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Permit D10-295 - I-FLY SEATTLE - FOUNDATION
I-FLY FOUNDATION 349 TUKWILA PY EXPIRED 02 -OS -12 D1O-295 City (*Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: //www.ci.tukwila.wa.us DEVELOPMENT PERMIT Parcel No.: 0223000010 Address: 349 TUKWILA PY TUKW Suite No: Project Name: I -FLY SEATTLE - FOUNDATION Permit Number: D10-295 Issue Date: 02/09/2011 Permit Expires On: 08/08/2011 Owner: Name: BETA HOLDINGS LTD Address: 18827 BOTHELL WAY NE , BOTHELL WA 98011 Contact Person: Name: DAVID FEY Address: 7730 LEARY WY , REDMOND WA 98052 Contractor: Name: RUSHFORTH CONSTRUCTION CO Address: 6021 12 ST E, SUITE 100 , TACOMA, WA 98424 -1399 Contractor License No: RUSHFC *305R1 Phone: 425 216 -0318 #311 Phone: 253 - 922 -1884 Expiration Date: 03/27/2011 DESCRIPTION OF WORK: EXCAVATION, SHORING, AND PLACEMENT ON CONCRETE FOUNDATION CONSISTING OF PLENUM FLOOR AND WALLS. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, ACCESS MODIFICATION, STORM DRAINADE, REMOVAL OF DOMESTIC WATER METER FROM THE EXISTING FIRE VAULT .AND DDCVA WORK ASSOCIATE WITH METER REMOVAL, RECONNECTION OF DOMESTIC WATER SERVICE TO THE NEW WM PROVIDED BY THE CITY (PW WILL DO THE NEW WATER TAP OFF THE MAIN IN THE STREET), NEW RPPA (VVILKINS 375 or 975XL), IRRIGATION DEDUCT WM AND ASSOCIATED DCVA. Value of Construction: $780,000.00 Fees Collected: $16,122.85 Type of Fire Protection: NONE International Building Code Edition: 2009 Type of Construction: JIB Occupancy per IBC: Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Y Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Y Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Y Water Main Extension: Water Meter: Y Private: Public: Profit: N Non - Profit: N Private: Public: doc: IBC -7/10 D10 -295 Printed: 02 -09 -2011 Permit Center Authorized Signature: Date: )-_ L I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this pe Signature: Print Name: Date: l t 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. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 7: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 8: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 9: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 10: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). doc: IBC-7/10 D10 -295 Printed: 02 -09 -2011 13: All electrical work shall be inspected an " proved under a separate permit issued by wity of Tukwila Building Department (206- 431 - 3670). 14: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 15: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 16: Applicant shall call 206 433 -0179 to schedule a mandatory pre - construction meeting with Public Works Project Inspector Mr. Dave Stuckle. Bryan Still, Water Operations Water Superintendent at 206 433 -1860 shall be invited to outline the scope of water service reconnection work since Public Works will do a new tap off the existing water main in the street. 17: The applicant must notify the City Project Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. CONSTRUCTION DEWATERING PERMIT FROM ECOLOGY SHALL BE OBTAINED FOR ANY DEWATING ACTIVITIES. 18: Contractor shall notify Public Works Project Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 19: Work affecting traffic flows shall be closely coordinated with the City Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 20: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. 21: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 22: Any material spilled onto any street shall be cleaned up immediately. 23: Clean and remove debris from City catch basin in and around hauling routes. Provide adequate temporary access as not to interfere with other vehicle movement or cause trucks to travel over curbs. All vehicles must make a complete stop prior to entering public right -of -way. 24: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 25: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 26: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 27: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 28: The exempt meter work shall include a State Department of Health approved double check valve assembly. 29: The deduct meter shall read flow quantities in 100's of cubic fee and shall have a TRPL register that is compatible with the Sensus automatic reading system. 30: All double check valve assemblies shall be approved by the State Department of Health. 31: It shall be verified in writing to the Utilities Inspector that the landscape irrigation system contains a State Department of Health approved double check valve assembly. This shall be done prior to the Final Inspection. 32: DDVA WORK INSIDE THE FIRE VAULT SHALL BE PERFORMED BY an installer, who must have a LEVEL III NICET certificate or a LEVEL U contractor's certificate of competency. 33: Prior to PW final permit signoff Record Drawings shall be submitted on Mylar and AutoCad electronic version on CD. doc: IBC -7/10 D10 -295 Printed: 02 -09 -2011 CITY OF TUKVIDA Community Development Department Public Works Department Permit Center__ 6300 South �.- - _ ,, Suite 100 Tukwila, WA 98188 http://www.ci.tulcwila.wa.us ieeUNDifiFIo y'lvt/t Building Pe No. h tO ' 9--qC Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. Pwol For ojtce use onl 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 ** SITE LOCATION off{ 7-(*. �� /b,[y P / c/ / t-v" / I King Co Assessor's Tax No.: ex 300O0 G Site Address: Ng V k-' 1- l Tenant Name: l' Property Owners Name: Address: !� 2 Suite Number: New Tenant: State Zip Floor: .... Yes ❑ .. No City CONTACT PERSON — who do we contact when your permit is ready to be issued Name: Mailing Address: 7130 l /W Y Day Telephon . /WA/04D Gam- GILD City State/ Zip E -Mail Address: �!�i���e�\ `(�// ► 1 Fax Number: (4'z) GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (p 5)) Company Name: ����L/�' I � c60/0, 7� / Mailing Address: l02 / �/�r��F �J' $ . `9 Contact Person: ,6 C7 Pos E -Mail Address- Contractor Registration Number:A(25 pG 305". l 1 A City Day Telephon= Fax Number: Expiration Date: khi- 91904- State Zip ARCHITECT OF RECORD — All plans must be stamped by Architect of Record Company Name: E/w Ot7 iTFXh/- Mailing Address: 7730 Cam- -Ar 1 4,0, /Jb City Day Telephone Fax Number: Contact Person: E -Mail Address: o 2/ co •032g ENGINEER OF RECORD — All plans must be stamped by Engineer of Record Company Name: )/ A)PO/v J / / Mailing Address: 2i 317-1) Contact Person: E -Mail Address: ,bh/5Ao1r9At,SD4y H:\Applications\Farms- Applications On Line \2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh ity Day Telephon ' Cal/ Fax Number: AM W/2. / St to _ Zip Page 1 of 6 BUILDING PERMIT INFORMATIO — 206 - 431 -3670 • Valuation of Project (contractor's bid price): $ 2e'19 40e0 Existing Building Valuation: $_ & a 1 I. or It5/0 941 Scope of Work (please provide detailed information): ado Will there be new rack storage? ❑ ....Yes o If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of 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: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC l' Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of 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: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 PERMIT APPLICATION NOTES — elicable 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. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE1SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 UTH RIZED AGENT: Signature: Date: C I //2.6 r o Print Name: Mailing Address: '1r0 C rt 0,k-r Day Telephon 42-024C0 `0318 City kAik State Zip Date Application Accepted: lllal 1,0 Date Application Expires: DSI b I, LP Staff Initials: H:\Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bit Page 6 of 6 PLUMBING AND GAS PIPING PER NFORMATION — 206 -431 -3670 • PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: State Contact Person: E -Mail Address: Contractor Registration Number: Expiration Date: City Day Telephone: Fax Number: Zip Valuation of Plumbing work (c tractor's bid price): $ Valuation of Gas Piping work (co actor's bid price): $ Scope of Work (please provide detai , information): Building Use (per Int'1 Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: Sewer: Indicate type of plumbing fixtures and/or gas piping outlets nstalled and the quantity below: Fixture Type: Qty Fixture Type: Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath/shower Bidet ry' ' . Clothes washer, domestic Dental unit, cuspidor Dishwasher, domestic, with independent drain Drinking fountain or water cooler (per he.9 "-t, d -waste grinder, co •)a ercial Floor Drain Shower, single head trap Lavatory Was ,suntain Receptor, indirect waste Sinks Urinals Water Cta;,et Building sewer and each trailer park sewer Rain water system — per drain (inside building) Water hear '° and/or vent Industrial w;,- treatment interceptor, in t1 ding trap and vent, except kitchen type grease interce` :? ,• rs Each grease trap (connected to not more than 4 fixtures - <750 gallon capacity) Grease interceptor for commercial kitchen ( >750 gallon capacity) Re r or alteration of er piping and/or water ;'eatment equipment Repair or alteration l', drainage or vent pipin:'\ ' Medical gas piping system serving 1 -5 inlets /outlets for a specific gas Each additional medical gas inlets /outlets greater than 5 ' r Backflow protective device other than atmospheric -type vacuum breakers 2 inch (51 mm) diameter or smaller Backflow protective device other than atmospheric -type vacuum breakers over 2 inch (51 mm) diameter " •, Each lawn sprinkler system on any one meter including backflow protection devices Atmospheric -type vacu breakers not included • lawn sprinkler back protections (1 -5) Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections over 5 Gas piping outlets H:\Applications\Porms- Applications On Line12010 Applications17 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 5 of 6 Ottior�"� %:�I .Estimate Company Standard Estimate Report iFly - Final GMP Page 2 12/20/2010 1:33 PM Item 1000.000 Description GENERAL CONDITIONS Takeoff Qty 16%1 abor s i'I Amount Amount ' c', 7∎ SI1bCO11triat Amount Name It`7Equlprtierit�'J Amount = aTOtai t"a,.004t"YS:P Amount Unit Cost Amount 1100.100 2000.000 GENERAL ONDITI• .10 General Condition ro - FP Response GENERAL CO • ONS G ERAL CON 1.00 Isum 123.957 123,957 13.511 - 13,511 1.570 1,570 139,038.00 /Isum 139 0 IONS 8.00 mnth SITEWORK 2060.000 2070.100 2070.200 sub 2100.100 sub 2200.180 2200.280 2300.100 2300.160 2500.100 Site Demolition 136 Remove Asphalt 3" Thick (sub) Site Demolition Saw Cutting 20 3° Asphalt Slab Sawing Saw Cutting Bid Building D Bid Asbe Asbestos R Asb 26,156.00 soft De 10 Pumping 10 Pumping - w quality 8 testing Dewateri 10 Soldier P, S +10 12.00 Labor hours 1,039.98 Equipment hours 123,957 13,511 8 0 1,570 0 17,379.75 /mnth 139, r 8 ?tAg -c WORDS �� 5-C�joN-L�utLi71NG E-1- TLD) s 1 re W oIz K o iv 1-Nit Earthwork Earthwork / Utilities Earthwork S emg 15 Surveyin at UG plenu 15 Layout Syrveyin 90.00 sqft 60.00 Inft 4,100.00 sqft 1.00 aliw 3.00 mnth 3.00 mnth 4,080.00 sqft KOD Pii-PGE. of w o re-g, m 26,166.00 sqft 60.00 Labor hours Site Utilities 10 Site Utilities - reconnection /revisions Isum 1.00 Isum 60.00 hour 1.00 Isum 5,441 5,441 10.500 10,500 0 2,879 2,879 - 1.200 1,200 3.779 3,779 0 300 300 750 28.200 Demo Man 28,200 10,000 10,000 42.350 Slead 0 4Z350 60,950 Kulchin 60,950 161 244 Lloyd 161,244 5,000 5,000 7,200 7,200 cnvRRINALn FEB 012011 PERRARCEfdTER 0 Uoyd CORRECTION LTf S 13.333 /sqft 1,200 1,200 12.50 fnft 750 9.13 /sqft 1431/sqft 10,000.00 /ailw 14,116.67 /moth 2,400.003 /mnth 14.94 /sqft 171,744.00 /Isum 5,000.00 /Isum 52.99 /hour 0.313/sqft 750 ,550 ,9 17 , ,179 0.01 /sum 0 pV-iJ\ '5 • li�i�,i�g.+[��M Totald�+,:�z7•;ie,.,�� = Estimate Company Standard Estimate Report iFly - Final GMP Page 3 12/20/2010 1:33 PM Item 2700.120 sub 2700.240 sub sub 2700.320 sub sub 2800.160 2900.100 sub 2950.000 2975.000 3000.000 Description Site Utilities 26,156.00 sqft Asphalt Paving Asphalt Paving Asphalt Paving Site Concrete Site Concrete Transformer Pad Site Concrete Pavement Marking Pavement Markings Restore "No Parking Flre Lane" Pavement Marking Tempo ry ncing 10 Temp Fence in and w/20' Gate Temporary F ing 078.00 sqft Landscape Work Landscaping Landscape Work Street Sweeping 10 Street Sweeping Street Sweeping Traffic Control 10 Flagperson Traffic Control 115.00 Labor hours Takeoff Qty 1.00 Isum 1.00 Isum 16.00 sqft 1.00 Isum 51.00 each 500.00 Inft 1.00 Isum 100.00 hour 115.00 hour I aciiio"r. 'Ttl Amount lam; AAateriei'4j Amount 1,125 1,125 lr� ,,,�- �;�fx`#'7355'UbCOntract� e?�h?`i =74 Amount 0 6,875 GA Jorgensen 6,875 7 635 Tyee 600 Caliber 8,235 1 573 Road Runner 306 Tilco 1,879 6,500 Specialized 6,500 8,500 8,600 7,475 7,475 Name I�Equlpmentl Amount I' l7ttio.1*. =l Amount Unit Cost Amount 0 6,875.00 /sum 6,875 6,875 7,635.00 /sum 7,635 37.50 /sqft 600 8,235 1,572.50 /Isum 6.00 /each 2.25 /loft 0.09 Isqft 6,500.00 /sum 85.00 /hour 8,500 65.00 /tour 7,475 7,475 1,573 306 1,879 6,500 6,500 8,500 SITEWORK 26,156.00 SQFT 295.00 Labor hours 1,039.98 Equipment hours CONCRETE 18,820 5,204 349,158 7,200 0 14.543/SQF7 3 i (s. 4 %)PaOFt -r•/ meta up./t: -� wa►z K TD1 L : *95- dr/ s 3050.100 Colic to - Co • lete 10 Concrete' - omplet Concrete Co lete 3350.200 Concret ardenerlSealer sub Hardener Concrete • E • enerlSealer CON 1.00 Isum 10.500 3,500.00 sqft 10,500 298 303 A&P 298,303 8,750 8,750 (NO wSs-1) 308,803.00 /sum 2.50 /sqft 26,156.00 sqft 10,500 0 307,053 0 0 12.141/sqft • • PUBLIC WORKS DEPARTMENT COMMENTS DATE: January 29, 2010 PROJECT: I -FLY Seattle (Foundation & Utilities) 349 Tukwila Pkwy PERMIT NO: D10-295 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. l.) Please revise plans per PW phone conversation with permit applicant and I -Fly owner. 2) Please adjust your $298,716.00 cost estimate for project site work. The estimate shall include only site work outside of the perimeter of proposed I -Fly building addition. Please exclude pilings, earthwork, concrete work associated directly with building structure. (W:PW Eng/Other /Joanna Spencer /Comments 1 D10 -295a) • • David Fey Page 1 of 1 From: Rick Hansen [rhansen @ rushforth.com] Sent: Wednesday, December 22, 2010 7:51 PM To: David Fey Cc: Erich Behrens; Cliff Canfield Subject: RE: Public Works Fees David: *Division 2 Site work (entire scope): $380,382 Less demolition scope: $(37,420) Less Dewatering scope: $(49,550) Less Asbestos removal: $(10,000) Subtotal: $283,412 Contractor mark ups(5.4 %): $15,304 Total: $298,716 Does not include WSST (9.5 %) *Division 2 work Includes: site concrete, earthwork, pilings, landscape, paving, utilities, fence Let me know if you need anything else, thanks, Rick Rick Hansen Senior Project Manager RUSHFORTH CONSTRUCTION CO., INC. 6021 12th St E Ste 100 Tacoma, WA 98424 -1399 253- 922 -1884 (w) 1 253- 377 -7551 (m) 1 253 -922 -2089 (f) rhansen @rushforth.com http://www.rushforth.com From: David Fey [mailto:DavidF @jensenfey.com] Sent: Wednesday, December 22, 2010 4:28 PM To: Rick Hansen Cc: Erich Behrens; Cliff Canfield Subject: Public Works Fees In their review comments, public works has asked for a value of the utility /site work associated with the project. Can you help provide these numbers? thanks DAVID FEY, AIA principal 425 - 216 -0318 x311 1 425 - 216 -0329 FAX JENSEN FEY ARCHITECTURE AND PLANNING P.S. architecture 1 planning I interior design 7730 Leary Way Redmond, WA 98052 www.jensenfey.com Please consider the environment before printing this e-mail 1/10/2011 crtiRMILA JAN 1\1 2011 PERMIT CENTER CORRECTI1» LTA, City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tulcwila.wa.us Parcel No.: 0223000010 Address: 349 TUKWILA PY TUKW Suite No: Applicant: I -FLY SEATTLE - FOUNDATION RECEIPT Permit Number: D10 -295 Status: APPROVED Applied Date: 11/01/2010 Issue Date: Receipt No.: R11 -00250 Initials: WER User ID: 1655 Payment Amount: $11,761.80 Payment Date: 02/09/2011 02:29 PM Balance: $0.00 Payee: SKY ENTERTAINMENT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2080 11,761.80 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000.322.100 000.322.100 000.342.400 000.345.830 640.237.114 Total: $11,761.80 6,709.30 250.00 2,399.00 2,399.00 4.50 doc: Receiot -06 Printed: 02 -09 -2011 COP of Tukwila. Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: //www.ci.tukwila.wa.us SET RECEIPT Copy Reprinted on 11 -01 -2010 at 14:03:21 11/01/2010 RECEIPT NO: R10 -02206 Initials: JEM Payment Date: 11/01/2010 User ID: 1165 Total Payment: 12,826.91 Payee: SKY ENTERTAINMENT, LLC SET ID: S000001445 SET NAME: Temporary Set SET TRANSACTIONS: Set Member Amount D10 -294 1,010.36 D10 -295 4,361.05 D10 -296 7,455.50 TOTAL: 1,010.36 TRANSACTION LIST: Type Method Description Amount Payment Check 2018 12,826.91 TOTAL: 12, 826.91 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 12,826.91 TOTAL: 12,826.91 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 Project: j - Ff f Te sf %e..pc e+ C !...-rie- 4- Type off Inspecti�% - ?a./, G 6k� i-fl Address: / - 'RI-4(A e.d Date Called: f - f ilvded Special Instructions: -Tes4- refor►I -- received, Bent, aeicJ ore &'C F io fed - Qvk it 64 w i i i be 5w orufAy . cTrieded Date Wanted: /9-i'I a.m- p.m. Requester: y a';# CAAfiilJ , Phone No: - 0610 7 40 -Qej65 d ElApproved per applicable codes. cc act) FL-H 5D WIC Lurie 13 Ff- SFr BR) cric- Po t- t Etna ElCorrections required prior to approval. COMMENTS: — NIA, ciPIAl.e d - Ff f Te sf %e..pc e+ C !...-rie- 4- - 117 r o* c rreit *, Ft rtp. i ed - I kiv A . A10 ded u c•4- yrle,4 r tr shit ((td. c i,P k - 'RI-4(A e.d - Frnaled - f ilvded - Fula, , -Tes4- refor►I -- received, Bent, aeicJ ore &'C F io fed - Qvk it 64 w i i i be 5w orufAy . cTrieded — 115- bui(4 -S kink dettvereof . *l-t'cede01 Inspector: Date: /tit.' . $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: vy3 e • : SiPLEb1.1.11'CiNcig&gORDN • thpji-viirlifpfdriol INSPECTION NO. CITY OF-TUKWILA BUILDING DIVISION' , 6300 Southcenter Blyd., #10.0, Tukwila. WA 98188 • (206) 43.1-3670 • Permit Inspection ReqUest !_ine.(2.06) 431-2451 • • ' Project: . • ' Type of Inspection: WrYIP , OF to • - . Address: 3O 1 'TVA 1(04 Date Called: ?ill ift Special Instructions: . . i • . ' Date Wanted: ? 1 12-1 it 6). p.m. Requester: /deed ' 4o Pour Lonc(cke.. pad an ok. Phone No: a.nchor box 4-e.) -Cce144 . &fee) toe 6f COMMENTS: — COrhu ave.-- re (0c.oef-e A g" oie-fer sc-t-ter- 4-0 cxx.i-sigie o-F- *Tr. tia,A44: Ylitert-er- 1, Se.* +0 R rink - COrreirmed no leotb:s. Ow. 4.0 vbadsPil I . . Rf Pi4 - -Was '0151/41ted per c ;+-i sfrea6v-isc • /deed ' 4o Pour Lonc(cke.. pad an ok. a.nchor box 4-e.) -Cce144 . &fee) pr;or 4-4-- Ce19or4-- fi'or 40 -6;7,1,1 . — FrNied Inspector: Ds Date: 81/21/1 11 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. . • :INSPECTION Retain a copy with permit - INSPECTION p0, • " •• . '. ..• CITY .OF TUKWILA .BUILDIN_DIVISION' •- . . • • 6300 SOuthCenterf61vdti #10,0, Tulddil a. WA 981f38: -- / , - 4206 1-'3670 . ,..-i• -. . ... ••• • Permit Inspection Request Line1206) 431-2451•:.' ' - :•iii".. - . • • v).. PERMlT.NO- LJ • • Project: - T Type'dfins ection: ' ' - -•' .' Address: D Date . • .- Special Instructions: • . D Date Wanted: :•- , a a.m. Requester: ,. Phone No: Approved per applicable codes. Correttions=required prieir to approval. COMMENTS: . . ... • . ' • . . , — I:At eida+- OttatitIC ei) i i'ke, noti-h. ' • .- 510112- to.4-- -ti4e. loc.C1 idt-im_ ( c 5) ins-lulled cifr .54mAdardi Y Of. +0_ klzeleAft. 411: Poe vItsf _ yk-- (ZIA f0 e-16541 CS ,. _ .. : . lInspector: .135 'Date! 40 frill' A REINSPECTION TEE REQUIRED. Prior to next inspection. fee must be . paid.at 6300 Southcenter Blvd.. Suite 100. Call to Schedule reinspection. '• . .. INSPECTION• RECORD Retain a copy with permit T INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Projec ,., Type of Inspection: civ - Lt'' downspout' "Am w) P;pc - P(oL07, °� l�fc Address: /! �� ?1M `itRL); (' Date Called:' 'll r6 C% 041ded Giv. o(' 4-c, 0644Mt. . Special Instructions: Date Wanted: 6,1161( a :m. p Requester: Phone No: ❑ Approved per applicable codes. El Corrections required prior to approval. COMMENTS: . - Lt'' downspout' "Am w) P;pc - P(oL07, °� l�fc f :t pVG tiii+h fc`t c kc,ioaf i1 pE, ids .. & —i,� cz 6l96(cPd Per 'c: .o6' - C% 041ded Giv. o(' 4-c, 0644Mt. . 1 .. Inspector: Date: 1(4 �r� r �; n REINSPECTION FEE REQUIRED. Prior to next inspection. fee•must':be ' paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspetion: . Y, • • • Retain. a dopy with permit • INSPECTION NO. . . • %.: . • - • - INSPECTION 12EcORD.• PERMIT NO... . CITY.Ok.TUKYV,ILA'BUILDING-• DIVISION • -..• 6300 Southcentel:i3hick, ibk:ikkia;VtiA.9118t . • (206) 431,-.-3670 Permit Inspection Request Line (206) 431=2451.. : • • Project: • Z411 - Fimorizewber‘ Type tife_ctiorl 'we-con_ • : . - Address: . . .. • • t.;44.473thip}4.061 ., Date Called: • - 0,1;116/1i . . _Sy, Spe-cial Instructions: • eo'it I. ao thset . Di- 'to We-co fl Date Wanted: Requ e : Phone NO: ;1,5 377-7s7 .••••• % • 4rApproved per.applicable codes. s El Corrections required-prior to approval. . . .- • COMMENTS: Pre- - Cci4 _(.10144A*4 itott4. tleikNAf. • • ':•-••••• • ' e Inspector: DS 'Date: I ( Ti.REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be • paid at 6300 Southcenter BLvd.. SUite 100. Call to schedule.reinspection. & • •• • • • INSPECTION NUMBER - INSPECTION RECORD Retain a copy with permit r• _0/0-.2A r PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 • 206 -575 -4407 Project: �'Y Type of Inspection: • AA e ,_- F;y,t,' • ptietJ Address: 3 y ti 7vka -1 ei 0 i Suite #: Contact Person: / /..31--- , Special Instructions: Phone No.: Monitor: NIApproved per applicable codes. Corrections required prior to approval.. COMMENTS: M &. pi,A1 Ok_ Fhd..l i 1 4 Needs Shift Inspection: /411,5/1 Sprinklers: k — /)y _ / ( Fire Alarm: /..31--- , Hood & Duct: Monitor: /.'. Pre -Fire: Permits: Occupancy Type: s_.•. Inspector: /411,5/1 Date: k — /)y _ / ( Hrs.: /..31--- , $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: 1 Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • • _� • • :, • • • • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com August 3, 2011 REC N D AUG oasoni FINAL REPORT City of Tukwila Building DepartmeBE-yELpp 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 -2544 Project: IFLY - Indoor Skydiving - The Annex @ Southcenter Permit Number: D10 -295 Address: 301 Tukwila Parkway, Tukwila Job Number: 11 -031 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are: 1. Structural steel fabrication - audit 2. Structural steel erection - welding & high strength bolting 3. Reinforced concrete 4. Reinforced masonry 5. Grout under columns 6. Epoxy grouting 7. Soil compaction Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Susan Rosenau -Moser Vice President Email c: Rushforth Construction Company, Inc. IFLY Seattle Indoor Skydiving OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC130008 Permit Numb Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Dusty Johnston Description /Location: Footing and walls for electrical room new stairs. Resteel Verified: Yes 7/20/2011 Dusty Johnston (Grade 60) Placement Data Supplier: CalPortland (Glacier) Mix Number: 3110 Slump Spec: 5" W/C Ratio Spec: .55 Air Spec: 5% Total Yards: 2.5 Placed Via: Tailgate Consolidated: Yes Required Strength: 3000 psi Design Cement (Ibs /type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (Ibs or gal): Admixtures (specify): Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 7/20/2011 Mfg: Cascade Actual ❑ Batch Weights /Cubic Yard 470# Type: UII 1410# 1800# 3/4" Slag (lbs): 250 #. 5.5 oz. AEA AIJG 3 0 20111 COMMUNITY DEVELOPIYEAT Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1 -4 2:30 pm 2.50 0 gal. 2" 5.1% 75 °F 65 °F 7346 424613 Weather: Sunny Date Samples Picked Up: Slump Range: Air % Range: 7/21/2011 Initial Curing Method: ASTM C31, Exclude c3l- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms Does Not Conform ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 7/27/11 2 8/17/11 3 8/17/11 4 8/17/11 *= Discarded 7 4 x 8 12.69 8.73 55,580 4380 28 4 x 8 12.69 8.79 78,960 6220 28 4 x 8 12.69 8.78 76,650 6040 28 4 x 8 12.69 8.77 81,600 6430 Tested in general accordance to: ASTMC39 5 ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client ❑ Engineer 0 Building Dept ❑ Owner ❑ Contractor 0 Batch Plant Architect ❑ Others Technical Responsibility: 3 5uecul Ooenatc �►i)� V Walter Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL - AGGREGATE BY NUCLEAR METHOD REPORT ASTM -B67938, WSDOT T310) Job No.: 11 -0031 1 Report No.: 105010 1 Permit No . D10 -29.a' Location / Station Project: IFLY - Indoor Skydiving - The Annex @ Southcenter Client: IFLY Seattle Indoor Skydiving Address: 301 Tukwila Parkway, Tukwila Address: 349 Tukwila Parkway, Tukwila WA 98188 Date: 8/1/2011 Inspector: Andy Duong • Type of Monitoring: LJ Full Time LJ Periodic i None Lab Maximum Dry Densities Testing Equipment: -, CPN ❑ Troxler ID: G Corrected Uncorrected Soils I.D. Soil Description Dry Density Optimum Moisture ASTM Method Dry Density Optimum Moisture Oversize % Rock Wet/DS: 32777 5080 Gray well - graded gravel w /silt & sand 125.8 10.7% D1557 -C 123.2 11.5% 8.0 Xi: 0.95 129.5 8.4 119.4 125.8 95% Yes 3 H20/MS: 9254 Monitored Placement & Compaction: Yes LJ No Ld 1 Percent Compaction Required: 95% ';. • .' it Xi: 0.97 Test Location / Station Test Method Source Rod Depth +/- From Finish Grade Depth of Fill Soil ID Wet Density Moisture % Dry Density Max. Dry Density % Comp. Conforms 1 18' E, 12" S of NE building corner DT 4" 2" Unknown 5080 129.7 8.7 119.3 125.8 95% Yes 2 12" E, 20' N of SE building corner " " 129.5 8.4 119.4 125.8 95% Yes 3 Center of cut out 20'x30' section, " 131.2 9.1 120.2 125.8 95% Yes 50' N of building's north end Compaction Methods & Equipment: Roller IBS = Backscatter IDT = Direct Transmission All Density values are in PCF unless noted otherwise WSDOT jobs only: Did each test location represent two readings (initial & 90° reading) that were within 3lbs /cf of each other? If no please see below. WSDOT jobs only: If the two readings (initial & 90° reading) were not within 3lbs /cf of each other, are retests indicated above? Yes n No n Yes ❑ No ❑ Comments: Performed compaction tests for the driveway at east end of the building. Obtained a sample for lab density. ORA Test Equipment: CPN Model #MC3 Serial Numbers: ID: A M300805837; ID: B M320706693; ID: C M39068932; ID: D M39089013 ID: E M350402593; I!. M32090 739 ORA Test Equipment: Troxler Model #3440 Serial Numbers: ID: F 28933; ID: H 36053 REPORT DISTRIBUTION: El ❑ Contractor Client Engineer ig Building Dept. ❑ Owner El Architect ❑ Other Form No.: ADMIN 101- 06(Rev. 02/11) RECEIVED AUG :32011 Technical Responsibility: !ter C.'Hansen, Project Manager s report applies only to the items tested and is the exclusive property of the client and Otto Rosenau & Associates, Inc. . Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, WA 98118 -- Phone (206) 725 -4600 — Fax (206) 723 -2221 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 99374 Project: Address: CONSTRUCTION INSPECTION REPORT IFLY - Indoor Skydiving - The Annex @ South Center 301 Tukwila Parkway, Tukwila Permit Number: Job Number: Client Address: 0 w D10-295 11 -0031 349 Tukwila Parkway, Tukwila WA 98188 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X Inspector and Date Remarks Dusty Johnston 7/20/2011 Copies to: X Client Owner X Architect Visual inspection was made of the (8) electrical room canopy hinge bracket welds. Welding performed by WABO certified welder - copy of card on file with contractor - following AWS D1.1 procedures, and found to be according to plans. Conforms X Engineer Contractor X Building Dept. Others Technical Responsibility: Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -63 -02 (Rev 11/08) r N N 0 2 F- Q ;Li 0 2 m z r- 0 2 Q c 0 m 0 0) U) co 0 � MOISTURE DENSITY TEST REPORT Lu N a) Ea ra O io Curve N 0, 127.5 125 a 122.5 0 120 117.5 115 5080 LK aC 0 Test Specification: ASTM D 1557 -09 Method C Modified ASTM D 4718 -87 Oversize Corr. Applied to Each Test Point Preparation Method Wet ZAV SpG 111.7%. 25.8 pc Ailliik 0. 1 3 '473i e Hammer Wt. 10 lb. Hammer Drop 18 in. Number of Layers five • Blows per Layer 56 Mold Size 0.075 cu. ft. Test Performed on Material Passing 3/4 in. Sieve • NM 6.8 LL PI Sp.G. (ASTM D 854) Estimate % >314 in. 8 % <No.200 5 4 6 8 10 12 14 16 USCS GW -GM AASHTO A -1 -a Water % Date Sampled 8/1/2011 content, Rock Corrected - Uncorrected Date Tested 8/2/2011 -e-- O Tested By A. Duong TESTING DATA 1 2 3 4 5 6 WM + WS 10960.0 11125.0 11138.0 10762.0 WM 6461.0 6461.0 6461.0 6461.0 WW +T #1 530.4 566.3 614.3 544.6 WD +T #1 484.5 508.9 540.8 508.1 TARE #1 0.0 0. 0 0. 0 0.0 WW + T #2 WD + T #2 TARE #2 MOISTURE 8.8 10.5 12.6 6.7 DRY DENSITY 123.4 125.7 123.6 120.7 ROCK CORRECTED TEST RESULTS UNCORRECTED Material Description Maximum dry density = 125.8 pcf Optimum moisture = 10.7 % 123.2 pcf Sample #5080: Gray well - graded gravel with silt and sand 11.5 % Remarks: Project No. 11 -0031 Client: IFLY Seattle Indoor Skydiving Project: IFLY - Indoor Skydiving - The Annex @ South Center 301 Tukwila Parkway, Tukwila o Location: On Site - Parking Lot Material Sample Number: 5080 Test Equipment ID: 4 Hammer Type: Mechanical Checked by: W. Hansen Title: Project Manager /6,A4e. Figure 5080 OTTO ROSENAU & ASSOCIATES, INC. co N C 1- H 4 'o 2 m z co N F- co 0 co u) co 0 Particle Size Distribution Report o (off o toy (. o (off (O o7 �• . ...-z- M 1L # it 4' ik w ,! 9 o / W ' 100 90 80 70 W Z 60 LT_ i— W 50 0 Q 40 w a 30 20 10 0 1 I I I 1 1• 1 1 1 1 1 1 1 I 1 I I 1 ► 1 1 I I 1'"t� I 7 1 I 1 I 11 1 1 1.1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1. 1 1 1 1. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 J 1 I 1 1 I 1 1 1 1 I 1 l 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 I 1 I 1 I 1 I 1 1 I I 1 I ( • 1 I 1 I I I 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I I 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 1 1 1 I 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 i 1 I 1 1 1 I I I 100 10 1 GRAIN 0 1 SIZE - mm. 0.01 0.001 +3" % Gravel % Sand % Fines Coarse Fine Silt Clay 0 69 18 8 5 Test Results (ASTM D 422 & ASTM D 1140) Material Description Opening Size Percent Finer Spec.* (Percent) Pass? (X =Fail) Sample #5080: Gray well - graded gravel with silt and sand Atterberg Limits (ASTM D 4318) 2 1.25 1 .75 .625 .50 .375 .25 #4 #8 #10 #40 #100 #200 100 100 99 92 89 80 70 56 49 34 31 13 7 5 PL= LL= PI= Classification USCS (D 2487)= GW -GM AASHTO (M 145)= A -1 -a Coefficients D90= 16.7082 D85= 14.3192 060= 7.1418 050= 4.9515 030= 1.8722 D15= 0.5368 010= 0.2802 Cu= 25.49 Cc= 1.75 Remarks Test Equipment ID: 5 Was sample soaked ?: Not required Date Received: 8/1/2011 Date Tested: 8/2/2011 Tested By: A. Duong/J. Payse Checked By: W. Hansen / Title: Project Manager * (no specification provided) Location: On Site - Parking Lot Material Date Sampled: 8/1/2011 Sample Number: 5080 OTTO ROSENAU & ASSOCIATES INC. Client: IFLY Seattle Indoor Skydiving Project: IFLY - Indoor Skydiving - The Annex @ South Center 301 Tukwila Parkway, Tukwila Protect No: 11 -0031 Figure 5080 OTTO ROSENAU & ASSOCIATES, INC. RECEIVED Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC129948 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Dusty Johnston Description /Location: Slab on grade lines A.A to A between 1 and 5.8. Resteel Verified: Yes 6/3/2011 Dusty Johnston (Grade 60) Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: CalPortland (Glacier) 3340 5 .53 N/A 25 Pump Yes 4000 psi Sampling and Testing Data ASTM C 172, C 31 Time Cubic Made Yards Cast Samples: 1 -4 12:45 pm Design Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 10.00 15 gal. 5" Permit Number: D10 -295 Client: Address: Date: COMMUNITY DEVELOPMENT IFLY Seattle Indoor Skydiving 349 Tukwila Parkway, Tukwila 6/3/2011 Mfg: Cascade Actual ❑ 564# Type:I11I 1270# 1905# 3/8" Batch Weights /Cubic Yard Slag (lbs): 300# 60 oz. NON- CHLORIDE ACCELERATOR Air% C 231 Conc.Temp C 1064 Ambient Truck Temp No. Ticket No. N/A 74 °F 65 °F 7678 404979 Weather: Sunny Date Samples Picked Up: Specimen Test Number Date 1 6/10/11 2 7/1/11 3 7/1/11 4 7/1/11 *= Discarded Slump Range: -- Air % Range: -- 6/3/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Field Cure Age (Days) REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Does Not Conform Size Area Weight Max Load Strength Fracture Type (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 7 4 x 8 12.63 8.84 60,120 4760 28 4 x 8 12.69 8.81 82,090 6470 28 4 x 8 12.69 8.82 81,180 6400 28 4 x 8 12.69 8.8 80,770 6370 Tested in general accordance to: ASTMC39 p ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client ❑ Engineer n Building Dept ❑ Owner ❑ Contractor Eg Batch Plant Architect ❑ Others Technical Responsibility: 2 alter 19a/fsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US -- Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC134580 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Isaac Ruoff Description /Location: Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 6/7/2011 Observation deck between grid lines: AA- A/.05 -6. Resteel Verified: Yes 6x7/2011 Isaac Ruoff Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: CalPortland (Glacier) 3340 5 "±1" .532 N/A 20 Pump Yes 3000 psi Sampling and Testing Data ASTM C 172, C 31 Time Cubic Made Yards Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cast Samples: 1-4 8:15 am 10.00 Water Slump Added C 143 20 gal. 6" Mfg: Actual ❑ 564# Type: I/II 1270# 1905# 3/8" Batch Weights /Cubic Yard 300# Slag (lbs): Air % Conc.Temp Ambient Truck Ticket C 231 C 1064 Temp No. No. N/A 67 °F 56 °F 7655 405856 Weather: Overcast Date Samples Picked Up: Slump Range: 6" Air % Range: N/A 6/8/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Specimen Test Field Number Date Cure 1 6/14/11 2 7/5/11 3 7/5/11 4 7/5/11 Age (Days) 7 28 28 REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Size Area Weight (in.) (Sq.ln.) (Lbs.) Does Not Conform ❑ Max Load Strength Fracture Type (Lbs.) (psi) (other than cone) 4 x 8 12.63 8.78 4 x 8 12.63 8.78 4 x 8 12.63 8.81 55,560 4400 2 76,770 6080 75,790 6000 28 4 x 8 12.63 8.76 76,280 6040 = Discarded Tested in general accordance to: ASTMC39 p ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client ❑ Owner ❑ Engineer ❑ Contractor Architect ❑ Others Building Dept Batch Plant Technical Responsibility: er "en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US ^• Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 135740 Project: Address: Client: CONSTRUCTION INSPECTION REPORT IFLY - Indoor Skydiving - The Annex @ South Center 301 Tukwila Parkway, Tukwila IFLY Seattle Indoor Skydiving Permit Number: Job Number: Client Address: D10-295 11 -0031 349 Tukwila Parkway, Tukwila WA 98188 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X Inspector and Date Remarks Dusty Johnston 6/9/2011 Visual inspection was made of the low roof decking puddle welds and seam connections. Welding performed by WABO certified welders using AWS D1.3 procedures and found to be according to detail 9/S5.8 of the approved plans. High roof decking welds also inspected and found to be according to 9/S5.8. Conforms Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: a ter nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888- OTTO -4 -US -. Fax (206) 723 -2221 Form No.: ADMIN -63 -02 (Rev 11/08) THE USE OF ARC - PUDDLE WELDS AND WELD WASHERS FOR ATTACHMENTS IN STEEL DECK L. D. Luttrell, Ph.D., P.E. Technical Advisor, SDI Introduction Steel deck panels may be installed using a wide variety of connections including powder driven fasteners, air driven fasteners, screws, or by various types of welding. The more common types of welded connections are either arc -spot welds or arc welds made through weld washers. Weld strength tests have been conducted at West Virginia University since the beginning of the Steel Deck Institute diaphragm test programs In 1968. The weld studies, described in this paper, have led to the following position adopted by the Steel Deck Institute. Typical 3/8" x 16 gage (0.060 ") washers are not recommended with deck design thicknesses equal to or greater than 0.028 inches. Weld washers are recommended for welding in deck panels thinner than 0.028 inches. The direct arc -spot or "puddle" weld is started by striking an arc on the deck surface causing a hole to form in the deck. The weld operation then continues by depositing electrode material on the supporting element and allowing the "puddle" to engage the penetrated deck. It Is essential that the finished weld be anchored into the supporting element and that the top puddle engage the penetrated unit on most of the weld perimeter. The complete welding process often is finished in five seconds or less and requires a welder who is qualified to make such welds. Arc - puddle welding methods and operator qualifications are described in the American Welding Society Structural Welding Code for Sheet Steel, AWS D1.3. The welding process is different from welding in heavier steel elements in that the connected elements do not fall into the minimum thickness categories commonly required for welding in structural steel. The essential Issue in forming a good weld rests in bringing all elements to fusion temperature at the same time, avoiding "burn -out" in the sheet, with adequate penetration into supporting elements, and with proper sheet engagement on the weld perimeter. A properly made weld should engage the connected sheet on at least 75% of the weld perimeter. Welding washers are small elements of sheet steel with a punched hole at their center and may be curved to fit into the valleys of deck panels. Refer to Figure 2. Washers may be of differing thickness and have different hole diameters or hole shapes. The most common types are about 0.06" thick with holes of 3/8" and may be designated as 3/8" x 16 washers. Weld washers are laid in position on the deck units, an arc is struck on the sheet inside the hole, and the operation continues usually until the hole is filled. The weld washer acts as a heat sink and retards burn -out in the sheet. The washer permits welds in thin units that might otherwise burn away from the welding operation faster than weld material can be deposited. 2 January 2007 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 135306 Project: Address: Client: CONSTRUCTION INSPECTION REPORT IFLY - Indoor Skydiving - The Annex @ South Center 301 Tukwila Parkway, Tukwila IFLY Seattle Indoor Skydiving Permit Number: Job Number: Client Address: D10-295 11 -0031 349 Tukwila Parkway, Tukwila WA 98188 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) X Structural Steel Erection Inspector._ and Date Remarks Isaac Ruoff 6/14/2011 Structural Steel inspection canceled today. Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -63 -02 (Rev 11/08) • Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT OTTO ROSENAU & ASSOCIATES, INC. Job Number: 11 -0031 Project: Address: Report Number: RC129941 IFLY - Indoor Skydiving - The Annex @ South Center 301 Tukwila Parkway, Tukwila Inspector(s): Dusty Johnston RECEIVED JUN 27 ZQf l Permit Numb, Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 5/19/2011 Description /Location: Slabs on metal decking, plenum and observation levels. Reinforced with mesh. Resteel Verified: Yes 5/19/2011 Dusty Johnston Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: CalPortland (Glacier) 3140 5" .55 N/A 40 Pump Yes 3000 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -4 8:00 am Time Made Cubic Yards Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (Ibs or gal): Admixtures (specify): Water Slump Added C 143 10.00 10 gal. 5" Mfg: Actual ❑ 470# Type: I/11 1500# 1840# 3/8" Batch Weights /Cubic Yard 260# Air % C 231 Conc.Temp C 1064 N/A 62 °F Slag (lbs): Ambient Temp 50 °F LO MMUNlTY ELOPMENT Truck Ticket No. No. 7535 399553 Weather: Fair Date Samples Picked Up: 5/20/2011 Specimen Number 1 2 ... 3 4 .= Discarded Tested in general accordance to: Test Date 5/26/11 6/16/11 6/16/11 6/16/11 Field Cure Slump Range: Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Age (Days) REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Size Area Weight Max Load Strength Fracture Type (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) Does Not Conform ❑ 7 4 x 8 12.63 8.34 34,800 2760 28 4 x 8 12.69 8.3 48,180 3800 28 4 x 8 12.69 8.37 50,440 3980 28 4 x 8 12.69 8.4 48,150 3790 ASTMC39 p ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client ❑ Engineer in Building Dept ❑ Owner ❑ Contractor 0 Batch Plant Architect ❑ Others Technical Responsibility: _ / ter ansen, Project Manager 5 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 134579 Project: Address: Client: CONSTRUCTION INSPECTION REPORT IFLY — Indoor Skydiving — The Annex @ South Center 301 Tukwila Parkway, Tukwila IFLY Seattle Indoor Skydiving Permit Number: Job Number. Client Address: StECEIIJED JUN 27 2011 OMLOPVENT D10-295 11 -0031 349 Tukwila Parkway. Tukwila WA 98188 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X Inspector and Date Remarks Isaac Ruoff 6/7/2011 Arrived on site to inspect the puddle welds at the observation level pan deck between grids AA- A/.05- 6 lines. Welds were visually as per approved plans and were welded by WABO certified welders. Conforms Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: ter C nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Fonn No.: ADMIN -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. RECEIVED Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC134580 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Isaac Ruoff Description /Location: Obsercation deck between grid line: AA- A/.05 -6. Resteel Verified: Yes 6/7/2011 Isaac Ruoff Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: CalPortland (Glacier) 3340 5 "±1" .532 N/A 20 Pump Yes Required Strength: 3000 psi Sampling and Testing Data ASTM C 172, C 31 Time Made Cast Samples: 1 -4 8:15 am Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Water Slump Yards Added C 143 10.00 20 gal. 6" Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 6/7/2011 Mfg: Actual ❑ 564# Type: I/II 1270# 1905# 3/8" DEVELOPNMENT Batch Weights /Cubic Yard 300# Air % C 231 Conc.Temp C 1064 N/A 67 °F Slag (lbs): Ambient Temp 56 °F Truck Ticket No. No. 7655 405856 Weather: Overcast Date Samples Picked Up: Specimen Number Slump Range: 6" Air % Range: N/A 6/8/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Test Field Date Cure 1 6/14/1.1 * = Discarded Tested in general accordance to: REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Age Size Area Weight (Days) (in.) (Sq.ln.) (Lbs.) 7 4 x 8 12.63 8.78 Does Not Conform ❑ Max Load Strength Fracture Type (Lbs.) (psi) (other than cone) 55,560 4400 2 ASTMC39 ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client ❑ Engineer MI Building Dept ❑ Owner ❑ Contractor MI Batch Plant Architect ❑ Others Technical Responsibility: ter Ha n, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 -- Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC.RECELVED ��N 1 2eto Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT cam Job Number: 11 -0031 Report Number: 63 858 Permit Number: D10-295 0 -295 wa , , f1 'sh IsAh z a\ S- ;7:: s -:i F Y ..Ua"� � iffg 'W !V.RW.raflN C-Lr :.a }: , *n':`: �� : "= AY�� ilti�?�W A" dA4n t ; Project: IFLY - Indoor Skydiving - The Annex Client: IFLY Seattle Indoor Skydiving Address: 301 Tukwila Parkway, Tukwila Date: Dusty Johnston 5/2/2011 Masonry Sub or Contractor: yyInspecto^rs& f' "FW. St F1f - r Bf '�6 ilir. f+t,y� ii i [�[x•.T.. 111 �¢ 'i rU' vim'..... ?:h i. T p�j,h� "t' ifv^ �.:. �;:;�s..,}.'� ��b,s..- .����r��. yyCC��,,,,�*l< f�;�..s <�„�s„DESCRIPTION }I'LOCATI N�; S ))yyy..a, �.^n�a �, �?.'�. "u :;?„'",°4 �,:,�r {� rc�.,� �> �' 1. <�'lv.i. e:.f .�. �1 ! Y O 11::� /J :•.'R7l+i f��Y� \e'- '�{trt•: <j tub; �J•c.. )tT.{ J :"47' t1%"n 'SL.k � �i. �� IBC Level of Inspection: (Projects located outside Seattle) Ref. Level 1 • Level 2 • SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) • Level 2 (Continuous) • 17- 04.5.1/17- 04.5.3 IBC 2006 Ref. 17- 04.5.1/17- 04.5.3 SBC 2006 1St lift at 8" CMU wall at line AA from 0.5 to 5.8. Approximate square footage completed on this date: Are anchors in place? (if required) : Was reinforcing steel verified? Yes Is reinforcing steel secured in place ?: Grade of reinforcing steel: 60 Manufacturer: Cascade Is high lift grouting approved ?: 'iya` Ik7r '�`}�T, 'in"t i.fp..A... SS/{ �9' 1't 1 _ Rrc:T : »��. ss`?�;t'`�'^ '`�� r�x,���� � GR UT. INFORMATION (ASTM;Ca1019);(exuud'mgparegrepn :"�a = T.t:A'inv .,.1.•.{da a7. .. ir::n.'dS�� Q �aa.::';TA rr..JM 121.6j:�1'yti'_�7.,'`�+i�,�; •,. „s�''��,'�y?��'y�;�.��r,�;.��i preparer: Batch Plant Mix no. /type: 0365030 Grout supplier: Miles Grout Grout temperature: 60° Grout slump: 8” Total yardage: 6 Method of consolidation: Vibrator Grout ingredients & weights: 611# I -II, 1960# sand, 890# 3/8 ", 392# water ; r4.. gt,Og :' ^`argr:;.d` iamoRTARIINFORMATIONI(ASTM Ca7..80f l ro ?:-%is '' `,AQI" ifiZ ayd ;3 ,:,' -. a' •z:A,S. x`c .47ii Mix no. /type: Mortar supplier: Mortar preparer: Mortar temperature: Mortar ingredients: M.,, .;,,,Z F't P''..i'cTif k 7 -�•m�, ee:g -, MATERIALINFORMATION i( ASTM; CT67 /lASTM',C,`,1,40). ,...:,;;4 1 T,W.M7 `'.- srlt:4 - ` . -' Block/unit supplier: Block/unit type: ':e+ t.: .d.,• M Y+ .a.. `g . - 9t `x. .. r y' ;S i.. w'q s..w.s )Y,. P•aii'••vey- r ..y,. �� � >��� x s,:, �a � �: � t;:'l�'�.�'��y�,i�. �:;�': �' � �,b'�'',swSAMPLE`INFORMATION �, � � ��:;�",� -�•:� ��� �..` "'c+�:� °:�+" • r �� %� �:k�� w, w �. "4Y".vw ai ." y'•ti�'�}''.1.��pJ�'': ik t -'r�, e:L't• c.'.:. �, rt�� A�r'}. to .. -„M!rs Were any samples made? Yes I If Yes - see attached report s �N ,z,F - ` 5N z .. - ..µ� QSiKi}.s° Z t `` .ye+ Kl "i� 3n r' i"•+ *- .,.. +k; °.,•` -.i :*;, _..2 i;�o .'�:+�,f.. �;4.�.:; :st�+•:�.n.,�� >::lali� ,3�_'...�'#h #;��ak OTHER;INFORMATION..CC'�,^� �'Sr.`` zgp5�,r, - i"'r'��`y �ifyt��y! 'sq' �' °� '�1yy {ar,w ,: ?�'.. ... `i� cC %��n� AS.�,Yi+ti }•]:lii'4�! -; L,Y���t�4f.•.ft�ia9T.F.iQiL •�'�` Weather & ambient temperature: Rainy Protection methods: Visqueen Is this a re- inspection? No If yes - original inspection date: 1. ` k ,42: e '. •s.N.c j ,..yam J. t i,,11,7 :nom. N7 - •.i i' Vi S m c K a. -.v.-' 7N •.`.•;'.• , =,a;�;�•, µµqq,, vim+ i�?� r �a' ��•`'•� COMMENTS/ �`. �` �' ' .'?tF?:��`t.��.4f�'� "���•}r�'ari? .� »•Ye'��` �# ..E�:Y.. -Mir, �.��::a,'f.�:,�... ?d. -. ",i•v di., .. ,'l.> s .�a.✓. rn.:, d. i`S� a.. -: 71.3�.Gt:..,Mr } v"�•�..; x7 „.;;. (” '?a:;. ;OtIfi ASTM Methailieed rl rC;Confoimsy� :1,4 I gVDges`.Not Conform I Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: alter C..H nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4-US - Fax (206) 723 -2221 Form No.: ADMIN -72 -06 (Rev 02/11) OTTO ROSENAU & ASSOCIATES, INC. Job Name: IFLY — Indoor Skydiving Job Number: 11 -0031 Report No: 63858 MASONRY REPORT — SAMPLE DATA Grouted CMU Prisms (ASTM C1314) Ungrouted CMU Prisms (ASTM c1314) Grouted Clay Prisms (AsTM c1314) Ungrouted Clay Prisms (ASTM C1314) CMU Blocks (ASTM C140) Clay Units /Blocks (ASTM C67) Grout (ASTM C1314) Mortar (ASTM C 780) 1 -3 8x8x16 6 1500 50 019 141424 Date Samples Picked Up By ORA representative: 5/4/2011 Max /Min Temperature (15 48 hrs.): (excluding paragraph 12.1.3) Date Constructed: 5/2/2011 Date Grouted: 5/2/2011 Constructed By (Mason): Jeff Block /Unit Supplier: Mutual Block /Unit Type: STD Diameter of Spherical Seat: Required Upper Bearing Plate Thickness: Required Lower Bearing Plate Thickness: 13.0' Provided Upper Bearing Plate Thickness: 3.5" Provided Lower Bearing Plate Thickness: 5.5" PRISM COMPRESSION TEST RESULTS Avg. Avg. Avg. Net Max Net Height/ Corrected Prism Test Age Width Height Length Area Load Strength Thickness Strength No. Date (Days) Ltd Oil in. in2 (Ib.) (psi) Ratio C/F (psi) 1 5/30/11 28 7.7 15.94 7.65 58.91 210,240 3570 2.08 N/A 3570 2 5/30/11 28 7.65 15.88 7.65 58.52 209,320 3580 2.08 N/A 3580 3 5/30/11 28 7.7 15.88 7.65 58.91 220,750 3750 2.08 N/A 3750 Sampling & Testing Methods Used: ASTM C 140, ASTM C 1314 (excluding paragraph 5.11) * Height to thickness correction factor from Table 1 of ASTM C 1314 Prism No. 1 Avg Compressive Strength of Prisms (psi): 3630 Photo / Sketch of Prism Failure Prism No. 2 Prism No. 3 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: INSP -72 -06 (Rev 02/11) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT Job Number: 11 -0031 Report Number: 134954 Permit Number: D10 -295 Project: IFLY — Indoor Skydiving — The Annex Client: IFLY Seattle Indoor Skydiving Address: 301 Tukwila Parkway, Tukwila Inspector & Date: John Reeder / 5/11/2011 Masonry Sub or Contractor: DESCRIPTION / LOCATION IBC Level of Inspection: (Projects located outside Seattle) Level 1 ►/ Level 2 • Ref. 17- 04.5.1/17- 04.5.3 IBC 2006 SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) • Level 2 (Continuous) • Ref. 17- 04.5.1/17- 04.5.3 SBC 2006 On site to inspect the reinforcing steel for size, grade, and spacing and the grout placement for the 5th lift of the 8" CMU wall located at AA line. The inspected work was found to be done as per City of Tukwila approved plans. Approximate square footage completed on this date: 550 Are anchors in place? (if required) : Was reinforcing steel verified? Yes Is reinforcing steel secured in place ?: Grade of reinforcing steel: 60 Manufacturer: Nucor Is high lift grouting approved ?: GROUT INFORMATION (ASTON C 1019) texelacilmo paragraph 12,1S) Mix no. /type: 0365030 Grout supplier: Miles Grout preparer: Miles Grout temperature: 69 °F Grout slump: 9" Total yardage: 6.0 Method of consolidation: Vibration Grout ingredients & weights: Cement 611 Ib, sand 1980 Ib, 3/8 " pea gravel 890 Ib, water 392 Ib MORTAR INFORMATION (AS 'M C 750 Mix no. /type: Mortar supplier: j Mortar preparer: Mortar temperature: Mortar ingredients: MATERIAL INFORMATION (ASTMC 167/ ASTM CIO} Block/unit supplier: Block/unit type: SAMPLE INFORMATION Were any samples made? No If Yes - see attached report OTHER 1NFORMATION Weather & ambient temperature: Overcast, Tight rain Protection methods: Plastic Is this a re- inspection? No If yes — original inspection date: COMMENTS .' Other ASTM Methods Used: ) 1 Conforms X ( Does Not Conform 1 Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: • a sen Project Manager C anager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888- OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -72 -06 (Rev 02/11) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 112841 Project: Address: Client: CONSTRUCTION INSPECTION REPORT IFLY — Indoor Skydiving — The Annex @ South Center 301 Tukwila Parkway, Tukwila IFLY Seattle Indoor Skvdivinq Permit Number: Job Number: Client Address: 010-295 11 -0031 349 Tukwila Parkway, Tukwila WA 98188 Inspections Performed Proprietary Anchors: Steel Decking X Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X Inspector and Date Remarks Dusty Johnston Inspection was made of the LeJeune bolt tightening in the electrical room wall connections, line 1, 5/17/2011 and found to be according to plan. Visual inspection was made of decking puddle welds and hammer testing of Nelson studs on the plenum and observation decks and found to be according to plan. Conforms Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: r Hn nPr Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT Job Number: 11 -0031 Report Number: 63864 Permit Number: D10 -295 �u: I..'x. ''.fi:l p(, "��'S }.:A }." (�� 7ti; e+.;:g! �{ ;�k"('.r ��(r1.. .nr,:tc ,r�,,p{._.i_ :U•M;i A'•1W, _ ', -1.. a ,c. 4 0. `v': 1i' 4 ,,,,.,.• �c�. y �, a .y. ' �iY.."./ i. u. F6i ;f::7,`�f$i•:{:�l'::�.'CE`ri:. �..k. r:., Fv, '��.,frV�L�i•7.:t+:�,it�'y��":C irt. "i�?4- ik.1:1'+.ir.ew ...,,:�t �iiCrl. h1•��_ •13 ..� JrF.�YT.E H.t'�Y.ii R' k. h�:'> iFe1�Rr ..d¢Ff.MSh'74,9�1 °dr.Qitt v4^.?+.z'tf:s Project: IFLY - Indoor Skydiving - The Annex Client: IFLY Seattle Indoor Skydiving Address: 301 Tukwila Parkway, Tukwila Inspector & Date: Dusty Johnston 5/17/2011 Masonry Sub or Contractor: , ' ?' - ;"•_ 1 • i..,r c r ,4','"' mESCRIPTIONhLOCATION A ° £ c * /lt ,rr CY*V q,gr TkPORRKY IBC Level of Inspection: (Projects located outside Seattle) Ref. Level 1 ►Y Level 2 • SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) • Level 2 (Continuous) • 17 -04.5.1/17 -04.5.3 IBC 2006 Ref. 17- 04.5.1/17- 04.5.3 SBC 2006 7th lift at CMU wall at grid line AA. Approximate square footage completed on this date: Are anchors in place? (if required) : Was reinforcing steel verified? Yes Is reinforcing steel secured in place ?: Grade of reinforcing steel: 60 Manufacturer: Cascade Mills Is high lift grouting approved ?: r. t. r ae:-c•�.- .',,:.a a.,.,. ., '4k l' was +*a4 ���"e`s�rti +,,;•:��{'� :�:; ;,,�, ,4%'s 7���. aGROUTHINFORMATION'(ASTMIC�'I O19),(ezcluding paragraph=12 1' si., �c,,,.,�.'fi,.��s;:t�'�',' -",,�- '. _ �.�'�:��i �'`����,�r ., AII Mix no. /type: 0365030 I Grout supplier: Miles Grout preparer: Miles Grout temperature: 61 °F 1 Grout slump: 8" Total yardage: 6 Method of consolidation: Vibrator Grout ingredients & weights: 611# type I /II cement, 1980# sand, 890# 3/8" aggregate., and 392# water '.fj km.,,,:zn i ",' 1.t. . ft" ; t MORTAR` INF.ORMATION4(ASTM 0.780) ". ; ;W :, . n. ":0 0,Witi F` '...rgit a:?s u? us l a Mix no. /type: Mortar supplier: Mortar preparer: Mortar temperature: Mortar ingredients: 0 W.naM'� ,9 -M --tea ¢ a MATERIAL INFORMATION .t(ASTMtC<.67gASTwc.A40) .-,gi a.: 1f.ii' .' y '4-ZW: -AI : Block/unit supplier: Block/unit type: > <, .,3= :� a r, :� „G'd'�lx;rc,, Yw^!Cty °� irN" •g .�PF w._ .u. fu }. .`tfs ad'tii3.' .WW:V �+ :. d.ii . ::;;s�' eta` � a�; i SAMPLE'INFORMATION;ti±,-c:�t; '.8is�:.`;.:�,_i,: rt :` r ,au ; ' -iVi TOZ:I.', wn "e« ae '; ii,,za Were any samples made? No If Yes - see attached report s c, sr_'f 'f P: 4 s• r' eta. fF "Y 7', d q °+� 7.*. e' yj ,qca 7 i. �'a'tt'fi "" �yiir" s= ��� '%', ",�#};t�€��t�.� ^�,:a�,'��{ Y.,�`_��, r:��;. $ .a�;�' 'OTHER INFORMATION, ;j �; ,;C� v.�. �; � c , .�_ � )�� �. , 1C: i6 °�: 9N:` E�i6.:.i: .M.{M1 ' '.f..>L���:. �. �).�.r...� ut� ..S �'xr.'F»ni x1� s+- ... 1•tt1 w.f. ���...' _ Weather & ambient temperature: Partly sunny Protection methods: Is this a re- inspection? No If yes - original inspection date: taR'f [ f'iZ . ��d' 3 n w, v rt>r3i i ,2s" e"Nt: 4 ' "� ,+, �3�'i�'�;�.,°��.i,�;:.�'tn?a'+v rAr'-.'�dr+r'4'"�;'d���..� .�'� �> g':.. �' ��C. OMMENTS,`, r, �u': �, 5�°'- . �Yi,`-: �. �'' i�k <:,r:.:r�'sr�.:,��Piw�w4*�;,. _ �.;r 7. k Oth AS M:Mettiodelltied l (tConfor • I X D"oes_NotfConform I Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: h, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -72 -06 (Rev 02/11) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT Job Number: 11 -0031 I Report Number: 63865 Permit Number: D10 -295 ;�, F•f* .`i :i..t" 1 y i7p`, Y .a4 ,5:4, •1' Y 4i.i 'v �h S.-ir 1: . .k5 -fe. .�<.S S'� i:��'�'t 4 aArIt .1+.'iil n,i �.. fi i. t t_e , H.. } •yy {{T`',�!{I.�p�. 'x1.4 1. u+ *�.,� ...,n! .ct ly',y.��•, "j r l.�':9 .. 'x'94 R�. j_.ry. �•, a . {V`.��:,UU.+w?L'.,i�i x. l':) t7. 7.:. �ltf' t, Me+w �li: �` j�JFYC�. �f 2�r; Yti�Y1�'. ii *d.�"��if�1$� :�..Ti.Cj•,'(... V'r.. N,l�GR +. ti• rf[ i) i+^' �ie: R' �b�YW: j]?. fn,. �nl. .�...9.°' :'V.,fSi�Y1:R`wl•..�:. 4. J: �- ��'.t:� "��a. �y'�lD.l "Y i;M� i Y;:: Project: IFLY - Indoor Skydiving - The Annex Client: IFLY Seattle Indoor Skydiving Address: 301 Tukwila Parkway, Tukwila Inspector& Date: Dusty Johnston 5/18/2011 Masonry Sub or Contractor: x } `1 S nY 8=Y'' .t, d , rI",Fu•,;rw•rr' ,+ "�:•�n8' t org v s 3.t ,n a fy.Q- r;�ti a� � ,� (�gy pyy.gy��i;v�,'yfq� z /yr}+�;i. y�/p��1�-.,p5'..y� �{x >. DESCRIPTION, /�LOCi4TION : >.u�� "w..��� „�;4c,., "� .�"`C.»,+ a"�- �4a„ia��.• �.��s?�:;: "q:• t,.,�; :�, /�n. �ISiiAv.Gl . _.�Ait.)� f'.��5 \W'Sia ' `.Y �!,••�Y :Jaffe: �Y 4..kMw 3..p'�' G � Si IBC Level of Inspection: (Projects located outside Seattle) Ref. Level 1 • Level 2 • SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) • Level 2 (Continuous) • 17- 04.5.1/17- 04.5.3 IBC 2006 Ref. 17- 04.5.1/17- 04.5.3 SBC 2006 8th lift of CMU wall at grid line AA between 0.5 & 5.8. Approximate square footage completed on this date: Are anchors in place? (if required) : Was reinforcing steel verified? Yes Is reinforcing steel secured in place ?: Grade of reinforcing steel: 60 Manufacturer: Cascade Mills Is high lift grouting approved ?: V?f mF�3�.y' 7• V!.?i..r t y1"...q.... q�;�;,�;�„ -:•ice � :�.�;,.�. :;� �'`�t��G ROUTs;I NFORMATION i(ASTM;C,�10,19�?(ezdud�rig .x'aa7:.AvA_. .` 'A.'CY.1 -enf L '7 t.1.'Z ;;r paiagraph,l2 1 6) ��?e�.��`�� »:r;,,rs,. ; � :'%�w.rniv -'\. wto� ;v =. �gr'.• . • .. ;,. Grout preparer: Miles Mix no. /type: 0370030 Grout supplier: Miles Grout temperature: 63 °F Grout slump: 9" Total yardage: 6 Method of consolidation: Vibrator Grout ingredients & weights: 658# Type I /II cement, 2000# sand, 870# 3/8" aggregate, and 375# water �°.4, °tip tVgjit:�Y�g t'3gav ;. : ;; ” . MORTARIINFORMATION(ASTM C 7,80 , { - :.'.��.:4' ' ?a�^:,:�I+:" N4' :. ,t .;�;:x �,, a: yA. ��S yam. ._. dc�r. +X. -'.E+ Jla :%S/'.� .( �5ay, .. 1- � ...Tii l�•. .(G �. Mix no. /type: Mortar supplier: �' Mortar preparer: Mortar temperature: Mortar ingredients: ITIVAP , -i-.1W ttal4: ik' f "'t1W! V3.MATERIALliNF.ORMATIONz(ASTMiC 667 /fASTMfC.140)"n'AVV +; .a'� riRIA t::. ` °'`. Block/unit supplier: Block/unit type: �Z: � 7. , i e, t7 " - :k' Y i '.";t "SV _ Pi.1L a i 7% ,o'a .• �•. w•..'� k7 •. n :47f., ` : @, �t' +t .. �i, ��: ��' u! �;.`>.. ,t:,���.��-s : *t`'��"�',.;-e�".� � gSAMPLErINF..ORMi4TION "- ��t��... �s„ �','•` er :.'' :.�:� :'�;�.;.f,c. :•RS_.. �...�.,.: e.•:,. . .ey. a.: Y i, n ..f i Were any samples made? No If Yes - see attached report ��1 i', 'rn£; 7 's R4M"tr' �I� ➢ 9i."°YC' A 7a, t£rc -Y v 7 �� � ,. �� � •.�t �; 4.` �''s?;£� �'� #•i �" �` '�;�;irOTNERFINFORMATION�Kw•. "y ,?y;:�r,': u' 'i'y =.�"� s "�: z � �r �a2(� �: ��'�"'P�,. �.,)�'i 4.� _ � � .�: � ;b,r:. . :�� 'x, r. � .k _ +u: �„�;. � . x! ,.�.r, Hsu ::2, • t . Weather & ambient temperature: 65 °F Protection methods: Is this a re- inspection? No If yes - original inspection date: WrAW `` :' ' 0401 0 COMMENTS Wt' `, EMv . AF'— t` lif > ',~" ... Other" €Auntat ett odar ed:' I 1Wolifistifisiligl X I DbWeINot Conform' Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: , • roject Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADM/N- -72 -06 (Rev 02/11) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT Job Number: 11 -0031 Report Number: 63866 Permit Number: D10 -295 �Swi :.'j i : itg `b;: 1(^..�y 1,,f.:'i' »�.: :': ;;:r.:� t ,7r li; Ef,'7KS �rY - _Z ' 6 & - N,. }.N •n r/,' a•+ {.. v'/g t } °- 141..•. A. {i; J q, '- 4 : .� �• �. �"„ .:s..- ,',,,� SF :;?F' `�%• � c�!�'t;.� -4� i .� fiy:° a?!" v�'' ��- i��K-•.. x`�?�:�,i'?k`kf�,.�: {;�'"�•�. } + ^b�' Y a1 .:4°.A:it: -A±1.�: E�.�. '{i74 3 '•::.LL+.A v.? r.7.� h . ,- �+.y.w.G a' ;"�i>a��7�.V Z :7. ttvxL ".�.d.. \ri •+.� t,. �.. to f'.. Project: IFLY - Indoor Skydiving - The Annex Client: IFLY Seattle Indoor Skydiving Address: 301 Tukwila Parkway, Tukwila Inspector & Date: Dusty Johnston 5/19/2011 Masonry Sub or Contractor: h��b , " V13 �.yy .:._Ta„,� �'4.�R4%). �- VS :S6 ar .; , DESCRIP TIONa / L OC4TION,Ms:g," a.u'.. � .. ay 9L �a . �¢Va:, l IBC Level of Inspection: (Projects located outside Seattle) Ref. Level 1 1 Level 2 • SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) • Level 2 (Continuous) • 17- 04.5.1/17- 04.5.3 IBC 2006 Ref. 17- 04.5.1/17- 04.5.3 SBC 2006 9th & 10th lifts of CMU wall at grid line AA between 0.5 & 1.5. Approximate square footage completed on this date: Are anchors in place? (if required) : Was reinforcing steel verified? Yes Is reinforcing steel secured in place ?: Grade of reinforcing steel: 60 Manufacturer: Cascade Mills Is high lift grouting approved ?: >MSa #r s - N'n Y s., .�.•.n:.r:���g ir-• -. •, tiwn F. yl.r'1,�. ?. -a = �.'.,t 3+`iy` : , . • ; ; . �� ' It GROUT INFORMATIONI(ASTM C:;�O19�o(e eai;,16r agraph2:1.6);,t a c} u ; 'ii•,�,�,•f; A,v� 4,° V, �c .r , ` '.> h . y?:..' Mix no. /type: 0370030 Grout supplier: Miles Grout preparer: Miles Grout temperature: 61 °F Grout slump: 9" Total yardage: 1.5 Method of consolidation: Vibrator Grout ingredients & weights: 658# Type I /II cement, 2000# sand, 870# 3/8" aggregate and 375# water l k ,:,1. MbA .KV7 " ,;' "v .:' gda'a MORTAR ?IN FORMATI0NgASTMiCd7,80 : V.. ;^':utM "' ` 3 s 25:12 itr i VA Mix no. /type. Mortar supplier: 1 Mortar preparer: Mortar temperature: Mortar ingredients: " >_ ` f ) ''''; 't ' i,. MATERIAL INF. ORMATIONs'(ASTM C :67 /;ASTM C 1',40)`ir 4W .- ;1 Itt' -D7. ;1�.s s ? k, : -kv Block/unit supplier: Block/unit type: •;G 'R 'x^ ,1; q..5, W p ro.ATi d.+ Y :1"s y is < 't "••i':, ' *^t�:, ' i 0, J Y�'§i.• 't1;V if vKt�: ���:•��'_, .:�:F.:t.:� �a� �i; �Q>: n�. �. x�:. x�"€'.; 3�; ?�SAMPLEsINF ..,ORMATIONh „:;.� }�.•.' ��. x.. }, � ,, .. ,jp Were any samples made? No If Yes - see attached report ;' - ' , `; �; ��' ` ?”, 7;??At' Ni'gag°a'-"V- �N,'<K OTHER: INFORMATIONfr r :A:a '- 4,ke vi gZ cDt lgA,g itn . x Weather & ambient temperature: 60 °F Protection methods: Is this a re- inspection? No If yes - original inspection date: lARIVIM *Mi: - . . `'' COMMENTS .∎14 MPr i : A;kiaM'.ra'r' 'a Pe ' ? ° %', , Other'ASTMANetfiod lUsed :; l PICorifoems? &I X IESDoes)NoCCoriform l Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: hL I r H - •t*' , Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADM/N -72 -06 (Rev 02/11) , OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 135496 Project: Address: Client: CONSTRUCTION INSPECTION REPORT IFLY - Indoor Skydiving - The Annex @ South Center 301 Tukwila Parkway, Tukwila IFLY Seattle Indoor Skydiving Permit Number: Job Number: Client Address: 11 -0031 349 Tukwila Parkway, Tukwila WA 98188 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X Inspector and Date Remarks Dusty Johnston 5/25/2011 Inspection was made of the bolt tightness on the (2) end tower frames and the roof, and found to be snug tight as per general note #39 S1.2 of the approved plans. Conforms Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888- OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. ' Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC129948 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Dusty Johnston Description /Location: Slab on grade lines A.A to A between 1 and 5.8. Resteel Verified: Yes 6/3/2011 Dusty Johnston (Grade 60) Placement Data Supplier: CalPortland (Glacier) Mix Number: 3340 Slump Spec: 5 W/C Ratio Spec: .53 Air Spec: N/A Total Yards: 25 Placed Via: Pump Consolidated: Yes Required Strength: 4000 psi Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -4 Design Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 6/3/2011 Mfg: Cascade Actual ❑ Batch Weights /Cubic Yard 564# Type:I/II 1270# 1905# 3/8" Slag (lbs): 300# 60 oz. NON - CHLORIDE ACCELERATOR Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket Made Yards Added C 143 C 231 C 1064 Temp No. No. 12:45 pm 10.00 15 gal. 5" N/A 74 °F 65 °F 7678 404979 Weather: Sunny Date Samples Picked Up: Specimen Number 1 = Discarded Tested in general accordance to: ASTMC39 p ASTMC617 ❑ ASTMC1231 Test Date 6/10/11 Slump Range: -- Air % Range: -- 6/3/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms p Does Not Conform ❑ COMPRESSIVE TEST RESULTS Field Age Size Area Weight Max Load Strength Fracture Type Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 7 4 x 8 12.63 8.84 60,120 4760 2 Copies to: ❑ Client ❑ Engineer En Building Dept ❑ Owner ❑ Contractor Q Batch Plant Architect ❑ Others Technical Responsibility: IaLProjectManagT' This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC130297 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Jerry Graham Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 4/25/2011 Description /Location: CMU wall footing at grid lines AA/0.5 -6, 6 /AA -west end. Resteel Verified: Yes 4/25/2011 Jerry Graham (Grade 60) Placement Data Design Supplier: CalPortland (Glacier) Mix Number: 3000 Slump Spec: 5" +/- 1" W/C Ratio Spec: 0.65 Air Spec: Total Yards: 16 Placed Via: Georgia Buggy Consolidated: Yes Required Strength: 3000 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -4 Cement (Ibs /type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Mfg: Nucor Actual ❑ Batch Weights /Cubic Yard 423# Type: I/II 1410# 1940# 3/4" Slag (lbs): 275# Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket Made Yards Added C 143 C 231 C 1064 Temp No. No. 12:28 pm 16.00 0 gal. 4 3/4" N/A 58 °F 44 °F 7657 391967 Weather: Rainy Slump Range: 4 " -5" Air % Range: Date Samples Picked Up: 4/26/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Mix #3000 is not an approved mix. Contractor chose to place it anyway. Note: Per e -mail from Evin Gibson, PE, Swenson Say Faget, Concrete mix design #3000 is acceptable for the CMU wall footings. REINFORCING / PLACEMENT: Conforms 0 Does Not Conform ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 5/2/11 7 4 x 8 12.57 8.86 46,450 3700 2 5/23/11 28 4 x 8 12.57 8.81 65,080 5180 3 5/23/11 28 4 x 8 12.57 8.83 73,580 5850 4 5/23/11 28 4 x 8 12.57 8.81 65,770 5230 = Discarded Tested in general accordance to: ASTMC39 Ei ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client ❑ Engineer 0 Building Dept ❑ Owner ❑ Contractor 0 Batch Plant Technical Responsibility: Architect ❑ Others 5 2 2 2 alter Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888- OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 GROUT REPORT Report Number: Project: IFLY — Indoor Skydiving — The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Date: 28 April 2011 Client: Address: Inspector: Description / Location: Grout under column bases 3A, 3E, 4E. Resteel grade: 60 Placement Data Supplier: Target grout Ma Mix Number: Total Yards Placed: Specified Strength (psi): 3000 Sampling and Casting of Samples ASTM C 31, C 109 Cast Samples: 1 -3 Cast Samples: Weather: Partly cloudy Date Samples Picked Up: 4/29/2011 Other Test Methods / Standards Used: Specimen Test Number Date 1 5/5/11 2 5/26/11 3 5/26/11 Field Cure Age (Days) 7 28 28 nufacturer: 45554 Permit Number: IFLY Seattle Indoor Skydiving 349 Tukwila Parkway, Tukwila WA 98188 Dusty Johnston Cascade Mills. Batch Weights Cement (type /lbs.): Bag mix — Portland Water (lbs./gal): expanding Fine Agg. (lbs.): Coarse Agg. (size/lbs.): Coarse Agg. (size /lbs.): Cubic Flow Yards ASTM C939 Comments Grout Temp 55 °F D10-295 Admixtures s (specify) Ambient Truck Temp No. 40 °F Ticket No. REINFORCING / PLACEMENT: Conforms X Does Not Conform TEST RESULTS Size Area Max Load Strength Type of Fracture (In.) (Sq.In.) Weight (Lbs.) si (other than cone) 2.01x2.06 4.14 .62# 37,940 9060 2.01x2.05 4.12 .62# 42,690 10,360 2.01x2.06 4.14 .62# 40,400 9760 Tested in general accordance to: ASTM C39 ASTM C78 ASTM C109 X ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Copies to: X Client Contractor X Architect X Building Dept. X Engineer Technical Responsibility: ASTM C1231 !ter nsen Pro'ect M anager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US .. Fax (206) 723 -2221 Form No.: ADMIN -71 -03 (Rev 07/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC129915 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Client: IFLY Seattle Indoor Skydiving Address: 301 Tukwila Parkway, Tukwila Address: 349 Tukwila Parkway, Tukwila Inspector(s): Ross Bogle Date: 4/29/2011 Description /Location: (2) spread footings on grid line 0.4 at B and C.5 and slab on grade with thickened edges at B to C.5 and 1 to 0.4. Reinforcing steel was inspected and found to be placed per approved plans. Resteel Verified: Yes 4/29/2011 Ross Bogle (Grade 60) Mfg: Nucor Placement Data Design p Actual ❑ Batch Weights /Cubic Yard Supplier: CalPortland (Glacier) Cement (Ibs /type): 400# Type: I Mix Number: 1944 Fine Agg. (lbs): 1525# Slump Spec: 4 " -5" Coarse Agg. (Ibs /size): 1835# 3/4" Slag (lbs): W/C Ratio Spec: 0.53 Coarse Agg. (lbs/size): Air Spec: 5% +/- 1% Coarse Agg. (lbs/size): Total Yards: 12 Fly Ash (Ibs): 70# Placed Via: Chute Water (lbs or gal): 250# Consolidated: Yes Admixtures (specify): 85 oz. DARASET 200 Required Strength: 3000 psi at 28 days. Sampling. and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1 -4 12:30 pm 10.00 0 gal. 5" 5.2% 63 °F 50 °F 7347 393690 Weather: Partly Cloudy Slump Range: 4 " -5" Air % Range: 5% +/- 1% Date Samples Picked Up: 5/2/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Does Not Conform ❑ Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 5/6/11 7 4 x 8 12.63 8.92 43,850 3470 2 5/27/11 28 4 x 8 12.63 8.83 66,850 5290 3 5/27/11 28 4 x 8 12.63 8.96 64,810 5130 4 5/27/11 28 4 x 8 12.63 8.82 68,090 5390 • = Discarded — — — — Tested in general accordance to: ASTMC39 p ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client ❑ Engineer 0 Building Dept ❑ Owner ❑ Contractor In Batch Plant Architect ❑ Others Technical Responsibility: ter H nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 ' OTTO ROSENAU & ASSOCIATES, INC. . Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC129941 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Dusty Johnston Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 5/19/2011 Description /Location: Slabs on metal decking, plenum and observation levels. Reinforced with mesh. Resteel Verified: Yes 5/19/2011 Dusty Johnston Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: CalPortland (Glacier) 3140 5" .55 N/A 40 Pump Yes 3000 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Time Cubic Made Yards Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cast Samples: 1 -4 8:00 am 10.00 Water Slump Added C 143 10 gal. 5" Mfg: Actual ❑ 470# Type: 1/1I 1500# 1840# 3/8" Batch Weights /Cubic Yard 260# Air % C 231 Conc.Temp C 1064 N/A 62 °F Slag (lbs): Ambient Truck Ticket Temp No. No. 50 °F 7535 399553 Weather: Fair Date Samples Picked Up: 5/20/2011 Specimen Number 1 * = Discarded Tested in general accordance to: ASTMC39 Test Date 5/26/11 Field Cure Slump Range: Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM c31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Age Size (Days) (in.) 7 4x8 Copies to: ❑ Client ❑ Engineer n Building Dept ❑ Owner ❑ Contractor M Batch Plant Architect ❑ Others Area Weight (Sq.ln.) (Lbs.) 12.63 8.34 ASTMC617 ❑ Does Not Conform ❑ Max Load Strength Fracture Type (Lbs.) (psi) (other than cone) 34,800 2760 5 ASTMC1231 Technical Responsibility: , roject Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. ,-.euee°) ate. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT 18 2tri Job Number: 11 -0031 Report Number: RC130281 Permit Numb . D10 ' tv' cOMwtUN Tff nvEUOPFr Project: IFLY - Indoor Skydiving - The Annex @ South Center Client: IFLY Seattle Indoor Skydiving Address: 301 Tukwila Parkway, Tukwila Address: 349 Tukwila Parkway, Tukwila Inspector(s): Jerry Graham Date: 4/5/2011 Description /Location: Plenum walls: B/1 -6 (including pilasters at B /1, B /2, B/3, B/4, B/5 and B /6). Please note that the missing reinforcing steel and anchor bolts noted on report 126189 dated 3/29 were properly installed today. Resteel Verified: Yes 4/5/2011 Jerry Graham (Grade 60) Mfg: Nucor Placement Data Design ❑ Actual 0 Batch Weights /Cubic Yard Supplier: CalPortland (Glacier) Cement (lbs/type): 469# Type: I Mix Number: 3100 Fine Agg. (lbs): 1440.3# Slump Spec: 5" +/- 1" Coarse Agg. (lbs/size): 1895.5# 3/4" Slag (lbs): W/C Ratio Spec: .55 Coarse Agg. (lbs/size): Air Spec: n/a Coarse Agg. (lbs/size): Total Yards: 100 Fly Ash (lbs): Placed Via: Boom Pump Water (lbs or gal): 246.2# Consolidated: Yes Admixtures (specify): 51.2 oz. NON - CHLORIDE ACCELERATOR Required Strength: 4000 psi at 28 days. Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1 -5 3:07 pm 30.00 10 gal. 4 3/4" n/a 65 °F 43 °F 7639 385453 Weather: Rainy Date Samples Picked Up: Calculated W/C Ratio =.524 Slump Range: 4 -5" Air % Range: n/a 4/6/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms 51 Does Not Conform ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 4/12/11 7 4 x 8 12.57 8.86 60,170 4790 2 5/3/11 28 4 x 8 12.57 8.9 82,190 6540 3 5/3/11 28 4 x 8 12.57 8.84 80,920 6440 4 5/3/11 28 4 x 8 12.57 8.87 80,420 6400 5 4/11/11 6 4 x 8 12.57 8.87 54,570 4340 • = Discarded Tested in general accordance to: ASTMC39 0 ASTMC617 ❑ ASTMC1231 [] Copies to: ❑ Client ❑ Engineer 5 Building Dept ❑ Owner ❑ Contractor 0 Batch Plant Architect ❑ Others Technical Responsibility: 5 2 2 2 5 , Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888- OTTO -4 -US -- Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. MAY 18 20» Geotechnical Engineering, Construction Inspection & Materials Testing L., CONCRETE REPORT rp�ljEidT Report Number: RC130318 Permit Number: D10 -295 Job Number: 11 -0031 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Paul Kanikkeberg Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 4/20/2011 Description /Location: Elevator pit at grid lines AA- A/2.7 -3. The inspected work was found to be done as per approved plans and details. Resteel Verified: Yes 4/20/2011 Paul Kanikkeberg (Grade 60) Mfg: Cascade Placement Data Design 0 Actual ❑ Batch Weights /Cubic Yard Supplier: CalPortland (Glacier) Cement (lbs/type): 423# Type: 1/1I Mix Number: 3000 Fine Agg. (lbs): 1410# Slump Spec: 4" +/- 1" Coarse Agg. (Ibs /size): 1940# 3/4" Slag (lbs): W/C Ratio Spec: 0.65 Coarse Agg. (lbs/size): Air Spec: N/A Coarse Agg. (lbs/size): Total Yards: 4 Fly Ash (Ibs): Placed Via: Wheelbarrow Water (lbs or gal): 275# Consolidated: Yes Admixtures (specify): Required Strength: 3000 psi at 28 days. Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 2:30 pm 4.00 0 gal. 4 1/2" N/A 60 °F 53 °F 7631 390500 Weather: Cloudy Date Samples Picked Up: Specimen Number Slump Range: 4 1/2" Air % Range: N/A 4/21/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31. Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms 0 Does Not Conform ❑ COMPRESSIVE TEST RESULTS Test Field Age Size Area Weight Max Load Strength Fracture Type Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 4/27/11 7 4 x 8 12.63 8.89 46,710 3700 * = Discarded Tested in general accordance to: ASTMC39 p ASTMC617 ❑ Copies to: ❑ Client ❑ Engineer Q Building Dept ❑ Owner ❑ Contractor Q Batch Plant Architect ❑ Others ASTMC 1231 Technical Responsibility: er Ha en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing M•y17 ) MAY 18 zo11, Job Number: 11 -0031 CONCRETE REPORT DEVELOPMENT Report Number: RC130297 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Jerry Graham Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 4/25/2011 Description /Location: CMU wall footing at grid lines AA/0.5 -6, 6 /AA -west end. Resteel Verified: Yes 4/25/2011 Jerry Graham (Grade 60) Mfg: Nucor Placement Data Supplier: CalPortland (Glacier) Mix Number: 3000 Slump Spec: 5" +/- 1" W/C Ratio Spec: 0.65 Air Spec: Total Yards: 16 Placed Via: Georgia Buggy Consolidated: Yes Required Strength: 3000 psi at 28 days. Design n Actual ❑ Batch Weights /Cubic Yard Cement (lbs/type): 423# Type: I/II Fine Agg. (lbs): 1410# Coarse Agg. (lbs/size): 1940# 3/4" Slag (lbs): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Fly Ash (lbs): Water (Ibs or gal): 275# Admixtures (specify): Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1 -4 12:28 pm 16.00 0 gal. 4 3/4" N/A 58 °F 44 °F 7657 391967 Weather: Rainy Slump Range: 4 " -5" Air % Range: Date Samples Picked Up: 4/26/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Mix #3000 is not an approved mix. Contractor chose to place it anyway. Note: Per e-mail from Evin Gibson, PE, Swenson Say Faget, Concrete mix design #3000 is acceptable for the CMU wall footings. Specimen Number 1 " = Discarded Tested in general accordance to: ASTMC39 ASTMC617 ❑ Test Date 5/2/11 REINFORCING / PLACEMENT: Conforms n Does Not Conform ❑ COMPRESSIVE TEST RESULTS Field Age Size Area Weight Max Load Strength Fracture Type Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 7 4 x 8 12.57 8.86 46,450 3700 Copies to: ❑ Client ❑ Engineer Q Building Dept ❑ Owner ❑ Contractor 2 Batch Plant Architect ❑ Others ASTMC 1231 Technical Responsibility: 5 er H en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 . OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: GROUT REPORT 11 -0031 Report Number: ,.. r) MAY 1820111 Vagleir 45554 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ Client: IFLY Seattle Indoor Skydiving South Center Address: 301 Tukwila Parkway, Tukwila Address: 349 Tukwila Parkway, Tukwila WA 98188 Date: 28 April 2011 Inspector: Dusty Johnston Description / Location: Grout under column bases 3A, 3E, 4E. Resteel grade: 60 Placement Data Supplier: Target grout Manufacturer: Cascade Mills. Mix Number: Total Yards Placed: Specified Strength (psi): 3000 Sampling and Casting of Samples ASTM C 31, C 109 Cast Samples: 1 -3 Cast Samples: Weather: Partly cloudy Date Samples Picked Up: 4/29/2011 Other Test Methods / Standards Used: Batch Weights Cement (type /lbs.): Bag mix - Portland Water (lbs. /gal): expanding Fine Agg. (lbs.): Admixtures (specify) Coarse Agg. (size /lbs.): Coarse Agg. (size /lbs.): Cubic Flow Grout Ambient Truck Ticket Yards ASTM C939 Temp Temp No. No. 55 °F 40 °F Comments REINFORCING / PLACEMENT: Conforms X Does Not Conform TEST RESULTS , Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days) (In.) (Sq.In.) Weight (Lbs.Z (psi) (other than cone) 1 5/5/11 7 2.01x2.06 4.14 .62# 37,940 9060 Tested in general accordance to: ASTM C39 ASTM C78 ASTM C109 X ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Copies to: X Client Contractor X Architect X Building Dept. Technical Responsibility: X Engineer .. er en, Project Manager ASTM C1231 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -71 -03 (Rev 07/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC129915 Permit Number: D10 -295 Job Number: 11 -0031 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Ross Bogle Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 4/29/2011 MAY 182iyi1 DEVELOP v E dP T Description /Location: (2) spread footings on grid line 0.4 at B and C.5 and slab on grade with thickened edges at B to C.5 and 1 to 0.4. Reinforcing steel was inspected and found to be placed per approved plans. Resteel Verified: Yes 4/29/2011 Ross Bogle (Grade 60) Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: CalPortland (Glacier) 1944 4 " -5" 0.53 5% +/- 1% 12 Chute Consolidated: Yes Required Strength: 3000 psi at 28 days. Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 12:30 pm Cubic Yards Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C143 Mfg: Nucor Actual ❑ 400# Type: I 1525# 1835# 3/4" Batch Weights /Cubic Yard 70# 250# 85 oz. DARASET 200 Air % C 231 Conc.Temp C 1064 10.00 0 gal. 5" 5.2% 63 °F Slag (lbs): Ambient Temp 50 °F Truck Ticket No. No. 7347 393690 Weather: Partly Cloudy Date Samples Picked Up: Specimen Number Slump Range: 4 " -5" Air % Range: 5% +/- 1% 5/2/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Test Field Age Date Cure (Days) REINFORCING / PLACEMENT: Conforms MI Does Not Conform ❑ COMPRESSIVE TEST RESULTS Size Area Weight Max Load Strength Fracture Type (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 5/6/11 7 4 x 8 12.63 8.92 43,850 3470 * = Discarded Tested in general accordance to: ASTMC39 © ASTMC617 ❑ Copies to: ❑ Client ❑ Engineer n Building Dept ❑ Owner ❑ Contractor ri Batch Plant Architect ❑ Others ASTMC1231 Technical Responsibility: /' Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC130278 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Jerry Graham Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 3/30/201.1 Description /Location: Plenum walls at grid lines 1 /A -D & D/1 -3 (including pilasters at D/1 & D /2). Resteel Verified: Yes 3/22/2011 John Reeder (Grade 60) Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: CalPortland (Glacier) 3100 5" +/- 1" 0.55 70 Boom Pump Yes Required Strength: 4000 psi at 28 days. Sampling and Testing Data Time Cubic ASTM C 172, C 31 Made Yards Cast Samples: 1 -5 2:11 pm Design Cement (Ibs /type): Fine Agg. (lbs): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Water Slump Added C 143 10.00 0gal. 43/4" Mfg: Nucor Actual ❑ 470# Type: 1 1445# 1900# 3/4" Batch Weights /Cubic Yard Slag (lbs): 260# 25 oz. NON - CHLORIDE ACCELERATOR Air% C 231 N/A Conc.Temp C 1064 62 °F Ambient Temp 52 °F HW �uJ mezr OQ Truck Ticket No. No. 7657 383814 Weather: Rainy Date Samples Picked Up: 3/31/2011 Specimen Number Test Date Field Cure 1 4/6/11 2 4/27/11 3 4/27/11 4 4/27/11 4/5/11 X FC5 = Discarded Tested in general accordance to: ASTMC39 2 ASTMC617 ❑ ASTMC1231 Slump Range: 4 " -5" Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Age Size Area Weight Max Load Strength (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) 7 4 x 8 12.63 8.79 59,360 4700 28 4 x 8 12.63 8.79 79,530 6300 28 4 x 8 12.63 8.78 79,830 6320 28 4 x 8 12.63 8.81 79,530 6300 6 4 x 8 12.57 8.85 54,040 4300 Copies to: ❑ Client ❑ Engineer n Building Dept ❑ Owner ❑ Contractor 5 Batch Plant Architect ❑ Others Technical Responsibility: Does Not Conform ❑ Fracture Type (other than cone) 5 r Han en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL - AGGREGATE BY NUCLEAR METHOD REPORT (ASTM D6938, WSDOT T310) Job No.: 11 -0031 1 Report No.: 133938 I Permit No.: D10 -295 Location / Station Project: IFLY - Indoor Skydiving - The Annex @ Southcenter Client: IFLY Seattle Indoor Skydiving Address: 301 Tukwila Parkway, Tukwila Address: 349 Tukwila Parkway, Tukwila WA 98188 Date: 4/19/2011 Inspector: Chris Pratt Moisture % Type of Monitoring: Li Full Time LEI Periodic ❑ None Lab Maximum Dry Densities Testing Equipment: ❑ CPN .1 Troxler ID: H Corrected Uncorrected Soils I.D. Soil Description Dry Density Optimum Moisture ASTM Method Dry Density Optimum Moisture Oversize % Rock Wet/DS: 625 4914 Gray poorly - graded sand w /silt and gravel 138.6 7.3% D1557 -C 136.1 8.0% 10.3 Xi: 0.3 140.0 6.4 131.6 138.6 95% Yes 3 H2O /MS: 2441 Monitored Placement & Compaction: Yes 11 No L2l 1 Percent Compaction Required: 95% ii .. :;* ?•:::, :': °. Xi: -0.2 Test Location / Station Test Method Source Rod Depth +/- From Finish Grade Depth of Fill Soil ID Wet Density Moisture % Dry Density Max. Dry Density % Comp. Conforms 1 Elevator base DT 12" At grade 18" 4914 139.5 6.3 131.2 138.6 95% Yes 2 140.0 6.4 131.6 138.6 95% Yes 3 West side wall footing, south 10" 12 " -18" " 139.3 6.2 131.2 138.6 95% Yes 4 West side wall footing, middle 12" " " 140.8 6.7 132.0 138.6 95% Yes 5 West side wall footing, north " 10" 142.4 6.8 133.3 138.6 96% Yes 6 West side wall footing, middle " 12" " 139.7 6.5 131.2 138.6 95% Yes Compaction Methods & Equipment: Middle sized roller IBS = Backscatter CDT = Direct Transmission All Density values are in PCF unless noted otherwise WSDOT jobs only: Did each test location represent two readings (initial & 90° reading) that were within 3lbs /cf of each other? If no please see below. Yes n No n WSDOT jobs only: If the two readings (initial & 90° reading) were not within 3lbs /cf of each other, are retests indicated above? Yes ❑ No ❑ Comments: ORA Test Equipment: CPN Model #MC3 Serial Numbers: ID: A M300805837; ID: B M320706693; ID: C M39068932; ID: D M39089013 ID: E M350402593; ID G. M320906 39 ansen Project Test Equipment: Troxler Model #3440 Serial Numbers: ID: F 28933; ID: H 36053 REPORT DISTRIBUTION: El ❑ Contractor Client El Engineer 0 Building Dept. ❑ Owner IO Architect ❑ Other Form No.: ADMIN 101- 06(Rev. 02/11) Technical Responsibility: !ter C. oject Manager This report applies only to the items tested and is the exclusive property of the client and Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, WA 98118 -- Phone (206) 725 -4600 - Fax (206) 723 -2221 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC129912 Permit Number: D10-295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Client: IFLY Seattle Indoor Skydiving el N Address: 301 Tukwila Parkway, Tukwila Address: 349 Tukwila Parkway, Tukwila �m Inspector(s): Ross Bogle Date: 4/21/2011 i .. iii ( „ r 9 0 Description /Location: Wall (elevator pit) at grid lines AA to B on 3. Reinforcing steel was inspected and found to be placeer ° o approved plans. Resteel Verified: Yes 4/21/2011 Ross Bogle (Grade 60) Mfg: Nucor Placement Data Supplier: Mix Number: Slump. Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: CalPortland (Glacier) 3100 4 " -5” 0.55 N/A 3 Chute Yes Required Strength: 4000 psi at 28 days. Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 12:15 pm Design in Actual ❑ 470# Type: I 1440# 1900# 3/4" Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Batch Weights /Cubic Yard 260# Slag (lbs): Admixtures (specify): 25 oz. NON - CHLORIDE ACCELERATOR Cubic Water Slump Yards Added C 143 3.00 8 gal. 5" Air % Conc.Temp Ambient Truck Ticket C 231 C 1064 Temp No. No. N/A 63 °F 50 °F 5350 390916 Weather: Partly Cloudy Date Samples Picked Up: 4/22/2011 Specimen Number Test Field Age Date Cure (Days) Slump Range: 4 " -5" Air % Range: N/A Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS 1 4/28/11 7 • = Discarded Tested in general accordance to: ASTMC39 Copies to: ❑ Client ❑ Engineer 0 Building Dept ❑ Owner ❑ Contractor MI Batch Plant Architect 11 Others Size Area (in.) (Sq.ln.) 4 x 8 12.62 Weight (Lbs.) 8.83 tn ASTM C31, Exclude C31- 10.1.2 Does Not Conform ❑ Max Load Strength Fracture Type (Lbs.) (psi) (other than cone) 49,890 3950 5 ASTMC617 ❑ ASTMC1231 Technical Responsibility: • H . n ' = n, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 f OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number. 11 -0031 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 121977 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Client: IFLY Seattle Indoor Skydiving Center Address: 301 Tukwila Parkway, Tukwila Inspector: Jerry Graham Address: 349 Tukwila Parkway, Tukwila WA 98188 Date: 4/25/2011 Description /Location: Inspected the installation of epoxy grouted reinforcing steel dowels for CMU wall at existing footing on grid line AA. Intended Use: Connection to existing footing Building Code & Year: 2006 IBC C.1 Reinforcing Steel Thread • All Bar /Dowel Size & Quantity: #5 (20) Anchor Size & Quantity: Rebar Manufacturer: Nucor Type of Steel (ASTM): A -36 Other: A -325 A-449 • • • Rebar Grade: • 40 ►Z1 60 • Other: • Type of Bar: ►∎ A -615 • A -706 • A -775 • Other: Special Ductile Quality (SDQ): • Yes ►5 No Anchor Length: 36" Hole Depth: 4 " -5" Required Embedment: 4" Hole Diameter: 3/4" Concrete Thickness: Varies Concrete Strength: 3000 Base Material: ® Normal Weight Concrete ❑ Light Weight Concrete ❑ CMU ❑ Brick ❑ Composite Deck Hole Cleaning: ® Compressed Air ❑ Hand Pump ❑ Other: Compressed Air PSI: Brushed: ® Yes ❑ No Hole Condition: ® Dry ❑ Damp ❑ Water Saturated ❑ Submerged Drill Bit (ANSI B212.15): ® Yes ❑ No Approved Diamond Cored Hole: ❑ Yes ® No Adhesive Type: Hilti Hit -Re 500 Expiration Date: 8/11 ICC ESR #: 1682 Weather: Rainy Ambient Temperature: 42 °F Substrate Temperature: 40 °F Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -86 -01 (Rev 09/09) OTTO ROSENAU & ASSOCIATES, INC. ?tpCEtVED !APR 22 2M11 Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 11 -0031 Report Number: RC 129899 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Ross Bogle Description /Location: Slab on grade at grid lines B to D and 1 to 6. approved plans. Resteel Verified: Yes 3/10/2011 Jerry Graham (Grade 60) Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: CalPortland (Glacier) 1944 4 " -5' 0.53 144 Pump Yes 3000 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -4 Permit Nu Client: IFLY Seattle Indoor Skydivi V 1_O NPdr 1T Address: 349 Tukwila Parkway, Tukwila Date: 3/11/2011 Reinforcing steel was inspected and found to be placed as per the Mfg: Nucor Design p Actual ❑ Batch Weights /Cubic Yard 400# Type: I 1525# 1835# 3/4" Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Fly Ash (lbs): Water (Ibs or gal): Admixtures (specify): Slag (lbs): 70# 250# 85 oz. NON- CHLORIDE ACCELERATOR Time Cubic Water Slump Air % Conc.Temp Made Yards Added C 143 C 231 C 1064 7:37 am 40.00 10 gal. 5" N/A 63 °F Ambient Truck Ticket Temp No. No. 42 °F 7657 378178 Weather: Overcast Date Samples Picked Up: Specimen Number 1 2 3 4 = Discarded `Tested in general accordance to: Test Date 3/18/11 4/8/11 4/8/11._ 4/8/11 3/14/2011 Field Cure Slump Range: 4 " -5" Air % Range: N/A Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms MI Does Not Conform COMPRESSIVE TEST RESULTS Age Size (Days) (in.) 7 4x8 28 4x8 28 4x8 28 4x8 Area Weight Max Load (Sq.ln.) (Lbs.) (Lbs.) 12.63 8.8 42,280 12.63 8.79 62,980 12.63 8.87 61,570 12.63 8.77 61,330 ASTMC39 p ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client ❑ Engineer Q Building Dept U Owner ❑ Contractor ni Batch Plant Architect ❑ Others Technical Responsibility: Strength Fracture Type (psi) (other than cone) 3350 4990 4880 4860 er an en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing GEOTECHNICAL INSPECTION REPORT Report Number: 113457 Description: Observe Fill Placement and Soil Sample Pick -Up APR 2 2 20111 COMMUNITY DEVELOPMENT C Project: IFLY- Indoor Skydiving Permit Number: I 10-29 Address: 301 Tukwila Parkway, Tukwila, WA Job Number: 11 -0031 Client: IFLY Seattle Indoor Skydiving Client Address: 349 Tukwila Parkway, Tukwila, WA Inspector and Date Remarks Scott Hoobler, PE 04/04/2011 Arrived on site as requested to observe the placement of recycled glass material for wall backfill located in the southeast corner of the building. Also, ORA representative went to Lloyd's pit in Milton, Washington to obtain by a representative sample of the gravel borrow material to be used as the cap material (upper 4 feet of the wall backfill) above the recycled glass wall backfill. The recycled glass backfill behaved similar to pea gravel under compactive effort and displaced significantly beneath the walk- behind vibratory roller. See the attached Figures for the placement of the recycled glass backfill. Copies to: X Client X Architect X Engineer Contractor X Building Dept. Technical Responsibility: Anthon ' oyne, Senior ngineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN- 100 -01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. RECEIVED Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC130281 Permit Numbe Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Jerry Graham Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 4/5/2011 COMIVIUNcry DEVELOP 4E-NT Description /Location: Plenum walls: B/1-6 (including pilasters at B /1, B /2, B /3, B/4, B/5 and B /6). Please note that the missing reinforcing steel and anchor bolts noted on report 126189 dated 3/29 were properly installed today. Resteel Verified: Yes 4/5/2011 Jerry Graham (Grade 60) Mfg: Nucor Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: CalPortland (Glacier) 3100 5" +/- 1" .55 n/a 100 Boom Pump Consolidated: Yes Required Strength: 4000 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Time Made Cast Samples: 1 -5 3:07 pm Design ❑ Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Cubic Yards 30.00 Water Added 10 gal. Actual 469# 1440.3# 1895.5# 3/4" 5 Batch Weights /Cubic Yard Type: I Slag (Ibs): 246.2# 51.2 oz. NON - CHLORIDE ACCELERATOR Slump Air % Conc.Temp C 143 C 231 C 1064 4 3/4" n/a 65 °F Ambient Truck Temp No. Ticket No. 43 °F 7639 385453 Weather: Rainy Date Samples Picked Up: Calculated W/C Ratio =.524 Specimen Number Slump Range: 4 -5" Air % Range: n/a 4/6/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Test Field Age Size Area Weight Date Cure (Days) (in.) (Sq.ln.) (Lbs.) 1 5 = Discarded Tested in general accordance to: ASTMC39 4/12/11 7 4 x 8 12.57 8.86 4/11/11 6 4 x 8 12.57 8.87 Copies to: ❑ Client ❑ Engineer Mi Building Dept ❑ Owner ❑ Contractor 5 Batch Plant Architect ❑ Others Max Load (Lbs.) 60,170 54,570 ASTMC617 ❑ ASTMC1231 Technical Responsibility: Strength (psi) 4790 4340 Does Not Conform ❑ Fracture Type (other than cone) 5 5 r a sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 PR 22 2011 COLklatOcE DENSITY AND WATER CONTENT OF SOIL AND SOIL - AGGREGATE BY NUCLEAR METHOD REPORT (ASTM D6938, WSDOT T310) PhlEtaT GA OTTO ROSENAU & ASSOCIATES, INC. Job ko.: 11 -0031 1 Report No.: 133900 Permit No.:62;10 -295 • S' Project: IFLY - Indoor Skydiving - The Annex @ Southcenter Client: IFLY Seattle Indoor Skydiving Address: 301 Tukwila Parkway, Tukwila Address: 349 Tukwila Parkway, Tukwila WA 98188 Date: 4/7/2011 Inspector: Eland Breiter Moisture % Type of Monitoring: LJ Full Time LI Periodic ❑ None Lab Maximum Dry Densities Testing Equipment: ❑ CPN ' Troxler ID: H Corrected Uncorrected Soils I.D. Soil Description Dry Density Optimum Moisture ASTM Method Dry Density Optimum Moisture Oversize % Rock Wet/DS: 2434 4914 Gravel borrow with glass 138.6 7.3% D1557 -C 136.1 8.0% 10.3 Xi: -0.6 143.3 7.4 133.4 138.6 96% Yes 3 H2O /MS: 628 Monitored Placement & Compaction: Yes U No U 1 Percent Compaction Required: 95 %"Y z 8" Xi: 0.2 Test Location / Station Test Method Source Rod Depth +/- From Finish Grade Depth of Fill Soil ID Wet Density Moisture % Dry Density Max. Dry Density % Comp. Conforms 1 5' east, 15' south of NE bldg corner DT 10" minus 1' 3' 4914 143.5 7.3 133.7 138.6 96% Yes 2 10' east of SE bulding corner minus 3' 1' 143.3 7.4 133.4 138.6 96% Yes 3 20' north, 10' east of SE bldg corner " 8" minus 3' 1' 143.8 6.7 134.8 138.6 97% Yes 4 5 6 Compaction Methods & Equipment: Medium sized drum roller IBS = Backscatter IDT = Direct Transmission All Density values are in PCF unless noted otherwise WSDOT jobs only: Did each test location represent two readings (initial & 90° reading) that were within 3lbs /cf of each other? If no please see below. Yes n No n WSDOT jobs only: If the two readings (initial & 90° reading) were not within 3Ibs /cf of each other, are retests indicated above? Yes ❑ No ❑ Comments: Filter fabric was placed between the crushed recycled glass at depth and the gravel borrow being placed in the upper 4 feet. ORA Test Equipment: CPN Model #MC3 Serial Numbers: ID: A M300805837; ID: B M320706693; ID: C M39068932; ID: D M39089013 ID: E M350402593; ID M32090 39 ORA Test Equipment: Troxler Model #3440 Serial Numbers: ID: F 28933; ID: H 36053 REPORT DISTRIBUTION: ❑ Contractor Client El Engineer • Building Dept. ❑ Owner 0 Architect ❑ Other El Form No.: ADMIN 101- 06(Rev. 02/11) Technical Responsibility: ter . nsen, Project Manager This report applies only to the items tested and is the exclusive property of the client and Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, WA 98118 Phone (206) 725 -4600 — Fax (206) 723 -2221 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 121972 Permit Number: Project: IFLY - Indoor Skydiving - The Annex @ South Client: IFLY Seattle Indoor Skydiving Center Address: 301 Tukwila Parkway, Tukwila Inspector: Jerry Graham RECEIVED itAPR 22 2011! DEVE MOPUIV1ENT Address: 349 Tukwila Parkway, Tukwila WA 98188 Date: 4/13/2011 Description /Location: Beam pockets at grid lines B/4.8, B/4.4, B/2.8, B/2.5, B/2.3, D/2.3, D/2.5, D/2.8, D/4.2, D/4.4, D/4.8. Intended Use: Beam pocket anchors Building Code & Year: 2006 IBC • Reinforcing Steel ■ All Thread Bar /Dowel Size & Quantity: Anchor Size & Quantity: 3/4" (22) Rebar Manufacturer: Type of Steel (ASTM): A -449 ►5 A -36 • A -325 • Rebar Grade: • 40 • 60 • Other: ►1 Other: HAS Type of Bar: • A -615 • A -706 • A -775 • Other: Special Ductile Quality (SDQ): • Yes • No Anchor Length: 10" & 12" Hole Depth: 4" - 7" Required Embedment: 4" Hole Diameter: 7/8" Concrete Thickness: Top of wall Concrete Strength: 4000 Concrete Base Material: 4 Normal Weight Concrete • Light Weight • CMU • Brick • Composite Deck Hole Cleaning: @ Compressed Air • Hand Pump • Other: Compressed Air PSI: 120 Hole Condition: Brushed: ►/ Yes • No • Dry ►/ Damp • Water Saturated • Submerged No Approved Diamond Cored Drill Bit (ANSI B212.15): ■ Yes • Hole: • Yes ►.1 No Adhesive Type: Hilti Hit -RE 500 Expiration Date: 08/11 ICC ESR #: 1682 Weather: Rainy Ambient Temperature: 43 °F Substrate Temperature: 42 °F omments Anchor at B/4.2 not drilled deep enough because of rebar. 16`x. Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: Conforms X Does Not Conform !ter C en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -86 -01 (Rev 09/09) OTTO ROS E NAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing REC �=� Job Number: 11 -0031 CONCRETE REPORT Report Number: RC130274 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Jerry Graham Description /Location: Resteel Verified: Yes Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 3/24/2011 'PR 2 9 2011 COMMUI DEVELOPti'ltN Plenum walls at grid lines 6 /B -D and D/6 -4 including pilasters at D /6, D /5, & D /4. Reinspected pilasters at E/3 & E /4. Items noted in report #134880 dated 3/22/2011 were corrected. Anchor bolts were properly installed at top of pilasters. 3/24/2011 Jerry Graham (Grade 60) Mfg: Nucor Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: CalPortland (Glacier) 3100 4" +/- 1" 0.55 58 Boom Pump Yes Required Strength: 4000 psi at 28 days. Sampling and Testing Data Time Cubic ASTM C 172, C 31 Made Yards Cast Samples: 1 -6 2:28 pm Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (Ibs /size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (Ibs or gal): Admixtures (specify): Water Slump Added C 143 20.00 10 gal. 5" Actual ❑ 470# Type: 1/1I 1450# 1900# 3/4" Batch Weights /Cubic Yard 260# Air % C 231 Conc.Temp C 1064 N/A 61 °F Slag (lbs): Ambient Temp 43 °F Truck Ticket No. No. 7641 382285 Weather: Cloudy Date Samples Picked Up: 3/25/2011 Slump Range: 4 " -5" Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31. Exclude C31- 10.1.2 Comments See attached for additional test results Copies to: ❑ Client ❑ Engineer n Building Dept ❑ Owner ❑ Contractor n Batch Plant Architect ❑ Others REINFORCING / PLACEMENT: Conforms Technical Responsibility: Does Not Conform ❑ ter Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN- 62c -04 (Rev 09/06) Page 1 of 2 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC130274 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Jerry Graham Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 3/24/2011 COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.In.) (Lbs.) (Lbs.) (psi) (other than cone) 1 3/31/11 7 4 x 8 12.63 8.75 48,010 3800 2 2 4/21 /11 28 4 x 8 12.63 8.79 68,700 5440 3 4/21/11 28 4 x 8 12.63 8.73 69,460 5500 4 4/21/11 28 4 x 8 12.63 8.78 69,310 5490 5 4/21/11 28 4 x 8 12.63 8.75 69,130 5470 6 4/21/11 28 4 x 8 12.63 8.78 66,550 5270 *= Discarded Tested in general accordance to: ASTMC39 MI ASTMC617 ❑ ASTMC1231 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN- 62c -04 (Rev 09/06) Page 2 of 2 OTTO ROSENAU & ASSOCIATES, INC. IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL - AGGREGATE BY NUCLEAR METHOD REPORT (ASTM D6938, WSDOT T310) Job No.: 11 -0031 1 Report No.: 133903 1 Permit No.: D10 -295 Location / Station Project: IFLY - Indoor Skydiving - The Annex @ Southcenter Client: IFLY Seattle Indoor Skydiving Address: 301 Tukwila Parkway, Tukwila Address: 349 Tukwila Parkway, Tukwila WA 98188 Date: 4/12/2011 Inspector: Eland Breiter Moisture % Type of Monitoring: L I Full Time U Periodic ❑ None Lab Maximum Dry Densities Testing Equipment: i CPN ❑ Troxler ID: D Corrected Uncorrected Soils I.D. Soil Description Dry Density Optimum Moisture ASTM Method Dry Density Optimum Moisture Oversize % Rock Wet/DS: 33270 4914 Gravel borrow with glass 138.6 7.3% D1557 -C 136.1 8.0% 10.3 Xi: 0.95 141.2 6.0 133.2 138.6 96% Yes 3 H2O /MS: 9295 Monitored Placement & Compaction: Yes LJ No U 1 Percent Compaction Required: 95% . - -; . :: 7.` = =:7 Xi: 0.97 Test Location / Station Test Method Source Rod Depth +/- From Finish Grade Depth of Fill Soil ID Wet Density Moisture % Dry Density Max. Dry Density %Comp. Conforms 1 10' E, 10' S of NE corner of bldg DT 10" minus 6" 4' 4914 145.4 7.6 135.2 138.6 98% Yes 2 10' E, 35' S of NE corner of bldg 8" 141.2 6.0 133.2 138.6 96% Yes 3 5' E of SE corner of bldg " II II II 143.0 7.8 132.6 138.6 96% Yes 4 10' S, 15' W of SE corner of bldg 10" minus 2' 2' 143.8 6.8 134.7 138.6 97% Yes 5 5' S, 5' E of SW corner of bldg " " 141.2 7.3 131.6 138.6 95% Yes 6 5' N, 15' W of NE corner of bldg 8" minus 6" 4' 140.6 6.8 131.7 138.6 95% Yes Compaction Methods & Equipment: Medium sized drum roller, jumping jack IBS = Backscatter CDT = Direct Transmission All Density values are in PCF unless noted otherwise WSDOT jobs only: Did each test location represent two readings (initial & 90° reading) that were within 3lbs /cf of each other? If no please see below. WSDOT jobs only: If the two readings (initial & 90° reading) were not within 3lbs /cf of each other, are retests indicated above? Yes n No n Yes ❑ No El Comments: Lloyd's Earthmoving continues to backfill the foundation with crushed glass at depth and gravel barrow within the upper four feet. ORA Test Equipment: CPN Model #MC3 Serial Numbers: ID: A M300805837; ID: B M320706693; ID: C M39068932; ID: D M39089013 ID: E M350402593; ID G: M320906739 ORA Test Equipment: Troxler Model #3440 Serial Numbers: ID: F 28933; ID: H 36053 REPORT DISTRIBUTION: ❑ Contractor Gient El Engineer El Building Dept. ❑ Owner IO Architect ❑ Other 0 Form No.: ADMIN 101- 06(Rev. 02/11) Technical Responsibility: ansen, Project Manager This report applies only to the items tested and is the exclusive property of the client and Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 6747 M.L. King Way S., Seattle, WA 98118 - Phone (206) 725 -4600 - Fax (206) 723 -2221 OTTO ROSENAU & ASSOCIATES, INC. IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL - AGGREGATE BY NUCLEAR METHOD REPORT (ASTM D6938, WSDOT T310) Job No.: 11 -0031 1 Report No.: 133903 1 Permit No.: D10 -295 Location / Station Project: IFLY - Indoor Skydiving - The Annex @ Southcenter Client: IFLY Seattle Indoor Skydiving Address: 301 Tukwila Parkway, Tukwila Address: 349 Tukwila Parkway, Tukwila WA 98188 Date: 4/12/2011 Inspector: Eland Breiter Moisture % Type of Monitoring: LJ Full Time LI Periodic ❑ None Lab Maximum Dry Densities Testing Equipment: -/ CPN ❑ Troxler ID: D Corrected Uncorrected Soils I.D. Soil Description Dry Density Optimum Moisture ASTM Method Dry Density Optimum Moisture Oversize % Rock Wet/DS: 33270 4914 Gravel borrow with glass 138.6 7.3% D1557 -C 136.1 8.0% 10.3 Xi: 0.95 145.9 7.2 136.2 138.6 98% Yes H2O /MS: 9295 Monitored Placement & Compaction: Yes U No U 1 Percent Compaction Required: 95% .:,. . - . • Xi: 0.97 Test Location / Station Test Method Source Rod Depth +/- From Finish Grade Depth of Fill Soil ID Wet Density Moisture % Dry Density Max. Dry Density % Comp. Conforms 7 5' W, 15' S of NW corner of bldg DT 8" minus 6" 4' 4914 144.0 6.9 134.7 138.6 97% Yes 8 5' W, 40' S of NW corner of bldg 10" minus 1' 3' 145.9 7.2 136.2 138.6 98% Yes Compaction Methods & Equipment: (BS = Backscatter CDT = Direct Transmission All Density values are in PCF unless noted otherwise WSDOT jobs only: Did each test location represent two readings (initial & 90° reading) that were within 3lbs /cf of each other? If no please see below. WSDOT jobs only: If the two readings (initial & 90° reading) were not within 3lbs /cf of each other, are retests indicated above? Yes (l No n Yes ❑ No ❑ Comments: ORA Test Equipment: CPN Model #MC3 Serial Numbers: ID: A M300805837; ID: B M320706693; ID: C M39068932; ID: D M39089013 ID: E M350402593; ID G. ORA Test Equipment: Troxler Model #3440 Serial Numbers: ID: F 28933; ID: H 36053 REPORT DISTRIBUTION: ❑ Contractor Client El Engineer El Building Dept. ❑ Owner ri Architect ❑ Other Form No.: ADMIN 101- 06(Rev. 02/11) Technical Responsibility: 320906739 j er C. H nsen, Project Manager This report applies only to the items tested and is the exclusive property of the client and Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 2 of 2 6747 M.L. King Way S., Seattle, WA 98118 — Phone (206) 725 -4600 — Fax (206) 723 -2221 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 135491 Project: Address: Client: CONSTRUCTION INSPECTION REPORT IFLY - Indoor Skydiving - The Annex @ South Center 301 Tukwila Parkway, Tukwila IFLY Seattle Indoor Skydiving Permit Number: Job Number: Client Address: 11 -0031 349 Tukwila Parkway, Tukwila WA 98188 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): Steel Frame Meeting X • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection Inspector and Date Remarks Dusty Johnston On site to confer with project superintendent about the necessary inspections for the new steel frame 4/14/2011 building. Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 135615 Project: Address: Client: CONSTRUCTION INSPECTION REPORT IFLY - Indoor Skydiving - The Annex © South Center 301 Tukwila Parkway, Tukwila IFLY Seattle Indoor Skvdivina Permit Number: Job Number: Client Address: 11 -0031 349 Tukwila Parkway, Tukwila WA 98188 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X Inspector and Date Remarks Bob Schaefer 4/21/2011 Structural steel framing has begun at the site. Welding and /or high strength bolting operations have not yet begun, however. Met with Rushforth's site superintendent and went over special inspection requirements for the project, as related to the steel erection. There is one item that will require future knowledge regarding the high strength bolts: the zones shown on the drawings as being "slip- critical" for bolt tensioning have been changed to bearing (hand tensioned — as spelled out in AISC -ASD). Rushforth will schedule inspections as required. Copies to: X Client X Engineer Others Owner Contractor Technical Responsibility: X Architect X Building Dept. ra r C. a sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC130431 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Micah Ruoff Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 3/7/2011 Description /Location: Rat slab (2" thick) to cover waterproofing material underneath structural plenum slab to be placed later. No steel reinforcement in rat slab. Resteel Verified: Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: CalPortland (Glacier) 3262 6" .48 N/A 30 Pump Yes 5000 psi at 28 days. Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1 -4 2:40 pm Design Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Cubic Water Slump Yards Added C 143 10.00 30 gal. 7" Mfg: Actual ❑ Batch Weights /Cubic Yard 517# Type: 1/11 1460# 1870# 3/8" Slag (Ibs): 250# 22 oz. ADVA, 18 oz. WRA Air % C 231 Conc.Temp C 1064 N/A 64 °F 'APR 15 2011, DEVELOPMENT Ambient Truck Ticket Temp No. No. 55 °F 5348 377015 Weather: Overcast Date Samples Picked Up: Slump Range: Air % Range: 3/8/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM c31, Exclude C31- 10.1.2 Comments Engineer is to e-mail written documentation of approval of rat slab as waterproofing cover. Note from the office of Otto Rosenau & Associates, Inc.: Received, via e-mail from Blaze Bresko, PE, SE, Principal at Swenson Say Faget, confirmation that the rat slab placement as described above is approved. Specimen Number 1 2 4/4/11 28 4 x 8 3 Test Date 3/14/11 Field Cure Age (Days) 7 REINFORCING / PLACEMENT: Conforms 5 Does Not Conform ❑ COMPRESSIVE TEST RESULTS Size Area Weight Max Load Strength (in.) (Sq.In.) (Lbs.) (Lbs.) (psi) 4 x 8 12.57 8.81 67,850 5400 12.63 8.78 85,400 6760 12.63 8.78 84,320 6680 4/4/11 28 4 x 8 4 4/4/11 28 *= Discarded Tested in general accordance to: Copies to: ❑ Client ❑ Owner ❑ Engineer ❑ Contractor Architect ❑ Others 4 x 8 12.63 8.79 84,880 6720 ASTMC39 p ASTMC617 ❑ ASTMC1231 Building Dept Batch Plant Technical Responsibility: Fracture Type (other than cone) 2 2 sen P er H Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC130278 Permit Number: 010 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Jerry Graham Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 3/30/2011 Description /Location: Plenum walls at grid lines 1 /A -D & D/1 -3 (including pilasters at D/1 & D /2). Resteel Verified: Yes 3/22/2011 John Reeder (Grade 60) Mfg: Nucor Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: CalPortland (Glacier) 3100 5" +/- 1" 0.55 70 Boom Pump Yes 4000 psi at 28 days. Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1 -5 2:11 pm Design n Actual ❑ Batch Weights /Cubic Yard 470# Type: I 1445# 1900# 3/4" Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (Ibs /size): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Fly Ash (lbs): Water (Ibs or gal): Admixtures (specify): Cubic Water Slump Yards Added C 143 10.00 0gal. 43/4" Slag (lbs): 260# 25 oz. NON- CHLORIDE ACCELERATOR Air% C 231 Conc.Temp C 1064 N/A 62 °F Am bient Tem p 52 °F Truck Ticket No. No. 7657 383814 Weather: Rainy Date Samples Picked Up: 3/31/2011 Specimen Number 1 FC5 *= Discarded Tested in general accordance to: Test Date 4/6/11 4/5/11 X Field Cure Age (Days) 7 Slump Range: 4" -5" Air % Range: Initial Curing Method: ASTM C31. Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms M Does Not Conform ❑ COMPRESSIVE TEST RESULTS Size (in.) 4x8 Area Weight Max Load Strength Fracture Type (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 12.63 8.79 59,360 4700 6 4 x 8 12.57 8.85 54,040 4300 Copies to: ❑ Client ❑ Owner ❑ Engineer ❑ Contractor Architect ❑ Others ASTMC39 ASTMC617 ❑ ASTMC1231 Building Dept Batch Plant Technical Responsibility: ter Hads ;�', Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 MOISTURE DENSITY TEST REPORT Curve No. Dry density, pcf o CT O Cn O 01 ZAV SpG 2'70 4914 Test Specification: ASTM D 1557 -07 Method C Modified ASTM D 4718 -87 Oversize Corr. Applied to Each Test Point Preparation Method h 3 %, 138. • pc • 10 • i Hammer Wt. 101b. Hammer Drop 18 in. Number of Layers five Blows per Layer 56 G\ Mold Size 0.075 cu. ft. Test Performed on Material Passing 3/4 in. Sieve NM 6.6% LL PI Sp.G. (ASTM D 854) Estimate % >314 in. 10.3 % <No.200 6.3 USCS SP -SM AASHTO A -1 -a 1 3 5 7 9 11 13 Date Sampled 4/4/2011 Water content, % Date Tested 4/6/2011 Rock Corrected o - Uncorrected -• Tested By J. Payseno Jr. ��,y��,,YY SCAlal�lE4 TESTING DATA 1 2 3 4 5 6 ! • ! i i i WM+ WS 11493.0 11377.0 11219.0 11054.0 WM 6484.0 6484.0 6484.0 6484.0 WW + T #1 579.4 627.1 577.6 595.2 WD +T #1 535.7 569.3 546.9 575.2 TARE #1 0.0 0.0 0.0 0.0 WW +T #2 WD +T #2 TARE #2 MOISTURE 7.4 9.2 5.1 3.2 DRY DENSITY 138.6 133.4 134.5 132.7 i i ROCK CORRECTED TEST RESULTS UNCORRECTED Material Description ! Maximum dry density = 138.6 pcf Optimum moisture = 7.3 % 1 136.1 pcf 8.0 % Sample #4914: Gray poorly graded sand with silt and gravel (gravel borrow with glass) Remarks: Test Equipment ID: 4 Project No. 11 -0031 Client: IFLY Seattle Indoor Skydiving ! Project: IFLY - Indoor Skydiving - The Annex @ South Center : 301 Tukwila Parkway, Tukwila o Source of Sample: Lloyd's Sand & Gravel Sample Number: 4914 Checked by: W. Hansen lh Title: Project Manager Figure 4914 '• ■, OTTO ROSENAU & ASSOCIATES, INC. m N N 0 1- H m cn 'o 2 m co Z r- oc N 0 1- H u) C 0 c 0 co co U Particle Size Distribution Report C . . C 0 O 0 0 0 0 0 0 O R 0 tD M C \ •.- n M 3 4k x ae i it . . it 100 90 80 70 o! z 60 z 50 w 40 W a 30 20 10 0 1 7 1 Q , , �I1i1 .. , 1. 1 • 1 1 1 1 1 1 1 1 I 1 1 1 I I i 1 - - -- WSDOT 9 -03 14(1) Gravel Borrow 1 1 I I I 1 I\ I 1 a\ I 1 I" II1` • 1 i“ 1 I I 1 I 1 1 1 I 1 1 I I 1 I I I'Ijl':211 I 'f` • 1= I' g i I \. 14 1 1 1 1 1 1 1 l 1 1 I 1 1 I 7 ,dry..,, I =_I<;I,i1 I� ,iIQ EL I' \ 1 1 1 1 1 I 11 I I I I I I 1 1 `1 I 1i' 1Ni�k l - �� 1 I 1 I 1 I I 1 1 I 1 I I I I I �� I\ -^a ,4 rc �� ,<r\I 1I\ 1 I I I 1 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 I 1 \ Er _,! „ • ,.1 1 '\ 1 I 1 I I 1 1 I I 1 I 1 1 1 1 1 1 1 1 1 I I I \aTani \ �f31 f [ t r \ 1 4 :4, 1 1 I 11 1 1 1 1 I 1 1 1 1 1 1 1 1 I �1 1 •, I 1 I 1 I I I 1 1 1 1 1 1 I 1\ 1 1 Jta ' t r ° I . -1 ' `I 1 i• I' 1 100 10 1 GRAIN 0 1 SIZE - mm. 0.01 0.001 +3" % Gravel % Sand % Fines Coarse Fine Silt 1 Clay 0.0 53.9 16.6 23.2 6.3 Test Results (ASTM D 422 & ASTM D 1140) Material Description Opening Size Percent Finer Spec.* (Percent) Pass? (X =Fail) Sample #4914: Gray poorly graded sand with silt and gravel (gravel borrow with glass) Atterberg Limits (ASTM D 4318) 4 2 1.25 1 0.75 0.625 0.5 0.375 0.25 #4 #8 #10 #40 #100 #200 100.0 100.0 95.1 92.4 89.7 86.6 80.0 71.5 60.6 54.6 47.1 46.1 29.5 10.3 6.3 ,g p�p�� SCANNED 100.0 - 100.0 75.0 - 100.0 50.0 - 80.0 0.0 - 30.0 0.0 - 7.0 PL= LL= PI= Classification USCS (D 2487)= SP -SM AASHTO (M 145)= A -1 -a Coefficients D90= 19.5523 D85= 14.9263 D60= 6.1979 D50= 3.3861 D30= 0.4379 D15= 0.2049 D10= 0.1464 Cu= 42.32 Cc= 0.21 Remarks Sample was not soaked; hydrometer was not performed. Test Equipment ID: 5 Date Received: 4/4/2011 Date Tested: 4/6/2011 Tested By: A. Duong % Checked By: W. Hansen - A/j/ �-- Title: Project Mana er * WSDOT 9- 03.14(1) Gravel Borrow Source of Sample: Lloyd's Sand & Gravel Date Sampled: 4/4/2011 Sample Number: 4914 OTTO ROSENAU & ASSOCIATES , INC. Client: IFLY Seattle Indoor Skydiving Project: IFLY - Indoor Skydiving - The Annex @ South Center 301 Tukwila Parkway, Tukwila Project No: 11 -0031 Figure 4914 t OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 126183 Project: IFLY — Indoor Skydiving — The Annex @ South Center Permit Number: D10 -295 Address: 301 Tukwila Parkway, Tukwila Job Number: 11 -0031 Client: IFLY Seattle Indoor Skydiving Client Address: 349 Tukwila Parkway, Tukwila WA 98188 Description Grade: 60 Manufacturer: Nucor Type of Bar: ® A -615 ❑ A -706 ❑ N/A SDQ Steel: ❑ Yes ® No Inspector and Date Jerry Graham 3/21/2011 Structural Elements / Location / Grid Lines Inspected reinforcing steel placement at structural walls including pilasters at grid lines 1 /B -D and D/1 -3.5. All reinforcing steel was properly installed in accordance with approved plans. Work was ongoing for remainder of walls. No anchor bolts were installed at top of pilasters yet. Conforms Copies to: X Client X Engineer Owner X Contractor X Architect Building Dept. Others Technical Responsibility: d alter . H -nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 -OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADM/N -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 134880 OR 11 20111 MUNITY LOPMgNT Project: IFLY — Indoor Skydiving — The Annex @ South Center Permit Number: 010 -295 Address: 301 Tukwila Parkway, Tukwila Job Number: 11 -0031 Client: IFLY Seattle Indoor Skydiving Client Address: 349 Tukwila Parkway, Tukwila WA 98188 Description Grade: 60 Manufacturer: Cascade Mills & Nucor Type of Bar: ® A -615 ❑ A -706 ❑ N/A SDQ Steel: ❑ Yes ❑ No Inspector and Date John Reeder 3/22/2011 Structural Elements / Location / Grid Lines On site to inspect the reinforcing steel for walls from the footing to top of wall at grid lines 6/A to E and E/ 3.5 to 6. Wall reinforcing conforms to the approved plans. Inspected the reinforcing steel for pilasters at 6 /A, E/6 &E/5; conforms to approved plans. ** Inspected the reinforcing steel for pilasters at E/3 & E /4; they are missing some of the hoops at the top of pilaster. Reinspection needed on the two above listed pilasters. ** Does Not Conform Note from ORA office: The items noted as missing on this report were corrected and re- inspected by ORA inspector Jerry Graham on 3/24/2011 reference report # RC 130274 .The above referenced work now conforms to the approved project documents. Copies to: X Client X Engineer Others Owner X Contractor Technical Responsibility: % X Architect Building Dept. W C. Ha • s , Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing OIED Job Number: 11 -0031 CONCRETE REPORT Report Number: RC130274 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Jerry Graham Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 3/24/2011 i APR 11 20111 COMMUNITY DEVELOPi IDIT Description /Location: Plenum walls at grid lines 6 /B -D and D/6 -4 including pilasters at D /6, D /5, & D /4. Reinspected pilasters at E/3 & E /4. Items noted in report #134880 dated 3/22/2011 were corrected. Anchor bolts were properly installed at top of pilasters. Resteel Verified: Yes 3/24/2011 Jerry Graham (Grade 60) Mfg: Nucor Placement Data Supplier: CalPortland (Glacier) Mix Number: 3100 Slump Spec: 4" +/- 1" W/C Ratio Spec: 0.55 Air Spec: Total Yards: 58 Placed Via: Boom Pump Consolidated: Yes Required Strength: 4000 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -6 Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Actual ❑ Batch Weights /Cubic Yard 470# Type: 1/1I 1450# 1900# 3/4" Slag (lbs): 260# Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket Made Yards Added C 143 C 231 C 1064 Temp No. No. 2:28 pm 20.00 10 gal. 5" N/A 61°F 43 °F 7641 382285 Weather: Cloudy Slump Range: 4 " -5" Air % Range: Date Samples Picked Up: 3/25/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) Does Not Conform ❑ 1 3/31/11 7 4 x 8 12.63 8.75 48,010 3800 = Discarded Tested in general accordance to: ASTMC39 n ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client ❑ Engineer MI Building Dept ❑ Owner ❑ Contractor MI Batch Plant Architect ❑ Others Technical Responsibility: 2 en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 -- Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing �F J ED APR 11 20111 CONSTRUCTION INSPECTION REPORT COMMUNITY DEVELOPMENT Report Number: 126189 Project: IFLY - Indoor Skydiving - The Annex @ South Center Permit Number: D10 -295 Address: 301 Tukwila Parkway, Tukwila Job Number: 11 -0031 Client: IFLY Seattle Indoor Skydiving Client Address: 349 Tukwila Parkway, Tukwila WA 98188 Description Grade: 60 Manufacturer: Nucor Type of Bar. ® A -615 ❑ A -706 ❑ N/A SDQ Steel: ❑ Yes ® No Inspector and Date Jerry Graham 3/29/2011 Structural Elements / Location / Grid Lines Inspected resteel for plenum walls at grid lines B/1 -6. All resteel was properly installed in accordance with approved plans, with the following exceptions: Resteel for pilasters at B/3 & B/4 wasn't installed yet (as per approved shop drawings, detail 7Q /P2). Anchor bolts aren't installed yet at top of pilasters. Does Not Conform Copies to: X Client X Engineer Owner X Contractor X Architect Building Dept. Others Technical Responsibility: sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Forrn No.: ADMIN -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 CONCRETE REPORT Report Number: RC130431 Permit Number: D10 -295 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Micah Ruoff 5 GO 00000 Client: IFLY Seattle Indoor SkydivirV Address: 349 Tukwila Parkway, Tukwila Date: 3/7/2011 Description /Location: Rat slab (2" thick) to cover waterproofing material underneath structural plenum slab to be placed later. No steel reinforcement in rat slab. Resteel Verified: Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Placement Data CalPortland (Glacier) 3262 6" .48 N/A 30 Pump Yes Required Strength: 5000 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -4 Time Made 2:40 pm Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Yards 10.00 Mfg: Actual ❑ 517# Type: 1/1I 1460# 1870# 3/8" Batch Weights /Cubic Yard 250# 22 oz. ADVA, 18 oz. WRA Slag (lbs): Water Slump Air % Conc.Temp Ambient Truck Ticket Added C 143 C 231 C 1064 Temp No. No. 30 gal. 7" N/A 64 °F 55 °F 5348 377015 Weather: Overcast Date Samples Picked Up: Slump Range: Air % Range: 3/8/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: Comments of approval of rat slab as waterproofing cover. Note from the office of Otto Rosenau & Blaze Bresko, PE, SE, Principal at Swenson Say Faget, confirmation that the rat slab Engineer is to e-mail written documentation Associates, Inc.: Received, via e-mail from placement as described above is approved. Specimen Number 1 = Discarded Tested in general accordance to: Test Date 3/14/11 Field Cure Copies to: Client t5 Engineer Building Dept ❑ Owner ❑ Contractor Batch Plant Architect ❑ Others ASTM C31, Exclude C31- 10.1.2 Age (Days) 7 REINFORCING / PLACEMENT: Conforms n Does Not Conform ❑ COMPRESSIVE TEST RESULTS Size Area Weight Max Load Strength Fracture Type (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 4 x 8 12.57 8.81 67,850 5400 ASTMC39 p ASTMC617 ❑ ASTMC1231 Technical Responsibility: r Han 2 roject Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888- OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 126185 Project: IFLY - Indoor Skydiving - The Annex @ South Center Permit Number: D10 -295 Address: 301 Tukwila Parkway, Tukwila Job Number: 11 -0031 Client: IFLY Seattle Indoor Skydiving Client Address: 349 Tukwila Parkway, Tukwila WA 98188 Description Grade: 60 Manufacturer: Addison Type of Bar: ® A -615 ® A -706 ❑ N/A SDQ Steel: ❑ Yes Z No Inspector and Date Jerry Graham 3/10/2011 Structural Elements / Location / Grid Lines Returned to jobsite for an inspection of resteel for plenum slab -on -grade (grid lines B- C/1 -6). Resteel installation was properly completed, in accordance with approved plans. In regard to rat slab concrete (too high, as noted in report of 3/8/2011), workers chipped down concrete and removed it from resteel, as per direction of structural engineer Blaze Bresko, in an e- mail received on 3/09. Otto Rosenau & Associates, Inc. determined that concrete cover was approximately 20% as specified. Conforms Copies to: X Client X Engineer Owner X Contractor X Architect Building Dept. Others Technical Responsibility: alt- C. -n, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -63 -02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0031 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 121805 Permit Number: D10 -295 Project: IFLY — Indoor Skydiving — The Annex @ South Client: IFLY Seattle Indoor Skydiving Center Address: 301 Tukwila Parkway, Tukwila Inspector: Ross Bogle Address: 349 Tukwila Parkway, Tukwila WA 98188 Date: 3/11 /2011 Description /Location: Drains located at grid lines 2.2 and 4.9 on C, as per plans. Intended Use: Dowels Building Code & Year: 2009 IBC Anchor Length: 2' Hole Depth: 4 1/2° Required Embedment: 4 1/2" Hole Diameter: 5/8" Concrete Thickness: 8" Concrete Strength: 3000 Base Material: ® Normal Weight Concrete ❑ Light Weight Concrete ❑ CMU ❑ Brick ❑ Composite Deck Hole Cleaning: ❑ Compressed Air ® Hand Pump ❑ Other: Compressed Air PSI: Brushed: ' ® Yes ❑ No Hole Condition: ❑ Dry ® Damp ❑ Water Saturated ❑ Submerged Drill Bit (ANSI B212.15): ® Yes ❑ No Approved Diamond Cored Hole: ❑ Yes ® No Adhesive Type: Hilti Hit -Re 500 -SD Expiration Date: 7/2011 ICC ESR #: 2322 Weather: Overcast Ambient Temperature: 42 °F Substrate Temperature: 40 °F Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform Walt= • /'ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888- OTTO -4 -US — Fax (206) 723 -2221 RUM No.: ADMIN -86 -01 (Rev 09/09) Thread @ Reinforcing Steel • All Bar /Dowel Size & Quantity: #4 (32) Anchor Size & Quantity: Rebar Manufacturer: Nucor Type of Steel (ASTM): A -36 Other: A -325 A-449 • • • Rebar Grade: • 40 ►A 60 • Other: • A -775 Other: Type of Bar: ►I A -615 • A -706 • • Yes No Special Ductile Quality (SDQ): • '� Anchor Length: 2' Hole Depth: 4 1/2° Required Embedment: 4 1/2" Hole Diameter: 5/8" Concrete Thickness: 8" Concrete Strength: 3000 Base Material: ® Normal Weight Concrete ❑ Light Weight Concrete ❑ CMU ❑ Brick ❑ Composite Deck Hole Cleaning: ❑ Compressed Air ® Hand Pump ❑ Other: Compressed Air PSI: Brushed: ' ® Yes ❑ No Hole Condition: ❑ Dry ® Damp ❑ Water Saturated ❑ Submerged Drill Bit (ANSI B212.15): ® Yes ❑ No Approved Diamond Cored Hole: ❑ Yes ® No Adhesive Type: Hilti Hit -Re 500 -SD Expiration Date: 7/2011 ICC ESR #: 2322 Weather: Overcast Ambient Temperature: 42 °F Substrate Temperature: 40 °F Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform Walt= • /'ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888- OTTO -4 -US — Fax (206) 723 -2221 RUM No.: ADMIN -86 -01 (Rev 09/09) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 11 -0031 Report Number: RC129899 Project: IFLY - Indoor Skydiving - The Annex @ South Center Address: 301 Tukwila Parkway, Tukwila Inspector(s): Ross Bogle Description /Location: Slab on grade at grid lines B to D and 1 to 6. approved plans. Resteel Verified: Yes 3/10/2011 Jerry Graham (Grade 60) Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: CalPortland (Glacier) 1944 4 " -5" 0.53 144 Pump Yes 3000 psi at 28 days. Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 7:37 am Cubic Yards Permit Number: D10 -295 Client: IFLY Seattle Indoor Skydiving Address: 349 Tukwila Parkway, Tukwila Date: 3/11/2011 Reinforcing steel was inspected and found to be placed as per the Mfg: Nucor Design n Actual ❑ 400# 1525# 1835# 3/4" Cement (lbs/type): Fine Agg_ (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 40.00 10 gal. 5" Batch Weights /Cubic Yard Type: I Slag (lbs): 70# 250# 85 oz. NON - CHLORIDE ACCELERATOR Air % C 231 Conc.Temp C 1064 N/A 63 °F Ambient Truck Temp No. Ticket No. 42 °F 7657 378178 Weather: Overcast Date Samples Picked Up: 3/14/2011 Specimen Number Test Date 1 3/18/11 Field Cure Age (Days) Slump Range: 4 " -5" Air % Range: N/A Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Size Area Weight Max Load (in.) (Sq.ln.) (Lbs.) (Lbs.) Does Not Conform ❑ Strength Fracture Type (psi) (other than cone) 7 4 x 8 12.63 8.8 42,280 3350 = Discarded Tested in general accordance to: ASTMC39 Copies to: Client ❑ Owner 0 Engineer 0 Building Dept ❑ Contractor 0 Batch Plant Architect ❑ Others ASTMC617 ❑ ASTMC1231 Technical Responsibility: i/d alter ' "sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888- OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 FTLE COQ FanGEE» January 31, 2011 File No. 09 -145 Mr. Bill Adams 14416 — 150th Avenue SE Renton, WA 98059 Subject: Response to Project Location Comment I -Fly Seattle Indoor Skydiving 301 Tukwila Parkway, Tukwila, WA Reference: Geotechnical Engineering Study U -Fly Seattle Tukwila Parkway and Andover Park West Tukwila, WA Dated December 23, 2009 G'o!ectn cal d rarinquake Engineenno Consultants REVIEWED FOR_. CODE COMPLIANCE FEB 082011 City of Tukwila BUILDING DIVIRInrt, Dear Mr. Adams, This letter provides our response to review comments by the building department regarding the applicability of our geotechnical report due to change in project location. As shown on the attached Site and Exploration Map, the previously planned project location was in the middle portion of the strip -mall building. Our field exploration program included one boring and two cone penetration tests (CPT) to explore the subsurface conditions at the previous project location. The project location was later moved to the east end of the building, approximately 120 feet east of the original location, to reduce the disruption to the existing businesses and to ease excavation and shoring. Based on the available subsurface conditions, the soil formation is relatively uniform in the project area and the subsurface information from the boring and CPTs at the previous location should also be representative to the proposed new location. A test pit was excavated on January 28, 2011 within the new Plenum footprint (southeast corner) to evaluate the soil and groundwater conditions. The test pit encountered about 18 feet of stiff to very stiff silt/clayey silt (fill) and about one foot of sand and organic silt QORRECTIOX LTRi 2- RECENKL KvviLA 3213Eaetlal,c Ave E. eB nFTU Seattle. WA 98101; t. Tel:(20(1) 262 -0370 1. 0 1 1011 Far:(206) otit MAb 9 CE Mr. Bill Adams I -Fly Indoor Skydiving — 301 Tukwila Parkway, Tukwila, WA January 31, 2011 from 18 feet to 19 feet, the maximum depth of the test pit. Very minor, slow seepage was observed at about 171/2 feet during test pit excavation. The soil condition observed in the test pit is similar to what have encountered in the boring and CPTs about 120 feet west. In our opinion, because of the uniform soil formation, the recommendations contained in the above - referenced geotechnical report remain applicable for the new project location at the east end of the building. We trust that the information outlined in this letter meets your need at this time. Please call if you have any questions. Sincerely, H. Michael Xue, P.E. Senior Geotechnical Engineer Attachments: Site and Exploration Plan Siew L. Tan, P.E. Principal Geotechnical Engineer Cc: David Fey, Jensen Fey Architecture & Planning 09 -145 Response to Project Location comments 2 PanGEO, Inc. ^.grf w/ a• 12/23/10 (14:29) MHX I ' TUKWILA PARKWAY (S. 15tbtn n t MCC 11 401.04' PROPOSED AREA OP WORK Previously Planned U -Fly Location CPT -01 Note: Base map modified from Site Plan by Jensen Fey Architecture & Planning, dated 11/23/2009. Legend: -CPT -01 Approx. CPT Location BH -1 Approx. Boring Location B -1 Approx. ECI Boring Location 2J43' 1 Newly I Proposed 1 1 U -Fly 1 1 1 1 1 I NI 1 1 1 1 1 1 1 r A Approx. Scale 1 " =50' PanGE® U -Fly Seattle 301 Tukwila Parkkway Seattle, Washington SITE AND EXPLORATION MAP Project No. Figure No. 09 -145 2 .4 FIRE COPY December 23, 2009 File No. 09 -145 Mr. Bill Adams Rotorway International 7150 West Erie Street Chandler, AZ 85226 Subject: Geotechnical Engineering Study U -Fly Seattle Tukwila Parkway and Andover Park West Tukwila, WA Dear Mr. Adams, PanGE® Geotechnical & Earthquake Engineering Consultants REVIEWED FOR- CODE COMPLIANCE A PORMFD FEB 0 8 2 U 11 City of Tukwila BUILDING DIVism As requested, PanGEO Inc. completed a geotechnical engineering study to assist you and the design team with a proposed indoor diving structure named "U -Fly Seattle" in Tukwila, Washington. This study was performed in accordance with our mutually agreed scope of work as outlined in our proposal dated April 14, 2009 and our supplemental proposal dated November 13, 2009, which were subsequently authorized by you. Our service scope included reviewing readily available geologic and geotechnical data, advancing two cone penetration tests, drilling one test boring and converting it to a groundwater monitoring well, and developing the conclusions and recommendations presented in this report. PROJECT AND SITE DESCRIPTION The project site is located at the southeast corner of the intersection of Tukwila Parkway and Andover Park West, within an existing strip mall, in the City of Tukwila, Washington (see Figure 1, Vicinity Map). We understand that the proposed development will consist of construction of an indoor skydiving facility in the middle portion of the existing one -story retail building housing with a parking lot (see Figure 2). Based on the current design, a portion of the existing on -story building will be demolished to create an area of approximately 72 feet by 112 feet for the proposed development. The indoor skydiving facility will have an 80 -foot high tower structure with a plan dimension of about 34 feet by 85 feet, which will be centered within the construction area. We also understand that the lowest level (Plenum Chamber) of the tower structure will extend about 13 to 14 feet below the existing grade (see Plate 1 on next page). As such, excavations on the order of 15 feet will be required to construct the plenum chamber. crtrRSEMnn JAN 11 2011 PERMIT CENTER CORRECTION 2021 A — Minor Avenue East Seattle, WA 98102 Tel (206) 262 -0370 Fax (206) 262-0374 l 0215 J Mr. Bill Adams Proposed U -Fly Seattle, Tukwila, WA December 23, 2009 The conclusions and recommendations outlined in this report are based on our understanding of the proposed development, which is in turn based on the project information provided. If the above project description is substantially different from your proposed improvements or if the project scope changes, PanGEO should be consulted to review the recommendations contained in this study and make modifications, if needed. SUBSURFACE EXPLORATIONS CURRENT EXPLORATION Our field exploration consisted of advancing two cone penetration tests (CPTs) to depths of approximately 50 and 60 feet, drilling one boring to a depth of about 17 feet, and converting the borehole to a groundwater monitoring well. The CPTs were performed on November 5, 2009 by Northwest Cone Exploration of Snohomish, Washington, under a subcontract to PanGEO. The boring (BH -1) was drilled at the site on December 1, 2009, using a hand - operated portable drill rig owned and operated by CN Drilling of Seattle, Washington. The approximate CPT and boring locations were taped in the field from on -site features, and are plotted on Figure 2. Plate 1. Transverse section of the proposed indoor skydiving facility. A CPT consists of pushing an instrumented cone, approximately 1 -inch in diameter, into a soil deposit from a truck mounted reaction frame, and measuring the resistance and pore water pressure on the tip and side of the cone. Higher tip resistance measurements indicate the soil deposit has a higher strength or density than lower tip resistance measurements. The resistances to continuous penetration encountered by the cone tip and adjacent friction sleeve also exhibit high sensitivity to changes in soil type, which may be correlated to differing soil types and strength parameters. The subcontractor backfilled the sounding holes using sand and bentonite and patched the surface with asphalt cold patch. The hand portable drill rig was equipped with 4 -inch outside diameter hollow stem augers. Soil samples were obtained from the borings at 5 -foot depth intervals in general accordance with Standard Penetration Test (SPT) sampling methods (ASTM test method D -1586) in which the samples are obtained using a 2 -inch outside diameter split -spoon sampler. The sampler was driven into the soil a distance of 18 inches using a 140 -pound weight freely falling a distance of 30 inches. The number of blows required for each 6 -inch increment of sampler penetration was recorded. The number of blows required to achieve the last 12 inches of sample penetration is defined as the SPT N- value. The N -value provides an empirical measure of the relative density of cohesionless soil, or the relative consistency of fine- grained soils. The boring was converted 09 -145 U -Fly Seattle Rpt.doc Page 2 PanGEO, Inc. • Mr. Bill Adams Proposed U -Fly Seattle, Tukwila, WA December 23, 2009 to a groundwater monitoring well. Summary CPT and boring logs are attached as Figures 3 through 5. PREVIOUS EXPLORATION As part of our study, we collected and reviewed the results of previous explorations conducted in the vicinity of the project site. Specifically, one boring was located at the west end of the strip mall (see Figure 2) where the proposed development is planned (Earth Consultants, Inc., 1985). The summary log of the Earth Consultant's boring is included in Appendix A for reference. SITE GEOLOGY AND SUBSURFACE CONDITIONS According to Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington (Booth, D.B., Waldron, H.H. and Troost, K.G. 2004), the project site is underlain by fills overlying recent alluvium. Booth et al. described recent alluvium deposits as generally consisting of interbedded, loose to very loose sand to silty sand, and soft to medium stiff silt and clay with occasional thin peat seams and some organics. The CPTs and test boring completed at the site generally confirmed the mapped geology as summarized below: Unit 1 -Fill: The upper approximately 17 to 18 feet of the soil profile generally consists of very stiff to hard silt and clay with interbedded layers of medium dense to dense silty sand. Based on the structure of the soil in the boring and site geology, we interpret this layer as fill. Unit 2 — Alluvium: Below the fill, CPT -01, CPT -02, and previous boring encountered alluvial deposits consisted of interbedded layers of soft to stiff silt and clay, and medium dense to dense sand and silty sand extending to at least the maximum depth of the CPTs at about 50 and 59 feet, respectively. The alluvial deposits are anticipated to exhibit low to moderate strength and moderate to relatively high compressibility. The saturated, relatively clean alluvial sand layers are also considered liquefaction prone. The fine- grained silty clay and clay are anticipated to exhibit low susceptibility to soil liquefaction. Groundwater: Based on pore pressure measurements and pore pressure dissipation tests from the CPTs, we estimate that the groundwater at a depth of about 14 feet at the time of our testing. Groundwater was measured at about 15 feet below the concrete floor in the monitoring well on December 8 and 16, 2009. Groundwater level is anticipated to fluctuate, and is expected to be the highest during the winter /spring months. 09 -145 U -Fly Seattle Rpt.doc Page 3 PanGEO, Inc. Mr. Bill Adams Proposed U -Fly Seattle, Tukwila, WA December 23, 2009 CONCLUSIONS AND RECOMMENDATIONS SEISMIC DESIGN PARAMETERS Seismic design of the structure can be accomplished using the 2006 International Building Code (IBC), which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years). The following parameters, which are consistent with the 2002 USGS seismic hazard maps, are recommended for the seismic evaluation of the building, if needed: Table 1. 2006 IBC Seismic Design Parameters Site Spectral Acceleration Spectral Acceleration Site Coefficients Design Spectral Response Control Periods Design PGA (SDs/2.5) Class at 0.2 sec. (g) at 1.0 sec. (g) Parameters (sec.) . Ss SI Fa F, SDs SDI To Ts E 1.425 0.488 0.9 2.4 0.86 0.78 0.18 0.90 0.34 LIQUEFACTION ASSESSMENT Liquefaction occurs when loose, saturated and relatively cohesionless soil deposits temporarily lose strength as a result of earthquake shaking Primary factors controlling the development of liquefaction include intensity and duration of strong ground motion, characteristics of subsurface soils, in -situ stress conditions and the depth to groundwater. For the levels of ground shaking consistent with the 2006 IBC design earthquake, which has a return period of about 2,500 years, it is our opinion that the potential for soil liquefaction at the site is relatively high. However, the potential liquefaction hazard will be generally limited to loose to medium dense sand layers (SPT N- values < 25) within the depth range of about 25 feet to 32 feet in CPT -01 and between about 31 to 34 feet, and 46 to 50 feet in CPT -02. The fine - grained silt and clay and dense sand encountered in the CPTs are considered to have a low liquefaction potential. Although theoretical computations may suggest that liquefaction could extend below a depth of 50 feet, as a practical matter, effects of soil liquefaction occurring deeper than about 50 feet are not likely to be manifest at the ground surface. Potential effects of soil liquefaction include ground settlement. The theoretical settlement due to soil liquefaction for this event is estimated to be on the order of 2 to 3 inches using a method developed by Tokimatsu & Seed. Theoretical estimation has proven to be too conservative in the Puget Sound region. We anticipate the actual settlement to be half of the theoretical 09 -145 U -Fly Seattle Rpt.doc Page 4 PanGEO, Inc. Mr. Bill Adams Proposed U -Fly Seattle, Tukwila, WA December 23, 2009 calculation. It is our opinion that the impacts of this magnitude of soil settlement would not significantly impact egress from the structure. TEMPORARY EXCAVATIONS AND SHORING As currently planned, excavations about 14 to 15 feet deep may be needed to construct the plenum chamber of the tower. We anticipate that the excavations will largely encounter medium dense to dense silty sand and medium stiff to very stiff silt and clay. All temporary excavations should be performed in accordance with Part N of WAC (Washington Administrative Code) 296 -155. The contractor is responsible for maintaining safe excavation slopes and/or shoring. Foundation excavations more than 4 feet deep need to be sloped or shored. For planning purposes, unsupported open cut may be sloped no more than 111:1 V. Based on our current understanding of the structure layout and foundation elevation, sufficient space is available for a 1 H:1 V sloped open cut along all four sides. The temporary cut slopes should be re- evaluated in the field during construction and can be adjusted based on actual observed soil conditions. The cut slopes may need to be flattered in the wet reasons and should be covered with plastic sheets. We also recommend that heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within a distance equal to 1/3 the slope height from the top of any excavation. Surface runoff water should be prevented from entering excavations during wet weather. The temporary cut slopes should be carefully monitored at all times. If signs of slope instability is noted, the temporary cut slopes should either be flattened or temporary shoring be provided to stabilize the cut slopes. Construction Dewatering: The groundwater level is anticipated to be about 15 to 16 feet below the ground surface in the summer months and could be as high as 13 feet in the winter months. Based on the current schedule, we understand that foundation construction will occur in the dry season. As such, groundwater is anticipated to be near the excavation bottom. In our opinion, use of drainage ditches and sump pumps will provide adequate construction dewatering. During wet weather, runoff water should be prevented from entering excavations. The temporary cut slopes should be carefully monitored at all times. If signs of slope instability is noted, the temporary cut slopes should either be flattened or temporary shoring be provided to stabilize the cut slopes immediately. Excavation Monitoring: Ground movements may occur as a result of excavation activities. As a result, conditions of the adjacent structures and the ground surface elevation should be documented prior to commencing earthwork to provide baseline data. We recommend that the existing one -story building to the east and west of the excavation be continuously monitored during foundation constructions. The asphalt parking lot within 15 feet of the excavation should 09 -145 U -FIy Seattle Rpt.doc Page 5 PanGEO, Inc. Mr. Bill Adams Proposed U -Fly Seattle, Tukwila, WA December 23, 2009 also be monitored for signs of ground movements. This may include existing crack surveys and photo- documentations. Optical survey points and ground markers should be established on existing building corners and around the perimeter of the excavation as the excavation proceeds. We recommend that the monitoring be performed by the contractor, and the results submitted to PanGEO for review. The results of the monitoring will allow the design team to confirm design parameters, and for the contractor to make adjustments if necessary. FOUNDATIONS We understand that the foundation level of the skydiving tower structure will be at about 13 to 14 feet below the surface. However, the foundations for other proposed elements (one -story structures) will be constructed near the existing ground surface. Based on the subsurface conditions anticipated at the tower foundation levels and our understanding of the design, it is our opinion that a mat foundation is the most appropriate and cost - effective foundation system to support the tower structure; conventional shallow footings are considered appropriate to support other at -grade structures. Mat Foundation A mat foundation should be used to support the tower structure. A mat foundation will distribute the loads from the structure over a wide area, and based on our understanding with the structural engineer, will impose a bearing pressure of less than about 1500 psf. To provide a uniform support and to improve the performance of the structure, we recommend removing one foot of soil below the mat slab and replace it with 2- to 4 -inch quarry spalls. We recommend a layer of high- strength woven geotextile, such as Mirafi 600X or equivalent, be placed below quarry spalls. If soft organic soils or peat are encountered at the over - excavation level, additional over - excavation may be needed as determined in the field by the geotechnical engineer during construction. With the subgrade improvement discussed above, we recommend the use of a modulus of subgrade reaction of 120 pci for the mat slab design. Spread/Continuous Footings At -grade structures may be supported on conventional spread and continuous footings. The footings should be supported on 12 inches of compacted structural fill. The structural fill should extend at least 12 inches beyond the edge of the footings. The native soil should be compacted to a firm and unyielding condition prior to placement of structural fill. If the native soil cannot be compacted to a firm and unyielding condition, they should be over - excavated as determined in the field during construction by the geotechnical engineer. Structural fill compacted to 95% of its maximum dry density, as determined by ASTM D 1557 (Modified Proctor). Import free - draining granular fill should be used as structural fill as the existing on -site material has a high fines content and may be too wet to compact. 09 -145 U -Fly Seattle Rpt.doc Page 6 PanGEO, Inc. Mr. Bill Adams Proposed U -Fly Seattle, Tukwila, WA December 23, 2009 We recommend that an allowable soil bearing pressure of 2,000 psf be used for sizing spread/continuous footings bearing on the compacted structural fill. For allowable stress design, the recommended bearing pressure may be increased by one -third for transient loading, such as wind or seismic forces. Exterior foundation elements should be placed at a minimum depth of 18 inches below final exterior grade. Interior spread foundations should be placed at a minimum depth of 12 inches below the top of slab. Foundation Performance Total and differential settlements are anticipated to be within tolerable limits for foundation elements designed and constructed as discussed above. Provided the foundation subgrade is prepared as described above, mat foundation settlement is estimated to be approximately 1/2 inch or less with differential settlement on the order of inch under the static loading condition. Conventional footing settlement for at -grade structures is also anticipated to be approximately 1/2 inch, and differential settlement between adjacent columns should be less than about 1/4 inch under the static loading condition. The total settlement for mat foundation and spread/continuous footings due to seismic shaking may be on the may be on the order of 2 inches with differential settlement on the order of about 1/2 inch during an IBC code -level design earthquake. Lateral Resistance Lateral forces from unbalanced earth pressures, wind, or seismic loading may be resisted by a combination of passive earth pressures acting against the embedded portions of the foundations and walls, and by friction acting on the base of the foundations. Passive resistance values may be determined using an equivalent fluid weight of 350 pounds per cubic foot (pcf). This value includes a factor safety of at least 1.5 assuming that properly compacted structural fill will be placed adjacent to the sides of the foundation. A friction coefficient of 0.4 may be used to determine the frictional resistance at the base of the mat. This coefficient includes a factor safety of approximate 1.5. FLOOR SLABS Conventional concrete floors are appropriate for at -grade structures. Concrete slab -on -grade floors should be underlain by a capillary break consisting of at least 4 inches of compacted 3/4- inch, clean crushed rock (less than 3 percent fines) placed on compacted subgrade soil. The capillary break material should also have no more than 10 percent passing the No. 4 sieve and less than 5 percent by weight of the material passing the U.S. Standard No. 100 sieve. The 09 -145 U -Fly Seattle Rpt.doc Page 7 PanGEO, Inc. Mr. Bill Adams Proposed U -Fly Seattle, Tukwila, WA December 23, 2009 capillary break should be placed on a subgrade that has been compacted to a dense and unyielding condition. A 10 -mil polyethylene vapor barrier should also be placed directly below the slab. We also recommend that construction joints be incorporated into the floor slab to control cracking. BELOW —GRADE CONCRETE WALLS We understand that the buried portion of the tower structure (Plenum Chamber) will be designed as a water -tight structure. As such, the below -grade walls for the tower structure should be properly designed to resist the lateral earth pressures and hydrostatic pressures behind the wall. Our geotechnical recommendations for the design and construction of the below -grade walls are presented below. Lateral Earth Pressures — Below -grade concrete walls for the tower structure should be designed to resist lateral earth pressures due to the adjacent soil, surcharges, and hydrostatic pressures. Lateral pressures will depend upon the inclination of the back - slope, degree of wall restraint, type of backfill, method of backfill placement, degree of backfill compaction, drainage provisions, and magnitude and location of any surcharge loads. A design groundwater level of 13 feet should be used in the design. The below -grade concrete walls should be designed for the following lateral (equivalent fluid) pressures: • At rest conditions above water table 45 pcf • At rest conditions below water table 21 pcf • Active conditions above water table: 35 pcf • Active conditions below water table: 17 pcf • Hydrostatic pressure: 62.4 pcf (assume water table at 13') Dynamic lateral earth pressures due to seismic loading may be estimated using 6H psf (rectangular pressure distribution) for level backfill, where H is the height of the wall in feet. The dynamic lateral earth pressures are in addition to the static lateral earth pressures. Surcharge — Surcharge loads, where present, should also be included in the design of retaining walls. We recommend that a lateral load coefficient of 0.3 be used to compute the lateral pressure on the wall face resulting from surcharge loads located within a horizontal distance of one -half wall height. Lateral Resistance — Lateral forces from wind or unbalanced lateral earth pressures may be resisted by a combination of passive earth pressures acting against the embedded portions of 09 -145 U -Fly Seattle Rpt.doc Page 8 PanGEO, Inc. Mr. Bill Adams Proposed U -Fly Seattle, Tukwila, WA December 23, 2009 the foundations and by friction acting on the base of the foundations. Passive resistance values may be determined using the following values. • Passive conditions above water table: 350 pcf (allowable) • Passive conditions below water table: 200 pcf (allowable) The resistance values include a factor of safety of 1.5, assuming that the structural fill adjacent to the sides of the footing has been compacted. A friction coefficient of 0.35 may be used to determine the frictional resistance at the base of the footings. This coefficient includes a factor safety of approximate 1.5. Water Proofing — The exterior of the below -grade walls of the tower structure should be protected with a water proofing compound. A building waterproofing specialist should be consulted for additional input regarding this matter. Wall Backfill — The existing on -site soil may be re -used as wall backfill provided they can be compacted to at least 95 percent of its maximum dry density. If on -site sol cannot be compacted to the required density, imported, well - graded granular material should be used as wall backfill. Wall backfill should be moisture conditioned, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition. Within 5 feet of the walls, we recommend using small equipment such as plate wackers for fill compaction, to prevent damage to the concrete wall. In the area where the space is limited between the wall and the face of excavation, pea gravel may be used without compaction. CONSTRUCTION CONSIDERATIONS MATERIAL REUSE The on -site soil may be re -used as fill and backfill provided they can be compacted to a dense and unyielding condition. If on -site soil cannot be compacted to a dense and unyielding condition, imported, well - graded, granular material, such as Gravel Borrow (WSDOT 9- 03.14(1)) should be used as backfill. STRUCTURAL FILL COMPACTION Structural fill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Depending on the type of compaction equipment used and depending on the type of fill material, it may be necessary to decrease the thickness of each lift in order to achieve adequate 09 -145 U -Fly Seattle Rpt.doc Page 9 PanGEO, Inc. Mr. Bill Adams Proposed U -Fly Seattle, Tukwila, WA December 23, 2009 compaction. PanGEO can provide additional recommendations regarding structural fill and compaction during construction. WET SEASON CONSTRUCTION AND EROSION CONTROL In our opinion, the proposed site construction may be accomplished during wet weather (such as in winter) without adversely affecting the site stability. However, foundation construction of the tower structure in the winter months will encounter higher groundwater level and will require more construction dewatering. Generally, earthwork construction performed during the drier summer months likely will be more economical. Winter construction will also require the implementation of best management erosion and sedimentation control practices to reduce the chance of off -site sediment transport. Some of the site soils contain a high percentage of fines and are moisture sensitive. Any footing subgrade soils that become softened either by disturbance or rainfall should be removed and replaced with crushed rock, Controlled Density Fill (CDF), or lean -mix concrete, as determined by the geotechnical engineer depending on the actual site conditions. General recommendations relative to earthwork performed in wet conditions are presented below: • Site stripping, excavation and subgrade preparation should be followed promptly by the placement and compaction of clean structural fill or CDF; • The size and type of construction equipment used may have to be limited to prevent soil disturbance; • The ground surface within the construction area should be graded to promote run -off of surface water and to prevent the ponding of water; • Bales of straw and/or geotextile silt fences should be strategically located to control erosion and the movement of soil; • Structural fill should consist of less than 5% fines; and • Excavation slopes should be covered with plastic sheets. SURFACE DRAINAGE Surface runoff can be controlled during construction by careful grading practices. Typically, this includes the construction of shallow, upgrade perimeter ditches or low earthen berms to collect runoff and prevent water from entering the excavation. All collected water should be directed under control to a positive and permanent discharge system such as a storm sewer. Permanent control of surface water should be incorporated in the final grading design. Adequate surface gradients and drainage systems should be incorporated into the design such that surface runoff is directed away from structures and top of slope. Water should not be discharged over the top of the slope. 09 -145 U -Fly Seattle Rpt.doc Page 10 PanGEO, Inc. Mr. Bill Adams Proposed U -Fly Seattle, Tukwila, WA December 23, 2009 Potential problems associated with erosion may also be minimized by establishing vegetation within disturbed areas immediately following grading operations. Vegetation with deep penetrating roots is the preferred choice, since the roots tend to maintain the surficial stability of slopes by mechanical effects and contribute to the drying of slopes by evapo - transpiration. ADDITIONAL SERVICES To confirm that our recommendations are properly incorporated into the design and construction of the development, PanGEO should conduct a review of the final project plans and specifications, and perform a field- monitoring program during construction. Specifically, we anticipate that the following additional services may be needed: • Review final project plans and specifications • Verify implementation of erosion control measures • Monitor temporary excavation and shoring • Verify footing subgrade conditions • Confirm the adequacy of the compaction of structural backfill • Other consultation as may be required during construction Modifications to our recommendations presented in this report may be necessary, based on the actual conditions encountered during construction. LIMITATIONS We have prepared this report for use by Rotorway International and the project team. Recommendations contained in this report are based on a site reconnaissance, a subsurface exploration program, review of pertinent subsurface information, and our understanding of the project. The study was performed using a mutually agreed -upon scope of work. Variations in soil conditions may exist between the locations of the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report, we should be notified immediately to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. We are not mold consultants 09 -145 U -Fly Seattle Rpt.doc Page 11 PanGEO, Inc. • Mr. Bill Adams Proposed U -Fly Seattle, Tukwila, WA December 23, 2009 nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold - related issues. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both off and on- site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PanGEO should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report. Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting from the use this report. Within the limitation of scope, schedule and budget, PanGEO engages in the practice of geotechnical engineering and endeavors to perform its services in accordance with generally accepted professional principles and practices at the time the Report or its contents were prepared. No warranty, express or implied, is made. We appreciate the opportunity to be of service. Sincerely, H. Michael Xue, P.E. Senior Geotechnical Engineer 09 -145 U -FIy Seattle Rpt.doc Page 12 Siew L. Tan, P.E. Principal Geotechnical Engineer PanGEO, Inc. Mr. Bill Adams Proposed U -Fly Seattle, Tukwila, WA December 23, 2009 Attachments: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Log of CPT -01 Figure 4 Log of CPT -02 Figure 5 Log of Test Boring BH -1 Appendix Previous summary Boring Log by Earth Consultant, Inc. (1985) 09 -145 U -Fly Seattle Rpt.doc Page 13 PanGEO, Inc. Mr. Bill Adams Proposed U -Fly Seattle, Tukwila, WA December 23, 2009 REFERENCES Booth, D.B., Waldron, H.H. and Troost, K.G. (2004), Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, scale 1:24,000 Earth Consultant Inc., (1985), Geotechnical Engineering Study, Abbott Laboratories Building, Andover Park West & Tukwila Parkway, Tukwila, Washington. International Building Code (2006). WSDOT, (2008). Standard Specifications for Road, Bridges, and Municipal Construction. 09 -145 U -FIy Seattle Rpt.doc Page 14 PanGEO, Inc. Fig1_vicinity.ppt 12/23/2010(1:12 PM) MHX Approx. Scale: 1 in - 750 feet _ ....r u.w ...•wareew..rwc f" PanGFE! U -FIy Seattle 301 Tukwila Parkway Tukwila, Washington VICINITY MAP Project No. 09 -145 Figure No. 1 file.grf w/ rile.da1 12/23/10 (14:29) MHX 1 TUKWILA PARKWAY (5. 1 56th 61 tcEL 1) 401.04_ _ _ — _ L tU 111 n I I • t 1 EXISTING BUILDING 1 4.27.05' RN611 FLOOR • PROPOSED AREA OF WORK CPT-02 —434— Previously Planned U -Fly Location 4-- -kJ I{ 1 1 1 1 1 1 1 1 1 1 1 1 1 1` 1--1-1• -, r i °rig. r 1 1 H III n 111 CPT-01 Note: Base map modified from Site Plan by Jensen Fey Architecture & Planning, dated 11/23/2009. Legend: - CPT-01 Approx. CPT Location BH -1 Approx. Boring Location B -1 Approx. ECI Boring Location Newly Proposed U -Fly Location • 3' cn A H N Approx. Scale 1 " =50' I O C O R P O R A T E D U -Fly Seattle 301 Tukwila Parkkway Seattle, Washington SITE AND EXPLORATION MAP Project No. Figure No. 09 -145 2 File.ppt 12/23/2009(10:12 AM) NER Tip Resistance Qt TSF 0 0 PanGEO Inc. Operator: Brown Sanding: CPT -01 Cone Used: DSG1079 Fricdcn Ratio FsIQt ( %) 250 0 5 Depth 30 (n) 40 60 CPT Date/Time. 11/5/2009 8:48:37 AM 1.ocaUcn: U -Fly Seattle 301 Tukwila Parkway Jab Number: 09 -145 Pore Pressure Shc Behavior Type' SPT N' Pw PSI Zane: UBC -1983 60% Hammer -20 60 0 12 0 50 J r I r 1 1- Maximum Depth Q 59.06 feet 1 f 1 - 1 1 MI Depth increment = 0.164 feet 1 1 1 1 I 1 1 1 SI I 1 1 I 1 I I 1 1 1 1 I 1 1 1 1 1 11 I 1 II ;I I at 1 11 11 01 sensitive One grained ® 4 silty day to day ® 7 silty sand to sandy silt ®10 gravelly sand to sand ® 2 organic material ® 5 dayey silt to silty day 0 8 send to silty sand 11 very stiff fine grained (') ▪ 3 clay ® 6 sandy slit to clayey slit ® 9 sand 1112 sand to dayey sand (') '8011 behavior type and SPT based on data born UBC -1983 In Situ Engnoonnp 1":a O R O 0 Y A :c D U -Fly Seattle Tukwila Pkwy & Andover Park W Tukwila, Washington LOG OF CPT - 01 Project No. 09 -145 'Figure No. 3 •• ,41 File.ppl 12/23/2009(10:12 AM) NER Tip Resistance QtTSF 0 0 10 20 Depth 30 (ft) 40 50 60 PanGEO Inc. Operator Brown Sounding: CPT -02 Cone Used: DS01079 CPT Daternme: 11/5/2009 11:08:17 AM Location: U-F y Seattle 901 Tukwila Parkway Job Number; 09 -145 Frtctlon Ratio Pore Pressure Soil Behavior Type' SPT N" Fs/Ot ( %) Pw PSI Zane: UBC -1983 60% Hammer 250 0 5 -5 20 0 12 0 50 °r. _1 s —4 mod.- d-- I - -1--. TT 11 JJlt ft 111 111 111 Ili 111 1 111 14 11 11 11 11 11 11 1/11111111 11111111/1 1111111111 (11114 111 1111111111 11111111 AI 1111111111 1/11111111 1/11111111 /1111111 1111/1111 111111111 1111111■1 1111111111 1111111111 1/11111111 11111 1 1 f 111'1' -k 1_ 4-- Maximum Depth = 50.03 feet Depth Increment 0.164 feet 0 1 sensitive fine grained ® 4 silty day to day ® 7 silty sand to sandy silt G 10 gravelly sand to sand © 2 orgarc material 0 5 dayey sin to silty day 0 8 sand to silly sand 11 very stiff fine grained (1 it 3 clay IQ 6 sandy silt to clayey sin D 9 sand IN 12 sand to dayey sand (•) `Sail behavior typo and SPT based on data tmm UBC -1903 h Sdu Eng noering PanGE® - - - - - - - S 0 U -Fly Seattle Tukwila Pkwy & Andover Park W Tukwila, Washington LOG OF CPT - 02 Project No. 09 -145 Figure No. 4 Project: U -Fly Seattle Job Number: 09 -145 Location: Tukwila, Washington Coordinates: Northing: , Easting: Surface Elevation: Top of Casing Elev.: N/A Drilling Method: Hollow Stem Auger Sampling Method: SPT 9- 145.GPJ PANGEO.G w LOG OF BOREH O Z 4) a E cn a) a 1- G) a E /) Blows / 6 in. y y u) H 8) t 0 .0 MATERIAL DESCRIPTION N -Value • PL Moisture LL RQD 50 Recovery 100 c N E 2 y -1 -2 -3 - 12 - - 14 - S-4 - 18 - 30 50/6 5 8 18 5 10 31 11 11 28 50/6 20 . Completion Depth: Date Borehole Started: Date Borehole Completed: Logged By: Drilling Company: Approximate 5 -inch concrete slab. Hard, gray- brown, SILT to clayey SILT, trace sand and some crushed rock, moist (FILL). Very stiff, light gray -gray, clayey SILT /silty CLAY, trace sand and gravel, very moist. Hard, gray, clayey SILT interbedded with silty fine SAND, little gravel, very moist. Hard, gray- brown, SILT with some fine sand to sandy SILT, moist, 3 -inch thick gray, fine sand layer at the bottom of sampler. Bottom of Boring at about 17 feet below the existing building floor. Boring was converted to a groundwater monitoring well. Groundwater was measured at about 15 feet on December 8 and 16, 2009. • A,A,A 10,1234 17.0ft 12/1/09 12/1/09 MHX CN Drilling Remarks: Standard Penetration Test (SPT) sampler driven with a 140 Ib. safety hammer. Hammer operated with an rope and cathead mechanism. PanGE® LOG OF TEST BORING BH -1 I N C O R P ORA T E D Phone: 206.262.0370 The stratification lines represent approximate boundaries. The transition may be gradual. Figure 5 Sheet 1 of 1 4. 1 APPENDIX A PREVIOUS SUMMARY BORING LOG BY EARTH CONSULTANT INC (1985) BORING NO. _i___. Logged By JWJ ELEV. 26± Date 2/8/85 Graph Graph US Soil Description De'h Sample (N) Blows Ft. (9b) :•�•;•;•�•, $: ;m •••••••••• ' '••• ❖O.' ml gray rusty mottled sandy SILT with gravel and cobbles or rubble, moist, medium dense (FILL) —5 - = = 85 = = :I: :I: ' S I I T 15 7 4 9 14 18 10 10 4 5 25 27 36 20 28 70 27 17 78 123 32 38 30 11 14 13 gu =1.0 tsf qu =.5 tsf LL=61,PI =18 2.25tsf = 2.0 -3.5 • tsf qu =.5 tsf f.L-63,PI =10 qu =2.75tsf NBi gray clayey SILT with peat layers, woody, wet, soft to medium stiff (stiff to very stiff at 11') '.— - 10 ' ram gray clayey SILT mixed with silty sand with gravel, moist, medium dense, low plastirity `(hartl'drilljng) • - 2/18 ` 15 h —.20 20 MR brownish clayey SILT with organics, wet soft to medium stiff � �) ml gray clayey SILT, moist, very stiff i �' )� .4,4 j,„� �l of pt brown organic SILT layered with PEAT, woody, wet, 1_ :_25 ` 30 -- 35 - _ 40 ml brody gray silty sand ::iL:with layers, wet, loose to medium dense, non- plastic grayish SILT with sand, wet, loose, non plastic gray silty SAND w /sandy silt lenses w/ shell fragments. wet. loose • !.0.4 i�e�o •.o.0 •:fir e•e•o • :*.:e: ••o•o e�o • :41):• -o gp gray sandy GRAVEL with shell fragments, wet, medium dense - _45 - _ 50 - - Boring terminated at 54' below existing grade. Groundwater - encountered at 12.5' during drilling. 3/4" PVC standpipe installed to bottom of boring. Lower 15' slotted. Boring backfilled with cuttings. r Earth Consultants Inc. GEOTECHNICAL ENGINEERING 1 • & ,I GEOLOGY Jk�, r ././ 1k , i ' BORING LOG ABBOTT LAB ADDITION TUK WILA, WASHINGTON Proj. No. 2555 I Date Feb. '85 elate 4 • 4 Ao FILE COPY elk Ilk TECHNICAL MEMORANDUM TO: Bill Adams Cc: Dave Fey /Blaze Bresko PREPARED BY: H. Michael Xue, P.E./ Siew L. Tan, P.E. GE@ 1 f Geotechnical & Earthquake Engineering Consultants SUBJECT: TEMPORARY SHORING DESIGN RECOMMENDATIO I -FLY SEATTLE TUKWILA PARKWAY AND ANDOVER PARK WEST TUKWILA, WASHINGTON PROJECT NO.: 09 -145 DATE: August 31, 2010 CODE VIEWED FOR �OMPLIgNCE A afUg® Js FEB 08 an ity of Tukwila BUILDING DIVIRinhi This technical memorandum provides our supplement geotechnical recommendation for the proposed project. Based on the information provided, we understand that the current design will require temporary excavations to about 191/2 feet below the existing grade to construct the below -grade structure. We also understand that a temporary soldier pile and tieback wall will be used to provide the temporary excavation support. As such, we are providing the following recommendations for design of the temporary soldier pile and tieback wall: 1. Design Parameters Active Earth Pressure: 35 pcf Passive Resistance: 200 pcf (allowable) Lagging: 250 psf uniform pressure Surcharge Pressure: 0.3* q psf (q is surface load, uniform distribution) Soldier Pile Vertical capacity: Skin Friction 0.8 ksf (allowable) End Bearing 8 ksf (allowable) 2. Tieback Design and Testing The manner in which the tieback anchors carry load will depend on the type of anchor selected, the method of installation, and the soil conditions surrounding the anchor. Accordingly, we recommend use of a performance specification requiring the shoring CITY OF TUKWILA NW/ 01 [010 PERMIT CENTER 3213 Eastlake Ave E, Ste B Seattle, WA 95102 Tel (206) 262 -0370 Fax (206) 262 -0374 10 -2°I5 Temporary Shoring Design Recommendations I -Fly Seattle, Tukwila, WA August 31, 2010 contractor to install anchors capable of satisfactorily achieving the design structural loads, with a pullout resistance factor of safety of 2.0. For planning purposes, however, the anchors may be sized for an allowable soil- concrete friction value of 2.5 ksf, assuming that small diameter (about 6 inches) pressure - grouted tiebacks will be used. Post - grouting will be needed in order to achieve the design capacity. The tiebacks for this project should be installed by experienced personnel. Temporary casings may be required for tieback hole drilling to prevent caving and excessive ground loss. In addition, the use of compressed air to flush the drill cuttings must be properly controlled; the use of excessive amount of compressed air while drilling tiebacks could lead to reduction of soil strength and ground movements. The actual capacity of the anchors should be checked with 200 percent verification tests. At least two 200 - percent tests should be performed prior to installing production anchors. The tieback design may need to be modified if the design capacity cannot be achieved. All production anchors should be proof tested to 133% of the design load. The anchor installations should be conducted in accordance with the latest edition of the Post Tensioning Institute (PTI) "Recommendations for Prestressed Rock and Soil Anchors ". Elements of the testing are as follows: Verification Tests (200% Tests) • Prior to installing production anchors, perform a minimum of two tests each on each anchor type, installation method and soil type with the tested anchors constructed to the same dimensions as production anchors. • Test locations to be determined in conjunction and approved by the geotechnical engineer. • Test anchors, which will be loaded to 200% of the design load, may require additional prestressing steel (steel load not to exceed 80% of the ultimate tensile strength) or reinforcing of the soldier pile. • Load test anchors to 200% load in 25% design load increments, holding each incremental load for at least 5 minutes and recording deflection of the anchor head at various times within each hold to the nearest 0.01 inch. • At the 200% load, the holding period shall be at least 60 minutes. • A successful test shall provide a measured creep rate of 0.04 inches or less at the 200% load between 1 and 10 minutes, and 0.08 inches or less between 6 and 60 minutes and 24 and 240 minutes, and all time increments shall have a creep rate that is linear or decreasing with time. The applied load must remain 09 -145 shoring Memo.doc Page 2 of 3 Temporary Shoring Design Recommendations I -Fly Seattle, Tukwila, WA August 31, 2010 constant during all holding periods (i.e. no more than 5% variation from the specified load). Proof Tests (133% load tests on all production anchors) • Load test all production anchors to 133% of the design load in 25% design load increments, holding each incremental load until a stable deflection is achieved (record deflection of the anchor head at various times within each hold to the nearest 0.01 inch). ■ At the 133% load, the holding period shall be at least 10 minutes • A successful test shall provide a measured creep rate of 0.04 inches or less at the 133% load between 1 and 10 minutes with a creep rate that is linear or decreasing with time. The applied load must remain constant during the holding period (i.e. no more than 5% variation from the 133% load). Anchors failing this proof testing creep acceptance criteria may be held an additional 50 minutes for creep measurement. Acceptable performance would equate to a creep of 0.08 inches or less between 5 and 50 minutes with a linear or decreasing creep rate. Verification tested anchors or extended creep proof tested anchors not meeting the acceptance criteria will require a redesign by the contractor to achieve the acceptance criteria. In the tieback construction, a bond breaker shall be constructed in the no load zone when the installation procedures use single stage grouting. 3. Construction Dewatering Groundwater is anticipated to be at about 15 to 16 feet below the existing ground surface. As such, the contractor should be prepared to provide temporary dewatering systems for the excavation. Based on our understanding of the project and site conditions, we anticipate that a conventional dewatering system consisting of trenches, sumps and pumps will be adequate to dewater the temporary excavation. For planning purpose, a dewatering volume of about 15 gallons per minute may be used. This estimated volume is considered to be conservative and the actual groundwater volume should be less. We trust that the information presented herein meets your needs at this time. If you have any questions, please do not hesitate to contact our office. 09 -145 shoring Memo.doc Page 3 of 3 4 -044 FILE COPY 47/2 -/ A C464 I. GCJLI 770 ,�N1�0o2 �G 2)/Vi 11 §e. ,4Ni/ei< So vTiv — EVIE NE p FOR CODE COMPLIANCE FEB 08 2011 tY °f TU kwrila WING DIVi,Sinm cmREN&ILA NOV 012010 PERMIT CENTER iplo4920 ri SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue - Suite 100 • Seattle - WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 934 Broadway Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 -?=A -y 5 Project Date 41-6 e 4t, (i 85 7- 624 f lop Wt A-16 lc alc‘1141e 57C' P ljjsr (1,61/) 4) 5C fte— 7c24 -21 'V64646102 1-467C; NZ., 'Des 64 El c .24)45c Yhav* (AA– Sekti5 `e. AAA 4/4 t ,E4 1444:- /32, SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattie: 2124 Third Avenue • Suite 100 . Seattle • WA 98121 Tel: 206.443.6212 Fax: 206-443-4870 934 Broadway • Suite 100 • Tacoma WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Tacoma: • Project Pro). No. resign Sheet oldier Pile EP.gif 10/4/1Q8: Building and Equipment Surcharge q l• ". ►+� X ~Iti • 0.4(1 - x /H +Hs) q 2Bq -- �,OL7KsP ._Surcharge Pressure from q Street/Parking Lot Traffic Surcharge Pressure: 75 psf unifrom Lateral Pressure (0 T PFF 1,, 41,-;1) 61..i3►A T/Q,J LEGEND H = Height of Soldier Pile Wall (ft) H; 1H:1V Sloe Cut Height (ft) Hw = Groundwater Depth (ft) D = Embedment Depth (ft) 62.4 pcf 1' Base of Excavation I Hs =9' (Ht of Backslope) Active Pressure Passive Pressure D Notes: 1. Embedment (D) should be determined by summation of moments at the bottom of the soldier piles. Minimum embedment should be at least 10 feet. 2. A factor of safety of 1.5 has been applied to the recommended passive earth pressure value. No factor of safety has been applied to the recommended active earth pressure values. 3. Spacers (1/8 inch) should be provided between timber lagging to promote drainage. 4. Active and surcharge pressures should be applied over the full width of the pile spacing above the base of the excavation, and over one pile diameter below the base of the excavation. 5. Passive pressure should be applied to two times the diameter of the soldier piles. 6. Use uniform earth pressure of 200 psf and 250 psf for lagging design with soldier piles spaced at Tess than 8 feet and greater than 8 feet, respectively. 7. Allowable vertical soldier pile capacity: Skin Friction = 1.0 ksf End Bearing = 15 ksf 1 0 C O R P O A A T 8 O U -Fly Seattle Tukwila Pkwy & Andover Park W Tukwila, Washington DESIGN EARTH PRESSURES TEMPORARY CANTILEVERED SOLDIER PILE WALL OCTOBER 4, 2010 _ Project No. Figure No. 09.145 1 P9A UAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAL 3 S W E N S O N - SAY - FAG E T 3 3 A CONSULTING STRUCTURAL ENGR. CORP. 3 engr. proj. no. AAAAAAAAAWAAAAAAAAAAAAAWAAAAAAAAAAAAAAAAO S O L D I E R P I L E A N A L Y S I S P R O G Page 1 (10/ 5/ * *) PROJECT: IFly shoring PILE ID: 9 foot pile STEEL SECTION ID: w18x50 STEEL YIELD STRESS Fy (ksi) = 50.00 SPACING BETWEEN PILES (ft) = 8.00 BASE HOLE DIAMETER (in) = 24.00 DEPTH OF EXCAVATION (ft) = 9.00 ADDED DEPTH TO FIX. PT.(ft) = .00 NO. OF TIE BACK ANCHORS = 0 ITERATIVE METHOD USED NO SHEAR SURCHARGE LOAD (kips) = .00 MOMENT SURCHARGE LD. (k -ft) _ .00 S O I L L O A D S U M M A R Y MIN.ANC.LEN.(LD.ZONE)(ft) = .00 NO LOAD ZONE OFFSET (ft) = .00 NO LOAD ZONE ANGLE (deg) = .00 NO LOAD ZONE MX.PROJ.(ft) = .00 SKIN FRICT. ON PILE (ksf) = 1.00 PILE TIP BEAR. CAP. (ksf) = 10.00 PILE TIP EMBEDMENT (ft) = 24.00 PASSIVE TRIB.WIDTH FACTOR = 2.00 SUB -GRADE MOD.WIDTH FACT. = 1.00 ALLOW. OVER - STRESS FACTOR = 1.00 A B O V E E X C A V A T I O N LOAD NO. 1 2 3 SOIL LOAD TYPE ACTIVE ACTIVE ACTIVE S O I L L O A START DEPTH (feet) END DEPTH (feet) START PRESS. (ksf) END TRIBUTARY PRESS. WIDTH (ksf) (feet) .00 3.00 .00 .15 8.00 3.00 9.00 .15 .67 8.00 .00 8.00 .08 .08 8.00 TOTAL FORCE = D S U M M A R Y EQUIV. FORCES (kips) . 1.80 19.68 5.12 26.60 B E L O W E X C A V A T I O N LOAD NO. 4 5 6 S 0 I L SOIL LOAD TYPE ACTIVE ACTIVE PASSIVE START DEPTH (feet) END START END TRIBUTARY EQUIV. DEPTH PRESS. PRESS. WIDTH FORCES (feet) (ksf) (ksf) (feet) (kips) 9.00 18.00 .67 1.45 2.00 19.08 18.00 33.00 1.45 1.80 2.00 48.82 11.00 33.00 -.50 -6.00 4.00 - 286.00 TOTAL FORCE = - 218.10 S U B G R A D E M O D U L U S I N P U T S U M M A R Y ZONE NO. 1 START DEPTH (feet) 11.00 ENDING DEPTH (feet) START MODULUS (kcf) 29.00 400.00 ENDING MODULUS (kcf) TRIBUTARY WIDTH (feet) 400.00 2.00 U ......................... AAAAAAAAAAAAAAAA G 3 S W E N S O N - SAY - FAG E T 3 3 A CONSULTING STRUCTURAL ENGR. CORP. 3 engr. proj. no. AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAU S O L D I E R P I L E A N A L Y S I S P R O G . Page 2 (10/ 5/ * *) PROJECT: IFly shoring PILE ID: 9 foot pile AXIAL PILE LOADS AXIAL PILE CAPACITY ( OK ) APPLIED LOAD TIE BACK LOAD TOTAL LOAD SKIN FRICTION Page 1 END BEARING TOTAL CAPACITY (kips) (kips) (kips) P9A (kips) (kips) (kips) .00 .00 .00 150.80 31.42 182.21 MINIMUM DEPTH OF EMBEDMENT REQUIRED FOR STABILITY OF THE CANTILEVER PILE MINIMUM DEPTH OF PILE EMBEDMENT BELOW DREDGE LINE (F.S.= 1) = 23.56 (ft) A X I A L , S H E A R , M O M E N T & D E F L E C T . S U M M A R Y SEGMENT LENGTH AXIAL SHEAR CHK M O M E N T S (k -ft) DEFL. No. type (feet) (kips) (kips) (top) (interior) (bot) (inch) 1 CANT. 9.00 .00 26.60 OK .00 -12.72 -84.78 1.60 2 EMBED 24.00 .00 29.63 OK -84.78 - 163.93 .00 .54 A.I.S.C. + + 1 SEGMENT 1 1 No.type 1 1 1 1 CANT.1 1 2 EMBED! + + CODE COMBINED STRESS CHECK - STEEL PILE SECTION: w18x50 + + STABILITY CRITERIA 1 STRESS CRITERIA 1 ( 1.6 -la ) (Cm = 1) 1 ( 1.6 -1b or 1.6 -2 * ) 1 + 1 1 .000 + .347 = .347* OK 1 1 .000 + .671 = .671* OK 1 + + Page 2 NOTE 1 1. RECOMMENDED SLAB SIZE 1 50' L x 24' W x 4' MINIMUM THICKNESS. 2. HEAT IS PROVIDED BY A 90W, 120V, SINGLE PHASE HEAT 3, THIS UNIT IS THE LB2 WHEN INSIDE D I MENS I ❑NSA 39' L X 13' W X 28' H. OUTSIDE DIMENSIONS 42' L X 16' W X 29 1/2'H. HOT BOX. THE ENGINEERED ENCLOSURE HASP REAR LID SEAM FRONT LID SEAM REVIEWED FOR CODE COMPLIANCE 1&PPP A VE FEB 0 8 City of 1 BUILDING FRONT LID SEAM ORDERED WITHOUT HEAT. TRACE CABLE. C❑NTINU ❑US HINGE AT REAR SLAB OR FOOTER CITYRr IU LA JAN 1 1 2011 PERMIT CENTER ;ORRECTIOi4 DRAIN ( TYP. OF 2) RESTRICTED DRAWING. PATENT # 4, 726, 394. Hot Box® 924 LANE AVE. N. JACKSONVILLE, FLORIDA 32254 (904) 786 -0204 (800) 736 -0238 FAX (904) 783 -6965 httpl / /www.hot- box.corn TITLE STANDARD # HB2 FIBERGLASS FLIP -TOP ENCLOSURE BY/DATE/MI BGA / 8 -29 -97 HB -2 ENGINEER / CONTRACTOR REV. 1 REV. 2 t REV. 3 SCALD N. T. S. LOCATION 1 REP. / DISTRIBUTOR APPROVED /DATE 17104-!u°215 Model 950XLT2 Top Access Double Check Valve Assembly SPECIFICATION SUBMITTAL SHEET LOW -LEAD Certified to NSF /ANSI 61 -G FEATURES Sizes: 03/4" ❑ 1" O 1 1/4" ❑ 1 1/2" O 2" Maximum working water pressure Maximum working water temperature Hydrostatic test pressure End connections Threaded OPTIONS (Suffixes can be combined) 175 PSI 180 °F 350 PSI ANSI B1.20.1 ❑ FT - with "Fast Test" test cocks ❑ S - with Model SXL lead -free bronze "Y" type strainer ACCESSORIES ❑ Repair kit (rubber only) ❑ Thermal expansion tank (Model XT) ❑ Stainless steel ball valve handles ❑ QT -SET Quick Test Fitting Set ❑ Test Cock Lock (Model TCL24) DIMENSIONS & WEIGHTS (do not include aka. APPLICATION Ideal for use where lead free valves are required. Designed for installation on potable water lines to protect against both backsiphonage and backpressure of polluted water into the potable water supply. A tethered test cock cap is provided to protect against fouling caused by insects, dirt and debris. Assembly shall provide protection where a potential non - health hazard exists. STANDARDS COMPLIANCE (Unless otherwise noted, applies to 3/4" thru 2" Horizontal) • ASSE® Listed 1015 (Vertical flow -up:1 1/4" thru 2 ") • IAPMO® Listed • CSA® Certified (Vertical flow -up:1 1/2" & 2 ") • AWWA Compliant C510 • NSF® Listed - Standard 61, Annex G • Approved by the Foundation for Cross Connection Control and Hydraulic Research at the University of Southern California LEAD PLUMBING LAW COMPLIANCE (0.25% MAX. WEIGHTED AVERAGE LEAD CONTENT) • Lead Plumbing Law Certified by IAPMO R &T • Annex G Certified by NSF International MATERIALS Main valve body Access covers Fasteners Elastomers Polymers Springs Test cock cover Cast Bronze ASTM B 584 Cast Bronze ASTM B 584 Stainless Steel, 300 Series Silicone (FDA approved) Buna Nitrile (FDA approved) NoryF , NSF Listed Stainless steel, 300 series Plastic OPTIONAL LEAD -FREE STRAINER (MODEL SXL) Page 1 of 2 WILKINS a Zum company, 1747 Commerce Way, Paso Robles, CA 93446 Phone:805 /238 -7100 Fax :8051238 -5766 In Canada: ZURN INDUSTRIES LIMITED, 3544 Nashua Dr., Mississauga, Ontario L4V 1 L2 Phone:905 /405 -8272 Fax:9051405 -1292 Product Support Help Line: 1- 877 - BACKFLOW (1- 877 - 222 -5356) • Website: http: / /www.zurn.com DIMENSIONS (approximate) MODEL SIZE A B C D E F G WITH BALL VALVES in. mm in. mm in. mm in. mm in. mm in. mm in. mm in. mm lbs. kg 3/4 20 13 330 8 3/4 222 2 3/8 60 2 5/16 59 3 5/16 84 3/4 19 17 5/8 448 6 2.7 1 25 14 356 8 3/4 222 2 1/2 64 2 5/16 59 3 5/16 84 3/4 19 19 3/4 502 12 5.4 1 1/4 32 19 5/8 499 13 3/4 349 4 102 3 5/8 92 4 3/8 111 1 5/16 33 24 3/4 629 22 10 1 1/2 40 20 5/16 516 13 3/4 349 5 3/8 137 3 5/8 92 4 3/8 111 1 5/16 33 25 15/16 659 22 10 2 50 21 3/8 543 13 3/4 349 513/16 148 3 5/8 92 4 3/8 111 1 5/16 33 28 5/16 719 29 13.2 Page 1 of 2 WILKINS a Zum company, 1747 Commerce Way, Paso Robles, CA 93446 Phone:805 /238 -7100 Fax :8051238 -5766 In Canada: ZURN INDUSTRIES LIMITED, 3544 Nashua Dr., Mississauga, Ontario L4V 1 L2 Phone:905 /405 -8272 Fax:9051405 -1292 Product Support Help Line: 1- 877 - BACKFLOW (1- 877 - 222 -5356) • Website: http: / /www.zurn.com FLOW CHARACTERISTICS MODEL 950XLT2 3/4 ", 1 ", 1 1/4 ", 1 1/2" & 2" (STANDARD & METRIC) FLOW RATES (Vs) 1.26 2.52 3.8 5.0 15 3/4" (20mm) 1" (25mm) 20 40 60 80 10 5 0 3.2 6.3 9.5 12.6 15.8 m 103 69 p w 35 ix to (n w cc FLOW RATES (GPM) O Rated Flow (Established by approval agencies) TYPICAL INSTALLATION Local codes shall govern installation requirements. To be installed in accordance with the manufacturer's instructions and the latest edition of the Uniform Plumbing Code. Unless otherwise specified, the assembly shall be mounted at a minimum of 12" (305mm) and a maximum of 30" (762mm) above adequate drains with sufficient side clearance for testing and maintenance. If installed below grade, be certain adequate drainage is provided to prevent the device from being submerged. OPTIONAL LEAD -FREE STRAINER (MODEL SXL) PROTECTIVE ENCLOSURE 0 Capacity thru Schedule 40 Pipe Pipe size 5 ft/sec 7.5 ft/sec 1 1/4" (32mm) 1 1/2" (40mm)/ 15 ft/sec 1/8" 1 1 2 2" (5Omm): 1/4" 2 2 3 5 3/8" 3 4 6 9 1/2 5 7 9 14 3/4" 8 12 17 25 1" 13 20 27 40 1 1/4" 23 35 47 70 1 1/2" 32 D 50 100 150 200 2. FLOW RATES (GPM) O Rated Flow (Established by approval agencies) TYPICAL INSTALLATION Local codes shall govern installation requirements. To be installed in accordance with the manufacturer's instructions and the latest edition of the Uniform Plumbing Code. Unless otherwise specified, the assembly shall be mounted at a minimum of 12" (305mm) and a maximum of 30" (762mm) above adequate drains with sufficient side clearance for testing and maintenance. If installed below grade, be certain adequate drainage is provided to prevent the device from being submerged. OPTIONAL LEAD -FREE STRAINER (MODEL SXL) PROTECTIVE ENCLOSURE 0 Capacity thru Schedule 40 Pipe Pipe size 5 ft/sec 7.5 ft/sec 10 ft/sec 15 ft/sec 1/8" 1 1 2 3 1/4" 2 2 3 5 3/8" 3 4 6 9 1/2 5 7 9 14 3/4" 8 12 17 25 1" 13 20 27 40 1 1/4" 23 35 47 70 1 1/2" 32 48 63 95 2" 52 78 105 167 DIRECTION OF FLOW OUTDOOR INSTALLATION DIRECTION OF FLOW PIT INSTALLATION SPECIFICATIONS The Double Check Type Backflow Preventer shall be ANSI 3rd party certified to comply with states' lead plumbing law 0.25% maximum weighted average lead content requirement, shall be ASSE Listed 1015, rated to 180 °F, and supplied with full port ball valves. The main body and access covers shall be low lead bronze (ASTM B 584), the seat ring and all internal polymers shall be NSF® Listed NorylTM and the seat disc elastomers shall be SILICONE. The first and second check shall be located at a 45° angle and accessible for maintenance from the top of the device, without removing the device from the line. Each check shall have separate access covers and test cocks shall be accessible from the top of the device. Test cocks shall be protected from debris by a tethered cap. The Double Check Type Backflow Preventer shall be a WILKINS Model 950XLT2. WILKINS a Zurn company, 1747 Commerce Way, Paso Robles, CA 93446 Phone:805 /238 -7100 Fax:805/238 -5766 IN CANADA: ZURN INDUSTRIES LIMITED, 3544 Nashua Dr., Mississauga, Ontario L4V 1L2 Phone:905 /405 -8272 Fax:905/405 -1292 Product Support Help Line: 1- 877 - BACKFLOW (1 -877- 222 -5356) • Website: http: / /www.zurn.com Page 2 of 2 FILE COPY l�r.rr'�a !A" r CISTERN CAPACITY: AREA X HEIGHT 1.78 GALLONS /CU.FT. 452 SQ. IN X 60 IN 1.78 GALLONS/ CU.FT. 16.7 CU. FT. 1.78 GALLONS /CU. FT. 9.4 GALLONS ESTIMATED CYCLES PER HOUR = MAXIMUM 2 PER CISTERN CODE F014" �E ®OMPLIgNCE FEB 0 8 2011 City of Tukwila BUILDING DIVIRinn► CALCULATED MAXIMUM PUMP FLOW = 9.4 GALLONS X 2 CYCLES 18.8 GPH X 2 CISTERNS TOTAL = 37.6 GPH PUMP CAPCAITY @ 15 FT. LIFT =38 GPM CALCULATED FLOW DURATION PER CYCLE = CORRECTIO LTA 9.4 GALLONS 38 GPM 0.25 MINUTES PER CYCLE crtYRSCASLA JAN 112011 PERMIT S QL/AL /TY PUMPS ,J /NCE i1v;:. Product information presented here reflects conditions at time of publication. Consult factory regarding discrepancies or inconsistencies. MAIL TO: P.O. BOX 16347 • Louisville, KY 40256 -0347 SHIP TO: 3649 Cane Run Road • Louisville, KY 40211 -1961 (502) 778 -2731. 1(800) 928 -PUMP • FAX (502) 774 -3624 SECTION: 4.10.010 FM0486 0306 Supersedes 0704 visit our web site: www.zoeller.com ELECTRICAL ALTERNATOR CONTROL PANEL - FOR DUPLEX INSTALLATIONS An Electrical Alternator is used on a Duplex pump application where automatic alternation of the pumps is desired for added protection in residential or commercial applications. With one pump operating to handle normal flow, a second pump becomes operational in the event the water level continues to rise. The built -in alarm system, a standard feature, can be connected to sound when the second pump becomes operational (3 -float switch system) or independently (4 -float switch system). All electrical systems must be installed by a qualified electrician and according to the National Electrical Code. (See Section 430 -71 though 430 -113, plus any others that apply.) Control Panel Features: • Hand -Off -Auto Toggle Switch for each pump. • Green pump run pilot light for each pump. • Alarm test and silence switches. • Red pilot light (Nema 1 Only) and audible alarm with 83 to 85 decibel rating for a high water condition. • Red Alarm Beacon included with Nema 4X enclosure. • Auxiliary Dry Contact. • High Water Alarm. • On Single Phase - Circuit breaker for each pump. • On Three Phase - Motor protective switch with overload protection. • Magnetic starter for each pump. • Altemating mechanism. • Numbered terminal strip for connecting pumps and variable level float switches. • Nema 1 - general purpose or Nema 4X - Watertight enclosures available. • Integral auxiliary terminal board connections (dry contact) for remote alarm devices. • 3 or 4 variable level float switch control operation. • Three 20' float switches included with single phase panels. • UL Listed. • 2 Year Warranty • The use of off- the -shelf components provide for relatively easy field maintenance and repair. • Float switches not included with three phase panels (See FM0526). CONTROL PANEL USED WITH SINGLE PHASE PUMPS NEMA 1 ENCLOSURE WITH 20' FLOAT SWITCH Order Dimensions No. H x W x D Volts Amp Range 10 -1039 12" x 10" x 6" 115 7 -15 10 -1040 12" x 10" x 6" 115 15 -20 10 -0092` 12" x 10" x 6" 115/200/230 0 -20 NEMA 4X ENCLOSURE WITH 20' FLOAT SWITCH Order Dimensions No. H x W x D Volts Amp Range 10 -1041 12"x 10"x 6" 115 7 -15 10 -1042 12" x 10" x 6" 115 15 -20 10 -1043 12" x 10" x 6" 115/200/230 0 -7 10 -1044 12" x 10" x 6" 115/200/230 7 -15 10 -1045 12" x 10" x 6" 115/200/230 15 -20 10 -1046 12" x 10" x 6" 115/200/230 20 -30 10 -0093' 12" x 10" x 6" 115/200/230 0 -20 Branch circuit protection provided by installing electrician. NEMA 1 ENCLOSURE 10 -0092 NEMA 4X ENCLOSURE Products may not be exactly as illustrated NOTE: 600 and X600 Series single phase pumps require special panels that include start components. See Selection Guide FM0712 for correct panel selection. NOTE: All variable level float switches in this section are mechanically activated and do not contain mercury. © Copyright 2006 Zoeller Co. All rights reserved. CONTROL PANEL USED WITH THREE PHASE PUMPS NEMA 4X ENCLOSURE Float Switches not included) Amp Range Order No. Dimensions H x W x D Volts" 10 -1102 14" x 12" x 6" 200/230/460 1.0 -1.6 10 -1104 14" x 12" x 6" 200/230/460 1.6.2.5 10 -1106 14" x 12" x 6" 200/230/460 2.5 - 4.0 10 -1108 14" x 12" x 6" 200/230/460 4.0 - 6.3 10 -1110 14' x 12" x 6" 200/230/460 6.0 -10.0 10 -1111 14° x 12" x 6" 200/230/460 9.0 -14.0 10 -1112 14' x 12" x 9" 200/230/460 13.0 -18.0 10 -1114 14" x 12" x 6" 200/230/460 17.0 - 23.0 10 -1115 14" x 12" x 6" 200/230/460 20.0 - 25.0 10 -1183 14° x 12" x 6" 200/208 23.0 - 32.0 10 -1154 14" x 12" x 6" 575 1.6 - 2.5 10 -1156 14" x 12" x 6" 575 2.5 - 4.0 10 -1158 14" x 12" x 6" 575 4.0 - 6.3 'Three phase panel has multi -tap transformer with secondary fusing. DUPLEX ELECTRICAL ALTERNATING SYSTEM ALARM LIGHT ELECTRICAL ALTERNATOR DISCONNECT CONTROL PANEL PUMP POWER SUPPLY NOTE: THREE PHASE PANELS HAVE A TRANSFOMER WITH SECONDARY FUSING. CONTROL & ALARM POWER SUPPLY (SINGLE PHASE ONLY) INDICATOR LAMPS (INSIDE ENCLOSURE) TOGGLE SWITCHES (INSIDE ENCLOSURE) NOTE:ALARM - CONTROL CIRCUIT SHOULD BE SEPARATE FROM PUMP POWER (SINGLE PHASE ONLY) 2' OR 3' DISCHARGE PIPE FLOOR FLANGE ZOELLER FIBERGLASS OR POLYETHYLENE BASIN ZOELLER FLOAT SWITCH ZOELLER SEWAGE PUMP ZOELLER UNICHCEK CHECK VALVE (2" OR 3') 4 FLOAT SYSTEM ALARM BELL "ON' BOTH PUMPS ALREADY ACTIVATED SET ABOVE OVERRIDE AND BELOW INLET 4' HUB INLET 'ALARM - OVERRIDE LEVEL SET ABOVE "ON" FLOATAND BELOW INLET BOTH PUMPS "ON " ALARM BELL' 0N' 3 FLOAT SYSTEM 'ON' LEVEL PUMPS ALTERNATE OPERATION EACH CYCLE MAXIMIZE BASED ON DEPTH AND VOLUME OF BASIN MINIMUM' OFF' LEVEL SK289 Sequence of Operation for Duplex Panel 1. Operation can begin after the following: - Correct voltage is supplied to Panel - Panel is properly grounded - Pumps are connected correctly to Panel - Panel Circuit Breakers are closed - Floats are installed properly - Overload Protection is adjusted to Pump nameplate amps - Pump HOA Switches are set to "Auto" - Control On /Off Switch is set to "On" 2. When the "Stop" and "Lead" floats are closed Pump 1 will energize and the Pump 1 Pump Run Light will illuminate. Pump 1 will remain operational until the "Stop" float opens. 3. The next time the "Stop" and "Lead" floats are closed the Altemating Circuit will energize Pump 2 and the Pump 2 Pump Run Light will illuminate. Pump 2 will remain operational until the "Stop" float opens. This cycle will repeat each time the fluid level rises and falls. 4. If the fluid level continues to rise after the first pump has been ener- gized the "Lag" float will close. When the "Lag" float has closed the second Pump will Energize. Both Pumps will remain operational until the "Stop" float opens. 5. 6. 7. In a three float system when the "Lag" float is closed the following will also occur: - The External High Water Light will illuminate - The Audible High Water Horn will sound - The Auxiliary Dry Contacts will close In a four float system, the alarm float should be the third float causing an alarm to sound when the lead pump fails to operate or the rate of in flow into the basin exceeds the capacity of one pump. When the alarm float is closed the following will occur. - The External High Water Light will illuminate - The Audible High Water Alarm will sound - The Auxiliary Dry Contacts will close As the liquid level continues to rise the fourth float will close, energizing the lag pump. The lag pump and the lead pump will remain energized until the "Stop" float opens. NOTE: In Duplex systems where it is considered normal for two pumps to operate in tandem during peak flow conditions, the third and fourth float may be reversed. The Audible High Water Horn can be silenced by pressing the Alarm Silence Button. When the "Alarm" float opens the External High Water Light, Audible High Water Horn and Dry Auxiliary Contacts will be reset. ErIll IA WARNING 1 All electrical systems must be installed by a qualified licensed electrician and according to the National Electrical Code. (See section 430 -71 through 430 -113 plus any others that apply) Refer to FM0712 for correct selection of Electrical Alternator. © Copyright 2006 Zoeller Co. All rights reserved. QL/AL /TY PUMPS 9A/CE 817 Product information presented here reflects conditions at time of publication. Consult fac- tory regarding discrepancies or inconsistencies. MAIL TO: P.O. BOX 16347 • Louisville, KY 40256 -0347 SHIP TO: 3649 Cane Run Road • Louisville, KY 40211 -1961 (502) 778 -2731. 1(800) 928 -PUMP • FAX (502) 774 -3624 SECTION: 4.10.100 FM0217 0705 Supersedes 1104 visit our web site: www.zoeller.com THE "FULL -FLO " UN1CHECKS 30 -0163 30 -0164 11/4" CAST IRON NPT 11/2' CAST IRON NPT 30-0163 Pictured I POWDER COATED TOYON" Outside dimensions 51116 "Wx4 "Wx61 /4"H • Vertical or horizontal installation. • Full flow design - no restrictions. • Stops backflow of water. • Standard, 1'/ :, 1' /z', 2 ", 3" female NPT pipe. • Neoprene polyester reinforced flapper - smooth edge design, with cast iron and noncorrosive metal backing plates & stainless steel fastener. • Corrosion resistant powder coated epoxy finish. • Rated at 50 PSI (115 feet of head) at 130 °F • Stainless steel bolts. • 1 per carton. • Weight: 30 -0163, 7.5 lbs.; 30 -0164, 7.5 lbs.; 30 -0152, 10 lbs.; 30 -0160, 18 lbs. • Suitable for installation below basin cover. 30.0152 30 -0160 2" CAST IRON NPT 3" CAST IRON NPT 30-0160 Pictured Outside dimensions 6518 "Wx65 /8 "Wx8 "H 30 -0021 2" PLASTIC SLIP X SLIP UNIONS 30 -0151 2" CAST IRON SLIP X SLIP UNIONS • Full 2" flow design - meets BOCA (P.604.2) 2" Full Flow Pump Code. • Checks backflow of water and sewer gas. • Simple to install (no threading of pipe required). Save time & material costs. • Neoprene gasket and flapper, weighted with heavy stainless steel metal backing plates and stainless steel rivet. • Can be installed on vertical or horizontal line. • Slips over ABS, PVC, steel pipe or copper piping. • Reduces motor and pump noise from plumbing system. • Meets requirements of Wisconsin Uniform Plumbing Code. • Flexible neoprene slip x slip union includes stainless steel clamps for low pressure systems. Avoid more than 10 ft. static head above the check valve. 4.3 PSI at 130 °F. • Stainless steel screws. • Extra wide hinge to reduce hinge stress. Plastic check has PVC body and can be installed with solvent welded couplings for pressure systems to 25 PSI (57 ft. of Head). (P /N 30 -0023) Model 30 -0151 has corrosion resistant powder coated epoxy finish. Stainless Steel sleeves available to meet Illinois plumbing code. C.I. 30-0201 / PVC 30 -0202. Plastic check individual rack pack Model 30 -0022. • 6 per carton. 30-0151 CAST IRON 30-0021 PVC PLASTIC 30 -0181 / 30 -0200 1I2" or 11/4" SLIP X SLIP UNION Flapper bends over a radius, no sharp 90° edges — lengthens life of flapper hinge. PVC plastic check body, ultrasonically welded and can be solvent welded for rigid pressure rated piping systems to 25 PSI - (57 ft. of Head) at 130 °F. (30- 0182). • Vertical or horizontal installation. • Available in individual packages for pegboard display (30- 0191). • All stainless steel screws, nuts and clamps on model 30 -0200 only. • Slip x Slip for 4.3 PSI (10 ft. of Head) at 130 °F. Avoid more than 10 ft. static head above the check valve. • Designed to reduce water hammer. • 10 per carton. © Copyright 2005 Zoeller Co. All rights reserved. HIGH TEMPERATURE "FULL - FLOW" UNICHECKS 30 -0214 30 -0215 30 -0216 11/4' CAST IRON NPT 11/2' CAST IRON NPT 2" CAST IRON NPT I0POWDER COATED TOUGH 30-0214 Pictured • Use with 2000 & 3000 Series High Temperature Pumps. • Vertical or horizontal installation. • Full flow design - no restrictions. • Stops backflow of water. • Standard, 1Y4 ", 1Y2', 2" female NPT pipe. • EPDM strand reinforced flapper - smooth edge design, with cast iron and noncorrosive metal backing plates & stainless steel fastener. • Corrosion resistant powder coated epoxy finish. • Rated at 50 PSI (115 feet of head) at 200 °F • Stainless steel bolts. • 1 per carton. • Weight: 30 -0214, 7.5 lbs.; 30 -0215, 7.5 lbs.; 30 -0216, 10 lbs. �T heck! 30-0100 30 -0100 11/2" PVC CHECK VALVE 1 BALL VALVE 1 UNION COMBINATION 30 -0101 2" PVC CHECK VALVE / BALL VALVE 1 UNION COMBINATION The "Combo" 30 -0102 11/2" PVC CHECK VALVE / UNION COMBINATION 30 -0103 2" PVC CHECK VALVE / UNION COMBINATION FEATURES: • Full flow check valve design. • Threaded union allows pump to be removed without disrupting discharge piping. Saves time and money - Easy to install. Neoprene gasket and flapper, weighted with stainless steel backing plates and stainless steel rivet. Can be installed on vertical or horizontal pipe. Meets plumbing codes requiring a ball valve installed in conjunction with a check valve. All stainless steel screws. Replaceable flapper in the check valve. Extra wide hinge to reduce stress. Rated for 25 psi (58 ft. of head). 6 Per carton (30 -0100 & 30- 0101). 9 Per carton (30 -0102 & 30- 0103). www.zoeller.com / WA °P f� MAIL TO: P.O. BOX 16347 Louisville, KY 40256-0347 SHIP TO: 3649 Cane Run Road Louisville, KY 40211-1961 (502) 778.2731. 1(B00) 928 -PUMP FAX (502) 774 -3624 Manufacturers of.. 464L /TY, IMPS 51/CE /999" © Copyright 2005 Zoeller Co. All rights reserved. .4L /Tr PUMPS SATE /9,39 Product information presented here reflects conditions at time of publication. Consult factory regarding discrepancies or inconsistencies. COMPARE THESE FEATURES MAIL TO: P.O. BOX 16347 • Louisville, KY 40256 -0347 SHIP TO: 3649 Cane Run Road • Louisville, KY 40211 -1961 (502) 778 -2731. 1(800) 928 -PUMP • FAX (502) 774 -3624 Durable cast iron construction • Model 151 comes standard with a glass - filled polypropylene base • Corrosion resistant powder coated epoxy finish • Stainless steel lifting handle • Assembled with stainless steel bolts • Non - clogging engineered thermoplastic vortex impeller design • Model 151 -1/3 HP passes 1/2" spherical solids • Model 152 - .4 HP passes 'A" spherical solids • Model 153 -1/2 HP passes 3/4" spherical solids • Motor - 60 Hz, 3450 RPM, oil- filled, hermetically sealed, automatic reset thermal overload protected • Carbon /Ceramic seals • Upper sleeve bearing and lower ball bearing running in bath of oil • 20 ft. UL Listed power cord with molded 3 -wire plug • 1'/2' NPT vertical discharge • BN and BE standard models include a 20 ft. variable level float switch • Operates at temperatures to 130 °F (54 °C) in effluent applications • All models include a 1'/2" x 2" PVC adapter fitting Note: The sizing of effluent systems normally requires variable level float(s) controls and properly sized basins to achieve required pumping cycles or dosing timers with nonautomatic pumps. MAIL TO: P0. BOX 16347 Louisville, KY 40256 -0347 SHIP TO: 3649 Cane Run Road Louisville, KY 40211 -1961 (502) 778 -2731. 1(800) 928 -PUMP FAX (502) 774 -3624 Manufacturers of .. . QL/.4L /TY PUMPS ,5INCE /97,57 © Copyright 2010 Zoeller Co. All rights reserved. SECTION: 2.20.047 FM1919 0110 Supersedes 1108 visit our web site: www.zoeller.com 151/152/153 EFFLUENT SERIES (For Pump Prefix Identification see News & Views 0052) 66 SSPM4 FOR SEPTIC TANK - LOW PRESSURE PIPE (LPP) AND ENHANCED FLOW STEP SYSTEMS EFFLUENT c9510 SUBMERSIBLE 11/2" NPT DISCHARGE US Tested to UL Standard UL778 and Certified to CSA Standard CSA22.2 No. 108 Model N1521N153 High Head Effluent MODELS AVAILABLE • N151/N152/N153 & E151/E152/E153 nonautomatic • BN151/BN152/BN153 & BE151/BE152/BE153 packaged with Piggyback Variable Level Float Switch • 1/3, .4 & 1/2 HP, 1 Ph 115V or 230V 99 POWDER COATE D TOUGH Model BN152/BN153 High Head Effluent 14 12 s 10 U a 0 0 6 4 2 0 LITERS ti.' PUMP PERFORMANCE CURVE MODEL 151/152/153 so, 153 Mode Amps Simplex Duplex N151 115 1 Non 6.0 1 45 BN151 115 1 Auto 6.0 Included 2 or 3 E151 230 1 Non 3.2 _ 40 2 or 3 1110116,h, 230 1 Auto 3.2 Included 2 or 3 N152 115 1 Non 35 152 2 or 3 BN152 115 1 Auto 8.5 Included 2 or 3 E152 230 1 - 25 - 20 151 1 WWI 8E152 230 1 Auto 4.3 Included 2 or 3 N153 �_�. Non 10.5 1 2 or 3 BN153 115 1 Auto 10.5 Included 2or3 E153 230 1 Non 5.3 1 15 13E153 230 1 Auto 5.3 1 \ 10 - 5 1LLONS 10 20 30 40 50 60 70 80 90 1C 40 BO 120 160 200 240 FLOW PER MINUTE 280 320 3 014508A CONSULT FACTORY FOR SPECIAL APPLICATIONS • Timed dosing panels available • Electrical altemators, for duplex systems, are available and supplied with an alarm • Variable level control switches are available for controlling single phase systems • Double piggyback variable level float switches are available for variable level long and short cycle controls • Sealed Qwik -Box available for outdoor installations - See FM 1420 • Over 130 °F (54 °C) special quotation required 151/152/153 Series 15111521153 MODELS Control Selection Model Volts -Ph Mode Amps Simplex Duplex N151 115 1 Non 6.0 1 2or3 BN151 115 1 Auto 6.0 Included 2 or 3 E151 230 1 Non 3.2 1 2 or 3 13E151 230 1 Auto 3.2 Included 2 or 3 N152 115 1 Non 8.5 1 2 or 3 BN152 115 1 Auto 8.5 Included 2 or 3 E152 230 1 Non 4.3 1 2 or 3 8E152 230 1 Auto 4.3 Included 2 or 3 N153 115 1 Non 10.5 1 2 or 3 BN153 115 1 Auto 10.5 Included 2or3 E153 230 1 Non 5.3 1 2 or 3 13E153 230 1 Auto 5.3 Included 2 or 3 TOTAL DYNAMIC HEAD /FLOW PER MINUTE EFFLUENT AND DEWATERING MODEL 151 152 153 Feet Meters Gal. Liters Gal. Liters Gal. Liters 5 1.5 50 189 69 261 77 291 10 3.0 45 170 61 231 70 265 15 4.6 38 144 53 201 61 231 20 6.1 29 110 44 167 52 197 25 7.6 16 61 34 129 42 159 30 9.1 - - 23 87 33 125 35 10.7 - - - - 22 85 40 12.2 - - - - 11 42 Shutoff Head 30 ft (9.1m) 3811 (1.6m) 4458 (134m) Model 151 SELECTION GUIDE 1. Single piggyback variable level float switch or double piggyback variable level float switch. Refer to FM0477. 2. See FM0712 for correct model of Electrical Altemator E -Pak. 3. Variable level control switch 10 -0743 used as a control activator, specify duplex (3) or (4) float system. IA CAUTION 1 All installation of control;, protection devices and wiring should be done by a qualified licensed electrician. All electrical and safety codes should be followed including the most recent National Electrical Code (NEC) and the Occupational Safety and Health Act (OSHA). illu��t 4414,41 SK2444 0145088 Models 1521153 67/32 37/8 • 45/8 12118 3 7/8 3 7/8 - f 1 1/7 NPT _1111. .. 53re I - - SK2064 "Easy assembly" (pump 8 discharge pipe not included.) OPTIONAL PUMP STAND P/N 10 -2421 • Reduces potential clogging by debris • Replaces rocks or bricks under the pump • Made of durable, noncorrosive ABS • Raises pump 2" off bottom of basin • Provides the ability to raise intake by adding sections of 1W or 2" PVC piping • Attaches securely to pump • Accommodates sump, dewatering and effluent applications NOTE: Make sure float is free from obstruction. RESERVE POWERED DESIGN For unusual conditions a reserve safety factor is engineered into the design of every Zoeller pump. Copyright 2010 Zoeller Co. All rights reserved. Structural Calculations For: IFLY - Indoor Skydiving "The Annex at Southcenter" Client: Jenson Fey Architecture and Planning 7730 Leary Way NE ovs Redmond, WA, 98052 425 - 216 -0318 SWENSON SAY FAGET '- A STRUCTURAL ENGINEERING CORPORATION 2124.Third Avenue. Ste. ioo Seattle, WA 98121 T 206. 443. 6212 REVIEWED FOR CODE COMPLIANCE APpanwo FEB 08 2b11 City of Tukwila BUILDING DIVI,41nnr tlFET Cf�YUKiAi1lA NOV 012010 PERMIT CENTER F 206. 443.4870 PO 295 INDEX TO CALCULATIONS CALCULATION PAGES: Design Summary 1 Loading 2 Foundation Design 3 -8 Beam Design 9 -10 Seismic Criteria 11 Wind Criteria 12 -13 Story Drifts 14 Irregularity Checks 15 -16 Diaphragm and Collectors 17 Seismic Detailing Checks 18 -22 ETABS Model Input And Output 23 -58 Appedix 1: Skyventure Steel Calculations 59 -571 SWENSON SAY FAGET A STRUCTUR Al INCINURIAC CORFORPIION 2124 Third Avenue. Ste. 100 Seattle, WA 98121 T 206. 443. 6212 F 206. 443.4870 iFly Seattle Structural Design Summary: This building consists of one below grade story and four above grade floors. Typical floor framing is steel beams and columns, and the lateral force resisting system is special steel concentrically braced frames with concrete over metal deck and uncovered metal deck diaphragms. A standard steel framing package was provided to SSF by Skyventure, the owner of the indoor skydiving technology licensed to this facility. This package includes complete framing plans and calculations for the majority of the building (the area between grids A -E), and has been used on several Skyventure facilities throughout the world. It is left up to the engineer of record (SSF) to verify that the standard package meets the site specific requirements of the building, design concrete foundations, and modify the standard package as necessary. Upon review of the Skyventure framing package, the standard lateral system consisted of ordinary braced frames, which are not allowed for a building of this height in our seismic design category. SSF worked with Skyventure to modify the lateral bracing to meet seismic design requirements. The steel framing for the portion of framing between grids AA -A has also been designed by SSF, along with the concrete foundations. The complete Skyventure steel design calculations are included in an appendix to these calculations. SWENSON SAY FAGET A SSh,a:11. /1 t (.0r10'+1.1.(.1: 2124 Third Avenue • Suite 100 • Seattle WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Fax: 206.443.4870 1 of 571 BU W L I n1 & LOA PING- DEAD 4- Lt Vr LOADS: PL- EN V,'i C %E c i< /Gpoa i LL z /oa psi:- f..- t.0O ' Z cONc /Z w2. F�� = 37 PP F" 56k' V R i .1cfJ PE C. G` LL. = I 0 Rs-F Low P 0 O (= LL- Z5er'sF FRAMING - 6 PSF J LLs = /oPSF Mlsc, = 5p-cr. pi— ` c rwL se s 3 COrvc. / Z nw2_ oEcll tI9 PSF /Mil iNG PSF V�PL� C = to Grp MISC p.%/ p L TOT L !` SERY,c DFcit LL = y o PsF /-1/6 14 /0 o LL - 25 FF t, P lc v PSf FRIM w6 - 9 esF l v SuL __ 3 ps F 141 ' L t . s "1st 5 PSF PL T-01 r?I:L -_- Z6 F la frf CAT w(4 Lit FkAtvt five, pL TOTAL 6 RSF 3ryoh(I8G01 rick- y PSP lNSv r /sF 1''111 t, t-: PL yor L, ;, Z1 /5P SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443 -4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253.284 9470 Fax: 253.284•9471 Project q/3o /,o Date Proj. No. Cr'* LA/V Design 2 of 571 Sheet 1 lid FraSWENSON SM IACL1 SSF 2124 Third Ave, Suite 100 Seattle, WA Title : iFly Plenum Retaining Wall Job # : Dsgnr: EBG Description.... Page: Date: AUG 5,2010 This Wall in File: c:ldocuments and settingslegibsonlmy do Retain Pro 9 @ 1989 - 2009 Ver: 9.09 8119 Registration #: RP- 1125765 RP9.09 Licensed to: Swenson Say Faget Cantilevered Retaining Wall Design Code: IBC 2006 _Criteria Retained Height = 17.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem 1 Axial Dead Load = 4,050.0 lbs Axial Live Load = 5,890.0 Ibs Axial Load Eccentricity = 0.0 in : Design Summary Wall Stability Ratios Overtuming = 4.86 OK Slab Resists All Sliding ! Total Bearing Load = ...resultant ecc. _ Soil Pressure @ Toe Soil Pressure @ Heel = Allowable Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs Slab Resists All Lateral Sliding Force = Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 19,014 Ibs 63.76 in 0 psf OK 1,996 psf OK 2,000 psf Allowable 0 psf 2,642 psf 74.5 psi OK 0.0 psi OK 94.9 psi Sliding ! 8,150.0 lbs Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing IlSoil Friction Soil height to ignore for passive pressure = 2,000.0 psf Method = 45.0 psf /ft = 45.0 psf /ft 350.0 psf /ft = 110.00 pcf = 110.00 pcf = 0.400 = 12.00 in Lateral Load Applied to Stem Lateral Load = 125.0 # /ft ...Height to Top = 4.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.60 by a factor of Wind on Exposed Stem = 0.0 psf 1 Thumbnail Adjacent Footing Load Stem Construction 1 Top Stem Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = IBC 2006 1.200 1.600 1.600 1.600 1.000 Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Concrete = 18.00 _ # 8 8.00 Edge Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above /Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 1 fb /FB + fa/Fa = Total Force @ Section Ibs = Moment....Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 0.769 10,904.0 59,956.0 77,993.5 60.2 94.9 225.0 15.50 36.90 37.19 psi = psi = = Medium Weight = ASD psi = 4,000.0 psi = 60,000.0 Retain Pro Soltwa e'.• IOO9 HbA Put.lications. lnc. Licensed to. Swensnn Say Faget All Rights Reserved Seattle WA 98121 v'= .Re81bP51..dorn Pra SWENso!t SAN' IA(41 SSF 2124 Third Ave, Suite 100 Seattle, WA Title : iFly Plenum Retaining Wall Job # : Dsgnr: EBG Description.... Page: Date: AUG 5,2010 This Wall in File: c:ldocuments and settingslegibsonlmy do Retain Pro 9 © 1989 - 2009 Ver: 9.09 8119 Registration #: RP- 1125765 RP9.09 Licensed to: Swenson Say Faget Cantilevered Retaining Wall Design Code: IBC 2006 Footing Dimensions & Strengths 1 Toe Width = 21.83 ft Heel Width = 1.50 Total Footing Width = 23.33 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 12.00 in Key Distance from Toe = 0.00 ft fc = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pct Min. As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results N Toe Heel Factored Pressure = 0 2,642 psf Mu' : Upward = 0 0 ft-# Mu' : Downward = 0 0 ft-# Mu: Design = 59,956 0 ft-# Actual 1 -Way Shear = 74.47 0.00 psi Allow 1 -Way Shear = 94.87 0.00 psi Toe Reinforcing • = # 8 @ 8.25 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 2.50 in, #5@ 4.00 in, #6@ 5.50 in, #7@ 7.50 in, #8@ 10.00 in, #9@ 12.50 Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on Key Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = 7,700.6 6.17 Surcharge over Heel Toe Active Pressure = -50.6 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 500.0 3.50 Load @ Stem Above Soil = OVERTURNING Force Distance Moment Ibs ft ft -# 47,487.2 -25.3 1,750.0 Total = 8,150.0 O.T.M. = 49,211.9 Resisting /Overturning Ratio Vertical Loads used for Soil Pressure = = 4.86 19,014.3 Ibs RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 23.33 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 4,050.0 22.58 91,449.0 Axial Live Load on Stem = 5,890.0 22.58 132,996.2 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 3,825.0 22.58 86,368.5 Earth @ Stem Transitions = Footing Weight = 5,249.3 11.67 61,232.5 Key Weight = Vert. Component = Total = 13,124.3 Ibs R.M.= 239,050.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 1 DESIGNER NOTES: Retain Pio Sntt.ate C. 20,19 !x11.4 Pot licPti_'nr, in•. Licensed to Swenson Say Faget All Rights Reserved Seattle. WA 98121 w vt v:. R ettl bP57..1 o n t rfigSWthsnr, SAY IAG11 SSF 2124 Third Ave, Suite 100 Seattle, WA Title : iFly Plenum Retaining Wall Job # : Dsgnr: EBG Description.... Page: Date: AUG 5,2010 This Wall in File: c:\documents and settings \egibson \my do Retain Pro 9 ©1989 - 2009 Ver: 9.09 8119 Registration #: RP- 1125765 RP9.09 Licensed to: Swenson Say Faget Cantilevered Retaining Wall Design Code: IBC 2006 Criteria Retained Height = 13.00 ft Wall height above soil = 4.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads II Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem I Axial Dead Load = 4,050.0 Ibs Axial Live Load = 5,890.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning = 11.36 OK Slab Resists All Sliding ! Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less ACI Factored @ Toe ACI Factored @ Heel • 17,896 Ibs = 100.91 in 0 psf OK = 1,986 psf OK = 2,000 psf Than Allowable O psf = 2,645 psf Footing Shear @ Toe = 93.4 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 94.9 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 5,033.8 Ibs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Soil Data 1 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf /ft Toe Active Pressure = 45.0 psf /ft Passive Pressure = 350.0 psf /ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem 1 Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased 1.60 by a factor of Wind on Exposed Stem = 0.0 psf 125.0 #/ft = 4.00 ft 0.00 ft Thumbnail Stem Construction Top Stem Stem OK 0.00 Concrete 12.00 # 8 10.00 Edge IBC 2006 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above /Below Soil at Back of Wall Poisson's Ratio = 0.0 Ibs • 0.00 ft = 0.00 in = 0.00 ft Line Load • 0.O ft = 0.300 1 fb /FB + fa /Fa = 0.729 Total Force @ Section Ibs = 6,584.0 Moment....Actual ft-# = 27,364.0 Moment Allowable = 37,544.4 Shear Actual psi = 60.4 Shear Allowable psi = 94.9 Wall Weight = 150.0 Rebar Depth 'd' in = 9.50 LAP SPLICE IF ABOVE in = 34.98 LAP SPLICE 4F BELOW in = HOOK EMBED INTO FTG in = 37.19 Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy = Medium Weight = ASD psi = 4,000.0 psi = 60,000.0 Retain Pio Sof wale ?Oar., FIFA P obrc atrns, Irc Li ^enl,'d to Swenson `.,ay Fanat All Rights Reserven Seattle. WA 98121 t•,v ■w Re5'oP574cm Fr S N•[ NSON SAY IAGF1 SSF 2124 Third Ave, Suite 100 Seattle, WA Title : iFly Plenum Retaining Wall Job # : Dsgnr: EBG Description.... Page: Date: AUG 5,2010 This Wall in File: c:\documents and settingslegibson my do Retain Pro 9 © 1989 -2009 Ver: 9.09 8119 Registration #: RP- 1125765 RP9.09 Licensed to: Swenson Say Faget Cantilevered Retaining Wall Design Code: IBC 2006 Footing Dimensions & Strengths Toe Width = 27.83 ft Heel Width Total Footing Width Footing Thickness Key Width = Key Depth = Key Distance from Toe = 1.00 28.83 15.00 in 0.00 in 12.00 in 0.00 ft fc = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results 1 Toe Heel Factored Pressure = 0 2,645 psf Mu' : Upward = 0 0 ft -# Mu' : Downward = 0 0 ft -# Mu: Design = 27,364 0 ft -# Actual 1 -Way Shear = 93.38 0.00 psi Allow 1 -Way Shear = 94.87 0.00 psi Toe Reinforcing = # 9 @ 12.25 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 4.50 in, #5@ 7.00 in, #6@ 9.75 in, #7@ 13.25 in, #8@ 17.50 in, #9@ 22.0 Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on Key Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load OVERTURNING Force Distance Ibs ft • 4,568.9 4.75 • -35.2 0.42 • 500.0 3.25 Load @ Stem Above Soil = RESISTING Moment Force Distance Moment ft-# Ibs ft ft-# 21,702.3 Soil Over Heel Sloped Soil Over Heel = -14.6 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 1,625.0 Total = 5,033.8 O.T.M. = 23,312.7 Resisting /Overtuming Ratio Vertical Loads used for Soil Pressure = = 11.36 17,895.6 Ibs • Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = 28.83 4,050.0 28.33 114,736.5 5,890.0 28.33 166,863.7 Stem Weight(s) = 2,550.0 28.33 72,241.5 Earth @ Stem Transitions = Footing Weight = 5,405.6 14.42 77,922.1 Key Weight = Vert. Component = Total = 12,005.6 Ibs R.M.= 264,900.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 1 DESIGNER NOTES: Retain Pro So`.twaie' ' 7POS Ht-1A PuhPcation,. Inc. Licensed :o: Swenson Say Fagel gtiave.Ree p57.4om Au Richts Reserved Seattle. WA 98121 Footing Design Based on ACI 318 -05, IBC 2006, ASCE 7 -05 Footing Type = OA Allowable Soil Pressure= 2000 PSF fc= 3000 psi Footing Criteria PDL +LL B B W t PDL PLL Col Dim Reinforcement jftl .(11 fk_11 u licl in (in2 EA WAY) 4 4 12 4.1 12.1 4 1.28 Soil Pressure Check Pressure = 1.01 KSF <= Allowable, OK One -Way Shear Check ,qs Trib Area d Vu oVn (PSF) (SF) (in) (k) (k) 1.52 5 9 7.59 35.49 mVn > Vu, OK Two -Way Shear Check Trib Area Vu bo B bold as Vc / {fcbod) oVc (SF) (k) (in) (k) 14.83 22.50 52 0.333333 5.78 40 4 76.90025 cl)Vn > Vu, OK Reinforcement Check Mu Rn p pgross pmin Ast regd Use Ast (k -ft) (psi) (in2) (in2) 10.20 34.98 0.00059 0.0004 0.0018 1.04 1.28 Ast >Ast Req'd, OK Concrete Strain a c Et 0.627 0.738 0.034 >.004, OK II Int FtSWENSON SAY FAG ET A ST'WCIlUR't FNC:iwfr9I1:L • c4i -pCPh� o 2124 Third Avenue. Ste. loo Seattle, WA 98121 T 206. 443. 6212 F 206. 443.4870 Design Summary Soil Pressure -- OK One -Way Shear -- OK Two -Way Shear -- OK Reinforcement -- OK Concrete Strain -- OK 7 of 571 Footing Design Based on ACI 318 -05, IBC 2006, ASCE 7 -05 Footing Type = OB Allowable Soil Pressure= 2000 PSF fc= 3000 psi Footing Criteria PDL+LL B B W t PDL PLL Col Dim Reinforcement fill i� in L2 in (in2 EA WAY) 2 2 10 2.5 2.5 4 0.6 Soil Pressure Check Pressure = 1.25 KSF <= Allowable, OK One -Way Shear Check as Trib Area d Vu DVn (PSF) (SF) (in) (k) (k) 1.75 0.83333 7 1.46 13.80 irDVn > Vu, OK ' Two -Way Shear Check Trib Area Vu bo B bold as Vc /(fcbod) mVc (SF) (k) (in) (k) 3.16 5.53 44 0.333333 6.29 40 4 50.60956 CDVn > Vu, OK Reinforcement Check Mu Rn p pqross pmin Ast reed Use Ast (k -ft) (psi) (in2) (in2) 1.22 13.78 0.00023 0.0002 0.0018 0.43 0.6 Ast >Ast Req'd, OK Concrete Strain a c Et 0.588 0.692 0.027 >.004, OK SWENY A �1 "UC7 URAL rN.SON r,luL( SA n, CO r0FAGET T R; a . 2124 Third Avenue. Ste. 100 Seattle, WA 98121 T 206. 443. 6212 F 206. 443.4870 Design Summary Soil Pressure -- OK One -Way Shear -- OK Two -Way Shear -- OK Reinforcement -- OK Concrete Strain -- OK 8of571 S CAL S &Ar'E DFS "6J ff < _t r)- A /L• ' S 11A E C57 6 /•, (,Ai SLyVrAfr\.rR f C/1 !. (1C_f1 , ,�•, /f: (Arm r. el." A C /.f', ``` ;' ) gto �^� F (A.3 = 8x 9P'tF PL Sii) ' t (r __I 1..! M 603,0% 4- _a_ /4. lye n 1 1 1 44 12..-d � _ �= 88.4ja. 1•7•y t.L.. P3 tit,/ _"1 30 5? Y, r r /co �'.�5 r ?r 73: ,t` 5 "- 301 41) ,.lily /•� gm 6 GA: is /r/S-i . ? (vot? i'If `t.ri1f f `b1 (t. t-( r r ftt 1 6'•r.\ )( z6P5F �3� L. fersesr_ Zz- M M. Ay 2 7. S -- ,'na Y f.`, f2 7:11,/ A41. : 3� .t le-{ Aeavr c. c.. .-3 0 k tit 60 raSWO FAGET A STRUCTURAL ENS ENGINEERING N SAY CORPORATION Sea Me: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443 -6212 Fax: 206.443.4870 Tacoma: 934 Broadway • Suite 100 • Tacoma WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 it Pc- Project lo//to Date Proj. No. Design 9 of _571 Sheet 57-rFc. gM c &srG NJ fr ry r ) Lbw Rc F -P BM BFiw r,J 6a AA -A it-- ly` t /+ A We- 3 1 fA �i `fZ J 6 LIVP yr3 3 0 ,x'" z , SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Project 10 /$ (!o Date Proj. JNoo... Design G 10 of 571 Sheet s— ony WCc6i -f i S (A80v6 CAS 1..)1_17 ) I-I6N RaoF — 333t sF < Z/ Ps& 5 ay« - 3 3 ©sr x 36 PSF L o w R oO- -- 4/7 5 0 s �= ? z ' -Sc: 085 4 %e4 r ?er,/ d?E c k— r 5 c, 471 �_;F F 0 P: "F SEisti c. C 1)56 & ou F 1E f -TE c /! U, matt - � / r_ C 1 r� � E s5 -1, y3 Si_0,L/9 Ss ~ /,Z M/° /%5 Ll�TEA AL. <SYSi,Ervi S()Cc' 0,-1 Ccir..,rCp.,r:%icA (c c; P- k'i) FAA/V5 �c?V I viqc.En, r L17E A l_ 1=O2: E Lviio c'E'"-1. F_ . 01 Say C 5, /SAX N.= ) ,36 (66') 175 -.-_- O L/6 ssc 'L 6 Sec /✓QT` c lur/ L L r Vev.,s6 Gs V= .1W 3 (d,3 g k") =- 10 0, 0 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 934 Broadway • Suite 100 Tacoma WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Project q /3a /,d Date Pro). No. Design 11 of 571 Sheet qh = 14j Wind Design Loads (ASCE 7 -05) Section 6.5 Basic Wind Speed, V - 85 Importance Factor, Iw - 1.00 exposure Categorq - B fopodraphic effect, Kzt - 1 Pirectionalitti Factor, Kd - 0.85 Gust effect, G - 0.85 enclosure Classification Enclosed Height K2 q2 0 -15 0.57 9.0 15 -20 0.62 9.8 20 -25 0.67 10.5 25 -30 0.70 11.0 31 -40 0.76 11.9 41 -50 0.81 12.7 51 -60 0.85 13.4 61 -70 0.89 14.0 Component Cp Walls 12.1 Windward 0.8 Leeward 0.5 Roof 13.4 Windward 1 0.35 Windward 2 0.15 Leeward 0.6 rm-SWENSON SAY FAGET A STRUCTUt1Al. ENCINt(RING CONPOflATION 2124 Third Avenue . Suite 100. Seattle . WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Fax: 206.443.4870 Building Height = Roof Slope = Roof Angle = Building Pre Height Pwalls (psf) 0 -15 12.1 15 -20 12.6 20 -25 13.1 25 -30 13.4 31-40 14.1 41 -50 14.6 51 -60 15.0 61 -70 15.5 66 ft 0 :12 0.0 deg Proof i s PW1 4.2 PW2 1.8 PL 7.1 PH 8.9 Date: Project #: Design: Sheet: 9/30/2010 EBG 12 of 571 WiiiP LoA,:✓`f��,&- i VROO \ /56rVlc(: <- V �W 0.00E- 4 V o &s oFct. : 7.5Z5rxl55P:f. �` 53(hr ..15.01sr , E L176 r /7,6Psr -= ,/ k BAZ, N- s 7 Z6, 78 sf >e 15 -/).(r.: led K r32 ,. /s.0Psf; 27 clk a ,,,,f - 18 5 4 cf y 13 . Psf, ZY. cj tC ltic 3S,r` 12.KF`r- j7 iv �3s urVctt gig5� -, 92.E k .5515111 C Cary-MO S Of r(r(aiv r, SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443 .4870 Tacoma: 934 Broadway -Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 FLY Project 9'73 'V Date Proj. No. Des 13 of 571 Sheet C14 rRraME .PRiFT org.ccriotsi oaf' • ALL < L\ C� x .Z7 X (5) - )3s" zzu c:( c)!. ),/c) E 1 t� x c �• t 5 -� Dry 5 E •.(- .0511 k L E 0.25 - , /tea; O,t zA �Q y' ,ZS" 62 ,20 IE 3 Tr 5,6 c : K I W X - /)/ Ec ov./ �- Q�2Ec1`1c�I i^r���,rl- �•s�t�rrry rt t oEZy C 5): /,Z r P Cc (s), , E V s Ee (.. Ly- y tai . /5 is Z _ 0751' 075' 6, A l G 8 < f 0,t / -• (j i R l' c. i A c—Nh SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle- 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Project It/It/ 0(,)0 Date Proj. No. -7 vT �. Design 14 of 571 Sheet Cl/L(1: 5rr ; ;:.. Soft Y USE tsfaG2't / r r (1 A)e Q4 LAY Roo 1S3,. ,2s-, Sf.2 v, r F 2.73" . 65•" Gov, eZ•UO( /Soy' ,ZcY Q /,, ,0026 ,7'' . voZS OOU CI-14C k iF C!" , :1j/ S TQr'; Y < , f % TYPE o2 1 S AvL (3) SroRi /s �4,0V6 'q //% L o K roa. ALL L Ev c -c w 0 7`Y P, t: / q L --� C4(' jr ANY SToi -Y 1/v6/6 /4 } /'ic._1j Ty /ry (0E5 ap Ck ) /Sod 1 :cawg -6vr. 6 -0 T /cQ I is excf / f 3 N° T YM. 3 ( foK z tf..) r 4 VAt{ f Lt. L VL rl PE 17' , x, P.P la r A M 1 - > 5 1 - 1 A a P4 L P !C M j,efC tie., It r J20 S' (4( p4/1/4.441.._ F-,4- c7 a /d t• N� -r•-(HE L> SE r p u't`" f L AT t G.. F C /i'r(c IL LE$S il-+A r./ r$ TEA~ aF rf•ET'I FF•IT (pi sr0/24, A ov.6 SWENSON SAY FAG ET A STRUCTURAL ENGINEERING CORPORATION Sea tfle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443 .4870 Tacoma: 934 Broadway • Suite 100 Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Project ©J &A) Date Pro;. No. (TT Design 15 of 571 Sheet ck Cr /lye t,- (6'; I C / i? 1;') , s c r i rr i 14-6 L. s L> C}�r -Ck AA)( F 19 Srcap y JifL\ JLv,IAy X 2A +:c-� _4:.�.; Ict �c1.zaF` 22 .Z.'_ar :77'.."' ' A. (' ' 37' � 138 ,3W- /, 0 5ERV1« i ,73''..734; .73" /, 0 .G3 ;;.66t• • ,654r 1,0 ibt, 4 ,m, - .7d, ..r9s' 1 /, /., r.1y;t 3 .� 1, SS 1.7y"; ,L2` .??'' • (7 . c)-) ,13 i , oat P 1, y t7 >!y TYPE. /o% /b E Kr5TS �? 085 Law a (oF (CAL/ WALL G✓jF_ri -%es f R /ci ( r'A✓ rf csF K'tCs, I N CR FAS Gv trt t` f't )(( f O .t l,G 4 � O(1' u sE _a- potS lvoi Fx(s �= 0 0E S N 6)0.5 D vas N v EW s r- D c, 6 r N 07- rf K/ SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443 -4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 -i=IfY Project Date Proj. No. Design 16 of 571 Sheet CNEr k D IA P1- 11ZAe•' C OL rc s pas PEO< Feu roc /" Fpx(n(Ar) = ,Z 5os `c w /01 X3SC x13.7iy 7o / 7 Z k livY�y y f% Cj �j k -� CWEcK Co. te Dtc.t: ; _ flk /Z �'_Z ry , lG�r VA„„ Yo{f /ow " 2 , z 4r- /( (ef:R VsAcoj >? Vo„, —� c HF -k �rOR. C (OCL.F ti C)%. %YP Cc/IN rF,1°, ^t- ;' r r: ■P Add i s - yN/ 7 ASS-v/1 E7 EA Co L L. r c. - o r k ` f 574/ fw a 1/ cot., T ? P X 71, LI = 17 3FTo wzi /AuLrrp( .y &41/ 510 -- . P /79x = 35,8k (st€ sCvv. 56-3206) vu ( /yo -L) = Zq.� 17Erl1'1c *, / /-`,tic l3"7-t4 /3or> C Hec k , To c (2) 5-..0,l: 1/, "r-,- . r D L-> fils),/ - 1.3cr xyX18xz L �,c.y,��`� 7T �7 0 C i-i[c lc 72/ $ _ 7 = l� - coT 7 r x F./ x.f45 za , Q (36'0(6.05 154 a Pe 7 O8,5 pcc piAPNl2-A& 1 c'_ cvt-t(rru, S v1� .® SWOAO A STRUCTURAL ENS ENGINN SEERING Y FAG CORPOT RATION Seattle: 2124 Third Avenue • Suite 100 • Seattle WA 98121 Tel: 206.443 .6212 Fax: 206.443 .4870 Tacoma: 934 Broadway • Stifle 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 1 1 -`i Project /0/8/10 Dale prof. No _ Design 17 of 571 Sheet DECK .—,kt:N P,.. PANE; ck eL.E V4 7 CHEc L ID ES`,6/J LIS6 _St FiAc- o k FOR. t: s 16N A4. Zx 4/ 7'41 13k 1—j SraFSSL ARE Lc+W r-1T' L of4o,A G (F2i7> Fi Aes) K.e.z = CM 7 ,SEcrtov-I ° t=o PEaz. F PA-4A), Name: Shape1 Area: 31.20 inA2 CG: (3.099,0.457) x: 137.4 inA4 y: 6928 inA4 xy: 6.828 inA4 polar: 7065 inA4 1: 6928 inA4 2: 137.4 inA4 M/ _ of 3 S 3� z VGA r /3/3/. • r2: 2.099 Mon. C Zx: 45.32 inA3 Zy: 416.9 inA3 PNA: (7.694,0.457) J: 2.149 inA4 Theta: 90.06 deg Sx top: 27.42 inA3 Sx bottom: 27.56 inA3 Sy left: 301.8 inA3 Sy right: 360.4 inA3 rx: 2.099 in ry: 14.90 in rp: 15.05 in r1: 14.90 in kSt O K Fo (? S F rP i f,5 lapp E f Fes REF" T i 'V Lca►JVF(t C �yK C v .c•f© L SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle. 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 93'i Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Project /a /y /7a Date • Proj. No. G Design 18 of 571 5 heet E r4( -t.E (j/\J/\J((- i F /EL.p goo -ED cc (-five C- 7 / t.)1jf Batr !=[_ Fop, yxt((Y/ C t /2 �1 �1 /lt�a.r .._. 4 8 ) 66 } :� sr tW r 04 i•`9 lei (4 rf_ ;C? ) (S '1) 11 , 7g", UsE it B(l\ c6- S (z s /? F �. ii S5YX1/k /r — Air = 3r37I�12- 14ss Sf -- - (�''7F /6 —A„- -- S 8S „l 2°1 6k k"/ EL D S .. r�: I� rho For /� Flt L6-1- T 9 16 5 - 6 .1 /54' fia y3I1 To 7'44_ rsalls tr VSLR /!e' /ot_r ft, "- zU, Forz y L. 60 1.7 0 ci SEE. sky VF-NUgI CA LC S (APPF/,j) )x /��. Fovi.Jo ATI N I Nc i-40C( c SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443 4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253 284.9470 Fax: 253.284.9471 rc- Y Project 7/z s /iv Date Proj. No. G Design 19 Of 571 Sheet Stiffened Moment Connection W16x77 Beam to W12x45 Column Per AISC 358 -05 Prequalified Connection Ry 1.2 hl 20.75 in Fy 50 ksi h2 18.75 in Fu 62 ksi h3 14.75 in Z 152 in3 h4 12.75 in Cpr 1.12 db 1.077181 in Mpe 10214.4 k -in Fyp 36 ksi d 16.75 in bp 10.25 in L 31 ft de 2 in L' 355.25 in pfo 2 in Vgrav 205 k -in pfi 2 in Vu 262.5054 k g 5 in Mt 12412.88 k -in s 3.579455 Fnt 113 ksi pb 2 Yp 241.1732 tp 1.259743 in tbf 0.76 Ffu 776.2904 tbw 0.455 is 0.631944 in 20 of 571 ComN Ov i of PCA A' At/CR.4k. e �> t DOLTS ac - (Aso_ •7 Op? .tti))c - ‘ # (TENSE -J) r, .r )9a cc kSP 1(1 If 1 - ,cj/ (,66 -) LAr °0 F1 y8( (NAT Oz: I-4 i' v6- s! t 4 , r -1 G ) #/, ay r 4c F(i5h ,7(cis!')kz _ u7y it ! `Ot.. 7 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443. 4870 Tacoma: 934 Broadway • Suite 100 Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284•9471 Fc- `( Project i / 3J/ Date Proj .N�No. ]/ Ut9 Design 21 of.571 Sheet f _f_Cf2 ‘..; , „41-4 :41.19 A 04:;i; , /4, 77-74.21c..) cacetf fcsria A/D rg .* .'- : 5/ ‹./° 4941,447 'a .,, i re/07,4 c. ,, ° A .....t- s %- idt % • - 7;40A/ / S ,/1.r7,44 At !_ t.i .16 • Pro)ecl r SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Su lte 100 • Seattle • WA 9812 Tel: 206.443 .6212 Fax: 206.443.4870 Tacoma: 932 Broadway • Tacoma • WA 98402 Tel: 253.284.9470 Fax: 253.284.9471 ~} /0 pale ProLNo.= sign Shoe of 571 ETABS MODEL 30 VIEW GRID 1 FRAME ELEVATION WITH MEMBER NUMBERS 1 AA W10X12 to x 1 A 1 C W14X30 1 E STORY4 3 X a W16X77 W12X14 N +1� vi cf° STORY3 STORY2 STORYI • s _ BASE GRID 1 MEMBER SIZES AA A C E 0.503 ... / '.., / nt \ ) er) \ • , 6, / (0 6 °TN\ 7. ON STORY4 0.081 owt, 0.069 0 ./` 0 /4 o Q.• R04,1 (PotN7 X— 12. it y— Z. ig3#1, Nt 4,) STORY3 STORY2 STORY1 r \\, BASE gA,A, (Pr s.?) -5ve ?...15ej 26"" GRID 1 STEEL DESIGN RATIOS 26 of 571 AA A C E e;, el GRID 2 FRAME ELEVATION WITH MEMBER NUMBERS 5 AA 5 A 5 C W1 4X30 5 E STORY4 GRID 2 MEMBER SIZES 2 AA 2 A 2 c X RMAx (? '. kl') BASE Rn A44x (Poi yr #S) C y qa X= 3ak w Z I50kl l�Kr z- st z7`T GRID 2 STEEL DESIGN RATIOS 6 5 A A 4 A 3 A 2 1 0.5 A A A C6 Y B27 B20 B19 C7 C22 C16 STORY4 STORY3 STORY2 STORYI BASE B38? - B50 ° - C2 C26 GRID A FRAME ELEVATION WITH MEMBER NUMBERS 30 of 571 6 5 A W16X36 W16X36 4 A W16X36 3 A W16X36 2 W16X36 1 0.5 A A Z c, Y - .'16X3r o0 NI- o W16X36 }' 00 vr W16X36 ao co W16X36 �C�t v x il 16X3 11M11OXt 1$0.; LH cl W18X40 CO W18X55 1 W18X40 HS ��X6X '•i,LH 'NSW 5 ��. X6X5 7„LH '111( X6X5 X 5 1• X6X5 �'1,LH x co 1N21X55 co >t W21X62 x N W21X55 i r • S, h 4 .X6X5 ••�1 x v X � 11fl12X11 yS' b. X oo CO 'r m .� �S' +r �� i X CO xx S, . X vi X vr u) 1_ Y GRID A MEMBER SIZES STORY4 STORY3 STORY2 STORYI BASE 31 of 571 GRID A STEEL DESIGN RATIOS NI ' . \ .. 0.225 :// 1 ' \ 1Z, / P / E4i,,K FYI> / \ / \ 0.230," '.' -v3./c. ., . g / \ \ (:):2 \. c> / . .7 , \'\', l/e \ 0.336/ \ /o / N ' 0.361 0.164 0.326 0.686 i 0.804 0.398 0.409 0.084 0.803 0.398 0.409 0.084 . • . 0.376 \ 0.171/ \ OA \. 0.005 m N, 7/ ( /if \•,..,o / c, \.wcy,c, \,;:lc, qr/ g *-‘4.'l g $.Y `' \.., 02: ., •>0.■\ C31 /Po\ 0) a? /ft.; / ' ' / ,, , / \ • \ \ ,., 0.302 0.270 0.316 0.334 1. CO 0.730 (n> 0.253 0 -4 o 0 z z -< -< (1) (I) -t -t o 0 z z > > > > 1,3 0 'AA• ' A •C' 7 '— Y >x� 51 6 • A c• T Y T --i ! >x OBSERVATION DECK LOW ROOF •AAI Al i IC •E 1 17 • I `. 3 I I 5 SERVICE LEVEL • AA I A • HIGH ROOF LEVEL DIAPHRAGM EXTENTS 33 of 571 ETABS SUMMARY REPORT PRINTOUT ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 1 S T O R Y D A T A STORY SIMILAR TO HEIGHT ELEVATION STORY4 None 168.000 792.000 STORY3 None 282.000 624.000 STORY2 None 150.000 342.000 STORYI None 192.000 192.000 BASE None ` 0.000 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 2 S T A T I C L O A D C A S E S STATIC CASE AUTO LAT SELF WT NOTIONAL NOTIONAL CASE TYPE LOAD MULTIPLIER FACTOR DIRECTION DEAD DEAD N/A 0.2000 LIVE LIVE N/A 0.0000 EQX QUAKE IBC2006 0.0000 EQY QUAKE IBC2006 0.0000 EQXECC QUAKE IBC2006 0.0000 EQYECC QUAKE IBC2006 0.0000 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 3 A U T O S E I S M I C I B C 2 0 0 6 Case: EQX AUTO SEISMIC INPUT DATA Direction: X Typical Eccentricity = 0% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.028 (in feet units) x = 0.8 Top. Story: STORY4 Bottom Story: BASE R = 6 I = 1 Ss = 1.43g S1 = 0.49g TL = 6 Site Class = E Fa = 0.9 Fv = 2.4 hn = 792.000 (Building Height) AUTO SEISMIC CALCULATION RESULTS 34 of 571 Sds = 0.8580g Sdl = 0.7840g T Used = 0.2855 sec W Used = 708.30 ✓ Used = 0.1430W = 101.29 K Used = 1.0000 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ STORY4 25.52 0.00 0.00 0.000 0.000 0.000 STORY3 24.87 0.00 0.00 0.000 -5.289 - 24.168 STORY2 18.85 0.00 0.00 0.000 0.000 23.568 STORY1 32.04 0.00 0.00 0.000 0.000 37.156 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 4 A U T O S E I S M I C 1 5 C 2 0 0 6 Case: EQY AUTO SEISMIC INPUT DATA Direction: Y Typical Eccentricity = 0% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.028 (in feet units) x = 0.8 Top Story: STORY4 Bottom Story: BASE R = 6 I = 1 Ss = 1.43g S1 = 0.49g TL = 6 Site Class = E Fa = 0.9 Fv = 2.4 hn = 792.000 (Building Height) AUTO SEISMIC CALCULATION RESULTS Sds = 0.8580g Sdl = 0.7840g T Used = 0.2694 sec W Used = 708.30 35 of 571 ✓ Used = 0.1430W = 101.29 K Used = 1.0000 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ STORY4 0.00 25.52 0.00 0.000 0.000 0.000 STORY3 0.00 24.87 0.00 5.289 0.000 0.000 STORY2 0.00 18.85 0.00 0.000 0.000 83.952 STORY1 0.00 32.04 0.00 0.000 0.000 13.606 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 5 A U T O S E I S M I C I B C 2 0 0 6 Case: EQXECC AUTO SEISMIC INPUT DATA Direction: X + EccY Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.028 (in feet units) x = 0.8 Top Story: STORY4 Bottom Story: BASE R = 6 I = 1 Ss = 1.43g S1 = 0.49g TL = 6 Site Class = E Fa = 0.9 Fv = 2.4 hn = 792.000 (Building Height) AUTO SEISMIC CALCULATION RESULTS Sds = 0.8580g Sdl = 0.7840g T Used = 0.2855 sec W Used = 708.30 ✓ Used = 0.1430W = 101.29 K Used = 1.0000 AUTO SEISMIC STORY FORCES 36 of 571 STORY FX FY FZ MX MY MZ STORY4 25.52 0.00 0.00 0.000 0.000 - 1609.488 STORY3 24.87 0.00 0.00 0.000 -5.289 - 1072.294 STORY2 18.85 0.00 0.00 0.000 0.000 - 1292.141 STORY1 32.04 0.00 0.00 0.000 0.000 - 2229.468 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 6 A U T O S E I S M I C I B C 2 0 0 6 Case: EQYECC AUTO SEISMIC INPUT DATA Direction: Y + EccX Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.028 (in feet units) x = 0.8 Top Story: STORY4 Bottom Story: BASE R = 6 I = 1 Ss = 1.43g S1 = 0.49g TL = 6 Site Class = E Fa = 0.9 Fv = 2.4 hn = 792.000 (Building Height) AUTO SEISMIC CALCULATION RESULTS Sds = 0.8580g Sdl = 0.7840g T Used = 0.2694 sec W Used = 708.30 ✓ Used = 0.1430W = 101.29 K Used = 1.0000 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ STORY4 0.00 25.52 0.00 0.000 0.000 STORY3 0.00 24.87 0.00 5.289 0.000 STORY2 0.00 18.85 0.00 0.000 0.000 STORY1 0.00 32.04 0.00 0.000 0.000 499.232 472.599 608.676 917.569 37 of 571 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 7 M A S S S O U R C E D A T A MASS FROM Loads M A S S LOAD DEAD LATERAL LUMP MASS MASS ONLY AT STORIES Yes Yes S O U R C E L O A D S MULTIPLIER 1.0000 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 8 D I A P H R A G M M A S S D A T A STORY STORY4 STORY3 STORY2 STORY1 DIAPHRAGM D1 D1 D1 DI MASS -X 2.010E -01 2.416E -01 3.387E -01 1.039E +00 MASS -Y 2.010E -01 2.416E -01 3.387E -01 1.039E +00 MMI 3.556E +04 2.147E +04 5.852E +04 2.019E +05 X -M 369.600 369.600 226.631 241.461 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 9 A S S E M B L E D P O I N T M A S S E S STORY STORY4 STORY3 STORY2 STORY1 BASE Totals UX UY UZ RX RY Y -M 630.600 630.600 666.899 725.294 RZ 2.010E -01 2.010E -01 0.000E +00 0.000E400 0.000E +00 3.556E +04 2.487E -01 2.487E -01 0.000E +00 0.000E +00 0.000E +00 2.147E +04 3.439E -01 3.439E -01 0.000E +00 0.000E +00 0.000E +00 5.852E +04 1.041E +00 1.041E +00 0.000E +00 0.000E +00 0.000E +00 2.019E +05 5.297E -02 5.297E -02 0.000E +00 0.000E +00 0.000E +00 0.000E +00 1.888E +00 1.888E +00 0.000E +00 0.000E +00 0.000E +00 3.174E +05 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 10 C E N T E R S O F C U M U L A T I V E D I T Y STORY LEVEL STORY4 STORY3 STORY2 STORY1 M A S S & C E N T E R S O F R I G T DIAPHRAGM / CENTER OF MASS / /- -CENTER OF RIGIDITY - -/ NAME MASS ORDINATE -X ORDINATE -Y ORDINATE -X ORDINATE -Y D1 D1 D1 D1 2.010E -01 4.426E -01 7.813E -01 1.821E +00 369.600 369.600 307.622 269.853 630.600 259.436 630.600 272.197 646.336 8.956 691.410 9.657 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 11 M O D A L P E R I O D S A N D MODE NUMBER Mode 1 Mode 2 PERIOD (TIME) 0.28552 0.26937 F R E Q U E N C I E S FREQUENCY (CYCLES /TIME) 3.50240 3.71239 630.727 630.844 630.699 657.987 CIRCULAR FREQ (RADIANS /TIME) 22. 00626 23.32562 38&571 Mode 3 Mode 4 Mode 5 Mode 6 Mode 7 Mode 8 Mode 9 Mode 10 Mode 11 Mode 12 0.18561 0.16838 0.13983 0.10750 0.07713 0.07074 0.07073 0.05922 0.05646 0.04675 5.38757 5.93880 7.15152 9.30272 12.96569 14.13606 14.13876 16.88706 17.71298 21.39111 33.85112 37.31458 44.93434 58.45072 81.46581 88.81950 88.83648 106.10454 111.29395 134.40434 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 12 M O D A L P A R T I C I P A T I N G M A S S R A T I O S MODE X -TRANS Y -TRANS Z -TRANS RX -ROTN RY -ROTN RZ -ROTN NUMBER %MASS <SUM> %MASS <SUM> %MASS <SUM> %MASS <SUM> %MASS <SUM> %MASS <SUM> Mode 1 55.05 < 55> 0.19 < 0> 0.00 < 0> 0.42 < 0> 95.94 < 96> 0.05 < 0> Mode 2 0.08 < 55> 31.27 < 31> 0.00 < 0> 75.19 < 76> 0.45 < 96> 15.00 < 15> Mode 3 1.95 < 57> 0.00 < 31> 0.00 < 0> 0.01 < 76> 0.04 < 96> 0.03 < 15> Mode 4 0.87 < 58> 0.00 < 31> 0.00 < 0> 3.43 < 79> 0.04 < 96> 38.93 < 54> Mode 5 40.87 < 99> 0.05 < 32> 0.00 < 0> 0.01 < 79> 3.29 <100> 0.01 < 54> Mode 6 0.81 <100> 12.08 < 44> 0.00 < 0> 1.87 < 81> 0.10 <100> 21.98 < 76> Mode 7 0.00 <100> 0.21 < 44> 0.00 < 0> 0.07 < 81> 0.00 <100> 0.03 < 76> Mode 8 0.00 <100> 0.00 < 44> 0.00 < 0> 0.00 < 81> 0.00 <100> 0.00 < 76> Mode 9 0.00 <100> 0.00 < 44> 0.00 < 0> 0.00 < 81> 0.00 <100> 0.01 < 76> Mode 10 0.00 <100> 0.77 < 45> 0.00 < 0> 0.64 < 82> 0.00 <100> 1.04 < 77> Mode 11 0.36 <100> 0.01 < 45> 0.00 < 0> 0.00 < 82> 0.14 <100> 0.01 < 77> Mode 12 0.00 <100> 0.03 < 45> 0.00 < 0> 0.01 < 82> 0.00 <100> 0.02 < 77> ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 13 M O D A L L O A D P A R T I C I P A T I O N R A T I O S (STATIC AND DYNAMIC RATIOS ARE IN PERCENT) TYPE NAME STATIC DYNAMIC Load DEAD 0.0000 0.0537 Load LIVE 0.0000 0.0000 Load EQX. 99.9999 99.9897 Load EQY 99.6739 81.6405 Load EQXECC 99.9980 99.7773 Load EQYECC 99.7056 82.9657 Accel UX 99.9999 99.9949 Accel UY 97.7755 44.6235 Accel UZ 0.0000 0.0000 Accel RX 99.6739 81.6429 Accel RY 99.9999 99.9882 Accel RZ 71.6008 77.0965 39 of 571 ETABS v9.5.0 File:MODEL Units:Kip -in October. 7, 2010 10:30 PAGE 14 TOTAL REACTIVE FORCES (RECOVERED LOADS) AT ORIGIN LOAD DEAD LIVE EQX EQY EQXECC EQYECC FX 9.793E -13 1.066E -12 - 1.013E +02 - 5.757E -13 - 1.013E +02 - 6.116E -13 FY FZ 3.952E -14 7.292E +02 2.065E -14 7.310E +02 6.974E -14 - 2.524E -12 - 1.013E +02 1.192E -12 - 9.021E -14 - 2.507E -12 - 1.013E +02 1.199E -12 MX 5.037E +05 5.077E +05 - 4.776E -10 4.833E +04 - 5.585E -10 4.833E +04 MY - 1.928E +05 - 2.097E +05 - 4.833E +04 - 1.005E -09 - 4.833E +04 - 1.025E -09 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 15 S T O R Y F O R C E S STORY MY STORY4 4.288E +03 STORY3 1.849E +04 STORY2 2.888E +04 STORY1 4.833E +04 STORY4 2.643E -12 STORY3 6.266E -10 STORY2 9.089E -10 STORY1 1.005E -09 STORY4 4.288E +03 STORY3 1.849E +04 STORY2 2.888E +04 STORY1 4.833E +04 STORY4 1.194E -12 STORY3 5.211E -10 STORY2 9.427E -10 STORY1 1.025E -09 LOAD EQX EQX EQX EQX EQY EQY EQY EQY EQXECC EQXECC EQXECC EQXECC EQYECC EQYECC EQYECC EQYECC P 1.421E -14 - 2.887E -12 - 2.513E -12 - 2.524E -12 1.110E -16 VX - 2.552E +01 VY 5.806E -14 - 5.040E +01 - 2.688E -14 - 6.925E +01 - 2.207E -14 - 1.013E +02 6.974E -14 T 1.609E +04 MZ - 6.579E -10 - 7.249E -10 6.755E +04 - 3.073E +04 7.379E +04 - 3.313E +04 MX 5.457E -12 - 3.180E +04 - 7.503E -10 - 4.435E +04 - 4.603E -10 - 6.755E +04 - 4.776E -10 - 8.926E -14 - 2.552E +0] - 9.433E +03 2.096E -13 - 2.029E -13 - 5.040E +01 - 1.863E +04 1.118E -12 - 4.083E -13 - 6.925E +01 - 2.298E +04 1.192E -12 - 5.757E -13 - 1.013E +02 - 3.073E +04 3.553E -15 - 2.552E +01 6.187E -14 - 2.698E -12 - 5.040E +01 - 4.182E -14 - 2.507E -12 - 6.925E +01 - 8.384E -14 - 2.507E -12 - 1.013E +02 - 9.021E -14 - 7.216E -15 1.770E +04 4.288E +03 1.849E +04 - 2.888E +04 - 4.833E +04 - 1.000E -11 - 3.446E +04 - 8.930E -10 - 4.833E +04 - 6.172E -10 - 7.379E +04 - 5.585E -10 - 3.147E -14 - 2.552E +01 - 9.933E +03 1.332E -14 - 8.082E -14 - 5.040E +01 - 1.960E +04 1.156E -12 - 4.439E -13 - 6.925E +01 - 2.448E +04 1.199E -12 - 6.116E -13 - 1.013E +02 - 3.313E +04 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 16 STORY DRIFTS STORY DIRECTION LOAD MAX DRIFT STORY4 STORY3 STORY2 X EQX X EQX X EQX 1/3125 1/1903 1/3761 4.288E +03 - 1.849E+04 - 2.888E +04 - 4.833E +04 - 40 of 571 STORY1 X EQX 1/3997 STORY4 Y EQY 1/2226 STORY3 Y EQY 1/2067 STORY2 X EQY 1/5066 STORY2 Y EQY 1/5059 STORY1 X EQY 1/6044 STORY1 Y EQY 1/7630 STORY4 X EQXECC 1/3035 STORY3 X EQXECC 1/1751 STORY2 X EQXECC 1/3387 STORY1 X EQXECC 1/3563 STORY4 Y EQYECC 1/2210 STORY3 Y EQYECC 1/2033 STORY2 X EQYECC 1/4799 STORY2 Y EQYECC 1/4861 STORY1 X EQYECC 1/5644 STORYI Y EQYECC 1/7173 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 17 DISPLACEMENTS AT DIAPHRAGM CENTER OF MASS STORY DIAPHRAGM LOAD UX UY RZ STORY4 D1 EQX 0.2743 - 0.0025 - 0.00001 STORY3 D1 EQX 0.2206 - 0.0023 - 0.00001 STORY2 D1 EQX 0.0841 - 0.0011 - 0.00001 STORYI D1 EQX 0.0458 - 0.0007 0.00000 STORY4 D1 EQY 0.0001 0.2395 0.00010 STORY3 D1 EQY 0.0001 0.1662 0.00010 STORY2 Dl EQY - 0.0028 0.0218 0.00008 STORY1 D1 EQY - 0.0038 0.0121 0.00004 STORY4 D1 EQXECC 0.2743 - 0.0097 - 0.00004 STORY3 Dl EQXECC 0.2206 - 0.0085 - 0.00004 STORY2 D1 EQXECC 0.0846 - 0.0039 - 0.00002 STORY1 Dl EQXECC 0.0465 - 0.0025 - 0.00001 STORY4 D1 EQYECC 0.0001 0.2422 0.00011 STORY3 01 EQYECC 0.0001 0.1685 0.00011 STORY2 D1 EQYECC - 0.0030 0.0229 0.00008 STORY1 D1 EQYECC - 0.0040 0.0127 0.00004 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:30 PAGE 18 STORY MAXIMUM AND AVERAGE LATERAL DISPLACEMENTS STORY LOAD DIR MAXIMUM AVERAGE RATIO STORY4 EQX X 0.2780 0.2743 1.013 STORY3 EQX X 0.2231 0.2206 1.011 STORY2 EQX X 0.0879 0.0843 1.043 STORY1 EQX X 0.0480 0.0458 1.049 STORY4 EQY Y 0.2581 0.2395 1.078 STORY3 EQY Y 0.1847 0.1662 1.112 STORY2 EQY Y 0.0483 0.0262 1.842 STORY1 EQY Y 0.0252 0.0137 1.833 STORY4 EQXECC X 0.3022 0.2743 1.102 STORY3 EQXECC X 0.2381 0.2206 1.080 STORY2 EQXECC X 0.0982 0.0853 1.151 STORY1 EQXECC X 0.0539 0.0463 1.163 STORY4 EQYECC Y 0.2634 0.2422 1.088 STORY3 EQYECC Y 0.1897 0.1685 1.126 STORY2 EQYECC Y 0.0510 0.0276 1.851 STORY1 EQYECC Y 0.0268 0.0145 1.843 41 of 571 ETABS v9.5.0 File:MODEL Units:Kip -in October 8, 2010 14:07 PAGE 2 L O A D I N G C O M B I N A T I O N S COMBO COMBO TYPE CASE CASE SCALE TYPE FACTOR DSTLSI ADD DEAD Static 1.4000 DSTLS2 ADD DEAD Static 1.2000 LIVE Static 1.6000 DSTLS3 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQX Static 1.3000 DSTLS9 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQX Static - 1.3000 DSTLS5 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQY Static 1.3000 DSTLS6 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQY Static - 1.3000 DSTLS7 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQXECC Static 1.3000 DSTLS8 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQXECC Static - 1.3000 DSTLS9 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQYECC Static 1.3000 DSTLSIO ADD DEAD Static 1.3720 LIVE Static 1.0000 EQYECC Static - 1.3000 DSTLS11 ADD DEAD Static 1.3720 EQX Static 1.3000 DSTLS12 ADD DEAD Static 1.3720 EQX Static - 1.3000 DSTLS13 ADD DEAD Static 1.3720 EQY Static 1.3000 DSTLS19 ADD DEAD Static 1.3720 EQY Static - 1.3000 DSTLS15 ADD DEAD Static 1.3720 EQXECC Static 1.3000 DSTLS16 ADD DEAD Static 1.3720 EQXECC Static - 1.3000 DSTLS17 ADD DEAD Static 1.3720 EQYECC Static 1.3000 DSTLS18 ADD DEAD Static 1.3720 EQYECC Static - 1.3000 DSTLS19 ADD DEAD Static 0.7280 EQX Static 1.3000 DSTLS20 ADD DEAD Static 0.7280 EQX Static - 1.3000 DSTLS21 ADD DEAD Static 0.7280 EQY Static 1.3000 DSTLS22 ADD DEAD Static 0.7280 EQY Static - 1.3000 DSTLS23 ADD • DEAD Static 0.7280 EQXECC Static 1.3000 DSTLS24 ADD DEAD Static 0.7280 EQXECC Static - 1.3000 42 of 571 ETABS v9.5.0 File:MODEL Units:Kin -in October 8, 2010 14:07 PAGE 3 COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR DSTLS25 ADD DEAD Static 0.7280 EQYECC Static 1.3000 DSTLS26 ADD DEAD Static 0.7280 EQYECC Static - 1.3000 DSTLD1 ADD DEAD Static 1.0000 DSTLD2 ADD DEAD Static 1.0000 LIVE Static 1.0000 43 of 571 Model ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:51 PAGE 1 S T E E L C O D E P R E F E R E N C E S Steel Design Code : AISC360- 05 /IBC2006 Time History Type : Step -by -Step Frame Type : SCBF Seismic Design Category : D Importance Factor : 1. System Rho : 1.3 System Sds : 0.86 System R : 6. System Omega() : 2. System Cd : 5. Design Provision : LRFD Design Analysis Method : Direct Analysis second Order Analysis Method : General 2nd Order stiffness Reduction Method : Tau -b Fixed Phi(Bending) : 0.9 Phi(Compression) : 0.9 Phi(Tension- Yielding) : 0.9 Phi(Tension - Fracture) : 0.75 Phi(Shear) : 0.9 Phi(Shear Rolled I) : 1. Phi(Shear- Torsion) : 0.9 Ignore Seismic Code? : No Ignore Special Seismic Load? : No Is Doubler Plate Plug welded? : Yes HSS Welding Type : ERW Reduce HSS Thickness? : No Consider Deflection? : Yes Deflection Check Type : Both DL Limit, L / : 120 Super DL +LL Limit, L / : 120 Live Load Limit, L / : 360 Total Load Limit, L / : 240 Total -- Camber Limit, L/ : 240 DL Limit, abs : 1 Super DL +LL Limit, abs : 1 Live Load Limit, abs : 1 Total Load Limit, abs : 1 Total -- Camber Limit, abs : 1 Pattern Live Load Factor : 0.75 Stress Ratio Limit : 0.95 Maximum Auto Iteration : 1 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:51 PAGE 2 C O L U M N S T E E L S T R E S S C H E C K E L E M E N T I N F O R M A T I 0 N (AISC360- 05 /IBC2006) STORY COLUMN SECTION FRAMING RLLF L_RATIO L_RATIO L_RATIO K K K LEVEL LINE ID TYPE FACTOR MAJOR MINOR LTB MAJOR MINOR LTB STORY4 C2 W8X18 SCBF 1.000 1.000 1.000 1.000 1.000 1.000 1.020 STORY3 C2 w12x45 SCBF 0.955 1.000 1.000 1.000 1.000 1.000 1.234 Page 1 44 of 571 Model STORY2 C2 W12X45 SCBF 0.783 1.000 1.000 1.000 1.000 1.000 1.480 STORY1 C2 W12X45 SCBF 0.662 1.000 1.000 1.000 1.000 1.000 1.000 STORY4 C3 W8x18 SCBF 1.000 1.000 1.000 1.000 1.000 1.000 1.020 STORY3 C3 w12x45 SCBF 0.955 1.000 1.000 1.000 1.000 1.000 1.234 STORY2 c3 w12x45 SCBF 0.877 1.000 1.000 1.000 1.000 1.000 1.480 STORY1 C3 w12x45 SCBF 0.836 1.000 1.000 1.000 1.000 1.000 1.000 STORY4 C4 w8x18 SCBF 0.926 1.000 1.000 1.000 1.000 1.000 1.020 STORY3 C4 W12x45 SCBF 0.905 1.000 1.000 1.000 1.000 1.000 1.234 STORY2 c4 w12x45 SCBF 0.704 1.000 1.000 1.000 1.000 1.000 1.480 STORYI C4 w12x45 SCBF 0.513 0.892 0.892 0.892 1.000 1.000 1.000 STORY4 C5 w8x18 SCBF 0.925 1.000 1.000 1.000 1.000 1.000 1.020 STORY3 C5 w12x45 SCBF 0.893 1.000 1.000 1.000 1.000 1.000 1.234 STORY2 C5 w12x45 SCBF 0.804 1.000 1.000 1.000 1.000 1.000 1.480 STORY1 C5 W12x45 SCBF 0.721 1.000 1.000 1.000 1.000 1.000 1.000 STORY4 c6 W8X18 SCBF 1.000 1.000 1.000 1.000 1.000 1.000 1.020 STORY3 c6 w12x45 SCBF 0.946 1.000 1.000 1.000 1.000 1.000 1.234 STORY2 c6 w12x45 SCBF 0.820 0.890 1.000 1.000 1.000 1.000 1.480 STORYI c6 W12x45 SCBF 0.762 1.000 1.000 1.000 1.000 1.000 1.000 STORY4 C7 w8x18 SCBF 0.927 1.000 1.000 1.000 1.000 1.000 1.020 STORY3 C7 w12x45 SCBF 0.908 1.000 1.000 1.000 1.000 1.000 1.234 STORY2 c7 w12x45 SCBF 0.715 1.000 1.000 1.000 1.000 1.000 1.480 STORYI C7 w12x45 SCBF 0.530 1.000 1.000 1.000 1.000 1.000 1.000 STORY4 c8 w8x18 SCBF 0.924 1.000 1.000 1.000 1.000 1.000 1.020 STORY3 c8 w12x45 SCBF 0.890 1.000 1.000 1.000 1.000 1.000 1.234 STORY2 C8 W12X45 SCBF 0.794 1.000 1.000 1.000 1.000 1.000 1.480 STORYl c8 W12x45 SCBF 0.713 1.000 1.000 1.000 1.000 1.000 1.000 STORY4 C9 W8x18 SCBF 1.000 1.000 1.000 1.000 1.000 1.000 1.020 STORY3 c9 w12x45 SCBF 0.957 1.000 1.000 1.000 1.000 1.000 1.234 STORY2 C9 w12x45 SCBF 0.894 1.000. 1.000 1.000 1.000 1.000 1.480 STORY1 c9 w12x45 SCBF 0.885 1.000 1.000 1.000 1.000 1.000 1.000 STORY3 C9 -1 W10X49 SCBF 1.000 1.000 0.167 0.167 1.000 1.000 1.000 STORY3 C11 -1 w10x49 SCBF 1.000 1.000 0.167 0.167 1.000 Page 2 45 of 571 1.000 1.000 STORY3 c13-1 1.000 1.000 STORY3 C15 -1 1.000 1.000 STORY3 C17 -1 1.000 1.000 STORY3 C19 -1 1.000 1.000 STORY3 C21 -1 1.000 1.000 STORY3 c23-1 1.000 1.000 STORY4 c16 1.000 1.000 STORY3 C16 1.000 1.000 STORY2 c16 1.000 1.000 STORYI c16 1.000 1.000 STORY4 c22 1.000 1.000 STORY3 C22 1.000 1.000 STORY2 C22 1.000 1.000 STORYI c22 1.000 1.000 STORY4 c24 1.000 1.000 STORY3 1.000 1.000 STORY2 1.000 1.000 STORYI 1.000 1.000 STORY4 1.000 1.000 STORY3 1.000 1.000 STORY2 1.000 1.000 STORY 1.000 1.000 STORY2 1.000 1.000 STORYI 1.000 1.000 STORYI 1.000 1.000 w10x49 w10x49 W10X49 w10x49 w10x49 w10x49 w8x48 w8x48 w8x48 W8x48 w8x48 W8x48 w8x48 w8x48 w8x48 C24 w8x48 C24 w8x48 C24 W10X49 C25 w8x48 C25 w8x48 C25 w8x48 C25 W10X49 C26 HsS4X4X14 C26 HSS4X4X14 C28 HSS4X4X14 Model SCBF 1.000 1.000 0.167 0.167 1.000 SCBF 1.000 1.000 0.167 0.167 1.000 SCBF 1.000 1.000 0.167 0.167 1.000 SCBF 1.000 1.000 0.167 0.167 1.000 SCBF 1.000 1.000 0.167 0.167 1.000 SCBF 1.000 1.000 0.167 0.167 1.000 SCBF 0.799 0.905 1.000 1.000 1.000 SCBF 0.478 1.000 1.000 0.170 1.000 SCBF 0.400 1.000 1.000 0.167 1.000 SCBF 0.400 1.000 1.000 1.000 1.000 SCBF 0.799 1.000 1.000 0.167 1.000 SCBF 0.478 0.942 1.000 1.000 1.000 SCBF 0.400 1.000 1.000 0.167 1.000 SCBF 0.400 1.000 1.000 1.000 1.000 SCBF 0.799 0.905 0.167 0.167 1.000 SCBF 0.478 0.942 0.170 0.170 1.000 SCBF 0.400 0.880 0.167 0.167 1.000 SCBF 0.400 0.892 0.000 0.000 1.000 SCBF 0.799 0.905 0.167 0.167 1.000 SCBF 0.478 0.942 0.170 0.170 1.000 SCBF 0.400 0.880 0.167 0.167 1.000 SCBF 0.400 0.892 0.170 0.170 1.000 SCBF 1.000 0.934 0.500 0.500 1.000 SCBF 0.958 0.929 0.500 0.500 1.000 SCBF 1.000 0.929 0.500 0.500 1.000 ETABS v9.5.0 File:MODEL Units:Kip -in October 7, 2010 10:51 PAGE 3 B E A M S T E E L S T R E S S C H E C K E L E M E N T I N F N (AIsc360- 05/IBC2006) STORY BEAM SECTION K K LEVEL BAY ID MINOR LTB O R M A T I 0 K MAJOR FRAMING RLLF L_RATIO L_RATIO L_RATIO TYPE FACTOR MAJOR MINOR LTB STORY4 B1 w14X30 SCBF 0.756 0.979 0.500 1.000 1.000 Page 3 46 of 571 Model 1.000 1.000 STORY3 Bi w27x84 SCBF 1.000 0.485 0.540 0.540 1.000 1.000 1.000 STORY2 B1 w21X55 SCBF 1.000 0.969 0.969 0.969 1.000 1.000 1.000 STORY1 B1 w16x77 SCBF 1.000 0.485 0.969 0.969 1.000 1.000 1.000 STORY4 B2 w14x30 SCBF 0.756 0.979 0.500 1.000 1.000 1.000 1.000 STORY3 B2 w27x84 SCBF 1.000 0.485 0.540 0.540 1.000 1.000 1.000 STORY2 B2 w21x55 SCBF 1.000 0.969 0.969 0.969 1.000 1.000 1.000 STORY]. B2 w16x77 SCBF 1.000 0.485 0.969 0.969 1.000 1.000 1.000 STORY4 B3 w14x30 SCBF 0.906 0.979 0.500 1.000 1.000 1.000 1.000 STORY3 B3 w10x33 SCBF 1.000 0.485 0.969 0.969 1.000 1.000 1.000 STORY2 B3 w16x77 SCBF 1.000 0.969 0.969 0.969 1.000 1.000 1.000 STORY]. B3 w16x67 SCBF 1.000 0.485 0.969 0.969 1.000 1.000 1.000 STORY4 B4 w14x30 SCBF 0.906 0.979 0.500 1.000 1.000 1.000 1.000 STORY3 B4 W10X33 SCBF 1.000 0.485 0.969 0.969 1.000 1.000 1.000 STORY2 B4 w16x77 SCBF 1.000 0.969 0.969 0.969 1.000 1.000 1.000 STORY]. B4 w16x67 SCBF 1.000 0.485 0.969 0.969 1.000 1.000 1.000 STORY4 B5 w16x36 SCBF 1.000 0.973 0.973 0.973 1.000 1.000 1.000 STORY3 B5 W16X36 SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY2 BS HSS12X6x516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY1 B5 HSS12X6x516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY4 B6 w16x36 SCBF 1.000 0.973 0.973 0.973 1.000 1.000 1.000 STORY3 B6 w16x36 SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY2 B6 HSS12x6x516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY]. B6 HS512x6x516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY4 B7 w16x36 SCBF 1.000 0.973 0.973 0.973 1.000 1.000 1.000 STORY3 B7 w16x36 SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY2 B7 Hss12x6x516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY]. B7 HSS12x6x516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY4 B8 w16x36 SCBF 1.000 0.973 0.973 0.973 1.000 1.000 1.000 STORY2 B8 HSS12X6x516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY1 B8 HSS12X6X516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY3 B9 w16x36 SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 Page 4 47 of 571 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 B11 HSS12X6X516L B12 HSS12X6X516L B13 HSS12X6X516L B14 HSS12X6X516L 815 w16x77 B16 w16x77 B17 w16x77 B18 w16x77 B41 2L4X4X14 B42 2L4X4X14 B43 2L4X4X14 B44 2L4X4X14 B45 2L4X4x14 B46 2L4X4X14 B47 2L4X4X14 B48 2L4X4X14 Model SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF ETABS v9.5.0 File:MODEL Units:Kip -in B R A C E S T E E L S T R E S S C 0 N (AISC360- 05 /IBC2006) STORY K K LEVEL MINOR LTB 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 STORY4 1.000 STORY2 1.000 STORY1 1.000 STORY4 1.000 STORY2 1.000 STORY1 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 BRACE SECTION BAY ID D3 HSS4X4X14 D3 HSS4X4X14 D3 HSS4X4X14 D4 HSS4X4X14 D4 HSS4X4X14 D4 HSS4X4X14 D5 HSS4X4X14 D6 HSS4X4X14 D7 HSS4X4X14 D8 HSS4X4X14 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.847 0.847 0.847 0.847 1.960 1.960 1.960 1.960 1.960 1.960 1.960 1.000 October 7, 2010 H E C K 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.540 0.540 0.540 0.540 0.540 0.540 0.540 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.540 0.540 0.540 0.540 0.540 0.540 0.540 0.540 10:51 PAGE 4 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 E L E M E N T I N F O R M A T I FRAMING RLLF L_RATIO L_RATIO L_RATIO K TYPE FACTOR MAJOR MINOR LTB MAJOR SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF Page 5 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 48 of 571 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY' 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY3 D9 HSS4X4X14 D9 HSS4X4X14 D9 HSS4X4X14 D10 HSS4X4X14 D10 HSS4X4X14 D10 HSS4X4X14 D11 HSS4X4X14 D12 HSS4X4X14 D13 HSS4X4X14 D14 HSS4X4x14 015 HSS4X4X14 D15 HSS4X4X14 D15 HSS4X4x14 D16 HSS4X4X14 D16 HSS4X4X14 D16 HSS4X4X14 D17 HSS4X4X14 D18 HSS4X4X14 D19 HSS4X4X14 D20 HSS4X4X14 D21 HSS4X4X14 D21 HSS4X4X14 D21 HSS4X4X14 D22 HSS4X4X14 D23 HSS4X4X14 D24 HSS4X4X14 D24 HSS4X4X14 D24 HSS4X4X14 D25 HSS4X4X14 D26 HSS4X4X14 D33 HSS5.5X5.5X5 D34 HSS5.5X5.5X5 Model SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 0.500 SCBF 1.000 1.000 SCBF 1.000 1.000 Page 6 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.167 0.170 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.167 0.170 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 49 of 571 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY1 1.000 1.000 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY1 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY2 1.000 1.000 STORY' 1.000 1.000 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 D37 HSS5.5X5.5X5 D38 HSS5.5X5.5X5 D43 HSS5.5X5.5X5 D44 HSS5.5X5.5X5 D44 HSS5.5X5.5X5 D45 HSS5.5X5.5X5 D46 HSS5.5X5.5X5 D46 HSS5.5X5.5X5 D47 D48 D49 D50 HSS5.5X5.5X5 HSS5.5X5.5X5 HSS5.5X5.5X5 HSS5.5X5.5X5 D51 HSS5.5X5.5X5 D52 HSS5.5X5.5X5 D53 HSS5.5X5.5X5 D54 HSS5.5x5.5x5 D55 HSS5.5X5.5X5 D56 HSS5.5X5.5X5 D57 HSS5.5X5.5X5 D58 HSS5.5X5.5X5 D58 HSS5.5X5.5X5 D59 HSS5.5x5.5X5 D60 HSS5.5X5.5X5 D60 HSS5.5X5.5X5 D61 HSS5.5X5.5X5 D62 HSS5.5X5.5X5 Model SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF Page 7 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.170 0.170 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.170 0.170 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.170 0.170 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.170 0.170 1.000 1.000 1.000 0.170 0.170 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.170 0.170 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.170 0.170 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.170 0.170 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.170 0.170 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.170 0.170 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 0.170 0.170 1.000 1.000 1.000 0.170 0.170 1.000 50 of 571 ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 2 DEAD 5.39 -3.63 35.69 0 0 0 BASE 2 LIVE 6.05 -3.95 38.63 0 0 0 BASE 2 EQX -13.32 1.74 -32.24 0 0 0 BASE 2 EQY 9.33 -0.25 30.88 0 0 0 BASE 2 EQXECC -14.68 2.05 -35.4 0 0 0 BASE 2 EQYECC 9.86 -0.37 32.06 0 0 0 BASE 2 DSTLS1 7.55 -5.09 49.97 0 0 0 BASE 2 DSTLS2 16.15 -10.67 104.64 0 0 0 BASE 2 DSTLS3 -3.86 -6.67 45.69 0 0 0 BASE 2 DSTLS4 30.76 -11.19 129.51 0 0 0 BASE 2 DSTLS5 25.58 -9.26 127.74 0 0 0 BASE 2 DSTLS6 1.31 -8.61 47.46 0 0 0 BASE 2 DSTLS7 -5.64 -6.26 41.58 0 0 0 BASE 2 DSTLS8 32.54 -11.6 133.62 0 0 0 BASE 2 DSTLS9 26.26 -9.41 129.28 0 0 0 BASE 2 DSTLS10 0.63 -8.45 45.92 0 0 0 BASE 2 DSTLS11 -9.92 -2.73 7.06 0 0 0 BASE 2 DSTLS12 24.71 -7.24 90.87 0 0 0 BASE 2 DSTLS13 19.53 -5.31 89.11 0 0 0 BASE 2 DSTLS14 -4.74 -4.66 8.83 0 0 0 BASE 2 DSTLS15 -11.69 -2.31 2.95 0 0 0 BASE 2 DSTLS16 26.48 -7.65 94.99 0 0 0 BASE 2 DSTLS17 20.21 -5.46 90.65 0 0 0 BASE 2 DSTLS18 -5.42 -4.5 7.29 0 0 0 BASE 2 DSTLS19 -13.39 -0.39 -15.92 0 0 0 BASE 2 DSTLS20 21.23 -4.9 67.89 0 0 0 BASE 2 DSTLS21 16.06 -2.97 66.12 0 0 0 BASE 2 DSTLS22 -8.21 -2.32 -14.15 0 0 0 BASE 2 DSTLS23 -15.16 0.02 -20.04 0 0 0 BASE 2 DSTLS24 23.01 -5.31 72 0 0 0 BASE 2 DSTLS25 16.74 -3.13 67.66 0 0 0 BASE 2 DSTLS26. -8.89 -2.16 -15.69 0 0 0 BASE 2 DSTLD1 5.39 -3.63 35.69 0 0 0 BASE 2 DSTLD2 11.44 -7.58 74.32 0 0 0 MAX= 32.54 0.02 133.62 0 0 0 MIN= -15.16 -11.6 -20.04 0 0 0 51 of 571 ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 3 DEAD -5.04 -2.28 22.25 0 0 0 BASE 3 LIVE -5.64 -2.37 22.92 0 0 0 BASE 3 EQX -13.47 -1.41 31.47 0 0 0 BASE 3 EQY 4.97 -1.6 13.58 0 0 0 BASE 3 EQXECC -14.75 -0.99 32.36 0 0 0 BASE 3 EQYECC 5.46 -1.77 13.26 0 0 0 BASE 3 DSTLS1 -7.06 -3.19 31.15 0 0 0 BASE 3 DSTLS2 -15.08 -6.52 63.37 0 0 0 BASE 3 DSTLS3 -30.08 -7.33 94.36 0 0 0 BASE 3 DSTLS4 4.96 -3.66 12.54 0 0 0 BASE 3 DSTLS5 -6.09 -7.58 71.11 0 0 0 BASE 3 DSTLS6 -19.03 -3.41 35.79 0 0 0 BASE 3 DSTLS7 -31.73 -6.78 95.52 0 0 0 BASE 3 DSTLS8 6.61 -4.21 11.38 0 0 0 BASE 3 DSTLS9 -5.46 -7.79 70.69 0 0 0 BASE 3 DSTLS10 -19.66 -3.2 36.21 0 0 0 BASE 3 DSTLS11 -24.43 -4.96 71.44 0 0 0 BASE 3 DSTLS12 10.6 -1.29 -10.38 0 0 0 BASE 3 DSTLS13 -0.45 -5.21 48.19 0 0 0 BASE 3 DSTLS14 -13.38 -1.04 12.87 0 0 0 BASE 3 DSTLS15 -26.09 -4.41 72.6 0 0 0 BASE 3 DSTLS16 12.25 -1.84 -11.54 0 0 0 BASE 3 DSTLS17 0.19 -5.42 47.78 0 0 0 BASE 3 DSTLS18 -14.02 -0.83 13.29 0 0 0 BASE 3 DSTLS19 -21.19 -3.49 57.11 0 0 0 BASE 3 DSTLS20 13.85 0.17 -24.71 0 0 0 BASE 3 DSTLS21 2.8 -3.74 33.86 0 0 0 BASE 3 DSTLS22 -10.14 0.43 -1.46 0 0 0 BASE 3 DSTLS23 -22.84 -2.95 58.27 0 0 0 BASE 3 DSTLS24 15.5 -0.37 -25.87 0 0 0 BASE 3 DSTLS25 3.43 -3.96 33.44 0 0 0 BASE 3 DSTLS26 -10.77 0.64 -1.04 0 0 0 BASE 3 DSTLD1 -5.04 -2.28 22.25 0 0 0 BASE 3 DSTLD2 -10.68 -4.65 45.17 0 0 0 MAX= 15.5 0.64 95.52 0 0 0 MIN= -31.73 -7.79 -25.87 0 0 0 52 of 571 i ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 4 DEAD 4.96 2.6 43.55 0 0 0 BASE 4 LIVE 5.32 2.77 47.29 0 0 0 BASE 4 EQX -13.2 -1.67 -31.04 0 0 0 BASE 4 EQY 2.25 0.63 -9.87 0 0 0 BASE 4 EQXECC -14.03 -1.62 -3.97 0 0 0 BASE 4 EQYECC 2.57 0.61 -9.15 0 0 0 BASE 4 DSTLS1 6.94 3.64 60.98 0 0 0 BASE 4 DSTLS2 14.46 7.54 127.94 0 0 0 BASE 4 DSTLS3 -5.03 4.16 66.7 0 0 0 BASE 4 DSTLS4 29.28 8.5 147.4 0 0 0 BASE 4 DSTLS5 15.05 7.15 94.22 0 0 0 BASE 4 DSTLS6 9.2 5.51 119.88 0 0 0 BASE 4 DSTLS7 -6.11 4.22 64.19 0 0 0 BASE 4 DSTLS8 30.36 8.44 149.91 0 0 0 BASE 4 DSTLS9 15.46 7.12 95.15 0 0 0 BASE 4 DSTLS10 8.79 5.54 118.95 0 0 0 BASE 4 DSTLS11 -10.35 1.39 19.41 0 0 0 BASE 4 DSTLS12 23.96 5.74 100.1 0 0 0 BASE 4 DSTLS13 9.73 4.38 46.93 0 0 0 BASE 4 DSTLS14 3.88 2.74 72.58 0 0 0 BASE 4 DSTLS15 -11.43 1.45 16.9 0 0 0 BASE 4 DSTLS16 25.04 5.67 102.61 0 0 0 BASE 4 DSTLS17 10.14 4.35 47.86 0 0 0 BASE 4 DSTLS18 3.46 2.77 71.65 0 0 0 BASE 4 DSTLS19 -13.54 -0.28 -8.64 0 0 0 BASE 4 DSTLS20 20.76 4.06 72.06 0 0 0 BASE 4 DSTLS21 6.53 2.71 18.88 0 0 0 BASE 4 DSTLS22 0.69 1.07 44.53 0 0 0 BASE 4 DSTLS23 -14.63 -0.22 -11.15 0 0 0 BASE 4 DSTLS24 21.85 4 74.56 0 0 0 BASE 4 DSTLS25 6.95 2.68 19.81 0 0 0 BASE 4 DSTLS26 0.27 1.1 43.6 0 0 0 BASE 4 DSTLD1 4.96 2.6 43.55 0 0 0 BASE 4 DSTLD2 10.28 5.36 90.85 0 0 0 MAX= 30.36 8.5 149.91 0 0 0 MIN= -14.63 -0.28 -11.15 0 0 0 53 of 571 ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 5 DEAD -4.68 1.41 28.04 0 0 0 BASE 5 LIVE -5 1.38 29.19 0 0 0 BASE 5 EQX -13.24 1.98 31.8 0 0 0 BASE 5 EQY 7.57 -2.4 -34.59 0 0 0 BASE 5 EQXECC -14.21 2.66 36 0 0 0 BASE 5 EQYECC 7.94 -2.66 -36.17 0 0 0 BASE 5 DSTLS1 -6.56 1.97 39.25 0 0 0 BASE 5 DSTLS2 -13.61 3.9 80.34 0 0 0 BASE 5 DSTLS3 -28.63 5.89 109 0 0 0 BASE 5 DSTLS4 5.79 0.74 26.31 0 0 0 BASE 5 DSTLS5 -1.58 0.19 22.68 0 0 0 BASE 5 DSTLS6 -21.26 6.44 112.63 0 0 0 BASE 5 DSTLS7 -29.89 6.78 114.46 0 0 0 BASE 5 DSTLS8 7.05 -0.15 20.85 0 0 0 BASE 5 DSTLS9 -1.1 -0.15 20.63 0 0 0 BASE 5 DSTLS10 -21.74 6.78 114.68 0 0 0 BASE 5 DSTLS11 -23.64 4.51 79.81 0 0 0 BASE 5 DSTLS12 10.79 -0.64 -2.88 0 0 0 BASE 5 DSTLS13 3.41 -1.19 -6.51 0 0 0 BASE 5 DSTLS14 -16.26 5.06 83.44 0 0 0 BASE 5 DSTLS15 -24.9 5.4 85.27 0 0 0 BASE 5 DSTLS16 12.05 -1.53 -8.34 0 0 0 BASE 5 DSTLS17 3.9 -1.53 -8.56 0 0 0 BASE 5 DSTLS18 -16.75 5.4 85.49 0 0 0 BASE 5 DSTLS19 -20.62 3.6 61.75 0 0 0 BASE 5 DSTLS20 13.8 -1.55 -20.93 0 0 0 BASE 5 DSTLS21 6.43 -2.1 -24.56 0 0 0 BASE 5 DSTLS22 -13.25 4.15 65.38 0 0 0 BASE 5 DSTLS23 -21.88 4.49 67.21 0 0 0 BASE 5 DSTLS24 15.06 -2.44 -26.39 0 0 0 BASE 5 DSTLS25 6.91 -2.44 -26.61 0 0 0 BASE 5 DSTLS26 -13.73 4.49 67.43 0 0 0 BASE 5 DSTLD1 -4.68 1.41 28.04 0 0 0 BASE 5 DSTLD2 -9.68 2.79 57.22 0 0 0 MAX= 15.06 6.78 114.68 0 0 0 MIN= -29.89 -2.44 -26.61 0 0 0 54 of 571 1 1 I ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 6 DEAD 1.74 3.46 23.71 0 0 0 BASE 6 LIVE 1.55 3.74 24 0 0 0 BASE 6 EQX -11.5 -1.57 -29.85 0 0 0 BASE 6 EQY -9.29 -0.25 -30.86 0 0 0 BASE 6 EQXECC -10.17 -1.25 -26.71 0 0 0 BASE 6 EQYECC -9.8 -0.37 -32.03 0 0 0 BASE 6 DSTLS1 2.44 4.84 33.19 0 0 0 BASE 6 DSTLS2 4.56 10.13 66.85 0 0 0 BASE 6 DSTLS3 -11.01 6.45 17.72 0 0 0 BASE 6 DSTLS4 18.89 10.52 95.34 0 0 0 BASE 6 DSTLSS -8.14 8.16 16.42 0 0 0 BASE 6 DSTLS6 16.01 8.81 96.64 0 0 0 BASE 6 DSTLS7 -9.28 6.86 21.81 0 0 0 BASE 6 DSTLS8 17.15 10.11 91.25 0 0 0 BASE 6 DSTLS9 -8.8 8 14.89 0 0 0 BASE 6 DSTLS10 16.67 8.96 98.17 0 0 0 BASE 6 DSTLS11 -12.56 2.71 -6.28 0 0 0 BASE 6 DSTLS12 17.34 6.78 71.34 0 0 0 BASE 6 DSTLS13 -9.68 4.42 -7.59 0 0 0 BASE 6 DSTLS14 14.47 5.07 72.64 0 0 0 BASE 6 DSTLS15 -10.83 3.12 -2.2 0 0 0 BASE 6 DSTLS16 15.61 6.37 67.25 0 0 0 BASE 6 DSTLS17 -10.35 4.26 -9.11 0 0 0 BASE 6 DSTLS18 15.13 5.22 74.17 0 0 0 BASE 6 DSTLS19 -13.68 0.48 -21.55 0 0 0 BASE 6 DSTLS20 16.22 4.55 56.07 0 0 0 BASE 6 DSTLS21 -10.81 2.19 -22.85 0 0 0 BASE 6 DSTLS22 13.34 2.84 57.37 0 0 0 BASE 6 DSTLS23 -11.95 0.89 -17.46 0 0 0 BASE 6 DSTLS24 14.49 4.14 51.98 0 0 0 BASE 6 DSTLS25 -11.47 2.04 -24.38 0 0 0 BASE 6 DSTLS26 14.01 3 58.9 0 0 0 BASE 6 DSTLD1 1.74 3.46 23.71 0 0 0 BASE 6 DSTLD2 3.29 7.2 47.71 0 0 0 MAX= 18.89 10.52 98.17 0 0 0 MIN= -13.68 0.48 -24.38 0 0 0 55 of 571 ETABS COLUMN REACTIONS:, Story Column Load FX FY FZ MX MY MZ BASE 7 DEAD 4.75 -1.81 41.32 0 0 0 BASE 7 LIVE 5.06 -1.81 44.6 0 0 0 BASE 7 EQX -12.46 1.79 -30.41 0 0 0 BASE 7 EQY -2.26 0.63 9.85 0 0 0 BASE 7 EQXECC -11.6 1.84 -28.46 0 0 0 BASE 7 EQYECC -2.59 0.61 9.12 0 0 0 BASE 7 DSTLS1 6.64 -2.53 57.84 0 0 0 BASE 7 DSTLS2 13.8 -5.06 120.94 0 0 0 BASE 7 DSTLS3 -4.62 -1.96 61.75 0 0 0 BASE 7 DSTLS4 27.77 -6.62 140.82 0 0 0 BASE 7 DSTLS5 8.64 -3.47 114.09 0 0 0 BASE 7 DSTLS6 14.52 -5.11 88.48 0 0 0 BASE 7 DSTLS7 -3.5 -1.9 64.28 0 0 0 BASE 7 DSTLS8 26.65 -6.68 138.29 0 0 0 BASE 7 DSTLS9 8.2 -3.5 113.15 0 0 0 BASE 7 DSTLS10 14.95 -5.09 89.42 0 0 0 BASE 7 DSTLS11 -9.68 -0.15 17.15 0 0 0 BASE 7 DSTLS12 22.71 -4.82 96.22 0 0 0 BASE 7 DSTLS13 3.57 -1.66 69.49 0 0 0 BASE 7 DSTLS14 9.45 -3.31 43.88 0 0 0 BASE 7 DSTLS15 -8.56 -0.09 19.68 0 0 0 BASE 7 DSTLS16 21.58 -4.88 93.69 0 0 0 BASE 7 DSTLS17 3.14 -1.69 68.55 0 0 0 BASE 7 DSTLS18 9.88 -3.28 44.82 0 0 0 BASE 7 DSTLS19 -12.74 1.01 -9.46 0 0 0 BASE 7 DSTLS20 19.65 -3.65 69.62 0 0 0 BASE 7 DSTLS21 0.51 -0.49 42.88 0 0 0 BASE 7 DSTLS22 6.39 -2.14 17.28 0 0 0 BASE 7 DSTLS23 -11.62 1.08 -6.92 0 0 0 BASE 7 DSTLS24 18.53 -3.71 67.08 0 0 0 BASE 7 DSTLS25 0.08 -0.52 41.94 0 0 0 BASE 7 DSTLS26 6.83 -2.11 18.22 0 0 0 BASE 7 DSTLD1 4.75 -1.81 41.32 0 0 0 BASE 7 DSTLD2 9.81 -3.62 85.91 0 0 0 MAX= 27.77 1.08 140.82 0 0 0 MIN= -12.74 -6.68 -9.46 0 0 0 56 of 571 ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 8 DEAD -4.78 -0.76 27.8 0 0 0 BASE 8 LIVE -5.1 -0.65 28.85 0 0 0 BASE 8 EQX -12.43 -1.19 29.36 0 0 0 BASE 8 EQY -7.61 -2.06 34.51 0 0 0 BASE 8 EQXECC -11.43 -0.54 25.15 0 0 0 BASE 8 EQYECC -8 -2.31 36.09 0 0 0 BASE 8 DSTLS1 -6.7 -1.07 38.92 0 0 0 BASE 8 DSTLS2 -13.91 -1.95 79.52 0 0 0 BASE 8 DSTLS3 -27.83 -3.24 105.16 0 0 0 BASE 8 DSTLS4 4.5 -0.15 28.82 0 0 0 BASE 8 DSTLS5 -21.56 -4.37 111.85 0 0 0 BASE 8 DSTLS6 -1.77 0.98 22.13 0 0 0 BASE 8 DSTLS7 -26.53 -2.4 99.69 0 0 0 BASE 8 DSTLS8 3.19 -0.99 34.29 0 0 0 BASE 8 DSTLS9 -22.07 -4.69 113.91 0 0 0 BASE 8 DSTLS10 -1.27 1.3 20.08 0 0 0 BASE 8 DSTLS11 -22.73 -2.59 76.31 0 0 0 BASE 8 DSTLS12 9.6 0.5 -0.03 0 0 0 BASE 8 DSTLS13 -16.46 -3.72 83 0 0 0 BASE 8 DSTLS14 3.33 1.63 -6.72 0 0 0 BASE 8 DSTLS15 -21.43 -1.75 70.84 0 0 0 BASE 8 DSTLS16 8.3 -0.34 5.44 0 0 0 BASE 8 DSTLS17 -16.96 -4.04 85.06 0 0 0 BASE 8 DSTLS18 3.83 1.95 -8.77 0 0 0 BASE 8 DSTLS19 -19.65 -2.1 58.41 0 0 0 BASE 8 DSTLS20 12.68 0.99 -17.93 0 0 0 BASE 8 DSTLS21 -13.38 -3.23 65.1 0 0 0 BASE 8 DSTLS22 6.41 2.12 -24.62 0 0 0 BASE 8 DSTLS23 -18.35 -1.26 52.94 0 0 0 BASE 8 DSTLS24 11.38 0.15 -12.46 0 0 0 BASE 8 DSTLS25 -13.88 -3.55 67.15 0 0 0 BASE 8 DSTLS26 6.91 2.44 -26.68 0 0 0 BASE 8 DSTLD1 -4.78 -0.76 27.8 0 0 0 BASE 8 DSTLD2 -9.89 -1.41 56.65 0 0 0 MAX= 12.68 2.44 113.91 0 0 0 MIN= -27.83 -4.69 -26.68 0 0 0 57 of 571 ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 9 DEAD -1.85 2.18 14.55 0 0 0 BASE 9 LIVE -1.66 2.24 13.35 0 0 0 BASE 9 EQX -11.73 1.89 30.91 0 0 0 BASE 9 EQY -4.94 -1.58 -13.5 0 0 0 BASE 9 EQXECC -10.49 2.31 30.02 0 0 0 BASE 9 EQYECC -5.42 -1.74 -13.18 0 0 0 BASE 9 DSTLS1 -2.59 3.05 20.37 0 0 0 BASE 9 DSTLS2 -4.87 6.2 38.82 0 0 0 BASE 9 DSTLS3 -19.45 7.69 73.49 0 0 0 BASE 9 DSTLS4 11.06 2.77 -6.87 0 0 0 BASE 9 DSTLS5 -10.62 3.17 15.76 0 0 0 BASE 9 DSTLS6 2.23 7.28 50.86 0 0 0 BASE 9 DSTLS7 -17.83 8.23 72.34 0 0 0 BASE 9 DSTLS8 9.45 2.22 -5.72 0 0 0 BASE 9 DSTLS9 -11.24 2.96 16.17 0 0 0 BASE 9 DSTLS10 2.85 7.5 50.45 0 0 0 BASE 9 DSTLS11 -17.79 5.45 60.14 0 0 0 BASE 9 DSTLS12 12.72 0.53 -20.22 0 0 0 BASE 9 DSTLS13 -8.96 0.93 2.41 0 0 0 BASE 9 DSTLS14 3.89 5.04 37.51 0 0 0 BASE 9 DSTLS15 -16.18 5.99 58.99 0 0 0 BASE 9 DSTLS16 11.1 -0.02 -19.07 0 0 0 BASE 9 DSTLS17 -9.59 0.72 2.82 0 0 0 BASE 9 DSTLS18 4.51 5.25 37.1 0 0 0 BASE 9 DSTLS19 -16.6 4.04 50.77 0 0 0 BASE 9 DSTLS20 13.91 -0.88 -29.59 0 0 0 BASE 9 DSTLS21 -7.77 -0.47 -6.96 0 0 0 BASE 9 DSTLS22 5.08 3.64 28.14 0 0 0 BASE 9 DSTLS23 -14.99 4.59 49.62 0 0 0 BASE 9 DSTLS24 12.29 -1.42 -28.44 0 0 0 BASE 9 DSTLS25 -8.39 -0.68 -6.55 0 0 0 BASE 9 DSTLS26 5.7 3.85 27.73 0 0 0 BASE 9 DSTLD1 -1.85 2.18 14.55 0 0 0 BASE 9 DSTLD2 -3.51 4.42 27.9 0 0 0 MAX= 13.91 8.23 73.49 0 0 0 MIN= -19.45 -1.42 -29.59 0 0 0 58 of 571 M Structural Calculations For: IFLY - Indoor Skydiving "The Annex at Southcenter" 301 Tukwilla Parkway iFly Seattle Shoring Permit D10 -295 Correction Letter #1 Client: Jenson Fey Architecture and Planning 7730 Leary Way NE Redmond, WA, 98052 425 -216 -0318 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue. Ste. 100 Seattle, WA 98121 T 206. 443. 6212 F 206. 443.4870 Depth(ft) 0 -5 10 • 15 20 - 25 30 Depth(ft) - 0 5 - 10 15 20 • 25 - 30 0 1 ksf Net Pressure Diagram Max. Shear =76.15 kip Max. Moment = 245.37 kip -ft Moment Equilibrium Force Equilibrium Top Deflection= 0.88(in) Max Deflection= 0.88(in) 76.15 kip 0 Shear Diagram 245.37 kip -ft 0 L Moment Diagram 0.884(in) Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 8.0 foot or meter User Input Pile, W18X50: E (ksi)= 29000.0, I (in4) /pile =800.0 File: C: \Documents and Settings \egibson\My Documents \uFly\Shoring \pilel.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to 4324324234 3424343 report ...: *::***: Y***************•******** X: r* ******** ******• * ** * ******* * ** ** * *:Y** * ***** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civi1techsoftware.com * *:: ************** * * ** ** * ** *** *** * *** * * ** ** * * * *** ******* * * *** * ********* * *:Y** shoringsuite Software is developed by CivilTech software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98 -011, FHWA -RD -97 -130, FHWA SA 96 -069, FHWA -IF -99 -015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM -7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110 -2 -2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw -Hill. 2002 8. AASHTO HB -17, American Association of State and Highway Transportation Officials, 2 September 2002 UNITS: width /Spacing /Diameter /Length /Depth - ft, Force - kip, Moment - kip -ft, Friction /Bearing /Pressure - ksf, Pres. Slope - kip /ft3, Deflection - in Licensed to 4324324234 3424343 Date: 12/3/2010 File: C: \Documents and settings \egibson \My Documents \ugly \Shoring \pilel.sh8 Title: subtitle: * ****************************INPUT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 8.00 Pile Diameter: 2.00 Pile Spacing: 8.00 Factor of safety (F.S.): 1.00 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi- Bracing): Add 15 %* Embedment Option: 3. Fixed Fixed Embedment: 21.00 Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb /Fy: .67 Elastic Module, E: 29000.00 Moment of Inertia, I: 984.00 User Input Pile: w18X50 • DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 1 0 8 .437 0.062429 2 8 .437 29 .437 0.000000 3 0 .075 8 .075 0.000000 4 0 0 1 .05 0.050000 5 1 .05 29 .722 0.024000 * PASSIVE PRESSURE * No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope Page 1 r report 1 10.00 0.50 29.00 5.25 0.2500 * ACTIVE SPACE * No. z depth Spacing 1 0.00 8.00 2 8.00 2.00 * PASSIVE SPACE * No. Z depth Spacing 1 8.00 4.00 *For Tieback: Inputl = Diameter; Input2 = Bond stength *For Plate: Inputl = Diameter; Input2 = Allowable Pressure *For Deaman: Inputl = Horz. width; Input2 = Allowable Pressure; Angle = 0 *** :: * * * * * * * * *:t * * * * * * * * * * * * * * * * ** CALCULATION****..* :r * * * * * * * ** * * * * * * * *•:: * * * * * * * ** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 • CALCULATE REQUEST EMBEDMENT * The Request Embedment, Yend = 19.41 The user input fixed embedment = 21.0 CANTILEVER CASE • Approximate Factor of Safety based on fixed embedment, FS = 1.08 Note: user input fixed embedment is 21, which is deeper than calculated embedment. use calculated embedment = 19.4 D1 =0.00 D2 =8.00 D3 =27.41 01 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP (20% increased, see EMBEDMENT Notes below) MOMENT BALANCE: M =0.00 AT DEPTH =24.17 WITH EMBEDMENT OF 16.17 FORCE BALANCE: F =0.00 AT DEPTH =27.41 WITH EMBEDMENT OF 19.41 The program calculates an embedment for moment equilibrium, then increase the embedment by 20% to reach force equilibrium. A Balance Force =76.77 is developed from depth =24.17 to depth =27.41 Total Passive Pressure = Total Active Pressure, OK! ** * ** * *** * ** * * * * *** * * * * ** * * * * * * ** RESULTS********** * * * * * * * * * * * ** * * * * * * ** * * * *** * * ** * EMBEDMENT Notes * Based on uss Design Manual, fist calculate embedment for moment equilibrium, then Page 2 report increased by 20 to 40 % to reach force equilibrium. The embedment for moment equilibrium is 16.17 * The 20% increased embedment for force equilibrium is 19.41 (used by Program) The 30% increased embedment for force equilibrium is 21.02 The 40% increased embedment for force equilibrium is 22.64 Based on AASHTO 2002 Standard Specifications, fist calculate embedment for moment equilibrium, then add safety factor of 30% for temporary shoring; add safety factor of 50% for permanent shoring. The embedment for moment equilibrium is 16.17 Add 30% embedment for temporary shoring is 21.02 Add 50% embedment for permanent shoring is 24.26 * BASED ON USS DESIGN MANUAL (20% increased), PROGRAM CALCULATED MINIMUM EMBEDMENT = 19.41 TOTAL MINIMUM PILE LENGTH = 27.41 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 245.37 at 17.01 Maximum Shear = 76.15 Moment and Shear are per pile spacing: 8.0 foot or meter * VERTICAL LOADING * vertical Loading from Braces = 0.00 vertical Loading from External Load = 0.00 Total vertical Loading = 0.00 ** ******** ** ** * ** *** * * * ** * ** *SPECIFIED PILE * * * * *:r:Y:' *** sY*** *sY*** ***sY:4:k*** * ***** Overall Maximum Moment = 245.37 at 17.01 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 87.90 in3 /pile = 1440.34 cm3 /pile, Fy= 50 ksi = 345 MPa, Fb /Fy =.67 w18x50 has been found in Soldier Pile list! (English Units): Area= 14.7 in. Depth= 17.99 in. Width= 7.495 in. Height= 18 in. Flange thickness= 0.57 in. web thickness= 0.355 in. Ix= 800 in4 /pile Sx= 88.9 in3 /pile Iy= 40.1 in4 /pile Sy= 10.7 in3 /pile (Metric Units): Ix= 332.96 x100cm4 /pile Sx= 1456.80 cm3 /pile Iy= 16.69 x100cm4 /pile Sy= 175.34 cm3 /pile The pile selection is based on the magnitude of the moment only. Axial force is neglected. W18x50 is capable to support the shoring! Top deflection = 0.884(in) Max. deflection = 0.884(in) * * * * * * * * * * * * * * * * * * * * * ** LAGGING SIZE ESTIMATION * * * * * * ** * * * * * * * * * * * * * ** Max. Pressure above base = 0.73 Piles are more rigid than timber lagging, only portion of pressures are acting to lagging, 30 -50% arching is suggested. If 50% arching is used for lagging design, Design Pressure = 0.36 Pile Spacing =8.0, Max. Moment in lagging = 2.92 For 4 "x12" Timber, Section Modules 5 =23.47 in3. The request allowable bending Page 3 report strength, fb =M /5 =1.49 For 6 "x12" Timber, Section Modules 5 =57.98 in3. The request allowable bending strength, fb =M /S =0.60 If 30% arching is used for lagging design, Design Pressure = 0.22 Pile Spacing =8.0, Max. Moment in lagging = 1.75 For 4 "x12" Timber, Section Modules 5 =23.47 in3. The request allowable bending strength, fb =M /5 =0.89 For 6 "x12" Timber, Section Modules 5 =57.98 in3. The request allowable bending strength, fb =M /5 =0.36 Unit: Pressure: ksf, Spacing: ft, Moment: kip -ft, Bending Strength, fb: ksi Page 4 REVIEWED CODE COM APPRf FEB 0 8 2011 INTERMEDIATE M U LTI-J ET 1 -1 /2" AND 2" - FILE COPY City of Tukwila BUILDING DIV,IRIOJ ngeMul[i -J+ SMALL COMMERCIAL MEANS BIG BUSINESS Maximize your revenue stream across a wide range of small commercial applications with our Intermediate Multi -jets. 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Compact Size I Enhanced Low Flow Sensitivity 2 "Threaded Flange Multi -Jet High Accuracy on Low Flow (1.5 GPM on 1- 1/2 "MJ) * Modular Register Design Allows for Easy Upgrades to Future Read Technologies *Meets All Applicable AWWA Standards; Optional NSF Certification. * Tamper Detection and Prevention * Precision Engineered Flow Components For Smooth Operation and Sustained Accuracy Under Tough Conditions * With Optional 3G Integrated Register: + Better Serve Business Customers Who Demand Accountability with Rich 4,000 Read Data Logging Capabilities (scalable / customer defined resolution) 4- Protect Your Utility's Bottom Line: Revenue Impact Alerts - Leak, Tamper, Theft (backflow) and Zero Consumption - Deploy District Metering Areas or Zones (DMA/DiAZ) Advanced Infrastructure Leak Management Programs REGISTER OPTIONS: „DIALOG 3G Integrated AMR Register * DIALOG 3G LCD Interpreter "" * DIALOG 2G Pit * DIALOG 2G Indoor * Electrical Output Register * Direct Read READ: * Direct Read /Manual * Proximity /Wand Read - 2G -k Mobile Drive -By AMR - 3G * Fixed Network AMI Solution - Utilizes the 3G technology backbone with simultaneous Mobile AMR and Fixed Network AMI dada co1ecllongptiljtjey 10N N SIZES AVAILABLE: C �C_�1 (V` U 1.5" & 2" CrlYRSMILA JAN 1 1 2011 INTERMEDIATE MJ 1 - 1 /2 "AND 2" PERMIT CENTER LT Ft 1 Easily Upgradeable 1 AMR /AMI Migratable with 3G boo -2`lS AvA MAC METER Reading the Fe are' TECHNICAL SPECIFICATIONS: AWWA Standard - Meets or exceeds all sections of Standard ANSI / AWWA C708, most recent revision for cold water multi -jet meters with AWWA bronze main cases. NSF /ANSI Standard 61 - Optional EnviroBrass unleaded main case available. Design /Operation -Velocity - type flow measurement. Water that is evenly distributed by multiple converging Inlet ports flows past an impeller in the measuring chamber, creating an impeller velocity directly proportional to water flow rate. The meters register integrates that velocity into totalized flow. An inherent advantage for this design is exceptionally low head loss for improved infrastructure efficiencies and unparalleled wear mitigation. The register assembly is removable under line pressure permitting seamless, simplified upgrades in reading technology. Main Case - Choice of waterworks bronze case of 81 % copper composition or EnviroBrass' 11, 86% copper, unleaded bronze. Main case incorporates either compact externally threaded ends, or bolted flanged connections. Measuring Chamber -The measuring chamber housing and measurement element are built with an advanced synthetic polymer. 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Adjusting Port Detection -The Master Meter Multi -jet adjusting port is sealed after factory calibration to prevent tampering and provides a visual indication of tampering attempts. Port is accessible for utility recallbration to compensate for inaccuracy in older meters without parts replacement. METR;OPERATING;CHARACTERISTIC /,DIMENSION ,k t %2�,Thieaded ;1-i/2- d Flow Rating (gpm) 100 100 160 Maximum Working Pressure (psi) 'Maximum;Wt rkingtTemperature.(iF),.�,'• Length (A below) 150 110'. 12 -5/8' 150 13' Height with DIALOG register.' - Height, bottom to center line (D below) IMetei` Casing`Spuds; Nominal Ttireadsize' (E below) : ; 2', ;' c • 1 -3/4' 1 -3/4' Weight (Ibs) 11 Carton Weight (Ibs) 1 -1/2 Threaded -End Multi -Jet 12 2 -3/4' 12 20 14 22 1 -1/2 Flanged -End Multi-Jet Master Meter, Inc. 101 Regency Parkway, Mansfield, TX 76063 Toll Free: 800 -765 -6518 • Main Line: 817 -842 -8000 • FAX: 817 -842 -8100 www.mastermeter.com 160 120 8 -160 150 110 17' 5-3/4' 7 -5/8' 8.3/8' 2.3/4' N/A 24 1 26 2" Threaded -End Multi-Jet HEAD LOSS CURVES 0(GPM) 02007 Master Meter, Inc All rights reserved. DIALOG and Master Meter are registered trademarks of Master Meter, Inc Master Meter reserves the right to make modifications to the products described herein at any time and without notice. US. Patent Nos. 7,135.986; 6,819,292; 6,954,178; and others pending. EnviroBrass• isa registered trademark of ASARCO. 575039.11.07 40 60 80 100 120 140 160 2" Flanged -End Multi-Jet 'cla }� b dui ).`a oI 1 MA A M1 GI METER Reading the Future" City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director DAVID FEY 7730 LEARY WY REDMOND WA 98052 RE: Permit No. D10 -295 I -FLY SEATTLE - FOUNDATION 349 TUKWILA PY TUKW Dear Permit Holder: \ 1031 to) In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 02/08/2012. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 02/08/2012, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, 1D'4Z0 _- Bill Rambo Permit Technician File: Permit File No. D10 -295 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • • Gity of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director January 31, 2011 David Fey Jensen Fey Architecture 7730 Leary Wy Redmond, WA 98052 RE: Correction Letter #2 Development Permit Application Number D10 -295 I -Fly Foundation — 349 Tukwila Py Dear Mr. Fey, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Public Works Departments. At this time the Fire and Planning Departments have no comments. Building Department: Dave Larson at 206 431 -3678 if you have questions regarding the attached comments. Public Works Department: Joanna Spencer at 206 431 -2440 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) 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. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, 15jj? 2C/41— Bill Rambo Permit Technician encl File No. D10 -295 W:\Permit Center \Correction Letters\2010\D10 -295 Correction Letter #2.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 • Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo Date: January 31, 2011 Project Name: I -Fly Foundation Permit #: D10 -295 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please add waterproof details for the foundation proposed to be used instead of foundation drainage. 2. Please revise the geo -tech report to address the site location change relative to boring logs and revise any comments to refer to the new location. 3. Please add a statement under scope that this permit application includes work below grade only and the CMU wall work will be completed under the building permit for the above grade structure. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. • • PUBLIC WORKS DEPARTMENT COMMENTS DATE: January 29, 2010 PROJECT: I -FLY Seattle (Foundation & Utilities) 349 Tukwila Pkwy PERMIT NO: D10-295 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) Please revise plans per PW phone conversation with permit applicant and I -Fly owner. 2) Please adjust your $298,716.00 cost estimate for project site work. The estimate shall include only site work outside of the perimeter of proposed I -Fly building addition. Please exclude pilings, earthwork, concrete work associated directly with building structure. (W:PW Eng/Other /Joanna Spencer /Comments 1 D10 -295a) Page 1 of 3 • David Fey From: Michael Xue [mxue @pangeoinc.com] Sent: Monday, January 03, 2011 9:51 AM To: 'Blaze Bresko'; David Fey Cc: stan@pangeoinc.com Subject: RE: i -Fly geotech report Then we don't need footing drains for the underground plenum walls. Thanks! H. Michael Xue, P.E. PanGEO Inc. New Address: 3213 Eastlake Ave E, Ste B Seattle, WA 98102 -7127 Phone (206)262 -0370 Fax (206)262 -0374 Mobile (206)491 -0081 Email mxue @pangeoinc.com From: Blaze Bresko [mailto:bbresko @swensonsayfaget.com] Sent: Monday, January 03, 2011 9:16 AM To: mxue @pangeoinc.com; 'David Fey' Cc: stan @pangeoinc.com Subject: RE: i -Fly geotech report Yes, Michael, however, only for the height of the given water table, not for the full height of the wall. I'm sure that's obvious, but just in case. Blaze Bresko, PE, SE Principal Ora r . Swenson Say Faget A Structural Engineering Corporation 2124 3rd Ave. Suite 100 Seattle, WA 98121 (206) 443 -6212 Work (206) 898 -4539 Cell (206) 443-4870 Fax bbresko @swensonsavfagct. com www.swensonsayfaget.com From: Michael Xue [mailto:mxue @pangeoinc.com] Sent: Wednesday, December 29, 2010 2:50 PM To: Blaze Bresko; 'David Fey' Cc: stan @pangeoinc.com Subject: RE: i -Fly geotech report JAN' 1 1 2011 PERMIT CENTER Blaze - I believe the below -grade walls and bottom slab are designed to withstand hydrostatic CORRECTION LTA 1 _....... 1/10/2011 • Page 2 of 3 pressures, right. If yes, then we don't need footing drains. Thanks, H. Michael Xue, P.E. PanGEO Inc. New Address: 3213 Eastlake Ave E, Ste B Seattle, WA 98102 -7127 Phone (206)262 -0370 Fax (206)262 -0374 Mobile (206)491 -0081 Email mxue @pangeoinc.com From: David Fey [mailto:DavidF @jensenfey.com] Sent: Wednesday, December 29, 2010 2:14 PM To: mxue @pangeoinc.com Cc: stan @pangeoinc.com Subject: RE: i -Fly geotech report Thanks Michael - The question of footing drains for I -Fly came up in a meeting with Rushforth, the general Contractor this morning. I'm under the impression that with the proper waterproofing of the plenum walls and slab, we don't need foorting drains. They would be below the invert elevation of any existing conveyance piping and would need to be pumped to discharge into the storm system. I believe that Siew has expressd concern about the impact this dewatering would have on the adjacent slabs and foundations. Am I correct? thanks, Dave Fey DAVID FEY, AIA principal 425 - 216 -0318 x311 I 425 - 216 -0329 FAX JENSEN FEY ARCHITECTURE AND PLANNING P.S. architecture 1 planning 1 interior design 7730 Leary Way Redmond, WA 98052 www.jensenfey.com Please consider the environment before printing this e-mail From: Michael Xue [mailto:mxue @pangeoinc.com] Sent: Thursday, December 23, 2010 2:42 PM To: David Fey Cc: stan @pangeoinc.com Subject: RE: i -Fly geotech report 1/10/2011 • • Hi David, Page 3 of 3 Attached please find our report with revisions on Figures 1 and 2. I didn't change project descriptions and anything else within the report body since there is no comment. Hope this will be enough. Please let me know if any questions or need additional information. Thanks and have a Merry Christmas! H. Michael Xue, P.E. PanGEO Inc. New Address: 3213 Eastlake Ave E, Ste B Seattle, WA 98102-7127 Phone (206)262 -0370 Fax (206)262 -0374 Mobile (206)491 -0081 Email mxue@pangeoinc.com 1/10/2011 J f January 10, 2011 • Ms. Joanna Spencer City of Tukwila Public Works Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 CIS V J A N 1 1 2 0 1 , Re: I -Fly Foundation - 349 Tukwila Pkwy PERM?. Development Permit Application No. D10 -295 CENTER Correction Letter #1. Dear Ms. Spencer: In response to review comments issued December 6, 2010, we have attached corrected drawings and additional information as requested. Specifically: 1. I've attached an email from Rushforth Construction dated 12/22/11 listing the contracted construction amounts for sitework for this project. The sitework total including contractor mark -up without WSST is $298,716. 2. It is understood that the bond, contractor's license and insurance certificate are requirements for issuance of a right -of -way permit. 3. Executed King County Non - Residential Sewer Use Certificate form is attached. 4. Plumbing changes: a. Sump Pump sizing calculations and sump pump cut sheets are included. b. Sheet P2.0 Plenum Floor Plumbing Plan has been corrected to show discharge from the sump pumps being directed to the sanitary sewer system. c. Sewer meter sizing calculations are included. d. Mr. Girard has been contacted regarding the Industrial Waste Discharge Permit. 5. Corrected coversheet includes the geotechnical engineer contact information. 6. Sheet S3.3 has been corrected to eliminate the foundation drain. The foundation walls have been designed to withstand the hydraulic pressured from subsurface water. See attached emails from geotechnical and structural engineers. 7. The Geotech report has been corrected showing updated Vicinity Map and Site and Exploration maps. ARCHITECTURE PLANNING INTERIOR DESIGN Jensen Fey www.jensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 8. Please see enclosed cuts for the proposed hotbox and double check valve assembly. Sheet C5 has been changed to reflect these items. 9. The building owners, Beta Holdings LLC. Have been notified that the backflow devices are past due on the required testing. 10. Sheet C -6 has been changed to reflect the connection of the water line to the existing main. 11. A traffic control plan has been added to the Civil drawing set as sheet C9 of 9. 12. The Developer will execute the required hold harmless agreement, Thank you for your review of this project, If you have any questions please contact either engineers or myself. Sincerely, David Fey ARCHITECTURE PLANNING INTERIOR DESIGN Jensen Fey www.jensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 Jim Haggerton, Mayor Department of Community itevelopnent Jack Pace, Director December 14, 2010 David Fey Jensen Fey Architecture 7730 Leary Wy Redmond, WA 98052 RE: Correction Letter #1 Development Permit Application Number D10 -295 I -Fly Foundation — 349 Tukwila Py Dear Mr. Fey, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Public Works Departments. At this time the Fire and Planning Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached comments. Public Works Department: Joanna Spencer at 206 431 -2440 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) 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. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, encl File No. D10 -295 W:\Permit Center \Correction Letters \2010\D10 -295 Correction Letter II I .DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 I Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: November 4, 2010 Project Name: I -Fly Seattle - Foundation Permit #: D10 -295 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments, in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Structural notes refer to outdated 2006 building codes. Revise all notes and references to show new construction complying with 2009 building codes with 2009 Washington State Amendments. 2. Provide a special inspection table that clearly specifies both Periodic or Continuous special inspections and masonry inspections that specify Masonry levels 1 or 2. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. • a PUBLIC WORKS DEPARTMENT COMMENTS DATE: December 6, 2010 PROJECT: I -FLY Seattle (Foundation) 349 Tukwila Pkwy PERMIT NO: D10-295 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) Since Public Works permits have a progressive fee based on the percentage of the construction cost, please submit a construction cost estimate for any utility/site work associated with this project. See attached Tukwila Public Works Department Customer Assistance Bulletins Al and A2. 2) A bond or an assignment of funds in the amount of 150% of the construction cost inside the City right -of -way is required together with a traffic control plan, Insurance Certification naming Tukwila as additional insured and contractor's business license with the City of Tukwila. 3) Please execute the attached King County Non - Residential Sewer Use Certificate form. List only new plumbing fixture units and not the ones replaced in kind. If there are fixtures to be removed as a result of the demolition and not replaced, please inventory them on a separate sheet. 4) Work shown on plumbing plans P1.0 and P2.0 requires also a separate Plumbing Permit. a) Submit sump pump sizing calculations and sump pump cut sheet. b) Sump pumps shall discharge to the sanitary sewer and not to the building perimeter tightline as noted in Demolition Note No. 5 on sheet P1.0. c) Sump pump discharge shall be metered and a water meter with remote readout shall be installed to meter sewer discharge so appropriate sewer charges can be assessed based on the volume of the discharge. Sewer Meter sizing calculations are required. d) Sump pump discharge to sanitary sewer requires a King County Industrial Waste Discharge Permit. Contact Mr. Arnaud Girard, Industrial Waste Investigator at 206 263- 3012 to start the approval process. 5) On the cover sheet G001 please add geotech engineer information to the Project Contact List. 6) Sheet S 3.3 shows perimeter drainage pipe, however, continuation of this pipe cannot be found on the civil plan. Please clarify where it discharges to. 7) In your geotech report prepared by PanGeo please revise the Vicinity Map (Figure No. 1) and Site and Exploration Map (Figure No. 2) to show the updated project location at the east end of the existing building. 8) On sheet C5 of 8 please specify manufacturer and model number of proposed RPPA and include a cut sheet of the proposed backflow. 9) The existing backflow devices, DDCVA inside the fire vault and irrigation Double Check Valve Assembly (DCVA), are past due on the required annual testing. It is usually the property owner's and not the tenant's responsibility to test these backflows and submit passing annual test reports to Public Works in a timely manner. 10) The new water service shall be tapped off the existing water main in Tukwila Pkwy and not of the existing fire line. Include City of Tukwila details for new water service tapping, street roadway pavement and sidewalk restoration. • 11) Submit a traffic control plan for lane and sidewalk closure to accommodate new water service construction. 12) The Developer shall execute a Hold Harmless Agreement for right -of -way work (see attached form). If you have any question regarding comments 4) and 6), please contact Mr. Mike Cusick, P.E., Public Works Senior Water & Sewer Engineer, at 206 431 -2441 directly to discuss these issues. (W:PW Eng/Other /Joanna Spencer /Comments 1 D10 -295) ,CIUILENGINEERING' : ,. STRUCTURAL ENGINEERING' -x -e r 1x.r :•. �L - rs? P,LANNING.; v1rAseraas,1 a • . a SURVEYING' C , January 25; 2011 File No. 262010.005/01202a Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review = First Submittal I -Fly Masonry Wall (D10 -295) Dear Mr. Benedicto: Cfry JAN PERiw1T We reviewed the proposed project's masonry wall at Grid AA for compliance with the structural provisions of the 2009 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. We have no comments necessitating a response from the permit applicant. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits: Please refer to our letter for Phase 1- foundation, dated December 28, 2010 for further information. L4 ti 2011 EWER Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by PanGEO, dated December 23, 2009, including technical memorandum, dated August 31, 2010, and revised December 5, 2010. Please refer to our letter for Phase 1- foundation, dated December 28, 2010, for further information. Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Concrete placement at concrete construction, including concrete topping at steel floor decks: Continuous. 2. Shotcrete placement at concrete construction, where applicable: Continuous. 3. Reinforcement at concrete construction: Periodic. 4. Installation of anchor bolts /rods in concrete: Continuous. 5. Installation of headed (shear) stud anchors in concrete and masonry (e.g., Sheets S5.3 and S5.4): Continuous. 6. Installation of concrete and masonry expansion, adhesive, and screw anchors: In accordance with qualifying report of evaluation service (e.g., ICC -ES). 728 134th Street SW SJite 200 Everett, WA 98204 Rhone /257 -. -3800 ax 425 741 3900 4300 B Street Su to 302 Anchorae, AK 99503 F•u;ni. 90/ 50 ?-3.139 F 7 "7 561-5319 Bob Benedicto, Building Official City of Tukwila January 25, 2011 File No. 262010.005/01202a Page 2 7. Masonry construction, including mortar, reinforcement, and structural connections: Periodic. 8. Grout placement at masonry construction: Continuous. 9. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch) at steel base plates (e.g., Detail 9/S5.4): Periodic. 10. Complete - joint - penetration groove- welded joints at steel base plates (e.g., Detail 9/S5.4): Continuous. Structural tests by qualified special inspectors and other methods of verification should be conducted or submitted. Please refer to our letter for Phase 1- foundation, dated December 28, 2010, for further information. Enclosed are one set of the structural drawings for the masonry wall. We are retaining the structural calculations and geotechnical report for our use in reviewing the next phase of the project. If you have questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc, Phi 'p Brazil, P.E., S.E. Senior Engineer Enclosures cc: David Fey, Jensen Fey Architecture (by e -mail) H. Michael Xue, PanGEO (by e -mail) Blaze Bresko, Swenson Say Faget (by e -mail) Brenda Holt, City of Tukwila (by e -mail) Knb\26 \planrevw \tukwi la\ 10 \t012r2.doc \prb EReid iddl,eto ;2 ;If lb�p r pt✓M✓li ql tll i'^ p�q^a 'I "F^li r y rr „° GI! GVf'i', VI ;I a..', l'lill l fl;:'Glll i d Gu u) GGkYhll r '1h;1r9l.l r�l °III � G ^i December 28, 2010 File No. 262010.005/01202 k 0. ”' t Gwu °m IBC( frlGll° V1u11Illl� ,l�l�!'�r''�i�l!IiH� d'' ��I.MI�II����'��flllryh '�,II Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal I -Fly Foundation (D10 -295) Dear Mr. Benedicto: 4CIVILENp GINEERIN .)G:F4' S�TR,UaCTFWRA ENGINEERING, PLANNING �5qy SURVEgYING f i { rhl Ydf ur� v i���G. cnru DEC ? 01010 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2009 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Note that Sheets S0.0, S2.2 -S2.6, S4.1 -S5.3, and S5.5 -S6.1, included in the set of revised structural drawings, do not bear our review stamp. These sheets are applicable to the floor levels above the foundation and are being reviewed in the next phase of the project. These sheets are noted "for reference only" in the sheet index, Sheet G002. Individual revised structural sheets were submitted in response to our initial plan review and inserted into the original drawing set. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are: S1.1 and S1.2. A new sheet not included in the drawings that we reviewed initially was also submitted with the revised drawings and inserted into the original drawing set. The other sets of drawings should be reconciled in preparation for permit issuance. This new sheet is: S0.1. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits. The following is a summary: 1. Design drawings for prefabricated stair systems (i.e., steel stairways). 2. Design drawings for glass storefront (i.e., south elevation). 3. Design drawings for canopies (i.e., north and south elevations). Special inspections by the geotechnical engineer should be provided as recommended in 1 a;r1 728 134th Street SW Suite 200 Everett, WA 98204 Pin ie. 425 741-3800 fax. 475 74' 3900 4300 B Street Suite 302 Anchorage,.AK 99503 Phone (30/ 56)-3439 Fax. 907 361 -33'9 Bob Benedicto, Building Official City of Tukwila December 28, 2010 File No. 262010.005/01202 Page 2 the geotechnical report by PanGEO, dated December 23, 2009, including technical memorandum, dated August 31, 2010, and revised December 5, 2010. The following is a summary: 1. Site excavation and grading. 2. Installation of shoring system. 3. Construction dewatering. 4. Placement of structural fill and soil compaction. 5. Verification of soil- bearing capacity. 6. Installation of foundation and retaining wall subsurface drainage system. 7. Placement and compaction of foundation and retaining wall backfill. Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Concrete placement at concrete construction, including concrete topping at steel floor decks: Continuous. 2. Shotcrete placement at concrete construction, where applicable: Continuous. 3. Reinforcement at concrete construction: Periodic. 4. Installation of anchor bolts /rods in concrete: Continuous. 5. Installation of headed (shear) stud anchors in concrete (e.g., Sheets S5.3 and S5.4): Continuous. 6. Installation of concrete expansion, adhesive, and screw anchors: In accordance with qualifying report of evaluation service (e.g., ICC -ES). 7. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch) at steel base plates (e.g., Detail 9/S5.4): Periodic. 8. Complete-joint-penetration groove- welded joints at steel base plates (e.g., Detail 9/S5.4): Continuous. Structural tests by qualified special inspectors and other methods of verification should be conducted or submitted, where applicable. The following is a summary: 1. Testing of concrete for specified compressive strength, fc', air content, and slump. 2. Preconstruction tests of shotcrete placement for reinforcement due to bar size (greater than #5). 3. Nondestructive testing of complete-joint-penetration groove - welded joints at base plates of special steel concentrically- braced frames (e.g., Detail 9/S5.4). 4. Nondestructive testing of steel base plates at the columns of the special steel concentrically- braced frames (thicker than 1 1/2 inches and subject to through - thickness weld shrinkage strains). Reid iddleton Bob Benedicto, Building Official City of Tukwila December 28, 2010 File No. 262010.005/01202 Page 3 Enclosed are one set of the revised drawings, two sets of the revised structural sheets, and correspondence from the architect, geotechnical engineer and structural engineer for your records. We are retaining the structural calculations and geotechnical report for our use in reviewing the next phase of the project. If you have questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Philip l:'razil, P.E., S.E. Senior Engineer Enclosures cc: David Fey, Jensen Fey Architecture (by e -mail) H. Michael Xue, PanGEO (by e -mail) Blaze Bresko, Swenson Say Faget (by e -mail) Brenda Holt, City of Tukwila (by e -mail) Knb\26 \planrevw \tukwila\ 10 \t012r2.doc \prb Reid iddleton December 14, 2010 Mr. Philip Brazil, P.E., S.E. Reid Middleton 728 134th Street SW, Suite 200 Everett, WA 98204 Re: I -Fly Foundation (D10 -295) Building Permit Plan Review — First Submittal Dear Mr. Brazil: Please see attached responses to items addressed in your review comments dated November 30, 2010. Enclosed are written responses from both the structural geo- technical engineers as well as drawing revisions and the full geo -tech report. If there is any additional information you may require, please don't hesitate to contact me. Thank you for your efforts and diligence in the review of this project. Sincerely, avid Fey Jensen Fey Arc re and Planning RECEIVED UIEC 1 ?ma REID MIDDLETON Q(e 20 /0 . oos \c712-0 a- ARCHITECTURE P NI INTERIOR DESIGN Jensen Fey www.jensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 cc Geotechnical & Earthquake Engineering Consultants December 7, 2010 File No. 09 -145 Mr. Bill Adams Rotorway International 7150 West Erie Street Chandler, AZ 85226 Subject: Response to Shoring Design (D10 -295) Comments I -Fly Indoor Skydiving 301 Tukwila Parkway, Tukwila, WA L' FC 201Q Dear Mr. Adams, This letter responds to review comments outlined in the plan review letter prepared by Mr. Philip Brazil of Reid Middleton, Inc. for the above project dated December 2, 2010. Our response is limited to the geotechnical comments in the letter as summarized below. Comment No. 1— Special Inspections by the geotechnical engineer during Construction PanGEO will perform geotechnical special inspections as required by the City and as outlined in the approved permit and summarized in the foundation review letter. Comment No. 2 — Design Earth Pressure Diagram for the Shoring Design An earth pressure diagram for the shoring design was provided to the structural engineer after our memorandum was issued on August 31, 2010. The shoring design memorandum was revised and the design earth pressure diagram is attached at the end of the attached revised memorandum. Comment No. 3 — Effective width of the Passive Pressure for the Soldier Pile Shaft As indicated in the revised memorandum attached, the passive resistance should be applied over two times the pile diameter. 3213 Eastlake Ave E, Ste B. v 1 Seattle, WA 98102 Tel:(206) 262 -0370 Fax:(206) 262 -0374 r Mr. Bill Adams I -Fly Indoor Skydiving — 301 Tukwila Parkway, Tukwila, WA December 7, 2010 As indicated in the revised memorandum and design earth pressure diagram, a passive resistance of 250 pcf (allowable) should be used for temporary shoring design. Comment No. 5 — Groundwater Table for Shoring Design We recommend that a groundwater table of 12 feet below the existing grade be used in the shoring design, to account the wet season condition. We trust that the information outlined in this letter meets your need at this time. Please call if you have any questions. H. Michael Xue, P.E. r Siew L. Tan, P.E. Senior Geotechnical Engineer Principal Geotechnical Engineer Attachments: Technical Memorandum, Temporary Shoring Design Recommendations, I -Fly Seattle, Tukwila Parkway and Andover Park West, Tukwila, Washington, dated August 31 and Revised on December 5, 2010. Cc: David Fey, Jensen Fey Architecture & Planning Blaze Bresko, Swenson Say Faget 09 -145 Response to Shoring comments.doc 2 PanGEO, Inc. rimSWENSON SAY FAGOT A STRUCTU1WAl E 41EMEEAING CCiliP8WAT1ON 1V1S]lI! To: David Fey From: Evin Gibson Date: 12/3/2010 Re: I -Fly Seattle Foundation Permit DI0 -295 Plan Review- First Submittal If • DEC i 5 2010 i 'II Please find below our response to structural items noted in the I -Fly foundation permit review conducted by Philip Brazil of Reid Middleton, Inc dated November 30, 2010: Structural, Enginccr for Foundation 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Concrete placement at concrete construction, including concrete topping at steel floor decks: Continuous, see also Section 1704.4. b. Shotcrete placement at concrete construction, where applicable: Continuous, see also Section 1704.4. c. Reinforcement at concrete construction: Periodic, see also Section 1704.4. d. Installation of anchor bolts /rods in concrete: Continuous, see also Sections 1704.4and 1707.1. e. Installation of headed (shear) stud anchors in concrete (e.g., Sheets S5.3 and S5.4):Continuous, see also Section 1704.15. f. Installation of concrete expansion, adhesive, and screw anchors: In accordance with qualifying report of evaluation service (e.g., ICC- ES), .see also Section 1704.15. Special inspections tables (per IBC chapter 17) have been included in an added sheet SO.1 to clarify special inspections requirements. 2. Structural tests by qualified special inspectors and other methods of verification should be conducted or submitted where applicable. The following is a summary: a. Testing of concrete for specified compressive strength, f c, air content, and slump. See IBC Sections 1704.4 and 1905.6. b. Preconstruction tests of shotcrete placement for reinforcement due to bar size (greater than #5). See IBC Section 1913.4. Along with the testing requirements of added sheet SO.1 and as required by the building department, special arrangements will be made per general structural note 24) if the contractor chooses to use the shotcrete method 3. The reference to Hilti Kwik -Bolt 3 expansion anchors for installation in concrete at Section 33 of the structural notes, Sheet S1.1, should be revised. The ICC -ES evaluation report qualifying its use has been 2124 Third Avenue Ste. 100 Seattle, WA 206. 443. 6212 Fax 206. 443. 487o I -Fly Foundation Permit (D10 -295) Plan Review Response December 3, 2010 revised and is now limited to concrete masonry. We recommend specifying Hilti Kwik Bolt TZ (ESR - 1917), 1TW Red Head Trubolt+ (ESR2427),Powers Power -Stud+ SDI (ESR- 2818), Simpson Strong -Bolt (ESR- 1771), or Wej-lt ANKR -Tite CCAT (ESR -2777) expansion anchors. See www.icc - es.org for further information. The expansion anchor note (general structural note 33) has been revised to reference Hilti Kwik Bolt TZ per ESR -1917. 4. Based on the date of application for the building permit, compliance with the 2009 IBC and its referenced standards is required in the city of Tukwila, but the structural drawings specify the 2006 IBC and its referenced standards. The structural drawings should be revised (e.g., Sections 1 and 27 of the structural notes, Sheet S1.1) and the structural design should be revised as required. The general notes have been revised to reference the 2009 IBC and associated referenced standards with Washington State amendments. 5. At Section 10/S3.3, reinforcing bars larger in size than #5 are specified. Based on Section 24 of the structural notes, Sheet S1.1, shotcrete construction at the foundation walls is anticipated. Reinforcing bars larger than #5 are not permitted unless preconstruction tests demonstrating adequate encasement of the bars are conducted. We assume preconstruction tests are intended. Please verify. See IBC Section 1913.4.1. See also the list of structural tests above. We do not specifically require the foundation walls to be placed by the shotcrete method, but include general structural note 24 as an option to the contractor provided all the required testing procedures are followed and special arrangements are made with Swenson Say Faget to accommodate shotcreting. If the contractor chooses to shotcrete the foundation walls than we will review the design for compatibility and all necessary testing per the IBC and the building department will be required. Thank you, Evin Gibson, P.E. 2 rillSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Me1110 To: David Fey From: Evin Gibson Date: 12/3/2010 Re: I -Fly Seattle Shoring Permit D10 -295 Plan Review- First Submittal Please find below our response to structural items noted in the I -Fly shoring permit review conducted by Philip Brazil of Reid Middleton, Inc dated December 2, 2010: Structural, Engineer for Foundation 1. Detail 11 /SH1 references a schedule for the size of the augured holes, but this schedule is not found in the shoring drawings. The diameter of the augured hole should be specified for review. 11/SH1 has been changed to reference the auger size per plan. The typical auger is 24" diameter. 2. The earth pressure load diagrams at Detail 7 /SH1 are not dear. At the passive pressure diagram, the top 2'0" of pressure is specified as neglected, but a portion of the 2'0" height is shown as providing pressure. The top of the hydrostatic pressure is indicated by a dashed line, but the vertical distance below the top of the soldier pile is not specified. The hydrostatic pressure of 62.4 pcf is indicated as decreasing at an unspecified point above the bottom of the excavation, but the diagram of design earth pressures described above indicates that the . decrease does not begin until reaching the bottom of the excavation. At the at -rest pressure diagram, pressures of 50 pcf (upper) and 24 pcf (lower) are indicated, but a horizontal load of35 (H +D) plf is also indicated (which appears to conflict with the pressures). The diagrams should be revised. The conflicts of detail 7 /SH1 have been corrected. The water table has been indicated to occur at 12' below top of existing grade. 3. In the soldier pile analysis, the traffic surcharge is applied for a height of 8'0 ", but the corresponding earth pressure load diagram at Detail 7 /SDH1 specifies a height of 9'0" (e.g., to the bottom of the excavation). The analysis should be revised for the full height of 9'0" and resubmitted for review. The structural design may need to be revised. Please verify. The surcharge has been recalculated to a depth of 9'. The one extra foot added at the bottom of excavation has not changed the design. Because of the allowed 1:1 slope, the top of the pile has been further lowered by one foot to elevation (- 11' -0 "), giving an effective 8' excavation. Please see additional structural calculations with revised shoring pile design. 4. In the technical memorandum for the shoring system, a passive resistance of 200 pcf is recommended, but a value of the 250 pcf is used in the soldier pile analysis. This analysis should be revised for the recommended value and resubmitted for review. The structural design may need to be revised. Please verify. We understand that 250pcfis the correct passive pressure. - Thank you, Evin Gibson, P.E. DEC 272010 2124 Third Avenue Ste. loo Seattle, WA 206. 443. 6212 Fax 206. 443. 487o 1 1 J 75. �r�niu 1w�?zx;;�,ncen�k;�'kr, Mr 77,7.7 R d!rp ,J1.1 n 141' CIULq ENGINEERING STRUCTURALtIENGINEERING �rYra3�q�urx� rd�l�a +{1' PLANNINGGt w L, U,RVEYING r, ". ar a.0 r1�� �'4u �� h H 3 a,:�k a . �'�S�Yr,�'�wk December 2, 2010 File No. 262010.005/01201a 10 G Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review = First Submittal I -Fly Shoring (D10-295) Dear Mr. Benedicto: We reviewed the shoring system of the proposed project for compliance with the structural provisions of the 2009 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Responses to the review comments below should be made in itemized letter form. We recommend the permit applicant have the architect, geotechnical engineer, and structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Special inspections by the geotechnical engineer should be provided. See IBC Sections 1704 and 1707. Please refer to our letter for Phase 1- foundation, dated November 29, 2010, for further information. 2. A technical memorandum for the shoring system, dated August 31, 2010, was provided to us, but the structural calculations for the shoring system include a diagram of design earth pressures that is not included with the technical memorandum. The geotechnical design recommendations for the shoring system should be submitted to enable review. 3. In the structural calculations, an effective width of two times the diameter of the augured hole for the soldier pile is assumed for passive pressure below the level of excavation, but the technical memorandum does not contain this recommendation. A letter with the recommendation should be submitted for review. We are aware that this is noted in the 728 134th Street SW diagram of design earth pressures described above, but a specific recommendation to thi§o;te 200 effect should be provided. Fverett, WA 98204 7hone :75 74' 3800 •,:x: 4)5 1.11 3900 4300 B Street Su.te 30) .Anchorage, AK 99503 F.i(:•ie. 907 56) 343J F r 90/ 561 -5319 Bob Benedicto, Building Official City of Tukwila December 2, 2010 File No. 262010.005/01201a Page 2 4. The technical memorandum for the shoring system recommends a passive resistance of 200 pcf, but values of 200 pcf and 250 pcf are noted in the diagram of design earth pressures described above. A letter clarifying the recommended pressure should be submitted for review. 5. The geotechnical report, dated December 23, 2009, recommends a design groundwater level of 13'0" for design (page 8), but a level of 12'0" is indicated in the diagram of design earth pressures described above. A letter clarifying its location should be submitted for review. Architectural No comments. Structural, Engineer for Foundation 1. Detail 11 /SH1 references a schedule for the size of the augured holes, but this schedule is not found in the shoring drawings. The diameter of the augured hole should be specified for review. 2. The earth pressure load diagrams at Detail 7 /SH1 are not clear. At the passive pressure diagram, the top 2'0" of pressure is specified as neglected, but a portion of the 2'0" height is shown as providing pressure. The top of the hydrostatic pressure is indicated by a dashed line, but the vertical distance below the top of the soldier pile is not specified. The hydrostatic pressure of 62.4 pcf is indicated as decreasing at an unspecified point above the bottom of the excavation, but the diagram of design earth pressures described above indicates that the decrease does not begin until reaching the bottom of the excavation. At the at -rest pressure diagram, pressures of 50 pcf (upper) and 24 pcf (lower) are indicated, but a horizontal load of 35 (H +D) plf is also indicated (which appears to conflict with the pressures). The diagrams should be revised. 3. In the soldier pile analysis, the traffic surcharge is applied for a height of 8'0 ", but the corresponding earth pressure load diagram at Detail 7/SH1 specifies a height of 9'0" (e.g., to the bottom of the excavation). The analysis should be revised for the full height of 9'0" and resubmitted for review. The structural design may need to be revised. Please verify. 4. In the technical memorandum for the shoring system, a passive resistance of 200 pcf is recommended, but a value of the 250 pcf is used in the soldier pile analysis. This analysis should be revised for the recommended value and resubmitted for review. The structural design may need to be revised. Please verify. Reid iddleton Bob Benedicto, Building Official City of Tukwila December 2, 2010 File No. 262010.005/01201a Page 3 Structural, Engineer for Steel Superstructure No comments. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc P yip Brazil, P.E., S.E. Senior Engineer cc: David Fey, Jensen Fey Architecture (by e -mail) H. Michael Xue, PanGEO (by e -mail) Blaze Bresko, Swenson Say Faget (by e -mail) Brenda Holt, City of Tukwila (by e -mail) knb\26 \planrevw \tukwila\ 10 \t012r 1 a. doc \prb Reid iddleton `�II� NIIt � i� � Ni u� � I Nrl �ru November 30, 2010 File No. 262010.005/01201 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal I -Fly Foundation (DI0 -295) Dear Mr. Benedicto: ��F' C V!IENGINEERINGp$��w STRUCTURAL4ENGINEERING, SURVEYING. cpt We reviewed the proposed project for compliance with the structural provisions of the 2009 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the architect, geotechnical engineer, and structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. The geotechnical report by Pan GEO was not included with the submittal documents provided to us for review. A copy of the report should be submitted to enable review. See also the architectural comments below. 2. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by PanGEO, dated December 23, 2009, including technical memorandum, dated August 31, 2010. See IBC Sections 1704.7 and 1803. The following is a summary: a. b. c. d. e. f. g. Site excavation and grading. Installation of shoring system. Construction dewatering. Placement of structural fill and soil compaction. Verification of soil- bearing capacity. Installation of foundation and retaining wall subsurface drainage system. Placement and compaction of foundation and retaining wall backfill. 728 134th Street SW Su :te 200 Everett, WA 98204 F'in'ny. 425 741 3800 Fax 25 74' 3900 4300 B Street .Suite 302 Anchorage, AK 99503 Pho ue 0/ 562 3 449 r x:00156' -5319 Mr. Bob Benedicto, Building Official City of Tukwila November 30, 2010 File No. 262010.005/01201 Page 2 Architectural DECEIVED OEC 01210' COMNIUNITY DEVELOPMENT 1. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect should recognize that the city of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.2. The following is a summary: a. Design drawings for prefabricated stair systems (i.e., steel stairways). b. Design drawings for glass storefront (i.e., south elevation). c. Design drawings for canopies (i.e., north and south elevations). 2. The geotechnical report by Pan GEO was not included with the submittal documents provided to us for review. A copy of the report should be submitted to enable review. See also the geotechnical comments above. Structural, Engineer for Foundation 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Concrete placement at concrete construction, including concrete topping at steel floor decks: Continuous, see also Section 1704.4. b. Shotcrete placement at concrete construction, where applicable: Continuous, see also Section 1704.4. c. Reinforcement at concrete construction: Periodic, see also Section 1704.4. d. Installation of anchor bolts /rods in concrete: Continuous, see also Sections 1704.4 and 1707.1. e. Installation of headed (shear) stud anchors in concrete (e.g., Sheets S5.3 and S5.4): Continuous, see also Section 1704.15. f. Installation of concrete expansion, adhesive, and screw anchors: In accordance with qualifying report of evaluation service (e.g., ICC -ES), see also Section 1704.15. 2. Structural tests by qualified special inspectors and other methods of verification should be conducted or submitted where applicable. The following is a summary: a. Testing of concrete for specified compressive strength, f ', air content, and slump. See IBC Sections 1704.4 and 1905.6. b. Preconstruction tests of shotcrete placement for reinforcement due to bar size (greater than #5). See IBC Section 1913.4. 3. The reference to Hilti Kwik -Bolt 3 expansion anchors for installation in concrete at Section 33 of the structural notes, Sheet S1.1, should be revised. The ICC -ES evaluation report qualifying its use has been revised and is now limited to concrete masonry. We Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila November 30, 2010 File No. 262010.005/01201 Page 3 RECEIVED DEC 01 2910) COMMUNI DEVELOPMENT recommend specifying Hilti Kwik Bolt TZ (ESR- 1917), ITW Red Head Trubolt+ (ESR - 2427), Powers Power -Stud+ SD1 (ESR- 2818), Simpson Strong -Bolt (ESR - 1771), or Wej -It ANKR -Tite CCAT (ESR -2777) expansion anchors. See www.icc- es.org for further information. 4. Based on the date of application for the building permit, compliance with the 2009 IBC and its referenced standards is required in the city of Tukwila, but the structural drawings specify the 2006 IBC and its referenced standards. The structural drawings should be revised (e.g., Sections 1 and 27 of the structural notes, Sheet S1.1) and the structural design should be revised as required. 5. At Section 10/S3.3, reinforcing bars larger in size than #5 are specified. Based on Section 24 of the structural notes, Sheet S1.1, shotcrete construction at the foundation walls is anticipated. Reinforcing bars larger than #5 are not permitted unless preconstruction tests demonstrating adequate encasement of the bars are conducted. We assume preconstruction tests are intended. Please verify. See IBC Section 1913.4.1. See also the list of structural tests above. Structural, Engineer for Steel Superstructure No comments. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. �ax� nQ— FOR Philip Brazil, P.E., S.E. Senior Engineer cc: David Fey, Jensen Fey Architecture (by e -mail) H. Michael Xue, PanGEO (by e -mail) Blaze Bresko, Swenson Say Faget (by e -mail) Brenda Holt, City of Tukwila (by e -mail) knb\2 6 \planrevw \tkwila\ 10 \t012 r 1. doc \prb Reid iddleton P; NIP 1 of Tu 1 Jim Haggerton, Mayor epartment of Comm; ; nity Development Jack Pace, Director November 2, 2010 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Development Permit D10 -295 I -Fly (Foundation) — 349 Tukwila Py Dear Mr. Swanson: Please review the enclosed set of plans and documents for structural compliance with the 2009 International Building Code. If you should have any questions, please feel free contact us in the Permit Center at (206) 431 -3670. Sincerely, ife M. shall it ; c ician encl File: D10 -295 W:\Perrnit Center \Structural Review 010-295 Structural Review.DOC 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 • PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D10 -295 DATE: 02/02/11 PROJECT NAME: I -FLY FOUNDATION SITE ADDRESS: 349 TU KWI LA PY Original Plan Submittal X Response to Correction Letter # 2 Response to Incomplete Letter # Revision # after Permit Issued EPAR M NTS: ission u Works lI Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete n DUE DATE: 02/03/11 Not Applicable Pi Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Init als: TUES/THURS ROUTING: Please Route Structural Review Required n No further Review Required ❑ DATE: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 03/03/11 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 EMIT 000RDCOPY 0 PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D10 -295 PROJECT NAME: I -FLY FOUNDATION DATE: 01/11/11 SITE ADDRESS: 349 TU KWI LA PY Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # after Permit Issued DEPART ENT : 411.4". BBuilding i (vision 5)u SA Works Fire Prevention Structural n Planning Division I-I Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete 1 DUE DATE: 01/13/11 Not Applicable U Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: Structural Review Required I-I No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/10/11 Approved IJ Approved with Conditions Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: I --31 -1 I Bldg W ' Fire ❑ Ping ❑ P Staff Initials: a- Documents/routing slip.doc 2 -28 -02 PERMIT t; o yJ� C E 4L COP. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -295 DATE: 11/01/10 PROJECT NAME: 1 -FLY SEATTLE - FOUNDATION SITE ADDRESS: 349 TUKWILA PY X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPA THE TS: QAM . Buil ing Div sloe ; e4 L1 di�A 0 Pu is or s Aw NA- tHo o Ase pl Fire Prevention ® pia -fling Division �� Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete iX1 Comments: Incomplete n DUE DATE: 11/02/10 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Building Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/30/10 Approved ❑ Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only , ` I CORRECTION LETTER MAILED: 111111 ( 0 Departments issued corrections: Bldg g Fire ❑ Ping ❑ PW 1)i6 Staff Initials: Documentshouting slip.doc 2 -28 -02 • City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.ci.tukwila.ivaus Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: ❑ Response to Incomplete Letter 11 ® Response to Correction Letter # ❑ Revision # • I fter Permit is Issued D ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: / AI-7 Project Address: (511-49 / ///LA,'f P Contact Person: 7)' V `(J Summary of Revision: 0 CITv p LAS FEB 01 2011 PERMIT CENTER Phone Numbe4�j (0 .03/e) x 3/1 (4) iti&fr. 4 F 4oA5ko Pt J • • • • . • 4 • 5 7F 2)0/ L/ /J./e-- • F Sheet Number(s): ef ea9l A30, A g; A3l5f A 575/A100b, Gl "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on H:\Applications \Forms - Applications On Line \2010 Applications \7 -2010 - Revision Submittal.doc Created: 8 -13 -2004 Revised: 7 -2010 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 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/OA°I / Plan Check/Permit Number: D 10 -295 ❑ Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: I -Fly Foundation Project Address: }� 349 Tukwila Py Contact Person: D4.DD FSL. Phone Number:Cft6)Z6' .03/`, K 3 1/ Summary of Revision: LtA.P't al/ $f T /U (1#27-5 f ./3/ 4 taT, '/&v.� ‹Dc' fitt,/ ,x Pwm, i/G(I (/At17":0- Sheet Number(s):4e0 9/J(2/, la//•1// � 2.o /I 2./� C/ -'C9 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit JV rmit Center by: �','% Entered in Permits Pius on bti \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: kg King County Department of Natural Resources and Parks Wastewater Treatment Division 1 No Residential Sewer Use Certification • To be completed for all new sewer connections, reconnections or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type firs -I` FARIZIA Property Street Address City State ZIP 1-1, // 4 ,L.-PD Owner's Name Subdivision Name Subdiv. # Building Name / A / OP/1)( (if ap licable) (4)�' a j� Owner's Phone Number with Area Code) Lot # Block # Property Contact Phone Number (with Area Code) Owner's Mailing Address kffir Xi, , 11/0 / I4 9'ei91/ A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtub and Shower 4 4 Shower, per head 2 2 Dishwasher 2 2 i x fi Drinking fountain (each head) 1 .5 Hose bibb (interior) 2.5 2.5 or laundry tub 4 2 .¢ Sink, bar or lavatory Sink, bar or lavatory 2 1 `j Sink, Clinic flushing 8 8 Sink, kitchen 3 2 Sink, other r (service) 3 1.5 ` 3 Sink, wash fountain, circle spray 4 3 Urinal, flush valve, 1 GPF 5 2 / $ S Urinal, flush valve, >1 GPF 6 2 Urinal, waterless 0 0 Water closet, tank or valve, 1.6 GPF 6 3 4 41 A /J Water closet, tank or valve, >1.6 GPF 8 4 Total Fixture Units Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units _ 20 3.071 RCE • For King County Use Only Account # No. of RCEs Monthly Rate Property Tax ID # 02.1.5000/0 Party to b Billed (if different from owner) ��,./v� &VT MV ( /� /60 �c:�; WA JAN 1 1 2011 Ci ty or Sewer District Date of Connection Side Sewer Permit # Please report any demolitions of pre - existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre- existing building? ❑ Yes 0 No Was building on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility /Process: vo, pc, Estimated Wastewater Discharge: Gallons /days Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE Total Discharge (gal /day) _ 187 C. Total Residential Customer Equivalents: (add A & B) A B 3.0 51 RCE RCE DIO—ZeIC CORRECTION Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the King County Council at a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 206 - 684 -1740. I certify that the information given is correct. I deviation will require resubmission of corr Signature of Owner /Representative Print Name of Owner /Representative 1058 (Rev. 9/07) derstand that the capacity charge levied will be based on this information and any a for determination of a revised capacity charge. 000/2J0 t Date White - Kina County Yellow - Local Sewer Aoencv Pink - Sewer Customer Contractors or Tradespeople Prjier Friendly Page General /Specialty Contractor A business registered as a construction contractor with LEI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name RUSHFORTH CONSTR CO INC UBI No. 600024538 Phone 2539221884 Status Active Address 6021 12Th St E Suite 100 License No. RUSHFC "305R1 Suite /Apt. License Type Construction Contractor City Tacoma Effective Date 12/21/1970 State WA Expiration Date 3/27/2011 Zip 984241399 Suspend Date County Pierce Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status TEAMTIL990BD TEAM TACOMA III LLC Construction Contractor General Unused 1/4/2001 3/2/2005 Expired Business Owner Information Name Role Effective Date Expiration Date RUSHFORTH, RANDY G Cancel Date 01/01/1980 Bond Amount NAKAMURA, KIM W 5 01/01/1980 6378756 SKINNER, JUDITH L Until Cancelled 01/01/1980 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 5 SAFECO INS CO OF AMERICA 6378756 06/30/2006 Until Cancelled $12,000.0006/22 /2006 4 OHIO CAS INS CO 2491732 03/15/2002 Until Cancelled 06/30/2006 $12,000.0003/07 /2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 25 ZURICH AMERICAN INS CO GL534464905 03/01/2009 03/01/2011 $2,000,000.0003 /01/2010 24 FORGE NS 20889497 20889497 03/15/2008 03/15/2009 $1,000,000.0003 /10/2008 23 VALLEY FORGE INS CO 2095998662 03/15/2007 03/15/2008 $1,000,000.0003 /23/2007 22 NATIONAL FIRE INS CO 2088949497 03/15/2006 03/15/2007 $1,000,000.0003 /15/2006 21 LIBERTY SURPLUS INS EGLSF07954501503/15/2005 03/15/2006 $1,000,000.0003 /14/2005 20 AMERICAN SAFETY INDEMNITY CO XG10340020011 03/15/2003 03/15/2005 $2,000,000.0003 /14/2004 Summons /Complaint Information Cause 1 County 1 Complaint 1 Judgment 1 Status 1 Payment 1 Paid By https://fortress.wa.gov/lni/bbip/Print.aspx 02/09/2011 t? -FLY SEATTLE FOUNDATION PERMIT GENERAL NOTES ALL CONSTRUCTION SHALL CONFORM TO THE 2009 EDITION OF THE INTERNATIONAL BUILDING CODE (I.B.C.) WITH WASHINGTON STATE AMENDMENTS, AND OTHER APPLICABLE FEDERAL, STATE, COUNTY AND LOCAL CODES. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THESE DRAWINGS AND PROJECT SPECIFICATIONS.. DIMENSIONS ARE TO GRID LINES, TO FACE OF CONCRETE WALLS, TO FACE OF FRAMED WALLS, AND TO CENTER LINE OF COLUMNS AND PARTY WALLS, UNLESS SHOWN OTHERWISE. PROVIDE HORIZONTAL FIREBLOCKING IN ALL FRAME WALLS AT 10' -0" ON CENTER AND WHERE FRAME WALLS PENETRATE CEILINGS. FIREBLOCK IN ACCORDANCE WITH I.B.C. LATEST LOCALLY ADOPTED EDITION GENERAL CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION. IN THE EVENT OF ANY CONFLICTS) OR CHANGES BETWEEN DETAILS OR BETWEEN THE DRAWINGS AND SPECIFICATIONS NOTIFY THE ARCHITECT IMMEDIATELY AND PRIOR TO STARTING ANY WORK. FINISH FLOOR REFERENCE DATUM EQUALS (0' -0). REFER TO TOPOGRAPHIC SURVEY FOR ACTUAL SITE ELEVATION. MAXIMUM CHANGE IN FLOOR ELEVATION AT ANY DOORWAY, OR MAX. THRESHOLD HEIGHT SHALL NOT EXCEED 1/2" VERTICALLY. PROVIDE SMOKE SEALS @ STAIRWAY THRESHOLDS. ALL DECORATIVE MATERIALS * FURNITURES ARE REQUIRED TO BE MAINTAINED IN A FLAME RETARDANT CONDITION. PROVIDE ILLUMINATED EXIT SIGNS AS INDICATED ON THE ELECTRICAL PLAN, AS SPECIFIED, AND AS REQUIRED BY CODE. 10. PENETRATIONS OF FIRE - RESISTIVE WALLS, FLOOR - CEILINGS AND ROOF - CEILINGS SHALL BE PROTECTED AS REQUIRED IN IBC CHAPTER 7. ALL FIRE STOP MATERIAL SHALL BE INSTALLED AND RATED IN ACCORDANCE W/ ASTM E 814 OR UL 1 479 I 1 . DO NOT SCALE DRAWINGS. 1 2. CONTRACTOR SHALL PROVIDE MRE SAFETY DURING CONSTRUCTION, ACCESS ROADS AND WATER SUPPLY SHALL BE ESTABLISHED AND MAINTAINED PER 2006 IFC. * FIRE DEPT. REQUIREMENTS. 13. PROVIDE NON -PAPER FACED MOISTURE - RESISTANT GYPSUM BOARD ON WALLS IN WET MOISTURE -PRONE AREAS. 14. FLOOR DRAIN TRAP SEAL PROTECTION: FLOOR DRAINS OR SIMILAR TRAPS DIRECTLY CONNECTED TO THE DRAINAGE SYSTEM * SUBJECT TO INFREQUENT USE SHALL BE PROTECTED W/ A TRAP SEAL PRIMER, EXCEPT WHERE NOT DEEMED NECESSARY FOR SAFETY OR SANITATION BY THE LOCAL HEALTH DEPT. TRAP SEAL PRIMERS SHALL BE ACCESSIBLE FOR MAINTENANCE * PROVIDED WITH LOCKING COVERS. 15. DIMENSIONS OF SITE AND EXISTING CONDITIONS ARE FROM A SURVEY BY OTHERS. ARCHITECT BEARS NO RESPONSIBILITY FOR ACCURACY OF THIS INFORMATION. I G. CONTRACTOR TO VERIFY ALL ROUGH -IN DIMENSIONS FOR ALL EQUIPMENT * FIXTURES FURNISHED * INSTALLED. 17. TYPICAL WALL SECTIONS, FINISHES, AND DETAILS ARE NOT CALLED -OUT EVERYWHERE AND MAY BE SHOWN ONLY ONCE. CONTRACTOR SHALL PROVIDE AS IF DRAWN IN FULL AND SHALL REFER TO DETAILED DRAWINGS. 18. CONTRACTOR SHALL PROVIDE NECESSARY BACKING TO SECURE ANY FIXTURE OR EQUIPMENT TO STRUCTURE AND PROVIDE BACKING FOR EQUIPMENT AND ACCESSORY SUPPORT FOR THE FOLLOWING: I. SHELVING, 2. LAVATORIES, 3. CABINETS * CASEWORK, 4. TOILET ACCESSORIES, 5. CLOSET ACCESSORIES, 6. STAIR * HAND RAILS, 7. GARMENT HOOKS, 8. GRAB BARS, 9. PICTURES /ART WORK, 10. HEADBOARDS, 1 1 . DOOR $ FINISH HARDWARE, AND ANY OTHER WALL * CEILING - MOUNTED ITEMS. VERIFY WITH ARCHITECT $ OWNER. CONTRACTOR(S) SHALL COORDINATE WITH RESPECTIVE TRADES FOR EXACT LOCATIONS. I 9. THE CONTRACTOR SHALL SAFELY SHORE, BRACE, AND SUPPORT ALL WORK AS NECESSARY AND THIS SHALL BE THE FULL AND SOLE RESPONSILBILITY OF THE CONTRACTOR. NO ACT, DIRECTION, REVIEW, OR OBSERVATION OF ANY SYSTEMS OR METHODS OF THE CONTRACTOR BY THE OWNER'S REPRESENTATIVE SHALL RELIEVE THE CONTRACTOR OF THIS RESPONSIBILITY. 20. THE CONTRACTOR SHALL FURNISH ALL LABOR AND MATERIALS NECCSSARY FOR COMPLETE INSTALLATION OF ALL WORK, EACH CONTRACTOR SHALL RESPECT THE WORK OF OTHER CONTRACTORS AND SHALL BE RESPONSIBLE FOR AND LIABLE TO REPAIR AND /OR REPLACEMENT OF ANY DAMAGE CAUSED BY HIS WOLK 2 I . CODES: ALL WORK SHALL BE PERFORMED IN STRICT COMPILANCE WITH FEDERAL, STATE, AND LOCAL CODES AND REGULATIONS AND ANY OTHER AUTHORITY HAVING JURISDICTION (AHJ) OVER THE PROJECT. CONTRACTOR(S) SHALL PROTECT AND INDEMNIFY THE OWNER AND ARCHITECT AGAINST ANY CLAIM OR LIABILITY ARISING FROM VIOLATION OF SUCH CODES OR REGULATIONS 22. PERMITS: THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL REQUIRED SUBCONTRACTOR PERMITS. 23. QUALITY: WORKMANSHIP SHALL BE TO THE HIGHEST STANDARDS OF THE TRADES INVOLVED AND THE CONSTRUCTION INDUSTRY AND MATERIALS USED AND PROVIDED OF THE BEST QUALITY THE MARKET AFFORDS. ALL INSTALLATIONS AND APPLICATIONS SHALL CONFORM TO THE MANUFACTURER'S SPECIFICATIONS AND WARRANTY REQUIREMENTS. 24. GUARANTEE: ALL MATERIALS AND WORKMANSHIP SHALL BE GUARANTEED FOR A PERIOD OF NOT LESS THAN ONE YEAR FROM THE DATE OF SUBSTANTIAL COMPLETION OR RECEIPT OF OCCUPANCY CERTIFICATE UNLESS SPECIFIED FOR A LONGER TIME PERIOD. 25. TRASH REMOVAL: EACH CONTRACTOR * TRADE SHALL PROVIDE FOR TRASH REMOVAL AT THE END OF EACH DAY. EACH CONTRACTOR * TRADE SHALL REMOVE ALL TRASH * DEBRIS FROM THE SITE AND WITHIN THE BUILDING AND AREAS SWEPT CLEAN. 26. IT IS NOT THE INTENT OF THE DRAWINGS TO SHOW OR INDICATE ALL FASTENING OR FRAMING TECHNIQUES AND /OR DEVICES AND FASTNEERS, OR TO SHOW OR DEPICT ALL CONDITIONS PRESENT. 27. ALL INTERIOR FINISHES SHALL BE CLASS "II" MIN. WITH FLAME SPREAD RATING OF LESS THAN 75 EXCEPT IN EGRESS STAIR ENCLOSURES FINISHES SHALL BE CLASS "I" WITH FLAME SPREAD RATING, OR STRICTER IF REQUIRED TO COMPLY WITH LOCAL CODES. 28. COMPLY WITH THE I.B.C. AND I.F.C. AND LOCAL CODES PERTAINING TO USE OF ANY HAZARDOUS MATERIALS AND FLAME - PRODUCING DEVICES DURING CONSTRUCTION. 29. DEFERRED SUBMITTALS - GENERAL CONTRACTOR SHALL BE RESPONSABLE FOR COORDINATING AND PERMITTING DEFERRED SUBMITTALSS. REVIEW AND APPROVAL BY THE ARCHITECT IS REQUIRED BEFORE PERMIT SUBMITTAL. BUILDING SECTION E SECTION IDENTIFICATION < LOCATED ON SHEET WALL SECTION < SECTION IDENTIFICATION LOCATED ON SHEET BUILDING ELEVATION ELEVATION IDENTIFICATION LOCATED ON SHEET DETAIL DETAIL IDENTIFICATION LOCATED ON SHEET INTERIOR ELEVATION ELEVATION IDENTIFICATION LOCATED ON SHEET room name 303 ROOM SYMBOL < ROOM NAME �- ROOM NUMBER 8'—O" AFF CEILING HEIGHT (E) (N) 1.1---- SHADED PORTION IS THE SIDE CONSIDERED EXISTING NEW REVISION CLOUD IDENTIFYING NUMBER MATCH LINE �- KEY NOTE ABBREVIATIONS F ELEVATION MARKER GRID MARKERS LETTERS IN ONE DIRECTION 0E- NUMBERS IN THE OTHER DOOR SYMBOL <DOOR NUMBER WALL SYMBOL <— WALL IDENTIFICATION WINDOW SYMBOL F- WINDOW IDENTIFICATION NORTH ARROW REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 8 2011 BUILDING D ► "ICIv IF THESE SHEETS ARE NOT 24" laTEN S NOT TO SCALE. FEB 2012 Permit No. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approvectField Copy and conditions is acknowledged: City Of Tukwila UXLDING DIVISION A.B. ABV. A.F.F. ACOUS. A.D. ADJ. AGG. ALT. ALUM. APPROX. APT. ASPH. A.S.T.M. BD. BDRM. BLK. BLK'G. BM. BOT. BR. ANCHOR BOLT ABOVE ABOVE FINISH FLOOR ACOUSTICAL AREA DRAIN ADJUSTABLE AGGREGATE ALTERNATE ALUMINUM APPROXIMATE APARTMENT ASPHALT AMERICAN SOCIETY OF TESTING MATERIALS BOARD BEDROOM BLOCK BLOCKING BEAM BOTTOM BROOM F. F.A.U. F.E.C. F.F. FG. FIN. FIXT. FLASH. FLR. FLR'G. FLUOR. F.O.C. F.O.F. F.O.M. F.O.S. F.P. FR. FS. F.S. FREQ. FTG. FIXED FORCED AIR UNIT FIRE EXTINGUISHER CABINET FINISH FLOOR FUEL GAS FINISH FIXTURE FLASHING FLOOR FLOORING FLUORESCENT FACE OF CONCRETE FACE OF FINISH FACE OF MASONRY FACE OF STUD FIREPLACE FRENCH DOOR FINISH SURFACE FLOOR SINK FREQUENCY FOOTING N. NAT. N.I.C. NO. N.T.S. NORTH NATURAL NOT IN CONTACT NUMBER NOT TO SCALE CAB. C.B. CEM. CER. C.I. C.J. CLG. COMP. CONC. CONT. CPT. CTSK. CU. FT. CU. IN CU. YD. CABINET CATCH BASIN CEMENT CERAMIC CAST IRON CEILING JOIST CEILING COMPOSITION CONCRETE CONTINUOUS CARPET COUNTER SUNK CUBIC FEET CUBIC INCHES CUBIC YARDS GA. GAUGE GALV. GALVANIZED GAR. GARAGE G.I. GALVANIZED IRON GYP. GYPSUM GYP. BD. GYPSUM BOARD 0/ 0.C. 0.D. 0.F. 0.H. OPEN'G. OPP. OV. OVER ON CENTER OUTSIDE DIAMETER OVER FLOW OVER HEAD OPENING OPPOSITE OVEN PB. PUSH BUTTON PC. PULL CHAIN PL. PROPERTY LINE PLAS. PLASTIC PLAS. LAM. PLASTIC LAMINATE PLAST. PLASTER PLYWD. PLYWOOD PNL. PANEL PR. PAIR PRCST. PRECAST PREFAB. PREFABRICATED QRY. QTY. QUARRY QUANTITY SQ. FT. SQUARE FOOT SQ. IN. SQUARE INCH SQ. YD.SQUARE YARD ST. STREET STD. STANDARD STL. STEEL STOR. STORAGE STRUCT.STRUCTURAL SUSP. SUSPENDED SYM. SIMILAR S4S SMOOTH 4 SIDES T. TREAD T &B TOP & BOTTOM T &G TONGUE & GROOVE TC. TOP OF CONCRETE PH. TELEPHONE TEMP. TEMPERED THK. THICK THRESHTHRESHOLD T.O.B. TOP OF BEAM T.O.C. TOP OF CURB T.O.F. TOP OF FOOTING T.O.G. TOP OF GRATE T.O.S. TOP OF STEEL T.O.W. TOP OF WALL TRANS. TRANSOM TS. TUBE STEEL TYP. TYPICAL PROJECT CONTACT LIST OWNER: SKY ENTERTAINMENT 1 4416 1 50TH AVE SE RENTON, WA 98059 PH: (480) 993 -5567 CONTACT: BILL ADAMS EMAIL: b,IIa @rotorway.com ARCHITECT: JENSEN FEY ARCHITECTURE PLANNING 7730 LEARY WAY REDMOND, WA 98052 PH. (425) 216 -0318 FAX (425) 2 16 -0329 CONTACTS: DAVE FEY, PRINCIPAL ARCHITECT davidf @Jensenfey.com HB. HC. HD. HM. HORIZ. HR. HS. HOSE BIB HOLLOW CORE HEAD HOLLOW METAL HORIZONTAL HOUR HORIZONTAL SLIDER D. D.F. DF. DIA. DIM. DISP. DN. DPSS. DRYER DRINKING FOUNTAIN DOUGLAS FIR DIAMETER DIMENSION DISPENSER DOWN DOUBLE POLE SINGLE SHELF I.D. INC. INSUL. INT. INSIDE DIAMETER INCORPORATED INSULATION INTERIOR JT. JST. JOINT JOIST R. RAD. R.A.G. RD. R.D. RDWD. RECP. REF. REF. REG. RENIF. REQ'D. RET. RF. RF'G. RM. RO. R.O. RUB. RISER RADIUS RETURN AIR GRILLE ROAD ROOF DRAIN REDWOOD RECEPTACLE REFERENCE REFRIGERATOR REGISTER REINFORCED REQUIRED RETAINING ROOF ROOFING ROOM ROUGH ROUGH OPENING RUBBER KITCHEN DR. D.S. DUP. DW. DWGS. DOOR DOWN SPOUT DUPLICATE DISH WASHER DRAWINGS LAV. LT. LVR. LAVATORY LIGHT LOUVER E. EA. E.I.F.S. E.J. ELEV. ELEV. ENCL. ENT. EQ. EQUIP. EXT. EXTR. EAST EACH EXTERIOR INSULATION FINISH SYSTEM EXPANSION JOINT ELEVATION ELEVATOR ENCLOSURE ENTRY EQUAL EQUIPMENT EXTERIOR EXTINGUISHER MAX. MC. MECH. MEMB. MFG. M.H. MIN. MIR. MTG. MTL. MAXIMUM MEDICINE CABINET MECHANICAL MEMBRANE MANUFACTURE MAN HOLE MINIMUM MIRROR MOUNTING METAL S. SC. SD. SGD. S.H. SHT. SHT'G. SIM. SLD —BY SMANCA SPEC'S. SPRKL. SPSS. SOUTH SOLID CORE STORM DRAIN SLIDING GLASS SINGLE HUNG SHEET SHEATHING SIMILAR HORIZONTAL SLIDER SHEET METAL CONTRACTORS NATIONAL ASSOCIATION U.L. UNDERWRITERS LABORATORY UNFIN. UNFINISHED VERT. VERTICAL VOL. VOLUME VNYL VINYL W. w. W/ WARD W.C. WD. W.G. W.H. W.I. W/0 WP. WS. WT. YD. DOOR WASHER WEST WITH WARDROBE WATER CLOSET WOOD WIRE GLASS WATER HEATER WROUGHT IRON WITHOUT WATERPROOF WEATHER — STRIPPING WEIGHT CIVIL ENGINEER: PACE ENGINEERING: 1 801 2ND AVENUE, SUITE 1000 SEATTL, WA 98 I 01 PH. (206) 441-1855 FAX (206) 448 -7 167 CONTACTS: KIRK UTLEY, PE kutley @paceengrs.com LANDSCAPE ARCHITECT: PACE ENGINEERING: I 1 255 KIRKLAND WAY, #300 KIRKLAND, WA 98033 PH. (425) 827 -2014 FAX (425) 827 -5043 CONTACTS: JOHN RUBENKONIG, ASLA acee - om LEGAL DESCRIPTION STRUCTURAL ENGINEER: SWENSON SAY PAGET 2124 THIRD AVENUE SUITE 100 SEATTLE, WA 98 12 I PH. (206) 443-6212 FAX (206) 443 -4870 CONTACTS: BLAZE BRESKO, PE, SE SPECIFICATIONS SPRINKLER SINGLE POLE SINGLE SHELF REVISIONS No granges shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will re , uire GEOTECHNICAL CONSULTANTS: PANGEO, INC: 3213 EASTLAKE AVE. E., SUITE B SEATTLE, WA 98102 PH. (206) 262 -0370 FAX (206) 262 -0374 CONTACTS: MICHAEL XUE, P.E. mxue @pangeoinc.co SIEW TAN, P.E. Stan @pangeoinc.com bbresko @swensonsayfaget.com ELECTRICAL ENGINEER: AWA ELECTRICAL CONSULTANTS 19015 36TH AVE. W., SUITE E LYNNWOOD, WA 98036 PH. (425) 775- 1 799 FAX (425) 774 -9870 CONTACTS: BRAD ADCOCK, P.E. SALLY SANDERS, P.E. brad @awaelec.com sally @awaelec.com MECHANICAL DESIGN: FIRMITAS CONSULTING 14418 CASCADE DR. SW SNOHOMISH, WA 98296 PH. (425) 248 -5281 FAX (425) 645 -2020 CONTACTS: JOHN HRYCHIUK mechdesign I 0 @comcast.net FIRE SPRINKLER COLUMBIA FIRE 1 1 534 FIRST AVE S. SEATTLE, WA 98 134 PH. (206) 232 -8569 FAX (206) 340 -6 100 CONTACTS: RICK BERGER rick @columbiafire.net ANDOVER INDUSTRIAL PARK #1 LESS ST. Scope of work limited to excavation, site utilities and foundation/plenum BELOW GRADE ONLY. CMU wall to be permitted through the building permit to follow. FARATE PERMIT r:JUIRED FOR: ipMechanical Electrical lumbing Gas Piping City of Tukwila II !1i,J( NIVISlON VICINITY MAP dift z 0 L 62 0 w a 12/24/10 PERMIT COMMENT REVISION 1 Qz ! 01/05/11 ! PERMIT COMMENTS 1 © 1 01/15/11 ! CONSTRUCTION SET PERMIT REVIEW COMMENTS NOTES: CONSTRUCTION SET PLOT DATE: 01/18/2011 JOB NO: 1009 w i- n 2 DRAWN BY: , UKK CHECK: DF NOTES: CONSTRUCTION SET PLOT DATE: 01/18/2011 JOB NO: 1009 Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.216.0318 FAX: 425.216.0329 �I= W I-1 W r O i< r""F" C f---1 = Cr) O CO • PLANNING APPROVE No changes can be made. t _ plans without approval fro Planning Division of DC these the E EIV CIT`Rf 0 TU LA FEB 012011 PERMIT CENTER Approved By: Date: PROJECT LOCATION 301 TUKWILA PARKWAY X10 -295 ant may trrc ude additional plan review fees. j 0 L) i mmetens I THESE 5I1EET5 ARE NOT 24" X 3G" THEN DRAWING 15 NOT TO 5CALE. 1 CO REVIEWED FOR COMPLIANCE APPROVED FEB 08 2011 GENERAL NOTES ALL CONSTRUCTION SHALL CONFORM TO THE 2009 EDITION OF THE INTERNATIONAL BUILDING CODE (I.B.C.) WITH WASHINGTON STATE AMENDMENTS, AND OTHER APPLICABLE FEDERAL, STATE, COUNTY AND LOCAL CODES. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THESE DRAWINGS AND PROJECT SPECIFICATIONS.. DIMENSIONS ARE TO GRID LINES, TO FACE OF CONCRETE WALLS, TO FACE OF FRAMED WAI 1 S, AND TO CENTER LINE OF COLUMNS AND PARTY WAI I S, UNLESS SHOWN OTHERWISE. PROVIDE HORIZONTAL FIREBLOCKING IN ALL FRAME WAI I S AT I Y-0" ON CENTER AND WHERE FRAME WALLS PENETRATE CEILINGS. FIREBLOCK IN ACCORDANCE WITH I.B.C. LATEST LOCALLY ADOPTED EDITION GENERAL CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION. IN THE EVENT OF ANY CONFLICT(S) OR CHANGES BETWEEN DETAILS OR BETWEEN THE DRAWINGS AND SPECIFICATIONS NOTIFY THE ARCHITECT IMMEDIATELY AND PRIOR TO STARTING ANY WORK. FINISH FLOOR REFERENCE DATUM EQUALS (0-0). REFER TO TOPOGRAPHIC SURVEY FOR ACTUAL SITE ELEVATION. MAXIMUM CHANGE IN FLOOR ELEVATION AT ANY DOORWAY, OR MAX. THRESHOLD HEIGHT SHALL NOT EXCEED 1/2" VERTICALLY. PROVIDE SMOKE SEALS @ STAIRWAY THRESHOLDS. ALL DECORATIVE MATERIAI S * FURNITURES ARE REQUIRED TO BE MAINTAINED IN A FLAME RETARDANT CONDITION. PROVIDE ILLUMINATED EXIT SIGNS AS INDICATED ON THE ELECTRICAL PLAN, AS SPECIFIED, AND AS REQUIRED BY CODE. 10. PENETRATIONS OF FIRE - RESISTIVE WALLS, FLOOR - CEILINGS AND ROOF - CEILINGS SHALL BE PROTECTED AS REQUIRED IN IBC CHAPTER 7. ALL FIRE STOP MATERIAL SHALL BE INSTALLED AND RATED IN ACCORDANCE W/ ASTM E 814 OR UL 1 479 I 1. DO NOT SCALE DRAWINGS. 12. CONTRACTOR SHALL PROVIDE FIRE SAFETY DURING CONSTRUCTION, ACCESS ROADS AND WATER SUPPLY SHALL BE ESTABLISHED AND MAINTAINED PER 200G IFC. $ FIRE DEPT. REQUIREMENTS. 13. PROVIDE NON -PAPER FACED MOISTURE- RESISTANT GYPSUM BOARD ON WALLS IN WET MOISTURE -PRONE AREAS. 4. FLOOR DRAIN TRAP SEAL PROTECTION: FLOOR DRAINS OR SIMILAR TRAPS DIRECTLY CONNECTED TO THE DRAINAGE SYSTEM S SUBJECT TO INFREQUENT USE SHALL BE PROTECTED W/ A TRAP SEAL PRIMER, EXCEPT WHERE NOT DEEMED NECESSARY FOR SAFETY OR SANITATION BY THE LOCAL HEALTH DEFT. TRAP SEAL PRIMERS SHALL BE ACCESSIBLE FOR MAINTENANCE * PROVIDED WITH LOCKING COVERS. 15. DIMENSIONS OF SITE AND EXISTING CONDITIONS ARE FROM A SURVEY BY OTHERS. ARCHITECT BEARS NO RESPONSIBILITY FOR ACCURACY OF THIS INFORMATION. I G. CONTRACTOR TO VERIFY ALL ROUGH -IN DIMENSIONS FOR ALL EQUIPMENT* FIXTURES FURNISHED * INSTALLED. 17. TYPICAL WALL SECTIONS, FINISHES, AND DETAILS ARE NOT CAI I ED-OUT EVERYWHERE AND MAY BE SHOWN ONLY ONCE. CONTRACTOR SHALL PROVIDE AS IF DRAWN IN FULL AND SHALL REFER TO DETAILED DRAWINGS. 18. CONTRACTOR SHALL PROVIDE NECESSARY BACKING TO SECURE ANY FIXTURE OR EQUIPMENT TO STRUCTURE AND PROVIDE BACKING FOR EQUIPMENT AND ACCESSORY SUPPORT FOR THE FOLLOWING: 1. SHELVING, 2. LAVATORIES, 3. CABINETS *CASEWORK, 4. TOILET ACCESSORIES, 5. CLOSET ACCESSORIES, G. STAIR * HAND RAILS, 7. GARMENT HOOKS, 8. GRAB BARS, 9_ PICTURES /ART WORK, 10. HEADBOARDS, 1 1 . DOOR* FINISH HARDWARE, AND ANY OTHER WALL * CEILING - MOUNTED ITEMS. VERIFY WITH ARCHITECT* OWNER. CONTRACTOR(S) SHALL COORDINATE WITH RESPECTIVE TRADES FOR EXACT LOCATIONS. 19_ THE CONTRACTOR SHALL SAFELY SHORE, BRACE, AND SUPPORT ALL WORK AS NECESSARY AND THIS SHALL BE THE FULL AND SOLE RESPONSILBILITY OF THE CONTRACTOR. NO ACT, DIRECTION, REVIEW, OR OBSERVATION OF ANY SYSTEMS OR METHODS OF THE CONTRACTOR BY THE OWNER'S REPRESENTATIVE SHALL RELIEVE THE CONTRACTOR OF THIS RESPONSIBILITY. 20. THE CONTRACTOR SHALL FURNISH ALL LABOR AND MATERIALS NECCSSARY FOR COMPLETE INSTALLATION OF ALL WORK, EACH CONTRACTOR SHALL RESPECT THE WORK OF OTHER CONTRACTORS AND SHALL BE RESPONSIBLE FOR AND LIABLE TO REPAIR AND /OR REPLACEMENT OF ANY DAMAGE CAUSED BY HIS WOLK 2 1 . CODES: ALL WORK SHALL BE PERFORMED IN STRICT COMPILANCE WITH FEDERAL, STATE, AND LOCAL CODES AND REGULATIONS AND ANY OTHER AUTHORITY HAVING JURISDICTION (AHJ) OVER THE PROJECT. CONTRACTOR(S) SHALL PROTECT AND INDEMNIFY THE OWNER AND ARCHITECT AGAINST ANY CLAIM OR LIABILITY ARISING FROM VIOLATION OF SUCH CODES OR REGULATIONS 22. PERMITS: THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL REQUIRED SUBCONTRACTOR PERMITS. 23. QUALITY: WORKMANSHIP SHALL BE TO THE HIGHEST STANDARDS OF THE TRADES INVOLVED AND THE CONSTRUCTION INDUSTRY AND MATERIALS USED AND PROVIDED OF THE BEST QUALITY THE MARKET AFFORDS. ALL INSTALLATIONS AND APPLICATIONS SHALL CONFORM TO THE MANUFACTURER'S SPECIFICATIONS AND WARRANTY REQUIREMENTS. 24. GUARANTEE: ALL MATERIALS AND WORKMANSHIP SHALL BE GUARANTEED FOR A PERIOD OF NOT LESS THAN ONE YEAR, FROM THE DATE OF SUBSTANTIAL COMPLETION OR RECEIPT OF OCCUPANCY CERTIFICATE UNLESS SPECIFIED FORA LONGER TIME PERIOD. 25. TRASH REMOVAL: EACH CONTRACTOR * TRADE SHALL PROVIDE FOR TRASH REMOVAL AT THE END OF EACH DAY. EACH CONTRACTOR * TRADE SHALL REMOVE ALL TRASH * DEBRIS FROM THE SITE AND WITHIN THE BUILDING AND AREAS SWEPT CLEAN. 2G. IT IS NOT THE INTENT OF THE DRAWINGS TO SHOW OR INDICATE ALL FASTENING OR FRAMING TECHNIQUES AND /OR DEVICES AND FASTNEERS, OR TO SHOW OR DEPICT ALL CONDITIONS PRESENT. 27. ALL INTERIOR FINISHES SHALL BE CLASS "II" MIN. WITH FLAME SPREAD RATING OF LESS THAN 75 EXCEPT IN EGRESS STAIR. ENCLOSURES FINISHES SHALL BE CLASS "I" WITH FLAME SPREAD RATING, OR STRICTER IF REQUIRED TO COMPLY WITH LOCAL CODES. 28. COMPLY WITH THE I.B.C. AND I.F.C. AND LOCAL CODES PERTAINING TO USE OF ANY HAZARDOUS MATERIALS AND FLAME -- PRODUCING DEVICES DURING CONSTRUCTION. 29. DEFERRED SUBMITTALS - GENERAL CONTRACTOR SHALL BE RESPONSABLE FOR COORDINATING AND PERMITTING DEFERRED SUBMITTALSS. REVIEW AND APPROVAL BY THE ARCHITECT iS REQUIRED BEFORE PERMIT SUBMITTAL. BUILDING SECTION SECTION IDENTIFICATION LOCATED ON SHEET SYMBOLS room name 303 City of Tukwila ROOM SYMBOL ROOM NAME ROOM NUMBER WALL SECTION SECTION IDENTIFICATION LOCATED ON SHEET 8' -0 AFF <- CEILING HEIGHT (E) (N) EXISTING 0 ELEVATION MARKER GRID MARKERS < LETTERS IN ONE DIRECTION �� 1 <- NUMBERS IN THE OTHER DOOR SYMBOL DOOR NUMBER WALL SYMBOL WALL IDENTIFICATION WINDOW SYMBOL < WINDOW IDENTIFICATION BUILDING ELEVATION ELEVATION IDENTIFICATION LOCATED ON SHEET DETAIL DETAIL IDENTIFICATION LOCATED ON SHEET NEW REVISION CLOUD IDENTIFYING NUMBER F INTERIOR ELEVATION ELEVATION IDENTIFICATION LOCATED ON SHEET MATCH LINE 1D-- SHADED PORTION IS THE SIDE CONSIDERED KEY NOTE NORTH ARROW 0 t U w 0 UKK CHECK: DP NOTES: PERMIT SET PLOT DATE: 10/15/2010 JOB NO: 1 009 DATE az Q NVO ABBREVIATIONS A.B. ANCHOR BOLT ABV. ABOVE A.F.F. ABOVE FINISH FLOOR ACOUS, ACOUSTICAL A.D. AREA DRAIN ADJ, ADJUSTABLE ACC, AGGREGATE ALT, ALTERNATE ALUM, ALUMINUM APPROX, APPROXIMATE APT, APARTMENT ASPH, ASPHALT A.S,T.M. AMERICAN SOCIETY OF TESTING MATERIALS BD, BDRM, BLK, BLK'G, BM, BOT, BR, CAB, C,B, GEM, CER, C.I. C.J. CLL. COMP, CONC, CONT. CPT. CTSK, CU, FT, Cu, IN cu. YD_ D_ Q.F. DF, DI& DIM, DI SP, DN. DPSS. DR, D.S, DU P. DW, DWGS_ EA. ELF'S, E,J, ELEV► ELEV. ENCL. ENT, EQ. EQUIP, EXT. EXTR. BOARD BEDROOM BLOCK BLOCKING BEAM BOTTOM BROOM CABINET CATCH BASIN CEMENT CERAMIC CAST IRON CEILING JOIST CEILING COMPOSITION CONCRETE CONTINUOUS CARPET COUNTER SUNK CUBIC FEET CUBIC INCHES CUBIC YARDS DRYER DRINKING FOUNTAIN DOUGLAS FIR DIAMETER DIMENSION DISPENSER DOWN DOUBLE POLE SINGLE SHELF DOOR DOWN SPOUT DUPLICATE DISH WASHER DRAWINGS EAST EAC H EXTERIOR INSULATION FINISH SYSTEM EXPANSION JOINT ELEVATION E LEVATO R ENCLOSURE ENTRY EQUAL EQUIPMENT EXTERIOR EXTINGUISHER F. F.A.U. F,E,C, F,F, FG. FIN. Fl XT. FLASH, FLR. FLR'G. FLUOR, F,O,C, F, 0,F, F,O,M. F.O.S. F.P. FR. FS, F. S. FREQ. FTG. FIXED FORCED AIR UNIT FIRE EXTINGUISHER CABINET FINISH FLOOR FUEL GAS FINISH FIXTURE FLASHING FLOOR FLOORING FLUORESCENT FACE OF CONCRETE FACE OF FINISH FACE OF MASONRY FACE OF STUD FIREPLACE FRENCH DOOR FINISH SURFACE FLOOR SINK FREQUENCY FOOTING GA, GAUGE GALV, GALVANIZED GAR. GARAGE G.I, GALVANIZED IRON GYP, GYPSUM GYP, BD, GYPSUM BOARD HB, HC, HD, HM. HORIZ_ HR, HS. INC. INSUL, INT, JT_ JST, HOSE BIB HOLLOW CORE H EAD HOLLOW METAL HORIZONTAL HOUR HORIZONTAL SLIDER INSIDE DIAMETER INCORPORATED INSULATION INTERIOR JOINT JOIST KIT. KITCHEN LAV LT. LVR. MAX_ Mc. MECH, MEMB. MFG. M,H, MIN, MIR. MTG. MIL LAVATO RY LIGHT LOUVER MAXIMUM MEDICINE CABINET MECHANICAL MEMBRANE MAN UFACTUR E MAN HOLE MINIMUM MIRROR MOUNTING METAL N. NATO, NO- N.T.s_ 0/ O.C. 0.D. O,F, 0,H. OPEN►G. OPP, OV PB, PC, PL PLAS, PLAS, LAM, PLAST. PLYWD, PNL. PR. PRCST, PREFAB, QRY. QTY. R, RAD, RAG, RD, RDWD, RECP, REF REF REG. RENIF, REQ'D. RET, RF, RF'G, RM, R0. RUB. S► SC. SD. SGD, S ►H, SHT, SHTIc, sIM, SLD -BY SMANCA SPEC'S, SPRKL, SPSS, DRAWN DY: UKK CHECK: DP NOTES: PERMIT SET PLOT DATE: 10/15/2010 JOB NO: 1 009 NORTH NATURAL NOT IN CONTACT NUMBER NOT TO SCALE OVER ON CENTER OUTSIDE DIAMETER OVER FLOW OVER HEAD OPENING OPPOSITE OVEN PUSH BUTTON PULL CHAIN PROPERTY LINE PLASTIC PLASTIC LAMINATE PLASTER PLYWOOD PANEL PAI R PRECAST PREFABRICATED QUARRY QUANTITY RISER RADIUS RETURN AIR GRILLE ROAD ROOF DRAIN REDWOOD RECEPTACLE R EFERENCE REFRIGERATOR REGISTER REINFORCED REQUIRED RETAINING ROOF ROOFING ROOM ROUGH ROUGH OPENING RUBBER SOUTH SOLID CORE STORM DRAIN SLIDING GLASS DOOR SINGLE HUNG SHEET SHEATHING SIMILAR HORIZONTAL SLIDER SHEET METAL CONTRACTORS NATIONAL ASSOCIATION SQ. FT, SQUARE FOOT SQ, IN. SQUARE INCH SQ, YD,SQUARE YARD ST, STREET STD, STANDARD STL STEEL STOR, STORAGE STRUCT,STR UCTU RAL SUSP. SUSPENDED SYM, SIMILAR S4S SMOOTH 4 SIDES T, TREAD T &B TOP & BOTTOM T &G TONGUE & GROOVE TC. TOP OF CONCRETE PH, TELEPHONE TEMP,. TEMPERED THK. THICK THRESHTHRESHOLD T.O.B. TOP OF BEAM T.O.C. TOP OF CURB T,O,F, TOP OF FOOTING T,O,G, TOP OF GRATE T,O,S, TOP OF STEEL T.O.W. TOP OF WALL TRANS, TRANSOM TS_ TUBE STEEL TYP, TYPICAL U.L uNFIN. VERT, VOL, VNYL WARD W,C, WD, W, G, W. H, W.I. WP, Ws. YD. SPECIFICATIONS SPRINKLER SINGLE POLE SINGLE SHELF UNDERWRITERS LABORATORY UNFINISHED VERTICAL VOLUME VINYL WASHER WEST WITH WARDROBE WATER CLOSET WOOD WIRE GLASS WATER HEATER WROUGHT IRON WITHOUT WATERPROOF WEATHER- STRIPPING WEIGHT YARD PROJECT CONTACT LIST OWNER: SKY ENTERTAINMENT 1441G 150TH AVE SE RENTON, WA 98059 PH: (480) 993 -5567 CONTACT: BILL ADAMS EMAIL: Mlle @rotorway.com ARCHITECT: JENSEN FEY ARCHITECTURE * PLANNING 7730 LEARY WAY R,EDMOND, WA 98052 PH. (425) 21G -0318 FAX (425) 216 --0329 CONTACTS: DAVE FEY, PRINCIPAL ARCHITECT davidf@ jensenfey.com CIVIL ENGINEER: PACE ENGINEERING: 1 80 1 2ND AVENUE, SUITE 1000 SEATTL, WA 98101 PH. (206) 441 -1855 FAX (20G) 448 -71G7 CONTACTS: KIRK UTLEY, PE kutley@paceengrs.com LANDSCAPE ARCHITECT: PACE ENGINEERING: 1 1 255 KIRKLAND WAY, #300 KIRKLAND, WA 98033 PH. (425) 527-2014 FAX (425) 827 -5043 CONTACTS: JOHN RUBENKONIG, ASLA johnr @paceengrs.com K.?."61X14 1-`( OW /WM Nr c{fwA STRUCTURAL ENGINEER: SWENSON SAY FAGET 2124 THIRD AVENUE SUITE 100 SEATTLE, WA 95121 PH. (20G) 443 -G21 2 FAX (20G) 443-4570 CONTACTS: BLAZE BRESKO, PE, SE 19bresko@swensonsayfaget.com ELECTRICAL ENGINEER: AWA ELECTRICAL CONSULTANTS 19015 36TH AVE. W., SUITE E LYNNWOOD, WA 9803G PH. (425) 775 -1799 FAX (425) 774 -9870 CONTACTS: BRAD ADCOCK, P.E. SALLY SANDERS, P.E. brad @awaelec.com sally @awaelec.com MECHANICAL DESIGN: FIRMITAS CONSULTING 14418 CASCADE DR.. SW SNOHOMISH, WA 9829E PH. (425) 248 -5281 FAX (425) 645 --2020 CONTACTS: JOHN HRYGHIUK mechdesIgn I O @comcast.net FIRE SPRINKLER COLUMBIA FIRE 1 1534 FIRST AVE S. SEATTLE, WA 98134 PH. (20G) 232-55G9 FAX (20G) 340 -G100 CONTACTS: RICK BERGER rick@columbiafire.net REVIEWED T;,'i plan was mimed for general conformance with the fulinnie& .1Y s.;en,lc� try the jurtsdk¢tion: 7tructurol Provisions or the international 'Bulitli Code / /LI Non - structural Provisions of the Itstornothutel Building Code 0 Ott= r.r:lect applicant is responsible for conformance with all applicable codes. F T;>ruval, anditermh requirements subject to the requirements end interpretation" , _•,,ling authority. This review dons not relieve the Architect and Em iaeets of of ,i, ::::nonsibility foe a design in secordarno3 with the laws of the to a ction and the state of wuhi• ``,, =_os ' l LEGAL DESCRIPTION PROJECT SUMMARY of approxil ,a ruction of ve e Improvemen c nter. 4 100 sf of • e wind tunnel str" d limited upgra •ry retail space re. Work to • the existing A ,Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.218.0318 FAX 425.216.0329 pZ Cl) O c9D 5.4-4 u� Q mom • Y ►l '-4.z) ,ta ' tiDDL E r#, iMC. Ty ;"!..-le Review - 1 Ont RECEIVED CITY OF TUKWILA NOV 01 2010 PERMIT CENTER PROJECT LOCATION 301 TU KWI LA PARKWAY -21 IinV 0 3 NM D. MIUDLETON IF THESE SHEETS ARE NOT 24" X 3G" THEN DRAWING IS NOT TO SCALE. SHEET INDEX GOO I COVER SHEET 01 / 18/ 1 1 I CONSTRUCTION SET SNORING NOres: CONSTRUCTION SET G002 SHEET INDEX SH. I SHORING PLAN $ DETAILS CIVIL C I CIVIL COVER SHEET STRUCTURAL MARK C2 TOPOGRAPHIC SURVEY 50.0 COVER SHEE ( , t 9 S C3 TESC PLAN * CONSTRUCTION NOTES S I . I GENERAL NOTES C4 TESC NOTES * DETAILS 51.2 GENERAL NOTES C5 GEN. NOTES, WATER NOTES $ DETAILS 52.1 PLENUM FRAMING PLAN C6 UTILITY PLAN 52.2 PLENUM DECK FRAMING PLAN C7 PAVING RESTORATION PLAN 52.3 OBSERVATION DECK FRAMING PLAN C8 PAVING, SIGNS AND STRIPING - '• '.- _ . ;,, :, : :' ,` . `i" 1 fee Ci NIPA/ IM A/A ■ ■ ve V 1 - it 1 53.1 CONCRETE SECTIONS AND DETAILS 53.2 CONCRETE SECTIONS AND DETAILS 53.3 CONCRETE SECTIONS AND DETAILS I . , , _ ARCHITECTURAL ' :' . •- 1 ilk A 001 CODE INFORMATION . "" . - ` A _ .- 5 . - V - 55.3 STEEL SECTIONS AND DETAILS 55.4 STEEL SECTIONS AND DETAILS _ I", ... , . _ _ - 41p A100 EXISTING SITE PLAN - - a L A L • a a ■ . _ _ 14 A I 0 I CONSTRUCTION SITE PLAN _ . : , - 1:: • Mr NIp A 102 SITE PLAN - -• A - .: .; . .: : __ g IYr ■ ' ELECTRICAL DRAWINGS - - . , a PERMIT SEPARATE PERMIT AND , : � , E 100 ELECTRICAL COVER SHEET A 1 I 0 PLENUM LEVEL PLAN d� 'r PROVAL, i , E200 ELECTRICAL SITE PLAN 1 E300 PLENUM LEVEL ELECTRICAL PLAN E J` ,gym, REVIEWED FOR CODE COMPLIANCE APPROVED FEB 002012 FEB 08 2011 City of Tukwila • 0 EC . N BUILDING DIVISION _ A305 SECTION A3 15 WALL SECTIONS am. -- ,4 /z-- EXTERIOR ENVELOPE DETAILS SEPARATE PLUMBING DRAWINGS PERMIT AND x APPROVAL P1.0 PLUMBING SCHEDULES AND NOTES A600 WALL TYPES P2.0 PLENUM FLOOR PLUMBING PLAN FEB caRREILA 012011 PERMIT CENTER DESCRIPTION PERMIT COMMENT REVISION PERMIT COMMENTS 01 / 18/ 1 1 I CONSTRUCTION SET I /3I /I I I PERMIT REVIEW COMMENTS NOres: CONSTRUCTION SET PLOT DATE: . 01/18/2011 JOB NO: 1 009 0 N a MARK DRAWN BY: UKK CHECK: DF NOres: CONSTRUCTION SET PLOT DATE: . 01/18/2011 JOB NO: 1 009 Jlf Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL 425.216.0318 FM: 425.216.0329 SHEET: G002 OF: SHEETS C DE I \FORMATIO IF THESE SHEETS ARE NOT 24" X 3G" THEN DRAWING IS NOT TO SCALE. APPLICABLE CODES ZONING CODE BUILDING CODE FIRE CODE ENERGY CODE MECHANICAL CODE PLUMBING CODE ELECTRICAL CODE ACCESSIBILITY CODE ELEVATOR CITY OF TUKWILA MUNICIPAL CODE CITY OF TUKWILA T.U.C. DESIGN REVIEW GUIDUNES 51 -50 WAC WASHINGTON STATE BUILDING CODE / 2009 INTERNATIONAL BUILDING CODE 51 -54 WAC / 2009 INTERNATIONAL FIRE CODE 51 -11 WAC / WASHINGTON STATE ENERGY CODE 51 -52 WAC / 2009 INTERNATIONAL MECHANICAL CODE 51 -13 WAC VENTILATION AND INDOOR AIR QUALITY NATIONAL FUEL GAS CODE/ INTERNATIONAL FUEL GAS CODE 51 -56 WAC I 2009 UNIFORM PLUMBING CODE NATIONAL ELECTRICAL CODE 2009 INTERNATIONAL BULDING CODE, ICC A117.1 -2003 & APPENDIX E SECTIONS 101 THROUGH 106 WAC 51 -50 / ASME REGULATIONS USE AND OCCUPANCY CLASSIFICATION A -3 BUILDING WILL BE PERMITTED AS ASSEMBLY (2009 IBC SEC. 303.1) BUILDING HEIGHTS AND AREAS ALLOWABLE HEIGHT (TABLE 503) HEIGHT MODIFICATIONS (504) TOTAL ALLOWABLE HEIGHT HEIGHT PROVIDED ALLOWABLE BUILDING AREA 2 1 3 STORIES 75' 3 STORIES 70' ALLOWABLE AREA (TABLE 503) AREA MODIFICATIONS (506) TOTAL ALLOWABLE AREA GROSS CONSTRUCTION AREA PROVIDED BASEMENT PLENUM GROUND LEVEL PLENUM DECK SECOND LEVEL OBSERVATION LOW ROOF DECK LEVEL SERVICE LEVEL (3,012) 5,481 5,115 3,340 3,340 TOTAL TYPE OF CONSTRUCTION 17,276 15,500 SF +200% FOR SPRINKLERS 46,500 SF TYPE OF CONSTRUCTION (TABLE 602) FIRE RESISTANCE RATINGS STRUCTURAL FRAME BEARING WALLS EXTERIOR BEARING WALLS INTERIOR NON- BEARING WALLS EXTERIOR NON- BEARING WALLS INTERIOR FLOOR CONSTRUCTION ROOF CONSTRUCTION PERMITTED COMBUSTIBLE MATERIALS (603) II B FULLY SPRINKLERED (FIRE RESISTANCE RATINGS ANALYZED USING A3 OCCUPANCY) NR 1 HR < 5 FT SEPARATION 1 HR 5 -10 FT SEPARATION NR 10 -30 FT SEPARATION NR > 30 FT SEPARATION NR 1 HR < 5 FT SEPARATION 1 HR 5 -10 FT SEPARATION NR 10 -30 FT SEPARATION NR > 30 FT SEPARATION NR NR NR INSULATION (603.1.2) INTERIOR FINISHES (603.1.5) EXTERIOR DISPLAY wiNDoW FRAMING < 15 FT ABOVE GRADE (603.1.6) PARTITIONS WITHIN TENANT SPACES (603.1.8) EXTERIOR WALL COVERINGS (603.1.10) SEE SECTION 603 FOR ADDITIONAL PERMITTED USES FIRE RESISTANCE RATED CONSTRUCTION MAXIMUM AREA OF OPENINGS (TABLE 705.8) ALSO SEE SEC 705.8.1 FIRE WALLS (706) FIRE BARRIERS (707.3.9) SHAFTS & VERTICAL EXIT ENCLOSURES (707) FIRE PARTITIONS (709) SMOKE BARRIERS (710) SMOKE PARTITIONS (711) HORIZONTAL ASSEMBLIES (712) PENETRATIONS (713) FIRE RESISTANT JOINT SYSTEMS (714) OPENINGS FIRE RATING REQUIREMENTS (715) 2 HR FIRE WALLS AND BARRIERS 1 HR SHAFT EXIT ENCLOSURE & EXIT PASSAGEWAY WALLS 1 HR FIRE BARRIERS 1 HR CORRIDOR WALL FIRE PARTITIONS OTHER 1 HR FIRE PARTITIONS 2 HR EXTERIOR WALLS 1 HR EXTERIOR WALLS FIRE WINDOW ASSEMBLIES DUCTS AND AIR TRANSFER OPENINGS (716) PLUMBING FIXTURE COUNT (TABLE 2902.1) PROTECTED 0 TO 3 FT 3 TO 5 FT 5 TO 10 FT 10 TO 15 FT UNPROTECTED 0 TO 3 FT 3 TO 5 FT 5 TO 10 FT 10 TO 15 FT NOT PERMITTED 15% 25% 45% NOT PERMITTED 15% 25% 45% 3 HR 2 HR 1 HR > 3 STORIES 1 HR 1 HR NR NR VARIES - VERIFY WITH SECTION 713 FOR ALL PENETRATIONS EQUAL TO RATING OF WALL EXCEPT NR WHERE UNRATED OPENINGS ARE PERMITTED 1 1/2 HR 1 3 /4R HR 1/3 HR 3/4 HR 1 1/2 HR 3/4 HR SEE SECTION 715.5 1 1/2 HR FIRE DAMPER RATING NET FLOOR AREA = 6,964 SF OCCUPANT LOAD FACTOR PER TABLE 2901.1 = 30 NUMBER OF OCCUPANTS = 232 NUMBER OF WATER CLOSETS = 3 FOR MALES, 3 FOR FEMALES INTERIOR FINISHES REQUIRED INTERIOR ALL AND CEILING FINISH CLASSIFICATION (803.5) VERTICAL EXITS EXIT PASSAGEWAYS EXIT ACCESS CORRIDORS ROOMS AND ENCLOSED SPACES REQUIRED INTERIOR FLOOR FINISH (804) FIRE PROTECTION SYSTEMS INTERIOR FINISHES ANALYZED FOR MOST RESTRICTIVE USE A -3, FULLY SPRINKLERED B B C SEE 804.5.1 FOR REQUIREMENTS IN VERTICAL EXITS, EXIT PASSAGEWAYS, EXIT ACCESS CORRIDORS AND ROOMS AND SPACES NOT SEPARATED FROM EXIT ACCESS CORRIDORS BUILDING TO BE FULLY SPRINKLERED. MEANS OF EGRESS PLENUM DECK LEVEL DESIGN BUILD FIRE SUPPRESSION SYSTEM UNDER SEPARATE PERMIT. DESIGN BUILD FIRE ALARM SYSTEM UNDER SEPARATE PERMIT OBSERVATION LEVEL OCCUPANCY A -3 FLOOR AREA -(CORE AREAS INCL, STAIRS, 1,937 NET SHAFTS, ELEVATOR AND RESTRMS OMITTED) OCCUPANT LOAD FACTOR (1004.1,3) OCCUPANT LOAD EXITS REQUIRED (TABLE 1021.1) EXITS PROVIDED EGRESS WIDTH REQUIRED FOR STAIRS (0.2" PER OCCUPANT) EGRESS WIDTH PROVIDED AT STAIRS 15 NET (MOST RESTRICTIVE) 130 OCCUPANTS 2 MINIMUM 2 EXITS 26" 103" TO EXIT ALL OWED (10161 250 FT ) MAXIMUM TRAVEL DISTANCE 80' TO EXIT PROVIDED BETWEEN REQUIRED EXIITS( /3 OVERALL 110' / 3 = 37 FT L DIAGONAL) PROVIDED SEPARATION BETWEEN EXITS 109' AREA OF REFUGE REQUIREMENTS NO AREA OF REFUGE PROVIDED NO A -3 3,217 NET 15 NET 215 OCCUPANTS 2 MINIMUM 2 EXITS 41" 108" 250 FT 90' 96'/3 =32FT 44 FT YES YES ENERGY EFFICIENCY FULLY HEATED /COOLED SPACE ROOF OPAQUE WALLS SLABS -ON- GRADE- FOUNDATION PERIMETER INSULATION OPENINGS OPAQUE DOORS VERTICAL GLAZING SHGC T+n9 WALL & GLASS AREAS WALL AREA GLASS AREA % GLAZING 37,140 SF 19,312 SF 52 % ROOF ASSEMBLIES AND ROOFTOP STRUCTURES (CHAPTER 15) (COMPONENT PERFORMANCE) (MIN. INSULATION R- VALUES) R -21 R -19 R -10 (MAX. U- FACTORS) 0.55 00.29 SOLARBAN 60 CLEAR GLAZING AT FLR 1 ,45 .54 REQUIRED FIRE CLASSIFICATION (TABLE 1505.1) BASIC WIND SPEED CRITERIA FOR THE PROJECT LOCATION (FIGURE 1609) PLUMBING FIXTURE REQUIREMENTS CLASS C 85 MPH A -3 ASSEMBLY OCCUPANT LOAD MEN WOMEN ZONING 5,154 SF /30 = 172 2 WATER CLOSETS 1 URINALS 2 LAVATORIES 3 WATER CLOSETS 2 LAVATORIES LEGAL DESCRIPTION LAND USE MINIMUM LOT SIZE MAXIMUM SITE COVERAGE ( %) MINIMUM YARD REQUIREMENTS: FRONT YARD SIDE YARD REAR YARD HEIGHT LIMITATION (NOT TO EXCEED IN FT) PARKING ANDOVER INDUSTRIAL PARK #1 LESS ST. SITUATE IN KING COUNTY, WASH INGTON. TUKWILA URBAN CENTER (TUC) 100% 15 FEET 10 FEET 10 FEET 115 FEET TOTAL EXISTING TO REMAIN BUILDING AREA: 39,791 SF 39,791 SF X (3.3 STALLS /1000 SF) = 131 PARKING STALLS TOTAL I -FLY USABLE BUILDING AREA: 7,934 SF 7,934 SF X (3.3 STALLS /1000 SF) = 26 PARKING STALLS TOTAL PARKING REQUIRED: 157 STALLS TOTAL PARKING PROVIDED: 154 STALLS REVIEWED CODE COMPLIANCE COMPLIANCE APpPfVEO FEB 0 8 2011 Ci of ty BUILDING DIVISION EXPI ` ED FEB 0$ 201Z b o CITYO TIUKWILA NOV 01 2010 PERMIT CENTER z 0 a_ 2 0 0 UKK CHECK: DF NOTES: PERMIT SET PLOT DATE: 10/15/2010 JOB NO: 1 009 to 0 LIZ d 2 DRAWN BY: UKK CHECK: DF NOTES: PERMIT SET PLOT DATE: 10/15/2010 JOB NO: 1 009 Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.216.0318 FAX: 425.216.0329 z 0 0 z W 0 U SHEET: AOOJ OF: SHEETS ANDOVER PARK WEST PL = 2G7.5 I .40 /LANDSCAPE LANDSCAPE LAN D3CAPE G7'-4" Co LD MONUMENT SIGN TUKW LA PARKWAY (5. I 58th STREET) r-- 2G.245' 0 20 1ST. FARJNG 0 P 40 0 It& 16P■ 0 IF THESE SHEETS ARE NOT 24 X 30 THEN DRAWING IS NOT TO SCA LE. ADA& 51E) IMF" r*I6b wilirror ANDS 0 ire& woke EXIT. PARq NG = =1=1=1 I I I === = EXISTING 23.43' EXISTIN G BUILDING • 112 ED , FEB 0• 2012 REVIEW D FOR DE COMPLIANCE APPROVED D FEB 08 2011 City of fukwila E!UILDING DIVISION 27'-0" (\J Cr) 0 23.5G' 4 1ST. ARKI G z ci 7 EXIST. PARKING 7 EXIST. PARKING 24 X1 ST. PA KING EXISTING BUILDING 24.411FINI51-1 FLOOR \F 5,4 1 7 5f TRASH I 7 D< 5T. PARKING 17 EX 2C T. PARKING 1ST 3 EX ST. PA bto--1415-. A K NG RECEIVED C OF TUKIMLA hOV 01 2010 IRMITCENTER PL = 450.0' LANDSCAPE TOTAL EXISTING PARKING (INCL. 5 HANDICAP STALLS): I 54 STALLS 43 EXISTING SITE PLAN XG" = -0" z 0 0 P-- R 0 UKK CHECK: DF NOTES: PERMIT SET PLOT DATE: 10/15/2010 JOB NO: 1009 Lu 1--- 0 EV 2 DRAWN BY: UKK CHECK: DF NOTES: PERMIT SET PLOT DATE: 10/15/2010 JOB NO: 1009 ensen Fey ARCHITECTURE & PLANNING 7730LEARYWAYNE REDMOND, WA 98052 TEL: 425.216.0318 FAX: 425.216.0329 z a_ F— z SHEET: A100 OF: SHEETS 0 tn W z w CO Wclef clef W i 0 0 z PL = 207.5 I MONUMENT SIGN TUWILA PARKWAY (S. 1 58th STREET) EXIST. LANDSCAPE SCREEN EXIST. TREES IF THESE SHEETS ARE NOT 24" X 3E" THEN DRAWING IS NOT TO ALE. NEW TRANSFOR@ ER (8'X8'XG'IhT) EXIST. CONC. C ! RVE TO BE REMOVE TALLS tl NEW G" CONC. *I RVr EXISTING POLE SIGN TO BE PAINTED N 0 0 0 0 0 EXISTING CONC. SIDEWALK == ===== REFER TO LANDSCAPE PLAN FOR WORK THIS AREA EXISTING BUILDING 27.05' FIN 15h FLOC? • 1 ,907 5F EXPI ED FEB 0 2012 s s REVIEWED FOR CODE COMPLIANCE - APPPOV G7-4" -4" FEB 08 201 City of Tukwjla BUILDING DIVISION 4 1ST. ARKING 28 XIST PARKING REFER TO FOR BULL UPGRADE NEW BARRIER -FREE STALLS WITH SIDE AISLE c\I FOR VAN PARKING MARK AND RE- STRIPE ALL NEW COMPACT PARKING STALLS NEW G" CONC. CURVE / / / / / / / /// EXIST. CONC. CURVE TO DE REMOVED 7 EXIST. PA KING 8 EXIST. PARKING 17 EX1'T. PA KING LC) TRASH TEMPORA TRASH AND RECYLC I N RY TOTAL EXISTING PARKING (INCL. G HANDICAP STALLS): I G5 STALLS PL = 450.0' TOTAL PARKING TO REMAIN (INCL. G HANDICAP STALLS): 157 STALLS X10 -1q S ^� SITE PLAN CITY T�MIURA .. NOV 01 '2010 PERMIT CENTER z 0 P o_ 2 0 0 UKK CHECK: DF 2O PERMIT SET . PARKING 10/15/2010 EXIS 1 009 NEW TRANSFOR@ ER (8'X8'XG'IhT) EXIST. CONC. C ! RVE TO BE REMOVE TALLS tl NEW G" CONC. *I RVr EXISTING POLE SIGN TO BE PAINTED N 0 0 0 0 0 EXISTING CONC. SIDEWALK == ===== REFER TO LANDSCAPE PLAN FOR WORK THIS AREA EXISTING BUILDING 27.05' FIN 15h FLOC? • 1 ,907 5F EXPI ED FEB 0 2012 s s REVIEWED FOR CODE COMPLIANCE - APPPOV G7-4" -4" FEB 08 201 City of Tukwjla BUILDING DIVISION 4 1ST. ARKING 28 XIST PARKING REFER TO FOR BULL UPGRADE NEW BARRIER -FREE STALLS WITH SIDE AISLE c\I FOR VAN PARKING MARK AND RE- STRIPE ALL NEW COMPACT PARKING STALLS NEW G" CONC. CURVE / / / / / / / /// EXIST. CONC. CURVE TO DE REMOVED 7 EXIST. PA KING 8 EXIST. PARKING 17 EX1'T. PA KING LC) TRASH TEMPORA TRASH AND RECYLC I N RY TOTAL EXISTING PARKING (INCL. G HANDICAP STALLS): I G5 STALLS PL = 450.0' TOTAL PARKING TO REMAIN (INCL. G HANDICAP STALLS): 157 STALLS X10 -1q S ^� SITE PLAN CITY T�MIURA .. NOV 01 '2010 PERMIT CENTER z 0 P o_ 2 0 0 UKK CHECK: DF NOTES: PERMIT SET PLOT DATE: 10/15/2010 JOB NO: 1 009 lu Q 0 OZ 2 DRAWN BY: UKK CHECK: DF NOTES: PERMIT SET PLOT DATE: 10/15/2010 JOB NO: 1 009 Jlf Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.216.0318 FAX: 425.216.0329 z 0 U �z � a- zw 0:: U c1� SHEET: A101 OF: SHEETS ANDOVER PARK WEST (63rd. AVENUE SOUTH) PL = 207.5 I MONUMENT SIGN TUWILA PARKWAY (5. 1 58th STREET) EXIST. LANDSCAPE SCREEN EXIST. TREES IF THESE SHEETS ARE NOT 24" X 3G" THEN DRAWING IS NOT T• SCALE. EXIST. SIDE WA 0 /LANDSCAPE XIST. PARKING J 0 DS NEW TRANSFOR. ER (8'X6XG'HT) EXIST. CONC. C \RVEI TO BE REMOVE,' v NEW G" CONC. • RVr EXISTING POLE SIGN TO BE PAINTED p 2G.28' EXISTING CONC. SIDEWALK 4' -5'i I \ 2i.1 } EXIST. BLDG\ REFER TO LANDSCAPE PLAN FOR WORK THIS AREA EXI STI N G BUILDING 5' -9" EXISTING BLJIG TO NEW BLDiC i. 31_711 EXISTING CUD TO NEW CUR!6 IIL»,,; L x CO G7'-4" 2O' -O" w z OQ Co II ILO 2Ql_011 C EXIST. BLDG EXISTING CONC. SIDEWALK 4 EXIST. PARKIN G 7 XIST. PARK) NG 28 XIST. ARKI NG 8 EXIST. PARKING EXISTING BUILDING 06, 24.41' FINISH FLOOR 8,4 17 S' f TOTAL EXISTING PARKING (INCL. G HANDICAP STALLS): I G5 STALLS REFER TO SHEET A32 FOR BUILDNIG UTERIO UPGRADES TRASH z0 6 a_ z0 U NEW BARRIER -FREE STALLS WITH SIDE AISLE FOR VAN PARKING LS} MARK AND RE- STRIPE ALL NEW COMPACT PARKING STALLS 7 EXIST. PARKING 6 2 4 U NEW LANDING 23.5G' a ly NEW G" CONC. CURVE EXIST. CONC. CURVE TO BE REMOVED PLAN I ER 7 EXIST. PARKING TEMPORA TRASH AND RECYLC I N t EX FEB OS 2012 D 2 0 EXIST PARK NG REVIEWED FO CODE COMPLIAN ,APDRfVED FEB 0 8 2011 City of Tukwila BUILDIN DIVI.Into A to 1 • PL- 450.0' LANDSCAPE TOTAL PARKING TO REMAIN (INCL. G HANDICAP STALLS): 157 STALLS 0 d SITE PLAN • xGlI = I ' -Q" IMAMS CEIVEDD CITY OF TII I LA NOV 01 2010 PERMIT CENTER z 0 R 0 '04-► CHECK: DF w- ter."' NOTES: 7'_QN PLOT DATE: 1 JOB NO: 1009 c I 0 STALLS -C---? NEW TRANSFOR. ER (8'X6XG'HT) EXIST. CONC. C \RVEI TO BE REMOVE,' v NEW G" CONC. • RVr EXISTING POLE SIGN TO BE PAINTED p 2G.28' EXISTING CONC. SIDEWALK 4' -5'i I \ 2i.1 } EXIST. BLDG\ REFER TO LANDSCAPE PLAN FOR WORK THIS AREA EXI STI N G BUILDING 5' -9" EXISTING BLJIG TO NEW BLDiC i. 31_711 EXISTING CUD TO NEW CUR!6 IIL»,,; L x CO G7'-4" 2O' -O" w z OQ Co II ILO 2Ql_011 C EXIST. BLDG EXISTING CONC. SIDEWALK 4 EXIST. PARKIN G 7 XIST. PARK) NG 28 XIST. ARKI NG 8 EXIST. PARKING EXISTING BUILDING 06, 24.41' FINISH FLOOR 8,4 17 S' f TOTAL EXISTING PARKING (INCL. G HANDICAP STALLS): I G5 STALLS REFER TO SHEET A32 FOR BUILDNIG UTERIO UPGRADES TRASH z0 6 a_ z0 U NEW BARRIER -FREE STALLS WITH SIDE AISLE FOR VAN PARKING LS} MARK AND RE- STRIPE ALL NEW COMPACT PARKING STALLS 7 EXIST. PARKING 6 2 4 U NEW LANDING 23.5G' a ly NEW G" CONC. CURVE EXIST. CONC. CURVE TO BE REMOVED PLAN I ER 7 EXIST. PARKING TEMPORA TRASH AND RECYLC I N t EX FEB OS 2012 D 2 0 EXIST PARK NG REVIEWED FO CODE COMPLIAN ,APDRfVED FEB 0 8 2011 City of Tukwila BUILDIN DIVI.Into A to 1 • PL- 450.0' LANDSCAPE TOTAL PARKING TO REMAIN (INCL. G HANDICAP STALLS): 157 STALLS 0 d SITE PLAN • xGlI = I ' -Q" IMAMS CEIVEDD CITY OF TII I LA NOV 01 2010 PERMIT CENTER z 0 R 0 UKK CHECK: DF NOTES: PERMIT SET PLOT DATE: 10/15/2010 JOB NO: 1009 c 0 EZ d 2 DRAWN BY: UKK CHECK: DF NOTES: PERMIT SET PLOT DATE: 10/15/2010 JOB NO: 1009 Jlf Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL 425.216.0318 FAX: 425.216.0329 z Lu h SHEET: A102 OF: SHEETS REVIEWED FOR CODE COMPLIANCE ADOOMED 1- :B 08 2611 City of Tukwila BUILDING Dropini' 14' -G" 32'-7" IF THESE SHEETS AKE NOT 24" X 30 THEN DRAWING IS NOT TO SCALE. G' -396' I G' -39 /G" I 7 II 1/48 MIN 1* SLOPE 24" SQ, GO" DEEP SUMP "1 1/48 MIN SLOPE 9 N 0 N N I/48 MIN SLOPE 24" SQ, GO" DEEP SUMP 1/48 MIN SLOPE PLENUM fLCDO1. PLAN - I 2' 71/4" I /8" = I '_0" EXPIRED FEB oe 202 RECEIVED CITY OF TI IKIMLA NOV O 1 201Q PERMIT CENTER z 0 1- a_ 0 0 D UKK CHECK: DF NOTES: PERMIT SET PLOT DATE: 10/15/2010 JOE NO: 1009 0 I MARK DRAWN BY: UKK CHECK: DF NOTES: PERMIT SET PLOT DATE: 10/15/2010 JOE NO: 1009 Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.216.0318 FAX: 425.216-0329 SKEET: AiJO OF: SHEETS EXIST. GRID 8' -4” 8' -4" $; -O opIMMI AMM M = 1111 8, f �I V ■u■.... ': �:• 2❖:❖:❖:❖_❖: d• 22. 2•:•:•:❖ 2A:• 2•:•:•:❖ 2. 2•:• 3: 32❖:❖:❖:❖ 2�:•:• 2•:• 2.:• 2 •f•:•= '= •= '= '= '='='= '='= ' =' =' == _, mamma EXISTING ADJACENT RETAIL SPACE 11- 11 =11 =11- 11 =11: - IF -11=1 . 11 11 rin -1 -11 .II = MOM n .n :r: . ifi I' 1 IL =ii= II I n 11=u L n- n =°=ir urnwa; �u �1 a-� 1 n= 11-?1- i1.n-= 1I —n =1. III 111 1�1 1111 II �I =II�11 ,11- lllilA 1 11 -1 I 1 T �.1 ffIITI _I1 1 - n n - -'IF- II- 1 =11 - -1 LI:x-711=I III_Rr 11 I I i '1 °71 1 I I 1 -III I - - I1�1EI II=& I 11 =11 I I1 =1 I I I 1 Ili 1- ' ..- I = If n I --'Ir II :n 71= =7r II *n =�I I I III1117146 I11 =T�1 y� �L�T 1I- ll 1 WLI: 11 =11= —I 1-11-11=I=1- ' II II =1111 II =11 =11 I Mn=11 110011=1 — m=1 � 1 -1 — — LEI _ =11.. 1... „II, I 111 '- ' 111 == II 311 -III 31111= - = „ -nOU 11= 1-,11. -n =n n- agEt 11xilt --Mil A5I5: ECTION 3�Gil = .O T.O. PARAPET 69' 1 1 -7/8" T.O. BEAM ROOF LEVEL 4_ G8' 5 -7/8" T.O. BEAM ROOF LEVEL G5' 8 -7/8" T.O. BEAM SERVICE LEVEL 43 51'- 83/4" T.O. BEAM LOW ROOF DECK 28' G -314" SECOND FLOOR/ OBSERVATION + 1G' 4 -3/4" FIRST LEVEL +o' o' PLENUM FLOOR -17' -1/4" REVIEWED FOR CODE COMPLIANCE ►QDRf VFD FEB 0 8 2011 City of Tukwila BUILDING DIVISION IF THESE SHEETS ARE NOT 24" X 3G" THEN DRAWING 15 NOT TO SCALE. key notes Corrugated metal siding Internal gutter Fan units beyond Air flow duct Primary diffuser Flight chamber Inlet contractor Glass front display case Louver 3 - exhaust EX • 1 • ED FEB -05 2012 D to -tea s AFAINVIu► FEB 01 2011 PERMIT CENTER • z 0 C CHECK: D. NOTES: CONSTRUCTION SET PLOT DATE: 01/18/2011 JOB NO: 1009 E mamma EXISTING ADJACENT RETAIL SPACE 11- 11 =11 =11- 11 =11: - IF -11=1 . 11 11 rin -1 -11 .II = MOM n .n :r: . ifi I' 1 IL =ii= II I n 11=u L n- n =°=ir urnwa; �u �1 a-� 1 n= 11-?1- i1.n-= 1I —n =1. III 111 1�1 1111 II �I =II�11 ,11- lllilA 1 11 -1 I 1 T �.1 ffIITI _I1 1 - n n - -'IF- II- 1 =11 - -1 LI:x-711=I III_Rr 11 I I i '1 °71 1 I I 1 -III I - - I1�1EI II=& I 11 =11 I I1 =1 I I I 1 Ili 1- ' ..- I = If n I --'Ir II :n 71= =7r II *n =�I I I III1117146 I11 =T�1 y� �L�T 1I- ll 1 WLI: 11 =11= —I 1-11-11=I=1- ' II II =1111 II =11 =11 I Mn=11 110011=1 — m=1 � 1 -1 — — LEI _ =11.. 1... „II, I 111 '- ' 111 == II 311 -III 31111= - = „ -nOU 11= 1-,11. -n =n n- agEt 11xilt --Mil A5I5: ECTION 3�Gil = .O T.O. PARAPET 69' 1 1 -7/8" T.O. BEAM ROOF LEVEL 4_ G8' 5 -7/8" T.O. BEAM ROOF LEVEL G5' 8 -7/8" T.O. BEAM SERVICE LEVEL 43 51'- 83/4" T.O. BEAM LOW ROOF DECK 28' G -314" SECOND FLOOR/ OBSERVATION + 1G' 4 -3/4" FIRST LEVEL +o' o' PLENUM FLOOR -17' -1/4" REVIEWED FOR CODE COMPLIANCE ►QDRf VFD FEB 0 8 2011 City of Tukwila BUILDING DIVISION IF THESE SHEETS ARE NOT 24" X 3G" THEN DRAWING 15 NOT TO SCALE. key notes Corrugated metal siding Internal gutter Fan units beyond Air flow duct Primary diffuser Flight chamber Inlet contractor Glass front display case Louver 3 - exhaust EX • 1 • ED FEB -05 2012 D to -tea s AFAINVIu► FEB 01 2011 PERMIT CENTER • z 0 UKK CHECK: DF NOTES: CONSTRUCTION SET PLOT DATE: 01/18/2011 JOB NO: 1009 E 07 U u-i w I- 0 2 _ . DRAWN BY: UKK CHECK: DF NOTES: CONSTRUCTION SET PLOT DATE: 01/18/2011 JOB NO: 1009 Fumvommx Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.216.0318 FAX: 425.216.0329 z O U SHEET: A300 OF: SHEETS I6-4 1 5/ 1 6" I 1 '-9 I /4" I 1 / 6" 23-0 3/4" 1 a- 1 I / G" 9'-2 5/5" 2G-2" 23'-0 3/4" 3'-9" 9'-4" 9'-4" 3'-9" 9'-2 5/8" LO 1/1G 16-4 15/16" 10-10 1/16" 6" I I 1/4" 3'-3" IF THESE SHEETS ARE NOT 24" X 3G" THEN DRAWING IS NOT TO SCALE. 13'-0" 11111111111111111.11111.111111111111.111 TURN VANE I SVLLCO TURN VANE I SVLLCO 111111111111111111111 11111' ." lut "1111111111111crim 111111111111111111111 C .11111111111111111111111111111111111111114 111111 EX I E FEB os3 2012 '„Ii Al R. VENTI 5VLLCO AIR VENT SVLLCO /OPENNIN ■11 VENT SVLLCO 1111..11MIl /69' 1 1-7/5" T.O. PARAPET T.O. BEAM ROOF LEVEL 445 6 5' 5-7/5" T.O. BEAM ROOF LEVEL 65' 8-70" T.O. SEAM SERVICE LEVEL 51' - 3/4" REVIEWED FOR---- CODE COMPLIANCE APPROVED FEB 08 2011 City Of. Tukwila BUILDING DIVISION T.O. BEAM AS I 5 LOW ROOF DECK RETURN AIR. TOWER SUIT 5 0 RAGE 111 aMEMIANPVW2 NRAM-"A " V,VIONPV WOWVilgr274 • it; RGISTR r '-2 vron, CLASS ROOM 28' 6-3/4" SECOND FLOOR/ OBSERVATION 4, + I GI 4-3/4" MIANWX 5WvAINHWiiT RETURN AIR TOWER M EETI NG ROOM NEW ELECTRICAL ROOM 41-0" INLET AIR SVLLCO --11=11011-- 6-5 I 5/ 1 6" IR11 .11 II H-R-11FAlia)'11=1.17171.177.H7CE — 1=111 —7 --I I 11 111111=11.1 II I 1-11-1 1111=1 711 IT. I =I I I =71 W -II III-I 11 II"1144:1111ffl PLENUM 11=1 11=11 PLENUM TURN VANE 3 SVLLCO N VANE 4 5 CO TURN VANE 3 24X24", GO" DEEP SUMP 11=11E1 11011 II 11=11011 II 11=111011 INII=1111zin=11 H =111 II' 11=11=11= II 11=11= =1=11*_11.wil=11 1=11 11 11=11011=11 IT= 11 ,-1=limn =1 -II I 11=1 - 1=11 II 11=11=11 :1 11=11 HM11=11=11=11 =II I 11=11011 II-'4-11=11 11-11 11011=111=11 1= 111*=11=1 I1 ::.7::■1::..1:,;;71:::"...."2AMMEMONME II I' "C=.11=11 II 11=11 LI 1 11 O=111==i1l 1 ==1111=I,1_ 1 111 1 I III I IIJV =I 11 IL I1I 1I =11=T 1I1t 1= = 1l11 .II 41011 II I IL 1:11 .11. IT= Ti II 11=11 I I ' 11=11 H. 111 1 . II 11=H I II 1=11 II II n 11=1 MIT M I= I I 1 t =11 I fa- PLENUM FLOOR =-17' - 1/4" AVIV 11 111••••11F411 11•••••4111 "WA" II. n "V" wA116"11=1" n A H . .11: H=Hio H All 1= r.ii H H=H Hon 11 Tiou 11 11 •Ir ilml-in 1 limmt4 1. =I moll 11 .11011. H. non 11 II=Hol 11 11=110:11 - 11=11 11=11 FBI II I 11=001 711 11=11 ti I 11011 V 11=11=11 II 11=11011 M 1.- "IV = W. r II - I IL 11=111 II 11=11=111 AI II 11=11 1 1-114=11 II II HOE II II= 11 I II= 11=110411 11=11011 = IT II .11011 111=111=111: II II II= ; i Niro, i I i 1:-.4111 1 1 •'11•.:1 • U • I Haft •1 16.411 I. I■11F411 'IIFZIII41 .uIII. II II II II I Hifi I '-112-.'1 I 1=11 11 1 1 1 — M = III I II. II 111 I =11 1jj1IL0 llhjjhI ii II I uj:uii:11 1011 11 II 11=11 I 11;71 11=11 11 I =1111 la I : III Ir n 10 II ni II ifi npn .1 1 m c-411 'W 11 11 1,= ill li Hil 1 Ilmmil iiii L II- Tar 'Too =... 11 1 H I I 111,.= I .11 1=7,1 it jjhjIl II 1._ 11_11 :II 1111=n1 I II II 71_70111 I I i: 11=11011 II 11=1 1 ,.• 117,11 1%101111 11 11=11 1 111=11'T ii ..iiotii i 4-1:11 ii. 1 =13 il I II :=111611 Ilriollit n 11 1 IA 1 11 :nom =lio ir=ilqii—ii II HMI .1 -RI 11:=H11=1110111411 II II I II 11:11 I 11=1 1 HAIL .. „„ 1 il loll .x Nmwall IIIIIIIIN4w1-111..11 IIi "T ..fflur /..r. don . 1 1 loll -11 A IlL=11=11 II. 1 ER 110A 11 11011 .11011. 11 1 II II= I=11 I II. 1 II 11=11'11 .P.A1 •II=11 111-n1=1 114 11011 JI I= II% =11-11 11011 11 II 11=11 II II= 1=11 1 1 =II I II Ef 11=11 11 II= Er .11=11 II.jIIjj:lIj9:II = 101 .11011 11 I 11 II= I In Alt.41 11011 II 111 11011 II 11F..41 I 1 II4IIII CAMILA FEB. 0 1 Z011 R CT) DESCRIPTION 12/24/10 I PERMIT COMMENT REVISION 01/05/1 I I PERMIT COMMENTS 0 I/ 18/ I I I CONSTRUCTION SET I A ! I/31/1 I I PERMIT REVIEW COMMENTS ---,_ PLOT DATE: 01/18/2011 JOB NO: 1009 (Li I-- < CI < M DRAWN BY: UKK CHECK: DF NOTES: CONSTRUCTION SET PLOT DATE: 01/18/2011 JOB NO: 1009 Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.216.0318 FAX: 425.216.0329 • z 0 U LLJ SHEET: A305 OF: SHEETS 10-0" so■ - - --■► r 1 ..................:...... .00•.O ❖.• O; �OOO.e ❖.4•.� ± ❖.;.;.•. r J 4 ..v III= III =111 1- III -III= -1 I I -1 I I -1 J - - a J 1 J I I I I I I I l l 111-111-111 1 1 I I l l l i 1 i l l l l I [T-- 111 -11 I I 11-1 I I I I WALL SECTION 3/8 "= I' -0" T. 0. BEAM LOW ROOF DECK 2& 6 -3/4" SECOND FLOOR OBSERVATION DECK 16' 4 -3/4" GROUND LEVEL 0' 0" 5 A515 I 1 EXIS i LAB • I J =111 1 11 =1 I I —I 1 -111 =111 1 I I ►iI— IIitll::II lll�� WALL SECTION T. 0. BEAM LOW ROOF DECK 28' 6 -3/4" SECOND FLOOR OBSERVATION DECK 16' 4 -3/4" GROUND LEVEL Or 0" 3/8 "= I' -0" 0 .rd ►�i�i�i�i-��. ∎ipi . /. /�l�l�'►i 4 1 �1 �1 �1 �1 �1 �1 �1 �1 �1 �1 �1 �1 4 1 aQ -- 4 G iii — iii — iii — iii -�i i- 1 I—I l 1-1 f I—IIl-1 I -111 111- 111 -111 —� E111=111-_-111=111=111=11 1 =111= 111 =111= 11=_111111--111--1111E1 1.7_111_ WALL SECTION T. 0. BEAM LOW ROOF DECK 28' 6 -3/4" SECOND FLOOR OB5ERVATION DECK 16' 4 -3/4" IF THESE SHEETS ARE NOT 24" X 3G" THEN DRAWING IS NOT TO SCALE. REVIEWED Fpp CODE COMPLIANCE APPROVED FEB 08 2011 w Cit yofT u cwila BUILDING DIVISION GROUND LEVEL 0' 0 PLENUM FLOOR - 17' -I/4" 3/8 "= I' -0" EXPI ED .FEB off, 2012 cnvMnn FEB 01 2011 PERMIT CENTER • • z O_ U I Di 12/24/10 I PERMIT COMMENT REVISION I A 1 o1/05/I1 I PERMIT COMMENTS I A I 01 / 18/ 1 1 I CONSTRUCTION SET A I I /31/1 I I PERMIT REVIEW COMMENTS NOTES: CONSTRUCTION SET PLOT DATE: 01/18/2011 JOB NO: 1009 Lu l- a 2 DRAWN BY: UKK CHECK: DF NOTES: CONSTRUCTION SET PLOT DATE: 01/18/2011 JOB NO: 1009 i J f Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.216.0318 FM: 425.216.0329 z O U w J J SHEET: A315 OF: SHEETS IF THESE SHEETS ARE NOT 24" X 3G" THEN DRAWING IS NOT TO SCALE. CAP FLASHING OVER ROOF MEMBRANE ROOF MEMBRANE OVER ROOF BOARD CANT ROOF MEMBRANE — 1/2" ROOF BOARD METAL ROOF CECK T.O. PARAPET 69' 11 -7/8" T.O. BEAM ROOF LEVEL 68' 5 -7/8" DENS —GOLD —GLASS SHEATHING 2X6 METAL STUD CO 16" O.C. CORRUGATED METAL SIDING T.O. BEAM ROOF LEVEL 4_ 65' 8 -7/8" parapet at upper roof 3/4 " =1' -0" SLOPE METAL GRATING SLOPE 0 in 21 -0" 4 4 1, 1, I I I I ill sump I I I CONC. SU PER STR TURE 3/53.1 1 /2 " =1' -0" • FACE OF STUD 2' 2' -6" • _0" .; .• •.. P • I- 2x4 METAL STUD 16" O.C. GIRT soffif detail OBSERVAT I N DEC 16 -4 3/4" 2x6 M 16" 0. I AL STUD 2x6 METAL D 16" O.C. BUILDI PAPER OVER •," DENS GOLDGLASS BOARD CORRUG TED METAL SIDING E TRIM/ FLASHING CORRUGATED METAL SI I NG • CETCO SEAMTAPE ON OVERLAP SEAMS BENTOSEAL 18 1 2 • • 12- N (3p0mfi • • VOLTEX DS 1' -3' DENS —GOLD GLASS SHEATHING 2X4 METAL .TUD 0 - 16" O.C. CORRUGATED METAL SIDING CLOSURE SET IN SEALANT BASE TRIM /FLASHING •O •. o •.00 �.O o 00 ❖. ► ❖.•.0000000000•.0 .•.O ❖. ❖. .•.O ❖. ❖.= ► ❖.O ❖.O•.•. ❖. .�. ❖. • 1 CAST -IN -PLACE CONCRETE WALL BENTOSEAL TROWEL OVER FORM -TIE PLUGS 2'(50mi) • OVERLAP • TERM BAR FASTEN 12•(300mm) MAXIMUM OC HYDROBAR TUBES INSTALLED UNDER VOLTEX DS waterproofing at backfilled w n.t.s. WATERSTOP -RX MIN 3'(75m0 COVERAGE 6' MIN (150r1m) VIITEX I. COPACT BACKFILL TO A MI@.BI D5X PROCTOR DENSITY CETCO SEANTAPE VOLTEX BENMSEPL VOLTEX DS FASTEN D" (30OIn) ON CENTER CETCO SEAMTAPE CONCRETE WALL VATERSTIP-RX ION 3175m) COVERAGE CONCRETE SLAB VOLTEX DS slab to wall connection CANT ROOF MEMBRANE 1/2" ROOF BOARD T.O. BEAM LOW ROOF DEC 28' -6 3/4" — RIGD INSULATION METAL ROOF CECK low roof wall d 1 =1 n.t.s. VOID LAMM Nil 4' MAW 1P' MOMS MN VILTEX BS CAST-R PLACE CONCRETE WALL VLTEXIS PATE WILL MIRK INSTILLED MIRIZINTILLY MODRED WATERlTTIP-DX I.. 3'T7S1w) COVERAGE VOLTEX DS TNANSI III SHEET INSTALLED MOLLY 11RENTED at shored wall /, VRTE( SS ISMER SW n.t.s. 1 VATERSTO' -RX MIN 7C75nn) COVERAGE REINFORCED CONCRETE SLAB MIN 4•000m) THICK • .� ;•#y, •..� • ✓ ,i /.• .* ••••• •' , 4l • i d ° f,�:titL: - s .a ayi4•hi s�::i i'0y» S�ti.# t. ' ° • fc 1'ACTED sua�TgATE + • � VOLTEX '�• .'r. tsA�� _ A %N EM ►®FDED PROCTOR DENSITY) waterproofing at plenum sla n.t.s. VOLTEX BENTOSEAL MIN 3/4•(18m) CANT PIPE VATERSTOP -RX MIN 3•(75nn) COVERAGE CONCRETE WALL pipe penetration n.t.s. GALVANIZED "L" METAL ANGLE WELDED TO I —BEAM FLANGE CONTINUOUS SPACER SCREWED TO "L" METAL ANGLE • intake louver CORRUGATED METAL SIDING CLOSURE SET IN SEALANT METAL FLASHING, MATCH COLOR & AND FINSH WITH CORRGATED SIDING INTAKE LOUVER by SKYVENTURE, PAINT TO MATCH CORRUGATED SIDING 1"=1 intake 1 1/2 " =1' -0" • DENS — GOLD — LASS SHEATHING 2X4 MET 16" 11 STUD uver CONTINUOUS CLEAT FLASHING. CAUKING UNDERSIDE OF JAMB METAL FLASHING, MATCH COLOR & AND FINSH WITH CORRGATED SIDING TOP CLOSURE SET IN SEALANT CORRUGATED METAL SIDING CORRUGATED METAL SIDING CLOSURE SET IN SEALANT BASE TRIM /FLASHING CANT ROOF MEMBRANE 1/2" ROOF BOARD R.A.T. low roof OBSERVATION/ SECOND LEVE 16' 4 -3/4" RIGD INSULATION METAL ROOF CECK 1 " =1' —O" ROOF MEMBRANE OVER ROOF BOARD ROOF DRAIN BEYOND ROOF MEMBRANE ROOF BOARD CANT I�il�lll��. METAL ROOF CECK II� roof drain @ upper roof DENS —GOLD —GLASS SHEATHING 2X6 METAL STUD 16" O.C. CORRUGATED METAL SIDING FIRE TREATED in PLYWOOD • FIRE TREATED LEVELING BLOCKING CAP FLASHING OVER ROOF MEMBRANE 8 0 0 2X8 BLOCKING 8" CMU ROOF MEMBRANE CANT ROOF MEMBRANE 1/2" ROOF BOARD . •• • •.� i • i • i • i • • • i i • i • i • i • i i • •O. • i • •• • •• . i • • • • i� i . ••, ❖ • ❖. • • ••. ❖ • • •. . • • . �. •. •❖. ❖ • ••. • • •� • • • ❖. ••••••,„:„. ❖. 0 0 0 •.00 •. . ❖. ❖. ❖.0 •.0 •.�. •. ❖. ❖. . ❖. ❖. •. ►. ❖. ❖. ❖. o ❖. ❖. • • I 0 0 0 — RIGD INSULATION METAL ROOF CECK parapet detail 1" =1' -0" T.O. BEAM LOW ROOF DECD 28' -6 3/4" SEALANT RECIEVER COUNTER FLASHING - ROOF MEMBRANE NEW CANT EXISTING ROOF- - i ■ 1,•.•i•••i •i ••i • i • ii r r riOiO.• •••••••,•.•,• • p•.••p,,,• •,gyp, ..,...••• • . ...•...•• ................... • r - -1 0 0 C C - -J L1 existing roof intersection 1 " =1, -o" CORRUGATED METAL SIDING GALVANIZED "L" METAL ANGLE BOLTED TO CONC. CLOSURE SET IN SEALANT BASE TRIM /FLASHING 0 •-I I ICI d — III — III —II 4.. .III�II 1J1�I — III —I 11H11- 11 — I1I— III�I1 =1 —1 I I- 111 11 I 1=111 11 =1 I II 1 I N 1-111 11- 111 -111 11 -1 — III — III —I I Il 11 =1 I Il 11 =1 I I R.A.T. BASE " =11 -0" FIRST LEVE 0, -0" PLENUM CONC. WALL CORRUGATED METAL SIDING soffit (Ian, service level T.O. BEAM SERVICE LEVEL 51' -8 3/4" 2X4 METAL STUD 0 16" O.C. CLOSURE SET IN SEALANT BASE TRIM /FLASHING BASE TRIM /FLASHING CORRUGATED METAL SIDING CORRUGATED METAL - SIDING CAP FLASHING OVER ROOF MEMBRANE 2x6 METAL STUD 16" O.C. ROOF MEMBRANE ANT ROOF MEMBRANE 1/2" ROOF BOARD / ❖.❖ 4.. ❖. ❖.❖ 4 •• ❖• ❖.. ❖. ❖.❖ � o ❖. ❖. ❖. ❖. •. � . •. o.. o. ❖. ❖. ❖.. _ —'— 1 parapet / 3/4 " =1' —O" / 61 2x6 METAL STUD 16" O.C. BUILDING PAPER OVER r DENS — GOLDGLASS BOARD CORRUGATED METAL - SIDING BASE TRIM/ FLASHING CORRUGATED METAL SIDING T.O. BEAM LOW ROOF DEC 28' -6 3/4" • RIGD INSULATION METAL ROOF CECK ondition 4' • 4 -. 4 4 V OBS RVATION DEC 16' -4 3/4" i 21 -1" slab intersection 2 J 3/4 " =1' -O" 4 1' -6" ■I Eiji 0 CV 0 0 CC 2x6 METAL STUD 16" 0.C. r GYP BOARD HSS BEAM PER STRUCTURE STORE SYSTEM PER WINDOW SCHEDULE TURNED —DOWN SLAB EDGE SEE STRUCTURE 8/S3.1 D thickened slab 3/4 " =1' —O" REVIEWED Fp CO ECOMPLIA ,APQJfVEn FEB 08 2011 1 1 City of Tukwila BUILDING fll ii s%F IRED FEB 00 2012 ( s CAMILA FEB 012011 PERMIT CENTER r I1 z O E U N ILJ 0 PERMIT COMMENT REVISION PERMIT COMMENTS CONSTRUCTION SET PERMIT REVIEW COMMENT5 NOTES: CONSTRUCTION SET PLOT DATE: 01/18/2011 JOB NO: 1009 DATE 0 Q 2 DRAWN BY: UKK CHECK: DF NOTES: CONSTRUCTION SET PLOT DATE: 01/18/2011 JOB NO: 1009 Jlf Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.216.0318 FAX: 425.216.0329 EXTERIOR ENVELOPE DETAILS SHEET: A515 OF: SHEETS BENTONITE WATERPROOFI NG • or.;#4,1,ts : ":ir:s:#:#:s :{:i: =i: ..i f' .# of i Li ni .s on,r :ofLIn f :, l/:l AF∎∎11 N.lr# at■i::# ■∎ #∎ or, i ss` ` as ass``_ss:iaa`"_saa` • SUB -BASE PER SOILS REPORT CONCRETE SEALER PAI NTED /SPAYED ON SURFACE. G" CONCRETE SLAB PER STRUCTURAL I 0 MIL. VAPOR BARRIER - i' ;iaa ;ia�i�p;•;p ;i: #: t�taaaa:� i:�:faa_�. SUB -BASE PER SOILS REPORT SLAB ON GRADE COMPOSITE DECK PER STRUCTURAL 4 TT INSULATION 20 GA. SHEET METAL LINER OVER 5/8" TYPE 'X' GWB PVER 22 GA. CORRUGATED STEEL DECK (SVLLC) PLE ONE HOUR (MIN.) FIRE RATING: CONCRETE SEALER PAI NTED /SPAYED ON SURFACE. COMPOSITE DECK PER STRUCTURAL FLOOR DECK N DECK PER RAL DWG. STEEL D'AM PER STRUCTURAL DWG. CONCRETE SEALER PAINTED/SPAYED ON SURFACE. COMPOSITE DECK PER STRUCTURAL —' R- I9 INSULATION V //4 BATT INSULATION FLOOR DECK W/ INSULATION 1 —HOUR F.R.: UL# XD935; UL# N609 FOR UNRESTRAINED BEAMS ROOFING MEMBRANE 1/2" PROTECTION BOARD R-25 RIDGID INSULATION VAPOR 5 METAL P STRUCT TEEL BEA LOW ROOF DECK RRI ER N DECK PER RAL DWG. PER STRUCTURAL CATWALK PROVIDED BY SVLLC li■■u■■■i■u■■■■■■■■■■■i■■r 116.4PWAW-161411A METAL P STRUCT N DECK. PER. RAL DWG. SERVICE LEVEL DECK ROOFING MEMBRANE I /2" PROTECTION BOARD R-25 RIDGID INSULATION VAPOR BAARRIER UPPER ROOF DECK N DECK PER RAL DWG. PER STRUCTURAL CONCRETE SEALER PAI NTED /SPAYED ON SURFACE. BENTONITE WATERPROOFING PLENUM WALL BELOW GRADE 5/8" TYPE 'X' GWB (FIRE TAPE WHERE PLANS INDICATE ONE HOUR FIRE RATING) 4" METAL STUD @ I G" O.C. R- 13 BATT INSULATION 4" STUD INT. WALL (W/ INSULATION) CONCRETE SEALER TO BE APPLIED ON BOTH SIDE OF CONC. EXPOSED PLENUM WALL ONE HOUR (MIN.) FIRE RATING: UL# 465 BLDG. EXTERIOR 5/8" TYPE 'X' GWB (FIRE TAPE WHERE PLANS INDICATE ONE HOUR FIRE RATING) G" METAL STUD @ 16" O.C. R- 13 BATT INSULATION 5/8" TYPE "X" GYP SD. 6" STUD INT. WALL (W/ INSULATION) 0 5/8" TYPE 'X' GWB ONE SIDE ONLY 4" METAL STUD @ I G" O.C. 4" STUD INT. WALL 2 —HOUR F.R. — GA FILE NO. al U436 AND GA #WP8250 (PROVIDE 2 HOUR), SIM. TO GA# WP9020 s. CORRUGATED METAL SIDING (SEE SPECIFICATION) STRUCTURAL STEEL (SEE STRUCTRAL DWG) ONE HOUR (MIN.) FIRE RATING: UL# 465 BLDG. INTERIOR EXTERIOR WALL NON -RATED CORRUGATED METAL EXTERIOR FINISH (SEE SPECIFICATION) (2) LAYERS GO MIN. BUILDING PAPER I " RIGID INSULATION 5/8" GLASS MAT GYPSUM SHEATHING G" METAL STUD @ I G" O.C. R -13 BATT INSULATION 5/8" TYPE "X" GYP BD. 5/8" TYPE 'X' GWB (FIRE TAPE WHERE PLANS INDICATE ONE HOUR FIRE RATING) 4" METAL STUD @ I G" O.C. CORRUGATED METAL EXTERIOR FINSH (SEE SPECI FICATION) STEEL GIRT (SEE STRUCTRAL DWG) (AIR AND MOISTURE BARRIER CORRUGATED METAL DECKI NG (SVLLC) 22 GA. STEEL LINER PANEL (SVLLC) RETURN AIR TOWER (EXT. W IF THESE SHEETS ARE NOT 24" X 3G" THEN DRAWING IS NOT TO SCALE. GRID EXISTING WALL ASSEMBLY TO REMAIN (2) LAYERS 6O MIN. BUILDING PAPER 0/ NEW GYP SHEATHING ON EXISTING WALL ASSEMBLY I" AIR GAP 8" FULLY GROUTED CMU WALL NEW 4" METAL STUD WITH 5/8" GYP BD. AND BATT INSULATION DEMISING WALL w/ 4" FURRING 2 —HOUR F.R.. — GA FILE NO. UL# U436 AND \ GA #WP82§0 . (PROVIDE 2 HOUR), SIM. TO GA# WP9020 NON —RATED T. 1; SHAFT WALL ASSEMBLY (C -H CHANNELS WITH I " SHAFT LINER AND 5/8" TYPE 'X' GWD) CORRUGATED METAL ti EXISTING WALL ASSEMBLY TO REMAIN (2) LAYERS GO MIN. BUILDING PAPER 0/ NEW GYP SHEATHING ON EXISTING WALL ASSEMBLY I" AIR GAP 8" FULLY GROUTED CMU WALL DEMISING WALL w/ EXPOSED CMU 2 —HOUR F.R. — GA FILE NO. UL# U436 AND GA #WP8250 (PROVIDE 2 HOUR), SIM. TO GA# WP9020 V REVIEWED FOR DECKI NG ( VLLC) I CODE COMPLIANCE APPDflVED o. FEB 08 2011 TT INSULATIO 22 GA. STEEL LINER. PANEL (SVLLC) City of Tukwila BUILDING DIVIg1WM 4" STUD INT. WALL (W /O INSULATION) RETURN AIR TOWER (INT. WALL) SHAFT WALL W/ 1" SHAFT LINER 5/8" TYPE 'X' GWD R -21 BATT INSULATION 22 GA. STEEL LINER PANELO/ 1 -1/2" CORRUGATED DECK (SV) RETURN AIR TOWER (INT. WALL) 1 —HOUR F.R. — GA FILE NO. UL# U436 AND GA# WP9020 ONE HOUR (MIN.) FIRE RATING: UL# 465 EXPI `~` ED FEB O. 2012 5/8" TYPE 'X' GWD (FIRE TAPE WHERE PLANS INDICATE ONE HOUR FIRE RATING) G" METAL STUD @ I G" O.C. 5/8" TYPE "X" GYP BD. 6" STUD INT. WALL (W /O INSULATION) ONE HOUR (MIN.) FIRE RATING: UL# 465 1 —HOUR F.R. — GA FILE NO. UL# U436 AND GA# WP9020 CORRUGATED METAL EXTERIOR FINSH (SEE SPECI FICATION) AIR AND MOISTURE BARRIER / I GIRT A 4, A" 4. 4 4 .4 . 8" FULLY GROUTED CMU WALL NEW 4" METAL STUD WITH 5/8" GYP BD. AND BATT INSULATION CMU WALL w/ 4" FURRING 2 —HOUR F.R.. — GA FILE NO. UL# U436 AND \ EGA #WP82 i0 . (PROVIDE 2 HOUR), SIM. TO GA# WP9020 I ARID bo S EXTERIOR WALL @ UNCONDITIONED SPACE aG a 4' . • 4 4 •• E CMU WALL 8" FULLY GROUTED CMU ' WALL aTVNSia FEB 0 T 2011 PERMIT CENTER NO FURRING 2 -HOUR F.R. — GA FILE NO. UL$# U436 AND GA #WP8250 (PROVIDE 2 HOUR), SIM. TO GA# WP9020 '' :1.:+0 z o E COMMENT REVISION COMMENTS II AM 1 METAL P STRUCT BE % ______ / .TEE 1111111. MM. 1009 UPPER ROOF DECK N DECK PER RAL DWG. PER STRUCTURAL CONCRETE SEALER PAI NTED /SPAYED ON SURFACE. BENTONITE WATERPROOFING PLENUM WALL BELOW GRADE 5/8" TYPE 'X' GWB (FIRE TAPE WHERE PLANS INDICATE ONE HOUR FIRE RATING) 4" METAL STUD @ I G" O.C. R- 13 BATT INSULATION 4" STUD INT. WALL (W/ INSULATION) CONCRETE SEALER TO BE APPLIED ON BOTH SIDE OF CONC. EXPOSED PLENUM WALL ONE HOUR (MIN.) FIRE RATING: UL# 465 BLDG. EXTERIOR 5/8" TYPE 'X' GWB (FIRE TAPE WHERE PLANS INDICATE ONE HOUR FIRE RATING) G" METAL STUD @ 16" O.C. R- 13 BATT INSULATION 5/8" TYPE "X" GYP SD. 6" STUD INT. WALL (W/ INSULATION) 0 5/8" TYPE 'X' GWB ONE SIDE ONLY 4" METAL STUD @ I G" O.C. 4" STUD INT. WALL 2 —HOUR F.R. — GA FILE NO. al U436 AND GA #WP8250 (PROVIDE 2 HOUR), SIM. TO GA# WP9020 s. CORRUGATED METAL SIDING (SEE SPECIFICATION) STRUCTURAL STEEL (SEE STRUCTRAL DWG) ONE HOUR (MIN.) FIRE RATING: UL# 465 BLDG. INTERIOR EXTERIOR WALL NON -RATED CORRUGATED METAL EXTERIOR FINISH (SEE SPECIFICATION) (2) LAYERS GO MIN. BUILDING PAPER I " RIGID INSULATION 5/8" GLASS MAT GYPSUM SHEATHING G" METAL STUD @ I G" O.C. R -13 BATT INSULATION 5/8" TYPE "X" GYP BD. 5/8" TYPE 'X' GWB (FIRE TAPE WHERE PLANS INDICATE ONE HOUR FIRE RATING) 4" METAL STUD @ I G" O.C. CORRUGATED METAL EXTERIOR FINSH (SEE SPECI FICATION) STEEL GIRT (SEE STRUCTRAL DWG) (AIR AND MOISTURE BARRIER CORRUGATED METAL DECKI NG (SVLLC) 22 GA. STEEL LINER PANEL (SVLLC) RETURN AIR TOWER (EXT. W IF THESE SHEETS ARE NOT 24" X 3G" THEN DRAWING IS NOT TO SCALE. GRID EXISTING WALL ASSEMBLY TO REMAIN (2) LAYERS 6O MIN. BUILDING PAPER 0/ NEW GYP SHEATHING ON EXISTING WALL ASSEMBLY I" AIR GAP 8" FULLY GROUTED CMU WALL NEW 4" METAL STUD WITH 5/8" GYP BD. AND BATT INSULATION DEMISING WALL w/ 4" FURRING 2 —HOUR F.R.. — GA FILE NO. UL# U436 AND \ GA #WP82§0 . (PROVIDE 2 HOUR), SIM. TO GA# WP9020 NON —RATED T. 1; SHAFT WALL ASSEMBLY (C -H CHANNELS WITH I " SHAFT LINER AND 5/8" TYPE 'X' GWD) CORRUGATED METAL ti EXISTING WALL ASSEMBLY TO REMAIN (2) LAYERS GO MIN. BUILDING PAPER 0/ NEW GYP SHEATHING ON EXISTING WALL ASSEMBLY I" AIR GAP 8" FULLY GROUTED CMU WALL DEMISING WALL w/ EXPOSED CMU 2 —HOUR F.R. — GA FILE NO. UL# U436 AND GA #WP8250 (PROVIDE 2 HOUR), SIM. TO GA# WP9020 V REVIEWED FOR DECKI NG ( VLLC) I CODE COMPLIANCE APPDflVED o. FEB 08 2011 TT INSULATIO 22 GA. STEEL LINER. PANEL (SVLLC) City of Tukwila BUILDING DIVIg1WM 4" STUD INT. WALL (W /O INSULATION) RETURN AIR TOWER (INT. WALL) SHAFT WALL W/ 1" SHAFT LINER 5/8" TYPE 'X' GWD R -21 BATT INSULATION 22 GA. STEEL LINER PANELO/ 1 -1/2" CORRUGATED DECK (SV) RETURN AIR TOWER (INT. WALL) 1 —HOUR F.R. — GA FILE NO. UL# U436 AND GA# WP9020 ONE HOUR (MIN.) FIRE RATING: UL# 465 EXPI `~` ED FEB O. 2012 5/8" TYPE 'X' GWD (FIRE TAPE WHERE PLANS INDICATE ONE HOUR FIRE RATING) G" METAL STUD @ I G" O.C. 5/8" TYPE "X" GYP BD. 6" STUD INT. WALL (W /O INSULATION) ONE HOUR (MIN.) FIRE RATING: UL# 465 1 —HOUR F.R. — GA FILE NO. UL# U436 AND GA# WP9020 CORRUGATED METAL EXTERIOR FINSH (SEE SPECI FICATION) AIR AND MOISTURE BARRIER / I GIRT A 4, A" 4. 4 4 .4 . 8" FULLY GROUTED CMU WALL NEW 4" METAL STUD WITH 5/8" GYP BD. AND BATT INSULATION CMU WALL w/ 4" FURRING 2 —HOUR F.R.. — GA FILE NO. UL# U436 AND \ EGA #WP82 i0 . (PROVIDE 2 HOUR), SIM. TO GA# WP9020 I ARID bo S EXTERIOR WALL @ UNCONDITIONED SPACE aG a 4' . • 4 4 •• E CMU WALL 8" FULLY GROUTED CMU ' WALL aTVNSia FEB 0 T 2011 PERMIT CENTER NO FURRING 2 -HOUR F.R. — GA FILE NO. UL$# U436 AND GA #WP8250 (PROVIDE 2 HOUR), SIM. TO GA# WP9020 '' :1.:+0 z o E COMMENT REVISION COMMENTS O NOTES: CONSTRUCTION SET PLOT DATE: 01/18/2011 JOB NO: 1009 U in 0 U DATE Q DRAWN BY: , UK K. CHECK: DF NOTES: CONSTRUCTION SET PLOT DATE: 01/18/2011 JOB NO: 1009 J Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.216.0318 FAX: 425.216.0329 SHEET: A600 OF: SHEETS C 0 c0 0 W 2 In i 0 z w w z z wg LA_ 0Mz 0_Q oocoz cn --Q Q e oo - I 0W ,- ^�rr is wLw :2 w >pwLLi1 IL(nanX -FLY INDOOR SKYDIVING $ITEW.ORKICIVIL DESIGN SCHEDULE OF DRAWINGS SHEET NO. TITLE Cl COVER 02 TOPOGRAPHIC SURVEY C3 TESC PLAN & CONSTRUCTION NOTES C4 TESC NOTES & DETAILS C5 GENERAL NOTES, WATER NOTES 13 c. DETAILS C6 UTILITY PLAN 07 PAVING RESTORATION PLAN C8 ':V ►. ' NG DETAILS DELETED REVIEWED FOR CODE COMPLIANCE ApoonvEn FEB 08 2U11 City of Tukwila BUILDING I11Ui4Ifln" S 93 ST S 99 ST S199ST N S- 17 Sr S108S7 RAINIER GOLF & COUNTRY CLUB S116ST VDST'!I S 124 ST - ns N11 S 154 P"1 S 164 S 166 ST EX'` I PROJEC T LOCATION ED FEB Oa 2012 No--2..q5w RESUBMITTAL 1/26/11 APPROVED FEB 03 2011 City of Tukwila PUBLIC Works Call before you DZg. 1 -800- 424 -5555 UNDERGROUND, SERVICE (USA) CITAFTUKiM FEB 012011 PERMIT CENTER PERMIT SET LiJ 0 {n 1--- z w 0 U w_ W C) N I Q t�) F— z W O w w F- U z 0 in W <Kr CO T CO CD C ^ N V, = O Lo- 2 09 Q <� C 0Ca° (0 — cn a. evi CL E co C BOTHELL, WA. 98011 ILL z III w o 0 � o° 0 m z Q N h co 00000 W 0 U SCALE: AS SHOWN DATE: OCT 2010 DESIGNED BY: DKU CHECKED BY: KHN JOB NUMBER 10610.00 DWG NAME: P10610 CVR SHEET Cl OF 0 ce 0 LA.]. w o m a � I oaZx �NOzO � Q ^C\I4 ' ' r- QClCcn 0 (0 (0 /iN °N IZ - r zP~Zg` ce w >©141W = < J (i)Q FND MON IN CASE 3/4" PLUG W /PUNCH ELEV.= 22.29(DN- 1.5') 4 -7 -10 SSMH RIM =23.11 CL CHAN. 8 "CONC (N /S /E) =12.3 ANDOVER PARK WEST 42' SS v TUKWILA PARKWAY N88'38'48 "E 477.96' w 8 "SS 400 LF S5 �z4 DOUBLE YELLOW VM --S._ SINGLE WHITE RPM 8 "W w CURB & GUTTER w SS UFO SS -25- UFO - 10' EASEMENT 1''' 6 "DEC u 6 "DEC UP °- PER PLAT T CB RIM =25.74 IE 10 "CMP(W) =20.7 IE 10 "CMP(E) -20.7 IE 8 "CMP(S) =20.7 ,- -26- 6 "DEC ONC CURB F SS -up _- __6 DEC GRASS ,R UP UFO FND MON IN CASE 1/2" PLUG W /PUNCH ELEV =22.79 (ON- 1.0') 4 -7 -10 SSMH RIM =24.46 CL CHAN. 8 "CONC r-- (E /W) =14.7 .-a 8 »w CURB & GUTTER C.O. CURB & GUTTER CW DRIVEWAY CW N84•42' 48"E 8 "DEC 6 "DEC 6 "DEC -6iTEC 2 "CON GRASS UFO COIKIC-CORTE SD SD 8 "SD 8 "SD. B RIM =26.07 C: RIM =25.87 IE 10 "CMP(W) =21.2 ASPHALT IE 8'�CMP(W) =22.0 IE 8 "CMP(E) =21.2 ____ - -__IE B�CMP(E) =22.0 27------ - - - - -- -- - BM 1078D -66.90 cn NAIL & WASHER EL= 26.15 8 "SD NO PARKING, IRE LANE 8 "SD GRASS 8"DEC Cw 0 0 m FACE BLDG. P51 0 WATER VALVE HYDRANT FIRE DEPT. CONNECTION WATER METER POST INDICATOR VALVE MANHOLES (SS /SD) CB POWER /UTILITY POLE GUY ANCHOR JUNCTION BOX POWER TRANSFORMER POWER /TELEPHONE VAULT GAS METER STREET LIGHT o. LUMINAIRE x SPOT ELEVATION 0 DECIDUOUS TREE 3E- CONIFER TREE W II N 0 co 0 zi Cw -- 27 - - -� -- , •�------ __________ - - -- ' 0 g CB RIM =25.85 IE 8 "CMP(W) =23.0 IE 8 "CMP(E) =23.0 NO PARKING FIRE LANE C.O. 6"SD CB RIM =26.27 IE 8 "CMP(W) =24.3 EX. CURB TYP ASPHALT 5 1` CURB `, 8 "DEC GRASS I FACE BLDG. I, HOSE BIB C CW P.A. SSS C.O. RPM S . FOUND CASED MONUMENT SET PK NAIL /ALUMINUM WASHER STAMPED "PACE. CONTROL" Crl 1I0 N0 Po W 73 IRRIGATION CONTROL VALVE BOX CONCRETE CONCRETE WALKWAY PLANTED AREA SANITARY SIDE SEWER CLEAN OUT WATER VAULT RAISED PAVEMENT MARKER CENTER LINES RIGHT -OF -WAY LINES w WATER LINE ss SANITARY SEWER LINE SD STORM DRAIN LINE G GAS LINE UP UNDERGROUND POWER LINES UFO UNDERGROUND FIBER OPTICS RECORD LEGAL DESCRIPTION: N/A GRAPHIC SCALE 20 0 20 40 e� ( IN FEET ) 1 inch = 20 ft. NOTE; SPOT ELEVATIONS HAVE BEEN TURNED OFF FOR PURPOSES OF CLARITY TO VIEW THIS INFORMATION THAW LAYERS V- POINT - *.* W II N 0 IX 0 41. M CW MOONIM 3003 'M 0 �v 0 cnO II N0 cri 00 4 -- m MOGNIM 3003 MOGNIM 3003 MOONIM 3003 ' OF O N n O Ld z 0 CW STEEL SUPPORT STANCHION (TYP) N89'41'36 "W UP� '27 - - - -- ASPHALT -- - - - - -- ----------- 26------------------ - - - - -- - -- - - -- - Elea- -2P - - CB RIM =22.43 IE 10 "CMP(W) =18.4 IE 10 "CM P(E) =18.4 IE 10 "CMP(N) =18.6 10 "SD - -24 - -- ASPHALT ----------- - 23- -------- _ -_ CB RIM =22.88 IE 10 "CMP(W) =18.2 IE 12 "CMP(E) =18.2 up 0 NO PARKING Fl O z h n C m 0 8 "DEC CB RIM =23.76 IE 6 "CI (N) =20.6 CB RIM =23.03 IE 12 "CMP(N) =15.5 lE 12 "CMP(S) =15.5 0 0 DFC PLA I / NO PARKING FIRE LANE 1 \ p DMH R M =25.15 IE 12 "CMP(SW) =17.4 lE 12 "CMP(E) =17.2 TOP OVERFLOW =19.5 1E 8 "CMP(NE) =17.4 12 "SD CB RIM =22.66 IE 12 "CMP(W) =17.7 IE 12 "CMP(E) =17.7 27.00' ASPHALT 82If10 ONOO N UI 0 w z J w LL 0_ 0 8 "DEC 8 "DEC 10 "DEC 0 EC 12 "SD S ASPHALT 27.00' C) 0 z c) c 73 6" DEC 3' DE, E 88n0 ONOO CB RIM =23.10 IE 8 "CMP(SW) =19.7 BM 1078E -55 93 NAIL & WASHER EL =24.11 I C.M.ST P &P AND U.P. RAILROAD EASEMENT PORTION OF: N. 1/2, SECTION 26, & S. 1/2 SECTION 23, T. 23N., R. 4E., W.M. 437.92' NOTES: HORIZONTAL DATUM: DEED & RECORD OF SURVEY IN SECTION 23 -23 -04 BASIS OF. BEARINGS: HELD N0014'09 "W ALONG EAST LINE OF SW 1/4, SE 1/4 23 -23 -4. VERTICAL DATUM: PER EXISTING SURVEY BY APEX ENGINEERING LLC UNDER FILE NO. 28368 DATED 6/11/04. BELIEVED TO BE TO NGVD 1929 DATUM. SITE AREA: N/A ALL DISTANCES SHOWN ARE GROUND DISTANCES UNLESS OTHERWISE NOTED. THE LOCATION AND DESCRIPTION OF ALL SURVEY MARKERS SHOWN HEREON ARE BASED ON FIELD OBSERVATIONS TAKEN ON APRIL & SEPTEMBER 2010, UNLESS OTHERWISE INDICATED. WORK PERFORMED IN CONJUNCTION WITH THIS SURVEY UTILIZED THE FOLLOWING EQUIPMENT AND PROCEDURES: (A) TREMBLE S6 ELECTRONIC TOTAL STATION, MAINTAINED TO THE MANUFACTURER'S SPECIFICATIONS PER W.A.C. 332 - 130 -100. (B) FIELD TRAVERSE, EXCEEDING REQUIREMENTS SET FORTH IN W.A.C. 332 -130 -090. PERMIT CENTER THIS TOPOGRAPHIC SURVEY DRAWING ACCURATELY PRESENTS SURFACE FEATURES LOCATED DURING THE COURSE OF THIS SURVEY. UNDERGROUND UTILITIES SHOWN HEREON ARE BASED SOLELY UPON INFORMATION CY O PROVIDED M OTHERS ES AND PACE TO /ENGI DOES NOT ACCEPT RESPONSIBILITY AND OR ASSUME LIABILITY FOR RESUBMITTAL 1 /26/11 THEIR ACCURACY OR COMPLETENESS. CONTRACTOR /ENGINEERS SHALL VERIFY EXACT SIZE AND LOCATION PRIOR TO CONSTRUCTION. CALL FOR LOCATE: UTILITY LOCATION SERVICE: 1 -800- 425 -5555. 27.00' C.M.ST P &P AND U.P. RAILROAD EASEMENT REVIEWED FOR CODE COMPLIANCE A DDDflvFO FEB 0 8 2011 City of Tukwila BUILDING DIVI.SICMM EX C ED FEB 0 9 2012 Call before you Dig. 1 -800- 424 -5555 RECEIV CITY OFTI1 to FEB. 01 2011 UNDERGROUND SERVICE (USA) PERMIT SET co co cc; a) o c) a)0)CO QQ� C • CD CO p N C• N Q. BOTHELL, WA. 98011 z Z w O m DC W co O CO co I -FLY INDOOR SKYDIVING w o I0, J w ~ z Q w TOPOGRAPHIC SURVEY SCALE: AS SHOWN DATE: OCT 2010 DESIGNED BY: DKU CHECKED BY: KHN JOB NUMBER 10610.00 DWG NAME: P10610._SRV SHEET C2 OF _w END MON IN CASE 3/4" PLUG W/PUNCH ELEV.= 27.29(DN 1.5) 4 10 SSMI-1 RIM ,-.23.11 /---CL CH AN. 8"CONC (N/S/E)-.17.3 ANDOVER PARK WEST a LLj co 0 (r) LI LU (i) a 0 0 LE LI LI 5 a. li.Jm (.0 )- 0 El 3m c‹ cia < DNozci 0 t`TD- fn....• NNW I 0 CL 0 co= ▪ No co CD Cu (6 <Ppzr,- ound ti- cna_mx X10610_BDR, '12' - • 3 3 C) z cri 6 TUKWILA PARKWAY 4 77.96' _ . E _ _ SINGLE WHITE: RPM 8"W. _ CURB & GUTTER ii 7.2==2.-. !225-'_ Liro-_-____ _7 -71=..=-. = __ . . "S(3 400 L. _ 1 - _ .__ _ 6='-DEe- ----- ,D DEC e-) I 0' EASEMEN I .. ,......--„, .e' - - - ---•-- up •-•••--,..,_ -___..---,•-______......_ up _ ____ PER PLAT , ')8"DEC .• GRASS - ) ')' 6''DEC .. __ _ ._ 1 _COW: P F B_ _ _ „.= - __., _:.:__ ,, _ _ ._._____. _ . ._=_ __ / CB RIM=25. A / IL 10"CMP(W),-- 20.7 / IE 10"CMP(E)= 20. 7 ./ IE 8"CMP(S)•,-20. FACE BLDG. =Zs / CW 10t0 -.11- / I 1 I ICH RI M=.26.07 1E 10"CMP(W)=-21.? - / IF 8"CMP(E),-,.21.2 -' 8"SD NO P ARKIN %FIRE LANE (1) 8"SD 1 ASPH AI_ I :Ara' -------- STRAW WATTLE WITH SANDBAGS AT NEW WATER METER AND TRANSFORMER LOCATION SSMH R1M--•24.4,7i CL CIIAN. 8"CONC - - w - _ -801 _ END K/1011 IN CASE 1/2" PLUG W/PU NCH ELEV= 22.79 • (ON-- 1.0') 4-7-10 \ MATERIAL HAUL ROUTE TO USE THIS DRIVEWAY UN - ---------- - ....AU_THORIZED-8-Y--ENGIN AND APPROVED BY,-THLCITY • • ------------- + --------- --- - -- -------- 8"W s''"•••• .C.O. \\_ - • - ,....ekest;i_somoza was= 6DEC GRASS ‘, • ! ft! }A • u 11 --V- - P.A. 8 r 1- I 1 I INSTALL CB ; INSERTTYP. - - CH RIM=2!:./.81 1E 8"CM.P(1/) 72.0 _IE 8"C1VP(E' C .// 81'‘I'JAA1.11.0 (N.81.)1,A1-A6,S61-.1 E9R0 //77- 8"SO &L . 0:- I " • -- ;EL_ P. Az.• P. A _ -9 • CCIJE-C - C W . -------------- - --- • 8 01:C • GRASS - -- -- ./. .-: - C;) 15:-.. CB RIM -25.85 1 CB RIM=26.27 --1 IE 8"CMP ( W) - 2.3. 0 I IF, 8"CIMP( W)- 24 -3 / r/') I I : IE 8"CMP(0=2,i 0 --1 • . I ,. ,..? ,1, EL.,,cLJELBsIcp;i____FL, _ _ I ,s, - , , (-; 1 / 1,!0 PARKING FIRE LANE__. i°3-:;:::;1 s'.7.(4:- I C _........_ . _ ASPI IALT - • „.1 (L- I 1 2' uJ 5 1.1_1 cc' <1; rn C) 111 21C. 0 0 0 1-9 Pi Ci 0 0 SUPP OR I / STANCHION (TYP)-1 lip CB DIM •• • 72.43 1E_ 10"CM P(W)=18.4 IL 10"CM P(11.) -18.4 , IE 10"CMP(N)=18.6-' TESC PLAN SCALE: 1"=20' - 27_00' Li 0 71 ASPH AI 1 'Cu CB F<IN - 23.03 12"CMP(N)=15.5..../ IC 12"CMP(S)-15.5 APPROXIMATE LIMITS OF EXpikVATION 8"DEC / CRASS / ...--4 , /....._,.. ,,._ ___ c., - ) r- • ______, •,,i.,"-- :-.....,-;81' \,':-I')RE'FICiv1. = 23. 76 711 L • (T) : A -e".-.1E CI (N)-,70.6 . _,_ - (.." r .Th, ;,-;,.,.. i L - . (-- fol-s.)1 . A- 8"OEC ---; f:-.? 1-rf v • ,(' ....ry ..• 10"DEC bc. ,-- I- APPROXIMATE LIMITS OF EXCAVATION- - ASPHAL I I I 0 "SD SD I • ASPI 1 ALT 11 I I I 1101111=1 LEL.= INSTALL CB INSERT, TYP. •=11211 IIENNION CD RIM 22.88 7651 IE 10"CMP(W)=18.2 II. 17"CMP(C) 18. 2 --/ 165111•152 - - - MMEI E 12"CMP(SW:)17.4- f .5 •5\41 10" DEC fAX, AP P -• u4-01// 14'1 DEC\ • T * 2-sD / 12"1.: NP(E)-1 7.2 r-5;:il OP OW_ RF OW,,;19.5 IC 8"CMP(NE).,;17.4 1 2" SD - E) - IMMO= .711111MAIN 111:011MIS r Enr221.'rr IL II: 1.1221C(.::,KA4171_5) :)).:117/.. 7/ Sidatitig1i1 NAME= ASPI IAL I H-- -Ii'll7.7571 --mmali.- ---..-- - 27.00' 4" ESE C r1 11 1 " IDEC 7.) 'Ii II ---------- 0 HORIZ. 0 LEGEND: 11131111111111 111111.1111111 111116111ffi 10 20 40 Scale In Feet LIMITS OF CONSTRUCTION LIMITS OF EXCAVATION CATCH BASIN PROTECTION STRAW WATTLES REVIEWED FOR CODE COMPLIANCE APPRAVED FEB 08 2U11 City of Tukwila BUILDING DIVISION CONSTRUCTION ENTRANCE, SEE RAM=73.10 IE 8"CMP(SW)=19.7 LIMITS OF CONSTRUCTION --BM 1018E- 55.9_5 NAIL & WASHER EL=--24.11 P&P AND U. P. RA11...ROAD FASEMEN I' CA.:31 P&P AND P. RAII.ROAD EASE.MEN RESUBMITTAL 1/26/11 ,1; EX 1 I,' ED FEB 09 2,012, 7•1„ APPROVED FEB 03 2011 City of Tukwila PUBLIC Works Call before you 1-800-424-5555 UNDERGROUND SERVICE (USA) cITYINE1 FEB 0 1 2011 PERMIT CENTER PERMIT SET a z 0 En LU U) E3 co BOTHELL, WA. -J (fi 0 DI F -1 0 ° m 62 L.Li Lij 03 0 Ca C9 >- NC CO I- FLY INDOOR TESC PLAN SCALE: AS SHOWN DATE: OCT 2010 DESIGNED BY: DKU CHECKED BY: KHN JOB NUMBER 10(310.00 DWG NAME: P10610_EC SHEET C3 OF 8 TEMPORARY EROSION AND r IMENT CONTROL (TESC) NOTES: 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE WORK LIMITS, INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO ESC PLAN. . . ESC MEASURES SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. . • FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE THAT CONTRIBUTE TO OFFSITE RUNOFF. . FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT CONTRIBUTE TO OFFSITE RUNOFF THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. . B. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. C. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET. SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. . FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. . DURING THE LIFE OF THE PROJECT, THE CONTRACTOR SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL PAVED SURFACES, DRAINS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE CONTRACTOR SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL WITH THE DIRECTOR'S APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT- RELATED WORK. 10. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE CONTRACTOR IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE CONTRACTOR SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC PLAN AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. . 12. THE CONTRACTOR SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING ANY WORK OPERATIONS. THE CONTRACTOR SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE CONTRACTORS OPERATIONS. 13. CONTRACTOR SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: A. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. B. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN,,;, C. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. D. REPAIR ANY SITUATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. . E. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. 14. IT SHALL BE NOTED THAT THE PUBLIC STREETS AND PRIVATE PAVED PARKING / DRIVES SHALL BE KEPT CLEAN. SEDIMENT -LADEN STORMWATER SHALL NOT ENTER THE S TORM DRAIN SYSTEM. . 12. IT SHALL ALSO BE NOTED THAT THE CONTRACTOR SHALL MAINTAIN DUST CONTROL CONSTRUCTION SEQUENCE 1, . HOLD THE PRE - CONSTRUCTION MEETING. • POST A SIGN WITH THE NAME AND PHONE NUMBERS OF THE ESC AND SITE SUPERVISOR. CALL 1 -800- 424 -5555 2 DAYS BEFORE YOU DIG FOR LOCATE OF UNDERGROUND UTILITIES. • IMPLEMENT TRAFFIC CONTROL PLAN DURING CONSTRUCTION IN RIGHT -OF -WAY. 5. FLAG LIMITS OF CONSTRUCTION. 6. INSTALL CATCH BASIN PROTECTION. 7. POTHOLE LOCATED UTILITIES TO VERIFY UTILITY DEPTHS AND CONDITIONS. IF UTILITY CONFLICT IS IMMINENT, CONTACT ENGINEER BEFORE CONTINUING WITH CONSTRUCTION. 8. SAWCUT AND REMOVE PAVEMENT. 9. BUILDING DEMO AND INTERNAL MECHANICAL AND ELECTRICAL TO MAINTAIN EXISTING BUILDING TO REMAIN. 10. EXCAVATE AND SHORE FOR FOUNDATION, INSTALL CONSTRUCTION ENTRANCE AS NEEDED, 11. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY OF TUKWILA STANDARDS AND MANUFACTURERS RECOMMENDATIONS. 12. COVER EXPOSED TRENCHES WITH TEMPORARY STEEL PLATING DURING NON- WORKING HOURS. 13. CONSTRUCT NEW FACILITIES AND NEW UTILITY WORK. 14. PATCH AND SEAL PAVEMENT. 15. REMOVE SEDIMENT, DEBRIS AND EQUIPMENT FROM ALL HARDSCAPE SURFACES. 16. REMOVE CATCH BASIN SOCKS AND CLEAN STORM SYSTEM AS NEEDED. DISPOSE OF SEDIMENT TO AN APPROVED LOCATION. . DRAINAGE GRATE SEDIMENT AND DEBRIS DRAINAGE GRATE N RECTANGULAR GRATE SHOWN P L J P P p P , D EXISTING CATCH BASIN SECTION VIEW NOT TO SCALE OVERFLOW BYPASS BELOW INLET GRATE DEVICE 1 RETRIEVAL SYSTEM (TYP.) BELOW INLET GRATE DEVICE ISOMETRIC VIEW OVERFLOW BYPASS (TYP.) NOTES 1. SIZE THE BELOW INLET GRATE DEVICE (BIGD) FOR THE STORM WATER STRUCTURE IT WILL SERVICE. 2. • THE BIGD SHALL HAVE A BUILT -IN HIGH -FLOW RELIEF SYSTEM (OVERFLOW BYPASS). 3. THE RETRIEVAL SYSTEM MUST ALLOW REM_ OVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. 4. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8- 01.3(15). CATCH BASIN INSERT SCALE: NTS N TES NEW WATER METER SILT DIKE OR WATTLE WITH SANDBAG ANCHOR, TYPICAL. EXISTING SIDEWALK NOTES 1. ON PAVED SURFACES, ANCHOR WATTLE WITH SAND BAGS. STRAW WATTLE DETAIL SCALE: NTS 10 FT. MAXIMUM C3 ANCHOR WEIGHTS TYP REVIEWED NCE �CAODE COM APPROVED FEB 0 8 2011 City of Tukwila BUILDING DIVISION INCLUDE PLASTIC SHEETING BELOW STOCKPILE PROVIDE PLASTIC WITH ANCHORS AT TOE. NOTES 1. TIRES, SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SHEETING. 2. SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12 IN. AND BE WEIGHTED OR TAPED. 3. PLASTIC SHEETING SHALL HAVE A MINIMUM THICKNESS OF 6 MIL. 4. USE PLASTIC COVERING FOR ANY MATERIAL STOCKPILED ON SITE. PLASTIC COVERING FOR STOCKPILES DETAIL SCALE: NTS EXISTING PAVMENT 25' - On R MIN. (TYP.) 8" QUARRY SPALLS GENERAL CONSTRUCTION NOTES: PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1 -800- 424 -5555) FOR UTILITY LOCATIONS. CONTACTS: OWNER: BILL ADAMS, I -FLY DESIGN PROJECT MANAGER: KIRK UTLEY, P.E. OR KEN NILSEN, P.E. 206 441 -1855 DESIGN ENGINEER: STEVE MORALES, P.E. 206 441 -1855 AS REQUIRED, 100' MIN. 1. PLACE CONSTRUCTION GEOTEXTILE FOR SOIL STABILIZATION AND A MINIMUM OF 0.15' CRUSHED ROCK UNDER THE SPALLS, FROM THE EDGE OF THE EXISTING ROADWAY TO THE RADIUS RETURNS, OR AS DIRECTED BY THE ENGINEER. 2. SEE TESC PLAN FOR PLACEMENT OF STABILIZED CONSTRUCTION ENTRANCE. PROVIDE FULL WIDTH OF INGRESS / EGRESS AREA 15' - 0" MIN. STABILIZED CONSTRUCTION ENTRANCE DETAIL SCALE: NTS 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE CONTRACTOR IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, CONDITIONS, SPECIFICATIONS, ASSOCIATED PERMITS AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. CONTRACTOR SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 3. ALL WORK IN ROADWAYS AND RIGHT -OF -WAY SHALL MEET TMC 11 AND THE FOLLOWING: A. PRIOR TO ANY ACTIVITY IN CITY RIGHT -OF -WAY, THE CONTRACTOR SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF TRAFFIC FLOW AND MAINTENANCE DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. B. ALL WORK REQUIRING LANE CLOSURES MUST BE PRE- APPROVED. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. C. FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN CONTRACTOR HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS. D. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM THE DIRECTOR. E. INSTALL STEEL PLATE OVER. ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. F. PEDESTRIAN ACCESS MUST BE MAINTAINED IN ACCORDANCE WITH ADA REQUIREMENTS DURING ANY SIDEWALK CLOSURES. 4. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 5. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT 206- 433 -0179. 6. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206 - 433 -0179. 7. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. . 8. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 11. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY, EASEMENTS, AND ACCESS TRACTS. 12. TRUCKS SHALL REMAIN ON PAVED SURFACES AND THE CONSTRUCTION ENTRANCE AT ALL TIMES. 13. ALL EXCAVATED MATERIAL SHALL BE DISPOSED AT AN APPROVED AND PERMITTED DISPOSAL SITE. 14. STOCKPILING ON SITE WILL ONLY BE ALLOWED IN ACCORDANCE WITH EXISTING TENANT PARKING AGREEMENTS. IF ALLOWED, STOCKPILES MUST BE COVERED IN ACCORDANCE WITH THE STANDARD DETAILS. 15. LIMITS OF CONSTRUCTION SHALL BE MARKED AND IDENTIFIED WITH STANDARD ORANGE PLASTIC CONSTRUCTION FENCE, 42 INCHES IN HEIGHT. EX ' ' I E D . APPROVED FEB 03 2011 City of Tukwila PUBLIC Works FEB --OS 2012 Call before you Dig. 1 -800- 424 -5555 RESUBMITTAL /26/11 UNDERGROUND SERVICE (USA) cmru+inu► FEB 012011 PERMIT CENTER PERMIT SET 0 z 0 05 Lid r cn BOTHELL, WA. w z a< w 0 z 0 co J o zw00 0 CO I -FLY INDOOR SKYDIVING aCt I-- z w U I- CI- 0 0 X F- w Z Z 0 w a TESC NOTES & DETAILS SCALE: AS SHOWN DATE: OCT 2010 DESIGNED BY: DKU CHECKED BY: KHN JOB NUMBER 10810.00 DWG NAME: P1061O_ECDET SHEET C4 OF 8 GENERAL NOTES 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION,'" WASHINGTON STATE DEPARTMENT OF TRANSPORTATION, 2010 EDITION. TOGETHER WITH THE PROJECT SPECIFICATION AND THE 2010 CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS ( TUKWILA STANDARDS), CHAPTER 5 SURFACE WATER, CHAPTER 7 WATER SUPPLY, AND CHAPTER 8 SANITARY SEWER STANDARD PLANS. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. . IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY RIGHT -OF -WAY. 4. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREIN HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREIN WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE (1 -800- 424 -5555) PRIOR TO CONSTRUCTION. THE ENGINEER SHALL BE IMMEDIATELY CONTACTED IF CONFLICTS ARE APPARENT. . 5. TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE MUTCD AND WITH CITY OF TUKWILA REQUIREMENTS. FOR WORK DONE WITHIN THE SIDEWALK AND STREET, THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL AND CLOSURE PLAN. 6. EROSION AND SEDIMENT CONTROL SHALL BE IN ACCORDANCE WITH THE TUKWILA STANDARDS AND IN ACCORDANCE WITH THE STATE OF WASHINGTON DEPARTMENT OF ECOLOGY REQUIREMENTS. • BEFORE WORK BEGINS, THE CONTRACTOR SHALL CONTACT ALL UTILITY COMPANIES WHERE THE NEW UTILITY LINES CROSS THE EXISTING UTILITY LINES. THE CONTRACTOR SHALL ALSO POT HOLE ALL EXISTING UTILITIES TO REMAIN WHERE THE NEW WATER LINE AND SIDE SEWER CROSSES EXISTING UTILITIES. ANY PROPOSED CHANGES TO THE PLAN SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL. 8. ADJUST ALL UTILITY CASINGS TO NEW GRADE AFTER PAVING, PATCH AND SEAL ALL JOINTS IN ACCORDANCE WITH WSDOT STANDARDS. 9. MODIFIED PROCTOR COMPACTION AND MOISTURE CONTROL TEST REQUIRED AND COPIES OF TEST REPORTS SUBMITTED TO THE ENGINEER. ALL COMPACTION UNDER PAVED AND TRAFFIC AREAS SHALL BE 95% MAXIMUM DENSITY MODIFIED PROCTOR PER ASTM D -1557. ALL OTHER AREAS TO BE 90% MAXIMUM DENSITY MODIFIED PROCTOR. 10. SHORE AND PROTECT ALL EXISTING UTILITIES TO REMAIN. 11. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL EXISTING PIPE TYPES. AND SIZES FOR COUPLINGS, CONNECTIONS, AND CUT -INS. . 12. TRENCH SAFETY SYSTEMS . EXCAVATION, TRENCHING AND SHORING FOR ALL UTILITY WORK EXISTING AND NEW SHALL BE IN ACCORDANCE WITH CHAPTER 296 -155 WAC PART N OF THE STATE OF WASHINGTON LABOR AND INDUSTRIES SAFETY AND HEALTH, AND WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT (RCW CHPTR. 49.17). THE CONTRACTOR'S TRENCH SAFETY SYSTEM SHALL BE A PROTECTIVE SYSTEM DESIGNED AND MAINTAINED BY A COMPETENT PERSON AND SHALL MEET ACCEPTED ENGINEERING REQUIREMENTS OR PRACTICES. THIS TRENCH SAFETY SYSTEM MAY REQUIRE THE USE OF A SUPPORT SYSTEM IN LOCATIONS NOT DESIGNATED IN THE CONTRACT AS REQUIRING A SUPPORT SYSTEM. THE TRENCH SAFETY SYSTEM SHALL PROTECT THE WORK, EXISTING PROPERTY, UTILITIES, UNDERGROUND INSTALLATION, PAVEMENT IMPROVEMENT, ETC., AND SHALL PROVIDE SAFE WORKING CONDITIONS IN THE TRENCH. THE CONTRACTOR SHALL CONTROL WATER TO PROTECT EMPLOYEES FROM POTENTIAL HAZARDS POSED BY WATER. THE PROTECTIVE SYSTEM SHALL BE REMOVED FROM THE TRENCH, ONCE THE WORK IN THE EXCAVATION IS COMPLETE, IN A MANNER WHICH PROVIDES AN ACCEPTABLE MEANS OF RECONSOLIDATING THE BEDDING, BACKFILL, OR SIDE SUPPORT MATERIAL WITHOUT DISTURBANCE TO THE PIPE. THE USE OF HORIZONTAL STRUTTING BELOW THE PIPE BARREL OR THE USE OF THE PIPE AS SUPPORT FOR TRENCH BRACING WILL NOT BE PERMITTED. 13. SUPPORT SYSTEM IN ADDITION TO WORKER SAFETY REQUIREMENTS SPECIFIED, WHERE TRENCH EXCAVATIONS ARE TO BE LATERALLY SUPPORTED AS REQUIRED IN THE CONTRACT AT LOCATIONS INDICATED ON THE DRAWINGS, THE LATERAL SUPPORT SHALL BE A SUPPORT SYSTEM AS DEFINED IN WAC 296 -155 -650. SUPPORT SYSTEMS MAY CONSIST OF UNDERPINNING, BRACING, SHORING, SHEETING, OR ANY OTHER PROTECTIVE SYSTEM OR COMBINATION OF PROTECTIVE SYSTEMS WHICH PROVIDES SUPPORT TO AN ADJACENT STRUCTURE, UNDERGROUND INSTALLATION, AND THE SIDES OF. AN EXCAVATION: THE SUPPORT SYSTEM SHALL ALSO INCLUDE THE CONTROL OF GROUNDWATER. THE CONTRACTOR SHALL EMPLOY METHODS OF INSTALLING, MAINTAINING, AND REMOVING THE SYSTEM CAUSING THE LEAST DISTURBANCE. DURING INSTALLATION OF THE SYSTEM, AND WHEN THE SYSTEM IS INSTALLED, THE CONTRACTOR SHALL FILL ALL VOIDS BEHIND THE SUPPORT SYSTEM AS NECESSARY AND WHEN NECESSARY TO PREVENT LOSS OF NATIVE SOILS OR LOSS OF SOIL SUPPORT. WHEN RE MOVING THE SUPPORT SYSTEM, THE CONTRACTOR SHALL COORDINATE RECONSOLIDAIION OF BEDDING AS NECESSARY, AND WITH BACKFILLING TO MINIMIZE DISTURBANCE. 14. TRENCH & EXCAVATION DEWATERING DURING EXCAVATION, INSTALLATION OF PIPELINE, AND PLACEMENT OF BEDDING AND TRENCH ' BACKFILL, EXCAVATIONS SHALL BE KEPT FREE OF WATER. THE CONTRACTOR SHALL CONTROL SURFACE RUN -OFF SO AS TO PREVENT ENTRY OR COLLECTION OF WATER IN EXCAVATIONS. THE STATIC WATER LEVEL WITHIN THE 'EXCAVATION SHALL BE DRAWN DOWN A MINIMUM OF 1 FOOT BELOW THE BOTTOM OF THE EXCAVATION SO AS TO MAINTAIN THE UNDISTURBED STATE OF THE FOUNDATION SOILS AND ALLOW ACCEPTABLE PLACEMENT OF ANY BEDDING OR BACKFILL TO THE REQUIRED DENSITY. THE CONTRACTOR SHALL FURNISH, INSTALL, AND OPERATE ALL NECESSARY EQUIPMENT TO KEEP EXCAVATIONS FREE FROM WATER DURING CONSTRUCTION. THE CONTROL OF GROUNDWATER SHALL PREVENT SOFTENING OF THE BOTTOM OF EXCAVATIONS, OR FORMATIONS OF "QUICK" OR HEAVING CONDITIONS, OR "BOILS ". DEWATERING SYSTEMS SHALL BE DESIGNED AND OPERATED SO AS TO PREVENT ANY REMOVAL OR FLOWING OF NATIVE SOILS. DISPOSAL OF THE WATER SHALL NOT CAUSE INJURY TO PUBLIC OR PRIVATE PROPERTY, OR NUISANCE TO THE PUBLIC. SUFFICIENT PUMPING AND POWER EQUIPMENT IN GOOD WORKING CONDITION SHALL BE AVAILABLE AT ALL TIMES FOR ALL EMERGENCIES, INCLUDING POWER OUTAGE, AND COMPETENT WORKMEN SHALL BE AVAILABLE AT ALL TIMES FOR THE OPERATION OF THE DEWATERING AND RECHARGE SYSTEM. THE DEWATERING SYSTEM SHALL BE DESIGNED TO PREVENT LOSS OF FOUNDATION SUPPORT TO ADJACENT STRUCTURE, UNDERGROUND INSTALLATION, IMPROVEMENT, OR THE SIDES OF AN EXCAVATION, AND MAY REQUIRE RECHARGING THE GROUNDWATER OUTSIDE THE EXCAVATION. THE DEWATERING SYSTEM SHALL BE INSTALLED AND OPERATED SO THAT THE GROUNDWATER LEVEL OUTSIDE THE EXCAVATION IS NOT DRAWN DOWN TO THE EXTENT THAT WOULD DAMAGE OR ENDANGER ADJACENT STRUCTURE, UNDERGROUND INSTALLATION, SIDEWALK, PAVEMENT, OTHER IMPROVEMENT, OR PROPERTY. THE RELEASE OF GROUNDWATER TO ITS STATIC LEVEL SHALL BE PERFORMED IN SUCH A MANNER AS TO MAINTAIN THE UNDISTURBED STATE OF THE NATURAL FOUNDATION SOILS AND SUPPORTED SOILS, PREVENT DISTURBANCE OF COMPACTED BEDDING AND BACKFILL, AND PREVENT FLOTATION OR MOVEMENT OF STRUCTURES, PIPEUNES, SEWERS, AND STORM DRAINS, ALL COSTS ASSOCIATED WITH DEWATERING THE TRENCH EXCAVATION AND CONTROLLING GROUNDWATER SHALL BE INCLUDED IN THE VARIOUS BID ITEMS AND NO SEPARATE OR ADDITIONAL PAYMENT WILL BE MADE THEREFORE, UNLESS THE CONTRACT SPECIFIES OTHERWISE. THE CONTRACTOR IS FULLY RESPONSIBLE FOR. CONTROLLING GROUNDWATER. 15. ANY STOCK PILES SHALL BE COVERED DURING ALL PERIODS OF PRECIPITATION AND IN ACCORDANCE WITH THE CONTRACTOR'S STORM WATER POLLUTION PREVENTION PLAN (SWPP) 16. THE CONTRACTOR SHALL PROVIDE PEDESTRIAN ACCESS IN ACCORDANCE WITH ADA REQUIRMENTS DURING THE UTILITY WORK AND SIDEWALK CLOSURE. 17. AFTER ASPHALT PATCHING IS COMPLETE PARKING LOT STRIPING SHALL BE RESTORED. • 36" MIN. ,p. '.:11141"'” yiI ;�, O AV' IFA I 0 FINISH GRADE a 1s! Ilr,y ,iii! 24" MIN. -II `II O O 12' 13�1� II I Iplll h II SEE VHS -02 0 PAINTED HIGH TENSILE D.I. SERVICE SADDLE WITH DOUBLE STRAP, AWWA I.P. THREAD TAP, ROMAC 202S OR EQUAL SIZE AS REQUIRED. ® CORPORATION STOP, AWWA I.P. INLET BY MALE IRON PIPE THREAD OUTLET, MUELLER BALL NO. B -2969 OR EQUAL AS NEEDED. ©COUPLING MALE IRON PIPE THREAD BY MUELLER 110 FITTING, MUELLER NO. H -15451 OR EQUAL. 2 COPPER TUBING, TYPE K OR HIGH MOLECULAR DENSITY POLYETHYLENE. TRACING TAPE FOR POLYETHYLENE PIPE. NOTES: 1. SERVICE LINE SHALL BE PERPENDICULAR TO THE WATERMAIN UNLESS OTHERWISE APPROVED BY THE ENGINEER. 2. BYPASS WILL BE LOCKED OFF BY CONSTRUCTION INSPECTOR WHEN METER SPREADER IS INSTALLED. 3. METER WILL BE SUPPLIED AND INSTALLED BY THE CITY OF TUKWILA. 4. SETTER SHALL BE POSITIONED TO CENTER RIGID SPREADER UNDER INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN BYPASS AND BOX WALL FOR OPERATING AND LOCKING BYPASS VALVE. NOT TO SCALE 1908 City of Tukwila SERVICE 1-1/2" & 2" DOMESTIC SHEET: WS -03 REVISION Si: 08.03 APPROVAL; B. SHELTON 1. WATER NOTES DOMESTIC WATER PIPE SHALL MAINTAIN A MINIMUM COVER OF 24 INCHES BELOW FINISHED GRADE. WHERE UTILITY CONFLICTS OCCUR, WATER MAINS ARE TO BE LOWERED TO CLEAR OTHER PIPES AND OBSTRUCTIONS. 2. ANY CITY WATER MAIN SHUT -OFFS SHALL BE COORDINATED WITH THE CITY WATER OPERATIONS DIVISION. ANY FIRE SERVICE WATER MAIN SHUT -OFFS SHALL BE APPROVED BY THE CITY FIRE MARSHALL. 3. ALL DOMESTIC WATER SERVICE LINES TO BE TYPE "K" COPPER OR HIGH DENSITY POLYETHYLENE PIPE, 200 PSI. SERVICE CONNECTIONS SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA STANDARD PLAN NO. WS -01 ,WS -02, WS -03, AND WS -04. (DOUBLE STRAPS AND CORPORATION STOPS). 4. METER BOXES AND METER SETTER TO BE FURNISHED AND INSTALLED BY THE CONTRACTOR. 5. METERS TO BE INSTALLED BY THE CITY OF TUKWILA. 6. CONTRACTOR SHALL NOTIFY ENGINEER A MINIMUM OF 48 HOURS IN ADVANCE OF FINAL CONNECTION OF THE NEW DOMESTIC WATER SERIVCE. THE CONTRACTOR SHALL FLUSH THE NEW WATER SERVICE WITH WATER. FLUSHING SHALL BE DONE IN THE PRESENCE OF, AND UNDER THE SUPERVISION OF THE ENGINEER AND /OR OWNERS REPRESENTATIVE. 7. EXISTING CITY WATER VALVES SHALL ONLY BE OPERATED BY CITY OF TUKWILA. 8. ALL METER LOCATIONS TO BE COORDINATED AND APPROVED WITH CITY WATER SUPERINTENDENT. 3" MIN. WHEN VALVE IS FULLY OPEN 02 SHUTOFF VALVES (2 REQ.) 3" DIAM. SLEEVE OPENING, TYP. SEAL AROUND PIPE PLAN INSULATED HYDROCOWL ENCLOSURE OR APPROVED EQUAL 3" MIN 2" COPPER PIPE 8c FITTINGS DRAIN DOOR 24" MIN. TYP. -f ' 2" COPPER TO SETTER LEGEND ■•••••■••••■••■ FLOW MINIMUM CLEARANCE 12" MAXIMUM CLEARANCE 30" EVEVATION REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 8 2011 City of Tukwila BUILDING DIVISION SIDEWALK ELEVATION 4" CONCRETE PAD 2" COPPER OR POLYETHYLENE PIPE 0 STATE APPROVED 2" REDUCED PRESSURE PRINCIPLE BACKFLOW ASSEMBLY, WILKINS MOL. 950XLIZ FITTINGS AND VALVES TO BE COPPER AND BRASS. 02 ALL SHUTOFF VALVES SHALL BE OF THE RESILIENT SEAL TYPE. O BASE PENETRATIONS TO BE SEALED WITH A WATER TIGHT GROUT, WATER PROOF MASTIC, OR FLEXIBLE SEALANT. . 0 DRAIN -SLOPE TO DAYLIGHT - (SUMP JUMP MAY BE REQUIRED) POSITIVE DRAIN MUST BE MAINTAINED. 0 ACCESS TO BE CENTERED OVER ASSEMLY. 0 EACH ASSEMBLY SHALL BE EQUIPPED WITH (4) RESILIENT SEATED TEST COCKS WITH PLUGS INSTALLED, (FINGER TIGHT). NOTES: j)S APPROVED FEB 03 2011 City of Tukwila PUBLIC Works EXPII ` ED FEB o$ 2012 • ENCLOSED RP DEVICES ARE REQUIRED TO MEET SPECIFIC CRITERIA - REVIEWED ON A CASE BY CASE BASIS. • PRESSURE RELIEF PORTS MUST BE KEPT CLEAN AND IN GOOD WORKING ORDER, AND BE ABLE TO FREELY DISCHARGE TO ATMOSPHERE. . • A MINIMUM OF A 12" CLEARANCE IS REQUIRED BETWEEN THE DEVICE AND TO THE BOTTOM OF THE VAULT. • TEE AND A GATE VALVE REQUIRED ON CONNECTION TO MAINLINE. • THE R.P.B.A. CHOSEN MUST BE ON THE MOST RECENT WA. STATE APPROVAL LISTING. • THE R.P.B.A. MUST BE TESTED BY A, WA. STATE CERTIFIED BACKFLOW ASSEMBLY TESTER *...AT TIME OF IN STALLATION... ANNUALLY...WHEN MOVED OR REPAIRED. • ALL INSTALLATIONS MUST MEET MANUFACTURERS SPECIFICATIONS AND MEET THE MINIMUM STANDARDS OF THE UNIFORM PLUMBING CODE AND MUST CONFORM TO THE REQUIREMENTS AND GUIDELINES OUTLINED BY THE NATIONAL FIRE PROCTECTION ASSOCIATION. RP BACKFLOW ASSEMBLY SCALE: NTS b to gas RESUBMITTAL 1/26/11 cAMIu► FEB O t 2011 PERMIT CENTER PERMIT SET N. co 1 0 coo VJ BOTHELL, WA. -FLY INDOOR SKYDIVING SCALE: AS SHOWN DATE: OCT 2010 DESIGNED BY: DKU CHECKED BY: KHN JOB NUMBER 10610.00 DWG NAME: P10610_UTDET SHEET C5 OF 8 /-1'ND MON IN CASE 3/.1•" Pl...UG W/PUNCH ELEV.-22.29(DN- 1.5) .4-7-10 • SSMH RIM =23.11 CL CHAN. 8"CONC (N/s/E)=12.3 ANDOVER PARK WEST s.s 42' UTIUTY NOTES: ttx/vete 0094- kw-Abe ve F I V Au 51.0ku. 1250093.-ta) of.,'( 51 Pt INSTALLSg, OHO IALtSi HPrue LeveL 35. $Ic• ce.(2.-rificArre 04. Pr t4vei. U 600-(m-clo1Z's) C6fenficorre of compeereAc4. _ 4.3 /c,• . W 8”SS ci rf I Ui (.3 2Q .!_F s, 0 0 mA.1,1Dprive-1 flA) f)12.ecp0 �%-t tizD uorp-t BRYA0 s-r LL .pt,j -5(.4,PSR,INTEIJ6EfOT- 511 Joe 'FL) w ILL CO35TPuCT 14E14) 194°1 TA-P oF F TM too A-1-6g- Ni4-1 N ,tO 1-$4,,E sr rgD ONEir .79 P111F-i 5(2' O1:1 EV-22(IN- 1.0') 1 1 0 NBA:4-2'48"E - ----- ITL TUKWILA PARKWAY SINGLE WHITE RPM • 8"W CURt3 & GLITTER UFO 10' EASEMENT PER PLAT 6"DECT CB RiM=25.74 .IE 10"CMP(W)=20.7 / I IF, 10"CMP(E):-L20.7 fE 8"CMP(S)=.20,7-/ 6"DEC • CONC CURB =AV- N8838'48"C A.7 7.96' - - REMOVE 2" DOMESTIC METER IN VAULT. CAP AND PLUG OUTLET AFTER REMOVI L. _SE_E_NOTE _ - SEE NOT2 - E--'w - NEW 2" DOMESTIC _(DOM). WATER ----.SERVICE-,-SEE STANDARD DETAIL zON -=--051-(FIELD =LOCATE)---- ,..;1cm::HHAtTm8="2046N14(6:: - NEW 2" RP BACKFLOW kS/SAgICAL:10, NEW 2" HIGH DENSITY _ „_ POLYETHYLENE-PIPE- °RAE 2" COPPER ■ - • • - • - 4 • - • - • - -6-"D C _ CRASS SEE NOTE 4. INSTALL 5" STORZ ADAPTOR ON HYDRANT 1. RELOCATE EXISTING 2-INCH WATER METER TO PROPERTY LINE. FACE BLDG. 1 ICB R1M=26.07 IE. •10"CMP( W)•=. 21. 2 6"DFC--•• ---- - _ 6"DEC N -- 0P--.7.c:-.:3,---- GRASS „_,-) GRASS ,.......,, ,...! - - - - - -- ---- i'-- 1- -5I)- '72:?--. •---(:-.--..---y--r:t - RELOCATE EXISTING IRRIGATION AS NEEDED ri ; CD RIM=75.8F- IE 8"CMP(E)=21.2... 8"SD NO PARKIN (;" FIRE. LANE -"D (7i T .11 ,cir, 8 7:1 LI) I I I ASRI.IALT 1E: 8""MP(W)"2'" IE 8"Cl.AP(E)..97 C _.1 CB P,11‘.“,•25.87 I/.// BM 1078D---(56,90---/•------- NAIL & WASHF.R i7/ --- EL=26.15-/ 8"SD cW c.) • rri • m r.ID kr) Pima) - P n W 111 -Iii 0 (..) rn P 0.0: . IE 8"OMP(E)=23.9-- .lir 10 PARKING FIRE LANE - ' 1 -11 0 -I-I . II- r- 3 :, !)-10 03 C1-1 a -•:b - OW .131 • I 2"GON . COUPLE ON TO EXISTING 2" DOMESTIC, AND ABANDON EXISTING LINE FROM VAULT (EXACT LOCATIONS TO BE DETERMINED IN THE FIELD, APPROXIMATE LOCATION SHOWN). CITY INSPECTOR MUST BE ON SITE TO REVIEW PIPE CONDITION PRIOR TO CONNECTION. P NJ co • 0 I I C) rrl 0 -7- 0 5 L1 0 0 II rn kr.) 0 C8 RIM,,26.27 IE 8"CMP(W)-24.3--/ CLIP,B (1••0") TYPE 1 CB, SOLID COVER r- co m > I t • n /3\ 2. INSTALL LOCKING KNOX FDC PLUG ON EXISTING FDC (FIRE DEPARTMENT CONNECTION). THE FDC PLUG SHALL BE MANUFACTURED BY THE KNOX COMPANY. 3. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4-FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 4. INSTALL 5-INCH STORZ ADAPTOR ON EXISTING FIRE HYDRANT ALONG ANDOVER PARK WEST. 5. 6. 7. 8. MAINTAIN UTILITY SERVICE (SEWER, STORM, WATER, POWER AND COMMUNICATIONS) TO BUILDING TENANT THROUGHOUT CONSTRUCTION. REMOVE ALL TEMPORARY UTILITY CONNECTIONS AND PROVIDE FINAL CONNECTIONS PRIOR TO COMPLETION OF CONSTRUCTION. THE WEST AND SOUTHWEST PARKING AREAS OF THE EXISTING BUILDING ARE BASED UPON AS-BUILTS. NO SURVEY WAS PERFORMED IN THIS AREA. SHORE AND PROTECT EXISTING CATCH BASIN AND STORM DRAIN LINE DURING BUILDING FOUNDATION EXCAVATION, OR REPLACE IN KIND. 9. MAINTAIN 24" OF COVER, TYPICAL. 4/1. FALSE .1/7VdDE BORDEN Ia- LABSLEOC.O. I. PLAN VIEW au. a414. U. A'e)NVip I=M=E II 1416• 24/04 ELEVATION CAST IRON RING AND COVER 2 FINISH I. 12-014. REVIEJOINT PACKINO 45. BEND A dm) ir 11.111111§14 iiiv RIH 6=$7 NDTT 411.0 City of Tukwila SANITARY SIDE SEWER CLEAN-OUT SHEET: SS-03 manta su. 013.03 AP14140V014 S. SHELTON STEEL SUPPORT S ANCH1ON In(P) OW CH RIM.=',12.11.3 IE 10"C1v1P(W)18.4 1E 10"CMP(E)=-18.4 iF 10"CMP(N)=18.6- IL SEE ARCHITECTURAL SITE PLAN 10"S0 - • SO - • rip ----it-4. 1/ 7711.7- i NEW TRANSFORM I k // ASPHAt REMOVE C.O., COUPLE ONTO EXIST. 6" SD ‘, 6" SD PIPE 1 - 11 0 a 03 a b•J P.A. " I I 11 - II 0 1‘.. co CLIRB \ - FACE BLOC r - NEW FACILITY ;0 CD • GRASS 8"DEC 8"DFC C) Li C) C: 17D co 4.- •• 2/.00' - A.SPHALT n C) c-.-23 / • ' CU 0 / Ii Ci er.)c ICED 6" CI g:=1"0.6 r ( ( -- 11 CLEANOT, SEE DETAIL SHEET T n ( 83-RIPE 11E=23.0 (7- . •:) IE 12("13CMI-P111;),=-7:15.5°.515 12"CMP(S)= 1 5. 5 SEE NOTE 8 0 HORIZ. 0 10 20 40 Scale In Feet These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and. omissions which do not authorize violations of _ adopted standards or ordinances. The responsibili 1 ty for the adequac: of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance --_-_,7 and will require a resubmittat of revised drawir4P '.--7_z__ for subsequent approval. - -.-,.. .: - - - - - - ----:-- z- :.- Final acceptance is subject to field inspection the Public Works utilities inspector. - - ‘"-8" WYE, 2 EA FOR RAIN LEADER /((cpN,Npc-pONS. SEE ARCH. PLAN FOR LOCATIONS t 8131fICkE OR PVC • RAINWATER DOWNSPOUT ‘ COLLECTION PIPE _ CLEANOUT1 AND 2 EA CtEO ) SDMI-1. R M=25.15 IE 12"CMP(SW)=17.4 IE 12"CMPM.,--17.2 TOP OVERFLOW-‘19.5 Ia 8" CMP (NE)=1 .1 0.41_ so 12"SO CF3 22. 88 '10 10"CMP(W),....18.2 IE 12"cMP(E)=18.2-. UTILITY PLAN SCALE: 1"=20' CD PIN/1=22_66 IE 12"CMP(W),---,17.7 / 1E 12"CMP(E)-17.7----/ co •- \ ) oI / / , -1' PA' DEC'--4 457 BENDS' --CE3 RIM=2.3.10 Fl 8"Clv1P(SW).,,•19./ IE 8" W=20.5 C) C 73 U) r SEE NOTE 8 [EC fir?) tso D3Er .111-iB,4M1 1078E-55.93 WASHER / EL -- A L & ASPHALT /.00' C.M.ST P&P AND RAILROAD EASEMENT 2y.00' - C.M.ST P&P AND U.P. RAILROAD EASEMENT b(o---../ti RESUBMITTAL 1/26/11 HORIZ. REVIEWED FOR CODE COMPLIANCE ApPERIVED FEB 08 2011 City of Tukwila / BUILDING DiVisiorg 10 20 40 ED FEB OS 2.012 Scale In Feet Call before you Dig. 1-800-424-5555 UNDERGROUND SERVICE (USA) CI4NETrINVIIA FEB 0 1 2011 PERmT52ffivi I T SET uJ I- 0 F.7) IJ BOTHELL, WA. 98011 LL z ci L41-1 - F- -10 cra 62 IL-, < c\I co LLL 0WT NDOOR SKYDIVING UTILITY PLAN SCALE: AS SHOWN DATE: OCT 2010 DESIGNED BY: DKU CHECKED BY: KHN JOB NUMBER 10610.00 DWG NAME: P10610_UT SHEET C6 OF 8 w a.1 (-6 WI-CELL W>OLLJW JQJ(nix G:cno Dx ACCESSIBLE PARKING SIGN SEE DETAIL WHEEL STOP SEE DETAIL 4" WIDE WHITE \/ STRIPING (TYP.) 6" WIDE WHITE STRIPING (TYP.) 5' 3 v Q:.I 6' -0" EQUAL 1 EQUAL. 8' ADA . ACCESSIBLE PARKING STALL, CAR DETAL J w 1 0 w SCALE: NTS 2.5" ASPHALT CONCRETE PAVING, CLASS 1 /2" PG 64 -22 °ooL) °oo0oo°oo °o°co °aoo oaoU n0" o () ' o�°° oo©o °o 000 °°oo ° oo ooboo°o6 © o° ° o oo C � 0 SEE DETAIL 6" CRUSHED SURFACING BASE COURSE COMPACTED BACKFILL ASPHALT CONCRETE DETAIL SCALE: NTS #3 DEFORMED BARS 8" LONG ,:, 24" O.C. DEPTH OF THROUGH JOINT 0 10' O.C. *TOP. OF LIP AT DRIVEWAYS VARIES r 2 1/2" 10" 5" ACCESSIBLE PARKING SIGN R7--8 TO BE MOUNTED ON METAL POST W/1/4" DIA. POSTS VAN ACCESSIBLE SIGN MOUNTED BELOW FLEXIBLE POST "SAFETY —HIT" POST OR EQUAL EPDXY TO PAVEMENT PER MANUFACTURE'S REQUIREMENTS FINISHED GRADE ACCESSIBLE PARKING SIGN MOUNTING DETAIL SCALE: NTS EMBED DOWEL 6" MIN if am 18" r• � '' 9 r�,r w',IZ: t"+r1 N ' fi$rowAr,� wLlira7f..�1,�1'tfYi�7l•,i f • .l "Tj'fir r Oo 1:Da_ !Oo 1/Wa.Wr%:FC1ir11Wf'_. / 3' -0" 3" 7 ■■■MMI■■■■■■ ■■MOB ■ ■ ■ ■ ■■ ■■ .i■■ ■ ■NM■ ■■■iii■■■■■ ■■ ■■■I�M7■. ■■ ■■r� lim milIMM■■ ■�rill, IMUMUOMME WEEMEMMOMNEM sae■■■sti»-a ■L�►. ■■■►®mimEw ■NSCSMiCRA■■■■ ■■■.-:..s■■■■■ HC SYMBOL SCALE: NTS WHEELSTOP W/ (1) #4 BAR (EA END) CONC EPDXY RESIN TO CONTACT SURFACE ASPHALT PAVING SECTION A -A '1 NOTES: 1. ALL CONCRETE WHEELSTOPS SHALL BE PAINTED YELLOW. 2. ALL PLASTIC WHEELSTOPS TO BE YELLOW SOLID MOLDED PLASTIC BY ROADTECH OR APPROVED EQUAL INSTALLED WITH LAG BOLTS PER MANUFACTURES RECOMMENDATIONS. RECYCLED PLASTIC OR CONCRETE WHEELSTOP DETAIL SCALE NTS � -J NOTES RESERVED PARKING STATE DISABLED PARKING PERMIT REQUIRED EACH PARKING SPACE RESERVED FOR PERSONS WITH PHYSICAL DISABILITIES SHALL BE IDENTIFIED BY A REFLECTORIZED SIGN PERMANENTLY POSTED IMMEDIATELY ADJACENT TO AND VISIBLE FROM EACH STALL OR SPACE CONSISTING OF A PROFILE VIEW OF A WHEELCHAIR WITH OCCUPANT IN WHITE ON DARK BLUE BACKGROUND. THE SIGN SHALL NOT BE SMALLER THAN 70 SQUARE INCHES IN AREA AND, WHEN IN THE PATH OF TRAVEL, SHALL BE POSTED AT A MINIMUM HEIGHT OF 80 INCHES FROM THE BOTTOM OF THE SIGN TO THE PARKING SPACE FINISHED GRADE. SIGNS MAY ALSO BE CENTERED ON THE WALL AT THE INTERIOR END OF THE PARKING SPACE AT A MINIMUM HEIGHT OF 36" FROM THE PARKING SPACE FINISHED GRADE, GROUND OR SIDEWALK. ADA PARKING STALL SIGN DETAIL SCALE: NTS SAWCUT EXISTING ACP TO STRAIGHT VERTICAL LINES EXISTING ACP SEAL CONSTRUCTION JOINT SEE o ,-,,,,weetwitt,40,.... 0 0c Fifettpow -40-14:42.,.„,„/„ \ // v rootkdol-A-,--- \/,\,// //:,/,\ / /x./ / .;;,; ,,i?/ \ \..) \./, -// . \\ ),,, /i ACP CONSTRUCTION JOINT DETAIL 7 SCALE: NTS — 1. SEE PLAN FOR SIDEWALK WIDTHS AND JOINTS. 2. RAMP SHALL BE TEXTURED USING TRUNCATED DOME PATTERN. 6" T MIN. 2 1/2" R =1.5" A c0 EXTRUDED CEMENT CONCRETE CURB DETAIL . 8 SCALE: NTS . 2.0' MIN FOR TRUNCATED DOME SECTION PVMT. TEXTURE ACP OR PCC SIDEWALK AND RAMP 6.0' MATCH EXISTING OR PROPOSED SURFACE ASPHALT CONCRETE PAVEMENT (ACP) //, SECTION A -A SIDEWALK TRANSITION RAMP DETAIL 9 SCALE: NTS -- REVIENED FOR E CODECOMPLOIC APPPAVED VE8 08 21)11 BUILDING Ov1g° PREMOLDED EXP, JOINT (TYPICAL) SIDEWALKS -B' s% .OR MORE S DIRECTED. 2.-6/8"C SECTION NOTES: 1 DRAINAGE, - Form-1Am IY, DRIVEWAY GRADES, RICI IT or WAY, LTC. 2. INTER__ECTIO4TWE-A ?+' EOO. 3. TURNING RC -- ---j♦r— 4. CONCRETE SHALL BE CLASS 4000. 5. GI 6. 7. LOHCITUDIPIALLY ALONO TI IC CENTERLINE. 8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWANWSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 9. - 10. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH AN EXPANSION JOINT. City of Tukwila T TO SCALE COMMERCIAL DRIVEWAY SHEET: RS-09 REVISION in: 08.03 I- LAST REVISION: 04.08 APPROVAL BOB GIBERSON, CITY ENGINEER SIDEWALK WIDTHS 3" WIDE EDGER FINISH EXPANSION JOINTS EVERY 15' ?WIDE X 313" DEEP SCORE JOINTS NOTES: 1. cOkBI#EB- NEW WALK WIDTH SHALL MATCH EXISTING WIDTH. 2. PLACE CEMENT CONCRETE OVER 2" OF 5/8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWAIWSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. * SEE TMC 9.48.040 NOT TO SCALE City of Tukwila SIDEWALK SHEET: RS -11 REVISION #1: 08.03 LAST REVISION: 04.08 APPROVAL: BOB GIBERSON, CITY ENGINEER I RESUBMITTAL EXPIII ED FEB a8zo,z b(o-),q APPROVED FEB 03 201 City of Tukwila PUBLIC Works Call before you D =g. 1- 800 -424 -5555 UNDERGROUND SERVICE (USA) cnvo+xw FEB 012011 PERMfTCEN'fER PERMIT SET w N � I 0 o 2 U p H z� Q LI.J W U) .∎, z N O cn° _ L,J w< o z 0 V) w Ir BOTHELL, WA. 98011 I-FLY INDOOR SKYDIVING SCALE: DATE: AS SHOWN OCT 2010 DESIGNED BY DKU CHECKED BY: KHN JOB NUMBER 10610.00 DWG NAME: P10610_PVDET SHEET C8 OF 8 BUFFER DATA LONGITUDINAL BUFFER SPACE = B SPEED (MPH) 25 30 35 40 45 50 55 60 65 70 . LENGTH (FEET) 155 200 250 305 360 425 495 570 645 — . PROTECTIVE VEHICLE WITH TMA ROLL AHEAD DISTANCE TYPICAL PROTECTIVE TYPICAL PROTECTIVE VEHICLE STATIONARY VEHICLE TYPE TYPE (WITH TMA) LOADED OPERATION WITH TMA WEIGHT (LBS) (FEET) 4 YARD DUMP TRUCK, MINIMUM WEIGHT 15,000 LBS. SERVICE TRUCK, (MAXIMUM WEIGHT SHALL BE IN 30 MIN. FLAT BED, ETC. ACCORDANCE WITH MANUFACTURER 100 MAX. RECOMMENDATION) ROLL AHEAD STOPPING. DISTANCE ASSUMES DRY PAVEMENT 1 A PROTECTIVE VEHICLE IS RECOMMENDED REGARDLESS IF A TMA IS AVAILABLE. IF NO TMA IS USED, THE PROTECTIVE VEHICLE SHALL BE STRATEGICALLY LOCATED IN THE FIELD TO SHIELD WORKERS AND NO ROLL AHEAD DISTANCE IS SPECIFIED. $11SPANRX(FET) (1) RURAL HIGHWAYS 60 / 65 MPH 800'± RURAL ROADS 45 / 55 MPH 5OO'± RURAL ROADS & URBAN. ARTERIALS 35 / 40 MPH 350'± RURAL ROADS, URBAN ARTERIALS 25 / 30 MPH 200'± (2) RESIDENTIAL & BUSINESS DISTRICTS URBAN STREETS 25 MPH OR LESS 100'± (2) ALL SIGNS ARE 48" x 48" BLACK ON ORANGE UNLESS OTHERWISE DESIGNATED. (1) ALL SPACING MAY BE ADJUSTED TO ACCOMMODATE AT— GRADE INTERSECTIONS, AND DRIVEWAYS. (2) THIS SPACING . MAY BE REDUCED IN URBAN AREAS CONDITIONS. . CHAP1E 4Q DEVICE SPACING (FEET) MPH TAPER TANGENT 50 / 70 40 80 35 / 45 30 80 .25 / 30 20 40 INTERCHANGE RAMPS, TO FIT ROADWAY BUFFER DATA SHOULDER POSTED SPEED (MPH) WIDTH (FEET) 25 30 35 40 45 50 55 60 65 6 — — — — 270 300 330 360 390 8 — — — — 360 405 450 480 525 10 — — — — 450 510 555 600 660 3 DEVICES MINIMUM SPACED 10' O.C. IN TAPERS FOR . SHOULDER WIDTHS LESS THAN 6 FEET 70 .420 570 REVIEWED FOR CODE COMPLIANCE APPPflVED FEB o8 201i. DOWN STREAM OR TAPER TO SHOW END OF WORK AREA 50' TO 300' 100' MAX (TYP. 3 ' (1) O CD01OCD C9 d CO •p ? �t E) CO CJ e-CD o. 50' MIN 100' MAX 6 DEVICE MIN SEE NOTE DOWN STREAM OR TAPER TO SHOW END OF WORK AREA E Xk ED FEB 08 2012 z . J 0 J z 0 U V I L rn w w z Ix w w Z u m 17.E � r I04 Cj OII)Q asr()%tk /6 ) O 0 61:>. _ w wwasmuj w>c ww J4Jtn� ti U) �. n ?G W20 -7A NOTES 1. WORK REQUIRING LANE CLOSURE SHALL BE PERFORMED AT NIGHT BETWEEN THE HOURS OF 10:OOPM AND 5:OOAM LEGEND FLAGGING STATION SIGN LOCATION CHANNEUZING DEVICES 2. NIGHT WORK REQUIRES ADDITIONAL ROADWAY LIGHTING AT FLAGGING STATIONS, REFER TO WSDOT STANDARD SPECIFICATIONS FOR ADDITIONAL DETAILS. 3. RECOMMEND EXTENDING CHANNEUZING DEVICE TAPER ACROSS SHOULDER. 4. PROTECTIVE VEHICLE RECOMMENDED — MAY BE A WORK VEHICLE. 5. SIGN SEQUENCE 1S THE SAME FOR BOTH DIRECTIONS OF TRAVEL ON THE ROADWAY. 6. WHEN USED, THE DOWNSTREAM TAPER DEVICE SPACING SHOULD BE 20' O.C. 7. FOR LOW— VOLUME SITUATIONS WITH SHORT WORK ZONES ON STRAIGHT ROADWAYS WHERE THE FLAGGER IS VISIBLE TO ROAD USERS APPROACHING FROM BOTH DIRECTIONS, A SINGLE FLAGGER POSITIONED TO BE VISIBLE FROM BOTH DIRECTIONS MAY BE USED. APPROVED FEB 03 2011 City of Tukwila. PUBLIC Works Call before you Dig. 1-800 -424 -5555 RESUBM1TTAL 1/7/11 cmoFTUcvxtn --1.'l`'\ JAN 11, 2011 PERMITCENTER PERMIT SET SCALE: AS SHOWN DATE: OCT 2010 DESIGNED BY: DKU CHECKED BY: KHN JOB NUMBER 10610.00 DWG NAME: C9 TRAFFIC CONTROL PLAN SHEET C9 OF 9 CRITERIA General Shoring Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS 1. CODE REQUIREMENTS: ALL DESIGN AND CONSTRUCTION REQUIREMENTS OF THE INTERNATIONAL BUILDING COD EDITION OF THE PTI DOCUMENT, "RECOMMENDATIONS FOR SOIL ANCHORS ". ONFORM TO THE ITION AND THE LATEST RESSED ROCK AND 2. REFERENCE DOCUMENTS: a. REPORT ON GEOTECHNICAL INVESTIGATION BY PANGEO, INC. JOB NO. 09 -145, DATED 12/23/09 3. DESIGN LOADS: THE SOIL PRESSURE INDICATED ON THE SOIL PRESSURE DIAGRAM WAS USED FOR DESIGN, IN ADDITION TO THE DEAD AND LIVE LOADS. 4. SUBMITTALS: SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER PRIOR TO ANY FABRICATION OR CONSTRUCTION FOR ALL STRUCTURAL ITEMS INCLUDING THE FOLLOWING: STRUCTURAL STEEL, MISCELLANEOUS METAL, TENDONS, ANCHORS, REINFORCING STEEL, GROUTS, AND CONCRETES. PROPOSED DEMOLITION AND SHORING SEQUENCE SHALL ALSO BE SUBMITTED TO THE ENGINEER FOR APPROVAL. 5. SOILS INSPECTION: INSPECTION BY THE SOILS ENGINEER SHALL BE PERFORMED FOR PILE PLACEMENT AND TIEBACK PLACING AND STRESSING. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY THE SOILS ENGINEER PRIOR TO PLACEMENT OF PILE. SOIL COMPACTION SHALL BE SUPERVISED BY AN APPROVED TESTING LAB. 6. SPECIAL INSPECTION: SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT,AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. CONCRETE CONSTRUCTION STRUCTURAL STEEL FABRICATION AND ERECTION (INCLUDING FIELD WELDING AND HIGH — STRENGTH FIELD BOLTING) AUGERCAST PILE INSTALLATION 7. UTILITY LOCATION: THE SHORING CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO DRILLING PILE HOLES, TIEBACK ANCHORS, OR CUTTING OR DIGGING IN STREETS OR ALLEYS. THE UTILITIES INFORMATION SHOWN ON THE PLANS MAY BE NOT COMPLETE. 8. SPECIAL CONDITIONS: CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING STRUCTURES IN THE FIELD AND SHALL NOTIFY THE ENGINEER OF ALL FIELD CHANGES PRIOR TO FABRICATION AND INSTALLATION. 9. SOILS: SEE REPORT OF GEOTECHNICAL INVESTIGATION FOR MORE COMPLETE INFORMATION, INCLUDING RECOMMENDATIONS FOR SHORING IN GENERAL, TIEBACK INSTALLATION, SHORING MONITORING, EXCAVATION, LAGGING, AND DRAINAGE. 10. CONCRETE: CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF CHAPTER 19 OF THE INTERNATIONAL BUILDING CODE. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD CYLINDER TESTS, UNLESS APPROVED OTHERWISE. REQUIRED ULTIMATE COMPRESSIVE STRENGTH OF STRUCTURAL GROUT SHALL BE REACHED BY 7 DAYS FOR TIEBACKS AND 28 DAYS FOR PILES. f' c Minimum Cement Max. Water Per Use (psi) Per Cubic Yard 94 LB Cement 1 -1/2 Sacks Pile lean concrete AS AN ALTERNATIVE TO THE ABOVE, THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE ALTERNATE MIX DESIGN WILL BE REVIEWED FOR CONFORMANCE TO I. B. C. 1905.3. 11. SAWN LUMBER: SAWN LUMBER SHALL CONFORM TO "GRADING AND DRESSING RULES," WEST COAST LUMBER INSPECTION BUREAU (WCLIB), LATEST EDITION. LUMBER SHALL BE THE SPECIES AND GRADE NOTED BELOW. Use Grade Fb (psi, single use) 4X TIMBER LAGGING HEM —FIR NO. 1 975 TOP TIMBER LAGGING SHALL BE PRESSURE TREATED WITH WATERBORNE PRESERVATIVES IN ACCORDANCE WITH AWPB LP -22 TO A MINIMUM RETENTION OF 0.4 LBS /CU.FT. 12. STEEL SPECIFICATIONS: DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF THE FOLLOWING SPECIFICATIONS: a. STRUCTURAL STEEL: AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS ALLOWABLE STRESS DESIGN. b. WELDING: AWS D1.1.(AWS PREQUALIFIED JOINT DETAILS USE 1/4" MINIMUM WELDS UNLESS NOTED OTHERWISE). c. WELDER CERTIFICATION: WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) 13. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION Fy WIDE FLANGE SHAPES PLATES, SHAPES, ANGLES, AND RODS STRUCTURAL TUBES STRUCTURAL PIPE STRUCTURAL BOLTS WOOD CONNECTION BOLTS ANCHOR BOLTS WELDING ELECTRODES HEADED SHEAR STUDS A992 A36 A500, GRADE C A53, GRADE B A325 —N A307 A307 E70XX A108 50 KSI 36 KSI 46 KSI 35 KSI PILE AND LAGGING CONSTRUCTION 14. DEMOLITION: SHORING AND SOIL EXCAVATION SHALL BE DONE SIMULTANEOUSLY. 15. VERIFICATION: DIMENSIONS AND LOCATION OF EXISTING STRUCTURES SHALL BE VERIFIED PRIOR TO FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBER. NOTIFY ENGINEER ABOUT ANY DISCREPANCIES PRIOR TO FABRICATION. 16. HOLE DIGGING: PILE AND ANCHOR HOLES SHALL BE DRILLED WITHOUT LOSS OF GROUNI . .1 ENDANGERING PREVIOUSLY INSTALLED PILES AND ANCHORS. THIS WILL REQUIRE •' I' ' ' METHODS OF PROTECTION FROM CAVI CONSULT WITH THE GEOTECHNICAL ENGINEER OR RECOMMENDED HOLE • 17. PILE PLACEMENT: ALTERNATE PILES SHALL BE PLACED AND COMPLETED SO THAT AT • 1! I' ADJACENT PILES. PLACE CONCRETE USING THE TREMIE METHOD AS DIRECTED BY THE GEOTECHNICAL ENGINEER. 18. STEEL PILE PLACEMENT TOLERANCES: 1" INSIDE PERPENDICULAR TO SHORING WALL. 1" OUTSIDE PERPENDICULAR TO SHORING WALL. 3" LATERALLY. ALL SHORING PILES IN CITY RIGHT —OF —WAY SHALL BE REMOVED A MINIMUM OF 4 FEET BELOW FINISHED GRADE, UPON THE COMPLETION OF THE PROJECT. 19. LAGGING: TIMBER LAGGING SHALL BE INSTALLED IN ALL AREAS. VOIDS BETWEEN LAGGING AND SOIL SHALL BE BACKFILLED. DRAINAGE BEHIND THE WALL MUST BE MAINTAINED. IT IS CONTRACTOR'S RESPONSIBILITY TO LIMIT THE AMOUNT OF EXPOSED SOIL WITHOUT LAGGING TO AVOID LOSS OF SOIL. MAXIMUM HEIGHT OF 4 FEET IS RECOMMENDED. SPECIAL CARE SHOULD BE TAKEN TO AVOID GROUND LOSS DURING EXCAVATION. MONITORING 20. SHORING MONITORING: THE SHORING WALLS AND ANY ADJACENT SETTLEMENT SENSITIVE ELEMENTS SHOULD BE MONITORED DURING CONSTRUCTION TO DETECT SOIL MOVEMENTS. TO MONITOR THEIR PERFORMANCE, ESTABLISHING A SERIES OF SURVEY REFERENCE POINTS TO MEASURE ANY HORIZONTAL DEFLECTIONS OF THE SHORING SYSTEM IS RECOMMENDED. CONTROL POINTS SHOULD BE ESTABLISHED AT A DISTANCE WELL AWAY FROM THE WALLS AND SLOPES, AND DEFLECTIONS FROM THE REFERENCE POINTS SHOULD BE MEASURED THROUGHOUT CONSTRUCTION BY SURVEY METHODS. AT LEAST EVERY THIRD SOLDIER PILE SHOULD BE MONITORED BY TAKING READINGS AT THE TOP OF THE PILE. TAKING THE READINGS AT LEAST ONCE A WEEK IS SUGGESTED, UNTIL IT IS ESTABLISHED THAT NO DEFLECTIONS ARE OCCURING. THE INITIAL READINGS FOR THIS MONITORING SHOULD BE TAKEN BEFORE STARTING ANY DEMOLITION OR EXCAVATION ON THE SITE. �DJ Sri SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATIOI 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfaget.com MEP W f° DRAWN: DESIGN: CHECKED: APPROVED: WF18x50 (typ.) IN 24 "0 AUGERED HOLE, TYP. RWG ABB ABB ABB 12/3/10 GRADE MEM REVISIONS: REVIEW COMMENTS DEC. 3, 20 62.4 PCF 75 psf \` \>,% \\ f 50 PCF 24 PCF TOP OF FINAL SLAB ELEVATION 1 = 1' -71/4" neglect top 2' ll 4' -0" ±12" E AA � J SHELF Hydrostatic Pressure Traffic Surcharge :� Passive Pressure (o'—o") N Section at West and South Walls '/N% \jar\'' OUTSIDE FACE OF FOUNDATION WALL TOP OF EXCAVATION WED FOR ,ODE COMPLIANCE DflarOVED FEB 08 2011 0 City of Tukwila BUILDING DIVISION 4x TIMBER LAGGING PER SHORING NOTES 4x LAGGING PER SHORING NOTES WF SOLDIER PILE PER PLAN ir---BOTTOM OF EXCAVATION (- 19' -0 ") Y1F SOLDIER PILE '>» PER PLAN AUGER SIZE PER PLAN AUGERED HOLE (typ.) BOTTOM OF WF PILE EMBEDDED PORTION OF PILE TO BE GROUND CLEAN OF MILL SCALE, RUST, ETC. Cantilever Pile Not to Scale 1 0 EXPG� FEB agwis Not to Scale 1 1 Plan Notes 1. FOR GENERAL SHORING NOTES REFER TO SH1. Shoring Plan rd.-1k 1/8" = 1' -O„ 2. REFER TO SOILS REPORT FOR ADDITIONAL SHORING INSTALLATION REQUIREMENTS. 3. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 4. OBSTRUCTIONS MAY BE ENCOUNTERED DURING EXCAVATION AND SHORING INSTALLATION, NOTIFY ENGINEER OF RECORD IF OBSTRUCTIONS ARE ENCOUNTERED. 5. CONTRACTOR TO VERIFY LOCATION OF LATERAL UTILITY LINES. ADDITIONAL PILES MAY BE REQUIRED. DEC 2 `- REID MIDDLETON, INC. JEC 2 I 2010 RFD PROJECT TITLE: IFLY - Indoor Skydiving "The Annex @ SouthcentE 301 Tukwila Parkway MHO OWNER: Beta Holding LTD. 18827 Bothell Way NE Bothell, WA 98011 WINO ARCHITECT: Jensen Fey Architecture & Planning 7730 Leary Way NE Redmond, WA 98052 PH 425 -218 -0318 FX 425 -216 -0329 ISSUE: REIM SHEET TITLE: SCALE: PERMIT Shoring Plan & Details As Noted DATE: PROJECT NO: SHEET NO: Oct. 13, 2010 1340 - 2009 -01 SH1 1 NO: OF SHEETS: i REVIEWED FOR CODE COMPLIANCE ,APDfl(WED FEB 08 2011 City of Tukwila BUILDING DIVISION FEB OS 2012 blO REVIEWED . mil pint eras reviewed for general c anto with the an* doek 'try that jurisdiction: risetural Provisions of the tk +si ' Totldinj Cade 0 Notretlndutni Provisions of . ettripletterettoirt1 Tionding -Code 0 .Ethan The- project *applicant of eud is'raiponsible for aom rornpasewith all appHoabkt codes, cooditiona f h ��^�a4 subject to the requirements and interpretations of the gowning . Y Thi review doss not relieve. the Architect and Engineers of Record of the responsibility for a ewnpkte dish In acoordnves with the taws of the jurisdiction nd the anti of aahittot _ cavorting Juris •P :I HTO2007 SWENSON SAY FAG -ALL RIGHTS RESERVED w, rri SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third A venue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax 206.443.4870 www.swensonsayfaget.com 12-23-2010 DRAWN: DJN DESIGN: EBG CHECKED: ABB APPROVED: ABB REVISIONS: # DESCRIPTION DATE JAN 'l 1011 PROJECT TITLE: IFLY - Indoor Skydiving "The Annex © South Center" 301 Tukwila Parkway OWNER: Beta Holding LTD. 18827 Bothell Way NE bothel, WA 98011 ARCHITECT: Jensen Fey Architecture and Planning 7730 Leary Way NE Redmond, WA 98052 PH 425- 216 -0318 FX 425 - 216 -0329 ISSUE: PERMIT SHEET TITLE: CO VER SH EET SCALE: PERMIT DATE:10 -13 -2010 PROJECT NO: 1340- 2009 -01 SHEET NO: NO: OF SHEETS: SOILS VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY X X SOIL SPECIAL INSPECTION IS NOT REQUIRED DURING PLACEMENT OF CONTROLLED FILL HAVING A TOTAL DEPTH OF 12" OR LESS IBC 17041 VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X X PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS 5) SINGLE PASS FILLET WELDS < 5116" X VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL X ACI 318: 8.1.3, 21.2.8 PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE X COLD -FO RMED STEEL FRA MIN G VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES EXTERIOR WALLS X X ACI 318: 3.5, 7.1 -7.7 IBC 1707.6 CONCRETE VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC REFERENCED STD. * IBC REFERENCE INSPECTION OF REINFORCING STEEL INCLUDING PRESTRESSING TENDONS, AND PLACEMENT X X ACI 318: 3.5, 7.1 -7.7 1913.4 INSPECTION OF REINFORCING STEEL, WELDING IN ACCORDANCE WITH IBC TABLE 1704.3, ITEM 5b X X AWS D1.4 ACI 318: 3.5.2 5) SINGLE PASS FILLET WELDS < 5116" INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED X 6) FLOOR AND ROOF DECK WELDS ACI 318: 8.1.3, 21.2.8 1911.5 1912.1 INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE X ACI 318: 3.8.6, 8.1.3, 21.2.8 1912.1 VERIFYING USE OF REQUIRED DESIGN MIX X ACI 318: Ch. 4, 5.2 -5.4 1904.2.2, 1913.2, 1913.3 AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE X ASTM C 172 ASTM C 31 ACI 318: 5.6, 5.8 1913.10 INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES X ACI 318: 5.9, 5.10 1913.6, 1913.7, 1913.8 INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES ART. 3.2D X ACI 318: 5.11, 5.13 1913.9 INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED SEC. 1.13 X ACI 318: 6.1.1 FOR SI: 1" = 25.4 mm * WHERE APPLICABLE, SEE ALSO IBC SECTION 1707.1, SPECIAL INSPECTION FOR SEISMIC RESISTANCE MISC ELLAN EO U S VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES • SUSPENDED CEILINGS: ANCHORAGE AND SEISMIC BRACING IBC 1705.3 • STORAGE RACKS AND ACCESS FLOORS: INSPECTION OF CONNECTION DETAILS FOR COMPLIANCE X X SPECIAL INSPECTION NOT IBC 1705.3 WITH MANUFACTURERS REQUIREMENTS X X REQ'D, FOR RACKS < 8' HIGH IBC 1707.6 X • EMERGENCY OR STANDBY POWER SYSTEMS ANCHORAGE OF EQUIPMENT TO STRUCTURE X IBC 1707.8 • PIPING SYSTEMS INTENDED TO CARRY FLAMMABLE COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS AND ASSOCIATED MECHANICAL EQUIPMENT ANCHORAGE AND BRACING OF EQUIPMENT TO STRUCTURE X IBC 1707.8 ▪ HVAC DUCTWORK CONTAINING HAZARDOUS MATERIALS ANCHORAGE AND BRACING OF DUCTWORK TO STRUCTURE X IBC 1707.8 Statem ent of Special Inspections Special inspections shall be provided per the requirements of IBC section 1705.2 and as noted herein STEEL VERIFICATION AND INSPECTION TASK 1. MATERIAL VERIFICATION OF HIGH - STRENGTH BOLTS, NUTS, AND WASHERS: CONTINUOUS PERIODIC REFERENCED STD. IBC REFERENCE a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS X X AISC 360, SECTION A3.3 AND APPLICABLE ASTM MATERIAL STANDARDS 1704.3.3 b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED X X c. PRE - TENSIONS AND SLIP - CRITICAL JOINTS USING TURN -OF -NUT WITHOUT MATCHMARKING OR CALIBRATED WRENCH METHODS OF INSTALLATION 2. INSPECTION OF HIGH STRENGTH BOLTING: a. SNUG -TIGHT JOINTS X X AISC 360, SECTION M2.5 1704.3.3 b. PRE - TENSIONED AND SLIP - CRITICAL JOINTS USING TURN -OF -NUT WITH MATCHMARKING, TWIST -OFF BOLT OR DIRECT TENSION INDICATOR METHODS OF INSTALLATION X X c. PRE - TENSIONS AND SLIP - CRITICAL JOINTS USING TURN -OF -NUT WITHOUT MATCHMARKING OR CALIBRATED WRENCH METHODS OF INSTALLATION X X 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD FORMED STEEL DECK: a. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO CONFORM TO AISC 360 X X AISC 360, SECTION M5.5 1704.3.1 b. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS X X APPLICABLE ASTM MATERIAL STANDARDS c. MANUFACTURERS CERTIFIED TEST REPORTS X X X 4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: a. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATIONS IN THE APPROVED CONSTRUCTION DOCUMENTS X X AISC 360, SECTION A3.5 AND APPLICABLE AWS A5 DOCUMENTS 1704.3.1 b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED X X 3) SINGLE PASS FILLET WELDS > 5116" 5. INSPECTION OF WELDING: a. STRUCTURAL STEEL AND COLD- FORMED STEEL DECK 1) COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELD X X AWS D1.1 1704.3.1 2) MULTIPASS FILLET WELDS X X 3) SINGLE PASS FILLET WELDS > 5116" X X 4) PLUG AND SLOT WELDS X X 5) SINGLE PASS FILLET WELDS < 5116" X X 6) FLOOR AND ROOF DECK WELDS ART. 1.4B X AWS D1.3 b. REINFORCING STEEL 1) VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A 706 CONTINUOUS X AWS D1.4 ACI 318: SECTION 3.5.2 1704.3.2 2) REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAR REINFORCEMENT X X 3) SHEAR REINFORCEMENT X X 4) OTHER REINFORCING STEEL ART. 1.5 X 6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE: a. DETAILS SUCH AS BRACING AND STIFFENING CONTINUOUS X REFERENCE FOR CRITERIA 1704.3.2 b. MEMBER LOCATIONS TMS 602/ACI 530.1 /ASCE 6 a. X c. APPLICATION OF JOINT DETAILS AT EACH CONN. • X X FOR SI: 1" = 25.4 mm * WHERE APPLICABLE, SEE ALSO IBC SECTION 1701.1, SPECIAL INSPECTION FOR SEISMIC RESISTANCE NOTES LEVEL 1 MASONRY CO N STRU CTIO N VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC REFERENCE FOR CRITERIA IBC SECTION TMS 402/ACI 530 /ASCE 5 a. TMS 602/ACI 530.1 /ASCE 6 a. COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THE CONSTRUCTION DOCUMENTS AND THE APPROVED SUBMITTALS SHALL BE VERIFIED X X SEC. 1.2.2(e) 1.16.1 ART. 3.3B ART. 1.5 VERIFICATION OFfm ANDfAAc PRIOR TO CONSTRUCTION EXCEPT WHERE SPECIFICALLY EXEMPTED BY THIS CODE X X SEC. 1.15 ART. 3.4, 3.6A ART. 1.4B VERIFICATION OF SLUMP FLOW AND VSI AS DELIVERED TO THE SITE FOR SELF - CONSOLIDATING GROUT X SEC. 2..1.9.7.2, 3.3.3.4(b) ART. 1.5B.1.b.3 • AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE: a. PROPORTIONS OF SITE PREPARED MORTAR X ART. 2.6A b. CONSTRUCTION OF MORTAR JOINTS X SEC. 1.2.2(e) 1.16.1 ART. 3.3B c. LOCATION OF REINFORCEMENT, CONNECTORS, PRESTRESSING TENDONS AND ANCHORAGES X SEC. 1.15 ART. 3.4, 3.6A • DURING CONSTRUCTION THE INSPECTION PROGRAM SHALL VERIFY: a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS X ART. 3.3F b. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES OR OTHER CONSTRUCTION X SEC. 1.2.2(e) 1.16.1 c. SPECIFIED SIZE, GRADE AND TYPE OF REIN- FORCEMENT, ANCHOR BOLTS, PRESTRESSING TENDONS AND ANCHORAGES X SEC. 1.15 ART. 2.4, 3.4 d. WELDING OF REINFORCING BARS X SEC. 2..1.9.7.2, 3.3.3.4(b) e. PREPARATION, CONSTRUCTION AND PROTECTION OF MASONRY DURING COLD WEATHER (temperature below 40° F) OR HOT WEATHER (temperature above 90° F) SEC. 2104.3 2104.4 ART. 1.8C, 1.8D e PRIOR TO GROUTING, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE a. GROUT SPACE IS CLEAN X ART. 3.2D b. PLACEMENT OF REINFORCEMENT AND CONNECTORS AND PRESTRESSING TENDONS AND ANCHORAGES X SEC. 1.13 ART. 3.4 c. PROPORTIONS OF SITE - PREPARED GROUT AND PRESTRESSING GROUT FOR BONDED TENDONS X ART. 2.6B d. CONSTRUCTION OF MORTAR JOINTS X ART. 3.3B GROUT PLACEMENT SHALL BE VERIFIED TO ENSURE COMPLIANCE: X ART. 3.5 PREPARATION OF ANY REQUIRED GROUT SPECIFIMENS, MORTAR SPECIMENS AND /OR PRISMS SHALL BE OBSERVED X SEC. 2105.2.2, 2105.3 ART. 1.4 FOR SI: °C = [( °F) - 32]11.8 a. THE SPECIFIC STANDARDS REFERENCED ARE THOSE LISTED IN CHAPTER 35 EX litED FEB 0$ 2012 REVIEWED FOR CODE COMPLIANCE APDDAVED FEB 0 8 2011 City of Tukwila BUILDING Diviginits 2.011 InD-2) REID MIDDLETON, INC. ▪ TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER. • STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1709. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED AS FOLLOWS: > PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTON STAGES > REVIEW OF TESTING AND INSPECTION REPORTS > REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. GENERAL CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE THE FOLLOWING: > ACKNOWLEDGEMENT OF AWARENESS OF REQUIREMENTS OF QUALITY ASSURANCE PLAN > ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL > PROCEEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTORS ORGANIZATION AND THE METHOD AND FREQUENCY OF REPORTING AND DISTRIBUTION > IDENTIFICATION OF PERSONS EXERCISING SUCH CONTROL AND THEIR POSITIONS IN THE ORGANIZATION COPYRIGHT©2007 SWENSON SAY FAGEt - ALL RIGHTS RESERVED rar SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third A venue - Suite 100 - Seattle, WA 98121 ph: 206.4436212 fax 206.443.4870 www.swensonsayfaget.com 12 -23 -2010 DRAWN: DJN DESIGN: EBG CHECKED: ABB APPROVED: ABB REVISIONS: # DESCRIPTION DATE 1 Revision 1 11 -15 -10 2 Demo Permit 12 -03 -10 Revisions 3 Permit 12 -23 -10 Revisions PROJECT TITLE: IFLY - Indoor Skydiving "The Annex @ South Center" 301 Tukwila Parkway OWNER: Beta Holding LTD. 18827 Bothell Way NE bothel, WA 98011 ARCHITECT: Jensen Fey Architecture and Planning 7730 Leary Way NE Redmond, WA 98052 PH 425 -216 -0318 FX 425 -216 -0329 ISSUE: PERMIT SHEET TITLE: SPECIAL INSPECTION SCALE: 3/4" = 1' -0" PERMIT DATE: 10 -13 -2010 PROJECT NO: 1340- 2009 -01 SHEET NO: NO: OF SHEETS: General Structural Notes CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFO P I a D H I E • T SN BUILDING 1 D EDITION), INCLUD NG THE 2009 WASH NGTON STATE AMENDM N S.. 2. DESIGN LOADING CRITERIA ROOF LIVE LOAD ROOF LIVE LOAD (TENANT ACCESSIBLE) ROOF LIVE LOAD (PUBLIC ACCESSIBLE) FLOOR LIVE LOAD (ASSEMBLY AREAS) FLOOR LIVE LOAD (STORES - RETAIL FIRST FLOOR) FLOOR LIVE LOAD (STORES - RETAIL UPPER FLOORS) CATWALKS FOR MAINTENANCE ACCESS LIVE LOAD FLOOR CONCENTRATED LOAD (STORES) STAIR AND CORRIDOR LIVE LOAD PARTITION LOADING GUARDRAILS /BALCONY RAILS GUARDRAILS /BALCONY RAILS CONCENTRATED LOAD MECHANICAL UNITS SNOW WIND EARTHQUAKE (2009 THE 25 PSF 60 PSF 100 PSF 100 PSF 100 PSF 75 PSF 40 PSF 1000 LBS 100 PSF 20 PSF 50 PLF 200 LBS WEIGHTS FURNISHED BY MANUFACTURER Pf =25 PSF Iw =1.0, GCp1 =0.18, 85 MPH, EXPOSURE "B" ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: SPECIAL CONCENTRICALLY BRACED FRAMES. R =6.0 Vs = 100 KIPS, SITE CLASS = E Ss =1.43, S1 =0.49, Sds =0.86, SD1 =0.78, Cs SDC D, Ie =1.0 SEE PLANS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND /OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND /OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 7. CONTRACTOR- INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. METAL DECKING REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION) STRUCTURAL STEEL CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1' -0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT SHOP DRAWINGS. APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. THE FOLLOWING APPLY UN LESS SHOWN OTHEFMISE ON THE DRA\MNGS 12. SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING CURTAIN WALL SYSTEMS, SKYLIGHT FRAMES, PREFABRICATED STAIR SYSTEMS, AND EXTERIOR CLADDING SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHINGTON AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW OF THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE MADE AVAILABLE UPON REQUEST. 13. EXTERIOR CLADDING PANELS AND CONNECTIONS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE LOADS AND CONDITIONS SHOWN ON THE PLANS. MANUFACTURER SHALL SUBMIT DETAIL DRAWINGS AND CALCULATIONS BEARING THE STAMP AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER, STATE OF WASHINGTON. MANUFACTURER'S ENGINEER SHALL BE RESPONSIBLE FOR DESIGN, CODE CONFORMANCE, AND CONNECTION OF EXTERIOR CLADDING PANELS TO BASIC STRUCTURE. ENGINEER OF RECORD TAKES NO RESPONSIBILITY FOR PRODUCT DESIGN, MANUFACTURE, DELIVERY AND HANDLING, OR CONNECTION TO BASIC STRUCTURE. SHOP DRAWINGS SHALL BEAR THE REVIEW STAMP OF THE DESIGNING ENGINEER'S FIRM PRIOR TO REVIEW BY THE ENGINEER OF RECORD. ALL NECESSARY BRACING, TIES, ANCHORAGE, DISTRIBUTION MEMBERS, AND SIMILAR ELEMENTS SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH SUBMITTED DRAWINGS AND CALCULATIONS. Q UAUTY ASSURANCE 14. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTME - �P :► EST R SPECIAL INSPECTIONS SHALL BE IN ACCORDANCE WITH THE TABLES ON SHE S0.1. NONDESTRUCTIVE TESTING OF COMPLETE AND PARTIAL JOINT PENETRATION WEL AT BRACED FRAME CONNECTIONS SHALL COMPLY WITH AISC 341 -05 APPENDIX Q5.2 15. STRUCTURAL OBSERVATION SHALL BE PERFORMED IN ACCORDANCE WITH SECTIONS 1709 OF THE INTERNATIONAL BUILDING CODE FOR THE FOLLOWING BUILDING ELEMENTS: CONCRETE CONSTRUCTION MASONRY CONSTRUCTION STRUCTURAL STEEL CONSTRUCTION THE CONTRACTOR SHALL PROVIDE THE ENGINEER OF RECORD ADEQUATE NOTICE TO SCHEDULE APPROPRIATE SITE VISITS FOR STRUCTURAL OBSERVATION. STRUCTURAL OBSERVATION MEANS THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM, FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS, AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY SECTION 109 OR OTHER SECTIONS OF THE INTERNATIONAL BUILDING CODE. THE OWNER SHALL EMPLOY THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUC- TURAL DESIGN, TO PERFORM STRUCTURAL OBSERVATION. OBSERVED DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER'S REPRESENTATIVE, SPECIAL INSPEC- TOR, CONTRACTOR, AND THE BUILDING OFFICIAL. THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFYING ANY REPORTED DEFICIENCIES WHICH, TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED. GEOTECHNICAL 16. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS /ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER, BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. ALLOWABLE SOIL PRESSURE LATERAL EARTH PRESSURE (RESTRAINED /UNRESTRAINED) 2000 PSF 55 PCF /45 PCF SOILS REPORT REFERENCE: GEOTECHNICAL ENGINEERING STUDY BY PANGEO DATED DEC 23, 2009 NO 09 -145. 17. PIN PILES SHALL BE DRIVEN TO REFUSAL. REFUSAL SHALL BE DEFINED AS LESS THAN 1 -INCH PENETRATION IN 60 SECONDS DURING CONTINUOUS DRIVING OF A 90 LB JACK HAMMER UNDER THE FULL EFFORT OF THE OPERATOR. THE MAXIMUM PILE ECCENTRICITY SHALL BE 4 INCHES. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO DRIVING PILES. RENOVATION 18. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. 19. EXISTING REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. SAW CUTTING, IF AND WHERE USED, SHALL NOT CUT EXISTING REINFORCING THAT IS TO BE SAVED. A. ALL NEW OPENINGS THROUGH EXISTING WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE. B. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO CUTTING ANY OPENINGS. C. SMALL ROUND OPENINGS SHALL BE ACCOMPLISHED BY CORE DRILLING, IF POSSIBLE. D. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, DOWELS EPDXY GROUTED INTO EXISTING CONCRETE SHALL BE PROVIDED TO MATCH HORIZONTAL REINFORCING, UNLESS OTHERWISE NOTED ON PLANS. 20. CONTRACTOR SHALL CHECK FOR DRYROT AT ALL AREAS OF NEW WORK. ALL ROT SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER OR ARCHITECT. CONCRETE 21. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1906, AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: TYPE OF CONSTRUCTION 28 DAY STRENGTH (fc) A. SLABS ON GRADE TOPPING SLABS SLABS ON METAL DECK STAIR LANDINGS AND TREADS 3,000 PSI B. ALL STRUCTURAL CONCRETE 4,000 PSI 22. THE MINIMUM AMOUNTS OF CEMENT MAY BE CHANGED IF A CONCRETE PERFORMANCE MD( IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC 1905.6. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 23. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE AIR - ENTRAINED WITH AN AIR - ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT FOR FROST- RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH TABLE ACI 318 TABLE �_4.1 ODERATE EXPOSURE, A 24. CONCRETE MAY BE PLACED BY THE "SHOTCRETE" METHOD, PROVIDED THE APPROVALS, TESTS, AND INSPECTIONS REQUIRED BY THE BUILDING DEPARTMENT ARE OBTAINED. SHOTCRETE MATERIALS, EQUIPMENT, PROCEDURES, PROPORTIONS, BATCHING, MIXING AND PLACEMENT SHALL BE IN ACCORDANCE WITH ACI 506R -05, ACI 506.2 -95 AND INTERNATIONAL BUILDING CODE SECTION 1913. THE " SHOTCRETE" METHOD SHALL NOT BE USED WITHOUT MAKING SPECIAL ARRANGEMENTS THROUGH OWNER AND ENGINEER UNLESS STRUCTURAL DRAWINGS ARE SPECIFICALLY DETAILED TO ACCOMMODATE SHOTCRETING. 25. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, fy = 40,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 60, fy = 60,000 PSI. 26. WELDING OF GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615(S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1.4 ARE SUBMITTED. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. /2\ 27. DETAILING OF REINFORCING STEEL ( INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315 -99 AND 18 -08 LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 40 BAR DIAMETERS OR 2' -I" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2' -O" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318 -05, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 28. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER ( #6 BARS OR LARGER) 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER ( #5 BARS OR SMALLER) ..1 -1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 -1/2" SLABS AND WALLS (INT. FACE)....GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" 29. CONCRETE WALL REINFORCING -- PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: 6" WALLS #4 @ 16 HORIZ. 8" WALLS #4 @ 12 HORIZ. 10" WALLS #4 @ 18 HORIZ. 12" WALLS #4 @ 16 HORIZ. #4 @ 18 VERTICAL 1 CURTAIN #4 @ 18 VERTICAL 1 CURTAIN #4 @ 18 VERTICAL 2 CURTAINS #4 @ 18 VERTICAL 2 CURTAINS 30. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST-IN -PLACE AND PRECAST. 31. NON- SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). 32. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICC -ES APPROVED SYSTEM (SUCH AS LENTON, FOX - HOWLETT, ETC.) AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS. SPLICE LOCATIONS OF ALTERNATE BARS SHALL BE OFFSET BY A DISTANCE WHICH CONFORMS TO THE ICC -ES REPORT OF THE SPLICE USED. REFER TO THE STRUCTURAL PLANS FOR LIMITATIONS ON PLACEMENT OF MECHANICAL SPLICES. ANCHORAGE 33. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "KWIK BOLT TZ" AS MANUFACTURED BY THE HILTI CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. ESR -1917, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. 34. EPDXY-GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "HIT RE 500" AS MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. ESR -2322. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED. RODS SHALL BE ASTM A -36 UNLESS OTHERWISE NOTED. 35. DRIVE PINS AND OTHER POWDER - ACTUATED FASTENERS SHALL BE LOW VELOCITY TYPE (SERIES X -DNI OR X -2F, 0.145" DIAMETER UNLESS OTHERWISE NOTED) AS MANUFACTURED BY THE HILTI CORP. OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. ER -1633. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE AND SPACE NO CLOSER THAN 4" ON CENTER. 36. CONCRETE SCREW ANCHORS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE TITEN HD HEAVY DUTY SCREW ANCHOR AS MANUFACTURED BY THE SIMPSON STRONG -TIE CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. ESR -2713 (CONCRETE), NO. ESR -1056 (CMU), INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SCREW ANCHORS INTO CONCRETE MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICBO, OR ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. EX I F ED BUILDING DIVI,�117nr R REVIEWED FOR CODE COMPLIANCE FEB 08 2uil City of Tukwila FEB o$ 2012 Duo -��s E E 2011 REID MIDDLETON, INC. GENERAL N O TES CONTINUE ON S1.2 COPYRIGHT ©2007 SWENSON SAY FACET -ALL RIGHTS RESERVED SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third A venue - Suite 100 - Seattle, WA 98121 ph: 206.44a 6212 fax 206: 443.4870 www.swensonsayfaget.com 12 -23 -2010 DRAWN: DJN DESIGN: EBG CHECKED: ABB APPROVED: ABB REVISIONS: # DESCRIPTION DATE 1 Revision 1 11 -15 -10 2 Demo Permit 12 -03 -10 Revisions 3 Permit 12 -23 -10 Revisions PROJECT TITLE: IFLY - Indoor Skydiving "The Annex @ South Center" 301 Tukwila Parkway OWNER: Beta Holding LTD. 18827 Bothell Way NE bothel, WA 98011 ARCHITECT: Jensen Fey Architecture and Planning 7730 Leary Way NE Redmond, WA 98052 PH 425 - 216 -0318 FX 425- 216 -0329 ISSUE: PERMIT SHEET TITLE: GEN ERAL NOTES SCALE: 12" = 1' -0" PERMIT DATE:10 -13 -2010 PROJECT NO: 1340- 2009 -01 SHEET NO: S1 . 1 NO: OF SHEETS: General Structural N aims THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS STEEL 36. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: 1. EITHER AISC 360 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. 2. MARCH 18, 2005 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AMENDED AS FOLLOWS. A. AS NOTED IN THE CONTRACT DOCUMENTS. B. BY THE DELETION OF PARAGRAPH 4.4.1. C. REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. 37. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION A. WIDE FLANGE SHAPES B. OTHER SHAPES, PLATES, AND RODS C. OTHER SHAPES AND PLATES (NOTED GRADE 50 ON PLANS) D. PIPE COLUMNS E. STRUCTURAL TUBING (SQUARE OR RECTANGULAR) (ROUND) F. CONNECTION BOLTS A325 -N (3/4" ROUND, UNLESS SHOWN OTHERWISE) A992 A36 A572 (GRADE 50) Fy 50 KSI 36KSI 50 KSI A53 (E OR S, GR.B) 35 KSI A500 (GRADE B) 46 KSI 42 KSI 38. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 39. ALL A -325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR FULL EF 0: • ' ONWI R E : U N AN ORDIN.RY P 1 ► ' Ei HIGH STRENGTH BOLTS AT CONNECTIO S OF HE SEISMI FOR E RESISTING SYSTEM SHALL BE PRETENSIONED AND THEIR FAYING SURFACES SHALL BE PREPARED AS REQUIRED FOR SLIP CRITICAL CONNECTIONS. ERECTION BOLTS NEED NOT MEET THIS REQUIREMENT. 3 40. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 41. ALL WELDING SHALL BE IN CONFORMANCE WITH A,I.S.C. AN SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USI ONLY PREQUALIFIED WELDS (AS DEFINED BY A W.S SHALL JOINT PENETRATION GROOVE WELDS MADE WITH A FILLER MATERIAL THAT HAS A MI 20 FT -LBS AT -20 DEGREES F AND 40 FT -LBS AT 70 DEGREES A.W.S. STANDARDS AND G E70 )X ELECTRODES. USED. ALL COMPLETE ELDS SHALL BE C N TOUGHNESS OF D TERMINED BY ND DEMAND R T y L A FI TI 0 U ,M ' IF A 1 0 AS ALL WELDS AT CONNECTION OF THE SEISMIC FORCE RESI TING YS EM S LL BE MADE WILL FILLER METAL HAVING A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FT -LBF AT 0 DEGREES F. 42. ME LOOR AND ROOF DECKING--PROVIDE SIZE, TYPE, GAUGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICC -ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. 43. ATTACHMENTS TO MEMBERS OF THE SEISMIC FORCE RESISTING SYSTEM SHALL NOT BE MADE WITHIN THE PROTECTED ZONE AS INDICATED IN THE DRAWINGS, AND DISCONTINUITIES SHALL BE REPAIRED ACCORDING TO AISC 341 -05 SECTION 7.4 44. COLD- FORMED STEEL FRAMING NOTES- -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. THE CONTRACTOR SHALL PROVIDE A QUALITY CONTROL PROGRAM OVER ALL BABRICATION AND ERECTION ACTIVITY THROUGH THE USE OF AN INDEPENDENT TESTING AGENCY AND /OR A QUALIFIED REPRESENTATIVE OF THE STEEL MANUFACTURER. THE CONTRACTOR SHALL OBTAIN MILL CERTIFICATION FROM THE GAUGE STEEL MANUFACTURER OR SHALL SUBMIT TENSILE TESTS AND GALVANIZATION TESTS TO THE ENGINER OF RECORD TO VERIFY THE ADEQUACY OF THE GAUGE MATERIALS. B. COLD- FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE, SIZE, AND GAUGE SHOWN ON THE PLANS. NOTATIONS ON THE DRAWINGS, RELATING TO MEMBER TYPES AND SIZES OR MISCELLANEOUS FRAMING ITEMS, REFER TO SIZES AS PUBLISHED BY THE STEEL STUD MANUFACTURERS ASSOCIATION, ICBO ER- 4943P. PRODUCTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED FOR FRAMING SHOWN, PROVIDED THEY ARE EQUIVALENT IN SHAPE, SIZE, STIFFNESS, AND STRENGTH. ALTERNATE FRAMING SHALL BE SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION. ALL COLD FORMED STEEL FRAMING SHALL CONFORM TO THE AISI, "STANDARD FOR COLD FORMED STEEL FRAMING." DESIGNATION: 600 S 200 - 54 DEPTH MEMBER FLANGE MATERIAL STYLE WIDTH THICKNESS(MILS) C. MATERIAL: METAL FRAMING SHALL BE GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING AS FOLLOWS: ASTM A653, GRADE 50 Fy = 50 ksi 12, 14, AND 16 GAUGE ASTM A653, GRADE 33 Fy = 33 ksi 18 AND 20 GAUGE WHERE NOTED, PAINTED STUDS SHALL CONFORM TO: ASTM A570, GRADE E Fy = 50 ksi ALL 8 AND 10 GAGE MATERIAL SHALL CONFORM TO: ASTM A36 Fy = 36 ksi D. ACCESSORIES SHALL BE OF THE TYPE, SIZE, AND SPACING SHOWN ON THE DRAWINGS OF A MINIMUM 16 GAUGE MATERIAL UNLESS OTHERWISE SPECIFIED. CONTRACTOR SHALL PROVIDE MISCELLANEOUS FRAMING CLIPS, LEDGERS, AND ACCESSORIES OF MINIMUM 16 GAUGE WHERE REQUIRED FOR CONNECTIONS AND BEARING CONDITIONS NOT OTHERWISE SHOWN ON DRAWINGS. FASTENING OF COMPONENTS SHALL BE BY WELDING OR SCREWING OR BY OTHER MEANS OF FASTENING AS INDICATED ON THE DRAWINGS. WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE CONNECTION: WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC -RICH PAINT. E. SCREWS: ALL SCREWS (REFERRED TO AS TEK) SHALL BE SELF - TAPPING SELF - DRILLING FASTENERS THAT ARE ZINC COATED AS MANUFACTURED BY HILTI KWIK -FLEX (ICBO #4780), OR APPROVED EQUAL. THE MINIMUM SCREW SIZE /TYPE /POINT SHALL BE #8 -18 ( #2 POINT) OR #10 -16 ( #2 POINT) FOR USE IN 20 GAUGE THROUGH 16 GAUGE, AND #10 -16 ( #3 POINT) OR #12 -14 ( #2 OR #3 POINT) FOR HEAVIER THAN 16 GAUGE UNLESS NOTED OTHERWISE. SCREWS FOR SHEATHING CONNECTIONS SHALL BE OF THE PROPER SIZE AND TYPE FOR A POSITIVE SHEATHING -TO -METAL CONNECTION.. ALL SCREW CONNECTIONS SHALL BE MADE FROM THE LIGHTER MATERIAL INTO THE HEAVIER MATERIAL UNLESS NOTED OTHERWISE. SCREWS SHALL HAVE A MINIMUM PROJECTION OF 3 THREADS THROUGH THE LAST MATERIAL JOINED AND SHALL HAVE MINIMUM EDGE DISTANCES AND CENTER TO CENTER SPACINGS OF 1 -1/2 AND 3 SCREW DIAMETERS, RESPECTIVELY. ALL SCREWS SHALL CONFORM TO SAE J78 AND SHALL BE COATED WITH A CORROSIVE- RESISTANT COATING. THE SCREW MANUFACTURER SHALL PROVIDE VERIFICATION OF THE FASTENERS RESISTANCE TO HYDROGEN EMBRITTELMENT, UPON REQUEST, PRODUCE THE SPECIFIED CLASSES OF WELD. F. WELDING OF COLD- FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS QUALIFIED TO G. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR ALL STUD WALLS NOT SHOWN. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 800S162 -54 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR MULTI -STUD OR STEEL COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS FULL WIDTH BLOCKING AT MID - HEIGHT OF ALL STUD WALLS OVER 10' IN HEIGHT. TYPICAL EXTERIOR STUDS SHALL BE 6005200 -33 @ 16" OC UNLESS NOTED OTHERWISE. ALL STUD WALLS SHALL HAVE THEIR BOTTOM TRACKS ATTACHED TO FRAMING BELOW WITH #8 SCREWS AT 24" 0.C. OR ATTACHED TO CONCRETE WITH 0.145" DIAMETER DRIVE -PINS @ 24" 0.C. UNLESS INDICATED OTHERWISE. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES AND GYPSUM SHEATHING ON EXTERIOR SURFACES SCREWED TO ALL STUDS, TOP AND BOTTOM TRACKS, AND BLOCKING WITH SCREWS AT 12" 0.C. TRACK SECTIONS SHALL MATCH THE WALL STUD GAUGE, BE UNPUNCHED AND HAVE AT LEAST 1 -1/4" FLANGES. 45. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CAST -IN -PLACE CONCRETE SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A -108 AND SHALL BE WELDED IN CONFORMANCE WITH A.W.S. REQUIREMENTS. 46. DEFORMED BAR ANCHORS SHALL BE TYPE D2L ANCHORS BY NELSON STUD WELDING DIVISION, TRW ASSEMBLIES AND FASTENERS GROUP OR EQUIVALENT. ANCHORS SHALL BE MADE FROM COLD ROLLED, DEFORMED STEEL CONFORMING TO ASTM A -496. MASON RY 48. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF GRADE N, TYPE I UNITS, CONFORMING TO ASTM C90, LAID IN A RUNNING BOND. MORTAR SHALL BE TYPE "S" PER TABLE 210 8 OF THE INTERNATIONAL BUILDING CODE. GROUT SHALL CONFORM TO j CI 530.1 ND ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3,750 PSI AT 28 DAYS, DES ► = 2500 PSI (3750 PSI MASONRY UNIT STRENGTH. STRENGTH SHALL BE VERIFIED BY EITHER THE UNIT STRENGTH METHOD OR PRISM TESTING IN ACCORDANCE WITH SECTION 2105.2. WHEN VERIFIED BY THE UNIT METHOD, MASONRY UNITS SHALL BE CHOSEN IN ACCORDANCE WITH TABLE OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWING REINFORCEMENT: 4" WALLS #4 @ 48" 0.C. VERT 6" WALLS 8" WALLS 10" WALLS 12" WALLS #4 @ 48" 0.C. VERT. #5 @ 48" 0.C. VERT, #5 @40 "O.C.VERT. #5 @ 32" 0.C. VERT. 3/16 dia. WIRE JOINT REINF. AT 8" 0.C. HORIZ. (2) #4 @ 48" 0.C. HORIZ. (2) #4 @ 48" 0.C. HORIZ. (2) #5 @ 48" 0.C. HORIZ. (2) #5 @ 40" 0.C. HORIZ. IN ADDITION, PROVIDE (1) #5 ( #4 @ 6" AND 4" WALLS) VERT. AT EACH SIDE OF OPENINGS, AT WALL CORNERS AND INTERSECTIONS AND AT FREE ENDS OF WALLS AND (2) #4 ( #4 @ 4" WALLS) HORIZ. AT ELEVATED FLOOR AND ROOF LEVELS, AT TOPS OF WALLS AND ABOVE AND BELOW ALL OPENINGS. ALL HORIZONTAL REINFORCEMENT SHALL BE PLACED IN BOND BEAMS. EXTEND REINFORCEMENT AROUND OPENINGS 2' -O" BEYOND FACE OF OPENING. IF 2' -O" IS UNAVAILABLE EXTEND AS FAR AS POSSIBLE AND HOOK. PROVIDE CORNER BARS TO LAP HORIZONTAL REINFORCING AT CORNERS AND INTERSECTIONS. LAP ALL REINFORCING STEEL 48 BAR DIAMETERS OR 24" MINIMUM. FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS BELOW GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS CONTAINING REINFORCEMENT FOR ALL GROUT POURS OVER 5 FEET IN HEIGHT. UNITS MAY BE LAID TO THE FULL HEIGHT OF THE GROUT POUR AND GROUT SHALL BE PLACED IN A CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDING 5 FEET. ALL PREPARATION AND PLACING OF MASONRY SHALL CONFORM TO SECTION 2104 OF THE INTERNATIONAL BUILDING CODE. VIEWED FOR CODE COMPLIANCE FEB 082011 Cityof Tukwila BUILDING DIUI,SIQ EXi A FEB Q$ 2012 JAN 2 :) 2011 EMELI REID MIDDLETON INC. s w Sri SWENSON SAY FAGET A STRUCTURALENGINEERING CORPORATION 2124 Third A venue - Suite 100 - Seattle, W A 98121 ph: 206.44a 6212 fax 206.443.4870 www.swensonsayfaget.com 12 -23 -2010 DRAWN: DJN DESIGN: EBG CHECKED: ABB APPROVED: ABB REVISIONS: # DESCRIPTION DATE 1 Revision 1 11 -15 -10 2 Demo Permit 12 -03 -10 Revisions 3 Permit 12 -23 -10 Revisions PROJECT TITLE: IFLY - Indoor Skydiving "The Annex @ South Center" 301 Tukwila Parkway OWNER: Beta Holding LTD. 18827 Bothell Way NE bothel, WA 98011 ARCHITECT: Jensen Fey Architecture and Planning 7730 Leary Way NE Redmond, WA 98052 PH 425 - 216 -0318 FX 425 - 216 -0329 ISSUE: PERMIT SHEET TITLE: GENERALNOTES W S „ , „ 12 =1 -0 PERMICALE: T DATE: 10 -13 -2010 PROJECT No: 1340- 2009 -01 a LL a SHEET NO: w z O z w 3 g N O H 2 o NO: OF SHEETS: S1.2 PLENUM 1/8" = 14' - 41/4" 1 7/8" 16'- 39/16" II 10 9/16" CI 17/8" 16'- 39/16" 1' - 6" CONC WALL II, A r SLOPE TO DRAIN PER ARCH MAINTAIN MIN 12" THICKNESS 411) 12" THICK SLAB (MIN) W / #5I @12 "EW TOP at CBOT SLOPE PER ARCH 1' - 0" CONC WALL 1. IL SUMP PIT PER 6/$3.1 SIM 10 9/16" LA ua 05 N (3) N PLAN NOTES 1, SLAB ON GRADE ELEVATION IS PER ARCHITECTURAL DRAWINGS. SLAB ON GRADE SHALL BE 12" THICK WITH REINFORCEMENT PER PLAN. PREPARE SOILS AND PROVIDE VAPOR BARRIER PER GEOTECHNICAL ENGINEERS RECOMMENDATIONS. 2. FINAL FOOTING ELEVATIONS SHALL BE DETERMINED BY ON SITE VERIFICATION BY SOILS ENGINEER. 3 REFER TO MECHANICAL /CIVIL FOR UNDERSLAB PIPING. FOOTINGS MAY BE LOWERED TO AVOID CONFLICTS, SEE 5/53.2. 4. SEE 3/53.2 FOR TYPICAL REINFORCEMENT AT CONCRETE WALL OPENINGS. 5. SEE 1/53.2 FOR TYPICAL REINFORCEMENT AT WALL AND FOOTING CORNERS AND INTERSECTIONS. 6. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL AND SKYVENTURE DRAWINGS FOR ALL DIMENSIONS. 7. PROVIDE BACKFILL AT BELOW GRADE CONCRETE WALLS PER GEOTECHNICAL ENGINEERS RECOMMENDATIONS. DO NOT BACKFILL UNTIL FLOOR SLABS AT TOP AND BOTTOM OF WALL HAVE BEEN POURED. REVIEWED FOR CODE COMPLIANCE a DDQfVED iLB 0 8 2011 City of Tukwila BUILDING DIVISION EX "RE btoqs FEB (18 2012 REID MIDDLETON, INC. RECEIVED CITY OF TIIKWILA NOV 01 2010 PERMIT CENTER wiz Sri SWENSON SAY FAGOT A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443.4870 www.swensansayfaget.com 10 -13 -2010 DRAWN: DJN DESIGN: EBG CHECKED: ABB APPROVED: ABB REVISIONS: # DESCRIPTION DATE PROJECT TITLE: IFLY - Indoor Skydiving "The Annex @ South Center" 301 Tukwila Parkway OWNER: Beta Holding LTD. 18827 Bothell Way NE bothel, WA 98011 ARCHITECT: Jensen Fey Architecture and Planning 7730 Leary Way NE Redmond, WA 98052 PH 425 - 216 -0318 FX 425- 216 -0329 ISSUE: PERMIT SHEET TITLE: PLENUM FRAMING PLAN a SCALE: 1/8" = 1' -0" 11.9 PERMIT DATE:10-13 -2010 PROJECT NO: 1340- 2009 -01 LL SHEET NO: 1 6 8 S2.1 NO: OF SHEETS: Sri SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 14' - 4 1/4" 7-17/8" 161- 3 9/16" 16' - 3 9/16" 17/8 " - PLAN NOTES 2124 Third A venue - Suite 100 - Seattle, WA 98121 ph: 206.44a 6212 fax 206.44a 4870 www.swensonsayfaget.com 41- 0 "x4' -0 "x12" DP FTG W/ (4) #5 EW BOT 2'- 0 "x2' -0 "x10" DP FTG W /(3) #4 EW BOT 3'- 0 "x3' -0 "x12" DP FTG W/ (4) #4 EW BOT COLUMN (E) BLDG SLOPING COLUMN u 1. SLAB ON GRADE ELEVATIONS VARY PER ARCHITECTURAL DRAWINGS. SLAB ON GRADE SHALL BE 6" THICK AND REINFORCED WITH #4 @ 18" OC EACH WAY AT CENTER IN ADDITION TO ANY OTHER REINFORCEMENT SHOWN ON PLAN. PREPARE SOILS AND PROVIDE VAPOR BARRIER PER GEOTECHNICAL ENGINEERS RECOMMENDATIONS. 2. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO DIVIDE SLAB IN AREAS OF 400 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND SHALL HAVE NO ACUTE ANGLES. JOINT LOCATIONS MUST BE APPROVED BY THE ARCHITECT. REFER TO DETAIL3/S3.1. 3. TOPS OF ALL FOOTING SHALL BE 8 "MIN BELOW TOP OF SLAB ON GRADE, UON. FINAL FOOTING ELEVATIONS SHALL BE DETERMINED BY ON SITE VERIFICATION BY SOILS ENGINEER. 4. REFER TO MECHANICAL/CIVIL FOR UNDERSLAB PIPING. FOOTINGS MAY BE LOWERED TO AVOID CONFLICTS, SEE 5/S3.2. 5. SEE 3/S3.2 FOR TYPICAL REINFORCEMENT AT CONCRETE WALL OPENINGS. 6. SEE 1/S3.2 FOR TYPICAL REINFORCEMENT AT WALL AND FOOTING CORNERS AND INTERSECTIONS. 7. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL AND SKYVENTURE DRAWINGS FOR ALL DIMENSIONS. 8. * INDICATES BEAMS TO RECIEVE WHS PER SKYVENTURE DRAWING SEE NOTE 2 SB -1302. 12 -23 -2010 9. SEE COLUMN SCHEDULE ON S5.8 FOR COLUMN SIZES NOT NOTED ON PLANS OR ELEVATIONS. 10. EXTERIOR STUDS SHALL BE MINIMUM 20 GAUGE WHERE NO ADDITIONAL INFORMATION IS PROVIDED ON THE PLANS OR DETAILS. SEE DETAILS 1/S6.1 AND 5/S6.1 FOR TYPICAL TOP AND BOTTOM TRACKS. S5.4 W14X43* W14X43* (E) SOG 11. ALL STEEL STAIRS AND RAILINGS TO BE BIDDER DESIGNED AND SUPPLIED BY G.C. PROVIDE SHOP DRAWINGS PER GENERAL STRUCTURAL NOTE 12/S1.1 DRAWN: DJN DESIGN: EBG CHECKED: ABB APPROVED: ABB 12. TYPICAL FLOC) ' ' h u G CO S T OF " 1 I T ONCRETE TOPPING OVER 1 1/2" DEEP 20 GAUGE MINIMUM THICKNESS METAL DECK. SEE 10/S5.8 FOR DECK ATTACHMENT AND PROPERTIES. EE SKYVENTURE SHEET SB -1302 (PROVIDE WELDED HEADED STUDS AS INDICA El). ' N i' r rl .4 1.4 rW N ADDITION TO REINFORCEMENT SHOWN PER PLAN. SEE ARCHITECTURAL DRAWINGS FOR TOP OF SLAB LEVATIO • AND ST P LOCATIONS. 13. SEE SKYVENTURE DRAWINGS FOR MISCELLANEOUS FRAMING, CONNECTIONS, AND DETAILING AS REQUIRED FOR SUPPORT OF EQUIPMENT, SHAFTS, CLADDING, RAILING, ACCESS PLATFORMS, LADDERS, AND OTHER MISC. ITEMS. THESE DRAWINGS INCLUDE MODIFICATIONS TO PORTIONS OF THE SKYVENTURE 14R4 -4.3 STRUCTURAL FRAME DRAWINGS AS REQUIRED TO SUIT THE SITE SPECIFIC REQUIRMENTS OF THE BUILDING, BUT MUST BE USED IN CONJUNCTION WITH THE SKYVENTURE DRAWINGS TO ENSURE THE STRUCTURAL REQUIREMENTS OF THE SKYVENTURE SYSTEM ARE SATISFIED. REVISIONS: # DESCRIPTION DATE 1 Revision 1 11 -15 -10 2 Demo Permit 12 -03 -10 Revisions 3 Permit 12 -23 -10 Revisions 8" CMU WALL SOLID GROUTED W/ #5 @ 8" OC VERT (2) #4 @ 48" OC HORIZ REVIEWED Far- CODE COMPLIANCE AiPPINIV 'n FEB 0 8 2011 DESIGN /BUILD_ STAIR SEE NOTE 11 21- 0 "x3' -0 "x12" DP FOOTING W/ #5 @9 "EW BOT AT GRADE LOC AS REQD FOR DESIGN BUILD STAIRS, TYP PROJECT TITLE: IFLY - Indoor Skydiving "The Annex @ South Center" 301 Tukwila Parkway OWNER: Beta Holding LTD. 18827 Bothell Way NE bothel, WA 98011 FEB -0:5 2012 ARCHITECT: Jensen Fey Architecture and Planning 7730 Leary Way NE Redmond, WA 98052 PH 425- 216 -0318 FX 425 - 216 -0329 21- 0 "x2' -0 "x10" DP FTG W /(3) #4 EW BOT SLOPING COLUMN ISSUE: SLOPING COLUMN PERMIT SHEET TITLE: PLENUM DECK FRAMING PLAN COPYRIGHT ©2007 SWENSON SAY FACET -ALL RIGHTS RESERVED SCALE: 1/8" = 1' -0" PERMIT DATE:10 -13 -2010 PROJECT Na: 1340- 2009 -01 SHEET NO: S2.2 NO: OF SHEETS: (\,7)^,■:"„ E. 14' -41/4" 1 7/8" 16'- 39/16" 16'- 39/16" 17/8' - W12X14 DESIGN /BUILD STAIR SEE NOTE 5 STEEL FRAMED CANOPY PER ARCH ROOF TOS THIS AREA AS - REQUIRED-TO -SUIT- ARCH DRAWINGS W12X14' W12X14 W12X14 W16X77 W12X14 W18(35* W8X10 W18X35* W8X24 DESIGN/BUILD STAIR SEE NOTE 5 W2 X55 S5.7 W8X24 W8X10 W8X10 W8X10 W8X10 W8X24 W21X55 W12X14 W8X24 W12X14 W18r35* CONC /MTL DECK PER NOTE 1 W8X10 W12X14 W18X35* W12X14 W16X77 1 0 BSERVATIO N DECK 1 /8" = 1 '-O" STEEL FRAMED CANOPY PER ARCH 0 ,--1 ✓ i ✓ i '.a (5) PLAN NOTES 1. TYPICAL FLOOR M AL D II ING CO ff RM 1 - f N ' ETE TOPPING OVER 2" DEEP 20 GAUG SEE SKYVENTURE SHEET S -140 .4 WWM IN ADDITION TO REINFORC L DRAWING FIR TOP OF SLAB ELEVATIONS AND STEP LOCATIONS. SEE 11/55.8 OR DECK ATTACHM NT AND PROPERTIES. AND W S LOCATIONS AS REQUIRED). SEE ARCHIT CTU 2. REFERENCE TOP OF STEEL IS 17' -7" UNLESS NOTED OTHERWISE DESIGNATED BY [XX' -XXX" ], OR AS INDICATED OTHERWISE IN SKYVENTRUE DRAWINGS. 3. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL INFORMATION. EXTERIOR STUDS SHALL BE MINIMUM 20 GAUGE WHERE NO ADDITIONAL INFORMATION IS PROVIDED ON THE PLANS OR DETAILS. SEE DETAILS 1/S6.1 AND 5/56.1 FOR TYPICAL TOP AND BOTTOM TRACKS. 4. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL AND SKYVENTURE DRAWINGS FOR ALL DIMENSIONS. 5. ALL STEEL STAIRS AND RAILINGS TO BE BIDDER DESIGNED AND SUPPLIED BY G.C. PROVIDE SHOP DRAWINGS PER GENERAL STRUCTURAL NOTE 12/S1.1 6. SEE SKYVENTURE DRAWINGS FOR MISCELLANEOUS FRAMING, CONNECTIONS, AND DETAILING AS REQUIRED FOR SUPPORT OF EQUIPMENT, SHAFTS, CLADDING, RAILING, ACCESS PLATFORMS, LADDERS, AND OTHER MISC. ITEMS. THESE DRAWINGS INCLUDE MODIFICATIONS TO PORTIONS OF THE SKYVENTURE 14R4 -4.3 STRUCTURAL FRAME DRAWINGS AS REQUIRED TO SUIT THE SITE SPECIFIC REQUIRMENTS OF THE BUILDING, BUT MUST BE USED IN CONJUNCTION WITH THE SKYVENTURE DRAWINGS TO ENSURE THE STRUCTURAL REQUIREMENTS OF THE SKYVENTURE SYSTEM ARE SATISFIED. 7. SEE COLUMN SCHEDULE ON S5.8 FOR COLUMN SIZES NOT NOTED ON PLANS OR ELEVATIONS. 8. METAL ROOF DECK TO 3" DEEP 18 GAUGE N24 WITH ATTACHMENT PER DETAIL 9/S5.8. 9. * INDICATES BEAMS TO RECIEVE WHS PER SKYVENTURE DRAWINGS CODE VIEWED FOR FEB 08 2011 City of Tukwila BUILDING DIVISIfN ri ✓ i E)( 1 r, ED FEB 08 2012 Fnu inivED JA: 2 2011 REID MIIDDLETON, INC, V') fe:50/i (ve-e23 b1o.2s w 0 ox it w 1/8" „ 1/8 = 11 -0 PERMISCALE: T DATE: 10 -13 -2010 W PROJECT NO: 0 LL rri SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third A venue - Suite 100 - Seattle, WA 98121 ph: 206.44a 6212 fax 206.443.4870 www.swensonsayfaget.com 12 -23 -2010 DRAWN: DJN DESIGN: EBG CHECKED: ABB APPROVED: ABB REVISIONS: # DESCRIPTION DATE 1 Revision 1 11 -15 -10 2 Demo Permit 12 -03 -10 Revisions 3 Permit 12 -23 -10 Revisions PROJECT TITLE: IFLY - Indoor Skydiving "The Annex @ South Center" 301 Tukwila Parkway OWNER: Beta Holding LTD. 18827 Bothell Way NE bothel, WA 98011 ARCHITECT: Jensen Fey Architecture and Planning 7730 Leary Way NE Redmond, WA 98052 PH 425 - 216 -0318 FX 425 - 216 -0329 ISSUE: PERMIT SHEET TITLE: 0 BSERVATIO N DECK FRAMING PLAN • SHEET NO: z O z w 8 1340- 2009 -01 S2.3 } o NO: OF SHEETS: Reinforcing Splice and Development Length Schedule For f c = 4000 psi, Grade 60 Reinforcing Minimum Straight Development Length (id) Bar Size Top Bars Other Bars #3 18" 14" #4 25" 19" #5 31" 24" #6 37" 28" #7 54" 42" #8 62" 47" #9 70" 54" #10 78" 60" #11 87" 67" Minimum Lap Splice Lengths (I s) Bar Size Top Bars Other Bars #3 24" 18" #4 32" 25" #5 40" 31" #6 48" 37" #7 70" 54" #8 80" 62" #9 90" 70" #10 102" 78" #11 113" 87" TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF THE BAR, OR THE CENTER TO CENTER SPACING IS NOT GREATER THAN 3 BAR DIAMETERS, THEN LENGTHS SHALL BE INCREASED BY 50% Minimum Embedment Lengths (edh) For Standard End Hooks Bar Size Length #3 6" #4 7" #5 8" #6 #6 10" 10" 12" #8 13" #9 15" #10 17" #11 19" 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2 1/2" 2. END COVER FOR 90° HOOKS MUST BE EQUAL TO OR GREATER THAN 2" 5 Reinforcing Splice Length & Development Length (4000psi) 3/4" = 1' -0" SOG PER PLAN MIL GRATING 8" TY' 2' -0" 1 �'L1- 1/2 "x1 -1/2 "x3/16" /�� " W/ (2) 1/2" DIA x 3" STUDS / TYP (4) SIDES 6 TYPICAL SUMP PIT 3/4" = 1' -0" #4 ©12 "CTR (4) #4x r ALL SIDES (4) #4x I EW SEE PLAN FOR SLAB THICKNESS AND REINFORCING (typ.) CUT ALTERNATE WIRES AT JOINT 1/8" x 1 1/2" PRE - MOLDED CONT. MASTIC JOINT STRIP. (joint may be saw cut at contractor's option) TYPICAL /w� SLAB JOINTS ya V /4" = 1' -0" 11 SLAB ON GRADE PER PLAN (typ.) Control Joint PLASTIC VAPOR BARRIER AND COMPACTED GRANULAR FILL PER PLAN SEE PLAN FOR SLAB THICKNESS AND REINFORCING (typ.) PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX, SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. FIRST POUR BURKE "KEYKOLD" JOINT. STOP REINF. 1" CLEAR OF JOINT EACH SIDE Construction Joint PLASTIC VAPOR BARRIER AND COMPACTED GRANULAR FILL PER PLAN / 1. � /.1�i/. /iiI���laitrakflXfl/.iat . j 1 CL col. & ftg. COLUMN PER PLAN BASE PLATE PER 9/55,1 ON 3/4" NON - SHRINK GROUT ISOLATION JOINT SEE 12/S3.1 x x x / /. // V/ / /2,//' \�� , ` // f 1/ \ \/ \ \7 \ / \ / \ / \�\ \ / / : \� N/Nyte /)-, > �! %! �!/� FOOTING SIZE AND REINF, PER FOOTING SCHEDULE TYPICAL INTERIOR FOOTING 3/4" = 1' -0" FACE OF WALL BEYOND FTG PER PLAN WHERE OCCURS #5 CONT \j / \ / / \ \; / \\ \ \j / \`j / \% %}` /�% \i r•,.t }r -. r• l.r -.t r• /fir -„t / /\\/ ; /� / \ \ / \ \ / \ V" IQTYPICAL TURNED - DOWN SLAB EDGE 3/4" = 1' -0" E FRE btObX9S 12 FEB CYO 2012 18 #5 x P GR. 40 @ 4' -O "oc SEE PLAN FOR SLAB THICKNESS AND REINFORCING (typ.) (2) #5 CONT. REVIEWED FOR N FEB 0 8 2011 (City of Tukwila 6UI?nAp C ONSTRUCTION/CONTROL JOINTS PER 3/53.1 1/2" MASTIC JOINT AROUND COLUMN (typ.) COLUMN PER PLAN lEWEIEWE REID MIDDLETON, INC. Plan View TYPICAL SLAB ISOLATION JOINT 3/4" = 1-0" JOINT AT COLUMN MAY BE ROUND AT CONTRACTOR'S OPTION RECEIVED CITY OF TI IKWILA NOV 01 2010 PERMIT CENTER I no Sri SWENSON SAY FAGn- A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443,4870 www.swensonsayfagetcom 10 -13 -2010 DRAWN: DJN DESIGN: EBG CHECKED: ABB APPROVED: ABB REVISIONS: # DESCRIPTION DATE PROJECT TITLE: IFLY - Indoor Skydiving "The Annex @ South Center" 301 Tukwila Parkway OWNER: Beta Holding LTD. 18827 Bothell Way NE bothel, WA 98011 ARCHITECT: Jensen Fey Architecture and Planning 7730 Leary Way NE Redmond, WA 98052 PH 425 -216 -0318 FX 425- 216 -0329 ISSUE: PERMIT SHEET TITLE: CONCRETE SECTIONS AND DETAILS SCALE: 3/4" = 1' -0" PERMIT DATE: 10 -13 -2010 PROJECT NO: 1340 - 2009 -01 SHEET NO: S3.1 NO: OF SHEETS: CORNER BARS TO MATCH EXTERIOR HORIZ. REINF. CORNER BARS TO MATCH CROSS WALL HORIZ. REINF. Double Curtain CORNER S: SS WALL CORNER BARS TO MATCH HORIZ. REINF. CORNER BARS TO MATCH CROSS WALL HORIZ. REINF. (aft. hooks) ADDITIONAL VERT. BARS Single Curtain TYP. CORNER BARS: CROSS WALL #3 x © AND LTIES @ 6 "oc (when pier width exceeds 24" use normal horizontal reinforcement) CONCRETE WALL Pier Section (2) #5 AT CENTERLINE OF PIER. (omit at piers 12" wide or less) pier width 1 TYPICAL CO RN ER BARS AT CON CRETE WALLS AND FOOTINGS 3/4" = 1 ' -0" TYPICALOPENING REINFORCING AT CONCRETE WALLS 3/4" = 1' 0" 1' -6" min. vl ;n_ ft 5 PI PE AN D TREN CH LOCATION S 3/4" = 1 '- 0" (E) PARTITION WALL () SOG CUT BACK & REPAIR AS NECESSARY EL EXCAVATION NOT ALLOWED BELOW THIS LINE CMU WALL PER PLAN DOWELS TO MATCH CMU VERT REINF (ALT HOOK DIR) PER ARCH 9 SECTIO N 1 /2" = 1 ' -0" 3'_ 0" (4) #4 CONT #3 TIES @ 8 "oc WHEN DEPTH OF HDR. IS LESS THAN 24": REINF. PER GEN. NOTES W/ STD. HOOK TOP & BOT. OTHERWISE (2) # 5 AT TOP OF WALL OR HEADER (2) #5 x 4' -0" DIAGONAL AT EACH CORNER (2) #5 AROUND OPENINGS. EXTEND BARS 2' -0" BEYOND OPENING Notes: 1. REINFORCING SHOWN IS MINIMUM. SEE PLANS AND WALL ELEVATIONS FOR ANY ADDITIONAL REQUIRED REINFORCING. 2. PROVIDE FOR ANY OPENING SIX SQUARE FEET OR LARGER UNLESS OTHERWISE NOTED ON PLANS, ELEVATIONS, OR DETAILS. 3. FOR WALLS THICKER THAN 8" USE #6 BARS IN LIEU OF #5 BARS SHOWN. 4. AT PIERS <1T WIDE, PROVIDE #3 TIES @ 3 "oc AND EXTEND 1-0" ABOVE AND BELOW LARGEST OPENING CODECpMp DANCE APP4AVFp FEB 08 2011 �tYof Tukwila C� BUILDING nn....,.. City DIVISION EX FEB 092012 DEVI1EME J 2 2011 REID MIDDLETON, INC. o 51‘' COPYRIGHT ©2007 SWENSON SAY FACET -ALL RIGHTS RESERVED rri SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue-Suite 100 - Seattle, W A 98121 ph: 206.443.6212 fax 206.443.4870 www.swensonsayfaget.com 12 -23 -2010 DRAWN: D,JN DESIGN: EBG CHECKED: ABB APPROVED: ABB REVISIONS: # DESCRIPTION DATE 1 Revision 1 11 -15 -10 2 Demo Permit 12 -03 -10 Revisions 3 Permit 12 -23 -10 Revisions PROJECT TITLE: IFLY - Indoor Skydiving "The Annex @ South Center" 301 Tukwila Parkway OWNER: Beta Holding LTD. 18827 Bothell Way NE bothel, WA 98011 ARCHITECT: Jensen Fey Architecture and Planning 7730 Leary Way NE Redmond, WA 98052 PH 425 -216 -0318 FX 425 -216 -0329 ISSUE: PERMIT SHEET TITLE: CONCRETE SEC TI O N S AN D DETAILS SCALE: As indicated PERMIT DATE:10 -13 -2010 PROJECT NO: 1340-2009-01 SHEET NO: S3.2 NO: OF SHEETS: 0 // �� \ ADDITIONAL TYP VERT. BARS . BAR CRO - Double Curtain CORNER S: SS WALL CORNER BARS TO MATCH HORIZ. REINF. CORNER BARS TO MATCH CROSS WALL HORIZ. REINF. (aft. hooks) ADDITIONAL VERT. BARS Single Curtain TYP. CORNER BARS: CROSS WALL #3 x © AND LTIES @ 6 "oc (when pier width exceeds 24" use normal horizontal reinforcement) CONCRETE WALL Pier Section (2) #5 AT CENTERLINE OF PIER. (omit at piers 12" wide or less) pier width 1 TYPICAL CO RN ER BARS AT CON CRETE WALLS AND FOOTINGS 3/4" = 1 ' -0" TYPICALOPENING REINFORCING AT CONCRETE WALLS 3/4" = 1' 0" 1' -6" min. vl ;n_ ft 5 PI PE AN D TREN CH LOCATION S 3/4" = 1 '- 0" (E) PARTITION WALL () SOG CUT BACK & REPAIR AS NECESSARY EL EXCAVATION NOT ALLOWED BELOW THIS LINE CMU WALL PER PLAN DOWELS TO MATCH CMU VERT REINF (ALT HOOK DIR) PER ARCH 9 SECTIO N 1 /2" = 1 ' -0" 3'_ 0" (4) #4 CONT #3 TIES @ 8 "oc WHEN DEPTH OF HDR. IS LESS THAN 24": REINF. PER GEN. NOTES W/ STD. HOOK TOP & BOT. OTHERWISE (2) # 5 AT TOP OF WALL OR HEADER (2) #5 x 4' -0" DIAGONAL AT EACH CORNER (2) #5 AROUND OPENINGS. EXTEND BARS 2' -0" BEYOND OPENING Notes: 1. REINFORCING SHOWN IS MINIMUM. SEE PLANS AND WALL ELEVATIONS FOR ANY ADDITIONAL REQUIRED REINFORCING. 2. PROVIDE FOR ANY OPENING SIX SQUARE FEET OR LARGER UNLESS OTHERWISE NOTED ON PLANS, ELEVATIONS, OR DETAILS. 3. FOR WALLS THICKER THAN 8" USE #6 BARS IN LIEU OF #5 BARS SHOWN. 4. AT PIERS <1T WIDE, PROVIDE #3 TIES @ 3 "oc AND EXTEND 1-0" ABOVE AND BELOW LARGEST OPENING CODECpMp DANCE APP4AVFp FEB 08 2011 �tYof Tukwila C� BUILDING nn....,.. City DIVISION EX FEB 092012 DEVI1EME J 2 2011 REID MIDDLETON, INC. o 51‘' COPYRIGHT ©2007 SWENSON SAY FACET -ALL RIGHTS RESERVED rri SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue-Suite 100 - Seattle, W A 98121 ph: 206.443.6212 fax 206.443.4870 www.swensonsayfaget.com 12 -23 -2010 DRAWN: D,JN DESIGN: EBG CHECKED: ABB APPROVED: ABB REVISIONS: # DESCRIPTION DATE 1 Revision 1 11 -15 -10 2 Demo Permit 12 -03 -10 Revisions 3 Permit 12 -23 -10 Revisions PROJECT TITLE: IFLY - Indoor Skydiving "The Annex @ South Center" 301 Tukwila Parkway OWNER: Beta Holding LTD. 18827 Bothell Way NE bothel, WA 98011 ARCHITECT: Jensen Fey Architecture and Planning 7730 Leary Way NE Redmond, WA 98052 PH 425 -216 -0318 FX 425 -216 -0329 ISSUE: PERMIT SHEET TITLE: CONCRETE SEC TI O N S AN D DETAILS SCALE: As indicated PERMIT DATE:10 -13 -2010 PROJECT NO: 1340-2009-01 SHEET NO: S3.2 NO: OF SHEETS: 1' -6" SQ BLOCKOUT AT COL LOCATIONS 9 SECTION 1" = 1' -Q" 11/2" EL t-4" : .. 1/2" EXPANSION JOINT MATERIAL SOG PER PLAN WALL PER PLAN PLENUM DECK 1' -71/4" SOG PER PLAN #8x 8F_ @V SHORING PILES PER SHORING DRAWINGS BACKFILL, DRAINAGE AND WATERPROOFING PER CML/GEOTECH NOTE: \ 1/2" EXPANSION JOINT MATERIAL PLENUM DECK 1' - 71/4" #4 @8" VERT OF #4@ 8" VERT IF #6@ 8" VERT OF #4 @ 12" HORIZ EF DOWELS TO MATCH VERT REINF MAT SLAB PER PLAN ice/ ' /r= • \ \ // // i \� CONT. KEYWAY CENTERED ON WALL 8' -3" 1. DRAINAGE AND WATERPROOFING BY OTHERS, NOT SHOWN. in SECTION V 1 /2" = 1-0" 1 REVIEWED FOR CODE COMPLIANCE AononimI) FEB 08 'ufl City of Tukwila. BUILDING DIviRinv PLENUM - 15' -5" 12 MAT SLAB PER PLAN SECTION 1/2" = 1-0" #4@ 10 " VERT IF ED) SOG PER PLAN PAVING BY OTHERS #5 @ 10" VERT OF #4 @ 16" HORIZ EF DOWELS TO MATCH VERT REINF 8x _ @ 10,E PLENUM DECK 1' -71/4" EL VARIES BACKFILL, DRAINAGE AND WATERROOFING PER QVIL/GEOTECH PLENUM - 15' -5" FEB EXE 06 2012 bt b fl r REID NIIDDLETON, INC, RECEIVED CITY OF TI WAWA NOV 01 2010 PERMIT CENTER w W y g 5 8 Sri SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206,443,4870 www.swensonsayfagetcom 10-13 -2010 DRAWN: DJN DESIGN: EBG CHECKED: ABB APPROVED: ABB REVISIONS: # DESCRIPTION DATE PROJECT TITLE: IFLY - Indoor Skydiving "The Annex © South Center" 301 Tukwila Parkway OWNER: Beta Holding LTD. 18827 Bothell Way NE bothel, WA 98011 ARCHITECT: Jensen Fey Architecture and Planning 7730 Leary Way NE Redmond, WA 98052 PH 425 -216 -0318 FX 425 - 216 -0329 ISSUE: PERMIT SHEET TITLE: CONCRETE SECTIONS AND DETAILS SCALE: As indicated PERMIT DATE: 10 -13 -2010 PROJECT NO: 1340- 2009 -01 SHEET NO: S3.3 NO: OF SHEETS: SECTIO N 1 1 1 /2" = 1 ' -0" CMU WALL PER PLAN SLAB ON MTL DECK PER PLAN L6x4x1/2 LLH W/ 3 /4 "DIAx6" TITEN HD ANCHORS @ 24" OC 3 SIDES 3/16 PL 1/4 W/ (2) 3/4" DIA BOLTS HSS BM PER ELEV SECTIO N 1 1 /2" = 1 ' -0" 9 SECTIO N 1 1 /2" = 1 ' -0" CAP PL1 /4 HSS BM PER ELEV COL PER PLAN 3/16 3/16 3/4" PL1 /4 y 2 SECTIO N 1 1 /2" = 1 '-0" 10 CMU WALL PER PLAN L6x4x5/16 LLH W/ 5/8" DIA x 5" TITEN HD ANCHORS @ 36" OC 16GA CLOUSER AS REQD 1 1/2" BM PER PLAN BM POCKET AND CONN DETAIL PER SKYVENTURE DETAIL E /SB -3101 SECTIO N 1 "= 1' -0" -1- 1/2" EXPANSION JOINT MATERIAL SOG PER PLAN PLENUM DECK 1'- 71/4" PLENUM DECK TOS 1' - 3 1/4" WALL PER PLAN CONT. L 6x2x16ga W/ #10 SCREWS @ 6 "oc INTO METAL DECK & 3/8"o x 1 3/4" TITEN SCREWS @ 6"oc INTO CMU NOTE: 1. POCKET (E) STEEL JOISTS IN CMU WALL AND OMIT SHORING IF REQUIRED DUE TO LIMITED ACCESS TO ADJACENT SPACE OR CONSTRUCTION SEQUENCING DIRECTED BY ARCHITECT OR OWNER TO WEB, T &B\ CHORDS / 2" MIN BEARING #4x6' -0" @ 16" (2) #4 CONT 6" CONC OR CMU L3x3x3/16" W/ (2) 1/2" DIAx 3" WHS @ 8" OC 7 SECTIO N 3/4" = 1 ' -0" STIFF. PL, TYP. SEE SCHED. FOR THICKNESS stiff. PL to col. fl. weld per sched. beam , @ column , u.o.n. Plan 21/2" 1/2" shear PL to stiff. PL weld per sched. BOLTS, PLATES, AND WELDS PER 1/S5.1 UNLESS NOTED HERE T col. web weld per schedule 3 "IFbf <91/2" Elevation 4" IF 91/2" < bf < 11 1/2" 5" IF BF > 111/2" * 1 1/2" FOR 3/4 "0 BOLTS 1 3/4" FOR 1"0 BOLTS 11 BEAM TO COLUMN WEB CONNECTION 3/4" = 1 ' -0" (2) #4 CONT. TOP (2) #4 x 4' -O" BELOW BEAM CONNECTION 8" CMU WALL PER PLAN 4 SECTIO N 3/4" = 1 ' -0" 2x8 TOP PLATE W/ 1/2"e A.B. @ 48 "oc (embed 5 ") C7x9.8 x 24" W/ (2) 5/8"o x 6" WHS @ 16 "oc (break CMU face shell as required for installation) STEEL BEAM PER PLAN CONN. PER 1/S5.1 (field weld) 8" CMU WALL PER PLAN (2) #4 x 8' -O" ABOVE & BELOW BEAM CONN. Q SECTIO N v 3/4 = 1' -0" C15x33.9 x 24" W/ (2) 5/8"o x 6" WHS @ 8 "oc 6 TOTAL (break CMU face shell as req'd for installation) Shear & Stiffener Plate Schedule — REVIEWED FOR - CODE AppanvEn COMPLIANCE FEB 08 2011 City of Tukwila STEEL BEAM PER PLAN CONN. PER 1/S5.1 (field weld) EX1. t FEB Og 2012 BUILDING fflhI inr' \j REID MIDDLETON, INC. Beam Size Stiff Plate Thickness Shear Plate i Col. Web Weld Shear Plate i Stiff Weld Stiff in Col. Flange Weld Capadty W8, W10 114" 3/16" 3/16" 3/16" 8k W12 1/4" 3/16" 3/16" 3/16" 16k W14 1/4" 3/16" 3/16" 3/16" 16k W16 1/4" 3/16" 3/16" 3/16" 26k W18 3/8" 3/16" 3/16" 3/16" 36k W21 1/2" 5/16" 5/16" 3/16" 46k W24 5/8" 5/16" 5/16" 1/4" 63k W27 5/8" 1/4" 1/4" 1/4" 76k W30 7/8" 1/4" 1/4" 5/16" 89k bo-x s COPYRIGHT ©2007 SWENSON SAY FAGEt - ALL RIGHTS RESERVED SWENSON SAY FAGET A STRUCTURALENGINEERING CORPORATION 2124 Thi rd A venue - Suite 100 - Seattle, WA 98121 ph: 206.4436212 fax 206.4434870 www.swensonsayfaget.com 12 -23 -2010 DRAWN: DJN DESIGN: EBG CHECKED: ABB APPROVED: ABB REVISIONS: # DESCRIPTION DATE 1 Revision 1 11 -15 -10 2 Demo Permit 12 -03 -10 Revisions 3 Permit 12 -23 -10 Revisions PROJECT TITLE: IFLY - Indoor Skydiving "The Annex @ South Center" 301 Tukwila Parkway OWNER: Beta Holding LTD. 18827 Bothell Way NE bothel, WA 98011 ARCHITECT: Jensen. Fey Architecture and Planning 7730 Leary Way NE Redmond, WA 98052 PH 425 -216 -0318 FX 425 -216 -0329 ISSUE: PERMIT SHEET TITLE: STEEL SECTIO N S AND DETAILS SCALE: As indicated PERMIT DATE: 10 -13 -2010 PROJECT NO: 1340- 2009 -01 SHEET NO: S5.3 NO: OF SHEETS: PLENUM DECKTOS 1' - 3 1/4" BM PER PLAN PL3/8 PER SKYVENTURE DETAIL B /SB -3101 WALL REINF NOTE: POUR ANGLE SKYVENTURE DRAWINGS EMBED PL1/2x10 1/2x10 1/2" W/ (4) 7/8" DIA x 8" WHS AT 71/2 OC 1. SEE DETAIL 10/55.4 FOR INFORMATION NOT SHOWN, 5 DETAIL 1" = 1' -0" TYP SOG PER PLAN PLEMUN DECK 1'- 71/4" PLENUM DECK 1' - 7 1/4" CORBEL REINF NOT SHOWN FOR CLARITY COL PER ELEV 1/4 /CP FLG & \WEB PL1 /2, EA SIDE v- 1 SIM BRACE CONN BEYOND BRACE PER ELEV CONN PER 5/55.5 2" GROUT EL STIFF PL1 /2X8 COLUMN BLOCKOUT AS REQD FOR COLUMN BASE PL 1111111111111111 BASE PL SEE DETAIL BELOW I11111®111 111 ®111111 WALL PER PLAN REINF PER 10/55.4 CONTTO FOOTING TYP CRUCIFORM PL 3 3/4" 3 1/4" 3 3/4" BASE PL2 W/ (4) 1 1/4" DIA F1554 -105 KSI ANCHOR BOLTS W/ 4' -0" EMBED PL1x4x1' -2" PL1x12x1' -2" BASE PLATE DETAIL 9 DETAIL 1" = 1-0" PLENUM DECK TOS_ 1' - 3 1/4" 1 DETAIL 1" = 1' -0" NOTE: (2) #4 TOP _ _ _ _ ___ — — — — — — PLENUM DECK i EL 1' 71/4" fi BM PER PLAN BM POCKET AND CONN DETAIL PER SKYVENTURE DETAIL E /SB -3101 WALL REINF 1. SEE DETAIL 7/55.4 FOR INFORMATION NOT SHOWN. #5 @ 12" HORIZ 1' -4" EXTEND VERT REINF FROM WALL BELOW CONTINUE HORZ WALL REINF THROUGH PILASTER CONC WALL AT 12/S5.4 SIM VERT COL PER ELEV WHERE OCCURS BASE PL PER SKYVENTURE DETAIL C/SB -3101 — _ __PLENUM DECK EL 1' -71/4" ANGLES PER SKYVENTURE DETAIL C /SB -3101 7 DETAIL 1" = 1' -0" 1 0 PLAN 1 1/2" = 1-0" •I 1' -4" PAVING PER ARCH /CIVIL EL VARIES NOTES:, ritsittVVED FOE :,oDECOMPLI a, !,afVef B 08 2D11 Cj of Tukwila BUILD1t4G nivIS14N t] 0 1. SEE DETAIL 10/S5.4 FOR INFORMATION NOT SHOWN. 1 1 PLAN 1 1/2" = 1' -0" #6 VETS IN LIEU OF #8'S PER 10/55.4 ANGLE AND EMBED PER SKYVENTURE DETAIL C /SB -3101 8 DETAIL 1 " =1' -0" (2) #4 TOP EXTEND VERT REINF FROM WALL BELOW REINF PER PLAN EX ED FEB 00 2012 CONC WALL PER PLAN LJ PAVING PER ARCH /CIVIL EL VARIES co bIo2flT ' vi,4,4 -12, DETAIL rri SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPO RATIOI 2124 Third Avenue - Suite 100 - Seattle, WA 9811 ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfaget.com 12 -23 -2010 DRAWN: DJN DESIGN: EBG CHECKED: ABB APPROVED: ABB REVISIONS: # DESCRIPTION DATI Permit 12 -23 -11 Revisions Ff4 ECENED "Jul 211010 MIDDLETON MEP PROJECT TITLE: IFLY - Indoor Skydiving "The Annex @ South Cent 301 Tukwila Parkway MEM OWNER: Beta Holding LTD. 18827 Bothell Way NE bothel, WA 98011 NMI ARCHITECT: Jensen Fey Architecture and Planning 7730 Leary Way NE Redmond, WA 98052 PH 425 -216 -0318 FX 425- 216 -0329 ISSUE: PERMIT NNW SHEET TITLE: STEEL SECTIONS AND DETAILS SCALE: As indicated PERMIT DATE: 10 -13 -2010 PROJECT NO: 1340- 2009 -01 a SHEET NO: 0 8 NO: OF SHEETS: S5.4 NOTE: 1. THE FIXTURES SPECIFIED DO NOT SHOW ALL OF THE OPTIONS REQUIRED FOR INSTALLATION, THE CONTRACTOR SHALL PROVIDE ALL REQUIRED MOUNTING EQUIPMENT, FLANGE KITS, SUPPORTS, PENDANTS, ETC. REQUIRED FOR THE SPECIFIC CEILING TYPE AT NO ADDITIONAL COST. CONTRACTOR SHALL COORDINATE AND VERIFY CEILING TYPES AND MOUNTING CONDITIONS WITH ARCHITECTURAL CEILING PLANS. 2. ALL FLUORESCENT LAMPS SHALL BE 3000'K. LIGHTING FIXTURE SCHEDULE CHECK: TYPE DESCRIPTION LAMPS MANUFACTURER VA F1 2 —LAMP COMPACT FLUORESCENT PENDANT WITH 12 "DIA. FROSTED ACRYLIC REFRACTOR AND BRUSHED ANODIZED ALUMINUM TRIM. PREWIRED WITH BLACK CORD SET AND CANOPY. 2 -32W /CFL LSI ABOLITE # ATM- 32— CFL2 -277V— BRU— AF12CSL 70 F2 1 —LAMP COMPACT FLUORESCENT WALL SCONCE WITH FROSTED GLOBE AND METALLIC SILVER TRIM GUARD. PREWIRED WITH 36IN. LEADS FOR REMOTE MOUNTED BALLAST. 1 -26W /CFL LSI ABOLITE # EPT—W-26—CFL-277V MSV— LDS96 -8 —FG 19 F3 1 —LAMP COMPACT FLUORESCENT PENDANT WITH 12 "DIA. SPUN STEEL REFLECTOR (COLOR BY ARCHITECT), WHITE GLOBE, AND WIRE GUARD. PREWIRED WITH BLACK CORD SET AND CANOPY. 1 -32W /CFL LSI ABOLITE # RD100- 32— CFL -277V— XX—CABLK—G6—WIRE GUARD 35 F4 4FT. 2 —LAMP FLUORESCENT INDUSTRIAL STRIP WITH STEEL 8% UPLIGHT REFLECTOR AND WIRE GUARD. 2- 32W/T8 METALUX # IAF-232-277V SERIES LSI INDUSTRIES DAYBRITE 62 F5 4FT. 1 —LAMP FLUORESCENT STRIP. SPECIFICATION GRADE. 1- 32W/T8 METALUX # SSF- 132 -277V SERIES LSI INDUSTRIES DAYBRITE 31 F5A 4FT, 1 —LAMP FLUORESCENT STRIP. SPECIFICATION GRADE. 120V 1- 32W/T8 METALUX # SSF- 132 -120V SERIES LSI INDUSTRIES DAYBRITE 31 F6 4FT. 2 —LAMP SURFACE FLUORESCENT FIXTURE WITH WRAPAROUND ACRYLIC LENS. SPECIFICATION GRADE. 2- 32W/T8 METALUX # WE- 232 -1 -277V SERIES LSI INDUSTRIES DAYBRITE 62 F7 6 "DIA. 1 —LAMP VERTICAL COMPACT FLUORESCENT DOWNLIGHT WITH CLEAR ALZAK REFLECTOR. 1 -32W /CFL OMEGA # S6 -32PLT SERIES PORTFOLIO 35 F8 1 —LAMP COMPACT FLUORESCENT PENDANT WITH FROSTED GLOBE AND METALLIC SILVER TRIM GUARD. PREWIRED WITH 36FT LEADS FOR REMOTE MOUNTED BALLAST. 1 -18W /CFL LSI ABOLITE # EPT —P -18— CFL -277V MSV— LDS96— 8 —FG 19 F9 FLIGHT CHAMBER LIGHTING F10 1 —LAMP INCANDESCENT LINE VOLTAGE TRACK HEAD ON SURFACE MOUNTED SINGLE CIRCUIT TRACK. RING SHAPED LAMPHOLER ON ADJUSTABLE YOKE MOUNT. FINISH AS SPECIFIED BY ARCHITECT. LENGTH OF TRACK AS NOTED ON DRAWING. 2 HEADS PER 4' —O" 1 -75W PAR30 LIGHTOLIER # 6282 HEAD # 6000 BASIC LYTESPAN TRACK 75 F11 4FT 1 —LAMP FLUORESCENT WITH VAPOR —TIGHT ENCLOSURE. WALL MOUNTED 1- 32W/T8 METALUX #VT1- 132 —PCR -277V SERIES LSI INDUSTRIES DAYBRITE 31 F12 1 —LAMP METAL HALIDE WALLWASHER, WITH MEDIUM NARROW WASH DISTRIBUTION, CAST ALUMINUM HOUSING AND SURFACE MOUNTED ON ROOF. FINISH AS SPECIFIED BY ARCHITECT. UL LISTED FOR WET LOCATION, 1 -150W /CMH INSIGHT # MQ2- 150CMH— MW —SM -2 170 F13 (2) FLOODLIGHTS MOUNTED ON SINGLE 12" ARM. (1) 150W MH UP WALL WASHER, WITH MEDIUM NARROW DISTRIBUTION AND (1) 39W MH DOWN WITH ASYMMETRICAL DISTRIBUTION, CAST ALUMINUM HOUSING, FINISH AS SPECIFIED BY ARCHITECT. UL LISTED FOR WET LOCATION. 1- 150WICMH 1 -39W /CMH INSIGHT # MQ2- 150CMH —MW & # MQ1- 39CMH— AS4 /WM2 215 F14 6 "DIA. 1 —LAMP METAL HALIDE IN— GROUND UPLIGHT WITH BRASS TRIM AND NARROW FLOOD OPTICS. MOUNTED FLUSH IN CONCRETE. UL LISTED FOR WET LOCATION. 1 -39W /CMH KIM # LTV769 SERIES 45 F15 6 "DIA. 1 —LAMP METAL HALIDE IN— GROUND UPLIGHT WITH BRASS TRIM AND NARROW FLOOD OPTICS. MOUNTED FLUSH IN CONCRETE. UL LISTED FOR WET LOCATION. 1 -20W /CMH KIM # LTV769 SERIES 25 F16 NOT USED F17 (2) —LAMP COMPACT FLUORESCENT WALL SCONCE WITH 18 "W x10 "H x 9 "D RECTANGULAR ALUMINUM HOUSING, GASKETED TEMPERED GLASS LENS AND MEDIUM FORWARD THROW OPTICS. BRONZE FINISH. 2 -32W /CFL GREENBRIAR #GBWS SERIES KIM FINELITE 70 X DIE —CAST ALUMINUM LED EXIT SIGN, UNIVERSAL MOUNTING, WHITE HOUSING, STENCIL FACE, GREEN LETTERS, DUAL VOLTAGE, NI —CAD BATTER WITH SELF — DIAGNOSTIC ELECTRONICS. LED CHLORIDE # CX SERIES 3 NOTE: 1. THE FIXTURES SPECIFIED DO NOT SHOW ALL OF THE OPTIONS REQUIRED FOR INSTALLATION, THE CONTRACTOR SHALL PROVIDE ALL REQUIRED MOUNTING EQUIPMENT, FLANGE KITS, SUPPORTS, PENDANTS, ETC. REQUIRED FOR THE SPECIFIC CEILING TYPE AT NO ADDITIONAL COST. CONTRACTOR SHALL COORDINATE AND VERIFY CEILING TYPES AND MOUNTING CONDITIONS WITH ARCHITECTURAL CEILING PLANS. 2. ALL FLUORESCENT LAMPS SHALL BE 3000'K. TO (2) OVERRIDE () CAT 5 SWITCHES L1 -2,4,6 L1- 1,3,5,7 ON ROOF PG NEW LIGHTING CONTROL PANEL WATTSTOPPER #LP8 OR EQUAL W/ 8 -1P RELAYS inc TO TELEPHONE BACKBOARD FRONT ENTRY, SIGN AND BLDG. LIGHTING NEU. LOCAL SWITCHES INTERIOR LIGHTING e NEU. EMERGENCY BATTERIES NEU. i' LIGHTING CONTROL WIRING DIAGRAM NO SCALE NEUTRAL PHASE BN /SAS CHECK: GENERAL NOTES SYMBOL LEGEND NOT ALL CONDUIT AND CONDUCTORS FOR BRANCH CIRCUITS HAVE BEEN SHOWN, IT IS THE E200 RESPONSIBILITY OF THE CONTRACTOR TO INSTALL REQUIRED CONDUIT AND WIRE FOR A E300 LIG -TING LOW VOLTAGE / COMMUNICATIONS 1 1 2. FLUORESCENT FIXTURE, SURFACE. "2" INDICATES CIRCUITING. "a" INDICATES SWITCHLEG FLUORESCENT STRIP FIXTURE FLUORESCENT LIGHTING FIXTURE, WALL MOUNTED FLUORESCENT LIGHTING FIXTURE, WITH EMERGENCY BATTERY BACKUP, (MINIMUM 1150 LUMEN OUTPUT). INCANDESCENT, COMPACT FLUORESCENT, OR H.I.D. DOWNLIGHT, CEILING MOUNTED. INCANDESCENT, COMPACT FLUORESCENT, OR H.I.D. DOWNLIGHT, CEILING MOUNTED W ITH EMERGENCY BACKUP, (MINIMUM 700 LUMEN OUTPUT). H.I.D. FLOODLIGHT SURFACE OR WALL MOUNTED SURFACE MOUNTED FIXTURE MOUNTED FIXTURE INCANDESCENT, COMPACT FLUORESCENT OR H,I,D. LIGHTING FIXTURE, WALL MOUNTED. TRACK LIGHTING FIXTURE, • WALL MOUNTED TELEPHONE OUTLET — PROVIDE BACKBOX AND STUB 3/4 "C. UP TO SERVER ROOM. O WALL MOUNTED DATA OUTLET — PROVIDE BACKBOX AND STUB 3/4 "C. UP TO SERVER ROOM. lr COMBINATION DATA /TELEPHONE OUTLET — PROVIDE BACKBOX AND STUB 3/4 "C. UP TO SERVER ROOM. POWER 0 2a o 1 M•= �►�,� et ilk Q Q I--et © t © O /O' (-- 60/40 DUPLEX RECEPTACLE DOUBLE DUPLEX RECEPTACLE DUPLEX RECEPTACLE, MOUNTED ABOVE COUNTER AT +44" UNLESS NOTED OTHERWISE. SPECIAL PURPOSE RECEPTACLE, AS NOTED JUNCTION BOX MOTOR CONNECTION EQUIPMENT CONNECTION (INCLUDES CONDUCTORS, TERMINATIONS, GROUNDING CONDUCTOR, ETC.) DISCONNECT SWITCH OR COMBINATION MOTOR STARTER/ DISCONNECT SWITCH. SEE EQUIPMENT SCHEDULES, SWITCH SHALL INCLUDE ALL REQUIRED CONNECTIONS. (60) INDICATES SWITCH AMPERAGE/ (40) INDICATES FUSE AMPERAGE. CIRCUIT HOMERUN — MIN 3/4 "C -2 #12 PLUS #12GND UNLESS NOTED OTHERWISE. CONDUIT CONCEALED IN WALLS OR CEILING. CONDUIT UNDER FLOOR OR UNDERGROUND. CONDUIT UP /DOWN PANELBOARD 'Q 8 8 I 0 EXIT LIGHT, INDICATES DIRECTION OF ARROW ® IN— GROUND FIXTURE. CONTROLS Sa $ S4 $LV $M AUTOMATIC SINGLE POLE SWITCH — "a" INDICATES SWITCHLEG 3 THREE WAY SWITCH FOUR WAY SWITCH MANUAL OVERRIDE SWITCH, LOW VOLTAGE MANUAL MOTOR STARTER, WITH THERMAL OVERLOAD CONTROLS _.•- 8. O T T oc WALL SWITCH /OCCUPANCY SENSOR (SINGLE LOAD CONTROL) WALL SWITCH /OCCUPANCY SENSOR (DUAL LOAD CONTROL) CEILING MOUNTED — OCCUPANCY SENSOR, SEE DETAIL. CALL OUTS THE FIRE ALARM SYSTEM SHALL BE BIDDER — DESIGN. PROVIDE COMPLETE SYSTEM WITH FLAG NOTE LIGHTING FIXTURE TYPE. SEE FIXTURE SCHEDULE. EQUIPMENT CALLOUT — SEE EQUIPMENT SCHEDULES FAULT CURRENT CALLOUT — SEE FAULT CURRENT SCHEDULE WEATHERPROOF EF -21 ## > WP TO (2) OVERRIDE () CAT 5 SWITCHES L1 -2,4,6 L1- 1,3,5,7 ON ROOF PG NEW LIGHTING CONTROL PANEL WATTSTOPPER #LP8 OR EQUAL W/ 8 -1P RELAYS inc TO TELEPHONE BACKBOARD FRONT ENTRY, SIGN AND BLDG. LIGHTING NEU. LOCAL SWITCHES INTERIOR LIGHTING e NEU. EMERGENCY BATTERIES NEU. i' LIGHTING CONTROL WIRING DIAGRAM NO SCALE NEUTRAL PHASE /— RELAY POWER PACK LOW VOLTAGE CABLE FOR MANUFACTURER REQUIREMENTS TO NEXT REMOTE SENSOR IF REQUIRED 24VDC REMOTE SENSOR r_ L!!J — EXP RED FEB CO 2012 LIGHTS — CONTROL GROUP (a,b,c) OVERRIDE (OFF) SWITCH LOCATED IN SAME SPACE AS LUMINARIES PROVIDE ONLY IF INDICATED ON PLANS. (Th OCCUPANCY SENSOR WIRING DIAGRAM f NO SCALE SEPARATE PERMIT AND APPROVAL REQUIRED RECEIVED CITY OF TII'MLA NOV 01 2010 PERMIT CENTER coo DRAWN BY: BN /SAS CHECK: GENERAL NOTES 1. NOT ALL CONDUIT AND CONDUCTORS FOR BRANCH CIRCUITS HAVE BEEN SHOWN, IT IS THE E200 RESPONSIBILITY OF THE CONTRACTOR TO INSTALL REQUIRED CONDUIT AND WIRE FOR A E300 COMPLETE INSTALLATION. HOMERUN FROM FIRST DEVICE TO PANEL SHALL BE INDICATED ON E305 AS —BUILT DRAWINGS. 2. CONTRACTOR SHALL PROVIDE REQUIRED UNSWITCHED CIRCUIT TO ALL EXIT AND EGRESS 3. LIGHTING, ALL EXTERIOR LIGHTING CIRCUITS SHALL BE #10 Cu AND ROUTED THROUGH LIGHTING 4. CONTROL PANEL, CONTRACTOR SHALL COORDINATE HVAC EQUIPMENT REQUIREMENTS (LOCATION, CONNECTION E400 TYPE, CONTROLS, LOAD, VOLTAGE, ETC.) WITH HVAC CONTRACTOR PRIOR TO EQUIPMENT 5, ORDERING AND ROUGH —IN, CONTRACTOR SHALL PROVIDE ALL CONDUIT AND 120V CONTROL WIRING FOR HVAC EQUIPMENT. COORDINATE WITH HVAC CONTRACTOR. 6. CONTRACTOR SHALL COORDINATE SKYVENTURE EQUIPMENT REQUIREMENTS (LOCATION, CONNECTION TYPE, CONTROLS, LOAD, VOLTAGE, ETC.) WITH MANUFACTURER PRIOR TO ROUGH —IN. 7. CONTRACTOR SHALL BE RESPONSIBLE FOR INCOMING POWER UTILITY. COORDINATE WITH PSE AND PROVIDE AS REQUIRED. COORDINATION TO BE DONE PRIOR TO BID. 8. COORDINATE DEVICE HEIGHTS AND LOCATIONS WITH FURNITURE LAYOUT AND ARCHITECTURAL ELEVATIONS, PRIOR TO ROUGH —IN. 9. THE FIRE ALARM SYSTEM SHALL BE BIDDER — DESIGN. PROVIDE COMPLETE SYSTEM WITH DEVICES AS REQUIRED BY STATE AND LOCAL CODES AND AHJ. REFER TO SPECIFICATION SECTION 28 31 00. /— RELAY POWER PACK LOW VOLTAGE CABLE FOR MANUFACTURER REQUIREMENTS TO NEXT REMOTE SENSOR IF REQUIRED 24VDC REMOTE SENSOR r_ L!!J — EXP RED FEB CO 2012 LIGHTS — CONTROL GROUP (a,b,c) OVERRIDE (OFF) SWITCH LOCATED IN SAME SPACE AS LUMINARIES PROVIDE ONLY IF INDICATED ON PLANS. (Th OCCUPANCY SENSOR WIRING DIAGRAM f NO SCALE SEPARATE PERMIT AND APPROVAL REQUIRED RECEIVED CITY OF TII'MLA NOV 01 2010 PERMIT CENTER coo DRAWN BY: BN /SAS CHECK: SHEET INDEX E100 ELECTRICAL COVER SHEET E200 ELECTRICAL SITE PLAN E300 PLENUM LEVEL ELECTRICAL PLAN E305 GROUND LEVEL LIGHTING AND POWER PLANS E310 SECOND LEVEL LIGHTING AND POWER PLANS E315 LOW ROOF LEVEL ELECTRICAL PLAN E320 SERVICE LEVEL ELECTRICAL PLAN E400 ELECTRICAL ONE —LINE DIAGRAM E401 SKYDIVING EQUIPMENT WIRING DIAGRAM /— RELAY POWER PACK LOW VOLTAGE CABLE FOR MANUFACTURER REQUIREMENTS TO NEXT REMOTE SENSOR IF REQUIRED 24VDC REMOTE SENSOR r_ L!!J — EXP RED FEB CO 2012 LIGHTS — CONTROL GROUP (a,b,c) OVERRIDE (OFF) SWITCH LOCATED IN SAME SPACE AS LUMINARIES PROVIDE ONLY IF INDICATED ON PLANS. (Th OCCUPANCY SENSOR WIRING DIAGRAM f NO SCALE SEPARATE PERMIT AND APPROVAL REQUIRED RECEIVED CITY OF TII'MLA NOV 01 2010 PERMIT CENTER coo DRAWN BY: BN /SAS CHECK: BAA NOTES: PLOT DATE: 10-13-10 JOB NO: 1 009 J Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.216.0318 FAX: 425.216.0329 BOTHELL, WA. W W W U Q U U SHEET: E100 OF: SHEETS f'l — EXISTING UTILITY CO. TRANSFORMER XIST1NG BUILDING LECTRICAL ROOM EXISTING PSE PRIMARY VAtTLT NEW MDB f"! NEW PRIMARY SERVICE<'� I NEW UTILITY CO. TRANSFORMER NEW SECONDARY SERVICE — SEE ONE —LINE DIAGRAM EXISTING BUILDING TEL. TERM. BOARD NEW FIRE ALARM CONTROL PANEL 2 r main electrical room 1 "3 J ELECTRICAL SITE FLAN L. 11 = 2 QI_O11 GENERAL NOTES CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS PRIOR TO BID. 2. COORDINATE ELECTRICAL SERVICE REQUIREMENTS WITH POTELCO /PSE — JAMES ROBBINS (james.robbins @pse.corn) AND PROVIDE ALL WORK, MATERIAL, ETC. AS REQUIRED. PROVIDE SERVICE IDENTIFICATION PLACARDS IDENTIFYING ADDITIONAL BUILDING SERVICES, AS REQUIRED BY NEC AND LOCAL AHJ. 4. COORDINATE TEMPORARY POWER OUTAGE TO EXISTING TENANTS WITH UTILITY COMPANY AND GENERAL CONTRACTOR. PROVIDE TEMPORARY SERVICE (POWER, TELEPHONE, CABLE) FOR EXISTING TENANTS AS REQUIRED DURING SWITCHOVER. DETAIL NOTES NEW UTILITY COMPANY PRIMARY SERVICE. COORDINATE REQUIREMENTS WITH POTELCO AND PROVIDE AS REQUIRED. TRENCHING /BACKFILL BY CONTRACTOR. CONDUCTORS, .CONDUIT, TRANSFORMER, AND PAD /VAULT BY UTILITY COMPANY. PROVIDE NEW FIRE ALARM CONTROL PANEL. REPLACE EXISTING PANEL AND ASSOCIATED DEVICES IN ELECTRICAL ROOM WITH NEW. MAKE REQUIRED CONNECTIONS TO EXISTING BUILDING DEVICES, AS WELL AS NEW TENANT SPACE DEVICES. EX I RED D FEB O$ 2012 SEPARATE PERMIT AND APPROVAL k E •IRED RECEIVED CITY OF TI IIMILA NOV 01 2010 PERMIT CENTEF DRAWN BY: BN /SAS CHECK: BAA NOTES: PLOT DATE: 10 -13 -10 JOB NO: 1 009 J f Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.216.0318 FAX: 425.216.0329 z w Q CZ U C� W J W SHEET: E200 OF: SHEETS wP Er L1- P1 -7 L1 -1 'M i P WP -7 L1- WP -1 wP P1 -7 L1 -1 L1 -1 GENERAL NOTES 1. RECEPTACLES IN PLENUM LEVEL SHALL HAVE "WEATHERPROOF" ENCLOSURE, GFCI TYPE. X0.5) L1 -1 ED FEB OO 2012 PLENUM LEVEL - ELECTRICAL PLAN /8" _ # LQH ��� RATE APPROVAL REQUIRED C CITY RE OF E TU IVER to 413 NOV 01 2010 PERMIT CENTER DRAWN BY: MECHANICAL EQUIPMENT SCHEDULE CHECK: TYPE DESCRIPTION VOLTAGE LOAD MOCP CIRCUIT CONDUCTORS WP -1 DEWATERING PUMP - 1 120V /1PH 1 /3HP P1 -9 3/4 "C,2 #12 & 1 #120 WP -2 DEWATERING PUMP - 2 120V /1PH 1 /3HP P1 -9 3/4 "C,2 #12 & 1 #12G wP Er L1- P1 -7 L1 -1 'M i P WP -7 L1- WP -1 wP P1 -7 L1 -1 L1 -1 GENERAL NOTES 1. RECEPTACLES IN PLENUM LEVEL SHALL HAVE "WEATHERPROOF" ENCLOSURE, GFCI TYPE. X0.5) L1 -1 ED FEB OO 2012 PLENUM LEVEL - ELECTRICAL PLAN /8" _ # LQH ��� RATE APPROVAL REQUIRED C CITY RE OF E TU IVER to 413 NOV 01 2010 PERMIT CENTER DRAWN BY: BN /SAS CHECK: BAA NOTES: PLOT DATE: 10 -13 -10 JOB NO: 1009 Jf Jensen Fey ARCHITECTURE & PLANNING 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.216.0318 FAX: 425.216.0329 c„,. z =J �f^r1 ..� z 4 `s'- -J Z U �LLJ < -› _1 'AU o_ 8 • o 0 cf) co, , ___I 0 u_ UaP z r"-:) .. " 0 >-- 0 J jam.{ 0 6 0 o w`') 2(21 LLJ—I SHEET: E300 OF: SHEETS PL l l FIXTURE SCHEDULE MARK. T-1 MANUFACTURER KOHLER MODEL K -11470 DESCRIPTION ADA WATER CLOSET FY 1.6OPF DRAIN CONNECTION WATER CONNECTION 3" NOM, 3/8" CW ELECTRICAL NA TRU/ACCESSORIS K-4658 BREW SEAT REMAR1($1AOCESSQRES WHITE!'. L1 KOHLER. ELKAY K -2917 BLRI80C:. COUNTERTOP LAVAVTQRY STAINLESS STEEL SINK NA. T l8" lEPTH 1.1/4" NOM. 14/2" NOM.. 3/8p" HW & CW 3/8" H 5R=CW NA KOHLER '1!(49.04 ER VITREOUS CHINA URINAL OPF' 2" NOM. 3/4" CW NA K -15423 4" CENTER SET FAUCET LK02223 FAUCET K-10960 FLUSHOME'TER WILLIAMS ELFIN EB -150 36 6x6 CORNER M P Sit 2" NOR 1/2 "CW &HW T-10-1/13 FAUCET, T-35 HOSE AND WALL HOOK PROVt)E T=40 MOP HANGER GUYORAY FR-12S WASHER CONNECTION BOX; 1 -1/2 "' 112" CW VI/EAT QTR TURN VALVES A' O SMITH ECS. 40 ELECTRIC WATHER HEATER 40 GAL; 3/4" (2) 4500 WATT ELEMENT *240/60/1 FIRE RATED ENCLOSURE FACTORY INSTALLED HEATER ELEMENT ZOELLER 10.125 DP -2 WP -1 ZOELLER ZOELLER WP-2 20E ER LI. R 10- 925 DOSE -MATE 1.51 DOSE-MATE 151 SIMPLEX DE1NATERM c€ NTROL PANEL SIMPLEX DEWATERING CONTROL ;PANEL: SUBMERSIBLE DEWATERING PUMP •29 GAL R, )P011 SUBMERSBLE DE TERM PUMP 29. GAL 020 ` PD 1.1 " NPT NPT. 115/6011' 115/6011' 113 hp @115/60/1 V3 I' l' +1 115180/1' PROVIDE 3 FLOATS. PROVIDE 3 FLOATS PROVIDE PUMP STAND 0,41:0E1. 120-2421 PROVE PUMP STANO MODI 20.2421 MOUNT H4 JAN S. RM 106 MOUNT IN JANITORS RM 1 Q6 SET 'U4 CONCRETE BASIN PRQVDED'BYOTNERS SET IN CONCRETE BASIN PROV BD BYO T`HERS'! WATT R SEIIVIOE NS PRIVATE QUAIIRTI`7Y INDIVIDUAL. PUBUC QUANTITY GENERAL PUBLIC. QUANTITY' HEAVY USE DESCRIPTION BAR SINK UNITS PER PRIVATE INDIVI,Gt. AL 2:OO UIVITS PER PUBLIC ISEN.,EI 4 2.00 UNITS PER P I&LIC HEAVY USE 0.00 TOTAL UNITS , 6.00 75) HOT WATER 4.50 CL0ThESVVA 1El3, DOMESI LAVATWORY 4.00 0.00 1.50 1.00 1.00'. 315 2.00 3.00 0,00 4.00 0 URINAL, "II} GrPF 3.00. 4.0©. 500 3.00 • 2.25 WATER r O$ET, 1:6 OPF, ,GRAVITYTANK 3. 500 0. 17 TOTAL FIXTURE UNITS'. 3 15,00. PIPING LEGEND • GAS E - - - -- EXISTING UNDERSLAB WASTE PIPING EXISTING VENT PIPING W NEW WASTE PIPING NEW VENT PIPING CW -11W GAS. NEW GAS PIPING NEW POTABLE COLD WATER NEW POTABLE HOT WATER IF THESE SHEETS ARE NOT 24" X 36" THEN DRAWING 15 NOT TO SCALE. GENERAL PLUMBING NOTES 1 THE FOLLOWING NOTES APPLY TO ALL PLUMBING DRAWINGS. ADDITIONAL NOTES MAY BE INDICATED ON OTHER DRAWINGS. 2 REFER TO ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR GENERAL CONSTRUCTION INCLUDING LOUVERS, CONCRETE EQUIPMENT PADS, FLASHING DETAILS, ETC. 3 REFER TO ARCHITECTURAL DRAWING FOR ROOM ELEVATIONS. LOCATE COMPONENTS AND FIXTURES SO THAT THEY DO NOT CONFLICT WITH GENERAL CONSTRUCTION (WAINSCOT, DOOR HARDWARE, ETC.) 4 MECHANICAL DRAWINGS SHOW APPROXIMATE LOCATIONS FOR PIPING AND PIPING COMPONENTS REFER TO ARCHITECTURAL DRAWINGS FOR LOCATIONS OF DUCTS, UGHTS AND ARCHITECTURAL COMPONENTS OTHER CEIUNG OR SURFACE MOUNTED DEVICES. 5 GENERALLY DUCTWORK PLANNED TO BE TIGHT TO STRUCTURE WITH PIPING BELOW DUCTWORK AND BETWEEN UGHT FIXTURES. ADJUST AS NECESSARY. 6 PROVIDE ACCESS PANELS /DOORS IN DUCTWORK AS INDICATED IN DIVISION 15 FOR INSPECTION /D NS ECTION AND MAINTENANCE FOR ALL CONCEALED PLUMBING COMPONENTS. 7 ELECTRICAL CHARACTERISTICS OF LISTED EQUIPMENT SHALL BE VERIFIED BY CONTRACTOR DURING SUBMITTAL PROCESS. ANY ELECTRICAL CHARACTERISTICS THAT DEVIATE FROM THOSE LISTED SHALL BE IDENTIFIED BY THE CONTRACTOR, SUBMITTED TO THE ENGINEER FOR APPROVAL AND COORDINATED WITH DIVISION 16 PRIOR TO INSTALLATION OF EQUIPMENT AS REQUIRED TO PROPERLY SERVE EQUIPMENT. 8 DRAWINGS ARE SCHEMATIC IN SOME AREAS AND MAY NOT SHOW OFFSETS WHICH MAY BE REQUIRED. PROVIDE OFFSETS AS REQUIRED AT NOT ADDITIONAL COST. 9 REFER TO PIPING DIAGRAMS AND DETAILS FOR REQUIRED FITTINGS, VALVES, ETC. FLOOR PLANS AND SECTIONS INDICATE EQUIPMENT LOCATIONS AND GENERAL PIPE ROUTING ONLY. 10 PIPES INDICATED WITHOUT DIMENSIONS SHALL BE SIZED PER PRECEDING UPSTREAM PIPE SECTIONS 11 DO NOT CORE DRILL OR DRILL THROUGH BEAMS, COLUMNS, AND SHEAR WALLS, UNLESS INDICATED ON STRUCTURAL DRAWINGS OR AS APPROVED BY THE STRUCTURAL ENGINEER. 12 INSULATE PIPING PER WSEC, TABLE 14 -6 DEMOLITION NOTES 1. REMOVE ALL EXISTING SANITARY WASTE PIPING BELOW PROPOSED NEW SPACE. EXISTING SANITARY WASTE PIPING SHALL BE TERMINATED AS INDICATED ON THE NEW CONSTRUCTION DRAWINGS AND MADE READY FOR CONNECTION TO NEW WASTE PIPING. 2. REMOVE ALL WASTE VENT PIPING IN THE EXISTING BUILDING WHERE THE NEW TENANT SPACE IS TO BE CONSTRUCTED 3. REMOVE EXISTING WATER UNES FROM THE AREA ABOVE WHERE THE NEW TENANT SPACE WILL BE CONSTRUCTED. MAKE READY EXISTING WATER UNES FOR CONNECTION TO NEW WATER SUPPLY PIPING AS INDICATED ON DRAWINGS. 4. SEE CIVIL DRAWINGS FOR REVISIONS TO EXISTING WATER SERVICE TO BUILDING. DEWATERING CALCULATIONS CISTERN CAPACITY: AREA x HT. 1.78 GALLONS /CU. FT. 452 SQ. IN x 60 IN. 1.78 GALLONS /CU. FT. 16.7 CU. FT. 1.78 GALLONS /CU. FT. 9.4 GALLONS ESTIMATED CYCLES PER HOUR = MAXIMUM 2 PER CISTERN CALCULATED MAXIMUM PUMP FLOW = 9.4 GALLONS x 2 CYCLES 18.8 GPH x 2 CISTERNS 18.8 GPH x 2 CISTERNS TOTAL 37.6 GPH PUMP CAPACITY 0 15 FT. LIFT = 38 GPM CALCULATED FLOW DURATION PER CYCLE = 9.4 GALLONS 38 GPM 0.25 MINUTES PER CYCLE FEB E _ 7"7,...„ og 2012 (o -161 0 0 N 0 DRAWN BY: JWI-1 CHECK: NOTES: PLOT DATE: 10/ 13/20 I 0 JOB NO: 1009 J Z J Ln Z 0 F- 2 co co C. Z 7:4 E cf-121 _ O n W V �N w O O ( o OUa P. z DISCONNECT /-- ALARM LIGHT CONTROL PANEL (LOCATED IN JAN. RM 106 ON FIRST FLOOR) CONDUIT TO PANEL 24" "ON" FLOATS " �'•r2 %•s 'ff i'yly� 1r 4.s� 2" FORCEMAIN TO STORM DRAIN • MITk :T • s #,...� s- `I'� "OFF" FLOAT Ef' CHECK VALVE PUMP (115 VAC — 6.0 AMPS) DEWATERING SUMP /PUMP DETAIL SCALE: NONE ;,.. ;f�FkkrC ff`f J "UPTO ADJACENT GRADE 2" FORCEMAIN (UNDERSLAB) 2' ORCEMAIN TO EXIS NG BUILDING —\\ NITARY SEWER 2" FORCEMAIN (UNDERSLAB) 24x24 FLOOR SUMP (BY OTHERS) WP -1 WP -2 2" FORCEMAIN ( UNDERSLAB) FIELD VERIFY EXISTING 11GHTLINE LOCA11QN AND SIZE 24x24 FLOOR SUMP! (BY OTHERS) ryr: PLENUM FLOOR PLUMBING PLAN IF THESE SHEETS ARE NOT 24" X 3G" THEN DRAWING IS NOT TO SCALE. OW t, 8` ED FEB .Q 2012 bLo- s Y8 " = 1' -0" IPARATE. AND !zip PRO VA L CITYRW l.A JAN -1 1 2011 PERMIT CENTER 5' 0 5' 10' 15' 20' 25' I-LRJ� 1 O O N 0 1 REVISIONS NUMBER DATE DESCRIPTION 1 0 I /07/ I I CODE REVISION DRAWN BY: JWH i CHECK: NOTES: PLOT DATE: 10/ 1 3/20 I 0 JOB NO: 1009 14418 Cascade Drive SW y-+ Q) T. o Eo NU ob O 0) N N ' •N a) 1- l v a) E w WA. 98011 J w 0 CO uJ z J uJ N CO SHEET: P2.0 2 OF: 4 PLUMBING SHEETS 15' -10" 7' F P 0 0 -71.2' -7" HS -1 HW &CWTO WH -1 METAL PLATFORM FOR WH -1 (FILLED WT. OF WH -1 IS 450 LBS) 3/4" REUEF PIPING - TERMINATE 3" ABOVE HS -1 SECTION A: WH -1 SCALE: 1 /4" = 1'0" 1/2" WATER LINE TRAP PRIMER 2" SS FLOOR DRAIN TRAP WITH PRIMER FLOOR DRAIN DETAIL SCALE: NONE EXISTING COLD WATER PIPING. FILED VERIFY ACTUAL LOCATION STAR. 4f � , POC WH -1 ,.. ci 4. P a1 V L -�l ICE JO 7 L -1� 2" CW 1 AM. SECTION A 1T-45 P. .. f S r.-1/ _».Ae4S2. api a+ k { ELM 113 1" HW &CW)1 -TO SECOND FLOOR 1" HW 1" CW /4" PREP f4 , L 1/2" HW 1/2" CW 1 -,. f,. B TING RM f ENTRY LOBBY 00 1 :ts• �F• �• � Iz € (eY V�V Y kk5k yr' FIRST FLOOR WATER SUPPLY PLAN EXISTING 4" SS FIELD VERIFY ACTUAL LOCATION 2" VENT UP 3" SS UP IF THESE SHEETS ARE NOT 24" X 3G" THEN DRAWING 15 NOT TO SCALE. wco -1. POC P0C 1-1/2" 2" VENT UP ff['fNY €. :.V. ' eh 3" —1/2 V EIS sF w MEETING RM 1'0 s:s WCO I 2,r • 3" 1 101. 33 Y LOBBY F. f� fY......... �XSY.rw.r:l %i {'i ri YJrfr`Y{ +. FSrp -f {rYfirYftiS:J:r/i %:r + /FxyfS �/FS*l/fLJ fiiai{ rFFC'J: fS+ f% fL'frf Cr' FL' f{ FS -i'irvirz- i{r +lf4[O'f{r+ff5< +fr �:r4Ytiio� btoi-x135- FIRST FLOOR DRAIN & VENT PLAN l SCALE: 1/8" = 1'0" %8 " = 1' -0" FEB 06 2012 N. 0 0 N O REVISIONS NUMBER DATE DESCRIPTION I 01/07/1 I CODE REVISION DRAWN BY: JWH CHECK: NOTES: PLOT DATE: 10/ 1 3/20 I 0 JOB NO: 1009 0 J VI Z 0 U 11 co (/)0) > O c N 8g Us E o o r N 00 in N W C 8 8 O 0) .(7) 0 E w z=p4 2;4 0 raw' V J o) J >-1Wwo F.-T7.80y1 cnPRNIVALa JAN 1 1 2011 PERMIT CENTER 5' 0 5' 10' 15' 20' 25' SHEET: P2.1 3 OF: 4 PLUMBING SHEETS