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HomeMy WebLinkAboutPermit D03-203 - STARFIRE SPORTS - CANOPYSTARFIRE SPORTS - CANOPY 1500 INTERURBAN AVENUE SOUTH D03 -203 ,, �..'. .: ��' .. ......... .. .u.lit:a.r:av -+i �u�..tn -, �_ �.+Awo:i..',a::.�.:2.:. ♦t.:. F.`,',. .. 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 DEVELOPMENT PERMIT Owner: Name: CITY OF TUKWILA Phone: Address: 6200 SOUTHCENTER BL, TUKWILA WA Contact Person: Name: TREVOR SCHAAF Phone: 206 - 441 -3066 Address: CARLSON ARCHITECTS, 2111 3 AV Contractor: Name: S D DEACON CORP OF WASHINGTON Phone: 425 - 454 -5038 Address: P.O. BOX 3070, BELLEVUE WA Contractor License No: SDDEACW 108NT Expiration Date: 06/20/2004 DESCRIPTION OF WORK: STEEL ROOF /CANOPY FOR GRANDSTAND. SEE D03 -093 FOR SITE WORK. Value of Construction: Type of Fire Protection: Type of Construction: Water Meter: doc: Devperm $ $120,000.00 III -N 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 Private: N Public: N Storm Drainage: N Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: N Public: N N ** Continued Next Page ** D03 -203 Permit Number: D03 -203 Issue Date: 08/27/2003 Permit Expires On: 02/23/2004 Fees Collected: $1,828.99 Uniform Building Code Edition: 1997 Occupancy per UBC: 0018 Printed: 08 -27 -2003 4�d`f'.- ?•'•>`!.,'!;!� t «ipi'ifii fit. .F;w:Gis•.i;i ad Signature: Print Name: City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: Date: 7-61'3 I hereby certify that I have read and examined t is 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 p mit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construct's o the performance of wj rk. I,am authorized to sign and obtain this development permit. Y7-e Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: Devperm D03 -203 Printed: 08 -27 -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 Permit Number: D03 -203 Status: ISSUED Applied Date: 07/08/2003 Issue Date: 08/27/2003 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: 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). 4: 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. 5: All structural welding shall be done by W.A.B.O. certified welders and special inspected (UBC - Sec. 306(a)5). 6: All high - strength bolting shall be special inspected (UBC - Sec. 306(a)6). 7: 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. 8: 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. 9: 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). 10: 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. 11: ** *FIRE DEPARTMENT CONDITIONS * ** 12: 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) 13: 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. 14: 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) doc: Conditions D03 -203 Printed: 08 -27 -2003 z ~ Lg.. 2 00 cn, -1 _ H Lou m! 0 2 g I 1— w Z = 1--0 zr Ili I U � O — C1 H wW i~n. L- O ..z w - • I O ~' z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 15: Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 16: 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) 17: Maintain fire extinguisher coverage throughout. 18: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 19: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. / �� Signature: ���'1. � � =- Date: �/' Print Name: �C -� �� /Y r doc: Conditions D03 -203 �03 Printed: 08 -27 -2003 CITY OF TUKWILA Community Development _partment 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** King Co Assessor's Tax No.: 22 SO4 9 001 Site Address: l 5 OOO I H7 .J2 / .Y f AN‘_ 5. Suite Number: Tenant Name: I?'tr I1 '� Property Owners Name: t i Mailing Address. Name: Mailing Address: 211 ) 3 • Q E -Mail Address: eirt3c,1, g ore a1ri Y'G1/1 . GD1 Company Name: Mailing Address: Contact Person: \applications \permit application (3.2003) 3/2003 S D w1 K STNiff E -Mail Address: 6t.ali 1 T ok{p con , con') Contractor Registration Number: OE EA C OOJ ) 65 Company Name: CP. 1214301 Ac- Mailing Address: 2J Contact Person: L._L. E -Mail Address: (f jeKt. c CY>Ys o,, f e- Page I ia! City Ci y Fax Number: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record tty New Tenant: State Day Telephone: e . 1 . VDCC Floor: (�,.... Yes D ..No Zip es City State Zip Day Telephone:2,3 . et e-} Fax Number: 1 454 . 882 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 T All plans must be wet stamped by Architect of Record 12 State Zip Contact Person: —1- t d2 f E -Mail Address: - ,hc ei f @ Cat I rc,1 .ccrn Fax Number: Z6_ '773. 4a1 Day Telephone: 2t ..'H) • g Company Name: EH (- j- Mailing Address: - 1 6 111—.E--- IVAN ,F3l ) City Slate Zip � Day Telephone: C 5;247; . r7,17,0 Fax Fax Number: '`O • c5•2 2• • C':! t5 BUILDING PERMIT. INFORMATION 200-431.-3670 Valuation of Project (contractor's bid price): $ 1 7-0 000 Scope of Work (please provide detailed information): Will there be new rack storage? ❑ ..Yes 21.. No FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑ ..Automatic Fire Alarm ∎applications\permit application (3.2003) 3/2003 Page 2 Existing Building Valuation: $ >; 14 MU. If "yes ", see Handout No. for requirements. • 0 .None ❑ . Other (specify) Provide All Building Areas in Square Footage Below PLANNING DIVISION: 1?.. pp T p ¶MT Single- family building footprint (area of the foundation of all structures, plus any'decks over 18 inches -arid 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 ❑ :.No If "yes ", explain: Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes . No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Materia Sa iy Data Sheets. .stY:a - tom: Existing • Interior . Remodel Addition to Existing .. Structure New Type of Construction per UBC Type of Occupancy per UBC 1 "Floor - 2 " Floor - 3`° Floor. Floors thru Basement Accessory Structure* . • T Attached,Garage Detached Garage Attached Carport •. Detached Carport Covered Deck . • Uncovered: Deck BUILDING PERMIT. INFORMATION 200-431.-3670 Valuation of Project (contractor's bid price): $ 1 7-0 000 Scope of Work (please provide detailed information): Will there be new rack storage? ❑ ..Yes 21.. No FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑ ..Automatic Fire Alarm ∎applications\permit application (3.2003) 3/2003 Page 2 Existing Building Valuation: $ >; 14 MU. If "yes ", see Handout No. for requirements. • 0 .None ❑ . Other (specify) Provide All Building Areas in Square Footage Below PLANNING DIVISION: 1?.. pp T p ¶MT Single- family building footprint (area of the foundation of all structures, plus any'decks over 18 inches -arid 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 ❑ :.No If "yes ", explain: Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes . No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Materia Sa iy Data Sheets. .stY:a - tom: Pc_ ,WO.RKS PRMIT_ INF(RMATION : Scope of Work (please provide detailed information): Water District ❑ ...Tukwila ❑ ... Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate 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 cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: 'applications \permit application (3.2003) 312003 v tl 11 Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑... ValVue ❑ .. Renton ❑ ...Seattle 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ .. Highline ❑...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. f/ ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ... Sewer ❑ ... Sewage Treatment Page 3 City City 91949 WIY. IRl�IY. YfbIMMW. i! �4TIMlMM. wW !M.u..NnV.y, 'N.MM 19,9:19 9 iinvV? 1.944N9. ❑ ...Renton ❑...Traffic Impact Analysis ❑...Hold Harmless ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO# ❑ ...Temporary Water Meter Size.. WO# ❑...Water Only Meter Size 1 1 WO# ❑...Deduct Water Meter Size " ❑ ...Sewer Main Extension Public Private ❑ ... Water Main Extension Public Private Day Telephone: State Zip Day Telephone: State Zip 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+ I-IP /1,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator— Comm /Ind MECHANICALPERMIT INFOT ATION 206=431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: 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): kb Cf-L, Use: Residential: New ....0 Replacement .... 0 Commercial: New .... 0 Replacement .... 0 Fuel Type: Electric 0 Gas ....0 Other: Indicate type of mechanical work being installed and the quantity below: 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 THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Print Name: BUILDING 0 ► R OR AUTF Signature: Mailing Address: *2-11 Date Application Accepted: 7 -P-03 \applications \permit application (3.200)) 3/2003 ED A A NT: Date Application Expires: / Page 4 Fax Number: Day Telephone: Date: 1 /WeD3 Wt. Staff Initials: Zip •, ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 2954900426 Permit Number: X03 -203 Address: 6800 FORT DENT WY TUKW Status: ISSUED Suite No:. Applied Date: ' 07/08/2003 Applicant: STARFIRE SPORTS Issue Date: 08/27/2003 Receipt No.: R03 -01257 Payment Amount: 388.08 Initials: SKS Payment Date: 10/16/2003 04:24 PM User ID: 1165 Balance: $0.00 Payee: STARFIRE SPORTS TRANSACTION LIST: Type Method Description Amount Payment Check 1365 BUILDING - NONRES 000/322.100 PLAN CHECK - NONRES 000/345.830 388.08 Account Code Current Pmts 235.20 152.88 Total: 388.08 3706 10 /i7 971.5 TOTAL AL 388.08 Printed: 10 -16 -2003 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 2323049001 15000 INTERURBAN AV S TUKW STARFIRE SPORTS R03 -00816 SKS 1165 STARFIRE SPORTS TRANSACTION LIST: Type Method Payment Check Description 1214 RECEIPT ACCOUNT ITEM LIST: Description Account Code PLAN CHECK - NONRES 000/345.830 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 718.74 Current Pmts 718.74 Total: 718.74 D03 -203 PENDING 07/08/2003 718.74 0265 07/09 ''716 in TAI. 713;74 07/08/2003 03:03 PM $1,110.25 Printed: 07 -08 -2003 Parcel No.: 2954900426 Permit Number: D03 -203 Address: 6800 FORT DENT WY TUKW Status: APPROVED Suite No: Applied Date: 07/08/2003 Applicant: STARFIRE SPORTS Issue Date: Receipt No.: R03 -01051 Initials: SKS User ID: 1165 Payee: STARFIRE SPORTS ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT TRANSACTION LIST: • Type Method Description Amount Payment Check 1272 1,110.25 BUILDING - NONRES 000/322.100 STATE BUILDING SURCHARGE 000/386.904 Account Code Current Pmts Payment Amount: 1,110.25 Payment Date: 08/27/2003 04:11 PM Balance: $0.00 1,105.75 4.50 Total: 1,110.25 Printed: 08 -27 -2003 Project: Type of Ins ection: , A1/4 I P- /2E Address: o aA , 7, PDg7 Date Call d: - D Special Instructions: ` � Date Wanted: f7 `/ ^^0� a.m. p.m. Requester, Phone No: a1' ; -S ---C INSPECTION NO. INSPECTION RECORD Retain a copy with permit 103 -ao CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: e r vvv imp 1-04-c_ k) Inspector (} .A ��( .ter Date: 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: 55 3 Z - 00 co 0 J W O u_? tQ CY = W Z � Z � U 0 I— W uJ 0 L I o . W = , O ~ z Project: n� J'�i�`Z Type of Inspection: r 1--.0,\A-4-`, rt l CAN\rcAS Addr ss: Q CO .. b : yci- Date Called: Special Instructions: ,~ Date Wanted: a.m. p.m. Requester: Phone No: X pproved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 tb3 PERMI O (206)431 -3670' O Corrections required prior to approval. COMMENTS: I nspecto . h m it t r Date: ! _. 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: Project: C t Type of Inspection: , Address: 6600 co - 1NP v,+ Date Called: Special Instructions: Date Wanted: a.m. p.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 DO? o3 �pproved per applicable codes. Inspector:' SS ❑ Corrections required prior to approval. COMMENTS: Date: (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: t J &` , /0 ,a-A /. , Cr 5 Type of Inspection:, I *P 2_.... 4lHl i/rer V ... -, k.5 6,,G., 4 0,46 ��Q ,/ / 4 d`' Date Called: ii J J° - 1-.) Special nstructions: LCe) P M Date anted: ( L.{ t 1 04/ t. ! " 7 a.m. p.m. Requester: 1 Phone N ,/"- ( t.2-- ,&c- . e. -Ke,c 7 J c. / ) - , , 4 / / , , , , `.,.... ,, �.. 7z, (,_ ,) l 44 . - /. 4 , - r_It ( t i , e. Pro gc : r Type of Inspection:, I *P / C Cc4 A dress: ,— Date Called: ii J J° 00 V <,( � /, Special nstructions: LCe) P M Date anted: ( L.{ t 1 04/ t. ! " 7 a.m. p.m. Requester: 1 Phone N INSPECTION RECORD Retain a copy with permit INSPE ION NO. PERM CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)4 -3670 Approved per applicable codes. Inspector' Date: L-7-2,-62 p i\ ri $47.00 REINSPECTION F REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Corrections required prior to approval. Pr�jei�7 � Type of Inspection: A dre s • act i- J� — Da a Called : . z I J o Special Instructions: • ate Wanted: 1 - 1i Requester: Phone No: `3- 0to-Los0- llasg .., 1. ,1( • ci• tlt:`4.:' ii jc: %b'� «it t ,i:d„'t�•,i$r3- „e :[ ?i INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Od Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 \15,,,e... W11 v■o ` 'S , r Inspector:' ) NanArJvir - Date: 2 -11._ 014 $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 -P SS 100)c COh3i111'fPc( S'ew\' - PCIAYA r COA \)pti SO,a%��. x )i —'\ G-eV\ VLJ f I C - Special Instructions: t I hS it t r\ C e i l I t4 1t ` I 41 ii,..d i wet lls PhV lfogollg •�} U! — 119 SV Loc,a C3 Noi . \1°C- l C. wa 1A -e Ls \ 4 4 ' 1 1,500 IA) a4 s io1ct 1 1 r \)ox '17 pv . e IAA ' t — k- 0 ct4 e' rc -;v,c Pro' �` Ty o p C ? ��� i • A tcjie s : Date Calle 0 I I Special Instructions: Date Wanted: / � i—i , cm ii:. Re q ueste : PhV lfogollg •�} U! — 119 SV Loc,a C3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 t3' 2D3 (206)431 -3670 Approved per applicable codes. 0Corrections required prior to approval. Inspector. Date: to -- 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: 9( sB z . i1- . w I J U 00 tn J WO u_ = N d I Z Z W LU U� 0 I— WW H� lt. O .. z W U= O ~ z COMMENTS: S r C* 1 V\ CAA CA4 - :??Holm t �'t, ,�pc -S : IPIAc irve 1 S'Arl N -ea a pf ra m I 4' i� 1� - ± ■ 6 B 0, v..0( "ZFI, ._ G ,r iS‘NetA ,r WO , _ , Special Instructions: Dat Wanted: 13 /0 p•m• Pie t: S r Type of Insr� tion: [`rGC. r ci Ad ress • ugh O i. „- Date Called: 1.6 2 f Special Instructions: Dat Wanted: 13 /0 p•m• Requester: �J r-7, 1 (9 5 - Le s' " ra Approved per applicable codes. INSPECTION RECORD ` Retain a copy with permit .�.1 aD INSPECTION NO. PERM! • . CITY OF TUKWILA BUILDING DIVISION 4 . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (216)431 -3670 Corrections required prior to approval. Inspecto . Date: 3 _0 L 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 I.) ro i \e e►nc, fla ecl. i 40 tac i- 6- acc�e4 S +b 4oe P 2 -Coal-. o`C - (4)CA D - P 1 1t( (NG v\(1 pl .c-A- rvc4ufal s4 --e,e. i . ` .k`‘ s gpQ1Zes ‘-a fl 45-1- A6r-V1. u,, IA)t� -- ) L>r., (I 5 _ .S(r) o 4-k. wok It ,s V4)0,41-,■ ►.� CA. . OY 4- o S v1t r.cA a our..., 0 .2) h yrv�v,r Lo N '` Pr' ci p rove(i �r^�v` ti 3 .I A \16ue f Pt ii hI ("' Q\1 - eLl Sni,c+ � , A Pr ec : Type of I spection: uleivroY D 0(0 1111/1 A%r r 'i.: # D + , ` Date Called: I '��� ( Special Instructions: 5)6) Date Wanted: a.m. yi�k4 c p. : � Requester: . � Phone No: zuo ( 60 _ 65 - 2e, INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 N Approved per applicable codes. Inspecto li2 � INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 M Corrections required prior to approval. Date: 1 3 . o L $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:� e - C'L�t/ .' /'I[' Ad ss• dr J , 1 I P . e Ltd' c tN r fI) and t c5 , / o9 s — 03 1 Special Instructions: S'�l D ate Wan -217 — 0 3 C 2 ) C) I A >r- "i, I v c /) w /�"�►/ k to 1) // r (A fill )4 Iry -.0 - / Ire "IL ; -r e y\1 ' rt 1 , ry i O . Pro' t: , ......W41 /47 . Type of Inspection:� e - C'L�t/ .' /'I[' Ad ss• dr J , 1 ' _ Pelt )7 - Date Called: /, - �3 — 03 Special Instructions: S'�l D ate Wan -217 — 0 3 • a m Requeste : Pho No: INSPECTION O. 7.00 REINSPECTION F paid at 6300 Southcenter INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PER N (206)43;1 ;'3670 QA' AApp roved per applicable codes. Corrections required prior to approval.__ sp � r: Date: /2 - .2... 9-` E REQUIRED. Pryor to inspection, fee must be Ivd., Suite 100. Call to schedule reinspection. Receipt No.: Date: _i COMMENTS: ... ----- /!'/&-j . . .r Address x o f 1 - r. D. to al ed: " aIc / ; l �o ' � 40 hl� _ ,.,..��� - /- / � A Phone No: r, _ . - .ter �► ■ p -- At i--$/ "re 6,-_,..--4-j '/ 'fr' t _ To.O. 7 •. Project: Ti Inspec, • iii Address x o f 1 - r. D. to al ed: " aIc / ; l �o ' Special Instrucns: ti o Da e Wanted: a.m Requester: Phone No: Inspector: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Date: (206)431 -3670 Corrections required prior to approval. . III ;Adak • 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: Prot! r�} ` Ty e of Inspection: A dyes 0 Du d , ' Date Balled: ��/ Special Instructions: p eo W , p / ZCIA4A1 6 Zen 1( li-0il Date Wanted: I V 23 03 P.m. Requester: / Phone No: � (c. zo C47 -ust - �.� X 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 El Approved per applicable codes. £ 3-aD 3 El Corrections required prior to approval. COMMENTS: hell Ci) 1'41\ I ( 1 1,, +-s nv\ . Or) pro\-.)\-e c Inspector: \ 4A L Date: 10 25_6 $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: Proje t r, // v : .....e.4J: Type of • tj /6 be t �.C:= t— Address: dG� n. 7' /a, ‘.7 Date Called: /U -/ -G 3 Special Instructions: . / / c:2 — / 4-'a7.l /•' a'd7,. Date Wanted: T m,. Requester: 9.6z-ao'7Z/ � _ 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 E] Approved per applicable codes. ho3 -Zo3 Corrections required prior to approval. COMMENTS: Qtr /X14 i4 (N i 41\ Gl v 4k Coln ,t v14- G ✓ 713 G ,S; Uh t ssCC) r Inspec Date: )o 1,`03 $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: City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Project Name 4 .„ ± f 1 �� fw °.. � T� 1 6)12 I S 'Address • Retain- current inspection. schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: Authorized Signature A h �' r4 FINALAPP.FRM Rev. 2/19/98 TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM �_. /1 A# i P Steven M. Mullet, Mayor R p Permit No. Date Suite # T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 r E 1 N W ENGINEERS NORTHWEST, INC., P.S. FILE COPY At Fort Pent 1'arry TUKWI LA, WA ST'RUCT'URAL CALCULATIONS GRANDSTAND Pei ESSBOX OCTOBER 2003 ENW JOB NO. 02116003 STRUCF'URAL ENGINEERS 6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522-6698 S tc u 'f(Ae' Soccer Co DESIGN CRITERIA CODE: 1997 UNIFORM BLDG CODE WIND: 80 MP1 , EXPOSURE B SEISMIC: ZONE 3 CEILING LL 201'SF CITY Of TUKWILA APPROYWD OCT 1 6 2003 AS ? OEEll INCOMPLETE IbiON it RECEIVED CITY OF TUKWILA PERMIT CENTER o3'Z03 ENS ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AvE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522-6698 I PROJECT # PROJECT a1 -6 ( DATE /6/0_3 r SUBJECT �f e � 17 t' � c�✓ ( V G I S li t , ) SHEET Or By ("r -o'{ 1-14, tkfl- 18 (PAT) '-14- D 11- tl fi 3 vi c = rr KA Rkr I n-1 - H / C 1% t. (stAL05 6' 4 t O(? g) (), v / l j' 3 J = ((p.411 P 1 ) PEA pk) p4614, v�a� PV cusp i ' I M P a - ka9 � c fi (by v\) IN D oa OA P( ? : 1(.4(Din)(ito)(/.2-)• ,6 4 P 6P i o M 13' -3" VISITING PRESSBOX 1.g 4' -2" 1 ■ MAIN ' ' SSBOX 7' 6" R 1 S I HOME PRESSBOX 13' -3" ° t , I CP w p/APfty F I\ 7 ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOOD , LAWN AVE. N. E.. 4205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT_ C , VE- DATE /0/P3 SUBJECT Vir 6 t y BY er dc.ei tfes ()vim- , r2( I � � uAdct, 4;ct' 1 w I S 1 /HIP trOic I(0 rvu u,l r , 113 Ott et D ° 1(c 2 yj 5 / ri YA. q(o P 4 ffilArA t,► e7povv., Y' i d (0 tiV /04/ L `b Atoit tc2(6.(4 uJ "\' k lIG IWp( 11110110))7- (9,10) )7 10 P tir: -* ovEk) �i V i lLC 0, 1 f { Z1 frit Slth4 t 1 (i) 4_ (KU) / v 1 74 P -F 4 (. o v NS 1 � ((v2n N< yvo (( -) (q i is - Z., ' c + = 61 P TM() ik w r.\ 1Wctk. wik\es I y1 ( /'c1A 7 L ) i n k " 4 set fi► 1 ?� o Jour & /4 /' o lei --- l- ce //' y ZI /PfP Pf 04(A) SF►EET OF ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT # SUBJECT Pf.P92\90\,c t i( PROJECT 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522-6698 W &ft DATE ZADIfi ( M‘i kit- to o xc 04," w ti3 x 1 Q C 6A r., 1(7)?-(61)(Lsi lac lL 0,c_i_5 (6) kg z USt 4 2IMPO4 gAD rstP SHEET BY IL/ = %f OF ENS ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS SUBJECT vess v /DX Oi; r / wsr 6869 WoonLAwN AVE. N. E., 11205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT _�I_Y4'sLl� DATE SHEET BY 'ea V ik ,'1((j41g -2 4(CG (°I 2= (3( ext t/ 4LL -1 l /& rr6 C 15 6 Mies / 22 1 R IS`F I' SCI!t-/4 - 53 PL's vA- OF ) ( MA) I 694 ct 3esign Loads (Ib /f1 Jsl Spa. 18ga. Single Spon 16ga. 14ga. Two Equal Spans 18ga. 16ga. 14go. Single Span 18go. 16go. 14ga. Two Equal Spans 1 Bga. 16go. 14ga. DL = 10 12 16'11" 18' 2" 19' 6" 17' 8" 2310" 26' 2" 21' 4" 22'11" 24' 8" 2V 7' 29' 4" 33' 1" LL = 20 16 15' 3" 16' 6" 17' 9" 15' 3" 20' 8" 23' 9" 20'10" 22' 5" 18' 9" 25' 5" 30' 0" TL = 30 24 12' 6" 14' 5" 15' 6" 12' 6" 16'10" 20' 3" 15' 3" 18' 2" 19' 7" DL = 10 12 15' 8" 16'10" 18' 1" 16' 4* 22' 1" 24' 4" 1 9 9" 21' 3" 22'11" 20' 0" 27' 2" 30' 8" U. = 25 16 14' 2" 15' 4" 16' 5" 14' 2" 19' 1" 22' 1" 17' 4" 19' 4" 20' 9" 17' 4" 23' 6" 27'11" TL = 35 24 11' 6" 13' 4" 14' 4" 11' 6" 15' 7" 18' 9" 14' 2" 16'11" 18' 2" 14' 2" 19' 3" 23' 1" DL = 10 12 13' 5" 14' 5" 15' 6" 13' 8" 18' 6" 20' 9" 16' 9" 18' 2" 19' 7" 16' 9" 22' 9" 26' 3" LL = 40 16 11'10" 13' 1" 14' 1" 11'10" 16' 0" 18'10" 14' 6" 16' 6" 17' 9" 14' 6" 19' 8" 23' 8" TL = 50 24 9' 8" 11' 5" 12' 3" 9' 8" 13' 1" 15' 8" 11'10" 14' 5" 15' 6" 10' 8" 16' 1" 19' 4" DL = 10 12 12' 5" 13' 4" 14' 4" 12' 6" 16'10" 19' 3" 15' 3" 16'11" 18' 2" 15' 3" 20' 9" 24' 4" LL = 50 16 10' 9" 12' 2" 13' 1" 10' 9" 14' 7' 17' 6" 13' 3" 15' 4" 16' 6" 13' 3" 18' 0" 21' 7" TL = 60 24 8'10" 10' 7" 11' 5" 8'10" 11'11" 14' 4" 10' 8" 13' 5" 14' 5" 8'11" 14' 5" 17' 7" DL = 10 12 11' 6" 12' 7" 13' 6' 11' 6" 15' 7" 18' 2" 14' 2" 15'11" 17' 1" 14' 2' 19' 3" 22'11" LL = 60 16 10' 0" 11' 5" 12' 3" 10' 0" 13' 6" 16' 3" 12' 3" 14' 5" 15' 6" 11' 5" 16' 8" 20' 0" TL = 70 24 8' 2" 10' 0" 10' 9" 7' 7" 11' Cr 13' 3" 9' 2" 12' 7" 13' 7" 7' 7" 12' 4" 16' 4" DL = 20 12 14' 5" 15'10" 17' 0" 14' 5" 19' 6" 22'10" 17' 8" 20' 0" 21' 6" 17' 8" 24' 0" 28'10" LL = 25 16 12' 6" 14' 5" 15' 6" 12' 6" 16'10" 20' 3" 15' 3" 18' 2" 19' 7" 15' 3" 20' 9" 24'11" TL = 45 24 10' 2" 12' 7" 13' 6" 10' 2" 13' 9" 16' 6" 12' 6" 15'11" 17' 1" 11'11" 16'11" 20' 4" DL = 20 12 12' 6" 14' 5" 15' 6" 12' 6" 16'10" 20' 3" 15' 3" 18' 2" 19' 7" 15' 3" 20' 9" 24'11" LL = 40 16 10' 9" 13' 1" 14' 1" 10' 9" 14' 7" 17' 6" 13' 3" 16' 6" 17' 9" 13' 3" 18' 0" 21' 7" TL = 60 24 8'10" 11' 5" 12' 3" 8'10" 11'11" 14' 4" 10' 8" 14' 5" 15' 6" 8'11" 14' 5" 17' 7" DL = 20 N l0 N 11' 6" 13' 4" 14' 4" 11' 6" 15' 7" 18' 9" 14' 2" 16'11" 18' 2" 14' 2" 19' 3" 23' 1" LL = 50 10' 0" 12' 2" 13' 1" 10' 0" 13' 6" 16' 3" 12' 3" 15' 4" 16' 6" 11' 5" 16' 8" 20' 0" TL = 70 8' 2" 10' 7" 11' 5" 7' 7" 11' Cr 13' 3" 9' 2" 13' 5" 14' 5" 7' 7" 12' 4" 16' 4" DL = 20 12 10' 9" 12' 7" 13' 6" 10' 9" 14' 7" 17' 6" 13' 3" 15'11" 17' 1" 13' 3" 18' 0" 21' 7" LL = 60 16 9' 4" 11' 5" 12' 3" 9' 4" 12' 8" 15' 2" 11' 5" 14' 5" 15' 6" 10' 0" 15' 7" 18' 8" TL = 80 24 7' 7" 10' 0" 10' 9" 6' B" 10' 4" 12' 5" 8' 0" 12' 7" 13' 7" 6' 8" 10'10" 15' 3" DL = 20 12 8'10" 10' 7" 11' 5" 8'12" 11'11" 14' 4" 10' 8" 13' 5" 14' 5" 8' 11" 14' 5" 17' 7" LL = 100 16 7' 7" 9' 8" 10' 4" 6' 8" 10' 4" 12' 5" B' 0" 12' 2" 13' 1" 6' B" 10'10" 15' 3" TL = 120 24 5' 2" 8' 5" 9' 0" 4' 5" 7' 2" 10' 1" 5' 4" 10' 4" 11' 5" 4' 5" 7' 2" 10'11" NOTES: 1. 600XC SECTION Joist spans based on: L/240 deflection limit for DL +LL: L/360 deflection limit for LL Allowable moment — Assuming continuous lateral support of the compression flange provided by properly attached flooring material (i.e. metal deck, plywood, etc.), using Fy =50ksi for 12, 14 and 16 gouge joists and Fy =33ksi for 18 gouge joists. Combined bending and shear. Combined bending and web crippling, using two members back to back, end bearing length of tin. and interior bearing length of 3.5in. Check end reactions with web crippling tables and interior reactions for combined bending and web crippling to determine if two members bock to back are required at support points, (See page 51 for example calculations.) Allowable shear and web crippling values based on unpunched joists. 2. Rim Joist /Track must be installed of the ends of all joists. 3. For special loading or support conditions or if punched joists are used, contact manufacturers technical representative. 1.625" —4 1 — .375" Min. t 800XC SECTION /$ - SECTION 8FT. 10FT. 12FT. 14FT. 16FT. 18FT. 20FT. 12in 16in 24in 12in 16in 24in 12in 16in 24in 12in 16in 24in 12in 16in 24in 12in 16in 24in 12in 16in 24in 158XC20 0.46 0.42 0.33• 0.31* 0.26a 158XC18 0.63 0.62 0.53* 0.47* 0.420 0.310 0.32o 0.26o 158XC16 0.84 0.84 0.84 0.68 0.68* 0.58o 0,52* 0.470 0.370 0.370 158XC14 1.15 1.15 1.15 0,91 0.91 0.88* 0.72• 0.680 0.590 0.530 0.48a 250XC20 1.06 1.06 1.01 0.93 0.85 0.69 0.68 0.58* 0.410 0.47* 0.370 250XC18 1.41 1.41 1.41 1.23 1.23 1.07 1.00 0.90 0.71* 0.73* 0.62• 0.43o 0.520 0.410 250XC16 1.85 1.B5 1.85 1,59 1.59 1.59 1.35 1.35 1.23* 1.13 1.04* 0.87o 0.86• 0.760 0.60o 0.650 0.56o 250XC14 2.50 2.50 2.50 2.11 2.11 2.11 1.76 1.76 1.76 1.45 1.45 1.30• 1.20* 1,11* 0,940 0,930 0.840 350XC20 1.63 1.63 1.63 1.51 1.51 1.43 1.36 1.28 1.06 1.09 0.96 0.71* 0.83 0.68* 0.44o 0.604 0.460 0.220 0.430 0.290 350XC18 2.26 2.26 2.26 2.08 2.08 2.08 1.87 1.87 1.67 1.62 1.47 1.21 1.25 1.10 0.83* 0.95* 0.80* 0.54o 0.714 0.560 0.310 350XC16 2.97 2.97 2.97 2.69 2.69 2.69 2.38 2.38 2.38 2.07 2.07 1.98 1.77 1.74 1.51• 1.48 1.35* 1.120 1.17* 1.050 0.82° 350XC14 3.92 3.92 3.92 3.52 3.52 3.52 3.08 3.08 3.08 2.65 2.65 2.65 2.25 2.25 2.17 1.91 1.90 1.674 1.63 1.51* 1.280 358XC20 1.70 1.70 1.70 1.58 1.58 1.53 1.44 1.37 1.15 1.18 1.04 0.79• 0.90 0.76* 0.500 0.67* 0.520 0.27o 0.480 0.34o 358XC18 2.35 2.35 2.35 2.19 2.19 2.19 1.98 1.98 1.81 1.75 1.62 1.34 1.38 1.22 0.94* 1.05 0.89* 0.62o 0.79• 0.64o 0,38a 358XC16 3.16 3.16 3.16 2.88 2.88 2.88 2.56 2.56 2.56 2.23 2.23 2.18 1.92 1.91 1.67* 1.63 1.49* 1.25o 1.30* 1.16* 0.92o 358XC14 4.16 4.16 4.16 3.76 3.76 3.76 3.31 3.31 3.31 2.86 2.86 2.86 2.44 2.44 2.39 2.08 2.08 1.85* 1.77 1.66* 1.420 400XC20 1.83 1.83 1.83 1.77 1.77 1.77 1.64 1.64 1.43 1.45 1.31 1.04 1.14 0.99 0.70• 0.88 0.71* 0.430 0.65• 0.490 0.22o 400XC18 2.57 2.57 2.57 2.45 2.45 2.45 2.28 2.28 2.21 2.06 2.00 1.71 1.75 1.57 1.25• 1.38 1.20* 0.88o 1.07* 0.89* 0.58o 400XC16 3.57 3.57 3.57 3.34 3.34 3.34 3.05 3.05 3.05 2.73 2.73 2.73 2.41 2.41 2.20 2,08 1.97 1.68* 1.71 1.55* 1,27o 400XC 14 4.87 4.87 4.87 4.49 4.49 4.49 4.03 4.03 4.03 3.54 3.54 3.54 3.05 3.05 3.05 2.62 2.62 2.44* 2.25 2.19 1.91* 600XC20 2.06 2.06 2.06 2.06 2.06 2.06 2.06 2.06 2.06 2.04 2.04 2.01 2.00 2.00 1.74 1.93 1.77 1.43 1.71 1.50 1.12* 600XC 18 2.94 2.94 2.94 2.94 2.94 2.94 2.94 2.94 2.94 2.94 2.94 2.94 2.88 2.88 2.81 2.76 2.76 2.41 2.60 2.40 1.98 600XC16 4.23 4.23 4.23 4.23 4.23 4.23 4.23 4.23 4.23 4.23 4.23 4.23 4.16 4.16 4.16 3.87 3.87 3.87 3.54 3.54 3.44 600XC14 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.26 5.26 5.26 4.81 4.81 4.81 800XC20 1.99 1.99 1.99 1.99 1.99 1.99 1.99 1.99 1.99 1.99 1.99 1.99 1.99 1.99 1.99 1.99 1.99 1.81 1.99 1.93 1.61 800XC18 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.78 800XC16 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 ' 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 800XC14 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 SECTION 8FT. 10FT. 12FT. 14FT. 16FT. 1 18FT. 20FT. 12in 16in 24in 12in 16in 24in 12in 16in in 12in 16in 24in 12in 16in 24in 12in 16in 24in 12in 16in 24in 158XC20 0.210 158XC18 0.410 0.300 158XC16 0.76• 0.66o 0.490 0.46o 158XC14 1.15• 1.06• 0.87o 0.75o 0.64o 250XC20 0.84 0.68• 0.38o 0.47• 0.28a 250XC18 1.30 1.13 0.82* 0.85• 0.64o 0.290 0.47o 0. 6o 250XC16 1.85 1.85 1.62 1.48 1.31* 0.990 1.02a .830 250XC14 2.50 2.50 2.48 2.11 2.00* 1.670 1.56• 1.370 1.030 1.080 0.890 350XC20 1.62 1.45 1.12 1.18 0.95 0.53• 0.7 0.490 350XC18 2.26 2.25 1.90 1.90 1.64 1.18* 1. 1.06* 0.54o 0.86• 0.56o 350XC16 2.97 2.97 2.97 2.69 2.69 2.33 .28 2.03• 1.580 1.69* 1.42o 0.96o 1.200 0.94a 350XC14 3.92 3.92 3.92 3.52 3.52 3.49 .08 3.00 2.56* 2.49 2.23* 1.76o 1.87* 1.600 1.130 1.37o 1.110 358XC20 1.70 1.54 1.21 1.28 1.05 • . 0.84* 0.57• 358XC18 2.35 2.35 2.03 2.04 1.78 �* ` r 1.48 1.180 0.64o 0.98* 0.660 358XC16 3.16 3.16 3.16 2.88 2.88 2.49 2.23 1.77* 1.874 1.59• 1.10o 1.350 1.07o 358XC14 4.16 4.16 4.16 3.76 3.76 3.76 3.31 3.28 2.81• 2.74 2.46• 1.96a 2.07* 1.78o 1.290 1.53o 1.26a 400XC20 1.83 1.76 1.45 1.55 1.31 0.87* 1.11 0.82* 0.30o 0.69• 0.380 400XC18 2.57 2.57 2.38 2.42 2.16 1.69 1.87 1.55 0.97* 1.32* 0.97* 0.360 0.850 0.500 400XC16 3.57 3.57 3.57 3.34 3.34 3.15 3.05 2.83 2.33* 2.43 2.12* 1.57o 1.83. 1.510 0.95o 1.32o 1.010 400XC14 4.87 4,87 4.87 4.49 4.49 4.49 4.03 4.03 3.65 3.53 3.22 2.66* 2.73* 2.40* 1.84o 2.07o 1.750 600XC20 2.06 2.06 2.06 2.06 2.06 1.76 2.00 1.76 1.31 1.69 1.39 0.82* 1.34 0.97* 0.310 0.98* 0.570 600XC1B 2.94 2.94 2.94 2.94 2.94 2.89 2.94 2.88 2.40 2.80 2.47 1.84 2.37 1.96 1.22• 1.90 1.44* 0.620 1,43* 0.94o 600XC16 4.23 4.23 4.23 4.23 4.23 4.23 4.23 4.23 4.23 4.23 4.23 3.84 4,16 3.87 3.18* 3.59 3.17 2.41• 2.94 2.50• 1.710 600XC14 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.05 5.26 4.94 4.14* 4.53 4.064 3.220 800XC20 1.99 1.99 1.99 1.99 1.99 1.94 1.99 1.96 1.62 1.93 1.70 1.25 1.69 1.40 0.83 1.43 1.07 0.39* 1.15 0,72* BOOXC1B 2,82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.82 2.48 2.82 2.61 2.08 2.63 2.28 1.63 2.34 1.93 1.16• BOOXC16 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.87 3.90 3.90 3.49 3.90 3.71 3.06 800XC14 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 4.83 Allowable Axial Load In kips (10001b) NOTES: 1. Allowable loads based on mechanical bracing of the weak axis at 60" 0.C. maximum and properly attached sheathing on both sides of the stud. (See page 52 for details) 2. Lateral and oxiol load multiplied by 0.75 for strength determination as per AISI A4.4 3, Alowable loads for 16 and 14 gauge are based on 50ksi yield stress, loads for 18 and 20 gauge ore based on 33ksi yield stress. 4. Deflection limitations unless otherwise marked are for L/360; • for L/240; a for L/120. 5. End reaction= Lood(psf)•Spacing(in)*Height from table(fl) /24. Check web crippling table for allowable reaction. 6. For construction loads, the 5psf lateral load tables may be used for studs with mechanical bracing only, spaced at a maximum of 60" O.C. -37- 5ps1 LATERAL 15ps1 LATERAL 2'E3 12:18 )er 20, 2003 Sports . 84O Fort Dent Way Tukwila, Washington 98188 4257460860 EARTH CONSULTANTS Earth Consultants, Inc. (crncrllnievi F.nglnrery CeOlogir4S BA rinvlarrn ont•,lI kkvlticIS ti nLclr u c1inn •r•cxling & 1(1V ! WvAHC) Iny Serviuc:i Mr, Steve Beck Final Letter Geotechnical Services During Construction Starfire Sports Athletic Center 6840 Fort Dent Way Tukwila, Washington PAGE 02 3- 3 0 Estnhlishocl 1075 E- 10675 -1 RECEIVED APR - 2 2004 DEPARTMENT :.� )rdance with your request, Earth Consultants, Inc. (ECI) provided geotechnical ,• :ion and construction monitoring services at the subject site. Our geotechnical were 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 pavement subgrade areas were also performed. )n our observations, the augercast pile and soil nail wall installations were completed :.. -:}ance with our geotechnical recommendations, Passing density test results in . -h.:tordElnce with the project specifications were recorded in the backfill and subgrade areas. 4 oc ,ndation soils for building and retaining walls supported on conventional foundations served to be suitable for foundation support. Installation of subsurface drainage was . by ECI. s d )n our observations and testing, to the best of our knowledge, the earthwork was :: ted in accordance with our geotechnical recommendations and the approved plans. 1805 136th Place N,E,, Suite 201, Bellevue, WA 98005 Bellevue (425) 643.3780 FAX (425) 746-0860 Toll Free (888) 739 -6670 :_/20/20e3 12 :18 4257460860 EARTH CONSULTANTS Sports e. 20, 2003 '1%e trust this final letter meets the geotechnical requirements for the final inspection. If you :• p.ve any questions, or if additional information is required, please call. ^ONSULTANTS, INC. submitted, • c A. Coglas, P.E. Tanager of Geotechnical Services 2-e leLs Earth Consultants, Inc. RECEIVED APR - 2 2004 DEPARTMEN PAGE 03 03 -203 PR- 10675 -1 Page 2 1.3: 4257460660 Averr ber 20, 2003 Earth consultants, Inc. <i( n1(Y'lllllf rll E110110 Th (kx d1.x:lsts & I:tt+; IIYmnx'nl.il RiolifFCS C;rlIIlK'IKI11 TcsIIng & I( 110 / ‘ AI W) In xY:I1(M1 5CrvK 4 Starfire Sports 742 Fort Dent Way :•'-'1,011a, Washington 98188 ea' Mr. Slatt: . ?r rdance with your request and authorization, Earth Consultants, Inc. (ECI) has performed testing and inspection services for the above referenced project. The special inspection . c. � aiect was: Mr. Christopher Slatt Final Letter Special Inspection and Testing Grandstand and Maintenance Building Auger Cast Piling Reinforced Concrete - Structural Steel Welding EARTH CONSULTANTS • High Strength Bolting • Epoxy Bolting • Shotcrete PAGE 02 t 1075 M -10675 a :ire 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, -nd Chapter 17 of the 1997 Uniform Building Code. ' • ve any questions or if we can be of further assistance, please do not hesitate to contact at (425) 643 -3780. • : :i•1- t )lly submitted, • ." CONSULTANTS, INC. F, Adams ction Services Manager (;ity of Seattle, DCLU {ention: Quality Control Section t u 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 RECEIVED APR -2 ?qr1' DETT BUILDING - ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS — 6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 525-7560 FAx (206) 5226698 ATTN: RE: CC: f,,17;11117 &vas Reid AddleivADATE: Winqiie OS Cove NUMBER OF PAGES: (THIS SHEET INCLUDED) ^- ORIGNAL(S) TO FOLLOW: YES NO a.1 f ? a ' f e's v\ . \� tM c� E!� ��� �e 5 'A 1neete � 1� cow *ce sf‘ 00 WOO 06 WO UgG 9 ��g �gt �S b g�ca �''w`,�pc OT, /0■1•01,-togik 000 %1000vis 00 Otis OD G O��vgG O� ��b� IF YOU DID NOT RECEIVE ALL PAGES INDICATED ABOVE, PLEASE CALL (206) 525 -7560 A ie# / T"t tcker, S.F. EMAIL: allent@enwseattle.com �o q9i �arcf .w� p Awe aks P03-203 g- Z2 -D Sent By: NCI Building Systems; 713; fix¢ o /As <TYP. 3 PLACES) 16 - ee0 A32g ''J/ 3 14.x 8 Burr GA = 3" $ x '4- BASL` rE t 1� $ -100 A-8, 007 one MAid evl_ roe mur MOCOPTION 1 WE6 2 'CA (hWId" 8 6,4 Can/ C ST. /�S� rtFIA� i .� • �o7'AL. FR�,iE W 8 r /e CApJOIl RAFT)*. .lPrx3 . '9 �V +�AS1r Aug -21 -03 4:53PM; Page 4 Plato 8PLT lov*n4C Caedim#J .,D k/si on "Oa CCLM t J Wi 4s4s o/e 44.' Aars O(TO►o /ooj'T C OL ACRT4L CoLI MIJ EN % F«r. 0e''wes 44 =BAY 1.06/ SIA6 z c -f6.40, C /O.0 /S. 3 ADAM 7b Bo•rrom re,40se l'oQTAC Fi¢An6 - GALA � , o x x, p -/A9 "(Bevel. 6 o) ft 5x t x 0 -1/a" 2 -- 'o A -8ot7r or+ /L GA• =6" zoe e72. +o11 NO. DUO ra Omom ""igie CMKOaY - DATe c•o nu. trcMAti `"!' V�' 08/21/03 THU 15:44 [TX /RX NO 6148] MrV xr+rxn• 4�M�1'Rb. t xa�+ e+ ww• vv . >w..mwrtM/a�N`NMHNMpif'NNtM.� z • z re w 6 J U O 0 N 0 • H co a. 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S 08/21/03 THU 15:44 [TX /RX NO 61481 • JOB NO. 7117 " Quoit NO DESIGNED SY a l CHK'D BY OATTr D SHEET NO, Z' z tu J 0 0 CO CI Wi w U..< w z � z I- w w U � oo � .. . ^ w w U. LLI o F- 0 I-- Z Sent By: NCI Building Systems; 713; .roe Trn.e E,.0 A•v N DESCRIPTION . n 3 ,2 9- . ;. L , 61- f I • • Aug -21 -03 4:b4PM; Page d JOS NO. 21 a 8 Z QUOTE NO. DESIGNED SY p CHK 8Y DATE SHEET No. _ „ 1 ••.. ; 1 .... i.. 1; 1 ; ; 1 . , • i ; i ' i • ! ; I i! I 1 i ' I • .. ..• I ! 1 . ; � ... 1 +... I i ..�. i I ,..,f • ,i •_i•. .•,r •. _ •I • • ., . . .r . , . _ , " f• „ .}.•» _4 • i . L, ! » L _, ` 1 .. r.. i. •_ I t «: . 1 ..'�� ... » . i i .... ....., I • • I (. „f.• ., I i ... .. , , • . ,. 08/21/03 TAU 15:44 [TX /RX NO 6148) Z. D IY JU 00 • W= J F SQ V. Wo LL W H = Z f.. I- 0 Z F- W M . 0 .Q I-. ti r 0 Z. W U� z. Sent By: NCI Building Systems; • • • . • , • w• • PoRrAt co Lund <2 LQCATJQsJs) • 5 -114 • ,.t • GA= 34 713; GRANDTA'w1) CoVEi2 • 2-8e 2 32 4 la .wEB WP;-c Aug -21 -03 4:54PM; 52 32 3 4 • • • • . • ••/,• •; . ;• •" , • • • A• • Page 9 ' ' • A " • 08/21/03 THU 15:44 [TX /RX NO 6148) +'• w�� 'y ti7 • - c6 • •' • • • • ••• 'i.. ;, •;:ft sit i�:,!e• >. z Z re W QQ � J U O 0 C0 O J= SQ w 0 < = • d F. W Z 0 Lu U O - O E-• W IL o •• Z w - I O ff " z x pgQ \LI - - V -"'8 Adrvow 019 rd) NOTICE: IF THE DOCUMENT IN THIS FRAME f T CLEA NTH- N THIS NOTICE IT IS DUE TO THE QUALITY co 3 to Sent By: NCI Building Systems; 713; Aug -21 -uW 4:b4tM; rage ii • Auto/Steel Des1Q1 • A Soar= TeGxrolOgY, Inc. Development • a for NCI Building Systems a Release 7, MOD 3 • 2011.01,05,0 1 • Run Start Date 08/21/2003 TUIe 16:56:31 TITLE - AMMO- - AL PROJECT - 09/21/03 ENGR - JTC TYPE - RIGID FRAME UNITS OPTIONS INPUT - (0011sh OUTPUT - English REPORT OPTIONS DESIGN SUMMARY.REPORT WITH DEFLECTIONS EXECUTION OPTIONS EXECUTION MODE - ANALYSIS ONLY MIAXIMem1 WIDER OF ITERATIONS - 1 AMITY aim RANGE - 0.990 TO 1.050 MAXIMUM SEGMENT SIZE - 2.000 FT COEF. OF LINEAR EXPANSION - 0.0000065000/DEG.F MOD. OF ELASTICITY,E 29000000. PSI LOCATE FLANGE BRACING - NO • a a G Rdq ,J.vsTAW ° AO F/ Aii e w'm' S'6:-ist1/C i he = A SO use r a)e M e-A see DOsij 1 i 3 4- 08/21/03 TAU 15:44 [TX /RX NO 6148] Sent By: NCI Building Systems; 713; Aug -21 -03 4:55PM; Page 12 NCI Building Systals, L.P. JOBN2OBGDSTQ - GRANDSTAND PORTAL .., JOBA2086DSTQ - GRMDSTAIND PORTAL JTC,08/21/03 3,1 N JOINTS JOINNT,14.5,0.,110 JOINT,2,1.17,12.0 JOINNT,3,42.83,12.0 JOINT,4,43,5,0.,110 DESIGN INPUT ECHO MEMBERS lfEMBER,1,2,,12.75,,,,28.75,1„ SECTION,I,11D „,14, „iit6 ,50.,1.5 „50.,, _ BRACE,22.• - -- SFCTT0N ,1,12F,,,WD,,_14F,,,50.,.,50. f1ENNER,4,3 „12.75,•,,28,75,11 SECTION,I48D,,,WA,,,att.„ 0.,1,5 „50., LQADCAND LDCN,1,100 „RDL BEAN DL LDCN,2,100.,RLL, ROOF SNOW LOA LDCN,3,100,,AR1 WIND LOAD FROM LEFT ' LDCN WIND LOAD FROM RIGHT LBCN,5,100.,FDL FLUOR DEAD LOAD . LDCN,6,100.,FLL FLOOR LIVE LOAD LDCN,7,71.4,EQL SEISMIC LOADS/1.4 FROM LEFT LDCN,8,71.4,EQR SEISMIC LOADS/1.4 FROM RIGHT LDCN,9,100.,RDL,100.,FDL TOTAL DEAD LOAD LDCN,10,100.,RLL,100.,FLL TOTAL LM LOAD LDCN,11, 100., RDL ,100.,RLL,100 ,FDL,100.,FLL,IX. * LL LDCN, 12, 1O0.,RDL,100.,FDL,100 ,AR1,,,D1 + WLL LDCW,13,100.,RDL,100 „FDL,100 ,AR2,,,DL + WLR LDCN,14,100.,RDL, 100., FDL, 25., FLL ,71.4,E(M.,D00.25FLL +(EQL11.4) LDCN,15,100.,RDL, 100.,FDL,25 „ FLL ,71.4,EQR,DL+0.25FLL +tEQR/1.19 LDCN,16,90.,1NDL,90 ,, FDL,71.4,ECL,,,0.9DL + EQL/1.4 LDCN, 17, 90 .,RDL,90.,FDL,71.4,EQR,,,0.9DL + EL1R/1.4 LDCN,18,1A0., Kt, 1A0.,FPL, 100., M.V,75.,ARI,DL+O.751LiO. LDCN,19,100.,RDL,100.,FDL, 100 .,WLV,75 „AR2,DL+0.73LN.f0.79WLR LDCN,20,10O.,RDL, 100., FDL, 75., ELV, 53. 6, EQL ,DL+0.75(0.25LL)+0.75(EQL /1.4) LDCN,21,100.,RDL,100.,FDL,75., ELY, 53. 6, EQR ,DL+0. /5(0.25LL)+0.75(EOR/1.4) LOADS LOAD,2,3,RDL,GLOB,Y,UNIF,O., -0.067 LOAD,2,3,RDL,GLOB,Y,CONC,22., -3.10 LOAD,2,3,RLL,GLOB,Y,CONC,22., -12.92 LOAD, 2, 3, FDL, GLOB,V, LINT F, 0. , O, 001 LOAD,2,3,FLL,GLOB,Y,UrIF,O., -0.001 LOAD,2,1,AR1,GLOB,X,CONC,O„ 7.21 LOAD ,3,4,ARl.GLOB,X,CONC,O.,7.2. LOAD,2,1,AR2,GLOB,X,CONC,O., -7,21 LOAD, 3, 4,AR2,GLOB,X,CONC,O., -7 .21 PAGE 1 08,/2141:03 1Z x fL6. As E&anmr.6A'r Ta 7 AI .sQ .,v . A.Qd an RA F 7.05 08/21/03 THU 15:44 [TX /RX NO 6148] Sent By: NCI Building Systems; DESIGN INPUT ECHO NCI Building Systems, L.P. JOBNZAGDSTO - GRNIDSTAND PORTAL LOAD LOAD,3,4,EALAGLCO LOAD,2,14EORALOBJX,COIC,O.,-20,66 LOAD,3,4,EINIALOB,X,CCIIC,0"-Z1.66 END PAGE 2 0 6/2112003 713; Aug-21-03 4:55PM; Page 13 08/21/03 THU 15:44 [TX/RX NO 8148] Sent By: NCI Building Systems; 713; ••• DETAIL INPUT ECHO ••' JOINT 1 0.50 0.00 110 0,000 0,000 :JOINT 2 1.17 12,00 0 0.000 0.000 JOINT 3 42,83 12.00 0 0.000 0.000 JOINT 4 43.50 0.00 110 0.000 0.000 MOVERS MEMBER 1 2 0, 12.750 0.000 0.000 0.000 28.750 SECTION 1 80 WA 8D 50.000 1.500 !OBER 2 3 0. 25,500 0,000 0.000 0.000 25,500 BRACE 22.000 0,000 0.000 0.000 0.000 0,000 0.000 0.000 SECTION 1 12F WD 12F 50,000 0.000 MEMBER 4 3 0, 12.753 0.000 0.000 0.000 28.750 SECTION 1 8D WA 8D LOCH 1 100, RDL 0, 0, LDCN 2 100. RLL 0. 0, LDCN 3 100. ARL 0. 0. LDCN 4 100. AR2 0. 0, LDCN 5 100, FDL 0. 0. LDCN 6 100. FLL 0. 0. LDCN 7 71. EDI 0. 0. LDCN 8 71. EQR 0. 0. LDCN 9 100. RDL 100, FDL 0. LDCN 10 100. RLL 100. FLL 0. LDCN 11 100. ROL 100. LDCN 12 100. RDL 100. LDCN 13 100.. RDL 100. LDCN 14 100. RDL 100, LDCN 15 100. RDL 100. LOCH 16 90. RDL 90. LDCN 17 90. RDL 90. LDCN 18 100. RDL 100. I TX N 19 100. RDL 100. LDCN 20 100. RDL 100. LDCN 21 100., RDL 100. LOAD 2 3 RDL GLOB Y LOAD 2 3 RDL GLOB Y LOAD 2 3 RLL GLOB Y CONC 22.000 LOAD 2 3 FDL GLOB Y LINIF 0,000 LOAD 2 3 FLL GLOB Y IIIIIF 0,000 LOAD 2 1 AR1 GLOB X CONC 0.000 LOAD 3 4 AR1 GLOB X CONC 0.000 LOAD 2 1 AR2 GLOB X CONC 0.000 LOAD 3 4 AR2 CLAW X CONC 0.000 LOAD 2 1 EOL GLOB X CONC 0.000 LOAD 3 4 COL GLOB X CONC 0.000 LOAD 2 1 EAR GLOB X CONC 0.000 LOAD 3 4 EAR GLOB X CONC 0.000 END - 12.920 0.001 - 0.001 7.210 7.210 - 7.210 -7.210 20,660 20.660 - 20.660 - 20.660 0,000 0.000 0,000 0,000 1 0,000 0.000 93.000 1 0.000 B 0,000 0.000 0.000 50.000 1 0.000 50.000 1.500 0.000 50,000 0. BEAM DL 0. ROOF SNOMI LOAD 0. WIND LOAD PROM LEFT 0, WIND LOAD FROM RIGHT 0, FLOOR DEAD LOAD 0. FLOOR LIVE. LOAD 0. SEISMIC LOADS/1.4 FR 0. SEISMIC LOIADS/1.4 FR 0, TOTAL DEAD LOAD 0. TOTAL LIVE LOAD ALL 100. FDL 100. FLL D1. +11 FDL 100. AR1 0. DL + WLL FDL 100, AR2 0. DL + WLR FBL 25. FLL 71. E.. DL10.25FLL+(EQL/1,4) FDL 25, FLL 71. CDR DL10.25FLL +(EOR/1..4) FDL 71, Ea. 0. 0.911 + Ea,/1.4 FDL 71. EQR 0. 40.901 + FM/1.4 FDL 100. WtV 75, AR1 DL+0.7511.0.75tLL FDL 100. W1.V 75. AR2 DL 10.75LL+0.75W1R FDL 75. ELV 54. EOL. DL10.75(0.251.1)40.75 FDL 75. ELV 54. EQR DL+0.75(0.25LL)+0, 75 IMF 0.000 -0.067 0.000 0.000 CONC 22.000 -3.100 0.000 0.003 0.000 0.000 0.000 0.000 0.000 0,000 0,000 0.000 0.000 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 CO LEFT OM RIGHT (EOL/1.4 (EM/1.4 Aug -21 -03 4:55PM; Page 14 08/21/03 THU 15:44 [TX /RX NO 61481 Sent By: NCI Building Systems; 713; DESIGN SUMMARY REPORT NCI Building Systems, L.P. J0B8GDSP0 - GRANDSTAND PORTAL FRAIE REACTIONS AND DEFLECTIONS - LOAD CONOITION 1 - SECTION ICF-R JOINT JOINT MINDER WI ER 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 SECTION MEMBER JOINT JOINT NUMBER NUMBER 1 1 2 2 3 3 4 4 SECTION LEM®ER JOINT JOINT NUMBER NUMBER VERTICAL. REACTION (KIPS) 1 1 -0,021 2 2 3 3 4 4 -0.021 HORIZONTAL REACTION (KIPS) MOMENT REACTION (KIP-FT) 2.861 1.573 0,000 3.030 -1.573 0,000 FRAME REACTIONS MO DEFLECTIONS - LOAD CONDITION 2 - 6.108 4.025 0.000 6.812 -4.03 0.000 VERTICAL REACTION (KIPS) -4.024 HORIZONTAL REACTION (KIPS) -7.210 0.000 4.024 -7.210 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION VERTICAL HORIZONTAL WI'ENT REACTION REACTION REACTION (KIPS) (KIPS) (KIP -FD 1 1 4.024 7.210 0.000 2 2 3 3 4 4 -4.024 7,210 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION SECTION MEMBER VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION NUMBER NUMBER (KIPS) (KIPS) MOMENT REACTION (KIP -FT) MOMENT REACTION (KIP -FT) -0.009 0.000 0.009 0.000 BEAM DL VERTICAL DEFLECTION (IN) 0.000 -0.001 -0.002 0.000 - ROOF SNOW LIVID SECTION MEMBER VERTICAL IDRIITAL MOMENT VERTICAL ICRIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER WISER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0.000 -0.003 -0.004 0.000 FRAME REACTIONS AND DEFLECTIONS - LAD CONDITION 3 - WIND LOAD FROM LEFT 4 - WIND LOAD FROM RIGHT 5 - FLOOR DEAD LOAD HORIZONTAL DEFLECTION (IN) 0.000 -0.001 -0,002 0,000 0.000 -0.006 -0.009 0,000 VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0.000 0.000 -0.019 0.374 0.019 0.374 0.000 0.000 VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0.000 0.000 0.019 -0.374 -0.019 -0,374 0.000 0 :000 VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Aug -21 -03 4:55PM; Page 15 PAGE NO, - 1 DATE 08,1112003 08/21/03 THU 15:44 ITX /RX NO 81481 Sent By: NCI Building Systems; 713; DESIGN SUMMARY REPORT NCI Building System, L.P. JOBA208GDSTA - GRANDSTAND PORTAL FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 6 - FLOOR L1VE LOAD SECTION MEMBER JOINT JOINT RINSER NUMBER 1 1 2 2 3 3 4 4 SECTION PENBER JOINT JOINT AMER RUDER 1 1 2 2 3 3 4 4 1 2 3 4 1 2 3 4 VERTICAL HORIZONTAL MOMENT REACTION REACTION REACTION (KIPS) (KIPS) (KIP -FT) 0.021 0,009 0,000 0.021 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 7 - SEISMIC LOADS/1.4 FR VERTICAL REACTION (KIPS) -0.009 0.000 HORIZONTAL REACTION (KIPS) MOMENT REACTION (KIP -FT) -8,233 - 14.751 0,000 8.233 - 14.751 0,000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 8 - SEISMIC LOADS/1.4 FR SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION MA'IBER NIJBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 8.233 14.751 0.000 -8,233 14,751 0.000 FRAME REACTIONS AND DEFLECTIONS - LQAD CONDITION 9 - SECTION MEMBER VERTICAL HORIZONTAL MOMENT JOINT JOINT REACTION REACTION REACTION MEMBER NUMBER (KIPS) (KIPS) (KIP -FT) 1 2 3 4 1 2 3 4 2.840 3.009 1.564 0.000 -1,564 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 10 - SECTION MEMBER VERTICAL HORIZONTAL MOMENT JOINT JOINT REACTION REACTION REACTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) 1 1 6.179 4.034 0,000 2 2 3 3 4 4 6.832 - 4.034 0.000 VERTICAL HORIZONTAL )ERECTION DEFLECTION (IN) (IN) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 VERTICAL HORIZONTAL. DEFLECTION DEFLECTION (IN) (IN) 0.000 0,000 -0.038 0,765 0.030 0,765 0.CCO 0.000 0.000 0.038 -0.038 0.000 TOTAL DEAD LOAD VERTICAL DEFLECTION (IN) 0,000 - 0.001 - 0.002 0.000 TOTAL LIVE LOAD 0.000 - 0.765 - 0.765 0.000 HORIZONTAL DEFLECTION (IN) 0.000 -0.001 -0.002 0.000 VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0.000 0.000 -0.003 -0.006 - 0.004 -0.009 0.000 0.000 Aug -21 -03 4:55PM; Page 16 PAGE NO, - 2 DATE 00/21/2003 08/21/03 TM 15:44 ITX /RX NO 6148) Sent By: NCI Building Systems; 713; DESIGN SUMMARY REPORT . NCI Building Systeg$, L.P. JO8M20AGOSTO - GRANDSTAND PORTAL • FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 11 - SECTION MEMBER JOINT JOINT WIDER NUMBER 1 2 3 4 1 2 3 4 1 2 3 4 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 12 - SECTION MEMBER JOINT JOINT NUMBER WI ER SECTION WIDER JOINT JOINT NUMER LOWER 1 2 3 4 SECTION MEMBER JOINT JOINT MEMBER NUMBER SECTION '1 JOINT 'NUMBER 1 2 MEMBER JOINT NUMBER 3. 2 3 4 VERTICAL REACTION (KIPS) 8,970 5,597 0.000 9,842 -5.597 0.000 VERTICAL REACTION (KIPS) VERTICAL. REACTION (KIPS) 5,865 VERTICAL REACTION (KIPS) VERTICAL. REACTION (KIPS) 11..Oi9 -5.219 HORIZONTAL REACTION (KIPS) HORIZONTAL REACTION (KIPS) HORIZONTAL REACTION (KIPS) MOMENT REACTION (KIP -FT) MOMENT REACTION (KIP -MT) 1 . 1 - 1.184 -5.646 0,000 2 2 3 3 4 4 7.033 -8,774 0,000 FRAM REACTIONS AND DEFLECTIONS - LOAD COMITION 13 - MOMENT REACTION (KIP -FT) 8,774 0.000 -1.015 5,646 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 14 - DLt0.25FLL +(EQL/1,4) HORIZONTAL NOPEM REACTION REACTION (KIPS) (KIP -FT) 1 1 -5.388 - 13,185 0.000 2 2 3 3 4 4 11.248 - 16.317 0,000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 15 - HORIZONTAL MOMENT REACTION REACTION (KIPS) (KIP -FT) 16,317 0.000 13.185 0.000 DL + LL VERTICAL DEFLECTION (IN) 0.000 -0,004 -0.006 0.000 VL + WLL VERTICAL DEFLECTION (IN) DL + WLR VERTICAL DEFLECTION (IN) 0,000 0,017 -0,020 0.000 DLIO,ZFLL +(EGRt1.4) VERTICAL ILEFLECTION (IN) 0.000 0,037 -0.040 0.000 HORIZONTAL DEFLECTION (IN) 0.000 -0,007 -0.011 0.000 HORIZONTAL DEFLECTION i IN) 0,000 0.000 -0,020 0.373 0,017 0.372 0.000 0.000 HORIZONTAL DEFLECTION (IN) 0.000 -0.375 -0,376 0.000 VERTICAL HORIZONTAL OER.ECTION DEFLECTION (IN) (IN) 0.000 0.000 -0,039 0,764 0.036 0.763 0,000 0.000 HORIZONTAL DEFLECTION (IN) 0,000 -0.766 -0.767 0.000 Aug -21 -03 4:56PM; Page 17 PAGE NO, - 3 DATE 08/21/2003 08/21/03 THU 15:44 [TX /RX NO 61481 Sent By: NCI Building Systems; /7;1; Aug-21-03 4:bU} M; rage ld DESIGN SUMMARY REPORT NCI Building Systeis, L.P. JOBA208GDSTo - GRANDSTAND PORTAL FRAME REACTIONS SECTION JOINT NUMBER 1. 2 3 4 1 2 3 4 MEMBER JOINT NUMBER 1 2 3 4 FRAME REACT 1126 SECTION MEMBER JOINT JOINT NUMBER MIIM IER 1 2 3 4 SECTION MEMBER JOINT JOINT IRPIBER NUMBER 1 1 2 2 3 3 4 4 SECTION MEMBER JOINT JOINT NUMBER MISER 1 1 2 2 3 3 4 4 AND DEFLECTIONS - LOAD CONDITION 16 - 0.91)L + EOL/1,4 VERTICAL REACTION (KIPS) -5.677 - 13.344 0.000 10.941 - 16.158 0,000 NV DEFLECTIONS - LOAD CONDITION 17 - VERTICAL REACTION (KIPS) 10.790 -5,525 -0.178 VERTICAL REACTION (KIPS) 5.859 -0.009 HORIZONTAL REACTION (KIPS) HORIZONTAL REACTION (KIPS) VERTICAL HORIZONTAL REACTION REACTION (KIPS) (KIPS) FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION HORIZONTAL REACTION (KIPS) 6.971 MOMENT REACTION (KIP -FT) MOMENT REACTION (KIP -FT) 16,199 0.000 13.344 0.000 FRAME REACTION6 AND DEFLECTIONS - LOAD CONDITION 18 - 01.40,75LL MOMENT REACTION (KIP -FT) -3.844 0.000 6.027 -6,971 0.000 MOMENT REACTION (KIP -FT) 0.000 3,844 0.000 1 1 -3.340 -9,510 0.000 2 2 3 3 4 4 9.190 - 12.637 0.000 VERTICAL [ERECTION (IN) 0.000 - 0.039 0.037 •0.000 0.9)1 + E01'1,4 VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0,000 0,000 0,037 -0.766 -0,040 -0.767 0.000 0.000 VERTICAL HORIZONTAL DEFLECTION DEFLECTION ( IN) (IN) 0.000 0.000 - 0.015 0,279 0.012 0,278 0,000 0.000 19 - DL+0.75U 40.75WLR FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 20 - 0Li0,75(0,251L)+0.75 N0RI20NFAL DEFLECTION (IN) (LOCO 0.764 0.763 0.000 VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0,000 0.000 0,013 -0.282 - 0.016 -0.283 0,000 0.000 SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0.000 - 0.030 0.027 0.000 0,000 0,573 0.572 0.000 PAGE NO. - 4 RTE 08003 08/21/03 TAU 15:44 (TX /RX NO 61481 Sent By: NCI Building Systems; 713; DESIGN SUMMARY REPORT • NCI Building Systems, L.P. JOBM2OBGDSTA - GRANDSTAND PORTAL FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 21 DLi0,75(0.251.040,75 SECTION MEMBER VERTICAL. 1CRIIYNRAL MOMENT VERTICAL NORI20NTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION 'ERECTION NUMBER RIMER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 9.021 12.637 0,000 0.000 0.000 2 2 0.027 -0,575 3 3 -0.030 -0.577 O 2 4 4 - 3.172 9.510 0.000 0.000 0.000 J D UO N D Aug - 21 - 03 4:58PM; Page 19 PAGE NO. - 5 DATE 05/21/2003 08/21/03 THU 15:44 [TX /RX NO 61481 Sent By: NCI Building Systems; 7 DESIGN SUMMARY REPORT NCI Building Systems, L.P. JOB42O8GDST0 - GRANDSTAND PORTAL MEMBER 1- 2 LENGTH 12,02 FT RENDER ANGLE 86,80 DE(i TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. SEG ENT DEPTH AT DEPTH AT OUTER FLANGE WEB N0. (FT) FLO WEB SEG SIZE START END OR SECTION THICKQNESS INNER FLANGE 1 12.02 50.0 7 1.72 FT 12.75 IN 28.75 IN 8.000 x 0,3750 0.1875 8,000 X 0.3750 (CONTROLLING ACTIONS) AXIAL -- ALL0AAB E STRESSES -- -- MAXIMUM STRESSES - -- - -UNITY CHECK cowers- SECTION FORCE (WENT FA FBO FBI AXIAL FB0 FBI OUTER FL. INNER FL. NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (IZI) (KSI) (KSI) AXIAL BENDING BENDING 1 11,15 - 188,38 17.19 30.00 27.68 0.99 -20.95 20,95 0,06 0.70 0,76 MEMBER 2- 3 LENGTH 41.66 FT MIDER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD N0. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB NO. (FT) FL6 WEB SEG SIZE START END OR SECTION THICIUESS INNER FLANGE 1 41.66 50.0 20 2.08 FT 25.50 IN 25.50 IN 12.000 x 0.6250 0.3750 12.000 x0.6250 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N0. (KIPS) (KIP -FT) 1 1.57 - 188.38 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT N0. (KIPS) (KIP -FT) 1 11.32 - 188,27 -- AI,LOMABLE STRESSES- - FA F80 FBI (K5I) (I(SI) (KSI) 15,49 30.00 21.93 MEMDCR 4- 3 LENGTH 12,02 FT M NBER ANGLE 93.31 DEG TEMP DUFF 0. DEG.F RELEASES 0 HEIGHT 399. LB SECTION LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT NO. (FT) FLG WEB SEG SIZE START END 1 12.02 50.0 7 1.72 FT 12.75 IN 28.75 IN - ALLOWABLE STRESSES- - FA FBO FBI (KSI) (KSI) (KSI) 17.19 30.00 27.68 -- MAXINN STRESSES - -- -- UIINITY CHECK COMPONENTS-- AXIAL FBO FBI OUIFR FL, INNER FL, (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0,06 -10.42 10.42 0.00 0.35 0.48 Aug•21 -03 4:58PM; Page 20/30 1 FRAME WEIGHT (EXCLUDING CONNNECTIONS, CLIPS AND FLANGE BRACES) IS 4213. LB OUTER FLANGE WEB MAX COMB AT LOAD OR SECTION THICtNESS INNER FLANGE UNITY CK DIST COND 8.000 x 0.3750 0.1875 8.000 x 0.3750 0.815 12,0 FT 14 -- MAXIMUM STRESSES - -- -- UNITY.CHECK CONPOHENTS -- AXIAL FD0 FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.01 -20.94 20.94 0.06 0.70 0.76 PAGE N0. - 6 DATE 08/212003 0 WEIGHT 399, LB MAX COMB AT LOAD UNITY CK DIST COM 0.815 12.0 FT 15 ----WEBSNEAR------D LOAD FORCE ALLOW. - 00N0 (KIPS) (KIPS) T 15 -15.67 20.41 0 WEIGHT 3416, LB MAX COB AT LOAD UNITY CK DIST COND 0,479 0.0 FT 15 -- --NEB SHEAR D' LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 14 .- 11.25 151.07 - -- -WEB SHEAR D LOAD FORCE ALLOW. - CO O (KIPS) (KIPS) T 14 - 15.66 20.41 08/21/03 THU 15:44 [TX /RX NO 61481 Sent By: NCI Building Systems; 713; Aug -21 -03 4:57PM; Page 21/30 a TYPE -.RIGID FRAME UNITS OPTIONS INPUT - English OUTPUT - English EXECUTION OPTIONS EXECUTION NOIIE MAXIMII NUMBER OF ITERATIONS UNITY CHECK RANGE MAXIMUM SEGMENT ST?E COEF, OF LINEAR EXPANSION 1930, OF ELASTICITV,E LOCATE FLANGE BRACING • Auto/5teei Misr • • A S Technology, Inc, Development • • Tor NCI Building Systems • • Release 7, MOB 3 • • 2001,01.05.0 • • Run Start pate 0041/2003 Time 16:58,56 TITLE - J01 B6D5Tt - GR TNI p�pRT� PROJECT 08/21/03 ENGR - .ITC REPORT OPTIONS DESIGN S11rRY REPORT WITH DEFLECTIONS ANALYSIS ONLY a 1 0.950 TO 1.090 2.000 FT 0.000006S0004EG,F 29000000. PSI NO GRANDsTAJ' J PORTAL FRAri S' 6 I,SM / c OplecA = 2 USE r- C7/00 ..f O' 7 08/21/03 THU 15:44 [TX /RX NO 61481 Z CC w aa � J O 00 co C3 J = L— uuO Q �� ens I W , Z � O Z W ui 30 U O ( 0 E- LL! u U H — -- O lLI o Z Sent By: NCI Building Systems; 713; Aug -21.03 4:57PM; Page 22/30 •NCI Building SyeteaS. L.P. JOIM - GRANDSTAND PORTAL . .. JOB1 096D51T - GRANDSTAND PORTAL JTC•08/21/03 DF•••• • 3 ,1,,,,., ►N„ JOINTS JOINT,1,0.5,0 „110 JOINT•2•1•17•12.0 JOINT JOINT•4•43•5•0..110 IENIIFRS NENBER,142•12.75,,,,28.75,1„ SECTION4 ,1600, „5• MENIER,2,3 „25.5, „B DRACE•22. SECTION ,1,12F,,,MD,,,12F,,,5n.,, „ MOER•4 • SECTION. 1,8D,,,tA,,,BD, „50.,. LOADS LOAD,2,3•RDL,GLOD,Y,UNIF,O., -0.067 L0AD,2,3,I L,,GLOe,Y,00NC,22., -3.10 LOAD•2•3 x12.92 LOAD •2 LOAD -0,001 LOAD ,2,1,AR1,6L0B,X,CONC,0.,7.21 LQAD ,3,4,ARI,GLOB,X,COMC,0.,7.21 LOAD,2,1,AR2,GLOB,X,COIC,0., •7.21 LOAD,3,4,AR2,GLOB,X,CONC,O., -7.21 DESIGN INPUT ECHO LOADCOND LDCN•1•100••RDL BEAM 1l. LDCN ROOF SNOW LOAD LDCN MIIM LOAD FROM LEFT LDCN MIND LOAD FROM RIGHT LDCN,5,100.,FDL, DEAD LOAD LDCN,6,IU0.,FLL FLOOR LIVE LOAD LDCN,7,71.4,E61. SEISMIC LOADS/1.4 FROM LEFT LDCN,8,71,4,EOR ,SEISMIC LOADS/1.4 FROM RIGHT . LDCN ,9,100.,ML4100,,F0L,.,,,TOTAL DEAD LOAD LDCN,1O•100.,R11•100••FLL TOTAL LIVE LOAD LDCN•11•100••RD L,100..RLL + LL L DCN•12•100• +1111. LDCN 1O0 • + MLR LDCN,14,100.•ROL, 100., FDL, 75., FL1, 71,4,E4B.,DL90.25FLL+(F.4X. /1,4) LDCN,15, 100., RDL,I 00., FDL, 25., FLL ,71,4,Eat,DLi0.25FLL+(EQ /1.4) LDCN•16•91•RUL•90 •FDL + E0L/1.4 LD124•17•90••RDL•90••FDL + EAR/1•4 LDCN•18,100• V& V,75..AR1,•DL•+0•75LL40•791ILt. LDCN,19,100.,RDL,100.,FDL, 100 .,MLV.75.,AR2,0Li0.751190.79&R LDCN,20,100.,RDL, 100., FDL, 75., ELV, 53. 6, EOL ,DL•r0.75(0.25LL)+0.75(Ea.. /1.4) LDCN,21,100.,ROL, 100.. FEL, 75., ELV, 53. 6, EOR, DL40 .75(0.2311.) . 75(ECR.4. ,4) PAGE 1 0/003 08/21/03 THU 15:44 [TX /RX NO 6148] Sent By: NCI Building Systems; Ida; Aug -21 -113 a:b /PM; rage 1a /au DESIGN INPUT ECHO NCI Building SYste■4, L,P. JoPIRCeGOSrr - MANDSTAND PORTAL LOAD,2,1,E8L,6UII,X,C0 0,0.,38.56 La D,3,4,EOt,GLOD,X,O, 0,0.,38.56 LOAD,2,1,EQR,GLm,X,CONC,0., -38.56 LOAD,3,4,E0R,GLO,X,CONC,O 'Ja.56 END PAGE 2 OWL/20o3 08/21/03 THU 15:44 [TX /RX NO 6148] 0 0 " co o: (OW: La N W: W 0 I I uu U co. I-- I U' - . — 0 ' wZ H � 0 Sent By: NCI Building Systems; 713; "• DETAIL INPUT ECHO ••• JOINT 1 0.50 0.00 110 0.000 0.000 0.000 JOINT 2 1,17 12,00 0 0,000 0.000 0.000 JOINT 3 42.83 12.00 0 0.000 0.000 0.000 JOUR 4 43,50 0,00 110 0.000 0.000 0.000 MEMBERS WEER 1 2 0. I2.%5U 0.000 0.000 0.000 28,150 1 0.000 SECTION 1 811 WA 8D 50.000 1,500 0.000 50.000 ME1NBER 2 3 0. 25,500 0.000 0.000 0.000 25.500 1 '0.000 B BRACE 22.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000 SECTION 1 12F km 12F 50.000 0.000 0,000 50.000 MEMBER 4 3 0. 12.750 0.000 0.000 0.000 28,750 1 0.000 SECTION 1 811 wit 80 50.000 1.500 0.000 50,000 LDCN 1 100. RDL 0. 0. 0. MAN DL LDCN 2 100. ILL 0. 0. . 0. ROOF SNOW LOAD LDCN 3 100. AR1 0. 0. 0. WIND LOAD FROM LEFT LDCN 4 100. AR2 0. 0, O. WIND LOAD FROM RIGHT LDCN 5 100, FDL 0. 0. 0, FLOOR DEAD LOAD LECN 6 100. FLL 0. 0. 0, FLOOR LIVF. LOAD LDCN 7 71. EOL O. 0. 0. SEISMIC LOADS,/1.4 FR OR LEFT LDCN 8 71, FOR O. 0. 0. SEISMIC LOADIS/104 FR OM RIGHT LDCN 9 100. RDL 100. FDL 0. 0. TOTAL DEAD LOAD LDCN 10 100. RIL 100, FLL 0. 0. TOTAL LIVE LOAD LDCN 11 100. RDL 100. RLL 100. FDL 100. FLL DL + LL LDCN 12 100. RD(. 100. FDL 100. AR1 0, DL + WLL LDCN 13 100. RDL 100, FDL 100. AR2 0. DL + MLR LDCN 14 100. RDL 100. FDL 25. FLL 71. EOL Dl40.25FLL +(Etx /1.4) LDCN 15 100, RDL 100. FDL 25. FLL 71. FOR DL{0.25FLL +MOR/1.4) LDCN 16 90. RDL 90, FDL 71. Ea 0. 0.93, + EA,/1.4 LDCN 17 90. RDL 90. FDL 71. FOR 0. 0,9DL + EOR/1.4 LDCN 18 100, RDL 100. FDL 100. WLV 75. AR1 DLt0.75LL40.75WLL LDCN 19 100. ROL 10o. FDL 100. WLV 75. AR2 DL40.7511.40,75WLR LDCN 20 100, RDL • 100. FDL 75. ELV 54. EOL DL►0.75(0.25LU40,75 (EQL/1.4 LDCN 21 100. RDL 100. FDL 75. ELV 54, FOR 1100,75(0.2511)40.75 (EQR/1.4 LOAD 2 3 RDL GLOB Y UNIF 0.000 -0.067 0,000 0.000 LOAD 2 3 RDL GLOB Y CONC 22.000 -3.100 0,000 0.000 LOAD 2 3 RLL GLOB Y CONC 22.000 - 12.920 0.000 0.000 LOAD 2 $ FDL GLOB Y UNIF 0.000 0.001 0.000 0.000 LOAD 2 3 FLL GLOB Y UNIF 0.000 -0,001 0,000 0,000 LOAD 2 1 AR1 GLOB X CONC 0.000 7.210 0.000 0.000 LOAD 3 4 AR1 GLOB X CONC 0.000 7.210 0.000 0.000 LOAD 2 1 AR2 GLOB X CONC 0,000 -7,210 0.000 0.000 LOAD 3 4 AR2 GLOB X CONC 0,000 -7.210 0.000 0.000 LOAD 2 1 EOL GLOB X CONC 0.000 38.560 0,000 0.000 LOAD 3 4 E. GLOB X CONC 0,000 38,560 0.000 0.000 LOAD 2 1 FOR GLOB X .CONC 0.000 - 36.560 0.000 0.000 LOAD 3 4 EGR GLOB X CONC 0.000 - 38.560 0,000 0.000 END Aug -21 -03 4:57PM; Page 24/30 08/2 THU 15:44 [TX /RX NO 6148 Sent By: NCI Building Systems; 713; DESIGN SUMMARY REPORT NCI 8011010g Systems, L.P. JOBX208GDSTT - GRANDSTAND PORTAL FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 1 - WAN DL SECTION MEMBER JOINT JOINT NUMBER NUMBER 1 2 3 SECTION JOINT NUMBER 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 EMBER JOINT T UtN R SECTION MEMBER JOINT JOINT NUMBER MISER 1 2 3 4 SECTION NCR JOINT JOINT NUMBER NUMBER 1 2 3 4 1 2 3 4 VERTICAL. REACTION (KIPS) HORIZONTAL REACTION (KIPS) MOMENT REACTION (KIP -FT) 2.861 1,573 0.000 3.030 -1.573 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - VERTICAL REACTION (KIPS) HDRIIDNTAL MOMENT REACTION REACTION (KIPS) (KIP-FT) 1 1 6,108 4,03 0.000 2 2 3 3 4 4 6.812 -4.025 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION VERTICAL REACTION (KIPS) HORIZONTAL REACTION (KIPS) MOMENT REACTION (KIP -FT) -4,024 -7.210 0.000 4.024 -7.210 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CON1DITION 4 - VERTICAL HORIZONTAL MOMENT REACTION REACTION REACTION (KIPS) (KIPS) (KIP - FT) 4.024 7,210 0.000 -4.024 7.210 0.000 1 1 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 5 - SECTION MEMBER VERTICAL HORIJNTAL MOMET !, JOINT JOINT REACTION REACTION REACTION AMBER RISER (KIPS) (KIPS) (KIP -FT) -0.009 0.000 0,009 0.000 VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0.000 0.000 -0.001 -0,001 -0.002 -0.002 0.000 0.000 ROOF SNOT LOAD VERTICAL DEFLECTION (IN) 0,000 -0.003 -0,004 0.000 3 - WINS LOAD FROM LEFT VERTICAL DEFLECTION (IN) 0.000 -0.019 0.019 0.000 WIND LOAD FROM RIGHT VERTICAL DEFLECTION ( IN) 0.000 0.019 -0.019 0.000 MOOR DEAD LOAD VERTICAL DEFLECTION (IN) 0.000 0.000 0,000 0,000 HORIZONTAL DEFLECTION (IN) . 0.000 -0,006 -0.009 0.000 HORIZONTAH. DEPICTION (IN) 0,000 0.374 0.374 0.000 HORIZONTAL DEFLECTION (IN) 0.000 -0,374 -0.374 0.000 HORIZONTAL DEFLECTION (IN) 0.000 0.000 0.000 0.000 Aug -21 - 03 4:50PM; Page 25/30 PAGE NO. - 1 DATE CSTA/2003 08/21/03 THU 15:44 [TX /RX NO 6148] Z c W. 0 00 u) W = J W O g Q co = W z � O Z n U O - (3M- W W • O Ltj U =. O z Sent By: NCI Building Systems; 713; Aug -21 -03 4:58PM; Page 26/30 DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE NO. - 2 •JOBArA086DSI t - GHAM)SfANO PORTAL ATE 0872003 FRAME REACTIONS MD DEFLECTIONS - LOAD CONDITION 6 - FLOOR LIVE LOAD 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 0.021 0.009 0,000 0.000 0,000 2 2 0.000 0.000 ,I=— W 3 3 0.000 0,000 W g 4 4 0.021 -0.009 0,000 0.000 0,000 J v 00 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 7 - SEISMIC LOADS/1,4 FR N W CI SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL -''-- JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION u) U- NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) W O 1 1 - 15,367 - 27,532 0.000 0.000 0.000 g Q 2 2 2 -0,071 1.428 CO 3 3 0.071 1.428 = w 4 4 15.367 - 27,532 0,000 0.000 0,000 I— _ Z H FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 8 - SEISMIC LOADS/1,4 FR Z O- al W SECTION MEMBER VERTICAL HORIZONTAL war VERTICAL HORIZONTAL j 0 JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION V NUMBER PER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0 N 0 - W _. 1 1 15.367 27.532 0.000 0.000 0,000 OC 0 2 2 0.071 -1,428 u_ ~O 3 3 -0.071 -1,428 .. z U 4 4 - 15.367 27.532 0.000 0.000 0,000 u) p: 5E 0 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 9 - TOTAL DEAD LOAD SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION MJNBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 2.840 1.964 0,000 0,000 0.000 2 2 -0,001 -0.001 3 3 -0.002 -0,002 4 4 3.009 -1.564 0.000 0.000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 10 - TOTAL LIVE LOAD SECTION NENBER VERTICAL HORIZONTAL KNEW VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER MISER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 6.129 4,034 0,000 0,000 0.000 2 2 -0.003 -0.006 3 3 -0.004 -0.009 4 4 6.832 -4,034 0.000 0.000 0,000 08/21/03 THU 15:44 [TX /RX NO 6148] z Sent By: NCI Building Systems; 713; DESIGN SUMMARY REPORT ' NCI Bu11d1M9 Systems, L.P. JOBM208GDsTT - GRANDSTAND PORTAL FRAME REACTIONS AND DEFECTIONS - LOAD CONDITION 11 - SECTION MEMBER • VERTICAL HORIZONTAL WENT JOINT JOINT REACTION REACTION REACTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) 1 1 8,970 5,597. 0,000 2 2 3 3 4 4 9.842 -5.597 0.000 FRAME REACTIONS AID DEFLECTIONS - LOAD CONDDITION 12 - SECTION JOINT NUMBER 1 1 2 2 3 3 4 4 7.033 -8.774 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 13 - SECTION MEMBER VERTICAL JOINT JOINT REACTION NUMBER MUMMER (KIPS) 1 1 6.865 8.774 0.000 2 2 3 3 4 4 -1.015 . 5.646 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 14 - DL40.25FLL +(EQL/1.4) SECTION JOINT NUMBER MEMBER JOINT NUMBER NEIEER JOINT NUMBER VERTICAL REACTION (KIPS) 1 1 - 12.521 2 2 3 3 4 4 18.381 SECTION MEMBER JOINT JOINT NUMBER NUMBER 1 1 18.212 2 2 3 3 4 4 - 12.352 VERTICAL HORIZONTAL REACTION REACTION (KIPS) (KIPS) -1.184 - 5.646 0.000 HORIZONTAL . MOMENT VERTICAL REACTION REACTION DEFLECTION (KIPS) .(KIP -FT) (IN) HORIZONTAL REACTION (KIPS) MOMENT REACTION (KIP -FT) MOMENT REACTION (KIP -FT) - 25.966 0.000 - 29.098 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 15 - DL40,25FLL+(EQR/1.4) VERTICAL HORIZONTAL MOMENT REACTION REACTION REACTION (KIPS) (KIPS) (KIP -FT) 29.098 0,000 25.966 0,000 DI. +LL VERTICAL DEFLECTION (IN) 0.000 -0.004 -0.006 0,000 DL + WLL VERTICAL DEFLECTION (IN) 0.000 -0.0243 0.017 0,000 DL + WLR 0,000 0,017 -0.020 0.000 HORIZONTAL DEFLECTION (IN) 0.000 -0.007 -0.011 0.000 HORIZONTAL DEFLECTION (IN) 0.000 0.373 0.372 0,000 HORIZONTAL DEFLECTION (IN) 0.000 -0.375 -0.376 0.000 VERTICAL HORIZONTAL 'DEFLECTION DEFLECTION (IN) (IN) 0.000 0.000 - 0.072 1.426 0.069 1.425 0,000 0,000 VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0.000 0,000 0.070 -1.429 -0.073 -1,430 0.000 0.000 Aug -21 -03 4:58PM; Page 27/30 PAGE NO. - 3 DATE 08212003 08/21/03 TIHU 15:44 [TX /RX NO 61481 '~ w ix 00 w H U) u_ W O u . _ I -W Z N- O Z ILI 2 � O - O H W W O H LLO •. Z W - • I O ~ Z Sent By: NCI Building Systems; 713; Aug -21 -03 4 :58PM; Page 28/30 DESIGN SUMMARY REPORT NCI Building Systems, L.P. J180208GDSTT - GRANDSTAND PORTAL FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 16 - O.9;JL + EQL/1.4 SECTION MEMBER VERTICAL HORIZONTAL 1011ff VERTICAL HORIZONTAL JOINT JOINT REACTION AEA:TION REACTION DEFLECTION DEFLECTION WIIIER MRNDER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 - 12.810 - 26.125 0.000 2 2 3 3 4 4 18.075 - 28.939 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 17 - 0.901 + EQR/1.4 SECTION NEMER JOINT JOINT WIPER MAWR 1 2 3 4 1 2 3 4 SECTION MEMBER JOINT JOINT NUMBER NUMBER VERTICAL REACTION (KIPS) FRAME REACTIONS AND DEFLECTIONS - LOAD COM)ITICN 18 - SECTION MENDER VERTICAL HORIZONTAL. MOMENT VERTICAL HORIZONTAL. JOINT JOINT REACTION REACTION 'REACTION DEFLECTION DEFLECTION NUMBER MNWIER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -0.178 -3.844 0.000 2 2 3 3 4 4 6.027 -6.971 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 19 - 000.7511s0.75WLR VERTICAL REACTION (KIPS) 1 1 5.859 2 2 3 3 4 4 -0.009 HORIZONTAL REACTION (KIPS) DENT, REACTION (KIP -FT) 17.923 28.939 0.000 - 12.658 26.125 0.000 HORIZONTAL REACTION (KIPS) MOMENT REACTION (KIP -FT) 6.971 0.000 3.844 0.000 0.000 -0.072 0.069 0.000 VERTICAL DEFLECTION (IN) 0.000 0.070 -0.073 0.000 11L+0.751140.751ILL 0.030 -0.015 0.012 0.000 VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0.000 0.000 0.013 -0.282 -0.016 -0.283 0,000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 20 - DL+0.75(0.25LL) 1 2 3 4 1• 2 3 4 -8.695 - 19.105 0.000 14.545 - 71,23 0,000 0.000 -0.055 0.052 0,000 0.000 1.427 1.426 0.000 HORIZONTAL DEFLECTION (IN) 0.000 -1.429 -1,430 0.000 0.000 0.279 0.278 0.000 SECTION MEMBER VEERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 0,000 1.070 1.069 0.000 PAGE NO. - 4 ATE 06/71!20033 08/21/03 TAU 15:44 ITX /RX NO 6148) Sent By: NCI Building Systems; 713; DESIGN SUMMARY REPORT "NCI Building Systems, L.P. JOlVOAGDSIT - GRMIDSTMD PORTAL FRAM REACTIONS AND DEFLECTIONS - LOAD CMDITION 21 - At0.75(0.251'.I)40.7S SECTION MENDER VERTICAL HORIZONTAL MOUT VERTICAL NORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUM WIDER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 14.376 22.232 0.000 0,000 0.000 2 2 0.052 -1,073 3 3 -0.065 -1.074 4 4 -LW 19.105 0.000 0.000 0,000 AUg -21 -03 4:b9PM; Page 2U/30 PAGE NO. - 5 DATE 08/2=/7603 08/21/03 THU 15:44 [TX /RX NO 01481 Sent By: NCI Building Systems; 713; DESIGN SUMMARY REPORT ICI Building Systems, L.P. J08010$GDSTT - GRANDSTAND PORTAL - NEWER 1- 2 LENGTH 12,02 FT MOSER ANGLE 86,80 DEG TEMP DIFF 0, DEG.F RELEASES 0 WEIGHT 399. LB SECTION LENGTH YIELD N0. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB N0. (FT) FLU WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12.02 50.0 7 1.72 FT 12,15 IN 28.75 IN 8.000 x 03750 0.1875 8.000 x:0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) I 18.27 - 336.97 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO, (KIPS) (KIP -FT) 1 1.57 - 336.97 (CONTIWILING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 18.44 - 336,86 -- ALLOWABLE STRESSES- - FA FBO FBI (KSI) (KSI) (KSI) 17.19 30.00 27.68 -- MAXIMUM STRESSES - -- -- (AMITY CHECK COMPONENTS- - AXIAL FBO FBI OUTER FL. INNER R. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.62 -37,48 37,48 0,09 1.25 1.35 MENDER 2- 3 LENGTH 41.66 FT NEWER ANGLE 0.00 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD No. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB N0. (FT) FLG M® SI:G SIZE START END OR SECTION THICKNESS IN ER FLANGE 1 41.66 50.0 20 2,08 FT 25,50 IN 25.50 IN 12.000 x 0.6250 0.3750 12.000 x 0.6250 -- ALLOWABLE STRESSES- - FA FDO FBI (KSI) (KSI) . (KSI) 15.49 30.00 21.93 SECTION LENGTH YIELD NO, SEGMENT IEPTN AT DEPTH AT OUTER FLANGE WEB NO. (FT) FLG iEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE 1 12.02 50 ►0 7 1.72 FT 12.75 IN 28.75 IN 8.000 x 0.3750 0.1875 8.000 x 0.3750 - -ALLM ABLE STRF..&sES -- FA FBO FBI (KSI) (KSI) (KSI) 17,19 30,00 27.68 --MAXIMuM STRESSES--- -- lN1ITY CHECK COMPONENTS- - AXIAL FB0 FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 0.06 -18.64 18.64 0.00 0.62 O.85 -- MAXIMLPI STRESSES - -- - -UNITY CHECK COMPONENTS- - AXIAL FPO FBI OUTER Nl. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.64 -37.47 37,47 0,10 1.25 1.Y5 FRAME %EIGHT (EXCLUDING CONNECTIONS, CLIPS AND FLANGE BRACES) IS 4213. LB Aug -21 -03 4:59PM; Page 30/30 PAGE No. - 6 DATE 08 21/V003 MAX COIF AT LOAD UNITY CK DIST CpND 1.449' 12.0 FT 15 -- - -MIEB SHEAR D LOAD FORCE ALLOW - COND (KIPS) (KIPS) T 15 - 28.04' 20.41 0 WEIGH 3416. LB MAX COMB AT LOAD UNITY CK DIST COED 0.854 0,0 FT 15 - - - -1EB SHEAR D LOAD FORCE ALLOW - COID (KIPS) (KIPS) T 14 -18.38 151.07 MEMBER 4- 3 LENGTH 12.02 FT MEMBER ANGLE 93.20 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 399, LB NAX COMB AT LOG UNITY CK DIST COMO 1.W49' 12.0 FT 14 - -- -WEB SHEAR D LOAD FORCE ALLOW, - COND (KIPS) (KIPS) T 14 - 28,03• 20.41 08/21/03 THU 15:44 [TX /RX NO 61481 1- w (r 2 O 0 N 0 ui J H N W W O u. • a = W = Z H O Z I- W U O - O I- W W 0 W Z = 0 I- Z SENT BY: ENUI; 206 522 6698; PROJECT Starfire Sports Soccer Complex TO: Engineers Northwest 6869 Woodlawn Avenue . NE Seattle, WA 98115 ATTENTION Allen Tucker POTENTIAL COST: YES NO 11=1•111•1=1111111SaMnca.11•11waa0m FEB-3-04 1 1 : 36AM; PAGE 1 / 2 Job #505 REQUEST FOR INFORMATION RFI NO. 108 SUBJECT HTT22 Anchors at Press Box DATE December 23, 2003 18000 NO. SOD JOB NO. ARCH /OWNER JOB NO. 505 SPEC. SECTION /DRAWING NO. /DETAIL RFI #106 CONSULTANT INVOLVED: ATTENTION POTENTIAL DELAY: YES NO This RFI is a follow - up to RFI #108. As discussed over the telephone, due to availabilty, Simpson HTT22 will be used to anchor the framing at the press box. We will be using eighteen (1§) #8 screws. Please confirm that this is acceptable TO AVOID A DELAY, REPLY REQUIRED BY BY Dave Rice REPLY S.D. DEACON CORP. OF WASHINGTON STARFIRE SPORTS SOCCER COMPLEX 6800 FORT DENT WAY TUKWILA. WA 68188 TEL (206) 24 -6604 FAX (206) 243-3.76 /_ 0 ,/�j DATE / �i 2-3 -03 December 23, 2003 STARFIRE SPORTS SENT BY: ENW; Carlson Arch. CONSULTANT INVOLVED: Engineers N.W ATTENTION ENT(ON Allen Tucker REPLY COPY TO: S ; f 144t5 ; `s 7 .1r/11 X 41 - fl qhAa G[KfR.At. CO11TRtr_7OR • 206 522 6608; FEB -3 -04 11 :37AM; PAGE 2/2 (T(;F'! 1 . 27' 114 1 ' • 4 ':n i 2:4 ,7 4U6 1 V :'hi' r BY FIRM SD DEACON GO12P OF WASHINGTON 1745 114th AVE SE, STE. 120 BELLEVUE, WA 98007 (425) 454 -5438 FAX (425) 454-4430.2 1)03- REQUEST FOR INFORMATION RFI No. 114 DATE: 1/14/2004 EWO No. SDD JOB NO. 506 ARCH /OWNER JOB NO. ATTENTION Trevor Schaaf PROJECT Starfire Sports Soccer Complex SUBJECT Press Box SPEC SECTION /DRAWING NO. /DETAIL Structural Drwgs. The structural drawings call out for the exterior plywood sheathing to be screwed off. Above the main support structures of the grandstand on the east and west sides it is impossible to complete the screwing above the roof line of the press box. 1. Does the area above the press box lid need to be screwed off? 2..If this area needs to the only way to screw it, is from the stud out to the p acceptable? t_ L s, , :v f<. 0 TO AVOID A DELAY, REPLY REQUIRED BY 1/15/2004 '= •+Oi t RESPOND TO: Jason Wynecoop - Fax# 206- 243 -347 Any Changes to the Contract Drawings & Specifications may cause cost RECEIVED FEB 1 1 2004 01;27/04 TUE J1:36 [TX RX NO 73171 DEPARTM z I Z w _t O U O (n O J '- U) I w O Q co o = d I- w Z = E- Z u j U O S O F- wW LL o ..z w U= O 1- Z Project Name . ^ P,/}4941/ d,- I UlG3� r / ...l s mcc, /9>.t - 7 f� vts- .��. s / . 50 0 c ex-s a , -ems re:cop.," of Uw$ . .e at,4 5 x•26�i� //g ��clJ , >!S - �ec��_ /0 ..5 t-t.Peat P/ fro %>✓v tJ - .E v'( Gec-us Gaol �i S L ,` /06; DAILY OBSERVATION REPORT Earth Consultants, Inc Gcolcchnkal I ngJnccrs. Goelogists & Cm1ronin tital Scientists Caistntctkoi Tasting & It:I]O I N'ADO I, ptrilo t Ser'kcs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 ' Contractor dfcvn Job No. .V0/06 75 Inspec Axi4A- To the best of my knowledge, the work described above complies with approved plans and specifications. O Other Reviewed By: Date: /, ir-dg EIVED Name: JAN 14 2004 Page of Date ,'2 :? V 03 Permit No. 4956 Day of Week wS,D, Signature: fi--," DEPARTMENT � °! f �� �� 7' Earth Consultants, Inc. G[X)ICLllllki1I1 )}I11RYY`(i[7)klj isis& sce.IILti1.S Cc>I islnlclk>tl Testing e. ICIX) I WAIL° InspecIk )I15crvk[s ID No. � /06 Page of f Contractor .522 .! r & - Date /,2 30 -O3 Day of Week urz�- 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 „,,,, Bellevue (425) 643-3780 • Toll Free (888) 739 -6670 FAX (425) 746 REINFORCED CONCRETE OBSERVATION REPORT Inspector ‘03‘44.9 Permit No. 1 - /Y/ Project Na e o It ngs Tilt -up Panels SOG Walls Placement Area: Other 'Id— 7 .v- Placement location (gridlines): us'=",41�N►s "..-1, .47 4 , 07- 6-,-, S.?- a 3' Total Quantity of Pour: / ?" (cubic yards) - 9 8'° Approved Mix Design Available? Yes No Mix Design: Per Project Plans and Specifications, 28 Day Strength Method of Consolidation: 7,5 7 of Concrete: „3 ,. 4,,x,X � � Method of Discharge: , i Pump: Other: Numbers of Cylinders Cast per Set: 9 Number of Sets Cast: / Grades for Reinforcing Steel: .‘'© No: 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: Yes: ?e" Yes: re No: Yes: No: Yes: Y' No: Yes: " No: Comments: 2407;440 07;4 , 4rre, -ecK 7 et cer�e- s b - -:,,- . , , ; Ci )G' 76,i6w, / -\ s . s -044.0 0.4A- w--t r To the best of my knowledge, the work described above complies with approved plans and specifications. ■ Other j� RECEIVED Reviewed By: )9 get N ame: X f vLtr -t JAN 14 2004 Date: / - cra Signature: BUILDING e5.g.......R...„ tiic "ri:� vi awLiJyiSLpvy 5092 Earth Consultants, Inc. Compressive Strength Report Established 1975 Client: Starf ire Sports 6840 Fort Dent Way Tukwila, Washington 98188 Attn: Mr. Christopher Slatt Project: Starf ire Sports Contractor: Technician: J. Tu-gle Project No: M -10675 Report No: 5443 Report Date: 1/8/04 Mix Design Specifications Mix I.D.: 1944 Cement, lbs.: 400 Fly Ash, lbs.: 70 gig Coarse Aggregate, lbs.: Coarse Aggregate, lbs.: 1835 r Sand, lbs.: Water, lbs.: 1525 Admixtures, lbs.: 250 AEA, oz/cwt: Material: Concrete Design Strength at 28 days 3000 psi Date Received: 12/5/2003 Material Supplier: Glacier Delivery Ticket No.: 516975 Truck No.: 167 Sample Date: 12 Sample Time: 10 am Comments: Test: Slump, in. Result: Specification: 4 4" Placement Area: grade beams Air Content, % Material Ambient Temperature, °F Temperature, °F 68 40 - 80 indoor facility @ 9 ,10 ,11 A to B 50 Plastic Unit Weight, pcf Specimen 5443 -1 5443 -2 5443 -3 5443 -4 Test Date 12/11/03 1/ 1/1/04 Age 7 28 28 H Load 27530 57670 60930 Diameter 3.99 4.00 4.00 Area 12.50 12.57 12.57 Strength 2200 4590 4850 Percent of Design 73% 153% 162% Type of Fracture Comments: Distribution: RE D' .. c. .M. 1 ; 004 DUlL ING DEPARTMEAg Reviewed by: TYPES OF FRACTURES A B C D E Cone Cone & Cone & Shear Columnar Split Shear /" Don Mil er Laboratory Supervisor 5373 REINFORCED CONCRETE OBSERVATION REPORT Placement Area: Earth Consultants, Inc crvI I ukal Engli teem Geologists h I]n1rot mit Hal til1ClnlL'1s Cot Istru 1k,n Testing ICHO!NADOIt n kn'kts 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643-3780 • Toll Free (888) 739 -6670 FAX (425) 746 -0860 Other Placement location (grid fines): i •ti4(.? U■ Method of Discharge: Direct: ___ Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: c50 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. 4 75 Contractor Page of Date /t9 —/ 7 -03 Day of Week Permit No. .703 Tilt -up Panels SOG - Total Quantity of Pour: (cubic yards) Approved Mix Design Available? Yes No Mix Design: /949' y Per Project Plans and Specifications, 28 Day Strength of Concrete: 7000 Method of Consolidation: Number of Sets Cast: Yes: 4." Yes: ?<" Yes: 7' Yes: Yes: 74 Name: Signature: Other: Aol 4i" No: No: No: No: No: o the best of my knowledge, the work described above complies with approved plans and specifications. O Other �`►, Reviewed By:IGLU ?1 Date: It) — AI-0 3 / 0 S7 06 g3 97 EARTH CONSULTANTS, 1. ( 1805 136TH _ ,. Bellevue, Telephone: -- Fax: (425) �� u,: `� INC. PI. NE Suite 201 Washington 98005 (425) 643 -3780 746 -0860 Date: ? J /D3 Project Naive: 1 S))5k-i2�ii1&?" 5.?aeg75 Protect Number: /i7/46 73 Inspector: S . ,/Z ,rlds / J Contractor: sp , • 0 ,0 DOS - ;;it# , of / I HIGH STRENGTH BOLTING OBSERVATION REPORT Bolt Type: Pre- Tension Required ?: 05. No 42EP A4 Method Of Tightening Used: Snug -Tight ❑ Turn Of The Nut { Marked t No Twist -Off Bolt ❑ Direct Tension Indicator ❑ Calibrated Wrench ❑ Other: ❑ Area(s) Of Inspection: 6/ n - p 2v<)F M, p n „� reit .SaCc.672 -- F /OLc • -# : PeR MR)ull4G7vt 7L n/2 At. J1Az - S • Plies In Tight Nuts Fully Spline Ends Yes No Contact ,J 0 Engaged 0 N/A Yes No Min. Req. Turn Achieved La ❑ DTI Compressed ❑ ❑ 9' Achieved Inspection Torque ❑ ❑ Method Verification Data N/A ❑ Sheared 0 Tensioning Bolt # 1 Bolt Size Bolt Size Bolt Size Min. Tension Req Dia A490 Kips Kips Kips A325 ft/lbs ft/lbs ft/lbs 29 3/4” 37 7/8" 51 1" 67 -1/8" 84 -1/4" 107 Bolt # 2 Kips Kips — Kips 41 ft/lbs ft/lbs ' ft/lbs 54 Bolt # 3 Kips1�' Ki Kips 59 1 ft/lbs ,c P ft/lbs ft/lbs 75 1 Bolt # 4 Kips �� Kips Kips Note: Values listed above than min. Sect.7 fUl ft/lbs flubs are 5% higher Bolt # 5 Kips Kips Kips req. per RCSC / ft/lbs ft/lbs ft/lbs v erage Kips Kips Kips Tension Achieved? Yes, No ❑ ft/lbs ft/lbs ft/IbsI To the best RCSC Specification Reviewed By: of my knowledge, the work described For Structural Joints Using 1 above ASTM A325 complies with project plans, specifications, and & A490 Bolts (6- 23- 2000). Name: p e Signature: �w• _ _ 4616 DAILY OBSERVATION REPORT Earth Consultants, Inc. GcotecIMIC c 7 Gwk Isis & En%ltonmcj lal ScinitLsLs Ccnstntnlal'resting & ICAO / WADO Inspection Senices 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. _ m Contractor z'll flc) Inspector 5 . RA-in OS Page of Date Day of Week 9 /9v� 7146.5 Permit o. 003 -20 Project Name 6 Th2Fi e 5PcQTS — G 2,?)0 0 677970 Ill /:m CA) ,117 R P6i2, p,'i ,s"72uc it/2, S 7t2-2 /n0,iptZ77 0 5 r /AJ Ace' a2DRAk':t� r,)177» Pf' i 7` P 5 Art) O 6PA //4 t-t4 70/J S ,, /Z6 ie Oe i) 11E7794_5 F02 A, ?DFI) , 4'71 FF & Fog_ 6-e d7.0 2n t) .859I%1,5' Cot.urrl,i3S i $ i anle, 1-72•rilG_ ,voA :n F /GLc -."T rvc213 6 Zes tx & sl r, " 7 - ik - RC 4/26 , c ompa%'l Ii/Ut777191at.3 tee7.04 i9T TIi/= POJ779/ R) Lt W iAJI cog < 7,‘) Ni2eK -xe S' r7n) S rrF / ./I .de2a i?) IA) ) 77i ?JO/L- ('e)ccr ,, /00 /Tmr.s OF jw,k) `Ce9JFiv/v/9i0^C A)0 • Vtn,121v (L5 dF / /NZ crm)7a2 /:1� of 676M' e:eu- lty9& ) L7 C772.bD3 R97 ci90 F. 1ri�D C/9,t) tt� �/ 7?E l5 ,F} eJntee „t)l t,..Lc- 6 biro ADM)tr t?t,U7t) e)A) cs,76 , VC121 FieD LJtf1 Reg 4�znF /eA?7on) 14'x2 Fe-W W 2Ov72 I�Al1 //J Q tr c,, 72r: ;eM EXARC:\ OC! T 0 ) c77 - Eft 9g.. - col7 i ' - c ( L 5 ✓ 1 1 / 9 G L ) / 2 / d PROces$ - AL. -PO.S i 17eA, ) , • 61 To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: 4 A- Date: Name: Signature: 4707 Earth Consultants, Inc It/ ceotechnical Engineers. Gooblpsts a Environmental Sc1p1ILCIS Cgn511110bn Testing & IC130 / WADD Ins(lectlon Services 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746-0860 • zoz inuJG- on) 6-A9A),S7)9At) ;) FI�Ari >�i�r, A T r✓XTb'I2n ,Z COLGA- 1AJ5 . 0/7 - /J - PAN: RG4 S AV/ft- • Job No. /I2/ l5f Contractor 6D sc6oi Inspector Raynos ARO1/C7.7 or) $)) 7b ce)477A)tle ht eih OF 19 �[J AIDA Lief) '0 ()ASO - A/t /C'-2l)_l (- ,tT_!/g)9 rYS Page of l / Date 9A/3 Permit No. DO 3 - -,1O3 DAILY OBSERVATION REPORT Project Name 1067 -1) t0C- 1.A513 S LA) P/2cYriZES Or /? D iz/ 5' 7F�� ? 6?Z ,0='t,/ITAS V /SU/ yt1 /NSPCC? ) GJtWJA) - r9F A- Dt)7 L 676 S oN //J7b1lJc)2 CCLt( -IA) //,ii -m con vo EcT O ' . 11, r C/11_. i.J t z11s ewe" AXT 1 A.) C-trIOGt?>tl•r11 4A)CE- 771 PLAT IQiZiX 'J/-7Z2 ,ecru v,D 70 A L OD[- _72.5, zei) ,. i())QgSr reTIZE /r/�) tJRS A.W7I 7E7) tvc�2i� TO CAW. E(.27 I DEL!) S /7^ ..S//ou,LD !•2[-. /ud?EI7 ART PI.QS / Gt.v9 A /2 /I9 /ncrMan.r:.S ffb tpROT THE O.-VW ,7D1AitS ,, L4,67174:72 _ 0 leh,") P672_ 7:9i.w: IU h, / -n a . ,e. Day of Week /67) aria the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: \w� Date: Name: 5lp 2U Signature: (;C,V �:.<i. ,.w',s't A•'rY�,+.'µYS'.t+�_y}1 4801 Earth Consultants, Inc Gtnta:hnlc:tl Engbeers. Geologists ✓V Fmironmaial Scientists Catstntctlon Tasting & ICDO / WADO Inspactlat Scnic s 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. /n406 7 5 - Contractor SD re??c l.4` i Inspector St R4r»v5 Project Name STf32A712e S0 . ,4/2/2 / tl 070 Si 77; 773 c,7) 77n) Li6 IA) tcPLC 776 NS o1 ? r-7 &z Lti6w /Jo 6,z ,s7i74 a)L z.) /A)I" reritYriA)L[G",5 7D Coageer C l 1 DL _. <7 y n Lv el0.5 on) /107 coLL4.4j / / arm C,rna/►)�= d.rieA.As ,U07 :7 an) el 7o 7 . /N t _ IIZCP(9 - 1249-770/..) f )n z 2,o) 77,6 � - C,rr, ALL 7 11 Mt4 77ZrA) G) Z O S AT r"XTb71 /vaZ Cals4. i 5 / M134 46l &73 rreriz. ft55 /s,t,uc_ 6 iA) Pe - _7Z» , , - ,v /.J 6- TJfc nr.. s r eFFide7(51 m6i11e3 71) PeRICaRin Ti/ 40ez,r7i/te;, ffp Q 2710 p u- fS /rl�v j ' !� \5.� /-J'�i ,e7eIhJZ/j1 /n)C7) 77. L $C C To . Wire ? 772e fN G /r -cc ,f 77t 6 7C) / Rt',D FGCCrf7 1v&7" Cca2ReAJi Y iN [l& (. . Page of 1 � Date Permit No. Day of Week 77/1/RS . ❑ To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: Date: Q t - ' 1 ,‘S Name: Signature: Earth Consultants, Inc. Geotcchnical Engineer Geologists t1 DwIratnlattal Sclautsls Caastnrctlaa Testing a ICDO / NADO Inspection Scniccs 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 ,41212i//gO el-10 cs /r7 71) CcA)77A)1.1 /�t.) PGZvr-r2tc= s 5 t. J27 t7 /N sa— e 7i0 ) Of' f9DD77) T / Ace A)t`75 7D cri i9A ,T, Srl1I00 �1i9777 V p &like y /,o4P e/ /DFW //tY'r /f /A7T 72 Ir,2 GZ7.4...# P1A) e MAX ) 77( AJS / w11 /Ci¢ 1- /3 L..J 2 2 Sint -D Gvt405 . /.JbZ,OS / ti7 IAJO at PIRA) s ,l/P GcTb72E f-- 014-WG) i/.) (N , yna/S tOLII) /,Jr' OF ADDLE S�f 12 p I •fl. #Z( g nr"r) 7E72_ z -in,V Job No. 1 1/0675 Contractor ieWCO/tV Inspector Ri9nW5 Project Name Signature: Page of 1' Date Day of Week y / 1e/ Permit No. ,D 03 --co i To the best of my knowledge, the work described above complies with approved plans and specifications. El Other Reviewed By: Date: 4-'} Name: 2.4rnl5 4802 4803 Earth Consultants, Inc. Gontechnical I]tgJncaa Geologists a Gl%lrotu cntal Scientists Catstntckrt Testing & IC130/ N'ADO Inspection Scn•kcs 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. Contractor �a GAE/k rav Inspector Z9/77 as Page of / i Date 94510 ? Day ofWe Permit No. nog 2a3 (7 Project Name 6 MAFis2C ,2 /210 7-7T s r 7"C• Luri )A)s1ericx_) e// L• r Z D/n}/r 051/ 0417.4 ,57 EY7 PG .977- 5 7 t - A) ,57 r) •1 L.• i i i .l Su 0 /n) fiZO aerrl 0J) ) J e, £f - /AI i,) - ,op 0&zi J /,,, _ 1ilf r.- _ LW.)ez- oJA?Gr CoNrrI A)LUS c7>1) /":'X rtz R li c o/Licyn 4.." On?, t 77eA.2 JU D , . Yu -- Com) ?r )fl Gfl,q.j)(: /,JE07, .07,7& - U ilrro the best of my knowledge, the work described above complies with approved plans and specifications. El Other Reviewed By: 11 Date: 9 �� ,► Name: $T- ;%/G "AJ Ge,e/7/5 Signature: 4807 Earth Consultants, Inc Geotechnical Engineers, Geologists & Environmental Scientists Gonstructiot Testing & ICAO / WADO Inspection Se is s 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. Page of M/06 75 ( r Contractor SD 1)e79C yid Date 9A 6/63 Inspector Permit No. 5;124m DO . 20 Project Name a/ &CIF, t .srrt ?) JiV3i 6 or �/4 LJD Gtf GGZUI/JG- CCT) /iGl�� ST7F��?L�CrL eG rF S i /y iC' r O er")re- e4 )i7* If/ 1 ~7t)5 iU5 11-70 - 5 - D c: l' iFi / 9 - 77/17US Gl iG20JNr� AxA. p 6: &A' 6 55 CAV .�7C7�32i� I A tt'n1.0 677E .ci -=70 #7z fOr /9TES , c0 'rit1iu n mccA) /TM Wez-0,11.)t.- VOA.t ze S .C7796.5 /A) %'2n r/ztS 4 Fzeuilr_ turn J N d 7> S Oi^ /von) - on) fd2/)7NiV ce ` • • Day of Week WielS fZio the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: Date: l Name: - rnc : Signature: - .. ty tsi2L:k Earth Consultants, Inc. Gcotechnla,l Engineers, Goolog sts & I is1rountauat Sdcnttsts Cons*ructlon TcstIng & ICDO I WWAI30 Inspection Scn1c 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 Date: 10 -lrc Job No. m /9 675 Contractor SD oo nJ Inspector Girmv s Project Name STIW .,.,G%27z Page r r Date Permit No. Oa 3 —ZO 125/ZRY2rveD f7/0/9t- YSt4 - S1eZADN 0/0 Ano 7) A 712/ .rni NOShl CD7uFeflain paL cove .z.5 . 3) f w W :7.p /AU(.- !7F r1DI7177) , S)7/=F6_7Jt7Z`S Aivt0 Pae.rni-- 6 ini A1aDlFC/ffA OS ,oI7?G / t.4A)P C- 67!1, - 1;(33 Signature: 4811 ,��- t t1F.7") DA) .s- - ) ` rte 6,24709 77) C_OMPt /.v SL - 57726 . CF— cT7 y� If:,eL D W62..0p4)tr- ()'3 ! ) fi7da )/i\X. - w Y /V(�& 7C 3 J /4 ret2F J/ %) Iz 01)70 (F Cvint > 2cT / /,9i\ S j4,JaD 1 �vrQme2D taa7 ,Se)A ,C_ ,,0 ,S,A 6_77n rA pi - E - - 6 F. A.) &17 n < 1 I bJ771L p2A7?! pg GQ D 779/Lc . A O /25?. --- //1>>JT / A)#) 7ki9V/: 4-S Lv72/ Fewu . fTo the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: .«..�.....:�w. % «,..u. %'i:; .,.s:i:�;: � .,;,.•`. t'; wniGla".." v.' i.'. �a' Y, ,l {:r %.�= . i.+riGt+dcu.- fit EARTH CONSULTANTS, PI. NE Suite Washington (425) 643 746 -0860 ' INC. Date: 9 ,R ./Q? v ( 1805 136TH _ . ,. Bellevue, Telephone: ' Fax: (425) 1 + r � �o �"` 201 Project Na e: S7 ARc;pC sgov3 98005 Project Number: mil1 7s" -3780 Inspector: 5 ,e49//10‘) Contractor: D lrn /,•� Permit # UO3 -2U3 u Page i of ( I HIGH STRENGTH BOLTING OBSERVATION REPORT I Bolt Type: Pre- Tension Required ?: 1(e No IIIIMIO A490 Method Of Tightening Used: Snug -Tight ❑ Turn Of The Nut Marked: es) No Twist -Off Bolt ❑ Direct Tension Indicator ❑ Calibrated Wrench ❑ Other: ❑ Area(s) Of Inspection: AW1.DIn7c7) Sc'(DA10l1L 1/62hei A77aA) 0; 111 5 r 'n -�- s / 0A) /n>lr niepioLD 0 ` We/75 A4 A: ' h 03&evo . 1 gX _:1 69150) XO.Tki,r 6g ),,,s RkT0.z - 7/ ki 10-1 (,9 Xis = 0,3 ) ) ) 14 w &V /thP f 7, 1/1157)444-1 r • 1-.311516/0/AY,- /�16X . i /7Gi� ../ A)070 CO7Jco S AM ,M .5 7 02097 02097 02097 v /00 /�/„ lr � e.; .LL /e726" AN)/1� • Plies In Tight Nuts Fully Engaged Spline Ends Yes No Contact 0 N/A Yes No N/A Min. Req. Turn Achieved ❑ ❑ ❑ DTI Compressed ❑ ❑ 0 ❑ Achieved Inspection Torque ❑ ❑ ❑ Method Verification Data Sheared ❑ ❑ Tensioning Bolt # 1 /4301.5 Bolt Siz ..0 (..2/if `' Bolt Size.* X a_'' Bolt Size fix 3 Min. Tension Req A325 Dia A490 ."-1K Kips 3 Kips $3 Kips • ft/lbs ft/lbs ft/lbs t 3/4" 37 Bolt # 2 I q3 3,:;2-. Kips 3/ Kips 53 Kips 41 7/8" ft/lbs ft/lbs ft/lbs 54 1" 631. Bolt # 3 /3a, Kips 3L1 Kips ^jam Kips 59 1 -1/8" 84 .ft/lbs ft/lbs ft/lbs 75. 1 -1/4" 107 Bolt # 4 Kips Kips Kips Note: Values listed above ft/lbs flubs nibs are 5% higher than min. Bott # 5 Kips Kips Kips req. per RCSC Sect.7 ft/lbs ft/lbs ft/lbs A verage 3 / , 3 Kips 7) 3 .• Kips �77 5 ' . Kips Tension Achieved? Yes No ❑ ft/lbs ft/lbs_ ft/Ibsj To the best RCSC Specification Reviewed By: of my knowledge, the work described above complies with project plans, specifications, and For Structural Joints Using ASTM A325 & A490 Bolts (6- 23- 2000). 727( ,fry, J 2C.,e Name: � 767i ? S - Signatur@ � .«..�.....:�w. % «,..u. %'i:; .,.s:i:�;: � .,;,.•`. t'; wniGla".." v.' i.'. �a' Y, ,l {:r %.�= . i.+riGt+dcu.- fit city of Tukwila Department of Community Development Steve Lancaster, Director Zo 3 Facsimile Cover Sheet CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT To: Phil Brazil Company: Reid/Middleton Department: Phone: 425/741 -5039 Fax: 425/741 -3900 From: Bob Benedicto Phone: (206) 431 -3675 Fax: (206) 431 3665 Date: August 26, 2003 Pages including this 3 cover page: Comments: F.Y.I. , (also) for Arena bldg. guidlines Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 SENT ..BY; „ENW; 206 522 6698; IEIN\V ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS -- 6869 Wo n1.AWN Avh. N. E., SEATTLE, WA 9$ 115 (2061) 525 -7560 FAx (206)522-6698 August 25, 2003 CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188 ATTN: Bob Benedicto RE: Starfire Sports Complex; Tukwila, Washington Permit Number D03 -170 Bob: Connection Desion Procedure 1. All loads are determined in accordance to the 1997 edition of the UBC. AUG -25 -03 5 :58PM; PAGE 1/2 - poi -Zo3 In order to resolve the current Issues pertaining to the design of the steel frame connections on the Starfire Sports Complex, we offer the following procedures be considered for immediate approval. 2. Connections for the three -story building will imitate FEMA 350 "Prequalified Bolted Fully Restrained Connection" recommendations for bolted stiffened and unstiffened end plates. Deviations to the procedure will include the use of 3 -plate beam and column shapes in- Ileu-of the exclusive use of hot rolled shapes. All other connection provisions will be strictly adhered to ie: A36 end plates, weld types, pretension HS bolts, shims, etc. 3. Connections within the lighter arena building portion, which provide ordinary moment frame resistance, will be detailed in accordance to standard low rise provisions utilized by MBMA (Metal Building Manufacturers Association). 4. Diagonal bracing within the vertical planes of the arena building and located above the ordinary moment frame levels will be designed and detailed in accordance to Chapter 22, Division V, Section 2213.4.2 and 2213.8.5 of the 1997 UBC. z 6 J o 00 W J i-. W 0 < co = d . _ : z � I- O z F- W uj O N Ca w uj -O z w U = . 1- z SENT BY: ENW; 206 522 6698; y August 25, 2003 CITY OF TUKWILA Starfire Sports Complex; Tukwila, Washington Page 2 of 2 We feel that the connection design approach is suitable and applicable to this specific engineering project, and that it will provide the capacity to protect health, safety, and welfare of the general public. Expected damage from the design earthquake ground motion would be repairable although not economically so. Please provide direction as soon as possible, so we may complete the design submittal. Sincerely, ENGINEERS NORTHWEST, INC., P.S. t t 0. Allen Tucker, P.E. Principal AT:tn ENW Project No. 02118004 EN1}INFERS NORTHWEST, INC,, P.S. — STRUCTLIIIAl ENfGINI;HRK 61f69 WtxrLAwN Avk. N.L'.. SEAT I'L . WA 9H115 (2061525• -7560 FAx (206) 52.66')!4 AUG -25 -03 5:5APM; PAGE 2/2 TRANSMISSION RESULT REPORT (AUG 26 '03 11 :35AM) TUKWILA DCD /PW (AUTO) THE FOLLOWING FILE(S) ERASED FILE FILE TYPE OPTION TEL NO. PAGE RESULT 071 TRANSMISSION 9 *4257413900 03 OK ERRORS 1) HANG UP OR LINE FAIL 2) BUSY 3) NO ANSWER 4) NO FACSIMILE CONNECTION Z re la . J0 O 0 co o 111 • = J F • u. w IL Q ' u) _ . I W F- _ , Z I- (3 Z F- UJ C 0 N , - � 0 I- = U 2 ' O ill Z U N 0 Z September 26, 2003 Trevor Schaaf Carlson Architects 2111 Third Avenue Seattle, WA 98121 RE: Letter of Incomplete Application #1 to Revision #1 Development Permit Application Number D03 -203 Starfire Sports —15000 Interurban Av S Dear Trevor: This letter is to inform you that your application received at the City of Tukwila Permit Center on September 18, 2003, is determined to be incomplete. Before your application can continue the plan review process the following items need to be addressed: Building Department: Ken Nelson, at 206 431 - 3677, if you have questions concerning the following: Please address the above 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 Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. 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 the Permit Center at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician Enclosures City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 1. Provide framing details for connections at floor and roof. 2. Provide gauge of steel studs to resist wind loads. 3. Provide safety glazing where applicable. File: Permit File No. D03 -203 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 z Iz e4 w QQ � JU • 00 co J I u. w g Q w � = d w Z = I- 0 Z H-. W 0 0 CI 0- 0 1– WW H 0: u- .. z N U = • 0 z SUBMITTAL Submittal No. Specification Section 15 03300 - Curb & Retaining Wall Mix Design Project Name: Date: Owner: Starfire Sports Soccer Complex 14 -Aug -03 Starfire Sports 6840 Fort Dent Way Suite 125 Tukwila, WA 98188 Contractor: SD Deacon Corp of Washington 1745 114th Ave, SE Suite #120 Bellevue, WA 98004 -6930 Subcontractor: Glacier Northwest 5975 East Marginal Way South Seattle, WA 98134 (206) 764 -3006 Supplier: See Submittal Manufacturer: Sc FILE .COPY I LI r v*. r . ? n ri d ll� � n SUBMITTAL ■0; IS -COW% Whit- MIX REVIENiY: S D DEACON CORP pess&sus BY: DATE: S I'4 This check does not in any way relieve the Subcontractor or Supplier of their responsibility to verify accuracy of details, quantities and dimensions. IS - 633co -6oz- STARFIRE SPORTS JOB # 505 DATE $• I4-03 SE FS DRR JB 18 OWN SDD leSEND TO EK6. NUJ ‘430B s. C.OT RECEIV AUG 14 2003 � EV � LOPME N T GOY OF TIJrtW'ILA APPROVED AUG 2 7 ne3 AS c) r -; .. kj.. t t:.1 Doi -2o3 uziLE S%As1M l'rPrL. Z F- J O 0 • 0 wj_ U w W 0 2 uL Q. = a . 1- w Z = Z0 w w N 0 l- w W W Z U 0 z GLACIER N O A T p w C! T LS 142S (12/99) August 1, 2003 Dear Valued Customer, Sincere • urs, Quality Assurance Neil Guptill Sales • '.AUG -11 -2003 MON 11:27 AM GLACIER NORTHWEST r on • es General Sales Manager 0) 206 764 3020 M) 206 909 7620 Tim Carlson Brandon Crawford Jesse Gilbert Marty Hoyle George Lambert Greg Mettler Michael Wagy P lant Snoqualmie Seattle Pierce Cty Snohomish Cty No. King Cty Seattle Pierce / Thur Cty Office 206 764 3028 206 764 3010 206 764 3006 253 964 0235 425 339 2277 425 486 7068 206 764 4043 253 572 6381 FAX NO, 8 206 764 3014 P. 02 We've just been notified by our fly ash supplier, 1SG Resources, that they may run out of fly ash by Friday, the 8 of August. If they do, the impact will obviously be huge. Most of the mixes we submit for commercial applications includes fly ash as a mix ingredient. There are no alternate suppliers in this market for fly ash. We are submitting the following mixes as a precaution. We are hoping that ISG Resources will be able to fix the problems they are experiencing and the mixes in this submittal will not be required, If they are required, they are as close to the specification as we are able to get. If you have questions, we would appreciate your call. A list of number is below. Mobile 206 909 2149 206 909 0823 206 909 0841 253 380 1215 425 348 1322 206 909 0283 206 909 0423 253 380 2358 5975 East Marginal Way S. SeMt{e. WA 98.134 P.O. B,)x 1730 Seattle, WA 98111 TclephOne: (206) 754 -3147 Facsimile: (206) 784.301?. I l O U .J. V CJ .J • u/ 1 1/ V 1J 1 1. 1J V nIYI , ' ., AUG -1.1 -2003 MON 11:27 AM GLACIER NORTHWEST *r GLACiER MOITHWIST August 11, 2003 SD Deacon ATTN: Dave Rice FAX: 206 - 243 -3476 Reference: Starfire Sports Athletic Center Concrete Mix Design Submittal U C I.. r a A I Y I O G IJ , rasa J FAX NO, 8 206 764 3014 5975 East Marginal Way S. Seattle, WA 98134 P.O. Box 1730 Seattle, WA 98111 Tel. #: (206) 764 -3000 Fax Numbers: Corporate: (206) 764 -3012 Sales: (206) 764 -3014 Credit: (206) 764 -3013 Warehouse: (206) 762 -3077 Cement Terminal: (206) 764 -7176 The enclosed concrete Mix Design #0414 is being submitted for use on the above project. This mix design will be produced in conformance with applicable codes and specifications and shall be tested in accordance with ASTM, AASHTO, or CRD procedures. ASTM C94 -00, Section 4.6 states, "The purchaser shall ensure that the manufacturer is provided copies of all reports of tests performed on concrete samples taken to determine compliance with specification requirements. Reports shall be provided on a timely basis." In accordance with this specification, approval of these mix designs carries with it Glacier Northwest's inclusion on the distribution list for all concrete test reports. The cement used on this project will be in conformance with ASTM C -150, AASHTO M -85, and Section 9 -01 of the WSDOT Standard Specifications. The pozzolanic material will be in conformance with ASTM C -618 for Class F fly ash. The aggregates will conform to ASTM C -33, Section 9 -03 of the WSDOT Standard Specifications, and AASHTO M -80 for coarse, M -6 for fine aggregates. The aggregates come from State Pit #B -335 located in DuPont, Washington. The air - entrainment is in conformance with ASTM C -260, AASHTO M -154, and 9 -23 of the WSDOT Standard Specifications. All other admixtures conform to ASTM C -494, AASHTO M -194, and 9 -23 of the WSDOT Standard Specifications. If you have any questions, please call me at 206 -764 -3006. Sincerely, C , r- , /w,aa. Brandon Crawford Glacier Northwest, Inc. P. 03 Y.riipiirsX;:i '• -14-2003 MON 11:28 AM GLACIER NORTHWEST August 11, 2003 Dear Contractor: ASTM C -31 ASTM C -33 ASTM C -39 GLACIER FAX NO, 8 206 764 3014 The following mix designs submitted were run in accordance with the ACI and ASTM Standards listed below. ACI -211 Recommended Practice for Selecting Proportions for Normal Weight Concrete Method of Casting Concrete Testing Specimens Standard Specification for Concrete Aggregate Compressive Strength of Cylindrical Concrete Specimens ASTM C -40 Test for Organic Impurities in Sands for Concrete ASTM C -117 % Passing a No. 200 Sieve by Washing ASTM C -136 Sieve of Coarse and Fine Aggregates ASTM C -138 Unit Weight, Yield and Air Content (Gravimetric) of Portland Cement Concrete ASTM C -143 Test for Slump of Portland Cement Concrete ASTM C -231 Air Content of Freshly Mixed Concrete by the Pressure Method P, 04 •,AUG -11-2003 MON 11:28 AM GLACIER NORTHWEST kary GLACIER N O R T N W E I T CONCRETE MIX DESIGN #0414 POUNDS MATERIAL (S.S.D.) CEMENT TYPE I -1I 423 FLY ASH 77 BUILDING SAND 1380 3/4" x #4 GRAVEL 2070 WATER 200 % ENTRAINED AIR 5.0 TOTALS 4150 W RATIO SLUMP % AIR BUILDING SAND 3/4" x #4 GRAVEL 5975 East Marginal Way S. Seattle, WA 98134 P.O. Box 1730 Seattle, WA 98111 Tel.: (206) 764 -3000 CURB MIX, 1" SLUMP 3/4" MAXIMUM AGGREGATE 0.40 1" Max. 5 +/-1-1/2 AGGREGATE SOURCE DUPONT DUPONT Contractor: SD Deacon Project: Starfire Sports Athletic Center Note: Approval of this mix thereby entitles Glacier Northwest to all strength data generated from this project. M`J;GU; rage a FAX NO 8 206 764 3014 Fax Numbers: Corporate: (206) 764 -3012 Sales: (206) 764 -3014 Credit: (206) 764 -3013 Warehouse: (206) 762 -3077 Cement Terminal: (206) 764 -7176 ABS. VOLUME 2.15 0.56 8.35 12.38 3.21 1.36 28.00 AIR ENTRAINMENT (Meets ASTM C -260) 3 oz./ yd. WATER REDUCER (Meets ASTM C-494) 17 oz./ yd. SP. GR. 2.65 2.68 P. 05 GLACIER NORTHWEST CONCRETE CYLINDER REPORT PROJECT 164th & TESTER - MONROE 164th & TESTER - MONROE COAL CR. PARKWAY - NEWCASTLE BUFFALO SQUARE - MILL CREEK S.R. #9 @ 172nd - ARLINGTON CONTRACTOR MIX DATE LAB SLUMP AIR 7 -DAY 28 -DAY 28 -DAY 28 -DAY 56 -DAY AVERAGE CALIBER CONCR. 0414 6 -Jul -01 MAYES 2.55 CALIBER CONCR. 0414 6-Jul -01 MAYES 2.45 FINISHING EDGE 0414 7- Oct-02 AMEC 1.25 FINISHING EDGE 0414 22-Oct-02 KRAZAN 1.00 FINISHING EDGE 0414 17- Feb-03 GLNW 5.00 #OF TESTS » » » > AVERAGES » » > STD. DEV. » » »> CO. OF VAR. » » »> 3.8 3010 4320 4320 3.7 3540 4070 3805 3730 4770 4660 4715 2820 5200 5150 5175 5.0 4335 4780 4415 4598 5240 5 3 4 5 4 5 1 2.45 4.2 3474 4522 4574 4523 5240 1.59 0.7 695.19 631.05 454.04 506.03 0.00 64.71 17 20.01 13.96 9.93 11.19 0.00 Z I I— W ce JU 00 N 0 J • = 1 W O g c u- Q . N = W O Z ui N c� ON c 0 E — W W n U . m - iii Z co H = z s O r cc ) `. a • c >c a Z � • k 3 rc ■ 0) m to 0 AUG -11 -2003 MON 11 28 AM GLACIER NORTHWEST 4F GLACIER N O R T H W E S T CERTIFIED MILL ANALYSIS NO. Bin No. A -1 CHEMICAL COMPOSITION: PHYSICAL TESTS: January 23 Date Si02 Al Fe203 Ca0 Mg0 S03 Loss on Ignition Insoluble Residue Total Alkalies (asNa C C28 C3A C4AF Blaine Fineness Setting Time - Vicat Initial Final False Set Autoclave Expansion Air Content of Mortar Compressive Strength - 1 days 3 days 7 days January 15, 2001100-34) Test Date 1.111 k FAX NO, 8 206 764 3014 4636 East Marginal Way S. Suite B140 Seattle, WA 98134 P.O. Box 1730 Seattle, WA 98111 Telephone: (206) 764-3000 1481 -3 -2 Type I /II ASTM C 150 PERCENT 2155 psi 3779 psi 4884 psi 20.9 4.8 3.0 63.7 2.7 2.7 1.22 .26 .51 58 16 7 9 410 m /kg 84 min. 188 min. 73 % .09% 7.1 % The cement represented here is certified to comply with the a 14.9 MPa 26.1 MPa 33.7 MPa P. 07 Fax Numbers: Executive (206) 764.3054 Sales (206) 764 -3014 Credit (206) 764.3013 Warehouse (206) 762.3077 Cement Terminal (206) 764-7175 ove noted specification. Manager of Technics ervices Mece .vea: CS/ 11 /U.d 1 1 :0IHM.; ••AUG -11 -2003 MON 11:29 AM _GI. AC /�w�./ ER NORTHWEST FAX NO. 8 206 764 3014 .1 p • h • ' iv w.v`a f'4f7%CaiV v•••�- - • RESOU V INC I • • t ,T4MAIa.WA a • Plunk WESTERN REGION F*x X' s4 ises . 1wwd spew es.e=m November 14, 2001 Mr. Nathan Harper ' Glacier Northwest Inc. PO Ecx 1 730 SesWes 1NA 9E111 Subject: Fiy ash certilicaticn Dear Mr. Harper ',A ll fy' " � � Resources, Inc. IncC=< certifies that 1, ash Supplied for your use meets the standard ccnditions of AS TM M C818 for class F pc�CtGf. s.r I fSG Resources, Inc. i acres A. Fax Technical Support Wes tem P.ecicn M r tGl /TAF c, avu , uv .7u I 1-ax MIiGU; rage o P. 08 4 ...,z +...1..tJ,Fn.ti .ti.. w. ^....,( ..�. 1 ».s:S..il::i..,. L {.....t �s:. <...,�... z re w 6 JO . U O N 0: W W =. O w L< -d LLI Z I- -O z I LLI U O tA : . Ca F- w • W 0 z w • = 0 z SIEVE SIZE PERCENT FINER SPEC." PERCENT - 1 I I 100.0 100,0 - 100.0 I 1 1 I I 1 - 95.0 - 100.0 \ k_I I I I 90.9 • - \ \ 416 - I I 1 - - 1 1 I I - 1 1 I I - I I I I 1 1 I I - 1 I I I #50 15.4 I - - - mere,« #100 Q]] Ste.. 0.0 - 10.0 #200 1.3 0.0 - 3.0 1 I 1 1 I 1 1 I I I 1 1 I 1 I \ \ 1 I 1 I I 1 I 1 I 1 I 1 1 I 1 I 1 1 1 1 I I I 1 I 1 1 I 1 I 1 1 I 1 I 1 I 1 1 1 I I 1 I I I i I I I I 1 I I I I I 1 I 1 1 1 1 I 1 I I I I I I I I I I I 1 I I I 1 \ \ • 1\ I 1 \ I 1 I I 1 I I I I I I I 1 I I 1 1 I 1 I I I 1 I 1 I I I 1 I I 1 i I I I 1 I I I I I I 1 \ \ I I I 1 I I \ 1 I y I 1 I I I 1 1 I I I 1 I 1 I I I I I I 1 I I I I I I I I I \I l n I 1 I 1 I I ■ I 1 1 1 I I I 1 1 1 I I I I I I I I I I I I I 1 I it , • 1 1\ I 1 I I I I V \ I I I I I I I I I I I I I I I I 1 I 1 I 1 I I I I 1 1 1 I I 1 1 I 1 I I 1 \ I I 1 I t I \1 I I I I I I 1 1 I I I I I I 1 I 1 I I 1 1 I I 1 I 1 I 1 I 1 I I 1 I I I I 1 I I 1 I I I I I I I I + I • I I I I I \ I I I I I I I t ` I I 1 I ■ I I I I 1 I I 1 I 1 I I tv. I I 1 I I I I I I I I I I I I I I I I I I I\ I ' I I\ I SIEVE SIZE PERCENT FINER SPEC." PERCENT PASS? IX =NO) .375 in. 100.0 100,0 - 100.0 MEDIUM #4 100.0 95.0 - 100.0 0.0 #8 90.9 80.0 - 100.0 24.5 416 61.8 50.0 - 85.0 #30 37.5 25.0 - 60.0 #50 15.4 5.0 - 30.0 #100 3.9 0.0 - 10.0 #200 1.3 0.0 - 3.0 % COBBLES % GRAVEL % SAND % FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0.0 0.0 0.0 14.8 59.4 24.5 1.3 •.AUG -11 -2003 MON 11:29 AM GLACIER NORTHWEST 1 80 70 60 50 40 30 20 10 0 500 C -33 Sand 4 Sample No.: Building Sand Location: Duwamish Plants Particle Size Distribution Report A A A • CASCADE TESTINO LASORATOAY, INC. 7E6rw I3 A IrvapecrIQN1 e Gvt_ar•Jeer'4t1 L i Ll 17 N.0 120TH PLAC1 KIaYCLAhO. riPi0+.v01'01V 1= Irc:di QQ'.r"0000 1 GRAIN SIZE - mm Pro No: 0201 -53 FAX NO. 8 206 764 3014 01 Remarks 0.01 Soil Description Building Sand ASTM C -33 Dated 1 -07 -2002 Laboratory Sample No. 2624 Atterberq Limits PL LL= P1 =. Coefficients D85= 1.99 D60= 1.13 D30= 0.481 D15= 0.295 C 4.80 C 0.87 Classification USCS= AASHTO= Client: Glacier Northwest Project: 2002 City of Seattle Plant Certification Inspection D50= 0.868 D10= 0.236 PI 09 0.001 Source of Sample: Duwamish Plants Date: 3 -05 -2002 Elev. /Depth: PERCENT FINER SIEVE SIZE PERCENT FINER SPEC.' PERCENT I I I 1 1 I 100.0 100.0 - 100.0 I I I I . I I I I I 1 1 1 1 I I I 1 I I - - 1 • FINE 44.2 I I I I MEDIUM I I 1 I I J I 1 I I t I I I I I I 1 0.0 - 10.0 - Sego Qeiaoft1 ASP.* C 33 - 5:z. i6 7 1 to Y I I 1 I 0.0 - 5.0 83.7 I 0.7 L I I I I I I I I I I 11 t 11 I I I t • I 1 I I I I 1 I I I I I I I 1 I I I I 1 I I 1 I I I I 1 I I I I 1 I I 1 1 I I I 1 l I 1 I 1 I 11 1 I 1 I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 I 1 I I 1 , I I I I I I I I I I 1 I I , I 1 I I I I 1 1 1 I I I I I 1 I I I I 1 t 1 I I 1 1 1 1 I 1 I I 1 I I I 1` I 1 1 1 I I I 1 I 1 I 1 I I I I I 1 I I I I I I 1 1 1 I t I 1 I I I i i I I I 1 I I t 1 1 I 1 I 1 I 1 I I I I I I I I I I I I I I I I I I 1 I t I I I 1 I I I I I 1 1 I 1 11 , 1 I 1 1 I I 1 1 I I I I I I 1 I I I I • 1 I 1 1 I 1 1 I I 1 1 I I I 1 I I 1 I I I ll 1111 1 I k I I I I 1 I I I I I I I 1 1 I 1 I I I I I I I I I 1 I 1 I I 1 - I I I 1 I I I I I 1 I 1 1 1 I I 1 I I I 1 1 I I I 1 1 I 1 1 I I 1 1 I 1 I 1 1 1 I I I I I I I I I I 1 I I I 1 1 I I 1 I I I 1 I I I r 1 I I I I I 1 I I 1 I t 1 I I I I • _ I I I I I I 1 1 I I I I I I I I I I I I . . I I 1 I SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X =NO) L ,-,-.1.-,,,-, N. 1;7, 100.0 100.0 - 100.0 100.0 95.0 - 100.0 84.4 • FINE 44.2 25.0 - 60.0 MEDIUM I 21.4 J SILT 0.7 0.0 - 10.0 CLAY 0.2 0.0 - 5.0 y COBBLES I GRAVEL % SAND % FINES CRS. • FINE CRS. I MEDIUM I FINE J SILT I CLAY 0.0 15.6 83.7 I 0.7 .AUG -11 -2003 MON 11:29 AM GLACIER NORTHWEST 100 90 80 70 60 $ 0 40 30 20 10 0 500 100 ASTM C 33 - Size #57 [;- Particle Size Distribution Report I" ro ,4 Sample No.: 1" minus Location: Duwamish Plants OASCAOE TESTING) LABc ATOAY, INC. TG • .r I3 EN/altvCGtw= 1Y0�0 N.R. 1 00TH t>K ?CJ! .(I w11.',� w. e-41 3T0r'+ GOCa t pea to' nYJ -QgAo 10 - 1 GRAIN SIZE - mm Source of Sample: Duwamish Plants Project No: 0201 -53 FAX NO. 8 206 764 3014 01 0.01 Client: Glacier Northwest Project: 2002 City of Seattle Plant Certification Inspection P. 10 DS5= 19.2 D30= 10.8 C 1.96 USCS= Soil Description 1" minus Size #57 Dated 2 -28 -2002 Laboratory Sample No. 2745 Atterberq Limits PL= LL= P1= Coefficients D60= 14.8 D15= 8.47 C 1.05 Classification AASHTO= Remarks D50= 13.5 D10= 7.53 i Date: 3-05-2002 Elev. /Depth: av we.Ax tua.IRt;..C�.c,t PERCENT FINER GL ►CIER N O R T H W E S T August 12, 2003 SD Deacon ATTN: Dave Rice Reference: Starfire Sports Athletic Center Concrete Mix Design Submittal 5975 East Margi'' /ay S. Seattle, WA 9813 P.O. Box 1730 Seattle, WA 98111 Telephone: (206) 764 -3000 The cement used on this project will be in conformance with ASTM C -150, AASHTO M -85, and Section 9 -01 of the WSDOT Standard Specifications. All other admixtures conform to ASTM C -494, AASHTO M -194, and 9 -23 of the WSDOT Standard Specifications. If you have any questions, please call me at 206 - 764 -3006. Sincerely, C A- H d Cry., Brandon Crawford Glacier Northwest, Inc. Fax Numbers: Corporate (206) 764 -3012 Sales (206) 764 -3014 Credit (206) 764 -3013 Warehouse (206) 762 -3077 Cement Terminal (206) 764 -7176 The enclosed concrete Mix Design #3230 is being submitted for use on the above project. This mix design will be produced in conformance with applicable codes and specifications and shall be tested in accordance with ASTM, AASHTO, or CRD procedures. ASTM C94 -00, Section 4.6 states, "The purchaser shall ensure that the manufacturer is provided copies of all reports of tests performed on concrete samples taken to determine compliance with specification requirements. Reports shall be provided on a timely basis." In accordance with this specification, approval of these mix designs carries with it Glacier Northwest's inclusion on the distribution list for all concrete test reports. The aggregates will conform to ASTM C -33, Section 9 -03 of the WSDOT Standard Specifications, and AASHTO M -80 for coarse, M -6 for fine aggregates. The aggregates come from State Pit #B -335 located in DuPont, Washington. The air - entrainment is in conformance with ASTM C -260, AASHTO M -154, and 9 -23 of the WSDOT Standard Specifications. • : AUG -11 -2003 MON 11:29 AM GLACIER NORTHWEST GRACE (925) 443 -9700 Z (925) 443-9701 fcx J Z JU re 2 0 N W= JI— N W December 5, 2002 J u_ a = a I— W Neil Guptill z ! Glacier Northwest 1- O 5975 East Marginal Way South z ~ uj Seattle, WA 98111 O N O I-- W W This is to certify that DARAVA1 .x:...1.000., an .air - entraining admixture, as • � ? manufactured and supplied by Grace Construction Products, W. R. Grace & Co.- u- p Conn., is formulated to comply with the Specification for Air- Entraining Admixtures w Z for Concrete, ASTM: C 260 (AASI-HTO M 154). H =. Oi '" DARAVAIRO° 1000 does not. contain calcium chloride or chloride containing z compounds as a functional ingredient. Chloride ions may be present in trace amounts contributed from the process water used in the manufacturing. Dear Neil: The foregoing is in addition to and not in substitution for our standard Conditions of Sale printed on the reverse side hereof. W -41-1A-z. Robert C. Fuller Technical Services Manager Grace Construction Products FAX NO, 8 206 764 3014 P. 11 Grace Construction Products W.R. Grace & Co. - Conn. 293 Wright Brothers Avenue Livermore. CA 94551 ■ •AUG -11 -2003 MON 11:30 AM GLACIER NORTHWEST GRACE December 5, 2002 Neil Guptill Glacier Northwest • 5975 East Marginal Way South Seattle, WA 98111 Dear Neil: FAX NO, 8 206 764 3014 P. 12 Grace Construction Products W.R. Grace & Co. • Conn. 293 Wright Brothers Avenue Livermore, CA 94551 (925) 443 -9700 (925) 443 -9701 Fax This is to certify that WRDA® 64, a water- reducing admixture, as manufactured and supplied. by Grace Construction Products ;..W. R. Grace & Co.- Conn., is formulated to comply with the Specification for Chemical Admixtures for Concrete, ASTM: C 494, Types A & D (AASHTO M 194, Types A 86 D). WRDA® 64 does not contain calcium chloride or chloride containing compounds as a functional ingredient. Chloride ions may be present in .trace amounts contributed from the process water used in the manufacturing. The foregoing is in addition to and not in substitution for our standard Conditions of Sale printed on the reverse side hereof. W 41 .1.4.t. G - wA) Robert C. Fuller Technical Services Manager Grace Construction Products • GLACIER N O R T H W E S T August 12, 2003 Dear Contractor: The following mix designs submitted were run in accordance with the ACI and ASTM Standards listed below. ACI -211 ASTM C -31 ASTM C -33 ASTM C -39 5975,East Margir ay S. Seattle, WA 98134 P.O. Box 1730 Seattle, WA 98111 Telephone: (206) 764 -3000 Fax Numbers: Corporate (206) 764 -3012 Sales (206) 764 -3014 Credit (206) 764 -3013 Warehouse (206) 762 -3077 Cement Terminal (206) 764 -7176 Recommended Practice for Selecting Proportions for Normal Weight Concrete Method of Casting Concrete Testing Specimens Standard Specification for Concrete Aggregate Compressive Strength of Cylindrical Specimens Concrete ASTM C -40 Test for Organic Impurities in Sands for Concrete ASTM C -117 % Passing a No. 200 Sieve by Washing ASTM C -136 Sieve of Coarse and Fine Aggregates ASTM C -138 Unit Weight, Yield and Air Content (Gravimetric) of Portland Cement Concrete ASTM C -143 Test for Slump of Portland Cement Concrete ASTM C -231 Air Content of Freshly Mixed Concrete by the Pressure Method G N O R T H W E S T CONCRETE MIX DESIGN #3230 MATERIAL CEMENT TYPE I - II BUILDING SAND 3/4" x #4 GRAVEL WATER % ENTRAINED AIR TOTALS AIR ENTRAINMENT (Meets ASTM C -260) 3 oz./ yd. WATER REDUCER (Meets ASTM C -494) 18 oz./ yd. (WRDA - 64) W / C RATIO SLUMP AIR % ::rY , n1Cg in - , r. ;tz MYTWFF rY;roGrS. --477 : t zl; • wr.sr. ..7.- .� ;.;. „ r , e:�:tti`,r AGGREGATE BUILDING SAND 5975 East Margir ay S. Seattle, WA 98134 P.O. Box 1730 Seattle, WA 98111 Telephone: (206) 764 -3000 4000 PSI, 3/4" MAXIMUM AGGREGATE RETAINING WALLS 3/4" x #4 GRAVEL 0.48 4" +/ -1 5 +/-1-1/2 POUNDS ABS. (S.S.D.) VOLUME 517 1395 1795 250 5.0 3957 27.16 SOURCE DUPONT DUPONT CONTINUOUSLY APPROVED FOR CITY OF SEATTLE Approval of the structural engineer of record is required prior to use on-the-job. It remains the responsibility of the contractor to affix a copy of this mix design to the back of the DCLU- approved plans on the page that contains the structural general notes. Contractor: SD Deacon Project: Starfire Sports Athletic Center Note: Approval of this mix thereby entitles Glacier North vest to all strength data generated from this project. 2.63 8.44 10.73 4.01 1.35 SP. GR. 2.65 2.68 Fax Numbers: Corporate (206) 764 -3012 Sales (206) 764 -3014 Credit (206) 764 -3013 Warehouse (206) 762 -3077 Cement Terminal (206) 764 -7176 GLACIER NORTHWEST CONCRETE CYLINDER REPORT PROJECT MUKILTEO YMCA BROBACK RES. EVERGR. PT. MILL CREEK RITE AID BROBACK RES. EVERGR. PT. BROBACK RES. EVERGR. PT. BROBACK RES. EVERGR. PT. DICKERSON RES. - EVERGR. PT. BROBACK RES. EVERGR. PT. BROBACK RES. EVERGR. PT. BROBACK RES. EVERGR. PT. BARGE DECK - GLNW BARGE DECK - GLNW BROBACK RES. EVERGR. PT. RES. @ 24th AVE. - LAKE CITY CASCADE HIGH SCH. - EVERETT PAINE FIELD - EVERETT PAINE FIELD - EVERETT PAINE FIELD - EVERETT PAINE FIELD - EVERETT TULALIP CASINO - MARYSVILLE TULALIP CASINO - MARYSVILLE TULALIP CASINO - MARYSVILLE TULALIP CASINO - MARYSVILLE TULALIP CASINO - MARYSVILLE MARSHALL RES. - MERCER IS. SEAVIEW CHEV. - LYNNWOOD M.T.S.G. - SEA TAC AIRPORT VEH. MAINT. FAC. - FT. LEWIS M.T.S.G. - SEA TAC AIRPORT M.T.S.G. - SEA TAC AIRPORT CONTRACTOR MIX DATE BAUGH CONSTRUCTION PATRICK FARLEY, INC. BRAICKS CONSTR. GEN'L. & MAR. CONSTR. GEN'L. & MAR. CONSTR. GEN'L. & MAR. CONSTR. GEN'L. & MAR. CONSTR. GEN'L. & MAR. CONSTR. GEN'L. & MAR. CONSTR. GEN'L. & MAR. CONSTR. GENERAL CONSTR. GENERAL CONSTR. GEN'L. & MAR. CONSTR. STROMME CONSTR. OSBORNE CONSTR. JOHN -WAYNE CONSTR. JOHN -WAYNE CONSTR. JOHN -WAYNE CONSTR. JOHN -WAYNE CONSTR. HP CONSTRUCTION HP CONSTRUCTION HP CONSTRUCTION HP CONSTRUCTION HP CONSTRUCTION GEN'L. & MAR. CONSTR. GONZALES CONTRCTG. BERSCHAUER PHILLIPS OSBORNE CONSTR. BERSCHAUER PHILLIPS BERSCHAUER PHILLIPS LAB 3230 27- Oct -99 M.T.C. 4.00 5.4 3750 4760 4620 3230 8- Nov -99 PSI 6.00 3380 4460 4490 3230 24- Nov -99 PSI 4.50 2590 4380 4300 3230 6- Dec -99 CASCADE 4.00 3690 5370 5400 3230 8- Dec -99 CASCADE 5.50 3720 5200 5030 3230 9- Dec -99 CASCADE 5.50 3940 5650 5900 3230 13- Dec -99 CASCADE 3.50 4550 6300 6480 3230 14- Dec -99 CASCADE 5.00 3830 4980 5080 3230 15- Dec -99 CASCADE 3.50 2640 4380 4220 3230 11- Jan -00 CASCADE 3.00 4500 5730 5800 3230 5- Jul -00 MAYES 4.50 3420 4730 5020 3230 12- Jul -00 MAYES 3.50 5.3 3750 4720 4880 3230 21- Jul -00 CASCADE 4.00 3820 4700 4910 3230 4- Aug -00 CASCADE 5.50 2760 3740 3900 3230 25- Sep -00 KRAZAN 5.50 3190 5030 5260 3230 10- Nov -00 MAYES 4.50 5.2 3350 4710 4740 3230 10- Nov -00 MAYES 4.25 4820 4930 3230 10- Nov -00 MAYES 4.00 3500 5010 5040 3230 20- Nov -00 MAYES 3.25 5.1 4290 6020 6020 3230 27- Feb -02 M.T.C. 4.50 6.1 4020 5480 5560 3230 7- Mar -02 M.T.C. 3.50 4.7 4200 5800 5930 3230 15- Mar -02 M.T.C. 3.00 5.7 3440 4960 4790 3230 22- Mar -02 M.T.C. 8.50 5.6 3870 5510 5590 3230 29- Mar -02 M.T.C. 3.00 4.7 4720 7270 7010 3230 28- Jun -02 CASCADE 6.50 4720 6320 6270 3230 11- Nov -02 MAYES 5.00 3080 3980 4150 3230 29- Jan -03 ROSENAU 4.25 4840 5820 5430 3230 13- Feb -03 PSI 5.00 3750 4790 4710 3230 17- Feb -03 ROSENAU 4.00 5480 7190 6940 3230 26- Feb -03 ROSENAU 4.00 3530 4960 4630 # OF TESTS » » »» AVERAGES » » »» STD. DEV. » » »» CO. OF VAR. » » »» 30 9 29 30 30 4.49 5.3 3804 5226 5234 1.19 0.46 674.71 830.08 792.07 26.45 8.60 17.74 15.88 15.13 SLUMP AIR% 7 -DAY 28 -DAY 28 -DAY 28 -DAY AVERAGE 4690 4475 4340 5385 5115 5775 6390 5030 4300 5765 4875 4800 4805 3820 5145 4725 4875 5025 6020 5520 5865 4875 5550 7140 6295 4065 5625 4750 7065 4795 30 5230 806.37 15.42 GaCIER NO R T H W E S T CERTIFIED MILL ANALYSIS NO. 1577 -3 -2 Bin No. A -2 Type VII CHEMICAL COMPOSITION: 810 PHYSICAL TESTS: April 17, 2003 Date April 5, 2003 (2003 -04) Test Date Al203 Fe203 CaO MgO S 03 Loss on Ignition Insoluble Residue Total Alkalies (asNa2O) C C C3A C4AF Blaine Fineness Setting Time - Vicat Initial Final False Set Autoclave Expansion Air Content of Mortar Compressive Strength - 1 days 3 days 7 days 4636 East - Marginal Way S. Suite B1 Seattle, 1h.. 98134 3014 P.O. Box 1730 Seattle. WA 98111 ASTM C 150 PERCENT 20.4 4.8 3.2 63.3 2.7 2.7 1.15 .20 .51 58 14 7 10 399 m /kg 85 min. 183 min. 72% .17% 5.3 % 1961 psi 3509 psi 4505 psi 13.5 MPa 24.2 MPa 31.1 MPa Manager of Techn Services Fax Numbers: Executive (206) 764 -3054 Sales (206) 764- Credit (206) 764 -3013 Warehouse (2061 762 -3077 The cement represented here is certified to comply with the above noted specification. SIEVE SIZE PERCENT FINER SPEC. PERCENT I 1 I 1 .375 in. I I I I 100.0 - 100.0 1 I 1 1 . I I I. 1 I I I I 1 I I I I ' 1 I I\ I 90.9 80.0 - 100.0 \ I 1 I I 61.8 1 1 I I 0.0 - 1 1 I 1 - - 1 • - � - - I 1 I II I 1 59.4 #50 15.4 I - - - Soaatla G aoe; 11 Saha 1.3 4100 3.9 0.0 - 10.0 #200 1.3 0.0 - 3.0 1 1 I I 1 1 1 t 1 I I I I I I 1 I I I I 1 1 1 I I I I I I I I 1 \ \ \ \ I I 1 I I 1 1 I I 1 1 I J 1 1 I 1 I 1 I 1 1 1 I I 1 1 I 1 1 1 I I I 1 I I I I 1 1 I 1 I 1 I 1 I 1 \ 11 I 1 I 1 I 1 I 1 I I I I 1 I 1 I I 1 I I 1 I I • 1 t 1 I I • I 1 1 1 'I 1 I 1 I I I I I I I 1 I I 1 I I 1 t I \ \• I\ I I \ I 1 I I I • 1 I 1, I 1 t 1 I I 1 I I I I I . 1 I 1 1 I I I 1• I I I 1 t I 1 1 1 I I I t I 1 1 I 1 I 1 I I I I \ 1 1 I I 1 1 I 1 1 1 I I 1 I 1 1 1 I 1 1 I I I I 1 I l I 1 I 1 I 1 1 1 1 I I 1 I I I I 1 1 I I I 1 I I I I 1 1 I I I I I \I 1 11 I I 1 1 I I I 1 1 1 I I 1 1 I 1 1 1 I 1 1 I I I 1 1 1 1 I 1 1 I 1 I 1 I 1 I 1 I I I l • I I 1 1 1 1 \ \ 1 I I t 1 I I I 1 I 1 1 I 1 1 1 I 1 I I 1 1 I I 1 I 1 1 1 1 1 I I 1 I 1 I I 1 I I I 1 I 1 I I 1 I 1 1 I \ I I I \I I t\ 1 I t I 1 1 I I I I 1 1 ' _ I I t I I I 1 1 1 I 1 i I I I 1 1 1 I 1 I I I I 1 I 1 1 I I I 1 I I I Y 1 I I 5 I I 1 1 \ I I I \I I I 1 1 I 1 1 I I 1 I I I I I 1 t 1 I 1 I 1 1 I 1 I I I I I I 1 1 1 I I I I I I I 1 1 I 1 \ I I I I I 1 1 I �I I 11 I 1/41-.44"..`j SIEVE SIZE PERCENT FINER SPEC. PERCENT PASS? (X =NO) .375 in. 100.0 100.0 - 100.0 #4 100.0 95.0 - 100.0 I CRS. I #8 90.9 80.0 - 100.0 SILT #16 61.8 50.0 -85.0 0.0 #30 37.5 25.0 - 60.0 59.4 #50 15.4 5.0 - 30.0 1.3 4100 3.9 0.0 - 10.0 #200 1.3 0.0 - 3.0 % COBBLES % GRAVEL I '/. SAND I '/a FINES CRS. J FINE I CRS. I MEDIUM FINE I SILT CLAY 0.0 0.0 I 0.0 1 14.8 I 59.4 24.5 I 1.3 100 SO 80 ' 70 60 50 40 30 20 10 0 p. A g g gg r �(jf A 8 500 100 10 1 GRAIN SIZE - mm 0.1 0.01 0.001 C -33 Sand Sample No.: Building Sand Location: Duwamish Plants Soil Description Building Sand AST;v1 C -33 Dated 1 -07 -2002 Laboratory Sample No. 2624 Atterberg Limits PL= LL= D85= 1.99 D30= 0.481 C 4.80 USCS= Coefficients D60= 1.13 D15= 0.295 C 0.87 Classification AASHTO= Remarks P1= D50= 0.868 D10= 0.236 Source of Sample: Duwamish Plants Date: 3 -05 -2002 Elev./Depth: CASCADE TESTING LABORATOY. INC. TE_lTWO $ 1NSPECTIC:N / ENGII' EER9 12919 N.B. 12071 -■ PLACL' 1pP�p.NO. WA6ti - ..OTON 9003 - 12C 61 ET2?r.�iOCO Client: Glacier Northwest Project: 2002 City of Seattle Plant Certification Inspection ��� Project No: 0201 - 53 PERCENT FINER SIEVE SIZE PERCENT FINER SPEC." PERCENT 1 1 1 1 I I I I 100.0 1 I I I I 1 I I I I I I t I 1 • 1 1 I I CRS. 1 1 1 1 I CRS. I MEDIUM I 44.2 1 I I 1 SILT I I I 1 I • i 1 1 I 1 1 I 1 1 1 I t - - - Saeaneaoow ASTM C 33 -St2e 47 1• to 14 1 83.7 1 I 0.0 - 5.0 0.7 1 1 1 t 1 1 1 I I I I 1 It I I I I I I 1 1 I I I 1 1 I 1 1 I I I I I I I 1 I I i I I I I 1 1 1 1 1 I I I 1 1 1 I I 1 I I t I I I I I 11 I I t I I 1 I I I I I I I I I I I I I I I I I I I I 1 1 I I I I 1 I 1 I I I t I I 1 I I I 1 I I I I I I I I I 1 1 I I `I 1 1 I I I I I 1 I 1 I I I I I 1 I I I I I I I 1 . I I I I I 1 I I I 1 I I 1 I I 1 I I I 1 I I I I I I 1 1 1 1 I ' ` I 11 I, I I I I I I I I I 1 I I I 1 I I I I I I I 1 1 I I I I I I I I 1 I 1 t 1 I I 1 1 I I I I I I 1 11 I • I 1 r I 1 I I 1 I I I 1 I I I I I I I I I I I I I I I I I I I I 1 I I I I I 1 1 I I I I 1 1 1 1 I 11 I t 1 1 I 1 I I I I 1 I I 1 I I I I 1 I I 1 I I I I 1 I I I 1 I 1 I I I 1 I 1 1 1 I 1 1 I ^ I I `• , \ 1 1 1 I 1 1 1 I I I 1 I I I I I I 1 I I 1 1 I I I I 1 1 _ I I I I I I I I I I I I I I I I 1 I I I I I I 1 I 1 1 1 I J I I I I I I I 1 1 I I 1 I 1 I I I 1 I 1 1 I 1 I I I I I t 1 t I I 1 I I I I I I 1 I I I I \ I I I 1 I I 1 I I I I I I I I I I I I I I I I 1 I I 1 I I SIEVE SIZE PERCENT FINER SPEC." PERCENT PASS? (X =NO) .d.d.d..d4 —, In 'n ^-, • I-- • t • l i I 100.0 100.0 - 100.0 % FINES 100.0 95.0 - 100.0 CRS. 84.4 I CRS. I MEDIUM I 44.2 25.0 - 60.0 SILT 21.4 I CLAY 0.7 0.0 - 10.0 83.7 0.2 0.0 - 5.0 V. COBBLES % GRAVEL I % SAND I % FINES CRS. FINE I CRS. I MEDIUM I FINE I SILT • I CLAY 0.0 15.6 83.7 I 0.7 100 SO 80 70 60 50 40 30 20 10 0 500 A 100 III MP.• -. -. moo . ...Now ..■11 •••• .•.•v••• •w Mire _._.. • .ter ••••• •• • g 10 GRAIN SIZE - mm 8 a a 01 0.01 0.001 " ASTM C 33 - Size 457 Sample No.: I" minus Location: Duwamish Plants 1" to 44 T CASCADE TESTING LABORATORY. INC. TESr• IV13 S ihSoECTICIV / EN13iNEEQ9 129 N.E 12971-1 /DACE 4(4 _. r.4D. WA6.- oiNe"TCN 9F€C MOP O2}9E7CO Source of Sample: Soil Description 1" minus Size 757 Dated 2 -28 -2002 Laboratory Sample No. 2745 Atterberq Limits PL= LL= P1= D85= 19.2 D30= 10.8 C 1.96 US CS= Coefficients D60= 14.8 D15= 8.47 C 1.05 Classification AASHTO= Remarks D50= 13.5 D10= 7.53 Duwamish Plants Client: Glacier Northwest P roject: 2002 City of Seattle Plant Certification Inspection Project No: 0201 -53 Date: 3 -05 -2002 Elev./Depth: PERCENT FINER GRACE December 5, 2002 Neil Guptill Glacier Northwest 5975 East Marginal Way South Seattle, WA 98111 Dear Neil: Grace Construction Products W.R. Grace & Co. - Conn. 293 Wright Brothers Avenue Livermore, CA 94551 (925) 443 -9700 (925) 443 -9701 Fax This is to certify that WRDA® 64, a water- reducing admixture, as manufactured and supplied. by Grace Construction Products ;•.W; R. Grace 8s Co.- Conn., is formulated to comply with the Specification for Chemical Admixtures for Concrete, ASTM: C 494, Types A 86D (AASHTO 1vr 194, Types A 8& D). WRDA® 64 does not contain calcium chloride or chloride containing compounds as a functional ingredient. Chloride ions may be present in .trace amounts contributed from the process water used in the manufacturing. The foregoing is in addition to and not in substitution for our standard Conditions of Sale printed on the reverse side hereof. 6.1,Lc-LLLc) Robert C. Fuller Technical Services Manager Grace Construction Products - • Grace Construction Products GRACE December 5, 2002 Neil Guptill Glacier Northwest 5975 East Marginal Way South Seattle, WA 98111 w D This is to certify that DARAVAIRIP -. 1000, : an ..air- en.training admixture, as O N, manufactured and supplied by Grace Construction Products, W. R. Grace & = Co.- W H Conn., is formulated to comply with The Specification for Air- Entraining Admixtures v for Concrete, ASTM: C 260 (AASHTO M 154). 0 DARAVAIR® 1000 does not contain calcium chloride or chloride containing v compounds as a functional ingredient. Chloride ions may be present in trace amounts contributed from the process water used in the manufacturing. Z Dear Neil: The foregoing is in addition to and not in substitution for our standard Conditions of _Sale printed on the reverse side hereof. Witiwt Robert C. Fuller Technical Services Manager Grace Construction Products W.R. Grace & Co. - Conn. 293 Wright Brothers Avenue Uvermore, CA 94551 (925)443 -9700 (925) 443 -9701 Fax Z Z i — W re -J 00 co J =, U w w g u. CO = w Z �. F— 0 Z t—. Reid iddleton August 27, 2003 File No. 26 -03- 005 - 016 -02 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Starfire Sports Grandstand Canopy (D03 -203) Dear Mr. Benedicto: RECEIVED CITY OF TUKWILA AUG 212003 PERMIT CENTER 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. However, we continue to have concerns with some of the design procedures employed by the specialty structural engineer (SSE) for the steel superstructure. The following is a brief summary of the design procedures utilized and design criteria employed by the SSE for the design of the beam -to- column connections of the moment - resisting frames. We consider them to be questionable and not clearly standardized for use in areas of high seismicity like the City of Tukwila. The primary seismic - force - resisting system for the steel superstructure consists of ordinary moment - resisting steel frames in the transverse and longitudinal directions. Based on our review of the drawings and calculations, the SSE designed the beam -to- column connections to resist a combination of gravity loads and earthquake loads. The earthquake loads were amplified by the Seismic Force Amplification Factor, SZ per Paragraph 2, Item 2 of UBC Section 2213.6. This Section also requires the beam -to- column connections to be fully- restrained (Type 1). The SSE used the basic load combinations of UBC Section 1612.3.1 for allowable stress design (ASD). The beam - to- column connections are a combination of flush end -plate and extended end -plate bolted moment - resisting connections. The beams and columns are typically plate girders Fully restrained moment - resisting connections are not defined in the UBC but are defined in the 1989 AISC "Manual of Steel Construction, Allowable Stress Design (ASD Manual)." Its "Specification for Structural Steel Buildings Allowable Stress Design and Plastic Design, June 1, 1989 (AISC Specification)" is an adopted Design Standard of the UBC. See Sections 2204, 2205 and 2208. AISC Specification Section A2 defines a fully- restrained (Type 1) connection. Part 4 of the ASD Manual contains information on the design of moment - resisting connections including fully - restrained (Type 1) connections. Part 4 also includes information on extended end -plate bolted Engineers Planners Surveyors Reid Middleton, Inc. 728134th Sheet SW Suite 200 Everett, Washington 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto City of Tukwila August 27, 2003 File No. 26 -03- 005 - 016 -02 Page 2 moment - resisting connections. It does not state whether the connection is fully - restrained or not, and does not include design information for flush end -plate bolted moment - resisting connections. It does state that it is intended for static loading only, and that the beams of extended end -plate connections must be hot - rolled shapes listed in Part 2 of the ASD Manual. The SSE reportedly made use of AISC Steel Design Guide 16, "Flush and Extended Multiple -Row Moment End -plate Connections." Based on our review of this document, its applicability to the support of earthquake loads is not clearly established. The document lists tested parameter ranges in Tables 3 -6 and 4 -7 for flush end -plate and extended end -plate bolted moment - resisting connections, respectively. The document states that "... significant changes in the geometric relationships could affect the mechanism configuration and thus the predicted strengths. Therefore, the tested parameter ranges given in Table 3 -6 (and Table 4 -7) apply to the design equations for the flush end -plate (and extended end - plate) configurations." See Section 3.1.2 (and Section 4.1.2). 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 and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. O% Phili : razil, P.E., S.E. Senior Engineer vls\26se \pl anrevw \tukwi l a \03 \t016r2.doc \prb cc: Trevor Schaaf, Carlson Architects Allen Tucker, Engineers Northwest Reid iddleton ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS -- 6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 August 25, 2003 CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188 ATTN: Bob Benedicto RE: Starfire Sports Complex; Tukwila, Washington Permit Number D03 -170 Bob: Connection Desion Procedure 1. All loads are determined in accordance to the 1997 edition of the UBC. In order to resolve the current issues pertaining to the design of the steel frame connections on the Starfire Sports Complex, we offer the following procedures be considered for immediate approval. 2. Connections for the three -story building will imitate FEMA 350 "Prequalified Bolted Fully Restrained Connection" recommendations for bolted stiffened and unstiffened end plates. Deviations to the procedure will include the use of 3 -plate beam and column shapes in- lieu-of the exclusive use of hot rolled shapes. All other connection provisions will be strictly adhered to ie: A36 end plates, weld types, pretension HS bolts, shims, etc. 3. Connections within the lighter arena building portion, which provide ordinary moment frame resistance, will be detailed in accordance to standard low rise provisions utilized by MBMA (Metal Building Manufacturers Association). 4. Diagonal bracing within the vertical planes of the arena building and located above the ordinary moment frame levels will be designed and detailed in accordance to Chapter 22, Division V, Section 2213.4.2 and 2213.8.5 of the 1997 UBC. poi -2o3 August 25, 2003 . z CITY OF TUKWILA o: w Starfire Sports Complex; Tukwila, Washington 5 Page2of2 U0 N D cnw We feel that the connection design approach is suitable and applicable to this specific engineering project, and that it will provide the capacity to protect health, safety, and welfare of u- the general public. Expected damage from the design earthquake ground motion would be W O repairable although not economically so. g Q' Please provide direction as soon as possible, so we may complete the design submittal. co S tu . Sincerely, z ENGINEERS NORTHWEST, INC., P.S. z O uj U � ON O I— W W. H V , -O w z U - ' O • ~ z to D. Allen Tucker, P.E. Principal AT:tn ENW Project No. 021 98004 ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N.E., SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 AUG. 12. 2003 11:47AM DATE: TO: More than Steel Makes it METALLIC FAX No: FROM: August 12, 2003 Mr. Phil Brazil, P.E. Reid Middleton, Inc. 425 - 741 - 3900 John T. Clough, P.E. Metallic Building Company Phone: 713- 466 -7788 Fax: 713.466-7326 FAX TRANSMITTAL NUMBER OF PAGES SENT (including this page): 13 1 Comments: Mr. Allen Tucker, P.E., requested that I send the attached design information directly to you for review. We have upgraded the connection design sketches to show plate sizes and field welding. FILE COPY NO. 592 P. 1 • ....r •....._t t. • r'. I,... -. I .n nr.n rnwnl ± !fi r;: po w3 AUG. 12. 2003 11:47AM Mr. Rob Howie Seacon Construction Mgt. 165 NE Juniper St., Suite 100 Issaquah, WA 98027 Fax 425 -837 -1585 Gentlemen: Respect yIly submitted, John T. Clough, P.E. Senior Project Engineer NO. 592 P. 2 metallic building company August 11, 2003 And Mr. D. Alien Tucker Engineers Northwest, Inc., P.S. 6869 Woodlawn Ave. N.E. Seattle, WA 98115 Fax 206 -522 -6698 RE: Seacon Construction I Starfire Sports Athletic Center Job # 208013, Response to Tucker E -mail Aug. 7, 2003 In response to Allen Tucker's e-mail memo on August 7, 2003, regarding three issues left with the plan reviewer. 1. "Cable bracing shall be designed and sized with a minimum Factor of Safety of 2.5 and it shall also be protected from rust." We can find no building code basis for the 2.5 factor of safety, but we have revised our design calculations to include the requested factor of safety. We have requested our production team to change out the cable braces to 318' diameter for the upper rafter area and 4 /2" cables for the lower rafter areas. A copy of the revised calculations is attached. The eye -bolts and the cable braces are coated to prevent rust. 2. 'Cable bracing details need to be provided. There aren't any on the Metallic drawings." Attached is Drawing NS53X to show the attachment detail for the cable bracing. 3. "Main frame connection as shown on sheet El at Grid A (Bm1Col) is not fully restrained. Calculations need to be provided and connection needs to be constructed as fully restrained. Revision required." After further phone discussion on August 8 with Mr. Tucker, he referenced a report document labeled "FEMA -350" for acceptable pre - qualified connection types. Metallic's position is that per UBC 1997, frames designed as ordinary moment resisting frames (OMRF) need not have prequalified connection designs. Thus, AISC's Design Guide 16, "Flush and Extended Multiple Row Moment End -Plate Connections" should provide an acceptable connection design. Field modifications of the main frame connections of the columns to rafters will be required under either design guide. Based upon AISC Design Guide 16, the attached connection design modifications are submitted for review and approval. .Mak. oope swr, corporate offices: 7301 FAIRVIEW • HOUSTON, 0. • �cfl[3�s788 • (800)777 -9378 mailing address: P.O. BOX 40338 • HOUSTON, TEXAS 77240 -0338 • FAX (713)466 -3194 z = t- w ce JU 00 to o J= • u H w 0 g w z � �- 0 zf- 2 o 0 O - 01- =w F- u' 0 w z U 2 O • 1- z ENS ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS -- 6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 525 FAX (206) 522 - 6698 August 4, 2003 REID MIDDLETON 728 134 Street SW; Suite 200 Everett, WA 98204 ATTN: Philip Brazil RE: Building Permit Plan Review Response Starfire Sports Building (Grandstand) (D03 -203) Mr. Brazil: CITY OF IT TIJKVVILA AUG 27 2003 PEBMrr GENTE_R The following responses indicate actions that were taken to resolve each item listed by you during your structural plan review re- submittal of the above - referenced project. They are numbered to correspond with the original list. General 1. Two copies of revised drawings and one set of supplemental calculations are included with this letter. 2. Deferred submittal drawings have been reviewed and stamped. 3. -10. See Metallic Building Company letter attached. Vertical Allen Tucker, P.E. Principal AT:tn ENW Project No. 02116003 bOA, uxh,- 11 -14. See Metallic Building Company letter attached. I cmderztnnd that the Plan rhQck C ^nrnITIP, nrc� Lateral 15 -20.. See Metallic Building Company letter attached. If you have any questions, please do not hesitate to call. Sincerely, ENGINEERS NORTHWEST, INC., P.S. z 1Z . 6 � W 00 w= F— W O 2 w d F=— _ z � I- 0 z t-- u j U � O P o 1- W uj 0 u.. .. z. W U N . _ O ~ z JUL -30 -2003 15:30 Mr. Rob Howie Seacon Construction Mgt. 165 NE Juniper St., Suite 100 Issaquah, WA 98027 Fax 425-837-1585 RE: Seacon Construction / Starfire Sports Grandstand Cover Job # 208872, Response to Reid Middleton Letter of July 17, 2003 Reid Middleton File No. 26 -03-005-016 -01 Gentlemen: SEA CON metallic building company And Mr. D. Allen Tucker Engineers Northwest, Inc., P.S. 6869 Woodlawn Ave. N,E. Seattle, WA 98115 Fax 208 -522 -8598 4258371585 P.02/04 Irv. LUL r, L July 30, 2003 The following comments are offered in response to a letter dated July 17, 2003, from Mr. Philip Brazil, P.E., at Reid Middleton and addressed to Mr. Bob Benedicto at the City of Tukwila. That letter was in response to a building permit plan review for the Starfire Sports Grandstand Cover. The comments below are referenced to the same paragraph numbers used in the previous letter. 1. Instructions only, no comment required. 2. No comment required by Metallic. 3. Some steel yield values shown on the cover drawing C1 were questioned. Our firm purchases large quantities of web plate materials up to 3/18' thick under ASTM A 1011. For webs over 3/16" thick, for this project we will use ASTM A572 Grade 50 plate materials. The Web plates dealgned into this building will be 3/16', 1/4 ", and 5/16' thickness. Upon request, mill test reports could be submitted to confirm the web material minimum yield. 4. The reviewer also noted an error on the cover drawing C1 notes regarding cold - formed Tight gauge steel ASTM numbers. Our QC department confirmed the review comments, and also confirmed that all of our cold - formed steel is now purchased under ASTM A 1011. 5. The design calculations are based on allowable stress design under UBC Section 1612.3,1 with no increase in allowable stresses. The design calculations previously submitted showed the portions of the load combinations which had values greater than zero. The calculations have been revised to include all the load combinations presented like UBC Section 1612.3.1 with zero loads where applicable. 6. Material sizes have been added to the erection drawings. Material strengths are shown on the cover sheet, bwg. C1. 7. Material sizes and enlarged views of the field bolted connections of the primary steel have been added. Drawing W1 has been added to show typical welding details used in our plant for the built-up primary sections, The details requested by the reviewer would be applicable if these drawings were prepared by a consulting engineering firm to be used by outside fabrication shops. However, in this case the welding and assembly of the structural members will be done in our AISC certified plant by certified welders who are used to making these frames of this type on a daily basis. METALLIC IIIIIIeac corporate offices: 7301. VAIRVIEW • ROUSTON, TEXAS 77041 o (713)466 -77Se • (800)777 -9378 mai.li,rig address: P.O. SOX 40338 • HOUSTON, TEXAS 77240 -0338 • FAX (713)466 - 3194 07/30/03 WED 15:29 [TX /RX NO 5938] • 1 JUL -30 -2003 15:30 SEA CON 4258371585 P.03/04 'Iv. Luc i . J metallic building company Response Letter Dated July 17, 2003, Page 2 8, The reviewer's comments describe the correct placement of the 010x15.3 on the top flange of the jack beams and on both flanges of the portal frame rafter. Additional sections have been shown on the erection drawings to clarify this item. 9. Erection drawings may by their very nature appear to be schematic. Hopefully, the addition of member sizes, connection details, and sections will be acceptable. 14. The page referencing the section design checks was an independent manual design check which was done initially to determine the initial rafter sizes. These design checks are now covered by the computer output. Please disregard this page of the design calculations. 11. The 2 psf dead load shown on Dwg. Cl is noted to include only the roof panels and secondary structural members. The 3 psf dead load shown on page 4 of the original calculations would include the primary framing on many structures, but this structure with main supports 50' on centers has additional dead load. The component dead loads are shown In the revised calculations and total 7.5 psf on the main frames from tributary loads and self weight. Each component in the roof system is designed for the structural dead load tributary to that component plus its self weight. 12. Standard details on new drawings S-1 and S-2 will clarify purfin connection to the primary framing and lap details. The purlin loads, spacing, laps, and section size were shown on page 56 of the original calculations, and supported with section properties on page 72. 13_ The roof dead load and live load tributary from the intermediate roof rafter on Line 6 to the center of the portal frame rafter were indeed overlooked and not included in the original calculation of the portal frame. The revised calculations for the portal frame include 3.10 kips for dead load plus collateral load, and 12.92 kips for roof snow load. The original portal member sizes were adequate to carry these loads. 14. The 'nominal" 8" x 214" x 14 gauge pur[ins called for in the design calculations are shown on the section property page on the third line from the top and labeled as "8x2Z14'. 15. The connections on the main frame are fully restrained. The higher values of roof dead load caused a revision of the bolt diameter from sA" to 1' at the main column to rafter connections on grid fine B. The new calculations including the omega factor require a moment reslstanos of 100 kip-ft at that connection. The bolt layout remains as shown, only the bolt diameter changed. 16. Separate computer runs are included in the revised calculations to show the seismic loads increased by the Rho factor and the main member sizes are checked. Then an additional computer nm was made with the omega factor 2.8, and those computer calculations were scanned for maximum moments for the connection designs. 17. The revised calculations include additional structural framing dead load and new values for the base shear based upon the tributary roof area to each frame. 16. A calculation for the racking forces for wind load and seismic roof dead loads has been included in the revloed calculations. METALLIC mftnambrommew corporate offices: 7301 FAIRVIEW • ECUSTON, TEXAS 77041 0 (713)4667766 • (800)777 -9378 mailing addr ®8g: P.O. BOX 40338 • HOUSTON, TEXAS 77240 -0338 • FAX (7.3)466 -3194 07/30/03 WED 15:29 [TX /RX NO 5938] z i~ w O 0 N 0 -I • _ w 0 � d I z � � zr ui w � o 0 O N O 1— w w o w z • = 0 z JUL-30-2003 15:30 vv'.. Jv• Lv'vJ J)V JIIII SEA CON metallic building company Response Letter Dated July 17, 2003, Page 3 19. The capacity of the 6/16" cable braces is shown on page 17 of the original calculations and appears to be adequate for the design loads. 20. The roof cable bracing loads will be transferred to the jack beams acting as struts to deliver the seismic or wind loads to the portal frame. As a strut to deliver the seismic load to the portal, the jack beams are subject to the omega factor times the seismic base shear load. The jack beam end connections at grid line A only have been revised to four 31* diameter A490 bolts to accommodate the seismic omega load. Respectfully submitted, 9 John T, Clough, P.E. Senior Project Engineer METALLIC Uder Liang, P.E. Design Engineering Manager 4258371585 P.04/04 Nu, Lot F. 4 swift corporate ofticssa 7301 EAIRVSEW • HOUSTON. THXAS 77041 • (713)466 -778B • (800)777 -9378 mailing address: P.O., BOX 40330 • HOUSTON, TUAS 77240 -0338 is FAX (713)466 -3194 TOTAL P.04 07/30/03 WED 15:29 [TX /RX NO 5938] George Bergeron From: Sent: To: Cc: Subject: Trevor: ALLEN TUCKER ENGINEERS NORTHWEST PH. (206) 525 -7560 FAX (206) -6698 Allen Tucker [Allent @enwseattle.com] Thursday, August 07, 2003 11:07 AM TREVOR SCHAAF John Clough; George Bergeron; Frank Stauff (E- mail); pbrazil @reidmidd.com Grandstand Resubmitted Plan Review In my phone conversation with Phil Brazil (Reid Middleton), there are three issues regarding approval by them that I concur with: 1. Cable bracing shall be designed and sized with a minimum Factor of Safety of 2.5 and it shall also be protected from rust. 2. Cable bracing details need to be provided. There aren't any on the Metallic drawings. 3. Main frame connection as shown on sheet El at Grid A (Bm /Col) is not fully restrained. Calculations need to be provided and connection needs to be constructed as fully constrained. Revision required. Faxed 8 1 /2x11 sketches are acceptable. Send them to me ASAP. Note: John and Rob were called regarding these issues 1 Reid iddleton July 17, 2003 File No. 26 -03- 005 - 016 -01 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Starfire Sports Grandstand Canopy (D03 -203) 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 permit applicant should address the following comments. Copies of this letter were forwarded to the architect and structural engineer for your convenience. General 1. The following list of comments should be responded to in itemized letter foam. '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 drawings for the grandstand canopy constitute a deferred submittal. The drawings should be submitted to engineer of record for the foundation, who should review the submittal documents and return them to the building official with a notation indicating that the deferred submittal documents have been reviewed, and have been found to be in general conformance with the design of the building. See UBC Section 106.3.4.2. 3. Steel web material is specified in the General Notes on Sheet Cl as complying with ASTM A 36, modified for a minimum yield point of 46 ksi. Hot rolled steel members are also specified as conforming to ASTM A 36 with a minimum yield point of 50 ksi. However, ASTM A 36 -01 does not contain specifications for the modification of the yield point. Substantiating data should be submitted to verify the yield point of the web steel. The submittal of mill tests may be needed. For a current reference, see Table 2 -2 of the AISC LRFD Manual of Steel Construction," third edition. 1 'r 1? 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 Mr. Bob Benedicto City of Tukwila July 17, 2003 File No. 26 -03- 005- 015 -01 Page 2 4. Cold- formed light gage steel is specified in the General Notes on Sheet Cl as complying with ASTM A 570 or A 607. However, these standards were withdrawn by ASTM in 2000 and replaced by ASTM A 1008 and A 1011. Alternate ASTM standards should be specified. 5. The load combinations used in the design of the steel structure are not clear. Apparently, allowable stress design load combination are used in the calculations, but we are unable to determine whether the Basic load combinations of the UBC Section 1612.3.1 or the Alternate Basic load combinations of Section 1612.3.2 are used (i.e., column reactions on pages 6 and 7). Please comment. Whether the Basic or Alternate Basic combinations are used, the structural analysis should be revised to include additional load combinations. For example, for the Alternate Basic combinations: a) 0.9 RDL -EQL and 0.9 RDL - EQR (i.e., minimum dead load counteracts earthquake load). See UBC Equation 12 -16.1, which is a published ICBO errata. See www.icbo.org (click on "Code News" then "Code Errata" then "Uniform Codes ") for more information. b) RDL + 0.5 RLL + WLL and RDL + 0.5 RLL + WLR. See UBC Equation 12 -14. c) RDL + RLL + 0.5 WLL and RDL + RLL + 0.5 WLR. See UBC Equation 12 -15. It appears that the Basic load combinations are used in the analyses of the main and portal frames. 6. The calculations specify material dimensions (e.g., flange and web thickness, flange width, etc.) and material strengths for the components of the steel frames. However, the drawings do not contain this information. Lists of the materials and design strengths for the components of the steel frames should be added to the drawings for review. 7. Details and cross sections of the components of the steel frames and beams that specify the connections of the elements of each component, and connections of the components that make up the frames, should be added to the drawings for review. For example, the dimensions of the welds between the webs and flanges of the main frames, intermediate frames, portal frame and jack beams, and details of the connections of the frame girders and columns, are not specified to enable review. Reid iddleton .ti Mr. Bob Bcncdicto City of Tukwila July 17, 2003 File No. 26 -03- 005- 015 -01 Page 3 8. The materials proposed for the built -up jack beams are not clear. The calculations assume a C 10x 15.3 channel added to the top flange. However, the drawings specify a C10 channel added to the top and bottom flanges. Please comment. It appears that the channel is intended at the top along the length of the building for both the low eave and high eave jack beams, except a channel is added to the bottom at the portal frame. The addition of cross sections on Sheet E3 located at the high eave and beyond the portal frame at the low eave would help to clarify this. 9. The drawings for the prefabricated steel structure appear to be schematic, primarily intended for establishing plan dimensions. Structural design drawings for the prefabricated steel structure should be submitted for review. 10. The calculations for the main frame are not clear. On page 15, a note states to see the following page for the section design check. However, that analysis does not appear to be included in the calculations. Please comment. Vertical 11. The self - weight of the structure assumed in the design is not clear. A dead load of 2 psf is specified on Sheet Cl but a dead load of 3 psf in assumed on page 4 of the calculations. Please comment. 12. The drawings do not contain design details for the connections of the purlins, girts, struts, cable bracing, etc., in order to support and transfer vertical and lateral design loads. These details should be submitted for review. In addition, the section properties of the purlins and girts are not specified to enable review of their capacity to support design loads. The framing plans should be revised and design details should be added to the drawings to specify this design information. 13. It appears that the design reaction from the intermediate frame at Grid 6 was not included in the analysis of the portal frame (see page 49 of the calculations). The analysis should be revised and resubmitted for review. 14. The type and dimensions of the roof purlins are not clear. 8" x 2 -1/2" purlins are specified on Sheet E4 but the table on page 63 of the calculations does not list such a size. Please comment. Reid iddleton ,t Mr. Bob Benedicto City of Tukwila July 17, 2003 File No. 26 -03- 005- 015 -01 Page 4 Lateral 15. The main frames and portal frame are proposed as ordinary steel moment - resisting frames. The beam -to- column connections are required to be fully restrained (Type FR or Type 1) connections with the design strengths of the connections capable of resisting a combination of gravity loads and no times design seismic forces, per UBC Section 2213.6. Alternatives are available but the requirements for substantiation are more stringent (i.e., cyclic tests). It does not appear, from the sketches on page 10 of the calculations, that fully restrained connections are intended. Details should be added to the drawings, and substantiating data should be submitted for review, that verify the beam -to- column connections are fully restrained and have adequate strength to support the required loads. See AISC ASD Specification Section A2.2 for more information. 16. The calculations for the main and portal frames do not appear to consider the combination of gravity loads and S2 times design seismic forces for the design of the beam -to- column connections, per UBC Section 2213.6. The calculations should be revised and resubmitted for review. An alternate would be to submit cyclic tests or other substantiating data that verifies structural capacity through other approved means as specified in UBC Sections 2213.6 and 2213.7. 17. There does not appear to be sufficient earthquake load assumed in the calculations for the main frames. The total seismic load is 4.1 kips (ultimate) per pages 16 -17 of the calculations. However, a total of 2.45 kips appears to be used in the analysis (see pages 21 -23). Please comment. 18. The portal frame at Grid A is the primary lateral- force - resisting frame in the longitudinal direction, supporting 100% of the lateral forces in that direction. As a consequence, the roof diaphragm must act in rotation to transfer lateral forces to the portal frame. Substantiating data should be submitted to verify the ability of the diaphragm to act in rotation, including consideration of diaphragm capacity and participation of the transverse frames in lateral load transfer. See UBC Sections 1630.6 and 1630.7. 19. It does not appear that the cable bracing in the roof is sufficient to support lateral design loads. The Pittsburgh Testing Laboratory report establishes minimum breaking strength but not allowable capacities. Substantiating data should be submitted to verify maximum design loads imposed on the cable bracing and the minimum factor of safety for design purposes. Reid iddleton t:'�W;�:::sY:, :3iKY Mr. Bob Benedicto City of Tukwila July 17, 2003 File No. 26 -03- 005- 015 -01 Page 5 20. The lateral design load from the roof diaphragm must be transferred to the portal frame in order for the frame to support lateral design loads in the longitudinal direction. This will require a seismic collector. Substantiating data should be submitted to verify the ability of the framing along Grid C to act as a seismic collector, including a design for the connections at the ends of the portal frames for the transfer of collector forces. See UBC Section 1633.2.6. Note that the design load should be amplified by no. 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. Philip`: razil, P.E., S.E. Senior Engineer vls \26se \planrevw \tkwila \03 \t016r 1. doc \prb cc: Trevor Schaaf, Carlson Architects Allen Tucker, Engineers Northwest Reid iddleton July 10, 2003 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 Dear Mr. Swanson: Guy of Tukwila Department of Community Development Steve Lancaster, Director RE: Structural Review Starfire Sports — Grandstand Canopy (D03 -203) 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, ago-- Brenda Holt, Permit Coordinator encl xc: Permit File No. D03 -203 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206-431-3665 a September 26, 2003 Judson Youell Bruce Dees & Associates 222 East 26 Street #202 Tacoma WA 98421 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Re: Approval of the minor modification to the Design Review approval for the addition of the press box at the grandstand for Starfire Sports facility at Fort Dent Park, Tukwila. File number L03- 035. Dear Mr. Youell: This letter is to inform you that the revised design of the grandstand with the addition of the press box is hereby approved. The notice of decision approving the design review application by the Board of Architectural Review for the overall project was issued on July 2, 2003. The entire project included construction of 84,074 square feet athletic building with two indoor soccer fields and other support functions; construction of a cover over an existing grandstand; construction of a maintenance building; addition of synthetic turf to four existing soccer fields; and development of three new soccer fields. This request for a minor modification to the approved design is for the addition of a press box on top of the existing grandstand. The proposed press box is approximately 44' x 16' and is proposed on top of the existing grandstand and under the canopy. The proposed change does not alter the footprint of the existing grandstand or the height of the canopy that was approved by the Board of Architectural Review. The materials and colors of the proposed press box are consistent with the colors used in the overall development. There are three hollow metal doors proposed on the north, east and west side to provide access. Also, there are operable windows on the north and south side. The revised design of the grandstand to include the pressbox is approved as a minor modification to the overall project design as permitted under Tukwila Municipal Code 18.60.030(E). If you have any questions, you can contact Minnie Dhaliwal at 206 - 431 -3685. Sincerely, S eve Lancaster Director Community Development C: Trevor Schaff, Carlson Architects 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 ACTIVITY NUMBER: D03 -203 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 6800 FORT DENT WAY DATE: 10 -09 -03 Original Plan Submittal X Response to Incomplete Letter # I 40 Response to Correction Letter # X Revision # 1 after /before permit is issued DEPARTMENTS: Build Division Fire Prevention ❑ Planning Division Public, or n 'b �� —Q3 Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Incomplete ❑ DUE DATE: 10 -14 -03 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO ING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11 -11 -03 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slIp.doc 2 -28.02 PERMIT COORD COPY DEPARTMENTS: Builldin Divis� "ion Public Works Comments: APPROVALS OR CORRECTIONS: Approved C Notation: Documents/routing slip.doc 2 -28.02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -203 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 6800 FORT DENT WY Original Plan Submittal Response to Correction Letter # DATE: 9 -24 -03 Response to Incomplete Letter # X Revision # 1 After Permit Is Issued 4 9„,i)5 I2 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thur .) Complete n Incomplete TUES /THURS ROUTING: Please Route n Structural Review Required REVIEWER'S INITIALS: REVIEWER'S INITIALS: Planning Division Permit Coordinator DUE DATE: 9-25-03 Not Applicable Li SIDS Permit Center Use Only 4 Q ' " 1 INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg kf Fire ❑ Ping ❑ PW ❑ Staff Initials: :YJ No further Review Required DATE: DUE DATE: 10-23-03 Approved with Conditions ❑ Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D03 -203 DATE: 07 -08 -03 PROJECT NAME: STARFIRE SPORTS - CANOPY SITE ADDRESS: 'e 1/ X Original Plan Submittal _Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: RzY1 MO& S Z'1 - - Building Divi Pub ' W rks - (rYd PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete El Comments: Incomplete APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Documents /routing slip.doc 2 -28 -02 AtOG 1'149-1 Fire Prevention StrfiurAl Plan'n1nPDivi 1 -lora 3 Permit Coordinator DUE DATE: 07 -10 -03 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROyTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INMALS: DATE: REVIEWER'S INITIALS: PERMIT COORD COPY Not Approved (attach comments) DUE DATE: 08 -07 -03 Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: �AlYil:.iti;'i.'.,�s'�.•:.Yr aR.::4,"�7.�LLC.N:iw. Revision I No. f Date Received I Staff I Initials Date Issued i I ''Staff Initials Received By: q g4.- 03 i ( I /D - / lv - D 3 . I S Summary of Revision: of i. - i 6 , - i �" i „ Received By: r ' Revision No. I I Date ! Staff Received i Initials Date Issued Staff Initials I Summary of Revision: Summary of Revision: Received By: Revision No. ' Date Received Staff Initials Date Issued Staff Initials I Summary of Revision: Summary of Revision: • Received By: Revision No. Date Received Staff Initials Date Staff Issued Initials 1 I I Summary of Revision: Received By: . PROJECT NAME: .. Site Address: k0p Revision No. Summary of Revision: Date Received �,/ �11 ✓ Pad & y - REVISION LOG Staff initials -- Originai Issue Date: Received By: Date Issued (please prim) (please print) (please print) (please print) p prin 5-27- 03 Staff Initials 1 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I OM 7C) • City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 • Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: STARFIRE SPORTS Project Address: 6800 FORT DENT WAY Plan Check/Permit Number: D03 -203 Contact Person Trevor Schaaf Phone Number W(4 Jf � Summary of Revision: 101P t, TI2C41)1 pfLie.+WI NCiS 4 co-Lc j c p bra Sheet Number(s): 7 11/4 ( I .0 t ir1. , Ad .2. , • S "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 10 Entered in Sierra on rD -9 - RECEIVED CITY O F TUKWILA PERMIT CENTER 09/26/03 z z. ce J U 00 N J H W O u.? N = z � F- O Z F- PI 0 0- 0 WW I '� o .. z W = O ~ Z }In t' ' . th�� r sK l.av tt:Fi�'. �'s' ,5` � r . i p� t �,_• .� %i''�E!;,z�.• �,,. 9 . iry .. ..� . X .fl • t' �.t- yir a � r p � Pit } fr '� ? if t i � • u ?°.4 } 3 'F= y•''`f!� { , � E '',!0 i. .c t t t r a^...t: , P t 3L 1� h' k, • F .. J ` ' i �• ti i> r i ?wR':� r'b�!0 ? 4t ,�I�1 r,7 t �� ++ .. . " + �, V 4C :F i y "t4 t a . �.. "�' x Y � uiy . l t .,,4 � a, p' .vS"k.n.���`;F fo. i'�n. .wf.5.tv`a..n n;�':it,��a. .Ir+ AL .7� y�.liiGfi`$ 'r -n'., �. �kr .e"••..lSik:vr<lt�: �ie ti_�'.���:4,rM Date: VM /O3 Summary of Revision: Sheet Number(s): A ' 1 • , A-1.2- 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. Received at the City of Tukwila Permit Center by: V Entered in Permits Plus on vl fi /0 Plan Check/Permit Number: IDO Zfl3 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # E Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 1 �E J�� -- 'S �"/M P 3 T - NA p �oV g Project Address: E ' > 6 ) f t . ) Contact Person: 1 /4.PNP," Phone Number: 2(24.14( • 06, • • "Cloud" or highlight all areas of revision including date of revision RECEIVED aril Ot- TUKWILA aIM.N 6 /OW PERMIT CENTER 08/06/03 r SEE DETAIL 1 2 & 3 SHEET E1A e W8x18 CANOPY RAFTER 781 1 a W t CD BOTTOM OF BASE PLATE 11 P5 8- iix24 n325 it/WASHERS i PL ix4x 1 -0 (FIELD WELDED) BOTH SIDES PL k'x4x 1 -0 BOTH SIDES - ix2 A325 3' -7i" 3' -0" , .1.1111.1..y. 111.n ..,..r(Nw...... •v .e Mt.,.. � ; .., ro... � -, ,N -. � " M".gah�•... a +.`7"1�,.' 14" 3' -8i" _4- ix24 A32 W /1- WASHER L 4x4x1/4 FLANGE BRACE 7X1 6' -6" 8- 1x3 A490 W/WASHERS • EXISTING LIGHT POLE 0 2 LOCATIONS • 1 r._, 1 , r I 4 ' - • • 7 s AUG 2 E REID MIDDLETON, INC 51' -2k ...� ..rte 47' -O" C/C JACK BEAMS 51' -0" OUT TO OUT STEEL 1 2" 1.111 111111111111 " .1111---- 1 rr 4'-84" CROSS SECTION 0 MAIN FRAME r twig, ; , , , ....or.— L 2x2x1/8 FLANGE BRACE BOTH SIDES (TYP) 32' -6" cI4 STA 7W • JACK BEAM W/C10x15.3 CHANNEL CAP (TOP ONLY) L 4x4x11" W/8- ho A -325 BOLTS THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINMON NOT FMIAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER NITERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CM 9E CONSIDERED AS COMPLETE. ElL2EINIL THESE DRAWINGS, OEM FOR PERMIT. ARE BY DEFINITION NOT FINAL IN THAT, AS A MINIMUM. PIECE MARKINGS ARE NOT IOENTIFIEO. ONLY DRAWINGS ISSUED " r FOR CONSTRUCTION " CAN SE CONSIDERED AS COMPLETE. 4' -8i� 1 • DATE L 4x4x1/4 FLANGE BRACE 7X1 1 , -0 " 08 -12 -03 NOTED 2- L21 w ASHER YYTSx11 W/ t END PL FLGS- PL t x10 X 20' -0" WEB-- PL 111"x 364" - 18" FLGS- PL kx10 x 12'_O"t WEB PL arx 48" - 3611" FLGS- PL "x10 X 14' -5 "f 11B- PL ix 48" - 33h FIGS PL "'x8 X 13' -1 "t MrEB- PL 11"x 14" FLGS- Pl t'xlO X 10` -2 "t 118- PL I"x 12" DESCRIPTION 06 -09 -03 FOR APPROVAL & PERMIT 07 -11 -03 FOR CONSTRUCTION 07 -25 -03 ADDED MATERIAL SIZE 6- ix1i A325 07-29-03 ADDED CONVECTION DETAILS � LP LDI LP LDI LP LDI LP LDI LP . LDI 10BR1 1'-0" CUSTOMER LOCATION oM. w acu w LP I dl METALLIC RIE 06 -09 -03 CITY OF TIMitt U APPROVE t) AUG 2 7 2re3 AS fit.D en9��'` oc�� 1� r� T�l� 197 u�c ittida OEFEWED WSW% SSC% Rell-01? fit 114i - 01 ittAWAGOV Theauatit46 E � �1E tai6 re to has o ,�g�ne�re �o� � a � d ��tii � �eda� se ;0 s ,tio ,� � �rce e d lot cod got bee re��`' Vie E44� gas u tdog codes. b Old op�a�e b c * dam '' . sOde spec;Ocatos • c hat9e design c . , and ,�h � to � WORK THIS SHEET WITH SHEET E1A SEACON CONSTRUCTION / STARFIRE SPORTS oESGMPnoN MAIN FRAME CROSS SECTION , GRANDSTAND COVER '°" I oeos °- zoee7s I" I Au6 2 52003 metallic building company 7301 FARMER • HOUSTON. 1O( • P.O. PDX 40331 RIP 77041 (713) 4011-77111 ,ZIP 77240 PL ix4x0 -7 3•a SHEAR PL W/ 4— t"• A -490 BOLTS (EXCEPT AT PORTAL) JACK BEAM W /C10x15.3 CHANNEL CAP (TOP ONLY) PL fax 1-2 BOTH SIDES MVMr ..AN • rr. DETAIL 1 TYPICAL 0 LINE 3 & 9 w,t:. r . ,•w • PL ix4x0-6i SHEAR PL 1 Ow- a W8x18 CANOPY RAFTER W/ 4— t'4 A -325 BOLTS a a PL "x4x 0 -8 BOTH SIDES RAFTER WEB 8— tO A -325 BOLTS W/WASHERS W/ BUTT PL r • NAN..1 • H I. SHEAR PL W/ 4— A -490 BOLTS (EXCEPT AT PORTAL) JACK BEAM W/C10x15.3 CHANNEL CAP (TOP ONLY) PL ix4x 1-2 BOTH SIDES FIELD NOTE: DETAIL 2 AT LINE 1 SHOWN AT LINE 11 OPP HAND ERECT ALL MEMBERS BEFORE INSTALLING AND FIELD WELDING PLATES W8x18 CANOPY RAFTER W/ 4— t'/ A -325 BOLTS 8— 1'e A -325 BOLTS W/WASHERS W/ i' BUTT PL £I4 WP:? STA 1W M APPAL_ THESE Dom, 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 ISSUED "FOR CONSTRUCTION" CAN BE CONSIDERED AS COMPLETE. FOR PERNIL Li THESE DRAWINGS. BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL 14 THAT, AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY DRAWINGS ISSUED " FOR CONSTRUCTION " CAN OE CONSIDERED AS COMPLETE. .1 11•■■0 • DATE eme BEAM NEB PL ix4x0-711 SHEAR PL F.S. W/ 4— A -490 BOLTS PL 11x4x0-61— JACK BEAM W/C10x15.3 CHANNEL CAP TOP & BOTT PL Ilx4x 1-2 BOTH SIDES PORTAL COLUMN 2 7 BEAM WEB 08 -12 -03 , FOR CONSTRUCTION SHEAR PL PL ic4z0 -6i DETAIL 3 AT LINE 5 SHOWN AT LIK 7 OPP HAND t1 r, 1 t':\ ri r REID MlDDLETOIN, INC. DESCRIPTION PL dx4x0-6i RAFTER wee W8x18 CANOPY RAFTER W/ 4— A-325 BOLTS 8— t'S a -325 BOLTS W/WASHERS w /1 BUTT PL BY cr o LP LDI CUSMOBI METALLIC Pte..- 11�" r� �4x 1 —2 AUG 2521S3 TY Of TUKWll 1 APPROVED ECOi 0% v��� 4 Q ED S o � 00GUOSIS time Beet � b� renewed \n e #140 *vs. foto; lo et 144 eisext. . -*,117,!..,-, A .fiti 14 VO 0041S ......lertristro pR ras by ate' a ce ire �g�e��` cv,�o�m dtavacis to tom aotrs _c' c t sthe prole p�o nests a �' wry itteate 4 m' the a cecn4o ia�ma�ee ems des , ed loi cats R was not a �evre� Ile �0 ap teen . codes . �, b\t of . to b��ci��4 � OW, coos r pdc metallic boil OE OIIPN N BEACON CONSTRUCTION / STARFIRE SPORTS so MAIN FROM CROSS SECTION , GRANDSTAND COVER ILL 06 -09 -03 AUG 2 7 2003 0805-208872 t. 7301 FAIRVIEW • HOUSTON, 1ExAS • P.O. BOX 40338 VP 77041 (713) 44041-7710 TIP 77?40 i a L I. a b c d e f h k n r s t V x CHAMFER 2x2 -4- gd 1 -2 1— PL ix4 X 1 -2 22 PLATES M< 11P1 CHAMFER 2x2 1 PL ax4 X 0 -76 CHAMFER 2x2 8 - PLATES M< 11P3 12 -- PLATES M< 11P5 1— PL ax4 X 1 -0 1 -0 ]r CHAMFER 2x2 CHAMFER 2x2 dlb CHAMFER 2 x2 CHAMFER 2x2 e- 1 1 , t \ r 2 7 1— PL ix4 X 0 -6a 8 - PLATES MC 11P2 1— PL ix4 X 0 - 6i 4 - PLATES M< 11P4 1— PL ix4 X 0 -6i 8 - PLATES M< 11P6 RED MIDOL .0 coo • • • • • • • • • • • • 2 - PLATES M< 11P7 1 -0 CHAMFER 2x2 c� v CHAMFER 2X2 cY) r 4 — PLATES •< 11P10 8 - PLATES M< 11P8 4 - PLATES M< 11P9 MI MOO A�1 SECTION A M Of TS.l ,rsillfr AT:3 ..r , ; Yom . • FUNCTION INSPECTOR CUT Fl T WELD PAINT 12 / QUALITY CONTROL 1 MARK 11P1 11P2 11P? 11P4 11P5 12 1 11P7 2 PL 4x4 11P8 11P9 11P10 8 ee � use � OR has � � by o d e �9 d � w �s toy c �e coropottas and mss. Ale ciitA 4101 %Ott WO tese tot C00100 4101 ,mss troy vas beto WO° btitdog codes. l'Oe E.0ik WtspoostO and � Ed 100011 BILL OF MATERIAL OTY DESCRIPTION LENGTH REMARKS ex4 8 PLex4 8 _ PI. ix4 PL 1x4 PL �x4 PL e x4 PL 2x3 PL e x? PL 2x4 1 -2 r igiri \ SECdT O$ 10630 Ititteat RED , 1100041041`S SEEN OtrPX014 Fettikw-V,1*-11/44 -A40, zktivoiit 31JTl 06 2 6 @- 22 -01 ADDED PLATES NO.�'E STRUCTIQN OHS (DESCRIPTION) Metdic bwkg company TM '" '� : OM 41-111111 ALL SHOP WELDS ARE AS PER NCI WELDING r STANDARDS UNLESS SPECIFIED ON SHOP DETAILS. PAINT: NONE SHOP DRAWING ALL FOES L'c UNL. NTH. IIRTAIUNI COMM LAMBRIGHT DIGS. INC. .03 re. 0805--208872 LP LP BY JL JL CK � E3 E4 rise DRAW LNG fQ. E 1 B 1 JACK BEAM W/C10x15.3 CHANNEL CAP (TOP ONLY) 2- 14x4xt W/ 6- �� A -325 BOLTS a W8x18 CANOPY RAFTER 782 4 W a a a CID Q BOTTOM OF BASE PLATE W8x18 CANOPY RAFT! WI 4- t A -325 B 3' -0" 1 j . 4/4 LANGE BRACE 7X1 6 . -6 " 1 1s' -21" EXISTING UGHT POLE 0 2 LOCATIONS i At;', 7 ? n 'l 3 .L-2,0) REID MIDDL.E TON, INC. 4 Y 401)44.111. -H a CO • 1' 21r 47' -0" C/C JACK BEAMS 51' -0" OUT TO OUT STEEL CROSS SECTION 0 INTERMEDIATE FRAME ■ ECIIISQUINcrat 12" 1 " L 2x2x1/8 FLANGE BRACE BOTH SIDES (TYP) P( 3 34 .4.247 3 DR4WING STATUS r---in2fLeeeffealw THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FMAI., AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE CONSIDERED AS COMPLETE. EgILEUINIL THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FMA1. IN THAT, AS A MINIMUM, PIECE MWNONGS ARE NOT IDENTIFIED. ONLY DRAWINGS ISSUED " FOR CONSTRUCTION " CAN BE CONSIDERED AS COMPLETE. FIGS- PL 11"x8 X 32' -0 "t WEB- PL 1 'x 32" - 18' FIGS- PL 11"x8 X 15-0 "t WEB- PL IIx 32' - 17h NO. DATE 06 -09 -03 07 -11 03 07 -25-03 07 -29 -03 L 4x4x1/4 FLANGE BRACE 7X1 DESCRIPTION FOR APPROVAL & PERMIT FOR CONSTRUCTION ADDED MATERIAL SIZE ADDED CONNECTION DETAILS ,100111• N. ♦/M..UF.♦.♦�. 6- ix1i A325 T EIT LP LP -0" aro LDI WI LP LL uI =M ON L 4x4x' W /8- 'i A -325 BOLTS 11 7 JACK BEAM W/C10x15.3 CHANNEL CAP (TOP ONLY) SEC 1104 1997 CSC . '��I`�' ��, Q \IE SEES 1N i4:EVS01) 00 0 •11) BEEN F E tSE ,�StyE,R ti OF I 1--___ Ws AU6 te .0 Vase has by o ice toy, ice Conlo wool '� en9 �� dot ; � c tace OS WOO • 1 so axcab nd ' pro c 060 o�e� a n ce w� e con'a cOn tOctna n ot d METALIE ed tat EDS was �d �v�'� � lt O des• brit Os •�it�9 G • Tit tires. w......r..�.. _ W if A.:' ; 1. � C, TY OF T`.inVILA :WL 27 < AS J • ♦ I AUG 252003 asc�naN BEACON CONSTRUCTION / STARFIRE SPORTS SIZE INTERMEDIATE FRAME CROSS SECTION , GRANDSTAND COVER Br � Br ME LP at 06 -09-03 M 4 0805- 208872 . c�� of - .. d Atr.. S*1‘4.6 IS° Arvia4LA,_44r; of 1 • N a a a Wf5x11 w /iN END PL metallic building coin n company 7301 NW, • HOUSTON, TEXAS • P.O. BOX 40331 ZIP 77041 (713) 40 zp 77240 CAD E2 1061 3/8' CABLE BRACING C806 -0484 I/2' CABLE BRACING CB08 -0348 BUILT UP LOW EAVE JACK BEAM (TYP) PORTAL! FRAME 1/2' CABLE BRACING CB08 -0348 961 3/8' CABLE BRACING CB06-0484 3 06 -10-03 NOTED 06- 09-03 FOR APPROVAL & PERMIT 07 -11 -03 FOR CONSTRUCTION 1 07 -25-03 ADDED MATERIAL 51ZE 2 07 -29 -03 ADDED CONNECTION DETAILS ck'D LP LDI LP WI LP LDI LP LDI LP LDI METALLIC 1081 3/8' CABLE BRACING CB06-0484 we CABLE BRACING C SEACON cONsmucnoN LsTw SPORTS OESOI PIION E MAIN FRAMING PLAN , GRANDSTAND COVER CURCIO LOOM THE UNDERSIGNED IS RECORD � CT. ;. , r-_ .- BUILT UP HIGH EAVE 10BR1 I. . 10BRI JACK BEAM (TYP) 10BRI . MK 8AC1 F.S.I N.S. 3 -ix2 A325 (BM VEB) 6 -ix1 A325 (COL WEB) L 4x4xi V /1- i'0/ A -325 BOLT SECTION A - A PORTAL F 10E1 BOTTOM FLG JACK BEAM 8ACI F.S.& N.S. 3 -ix2 A325 (BM VEB) 6 -ix1i A325 (COL WEB) r t 1 (i I i S i 1 f" r - r h� J -J REID MIDDLETON, INC,. 10BR1 L 4x4xl' BRACE W/ 1- '0 A -325 BOLT ,,.,.r...«, wlryr ,.,,.•"r •�r.re.Arnyw�wr,�,• p re FINNY '"ttp► !1!'T'' O M 1 1111.1., 10BR1 10BR1 ROOF MAIN FRAMING PLAN A44 WIIKi STA 7W V+c ��Vr' ►'�� r1 .3 SECTION Br.;'; 2 I . r•, FOR A,aP OVAL• THESE DRAN INGS. BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT 0OCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN SE CONSIDERED AS COMPLETE. ri MIMIC THESE OIRANNNGS, BEING FOR PERMIT. ARE 8Y DEFINITION NOT PHIAL. IN THAT, AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY OWNMGS ISSUED " FOR CONSTIWCTION " CAN SE CONSIDERED AS COMPLETE. cam F PL i'x3 X 1-0 BOTH SIDES -w FIELD CUT CHANNEL 10BR1 PORTAL BEAM W/ C 0x15.3 TOP $ BOTTOM :' STIFF PL ' BUTT PLATE W/ 16- IN A -325 BOLTS V /WASHERS PL kx4 X 1-0 BOTH SIDES FLGS- PL kx6 WEB- PL 1 'x 24' V/C10X15.3 (TOP) FLGS- PL ."x6 WEB - PL i'x 24' V /C10X15.3 (TOPEIBOTT) 2- L5x3xi V /3- 'o A -325 IN WEB 6- 'O A -325 IN O.S.L. 25� -0• A EG V CCI 1�► 0 AS ‘3Spie..0**11,41 as :410604:1 o `� ' SITAR PL'h to�'�`:e ATE '� ho c cod �Ar, W/ 4- '0 A -490 BOLTS JACK BEAM W/ CIOSE CAP (TOP ONLY) IV A -325 BOLTS 4 1 TOP 2 • MID WAY 4 1 BOT1 06 -09-03 0805- 208872 10BRI , E3 !► ,"ouglor_*u r -w.: 6' -6' FB -3600 FB -4208 ft FB -5700 F B -5508 FB -4800 7B1 25 '_ O ' M4 M' • - • !e. is FB -3500 FB -3500 FB -3708 FB -3708 FB -4008 FB -4308 FB -4308 FB -4200 FB -4200 FB -3600 . FB -3600 .......... 7B2 FB -4008 FB -4908 FB -5700 FB -5508 FB -4800 7B1 I L 8'x3 1/2 CEE EAVE STRUT TYPICAL 25' - 0" FB -3600 FB -3600 FB -4208 FB -4208 FB -4908 FB -5700 FB -5508 FB -4800 11 -0' 25'--0' lor • 8" EAVE STRUT TYPICAL FB -4200 FB -3500 FB- 00 FB -3708 FBA-3708 FB -4008 FB -4008 FB -4308 FB -4308 20' DIA LIGHT PilLE 14' -O' FB -4200 FB FB - 3600 8'x2 1/2' PURLIN TYPICAL 782 25' - O' FB -3600 : -3600 FB -4208 FB -4208 FB- 4908+ -4908 FB -5700 I FB -5700 FB -5508 FB -4800 7B1 FLANGE BRACE L2x2 TYPICAL FB -5508 FB -4800 22'"O' FB -3500 FB -4200 7B2 257' -O' FB -3500 FB -3708 IFB -3708 FB- 4008 -4008 FB- 4308TFB -4308 FB -4200 FB -3600 I FB -3600 FB- 4800 FB -4800 22' -0' ROOF SECONDARY FRAMING PLAN ■ 12g buRMdMti . DRANNO STA 7W FB -3600 FB -3600 FB - 4208 IFB -4208 -t- FB-4908 FB -4908 FB- 5700TFB -5700 FB -5508 .FB -5508 x-781 1 fAiLdeffittieL THESE DRAWINGS, BEING FOR APPROVAL ARE BY DEFINITION NOT FMAL, AND ARE FOR CONCEPTUAL, REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE CONSIDERED AS COMPLETE. Fs7R PERMT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT mot R4 THAT, AS A MINIMUM, PIECE MAIIKPIGS ARE NOT IDENTIFIED. ONLY DRAWINGS ISSUED "' FOR CONSTRUCTION CAN SE CoPISIDERED AS COMPLETE. rr FB -3500 FB -3500 FB -3708 I FB -3708 4- FB -4008 FB -4008 FB -4308 FB -4308 amegmer FB -4200 FB 36001;B -3600 782 DATE "M' FB -4200 07 -11 -03 FOR CONSTRUCTION 12 ' - 9 ' 2 5'_ 0 ' DESCRIPTION 06 -09 -03 FOR APPROVAL & PERMIT FB -3600 FB -3600 FB- 4208 -4208 FB -4908 FB -5700 F B -5508 20' DIA LIGH11 POLE 12' -3' ti7w. ,• FB -4908 FB -5700 FB -5508 FB -4800 FB -4800 cApi L IT) � � 4 t ry 7 "► '•' BY CK'D LP L01 LP La SIZE LACAIION LION 25' -O' OM. r lam w lP I a 1l FB -3500 FB -3500 FB -3708 FB -3708 FB -4008 FB -4308 FB -4200 METALLIE FB -4008 FB -4308 FB -4200 FB -3600 FB -3600 C SE C110N t 199 Ve R'�� S UgM,'R ��N E � pE4ER :'1 E � � ,d � p pN0 AVE r gv� p�tlt3 vp� � � � FOR � E by in come and 000 to �° � . s pec�' Ile pto a� 0 tittesso test c wo e Wit vas We *geed %ot WOOlfit WI" codes. 111e tOik vas 4 IR WOO OOP CA Oa deSitaN . 09464 it* OCI*26°115 016 OOP 'A metallic building company BEACON CONSTRUCTION / STARFIRE SPORTS FB -3600 FB -4208 FB -4908 FB -5700 FB -5508 FB -4800 7301 PAWN • HOUSTON, 1E1AS • P.O. BOX 403rd ZIP 77041 (713) 4i-77 S 21P 77240 ROOF SECONDARY FRAMING PLAN GRMOSTANO COVER 06-79-03 AI 0805-2088721 TM 1 1Piarc. V E4 17 J 16 6' -6' X17! TYP. ,5 , n nn PURLIN LAP 13 ___, �F,1r�.. M -we+r. .- ,..u•.vc..n.q�►ynr +.,�+.y �, .. p., �ae� ..,�ywwr•.r.t••!Mw.�wtMs'Fr . . , �,..yw►.....;, y.q. �. 2'- 2' -5 T MMumaillemilipm INNOINMINNIINIMP ZG4:111 f 10 m 25' -O' 25' -O' - r CS W QC 8 Z PURLIN 11 25' -O' ALL SECONDARY FRAMING IS FABRICATED WITH PRE - GALVANIZED COIL STOCK. ALL FASTENERS ARE NCI STANDARD FINISH. ZRC PAINT FOR TOUCH -UP, IF REQ'D., IS BY OTHERS. ALL BOLTS FOR SECONDARY FRAMING ARE 1 x 1" MACHINE BOLTS. USE (4) BOLTS AT PURLIN /RAFTER & EAVE STRUT /BRKT ON LINES 1 & 11. FASTEN RAKE CHANNELS TO PURLINS & EAVE STRUTS W/ (2) SD SCREWS AT EACH FLANGE. • m PC. L 4 x 2 x 16 GA. - RA1 -240 (TYP,) . 3' -O' MAX. ROOF SECONDARY FRAMING PLAN, COLDFORMED MATERIALS i 4- T 4- - F.O. FOR EXISiIVG LIGHT POLE 14' -0" 25' -O' 8 C SUB- RAFTER - 083C466 -004 (TYP.) 8 C SUB - PURLIN - 082C6GG-001 (TYP.) FRAMING AT EXISTING LIGHT POLES 11 4- 1 T a #: AT SUB- RAFTER /PURLIN, BOLT CLIP TO SUB - RAFTER & FASTEN TO PURLIN W/ SD SCREWS. AT SUB - PURLIN /SUB- RAFTER, SELECT HOLES (MULTIPLE PATTERN) TO SUIT SIZE REQ'D, BOLT CLIP TO SUB - PURLIN & FASTEN TO SUB - RAFTER W/ SD SCREWS. 14 0 ,..,r.s ye ♦,A•.^i•c�.. .MArr '� •.n.. .. i t T T 22' - 22' -O' 257' - OUT /OUT STEEL LOOSE CLIP - 101MI a SUB - RAFTER /PURLIN & SUB - PURLIN /SUB- RAFTER (TYP.) # 0 085EH4HH -0018 I 085EH4HH -0026 El 6 v 8 9 10 El' 14 16 12 DMISAIG STATUS 14 a � 3ir 3 7.0 PURLIN LAP LINES 3 -9 = 1' -24' i T T 085EH4HH -0038 085EH4HH -0048 083C4GG -001 083C4GG -002 083C4GG -003 082z4xx -001 082Z4XX -002 082Z4XX -003 082Z4XX- 004 082Z4XX- 005 082Z2GG -001 082Z2GG- 002 082Z2GG -003 (3) 102U1 RAKE CHANNELS r i :I Pi SPLICE RAKE CHANNELS W/ 8 CEE 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 DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE CONSIDERED AS COMPLETE. FOR PERMIT; 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 cO(1STRUQTION 25' - O' 11 13 AUG 2 7 REID MIDDLETON, INC. DATE 16 JULY 28 JULY -2 m a C 25' -0" x 1' -6 N PM1, USE (8) SD SCREWS ReINICwt DESCRIPTION FOR CONSTRUCTION ADDED SIZES ' -F.D. FOR EX1 12' -9' 12'_.3' T T -4- T T SECONDARY FRAMING MFMRFR SIZES: LOW SIflE FAVF PURR INS. = 8 C 3k x 14 Lk HIGH SIDE _LAVE STRUTS = 8 ES 5 x 5 x 14 GA. CONTINUOUS PURI II�,S— R_7_�'� x 14 GA. W SIMPI F SPAN�URLINS CO CANOPY RAFTERS = • A:4' ' rice. 2 7 %' 1'J STING LIGHT POLE LAPS 9 ,` m_ offers 'n these / I APS SHOY�N Od engineered by conformance bans and drawings caMada wings for specifications. The �nt�ac JO the protect '�►P�� o ect ti these components and the pr for conformance codes. The ECM with " been reviewed was not opropriste building in responsible char ol the design, but d pride Ihe specications and design olich *est composts van aces fontrimi 8Z x12GA_ tt '4 • METALLIL DESCRIPTION 10 • PURLIN LAP 25' -O' AS 25' -O' AU6 152003 8 1O u S >�gNll 14'11 )13tC"C&" 1.1 WOOD nott*Stsfts tiPIE....6a:::„.1.0 se 0 covP Aolt 1°44'141.0177.f 4001,111 teve4. t.:04444 tiouostas ,, ;,,_%" Q0 SItE 51' -0" x 257' -0" x 13' -9" LOW EAVE, 1:12 RS LOCATION DON. 8Y LP /HPH FORT DENT PARK, TUKWILA WA cx'D Br ' DATE SCALE I Joy No 00 30 JUNE 03 NONE 0805- 208872 0 nnsta lic building came an P Y 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 ZIP 77041 (713) 466 - 7788 ZIP 77240 ROOF SECONDARY FRAMING PLAN, COLDFORMED MATERIALS 6'-6' CUSTOMER SEACON CONST. / STARFIRE SPORTS ATHELITIC CENTER / GRANDSTAND COVER 16 • n,.. ... ,Y ",,,Fr..�q►i S51.s .h ..�R y . w STD. EAVE GUTTER, AREA = 33 SQ. IN. + /-- 3 -0" ^A..•4 • 1 7 " B BFL61 --55 BFL79O -120 BFL36-15 BOTTOM OF BASE PLATES 0' -- BFL32 -07 r (2) BFL790 -120 RETAINING WALL 7 3 1/2 x 4 DOWNSPOUT AT EACH COLUMN DOWNSPOUT STRAP — BFL797 --01 (TYP.) 14' -6" CROSS SECTION C MAIN FRAME .. „. IOW - .In •11 • 'sel f 'M —....t41/1111.110.4110.1111101 FQR 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 DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE CONSIDERED AS COMPLETE. FOR PERMU: 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. N Esafisaismuutoi £WA W11Ki smnis 1' -2 " ►, 12" PO3Eav2e) 47-0" C/C JACK BEAMS 51' -0" OUT TO OUT STEEL ,17 VI - - ! REID M!DDL.ETON, INC. DATE 16 JULY 28 JULY 32' --6" c p,t=. €; DESCRIPTION FOR CONSTRUCTION ADDED SIZES z7 ! ' r ' e a. • BY CK'D HPH OD OD DESCRIPTION SIZE CUSTOMER LOCATION DRN. BY LP/HPH cev� 'In w Ole EO � e ted by abets r a!, and d�win9s t0� 11* �t�stace t iciato ns S peedicati►�` S • p�o� � �°� components a� ice 'N'tln Won � od ror colt tvaA n t ��� j � E �was teas � q codes. , but 0 ypptop Oat* d� � tietacr � ���� , *W Ins leech WO WOO METALLIL CWD BY 00 AU6 2 52000 - 0" metallic building company 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 ZIP 77041 (713) 468-7788 ZIP 77240 CROSS SECTION SHOWING ROOF PANELS & DOWNSPOUTS 51' -0" x 257' -0" x 13' -9" LOW EAVE, 1 :12 RS BEACON CONST. / STARFIRE SPORTS ATHELITIC CENTER / GRANDSTAND COVER FORT DENT PARK, 1UKWILA WA DATE SCALE JOB NO. JUN 03 NONE 0805 - 208872 PM 2 CAD eY eLD O SC S+(ET H0. l IsSUE E6 of 7 � I V r DATE 16 JULY DESCRIPTION FOR CONSTRUCTION LOCATION FORT DENT PARK, TUK WIL A, WA CK'D BY DATE SCALE 00 30 JUNE 03 NONE DRN. BY LP JHPH JO8 NO. 0805- 208872 CUSTOMER SEACON CONST. I STARFIRE SPORTS ATHELITIC CENTER J GRANDSTAND COVER N5482 tr 0 co 0 u7 J In BFL46 -122L BFL54 -122R DOWNSPOUT @ EACH COLUMN - i (6) REQ'D. - SEE SHT. E6 FOR DETAILS 6` -6' 25'--0' 25' -O' ROOF SHEETING LAYOUT ROOF PANELS ARE 24 GA. "SLATE GRAY" "PBR" AT LIGHT POLES, BACKLAP PANELS AS SHOWN, MAKE "U" FLASHING AND RELATED MATERIALS AT LIGHT POLES IS BY ROOF TO BE INSULATED W/ 3" BLANKET BY OTHERS. ' trot COVERAGE. PANEL LENGTH = 51' -6 ". CUTS TO FIT POLE (ALLOW FOR POLE MOVEMENT). OTHERS. ' -0' LAP L L ` 1' -0' LAP 111 11'-0' CL EXISTING LIGHT PULE 25' -O' i air 14' -0' (13) BFL583 -242 —(13) BFL574 -242 (12) BFL54 -242 (12) BFL46 -242 257' -0' OUT /OUT STEEL, (87) PANELS REQ'D. DRAMVO STATUS — GUTTER STRAP - BFL891-12 ON 4' -0 CTRS. 22' -0' 22' -0' 25 ' - c)o 3)..2c),3 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 DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE CONSIDERED AS COMPLETE. FOR PERMIT; 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. fzi FOR CONSTRUCTION; REID !MIDDLE TON, r(2 /Tin, 2 7 i y.n.„ ...,, WV. 1 LAP 1 1 ` l' -0' LAP 1 12' -9' NEWIRONIN 25' -0' L EXISTING LIGHT 12' -3' • r":3 r� 7 r.. POLE PI 3 t . ;: p DESCRIPTION SIZE 25' -O' VS.S 0000 _ P Np GO S SG 2 .. � bwa1 ittet �tD FOR �� �,P�:,e� by � � tom`� e vm it�l� a � d�a i it�c�ons• � 06 v 0 160 000. 0 � w �h 140 spa test cd��u�tos MOO koi WO W �ndt Ikle Elk has b°� �i�A Odes. Oe�, bt S poxie tt METALLIE ROOF SHEETING LAYOUT tO z 406 3. - Rt- se o 3ops ce, e, 0, AUG 252003 _ 51 -0" x 257' --O" x 13' -9" LOW SAVE, 1:12 RS BFL54 -122L 6' -6' 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 a ° o U J U- m FL46 -122R E 'ARE S metallic buiIding ti STEEL LINE BUILT UP COLUMN FLG= PLi'x10' WEB =PL 'x12' BASE PLATE i'x10'x1' -2' 4- 1' 0 ANCHOR BOLTS 6' -6' BUILT UP 4- 1'0A.B. BUILT UP 4- 1' 0 A.B. 25' -O' r �+M.,,,��► +'r"r won . ^i.. +.40i., +1MR .v.“.07,. .�...,,�,,�,w;� BASE PLATE_ DETAIL A BUILT UP - 1'0A.B. 25' -0' BUILT UP COLUMN FLG = PL 'x8' WEB =PLL'x14' BASE PLATE ' x 10' x 1 -4' 4- 1' ANCHOR BOLTS • BASE PLATE DETAIL B 25' -0' • BUILT UP COLUMN FLG= 1'L x 8' WEB = PL x 14' BASE PLATE i'x10'x1 -4' 4- 1' 0 ANCHOR BOLTS BUILT UP 4- 1' BUILT UP 6- 1'0A.B. • 25' -O' • • • BASE PLATE DETAIL C (SHN) liAKIV_ILKINI D _Dal_ .. .,, try, F;.+.... .,►,..,w , v BASE PLATE i'x5'x10' 2- 1' 0 ANCHOR BOLTS w }n j ., 22'-0' 257' -0" BUILT UP 4- 1'0A.B. BUILT UP 6- 1'0A.B. ANCHOR BOLT SETTING PLAN L I1 i , r f r' AUG 2 7 DRAWFIG STA 1W 4 L, Viu E, L J REIN MIDDL_ETON, INC C] THESE Dom, BEING FOR APPROVAL, ARE BY DEFINMON NOT FINAL, AND ME FOR C0t4CEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR " CAN BE CONSIDERED AS COMPLETE. ❑ THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL IN THAT, AS A MINIMUM, PIECE IwIlKINGS ME NOT IDENTIFIED. ONLY DRAWINGS ISSUED " FOR CONSTRUCTION " GM BE CONSIDERED AS COMPLETE. ® f C1T.v .} 2 7 DATE . . •4 BUILT UP 4- 1' BUILT UP 4- 1' 25' -0' 1ie ,_ Sig-,• e,_ E9 ��Ct� R rc�11 �C °13 48 1 DIA ANCHOR B°1-4111 ���� a . „ `'', DESOIPIIOM 06 -09 -03 FOR APPROVAL & PERMIT 07 -11 -03 FOR CONSTRUCTION xx .. s s9 MdF • BY 0(0 LP LDI LP LDI 25'_ BUILT UP 4- 1' 0 A.B. BUILT UP 4- 1'0A.B, X 34 . 2 G��oN 25 . O " 6' -6' STEEL LINE TYPICAL ANCHOR BOLT PROJECTION AUG 2 5 2003 METALLIC Ais oESCII P ION BEACON CONS1RUCTION / STARFIRE SPORTS szE ANCHOR BOLT SETTING PLAN , GRANDSTAND COVER nistallic building company u a -w -w 0805- 208872 EXPIRES 7301 FMIVEW • HOUSTON, 1EXAS • P.O. BOX 400.338 Z. 71041 (713) 440 -nee 1I• 7770 F1 ''...wIFM• mow. v..,....v..w..... � n4e.?�+t ' i wM" J Lap B Pattern Long 1' -2 3/4" LL Extra Long 2' -5 3/4" XX Super 3' -1 3/4" UU Y Member Screws Continous Tape Seal Roof Pone; NS0002 Detail "A" --" Panel Fastener Locations At Wall Members (Except As Noted pillow) Detail "A" -- Eavq Member k MembeE do Panel End Lomas die Faste jamfgii Purlin Section Thru Panel End Laps Fastener Location For "PBR" Roof Panel Detail "A" Tape Seal (For Roof Only) 3/8 X 3/32 Thick Note: Screw Patterns Shown Satisfy U.L. 90 Requirements For Roof Downspout Strop (Typ.) Downspout ( Typ.) "PBR" Panel "PBA" Panel Masonry Wall Downspout to Wall Attachment NS0009 Pop Rivet (TYP. ) Downspout Detail Field Cut & Bend Down Field Cut and Field Bend Gutter Tabs Into Downspout Downspout to Eave Gutter Attachment Pop Rivet l e— Finish Floor ---- -� Member Screw (2)#12x1 Impax 45 Column Flange Pop Rivet (Typ.) Downspout NS0010 (14) POP RIVETS (2) BEADS TUBE SEAL (42 ") NOTE: 2" MIN. LAP Shop Provided Overflow Slot Field Bend Down Field Notch Top Lip Lap Detail Overflow Slot Gutter Lap Detail (Metallic) NS0084 07/01 /03 Fork emus Locate the Gutter End Cap 1 1/2" from the end of the Gutter. Apply one bead of Tube Seolant between the End Cop surface and the Gutter. Attach the End Cap to the Gutter using (14) 1/8" Pop Rivets. Check to make sure oN edges are sealed with Tube Sealant. Insert the Gutter into the Rake Trim. Align the mitered edges and attach to the Rake Trim with 1/8" Pop Rivets. End User: STARFIRE SPORTS Location: TUKW LA, WA Stitch Screw at 12" O.C. PBR Roof Panel Eave Strut NS0184 High Eave MT Sculp Open Member Screw 0 24" O.C. High Eave Detail Sculptured Trim — Partially Open Woll — PBR Roof Sculptured Trim — Fully Open Wall — PBR Roof EXPIRE Standard Details High Side Cove Trim Bf154 for Up To 1: 12 BFL542 for 1 1/8:12 To 4:12 ` Open Wall Eave Cover Trim BFL583 for 8" EAVE STRUT BFL584 for 10" EAVE STRUT BFL585 for 12" EAVE STRUT NOTE: Alf Bolts are 1/2" x 1" A307 M, Bolts (Typ. U.N.) - I Zee A 8" 10" 2" 3" 12" 4" I Additional Flange Brac (As Required) NS0006B Rafter 0 410 W . vowtovviNovvovvolv 8 Interior Bay Purlin Girt Framin 2 Bolts Unless Noted on Erection Drawings Flange Brace L 2 x 2 x 14Ga. w/(1) 1/2"' x 1" M. Bolt at Clip Flange Brace Clip PLN3 /16" x 3" x 0' -3" Front NS0009A a m p. • Back View a Tab All Fasteners Are #14, 1/8" x 3/16" Pop Rivet c • • : • •• • • • • • • • 4 11 I Bevel Top of Downspout Gutter Shape May Vary • v Downspout • I Gutter — Downspout Attachment Detail 1. Refer to the building erection drawings for the location and spacing of the downspouts. If the spacing is not known, call customer service. 2. Locate all downspouts over a major rib if possible. 3. Make a cardboard template of the downspout shape. Place the template on the bottom of the gutter and trace the outline. Remove the template and draw a line from corner to corner, forming an "X" pattern. 4. Drill a hole at the center of the "X ". Using tin snips, cut along the lines of the X only. Do not cut along the outside lines of the downspout square. 5. Bend each triangular tab down toward the ground, 90 degrees to the bottom of the gutter. 6. Position the top of the downspout under the gutter. Make sure all four gutter tabs are on the inside of the downspout. 7. Install (1) fastener #14, 1/8" x 3/16" Pop Rivet through the downspout into the gutter tobs. Only the two sides and the front of the downspout will receive fasteners. - ....vhrr ....."pyr.}�► LOW SIDE EAVE TRIM (BFL58) (6) POP RIVETS ------ NOTE: 2" MIN. LAP OC‘i (.."S T t Y`y'i\ NS0080 NOTE: 1. These drawings are intended to depict general instillation of item(s) descn' bed above. Some item(s) may hove been omitted for dority of presentation. Consult your erection maraud or additional S- Sheets fa further guidelines and /or clarifications. (2) BEADS TUBE SEAL (13') pt r 2. 1 T' �..- , . • r,.. v METALLIC TRIM' «. w.. ., ,, ,, , ,, ,,,, w RAKE TRIM (BFL50) (7) POP RIVETS NOTE: 2" MIN. LAP HIGH SIDE EAVE TRIM (BFL54) (7) POP RIVETS (2) BEADS TUBE SEAL (14 ") NOTE: 2" MIN. LAP It_ \V [1 '''' 9 (3) STITCH SCREWS (2) BEADS TUBE SEAL (18') Gutter (BFL46) Open Wall Lave Cover Trim BFL580 for 8" EAVE STRUT BFL581 for 10" EAVE STRUT BFL582 for 12" EAVE STRUT RED . ,•� ( SO173 Low Eave r�[DiiD� i fflti �� N MT Gutter LOW EAVE DETAIL Standard Gutter - Partially Open Wall - PBR Roof Panel Standard Gutter - Fully Open Wall - PBR Roof Panel NO. DATE ....IIIIw..,W..- a..w.o.p IVVAe!. _ w•ww.r Stitch Screw (3 Required) Gutter Strap at 48" O.C. (BFL893 -12) 3 1/2" Stitch Screw at 6" 0.C. REH9ons DESCRIPTION BY CK'D Inside Closure w/ Continuous Tape Seal Top do Bottom Eave Strut PBR Pop Rivet (2) For 10'-2" Trim (3) For 20' -2" Trim raS _ la i'r'e X e boo og b� O." \--Member Screw 0 6" Member Screw 0 12" O.C. Member Screw 0 24" O.C. '1•H iESE CE Roof E ltstt mEKTS : GEN z DESI Ott. By 1 19'x? UBC SECTION RRE a SU LATE NSO511 chk By 14NVE BEEN Be O UND To MANCE. V41114 t i TtiE BUILDIN le 2 6 rn. Dote 07/01 /03 Eave Canopy Low Eav PBR Roof — Gutter r 3 Scale N. T.S. 2 1/2" E Fastener #4 Tek #14 x 7/8" Lap At 12" O.C. Member Screw At 6 0.C. __ PBR Roof Panel Inside Closure w/ Tape Mastic on r ow Top & Bottom Job Number 0505 - 208872 -02 Eave Channel Sheet Number S -1 Issue 0 ti NOTE: 1 INSO482 Rake Trim BFL50 Member Screw At 12" O.C, Rake Trim BFL50 w )ffit Trim - BFL865 Soffit Trim BFL865 r•.- 0" To 5" Rake Angle 1 5/8 With PBR Soffit Rake Angle Member Screw With Out Soffit At Each Purlin Purlin Extension Rake Detail Metallic — PBR Roof — With Or With Out PBR Soffit These drawings ore intended to depict generd installation of item(s) descrbed above. Some item(s) may have been omitted for clarity of presentation Consult pour erection manual or additiond S- Sheets for further guidelines and /or clarifications. i.ixary 0: \ Cad \S Drosings\Oroeings \6 -27 -03 NS DrO.ingt.dwl (Version 1.1) ( Purlin Beyond) Member Screw At 12" O.C. Stitch Screw At 12" O.C. 3/8" Tape Sealant PBR Soffit Stitch Screw At 12" O.C. PBR Panel Purlin 4..,.4". 112•04!) REID MIDDLETON, INC. N0. DATE L VI 11 07/01/03 C� AUG 2 7 n.• olll C oNs �� 11 [ REVISIONS DESCRIPTION city OF TIV,011111/4 t ,. 27 1 rOS:00 03011 isfieSta Relt 110k ; . 000 10 0.5101 Of Itie.00,04G OgiS 6 BY O('D Customer: SEACON CONST. Location: 1UKWILA, WA Det By End User: STARFIRE SPORTS Okay Standard Details Dote 07/01/03 •w• AU6-2-54003 OWA s te v awed to ��, e .r� �Q� ha ��� by O�e� �e � � En9��e� for cnn�o�rc►a ern atd d�a i .� i e citti°ns s ec� �ca llots• e � t . �o�t p �enti; aid � a coop°k r�an�e v+ b e i `Dew l d \or c°nta as %A b� rev�e�y z s tie �pR w ` ildol c ode �, b did c°pnate by a o ' de Mena app stit� c �rg � c in u pan ' catot� e ► ` . e � spec�h s were d p'ro` comP 0 *bet test atd owed. Scale N.T.S. Bu IO Job Number Oros - 208872 -O2 Sheet Murreer S -2 • i ssx 0 WEB THICKNESS =Ka 111 , 4 TO , z oe , z IO GA. d316 ��� 316 l �� J 18 3 6 5 6 ���� 11111M1111 /. 5 16 ANWAWM,W 11111=1111111 A . ' 1 . . 1 I + � 2 NOTES: A. 3/16" FLANGES ARE NOT TO BE USED FOR WEB THICKNESS OF 1 /4 OR OVER UNLESS SPECIFIED BY ENGINEERING. B. WELD SIZE EQUAL TO THICKNESS OF WEB. C, FOR WEB THICKNESS OVER 3/8" ALL FILLET SIZES ARE TO BE SPECIFIED BY ENGINEERING. D. WELD BOTH SIDES OF WEB TO FLANGE 3" BEYOND BOTH ENDS OF BRAKET. E. MINIMUM WELD SIZES ARE DETERMINED BY THE FOLLOWING CRITERIA: (t THICKNESS OF THINNER PART) IF t < 1/2" WELD SIZE = THICKNESS OF THINNER PART + 1/16" IF t > 1/2" WELD SIZE = FULL PENETRATION F. WELO SIZE IS TO BE 1/16" LESS THAN THICKER PART, BUT NOT TO EXCEED THICKNESS OF THINNER PART. (MAX SIZE: 5/8 ") G. OPPOSITE SIDE WELD LENGTH TO BE "a" DIMENSION PLUS 3 INCHES, AND "b" DIMENSION PLUS 3 INCHES. H. THE PARTS TO BE JOINED BY FILLET WELDS SHALL BE BROUGHT INTO AS AS CLOSE CONTACT AS PRACTICABLE. THE ROOT OPENING SHALL NOT EXCEED 3/16 INCH. IF THE SEPARATION IS GREATER THAN 1/16 INCH, THE LEG OF THE FILLET WELD SHALL BE INCREASED BY THE AMOUNT OF THE ROOT OPENING 80001 AIX ag 80004 SIZES OF FILLET WELD FOR WEB TO FLANGE WELD. t2 W I 9 1 eg 34 2°' 1...,1 I Vi IS E8 -" v g 3v5P " : 7,1 • ge o ES 5-3 a 1 ; 1 1 4 1 � V m� E E 1, 1 m m N i 1 ;I LI rrtry C: Vr's'grwm FMw\,'S Or olnp\Or'wMil \11312.M (Version 1.O ar3 ggl iL5 CD C/7 J S co Y • ci. yEN� ETC ME wvs ins X1,0 STAIgAPO SHEET FOR wS OE5GMP110N SEE 8 -1 NOTE F FOR MELD SIZE NOTE: x + y DIMENSIONS TO EQUAL 3 ". SEE 8 -1 NOTE 8 FOR MELD SIZE 80006 80008 Id''' I_PTE DETAIL SEE 8-1 NOTE G FOR MELD LENGTH ' A 11= COPED EDGE 3/16" SEE B-1 NOTE F OR i7 FOR VELD SIZE (T1IP.) SEE B-1 N01E 8 is OR P FOR LD SIZE > 15. #6 ETC. ARE 11PS NUMBERS. SEE MELD STANDARD SHEET FOR WS DESCRIPTION 3/16" 2 1/2" 3/16" TYP, FLANGE BRACE cUP TYP. AT ENDS SEE B -1 NOTE F FOR IELD SIZE LID S ZE EQUALS oR L/2 OF STIFFENER y ( IR 7 V1/2 , MELD SIZE EQUALS iiia0SSS OF OR p GUSSET PLATE (Tw.) LLD SIZE EQUALS THICKNESS OF GUSSET PLATE (TV.) 1 • OR • OR P RUNWAY END DETAILS ODE SEE 8 -1 NOTE H FOR ALL FELET MELDS EA■E STRUT BRACKET TO BE MELDED IN PLACE AFTER 1HE COMPLETION OF THE HAUNCH MELD 05) SEE 8 -1 NOTE F FOR MELD SITE MELD ON NEB SIDE FIRST VIEW SIZE PER 1 MIMS H-529 < MELD INSIDE FRST THEN BGTSM FROM OUTSIDE 1 8 ' . ' L 1 OR P L/ NEW 517E EQUALS THICKNESS OF 1E8 ' '. p RUNWAY BEAM /' OR n L/2 VELD SZE EQUALS THICKNESS OFWB SEE 8 -1 NOTE F FOR MELD 517E TYPICAL COLUMN NOTE: BGTSM = BACK GOUGE TO SOUND METAL (TYP.) • i x x x x x x x x NC NC x x x X �eveves�psveaes��sseve�t� sr~s«vevesxs<veveves « s< 34x'x3434x' x x x x x 3c 3c 3c 34 3c 3a 3c 3c NC NC NC X 34 }t 34 i4 3i xxyc NXX x 3c 34 34 3 4 34 x 34 x NC x X X X X X X X X X X x x 1 � E " Vi' I 6 1 • • • 141.. 1 ;. = N N .•. N 117 1fl4 1 .— 1 7 1n 4 0000EQQEMEMPE x X x x x x 34 x x 34 34 x34 X x 'C 3t x'C'C xxaX NC 7t x K x 'C X x x NC x x x x x x X X x x x &&&&&&$1g &g N N N N N N N N N N r i Q 1 a ► a / ° ° 1010 W 40 40 10 40 10 (0 5? EMOE'M "�g�b"�����3' ��� ab''�SIi! 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ,,���r����1► 000050 0mocio 0===C]000DOOOOOO WWW1WWWWWW1WWWWWW$WFAVVWFM fl ziklE5 !!055 g Hx* 411 1+ g ITgg cE44geed1111 le 21 ;114 IS ” 0 111 -74431 1itiTt 4 qg'itit titki 1,2111 A g 2:66 NOTE: SEE 8 -1 NOTE H FOR ALL FILLET MELDS !6 OR p 3-12 ENDS. Q AREAS SEE 8-1 NOTE A FOR MELD SIZE INTERIOR MMELELBAff FLED BASE PLATE P U'U SEE 8 -1 FOR ow SIZE 111 AT WEBS SEE DWG B -3 FOR WB a FLANGE C P BUTT JOINT SEE 8 -1 NOTE R VIEW SIZE MELD SIZE EQUALS < 1100 ( 5 5 OF STIFFENER SEE 8 -1 NOTE E FOR MELD SZE 60013 c, 5 CD ".'O!T` : +' +ABM%+ -► • " vre nourA1fer• 4ime, SEE 13-1 FOR VIEW �LENGTH � V P x X x x NC x b WPS NOTE: 1. That drooilgs are Moodie to dspict 'moral kistellotion of itom(s) described atlove. Sane itU»($) ma hove ben a ittod f dwity of p urtetian. Conan por oration menus' or additional S- Slrasts for Whir gril*as and /ar chrilication ►iam � /6 ETC. ARE NUMBERS MNNR� VELD STANDARD SHEET FOR IPS OESaNP110N OR SEE 8 -1 NOTE F FOR WED SIZE MELD SZE EQUALS THICKNESS OF KB MELD SIZE EQUALS THICKNESS OF KB SEE 8-1 NOTE F 16 OR p FOR MELD 517E (UP.) Os i SEE B-1 NOTE B ca � N FOR DLO SE / rte^' ^A►.. - — /2 Km SEE 8-1 NOTE H FOR ALL FILLET WELDS •2 II <ecTsm tap oN SIDE FIRST COPED GUSSET SEE 8-5 FIND BASE PLATE DUAL FOR MELD l OR OR SSE B NOTE f II. 13 Oa 110 I I <SLOPING VELD SURFACE VELD ON NEB TO' MAX ASE SOE FIRST STRAIGHT COLUMN TYPE 2 NOTE: BGTSM =BACK GOUGE TO SOUND METAL (TI(P.) SEE 8 -1 NOTE 8 FOR I1D SIZE SEE 8 -1 F NELD LENGTH X X x x x x a g 1■ x NC x x 'C NC a 1 1§ s REID MIDDLETON, INC. 1 l 11 \ ' . 1? i ‘ 1 ,i �� i 1 ■ I r /� -{{ 1 , TE 1!:;13.::;i!!1!!:!:3 FIEVISONS OESCIIPION CITY Of7V ILA � 2 f !R, •i PL 2 — we r BY OM METALLIC Description Str id.d NMdrpg Mk 51 x 251 -0'' i 1r -r Lap EM 1:12 RS Swoon Cant./ S1s*s Alois Mac CAnt, / Ovadol.w Cow L cotho; Fart NM Perk TirlUUAi, 1111 " vMFIN op oM. 2! ANY 03 AUG 2 51003 Salo N.T.S. m Nwi1w 11 0106-10N71 I 1 \g G SE Sv �� \� CE O �99� � aE`�,� \N 9,0‘.0v, 1 0 414SS �� G g� �p gyp d:AVipotia■xpzor•S '��E *IWO, ;G' EN�p �� �tr4 b� ko ��i � � 000 0 *0 It Ofd, Ockatos. "(t�eE� OtoptiO461% co Os WA � I: 400 *0 doolt 0 VII."tets6s°c:a *tit 40 "W metallic bui d n� com 7701 FMRYEW • 'CUSTOM, •P.0. !OM VP 77041 (713) I06-71ei 2p 77240 lost *Mr W1 of 1 STARFIRE STADIUM ENHANCEMENTS AT FORT DENT PARK ARCHITECTURAL SYMBOLS / ABBREVIATIONS C xx 4 o.o' MATERIAL L • • ABV. ROGUES. ACT ML A.F.F. MGR ALT. MAL MOD. ARCH MPH. BD. BNTUMM. BLDG. BLK BLK'G` BML BOT. CML CEML C.IP. C.J. CLOG. CLR C.M.lL COI.. COI C. CONSIR., CONT. CORR C.T. C,7R DIM. 06P. ON. DS. D.W. EA. E.J. EL EIFC. ELEV. EQ. EQPE. EKG. EXT. FA. F.D. F.E. F.E.C. F.F.E. F1r. FLASH FIR FAD. F.O.LC. F.O.LO. F.R. F.R.T. FI. FIG. FAR GAL.V. G G.C. tLS. GIB G.UI.B. GYP. HI MDT. H.Y. MEL ...P.C. MR INSUL i.Q INF. 1 DETAIL MOOR D MTION DATUM ANGLE AT METER / ROUND ABOVE ACOUSTICAL ACOISTICAL CUING TLE ADAISTABLE ARM RIMED FLOOR AGGREGATE ALTERNATE PLUMMY ANODIZED NORECTURIL MPH IL? BAD BITUMINOUS BUILDING BOOC BLOCKING BEAM BOTTOM CABINET CO MMT CAST N RACE CONCRETE CONTROL JOKE CLING CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONSTRUCTION CONTINUOUS CORRUGATED CERAMIC TILE CENTER ML DOUBLE DEPT. DEPARTMENT DET. / DIL OWL DMl METER DIMENSION DISPENSER DOWN DONNSPOUT DISHIRSHER EACH EXPMSIOMN JOINT ELE MON ascime(k) ELDAVOR EQUAL EQUIPMENT EXISTING EXTERIOR FIRE MAN PULL FLOOR DRAM FINE EXTRIGU SIER FIRE EXTICUNSHER CABINET AMSTED FLOOR IMAM FISH FLASIING FLOOR FOUNDATION FAD BY OMER, MULLED BY CONTRACTOR FUMED BY OMER. NSTALLED BY OWNER RAE WED FIRE RETARDANT 'TREATED FOOT / FEET FOOTING FUMING GAGE GALVANIZED GRAB Be MEWL GONIIMACIOR GLASS GINE / GROUND GIPS UM MILL WSW HOSE NEW HOLLOW METAL NOIMLZOMA . POFOR MrICE OQAINNG HOUR IUSBE DMrEU WPM rAAM10R JT. LAM. 1JY. La LOC, LPG INTL MAX. MM. MECH. MFR. MR MR. NA Nit IMO. N.T.S. 0/ O.C. 0.0. 0.11. OPN OPP. PERP. PL PLT. PLY. PIT. PSF PSI PT. PD. RAD. RB. R.D. REC. REF. REFG. RENE. REQ. RM. R.O. R.T. SBC S.C. SCHED. SECT. SOL SHT. SHrc S.Y. SPEC. SQ. SS. SST STOOL. SNRUG SUSP. SYM. TEL T.G. T.D.C. T.0A T.O.ML LOS. T.O. T.S. UDC UL U.O.N. Y.C.T. MER. 'INERT. VLF. WI IOW MP. WA WT. ROOM NAME WALL TUPE DOOR MEEEIENCE O DOW T1IPE PLUM TIPS ROOM REFERENCE .......... 1 HR. RATED *LL ASSEMBLY 2 HR. RATED WALL ASSEMBLY JOUR LAMINATED LANATORY POUND LOCATION LAN PONT OF GRACE MATERIAL MAXIM MEDIUM DENSITY FIBERBOARD MEONNICAL MIAHIIFA TU RER MINIMUM AMOR METAL NOT APPLICABLE NOT N CONTRACT NUMBER NOT TO SCALE OVER ON CENTER OMSDE DIAMETER OPPOSITE HMO OPENING OPPOSITE PERPODIGUAAR PLATE PLASTIC LAME PLATFORM PLYWOOD PANT POUNDS PER SQUARE FOOT POUNDS PER SQUARE NCH PRESSURE TREATED PANTED RADIUS/ RISER RADIUS RUBBER ROOF DRAM RECOMMENDED REFERENCE REFRIGERATOR RERFORCED REQUIRED ROOM ROUGH OPENING RUBBER TILE SEATRE BULDNNG CODE SOLI GORE SCHEDULE SECTION SIMCA.E SHEET SHEETING SM.IIR SHEET METAL SPECIFICATION SQUARE SUNLESS STEEL STARLESS STEEL STORAGE STRUCTURE SUSIVIDED SYMMETRICAL TREAD TELEPHONE TEMPERED GLASS TOP OF CLIMB/ TOP OF OONCAETE TOP OF JOST TOP OF WORRY TOP OF SLAB TOP OF STEEL TOP OF MILL TUBE STEEL RPM UNMORN BUILDING CODE UICIONIMTER'SLABORNORY UNLESS ORIERN15E NOTED Witt CO.OSTI I TIE VEINY VERIEIII VEINY N RBI WIIHI 11000 WIDOW OVENPROOF OVER RESSISNI UE1p1T V TUKWILA, WASHINGTON OWNER: ARCHITECT: SITE PLANNING CML LANDSCAPE STRUCTURAL ENGINEERS: GENERAL CONTRACTOR: GENERAL CONTRACTOR: METAL BUILDING CONTRACTOR: METAL BUILDING SUPPLIER: PROJECT TEAM STARFIRE SPORTS PO BOX 48299 BURIEN. WA 98148 -0229 CHRIS SLATT / PRESIDENT CHRISOSTARFIRESPORTS.COM TEL. (200) 242 -2724 FAX (208) 242 -3003 CARLSON ARCHITECTS 2111 THIRD AVENUE SEATTLE, WA 98121 TEL. (206) 441 -3066 FAX (206) 728 -4661 DON CARLSON, PRINCIPAL, JIM HANFORD, PROJ. MGR. BRUCE DEES AND ASSOCIATES TEL (253) 627 -7947 FAX (253) 627-6661 BRUCE DEES. PRINCIPAL •COM JUD YOUELL, PROJECT MANAGER . ENGINEERS NORTHWEST 6869 WOODLAWN AVE NE SEATTLE, WA 98115 TEL. (206) 525 -7560 FAX (206) 522 -6698 ALLEN TUCKER I PRINCIPAL ollentOenwseattle.com 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 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 NEW STEEL CANOPY STRUCTURE FOR EXISTING 2000 SEAT CAPACITY CONCRETE STADIUM GENERAL NOTES 1. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO BID. IF DURING CONSTRUCTION, ANY UNEXPECTED EXISTING CONDITIONS ARE DISCOVERED WINCH 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 ARCHITECT'S ATTENTION PRIOR TO PROCEEDING WTH RELATED WORK 4. ALL WORK SHALL CONFORM TO THE APPLICABLE BUILDING CODES AND ORDINANCES. IN CASE OF ANY CONFUCT 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 CONFUCT. 5. STRUCTURAL 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. 17t s2a.3 FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval ci plans does not authorize the violation of any adopted code or inane. R - «:. of con. Ian/ rte, tractors copy i.� Date ��',m' Permit No. F t■ 7''Pr9. M UNIFORM BUILDING CODE 1997 UNIFORM FIRE CODE 1997 BUILDING TYPE: TYPE III—N OCCUPANCY: STADIUM, A -4 AREA: STADIUM — 13,000 SF ALLOWABLE AREA: STADIUM — SEPARATED 3 SIDES 100% INCREASE, 9.100 SF X 2 — 18,200 SF 13,000/18,200 - .71 < 1; OK SEPARATE PERMIT REQUIRED FOR: ❑ MECHANICAL ffeELECTRICAL ❑ PLUMBING C] GAS PIPING CITY OF TUKWILA BUILDING DIVISION REVIEWED Ttsis Nr wax revamped for sewn eationuance wish she folknviaip I CStructural Pnwisiora of the Vaiforrm Building code a N-svrrl PMevisbes of she Uniform Built Co* a w � State -Free Rc ay (Chaplet 51.30 WAIF +eta Sus.. Eacrsy Code Wham/ 51 -11 WA C) r° pli r M oon rr tM ►Asa die di �1kMk coda, osMAdrw or �rowy. lad Mw reSi..e MMwr .*/ idorprgynN of do pooruy .r�enro. This ry Arce,tan /r1 Nine of Ilor.rd of •e n Scex�.or WAY 4 Iwo of r. woody . , '�! • w�iwe adds ON mil•Oddli. Jonsdies By V . RIAD • Ws Q nog e. C• II , • 1•i1 S-0 S-1 8-2 Fl El E2 E3 E4 CODE INFORMATION .... .I.� •. _I •.............. II • 1. :•I••/I // /I DRAWING INDEX A-0.1 GENERAL INFORMATION A-1.1 SITE PLAN A-1.2 MAINTENANCE BUILDING PLANS GENERAL NOTE PLANS 1 DETAILS SECTIONS ANCHOR BOLT SETTING PLAN MAIN FRAME CROSS SECTION INT. FRAME CROSS SECTION ROOF MAIN FRAMINGPLAN ROOF SECONDARY FRAMING i ry 4 416._ 4 ►' • 1 Vi4 LIONS NO CHANGES f,',14 BE MADE TO THE SCOPE OF Wig 2.=oK WITHOUT PRIOR ROVAL OF TUKW '` ' Nerlr BUILDING , � N' SAL PLAN ROAM REIM I armor menu JUL 0 8 2003 Irr LS ',C; L, J vi ; - JUL 10 2003 t.) REND M'fl [Err"I 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: 7106I03 REVISIONS NO. DATE Drawn By: Gheeloed By: Owner Approve Drawirq Fie: ISSUE TJS JH Starfire Soccer Complex at Fort Dent Park Tukwilla, Washington Star Stadium Enhancement GENERAL INFORMATION A - 1.0 Project No.: 200216 Copyright Carlson kd*s PS • 8 k1/4. • STARFIRE STADIUM ENHANCEMENTS AT FORT DENT PARK F.R. F.R.T. FT. FIG. FLAW GA. GALV. G.B. G.C. GCS. GRID. GYP. NEB. HOT. M.Y. NORM Hit N.D. INSUL ITT. ARCHITECTURAL SYMBOLS / ABBREVIATIONS L 0 ASV. MOUS. ALT A.F.F. MGR N.T. MOD. ARCH ASPa BD. mum. BLDG. BJf. BLK'G. Bit SOT. CAB. COL C.I.P. C.J. CLG. CUL C.M.U. COL CONC. CONSTR. CONT. CORK CAR. DBL DEPT. 0 .0' MMTERVL CET. / COL DEW OM. DM. DISP. DN. D.S. DM. Ell E.J. EL ELEC. ELEV. EQ. EQP'T. DG. OR. FA. F.D. F.E. F.E.G. F.F.E. FN. USN A.R. FWD. F.oJ.C. F.0.1.0. SIIuCTIm OTC DETAIL OETAL MTAN. INTERIOR ELEVATION DATUM AMGE AT DIAMETER / ROUND ABOVE ACOUSTICAL ACOUSTICAL. CELNG ILL MOVE ROMEO FLOOR AtIGREM AL1ERIMTE AMNIA ANODIZED ARCITECILR /L ASPHALT BOARD BmJT IONS MOOING BOCK BLOCKING BEAM BOTTOM CABINET war c,6T N PUCE CONCRETE CONTROL JOONI COUNG CLEAR COMER ILISON Rr UPS COLUMN CONCRETE CONSTRUCTION CONTNlOUS CORRUGMED ample TIE CENTER DOUNE °EMINENT DIIMJETER EauisioN DISPENSER DONIN DO IISPOUT DISHONOR EACH DIPM61011 JOINT ELEVATION ELECTRIC(AL) ELEVATOR EQUAL EQUIPMENT DUSTING EXTERIOR FORE ALARM PULL FLOOR DRAM FIRE EXTNGINSNER FIRE OThCU 1#R CABINET F'ION D FLOOR ELk1At,110N1 FMMSH FUSING FLOOR FOUNDATION FLIRNISIED BY OMER, INSTALLED Br CONTRACTOR FURNISHED BY O11/ER. NSTALIED BY OSIER FIRE RATED FIRE NUM MI! TREATED FOOT / FEET FOOTING FM= GAGE CALVINZED GRAB BAR GROW CONTRACTOR CLASS GRADE / GROUND MUM WIABOVID HOSE MB Miff HOLLOW METAL HORIZONTIL HIGH PERFONNINCECOATING TOM INSIDE DIVIDER INSIUMON NTEINOR JMNOR JT. LAY. UMW. LB. LAG LPG MAIL MAX. Y.D.F. NIX MFR. MIL MAR. MTL NA KLC, ND. N.T.S. 0/ 0.C. 0.Q O.H. OPN'G. OPP. PERP. PL P.UY. PCT. PLYMO. PIT. PSF PS PT. PTE. R RAD. R.D. REC. REF. REF& RENT:. RM. R.O. R.T. SEC S.C. SCFED. SECT. SON. SIT. SHT'G SOL SAL SPEC. S.S. SST STIR. STRUC. SUSP. SM. TEL T.G. T.O.C. T.O.J. T.O.M. T.QS. T.O. SR. TAW. T.S. UDC UL MAN. V.C.T. VQR. w/ IOW ATP. ILIL NT. ROOM NINE V MULL TYPE DOOR REYERDICE IIINDOW TYPE RELAE TYPE ROOM REFERENCE 1 HR. RATED MULL ASSEMBLY 2 I. RATED MULL ASSEeY JOIN MINED LAVATORY POUND LOCATION LAB POUT OF GRADE MEWL WNW MEDIAN DENSITY FMERBOMD MEQwICAL IMIURCTURER INIMUM MIRROR NOT WPUCAB,E NOT IN CONTRACT NUMBER NOT TO SCALE OVER ON CENTER OUISDE METER OPPO TIE HAND OPENING OPPOSTIE PERPENUICUI AR PLATE PLASTE LAMONATE PLATFOAY PLYWOOD PANT POUNDS PER SQUARE FOOT POUNDS PER SOME NCH PRESSURE TREATED PLANTED RADIUS/ RISER RADIUS RUBBER ROOF ORAON RECOMMENCED REFERENCE REFNGERAIOR REINFORCED REQUIRED ROOM ROUGH MING RUBBER 111.E SEATTLE BMOC CODE SOLI CORE SCHEDULE SECTION SINGLE SHEET SWING SKIM SLEET METAL SPECIF1C/MON SQLMRE Si STAINLESS STmzSS STEEL STOWE STRUCTURE SUSPENDED SYMMETRICAL HEAD TELEPHONE TEMPERED CLASS TOP OF CURB/ TOP OF COI CRETE TOP OF JOIST TOP OF WORRY TOP OF SUB TOP OF STEEL .TOP OF NM.L STEEL UNIFORM BUILDING lYPll`JAL CODE LN UNLESS MHOS& AMYL COMPOSITION RE WRECK WAFT' IN FED IIOOD SOB' MMER RElstAwT 1113016 TUKWILA, WASHINGTON OWNER: ARCHITECT: SITE PLANNING CML LAND;;CAPE STRUCTURAL ENGINEERS: GENERAL CONTRACTOR: GENERAL CONTRACTOR: METAL BUILDING CONTRACTOR: METAL BUILDING SUPPLIER: PROJECT TEAM STARFIRE SPORTS PO BOX 48299 BURIEN, WA 98148 -0229 CHRIS SLATT / PRESIDENT CHRISOSTARFI ESPORTS.COM TEL. (206) 242-2724 FAX (206) 242 -3003 CARLSON ARCHITECTS 2111 THIRD AVENUE SEATTLE, WA 98121 TEL. (206) 441 -3066 FAX (206) 728 -4661 DON CARLSON. PRINCIPAL, JIM HANFORD, PROJ. MGR. ibanfOrgeradmo BRUCE DEES AND ASSOCIATES TEL. (253) 627 -7947 FAX (253) 627 -6661 BRUCE DEES. PRINCIPAL .COM JUD YOUELL, PROJECT MANAGER ENGINEERS NORTHWEST 6869 WOODLAWN AVE NE SEATTLE, WA 98115 TEL. (206) 525 -7560 FAX (206) 522 -6698 ALLEN TUCKER / PRINCIPAL ollenteenwseottle.com 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 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 FAX (425) 454 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 NEW STEEL CANOPY STRUCTURE AND UOHT GAUGE METAL FRAMED PRESS BOX FOR EXISTING 2000 SEAT CAPACITY CONCRETE STADIUM • GENERAL NOTES I . 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 VWRK 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 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 WDRK INSTALLED IN CONFLICT WITH THESE DRAWINGS SHALL BE CORRECTED BY THE CONTRACTOR AT NO EXPENSE TO THE OUTER 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. UNIFORM BUILDING CODE 1997 UNIFORM FIRE CODE 1997 BUILDING TYPE: TYPE III -N OCCUPANCY: STADIUM, A -4 AREA: STADIUM — 13,000 SF ALLOWABLE AREA: 13,000/18,200 # .71 < 1; OK D A -0.1 GENERAL INFORMATION A-1.1 PLANS AND ELEVATIONS A-1.2 ROOF PLAN AND SECTION A-1.3 PRESSBOX SECTION AND ELEVATION S-1 Fl El E2 E3 E4 CODE INFORMATION DRAWING INDEX PLANS & DETAILS A S ' BOLT SETTING MAIN FRAME CROSS SECTION INT. FRAME CROSS SECTION ROOF MAIN FRAMING PLAN ROOF SECONDARY FRAMING SEPARATE PERMIT MQ UIRED FOR: ECHANICAL LECTRICAL LUMBING GAS PIPING CITY OF TUKWILA BUILDING DIVISION STADIUM - SEPARATED 3 SIDES 100% INCREASE. 9.100 SF X 2 - 18,200 SF FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy of approved plans acknowledged. BY • I r 'a. 4 ► . �l , ' y;� NO CHA NI c . :. BE VALE TO THE SCOPE Of 4 . - . WITHOUT PFAO?:I ,/, OF SU +RUING DIVISION. hvTL M' "90.4% Mr.L A WEN r+uw 11111ETIAL, r IN COMP ETE LTRA' CITY Of OCT 16 2OOJ 0101 40 ormem tO3203 Carlson Architects PS Architecture & Planning Carlson 2111 Third Avenue Seattle WA 98121 Telephone 206 4413066 Facsimile 206 728 4661 ISSUED FOR PERMIT DATE ISSUED: 710e103 REVISIONS NO. DATE 1 2 ISSUE REVISION INOOLIKEIE APP. 01 TO REV. 01 9/1 11/03 10/9/03 Drawn By: chaclaad By: Owner Approval: Drawing File: 1N TJS JH Starfire Soccer Complex at Fort Dent Park Tukwilla, Washington Starfire Stadium Enhancement Or r � OCT 092003 PERT CENTER GENERAL INFORMATION A -1.0 Prefect No.: 200216 CePri i Iht Carbon Archllaalr Pi I Z1.-1 OIL MEL CODING PER KW OWN CONMOCIOR EXISTING GRANDSTAND 11 ACCESIBLE SPACES (22 TOT A.) 41650 1 1 1 1 1 •1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _1. - .11.. ..1. - .1- -.1. 4-1- -L-4- s'-os s TR. • 12 11 ACCESIBLE SPACES ( TOTAL) i 1 1 1 1 1 I 1 I 1 1 I I _L. - 1- L_ 34.17 PER SUM 1 340 PER SAW CONCRETE WIC WU 3ICREIE NG WU SECTION OF G CONCRETE NC 3011CRETE IC WU. 6 6 1R • 12 TOM AT ECM COLUMN LIE (6) PIACES Plan 6 11. • 12 0 TRENCH EARN Scale : iir = V-Cr PLAN DRAWING TO ILLUSTRATE COLUMN LOCATIONS ONLY - ALL OTHER VVORK IS COVERED UNDER PERMIT 003-093 1 1 1 1 1 1 6 1R. 1 12 2 6 111. • 12- •1011111•1110 M■11110 =111•■•1 11•11■1 .11•1111=0 6 1R. • I SHADED AREAS HAVE BEEN SUBMITED AS PART OF A SEPARATE PERMIT - 003-093 1r ao*-0" 1 1r i r 11 1 f 1 I I I 1 i I!!! , ,,,, ,,,, 1 } I li - =ILI! 111M111111111111111 MINIM 1111111 .9 . „ _ grre.40:47•W.C.•7407.07•7•70,74W 9 1:47•7 " 7.41X•7•7 • 7•7• T •7•767 C 4 r•:• 7 •X• 74 • 1741 VC•ra` 47 • 7 •7 4 CWI*7 4 •7.1•74&:$7+7 , ZZAWOM450:45747•74:47•7•7•7•Z"T•7•7•7•7•7•X•rolC•7•7•7•T*74:4:474,Worel•14 • 7•,"•7•, ■ 74: ■7•7•7•7•707"1.WW: ,-;,-.74:74:74 MO.T.7.740:407471•7•7•7•7•7~C•7•7•7.*MC.:474.141474.7•17.7•74,7•74•7.14"41•7.17•7•74.1:7•7•7•7•7•7•7•7"1•11:4Py.14:47.7,*riliji-AMM17:47:7"7$.7•"•7•7•7•7•7■C•V•74r4W•7•7•74:47.7474:4•M•MoTC.1■741KC.Y.KKAVA7,47-00•7•7■747•Nyl•WACOM•K•KKalliii4 7 ;'•;;■;.;•;( e 44.,•••444,46 +Val= 949:5,7:56■MS•76.■:■;■;1:9:■.9M,VAKM9N6K91+:90:9:•;.■;7:9474.K9.4;97.7:7:92COm;tneZz. mIntAK .;9avxcfrx•:17:7 .7:.74:7: m m :4:74.7., ....74.to.70.7.w.A7‘7.0.70.7.7.7.0.70.7.7.v. .7.m e 7 . 7 .w.7.7.7. 7 .7.4 47 .■"...wo.:0.7.7.7.70.740.7.vt).7..: :icyt.74.:. :00.:+:4,+:4•1.40.x. ::, goo: • Nciviviv i z t : e xcocox•x•xccox•rboxfox•:•x•:•:•:•:•:•:( 4 zoxocomomex i xt7.:*:«:•:•:«:#1 . 4 , :c4:4.:4ccom.M:t171:::20200,1cc•:•:•:•:•Xt:•:•14:4:01•X•X400:•X•XOXOX,4e,•:•)10,X4C*X•X•X• 00.7.+X*7:400C4Ne :::::4:4 it:•:"....:4 0:77:470 Ce%10 CC,•10:67...:Al0X+:4 k:...74 .1c.0:4 C*14:4:4 CO:4 C•l'iN C. 1 Wis C•17•:. 1'4 PX4 01 K .P.X.X4 PIC*1'4 .) .7.•.;•:•:+Nol K4 K4 PX4 .2 0 0:«X•X.X.C•1 = . 41,.......: • .4. 4 01,w 0 vow. ..4 v,sw,..4 ,■•, A " •w • . :0:40:44 VIZ= 61165,totitilititi!opto,::MotitiV4446.S.VitiMitotit6VotoWarRiWiR65■6■64,:xzwoMicimitm.Vitieit46`6M64:61.6".:MMoMo!:!:"MoNNYM:fitotiti! 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Carlson Architects PS Archiiecture 1 Planning carbon 2111 Third Avenue Seatde WA 98121 Telephone 206 441 3066 naPa nom me Facsimile 206 728 4661 ait D� CONCRETE STI PORTION OF E RETAINS WI ISSUED FOR: PERMIT DATE ISSUED: 7Ipel°3 REVISIONS NOE DATE 0/18103 1016 Chacked Sy: Owner Approwak Drawing FNe: 'REVISION INCOMPLETE APP. 01 TO V. 01 Starfire Soccer Complex at Fort Dent Park Tukwilla, Washington Starfire Stadium Enhancement PIO** Minivein aTV OP TuNWILA OCT 0 9 2003 9 PINAR CENTER PLAN AND ELEVATIONS A-1.1 200210 Copyright Carbon Anlhaoab PS 4. • i IS1I1II MI IIIUI1II 11111111 u, IUIII BIER ND 0011115POUT - SURE ara MEW OLNIIDNIL 6. 7-cr Or D O ICI METAL MG IMIEI. - SPLICE • Section Scale: 1I4 * 1'-0" 51' -0' SUE OF PROPOSED FEID *ERNE ELE 1ION AT NORTH EDGE OF EWIING SUM - ELEINUTIOII WRB FROM 34' -5' TO 3( -r SEE PLAN FOR SPOT ELEIMATIONS • 34' -3` VIM - MATCH DOSING NEti GUNIORML NMI ORAN • MED """°' CCM Mtn FRNE BUN 11 GRID 6 • UNE OF WIN MINE M f BEMI AT ORS 5E7 STEEL COLUMNS MD ROOF SJRMIOTUAE PER METAL BUILDING SUPPLER D ENO GU M P& 51' -0" 12 51' -0' Section SCOW : 1#4' 1'0 SHADED AREA HAS BEEN SUBMITED AS PART OF A SEPARATE PERMIT - 003-093 r Carlson Architects PS Architecture & Planning Carlson 2111 Third Avenue Spade WA 98121 Telephone 206 4413066 Facsimile 206 728 4661 ISSUED FOR PERMIT D A T E ISSUED: 7 S 3 REVISIONS NO. DATE 1 Drawn ®y: Chocked Bar: Owner ApPviv t Drawing FiM: Project No.: are OF TUNIN LA OCT o92oo3 Pow CENTER ISSUE 1efo3 REVISION LETE APP. TJS JH E1 TO REV. • SIN OF MINTON Starfire Soccer Complex at Fort Dent Park Tukwilla, Washington Starfire Stadium Enhancement ROOF PLAN AND SECTION A -1.2 200216 CAPPIpht cwlron AretiMsda Ps 01 • a anTER AND 0011i1,0UT - SUUE GRAY NEW CUMIDiVAL Press Box West Elevation Scale: 1 r4" =1'-0" GIRT 3-1/2" IET L SEUOS FIERGI/ISS BAIT INSULATION NETAL. 51f TN TYPICAL 1IML . ASSc RY AT PRESS 900 NEW 12" CONCRETE SLAB AT PRESS BOIL FRAYED NW PDC OE OF 1111Et DUUE FRIN8F.IATGM 6 pw NEW SONG RWEL - SPRUCE LIE OF YAI4 FR IE BM AT I DS 5 & 7 • 12 12 w � , Y, I ;► yam. rY•. 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SECTION A -3 3• . rb• 1 WNW MINIM WNW WINIJ STHD14 4' SLAB ON 12 � �2.1ac2 . MIINF 17' MEL SHEATH (1) FACE IF ALL WALLS w /1" APA RATED SHEATHING. BLOCK ALL PANEL EDGES w/1 WIDE x 18GA. STRAP, TYP. SCREW PANEL EDGES • 4 o/c AND FIELD 12% (USE #8x1 FLAT HEAD SELF DRILUNG SCREWS) CRC /STRAP PER SCHEDULE A -3 224% PINS • c MAX. 6' MAX. FROM EA END OF TRACK. (u.N.0.) .11.■•■=11. i 4■111 , MOP GOO 11•111. WNW r TYPI :, W 1 1 1 1 r STI1014 S�TH1014 STHD14 STHD14 di•Th- PRESS BOX FOUNDATION PLAN EN-El . _ 1 . O • SECTION 13' -3" STRAP BLOCKING IS REQUIRED ONLY F STUDS ARE SHEATHED ONE SCE ONLY. CNC MY SE USED IN PLAICE OF THE STRAP BLOCKING. STHD14 !!: STHD14 STHD14 -' F.G.S. B -3 f " 1 . -0 " s TRACK BLOCKING TO MATCH STUDS. PLACE • 10' -0 o/c MAX. ALONG WALL & • EACH END OF WALL BEND UP 4' • EA. END. 4 SCREWS TO STRAP EA. BLOCK x1 x18GA. STUDS • 24 o/c ONE STUD MIN. DIRECTLY BELOW EACH JOIST. SILL TRACK (SAME GAGE AS STUDS U.N.O.) USE (24 FROM TO FUMES TYP. TOP • 0OT. 1; SEAT STUD WEB TIGHT TO TRACK WNE8 • TOP & SOT. OF STUDS wift SECTION ITEM CO NNG SUPPORT Jogs vs ce HEADERS « (1YP. U.N.O.) COLNNG TRACK M WALL TOP TRACK *+' (U.N.O.) wAl . 00T. TRACK .. (U.N.O.) WALL STUDS 14' x 18 BRACING/BLKG. SCREW IN IRI SCREWS (G TO MTL.) WALL & BOTTOM TRACK AMMONS 26-0" TO ow4 s2D C -3 FRAMING PROPERTIES CALLOUT 8" x 11" x 18GA. (2) 8" x 1$' x18G:_ 8" x 1 1" x 16GA. x 11" x 16GA 3� x 1 }' x 1801. #0 - ; 2 x r ,i i 12 OR PPH #10-24 x 1+' PNH /3 F.O.S. 7 3. L 311" x 1I' x 18GA. C &'MIN. 1 !" 1McE x 18GA. FLAT STRAP ALT. 11" x 160A. C.R.C. #137P10 0.17 0 " 3+� C -3 r L. Fy(k.s.i.) 33 33 EXIST. ROOF r 3 " APA RATED EATHING OUTSIDE FACE . * RION OF OTHER SUPPUERS FOR THESE ITEMS NOT ALLLNED. es THESE JOIST ! 1RACK MEMBERS TO OE UNPUNICNED. 13' -3" SECTION MINIMUM PROPERTIES Kim') 4.63 9.26 4.44 0.65 0.33 0.71 sOn. 1.15 2.31 0.96 0.31 0.24 0.36 OM OM MO J L - L - -J u d N 0.53 1.07 0.56 0.32 0.27 0.34 22'-0' 4E 0.37 0.37 0.61 • UNPUNCHED 0 TRACK CE] ALJ PER PLAN GN w. " APA RATED SHEATHING SHEATHING PER ARCH. L. 2x2x2OGA.w /4#8 EACH WAY EACH JOIST SHEATHING PER ARCH. HL11 HEM D -3 ADD JOIST • E ma BELOW i t s 1. -0" APPROVED SUPPUERS & THEIR CALLOUT FOR THESE ITEMS SSMA IC904943 8005162 - 43 (33ksi) (2)800S162 - 43 (33ksi) 800T125 - 54 (50ksi) 362T125 - 54 (501W) 362T125 - 43 3625162 - 43 I.C.B.o. 2306 17' -6" 4E2 r u r-J L 0-3 tialL BLACK ALL PANEL EDGES w/1 ' WIDE x 18GA. STRAP, TYP. SCREW PANEL EDGES • 4"% AND FIELD • 12 ( /8x1 FLAT HEAD SELF DRILUNG SCREWS) " APA RATED SHEATHING CONN. • EA. END OF BLKG. PER SECT. D-3. TYP. " APA RATED EATHING ONE FACE SECTION 13' -3' N its F.C.S. PRESS BOX CEILING FRAMING PLAN E- 1 UNCOATED STEEL THICKNESS. THICKNESS IS FOR CARBON SHEET STEEL 2 MINIMUM THICKNESS REPRESENTS 95* OF DESIGN THICKNESS AND IS THIS MINIMUM ACCEPTABLE THICKNESS DELIVERED TO THE JOB SITE BASED ON SECTION A3.4 OF THE 1986 A.I.S.I. COOS. w ..I 2 7 #6 SCREWS • 4"% BLOCKING EA. SIDE OF WALL • 24'% (COPE AS REQ'D) E -3 4" 10-0* • F.0.9. � - SHEATHING PER ARCH. 4 F.O.S. OPA THING RATED Carlson Carlson Architects PS 2111 1Ikd kw, 11121-0111 Whin XI SI SIMI WWI •1 Omer homed Na Ik G?AIOSTAN'3- PRESeBX -16 04 w OCT 09213 PERMIT CENTER Pg tha Starfire Soccer Complex at Fort Dent Park Tukwila, Washington GRANDSTAND PRESSBOX S3(GS) Wall Sam kellilb 9 1 DEFERRED SUBMITTALS STRUCTURAL COMPONENTS ITEM REVIEWED BY AOR FOR n+e,ow.e� OP . - _l1 � X 3 BLDrs FEfW'fIT fiESPCMVS 1 -2-03 REv1SED TD MB . FRr4MNG 1 341 -03 I PETIT AUG - 4 1X8 'IL REID MIDDLETON PAL- SMOMIMIRID NITAL BUILDING SYSTIN • �' PROJECT DEF INITION: THE METAL BUILDING SUPPL 1 ER MILS.) I S TO PROVIDE AND INSTALL ALL MEMBERS TO CARRY AND DISTRIBUTE VERTICAL AND LATERAL LOADS TO THE FOUNDATION. PIREREaj I S I TE TO FABRICATION: THE Y.O.S. IS TO PROVIDE DIM A LAYOUT DRAINING SHOWING MAXIMUM DOWNWARD, UPLIFT AND LATERAL. LOADS WINO CODE REQUIRED LOAD COMBINATIONS AT ALL FOOTING LOCATIONS AT LEAST 3 WEEKS PRIOR TO THE CASTING OF ANY FOOTING, IN ORDER TO ADJUST FOUIDMAT I ON SIZES I F NECESSARY TO ACCOMMODATE THE ACTUAL BUILDING LOADS. SEE *SPRINKLER SUPPORT NOTES' FOR SPRINKLER REQU I IREIENITS. COORDINATION: 'THE METAL BUILDING SUJPPL I ER IS TO PROVIDE ROOF FRAMING PLANK 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 SUBMITTAL. NO CHANGES FROM ARCHITECTURAL OR STRUCTURAL. DRAWINGS ARE TO OCCUR WITHOUT MR I TTEN APPROVAL FROM THE ARCHITECT. FINAL INSPECTION: THE M.S.S. ENG I NEE1R IS TO DO A FINIAL INSPECTION OF THEIR STRUCTUE . THE INSPECTION IS TO INCLUDE VERIFICATION THAT THE SPRINKLER LINES, MECHANICAL UNITS, DRAFT CURTAINS AND ANY OTHER CONCENTRATED LOADS HAVE SEEN PLACED PER THE CONTRACT DRAWINGS AND THAT THE HANGERS. PLATFORMS AND LATERAL BRACES HAVE SEEN INSTALLED TO PROPERLY RESOLVE ALL THE VERTICAL AND LATERAL FORCES WITHOUT OVERSTRESSING THE STRUCTURE. VERIFICATION: WHEN THE SUILDING HAS SEEN COMPLETED, INCLUDING ANY NECESSARY FIXES. THE M.S.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 FOUNMDAT I ON SETTLEMENTS AND DIFFERENTIAL SETTLEMENTS INDICATED UN THE SOILS REPORTS. P0 °— LIYE LOADS L mow 25 PSI (DRIFTING SNOW BASED ON 20 Pa' GROUND SNOW) WING SO MPH. EXPOSURE O. IMPORTANCE FACTOR 1.0 SEISMIC ZONE 3 Z=0.3, SOIL PROFILE ID. R • 4.5 (MAINITDICE) R • 4.5 (GRANDSTAND) SEI_i11C IMPORTANCE FACTOR 1.0 . _ . ■ • THE F0LL0WIN0 NOTES APPLY 10LESS NOTED OTHERWISE - CODE =- ISM, ED EDITION THE GENERAL, CONTRACTOR SHALL OE RESPONSIBLE FOR ALL PIEOVISIONS OF THE CURRENT OSHA STANDARBS. THE GENERAL CONTRACTOR 'BALL REVIEW THESE STRUCTUPI4. DRAWINGS FOR ANY NO 4COIPL 1 AN10E WITH OSHA STANDARDS. TAKING INTO ACCOUNT THE GENERAL CONTRACOTR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ON OF ANY NONCOMPLIANCE SOT HE DRAWINGS MAY E MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS SELL AS JOSSITE SAFETY ON THIS PROJECT. FOUNDATION THE FOUNDATION WAS OES I GNED WITH AN ALLOWABLE SOIL SEARING CAPACITY OF 1000 PSF IN ACCORDANCE WITH SOILS REPORT /2003001 DATED 2 -19-03 PREPARED SY ERQUISTENGINEERING SERVICES, INC. PREPARE THE SITE PER SOILS ENGINEER'S RECOM EtDAT I ONS . BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL. SEE SOILS REPORT. COMPACT ALL STRUCTURAL nu LL AND SACKF ILL PER SOILS ENGINEER'S RECOIMENDAT I ONS. DETERMINE WAX I M UM DENSITY SY ASTW 0 -1557. EXTEND ALL EXTERIOR FOOTINGS 10' MIN. SELDW FINAL FINISHED GRADE. EMBED 18' DIAMETER AUGERCAST PILES IN SEA I NG LAYERS TO PROVIDE CAPACITIES INDICATED ON PLAN. SOILS ENGINEER WILL INSPECT THE INSTALLATION OF THE PILING AND WILL MAKE FINAL RECOMMENDATIONS ON EMBEDMENT LIFTER REVIEWING FILL. USE F OF 4000 PSI FOR GROUT FOR PILING. USE 10 SACKS CEMENT PER CUBIC YARD OF GROUT. SU S MIT PILING RECORDS TO ENGINEERS NORTHWEST AND BUILDING DEPARTMENT. PREPARE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENrT. CAST -IN- PLACE - CONCRETE F'c = 3000 PSI FOR ALL CAST -IN- PLACE- CONCRETE. ULTIMATE STRENGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORT I IMED 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 UDC 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 SOLUL:E SULFATE IN EXCESS OF .2%. ADD NO MATER AT SITE. WATER REDUCING OR ELASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKAB I L 1 TY WITHOUT I NCREAS 1 NG (MATER - CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING 3/4' CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWM I SE ON ARCHITECTURAL DRAWINGS. SHOTCRETE F'c = 4000 PSI SPECIAL INSPECTION REQUIRED. WORK IN ACCORDANCE WITH "SPECIFICATIONS FOR MATERIALS, PROPORTIONING, AND APPLICATION OF SHOTORETE" (ACI 508.2-90) . SAND BLAST SURFACES TO RECEIVE SH 0TCRETE TO REMOVE PAINT, OIL. GREASE AND OTHER CONTAMINANTS MD TO PROVIDE A ROUGHENED SURFACE FOR PROPER BONDING OF THE SHDTCRETE. SHOTORETE CONTRACTOR SHALL. SUBMIT EXPERIENCE RECORD AND LIST OF RECENT PROJECTS. A TEST PANEL WILL BE REQUIRED TO VERIFY OPERATOR QUALIFICATIONS AND TO VERIFY ACCEPTABILITY OF FINAL FINISH. CORES WILL BE CUT FROM PANEL FOR TESTING AND TO VERIFY ACCEPTABILITY OF PLANT AROUND RE 1 NFORC I NG BARS. THERE WILL BE A SHOTORETE PRE Ot1STRUCT I ON MEETING. REINFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A815, GRADE 60 (fy=60.000 poi). LAP CONTINJOUS 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 ". MELDED WIRE FABRIC (WNW') 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: NONPREST D CAST - I N -PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 FORMED SURFACES EXPOSED TO EARTH OR MEJATHER 16 AND LARGER 2 NOT EXPOSED TO WEATHER OR IN .ABS. S WALLS. JOISTS #5 AND SMALLER 1-1/2 CONTACT WITH GROUND 14 AND LARGER 1 -1/2 011 AND SMALLER 3/4 BEAMS, COLUMNS PRIMARY REINFORCEMENT, TIES. STIRRUPS, SPIRALS 1 -1/2 REINFORCING STEEL WELDING USE ASTM A706 GRADE 60 (fy = 80000 psi) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW PROCEDURES OF ANSI /AW5 D1.4-92, "STRUCTURAL HELD I NG CODE - REINFORCING STEEL'. USE E eOxx LOW HYDROGEN ELECTRODES CONFORMING TO ANSI /AWS A5.1 OR A5.5. 00 NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES FAHZEN E I T . MAINTAIN A MINIMUM PREHEAT AND I NTERPASS TEMPERATURE OF 50 DEGREES FAHRENE I T FOR ND. 7 THROUGH NO.11 BARS. 00 NOT WELD NO. 14 AND NO.18 BARS. DO NOT MELD WITHIN 3- INCHES OF BENDS. LET BARS COOL NATURALLY TO AMBIENT TEMPERATURE AFTER WELD I NG ; DO NOT QUENCH. USE WABO CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. STRUCTURAL STEEL, ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ", AND THE "CODE OF STANDARD PRACTICE ". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: WIDE FLANGE SHAPES ASTM A-992 (Fy=50,000 PSI) OTHER SHAPES 8 PLATES ASTM A -38 (Fy=38.000 PSI) TUBE SHAPES ASTM A -500, GRADE B (Fy =46.000 PSI) PIPE SHAPES ASTM A-53. TYPE E OR S, GRADE B (Fy =35.000 PSI) WELDHEAD STUDS ASTM A -108 (Fy=50.000 PSI) ANCHOR BOLTS ASTM F1554 (Fy =38,000 PSI) HIGH STRENGTH BOLTS ASTM A -325 BASE PLATE GROUT ASTM C -1107 ALL STRUCTURAL STEEL BOLTED COI*ECT I ONS ARE ASTM A -325 TYPE N CONECT I ONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED BE TIGHTENED "SNUG TIGHT" ONLY . UNLESS OTHERWISE NOTED. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A -325 BOLTS IN Ar = gCANICE w I TH _ "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 >i xusir BOLTS • ALL HIGHS ' . ' THI , T$ ' BE T I c- 1 . 40 • .4 1 - - 1 CALIBRATED WRENCH OR ENGINEER APPROVED b I R,ECT a -ION I ► CATORS . WRENCHES ARE USED, A MINIMUM OF THREE BOLTS OF EACH DIAMETER MUST BE T I o»M AT LEAST ONCE EACH WORK I NMG DAY IN A CAL I BRAT I ON DEVICE THAT DIRECTLY (READS THE BOLT TENSION. PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BLOTS PER UBC TABLE 19D FOR CONCRETE AND UBC TABLE 21N FOR MASONRY, UNLESS SHOWN OTHERWISE. ALL MELDING TO CONFORM WITH AWS D1.1 'STRUCTURAL MELDING CODE - STEEL'. MELDS NOT SPECIFIED SHALL BE 1/4' CONTINUOUS FILLET MINIMUM. ALL WELDS BY WABO CERTIFIED WELDERS. USE LON HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 KS I . ALL MELDED JOINTS SHALL BE AWLS PREQUJAL I F I ED . WELLDHEAD STIES ( NHS) ARE T BE MACHINE WELDED WITH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. CONCRE EXPANSION ANCHORS - 'HILT! KWIK BOLTS" - INSTALL IN ACCORDANCE WITH I CB0 �� T ER -4627. MASONRY ANCHORS - 'HILT I ADHESIVE ANCHORS" - INSTALL IN ANC WITH 1CB0 REPORT ER -5193. COORDINATE WORK WITH JOIST MANJFAC SPECIFICATIONS FOR ITEMS TO = GALV 1 ZI'D - ALL . �.- �, : OPEN ! JOI AND AL SEE GENERAL CONTRACTOR SHA BE RrS-ONS I BLE FOR ALL PROVISIONS OF THIS STANDARD. THE GENERAL CONTRACTOR SHALL REVIEW THE STRUCTURAL DRAWINGS FOR ANY NONCOMPL I ANHCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL. CONTRACTOR SHALL INFORM ENIW OF ANY NONCONPLIANICE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUJCT I ONN . THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBS I TE SAFETY ON THIS PROJECT. DO NOT PLACE ANY CONSTRUCTION LOADS ON MEMBERS UNTIL THEIR CONNECTIONS ARE COMPLETE. IGNED TO CARRY THE D fin z=>I STRUC VERIFY ALL WELDERS HAVE " ' CER MCAT! CAT! • . INSPECT ALL SHOP FILLET WELDS 5/16* AND SMALLER. PERIODIC SPECIAL INSPECT IONIC MELDS 5/16' AND SMALLER IS REOU! RED UNLESS THE MELDING IS DONE IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH USC SECTION 1701.7. SEE UPC SECTION 1701. INSPECT ALL SHOP YLLL PENETRATION AND FILLET KILOS 3/6' AND LARGER. INSPECT ALL FIELD WELDS. FULL PEN MELDS SHALL SE INSPECTED WIT*$ ULTRASONIC OR RADIOGRAPHY METHODS. IF APPROVED SY BUILDING OFFICIAL, THE NONmOESTRUICT I VE TESTING RATE MAY SE (REDUCED TO 20X IN ACCORDANCE WITH THE EXCEPTION OF SECTION 1703 OF THE UBC. SASE METAL THICKER THAN 1 -1/Z' . WHEN SUBJECTED TO THROUGH-THICKNESS E'SS MELD SHRINKAGE STRAINS. SHALL BE ULTRASONICALLY INSPECTED FOR DISCONTINUITIES DIRECTLY BEHIND SUCH WELDS AFTER JOINT COMPLETION. ANY MATERIAL DISCONTINUITIES SHALL BE ACCEPTED OR REJECTED ON THE OASIS OF THE DEFECT RATING IN ACCORDANCE WITH AWS1.1. CONTRACTOR SHALL PAY FOR REWELDING AND INSPECTION OF ALL MELDS NDT MEET 1 NG SPECIFICATIONS . INSPECTOR SHALL NOTIFY THE STRUCTURAL ENGI OF NOT MEETING SPECIFICATIONS. I Irokr NSPECTIONS INSPECTIONS ARE TO BE PER UBC CHAPTER 17 AND ARE TESTING LAB. FOUNOAT I ON : CONCRETE: REINFORCING: CONC. EXPANSION i MASONRY ANCHORS & DRILLED IN DOWELS: MELDING: ABBREVIATIONS ARCH. = ARCHITECT B. OR BC:T . = BOTTOM BTWLN . BLDG. C.I.P. CLR. CNTR. CON. CONT. CONTR. DIA. EA. EL. OR ELEV. E.N.W. OR EMI E.F. E.W. F.O.C. F.O.P. F.O.S. F.O.w. FTC. H. OR HORIZ. I.F. INC. oe L.L.H. L.L.V. INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACCTT 1 ON TESTS. . s M , `. AIR c a TENT Pagan OciN rt orMS ND M BOLTS. VERIFY THAT ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE. GRADE, AND SPACING. COPY OF ICED REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE SYSTEM INSTALLATION IS IN ACCORDANCE WITH REPORT. PER A. SECTION 6. INCLUDES MELDING OF REINFORCING AND DECK. INSPECT THE FOLLOWING PRIOR TO WELDING: PERSONNEL QUALIFICATIONS, MELDING PROCEDURES, MELDING EQUIPMENT. WELLDING CON3IJMIABLES. BASE METAL QUALITY. JOINT PREPARATION AND FIT -UP. PREHEAT. WELDING CONDITIONS. DURING WELDING INSPECT THE FOLLOWING: TACK (MELD QUAL I TY , WELD PROCEDURES. I NTERPASS TEMPERATURES. CONSUMABLE CONTROLS. I NTFJRPASS CLEANING. VISUAL INSPECTION. NOT. IF REQUIRED. AFTER WELDING INSPECT THE FOLLOWING, IF REQUIRED: CONFORMITY TO PLANS AND SPECIFICATIONS. CLEANING, VISUAL INSPECTION. NOT, REPAIRS INSPECTION, POST WELD HEAT TREATMENT. DOCIMMENTAT I ON . NDT IS REGU I RED FOR ALL COMPLETE PENEETRAT I ON WELDS - SHOP B FIELD. VI OTHER Fl TWO STUDS AT EACH SET UP IN SHOP DRAWINGS SUBMIT 2 SETS OF PRINTS AND 1 SET OF REPRODUCIBLE SEPIAS OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED i 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 SPR I PELER LOADS IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED UN 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 CON ECT I ONS TO THE STRUCTURE FOR EQU I PMLENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT. IF THE BUILDING DEPARTMENT REQUIRES A SUBMITTAL REGARDING THE DESIGN OF THESE DETAILS. IT WILL BE TIE RESPONSIBILITY OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. = BETWEEN = BUILDING = CAST IN PLACE = CLEAR = CENTER = CONCRETE = CONTINUOUS = CONTRACTOR = DIAMETER = EACH = ELEVATION = ENGINEERS NORTHWEST = EACH FACE = EACH WAY = FACE OF CONCRETE = FACE OF PLYWOOD = FACE OF STUD = FACE OF WALL = FOOTING • HORIZONTAL = INSIDE FACE = INCLUDING = KWI K BOLT it LONG LEG HORIZONTAL = LONG LEG VERTICAL M.A.S. M.R.S N.F. N.T.S. Q.F. OPNG. 0.T.0. PAL. REINF. R.O. SW SIM. SYMM. T. T.Q.F. T.S. TYP. U.N.Q. V. OR VERT. V.I.F. V.O.F. BE = MASONRY (CLAY OR CMU ) = METAL ROOF SUPPLIER = REAR = NOT TO SCALE = OUTSIDE FACE = OPENING C = OUT TO OUT = PANEL :. i - •. z r, = REINFORCING = ROUGH OPENING 4 r* 2 , , , 3 ^ _ SHEAR ALL a 3 = SIMILAR & ,ht, = SYMMETR I CAL = TOP _ r, ~ = TOP OF FOOTING = TUBE STEEL = TYPICAL AT ALL SIMILAR = UNLESS NOTED OTHERWISE = VERTICAL = VERTICAL INS = VERTICAL FACE = WITH LE V1 11 j Carlson Architects Ps 2111 ISM him •111 -SKI Woe E 441 UN raddi all TM MIX o►� MIS. r�M REID MIDDLETON, INC. Carlson 1111E 1111E DA. .. NUM MAMA Pi 11 M z Starfire Soccer Complex at Fort Dent Park Tukwila, Washington so(GS) 4 PIORI-111%411\111WIND METZ - j 'lir DEFERRED SUBMITTALS STRUCTURAL COMPONENTS ITEM REVIEWED BY AOR FOR n+e,ow.e� OP . - _l1 � X 3 BLDrs FEfW'fIT fiESPCMVS 1 -2-03 REv1SED TD MB . FRr4MNG 1 341 -03 I PETIT AUG - 4 1X8 'IL REID MIDDLETON PAL- SMOMIMIRID NITAL BUILDING SYSTIN • �' PROJECT DEF INITION: THE METAL BUILDING SUPPL 1 ER MILS.) I S TO PROVIDE AND INSTALL ALL MEMBERS TO CARRY AND DISTRIBUTE VERTICAL AND LATERAL LOADS TO THE FOUNDATION. PIREREaj I S I TE TO FABRICATION: THE Y.O.S. IS TO PROVIDE DIM A LAYOUT DRAINING SHOWING MAXIMUM DOWNWARD, UPLIFT AND LATERAL. LOADS WINO CODE REQUIRED LOAD COMBINATIONS AT ALL FOOTING LOCATIONS AT LEAST 3 WEEKS PRIOR TO THE CASTING OF ANY FOOTING, IN ORDER TO ADJUST FOUIDMAT I ON SIZES I F NECESSARY TO ACCOMMODATE THE ACTUAL BUILDING LOADS. SEE *SPRINKLER SUPPORT NOTES' FOR SPRINKLER REQU I IREIENITS. COORDINATION: 'THE METAL BUILDING SUJPPL I ER IS TO PROVIDE ROOF FRAMING PLANK 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 SUBMITTAL. NO CHANGES FROM ARCHITECTURAL OR STRUCTURAL. DRAWINGS ARE TO OCCUR WITHOUT MR I TTEN APPROVAL FROM THE ARCHITECT. FINAL INSPECTION: THE M.S.S. ENG I NEE1R IS TO DO A FINIAL INSPECTION OF THEIR STRUCTUE . THE INSPECTION IS TO INCLUDE VERIFICATION THAT THE SPRINKLER LINES, MECHANICAL UNITS, DRAFT CURTAINS AND ANY OTHER CONCENTRATED LOADS HAVE SEEN PLACED PER THE CONTRACT DRAWINGS AND THAT THE HANGERS. PLATFORMS AND LATERAL BRACES HAVE SEEN INSTALLED TO PROPERLY RESOLVE ALL THE VERTICAL AND LATERAL FORCES WITHOUT OVERSTRESSING THE STRUCTURE. VERIFICATION: WHEN THE SUILDING HAS SEEN COMPLETED, INCLUDING ANY NECESSARY FIXES. THE M.S.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 FOUNMDAT I ON SETTLEMENTS AND DIFFERENTIAL SETTLEMENTS INDICATED UN THE SOILS REPORTS. P0 °— LIYE LOADS L mow 25 PSI (DRIFTING SNOW BASED ON 20 Pa' GROUND SNOW) WING SO MPH. EXPOSURE O. IMPORTANCE FACTOR 1.0 SEISMIC ZONE 3 Z=0.3, SOIL PROFILE ID. R • 4.5 (MAINITDICE) R • 4.5 (GRANDSTAND) SEI_i11C IMPORTANCE FACTOR 1.0 . _ . ■ • THE F0LL0WIN0 NOTES APPLY 10LESS NOTED OTHERWISE - CODE =- ISM, ED EDITION THE GENERAL, CONTRACTOR SHALL OE RESPONSIBLE FOR ALL PIEOVISIONS OF THE CURRENT OSHA STANDARBS. THE GENERAL CONTRACTOR 'BALL REVIEW THESE STRUCTUPI4. DRAWINGS FOR ANY NO 4COIPL 1 AN10E WITH OSHA STANDARDS. TAKING INTO ACCOUNT THE GENERAL CONTRACOTR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ON OF ANY NONCOMPLIANCE SOT HE DRAWINGS MAY E MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS SELL AS JOSSITE SAFETY ON THIS PROJECT. FOUNDATION THE FOUNDATION WAS OES I GNED WITH AN ALLOWABLE SOIL SEARING CAPACITY OF 1000 PSF IN ACCORDANCE WITH SOILS REPORT /2003001 DATED 2 -19-03 PREPARED SY ERQUISTENGINEERING SERVICES, INC. PREPARE THE SITE PER SOILS ENGINEER'S RECOM EtDAT I ONS . BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL. SEE SOILS REPORT. COMPACT ALL STRUCTURAL nu LL AND SACKF ILL PER SOILS ENGINEER'S RECOIMENDAT I ONS. DETERMINE WAX I M UM DENSITY SY ASTW 0 -1557. EXTEND ALL EXTERIOR FOOTINGS 10' MIN. SELDW FINAL FINISHED GRADE. EMBED 18' DIAMETER AUGERCAST PILES IN SEA I NG LAYERS TO PROVIDE CAPACITIES INDICATED ON PLAN. SOILS ENGINEER WILL INSPECT THE INSTALLATION OF THE PILING AND WILL MAKE FINAL RECOMMENDATIONS ON EMBEDMENT LIFTER REVIEWING FILL. USE F OF 4000 PSI FOR GROUT FOR PILING. USE 10 SACKS CEMENT PER CUBIC YARD OF GROUT. SU S MIT PILING RECORDS TO ENGINEERS NORTHWEST AND BUILDING DEPARTMENT. PREPARE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENrT. CAST -IN- PLACE - CONCRETE F'c = 3000 PSI FOR ALL CAST -IN- PLACE- CONCRETE. ULTIMATE STRENGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORT I IMED 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 UDC 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 SOLUL:E SULFATE IN EXCESS OF .2%. ADD NO MATER AT SITE. WATER REDUCING OR ELASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKAB I L 1 TY WITHOUT I NCREAS 1 NG (MATER - CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING 3/4' CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWM I SE ON ARCHITECTURAL DRAWINGS. SHOTCRETE F'c = 4000 PSI SPECIAL INSPECTION REQUIRED. WORK IN ACCORDANCE WITH "SPECIFICATIONS FOR MATERIALS, PROPORTIONING, AND APPLICATION OF SHOTORETE" (ACI 508.2-90) . SAND BLAST SURFACES TO RECEIVE SH 0TCRETE TO REMOVE PAINT, OIL. GREASE AND OTHER CONTAMINANTS MD TO PROVIDE A ROUGHENED SURFACE FOR PROPER BONDING OF THE SHDTCRETE. SHOTORETE CONTRACTOR SHALL. SUBMIT EXPERIENCE RECORD AND LIST OF RECENT PROJECTS. A TEST PANEL WILL BE REQUIRED TO VERIFY OPERATOR QUALIFICATIONS AND TO VERIFY ACCEPTABILITY OF FINAL FINISH. CORES WILL BE CUT FROM PANEL FOR TESTING AND TO VERIFY ACCEPTABILITY OF PLANT AROUND RE 1 NFORC I NG BARS. THERE WILL BE A SHOTORETE PRE Ot1STRUCT I ON MEETING. REINFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A815, GRADE 60 (fy=60.000 poi). LAP CONTINJOUS 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 ". MELDED WIRE FABRIC (WNW') 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: NONPREST D CAST - I N -PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 FORMED SURFACES EXPOSED TO EARTH OR MEJATHER 16 AND LARGER 2 NOT EXPOSED TO WEATHER OR IN .ABS. S WALLS. JOISTS #5 AND SMALLER 1-1/2 CONTACT WITH GROUND 14 AND LARGER 1 -1/2 011 AND SMALLER 3/4 BEAMS, COLUMNS PRIMARY REINFORCEMENT, TIES. STIRRUPS, SPIRALS 1 -1/2 REINFORCING STEEL WELDING USE ASTM A706 GRADE 60 (fy = 80000 psi) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW PROCEDURES OF ANSI /AW5 D1.4-92, "STRUCTURAL HELD I NG CODE - REINFORCING STEEL'. USE E eOxx LOW HYDROGEN ELECTRODES CONFORMING TO ANSI /AWS A5.1 OR A5.5. 00 NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES FAHZEN E I T . MAINTAIN A MINIMUM PREHEAT AND I NTERPASS TEMPERATURE OF 50 DEGREES FAHRENE I T FOR ND. 7 THROUGH NO.11 BARS. 00 NOT WELD NO. 14 AND NO.18 BARS. DO NOT MELD WITHIN 3- INCHES OF BENDS. LET BARS COOL NATURALLY TO AMBIENT TEMPERATURE AFTER WELD I NG ; DO NOT QUENCH. USE WABO CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. STRUCTURAL STEEL, ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ", AND THE "CODE OF STANDARD PRACTICE ". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: WIDE FLANGE SHAPES ASTM A-992 (Fy=50,000 PSI) OTHER SHAPES 8 PLATES ASTM A -38 (Fy=38.000 PSI) TUBE SHAPES ASTM A -500, GRADE B (Fy =46.000 PSI) PIPE SHAPES ASTM A-53. TYPE E OR S, GRADE B (Fy =35.000 PSI) WELDHEAD STUDS ASTM A -108 (Fy=50.000 PSI) ANCHOR BOLTS ASTM F1554 (Fy =38,000 PSI) HIGH STRENGTH BOLTS ASTM A -325 BASE PLATE GROUT ASTM C -1107 ALL STRUCTURAL STEEL BOLTED COI*ECT I ONS ARE ASTM A -325 TYPE N CONECT I ONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED BE TIGHTENED "SNUG TIGHT" ONLY . UNLESS OTHERWISE NOTED. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A -325 BOLTS IN Ar = gCANICE w I TH _ "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 >i xusir BOLTS • ALL HIGHS ' . ' THI , T$ ' BE T I c- 1 . 40 • .4 1 - - 1 CALIBRATED WRENCH OR ENGINEER APPROVED b I R,ECT a -ION I ► CATORS . WRENCHES ARE USED, A MINIMUM OF THREE BOLTS OF EACH DIAMETER MUST BE T I o»M AT LEAST ONCE EACH WORK I NMG DAY IN A CAL I BRAT I ON DEVICE THAT DIRECTLY (READS THE BOLT TENSION. PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BLOTS PER UBC TABLE 19D FOR CONCRETE AND UBC TABLE 21N FOR MASONRY, UNLESS SHOWN OTHERWISE. ALL MELDING TO CONFORM WITH AWS D1.1 'STRUCTURAL MELDING CODE - STEEL'. MELDS NOT SPECIFIED SHALL BE 1/4' CONTINUOUS FILLET MINIMUM. ALL WELDS BY WABO CERTIFIED WELDERS. USE LON HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 KS I . ALL MELDED JOINTS SHALL BE AWLS PREQUJAL I F I ED . WELLDHEAD STIES ( NHS) ARE T BE MACHINE WELDED WITH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. CONCRE EXPANSION ANCHORS - 'HILT! KWIK BOLTS" - INSTALL IN ACCORDANCE WITH I CB0 �� T ER -4627. MASONRY ANCHORS - 'HILT I ADHESIVE ANCHORS" - INSTALL IN ANC WITH 1CB0 REPORT ER -5193. COORDINATE WORK WITH JOIST MANJFAC SPECIFICATIONS FOR ITEMS TO = GALV 1 ZI'D - ALL . �.- �, : OPEN ! JOI AND AL SEE GENERAL CONTRACTOR SHA BE RrS-ONS I BLE FOR ALL PROVISIONS OF THIS STANDARD. THE GENERAL CONTRACTOR SHALL REVIEW THE STRUCTURAL DRAWINGS FOR ANY NONCOMPL I ANHCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL. CONTRACTOR SHALL INFORM ENIW OF ANY NONCONPLIANICE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUJCT I ONN . THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBS I TE SAFETY ON THIS PROJECT. DO NOT PLACE ANY CONSTRUCTION LOADS ON MEMBERS UNTIL THEIR CONNECTIONS ARE COMPLETE. IGNED TO CARRY THE D fin z=>I STRUC VERIFY ALL WELDERS HAVE " ' CER MCAT! CAT! • . INSPECT ALL SHOP FILLET WELDS 5/16* AND SMALLER. PERIODIC SPECIAL INSPECT IONIC MELDS 5/16' AND SMALLER IS REOU! RED UNLESS THE MELDING IS DONE IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH USC SECTION 1701.7. SEE UPC SECTION 1701. INSPECT ALL SHOP YLLL PENETRATION AND FILLET KILOS 3/6' AND LARGER. INSPECT ALL FIELD WELDS. FULL PEN MELDS SHALL SE INSPECTED WIT*$ ULTRASONIC OR RADIOGRAPHY METHODS. IF APPROVED SY BUILDING OFFICIAL, THE NONmOESTRUICT I VE TESTING RATE MAY SE (REDUCED TO 20X IN ACCORDANCE WITH THE EXCEPTION OF SECTION 1703 OF THE UBC. SASE METAL THICKER THAN 1 -1/Z' . WHEN SUBJECTED TO THROUGH-THICKNESS E'SS MELD SHRINKAGE STRAINS. SHALL BE ULTRASONICALLY INSPECTED FOR DISCONTINUITIES DIRECTLY BEHIND SUCH WELDS AFTER JOINT COMPLETION. ANY MATERIAL DISCONTINUITIES SHALL BE ACCEPTED OR REJECTED ON THE OASIS OF THE DEFECT RATING IN ACCORDANCE WITH AWS1.1. CONTRACTOR SHALL PAY FOR REWELDING AND INSPECTION OF ALL MELDS NDT MEET 1 NG SPECIFICATIONS . INSPECTOR SHALL NOTIFY THE STRUCTURAL ENGI OF NOT MEETING SPECIFICATIONS. I Irokr NSPECTIONS INSPECTIONS ARE TO BE PER UBC CHAPTER 17 AND ARE TESTING LAB. FOUNOAT I ON : CONCRETE: REINFORCING: CONC. EXPANSION i MASONRY ANCHORS & DRILLED IN DOWELS: MELDING: ABBREVIATIONS ARCH. = ARCHITECT B. OR BC:T . = BOTTOM BTWLN . BLDG. C.I.P. CLR. CNTR. CON. CONT. CONTR. DIA. EA. EL. OR ELEV. E.N.W. OR EMI E.F. E.W. F.O.C. F.O.P. F.O.S. F.O.w. FTC. H. OR HORIZ. I.F. INC. oe L.L.H. L.L.V. INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACCTT 1 ON TESTS. . s M , `. AIR c a TENT Pagan OciN rt orMS ND M BOLTS. VERIFY THAT ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE. GRADE, AND SPACING. COPY OF ICED REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE SYSTEM INSTALLATION IS IN ACCORDANCE WITH REPORT. PER A. SECTION 6. INCLUDES MELDING OF REINFORCING AND DECK. INSPECT THE FOLLOWING PRIOR TO WELDING: PERSONNEL QUALIFICATIONS, MELDING PROCEDURES, MELDING EQUIPMENT. WELLDING CON3IJMIABLES. BASE METAL QUALITY. JOINT PREPARATION AND FIT -UP. PREHEAT. WELDING CONDITIONS. DURING WELDING INSPECT THE FOLLOWING: TACK (MELD QUAL I TY , WELD PROCEDURES. I NTERPASS TEMPERATURES. CONSUMABLE CONTROLS. I NTFJRPASS CLEANING. VISUAL INSPECTION. NOT. IF REQUIRED. AFTER WELDING INSPECT THE FOLLOWING, IF REQUIRED: CONFORMITY TO PLANS AND SPECIFICATIONS. CLEANING, VISUAL INSPECTION. NOT, REPAIRS INSPECTION, POST WELD HEAT TREATMENT. DOCIMMENTAT I ON . NDT IS REGU I RED FOR ALL COMPLETE PENEETRAT I ON WELDS - SHOP B FIELD. VI OTHER Fl TWO STUDS AT EACH SET UP IN SHOP DRAWINGS SUBMIT 2 SETS OF PRINTS AND 1 SET OF REPRODUCIBLE SEPIAS OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED i 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 SPR I PELER LOADS IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED UN 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 CON ECT I ONS TO THE STRUCTURE FOR EQU I PMLENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT. IF THE BUILDING DEPARTMENT REQUIRES A SUBMITTAL REGARDING THE DESIGN OF THESE DETAILS. IT WILL BE TIE RESPONSIBILITY OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. = BETWEEN = BUILDING = CAST IN PLACE = CLEAR = CENTER = CONCRETE = CONTINUOUS = CONTRACTOR = DIAMETER = EACH = ELEVATION = ENGINEERS NORTHWEST = EACH FACE = EACH WAY = FACE OF CONCRETE = FACE OF PLYWOOD = FACE OF STUD = FACE OF WALL = FOOTING • HORIZONTAL = INSIDE FACE = INCLUDING = KWI K BOLT it LONG LEG HORIZONTAL = LONG LEG VERTICAL M.A.S. M.R.S N.F. N.T.S. Q.F. OPNG. 0.T.0. PAL. REINF. R.O. SW SIM. SYMM. T. T.Q.F. T.S. TYP. U.N.Q. V. OR VERT. V.I.F. V.O.F. BE = MASONRY (CLAY OR CMU ) = METAL ROOF SUPPLIER = REAR = NOT TO SCALE = OUTSIDE FACE = OPENING C = OUT TO OUT = PANEL :. i - •. z r, = REINFORCING = ROUGH OPENING 4 r* 2 , , , 3 ^ _ SHEAR ALL a 3 = SIMILAR & ,ht, = SYMMETR I CAL = TOP _ r, ~ = TOP OF FOOTING = TUBE STEEL = TYPICAL AT ALL SIMILAR = UNLESS NOTED OTHERWISE = VERTICAL = VERTICAL INS = VERTICAL FACE = WITH LE V1 11 j Carlson Architects Ps 2111 ISM him •111 -SKI Woe E 441 UN raddi all TM MIX o►� MIS. r�M REID MIDDLETON, INC. Carlson 1111E 1111E DA. .. NUM MAMA Pi 11 M z Starfire Soccer Complex at Fort Dent Park Tukwila, Washington so(GS) 4 1 carlson Carlson Architects PS 2111 Did 41rrr has ~ Wes IN NI NS O 3.17ami C Q- 1 7 J R • Starfire Soccer Complex at J r, _ ,„ -,--,-- ent Park ---„, „ L 7 1/ . L i )LETON, INC Tukwila, Washington S 1 MIMI lis eint------ • • 0 0 co R,'• 1 . a te, D -2 • �►��' II 1 OPP. EXIST. PL CONC. GRANDSTAND STRUCTURE (NOT SHOWN.) D R 24 %1 t PILE • • 3, -0' LENGTH FOP Pr N - 0 LOON FOR P4. A -1 50 -0 NEW CONC. SLAB 4 E0. SPCS. - 58' -3' A -2 1a'. 50 TON PLE GRID 1W. 1 ▪ cow. off l C -2 " TYPE DECK 244' -0' 44'-0' (MN Fume rm 310 4 r. � • .1 FACE of 8' SHOTCRETE MIALL 1+v-0 50'-0' DECK WINO WINO i 4 EQ. SPCS. = 58' -3' L ONC. ON C'` 1 YPE 8 F 60'x'0' EgoE CONC. SLAB EXIST. � BACK Of DOST. .1 8' CONC. WAL. . e■ , '';Iilll� . I t` V 411400 • GRANDSTAND FOUNDATION PLAN -.( ; 1' ...p" 1.) SEE SHEET SO FOR GENERAL NOTES. 2.) TOP OF NEW SLAB MATCH EXIST. SITE ELEV. _ /2\ J P R P1 0 6' -6 50 -O" 0 50' -O' 1.) METAL ROOF FRAMING BY M.B.S. 244' -0" 44' -0" (M.B.S. FRAME BAY) S.S.M.R. PER M.B.S. GRANDSTAND ROOF FRAMING PLAN r - r-r ono (4) -#6 BOT. E.W. 3' -0" P1 t =24 10' -0' 50' -O' (5) -/8 BOT. LW. (8) -/8 BoT. S.W. A (5) -#8 TOP LW. (d) -/e TOP S.W. , i 4 0 - ROOF FRAMING PER M.B.S. -6' 4' -6' l P2 t -38 &' 50' - 0" 18 PILE 6'_6" 18'o AUGERCAST REINFORCE w/ (e) - /a V. & /3 0 T1ES •12'oc 18•0 AUGERCAST PLE 1' - 1'4 SEE SOILS REPORT PAGE 11 OF 13 FOR NAIL DESIGN PARAMETER. DRILLING TO COMMENCE FROM TOP DOWN (U.N.O.) NAIL VARIATIONS ±12 PER LOCATION. tS SLOPE w/o REDESIGN. PROOF TEST AT LEAST 5% OF THE NAILS IN EACH SHOTCRETE LIFT. SOILS ENGINEER TO VERIFY NAIL LENGTH. o ▪ PR A WAY 2- / 4x3' -0" 1 ANCHOR CS RAIL. PER ANN. EXIST. BERM REMOVED 83(124" :74 W.S. •WS (NUTS/ OR HOT DIPPED GALVANIZED 3'0 WEEP HOLES 0 6'-O o/c 2 -15 CONT. c P01 PLAN , r - 1 W2.90112.8 P`03 44' -0 AILURE SURFACE LAT. FMK PER M.B.S. 0RADE SENM 24'40"OEEP REINF. w (4) -0 BOT. 8t /3 U.12'oc J Il r I•Irw q, 8 41 1 • ArZ SASE R. PER M.B.S. 4 -1'o MIN. ALL—THR q (EMBED 10 MIN.) 2' MAX. NON— SHRINK LEVELING MOUT s CONC. SW dr- 1 e'xl e TIE 8M. (3) /7 T. & 8. i3 (]•12•% 1 —a' COL COL PER M.S.S. PILE 1'—e" 3 ' -0 " EXIST. GRANDSTAND EXIST. e WALL P1 OR P2 PILE CAP PER PLAN 8 1 • " '5 2 i k. REID MIDDLETON. I carlson Carlson Architects PS 1111 wid him kik 1111000 11111114111 44I NMI Foie II 7111 1M1 3-2145 PERMIT 6-4-03 PERT RESPIOIDE 1 -24D3 RIMED TO PE!6 FRAM 1~•- se Da. ar * AllEXER • 1m hawk bolo nr aRANDSTA D-1 iEGT -16 x W z gg g C7 1 Starfire Soccer Complex at Fort Dent Park Tukwila, Taahington S 2 ( GS) *NAN Nee SOO Ka