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HomeMy WebLinkAboutPermit D03-094 - STARFIRE SPORTS - TENANT IMPROVEMENTD03 -094 Starfire Sports 6800 Fort Dent Way Z JU O 0 co, WI (.0 LL. W O} u. Q N� F. Z= Z IL 0. • W U � ,O 0 H W LlJ - U • u.~O ..Z U N 0 Z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2954900426 Address: 6800 FORT DENT WY TUKW Suite No: Tenant: Name: STARFIRE SPORTS Address: 6800 FORT DENT WY, TUKWILA, WA Owner: Name: CITY OF TUKWILA Address: 6200 SOUTHCENTER BL, TUKWILA WA Contact Person: Name: JUD YOUELL C/O BRUCE DEES & ASSOCIATES Phone: 253 627 -7947 Address: 222 E 26 ST, SUITE 202, TACOMA, WA Contractor: Name: S D DEACON CORP OF WASHINGTON Address: P.O. BOX 3070, BELLEVUE WA Contractor License No: SDDEACW108NT DESCRIPTION OF WORK: NEW ACCESSIBLE TOILETS, CONCESSIONS AREA AND MAINTENANCE STORAGE AREA (ONE NEW BUILDING) TWO RETAINING WALLS ALL FOR STADIUM ENHANCEMENT PUBLIC WORKS ACTIVITIES INCLUDE: 2" DOMESTIC WATER METER & SERVICE LINE, RPBA (NOWTO BE WITHIN BUILDING), SANITARY SIDE SEWER, AND STORM DRAINAGE. Value of Construction: $ $132,237.30 Fees Collected: $1,949.11 Type of Fire Protection: N/A Uniform Building Code Edition: 1997 Type of Construction: III -N Occupancy per UBC: 23 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Storm Drainage: N Street Use: N doc: Devperm DEVELOPMENT PERMIT Private: Profit: ?? D03 -094 Permit Number: D03 -094 Issue Date: 09/17/2003 Permit Expires On: 03/15/2004 Phone: Phone: 425 - 454 -5038 Expiration Date:06 /20/2004 Public: Non - Profit: ?? Printed: 09 -17 -2003 Water Main Extension: Water Meter: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 N Private: Public: 7? ** Continued Next Page ** D03 -094 Printed: 09 -17 -2003 Print Name: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this per it does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating constructio OF e performance •f work. , , , m =m au orized • ign and obtain this development permit. Signature: Date: 1 nec Date: / e 3 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. D03 -094 Printed: 09 -17 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2954900426 Address: 6800 FORT DENT WY TUKW Suite No: Tenant: STARFIRE SPORTS PERMIT CONDITIONS 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296 - 4722). 4: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (206- 835 - 1111). 5: All mechanical work shall be under separate permit issued by the City of Tukwila. 6: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 7: All structural concrete shall be special inspected (UBC - Sec. 306(a)1). 8: All structural welding shall be done by W.A.B.O. certified welders and special inspected (UBC - Sec. 306(a)5). 9: All high- strength bolting shall be special inspected (UBC - Sec. 306(a)6). 10: Bolts installed in concrete shall be special inspected (UBC Sec. 1701.5.2). 11: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 12: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 13: Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 14: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 15: All food preparation establishments must have Seattle -King County Department of Public Health sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling Seattle -King County Department of Public Health, 296 -4787, at least three working days prior to desired inspection date. On work requiring Health Department approval, it is the contractor's responsibility to have a set of plans approved by that agency on the job site. doc: Conditions D03 -094 sae Permit Number: D03-094 Status: ISSUED Applied Date: 03/21/2003 Issue Date: 09/17/2003 ' .j. Printed: 09 -17 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations 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 ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 18: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 19: A Certificate of Occupancy will be required for this permit. 20: ** *FIRE DEPARTMENT CONDITIONS * ** 21: The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 22: ** *FIRE EXTINGUISHERS * ** - UFC Article 10 and NFPA 10. 23: The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B :C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) 24: Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. 25: Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 106.3) (UFC Standard 10 -1) 26: Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 27: 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. (NFPA 10, 43, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not complete, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 28: Commercial -type food heat- processing equipment from which grease -laden vapors emanate in normal cooking application shall be protected by an approved automatic extinguishing system. The extinguisher system shall be interconnected to the fuel and current supply so that the fuel or current is automatically shut off to all equipment under the hood, when the system is actuated. (UFC 1006) 29: A wet chemical portable fire extinguisher having a minimum rating of 2A:1B:C:K shall be installed within 30 feet of commercial food heat - processing equipment, as measured along an obstructed path of travel. (UFC 1006.2.7). 30: * ** EXITS * ** - UFC Article 12 doc: Conditions 003 -094 Printed: 09 -17 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 31: Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) 32: 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. (UFC 1207.3) 33: Exit doors from a group A, E or I occupancy having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware. (UBC 1007.2.5, 1007 -3.10, 1007.5.8) 34: The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of it's failure, illumination shall be automatically provided from an emergency system for Group I, Divisions 1.1. and 1.2 occupancies and for all other occupancies where the means of egress system serves an occupant load of 100 or more. Such emergency systems shall be installed in accordance with the electrical code. (UBC 1003.9.2) 35: All exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 1 1/2 hours in case of primary power loss, the exit signs shall also be connected to an emergency electrical system provided from storage batteries, unit equipment or an on site generator set, and the system shall be installed in accordance with the electrical code. (UBC 1003.2.8.5) 36: ** *FIRE ALARM SYSTEMS * ** - City Ordinance #1646 - NFPA 72 37: An approved fire alarm system is required per City Ordinance ( #1900). An approved automatic sprinkler system may be installed in lieu of a fire alarm system. (Plans must be submitted to the Fire Prevention Bureau for approval prior to installation.) (City Ordinance #1900) (UFC 1001.3) 38: 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 #1900) (UFC 1001.3) 39: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #1900) 40: Local U.L. central station supervision is required. (City Ordinance #1900) 41: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. (City Ordinance #1900). 42: ** *ELECTRICAL * ** UFC Article 85 - NPFA 70 - NEC 43: All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 44: An aisle to and working space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110- 16(a), NEC 110- 16(c)) 45: Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 46: * ** BUILDING CONSTRUCTION * ** - (UFC, UBC) 47: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of constructino. (UFC 901.3) doc: Conditions D03 -094 2Sq.'t3; vrnsroae..rrC Printed: 09 -17 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 48: For all commercial, multi - family and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of any building and so that no point of a building (around it's perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measurd along the path of vehicular travel. (City Ordinance #1692) 49: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 50: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 51: These plans were reviewed by Marshal 51. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 52: ** *PLANNING DIVISION CONDITIONS * ** 53: No landscaping plan has been submitted for the concessions stand /maintenance building. Landscaping is required as part of the overall site design. A landscaping plan for this area must be submitted for Director review and approval prior to final occupancy of the building. 54: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 55: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 56: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 57: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 58: The Land Altering Permit Fee is based upon an estimated 132 cubic yards of cut and no fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 59: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 60: The following conditions are required for issuance of the permit with the understanding that they must be completed before a certificate of occupancy will be endorsed by Public Works: a.) A shutoff valve must be installed on the sewer line to prevent contamination in the event of a flood. b.) Starfire must sign the City's Flood Hazard Development Covenant and Hold Harmless Agreement. c.) Starfire must provide a copy of the flood insuance certificate for the facility. 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. doc: Conditions D03 -094 Printed: 09 -17 -2003 fM?7tx "Y?i:'�7�fxw; + „7n�v.^ cpnn n'.;.?' Ya;.ts«,orsa+C':!lr,LlYttd tc01Fi,'�"14r 0% IiM,,v, Yr Print Name: doc: Conditions City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 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 constructio the performance of work. Signature: _ec Date: D03 -094 Printed: 09 -17 -2003 doc: Miscperm City of Takwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 TOTAL WATER FEES: $16,240.00 WATER METER INFORMATION Z Parcel No.: 2954900426 Permit Number: PW03 -096 H Z Address: 6800 FORT DENT WY TUKW Issue Date: w re Suite No: Permit Expires On: 6 = JU 00 rn0 J F N u_ w METER #1 METER #2 METER #3 2 }} gJ u. •::C Water Meter Size: 2 0 0 = d Quantity: 1 0 0 I-. w Water Meter Type: PERM Z H I. 0 Work Order Number: 5107803 W w Connection Charge: Y $400.00 $0.00 $0.00 Installation: Y $2,350.00 $0.00 $0.00 p i ,... Additional Install Deposit: .. W u] Plan Check Fee: Y $10 $0 .00 00 $0$0.00 00 $0.00 $0.00 I- U . Inspection Fee: Y $15.00 $0.00 $0.00 u- 0 ,Turn On Fee: Y $25.00 $0.00 $0.00 til Z U� Subtotal: $2,800.00 $0.00 $0.00 0 H DESCRIPTION OF WORK: ' PUBLIC WORKS PERMIT FOR FEES ONLY. WORK TO BE DONE UNDER PERMIT D03 -094. Cascade Water Alliance (RCFC): Y $13,440.00 $0.00 $0.00 PW03 -096 Printed: 09 -17 -2003 Z b 4 * Wy Site Address: Tenant Name: S � -Pc?p'TS Property Owners Name: CxL I p1= J t.k u.�.) Mailing Address: U U�C i I� N T LL �t- i Sit t.t Name: \ < 0 t , 1 _ C.- 2l LCD t� E k A . Day Telephone: (7.5 3) LIZ- 7 - 7747 Mailing Address: ZZ Z E a S c.~Lcr 2-o2 - 114 C a/1 City Fax Number: CZS 3) 6 Z7-666 E -Mail Address: GENERAL CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT; OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: Contact Person: E -Mail Address: Contact Person: E -Mail Address: \applications\permit application (3.2003) 3/2003 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 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 ** zza � Page 1 ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: 'Building Permit No�� `7 Mechanical Permit No. Public ;Works.-Permit :No. . . Project No. • King Co Assessor's Tax No.: Z Suite Number: New Tenant: City (For office iis'e •only) :: Floor: ❑ .... Yes ❑ ..No 810f Zip State \Alm c wI z State Zip City Day Telephone: Fax Number: State 202- IAco nrtA q84 City State Zip Day Telephone: (...5S 3) G>2-7 - 7 q`1 Fax Number: (ZS 3) 6 2-7 6,64, f Stale D Zip Zip City Day Telephone: Fax Number: ;; /,� 1 \,{.• . �',�., `') ' i. "; ;-.� re ' 6 i " Existing . Interior • Remodel Addition to , • Existing .._ Structure ` ' t ..4 ,„;~ . ' • ' • New. `" ,Impe of., j 'Catfsfructibn` per UBC ; < .,, Type of occupancy per -.• • UBC 1" Floor 2-';73 / / / -A,/ 2na Floor 3f Floor Floors • thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck :BUILDING PERMIT INFORM ' "PION:- 206- 43 -3670 Valuation of Project (contractor's bid price): $ /-17, aOd Existing Building Valuation: $ Scope of Work (please provide detailed information): N1 E\ i CC c: P� LE - To l L 1_ TS ��� )L�Ci S S (C ntS A REA 4 MAlnt i RANC= sTO Li-\C- ft2-c Will there be new rack storage? p ..Yes .. No If "yes ", see Handout No. for requirements. 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): Floor area of principal dwelling: Floor area for accessory dwelling: *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: Compact: Handicap: Will there be a change in use? ❑ ....Yes J ..No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: D.. Sprinklers 0 ..Automatic Fire Alarm ErNone ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes f ..No If "yes", attach list of materials and storage locations on a separate 8-1/2 x 11 paper indicating quantities and Material Safety Data Sheets. \applications \permit application (3.2003) 3/2003 Page 2 ,.,,....� �,i:..f,' ?i,;r1.f,•dii., iG� �Y�i..nw�w'.4�/.t'M1xrt+tia� •-.044 N+ q. !wm +^.u.M + "XJraA''tt; $f9' fl%77�j91HV.4ijl{ {�F}nh LIC WORKS PERMIT IN1 AMATION 206 01.79 Water District ...Tukwila 0... Water District #125 ❑ ...Water Availability Provided Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... " WO# ❑ ...Temporary Water Meter Size.. WO# ❑ ...Water Only Meter Size f t WO# ❑ ...Sewer Main Extension Public Private ❑ ... Water Main Extension Public Private \applications \permit application (3.2003) 3/2003 Scope of Work (please provide detailed information): Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Sewer District ...Tukwila ❑ ... ValVue ❑ .. Renton ❑ ...Seattle ❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Highline ❑ ...Renton ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ .. Maintenance Agreement(s) 0...1 Harmless ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: ❑ ...Sewer ❑ ...Sewage Treatment Day Telephone: City State Zip Day Telephone: City State . Zip Page 3 Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace >100K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended /Wall/Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU Appliance Vent Hood 50+ HP /1,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Comm /Ind MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City state Zip Day Telephone: Fax Number: Contact Person: E -Mail Address: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement .... ❑ Commercial: New .... fl Replacement .... Fuel Type: Electric Gas Other: Indicate type of mechanical work being installed and the quantity below: IT: 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. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY TI -IAT 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 WASI-IINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 ER • A I'I-IORI'�rI_�,GENT: Signature Print Name: J Mailing Address: 222 5 2.& I 2-02- Date Application Accepted: 20 \applications \permit application (3.2003) 3/2003 Date Application Expires: ? 'p 2ti 3 Page 4 City Date: * Day Telephone: (253) G927.114'7 State Zip Staff Initial TRANSACTION LIST: ACCOUNT ITEM LIST: Description doc: Receipt BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 z RECEIPT W Parcel No.: 2323049001 Permit Number: D03-094 J U Address: 15000 INTERURBAN !RURBAN AV S TUKW Status: PENDING 0 0 Suite No: Applied Date: 03/21/2003 w W Applicant: STARFIRE SPORTS Issue Date: w H. N u- W O 2 Receipt No.: R03 -00374 Payment Amount: 1,949.11 g ( Initials: SKS Payment Date: 03/21/2003 03:00 PM z w User ID: 1165 Balance: $0.00 Z I I— O Z (— Payee: STARFIRE SPORTS D • o U O ( . 2 O I-- WW Type Method Description Amount I- H — O Payment Check 1025 1,949.11 Z. U = O Account Code Current Pmts 000/322.100 000/345.830 000/386.904 1,178.55 766.06 4.50 Total: 1,949.11 6853 03/21 9716 TOTAL 7007.95 Printed: 03 -21 -2003 ?.;l.rurs'ilt:wd: 1 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Payee: STARFIRE SPORTS ACCOUNT ITEM LIST: Description doc: Receipt CASCADE WATER ALLIANCE PLAN CHECK - WATER METER PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE PW PLAN REVIEW WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE RECEIPT Parcel No.: 2954900426 Permit Number: PW03 -096 Address: 6800 FORT DENT WY TUKW Status: PENDING Suite No: Applied Date: 09/12/2003 Applicant: STARFIRE SPORTS Issue Date: Receipt No.: R03 -01139 Payment Amount: 16,738.60 Initials: LAW Payment Date: 09/17/2003 02:13 PM User ID: 1630 Balance: $0.00 TRANSACTION LIST: Type Method Description Amount Payment Check 1307 16,738.60 Account Code Current Pmts 401/386.550 000/345.830 000/322.100 000/342.400 000/345.830 000/342.400 000/345.830 401/379.002 401/342.400 401/386.520 401/343.405 13,440.00 10.00 250.00 54.50 37.50 78.30 78.30 400.00 15.00 2,350.00 25.00 Total: 16,738.60 2770 09/i8 1716 1UIH -a3 o9y anted: 09 -17 -2003 Pr ect: ,cr -c ,r -P c AS Type of Inspection: ) c_ Address: i N3 P.Y\ AT IL-.- . Date Called: A I - n- 0 Special Instructions: Date Wanted: IA - -- ti,Z, a.m. p.m. Requester: r Phone No: 65-0 j _ z �jy� loLC, — -- L'S V 13 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - 3670 Approved per applicable codes. J Corrections required prior to approval. COMMENTS: C a r ) si)e_J\ Co r ( f- p Date: nl sp" t r: i '11-4 )(34...t 7 _ D 3 El 47. 0 REINSPECTION FEE R • UIRED. Prior o inspection, fee must be • at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: 0 ) rill AJC(' J/ /7'/,1/ 5 ..- A 0 0 2 b ve- c 0 a ) ,Zoo PA At/v ( :, — A Rdvr c0 dress: 800 %ok � r!-•5'm / /___ 4 ,, / R /ye c/ ...„ o cz-"t :Vs), / 1 id vii ,- /- 4 /2 N, (_�/ j, / 0 'rvY L,LJ , // tuns- v V pl2Nrf% L 1,4,=,, - 4p/?V O ,D . 95 9 p 0 I r4 LAisp,o,e '/t)7v5 .s e. /�i/U4 / ( X30 1-e / /P t f -/v`»-1 /4 (l A ( ///,r4/15 ,..),9 4/i /- 2 n ,� 614 0fi i n ,.9 / f , /V II ( - m/Fa j Requester c Phone No: ( .. CO3 Pr ect: _ j ARr SP 0ik - i - S Type of Inspection: 'FINAL- dress: 800 %ok � N (AY Date Called: Date 2- I 0 - O Special Instructions: Date Wanted: , � Z— I I a ' a.m. p.m. Requester c Phone No: ( .. CO3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 proved per applicable codes. INSPECTION RECORD Retain a copy with permit 1 PER Date: (206)431 -3670 - drrections required prior to approval. $ .00 REINSPECTION E REQUIRED. rnor to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 1 0 0. Call to schedule reinspection. Receipt No.: Date: 1 1 Pry J.W.:A A dre 10 : ' A 1�..� Type of Ins - +on: , ,,, ' 7 r. %ir z ,/> 4 / .4. s: 0D R- . Date Called: Date bate I l ' ,C �- S eciaNInstructions: Wanted: P t,- V P-� Reques er: �� v4 Phony INSPE /SON NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ,9 DC (1 PE' .0 NO (206)431 -3670 W Approved per applicable codes. El Corrections required prior to approval. $47.10 REINSPECTION ' E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: "i 4 �n /Aoki 9/4„, d J a./ e ( )--7 41../ .!Sefr."40?-02 //.7,/ K Date: I J-74 3 COMMENTS: I) % Type of Inspection• ` `.�' -x , rey1 Date Called: r u,+ ' i (Al (4 Date Wanted: i V "" 3 L Z 1 / t�1 / /∎'',",� r �/ -.1 (p �, r; - / ,) 1' i t � b _ 3 .-- ) fi 2''t .0A? /, Al p-(4 ) 7 /-4 7 A a44,,., --; - 71A 1 (e; Po 1/ c.4 c/,/�y /, ae �,,, J .x04,1 c /^ C, .7-44 44 5 /� L/�-- / >i, '� c/ t� ' / �� ( .1. tt4/4' (1 �"�'� t, J ,i t 7 /30 p....-, !\ e .7 \ L d' ril ore a ve i► C.. 94 ) ( ( .—ii 46 `.1,,-)7 � )3/(4 Project: .�� LC3l a j� �'cr' Type of Inspection• ` `.�' -x , Address: Date Called: Special Instructions: i t 30, [ r c ' A Date Wanted: i V "" 3 Requester: Phone No: 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 ( 06)431 -3670 S. El Corrections required prior to..app vafr Date: 2.- 03 497 ri $47.00 REINSPEC FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Ins pectio w' P i ij;if� ) ' fLAA CN'E/t/\ Date Called: Special Instructions: 7 I 1 0741, Zj -1..,,,..4 l Art,v.. 5 a.m. p.m. Ai , ,- ,: Do c fam w. 614 - Z d- _. , 0 11 ? 1 L 1. -RAJ ouv.vi,.. Project: , �//' /�f�' c 't�wrf �` S 11 4a# 4 41 ‘ Type of Ins pectio w' P Address: kg Do ThLt 0_444. Date Called: Special Instructions: 7 Date Wanted: a.m. p.m. Requester: Phone No: •.+, sin:l..':vc..:.; is »' . 414;. U: .6t;' ::4.4tf'� ° :u r Si - e�'::3� 4 k1 rvar� ° w3: 5 vlop INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 4 PERMIT NO. (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. Inspector: Date: t jZew a 547.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be 'tiaid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: .a a+.l.. ,_: . : .L.. , '... COMMENTS: Type of Inspection S ss QVL Address: Io[1 /()') Ia /sa 5 '-€1 _C L e a d ( if 3 Q ). -IV of.. 5 n P) M P - I%A ttA'd% - ,.A,.... WO s (.ape . CUA -- r. s 0 s' i7,... .., Requester: „ t I) (lam`. 0.4 6 . w47.., raw t o € u„t„rou 19 ')_(,y ak So Project: :�M,-f e Type of Inspection S ss Address: Date Called: 101-7 Special Instructions: M (,,,,‘Vi �� t ir:V4-a).4 Q Date Wanted: a.m. p.m. Requester: „ / 5 w 5 Phone No. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. J Corrections required prior to approval. Inspector: Date: I D / 7 / 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: 5 s5 Address: (9 �'oO -C w Date Called: t.c f ( I Cbc C AAAATA IVAJ) AeAnr-ti\J4 '►,p cif e c 1 4 AI (td (^)/ sOct. 3 S AS vti 70 ')41 r., evc. gal d i( al , S C..J -Q1 -2_i raw -p -cj-A\ ( U , 1-aC L-.a cr`` p 3.A,,,\. @ l P) EC) /V c. -P g) cvt,at 4e pl Project: c,� .J c _ Type of Inspection: 5 s5 Address: (9 �'oO -C w Date Called: t.c f ( Special Instructions: � '�'^�� -�' �, c ` . L � )171#&' . Date Wanted: a.m. p.m. Reques c I Swy Phone No: . 555 INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. J Corrections required prior to approval. Inspector: ks V Date: (6/G/0 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: r ;�; 0' "4 (1%) Type of Inspection: ; • �,�' y 1( 4 / , ,,e { £,,' ,V .J (' j;; , f . ^ 4,-- • - ". •t' (uy.4) 1 . t . 1., 44,.: ; i- r .. i f v): A ( L. u c_ ,.J . -•. { ut, ... ,..Q it ( '1 4 . 1 ki A ( 1..- oc.. v_. i is. i t JU� \.: f 1. �i: %„,k, a.m. p.m. r �JJ? •Gw f :' \ cT #i .k Wo It P; (3,4. J Phone No: Project: / (l �I v .,/ r ;�; 0' "4 (1%) Type of Inspection: ; • �,�' y Address: 4 4 Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: 6> \I Date: 1 1 /7 w> $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pr je t:. Type of Ispection: /� D A dr s • ,..- t 6 1—"nuf Dvti D a :e Called. i D /D 7 Special. Instructions: Date Wanted: g JO 3l C), p•m• Requester: /�f 1 �^ Phone No: & �j L'S--..g Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: C .OnC-e 4 ,C 10" rod let" EGO S Ai) -2 tA 1 \4 t,tJP� SAtgAr G v, ' r e.cA y oo m.S Ec S - Loot t C?`C S4&J G G-O V c)O v►^ t 1'ta -t V tG I Inspector' — Date: to ' 3 i $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at b300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: 1 i Type of Inspection: ,. d_ Addrey - I,,, / A:', � � Date Called: 64-2., Spe ial - nstructions: '" Da • Wanted: / /0 27 r a.m. � — Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved.'per applicable codes. (206)431 -3670 COMMENTS: /.e Corrections required prior to approval. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pro d Type of Innspection::, L' • A dress: (dL �1 OD l J L De-14 Date Called: e . JO 1 f() Special Instructions: Date Wanted p7/03 a -OYL., , �:-rn. p.m. Requester. PhoW6 — L 51310 2 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS ?2' , W, ,% 1� Asti cri;/, --- r...v i /1 6.2.e,/)..-7---‘.. sly ./ L_- -.� .- Ej $47.00 REINSPECTI • FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ... evi +4 Ya+.4atiMjl�r*,t:Y7.r,ti:,, •., z W ix: 6 00 N 0 . u) W CO IL W O u_ = El = W Z �— Zl- W LU O U N O I— WW H p u. O .. z W U= ~ O ~ z I Pr jgct: *) �.C.h./- Type off Inspection: , • n , t /U1�1!f 11�< Ad�d OO i- 4 Jed Date Called: Special Instructions: D to Wanted: 4 'V/0.3 / �a. . 10 P.m. Requester: Phone No: 7_64„! -(0 5ro " LosR ' INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. El Approved per applicable codes. PERMIT IZI Corrections required prior to approval. COMMENTS: No/. r it -✓�i 5 i 7;°-/- El $47.00 REINSPECTION ' E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: CO MENTS: ' Type of Inspection: • Ad '& i rG L (771,1„40,5d/7,4,f) 44 / 4f -7/ —4 G Cl,,e Special Instructions: E Date Wanted. c / c ,,,, ' 7 4, 9 //- ( r . /" Pho a No: ,,.. ' 1'6,4? <lc- a -,5----AFT, i gg.. i e, l/A �.s'` 1 014, c ..___._ _ ‘ , ,--„,;1,, / ,. /1) Prod t: Type of Inspection: • Ad res Lexpo Rd- _Devd Loki Date Ca led: I of Special Instructions: E Date Wanted. [ Requester. 4 '"✓Z ) Pho a No: ,,.. DZ).3 INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. 'Receipt No.: INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. a ,� //4 Date: /D` —(A $47.00 \ REINSPECTr6 64EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter BlvF1.7Suite;100. Call to schedule reinspection. Inspect 1 Date: :5 COMMENTS: Type.of Inspection: -rim/7(4,1 , Date Called: /o/gk Qi „--- i) lam'/ `Y / it 44.41 /.44 -r Date Wanted: !o % 'v3 g Requester: 4 . e y _ - e.t,u //,s �1�it - A4 /-c ,,e. ,U-,L , A 7/ - , / /If . ' i - /47 /,1 ../ ' ,mil 6 D ' ,. 4�' 1■10-f / e.�l.- s / 1 6 21-4? ve? i " r y-- � .0 (C 1.1 4 4. //e-7 1 / 0/ 4 4t e l+5 1 4...7 '0 4y /e . // 3 ce .. , eel- 614 d t' GU's' .-. —1 n 11 Prod ct: , i / 1a4 /v �'� 9( 1 Type.of Inspection: -rim/7(4,1 , Date Called: /o/gk Qi „--- Ad res.s g0 0 r-i- iiii-/ IAA/ Special Instructions: 8- 8:. 3 0 Pie q Date Wanted: !o % 'v3 g Requester: 4 . Phone No: 20 —6, O - 6526 Approved per applicable codes. Receipt No.: • Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 to Corrections required prior to approval. Inspector' Date: /-61"13J Ei $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: 0 . 1 - , Ocr''' k-- /a eil t r/ h 4 , --s l ea .i.0 3_ A 2 -. 41 is I) c'''i 7v c iSS1/A ( a3- el 9 V) - 5.-7-0 0 A // / c572,e 771/.1)/ A/5 70 ( 44- i :0 P• R en-2/ 7 e 0.2- 0,, p / ...Ak-- , - _7; "AL5-po64, 'eryi ) lfl d - 7 Cd-1,„,,9,9 - 747,?),Ii td;mh/7/- ,)D?//)/(5t p 1 „4?-7 p -TO .1.) / 5eP(S,‘A/11)/ c P- 1 / / AJ ,c P A ( / ()V ( 7//1/7 / ctui A-v-/' a i3 ec, / - (po t•VA Ii1c09eCct - r- 't . P 0 • • • LA 4.1111Aa. Type of Inspection: --i-^C/c- ' „op , . ‘..--, 11110111LOWIrms....■•=1112t,.■ Date ailed: g, I , 1 I I( f 0 3 / / 0 1 A dress: , ,--- n - 1&)C.) /--60 Dep.4- 14 A iate Special Instructions: c 7:3 o 6,.A. 6 all,+() C. 0 ekSk Wail Wanted 1 f rzl Requester: \ ..J6 h (r N to 50 (c) .5 2 • INSPECTIW:RECORD Retain a copy with permit INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVArd/ 63 el 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-36.70 TA El Approved per applicable codes. Corrections required prior to approval. ctor: / Date: 0 o gi $47.00 REINSPE ION FEE REQU Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 4444 IF • • 1 • CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION 6300 Southcenter Blvd., Suite 100 Tukwila, tishington 98188 Tel: 06)431-3670 NOTICE & ORDER. All persons engaged in doing orcauting work to be done are hereby ordered to forthwith STOPWoRK, pertaining to construction, alterations or repairs on - these preTiies.. Located at: • A j ( VIOLATION: • Stop Work Order No. 1'30 • • t \ .1 2 "\ (1\ t TT ( t . t _ k•c; .. • "pis ( 7- )- )1, ' / 1 LJ ( comtmTwE ACTION REQUIRED: %WA Apply for a building permit within 15 days of this notice. //I , //, /.c" Remove illegal construction within 15 days of this notice & clIfo La Discontinue use of structure or portion thereof • , :' Vacate building and secure against entry. ,/:) / 7 N, U.NO P.M. 1/4./ .: ) --ipi' . . ; 131( . ..._ 7 / //) i ' 1 - -"--'--/ 1 $. ;08siiti ';'1 2 ,,,?" ) , c. ,/ NAME /,,TITLE /7` -1 -.- ...... . , / DO NOT REMOVE TIIIANOTACE,:.j?„ ,. 7 ,, („( ,,/,-/ . , . , .... „, , , , , ,......, ,-, , , ,.(- i , V ' RATING: !cis unlawful to remove this notice. Failure to comply with the requirements of this order or to cease a tivity shall subject the offender to a Civil Infraction Citation. Each civil infraction shall carry with it a monetary penalty of S100.00 for the first violation, SI75.00 for a second violation of the same nature or a continuing Violation, and $250.00 for a third or subsequent violation of the same nature or a continuing violation. Chapter 8.45, Ttil(WilftMimicipal Code ' 2 .4".711.14a4bArA:14.14.04.: ....40445,LL* 4 Lt. COMMENTS: P h, lif-/ N,4 / /2A)6; j4' / iAl P0-i;o4 M kd/�r�h•,,/e /)ii <h h -,0) r lrirr c Special Instructions: 5 D21,�/ ;Ai1 III7 r_s / Ai i4.0m-fdler-ed lit, /) r~, UV' f 3 I✓ Y77 / ,f/el / nI S i.-746 1.4) Phone NO: j (( \) / AV Project: c - ' ` v & • -� Type of spection: fr : (/ Address: IP & l OP f W. Date Called: l73 j o( /7/ Special Instructions: 0 e Wante „ ;y ; ` ; ir I ZI 03 'p.m. Requeste : i i _ ��...' Phone NO: j (( \) / AV INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. "`Corrections required prior to approval. Inspe • r: aid at 6300 Southcen er Blvd., Suite 100. Call to schedule reinspection. eceipt No.: Date: C halo 5 .00 REINSPECTION EE REQUIRED. rior to inspection, fee must be Date: * *44,& yr °s1:3 Pro a t: Type of Inspection: ddress: Date Called: .� Special Instructions: por„t-k 7 v 'A' U Y I ‘f--- kit - i U Guil_ Date Wanted: �7/�? J.3 ; ; p.m. Requester: \ 4 .-.-�... Ph9ne No: EI 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 PERM 06)431 -3670 D Corrections required prior to approval. COMMENTS: LcI ri-- CO AS v'- v► t3 n vl .S ( ‘-1 e SG no I,es G,C` /vC) CClv\Cff Inspector: Date 9 VO3 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.; Date: Project: C -} Typ of Inspection: + - l Add 1, OO ;--Ot be At Date Called: 2 9-1 1-o > Special Instructions: Date Wanted: a.m.. 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 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: S-'t9 L-)bf1L tM R I- 0 r e pff Inspect Date: / -, , 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z < • IF- H Z • W W D j0 O 0 (0 0 U) W WI W LL W n >- ‹ 1-- cc -71 LL < cn D I a F _ W 2 Z F- 1- 0 Z 1- W w 2 D D 0 O u) O - O H W W 2 H 1 L I - 0 Z lli u) 0 P -1 o 1- Z ENS ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS - 6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 -6698 1 FILE COPY Stcu*e'Socce Com$e%' At Fort Ve nt'aXk• TUKW I LA, WA S TRUCTURI4 L CA LCU LA rIoNs MAINTENANCE 3LDC Er GRANDSTAND COVER MARC3E 2003 ENW JO3 NO. 02116003 DESIGN CRITERIA CODE: 1997 UNIFORM BLDG CODE WIND: 80 MR , EXPOSURE C SEISMIC: ZONE 3 ROOF SNOW 25 PSF D ECEOVE AUG 1 2 2003 REID MIDDLETON CITY Of 'WHO ppOYEa SEP 1 7 2003 AS W 4JT Tti� __RECEIVED LA MAR 2 1 2003 PERMIT CENTER EXPIRES 8/28/03 1o3 02116 Input = Job number : Job name : Starfire Sports Grandstand Cover 97 UBC Section 1630.2 Static Force Procedure - Building design base shear Structural system type = Lateral Force - resisting system = Seismic zone = I= hn = Soil profile type = Na = Nv = Top of wall elevation (parapet) = Elevation of top of wall lateral support (max.) = Elevation of top of wall lateral support (min.) = Out t Ct = 0.035 R = 4.5 Ca = 0.36 Cv = 0.64 Ca' = 0.36 Cv' = 0.54 Z = 0.3 T = 0.257 Eq. (30-4) Vu = (CV*1 /R *T)*W = 0.467 Eq. (30-5) Vu = (2.5 "Ca'"I /R)*W = 0.200 Eq. (30-6) Vu = (0.11 "Ca' *I) *W = 0.040 Eq. (30-7) Vu = (0.8 "Z'Nv /R)'W = 0.000 Controls Vu design = 0.200 IP = ap /Rp = ap /Rp = hx/hr p= hx/hr s= hx/hr b= Eq. (32 -1) Fpu= 4.0 "Ca"Ip*Wp = Eq. (32 -2) Fpu= ap *Ca *Ip /Rp "(1 +3hx/hr)Wp = Eq. (32 -2) Fpu= ap *Ca *Ip /Rp "(1 +3hx/hr)Wp = Eq. (32 -2) Fpu= ap "Ca *Ip /Rp *(1 +3hx/hr)Wp = Eq. (32 -3) Fpu= 0.7 "Ca *Ip"Wp = Controls Parapet Vu design = only design V design = M design = M design = Controls Wall Vu = design Vu = Vu design = V design = at high M design = roof M design = at low M design = roof M design = Wall anchorage force ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Prose of Engineers Northwest, Inc., Seattle - Use by others unlawful Shaded cells TbI.16 -N (Abbreviate thus: - BWS,BFS,MRF,DS or CCS) Tb1.16 -N Tb1.16 -K height to top level In main portion of structure (abv.base) TbI.16 -J ( If unknown use "SD" ) TbI.16 -S & U ( Greater than 1.0 only in seismic Zone 4 ) Tb1.16 -T & U ( Greater than 1.0 only in seismic Zone 4 ) ft. ft. roof high point (minimum parapet) ft. roof low point (maximum parapet) Sec. 1630.2.2(1) Tb1.16 -N & P Tb1.16 -Q Tb1.16 -J & R =Ca *Na (Ca' not = Ca in Seismic Zone 4 only) =Cv•Nv (CV not = Cv in Seismic Zone 4 only) Tb1.16 -1 Eq. (30-8) "W W = building weight (# or kips) *W Upper bound all Zones "W Lower bound all Zones 'W Lower bound Zone 4 only IN Ultimate V design = 0.1429 IN Working (1.4 ult. factor ) Section 1632.2 Wall lateral forces - perpendicular to wall ( Ref. Seismic Design Manual Vol.1- SEAOC ) pgs. 107.110 Output Wp = wall weight (psf) & pgs.142 -144 Ca' = 0.36 1.00 0.833 0.333 1.00 1.00 0.00 1.440 1.200 0.480 0.120 0.252 1.200 0.857 0.00 0.00 0.480 0.252 0.366 0.261 4.71 4.71 4.71 4.71 0.500 3.09 200 pif Cantilevered parapet design Main wall design @ Parapet @ top lateral support @ bottom of wall "Wp "WP * WP * Wp "Wp "WP *Wp * Wp *Wp * WP * WP *Wp "Wp 'WP * Wp "Wp *Wp 97 UBC EQ. ir,Rq 'Y+ Upper bound all Zones Cantilevered parapet Main walls (@ point of anchorage) Main walls (bottom of wall) Lower bound all Zones (#) Ultimate ( hx = hr ) ( #) Working (1.4 ult. factor ) �i, ✓ {,C.yMCgE01i17TYLM1t Tbl. 16-0 1.A.(1) Tbl. 16-0 1.A.(2) hx = hr hx = hr hx = 0 hx = hr hx = hr hx = 0 SHEET OF Rev.6/15/01 Controls Parapet only design ( # -ft.) Working (1.4 ult. factor ) minimum parapet @ 0 ft. high (#-ft.) Working (1.4 ult. factor ) maximum parapet @ 0 ft. high (#) Ultimate (@ point of anchorage) Controls Wall ( #) Ultimate (bottom of wall) design ( #) Ultimate (average over the entire wall) ( #) Working (1.4 ult. factor ) average over the entire wall ( # -ft.) Working (1.4 ult. factor ) simple span (neglect parapet) ( # -ft.) Working (1.4 ult. factor ) reduced for cantilevered parapet ( # -ft.) Working (1.4 ult. factor ) simple span (neglect parapet) (#-ft.) Working (1.4 ult. factor ) reduced for cantilevered parapet ap /Rp = flexible diaphragm anchorage Sec.1633.2.8. Wall anchorage P design = *Wp (plf) wkg.@ point of anchorage Min. wall anchorage force P design = minimum wkg. per Sec. 1611.4 & 1633.2.8.1 NOTE:- 1.) For wall anchors that are not embedded 8 diameters minimum multiply the above wall anchorage factor by 2.0 for the anchor loads 2.) For design of steel elements of the wall anchorage system multiply the above anchorage loads by a factor of 1.4. Sec.1633.2.8.1.4 3.) For design of wood elements of the wall anchorage system multiply the above anchorage loads by a factor of 0.85 & the minimum net thickness of these wood elements must be 2.1/2 ". Sec. 1633.2.8.1.5 3/20/2003 Grandstand 97EQSHR.xls Eq. (33 -1)a Eq. (33 -1)b Controls ENGINEERS - NORTHWEST, INC., P.S. SHEET of 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 3/23/99 SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Job number : 02116 Job name : Starfire Sports Grandstand Cover 97 UBC Section 1633.2.9 - Static Force Proceedure - Diaphragms Is diaphragm "flexible "? Input (YorN) Input ( from "97 UBC EQ." page 1 1= Ct = R= Ca = Cv = Ca' _ Cv' _ Z= T= Nv = 1.00 0.035 4 0.36 0.54 0.36 0.54 0.3 0.257 1.00 Output Eq. (30 -4) Vu = (Cv' *I /R*T) *W = 0.5259 *W Eq. (30 -5) Vu = (2.5 *Ca' *I /R) *W = 0.2250 *W Eq. (30 -6) Vu = (0.11 *Ca' *I) *W = 0.0396 *W Eq. (30 -7) Vu = (0.8 *Z *Nv /R) *W = 0.0600 *W Vu = Fu*wpx = 0.2250 Fu px = 1.0Ca *I *wpx = 0.3600 Fu px = 0.5Ca *I *wpx = 0.1800 Fu px design = 0.2250 F px design = 0.1607 97 UBC Diaphragm TbI. 16 -K Sec. 1630.2.2(1) Tbl. 16 N & P w/ 4 max. for flexible diaph. • TbI.16 -Q Tb1.16 -J & R =Ca *Na (Ca' not = Ca in Seismic Zone 4 only) =Cv *Nv (Cv' not = Cv in Seismic Zone 4 only) Tb1.16 -I Eq. (30 -8) Tb1.16 -T & U ( >1.0 in Seismic Zone 4 only) Upper bound all Seismic Zones Lower bound all Seismic Zones Lower bound Seismic Zone 4 only *wpx (Controlling from above 4 Equations) *wpx Upper bound *wpx Lower bound "wpx (ultimate) *wpx (working) 1.4 ult. factor Symbols and Notations W = the total dead load plus :- 1.) a minimum of 25% of storage and warehouse floor live load. 2.) a minimum of 10 psf partition load where partitions are used in the floor design. 3.) snow loads that exceed 30 psf, may with the approval of the Building Official be reduced up to 75 %. 4.) Total weight of permanent equipment. wpx = the weight of the diaphragm and the elements tributary thereto, including loads listed under "W 1 thru 4" above. 3/20/2003 Grandstand 97EQSHR.xls WALLS Cq = 0.8 = 10.29 0.8 16.50 0.8 20.58 Inward Windward wall p Cq = 0.5 0.5 0.5 On vertical projected area structures >40 feet In height p Leeward wall (Enclosed & open structures) p : 6.43 10.31 12.86 Outward Cq = 1.0 1.0 1.0 (Enclosed & Open structures) p Leeward wall (Partially Enclosed structures) p = 12.87 20.62 25.72 Outward ROOFS Cq = 0.7 0.7 0.7 (Partially Enclosed structures) p Wind perpendicular to ridge, leeward or flat roof p = 9.01 14.43 18.01 Outward Wind perpendicular to ridge, leeward or flat roof Cq = 0.7 0.7 0.7 (Enclosed & open structures) p = 9.01 14.43 18.01 Outward Wind perpendicular to ridge, leeward or flat roof Cq = 1.2 1.2 1.2 (Partially Enclosed structures) p = 15.44 24.75 30.87 Outward Cq = 0.7 0.7 0.7 Windward roof <2:12 (Enclosed & Open structures) p : 9.01 14.43 18.01 Outward Cq = 1.2 1.2 1.2 Windward roof <2:12 (Partially Enclosed structures) p = 15.44 24.75 30.87 Outward Cq = 0.9 0.9 0.9 Windward roof 2:12 to <9:12 (Enclosed & Open structures) p a 11.58 18.56 23.15 Outward Cq = 1.4 1.4 1.4 Windward roof 2:12 to <9:12 (Partially Enclosed structures) p = 18.01 28.87 36.01 Outward Cq = 0.3 0.3 0.3 Windward roof 2:12 to <9:12 p = 3.86 6.19 7.72 Inward Cq = 0.4 0.4 0.4 Windward roof 9:12 to 12:12 p = 5.15 8.25 10.29 Inward Cq = 0.7 0.7 0.7 Windward roof >12:12 p : 9.01 14.43 18.01 Inward Wind parallel to ridge & flat roofs Cq = 0.7 0.7 0.7 Enclosed & 0 e structures p = 9.01 14.43 18.01 Outward Wind parallel to ridge & flat roofs Cq = 1.2 1.2 1.2 (Partially Enclosed structures) p = 15.44 24.75 30.87 Outward Cq = On vertical projected area structures <=40 feet in height p 1.3 = 16.72 1.3 26.81 1.3 33.44 Horizontal any direction Cq = 1.4 1.4 1.4 Horizontal On vertical projected area structures >40 feet In height p = 18.01 28.87 36.01 any direction On horizontal projected area of Cq = 0.7 0.7 0.7 (Enclosed & Open structures) p = 9.01 14.43 18.01 Upward On horizontal projected area of Cq = 1.2 1.2 1.2 (Partially Enclosed structures) p = 15.44 24.75 30.87 Upward ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle . Use by others unlawful PRESSURE ( ON PRIMARY FRAMES & SYSTEMS WIND SPEED s MEAN ROOF HEIGHT = PARAPET HEIGHT = Iw = Ce = 80 1.00 0.79 1.26 1.57 UBC frame WIND Page 1 mph ft ft EXPOSURE "B" EXPOSURE "C" EXPOSURE "0" qs= .00266 V` = 16.4 psf used for loads to walls only METHOD 1 (Normal force method) Exposure B Exposure C Exposure D Trib. Area 1000 ft 1000 ft. 2 1 000 ft METHOD 2 (Projected area method Exposure B Exposure C Exposure D Trib. Area 1000 ft 1000 ft. 1000 ft. UBC Sec.1616 - DEFINITIONS - PARTIALLY ENCLOSED STRUCTURE OR STORY Is a structure or story that has more than 16 % of any windward projected area open and the area of openings on all other projected areas Is less than half of that on the windward projection. UBC Table 16 -H - Footnote #1. For one story or top story of multistory partially enclosed structures, an additional value of 0.5 shall be added to the outward Cq. The most critical combination shall be used for design. yet+ry; au., ,.'» Nr�,. e........ er, vv. n, .,...w.==aa.N rn...r.vm+,....•.. SHEET OF 1997 UBC WIND EQUATION p Ce Cq qs lw 3/20/2003 Grandstand WIND - CE.XLS WALLS (T.O.P.) Cq = 1.2 = 15.12 0.9 11.34 1.2 24.39 0.9 18.29 1.2 30.64 0.9 22.91 Outward or Inward All stuctures p Cq = Partially Enclosed p 1.6 i 20.15 1.3 16.38 1.6 32.52 1.3 26.42 1.6 40.73 1.3 33.09 Outward Cq = Parapets P 1.3 = 16.38 1.0 12.60 1.3 26.42 1.0 20.33 1.3 33.09 1.0 25.45 Outward or Inward ROOFS (MRH) Cq = 1.3 1.0 1.3 1.0 1.3 1.0 Upward Enclosed & Unenclosed <12:12 p = 16.72 12.87 26.81 20.62 33.44 25.72 Outward or Inward Cq = 1.3 1.0 1.3 1.0 1.3 1.0 Outward Enclosed & Unenclosed <7:12 p = 16.72 12.87 26.81 20.62 33.44 25.72 Outward Cq = 1.7 1.4 1.7 1.4 1.7 1.4 Outward Partially Enclosed < 2:12 p a 21.87 18.01 35.06 28.87 43.73 36.01 Outward Cq = 1.6 1.3 1.6 1.3 1.6 1.3 Upward Partially Enclosed 2:12 to 7:12 p = 20.58 16.72 32.99 26.81 41.15 33.44 Outward (or) Cq = 0.8 0.6 0.8 0.5 0.8 0.6 Partially Enclosed 2:12 to 7:12 p = 10.29 6.43 16.50 10.31 20.58 12.86 Inward Cq = 1.7 1.4 1.7 1.4 1.7 1.4 Partially Enclosed >7:12 to 12:12 p = 21.87 18.01 35.06 28.87 43.73 36.01 Outward or Inward WALLS (T.O.P.) Cq = 1.5 = 18.89 1.2 15.12 1.5 30.49 1.2 24.39 1.5 38.18 1.2 30.54 Outward Corners p Cq = Corners p 1.2 = 16.12 0.9 11.34 1.2 24.39 0.9 18.29 1.2 30.54 0.9 22.91 Inward ROOFS (eaves.rakes & ridges)* Cq = 2.3 1.5 2.3 1.5 2.3 1.5 Slope < 2:12 p = 29.59 19.30 47.43 30.93 59.16 38.58 Upward Cq = 2.6 1.8 2.6 1.8 2.6 1.8 Slope 2:12 to 7:12 p = 33.45 23.16 53.62 37.12 66.88 46.30 Outward Cq = 1.6 1.3 1.6 1.3 1.6 1.3 Slope >7:12 to 12:12 p = 20.58 16.72 32.99 26.81 41.15 33.44 Outward ROOFS teaves.rakes a ridgesr Cq = 2.8 2.0 2.8 2.0 2.8 2.0 Slope < 2:12 p = 36.02 25.73 57.74 41.24 72.02 61.44 Upward WIND SPEED = MEAN ROOF HEIGHT = PARAPET HEIGHT = Iw a (d► MEAN ROOF HEIGHT (MRH) EXPOSURE "B" Ce = 0.79 EXPOSURE "C" Ce = 1.26 EXPOSURE "D" Ce = 1.67 * = Without overhangs " = At overhangs & Canopies In • ut from "UBC frame WIN ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc. Seattle - Use by others unlawful UBC WIND PRESSURE ( ON WALL & ROOF ELEMENTS ) 1 IN AREAS OF DISCONTINUITY qs= .00266 V 16.4 psf 1997 UBC WIND EQUATION p =CeCggslw @ TOP OF PARAPET (T.O.P.) EXPOSURE "B" Ce = 0.77 EXPOSURE "C" Ce = 1.24 EXPOSURE "D" Ce = 1.56 NOT IN AREAS OF DISCONTINUITY! Ex sure B Exposure C Exposure D Trib. Area 10 ft 100f. 10 ft 100ft. 10 ft. 100 ft. Exposure B Exposure C Exposure D Trib. Area 10 ft. 100 ft. 10 ft. 100 ft. 10 ft. 100 ft. UBC Sec.1616 - DEFINITIONS - PARTIALLY ENCLOSED STRUCTURE OR STORY Is a structure or story that has more than 15 % of any windward projected area open and the area of openings on all other projected areas is less than half of that on the windward projection. UBC Table 16-H - Footnote #2. Cq values are listed for 10 square foot tributary areas. For tributary areas of 100square feet the value of 0.3 may be subtracted from Cq, except at areas of discontinuities with slopes less than 7:12 where the value of 0.8 may be subtracted from Cq. Interpolation may be used for tributary areas between 10 and 100 square feet. For areas greater than 1000 square feet, use primary frame values. UBC Table 16 -H - Footnote #3 For roof slopes greater than 12:12, use wall elements. UBC Table 16 -H - Footnote #4 Discontinuities extend 10 ft. or 0.1 times the least width of the structure whichever is less. UBC wall & roof WIND Page 1 SHEET OF 3/20/2003 Grandstand WIND - CE.XLS V 11 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Page 1 SHEET OF 3/20/2003 Grandstand WIND - CE.XLS Pro a of Engineers Northwest, Inc., Seattle - Use by others unlawful Input = Shaded cells Job number : 02116 Job name : Starfire Sports Maintenance Bldg 97 UBC Section 1630.2 Static Force Procedure - Building design base shear Structural system type = Lateral Force - resisting system = Seismic zone = 1= hn = Soil profile type = Na = Nv = Top of wall elevation (parapet) = Elevation of top of wall lateral support (max.) = Elevation of top of wall lateral support (min.) = Ct = 0.02 R = 4.5 Ca = 0.36 Cv = 0.54 Ca' = 0.36 Cv' = 0.54 Z = 0.3 T = 0.147 Eq. (30-4) Vu = (Cv' *I /R *T) *W = 0.818 Eq. (30-5) Vu = (2.5 *Ca" I /R) *W = 0.200 Eq. (30-6) Vu = (0.11 *Ca' *I) *W = 0.040 Eq. (30 -7) Vu = (0.8 *Z *Nv /R)'W = 0.000 Controls Vu design = 0.200 V design = 0.1429 Section 1632.2 Eq. (32 -1) Eq. (32 -2) Eq. (32 -2) Eq. (32 -2) Eq. (32 -3) Controls Parapet only design Wall anchorage force Ca' = 1p = ap /Rp = ap /Rp = hx/hr p= hx/hr s= hx/hr b= Fpu= 4.0'Ca'Ip'Wp = Fpu= ap *Ca *Ip /Rp *(1 +3hx/hr)Wp = Fpu= ap *Ca *Ip /Rp *(1 +3hx/hr)Wp = Fpu= ap *Ca *Ip /Rp *(1 +3hx/hr)Wp = Fpu= 0.7 *Ca *Ip *Wp = Vu design = V design = M design = M design = Vu = Vu = Vu design = V design = M design = M design = M design = M design = ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 BWS Tb1.16 -N (Abbreviate thus:- BWS,BFS,MRF,DS or CCS) Tb1.16 -N Tb1.16 -K height to top level in main portion of structure (abv.base) Tb1.16 -J ( If unknown use "SD" ) 1.00 Tb1.16 -S & U ( Greater than 1.0 only in seismic Zone 4 ) 1.00 Tb1.16 -T & U ( Greater than 1.0 only in seismic Zone 4 ) 11.33 ft. 11.33 ft. roof high point (minimum parapet) 11.33 ft. roof low point (maximum parapet) Output Output Sec. 1630.2.2(1) Tb1.16 -N & P Tb1.16 -Q Tb1.16 -J & R =Ca *Na (Ca' not = Ca in Seismic Zone 4 only) =Cv *Nv (Cv' not = Cv in Seismic Zone 4 only) Tb1.16 -1 Eq. (30-8) W = building weight (# or kips) Upper bound all Zones Lower bound all Zones "W Lower bound Zone 4 only *W Ultimate IN Working (1.4 ult. factor ) *W *W Wall lateral forces - perpendicular to wall ( Ref. Seismic Design Manual Vol.1- SEAOC ) pgs. 107 -110 0.36 1.00 0.833 Cantilevered parapet design 0.333 Main wall design 1.00 @ parapet 1.00 @ top lateral support 0.00 @ bottom of wall 1.440 'Wp Upper bound all Zones 1.200 'Wp Cantilevered parapet 0.480 *Wp Main walls (@ point of anchorage) 0.120 'Wp Main walls (bottom of wall) 0.252 *Wp Lower bound all Zones 97 UBC EQ. Wp = wall weight (psf) } u r m 0.e N c .... : .+. : ' !Yr. ,A,r0 :,,tvsti Tbl. 16.0 1.A.(1) Tbl. 16-0 1.A.(2) hx = hr hx = hr hx = 0 hx = hr hx = hr hx = 0 SHEET OF Rev.6/15/01 & pgs.142 -144 1.200 *Wp (#) Ultimate ( hx = hr ) Controls Parapet 0.857 *Wp ( #) Working (1.4 ult. factor ) only design 0.00 *Wp ( # -ft.) Working (1.4 ult. factor ) minimum parapet @ 0 ft. high 0.00 *Wp ( # -ft.) Working (1.4 ult. factor ) maximum parapet @ 0 ft. high Controls Wall 0.480 'Wp ( #) Ultimate (@ point of anchorage) Controls Wall design 0.252 *Wp ( #) Ultimate (bottom of wall) design 0.366 'Wp ( #) Ultimate (average over the entire wall) 0.261 *Wp (#) Working (1.4 ult. factor ) average over the entire wall at high 4.19 *Wp (#-ft.) Working (1.4 ult. factor ) simple span (neglect parapet) roof 4.19 *Wp ( # -ft.) Working (1.4 ult. factor ) reduced for cantilevered parapet at low 4.19 *Wp ( # -ft.) Working (1.4 ult. factor ) simple span (neglect parapet) roof 4.19 *Wp (#-ft.) Working (1.4 ult. factor ) reduced for cantilevered parapet ap /Rp = 0.600 flexible diaphragm anchorage Sec.1633.2.8. Wall anchorage P design = 2.91 *Wp (pif) wkg.® point of anchorage Min. wall anchorage force P design = 200 plf minimum wkg. per Sec. 1611.4 & 1633.2.8.1 NOTE:- 1.) For wall anchors that are not embedded 8 diameters minimum multiply the above wall anchorage factor by 2.0 for the anchor loads 2.) For design of steel elements of the wall anchorage system multiply the above anchorage loads by a factor of 1.4. Sec.1633.2.8.1.4 3.) For design of wood elements of the wall anchorage system multiply the above anchorage loads by a factor of 0.85 & the minimum net thickness of these wood elements must be 2 -1/2 ". Sec. 1633.2.8.1.5 3/20/2003 Malnt -Bldg 97EQSHR.xls Eq. (33 -1)a Eq. (33 -1)b Controls ENGINEERS - NORTHWEST, INC.,P.S. SHEET of 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 3/23/99 SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Job number : 02116 Job name : Starfire Sports Maintenance Bldg 97 UBC Section 1633.2.9 - Static Force Proceedure - Diaphragms Is diaphragm "flexible "? Input 0 (YorN) Input ( from "97 UBC EQ." paae 1 1= Ct = R= Ca = Cv = Ca' _ Cv' _ Z = T= Nv = Output Eq. (30 -4) Vu = (Cv' *I /R *T) *W = 0.9203 *W Eq. (30 -5) Vu = (2.5 *Ca' *I /R) *W = 0.2250 *W Eq. (30 -6) Vu = (0.11 *Ca' *I) *W = 0.0396 *W Eq. (30 -7) Vu = (0.8 *Z *Nv /R) *W = 0.0600 *W Vu = Fu *wpx = 0.2250 Fu px = 1.0Ca *I *wpx = 0.3600 Fu px = 0.5Ca *I *wpx = 0.1800 Fu px design = 0.2250 F px design = 0.1607 1.00 TbI. 16-K 0.02 Sec. 1630.2.2(1) 4 TbI. 16 N & P w/ 4 max. for flexible diaph. 0.36 Tb1.16 -Q 0.54 TbI.16 -J & R 0.36 =Ca *Na (Ca' not = Ca in Seismic Zone 4 only) 0.54 =Cv *Nv (Cv' not = Cv in Seismic Zone 4 only) 0.3 Tb1.16 -I 0.147 Eq. (30 -8) 1.00 TbI.16 -T & U ( >1.0 in Seismic Zone 4 only) Upper bound all Seismic Zones Lower bound all Seismic Zones Lower bound Seismic Zone 4 only *wpx (Controlling from above 4 Equations) *wpx Upper bound *wpx Lower bound *wpx (ultimate) *wpx (working) 1.4 ult. factor Symbols and Notations W = the total dead load plus :- 1.) a minimum of 25% of storage and warehouse floor live load. 2.) a minimum of 10 psf partition load where partitions are used in the floor design. 3.) snow loads that exceed 30 psf, may with the approval of the Building Official be reduced up to 75 %. 4.) Total weight of permanent equipment. wpx = the weight of the diaphragm and the elements tributary thereto, including loads listed under "W 1 thru 4" above. 97 UBC Diaphragm 3/20/2003 Maint -Bldg 97EQSHR.xls WALLS Cq = 0.8 8.13 0.8 13.91 0.8 18.22 Inward Windward wall p= Cq = 0.5 0.5 0.5 On vertical projected area structures >40 feet in height p Leeward wall (Enclosed & open structures) p s 5.08 8.69 11.39 Outward Cq = 1.0 1.0 1.0 (Enclosed & Open structures) p Leeward wall (Partially Enclosed structures) p = 10.16 17.39 22.77 Outward ROOFS Cq = 0.7 0.7 0.7 (Partially Enclosed structures) p Wind perpendicular to ridge, leeward or flat roof p = 7.11 12.17 15.94 Outward Wind perpendicular to ridge, leeward or flat roof Cq = 0.7 0.7 0.7 (Enclosed & open structures) p= 7.11 12.17 15.94 Outward Wind perpendicular to ridge, leeward or flat roof Cq = 1.2 1.2 1.2 (Partially Enclosed structures) p a 12.19 20.87 27.33 Outward Cq = 0.7 0.7 0.7 Windward roof <2:12 (Enclosed 8 Open structures) p = 7.11 12.17 16.94 Outward Cq = 1.2 1.2 1.2 Windward roof <2:12 (Partially Enclosed structures) pr. 12.19 20.87 27.33 Outward Cq = 0.9 0.9 0.9 Windward roof 2:12 to <9:12 (Enclosed 8 Open structures) p= 9.14 15.65 20.50 Outward Cq = 1.4 1.4 1.4 Windward roof 2:12 to <9:12 (Partially Enclosed structures) p a 14.22 24.34 31.88 Outward Cq = 0.3 0.3 0.3 Windward roof 2:12 to <9:12 p= 3.05 5.22 6,83 Inward Cq = 0.4 0.4 0.4 Windward roof 9:12 to 12:12 p = 4.06 6.96 9.11 Inward Cq = 0.7 0.7 0.7 Windward roof >12:12 p= 7.11 12.17 15.94 Inward Wind parallel to ridge & flat roofs Cq = 0.7 0.7 0.7 (Enclosed & Open structures) p= 7.11 12.17 15.94 Outward Wind parallel to ridge & flat roofs Cq = 1.2 1.2 1.2 (Partially Enclosed structures) p = 12.19 20.87 27.33 Outward Cq = On vertical projected area structures <=40 feet in height p= 1.3 13.21 1.3 22.61 1.3 29.60 Horizontal any direction Cq = 1.4 1.4 1.4 Horizontal On vertical projected area structures >40 feet in height p = 14.22 24.34 31.88 any direction On horizontal projected area of Cq = 0.7 0.7 0.7 (Enclosed & Open structures) p = 7.11 12.17 15.94 Upward On horizontal projected area of Cq = 1.2 1.2 1.2 (Partially Enclosed structures) p = 12.19 20.87 27.33 Upward ( I � Y VIII `ll ■I liwlllb • =Lu 0.62 1.06 1.39 qs= .00266 V` = 16.4 psi mph fL ft used for loads to walls only EXPOSURE "B" EXPOSURE "C" EXPOSURE "D" METHOD 1 (Normal force method) Exposure B Exposure C Exposure D Trib. Area 1000 ft. 1000 ft. 1000 ft. METHOD 2 (Protected area method) Exposure B Exposure C Exposure D Trib. Area 1000 f . 1000 f . 1000 ft. UBC Sec.1616 - DEFINITIONS - PARTIALLY ENCLOSED STRUCTURE OR STORY Is a structure or story that has more than 15 % of any windward projected area open and the area of openings on all other projected areas is less than half of that on the windward projection. UBC Table 16 -H - Footnote #1. For one story or top story of multistory partially enclosed structures, an additional value of 0.5 shall be added to the outward Cq. The most critical combination shall be used for design. SHEET OF 1997 UBC WIND EQUATION p Cggslw 3/2012003 Maint -Bldg WIND - CE.XLS WALLS (T.O.P.) Cq = 1.2 = 12.19 0.9 9.14 1.2 20.87 0.9 15.65 1.2 27.25 0.9 20.44 Outward or Inward All stuctures p Cq = Partially Enclosed p 1.6 = 16.26 1.3 13.21 1.6 27.82 1.3 22.61 1.6 36.33 1.3 29.52 Outward Cq = Parapets p 1.3 a 13.21 1.0 10.16 1.3 22.61 1.0 17.39 1.3 29.52 1.0 22.71 Outward or Inward ROOFS (MRH) Cq = 1.3 1.0 1.3 1.0 1.3 1.0 Enclosed & Unenclosed <12:12 p = 13.21 10.16 22.61 17.39 29.52 22.71 Outward or Inward Cq = 1.3 1.0 1.3 1.0 1.3 1.0 Enclosed & Unenclosed <7:12 p= 13.21 10.16 22.61 17.39 29.52 22.71 Outward Cq = 1.7 1.4 1.7 1.4 1.7 1.4 Partially Enclosed < 2:12 p = 17.27 14.22 29.66 24.34 38.60 31.79 Outward Cq = 1.6 1.3 1.6 1.3 1.6 1.3 Partially Enclosed 2:12 to 7:12 p= 16.25 13.21 27.82 22.61 36.33 29.52 Outward (or) Cq = 0.8 0.5 0.8 0.5 0.8 0.5 Partially Enclosed 2:12 to 7:12 p = 8.13 5.08 13.91 8.69 18.17 11.35 Inward Cq = 1.7 1.4 1.7 1.4 1.7 1.4 Partially Enclosed >7:12 to 12:12 p = 17.27 14.22 29.56 24.34 38.60 31.79 Outward or Inward WALLS (T.O.P.) Cq = 1.5 = 15.24 1.2 12.19 1.5 26.08 1.2 20.87 1.5 34.06 1.2 27.25 Outward Corners p Cq = 1.2 0.9 1.2 0.9 1.2 0.9 Corners p = 12.19 9.14 20.87 16.65 27.26 20A44 Inward ROOFS (eaves.rakes 8 ridges)* Cq = 2.3 1.5 2.3 1.5 2.3 1.5 Slope < 2:12 p = 23.36 15.24 39.99 26.08 52.23 34.06 Upward Cq = 2.6 1.8 2.8 1.8 2.6 1.8 Slope 2:12 to 7:12 p = 26.41 18.28 45.21 31.30 59.04 40.88 Outward Cq = 1.6 1.3 1.6 1.3 1.6 1.3 Slope >7:12 to 12:12 p = 16.26 13.21 27.82 22.61 36.33 29.52 Outward ROOFS (eaves,rakes 8 ridpes)' Cq = 2.8 2.0 2.8 2.0 2.8 2.0 Slope < 2:12 p c 28.44 20.32 48.69 34.78 63.58 45.42 Upward Property of Engineers Northwest, Inc., Seattle - Use by others unlawful UBC WIND PRESSURE ( ON WALL & ROOF ELEMENTS ) I • ut from "UBC frame WIND" WIND SPEED = MEAN ROOF HEIGHT = PARAPET HEIGHT = lw = MEAN ROOF HEIGHT (MRH) EXPOSURE "B" Ce = 0.62 EXPOSURE "C" Ce = 1.06 EXPOSURE "D" Ce = 1.39 • = Without overhangs *" = At overhangs & Canopies ENGINEERS - NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 UBC wall & roof WIND Page 1 qs= .00266 V 16.4 psf 1997 UBC WIND EQUATION p= CeCgqslw (a? TOP OF PARAPET (T.O.P.1 EXPOSURE "B" Ce = 0.62 EXPOSURE "C" Ce = 1.06 EXPOSURE "D" Ce = 1.39 NOT IN AREAS OF DISCONTINUITY Exposure B Exposure C Exposure D Trib. Area 10 ft. 100 ft. 10 ft. 100 ft. 10 ft 3 100 ft. IN AREAS OF DISCONTINUITY Exposure B Exposure C Exposure D Trib. Area 10 ft 100 ft 10 ft. 100 ft 10 ft. 100 ft UBC Sec.1616 - DEFINITIONS - PARTIALLY ENCLOSED STRUCTURE OR STORY Is a structure or story that has more than 15 % of any windward projected area open and the area of openings on all other projected areas is less than half of that on the windward projection. UBC Table 16 -H - Footnote #2. Cq values are listed for 10 square foot tributary areas. For tributary areas of 100square feet the value of 0.3 may be subtracted from Cq, except at areas of discontinuities with slopes less than 7:12 where the value of 0.8 may be subtracted from Cq. Interpolation may be used for tributary areas between 10 and 100 square feet. For areas greater than 1000 square feet, use primary frame values. UBC Table 16 -H - Footnote #3 For roof slopes greater than 12:12, use wall elements. UBC Table 16 -H - Footnote #4 Discontinuities extend 10 ft. or 0.1 times the least width of the structure whichever Is less. SHEET OF 3120/2003 Maint -Bldg WIND - CE.XLS ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Page 1 SHEET OF 3/20/2003 Maint -Bldg WIND - CE.XLS I NOTE:- HEIGHT IS BASED ON ROOF HEIGHT NOT PARAPET HEIGHT INPUT DESIGN HEIGHT= 14.25 ft. HEIGHT EXP D EXP C EXP B EXP = B 15 1.39 1.06 0.62 HEIGHT 14.25 20 1.46 1.13 0.67 Ce = 0.62 25 1.5 1.19 0.72 30 1.54 1.23 0.76 EXP = C 40 1.62 1.31 0.84 HEIGHT 14.25 60 1.73 1.43 0.95 Ce = 1.06 80 1.81 1.53 1.04 100 1.88 1.61 1.13 EXP = D 120 1.93 1.67 1.2 HEIGHT 14.25 Ce = 1.39 SCRATCH M° M M b b b B Y Y Y 0 1.39 1.06 0.62 1 0.0140 0.014 0.0100 1.180 0.850 0.470 1.37950 1.0495 0.61250 2 0.0080 0.012 0.0100 1.300 0.890 0.470 1.41400 1.0610 0.61250 3 0.0080 0.008 0.0080 1.300 0.990 0.520 1.41400 1.1040 0.63400 4 0.0080 0.008 0.0080 1.300 0.990 0.520 1.41400 1.1040 0.63400 5 0.0055 0.006 0.0055 1.400 1.070 0.620 1.47838 1.1555 0.69838 6 0.0040 0.005 0.0045 1.490 1.130 0.680 1.54700 1.2013 0.74413 7 0.0035 0.004 0.0045 1.530 1.210 0.680 1.57988 1.2670 0.74413 8 0.0025 0.003 0.0035 1.630 1.310 0.780 1.66563 1.3528 0.82988 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Page 1 SHEET OF 3/20/2003 Maint -Bldg WIND - CE.XLS "CMU" Unit Net Compressive Strength, (psi) Design fm (psi)* Using Type "S" Mortar 4800 3000 3760 2500 2800 2000 .:.....:: ::......:. .. .. .. ...1600 ... ... ... INPUT = k, .....................I JOB # 2116 MASONRY WALL DESIGN Based on (1997 UBC) Walls designed by this method "REQUIRE SPECIAL INSPECTION" DESIGN DATA Masonry fm = Reinforcing steel Fy = Seismic Zone = Soil Profile Type = Na Seismic importance factor Ip Design wind speed = Wind Exposure = Wind importance factor Iw = Is wall in area of discontinuity ? = Mean roof height for wind (ft.) = WALL Nominal wall thickness = CMU block is Jamb wall weight = Header wall weight = Total wall height = Clear wall design height = Left wall opening width = Left wall opening height = Jamb width = Right wall opening width = Right wall opening height = Opening (door) weight = K factor = Is jamb solid grouted? = Is wall Running or Stack bond? = DESCRIPTION : - 1500ps1 60000 . sl 3 80m•h No DATA 8 in. Closed -end 78 psi 78 psf 11.33 IL 11.33 ft 0.00 ft. 0.00 ft 4.00 ft. 0.00 ft. 0.00 ft. 15 psi 1 N R LOADING DATA Uniform Live Load = 0.0 plf Uniform Dead Load = 0.0 . If Load Ecc.from I.F.of wall = 0.00 in. Concentrated Live Load = Concentrated Dead Load = Load Ecc.from I.F.of wall = Concentrated load brg. width = Concentric Live Load = Concentric Dead Load = Is Live Load Floor,Roof or Snow? Public Assembly, >100psf or Garage? Does Roof Shed Snow? VERTICAL REBAR DATA Rebar Size = Quantity of Rebar in jamb width = Rebar "d" = As = As max. = Em =0.750 *fm n = Es /Em = Ca = Seismic Factor "Cs" = Wind Pressure = PROJECT : - Starfire Maintenance Bid 8" CMU Big Wall ENGINEERS NORTHWEST, INC. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest. Inc., Seattle . Use by others unlawful Actual net 7.625 in. 3.81 in. @ centerline = rebar spacing for blank wails JAMB NOT SOLID GROUTED JAMB W. = 78 psf HEADER WT. = 78psf WALL THK. = 7.625 in. OUTPUT DATA 0.31 sq.ln. 0.97 sq.ln. @ 0.5 rho bal. 1125 ksi (6-4) 25.78 0.36 0.366 16.66 psf ASD hL = 0 ft. USD Fpu = Cs Wp Section 2108.2.4 * Linear interpolation permitted, (ksi). DESIGN DATA WALL DESIGN DESIGN MEETS THE CODE DESIGN REQUIRENENTS of 97UBC Secton 2108.2.4.4 Mu /phi Mn meets the requirements of 97 UBC Section 2108.2.4.4 ASD deflection meets the requirements of 97 UBC Section 2108.2.4.4 As is less than 0.6 rho balanced therefore meets the requirements of 97 UBC Section 2108.2.4.4 h'it<=30 8 fa <.2f m therefore meets the requirements of 97 UBC Section 2108.2.4.4 The parapet portion of the wall designs O.K. Required CMU Compressive strength =1900psi Hollow CMU Block (60150) Medium Weight (psf) Wall Thickness Solid Grouted 16"olc 24 "o /c 32 "o/c 40 "o /c 48"o /c Ungrouted 8" 78 63 68 55 53 45 36 10" 98 80 72 68 66 64 41 12" 124 94 86 80 77 75 53 :•Closed -end Block •::.: CMU thickness 6 in. 81n. 10 in. 12 in. d (EF) maximum 2.81 in. 5.25 in. 7.26 in. 9.00 in. hit = 17.00 CMU wall p =As/bd = 0.0017 t (faceshell) = 1.250 in. t (webs) = 1.000 in. Jamb equiv. solid thickness = 3.301 in. SHEET OF Rev.1/31/01 Opening WT.= 15 psf seismic opening width'. = 0 ft. Jamb width = 4 ft. opening widthR = 0 ft. I Ecc. = + toward building interior WALL ELEVATION JAMB IS NOT SOLID GROUTED fl = 0.0 f2 = 0.2 Ev = 0.5CaiD = W/O WALL OPENINGS Use only, Type S mortar with this program floor snow 0.180 D nR= o ft 1 #6 @ WALL CTR. hlr = 61.8 np = 0.0432 k= 0.2640 j= 0.9163 - PARAPET HEIGHT = 0 rt. TOTAL HEIGHT = 11.33 ft . CLEAR HEIGHT = 11.33 ft. 7:58 PM 3/20/2003 Typ. CMUWLUBC.XLS ENGINEERS NORTHWEST, INC.P.S. 6869 WOODLAWN AVE.N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB # 2116 PROJECT : - Starfire Maintenance Bidq 8" CMU Brq Wall DESCRIPTION : - TYP WALL CODE CHECKS Wall section @ parapet is O.K. 0.5 p bal. Check As = 0.31 in.sq. Input is less than 0.5 rho balanced therefore O.K. As max.= 0.97 in.sq. = Maximum allowable so as not to exceed 0.5 rho balanced I!! (ASD) Amax. allowable = .007 *h = 0.95 in. Axial. Moment & Deflection Checks for Upper Wall Load Case (ASD) LOAD CASES Eq. fa max. Mu 4 Mn Moments Controling Design Controls Amax. 1 1.4D (12 -1) ok 0.16 k -ft. 5.52 k -ft. ok 2 1.2D+1.6L+0.5Lr (12 -2) ok 0.14 k -ft. 5.52 k -ft. ok 3 1.213+1.6L+0.5S (12 -2) ok 0.17 k -ft. 5.67 k -ft. ok 4 1.2D +1.6Lr +OL (12-3) ok 0.14 k -ft. 5.40 k -ft. ok 5 1.2D+1.6Lr +0.8W (12-3) ok 0.90 k -ft. 5.40 k -ft. ok 6 1.2D+1.6S +OL (12.3) ok 0.24 k -ft. 6.25 k -ft. ok 7 1.2D +1.6S +0.8W (124) ok 0.97 k -ft. 6.25 k -ft. ok 8 1.2D +1.3W +0L+0.5Lr (12-4) ok 1.37 k -ft. 5.40 k -ft. ok 9 1.2D+1.3W +0L +0.5S (12 -4) ok 1.39 k -ft. 5.67 k -ft. ok 10 1.32D+1.1E +OL +0.22S (12-5) ok 2.05 k -ft. 5.59 k -ft. ok 0.02 in. 11 1.32D- 1.1E +0L +0.2S (12-5) ok 2.05 k -ft. 5.59 k -ft. ok 0.02 in. 12 0.99D +1.1E (12-6) ok 2.04 k -ft. 5.27 k -ft. ok 0.99D +1.1E 38.77 % 0.02 in. 13 0.99D -1.1E (12-6) ok 2.04 k -ft. 5.27 k -ft. ok 0.99D -1.1E 38.77 % 0.02 in. 14 0.9D+1.3W (12-6) ok 1.36 k -ft. 5.21 k -ft. ok 15 0.9D -1.3W (12-6) ok 1.36 k -ft. 5.21 k -ft. ok 16 1.2D+0L +1Em (12 -17) ok 1.87 k -ft. 5.40 k -ft. ok 17 1.2D+OL -1Em (12 -17) ok 1.87 k -ft. 5.40 k -ft. ok 18 0.9D+1Em (12 -18) ok 1.87 k -ft. 5.21 k -ft. ok 19 0.9D -1Em (12 -18) ok 1.87 k -ft. 5.21 k -ft. ok WALL DESIGN DESIGN MEETS THE CODE DESIGN REQUIRENENTS of 97UBC Secton 2108.2.4.4 Summary Mu /phi Mn meets the requirements of 97 UBC Section 2108.2.4.4 ASD deflection meets the requirements of 97 UBC Section 2108.2.4.4 As is less than 0.5 rho balanced therefore meets the requirements of 97 UBC Section 2108.2.4.4 h' /t < =30 & fa <.21'm therefore meets the requirements of 97 UBC Section 2108.2.4.4 The parapet portion of the wall designs O.K. Summary SHEET OF 3/20/2003 Typ. CMUWLUBC.XLS „.,.«T ..s.aw.wrnw "CMU" Unit Net Compressive Strength, (psi) Design fm (psi)* Using Type "S" Mortar 4800 3000 3760 2500 2800 2000 1900 ....... . .1600 . . • INPUT =I — � JOB # PROJECT : - Starflre Maintenance Bldg 8" CMU Big Wall w/ 10 opng Property of Engineers Northwest, Inc., Seattle - Use by others unlawful DESCRIPTION : - MASONRY WALL DESIGN Based on (1997 UBC) Section 2108.2.4 Walls designed by this method "REQUIRE SPECIAL INSPEC DESIGN DA A Masonry fm = Reinforcing steel Fy = Seismic Zone = Soil Profile Type = Na Seismic importance factor ip = Design wind speed = Wind Exposure = Wind Importance factor Iw = Is wall in area of discontinuity ? = Mean roof height for wind (ft.) _ Nominal wall thickness = CMU block is Jamb wall weight = Header wall weight = Total wall height = Clear wall design height = Left wall opening width = Left wall opening height = Jamb width = Right wall opening width = Right wall opening height = Opening (door) weight = K factor = Is Jamb solid grouted? _ Is wall Running or Stack bond? _ LOADING DATA Uniform Live Load = 0.0 pH Uniform Dead Load = 0.0 . If Load Ecc.from I.F.of wall = Concentrated Live Load = Concentrated Dead Load = Load Ecc.from I.F.of wall = Concentrated load brg. width = Concentric Live Load = Concentric Dead Load m Is Live Load Floor,Roof or Snow? Public Assembly, >100psf or Garage? Does Roof Shed Snow? As = As max. = Em = 0.750" fm = n = Es/Em = Ca = Seismic Factor "Cs" = Wind Pressure = VERTICAL REBAR DATA Rebar Size = # 6 Quantity of Rebar in jamb width = 1 Rebar "d" = 3.81 In. ENGINEERS NORTHWEST. INC. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE. WA. 9811: Actual net 7.625 in. JAMB NOT SOLID GROUTED HEADER WT. = 78 psf WALL THK. = 7.625 in. WT.= 15 psf seismic opening widths = 10 ft. jamb width = 2 ft. opening widthR = 0 ft. * Ecc. = + toward building interior WALL ELEVATION JAMB IS NOT SOLID GROUTED centerline * Linear interpolation permitted, (ksi). hi.= 10 ft. - OUTPUT DATA 0.31 sq.ln. 0.48 sq.in. 0.5 rho bal. 1125 ksi (6-4) 26.78 0.36 0.366 USD Fpu = Cs Wp 16.65 psf ASD JAMB W . = 78 psf f1 = 0.0 f2 = 0.2 Ev = 0.5CaID = DESIGN DATA WALL DESIGN DESIGN MEETS THE CODE DESIGN REQUIRENENTS of 97UBC Secton 2108.2.4.4 Mu /phi Mn meets the requirements of 97 UBC Section 2108.2.4.4 ASD deflection meets the requirements of 97 UBC Section 2108.2.4.4 As Is less than 0.6 rho balanced therefore meets the requirements of 97 UBC Section 2108.2.4.4 h'It<=30 & fa<.2f m therefore meets the requirements of 97 UBC Section 2108.2.4.4 The parapet portion of the wall designs O.K. Required CMU Compressive strength =1900psi Hollow CMU Block (60/60) Medium Weight (pst) Wall Thickness Solid Grouted 16 "olc 24 "o /c 32 "olc 40 "o /c 48"o /c Ungrouted 8" 78 63 68 55 63 45 36 10" 98 80 72 68 66 64 41 12" 124 94 85 80 77 75 53 Closed-end Block CMU thickness 6 in. 8 in. 10 in. 12 in. d (EF) maximum 2.81 in. 5.25 In. 7.25 In. 9.00 in. hit = 17.00 CMU wall p =Aslbd = 0.0034 t (facesheil) = 1.250 in. t (webs) = 1.000 in. Jamb equiv. solid thickness = 4.102 in. SHEET OF Rev.1/31/01 W/ WALL OPENINGS Use only Type S mortar with this program floor snow 0.180 D nR = 0 ft. 1 # 5 @ WALL CTR. hlr = 61.8 np = 0.0866 k= 0.3383 j= 0.8872 PARAPET HEIGHT = 0n TOTAL HEIGHT = 11.33 ft. CLEAR HEIGHT = 11.33 ft. 8:01 PM 3/20/2003 Typ.10' opng CMUWLUBC.XLS rw/x*GT9M ENGINEERS NORTHWEST, INC.P.S. 6869 WOODLAWN AVE.N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB # 2116 PROJECT : - Starfire Maintenance Bldg 8" CMU Bra Wall WI 10' opnq DESCRIPTION : - TYP WALL CODE CHECKS Wall section @ parapet is O.K. 0.5 p bal. Check As = 0.31 in.sq. Input is less than 0.5 rho balanced therefore O.K. As max. = 0.48 in.sq. = Maximum allowable so as not to exceed 0.5 rho balanced III (ASD) Amax. allowable = .007 *h = 0.95 in. Axial. Moment & Deflection Checks for Upper Wall Load Case (ASD) LOAD CASES Eq. fa max. Mu 4 Mn Moments Controling Design Controls Amax. 1 1.4D (12 -1) ok 0.11 k -ft. 5.35 k -ft. ok 2 1.2D+1.6L +0.5Lr (12 -2) ok 0.10 k-ft. 5.35 k -ft. ok 3 1.2D+1.6L +0.58 (12 -2) ok 0.13 k -ft. 5.63 k -ft. ok 4 1.2D +1.6Lr +OL (124) ok 0.10 k -ft. 5.22 k -ft. ok 5 1.2D+1.6Lr +0.8W (12-3) ok 1.41 k -ft. 5.22 k -ft. ok 6 1.2D+1.6S +OL (12 -3) ok 0.14 k -ft. 7.05 k -ft. ok 7 1.2D+1.6S +0.8W (12 -3) ok 1.44 k -ft. 7.05 k -ft. ok 8 1.2D+1.3W +0L +0.5Lr (12-4) ok 2.37 k -ft. 5.22 k -ft. ok 9 1.2D+1.3W +0L +0.5S (12-4) ok 2.41 k -ft. 5.63 k -ft. ok 10 1.32D+1.1E +0L +0.22S (12 -5) ok 1.58 k -ft. 5.48 k -ft. ok 11 1.32D- 1.1E +0L +0.2S (12-5) ok 1.58 k -ft. 5.48 k -ft. ok 12 0.99D +1.1E (12-6) ok 1.57 k -ft. 5.09 k -ft. ok 13 0.99D -1.1E (12-6) ok 1.57 k -ft. 5.09 k -ft. ok 14 0.9D+1.3W (12-6) ok 2.35 k -ft. 5.04 k -ft. ok 0.9D +1.3W 46.70 % 0.12 in. 15 0.9D -1.3W (12-6) ok 2.35 k -ft. 5.04 k -ft. ok 0.9D -1.3W 46.70 % 0.12 in. 16 1.2D+0L +1Em (12 -1T) ok 1.42 k -ft. 5.22 k -ft. ok 17 1.2D+OL -1Em (12 -17) ok 1.42 k -ft. 5.22 k -ft. ok 18 0.9D+1Em (12 -18) ok 1.41 k -ft. 5.04 k -ft. ok 19 0.9D -1Em (12 -18) ok 1.41 k -ft. 5.04 k -ft. ok WALL DESIGN DESIGN MEETS THE CODE DESIGN REQUIRENENTS of 97UBC Secton 2108.2.4.4 Summary Mu/phi Mn meets the requirements of 97 UBC Section 2108.2.4.4 ASD deflection meets the requirements of 97 UBC Section 2108.2.4.4 As is less than 0.5 rho balanced therefore meets the requirements of 97 UBC Section 2108.2.4.4 h' /t < =30 8 fa<.2fm therefore meets the requirements of 97 UBC Section 2108.2.4.4 The parapet portion of the wall designs O.K. Summary SHEET OR 3/20/2003 Typ.10' opng CMUWLUBC.XLS "CMU" Unit Net Compressive Strength, (psi) Design fm (psi)' Using Type "S" Mortar 4800 3000 3760 2500 2800 2000 INPUT =1 JOB !! MASONRY WALL DESIGN Based on (1997 UBC) Section 2108.2.4 Walls designed by this method "REQUIRE SPECIAL INSPECTION" DESIGN DATA Masonry fm = Reinforcing steel Fy = Seismic Zone = Soil Profile Type = Na = Seismic importance factor Ip = Design wind speed = Wind Exposure = Wind Importance factor Iw = Is wall In area of discontinuity ? _ Mean roof height for wind (ft.) = WALL Nominal wall thickness = CMU block is Jamb wall weight = Header wall weight = Total wall height = Clear wall design height = Left wall opening width = Left wall opening height = Jamb width = Right wall opening width = Right wall opening height = Opening (door) weight = K factor = Is jamb solid grouted? = Is wall Running or Stack bond? _ LOADING DATA Uniform Live Load = 0.0 pH ,Uniform Dead Load = 0.0 pH Load Ecc.from I.F.of wall = 0.00 in. Concentrated Live Load = 0.0 lbs. Opening Concentrated Dead Load = WT. = Load Ecc.from I.F.of wall = Concentrated load brg. width = Concentric Live Load = Concentric Dead Load = Is Live Load Floor,Roof or Snow? Public Assembly, >100psf or Garage? N Does Roof Shed Snow? Y VERTICAL REBAR DATA Reber Size = Quantity of Rebar in jamb width = Reber "d" = 5.25 in. Each Face As = As max. = Em =0.750`fm = n = Es/Em = Ca = Seismic Factor "Cs" = Wind Pressure = ENGINEERS NORTHWEST, INC. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 PROJECT : - Starflre MaIntenance Bldg 8 CMU erg Watl w/ (2) 9.33' o ng Property of Engineers Northwest, Inc., Seattle - Use by others unlawful DESCRIPTION : - SD 80 m No DA Actual net 7.625 in. WALL THK. = 7.625 in. 15 psf seismic opening width = 9.33 ft. jamb width = 2.67 ft. opening widthR = 9.33 ft. • Ecc. = + toward building interior Each Face JAMB SOLID GROUTED HEADER WT. = 78 psf . Linear interpolation permitted, (ksi). hi.= 7.17ft. OUTPUT DATA 0.62 sq.in. 0.89 sq.in. 0.5 rho bal. 1125 ksi (6-4) 26.78 0.36 0.366 USD Fpu = Cs Wp 16.65 psf ASD DESIGN DATA WALL DESIGN DESIGN MEETS THE CODE DESIGN REQUIRENENTS of 97UBC Secton 2108.2.4.4 Mulphi Mn meets the requirements of 97 UBC Section 2108.2.4.4 ASD deflection meets the requirements of 97 UBC Section 2108.2.4.4 As is less than 0.6 rho balanced therefore meets the requirements of 97 UBC Section 2108.2.4.4 h' /t<=30 & fa <.2fm therefore meets the requirements of 97 UBC Section 2108.2.4.4 The parapet portion of the wall designs O.K. CMU wall p =As/bd = 0.0036 t (faceshell) = 1.260 in. t (webs) = 1.000 in. Jamb equiv. solid thickness = 7.625 in. W/ WALL OPENINGS SHEET OF Rev.1/31/01 Use only Type S mortar with this program Required CMU Compressive strength =1900psi Hollow CMU Block (60/60) Medium Weight (psf) Wall Thickness Solid Grouted 16 "o/c 24 "o /c 32 "o/c 40 "o /c 48"o /c Ungrouted _ 8" 78 63 58 55 63 45 36 10" 98 80 72 68 66 64 41 12" 124 94 85 80 77 75 63 Closedend Block::: CMU thickness 6 In. 8in. 10 In. 12 in. d (EF) maximum 2.81 In. 5.25 In. 7.251n. 9.00 in. h/t = 24.00 JAMB = 78 psi WALL ELEVATION JAMB IS SOLID GROUTED fl = 0.0 f2 = 0.2 Ev = 0.5CaID = floor snow 0.180 nR = 7.17ft. 2 # 5 V.E.F. h/r = 109.0 np = 0.0940 k= 0.3497 j= 0.8834 PARAPET HEIGHT = 0fL TOTAL HEIGHT = 20 ft. CLEAR HEIGHT = 20 ft. 8:12 PM 3120/2003 Typ.(2) 9.33' opng CMUWLUBC.XLS wcr AaY#!ro1'K"± y«n^+. .nMi , " PxarYx 'E. "'fbt£SV411I'nw101fig{'O,.1 , 17 1.2D+OL -1 Em 18 0.9D+1Em 19 0.9D -1Em ENGINEERS NORTHWEST, INC.P.S. 6869 WOODLAWN AVE.N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB # 2116 PROJECT : - Starfire Maintenance Bldq 8" CMU Brq Wall wl (2) 9.33' opnq DESCRIPTION : - TYP WALL CODE CHECKS Wall section @ parapet is O.K. 0.5 p bal. Check As = 0.62 in.sq. Input is less than 0.5 rho balanced therefore O.K. As max.= 0.89 in.sq. = Maximum allowable so as not to exceed 0.5 rho balanced III (ASD) Amax. allowable = .007 *h = 1.34 in. Axial. Moment & Deflection Checks for Upper Wall Load Case (ASD) LOAD CASES Eq. fa max. Mu 4 Mn Moments Controling Design Controls Amax. 1 1.4D (12 -1) ok 0.32 k -ft. 14.23 k -ft. ok 2 1.2D+1.6L+0.5Lr (12 -2) ok 0.29 k -ft. 14.23 k -ft. ok 3 1.2D+1.6L +0.5S (12 -2) ok 0.30 k -ft. 14.08 k -ft. ok 4 1.2D+1.6Lr +OL (12-3) ok 0.29 k -ft. 13.95 k -ft. ok 5 1.2D+1.6Lr +0.8W (12 -3) ok 5.06 k -ft. 13.95 k -ft. ok 6 1.2D+1.6S +OL (124) ok 0.33 k -ft. 14.36 k -ft. ok 7 1.2D+1.6S +0.8W (12-3) ok 5.11 k -ft. 14.36 k -ft. ok 8 1.2D +1.3W +0L +0.5Lr (12-4) ok 8.44 k -ft. 13.95 k -ft. ok 9 1.2D+1.3W +0L +0.5S (12-4) ok 8.49 k -ft. 14.08 k -ft. ok 10 1.32D+1.1E +0L +0.22S (12 -5) ok 12.70 k -ft. 14.17 k -ft. ok 11 1.32D- 1.1E +0L +0.2S (12-5) ok 12.70 k -ft. 14.17 k -ft. ok 12 0.99D +1.1E (12.6) ok 12.40 k -ft. 13.65 k -ft. ok 0.99D +1.1E 90.86 % 0.73 In. 13 0.99D -1.1E (12-6) ok 12.40 k -ft. 13.65 k -ft. ok 0.99D -1.1E 90.86 % 14 0.9D +1.3W (12-6) ok 8.30 k -ft. 13.52 k -ft. ok 15 0.9D -1.3W (12-6) ok 8.30 k -ft. 13.52 k -ft. ok 16 1.2D+0L +1Em (12 -17) ok 11.39 k -ft. 13.95 k -ft. ok 17 1.2D+OL -1Em (12 -17) ok 11.39 k -ft. 13.95 k -ft. ok 18 0.9D+1Em (12 -18) ok 11.18 k -ft. 13.52 k -ft. ok 19 0.9D -1Em (12 -18) ok 11.18 k -ft. 13.52 k -ft. ok CODE CHECKS Axial, Moment 8. Deflection Checks for Lower Wall Load Case (ASD) LOAD CASES Eq. fa max. Mu f Mn Moments Controling Design Controls Dmax. 1 1.4D (12 -1) ok 0.25 k -ft. 28.85 k -ft. ok 2 1.2D+1.6L +0.5Lr (12 -2) ok 0.22 k -ft. 28.24 k -ft. ok 3 1.2D+1.6L +0.5S (12 -2) ok 0.22 k -ft. 28.42 k-ft. ok 4 1.2D+1.6Lr +OL (12-3) ok 0.22 k -ft. 28.24 k -ft. ok 5 1.2D +1.6Lr +0.8W (12 -3) ok 0.66 k -ft. 28.24 k -ft. ok 6 1.2D+1.6S +OL (12-3) ok 0.24 k -ft. 28.79 k -ft. ok 7 1.2D+1.6S +0.8W (12 -3) ok 0.68 k -ft. 28.79 k -ft. ok 0.10 in. 8 1.2D+1.3W +0L +0.5Lr (12 -4) ok 0.94 k -ft. 28.24 k -ft. ok 9 1.2D+1.3W +0L+0.5S (12-4) ok 0.95 k -ft. 28.42 k -ft. ok 10 1.32D+1.1E +0L+0.22S (12 -5) ok 1.01 k -ft. 28.68 k -ft. ok 11 1.32D- 1.1E +0L +0.2S (12-5) ok 1.01 k -ft. 28.68 k -ft. ok 12 0.99D+1.1E (12-6) ok 0.98 k -ft. 27.60 k -ft. ok 0.99D +1.1E 3.55 % 13 0.99D -1.1E (12-6) ok 0.98 k -ft. 27.60 k -ft. ok 0.99D -1.1E 3.55 % 14 0.9D +1.3W (12-6) ok 0.92 k -ft. 27.32 k -ft. ok 15 0.9D -1.3W (12-6) ok 0.92 k -ft. 27.32 k -ft. ok 16 1.2D+0L +1Em (12 -17) ok 0.93 k -ft. 28.24 k -ft. ok (12 -17) ok 0.93 k -ft. 28.24 k -ft. ok (12 -18) ok 0.90 k -ft. 27.32 k -ft. ok (12 -18) ok 0.90 k -ft. 27.32 k -ft. ok WALL DESIGN DESIGN MEETS THE CODE DESIGN REQUIRENENTS of 97UBC Secton 2108.2.4.4 Summary Mu /phi Mn meets the requirements of 97 UBC Section 2108.2.4.4 ASD deflection meets the requirements of 97 UBC Section 2108.2.4.4 As is less than 0.5 rho balanced therefore meets the requirements of 97 UBC Section 2108.2.4.4 h' /t < =30 8 fa4.21'm therefore meets the requirements of 97 UBC Section 2108.2.4.4 The parapet portion of the wall designs O.K. Summary SHEET OF 3/20/2003 Typ.(2) 9.33' opng CMUWLUBC.XLS w Solution: Envelope Engineers Northwest ENW 02116 Starfire Girder G1 March 20, 2003 8:44 PM starrireg 1.r2d M1 N2 N1 8.85 MAINZ STL Y 291 0 ?::MAINZ.: <. : ::. :. ::::starfirel:......:.. STL ..:...:.. :::::::59 ::1.25: :1:2.:. 15.052 M2 ; : N2..... •::::;:N3 ::::. .:........ POST MAIM :: STL . ::Y:: <.;: 1.2 ;> . .:......;.. ::::.....66:125: ; ,STARF.IftE2 ::.:::STL. ;. M3 N4 N1 :15985177 :_. COLUMN STL Y , >;: :..; 0:: • •::::: .:: :. ::::_1:1;5:::: ::,:,:.. .:. 11.5 ::......M4` N5 : N2 POST...:. :. , :TUBE::. :V -11.5 PIN 0 PIN ... ,. ::.:.::::12:7 COLUMN W14X30 STL 8.85 1.2 1.2 19.6 291 0 ?::MAINZ.: <. : ::. :. ::::starfirel:......:.. STL ..:...:.. :::::::59 ::1.25: :1:2.:. ;:1:2.. ::......... 432 7.53:;:?::: ::::::: 15985:17.7..:.:: . :: :: 36.125.:; . ......... .... POST TU8X8X6 TUBE 11.1 1.2 1.2 106 106 MAINZ: .:... ,.. ; ,STARF.IftE2 ::.:::STL. ;. . :: s:;1 2 :;. ; ::..: 3 > :15985177 :_. 1. STL 29000 11154 N1 .3 0 .49 1. 0 .:.:TUBE . 0 * : : : : : : . . . : : : : 1 : : : . : : : : : : : : : : : : : : : : : : ; : : : : : : i . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...15 :: 36.125.:; . ......... .... ; .:1..25 . 1.:.:: :1;:::. N3 51 M3 COLUMN 4.25 0 : : : : : ><:: 1. 1. N4 .<. , >;: :..; 0:: • •::::: .:: :. ::::_1:1;5:::: ::,:,:.. .:. N5 15 -11.5 0 STL 29000 11154 .3 .65 .49 1. 50 .:.:TUBE . •...:.29000 ::;::::1:1154: , : 3 :...;: ::65:... :.::: 49; •:: :: 36.125.:; . ......... .... M1 MAINZ 15.052 5.14 1. 1. 0. - M2 .:.:.:....:.:.....:...MAINZ".' :: 36.125.:; . ......... .... ........ .:. 5,14::;:.:.:` 1.:.:: :1;:::. :::::.:... - 0,: • M3 COLUMN 11.5 1. 1. 0. Global Company : Engineers Northwest Designer : ENW Job Number : 02116 Steel Code Allowable Stressancrease ;Factor (ASIF) Include Shear Deformation No, of Sections for Member Oaics ..::.. . Redesign Sections P-D'elta?AnalysisToleran ........ ASD: AISC 9th, AISI 99 ;1:333 Yes Yes 0 . ;50% : :.. : :: ::...:. Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress Sections Section Label Joint Coordinates Joint Label Boundary Conditions Joint Label Member Data Member Label Database Sha ksi X Translation (k/in X Coordinate ( ft ) Steel Design / NDS Parameters decirees ft :. _ . K. l'.•• 1•;:: I.1'gr�Cry'1!� Y;(� '.[M-, :? t/1?:�5 Material Label Y Translation (k/in Shape / Member Label I Joint J Joint Rotate Section Set Section Length Lb out Set le out O (ft) Starfire Girder G1 ksi Area in ^2 Y Coordinate (ft ) Rotation (k- ft/rad) Reaction Reaction Reaction Rectotl N4 Material Phys End Releases Set Memb I -End J -End TOM AVM AVM Lb in le in ( ft ) Ratio (per 10 ^5 F Joint Temperature F yV ?t1 nJ45r 0,180) (90,270) (in ^4 March 20, 2003 8:46 PM Checked By: k/ft ^3) (ksi SA SA 1 (90,270) 1 (0,180) T/C in ^4) Onl End Offsets Inactive I -End J -End Code Length in in (ft) L_comp Cb Sway le_bend K out K in CH Cm B out in R ( ft ) RISA -2D Version 5.5a [C: \Documents and Settings \allent\Desktop \My Projects \STARFIRE\starfiregl.r2dflage 1 1 DEAD Y None Y - 1.25 -.5 - 1.25 -1 ' • 2 ;;:. ; :.: :2..:.;:. S NOW ... ,.... : • None .........:..:...:.....:..: ::;.:.:. ;.:..... .....t...25:-:.....:::::..: . .... ,5 ::;:. . ;: :......:.:..:.:....... :.. - 5. 3 WIND None 2 ::*: ::.... . :::S :;.:;.. ...... None:.:: :..... ...;. ,. . ::. ..;...:: •:143 .:.; :.... : 2:::.:: M1 M1 Y .072 Y - 1.25 -.5 - 1.25 0 0 ..::M2:.: • :....:..:... • .....:::::::::::Y ...:. : : , 1 :25 ::;.:.:. ;.:..... .....t...25:-:.....:::::..: . .... ,5 ::;:. . ;: M1 M1 .072 .072 Y 0 -.5 072::::: :: ::: :::: -.5 0 0 :: .:::.: M2 .::..;:: :.:,;. . , :Y : :..::. :::: :.::::::. ,5 ::;:. . ;: ..;.. :.. - 5. M1 X .072 .072 0 0 072::::: :: ::: :::: 072 M1 Y 1 1 0 0 Company : Engineers Northwest Designer : ENW Job Number : 02116 Steel Design / NDS Parameters (continued) BLC No. Member Section Label Set Basic Load Case Data Basic Load Case Category Code Description Member Direct Distributed Loads, Category : None, BLC 1 : DEAD Member Label Direction Start Magnitude End Magnitude Member Direct Distributed Loads, Category : None, BLC 2 • SNOW Member Label Direction Start Magnitude Member Direct Distributed Loads, Category : None, BLC 3 : WIND Member Label Direction Start Magnitude End Magnitude ( ) (k/ft. F ) Member Direct Distributed Loads, Category : None, BLC 4 : SEISMIC Member Label Load Combinations Num Description DEAD 3 WIND ............ ......:...... OW " 5 DL SL ( y DI» �Sl +jl1I1J2 ....,...... �::: 7 DL +SU2 +WL I Y I Y Length (ft) Lb out le out (ft k/ft, F) (k/ft , F k/ft, F k/ft, F Direction Start Magnitude End Magnitude k/ft , F) (k/ft . F 1 Starfire Girder G1 Lb in le in (ft) Category Description End Magnitude ( k/ft . F L_comp Cb Sway le_bend K out K in CH Cm B out in (ft) Gravity X Y • Load Type Totals Joint Point Direct Dist Start Location ( ft or % Start Location ( ft or % Start Location ( ft or % Start Location ( ft or % 1 ......:::.::: . March 20, 2003 8:46 PM Checked By: End Location ( ft or % End Location ( ft or % End Location ( ft or % End Location ( ft or % R Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor RISA -2D Version 5.5a [C: \Documents and Settings \allent \Desktop \My Projects \STARFIRE\starfireg1.r2dflage 2 • Company : Engineers Northwest Designer : ENW Job Number : 02116 Load Combinations (continued) Num Description 9 DL-WL • • ::::::::: DL-EQ IYIY .. ... . "." ::::: 1 ••••1:: . 1 • 1 . 1 1 .85 .85 85 • • ......... • • .... • • • • .85 3 4 1 -1 -1 ........... • • • • • ... Envelope Joint Displacements Story Number Joint Label Envelope Reactions Joint Label X Force Envelope Drift Report Material Takeoff Material Joint Label Env WS PD SRSS CD X Translate (in) Lc Y Translate (in) Lc Y Force (k) Lc (k) X Direction Drift Lc % of Ht (in) No Stories Defined... Shape Starfire Girder G1 BLC Factor BLC Factor BLC Factor BLC Factor Length (ft) Rotate radians N1 ..... ................. N2 N3 N4 N5 max max Min max max max .537 .84 .541 • •-•..646 • .626 0.000 0.000 10 ••••••11::: 10 . 1 1 10 10 10 1: .037 .018 .815 0.000 0:000 • 0.000 5 8 5 8 1.373e-3 409764: 7.638e-4 4Q9 2.35e-3 -1.04e4* 6.457e-3 0 ....................... 5 8 8 11 :10* 5 Moment Lc N4 ?:r N5 Reaction Totals : max mrn max max 5.069 .034 5.103 11 11 11 :•10•: 15.715 • 167.923 99.486 E;420.989:: 8 5 5 0.000 0.000 5 5 Lc (k-ft) Lc ir,kr,;orr,,tyry: r.trAtIrrWfitrkEr!, Weight (k) March 20, 2003 8:46 PM Checked By: tqa-IC 1(02V( e b0c)c ti‘C)11:= 016i " 01 R ISA-2D Version 5.5a [C:\Documents and Settings\allent\Desktop\My Projects\STARFIRastarfireg1s2dilage 3 A vo, tprk , , , M1Fri , .. , ,,:,,,r0ri • ,prrr,orr Company : Engineers Northwest Designer : ENW Job Number : 02116 Envelope Member Section Forces Member Label Section Axial Lc (k) Shear (k) Starfire Girder G1 Lc Moment Lc M1 1 max 1.81 14 max 3.015 min -8.122 2 max 1.784 min -7.994 3 max 1.757 min -7.865 max 1.861 min -7.737 max 1.978 min -7.61 6 max 2.095 min -7.482 7 max 2.211 min -7.355 max 2.327 min -7.227 9 max 2.443 min -7.1 10 max 2.558 min -6.973 11 max 2.673 min -6.846 12 max 2.787 min -6.77 13 max 2.901 min -6.809 min -6.848 15 max 3.128 min -6.886 16 max 3.241 min -6.924 17 max 3.353 min -6.963 18 max 3.465 min -7.001 19 max 3.576 min -7.038 20 max 3.687 min -7.076 5783... in . 78 4.682 :5.168 min: :4:.8:61 min x:1489 min :::::: »1.394 . mi .299: >' 21.726 11 17.44 5 - 97.462 8 21.406 5 - 95.923 21.085 5 - 94.385 11 20.762 5 -92.85 11 20.437 5 - 91.316 11 20.11 5 - 89.784 11 19.782 5 - 88.255 11 19.453 5 - 86.727 11 19.121 - 85.201 11 18.788 5 - 83.677 11 18.454 - 82.155 11 18.118 10 - 80.635 11 17.78 10 - 79.117 10 - 77.601 11 17.099 10 - 76.087 11 16.756 10 - 74.575 11 16.411 10 - 73.064 11 16.065 10 - 71.556 11 15.717 10 -70.05 11 15.368 10 - 68.545 6 - -7 '5 - 50.331 2::945 `:::. 1Q > »:12 >166 5 ? :!.::50:974 :11.x383 8 279.911 5 - 1248.497 262.826 5 - 1171.896 245.995 - 1096.514 8 229.419 5 - 1022.349 213.1 -949.4 8 197.039 - 877.666 8 181.237 5 - 807.144 8 165.696 5 - 737.833 8 150.416 5 - 669.731 135.4 5 - 602.838 8 120.648 5 - 537.151 106.162 5 - 472.668 91.942 - 409.39 8 77.992 5 - 347.313 8 64.311 5 - 286.436 8 50.9 5 - 226.759 8 37.763 5 - 168.278 8 24.898 5 - 110.993 8 38.44 5 -71.01 8 58.004 5 - 58.011 1120:058: 1 5 » 998.639 4.8Q6. >5`:884232 8 ;= 199.;455 5> ?::::776 »17:6:582% 5''? 67641 153195 8 5 8 5 8 5 8 5 8 5 8 5 8 5 8 5 8 5 8 5 8 5 8 5 8 5 8 5 8 5 8 5 8 5 8 5 10 11 10 11 >8 >! 8 RISA -2D Version 5.5a [C: \Documents and Settings\allent \Desktop \My Projects \STARFIRE\starfireg1.r2Aage 4 (k) March 20, 2003 8:46 PM Checked By: • Envelope Member Section Forces, (continued) Company : Engineers Northwest Designer : ENW Job Number : 02116 Member Label Section Axial Lc Shear Lc Moment Lc (k) (k) (k) ...... 3:0:3`> >' mia : -1.204 10 B °u :mix :;;:::3. 36: >::::: 5 43 63 5'' : :`496.34;;:.,: In' •• 1.1'09 :10 :9.804 max imii max :mm max min max min max min max min max min max min max min max min max min max min max min max min J.' 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 .022 0 0 3.067 -3.067 6.133 -6.133 9.197 -9.197 12.259 - 12.259 15.32 -15.32 18.38 -18.38 21.437 - 21.437 24.494 - 24.494 27.548 - 27.548 30.601 - 30.601 5 5 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 o M3 1 15.715 - 68.437 15.7 - 68.455 15.684 - 68.473 15.669 - 68.491 15.653 -68.51 15.638 - 68.528 15.622 - 68.546 15.607 - 68.564 15.591 - 68.582 15.576 - 68.601 15.56 - 68.619 15.545 - 68.637 13 max 15.529 8 -1:674 . ::3:6::11::> :. :839:: 0 Starfire Girder G1 5.069 -5.069 5.066 -5.066 5.064 -5.064 5.061 -5.061 5.058 -5.058 5.056 -5.056 5.053 -5.053 5.051 -5.051 5.048 -5.048 5.045 -5.045 5.043 -5.043 5.04 10 33.653 -5.04 11 - 33.653 5.038 10 36.702 11 March 20, 2003 8:46 PM Checked By: RISA -2D Version 5.5a [C :\Documents and Settings \allent \Desktop \My Projects \STARFIRE\starfiregl.r2fage 5 ?�r,# rz` �rc�� •Y:�.rs+:, ,•:rrl+sr,7Kakrr,. tts�1 nanyar�Hwr. »wr.a..r4,..«e...w+, w,'SakN;R fl1V. • Envelope Member Section Forces, (continued) Company : Engineers Northwest Designer : ENW Job Number : 02116 Member Label Section Axial (k) Lc min I - 68.655 14 max l 15.514 8 min I - 68.674 5 15 max I 15.498 8 min I - 68.692 5 16 max I 15.483 8 min I -68.71 5 17 max I 15.467 8 min I - 68.728 5 18 max I 15.452 8 min I - 68.746 5 19 max I 15.436 8 min I - 68.765 5 20 max I 15.421 8 min I - 68.783 5 ::157:8:97: ::: >::5 :36.726 6.85 .,...,....ma ..x....10.7.;72: > <; 67:6:95 : :. 5 " >. 6'898::> »8 8 :1 i fY aie 7. 43 .. . 37;:027::.: •1117 167;517 ..... : 37.0 :: 8 167::492: >:::: 5 :11 maxi >> :167:467;:: : 51 -5.038 5.035 -5.035 5.032 -5.032 5.03 -5.03 5.027 -5.027 5.025 -5.025 5.022 -5.022 5.019 -5.019 :,034 034 031-- 031' • • ::::009 ::::005:• :005 .002 002 :409::;::: -.013.. ,0 :02: 024 :.;::: 024 : : ,027 .:027 031 :: . :031 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 <10 `:1 10: :l1 i:: 1 0: ::111 :10< 1 . 1 1. 11 . 11 10 - 36.702 39.751 - 39.751 42.798 - 42.798 45.843 - 45.843 48.886 - 48.886 51.928 - 51.928 54.969 - 54.969 58.007 - 58.007 :::.041 • ::::'085 109 109 9 1 - .102,.:. 095. : : : :. :: 073:: :45:8 :058:. 041 :: ::.: :022 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 :11: •10:: 1 0 `:110 11: :10.. ;11::1 :11 ; ;: _.009 ..... ...01;3 10' 1 :1: • >11- 1 1> 1 : 0 : 11 10 RISA -2D Version 5.5a [C: \Documents and Settings \allent \Desktop \My Projects \STARFIRE\starfireg1.r2dilage 6 Starfire Girder G1 Shear Lc (k Moment Lc (k) kati* , , tWtV.r., March 20, 2003 8:46 PM Checked By: max :167441 : 5 034 ; 11 11 0 5 > 1 20 .'t :1.4::..:.8... :.•.034 :..10 :. .0.... ::..5< : M1 1 max .646 11 .071 10 4568.595 10 min -.537 10 -.032 11 NC 2 max .646 11 .062 10 5823.039 10 min -.537 10 -.042 11 NC 3 max .646 11 .055 10 7727.146 10 min -.537 10 -.051 11 NC 4 max .646 11 .048 10 NC min -.536 10 -.059 11 8192.067 11 5 max .646 11 .042 10 NC min -.536 10 -.066 11 6534.548 11 6 max .646 11 .037 10 NC min -.536 10 -.072 11 5585.425 11 7 max .646 11 .033 10 NC min -.536 10 -.078 11 4999.331 11 8 max .646 11 .029 10 NC min -.536 10 -.09 5 1621.144 5 9 max .646 11 .027 10 NC min -.536 10 -.1 5 1561.403 5 10 max .646 11 .025 10 NC min -.536 10 -.108 5 1542.446 5 11 max .646 11 .026 8 6950.389 8 min -.536 10 -.113 5 1560.658 5 12 max .646 11 .026 8 7204.663 8 min -.536 10 -.115 5 1617.753 5 13 max .646 11 .026 8 7665.449 8 min -.536 10 -.114 5 1721.207 5 14 max .646 11 .025 8 8403.777 8 min -.536 10 -.111 5 1886.968 5 15 max .646 11 .025 10 NC min -.536 10 -.106 5 2146.506 5 16 max .646 11 .026 10 NC min -.536 10 -.098 5 2565.202 5 17 max .646 11 .027 10 NC min -.536 10 -.089 5 3298.109 5 18 max .646 11 .029 10 NC min -.536 10 -.078 5 4813.609 5 19 max .646 11 .03 10 NC min -.536 10 -.069 11 NC 20 max .646 11 .031 10 NC min -.536 10 -.062 11 NC 'MZ ... ; : ;. max ; ..... :.:::: .... >miii • -.646 - ::•:11t •- ..71:.:... >10 :.....:....:.;.... • 2 :max � ,537:::::.•':1.0 :.033..... 8` :... `N:' . . :::. >:> - ::min:::::» - .646::::: 11< :: :..:.- 1:51:..., ::::•`::: 5:020.454 >:: 5 : >: ;;. :.537: : ..:..10:. , :....05 : >.::8':: : :NC ;:; •:::. :: mn 64 11 - :253 5 2295.8 :5 : Envelope Member Section Forces, (continued) Company : Engineers Northwest Designer : ENW Job Number : 02116 Member Label Section Axial (k) Envelope Member Deflections Starfire Girder GI Lc Shear Lc Moment Lc (1 (k) k Member Label Section x- Translate Lc y- Translate Lc (n) Uy Ratio Lc in (in .' i¢ i�. C! k� t..':f'.k March 20, 2003 8:46 PM Checked By: RISA -2D Version 5.5a [C :\Documents and Settings \allent \Desktop \My Projects \STARFIRE\starfireg1.r2Hage 7 . _Envelope Member Deflections, (continued) Company : Engineers Northwest Designer : ENW Job Number : 02116 Starfire Girder G1 . Member Label Section x- Translate Lc y- Translate Lc (n) Lty Ratio (in) (in) M3 :; :::;:113 12 >;> : 1111 647 , 11. L . 6 47 .1 3 7::: >;.: > D : `. > 20 >:: :rT ax >:> :::;537:. • :::1:0: 1 max l 0 5 min 0 5 2 max I .002 mini 0 8 3 max I .004 5 mini 0 8 4 maxi .006 5 min i -.001 8 5 max I .008 5 min i -.002 8 6 max I .01 5 min I -.002 8 7 max l .012 5 min i -.003 8 8 max l .014 5 min i -.003 8 9 max l .016 5 min I -.004 8 10 max l .017 »::371 X1: 448 4985 • :;::4.97;: : 220$ 548 -2:436 0 0 .048 -.042 .096 -.084 .143 -.125 .189 -.166 .235 -.205 .279 -.244 .323 -.281 .364 -.317 .404 8 :: 8 ; >5> 5 5 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 6303:807 :141:3:429: 440 :986:99 3299.59:7: :1493; 55•:: 25.92: :.21.07.0:1:1 :: 6 2 ::394 :.492:: .. .335.610L :::1131;48:1:: :254:4474 1 O03 21 t: 225;683..: ::898.508 76 ::166.502 ;5`.936 14013' :1 30 :92 7: ::542Q64 <122 ;:173:x: NC NC NC NC 5051.35 5051.35 3415.498 3415.498 2613.695 2613.695 2147.059 2147.059 1849.869 1849.869 1651.763 1651.763 1518.383 1518.383 1431.714 : 8 5 ::8 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 RISA -2D Version 5.5a [C: \Documents and Settings \allent \Desktop \My Projects \STARFIRE\starfireg1.r2J age 8 ISSEMEEMEES V 4 IMW 4�U`#T;SRw Lc March 20, 2003 8:46 PM Checked By: r,:a,srro,!�t4�?r M1 .629 0 5 .366 15.052 5 H2 -1 .Riiiilgii > > € :4638::> >> >:: 0.::....:. ....:... ..::. . ...,1. X33 ....... ; : ::::.<::: ::< ::::: 0.......: .......5.. ::: >::: <: <::::::::�:.... :::;:: >: >::: • .. : ,,.:...:....:....:.......,.... ..:<.. :.::::;:..:;.:...:::::. : ,.. M3 .539 11.5 10 .061 0 10 H1-3 Company : Engineers Northwest Designer : ENW Job Number : 02116 Envelope Member Deflections, (continued) Member Label Section YI min :::.:.01::7::: >: :::456.: 1 i : 1 :10: NC• .:......:.:;: ::•:4:84 x- Translate Lc y- Translate (in) (in) Envelope Member MSC ASD 9th Code Checks Member Label Code Chk Loc ft ) Lc Starfire Girder G1 Shear Chk Loc Lc (n) Uy Ratio ft Lc Lc ASD Eqn. Message March 20, 2003 8:46 PM Checked By: RISA -2D Version 5.5a [C: \Documents and Settings \allent \Desktop \My Projects \STARFIRE\starfireg1.r2Ujge 10 al'vlm:t•.1Pilti Solution: Envelope Engineers Northwest ENW 02116 Starfire G2 March 20, 2003 8 :48 PM startiireg2.r2d W ' ea. NC 00 CO W • LL H WO � . g 1 W Q CO D = W Z I--` I— O W U O F 2 - U; O i Z U I O ~ M1 N2 N1 8.85 MAIM STL Y 291 .65 . . . . . . . . . ''MAIM :<.::: : tarfire3::.: " STL :: : :: ::: ::;: ....... 36656 . :: ::::1.2 15.052 ::::::::M2 .... , N2: ::;:::: N3 .. :::: :: MAINZ STL Y:.:.. 11.1 1.2 :.........:..: 106 106 ;:: :36:12 M3 N4 N1 COLUMN STL Y ....:. N5 15 11.5 M4 N5 : ::`N2 . POST;:::: ::::TUBE Y.:::::::::< IN* PI 2.75 COLUMN W14X30 STL 8.85 1.2 1.2 19.6 291 .65 . . . . . . . . . ''MAIM :<.::: : tarfire3::.: " STL :: : :: ::: ::;: ....... 36656 . :: ::::1.2 50 "-"t2.. . :187.666 ..1.018.4:37:1;:. : .. :::: :: POST TU8X8X6 TUBE 11.1 1.2 1.2 106 106 .49 ..: :.:.:: .: AI 2 > .. :. .:.stad+re4 :: :: : ::.. : :: :.. ::STt . ::..,.::: >s: 36:65 . :.1 2.;:..:.:::1 187..666: : :: : 1'0.184 :`:::::•:: M1 N1 15.052 0 0 0 1. .65 > ..N2.:. .49 50 . . 1.25: >.: ..; .. :.. TUBE :: : N3 .. : . ;: . ,:;.1 1 .154 ,. ...:::.3 51 4.25 0 ;. .49 :::. ;:: ::...: >>?N4 .::: : '[ . .:0 ,. ..............: ,. ...--:......•........:....;......: > : : »: .::.:.; ='11;5:::::::::: .. ... ... . ;...'...•:...::.;:.::....;:::::::::;:;:...: 0. :.. ....:. N5 15 -11.5 0 M1 STL 15.052 29000 11154 .3 1. .65 .49 50 ::: : ::Mg ..:.::... >.: ..; .. :.. TUBE :: : :: :: .. : . ;: . ,:;.1 1 .154 ,. ...:::.3 . ....:.. 65: :::: ;. .49 : :.. 46 ....:.. : :: M1 MAINZ 15.052 5.14 1. 1. 0. ::: : ::Mg ..:.::... MAIM'.'. 361:25: 5 ;14:;:::: a:1 ::.::1. ` {?,::: M3 COLUMN 11.5 1. 1. O. • • Global ��3%? f�iF4' � �Yf' �yY+' 45�Nr?�;}. V,? iY' F±w' �� �;:{ V, ! l: ; Y. F � �� lt ?��'Y +: r:;.vn?'t�YG'i�t ' 3' ° � ' � r`e•,r,rt ..�...�.m,.. ., r> Poisson's Thermal Coef. Weight Density ( k/ft^3 ) Ratio (per 10 F Material Phys End Releases Set Memb I -End J -End TOM AVM AVM SA SA I (90,270) 0,180) (90,270) (in ^4 Joint Temperature F March 20, 2003 8:48 PM Checked By: Yield Stress ( 1 (0,180) T/C in ^4) Onl End Offsets Inactive I -End J -End Code Length in in (ft ) Cb Sway L_comp le_bend K out K in CH Cm B out in R ( ) RISA -2D Version 5.5a [C: \Documents and Settings \allent \Desktop \My Projects \STARFIRE\starfireg2.r2dflage 1 1 DEAD -.32 None 0 0 0 X::: „::: -1 : •0 • .. 2 ::::2 . > ;. . ,,,,,,,,, :: SNOW .; .......::N :.: . ;• ::......:: :::::::::;>- : : ::: .::: .. , :......... 3 WIND None 2 ::::.4 : ::: ... :...: :..None .....:..:. <.. ..; :. ...;. ::1:43 : :. .::.... . : : : : :, ..:.:. ...::2.:: : :..: M1 Y -.32 -.32 0 0 0 X::: „::: : 32. . : •0 • .. ,...: 0. : ,,. M1 Y -.8 -.8 0 0 0 X::: „::: .046.. ..::..,.,. 046. • ; : ::::::.:: 0: ::: ::: :: 0 0:: : :::; ::. .::.:. :0i. :.: . M1 X .046 .046 0 0 M2:.... • X::: „::: .046.. ..::..,.,. 046. • ; : ::::::.:: 0: ::: ::: :: 0 Company : Engineers North Designer : ENW Job Number : 02116 Steel Design / NDS Parameters (continued) Member Section Length Lb out Label Set le out Basic Load Case Data BLC No. Member Label , Load Combinations Num Description aq Description >,r (ft) 1 Basic Load Case Category Code Member Direct Distributed Loads, Category • None, BLC 1 : DEAD Member Label Direction Start Magnitude k/ft. F Member Direct Distributed Loads, Category : None, BLC 2 : SNOW Member Label Direction Start Magnitude End Magnitude Start Location Member Direct Distributed Loads, Category : None, BLC 3 : WIND Member Label Direction Start Magnitude k/ft . F t Member Direct Distributed Loads, Category : None, BLC 4 : SEISMIC Direction Start Magnitude k/ft, F Env WS PD SRSS CD Starfire G2 Lb in le in (ft) Category Descriotio BLC End Magnitude ( k/ft, F k/ft, F) (k/ft , F) (ft or % End Magnitude ( k/ft . F End Magnitude ( k/ft . F Factor L_comp Cb Sway le bend K out Kin CH Cm B out in R (ft Gravity BLC Start Location (ft or %) Start Location ( ft or % Start Location ( ft or % Factor Load Type Totals BLC March 20, 2003 8:48 PM Checked By :_ Factor End Location End Location End Location (ft or %) End Location (ft or %) BLC RISA -2D Version 5.5a [C: \Documents and Settings \allent \Desktop \My Projects \STARFIREIstarfireg2.r2dIlage 2 Factor 1 SNOW 1 3 1 WIND 1 I 1 DEAD SEISMIC.:....;.:, ,... . 5 1 DL +SL I 7 I DL +SU2 +WL y 1 1 y 1 1 1 1 .::.:'. ... ..... �SL4WU2 ........:... �: , Y' 1 2 3 1 1 1 1... • .... 1 1 1 2 2 1 .5 3 5 1 STL W14X30 11.5 .346 starfire3 5147 - . .. .... :::: .. 5 ... .. STL Totals: 62.677 6.011 E ii•niiiin'.i:i . :i :::: .:H:.lifiX8X6 ::::::::: ::::: ':::: 275 ..... 1 ..... 482 Company : Engineers Northwest Designer : ENW Job Number : 02116 Story Number Joint Label N1 N2 N3 N4 N5 max max min max max max .33 .333 -.458 .415 0.000 0.000 10 1 10 11" 10 10 10 .024 .012 .4.051.". • .849 0.000 .000ii 0.000 min . 0.000 11 o. ..... 5 8 5. 8 5 8.. 8 1.586e-3 7.689e-4 •-3,165e-3 2.479e-3 4.449e-3 :4:51:364: 0 .. . ........ 5 8 8 11 5 Envelope Reactions Joint Label Envelope Drift Report Material Takeoff Material Joint Label X Translate Y Translate (in) Lc (in) Lc X Force (k) X Direction Drift Lc % of Ht. (in) No Stories Defined... Shape Y Force Lc (k) NA- Starfire G2 BLC Factor Rotate radians) Lc Moment N4 N5 Reaction Totals : max max max *ow 3.248 .034 3.282 11 11 11 10.965 107.386 63.811 8 5 5 0.000 • 0,0 0.000 5 5 Lc (k-ft) Lc Length ft BLC Weight (k) March 20, 2003 8:48 PM Checked By: Factor BLC Factor BLC Factor t47 tvteLp- o 41 005- is ave RISA-2D Version 5.5a [C:\Documents and Settings\allent\Desktop\My Projects\STARFIRE\starfireg2s2dflage 3 ••■t +A, . , ... -, Envelope Member Section Forces Member Label Section Starfire G2 Axial Lc Shear Lc Moment Lc (kl (1 ( 1 k k March 20, 2003 8:48 PM Checked By: RISA -2D Version 5.5a [C: \Documents and Settings \allent \Desktop \My Projects \STARFIRE\starfireg2.r2dliage 4 °'.' 25r�«.,.- t: rc. i_ n..,. a.., ar.; j4' 12n.- r�.. r•. Yo-n t...)- a= •ri.r. ».,ican}'.I�.�Y: :r.iwr, u.w. j�. y� �-]wt: aa'....•.'!M'1� s;r.•MnY,t•. n,,« n] avtl' �: �.t.�`"....Y'tS++'a.dt'��;Sr... Company : Engineers Northwest Designer : ENW Job Number : 02116 Envelope Member Section Forces, (continued) Member Label Section Axial Lc (k) Shear Lc (k) Starfire G2 Moment Lc (k) M3 963• :$< .4 4...858 -:; 0 : ... :;max :30.20:5:. >> »7 :3.32 ma 9 .: ;1 .6 > :: 5 : : ift :: ::x::_;23 > �:. m .... 1 .,,.....10 : .,.,...2.29: ax :577 5 '23 5 . 0 1 max 10.965 8 3.248 min - 43.575 5 -3.248 2 max 10.95 8 3.245 min - 43.593 5 -3.245 max 10.934 8 3.242 min - 43.612 5 -3.242 max 10.919 8 3.24 min -43.63 5 -3.24 5 max 10.903 8 3.237 min - 43.648 5 -3.237 max 10.888 8 3.235 min - 43.666 5 -3.235 7 max 10.872 8 3.232 min - 43.684 5 -3.232 max 10.857 8 3.229 min - 43.703 5 -3.229 9 max 10.841 8 3.227 min - 43.721 5 -3.227 10 max 10.826 8 3.224 min - 43.739 5 -3.224 11 max 10.81 8 3.222 min - 43.757 5 -3.222 12 max 10.795 8 3.219 min - 43.776 5 -3.219 13 max 10.779 8 3.216 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 8.753 924 _013 . .., .... 0 0 1.965 -1.965 3.928 -3.928 5.89 -5.89 7.85 -7.85 9.808 -9.808 11.765 - 11.765 13.721 - 13.721 15.675 - 15.675 17.627 - 17.627 19.578 - 19.578 21.527 - 21.527 23.474 5 5 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 RISA -2D Version 5.5a [C :\Documents and Settings\allent \Desktop \My Projects \STARFIREIstarfireg2.r2dflage 5 � . � .• � e,u � iY w.n p ��u March 20, 2003 8:48 PM Checked By: . m s%' F^ ��: Na: X t' MrzterAV' vc,;* x rw.. r„>. rrnnt•.. xtt., rrn� r +.vtFk ✓aart.Jtire.4.0;A,",'n Envelope Member Section Forces, (continued) Company : Engineers Northwest Designer : ENW Job Number : 02116 Starfire G2 Member Label Section Axial (k) Lc Shear Lc k) Moment Lc (k) ( min - 43.794 5 -3.216 14 max 10.764 8 3.214 min - 43.812 5 -3.214 15 max 10.748 8 3.211 min -43.83 5 -3.211 16 max 10.733 8 3.209 min - 43.848 5 -3.209 17 max 10.717 8 3.206 min - 43.867 5 -3.206 18 max 10.702 8 3.203 min - 43.885 5 -3.203 19 max 10.686 8 3.201 min - 43.903 5 -3.201 20 max 10.671 8 3.198 min - 43.921 5 -3.198 :107;386... .5 < m .............. .''''';:::: >:: 1:07.285` ::107:; s: >: 002 ".;; 407:133::. :002 .... .005;;:; 25.54. 8 ::: >: - 0 5... >> ..0:1.: 16 :10 :006:::: 25.62 1 7 : ; :: ? >? :.::::.024 19 'max. 91:::: ::5:::'. < :: >::039: >:: min:: :.. 25.69 •:: 8: >: - .031: : 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 0 : : .1 11> 10: 0 1 0 10 ;. 11 11 . 1:1 - 23.474 25.42 -25.42 27.364 - 27.364 29.307 - 29.307 31.248 - 31.248 33.188 - 33.188 35.126 - 35.126 37.063 - 37.063 o .022 :::::::?: :07'3 : • ;::::::';.095 > <:::::• =.0 109 " x 08.5 085 .. :. :... .... -: 050:`? 022...::.: 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 ::;10: :10• : 10 25.5. 1 ::5:;:::.::::016 :1 :1 .- 25; >:.:: -.024 «t:8' > ::> min: 25.;6:69:: ; ° 8 :: .... ....... Q27 :1 10 March 20, 2003 8:48 PM Checked By: RISA -2D Version 5.5a [C :\Documents and Settings \allent\Desktop \My Projects \STARFIRE\starfireg2.r24age 6 •:::106904"...":A I ..... ...•034:;.......1•11.1":',': .457 0' .•-• ''''' :::::.51•1:::: '.i , . , . , ....:• , .*::oa4i , , :::1 al ::: 0 10 -.024 :::•" M1 I max .457 11 .044 10 7173.834 10 min -.33 10 -.024 11 NC 2 max .457 11 .036 10 NC min -.33 10 -.033 11 NC 3 max .457 11 .03 10 NC min -.33 10 -.042 11 NC 4 max .457 11 .024 10 NC min -.33 10 -.049 11 8266.277 11 5 max .457 11 .018 10 NC min -.33 10 -.063 5 2234.174 6 max .457 11 .02 8 7922.726 min -.33 10 -.08 5 1927.254 5 7 max .457 11 .023 8 7161.661 8 min -.33 10 -.094 5 1742.17 5 8 max .457 11 .026 8 6704.982 8 min -.33 10 -.105 5 1631.115 5 9 max .457 11 .028 8 6460.342 8 min -.33 10 -.113 5 1571.628 5 10 max .457 11 .029 8 6384.407 8 min -.33 10 -.119 5 1553.174 5 11 max .457 11 .03 8 6462.406 8 min -.33 10 -.121 5 1572.158 5 12 max .457 11 .03 8 6701.609 8 min -.33 10 -.121 5 1630.35 5 13 max .457 11 .029 8 7133.191 8 min -.33 10 -.118 5 1735.334 5 14 max .457 11 .028 8 7823.489 8 min -.33 10 -.113 5 1903.245 5 15 max .457 11 .026 8 8903.316 min -.329 10 -.105 5 2165.904 16 max .457 11 .023 8 NC min -.329 10 -.096 5 2589.394 5 17 max .457 11 .021 8 NC min -.329 10 -.084 5 3330.411 5 18 max .457 11 .017 8 NC min -.329 10 -.071 5 4862.252 5 19 max .457 11 .017 10 NC min -.329 10 -.057 5 9557.795 20 max .457 11 .019 10 NC min -.329 10 -.043 11 NC f-ff .... ' ,•.::•ff::::; .!.40 ::,:.i..0,24:'•'''''.•• -41:•; :.'..': •::::::::: •:.. .1 :: :11... . . . . .... .:- .. . • .................... 1. ........ : 1 ;•i•.:Ii max - • 33''. ::: : ' ............ :: 8:• ::::i: . :::::NO':"": :1:.:::i:.i .' I . i , -:';•i4574 . : . *:•:: i ':::• .... ......... ............ ::::•'5::..i i.$36544I: ::.i5::::: 4 :•.:•'., max I3 'i'•::..• .. ,, ::::•N ei ,,, .....' , .. , :: :. i.i:..t '. ... 1::::'i.::'1457:i .. • .. .: , ;lti ::•::::•::;21 ....:: :2438.9.1 . 5. - Company : Engineers Northwest Designer : ENW Job Number : 02116 Envelope Member Deflections Member Label Section Axial (k ) fewegge vanster4.wiliwtstMr - MOM., Envelope Member Section Forces, (continued) Member Label Section Lc Shear Lc k Starfire G2 Moment Lc x-Translate Lc y-Translate Lc (n) Uy Ratio Lc in in March 20, 2003 8:48 PM Checked By: RISA-2D Version 5.5a [C:\Documents and Settings\allent\Desktop\My Projects\STARFIRE\starfireg2.rajage 7 Company : Engineers Northwest Designer : ENW Job Number : 02116 • Envelope Member Deflections, (continued) Member Label Section x-Translate Lc y-Translate Lc (n) Uy Ratio Lc (h) (in) b33 10 078 Starfire G2 M3 5 max ... • 'min • - 457 1 1 ... . ......... .. . ... .............. -- -1;275 - • ;471. I. .1.675 I.13::: iax irtII .... ....... 1 max 0 5 0 min 0 5 0 2 max .001 5 .033 min 0 8 -.026 3 max .002 5 .066 min 0 8 -.052 4 max .004 5 .098 min 0 8 -.078 5 max .005 5 .13 min -.001 8 -.103 6 max .006 5 .162 min -.002 8 -.128 7 max .007 5 .193 min -.002 8 -.152 8 max .009 5 .222 min -.002 8 -.175 9 max .01 5 .251 min -.002 8 -.197 10 max .011 5 .279 -8 • •8: 5 5 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 6147.906 1494195.: 427411. :I 3196.034?: 2503,9131 ..60913 2030:07:: :1494024: 1688M2: 1433:871 ": 349i174: 1237;779' 1 083.438:' 264.012 959.626 :::::1891A09Z II1516A09::11 - 126.086.. NC NC NC NC 7895.184 7895.184 5338.456 5338.456 4085.315 4085.315 3356.028 3356.028 2891.579 2891.579 2581.998 2581.998 2373.584 2373.584 2238.186 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 March 20, 2003 8:48 PM Checked By: RISA-2D Version 5.5a [C:\Documents and Settings\allent\Desktop\My Projects1STARFIRElstarfireg2s2dilage 8 Company : Engineers Northwest Designer : ENW Job Number : 02116 Envelope Member Deflections, (continued) Member Label Section min -.003 18 -.218 11 I max .012 15 .305 min -.003 l 8 -.237 12 I max .014 15 .33 min -.003 18 -.255 13 I max .015 15 .353 min -.004 18 -.272 14 I max .016 5 .375 min -.004 -.287 15 I max .017 5 .395 min -.004 18 -.299 16 I max .019 15 .412 min -.005 18 -.31 17 I max .02 15 .427 min -.005 8 -.319 18 I max .021 15 .44 min -.005 8 -.325 19 I max .022 15 .451 min -.006 18 -.329 20 I max .024 15 .459 min -.006 8 -.33 ..5 0 ': a:< ::....,0......... ..1 ...............,1.21:......: . ...................: :.....:.... . - .016 > 1: > 5 :: - :1;0: =.124 . : ... 94 9 max Oi 8 1 5 41.•. 218 7 176 6 :,::::: 2 -.1 ; 008 :::::::1 ; 29: :;:.;roil 15:.: max s in: 6 max min >: .008::>::: °.::8::::.::::.:.314 . 035 :::.:1:..;5. :;..:::.; :::: ::1:.?5 - .246 :::: >;> < .(l ::: <;' 362 -04 >5 4263 10 2238.186 11 2161.249 10 2161.249 11 2136.941 10 2136.941 11 2166.751 10 2166.751 11 2260.795 10 2260.795 11 2443.157 10 2443.157 11 2766.894 10 2766.894 11 3360.272 10 3360.272 11 4612.801 10 4612.801 11 8478.826 10 8478.826 11 NC 10 NC N 1 ••NC:: :1O :NC 1 ; 1.: :: ':NC 10 41;.: :'NC::; ....:N.C::;::;: 10 .. :::::.::: 11 NC 11 > .:N : : : »::::.NC 11 • NC. :::;;:: 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 11 10 ...:::159 > ;:::. :006:: : >1<;8 : >:::::: 242 RISA -2D Version 5.5a [C :\Documents and Settings\allent\Desktop\My Projects \STARFIREIstarfireg2.r2lage 9 x- Translate Lc y- Translate Lc (in) (in) Starfire G2 (n) Uy Ratio Lc March 20, 2003 8:48 PM Checked By: ,1 1417Arr,,,;,vw v.r r..., ,,,VA. it.!?u'Fi ?'. M1 .631 0 5 .588 0 5 H2-1 :::: M2f.......,......,:i :: ::: :::::...i :5: :::::::::: i M3 .344 11.5 10 .039 0 10 H1 . :::::: A::::: Envelope Member Deflections, (continued) Company : Engineers Northwest Designer : ENW Job Number : 02116 Member Label Section x-Translate Lc y-Translate Lc (n) Uy Ratio Lc (in) (in) ......... . .. .. :Max: rnin . max min max s6i 8 _ 5 I I . • .. .. 11 .. . . NC Envelope Member MSC ASD 9th Code Checks Member Label Code Chk Loc ft t Lc Starfire G2 Shear Chk Loc t Lc ASD Eqn. RISA-2D Version 5.5a [C:\Documents and Settings\allent\Desktop\My Projects\STARFIRE\starfireg2.r2d4ge 10 ' Message March 20, 2003 8:48 PM Checked By: ...e.nvalwavtviels Z Uj 2 —J 0 0 0 . (0 0.. w ujI -J ' uj -J g I- lit Z 0 Z WLU 2 CI 0 co , '0 0 us a l I 0 I- i l a; 0: P: 0 E- Rev: 510001 1- Steel Beam Design Page 1 11 Description COLUMN STABILIZER B1 General Information Steel Section : W18X35 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Summary #1 0.051 0.127 50.000 Using: W18X35 section, Span = 50.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 12.50ft, LDF = 1.000 Actual 66.558 k -ft 13.860 ksi 0.826 • 1 Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv1Fv Force & Stress Summary 1 Max. M+ Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Def ...Query Defl @ Depth Width Web Thick Flange Thickness Area Maximum 66.56 k -ft 5.32 k 5.32 k -2.025 in 0.000 in 0.000 in 0.000 ft Reaction @ Left 5.32 Reaction @ Rt 5.32 Fa calc'd per 1.5 -2, K *Ur > Cc 50.00 ft 0.00 ft 0.00 ft 12.50 ft #2 17.700 in 6.000 in 0.300 in 0.425 in 10.30 in2 5.325 k 1.003 ksi 0.050: 1 DL Only 26.87 2.15 2.15 -0.818 0.000 0.000 0.000 2.15 2.15 Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #3 Weight I -xx I -yy S -xx S -yy Allowable 80.550 k -ft 16.773 ksi 106.200 k 20.000 ksi «- These columns are Dead LL LL +ST (d). Center VI Center 66.56 5.32 5.32 -2.025 0.000 0.000 0.000 0.000 5.32 5.32 #4 Title : Starfire Soccer Dsgnr: TUCKER Date: Description : Grandstand Beams Scope: -2.025 0.000 0.000 5.32 5.32 Section Properties W18X35 34.99 #/ft 510.00 in4 15.30 in4 57.627 in3 5.100 in3 #5 Fy 50.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi Max. Deflection -2.025 In Length /DL Defl 733.9: 1 Length /(DL +LL Defl) 296.3: 1 + Live Load placed as noted -» LL LL +ST cCD Cants a Cants k -ft k -ft k -ft k -ft 0.000 0.000 0.000 0.000 r -xx r -yy Rt #6 k k 0.000 in 0.000 in 0.000 in 0.000 in Job # 02116 #7 k/ft k/ft k/ft ft ft k k Beam OK 7.037 in 1.219 in 1.490 in Rev: 810001 Steel Beam Design Page 1 Description COLUMN STABILIZER B2 General Information Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads Steel Section : W16X31 DL LL ST Start Location End Location Summary Using: W16X31 section, Span = 44.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 12.50ft, LDF =1.000 Actual Moment 50.573 k -ft fb : Bending Stress 12.849 ksi fb / Fb 0.880: 1 Shear fv : Shear Stress fv1Fv Shear © Left Shear © Right Center Defl. Left Cant Defl Right Cant Def ...Query Defl 4.60 k 4.60 k -1.621 in 0.000 in 0.000 in 0.000 ft #1 0.051 0.127 44.000 #2 Reaction © Left 4.60 Reaction © Rt 4.60 Fa calc'd per 1.5 -2, K *Ur > Cc Depth Width Web Thick Flange Thickness Area 15.880 in 5.525 in 0.275 in 0.440 in 9.121n2 44.00 ft 0.00 ft 0.00 ft 12.50 ft 4.598 k 1.053 ksi 0.053 : 1 1.80 1.80 -0.636 0.000 0.000 0.000 1.80 1.80 Fy 50.00 ksi Pinned - Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0ksi LL & ST Act Together #3 Weight 1 -xx I S -xx S -yy 4.60 4.60 -1.621 0.000 0.000 0.000 4.60 4.60 Title : Starfire Soccer Dsgnr: TUCKER Date: Description : Grandstand Beams Scope: #4 Allowable 57.455 k -ft 14.598 ksi 87.340 k 20.000 ksi -1.621 0.000 0.000 0.000 4.60 4.60 30.98 #/ft 375.00 in4 12.40 in4 47.229 in3 4.489 in3 #5 #6 Job # 02116 # 7 k/ft k/ft k/ft ft ft Beam OK Max. Deflection -1.621 in Length /DL Defl 830.6: 1 Length /(DL +LL Defl) 325.8: 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only (c, Center (a. Center as, Cants (d), Cants Max. M + 50.57 k -ft 19.84 50.57 k -ft Max. M - k -ft Max. M © Left k -ft Max. M © Right k -ft 0.000 0.000 0.000 0.000 r -xx r -yy Rt k k 0.000 in 0.000 in 0.000 in 0.000 in k k Section Properties W16X31 1 6.412 in 1.166 in 1.390 in N.' Rev: 510001 Steel Beam Design Page 1 Description END BEAM B1 General Information Steel Section : W16X26 Center Span Left Cant. Right Cant Lu : Unbraced Length 50.00 ft 0.00 ft 0.00 ft 12.50 ft Distributed Loads DL LL ST Start Location End Location Summary #1 0.026 0.064 50.000 1 Using: W16X26 section, Span = 50.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 12.50ft, LDF = 1.000 Actual Moment 36.277 k -ft fb : Bending Stress 11.346 ksi fb / Fb 0.812: 1 Shear fv : Shear Stress fvIFv Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only CcD. Center a. Center (d). Cants 0.. Cants Max. M + 36.28 k -ft 16.28 36.28 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Def ...Query Defl @ Depth Width Web Thick Flange Thickness Area 2.90 k 2.90 k -1.870 in 0.000 in 0.000 in 0.000 ft #2 Reaction @ Left 2.90 Reaction @ Rt 2.90 Fa calc'd per 1.5 -2, Kilt > Cc 15.690 in 5.500 in 0.250 in 0.345 in 7.68 in2 2.902 k 0.740 ksi 0.037 : 1 1.30 1.30 -0.839 0.000 0.000 0.000 1.30 1.30 Title : Starfire Soccer Dsgnr: TUCKER Date: Description : Grandstand Beams Scope : Job # 02116 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0ksi LL & ST Act Together #3 Weight I -)ox I S -xx S -yy Allowable 44.682 k -ft 13.975 ksi 78.450 k 20.000 ksi 2.90 2.90 -1.870 0.000 0.000 0.000 2.90 2.90 #4 -1.870 0.000 0.000 0.000 2.90 2.90 26.09 #/ft 301.00 in4 9.59 in4 38.368 in3 3.487 in3 #5 Max. Deflection -1.870 in Length /DL Defl 715.1 : 1 Length /(DL +LL Defl) 320.8: 1 #6 0.000 0.000 0.000 0.000 #7 k/ft k/ft k/ft ft ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Beam OK L Section Properties W16X26 r -xx r -yy Rt 6.260 in 1.117 in 1.360 in Rev: 510001 Steel Beam Design Page 1 11 Description END BEAM B2 General Information Steel Section : W16X26 Center Span Left Cant. Right Cant Lu : Unbraced Length DL LL ST Start Location End Location Summary Max. M + Max. M - Max. M © Left Max. M © Right Shear © Left Shear @ Right Center Defl. Left Cant Defl Right Cant Def ...Query Defl @ Depth Width Web Thick Flange Thickness Area #1 0.026 0.064 50.000 Shear fv : Shear Stress fv / Fv Maximum 28.09 k -ft 2.55 k 2.55 k -1.122 in 0.000 in 0.000 in 0.000 ft Reaction @ Left 2.55 Reaction © Rt 2.55 Fa calc'd per 1.5 -2, K *L/r > Cc 15.690 in 5.500 in 0.250 in 0.345 in 7.68 in2 44.00 ft 0.00 ft 0.00 ft 12.50 ft Distributed Loads #2 Using: W16X26 section, Span = 44.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 12.50ft, LDF = 1.000 Actual Moment 28.093 k -ft fb : Bending Stress 8.786 ksi fb / Fb 0.629: 1 2.554 k 0.651 ksi 0.033 : 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only a Center (al Center a Cants a! Cants 12.60 28.09 k -ft k -ft k -ft k -ft 1.15 1.15 -0.503 0.000 0.000 0.000 1.15 1.15 Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #3 Weight I -xx I S -xx S -yy #4 Scope : Allowable 44.682 k -ft 13.975 ksi 78.450 k 20.000 ksi 2.55 2.55 -1.122 0.000 0.000 Title : Starfire Soccer Dsgnr: TUCKER Date: Description : Grandstand Beams -1.122 0.000 0.000 0.000 0.000 2.55 2.55 2.55 2.55 26.09 #/ft 301.00 in4 9.59 in4 38.368 in3 3.487 in3 #5 Fy 50.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi Max. Deflection -1.122 in Length /DL Defl 1,049.3: 1 Length /(DL +LL Defl) 470.8: 1 0.000 0.000 0.000 0.000 r -xx r -yy Rt #6 #7 k/ft k/ft k/ft ft ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Job # 02116 Beam OK Section Properties W16X26 6.260 in 1.117 in 1.360 in _. Rev: 510001 Steel Beam Design Page 1 General Information Description EXTENSION AT GRANDSTAND Steel Section : W6X9 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads #1 DL 0.100 LL 0.200 ST Start Location End Location 14.250 Summary Max. M+ Max. M - Max. M © Left Max. M © Right Shear © Left Shear © Right Center Defl. Left Cant Defl Right Cant Def ...Query Defl 1 Using: W6X9 section, Span = 14.25ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 2.00ft, LDF = 1.000 Actual Moment 7.846 k -ft fb : Bending Stress 16.936 ksi fb / Fb 0.513: 1 Shear fv : Shear Stress fv1Fv Force & Stress Summary Maximum 7.85 k -ft 2.20 k 2.20 k -0.603 in 0.000 in 0.000 in 0.000 ft Reaction © Left 2.20 Reaction c Rt 2.20 Fa calc'd per 1.5 -1, K *L/r < Cc Depth Width Web Thick Flange Thickness Area 5.900 in 3.940 in 0.170 in 0.215 in 2.68 in2 14.25 ft 0.00 ft 0.00 ft 2.00 ft #2 2.202 k 2.196 ksi 0.110:1 DL Only 2.77 0.78 0.78 -0.213 0.000 0.000 0.000 0.78 0.78 #3 Weight l -xx I S -xx S -yy Allowable 15.288 k -ft 33.000 ksi 20.060 k 20.000 ksi 2.20 2.20 -0.603 0.000 0.000 2.20 2.20 #4 Title : Dsgnr: Description : Scope : Pinned- Pinned Bm Wt. Added to Loads LL & ST Act Together «- These columns are Dead LL LL +ST Cal Center (cD Center 7.85 -0.603 0.000 0.000 0.000 0.000 2.20 2.20 9.10 #/ft 16.40 in4 2.19 in4 5.559 in3 1.112 in3 #5 Date: Fy 50.00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi #6 Job # #7 k/ft k/ft k/ft ft ft Max. Deflection -0.603 in Length /DL Defl 803.5: 1 Length /(DL +LL Defl) 283.6: 1 + Live Load placed as noted -» LL LL +ST A Cants Cal Cants k -ft k -ft k -ft k -ft 0.000 0.000 0.000 0.000 r -xx r -yy Rt k k 0.000 in 0.000 in 0.000 in 0.000 in k k Beam OK Section Properties W6X9 2.474 in 0.904 in 1.030 in • O Results for LC 3, SEISMIC Engineers Northwest -ENW 02116 Starfire Braced Bay March 20, 2003 9:21 PM untitled.r2d : COLUMN W14X30 STLA572 8.85 1.2 1.2 19.6 291 .65 �: . :.... ROD.:.::.:...:;::»: : . ..: BAR75 : >:;: : :... :. , >:: >:::STLA36`: :; > ... ; . 442 . .2.. 1 . ..:. 016 :;::�::.:. .. .......::.. .:..Q16 >;: STRUT TU3X3X4 TUBE 2.59 1.2 1.2 3.16 3.16 .49 > : . . ;:W1:6X26 .:.: STLA572 : : . : .. 7 68 1::2..::. 1.2 ::::: :........ 9:59 ;:,;:.. 30:1;. .:.;.:......... STLA36 Reaction Reaction 29000 N3 11154 .3 .65 Reaction .49 .....:.......N7 36 ------ :STLA572 -: ...:.; . ..:29000 .: .. . ... . . .. . :.111. 54::: s ; ::: : ; ..:.. :: :3 :..:....: :. :..::. 65 : .:.:.::.. .. :. : : .49 ' ::50 ::; >: >:: TUBE 29000 11154 .3 .65 .49 46 N1 Reaction Reaction N3 Reactio N5 Reaction .....:.......N7 Reaction ..;;...... Reaction • Global Company : Engineers Northwest Designer : ENW Job Number : 02116 Steel Code Allowable:.Stressincrease factor(ASIF) Include Shear Deformation No. :.of S:e:ctions:for:M.ember Calcs Redesign Sections P IDelta Analysis Tolerance ASD: AISC 9th, AISI 99 1. 3 Yes Yes 0,50 % ' Materials (General) Material Label Young's Modulus Sections Section Label Database Sha ne ksi Joint Coordinates Joint Label N1 N3 N5 N7 0 14.67 29.33 29:33 ::.....;:,.:....::. 44 0 0 0 ><115 ... 0 .. >1 ' 0 0 0 0 Boundary Conditions Joint Label Member Data Member Label I Joint X Translation X Coordinate (ft) (Mn J Joint Y Translation (k/in) Rotate decrees Material Label Starfire Braced Bay Shear Modulus Poisson's Thermal Coef. ksi Shape / Section Set Area in ^2 Y Coordinate (ft) Rotation (k- ft/rad) Ratio (aer 10 ^5 F SA SA 0.180) (90.270 Joint Temperature (F) 0 0 : >:::::.;::::: Material Phys End Releases Set Memb I -End J -End TOM AVM AVM 'r:" ' E; ' y: Weight Density ( k/ft ^3 I (90,270) ( in ^4 March 20, 2003 9:34 PM Checked By: End Offsets Inactive I -End J -End Code Length (in) (in) (ft) M1 M2 M3 M4 M5 N1 N7 N5 :: < :::: N2 N4 . .;< N2 N8 . : : :..: N4 N6 N4 ) 90 90 � COLUMN : COLUMN STRUT STRUT BM M STLA572 STLA572 STLA572 Y Y PIN PIN : PIN PIN PIN 11.5 11::5 14.67 14,8 RISA -2D Version 5.5a [C: \Documents and Settings\allent \Desktop \My Projects\STARFIRE\STARFIRE ®.r2dJ Yield Stress I (0,180) T/C in^ COLUMN L X DEAD None 1 X >`. ROD..:::::.::.;. 2::. •25:. ;: 2 ::::::::::::: ..:..,:: >:::25: 2 > ::::::: STRUT 4 2 4 2 1 : ::.:::.:.. 3 3 SEISMIC 1 L X DEAD None L X 11 -1 3 2 > > :: . SNOW , :. None : :::.. : ::.:::.:.. 3 3 SEISMIC None 2 N2 L X 11.2 NB,........; .. L X 11 Company : Engineers Northwest Designer : ENW Job Number : 02116 Member Data (continued) Member Label M7 M9 M11 M13 N6 N N1 N3 N6 N8 N4 N6 N5 N8 N7 BM :ROD ROD ROD ROD ROD STLA572 STIA36 STLA36 STLA36 STLA36 Y Y Y Y STLA36 STLA36 PIN PIN PIN PIN PIN PIN PIN PIN: PIN PIN 14.67 18.64 .18:632: 18.632 64 »> 18.64 Steel Design / NDS Parameters Member Label Redesign Criteria BLC No. Section Set Basic Load Case Data Joint Label I Joint Section Set Descri ption J Joint Max Depth (in) Rotate (degrees) Length (ft) Basic Load Case Category Code Min Depth (in) Starfire Braced Bay Shape / Material PhysEnd Releases End Offsets Inactive Section Set MembEnd J -End I -End J -End Code Length Set TOM AVM AVM (in) (in) (ft) Lb out le out (ft) Lb in le in (ft) M1 M3 M5 M7 M9 M11 °:111.11:2. M13 COLUMN STRUT BM BM ROD ROIL ROD ROD 11.5 11.5 14.67 14.67 18.64 18.632 • :18.64 :.;.:. 18.64 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. Category Description Max Width (in) L_comp Cb Sway le_bend K out K in CH Cm B out in (ft) in March 20, 2003 9 :34 PM Checked By :__ Min Width Max Code Check Min Code Check Gravity X Y Load Type Totals Joint Point Direct Dist. Joint Loads /Enforced Displacements, Category : None, BLC 3 : SEISMIC [L]oad,[M]ass,or, f Dlisolacement ( ) Direction Magnitude k, k -ft, in, rad, k "s^2/ft R RISA -2D Version 5.5a [C: \Documents and Settings \allent \Desktop \My Projects \STARFIRE \STARFIRE Br2d] oap �� '+.�'r'�.�`:!:y$YMiJ�. �'iy'i,3'�:,��r'.:MU�;'f M5 Y -.05 -.05 0 0 0 0 »ss >: > : .,.. : :ME<��; : : ...,. M7 Y -.05 -.05 0 0 M5 Y -.125 -.125 0 0 »ss >: > : .,.. : :ME<��; : : ...,. ,; :.: :: : : :. :..;;. x:_;125 ...::. :.... • . • �:;; • . ...:: .:.:...:: >::•::: ..................... : .:: .,,. : M7 Y -.125 -.125 0 0 Company : Engineers Northwest Designer : ENW Job Number : 02116 Starfire Braced Bay Member Direct Distributed Loads, Category : None, BLC 1: DEAD Member Label Direction Start Magnitude End Magnitude k/ft F k/ft . F Start Location ( ft or % March 20, 2003 9:34 PM Checked By: End Location ( ft or % Member Direct Distributed Loads Cate • o : None BLC 2 : SNOW Member Label Load Combinations Envelope Joint Displacements Direction Num Description 1 1 DEAD 1 Joint Label Start Magnitude (k/ft, F Env WS PD SRSS CD X Translate Y Translate (in) Lc (in) Lc i9T End Magnitude ( k/ft, F N1 N2 N3 N4 N5 N6 N7 N8 max min max min>. max :min max ::min: max max min max mm max 0.000 .229 -2: 8 0.000 0.000 :.:... .22 0.000 :.. 0:000.:: .216 -:22 0.000 0:000: .218 -,229. 4 ` 5 5 5 4 5 0.000 0 ;:;: 0 004 -.045 ::._.151 -.058 :1'57: -.045 - :151 -.058 x1:57..... 0.000 0,000 : 0 0.0 5 5 6 . 6 6 5 5 6 :5 6 5 >.: 1.576e -3 1' :656e -a 1.576e -3 1;656e 3 0 0 - 1.598e -4 =4 :31:8e =4:: 0 4.318e -4 1`598e 1.656e -3 r1�;57fie -3 1.656e -3 1576e�3 6 6 4 5 4 4 6 5 ?: BLC Factor BLC Factor BLC Factor BLC Factor ::2 13 5 SEISMIC L 1 1 11 DL +EQ 1 yf 1 11 1 3 1 1 .,:.. 1 1 1 .. .85 3 1 ........ Rotate radians Lc RISA -2D Version 5.5a [C :\Documents and Settings \allent \Desktop \My Projects \STARFIRE \STARFIREBr2d] Start Location ( ft or % End Location ( ft or % STLA36 Misc 111.826 .168 ........... ....................... ..:, '.' , • :.g. ,, ,, '...: W16X26 •.. •. .'.. ,,, . , ........ -....- ,, , ......-"..,.':: :•:": ,,,, .. ..... ... ... '''''''' ''''' W14X30 23 .693 STLA572 . ...:..::: ''''' ................... .:::...:.,.:::,....•.:..:,.:'.....:::::::::,...,,...:: . la SI,,,, . . . . ,,,,,,,,,,, ;,„..::::: , . , . ,, „...„:„....„:„ 7 :::::::::',::::•::',•:,..::::::: : '-'' - - • TUBE TU3X3X4 23 .203 • Envelope Reactions Envelope Member Section Forces Member Label Section Axial Lc Company : Engineers Northwest Designer : ENW Job Number : 02116 Joint Label N1 N3 ••,,•••• ................ .. • N5 . . ..... N7 ........ Reaction Totals: max min max in max max max min 0.000 -6.124 8.855 : i_7421 7.421 6.124 22.4 4 5 6 : 5 6 7.73 4.979 0.000 0.000 0.000 0.000 7.73 9.913 4 4 5 4 0.000 0.0 0 0.000 0:0 0 0.000 0.000 .000.... 4 4 4 4 Material Takeoff Material X Force (k) Shape (k) Y Force Lc (k) Shear (k) Starfire Braced Bay T11 Lc (k-ft) Lc Length ft Moment Lc Moment (k) Lo M1 M3 2 3 4 5 .516 .... .... 4 ... ... . 2 3 4 max min max min max min max min max min max . • rnn i•htlak: min :•1118X: min. max : min max min max min max min max 7.718 .81 7.645 .736 7.571 .663 7.498 .589 7.424 1 ... 7.498 589 7;424 +51 .. 6 6.917 3,081 6.896 3.056 6.874 3.03 6.853 6 5 6 5 6 5 6 5 6 5 . 5' 6 4 6 4 6 4 6 0 0 0 0 0 0 0 0 0 0 ........ .... .. :0:::::: .. . ••••••.•••••• 0 ...... 0 0 0 0 0 0 0 4 4 4 4 4 4 4 4 4 4 4* .4. 4 4 4 4 4 4 4 0 0 0 0 0 0 0 0 0 0 '• • .... • 0 ....... 0: ..... ...... 0 0 0 0 0 0 0 0 4 4 4 4 4 4 4 4 :.4 . 4 4 4 4 4 4 Weight RISA-2D Version 5.5a [C:\Documents and Settings\allent\Desktop\My Projects\STARFIRE\STARFIREERApar2d] March 20, 2003 9:34 PM Checked By: Company : Engineers Northwest Designer : ENW Job Number : 02116 Member Label Section Axial (k) Lc Starfire Braced Bay Shear Lc (k) Moment (k) M5 M7 min 1 3.005 4 0 5 - 039 ............ 4 ......: 0 -.051 ;:::: -,03:9 5 -1.473 4 5 I max l 6.831 min 2.98 7. . .: min 8 t:• ;3o5s.....: . >?I > :m • 1 I max l 11.2 min 1 -2.345 2 Imax l 11.2 min 1 -2.345 3 Imax l 11.2 min 1 -2.345 4 Imax l 11.2 min I -2.345 5 Imax l 11.2 min 1 -2.345 • 1 Imaxl 11.2 min 1 -2.345 2 I max I 11.2 min 1 -2.345 max 11.2 min 1 -2.345 4 I max l 11.2 min 1 -2.345 5 Imax l 11.2 min 1 -2.345 2. :: •: :3 4 6 4 5 6 6 5 6 5 6 5 6 6 5 6 5 6 5 6 5 0 0 0 :::; :0:::: >: 1.473 .471 .736 .233 .029 -.004 -.208 -.74 -.446 -1.477 7: . : ►1 ::4:74 >.;;: 1.477 .446 .74 .208 .004 -.029 -.233 -.736 -.471 4 4 4 6 4 6 5 6 5 4 5 4 :4 >: 4 6 4 6 6 5 4 5 0 0 0 .... .. .. a::::: > o 0 ' ; : : ::: 0 4 0 4 -1.291 6 -4.05 4 -1.712 6 -5.395 4 -1.263 6 -4.035 4 .057 6 -.427 5 057 ` * `; :::::: 4:021' 1:.924 4 4 4 4 6 : : ::4• • :: .057 5 -.427 6 -1.263 -4.035 -1.712 -5.395 -1.291 -4.05 0 0 5 4 5 4 5 4 4 4 RISA -2D Version 5.5a [C :\Documents and Settings\allent \Desktop \My Projects \STARFIRE \STARFIRE x E5r2d] Lc March 20, 2003 9:34 PM Checked By : __ si Envelope Member Section Forces, (continued) Company : Engineers Northwest Designer : ENW Job Number : 02116 Member Label Section Axial (k) Lc Starlire Braced Bay Shear Lc Moment (k) (k) Lc M9 M11 M13 1 max 0 4 min -7.774 5 2 max 0 4 min -7.778 5 3 max 0 4 min -7.782 5 4 max 0 4 min -7.785 5 5 max 0 4 min -7.789 5 1s. 4 ............ ::::' 4 . :`max 0: :4 _:00.9:::::: 1 max 0 4 min -9.439 6 2 max 0 4 min -9.436 6 3 max 0 4 min -9.432 6 4 max 0 4 min -9.428 6 5 max 0 4 min -9.425 6 •1:1< :24!4:::: ;' 5 :: >:: :: :6 ?: ax .....:........... : 11 :251:>::5 : 5 :6 . mi 1 max 0 4 min -7.789 6 2 max 0 4 min -7.785 6 3 max 0 4 min -7.782 6 4 max 0 min -7.778 6 5 max 0 4 min -7.774 6 .009 0 .005 0 0 0 0 -.005 0 -.009 . • 005 .009 0 .005 0 0 0 0 -.005 0 -.009 ...:. ;011:::::: 0 006 011:: .009 0 .005 0 0 0 0 -.005 0 -.009 5 0 0 5 0 4 -.033 4 0 4 -.044 4 0 5 -.033 4 0 5 0 0: 4: : • : :: ::x::0:3:3 • 6 0 4 0 6 0 4 -.033 0 -.044 4 0 6 -.033 4 0 6 0 006 0::: 6 • ».039•••• : : 4 . ::.. : :::_: . 0 : 9 ..... 6 0 4 0 6 0 4 -.033 4 0 4 -.044 4 0 6 -.033 0 6 0 4 4 4 5 4 5 4 5 4 4 4 4 4 6 4 6 4 6 4 4 4: 4 4 4 6 4 6 4 6 4 4 a;K'�rac; March 20, 2003 9:34 PM Checked By: RISA - Version 5.5a [C: \Documents and Settings\allent \Desktop \My Projects \STARFIRE \STARFIREI ffir2d] Company : Engineers Northwest Designer : ENW Job Number : 02116 Envelope Member Deflections Member Label Section x- Translate Lc y- Translate (in) (in) 0 4 0 Starfire Braced Bay Lc (n) Uy Ratio Lc M1 :i�I2� ........: >1. M3 max min 0 4 0 max 0 5 .054 min -.001 6 -.057 max 0 5 .109 min -.002 6 -.114 max 0 5 .163 min -.003 6 -.171 max 0 5 .218 min -.004 6 -.229 ::: :0 . > 4 : ...:..0. . max . 0 <> >: min > :_ 004: > >€ » >5 .......... - 218 max -.045 6 0 min -.151 4 0 max -.048 6 .054 min -.153 4 -.055 max -.051 6 .108 min -.154 4 -.11 max -.054 6 .162 min -.155 4 -.165 max -.058 6 .216 min -.157 -.22 4 4 :. : ::..1 :.:: >:2 max -.048: 5 •:055 mitt • •...::.:. .153; .....4.: .. :054 3 max •_ ::..: ;.min :;::::_: 157::....:..,4..: M5 1 max .229 5 0 4 NC 4 NC 6 2537.864 5 2415.611 6 1268.932 5 1207.805 6 845.955 5 805.204 6 634.466 5 603.903 ; 6 ':241 37: 6 1207 >805 :: 5 :126 89.32> 805204> 6039:03;> :::6:3:4:468:::: 4 NC 4 NC 6 NC 5 NC 6 NC 5 NC 6 NC 5 NC 6 NC 5 NC 4 NC :::::::> :: : : :::.NC 6 NC .::.::;:: 5.: NC 6;::;:N 6.: ::: :.:::: N,C:::: :: :: NC 5 NC 6 NC 5 NC 4 NC 6 NC 4 7356.879 6 NC 4 NC 6 NC 4 NC ::::: :.NC : :.... • • 4 ? :`NC:; 6 5 6 5 6 5 6 5 4 RISA -2D Version 5.5a [C: \Documents and Settings \allent \Desktop \My Projects \STARFIRE \STARFIREB.r2d] March 20, 2003 9:34 PM Checked By: Company : Engineers Northwest Designer : ENW Job Number : 02116 Member Label Section x-Translate Lc y-Translate (in) (in) M9 ... Mil • .. y219 . • ... ... - 068 ti NC . • ... ... .. • .. . ..... : . NC 3 max ... .... . .. .. 4 max ....... , 21 7: . .. min -219 6 5 ... m ax .• .... 216 ..... M7 1 max .216 5 min -.22 6 2 max .216 5 min -.222 6 3 max .217 5 min -.224 6 4 max .217 5 min -.226 6 5 max .218 min -.229 6 . • . .. .. m i • ....................... 4. :; . .. .:.43.9 .... ... . ...... 1 max 0 4 min 0 4 2 max .034 5 min -.051 6 3 max .068 5 min -.103 6 4 max .102 5 min -.154 6 5 max .136 5 min -.205 6 8: . ..... 6. . . . ....... ..... ...... 052 ... . 1:19 . • .... • . 09 . • .. ................................. min -.134 2 max .164 5 min -.093 6 3 max .119 .. .. . . . .. : NC . • . -174 4 : • :::::: NC -.058 5 NC -.157 4 NC -.05 5 NC -.135 4 NC -.038 5 NC -.104 4 7356.879 4 -.021 6 NC -.058 4 NC 0 6 NC -.004 5 NC :::::: I • 0 4 NC 0 4 NC -4.299 6 51.764 6 -5.115 4 43.999 4 -6.021 6 36.882 6 -7.197 4 31.35 4 .088 6 NC -4.255 6 51.764 6 -5.177 4 43.999 4 -.183 5 NC • -6:0 ::: • .088 NC 5 NC max n -.21 e .21 5 -.178 6 NC -4.255 5 51.843 -5.195 4 44.067 4 -6.027 5 36.938 5 RISA-2D Version 5.5a [C:\Documents and Settings\allent\Desktop\My Projects1STARFIRESTARFIREERAffiffir2d] Starfire Braced Bay Lc (n) Uy Ratio Lc '4?•51 March 20, 2003 9:34 PM Checked By: Company : Engineers Northwest Designer : ENW Job Number : 02116 Envelope Member Deflections, (continued) Member Label Section x- Translate Lc y- Translate Lc (n) Uy Ratio Lc M13 4 5 1 2 3 4 5 min max min max min min :max: max min max min max min max min max min -.052 .094 -.011 .093 .028 -t1 .205 -.136 .154 -.102 .103 -.068 .051 -.034 0 0 4 6 4 5 5 6 6 5 6 5 6 4 4 -7.242 -4.317 -5.194 -.035 -.119 ..03 .................. :NC : : : ::: .088 -.183 -4.255 -5.177 -6.021 -7.197 -4.299 -5.115 0 0 4 5 4 5 4 6 > 5 6 5 4 4 4 4 31.397 51.843 44.067 NC NC 31 :;35 NC NC 51.764 43.999 36.882 31.35 51.764 43.999 NC NC 4 5 4 5 4 5 4 5 4 Member Label Code Chk (in) (in) I Envelope Member RISC ASD 9th Code Checks Loc (ft) Lc Shear Chk Starfire Braced Bay Loc (ft) Lc 0 ASD Eqn. Message March 20, 2003 9:34 PM Checked By: M1 M3 M5 M M7 M9 M11 M13 .040 040 .:> .209 .209 .252 227 ::':: .252 885° ; :. .612 .742 .612 0 0 7.335 7733 . ...... 18.64 18:632 :? 0 0 6 6 : 4 4 5 5` : 6 6 . .000 .000 ;::::.000 • .025 025 002 001 001 .001 .001 0 0 14.67 ..... ...... 0 ........ .... 7.335 0 18 :64...... 0 4 4 4 4 4 4 ::: 0 • 5 6 6 H1 -1 H1 -1 H1 -3 H1 -3 H2 -1 H21. H2 - 1 .H2 :1:....... H2 -1 RISA -2D Version 5.5a [C :\Documents and Settingslallent\Desktop \My Projects \STARFIRE \STARFIREBlOr2d] tiveiu't �ti SUBJECT typical foundation at grid a design net down bearing pressure 1 Rev: 510001 r Description TYP GRID B COLUMN General Information Loads Axial Load X -X Axis Moment Summary 1 Concrete Bearing Stress Actual Bearing Stress Allow per ACI 10.15 Allow per AISC J9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 168.00 k 0.00 k -ft Plate Dimensions Plate Depth 14.000 in Plate Width 14.000 in Plate Thickness 1.500 in Support Pier Size Pier Height 24.000 in Pier Width 36.000 in Thickness OK 857.1 psi 3,060.0 psi 1,800.0 psi Bearing Stress OK 18,529.5 psi 27,000.0 psi Bolt Tension OK 0.000 k 16.000 k Scope : Steel Column Base Plate is Title : Starfire Soccer Dsgnr: TUCKER Date: Description : Grandstand Beams Steel Section Section Depth Section Width Flange Thick Web Thick Allowable Stresses Concrete fc Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area TS8x8x3 /8 8.000 in 8.000 in 0.375 in 0.375 in 3,000.0 psi 36.00 ksi 1.000 1.500 in 2 16.000 k 0.440 in2 Baseplate OK Full Bearing : No Bolt Tension Job # 02116 Page 11 P I L E C A P D E S I G N V e r s i o n 1.0 PROJECT NAME: STARFIRE SPORTS RUN DESCRIPTION: Pile Caps * ** I N P U T * ** FROM CAP No :2 TO: 2 ULT. FACTOR:1.6 PILE DIAMETER (in):18 PILE CAPACITY (tons):60 PILE SPACING (in):54 STEEL Fy (ksi):60 DIST. FROM CAP EDGE TO PILE CENTER (in):18 CONCRETE F'c (ksi):3 CONST. TOLERANCE (in):6 MIN. COL. DIM (in):14 PILE EMBEDMENT (in):3 DIST. FROM TOP OF PILE TO REBAR CG (in):3.5 * ** OUTPUT * ** CAP MK. MAX LOAD WIDTH LENGTH DEPTH STEEL -Y- STEEL -X- < > < > < > < > < > < > < > P2 229 3.00' 7.50' 38.5" 6.24 3.84 < F L E X U R E > MK Mun Kun Ron Asn Mue Kue Roe Ase (K -F) (KSI) ( %) (IN ^2) (K -F) (KSI) ( %) (IN ^2) P2 - - 0.0018 6.24 416.0 0.135 0.0033 3.84 �iJi:.::v.. ::sna::ku :;N.u;r:.:SKµ .r..YU ,.:au GEOTECHNICAL EXPLORATION AND ENGINEERING EVALUATION PROPOSED GRANDSTAND RENOVATION SOUTHEAST SIDE OF FORT DENT PARK TUKWILA, WASHINGTON prepared for: STARFIRE SPORTS by: BERGQUIST ENGINEERING SERVICES BES PROJECT NUMBER: 200301-REPORT 2 February 19, 2003 *MON !MOM ngineenng serviee • . .. Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 below the ground surface. On February 6, 2003, the groundwater was measured at a depth of two and one -half feet below the ground surface at a depth of two feet below the ground surface by C. Slats. Bergquist Engineering Services 5. DISCUSSION The recommendations presented in this report are based on our understanding of the project as presented in the Project Description Section and on the assumption that the subsurface conditions encountered in the test borings adequately represent conditions near and between . the exploratory test borings. Because project conditions regarding type and location of structures and foundation Toads can change and because subsurface conditions are not always similar to those encountered in the test pits, the geotechnical engineer must be contacted for review and possible revision of the recommendations if discrepancies are noticed. 6. RECOMMENDATIONS The following sections present recommendations regarding seismic considerations, foundations, lateral earth pressures, and for earthwork, excavations, drainage, and groundwater. 6.1 Seismic Considerations According to Figure No. 16 -2 of the 1997 edition of the Uniform Building Code (UBC), the project site is in Seismic Zone 3. Based on the subsurface data gathered during our exploration at this project we estimate that the soils to a depth of 100 feet have an average SPT "N- value" of 15 to 50 blows per foot and can best be described as a "Stiff Soil Profile." Therefore, according to Table 16 -J of the UBC, the site soil profile is best represented by a Soil Profile Type SD. Page 5 of 13 • Tukwila, Washington BES Project Number 200301-Report 2 Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 6.2 Foundations The following sections present recommendations regarding shallow foundations for the press box and restroom /storage buildings and for the deep foundation system for the grandstand roof. 6.2.1 Press Box Building and Restroom /Storage Building The press box building, which will be on top of the grandstand berm, and the restroom /storage building, which will be on the west side of the grandstand berm may be supported on conventional spread footing foundations. Spread footing foundations (continuous wall and individual column) may be dimensioned using a net allowable bearing capacity of up to 1,000 psf if they are placed in the undisturbed, medium dense, brown to reddish brown, fine SAND (SP) on top of the berm or in the gray- brown, stiff, Clayey SILT (ML) on the north side of the grandstand. The recommended minimum dimension for continuous wall footings is 18 inches and for individual column footings, the recommended minimum dimension is 24 inches. All perimeter footings should be placed at least 18 inches below finished grade for frost protection. The allowable bearing capacities may be increased by one -third for wind and seismic loads. If the recommendations in this report are followed, total settlement of the foundation will be Tess than one inch (1 inch) with differential settlements of less than three - quarters of an inch ( inch.) Lateral earth pressures for design of foundations, basement walls, or short retaining walls with level backfill and without hydrostatic pressures or surcharge loads, may be calculated using the equivalent fluid pressures presented below: Bergquist Engineering Services Active: Undisturbed subsoils 40 psf /ft. Compacted granular soils 35 psf /ft. Passive: Continuous footings 250 psf /ft. Column footings 300 psf /ft. An allowable coefficient of friction between footings and bearing soils of 0.30 may be used to resist lateral foundation Toads. If passive earth pressures are used in conjunction with base friction to resist lateral Toads, reduce the ultimate coefficient of friction to 0.25. Page 6 of 13 ti Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 Footings, stem walls, and retaining walls should be reinforced to reduce the potential for distress caused by differential foundation movements. A qualified engineer should determine the size, quantity, and location of reinforcement. The geotechnical engineer should inspect all footing excavations at this site prior to placement of construction forms and reinforcement steel. 6.2.2 Grandstand Roof The grandstand roof will be supported by a row of steel columns along the north end of the roof and by a parallel row of columns, some distance to the south. Actual gravity and wind loads on the foundations were not provided at the time this report was prepared. To isolate the roof foundations from the proposed retaining wall, the roof Toads will need to be transmitted. to the underlying soils below the elevation of the bottom of the retaining wall. Therefore, foundations that achieve most of their load carrying capacity by end bearing should be used instead of those that rely on skin friction. Similarly, to isolate the roof foundation from the retaining wall, the uplift loads should be resisted by the mass of the foundation instead of skin friction along the sides of the foundation. Driven or drilled piles are, therefore, not recommended for use as support of the proposed roof. Drilled piers may be designed to develop most of their gravity load carrying capacity from end bearing and uplift resistance from their total mass. The soil conditions within and beneath the berm appear to be suitable for the use of straight - shaft, drilled piers. The diameter of the bearing surface may be dimensioned using an allowable bearing capacity of up to 3,000 psf if founded in the native, undisturbed, gray, medium - dense, fine SAND (SP) encountered at a depth of about 20 feet or elevation 13.5 feet. Alternatively, the drilled piers may be founded in the gray- brown, stiff, Clayey SILT (ML) soils encountered at a depth of about 23 feet below the top of the berm or at about elevation 10.5 feet. The diameter of the drilled pier, and therefore the total volume of concrete and total mass of the pier, should be adjusted to develop sufficient mass to resist the uplift loads. Lateral Toads on the pile from wind and seismic Toads will be resisted by the passive resistance of the soil surrounding the drilled pier. An equivalent fluid pressure of 350 pcf for the passive resistance may be used for the sands in the berm. The north line of drilled pier should be Bergquist Engineering Services Page 7 of 13 .+1 Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 - Report 2 restrained from deflecting towards the proposed retaining wall by the use of grade beams connected to the south line of drilled piers. 6.3 Slabs -on -Grade Slabs -on -grade should be supported on a minimum four -inch thick, free - draining sand or gravel base that follows gradation and compaction recommendations provided in Table 6.1 of this report. All concrete, especially slabs -on- grade, should be placed at minimum water - cement ratios on moistened surfaces and properly cured to minimize shrinkage, cracking, warping, and curling. Concrete slabs should be allowed to cure adequately before subjecting them to full design loads. Any concrete that will be exposed to the elements should be entrained with four to six percent air to minimize damage from freezerthaw cycles Polyethylene sheeting should be placed on the granular base of the press box to act as a vapor barrier. A two- to four -inch thick layer of sand maybe placed over the vapor barrier to improve concrete curing. If provided, floor coverings should not be placed until the concrete floor has cured sufficiently. Polyethylene sheeting should not be placed on the granular base of the restroom /storage building because of the potential for flooding. A non - woven, filter fabric similar to MIRAFI® 140N should be placed on the native SILT soils before the gravel base is placed. The filter fabric will perform as a separator between the fine - grained soils and the gravel fill. 6.4 Earthwork • The recommendations presented in this report are predicated on fulfillment of the following earthwork recommendations. 6.4.1 Site Clearing: The existing veg9tation, topsoil, pavement remnants, underground utility lines, and any other deleterious materials should be removed from the project area prior to construction. After site clearing and stripping, the exposed surfaces should be graded relatively flat to allow for proper subgrade preparation but sloped slightly to allow good surface drainage during construction. 6.4.2 Excavation: Conventional- excavating equipment should be suitable for the proposed foundation excavations. .According to Chapter 296 -155, Part N of the Safety Standards for Bergquist Engineering Services Page 8 of 13 GEOTECHNICAL EXPLORATION AND ENGINEERING EVALUATION PROPOSED GRANDSTAND RENOVATION SOUTHEAST SIDE OF FORT DENT PARK TUKWILA, WASHINGTON prepared for: STARFIRE SPORTS by: BERGQUIST ENGINEERING SERVICES BES PROJECT NUMBER: 200301 - REPORT 2 February 19, 2003 Ber gq u s t o soo \ S ip FILE COPY REID MIDDLETON RECEIVED CITY OF TUKWILA MAR 2 1 2.003 PERMIT CENTER - !)P,PPAN PIPIP MOINIMM, Bergquist Engineering Services 27207 8th Avenue S P.O. Box 13309 Des Moines, Washington 98198 Des Moines, Washington 98198 Phone: 253.941.9399, Fax: 253,941,9499, e -mail: RBergqu510 @aol.com z -Z February 19, 2003 w Mr. Christopher G. Slott RECEIVED w = Starfire Sports -J i - PO Box 48599 MAR 0 7 2003 w o Burien, Washington 98148 CARLSON ARCHITECTS, PS uj 0 u- Q Re: Subsurface Exploration and Engineering Evaluation „ i- w P roposed Grandstand Renovation z ! Southeast Side of Fort Dent Park / z o Tukwila, Washington g ill BES Project Number: 200301, Report 2 v o oY.- al- 111 uj U L I o Bergquist Engineering Services is pleased to provide this report of the o N geotechnical exploration for the referenced project. The attached report summarizes P. Y project and site data, describes the services we performed, presents our findings, and Z provides recommendations regarding foundations, lateral earth pressures, and earthwork. The appendix presents site maps, boring logs, explanatory aids, and computer printouts of the slope stability analyses. Dear Mr. Slott: Based on our exploration and engineering analysis; the proposed press box building and restroom /storage building may be supported on conventional spread footings, the grandstand roof should be supported on drilled pier foundations, and the retaining wall for the grandstand berm may be supported by soil nails with a shotcrete facing. Specific recommendations relative to design and construction of each element are presented in the attached report. The subsurface conditions and recommendations presented should be verified during construction. Any additional recommendations, such as those for the segmented retaining wall to be constructed at the south end of the park, will be provided when design details are formulated. GEOTECHNICAL ENGINEERING AND CONSTRUCTION INSPECTION i Starfire Sports BES Project Number 200301, Report 2 We appreciate the opportunity to be of service to you. If you have any questions concerning this report, or if we may be of further service, please contact us. ExpaEs /ate Copies to: Addressee (5) Sincerely, Bergquist Engineering Services ii Richard A. Bergquist, P.E. TABLE OF CONTENTS 1. INTRODUCTION 1 2. PROJECT DESCRIPTION 2 3. SCOPE OF SERVICES 2 4. SITE CHARACTERIZATION 3 4.1 Site Classification 3 4.2 Surface 3 4.3 Subsurface Soil and Groundwater 3 5. DISCUSSION 5 6. RECOMMENDATIONS 5 6.1 Seismic Considerations 5 6.2 Foundations 6 6.2.1 Press Box Building and Restroom /Storage Building 6 6.2.2 Grandstand 7 6.3 Slabs -On -Grade 8 6.4 Earthwork 8 6.4.1 Site Clearing 8 6.4.2 Excavation 8 6.4.3 Materials 9 6.4.4 Placement and Compaction 9 6.5 Drainage 10 6.6 Groundwater 10 6.7 Retaining Wall 10 6.8 Construction Observation and Testing 12 7. REPORT LIMITATIONS 13 APPENDIX Vicinity Map Al Site Plan A2 Boring Logs B6 and B7 A3 Site Plan A5 Boring Log B8 A6 ' o:. b i. �' tt+ irW it,': �i: fr7i:.:} i�a:.` .- x1.ils:i:�±.'�".:- a:' ;.i+'�. \. _.�i.�,ui�::;L TABLE OF CONTENTS (Continued) Boring Log Notes A7 Unified Soil Classification System A9 1 Schematic of Footing Drain Al 0 Computer Printouts of Slope Stability Analyses Al 1 Notes A36 • GEOTECHNICAL EXPLORATION AND ENGINEERING EVALUATION PROPOSED GRANDSTAND RENOVATION SOUTHEAST SIDE OF FORT DENT PARK TUKWILA, WASHINGTON Prepared for: STARFIRE SPORTS By: BERGQUIST ENGINEERING SERVICES BES PROJECT NUMBER: 200301 - REPORT 2 FEBRUARY 19, 2003 1. INTRODUCTION This report presents the results of our geotechnical exploration for the proposed grandstand renovations at the southeast side of Fort Dent Park in Tukwila, Washington. The location of the site is shown on the Vicinity Map on page Al in the Appendix of this report. Bergquist Engineering Services (BES) performed the geotechnical exploration to provide information or recommendations regarding: • retaining wall design parameters, • seismic design considerations including liquefaction potential, • allowable bearing capacity and depth of suitable foundation systems with estimated settlements, • lateral earth pressures and friction coefficients, • influence of groundwater on the development, • site preparation, and • excavation slope considerations. This work was added by Mr. Steve Beck after we received authorization by Mr. Christopher G. Slatt for the investigation for the primary building. Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 2. PROJECT DESCRIPTION Mr. Christopher Slatt of Starfire Sports, Mr. Jim Hanford of Carlson Architects, and Mr. D. Allen Tucker of Engineers Northwest, Inc. provided design information presented herein. The project involves building vertical, concrete walls along the west, north, and east sides of the existing berm for the grandstands overlooking soccer Field 1. A steel -frame will support a metal roof to be constructed over the seating area of the existing grandstand. A small, one - story, press box building will be constructed on the top of the berm. An 80 -foot by 35 -foot, one -story, slab -on -grade building will be constructed on the west side of the new retaining wall. This building will house restrooms and storage space and will have a finished floor elevation of about 16 feet. The locations of the proposed retraining wall, press box, and restroom /storage building are shown on the Sit Plan drawing on page A2 in the appendix of this report. According to Mr. Steve Beck, a segmented retaining wall will be constructed along the existing berm at the southeast end of the grass field as shown on the Site Plan on page A5 in the appendix of this report. Information regarding the proposed location, length, and height of the wall has not yet been provided. 3. SCOPE OF SERVICES The scope of services included a reconnaissance of the site by the geotechnical engineer, a review of geologic literature, drilling, logging, and sampling three test borings (B6, B7, and 3 B8), laboratory testing, engineering analysis, and preparation of this report. Soil samples were taken at the intervals noted on the individual boring logs, which are presented in the appendix of this report on pages A3, A4, and A6. All borings were backfilled upon completion, with the excavated site -soils and bentonite in accordance with state of Washington regulations. The soil samples were returned to our laboratory for analysis, which included visual classification and determination of the natural moisture content of all samples. The field and laboratory data were then evaluated by the geotechnical engineer relative to the proposed construction and existing slopes. The engineering recommendations and advice presented in Bergquist Engineering Services Page 2 of 13 9wtrwx+s Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 this report have been made in accordance with generally accepted geotechnical- engineering practices in the area. 4. SITE CHARACTERIZATION The information presented in this section was gathered by BES personnel for geotechnical engineering purposes only. This site characterization was not intended to address the presence or likelihood of contamination on or around the site. Specialized methods and procedures, which were not a part of this scope of services, are required for an adequate environmental site assessment. 4.1 Site Classification According to open file report 92 -7, Preliminary Liquefaction Susceptibility Map of the Renton Quadrangle, Washington by Stephen P. Palmer Geologic, the project site is in Category I soils, which have a high susceptibility to liquefaction. The soils within the existing grandstand berm, however, are fill and are not susceptible to liquefaction. Moreover, the soils beneath the berm have been consolidated over time due to the weight of the fill and are, therefore, considered not susceptible to liquefaction. 4.2 Surface At the time of our exploration, the ground surface of the earth slopes and top of the grandstand berm was covered with grass and weeds. The grandstand berm is constructed of compacted fine SAND with west -, north -, and east - facing, earth slopes of about 2H:1 V. The top of the berm is about 25 feet wide with an eight -foot wide, portland cement, concrete walkway running behind the seating area. The seating area faces south towards Field #1 and slopes down at about 2.5H:1V to a five -foot tall vertical wall. The ground surface around the grandstand berm is at about elevation 16.5 to the north and 15.5 to the south. 4.3 Subsurface Soil and Groundwater The subsurface soil and groundwater conditions at this site are described in the following paragraphs and are presented graphically on the boring logs in the appendix of this report. The stratification lines, indicated on the boring logs, represent the approximate boundaries between soil types. Actual boundaries may be gradual and the transitions may not be easily discernible during site excavation. Bergquist Engineering Services Page 3 of 13 Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 The grandstand berm is covered with about one and one -half feet of brown, loose SILT (ML) topsoil (fill). Underlying the topsoil, brown, loose to medium dense, fine SAND (SP) (fill) extending to a depth of about nine to 11 feet. The "N- value" of this soil ranged from 10 to 17 blows per foot at a natural moisture content of 20.5 to 21.3 percent. Underlying the brown, fine SAND, gray to dark gray, medium dense, fine SAND (SP) (fill). The "N- value" of re 2 w these soils ranges from 12 to 25 blows per foot at natural moisture contents ranging from o 17.3 to 28.3 percent. Underlying the fill, native, gray- brown, stiff, Clayey SILT (ML) with "N- co 0 LLI " natural moisture contents ranging from 36.0 to 46.5 W values of 7 to 8 blows per foot at nat ral m g g N LL percent. uj 0 J The subsurface soils beneath the proposed segmented retaining wall are consistent with the N d soils encountered in Boring 1 through 5 at the primary building site and reported in BES 1- w - Z s 1 Project Number 200301, Report 1. The surface is covered with a one -foot thick layer of dark o brown, very loose, Sandy SILT (ML) topsoil. Underlying the topsoil, brown becoming brown w E- w mottled reddish - brown, very loose SILT (ML) was encountered to a depth of about 13 feet. ed from the weight of the rods and hammer to 2 blows per foot v o The "N- value" of this soil ranged 9 p o N E- at natural moisture contents ranging from 36.6 to 44.1 percent. From a depth of about 13 i v feet and extending to a depth of about 22 feet, gray, very loose to loose, fine SAND (SP) was o encountered with "N- values" of weight of the rods and hammer to 8 blows per foot and al Z moisture contents of 33.6 to 35.4 percent. Dark gray, medium dense, medium - grained o SAND (SP) with an "N- value" of 15 blows per foot and a moisture content of 25.5 percent . Z was encountered at a depth of 22 and extended to a depth of 27 feet. Extending from a depth of 27 feet to the termination depth of the boring at 30 feet, dark gray, medium dense ti (N -value of 30 bpf), medium to coarse SAND (SP) was encountered. Groundwater was not encountered in the borings through the grandstand berm. Groundwater readings were not recorded in the boring drilled for the segmented retaining wall because the mud -rotary drilling methods used at this site introduces water and drilling mud into the boring making it impossible to accurately determine groundwater levels. Accordingly, the groundwater was measured in the observation well that was installed in Boring 3, which was reported in BES report number 200301, Report 1, dated February 15, 2003. On January 27, 2003, R. Bergquist measured the groundwater at a depth of two feet Bergquist Engineering Services Page 4 of 13 Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 l j ._J below the ground surface. On February 6, 2003, the groundwater was measured at a depth of Iwo and one -half feet below the ground surface at a depth of two feet below the ground surface by C. Slatt. Bergquist Engineering Services 5. DISCUSSION The recommendations presented in this report are based on our understanding of the project as presented in the Project Description Section and on the assumption that the subsurface . conditions encountered in the test borings adequately represent conditions near and between . the exploratory test borings. Because project conditions regarding type and location of structures and foundation loads can change and because subsurface conditions are not 1 always similar to those encountered in the test pits, the geotechnical engineer must be contacted for review and possible revision of the recommendations if discrepancies are noticed. 6. RECOMMENDATIONS The following sections present recommendations regarding seismic considerations, foundations, lateral earth pressures, and for earthwork, excavations, drainage, and groundwater. 6.1 Seismic Considerations According to Figure No. 16 -2 of the 1997 edition of the Uniform Building Code (UBC), the project site is in Seismic Zone 3. Based on the subsurface data gathered during our exploration at this project we estimate that the soils to a depth of 100 feet have an average SPT "N- value" of 15 to 50 blows per foot and can best be described as a "Stiff Soil Profile." Therefore, according to Table 16 -J of the UBC, the site soil profile is best represented by a Soil Profile Type Sp. Page 5 of 13 Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301- Report 2 6.2 Foundations The following sections present recommendations regarding shallow foundations for the press box and restroom /storage buildings and for the deep foundation system for the grandstand roof. 6.2.1 Press Box Building and Restroom /Storage Building The press box building, which will be on top of the grandstand berm, and the restroom /storage building, which will be on the west side of the grandstand berm may be supported on conventional spread footing foundations. Spread footing foundations (continuous wall and individual column) may be dimensioned using a net allowable bearing capacity of up to 1,000 psf if they are placed in the undisturbed, medium dense, brown to reddish brown, fine SAND (SP) on top of the berm or in the gray- brown, stiff, Clayey SILT (ML) on the north side of the grandstand. The recommended minimum dimension for continuous wall footings is 18 inches and for individual column footings, the recommended minimum dimension is 24 inches. All perimeter footings should be placed at least 18 inches below finished grade for frost protection. The allowable bearing capacities may be increased by one -third for wind and seismic loads. If the recommendations in this report are followed, total settlement of the foundation will be Tess than one inch (1 inch) with differential settlements of less than three - quarters of an inch ( inch.) Lateral earth pressures for design of foundations, basement walls, or short retaining walls with level backfill and without hydrostatic pressures or surcharge loads, may be calculated using the equivalent fluid pressures presented below: Active: Undisturbed subsoils 40 psf /ft. Compacted granular soils 35 psf /ft. Passive: Continuous footings 250 psf /ft. Column footings 300 psf /ft. An allowable coefficient of friction between footings and bearing soils of 0.30 may be used to resist lateral foundation Toads. If passive earth pressures are used in conjunction with base friction to resist lateral loads, reduce the ultimate coefficient of friction to 0.25. Bergquist Engineering Services Page 6 of 13 rw's!� ^R itVaik Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 - Report 2 Footings, stem walls, and retaining walls should be reinforced to reduce the potential for distress caused by differential foundation movements. A qualified engineer should determine the size, quantity, and location of reinforcement. The geotechnical engineer should inspect all footing excavations at this site prior to placement of construction forms and reinforcement steel. 6.2.2 Grandstand Roof The grandstand roof will be supported by a row of steel columns along the north end of the roof and by a parallel row of columns, some distance to the south. Actual gravity and wind Toads on the foundations were not provided at the time this report was prepared. To isolate the roof foundations from the proposed retaining wall, the roof loads will need to be transmitted to the underlying soils below the elevation of the bottom of the retaining wall. Therefore, foundations that achieve most of their load carrying capacity by end bearing should be used instead of those that rely on skin friction. Similarly, to isolate the roof foundation from the retaining wall, the uplift loads should be resisted by the mass of the foundation instead of skin friction along the sides of the foundation. Driven or drilled piles are, therefore, not recommended for use as support of the proposed roof. Drilled piers may be designed to develop most of their gravity Toad carrying capacity from end bearing and uplift resistance from their total mass. The soil conditions within and beneath the berm appear to be suitable for the use of straight -shaft, drilled piers. The diameter of the bearing surface may be dimensioned using an allowable bearing capacity of up to 3,000 psf if founded in the native, undisturbed, gray, medium - dense, fine SAND (SP) encountered at a depth of about 20 feet or elevation 13.5 feet. Alternatively, the drilled piers may be founded in the gray- brown, stiff, Clayey SILT (ML) soils encountered at a depth of about 23 feet below the top of the berm or at about elevation 10.5 feet. The diameter of the drilled pier, and therefore the total volume of concrete and total mass of the pier, should be adjusted to develop sufficient mass to resist the uplift loads. Lateral Toads on the pile from wind and seismic loads will be resisted by the passive resistance of the soil surrounding the drilled pier. An equivalent fluid pressure of 350 pcf for the passive resistance may be used for the sands in the berm. The north line of drilled pier should be Bergquist Engineering Services Page 7 of 13 .rgru terra. r�: �1R. arr:•. a;+.. !tHaev�rt�.,vaarrror.,���..,�,,. Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 restrained from deflecting towards the proposed retaining wall by the use of grade beams connected to the south line of drilled piers. 6.3 Slabs -on -Grade Slabs -on -grade should be supported on a minimum four -inch thick, free - draining sand or gravel base that follows gradation and compaction recommendations provided in Table 6.1 of this report. All concrete, especially slabs -on- grade, should be placed at minimum water - cement ratios on moistened surfaces and properly cured to minimize shrinkage, cracking, warping, and curling. Concrete slabs should be allowed to cure adequately before subjecting them to full design loads. Any concrete that will be exposed to the elements should be entrained with four to six percent air to minimize damage from freeze -thaw cycles Polyethylene sheeting should be placed on the granular base of the press box to act as a vapor barrier. A two- to four -inch thick layer of sand maybe placed over the vapor barrier to improve concrete curing. If provided, floor coverings should not be placed until the concrete floor has cured sufficiently. Polyethylene sheeting should not be placed on the granular base of the restroom /storage building because of the potential for flooding. A non - woven, filter fabric similar to MIRAFI 140N should be placed on the native SILT soils before the gravel base is placed. The filter fabric will perform as a separator between the fine - grained soils and the gravel fill. 6.4 Earthwork The recommendations presented in this report are predicated on fulfillment of the following earthwork recommendations. 6.4.1 Site Clearing: The existing vegetation, topsoil, pavement remnants, underground utility lines, and any other deleterious materials should be removed from the project area prior to construction. After site clearing and stripping, the exposed surfaces should be graded relatively flat to allow for proper subgrade preparation but sloped slightly to allow good surface drainage during construction. 6.4.2 Excavation: Conventional- excavating equipment should be suitable for the proposed foundation excavations. According to Chapter 296 -155, Part N of the Safety Standards for Bergquist Engineering Services Page 8 of 13 Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 - Report 2 Construction Work in the State of Washington, the site soils classify as Type C soils. Therefore, side slopes of excavations deeper than four (4) feet should be no steeper than one and one -half (1 horizontal to one (1) vertical (1 /H:1 V). If the dimensions of the site prevent the use of maximum slopes of 11/2H:1 V, the slopes must be stabilized or shored to facilitate safe excavations. The geotechnical engineer should be contacted for additional recommendations if such techniques are going to be employed. 6.4.3 Materials: The on -site fine SAND or SILT soils are generally not suitable for use as structural fill or structural backfill on this site. These soils are moisture sensitive and difficult to compact, therefore, well - graded, free - draining soils free of organics, and oversized particles should be imported for structural fill and structural backfill. Structural fill or backfill soil should conform to the gradation presented in Table 6.1, and be evaluated by the geotechnical engineer prior to use. A sample of the proposed structural fill soil must be delivered to the geotechnical engineer at least 72 hours before the contractor intends to use it. Bergquist Engineering Services TABLE 6.1 GRADATION REQUIREMENTS FOR FILL AND BACKFILL 3 -inch 3 /4 -inch No. 4 No. 10 No. 40 No. 200 100 50 -100 25 -65 10 -50 0 -20 0 -5* *Note: The . percent passing the No. 200 sieve is based on the weight of the material passing the 3/4 -inch sieve. 6.4.4 Placement and Compaction: All structural fill and structural backfill materials should be placed in relatively horizontal loose lifts not exceeding 10 inches in thickness and compacted to at least 95 percent of the modified Proctor (ASTM D1557) maximum density at moisture contents within two (2) percent of optimum. The specified compacted density and moisture content of each lift must be verified by test, prior to placement of subsequent lifts. Page 9 of 13 tiaa�rn�rsr Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 6.5 Drainage Good drainage is considered critical to the performance of earth - supported structures such as foundations, slabs -on- grade, and pavements. Therefore, construction grades and final site grades should be designed to prevent water from ponding in areas on or adjacent to foundations, slabs -on- grade, pavements, and retaining walls. Infiltration of water into foundation and utility excavations should be prevented during construction and throughout the life of the project. For buildings supported on conventional spread footings, a perimeter drain - system consisting of perforated, rigid, PVC pipe surrounded by washed gravel is recommended. The washed gravel should be separated from the surrounding soil by a nonwoven filter fabric similar to MIRAFI 40N. The collected water should be tight -lined away from the building to a suitable discharge system. Roof and surface drains should be provided but they should not be connected to the perimeter -drain system. A sketch of a footing drain system is presented in the Appendix of this report. During construction, adequate erosion control measures should be installed and maintained to prevent migration of soil from the site. These measures may include the installation of silt fences and/or hay bales at appropriate locations to collect sediments. The erosion control measures must be maintained until the site has been sufficiently stabilized with adequate surface vegetation to prevent erosion. 6.6 Groundwater Groundwater was encountered at an elevation of about 12 feet The groundwater level may fluctuate due to seasonal variations or other influences. Therefore, the contractor should be prepared to dewater the excavations should groundwater be encountered. 6.7 Retaining Wall The west, north, and east side slopes of the existing grandstand berm will be removed to form a vertical wall about 18 feet in height. To form this wall, the existing soils will need to be retained. A conventional, cantilevered, cast -in- place, concrete retaining wall was considered, however, it would require that the soils stand vertically, unsupported during construction. The fine SAND (SP) soils at this site will not stand vertically and would present a safety hazard. Bergquist Engineering Services �••*. .° ,—, way ?..U.t, , S,.txwwrThIW4t� Page 10 of 13 J Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 - Report 2 A soldier pile and lagging wall would be suitable to retain the soils at this project. The piles would need to be tied -back because of the height of the wall. It is generally accepted that this system is considerably more expensive than other suitable systems. In our opinion, the vertical excavation may be accomplished on this project with the use of soil nails. A soil- nailed wall is built from the top -down in relatively short, vertical increments. Soil nails consist of long, steel rods that are drilled into the face of the slope and grouted. The nails are tensioned to a predetermined load after the grout has set and before the excavation progresses downward. The size, length, and spacing of the nails over the face of the slope, is a function of the type of soils to be retained and their density and shear strength. Based on the subsurface exploration performed through the existing berm and the laboratory- testing program, we recommend the following soil parameter be used in design of the nailed wall with a level top slope: Soil Type Fine SAND (SP) Moist Unit Weight 125 pounds per cubic -foot Angle of Internal Friction (0) 31. Passive Coefficient (K,,) 3.2 At -rest Coefficient (K 0.5 Pullout Resistance 800 pounds per foot of bonded length to be verified in the field by test. The soil - nailed, retaining wall should be constructed after the drilled pier foundation for the roof is installed to prevent damaging the nails. The nails must be unbonded through the area defined by the failure plane and grouted beyond the failure plane. A vertical drain system (similar to MIRADRAIN) should be placed between the native soils and the shotcrete. The slope stability analyses for this study were performed on the geometry of the soil - nailed wall with and without surcharge and seismic Toads during periods of normal and flood -stage water levels. The engineering properties (unit weights, cohesion, and phi angles) presented in above paragraph were used in the analyses along with a horizontal seismic load of 0.2g. Bergquist Engineering Services Page 11 of 13 ,_. ce. 00 N 0 , cn J f w 0 _1 v_? SQ = W F- z � I- 0 Z uj o • - o I- w uj • 0 I I 0 ll Z • = o � z Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 - Report 2 The slope stability'analyses for this study were performed using XSTABL software developed by Interactive Software Designs, Inc. XSTABL performs a two dimensional limit equilibrium analysis to compute the factor of safety for a layered slope according to either: (1) General Limit Equilibrium (GLE) Method, (2) Janbu's Generalized Procedure of Slices (GPS), (3) Simplified Bishop, or (4) Simplified Janbu. XSTABL calculates a FOS (factor of safety), which is the result of dividing the total forces supporting the slope by the total forces that are tending to destabilize the slope. If the FOS is greater than 1.00, the slope is considered stable; if the FOS is less than 1.00, the slope is considered to be unstable. A FOS of 1.00 indicates the slope is in perfect equilibrium. Because of the uncertainty regarding pertinent soil parameters used in the analyses and the variability of soil, slope, and ground water conditions, a non - seismic FOS greater than 1.5 is generally recommended. The program was instructed to calculate the FOS for 1600 potential shear surfaces during each iteration using the Simplified Bishop method. The graphs presented in the Appendix show the locations of the ten weakest surfaces analyzed within the slope segment selected for analysis, with the surface having the lowest FOS highlighted with asterisks. The designer of the soil - nailed wall should ensure that the bonded length of the stabilizing nails extend beyond failure surface shown on the graphs. Once the wall is designed, the overall stability of the slope should be checked using the designed nail lengths. 6.8 Construction Observation and Testing The recommendations presented in this report rely on adequate observation and testing of construction materials and procedures by the geotechnical engineer or his qualified representative. At a minimum, the testing program should include: • Observation and review by the geotechnical engineer during site excavation. • Periodic observation of erosion control measures during the construction process. • Full-time inspection by the geotechnical engineer during placement and testing of the soil nails. Bergquist Engineering Services Page 12 of 13 ��,aatkr�iwt3*^l red rw�n. �.r�r�r�. `tRI DMI , Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 • Full -time observation during placement of the drilled pier foundations for the proposed roof. • Observation by the geotechnical engineer of placement of the perimeter drains system to ensure proper installation. • Observation and testing of placement and compaction of all fill and backfill materials to evaluate compliance with specifications. • Field inspection and laboratory testing of materials and field inspection of construction methods as required by the appropriate Uniform Building Code. Typically, this includes inspection of placement of reinforcing steel; inspection and testing of portland cement concrete to evaluate compliance with specifications regarding slump, temperature, air content, and strength; and inspection of structural steel. Bergquist Engineering Services 7. REPORT LIMITATIONS The recommendations presented in this report are for the exclusive use by Starfire Sports for the proposed primary building and appurtenant buildings attached thereto as described in this report. The recommendations are based on the site surface and subsurface information gathered by Bergquist Engineering Services, on design details for the project provided by Starfire Sports, Carlson Architects, and Engineers Northwest. If there are any revisions to the plans or if deviations from the subsurface conditions noted in this report are encountered during construction, BES should be notified immediately to determine whether changes to the foundation recommendations are required. After the plans and specifications are more complete, the geotechnical engineer should be provided the opportunity to review them to check that these engineering recommendations have been interpreted properly. o0o Page 13 of 13 Al • `r. ... •Y �.s!�,j;.i}atCSr.,jft Cris +` X' i sv 1Y• ;iXw tiF.Et, t:;2:.' 3w±+ iN2' ..p °t* ^. <r,e.....,,.... -..: s:•v .. t, �s.r: ��.. -.•ft: er,.r.s \ V .111 %:. .. X t. \ vi ,i1. sr .., .21042 0 1 t. �•, • �\ it 0 j { s S 127Th n q, 1281N `� 6000 0 S 7200 7500 v . ...� •• , \:�\\ J � � , N p S 129TH I :, ; < = IR �` � � / n►, t a�c. ri 599 p ice. mac' ' s Ab ' • ml 3 s % ��� :, S • 133RD —t" E% :/ ` i /9 • f - ' �A � ' y f .: • \ f K I N D 13, a r 14ck\\ • di 5.. �� � ':* FOSTER , � " -- • ► N1 * , :j"k ' <;?e, WU ' .4 \ s , I. . t i t _ 900 plil RP' • I UNAS NI � �Ct \ : � ; �,_ , r " .::• BLACK RIVER { _ �� ' \ \ :n- �— RIPARIAN FOREST . s i ,.� / � � � FOSTER MID a { - " p S 1 HS 144 i ST i > ! Itl. \\ °; •.L , r lb Fs 4600 II 53oo . . 1 oi r,lp II " . 1E :4 I .„, • 1 t Y. .. :ik' . II 1 , 2 1sur' P 41 1111 \ . NT 0 Nr .„,, ' J ■ �• 15210 S .•- s -^� 5 15210 Pt ; 5 \ .4 >o ‘5. $T ' { 1 '^ * S � 518 \` sloo +''!. ��_. i \.. s uiii....zz • J ; I � � csrsr *,,� 1 TU,�j SPRI ^• FMS( - � W \ I �, SOOTHICENTER I Si . '. � 0 , d / n I QPtS1YIAl 4. Id1ST u O AIRC g sr _ i r� D © It PALL 153RD • 6400 1 ' t k. '�i CH / • y � P I EVIAS WO( W � I BAKER- �� I • BLVD I . I k - �..n� n� » f • r STRANDER BLVO ' ;y � " ,r ® • cc • � . NTON • 2 7 S 1671H SC : y • retainer $ En PW3 cs 1N�i/ T ION .168TH • ST': : TH I ST L 1 < 4400 x 5100 • I 5 ' m Sat av • : wET1ANDS 0 i Na ., I sw 33RD xi CORPORA - y Sr MTH l 172ND _ ST "' I ! r DR N I S 17210 Pi / N _ l — ` , � CORKIN, — DRS 75TH sr I PARMY • tamIs 1- VICINITY MAP Project Name: Proposed Fort Dent Soccer Complex Bergquist Engineering Services _ For: Starfire Sports Project Number: 200301 -2 Location: Tukwila, Washington Date: February 18, 2003 Al • `r. ... •Y �.s!�,j;.i}atCSr.,jft Cris +` X' i sv 1Y• ;iXw tiF.Et, t:;2:.' 3w±+ iN2' ..p °t* ^. <r,e.....,,.... -..: s:•v .. t, �s.r: ��.. -.•ft: er,.r.s `Date: February 18, 2003 !Location: Tukwila, Washington Project Name: Proposed Fort Dent Soccer Complex SITE PLAN ;.l Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 27, 2003 Bergquist Engineering Services Log of Boring 6 Drilling Rig: Acker -type Portable Boring Size: 6" Hollow Stem. Manual Hammer Drilled By: Geologic Drill Exploration, Inc. Logged By: R. A. Bergquist, PE A • • roximate Ground Surface Elevation: 33.5' 5 10 _15_ 20 _25_ 30 35 40 1 AU 2SS 3SS 4SS 5SS 6SS 10 13 25 15 7 40.8 20.5 21.5 20.4 25.2 . 36.0 Brown, loose, SILT (ML) (Fill) Brown, loose to medium dense, fine SAND (SP) (Fill) Dark gray, medium dense, fine SAND (SP) (Fill) 1 0 5 Gray, medium dense, fine SAND (SP) (Fill) _15_ 20 Gray -brown, stiff, Clayey SILT (ML) _25_ END OF BORING. DRY AT COMPLETION. 30 40 35 A3 ' i1!. 7:...,':; w:: fs. w` �e:.• o. ��i�.<'::' Z. .e:.4i:s >'�:;;,t'rinal<�n ?iu,ti J Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 27, 2003 Bergquist Engineering Services Log of Boring 7 5 20 10 15 25 30 _35_ 40 1SS 2SS 3SS 4SS 5SS 17 14 12 17 8 21.3 21.9 28.3 17.3 46.5 Brown, loose, SILT (MI.) (Fill) Brown, medium dense, fine SAND (SP) (Fill) Gray, medium dense, fine SAND (SP) (Fill) 10 15 5 20 Gray - brown, stiff, Clayey SILT (ML) (Fill) _25_ END OF BORING. DRY AT COMPLETION. 30 _35_ 40 A4 Drilling Rig: Acker -type Portable Boring Size: 6" Hollow Stem. Manual Hammer Drilled By: Geologic Drill Exploration, Inc. Logged By: R. A. Bergquist, PE A . • roximate Ground Surface Elevation: 33.5' J Project Name: Proposed Fort Dent Soccer Complex Bergquist Engineering Services A5 44, Project: Fort Dent Soccer Complex Location: Tukwilla, Washington BES Project No.: 200301, Report 1 Date Drilled: January 10, 2003 Bergquist Engineering Services Log of Boring 8 'tE`�;a43is1�;* _20_ 5 10 15 25 30 35 40 1SS 2SS 3SS 4SS 5SS 6SS 7SS 2 2 WH WH 8 15 30 44.0 44.1 36.6 35.4 33.6 25.5 22.4 Dark brown,verx Ioose,_Sandy SILT LM j [rogsoilll Brown, very loose, SILT (ML) Brown mottled reddish brown, very loose, SILT (ML) Gray, very loose, fine SAND (SP) 15 Gray, loose, fine SAND (SP) _20_ Dork gray, medium dense, medium SAND (SP) Dork gray, medium dense, medium to coarse SAND (SP) 30 25 END OF BORING 35 40 A6 Drilling Rig: Track - mounted CME 850 Boring Size: 6" /Mud Rotary. Automatic Hammer. Drilled By: Gregory Drilling, Inc. Logged By: R. A. Bergquist, PE A.. roximate Ground Surface Elevation: 15' BORING LOG NOTES These notes and boring logs are intended for use with this geotechnical report for the purposes and project described therein. The boring logs depict BES's interpretation of subsurface conditions at the location of the boring on the date noted. Subsurface conditions may vary, and groundwater levels may change because of seasonal or numerous other 1 z factors. Accordingly, the boring Togs should not be made a part of construction plans or be 6 = used to define construction conditions. 0 N 0 . co Ill The approximate locations of the borings are shown on the Site Plan. The borings were located in the field by measuring from existing site features. o w 2 "Boring Size/Type" refers the diameter and type of auger used. "HSA" denotes hollow -stem ga 7 auger. "SSA" denotes solid -stem auger. "BA" denotes bucket auger. w = w "Sample Type" refers to the sampling method and equipment used during exploration where: z � • "AU" indicates a bulk sample taken from the ground surface or from the auger flights. U D 0- • "SS" indicates split -spoon sampler with 1 -3/8" inside diameter and 2" outside diameter. ° 1- I w • "DM" indicates Dames and Moore split -spoon sampler with 2-1/2" inside diameter and z 3 -1/3" outside diameter. v - H= 0 F- "Blows /Foot (N- Value)" refers to the number of blows from a 140 -pound hammer falling 30 inches required to advance a standard sampler one -foot or a specified distance. Refusal is 50 blows for less than six inches or 25 blows without advancing the sampler. "WR" means that the sampler advanced due to the weight of the drill rods. "WH" means that the sampler advanced due to the weigh of the rods and hammer. "Moisture Content" refers to the moisture content of the soil expressed in percent by weight as determined in the laboratory. NR indicates that a sample was not able to be recovered. "Description and Classification" refer to the materials encountered in the boring. The descriptions and classifications are generally based on visual examination in the field and laboratory. Where noted, laboratory tests were performed to determine the soil classification. The terms and symbols used in the boring logs are in general accordance with the Unified Soil Classification System. Laboratory tests are performed in general accordance with applicable procedures described by the American Society for Testing and Materials. "V" Indicates location of groundwater at the time noted. A7 ... gym.. ,,..,., z 1 :.J BORING LOG NOTES continued "Qp" Estimate of unconfined compressive strength as determined by a pocket penetrometer. "LL" Liquid limit, percent (ASTM D423) "PL" Plastic Limit, percent (ASTM D424) "PI" Plasticity Index, percent TERMS for RELATIVE DENSITY of NON - COHESIVE SOIL Term Standard Penetration Resistance "N" Very Loose 4 or Tess Loose 5 to 10 Medium Dense 11 to 30 Dense 31 to 50 Very Dense Over 50 blows /foot TERMS for RELATIVE CONSISTENCY of COHESIVE SOIL Term Unconfined Compressive Strength Very Soft 0 to 0.25 tons /square -foot (tsf) Soft 0.25 to 0.50 tsf Medium Stiff 0.50 to 1.00 tsf Stiff 1.00 to 2.00 tsf Very Stiff 2.00 to 4.00 tsf Hard Over 4.00 tsf DEFINITION of MATERIAL by DIAMETER of PARTICLE Boulder 8- inches+ Cobble 3 to 8 inches Gravel 3 inches to 5mm Coarse Sand 5mm to 0.6mm Medium Sand 0.6mm to 0.2mm Fine Sand 0.2mm to 0.074mm Silt 0.074mm to 0.005mm Clay Tess than 0.005mm A8 UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) COARSE GRAINED SOILS (Less than 50% fines. Fines are soils passing the # 200 sieve.) GROUP SYMBOL DESCRIPTION MAJOR DIVISIONS GW . WeII- graded GRAVELS or GRAVEL -SAND mixtures, Tess than 5% fines. GRAVELS More than half of coarse fraction is larger than No. 4 sieve. GP Poorl graded GRAVELS or GRAVEL -SAND mixtures, Tess than 5% fines. GM Silty GRAVELS, GRAVEL - SAND -SILT mixtures, more than 12% fines. GC Clayey GRAVELS, GRAVEL - SAND -SILT mixtures, more than 12% fines. SW Well-graded SANDS or Gravelly SANDS mixtures, Tess than 5% fines. SANDS More than half of coarse fraction is smaller than No. 4 sieve. SP Poorly graded SANDS or Gravelly SANDS mixtures, Tess than 5% fines. SM Silty SANDS, SAND -SILT mixtures, more than 12 %fines. Sc Clayey SANDS, SAND -CLAY mixtures, more than 12% fines Note: Coarse - grained soils receive dual symbols if they contain between 5 and 12 percent fines. FINE - GRAINED SOILS (More than 50% fines. Fines are materials passing the # 200 sieve) GROUP SYMBOL DESCRIPTION MAJOR DIVISIONS ML Inorganic SILTS, very fine SANDS, ROCK FLOUR, Silty or Clayey SANDS SILTS and CLAYS Liquid limit less than 50 CL Inorganic CLAYS of low to medium plasticity, Gravelly CLAYS, Sandy CLAYS, Silty CLAYS, Lean CLAYS • OL Organic SILTS, or organic Silty CLAYS of low plasticity MH Inorganic SILTS, Micaceous or Diatomaceous fine SANDS or SILTS, Elastic SILTS SILTS and CLAYS Liquid limit greater fhan 50 CH Inorganic CLAYS of high plasticity fat CLAYS OH Organic CLAYS of medium to high plasticity PT PEAT, MUCK, and other highly organic soils Highly organic soils Note: Fine - grained soils receive dual symbols if their limits plot left of the "A" Line and have a plasticity index (PI) of 4 to 7 percent. UNIFIED SOIL CLASSIFICATION SYSTEM Bergquist Engineering Services J A9 Exterior Grade. Sloped Away from Building Nonwoven, Needle Punched or Spunbound, Filter Fabric (MIRAFI 140N or Equal) . may Minimum 6" thick wrap of washed gravel Rigid (Sch. 40), 4" Diameter, Perforated PVC Pipe (Perforations Facing Down) Tightline Roof Drain--- SCHEMATIC OF FOOTING DRAIN Project Name: Proposed Grandstand Renovation, Fort Dent Location: Tukwila, Washington Date: February 19, 2003 Bergquist Engineering Services For: Starfire Sports Project Nunber: 200301 -2 Al0 120 _ 100 _ a) 80 a) 'i∎ X Q I 60 _ 40 _ 20 w FORT DENT SOCCER FACILITY 10 most critical surfaces, MINIMUM BISHOP FOS = 1.331 w1 D 0 20 40 60 80 100 120 140 160 X —AXIS (feet) . XSTABL File: 1001BNN 2 -18 -03 8:38 *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * X S T A B L * * * Slope Stability Analysis * using the * Method of Slices * * * Copyright (C) 1992 - 99 * Interactive Software Designs, Inc. * Moscow, ID 83843, U.S.A. * * * All Rights Reserved * * * Ver. 5.204 96 - 1760 *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Description : FORT DENT SOCCER FACILITY SEGMENT BOUNDARY COORDINATES 7 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 1.0 48.0 45.0 48.5 3 2 45.0 48.5 45.1 65.0 2 3 45.1 65.0 75.0 65.0 2 4 75.0 65.0 103.0 50.0 2 5 103.0 50.0 108.0 50.0 2 6 108.0 50.0 108.1 45.0 2 7 108.1 45.0 128.5 45.0 1 1 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 1.0 46.0 108.5 45.0 1 ISOTROPIC Soil Parameters 3 Soil unit (s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) Al No. 1 115.0 2 120.0 3 138.0 • 1 Water surface (s) have been specified Z I /1..: Unit weight of water = 62.40 (pcf) �� w J U Water Surface No. 1 specified by 2 coordinate points o O NQ . *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** W I ili I PHREATIC SURFACE, J H *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w O 2 Point x -water y -water ga Q No. (ft) (ft) u =d 1 1.00 46.00 I- w Z 2 128.50 45.00 F' F- O Z 1- w ui � Q A critical failure surface searching method, using a random 0 N technique for generating CIRCULAR surfaces has been specified. w w 1600 trial surfaces will be generated and analyzed. LL z U = 40 Surfaces initiate from each of 40 points equally spaced .0 along the ground surface between x = 1.0 ft z and x = 45.0 ft Each surface terminates between x = 65.0 ft and x = 85.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL .* * * * * 2.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS 120.0 1000.0 .00 .000 .0 1 125.0 .0 31.00 .000 .0 1 142.0 .0 40.00 .000 .0 1 The first segment of each failure surface will be inclined within the angular range defined by : A13 Factors of safety have been calculated by the : Lower angular limit := -45.0 degrees Upper angular limit := (slope angle - 5.0) degrees SIMPLIFIED BISHOP METHOD The most critical circular failure surface is specified by 22 coordinate points Point x -surf y -surf No. (ft) (ft) 1 33.72 48.37 2 35.70 48.11 3 37.70 47.97 4 39.70 47.94 5 41.69 48.02 6 43.68 48.22 7 45.66 48.53 8 47.61 48.96 9 49.54 49.50 10 51.43 50.14 11 53.29 50.90 12 55.09 51.76 13 56.85 52.72 14 58.54 53.78 15 60.17 54.93 16 61.74 56.18 17 63.23 57.52 18 64.64 58.93 19 65.96 60.43 20 67.20 62.00 21 68.35 63.64 22 69.19 65.00 * * ** Simplified BISHOP FOS = 1.331 * * ** The following is a summary of the TEN most critical surfaces Problem Description : FORT DENT SOCCER FACILITY FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x -coord y -coord x -coord x -coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. 1.331 39.22 82.81 34.87 33.72 69.19 6.321E +05 2. 1.371 39.04 77.63 30.91 29.21 67.24 6,262E +05 3. 1.372 38.46 76.98 30.49 28.08 66.49 Al .167E +05 4. 1.393 40.35 73.14 26.76 30.33 65.84 5.538E +05 5. 1.396 37.29 76.02 30.02 25.82 65.20 6.177E +05 6. 1.396 43.25 69.98 22.78 35.97 65.47 4.377E +05 7. 1.416 37.48 76.32 30.36 25.82 65.65 6.440E +05 8. 1.422 34.89 91.71 44.62 24.69 70.62 9.054E +05 9. 1.422 35.12 90.40 43.40 24.69 70.31 8.880E +05 10. 1.444 39.18 76.93 30.70 28.08 67.45 6.828E +05 * * * END OF FILE A15 Sc 0440 :4A1:4, 4 »'.44x.1,4.4:.4: ..ex,.. ':...+.. .. o• 120 _ 100 _ 40 _ 20 FORT DENT SOCCER FACILITY 10 most critical surfaces, MINIMUM BISHOP FOS = 1.307 I 1 1 ' 1 ' 1 ' 1 0 20 40 60 80 100 120 140 160 X —AXIS (feet) w1 1 XSTABL File: 1001BYN 2 -18 -03 9:37 ****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * XSTABL * * * * Slope Stability Analysis * * using the * * Method of Slices * * * * Copyright (C) 1992 - 99 * Interactive Software Designs, Inc. * Moscow, ID 83843, U.S.A. * * All Rights Reserved * * Ver. 5.204 96 - 1760 * *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Description : FORT DENT SOCCER FACILITY SEGMENT BOUNDARY COORDINATES 7 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 1.0 48.0 45.0 48.5 3 2 45.0 48.5 45.1 65.0 2 3 45.1 65.0 75.0 65.0 2 4 75.0 65.0 103.0 50.0 2 5 103.0 50.0 108.0 50.0 2 6 108.0 50.0 108.1 45.0 2 7 108.1 45.0 128.5 45.0 1 1 SUBSURFACE boundary segments Segment x -left y -left x- right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 1.0 46.0 108.5 45.0 1 ISOTROPIC Soil Parameters 3 Soil unit (s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) A17 No. - 1 Water Surface No. 1 specified by 2 coordinate points *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PHREATIC SURFACE, *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 115.0 120.0 1000.0 .00 .000 .0 1 2 120.0 125.0 .0 31.00 .000 .0 1 3 138.0 142.0 .0 40.00 .000 .0 1 1 Water surface(s) have been specified Unit weight of water = 62.40 (pcf) Point x -water y -water No. (ft) (ft) 1 1.00 46.00 2 128.50 45.00 BOUNDARY LOADS 1 load(s) specified Load . x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 45.5 75.0 100.0 .0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. __i 1600 trial surfaces will be generated and analyzed. 40 Surfaces initiate from each of 40 points equally spaced along the ground surface between x = 1.0 ft and x = 45.0 ft Each surface terminates between x = 65.0 ft and x = 85.0 ft Unless further limitations were imposed, the minimum elev at which a surface extends is y = .0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * 2.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit := -45.0 degrees Upper angular limit := (slope angle - 5.0) degrees Factors of safety have been calculated by the : SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 22 coordinate points Point x -surf y -surf No. (ft) (ft) 1 33.72 48.37 2 35.70 48.11 3 37.70 47.97 4 39.70 47.94 5 41.69 48.02 6 43.68 48.22 7 45.66 48.53 8 47.61 48.96 9 49.54 49.50 10 51.43 50.14 11 53.29 50.90 12 55.09 51.76 13 56.85 52.72 14 58.54 53.78 15 60.17 54.93 16 61.74 56.18 17 63.23 57.52 18 64.64 58.93 19 65.96 60.43 20 67.20 62.00 21 68.35 63.64 22 69.19 65.00 Al9 The following is a summary of the TEN most critical surfaces Problem Description : FORT DENT SOCCER FACILITY FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x -coord y -coord x -coord x -coord Moment 1 (ft) (ft) (ft) (ft) (ft) (ft -lb) 4 •.J ;J * * ** Simplified BISHOP FOS = 1.307 * * ** 1. 1.307 39.22 82.81 34.87 33.72 69.19 6.770E +05 2. 1.340 38.46 76.98 30.49 28.08 66.49 6.516E +05 3. 1.341 39.04 77.63 30.91 29.21 67.24 6.629E +05 4. 1.359 37.29 76.02 30.02 25.82 65.20 6.499E +05 5. 1.362 40.35 73.14 26.76 30.33 65.84 5.840E +05 6. 1.371 43.25 69.98 22.78 35.97 65.47 4.636E +05 7. 1.379 37.48 76.32 30.36 25.82 65.65 6.774E +05 8. 1.390 35.12 90.40 43.40 24.69 70.31 9.462E +05 9. 1.390 34.89 91.71 44.62 24.69 70.62 9.660E +05 10. 1.409 39.18 76.93 30.70 28.08 67.45 7.200E +05 * * * END OF FILE A20 pit; in: iit :a <i:.ir,:'.:i:G��,:::s=di:✓« 120 _ 100 _ 20 40 _ FORT DENT SOCCER FACILITY 10 most critical surfaces, MINIMUM BISHOP FOS = .935 w1 1 1 1 1 1 1 i 1 1 0 20 40 60 80 100 120 140 160 X —AXIS (feet) • 1 XSTABL File: 1001BYY 2 -18 -03 9:41 1 *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * XSTABL * * * Slope Stability Analysis * using the * Method of Slices * * * Copyright (C) 1992 - 99 * Interactive Software Designs, Inc. * Moscow, ID 83843, U.S.A. * * * All Rights Reserved * * * Ver. 5.204 96 - 1760 * *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Description : FORT DENT SOCCER FACILITY SEGMENT BOUNDARY COORDINATES 7 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 1.0 48.0 45.0 48.5 3 2 45.0 48.5 45.1 65.0 2 3 45.1 65.0 75.0 65.0 2 4 75.0 65.0 103.0 50.0 2 5 103.0 50.0 108.0 50.0 2 6 108.0 50.0 108.1 45.0 2 7 108.1 45.0 128.5 45.0 1 1 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment ISOTROPIC Soil Parameters 1.0 46.0 108.5 45.0 1 3 Soil unit (s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) A22 No. 1 115.0 120.0 1000.0 .00 .000 .0 1 2 120.0 125.0 .0 31.00 .000 .0 1 1 3 138.0 142.0 .0 40.00 .000 .0 1 z z . w w ? . Water Surface No. 1 specified by 2 coordinate points -I o u)o *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w w PHREATIC SURFACE, *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** wO �a J u.? a 1 1.00 46.00 I = - 2 128.50 45.00 I- O z I- W U O N O I- A vertical earthquake loading coefficient v u' O. z w U 2 O ~ 1 Water surface(s) have been specified Unit weight of water = 62.40 (pcf) Point x -water y -water No. (ft) (ft) A horizontal earthquake loading coefficient of .200 has been assigned of .000 has been assigned BOUNDARY LOADS 1 load(s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 1 45.5 75.0 100.0 .0 J NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 1600 trial surfaces will be generated and analyzed. 40 Surfaces initiate from each of 40 points equally spaced along the ground surface between x = 1.0 ft A23 z • .7 and x = 45.0 ft Each surface terminates between x = 65.0 ft and x = 85.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * * 2.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit := -45.0 degrees Upper angular limit := (slope angle - 5.0) degrees Factors of safety have been calculated by the SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 22 coordinate points Point x -surf y -surf No. (ft) (ft) 1 33.72 48.37 2 35.70 48.11 3 37.70 47.97 4 39.70 47.94 5 41.69 48.02 6 43.68 48.22 7 45.66 48.53 8 47.61 48.96 9 49.54 49.50 10 51.43 50.14 11 53.29 50.90 12 55.09 51.76 13 56.85 52.72 14 58.54 53.78 15 60.17 54.93 16 61.74 56.18 A24 J 17 63.23 57.52 18 64.64 58.93 19 65.96 60.43 20 67.20 62.00 21 68.35 63.64 22 69.19 65.00 * * ** Simplified BISHOP FOS = .935 * * ** The following is a summary of the TEN most critical surfaces Problem Description : FORT DENT SOCCER FACILITY FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x -coord y -coord x -coord x -coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. .935 39.22 82.81 34.87 33.72 69.19 6.310E +05 2. .970 34.89 91.71 44.62 24.69 70.62 9.029E +05 3. .973 35.12 90.40 43.40 24.69 70.31 8.850E +05 4. .982 39.04 77.63 30.91 29.21 67.24 6.228E +05 5. .986 38.46 76.98 30.49 28.08 66.49 6.129E +05 6. 1.004 38.67 88.25 40.78 30.33 72.16 8.848E +05 7. 1.007 37.63 89.56 42.35 28.08 72.13 9.363E +05 8. 1.007 37.29 76.02 30.02 25.82 65.20 6.134E +05 9. 1.012 40.00 88.53 40.47 34.85 72.92 8.607E +05 10. 1.014 35.41 101.06 53.44 26.95 74.83 1.186E +06 * * * END OF FILE A25 120 _ 100 _ a i 80 40 _ 20 FORT DENT SOCCER FACILITY 10 most critical surfaces, MINIMUM BISHOP FOS = .874 w1 1 1 ' 1 ' 1 ' I ' 1 ' 1 0 20 40 60 80 100 120 140 160 X —AXIS (feet) ...r,..,.._�:»:::�e.�....i+":: - :t r':i';N::}:F,>:T.ui,a ✓i4o ;.'di' {r �,:;� Z =Z • CC W M J U. 00 ;WW J I N W LL Q N d = W �_ Z �. 1-0 Z ►- W uu U 0- o1-- W w . H U Z U U , 0 ~` 1 i *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * X S T A B L * * * Slope Stability Analysis * * using the * * Method of Slices * * * * Copyright (C) 1992 - 99 * * Interactive Software Designs, Inc. * _j * Moscow, ID 83843, U.S.A. * J * * * All Rights Reserved * * * * Ver. 5.204 96 - 1760 * *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** _ XSTABL File: 1001BYYW 2 -18 -03 11:04 Problem Description : FORT DENT SOCCER FACILITY SEGMENT BOUNDARY COORDINATES 7 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 1.0 48.0 45.0 48.5 3 2 45.0 48.5 45.1 65.0 2 3 45.1 65.0 75.0 65.0 2 4 75.0 65.0 103.0 50.0 2 5 103.0 50.0 108.0 50.0 2 6 108.0 50.0 108.1 45.0 2 7 108.1 45.0 128.5 45.0 1 1 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 ISOTROPIC Soil Parameters 1.0 46.0 108.5 45.0 1 3 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) A27 No. 1 115.0 120.0 1000.0 .00 .000 .0 1 2 120.0 125.0 .0 31.00 .000 .0 1 3 138.0 142.0 .0 40.00 .000 .0 1 1 Water surface(s) have been specified Unit weight of water = 62.40 (pcf) Water Surface No. 1 specified by 2 coordinate points *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PHREATIC SURFACE, *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Point x -water y -water No. (ft) (ft) 1 1.00 51.00 2 128.50 51.00 A horizontal earthquake loading coefficient of .200 has been assigned A vertical earthquake loading coefficient of .000 has been assigned BOUNDARY LOADS 1 load(s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 45.5 75.0 100.0 .0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 1600 trial surfaces will be generated and analyzed. 40 Surfaces initiate from each of 40 points equally spaced along the ground surface between x = 1.0 ft A28 and x = 45.0 ft Each surface terminates between x = 65.0 ft and x = 85.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * * 2.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit -45.0 degrees Upper angular limit := (slope angle - 5.0) degrees Factors of safety have been calculated by the : SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 25 coordinate points Point x -surf y -surf No. (ft) (ft) 1 25.82 48.28 2 27.69 47.58 3 29.61 47.00 4 31.56 46.56 5 33.53 46.24 6 35.52 46.06 7 37.52 46.00 8 39.52 46.09 9 41.51 46.30 10 43.48 46.65 11 45.42 47.12 12 47.33 47.73 13 49.19 48.46 14 51.00 49.31 15 52.75 50.29 16 54.43 51.37 A29 •'q mm= sww.rn :.J 17 56.03 52.57 18 57.55 53.87 19 • 58.98 55.27 20 60.31 56.76 .21 61.55 58.33 22 62.67 59.99 23 63.68 61.71 24 64.57 63.50 25 65.20 65.00 ,t- • w * * ** Simplified BISHOP FOS = .874 * * ** 6m O 0 N 0 . J H N u. O The following is a summary of the TEN most critical surfaces 2 Problem Description : FORT DENT SOCCER FACILITY a. N FOS Circle Center Radius Initial Terminal Resisting H s (BISHOP) x -coord y -coord x -coord x -coord Moment ?F (ft) (ft) (ft) (ft) (ft) 1.-0 z O 1. .874 37.29 76.02 30.02 25.82 65.20 5.2 +05 2 p 2. .884 38.46 76.98 30.49 28.08 66.49 5.407E +05 8co 3. .884 37.48 76.32 30.36 25.82 65.65 5.456E +05 o H 4. .894 39.04 77.63 30.91 29.21 67.24 5.582E +05 law 5. .900 35.12 90.40 43.40 24.69 70.31 8.100E +05 I 6. .902 34.89 91.71 44.62 24.69 70.62 8.318E +05 L-p 7. .907 39.22 82.81 34.87 33.72 69.19 6.067E +05 z 8. .914 40.35 73.14 26.76 30.33 65.84 4.856E +05 H _ . 9. .917 39.18 76.93 30.70 28.08 67.45 5.942E +05 0 1- 10. .923 38.99 79.59 33.13 28.08 68.73 6.562E +05 z * * * END OF FILE A30 6 120 _ 100 _ n a) 80 N X Q 60 _ 40 _ 20 0 FORT DENT SOCCER FACILITY 10 most critical surfaces, MINIMUM BISHOP FOS = .935 20 40 60 80 100 120 140 160 X —AXIS (feet) Z UO W = J W 0 U..Q N b . I— III 0 Z �- U 0 c o 0— O 1 • 0 W .. Z U N O ff ' Z ws XSTABL File: lOGRBYYW 2 -23 -03 11:12 *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * XSTABL * * * Slope Stability Analysis * using the * Method of Slices * * * Copyright (C) 1992 - 99 * Interactive Software Designs, Inca * Moscow, ID 83843, U.S.A. * * * All Rights Reserved * * * Ver. 5.204 96 - 1760 *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Description : FORT DENT SOCCER FACILITY SEGMENT BOUNDARY COORDINATES 7 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 1.0 48.0 45.0 48.5 3 2 45.0 48.5 45.1 65.0 2 3 45.1 65.0 75.0 65.0 2 4 75.0 65.0 103.0 50.0 2 5 103.0 50.0 108.0 50.0 2 6 108.0 50.0 108.1 45.0 2 7 108.1 45.0 128.5 45.0 1 1 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 1.0 46.0 108.5 45.0 1 ISOTROPIC Soil Parameters 3 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) A32 No. 1 115.0 120.0 1000.0 .00 .000 .0 1 2 120.0 125.0 .0 31.00 .000 .0 1 3 138.0 142.0 .0 40.00 .000 .0 1 1 Water surface(s) have been specified z Unit weight of water = 62.40 (pcf) 1 z � Water Surface No. 1 specified by 2 coordinate points -1 p co o *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** J = . PHREATIC SURFACE, F *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** N W W O Point x -water y -water g .J No. (ft) (ft) u. a N 1 1.00 46.00 H CB = 2 128.50 46.00 z ►- H- O z 1- w uj A horizontal earthquake loading coefficient U a of .200 has been assigned o w w A vertical earthquake loading coefficient H r of .000 has been assigned u. p Lu z U= O BOUNDARY LOADS z 2 load(s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 45.5 75.0 100.0 .0 2 75.0 103.0 100.0 .0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 1600 trial surfaces will be generated and analyzed. 40 Surfaces initiate from each of 40 points equally spafd OniniSSEMOMMINMSENERME2 Each surface terminates between x = 65.0 ft and x = 85.0 ft along the ground surface between x = and x 1.0 ft 45.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * * 2.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit := -45.0 degrees Upper angular limit := (slope angle - 5.0) degrees Factors of safety have been calculated by the : SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 22 coordinate points Point x -surf No. (ft) 1 33.72 2 35.70 3 37.70 4 39.70 5 41.69 6 43.68 7 45.66 8 47.61 9 49.54 10 51.43 11 53.29 12 55.09 13 56.85 14 58.54 15 60.17 y -surf (ft) 48.37 48.11 47.97 47.94 48.02 48.22 48.53 48.96 49.50 50.14 50.90 51.76 52.72 53.78 54.93 A34 ._a 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 16 17 18 19 20 21 22 .935 .970 .973 .982 .986 1.004 1.007 1.007 1.012 1.014 39.22 34.89 35.12 39.04 38.46 38.67 37.63 37.29 40.00 35.41 61.74 63.23 64.64 65.96 67.20 68.35 69.19 * * ** Simplified BISHOP FOS = The following is a summary of the TEN most critical surfaces Problem Description : FORT DENT SOCCER FACILITY FOS Circle Center (BISHOP) x -coord y -coord (ft) (ft) 82.81 91.71 90.40 77.63 76.98 88.25 89.56 76.02 88.53 101.06 56.18 57.52 58.93 60.43 62.00 63.64 65.00 .935 * * ** * * * END OF FILE * * * Radius Initial Terminal Resisting x -coord x -coord Moment (ft) (ft) (ft) (ft -lb) 34.87 33.72 44.62 24.69 43.40 24.69 30.91 29.21 30.49 28.08 40.78 30.33 42.35 28.08 30.02 25.82 40.47 34.85 53.44 26.95 69.19 6.310E +05 70.62 9.029E +05 70.31 8.850E +05 67.24 6.228E +05 66.49 6.129E +05 72.16 8.848E +05 72.13 9.363E +05 65.20 6.134E +05 72.92 8.607E +05 74.83 1.186E +06 A35 1 11 1 r frirl? 1 knf ih? Plan Check arnmals are prepared for: STARFIRE SPORTS FILE COPY GEOTECHNICAL EXPLORATION AND ENGINEERING EVALUATION PROPOSED FORT DENT SOCCER COMPLEX SOUTH END OF FORT DENT PARK TUKWILA, WASHINGTON by: BERGQUIST ENGINEERING SERVICES BES PROJECT NUMBER: 200301-REPORT 1 February 15, 2003 RECEIVED CITY OF TIJKWII.A MAR 2 1 2003 PERMIT CENTER POP ervices 1 . b03 aocig 27207 8th Avenue S P.O. Box 13309 Des Moines, Washington 98198 Des Moines, Washington 98198 Phone: 253.941.9399, Fax: 253.941.9499, e -mail: RBergqu510 @aol.com Mr. Christopher G. Slott Starfire Sports PO Box 48299 Burien, Washington 98148 Re: Subsurface Exploration and Engineering Evaluation Proposed Fort Dent Soccer Complex South End of Fort Dent Park Tukwila, Washington BES Project Number: 200301, Report 1 Dear Mr. Slott: RM:PRVIO 11 41, 1 0.400,0 1 0 WOW, Bergquist Engineering Services February 15, 2003 RECEIVED FEB 1 7 2.003 CARLSON ARCHITECTS, PS Bergquist Engineering Services is pleased to provide this report of the geotechnical exploration for the referenced project. The attached report summarizes project and site data, describes the services we performed, presents our findings, and provides recommendations regarding foundations, lateral earth pressures, and earthwork. The appendix of the report presents site maps, boring logs, and explanatory aids. Based on our exploration and engineering analysis; the proposed primary soccer building and appurtenant buildings attached to the south and west sides of the building should be supported on a deep foundation system consisting of augercast piles. Eighteen - inch diameter, augercast piles with tip elevations of about 50 feet below the existing site elevation should develop an estimated load carrying capacity of 50 tons. The actual load carrying capacity, however, should be determined by full -scale load tests conducted on the site. The small, lightly loaded building attached to the north side of the primary building may be supported on conventional spread- footings using an allowable bearing capacity of up to 1,000 psf. All footings should be founded in the native, undisturbed soils or properly compacted structural fill or backfill. GEOTECHNICAL ENGINEERING AND CONSTRUCTION INSPECTION f.? Starfire Sports BES Project Number: 200301, Report 1 Specific recommendations relative to design and construction of this project are presented in the attached report. The subsurface conditions and recommendations presented should be verified during construction. We appreciate the opportunity to be of service to you. If you have any questions concerning this report, or if we may be of additional service, please contact us. Copies to: Addressee (5) ii Sincerely, Bergquist Engineering Services Richard A. Bergquist, PE Principal �.i 1. INTRODUCTION 1 2. PROJECT DESCRIPTION 2 3. SCOPE OF SERVICES 3 4. SITE CHARACTERIZATION 3 4.1 Site Classification 3 4.2 Surface 4 4.3 Subsurface Soil and Groundwater 4 5. DISCUSSION 5 6. RECOMMENDATIONS 5 6.1 Seismic Considerations 5 6.2 Foundations 6 6.3 Slabs -On -Grade 8 6.4 Earthwork 9 6.4.1 Site Clearing 9 6.4.2 Excavation 10 6.4.3 Materials 10 6.4.4 Placement and Compaction 1 1 6.5 Drainage 1 1 6.6 Groundwater 12 6.7 Construction Observation and Testing 12 7. REPORT LIMITATIONS 13 i { Boring Logs A3 Boring Log Notes A13 Unified Soil Classification System Al 6 Schematic of Footing Drain Al 7 Notes A18 1 * Vicinity Map Site Plan TABLE OF CONTENTS APPENDIX Al A2 • GEOTECHNICAL EXPLORATION AND ENGINEERING EVALUATION PROPOSED FORT DENT SOCCER COMPLEX BUILDING SOUTH END OF FORT DENT PARK TUKWILA, WASHINGTON Prepared for: STARFIRE SPORTS By: BERGQUIST ENGINEERING SERVICES BES PROJECT NUMBER: 200301 - REPORT 1 • FEBRUARY 15, 2003 1. INTRODUCTION This report presents the results of our geotechnical exploration for the proposed Fort Dent Soccer Complex Building to be constructed near the south end of Fort Dent Park in Tukwila, Washington. The location of the site is shown on the Vicinity Map on page Al in the Appendix of this report. Bergquist Engineering Services (BES) performed the geotechnical exploration to provide information or recommendations regarding: • seismic design considerations including liquefaction potential, • allowable bearing capacity and depth of suitable foundation systems with estimated settlements, • lateral earth pressures and friction coefficients, • influence of groundwater on the development, • site preparation, and • excavation slope considerations. Mr. Christopher G. Slatt authorized our work on January 7, 2003 by signing and returning a copy of BES Proposal Number 24002, dated December 30, 2002. z ; ,- z IX 2 J U 00 c am. co al UJ J H N LL w u.a cn i s w z � 1- 0 • F- LU al n U N , O O E- w w r L I 0 v —, O � z Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 2. PROJECT DESCRIPTION Mr. Jim Hanford of Carlson Architects and Mr. D. Allen Tucker of Engineers Northwest, Inc. provided design information presented herein. The project involves design and construction of a steel- framed complex to house indoor play fields (primary building), locker and training facilities (three story building on south side), management offices, and a food court (two story building on west side). The primary building, which encloses the play fields, will be about 210 feet long by 184 feet wide. Exterior walls will have a minimum height of about 36 feet ` and a maximum height at the gabled ends, of about 66 feet above ground surface. The surface of the playing fields will be at elevation 16 feet and will be constructed over a portland cement, concrete, slab -on- grade. It is assumed that live loads on the playing field slab will not exceed 50 pounds per square foot. A three -story building will be attached on the south side of the primary building. The lowest level of this building will be open at both the east and west ends. The lowest floor will be paved with portland cement concrete at or near an elevation of 16 feet. The middle floor, or main floor level, will be used for locker rooms, restrooms, and offices. The upper floor level will be reserved for future expansion. A two -story building will be attached on the west side of the primary building. The lowest ,floor of this building will be at about elevation 26.5 feet and will be used for an entrance lobby, offices, and a food court. The uppermost floor will be reserved for future expansion. A 60 -foot long by 40 -foot wide, single story building will be attached to the eastern portion of the north side of the primary building. The lowest finished floor of this building will be at about elevation 22 feet. Interior column Toads will be on the order of 90 kips and exterior column loads will be on the order of 60 kips. If the actual foundation Toads are greater than those stated herein, the geotechnical engineer must be notified to determine whether the recommendations presented herein require revision. The playing fields will be below the 100 -year flood level. Therefore, the primary building will be designed to permit flooding of the lowest level with minimal to no damage to the structure. Bergquist Engineering Services Page 2 of 13 4s� Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 - Report 1 The upper levels of the attached buildings will be designed with their finished levels above the 1 00-year flood. 3. SCOPE OF SERVICES The scope of services included a reconnaissance of the site by the geotechnical engineer, a review of eolo is literature, drilling, logging, and sampling five test borings, installing 9 9 g, 99� 9, P 9 s 9, 9 a groundwater level monitoring well, laboratory testing, engineering analysis, and preparation of this report. During the drilling operation, soil samples were taken at the intervals noted on the individual boring logs, which are presented in the appendix on pages A3 and Al2. All borings, except for Boring Number 3, were backfilled upon completion with the excavated site -soils and bentonite in accordance with state of Washington regulations. A one -inch 1 diameter, 55 -foot long, groundwater observation well was installed in Boring 3 according to state of Washington regulations. The soil samples were returned to our laboratory for analysis, which included visual classification and determination of the natural moisture content of all samples. The field and laboratory data were then evaluated by the geotechnical engineer relative to the proposed construction. The engineering recommendations and advice presented in this report have been made in accordance with generally accepted geotechnical- engineering practices in the area. 4. SITE CHARACTERIZATION The information presented in this section was gathered by BES personnel for geotechnical engineering purposes only. This site characterization was not intended to address the i presence or likelihood of contamination on or around the site. Specialized methods and procedures, which were not a part of this scope of services, are required for an adequate environmental site assessment. 4.1 Site Classification According to open file report 92 -7, Preliminary Liquefaction Susceptibility Map of the Renton Quadrangle, Washington by Stephen P. Palmer Geologic, the project site is in Category I soils, which have a high susceptibility to liquefaction. Bergquist Engineering Services Page 3 of 13 Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 4.2 Surface At the time of our exploration, the surface of the site was covered with grass and weeds. In general, the ground - surface of the building site sloped gently down from the northeast corner to the southwest corner. 4.3 Subsurface Soil and Groundwater The subsurface soil and groundwater conditions at this site are described in the following paragraphs and are presented graphically on the boring logs in the appendix of this report. The stratification lines, indicated on the boring logs, represent the approximate boundaries between soil types. Actual boundaries may be gradual and the transitions may not be easily discernible during site excavation. The area within the proposed building is covered with about 'six •inches to one -foot of brown very loose to loose, SILT (ML) (topsoil). The topsoil contains fine roots and organic matter. In general, underlying the topsoil, very loose to loose, and medium dense brown to gray, fine SAND (SP) was encountered to a depth of about 18 feet. The "N- values" of this soil layer range from zero blows per foot to 17 blows per foot and average 6 blows per foot. From a depth of about 18 feet and extending to a depth of 65 feet below the surface, dark gray to black, medium dense fine to medium SAND (SP) was encountered. The "N- values" of these soils range from 9 to 35 blows per foot and average 23 blows per foot. Occasional lenses of fine to medium -gravel were encountered within this stratum as well as occasional tree wood. Groundwater was encountered in all of the test borings. Groundwater readings, however, were not recorded because mud -rotary drilling methods introduce water and drilling mud into the boring, making it impossible to accurately determine groundwater levels. Accordingly, the groundwater was measured in the observation well that was installed in Boring 3. On January 27, 2003, the groundwater was measured at a depth of two feet below the ground surface by R. Bergquist. On February 6, 2003, the groundwater was measured at a depth of two and one -half feet below the ground surface by C. Slatt. Bergquist Engineering Services Page 4 of 13 4Y6%AMJ14t. �NIA1 Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 Bergquist Engineering Services 5. DISCUSSION The recommendations presented in this report are based on our understanding of the project as presented in the Project Description Section and on the assumption that the subsurface conditions encountered in the test borings adequately represent conditions near and between the exploratory test borings. Because project conditions regarding type and location of structures and foundation Toads can change and because subsurface conditions are not always similar to those encountered in the borings, the geotechnical engineer must be contacted for review and possible revision of the recommendations if discrepancies are noticed. 6. RECOMMENDATIONS The following sections present recommendations regarding seismic considerations, foundations, lateral earth pressures, and for earthwork, excavations, drainage, and groundwater. 6.1 Seismic Considerations According to Figure No. 16 -2 of the 1997 edition of the Uniform Building Code (UBC), the project site is in Seismic Zone 3. Based on the subsurface data gathered during our exploration, we estimate that the soils to a depth of 100 feet, have an average SPT "N- value" of 15 to 50 blows per foot and can best be described as a "Stiff Soil Profile." Therefore, according to Table 16 -J of the UBC, the site soil profile is best represented by a Soil Profile Type SD. The near - surface soils are considered susceptible to liquefaction; however, the building will be supported on a deep foundation system that is founded in medium dense to dense SAND and the floor slab will be supported on two to three feet of structural fill. Therefore, the liquefaction potential of the near - surface soils should present minimal risk. Seismically induced settlement of the foundation soils may occur;. however, such settlement will probably be small and affect relatively large areas so that differential settlements over the relatively short foundation distances associated with this project will likely be within tolerable limits. Page 5 of 13 Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 - Report 1 6.2 Foundations Due to the vertical extent of the weak, compressible soils beneath the site, we recommend that the building loads be transmitted to the underlying, stronger, relatively incompressible SAND (SP), encountered at a depth of about 18 to 20 feet below the surface, by use of a deep foundation system. Deep foundation systems considered for this project included drilled piers, driven piles, and augercast piles. Drilled piers are best suited when weak or compressible, cohesive soils overlie strong, relatively incompressible, cohesive soils. Drilled piers can be designed to develop most of their load carrying capacity from end bearing. These soil conditions do not exist on this site, therefore, drilled piers are not recommended for use for support of the proposed building at this site. Driven piles are best suited when weak, compressible, cohesive, or non - cohesive soils overlie strong, incompressible, non - cohesive soils. Driven piles develop their load carrying capacity from a combination of friction along the side of the pile and from end bearing. Driven piles, such as steel pipe piles driven closed -end are suitable for use at this site. Because augercast piles are used so often in this area, it is likely that they will be more economical than driven piles. Therefore, recommendations for driven piles will be provided if requested. Augercast piles develop their Toad- carrying capacity from a combination of friction along the side of the pile and from end bearing. They are best suited to cohesionless soils that can be drilled with relatively low down force and torque. These conditions exist at this site, therefore, augercast piles are recommended for use at this site. Augercast piles may be used to support the proposed structure. The allowable load carrying capacity of 18 -inch diameter, augercast piles with tip elevations of 50 to 55 feet below existing grade, is estimated to be about 50 tons per pile. The actual load carrying capacity should be verified with at least two, full - scale, Toad tests prior to finalizing design or at least at the beginning of the project. Unless eccentric Toads are compensated for by the use of additional structural elements, piles should be installed in groups of three or more for stability and should be spaced no closer than three -pile diameters center to center. The allowable load carrying capacity may be increased by one -third for wind or seismic Toads. Bergquist Engineering Services Page 6 of 13 Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 Lateral Toads on the pile from wind and seismic loads will be resisted by the passive resistance of the soil surrounding the single pile or pile group. The upper 18 feet of soils, however, are weak and susceptible to liquefaction and should not be considered in determining the lateral capacity of the pile or pile group. An equivalent fluid pressure of 200 pcf for the passive resistance may be used for the submerged sands below a depth of 18 feet. The passive resistance will act over two pile diameters. Uplift forces will be resisted by the skin friction along the sides of the pile plus the mass of the pile and pile cap. Uplift resistance due to skin friction is estimated to be 25 tons per pile for a 50 -foot long, 18 -inch diameter pile with at least 30 feet of embedment into the underlying medium dense SAND. An experienced contractor using continuous - flight, hollow -stem augers, should install augercast piles. Concrete grout must be continuously pumped through the auger maintaining a minimum grout head of five feet above the auger tip while the auger is extracted. To minimize the effects of soil disturbance at the bottom of the hole and thus enhance end - bearing capacity of the pile, the auger should be rotated while pumping a few cubic feet of grout through the tip before auger extraction is begun. Once the auger is extracted, the reinforcing steel should be placed. If the design does not require full - length reinforcing steel, a single reinforcing bar with an end - centering device, should be inserted the full length into each pile to confirm continuity of grout over the entire length of the pile. The reinforcing steel must be inserted by its own weight. The use of mechanical force while inserting the steel must not be permitted. If the reinforcing steel cannot be inserted without force, the pile must be re- drilled and re- grouted until the steel can be inserted without force. The small, lightly loaded, single story building attached to the eastern portion of the north side of the primary building may be supported on conventional spread footing foundations. Conventional wall and individual column footings may be dimensioned using a net allowable bearing capacity of up to 1,000 psf if they are placed in organic -free, undisturbed, gray, loose to medium stiff SILT (ML) encountered below elevation 22 feet. Bergquist Engineering Services Page 7of13 The recommended minimum dimension for continuous wall footings is 18 inches and for individual column footings, the recommended minimum dimension is 24 inches. All perimeter footings should be placed at least 18 inches below finished grade for frost protection. The allowable bearing capacities may be increased by one -third for wind and seismic loads. If the recommendations in this report are followed, total settlement of the foundation will be Tess than one inch (1 -inch) with differential settlements of Tess than three- ; quarters of an inch ( inch.) Lateral earth pressures for design of spread - footing foundations or short retaining walls with w o level backfill and without hydrostatic pressures or surcharge loads, may be calculated using the equivalent fluid pressures presented below: = W z � 1- 0 w ~ w U � Passive: Continuous footings 250 psf /ft. p 52 Column footings 300 psf /ft. = w A coefficient of friction between footings and bearing soils of 0.30 may be used to resist LLi z : lateral foundation loads. If passive earth pressures are used in conjunction with base friction to resist lateral loads, reduce the coefficient of friction to 0.25: z Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 Active: Undisturbed subsoils Compacted granular soils 40 psf /ft. 35 psf /ft. Footings, stem walls, and retaining walls should be reinforced to reduce the potential for distress caused by differential foundation movements. A qualified engineer should determine the size, quantity, and location of reinforcement. All footing excavations at this site should be inspected by the geotechnical engineer prior to placement of construction forms and reinforcement steel. 6.3 Slabs -on -Grade Slabs -on -grade below the flood level (e.g. the playing field) will be placed on two to nearly three feet of fill. The fill should be clean, free - draining, crushed rock or crushed gravel meeting the gradation presented in Table 6.1 and compacted according to the recommendations provided in Section 6.4.4 of this report. After stripping of the topsoil, a robust, non - woven, filter fabric (MIRAFI' 1100N or similar and approved by the geotechnical engineer) should be placed over the entire area according to manufacturers specifications. Bergquist Engineering Services Page 8 of 13 z z CC w 6 00 CD (3 w J Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 The filter fabric will act as a reinforcing layer over the weak, near - surface soils and as a separator between the fine - grained soils and the structural fill. The structural fill should then be placed on the fabric in such a way so as not cause traffic on the fabric. If the fabric is damaged or torn, it should be replaced or repaired according to manufacturer's recommendations. Plastic sheeting should not be used beneath the concrete slabs -on -grade below flood elevation in order to permit vertical drainage of the structural fill. Slabs -on -grade above the flood level (e.g. the small, lightly loaded building on the north side of the primary building) should be supported on a minimum of four inches of compacted granular material that meets gradation and compaction recommendations provided in Sections 6.4.3 and 6.4.4 of this report. Dowels should be evaluated for use at control joints where Toad transfer capability is required and to minimize abrupt changes in elevation should differential settlements occur. A 6 -mil minimum thickness, plastic sheet, vapor barrier should be included beneath all interior slabs -on- grade. A four -inch thick layer of clean sand may be placed over the plastic sheet to protect it from damage during placement of the concrete. All concrete, especially slabs -on- grade, should be placed at minimum water- cement ratios on moistened surfaces and properly cured to minimize shrinkage, cracking, warping, and curling. Concrete slabs should be allowed to cure adequately before placing vinyl or other moisture sensitive surface treatments. Lightly loaded, interior partition walls may be supported on thickened floor slab sections provided that: (1) loads do not exceed 750 pounds per lineal foot, (2) thickened sections are at least 12 inches wide, and (3) section thickness and reinforcement are consistent with structural requirements. 6.4 Earthwork The recommendations presented in this report are predicated on fulfillment of the following earthwork recommendations. 6.4.1 Site Clearing: The existing vegetation, topsoil, pavement remnants, underground utility lines, and any other deleterious materials should be removed from the project area prior to construction. After site clearing and stripping, the exposed surfaces should be graded relatively flat to allow for proper subgrade preparation but sloped slightly to allow good surface drainage during construction. Bergquist Engineering Services Page 9 of 13 ;:iS':si.'si;i:£ rut' ..:«:�•1iti�t,:::s�.:L:tStauttw� '.+�'�+�+:v�wo++.:w,r:.cc Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 - Report 1 6.4.2 Excavation: According to Chapter 296 -155, Part N of the Safety Standards for Construction Work in the State of Washington, the site soils classify as Type C soils. Therefore, side slopes of excavations deeper than four (4) feet should be no steeper than one and one -half (11/2) horizontal to one (1) vertical (1' /2H:1 V). If the dimensions of the site prevent the use of maximum slopes of 1 V, the slopes must be stabilized or shored to facilitate safe excavations. The geotechnical engineer should be contacted for additional recommendations if such techniques are going to be employed. Excavations below approximate elevation 12 feet will probably require temporary dewatering of the site. Sumps with sump pumps may be sufficient in shallow excavations where SILT soils are encountered. Well points may be required to dewater areas where SAND soils are encountered. The piling contractor should be made aware of the possibility that obstructions such as tree limbs or entire tree trunks may be encountered within the underlying alluvial soils. Generally, if obstructions are encountered at very shallow depths they are removed by excavation. Pile are generally relocated at the direction of the structural engineer, if obstructions are encountered at greater depth. 6.4.3 Materials: The on -site fine SAND or SILT soils are generally not suitable for use as structural fill or structural backfill on this site. These soils are moisture sensitive and difficult to compact, therefore, well - graded, free - draining soils free of organics, and oversized particles should be imported for structural fill and structural backfill. Structural fill or backfill soil should conform to the gradation presented in Table 6.1, and be evaluated by the geotechnical engineer prior to use. A sample of the proposed structural fill soil must be delivered to the geotechnical engineer at least 72 hours before the contractor intends to use it. Bergquist Engineering Services Page 10 of 13 • 'i: i ;4 � iS. ,*+� ' % ?: �' I'� '1- i h� :' 'S . !•• ! i j . 1 "• 1` ; � . t. ; i � y , : i'O�t{fJ{ '., �i •' i.' r, . . s>t andard.';51e, . ..3;.,K%-,. ,. 0. • �3i: p %i{? {'' : ; 1 i i.,. . . J . .t - ,t :i � t..'h. —. 1::. ;+.(%:`�� �: C, ....,,. ;' , .; ; ' *`s i „gen 3 -inch 100 3 /4 -inch 50 -100 No. 4 25 -65 No. 10 10 -50 No. 40 0 -20 No. 200 0 -5* Proposed Fort Dent Soccer Complex Building Tukwila, Washington TABLE 6.1 GRADATION REQUIREMENTS FOR FILL AND BACKFILL February 15, 2003 BES Project Number 200301 -Report 1 *Note: The percent passing the No. 200 sieve is based on the weight of the material passing the 3/4 -inch sieve. 6.4.4 Placement and Compaction: All structural fill and structural backfill materials should be placed in relatively horizontal loose lifts not exceeding 10 inches in thickness and compacted to at least 95 percent of the modified Proctor (ASTM D1557) maximum density at moisture contents within two (2) percent of optimum. The specified compacted density and moisture content of each lift must be verified by test, prior to placement of subsequent lifts. 6.5 Drainage Good drainage is considered critical to the performance of earth - supported structures such as foundations, slabs -on- grade, and pavements. Therefore, construction grades and final site grades should be designed to prevent water from ponding in areas on or adjacent to foundations, slabs -on- grade, pavements, and retaining walls. Infiltration of water into foundation and utility excavations should be prevented during construction and throughout the life of the project. For buildings supported on conventional spread footings, a perimeter drain - system consisting of perforated, rigid, PVC pipe surrounded by washed gravel is recommended. The washed gravel should be separated from the surrounding soil by a nonwoven filter fabric similar to MIRAFI 140N. The collected water should be tight -lined away from the building to a suitable discharge system. Roof and surface drains should be provided but they should not be connected to the perimeter -drain system. A sketch of a footing drain system is presented in the Appendix of this report. Bergquist Engineering Services Page 11 of 13 lebtetf Rw ,+waxmnvr —Mir +ca ?9VMAI AVAVdi Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 During construction, adequate erosion control measures should be installed and maintained to prevent migration of soil from the site. These measures may include the installation of silt fences and/or hay bales at appropriate locations to collect sediments. The erosion control measures must be maintained until the site has been sufficiently stabilized with adequate w surface vegetation to prevent erosion. 6 00 6.6 Groundwater w ur Groundwater was encountered at an elevation of about 12 feet (about two feet below the N o current field surface). The groundwater level may fluctuate due to seasonal variations or w other influences. Therefore, the contractor should be prepared to dewater the excavations ga should groundwater be encountered. a = W H- = Z 6.7 Construction Observation and Testing z 0 The recommendations presented in this report rely on adequate observation and testing of construction materials and procedures by the geotechnical engineer or his qualified v ° representative. At a minimum, the testing program should include: o E-- ww • U • Observation and review by the geotechnical engineer during site z • = O F.. • Periodic observation of erosion control measures during the construction Z process. excavation. • Full -time inspection by the geotechnical engineer during placement of the test piles, during testing of the piles, and during installation of the production piles. • Observation by the geotechnical engineer of placement of the perimeter drains system to ensure proper installation. • Observation and testing of placement and compaction of all fill and backfill materials to evaluate compliance with specifications. • Field inspection and laboratory testing of materials and field inspection of methods as required by the appropriate Uniform Building Code. Typically, this includes inspection of placement of reinforcing steel; inspection and Bergquist Engineering Services Page 12 of 13 Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 testing of portland cement concrete to evaluate compliance with specifications regarding slump, temperature, air content, and strength; and inspection of structural steel. ;. re Lij 7. REPORT LIMITATIONS 6 g JU 00 co o. The recommendations presented in this report are for the exclusive use by Starfire Sports for w = the proposed primary building and appurtenant buildings attached thereto as described in , co o this report. The recommendations are based on the site surface and subsurface information 2 gathered by Bergquist Engineering Services, on design details for the project provided by g Carlson Architects and Engineers Northwest. If there are any revisions to the plans or if co a deviations from the subsurface conditions noted in this report are encountered during Z i construction, BES should be notified immediately to determine whether changes to the z o, foundation recommendations are required. ? o . U After the plans and specifications are more complete, the geotechnical engineer should be o I- II/ provided the opportunity to review them to check that these engineering recommendations x v . have been interpreted properly. u ' z Ili 000 p I Bergquist Engineering Services Page 13 of 13 Z CRYSTA SPRI 172ND ST 1757H ST S 167711 ST • I. nrATE ' „ lifsTAW 15 158TH 'OTH ST : awsnlim PARK S 4 S 104 sn BLACK RIVER •:.." RIPARIAN FORES 1 .40111 ..- • .• • or •••''. — 24 ( vql, 0 ILA L NTON TION RENTON 25 ,IIETLANDS Le • RENTON INTS 4AIITC SW 33111 ST g sw 38D1 ST VICINITY MAP Project Name: Proposed Fort Dent Soccer Complex Location: Tukwila, Washington Date: February 15, 2003 Bergquist Engineering Services For: Starfire Sports BES Project Number: 200301-1 Al iiii*VOIMMAI. • ,..,,s,•,rr•Pa,••••;.1•;:m•1.1,•;t7;3:•!,..'"Artgkti4di WM% SITE PLAN Project Name: Proposed hart Dent Soccer Complex Location: Tukwila, Washington Date: February 15, 2003 Bergquist Engineering Services For: Starfire Sports BES Project Number: 200301-1 '—‘ ',..,:st1s,zo:-.f.e • A2 .krPOYAIThrOlps SG on-1 • z re LAI 6 —/ • 0 co 0 • L1J Lul LL ( w 0 g u_ I w z Z I- UJ W O . • I— w w w z O 1— z •5.x•.1:: a4• De `tfi p (f eet) - Sample Num ber and .Type N V(406.1,:.. (Blows / Footf - . .1 Moisture .: :Cantent (9E,); ri.'....•:.:>. `. _ i Y Descrip and US CS ' Classificafion' _ 1 SS 9 24.6 Dar t?Lown4 Sgrldy -SILT Nil .(fo.P�4iJ) — Brown, loose, SILT (ML) — 5_ 2SS 7 33.1 _5_ — Gray, loose SILT (ML) — _l0_ 3SS 9 42.3 _10_ _15_ _ 4SS 6 30.4 _15_ Gray, loose, fine SAND (SP) 20_ _ 5SS 8 35.5 _20_ Gray, loose SILT (ML) — _25_ 6SS 11 33.9 _25_ — 30_ 30 _ 7SS 21 26.7 Dark gray, medium dense, fine SAND (SP) — 35_ 35 8SS 26 24.1 Continued on Next Page _40_ 40 . 71; Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 13, 2003 Bergquist Engineering Services Log of Boring 1 A3 Drilling Rig: Track - mounted CME 850 Boring Size: 6" /Mud Rotary. Automatic Hammer Drilled By: Gregory Drilling, Inc. Logged By: R. A. Bergquist, PE A Ground Surface Elevation: 25' ;. t1 ' ifeet; — • - .",,,..: Sam „4,4".'it..",, i ',.;Ntittl , -44 aiids .y 4 ' owsf ' '.'' — ''t): : ,Y.4 astute. '';;; • :', COnte .i-4,14. , 44'.' , • ,,. -. •ot.:(90. .'..,:•... -::...,) .•,-.. .z! :;;!:::t:''I'Mi'li"; '...:, ',i: 0 0 ' ,.4;...."4.4,0 assificii ,,, .. , .c., ,, ,..:;7:.1::. ' 40_ _ 45 _ . 50 _ _ _55_ _ _60_ _ _65_ _ _7Q 70 _ 75 - - _ 24 31 30 25 . 23 27 23 17 22.8 14.5 21.4 28.6 29.3 30.2 32.5 32.8 _40_ _ _45_ - _50_ - Dark gray, medium dense, medium SAND (SP) - _55_ - _60_ _ _65_ _ 70 _ _ - _75_ Dark gray, medium dense, fine SAND (SP) - 9SS lOSS 1155 12SS 13SS 14SS 15SS 16SS _80_ END OF BORING 80_ • 'Z.-% • I a Bergquist Engineering Services Log of Boring 1 Continued A4 Depth (foot) ;S am p l e N ber. - WI! and: Type.. N -Value (B F M oi s ture : . Content (%) ;. D escnption; and U5 Clossuficohon. , _ park i S S aQ d y _SI I,T (MLJ 1TopsQi)) - Brown, very loose SILT (ML) ` ` 1SS WR 51.5 Qsd brmi, vg_ry_�oQ£e a1L1 LMU.11opso11) 5 5 _ 2SS 2 34.8 _ - WR 43.0 ` 3SS 10 10 4SS 2 37.3 ` Brown, very loose to loose, fine SAND (SP) ` 15 15 _ 5SS 5 34.4 _ _20_ 20 _ 6SS 14 23.2 _ ` Dark gray, medium dense, coarse SAND (SP) ` _25_ 25 - 7SS 14 43. occasional woody debris (1' diameter) - 30 30 - - - 8SS 26 14.5 Dark gray, medium dense, coarse SAND (SP), with medium gravel - 35 35 955 26 22.7 ` Dark gray, medium dense, medium SAND (SP) - Continued on Next Page _40 4 0_ J Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 13, 2003 Bergquist Engineering Services Log of Boring 2 A5 Drilling Rig: Track - mounted CME 850 Boring: 6"/Mud Rotary. Automatic Hammer. Drilled By: Gregory Drilling, Inc. Logged By: R. A. Bergquist, PE Approximate Ground Surface Elevation: 14' D e p th ee Si* `Iii' .s.,; ,.:,... Nu ,.: . , : . ';N.Yaliie:.'' -,:,-,:,...„ , , - M oisture Coritent , j .. .._..:',: ''''. .c . ,.. -, . ., ,, ".. i. estn bon an U ' ; • .. ;... '....? '.' CIas ' 40 _ _ _4 5_ _ 50 _ - - 55 _ _ _ _ 60 _ _ _ _ 65 _ _ 25 21 • . 19 28 23 25 17.9 25.4 -- 28.3 33.2 28.9 Dark gray, medium dense, medium SAND (SP) _ 40 trace gravel - . _45_ Dark gray, dense, fine to medium SAND (SP) _ 50 _ _ Irace woody debris of 46' - Dark gray, medium dense, fine to medium SAND (SP) - 55 _ _ _ 60 _ _ Doric gray, medium dense, fine SAND (SP) _ Dark gray, medium dense, fine to medium SAND (SP) _65_ _ lOSS 11SS 1 2SS 13SS 14SS 15SS _ 70 _ _ 75 _ _ _80_ END OF BORING _ 70 75 80 f 1] J 1 Bergquist Engineering Services Log of Boring 2 Continued A6 • • Att., • • ,�•+ ; r} v1 : �,. 'si,. T ; • fe et � .,..• y,�,:.F .inn y „r :, �r•' .�_�•. : > _ Sdrri . h .ti urirk r : :��:� ..`ond {.hyp .nl ^. ';::; N . i :,. l . • . J, ' •.�.• . Fort }: {f�t`F" ::�. `� Wr ;"•Ys;ii., •. "rte .1: _`.�� 'Conte t•: . ;: !.J':. •..].r -;�f: ftt . :) � ...;... : •: 1 L...:.. '''� '�: :�es cn' fibs n d�;�J yid ..t. :i Ch„ { .. '• �;;. •, � ,, .,.. Classif ication:. ..... r., , . _ Dark brown SILT LM1_Uogsoilj Jan. 27, 2003 - Brown, loose, SILT (ML) Feb. 06, 2003 _ - 1SS 5 24.3 - - 5 _5_ _ 2SS 6 44.7 - - 4 30.8 Gray, loose SILT (ML) - 3SS 10 _10_ _ 4SS 7 33.8 _ _15_ 9 29.2 _15_ 5SS Gray, loose, fine SAND (SP) _ 20 6SS 22 20.9 20_ Gray, loose SILT (ML) _ 25 7SS 22 21.9 25_ 30 15 40.2 _30_ 8SS - Dark gray, medium dense, fine SAND (SP) - 35 95S 26 13.1 35_ Continued on Next Page 40_ 40 AWING Ti Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 13, 2003 Bergquist Engineering Services Log of Boring 3 Drilling Rig: Track - mounted CME 850 Boring Size: 6" /Mud Rotary. Automatic Hammer. Drilled By: Gregory Drilling, Inc. Logged By: R. A. Bergquist, PE Approximate Ground Surface Elevation: 14' A7 .... D epth ? ' 3 fiiit i:,; ei , .. ,, , , t .c.,, , .,.,. ,:. . : :1 an . 13e ''f ',;:'' , '.. .,,,,,,;:,..., .,.•,. i'' -.. ''.;: %. , '. '.'.• C610t0f0) . ,, _ . ,.: ,, i . ., ::: `.''' . , ''''''.:-"'" 4floiiii:64 u$ • . TT'. - • :f. , diiifkaiiOn.. - 40 - _ • 45 - _ _50_ _ - 55 _ _ 60! - 65 21 25 27 30 28 17 17.8 , 25.9 - 31.8 28.5 32.1 37.2 Dark gray, medium dense, medium SAND (SP) • . Dark gray, medium dense, fine to medium SAND (SP) Dark gray, fine SAND (SP) . . . . :. ... .. .: . . . . .. .. . . :: :: :. .: .• .. .. .. • • :: :•• •. .• .: *.• • • . . • • . . .. .• •:. :: •'. :• .. .. .: :. . . • • •. .• . . .: *.• • • • . •: :• :•_--: ..• .' .-...: :::.?....: •:-:•:• •.•.• • :::•:-: :•:•:•: ...„ :•:.:.: _ _ 40 - - _. 45 _ - - 50 - - - - 55 - - _ --- - - - - 65 lOSS 11SS 12SS 13SS 14SS 15S5 70 _ _ 75 - - - - 80 - END OF BORING _ _ 70 _ 75 - - _ _ 80 71 J Bergquist Engineering Services Log of Boring 3 Continued A8 y t}. D e P ` ( #} ...'.... S ample `'tNumlier an Type N -Value (Browsl ; M oisture ;Content (% D escn p hon and US C {assufi - . .Palk ho au 5QR s.0 Kl1 lTop 1 SS 5 30.5 - 5 _5_ _ 255 6 31.3 _ 7 32.9 MS _ Brown, very loose to loose, fine SAND (SP) _ 10 10 _ 455 10 33.3 _ 15 3 28.5 15 5S5 20 11 26.4 Dark brown, medium dense, fine SAND (SP) 2 0 &SS 25 27 23.9 _25_ 7SS 30 28 24.1 30 855 Dark gray to black, medium dense, medium SAND (SP) _ - (fine to medium grovel at 34 feet) - 35 9S5 30 14.3 35 _40 i . r Continued on Next Page _40_ Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 9, 2003 Bergquist Engineering Services Log of Boring 4 Drilling Rig: Track - mounted CME 850 Boring Size: 6N /Mud Rotary. Automatic Hammer. Drilled By: Gregory Drilling, Inc. Logged By: R. A. Bergquist, PE Approximate Ground Surface Elevation: 14' A9 . . l ' \ '0 t i.- . ' ;...'ti.- .,.;.:: , , d' *64.. .1' ,, i:_t; : : -c: ., M oisture ontent ) US eieiii?ficiiit and - iiii0catiiiii - 40 _ 14o_ _45_ - _50_ _ 55 _ _ - 65 22 21 35 25 24 22 25.3 28.8 29.7 28.2 36.8 31.5 Dark gray, dense, medium SAND (SP) - _ - 40 - _45_ Dark gray, medium dense, medium SAND (SP) - ' _ . _50_ . Dark gray, dense, medium SAND (SP) 55 _ _ . - _ 60 _ _ Dark gray, medium dense, fine SAND (SP) - 65 lOSS 11SS 12SS 13SS 14SS 15SS _ 70 _ _ 75 _ _ _ _ 80 _ _ END OF BORING _ - 70 - 75 _ _ - - 80_ Ti Bergquist Engineering Services Log of Boring 4 Continued A10 4 D ee (ft)' 3 , ,,=,,:;1•';':' S ampl e u Nmber : a nd'`Type .., N Value (Blow .. Foo tj... , ,,; M oisture ::Content (96) t . ,.,: ,' , °r;' ., .. Descnphon and US .' 3 Classificafion - .Aaj brown 5gRdy SILT (NjL irstmoif _ Brown, loose, SILT (ML) _ — 1SS 5 32.5 Brown, loose, fine SAND (SP) — 5_ - _5_ _ 2SS 5 46.9 Brown, slightly mottled reddish brown, loose, fine SAND (SP) _ — 8 33.7 — 3SS _ Gray, loose, fine SAND (SP) _ 10 10- _ 4SS 17 22.4 _ _15_ 10 27.1 _15_ 5SS — Dark gray, medium dense, medium to coarse SAND (SP) _20_ 6SS 12 ' 23.2 20 Dark gray, loose, medium to coarse SAND (SP) — 25 7SS 9 29.8 25 30 28 21.7 Dark gray, medium dense, medium coarse SAND (SP) 30 8SS 35_ 25 11.3 _35_ 9SS — Dark gray, medium dense, fine to medium gravel (GP) _ — 40 _ ..L-. - - - -- .-- = = =-. Continued on Next Page _40_ j Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 9, 2003 Bergquist Engineering Services Log of Boring 5 All Drilling Rig: Track- mounted CME 850 Boring Size: 6" /Mud Rotary. Automatic Hammer. Drilled By: Gregory Drilling, Inc. Logged By: R. A. Bergquist, PE Approximate Ground Surface Elevation: 15' D e p th '.'i ::Si*tfilili ...,:if „': Number:. : .;': - ad'iYa f t; ' ,tiliiii .-,:-.,:.,T.::.;; ; ..:,, , p■es/ . '' f.•1': ._,;. ,- oistureW, . . ,,,:.,:::. ,,,,,,, ,$),.:":!#"!;:.,,,, .,,,,;.....,,,,,,,,,,,,,,.,;,,:;„....., Os4i090*■4:itA ' Iiiii*ogoi.:..,,,:..:.,, - : .... ,,,..-,,-:.:,, - _40_ _45_ _ _50_ 55 _ 60 _ _ _ 65 21.2 15.1 22.2 31.2 25.9 34.5 Dark gray, dense, medium SAND (SP) - 40 _ _ 45 _ _ Dark gray, medium dense, medium SAND (SP) - ' . _50_ Dark gray, dense, medium SAND (SP) 55 _ _ _ 60 _ _ . Dark gray, medium dense, fine SAND (SP) - 65 lOSS 31 24 21 34 29 17 11SS 12SS 13SS 14SS 15SS _ 70 _ _ 75 _ _ — — _80_ END OF BORING 70 _ _ 75 _ _ _ _ 80 Bergquist Engineering Services Log of Boring 5 Continued Al2 ” BORING LOG NOTES These notes and boring Togs are intended for use with this geotechnical report for the purposes and project described therein. The boring Togs depict BES's interpretation of subsurface conditions at the location of the boring on the date noted. Subsurface conditions may vary, and groundwater levels may change because of seasonal or numerous other factors. Accordingly, the boring logs should not be made a part of construction plans or be used to define construction conditions. z ~ w 6 U 0 co co w The approximate locations of the borings are shown on the Site Plan. The borings were located in the field by Steve Beck and Richard Bergquist by estimating distances from existing p w site features. i • s -w z = "Sample Type" refers to the sampling method and equipment used during exploration where: z o • w • "AU" indicates a bulk sample taken from the ground surface or from the auger flights. v w r • "SS" indicates split -spoon sampler with 1 -3/8" inside diameter and 2" outside diameter. ►_ F v -„ O iui z • "DM" indicates Dames and Moore split -spoon sampler with 2-1/2" inside diameter and "Boring Size/Type" refers the diameter and type of auger used. "HSA" denotes hollow -stem auger. "SSA" denotes solid -stem auger. "BA" denotes bucket auger. 3 - /3 outside diameter. "N -Value (Blows /Foot)" refers to the number of blows from a 140 -pound hammer falling 30 inches required to advance a standard sampler one -foot or a specified distance. Refusal is 50 blows for Tess than six inches or 25 blows without advancing the sampler. • "WR" indicates tht the sampler was advanced 18 inches by the weight of the rods without any blows of the hammer. "Moisture Content" refers to the moisture content of the soil expressed in percent by weight as determined in the laboratory. "Description and Classification" refer to the materials encountered in the boring. The descriptions and classifications are generally based on visual examination in the field and laboratory. Where noted, laboratory tests were performed to determine the soil classification. The terms and symbols used in the boring Togs are in general accordance with the Unified Soil Classification System. Laboratory tests are performed in general accordance with applicable procedures described by the American Society for Testing and Materials. A13 BORING LOG NOTES continued "Qp" Estimated unconfined compressive strength as determined with a pocket penetrometer. 7 " Indicates location of groundwater an the date noted. ■•■••••• Solid PVC Pipe Slotted PVC Pipe Bentonite Chips Sand TERMS for RELATIVE DENSITY of NON-COHESIVE SOIL Term Standard Penetration Resistance "N" Very Loose 4 or less Loose 5 to 10 Medium Dense 11 to 30 Dense 31 to 50 Very Dense Over 50 blows/foot TERMS for RELATIVE CONSISTENCY of COHESIVE SOIL Term Very Soft Soft Medium Stiff Stiff Very Stiff Hard Unconfined Compressive Strength 0 to 0.25 tons/square-foot (tsf) 0.25 to 0.50 tsf 0.50 to 1.00 tsf 1.00 to 2.00 tsf 2.00 to 4.00 tsf Over 4.00 tsf A14 j DEFINITION of MATERIAL by DIAMETER of PARTICLE Boulder 8- inches+ Cobble 3 to 8 inches Gravel 3 inches to 5mm Coarse Sand 5mm to 0.6mm Medium Sand 0.6mm to 0.2mm Fine Sand 0.2mm to 0.074mm Silt 0.074mm to 0.005mm Clay Tess than 0.005mm BORING LOG NOTES continued A15 UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) COARSE GRAINED SOILS (Less than 50% fines. Fines are soils passing the # 200 sieve.) GROUP SYMBOL DESCRIPTION MAJOR DIVISIONS GW Well- graded GRAVELS or GRAVEL -SAND mixtures, less than 5% fines. GRAVELS More than half of coarse fraction is larger than No. 4 sieve. GP Poorly graded GRAVELS or GRAVEL -SAND mixtures, less than 5% fines. GM Silty GRAVELS, GRAVEL- SAND -SILT mixtures, more than 12% fines. GC Clayey GRAVELS, GRAVEL- SAND -SILT mixtures, more than 12% fines. SW Well- graded SANDS or Gravelly SANDS mixtures, less than 5% fines. SANDS More than half of coarse fraction is smaller than No. 4 sieve. SP Poorly graded SANDS or Gravelly SANDS mixtures, less than 5% fines. SM Silty SANDS, SAND -SILT mixtures, more than 12 % fines. SC Clayey SANDS, SAND -CLAY mixtures, more than 12% fines Note: Coarse - grained soils receive dual symbols if they contain between 5 and 12 percent fines. FINE - GRAINED SOILS (More than 50% fines. Fines are materials passing the # 200 sieve) GROUP SYMBOL DESCRIPTION MAJOR DIVISIONS ML Inorganic SILTS, very fine SANDS, ROCK FLOUR, Silty or Clayey SANDS SILTS and CLAYS ' Liquid limit less than 50 CL Inorganic CLAYS of low to medium plasticity, Gravelly CLAYS, Sandy CLAYS, Silty CLAYS, Lean CLAYS OL Organic SILTS, or organic Silty CLAYS of low plasticity MH Inorganic SILTS, Micaceous or Diatomaceous fine SANDS or SILTS, Elastic SILTS SILTS and CLAYS Liquid limit greater than 50 CH Inor CLAYS of high plasticity, fat CLAYS OH Organic CLAYS of medium to high plasticity PT PEAT, MUCK, and other highly organic soils Highly organic soils Note: Fine - grained soils receive dual symbols if their limits plot left of the "A" Line and have a plasticity index (PI) of 4 to 7 percent. UNIFIED SOIL CLASSIFICATION SYSTEM Bergquist Engineering Services J A16 J j Rigid, 4" Diameter, Perforated PVC Pipe (Perforations Facing Down) Project Name: Proposed Fort Dent Soccer Complex Location: Tukwila, Washin�cton Date: February 15, 2003 Exterior Grade. Sloped Away from Building Tightline Roof Drain Nonwoven, Needle Punched or Spunbound, Filter Fabric (MIRAFI 140N or Equal) �y Minimum 6" thick wrap of washed gravel SCHEMATIC OF FOOTING DRAIN Bergquist Engineering Services A17 I Footing I Interior Floor For: Starfire Sports BES Project Number: 200301 -1 QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51— 100 $23.50 101— 1,000 $37.00 1,001 - 10,000 $49.25 . 10,001 - 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 51. 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME ,TAKFlee 61itAixtr/e4A/C.E5S/Oxi 01116b/N&) PERMIT # D93 DR+ — Pr,()D - DcKe 1. APPLICATION BASE FEE 2. Enter total cost for each improvement category: General 332.00 Erosion prevention 0 Water Sewer 0 Storm water Road /Parking /Access C? A. Total Improvements 3. Calculate improvement - based fees: B. 2.5% of first $100,000 of A. 78'UUU C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount of $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) $ 5. GRADING Plan Review and Permit Fees '' $ /1Z cubic yards Enter total fill volume cubic yards Enter total excavation volume Use the following table to estimate the grading application fee. Use the greater of the excavation and fill volumes. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 s r: jfl O N 1 _ t R# O tY'fi�1fS'lddSY.:iYh.�Rl i�{'... .3« u. `VM:MMkY,W}N;rJ.f /YY` .'z YS�rR.n.iv.; ..+W .� t..v. n rl $250 (1) 16.00 (4) 37.0'D (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION •/ (1 +4 +5) $ .S• OO RECEIVED CITY OF TUKWILA SEP - 9 2003 PERMIT'.;ENTEP The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. QUANTITY in CY RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for 1s 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1 1000, plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1s 10,000, plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000, plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance /Inspection Fee (B +C +D) $ 76.00 (6) • 7. Pavement Mitigation Fee $ Q. (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of existing roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. ' 8. GRADING Permit Review Fee • $ (8) Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 2 .....,.._.u.i.4.ew.:�4.:...:. PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* 2-Pyr10, CX0 ? � D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin 1 Total A through E $ 2S00•C7O 10. ' ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Special Connection (TMC Title 14) E. Duwamish F. Storm Drainage Mitigation G. Other Fees — $ $ $ $ $ $ / 3,44. Total A through G $ /3 (10) (12cc ) b DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 10 3')Z ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 3 ( . v:vq..Y.ti:S:iirf iniiJ:7y::1�d�t�,�.'r�r, �:�:.> w5v" iti.. tisicY� .;nY:,�'�'n+i:w.J��6Y�• -. . StarFire Sports _ _ _ - Fort Dent D03-094 September Soccer Complex Permit Cost worksheet 8, 2003 332.00 FEE CALCULATION Application Base Fee 250.00 Improvement categories: General Water 2,800.00 Sewer 0.00 _ _ _ -- - __ Storm Water ____ --- __ -- - Roadway Improvements 0.00 0.00 3,132.00 .. -_ -- — __ _ Improvement total: Improvement -based fees: 2.5% of first $100,000 78.30 2.0% of $100,000 - $200,000 0.00 0.00 1.5% over $200,000 Plan Review Fee: 78.30 Grading Plan Review & Permit Fees: _ _____— ._- -_ —__ Total Excavation volume Total Fill volume 132.00 0.00 _ 37.00 0.00 _ _.__.._._._._.____ -- Grading Plan Review & Permit Fee 37.00 __ _ _ Total Plan Review & Approval Fee: $365.30 _ _ , ":- ,•:k."'. � .. .:l ��: ^ ?- l•i�.��:L; l-� " +;:;+;r °k:;fti:: ^ > ,. .1te , , -._ 1 ... `�H� �,.��,;:��•_ .. ;�,�� rr� ,t � . ..•,� 1_ -:r - ,Quantity�:- .�- .. . - �,`�'Un <�-:: - : U it',Pric�. n •�� �,;�.� x; .. v� Totat t CY $1.30 $171.60 4 . SS i j r' Common Excavation 132 Grading - Fine w/ grader 200 SY $0.80 $160.00 Subtotal $331.60 Covered under D03-093 & PW03 -074 $0.00 _ EA Subtotal $0.00 Covered under D03 -093 & PW03 -074 $0.00 1 . _ .. Subtotal $0.00 $2,800.00 Subtotal S u btotal TOTAL 2" Water Meter $2,800.00 $2,800.00 $0.00 ROAD M M. RQV MEN.TS W ' "" Covered under D03 -093 & PW03 -074 $0.00 $3,131.60 D03 -094 Permit cost.xls Page 1 of 1 BU LDING CODE UBC -1997 B DEAD LOAD 3 psf 0 LIVE LOAD Primaries = 20 psf Secondaries = 20 psf CO LLATERAL LOAD 5 psf ap ROOF SNOW LOAD 25 psf C� N/A 1= 1.00 WIND LOAD 80 m Exp. B � `1 `` d ��� I= 1.00 SEISMIC LOAD Zone: 3 Ca 0.36 te,0we Cs i 1= 1.00 SPECIAL LO None ,as m VA �oeeted b y con totma�`'e e tnt a Ibe \mG eomP°le` an d 612 I N Ptolec EAVE HEIGHT ca\c °\a�i°S spe d t �ca Ctoos• the �ie p °e ° � S an e w��h �� ocrPp b 1wee� �es c wed dot cp°Abt p evas V \off P 1bP E d. (�l lUJ te)1 cop nas aee��o h�� � °b � she des�0o, . lal rtA is BUILDING A B PAGE C Building Design Summary Sheet D FRAME TYPE Gable Symmetrical Clearspan (CL) / 6 3 Purlins And Eave Struts ap 4 WIDTH 3 0 34' -8" Endwall Columns And Rafters V/ 42 6 Bracing 7 Main Frame Runs LENGTH 8 94'-4" EAVE HEIGHT 12' -8" (�l lUJ [� 15 SLOPE 4:12 I BAY SPACING 24' -8 ", 29' -4 ", 16'8" 23' -8 ", ��� '© 2002 TABLE OF CONTENTS SECTION TITLE PAGE 1 Building Design Summary Sheet Z 2 Load Determination / 6 3 Purlins And Eave Struts ap 4 Gilts 3 0 5 Endwall Columns And Rafters V/ 42 6 Bracing 7 Main Frame Runs 4/(0 / ac 8 Standard Material Properties BUYER Sea Con, LLC PROJECT Maintenance - Concession Building -' F 4 " �,., 0 �• LOCATION Tukwila, WA COUNTY King t44 BUILDING DESCRIPTION BUILDING LOADS STRUCTURAL DESIGN CALCULATIONS d F OR JOB #0805- 2088 r aPP `4S44°ble ch a‘16 des ae�g °ed V44\44 these c°mP \o 1 661 and tei1ewed• .. . . R�iD ' MEDDLITON 1 fl . • 1. BUILDING DESIGN SUMMARY Gam v - c)<<-''" 0 Off. 5 66 cv s SJ��a Je Z I f' • Z ul J U 0O Co 0 W= J LL W OO g J LL a w 0 = a I- W Z = HO z W W U- a '- WW 0 O .. UN O z CUSTOMER: SEA CON G L L Job SITL 714 K KW- 4 wA cOcJ&'T : 111 /%1 CONVERSATION RECORD INCLUDED QrYES ❑ NO BLDG. DIMENSION: 3 �{-.. � x ' 4 x 1Z 5 4 " 8 II SPECIAL REQUIREMENTS: SLOPE: 4 :12 DATE: 11 / II BAY SP. 24- 29 , 4 z3 ' 8 / 1 1 6 =gN REV. PQS. DATE: ______..._.._.. /\REV. f CS, DESCRIPTION: V ❑ MS ❑ SS . ❑ L.TO I. 3 C DESIGN CODE_ T /, G / 7 DEAD LOAD ) PSF COLL DEAD LOAD . ROOF LIVE LOAD: PRIMARY FRAMING ZD PS SECONDARY FRAMING 2 - 0 . PSF SNOW LOAD ZS PSF PURLIN: SIZES: I.AP: KNOCK -IN BRIDGING TIE PEAK PURLIN ANTI -ROLL CLIP EAVE STRUT: WIND LOAD - -- MPH -- SEISMIC LOAD: Zone U .SEISMIC HAZARD EXPOSURE GROUP Seisrb,Ic (.45E AQay • SITE COEFFICIENT BASIC STRUCTUR 5i'TE CLASS Response Modification Factor (R) ANALYSIS PROCEDURE: • Equivalent Lateral Force IMPORTANCE FACTORS: Wind Load I 'O Snow Load 1- a Seismic Load 1' p RAINFALL INTENSITY 4- in / hr. (5 -min. duration; 5 -yr. recurrence) SPECIAL LOADS : No NC �'.0' O.C. (STD.) GW l° 13 X13 Z(4 L SC -1g CLIP ❑ 16GA ❑ REQ. DESIGN PROFILE PSF JOB NO . DESIGN BY : CHECKED BY: DATE NC TO : 2-0 2 8' 70 /41,-Pe s f� BAs (52,_ 4 - 5 -03 BLDG. CLASS: (please circle) 1 2 ROOF ❑ GROUND C = f� f ■A EXPOSURE , B ❑ Aci.. ❑ Av. Ss - ❑s ❑ O.C. TYP. /gE( • ❑ I ❑ 14GA 0 12GA ❑ NOT REQ. 'AT BRACED BAY ONLY ra 3 4 SEISMIC PERFORMANCE CATEGORY sEtSmic DEr /4 cR- TEr4v SYS: Dual system w/ ordinary moment frames of steel & concentrically braced frames Deflection Amplification Factor (Cd) ROOF PANEL TYPE & GAGE: ❑ R ❑ PBR ❑ ULTRA DEK I'�O(/S E C©( CONNECTIONS: ['STD. CONN. -BOLTS CONN. © FRAME LINES ALL EKES ❑ NO SPACING peg N S- 5 9 i s �S ❑ NO W/❑ 6C16 SC16 2PER BAY I< ES ❑ NO PER SIDE OF RIDGE. TYPICAL © ALL FRAME LINES C P\IR1.IAi I, 4, 8,12, c7c. FRonn FAVE(s (3 r SIDE WALLS: JOB # 0 7 � FRONT SIDE IZBY PASS W/ ("SL ❑ LL ❑ XLL ❑ MIX (see below) ❑ S. CLIP SIZES LAP SIZES LAP SPACING \, ❑ FLUSH W/ ❑ L. CLIP OPEN TO REMAIN OPEN Q OPEN FOR COLLATERAL BY OTHER S X � g u LA.f Td 2 = S � ❑ WITH SPANDREL BEAM SIZE: W WITH FLANGE BRACE @.... - ITHOUT SPANDREL BEAM STD. NOTE # 5 ( I P-ef ... 2 S A 3. C 1� Z $ `' @ g n-kt S Z, 3, 4- • SPACING ❑ 3' -6" ❑ 7'-4" ❑ 13� d- ❑ 19 ?-4- ❑ 2.5 ❑ BACK SIDE: f:r AS FRONT SIDE ❑ BY PASS W/ ❑ SL ❑ LL ❑ XLL ❑ MIX (see below) ❑ FLUSH .W/ ❑ L. CLIP ❑ S. CLIP ❑ OPEN TO REMAIN OPEN ❑ OPEN FOR COLLATERAL BY OTHER ❑ WITH SPANDREL BEAM SIZE: WITH FLANGE BRACES @ W/ A325 /END ❑ WITH -OUT SPANDREL BEAM STD. NOTE #5 D 3 ❑ 71-4" ❑ r3! 4-" ❑ /9 ❑ . S ' 4!' ❑ z i � 0 00 � Lu J = H w w LQ I Z = � z I- uj • o U O N O I- LL! w O iii = O~ z ENDWALLS: LEFT END WALL ❑ BEARING FRAME (LEW) GIRTS: SIZES: . SPACING: W /F.B.@ RAFTER: O PEN TO REMAIN OPEN ❑ FLUSH ❑ BY PASS ❑ 8X3'/: C12 ❑ 10X3'2 C12 JOB* 2 Q g g70 [MAIN FRAME ❑ OPEN FOR COLLATERAL BY OTHERS ❑ WITH SPANDREL BEAM -- SIZE: WITH FLANGE BRACES @ W/ A325 /END ❑ WITH -OUT SPANDREL BEAM STD. NOTE #5 W/ ❑ S. CLIP W/ ❑ SL c � ❑ 3'-6" ❑ 7'-4" ❑ /3 ❑ 04" ❑ 3' -6" ❑ 7'-4" ❑ 3 - � ► ❑ 1 91-1-" ❑ L. CLIP ❑ LL ❑ XLL ❑ 'zs/ 4" ❑ 025 ❑ ❑12X3 %C12 ❑ WITH F. BRACES @ COLUMN AND @ 5' ON EITHER SIDE OF COLUMN & EVERY OTHER PURLIN ❑ 4. BOLTS (5/8" -A325) COLUMN TO RAFTER CONNECTION REQUIRED BRACING: , ❑ CABLE BRACING ❑ FIX BASE • RACKf To .0 NONE 1 INT MP RE4a END WALL LAYOUT & COLUMN SIZES ❑ DIAPHRAM STD. NOTE #20 v.) 57 RIGHT END WALL 0 SAME AS LEW (REW) GIRTS: ••••••• •••••• N E BEARING FRAME [21.4AIN FRAME 0 OPEN TO REMAIN OPEN OPEN FOR COLLATERAL BY OTHER 0 WITH SPANDREL BEAM ---- SIZE: WITH FLANGE BRACES @ WI-- A325/END WITH OUT SPANDREL BEAM STD. NOTE #5 O FLUSH W/ 0 S. CLIP 0 L. CLIP O BY PASS W/ 0 SL 0 LL 0 XLL SIZES SPACING 0 3'-6" 0 7'-4" 0 (3 0 rP. 0 '25 0 WI F.B. @ 0 3'-6" 0 7'-4" 0 134' 0 M-4- 0 25 0 RAFTER: 0 8X3 1 /2 C12 0 10X3 1 /2 C12 0 12X3 1 /2 C12 0 HOT ROLLED O WITH F. BRACES @ COLUMN AND @ 5' ON EITHER SIDE OF COLUMN & EVERY OTHER PURLIN O .4 BOLTS (518" - A325) COLUMN TO RAFTER CONNECTION REQUIRED BRACING: 0 CABLE BRACING 0 FIX BASE 0 DIAPHRAM STD. NOTE #20 iftY 0 RACKED To 0 NerNE FIRST" INT TIF REqD E. WALL LAYOUT & COLUMN SIZES - - .0110 •••••• •••■••• JOB # 7- g fr7 0 BRACING: JOB # 2-0S$70 ' ROOF RACING @ BAY # ❑ DIAPHRA N I a G 1 I* FRONT SIDE CABLE BRA ING 0 FIX BASE COLUMN [3 DIAPHRAICr1 @ BAY # @ FRAME-LINE STD. NOTE #20 vJ/ ▪ (f) RACKED •Tod I o NH LL y - To ss vJ L " ----- - -° ❑ PORTAL FRAME @ BAY # ❑ 12GA STRUT PURLIN @ BRACED BAY W /4.BOLT CONN. REQ. NoNE REQt BACK SIDE ❑ SAME AS FRONT SIDE ❑ CABLE BRACING ❑ FIX BASE COLUMN ❑ DIAPHRAgM @ BAY # @ FRAME LINE STD. NOTE #20 +t+/ Q T ogSIoNALL'j fSW, L= ❑ PORTAL FRAME © BAY ❑ 12 GA STRUT PURLIN @ BRACED BAY W /4.BOLTS CONN. REQ. ❑ NoNE 2 F►cED 81St COL LIMN ,s 0 P 32 -5 - 5T I TC N -BoCI E'D To WEB OF (YIF /CLA CoLUry C 50 o.C• (±) FLANGES : WES: A.13o : B. F' • E y ACC SSORIES SHEETS (FRAME OPENING, CANOPY, MANSARDS, PARTITIONS... ETC.) FRAME OPENING " l 0 SIZE: y 1 K h 0( 10 l X IC) 1 JAMBS 8 X 3-1/2 C I 6 # STD. DET. #76 REQUIRED 0 NOT REQUIRED • HEADER GIRT @ ELEVATION O CHANGE HEADER GIRT TO O DOUBLE NEST HEADER GIRT w/ HEADER 8 X 3-1/2 C 0 DOUBLE HEADER REQUIRED STANDARD NoTes DRAu3irvQ5 _Not 1 4 13 4 us; . SE crtogs A v\1 -1-isfkv0 REep .1.••• •••••• ••••••• ••••••••• •■•••••••. ••••■•••• •••••• ••••■•••••• •••••••• mg...we ••••••• &Mode I••■•••••• .••••••••• ••••••• ••• ••■••••••• •■•••••■ •••••■•••• ••••••••• JOB# 2o2g7o •••••••• LOCATION F- SW FIXED BASE COLUMN REACTIONS LEGEND +H H M H M H M H M DUE TO WIND 3•g 2.9 DUE TO SEISMIC (E/1.4) 5.2 4. O DUE TO CRANE -- -- LOCATION F- SW FIXED BASE COLUMN REACTIONS LEGEND +H H V H V H V H V DUE TO WIND 3•g 2.9 DUE TO SEISMIC (E/1.4) 5.2 4. O DUE TO CRANE -- -- POSITIVE SIGN CONVENTION BRACING REACTIONS LEGEND FIXED BASE COLUMN REACTIONS LEGEND +H H _____>. It H .E.---- i M v V + M JOB TITLE JOB NO. 2 0 S87 v DESCRIPTION ENDWALL COLUMN & BRACING REACTIONS DESIGNED BY 1< Lp H DATE 6 I¢, .-03 SHEET NO. MAXIMUM ENDWALL COLUMN REACTIONS (IN KIPS) N/A LOCATION BUILDING DEAD +LIVE LOAD T DEAD +WIND UPLIFT 1. WIND SHEAR H MAXIMUM BRACING REACTIONS (IN KIPS) MAXIMUM FIXED BASE REACTIONS ('H' IN KIPS & 'M' IN KIP -FT) /sJ(f SLOPE 4 :12 EH.: I— 4 FRAME ' FLANGE BRACES ' ROOF: 11 3 P4LINS. s (LOW EAVE T0' HIGH EAVE) SLOG: 'A .8 C 0 E JO8 NUMBER: ZO g 2 7 ° SHEET NO. I O q() • l5 6x4- SA A. BOLT W/ 2E) 34 -g of I s m f: 2 G LON c.t.les 661 C • ea-(, I , o � WALL • N O J E • 4IRT #'s (BASE TO EAVE) REV. O.F. WEB I.F. SYM. DE7A'L o f 5 0 r. S F 1+E cArOo9y e 01\16 S f -3 3 860 ). x A325 w/ I ID'S 'x+1 Krc • E Ls 14 . f Ekee ADI Gf , IL "►b To P F ati 6 3 I K.1\166 w O E< )° x A325 w/ E'S O g @< )° x A325 w/ ^ E'S 8 . r !Ttt41 t1 ;� ..�_., z Z re 2 6 U 0 J LL W J LL ?. w d = W F- _ Z 1.- Z - ILI • W • 0 co 0 — O H WW U= o I — z Job Number: 208870 Jun 17, 2003 At LINES 1 -3 C :\Dsn Lib\208870 -C L -1 By: KALPESH JARIWALA Page: 1 of 2 . A B Frame Reaction Schematic (all reactions are In kips. 1 kip = 1,000 pounds.) + s. Hor + Moment + Load Combination Grid Ver Hor Mom Load Combination Grid Ver Hor Mom DL A 2.3 0.5 0.0 DL + 0.5 *SL + WLL + CL A 7.9 -0.6 0.0 DL B 2.3 -0.5 0.0 DL + 0.5 *SL + WLL + CL B 10.1 -3.5 0.0 DL + LL + CL A 17.4 3.8 0.0 DL + SL + 0.5"WLL + CL A 20.4 2.3 0.0 DL + LL + CL B 17.4 -3.8 0.0 DL + SL + 0.5 *WLL + CL B 21.5 -4.4 0.0 DL +SL +CL A 23.8 3.9 0.0 DL + 0.5*UBL + WLL + CL A -0.1 -1.1 0.0 DL + SL + CL B 23.8 -3.9 0.0 DL + 0.5" UBL + WLL + CL B 7.1 -3.0 0.0 DL + UBL + CL A 7.8 2.8 0.0 DL + UBL + 0.5 *WLL + CL A 4.5 1.2 0.0 DL +UBL +CL B 17.9 -2.8 0.0 DL + UBL +0.5 "WLL +CL B 15.6 -3.3 0.0 DL +UBR +CL A 17.9 2.8 0.0 DL +0.5 "UBR + WLL +CL A 4.9 -1.1 0.0 DL + UBR + CL B 7.8 -2.8 0.0 DL + 0.5*UBR + WLL + CL B 2.1 -3.0 0.0 DL + WLL A -4.3 -2.6 0.0 DL + UBR + 0.5'WLL + CL A 14.5 1.2 0.0 DL + WLL B -2.1 -1.5 0.0 DL + UBR + 0.5 "WLL + CL B 5.6 -3.3 0.0 DL + WL2 A 1.4 -3.3 0.0 DL + 0.5 *SL + WL2 + CL A 13.6 -1.3 0.0 DL + WL2 B 0.1 -3.5 0.0 DL + 0.5 *SL + WL2 + CL B 12.3 -5.5 0.0 DL + WLR A -2.1 1.5 0.0 DL + SL + 0.5 "WL2 + CL A 23.3 2.0 0.0 DL + WLR B -4.3 2.6 0.0 DL + SL + 0.5*WL2 + CL B 22.7 -5.4 0.0 DL + WR2 A 0.1 3.5 0.0 DL + 0.5 "UBL + WL2 + CL A 5.7 -1.8 0.0 DL + WR2 B 1.4 3.3 0.0 DL + 0.5 *UBL + WL2 + CL B 9.4 -5.0 0,0 Job Number: 208870 Jun 17, 2003 At LINES 1 -3 C :\Dsn Lib\208870 -C L -1 By: KALPESH JARIWALA Page: 1 of 2 Job Number 208870 Jun 17, 2003 At: LINES 1 -3 C : \DsnLib\208870 -CL -1 By: KALPESH JARIWALA Page: 2 of 2 A B Frame Reaction Schematic (all reactions are in kips. 1 kip = 1,000 pounds.) + I. Hor + Moment + Load Combination Grid Ver Hor Mom Load Combination Grid Ver Hor Mom DL + UBL + 0.5'WL2 + CL A 7.4 0.9 0.0 DL + 0.5'SL + WR2 + CL A 12.3 5.5 0.0 DL + UBL + 0.5'WL2 + CL B 16.8 -4.3 0.0 DL + 0.5 *SL + WR2 + CL B 13.6 1.3 0.0 DL + 0.5 *UBR + WL2 + CL A 10.7 -1.8 0.0 DL + SL + 0.5 *WR2 + CL A 22.7 5.4 0.0 DL + 0.5 *UBR + WL2 + CL B 4.4 -5.0 0.0 DL + SL + 0.5*WR2 + CL B 23.3 -2.0 0.0 DL + UBR + 0.5'WL2 + CL A 17.4 0.9 0.0 DL + 0.5 *UBL + WR2 + CL A 4.4 5.0 0.0 DL + UBR + 0.5*WL2 + CL B 6.7 -4.3 0.0 DL + 0.5 *UBL + WR2 + CL B 10.7 1.8 0.0 DL + 0.5 *SL + WLR + CL A 10.1 3.5 0.0 DL + UBL + 0.5'WR2 + CL A 6.7 4.3 0.0 DL + 0.5 *SL + WLR + CL B 7.9 0.6 0.0 DL + UBL + 0.5'WR2 + CL B 17.4 -0.9 0.0 DL + SL + 0.5*WLR + CL A 21.5 4.4 0.0 DL + 0.5 *UBR + WR2 + CL A 9.4 5.0 0.0 DL + SL + 0.5*WLR + CL B 20.4 -2.3 0.0 DL + 0.5 *UBR + WR2 + CL B 5.7 1.8 0.0 DL + 0.5*UBL + WLR + CL A 2.1 3.0 0.0 DL + UBR + 0.5*WR2 + CL A 16.8 4.3 0.0 DL + 0.5 *UBL + WLR + CL B 4.9 1.1 0.0 DL + UBR + 0.5'WR2 + CL B 7.4 -0.9 0.0 DL + UBL + 0.5'WLR + CL A 5.6 3.3 0.0 DL +CL +EQU1.4 A 4.5 -0.2 0.0 DL + UBL + 0.5*WLR + CL B 14.5 -1.2 0.0 DL +CL +EQU1.4 B 6.1 -2.1 0.0 DL + 0.5 *UBR + WLR + CL A 7.1 3.0 0.0 DL +CL +EQR /1.4 A 6.1 2.5 0.0 DL + 0.5 *UBR + WLR + CL B -0.1 1.1 0.0 DL +CL +EQR /1.4 B 4.5 -0.2 0.0 DL + UBR + 0.5'WLR + CL A 15.6 3.3 0.0 DL + UBR + 0.5'WLR + CL B 4.5 -1.2 0.0 Job Number 208870 Jun 17, 2003 At: LINES 1 -3 C : \DsnLib\208870 -CL -1 By: KALPESH JARIWALA Page: 2 of 2 - - Job Number: 208870 Jun 17, 2003 ft At: LINES 4 -5 C: \DsnLib\208870 -CL -2 By: KALPESH JARIWALA Page: 1 of 3 Z W cc 6 -U 0O U) 0 . w J LL WO II O 0 1-- W W H� W Z U= O Z A B Frame Reaction Schematic (all reactions are in kips. 1 kip = 1,000 pounds.) + Hor+ Moment + Load Combination Grid Ver Hor Mom Load Combination Grid Ver Hor Mom DL +CL +EQU1.4 A 2.5 -0.3 0.0 DL +WLR A • -0.6 0.9 0.0 DL +CL +EQU1.4 B 4.1 -2.0 0.0 DL + WLR B -2.1 2.2 0.0 DL +CL +EQR /1.4 A 4.1 2.4 0.0 DL +WR2 A 1.0 2.3 0.0 DL +CL +EQR/1.4 B 2.5 -0.1 0.0 DL + WR2 B 0.6 2.3 0.0 DL A 1.5 0.5 0.0 DL + 0.5*SL + WLL + CL A 4.1 -0.2 0.0 DL B 1.5 -0.5 0.0 DL + 0.5 "SL + WLL + CL B 5.5 -3.0 0.0 DL + LL + CL A 10.3 3.4 0.0 DL + SL + 0.5 "WLL + CL A 10.2 2.6 0.0 DL + LL + CL B 10.3 -3.4 0.0 DL + SL + 0.5 "WLL + CL B 11.0 -4.2 0.0 DL + SL + CL A 12.0 3.9 0.0 DL + 0.5*UBL + WLL + CL A 0.8 -0.9 0.0 DL + SL + CL B 12.0 -3.9 0.0 DL + 0.5*UBL + WLL + CL B 4.5 -2.2 0.0 DL + UBL +CL A 5.4 2.5 0.0 DL + UBL + 0.5 "WLL +CL A 3.6 1.1 0.0 DL + UBL + CL B 9.9 -2.5 0.0 DL + UBL + 0.5*WLL + CL B 8.8 -2.7 0.0 DL + UBR + CL A 9.9 2.5 0.0 DL + 0.5*UBR + WLL + CL A 3.0 -0.9 0.0 DL + UBR + CL B 5.4 -2.5 0.0 DL + 0.5 "UBR + WLL + CL B 2.2 -2.2 0.0 DL + WLL A -2.1 -2.2 0.0 DL + UBR + 0.5 "WLL + CL A 8.1 1.1 0.0 DL + WLL B -0.6 -0.9 0.0 DL + UBR + 0.5 "WLL + CL B 4.3 -2.7 0.0 DL + WL2 A 0.6 -2.3 0.0 DL + 0.5 "SL + WL2 + CL A 6.7 -0.2 0.0 DL + WL2 B 1.0 -2.3 0.0 DL + 0.5"SL + WL2 + CL B 7.2 -4.4 0.0 - - Job Number: 208870 Jun 17, 2003 ft At: LINES 4 -5 C: \DsnLib\208870 -CL -2 By: KALPESH JARIWALA Page: 1 of 3 Z W cc 6 -U 0O U) 0 . w J LL WO II O 0 1-- W W H� W Z U= O Z Job Number: 208870 At: LINES 4 -5 By: KALPESH JARIWALA Jun 17, 2003 C:\DsnLib\208870-CL-2 Page: 2 of 3 A B Frame Reaction Schematic (all reactions are In kips. 1 kip = 1,000 pounds.) + L . Hor + Moment + Load Combination Grid Ver Hor Mom Load Combination Grid Ver Hor Mom DL + SL + 0.5*WL2 + CL A 11.6 2.6 0.0 DL + 0.5 "UBR + WLR + CL A 4.5 2.2 0.0 DL + SL + 0.5*WL2 + CL B 11.8 -4.9 0.0 DL + 0.5 *UBR + WLR + CL B 0.8 0.9 0.0 DL + 0.5 *UBL + WL2 + CL A 3.4 -1.0 0.0 DL + UBR + 0.5*WLR + CL A 8.8 2.7 0.0 DL + 0.5 *UBL + WL2 + CL B 6.1 -3.6 0.0 DL + UBR + 0.5*WLR + CL B 3.6 -1.1 0.0 DL + UBL + 0.5*WL2 + CL A 4.9 1.1 0.0 DL + 0.5 "SL + WR2 + CL A 7.2 4.4 0.0 DL + UBL + 0.5*WL2 + CL B 9.7 -3.4 0.0 DL + 0.5 *SL + WR2 + CL B 6.7 0.2 0.0 DL + 0.5 *UBR + WL2 + CL A 5.7 -1.0 0.0 DL + SL + 0.5*WR2 + CL A 11.8 4.9 0.0 DL + 0.5 *UBR + WL2 + CL B 3.8 -3.6 0.0 DL + SL + 0.5 *WR2 + CL B 11.6 -2.6 0.0 DL + UBR + 0.5*WL2 + CL A 9.4 1.1 0.0 DL + 0.5 *UBL + WR2 + CL A 3.8 3.6 0.0 DL + UBR + 0.5*WL2 + CL B 5.2 -3.4 0.0 DL + 0.5 *UBL + WR2 + CL B 5.7 1.0 0.0 DL + 0.5 *SL + WLR + CL A 5.5 3.0 0.0 DL + UBL + 0.5*WR2 + CL A 5.2 3.4 0.0 DL + 0.5 *SL + WLR + CL B 4.1 0.2 0.0 DL + UBL + 0.5 *WR2 + CL B 9.4 -1.1 0.0 DL + SL + 0.5*WLR + CL A 11.0 4.2 0.0 DL + 0.5 "UBR + WR2 + CL A 6.1 3.6 0.0 DL + SL + 0.5*WLR + CL B 10.2 -2.6 0.0 DL + 0.5*UBR + WR2 + CL B 3.4 1.0 0.0 DL + 0.5 *UBL + WLR + CL A 2.2 2.2 0.0 DL + UBR + 0.5 *WR2 + CL A 9.7 3.4 0.0 DL + 0.5 *UBL + WLR + CL B 3.0 0.9 0.0 DL + UBR + 0.5 *WR2 + CL B 4.9 -1.1 0.0 DL + UBL + 0.5*WLR + CL A 4.3 2.7 0.0 DL +CL +TORSION EQV1.4 A 1.4 -2.2 0.0 DL + UBL + 0.5*WLR + CL B 8.1 -1.1 0.0 Job Number: 208870 At: LINES 4 -5 By: KALPESH JARIWALA Jun 17, 2003 C:\DsnLib\208870-CL-2 Page: 2 of 3 Job Numbei: 208870 Jun 17, 2003 At: LINES 4 -5 C :\DsnLib\208870 -CL -2 By: KALPESH JARIWALA Page: 3 of 3 Z • W tr 2 .iU U O to 0 w J = w ▪ • • d = w Z � I— O w U0 0^ — CI I— w u1 H0 L I O .. w co 0 Z A Frame Reaction Schematic (all reactions are in kips. 1 kip = B 1,000 pounds.) + Hor + Moment + Load Combination Grid Ver Hor Mom Load Combination Grid Ver Hor Mom DL +CL +TORSION EQU1.4 B 5.1 -3.3 0.0 1 DL +CL +TORSION EQR /1.4 A 5.1 4.3 0.0 DL +CL +TORSION EQR/1.4 B 1.4 1.2 0.0 DL +TORSION WLL A -2.1 -2.2 0.0 DL +TORSION WLL B -0.6 -0.9 0.0 DL +TORSION WLR A -0.6 0.9 0.0 DL +TORSION WLR B -2.1 2.2 0.0 Job Numbei: 208870 Jun 17, 2003 At: LINES 4 -5 C :\DsnLib\208870 -CL -2 By: KALPESH JARIWALA Page: 3 of 3 Z • W tr 2 .iU U O to 0 w J = w ▪ • • d = w Z � I— O w U0 0^ — CI I— w u1 H0 L I O .. w co 0 Z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 6/16/2003 6:31 PM Kalpesh Jariwala WORK ORDER # 208870 UBC97 FRONT ( L.S.) SW DL = BACK SW DL SEISMIC LEFT EW DL = RIGHT EW DL = ROOF LIVE LOAD= COLLATERAL LOAD = GROUND SNOW = ZONE = 3 WIND WIND VELOCITY= ENCLOSED / OPEN (E/P /O) WIDTH = DIST. TO RIDGE= TYP. PURL SPC= MIN. FRAME MOD. SPC = FSW BRACED BAYS = 1 FRAME LL = 20.00 ROOF PANEL AND PURLIN DEAD LOAD = FRAMING DEAD LOAD = TOTAL DEAD LOAD = 20.00 PSF FRONT SW TYPE= STUDS 20.00 PSF BACK SW TYPE= STUDS 20.00 PSF LEFT EW TYPE= STUDS 20.00 PSF RIGHT EW TYPE = STUDS 20.00 PSF LIVE LOAD RED.(Y/I N 5.00 PSF OCCUPANC D 25.00 PSF co = 1.00 80.00 MPH E 34.67 FT. 17.33 FT. 5.00 FT. 34.67 FT. PERCENT SNOW LOAD FOR SHEAR = 0.00 SOIL TYPE (Sa,Sb,Sc,Sd,Se) = (or enter nothing to default) EXP.= B LENGTH = TYP. BAY SPC= TYP. GIRT SPC= BSW BRACED BAYS= 1 PSF ROOF SL = UBC -97 Page 1 of 2 3.00 PSF 2.00 PSF 5.00 PSF 94.33 FT. 27.00 FT. 6.00 FT. FRAME LIVE LOADS AND SNOW LOADS A :Esssentlal facilities or Hazardous facilities. B: Primary occupancy greater than 300. C: Agicultural Buildings. D: All others. FRONT SW EAVE HT= 12.67 FT TYP. EW COL SPC= 20.00 FT BACK SW EAVE HT= 12.67 FT SLOPE- 4.00 :12 25.00 PSF SNOW IMPORTANCE = 1.00 Version 1.2 9/14/00 B208870.xIs B208870.xts SEISMIC IMPORTANCE FACTOR = 1.00 6/16/2003 6:31 PM Kalpesh Jariwala SOIL TYPE = Sd LONG. SHEAR GOV. BY SEISMIC. BS DIAG. BRACING DESIGN GOV. BY SEISMIC. FS DIAG. BRACING DESIGN GOV. BY SEISMIC. 208870 WIND LOADS P =Ce I qs Cq where I = 1.00 qs = .00256*V "2 = 16.38 At Eave Ht. Ce = 0.62 FRAME PRESSURE Pa 10.24 PSF • Cq TOTAL LONG. WIND SHEAR n TOTOL FS DIAG WIND TENSION = TOTAL BS DIAG WIND TENSION C1 0.80 C2 = -0.90 C3 = -0.70 C4 = -0.50 COMPONENT PRESSURE P a 10.24 PSF APPLIED TO THE BELOW COEFFICIENTS PURLINS GIRTS ENDWALL RAFTER ENDWALL COL. LONGITUDINAL BRACING TOTAL ROOF DL = 32.70 KIPS LEFT ENDWALL DL = 6.39 KIPS RIGHT ENDWALL DL = 6.39 KIPS TOTAL DL = 45.49 KIPS SL FOR SEISMIC a 0.00 KIPS Max V=(Cv I /R/T) W = 8.00 KIPS V =(2.5Ca/R) W= 3.66 KIPS Min V=(0.11Ca I) W= 0.90 KIPS Long. Shear V per SIdewall 11.4 = 2.61 KIPS Frame Shear per Bay /1.4= FS Diagonal Tension • omega /1.4 = 'Z X 6.34 KIPS 1 6e BS Diagonal Tension • omega /1.4= 0' 0 KIPS omega•(Frame Shoal/1.4a (DuE 70 1ORS!onhi. f M C10 2 FRAME LATERAL SHEAR GOV. BY SEISMIC. 2.13 KIPS 2.35 KIPS 2.35 KIPS C1 = 0.80 C2 = 0.30 C3 = -0.70 C4 = -0.50 INT ZONE SUCT. Cq a -1.00 EAVES, RAKES, RIDGES Cq = -2.30 INT. ZONE SUCT. Cq a -0.90 CORNER REGIONS SUCT. Cq = -1.20 INT. ZONE SUCTION Cq = -0.70 RACK EDGE STRIP SUCTION Cq a -2.30 ROOF OVERHANG SUCTION Cq = -2.80 INT. ZONE SUCT. Cq = -0.90 CORNER REGION SUCT. Cq a -1.20 WINDWARD ENDWALL C = 0.8 LEEWARD ENDWALL C a -0.5 SEISMIC LOADS Longitudinal Seismic Shear ze 0.300 Cv = 0.540 Ca = 0.360 omega = 2.200 R = 5.60 UBC -97 Page 2 of 2 TOTAL ROOF DL = FRONT SIDEWALL DL = BACK SIDEWALL DL = TOTAL DL I3 SL FOR SEISMIC a Max V =(Cv I /R/T) W = V =(2.5Ca/R) W = Min V=(0.11Ca I )W C1= Cq WINDWARD WALL C2= Cq WINDWARD ROOF C3= Cq LEEWARD ROOF C4= Cq LEEWARD WALL INT. ZONES PRES. Cq = 0.00 EAVES, RAKES, RIDGES Cq a 0.00 INT. ZONE PRES. Cq = 0.90 CORNER REGIONS PRES. Cq = 0.90 INT. ZONE PRES. Cq = 0.90 CORNER REGION PRES. Cq a 0.90 B208870.xls Lateral Seismic Shear (0.035) (1.1) (1.3) cc= 0.035 Nv= 1.100 Na = 1.300 omega a 2.80 R = 4.50 T =Ct (h) "3/4 = 0.27 At Mean Ht. Ce = 0.63 MAX. FRAME WIND SHEAR = 1.95 KIPS PRESSURE Cq = 0.00 9.36 KIPS 6.84 KIPS 6.84 KIPS 23.04 KIPS 0.00 KIPS 7.09 KIPS 3.24 KIPS 0.64 KIPS 2.31 KIPS 6.48 KIPS EDGE STRIP WIDTH = 3.47 FT. B208870.xls JOB NO. 208870 THIS SHEET TO BE USED IN CONJUNCTION WITH UBC -97 WORKSHEET ONLY MIN NO. OF BRACED BAYS @ ANY SW 1.0 1§ E 33 2 4 WIDTH 34.666 LENGTH 94.333 AREA (A 3270.148 rma, (for MFs) 0.250 rmax (for Portals) 0.500 r� 0 6/16/2003 6:31 PM Kalpesh Jariwala FINAL p VALUE p 5 1.5) p= 2- 20 /[r 0.601 < 1.0, so use 1.0 for MFs p = 2- 20 /[r *sgrt(A 1.301 1.301 for Portals Page 1 of 1 B208870.xls 19 UBC -97 'p' Factors B208870.xls UBC -97 'p' Factors • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 * ** PURLIN DESIGN * ** * ** GEOMETRIC DATA 4 c** BAY SPACING (FEET) : 24.6666,29.3333,23.6666,16.6666 INSET LEFT (FEET) : 1.250 INSET RIGHT (FEET) : 1.250 PURLIN EXTN LEFT (FT.): 1.66660 PURLIN EXTN RIGHT (FT.) .00000 ROOF SLOPE :4.000/12 HORIZONTAL SPACING (FT.): 5.00000 PURLIN DEPTH (INCH) :10.00 * ** DESIGN CRITERIA * ** DEAD LOAD (PSF) 3.00 LIVE LOAD (PSF): 36.25 WIND VELOCITY PRESSURE (q): 10.300 PSF SPECIAL WIND COEFF.: -1.00 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.035 MAX. SHEAR OR BENDING UNITY CHECK :1.035 MAX. DEFLECTION LIMIT PER SPAN : L /160. * ** LOADING COMBINATION * ** 1. DL +LL 2. DL +WL 3. DL +0.5LL +WL 4. DL +LL +0.5WL * ** CRITICAL ROW SUMMARY * ** SPAN ANALYSIS # LENGTH 1 2.9166 2 23.4166 3 29.3333 4 23.6666 5 15.4166 6 1.2500 LAP LEFT .0000 .0000 2.4791 2.4791 1.2291 .0000 JOB NUMBER : 208870 ( FULL OPTIMIZATION ) SIZE OF SECTION LAP WIND DL + WL DL + LL RIGHT COEF (KLF) (KLF) 10Z13 .0000 - 1.0000 -.0401 .1862 10Z13 2.4791 - 1.0000 -.0401 .1862 10Z13 1.2291 - 1.0000 -.0401 .1862 10Z14 1.2291 - 1.0000 -.0401 .1862 10Z14 .0000 - 1.0000 -.0401 .1862 10Z14 .0000 - 1.0000 -.0401 .1862 21 * ** FLANGE BRACE INFORMATION * ** 22 SPAN NOLENGTH OUTSIDE INSIDE em NO (FT.) BRACES BRACES 1 2.917 1 @5.0000 1 @5.0000 2 23.417 5 @5.0000 5 @5.0000 3 29.333 a @5.0000 6 @5.0000 4 23.667 5 @5.0000 5 @5.0000 5 15.417 4 @5.0000 4 @5.0000 6 1.250 1 @5.0000 1 @5.0000 * ** PURLIN DESIGN * ** JOB NAME: 208870 PAGE 2 LOADING COMBINATION -- DL +LL ,_!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #1 K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .00! 10.60 5.42 .00 .00 .00! z !LL! .00! .00! .00 .00 .00 .00 .00! < • 1!FM! .00! .00! .00 .00 .00 .00 .00! 95 ,= Z !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -.79! -.54! 10.60 5.42 .10 .07 .02! 6 m JO 00 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL co 0 I #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- W = !LS! -.79! 1.64! 10.60 5.42 .30 .07 .10! u) LL !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! 6.44! .00! 9.60 5.42 .00 .67 .67! 374 g F- !RL! -7.24! -2.26! 10.60 5.42 .42 .68 .64! u. < !RS!- 13.41! -2.72! 21.20 10.85 .25 .63 .46! cn a SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL F-111 H ! #! K -FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- H O Z F- !LS !- 13.41! 2.79! 21.20 10.85 .26 .63 .47! ! ZED LL! -7.06! 2.33! 10.60 5.42 .43 .67 .63! n p 3!FM! 7.55! .00! 9.60 5.42 .00 .79 .79! 251 0c,, !RL! -8.42! -2.44! 10.60 5.42 .45 .79 .83! OF � !RS!- 11.56! -2.67! 18.73 8.44 .32 .62 .48! = W �U ..,-'ILO !MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL u.~0 ! #! K-FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- LLI Z UN !LS!- 11.56! 2.42! 18.73 8.44 .29 .62 .46! 1= H !LL! -6.15! 1.95! 8.13 3.02 .65 .76 .99! Z 4!FM! 4.10! .00! 7.34 3.02 .00 .56 .56! 598 !RL! -4.23! -1.76! 8.13 3.02 .58 .52 .61! !RS! -6.55! -1.99! 16.26 6.04 .33 .40 .27! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -6.55! 1.85! 16.26 6.04 .31 .40 .26! !LL! -4.41! 1.62! 8.13 3.02 .54 .54 .58! 5!FM! 2.65! .00! 7.34 3.02 .00 .36 .36! 1315 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -.15! -1.02! 8.13 3.02 .34 .02 .11! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -.15! .23! 8.13 3.02 .08 .02 .01! !LL! .00! .00! .00 .00 .00 .00 .00! 6!FM! .00! .00! .00 .00 .00 .00 .00! 296 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! .00 .00 .00 .00 .00! " „ acwr. aNasaroxsa? 23 * ** PURLIN DESIGN * ** JOB NAME: 208870 PAGE 3 LOADING COMBINATION -- DL +WL .._!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #1 K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .00! 14.13 7.23 .00 .00 .00! Z !LL! .00! .00! .00 .00 .00 .00 .00! < . 1!FM! .00! .00! .00 .00 .00 .00 .00! 444 1-6 !RL! .00! .00! .00 .00 .00 .00 .00! re 2 !RS! .17! .12! 14.13 7.23 .02 .01 .00! 6 ❑ JO SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL N 0 . ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- J = 1.... !LS! .17! -.35! 14.13 7.23 .05 .01 .00! u) u_ !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! -1.38! .00! 12.80 7.23 .00 .11 .00! 1741 ilE !RL! 1.55! .49! 13.64 7.23 .07 .11 .02! u. Q !RS! 2.89! .59! 28.27 14.46 .05 .10 .01! via SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL Z H ! #! K -FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- O Z1-- !LS! 2.89! -.60! 28.27 14.46 .06 .10 .01! !LL! 1.52! -.50! 13.17 7.23 .07 .12 .02! : ❑ 3!FM! -1.621 .00! 12.80 7.23 .00 .13 .00! 1169 8 v1 !RL! 1.80! .52! 13.17 7.23 .07 .14 .02! 01-- !RS! 2.49! .57! 24.97 11.26 .07 .10 .01! = W II 1.., U tLO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL u-~O 1 ! #1 K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- .. Z V N !LS! 2.49! -.52! 24.97 11.26 .06 .10 .01! 1= _ !LL! 1.32! -.42! 10.35 4.03 .10 .13 .03! ZF- 4!FM! -.88! .00! 9.79 4.03 .00 .09 .00! 2780 !RL! .90! .38! 10.56 4.03 .09 .09 .02! !RS! 1.41! .43! 21.68 8.05 .07 .07 .01! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 1.41! -.40! 21.68 8.05 .07 .07 .01! !LL! .95! -.35! 10.84 4.03 .09 .09 .02! 5!FM! -.57! .00! 9.79 4.03 .00 .06 .00! 6109 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .03! .22! 10.84 4.03 .05 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .03! -.05! 10.84 4.03 .01 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 6!FM! .00! .00! .00 .00 .00 .00 .00! 1376 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! .00 .00 .00 .00 .00! 24 * ** PURLIN DESIGN * ** JOB NAME: 208870 PAGE 4 LOADING COMBINATION -- DL +0.5LL +WL .LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .00! 14.13 7.23 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! Z • 1!FM! .00! .00! .00 .00 .00 .00 .00! 388 = l' !RL! .00! .00! .00 .00 .00 .00 .00! CL W !RS! -.20! -.13! 14.13 7.23 .02 .01 .00! 2 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL U p ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- W = J H !LS! -.20! .40! 14.13 7.23 .06 .01 .00! co u. !LL! .00! .00! .00 .00 .00 .00 .00! w O 2!FM! 1.59! .00! 12.80 7.23 .00 .12 .12! 1521 ME !RL! -1.79! -.56! 14.13 7.23 .08 .13 .02! g ~ Q !RS! -3.31! -.67! 28.27 14.46 .06 .12 .02! N D =a SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL +- _ ! #! K -FT! KIP ! MOMENT (Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- ZF 1- O !LS! -3.31! .69! 28.27 14.46 .06 .12 .02! w W !LL! -1.74! .57! 14.13 7.23 .08 .12 .02! 2E D 3!FM! 1.86! .00! 12.80 7.23 .00 .15 .15! 1021 v !RL! -2.08! -.60! 14.13 7.23 .08 .15 .03! 0E- !RS! -2.85! -.66! 24.97 11.26 .08 .11 .02! W W = U . .LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL � I- ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- - Z W !LS! -2.85! .60! 24.97 11.26 .07 .11 .02! H Z ILL! -1.52! .48! 10.84 4.03 .12 .14 .03! O ff." 4!FM! 1.01! .00! 9.79 4.03 .00 .10 .10! 2429 Z !RL! -1.05! -.43! 10.84 4.03 .11 .10 .02! !RS! -1.61! -.49! 21.68 8.05 .08 .07 .01! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -1.61! .46! 21.68 8.05 .08 .07 .01! !LL! -1.09! .40! 10.84 4.03 .10 .10 .02! 5!FM! .65! .00! 9.79 4.03 .00 .07 .07! 5337 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -.04! -.25! 10.84 4.03 .06 .00 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES J UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -.04! .06! 10.84 4.03 .01 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 6!FM! .00! .00! .00 .00 .00 .00 .00! 1202 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! .00 .00 .00 .00 .00! 25 * ** PURLIN DESIGN * ** JOB NAME: 208870 PAGE 5 LOADING COMBINATION -- DL +LL +0.5WL ILO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -Id- !LS! .00! .00! 14.13 7.23 .00 .00 .00! ILL! .00! .00! .00 .00 .00 .00 .00! Z 1!FM! .00! .00! .00 .00 .00 .00 .00! 112 !RL! .00! .00! .00 .00 .00 .00 .00! CL w !RS! -.68! -.46! 14.13 7.23 .06 .05 .01! -Jo SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! 00 UNITY CHECKS co x 0 ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- J F_ !LS! -.68! 1.40! 14.13 7.23 .19 .05 .04! U) LL, !LL! .00! .00! .00 .00 .00 .00 .00! W O 2!FM! 5.50! .00! 12.80 7.23 .00 .43 .43! 439 ZE !RL! -6.19! -1.93! 14.13 7.23 .27 .44 .26! g a !RS!- 11.45! -2.32! 28.27 14.46 .21 .41 .21! u = SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL 1- i ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- ? i F- O !LS!- 11.45! 2.39! 28.27 14.46 .22 .41 .21! w w !LL! -6.03! 1.99! 14.13 7.23 .28 .43 .26! ZED 3!FM! 6.45! .00! 12.80 7.23 .00 .50 .50! 294 U !RL! -7.21! -2.08! 14.13 7.23 .29 .51 .34! O D !RS! -9.87! -2.28! 24.97 11.26 .27 .40 .23! W W =U .LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL �F= ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- - .Z !LS! -9.87! 2.06! 24.97 11.26 .24 .40 .22! H Z ILL! -5.25! 1.67! 10.84 4.03 .41 .48 .41! O F- 4!FM! 3.51! .00! 9.79 4.03 .00 .36 .36! 701 Z !RL! -3.63! -1.51! 10.84 4.03 .37 .33 .25! !RS! -5.59! -1.70! 21.68 8.05 .28 .26 .15! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -5.59! 1.58! 21.68 8.05 .26 .26 .13! !LL! -3.77! 1.38! 10.84 4.03 .34 .35 .24! 5!FM! 2.26! .00! 9.79 4.03 .00 .23 .23! 1540 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -.12! -.87! 10.84 4.03 .22 .01 .05! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #1 K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -.12! .20! 10.84 4.03 .05 .01 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 6!FM! .00! .00! .00 .00 .00 .00 .00! 347 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .00! .00 .00 .00 .00 .00! .� iix'. u1L', udkai3:: : u:,`, lri:= iW. NS7F s .�la +:4t.J1:S.1i.`Zif.Oa:�:`ti. Mn3 UNITY CHECKS ! DEFL UNITY CHECKS ! DEFL 26 +F V.rtr� .� y , ' . 11"1= =»in o'xq,=+ai== Ver Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 * ** EAVE STRUT DESIGN * ** * ** GEOMETRIC DATA * ** BAY SPACING (FEET) : 24.6666,29.3333,23.6666,16.6666 BAY SPACING (FEET) INSET LEFT (FEET) EAVE EXTN LEFT (FT.) ROOF SLOPE EAVE STRUT DEPTH (INCH) * ** DESIGN CRITERIA * ** JOB NUMBER : 208870 ( FULL OPTIMIZATION ) :1.2500 INSET RIGHT (FEET ) : 1.6666 EAVE EXTN RIGHT (FT.) :1.000/12 HORIZONTAL SPACING (FT.) :10.00 DEAD LOAD (PSF) : 3.000 LIVE LOAD (PSF):36.250 WIND VELOCITY PRESSURE (q): 10.300 PSF SPECIAL WIND COEFF.: -1.000 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.030 MAX. SHEAR OR BENDING UNITY CHECK :1.030 MAX. DEFLECTION LIMIT PER SPAN : L /100. LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL -FT- NAME IN.SQ. INERTIA COEF (KLF) (KLF) 1 2.92 10ES12 2.093 32.19 - 1.0000 -.0184 .0978 2 23.42 10ES12 2.093 32.19 - 1.0000 -.0184 .0978 3 29.33 10ES12 2.093 32.19 - 1.0000 -.0184 .0978 4 23.67 10ES12 2.093 32.19 - 1.0000 -.0184 .0978 5 15.42 10ES14 1.396 21.67 - 1.0000 -.0184 .0978 6 1.25 10ES14 1.396 21.67 - 1.0000 -.0184 .0978 '.1:c�.LU.++...+i. :..�t;:r.... �.: ��`.. rrri{•. , '.;k:�,e.i::,:„ «i.(r:o ?.Y1; >.. r..�.�. „tii.a.xw,::� :1.2500 .0000 : 2.5000 * ** SAVE STRUT DESIGN * ** JOB NAME: 208870 PAGE 2 * * ** DEAD + LIVE LOAD * * ** ,_!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -LI- !LS! 1!FM! RS! .00! .00! .00 .00 ! .00 .00 .00! .00! .00! .00 .00 ! .00 .00 .00! -135 -.42! .29! 15.34 9.67 ! .03 .03 .03! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -.42! 1.16! 2!FM! 6.50! .00! RS! .00! -1.13! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! 1.43! 3!FM! 10.52! .00! RS! .00! -1.43! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! 1.16! 4!FM! 6.85! .00! RS! .00! -1.16! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .75! 5!FM! 2.87! .00! RS! -.08! -.76! SP!LO!MOMENT! SHEAR!' ALLOWABLE FORCES !LS! 6!FM! RS! UNITY CHECKS ! DEFL 15.24 9.67 ! .12 .03 .12! 14.83 9.67 ! .00 .44 .44! -419 15.03 9.67 ! .12 .00 .12! UNITY CHECKS ! DEFL 14.92 9.67 ! .15 .00 .15! 14.83 9.67 ! .00 .71 .71! -205 14.92 9.67 ! .15 .00 .15! UNITY CHECKS ! DEFL 15.00 9.67 ! .12 .00 .12! 14.83 9.67 ! .00 .46 .46! -390 15.00 9.67 ! .12 .00 .12! UNITY CHECKS ! DEFL 8.87 2.86 ! .26 .00 .26! 8.58 2.86 ! .00 .33 .33! -966 8.92 2.86 ! .26 .01 .26! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- -.08! -.12! 8.97 2.86 ! .04 .01 .04! .00! .00! .00 .00 ! .00 .00 .00! -305 .00! .00! .00 .00 . .00 .00 .00! 28 JOB NAME: 208870 * * ** DEAD + WIND LOAD * * ** r " t 1LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 11FM! RS! . 00! .00! .00 .00 ! .00 .00 .00! .00! .00! .00 .00 ! .00 .00 .00! 720 .08! -.05! 20.45 12.89 ! .01 .00 .01! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .08! -.22! 21FM! -1.22! .00! RS! .00! .21! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! -.27! 3!FM! -1.98! .00! RS! .00! .27! !LS! .00! -.22! 4!FM! -1.29! .00! ,RS! .00! .22! !LS! 5!FM! RS! !LS! 6!FM! RS! J * ** EAVE STRUT DESIGN * ** SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL 20.04 12.89 ! .02 .00 .02! 19.77 12.89 ! .00 .06 .06! 2231 20.04 12.89 ! .02 .00 .02! UNITY CHECKS ! DEFL 19.89 12.89 ! .03 .00 .03! 19.77 12.89 ! .00 .10 .10! 1092 19.89 12.89 ! .03 .00 .03! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- 20.00 12.89 ! .02 .00 .02! 19.77 12.89 ! .00 .07 .07! 2080 20.00 12.89 ! .02 .00 .02! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- .00! -.14! 11.83 3.82 ! .05 .00 .05! -.54! .00! 11.44 3.82 ! .00 .05 .05! 5147 .01! .14! 11.83 3.82 ! .05 .00 .05! UNITY CHECKS ! DEFL ! #1 K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- . 01! .02! 11.96 3.82 ! .01 .00 .01! .00! .00! .00 .00 ! .00 .00 .00! 1628 . 00! .00! .00 .00 ! .00 .00 .00! PAGE 3 29 ' r: t.. r�,`.",• �.: r.:.: a: s. a:; u:.. ', ti: r:;;:..:i/,c:�,ir.�s'�'n+.:.•a' ri:...r:.: LL. U: as.'1+.' �" �. r.. l;`.;'. �. a;: 3�'t 53. xr`:+ ilGnr :&.Y:,�i'..ti%1.1^J�.i�,4:4E. tw"r ;iitidl.�l,wi}: wer NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. } Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 GIRT DESIGN FRONT SIDEWALL * ** BAY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) OUTSIDE FLANGE BRACED AT 1.00 FEET * ** DESIGN CRITERIA * ** WIND VELOCITY PRESSURE (q): -10.30 PSF WIND LOAD PRESSURE COEFF. : .90 WIND LOAD SUCTION COEFF. :- .90 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.03 MAX. SHEAR OR BENDING UNITY CHECK : 1.03 MAX. DEFLECTION LIMIT PER SPAN :L/ 90. SPAN NO. 1 2 3 4 * ** LOADING COMBINATION * ** CRITICAL ROW SUMMARY * ** SPAN GEOMETRIC DATA BAY SPACING 23.4166 29.3333 23.6666 15.4166 1. WLP 2. WLS ANALYSIS LENGTH 1 23.4166 2 29.3333 3 23.6666 4 15.4166 * ** MAX TRIB SPA 5.9166 5.9166 5.9166 5.9166 LAP LEFT .0000 .3125 .3125 .3125 JOB NUMBER : 208870 ( FULL OPTIMIZATION ) : 24.6666,29.3333,23.6666,16.6666 : 1.2500 INSET RIGHT (FEET) : 1.2500 : 4.00 /12 MAX. TRIBUTARY SPACING (FT.) : 5.9166 : 8.00 GIRT CONDITION :BY -FRAME PRESSURE COEF * ** .9000 .9000 .9000 .9000 SIZE OF LAP SECTION RIGHT SUCTION PRESSURE COEF (KLF) 8Z16 .3125 8Z14 .3125 8Z16 .3125 8Z16 .0000 -.9000 .0548 -.9000 .0548 -.9000 .0548 -.9000 .0548 SUCTION (KLF) -.0548 -.0548 -.0548 -.0548 31 uoi b.,w \7:4:iil%iil�w•4iS��]:� ++ MYZ gAt }4: SPAN NOLENGTH OUTSIDE INSIDE AN NO (FT.) BRACES BRACES 1 23.417 25 @1.0000 1 @24.6667 2 29.333 30 @1.0000 1 @29.3333 3 23.667 24 @1.0000 1 @23.6667 4 15.417 17 @1.0000 1 @16.6666 * ** FLANGE BRACE INFORMATION * ** 32 JOB NAME: 208870 * ** GIRT DESIGN * ** * ** FRONT SIDEWALL * ** LOADING COMBINATION -- WLP 1 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .54! !LL! .17! .52! 1!FM! 2.64! .00! !RL! -2.21! -.73! !RS! -2.45! -.75! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES 6.63 3.05 .18 .00 .03! 6.63 3.05 .17 .02 .03! 6.63 3.05 .00 .40 .40! 284 6.63 3.05 .24 .33 .17! 14.73 8.15 .12 .17 .04! ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -2.45! .80! !LL! -2.20! .79! 2!FM! 3.45! .00! !RL! -2.20! -.79! !RS! -2.45! -.80! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES 14.73 8.15 .13 .17 .04! 8.10 5.10 .15 .27 .10! 8.10 5.10 .00 .43 .43! 207 8.10 5.10 .15 .27 .10! 14.73 8.15 .13 .17 .04! ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -2.45! .65! !LL! -2.25! .63! 3!FM! 1.39! .00! !RL! -2.25! -.63! - -!RS! -2.45! -.65! !LS! -2.45! .58! !LL! -2.27! .56! 4!FM! .64! .00! !RL! .08! -.25! !RS! .00! -.26! 14.73 6.63 6.63 6.63 12.78 8.15 3.05 3.05 3.05 6.09 .11 .21 .00 .21 .14 UNITY CHECKS ! DEFL UNITY CHECKS ! DEFL UNITY CHECKS ! DEFL . 17 .34 .21 .34 . 19 .04! . 16! .21! 712 .16! . 06! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- 12.78 6.09 .13 .19 .05! 6.39 3.05 .19 .35 .16! 6.63 3.05 .00 .10 .10! 3843 6.63 3.05 .08 .01 .01! 6.63 3.05 .09 .00 .01! PAGE 2 33 JOB NAME: 208870 LOADING COMBINATION -- WLS SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! !LS! .00! -.54! !LL! -.17! -.52! 1!FM! -2.64! .00! !RL! 2.21! .73! !RS! 2.45! .75! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! !LS! 2.45! -.80! !LL! 2.20! -.79! 2!FM! -3.45! .00! !RL! 2.20! .79! !RS! 2.45! .80! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! !LS! 2.45! -.65! !LL! 2.25! -.63! 3!FM! -1.39! .00! !RL! 2.25! .63! -- IRS! 2.45! .65! SP!LO!MOMENT! SHEAR! ! #! K -FT! KIP ! !LS! 2.45! -.58! !LL! 2.27! -.56! 4!FM! -.64! .00! !RL! -.08! .25! !RS! .00! .26! * ** GIRT DESIGN * ** * ** FRONT SIDEWALL * ** UNITY CHECKS ! DEFL MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- 6.63 3.05 .18 .00 .03! .69 3.05 .17 .24 .09! 3.31 3.05 .00 .80 .00! 284 6.63 3.05 .24 .33 .17! 14.73 8.15 .12 .17 .04! UNITY CHECKS ! DEFL MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- 14.73 8.15 .13 .17 .04! 8.10 5.10 .15 .27 .10! 4.05 5.10 .00 .85 .00! 207 8.10 5.10 .15 .27 .10! 14.73 8.15 .13 .17 .04! ALLOWABLE FORCES UNITY CHECKS ! DEFL MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- 14.73 8.15 .11 .17 .04! 6.63 3.05 .21 .34 .16! 3.31 3.05 .00 .42 .00! 712 6.63 3.05 .21 .34 .16! 13.25 6.09 .14 .18 .05! UNITY CHECKS I DEFL MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- 13.25 6.09 .13 .18 .05! 6.63 3.05 .19 .34 .15! 3.31 3.05 .00 .19 .00! 3843 2.87 3.05 .08 .03 .01! 6.63 3.05 .09 .00 .01! PAGE 3 34 * ** GIRTS * ** SPAN BAY GIRT LAP LEFT FULL BAY/ RIGHT LAP 10. SPACING ELEVATION LEFT OF OPENING BTWN OPNG OF OPENING RIGHT 1 24.6666 7.2917 .0000 8Z16 .3125 GIRTS ARE DESIGNED WITH BY -FRAME CONDITION. * ** FRAMED OPENING FRAMING * ** SPAN DIST TO OPNG. NO. JAMB WIDTH (FT) (FT) * ** OPEN WALL FRAMING * ** SPAN DIST TO NO. JAMB (FT) 2 29.3333 7.2917 .3125 8Z14 .3125 3 23.6666 7.2917 .3125 8Z16 8Z16 .3125 4 16.6666 7.2917 .3125 8Z16 .0000 7.667 24.667 7.667 29.333 3 7.667 23.667 3 7.667 23.667 * ** FRONT SIDEWALL RESULTS * ** JOB NUMBER: 208870 JAMB SECTION (TABLE 2) 3 6.000 8.000 8X2.5C16 HEADER HEADER SECTION ELEV. (TABLE 3) (FT) 8X2.5C16 10.000 OPNG. JAMB HEADER HEADER WIDTH SECTION SECTION ELEV. (FT) (TABLE 5) (TABLE 4) (FT) 8X2.5C14 8X4.0C14 8X2.5C16 8X2.5C16 2.667 2.667 2.667 2.667 GIRT HEADER ELEVATION (FT) .000 GIRT HEADER ELEVATION (FT) .000 .000 .000 .000 35 Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 GIRT DESIGN BACK SIDEWALL * ** GEOMETRIC DATA BAY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) * ** OUTSIDE FLANGE BRACED AT 1.00 FEET * ** DESIGN CRITERIA * ** WIND VELOCITY PRESSURE (q): -10.30 PSF WIND LOAD PRESSURE COEFF. : .90 WIND LOAD SUCTION COEFF. :- .90 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.03 MAX. SHEAR OR BENDING UNITY CHECK : 1.03 MAX. DEFLECTION LIMIT PER SPAN :L/ 90. SPAN BAY MAX NO. SPACING TRIB SPA l 1 23.4166 2 29.3333 3 23.6666 4 15.4166 5.9166 5.9166 5.9166 5.9166 * ** LOADING COMBINATION * ** 1. WLP 2. WLS * ** CRITICAL ROW SUMMARY * ** JOB NUMBER : 208870 ( FULL OPTIMIZATION ) : 24.6666,29.3333,23.6666,16.6666 : 1.2500 INSET RIGHT (FEET) : 1.2500 : 4.00 /12 MAX. TRIBUTARY SPACING (FT.) : 5.9166 : 8.00 GIRT CONDITION :BY -FRAME PRESSURE COEF .9000 . 9000 . 9000 .9000 SPAN ANALYSIS LAP SIZE OF LAP LENGTH LEFT SECTION RIGHT 1 23.4166 .0000 8Z16 .3125 2 29.3333 .3125 8Z14 .3125 3 23.6666 .3125 8Z16 .3125 4 15.4166 .3125 8Z16 .0000 SUCTION PRESSURE COEF (KLF) -.9000 .0548 -.9000 .0548 -.9000 .0548 -.9000 .0548 SUCTION (KLF) -.0548 -.0548 -.0548 -.0548 36 Z • W 6 O 0 co o • w J = H CO LL WO 5 u. = • 0 F-= Z � I- O Z I- ll! ui O • N o I- W W H • 0 -O W Z O F - Z SPAN NOLENGTH OUTSIDE INSIDE , PAN NO (FT.) BRACES BRACES 1 23.417 25 @1.0000 1 @24.6667 2 29.333 30 @1.0000 1 @29.3333 3 23.667 24 @1.0000 1 @23.6667 4 15.417 17 @1.0000 1 @16.6666 * ** FLANGE BRACE INFORMATION * ** 37 ( JOB NAME: 208870 LOADING COMBINATION -- WLP SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES !LS! .00! .54! !LL! .17! .52! 11FM! 2.64! .00! !RL! -2.21! -.73! !RS! -2.45! -.75! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES !LS! -2.45! .80! !LL! -2.20! .79! 2!FM! 3.45! .00! !RL! -2.20! -.79! !RS! -2.45! -.80! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES !LS! -2.45! .65! 14.73 8.15 .11 .17 .04! !LL! -2.25! .63! 6.63 3.05 .21 .34 .16! 3!FM! 1.39! .00! 6.63 3.05 .00 .21 .21! 712 !RL! -2.25! -.63! 6.63 3.05 .21 .34 .16! !RS! -2.45! -.65! 12.78 6.09 .14 .19 .06! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -2.45! .58! !LL! -2.27! .56! 4!FM! .64! .00! !RL! .08! -.25! !RS! .00! -.26! * ** GIRT DESIGN * ** * ** BACK SIDEWALL * ** UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- 6.63 3.05 .18 .00 .03! 6.63 3.05 .17. .02 .03! 6.63 3.05 .00 .40 .40! 284 6.63 3.05 .24 .33 .17! 14.73 8.15 .12 .17 .04! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -Li- 14.73 8.15 .13 .17 .04! 8.10 5.10 .15 .27 .10! 8.10 5.10 .00 .43 .43! 207 8.10 5.10 .15 .27 .10! 14.73 8.15 .13 .17 .04! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- 12.78 6.09 .13 .19 .05! 6.39 3.05 .19 .35 .16! 6.63 3.05 .00 .10 .10! 3843 6.63 3.05 .08 .01 .01! 6.63 3.05 .09 .00 .01! PAGE 2 38 JOB NAME: 208870 LOADING COMBINATION -- WLS SPILOIMOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! -.54! 6.63 3.05 .18 .00 .03! !LL! -.17! -.52! .69 3.05 .17 .24 .09! 1!FM! -2.64! .00! 3.31 3.05 .00 .80 .00! 284 !RL! 2.21! .73! 6.63 3.05 .24 .33 .17! !RS! 2.45! .75! 14.73 8.15 .12 .17 .04! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 2.45! -.80! !LL! 2.20! -.79! 2!FM! -3.45! .00! !RL! 2.20! .79! !RS! 2.45! .80! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 2.45! -.65! 14.73 8.15 .11 .17 .04! !LL! 2.25! -.63! 6.63 3.05 .21 .34 .16! 3!FM! -1.39! .00! 3.31 3.05 .00 .42 .00! 712 !RL! 2.25! .63! 6.63 3.05 .21 .34 .16! -- !RS! 2.45! .65! 13.25 6.09 .14 .18 .05! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 2.45! -.58! !LL! 2.27! -.56! 4!FM! -.64! .00! !RL! -.08! .25! !RS! .00! .26! * ** GIRT DESIGN * ** * ** BACK SIDEWALL * ** UNITY CHECKS ! DEFL UNITY CHECKS ! DEFL 14.73 8.15 .13 .17 .04! 8.10 5.10 .15 .27 .10! 4.05 5.10 .00 .85 .00! 207 8.10 5.10 .15 .27 .10! 14.73 8.15 .13 .17 .04! UNITY CHECKS ! DEFL 13.25 6.09 .13 .18 .05! 6.63 3.05 .19 .34 .15! 3.31 3.05 .00 .19 .00! 3843 2.87 3.05 .08 .03 .01! 6.63 3.05 .09 .00 .01! PAGE 3 39 * ** GIRTS * ** * ** BACK SIDEWALL RESULTS * ** JOB NUMBER: 208870 SPAN BAY GIRT LAP LEFT FULL BAY/ RIGHT LAP etasp0. SPACING ELEVATION LEFT OF OPENING BTWN OPNG OF OPENING RIGHT 4 16.6666 7.2917 .0000 8Z16 8Z16 .0000 i 3 23.6666 7.2917 .0000 8Z16 8Z16 .3125 2 29.3333 7.2917 .3125 8Z14 .3125 1 24.6666 7.2917 .3125 8Z16 .0000 GIRTS ARE DESIGNED WITH BY -FRAME CONDITION. * ** FRAMED OPENING FRAMING * ** SPAN DIST TO OPNG. NO. JAMB WIDTH (FT) (FT) ,..w- 3 10.000 4 2.000 SPAN DIST TO NO. JAMB (FT) 1 2 3 3 7.667 7.667 7.667 7.667 10.000 10.000 * ** OPEN WALL FRAMING * ** OPNG. WIDTH (FT) 24.667 29.333 23.667 23.667 JAMB SECTION (TABLE 2) 8X2.5C16 8X2.5C16 HEADER HEADER SECTION ELEV. (TABLE 3) (FT) 8X2.5C16 8X2.5C16 JAMB HEADER HEADER SECTION SECTION ELEV. (TABLE 5) (TABLE 4) (FT) 8X2.5C14 8X4.0C14 8X2.5C16 8X2.5C16 1 0.000 10.0 2.667 2.667 2.667 2.667 GIRT HEADER ELEVATION (FT) .000 . 000 GIRT HEADER ELEVATION (FT) .000 .000 . 000 . 000 40 • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO, THE QUALITY OF THE DOCUMENT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. GEOMETRIC DATA * ** b:f SPACING (FEET) 24.67,29.33,23.67,16.67 BRACED TIER SPACES (FT) : 2 @17.33 FRONT SAVE HEIGHT (FEET): 12.6666 FRONT SIDE ROOF SLOPE : 4.0000/12 * ** BRACING DATA * ** raa RF BRACING TYPE : CABLE FS BRACING TYPE : CABLE BS BRACING TYPE : TORSIONAL LE BRACING TYPE : DIAPHRAGM RE BRACING TYPE : DIAPHRAGM * ** DESIGN CRITERIA * ** * ** LOADING COMBINATIONS * ** 1. WIND LOAD MIDWEST METALLIC PAGE 1 BRACING DESIGN JOB NUMBER : 208870 (FULL OPTIMIZATION) WIND VELOCITY PRESS (q) : 10.3000 PSF INTERIOR COEFFICIENT,GCpR: 1.3000 MAXIMUM UNITY CHECK RATIO: 1.0345 aar BACK EAVE HEIGHT (FEET) FRONT SIDE TO RIDGE N BAYS : 1 LOCATION : 2 N BAYS : 1 LOCATION : 4 N BAYS : LOCATION : N BAYS : LOCATION : N BAYS : LOCATION : : 12.6666 17.3333 EDGE STRIP WIDTH (FEET) : 20.000 EDGE STRIP COEFFICIENT,GCpX : 1.3000 MAX. HORIZONTAL DEFLECTION .0000 43 FS EAVE COL M 3 JOB NUMBER : 208870 +a• BRACING RESULTS '*+ R I TIER . I SPACING I 1 I 17.3300 I(FS) I 1/4" DIA I 3.44 I I 2 I 17.3300 11/4" DIA I 1(BS) I ) .95 I 2 I 2.1404 WIN Tg\-1T P I FoKCE FORCE I BAY 02 .8188 I STANDARD I 3.78 CL - 2.96 .8188 i STANDARD .82 WIND LoADs 61 f +- k 'MDMENT Duc T o ToR.SIoNAL Be C1r1 2x 34' -8 2.2x 34- Z FO RCE S Dt,1,E Ta * ** BRACING DESIGN +a+ '"+ ROOF BRACING + +• (FRONT TO BACK SIDE) SEISM) G P Foie CE D-Is,c 3¢ o' 15 x 3-8Tr I i ? 1 -F ►-- k = 4 k (C- Q Il = I.3 2 PAGE 2 'C' B R A C I N G — S I Z E / T E N S I O N I BAY $2 I BAY $0 I BAY N0 I BAY #0 I BAY 00 I sE ISMIL ST1'T fore cE 5'Z -, US& SG1 Ls CI.II° 3�9 64560,0X 1'3 1- C 1.3 ToP.SloNAL MOMENT I ri TF-1C 13,enCfD ►3y FRA 6 1 es @ L J S 4- 5 SEISIv11L LoPyps L o , s EAg Pre. sw ( v/11 q) = 2.6Ik 6 - S • 2.Z ��- TOT A L F oM 131,D = 2 x - 1- IF0m DIsT. LOAD = S' = 6 k /--r+ u R 31-1-S" Mor'f'J r DUE O Tolzsioom- SRPCINC' _ z o. 15 x43 4 - 90 44-- 2- 44 R SIUNAL fin °WAIT �' 6CCU gf% CiNcs x4.5 -- ok.CES DUE To "TN LS ►o 90 � 5 ,5 If rhir • JOB NUMBER : 208870 * ** FRONTSIDE * ** I TIER I 'C' B R A C I N G - S I Z E / T E N S I O N I LT, I SPACING I BAY $4 I BAY $0 I BAY 00 I BAY #0 I BAY $0 I Fk on'' to 13 ©5 7E /e/h/NOT )A) SECT Ion) ; - Z � 76: PJStor it) Tf!C x- J F5W D UL To SE ISA/ic Fog C6.5 = G >. 6.34 = 12'68K- tl -.-=> ME Ebs ?' 0 cPEL I 12.6666 15 ' DIA I I 4.67 - 4 . - 4 p To * ** BACKSIDE * ** * ** LEFT ENDWALL * ** LEFT ENDWALL IS MAINFRAME NO DIAPHRAM ACTION CALCULATED * ** RIGHT ENDWALL * ** RIGHT ENDWALL IS MAINFRAME NO DIAPHRAM ACTION CALCULATED * ** BRACING DESIGN * ** * ** WALL BRACING * ** Wl i) PAGE 3 45 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. + + I Synercom Design I I I I Rigid Frame Analysis and Design Software 1 I I NCI Building Systems, L.P. I + + Exe Version - 1.0,8,5 Exe Path - C: \PROGRA- 1\NCIMAI- 1\NCIFRA -1,EXE Run Started At - 06/17/2003 19 :41:08 RUN IDENTIFICATION Title - 208870 - CL -1 SEA CON a LINES 1 -3 Engineer - KALPESH JARIWALA Project - MAINTENANCE - Reference Date - 6/17/2003 Input Type - Macro Frame Type - Rigid Frame Frame Shape - Gable Frame Symmetry - Yes Frame Line - LINES 1 -3 RUN OPTIONS Mode of Operation Unity Check Range Maximum Segment Size Coef. of Linear Expansion Modulus of Elasticity, E Flange Brace Removal Web Stiffeners Allowed Minimum No, of Anchor Bolts Update Input Data REPORT OPTIONS Design Data Report Flange Brace Report Design Summary Report With Deflections Frame Weights Report Section Failure Summary Report Write Detailing Data to NIF File COMMAND LINE OPTIONS /I C APROGRA- 1\NCIMAI- 1\2642259,nif /0 C :\PROGRA- 1\NCIMAI- 1\2642259,dso N /D /P C :\PROGRA- 1\NCIMAI- 1\2642199,sav - Analysis - 0.900 to 1.030 - 2.000 FT - 0,0000065000/DEG,F - 29000000, PSI - Yes - No - 4 - Yes 47 NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 (LL FRAME INFORMATION 1t,u1 Building Width - 34,667 FT Distance to Ridge - 17.333 FT No, of Interior Columns - 0 No, of Rafters 2 Z Purlin Projection - 10.250 IN ~ w FRONT ROOF 2 Roof Slope 4,000 on 12 - Rafter No,s - 1 to 1 0 O co L. No. of Purlins - 4 w = Purlin Locations and Bracing (Ridge Down) J 1- 0.99 B 2- 5.00 B 3- 10,00 B 4- 15.00 B u_ w 0 BACK ROOF 2 Roof Slope - -4,000 on 12 Rafter No,s - 2 to 2 a) No, of Purlins - 4 H W Purlin Locations and Bracing (Ridge Down)... Z =. 1- 0.99 B 2- 5.00 B 3- 10,00 B 4- 15,00 B H 0 Z F— ILL • W 0 0 - O I- MODULE WIDTHS 34.667 MACRO INPUT PROCESSING FRONT EXTERIOR COLUMN e Wall Girt Base Mid Mid Knee Base Temp Base Base 2 0 1.„, ht Slope Proj Depth Depth Dist. Depth Settle Diff Displ Cond Kx r- LL 12.667 0.000 0.000 12.000 0.000 0,000 12.000 0.00 0.00 0.00 P 1.50 _ Z W U= O I' FRONT SIDEWALL GIRT AND BRACE LOCATIONS none FRONT EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FyFlg FyWeb 1 6B 5B 6E W1 W1 WB 6C 5B 6E 55,00 46,00 RAFTER 1 AT LEFT KNEE Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Temp Num Depth p 2 P 3 p 4 p 5 p 6 p 7 p 8 p 9 p 10 p Depth p Diff Kx Sec 15.00(3) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0,00( ) 0,00( ) 0.00( ) 15.00(5) 0.00 1.00 1 Section OF Plates Web Plates IF Plates FyFlg FyWeb Length 1 6B 6B 6E W1 W1 WB 6B 6B 6E 55.00 46,00 0.00 FRONT ROOF PURLINS FALLING ON RAFTER 1: 1 - 4 Cycle 1 06/17/2003 RIDGE TO COLUMN RAFTER 2 Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Temp Num Depth p 2 p 3 p 4 p 5 p 6 p 7 p 8 p 9 p 10 p Depth p Diff Kx Sec 15.00(5) 0.00( ) 0,00( ) 0.00( ) 0.00( ) 0.00( ) 0,00( ) 0,00( ) 0,00( ) 0.00( ) 15.00(3) 0.00 1.00 1 Section OF Plates Web Plates IF Plates FyFlg FyWeb Length 6B 6B 6E W1 W1 WB 6B 6B 6E 55.00 46,00 0.00 BACK ROOF PURLINS FALLING ON RAFTER 2: 1 - 4 vAth 48 z NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 MACRO INPUT PROCESSING a'' EXTERIOR COLUMN Lave Wall Girt Base Mid Mid Knee Base Temp Base Base Height Slope Prot Depth Depth Dist, Depth Settle Diff Displ Cond Kx 12.667 0,000 0,000 12.000 0.000 0.000 12.000 0.00 0.00 0.00 P 1.50 BACK SIDEWALL GIRT AND BRACE LOCATIONS none BACK EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FYFlg Fs/Web 1 6B 5B 6E W1 W1 WB 6C 5B 6E 55.00 46.00 MEMBER LOADS JS JE Group System Dir Type Distance Length Slntens Elntens 2 3 DL GLOB Y CONC 0,000 0.000 - 0.40500 0.00000 2 3 DL GLOB Z MOMT 0,000 0.000 1.18969 0.00000 4 3 DL GLOB Y CONC 0.000 0.000 - 0.40500 0.00000 4 3 DL GLOB Z MOMT 0,000 0.000 - 1.18969 0.00000 2 3 LL GLOB Y CONC 0,000 0.000 - 2.70000 0.00000 2 3 LL GLOB Z MOMT 0,000 0.000 7.93125 0.00000 4 3 LL GLOB Y CONC 0.000 0.000 - 2.70000 0.00000 4 3 LL GLOB Z MOMT 0.000 0.000 - 7.93125 0.00000 2 3 CL GLOB Y CONC 0.000 0.000 - 0,67500 0.00000 2 3 CL GLOB Z MOMT 0,000 0,000 1.98281 0.00000 4 3 CL GLOB Y CONC 0.000 0.000 - 0.67500 0.00000 ^ ' ) 3 CL GLOB Z MOMT 0,000 0.000 - 1.98281 0.00000 3 SL GLOB Y CONC 0.000 0.000 - 6.75000 0.00000 2 3 SL GLOB Z MOMT 0.000 0,000 19.82812 0.00000 4 3 SL GLOB Y CONC 0.000 0.000 - 6.75000 0.00000 4 3 SL GLOB Z MOMT 0.000 0.000 - 19.82812 0.00000 4 3 UBL GLOB Y CONC 0.000 0.000 - 3.37500 0.00000 4 3 UBL GLOB Z MOMT 0.000 0.000 - 9.91406 0.00000 2 3 UBR GLOB Y CONC 0,000 0.000 - 3.37500 0.00000 2 3 UBR GLOB Z MOMT 0.000 0.000 9.91406 0.00000 2 3 WLL MEMB Y CONC 0.000 0.000 1.93708 0.00000 2 3 WLL GLOB Z MOMT 0,000 0.000 - 5.69017 0.00000 4 3 WLL MEMB Y CONC 0,000 0.000 - 1.66035 0.00000 4 3 WLL GLOB Z MOMT 0.000 0.000 4.87729 0.00000 2 3 WLR MEMB Y CONC 0.000 0.000 1.66035 0,00000 2 3 WLR GLOB Z MOMT 0.000 0.000 - 4.87729 0.00000 4 3 WLR MEMB Y CONC 0.000 0.000 - 1.93708 0.00000 4 3 WLR GLOB Z MOMT 0.000 0.000 5.69017 0.00000 2 3 WL2 MEMB Y CONC 0.000 0.000 - 0.41509 0.00000 2 3 WL2 GLOB Z MOMT 0,000 0.000 1.21932 0.00000 4 3 WL2 MEMB Y CONC 0.000 0.000 - 1.66035 0.00000 4 3 WL2 GLOB Z MOMT 0.000 0.000 4.87729 0.00000 2 3 WR2 MEMB Y CONC 0.000 0.000 1.66035 0.00000 2 3 WR2 GLOB Z MOMT 0,000 0.000 - 4.87729 0.00000 4 3 WR2 MEMB Y CONC 0.000 0.000 0.41509 0.00000 4 3 WR2 GLOB Z MONT 0.000 0.000 - 1.21932 0.00000 )1 EQL GLOB X CONC 0.000 0.000 2.31000 0.00000 c" 1 EQR GLOB X CONC 0.000 0.000 - 2.31000 0.00000 Cycle 1 06/17/2003 NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 r LOADS ,,,.1 ?ace Group System FRO DL FRAME BRO DL FRAME FRO LL FRAME BRO LL FRAME FRO CL FRAME BRO CL FRAME FRO SL FRAME BRO SL FRAME BRO UBL FRAME FRO UBR FRAME FSW WLL FRAME FRO WLL FRAME BRO WLL FRAME BSW WLL FRAME FSW WLR FRAME FRO WLR FRAME BRO WLR FRAME BSW WLR FRAME FSW WL2 FRAME FRO WL2 FRAME BRO WL2 FRAME BSW WL2 FRAME FSW WR2 FRAME ;.0 WR2 FRAME aR0 WR2 FRAME BSW WR2 FRAME Dir G G G G G G G G N N N N N N N N N N N MACRO INPUT PROCESSING Type UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF UNIF Distance Length 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0,000 0.000 0,000 0,000 0.000 0,000 0,000 0.000 0,000 0.000 0.000 0.000 0.000 0,000 0,000 0.000 0.000 0.000 0.000 0,000 0,000 0,000 0,000 0.000 0.000 0.000 0,000 0,000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0,000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 GENERATED FRAME WEIGHT LOADS JS JE Group System Dir Type Distance Length 1 2 DL GLOB Y UNIF 0.000 0.000 2 3 DL GLOB Y UNIF 0.000 0.000 3 4 DL GLOB Y UNIF 0.000 0.000 5 4 DL GLOB Y UNIF 0.000 0.000 Slntens 0.08100 0.08100 0.54000 0.54000 0.13500 0,13500 0.67500 0.67500 0.67500 0.67500 0,22138 - 0.24905 - 0.19371 - 0.13836 - 0.13836 - 0.19371 - 0.24905 0.22138 0.22138 0.08302 - 0.19371 - 0.13836 - 0.13836 - 0,19371 0.08302 0.22138 SIntens - 0,01698 - 0.01707 - 0.01707 - 0.01698 Elntens 0.08100 0.08100 0.54000 0.54000 0.13500 0.13500 0.67500 0.67500 0.67500 0.67500 0,22138 - 0.24905 - 0.19371 - 0.13836 - 0.13836 - 0,19371 - 0.24905 0.22138 0.22138 0.08302 - 0.19371 - 0.13836 - 0.13836 - 0.19371 0.08302 0.22138 Elntens - 0,01698 - 0.01707 - 0.01707 - 0.01698 DLWT DLWT DLWT DLWT Cycle 1 06/17/2003 50 Z - W ce 6 U 0 OD C • UJ J = I- w 00 gJ LL oo I 1- _ Z �. 1- O Z I-- CD 00 0 - CD F- wW OE 0 u- W Z = O ~ Z NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 MACRO INPUT PROCESSING ,'''' COMBINATIONS M 1,000 100. DL DL 2 M 1.000 100. DL 100. LL 100. CL DL + LL + CL 3 M 1.000 100. DL 100, SL 100. CL DL + SL + CL 4 M 1.000 100. DL 100. UBL 100. CL DL + UBL + CL 5 M 1.000 100. DL 100. UBR 100. CL DL + UBR + CL 6 M 1.333 100, DL 100, WLL DL + WLL 7 M 1.333 100, DL 100. WL2 DL + WL2 8 M 1.333 100. DL 100. WLR DL + WLR 9 M 1.333 100. DL 100. WR2 DL + WR2 10 M 1.333 100. DL 50. SL 100. WLL 100. CL DL + 0.5 "SL + WLL + CL 11 M 1.333 100. DL 100. SL 50. WLL 100. CL DL + SL + 0.5"WLL + CL 12 M 1.333 100. DL 50. UBL 100. WLL 100. CL DL + 0.5 "UBL + WLL + CL 1 1.333 100. DL 100. UBL 50, WLL 100. CL DL + UBL + 0.5 "WLL + CL 14 M 1.333 100. DL 50. UBR 100. WLL 100. CL DL + 0.5 "UBR + WLL + CL 15 M 1.333 100, DL 100. UBR 50, WLL 100. CL DL + UBR + 0.5 "WLL + CL 16 M 1.333 100. DL 50. SL 100. WL2 100, CL DL + 0.5 "SL + WL2 + CL 17 M 1.333 100. DL 100. SL 50. WL2 100. CL DL + SL + 0,5 *WL2 + CL 18 M 1.333 100. DL 50. UBL 100. WL2 100. CL DL + 0,5"UBL + WL2 + CL 19 M 1.333 100. DL 100. UBL 50. WL2 100. CL DL + UBL + 0.5"WL2 + CL 20 M 1.333 100. DL 50. UBR 100, WL2 100. CL DL + 0,5•UBR + WL2 + CL 21 M 1.333 100. DL 100. UBR 50. WL2 100. CL DL + UBR + 0.5 *WL2 + CL 22 M 1.333 100. DL 50. SL 100. WLR 100. CL DL + 0.5 *SL + WLR + CL 23 M 1.333 100. DL 100. SL 50. WLR 100. CL DL + SL + 0.5*WLR + CL 24 M 1.333 100. DL 50. UBL 100. WLR 100. CL DL + 0.5•UBL + WLR + CL 25 M 1.333 100. DL 100. UBL 50. WLR 100. CL )L + UBL + 0.5*WLR + CL ze M 1.333 100. DL 50, UBR 100. WLR 100. CL DL + 0.5 "UBR + WLR + CL 27 M 1.333 100. DL 100. UBR 50, WLR 100. CL DL + UBR + 0.5*WLR + CL 28 M 1.333 100. DL 50. SL 100. WR2 100, CL Cycle 1 06/17/2003 51 DL + 0,5 "SL + WR2 + CL 29 M 1.333 100, DL 100, SL 50. WR2 100. CL DL + SL + 0,5 "WR2 + CL 30 M 1.333 100. DL 50. UBL 100. WR2 100, CL DL + 0,5 "UBL + WR2 + CL M 1.333 100, DL 100. UBL 50, WR2 100. CL DL + UBL + 0.5 "WR2 + CL 32 M 1.333 100. DL 50, UBR 1Q0, WR2 100. CL DL + 0.5 "UBR + WR2 + CL 33 M 1.333 100. DL 100, UBR 50. WR2 100. CL DL + UBR + 0.5 "WR2 + CL 34 M 1.333 100. DL 100. CL 100, EQL DL+CL+EQL/1.4 35 M 1.333 100. DL 100. CL 100, EQR DL+CL+EQR/1.4 52 NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 FRAME GEOMETRY Frame Type Rigid Frame Frame Shape Gable , Building Width 34,67 FT No. of Modules 1 Module Widths (FT) ., 34.67 Front Eave Height 12.67 FT Front Column Base Offset 0.00 FT Front Column Slope 0.00 /12 Front Roof Slope 4.00 /12 Back Roof Slope - 4.00 /12 Back Eave Height 12.67 FT Back Column Base Offset .., 0.00 FT Bock Column Slope 0.00 /12 Front Girt Projection 0.00 IN Back Girt Projection 0.00 IN Purlin Projection 10.25 IN ling Code UBC 1997 Building Length 94.33 FT Tributary Width 27.00 FT Dead Load Rate 3.00 PSF Live Load Rate 20.00 PSF Tributary Area Reduction No Collateral Load Rate 5.00 PSF Ground Snow Load Rate 25.00 PSF Min Roof Snow Load Rate ..., 25.00 PSF Snow Importance Factor 1.00 Snow Exposure Factor 1.00 Snow Thermal Factor 1.00 Unobstructed Roof No Wind Speed 80.00 MPH Wind Pressure 10.25 PSF Wind Exposure B Building Enclosure Enclosed Wind Importance Factor 1.00 Wind Topographical Factor ., 1.00 Front Canopy Projection 5.00 FT Back Canopy Projection 5.00 FT Use End Zone Coefficients.., No LOADING PARAMETERS FRAME DESIGN DATA Page 1 06/17/2003 53 1 z . o t JU O 0 co • w J = H w Q � Q LL z a w z= F- O Z 1— U � O N O F- w w • 0 O U = O ~ z NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 1 0.8 -1,4 -0.9 -0,7 -1.2 -0.5 2 0.8 0.3 0.3 -0.7 -1,2 -0.5 LOADING DOCUMENTATION Input Length - 94,3 feet Input Trib Width - 27,0 feet Input Dead Load - 3,0000 psi' Input Collateral Load - 5.0000 psf Input Live Load - 20.0000 psf Tributary Reduction Allowed: False Input Ground Snow - 25.0000 psi' Dead Load - 3,0000 psi' Live Load - 20.0000 psf Coll, Load - 5.0000 psf Balanced Snow Load - 25,0000 psf Unbalanced Snow Load (Front Canopy) - 0.0000 psf Unbalanced Snow Load (Front Eave) - 0.0000 psf Unbalanced Snow Load (Front Ridge) - 0,0000 psf Unbalanced Snow Load (Back Ridge) - 25.0000 psi' Unbalanced Snow Load (Back Eave) - 25,0000 psf r ;arced Snow Load (Back Canopy) - 25.0000 psi' 1 Input Wind Speed = 80.0000 mph Input Wind Importance - 1,0000 Base Wind Pressure - 10.2491 psf Lett Windward Wall Case 1 - 0.8000 Left Windward Canopy Case 1 - - 1.4000 Left Windward Root Case 1 - -0.9000 Left Leeward Roof Case 1 - -0.7000 Left Leeward Canopy Case 1 - - 1.2000 Left Leeward Wall Case 1 - - 0.5000 Right Windward Wall Case 1 - 0,8000 Right Windward Canopy Case 1 - - 1,4000 Right Windward Roof Case 1 - - 0,9000 Right Leeward Roof Case 1 - -0.7000 Right Leeward Canopy Case 1 - - 1.2000 Right Leeward Wall Case 1 - - 0,5000 Left Windward Wall Case 2 - 0.8000 Left Windward Canopy Case 2 - 0.3000 Left Windward Roof Case 2 - 0.3000 Left Leeward Roof Case 2 - -0.7000 Left Leeward Canopy Case 2 - -1.2000 Left Leeward Wall Case 2 - - 0.5000 Right Windward Wall Case 2 - 0.8000 Right Windward Canopy Case 2 - 0.3000 Ric' t Windward Roof Case 2 - 0.3000 R ;Leeward Roof Case 2 - - 0,7000 Right Leeward Canopy Case 2 - - 1.2000 Right Leeward Wall Case 2 - -0.5000 FRAME DESIGN DATA Page 2 06/17/2003 WIND COEFFICIENTS - - -- Windward - - -- Leeward - - -- Case Wall Canopy Roof Roof Canopy Wall 54 w 6 -I 00 N W i . -1 ' - WO }} J u-< N d = W z �.- 1- O w ~ W U O co C3 I-- WW II O Z CU O � Z NCI Building Systems, L.P. 208870 - CL -1 SEA CON m LINES 1 -3 l M 1.000 DL 2 M 1.000 DL + LL + CL 3 M 1.000 DL + SL + CL 4 M 1.000 DL + UBL + CL 5 M 1.000 DL + UBR + CL 6 M 1.333 DL + WLL 7 M 1.333 DL + WL2 8 M 1.333 DL + WLR 9 M 1.333 DL + WR2 10 M 1.333 DL + 0.5'SL + WLL + CL 11 M 1.333 DL + SL + 0.5'WLL + CL 12 M 1.333 DL + 0,5'UBL + WLL + CL 13 M 1.333 DL + UBL + 0.5 *WLL + CL 14 M 1,333 DL + 0,5'UBR + WLL + CL 15 M 1.333 DL + UBR + 0,5 *WLL + CL 16 M 1.333 DL + 0.5'SL + WL2 + CL 17 M 1.333 DL + SL + 0.5 *WL2 + CL 18 M 1.333 DL + 0.5'UBL + WL2 + CL 19 M 1.333 DL + UBL + 0,5'WL2 + CL 20 M 1.333 DL + 0.5'UBR + WL2 + CL 21 M 1.333 DL + UBR + 0.5'WL2 + CL 22 M 1.333 DL + 0,5'SL + WLR + CL 23 M 1.333 DL + SL + 0,5 *WLR + CL 24 M 1,333 DL + 0.5 "UBL + WLR + CL )M 1.333 DL + UBL + 0.5'WLR + CL -,_d' M 1.333 DL + 0,5'UBR + WLR + CL 27 M 1.333 DL + UBR + 0.5 *WLR + CL 28 M 1.333 DL + 0.5'SL + WR2 + CL 29 M 1.333 DL + SL + 0.5'WR2 + CL 30 M 1,333 DL + 0.5'UBL + WR2 + CL 31 M 1.333 DL + UBL + 0.5'WR2 + CL 32 M 1,333 DL + 0.5'UBR + WR2 + CL 33 M 1.333 DL + UBR + 0,5'WR2 + CL 34 M 1.333 DL+CL+EQL/1.4 35 M 1.333 DL+CL+EQR/1.4 LOAD COMBINATIONS FRAME DESIGN DATA Page 3 06/17/1003 55 NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 DESIGN SUMMARY REPORT ': Reactions and Deflections - Load Combination 1 - DL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z =I- 1 1 2.302 0.500 0.000 0.000 0,000 W ce 2 2 -0.002 -0,039 2 3 3 -0.123 0.000 1 0 4 4 -0.002 0.039 N 0 5 5 2,302 -0,500 0.000 0,000 0.000 W = J '- Frame Reactions and Deflections - Load Combination 2 - DL + LL + CL 2 u- I O Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection u_ D. Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) S i _ a I-- w 1 1 17.377 3.804 0.000 0,000 0.000 Z F 2 2 -0.016 -0.304 Z O 3 3 -0,953 0.000 W W 4 4 -0,016 0.304 5 5 17.377 -3.804 0,000 0.000 0.000 8 8 0 1- Frame Reactions and Deflections - Load Combination 3 - DL + SL + CL ua uu St,.t Member Vertical Horizontal Moment Vertical Horizontal �- p Joint Joint Reaction Reaction Reaction Deflection Deflection .. z LU Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) U z OI- 1 1 23.767 3.884 0.000 0.000 0,000 2 2 -0,022 -0,341 3 3 -1.072 0.000 4 4 -0,022 0,341 5 5 23.767 -3.884 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 4 - DL + UBL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 7.849 2,813 0.000 0.000 0.000 2 2 -0.007 -0,349 3 3 -0.704 -0.123 4 4 -0,017 0,100 5 5 17.860 -2.813 0.000 0.000 0,000 Page 1 06/17/2003 56 ��.v: ✓ <';3...,ki'i Ww�::.ti':t�%::aG;ttsl.;ti:. <: i;�v:�w �t lela�.n.., , Z NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 DESIGN SUMMARY REPORT (e Reactions and Deflections - Load Combination 5 - DL + UBR + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 17.860 2,813 0.000 0.000 0.000 2 2 -0.017 -0.100 3 3 -0,704 0.123 4 4 -0.007 0.349 5 5 7,849 -2.813 0.000 0,000 0.000 Frame Reactions and Deflections - Load Combination 6 - DL + WLL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -4.342 -2.635 0,000 0.000 0.000 2 2 0,004 0.504 3 3 0.107 0,472 4 4 0.002 0.439 5 5 -2.141 -1.515 0.000 0.000 0,000 Frame Reactions and Deflections - Load Combination 7 - DL + WL2 ...:ion Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 1,407 -3.335 0.000 0.000 0.000 2 2 -0.001 1.048 3 3 -0.056 1.067 4 4 0.000 1.084 5 5 0.097 -3,474 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 8 - DL + WLR Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -2.141 1.515 0.000 0.000 0,000 2 2 0.002 -0.439 3 3 0.107 -0,472 4 4 0.004 -0.504 5 5 -4.342 2.635 0.000 0.000 0.000 Page 2 06/17/2003 57 z w re JU 00 t!) 0 J U) L w � 0 w z= H I-- LIJ UO O - D 1- W W • 0 O .. U = O~ z NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 DESIGN SUMMARY REPORT ;'` Reactions and Deflections - Load Combination 9 - DL + WR2 Page 3 06/17/2003 58 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z S Z 1 1 0.097 3.474 0.000 0.000 0.000 Lu 2 2 0.000 -1.084 3 3 -0.056 -1,067 U O 4 4 -0.001 -1.048 N 0 5 5 1.407 3,335 0.000 0.000 0,000 J H Frame Reactions and Deflections - Load Combination 10 - DL + 0.5 *SL + WLL + CL N 0 w Section Member Vertical Horizontal Moment Vertical Horizontal g 5 Joint Joint Reaction Reaction Reaction Deflection Deflection LL. Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) = d 1--w 1 1 7.898 -0.613 0,000 0.000 0.000 Z 2 2 -0.007 0,326 Z 0 3 3 -0.451 0,472 U 4 4 -0.009 0.616 2 0 5 5 10,099 -3.537 0.000 0,000 0.000 0 N 0 I- Frame Reactions and Deflections - Load Combination 11 - DL + SL + 0.5 *WLL + CL uu UJ F H Si cion Member Vertical Horizontal Moment Vertical Horizontal u- p Joint Joint Reaction Reaction Reaction Deflection Deflection lit Z Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0 O ~ 1 1 20.445 2,316 0.000 0.000 0,000 2 2 -0.019 -0.069 3 3 -0.957 0,236 4 4 -0.020 0.541 5 5 21.546 -4.391 0,000 0.000 0.000 Frame Reactions and Deflections - Load Combination 12 - DL + 0.5 *UBL + WLL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -0.061 -1.149 0,000 0.000 0.000 2 2 0,000 0.322 3 3 -0.267 0.410 4 4 -0.007 0.496 5 5 7.146 -3.001 0.000 0,000 0.000 Z NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 DESIGN SUMMARY REPORT Reactions and Deflections - Load Combination 13 - DL + UBL + 0.5 *WLL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z 1 1 4.527 1.245 0.000 0.000 0.000 ;F- Z 2 2 -0.004 -0.078 ix 2 6 3 3 -0.589 0.113 -J U 4 4 -0.015 0.300 U p 5 5 15.639 -3.320 0.000 0.000 0.000 W = J F.- Frame Reactions and Deflections - Load Combination 14 - DL + 0.5 *UBR + WLL + CL co U- WO Section Member Vertical Horizontal Moment Vertical Horizontal g Joint Joint Reaction Reaction Reaction Deflection Deflection IL Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) N I _ LLl 1 1 4,945 -1.149 0.000 0,000 0.000 Z H 2 2 -0.005 0.447 Z O 3 3 -0.267 0.533 w W 4 4 -0.002 0.620 5 5 2.140 -3,001 0,000 0.000 0.000 0 N 0 F-- Frame Reactions and Deflections - Load Combination 15 - DL + UBR + 0,5 *WLL + CL Ill W F- U a....don Member Vertical Horizontal Moment Vertical Horizontal u - ~O Joint Joint Reaction Reaction Reaction Deflection Deflection .. Z Number. Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) H 2 O F` Z 1 1 14.538 1.245 0.000 0.000 0,000 2 2 -0.014 0.172 3 3 -0.589 0,359 4 4 -0.005 0.549 5 5 5.627 -3.320 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 16 - DL + 0.5 *SL + WL2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 13.647 -1.313 0.000 0.000 0.000 2 2 -0.013 0.871 3 3 -0.614 1.067 4 4 -0.011 1.261 5 5 12.337 -5.496 0,000 0.000 0,000 Page 4 06/17/2003 59 NCI Building Systems, L.P. 208870 - CL -1 SEA CON s LINES 1 -3 DESIGN SUMMARY REPORT (" Reactions and Deflections - Load Combination 17 - DL + SL + 0,5 "WL2 + CL Section Member Vertical Horizon Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Page 5 06/17/2003 60 Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z 1 1 23.320 1,966 0.000 0,000 0.000 W 2 2 -0.022 0,203 3 3 -1.039 0,534 U It 4 -0.021 0,863 U O NO , 5 5 22.665 -5.371 0,000 0.000 0,000 w w -ii_. Frame Reactions and Deflections - Load Combination 18 - DL + 0.5 "UBL + WL2 + CL co w w Section Member Vertical Horizontal Moment Vertical Horizontal g J Joint Joint Reaction Reaction Reaction Deflection Deflection tt Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) N a = w 1 1 5,688 -1,849 0.000 0.000 0,000 Z H 2 2 -0.005 0.867 F- O 3 3 -0,430 1.006 W w 4 4 -0,009 1,141 5 5 9.384 - 4.961 0,000 0.000 0.000 U O O 1- Frame Reactions and Deflections - Load Combination 19 - DL + UBL + 0,5 "WL2 + CL 2 w X U S,_.ion Member Vertical Horizontal Moment Vertical Horizontal ur g" Joint Joint Reaction Reaction Reaction Deflection Deflection w Z Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) U O~ 1 1 7.402 0.895 0.000 0,000 0.000 2 2 -0,007 0,195 3 3 -0.671 0,411 4 4 -0.016 0.622 5 5 16.758 -4,300 0.000 0,000 0,000 Frame Reactions and Deflections - Load Combination 20 - DL + 0,5 "UBR + WL2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 10,694 -1.849 0.000 0.000 0.000 2 2 -0.010 0.992 3 3 -0.430 1.129 4 4 -0,004 1.266 5 5 4.378 -4.961 0.000 0.000 0,000 Z NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 Reactions and Deflections - Load Combination 21 - DL + UBR + 0.5 *WL2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 17.413 0.895 0,000 0,000 2 2 -0.016 3 3 -0.671 4 4 -0.006 5 5 6,746 -4.300 0.000 0,000 Frame Reactions and Deflections - Load Combination 22 - DL + 0.5 "SL + WLR + CL Section Membe Joint Joint Number Numbe 1 2 3 4 5 1 2 3 5 Frame Reactions -cion Member Joint Joint Number Number 1 2 3 4 5 1 2 3 4 5 r Vertical Horizontal Moment Vertical Horizontal Reaction Reaction Reaction Deflection Deflection r (KIPS) (KIPS) (KIP -FT) (IN) (IN) 10,099 7,898 and Deflections - Load Combination 23 - DL + SL + 0.5`WLR + CL Vertical Horizontal Moment Vertical Horizontal Reaction Reaction Reaction Deflection Deflection (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 21.546 4,391 0.000 0.000 2 2 -0.020 3 3 -0,957 4 4 -0.019 5 5 20.445 -2.316 0.000 0.000 Frame Reactions and Deflections - Load Combination 24 - DL + 0.5 "UBL + WLR + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 2,140 4,945 DESIGN SUMMARY REPORT 3.537 0,000 0.613 0.000 3.001 0,000 1.149 0,000 0.000 -0.009 -0.451 -0.007 0.000 0.000 -0.002 -0.267 -0.005 0.000 0.000 0.444 0.657 0.872 0.000 0.000 -0.616 -0.472 -0,326 0.000 0.000 -0.541 -0.236 0.069 0.000 0.000 -0,620 -0.533 -0.447 0.000 Page 6 06/17/2003 61 NCI Building Systems, L.P. 208870 - CL -1 SEA CON w LINES 1 -3 j e Reaction Section Member Joint Joint Number Number 1 2 3 4 5 1 2 3 4 5, Frame Reactions and Deflections - Load Combination 26 - DL + 0,5 "UBR + WLR + CL Section Member Joint Joint Number Number 1 2 3 4 5 1 2 3 4 5 Frame Reactions -.don Member Joint Joint Number Number s and Deflections - Load Combination 25 - DL + UBL + 0,5 "WLR + CL Vertical Reaction (KIPS) 5.627 14,538 Vertical Horizontal Moment Vertical Horizontal Reaction Reaction Reaction Deflection Deflection (KIPS) (KIPS) (KIP -FT) (IN) (IN) 7.146 -0.061 Horizontal Reaction (KIPS) DESIGN SUMMARY REPORT Moment Reaction (KIP -FT) 3.320 0.000 -1.245 0.000 3.001 0,000 1.149 0.000 Vertical Deflection (IN) 0,000 -0.005 -0.589 -0.014 0.000 0.000 -0.007 -0.267 0.000 0.000 Horizontal Deflection (IN) 0,000 -0,549 -0.359 -0.172 0.000 0.000 - 0,496 -0,410 - 0.322 0.000 and Deflections - Load Combination 27 - DL + UBR + 0.5 "WLR + CL Vertical Horizontal Moment Reaction Reaction Reaction (KIPS) (KIPS) (KIP -FT) 1 1 15.639 3.320 0.000 0.000 2 2 -0.015 3 3 -0.589 4 4 -0.004 5 5 4.527 -1.245 0.000 0.000 Vertical Horizontal Deflection Deflection (IN) (IN) 0,000 - 0.300 -0.113 0,078 0.000 Frame Reactions and Deflections - Load Combination 28 - DL + 0,5 "SL + WR2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 12.337 5.496 0.000 0,000 0.000 2 2 -0.011 -1.261 3 3 -0.614 -1.067 4 4 -0.013 -0.871 5 5 13,647 1.313 0.000 0.000 0.000 Page 7 06/17/2003 NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 .r `e Reactions and Deflections - Load Combination 29 - DL + SL + 0,5 "WR2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 22.665 2 2 3 3 4 4 5 5 23.320 Section Member Joint Joint Number Number 1 1 4.378 2 2 3 3 4 4 5 5 10.694 1 1 9.384 2 2 3 3 4 4 5 5 . 5.688 5.371 0,000 -1.966 0.000 Frame Reactions and Deflections - Load Combination 30 Vertical Horizontal Moment Reaction Reaction Reaction (KIPS) (KIPS) (KIP -FT) 4.961 0.000 1,849 0.000 Frame Reactions and Deflections - Load Combination a..,.cion Member Vertical Horizontal Joint Joint Reaction Reaction Number Number (KIPS) (KIPS) Moment Reaction (KIP -FT) 1 1 6.746 4.300 0.000 2 2 3 3 4 4 5 5 17.413 -0.895 0.000 DESIGN SUMMARY REPORT Frame Reactions and Deflections - Load Combination 32 - DL + 0,5 *UBR + WR2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 4.961 0.000 1.849 0,000 0.000 -0.021 -1.039 -0.022 0.000 - DL + 0.5 "UBL + WR2 + CL Vertical Horizontal Deflection Deflection (IN) (IN) 0.000 -0.004 -0.430 -0.010 0.000 31 - DL + UBL + 0.5 *WR2 + CL Vertical Deflection (IN) 0.000 -0.006 -0.671 -0.016 0,000 0.000 -0.009 -0,430 -0.005 0.000 0.000 -0.863 -0.534 -0.203 0.000 0,000 -1.266 -1.129 -0.992 0.000 Horizontal Deflection (IN) 0.000 -0.872 -0.657 -0,444 0.000 0.000 -1.141 -1.006 -0.867 0.000 Page 8 06/17/2003 63 • NCI Building Systems, L,P. 208870 - CL -1 SEA CON a LINES 1 -3 DESIGN SUMMARY REPORT Reactions and Deflections - Load Combination 33 - DL + UBR + 0.5 *WR2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) z X I 1 1 16.758 4.300 0,000 0.000 0,000 k' z 2 2 -0.016 -0,622 W 3 3 -0.671 -0.411 J U 4 4 -0.007 -0,195 () p 5 5 5 7.402 -0.895 0.000 0.000 0.000 W = J F Frame Reactions and Deflections - Load Combination 34 - DL+CL+EQL/1.4 N IL. w 0 Section Member Vertical Horizontal Moment Vertical Horizontal J Joint Joint Reaction Reaction Reaction Deflection Deflection u. ¢ Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) N d = W 1 1 4,541 -0.197 0.000 0.000 0,000 Z H 2 2 -0,004 0.396 1- O 3 3 -0.237 0.470 W u1 4 4 -0.006 0.542 5 5 6.093 -2.113 0.000 0.000 0.000 U N O 0H Frame Reactions and Deflections - Load Combination 35 - DL+CL+EQR/1.4 = W OE U &,-Lion Member Vertical Horizontal Moment Vertical Horizontal u- ~ O Joint Joint Reaction Reaction Reaction Deflection Deflection iii Z Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) U = H I-- 0 z 1 1 6.093 2.519 0,000 0,000 0.000 2 2 -0.006 -0.580 3 3 -0.341 -0.470 4 4 -0.004 -0.358 5 5 4.541 -0.209 0.000 0.000 0.000 Page 9 06/17/2003 64 NCI Building Systems, L. 208870 - CL -1 SEA CON @ EXT.COLUMN 1- 2 Length -pion Length Yield No. (FT) Fig Web 1 10.75 55, 46, (Controlling Actions) Axial Section Force Moment No. (KIPS) (KIP -FT) 1 23.58 -41,76 (Controlling Actions) Axial Section Force Moment No. (KIPS) (KIP -FT) 1 8,42 -63.01 (Controlling Actions) Axial Section Force Moment No, (KIPS) (KIP -FT) 1 8.42 -63.01 P. LINES 1 -3 -- Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 13.58 33.00 28,87 -- Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 21.97 33.00 29.33 -- Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 21,97 33.00 29.33 DESIGN SUMMARY REPORT 11.27 FT Member Angle 90.00 Deg Temp Diff 0. DEG.F Releases No, Segment Web Depth Web Depth Outer Flange Web Seg Size tart End or Section Thickness Inner Flange 6 1.79 FT 12,00 IN 12.00 IN 6.000 x 0.2500 0,1345 6.000 x 0.3125 -- Maximum Stresses - -- - -Unity Check Components- - Axial Fb0 FbI Outer Fl. Inner Fl. (KSI) (KSI) (KSI) Axial Bending Bending 4.73 -23.14 20.10 0.35 0.70 0.62 RAFTER 2- 3 Length 17.68 FT Member Angle 18.43 Deg Temp Diff 0, DEG.F Releases Section Length Yield No. Segment Web Depth Web Depth Outer Flange Web No, (FT) Flo Web Seg Size Start End or Section Thickness Inner Flange 1 17.38 55, 46. 9 1,93 FT 15.00 IN 15,00 IN 6.000 x 0,2500 0,1345 6.000 x 0.2500 -- Maximum Stresses - -- - -Unity Check Components- - Axial Fb0 FbI Outer Fl. Inner Fl. (KSI) (KSI) (KSI) Axial Bending Bending 1,68 -27.61 27.61 0.08 0.84 0.94 RAFTER 3- 4 Length 17.68 FT Member Angle -18,43 Deg Temp Diff 0, DEG.F Releases 'ton Length Yield No. Segment Web Depth Web Depth Outer Flange Web .1. (FT) Flg Web Seg Size Start End or Section Thickness Inner Flange 1 17.38 55. 46, 9 1.93 FT 15.00 IN 15.00 IN 6.000 x 0.2500 0.1345 6,000 x 0.2500 -- Maximum Stresses - -- - -Unity Check Components Axial Fb0 FbI Outer Fl. Inner Fl. (KSI) (KSI) (KSI) Axial Bending Bending 1.68 -27.61 27.61 0.08 0.84 0,94 Page 10 06/17/2003 0 Weight 191. LB Max Comb at Load Unity Ck Dist Cond 0.968 10.8 FT 3 Web Shear D Load Force Allow, - Cond (KIPS) (KIPS) T 28 - 5.50 22.47 0 Weight 302, LB Max Comb at Load Unity Ck Dist Cond 1.018 0.3 FT 3 Web Shear D Load Force Allow, - Cond (KIPS) (KIPS) T 3 12.99 13.49 0 Weight 302. LB Max Comb at Load Unity Ck Dist Cond 1.018 17.4 FT 3 Web Shear D Load Force Allow, - Cond (KIPS) (KIPS) T 3 - 12.99 13.49 ............. ...... r...K4a a'i`�i;AiecP:nl1 NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 EXT.COLUMN 5- 4 Length 11.27 FT Member Angle 90.00 Deg Temp Diff 0, DEG,F Releases 0 Weight 191. LB ..;..tion Length Yield No, Segment Web Depth Web Depth Outer Flange Web Max Comb at Load No, (FT) Flg Web Seg Size tart End or Section Thickness Inner Flange Unity Ck Dist Cond 1 10.75 55. 46, 6 1.79 FT 12.00 IN 12.00 IN 6.000 x 0.2500 0.1345 6.000 x 0,3125 0,968 10.8 FT 3 (Controlling Actions) Axial Section Force Moment No. (KIPS) (KIP -FT) 1 23.58 -41.76 -- Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 13.58 33.00 28.87 -- Maximum Stresses-- - Axial Fb0 FbI (KSI) (KSI) (KSI) 4.73 -23,14 20,10 2 Cycles DESIGN SUMMARY REPORT Frame Weight (excluding connections, clips and flange braces) is 986 LB - -Unity Check Components- Outer Fl. Inner Fl. Axial Bending Bending 0.35 0.70 0.62 Page 11 06/17/2003 Web Shear D Load Force Allow, - Cond (KIPS) (KIPS) T 16 - 5,50 22.47 4-, 4 1' r 4:4 .. NCI Building Systems, L.P. 208870 - CL -1 SEA CON a LINES 1 -3 Brace Removal Option: ON COLUMN 1 - 2 unbraced FLANGE BRACE REPORT Page 1 06/17/2003 67 z RAFTER 2 - 3 Purlins located at 1,87FT 7,14FT 12.41FT 16,63FT 17,69FT = Z Braced at r4 -I U RAFTER 3 - 4 U O Purlins located at 1.05FT 5.27FT 10.54FT 15,81FT 17.69FT Braced at B B B u. unbraced Q •— = b W Z � I- O: Z 1- 11.1 uj 0 0- COLUMN 5 - 4 z • RUN IDENTIFICATION Title Engineer Protect Reference Date Input Type - Frame Type - Frame Shape - Frame Symmetry - Frame Line - RUN OPTIONS Mode of Operation Unity Check Range Maximum Segment Size Coef. of Linear Expansion Modulus of Elasticity, E Flange Brace Removal Web Stiffeners Allowed Minimum No, of Anchor Bolts Update Input Data + + Synercom Design I I I I Rigid Frame Analysis and Design Software I I NCI Building Systems, L.P. Exe Version - 1.0.8.5 Exe Path - C :\PROGRA- 1\NCIMAI- 1WCIFRA -1.EXE Run Started At - 06/17/2003 19 :42 :44 REPORT OPTIONS Design Data Report Anchor Bolts and Connections Frame Weights Report Section Failure Summary Report Write Detailing Data to NIF File COMMAND LINE OPTIONS /I C APROGRA- 1\NCIMAI- 1\2738267.nif /0 C APROGRA- 1\JCIMAI- 1\2738267.dso N /D /P C APROGRA- 1WCIMAI- 1\2738207,sav - 208870 - CLC -1 SEA CON a LINES 1 -3 (CONNECTIONS) - KALPESH JARIWALA - MAINTENANCE- - 6/17/2003 Macro Rigid Frame Goble Yes LINES 1 -3 - Analysis - 0,900 to 1.030 - 2.000 FT - 0.0000065000/DEG.F - 29000000. PSI - Yes - No - 4 - Yes 68 NCI Building Systems, L.P. 208870 - CLC -1 SEA CON a LINES 1 -3 (CONNECTIONS) ,BALL FRAME INFORMATION 1 Building Width - 34.667 FT Distance to Ridge - 17,353 FT No, of Interior Columns - 0 No, of Rafters 2 Purlin Projection 10.250 IN FRONT ROOF Roof Slope - 4.000 on 12 Rafter No.s - 1 to 1 No. of Purlins - 4 Purlin Locations and Bracing (Ridge Down).,. 1- 0,99 B 2- 5.00 B 3- 10.00 B , 4- 15.00 B BACK ROOF Roof Slope - -4.000 on 12 Rafter No,s - 2 to 2 No, of Purlins - 4 Purlin Locations and Bracing (Ridge Down)... 1- 0,99 B 2- 5.00 B 3- 10.00 B 4- 15.00 B MODULE WIDTHS 34.667 MACRO INPUT PROCESSING FRONT EXTERIOR COLUMN --- lve Wall Girt Base Mid Mid Knee Base Temp Base Base »fight Slope Prot Depth Depth Dist. Depth Settle Diff Displ Cond Kx 12.667 0.000 0.000 12.000 0.000 0.000 12.000 0.00 0.00 0.00 P 1.50 FRONT SIDEWALL GIRT AND BRACE LOCATIONS none FRONT EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FyFlg FyWeb 1 6B 5B 6E W1 W1 WB 6C 5B 6E 55.00 46.00 RAFTER 1 AT LEFT KNEE Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Temp Num Depth p 2 p 3 p 4 p 5 p 6 p 7 p 8 p 9 p 10 p Depth p Diff Kx Sec 15.00(3) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0,00( ) 0.00( ) 0.00( ) 0.00( ) 15.00(5) 0.00 1.00 1 Section OF Plates Web Plates IF Plates FyFlg FyWeb Length 1 6B 68 6E W1 W1 WB 6B 6B 6E 55.00 46.00 0.00 FRONT ROOF PURLINS FALLING ON RAFTER 1: 1 - 4 RIDGE TO COLUMN RAFTER 2 Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Temp Num Depth p 2 p 3 p 4 p 5 p 6 p 7 p 8 p 9 p 10 p Depth p D1ff Kx Sec 15.00(5) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 15.00(3) 0.00 1.00 1 Section OF Plates Web Plates IF Plates FyFlg FyWeb Length 6B 6B 6E W1 W1 WB 6B 6B 6E 55,00 46.00 0.00 BACK ROOF PURLINS FALLING ON RAFTER 2: 1 - 4 Cycle 1 06/17/2003 69 tLi2.. :.i1.eiti: 4 r VZ, MACRO INPUT PROCESSING NCI Building Systems, L.P. 208870 - CLC -1 SEA CON a LINES 1 -3 (CONNECTIONS) 4° ) EXTERIOR COLUMN _Jve Wall Girt Base Mid Mid Knee Base Temp Base Base Height Slope Prof Depth Depth Dist, Depth Settle Diff Displ Cond Kx 12.667 0.000 0.000 12.000 0.000 0,000 12.000 0.00 0.00 0.00 P 1.50 BACK SIDEWALL GIRT AND BRACE LOCATIONS none BACK EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FYFIg FYWeb 1 6B 5B 6E W1 W1 WB 6C 5B 6E 55.00 46,00 MEMBER LOADS JS JE Group System Dir Type Distance Length SIntens Elntens 2 3 DL GLOB Y CONC 0.000 0.000 - 0.40500 0.00000 2 3 DL GLOB Z MOMT 0.000 0.000 1.18969 0,00000 4 3 DL GLOB Y CONC 0.000 0.000 - 0,40500 0.00000 4 3 DL GLOB Z MOMT 0,000 0.000 - 1.18969 0.00000 2 3 LL GLOB Y CONC 0.000 0.000 - 2,70000 0.00000 2 3 LL GLOB Z MOMT 0.000 0,000 7.93125 0,00000 4 3 LL GLOB Y CONC 0.000 0.000 - 2.70000 0.00000 4 3 LL GLOB Z MOMT 0.000 0.000 - 7.93125 0.00000 2 3 CL GLOB Y CONC 0.000 0.000 - 0,67500 0.00000 2 3 CL GLOB Z MOMT 0.000 0.000 1.98281 0.00000 4 3 CL GLOB Y CONC 0.000 0.000 - 0.67500 0.00000 3 CL GLOB Z MOMT 0.000 0.000 - 1.98281 0.00000 SL GLOB Y CONC 0.000 0.000 - 6.75000 0.00000 2 3 SL GLOB Z MOMT 0.000 0.000 19.82812 0.00000 4 3 SL GLOB Y CONC 0.000 0.000 - 6.75000 0.00000 4 3 SL GLOB Z MOMT 0.000 0.000 - 19.82812 0.00000 4 3 UBL GLOB Y CONC 0,000 0.000 - 3.37500 0.00000 4 3 UBL GLOB Z MOMT 0.000 0.000 - 9.91406 0.00000 2 3 UBR GLOB Y CONC 0.000 0.000 - 3.37500 0.00000 2 3 UBR GLOB Z MOMT 0.000 0.000 9.91406 0.00000 2 3 WLL MEMB Y CONC 0,000 0.000 1.93708 0.00000 2 3 WLL GLOB Z MOMT 0.000 0.000 - 5.69017 0.00000 4 3 WLL MEMB Y CONC 0.000 0.000 - 1.66035 0.00000 4 3 WLL GLOB Z MOMT 0,000 0.000 4.87729 0,00000 2 3 WLR MEMB Y CONC 0,000 0,000 1.66035 0.00000 2 3 WLR GLOB Z MOMT 0.000 0.000 - 4.87729 0,00000 4 3 WLR MEMB Y CONC 0.000 0.000 - 1.93708 0.00000 4 3 WLR GLOB Z MOMT 0,000 0.000 5.69017 0.00000 2 3 WL2 MEMB Y CONC 0.000 0.000 - 0.41509 0.00000 2 3 WL2 GLOB Z MOMT 0.000 0.000 1.21932 0.00000 4 3 WL2 MEMB Y CONC 0,000 0.000 - 1.66035 0.00000 4 3 WL2 GLOB Z MOMT 0.000 0.000 4,87729 0.00000 2 3 WR2 MEMB Y CONC 0.000 0.000 1.66035 0.00000 2 3 WR2 GLOB Z MOMT 0.000 0.000 - 4.87729 0.00000 4 3 WR2 MEMB Y CONC 0.000 0.000 0.41509 0.00000 4 3 WR2 GLOB Z MOMT 0.000 0.000 - 1.21932 0.00000 ,1 EQL GLOB X CONC 0.000 0.000 2.31000 0,00000 r 1 EQR GLOB X CONC 0,000 0.000 - 2.31000 0.00000 Cycle 1 06/17/2003 NCI Building Systems, L.P. 208870 - CLC -1 SEA CON a LINES 1 -3 (CONNECTIONS) LOADS __1Tace Group System MACRO INPUT PROCESSING Dir Type Distance Length Sintens FRO DL FRAME G UNIF 0.000 0.000 0.08100 BRO DL FRAME G UNIF 0.000 0.000 0.08100 FRO LL FRAME G UNIF 0.000 0.000 0.54000 BRO LL FRAME G UNIF 0.000 0.000 0.54000 FRO CL FRAME G UNIF 0.000 0.000 0.13500 BRO CL FRAME G UNIF 0.000 0.000 0.13500 FRO SL FRAME G UNIF 0.000 0.000 0.67500 BRO SL FRAME G UNIF 0.000 0.000 0.67500 BRO UBL FRAME G UNIF 0.000 0.000 0.67500 FRO UBR FRAME G UNIF 0.000 0.000 0.67500 FSW WLL FRAME N UNIF 0.000 0.000 0,22138 FRO WLL FRAME N UNIF 0,000 0.000 - 0.24905 BRO WLL FRAME N UNIF 0.000 0.000 - 0,19371 BSW WLL FRAME N UNIF 0,000 0.000 - 0.13836 FSW WLR FRAME N UNIF 0.000 0.000 -0,13836 FRO WLR FRAME N UNIF 0,000 0.000 - 0.19371 BRO WLR FRAME N UNIF 0,000 0.000 - 0,24905 BSW WLR FRAME N UNIF 0,000 0,000 0.22138 FSW WL2 FRAME N UNIF 0,000 0,000 0,22138 FRO WL2 FRAME N UNIF 0,000 0,000 0,08302 BRO WL2 FRAME N UNIF 0.000 0.000 - 0.19371 BSW WL2 FRAME N UNIF 0,000 0.000 - 0.13836 FSW WR2 FRAME N UNIF 0.000 0.000 - 0.13836 RO WR2 FRAME N UNIF 0,000 0.000 -0.19371 --ARO WR2 FRAME N UNIF 0.000 0.000 0.08302 BSW WR2 FRAME N UNIF 0.000 0.000 0.22138 GENERATED FRAME WEIGHT LOADS JS JE Group System Dir Type Distance Length 1 2 DL GLOB Y UNIF 0,000 0.000 2 3 DL GLOB Y UNIF 0,000 0.000 3 4 DL GLOB Y UNIF 0.000 0.000 5 4 DL GLOB Y UNIF 0.000 0.000 Slntens - 0.01698 - 0.01707 - 0.01707 - 0.01698 Elntens 0.08100 0.08100 0.54000 0.54000 0.13500 0.13500 0.67500 0.67500 0.67500 0.67500 0.22138 - 0.24905 - 0.19371 - 0.13836 - 0.13836 - 0.19371 - 0,24905 0.22138 0.22138 0.08302 - 0.19371 - 0.13836 - 0.13836 - 0,19371 0.08302 0.22138 Elntens - 0.01698 - 0.01707 - 0.01707 - 0,01698 DLWT DLWT DLWT DLWT Cycle 1 06/17/2003 is yme,L„y:i. •+c: . 44 MACRO INPUT PROCESSING NCI Building Systems, L.P. 208870 - CLC -1 SEA CON a LINES 1 -3 (CONNECTIONS) f' COMBINATIONS 1 M 1.000 100, DL DL 2 M 1.000 100, DL 100. LL 100. CL DL + LL + CL 3 M 1.000 100, DL 100, SL 100. CL DL + SL + CL 4 M 1.000 100. DL 100, UBL 100. CL DL +UBL + CL 5 M 1.000 100, DL 100, UBR 100. CL DL + UBR + CL 6 M 1.333 100, DL 100. WLL DL + WLL 7 M 1.333 100. DL 100. WL2 DL + WL2 8 M 1.333 100. DL 100. WLR DL + WLR 9 M 1.333 100. DL 100, WR2 DL + WR2 10 M 1.333 100, DL 50. SL 100. WLL 100. CL DL + 0.5 *SL + WLL + CL 11 M 1.333 100. DL 100, SL 50. WLL 100, CL DL + SL + 0.5 "WLL + CL 12 M 1.333 100. DL 50. UBL 100. WLL 100. CL DL + 0,5 "UBL + WLL + CL )M 1.333 100. DL 100. UBL 50. WLL 100, CL DL + UBL + 0,5 "WLL + CL 14 M 1.333 100, DL 50. UBR 100, WLL 100, CL DL + 0.5 *UBR + WLL + CL 15 M 1,333 100, DL 100. UBR 50. WLL 100. CL DL + UBR + 0.5 "WLL + CL 16 M 1.333 100. DL 50, SL 100. WL2 100. CL DL + 0.5'SL + WL2 + CL 17 M 1.333 100. DL 100. SL 50. WL2 100. CL DL + SL + 0,5 *WL2 + CL 18 M 1.333 100. DL 50. UBL 100. WL2 100. CL DL + 0,5'UBL + WL2 + CL 19 M 1.333 100. DL 100. UBL 50. WL2 100. CL DL + UBL + 0,5'WL2 + CL 20 M 1.333 100. DL 50. UBR 100. WL2 100, CL DL + 0.5'UBR + WL2 + CL 21 M 1.333 100. DL 100. UBR 50. WL2 100, CL DL + UBR + 0.5'WL2 + CL 22 M 1.333 100. DL 50. SL 100. WLR 100. CL DL + 0,5 *SL + WLR + CL 23 M 1.333 100. DL 100, SL 50. WLR 100. CL DL + SL + 0,5*WLR + CL 24 M 1.333 100. DL 50. UBL 100. WLR 100. CL DL + 0.5'UBL + WLR + CL "5 M 1.333 100. DL 100. UBL 50, WLR 100, CL ;DL + UBL + 0.5 *WLR + CL 26 M 1.333 100. DL 50. UBR 100. WLR 100. CL DL + 0,5 *UBR + WLR + CL 27 M 1.333 100. DL 100, UBR 50. WLR 100, CL DL + UBR + 0.5"WLR + CL 28 M 1.333 100, DL 50, SL 100, WR2 100, CL Cycle 1 06/17/1003 72 iux:.41”:4 41.44,04$14.4.4,4‘ • DL + 0,5 "SL + WR2 + CL 29 M 1.333 100, DL 100, SL 50, WR2 100, CL DL + SL + 0,5 "WR2 + CL 30 M 1.333 100, DL 50, UBL 100, WR2 100, CL DL + 0,5 "UBL + WR2 + CL M 1.333 100, DL 100, UBL 50, WR2 100, CL DL + UBL + 0.5 "WR2 + CL 32 M 1.333 100, DL 50, UBR 100, WR2 100, CL DL + 0,5 *UBR + WR2 + CL 33 M 1.333 100, DL 100, UBR 50, WR2 100, CL DL + UBR + 0,5 "WR2 + CL 34 M 1.333 100, DL 100, CL 280, EQL DL+CL+E0Lm/1.4 35 M 1.333 100, DL 100, CL 280, EQR DL+CL+EQRm/1,4 73 NCI Building Systems, L.P. 208870 - CLC -1 SEA CON m LINES 1 -3 (CONNECTIONS) FRAME GEOMETRY Frame Type Rigid Frame Frame Shape Gable Building Width 34.67 FT No, of Modules 1 Module Widths (FT) 34,67 Front Eave Height 12.67 FT Front Column Base Offset ,,, 0,00 FT Front Column Slope 0.00 /12 Front Roof Slope 4.00 /12 Back Roof Slope -4.00 /12 Back Eave Height 12.67 FT Back Column Base Offset .,,, 0.00 FT Back Column Slope 0,00 /12 Front Girt Protection 0.00 IN Back Girt Protection 0.00 IN Purlin Projection 10,25 IN ling Code UBC 1997 Buridin9 Length 94.33 FT Tributary Width 27,00 FT Dead Load Rate 3,00 PSF Live Load Rate 20,00 PSF Tributary Area Reduction No Collateral Load Rate 5,00 PSF Ground Snow Load Rate 25.00 PSF Min Roof Snow Load Rate .,,, 25.00 PSF Snow Importance Factor 1.00 Snow Exposure Factor 1.00 Snow Thermal Factor 1,00 Unobstructed Roof No Wind Speed 80.00 MPH Wind Pressure 10,25 PSF Wind Exposure B Building Enclosure Enclosed Wind Importance Factor 1.00 Wind Topographical Factor 1.00 Front Canopy Projection ,,,, 5.00 FT Back Canopy Projection 5.00 FT Use End Zone Coefficients., No LOADING PARAMETERS FRAME DESIGN DATA Page 1 06/17/2003 74 z z w J No, (0 III W I H W O. QQ LLQ co d. I zF- F- O Z ~ Lu .O (- � W UJ Hr" —O: .. Z. W U � O z NCI Building Systems, L.P. 208870 - CLC -1 SEA CON a LINES 1 -3 (CONNECTIONS) P i WIND COEFFICIENTS - - -- Windward - - -- Case Wall Canopy Roof 1 0,8 -1.4 -0.9 2 0.8 0.3 0.3 LOADING DOCUMENTATION Leeward - - -- Roof Canopy Wall -0.7 -1.2 -0,5 -0.7 -1.2 -0,5 Input Length - 94.3 feet Input Trib Width - 27.0 feet Input Dead Load - 3.0000 psf Input Collateral Load - 5.0000 psi' Input Live Load - 20.0000 psf Tributary Reduction Allowed: False Input Ground Snow - 25.0000 psi' Dead Loads 3.0000 psi' Live Load - 20.0000 psi' Coll. Load = 5.0000 psi' Balanced Snow Load - 25,0000 pst Unbalanced Snow Load (Front Canopy) - 0.0000 psf Unbalanced Snow Load (Front Eave) a 0,0000 psf Unbalanced Snow Load (Front Ridge) - 0.0000 psi' Unbalanced Snow Load (Back Ridge) - 25.0000 psf Unbalanced Snow Load (Back Eave) - 25.0000 psf ' !lanced Snow Load (Back Canopy) - 25.0000 psf 'irrpt t Wind Speed - 80.0000 mph Input Wind Importance - 1.0000 Base Wind Pressure - 10.2491 psf Left Windward Wall Case 1 - 0.8000 Left Windward Canopy Case 1 - - 1.4000 Left Windward Roof Case 1 - - 0,9000 Left Leeward Roof Case 1 a - 0.7000 Left Leeward Canopy Case 1 - - 1.2000 Left Leeward Wall Case 1 - - 0.5000 Right Windward Wall Case 1 - 0.8000 Right Windward Canopy Case 1 - - 1.4000 Right Windward Roof Case 1 - - 0.9000 Right Leeward Roof Case 1 - - 0.7000 Right Leeward Canopy Case 1 - - 1.2000 Right Leeward Wall Case 1 - - 0.5000 Left Windward Wall Case 2 - 0.8000 Left Windward Canopy Case 2 - 0.3000 Left Windward Roof Case 2 - 0.3000 Left Leeward Roof Case 2 - - 0.7000 Left Leeward Canopy Case 2 - - 1.2000 Left Leeward Wall Case 2 - - 0.5000 Right Windward Wall Case 2 - 0.8000 Right Windward Canopy Case 2 - 0.3000 Right Windward Roof Case 2 - 0.3000 Leeward Roof Case 2 - - 0.7000 Ri`gfit Leeward Canopy Case 2 - - 1.2000 Right Leeward Wall Case 2 - - 0.5000 FRAME DESIGN DATA Page 2 06/17/2003 75 u...0 �. " .;I NCI Building Systems, L.P. 208870 - CLC -1 SEA CON a LINES 1 -3 (CONNECTIONS) LOAD COMBINATIONS 1 M 1.000 DL 2 M 1,000 DL + LL + CL 3 M 1.000 DL + SL + CL 4 M 1.000 DL + UBL + CL 5 M 1.000 DL + UBR + CL 6 M 1.333 DL + WLL 7 M 1.333 DL + WL2 8 M 1.333 DL + WLR 9 M 1.333 DL + WR2 10 M 1.333 DL + 0.5 *SL + WLL + CL 11 M 1.333 DL + SL + 0.5 *WLL + CL 12 M 1.333 DL + 0,5 *UBL + WLL + CL 13 M 1,333 DL + UBL + 0,5 *WLL + CL 14 M 1.333 DL + 0.5 *UBR + WLL + CL 15 M 1.333 DL + UBR + 0,5 *WLL + CL 16 M 1.333 DL + 0,5 *SL + WL2 + CL 17 M 1.333 DL + SL + 0.5 *WL2 + CL 18 M 1.333 DL + 0.5 *UBL + WL2 + CL 19 M 1.333 DL + UBL + 0.5"WL2 + CL 20 M 1.333 DL + 0.5 *UBR + WL2 + CL 21 M 1.333 DL + UBR + 0.5'WL2 + CL 22 M 1.333 DL + 0.5 *SL + WLR + CL 23 M 1.333 DL + SL + 0.5'WLR + CL 9 4 M 1.333 DL + 0.5 *UBL + WLR + CL ' M 1.333 DL + UBL + 0.5'WLR + CL 26 M 1.333 DL + 0.5 *UBR + WLR + CL 27 M 1.333 DL + UBR + 0.5 *WLR + CL 28 M 1.333 DL + 0.5 *SL + WR2 + CL 29 M 1.333 DL + SL + 0.5'WR2 + CL 30 M 1.333 DL + 0.5 *UBL + WR2 + CL 31 M 1.333 DL + UBL + 0.5'WR2 + CL 32 M 1.333 DL + 0.5 *UBR + WR2 + CL 33 M 1.333 DL + UBR + 0.5'WR2 + CL 34 M 1.333 DL+CL+EQLnV1.4 35 M 1.333 DL+CL+EQRnV1.4 FRAME DESIGN DATA Page 3 06/17/2003 76 . JOINT 1 -- EXTERIOR COLUMN ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. 208870 - CLC -1 SEA CON a LINES 1 -3 (CONNECTIONS) COLUMN BASE SIZES O.A. SECTION DEPTH 12.5625 (IN) OUTER FLANGE WIDTH 6,0000 (IN) INNER FLANGE WIDTH 6.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD WITH NO ALLOWABLE STRESS INCREASE CASE SHEAR 3.884 (KIPS) 3 SHEAR TENSION 0.000 (KIPS) 0 TENSION COMPRESSION 23.767 (KIPS) 3 COMPRESSION SHEAR & TENS 0,000 (KIPS) 0 SHEAR & TENS PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE SHEAR 17.495 (KIPS) SHEAR 23.269 (KIPS) TENSION (acting alone),. 33.754 (KIPS) TENSION (acting alone) 44,892 (KIPS) `OMPRESSION 81.900 (KIPS) COMPRESSION 81.900 (KIPS) ANCHOR BOLTS (A307) QTY AND DIAMETER INTERIOR PITCH TYPICAL GAUGE DISTANCE TO FIRST ROW ( 4) 0,7500 (IN) 4.0000 (IN) 4.0000 (IN) 3.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD WITH ALLOWABLE STRESS INCREASE CASE 5.496 (KIPS) 28 4,342 (KIPS) 6 23.320 (KIPS) 17 9.085 (KIPS) 6 WIND/SEISMIC ALLOWABLE BASE PLATE PLATE WIDTH 6.0000 (IN) PLATE THICKNESS 0.3750 (IN) PLATE LENGTH 13,0000 (IN) Page 1 06/17/2003 77 r'ORT JOINT 5 -- EXTERIOR COLUMN ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. 208870 - CLC -1 SEA CON a LINES 1 -3 (CONNECTIONS) COLUMN BASE SIZES O,A, SECTION DEPTH 12.5625 (IN) OUTER FLANGE WIDTH 6.0000 (IN) INNER FLANGE WIDTH 6.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD WITH NO ALLOWABLE STRESS INCREASE CASE SHEAR 3.884 (KIPS) TENSION 0.000 (KIPS) COMPRESSION 23.767 (KIPS) SHEAR & TENS 0,000 (KIPS) PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE SHEAR 17,495 (KIPS) SHEAR 23.269 (KIPS) TENSION (acting alone).. 33,754 (KIPS) TENSION (acting alone) 44,892 (KIPS) l yMPF(ESSION 81,900 (KIPS) COMPRESSION 81.900 (KIPS) ANCHOR BOLTS (A307) QTY AND DIAMETER INTERIOR PITCH TYPICAL GAUGE DISTANCE TO FIRST ROW ( 4) 0,7500 (IN) 4,0000 (IN) 4.0000 (IN) 3.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD WITH ALLOWABLE STRESS INCREASE CASE 3 SHEAR 5.496 (KIPS) 16 0 TENSION 4.342 (KIPS) 8 3 COMPRESSION 23.320 (KIPS) 29 0 SHEAR & TENS 9.085 (KIPS) 8 WIND/SEISMIC ALLOWABLE BASE PLATE PLATE WIDTH 6.0000 (IN) PLATE THICKNESS 0.3750 (IN) PLATE LENGTH 13,0000 (IN) Page 2 06/17/2003 78 Z H I— 2E CC 6 U U 0) 0 CO ILI J = H w o }} g J w j 0 Ul E- O Z 1— w w U O- 0 I-- wW H � IO W Z U= O~ Z ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. 208870 - CLC -1 SEA CON a LINES 1 -3 (CONNECTIONS) LUNNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 1: VERTICAL KNEE SPLICE (7) OUTER FLANGE: FLUSH INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) CONNECTION PLATE - -EDGE DI WIDTH THICK, LENGTH YIELD OUT,FLG (IN) (IN) (IN) (KSI) (IN) 6.0000 0.6250 18.9375 55.0 1.1250 1.1250 3.0000 3.5000 DESIGN DEPTH SEGMENT (IN) LEFT 12.0000 RIGHT 15.0000 DESIGN DATA: WEB -- FLANGE WIDTH- - THICK. OUTER INNER (IN) (IN) (IN) 0.1345 6.0000 6,0000 0.1345 6,0000 6.0000 ADJUSTED ASSOCIATED MOMENT SHEAR LOAD 'LANGE (KIP -FT) (KIPS) COND ,_% OUTER 67.494 12.664 INNER 31.381 0.389 29 34 STANCE- - IN, FLG PITCH GAUGE (IN) (IN) (IN) -- FLANGE THICK,- - OUTER INNER (IN) (IN) 0.2500 0.3125 0.2500 0.2500 BOLT BOLT PRYING RUPTURE YIELD FORCE ALLOW ALLOW (KIPS) (KIP -FT) (KIP -FT) RESULTS - -BOLT QTY & OUTER FLG. (IN) ( 4) 0.8750 0,000 103,147 93.748 Successful Design 0.000 127.500 125.080 Successful Design Page 3 06/18/2003 DIAMETER- - INNER FLG, BOLT (IN) TYPE ( 4) 0.8750 A325 79 ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. 208870 - CLC -1 SEA CON a LINES 1 -3 (CONNECTIONS) LuNNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 11: RIDGE SPLICE (5) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) CONNECTION PLATE - -EDGE DISTANCE -- - -BOLT CITY & WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN) (IN) 6.0000 0.3750 21,1250 55.0 0.8750 0.8750 4.0000 3.0000 (4) 0,6250 DESIGN DEPTH SEGMENT (IN) LEFT 15.0000 RIGHT 15.0000 DESIGN DATA: WEB THICK. (IN) 0.1345 0.1345 -- FLANGE WIDTH- - OUTER INNER (IN) (IN) 6.0000 6.0000 6.0000 6.0000 ADJUSTED ASSOCIATED MOMENT SHEAR LOAD GE (KIP -FT) (KIPS) COND OUTER 31.381 0.130 6 6.082 INNER 36.594 1.228 3 6.096 BOLT PRYING FORCE (KIPS) -- FLANGE THICK.- - OUTER INNER (IN) (IN) 0.2500 0.2500 0.2500 0.2500 BOLT RUPTURE YIELD ALLOW ALLOW (KIP -FT) (KIP -FT) 50.711 48.161 50.875 48.278 RESULTS Successful Design Successful Design Page 4 06/17/2003 DIAMETER- - INNER FLG. BOLT (IN) TYPE ( 4) 0.6250 A325 80 Z 7C I 6" 00 . OD UU J = OD H. W g J LL Q oo O =a i-- Z = F—. F— O Z I— W U O ON O W W OE H - —O W Z U 2 O Z ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. 208870 - CLC -1 SEA CON m LINES 1 -3 (CONNECTIONS) t MNECTION DESIGN DATA FOR MEMBER 3- 4 AT DEPTH 1: RIDGE SPLICE (5) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) CONNECTION PLATE - -EDGE DISTANCE -- - -BOLT QTY & DIAMETER- - WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG, INNER FLG. BOLT (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN) (IN) (IN) TYPE 6,0000 0.3750 21.1250 55.0 0.8750 0.8750 4.0000 3.0000 (4) 0.6250 (4) 0.6250 A325 DESIGN WEB DEPTH THICK, SEGMENT (IN) (IN) LEFT 15.0000 0.1345 6.0000 6,0000 RIGHT 15.0000 0.1345 6,0000 6.0000 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR LOAD LANGE (KIP -FT) (KIPS) COND OUTER 31.381 0,130 8 INNER 36,594 1.228 3 -- FLANGE WIDTH- - OUTER INNER (IN) (IN) BOLT PRYING FORCE (KIPS) 6.082 6.096 -- FLANGE THICK,- - OUTER INNER (IN) (IN) 0.2500 0,2500 0.2500 0.2500 BOLT RUPTURE YIELD ALLOW ALLOW (KIP -FT) (KIP -FT) 50.711 48.161 50.875 48.278 RESULTS Successful Design Successful Design Page 5 06/17/2003 81 Z Z CC 0 O or) C. CO LU J H LL W � Q OD I : w I— 0 Z ,— W W U� O -. w H `-O W Z U= 0 ~ Z NCI Building Systems, L.P. 208870 - CLC -1 SEA CON a LINES 1 -3 (CONNECTIONS) ,.ANECTION DESIGN DATA FOR MEMBER 3- 4 AT DEPTH 11: VERTICAL KNEE SPLICE (7) OUTER FLANGE: FLUSH INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) CONNECTION PLATE - -EDGE DISTANCE - WIDTH THICK, LENGTH YIELD OUT.FLG IN. FLG (IN) (IN) (IN) (KSI) (IN) (IN) 6.0000 0.6250 18.9375 55,0 1,1250 1.1250 DESIGN DEPTH SEGMENT (IN) LEFT 12.0000 RIGHT 15,0000 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR LOAD --- 3LANGE (KIP -FT) (KIPS) COND OUTER 67,494 12.664 INNER 31.381 0.384 ANCHOR BOLTS AND CONNECTIONS REPORT WEB -- FLANGE WIDTH- - THICK, OUTER INNER (IN) (IN) (IN) 0.1345 6.0000 6,0000 0,1345 6.0000 6.0000 - -BOLT QTY & DIAMETER- - PITCH GAUGE OUTER FLG, INNER FLG. BOLT (IN) (IN) (IN) (IN) TYPE -- FLANGE THICK,- - OUTER INNER (IN) (IN) 0.2500 0.3125 0.2500 0.2500 3.0000 3.5000 ( 4) 0.8750 ( 4) 0,8750 A325 BOLT BOLT PRYING RUPTURE YIELD FORCE ALLOW ALLOW (KIPS) (KIP -FT) (KIP -FT) RESULTS 17 0.000 103.147 93.748 Successful Design 9 0.000 127.500 125.080 Successful Design Page 6 06/18/2003 82 RUN OPTIONS Mode of Operation Unity Check Range Maximum Segment Size Coef. of Linear Expansion Modulus of Elasticity, E Flange Brace Removal Web Stiffeners Allowed Minimum No. of Anchor Bolts Update Input Data + + I Synercom Design I I I Rigid Frame Analysis and Design Software 1 i I NCI Building Systems, L.P. + + Exe Version - 1.0.8.5 Exe Path - C:\ PROGRA- 1\JJCIMAI- 1\JVCIFRA -1,EXE Run Started At - 06/17/2003 19 :54:41 RUN IDENTIFICATION Title - 208870 - CL -2 SEA CON a LINES 4 -5 Engineer - KALPESH JARIWALA Protect - MAINTENANCE - Reference Date - 6/17/2003 Input Type - Macro Frame Type - Rigid Frame Frame Shape - Gable Frame Symmetry - Yes Frame Line - LINES 4 -5 REPORT OPTIONS Design Data Report Flange Brace Report Design Summary Report With Deflections Frame Weights Report Section Failure Summary Report Write Detailing Data to NIF File COMMAND LINE OPTIONS /I C :'PROGRA- 1\NCIMAI- 1\3455638.nif /0 C :\PROGRA- 1VJCIMAI- 1\3455638,dso N /D /P C :\PROGRA- 1\NCIMAI- 1\3455568,sav - Analysis - 0.900 to 1.030 - 2.000 FT - 0,0000065000/DEG,F - 29000000. PSI - Yes - No - 4 - Yes 83 NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 '''!ALL FRAME INFORMATION D Building Width - 34.667 FT Distance to Ridge - 17.333 FT No. of Interior Columns - 0 No. of Rafters - 2 z Purlin Projection 10,250 IN Z FRONT ROOF OC Roof Slope - 4.000 on 12 U Rafter No.s - 1 to 1 v O co 0 No. of Purlins - 4 w Purlin Locations and Bracing (Ridge Down).,. H 1- 0,99 B 2- 5.00 B 3- 10.00 B 4- 15,00 B N u W BACK ROOF Roof Slope - -4.000 on 12 IL j Rafter No.s - 2 to 2 u) d No, of Purlins - 4 _ Purlin Locations and Bracing (Ridge Down)... Z f... 1- 0.99 B 2- 5.00 B 3- 10.00 B 4- 15.00 B Z O 111 u c) 0 0 '-- FRONT EXTERIOR COLUMN uu uu ye Wall Girt Base Mid Mid Knee Base Temp Base Base () mllght Slope Proj Depth Depth Dist. Depth Settle Diff Displ Cond Kx u_ O 12.667 0.000 0.000 12.000 0.000 0.000 12.000 0.00 0.00 0.00 P 1.50 W Z U= O Z MODULE WIDTHS 34.667 FRONT SIDEWALL GIRT AND BRACE LOCATIONS none MACRO INPUT PROCESSING FRONT EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FYFig FyWeb 1 6B 5B 6E W1 W1 WB 6C 5B 6E 55.00 46.00 Cycle 1 0647/2003 RAFTER 1 AT LEFT KNEE Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Temp Num Depth p 2 p 3 p 4 p 5 p 6 p 7 p 8 p 9 p 10 p Depth p Diff Kx Sec 15.00(3) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 15.00(5) 0.00 1.00 1 Section OF Plates Web Plates IF Plates FYFig FyWeb Length 1 6B 6B 6E W1 W1 WB 6B 6B 6E 55.00 46.00 0.00 FRONT ROOF PURLINS FALLING ON RAFTER 1: 1 - 4 RIDGE TO COLUMN RAFTER 2 Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Temp Num Depth p 2 p 3 p 4 P 5 D 6 p 7 p 8 p 9 p 10 p Depth p Diff Kx Sec 15.00(5) 0.00( ) 0,00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 15.00(3) 0.00 1.00 1 Section OF Plates Web Plates IF Plates FYFig FyWeb Length 6B 6B BE W1 W1 WB 6B 6B 6E 55.00 46,00 0.00 BACK ROOF PURLINS FALLING ON RAFTER 2: 1 - 4 84 ; . ¢;w• Mi:�C„�,'»�:2 NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 "*"( EXTERIOR COLUMN cave Wall Girt Base Mid Mid Knee Base Temp Height Slope Prof Depth Depth D4st, Depth Settle Dift 12.667 0.000 0.000 12.000 0,000 0.000 12.000 0,00 0.00 BACK SIDEWALL GIRT AND BRACE LOCATIONS none BACK EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates 1 6B 5B 6E W1 W1 WB 6C 5B 6E MACRO INPUT PROCESSING MEMBER LOADS JS JE Group System Dir Type Distance Length 2 1 EQL GLOB X CONC 0.000 0,000 2 1 EQR GLOB X CONC 0.000 0.000 2 1 TEL GLOB X CONC 0,000 0.000 2 1 TER GLOB X CONC 0.000 0.000 2 1 TWL GLOB X CONC 0.000 0.000 2 1 TWR GLOB X CONC 0.000 0.000 FRAME LOADS Surface Group System Dir Type Distance Length FRO DL FRAME G UNIF 0.000 0.000 BRO DL FRAME G UNIF 0.000 0.000 710 LL FRAME G UNIF 0.000 0.000 8RO LL FRAME G UNIF 0.000 0.000 FRO CL FRAME G UNIF 0.000 0.000 BRO CL FRAME G UNIF 0.000 0.000 FRO SL FRAME G UNIF 0.000 0.000 BRO SL FRAME G UNIF 0.000 0.000 BRO UBL FRAME G UNIF 0.000 0.000 FRO UBR FRAME G UNIF 0.000 0.000 FSW WLL FRAME N UNIF 0.000 0.000 FRO WLL FRAME N UNIF 0.000 0.000 BRO WLL FRAME N UNIF 0.000 0.000 BSW WLL FRAME N UNIF 0.000 0.000 FSW WLR FRAME N UNIF 0.000 0.000 FRO WLR FRAME N UNIF 0.000 0.000 BRO WLR FRAME N UNIF 0.000 0.000 BSW WLR FRAME N UNIF 0.000 0.000 FSW WL2 FRAME N UNIF 0,000 0.000 FRO WL2 FRAME N UNIF 0.000 0.000 BRO WL2 FRAME N UNIF 0,000 0,000 BSW WL2 FRAME N UNIF 0,000 0.000 FSW WR2 FRAME N UNIF 0.000 0.000 FRO WR2 FRAME N UNIF 0,000 0,000 BRO WR2 FRAME N UNIF 0.000 0.000 BSW WR2 FRAME N UNIF 0.000 0.000 '.ATED FRAME WEIGHT LOADS JO JE Group System Dir Type Distance Length 1 2 DL GLOB Y UNIF 0.000 0,000 FyFlg FyWeb 55,00 46,00 Slntens 2.31000 - 2.31000 5.50000 - 5.50000 4,00000 - 4.00000 Slntens 0,06050 0.06050 0,40333 0,40333 0.10083 0.10083 0.50417 0.50417 0.50417 0,50417 0.16535 - 0.18602 - 0,14468 - 0,10335 - 0,10335 - 0.14468 - 0,18602 0.16535 0.16535 0.06201 - 0,14468 - 0,10335 - 0,10335 - 0,14468 0.06201 0.16535 Slntens -0.01698 Base Base Displ Cond Kx 0.00 P 1,50 Elntens 0.00000 0.00000 0.00000 0,00000 0,00000 0.00000 Elntens 0.06050 0.06050 0,40333 0,40333 0.10083 0.10083 0,50417 0,50417 0.50417 0,50417 0.16535 - 0,18602 - 0,14468 -0.10335 - 0.10335 - 0,14468 - 0.18602 0.16535 0.16535 0.06201 - 0,14468 -0.10335 - 0,10335 - 0,14468 0.06201 0.16535 Elntens - 0.01698 DLWT Cycle 1 06/17/2003 85 MACRO INPUT PROCESSING NCI Building Systems, L.P. Cycle 1 208870 - CL -2 SEA CON a LINES 4 -5 06 /17 /2003 2 3 DL GLOB Y UNIF 0,000 0.000 -0.01707 - 0,01707 DLWT ," 4 DL GLOB Y UNIF 0.000 0,000 -0.01707 -0.01707 DLWT 4 DL GLOB Y UNIF 0.000 0.000 -0.01698 - 0.01698 DLWT 86 NCI Building Systems, L.P. 208870 - CL -2 SEA CON m LINES 4 -5 MACRO INPUT PROCESSING COMBINATIONS 1 M 1.333 100. DL 100. CL 100. EQL DL+CL+EQL/1.4 2 M 1,333 100. DL 100. CL 100. EQR DL+CL+EOR/1,4 3 M 1,000 100, DL DL 4 M 1.000 100, DL 100, LL 100, CL DL + LL + CL 5 M 1,000 100. DL 100, SL 100, CL DL + SL + CL 6 M 1.000 100. DL 100. UBL 100, CL DL + UBL + CL 7 M 1.000 100. DL 100. UBR 100. CL DL + UBR +CL 8 M 1.333 100, DL 100. WLL DL + WLL 9 M 1.333 100. DL 100, WL2 DL + WL2 10 M 1.333 100. DL 100. WLR DL + WLR 11 M 1.333 100. DL 100. WR2 DL + WR2 12 M 1.333 100. DL 50. SL 100. WLL 100. CL DL + 0.5 *SL + WLL + CL ) M 1.333 100. DL 100. SL 50. WLL 100. CL DL + SL + 0.5"WLL + CL 14 M 1.333 100. DL 50, UBL 100. WLL 100. CL DL + 0,5 "UBL + WLL + CL 15 M 1.333 100. DL 100. UBL 50. WLL 100. CL DL + UBL + 0,5*WLL + CL 16 M 1.333 100. DL 50. UBR 100, WLL 100, CL DL + 0,5•UBR + WLL + CL 17 M 1.333 100. DL 100. UBR 50, WLL 100. CL DL + UBR + 0.5"WLL + CL 18 M 1.333 100. DL 50. SL 100. WL2 100. CL DL + 0.5 "SL + WL2 + CL 19 M 1.333 100. DL 100. SL 50. WL2 100. CL DL + SL + 0.5*WL2 + CL 20 M 1.333 100. DL 50. UBL 100, WL2 100. CL DL + 0,5 *UBL + WL2 + CL 21 M 1.333 100. DL 100. UBL 50. WL2 100. CL DL + UBL + 0.5*WL2 + CL 22 M 1.333 100. DL 50. UBR 100. WL2 100. CL DL + 0,5•UBR + WL2 + CL 23 M 1.333 100. DL 100. UBR 50. WL2 100, CL DL + UBR + 0.5*WL2 + CL 24 M 1.333 100. DL 50. SL 100, WLR 100, CL DL + 0.5•SL + WLR + CL 95 M 1.333 100. DL 100. SL 50. WLR 100. CL � DL + SL + 0,5 "WLR + CL 26 M 1.333 100. DL 50, UBL 100. WLR 100, CL DL + 0,5 "UBL + WLR + CL 27 M 1.333 100. DL 100, UBL 50. WLR 100, CL DL + UBL + 0.5 "WLR + CL 28 M 1.333 100. DL 50, UBR 100. WLR 100. CL Cycle 1 06/17/2003 DL + 0,511BR + WLR + CL 29 M 1.333 100, DL 100, UBR 50, WLR 100, CL DL + UBR + 0,5 "WLR + CL 30 M 1.333 100, DL 50, SL 100, WR2 100, CL DL + 0,5 "SL + WR2 + CL M 1.333 100, DL 100. SL 50, WR2 100, CL DL + SL + 0,5 "WR2 + CL 32 M 1.333 100, DL 50. UBL i4O, WR2 100, CL DL + 0,5'UBL + WR2 + CL 33 M 1.333 100, DL 100, UBL 50, WR2 100, CL DL + UBL + 0,5'WR2 + CL 34 M 1,333 100, DL 50, UBR 100, WR2 100, CL DL + 0,5'UBR + WR2 + CL 35 M 1.333 100, DL 100, UBR 50, WR2 100, CL DL + UBR + 0,5'WR2 + CL 36 M 1.333 100, DL 100, CL 100, TEL DL+CL +TORSION EQL/1,4 37 M 1.333 100, DL 100, CL 100. TER DL+CL +TORSION EQR/1,4 38 M 1.333 100, DL 100. WLL DL +TORSION WLL 39 M 1.333 100, DL 100, WLR DL +TORSION WLR 88 NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 FRAME GEOMETRY rime Type Rigid Frame Frame Shope Gable s FRAME DESIGN DATA Page 1 06/17/2003 89 Building Width 34,67 FT z No, of Modules 1 I H Module Widths (FT) 34.67 W Ui Front Eave Height 12.67 FT Front Column Base Offset , 0.00 FT o7 p Front Column Slope 0,00 /12 CO = H Front Root Slope 4.00 /12 S u_ Back Roof Slope -4,00 /12 wO Back Eave Height 12.67 FT u. Back Column Base Offset • 0.00 FT co a Back Column Slope 0,00 /12 H = z f.- Front Girt Projection 0,00 IN Z O Back Girt Projection 0.00 IN w w Purlin Projection 10,25 IN o O- LOADING PARAMETERS `ding Code UBC 1997 'wilding Length 94.33 FT Tributary Width 20.17 FT Dead Load Rate 3.00 PSF Live Load Rate 20.00 PSF Tributary Area Reduction , No Collateral Load Rate 5.00 PSF Ground Snow Load Rate 25.00 PSF Min Root Snow Load Rate ,,, 25.00 PSF Snow Importance Factor 1.00 Snow Exposure Factor 1.00 Snow Thermal Factor 1.00 Unobstructed Roof No Wind Speed 80.00 MPH Wind Pressure 10,25 PSF Wind Exposure B Building Enclosure Enclosed Wind Importance Factor 1.00 Wind Topographical Factor 1.00 Front Canopy Projection 0.00 FT Back Canopy Projection 0.00 FT Use End Zone Coefficients,, No 1.,L• ,Q t 0 I— LL! W H H — O .. w U= 0 Z NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 WIND COEFFICIENTS - - -- Windward - - -- Leeward - - -- Case Wall Canopy Roof Roof Canopy Wall 1 0.8 -1,4 -0.9 -0.7 -1.2 -0.5 2 0.8 0.3 0,3 -0.7 -1.2 -0.5 LOADING DOCUMENTATION Input Length - 94,3 feet Input Trib Width - 20.2 feet Input Dead Load - 3.0000 psf Input Collateral Load - 5.0000 psf Input Live Load - 20.0000 psf Tributary Reduction Allowed: False Input Ground Snow - 25.0000 psf Dead Load - 3.0000 psf Live Load - 20,0000 psf Coll. Load - 5.0000 psf Balanced Snow Load - 25.0000 psf Unbalanced Snow Load (Front Canopy) - 0.0000 psf Unbalanced Snow Load (Front Eave) - 0,0000 psf Unbalanced Snow Load (Front Ridge) - 0.0000 psf Unbalanced Snow Load (Back Ridge) - 25.0000 psf Unbalanced Snow Load (Back Eave) - 25.0000 psf 'lanced Snow Load (Back Canopy) = 25.0000 psf Input Wind Speed - 80.0000 mph Input Wind Importance - 1.0000 Base Wind Pressure - 10.2491 psf Left Windward Wall Case 1 - 0.8000 Left Windward Canopy Case 1 - - 1.4000 Left Windward Roof Case 1 - - 0.9000 Left Leeward Roof Case 1 - - 0.7000 Left Leeward Canopy Case 1 - - 1.2000 Left Leeward Wall Case 1 - - 0.5000 Right Windward Wall Case 1 - 0.8000 Right Windward Canopy Case 1 - - 1.4000 Right Windward Roof Case 1 - - 0.9000 Right Leeward Roof Case 1 - - 0.7000 Right Leeward Canopy Case 1 - - 1.2000 Right Leeward Wall Case 1 - - 0.5000 Left Windward Wall Case 2 - 0.8000 Left Windward Canopy Case 2 - 0.3000 Left Windward Roof Case 2 - 0.3000 Left Leeward Roof Case 2 - - 0.7000 Left Leeward Canopy Case 2 - - 1.2000 Left Leeward Wall Case 2 - - 0.5000 Right Windward Wall Case 2 - 0.8000 Right Windward Canopy Case 2 - 0.3000 Pit Windward Roof Case 2 - 0.3000 , t Leeward Roof Case 2 - - 0.7000 Right Leeward Canopy Case 2 - - 1.2000 Right Leeward Wall Case 2 - - 0.5000 FRAME DESIGN DATA Page 2 06/17/2003 NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 1 M 1.333 DL+CL+EAL/1.4 2 M 1.333 DL+CL+EAR/1.4 3 M 1.000 DL 4 M 1.000 DL + LL + CL 5 M 1.000 DL + SL + CL 6 M 1.000 DL + UBL + CL 7 M 1.000 DL + UBR + CL 8 M 1.333 DL + WLL 9 M 1,333 DL + WL2 10 M 1.333 DL + WLR 11 M 1.333 DL + WR2 12 M 1.333 DL + 0.5'SL + WLL + CL 13 M 1.333 DL + SL + 0.5'WLL + CL 14 M 1.333 DL + 0.5 *UBL + WLL + CL 15 M 1,333 DL + UBL + 0.5'WLL + CL 16 M 1.333 DL + 0.5'UBR + WLL + CL 17 M 1.333 DL + UBR + 0,5'WLL + CL 18 M 1.333 DL + 0.5 *SL + WL2 + CL 19 M 1.333 DL + SL + 0.5"WL2 + CL 20 M 1.333 DL + 0.5'UBL + WL2 + CL 21 M 1.333 DL + UBL + 0.5'WL2 + CL 22 M 1.333 DL + 0.5'UBR + WL2 + CL 23 M 1,333 DL + UBR + 0.5'WL2 + CL 24 M 1.333 DL + 0,5'SL + WLR + CL ;M 1.333 DL + SL + 0.5'WLR + CL M 1.333 DL + 0.5'UBL + WLR + CL 27 M 1.333 DL + UBL + 0.5'WLR + CL 28 M 1.333 DL + 0.5'UBR + WLR + CL 29 M 1.333 DL + UBR + 0.5'WLR + CL 30 M 1.333 DL + 0.5'SL + WR2 + CL 31 M 1.333 DL + SL + 0.5'WR2 + CL 32 M 1.333 DL + 0.5'UBL + WR2 + CL 33 M 1.333 DL + UBL + 0.5'WR2 + CL 34 M 1.333 DL + 0.5'UBR + WR2 + CL 35 M 1.333 DL + UBR + 0,5'WR2 + CL 36 M 1.333 DL+CL +TORSION EAL./1.4 37 M 1.333 DL+CL +TORSION EAR/1.4 38 M 1.333 DL +TORSION WLL 39 M 1.333 DL +TORSION WLR LOAD COMBINATIONS FRAME DESIGN DATA Page 3 06/17/2003 91 NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 DESIGN SUMMARY REPORT :ne Reactions and Deflections - Load Combination 1 - DL+CL+EQL/1.4 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z =F= 1 1 2.513 -0.326 0.000 0.000 0.000 w 2 2 -0.002 0.413 ¢¢ m 3 3 -0.181 0.470 U 0 4 4 -0.004 0,525 u) p 5 5 4.066 -1.984 0.000 0,000 0.000 W W J H Frame Reactions and Deflections - Load Combination 2 - DL+CL+EQR/1.4 N LL w 0 2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection � Q Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) N = c1 rW F 1 1 4.066 2.390 0.000 0.000 0.000 Z = - 2 2 -0.004 -0.562 Z O 3 3 -0.285 -0.470 W uJ 4 4 - 0.002 - 0.376 j C 5 5 2.513 -0.080 0.000 0.000 0.000 0 co 0 I- L! W U :,.action Member Vertical Horizontal Moment Vertical Horizontal u - p Joint Joint Reaction Reaction Reaction Deflection Deflection uj Z Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) U 0 Frame Reactions and Deflections - Load Combination 3 - DL 1 1 1.542 0.452 0.000 0.000 0.000 2 2 -0.001 -0.033 3 3 -0.102 0.000 4 4 -0.001 0.033 5 5 1.542 -0.452 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 4 - DL + LL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 10.281 3.353 0.000 0.000 0.000 2 2 -0.010 -0.242 3 3 -0.758 0.000 4 4 -0.010 0.242 5 5 10.281 -3.353 0.000 0.000 0.000 Page 1 06/17/2003 92 'Ju 1,,: - '::x44i+Su`:. a`,VI•:+h :v.J.' Z NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 :" Reactions and Deflections - Load Combination 5 - DL + SL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z = 1 1 12.029 3.933 0.000 0.000 0.000 - W CL tl 2 2 -0.011 -0.284 D 3 3 -0.889 0.000 -J 0 4 4 -0,011 0,284 V co C) 5 5 12.029 -3.933 0.000 0.000 0.000 co = J I-- Frame Reactions and Deflections - Load Combination 6 - DL + UBL + CL CO a- w Section Member Vertical Horizontal Moment Vertical Horizontal g Joint Joint Reaction Reaction Reaction Deflection Deflection uu_ Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) co d = W 1 1 5.401 2.483 0.000 0.000 0.000 z H 2 2 -0,005 -0,342 Z O 3 3 -0.561 -0.162 W u 4 4 -0.009 2 :D 0.016 CI 5 5 9.917 -2.483 0.000 0.000 0,000 0 O -• 0 H Frame Reactions and Deflections - Load Combination 7 - DL + UBR + CL = - H LL- O . . z O - V.iV Lion Member Joint Joint Number Number DESIGN SUMMARY REPORT Vertical Horizontal Moment Vertical Horizontal Reaction Reaction Reaction Deflection Deflection (KIPS) (KIPS) (KIP -FT) (IN) (IN) O ~ 1 1 9.917 2.483 0.000 0.000 0,000 Z 2 2 -0,009 -0,016 3 3 -0.561 0.162 4 4 -0,005 0,342 5 5 5.401 -2.483 0.000 0.000 0,000 Frame Reactions and Deflections - Load Combination 8 - DL + WLL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -2,052 -2.229 0.000 0.000 0,000 2 2 0.002 0.394 3 3 0,108 0.360 4 4 0.001 0,326 5 5 -0.597 -0.937 0.000 0,000 0.000 Page 2 06/17/2003 93 �.. +.�:,x .U:, •., d. i;.:,.. v:. 1r. :,r.:`r;.i.5.n•in'yuw�NCwia;•i� ' +uS,i�M+r.'�;iw.'wi NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 DESIGN SUMMARY REPORT e Reactions and Deflections - Load Combination 9 - DL + WL2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z = 1= 1 1 0.608 -2.274 0.000 0,000 0.000 'I z 2 2 0.000 0.728 3 3 -0.039 0.741 0 4 4 -0.001 0.752 u) 0 5 5 1.042 -2.322 0.000 0.000 0,000 W = JF- Frame Reactions and Deflections - Load Combination 10 - DL + WLR 2 WO Section Member Vertical Horizontal Moment Vertical Horizontal g ?: Joint Joint Reaction Reaction Reaction Deflection Deflection uu_ Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) u) d = W 1— 1 1 -0.597 0.937 0,000 0.000 0.000 ? H 2 2 0.001 -0.326 Z 0 3 3 0.108 -0.360 w w 4 4 0.002 -0.394 5 5 -2.052 2.229 0.000 0,000 0.000 0 N O 0 1-- Frame Reactions and Deflections - Load Combination 11 - DL + WR2 = W }} I b,tion Member Vertical Horizontal Moment Vertical Horizontal u- p Joint Joint Reaction Reaction Reaction Deflection Deflection _.: Z Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) U O ~ 1 1 1,042 2.322 0.000 0,000 0,000 2 2 -0.001 -0.752 3 3 -0.039 -0.741 4 4 0.000 -0,728 5 5 0.608 2.274 0,000 0,000 0,000 Frame Reactions and Deflections - Load Combination 12 - DL + 0.5*SL + WLL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 4.065 -0.198 0,000 0.000 0,000 2 2 -0,004 0,247 3 3 -0,351 0,360 4 4 -0.005 0,472 5 5 5,521 -2,967 0,000 0.000 0,000 Page 3 06/17/2003 94 z NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 Reactions Section Member Joint Joint Number Number 1 2 3 4 5 1 2 3 4 5 Vertical Reaction (KIPS) 10.232 10.959 Horizontal Reaction (KIPS) DESIGN SUMMARY REPORT and Deflections - Load Combination 13 - DL + SL + 0.5 "WLL + CL Moment Reaction (KIP -FT) 2.593 0.000 -4,176 0,000 Vertical Deflection (IN) 0.000 -0,009 -0,784 -0.010 0.000 Horizontal Deflection (IN) 0.000 -0,071 0.180 0.430 0,000 Frame Reactions and Deflections - Load Combination 14 - DL + 0,5"UBL + WLL + CL Section Member Joint Joint Number Number Frame Reactions . .±ion Member Joint Joint Number Number Vertical Horizontal Moment Vertical Horizontal Reaction Reaction Reaction Deflection Deflection (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 0,752 -0.923 0.000 0.000 2 2 -0.001 3 3 -0.187 4 4 -0,004 5 5 4.465 -2.242 0.000 0.000 Vertical Horizontal Moment Reaction Reaction Reaction (KIPS) (KIPS) (KIP -FT) 1 1 3.605 1.143 0.000 0.000 2 2 -0,003 3 3 -0,456 4 4 -0.008 5 5 8,848 -2.725 0,000 0.000 0.000 0,218 0.279 0.338 0.000 and Deflections - Load Combination 15 - DL + UBL + 0,5 "WLL + CL Vertical Horizontal Deflection Deflection (IN) (IN) 0,000 -0,129 0.018 0.163 0.000 Frame Reactions and Deflections - Load Combination 16 - DL + 0.5 "UBR + WLL + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 2 3 4 5 1 2 3 4 5 3,009 2.207 -0.923 0.000 -2.242 0.000 0.000 -0.003 -0,187 -0,002 0.000 0,000 0.381 0.441 0.501 0.000 Page 4 06/17/2003 95 NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 "one Reactions and Deflections - Load Combination 17 - DL + UBR + 0,5 *WLL + CL Section Member Joint Joint Number Number 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 Frame Reactions and Deflections - Load Combination 18 - DL + 0.5 "SL + WL2 + CL Section Member Joint Joint Number Number 1 2 3 5 Frame Reactions Member Joint Joint Number Number 1 2 3 4 5 Vertical Reaction (KIPS) 8.120 4.332 Vertical Horizontal Moment Vertical Horizontal Reaction Reaction Reaction Deflection Deflection (KIPS) (KIPS) (KIP -FT) (IN) (IN) 6.726 -0.243 7.160 -4.353 and Deflections - Load Combination 19 - DL + SL + 0,5 *WL2 + CL Vertical Horizontal Moment Reaction Reaction Reaction (KIPS) (KIPS) (KIP -FT) 11.562 2.571 0.000 11.779 Horizontal Reaction (KIPS) DESIGN SUMMARY REPORT Moment Reaction (KIP -FT) 1.143 0.000 -2.725 0.000 -4.869 0.000 Vertical Deflection (IN) 0,000 -0.008 -0.456 -0,004 0.000 0.000 0.000 - 0,006 -0.498 - 0.007 0,000 0.000 0.000 -0.011 -0.857 -0.011 0,000 1 1 3.412 -0.968 0.000 0.000 2 2 -0.003 3 3 -0,334 4 4 -0.006 5 5 6,104 -3.628 0.000 0,000 Horizontal Deflection (IN) 0,000 0.197 0.342 0.489 0,000 0.000 0.581 0,741 0.899 0,000 Vertical Horizontal Deflection Deflection (IN) (IN) 0.000 0,096 0,370 0,644 0.000 Frame Reactions and Deflections - Load Combination 20 - DL + 0,5'UBL + WL2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0.000 0.552 0,660 0.765 0,000 Page 5 06/17/2003 96 Z OC QQ J 0 0 oo 0 . J = w ti? N = w _ Z F- O Z F- LU w 0 22 0 F- w H H - - O W Z O Z NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 DESIGN SUMMARY REPORT ; : 4 " * "pe Reactions and Deflections - Load Combination 21 - DL + UBL + 0,5 *WL2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z 1 1 4.935 1,120 0.000 0,000 0,000 1 z 2 2 -0,005 0.038 6 = 3 3 -0,529 0.208 U O 4 4 -0.009 0.376 co 0. 5 5 9,667 -3.418 0,000 0,000 0,000 CO H N uL . Frame Reactions and Deflections - Load Combination 22 - DL + 0.5 *UBR + WL2 + CL W O Section Member Vertical Horizontal Moment Vertical Horizontal ct Joint Joint Reaction Reaction Reaction Deflection Deflection L- Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) = C1 W ZH 1 1 5.670 -0,968 0.000 0.000 0.000 2 2 -0.005 0.715 Z O 3 3 -0,334 0.822 W w 4 4 -0,004 0.928 D p 5 5 3,846 -3.628 0.000 0.000 0.000 U O -- 0l-- Frame Reactions and Deflections - Load Combination 23 - DL + UBR + 0,5'WL2 + CL = U H F- __.;tion Member Vertical Horizontal Moment Vertical Horizontal L i- - O Joint Joint Reaction Reaction Reaction Deflection Deflection a J N Number Number (KIPS) (KIPS) (KIP-FT) -- (IN) U -- O 1 1 9,450 1.120 0,000 0.000 0.000 2 2 -0.009 0,364 3 3 -0.529 0.533 4 4 -0,005 0.702 5 5 5.152 -3.418 0,000 0.000 0.000 Frame Reactions and Deflections - Load Combination 24 - DL + 0,5 *SL + WLR + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 5.521 2.967 0,000 0.000 0,000 2 2 -0.005 -0,472 3 3 -0,351 -0,360 4 4 -0.004 -0,247 5 5 4.065 0.198 0,000 0.000 0.000 Page 6 97 06/17/2003 2C)a�i7.�:�i�4`�1wF }'',�i�' «�' i '� " tiil�•a: `'�i)c.e' o NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 Reactions and Deflections - Load Combination 25 - DL + SL + 0,5 "WLR + CL Section Member Joint Joint Number Number 1 1 2 2 3 3 4 4 5 5 1 2 3 4 5 1 2 3 4 5 Vertical Reaction (KIPS) 10.959 10.232 1 1 2.207 2 2 3 3 4 4 5 5 3.009 4.332 8.120 Horizontal Reaction (KIPS) DESIGN SUMMARY REPORT Moment Reaction (KIP -FT) 4.176 0.000 -2.593 0.000 Vertical Horizontal Deflection Deflection (IN) (IN) 0.000 0,000 -0.010 -0,430 -0,784 -0.180 -0.009 0,071 0,000 0,000 Frame Reactions and Deflections - Load Combination 26 - DL + 0.5•UBL + WLR + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 2.242 0,000 0,923 0.000 2,725 0.000 -1.143 0.000 0.000 -0,002 -0,187 -0.003 0,000 Frame Reactions and Deflections - Load Combination 27 - DL + UBL + Member Vertical Horizontal Moment Joint Joint Reaction Reaction Reaction Number Number (KIPS) (KIPS) (KIP -FT) Vertical Horizontal Deflection Deflection (IN) (IN) 0.000 -0.004 -0.456 -0.008 0.000 0.000 -0.501 -0.441 -0.381 0.000 0.5 "WLR + CL 0.000 -0,489 -0.342 -0,197 0,000 Frame Reactions and Deflections - Load Combination 28 - DL + 0.5'UBR + WLR + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 4.465 2.242 0.000 0,000 0.000 2 2 -0.004 -0.338 3 3 -0,187 -0.279 4 4 -0.001 -0.218 5 5 0.752 0.923 0.000 0.000 0.000 Page 7 06/17/2003 98 i.�:i�;,:wL:iu...,�...a�:«:ka.' i.....C.:+v,�.;_... :a:u..s:i.•u:.wti.t:>i.:.J:✓.G wt�TLi01[(rt0%NQ✓5!YV$f{IIt' NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 Reactions Section Member Joint Joint Number Number 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 and Deflections - Load Combination 29 - DL + UBR + 0.5 "WLR + CL Vertical Reaction (KIPS) 7.160 6.726 11.779 11.562 3.846 5.670 Horizontal Reaction (KIPS) 8.848 2.725 3.605 -1.143 DESIGN SUMMARY REPORT Moment Reaction (KIP -FT) Frame Reactions and Deflections - Load Combination 30 - DL + 0.5 "SL + WR2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 4.353 0.000 0.243 0.000 Frame Reactions and Deflections - Load Combination a,:c on Member Vertical Horizontal Joint Joint Reaction Reaction Number Number (KIPS) (KIPS) 3.628 0.000 0,968 0.000 Vertical Deflection (IN) 0,000 0,000 -0.008 -0.456 -0.003 0.000 0.000 0.000 -0.007 -0.498 - 0.006 0.000 Moment Vertical Reaction Deflection (KIP -FT) (IN) 4.869 0,000 0,000 - 0.011 -0.857 -0.011 -2.571 0.000 0.000 0,000 -0.004 -0,334 -0.005 0.000 Horizontal Deflection (IN) 0.000 -0.163 -0.018 0.129 0.000 0,000 -0.899 - 0,741 -0.581 0.000 31 - DL + SL + 0.5*WR2 + CL Horizontal Deflection (IN) 0.000 - 0,644 - 0.370 - 0.096 0.000 Frame Reactions and Deflections - Load Combination 32 - DL + 0,5 "UBL + WR2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0.000 -0.928 -0.822 -0.715 0.000 Page 8 06/17/2003 99 NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 Reactions Section Member Joint Joint Number Number 1 2 3 4 5 1 2 3 4 5 Frame Reactions and Deflections - Load Combination 34 - DL + 0.5•UBR + WR2 + CL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 2 3 4 5 1 2 3 4 5 Frame Reactions and Deflections - Load Combination 35 - DL + UBR + 0,5`WR2 + CL 3^ t ion Member Joint Joint Number Number 1 2 3 4 5 Section Member Joint Joint Number Number 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 and Deflections - Load Combination 33 - DL + UBL + 0,5 *WR2 + CL Vertical Reaction (KIPS) 5.152 9, 6.104 3.1412 Vertical Reaction (KIPS) 9.667 3.418 4.935 -1.120 Frame Reactions and Deflections - Load Combination 36 - DL+CL +TORSION EQL/1.4 Vertical Reaction (KIPS) 1.442 5.138 Horizontal Reaction (KIPS) DESIGN SUMMARY REPORT Moment Reaction (KIP -FT) 3.418 0.000 -1.120 0.000 3.628 0.000 0.968 0.000 Horizontal Reaction (KIPS) Horizontal Reaction (KIPS) Moment Reaction (KIP -FT) Moment Reaction (KIP -FT) -2.201 0.000 -3.299 0,000 Vertical Deflection (IN) 0.000 -0,005 -0.529 -0.009 0.000 0.000 -0.006 -0.334 -0.003 0.000 Horizontal Deflection (IN) 0,000 -0.702 - 0.533 - 0.364 0.000 0.000 -0.765 -0.660 - 0.552 0.000 Vertical Horizontal Deflection Deflection (IN) (IN) 0.000 0.000 0.000 -0,009 -0.376 - 0.529 -0.208 -0.005 -0.038 0,000 0.000 0.000 Vertical Horizontal Deflection Deflection (IN) (IN) 0.000 0,000 -0.001 1,087 -0.109 1.118 - 0.005 1.147 0.000 0.000 Page 9 06/17/2003 100 NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 t' Reactions and Deflections - Load Combination 37 - DL+CL +TORSION EOR/1,4 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) Z Z 1 1 5.138 4.265 0.000 0.000 0.000 4- w 2 2 -0.005 -1.236 3 3 -0.357 -1.118 _i U 4 4 -0.001 -0.998 U O co o 5 5 1.442 1.235 0.000 0,000 0.000 W = J H F rame Reactions and Deflections - Load Combination 38 - DL +TORSION WLL N LL Ill Section Member Vertical Horizontal Moment Vertical Horizontal g Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0) d . = w 1 1 -2,052 -2.229 0.000 0.000 0,000 Z F 2 2 0.002 0,394 H O Z I- 3 3 0.108 0.360 w w 4 4 0.001 0.326 2 5 5 -0.597 -0.937 0.000 0.000 0.000 o N 0 I-- Frame Reactions and Deflections - Load Combination 39 - DL +TORSION WLR uu w �U :,,ction Member Vertical Horizontal Moment Vertical Horizontal u- 6 Joint Joint Reaction Reaction Reaction Deflection Deflection ill Z Number Number (KIPS) (KIPS) (KIP -FT) (IN) (IN) U O F .. 1 1 -0.597 0.937 0.000 0.000 0.000 2 2 0.001 -0.326 3 3 0.108 -0.360 4 4 0.002 -0.394 5 5 -2.052 2.229 0.000 0.000 0.000 DESIGN SUMMARY REPORT Page 10 06/17/2003 101 a.. m r ,., Z NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 EX 1- 2 Length 11.27 FT Member Angle 90,00 Deg Temp Diff 0, DEG,F Releases r .,action Length Yield No, Segment Web Depth Web Depth Outer Flange Web No, (FT) Flg Web Seg Size Start End or Section Thickness Inner Flange 1 10.75 55. 46, 6 1.79 FT 12,00 IN 12,00 IN 6.000 x 0,2500 0.1345 6.000 x 0.3125 (Controlling Actions) Axial Section Force Moment No. (KIPS) (KIP -FT) 1 11.85 -42.30 (Controlling Actions) Axial Section Force Moment No. (KIPS) (KIP -FT) 1 7.30 -41.60 (Controlling Actions) Axial Section Force Moment No. (KIPS) (KIP -FT) 1 7.30 -41,60 iv 11111111 -- Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 13.58 33.00 28,87 RAFTER 2- 3 Length 17.68 FT Member Angle 18.43 Deg Temp Diff 0, DEG,F Releases Section Length Yield No, Segment Web Depth Web Depth Outer Flange Web No, (FT) Fig Web Seg Size Start End or Section Thickness Inner Flange 1 17.38 55, 46, 9 1,93 FT 15.00 IN 15.00 IN 6,000 x 0.2500 0.1345 6.000 x 0.2500 -- Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 18.12 33.00 29.33 RAFTER 3- 4 Length 17.68 FT Member Angle -18.43 Deg Temp Diff 0. DEG,F Releases tlon Length Yield No, Segment Web Depth Web Depth Outer Flange Web Max Comb at Load 4, (FT) Flg Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist Cond 1 17.38 55. 46, 9 1.93 FT 15.00 IN 15.00 IN 6.000 x 0.2500 0.1345 6,000 x 0.2500 0.688 17.4 FT 5 -- Allowable Stresses -- -- Maximum Stresses - -- - -Unity Check Components- - Fa Fb0 FbI Axial Fb0 FbI Outer Fl. Inner Fl. (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) Axial Bending Bending 21.97 33.00 29.33 1.45 -18.23 18.23 0.07 0.55 0.62 DESIGN SUMMARY REPORT -- Maximum Stresses - -- - -Unity Check Components- - Axial Fb0 FbI Outer Fl. Inner F1, (KSI) (KSI) (KSI) Axial Bending Bending 2.37 -23.43 20.36 0,17 0.71 0.61 -- Maximum Stresses - -- - -Unity Check Components - Axial Fb0 FbI Outer Fl. Inner Fl. (KSI) (KSI) (KSI) Axial Bending Bending 1.45 -18.23 18.23 0.08 0,55 0,62 Page 11 06/17/2003 0 Weight 191. LB Max Comb at Load Unity Ck Dist Cond 0.788 10.8 FT 5 Web Shear D Load Force Allow. - Cond (KIPS) (KIPS) T 5 -3.93 16,86 0 Weight 302. LB Max Comb at Load Unity Ck Dist Cond 0.702 0.3 FT 5 Web Shear D Load Force Allow, - Cond (KIPS) (KIPS) T 5 9.45 13.49 0 Weight 302, LB Web Shear D Load Force Allow. - Cond (KIPS) (KIPS) T 5 - 9.45 13.49 102 w,. w., ti•. rn, .wy .,,..... «�....„, w, a,al.M. •.xc.mn.,.....:r. +sn "citxnt.P.Rath.e,h4314A.M?l ie'kl4R'. NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 EXT,COLUMN 5- 4 Length 11.27 FT Member Angle 90,00 Deg Temp Diff 0. DEG,F Releases vo.t1on Length Yield No, Segment Web Depth Web Depth Outer Flange Web No, (FT) Flg Web Seg Size Start End or Section Thickness Inner Flange 1 10.75 55. 46. 6 1.79 FT 12.00 IN 12.00 IN 6.000 x 0.2500 0,1345 6.000 x 0.3125 (Controlling Actions) Axial Section Force Moment No. (KIPS) (KIP -FT) 1 11,85 -42,30 2 Cycles -- Allowable Stresses- - Fa Fb0 FbI (KSI) (KSI) (KSI) 13.58 33.00 28.87 DESIGN SUMMARY REPORT -- Maximum Stresses - -- - -Unity Check Components -- Axial Fb0 FbI Outer Fl, Inner Fl. (KSI) (KSI) (KSI) Axial Bending Bending 2.37 -23.43 20.36 0.17 0.71 0,61 Frame Weight (excluding connections, clips and flange braces) is 986 LB Page 12 06/17/2003 0 Weight 191, LB Max Comb at Load Unity Ck Dist Cond 0.788 10.8 FT 5 Web Shear D Load Force Allow, - Cond (KIPS) (KIPS) T 5 -3.93 16.86 103 NCI Building Systems, L.P. 208870 - CL -2 SEA CON a LINES 4 -5 ge Brace Removal Option: ON COLUMN 1 - 2 unbraced FLANGE BRACE REPORT Page 1 06/17/2003 104 z RAFTER 2 - 3 Purlins located at 1.87FT 7,14FT 12.41FT 16,63FT 17,69FT Z Braced at B B B 6 -J U RAFTER 3 - 4 U Purlins located at 1,05FT 5.27FT 10.54FT 15,81FT 17,69FF ai W Braced at B B B -i H u_ COLUMN 5 - 4 unbraced Ui 0 • < • d _ . z F— O . Z F-- Z Exe Version - 1.0.8.5 Exe Path - C: \PROGRA- 1\NCIMAI- 1\NCIFRA -1.EXE Run Started At - 06/17/2003 19:57:32 I Synercom Design I I Rigid Frame Analysis and Design Software I I NCI Building Systems, L.P. I + + RUN IDENTIFICATION Title - 208870 - CLC -2 SEA CON a LINES 4 -5 (CONNECTIONS) Engineer - KALPESH JARIWALA Project - MAINTENANCE - Reference Date - 6/17/2003 Input Type - Macro Frame Type - Rigid Frame Frame Shape - Gable Frame Symmetry - Yes Frame Line - LINES 4 -5 RUN OPTIONS Mode of Operation Unity Check Range Maximum Segment Size Caere of Linear Expansion Modulus of Elasticity, E Flange Brace Removal Web Stiffeners Allowed Minimum No, of Anchor Bolts Update Input Data REPORT OPTIONS Design Data Report Anchor Bolts and Connections Flange Brace Report Design Summary Report With Deflections Frame Weights Report Section Failure Summary Report Write Detailing Data to NIF File COMMAND LINE OPTIONS /I C :\PROGRA- 1\NCIMAI- 1\3626564.nif /0 C :\PROGRA- 1\NCIMAI- 1'36265611,dso N /D /P C:\PROGRA- 1\NCIMAI- 1\3626514,sav - Analysis - 0.900 to 1.030 - 2,000 FT - 0,0000065000/DEG,F - 29000000. PSI - Yes - No - 4 - Yes 105 14......00.6.4 .i.r:v;.. `ALL FRAME INFORMATION lucal Building Width - 34,667 FT Distance to Ridge - 17,333 FT No, of Interior Columns - 0 MODULE WIDTHS 34,667 FRONT SIDEWALL GIRT AND BRACE LOCATIONS none MACRO INPUT PROCESSING NCI Building Systems, L.P. 208870 - CLC -2 SEA CON a LINES 4 -5 (CONNECTIONS) No, of Ratters 2 Z Purlin Projection 10.250 IN Ce W FRONT ROOF Roof Slope - 4,000 on 12 0 U O a7 Q Rafter No,s - 1 to 1 No, of Purlins - 4 w w Purlin Locations and Bracing (Ridge Down),,, H 1- 0.99 B 2- 5.00 B 3- 10.00 B 4- 15.00 B N u- W O BACK ROOF Roof Slope - -4.000 on 12 uu Q Rafter No,s - 2 to 2 N d No, of Purlins - 4 _ Purlin Locations and Bracing (Ridge Down),,, z '- 1- 0.99 B 2- 5.00 B 3- 10.00 B 4- 15.00 B Z O W U c) O - 0 I-- FR EXTERIOR COLUMN W W re Wall Girt Base Mid Mid Knee Base Temp Base Base H p: ,1digght Slope Proj Depth Depth Dist, Depth Settle Dlff Displ Cond Kx u- c• 12,667 0,000 0,000 12.000 0.000 0,000 12.000 0.00 0,00 0,00 P 1,50 W Z = O FRONT EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FYFIg FyWeb 1 6B 58 6E W1 W1 WB 6C 5B 6E 55.00 46,00 RAFTER 1 AT LEFT KNEE Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Temp Num Depth p 2 p 3 p 4 p 5 p 6 p 7 p 8 p 9 p 10 p Depth p Diff Kx Sec 15,00(3) 0,00( ) 0,00( ) 0,00( ) 0,00( ) 0,00( ) 0,00( ) 0,00( ) 0,00( ) 0,00( ) 15.00(5) 0.00 1.00 1 Section OF Plates Web Plates IF Plates FyFlg FYWeb Length 1 6B 6B 6E W1 W1 WB 6B 6B 6E 55.00 46,00 0,00 FRONT ROOF PURLINS FALLING ON RAFTER 1: 1 - 4 Cycle 1 06/17/2003 RIDGE TO COLUMN RAFTER 2 Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Temp Num Depth p 2 p 3 p 4 p 5 p 6 p 7 p 8 p 9 p lO p Depth p Diff Kx Sec 15,00(5) 0,00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0,00( ) 0,00( ) 0.00( ) 15.00(3) 0.00 1.00 1 Section OF Plates Web Plates IF Plates FyFlg FyWeb Length } 6B 6B 6E W1 W1 WB 68 6B 6E 55.00 46.00 0,00 BACK ROOF PURLINS FALLING ON RAFTER 2: 1 - 4 106 z MACRO INPUT PROCESSING NCI Building Systems, L.P. 208870 - CLC -2 SEA CON LINES 4 -5 (CONNECTIONS) ' 4114 N EXTERIOR COLUMN Lave Wall Girt Base Mid Mid Knee Base Temp Base Base Height Slope Pro) Depth Depth Dist, Depth Settle Diff Displ Cond Kx 12.667 0.000 0,000 12,000 0.000 0.000 12.000 0.00 0.00 0.00 P 1.50 BACK SIDEWALL GIRT AND BRACE LOCATIONS none BACK EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FYFIg FyWeb 1 6B 5B 6E W1 W1 WB 6C 5B 6E 55.00 46.00 MEMBER LOADS JS JE Group System Dir Type Distance Length Sintens Elntens 2 1 EQL GLOB X CONC 0.000 0,000 2.31000 0.00000 2 1 EQR GLOB X CONC 0.000 0.000 - 2.31000 0.00000 2 1 TEL GLOB X CONC 0.000 0.000 5.50000 0.00000 2 1 TER GLOB X CONC 0.000 0.000 - 5.50000 0.00000 2 1 TWL GLOB X CONC 0,000 0,000 4.00000 0.00000 2 1 TWR GLOB X CONC 0,000 0.000 - 4.00000 0.00000 FRAME LOADS Surface Group System Dir Type Distance Length Slntens Elntens FRO DL FRAME G UNIF 0.000 0.000 0.06050 0.06050 BRO DL FRAME G UNIF 0.000 0.000 0.06050 0.06050 TRO LL FRAME G UNIF 0.000 0.000 0.40333 0,40333 - --'BRO LL FRAME G UNIF 0.000 0.000 0.40333 0.40333 FRO CL FRAME G UNIF 0.000 0.000 0.10083 0.10083 BRO CL FRAME G UNIF 0.000 0.000 0.10083 0.10083 FRO SL FRAME G UNIF 0.000 0.000 0,50417 0.50417 BRO SL FRAME G UNIF 0.000 0.000 0.50417 0.50417 BRO UBL FRAME G UNIF 0.000 0.000 0,50417 0.50417 FRO UBR FRAME G UNIF 0.000 0.000 0,50417 0.50417 FSW WLL FRAME N UNIF 0.000 0.000 0.16535 0.16535 FRO WLL FRAME N UNIF 0.000 0.000 - 0,18602 - 0,18602 BRO WLL FRAME N UNIF 0,000 0,000 - 0.14468 - 0.14468 BSW WLL FRAME N UNIF 0,000 0.000 - 0.10335 - 0.10335 FSW WLR FRAME N UNIF 0,000 0.000 - 0.10335 - 0.10335 FRO WLR FRAME N UNIF 0.000 0.000 - 0.14468 - 0,14468 BRO WLR FRAME N UNIF 0.000 0.000 - 0.18602 - 0.18602 BSW WLR FRAME N UNIF 0,000 0,000 0,16535 0.16535 FSW WL2 FRAME N UNIF 0.000 0.000 0.16535 0.16535 FRO WL2 FRAME N UNIF 0.000 0.000 0,06201 0.06201 BRO WL2 FRAME N UNIF 0,000 0,000 - 0.14468 - 0,14468 BSW WL2 FRAME N UNIF 0.000 0.000 - 0.10335 - 0.10335 FSW WR2 FRAME N UNIF 0.000 0.000 - 0.10335 - 0.10335 FRO WR2 FRAME N UNIF 0,000 0.000 - 0.14468 - 0.14468 BRO WR2 FRAME N UNIF 0.000 0.000 0.06201 0.06201 BSW WR2 FRAME N UNIF 0.000 0.000 0.16535 0.16535 RATED FRAME WEIGHT LOADS ;u JE Group System Dir Type Distance Length Slntens Elntens 1 2 DL GLOB Y UNIF 0.000 0.000 -0,01698 -0,01698 DLWT Cycle 1 06/17/2003 tip:.•«... :a.�:�tii:Cri.a:J:iw+em:LJwYw «':�••:• NCI Building Systems, L.P. Cycle 1 208870 - CLC -2 SEA CON a LINES 4 -5 (CONNECTIONS) 06/17/2003 2 3 DL GLOB Y UNIF 0.000 0.000 - 0,01707 -0.01707 DLWT '"" 4 DL GLOB Y UNIF 0.000 0.000 -0.01707 -0.01707 DLWT J 4 DL GLOB Y UNIF 0.000 0.000 -0.01698 - 0.01698 DLWT MACRO INPUT PROCESSING oe 108 MACRO INPUT PROCESSING NCI Building Systems, L.P. 208870 - CLC -2 SEA CON m LINES 4 -5 (CONNECTIONS) "' COMBINATIONS 1 M 1.333 100, DL 100, CL 280. EQL DL+CL+EQLm/1,4 2 M 1.333 100, DL 100, CL 280, EQR DL+CL+EQRm/1,4 3 M 1,000 100, DL DL 4 M 1.000 100, DL 100, LL 100. CL DL + LL + CL 5 M 1.000 100, DL 100, SL 100. CL DL + SL + CL 6 M 1.000 100, DL 100, UBL 100. CL DL + UBL + CL 7 M 1.000 100. DL 100. UBR 100. CL DL + UBR +CL 8 M 1.333 100. DL 100. WLL DL + WLL 9 M 1.333 100. DL 100, WL2 DL + WL2 10 M 1,333 100. DL 100. WLR DL + WLR 11 M 1.333 100, DL 100, WR2 DL + WR2 12 M 1.333 100, DL 50. SL 100. WLL 100. CL DL + 0.5 "SL + WLL + CL M 1.333 100. DL 100. SL 50. WLL 100, CL DL + SL + 0,5 "WLL + CL 14 M 1.333 100, DL 50, UBL 100. WLL 100. CL DL + 0,5 "UBL + WLL + CL 15 M 1.333 100. DL 100. UBL 50. WLL 100, CL DL + UBL + 0,5 "WLL + CL 16 M 1.333 100, DL 50. UBR 100. WLL 100, CL DL + 0,5'UBR + WLL + CL 17 M 1.333 100. DL 100, UBR 50. WLL 100. CL DL + UBR + 0,5 "WLL + CL 18 M 1.333 100. DL 50, SL 100. WL2 100. CL DL + 0.5 "SL + WL2 + CL 19 M 1.333 100, DL 100. SL 50. WL2 100. CL DL + SL + 0.5"WL2 + CL 20 M 1.333 100. DL 50. UBL 100. WL2 100, CL DL + 0,5'UBL + WL2 + CL 21 M 1.333 100. DL 100, UBL 50. WL2 100, CL DL + UBL + 0,5 "WL2 + CL 22 M 1.333 100. DL 50. UBR 100. WL2 100. CL DL + 0,5 "UBR + WL2 + CL 23 M 1.333 100. DL 100. UBR 50. WL2 100. CL DL + UBR + 0,5'WL2 + CL 24 M 1.333 100. DL 50, SL 100. WLR 100. CL DL + 0,5 *SL + WLR + CL 25 M 1.333 100. DL 100, SL 50. WLR 100, CL DL + SL + 0,5 *WLR + CL M 1.333 100. DL 50. UBL 100. WLR 100, CL DL + 0,5'UBL + WLR + CL 27 M 1.333 100. DL 100, UBL 50. WLR 100. CL DL + UBL + 0,5*WLR + CL 28 M 1.333 100, DL 50. UBR 100, WLR 100. CL Cycle 1 06/17/2003 109 DL + 0,5 "UBR + WLR + CL 29 M 1.333 100, DL 100, UBR 50, WLR 100. CL DL + UBR + 0.5"WLR + CL 30 M 1.333 100, DL 50, SL 100, WR2 100. CL DL + 0,5 "SL + WR2 + CL ;'''" M 1.333 100. DL 100. SL 50, WR2 100. CL DL + SL + 0,5"WR2 + CL 32 M 1.333 100. DL 50, UBL 100, WR2 100. CL DL + 0.5 "UBL + WR2 + CL 33 M 1.333 100. DL 100. UBL 50, WR2 100. CL DL + UBL + 0.5 "WR2 + CL 34 M 1.333 100. DL 50. UBR 100. WR2 100. CL DL + 0.5 "UBR + WR2 + CL 35 M 1.333 100. DL 100. UBR 50. WR2 100. CL DL + UBR + 0.5"WR2 + CL 36 M 1.333 100. DL 100. CL 280. TEL DL+CL +TORSION EALm/1,4 37 M 1.333 100. DL 100. CL 280, TER DL+CL +TORSION EARm/1.4 38 M 1.333 100, DL 100, WLL DL +TORSION WLL 39 M 1.333 100. DL 100, WLR DL +TORSION WLR 110 NCI Building Systems, L.P. 208870 - CLC -2 SEA CON a LINES 4 -5 (CONNECTIONS) FRAME GEOMETRY r oft N rrame Type Rigid Frame Frame Shape Gable Building Width 34.67 FT No, of Modules 1 Module Widths (FT) 34.67 Front Eave Height 12.67 FT Front Column Base Offset 0.00 FT Front Column Slope 0.00 /12 Front Roof Slope 4.00 /12 Back Roof Slope - 4.00 /12 Back Eave Height 12.67 FT Back Column Base Offset 0.00 FT Bock Column Slope 0.00 /12 Front Girt Projection 0.00 IN Back Girt Projection 0.00 IN Purlin Projection 10.25 IN LOADING PARAMETERS "lding Code UBC 1997 wilding Length 94.33 FT Tributary Width 20.17 FT Dead Load Rate 3.00 PSF Live Load Rate 20.00 PSF Tributary Area Reduction No Collateral Load Rate 5.00 PSF Ground Snow Load Rate 25.00 PSF Min Roof Snow Load Rate ,., 25.00 PSF Snow Importance Factor 1.00 Snow Exposure Factor 1.00 Snow Thermal Factor 1.00 Unobstructed Roof No Wind Speed 80.00 MPH Wind Pressure 10.25 PSF Wind Exposure B Building Enclosure Enclosed Wind Importance Factor 1.00 Wind Topographical Factor 1,00 Front Canopy Projection 0.00 FT Back Canopy Projection 0.00 FT Use End Zone Coefficients., No FRAME DESIGN DATA Page 1 06/17/2003 111 z '~ w JU 0 N 0 . OD UU J H w • C) OC J u` N d = W _ z y— Z U � O N O I— w UJ H0 U Z LLi = , O ~ z NCI Building Systems, L.P. 208870 - CLC -2 SEA CON a LINES 4 -5 (CONNECTIONS) WIND COEFFICIENTS - - -- Windward - - -- Case Wall Canopy Root Roof 1 0.8 -1.4 -0.9 -0.7 2 0.8 0.3 0,3 -0.7 LOADING DOCUMENTATION Leeward - - -- Canopy Wall FRAME DESIGN DATA -1.2 -0.5 -1.2 -0,5 Input Length - 94,3 feet Input Trib Width - 20.2 feet Input Dead Load - 3.0000 psi' Input Collateral Load - 5.0000 psi' Input Live Load - 20,0000 psT Tributary Reduction Allowed: False Input Ground Snow - 25.0000 psf Dead Load - 3,0000 psf Live Load - 20.0000 psT Coll. Load - 5,0000 psf Balanced Snow Load - 25.0000 psf Unbalanced Snow Load (Front Canopy) = 0.0000 Unbalanced Snow Load (Front Eave) = 0,0000 Unbalanced Snow Load (Front Ridge) - 0.0000 Unbalanced Snow Load (Back Ridge) - 25.0000 unbalanced Snow Load (Back Eave) - 25.0000 'alanced Snow Load (Back Canopy) - 25,0000 ' input Wind Speed - 80,0000 mph Input Wind Importance - 1.0000 Base Wind Pressure - 10.2491 psf Left Windward Wall Case 1 - 0,8000 Left Windward Canopy Case 1 - - 1.4000 Left Windward Roof Case 1 - - 0,9000 Left Leeward Roof Case 1 - - 0,7000 Left Leeward Canopy Case 1 - - 1.2000 Left Leeward Wall Case 1 - - 0,5000 Right Windward Wall Case 1 - 0.8000 Right Windward Canopy Case 1 - - 1.4000 Right Windward Roof Case 1 - -0.9000 Right Leeward Roof Case 1 - -0.7000 Right Leeward Canopy Case 1 - -1.2000 Right Leeward Wall Case 1 - -0.5000 Left Windward Wall Case 2 - 0.8000 Left Windward Canopy Case 2 - 0.3000 Left Windward Roof Case 2 - 0.3000 Left Leeward Roof Case 2 - -0.7000 Left Leeward Canopy Case 2 - - 1.2000 Lett Leeward Wall Case 2 - -0.5000 Right Windward Wall Case 2 - 0.8000 Right Windward Canopy Case 2 - 0.3000 R'nht Windward Roof Case 2 - 0,3000 )t Leeward Roof Case 2 - -0.7000 Right Leeward Canopy Case 2 - -1.2000 Right Leeward Wall Case 2 - -0.5000 psT psT psf psT psf psT Page 2 06/17/2003 112 NCI Building Systems, L.P. 208870 - CLC -2 SEA CON a LINES 4 -5 (CONNECTIONS) 1 M 1.333 DL+CL+EALm/1.4 2 M 1.333 DL+CL +EARm/1,4 3 M 1.000 DL 4 M 1.000 DL + LL + CL 5 M 1.000 DL + SL + CL 6 M 1.000 DL + UBL + CL 7 M 1.000 DL + UBR + CL 8 M 1.333 DL + WLL 9 M 1.333 DL + WL2 10 M 1.333 DL + WLR 11 M 1.333 DL + WR2 12 M 1.333 DL + 0.5 *SL + WLL + CL 13 M 1.333 DL + SL + 0.5 *WLL + CL 14 M 1.333 DL + 0.5 *UBL + WLL + CL 15 M 1.333 DL + UBL + 0.5'WLL + CL 16 M 1.333 DL + 0.5 *UBR + WLL + CL 17 M 1.333 DL + UBR + 0.5 *WLL + CL 18 M 1.333 DL + 0.5 *SL + WL2 + CL 19 M 1.333 DL + SL + 0.5 *WL2 + CL 20 M 1.333 DL + 0.5'UBL + WL2 + CL 21 M 1,333 DL + UBL + 0.5*WL2 + CL 22 M 1.333 DL + 0.5 *UBR + WL2 + CL 23 M 1.333 DL + UBR + 0.5 *WL2 + CL 24 M 1.333 DL + 0,5 *SL + WLR + CL �i M 1.333 DL + SL + 0.5*WLR + CL "26 M 1.333 DL + 0.5 *UBL + WLR + CL 27 M 1.333 DL + UBL + 0.5 *WLR + CL 28 M 1.333 DL + 0.5 *UBR + WLR + CL 29 M 1.333 DL + UBR + 0.5 *WLR + CL 30 M 1.333 DL + 0.5 *SL + WR2 + CL 31 M 1.333 DL + SL + 0.5 *WR2 + CL 32 M 1.333 DL + 0.5 *UBL + WR2 + CL 33 M 1.333 DL + UBL + 0.5 *WR2 + CL 34 M 1.333 DL + 0.5 *UBR + WR2 + CL 35 M 1.333 DL + UBR + 0.5'WR2 + CL 36 M 1.333 DL+CL +TORSION EALm/1.4 37 M 1.333 DL+CL +TORSION EARm/1.4 38 M 1.333 DL +TORSION WLL 39 M 1.333 DL +TORSION WLR • LOAD COMBINATIONS FRAME DESIGN DATA Page 3 06/17/2003 IVO (PORT JOINT 1 -- EXTERIOR COLUMN SHEAR 3.933 (KIPS) TENSION 0,000 (KIPS) COMPRESSION 12,029 (KIPS) SHEAR & TENS 0,000 (KIPS) ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. 208870 - CLC -2 SEA CON a LINES 4 -5 (CONNECTIONS) COLUMN BASE SIZES O.A. SECTION DEPTH 12.5625 (IN) OUTER FLANGE WIDTH 6.0000 (IN) INNER FLANGE WIDTH 6.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD WITH NO ALLOWABLE STRESS INCREASE CASE PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE SHEAR 17.495 (KIPS) TENSION (acting alone)., 33.754 (KIPS) -- COMPRESSION 81.900 (KIPS) ANCHOR BOLTS (A307) CITY AND DIAMETER INTERIOR PITCH TYPICAL GAUGE DISTANCE TO FIRST ROW ( 4) 0.7500 (IN) 4.0000 (IN) 4.0000 (IN) 3.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD WITH ALLOWABLE STRESS INCREASE CASE 5 SHEAR 10.085 (KIPS) 37 0 TENSION 2.052 (KIPS) 8 5 COMPRESSION 11,779 (KIPS) 31 0 SHEAR & TENS 16.323 (KIPS) 36 WIND/SEISMIC ALLOWABLE SHEAR 23,269 (KIPS) TENSION (acting alone), 44,892 (KIPS) COMPRESSION 81,900 (KIPS) BASE PLATE PLATE WIDTH 6.0000 (IN) PLATE THICKNESS 0.3750 (IN) PLATE LENGTH 13.0000 (IN) Page 1 06/17/2003 114 ;PORT JOINT 5 -- EXTERIOR COLUMN SHEAR 3,933 (KIPS) TENSION 0.000 (KIPS) COMPRESSION 12.029 (KIPS) SHEAR & TENS 0.000 (KIPS) QTY AND DIAMETER INTERIOR PITCH TYPICAL GAUGE DISTANCE TO FIRST ROW ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. 208870 - CLC -2 SEA CON a LINES 4 -5 (CONNECTIONS) COLUMN BASE SIZES ALLOWABLE ANCHOR BOLTS (A307) O.A. SECTION DEPTH 12,5625 (IN) OUTER FLANGE WIDTH 6.0000 (IN) INNER FLANGE WIDTH 6.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD WITH NO ALLOWABLE STRESS INCREASE CASE PINNED BASE CONNECTION DESIGN RESULTS: Successful Design SHEAR 17.495 (KIPS) TENSION (acting alone)., 33.754 (KIPS) V .COMPRESSION 81.900 (KIPS) CRITICAL FORCES FOR LOAD CASES LOAD WITH ALLOWABLE STRESS INCREASE CASE 5 SHEAR 7.379 (KIPS) 36 0 TENSION 2.052 (KIPS) 10 5 COMPRESSION 11.779 (KIPS) 19 0 SHEAR & TENS 11.452 (KIPS) 37 WIND/SEISMIC ALLOWABLE SHEAR 23.269 (KIPS) TENSION (acting alone)., 44.892 (KIPS) COMPRESSION 81.900 (KIPS) BASE PLATE ( 4) 0.7500 (IN) PLATE WIDTH 6.0000 (IN) 4.0000 (IN) PLATE THICKNESS 0.3750 (IN) 4.0000 (IN) PLATE LENGTH 13.0000 (IN) 3.0000 (IN) Page 2 06/17/2003 NCI Building Systems, L.P. 208870 - CLC -2 SEA CON a LINES 4 -5 (CONNECTIONS) ..4NECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 1: VERTICAL KNEE SPLICE (7) ANCHOR BOLTS AND CONNECTIONS REPORT OUTER FLANGE: FLUSH INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) CONNECTION PLATE - -EDGE DISTANCE - WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG (IN) (IN) (IN) (KSI) (IN) (IN) 8,0000 1.0000 19.9375 55,0 1,6250 1.6250 4,0000 4.5000 (4) 1.2500 (4) 1.2500 A325 DESIGN DEPTH SEGMENT (IN) LEFT 12,0000 RIGHT 15.0000 DESIGN DATA: OUTER 112.499 INNER 85.007 WEB -- FLANGE WIDTH- - THICK. OUTER INNER (IN) (IN) (IN) 0,1345 6.0000 6,0000 0.1345 6.0000 6.0000 ADJUSTED ASSOCIATED MOMENT SHEAR LOAD `rLANGE (KIP -FT) (KIPS) COND - -BOLT QTY & DIAMETER- - PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IN) (IN) (IN) (IN) TYPE -- FLANGE THICK,- - OUTER INNER (IN) (IN) 0.2500 0.3125 0.2500 0.2500 BOLT BOLT PRYING RUPTURE YIELD FORCE ALLOW ALLOW (KIPS) (KIP -FT) (KIP -FT) RESULTS 9.395 37 0.000 193,947 207.569 Successful Design 4,437 36 0.000 251.932 286.112 Successful Design Page 3 06/18/2003 116 NCI Building Systems, L.P, 208870 - CLC -2 SEA CON a LINES 4 -5 (CONNECTIONS) ::i NECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 11: RIDGE SPLICE (5) ■ OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) CONNECTION PLATE - -EDGE DISTANCE -- - -BOLT QTY & DIAMETER- - WIDTH THICK, LENGTH YIELD OUT.FLG IN, FLG PITCH GAUGE OUTER FLG, INNER FLG. BOLT (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN) (IN) (IN) TYPE 6.0000 0,3750 21,1250 55.0 0,8750 0.8750 4.0000 3.0000 ( 4) 0.6250 (4) 0.6250 A325 DESIGN DEPTH SEGMENT (IN) LEFT 15,0000 RIGHT 15.0000 DESIGN DATA: WEB -- FLANGE WIDTH- - THICK, OUTER INNER (IN) (IN) (IN) 0,1345 6.0000 6,0000 0,1345 6,0000 6,0000 ADJUSTED ASSOCIATED MOMENT SHEAR LOAD , FLANGE (KIP -FT) (KIPS) COND OUTER 31.381 INNER 31.381 ANCHOR BOLTS AND CONNECTIONS REPORT BOLT PRYING FORCE (KIPS) 7.243 36 0.000 1.244 5 0.000 -- FLANGE THICK,- - OUTER INNER (IN) (IN) 0.2500 0.2500 0.2500 0.2500 BOLT RUPTURE YIELD ALLOW ALLOW (KIP -FT) (KIP -FT) 65.054 48.161 65.270 48.278 RESULTS Successful Design Successful Design Page 4 06/17/2003 117 NCI Building Systems, L.P. 208870 - CLC -2 SEA CON m LINES 4 -5 (CONNECTIONS) men JNECTION DESIGN DATA FOR MEMBER 3- 4 AT DEPTH 1: RIDGE SPLICE (5) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) CONNECTION PLATE - -EDGE DISTANCE - WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG (IN) (IN) (IN) (KSI) (IN) (IN) 6.0000 0.3750 21.1250 55,0 0.8750 0.8750 4,0000 3.0000 (4) 0.6250 (4) 0,6250 A325 DESIGN WEB DEPTH THICK. SEGMENT (IN) (IN) LEFT 15.0000 0,1345 6.0000 6,0000 RIGHT 15,0000 0,1345 6,0000 6.0000 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR FLANGE (KIP -FT) (KIPS) OUTER 31.381 2.576 INNER 31.381 1,244 ANCHOR BOLTS AND CONNECTIONS REPORT -- FLANGE WIDTH- - OUTER INNER (IN) (IN) BOLT PRYING LOAD FORCE COND (KIPS) 36 0,000 5 0,000 - -BOLT CITY & DIAMETER- - PITCH GAUGE OUTER FLG, INNER FLG, BOLT (IN) (IN) (IN) (IN) TYPE -- FLANGE THICK.- - OUTER INNER (IN) (IN) 0,2500 0.2500 0,2500 0.2500 BOLT RUPTURE YIELD ALLOW ALLOW (KIP -FT) (KIP -FT) 65,054 48.161 65,270 48,278 RESULTS Successful Design Successful Design Page 5 06/17/2003 118 NCI Building Systems, L.P. 208870 - CLC -2 SEA CON a LINES 4 -5 (CONNECTIONS) ANCHOR BOLTS AND CONNECTIONS REPORT ..;,rNECTION DESIGN DATA FOR MEMBER 3- 4 AT DEPTH 11: VERTICAL KNEE SPLICE (7) OUTER FLANGE: FLUSH INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) CONNECTION PLATE - -EDGE DI WIDTH THICK. LENGTH YIELD OUT.FLG (IN) (IN) (IN) (KSI) (IN) 6,0000 0.7500 18.9375 55.0 1.1250 DESIGN WEB -- FLANGE WIDTH -- -- FLANGE THICK,- - DEPTH THICK. OUTER INNER OUTER INNER SEGMENT (IN) (IN) (IN) (IN) (IN) (IN) LEFT 12.0000 0.1345 6.0000 6,0000 0.2500 0,3125 RIGHT 15.0000 0.1345 6.0000 6,0000 0.2500 0.2500 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR LOAD FLANGE (KIP -FT) (KIPS) COND OUTER INNER STANCE -- - -BOLT QTY & IN, FLG PITCH GAUGE OUTER FLG. (IN) (IN) (IN) (IN) 1.1250 3.0000 3,5000 ( 4) 0.8750 BOLT BOLT PRYING RUPTURE YIELD FORCE ALLOW ALLOW (KIPS) (KIP -FT) (KIP -FT) RESULTS 75,414 5.381 36 0.000 103.147 134.998 Successful Design 63,476 0.423 37 0.000 127.500 180.116 Successful Design Page 6 06/18/2003 DIAMETER- - INNER FLG. BOLT (IN) TYPE ( 4) 0,8750 A325 119 z Oc F t - W oC 0 0 mo o. LLI - 1- 0 Ll. W O W Q OD = d F W 7C F- 0 zF- LU W UC) O N 0 t-- W u o H I -- O ul i U= O ~ z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. .• PI i l SaURGr-3 TESTING LABORATORY ti CLTA. }1.11b4 1111 Z :,SD L:.N'E AVc?ieZ NCR i rl, JACX.SD?i ,iLL$, FL OP.fDA r L0 -LO C TH Cat. No. FWC 250 BA FWC 312 BA T4C 375 BA FWC 437 EA FWC 500 EA Al A 14%in:4t rAOr1r1CM TO r «ZMTa, INC rtttttc Art? O_ua C_vr7. ALL 1t 7,-a ANC pLav:TTLO Al :'r[ c7Vr rUor).TT cr CL•C4r7, AMO ALJ : -10.1 TOA TJ21.1C171C11 Or :747:4 :'1T1, CO..1L11110Mf T■ CZTAAC -1 rOCM Oa A:= AA : :r.O CUM ■CPORTI :a /. I:;SCYCO 7!4_1.•a Ol'A M'AIT:'7471 sTTAOVAt.- EHS STRAND -Par AST : -A475- S 4 z e 1 /A" 5/16" .3/8" 7/16" 1/2" A=.E CODE (s '4) 7a-- ,200 • EYEBOLT Size 1f2 . 5/,8" 5/8" 3/4 7/8" 1 IN . AS B EFBLY Breaking ; tr•enz th' :J (?cu * • 6,650 11,200 15,400 20,800 25,900 • Tests were conducted using the Flo-Lec Stand Grips, FWC EHS strand end FWC eyebolts as sat forth in the above table with all tested assemblies providing at least 1002 of the strand rated breaking load per ASTX -A4 75 . .Certified PITTSBURGH TESTING LA OF. *FWC guarantees that all cress brace assemblies fabricated in accordance with the abe a table will meet or exceed the specified '.minimum assembly breaking strength. 121 1,4 Charles 'L L. t;core, P. F.. ' f-- \ s • • GENERA!. DATA DIMENSIONAL PROPERTIES • ALLOWABLES NOTES: Section properties and allowables are canputed in accordance vrilh the. 1986 edition of the AISI specifications with 1989 addendum. Ix and Iyare for deflection delerminalion _ • . S. and S are for bending Fy = 57.OKSI ' • Fu 70.0 KSI , SECTION PROPERTIES ' AXIS X -X AXIS V.? o • i -' x - x R =.te75 �) Section Name t • • ' ' • . D x B In Gage Thick in Weight lb I If Area in2 Lip (in) Ma (ft - k) V. kl• s I. in' S... (in ' R. in 3.078 I (in') • 0.675 S (in 0.335 R in 0.906 8x 2.5 C16 8 x 2.5 16 0.059 2.996 0.822 , 0.773 4.744 2.332 7.791 1.668 8 x 2.5 C15 8 x 2.5 15 0.065 3.080 0.906 0.788 5.415 3.124 8.566 1.904 3.075 0.743 0.375 0.906 8x 2.5 C14 8 x 2.5 14 0.070 3.317 0.976 0.800 5.827 3.907 9.210 2.049 3.072 0.800 • 0.408 0.906 8 x 2.5 C13 8 x 2.5 13 0.085 4.028 1.185 ' 0.836 • 7.683 7.023 11.126 2.701 3.065 0.970 0.511 0.905 8x 2.5 C12 • 8 x 2.5 12 0.105 4.976 1.463 0.885 9.705 12.661 13.649 3.412 3.054 • 1.196 0.649 0.904 10 x 2.5 C16 10 x 2.5 16 0.059 3.197 0.940 0.773 5.863 1.842 13.256 2,061 3.755 0.719 0.336 0:875 10 x 2.5 C15 10 x 2.5 15 0.065 3.522 1.036 0.788 6.830 2.466 14.582 2.401 3.752 0.792 0.376 0.874 10 x 2.5 C14 10 x 2.5 14 0:070 3.793 1.116 0.800 7.608 3.083 15.685 2.675 3.750 0.853 0.410 0.874 10 x 2.5 C13 10 x 2.5 13 0.085 4.606 1.355 • 0.836 10,489 5.538 18.973 3.688 • 3.742 1.035. 0.513 0.874 10 x 2.5 C12 10 x 2.5 12 0.105 5.690 1.673 0.885 13.263 10.483 23.316 4.663 3,733 1,277 ' '0.654 0.874 12 x 2.5 C16 12 x 2.5 16 0.059 3.598 1.058 0.773 6.997 1.522 20.601 2.460 4.412 0.754 0.337 0.844 ' 12 k 2.5 C15 12 x 2.5 15 0.065 3.964 1.166 0.788 8.119 2.037 22.670 2.855 • 4.410 0,830 0.377 0.844 12 x 2.5 C14 12 x 2.5 14 0.070 4.269. 1.256 0.800 9.014 2.546 24.391 3.169 • 4.407 0.894 - 0.411 0.844 12 x 2,5 C13 12 x 2.5 13 0.005 5.184 1.525 0.836 13.385 4.571 29.529 4.706 4.401 1.085 0.515 0.844 12 x 2.5 C12 12 x 2.5 12 0.105 6.404 1.883 . 0.885 17.222 8.646 36,329 6,055 4.392 1.340 0.657 0.843 -•► N evlslon Dale: August 12, 1998 47"'..C,'3 qm: ffs"!y'3nvb�; +,^..`,x•�3nc•ainv File: c :Iengrformisecllon properlles of ceesl,doc z ~ z -J U 00 co o CO ILI J H W � a = �.W z = Z1- W • W U � 0 �_ I- W w w z U � 1- O ~' z a .' f • . . . . ' • • , • . oENERAl. DATA DIMENSIONAL PROPERTIES . I ALLOWABLES . N OTES: Section properties and aliowables are 1986 edition of Ilte AISI specifications • I, and I are for deflection determination • • S, and S are for bending • Fy= 57.0KSl • Fu = 70.0 KSI sECTLON PROPERTIES AXIS X -X ..... computed In accordance aft the ' wilh 1989 addendum. - 0 :.. AXIS Y•Y X X - • / / - R =.te75 Section Name I I Y 0 x 0 (in) Gage Thick (In) Weight lb I If Area . (1n2) , Lip (in) M, (It - k) V, (kips) I. (int) S„ (ini) 2.863 R. (in) 5.055 If (in') 0.781 S. (in 0.337 R (In) 0.815 14 x'2.5 C16 14 x 2.5 16 0.059 4.000 1.176 0.773 8.144 1.296 30.063 14 x 2.5 C15 14 x 2.5 15 0.065 • 4.406 1.296 • 0.788 9.427 1.735 . 33.089 3.314 5.053 0.861 0.378 0.815 14 x 2.5 C14 14 x 2.5 14 0.070 4.745 1.396 • 0.800 10.444 2.160 35.608 3.672 5.051 0.927 0.412 0.815 14 x 2.5 C13 14 x 2.5 13 0.085 5.762 1 :695 0.836 15.347 3.891 43.134 5.396 5.045 1.126 0.516 0.815 14 x 2.5 C12 14 x 2.5 12 0.105 7.118 2.093 0.885 21.500 7.357 53.1 7.587 5.037 . 1.390 0.659 0.815 • • • • • • • Revision Dale: Angus' 12, 1998 e •12tv'1 4h ".'�x'.Iw.YaiNq;x2•r.�...ttr;t r,rn,�MGpmFSwv,rn>,.g,. . .. ca file: c :lengrforntlsectlon properties of cees2.doc evlslon Dale: August 12, 1000 " - '3i'iS"A x4 +. ?t ' ,...+. iletta .W..Ntitre'fi.!V011cNSerrtfA:w :ur4�:R:a;d!«•*r+: ar,:r.5�„• ?;," .'s•ri:r ,;s:or;+ .7rr•:•art•.e?n.rs; : '.l %.z:•;, "••J+.`aY'. ✓k�Miu 2'gy:`.t xrx:pr,t4i'��n ^. , ° .i, .`.' Ella: c:lengrform \section properties of cees' Z W cc JU 00 W I H • LL w LLQ I ▪ W Z = 1- 0 Z ~ W U � o W Z w U O Z I Y • ' GENERAL PATA . . • NOTES: Section properties and allowables are 1986 edition of the AISI specifications I, and ( for deflection determination yi S, and S are for bending • I • Fy= 57.OKSI Fu = 70.0 KSI .. . SECTION PROPERTIES compuled in accordance with life*: with 1989 addendum. • o . 1 X - x R•. t e75 , ' ` Y Section Name • DIMENSIONAL PROPERTIES ALLOWABLES AXIS X -X AXIS.Y -Y ' D x B (in) 8 x 3.5 ,Gage 16 Thick (In) 0.059• Weight lb / If 3,197 AFea (1n2) 0.940 Lip (in) 0.773 M. (fl - k) 4.870 V. (kips) 2.332 I. On') 9.652 S. (In') • 1.712 R, (in) 3.204 II (in') 1.523 Sr (in') 0.548 fl (in) 1.273 • 8 x 3.5 C16 8x 3.5 C15 8 x 3.5 15 0.065 3.522 1.036 0.787 5.714 3.124 10.612 2.009 3.201 1.678 0.614 1.273 8 x 3.5 C14 8 x 3.5 14 0.070 3.793 1.116 0.800 6.402 3.907 11.411 2.251 3.198 1.808 0.670 1.273 8x 3.5 C13 8 x 3.5 13 0.085 4.606 • 1.355 0.836 • 8.092 7.023 13.789 2.845 3.190 2.196 0.841 1.273 8 x 3.5 C12 8 x 3.5 12 0.105 5.690 1.673 0.885 • 10.164 12.661 16.921 3.574 3.100 2.712 1.074 1.273 10 x 3.5 C16 10 x 3,5 • 16 0.059 3.598 • 1,058 0.773 6.071 1.842 16.171 2.134 3.909 1.633 0.550 1.242 10 x 3.5 C15 10 x 3.5 15 • 0.065 3.964 1.166 0.787 7.102 2.466 17.790 2.497 3.906 1.800 0.617 1.243 10 x 3.5 C14 10 x 3.5 14 0.070 4.269 1.256 0.800 8.033 3.083 19.136 2.824 3.904 1.939 0.673 • 1.243 10 x 3.5 C13 10 x 3.5 13 0.085 5.184 1.525 0.836 11.022 5.538 23.151 3.875 3.897 2.356 0.845 1.243 10 x 3.5 C12 10 x 3.5 12 0.105 6.404 1.883 0.885 13.827 10.483 28.456 4.861 •3.807 2.912' '1.082 .. 1.243 12 x 3.5 C16 12 x 3.5 16 0.059 • 4.000 1.176 0.773 7.279 1.522 24.808 2.559 4.592 1.721 0.552 1.210 - 12 x 3.5 C15 12 x 3.5 15 0,065 4.406 1.296 0.787 8.494 2.037 27.299 2.986 ' 4.590 1.897 0.618 1.210 12 x 3.5 C14 • 12 x 3.5 14 0.070 4.745 1.396 0.000 9.58E 2.546 29.372 3.370 4.508 2.044 0.675 1.210 12 x 3.5 C13 12 x 3.5 13 0.005 • 5.762 1.695 0.036 13.294 4.571 35.563 4.674 4.581 2.484 0,849 1.211 12 x 3.5 C12 12 x 3.5 12 . 0.105 7.110 2.093 0.085 17,900 8.646 43.750 6.293 4.572 3.071 1.000 1.211 evlslon Dale: August 12, 1000 " - '3i'iS"A x4 +. ?t ' ,...+. iletta .W..Ntitre'fi.!V011cNSerrtfA:w :ur4�:R:a;d!«•*r+: ar,:r.5�„• ?;," .'s•ri:r ,;s:or;+ .7rr•:•art•.e?n.rs; : '.l %.z:•;, "••J+.`aY'. ✓k�Miu 2'gy:`.t xrx:pr,t4i'��n ^. , ° .i, .`.' Ella: c:lengrform \section properties of cees' Z W cc JU 00 W I H • LL w LLQ I ▪ W Z = 1- 0 Z ~ W U � o W Z w U O Z '` o { In Y • • . • GENERAL DATA • 'DIMENSIONAL PROPERTIES • - ALLOWABLES NOTES: • Section properlles and allowables are ccmpuled in accordance with Ihe• 1 986 edillon of Ihe AISI specifications with 1989 addendum. • '_ . Ir and I� for defleclion delerminalion . a S, and S are for bending • F y= 5 7.0KS1 • Fu= 70.OKS1 • . 88CTIONPROPERTI8s • • AXIS X -X AXIS Y•Y • t ` x - x �n•.te7s Section Name • I . Y ' D x B (in) 14 x 3.5 Gage 16 Thick (In) 0.059 • Weight lb / If 4.401 Area 1112 1.294 Lip . (in)' 0.773 M. (fl - k) 8.489 V, (kips)__ .1.296 I. (in') 35.797 S.. (in') . 2.985 R. (in) 5.259 l (in') 1.793 Sr. (in') 0.552 R (in) 1.177 14 x 3.5 C16 14 x 3.5 C15 14 x 3.5 15 0.065 4.848 . 1.426 0.787, 9.893 1.735 39.399 3.478 5.257 1.976 0.619 1.177 14 X 3.5 C14 14 x 3.5 14 0.070 5.221 1.536 0.800 11.148 2.169 42.400 3.920 5.255 2.130 0.676 1.178 14 x 3.5 C13 14 x 3.5 13 0.085 6.340 1.865 0.036 15.370 3.891 51.364 5.404 . 5.248 2.589 0.851 1.178 14 x 3.5 C12 14 x 3.5 12 0.105 7.832 2.303 •0.885 . 21.533 7.357 63.246 7.571 5.240 3.202 1.091 1.179 • • • Y 'ievlslon Dale: August 12, 10911 ` m,∎w,ywnu +iu:7,1.41,:.; •wyi: M&L,W? vre:nra r >w- r�r ^er i'n• ?r w, ».,� ;..�,. r.:,, '^ V 1 File: c :lengrformiseclinn properties of cees4.doc Z = I- ~ W ce 6 -I C..) 00 ❑ . CO LIJ J = F CO IL. w 0 g Q co d =W Z f.. 1- 0 Z H W U O N ❑ I- w W ll 0 w Z 0 Z 'evislon Dale: August 12, 1990 XC >111th}1kOMt.S A'". TOO NWr�100400∎7 0 51 4 1 114W5AtiAMSA4"R' , W. TNir ANIF:Y.'uR'?:.W ' 3 trRrJ nt4�1^ �f1 4• 44WM. XK A !t 24: 4 4wc 4; •NJ;i^.we!"uu_ File: c:engrform\seclIon properties of ccese oc Z Z I- • ,„ W 11 6 U 00 N 0 . V) W J WO j a W I- _ Z I- O Z I- W ul O • N 0 H WW L I z tit = O ~ Z . ' . . GENERAL. QATA DIMENSIONAL PROPERTIES • ALLOWABLES NOTES: • Section properties and allowables are 1986 edilion of the AISI specifications • I, and Iy are for deflection determination • . . S, and Sy are for bending • Fy= 57.0I(SI Fu= 70.0 KSI SECTION PR0PgR11R6 AXIS X -X ' • computed In accordance with the wilh 1989 addendum. AXIS Y•Y I • X 1 � I - ••� c L I -' '''''X ne.1e15 Secllon Name Y D x B (in) Gage Thick (In) Weight lb 1 II Area (in2) Lip (In) M. (fl - k) V. (kips) I. . (in') Sill (in') - Rr (in) 3.204 I (in') 5.133 Sr, (in') 0.963 Rif in 1.652 8 x 3.5 C16 (2) 8 x 3.5 16 0.059 6.394 1.881 0.773 9.739 4.665 19.303 3.424 8x 3.5 C15 (2) 8 x 3.5 15 0.065 7.044 2.072 . 0.787 11.728 6.248 21.225 4.018 3.201 5.674 1.078 1.655 8 x 3.5 C14 (2) 8 x 3.5 id 0.070 7.586 2.231 0.b00 12.803 7.814 22.822 4.501 3.198 6.130 1.178 1.657 8 x 3.5 C13 (2) 8 x 3.5 13 0.085 9.212 2.709' 0.836 16.183 14.046 '27.578 5.690 3.190 7.506 1.502 1.664 8 x 3.5 C12 (2) 8 x 3.5 12 0.105 11.3794 3.347 0.885 20.329 25.320 33.643 7.147 3.180 9.374 1.971 1.674 • • ' 'evislon Dale: August 12, 1990 XC >111th}1kOMt.S A'". TOO NWr�100400∎7 0 51 4 1 114W5AtiAMSA4"R' , W. TNir ANIF:Y.'uR'?:.W ' 3 trRrJ nt4�1^ �f1 4• 44WM. XK A !t 24: 4 4wc 4; •NJ;i^.we!"uu_ File: c:engrform\seclIon properties of ccese oc Z Z I- • ,„ W 11 6 U 00 N 0 . V) W J WO j a W I- _ Z I- O Z I- W ul O • N 0 H WW L I z tit = O ~ Z J._ ■ „,---.. 12 • . . GENERAL RATA : . DIMENSIONAL PROPERTIES • ALLOWABLES . NOTES: Section properties and allowables are 1986 edition of the AISI s ecificalions I, and I for deflection determinalion • S. and S are for bending Fy = 57.0 KSI Fu= 70.0KSI - • GECT(oN PjIOPgRTIgs AXIS X -X , cornpuled In accordance willi the with 1989 addendum. . • AXIS Y•Y • eve .t - 17 x - I °t 87 •. Secllon Name D x B1 x 82 (In) B x 3.375 x 5 Cage 16 Thick (In) 0.059 • Weigh! lb I If 3.598 Area (in2) 1.058 Lip • (in) . 1.088 M, (ft - k) 5.377 V, (kips) 2.350 I. (in') 10.936 S. (ins) • 1.890 . R. (In) 3.215 I (in') 2.902 S,, (in') 0.717 R, (in) 1.656 8E516 8E514 B x 3.375 x 5 14 0.070 4.269 1.256 1.114 7.109 • 3.937 12.924 2.499 3.208 3.440 0.876 1.655 8E812 8x 3.375 x 5 12 0.105 6,404 1.883 1.200 11.379 12.754 19.143 4.001 3.188 5.142 1.408 1.653 10E510 10 x 3.375 x 5 16 0.059 4.000 1.176 1.080 6.803 1.853. 18.319 2.392 3.946 3.117 0.719 1.628 10E514 10 x 3.375 x 5 14 0.070 4.745 1.396 1.114 8.991 3.102 21.670 3.161 3.941 3.697 0.880 1.628 10E512 10x 3.375x 5 12 0.105 7.118 2.093 1.200 15.523 10.546 32.195 5.458 3.922 5.537 1.422 1.626 12E516 12 x 3.375 x 5 16 0.059 4.401 1.294 . 1.080 8.233 1.529. 28.050 2.895 4.655 3.294 0.721 1.595 12ES14 12 x 3.375 x 5 14 0.070 5.221 1.536 1.114 10.852 2.559 33.201 3.815 4.650 3.907 0.803 1.595 12E512 12 x 3.375 x 5 12 0.105 7.832 2.303 1.200 20.305 8.609 49.422 7.067 4.632 5.855 1.430 1.594 14ES16 . 14 x 3.375 x 5 16 0.059 4.802 1.412 1.088 9.666 1.302 40.364 3.398 5.346 3.441 0.722 1.561 14E514 14 x 3.375 x 5 14 0.070 • 5.697 1.676 1.114 12.719 2.178 47.793 4.472 5.341 4.082 0.886 1.561 • '14E512 14 x 3.375 x 5 12 0.105 8.540 2.513 1.200 23.807 7.388 71,,250 8.398 ' 5.324 6.120 1.436 1.560 • Y vision Dale: August 12, 1098 N File: c :lengrformisecllon properlles of eave slruls.doc ei T . • • NOTES: • . . - • Section properties and allowables are computed In accordance Will the 1906edilion of the AISI specifications with 1989 addendum. '0 I / PI 0.1173 , • x a � x • • I. and Iyare for deflection delerminalion • S. and Sy are for bending s oy 1 • Fy= 57.0KSI l e e) , ' • Fu = 70. KSI Secllon Name GENERAL PATA DIMENSIONAL PROPERTIES ALLOWADLES . SECTION PROPERTIES . - AXIS X -X AXIS Y -Y 0 x 0 1 x 82 (in) Gage Thick (In) Weight . lb I If Area (in2) Lip (in) M, ((I - k) V, (kips) I, (In') 7.759 S„ (in') • 1.747 R. (In) 3.072 I (In') 1.081 S (in') 0.338 R (In) 1.146 8 x 2Z16 8 x 2.125 x 2.375 16 0.059 2.796 0.822 • 0.911 4.970 2.332 8 x 2Z15 B x 2.125 x 2.375 15 0.065 3.080 0.906 0.922 5.599 3.124 8.534 1.969 3.069 1.194 0.388 1.148 8 x 2Z14 8 x 2.125 x 2.375 14 0.070 3.317 0.976 0.930 6.078 3.907 9.117 2.137 3.067 1.289 0.429 1.150 8 x 2Z13 8 x 2.125 x 2.375 13 0.085 4.028 1.185 0.956 7.749 7.023 11.095 2.724 3.060 1.577 0.544 1.154 8 x 2Z12 B x'2.125 x 2.375 12 0.105 4.976 1.463 0.990 9.519 12.661 13.624 3.347 3,051 1.967 0.678 1.160 10 x 2Z16 10 x 2.125 x 2.375 16 0.059 - 3.197 0.940 0.911 6.154 1.842 13.215 2.164 3.749 1.081 0.338 1.072 10 x 2Z15 10 x 2.125 x 2.375 15 0.065 3,522 1.036 .0.922 7.214 2.466 '. 14.541 2.536 3.747 1.195 0.388 1.074 10 x 2Z14 10 x 2.125 x 2.375 14 0.070 3.793 1.116 0.930 8.130 3,083 15.642 2.858 3.745 1.290 0.428 1.075 10 x 2Z13 10 x 2.125 x 2.375 13 0.085 4.606 1.355 0.956 10.600 5.538 18.933 3.727 3.738 1.578 0.544 . 1.079 10 x 2Z12 10 x 2.125 x 2.375 12 0.105 5.690 1.673 0.990 13.043 10.483 23.285 • 4.586 3.730 1.968 ' 0.676 1.005 :vision Dale: August 12, 1990 rv, tv co File: c; lengrformiseclion properties of zeeI.doc Z H • W 6 -J O 0 CO o. J I- N LL. w H O N O H w H � IL Z Li U= Z 0 I- • �\ El Y • • • NOTES: . . / • . Secllon properlles and allowables are compuled In accordance with the . 1986 edition of the AISI specifications wilh 1989 addendum, R 0.1115 x x o . • It and Iyare for deflection determination f r . . • S, and Sy are for bending Fy = 57.0 KSI 2 • to J, •• Fu= 70.0KS1 • Y GENERAL DATA SECTION PROPERTIES Secllon Name DIMENSIONAL PROPERTIES , . ALLOWABLES AXIS X -X AXIS Y•Y 0 x B1 x B2 Gage Thick .Weight Area Lip M, V, I. S.. . R. I S fl (in) • (In) lb / If ' (1n2) (In) (fl - k) (kips) (in') (in') (In) (inr) (in') (in) 10 x 3Z16 10 x 3.125 x3.375 16 0.059 3.598 1.058 10.911 6.348 1.842 16.131 2.232 , 3.904 2.582 0.488 1.562 10 x 3Z15 10 x 3.125 x 3.375 15 ' 0.065 3.946 1.166 0.922 7.361 2.466 17.749 2.583 3.902 2.852 0.532 1.564 10 x 3214 10 x 3.125 x 3.375 14 0.070 • 4.269 1.256 0.930 8.269 3.083 19.094 2.907 3.900 3.077 0.570 1.566 10 x 3Z13 10 x 3.125 x 3.375 13 0.085 5.184 1.525 0.956 11.185 5.538 23.112 3.933 3.893 3.759 0.698 1.570 10 x 3Z12 10 x 3.125 x 3,375 12 0.105 6.404 1.883 . 0.990 •14.029 10,483 28.427 4.932 3.885 4.681 0.956 1.577 ' 12 x 3Z16 12 x'3.125 x 3.375 • 16 0,059 4.000 1.176 0.911 7.608 1.522 24.759 2.675 4.588 2.583 0.490 1.482 12 x 3Z15 12 x 3.125x 3.375 15 0.065 4.406 1.296 0.922 .8.806 2.037 27.250 3.096 4.586 2.852 0.534 1.484 12 x 3Z14 12 x 3.125 x 3.375 14 0.070 4.745 1.396 0.030 9.869 2.546 29.321 3.470 4.584 3.078 0.573 1.485 12 x 3Z13 12 x 3.125 x 3.375 13 0.085 5.762 1.695 0.956 13.462 4.571 35.515 4.733 4.578 3.760 0.701 1.490 12 x 3Z12 12 x 3.125 x 3.375 12 0.105 7.118 2.093 0.090 18.129 8.646 43.722 6.374 4.570 4.682 0.959 1.495 14 x 3Z16 14 x 3.125 x 3,375 16 0,059 4,401 1.294 0.911 8.873 , 1.296 35.739 3.120 5.255 2.583 0.490 1.413 • 14 x 3Z15 14 x 3.125 x 3.375 15 0.065 4.848 1.426 0.922 10.256 1.735 39,342 3.606 5.253 2.853 0.535 1.414 14 x 3Z14 14 x 3.125 x 3.375 ' 14 0.070 5.221 1.536 0.930 11.479 2.169 42.339 4.036 5.251 3.078 0.575 1.416 14 x 3Z13 14 x 3.125 x 3175 13 0.085 6.340 1.865 0.956 15.572 3.891 51.307 7.240 5.246 3.760 0.704 1.420 14 x 3Z12 14 x 3,125 x 3.375 12 0.105 7.832 2.303 0.990 22.092 7,357 63.204 7.767 5.238 4.682 0.961 1.426 evislon Dale: Aiiprrsl 12, 19911 arp„ p: t: fitytie ;p.,w;�rY�i`xnNV "th rites +'e4[�F^r'.; CO File: c :%enorforrnlsecllon properlles of zee2.doc z ' W re 6 -3 0 co O. co W J H U W LLj co d W I- _ Z � I- O Z I- LL! La 0 N 0 1- W W U u_O w z U = O~ z • 12' NET COVERAGE NOTES: .. The panel section properties have been calculated In accordance with the 1986 edition of the AISI specifications with 1989 addendum. • - . : . • Ig Is for deflection determinallon • • S, Is for bending • - : . ` 2 5/16' 7 318' • 2 5/1 13/16' C 7/8' • cht • M, is allowable bending moment The has been deducted from N � ' �� C • panel weight the allowable loads . . • Values shown for wind load deflection are limited by a maximum deflection ratio of U120, ' 12" Ultra-Dek & Double-Lok Panels • Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress GA. Design Thickness (in) Weight (psi) Fy (ksi) values . • Load table PANEL. PROPERTIES PANEL shown by 0.8 for 2 span conditions values do nil include web crippling requirements TOP IN COMPRESSION (Fy) • PANEL BOTTOM IN COMPRESSION (Fy) lx In' I ft Sa Ina I ft 0.1471 M,' In -kip I ft 4.40 I, In' I ft 0.2010 Sa In' I iI 0.1090 Ma . In -kip l ft 3.26 24 0.0223 1.34 50.0 0.3276 22 0.0286 1.72 50.0 . 0.4225 0.1907 5.71 0.2772 0.1459 4.37 Span In Feet ALLOWABLE 24 GAUGE UNIFORM WADS 11 POUNDS PER SQUARE FOOT 22 GAUGE Uve Load Stress Live Load Deflection Live Load Stress Live Load Deflection 4.0 158 681 211 901 5.0 100 348 • 134 461 6.0 69 • . 202 93 267 7.0 51 127 68 168 Revision Dale: June 16, 1998 A3:1��`.1Cfik U'+Y"7aW1q✓Fti•I�rRN:'Y4 File: c:lengrformisectton properties of panels - 12- ud81i1.doc cw Z i -- • Z • W U U 0 W = • w w Q = • d I W Z � Z� w • w U � O N O I— W W W Z U= O I" z . 18' NET COVERAGE NOTES: ' The panel section properties have been calculaled In accordance wilh the 1986 edilion of the AISI specificallons wilh • ' 1 addendum. ' . •_' • • Ix Is for deflection determination . • • S: Is for bending Ma Is allowable bending moment . • / 13116' 2 5116' 13 3/8' 2 5(16' . 718' 4 3116' 5' j. 4 3116' C 1' Fs I I— / ih • The panel weigh! has been deducted from the allowable loads • Values shown for wind load defleclion are limlled by a maximum deflection rallo of 1J120• ; >� 1 1 1518' 18 "Ultra -Dek & Double•Lok • Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress Panels values shown by 0.8 for 2 span condilions Design Thickness GA. (in) Weigh! (psi) Fy • (kst) _ • Load table values do not Include web crippling requirements PANi:I. PROPERTIES PANEL TOP IN COMPRESSION (Fy) • • PANEL BOTTOM IN COMPRESSION (Fy) • Is In+ / ft S, Ina/ fl M, In -kip / ft I, In+ / II 0.1349 S, Ina/ fl 0.0749 Ma in -kip / ft 2.18 , 24 0.0223 1.22 50.0 0.2599 0.1057 ' • 3.17 22 0.0286 1.56 50.0 0.3354 0.1379 4.13 0.1867 0.0976 2.92 ,... - Span In Feel ALLOWABLE 24 GAUGE UNIFORM LOAM; IN POUNDS PER SQUARE FOOT I 22 GAUGE Live Load Stress Live Load Deflection Live Load Stress Live Load Deflection 4.0 105 508 141 672 5.0 67 260. . 90 344 6.0 46 151 62 199 7.0 33 95 45 125 Revision Date: Juno 16, 1998 l •d t{F'JX.11W iFC : > +4:'A•Z.tnwni.'�rml.e:!'nve++ File: c:\engrformisection properties of panels - 18- ud&dl.doc CA) fOo z ~ • W JU O 0 co J = F. • LL WO ur co d = W F- _ z �. I— O w ~ • W U � �_ a E- WW L I Z U= H � O z 13116' 24'NETCOVERAGE :NOTES: . - • . The panel section properlies have been calculated in accordance with Ihe 1986 edition of Ihe AISI specifications with ; • 1989 addendum. . . I. Is for deflection delerminalion . 2 916' 19 318' 2 5116' 518' � 116' / g 3116' 1' 6 3116' N \ 1 • S. is for bending \ • Ma Is allowable bending moment TT M I 24 "Uitra•Dek & Double•Lok l. 15/8' — Panels The panel weight has been deducted from the allowable loads . . I . Values shown for wind load deffectfon are limited by a maximum deflection ratio of U120 ; • Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress GA. Design Thickness (In) Welghl (psi) . Fy (ksi) values shown by 0.8 for 2 span conditions • Load fable values do not Include web crippling requirements PANEL PROPERTIES PANEL TOP IN COMPRESSION (Fy) • PANEL BOTTOM IN COMPRESSION (Fy) 1. In It S. 1n ft M, In / ft I. In' ! ft S, Ina / ft 0.0547 M, In -kip I It 1.64 24 0.0223 1,16 50.0 0.2129 0.0814 2.44 0.1014 22 0.0286 1.49 50.0 0.2749 0.1075 3.22 0.1406 0.0733 2.20 Span In Feel • ALLOWABLE 24 GAUGE UNIFORM LOADS IN POUNDS PRR SQUARE FOOT 1 22 GAUGE Live Load Stress Live Load Deflection Live Load Stress Live Load Deflection 4.0 79 405 105 535 5.0 50 207 67 274 6.0 5 34 120 • 46 159 7.0 . 25 76 33 100 Revision Dale: June 16, 1998 »p , .enrwr+.:;Y- T(SN!"arxr,;M^.t xqr File: c:lengrformiseclion properties of panels - 24- ud8dl.doc Z � cc 1 J U O 0 co o W J = H � w W 2 uQ I Z = Z� w 0 O — O H W W H - w z = z 4- 12' !vision Dale: August 12, 1990 36' NET COVERAGE r 2 5/16• 12' "A" Pane( 12' 6' 6' { NOTES: • The panel section properties have been calculated in accordance with Ihe edition of Ike AISI specifications with 1989 addendum. • It is for deflection determination • • S. is for bending . • M, Is allowable bending moment • The wind load stress values have been Increased by 33 1/3% • Values shown for wind load deflection are limited by a maximum deflection ratio of 1J120 • Allowable load values shown are b on panel covering 3 equal continuous spans. Multiply allowable stress values shown by 0.8 for 2 span conditions • This panel Is to be used as wall panel only W file: c :Iennrforrn\secllon properties of panels - a.rioc Z • W JU U O to Ca COW J F. W 0 ? D. = W Z � I O Z i— • W 0 O — O I— W W - 111 U = O~ Z PANEL PRoPRRTIES . - GA. Design Thickness (In) Weight (PS9 Fy (ksl) PANEL TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION (Fy) • I. In' I It S. Ina/ fl M, ' in-kip / ft I. In I II Si 1n I fl h1, in•kip / It 26 0.0181 0.91 80.0 0.0187 0.0275 0.99 • 0.0248 0.0365 1.31 24 0.0223 1.13 50.0 0.0273 0.0377 1.13 0.0319 0.0477 1.43 Span In Feel . ALLOWABLE 26 GAUGE UNIFORM LOADS IN POUNDS PENT • SQUARE FOOT 24 GAUGE • Wind Load Pressure Wind Load Suction Wind Load Deflection Wind Load Pressure Wind Load Suction . Wind Load Deflection 4.0 05 64 04 • 93 73 114 5.0 54. - 41 43 59 •47 59 •• - • 6.0 38 . 29 25 41 - 33 34 7.0 28 21 16 30 24 21 8.0 21 16 10 23 18 14 4- 12' !vision Dale: August 12, 1990 36' NET COVERAGE r 2 5/16• 12' "A" Pane( 12' 6' 6' { NOTES: • The panel section properties have been calculated in accordance with Ihe edition of Ike AISI specifications with 1989 addendum. • It is for deflection determination • • S. is for bending . • M, Is allowable bending moment • The wind load stress values have been Increased by 33 1/3% • Values shown for wind load deflection are limited by a maximum deflection ratio of 1J120 • Allowable load values shown are b on panel covering 3 equal continuous spans. Multiply allowable stress values shown by 0.8 for 2 span conditions • This panel Is to be used as wall panel only W file: c :Iennrforrn\secllon properties of panels - a.rioc Z • W JU U O to Ca COW J F. W 0 ? D. = W Z � I O Z i— • W 0 O — O I— W W - 111 U = O~ Z 12' m levlslon Dale: Aligns! 12, 1990 36' NET COVERAGE 12' 12` 2 5/16' 6' { 6' "A" Panel NOTES: The panel section properties have been calculated in accordance with II►e edition of the AISI specifications with 1989 addendum. • I. is for deflection determination • S. Is for bending . M, Is allowable bending moment The wind load stress values have been Increased by 33 1/3% ' • Vahues•shown for wind load deflection are limited by a maximum deflection ralio of U120 Allowable load values shown are b on panel covering 3 equal continuous spans. Miltiply allowable stress values shown by 0.0 for 2 span conditions This panel Is to be used as wall panel only W File: c :lenr►rformisecllon properlies of panels - a.rtoc Z W J U O U U . • LLI W I U) W W • d = • W Z � HO W ~ 0 1- W W H � IL 3 .. W U= ~O F- Z PANELPROPRRTIE$ GA. Design Thickness ( Weight ( Fy (ksi) PANEL TOP IN COMPRESSION (Fy) - PANEL BOTTOM IN COMPRESSION (Fy) • I. in I H S. In' / ft M, ' In•klp / ft I. In / II S. Inl I H M, in -kip / f1 26 0.0181 0.91 80.0 0.0187 0.0275 0.99 • 0.0248 0.0365 1.31 24 0.0223 1.13 • 50.0 0.0273 0.0377 1.13 0.0319 0.0417 1.43 Span In Feel ALLoWAULU 26 GAUGE UNIFORM LOAD$ IN POUNDS peg SQUARE FOOT 24 GAUGE . • Wind Load Pressure Wind Load Suction Wind Load Deflection Wind Load Pressure Wind Load Suction Wind Load Deflection 4.0 85 64 04 93 73 114 5.0 54 , 41 43 59 '47 59 -. - • 6.0 38 . 29 25 41 - 33 34 7.0 28 21 16 30 • 24 21 6.0 21 16 10 23 18 14 • 12' m levlslon Dale: Aligns! 12, 1990 36' NET COVERAGE 12' 12` 2 5/16' 6' { 6' "A" Panel NOTES: The panel section properties have been calculated in accordance with II►e edition of the AISI specifications with 1989 addendum. • I. is for deflection determination • S. Is for bending . M, Is allowable bending moment The wind load stress values have been Increased by 33 1/3% ' • Vahues•shown for wind load deflection are limited by a maximum deflection ralio of U120 Allowable load values shown are b on panel covering 3 equal continuous spans. Miltiply allowable stress values shown by 0.0 for 2 span conditions This panel Is to be used as wall panel only W File: c :lenr►rformisecllon properlies of panels - a.rtoc Z W J U O U U . • LLI W I U) W W • d = • W Z � HO W ~ 0 1- W W H � IL 3 .. W U= ~O F- Z t evlslon Dale: August 12, 1 99© • CA) . ■ File: c : \engrrorm \secllon properlies of panels • am.cioc Z W CL J U O 0 y0. W I W O LL a w 0 I - _ W Z = W O • 0 rA O 1— W W 2 H IL O .. W U= O • I' z . we( I(ist NOTES : • (mist it it • . it • • The panel secllon properlies have been calculated In accordance wills the 1906 edilfon of the AISI specificalions with • '- 989 1 addendum. . • '. I, Is for deflection determination S, Is for bending • . • ' • i lir r . it 13vr I , " N___ _I ) 'DEEP • • M. Is allowable bending moment • scaEwcaoovf S The wind load stress values have been Increased by 33 1/3% 1 • Values shown for wind load defleclion are limbed by a maximiim defleclion rallo of U120 "AM" Pane( • ,Allowable load values shown are based on•panel covering 3 equal conlintiouus spans. Mullipty allowable stress values shown by 0.8 for 2 span conditions • Thls panel Is to be used as wall panel only • ,• r . GA. Design Thickness (in) Weight (psi) Fy (ksl) PANEL PROPERTIES . PANEL TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION (Fy) 1, In' /II S, In' 1 fl M, In -klp / ll 1.87 L In' / II . 0.0388 S, In' / It 0.0365 M, In-kip / ft 1.31 26 0.0181 0.91 80.0 0.0451 0.0522 24 0.0223 1.12 50.0 0.0555 0.0643 1.92 - 0.0536 0.0536 1.60 Span In Feel • • ALLOWABLE 26 GAUGE UNIFORM LOADS IN . POUNDS PER SQUARE FOOT S GAUGE Wind Load Pressure Wind Load Suclion Wind Load Deflection Wind Load Pressure Wind Load Suction Wind Load Deflection 4.0 05 114 162 10 125 • " • • 210 5.0 54 • L 73 ' 83 61 80 108 • -•- 6.0 38 51 40 • 46 56 62 7.0 28 37 30 34 41 39 8.0 21. 28 20 26 31 26 t evlslon Dale: August 12, 1 99© • CA) . ■ File: c : \engrrorm \secllon properlies of panels • am.cioc Z W CL J U O 0 y0. W I W O LL a w 0 I - _ W Z = W O • 0 rA O 1— W W 2 H IL O .. W U= O • I' z 36' NET COVERAGE . • • . NOTES: The panel section properties have been calculated in accordance with the 1986 edition of the AISI specifications wish 1989 addendum. . • I.Is for defleclion determination, ; 12' IF 12' I. ' 4' 4 ' r' • t 13112. • • I jI3!8 S. Is for bending . • • I " PBR" Panel • M. Is allowable bending moment I. The panel weight has been deducled from the allowable loads The wind load stress values have been increased by 33 1/3% ' ' GA. • Design Thickness (in) . Weight (psi) Fy (ksi) • Values shown for wind load deflection are limiled by • Allowable load values shown are based on panel covering values shown by 0.8 for 2 span conditions • Load table values do not Include web crippling requirements PANEL PROPERTIES PANEL TOP IN COMPRESSION (Fy) a maximum deflection ratio of L/120 . 3 equal continuous spans. Multiply allowable stress . . , PANEL BOTTOM IN COMPRESSION (Fy) I. Int ! fl S. In' I It M. In-ki / ft I. In' I ft S. in' /II M. in -ki. / R 26 0.0181 0.92 80,0. 0.0425 0.0379 ' 1.36 0.0414 0.0502 1.80 24 0.0223 1.14 50.0 0.0596 ' • 0.0571 1.71. 0.0573 0.06(14 1.93 ALLOWABLE 26 GAUGE UNIFORM LOADS IN POUNDS PER SQUARE FOOT 24 GAUGE Span In Feet Wind Load Uplift Live Load Stress Live Load Deflection Wind Load Uplift Live Load Stress Live Load Deflection 4.0 89 • 87 108 112 93 151 5.0 57 55 55. 72 59 77 6.0 40 '38 32 50 41 45 7.0 30 28 20 37 30 28 8.0 23 21 14 29 • 22 19 F Revision Dale: June 16, 1998 File: c :tengrformiseclion properties of panels - fra.doc 36' NET COVERAGE NOTES: • • 17' 1r 12' • The panel seclion properlies have been calculated In accordance with the 1986 edition of (he AISI specifications with 1909 addendum. . . I, Is for deflection determination ' • —{ I' 314' I— —{-F- I I 4' 4' r— J 31t2f 1318' • S. is for bending . • • . I "R" Panel . • Ma Is allowable bending moment Th e panel weight has been, deducted from the allowable loads • • The wind load stress values have been increased by 33 1/3% . ' . • Values shown for wind load defection are.limited by a maximum deflection ratio of U120 • • • • • Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress • values shown by 0.0 for 2 span conditions • • • • Load table values do not Include web crippling requirements . GA. • • Design Thickness (in) • Weight (psi) Fy (ksi) PANEL PROPERTIES PANEL TOP IN COMPRESSION (Fy) . • , PANEL BOTTOM IN COMPRESSION (Fy) I, In' / It S. in' / ft M. ln•kip / ft . I. In' ! it S. In' / it M. in•klp / ft 26 0.0181 0.92 • 80.0 0.0425 0.0379 1.36 0.0414. 0.0502 1.80 24 0.0223 1.14 50.0 0.0596 . 0.0571 1.71 0.0573 0.0644 1.93 .. • _ ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT Span In Feel . 26 GAUGE 24 GAUGE Wind Load Uplift Live Load Stress Live Load Deflection Wind Load Uplift Live Load Stress Live Load Deflection 4.0 89 87. 100 112 93 151 5.0 57 55 ' 55 t 72 59 .' 77 6.0 40 38 32 50 • 41 45 7.0 30 20 20 3Z 30 20 8.0 23 21 . 14 29 22 19 Rev's evlsIon Dale: August 12, 1998 N'MSKnMYT' File: c :lengrformisectlon properties of panels.doc z W w QQ J U 00 co 0 W • I • LL WO g u_< • O I W H- I z � 1— O W ~ 2 j D O O- 0 1- w I .• W O ~ z y1 . • 16' NET COVERAGE NOTES: , . The panel secllon properiles have been calculated In accordance with Ike 1986 edillon of Ike AISI specificalions with • r 1989 adddndum. • I. Is for deflecllon delerminallon • S. Is for bending , • . M. Is allowable bending moment , . T he p ane l weight has been deducted from Ike allowable loads ' 4 ' 1 • 4' 4' . r : 7. "SS216" Pane! . t 1 ' . . • Values shown for wind load deflection are l by a maximum deflection ratio of 1J120 . • Allowable load values shown are based on panel covering 3 equal continuous spans. Miilliply allowable stress ' GA. Design Thickness (i Weigh! (psi) Fy (ksl) • • , values shown by 0.8 for 2 span conditions • Load table values do not Include web crippling requirements PANEL PROPERTIES PANEL TOP IN COMPRESSION (Fy) . - PANEL BOTTOM IN COMPRESSION (Fy) I. In'/ ft S. Ina I ft Ni. in -kip III 2.21 I. In' 111 0.0637 S. in' / ft 0.0504 M, in•kip /ft 1.75 24 0.0223 1.29 50.0 0.1332 0.0739 22 0.0286 1.66 50.0 0.1712 . 0.1023 • 3,06 0.0905 0.0796 2.38 :: y ALLOWABLE 24 GAUGE UNIFORM LOADS IN POUNDS PER SQUARE Fool • 22 GAUGE . Span In Feel Live Load Stress Live Load Deflection Live Load Stress Live Load Deflection 4.0 04 254 • ! 114 • • • 337 5.0 53 130 • 73 173 •• • 6.0 37 75 _ 50 100 7.0 • • 27 47 . 36 63 • ,Islon Dale: Aurusl 12. 1090 v File: c :%enfirrnrmtseclIon properlles of panels • ss2lO.doc Revision Date: August 12, 1990 'v co File: c:lengrformisecilon properties of panels - u.doc Z W Or 2 J O 0 U)0 J = 1- WO � N O = W Z � W U O 52 � 1— W W 0 u. O Z W U= O ~ Z 36' HET COVERAGE NOTES: '~ The panel section properties have been calculated In accordance with the 1986 edillon of the AISI specifications With 1989 addendum. 0 , , • I, Is for deflection delerminallon 6 ' 6' 6' 6' . 6' 6' i r ' 1 211' 13 Ill' • • S, Is for bending . ' • M, Is allowable bending moment • The panel weight has been deducted from the allowable loads • , ,' . • The wind load stress values have beenlncreased by 33 1/3% I • I "U" Pane GA • . Design Thickness (In) • Weigh! (psf) Fy (ksl) • Values shown for wind load defleclion are limited by • Allowable load values shown are based on panel covering values shown by 0.0 for 2 span conditions • Load.lable values do nol Include web crippling requirements PANEL PROPERTIES • PANEL TOP IN COMPRESSION (Fy) a maximum defeclion ralio of L/120 3 equal continuous spans. Mullipty allowable stress PANEL BOTTOM IN COMPRESSION (Fy) I, In' /ft . S„ In' /fl M, , In•klp /R I. In' /(I S, 11 fl M, In•klp /ft 1.32 28 0.0181 0.92 80.0 0.0260 • 0.0429 1.54 0.0177 0.0366 24 0.0223 ' 1.13 , 50.0 • 0.0344 0.0584 1.75 0.0242 0.0523 1.58 Span In Feel ALLOWABLE 28 GAUGE UNIFORM LOADS IN POUNDS PER SQUARE FOOT 24 GAUGE Wind Load Upilfl • Live Load Stress . Live Load Deflection Wind Load Uplift Live Load Stress Live Load Deflection 4.0 101 , 63 56 115 75 75 5.0 65 40 29 t 74 48 39 8.0 45 28 17 ' • 52 . - • 33 22 7.0 34 20 10 30 24 • 14 9 8.0 • 26 • 15 7 '. 30 10 • • Revision Date: August 12, 1990 'v co File: c:lengrformisecilon properties of panels - u.doc Z W Or 2 J O 0 U)0 J = 1- WO � N O = W Z � W U O 52 � 1— W W 0 u. O Z W U= O ~ Z SUMMARY OF ESTIMATES TOTALS 1. GENERAL ITEMS X87 /4- 2. EROSION PREVENTION /SEDIMENT CONTROL (TESC) _b - 3. ROAD AND PARKING IMPROVEMENTS _ O- 4. DRAINAGE SYSTEM _o - 5. WATER SYSTEM 304&940 6. SEWER SYSTEM _ GRAND TOTAL 5233.1 -- 150% Bond Quantity = (1.5)(GRAND TOTAL) f !Si The quantities above were calculated by: Printed Name: tn A. PA E Signature: PE License umber: 3076 3 Firm Name and Address: Essil/a.nj Canso 1hros fN5 %ivrYY.1 five e9. t a-C .P.A-c.t sff S E y ft //,,, t,ra 9e3?).... Date: ?NO 3 Telephone Number: a-s-3 , -yv . /5 Fax Number: os3 1141 Sly 0 E- mail,• ' v A __ , cc , • Approved Nov. 2002 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY CORRE 710N LTR# +t eUMrwr CITY OF TUKWILA Public Works Department 206 -433 -0179 1 t "'t'f"'tt'.C�1`?N+tS:Yr%NNa"A 141 ' RECEIVED CITY OF TUKWI SEP - 9 200. Doi - otaf GENERAL ITEMS Unit Quantity Unit Price Subtotals Clear /Remove Brush by hand Acre $1,320.00 Clear /Grubfrree Removal Acre $6,820.00 Common Excavation CY 1 $1.30 1-j2-. Trench Excavation CY $3.30 Embankment - Backfill and compact with select material CY $4.00 Trench - Backfill and compact with select material CY $6.30 Borrow - Fill and compact CY $12.30 Gravel Base - Fill and compact CY $17.20 Topsoil - Imported CY $17.60 Grading - Fine with . a grader SY $0.80 Grading - Fine by hand ' SY $1.45 Fence - Cedar, 6' high LF $27.50 Fence - Vinyl coated chain link, 6' high LF $11.00 Fence Gate -Vinyl coated chain link, 20' wide EACH $990.00 Fence - Wildlife passable (NGPE & SAT) LF $5.50 Survey - Monuments EACH $110.00 Survey - Lot lines DAY $693.00 Survey - Line and grade DAY $561.00 Trail - 4" crushed cinder SY . • ,' . $7..1 Trail - 4" crushed surfacing top course SY $6.60 " Wall - Gabion, 3' thick, no earthwork SY • _ $106.76 . ' Wall - Retaining, with earthwork • SY ., • "' ' $23.10 . ■ • • General Subtotal . ` ;., •.. , •` �� 1 7? O Sales�Tax @ $.8% 1 / r J . 14 GENERAL ITEMS TOTAL • '. /e?. /4 4 a � I Y „ „# ` ► ,t„. ra Approved Nov. 2002 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 2 4z �.r i3^.f'RfMi+.^ TESC Unit Quantity Unit Price Subtotals Fence - Silt (installation and removal) LF $1.40 Fence - Temporary, drip line & NGPE /SAT) LF $1.10 Hydroseeding ACRE $1,980.00 Hydroseeding, fertilizing, mulching ACRE $2,750.00 Seeding - By hand SY $0.40 Mulch - Straw, 3" by hand SY $0.55 Mulch - Straw, 2" by machine ACRE $2,200.00 $0.00 Fabric - Geotextile SY $1.65 Catch Basin Protection - Insert EACH $33.00 Catch Basin Protection - Geotextile a& rock EACH $22.00 Outfall - Silt trap or pond overflow EACH $660.00 Interceptor dike /swale LF $1.00 Hay bale silt trap EACH $55.00 Brush Barrier 0 LF $0.30 Stabilized construction entrance - 15' by 50' EACH $1,155.00 Stabilized construction entrance- 15' by 100' EACH $1,980.00 Pipe slope drains LF $2.20 Level spreader LF $1.65 Silt Trap EACH $550.00 Silt Pond EACH $1,650.00 TESC Subtotal — 0 Sales Tax @ 8.8% • TESC TOTAL -D • DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY Approved Nov. 2002 3 RECEIVED CITY OF TUKWILA SEP - 9 2003 ROAD & PARKING IMPROVEMENTS Unit Quantity Unit Price - Subtotals AC Grinding - 4' machine SY $7.70 AC Removal /Disposal /Repair SY $88.00 Curb - Extruded asphalt LF $2.20 Curb - Extruded concrete LF $2.20 Curb & Gutter - Vertical LF $7.70 Curb & Gutter - Demolish /Dispose LF $11.33 Sidewalk - Concrete - Demolish /Dispose SY $24.75 Sawcut - Asphalt, 3" deep LF $1.43 Sawcut - Concrete, per 1" depth over 3" LF $1.21 Sealant - Asphalt LF $0.77 Shoulder -CSTC TONS $16.50 Sidewalk - Concrete, 4" thick with 4" CSTC SY $22.00 Sidewalk - Concrete, 5" thick with 4" CSTC SY $26.40 Striping - 4" reflectorized LF $0.28 Striping - per parking stall EA $3.00 Thickened asphalt edge LF $5.17 Pavement Markings - Channelization arrows EACH $82.50 Signs - Traffic Channelization EACH $55.00 Overlay - Asphalt concrete - (2.05 tons /CY) ,TONS $44.00 Pavement - Asphalt concrete, <300 tons (2.05 tons /CY) TONS $41.80 Pavement - Asphalt concrete, >300 tons SY $35.20 Asphalt treated base (ATB) - (2.05 tons /CY) TONS $38.50 CSTC - (1.85 tons /CY) TONS $16.50 CSBC - (1.85 tons /CY) TONS $16.50 Gravel base (1.85 tons /CY) TONS $9.90 Geotextile fabric - Structural $1.65 Guard rail LF • $22.00 $0.00 Pavement markings - Raised, Type 1 EACH $3.30 Arrows - Thermoplastic EACH $82.50 Lane marking - Thermoplastic LF $3.30 Sign - Stop 30 "x30 ", VIP grad EACH $82.50 Sign - Street name, 9" X length, 6" letters EACH $44.00 Signs - Miscellaneous traffic EACH $38.50 Median - Non - traversible, C curbing EACH $5.50 Barricade - Type III LF $33.00 Traffic signal - Fully actuated (includes design) EACH $220,000.00 Approved Nov. 2002 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 4 calf Street light - City -owned Road & Parking Subtotal Sales Tax Q 8.8% ROAD & PARKING TOTAL CSTC - Crushed surfacing top course CSBC - Crushed surfacing base course EACH $5,500.00 ... 0 _ Approved Nov. 2002 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 5 a }t�'.'si�i',�•Flttz:. �i7�.:. :: ".:A15 ;:utia�+X:Si)A}roii%t:wt Y {i'.S RECEIVED CITY OF TUKWILA SEP - 9 2003 PERMIT CENTE ° YMf Y.ar;al CMY �igM 4�tk. YixMlfi� F DRAINAGE SYSTEM Unit Quantity Unit Price Subtotals Inlet/Yard Drain Each $385.00 ' Catch Basin -Type I Each $935.00 Catch Basin -Type 2, 48" Each $1,430.00 Add for depth over 4' per foot Feet $352.00 Catch Basin -Type 2, 54" Each $1,595.00 Add for depth over 4' per foot Feet $407.00 Catch Basin - Type 2, 60" Each $1,760.00 Add for depth over 4' per foot Feet $341.00 Catch Basin - Type 2, 72" Each $2,420.00 . Add,for depth over 4' per foot Feet $572.00 Cleanout, PVC, 4" dia. Each $94.60 Cleanout, PVC, 6" dia. Each $126.50 Cleanout, PVC, 8" dia. Each $156.20 Drain pipe, PVC, 4" LF $4.95 Drain pipe, PVC, 6" LF $7.15 Drain pipe, PVC, 8" LF $8.80 Storm pipe, Concrete, 8" LF $16.50 Storm pipe, Concrete, 12" LF $19.80 Storm pipe, PVC, 8" LF $8.80 Storm pipe, PVC, 12" LF $16.50 Storm pipe, PVC, 15" LF $20.90 Storm pipe, PVC, 18" LF $25.30 Storm pipe, PVC, 24" LF $33.00 Storm pipe, CMP, 8" LF $11.00 Storm pipe, CMP, 12" LF $16.50 Storm pipe, CMP, 15" LF $20.90 Storm pipe, CMP, 18" LF $24.20 Storm pipe, CMP, 24" LF $33.00 Storm pipe, CMP, 30" LF $42.90 Storm pipe, CMP, 36" LF $71.50 Storm pipe, CMP, 42" LF $88.00 Storm pipe, CMP, 48" LF $93.50 Storm pipe, CMP, 60" LF $137.50 • Storm pipe, RCP, 15" LF $25.30 Storm pipe, RCP, 18" LF ' $30.80 Storm pipe, RCP, 24" LF $44.00 Storm pipe, RCP, 30" LF $71.50 Storm pipe, RCP, 36" LF $93.50 Storm pipe, RCP, 42" LF $115.50 Storm pipe, RCP, 48" LF $126.50 Storm pipe, RCP, 60" LF $181.50 Pond Overflow Spillway SY $8.80 Approved Nov. 2002 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 6 161 •n+znewne n.!4'Wr,' :vr +rN:.wner•mw +.�.a n..A..:.r. Restrictor - OWS, 12" Each $880.00 Restrictor - OWS, 15" Each $990.00 Restrictor - OWS, 18" Each $1,155.00 Restrictor - OWS, 24" Each $1,430.00 Trash rack, 15" Each $203.50 Trash rack, 18" Each $231.00 Trash rack, 21" Each $264.00 Trash rack, 24" Each $330.00 Riprap, Light, Loose Tons . $66.00 Quarry Spalls, 4" to 8" Tons $49.50 Trench - Infiltration, per 100 feet Feet Perforated stub -out system Each Trench - Flow dispersal, per 100 feet Feet Sign - Stormwater Facility Each $330.00 Drainage System Subtotal –0 — State Sales Tax 8.8% DRAINAGE SYSTEM TOTAL — D -- Approved Nov. 2002 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 7 RECEIVED CITY OF TUKWILA SEP - 9 2003 WATER SYSTEM Unit Quantity Unit Price Subtotals Water Main - Ductile iron, CL 52, 6" LF Water Main - Ductile iron, CL 52, 8" LF Water Main - Ductile iron, CL 52, 10" LF Water Main - Ductile iron, CL 52, 12" LF Gate Valve, 6" EACH Gate Valve, 8" EACH Gate Valve, 10" EACH Gate Valve, 12" EACH Fire Hydrant Assembly, With guard posts EACH $1,200.00 Fire Hydrant Assembly, Without guard posts EACH $950.00 Air -Vac, 8" EACH Air -Vac, 10" EACH Air -Vac, 12" EACH PRVA, 8" EACH PRVA, 10" EACH PRVA, 12" EACH Backflow — Irrigation • Backflow — Fire Line • Backflow — Water supply 2 WATeR. Yi4eTeK. gene). no Water System Subtotal 71'X0O . ct ) Sales Tax @ 8.8% Z4t .4O WATER SYSTEM TOTAL L/ . 4-0 11 V./ 0.4 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 8 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 9 SEWER SYSTEM Unit Quantity Unit Price Subtotals SSS, PVC 4" LF $5.50 SSS, PVC 6" LF $8.25 SSS, PVC 8" LF $11.00 Sewer pipe, PVC, 8" LF $27.50 Sewer pipe, PVC, 12" LF $33.00 Sewer pipe, PVC, is LF $0.00 Manhole, 48" EACH $1,430.00 Additional depth over 4' per foot FEET $352.00 Manhole, 54" EACH $1,595.00 Additional depth over 4' per foot FEET $407.00 Manhole, 60" EACH $1,760.00 Additional depth over 4' per foot FEET $451.00 Manhole, 72" EACH $2,530.00 Additional depth over 4' per foot FEET $572.00 Grease Interceptor Sewer System Subtotal — 0 — Sales Tax @ 8.8% SEWER SYSTEM TOTAL --c - DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 9 r - • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Envelope Requirements (enter values as applicable) Fully healed /cooled space Minimum Insulation R values Roofs Over Attic Glazing Area Calculation Not.: seiowprade %ells maybe inductee In the Gross Esterior Watt Arse if they are lmutaied to the level required for opaque Total Glaring Area Electronic version; these values are automatically taken from ENV -UA-1 (rough opening) Gross Exterior (vertical & overttd) divided by Wall Area limes 100 equals % Glazing All Other Roofs s' X 100 = Concrete/Masonry Option Opaque Walls 1 0 Below Grade Walls S EP 1 7 2003 Room Over Unconditioned Space Slabs-on-Grade w , ,. Radiant Floors r fY1l1F? 2 L , Maximum Udacfors Opaque Doors Vetdnl Glazing Overhead Glazing Maximum SHGC (ar SC) Vertical/Overhead Glazing Space Heat Type 0 Electric resistance 0 All other (see over for definitions) t,� VW Glazing Area Calculation Not.: seiowprade %ells maybe inductee In the Gross Esterior Watt Arse if they are lmutaied to the level required for opaque Total Glaring Area Electronic version; these values are automatically taken from ENV -UA-1 (rough opening) Gross Exterior (vertical & overttd) divided by Wall Area limes 100 equals % Glazing s' X 100 = Concrete/Masonry Option as ere if using this option and if project meets as requirements for e Concnta!Monry 0 yes Check h th See De (over) for queencadore. Enter r.gr,treme s s 1 0 no qualifying assembpti — -- r- r t r r rl o V Opaque ConcretelMasonry Wall Requirements Ineuiatron on interior - maximum U -factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete/Masonry Option, list wails with HC2 9.0 9tu/fta -'F below (other wells must meet Opaque Wall requirements). Use descriptions and value from Table 20-5b In the Code Wall Description (including insulation R -value & position U factor CITY OF NMI A APPROVED S EP 1 7 2003 . w , ,. c111 v r . r fY1l1F? 2 L , I Irt% lCJ c/.;.r •CJ.. • co or I'I I UhW1Lr'1 u ..u r W J CITY OF TUKWILA Envelope Summary Climate Zone 1 ENV -SUM 2001 Wier t're'e nar.ueanw Enegy Coda Compliance Forret ,rtait Applicant Name: M.1 .15 Project Info Applicant Address: ut k G&A Ue For Building 7� ep t Use 'Project Description Compliance Option Applicant Phone: 'au X3060 aR new Building 0 Addition D Alteration C Change of Use Semi - heated space Minimum Insulation R- values Roofs Over Semi- Heated Space 1. Assemblies with metal framing must comply with overall U faetnrs 2. Refer to Section 1310 for qualifications and requirements otes: vQcACi,f,'(U° si S ‘X. 00A—e6416 I S � 10G', it4 OkKer olitmlatti it( re.o. lor t' et.toti eette,‘,. 0 19 a fi '7:t restziptive 0 Component Performance 0 ENVSTD 2 - 1 0 Systems 1 (See Decision Flowchart (over) for qualifications) (4.0 not acceptable) Analysis H tit fr O..• Building Division rest Edam, .Axle 2001 COMMUNITY NUMBER 5 2)091 PANEL NUMBER an 4 SUFFIX F DATE OF FIRM INDEX jy 16, )995- FIRM ZONE /NE BASE FLOOD ELEVATION �� (In AO Zones, Use Deph) The flbodproofing of non- residential buildings may be permitted as an alternative to elevating to or above the Base Flood Elevation; however, a foodproofing design certification is required. This form is to be used for that certification. Floodproofing of a residential building does not alter a community's flo managwnent elevation requirements or affect the insurance rating unless the community has been issued an exception by FEMA to allow floodproofed reWential basements. The permitting of a floodproofed residential basement requires a separate certification spec yf ing that the design complies with the local floodplain management ordinance. BUI�O WN ER'E Spo'S 4. }00 Fr D 14 ti/1/p.Y STREET ADDRESS (Including Apt., Unit, Suite, and /or Bldg. Number) OR P.O. ROUTE AND BOX NUMBER OTHER DESCRIPTION (Lot and Block Numbers, etc.) CIT r Ji t Provide the following from the proper FIRM: TITLE ADDRESS SIGNATU FEMA Form 81-65, AUG 99 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM RECEIVED CIT'" TUKWILA AUG 2 0 2003 FLOODPROOFING CERTIFICATE FOR NON - RESIDENTIAL STRUCTURES STATE SECTION I FLOOD INSURANCE RATE MAP (FIRM) INFORMATION SECTION II FLOODPROOFING INFORMATION (By a Registered Professional Engineer or Architect) Floodproofncs Design Elevation Information: feet NGVD. (Elevation datum used must be the same as that on the FIRM.) Height of floodproofing on the building above the lowest adjacent grade is " 1 • 5 feet. (NOTE: for insurance rating puposes, the building's floodpmofed design elevation must be at least one foot above the Base Flood Elevation to receive rating credit. If the building is floodproofed only to the Base Flood Elevation, then the building's insurance rating will result in a higher premium.) Building ii foNfi proofed to an elevation of FOR INSURANCE COMPANY USE POLICY NUMBER COMPANY NAIC NUMBER SECTION III CERTIFICATION (By Registered Professional Engineer or Architect) AL.L COMporlEri5 ;&i Ec "1 LlW 5e, iscr Non - Residential Floodproofed Construction Certification: wIIIL I certify that, based aeon development andlor review of structural design, specifications, ac • on' , the design and method construction are in accordance with accepted standards of practice for meeting the following provisions: M structural components are capable of resisting hydrostatic and hydrodynamic flood forces, including the effects of buoyancy, and anticipated debris impact forces. I certify that the information on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME pb1i 656447. P PI 2111 3 LICENSE NUMBER (or Affix Seal) 2192 COMPANYNAME V ' A JVC1 gTA 1 `F P CO CITY gyp.. \VP� 9P3) DATE PHONE f _ / • A , 1 . &6 / r , r / ( A , {{ (CJ Copies should be made of this Certificate for 1) community official, 2) Insurance agent/company, and 3) building owner. ALL o "IJ --D6- HO 1Na.uD1NG ITT r 1 M-.(11I Oil � I 5W' Replaces all previous editions O.M.B. NO. 3067 -0077 Expires July 31, 2002 po 014 ZIP CODE 9$155 F-056 (8/99) ATTEST/ AUTHENTICATED: Belte :t 14. i &kt Jane E. Cantu, CMC, City Clerk APPROVED AS TO,FORM BY: Office of the City Attorney Starfirc Concession 8/15 /03.doc J � :. » O jar ).".". t j ? 1908 City of Tukwila Washington n Resolution No. 15 .30 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF TUKWILA, WASHINGTON, ALLOWING FOR THE ADMINISTRATIVE VARIANCE TO TUKWILA MUNICIPAL CODE CHAPTER 16.52 AND ALLOWING FOR THE WET - FLOODPROOFING OF THE STARFIRE MAINTENANCE,/ CONCESSION FACILITY. WHEREAS, the City of Tukwila has entered into an agreement with Starfire Sports to develop and operate park, athletic, recreation and associated facilities at the Fort Dent Park; and WHEREAS, portions of Fort Dent Park are within the Green River floodplain; and WHEREAS, the City of Tukwila participates in the National Flood Insurance Program and this program requires the City to adopt floodplain management standards and a floodplain construction permit process; and WHEREAS, since the proposed Maintenance /Concession Facility does not meet the federal standards for floodplain construction in accordance with Chapter.16.52 of the Tukwila Municipal Code, dry floodproofing methods must be used; and WHEREAS, Starfire Sports has requested a variance that would allow for wet - floodproofing of the Maintenance /Concession Facility, an acceptable alternative under limited situations; and WHEREAS, The City of Tukwila has adopted the U.S. Army Corps of Engineers Flood - Proofing Regulations, the Federal Emergency Management Agency (FEMA) Floodproofing Standards, and the Federal Insurance Administration (FIA) Regulations which allow the City to grant wet - floodproofing variances to those standards and requirements if certain criteria are met as found in FIA Section 1910.6(a) of FIA Regulations; and WHEREAS, the proposed Starfire construction meets all of the FEMA wet - floodproofing variance criteria, to wit: wet - floodproofing will not alter the actuarial rating of the Maintenance /Concession Facility for flood insurance purposes, will not subvert the goals of flood plain management, the Maintenance /Concession Facility will have all of its components subject to flood damage at least one foot above the base flood elevation, and the federal standard (dry - floodproofing) would cause an exceptional financial hardship; NOW THEREFORE, THE CITY COUNCIL OF THE CITY OF TUKWILA, WASHINGTON, DO HEREBY RESOLVE AS FOLLOWS: Section 1. The above Whereas recitals are herein adopted as findings of fact. Section 2. The Public Works Department is hereby authorized to grant a flood zone permit allowing for wet - floodproofing of the Starfire Maintenance /Concession Facility. Wet - floodproofing shall be an administrative variance to Tukwila Municipal Code 16.52 due to the compelling public policy reasons stated above. PASSED BY THE CII( COUNCIL OF TIDE Mee tin g thereof this ��� day of �j CITY QF TUKWILA, WASHINGTON, at a Regular f1 , 2003. Pam Carter, Council President Filed with the City Clerk: 08 Passed by the City Council: Resolution Number: COMMUNITY NUMBER PANEL NUMBER SUFFIX DATE OF FIRM INDEX FIRM ZONE BASE FLOOD ELEVATION 5 / / ` O/ f 6 F I I //I M AN „ ��(In AO Zones, Use Depth) The floodproofing of non - residential buildings may be permitted as an alternative to elevating to or above the Base Flood Elevation; however, a floodproofing design certification is required. This form is to be used for that certification. Floodproofing of a residential building does not alter a community's floodplain management elevation requirements or affect the insurance rating unless the community has been issued an exception by FEMA to allow floodproofed residential basements. The permitting of a floodproofed residential basement requires a separate certification specifying that the design complies with the local floodplain management ordinance. BUILDING OWNER'S NAME STREET ADDRESS (Includingp1. Uni1, Suite, and/or B g. Number) OR P.O. R UTE AND BOX NUM ER OTHER DESCRIPTION (Lot and lock Numbers, etc.) CITY Provide the following from the proper FIRM: Floodproofing Design Elevation Information: Non - Residential Floodproofed Construction Certification: I certify that, based upon development and /or review of structural design, specifications, and plans for construction, the design and methods of construction are in accordance with accepted standards of practice for meeting the following provisions: The structure, together with attendant utilities and sanitary facilities, is watertight to the floodproofed design elevation indicated above, with walls that are substantially impermeable to the passage of water. All structural components are capable of resisting hydrostatic and hydrodynamic flood forces, including the effects of buoyancy, and anticipated debris impact forces. I certify that the information on this certificate represents my best efforts to interpret the data available. I understand that any false statement maybe punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME isvisso..) TITLE ADDRESS To K1nJ I(. Building is floodproofed to an elevation of feet NGVD. (Elevation datum used must be the same as that on the FIRM.) Height of floodproofing on the building above the lowest adjacent grade is 4 • A feet. (NOTE: for insurance rating purposes, the building's floodproofed design elevation must be at least one foot above the Base Flood Elevation to receive rating credit. If the building is floodproofed only to the Base Flood Elevation, then the building's insurance rating will result in a higher premium.) 'Pjz►NciFioNt_ 2111 Sp) COMPANY NAME c� A41 CITY ST TE ZIP ODE 961 „ DATE 8 1, /V J PHONE W4' 11 I • 5D6 Jo / Copies should be made of this Certificate for. 1) community official, 2) Insurance agent/company, and 3) building owner. FEMA Form 81 -65, AUG 99 Replaces all previous editions F -056 (8/99) f foffiDA Of MN SIT aN) V )oN PlzY ft-DcPrizwrr-l> FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM h um r. L/ CITY OF tl1KWILP At._ 2 01003 FLOODPROOFING CERTIFICATE FOR NON- RESIDENTIAL STRUCTURES Psy STATE SECTION I FLOOD INSURANCE RATE MAP (FIRM) INFORMATION SECTION II FLOODPROOFING INFORMATION (By a Registered Professional Engineer or Architect) SECTION III CERTIFICATION (By Registered Professional Engineer or Architect) LICENSE NUMBER (or Affix Seal) FOR INSURANCE COMPANY USE POLICY NUMBER COMPANY NAIC NUMBER 21c2 185 . kt O.M.B. NO. 3067-0077 Expires July 31, 2002 ZIP CODi,e5 Storfire Sports A Washington non - profit corporation December 17, 2003 Bob Benedicto Building Official 6300 Southcenter Boulevard Tukwila, Washington 98188 -2544 Re: Starfire Sports Maintenance and Concession Building Bob, This letter serves as confirmation that the maintenance building constructed at Fort Dent Park under permit D03 -094 will not be used for repair of vehicles. If you have any further questions, please don't hesitate to contact me. Sincerely, Starfire Sports Christopher G. Slatt President and CEO iee(a? ,a,&ea izaz7 il(44 6840 Fort Dent Way, Suite 125 • Tukwila, WA 98188 • phone: 206.431.3232 • fax: 206.431.6811 • www.starfiresports.com JJa11:e s•A;Lkii,, 11J.2... t, :utia7rii�zo;;.•i'}�'.r.`N.1�Y "J isi',.`v atiw:�Fldrit:rldiiJri.tii.S: £,'4rd:J'ritiG7.l£14fwi.1 fi e; sw. - Earth Consultants. Inc. u; {: : . 1 (;ent 'rllnir al EtlOitlCCC. t k'( lit jb;I. & Hi ivIrcmmental 5c'C11IISIS 2 c ',1. rilrl ic+t1 'rC:;1i[1t; & t i ) • \vAl N 1 1r19 reli n S:^rvie('s Starfire Sports 9Q'^ 0 Fort Dent Way Washington 98188 :per id, r. Slatt: 13:30 4257460860 Mr. Christopher Slatt Final Letter Special Inspection and Testing Grandstand and Maintenance Building Auger Cast Piling Reinforced Concrete Structural Steel Welding • C. Adams • c`ion Services Manager (;ity of Seattle, DCLU "':ention: Quality Control Section EARTH CONSULTANTS PAGE 02 ber 20, 2003 M -10675 rdance with your request and authorization, Earth Consultants, Inc. (ECI) has performed `c-.'sting and inspection services for the above referenced project. The special inspection sct was: • High Strength Bolting • Epoxy Bolting • Shotcrete K..,. best of our knowledge, all reinforced concrete work that ECI was scheduled on -site to verify, has been found to be in general accordance with the approved plans and specifications, -'.i.d Chapter 17 of the 1997 Uniform Building Code. ' • Fve any questions or if we can be of further assistance, please do not hesitate to contact (4 25) 643 -3780. submitted, - 7 :7.!:9SULTANTS, INC. Kyle Campbell, P.E. Principal Engineer 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 6.13 -3780 FAX (425) 746 -0860 Toll Free (888) 739.6670 1 stablislled 1075 .:' 12 :18 4257460860 m >er 20, 2003 Earth Consultants, Inc (ic`c�i lulit:Il ringInrrr..; (xr)lostists$, r nvirnnnx'nrril !xi(11IiSis cr 'rc,ling CI i(1; NV, %J3a)IhyxiikiiSi kc i Sports 3840 Fort Dent Way Tukwila, Washington 98188 EARTH CONSULTANTS PAGE 02 Es ahiishecl 1073 Z ' W E- 10675 -1 ce 2 0 W — I-- (0 LL. w0 u-¢ Mr. Steve Beck d w Z � Final Letter z O Geotechnical Services During Construction o Starfire Sports ,Athletic Center o D . 6 840 Fort Dent Way o Tukwila, Washington w v t— ll.o ..z U__ H F : c )rdance with your reques ?, Earth Consultants, Inc. (ECI) provided geotechnical z and construction monitoring services at the subject site. Our geotechnical . crere provided between the months of July 2003, and November 2003, and included and part -time observations during the augercast pile installation and soil nail wall .:. onstruction. Compaction testing of backfill soils, and proofrolling of foundation and 71avemelnt subgrade areas were alsc performed. )n our observations, the augercast pile and soil nail wall installations were completed ance with our geotechnical recommendations. Passing density test results in . : ::ccrthince with the project specifications were recorded in the backfill and subgrade areas. o:.indation soils for building and retaining walls supported on conventional foundations ::ssrved to be suitable for foundation support. Installation of subsurface drainage was :.: ~ved by ECI. .y ed )n our observations and testing, to the best of our knowledge, the earthwork was _: 2I;.ted in accordance with our geotechnical recommendations and the approved plans. 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425)1:43.3780 FAX (425) 746 -0860 Toll Free (888) 739-6670 gccdai . „r ,• , .o.,. w.:.�arw:aw•., 1_'2C/20E3 12:18 4257460860 Sports :..;:...�.: 20, 2003 'Vs trust this final letter meets the geotechnical requirements for the final inspection. If you eve any questions, or if additional information is required, please call. : submitted, ONSULTANTS, INC. • c A. Coglas, P.E. i:anager of Geotechnical Services 2-e0 az Earth Consultants, Inc. EARTH CONSULTANTS PAGE 03 PR- 10675 -1 Page 2 K rl v TEMP ORARY FOOD SERVICE APPLICATION 2003 NOV O F 2003 A:LDE RYP dATMECIBL 111 \0•A- 7 0 4 4 � T , I • O e DUE AT APPROPRIATE DISTRICT FFICE AT LEAST 14 DAYS PRIOR TO EVENT $192 6205(P/E) Low Hazard Operation (Non- potentially hazardous foods and prepackaged potentially hazardous foods prepared in a USDA,WSDA,FDA facility) $167 permit fee + $25 Plan Review Fee (S601) Total Fee = $192 $25 $50 $199_ — 6210(P/E) High Hazard Operation (Potentially hazardous foods) $174 permit fee +$25 Plan Review Fee (S601) Total Fee = $199 6215(P/E) 501(C)(3) organization, $76 permit fee, include copy of IRS determination letter + $25 PIan Review Fee (S601) Total Fee = $101 $25 '> 6220(P/E) Plan Review only Late Fee, application made 9 -12 days prior to event only with approval of the district office Late Fee, application made 3 -8 days prior to event only with approval of the district office (applications received 2 days or less will not be issued a permit) TOTAL PAID $25 plan review fee is non - refundable School Fees: 6205 (P/E) - $96.00, 6210 (P/E) - $99.50 Home Address: e A(-4. • 2. Event: L OC)- alike 1 11 Location/Address /.*nine ' Z Event Dates: II aCt - Event Hours: (L' w • 0 0 _3 ^ 7 S eattle -King County, - Deoartment of Public Health Environmental Health Division Event Code (Fac. ID) 1. Name of Booth: .4 1 � O WPttl City -:7kUl 6 Zip. /, Phonec p) / ?. Event Coord' ator: Phone: ( ) Ci Contact Person: n .)....)l`f1 Is this the first time for this event? l E Will this event occur next year? 3. MENU (include beverages and all extra ingredients served with each item) and PREPARATION PROCEDURES: al Check which orenaration nrocedure each menu item requires at the RR.CTATIRANT• D d�a^�i � fd .C rEY� n, Q 0 -, to C•J M ryc a¢�'tk N FOOD thaw cut/ assemble cook/ bake cool cold holding reheat hot holding portion package 2. 0 r .o� yam' • 2. Vim _ 4. n• � 3. . x 4. 1� l _ K rl v TEMP ORARY FOOD SERVICE APPLICATION 2003 NOV O F 2003 A:LDE RYP dATMECIBL 111 \0•A- 7 0 4 4 � T , I • O e DUE AT APPROPRIATE DISTRICT FFICE AT LEAST 14 DAYS PRIOR TO EVENT $192 6205(P/E) Low Hazard Operation (Non- potentially hazardous foods and prepackaged potentially hazardous foods prepared in a USDA,WSDA,FDA facility) $167 permit fee + $25 Plan Review Fee (S601) Total Fee = $192 $25 $50 $199_ — 6210(P/E) High Hazard Operation (Potentially hazardous foods) $174 permit fee +$25 Plan Review Fee (S601) Total Fee = $199 6215(P/E) 501(C)(3) organization, $76 permit fee, include copy of IRS determination letter + $25 PIan Review Fee (S601) Total Fee = $101 $25 '> 6220(P/E) Plan Review only Late Fee, application made 9 -12 days prior to event only with approval of the district office Late Fee, application made 3 -8 days prior to event only with approval of the district office (applications received 2 days or less will not be issued a permit) TOTAL PAID $25 plan review fee is non - refundable School Fees: 6205 (P/E) - $96.00, 6210 (P/E) - $99.50 Home Address: e A(-4. • 2. Event: L OC)- alike 1 11 Location/Address /.*nine ' Z Event Dates: II aCt - Event Hours: (L' w • 0 0 _3 ^ 7 S eattle -King County, - Deoartment of Public Health Environmental Health Division Event Code (Fac. ID) 1. Name of Booth: .4 1 � O WPttl City -:7kUl 6 Zip. /, Phonec p) / ?. Event Coord' ator: Phone: ( ) Ci Contact Person: n .)....)l`f1 Is this the first time for this event? l E Will this event occur next year? 3. MENU (include beverages and all extra ingredients served with each item) and PREPARATION PROCEDURES: al Check which orenaration nrocedure each menu item requires at the RR.CTATIRANT• D d�a^�i � fd .C rEY� n, Q 0 -, to C•J M ryc a¢�'tk N FOOD cold holding cook/ grill reheat hot holding assemble other • \ -N " 2. 0 r .o� yam' • . 4. . K rl v TEMP ORARY FOOD SERVICE APPLICATION 2003 NOV O F 2003 A:LDE RYP dATMECIBL 111 \0•A- 7 0 4 4 � T , I • O e DUE AT APPROPRIATE DISTRICT FFICE AT LEAST 14 DAYS PRIOR TO EVENT $192 6205(P/E) Low Hazard Operation (Non- potentially hazardous foods and prepackaged potentially hazardous foods prepared in a USDA,WSDA,FDA facility) $167 permit fee + $25 Plan Review Fee (S601) Total Fee = $192 $25 $50 $199_ — 6210(P/E) High Hazard Operation (Potentially hazardous foods) $174 permit fee +$25 Plan Review Fee (S601) Total Fee = $199 6215(P/E) 501(C)(3) organization, $76 permit fee, include copy of IRS determination letter + $25 PIan Review Fee (S601) Total Fee = $101 $25 '> 6220(P/E) Plan Review only Late Fee, application made 9 -12 days prior to event only with approval of the district office Late Fee, application made 3 -8 days prior to event only with approval of the district office (applications received 2 days or less will not be issued a permit) TOTAL PAID $25 plan review fee is non - refundable School Fees: 6205 (P/E) - $96.00, 6210 (P/E) - $99.50 Home Address: e A(-4. • 2. Event: L OC)- alike 1 11 Location/Address /.*nine ' Z Event Dates: II aCt - Event Hours: (L' w • 0 0 _3 ^ 7 S eattle -King County, - Deoartment of Public Health Environmental Health Division Event Code (Fac. ID) 1. Name of Booth: .4 1 � O WPttl City -:7kUl 6 Zip. /, Phonec p) / ?. Event Coord' ator: Phone: ( ) Ci Contact Person: n .)....)l`f1 Is this the first time for this event? l E Will this event occur next year? 3. MENU (include beverages and all extra ingredients served with each item) and PREPARATION PROCEDURES: al Check which orenaration nrocedure each menu item requires at the RR.CTATIRANT• D d�a^�i � fd .C rEY� n, Q 0 -, to C•J M ryc a¢�'tk N NAME HEALTH CARD # EXP. DATE NAME HEALTH CARD # EXP. DATE 1. &V ,M\ _ fnZ cti •I 2. 4. If your preparation procedures cannot fit these charts, please list all of the steps in preparing each menu item on a separate sheet. Include all ingredients and condiments. If food preparation is required, list name of restaurant to be used or kitchen facility under Health Department permit. Kitchen Name: Address: Dates and Times Kitchen Used: Reheating or cooking: oven, BBQ, gas grill, wok, steamers, stove, other (list) City: Zip: 5. How will you provide temperature control for potentially hazardous foods? Circle as many as you will be using. Foods must be 45 °F or colder, or 140°F or hotter. MONITOR THEM FREQUENTL Hot holding: steam table, oven, BBQ, gas grill, wok, steamers, stove, hot holding case, other (list) Cold holding: refrigerator, refrigerated truck, refreezable ice/cook,e, dry ice/cooler, drained iced, freezer, other (list) During Transport: 6. List personnel for the event (if you don't know who is working yet, provide a name list with Health Card numbers at the booth for the Health Officer): 7. Describe booth: Floor C �rt 1C ∎�° Roof .,rr - - :•? re • ep•r "or (S gning this application indicates that all guidelines will be met.) Verified permit and operational information with 1/Temporary Food Service Application - 1.2.03 Available in alternative format upon request pursuant to ADA Walls Signature of Health Officer Walls and ceiling must be made of wood, canvas, or other material that protects the interior of the booth from dirt and weather. Foods cannot be prepared, cooked or displayed on the front counter unless there is some means of protection from contamination. Floors must be made from a cleanable material. Booth must be large enough to accommodate all activity and food - storage. ADDITIONAL REQUIREMENTS: _ 1. You must provide a gravity flow handwashing facility in your booth. This consists of an insulated container with a spigot that can lock in open position — capacity of 2 gallons or more filled with warm water 80- 120•F, a tub or bucket for waste water, umpp soap and paper towels. You must check the handwash facilities throughout the day and refill when needed. WASH HANDS FREQUENTLY! 2. You must provide sanitizer solution for wiping cloths in your booth. This solution consists of 1 teaspoon of bleach per gallon of water. (or other approved sanitizer). 3. ' You are required to provide a stem -type thermometer if you serve potentially hni rdous foods. Monitor temperatures frequently. 4. You must provide leak -proof garbage containers in your booth. 5. You must provide water that is obtained from an approved source. No home storage of foods is allowed. 6. You must dispose wastewater in a sanitary sewer. Disposal of wastewater in storm drains or on the ground is unacceptable. 7. You must provide restrooms for your employees. Restrooms must have handsinks With hot and cold running water. HEPATITIS A and other illnesses can be spread by food workers who don't wash their hands after using the bathroom. \WASH HANDS BEFORE RETURNING TO THE BOOTH. (Portable toilets are not allowed, unless portable handwashing facilities with hot water, soap and paper towels are provided.) 8. You must provide dishwashing facilities if you are preparing food at the event or if the event is more than one day. For large events the event coordinator can supply. Soap and sanitizer must also be provided. 9. Storage. All food and single service utensils, napkins, etc., must be stored off the ground. YOUR APPLICATION MUST BE RECEIVED AT LEAST 14 DAYS PRIOR TO TEE EVENT. APPLICATIONS RECEIVED LESS THAN 14 DAYS PRIOR TO THE EVENT MAY NOT BE APPROVED. IF APPROVED, MENU MAY BE RESTRICTED. ONCE THE APBLICATION I APPROVED, NO CHANGES MAY BE MADE WITHOUT APPROVAL BY THE HEALT : 0 • ' E : UNAUTHORIZ • • CHANGES MAYBE SUBJECT TO PERMIT SUSPENSION. Date: DISTRICT HEALTH CENTERS ALDER SQUARE DQWNTOWI NORTHSHQRE 1404 Central Avenue S, Ste 101 2124 - 4 Avenue, 4 Floor 10808 NE 145 Street Kent, WA 98032 Seattle, WA 98121 Bothell, WA 98011 (206) 296-4708 (206) 296-4632 (206) 296 -9791 dNJ 1. ( / Earth Consultants, Inc. 12763 N.E. 15th Place, Bellevue, WA 98005 Telephone (425) 643.3780 _ FAX (425) 688.3729 STRUCTURAL MASONRY OBSERVATION REPORT Job No. id /06 75 Page of / / Contractor 5 Date /49 Day of Week i • Inspect° eetevc_ Permit No. A3 _ O f ► Project Na e S � � ull -Time Observations Per II Periodic Observations Reinforced Masonry Location of Masonry Observed (gr'dlines an�vations): 44� Gv� s 4". • -- ./4 _26 _ ` -t ..a/I/ C , G -' 4.s.:44. Reinforcing Steel Size, Spacing and s Ye " 0 -e Location: P _ L? ,04140/ ,4 -z. Detail and Sheet # AOAe 0.4s/ t'/ ..sGO/"( osite Prism Unit Strength Samples Taken? Method: Method: Yes No CMU Cells Observed and per UBC: Yes No - Yes No Cleans Outs Needed and Used: Yes No No Yes No Grout Placement ■ Location: Yards of Grout Placed: Mechanically Consolidated Twice? Yes No Comm - ts: 0' •.. 2 �.i.....41( AA ' .�,; - ���� - . -P s-8P o - e-`'GY ys.S-r o ff' i- irid``t "et° / v O ttithe best of my knowledge, the work described above complies with approved plans and specifications. ■ Other Reviewed By:Zr\ ���iAt. Name: Signature: ..• ,- l4-44%� Date: /U - A0-C'3 .•l. 1Lw.J.T 3014 Tr 1 1'd:6^,(4Y�S'Frxry5"3. 4855 DAILY OBSERVATION REPORT .Y e-ssK Earth Consultants, Inc Ga to ltnIcal Engineers, GtnlogLses & GiNronntallal Scientists trn stnnbn Testing 8 IMO f WADO Iuspactbn Senlc s 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746-0860 ' Job No. .,4//Q6 7s" Contractor -$z a n Inspect Page of Date / -43-03 Day of Week Permit No. Project N .-.)94lie _1090 sY �, e/' c tef."I aI, . e:7 /tAet 7G6 - . s eI'- •-e tQ �.'ac+�al s/ � i�..,tve - • 3a " 0. G . To the best of my knowledge, the work described above complies with approved plans and specifications. 0 Other Reviewed By: ,e894•■ (� ��C.g1 Date: /De -o Name: dCa s Signature: G0/73'0 ,BoS Copies No. of Reports Description 1 each 4 Observation Report(s) Dated 10/7 - 10/10 1 each 1 Strength Report(s) Dated 10/13/03 Letter of Transmittal TO: Starfire Sports 6840 Fort Dent Way Tukwila, Washington 98188 ATTENTION: Mr. Christopher Slatt WE ARE SENDING YOU: THE FOLLOWING: ® Field Reports ❑ Reports • Per Your Request THESE ARE TRANSMITTED FOR YOUR: ® Information ® Files ❑ REMARKS: If you have any questions, please call. cc: 1. SD Deacon 2. City of Tukwila' 3. Engineers Northwest 4. Cf Earth Consultants Inc. Geotechnlcal Engnecrs, Geologists& Environmental Scientists 1805 - 136 Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: (425) 643 -3780 / Fax: (425) 7Q860 Toll Free: 1- 888 - 739 -6670, DATE: October 15, 2003 JOB NO.: M -10675 PROJECT: Starfire Sports Attached ❑ Under Separate Cover Via: ❑ Preliminary Drafts ❑ Test Results El ❑ Approval ❑ Review and Comments ❑ Signature ❑ Thank You! ATTN. Mr. David Rica ATTN. Mr. Bill Rambo ') ATTN. Mr. Robert Raichle ATTN. BY Sam Hyatt /kce i:a.4444 u ❑ Distribution REINFORCED CONCRETE OBSERVATION REPORT Placement Area: ceNrt, - m ,70- 30' / sec40>, G4-�/ ..la J2y lc e -Cs 6 7 4 i /d d," Total Quantity of Pour: /t• Approved Mix Design Available? "" Yes No Mix Design: /9' y Per Project Plans and Specifications, 28 Day Strength of Concrete: 3 O ' ' Method of Consolidation: kgt./ Placement location (gridlines): Method of Discharge: Gf(^ /-e Pump: Other: Numbers of Cylinders Cast per Set: % Number of Sets Cast: / Grades for Reinforcing Steel: .6 d Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Comments: 3.Q.1)Sk 0 I- -e , , " f Q %i 7 ArAJ �x���ti vu �rol ii'J /,( � C & / , ey- / - 1A - .■ Reviewed By: 1/iet, Date: /0-13-0 3 Earth Consultants, Inc Grated it ik refs. (kologIsis win,' in wi nal Rio tams (YJtt.Stn Kik), Trstlnµ R IC11c) / WAD() tttytook>tt Sm•k - t 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746 -0860 Other Job, No. ,49/06 7S contractor Inspec Project Name r - A/C 9r) Tilt -up Panels SOG (cubic yards) Yes: Yes: Yes: >`' Yes: Yes: ) 'To the best of my knowledge, the work described above complies with approved plans and specifications. 0 Other 41444.44.ikaaitil. 1.14 * (* jf' 77 � s Yi' Th: �M u].;: t.' N"° w. �." l;• �:."w. �C;.".».;.: i= i'.-l+: l:� Pape of Date /d -/O - 03 Permit No. pirvoj — o 74/ L203 0 93,4b3 -0 9.1 No: No: No: No: No: Walls 5369 Day of)Neek levied - s os 06 es'? DAILY OBSERVATION REPORT •4 , u' -4 C741"61 (CA Uor ue . 2 ? G ✓ r 1�' Gt A Go7./,y;,ti.a r(/(crfo,-r ".7 4.i.,e - = i�u• n Cr _c ,2g/k1 G-✓>9+-c�/ra/ /" Ai ee, 74 �.e4.yc A 4r,0a�ls ■ti e-J-,,e'-e v,-77-A s > 4 L. ,7 pp 4 7 /7 . �� Gva, // 1 c.. L /S i t-e ee 74. 4 7 / i . ' a • .2 '-' C . , 9" - ! - v .C• c 90- ,' zA> 01 , 44 / ,.e •+ ''e-•i�v a Mt7) GeA•vo / ■V" 7 A /f-& / - 5 ;;X• ,2 - C-Z - OA 51%1G • sc- 1 S rt4-, J /e ' �.� - 7 e4 v A / 4& .- -,- c / t fC? vas - .- 'l' , v / �e 4°-•41/ ,Na l/ a at/- S s•d - s � a vee 2/ ,s li-2 ccx.t ,k- s - 4 • ❑ Other Earth Consultants, Inc Gcolcchnictl EsigInecrS Goo ogIst5 & Gtllronnatral SQattlsts Cons4ni'tlon Testing & IC90 / N'ADO InspeCtIon Senicas 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643-3780 • Toll Free (888) 739.6670 FAX (425) 746 -0860 ' /um e ie>, -C Reviewed By: Date: /O-/J--'3 Job No. f///46 7� Contractor 5.6 Inspecto Project Na e grj is Page Date /0 - 9 - 03 Permit No. #4 52D3 / 7o3 - 0 9Y fit...vs — on { o c �• 0/0/ aGtd / GS p✓' o the best of my knowledge, the work described above complies with approved plans and specifications. .t/}eb , 06 839 :�• t!:Niq: k.'"". :'..+......�...+......✓��...... _,..:`.Y..:.'..!" ", ��� b. v . • �SL:�.aW . - .�.�.. w •...........��,..t 4851 Day of Week ..:` ;, "�'?: ° .fir.`•:';; �'r �'�.`±t�:�t��: «.;u',. Earth Consultants, Inc comer! tnk711 nigh !ems.Grnk asA Ii* Iru 1111(1 ual titia ultils C[J islnicrlril Testing & ) I %M IX) k igxrlkrn RIVKls 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. A4/06 ZS" Contractor 5� Comments: _.46-9eehe o' i epf^ei1/ -G 7 V Page / of I Date 1 0 -7-03 Day of Week Permit No. l;3 —o93 Project Nam -,‘‘ -Azec „9e).--A Footings Other / Placement location (gridlines): �. Wor // - @ �,�- P..��s��t �� 1���f Placement Area: �a. Total Quantity of Pour: Approved Mix Design Available? Yes No Mix Design: 313S Per Project Plans and Specifications, 28 Day Strength of Concrete: .-? �s.! Method of Consolidation: �yLC1 1 �/7/iU Method of Discharge: Direct: Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Tilt -up Panels SOG Other: Number of Sets Cast: / (cubic yards) Yes: '>e Yes: Yes: 7e Yes: 7 e Yes: No: No: No: No: No: c-Ad% afire■ 3 Name: y / c C - S - c // s/ i-e 41/ .e.,cA s /y-e ' a 4 tea "Pl./ r -r � A o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By:.%tyIA Date: /0- /3 Signature: !7400 v ie ges o,& 8'.; 77 ' .Vto 5364 �. • Earth Consultants, ridin) 1 2763 N.E. 1 5th Place. Bellevue, Telephone :4 FAX (4 STRUCTURAL MASONRY OBSERVATION REPORT Inc WA 98005 ull -Time Observations Job No. � i�� -s Page of / , , Contractor ..6 2 g Date JO— ?`(, Y of Week Inspect° i. Permit No. s- 09 y Project Name S7, I /i• Per , • Periodic Observations "..-------- Reinforced Masonry Location of Masonry served (gridlines and elevations): � - . -.- s- 74' � LA i t// 19f ; ' . ra - - / - / - ,j. a, .l_,- 4 o , V.'s r; , ,4 - ./ c /t / w- - s ,. Reinforcing teel Size, Spacing and „7-w9,2. 7 _g.57, Location: 5 S �� � /' ac i p, , /r)-17 //t/ 1 - I i',6 .$E,5 , Detail and Sheet # 4 / 0 Composite Prism Unit Strength Samples Taken? Method: Method: Yes No CMU Cells Observed and per UBC: Yes No Yes No Cleans Outs Needed and Used: Yes No 2- Yes No / Grout Placement ■ Location: Yards of Grout Placed: Mechanically Consolidated Twice? Yes No Comments: n7‘....7 DIsced- CAE;rr/ted , v64-1, /-- - 7--(/f-ti( - v /i 0, . S - 1. %A,1M%ir ,�/ ss% - ALL At _ ;JP �- tAe - - i1A4s 6e - - ' w,.. • ,..4/.22,5esv...9 - o the best of my knowledge, the work described above complies with approve and specifications. ■ Other Reviewed By:,,Ar i1 V,..e g t Name: Signature: ./e / ,go3.- Date: /n - /3 - c' 3 3012 MMO S. 0 8397 Si, Earth Consultants, Inc. Compressive Strength Report Established 1975 Client: Starfire Sports 6840 Fort Dent Way Tukwila, Washington 98188 Attn: Mr . Christopher Slatt Project: Starf ire Sports Contractor: Technician: D. Ko s t a l Project No: M -10675 Report No: 4161 Report Date: 10 /13/03 Mix Design Specifications Mix I.D.: 3805 Cement, lbs.: 401 Fly Ash, lbs.: 71 Coarse Aggregate, lbs.: f 3/ 4" l 1848 Coarse Aggregate, lbs.: Sand, lbs.: 1638 Water, lbs.: 99 Admixtures, lbs.: AEA, ozlcwt: Material: Concrete Design Strength at 28 days 3000 psi Date Received: 9/13/2003 Material Supplier: Glacier Delivery Ticket No.: 495573 Truck No.: 0025 Sample Date: 9-12-03 Sample Time: 7: 3 0 am Comments: No water added to the 9.5 cubic yard load on site. Test: Slump, in. Result: Specification: 5 " Placement Area: Footings for Air Content, % west side of soccer field #1 grandstand. Material Temperature, °F 71 40 - 80 the maintenance building located @ Ambient Plastic Temperature, °F Unit Weight, pcf 52 Specimen 4161 -1 4161 -2 4161 -3 4161 -4 Test Date 9/19/03 10/10/03 10/10/03 Age 7 28 28 H Load 23830 37660 38270 Diameter 3.99 3.99 3.99 Area 12.50 12.50 12.50 Strength 1910 3010 3060 Percent of Design 64% 100% 102% Type of Fracture C1231 C1231 C1231 Comments: Distribution: TYPES OF FRACTURES • • • L A B C D E Cone Cone & Cone & Shear Columnar CCyy Spit Sheer Reviewed by: J%ii /;741 Sam Hyatt Laboratory Supervisor p HbMN ?Akr.+'{rt, iiN$x'S =@ (I=.SA v ( i Earth Consultants, Inc. 1 2763 N.E. 15th Place, Bellevue, WA 98005 Telephone (425) 6433780 5 FAX (425) 688.3729 STRUCTURAL MASONRY OBSERVATION REPORT Job No. /0 6 -, s Page of l / Contractor �✓ L Date 9'/g ^03 Day of Week 7":‘c..ely ° et Inspect Permit No. 0 °3 ` Project Na e ..a' ' _.j ull -Time Observations Per 1111 Periodic Observations a te ■ Reinforced Masonry ocation of Masonry Observed (gridlines and elevations): ��/ is t7 i, /6 r' �/�ife ?w /'� la t t-e .'�1z // (,2,:elC C4'1 ( -- / � /5 Reinforcing Steel Size, Spacing and y ? 'K - e C Location: s € / fr a G, 094.mf cr,KS,/ • ,4( 2 / Detail and Sheet # /c - I o -, S I Composite Prism Unit Strength Samples Taken? Method: Method: Yes No CMU Cells Observed and per UBC: Yes No Yes No Cleans Outs Needed and Used: Yes ,$ No , Yes No Grout Placement Location: - . 4 , St --' 41 / 3 - - /..tai C--'/ - ay Yards of Grout Placed: 3 Mechanically Consolidated Twice? Yes No Comments: . ) eec1/ ilA -Ve eoL 'b' )-.. ph-✓' oft E. .i �J 4 -UYt `icy / /iii /C!%� . Ar 4 - .. ce o, . ' erg --r /ff �'�1 , f7,3 s %t✓t zi``.. ►3.^ ' _ . - vim -.. .5-ye ot/- ■ a° 7Q" To the best of my knowledge, the work described above complies with approved plans and specifications. ■ Other Reviewed By: Tl^- - -. - Name: Signature: /C D /,si.A,�. -k Date: t $ Est 3030 `AIV -go gen e,6 e Earth Consultants, Inc Geo technical Eng ncas, Genloasts & EnvIronnxiital Sclaulsts Cauttucton TmstItig A, ICDO / W,%DO Inspection &rvIcrs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643-3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 ' DAILY OBSERVATION REPORT Job No. /27/4767 Contractor 6D .007coni Inspector /2-n0e6 Project Name 6nigfr7447 4q,107S Page / of Date /29/03 Day of Week 1&691.) Permit No. /912/2a167) t.5)77; 7 1 ,4IJ6'hi 57726r./04774 diaL77,0 / et) stoe ./70 Acr es ..1/0 4) /Tit ,2 ,J - ear .044 nit) ID LicT.: frv,5Ped17 ,cti2e7o71 ee2 err 77/&" Cat) CZ .S5/(4..) garc Oi■Jr; ir).711e riAYT 67209700 57770b .691-73 e.4.)&726"- Fa-WO to /A) 77) iwyver 77/-•//7 co/urii T icuez. /ovr.75 . gto the best of my knowledge, the work described above complies with approved plans and specifications. 0 Other Reviewed By: 115' Name: ,.5/ fin • Date: 4- "ti6 A `.; Signature: Ef• L. C.: 0 E. f• a 1 '4 i 4813 Earth Consultants, Inc Geotechnical Engineers Geologists & Environmental Scientists Construction Testing h ICDO / N'AIO Inspection Senicts 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746 -0860 ' DAILY OBSERVATION REPORT Job No. /Via6 Contractor S17 D c0 /J Inspector g g ,,, 'w Page of Date Day of Week E 3 Permit No. ��'� 1021 v`[ J Project Name lfe,VED OA) 6./.1"6 70 Cc'- 4 1/-L:71 /iii i'77vn) `T <T eiF /. 3GL7/A�G / /L 0,17t)S ESS /dA- ,3 U /t,0 /NG- / /` 1 x) ; 77) G21-/n1 6/79n177 /APDttL) I L ; /7'41)9 17 /3Ct> - 77 7' 1r G ' r� J� Y 3 X. ' •f32 BOL.75 /ND NBT ///EGG' 4JX u. eiALKT/' 7b r �i/r" -5; //)» '2E" - GAL 7/19 /ybI7L2 A)OT /Fie');D 131iJ2724rTCR ./11B5.r) rD ai Th 3 Bu(LTt1R / }L riw ),- 2.� ? ��/' 5 CkW121 c7VR. Ci1�.' u -4 4I r 7r..) PE.R / 7u/Ir�J OF 77,' N417" "7r`-" P677 zi741-04)44) / 14)1Y4 '.1i A1S /1M, 1.72/,-r/c.9; D/)) ol. f.56 D7z ta.rA.fN'R , /n) L/•/.1 f 2t7uS /ViO 1 /472 /r2t,97Y1N i £T- e l Th A trich►f? &i e.1- O i r / R C i 4 C , T x,m r D / s A a S / n o n ? ' c a l m TAI Sint vTw2 he- L�/11G/NF•L-- ®'To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: "(li`r Name: -' , mo 5 Date: �S s r Signature_ t;. . ?7,7. ininAKd71i..+4 ima s t3�:t.iw7.a i ¢RCN V tSrYN�t 4804 1�at�wp '�FJfYn:?'.4= en.!.4�,.p•w 4'L`T141t ��.�.:'�Y '!� ���?VkKKr'K'�4tC9Ti!1 5356 REINFORCED CONCRETE OBSERVATION REPORT Placement Area: Earth Consultants, Inc c,cnta l utkal igh lets Calk w EM 1P01111 uuci ual Scia ukts Cnt istnKlk>tn Testing & ICIX) I NAIY) Itvyxrtknt Senkcti 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746-0860 Footings Other Tilt -up Panels Placement • location 5 ion (grl lines): h °•� sa -, 4.�� %CV, c/ , -p'd4' ,4 L. '-, /t! .4:',/ y'. Gr /Ltz; S.l,,/e c €. g -u'7d, %mac S ° E� e;'-//, ,g - ,4 cr r' y _"<' -- 4- 7 1 4. - �� . �� Total Quantity of Pour: l'�c? (cubic yards) Approved Mix Design Available? )'Yes No Mix Design: /9e7 Per Project Plans and Specifications, 28 Day Strength of Concrete: Method of Consolidation: Method of Discharge: Direct: Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: �/.f.c zte/ 6t Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Job No. / /O6 7S Contractor .e'tM Inspect, Project Nam S G • Yes: 7� Yes: Yes: x Yes: r4' Yes: Page of Date 9'-2- 0$ Permit No. c 3 /y/ Other: Walls Day of Week Number of Sets Cast: No: No: No: No: No: Comments: .1dr ec /mac/ 444- (• ,, �s• yfCi•S Q7•/i T o the best . of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: U� Date: V Name: ,-0i y LSo$ L■ Signature: b1 ` j t'S 06 S 77 Cizy of Tukwila Department of Public Works James F Morrow, P.E., Director MEMORANDUM To: Brenda Holt, Permit Coordinator From: Jim Morrow, Director Public WorksC Date: September 17, 2003 Subject: Starfire Maintenance and Concession Facility Sewer capacity is available only for the Maintenance and Concession Facility. Before Public Works will grant any further connections to the sewer system for a Starfire facility, a cost - sharing agreement between the City and Starfire for the required sewer system upgrades must be executed. the event of a flood. 2. Starfire must sign the City's Flood Hazard Development Covenant and Hold Harmless Agreement. 3. Starfire must provide a copy of the flood insurance certificate for the facility. Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 433 -0179 • Fax: 206 - 431 -3665 u+JLiw.C' L'yjf Y:JYtv�til� wAiY1 il ih4. W t rti v I z Wi J U 0O u) 0 , co w J w 2 g Q a w zi— t— 0 z 1- LLI • w 0 O 1- W W The following conditions are required for issuance of the permit with the understanding LL. g ' that they must be completed before a certificate of occupancy will be endorsed by Public Works: v w O I 1. A shutoff valve must be installed on the sewer line to prevent contamination in z BRACE DEES & ASSOCIAJ ES Landscape Architecture • Urban Design Site Planning • Recreation Facilities Design September 8, 2003 Ms. Brenda Holt City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 -7141 Dear Brenda PUBLIC WORKS If you need further clarification, please let me know. Sincerely, c Bruce ees & Associates Jud Youell, Project Manager COfZRE L.TR # ��. Job No. 107 -01 -04 Bruce Dees. FASLA, Principal Ruth Ann Allen, Principal Shawn Jensen, Associate RE: Starfire Permit D03 -094 Following are our responses to the Permit D03 -094 Correction Letter #2 dated September 4, 2003. As we discussed, this contains only responses to Public Works comments. Building Department comments are not included in this submittal. Item 1 All site - related work will take place under previously submitted and approved City of Tukwila permits D03 -093 and PW03 -074. Construction sequences are shown on those submittals. Item 2 The RPBA is located on the north side of the building in the Maintenance room. It will be permitted under a separate permit submitted to the Seattle King County Department of Health. Item 3 Cost estimates and the complete fee estimate sheets are included with this submittal. Item 4 All work is shown on previously and approved submitted plan sheets. Item 5 No grading, paving and TESC are related to this permit. All site - related work adjacent to this building will take place under previously submitted and approved City of Tukwila permits D03 -093 and PW03 -074. 222 East 26th Street, No. 202, Tacoma, WA 98421 (253) 627 -7947 FAX (253) 627 -6661 Web Site: vAVw.bclassociatos.com 11 .;. e)i;' :'a 4tit4a ,o; .:i.µ §�''i;a a rti "°.Juq +`.i]'iic ..Klr�gisr t Yi'� „iL• :.F. :X51 'door p" 4ntY:. `.tn �•it3la'7�'.uu:`.: ; I September 4, 2003 Jud Youell Bruce Dees and Associates 222 East 26th Street, Suite 202 Tacoma, WA 98421 RE: CORRECTION LETTER #2 Starfire Sports — D03 -094 6800 Fort Dent Way Dear Mr. Youell: This letter is to inform you of corrections that must be addressed before your development permits can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division and Public Works Department. At this time, the Fire Department and Planning Division have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3670. Sincerely, Kit Brenda Holt Permit Coordinator encl c: File No. D03 -094 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206 - 431 -3665 , To: Judson Youell Date: August 21, 2003 Title: From: David McPherson Company: Bruce Dees & Associates Title: Associate Engineer Dept: Division: Public Works / Engineering I City of Tukwila Public Works Department/Engineering Division FAX TRANSMITTAL Fax Number: (206) 431 -3665 Fax Number: (253) 627 - 6661 Total # of pages transmitted, including this 9 cover sheet: Sent by (initials): DHM Subject: Starfire Sports — D03 -094 (Maintenance Building & Concessions) Message/ Comments See enclosed revised plans review sheet for D03 -094. Revise plan sheets and submit information as needed for permit approval. A portion of the construction, previously under permit no. D03 -094, was approved under permit no. D03 -074. If you have questions / comments, feel free to call me at (206) 431 -2448. I will be on vacation from August 25` through September 2 Thank you. I 'this communication is not clear! received •Tease call 206 433 -0179 Tukwila Public Works Department — 6300 Southcenter Blvd. #100, Tukwila, WA 98188 it rr'�:rri�'2rns + ; o r q.4 j v'RSri6 ta.'a To: Mark Palmer, P.E. Date: August 21, 2003 Title: From: David McPherson Company: Essayons Engineers, Inc. Title: Associate Engineer Dept: Division: Public Works / Engineering Ci of Tukwila Public Works Department /Engineering Division FAX TRANSMITTAL Fax Number: (206) 431 -3665 Fax Number: (253) 445 -9747 Total # of pages transmitted, including this 9 cover sheet: Sent by (initials): DHM Subject: Starfire Sports — D03 -094 (Maintenance Building & Concessions) Message/ Comments See enclosed revised plans review sheet for D03 -094. Revise plan sheets and submit information as needed for permit approval. A portion of the construction, previously under permit no. D03 -094, was approved under permit no. D03 -074. If you have questions / comments, feel free to call me at (206) 431 -2448. I will be on vacation from August 25 through September 2 °d . Thank you. f this communication is not cletlrl ;'recived 'lease call 206. 433 -0179 Tukwila Public Works Department — 6300 Southcenter Blvd. #100, Tukwila, WA 98188 . a. , f;�.R4CYar", v PLANS REVIEW 1 z � W 6 � = C..) U O co 0 J = H N W W O u. = a 1- w z 1._ I— O 'W ~ • w n O - O H w W tL O w Z U O F" z Project: Starfire Maintenance Bld. 8 Concessions Jurisdiction: City of Tukwila Job Number: Review Number: First (Revised) Date: 8/21/03 D Number: 03 -094 Reviewer: David McPherson Reference Category Reviewer Review Comments Designer's Reply Item No. 1 General dhm Provide construction sequence for activities to be constructed /installed under this permit Item No. 2 RPBA dhm Provide (RPBA). Show and label on plan sheet. See sample sheets - previously enclosed with permit D03 -170 review. Item No. 3 General dhm Provide cost estimates and complete fee estimate sheets, to include backflow devices, and water meters. , See Bulletin 1 - enclosed. Item No. 4 General dhm Provide most recent revised • Ian sheets as a • • licable to this • ermit. Item No. 5 Grading dhm Verify if there is any grading, paving, and/or TESC related to this permit. If applicable, include in plan submittal. PLANS REVIEW 1 z � W 6 � = C..) U O co 0 J = H N W W O u. = a 1- w z 1._ I— O 'W ~ • w n O - O H w W tL O w Z U O F" z Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Phone: (206) 431 -3670 Fax: (206) 431 -3665 Fax Fax: 2r7J,(41" -° te(Y Phone: Re: •Comments: 0 Date: Pages: City Of Tukwila ❑ Urgent ❑ For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle aR corned lato- Adit/VR,/ ce, Bdt Gl ,6; (Yoe_ llcrd i is Reid iddleton September 16, 2003 File No. 26 -03 -005- 017 -01 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Starfire Stadium Enhancement (D03 -094) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. We have no comments. Note below are "red- lined" revisions that we have made to the drawings per the direction of the Engineer of Record: • Sheet Cl, General Notes: delete web material and revise ASTM Standards. • Sheet Cl, Building Loads: specify Soil Profile Type and R, 120 and p factors. Enclosed are one complete set of the structural drawings (bound with the originally submitted architectural drawings). We are also forwarding the structural calculations and correspondence from Engineers Northwest and the geotechnical report for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Phi 'p Brazil, '.E., S.E. Senior Engineer vls\26se \planrevw \tukwil a \03 \t017r 1.doc \prb cc: Trevor Schaaf, Carlson Architects Allen Tucker, Engineers Northwest CITY OF ILA SEP 17 Z003 PERMIT CENTER Washington Oregon Alosko Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 10 ,4; to SENT BY: ENW; • ENS ENGINEERS NORTHWEST, INC., PS. STRUCTURAL ENGINEERS — 6869 WOC)uLnwN AVE. N. E., SI ATTi..E, WA 98115 (206) 525• -7560 FAX (206) 522-6698 September 11, 2003 REID MIDDLETON 728 134'" Street SW; Suite 200 Everett, WA 98204 206 522 6698; ATTN: Philip Brazil RE: Building Permit Plan Review Maintenance Building Starlire Sports Building (D03 -094) Philip: The revised pre engineered single story light metal building drawings and calculations originally submitted in August that bear our review stamps are acceptable as submitted for review. The moment connections in the transverse direction were designed in accordance to AISC Design Guide 16. The connection and member design are governed by static Dead, Snow and Collateral loads. Induced lateral seismic moments at the joints are roughly 32 percent of the required snow load moments. Please call immediately, if you have any questions. Sincerely, ENGINEERS NORTHWEST. INC., P.S. Allen Tucker, P.E. Principal AT:tn kNW Project No, 02116004 SEP -i1 -03 2:29PM; PAGE 2/2 RECEIVED CITY OF TUKWILA SEP 1 1 2003 PERMIT CENTEP Doi -o/4( SENT BY: ENW; ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS - 6869 WOWM.,AWN Avv N. E., SEATTLE. WA 98115 (206) 525 -7560 FAx (206) 522 -66?)$ ATTN: RE: CC: NUMBER OF' PAGES: THIS SHEET INCLUDED) - ORIGNAL(S) TO FOLLO AU,e- v ruci er-, s . E. EMAIL: 11llcnt @enwseattIe. com 206 522 6608; SEP -11 -03 2:20PM; IF YOU DID NOT RECEIVE ALL PAGES INDICATED ABOVE, PLEASE CALL (206) 525 -7560 NO PAGE 1/2 August 11, 2003 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Starfire Sports — Concession/Maintenance Building (D03 -094) Response to City Correction Letter #1 Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Brenda Holt, Permit Coordinator encl xc: Permit File No. D03 -094 Ciiy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206-431-3665 11i1dt.di Memorandum To: Brenda Holt Company: City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 -2544 (206) 431 -3670 phone RECEIVED (206) 431 -3665 fax CITY OF TUKWILA From: cc: Re: Submitted in person Dear Brenda: Trevor Schaaf Starfire Sports at Fort Dent Park Concession /Maintenance Bldg. Carlson The initial design submitted for the maintenance and concession building on March 21 2003 was a fully engineered structural design with masonry walls supporting a steel roof structure. Reid Middleton reviewed that design and approved the resubmitted drawings. The structural design has since been changed to a fully pre - engineered system, which is documented in this submittal. Because of this significant change and the fact that the original D03 -094 permit submittal also contained information for the grandstand renovation and roof structure from permit D03 -093, the set of drawings included with this revision submittal are not clouded to reflect changes from the previous set of drawings. The new drawings respond to the comments made by the Building Division: Date: July 31, 2003 JUl. 3 1 2003 Project No: 2002 -16 PERMIT CENTER Trevor Schaaf File Ref: Memo_07 -31 -03 - maintenace- resubmital.doc 1. Wall sections and details have been provided for the interior wall partition construction. 2. Notes have been provided on the cover sheet detailing ventilation requirements for the building. 3. A calculation break down has been provided for the fixture count in the restrooms. The drawings also respond to the Public Works flood proofing issues. It is our understanding that the city council will grant a variance that will allow the building to be dry -flood proofed in the restroom portion and wet -flood proofed in the concessions and maintenance areas. Dry flood - proofing meaning where water is not allowed to enter the space to one foot above the 100 -year flood level. Wet flood proofing means the floodwater is allowed to enter the interior space and the water will not damage the materials used. This variance is in addition to the one that has already been granted for the wet flood proofing of the arena building. Please contact me if you have any questions. Carlson Architects PS 21 I 1 Third Avenue Seattle WA 98121 Tel 206 -441 -3066 Fax 206- 728 -4661 June 6, 2003 Jud Youell Bruce Dees and Associates 222 East 26th Street, Suite 202 Tacoma, WA 98421 City of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Starfire Sports — Concession/Maintenance Bldg — D03 -094 6800 Fort Dent Way Dear Mr. Youell: This letter is to inform you of corrections that must be addressed before your development permits can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division and Public Works Department. At this time, the Fire Department and Planning Division have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3670. Sincerely, Brenda Holt Permit Coordinator encl c: File No. D03 -094 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 No further comments at this time. Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206 -431 -3670 z BUILDING DIVISION REVIEW z re w 2 0 w= • w w ° u_ a I w z= � z �- w U� N 2. At a minimum, provide general notes on the plans regarding the ventilation requirements o f - for the S -3 occupancy portion of the building per Washington State U.B.C. Amendment i 0 Section 1202.2.7. • ~ — o . ..z o Date: May 6, 2003 Project Name: Starfire Sports restrooms, concessions, S-3 storage permit application Application #: D03 - 094 Plan Review: Ken Nelsen, Senior Plans Examiner A general plan review has been completed for the subject project. Please address the following comments with revised plans, specifications, and /or other documentation. 1. Provide additional keyed details for the interior wall, (partition) construction. Examples are the common restroom wall, also the wall separating the restrooms and the S -3 storage area. The separation wall for the restroom to S -3 storage must be a minimum 1 -hour construction per U.B.C. table 3 -B. 3. On cover sheet A -0.1, the stadium capacity shown is 2000 occupants. Provide the calculation brake down used to determine the proposed plumbing fixture count. The fixture count must identify compliance with the Washington State Amendments to U.B.C. Chapter 29. Should there be questions on the requirements, please feel free to contact the Building Division office at 206 -431 -3670. ;1,,,y, 6 z DATE: May 21, 2003 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS PROJECT: Starfire (Maintenance Bid. & Concessions) PERMIT NO: D03 -094 PLAN REVIEWER: Contact David McPherson at (206) 433 -0179, ext.1638, if you have any questions regarding the following comments. 1. Revise plans, per attached plan review sheet. Attachment and samples are provided, as applicable, to facilitate plan or permit approval. PLANS REVIEW 1 11F Att# . VV/A;A'' frM,1a?Ply .f:N, ..tio9 :tbr; % ia3 Jaq: ?'i. :" isw,.ireemosta frAilit .s ew+ +w:, `i.,:.4ilar ...e+o.r..,040ie yt Z y�— W -J U 00 CD O co w J = I— WO 2 gQ = W Z = I- O z l— W W U OD- O I— WW H0 L I O .. Z W U= O~ Z Project: Starfire Maintenance Bid. & Concessions Jurisdiction: City of Tukwila Job Number: Review Number: First Date: 5/20/03 D Number: ; 03 -094 Reviewer: David McPherson Reference Category Reviewer Review Comments Designers Reply Item No. 1 Storm dhm See comments from Senior Stormwater Engineer - enclosed. Item No. 2 Water /Sanitary dhm See comments from Senior Water & Sanitary Engineer - enclosed. Item No. 3 Traffic dhm See comments from Senior Traffic Engineer - enclosed. Item No. 4 General dhm Show clearly the clearing /grading limits for this permit. Item No. 5 Utilities dhm Show clearly on plans existing utilities to be removed and new utilities under this permit. Item No. 6 Notes dhm Provide dust control notes on plan. Item No. 7 Storm dhm Provide storm report for review - including TESC. Item No. 8 General dhm Provide project Specification, if available. Item No. 9 Water dhm Purple water pipe should be provided for reclaimed water. Item No. 10 Signs dhm Should provide reclaimed water advisory signs on project. Item No. 11 General dhm Under this permit no. D03 -094, describe on the Public Works permit form and show on plans any activities that will be approved by Public Works. Including any rough grading, and water /sewer /storm removal and /or relocation. Plan sheets shall be full sized (preferably 24" x 36 ") and showing only activities relating to this permit. A temporary erosion control plan, including storm drainage, with report per King County Surface Water Design Manual, is required, unless provided under separate permit. Item No. 12 Grading dhm Verify if 1,665 cy cut and 2,000 cy fill is not included in cut/fill quantities for your other permits. Item No. 13 TESC dhm Provide TESC plan sheet including notes for review by Public Works. Item No. 14 General dhm This review comments sheet , and Public Works standard notes, can be e- mailed to you, if needed. Item No. 15 General dhm Re- submit plans based on Meeting (off City on 5/21/03. Cover Sht. - A -0.1 General dhm Provide cut & fill quantities on plan - including import and /or export Geotechnical dhm Provide note on plan sheet to comply with Geotechnical Engineer Reports, by Bergquist Engineering Services, dated February 15, 2002 and February 19, 2002, and all subsequent geotechnical reports, relating to this project. PLANS REVIEW 1 11F Att# . VV/A;A'' frM,1a?Ply .f:N, ..tio9 :tbr; % ia3 Jaq: ?'i. :" isw,.ireemosta frAilit .s ew+ +w:, `i.,:.4ilar ...e+o.r..,040ie yt Z y�— W -J U 00 CD O co w J = I— WO 2 gQ = W Z = I- O z l— W W U OD- O I— WW H0 L I O .. Z W U= O~ Z PLANS REVIEW 2 Project: Starfire Maintenance Bid. & Concessions Jurisdiction: City of Tukwila Job Number: Review Number: First Date: 5/20/03 D Number: 03 -094 Reviewer: David McPherson Reference Category Reviewer Review Comments Designer's Reply Sht. C1.1 Grading & Drainage dhm Provide construction sequence to include all activities relating to the Civil construction, i.e. - storm drainage system - see sample enclosed Grading dhm Provide cross - sections across area to be graded - as applicable. Sht. C1.2 Utilities dhm Verify the utilities to be constructed under this permit. If installing any utilities, then provide detailed information on plan sheets regarding connection details /notes. x dhm See South Area Park plan sheets - enclosed for your information. x dhm See approved plans, but not constructed, for the Fort Dent Park - Rugby Field - enclosed for your information. PLANS REVIEW 2 STARFIRE @ FORT DENT 5/20/03 Comments from Mike Cusick, P.E., Senior Water & Sanitary Sewer Engineer Sanitary Sewer System i Z The existing lift station was rebuilt in 1999. The design report prepared by Gray & Osborne, Inc.'s civil engineers stated the capacity of the lift station is 260 gallons per minute (gpm) with a -J O design flow of 250 gpm. co 0 J The designer for Starfire, Essayons Consulting Engineers, estimated the flows from Starfire N LL soccer facilities to be 150 gpm design flow. uj 0 The options to increase the capacity are: j a 1) Design and construct a new lift station with larger pumps and wetwell to handle the 400 gpm w flow. z HO zt- 2) Design and construct a new lift station, wetwell, and force main. The existing 4" force main may be too small for the increased flows from Starfire. 0- 3) Sanitary sewer flows may require a new 6" force main from pump station to the Metro line. = w w .. z ° Fort Dent Park is served by a 6" deadend water main mounted in the bridge crossing the Green o River. The 1999 Comprehensive Plan for the Tukwila water system lists the capacity of the O deadend 6" line to be 1529 gallons per minute. This flow meets the requirements of the Tukwila Fire Department of a minimum flow of 1500 gallons. The major issue with the 6" dead main is there is no redundant water source for the proposed facilities if the existing 6" main were to fail. The existing water system needs to be "looped" back to Interurban Avenue to provide the site with a redundant water source. Water System To obtain 1,500 gpm fire flow, the existing 6 -inch water meter needs to be upgraded to a 6 -inch (FM/UL) rated fire meter. Conduct water meter flow test and submit results to the City. First, verify size of existing water lines. As- Builts show the existing mainline to be 8" AC. Provide note on water plan sheet for caution and describe method of installation. STARFIRE @ FORT DENT 5/14/03 Comments from Ryan Larson, P.E., Senior Stormwater Engineer z Storm 1 ,~ w Back -up power - That Starfire should as part of their drainage review of the site 6 D determine if backup power for the pump station is needed. If backup power is -J o needed then we will need to determine who pays for this upgrade. co W WI Flooding - The majority of this area is within the 100 -year flood plain. Flood n o maps have been provided to Starfire. w J Provide storm report - Only conceptual ideas have been discussed so far. A u.. a detailed TIR is required prior to final design acceptance. z a _ . Flood control permit - A Flood -Zone Permit will be required and any structure ? o �o must be built a minimum of 1 -foot above the flood elevation or flood proofed the w I- to two feet above the flood elevation. Flood proofing the building may be done 2 n by either preventing flood water from entering the structure or by allowing it to 0 gl enter the structure as long as all materials 2' below the flood elevation will not be o damaged by flood waters. If flood water entering the building is chosen as the w ui method of flood proofing, a variance from the council will need to be obtained. F L I o w z H = oE r..44. b:- i•L,t?k4iAr::i,Eae,�au:.ti s+ m-.vr++r.»= � A+ttonnlvmwy!!•R011444Wf z City of Tukwila De , artment of Public Works To: Steve Lancaster, Deb Ritter From: Cyndy Knighton Dave McPherson, Brian She on Date: May 19, 2003 Re: Starfire Traffic Impact Analysis E03 -009, L03 -012 Public Works will require SEPA conditions as follows. • Onsite parking is deficient for all uses beyond daily typical use and will be handled through parking management techniques and parking agreements on an event basis; • Agreements made to conduct future monitoring and study of the Starfire Sports Complex's impacts, including, but not limited to: • trip generation • parking generation and parking demand/usage • park usage • average vehicle occupancy • `special events' Concurrency issues such as intersection level of service analysis, trip distribution, and impact fee calculations will not be required prior to issuance of the SEPA determination. \ \tuk2 \vol l \pubworks \cyndyrdevelopment review \tia memos by permit # \e03 -009 starfire sepa 5- 19- 03.doc ('itv of "I uk Department of Public Works z } _ - Z re w QQ � J U O 0 N 0 . J t— � w w 0 w Q CO d • w z The following comments reflect our analysis of the Starfire Traffic Impact Analysis submitted by w O Entranco dated April 29, 2003. • o 0 The study needs to better articulate the variable conditions of park use; i.e., worst case, typical or 0 D- O average case. The typical case would involve full use of the facilities and fields as reflected in Table w w 3 on Page 11. The worst case would involve the typical case plus occupancy of the 1600 -1800 � — bleacher seats. -LE, z The traffic analysis must evaluate both weekday and weekend conditions. 0 u) z The trip generation and parking generation are inconsistent and have used different assumptions. Any assumptions regarding time restrictions on Field No. 1 bleachers and special events should be documented in an agreement between the City and Starfire. To: Steve Lancaster From: Cyndy Knighton, Brian Shelton CC: Dave McPherson Date: May 14, 2003 Re: Starfire Traffic Impact Analysis E03 -009, L03 -012 The estimate of average weekday peak hour traffic of 70% of worst condition needs to be documented. Without adequate documentation, the peak hour volume should be revised to 365 trips (376 trips —11 trips). The 3 Td Paragraph on Page 12 needs to be revised to correct the number of net new trips commensurate with previous comments, correct the number of trips on the Green River bridge to 114 which is comprised of one -half of the eastbound and westbound trips on I405 and all of the trips from the south via West Valley, and increase the number of trips to 13 at West Valley and Strander. A network distribution diagram should be provided to better clarify and understand the traffic distribution. The LOS analysis needs to include the intersections of West Valley and Strander, West Valley and Longacres Way, and the future new intersection of Tukwila Parkway extended and the new I -405 eastbound on -ramp. c: \windows\temp\e03- 0091.doc The discussion on Page 13 that assumes HOV volumes to be 15% of total existing volumes needs to be justified and documented. The methodology and reasoning for the HOV adjustments is unclear and requires clarification. The LOS analysis should be revised to reflect the corrected traffic volumes. The summary on Page 17 should be revised to state that 376 trips will be generated in the typical or average p.m. peak hour condition. The section of Project Parking should be revised to state that agreements, acceptable to the City, addressing needed parking and shuttle service will be provided by Starfire prior to receiving Certificate of Occupancy. A followup study will be required that involves monitoring traffic conditions for an extended period of time to ascertain the accuracy of the analysis and the possible need for additional mitigation. The specific details of the followup study are to be determined and will include, but is not limited to, total trips in and out, parking usage, number and type of fields in use by time and day, trip distribution, average vehicle occupancy, special events. c: \windows\temp\e03- 0091.doc ,......_�.. i..,,_..... w ..............::. a» L' 4•". i+:.. r.:... w::: x. �i: tl aw;,. 1..<....�._.u�.:c..iv.,�.6:��'1 �.�;.�r.aP.1Y»Y: «!A? Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Phone: (206) 431 -3670 Fax: (206) 431 -3665 Fax To: Fax: Phone: Re: •Comments: z53 - (6.z � tap � From: Date: Pages: City Of Tukwila 01141a_ 14-atf !a -(o -b3 ❑ Urgent ❑ For Review ❑ Please Comment klease Reply . i411111 eii/ree://61 -fry Permi? - 003- 094 4414_ !.o�n -k Ad/pi-di/4 Me �,x /. ❑ Please Recycle n 6.444,4 ' :i1K+.t.4•:4X�:i.wail3�ti.wi May 22, 2003 City of Tukwila Department of Community Development Steve Lancaster, Director Jud Youell Bruce Dees and Associates 222 East 26 Street, Suite 202 Tacoma, WA 98421 RE: Preliminary Review Comments #2 Starfire Sports — Concession/Maintenance Building - D03 -094 6800 Fort Dent Way Dear Mr. Youell: The Tukwila Building Division, Fire Department and Public Works Department have completed their review of the application materials you submitted on March 21, 2003. The attached comments and /or corrections must be addressed before we can recommend approval of your permit(s). Please be aware that you may receive comments and /or corrections from other City departments, as well. When you re- submit your corrected plans to the Permit Center for further review, your re- submittal must respond to the comments of all City departments at the same time. You will know when you have received the comments of all departments involved with your project, when you receive a "Correction Letter" from the City's Permit Coordinator. The Permit Center cannot accept your re- submittal until after you have received the Correction Letter reflecting all departmental comments and /or corrections. In the meantime, if you have questions regarding the attached Public Works Department comments and /or corrections, please contact Dave McPherson, Development Engineer, at (206)433 -0179. If you have other questions regarding the status of your permit application, please contact the Permit Center at (206)431 -3670. Sincerely 4 1/1/ encl L Brenda Holt Permit Coordinator xc: Dave McPherson, Development Engineer File No. D03 -094 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206 - 431 -3665 PLANS REVIEW 1 Z W JU UO J CO u_ W J u. co 2 W Z = H O Z I— W W U 0- 0 1- WW H� — O .. Z W U= Z Project: Starfire Maintenance Bld. & Concessions Jurisdiction: City of Tukwila Job Number: Review Number: First Date: 5/20/03 D Number: 03 -094 Reviewer: David McPherson Reference Category Reviewer Review Comments Designer's Reply Item No. 1 Storm dhm See comments from Senior Stormwater Engineer - enclosed. Item No. 2 Water /Sanitary dhm See comments from Senior Water & Sanitary Engineer - enclosed. Item No. 3 Traffic dhm See comments from Senior Traffic Engineer - enclosed. Item No. 4 General dhm Show clearly the clearing /grading limits for this permit. Item No. 5 Utilities dhm Show clearly on plans existing utilities to be removed and new utilities under this permit. Item No. 6 Notes dhm Provide dust control notes on plan. Item No. 7 Storm dhm Provide storm report for review - including TESC. Item No. 8 General dhm Provide project Specification, if available. Item No. 9 Water dhm Purple water pipe should be provided for reclaimed water. Item No. 10 Signs dhm Should provide reclaimed water advisory signs on project. Item No. 11 General dhm Under this permit no. D03 -094, describe on the Public Works permit form and show on plans any activities that will be approved by Public Works. Including any rough grading, and water /sewer /storm removal and /or relocation. Plan sheets shall be full sized (preferably 24" x 36 ") and showing only activities relating to this permit. A temporary erosion control plan, including storm drainage, with report per King County Surface Water Design Manual, is required, unless provided under separate permit. Item No. 12 Grading dhm Verify if 1,665 cy cut and 2,000 cy fill is not included in cut/fill quantities for your other permits. Item No. 13 TESC dhm Provide TESC plan sheet including notes for review by Public Works. Item No. 14 General dhm This review comments sheet , and Public Works standard notes, can be e- mailed to you, if needed. Item No. 15 General dhm Re- submit plans based on Meeting a@ City on 5/21/03. Cover Sht. - A -0.1 General dhm Provide cut & fill quantities on plan - including import and /or export Geotechnical dhm Provide note on plan sheet to comply with Geotechnical Engineer Reports, by Bergquist Engineering Services, dated February 15, 2002 and February 19, 2002, and all subsequent geotechnical reports, relating to this project. PLANS REVIEW 1 Z W JU UO J CO u_ W J u. co 2 W Z = H O Z I— W W U 0- 0 1- WW H� — O .. Z W U= Z PLANS REVIEW 2 t+% i'aAiH2': treS+: HtkF?'", K¢ �k�': �% ift1-! t§ 1riYAkAY4`S,�ihY.14:a'C• ".�' ?�'i i^:;'�':%4G9i7Mxf +.H�S!1'.E7a'N ihi` R�Sz�T .fiaTY+RL"Mq�^'Ri�dJfFkiiP/t4Y' Project: Starfire Maintenance BId. & Concessions Jurisdiction: City of Tukwila Job Number: Review Number: First Date: 5/20/03 D Number: 03 -094 Reviewer: David McPherson Reference Category Reviewer Review Comments Designer's Reply Sht. C1.1 Grading & Drainage dhm Provide construction sequence to include all activities relating to the Civil construction, i.e. - storm drainage system - see sample enclosed Grading dhm Provide cross - sections across area to be graded - as applicable. Sht. C1.2 Utilities dhm Verify the utilities to be constructed under this permit. If installing any utilities, then provide detailed information on plan sheets regarding connection details /notes. x dhm See South Area Park plan sheets - enclosed for your information. x dhm See approved plans, but not constructed, for the Fort Dent Park - Rugby Field - enclosed for your information. PLANS REVIEW 2 t+% i'aAiH2': treS+: HtkF?'", K¢ �k�': �% ift1-! t§ 1riYAkAY4`S,�ihY.14:a'C• ".�' ?�'i i^:;'�':%4G9i7Mxf +.H�S!1'.E7a'N ihi` R�Sz�T .fiaTY+RL"Mq�^'Ri�dJfFkiiP/t4Y' STARFIRE @ FORT DENT 5/20/03 Comments from Mike Cusick, P.E., Senior Water & Sanitary Sewer Engineer Sanitary Sewer System = z The existing lift station was rebuilt in 1999. The design report prepared by Gray & Osborne, re Inc.'s civil engineers stated the capacity of the lift station is 260 gallons per minute (gpm) with a design flow of 250 gpm. 0 0 The designer for Starfire, Essayons Consulting Engineers, estimated the flows from Starfire w • �., soccer facilities to be 150 gpm design flow. co LL w 0 The options to increase the capacity are: ga • 5 1Q i • s zF. I- 0 Z I- w • w D O O 22 O H w u' 0 w z U= 0 z 1) Design and construct a new lift station with larger pumps and wetwell to handle the 400 gpm flow. 2) Design and construct a new lift station, wetwell, and force main. The existing 4" force main may be too small for the increased flows from Starfire. 3) Sanitary sewer flows may require a new 6" force main from pump station to the Metro line. Water System Fort Dent Park is served by a 6" deadend water main mounted in the bridge crossing the Green River. The 1999 Comprehensive Plan for the Tukwila water system lists the capacity of the deadend 6" line to be 1529 gallons per minute. This flow meets the requirements of the Tukwila Fire Department of a minimum flow of 1500 gallons. The major issue with the 6" dead main is there is no redundant water source for the proposed facilities if the existing 6" main were to fail. The existing water system needs to be "looped" back to Interurban Avenue to provide the site with a redundant water source. To obtain 1,500 gpm fire flow, the existing 6 -inch water meter needs to be upgraded to a 6 -inch (FM/UL) rated fire meter. Conduct water meter flow test and submit results to the City. First, verify size of existing water lines. As- Builts show the existing mainline to be 8" AC. Provide note on water plan sheet for caution and describe method of installation. STARFIRE @ FORT DENT 5/14/03 Comments from Ryan Larson, P.E., Senior Stormwater Engineer Storm Back -up power - That Starfire should as part of their drainage review of the site determine if backup power for the pump station is needed. If backup power is needed then we will need to determine who pays for this upgrade. Flooding - The majority of this area is within the 100 -year flood plain. Flood maps have been provided to Starfire. Provide storm report - Only conceptual ideas have been discussed so far. A detailed TIR is required prior to final design acceptance. Flood control permit - A Flood -Zone Permit will be required and any structure must be built a minimum of 1 -foot above the flood elevation or flood proofed the to two feet above the flood elevation. Flood proofing the building may be done by either preventing flood water from entering the structure or by allowing it to enter the structure as long as all materials 2' below the flood elevation will not be damaged by flood waters. If flood water entering the building is chosen as the method of flood proofing, a variance from the council will need to be obtained. vauy. • ::}wx; .• 1: City of Tukwila De s artment of Public Works To: Steve Lancaster, Deb Ritter I From: Cyndy Knighton � CC: Dave McPherson, Brian She on Date: May 19, 2003 Re: Starfire Traffic Impact Analysis E03 -009, L03 -012 Public Works will require SEPA conditions as follows. • Onsite parking is deficient for all uses beyond daily typical use and will be handled through parking management techniques and parking agreements on an event basis; • Agreements made to conduct future monitoring and study of the Starfire Sports Complex's impacts, including, but not limited to: trip generation • parking generation and parking demand/usage park usage • average vehicle occupancy • `special events' Concurrency issues such as intersection level of service analysis, trip distribution, and impact fee calculations will not be required prior to issuance of the SEPA determination. \ \tuk2 \vol I \pubworks \cyndy\development review \tia memos by permit # \e03 -009 starfire sepa 5- 19- 03.doc ('ity of Tukwila Department of Public \\'orks z cY JU 00 CO o J 1- w LLQ = a • Z = The following comments reflect our analysis of the Starfire Traffic Impact Analysis submitted by w O U ci N The study needs to better articulate the variable conditions of park use; i.e., worst case, typical or o ~ average case. The typical case would involve full use of the facilities and fields as reflected in Table = w 3 on Page 11. The worst case would involve the typical case plus occupancy of the 1600 -1800 bleacher seats. O w z UN The traffic analysis must evaluate both weekday and weekend conditions. P z To: Steve Lancaster From: Cyndy Knighton, Brian Shelton CC: Dave McPherson Date: May 14, 2003 Re: Starfire Traffic Impact Analysis E03 -009, L03 -012 Entranco dated April 29, 2003. The trip generation and parking generation are inconsistent and have used different assumptions. Any assumptions regarding time restrictions on Field No. 1 bleachers and special events should be documented in an agreement between the City and Starfire. The estimate of average weekday peak hour traffic of 70% of worst condition needs to be documented. Without adequate documentation, the peak hour volume should be revised to 365 trips (376 trips —11 trips). The 3 Paragraph on Page 12 needs to be revised to correct the number of net new trips commensurate with previous comments, correct the number of trips on the Green River bridge to 114 which is comprised of one -half of the eastbound and westbound trips on I405 and all of the trips from the south via West Valley, and increase the number of trips to 13 at West Valley and Strander. A network distribution diagram should be provided to better clarify and understand the traffic distribution. The LOS analysis needs to include the intersections of West Valley and Strander, West Valley and Longacres Way, and the future new intersection of Tukwila Parkway extended and the new I -405 eastbound on -ramp. c: \windows \temp\e03- 0091.doc The discussion on Page 13 that assumes HOV volumes to be 15% of total existing volumes needs to be justified and documented. The methodology and reasoning for the HOV adjustments is unclear and requires clarification. The LOS analysis should be revised to reflect the corrected traffic volumes. The summary on Page 17 should be revised to state that 376 trips will be generated in the typical or average p.m. peak hour condition. The section of Project Parking should be revised to state that agreements, acceptable to the City, addressing needed parking and shuttle service will be provided by Starfire prior to receiving Certificate of Occupancy. A followup study will be required that involves monitoring traffic conditions for an extended period of time to ascertain the accuracy of the analysis and the possible need for additional mitigation. The specific details of the followup study are to be determined and will include, but is not limited to, total trips in and out, parking usage, number and type of fields in use by time and day, trip distribution, average vehicle occupancy, special events. c: \windows\temp\e03- 0091.doc • File: D03 -0094 35mm Drawing #1 Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Phone: (206) 431 -3670 Fax: (206) 431 -3665 : Re: ❑ Urgent preliminary correction letter 2 jud youell May 14, 2003 Jud Youell Bruce Dees and Associates 222 East 26 Street, Suite 202 Tacoma, WA 98421 RE: Preliminary Review Comments Startire Sports — Concession/Maintenance Building - D03 -094 6800 Fort Dent Way Dear Mr. Youell: The Tukwila Building Division and Fire Department have completed their review of the application materials you submitted on March 24, 2003. The attached comments and /or corrections must be addressed before we can recommend approval of your permit(s). Please be aware that you may receive comments and /or corrections from other City departments, as well. When you re- submit your corrected plans to the Permit Center for further review, your re- submittal must respond to the comments of all City departments at the same time. You will know when you have received the comments of all departments involved with your project, when you receive a "Correction Letter" from the City's Permit Coordinator. The Permit Center cannot accept your re- submittal until after you have received the Correction Letter reflecting all departmental comments and /or corrections. In the meantime, if you have questions regarding the attached Building Division comments and /or corrections, please contact Ken Nelsen, Senior Plans Examiner, at (206)431 -3676. If you have other questions regarding the status of your permit application, please contact the Permit Center at (206)431 -3670. Sincerely Brenda Holt Permit Coordinator encl City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director xc: Ken Nelsen, Senior Plans Examiner File No. D03 -094 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 w...- :.i� .... %�.:: «.._. v«.». a. �i.. ....:...i;2�i...:.':5::�.`iy.r; pis. ii:: ist ,+::ri':tS:i�w:b,'friLLat't,1fl •' "' �,L�s1:5iai;,'w�':.�}r.:'tY4d3. BUILDING DIVISION REVIEW Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206 - 431 -3670 Date: May 6, 2003 Project Name: Starfire Sports restrooms, concessions, S-3 storage permit application Application #: D03 -094 Plan Review: Ken Nelsen, Senior Plans Examiner A general plan review has been completed for the subject project. Please address the following comments with revised plans, specifications, and /or other documentation. 1. Provide additional keyed details for the interior wall, (partition) construction. Examples are the common restroom wall, also the wall separating the restrooms and the S -3 storage area. The separation wall for the restroom to S -3 storage must be a minimum 1 -hour construction per U.B.C. table 3 -B. 2. At a minimum, provide general notes on the plans regarding the ventilation requirements for the S -3 occupancy portion of the building per Washington State U.B.C. Amendment Section 1202.2.7. 3. On cover sheet A -0.1, the stadium capacity shown is 2000 occupants. Provide the calculation brake down used to determine the proposed plumbing fixture count. The fixture count must identify compliance with the Washington State Amendments to U.B.C. Chapter 29. Should there be questions on the requirements, please feel free to contact the Building Division office at 206 -431 -3670. No further comments at this time. a:. LLL; S :.ra:.ultJ4��:.:ti:ny..r'.xi'w`u iiawP4„ui ,' �w'il'o"� � 1., • p:+ ...Y 0.4c4,ria Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Phone: (206) 431 -3670 Fax: (206) 431 -3665 Fax To: Fax: j ,Lb( `you eu. 26'i - ldsei- (061 Phone: Pages: Re: ❑ Urgent •Comments: ❑ For Review ❑ Please Comment tt n Pam 4-vt. " eke Li kw lut " tin `Kt- elt7 W14.0 1t,1At ta4 tQ d frke_ 4 'iR+ yn1AM (k. o- f- irtwi QJ.4 From: Date: m,1t rrte_ 1a vo- Pevva— ei lWll.l,NAt 4 11n. �rveayS zraa"'��c -3�a7� I .rib. 0 i .te• . 44 City Of Tukwila 5 - Irk -03 6 ❑ Please Reply ❑ Please Recycle Reid iddleton April 28, 2003 File No. 26 -03- 005- 007 -02 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Starfire Sports Concession (Maintenance) Building (D03 -094) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are one complete set of the structural drawings (bound with the originally submitted architectural drawings) and an additional copy of the revised structural sheets. We are also forwarding the structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Philip ''. Brazil, P.E., S.E. Senior Engineer sj s\ 26se\ pl anrevw \tukwila \03 \t007r2.doc \prb cc: Jud Youell, Bruce Dees Robert Raichle, Engineers Northwest RECEIVED CITY OF TUKWILA APR 2 2003 PERMIT CENTER Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 . » itih:.. 5ti1+.:.; 3.' k.:: iL:: i� 'a'.�::i�:�,.i..'L:�il:�al� %�: ���i �'.'4t s.•�'s'ti�s EEC ENGINEERS NORTHWEST, INC., P.S. STRucruRAi. ENGINEERS — 6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 525 - 7560 FAX (206) 522 - 6698 April 18, 2003 REID MIDDLETON 728 134 Street SW; Suite 200 Everett, WA 98204 ATTN: Philip Brazil RE: Building Permit Plan Review Response Starfire Sports Concession (Maintenance) Building (D03 -094) Mr. Brazil: The following responses indicate actions that were taken to resolve each item listed by you during your structural plan review resubmittal of the above - referenced project. They are numbered to correspond with the original list. Structural 1. Two copies of revised drawings are included with this letter. The Maintenance Building portion has been separated from the Grandstand cover portion for permit clarification. 2. Notes regarding anchors, Structural Steel section on sheet SO have been clarified as directed. 3. Welding notes, Structural Welding section on sheet SO have been revised as directed. 4. LH steel joist (Non standard gable profile) Deferred Submittal design by others has been clarified. See drawings. 5. Connection F -S2 revised as noted. Note with separation of drawings, F -S2 is now labeled as E -1. If you have any questions, please do not hesitate to call. Sincerely, ENGINEERS NORTHWEST, INC., P.S. Allen Tucker, P.E. Principal AT:tn ENW Project No. 02116003 . 1 U APR 2 2003 !.J REID MIDDI.EVI : .i:i ✓al {i� d S:eaii•`��ii*#'i,G.+ Reid iddleton April 3, 2003 File No. 26 -03- 005 - 007 -01 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED Rp?R 0 4 2003 DEVELOPMENT Subject: Building Permit Plan Review - First Submittal Starfire Sports Concession (Maintenance) Building (D03 -094) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of i Tukwila. The permit applicant should address the following comments. Copies of this letter were forwarded to the project contact and structural engineer for your convenience. 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. 2. The proposed use of "Hilti Epoxy Anchors" in the Structural Steel section of the General Notes on sheet SO is not clear. Such an anchor is not available from Hilti. Concrete adhesive anchors are not specifically permitted by the UBC but they can be qualified for use by reference to applicable ICBO -ES Evaluation Reports for such anchors in accordance with AC58 for adhesive anchors. The note should be revised by specifying such qualified anchors to enable review. See UBC Section 104.2.8. 3. The Structural Welding section of the General Notes on Sheet SO should be revised as follows: a) Revise the note concerning inspection of shop fillet welds 5/16" and smaller (single - pass). Periodic special inspection of such welds is required unless the welding is done in an approved fabricator's shop in accordance with UBC Section 1701.7. See UBC Section 1701.5(5.1). b) Revise the reference to Table 27 -6 -E of UBC Standard 27 -6. This was applicable to the 1991 UBC but not to more recent editions of the UBC. Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 :+ SSt j.'+ t�1 Wi. Pt. Wd.+ i�# La�.7`�iGri }7,..�I.�Iy.�ih2 i.L..L�.: 'i."3•i'?r'1�u4! Mr. Bob Bendicto City of Tukwila April 3, 2003 File No. 26 -03 -005- 006 -01 Page 2 4. Please submit design data for the LH steel gable roof joists, Type 222/150, for review. Such information is not available to us. 5. Section F /S2 should be revised. There is no discernible load path for lateral forces from the 1/4" bent plate to the 3/8" flat plate. See UBC Section 1605.2. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. ,9 Philip ' . Brazil, P.E., S.E. Senior Engineer vls \26se \planrevw \tukwila \03 \t007r 1.doc \prb cc: Jud Youell, Bruce Dees Robert Raichle, Engineers Northwest Reid iddleton ...._... i. ......,.�;i'L,,......�,.�...,.« . ia. ,.:i•.::i.x.e..- �...u.e.�.._.. . �.�,L.._�.s,.�„�..�::':. =i<� �::.iP�G`+�il' >�airli"N� +.:' March 26, 2003 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Structural Review Starfire Sports Canopy — D03 -093 Concession Building — D03 -094 Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me'at;(206)431 -3672. Sincerely, Brenda Holt, Permit Coordinator encl xc: Permit File No. D03 -093 Permit File';No D03 -094" Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 : -LRMI COORD C PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D03 -094 DATE: 03 -24 -03 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: OW fork p X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: / Buil ing Division Fire preven oi 1 4' D Public 1 s d 21-6r Structural 4 4-z4 , DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03 -25 -03 Complete [y( Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO TING: Please Route [ Structural Review Required [(No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04 -22 -03 Approved El Approved with Conditions I:: Not Approved (attach comments) [ � Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: 'O5 Departments issued corrections: Bldg Fire ❑ Ping ❑ PW Staff Initials:1' Documents /routing slip.doc 2.2B•D2 1- 'ERIVil I GOURD C;Oi CPL cd Panning Division Permit Coordinator Not Applicable ❑ DATE: PERMIT COO PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -094 DATE: 08 -01 -03 PROJECT NAME: STARFIRE SPORTS -- CONCESSION /MAINT. BLDG SITE ADDRESS: 6800 FORT DENT WAY Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After permit Is Issued DEPARTMENTS: et Buil g Divi e d CI Pu li Works. dfrik/i 4/ '0 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 08 -05 -03 Complete APPROVALS OR CORRECTIONS: Documents /routing slip,doc 2-28-02 Fire Prevention ❑ Str c ral - Ito - f� Incomplete ❑ Comments: REVIEWER'S INITIALS: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO9TING: Please Route Structural Review Required [ No further Review Required Q Q ❑ REVIEWER'S INITIALS: DATE: PERMIT' GOURD t ERMI GOU C f Planning Division Permit Coordinator Not Applicable ❑ DUE DATE: 09 -02 -03 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) [� Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 1-4- 0-3 Departments issued corrections: Bldg v❑ Fire ❑ Ping ❑ PW [ Staff Initials: ACTIVITY NUMBER: D03 -094 DATE: 9 -9 -03 PROJECT NAME: STARFIRE SPORTS - CONCESS /MAINT BLDG SITE ADDRESS: 6800 FORT DENT WY Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # After Permit Is Issued DEPARTMENTS: �f✓ Buil mg Division Fire Prevention Publ'c Works Structural ��tvc � ��Il� -v3 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 1 TUES /THURS ROUTING: Please Route Oocumentshouting slip.doc 2.28.02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Structural Review Required Incomplete APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: n Planning Division ❑ Permit Coordinator DUE DATE: 9-11-03 No further Review Required DUE DATE: 10-9-03 U Not Applicable U Comments: Permit Center Use. Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: n REVIEWER'S INITIALS: DATE: Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ❑ Response to Incomplete Letter # Response to Correction Letter # j. ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 3y 1/`e. 4 t s L��, re chi i /kLhL&. � i Project Address: 0 hjkt p €i'j.t Mte Contact Person: f j pN ;( Plfone Number: Summary of Revision: .Plan Check/Permit Number: t 7Q 2 -014, RFC :FIVFn CITY OF TUKWILA SEP -- 9 2003 PFRMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: m Entered in Permits Plus on 08/06/03 3 y of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 7/1 1C)3 [] Response to Incomplete Letter # Response to Correction Letter # I 0 Revision # after Permit is Issued S GD G Project Name: Project Address: 4g Qc • roitr PErtr WV-T" Contact Person: -rii.v.vap, Summary of Revision: Plan Check/Permit Number: Da3 0 S510M Phone Number: 213C fill . Oklo Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 4/9" Er Entered in Sierra on 07/3) /C vn RECEIVED CITY OF TUKWILA JUL 3 1 2003 PERMIT CENTER c_ 1 o ,£5- 1,F1o2,ZorZ, gi ~U•Z..A ~z.1,� 3. I,,A -5.1- A-5.0, 51(1�►� S- 3 s 2 5' � 08/30/00 F025- O52 -tX)0 0197) DEPARTMENT OF TABOR AND INDUSTRIES REGISTERED CONST CONT tt-- AS PROVIDED BY LAW AS GENERAL • • c:. S D DEACON CORP OF WASHINGTON PO BOX 3070 BELLEVUE WA 98009 ))ctach And Display Cenificate 3 REGISTERED AS PROVIDED BY LAW ASI CONST CONT GENERAL REGIST. #k EXP. DATE CC01 SDDEACW108NT 06/20/2004 EFFECTIVE DATE 08/30/1990 S D DEACON CORP OF WASHINGTON PO BOX 3070 BELLEVUE WA 98009 3 nature iS:urJ 7)v DEPARTMENT OF LABOR =," Ir;I7t)STRl s Please Rl_ rnove And Sign Identilie,Ition Card Liell►re Placing In 4 Rlllti)I 1 GENERAL NOTES 1. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCTION, CONTACT PUBLIC WORKS UTILITIES INSPECTOR AND SCHEDULE A PRECONSTRUCTION MEETING. 2. NOTIFY THE UTIUTIES INSPECTOR AT (206) 433 -0179 AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK. 3. REQUEST A PUBUC WORKS UTIUTY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING (206) 433 -0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY. AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS. AND A CURRENT COPY OF THE CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS AVAIUABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRES PRE-APPROVAL FROM THE OWNER, THE ENGINEER AND THE CITY OF TUKWILA. 7. AU. METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBUC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APROVAL. 10. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE NAD 83/91. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVO 1929. 12. CONTRACTOR SHALL REPLACE. OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION, TO COVER MEASURES, THE CONTRACTOR SHALL: PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. STOCKPILE. ON -SITE. ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. 14. BY OCTOBER 8. SEED ALL. AREAS THAT WILL REMAIN UNWORKED DURING THE SET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. F EAT DENT STORM DRAINAU NOTES 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH 'DUMP NO WASTE AND EITHER 'DRAINS TO STREAMS*, 'DRAINS TO WETLANDS' OR 'DRAINS TO GROUNDWATER' AS APPUCABL.E. 3. COORDINATE FINAL SUB -OUT LOCATIONS WITH THE UTILITIES INSPECTOR. PROVIDE A WIRE OR OTHER DETECTION DEVICE AND MARK STUB -OUT LOCATION WITH A 5 -FOOT 2'it4' STAKE, BURIED 4 -FEET AND LABELED 'STORM DRAIN'. SANITARY SEWER NOTES 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. UNLESS OTHERWISE NOTED. UTILITY NOTES 1. ALL TRENCH EXCAVATION OPERATIONS SHAT. MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. RACE POWER. CABLE. FIBER OPTICS, AND TELEPHONE ONES N A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. PERMIT RESUBMITTAL (SHORELINE AREA LAND ALTERING PERMIT) STARFIRE SPORT P RK WATER SUPPLY NOTES 1. THE CONTRACTOR SHALL INSTALL CORPORATE STOPS AND WATER SERVICE U NES. THE CITY OF TUKWILA WILL INSTALL THE METERS. 2. PRESSURE TEST ALL WATER MANS AND APPURTENANCES. 3. FLUSH AND DISINFECT NEW, CLEANED, OR REPAIRED WATER MAINS. 4. INSTALL RESTRAINED JOINTS AT ALL BENDS, TEES, AND OTHER DIRECTION CHANGES. 5. ALL WATER MAINS SHALL HAVE A BL -OFF ASSEMBLY AT THE LOW POINT AND AN AIR VACUUM RELIEF VALVE AT HIGH POINT OF MAN. B. INSTALL FIRE HYDRANT ASSEMBLY SO IT STANDS PLUMB AND SO THAT THE LOWEST OUTLET IS AT 1r ABOVE FINISH GRADE. THE ASSEMBLY SHALL HAVE A CLEAR ZONE AROUND HYDRANT OF AT LEAST 36' AND THE PUMPER PORT SHALL FACE STREET OR FIRE ACCESS. 7. THE INSTALLER OF A FIRE UNE BACKFLOW PREVENTION DEVICE INSTALLED OUTSIDE THE BUILDING AND UNDERGROUND. SHRILL HAVE A LEVEL II CERTIFICATE Of COMPETENCY OR A LEVEL U CONDUCTOR'S CERTIFICATE OF COMPETENCY. F THE INSTALLER IS DIFFERENT THAN THE BACKFLOW PRE` DRION DESIGNER„ THEN THE INSTALLER MUST STAMP. SIGN, AND DATE THE PLANS, N ADDITION TO THE DESIGNER'S STAMP, SIGNATURE. AND DATE 8. INSTALL WATER MAINS CROSSING SEWER LINES SO THAT THE BOTTOM OF THE WATER WIN IS AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER. LOCATE FULL SECTION OF WATER PIPE SO THAT ITS MIDPOINT IS ABOVE THE SEWER PIPE AT THE CROSSING. THIS INSTALLATION MAY REQUIRE SPECIAL STRUCTURAL SUPPORT FOR THE WATER MO SEWER PIPE 9. INSTALL WATER SUPPLY LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED SEWER AND AT LEAST 18 INCHES ABOVE THE TOP OF A SEWER. GRADING ¢c EROSION CONTROL NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL ( ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTMTIES, ESTABLISH THE CLEARING LIMITS AND INSTALL CONSTRUCTION ENTRANCE. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING NJ. PERIMETER CONTROLS. SHAM. REMAIN IN PLACE UNTIL ANAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT S'TABIUZATION 15 ESTA8USHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPOR RY MD OERWNENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. :. • CCER COMPLEX BRUCE DEES& ASSOCIATES Landscape Architecture • Urban Design Site Planning • Recreation Facilities Design 222 E 21101 9L. N.. 2t2. Isom. WAIN' -7,47 SUBCONSULTANTS: Essayon s CONSULTING EMGINF.BRS, INC. 2126 22ND S7'SE rPUYAL LUP, WA 911372.7) N6 OFF: (233)840-1$66 FAX (253) 409747 11 PALUEI F.SSAYONSINC.COM Sk I'VaLEFZT 6 • LAW Gt YF.iAY*" • CO'klaLtTW $I I K • n lc Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 9 � /to 0 3 Din PROJECT VICINITY SYMBOLS SECTION & DETAIL CALLOUT SECTION NUMBER SHEET REFERENCE DETAIL CALLOUT DETAIL NUMBER SHEET REFERENCE DINEC110N Or OUT 01.1 1OF2 2OF2 G12 01.1 O 1.2 D 1.3 01.4 02.1 C1.1 C1..3 C1.4 C2.1 C2.2 C2.3 C2.4 c C3.1 C3.2 C3.3 C3.4 C4.1 CS.1 C5.2 C5.3 C5.4 C6.1 I2.1 L2.2 L23 L.4 CONTENTS tX1ssfR SMELT EXISTING SITE TOPOGRAPHY - NORTH EXISTING STE E TOPOGR PHY - SOUTH COMPOSITE SITE PLAN TEMP EROSION b SEDIMENTATION CONTROL PLAN - GRID 1 TEMP EROS! & SEDIMENTATION CONTROL PLAN - GRID 2 TEMP EROSION & SEDIMENTATION CONTROL PLAN - GRID 3 TEMP EROSION A SEDIMENTATION CONTROL PLAN - GRID 4 TEMP EROSION & SEDIMENTATION CONTROL DETAILS LAYOUT & MATERIALS PLAN - GRID 1 LAYOUT LAYOUT k WARNS m u. MO 3 LAYOUT & MATERIALS PLAN - GRID 4 STE SECTIONS & DETALS STE SECTIONS & DETAILS SITE SECTIONS & DETAILS SITE SECTIONS A teas SITE SECTIONS * DETAILS GRADING & DRAINAGE PLAN - GRID 1 GRADING A DRAINAGE PLAN - GRID 2 GRADNG A DRAINAGE PLAN - GRID 3 GRADING & DRAINAGE PLAN - GRID 4 GRADING A DRAINAGE DETAILS UTILITY RAM - GRID 1 UTILITY PLAN - GRD 2 UTIt.iTI' PLAN - GRb 3 UTLLITY PLAN - GRD 4 'LAXITY PROFILES PLANTING PI Mi - Gao 1 PI,AirrTMD PUN - GRID 2 PUNTING PIM - GRID 3 Kamm PUTA - GRID 4 Doi ••• RES ITTAL • it. anima 1st ,NMI..' _. QAiM.• V) 2 O aNIM sn W o a • .fit 10701 sum: N/A Sea 1 .1 s . It UM" =I -1 - ,! • t i lot AM Netted at am *4 04 IS 37 51 p3 '� O 000 t� t� � CO:, moo D .4o .1 z> .<zz 0 ..<z= Ccaz CDC) ca a m m --I D 0 -i m I o-1 —I mcn roam I" - n23 — al C -I �Ca) CO C � i F.-IZ X Z 7C�rn 20 2 isk oz �z zzO r r .4 U, a •0— >`0m m< mz m� m nim - 037 - 4 • o w M "" M Em mEr Eli E E --1 0 .gym -�rn -♦rn 0 v v � v v c wc �c z 60a z 1- v "v rn C. rno IBA l3 t•.'jet •t+ _r�±r. r ," R.. .4 w J� ofr n � Iii.• .NN .. Starfire Sports Soccer Complex at Fort Dent Park Tukwila, Washington COMPOSITE SITE PLAN REVISIONS • DATE • MIMI By • MMISa* IM NI DATE: 08.04.03 D,: JDY /SAJ DIX: SAJ APP: ABD DATE: 08.04.03 f BRUCE DEES& ASSOCIATES IN It Po ti• St bur M10-“ BUILDING STORM DRAINAGE NOTES `� „_ 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF -~-� TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION ST. • ' DS, AND THE CURRENT KING COUNTY SURFACE WA ' ' ifiqteN UNLESS OTHERWISE APPROVED. R 2. MARK ALL STORM DRAIN INLETS'WIT} "DUMP NO WASTE" AND EITHER - DRAINS TO STREAMS', 'DRAINS TO WETLANDS" OR "DRAINS TO GROUNDWATER' AS APPLICABLE. MATCHLINE - GRID 3 - SEE SHEET C L_ Mat 16.62 12 8' SOUD HDP SUBDRAINUNE COLLECTOR SOLID HOP STORM DRAIN UNE (SIZE AS NOTED ON PLANS) HDP PERFORATED PIPE (PP), . QB CORRUGA PERFORATED PIPE (CPP) DRAIN UNES IN DRAINAGE AGGREGATE 'FRENCH DRAIN' (PIPE SIZE AND TYPE AS NOTED ON PLANS) HDP PERFORATED PIPE (PP) FOOTING DRAINUNE AT CONC. WALL c2.2 TYPE 2 CB W /SQUARE VANED GRATE (SEE CITY OF TUKWILA STD PLAN DS -22) TYPE 1 CB W /SQUARE VANED GRATE (SEE CITY OF TUKWILA STD PLAN DS -25) PROPOSED CONTOUR UNES EXISTING CONTOUR UNES PROPOSED SPOT ELEVATION SLOPE DIRECTION & STEEPNESS GRADE BREAK UNE LIMITS OF GRADING UNE CUT & FILL QUANTITIES 1. CONTRACTOR SHALL VERIFY EXISTING UTIUTY LOCATIONS PRIOR TO CONSTRUCTION. CONTACT 'CALL BEFORE YOU DIG' AT (800)424 -5555 FOR FIELD LOCATION ASSISTANCE WITHIN PUBLIC RIGHT --OF -WAY. RETAIN A PRIVATE LOCATOR SERVICE TO LOCATE UTILITIES WITHIN THE PROJECT SITE. 2. FINISH GRADE AT CONC. CURBS IS TOP OF CURB IN LAWN AREAS. 3. ADJUST DUSTING UTIUTY APPURTENANCES WITHIN PROJECT FAITS TO NEW FLASH GRADE (TYPICAL). CUT VOLUME: 2,700 C.Y. F1LL VOLUME: 9,002 C.Y. GEOTECHNICAL NOTE CONSTRUCTION SHALL COMPLY WITH GEOTECHNICAL REPORT PREPARED BY BERGQUIST ENGINEERING SERVICES, DATED FEBRUARY 15, 2003 AND SUBSEQUENT GEOTECHNICAL REPORTS. EARTHWORK AFTER CLEARING & GRUBBING THE TOP 4' OF MATERIAL, GRADE THE SITE TO THE NEW FINISH GRADE CONTOURS SHOWN. EXCESS SOIL SHALL BE REMOVED FROM SITE. ABBREVIATIONS N NORTH NE NORTHEAST NW NORTHWEST OUT OUTLET PP PERFORATED PPE NM RIM ELEV. 3 SE SOUTHEAST SG SUBGRADE SL SLOPE SW SOUTHWEST TC TOP OF CURB IP TOP OF PAVING 1w TOP OF NIAL.L BRUCE DEES& ASSOCIATES Esssyons f4X . 0041 oar ilhoar... W a z 0 CA 2 8 Joa: 10701 scitz 1' =2 C3.1 ,.um 10 .r !� t ar m 1 • 1T�1 !' 0 SANITARY SEWER MANHOLE (`} SANRARY SEWER DROP CONNECTION D SANITARY SEWER CLEANOUT * SDR35 PVC SEWER GRAVITY UNE * b GATE VALVE do SIDEWALK --TYPE FIRE * CONNECTION STANDPIPE ASSEMBLY ►+ GATE VALVE (GV) * ® 2" WATER METER* ® GROUND HYDRANT (LOCATE IN PAVING) * DUCTILE IRON WATER UNE* 1. CONTRACTOR SHALL VERIFY EXISTING UTILITY LOCATIONS PRIOR TO CONSTRUCTION. CONTACT 'CALL BEFORE YOU DIG' AT (B�) 424 -5555 FOR FIELD LOCATION ASSISTMCE WITHIN BUC RIGHT —OF —WAY. RETAIN A PRIVATE LOCATOR SERVICE TO LOCATE UTILITIES WITHIN THE PROJECT SITE. 2. ADJUST DUSTING UTILITY APPURTENANCES WITHIN PROJECT LIMITS TO NEW FINISH GRADE (TYPICAL). 3. PROVIDE BLOCKING AT ALL BENDS, TEES, GROSSES AND END CAPS PER CITY OF TUKWILA STANDARD DETAILS. CATCH BASIN CLEANOUT COPPER DUCTILE IRON FLANGE FORCE MAIN GATE VALVE INVERT ELEVATION UNEAR FEET ktN4HOLF MECHANICAL JOINT POLYVINYL CHLORIDE BRUCE DEES& ASSOCIATES • • • - CONNECT NEV 8 TO PER CITY OF TUKWILA STD. EXISTING 8' DI WATER LINE DETAIL WS-6 (SEE SPECS) .• BEGIN STA 00+00.00 • 1;1 T • RIM=23.26 SE=12.68 • 1 1 Y4 BEND MJxM.i W/ BLOCKING . BEND MJxMJ W/ BLOCKING STA 00+32.00 STA 01+38.43 . • 3 .tX 1STtNSSMR r - uu 15 "-- k - PROVIDE 48' MIN COVER EXISTING __GRADE_ „ • C5.4 35 1.4 1 -4 c -SSMH #101 PIPE CROSSING- 1 (48' 0 TYPE 2) V1=1641 RIM-Ja2-.2 EX. IE ; N=12.34 SEVER IE=11.91 IE Si=12g4 STA 00+84.42 PIPE CLEARANCE:0.73 ••■■•••■■••■•■■••.1.1••■•• SOLE NORM 1 • 2V-C VERT: r • 11Y-Cr -' • SCPLE : NOM 1 • 21,4f I■1NT: 1 is 100 - ; - ssmFrintre - . -. (4816 TYPE :2) ,,..=-:, • RIM= 4 0 /••••:'-----,-."--,----- s ' .. :- IE 1E SF.11130-, • s-•\.. Nw.11.9 ...c. 7 .... `.,...\\ • EXISI . O. t•\ . PROPOSED WATER PROFILE - STA 00+00 TO 4+25.18 • • r CI • 4 ••• '§ANItARY SEWER PROFILE - STA 00+00 TO 05+46.30 --•••-■•■-• 226 LF 8' SDR35 € 0.687. !f) (44--TAP FOR BUILDIOG SERVICE W/ METER - 8x8x 4 Ter MOV w / BLOCKING, 4 ST A 03+30.29 • ....111.0.1•11.61M.■•••• ..-"\- , •, - ":4. -- /..„-..---,...._ -I - ",...-----. -1 / 4 ,7" ------- --...........4 . 2•.;,, ...,..........,-....... \ \ . , ... t • k ... , • 7 , 't... ,./•,.. `-sz..s.,, - ...4..il , -....,.......;,?.. - ......„.., , ...- --- S , • ••,) .:, -r t . 1. 1 • ! I - PROPOSED 41.ommoomosof.....m.. 1 -SIMH (48'0 TYPE 2) RIM=1.6.40 IE N=1026 lE W=1026 LE 1 STA 04+0422 . ! * I I - • ; • i ,.., , 90* N 4TIL _... atTi 5 iiTag -- ::: - 8 - x8i8 - :ItE - WisiliFL ---- - - -1 ' • W/ BLOCKIN , W/ BLOCKING, V/ BLOCKING, 414-14+.8.5 P4 ..04 -6L-fs.V. FL-x4 c:f".• STA 04+22.04 • i • STA 0+33.42 • s -4- ; , ■mf.m.f. +farm 1 ...1■If ••■•••••••■••■•• 1 55 LF 8' Hill' e o.6z - 3 - • 6 :-) .---..,, '1.' .„, f i • , 1 . • • ! -S114K SSW (480 TYPE ?) (48'0 TYPE 2) _ I RIM=16_40 IC N=9.72 _ LE N=9.19 IE V=9.72 • IE S=9.09 - 1E -4 /t2 - 1 Mr STA 04+72.81 63 LF 8", SDR35 € 0.68X a . -- (4811 TYPE 2) IE h=9.72 LE W =9.72 j - STA 04+72_62 FRCP 4j T lAit; EE=12:k RTM=16.1R PIPE CROSSING Kin6. STIIRM 1E3.928 SEVER z1213 STA 04+8252 SEVOI PIPE aErn4=4.2t PIPE CLEARNICE*LIC -1 C T DOMESTIC - WATER METER ...ftwoommom ••■■•■•• 11121LE : MOM 1 OR • -41 • P 1.07. .EXISTING) 145 JH8SDR 35 1 ZZ - ■••■••■•■ - •■■■■•• - :.' JC; J A • 4C - 1 25 - 1 3 :a (48 TYPE 2) RIII4=13a S=13.62 IE w=:12 45' VII r Via STA G5 _ • ■•■■••••• SANITARY SEWER PROF1LE - STA 04+72.82 TO 06+21,59 CIL M ••• • JSNflTAL s QS) 1 4,1F11111■&,•11,1XL*11P11110,*** , ., 1110110,1111, BRUCE DEES& ASSOCIATES SIMS IS lies WIMP 01110.arr pjEssayons ^112 111.43e. .P. LI 40/ NMI eit•fir1 rail VI draw arrori•••■•aoshr•coari 11111111111111111111111111111111111 IuuI HA sin V) 1 1 JO& 10701 SCAM NOD c6.1 shoo se w maw 4 "I_ -1 ANSs v...111 i .0f•1ta S3,LtlI5OSSV nS33Q anaa a y :ddy Aar =)1113 Aar :NMa Wo•r0•9O Ng wt W2l1I Ar to•,0•9O 31Y0 ,a •d woustuo3 /413 S N O I S I A 3 1 awe - NV1d DNII NVId IIalluitis*ei `MANN. *red WQaU 12 1 xajdwoD .zaaaoS S' 1O S a.rjTs s ro J BURLINGTON NORTHERN INCORPOTED (NORTHERN PACIFIC RA WAY) RIGHT -OF -WAY TON NORTHERN INCORPORTED (NORTHERN PACIFIC RAILWAY) RIGHT -OF -W, (FY CHICAGO, M1LWAtJRE ANU 7 -- -31 foal c i 9E Gs p0 6'41 voN . f WWII UII M0 1 tl• 101011.'N-ft111, • 10t0M011M� t11 y 4114 On'3H • • s J 1 1 1 ,i ANSs v...111 i .0f•1ta S3,LtlI5OSSV nS33Q anaa a y :ddy Aar =)1113 Aar :NMa Wo•r0•9O Ng wt W2l1I Ar to•,0•9O 31Y0 ,a •d woustuo3 /413 S N O I S I A 3 1 awe - NV1d DNII NVId IIalluitis*ei `MANN. *red WQaU 12 1 xajdwoD .zaaaoS S' 1O S a.rjTs s ro J BURLINGTON NORTHERN INCORPOTED (NORTHERN PACIFIC RA WAY) RIGHT -OF -WAY TON NORTHERN INCORPORTED (NORTHERN PACIFIC RAILWAY) RIGHT -OF -W, (FY CHICAGO, M1LWAtJRE ANU 7 -- -31 foal c i 9E Gs p0 6'41 voN . f WWII UII M0 1 tl• 101011.'N-ft111, • 10t0M011M� t11 y 4114 On'3H • • s J STARFIRE STADIUM ENHANCEMENTS AT FORT DENT PARK / XX 0.0' MATERIAL L 0 0 ABV. ACGUS. ACT ADL A.F.F. AGGR ALT. ALUM. MOO. ARCH ASPH. BD. BRUM. BLDG. MX. BLK'G. BM. DOT. CAB. CUM. CJ.P. CJ. ac. CRR C.M.U. COL CONC. CONSTR. CONT. CORR. C.T. DEIL CTR DEPT. DU. / DTL DI. D. DISC. DN. D.S. D.W. E.J. EL ELEC. ELEV. E0. EQPT. (30. DT. FA. F.Q F.E. FLC. F.F.E. FN. FLASH FIR FIN. F.O.LC. F.O10. FR FRT. FT. FMC. B- GA. GyII.v. GB. G.C. QS. c�Na G`R* KR OCT. KM 1 MISUL wR N,Q III ARCHITECTURAL SYMBOLS / ABBREVIATIONS STRUCTURAL GRID DETAIL DETAIL. DETAIL INTERIOR EU VATION DATUM ANGLE AT DIAMETER / ROUND ABOVE ACOUSTICAL ACOUSTICAL CEILING TILE ADJUSTABLE ABOVE FINISHED FLOOR AGGREGATE ALTERNATE ALUMINUM MOWED ARCHITECTURAL ASPHALT BOARD STUTA1OUS BOLDING BLOCK BLOCKING BEAN BOTTOM CABINET CEMENT CAST N PLACE CONCRETE CONTROL JOINT FLUNG CLEAR CONCRETE NICO DY UMT COUJIAN CONCRETE CONSTRUCTION CONTINUOUS CORRUGATED CERIMNC T1.E CENTER DOUBLE OEPPRTIENT DETAIL DIAMETER DISPENSER DON( DO'SPOUr DAR EACH DIVINSION JOINT ELEIIAIIONN EIECIIRIC OL) BMW EQUML EQlPME11T DIRER FIE NAM PULL FLOOR DWI FIRE DaINGUIS ER FIRE DMICLISHER CIABAU FIM9ED Flit EIEIAITONN FISH FUSING FLOOR FIXAIDATION FU MG€D BY OOE'R , INSTALLED BY COM RACFOR RASED BY ONERR„ MAAt1.ED BY OMER FIDE RATED FIE RENO N! TOUTED FOOT / FEET FOAMD FMK GAGE CJIl1AQf t GROG GOOK COMIC= G / GROUND GWSLII WILLOW MUNI HOSE BB HEW HOLLOW TEL 1011101101. IMO1 PENFONIMICE COMIC LION TISK MEW mama raw AMOR JT. LAM. LAV. LB. LOC. LPG MMTL MIX. M.D.F. MECH. MFR. YIN. MR. NA N.LC. NO. N.T.S. 0/ O.C. 0.0. O.H. OPN'G. OPP. PERP. FL PLAY. PLT. PLYRID. PNT. PSF PS PT. PTO. RAD. RB. RD. REC. REF. REFG. REIF. IREQ RM. RD. RT. SEC S.C. SCH#A SECT. sat SNT. SHT'c SOL S.Y. SPEC. SS. Ssr SYIL TEL T.Q.C. TAR. T.O.M. 1.0.5. t�Q SIL T.O.W. T.S. TYP. UDC uL awl VL T. NEIL. 'IF. $1 Mk ION RR It. n-- ROOM NAME ,. s ......... 1 HR. RATED WALL ASSEMBLY WALL TYPE DOOR REFERENCE IMNDOW TYPE REUTE TYPE ROOM REFERENCE 2 HR. RATED (MALL ASSEMBLY JOINT LAMINATED LAVATORY POUND LOCATION LOW POINT OF GRADE MATERIAL HAXMMLIN MEDIUM DENSITY FNERBQARD MECHANICAL MANUFACTURER MMUAM MIRROR METAL NOT APPLICABLE NOT N CONTRACT NUMBER NOT TO SCALE OVER ON CENTER OUTSIDE DIAMETER OPPOSTE ELAND OPEN G OPPOSITE PERPENDICULAR PLATE PLASnc LAME PLATFORM PLYWOOD PANT POUNDS PER SQUARE FOOT POUNDS PER SOME NCH PRESSURE TREATED PAINTED RADIUS/ RE ER NODS RUBBER ROOF DRAM RECOMMEMED REFERENCE ORATOR REINFORCED FORCED REQUIRED ROOM ROUGH OPENING RUBBER TILE SEATRE BIALDING CODE SOLID CORE SCHEDULE SECTION SMGI.E SHEET SHEETING SAMAR 9M METAL SPEC IFK:A ON MIME STAINUESS S1M. STAINLESS STEEL STORAGE srRucitsc SIMiETRIK AL TREAD TELEPHONE TEMPERED WS►S TOP OF CURB/ RP OF CONCREIE 10"OFJOIST TOP OF MO WRY ice OF SLAB LOP OF STEEL TOP OF WILL S LAN BLUM COM u UNLESS OBNIERIIUSE IR'JED VENIFY 1EM N FED ANON WNW WOOER 11315111111 NWT 0 TUKWILA, WASHINGTON OWNER: ARCHITECT: SITE PLANNING CIVIL LANDSCAPE STRUCTURAL ENGINEERS: GENERAL CONTRACTOR: METAL BUILDING CONTRACTOR: METAL BUILDING SUPPLIER PROJECT TEAM STARFIRE SPORTS 6840 FORT DENT WAY, SUITE 125 TUKWILA, WA 98188 CHRIS SLATT / PRESIDENT chrisOstarfiresnorts.corrl TEL. (206) 431 -3232 FAX (206) 431-6811 CARLSON ARCHITECTS 2111 THIRD AVENUE SEATTLE, WA 98121 TEL. (206) 441 -3066 FAX (206) 728 -4661 DON CARLSON, PRINCIPAL, dcgrI onOcQrlsonarch.conl JIM HANFORD. PROJ. MGR. jhanfordQcarlsonarch.cpm BRUCE DEES AND ASSOCIATES TEL. (253) 627-7947 FAX (253) 627 -6661 BRUCE DEES, PRINCIPAL bdeesObdassociates.corm JUD YOUELL, PROJECT MANAGER ivouellObdassociates.com ENGINEERS NORTHWEST 6869 WOODLAWN AVE NE SEATTLE, WA 98115 TEL. (206) 525 -7560 FAX (206) 522 -6698 ALLEN TUCKER / PRINCIPAL 9llentOenrrseattle.corn S.D. DEACON CORP OF WASHINGTON 1745 114TH AVE. S.E., SUITE 120 BELLEVUE WA 98004 -6930 PAT BURNS / OPERATIONS MANAGER FRANK STAUFF / PROJECT MANAGER TEL. (425) 454 -5038 FAX (425) 454 -4882 SEACON CONSTRUCTION MANAGEMENT 165 NE JUNIPER STREET, SUITE 100 ISSAQUAH, WA 98027 ROB HOWIE / PRESIDENT GEORGE BERGERON / PROJECT MANAGER TEL. (425) 837 -9720 FAX (425) 837 -1585 METALLIC HOUSTON, TX JOHN T. CLOUGH / PROJECT MANAGER TEL. (713) 466 -0877 FAX (713) 466 -7326 PROJECT DESCRIPTION EXISTING 2000 SEAT CAPACITY CONCRETE STADIUM WITH NEW STEEL CANOPY STRUCTURE, CONCRETE RETAINING WALL AND UPGRADED ACCESSIBLE RAMP AND SEATING, NEW ACCESSIBLE TOILETS, CONCESSIONS AREA AND MAINTENANCE /STORAGE AREA. ENERGY CODE BUILDING SHALL COMPLY WITH THE "SEMI- HEATED SPACE" REQUIREMENT OF SECTION 1310.2. INSTALLED HEATING EQUIPMENT OUTPUT SHALL BE GREATER THAN 3 BTU /HR -SQFT AND LESS THAN 8 BTU /HR -SQFT. HEATING SHALL BE CONTROLLED BY A THERMOSTAT MOUNTED NOT LOWER THAN THE HEATING UNIT AND CAPABLE OF PREVENTING HEATING ABOVE 44F SPACE TEMPERATURE. THE ONLY ENVELOPE REQUIREMENT IS R -19 INSTALLED INSIDE A METAL ROOF STRUCTURE. MECHANICAL AND ELECTRICAL ENERGY PLANS TO BE SUBMITTED ON A FUTURE DATE. VENTILATION 1. MAINTENANCE: THIS AREA WILL NOT BE USED FOR STORING OR HANDLING AUTOMOBILES OPERATIN UNDER THEIR OWN POWER HENCE, PER UBC 1202.2.1, NATURAL VENTILATION BY MEANS OF OPENABLE EXTERIOR OPENINGS WILL BE PROVIDED WITH AN AREA NOT LESS THAN 1/20 OF THE TOTAL FLOOR AREA. 2. CONCESSIONS: PER UBC 1202.2.1, NATURAL VENTILATION BY MEANS OF OPENABLE EXTERIOR OPENINGS WILL BE PROVIDED WITH AN AREA NOT LESS THAN 1/20 OF THE TOTAL FLOOR AREA. 3. PER WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE, MECHANICAL EXHAUST WILL BE PROVIDED AT A MINIMUM OF 50 dm PER WATER CLOSET OR URINAL. • GENERAL NOTES 1. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO BID. IF DURING CONSTRUCTION, ANY UNEXPECTED EXISTING CONDITIONS ARE DISCOVERED WHICH ARE IN CONFLICT WITH THESE DOCUMENTS, BRING THEM TO THE ARCHITECT'S ATTENTION PRIOR TO PROCEEDING WITH RELATED WORK. 2. DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL USE DIMENSIONS SHOWN ON DRAWINGS AND ACTUAL FIELD MEASUREMENTS. 3. IF ANY DISCREPANCIES OR CONFLICTS ARE DISCOVERED BETWEEN VARIOUS PORTIONS OF THE CONTRACT DOCUMENTS, BRING THEM TO THE ARCHITECTS ATTENTION PRIOR TO PROCEEDING WITH RELATED WORK. 4. ALL WORK SHALL CONFORM TO THE APPLICABLE BUILDING CODES AND ORDINANCES. IN CASE OF ANY CONFLICT WHERE THE METHODS OR STANDARDS OF INSTALLATION OF MATERIALS SPECIFIED DO NOT EQUAL OR EXCEED THE REQUIREMENTS OF THE LAWS OR ORDINANCES, THE LAWS OR OR ORDINANCES SHALL GOVERN. NOTIFY ARCHITECT OF ANY SUCH CONFLICT. 5. STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS ARE SUPPLEMENTARY TO ARCHITECTURAL DRAWINGS. WHILE REASONABLE CARE SHALL BE TAKEN BY THE ARCHITECT TO INSURE CONSISTENCY, THE CONTRACTOR SHALL NOTIFY THEY ARCHITECT OF ALL APPARENT DISCREPANCIES BETWEEN THE CONSULTANTS' DRAWINGS WITH A WRITTEN REQUEST FOR CLARIFICATION. ANY WORK INSTALLED IN CONFLICT WITH THESE DRAWINGS SHALL BE CORRECTED BY THE CONTRACTOR AT NO EXPENSE TO THE OWNER OR ARCHITECT. 6. UNLESS OTHERWISE NOTED, DIMENSIONS ARE TO FACE OF CMU OR FACE OF FRAMING. 7. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING BLOCKING AS REQUIRED FOR WALL AND CEILING MOUNTED ITEMS. 8. IN FINISHED WALL CONSTRUCTION AND WHERE A FINISHED CEILING NOT EXPOSED TO STRUCTURE IS SPECIFIED, THERE SHALL BE NO EXPOSED PIPE, CONDUIT, VENTS, ETC. ALL SUCH LINES SHALL BE CONCEALED OR FURRED AND FINISHED, UNLESS NOTED AS EXPOSED ON DRAWINGS. FURRING NOT SHOWN ON DRAWINGS SHALL BE APPROVED BY ARCHITECT PRIOR TO CONSTRUCTION. 9. MAINTENANCE:PER UBC 1202.2.1, NATURAL VENTILATION BY MEANS OF OPENABLE EXTERIOR OPENINGS WILL BE PROVIDED WITH AN AREA NOT LESS THAN 1/20 OF THE TOTAL FLOOR AREA. v t w UNIFORM BUILDING CODE 1997 UNIFORM MECHANICAL CODE 1997 UNIFORM FIRE CODE 1997 --•. WA STATE ENERGY CODE 2001 BUILDING TYPE: TYPE III -N OCCUPANCY: AREA: ALLOWABLE ARE ACCESSIBILITY: CODE INFORMATION STADIUM. A -4 CONCESSIONS/TOILETS, B MAINTENANCE /STORAGE, S -3 STADIUM - 13.000 SF CONCESSIONS/TOILETS - 1515 SF MAINTENANCE /STORAGE - 1428 SF STADIUM - SEPARATED 3 SIDES 100% INCREASE, 9.100 SF X 2 - 18.200 SF CONCESSIONS TOILET - SEPARATED 3 SIDES - 24,000 SF MAI /STORAGE - SEPARATED 2 SIDES - 18,000 SF 13,000/18.200 + 1515/24,000 + 1,428/18,000 got .85 STADIUM CAPACITY - 2000 (187OCCUPANT) WHEEL CHAIR SPACES REQUIRED - 21 (TABLE NO. 11 -A) STAC)IU, M RESTROOM FIXTURES PER TABLE 29-A AMC WA STATE AMENDMENTS 2.000 OCCUPANTS MEN( FIRST 400 z 3 w C . NEXT 600 • 1 FIXTURE PER M01TION L 300 = 2 W TOTAL 5 W.C. A -0.1 A -2.1 A -3.1 A -3.2 A-8.0 51(M) Cl ES-1 Fl F2 El E2 E3 S-1 S -2 5 -3 8-4 DRAWING INDEX GENERAL INFORMATION MAINTENANCE BUILDING PLANS BUILDING ELEVATIONS AND DOOR SCHEDULE BUILDING AND WALL SECTIONS WALL TYPES AND DETAILS FOUNDATION PLAN WOMEN FIRST 400 = e W.C. &XT 6000 1 FeCTURE PER MOTIONAL 1100 =6w_C. COVER SHEET INSTALATION PROCEDURES ANCHOR BOLT SETTING PLAN ANCHOR BOLT SETTING PLAN ERECTION DRAWING ERECTION DRAWING ERECTION DRAWING STANDARD DETAILS STANDARD DETAILS STANDARD DETAILS STANDARD DETAILS REVIEWED This plan was reviewed fur general conformance with the following: ;p Structural Provisions of the Uniform Building Code 17 Nun- structural Provisions of the Uniform Budding Code ID Washington State Barrier -Fret Reeulations (Chapter 51 -30 WAiv.') Wm hingwa State Energy Code (Chapter 51 -11 WAC) ;w" cc[ ep'beent n re . .possible for cosfetwrce r,a MI pL c ie codes tosdaleoer er icc owl. -r tut teywrteeesta a.spect to doe tryewetneas and ,wcrpretauoeui of the sever-mg eerdLorrty Tutu } ,a 1,es eat relieve etc Atchttect sad Fa{ueer .t Record of the respoosbd,ry for a eampLe Moo 1 ... watt dtc LLaws of UK ji vermaa �rrdtcteao e kkadt of Wastuaitos_ i �r,.11Ciiurr C.t .� .7* Terb- 1 ` 4 k :.. `UDC) INC. CoJc kevtewr t aut rtZte Date 3 i k' 3 TOTAL 14 W.C. FILE COPY I understand that the Plan Check approvals are subject to errors and omissiors and approval of plans does not authorize the v olation of any adopted code_or ordinance. Receipt of con- tractor's copy ; approv - • plats . nowledged. BY to Permit No. G 1; OK SEPARATE PERMIT REQUIRED FOR: E " MECHANICAL Rr ELECTRICAL lePLUMBING L' GAS PIPING CITY OF TUKWILA BUILDING DIVISION Ft/ v i MD C N =s 5•+11. BE l,:F 'co THE SCOPE OF V ^ :r( VI TICIUT PIR O' J... OF TUr.; BBADI'+i3 DIV SICNi.. acne *mum wet MECUM A tr0 PUN sec was smani sarraksi. PUS OWE! ANL Carlson Architects PS Architecture & Planning Carlson 2111 Third Avenue Seattle WA 98121 Telephone 206 441 3066 Facsimile 206 728 4661 ISSUED FOR: PERMIT DATE ISSUED: 7/30/03 REVISIONS NO. DATE ISSUE 7/30/03 , PERMIT CORRECTIONS Drawn BY Checked By Owner Approved: Drawing File: P IMOS I 11410k: ?Ii MW JH Starfire Soccer Complex at Fort Dent Park Tukwilla, Washington Starfire Stadium Enhancement GENERAL INFORMATION A -0.1 OapprIBMA cMrMww Ile mliclm PS a -- RUG 1 2 2003 .11 REID �.•:ID 1E� � NICSIND 0mr OF TueesviA JUL 3 1 2003 PERMrT MITER 'p. • r CONCESSIONS cn Scale = r.cr f H O W* Gower 11,110‘w Enlarged Bathroom Plans Scale 3/13 = V-0" Typical Fixture Mounting Heights I 'Or G -V 11111. 4' 1 CLEAR 3*-0* s-o 4_5 % EAR 4 CLEAR e A '0 e C. • e 00 KEY r-rir•-I• MON SS. sursa-110UNIED SOMP DSPOISER I yr Mk SS 01013 OR II 10106 91011111 0 sona-moimin 1101W-11011. MET PIPER WOW son-moune wow sona-ommo ovum issE ® Stiria–ADWD SEM CAS M5PERSDV • IIIMGED COMM UAW IIBIPME RPM 11:11E1 11,851211. MOB • 40" iff 10 CL OF JOEL SUN • tow-twor GAM 0 IlUILI-11 woo CLOSET moult C POMP A ccompuous GUTTER ---\ SUOE GIVY Floor Plan Scale : 1/8" = v-0" Roof Plan Slade r-Cr GUIrlelt – SAE OW • ' I I 001116POUT – SLATE CRAY 94 3 FIRE LANE : a • I CONINIU016 GUnUI – SAE ‘111i Cr COMM GUTTER – SIAM GRAY 4`41* • UI SCUPPER AND DOWNSPOUT CORED UNDER PERMIT D03-093 I. I (004A DOMPOUT – SUR GRAY-1 SWIM SEAS MEW KV – SUSI CRIS 10* 3 DOWNSPOUT • • - • I NEW CONCRETE RETAINING COVERED UNDER PERW I Pi C.ITN RIMILA Apaarsoto SE? ' 7 2T3 A.. Ametii, Carlson Architects I Architecture & Plannin carboy] 2111 Third Avenue Seattle WA 981: Telephone 206 441 30( Facsimile 206 728 46( ISSUED FOR: CONSTRUCTION DATE ISSUED: 7/10/03 REVISIONS NO. DATE ISSUE 5/28/03 PERMIT CORRECTIONS Drawn By: Checked By Owner Approval: Drawing Fie: TJS Starfire Soccer Complex at Fort Dent Park Tukwilla, Washington Starfire Stadiurr, Enhancement MAINTENANCE BUILDING PLANS A-2.1 Psalm t Male Oapp41114 CoillsoolloilhanctsPS I DOOR SCHEDULE Door N i lc UL � Y Remarks Type [ Finish 9 Si ze Frame , Wiidth Height Thick Mat Finish 1 1 1 1 1 - �. = = - - . - T T 1 1 101 ! 1 1 1 - Cl$ER T'T1 i I I `f f 0 -i 1 u u I . it i _ GRANDSTAND COVERED UNDER PERMIT D03 -093 EXISTING FIELD LIGHT STANDARD 351 -3■ RIDGE AL 29. -2. EAVE HEIGHT CONCRETE RETM NdG WAIL. BEYOND - NATURAL FINISH 16 -6 T.O.C. MANITENN CE BLDG. Jr 35 ~3■ RIDGE 29' -2` SAVE HEIGHT 16' -6w T.O.C. MAINTENNICE BLDG. Scale : 118" = 1' -0" CONING COUNTERTOP West Elevation Maint. Bldg. East Elevation Maint. Bldg. Scale : 1/8" =1'-0" SPLIT FACE CONCRETE SHUTTERS - SLATE GRAY MASONRY UNITS - ONYX SMOOTH FACE CONCRETE MASONRY UNITS AT NI INTERIOR WALLS ROOF ASSEMBLY PER MTh BLDG MANUFACTURER METAL GUTTERS MD DOWNSPOUTS - SLATE GRAY !_ ma a+ aim Rep AS M ECG BY 4061E0 2_ MI POIFONMNCE COMIC Or OOOX' TER 3 011.- C0111B aim oat Ill PIPE nIT E'er AID 0690CIINED MOM TO E PANED 0 Jir 0 0 0 • RIDGE P 29' -2' EAVE FIGHT . 16 T.O.C. INVNIENANCE BLDG. 4 • Scale : 1 /8" = 1' -0" SPLIT FACE CONCRETE WORRY UNITS -ONX Scale : 1/8" = 1'-0" COILING COUNTERTOP SHUTTERS - SLATE GRAY yi r , i I SPOT FACE CONCRETE MASONRY UNITS - ONYX South Elevation Maint. Bldg. DIM GRADE OVERHEAD COILING - SLATE GRAY North Elevation Maint. Bldg. DOSING LIGHT POLE �f4 f r l? MU METAL SIDING PANEL - SPRUCE 'tea. ,t STARS /RIMP COVERED UNDER PERMN 003 -093 STANDING SEAM METAL ROOF - SLATE GRAY { OVERHEAD COILING DOOR - SLATE GRAY NEW CONCRETE RETHINK WALL COVERED UNDER PERMIT D03 -093 PBU METAL SIDING PANEL - SPRUCE • ...•..:_'.+ -acv: �. wser .4)ittik C v arlson Architects PS Architecture & Planning Carlson 211 Third Avenue Seattle WA 98121 Telephone 206 441 3066 Facsimile 206 728 4661 ISSUED FOR: CONSTRUCTION DATE ISSUED: 7/10/03 REVISIONS NO. DATE ISSUE 1 5/28/+03 Drawn 9y: TW Checked By: JH Owner Approval: Drawing Fie: PERMIT CORRECTIONS Starfire Soccer Complex at Fort Dent Park Tukwilia, Washington Starfire Stadium Enhancement BUILDING ELEVATIONS AND DOOR SCHEDULE A -3.1 PiCipect 2010214 Cap,g+rr Colson awas PS • • 29' -2 EAVE HEIGHT T.O.C. MAINTENANCE BLDG. WALL SECTION AT EAVE Scsre I r= r -0r COUNTERTOP WI VERTICAL SUPPORTS 0 5 O.C. (2) LAYERS 3/4' MDF W/ Pt M ON ALL EXPOSED SURFACES r STRUCTURAL PURUNS PER MR BLDG MANUFACTURER TOP OF WALL 8' -0' A.F.F. - -ott. TYKE 15 RIDGE + 29 . -2 • vE HEIGHT MAINTENANCE BUILDING SECTION Scale : 114" = 1 • co C•41 16'-b T.O.C. MAINTEXICE BLDG. -r ESE HEOw r -r 4 tO CMIL Scale : 114" LO 1M IRE a WALL TYPE 4 G R I D. 1 MAINTENANCE BUILDING SECTION WALL SECTION AT EAVE Scale : VC = r�r \ 29' -4' SHEET MTL CLOSURE TYPE CEMENTmOUS PANEL TO 8 ' -0' A.F.F. T T LIFT -OUT FLOOD PANELS 79 -r FAME WC r - r IF TO CAW 11F-S W 111111811MCIE SUL • SHEET MI CLOSURE STRUCTURAL PURUNS PER MIL BLDG MANUFACTURER 144' r.O" 23' -8' 1r L1 1 ii WALL SECTION CONCESSIONS eb SIMUCTUIVIL PUR P6 PER NIL BLDG N N ROI R R -19 IMP .. 1/ RIATHM.ElE FACE SHEET SHEET MR CLOSURE .ILL TYPE 1 COLIC MUM 10P SUTER PER 24.-0 TQ C„IIJJ, r` -r _ 15' -5' ERNE FERN 1S*-4" WOMISIMMICE T OL 2► sir r TINIVlA SHEET VIL CLOS 'S R -19 BUT 1/ PQ!EnlrnDE FACE SHEET �IJL TIPE 4 WALL MOS SINK z SEE A/A-2.1 Mon ism b 11)611114114 WALL SECTION AT RESTROOMS see*: 1M' = r.cr r V S _T *aar= JUL 3 , 'l OPEAMIT 1 Carlson Archi tee ts PS Architecture & Planning Carlson 2111 Third Avenue Seattle WA 98121 Telephone 206 441 3066 Facsimile 206 728 4661 ISSUED FOR: CONSTRUCTION DATE ISSUED: 7/10/03 REVISIONS NO. DATE ISSUE 5/28/03 Drawn By Checked Br Owner Approval: Drawing File: • PERMIT CORRECTIONS TW JH Starfire Soccer Complex at Fort Dent Park Tukwilla, Washington Starfire Stadium Enhancement BUILDING AND WALL SECTIONS A -3.2 : 20102%6 Capri.* carman A.a lee vs • WALL TYPE: A TYPICAL EXTERIOR WALL AT CONCESSIONS LOCATION: ABOVE ELEVATION 4'-8" FIRE RATING: NONE REQUIRED STC RATING: N/A LISTING AGENCY: N/A 1/2' TYP IT TO COUNTER EDGE Interior Door Head / Jamb Scale : 3" = 1' C_1 AS REVD D BY STUD SIZE } • LISTING #: } 18' TO COUNTER EDGE (1) LAYER CEIENTITIXUS PANEL 6" METAL STUDS 0 16" O.C. (SEE STRUCTURAL FOR ADDITIONAL REQUIREMENTS) 1' DEEP HAT CHANNELS PREF$SHED METAL MALL PANEL DOUBLE STUD N/A CEMENTMOUS PANEL PER WALL TYPE ANCHOR MN. 3 PER JAMB HAM, DOOR FRAME, GROUT SOLD WRAP /WOUND GAB AND SHEATHING FIN. PER SCHEME DOOR PER SDHDUIE File : Maintenance.dwg DOOR PER SCHEDULE COLD WEATHER Win SEAL (2) LAYERS 3/4` IDF W/ PIJIY ON ALL E1I'06ED SURFACES BLOOM AS REOD BOLTED TO CMU 3/4" VERTICAL SUPPORTS SPACED AS DARN Overhead Coiling Door Sill at Concessions Scale : Y' =1 1. WALL TYPE: FIRE RATING: NONE REQUIRED STRUCTURAL GIRT TYPICAL EXTERIOR WALL LOCATION: ABOVE ELEVATION 4 STC RATING: N/A LISTING AGENCY: N/A I LISTING #: Overhead Coiling Door Head Scale : 3" =1'-0" 1 PREFINISHED METAL MALI. PANEL N/A NEMER PER STRUCTURAL 0 ONERFIEAD COIUNG DOOR HOUSING PER 'MANUFACTURER METAL SIDING - ATTACHENT PER MANUFACTURER CEIENTMOUS PANEL PER WALL TYPE INSIDE CLOSURE PER MTL BUIDNG SUPPLER'S DETAILS DOOR PER SCHEDULE METH. SIDING MEAD FLASHING PER MFR. METAL SIDING - ATTAINMENT PER MMANUFACTURER CEYEMTiDUS PANEL PER WALL TYPE METAL SONG JAMB FLASHING PER MFR DOUBLE STUD OM. =RIG DOOR TRAMX PER MANUFACTURER GUIDE IfJ11HER STRIPING DOOR PER SCHEDULE Exterior Door Jamb at Overhead Coiling Door Scale : 3" =1'-0" —8" CMU. SMOOTH OR SPLIT FACE PER PLANS, REFER TO FOUNDATION MS WALL TYPE: TYPICAL INTERIOR & EXTERIOR WALL I LOCATION: BELOW ELEVATION 4 EXT / 8' -0" INT 5 FIRE RATING: 2 -HOUR LISTING AGENCY: UBC 7 1/2 Exterior Door Head Scale : 3" =1' -0" A6REO1DOlr 11 : ,:o [... ti r . STC RATING: N/A LISTING #: METAL SIDING - ATTACHMENT PER MAWUFACTURER PANEL PER WALL TYPE NSDE CLOSURE PER MTL BUILDING SUPPLER'S DEI NS ANCHOR TABLE 7B, ITEM 6.1 METAL SDK HEAD FLASHING PER MFR SEALANT MD BACKER ROD H.Y. DOOR FRAME, GROUT SOLD WRAP AROUND OW AND SHEARING FR PER SCHEDULE DOOR PER SCHEDULE METAL SONG - ATTACMIMETTT PER IMANLlFACTURER Cf1EN1IT10U6 PIM PER WAIL TYPE DOUBLE STUD ANCHOR, MN. 3 PER JAMB NEW SIDING JAW FUSING PER MMIR SEWN AND BACKER HAL DOOR maw. GROUT S UD ARAP AROUND GOB AND SHFAIHNG FIN. PER SCHEDULE DOOR PER SCHEDULE METAL SIDING - RMMHEw PER atounclum b Pr1El PER UILL 111PE MIME WNW PER NIL MAIMC Co MIL /LOCI SEE MAC erns WILSONS RAMS PEI ITiR C.M.U. / Stud Wall Transibon at Concessions • WALL TYPE: 4 LISTING AGENCY: N/A LISTING #: Door Jamb at C.M.U. Scale : 3" = 1' -0" Bends at Restrooms Scale : 3" = e•-0"" eb (1) LAYtR CEMENTITIOUS PANEL (1) LAYER CEIENTIOUS PANEL 6' METAL STUDS 0 16` O.C. TYPICAL INTERIOR CHASE WALL LOCATION: ABOVE 8' -0" CMU FIRE RATING: 1 -HOUR STC RATING: N/A N/A C.M.U. BLOCK SEE STRUC CM GS ANCHOR M. 3 PER JAMB SEALANT AND BACKER ROD HM DOOR FRAME GROUT SOLD DOOR PER SCHEDULE Lilt -Out Flood Panel Jamb at C.M.U. smile: r - Tv' 1 1/4' BUTCHER BLOCK BENCH DOABLE COATED A/ SARK -GLOSS SEALER MLL MOUNTING ACHY UM UM SEE SMUG DINS LIFT -CLEF MOOD NMI JIB FINN; PER Nom M/1. 3 P R JrwTS SEW 441 MIER MD NI NOR RINE IOW SUS VOIR PIP UMW WALL TYPE: FIRE RATING: 1 -HOUR LISTING AGENCY: N/A Scale : 3" = 1' -0" Scale : 3" =1'-0"" (1) LAYER CEMENTIOUS PANEL (1) IYER CEMENTITIOUS PANEL 6' IIEUL STUDS • 16' O.C. I TYPICAL INTERIOR WALL LOCATION: ABOVE 8' -0" STC RATING: N/A LISTING #: C.M.U. BLOCK SEE STRUC DIGS Overhead Coiling Door Jamb at C.M.U. < SLOPE 1/4'/:1 A Overhead Coiling Door Sill O.H. COILING DOOR TRACK PER MANUFACTURER GUIDE WEATHER STRIPING DOOR PER SCHEDULE N/A soot W ► V DOM PER SCHEDULE YAM SEAL WY rJM SE P < • 2Cx' 3 �. 4► "� - •=", DOOR PER SINEW LP-OW FLOOD Pry SAL MIKPR JUL 3: .:t_ ettstsar Carlson Architects PS Architecture car Planning Carlson 2111 Third Avenue Seattle WA 98121 Telephone 206 441 3066 Facsimile 206 728 4661 ISSUED FOR: CONSTRUCTION DATE ISSUED: 7/10/03 REVISIONS NO. DATE 1 ISSUE PERMIT CORRECTIONS 5/28/03 Drawn By: Checked By Owner Approval: Drawing Fie: Tw .Ai Starfire Soccer Complex at Fort Dent Park Tukwilla, Washington Starfire Stadium Enhancement WALL TYPES AND DETAILS A-8.0 00P01011 Csisto Agar lllydln PS I. FOOTING SCHEDULE BRG. = 1.0 Icsf MARK RK SIZE RENFORCOWENT (BOT. EA WAY) (TOP EA WAN) F4.0 4' - 0" x 4' -0" x 1' -4" 5 #5 - F5.5 5' -6" x 5' -6" x 1' -6" 8 #5 carlsori Carlson Architects 2111 Third Awnw 540016. tkakingion 06121-2321 Tdwhono 206 441 ON Foaknk 206 fl$ 4661 PS 40 MI6& N0, DAN ISSUE . . prom Mk Drs. Oak! 11 r; A.1ER wow Irrwn! Omis Re GRANDSTAND -IICPLON-96 STRUCTURAL ENGINEERS (xoe) 525-7560, nix (Oe) 522-6898 8869 11OODlAWN AVE. N.E. SIATrLE, WASHINGTON 90115 - t M E - r — +---1 1 � 1 L_1_J F5.5 METAL FRAMING BY M.B.S. FACE OF C.M.U. +4' - 8" A - 8 " C 1' -6" FTG TYP. , L___J F5.5 0 r'1 • • • • r - -?-0 1 o ar J J PER PLAN SECTION BEYOND. } 8" CMU WALLS, TYP. imummftmmormarmumunrom 8" CMU WALLS, TYP. 8 AMMMIKWA rte,14,rs i►sii.iitsiiii4iiiiiiiiiii►i. 4" CONC. SLAB REINF. w/12x12 2.9x2.9 WWF, TYP. 1' -9 NW_ PER SCHEDULE SECTION 3'--4" 3' - 8' -0 " M.O. M .O. NOTES; 1.) TOP OF NEW SLAB MATCH EXiST. SITE ELEV. = 2.) PRE- ENGINEERED METAL ROOF SYSTEM BY M.B.S. NOT SHOWN. FACE OF M.B.S. COL M.B.S. GIRT DO .N.4I FASTEN TO C.M.U. 0 4' -8" HIGH WALL 8' CMU REINF. w / #5 0 32 "o /c V. 2 - #4 H. TOP, BOT, MID - HT IN BOND BEAMS SLAB PER PLAN. — � 4 0 24 "o /c It ' ao 912E PER PLAIT D -1 r 1 1 A -1 .r— COL_ PER MILS. i 0 29' -4" .r. F5.5 D -1 TYP 0' - 0" 4 - -• •I €R ►,JM TGEDI t A. DOI TS ./ - (2 • TOP • ro /c) 12' -8" 1 3' -4" 4' -8" 3' -4" I� 3' -41 4' -8" M.O. M.O. 1 +16' - 61 A -1 8' -8" 1 2' - E r F I J D N `1 1 TYP M.O. SECTION B -1 23' - 8" .3' -4" 4' -0" 10' - D" 14.0. M. O. +— 912E PER PLAN ROW_ PER SIC IEIDUILE SECTION E -1 I" TYP 4 -O" AS MAINTENANCE BLDG FOUNDATION PLAN Q +B' -0" j4 0 12 "o /c EA. WAY. 5 N L 7 -- COL_ PER M-8S_ 4-1 THREADED A BOLTS ,/— w/ I" WASHER t 15' -5" 10 -O" 11.0. F4.0 F4.0 SLOPE r • I I 0 -0 • 4 EXIST. 8" CONC. WALL F -1 ea P 17' 4 - .c +, 5 p �? Q. G- r to SECTION C -1 6 "x2OGA. STUDS O 1 o/c CONT. 1 6GA. TRACK w /1"1I A. BOLTS O o/c 8" CMU REINF. w / #5 0 32 "% V. 2 - #4 H. TOP, BOT, MID -HT IN BOND BEAMS SLAB PER PLAN. 4 4" r-C' 0 2 ofcl 1 FAT CHNI EL 1 t SONG PER MiOS -- r E1IISE r COWL au. - • -O PURLJN PER MOBS —7 1' -3" I BEM PER M BS. I SGA CONT_ DEEP LEG TRACK FASTU4 TO EA PURUN w/2-#10 SCREWS TYP_ 3F"xlI*16GA • 16 o% MICA MACK sr/ 'r HILD NE0 • q/c- SECTION F -1 • F allllRAL NOTE THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE CODE: UNIFORM BUILDING CODE -- 1997 EDITION - ASTM'S LATEST EDITION LIVE LOADS ROOF 25 PSF (DRIFTING SNOW BASED ON 20 PSF GROUND SNOW) WIND 80 MPH, EXPOSURE B, IMPORTANCE FACTOR 1.0 SEISMIC ZONE 3 Z =0.3, SOIL PROFILE SD SEISMIC IMPORTANCE FACTOR 1.0 OSHA STANDARDS THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PREOVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACOTR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SOT HE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 1000 PSF IN ACCORDANCE WITH SOILS REPORT #2003001 DATED 2 -19 -03 PREPARED BY BERQUISTENGINEERING SERVICES, INC. PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL, SEE SOILS REPORT. COMPACT ALL STRUCTURAL FILL AND BACKFILL PER SOILS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTM 0 -1557. EXTEND ALL EXTERIOR FOOTINGS 18" MIN. BELOW FINAL FINISHED GRADE. PREPARE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. CAST-IN-PLACE-CONCRETE F'c = 3000 PSI FOR ALL CAST -IN- PLACE - CONCRETE. ULTIMATE STRENGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FIELD EXPERIENCE AND TRIAL MIXTURES AS DESCRIBED IN CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 5% + 1 -1/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER - CEMENT RATIO TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF .2%. ADO NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER-CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING 3/4" CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. REINFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A615, GRADE 60 (fy= 60,000 psi). LAP CONTINUOUS REINFORCING BARS 36 BAR DIAMETERS, 2'--0" MINIMUM, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (2' -0" MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES ". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: NONPRESTRESSED CAST -IN -PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2 #5 AND SMALLER 1 -1/2 N CONTACT WITH GROUND NOT EXPOSED TO WEATHER OR I SLABS, WALLS, JOISTS BEAMS, COLUMNS PRIMARY REINFORCEMENT iwoomuu SPACING & LOCATION PER FDN. SLAB PER PUMA 6 * 6 rm .4/01.4 >N.r..r. CENTER msue eb 14 AND LARGER 1 -1/2 #11 AND SMALLER 3/4 , TIES, STIRRUPS, SPIRALS 1 -1/2 PIRINEMNIIIEFIED METAL BWLDDI N) SYSTEM PROJECT DEFINITION: THE METAL BUILDING SUPPLIER (M.B.S.) IS TO PROVIDE AND INSTALL ALL MEMBERS TO CARRY AND DISTRIBUTE VERTICAL AND LATERAL LOADS TO THE FOUNDATION. PREREQUISITE TO FABRICATION: THE M.B.S. IS TO PROVIDE ENW A LAYOUT DRAWING SHOWING MIAXIMUM DOWNWARD. UPLIFT AND LATERAL LOADS USING CODE REQUIRED LOAD COMBINATIONS AT ALL FOOTING LOCATIONS AT LEAST 3 WEEKS PRIOR TO THE CASTING OF ANY FOOTING, IN ORDER TO ADJUST FOUNDATION SIZES IF NECESSARY TO ACCOMMODATE THE ACTUAL BUILDING LOADS. SEE "SPRINKLER SUPPORT NOTES" FOR SPRINKLER REQUIREMEJNNTS. COORDINATION: "THE METAL BUILDING SUPPLIER IS TO PROVIDE ROOF FRAMING PLANS FOR BUILDING DEPARTMENT REVIEW THAT CLEARLY SHOW WHICH JOISTS SUPPORT 3" AND LARGER SPRINKLER LINES, MECHANICAL UNITS. DRAFT CURTAINS AND OTHER CONCENTRATED LOADS. THE LOCATIONS OF THESE LOADS ARE TO BE COORDINATED WITH THE GENERAL AND SPRINKLER CONTRACTORS PRIOR TO SUM I TTAL . NO CHANGES FROM ARCHITECTURAL OR STRUCTURAL DRAWINGS ARE TO OUR WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT. FINAL INSPECTION: THE M.B.S. ENGINEER IS TO DO A FINAL INSPECTION OF THEIR STRUCTURE. THE INSPECTION IS TO INCLWE VERIFICATION THAT THE SPRINKLER LINES, MECHANICAL UNITS. DRAFT CURTAINS AND ANY OTHER CONCENTRATED LOADS HAVE BEEN PLACED PER THE CONTRACT DRAWINGS AND THAT THE HANGERS, PLATFORMS AND LATERAL BRACES HAVE BEEN INSTALLED TO PROPERLY RESOLVE ALL THE VERTICAL AND LATERAL FORGES WITHOUT OVERSTRESSING THE STRUCTURE. VERIFICATION: WHEN THE BUILDING HAS BEEN COMPLETED, INCLUDING ANY NECESSARY FIXES, THE M.B.S. WILL PROVIDE THE ARCHITECT A LETTER CERTIFYING THAT "THEIR STRUCTURE AS -BUILT COMPLIES WITH THEIR DRAWINGS. THE CODE UNDER WHICH THE BUILDING WAS CONSTRUCTED AND ALL EXTRA REQUIREMENTS INDICATED ON THE CONTRACT DRAWINGS." THE M.B.S. TO ACCOUNT IN THEIR DESIGN FOR THE FOUNDAT I ON SETTLEMENTS AND DIFFERENTIAL SETTLEMENTS INDICATED IN THE SOILS REPORTS. ,g; 1.) SOME FTC. SIZES SHOWN MAY NOT BE APPLICABLE ON THIS PROJECT 2" OP_ * it SNIPS JOU►1T 1.) SilEE /11/04.. WILS, RIR SPECIAL Join RIND] 2.) 9011 S7IIIMM DE PER SOULS MEirOltlr. SHR1NKA JOINT (S.J.) MASONRY REINFORCED HOLLOW UNIT MASONRY WITH SPECIAL INSPECTION REQUIRED, F'nn1500 PSI. USE GRADE "N" HOLLOW LOAD- BEARING CONCRETE MASONRY UNITS CONFORMING TO UBC STD. 21 -4. USE TYPE S MORTAR BY VOLUME: ONE PART PORTLAND CEMENT, 1/4 TO 1/2 PARTS HYDRATED LIME AND DAMP LOOSE AGGREGATE NOT LESS THAN 2 -1/4 NOR MORE THAN 3 TIMES THE SUM OF THE VOLUME OF CEMENT AND LIME USED. FILL ALL CELLS CONTAINING REINFORCING AND WHERE NOTED WITH GROUT - MIN. STRENGTH, 2000 PSI. USE COARSE GROUT ONLY WHEN CLEAR CELL EXCEEDS 3 "X3 ". CLEANOUTS REQUIRED. FOR GROUT POURS OVER 5'0 ". LAP TYPICAL MASONRY WALL REINFORCING 48 BAR DIAMETERS. ALL CONNECTIONS AND BOLTS SHOWN EMBEDDED IN MASONRY ARE TO BE INSTALLED BY THE MASONS DURING THE CONSTRUCTION OF THE WALL OR PIER. PROVIDE CORNER BARS TO MATCH ALL HORIZONTAL REINFORCING. ALL MASONRY TO BE RUNNING BOND LAY -UP. MINSPECTIONS INSPECTIONS ARE TO TESTING LAB. FOUNDATION: CONCRETE: REINFORCING: CONC. EXPANSION & MASONRY ANCHORS 1 DRILLED IN DOWELS: WELDHEAD STUDS: MASONRY: BE PER UBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS. TAKE CONCRETE CYLINDERS AS REQUIRED BY CODE VERIFY SLUMP STRENGTH, AIR CONTENT, PLACEMENT OF CONNECTIONS AND ANCHOR BOLTS. VERIFY THAT ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE, GRADE, AND SPACING. COPY OF ICBO REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE SYSTEM INSTALLATION IS IN ACCORDANCE WITH REPORT. VERIFY THAT STUDS ARE PROPERLY INSTALLED BOTH IN FIELD AND ON SHOP FABRICATIONS. INSPECTION SHALL INCLUDE BENDING A MINIMUM OF TWO STUDS AT EACH SET UP IN ACCORDANCE WITH TRW NELSON'S RECOM/ENDAT I ONS . VERIFY THAT ALL REINFORCING, CONNECTIONS, AND ANCHOR BOLTS ARE PLACED IN ACCORDANCE WITH APPROVED PLANS. INSPECT GROUT SPACE IMMEDIATELY PRIOR TO CLOSING OF CLEANOUT. INSPECT GROUTING OPERATIONS. VERIFY MORTAR IS BEING MIXED TO SPECIFIED PORTIONS. TEST MASONRY PRISMS BEFORE AND DURING CONSTRUCTION AS REQUIRED BY CODE. TEST GROUT SAMPLES. SHOP DRAWINGS SUBMIT 2 SETS OF PRINTS AND 1 SET OF REPRODUCIBLE SEPIAS OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: CONCRETE MIX, STRUCTURAL STEEL, MISCELLANEOUS STEEL, REINFORCING STEEL AND JOISTS. "SHOP DRAWINGS ARE AN ERECTION AID, AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS... ". SPECIAL COMMONS CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. NOTE TO MECHANICAL AND ELECTRICAL TRADES CONTRACTOR SHALL SUBMIT PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL HANGERS SUPPORTING ANY MECHANICAL. ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE SHALL BE SUBMITTED TO ENGINEERS NORTHWEST FOR APPROVAL PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. ALL DETAILS OF CONNECTIONS TO THE STRUCTURE FOR EQUIPMENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT. IF THE BUILDING DEPARTMENT REQUIRES A SUBMITTAL REGARDING THE DESIGN OF THESE DETAILS. IT WILL BE THE RESPONSIBILITY OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. ABBREVIATIONS ARCH. • ARCHITECT BAL. = BALANCE BTWN . = BETWEEN 8. OR BOT. = BOTTOM BLDG. = BUILDING B.O.C.A. = BUILDING OFFICIALS CODE ADMINISTRATORS BRG. = BEARING C.M.U. = CONCRETE MASONRY UNIT COL. = COLUMN CONC. = CONCRETE C.I.P. = CAST IN PLACE CLR. = CLEAR CONT. = CONTINUOUS C.J. = CONSTRUCTION JOINT C.S.J. = CLOSURE STRIP JOINT D.S. = DRAG STRUT DWGS . = DRAWING EA. = EACH E.E. = EACH END EL. OR ELEV. = ELEVATION E.N.W. OR ENIW = ENGINEERS NORTHWEST E.F. = EACH FACE E.J. = EXPANSION JOINT EQ. = EQUAL E.S. = EACH SIDE E.W. = EACH WAY F.O.C. = FACE OF CONCRETE F.O.S. = FACE OF STUDS F.O.W. = FACE OF WALL FTG. = FOOTING GA. = GAGE GALV. = HOT DIP GALVANIZED G.W.B. = GYPSUM WALL BOARD H. OR HORIZ. = HORIZONTAL I.C.B.O. = INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS I.F. = INSIDE FACE INC. = INCLUDING I.S. = INSIDE FACE K = KIP (1000 POUNDS) L.W. = LONG WAY M.B.S. = METAL BUILDING SUPPLIER M.R.S. = METAL ROOF SUPPLIER • N.F. N.T.S. o/c O.F. 0.S. O.T.O. REINF. REM. R.O. SECT. SIM. S.J STL. SYMM. S.W. T. T.O.B. T.O.S. T.O.F. TYP. U.B.C. U.N.O. VFY. V. OR VERT. V.F.F. V.E.F. V.I.F. V.N.F. V.O.F. w/ w/o W.H.S C. • NEAR FACE = NOT TO SCALE = ON CENTER = OUTSIDE FACE = OUTSIDE = OUT TO OUT = REINFORCING = REMAINDER = ROUGH OPENING = SECTION = SIMILAR = SHRINKAGE JOINT = STEEL = SYMMETRICAL SHEAR WALL OR SHORT WAY = TOP = TOP OF BEAM = TOP OF STEEL TOP OF SLAB = TOP OF FOOTING OR (FRAMING) = TYPICAL AT ALL SIMILAR PLACES = LJ 1 I FORM BUILDING CODE = UNLESS NOTED OTH#RW I SE = VERIFY = VERTICAL = VERTICAL FAR FACE = VERTICAL EACH FACE = VERTICAL INSIDE FACE = VERTICAL NEAR FACE = VERTICAL OUTSIDE FACE = WITH = WITH OUT = WELD HEAD STUD = AT = CENTER LINE = PLATE 'WV i1LkVT "itoblbuitietti JUL 3 - Ptiaser- Starf ire Soccer Complex at Fort Dent Park MAINTENANCE BIDG Tukwila, 1lashio` ton FOUNDATION PLAN S1(M) %AP sir err ati • i 9 BUILDER / CONTRACTOR RESPONSIBILITIES IT IS THE RESPONSIBILITY OF THE BUILDER /CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES. THE SUPPLYING OF SEALED ENGINEERING DATA AND DRAWINGS FOR THE ML TAL BUILDING SYSTEM DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT METALLIC BUILDING COMPANY OR ITS DESIGN ENGINEER iS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR A CONSTRUCTION PROJECT. THE CONTRACTOR MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS REQUIRED. APPROVAL OF METALLIC'S DRAWINGS AND CALCULATIONS INDICATE THAT METALLIC BUILDING COMPANY CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS. (SECT. 4.2.1 AISC CODE OF STANDARD PRACTICES, 9TH ED.) WHERE DISCREPANCIES EXIST BETWEEN METALLIC'S STRUCTURAL STEEL PLANS AND THE PLANS FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN. (SECT. 3.3 AISC CODE OF STANDARD PRACTICE 9TH ED.) DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY METALLIC BUILDING COMPANY ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN METALLIC BUILDING COMPANY'S ENGINEERS UNLESS SPECIFICALLY INDICATED. THE CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH METALLIC BUILDING COMPANY'S "FOR CONSTRUCTION" DRAWINGS. PRODUCTS SHIPPED TO BUILDER OR HIS CUSTOMER SHALL BE INSPECTED BY BUILDER IMMEDIATELY UPON ARRIVAL. CLAIMS FOR SHORTAGES OR DEFECTIVE MATERIAL IF NOT PACKAGED MUST BE MAILED TO METALLIC iN WRITING WITHIN FIVE (5) DAYS AFTER RECEIPT OF THE SHIPMENT. HOWEVER, IF A DEFECT IS OF SUCH A NATURE THAT REASONABLE VISUAL INSPECTION WOULD FAIL TO DISCLOSE IT, THEN THE CLAIM MUST BE MADE WITHIN FIVE (5) DAYS AFTER THE BUILDER LEARNS OF THE DEFECT. METALLIC WILL NOT BE LIABLE FOR ANY DEFECT UNLESS CLAIM IS MADE WITHIN ONE (1) YEAR AFTER DATE OF THE ORIGINAL SHIPMENT BY METALLIC TO BUILDER OR HIS CUSTOMER. METALLIC WILL BE GIVEN A REASONABLE OPPORTUNITY TO INSPECT DEFECTIVE MATERIALS UPON RECEIPT OF CLAIM BY BUILDER. IF A DEFECT IS OF SUCH NATURE THAT IT CAN BE REMEDIED BY A FIELD OPERATION AT THE JOB SITE WITHOUT THE NECESSITY OF RETURNING THE MATERIAL TO METALLIC, THEN UPON WRITTEN AUTHORIZATION OF METALLIC THE BUILDER MAY REPAIR OR CAUSE THE MATERIAL TO BE REPAIRED AND METALLIC WILL REIMBURSE THE BUILDER FOR THE COST OF THE REPAIR IN ACCORDANCE WITH THE WRITTEN AUTHORIZATION. ALL BRACING AS SHOWN AND PROVIDED BY METALLIC FOR THIS BUILDING IS REQUIRED AND SHALL BE INSTALLED BY THE ERECTOR AS A PERMANENT PART OF THE STRUCTURE. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED. RESULTING FROM WIND. SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO. EXPLOSION OR COLUSION. (SECT. 7.9.1 AISC CODE OF STANDARD PRACTICE, 9TH ED.) DESIGN OF GUTTER AND DOWNSPOUT IS A FUNCTION OF THE RAINFALL INTENSITY AND AREA TO BE DRAINED. DESIGN PARAMETERS UTILIZED ARE IN ACCORDANCE WITH THE 1986 LOW RISE BUILDING SYSTEMS MANUAL AND /OR THE 9TH EDITION OF THE ARCHITECTURAL GRAPHIC STANDARDS, AS..APPLICABLE. PROPER OWNER MAINTENANCE DICTATES THAT THE DRAINAGE SYSTEM BE KEPT FREEAND - CLEAR OF DEBRIS AND /OR ICE AT ALL TIMES TO ENSURE PROPER FUNCTION OF THE GUTTER AND DOWNSPOUT. IN THOSE CASES WHERE THE OWNER /TENANT OE A PROPERTY IS UNWILLING OR UNABLE TO.- FRWVIDE PROPER MAINTENANCE, ELIMINATION OF GUTTER SHOULD BE CONSIDERED AS AN ALTERNATIVE. PRODUCT CERTIFICATIONS METALLIC BUILDING COMPANY IS A MEMBER OF THE METAL BUILDING MANUFACTURERS ASSOCIATION. METALLIC BUILDING COMPANY'S FABRICATION AND PRODUCTS ARE COVERED BY ONE OR MORE OF THE FOLLOWING CERTIFICATIONS: 1. APPROVED FABRICATOR OF PREFABRICATED BUILDINGS AND COMPONENTS. REFERENCE ICBO REPORT NO. FA -337 2. SBCCI COMPLIANCE REPORT NO. 9461A 3. AISC METAL BUILDING CERTIFICATION PROGRAM 4. CITY OF HOUSTON APPROVED FABRICATOR (REGISTRATION NO. 164) 5. WISCONSIN PRODUCT APPROVAL NUMBER 200231 -M 6. CLARK COUNTY, NEVADA APPROVED FABRICATOR 7. CITY OF LOS ANGELES, CALIFORNIA APPROVED TYPE 1 FABRICATOR (LA #1604) 8. CANADIAN WELDING BUREAU CERTIFICATION TO CSA STANDARD W47.1 IN DIVISION 1 (SYMBOL PY72(HOUSTON, TX)) 9. TEXAS DEPT. OF INSURANCE PRODUCT EVALUATION RC -34 APPROVAL NOTES THE FOLLOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWINGS ARE USED AS APPROVAL DRAWINGS: A) IT IS IMPERATIVE THAT ANY CHANCES TO THESE DRAWINGS: 1) BE MADE IN CONTRASTING INK. 3) HAVE ALL INSTANCES OF CHANGE CI FARI Y INDICATED. 2) BE LEGIBLE AND UNAMBIGUOUS. B) DATED SIGNATURE IS REQUIRED ON ALL PAGES. C) MANUFACTURER RESERVES THE RIGHT TO RE- SUBMIT DRAWINGS WITH EXTENSIVE OR COMPLEX CHANGES REQUIRED TO AVOID MISFABRICATION. THIS MAY IMPACT THE DELIVERY SCHEDULE. 0) APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT METALLIC HAS CORRECTLY INTERPRETED THE CONTRACT REQUIREMENTS, AND FURTHER CONSTITUTES AGREEMENT THAT THE BUILDING AS DRAWN, OR AS DRAWN WITH INDICATED CHANGES REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED BY MANUFACTURER. E) ANY CHANGES NOTED ON THE DRAWINGS NOT IN CONFORMANCE WITH THE TERMS AND REQUIREMENTS OF THE CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS SUBSEQUENTLY SPECIFICALLY ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANGE ORDER OR SEPARATE DOCUMENTATION. MANUFACTURER PECOGNIZES THAT RUBBER STAMPS ARE ROUTINELY USED FOR INDICATING APPROVAL, DISAPPROVAL, REJECTION, OR MERE REVIEW OF THE DRAWINGS SUBMITTED. HOWEVER, MANUFACTURER DOES NOT ACCEPT CHANGES OR ADDITIONS TO CONTRACTUAL TERMS AND CONDITIONS THAT MAY APPEAR WITH USE OF A STAMP OR SIMILAR INDICATION OF APPROVAL, DISAPPROVAL, ETC. SUCH LANGUAGE APPLIED TO MANUFACTURER'S DRAWINGS BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OTHER PARTY WILL BE CONSIDERED AS UNACCEPTABLE ALTERATIONS TO THESE DRAWING NOTES, AND WILL NOT ALTER THE CONTRACTUAL RIGHTS AND OBLIGATIONS EXISTING BETWEEN MANUFACTURER AND ITS CUSTOMER. THE STRUCTURE UNDER THIS CONTRACT HAS BEEN DESIGNED AND DETAILED FOR THE LOADS AND CONDITIONS STIPULATED IN THE CONTRACT AND SHOWN ON THESE DRAWINGS. ANY ALTERATIONS TO THE STRUCTURAL SYSTEM OR REMOVAL OF ANY COMPONENT PARTS, OR THE ADDITION OF OTHER CONSTRUCTION MATERIALS OR LOADS MUST BE DONE UNDER THE ADVICE AND DIRECTION OF A REGISTERED ARCHITECT, CIVIL OR STRUCTURAL ENGINEER. METALLIC BUILDING COMPANY WILL ASSUME NO RESPONSIBILITY FOR ANY LOADS NOT INDICATED. THIS METAL BUILDING IS DESIGNED WITH METALLIC BUILDING COMPANY'S STANDARD PRACTICES WHICH ARE BASED ON PERTINENT PROCEDURES AND RECOMMENDATIONS OF THE FOLLOWING ORGANIZATIONS AND CODES. 7. BUILDING OFFICIAL AND CODE ADMINISTRATORS INTERNATIONAL: "BOCA NATIONAL BUILDING CODE" 8. NATIONAL BUILDING CODE OF CANADA. . MATERIAL PROPERTIES OF STEEL PLATE USED IN THE FABRICATION OF PRIMARY RIGID FRAMES, AND OTHE? PRIMARY STRUCTURAL EXCLUSIVE OF COLD- FORMED SECTIONS, CONFORM TO ASTM -A5'19 OR A -572 . FLANGES WITH THICKNESS OF ONE INCH OR LESS AND WIDTH OF 12" OR LESS CONFORM TO A -529 WIT.a A MINIMUM YIELD POINT OE 55,000 psi. FLANGES GREATER THAN 1" IN THICKNESS OR 12" IN WIDTH CONFORM TO A -572 WITH A MINIMUM YIELD POINT OF 50,000 psi. MATERIAL PROPERTIES OF PIPE SECTIONS CONFORM TO ASTM -A53 TYPE E, GRADE 3 WITH A MINIMUM YIELD POINT OF 35,000 psi. MATERIAL PROPERTIES OF HOT ROLLED STEEL MEMBERS CONFORM TO THE REQUIREMENTS OF IrSTM- Tr38.-eR A572 WITH A MINIMUM YIELD POINT OF 50,000 psi: (0O1 1 call MATERIAL PROPERTIES OF COLD FORMED LIGHT GAGE STEEL MEMBERS CONFORM TO ASTM- A'398' OR A. GRADE 55 MODIFIED WITH A MINIMUM YIELD POINT OF 57,000 psi. MATERIAL PROPERTIES OF ROOF /WALL SHEETING, BASE METAL CONFORM TO ASTM -A792 GRADES D OR E WITH MINIMUM YIELD POINTS OF 50,000 psi AND 80,000 psi RESPECTIVELY, AS REQUIRED BY DESIGN. COATING OF BASE MATERIAL IS 55% ALUMINUM -ZINC ALLOY IN ACCORDANCE WITH AZ55 SPECIFICATIONS. CABLE UTIUZED FOR BRACING CONFORMS TO ASTM A475. ROD AND ANGLE UTILIZED FOR BRACING MEMBERS CONFORM TO ASTM A36. STRUCTURAL JOINTS WITH A.S. T.M. A -325 HIGH STRENGTH BOLTS, WHERE INDICATED ON THE DRAWINGS, SHALL BE ASSEMBLED AND THE FASTENERS TIGHTENED iN ACCORDANCE WITH "TURN -OF -NUT" ;METHOD AS DESCRIBED IN THE SPECIFICATION FOR STRUCTURAL JOINTS USING A.S.T. M. A -325 OR A-490 BOLTS (11- 13 -85), UNLESS OTHERWISE NOTED. ALL JOINTS WILL BE ASSEMBLED WITHOUT WASHERS UNLESS OTHERWISE NOTED. ALL STEEL MEMBERS EXCEPT BOLTS, FASTENERS AND CABLE SHALL RECEIVE ONE SHOP COAT OF IRON OXIDE CORROSION INHIBITIVE PRIMER, MEETING THE PERFORMANCE REQUIREMENTS OF TTP -636. SHOP. AND FIELD INSPECTIONS AND ASSOCIATED FEES ARE THE RESPONSIBILITY OF THE CONTRACTOR. UNLESS STIPULATED OTHERWISE IN THE CONTRACT. METALLIC BUILDING COMPANY WILL IDENTIFY PRIMARY STRUCTURAL STEEL WITH A MINIMUM YIELD POINT GREATER THAN 36,000 PSI BY MEANS OF A STICKER NEAR THE ERECTION MARK ON EACH SHIPPED PIECE. SECONDARY MEMBERS WITH A YIELD POINT EQUAL TO DR GREATER THAN 33,000 PSI SHALL BE IDENTIFIED BY MEANS OF A STICKER NEAR THE ERECTION MARK ON EACH SHIPPED PIECE. (THIS IS IN ACCORDANCE TO THE 1997 UBC SECTION 2203, SUB - SECTION 2203.2 AND 2203.3.) Fs', :.`. T. AMERICAN INSTITUTE OF STEEL CONSTRUCTION: "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" 2. AMERICAN IRON AND STEEL INSTITUTE: "SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS" 3. AMERICAN WELDING SOCIETY: "STRUCTURAL WELDING CODE" AWS D1.1_ 4. METAL BUILDING MANUFACTURER'S ASSOCIATION: "LOW RISE BUILDING SYSTEMS MANUAL" 5. INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS: "UNIFORM BUILDING CODE" 6. SOUTHERN BUILDING CODE CONGRESS INTERNATIONAL: "STANDARD BUILDING CODE" .. •. fOr co".formartee Wier 010 c:'. Gn project and cow cn given In the contract Ghs contractor laraspoGalrefOr to be nonfUmad and canarated a( :sr Information thatpartaInaa:Nya :55 processes of 10 the Ills . :.chnlques. sequences anti of COnStrUCtIOnt and for of the work of an troth. Thy s Lance of a apple IIM1 O* 3 ssceptance of artstlMllWyd ;Us item is a component. ARCHITE GENERAL NOTES SAFETY COMMITMENT REID MIDDLETON, INC. DRAWING '.STATUS METALLIC BUILDING COMPANY HAS A COMMITMENT TO MANUFA■,TURE QUALITY BUILDING COMPONENTS THAT CAN BE SAFELY ERECTED, HOWEVER, THE SAFETY COMMI "i; ENT AND JOB SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF METALLIC BUILDING COMPANY. IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE. Ff1R APPRPVAI • THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION 'OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUES OR. CONSTRUCTION" CAN. BE CONSIDERED AS COMPLETE. FFN2 PFRMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL IN THAT, AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED ONLY DRAWINGS ISSUED " FOR CONSTRUCTION " CAN BE CONSIDERED AS COMPLETE. ni FOR CONSTRIITTIONL FINAL DRAWINGS. NO DATE BUILDING DESCRIPTION: BASIC SIZE BLDG. "A" BASE CONDEMN, RASE CR&Nn1BZY. 24 Gb WI BASE F kW.! A GROUND SNOW IOAD ROOF SNOW I OAF) WINE i OAD SEISMIC TONE IMPORTANCE FACTORS WIND LOAD SNOW LOAD SEISMIC LOAD REPTSONS y'S 34' -8' WIDTH LENGTH WARNINGC, IN NO CASE SHOULD GALVALUME STEEL r BE USED IN CONJUNCTION WITH LEAD OR COPPER. BOTH LEAD AND COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY COATING MIEN THEY ARE USED IN CONTACT ART-I GALVALUME STEEL PANELS. EVEN RUN - OFF FROM COPPER FLASHIG:G. WIRING, OR TUBING ONTO GALVALUME SHOULD BE AVOWED THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY THE BUILDING MANUFACTURER AND AS SPECIFIED IN THE CONTRACT. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOUVERS, TRANSLUCENT PANELS, VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY THE BUILDING MANUFACTURER. SUCH AS FOUNDATIONS, MASONRY WALLS, MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHOULD BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE BUILDING MANUFACTURER'S DESIGN MANUAL, THE ATTACHED DRAWINGS, AND GOOD ERECTION PRACTICES. THE CONTRACTOR AND /OR ENGINEER OF RECORD IS TO CONFIRM THAT THESE LOADS COMPLY WITH REQUIREMENTS OF THE LOCAL BUILDING DEPT. ROOF DEAD I OAF) 3:0 PSF ( F,9 EW'ANELS AND PURLINS ) COI I ATFRAI DFAD I OAD 5.0 PSF T15KLq TAPE SEAL 3/8"E=1 ** WARRANDES ILL 90 20 YR ROOF YES 20 YR WALL YES No INN: (1/8' POP RIVETS AT SPLICES) MEMBER ROOF( 26 Go SLATE G,'2AY 26 Co 26 Ca 26 Co 26 GA SrRUC E J 26 Go �K# 51100i ROOF( . .kw. ,'JO GIT IM rS RAKE MEMBER WALL( (12 X It ) STITCH OW / 14 s Is I I 8Y C�5Efs LAVE RAKE TO ROOF: ** GUTTER GUTTER TO ROOF, DOWNS. CORNER TRUE 511651 RME TO WAIL STITCH GLITTER STRAPS RAKE &SOLE &ILDN. *3 iMAfv.E is Er. 611193ER 1 y I CORNER A[HA110NAL FEATURES: 4 REFER poueLe - I,o c Etaa -10N MANUAL ACCESS. ROOF I WE I OAD PRIMARY FRAMING 20.0 PSF SECONDARY FRAMING 20.0 PSF AUXIIIARY IlVF I OAD PSF THIS IS TO CERTIFY THAT THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY UBC 1997 1.0 1.0 1.0 SHEETING: 'ROYAL - K DOUBLE - LUC SATE GRAY ?E0, SP1GUGE • . JUL 31 2003 PERMIT CENTER - PSF ( C = 25.0 PSF 80.0 MPH, EXPOSURE B 3 A =_ ,A" Seismic Hazard Exposure Group Seismic Performance Category Site Coefficient =5p Basic Structural System Dual system with ordinary moment frames of steel & rM to oll�.yr..b d frames Response Modification Foctar (R) si$ fit' Deflection Amplification Factor (Cd) Analysis Procedure - Equivalent Lateral Force 94' -4 i 12' -8 MF77ANINF 1 OARS LIVE LOAD N/A PSF DEAD LOAD N/A +- CRANE INFORMATION N/A LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP INSURE S S )JG�'3` 1 1 n �QL) �� WORKER SAFETY. ( MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES RE ALSO RECOMMENDED. THE USE OF HARD HATS, RU R EOR has reviewed the building IK�aLin SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL, AND SAFETY NETS WHERE APPLIC engin eered by others in these / /�� ARE RECOMMENDED. C , t t (` calculations and drawings for conformance with the project specifications. The interface (. (ktotrISPI Erse between these components and the project (..3 MAIN FAH I tt TF EOM' TO 4 INCHES PER HOUR 1 :: ► has been reviewed for conformance with fppCOK¢ !>CAFa FV ES Ai R ._ .E P4- �. appropriate building codes. The FOR was not Su6M�� �' 1 We�eie a TAxEN �waY to ;b�C� 5 9 : ( in responsible charge of the design, but did R�1 1E� 1 ' I r : .SNOTS ( �> <Wn �ny ctt iC'� n� t � 1e 1 3 s ; �t15• t t provide the specifications and design criteria $`�: eposW,�s at tirG -00,21\6 4 �I I 2 003 tS l t( tat 8 Sl' $ ] t o which these components we de signedW �tT h tu$i `c3L wW4 tD tit+ t2� � and reviewed. V�C� � yy DESCRIPTION FOR PERMIT. BY 'D DRS COVER SHEET SIZE SEE BUILDING DESCRIPTION SHEET CI cusro601 SEA CON,LLC LOCATION PJKw1LA, .. WA. ORN. BY CKb BY DATE. BUILDING LOADS HEIGHT ROOF CH 4.12 SCALE JOB NO. NONE, 0805 - 208870 FIB WOJ I :RAVE -; MAW R BLANKET TYPE IRSI ATION, ROOF NO•tEL J BY UANUFACTURERE3 BY OTWIISE ROAR1O •PJEE1 i5.-ED 1 WALL SEIF avarx, safer A A A PAGE CI of l ES -1 Fl F2 of 2 El of 3 E2 of 3 E3 of 3 DRAWING INDEX 1 COVER SKEET INSTALLATION PROMOI S AN01I1R 603 PLAY BASE E DETAILS AND REACTIONS ROOF FRAMING PLA1A '61WALL SLEETING SSDEWAL'. ELEVAT.ON FRAME CROSS SECTION metallic building comparing 7301 I • OU, TE •... P .O. 40;:30 ZIP 770FA41 RWEW H (713) STON .464 -7 788 ZIP. 800 7734A JUN 3 0 2003 STARRRE SPORTS CAD BY MBA PH IBtiX OESC I SHEET NO I ISSUE I A CI of 1 I A CUSTOMER SERVICE PROCEDURES AIITHORI7ATION FOR CORRECTIVE WORK If the error is the fault of the Manufacturer, an "Authorization Mr Corrective Wok" must be issued in writing by the Manufacturer to authorize the a five work at a cost not to exceed the maximum total cast set forth. Alternative corrective work other than that proposed in the 'Initial Claim" may be directed by the Manufacturer in the "Authorization of Corrective Work.' Only the Customer Service Department may authorize corrective work. V. FINAL C.IAIM The "Foal Clain" in writing must be forwarded by the Customer to the Manufacturer within ten (10) days of completion of the corrective work authorized by the Manufacturer. The "Final Claim' must include: corrective w 1. Actual number of man -hours by dote of direct labor use on work and actual hourly rotes of pay 2. Taxes and insurance on total actual direct lobo. 3. Other direct costs on actual direct labor. 4. Cost of material (not minor supplies) authorized by the Manufacturer to be purchased from other than ( PP ) Y P the Manu foclurer, Including copies of paid Invoices. and 5. Total actual direct cost of corrective work (sum of 1, 2, 3 & 4). The rat Claim" must be signed a certified true and correct by the Customer. 'Final Claims" are credited to the Customer by the Manufacturer M on amount not to exceed the lesser of the maximum total cost set forth M writing in the Authorizaton for Corrective War or total actual direct cost of corrective work. 6. Cost of equipment (rental or depreciation), small tools, supervson, overhead and profit are not subjected to claims. . VI. STRUCTURAL FRAMING SHOP PRIMER The Primers supplied by NCI are not intended to provide the uniformity UNLOADING, HANDLING, AND STORING MATERIALS Touch -up of these miner abrasions is the responsbuy of the End Customer. Shop praised stored in the field pending erection should be kept free of the ground, and so positioned water - holding pockets, dust, mud, and other contamination of the jar firm. Repairs surfaces and /or removal of foreign material due to improper field storage or site conditions responsibility of the Manufacturer. All primer should be touched up as required before erection? ROOF AND WALL PANELS steel which as to minimize of damage to primed ore not the excedernt understand that be lifted off sheets or Eo side rbs. underneath the One end o the when rater is • and conditions, curler can also be by trapped moisture the penis as long as of the panels efe. it isimperotive dry the panels at nets 'whe n against weather bundles stored on panel. Always translucent paielsi to drain: Wood bundles o J may scratch the coaled surfaces when beets ore slid ground. Rough & improper handing of o panel FASTENER INSTALLATION over metier. Neves dew to be a a wine as Tee is inexcusable & a preen ow* et P ;orb sxrvsien- the most egad steps , coot faster firmly seated. 0o not overd fasteners. A stele extrt6arr of neapree tightness check fasteners. A fastener driver (anew ga,e w a of 17150-2B A500 -600 RPM fastener drier should be used for toPFi9 can cause the fosterer to eotibk daring astaHatin wMI In order to Give you prompt services and keep problems to a minimum, please handle any shortages or bock charges a the fallowing manner: Carefully check your pocking list while unloading. Mark any items, which appear to ue missing and notify the Customer Service Department at i- 800 - 777 -9378 as soon as P ossble. Co.1in q someone else could delay the proper response. L SHORT WAIFRIAIS Immediately upon delivery of material, quantities ore to be verified by the STROCTURC A Wading site according unnecessary handling. NOTE: Piece marks are Inspect ail shipments REKMEER, WELBER ! Block under the columns '� unlondi process. It n9 A allows members to be exercised in the to materials an the �'11' �• \ If tooter is allowed pigment will fade and of a job, all bundles end pained we circulation columns a. ratters The coat of shop primer ordinary atmospheric or the dersti6ty and r Rte Momloc wer us result from re any field appied cooling. unloading and ' erection ES03 great amount of time and trouble can be saved if the building ports one unloaded at the to a pre - arranged plan. Proper location and handling of components a efanente stenciled on primary structural members at lower end, t'-O" from end, prior to releasing the tie -downs for loads that may have shifted during transit! end rafters protects the lice lates and the slob from to a du i the P p also facilitates the Gan of slin s or cables pound the members for later fff and placing dings be bolted together into sub assemblies aloe on the ground. Extra core should always un!oadfn operation to prevent injuries from handling the steel and to event de 9 P P f prevent "�` concrete was DRAINAGE ` .4400 ` ��Il� /�;; �s ELEVATE �,��� TARP �S �I�i _ `�i �i �� _ X �'` > AIR CIRCULATION to remain for extended periods in bundles of primed parts such as gide, pins, etc, the the point will gradually soften reducing its bond to the steel. Therefore, upon recegl of primed parts should be stored at an angle allow any trapped water to drain away for drying. Puddles of water should not be allowed to collect and remain or for the some reason: is intended to protect the steel framing for only a short period of exposure to r canrifions. the coat of shop prime does not provide the uniformity of appearerrce, corrosion res stance at o field applied hash coot of point over a Shop prima. not responsible for deterioration of the shop coat of primer or corrosion that pan p prifn to atmospheric and'emfronmeotal conditions, nor the cam bbili of the prbrner o °� p° .� Minor abrasions to the shop coot caused by handling, loading, shping, after , pointing ore unavoidable. fastener isialiaton w of in unto its tight and the washer is acrd the rasher is a good visual Always use the prier toot to install should be for a�t tow to screws. cocas . Discard corm sockets, the Manufacturer's watt and roof panels hrdudmg color crated, aaMdnwne & galvanized, provide eerie, under on eerie a congons. A t .1.6tr & erector+ sane, seem fu e'y g yy }/ pry qty merchandise, which merits cautious rare handing under nor urea chinas should ends he hondied rouohe Po es of siree„ should `� Customer against quantities that are billed on the shipping document. Neither the ianufacturer nor the carrier is responsible for the material shortages against the quantities billed on shipping document # such shortages ore not noted an shipping documents when the material is delivered, and then acknowledged by 9 y the carrier's agent. If the carrier is the Manufacturer, claims for shorts es ore to be made by the customer 9 Y M the common carrier. If the moferial quantities received are correct according to the quantities that ore billed on the shipping documents, but are is than the quantities ordered or the quantities that are to complete the metal bun according to the Order Documents, claim is too be made of the necessary l ildi P 9 9 Manufacturer. It FO OF AI Damaged or defective t regardless of the degree of s fir f�fT CORRECT DEGREE OF T IGHTNESS NOTE SLIGHT URGE OF plAlLT NOTE: Always remove metal f from surface the pain finish and void any warmly- MASTIC SEALANT _ Flo nary Tm +mil . EAlR 9 M F Tw ON SE ITRE ED G NOT EXtii1N6 FAR B&t(tir TO WAD ` of pmts d the end of h werk peril, tugs em; &shy the weather lightness of a bnsibrg Mastic should not frdelxd surfaces. Keep on �ragh morn are the roof thd Tarr be sloe mastic in a coot dry place Dung call w (below it until oppication. Alba mastic has fig: append, keep proterne paper done Bore the roof. Before darting the wee inst�otien, Ord gi+s ere sleight and Plumb- One method d aigncrq 'rho guts r to length and istnR between the This bbckang rd reduce the member of pieces regrind: Normally, line lire of block* aft be used to hold the girls *right acid plumb. on conceded fastener per - The rarrovd of the !,ticks \ E?T1 ME SMUT i is 1 WOOD 13113C141G i -- -- the track toll extreme are token to i woo that ore damage occurs to ends of i} The es should be stored off the round sufficiently ri ( show air Of t 9 poll agar. This avoids ground moisture &deters people from toaPxing o the packages- package should always be elevated to encourage drainage m case of ram NI stocked metal panels one abject to some degree, to localized discoloration or stain extreme caution exercises . CI caution fabrica trapped between their closely y nested surfaces N �ication shipping operation to insure that all panel stock s kept dry. However, due to climatic formed by condensation of humid ail corn bomme trapped between stacked sheets. Water trapped between the slacked sheets where exposed to ran ibis discoloration caned is often wet stooge stain. The stain is usually saomtkn t & has Note effect our the appearance or seroce fde of it is not permitted to remain on the ; However, moisture in contact with the surface o on extended rrod con sever °soak the finish & reduce the effective service Pe that all parrots ore ilrspc.`� for moistiwe upon receipt of the ceder_ N moist= is present, arrow & store in a dry, won glace (UDON: fare shod always be token when walking on panels. Use safety fines and necessary ! Panels are slippery- Oa or wax applied To the roof &'n rill prowls for protector damage wail make them a very slippery surface Wipe dry any e8 that has piddled from a slope, tier; frost, a other forms of moisture greasy increase the sfipperiiess of the assume pan surface is slippery & ad aarordmgiy. Nev r .a& a step on skylights � ��,,, . blocking to elevate& slope the in a manner that wall Glow moisture bbdcurg placed' between bundles tall provide addhmal ail circulation. Cove the stacked tarp g plastic. cover leaving enough opening ale Ore bottom far air to When finned or uncmtirg "the panels, Eft raffia that ode lieem opoob Blared edges af9 ESO4 lama e, must be noted on the shipping documents by the Customer and acknowledged in writing by the age, be noted on the Customer 9 PP 9 Y 9 9 Y carrier's agent. The Manufacturer is not responsible for material damaged in unloading of packaged or nested materials, including, but not limited to: fasteners, sheet metal, 'C" & ° 7. ° sections & covering panels that become wet and /or damaged by water while in the possession of others. Packaged or nested mutant that becomes wet in transit must be unpacked, unstacked and dried by the Customer. that If the carrier is the Manufacturer, the Customer most make claim for damage directly to the Manufacturer. If the carrier is o common carder, the Customer must make the claim for damage to the common car er. The Manufacturer is not liable for any claim whatsoever including, but not limited to labor charges of cone uential damages resultin from the Customer's use of damaged of defective materials that can be q 9 9 detected b visual ins ection. Y P 111 EMISSIVE MATFRIAI The Manufacturer reserves the right to recover any material delivered m Proper mastic ap is rarScal to when installed. Apply only to dean. dry alstolfed in a day. During warm weather, ,ma must be kept worm (fall' -90'} n place toter {mod is ready to be installed. ALIGNING THE GIRTS r of appearance of o finish coo nor to provide extended protection if subjected to prolonged exposure. if of of steel is not possible, it must be protected from exposure to atmospheric and /or conditions that may be detrimental to paint performance. These conditions would include, but not be limited to, prolonged exposure to ultra- violet fight due to possible foiling and a spatting or staffing water resulting in spatting, peeling or localized su face oxidation. The MBMA Commentary slates that ".,.the manufacturer is not res nsble for the deleriorabon c( the silo coat of mar or corrosion that may result frme x sure to atrno erne and environmental conditions, no the cam otibilit of the primer to any field applied coating_ P Y The NSC, Code of Standard Practice further states that: ..the shop coot of paint is the one coot of the protective tem. It protects the steel oP A Pr Pr � P tar only o short period of exposure... Primer touch -up due to transit abrasions and/or and/or scratching cluing loading and unloading is to be expected. Primer touch-up is not the r onslnlil of N. +ddfional guidelines for the handing and stage of steel p Y and the AISC Code of Standard Practice: components can be Found m both the MBMA Commentary ! Taff - effort will be mode to see that the carrier arrives of the •obsite' on VII SHIPMENT ARRIVA n Every 1 Installation of the heeding wads ;s generally to be check t be sure that the cave stmt cut temporary rood blocking to the proper be moved from troy to bay which will pa bay mlt be suffiri•°tnt Bodo can NOTE Temporary girl blocking is f7o1 raararmded after panel msknahon sill anise oil canning. RECEfVEp OF Ti.nemeno r EAVE � �QQ3', -RANI ES05 ----, excess or those required by the Order Documents, LV..1dD1ALCLNM - In the event of error the Customer must promptly make a written or verbal "Ititio! C!cim to the Manufacturer for the correction of deggr„ drafting, Bill of Materials of fabrication error. The 'Initial Claim includes: 1. Description of the nature and extent of the errors, including quantities. P g q 2. Description of the nature and extent of proposed corrective work including estimated man hours. 3. Material to be purchased from other than the Manufacturer, including estimated quantities and cost. 4. Maximum total cost of proposed corrective work and material to be purchased from other th Manufacturer. ES01 d do and at the requested hour, Manufacturer makes no warrant and accepts no the requested y 4u Y responsibility (or costs associated with a shpment not arriving at a requested time unless a separate responsibility been mode in writin for guaranteed ojvai lime. agreement has g 9 ES02 PROCEDIMIENTOS DE SERVICIO AL CLIENTE y p ex order de dude un major serncw • reduce los roblemas al minima, pa favor dirigo cualqu,er faun o exceso de material de la si manta mania: 9 Cheque cuidadosamente sus paquetes cameras son descargados. Marque cualgaer objeto qua parazca .. .. no encontrorse, S asT es flame y noh(lque ail Deperfamento de Servlao ail chente d noera es 1-800-777- 9318 tan canto Como le sea p sible. Lfomando podia ohorrarse tempo al enconlar un P L a • � • TAI T Me de Ice (Alta de material L FAITH - despues de la e ados clef materiel, el chente debe venbcar ,; r; .u, , u;::: ;rs 5 e i error s cal de Eobritante, aria '' ''' p° autorizocion pars correcion de trabajo, debera sir emiidg en escrito par el fobricante ,parer autorizar la correcion siempre y cuondo no exceda el costa total maxim° establecido. t rzaaon de correcion de traba a node Corr it el traba' de acuerdo solamente El fabncante en la au a 1 1 , P e9 J° y en to establecido en to quejo illicit 0 Departamento de Swede al cliente es el union qua puede aulorizer to correcion de un trobajo. V. DUEJA FINAL - La ue a final escrito dale sir enviada par el cliente e' fobricante con 10 dies de q j anti c otion antes de completer la correcion del tr°bajo. La quejo fowl mcluye. P r red! de hombre horns fechg n trdrf diecto asaelas en corregir el trabao ypaao real de i. Name o po 1° 1 por de hogs. lmpu � 2. 0000 too y asegoozg real y total del !rabajo 3. Otros costos directors, de trabajo real daedo 4. Costa del material (no simloentos menores) autorizocion del fobricante pars canprar o otro sue no sea el mismo. In luyendo copies de factures. 5. Costa real director total de trobajo cerregda (incise T 2,3,4,5). La quejo final debera sir remade y certificada verdadera y correctomente pa el dente. Ouejas finales son acreditados of cliente par el fobricante en una cantidod qua no exceda el minima de costa total maxima establecido y inscrito en fa r o tort d° autor¢aclon de Comecon de trab°jo o costa total real daedo d- °boj eg 6, Costo del a ui o!quiler o d esiaaao herramientas pequenos, supervsion, pequenos:sobregeros y q (a } !re MARCO FST no ICTIIRat (SHOP PRIMER) -Los primers qua NCI proven no nntentan proporcronar one opanenaa s a quejas. w MARCD fLI1C.Ditt: DES CARGA' ° descargadas en el disc ngado opropmdo de tors coponentes NOTA: las pietas deberxn In ecciune nmeramente'todos puderon heberse m Los se rations a p° P lonchas de conecclon alreded a de tors miembros de sub- montajes, descar pare aeveni 9 concrete concrete ,�✓ `�' \ Si ra ague puede princi es coo Pal la onion con el co c alas en on alma era are parer secarse. 1° men ram . La cape de shop condiciates almosfericas durabilidad y r e s i t Primer• El fabncante no se resultor de b exposlaon of uier primer a cu q r mane's, taiga, 1 Reloques de esters almactmado en la ES03 MANEJO Y ALMACENAMIENTO DE ;MATERIAL pueden ahorrorse si lac plazas so Una gran cantidad de tempo y prohie or an p orreg 'tiger de la construction de acuerdo a un plan lado', Lugar y marrejo - i ekmmaran manejos o mementos meces°no } eta anodes ea los demenlos reopen 4e b het ra en b pale rif for de los ar e a 1' (f did find_ los embargoes antes de descargar y desafar tos'dementos;ya qua bete durante el recorrido. R EgkRDE Sf0RlDAD Fc PR/MFRO,v slier coo minima o p ots , lode yokes cotamimantes que selectee to primers cope- donor a In pineal superfine do Ice efrtrwracim de materidEc *nos a actors ,debido Gkrnacenamiento on Om o a as exrtdxx ones del no son r sebdidad del fabnrnnte. Todo aceao prrmorio debera ser relocad° cano se requie a antes de to censfruccoon Ct @f de Techos P ar e d es y Pontes de ed:� teclvs del fabricante Metered° cope de color gateatume ygalvanaad° i>or y oroporcioma ism servicro ezcelerrte logo moo edema variedad de condiciones, Todo personal v er n de material debera entente 'owonte qua ester pontes ,son pradecfos los Ca'e ameritan w ceder et more !j,�, atr�m rvaandnnri" drr�n moneierse de monrm e �ipm o acaidehteda Las paquetes Reporaciones of incorrecto de descargo de coBod, de dano emu to sufideate eslo eater exhemos del decofaredones edrema panel aprlado de sucedem siestas llomado duration del ter man era e' a severamente so ' a sear los reties y r ors a tors, panete moy. declwe. Rocfo, se raeivon a actor: Nun. , d r la humedad las pans de sae. major levantelos, separendose -goo de , or a me to poquete a se aim se panel t °d0 el pgrceles mss con el Customer: $EA do afro, Nana Pernik! que piss n sob'', los pontes mientras este° seb a Berra. Ow wide e ilaprepiod° mimeo de los neles es Me an been e' de rnab de troba 1 P° n Y supervision lo' INSTALACON: DE PIJAS La coracle colocaaon de eas' es una de los asps mss fm Dotes en la instaloaon de ism tech°. Caine to �' P haste a este a retada arane'ela o washer P7a que P y r este firmemente asentada. No sdregie o pride en exceso los pips. Para checor de marnera de visual 'gee los eIementas ester correctoer+te calocados use urro - setiader de neopreno edrededor de le arerdela. a use las herramientas apropiadas pare instiller pleas. tin destorm>tado electric° con en RPM de 1700 -2000 debera uta¢arse pare self- dralinr3 screws. Un 500 -600 torralador se :sierra en el case de los s cif -tan Oesca r errnpoqu c pips )" 4� � y remove fors es cicadas m el atornilodor, actors juicer, w<a me b pieta 11„1+10 0 moverse 0 moisten se incondante durante b insta'acion: !—w e.e l calms 0e madera que se colocon'ba0 los columnas y rafters evitan an can en lac' q 1 r ail dent err r los materioles, Esto tambien' facilito la localeamon de slings o cables pour despues levantar y permlt�r a nos miembros sir otomalodos juntas dahlia mienhas astern en Berra, Extra- cuidado debera an siempre oplicado on to operocion de donos par el manejo del arena ash coma pore prevenir donor los materioles y d �� _ lq Ii ELNAR `rho �� ' �� 1/ 0 '''"i CUBIERTA— i p ®�� I®® �® v' I.. \�, \ � �e `►; �� < CIRCULACION DE NRE pemronecer po periodos conslderables or nervaduras o henarduras de Igs:portes girls, arrins, etc. el plgmento- faaoro y to pinion) Se stmnza[a groduolm°nte redunendo sta to canto recibjdo el material Mats lac hondfdurn de votes, piezos ' deberon sir anaib que rmita que cual alai aqua puede drenorse rmjlir to circula 'on de . q pe 9 q 9 y Re No debera en terse que el ague se colotte -astern ue en Ids columnas rafters o pe q 9 y q y pa primer intents proteger at marts de ocero par un determined() tiempo de exposlcie a ode shop rmar no ro orciona unbranded de o rienti° ordinaries, La cap s p p p p o pa e n L ri a a a corrosion Como unq caper final de:pinlura h e c h o en et compo sabre el shop responsabitizo del deterloro de I c.epa de de primer o de la corrosion qua puede a tors condiciones almosferic°s y of media ombiente, nil la compatibilidad del ci de intura a icado en to obra. Menores obrosiones de to ultimo cape cousadas psi p PI embarque; descarga y erection del material despues de to pintura corm fnevitobies. res menorea son res onsabilidad del cliente final to po go •mario el cool es abrasw P Pri obra durante la erection del edSbao, debera mantenerse tibia de fierier psi cane en un _ " t. � lamina deben a lac pintas aVendee hurnedad de Winos iced() paquete rr nchets precaution manterge hurriedo e•eponen' moocher La manila a de W humedad aLnbado aspen condos inmedretamente PRECAUfION. de seguridaa de techo resbakduzas. hieb o coal resbabdfxas. pie o amine Use bbques Colzas de tine cubiedo Cuando snbrente ESO4 levontados del carman con extreme cuidodo esegurandes qua ningun of a gas nervaduras de las inns as,Los patentee deberan olmacenorse de to stgnerfiae de Berra parr TVlie la rurculocior do die' bolo nos paquetes• de o tiara wnpjde qua lo genie camuee sabre los paquetes. Una de tors a i p deter.] ester starch a dondo o drew el ague en ease de Veda o rrwnto de pandas metal astern slrjetos en tdgun grade a sufri asters cuondo el aguo ester oteepada antra sus supefiCces mss cacaos. NClproven durante b fabrication y el p�rodo de obarque oseguramkse qua ttwo sue, Be cuafgoor monere debido a las condom ones chalices y a to condensation , el °9tro puede gnedmse ohapoda artre has laminas opladas y to demo a to davia. La detalarwetan caned° par 10 hooded ahead° es trecuentememte do boonedad guordodo- es usua'mente superficial y time tar paelene elector en 10 Valencia ;o panda la . en el ,, :j}� Y A✓ 9 condo n se t que mocha perm000zca ° 11UT con to superfine de 'los d t�t� as t , c p dano y reducer la duration de . Pol(yBSto�'�F< � gtdo per hamedG r .' c M a ��" der almocen s? r ",` O' • Y d6F yd gs ¶m CC siempre (1>1180� 0 l sot ilsl l a cuondo sea a arioP �L� tsg��aos ei e o paredes par prat win nos et mat;3, roe itiperficies ix - Segue cualqurer o ha Bd'a : ver oho forma de h 1(>Qe hs es q y creel 4e Ammo siempre qa superf�{' de e th y tt sabre skylights a o spi d. . • � � , ,, , BS} nvih' de madera perm ele�r�t modern entre los pees de n +:let •as uc 1 :, ,t alt *9.na plasticG dejando su . to • " �'' ear ; +: <` , b cjrculacion se manejan o seporan IosteartIkkA°Ybnize de mares qua se separen en las °rides podna radar weicuendo las Merinos se dolman l REVISrrXUS As mbmos s que sus canbdades seas los msmos sue aparecen focturadas en to order de comer°, ill el fobricante , m 9 co idodes el iron rtSta son responsa6los del material (eflante qua aporece fackurcdo en el recibo, Si la lotto es sP° nofifcadc en el documenio cuardo el material es entregeda y es admitide par el transpotistp. Si el I s r (alto de materiel seron hechos r el cliente a of trans crtista. iransportiska es el fobricante, co cs gnat po Po P Si on co rectos de acuerdo a lac cantidades (acturadas en la ..i los canedodes de materrales reabdos recibo , ro el material ordenado es menus del requerido pare completer to construction de acuerdo a to Pe aden de c () nos quejas seron hellos at fabncante. DFFF.T!I - Material danodo o defectuoso, de acuerdo of grade H. MATFRIAI n0 O C 0 9 lF fll ;���f IT /1r/ j DE E NOTE Et DEL GNX) Malin OE SEUADOR will Siempre remueva !as fimaduros penddo de irabajo. Las fmraduras. pueden SELLADOR MOT AJUSTABO Wf! HOMO ESTA fS ES OE APR DE t A C d PAO0iNt ° FORUM ALE FI&RA URA O LAIAR MESA DE ' A + a ' SW do metal que sabre b sup ertrcfe dubs odes at fad de coda Po destna el acobado find y ardor amknier gora de roe i r 9 mpalana° en la impemuab� dad de un edfiaa..l esta 000talendo. ApogUe sotemente Sabre stmerricies noes y de sedadar quo so colocaa ese do. Wrote dune cofiente, Puente dine tiro (aboj° de 60` el sellodor debe montenerse cliente de clue et selledoe hell( suk 009000. m0010090 fa ob•ola a lisk re instaMrse. Pa ES La o rcecioo del sedndor es �+�ado Af Reader n dells eStiroeoe cuande se sets Mantengw oeoente to minded °Imam& en un lugor ire y se& ( -901 *du su. opkatoor. Oee9ues otectw lister 01 Del este Aapel Pr que PP ALiNIAMIENTO DE LOS A MARR . defecfuosldad en qua se encuentre, debe sir nollbcodo en el realm par el cbente y admlbdo pa escudo q par e; iranspodista. El fobrcante no se hate responsible par el material denude en la descarga de tors Wq uetes o mientras eslas son top que dos, inluyendo, pero no limitado solo o eso, fasteners, laminas , ° ` c bl s m se moon a donor r el ego mientras se ado, le an en poses on Y y do otr es de C u que I P° 9 de alas. Material empacodo qua se rage mientras se tr°siado, debera sir desempacado, separodo y P S ilt or n esnere. to e! fabriconle es el oonporhsta, al cliente debera lacer to ouejo par del tea uosfdad o tr mated nle of ( ricante. Si ei trans fisto es el a ante lions tisla o el encargado del trdo ringer del material, el cliente orb po 9 Po ion do. El fobricante no es res sable de gin er ti de ue'a, no debera hater la quejo al antes mmc a Pon 9 Po q 1 el no de moferial danodo o defeduos° r el cliente si n se 6mlto a los donors consecuentes resullado d P° r Ms eccion visual. J et • actors dams son delectados po p MATFRIAI FN FIXES() - El fobricante se reserver el derecho de recover o recobrar cualquier material unifarme Como to frorio one caps final de pinbrro nil lamp()to prelende una protect on excesiv° especiolmenle si el material se expone togens to ax e of medmedic) ambience. Si to ereccian del ocero no es posrble p fu debe lento de a to on,. si de lad i ons i nc l s at pero no se ambien qua podrian stns ondro ores induran era rw se limitoon solo a tors pequbcar el funcron de b pinion,. E p to ex sicion robe d° a la lux ultravioleta puede producir destenimiento 0 m l o ches antes m maloci o a p ail p p o manchos la acumulacien de aqua, mambas, coda de la pintur° y oxidation en ciertas supedides. y a9 La MBMA declare: ...el fabncante no es responsible del det.noro de a cape de p r e o corrosion que " primer o I corn a rrsulte de la ezposlc a lo afmosfera y a fors condlaones amblenlaies, m " topoco a la [alto de compatbilidad del rimer con coal alai afro co de mtura a header en obra,.. P q P P La NSC. Cadge de has practices standnr dice: 9 mturo primer es fa pnmhon. Ester protege el acero la Caper de p era cape del sstoms de protecc or un corto eriod° a la exaocision... P p / Debi esperorse qua reloques depot coo soon necesarros debxlo ° la obroslon y, o rod °darts que se pr°duzcon r de or G. Estes wet ties no son roc nsabitidad de NCI. limas adiclonales durante el procesu, de cargo sic g W po del mane'o almacenamiento de los componentes de acero pueden sir encontradas en Comenlorios del MOM ash Como en el AISC Cadigo de practices slandor. I Y VII. HO OF tt ceno DFL FMRARONF Se hard on es fuemo par lograr qu el transportisti Ileque al La ;nstolacion de too parades de el' ed coo li instalocion dodos pnredes, osegurese me odor pars alrnoor -0s omarres es damn fo peralmoete ihstaiadeo antra hobo y vueltos a user on afro to coal tlbques de modem Or balm: tntan sostener !as eunoryes rotas y mvelodos,t NOTA! 'Cabal a blames de modern tempomles oadlas. B movimierUo de actors ',toques d m o ALj�ttj \ \Il ES05 4 t 1 1 t CON,'LLC. reio cis gerrernimente hechg antes que el ' iedro. Antes de emperor ;qua d deco y el arrrorro esteaergaraos y nivetadas. Uri costar e6ims de modern c ms!rw b " ' , tires esters f°s el'os ,totes aagues de 'dos de una roduciro el tonere de p :i , ; �'P ', "o linen de suficnente Esters ataduros ,9raT1 <: oc 1 i rj + eta antra nos ,' , . s rro " ' despua. de b irnst„ 'on d 1, . +h, m � 1 - 1 �• ( � �' rr •iy3 / r . , 1! j ®° S G S7 0 0 4 uerdo ail re uerido en la orders de camera. qua fie entregado en excess de ac q P r atarse del error el climb ra •damente debera bacon, ye sea r escrito o y N OIIFJA 1NICIAI Al pe c p Y pa verbal una ue'a initial al fabncante pore la correcion del dseno, d,bujo, facturaaon del mgtenal o error q 1 D de tabritacion. Lo quejo initial incluye: o L La descri clan de to naluralezo redo de error, inciu endo canfidades. p y 9 Y I n turaleza d redo de correcion del trabo ra uesto, incluyendo estimation hombre horn. 2. Description de o a y g to P P r e no sea el fobricante inclu endo cantidades estimadas y costos. 3. Material qua sere comprodo o of o que Y 4. Costa total maxim° propuesto de to correcion del trabojo y material qua sere compred° o afro qua no sea el fobricante. Ea01 lu err de trabao el dla y a la horn solicited°. EI fabriconle no garantiza y no acepla nmgun° 9 I responsabilidad par el costa asociado con el emborque qua no Beetle ° la hero solicitoda except°, que un arreglo se hallo hecho pot separado, garentizando la hero de Ilegad a ES02 EXPh f ° e s JUN 3 0 � '' NOTE: , 1. These Installation Procedures are intended to depict general installation as described above, Consult your installation NOTA: 1. [dos Procedimientos de bstalocion describir de manera general In inslalation de el objeto coma on menciono arriba. manual or additional NS- Sheets nor further clarifications. Consulte su manual de instolacron o sus Nuevos Dbujos Standout oars una presentation mm Clara. N0. DATE DESattPD NJ 8Y CK A to -26.07 FOR PERMIT fig i End User: SBARFIRE SPORTS Location: TUKWILA, WA L B By A { Sheet (irk 8 I Date Scale Buid's lD bb `"LD�11) ES - 4 I A 0895 Number . Number , issue wryy tt p f {LtV 11 i�rttuL,.. "i,_ r'V, d, a4 °�.. ` ANCHOR BOLTS BY OTHERS (BRACED BAY) DESCRIPTION DESCRIPTION ANCHOR BOLT SETTING PLAN SZE SEE BUILDING DESCRIPTION SHEET Cl cusiomER SEA CON,LI LOCATION TUKWILA, WA. DRN. BY 0(1r8? I DATE SCALE NONE fitettallic builclin9 company 7301 FAIRVIEW • 'HOUSTON, TEXAS • P.O. BOX 40338 ZIP 77041 (713) 466-7788 BP 77240 CAD BY ALL BASE PLATES AT ELEVATION 0'-0" UNLESS NOTED. L A \\ ANCHOR BOLT ING PLAN ANCHOR BOLT DIAMETERS HAVE BEEN DESIGNED BY THE METAL BUILDING MANUFACTURER BASED ON AISC METHOD WTH COMBINED SHEAR AND TENSION. DEVELOPMENT, EMBEDMENT AND HOOK LENGTH OF ANCHOR BOLTS IN THE CONCRETE ARE DESIGN RESPONSIBILITY OF OTHERS. ALSO DESIGN OF SHEAR ANGLES, TENSION PI.ATES, HAIRPINS, AND ANY OTHER EMBEDDED MATERIAL IN THE CONCRETE SHALL BE DESIGNED AND PROVIDED BY OTHERS. NEE. ANCHOR BOLT PROJECTION IS FROM BOTTOM OF BASE PLATE. 29-4 29-4 ANCHOR BOLT PROJECTION ANCHOR BOLT rA k P 11 ' f E 94 Haiti FRAME /EMI: eLoc-.1 3/4" 7 1 1/8" t '-" l i +6-.-C I 1 1/2" 2 1/2" 3 1/2" 3 1/2" 3 1/2" 3 1/2" 17' — 4 23'-8 23-8 6-4 DRAWING STATUS 15' — 5 o 15' -5 FOR APPROVAi THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINIIION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER ■NTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSLED "FOR CONSTRUCTION" CAN BE CONSIDERED AS COMPLETE. LI FOR PFRMLL THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL IN THAT, AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY DRAWINGS ISSUED " FOR CONSTRUCTION " CAN BE CONSIDERED AS COMPLETE 1771 FOR coNsTRutnow x FINAL DRAWINGS. NO. 0 l'-3 l'-3 EXIST.BLOG.STEEL LINE The EOR has reviewed the busting components engineered by others ID tese calculators and drawings tor contormance Ifith the protect spectators. Ihe interlace between tliese compone the nts and protect nas been revievied tor contormance with appropriate building codes. Its EOR was not in tesponsibie charge pi the design, tut did provide the Ions anti design criteria to which these components were designed and reviewed, rsjr '' R gg - rw u JUL 1 2003 Can- RECEIVED -ITY OF TIIKVVIt JUL 3 1 Z003 PERMIT CENTEI, READ - 2o! , 1 Nc ILL-1111 6 Wail Panel Member Screws at 12" 0.C. _ Base Flash (241846) Open For Base Channel (Girt) I Masonr 3 � ) SIDEWALL I a '• - ■ _ f MI . i I c N i� B Others j (y y 7 Masonry - 2 - 2 5E SIVEWALI. t3o1.T PLAN > SEE ANCHOR SIDEWALL BOLT PLAN (Wish Base Channel) < l REF.: NS -45 I F SASE PLATE DETAIL D _ UP A C11atl Se c tion c SEC, A omit:. ' BASE PLATE D 8p- & - . ! SASE PLATE A1;TA L. ' P - C i .4, A:F OLT5 5 /81.1 , ,EASE 5 .7H1L - 14" A ;So1.T5 =, Sie+' eg5Ei - 04K Ilea A. BOLTS 3 4 "0 BASE Pa THE t 2 " w/o Panel Recess w/ Bose Trim STEEL LINE FIN. FLOOR EXIST. BLDG, 94`-4 FRAMED OPENING WIDTH REF- ID , F.O. SIZE QTY. 'SHOP LOCATE FIELD LOCATE, TYPE /REMARKS F1 8' -0 X 10'-0 ONE X O.H, DOOR (BY OTHERS) STEEL LINE --- COMMON STEEL LINE FiN. FLOOR EQUAL EQUAL F2 10' -0 X 10' -0 2 X OH. DOOR (BY OTHERS) 134 a 1 E3 3' -4 X 7 -2 6 X DOOR (BY OTHERS) //////// EXISTING ° o .n1 AT l- of BASE PLATE S TO 1,..g ELEVATIott ( +)24 8 REF.: Open Wall Section SEC. B Comm WaL� SEC. G I � N BAS FRAMED OPENING SCHEDULE A. B O � s D " E E © THK IL " ain fronts Rea oils al Lines: LINES 4 -5 NOTE: AS reactions are shown m Op A igalwe value, '°d:rntes apposite diration 1/ Front SW Nor+ 'Condition Grid A DL+a +EOL /1.4 DL +a+EOL /1.4 DL +a +EQR /I 4 01.+a +EOR /1.4 DL CO DL +LL +a DL +LL + OL +9. +a DL +SL +a DL + UBL +CI. +UBL +a OL+UBR +a a +400 +a +Wl DL +441 a +Wit DL + vtLR OL r 402 IX WK DL 4-0.5 4- + a A a +0.5•SL +VL+a B DI. +A +0.5 A D DL +A +0.5 +a DL + UBL +0.5'4114 -CL A DI + UBL 4- a B + UBR +0591 +a 01. +SL +05002 +a CL +05.21 + SLR 4a DL +0.5.81 +054 +a OL +0.5'U9LrVAR U. + 0.5•SL + 402 + CL DL + UBR +0.5.402 +a DL + UBR + 0.50002 + CL DL +a +TORSION Ea /1.4 DL+a+T0RSIDN E51./1.4 DL+a +TORSION FOR /1.4 A DL +a +TORSIDN EQR /1.4 B 14A-TORSION VOL DL: r20S10N VAL DU-TORSION Oat DL+4ORS15N 0R • A A tl A A 8 A A DL + O.s'ABL + OR + a 8 DL + UBL + 0.5.0.4 + 0. A DL +UBL +0.5'1410 + 8 01 - +0.50BR + MLR +CL A DL +0.5•UBR+ VAR +CL 8 +0.5'SL +WR2 +a A +SL + 05.402 +a A SL + 0.50522 + CL 8 0.5'OBL + 402 + CL A 054181 + 1102 A a 8 + UBL 4 0.5.94.12 + CL A + UBL + 0.5'402 + a B 0,50120 + 402 + a A DL + 0.5'UBR + 7It2 + CL 8 A A 9.9 8 5.4 A -2.1 - 0,6 Hy+ Mom Ver Hor Mont 25 -03 0.0 4.1 -2.0 0.0 4.1 2.4 0.0 2.5 -0.1 00 1.5 OS 0.0 5 -05 0.0 10.3 3.4 0.9 10,3 -3.4 0.0 12.0 3.9 OA 110 -09 0.0 0.0 9.9 -2.5 0.0 5,4 25 25 0,9 -25 0.0 - 2.2 OA - 0.9 0.0 0,6 -2.3 0.0 1.0 -2.3 0.0 -0.6 0,9 0.0 -2.1 22 -0.0 1.0 2.3 0.0 0.6 2.3 0,0 4.1 -G.2 0.0 85 -30 0.0 10.2 26 0.0 11.0 -4.2 0.0 Cl. + 05081 + HLL + CL A 0.8 -09 00 DL 4 0,5•UBL + VOL + CL B 4.5 -2.2 0.0 36 1.1 0.0 8.8 -2.7 0,0 DL + 0.5•t8R + OIL + 5. A 3.0 -09 0.0 DL + 0,5082 + 241 + 0. B 2.2 -22 0.0 DL + UBR +0,5.41 +a A 8.1 1.1 0.0 8 4.3 -17 00 DL + 05•81 + 412 + CL A 6.7 -02 00 DL +0ASL +412 +a 8 7.2 -4.4 0.0 A 11,6 26 0.0 a + SL4- 0.5'402 +a 8 11.0 -4,9 0.0 DL + 05•UBL + 111 + a A 3.4 -1.0 0.0 01 +0.5081. +412 +CL B 6.1 -36 0.0 DL + UBL +05'412 + A 4.9 1.1 00 OL + UBL + 0,5092 + a . 8 9.7 -3.4 00 DL + 0.5080 + 02 + a A 5,7 -1.0 0.0 a + 0.541BR + 912 + 0. B 3.8 -3,6 0,0 DL+UBR +0,5 +a A 9.4 it 0,0 a +UBR+ 0.5002+EL B 52 -3.4 0.0 5.5 3.0 00 4.1 02 0.0 DL + SL + 0.50H0 A a A 11.0 4.2 00 DL 4A + 055410 + a B 10.2 -2.6 ' 0.0 2.2 22 0.0 30 0,9 0.0 4.3 21 0.0 8,1 -11 0.0 4.5 22 0.0 08 0,9 0.0 DL +025 +0.0015 +a A 08 2.7 0.0 OL +UBR +0.5.94.5 +CL B 3.6 -1.1 0.0 7.2 4.4 0.0 6.7 02 0.0 11.8 4.9 0.0 I16 -2.6 00 3.8 3.6 0.0 5.7 1.0 00 5.2 9.7 4,9 3.4 0.0 9.4 -1.1 0.0 6.1 3.6 0,0 3.4 10 0.0 3.4 -1,1 0.0 0.0 1,4 -2,2 0.0 5.1 -3.3 00 5,1 4.3 00 1.4 1.2 0.0 A - 2.I - 2.2 0.0 B - -09 OA A -0.6 0.9 0.0 8 -21 2.2 0.0 oin Frame Reactions at Unee: ONES I -3 Condition DL DL DL AIL +a GALL +a a +st +a m+5/.+a DL + UBL + a OL + UBL + a DL + UBR + CL a + UBR + a. OL + 0 . DL 911 OL + 91.2 DL + 502 DL . v OL, 054 DL+AR2 DL + 402 DL +03, 911 +a 0L +05.814 +a DL 4$1. +0,5.01 + DL +SL +0.5.01 +a DL r 0.5.121 + ALL + CL DL + 050181 + 01. +LL DL A UBL + 00'01 + CL DL + 050BR+ WLL +a DL +0,5018R + NIL +a OL +SL+0.5'02+a DL + UBR + 0.5002 + a DL + UBR +0.5.502 +CL DL + OS•SL + 440 +a 91. +05.81 +4LR+a OL +5.000OR +a DL +SL + 0.5.00 +a DL + 05•1.18R +- 0R + a DL + 0.0080+ 0R +a DL + UBR + 0.5'00 +a DI. +SL + 05.502 + CL a1405•02. +5542 +a DL + UBL + 0.58R2+CL OL + 0,501BR + WR2 + a IX. + 0.5'116R+ 1112 CL a+UBR +0.5'012 D LAUBR+0.5'501 +a 01.+0.+E0L /I.4 DL +x+104/1.4 01+a +E0R /1,4 OL+a +EOR /I.4 NOTE All reactions ore sham in Kios A negative vNuE. inN<ates opposte direction ' + Mom • r Mom + Grid Mar Hor Mom A 2.3 8 2.3 A 17,4 3.8 0.0 8 174 -3.8 0.0 A 238 3.9 0.0 B 23.8 -3.9 110 A A 17.9 2.8 0.0 0.0 9 7.8 A -4,3 -26 0.0 0 -2.1 -1.5 00 A 8 A -11 8 -4.3 A 0.1 3.5 B 1.4 53 A 7.9 -0.6 B 10,1 -3.5 A 20,4 2.3 8 21.5 -4.4 DL 1001 +0.5'411 +a A 8 A 8 DL +UDR +0.5'OL+a A DL +UBR+0.5•WLL +a 8 a + 0.5•SL + 4L2 + CL ' A DL + OS•SL + 992 + a B DL 451 +0.5.502 +a A B OL +0.5•UBL +0112 +CL A OL 1 0,5.081 + 412 + CL B DL : UBL + 0.5092 + a A O. +UBL +0.5 +a B DL + 050I20 + 02 + a A BL +0.5'UBR +Trt2+a B A 8 A 111L +0.501BL+OR +CL A OL+0.5•1BL +OR +a B DL + UBL + 05' + a A 0.4 DL + UBL + 0.5•OR + a B 14.5 A 7.1 DL + UBR + 05•50R I a A 156 B 4,5 OL + SL + OS•BR2 + CL A 227 23.3 0.5 -0.5 7.8 2.8 00 17.9 -2.8 00 -2.8 0.0 0.0 1.4 -3,3 0,0 01 -35 0.0 1.5 0.0 26 0,0 0,0 0. 0,0 0.0 OA 00 -01 -1.1 00 7,1 -3.0 0,0 4.5 1.2 0.0 15.6 -3.3 00 4.9 -1.1 00 21 -3.0 0,0 14.5 1.2 00 5.6 -33 0,0 136 -1.3 0.0 12.3 -5.5 00 23.3 2.0 00 -5.4 0,0 22.7 57 -1.8 0.0 9.4 -SO 0,0 24 16.8 09 0.0 -4.3 00 10.7 -1.8 0.0 4.4 -5.0 0.0 17.4 U.S 00 6.7 -4.3 00 10.1 3.5 0,0 7.9 0,6 0.0 21.5 4.4 0.0 204 -23 00 2.1 3.0 00 40 1,1 0.0 3.3 0.0 -1.2 0.0 3.0 00 -0.1 1,1 0.0 3.3 0.0 -1.2 00 DL +0.5'51 +402 +a A 12.3 5.5 00 0.+ 05.5L +402 A It 9 13.6 1.3 00 5.4 0.0 -20 00 5.0 00 1.8 0.0 A 4.4 DL + 0.5'UBL + 402 + a B 107 A 6,7 DI_ +UBL+0.5'ILR2 +CL B 17.4 A 9.4 B 5.7 A 16.8 4.3 00 8 7.4 -09 0.0 A 4,5 B 6.1 4.3 0.0 -09 00 5.0 00 1.8 0.0 -0,2 0.0 -2.1 0.0 6.1 2.5 00 4.5 -0.2 0.0 a DRAWING STATUS FOR APPROVAL. Li THESE DRAWINGS, BEING FOR APPROVAL, ARE 8Y DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIRS PURPOSE IS TO CONFIRM PRI INTERPRETATION OF THE PROJECT , DOCUMENTS. ONLY DRAWINGS ISSUED ''FOR CONSTRUCTION" CAN BE CONSIDERED AS. COMPLETE. ❑ FOR PERMIT. ; THESE ORAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL IN THAT AS A MINIMUM, � PIECE MARKINGS ARE NOT IDENTIFIED, ONLY DRAWINGS ISSUED FOR C0.00TRUCTION CAN OF CNNSiOEREO AS COMPLETE, FOR Cf1NSTRIIf TION. FINAL DRAWINGS, LOCATION DUE TO WIND DUE TO SEISMIC (E /t. DUE TO CRANE MAX.9RACING REACTIONS ALL REACTIONS IN KIPS NO O DATE BUILDING - A LINE: A H V 3.8 5.2 of rU tcwTt_� JUL 3 1 ?003 PERmiTCENTE 2.9 4, EoR has tee by oh\ets mere e 1te tBB fat ontotmanc components a d atawin9s c me tntettaCe t t the p 5 B8ttcabons• the protect iitt ee prose components and to object ct been ne R Bs ed tot coot codes. �EDR was dot no oBB5 bst dtd apptoPnatehIS' 1e dest9n' e charge or des +9n cntat In IRSQonse s eCficahons and these components *se desigfted provide the p V writch ev�ew�'• REVISIOAG DESCRIPTION FOR CONSTRUCTION BY 050 POSITIVE SIGN CONVENTION +M DESCRIPTION SI CIJSTONER A ±v > +H SEA CL4IL LOCATION TUKWILA, WA. DRN. BY 1 CK BY DATE I BRACING REACTIONS LEGEND H ANCHOR BOLT SETTING PLAN SEE BUILDING DESCRIPTION SHEET CI Y V FIXED BASE COLUMN REACTION LEGEND 10'1.. MT ••.. r �� EXPIRES - lb MAD op- ', -j--• 4 S •6 j r7 J2 v / 03 q JUL 3 200 PERMIT c ENTER mctnflic V uikling, compciny 7301 FAIRt4EW • HOUST014, -TEXAS • P,O. BOX 40335 SF 77041 (713) 466 -7788 ZB' 77240 SCALE NONE JOB NO 0805 - 208870 PH STARFIRE SPORTS CAD BY MBA 5C. SHEET NO. 1 ISSUE A F2 of 2 1 0 ROOF FRAMING BOLTS ENDWALL FRAMING BOLTS. 0� GIRT [l® C LAP BOLTS GIRT TO FRAME SIZE .2" DIA. x 1" MB. V DIA, x 1` MB. COL TO RAFT. RAFT. TO RAFT. " DIA, x IL" .A325 ALTS V DIA. x 1 A325 BLOT 0 PURLIN TO FRAME " DIA x 1" MB. ROOF FRAMING BOLTS MARK QTY •DESCRIPTION SIZE A PURIM LAP BOLTS 4" DIA. x L" MB. 8 PURLIN TO FRAME " DIA x 1" MB. C. STRUT PURIM BOLTS 12" DIA, x 1" MB. D EAVE STRUT BOLTS .2" DIA. x 1" MB. SPACING.(TYP). MK. NO. LoT KNOCK -IN BRIDGING 1 .8 4116N RAKE SUPPORT RAKE TRIM RAKE SLIDE oUTSIDE CLOSURE •G40l POU PANE(. I SU9- G112T (By 'crams) 1MSIDE CIA5ume • SPECIAL PLASH (PEW FA8QIcpTED FOOM PLAT SHEETS) tc G WALL (9Y 0TM $) MISC&lAAEOLW ACCESSORIES DESCRIPTION PEU (PoLAN Wk1YE) LIB KK. PANJEL ABovE 12�e F.D. C4)1 NTBR.NAL PAR.TL7L0145 EAT 6 SPR.UCB"'F21M It ITS Fop T1-10 FoLLoWIH61: (5)3 C)10 5 (I)3= ox5Lo (I) 9!op e•' -4 ..CI 4OOK4L0 5 . L L � & Io212 to Tit 1Z13 (TYP.THIS BAY SAN)_ PURLIN LAPS PEAK TIE. MO 'r r 10212 10112 ° ►oc3kx_12UA . IOG3 ROOF FRAMING PLAN NOTE: ALL ROOF PURLINS TO HAVE (4) - - "s X 1 A -307 BOLTS AT PURLIIJ.- CLIPS .. SGTIo(J ' Aa /E1 K. MK STEEL LIME NO. NO. 9' -8 Io C3612GAI I I 10212 10212 RAKE AI44LE couBLE- LoK pewit. • lo 2CE. PUILLI N STIiP WALL (EYOTHEBS) (IMO DOORS DESCRIPTION N/A DESCRIPTION N/A MK. 29' -4 10ZT3 (TYP_THIS BAY DAM) 1' -2 2' -5i 9' -8 Fl F2 F3 10212 NO. ONE 2 96 0/0 Roo *. STEEL SIZE s.0 x 10 -0 10. X 10 -0 3 -4 X 7 -2 L7 FRWED OFIMINGS 23' -8 1 BAY) 9' -4 DESCRIPTION FOR 0.H.000R (BY OTHERS) FOR 0.H.D00R (BY OTHERS) FOR DOOR (FIE LOCATED) 1' -22 9' -4 1 MK. I NO MK. NO. 15' -5 1OZ14(TYP.THIS BAY) 5! o H5VTLA7059 i DRAWING STATUS 12 4r 1i s FOR APPRTIVAI THESE' DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL,' AND ARE FOR CONCEPTUAL REPRESENTATION ONLY THEIR PURPOSE IS TO CONFIRM PROC•ZR INTERPRETATION OF .THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED FOR CONSTRUCTION" CAN BE CONSIDERED AS COMPLETE; FORPFRMIT• THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL IN THAT, AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY DRAWINGS ISSUED " FOR CONSTRUCTION " CAN BE CONSIDERED AS COMPLETE. EON aN. FINAL DRAWINGS. 3oLle� 2i 0 LAP OPEN FOR MASONRY WALL (BY OTHERS) 34 -s 0/0 STEEL —n 44 MIL 0 TZEQD ?t6 -T.. t. RECEIVED CITY OF n1KtiTL JUL 3 1 2 0 PERMIT CENTS, PARTl710N S9IEET, MG • LINE '13' t oPENFog POP OUI " 1 +� I 1 I T 3 -'q1 L4. NOTE! FIELD CUT PANELS AS REQUIRED AT LEFT 5IDE ' 51 ELEVATIONS e =OUT� LINE 1.3. AT 1Z14HT 5106 4 RECEIVED CITY OF T1 +TAPA 12 4 r DESCRIPTION DESCRPTKN N/A A K.-26-03 wed the bidding EORthestmee by others 1n awe co ' coIE c plth dTwinIs tot pl and speCtftcaaons. me t eliace the Protect ooents and the \toyed Ms \w 1) oe ewed fOT coolcdl1\aoce wR t Ms peen �ytewed es me E0R gas no aPproPttate OA cod d�stgnl b 66 in t%5Runstbl® � dezt9 to w hic h a DPR Tam .__. DESCRPTIDN FOR PERMIT, PERMITCEN ER RECD MIDDLETON, INC. METALLIC SITE SEE BUILDING DESCRIPTION SHEET Cl CuSTDMER 1 SEA CCAI.LLC LOCATION TUKWILA, WA. ORN. BY OCT T BY JOB NO 0805 - 208870 Metallie 7301 FAIRVIEW • HOUSTON. TEXAS • P.O. BOX 40338 ZIP 77041 (713) 466 -7788 ZIP 77240 NOEL IRE UNDERSIGNED IS NOT IRE ENGINEER OF RECORD - y OVERALL PROJECT. JUL 3 1 2003 V,--0 LAP - - OPEN FOR MASONRY WALL (BY OTHERS) RIGHT ENDWALL 34' -8 O/0 STEEL SHEETING • LINE '5' SIDEWALL FRAMING BOLTS MARK DESCRIPTION .SIZE GIRT LAP BOLTS 1 2" DIA. x I MB. GIRT TO FRAME '2 DIA..X 1" MB. ME 1WP - OUP' j 1 OPEN TO REMAIN OPEN OPEN FOR MASONRY WALL (BY OTHI"•F.S) OPEN FOR MASONRY WALL BY OTHERS) 8E3 X16 8E3 X1 DESCRIPTION FOR, PERMIT. OPEN FOR MASONRY WALL (BY OTHERS 6 3�e c i4 (TYP). F-FIN -FLR. THE UNDERSIGNED IS OF RECORD ALL PROJECT. QTY. SIZE JAMB ( " +3 ") I - 1 "(bP_ouTjj OPEN TO VV REMAIN OPEN ES12GA.(TYP). 8Z16 TIN FLooR ELEVATION te LINE 'A' FRONT SIDEWALL I IC. LAP ELEVATION LINE 'A' FRONT SIDEWALL HEADER ( " +4 " ) SILL ( " +4) 33 41 33 4 6x3 .14 cT(P) JAMB COVER 8Z14 OPEN FOR MASONRY WALL (BY OTHERS) 29' -4 4 4 HEAD COVER 3 4 1 33 4 8E3 X16 8'— 23' -8 8Z16 9 - 4 33 ,1 3 4 -S "i CB-_: SZ16 15-5 1' -3 EXIST: BLDG: STEEL LINE. EXIST.BLDG.STEEL LINE. 1'- DRAWING STATUS 5 6. LAP L FOR APPROVAL- THESE DRAWINGS, BEING FOR. APPROVAL ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM P;?'SPER INTERPRETATION OF THE PROJECT DOCUMENTS: ONLY DRAWINGS: ISSUED FOR CONSTRUCTION" CAN BE CONSIDERED AS COMPLETE FOR PERMIT• X THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL IN. THAT, AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY DRAWINGS ISSUED " FOR CONSTRUCTION." CAN BE CONSIDERED AS COMPLETE. FOR (:ONSTRI Li FINAL DRAWINGS. ES12GA(T YP). ('SGIS 15 -5 ELEVATION LINE 'B' BACK SIDEWALL REE C NED rnv of TtJKWIIA JUL 3 1 2003 PERMIT CENTEF, 23' -8 3.13 94 =4 OPEN FOR MASONRY WALL (BY OTHERS) RECEIVED CITY OF Tt7K PERMIT C DESCRIPTION 29. -4 ERECTION 'DRAWING 3 ed the bUdAlny cev1eW these Po FOR has eteeced by others M ELEVATION UNE B �mPonents end daWkn9s 1oc conlo 5t e BACK SIDEWALL d ;atE a %0 ;BCt s pecdicaGons . the T A t �ese components and Tu SH ueen conlof 1 �'a� Ce ce9I'R4E floc, PEO4\,�a,,,�c been codes. i ° THE MANUFACTURER. klas ,pcoodate bett0n9 tt�e d, �jCk1 oat d NOTE: STRUCTURAL SUPPORT AT THE TOP OF THE WALL SYSTEM FURNISHED BY OTHERS IS NOT k ees �nscble chacgs 0 , �� � dv�.len ; n�n ( th8 speGlfteaH ,a,a MC5M these comPon` �" s '' Lo WhiCtk' an d n rOvet. SZE SEE BUILDING DESCRIPTION SHEET Cl CUSTOMER SEA ,.ON,LLC LOCATION TUKWILA, WA. DRN. BY CIO BY DATE E E JUL 3 1 iii 13 EID MIDDLETON, INC LON NO N E 0805 2088 . 70 TO REMAIN OPEN 1.3 OPEN TO REMAIN OPEN llic` buildin9 compony 7301 FAIRVIEW • HOUSTON, TEXAS • P 0. BOX 40338 ZIP 77041 (713) 466 -7788 ZIP 77240: JUN 3 0 2003 S I A,RF1R E SPORTS I BL> . DSC A `' CAD: BY MBA. SHEET NO. ISSUE E2 of 3 A CROSS SECTION FLANGE BRACE BIT 41Y }" x " MB MARK QTY a fiat RI A N 1 V 24" B N k " ". 2" M E M B E R D A T A Column data is listed from Base to Ea+e - Railer data is Fisted from Ea a to Peak Mark Outside Flange Web Inside fb ge Col (BC -1) 1/4 x 6 Ref (RR -3) 1/4 x 6 10 GA x 1-0 10 GA x 1-3 5/16 x 5 1/4 x 6 8 1/4" 1 -8 3/16"± FLANGE BRACE ONE SIDE ONLY (OP). (4) AF Y I A325 !Sot TS * INDICATES ANTI -RoLL CLIP 1 x 8 x 1 - 9 5/16 Plate With (8) 1 1/4 Dia. x 3 3/4 A325 3/8 x 6 x 1 - 11 13/16 Plate With (8) 5/8 Dio. x 1 3/4 A325 Finished Floor 15' -7 3/16 "t to Ridge 34 -8" Out /Out of Steel RIDGE (9YMM) Main Frame Cross Section at Frame Lines: LINES t-3 (N.TS) Main Frame Cross Section at /tame Lines: LINES 4-5 ` (Nfl#P Eo awe t° � _ ( B : °e A io- Zoo -03' DESCRIPAON FOR PERMIT. METALLIE DATE oESCRiP1IoN ERECTION DRAWING SZE SEE BUILDING DESCRIPTION SHEET CI i usTNER SEA CON,LLC LOCATION Tl3KWILA], WA_ ORN. BY 0(0, BY metallic building company 7301 FAIRVIEW :.:• HOUSTON, TEXAS • P 0 BOX 40338 ZIP 77041 (713) 466 -7788 ZIP 77240 JOB NO 0805 208370 CAD BY DRAWING STAT(IS co S tti O, FOR APPROVAL' • THESE DRAWINGS, BEING FOR APPROVAL ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS: ONLY DRAWIN , S ISSUED "FOR CONSTRUCTION" CAN BE CONSIDERED AS COMPLETE. PERMIT. THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL M THAT AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY DRAWINGS, ISSUED " FOR CONSTRUCTION " CAN BE CONSIDERED AS COMPLETE. FOR CONC1RIICDOTS FINAL DRAWINGS. RECEIVED -..+v nr T„t�rne RECEIVED CITY OF TUKWILA JUL 3 1 2003 PERMIT CENTER * tMDICATeS ANTI -ROLL CLIP 1 x B x 1 -9 5/16 Plate NSth (8) 1 1/4 Dia. x 3 3/4 A325 - 11 13/16 Rale YAW (8) 5/8 Dia. x 1 3/4 A325 Finished., Floor f4 15' -7 3 /16Tti to. Ridge 34' -B Out /Out:: of Steel _r4 N IDDLETON, INC. &, 6" 6'• s^ s° 6" y NOTE: All Bolts are I /2" x t" A307 M. Bolts (Typ. V.N.) Self- drilling fasteners are designed to drill the material cnd tap the hole. Material thickness is an important consideration when determining the proper pint diameter. The pint diameter 1s described as the paint TYPE. P P Point types Are as follows: TYPE is Light gauge application TYPE 2: Medium light gauge application TYPE 3: Medium gauge application TYPE 4: Medium heavy gauge application TYPE 5: Heavy gauge application vy 9 9 PP The point diameter allows the threads to tap into the material without excessive force which can break the shank, or very low force which can easily strip -out the material during seating torque. Each point type has °specific Fr UTElength which to t ows tfie chip ,o escape from the hole duri the drilling operation- Dep on allows the application, scree drill screws require a special Pit.Orsectiao. The pilot section ed or. the drill point. The allot area is important to the is the area that is unthreaded performance of the fastener. The reason for the pilot area is so that the drilling of the hole is completed before the threads engage. If the threads engage before the drilling is completed, the drill point will have a tendency to bum because the threads into the material. Downspout et Downspout cyp.) I (TKO ' Anchors Not By u etoi MFiG. [[ 1 Cauma Waage - - Member Scr ew (2) ;12 x 1 1 Stitch Screw At 20" O.C. I Y ' 4 " 1" -`` $ Y —J Panel {I K { ! �f --/ End Loos only Zee A I Lap B Pattern NO impax 45 "PAR" Panel °PBA" Panel Masonry Wall Column Flange � `/ G tter / / OVerhurt{�� 8" 2" Long 1' -2 3/4" LL Downspout to Wall Attachment t0^ 3 Extra Lana 2'-5 3/4" XX 12" 4" Super a" 3' -1 3/. 1 UU 1�c1 tea B B - P 1 6 " Fastener Spacing 2•_4 2' -4 i Meld cut & - Bend DDown 7- cutter- r Pigspout - p (BFL786) 6" 6" 6" s" 1 3/4 \ P urlig Cii p i 3/4 I Downspout Strap Spacing r I i 3/16 "' �� / PL - x6" x 0' -7' I 10' a.C. Maximum Downspout t Eaue Gol Attachment Sr G ter / Uerh / g Flange (As Required) - - Brae Rafter �� I ._ _ '' 1 ■ - 2 Bolts Unless on Erection c Flange Brace ' 9 L 2 x 2 x i 2' ° t" Drawings 14Ga_ M . Bolt Noted w /(i) Clip \ 1 12 % :ec:hch:n:s::t �� 4 � _ T J Base Eave i . Rake �� -'�— o r & Intermediate Girls / �J +/ Offset m s wt / Downsyout Sircy �o Rivet r1I Req � � f / " �� ' / / i 2 500 y .312 / : � �� .. i � , � � �/ r/ f ��/ %f // 250 �,�i to Poo Rivet (41 iii � + i n Downspout Canopy Return—, BF &1 { ) % %i% %� % %%i %i % %v%. % % i� % 098 /A _: / / Point Type: %i Member Fastener Spacing Note: Liner Panels To i' -0" Or. Center Screw Spacing Fastener Location "PBU" Panel At Wall Type 1 Light Duty #10 (.035 -.09Q; #12 {A35 .090; 1f4" (.035-.09 0J #18 (.035 -.098; Type 2 Medium Duty #6' {A35 -.098) #8 (.035 .100; #10 (.090-.11r #12 (.050- .140 Type 3 Medium Duty y . 1.00 .140) # t 10 (.110-.175 #12 (A90 -.210 (.110- -251 Type 4 Heavy Duty #12 {.i45- :312 Type 5 Heavy Duty 1.250- - :5J0 2 ( ; x at / P Flange Brace Clip PL�3 /i6" x 3" x 0' -3" interior Bay Perlin /Girt Fram Downspout � CM Downspout w/ iGclm t .� t ✓ / /� RECEIVED , rrvoF TUt(WtLA Projection / Hoar �flQ PERMIT CE NT E R Eave Canopy Downspout Cet py p ' Downspout Detail Self—Drilling Fasteners NS0001.B NS0006B NS0007A NS0009 NS0009B NOTE: All It are 1/2" x i" A3D7 M. Bolts (Tyo. U.N.) Example: The length of the tip required thickness of the top material, bottom material, and the thread has been pre- thickness of the bottom material shank must be long enough on a drilling fastener is determined by adding the any insulation or void between the top material end thickness of the bottom material. if c hole larger than th driiied or punched into the top material; only the need be considered. (The, threaded p'irtion of the to ext into and through the bottom material drilled_; � � Bock Cutter Shope May Vary i 1 i 1 To ` ,- m ' � -. Yew Tab ' a SO, F 1 \ i- Material Diameter Length Head Type Finish j / � 1 12 -14 x 1 - 4 Type 3 HWH, Self- Drillin Carbon Steel, .0005 Minimum Zinc PL°te # 1 / yP 9 Front I T ` Threads Point Fastener Type Per Inch Length - e Downs po .: ut fi , ;1:1 , � \\�be lap Detail View Bevel Top of Top Mot 'al or Bottom Material .; to be Duller Insulation ` to be Nile. Totot Tckess 1 1FOR!!er Are Do wnspout 3/16„ 3 :._. . � — Prhn Clp PI_�3/16" x 6" x 0' -7" I of the Vie we d \NO � �� Oy l�`✓'' ec9 l $ rid Qw r �Cica'~ ` its e , ,deg e i go � st ��i etifo Qf„ tIldes' r Points I } Gutter — Downspout Attachment Detail p Predrllled Hole Diameter Drilled or Pun Void or Bottom Matenal -.rte- .�► Larger than Screw threads Top Matenoi Insulatio .1.11.111. \I I � ill ! (Long Pilot) Diameter ...... .. --- - 1. Refer to the building erection d rawin gs for t he location and s paci n g downspouts, If the spacing is not known, call customer service: R 2. locate oil downs outs over a mc'or rib if ossible. 8 FO P 1 P 3. Make a cardboard template of the downspout shape. Piave f bottom of the gutter and trace the outline. Remove the temp �#,pi6iat��o From corner to comer, forming on "X" pattern. c 4. Drill a hole at the center of th "X" Using tin snips cut mot X only. Do not cut along the outside lines of the downspout sqi> }I Cb� 5. Bend each triangular tab down toward the ground, 90 degrees p ta.t the gutter.8'<e 6. P os iti on th t o f th d under the gutter. Make sure ttp are on the inside of the downspout. \P�5p0 7, Install (1) fastener #14, 1/8" x 3/16" Pop Rivet through the downsrr gutter tabs. Only the two sides and the front of the downspout will I f asteners. � }�111dtn 9 tae a Shop Prov �� t hes O verflow Slat pu tEiS Pf OtS1Y 2PC C ' Feld Baid t C to ace rnC tpt . the OW' c is a ° e w �� v a1\C g cAlWa • \1pi ` l i, rW aS To \, fl' W ASA, .V�, \ l ' t 'g d �� 41, � � � � @ x� A. ' pt c, ., o d WI" ` ' zy amt 2p bni 7 i Overflow Slot °Q . �II '� ,I - - - ! I — f lan e Brace 9 L 2 x 2 a i4Ga. w /(i) � �� � � � P A I ° g�� 2" • 10" 3" 12.. 4.. T Per Inch Type Self ; Sel. Drilling Fastener Terminology ° : , to be Driller =; 1/2'" x 1" M. Bolt at Clip Rafter ° Flange Brace Clip PL - 3/16" x 3" x 0' -3" Interior Bay Perlin G irt Framing / 9 N (. Drilling Tip t Total Thickness to be Drilled Length Determination t�rd W alg , -.1 �fie�,9° ., 4 ,, ° iv ACS - , Gutter Lai De r °o RF, s':. i0 (Metallic) ^� JON ENG riot Lap = SS NS0006A (� (� NS0007 (� (� NS0007B � , � E VN t NS0009A NS0009A (� 1 NS 00 i 0 EXPI ,,, NOTE - -.. i •, 1. These drawings are intended to depict general installation of item(s) described above. Some item(s) may. have been omitted for clarity or presenlotion. Conseil your erection manual or additional S -Sheer for further guidelines and/or clarifications. REVISIONS Cimtomer.' SEA CON.LEC.' Fi a use srAR1lRE SPORTS / ` I ° / y {� t I 1 d . D I 1 f JUN iii s 3 0 7003 Na . DATE. DESCRIPTION 8Y CK'D A :06/26/03 FOR PERMIT (1{j tle4 By.. CFik By Dote D6 /zs /a3 1 Scale N.T:S. Bcuding 10 I Jab Number �' 0805 208870 Sheet Number S - 1 �_ai Library: 0: \Cad \S Drawings \Drowinos \6 -19 -03 NS Drawinas.dxl (Version 1.11 1 CA 0 00 s.2 } 1 REIi M DDLETON, INC. r 1 1/2" EAVE STRUT RUT Wall Panel Trim BF'•_850 1 1/4" TV _ Max. I Header Member Screws At 12" O.C. I i I Optional Channel Closure Flash NOTE: - I Slope I 12 --- S lo -$ ' (3) Fas �ener18 "- C 7 , ` 4 ' I \ 12 SoPe k 1 1/4" Drilte, sue. When field cutting sheeting or trim, do not use abrasive sows or other cutting methods which produce hot metal particles or bum the cut edges- These methods will damage the paint and galvaiume Finish and vccid Gr:y warranties. Use double cut shears, nibblers or other cutting devices with do not produce h metal particles or burned edges. 3,3/4" i 3/4" p GIRT GIRT GIRT GIRT EATER HEATER FLR. ` 1'-3 1 2" MIN GIRT _ HahOER I FIN FLR. GIRT � = Fl /4 14 SEE NS69. HEAD TRIM 1VOTCPI , ' 1 , \ 7! : r r r Ridge Tie- "" LtO 1' 6C 2 i ,r 2 14Go - :; It t -. and - CETAILS , � Li %I WIDTH 70" WIDT � STEEL LINE STEEL LINE . MINIMUM MIN FRAMING ELEVATION f x I ( T I I EAVE STRUT Ridge Tie Pre -Set to 1 W.P. W.P. V�'. line Up with Bottom Ridge ie T of Puffins ' / / Woll Sheeting Wall Sheen g -- e GIRT -fl al DOOR JAMB 000' JAMB 3/16 " 2-4 /, Hillside Washer Flat Washer Hex Nut Back Up Pl N o t e Cable Brace y 1 1 CaMe Rrace l G 1 � 1 Eye Bolt 1 Web of Frame i to rame Connection JAMB TO GIRT CONN. JAMB TO EAVE STRUT CONN. Roof slope 8" Pur;in 10" Purlin i2" Turin REC. 1/4" JAMB 1 iiii I I HEAD IAMB NI 3 3/4" � L GIRT i =•l- CONN. 1/2 RT -as. A RI-10 A RT -12 A d 1 RT-08 B RT -10 B RT -12 B 2 RT-08 C RT -10 C RT -12 C € 3 RT -08 D RT -10 0 I RT -12 0 / 111 HEADER TO JAMB CONN. _____,L9 GIRT TO JAMB . Trim $" BFL981 NOTE: R.J. CONN. BOLTS ARE 1/2" x 1" MACH. BOLTS UNLESS NOTED FRAMED OPENING FRAMING DETAILS 4 RT -08 E RT -10`E RT -12 E - I D' JKWILA 1 2003 SHEETED WALL OPENING 10" '8f1_982 care OF Ridge Tie Installation JUL 3 12" BFL169 Head Detail For Framed Opening Note: shop welded Up Plate may be located at either side " the web. (If Requied By Design) PERMIT CENTER THREE SIDED FRAME (WELDED CLIPS - NO LINER) NS0021 NS0023 - - , NS0053 NS0059B NS0069 Optional Channel Flash (BR98t) Jamb Member Screw Al 12'" O.C. '.� "RVPBR" Panel "RVPBR" Panel Optional Channel Closure (BFL981) Member Screw At 12" O.C. Trim �'� Jamb T (0.L400) "PBA" Pon et� Jomb (BFL460) "PBA" Panel Closure 7 i Jamb Trim .,,, T PER ENGR. EDGE i I 1/2" 1/2" x i yE - CANOPY RAFTER EWE BUTTON HEAD ur ! CHANNEL BOLTS Ridge Tie Strut F g e Bldg. Ridge Strut Specer (S)%04.) (Beyond) `vI ` ®� pi Cold Formed Steel Components Yield Strength = 57.0 K.S.I. (Typ.) ► saaz �ction N Oanenston5 Member Prorerties Snape y et i L 1 - / -. Q��11311 0 ®KIM 1 l + F Z 36 �)mElWEIE ma ��Mt . ��m �mm� ILO tdk1��.�® ®I� ®�MC 1./8" X 3/16" PO RIV - 1I - Peak PurlinS Knoc Knock -in L 1 l 1 x 14ga (KBA -XXXX) Bridging (KBA XXX7" ' Eave Strut Typical Unless Noted - At Strut Purlin AtRldae 8 Z 12 ®® - 950 ®���� -- - -'-- I , �� - -� " - --- - �" -' 10 �m���EM�' D X HEAD TRIM BFL850- FIELD. CUT PANEL TO FiF INSIDE HEAD TRIM sB`L8.s0 - ) i FIELD CUT PANEL TO OPENING WIDTH HERE ALONG JAMB. (see NS68) 1 3 4" SLOT IN PAN AND EL /UsT r 10 2� ®� ® ® ®�® 10 x ? Z t ..10 2§ 2=s 990 :12 1 .673 2; 2$5 1:968 4.586 . 1: 7/2 X 1 A.. MACH. BOLTS PROJECTION BY - PASS �. - M.F. RAFTER (2) 5 /8" x 1 I /2" A325 BOLTS UNLESS' NOTED ON ERECTION DWG. 0 x 3 Z 1• t0 3'a 3�a y 30 - __ r. i :Zoo- TsL� 3:v � 9[Jf �� -- - L"]l Ltlj Eave Stmt Low Fast #1B //7/4" I /4" Driller w a Washer 1 Purlin 41%.,,,„„.., . # Or � F Knock In Bridding- L 1 " x 1" ,� (KBA X XXX) L 1" x t" x 14 Ga. (KBB -XXXX) (KBB - XXXX) Side Eave Strut High Side lave Strut Ease Strut x 1 m� ®� ®® ®I� LIME -990 R 1.883. 4.681 C 3 2 Z 14 12 3k 3-o .930 14 1.396 29-321 3.078 3 -470 2 13 32 3h 13 t.695 4.682 6.373 EAVE CANOPY AT MAIN FRAME Optional Channel Flash (BFL981) Member screw At 12" O.C. Panel 51 "PBU" Panel Closure Optional Channel Flash (BFL981 T Jamb Jamb Member Screw Jamb Trim Al 12" O.C. 01514-) PBR" Panel "PBR" Panel Closure Jamb trim (eFL22) 12 Z 12 12 3s 3 -990 12 2.093 43 3.512 4.722 4.682 6.374 FlELD'CUT 1 8" x SLIP HEAD 4 " 4 ' saao 8 z 2.Z C 16 8 � � « ch 77 ', 16 0.82c 7.79, 0:675 1 668 Y 1 Bi OVER TRIM. i URETtIAL�E - SEALANT TO SEAL PANEL TO TRIM. 8 $ , ?2 h 80O 14 0.976 9.210 0 , r 8 x 2 'z 12 8 2z 2'z 885 12 1 .463 13649 1;196 4 42 3.412 EAVE STRUT I I CANOPY RAFTER r 8 a 3 C 16 8 3'z 21a1 .785 12 0. 463 ` 3.64 .523 1.523 1.712 0 ` X i _, . L 1%9 FIELD CUT PANEL TO FIT INSIDE '0 � , 2 HEAD TRIM BFL850 I at ce ( )- I o c0 ei /8" X 3/16" PO' 1 \n Vim P91.1" 8 x 3h C 14 8 34 3s I 800 1 4 1.116 11 411 1.808 2.251 8 x 3'z C 12 8 3'z 3 i .885 12 1.673 16.921 2:712 3.574 10 x 3'2 C i ? 10 3 ®.885' 1 1.883- 28.456 2:912 4.861 S 1 Insert Tab into Slot ,,: ' Bend Line Note: The bridging must be inserted into in the purlin, as shown, and the proper Installation. The process must the bridging to function as designed, Knock -In Bridging Installation S 2 Bend Tab � � 90 Degrees the pre punched slot tab bent side ways for be complete for 12 x 32 ' 1 ? 1 3'z" ®� 1 2 2.093 43.758 3:073 6. 93 \ g'1' , 0 \ S _\ . �'a 6 �\ \ � ' 109 - S ECTION "A" ;:r O d e ,OR�O was ° � ' & ('(1e � d \ 9 0 ' \� e \ ...0 ` S a .061% I � ii >� $ ES. 16 8 E.S. 14 8 E �. 12 g 8 8 3 e 3 9 5 5 5 t,088 1.114 1.200 i6 1:058 14 1.256 3 12 3.885 70936 12.924 1 19 143 � 3. y ` 5:1 2 ���" 9 . l 0, � T r t► \Q O � e L, LO 1111=11111. " = ;� L. i; \,i. F %As ` r 1 '" EL 491 P `_ ; a € WI s ' v A M 1 V 7 "a Framed Opening Jamb Trim Details SAVE CANOPY FRAMING DETAIL 10 E.S.14 10 31 5 1.114 14 1.396 21.670 3.69f' 1 • : ed 10 C�" \ �d \fig - % 10 E.S. 12 10 3 5 1200 12 2093 32.195 5.537 an 12 E.S.14 12 31 5 1.114 14 1.536 33:201 3.907 e 12 E.S.12 12 3 q 5 1.200 12 2.303 49.422 5.855 67 (s e`iJS6 L H ' o TRIM' aQV"" a e41 0 SQO� �E1: d ` e ' t, r a '. � G , � R, ® g JAMB AND HEAD TRI ai 0, .� For Roof Slo es 3:12 Or Above P ) NS0022 NS0029 NS0059A NS0067 a� a 0V NS0069A N OTE: I. These drawings are intended to depict general installation. al Hernia) described abase. Some item(s) may hove been omitted for clarity of presentation. Consult your erection monual or additional 5- Sheets for further guidelines and /or clarifications. REVISIONS EXPIRES No DATE OESCRPTIOY BY CK'D 1 �, J ' d i a . , 1 D 0 I A 06 / 26 / 03 FOR PEW Customer: SEA CON',ILC. End User. STARFlRE SPORTS L I HI Location: TUKWI A WE Det. By Chk By Date I Scale 06/26/03 1 N.T.S. $a'Wing 0 I Job Number { Sheet Number I 0805- 208870 I S - 2 Issue A Library: 0: \Cad \S Drawings \Drawings \6 -19 -03 NS Drawings.dxl (Version 1.1) RECEIVED (ITV OF TUKWILA JUL 3 1 2003 PERMIT CENTER Library: 0: \Cad \S Drawings \Drawings \6 -19 -03 NS Drawings.dxl (Version 1.1) Jro O A JUL 3 ) I IrT BRACE ANGLE (2) M SCREWS SAVE TRIM (SIMPLE) (BFL19) PANEL CAP TRIM (BFL271) PARAPET RAKE FLASH VALLEY TRIM (LOW SYSTEM) 1/2°° (2) POP RIV NOTE: 2" MIN. LAP (2) BEADS BE sEAI 01 t2) POP RVETS NOTE: T' MIN. — � — LAP _-- (2) SEAL 1 r) (BFL285), (BFL286), & (BFL287) (BFL705) r - (a) STITCH rREws (2) BEADS TUBE 114" STEP 0 / ) LEG. TO MAKE TAB ::N::E I TAB 17A' (2) BEADS TUBE — SEAL (22) (3) MW RIVETS _ � { AA _ Nl vL ms`s 1 - JAMB TRIM BFL22 FINISHED i S H E D CUT SEAL (0) NOTE: Z" MIN. NOTE 2" MIN. LAP Eave Strut -- ave Stsu: E - COUNTER FLASH VALLEY TRIM (HIGH SYSTEM) 2 �° CORNER TRIM (BFL83D) TIE -IN TROl (BF1195) (L2X2X14 AT JAMB LOCATIONS FRAMED (SAt) tP) Go) \ TO EAVE STRUT ONLY . ... 1 — EAVE STRUT PURLIN _ J (2) MEMBER SCP.ElYS {PIhIN) OPENING JAMB BRACE ANGLE DETAIL - r /2 „ f 1 — (B:L3. 122) i BEADS � ^ (2) PQP '''US (BFL713) r (8) SOTEPA ScRENI5 taYe Strut G.... �7 Frome B W7 (4) POP RIVETS NOTE 2" MIN. LAP (2) POP ROELS (3) STITCH SCREWS (2) BEADS tug _AL ( NOTE 2" MIN. LAP Stiffener Plate — $C STEP FOLD FLAT "2" TAB DOWN 90° TO FORM SURFACE. BEND LINE FOLDED TAB IN PLACE FINISHED HEAD BFL850 / TRIM 1/8" x 3/16" POP RIVET 1 /2" FROM END JAMB TRIM BFL22- VIEW (2} SEAL (12 ") I NOTE: 2" MIN. t P / (2) HEADS WANE) SEAL (62") Eave Strut NOTE: 2° MIN. lAP I (4) 1/2"6 x 1/4' A33 07 Bolts III lilt Section 'rA' ROOF CONVERSION TRIM ( BFL852) TERMINATION TRIM BEL117 -122 ( ) Eave Strut Stiffener Plate SC 1$ CITY RECEIVED JUL 3 1 203 (ONE) FOP RIVET (3) STITCH SCREWS (6) STITCH SCREWS I (2) BEADS TUBE .- SEAL (20 ") NOTE r MIN. LAP (2) BEADS CUBE SEAL (28.) NOTE 2" MIN. LAP I PERMIT kftER__. Eave Strut Stiffener Plate SAVE, CORNER, & TIE -IN TRIM LAPS JAMB AND HEAD TRIM DETAILS PARAPET, VALLEY, & COUNTER FLASH TRIM LAPS (Low Lave) NS0069B N30076 NS0081 NS0083 NS0088A 1�2 SAVE GUTTER (BFL46) RAKE TRIM (BFL50) RIDGE FLASH FIXED EXPANSION RIDGE ROLL V / o ‘1 a ` c°9 4S ..... NI''' - � ° �1 5- . 1 1 iz '- c� e' CAIN Of TU ke lp SE-I) 17 240 I, t teS NU (14) POP RIVETS (BE1212) Oa) STITCH SCREWS (8FL156) (16) STITCH SCREWS (7) POP RVETS STITCH SCREWS (2) BEADS TUBE SEAL (42 ") , NOTE: 2" MIN. LAP NOTE: 2" MIN. LM (3) (2) BEADS TU SEAL (18 ") (2) BEADS TUBE SEAL (36") NOTE -2" MIN. the T11.1 (2) BEADS SEAL (601 NOTE:. 2" MIN.. LAP EWE STRUT f IL" I I DOOR HEADER I (2) MEMBER SCREWS (PWN) DOOR ANGLE (SA1) (L2 X 2 X 14 Co) DOOR JAMB LOW SIDE SAVE TRIM (BFL58) HIGH SIDE SAVE TRIM (BFL54) PARAPET RAKE FLASH FASCIA CAT TRIM TUBE SAL (13 ") (6) POP RIVETS NOTE: 2" MIN. LAP (7) POP RIVETS (BF 280) (BF1281) (BFL282) (2) BEADS TUBE NOTE: 2" MIN. IAP (2) POP RIVE15 (3) STITCH SCREWS (BFL90) (5) POP RIVETS (5) STITCH SCREWS — , 529 TUBE (3) STITCH SCREWS NOTE: 2" MIN. LAP z �a�U RaY' 4e Wd! Pone! 'fy,� 4 4:114 b\1 \` © \��e \A 17/4410 ed a �� lhes � c� ® -, C'K eQa .�nG 4oS�ecoS� \e�\ b, _ 4-'' Ge /. \ , a I O C ' \s \ 4tx Q 'e e •' t % ` ewe aa 4 t '6'a\ a,` . "` �t , c t*� 4 V ��et\ [ "'1 . �_ , Others) ����1` "O'�� Trim insulation end �� ;�'��� Tura Wryt Baca Imitation Must Not Be Exposed 7a , Weather. , ; '•••� i `—' s 1 r DOOR WIDTH i1 SEAL {28") NOTE 2" MIN LAP FASCIA SILL TRIM (BFL92 122) (4) POP RVETS I _ 1 t) TUBE ^ SEAL (10') ! ,` v • ■ \1 FRAMED OPENING JAMB BRACE DETAIL Y ; ........ c \oa e \ 2 .4 L oca t e th e G utter End Cop i 1 /r from tl et�Bld Q er �� a Formed �t4 ' �\ Bose trim _ / Tube Sealant between the End Cap surface and the (tW. Attq�e '. p \13 the '(L\ Gutter using (14) 1/8" Pop Rivets. Check to. make a M a .,, 9 t � eji ' U �te( \ 0 - t Pes Y VaTY) Tube Sealant. Insert the Gutter into the Rake Trim. m attach to the Rake Trim with . 1/8" Pop Rivets: e'a 1$n 4 . t 0 � �r a ae$lt� y0k 4 Gutter to Rake Miter S \c� ° � aao� � �� S? � � ° � � �' \V ti� QT WAS, G �! C� h W L 0 y 7 t � . �� ; ',r. : `� i z ' • . ' f ., NOTE: 2" MIN. LAP METALLIC TRIM LAPS RIDGE, PARAPET, & FASCIA TRIM LAPS (Metallic) • , %,,- -. on c \ ,t�P Blanket Insulation Detal e comb ss / C• NS0082 NS0080 NS0075 NS0084 Q � � "" N 1 4 �O ��?�' JS009 f EXPIRE NOTE: 1. These drawings ore intended to depict general installation of item(s) described above. Some ilem(s) may hove been omitted for clarity of presentation. Consult your erection manual or additional S Sheets for further guidelines and /or clarifications. RwISroI4s S /'� ` 1 -1 f c rd eTai s NO. DATE DESCRIPTION BY CK O A ' 06/26/0.3 FOR PERMIT (tom Customer. SEA CON,LLC. . End User. STARFL4E SPORTS 0 2003 Location: WARN WA. DeL Dy Chk By 06 Scale N.T.S. Build ID I Job Number ! 0805 - 208870 Shc-el Number Issue S - 3 Library: 0: \Cad \S Drawings \Drawings \6 -19 -03 NS Drawings.dxl (Version 1.1) Jro O A JUL 3 ) I IrT Library: O: \Cad \S Orawinas\ Drowinas\ 6-19-03 NS Drawinas.dxl (Version 1.1) TOO (/1"(9 sts "c' Ks RECEIVED t'.rii tar T UKtNItq JUL 3 1 2003 PERMIT CENTER TAB Note , 1: Outside panel closures are required on all sheeted endwalls with a roof slope of 4:12 or less. Note 11 2: BFL24- length Cap Trim will replace the outside panel closures on all sheeted endwalls with a roof slope greater thou 4:12. BFL24- length 2 1/2 InstPanea! tnStallati0n latian Refer to *.'Oe Technel jca! Fastener I Monu fat �, e i t r - , t' r MID # REID D -r— _ � ,'- # UN ,!4 + T r - . _... 8 / APEX TAB) ( INSIDE EXPANSION TAB 82 # 4 1$ x 7/$ Lap Tek , at 12" a.C. I R me .i Cutte Glitter Faye Cover infarmotion l of �__ 1 ve a o. - R - - u ______ 'th the ? oo f DoPaucl ltra -Dek n o _ _ - _ - e r Lot l ; `� ble k rt - — Fastener H. 118" x 3/16" END CAP _ It EXPANSION -- r -, E I RIDGE ROLL_ ■ _ -i rA>3 A ( POP €TS OW) NOTE: Fold Insulation Back Onto Itself For Compression Between Eave Strut and Roof Panel it Must Not Be Exposed To The Weather. (see note 11 2) -- . -- __ Wall Panel � `' : - `'Jt''" Blanket Roof Panel --- { L -`;,��,�, , 1, „p, Insulation ,�, (By Others) Double Sided Tape (Y Others ) B SIGN r' AN BOX Pane{ o Angle . (RA -I) em Member S cre w a t 12” on center — Outside Closure (see note T fl SURFACES OF EXPANSION CAP TO CONFORM ROLL BY EXERTING PEAK BOX. OF PANEL Coum cTION. AND 82 AND TWIST THE TAB 82. AND SMOOTH WfTH FINGER. (REFER TO DWGS Si05A OR S1058) 1. APPLY 2 RUNS OF TUBE SEALANT ALONG VERTICAL AND HORIZONTAL RIDGE ROLL 2. PLACE END CAP OVER EXPANSION WOGS ROLL, ALOWING THE END TO THE RIDGE ROLL PROFILE. DO NOT CEFORM THE TOP OF THE ROSEE TOO MUCH PRESSURE. 3. MAKE SURE TAB A IS EVEN min BUT NOT RESTING ON TOP OF THE TAB A MUST BE ABLE TO PIVOT IN FRONT OF THE PEAK BOX. BECAUSE 4. USING A SCREWDRIVER. INSERT THE BLADE IN THE APED( OF TAB Bl BLADE ENOUGH TO CAUSE TAB BT TO SPREAD SLIGHTLY AWAY FROM 5. INSERT 10 POP RIVETS INTO THE RIDGE ROLL PICTURE ABOVE. 6. APPLY ADDITIONAL TUBE SEALANT ALONG THE EDGE OF THE END CAP EXPANSION END CAP ASSEMBLY Endwall Rake Trim (see erection k) for mafk) / To Be Used To Secure Insulation. p. v `, ** , "+: :. + + :+ ► ++ .t+ +.4• - Eave Stmt Insulation Detail at Eave - Stitch Screw at 12" on center i -- �_ . _ _ ' ; - 8" = 8FL 577 10 = 3Ft 7H i2" = BFL579 Pop Rivet at 12" O.C. Eave Canopy Projection Eave Canopy Low Eave Detail Endwall Panel Cap Trim 3" SS Roof - High System - Gutter NS0094B NS0105 NS01 O6 NS0515 r (2) 1 12 "o xP' A30 TA. Qo 'i ( \i t A Wall Panel Thickness, Plus X Panel Member Screws at 12" C.C. Girt E., \ - C Peak RECEIVED LA CITY OF VOW! ` �aS a s tlS O` C IVe �et\te ' a 4004 S. ' VP C a Of e C �tnQ C � e t cp.. � t 0 � t1 toe te o �e S , S' Xt'O � 9 t%e o f d`e� VP � C\ h 8 Rt SQ ' ,CY Y " e .° g1he 6S t' p ` w 11 0 14* Q to\ ©R t-- , 4 V a \ �,.,00. ' It Li '*s\oo \ ' i o tv h, # } C f ete a ,��+ !y ' i ', r f )z -Z Pullin / An.r t Roll C11P ' 3/i6 PWall (`` Ill Purlin Clip 3/16" Mote Rake Trim Projection, Plus 1/16" ;;u; Rivet Fastener 111E Box Rake Support t'PP Angle Stitch Screw Wog Panel Tube Sealant At R idge _ - . - -- Ultra 111Pli r "B"), Rake Parapet Rake Cleat 8F1290-8 (Locate Directly In Front Of Roof Pond And Against Rake Support Angle WJ (3) Fasteners /lE Trim Praj. + I/16" Purlin of Rafter ___ _________ _____ _ (By ) L�J . • i g : :'Maso / . l Clip 3/16" Plate 41 Base Rosh Masonry Wall With Cee Girt / Section 3/16, 3 UCIn Frame Rafter — Main 'Li' Section 3 0 / A (Dim. " /) For Midwest Rake Trim ( Dm. "8 = 3 5 /8") For Metallic Rake Trim (Dim. "A': = 3 11/16 ") For Metallic Rake Trim (Dim. "8" = 2 7/16" I - Ultra — Dek /Double —Lok Expansion Ridge End Cap Purlin Anti —Roll Clip (at Built -up /Hot - Rolled Rafter) NS0099 NS0105B NSO431 .., NOTE: intended may hove been omitted for clarity of presentation. Consult. our erection manual or. additional S- Sheets for further guidelines and/or clorificotions. 1 These drawings are intended to depict general installation of dem(s) described above. Some item(s) y tY Y 9 / REVISIONS' EXPIRES NO DATE DESCRIPTION BY C KD ! I D t 0 fl C C' r d' '�'- j e I, s A 06/26/03 FOR PERMIT 0-e Customer. 'SEA CON,LLC: End User: STARFRE SPORTS Location: RANA WA 3 0 , 20 Det. By : Ch k 8y Dote: OR /26/0 Scale N.TIS. Budding ID Job Number j. 0805 - 208870 , : Sheet Number ) /sate 4 S -4 l A. Library: O: \Cad \S Orawinas\ Drowinas\ 6-19-03 NS Drawinas.dxl (Version 1.1) TOO (/1"(9 sts "c' Ks RECEIVED t'.rii tar T UKtNItq JUL 3 1 2003 PERMIT CENTER File: D03 -0094 35mm Drawing #1 Valuation of Project (contractor's bid price : $ Existing Building Valuation: $ Scope of Work (please provide detailed information): Kl 1=K) R CC e..",; t LE: -TO (L,t1TS) D.1qCt S S t C NiS Call before you Dig: 1- 800 -424 -5555 er District .Tukwila ❑... Water District #125 ❑ ... Water Availability Provided ❑ .. Highline ❑ ...Renton S er District ...Tukwila ❑ ... ValVue ❑ .. Renton ❑ ...Seattle 0 ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted 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 0 .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑...Hold Harmless Proposed Activities (mark boxes that apply): ❑ ...Right - of-way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ..:Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backf'low Prevention - Fire Protection Irrigation Domestic Water 0...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size.. ❑...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ... Water Main Extension Public FINANCE INFORMATION ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line if .f 11 of OI! WO# WO# Private Private ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size 'I Fire Line Size at Property Line ❑ ... Water ❑ ...Sewer Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Mailing Address: Day Telephone: City Water Meter Refund/Billing: Name: Day Telephone: State Zip Mailing Address: City •State • Zip 4ppticationApermit application (3 -2003) 3/2003