Loading...
HomeMy WebLinkAboutPermit D07-022 - SEATTLE CHOCOLATES - STEEL EQUIPMENT PLATFORMSEATTLE CHOCOLATES 1180 ANDOVER PK W EXPIRED 02 - OS - 09 D07 -022 Parcel No.: 3523049085 Address: 1180 ANDOVER PK W TUKW Suite No: City of Tukwila Tenant: Name: SEATTLE CHOCOLATES Address: 1180 ANDOVER PK W , TUKWILA WA Contact Person: Name: RICH FISHER Address: 828 ALVORD AV N , KENT WA 98031 Phone: 206- 406 -9556 Contractor: Name: DACO CORPORATION Address: 18715E VALLEY HY , KENT, WA 98032 Phone: 425 - 656 -4505 Contractor License No: DACOC * *012NC Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: htty: //www.ci.tukwila.wa.us Owner: Name: DANELLIE LLC Address: 4664 95 AV NE , YARROW POINT WA 98004 Phone: DEVELOPMENT PERMIT DESCRIPTION OF WORK: CONSTRUCTION OF A CUSTOM FABRICATED STEEL EQUIPMENT PLATFORM. * *continued on next page ** Permit Number: D07 - 022 Issue Date: 02/16/2007 Permit Expires On: 08/15/2007 Expiration Date: 05/01/2008 Steven M. Mullet, Mayor Steve Lancaster, Director Value of Construction: $154,831.00 Fees Collected: $2,667.07 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 10 doc: IBC -10/06 D07 -022 Printed: 02 -16 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: httn: / /www.ci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signa I hereby certify that I have read an governing this work will be compli Print Name: doc: IBC -10/06 r;5 Permit Number: D07 -022 Issue Date: 02/16/2007 Permit Expires On: 08/15/2007 Date: Steven M. Mullet, Mayor Steve Lancaster, Director permit and know the same to be true and correct. All provisions of law and ordinances ther 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 e perfo nce of work. I am authorized to sign and obtain this development permit. Signature: Date: 6 A, 7 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. D07 -022 Printed: 02 -16 -2007 Parcel No.: 3523049085 Address: Suite No: Tenant: 1180 ANDOVER PK W TUKW SEATTLE CHOCOLATES 1: ** *FIRE DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -022 ISSUED 01/24/2007 02/16/2007 2: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 3: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 4: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 5: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 6: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 7: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4-4) 8: No point in a building may exceed the maximum exit access travel distance listed in Chapter 10, section 1015, Table 1018.1 of the International Fire Code and International Building Code. 9: Doors shall swing in d of egress travel where serving an occupant load of 50 or more persons or a Group H occupancy. (IFC 1008.1.2) 10: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 11: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 12: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) doc: Cond -10/06 D07 -022 Printed: 02 -16 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 13: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 14: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 15: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 16: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 17: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot -candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 18: Installation of storage racks requires a separate building permit. 19: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4)(Extend sprinkler protection beneath platform.) 20: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 21: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 22: Because of change of use and occupancy classification, an approved manual fire alarm system is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2051. 23: Local U.L. central station supervision is required. (City Ordinance #2051) 24: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IF'C 104.2) 25: An electrical permit from the Washington State Department of Labor and Industries is required for this project. doc: Cond -10/06 D07 -022 Printed: 02 -16 -2007 30: ** *BUILDING DEPARTMENT CONDITIONS * ** 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 26: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 27: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 28: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 29: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 31: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 32: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 33: 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. 34: The special inspections and verifications for concrete construction shall be required. 35: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 36: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 37: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 38: 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. 39: 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. 40: 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. 41: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 42: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. 43: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248 - 6630). doc: Cond -10/06 D07 -022 Printed: 02 -16 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 44: 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. * *continued on nest page ** doc: Cond -10/06 D07 -022 Printed: 02 -16 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work construction or the performance of work. Signature: 1--1_ i Date: / 6 / D 7 Print Name: I t t 4 l S ordinances governing or local laws regulating doc: Cond - 10/06 D07 -022 Printed: 02 -16 -2007 G King Co Assessor's Tax No.: 3 5 d6 > gO / A- nib cTV 2 . 1 Zk 1AJ 7 Suite Number: Tenant Name: e° / �f1UG / New Tenant: _ka P. �'( e Tea_ 7h -. kyv Sek,_ Site Address: Property Owners Name: thl 95 Avg AA belie-444e— 9806 y City Mailing Address: CONTACT PERSON who do we contact when your permit is ready to be issued Name: Mailing Address: Company Name: Mailing Address: Contact Person: E -Mail Address: Company Name: Mailing Address: Contact Person: E -Mail Address: Company Name: Mailing Address: Contact Person: E -Mail Address: CITY OF TUKWILk I Community DevelopmenrVepartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.cLtulcwila.wa.us Q:\Applications\Forms- Applications On Line13 -2006 - Permit Appliation.doc Revised: 9 -2006 bh 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 ** 18� /S - V- . /-I( c f-f 1)4-co Celep Contractor Registration Number: VA- Co 0 6 1 D- N C- xi/4- 't' l Air r /2z5 c 0-2 c ,a Floor: .... Yes K.No State Zip Day Telephone: .-,7/9 - 4td6 - S?". 1( ,4-LV! aril) A-t167 . N . WA C ifa 3 , State Zip �� City E -Mail Address: jet ] -W CC5-2. P , (O Fax Number: cg-S �SI 7d 3 GENERAL CONTRACTOR INFORMATION - (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) (..L) A 103 c�- City State Zip Day Telephone: a t3 ( 966 Fax Number: a <c:"Sq 4I'D v 3 Expiration Date: M A 4 a U t7 7 ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Recor State Zip City Day Telephone: Fax Number: ENGINEER OF RECORD All plans must be wet stamped by Engineer of Recor l 6 (V 1 / i c Puri. eo OVezv z S'3 S ' / City State Zip Day Telephone: g 0 - pcg, -706 1 Fax Number: 7 / O Page 1 of 6 Valuation of Project (contractor's bid price): $ /S 00 0 S' UP P rJ ! tis r4-LL 01- Pmeski PL 4- Scope of Work (please provide detailed information): IG¢ Will there be new rack storage? ❑ .... Yes xisting Building Valua ion: $ – — C No If yes, a separate permit and plan submittal will be required. ' rovide All Building Areas in Square Footage Bel Piod ccessory tr►.ti ched Garag Detached Gars; 114 clied C ov erec Dec recovered Dec dition to . xist ructure 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. Q: Applications\Fonns- Applications On Linen -2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Bathtub or combination bath/shower Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic Floor drain Sinks Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain Lavatory Water Closet Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent Additional medical gas inlets/outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas PLUMBING AND GAS PIPING T.RMIT INFORMATION - 206431 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Ai/4 Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (please provide detailed information): Building Use (per Int'l Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: Sewer: Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q: Applications 'Forms- Applications On Linel3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 5 of 6 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. Signature: 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 THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Print Name: l ck- 4" S Mailing Address: ( Cf" PAL 'o tth ,4431-V . City Date Application Expires: '7- Z4 _o7 Date Application Accepted: - -Oi Q: Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Date: Day Telephone: _'7 0 6 — /OG — 4 S`8 tA-1 4-- mil fO State Zip Staff Initials: Page 6 of 6 Parcel No.: Address: Suite No: Applicant: Receipt No.: R07 -02820 Initials: WER User ID: 1165 Payee: TRANSACTION LIST: Type Method Description Payment Cash ACCOUNT ITEM LIST: Description HEIDI SHARP PHOTOCOPIES /DUP SERVICES 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 3523049085 1180 ANDOVER PK W TUKW SEATTLE CHOCOLATES Account Code 000/341.690 RECEIPT Permit Number: Status: Applied Date: Issue Date: Payment Amount: 36.00 Payment Date: 12/20/2007 10:04 AM Balance: 50.00 Amount 6. 00 Current Pmts 6.00 Total: $6.00 D07 -022 ISSUED 01/24/2007 02/16/2007 6307 12/20 9710 TOTAL 6.00 doc: Receiot -06 Printed: 12 -20 -2007 Receipt No.: R07 -00244 Initials: JEM User ID: 1165 Payee: DACO CORPORATION TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description 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:Ilwww.ci.tukwila.wa.us BUILDING - NONRES 000/322.100 STATE BUILDING SURCHARGE 000/386.904 RECEIPT Parcel No.: 3523049085 Permit Number: D07 -022 Address: 1180 ANDOVER PK W TUKW Status: APPROVED Suite No: Applied Date: 01/24/2007 Applicant: SEATTLE CHOCOLATES Issue Date: Amount Payment Check 126409 1,180.61 Account Code Current Pmts 1,176.11 4.50 Total: $1,180.61 Payment Amount: $1,180.61 Payment Date: 02/16/2007 03:42 PM Balance: $0.00 doc: Receipt-06 Printed: 02 -16 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ci.tukwila.wa.us RECEIPT Parcel No.: 3523049085 Permit Number: D07 -022 Address: 1180 ANDOVER PK W TUKW Status: PENDING Suite No: Applied Date: 01/24/2007 Applicant: SEATTLE CHOCOLATES Issue Date: Receipt No.: R07 -00101 Initials: BI,H Payment Date: 01/24/2007 12:57 PM User ID: ADMIN Balance: $1,180.61 Payee: DACO CORPORATION TRANSACTION LIST: Type Method Description Amount Payment Check 126243 1,486.46 ACCOUNT ITEM LIST: Description BUILDING - NONRES 000/322.100 PLAN CHECK - NONRES 000/345.830 Account Code Current Pmts 437.57 1,048.89 Total: $1,486.46 Payment Amount: $1,486.46 4( ?. 01/24 ?{jam TOTAL 14 doc: Receiot -06 Printed: 01 -24 -2007 COMMENTS: TTY rpP.z. l r [eJ. "C Lj C ,1 r r T a r`( loi . 7 Di-F) g41- - .zi -cra . t: Address: J �. S (- -,.,> (✓Z`"�.f h ^C_ / {�? n l h J -e -tX /'� .\) • \ f„ 5 `1 4 ( f .{ le/l. 4 : „Z , '"-C.,.- / 111 a ry ) 40, r- 5) f ,--t e (f (M--r?' y i &A i ( Az IC / r 8v .1 L 11-AJT114 tr ) 2i--L 1 c f l Prole= ,i �- rte Cho . Type ofJSpection: 1-004 :/...., (a 4 Address: Date Called: r, , Special Instructions: Date Wanted: (� Requester: Phone No: 1 q1- 5— Z ( 4 - Z 7O9 INSPECTION NO. INSPECTION RECORD Retain a copy with permit bo 7.OZZ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION C. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. c 'Insp � eor: J\ . $60.00 REINSPECTION FEE EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: I Date_ Proje7� // Typ of Inspection: L Ad ?s e) / / � Gi tote Called: pecialInstructions: Date Wafts!: Requester: Phone No: 1. •-..-. `�r- .ate._. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION r- ' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- 67 proved per applicable codes. JJ Corrections required prior to approval. COMMENTS: rN Inspector: Date j 2 2 j _ $58.00 REINSPE31 6N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 SmThcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: 9 COMMENTS: Type of iss ction: Address: Date Called: l ` �( - fcv tL Her 7 �" / Special Instructions: r - rte / 6.A.--... p.m. Requester: 5 , /Nl /4 1 ec.)vv / ,d,/ Sp rIa / -i,, r/41" fir ��P-e l 11 /'' 4 2 j /c P vNn2A-e l 4 r.' 1 UP /;- / �,_-t a r, 1/0tA I f c /f" - P::...!„,.1: Hti (how Type of iss ction: Address: Date Called: l a�,� �" --a.- Special Instructions: Date Wanfed: J 2 / f '' 6.A.--... p.m. Requester: Phone No: 4{2.5 - Y - 0/57 L 2 ce 2 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 -36 El Approved per applicable codes. — `corrections required prior to approval. Inspector: Date: $ 00 REINSPECT i FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: , rc /� 4- 1,044 of Inspection: • / /0 64 7;jr 4 Address/. 4 /a4) Date Called: Special Instructions: Date Wanted: ;�z/ -� m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20•)431 -3670 L pproved per applicable codes. El Corrections required prior to approval. COMMENTS: i $58.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: Project: / �` /_ Type of Inspection: Address. - Date Called: Special Instructions: Date Wanted: (Lm Requester: _ V/ /� Phone o INSPE ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit 2,7 -o22 IT NO. (206)431 -36 Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: Project: Qo f 4 1,e C ko c 0 i !-e 5 Type of Inspection: r-f /LG AL_ „N Address: /1 ce 0 AP. W Suite #: Contact Person: c 011 key te, v Id S P/ ora .T 0 Special Instructions: Phone No.: 2/2 S — ( — 7/ s -- 3 Needs Shift Inspection: N 0 Sprinklers: 3°`? Are Alarm: j/u �-c h € ' 2- /k S, Hood & Duct: 0 Monitor: P 0(e• f -. 2 s Pre -Fire: (C- Permits: j f, L P Occupancy Type: 1 [J-. Approved per applicable codes. INSPE ON NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Word /Inspection Record Form.Doc 1/13/06 PERMIT NUMBERS kwila, Wa. 98188 206 - 575 -4407 n Corrections required prior to approval. COMMENTS: o F — 176 t4 I Inspector: s Date: f k aiia Hrs.: /. N $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e C ity. of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 Project: � 4 -rr L c 6-/ u c o c. 'i 7ti 5 Type of Inspection: setz rNti (_ Fire Alarm: Address: ii 80 A Suite #: P W Contact Person: 4m y Pre -Fire: Permits: Special Instructions: Occupancy Type: Phone No.: VZS - 2 6i/- Z OO X 27 1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: = Occupancy Type: 2 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT - oZZ o� 5- /71 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 W Approved per applicable codes. Corrections required prior to approval. COMMENTS: )1lLE7- Inspector: . t,L, 5 � Z Date: 6 / 36 J Hrs.: / REQUIRED. You will receive an invoice from REINSPECTION FEE RE � �� $80.00 Q he City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 J 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 6300 Southcenter Blvd, Suite 100 C'F`O T Tukwila, Washington 98188 -2544 June 4, 2007 Permit Number: D07 -022 Project: Seattle Chocolates Address: 1180 Andover Park West, Tukwila Job Number: 06 -783 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. 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 limited to the information contained in our reports, and include: 1. Soil bearing 2. Subgrade evaluation 3. Reinforcing steel 4. Epoxy grouting 5. Steel decking 6. Structural steel erection 7. Reinforced concrete Sincerely, OTTO ROSENAU & ASSOCIATES, INC. U, ,r, r2 Xr W Y2- Susan Rosenau -Moser Vice President Fax c: Seattle Chocolates Exploits Anthony G. Coyne, P.E. Project Engineer MATERIAL HANDLING & PACKAGING SOLUTIONS January 24, 2007 Allen Johannessen City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 -2544 Dear Allen, This permit application is specifically for the equipment platform only. Fire protection and electrical lighting will be by others and will be permitted individually. All work performed shall be done according to the standards of the National Fire Protection Association Pamphlet # 13. Does not include off — hours, bond, painting of pipe, moving of material and equipment or fire alarm of any type, structural verification for hangers or earth quake bracing. We will have these contractors reference our permit / project number for your convenience. All interim code requirements and inspections will be done by Otto Rosenau & Associates, Inc. 6747 M.L. King Way South, Seattle, WA 98188 -3216. Contact is Walter Hansen. 206 - 725 -4600. Inspections and tests done to this date, (according to Chapter 17 of the 2003 IBC): ➢ ORA Project Number: 06 -783: Original concrete slab and soil density tests. Report is attached. ➢ ORA Report Number: Soil Bearing Verification, Subgrade Evaluation: Report is attached. Inspections and tests yet to be done, (according to Chapter 17 of the 2003 IBC): ➢ Reinforced Concrete Special Inspection and Testing. ➢ Structural Steel Erection and Welding Inspection. Sincerely, Rich Fisher Territory Manager r rig e °54 RECEIVED CITY OF TUKWILA JAN 2 2 2001 ,HERMIT CENTE■ po1' Oi2 4 = OTTO ROSENAU & ASSOCIATES, INC. December 6, 2006 Mr. Neil Campbell Seattle Chocolates 1180 Andover Park West Tukwila, Washington 98188 Re: Mezzanine Addition Seattle Chocolates 1180 Andover Park West Tukwila, Washington 98188 ORA Project Number: 06 -783 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 INTRODUCTION Otto Rosenau & Associates, Inc. (ORA) visited the site on December 4, 2006 to evaluate near - surface soil and groundwater conditions at the location of a proposed mezzanine addition. The mezzanine addition will be an extension northwards of an existing mezzanine. EXISTING CONDITIONS The existing building is a one -story warehouse building. The exterior walls may consist of tilt - up, concrete panels or concrete masonry units (CMU). We observed interior timber columns bearing on a steel base plate and apparently mounted directly to the floor. We observed that the existing concrete floor slabs were in fairly good condition with little noticeable cracking, which may indicate subsurface soil problems. SUBSURFACE CONDITIONS ORA retained a subcontractor to complete four 12 -inch diameter cores through the existing concrete floor slab. The soils beneath the slab were excavated using manual equipment to depths ranging from about 15 to 24 inches beneath the top of the existing slab. The approximate locations are noted in the attached field report. We observed that the concrete slab was approximately 6 inches thick. We observed steel reinforcement in each of the concrete cores. The steel reinforcement appeared to consist of # 4 (0.5 -inch) reinforcement bars. We observed at least two bars oriented .approximately 90 degrees apart at approximately mid -depth of the slab at each core location. The soils beneath the slab appeared to consist of imported structural fill. The upper 4 to 6 inches generally consisted of dense to very dense, orange -brown to brown, sand with gravel varying amounts of silt and oxidation The upper soils could be most closely classified as Silty SAND (SM), or well - graded SAND with Silt (SW -SM) when classified in accordance with Unified Seattle Chocolates —1180 Andover Park West, Tukwila, WA December 6, 2006 Soils Classification System (USCS). The underlying soils beneath the upper brown fill generally consists of dense to very dense, gray Silty SAND (SM) with gravel and occasional cobble fill. The fill appears to consist of glacial till fill soils. CONCLUSIONS AND RECOMMENDATIONS Based on our observations and evaluations, it is our opinion that the soils observed at the locations of our explorations are suitable for providing support for lightly - loaded interior columns. We recommend that new foundation elements be sized assuming an allowable bearing capacity of no greater than 3,000 pounds per square foot (psf). The allowable bearing capacity may be increased by one -third to resist seismic and wind loads. We recommend that an ORA representative evaluate the exposed foundation soil conditions once excavations at the future footing locations are completed to verify that the conditions encountered are consistent with those observed in our explorations. If you have any questions, please contact us. Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Anthony Coyne, P. . Geotechnical Engineer Otto Rosenau & Associates, Inc. Page 2 of 2 Seattle Chocolates Map: Address: 1180 Andover Park West Permit: City: Tukwila Job Number. 06 -783 Job Site Phone: Superintendent: Job Site Fax: Pager/ Mobile: Date: 11/30/2006 Project Manager: Walter Hansen Report Manager. Susan Moser Proposal No.: 06 -870 Contract Sent 12/4/2006 Contract Status: Pending PO Number: Their Job Number. Est. Owner/Rep: Seattle Chocolates Address: 1180 Andover Park West Tukwila WA 98188 Main Phone: Fax: Contact: Mr. Niel Campbell Phone: E -Mail: Engineer. Client: Seattle Chocolates Address: 1180 Andover Park West Tukwila WA 98188 Main Phone: Fax: Contact Mr. Niel Campbell Phone: E -Mail: Comments: Sat P/U RC RM EG AB HD SS PT SC FP NDT SIR W 0 0 0 0 0 0 0 0 0 D Travel Time Soils Asphalt Geotech Nailing Piling Roofing (1 -Way): ❑ ❑ © ❑ ❑ ❑ 1/2 Cell: (425) 753 -6666 Cell: (425) 753 -6666 Printed Dec 5, 2006 7:33 pm - ORA - Other -A: concrete cutting (sub) Other -B: Other -C: Job Type: Architect: Contractor. Daco Corp. Address: 18715 East Valley Hwy Kent WA 98031 Main Phone: (206) 406 -9556 Contact Mr. Rich Fisher Phone: E -Mail: Reports: Client - ❑ Building Dept ❑ Owner - ❑ Architect - ❑ Batch Plant - Engineer - ❑ Contractor - ❑ Others - ❑ Fax: Submitted Samples Cell: (206) 406 -9556 GEOTECHNICAL INSPECTION REPORT OTTO ROSENAU & ASSOCIATES, INC. Job Number: 66 Project: . ' ea,ft /e C ri O G© /LZ? c Address: Date: / ee L - Preconstruction Meeting Soil Bearing Verification r X- // /a, /v,4 Fill Placement & Compaction y� y i g 9 Pv SLY! SCL Erosion Control Evaluation Excavation Stability Monitoring Slope Stability Monitoring Subgrade Evaluation j/ Shoring Installation Inspector: Permit Number: Client: Sa ?We Cicey p /q ' Address: 46654 Subsurface Drainage Installation Piling Other (specify) (9 QA 1 p.6) o h s� f� asse.s t c,., 0 4` e---k/S1 4780 r .s /et .6 .a13 h �u-/ OS�' S , 7°X Ora-79 vim S 6/64'e 2 r x-47 e , i0 60-'einitef fljr u nbind / /n cS, ., A -1/,9 7/3 I p f ! fr P 1'' ahod a stidv-e l /vGri 4.1 ecl 7 c rd . 7%.412 . I ' e e � f 6 a v -7%e ..r' ` l i v e . e , , - a a4 /e 7 , - A e � s ; , . ( 4 4 A J t l 0 1 . 0 , , < < 7 1 7 � l // ' - /z- O(/ 7 / 7 r 6 e , C©n le-`7 d t€. -e4Aa � �l+° hr' t r� l_ltfrP s f iota e 0 /1 6 Co h crt S /I 4 6 / /cwG. ,ilpt, /AV , w/tii eecavemt f vgy d cts< ,a/ i*- 4 `elra.r- ©-5 e' f- 6,- r O .S (tom, dear /i MO r > 6/17/417, Cv'<, en r• . ■ 9, �/, sr /7`y yawed, csz?r p ► B. ..e)/ y ve< s CY', r/ti5d >1 11 101"- gray /i5i bra.eell y sai -, r t r Inspected by: )3f/14 e,( Reviewed by: Start Time: C.9 g...57:;• Finish Time: t This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. except in full, without written permission from our firm is strictly prohibited. Page (1 of Reproduction of this report, 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.: GEO- 100 -01 (Rev 01/05) £ "he 9., Job Number: 7s Project: - Se2 e c626C�0 &c,, Address: i rit>1 xtt Date: / ..2. _ �rL Erosion Control Evaluation Excavation Stability Monitoring Slope Stability Monitoring Shoring Installation . s l;<aeaYTi Preconstruction Meeting Soil Bearing Verification Fill Placement & Compaction Subgrade Evaluation Inspector8r, C S_ l2 Subsurface Drainage Installation Piling Other (specify) i9h' i.c ea fi ff- -3 coil c 6v oGcasione. r�bc�r Cvtelen.,4 41016'? bra, .r4Yk/Vy ..Cf /7 ff £elly -(4 QI pwJ 07/ -rnc/ a Inspected by: �L Start Time: GEOTECHNICAL INSPECTION REPORT Criup Finish Time: OTTO ROSENAU & ASSOCIATES, INC. Permit Number: Client: Address: N4- 46655 6 ` /Gen erpt &,/ c z/ n2,60 r CG' dense) obfr �'1%`ct2/! ms /5 f -Nei/y ., eoe d e) rnois ye ki/ /79 --Ca fricZ 7 P lar«. /piL /11-3 Reviewed by: g:17 leva.7 wal/Ol or' 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 2-- 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.: GEO- 100 -01 (Rev 01/05) Jan 24 07 09:15a OTTO ROSENAU ASSUUiA I t5 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number, 46618 Description: Soil Bearing Verification, Subgrade Evaluation Inspector and Date Craig R. Bechtold, L_G. 1/23/2007 Copies to: X Client Contractor Architect Building Dept. Engineer GEOTECHNICAL INSPECTION REPORT Project: Seattle Chocolates Permit Number. Address: 1180 Andover Park W., Tukwila Job Number: Client: Seattle Chocolates Client Address: Remarks LUO!LJGLLI N•L 06 -783 1180 Andover Park W., Tukwila On site as requested for soil bearing verification. The recommended allowable bearing capacity is 3000 pounds.per_squaie font (psi)._ Using a geotechnical prabe,.vwa ten 60 "X60" isolates column footings. Probe depths of W to 1 W were typical in the exposed subgrade soils. The exposed subgrade soils consist of dense to very dense gray, silty SAND. It Is our opinion that the exposed subgrade soils ere capable of providing the allowable 3000psf bearing capacity. We recommend removing any loose soil and materials from the excavations prior to placement of concrete. Technical Responsibiktg: Field Copy Anthony Coyne, P.E. Ibis report applies only to the items tested or reported turf is theexcluusive 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. Kong Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1.888 - OTTO -4 -US - Fax (206) 723 -2221 FonvrNo.: ADM(N- 1017 -01 (Rev DfRf5J5J DESIGN NOTES AND ASSUMPTIONS All Cubic Designs, Inc. systems are supported by columns anchored . to the floor slab with wedge anchors. Systems are designed such that the columns provide lateral stability without bracing. The columns resting on the slab are analyzed assuming a.fixed top and a pinned base. The columns resting on footings are analyzed assuming a fixed top and base. Fixity at the top is achieved via a bolted (Gr. 5) connection to the framing ends. The columns and framing ends are designed for the appropriate seismic zones. The framing system consists of cold formed channels using high strength steel with a minimum yield of 50 KSI. The channels are designed per the AISI steel code. Framing channels are positioned with their open sides alternated wherever possible and braced along the flanges (by the deck on top and by bridging on the bottom) to prevent torsional deflection. Framing members transfer loads (joist into a stringer or stringer into a column top) via welded connections (hanger welded to a stringer) or direct compression reaction (stringer end directly atop a column). The deck system is either bar grating or roof deck. In the case of roof deck, it is covered with either plywood or steel plate - neither cover is counted on for strength purposes. The grating or roof deck is designed for appropriate uniform and /or concentrated loads indicated. DESIGN CALCULATIONS JOB # 6094 PROJECT: SEATTLE CHOCOLATES LOCATION: TUKWILA, WA DISTRIBUTOR: DACO COLUMNS: TS 6 "x6 "x3/16" TS 8 "x8 "x1/4" SEISMIC ZONE: SDC =D CAPACITY: 125 PSF LIVE LOAD 32 PSF DEAD LOAD DECK TYPE: 20 GA TYPE B ROOF DECK C FLOOR COVER IS LIGHTWEIGHT CONCRETE FRAMING: 15CD11F (15 IN. DEEP x 3 IN. WIDE CHANNEL - 11 GAUGE) 15CD07F (15 IN. DEEP x 3 IN. WIDE CHANNEL - 7 GAUGE) 15CD04F (15 IN. DEEP x 3 IN. WIDE CHANNEL - 1/4 IN.) PAGE 1 CHECK CAPACITY OF 20 GA. ROOF DECK: MAX. SPAN = 4.33 FT. LOAD WIDTH = 1.00 FT. LIVE LOAD = 125 PSF DEAD LOAD = 26.0 PSF M = LOAD WIDTH x (LL + DL) x MAX. SPANA2 / 8 x 12 IN /FT = (1.00) (125 + 26.0) (4.33) ^2 / 8 x 12 4247 IN. -LBS. MCAP = 0.244 INA3 x 20000 PSI 1 SPAN CONDITION PAGE 2 4880 IN: LBS. > 4247 IN: LBS. OK JOIST ANALYSIS FOR 15CD11F MEMBERS UNIFORM LOAD = 125 PSF(LL) + 26.0 PSF(DECK WT) + 9.4 LBS/FT(JOIST WT) CLEAR LOAD ACTUAL MOMENT MOMENT ACTUAL ALLOW. SPAN WIDTH MOMENT CAPACITY INERTIA DEFL. DEFL. (FT) (FT) (IN -LBS) (IN -LBS) (INN) (IN) (IN) PAGE 73 21.08 2.67 275097 328600 78.514 0.641 0.703 OK 18.58 3.17 252750 328600 78.514 0.459 0.619 OK 22.92 2.04 250401 328600 78.514 0.684 0.764 OK 17.42 4.08 284723 328600 78.514 0.456 0.581 OK 13.21 4.33 173612 328600 78.514 0.160 0.440 OK FRAMING MEMBER ANALYSIS PAGE C+ MEMBER NO.: Al MEMBER SIZE: 15CDO7F MOMENT OF INERTIA: 120.075 IN"4 MOMENT CAPACITY: 486800 IN -LBS UNIFORM LOAD: 125.0(LL) + 38.5(DL) = 163.5 PSF LOAD UNIFORM BEAM DISTANCE POINT LOAD MEMBER WIDTH LOAD SEGMENT FROM END LOAD WIDTH LENGTH (IN) (LBS /FT) (IN) (IN) (LBS) (IN) (FT) 0.00 0.00 0 43.00 43.00 5172 46.00 16.50 0.00 0 46.00 89.00 5172 46.00 16.50 0.00 0 46.00 135.00 5172 46.00 16.50 0.00 0 40.00 175.0C BEAM CLEAR SPAN = 175.00 IN. END REACTION @ 0.00 IN. = END REACTION © 175.00 IN. = 7625 LBS 7891 LBS SHEAR = 0 89.0 IN. FROM SUPPORT AT 0.00 IN. MAX. MOMENT @ POINT OF '0' SHEAR = 440700 IN -LBS < 486800 IN -LBS OK FRAMING MEMBER ANALYSIS PAGE 5 MEMBER NO.: A2 MEMBER SIZE: 15CDO7F MOMENT OF INERTIA: 120.075 INA4 MOMENT CAPACITY: 486800 IN -LBS UNIFORM LOAD: 125.0(LL) + 33.3(DL) = 158.3 PSF LOAD UNIFORM BEAM DISTANCE POINT LOAD MEMBER WIDTH LOAD SEGMENT FROM END LOAD WIDTH LENGTH (IN) (LBS /FT) (IN) (IN) (LBS) (IN) (FT) 0.00 0.00 0 32.50 32.50 4530 36.00 19.08 0.00 0 37.00 69.50 4656 37.00 19.08 0.00 0 37.00 106.50 4656 37.00 19.08 0.00 0 37.00 143.50 4530 36.00 19.08 0.00 0 32.50 176.00 BEAM CLEAR SPAN = 176.00 IN. END REACTION @ 0.00 IN. = END REACTION @ 176.00 IN. = 9186 LBS 9186 LBS SHEAR = 0 69.5 IN. FROM SUPPORT AT 0.00 IN. MAX. MOMENT @ POINT OF '0' SHEAR = 470800 IN -LBS < 486800 IN -LBS OK FRAMING MEMBER ANALYSIS PAGE 6, MEMBER SIZE: 15CDO4F MOMENT OF INERTIA: 163.178 INA4 MOMENT CAPACITY: 805300 IN -LBS UNIFORM LOAD: 125.0(LL) + 33.8(DL) = 158.8 PSF MEMBER NO.: A3 LOAD UNIFORM BEAM DISTANCE POINT LOAD MEMBER WIDTH LOAD SEGMENT FROM END LOAD WIDTH LENGTH (IN) (LBS /FT) (IN) (IN) (LBS) (IN) (FT) 0.00 0.00 0 40.50 40.50 3797 24.50 23.42 0.00 0 4.00 44.50 3797 24.50 23.42 0.00 0 45.00 89.50 3797 24.50 23.42 0.00 0 4.00 93.50 3797 24.50 23.42 0.00 0 45.00 138.50 3797 24.50 23.42 0.00 0 4.00 142.50 3797 24.50 23.42 0.00 0 42.50 185.00 BEAM CLEAR SPAN = 185.00 IN. END REACTION @ 0.00 IN. = END REACTION @ 185.00 IN. = 11515 LBS 11269 LBS SHEAR = 0 93.5 IN. FROM SUPPORT AT 0.00 IN. MAX. MOMENT @ POINT OF '0' SHEAR = 674200 IN -LBS < 805300 IN -LBS OK FRAMING MEMBER ANALYSIS PAGE 7 MEMBER NO.: A4 MEMBER SIZE: 15CDO7F MOMENT OF INERTIA: 120.075 IN ^4 MOMENT CAPACITY: 486800 IN -LBS UNIFORM LOAD: 125.0(LL) + 33.3(DL) = 158.3 PSF LOAD UNIFORM BEAM DISTANCE POINT LOAD MEMBER WIDTH LOAD SEGMENT FROM END LOAD WIDTH LENGTH (IN) (LBS /FT) (IN) (IN) (LBS) (IN) (FT) 0.00 0.00 0 67.00 67.00 2481 21.00 17.92 0.00 0 41.00 108.00 4845 41.00 17.92 0.00 0 42.00 150.00 4845 41.00 17.92 0.00 0 37.00 187.00 BEAM CLEAR SPAN = 187.00 IN. END REACTION @ 0.00 IN. = END REACTION @ 187.00 IN. = 4598 LBS 7573 LBS SHEAR = 0 108.0 IN. FROM SUPPORT AT 0.00 IN. MAX. MOMENT @ POINT OF '0' SHEAR = 394800 IN -LBS < 486800 IN -LBS OK FRAMING MEMBER ANALYSIS PAGE 0 MEMBER NO.: A5 MEMBER SIZE: 15CDO7F MOMENT OF INERTIA: 120.075 INA4 MOMENT CAPACITY: 486800 IN -LBS UNIFORM LOAD: 125.0(LL) + 33.3(DL) = 158.3 PSF LOAD UNIFORM BEAM DISTANCE POINT LOAD MEMBER WIDTH LOAD SEGMENT FROM END LOAD WIDTH LENGTH (IN) (LBS /FT) (IN) (IN) (LBS) (IN) (FT) 0.00 0.00 0 40.50 0.00 0 46.00 0.00 0 46.00 0.00 0 46.50 BEAM CLEAR SPAN = END REACTION @ 0.00 IN. = END REACTION @ 179.00 IN. = 40.50 5436 46.00 17.92 86.50 5436 46.00 17.92 132.50 5436 46.00 17.92 179.00 179.00 IN. 8427 LBS 7880 LBS SHEAR = 0 86.5 IN. FROM SUPPORT AT 0.00 IN. MAX. MOMENT @ POINT OF '0' SHEAR = 478900 IN -LBS < 486800 IN -LBS OK FRAMING MEMBER ANALYSIS PAGE MEMBER NO.: A6 MEMBER SIZE: 15CDO7F MOMENT OF INERTIA: 120.075 INN MOMENT CAPACITY: 486800 IN -LBS UNIFORM LOAD: 125.0(LL) + 33.3(DL) = 158.3 PSF LOAD UNIFORM BEAM DISTANCE POINT LOAD MEMBER WIDTH LOAD SEGMENT FROM END LOAD WIDTH LENGTH (IN) (LBS /FT) (IN) (IN) (LBS) (IN) (FT) 0.00 • 0.00 0 23.00 23.00 4269 30.00 21.58 0.00 0 32.00 55.00 4554 32.00 21.58 0.00 0 32.00 87.00 4269 30.00 21.58 0.00 0 27.00 114.00 1992 14.00 21.58 0.00 0 62.00 176.00 BEAM CLEAR SPAN = 176.00 IN. END REACTION @ 0.00 IN. = END REACTION @ 176.00 IN. = 9702 LBS 5381 LBS SHEAR = 0 87.0 IN. FROM SUPPORT AT 0.00 IN. MAX. MOMENT @ POINT OF '0' SHEAR = 425200 IN -LBS < 486800 IN -LBS OK SEE ASCE -7 TABLE 1 -1 FOR STRUCTURES RESPONSE MODIFICATION IMPORTANCE FACTOR CALCULATE Ta= Ct(hn) "x MEZZANINE HT. (ft.) OCCUPANCY CATEGORY: ENTER VALUES FROM "MCE GROUND MOTION" SHEET SI — . SMs = FaSs= SMI = FvSI= OCCUPANCY CATEGORIES FOR BUILDINGS AND OTHER FACTOR, R= 1= Ct= x= hn Ta= SDs =(2/3`SMs) /100= Sol= (213`SMI) /100= DOES ASCE -7 SECTION 11.6 APPLY: SEISMIC DESIGN CATEGORY BASED ON SDS= SEISMIC DESIGN CATEGORY BASED ON SDI = THEREFORE SEISMIC DESIGN CATEGORY= SEISMIC BASE SHEAR, V =CsW THEREFORE TS= SDI /SDS= CALCULATE Cs: Cs= Sos /(RA) CsmIn= 0.044SDs *I Csmax=SDl/[T(Rfl)] x.028 11.67 020 133.7 70.8 0.891 0.472 0.53 ASCE -7 SECTION 11.6: IS Si <0.75 YES I 1. CHECK IF Ta <0.8Ts YES 2. SEE NUMBER 1 ABOVE 3. IS EQ. 12.8 -2 USED TO DETERMINE Cs: 4. RIGID DIAPHRAGM OR FLEXIBLE DIAPHRAGM WITH SPANS LESS THAN 40 FEET: YES IYES LYES Cs= Csmin= Csmax= Cs= ft. S s D D 0.255 0.039 0.675 0.255 I (SEE ASCE -7 TABLE 12.2 -1) (SEE ASCE -7 TABLE 11.5 -1) (SEE ASCE -7 TABLE 12.8 -2) (SEE ASCE -7 TABLE 12.8 -2) (SEE ASCE -7 TABLE 1 -1) 0.8Ts= 0.42 NOTE: SDC MAY BE BASE ONLY ON SDS IF SECTION 11.6 APPLIES NOTE: IF Si IS EQUAL TO OR GREATER THAN 75 %g THEN OCCUPANCY CATEGORY I, II, and III STRUCTURES SHALL BE ASSIGNED TO SEISMIC DESIGN CAT. E AND OCCUPANCY CATEGORY IV STRUCTURES SHALL BE ASSIGNED TO SEISMIC DESIGN CATEGORY F MCE Ground Motion Conterminous 48 States Zip Code - 98188 Central Latitude = 47.447736 Central Longitude = - 122.273462 Period MCE Sa (sec) ( %og) 0.2 133.7 MCE Value of Ss, Site Class B 1.0 046.0 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 133.7 Sa = FaSs, Fa = 1.00 1.0 070.8 Sa = FvS 1, Fv = 1.54 UNDER DOME STRINGERS EDGE CORNER COL Bs EDGE OF MST COL FRAMING PLAN calculations calculations Loads: LC 2, ASCE 12.4.2.3(5) Results for LC 2, ASCE 12.4.2.3(5) Member Bending Moments (k -ft) Reaction units are k and k -ft Cubic Designs, Inc. Matt Rescorta SEATTLE CHOCOLATES EW1.r2d DDS 5.3 Loads: LC 2, ASCE 12.4.2.3(5) Results for LC 2, ASCE 12.4.2.3(5) Member Bending Moments (k -ft) Reaction units are k and k -ft Cubic Designs, Inc. Matt Rescorla Jan 9, 2007 at 10:21 AM SEATTLE CHOCOLATES EW2.r2d Matt Rescorla Loads: LC 2, ASCE 12.4.2.3(5) Results for LC 2, ASCE 12.4.2.3(5) Member Bending Moments (k -ft) Reaction units are k and k -ft Cubic Designs, Inc. 15 Nr5- 4.6 SmIkx, Sots kx3I1S Ibtalp 13CD11F Dec 26, 2006 at 4:41 PM SEATTLE CHOCOLATES EW3.r2d ,11 Secfion Sets h6SiA6 &®AM 15C 1/11F Cubic Designs, Inc. Matt Rescorla - 10.899k 1.554k Loads: LC 2, ASCE 12.4.2.3(5) Results for LC 2, ASCE 12.4.2.3(5) Member Bending Moments (k -ft) Reaction units are k and k -ft 9.5 - 4.684k 1.554k .14 1.9 1d 3 14.4 V-2.2 • , 13- . 5 -8.77k T.554k lN5 96 -2.1 Dec 27, 2006 at 1:56 PM SEATTLE CHOCOLATES EW4.r2d 11g Sedion Sob Sx6r3/16 laex1/4 16017,111F 150204F P.4 15bY C -12.796k 3 t ' A l 15.11 .2 " -9.31k -6.556k 1.358k ,T M5 _ _ -1.358k — M8 _ _ - 1,358k • :t1 i-2 6.2 Loads: LC 2, ASCE 12.4.2.3(5) Results for LC 2, ASCE 12.4.2.3(5) Member Bending Moments (k-ft) Reaction units are k and k-ft 12 10.1 -3.121 9 a M7 1.358k ' N3-.2 3.5 Cubic Designs, Inc. Matt Rescorla Dec 27, 2006 at 9:19 AM SEATTLE CHOCOLATES NS1.r2d Loads: LC 3, ASCE 12,4.2.3(6a) Results for LC 2, ASCE 12.4.2.3(5) Member Bending Moments (k -ft) Reaction units are k and k -ft Cubic Designs, Inc. Matt Rescorla - 12.24k .646k i g 4.9 - 12.24k jN4.� X5:9 d3 -1.5 6.3 - 12.24k 5.9 _646k -; N6.59 7.5 SU6un Sets Bndx3/l6 _ *4s114 16N11F Dec 27, 2006 at 10:07 AM SEATTLE CHOCOLATES NS2.r2d Sedlon S.ts 1 4144/16 lbactit 16CO1IF 15CDO/F -6.531k 1.638k -.2 6.2 Loads: LC 2, ASCE 12.4.2.3(5) Results for LC 2, ASCE 12.4.2.3(5) Member Bending Moments (k-ft) Reaction units are k and k-ft -14.41k 1.9 N67" -11 -3 7 1 2,5 115-2.2 13.9 -14.41k -6.531k 1_638k- -+ - 1:638k tN`' -8 4 -5:8 i12.9 ;11 1 4 3-1 .6 7.6 14.2 Cubic Designs, Inc. Matt Rescorla Dec 27, 2006 at 2:16 PM SEATTLE CHOCOLATES NS3.r2d fit Calculate anchor bolt tension, concrete bearing stress, and base plate thickness Max bearing stress Min bearing stress Total T assumed by this calculation Basic zero stress distance If minimum bearing stress is negative that means P/A +/- Mc/I is not valid. It also means that tension anchor bolts are required. Load 9.8 k Moment 14.4 k -ft it 3 ksl Plate fy 36 ksi At =NxB 0 N 15 Inches (Plate Length) B 15 Inches (Plate Width) Bolt inset 1.5 Inches Base Concrete Area, A2 900 Sq Inches Bearing Ratio= d(A2/Ai ) [ ( 3 Base Plate Area 225 Basic P/A +/- Mc/I Calculations )(PA'+M Use Blodgetts assumptions to simultaneously solve three equations for: Bearing stress, T and A Blodgett requires that you assume an anchor bolt size so strain equilibrium can be calculated. Since this method results in a cubic equation, solve by assuming different values of A until the equation approximately =0 A= Anchor Bolt Size Number of Tension Bolts n= e= Total bolt area= Equation Result = Bolt Tension = Max Bearing stress,f p= Design Base Plate Thickness, t: tube size, d= 14 in S= 0.85 in Case 1: Mp1= -16.3 ksi (when A < =s) Case 2: Mp1= 2.7 ksi (when N >A >s) f2= 0.4 ksi 5.04 Inches 1 Pick from table 2 9.3 This is the modular ratio Es / Ec 17.6 Inches, This is the "eccentricity" of the load 1.21 Sq Inches (Use "Tools" - "Goal Seek" to find "A" that makes this equal to zero) 9.79 k 0.52 ksi <= 2.1 ksi ok Fy= 36 ksi Mpi= 2.7 k -in Required Base Plate Thickness, t: t= i((6)(Mpiy(.75 *F•B))= 0.20 in 0.35 ksi Allowable 2.1 ksi fp =.35 x fc x ((A 2/Ai ) -0.26 ksi 12.73 k 8.56 Inches When the correct stress is calculated this will go down and stress will go up P Check Anchor Bolt Tension and Shear Interaction: allowable tension, T= 5.66 5.66 k allowable shear, V= 8.33 11.08 k actual tension, Ta= 4.90 k actual shear, Va= 2.20 k interaction: (Ta /(T)) "5/3 + (Va /(V)) "5/3 < =1= (per section 1923.1) 2 Column No: M4 where: i(A2/At) < =2 A CASE 1: A < =S CASE 2: N >A>S 0.85 ok Calculate anchor bolt tension, concrete bearing stress, and base plate thickness • A Nt Load Moment fc Plate fy Ai=NxB B Bolt inset Base Concrete Area, A2 Base Plate Area 225 Basic P/A +/- Mc/I Calculations Max bearing stress 0.38 ksi Min bearing stress -0.26 ksi Total T assumed by this calculation 11.80 k Basic zero stress distance 8.93 Inches If minimum bearing stress is negative that means P/A +/- Mc/I is not valid. It also means that tension anchor bolts are required. Use Blodgetts assumptions to simultaneously solve three equations for: Bearing stress, T and A Blodgett requires that you assume an anchor bolt size so strain equilibrium can be calculated. Since this method results in a cubic equation, solve by assuming different values of A until the equation approximately =0 A= Anchor Bolt Size Number of Tension Bolts n= e= Total bolt area Equation Result = Bolt Tension = Max Bearing stress,f p = Case 1: Mpl= (when A < =s) Case 2: Mp1= (when N >A >s) f2= Design Base Plate Thickness, t: tube size, d= 14 in s= 0.85 in 5.53 Inches 1 Pick from table 2 9.3 This is the modular ratio Es / Ec 13.1 Inches, This is the "eccentricity" of the load 1.21 Sq Inches (Use "Tools" - "Goal Seek" to find "A" that makes this equal to zero) 8.79 k 0.54 ksi <= 2.1 ksi ok Fy= 36 ksi MO= 2.8 k -in Required Base Plate Thickness, t: tr4 *Fy•B))= 0.20 in -22.4 ksi 2.8 ksi 0.5 ksi Check Anchor Bolt Tension and Shear Interaction: allowable tension, T= 5.66 allowable shear, V= 8.33 actual tension, Ta= 4.40 k actual shear, Va= 2.40 k 13.7 k 15 k -ft 3 ksi 36 ksi 15 Inches (Plate Length) 15 Inches (Plate Width) 1.5 Inches 900 Sq Inches 5.66 k 11.08 k interaction: (Ta /(T)) ^5/3 + (Va /(V)) ^5/3 < =1= (per section 1923.1) Bearing Ratio= d(A2/A1) Allowable 2 2.1 ksi fp =.35 x fc x i(A 2/Ai ) where: i(A2/A1) < =2 When the correct stress is calculated this will go down and stress will go up P A CASE 1: A < =S CASE 2: N >A>S 0.73 ok A . . Company : Cubic Designs, Inc. Designer : MR Job Number : 6094 Sketch Details Length Width Thickness Height (14 1.896 ft :4.75 ft :4.75 ft :15 in :0 in Ax E) 4.75 ft Tr #4@7.14 in #4@7.14 in D 4.75 ft Bottom Rebar Plan Geometry, Materials and Criteria eX :0 in eZ :0 in pX :11.5 in pZ :11.5 in Footing Top Bar Cover :3.5 in Footing Bottom Bar Cover :3.5 in Pedestal Longitudinal Bar Cover :1.5 in Loads DL LL EL P (k) Vx (k pe-y4 A D SEATTLE CHOCOLATES Gross Allow. Bearing Concrete Weight Concrete fc Design Code Overturning Safety Factor Coefficient of Friction Passive Resistance of Soil Vz (k) Mx (k-ft) -4.4 24.7 p r D C D C :3000 psf :145 pcf :3 ksi :ACI 318-02 Footing Elevation p2'1 January 9 , 2007 Checked By: Steel fy :60 ksi Minimum Steel : .0018 Maximum Steel : .0075 :1.5 Phi for Flexure :0.9 :0.3 Phi for Shear :0.75 :0 k Phi for Bearing :0.65 Mz (k-ft) Overburden (psf) 9.1 35.5 .5 36 +Over 44,44 44 RISAFoot Version 2.0a [1.1:\RISA Working File\SEATTLE CHOCOLATES.rft] Page 1 ASCE 2.4.1 -1 1 DL 3000 620.574 (A) .207 ASCE 2.4.1 -2 1DL +1LL 3000 2193.98 (A) .731 ASCE 2.4.1-5 1DL +.7EL +.25LL 3999 2225.42 (C) .556 ASCE 2.4.1 -6 1 DL- +.75LL +.525EL 3999 2699.9 (B) .675 ASCE 2.4.1 -8 .9DL +.7EL 3999 2447.3 (B) .612 ASCE 2.3.2 -1 1.4DL 16.48 .098 3.955 .075 3.955 .075 ASCE 2.3.2 -2 1.2DL +1.6LL 61.877 .368 14.85 .282 14.85 .282 ASCE 2.3.2 -5 1.2DL +1 EL +1 LL 44.391 .264 16.797 .319 10.653 .202 ASCE 2.3.2 -7 .9DL +1 EL +.25LL 19.562 .116 11.79 .224 4.434 .084 ASCE 2.3.2 -1 1.4DL 7.416 .147 7.416 .147 ASCE 2.3.2 -2 1.2DL +1.6LL 27.846 .556 27.846 .556 ASCE 2.3.2 -5 , 1.2DL +1 EL +1 LL 30.569 .611 19.977 .398 ASCE 2.3.2 -7 I .9DL +1 EL +.25LL 20.771 .413 8.314 .165 Company Cubic Designs, Inc. Designer MR Job Number : 6094 Soil Bearing Descri ption D 1DL QA: 620.574 psf QB: 620.574 psf QC: 620.574 psf QD: 620.574 psf NAZ: -1 in NAX: -1 in C D Categories and Factors 1 DL +1 LL QA: 2193.98 psf QB: 2193.98 psf QC: 2193.98 psf QD: 2193.98 psf NAZ: -1 in NAX: -1 in Footing Flexure Design (Bottom Bars) Description Categories and Factors SEATTLE CHOCOLATES A C D C 1 DL +.7EL +.25LL QA: 0 psf QB: 2225.42 psf QC: 2225.42 psf QD: 0 psf NAZ:52.734 in NAX: -1 in B A Note: Overburden and footing self weight are included in the DL load case. Footing Flexure Design (Top Bars) Descri ption Categories and Factors SW +OB Footing Shear Check Descri otion Categories and Factors Note: Overburden and footing self weight are included in the DL load case. Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio p h C 1 DL +.75LL +.525EL QA: 924.624 psf QB: 2699.9 psf QC: 2699.9 psf QD: 924.624 psf NAZ: 86.687 in NAX: -1 in A D January 9, 2007 Checked By: .9DL +.7EL QA: 0 psf QB: 2447.3 psf QC: 2447.3 psf QD: 0 psf NAZ:26.739 in NAX: -1 in Mu -XX (k -ft) Z Dir As (in Mu -ZZ (k -ft) X Dir As (in ) Mu -XX (k -ft) Z Dir As (in Mu -ZZ (k -ft) X Dir As (in ) 1SW +1OB -(ASCE 2.3.2- 7,ASCE 2. *.1- 1)1.852 0 0 0 Moment Capacity of Plain Concrete Section Along XX and ZZ= 20.152k- ft,20.152k -ft Per Chapter 22 of ACI 318. Two Way (Punching) Vc: 224.292 k One Way (X Dir. Cut) Vc 70.245 k One Way (Z Dir. Cut) Vc: 70.245 k Punching X Dir. Cut Z` Dir. Cut Vu(k) Vu/ f Vc Vu(k) Vu/ Vc Vu (k)' Vu /¢Vc RISAFoot Version 2.0a [U: \RISA Working File \SEATTLE CHOCOLATES.rft] Page 2 ZS ASCE 2.4.1 -1 1 DL 0 I 4.191 0 4.191 NA NA ASCE 2.4.1 -2 1 DL +1 LL 0 14.841 0 14.841 NA NA ASCE 2.4.1 -5 1DL +.7EL +.25LL 0 6.958 3.08 6.958 NA 2.259 ASCE 2.4.1 -6 1 DL +.75LL +.525E.. 0 12.257 2.31 12.257 NA 5.306 ASCE 2.4.1 -8 .9DL +.7EL 0 3.877 3.08 3.877 NA 1.259 ASCE 2.4.1 -1 1DL 19.602 0 ASCE 2.3.2 -2 33.254 0 33.254 NA NA ASCE 2.4.1 -2 1 DL +1 LL ! 0 ! 117.567 0 117.567 NA NA ASCE 2.4.1 -5 1 DL +.7EL +.25LL 21.14 I 55.163 0 55.163 2.609 NA ASCE 2.4.1 -6 1 DL +.75LL +.525E.. 15.855 , 97.112 0 97.112 6.125 NA ASCE 2.4.1 -8 .9DL +.7EL 21.14 I 30.76 0 30.76 1.455 I NA ASCE 2.3.2 -1 1.4DL 19.602 .045 ASCE 2.3.2 -2 1.2DL+1.6LL 73.602 .168 ASCE 2.3.2 -5 1.2DL +1 EL +1 LL 52.802 .12 ASCE 2.3.2 -7 .9DL +1EL +.25LL 21.977 .05 Company Cubic Designs, Inc. Designer : MR Job Number : 6094 Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 674.475 k Description Categories and Factors Note: Overburden and footing self weight are included in the DL load case. Overturning Check (Service) Descri ption Categories and Factors Mo -XX: Governing Overturning Moment about AD or BC Ms -XX: Governing Stablizing Moment about AD or BC OSF -XX: Ratio o` Ms -XX to Mo-XX Sliding Check (Service) Description Categories and Factors SEATTLE CHOCOLATES Va -XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr -XX: Resisting Lateral Force Against Sliding Along XX Axis SR - XX: Ratio of Vr - XX to Va - XX Bearing Bu (k) Bearing Bu /eBc January 9, 2007 Checked By: Mo -XX (k-ft ) Ms -XX (k -ft) Mo -ZZ (k -ft) Ms -ZZ (k -ft) OSF -XX OSF -ZZ Va -XX (k) Vr -XX (k) Va -ZZ (k Vr -ZZ (k) SR -XX SR -ZZ RISAFoot Version 2.0a [U: \RISA Working File \SEATTLE CHOCOLATES.rft] Page 3 Tributary Area LL IL reduction (Lr) DL Factored load, U Unfactored load, P Soil Brg. Cap. Slab Thickness Slab Strength Baseplate size Req'd soil bearing area Soil Stress X 0M (0.55)(5),,frc(S) Ultimate Mom., Mu= Check 0Mn > =Mu 130 125 0.8 21892 13910 3000 2500 12 25.8 32.8 6.9 21318 20284 OK A s sf psf psf psf in psi in (square) inxin psi in in-# in-# Base Plate Size Check -This calculation uses slab and soil information provide by others. [1.6(LLxLr) +1.2(DL))xArea P /soil brg. Cap. U /req'd soil brg. Area Based on ACI section 22 eq. 22 -2 S =slab section modulus P= UNFACTORED LOAD U= FACTORED LOAD TUBE SIZE, T 1 1 1 X 1 1 1 BASE PLATE SIZE. B 1 I I X REQUIRED SOIL BEARING AREA 1 1 ALLOWABLE SOIL BEARING CAPACITY, p Tributary Area LL LL reduction (Lr) DL Factored load, U Unfactored load, P Soil Brg. Cap. Slab Thickness Slab Strength Baseplate size Req'd soil bearing area Soil Stress X 0M „= (0.55)(5)JS) Ultimate Mom., Mu= Check 0Mn > =Mu 165 125 0.8 27786 17655 3000 2500 15 29.1 32.8 7.1 24016 23757 OK A 5 sf psf psf psf in psi in (square) in x in psi in in-# in-# Base Plate Size Check—This calculation uses slab and soil information provide by others. [1.6(LLxLr) +1.2(DL)]xArea P /soil brg. Cap. U /req'd soil brg. Area Based on ACI section 22 eq. 22 -2 S =slab section modulus P= UNFACTORED LOAD U= FACTORED LOAD C TUBE SIZE, T w g N N a z w N U ,n 1- t t f I i X I I I BASE PLATE SIZE. B t ? f X REQUIRED SOIL BEARING AREA i i ALLOWABLE SOIL BEARING CAPACITY, p S STAIR BASE & TOP DETAILS: STAIR HEIGHT = STAIR RUN = STAIR WIDTH = TREAD DEPTH = 140 IN. 210 IN. 40 IN. 11 IN. SHEAR CAPACITY OF (4) 1/2" DIA. GRADE 5 BOLTS AT TOP = (4) (.126) (15000) = 7560 # SHEAR AT TOP = (1/2) (3.33) (20.7) (120 PSF) = 4146 # OK STAIR SIDE PANEL SLAB OR FLOOR ANCHOR 3x3x1/4 ANGLE AT BASE OF STAIR WITH (2) 1/2" DIA. EXPANSION ANCHORS INTO SLAB OR FLOOR /- TOP OF DECK PAGE 29 FASTEN 3x3x1/4 ANGLE AT TOP OF STAIR TO MF77 FRAMING WITH (4) 1/2" DIA. GRADE 5 BOLTS SHEAR CAPACITY OF (2) 1/2" DIA. ANCHORS AT BASE OF STAIR = (2) (7350) = 14700 # OK (BY INSPECTION) TREAD ASSEMBLY: 36 IN. 2IN. t 11 IN. 1/4" TREAD END PLATE PAGE 30 12 GA TREAD END REACTION IN (2) 3/8" DIA. BOLTS = 300# (MAX.) SHEAR CAPACITY OF (2) 3/8" DIA. BOLTS = (2) (.375 1 '2 x 3.14 / 4) (.3 x 36000) = 2390# OK TREAD CAPACITY: d' 1 IN. TREAD THICKNESS = 0.105 IN. 11 IN. PAGE 3 12 GA FLOOR PLATE IGNORE RETURN LIP COMPONENT DIMENSIONS AREA = A d A x d A(d -d ^2 to X Y BOTTOM FACE 1.000 0.105 0.105 1.760 0.184 0.210 0.000 FLANGES 0.105 1.603 0.335 0.906 0.304 0.106 0.072 TOP FACE 11.000 0.105 1.151 0.052 0.060 0.098 0.001 1.591 0.548 0.414 0.073 d' = 0.548 / 1.591 = 0.345 IN. I = 0.414 + 0.073 = 0.487 IN A4 S bot = 0.487 / (1.813 - 0.345) = 0.332 IN ^3 M cap = 0.332 x 0.60 x 33000 = 6566 IN.-# Mact = 300x 36/4 = 2700 IN.4 OK CHECK STAIR HANDRAIL CONNECTION: FROM PRINT, RAIL UPRIGHT IS 1 1/2" x 1 1/2" x 11 GA (46 KSI) SQUARE TUBE WITH WELD (3/16 ") ALL AROUND LATERAL LOAD APPLIED AT CENTERLINE OF TOP OF STAIR HANDRAIL (HT. = 41 IN.) = 50 # / FT. LENGTH OF STAIR HANDRAIL ALONG TOP = 20.7 FT. NUMBER OF STAIR HANDRAIL UPRIGHTS = 5 M = (50)(20.7)(41)/(5) = 8498 IN.-# S OF 1 1/2" x 1 1/2' x 11 GA TUBE = [1.50^4 - (1.50 - .12x2) ^4] / (6x1.50) = 0.282 IN.A3 MC,,,P = ( 0.282 ) ( .66 x 46000) = 8560 IN.-# OK CHECK WELD: S = bd + d ^2/3 = ( 1.50 / COS 31 ° ) (1.5) + (1.5 ) ^2 / 3 = 3.375 IN.A3 STRESS = PAGE 32. 8498 / 3.375 = 2518 # / IN. < 3 x 928 = 2784 # / IN. OK CHECK MEZZANINE HANDRAIL CONNECTION: {SIDE -OF -FRAME MOUNTING} FROM PRINT, RAIL UPRIGHT IS 2" x 2" x 11 GA (46 KSI) SQUARE TUBE WITH (3) 1 1/2" LONG x 1/8" WELDS TO BRACKET (FITS OVER TOP FLANGE OF FRAMING) LATERAL LOAD APPLIED AT TOP RAIL = DISTANCE TO LOAD = 42" + DECK THICKNESS = MAXIMUM SPACING BETWEEN RAIL UPRIGHTS = M = (50)(7.25 )(44) = (363 ) (44) = 15950 IN.-# S OF 2" x 2" x 11 GA TUBE = [2.00 - (2.00 - 2 x .120) / (6 x 2.00) = 0.534 IN MCAP, = (0.534) (.66 x 46000) = 16200 IN -# OK CHECK WELDS TO BRACKET: DEPTH OF FRAMING = PULL IN TOP WELDS = [363 x (44 + 15)] / 15 = CAPACITY OF TOP (2) 1 1/2" x 1/8" WELDS = 2 x 2 x 1.5 x 928 = 5570 # OK CHECK BRACKET LIP IN BENDING: (POINT A) M = 1426 x (1.5 x 0.1196) = (INSIDE BEND RADIUS = MCAP = 6.00 x .12 / 6 x (.75 x 46000) = 497 IN-# OK 50 # / FT 44 IN. 7.25 FT. 15 IN. ■ 441N. 11 GA x 6" WIDE ■ A 1426 # BRACKET 256 # 0.1196 IN.) CHECK CHANNEL LIP IN BENDING: (POINT B) PULL AT BASE = (363 x 44) / 15 = 1063 # M = 1063 x (1.5 x 0.1196) = 191 # MCAP = [(6.00 - 2.25) (.12) / 6 x (.75 x 46000) = 311 IN-# OK PAGE 33 363 # 2x2x 11 GA ■ TUBE 11 GA x 6" WIDE CHANNEL 15 IN. •`Spanf. %tCondition._' Gage . Span, FL-1n. `:5 -0 .• 5 -6 6 -0 • 6 -6 7 -0 • 7 -6 8 -0 8 -6 9 -0 9 -6 10 -0 Simple 22 94 73 59 48 41 35 2.05 2.15 2.15 2.25 .208 20 119 92 73 60 50 42 37 .303 .335 .349 16 18 169 130 102 82 68 57 , 49 42 37 16 169 133 106 87 73 62 53 46 41 36 Two 22 108 89 75 64 55 48 42 37 20 138 114 96 81 70 61 54 48 42 38 18 186 154 129 110 95 83 73 64 57 52 47 16 195 164 139 120 105 92 82 73 65 59 Three or More 22 135 112 94 80 68 57 49 42 37 20 172 142 119 102 85 71 60 52 45 . 40 36 18 192 162 138 119 99 83 71 61 54 • 47 16 174 150 128 107 91 78 68 60 Deck Gage Design Thickness in. Type B Weight —psf Type BI Weight —psf 1 In.' Sp In. Sn In. Ptd. Galv. Ptd. Galv. 22 .0295 1.70 1.80 1.80 1.90 .160 .191 .203 20 .0358 2.05 2.15 2.15 2.25 .208 .244 .258 18 .0474 2.70 2.80 2.80 2.90 .303 .335 .349 16 .0600 3.45 3.60 3.55 3.70 .403 .435 .442 typ SI" 36" COVERAGE 36" COVERAGEt f36" coverage standard for painted 30" coverage standard for galvanized 24 ", 30" and 36" coverage available on inquiry Stiffening groove and die set ends available on inquiry Types B and BI are wide rib decks designed to provide maximum structural efficiency and load carrying capacity. • Type B has a simple lap joint and Type 81 a button punch side lap. The nestable feature of both products eliminates the need for die set ends and sheets are available up to 36 inches wide in standard lengths from 7 to 40 feet. Types B and BI are approved by Factory Mutual for Class I rated insulated steel deck construction. Type: BA and BIB, (Acousticali decks combine an attractive Dahem wits a supenic- N?;: ratinc to noise contro:. (See page 10 for acoustical information.) SECTION PROPERTIES (PER FT. OF WIDTH) UNIFORM TOTAL (DEAD & LIVE) LOAD -LBS. PER SQ. FT. PG, 34 DESIGN INFORMATION 1. Roof deck section properties calculated in accordance with the AISI ' for the Design of Cold - Formed Steel Structural Members.' 2. Roof deck loads computed in accordance with the following SDI bending moment and deflection formulas. Bending Moment Deflection Simple & Two Span M = wl Simple Span A = .013w1 8 El Three Span or More M = wlz Two Span G = .0054w1 10 El Three Span A = .0069w1 El 3. Loads shown in tables are uniformly distributed total (dead plus live) loads in pounds per square foot. Loads in shaded SPECIFICATIONS 1. SCOPE This section shall include all materials, equipment and services necessary for the installation of steel roof deck in accordance with the contract specifications and draw- ings. Requirements for deck sup- ports, field painting, sumps, fleshings, drains, collars, gutters, downspouts and other miscellaneous items are specified elsewhere as needed. ML,TERIL•. Tne steer roc eec. snai. es (specify type) as manufactured by Consolidated Systems, Inc. from steel sheets conforming to ASTM A611 or ASTM A446 or equal having a minimum yield strength of 33,000 psi. 3. DESIGN a. Section properties of the steel roof deck shall be computed in accordance with the AISI "Specification for the Design of Cold- Formed Steel Structural Members," 1980 edition. b. The deck shall be capable of sup- porting a uniformly distributed total load of pounds per square foot without exceeding a unit stress of 20,000 psi and a uniformly distributed live load of pounds per square foot with the live load deflection not to exceed 1/240 of the span length center -to- center of supports. c. Uniformly distributed loads shall be computed in accordance with the SDI bending moment and deflection formulas. d. Where possible, the steel roof deck shall extend over three or more spans. 4. COATING (select one) a. Prime Coating —Basic steel shall conform to ASTM A611 or equal. Prior to forming, the steel shall be thoroughly cleaned in a chemical bath, rinsed, phos- phatized, rinsed and dried. After drying, the surface shall be roller coated with a primer paint and oven cured. The primer coat is intended to protect the steel for only a short period of exposure in ordinary atmospheric con- ditions and shall be considered an impermanent and pro- visional coating. b. Galvanized —Basic steel, con- forming to ASTM A446 or equal, shall have received a coating of zinc conforming to ASTM A525 or Federal Specification o:-S- . Gaivan zeo- �aintec — .a+van zec steel shall be coated with one or more coats of siliconized polyes- ter or acrylic finish. (Type and color to be selected by specifier.) 5. ACCESSORIES Where shown on the plans, ridge and valley plates, cant strips, sump pans, drain plates and butt strips shall be furnished by Consolidated Systems, Inc. and attached directly to the steel deck to provide a finished surface for application of the insulation and roofing. 6. STORAGE The steel deck shall be stored a minimum of 6 inches off the ground with one end elevated a minimum of 2 inches higher than the other to provide drainage. The deck shall be protected from the elements by a nonasphallic waterproof covering, ventilated to avoid condensation. 7. INSTALLATION The steel roof deck shall be erected and fastened directly through the bottom of the rib to all structural supports, including bearing walls, in accordance with Consolidated Systems, Inc. specifications and erection layouts. Fastening at supports shall be by welding or self - drilling or standard metal type screws of minimum size number 12. Welds shall be minimum 1/2 inch diameter puddle welds or elongated welds with an equal perimeter. Fillet welds, when used, shall be at least 1 inch long. Weld metal shall penetrate all layers of areas are governed by live load deflection not in excess of L/240. The dead load included is 10 psf. All other loads are governed by the allowable flexural stress limit of 20,000 psi for a 33,000 psi minimum yield. 4. Loads which exceed 200 psf have been arbitrarily terminated based on practical design considerations. For loads in excess of 200 psf, contact CS!. 5. Span lengths are considered center -to- center spacing of supports. 6. Spans which extend beyond the heavy vertical line in the load tables exceed the "Recommended Maximum Spans for Construction and Maintenance Loads" shown on page 2. 7. Where heavy construction loads or other unusual concentrated loads are anticipated during the lifetime of the deck, the specified live load must be increased to offset the effects of the abnormal concentrated loading. deck material at end laps and side joints and shall have good fusion to the supporting members. Welding washers are not recommended for steel deck of 22 gage or heavier. Fastening at supports shall occur at all side laps plus a sufficient number of interior ribs to limit the spacing between adjacent points of attach- ment to 18 inches. For spans greater than 5 feet, side laps shall be fastened together at a maximum spacing of 2 fee, center-to-center between: sur- pons. En:: laps of sneets snai: be a minimum of 2 inches, except cellular and Type D decks shall be butted, and shall occur over supports. Cutting openings through the deck • which are less than 16 square feet in area and all skew cutting, which are shown on the erection drawings, shall be performed in the field. Openings not shown on the erection drawings shall be cut and reinforced by the trades requiring the openings. Care should be exercised to avoid over- loading the supporting structural elements when placing bundles of steel deck or other construction loads on the roof. Prime painted steel roof deck is manufactured with a primer coat to give limited protection during transit or temporary storage time at the job site. No prime painted steel deck will resist adverse weather, humidity or handling conditions as well as a finish painted product. Even galvanized steel deck is subject to oxidation and discoloration and care should be exercised in job site storage. If prime painted deck is to be used as a finished product, touch up or field finish painting should be included in the specifications. 2001 NA Cold - Formed Steel Specification • Input Data: Lip angle: Elastic modulus: Cee Summary Zee Section designation: Section overall depth (A): Depth = 15 in Flange width (B): Flange = 3 in ;ire; - = :;orrier inner raoius: is = Thickness: t = 0.12 in Designation = "1 5CI> 11Fii•55ksi" 8 = 1.571 rad E = 2.95 x 10 4 ksi Weighted arerage of tensile yield Fvf = 55 ksi point of flat portion or virgin steel yield point: Tensile yield point of virgin steel: F = 55 ksi Tensile strength of virgin steel: F = 70 ksi Input data for web holes: Depth of web hole: d0 = 0 in Length of web hole: b = 0 in Cold Work of Forming Flexural Members 12 20 91 NA Cold- Formed Steel Specification Applicability Check for Cold Work of Forming: Check section geometry: Check_ColdWork = 1 Check =1 indicates that all the geometric conditions are satisfied. Otherwise, at least one of the conditions is failed and strength increase due to cold work of forming should NOT be considered. Check whether section is effective: • Check Effective = "Section is not fully Effective" Results: Unreduced section modulus: Effective section modulus under stress level F Average yield point considering cold work of forming: Neutral axis of effective section at stress level F ya1 • EffectivE. section modulm st ieve. Effective moment of inertia at stress level F ya1 • Sxnet = 10.946 Sxeff = 9.977 F = 55 y bar a = 7.87 - •xef: - Ie� a = 78.514 Number of iterations performed: No iter a = 3 in in ksi in in Note: The above effective moment of inertia is based on the given stress level. Hole is also considered. Nominal flexural strength: M = 548.728 kip -in Mn Strength for ASD: — = 328.58 kip -in S2 b Strength for LRFD: (1)h•M = 493.855 kip -in Cold Work of Forming - Flexural Members 3 13 2001 NA Cd Id-Formed Steel Specification Cold Work of Forming - Flexural Members input Data: Cee Section designation: Section overall depth (A): Flange width (B): Comer inner radius: Thickness: Summary Zee Designation = "15CDO7F" Depth = 15 in Flange = 3 in R = 0.313 in t = 0.179 in Lip angle: 6 = 1.571 rad Elastic modulus: E = 2.95 x 10 ksi Weighted arerage of tensile yield Fyf = 50 ksi point of flat portion or virgin steel yield point: Tensile yield point of virgin steel: F = 50 ksi Tensile strength of virgin steel: F = 65 ksi Input data for web holes: Depth of web hole: d0 = 0 in Length of web hole: b = 0 in x This example or any revision based on the example shall be for your own use only. Any redistribution must first receive permission from AISI. 12 -20G1 NA Cdld- Formed Steel Specification Cold Work of Forming - Flexural Members • Applicability Check for Cole! Work of Forming: Check section geometry: Check CuldWork = I Check =1 indicates that all the geometric conditions are satisfied. Otherwise, at least one of the conditions is failed and strength increase due to cold work of forming should NOT be considered. Check whether section is effective: Check_Effective = "Section is fully Effective" Results: Unreduced section modulus: Sxnet = 16.01 Effective section modulus Sxeff = 16.01 under stress level FYI Average yield point considering F = 50.773 cold work of forming: Neutral axis of effective section at y_bar_a = 7.5 stress level Fva1: fie�tiv� ssctior moauiu:: xe f = I6..; at stress level t= Effective moment of inertia at lex a = 120.075 stress level F ya1: in in ksi in in Note: The above effective moment of inertia is based on the given stress level. Hole is also considered. Number of iterations performed: No iter a = 1 Nominal flexural strength: M = 812.887 kip -in M n Strength for ASD: = 486.759 kip -in flb Strength for LRFD: (I)b•Mn = 731.598 kip -in This example or any revision based on the example shall be for your own use only. Any redistribution must first receive permission from AISI. 13 • 2001 NA Cold- Formed Steel Specification • Input Data: Lip angle: Elastic modulus: Cee Summary- Section designation: Section overall depth (A): Depth = 15 in Flange width (B): Flange = 3 in Lic) (a: 3o ne: inne7 raaiuE. r: = Thickness: t = 0.25 in Tensile strength of virgin steel: Designation = "15CDO4F" 9 = 1.571 rad E = 2.9) x 10 ksi Weighted arerage of tensile yield F 50 ksi point of flat portion or virgin steel yield point: Tensile yield point of virgin steel: F. = 50 ksi F = 65 ksi Input data for web holes: Depth of web hole: d0 = 0 in Length of web hole: b = 0 in YA, 1 g Zee Cold Work of Forming - Flexural Members — * x 12 2001 NA Cold- Formed Steel Specification Applicability Check for Cold Work of Forming: Check section geometry: Check_CoidWork = 1 Check =l indicates that all the geometric conditions are satisfied. Otherwise, at least one of the conditions is failed and strength increase due to cold work of forming should NOT be considered. Check whether section is effective: Check Effective = "Section is fully Effective" Results: Unreduced section modulus: Sxnet = 21.757 in Effective section modulus Sxeff = 21.757 in under stress level Fyt Average yield point considering Fyal = 61.81 ksi cold work of forming: Neutral axis of effective section at y _ bar _ a = 7.5 in stress level F ya1 • ffectivE section moauiu: ;.f _ a'. sires_ ievE. " Effective moment of inertia at I e1 a = 163.178 in stress level F ya1: Note: The above effective moment of inertia is based on the given stress level. Hole is also considered. Number of iterations performed: No_iter_a = 1 Nominal flexural strength: M = 1.345 x 10' kip -in M n Strength for ASD: = 805.278 kip -in Strength for LRFD: 4h•M 1.21 x 10 kip -in Cold Work of Forming - Flexural Members 13 • ^2061 NA C 7d- Formed Steel Specification input Data: YA, i Cee Section designation: Section overall depth (A): Flange width (B): Corner inner radius: Thickness: Summary Lt— 10 d a8 C a- - 2,4 py t< Zee Lip angle: A = 1.571 rad Elastic modulus: E = 2.95 x 10 ksi Weighted arerage of tensile yield Fyf = 50 ksi point of flat portion or virgin steel yield point: Tensile yield point of virgin steel: F yv = 50 ksi Tensile strength of virgin steel: Fuv = 65 ksi Input data for web holes: Depth of web hole: do = 0 in Length of web hole: b = 0 in Cold Work of Forming - Flexural Members Designation = "IOCDI ID" </.01r'L- c -T4-t1.1 Cell Depth = 10 in Flange = 2 in = !.0- ir: R = 0.234 in t = 0.12 in (5•712.1)(114 )(1 -c ) I -S % puv i' - it# L 147 ff -/V P 4Z This example or any revision based on the example shall be for your own use only. Any redistribution must first receive permission from AISI. 12 *2001 NA Cold- Formed Steel Specification • Applicability Check for Cold Work of Forming: Check section geometry: Check ColdWork = 1 Check =l indicates that all the geometric conditions are satisfied. Otherwise, at least one of the conditions is failed and strength increase due to cold work of forming should NOT be considered. Check whether section is effective: Check_Effective = "Section is fully Effective" Results: Unreduced section modulus: Sxnet = 4.749 in Effective section modulus S = 4.749 in under stress level FYI Average yield point considering F = 51.706 ksi cold work of forming: Neutral axis of effective section at y_bar a = 5 in stress level Fva Effective seotlO' rrlODUIUE S xef: at stress level Fya1: Effective moment of inertia at lex_a = 23.747 in stress level F ya1: Note: The above effective moment of inertia is based on the given stress level. Hole is also considered. Number of iterations performed: No iter a = 1 Nominal flexural strength: M = 245.568 kip -in M n Strength for ASD: = 147.046 kip -in nb Strength for LRFD: 4b•M = 221.011 kip -in Cold Work of Forming - Flexural Members F This example or any revision based on the example shall be for your own use only. Any redistribution must first receive permission from AISI. 13 ANCHOR DIAMETER (inches) INSTALLATION TORQUE (Ibf • ft) EMBEDMENT DEPTH (inches) f,= 2,000 psi f,= 4,000 psi f.= 6,000 psi Tension Shear Tension Shear Tension Shear With Special Inspection' Without Special Inspection With Special Inspection Without Special Inspection With Special Inspection Without Special inspection 1 / 4 1 295 150 350 445 225 350 475 240 350 B 1 525 265 420 825 410 420 825 410 420 2' / 565 280 825 410 825 410 3/8 1 420 210 580 560 280 655 710 355 790 25 3 870 435 1,000 1,485 740 1,035 1,530 765 1,125 4 1,200 600 1,485 740 1,530 765 1 /2 2 1,165 580 1,190 1,275 640 1,190 1,760 880 - 1,760 55 0 1,165 580 1,810 2,410 1,250 1,810 2,705 1,355 2,040 6 1,335 665 2,410 1,205 2,705 1,355 5/8 21/4 1,645 820 1,780 1,795 900 1,780 2,430 1,215 2,405 90 5 1,645 820 2,400 3,730 1,865 2,975 4,095 2,045 3,130 7 1,765 880 3,755 1,880 4,095 2,045 3 / 4 3 1,780 890 2,530 2,710 1,355 3,430 3,325 1,665 3,995 175 6 2,745 1,375 5,080 4,425 2,210 5,935 5,065 2,530 5.935 10 2,745 1,375 4.470 2,235 5,895 2,950 74 3 2,380 1,190 3,290 3,685 1,840 4,145 4,355 2,180 4,790 250 6 3,665 1,835 5,220 5,235 2,620 7,200 6,090 3,045 7,200 8 3,665 1,835 5,580 2,790 6,090 3,045 4 3,485 1,745 4,020 5,045 2,520 5,705 5,295 2,650 6,120 1 300 72 /8 3,650 1,825 7,170 5,995 3,000 9.485 8.315 4,160 9,520 9 4.675 2.340 6.635 3,315 6,315 i 4,165 Page 4 of 8 TABLE 3 -ITW RAMSET /RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds) 6,635 5,413 6,77 ; 13,826 5,416 1C 9,035 4.515 ` 1 1 1 .3E5 ` 5,695 For Si: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf • ft = 1.355 818 N • m, 1 Ibf = 4.45 N. 'The tabulated shear and tensile values are for anchors installed in stone - aggregate concrete having the designated ultimate compressive strength at the time of installation. 2 The holes are drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. 'These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4 The minimum concrete thickness is 1 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. 5 Allowable static loads may be increased one -third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 8 The anchors are illustrated as follows: 50c. . s 3 - .20: 11,065 11,385 5,695 12,640 { 14.075 7,040 Litt ER -1372 S.44 1 June 30, 2008 Niel Campbell Seattle Chocolates 1180 Andover Pk W Tukwila WA 98188 City of l u/la Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Extension Development Permit No. D07 -022 Seattle Chocolates —1180 Andover Pk W Dear Mr. Campbell, This letter is in response to your written request for an extension to Permit No. D07 -022. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending the expiration date of your permit an additional 90 days, through September 16, 2008, per your request. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, fer Marshall it Technician File: Permit No. D07 -022 P:\Pennit Cente?Extension Letters \Perm its\2007\D07 -022 Permit Extension.doc Page 1 of 1 jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 June 11, 2008 Bob Benedicto, Building Official City of Tukwila Department of Community Development 6300 Southcenter Blvd., Ste 100 Tukwila, WA 98188 RE: Permit #D07 -022 Request for Extension Mr. Benedicto, I am writing to request a 90 -day extension of time in order to obtain final inspection and sign -off on the above- referenced permit. As I am sure you are aware, Seattle Chocolates has a number of pending permits. The work on this particular permit has been completed. We have passed all necessary inspections relating to this permit except for the building final, which cannot be completed until issues that have arisen with some of our other permits are resolved. We are working actively with your department to resolve these issues in as timely a manner as possible. However, they will not be resolved prior to the expiration date of this permit, June 18, 2008. Thank you in advance for your time and assistance in this matter. If you have any questions, please feel free to contact Amy Beckner at 425 - 264 -2714. Niel Campbell President 06,%9l /,(, e/ie Seattle Chocolate Company EXP deb 16IA t) Oillle171 1180 Andover Park West • Seattle, Washington 98188 • (425) 264 -2800 • Fax: (425) 264 -2811 • Toll Free: (800) 334 -3600 05 -08 -2008 AMY BECKNER 1180 ANDOVER PK W TUKWILA WA 98188 RE: Permit No. D07 -022 1180 ANDOVER PK W TUKW Dear Permit Holder: 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 and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or fmal inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 06/18/2008 , 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, fer Marshall, Permit Technician xc: Permit File No. D07 -022 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 01 -02 -2009 LORI BIGLER 1180 ANDOVER PK W TUKWILA WA 98188 RE: Permit No. D07 -022 1180 ANDOVER PK W TUKW Dear Permit Holder: 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 and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 02/08/2009 , 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, „id,. xc: fer Marshall, 't Technician Permit File No. D07 -022 City of Tukwila ila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 11 -06 -2007 RICH FISHER 828 ALVORD AV N KENT WA 98031 RE: Permit No. D07 -022 1180 ANDOVER PK W TUKW Dear Permit Holder: 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 and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 12/18/2007 , 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, c 1 Ter Marshall, 't Technician xc: Permit File No. D07 -022 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 January 26, 2007 Rich Fisher 828 Alvord Av N Kent WA 98031 Dear Mr. Fisher: City of Tukwila Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 Development Permit Application D07 -022 Seattle Chocolates —1180 Andover Pk W This letter is to inform you that your permit application received at the City of Tukwila Permit Center on January 24, 2007 is determined to be incomplete. Before your application can continue the plan review process the attached items from the following departments need to be addressed: Building Department: Allen Johannessen, at 206 433 -7163, If you have any questions concerning the attached comments. Fire Department: Alan Metzler, at 206 575 -4407, if you have any questions concerning the following comments. 1. Provide more detailed elevation drawings, equipment placement details, and egress features (stairs, ladders, etc). Please address the comment above 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. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Enclosures File: D07 -022 P:Uennifer\lncomplete Letters\2007\D07 -022 Incomplete Ltr #1.DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Determination of Completeness Memo Date: January 25, 2007 Project Name: Seattle Chocolates Permit #: 007 -022 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (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 provide a building plan that dearly identifies the footprint of the platform. 2. Show the equipment layout on the equipment platform as well as equipment or spaces below the platform. IN addition identify access stairs and walkways. The plan shall identify egress paths from the platform to designated emergency exits. 3. Please provide a letter that describes the operation or products produced on the equipment platform. 4. Identify number of personnel that will occupy the equipment platform. 5. A building permit for the building improvements shall be required prior to issuing the platform permit Should there be questions concerning the above requirements, contact the Building Division at 206 - 3670. No further comments at this time. ACTIVITY NUMBER: D07 -022 DATE: 02 -12 -07 PROJECT NAME: SEATTLE CHOCOLATES SITE ADDRESS: 1180 ANDOVER PK W Original Plan Submittal X Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: l ' S1( ti ing" Di Fire Prevention Public Works 1. 6 1 Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Documents/routing slip.doc 2 -28 -02 � PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Incomplete TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: ❑ DATE: DATE: Planning Division Permit Coordinator DUE DATE: 02-1 3-07 Not Applicable No further Review Required El El C Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 03 -13-07 Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D07 -022 PROJECT NAME: SEATTLE CHOCOLATES SITE ADDRESS: 1180 ANDOVER PK W X Original Plan Submittal Response to Correction Letter # DATE: 01 -24 -07 Response to Incomplete Letter # Revision # After Permit Issued DEPARTME 144 Bui ,, ing Division i1 Public Works Comments: DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: Ot ' 2(i • Oq" LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg tg Fire'i Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required n No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documentstrouting slip.doc 2 -28 -02 rERMIT COORD COPY PLAN REVIEW /ROUTING SLIP 1( Ott.o ie Fire Preventi Structural 1 -6 arming Division Permit Coordinator n DUE DATE: 01-25-07 DATE: DATE: Not Applicable ❑ DUE DATE: 02-22-07 Approved ❑ Approved with Conditions El Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg $, Fire ❑ Ping ❑ PW ❑ Staff Initials: 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 submittals must be submitted In person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2 /j z/ 7 Plan Check/Permit Number: 'J© 7-0 z2 Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Sheet Number(s): / T / lYecc_ t (I "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: eV Entered in Permits Plus on \applications\fomu- applications on line\revision submittal Created: 8 -13 -2004 Revised: Steven M Mullet, Mayor Steve Lancaster, Director CfW FEB 12 2007 PERMl7 CEVrEi+ Project Name: 5e4 TL .0 C r-/O CZ L 4 % 5 Project Address: 1/ Re? tq/Udt9(/# ( Me G/i Sr Contact Person: /U 16 L C4MPeF CL Phone Number: `/ Z 5- 7.3 - 6 C C 6 Summary of Revision: ,r Nezi, // �jj //� � 1 Pr - U�� gut /d[>i� a.f i0[,e.( / "PieS - 6 T eT rib Mein e--"--/ /42 ,r License Information License DACOC * *012NC Licensee Name DACO CORPORATION Licensee Type CONSTRUCTION CONTRACTOR UBI 601946293 Ind. Ins. Account Id VICE PRESIDENT Business Type CORPORATION Address 1 18715 E VALLEY HWY Address 2 09/29/2005 City KENT County KING State WA Zip 980321241 Phone 4256564504 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 9/10/1999 Expiration Date 5/1/2008 Suspend Date Separation Date Parent Company Previous License DACO * ** 101JC Next License Associated License Business Owner Information Name Role Effective Date Expiration Date KATONA, B KEVIN PRESIDENT 05/01/1999 DUFFIELD, STEPHEN L VICE PRESIDENT 05/01/2000 SHIELDS, EDWARD E CHIEF EXECUTIVE OFFICER 01/01/1980 09/29/2005 Look Up a Contractor, ElectrIaaan or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond Company Bond Account Effective Expiration Cancel Impaired Bond Received https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= DACOC * *012NC 02/16/2007 G tp GRAPHIC SCALE 0 — NM r 25 e 0 FOUND MON IN CASE AT CALC'D POSITION 'HELD" R - D -W " =25' i 50 30' 0-W TRILAND DRIVE 0 "PRIVATE ROAD ASPHALT ASPHALT ni ti rn co • l C) U dt' ADDRESS: 1180 ANDOVER PARK NEST TUKWILA, WA. 98188 1 STORY MASONRY WAREHOUSE BUILDING BUILDING FOOTPRINT AREA = 83,402 SQ.FT.f PER THIS SURVEY. GROSS AREA = 84,459 SO.FT. PER K.C. ASSESSOR. NET AREA = 84, 459 SO.FT. PER K.C. ASSESSOR. 1) APPROX. SUBJECT PROPERTY AREA IS 181,998 SO. FT. ± [4.2 ± ACRE] PER THIS SURVEY. 2) SUBJECT PROPERTY TAX PARCEL NO. 352304 -9085. 3) FOUND A TOTAL OF 115 SURFACE PAINTED PARKING SPACES INSIDE SUBJECT PROPERTY AND ARE AS FOLLOWS: REGULAR = 104 HANDICAP = 5 TRUCK = 6 ZONING PER CITY OF TUKWILA IS TUC (TUKWILA URBAN CENTER) PER ZONING TUC, THE MAXIMUM BUILDING HEIGHT REQUIREMENT IS 115'. 6) GEAERAL BUILDING SETBACK REQUIREMENTS PER ZONING TUC, ARE AS FOLLOWS.' FRONT = 15' CITY OF TUKWILA SIDE = 10' COMMUNITY DEVELOPMENT DEPT. REAR = 10' (206 431 - 3670 FOUND NO VISABLE EVIDENCE OF BURIAL GROUNDS, CEMETERIES, EARTH MOVING WORK, BUILDING CONSTRUCTION, BUILDING ADDITIONS, OBSERVABLE EVIDENCE OF SITE USED AS A SOLID WASTE DUMP, SUMP OR SANITARY LANDFILL, NOR ANY CHANGES OF RIGHT -OF -WAY LINES, WITHIN RECENT MONTHS PER OUR VISIT ON MAY 20, 2006, AFFECTING THE SUBJECT PROPERTY. ASPHALT In ASPHALT 30' R-0- 30.00' CALC'D U U N, E. COR. GOV'T LOT 1 S87 ° 44'08 "E 1312.49 CALC'D NORTH SEC. LINE OF SEC. 35 - 23 -04 Efa CS v cc 0 In C JAIL .T.A. /A.C.S.M. TITLE SI RVEY NE 1/4 OF THE NE /4 SEC. 35, TV/P. 23 N., RGE. 4E., W. M. CITY OF TUKWILA, KING COUNTY, WASHINGTON LEGAL DESCRIPTION ITEM 3 EASEMENT UNDER REC. NO.9206180248 U. S. NEST COMMUNICATIONS, INC. r (PER CHICAGO TITLE INSURANCE COMPANY, UNDER ORDER NO.1175120, DATED APRIL 28, 2006) THAT PORTION OF GOVERNMENT LOT 1, SECTION 35, TOWNSHIP 23 NORTH. RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID GOVERNMENT LOT 1; THENCE NORTH 87 °44'08" WEST ALONG THE NORTH LINE OF SAID GOVERNMENT LOT 1 A DISTANCE OF 949.49 FEET: THENCE SOUTH 01 °51'39" WEST A DISTANCE OF 383.34 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 01 °51'39" WEST A DISTANCE OF 546.54 FEET; THENCE NORTH 88'06'21" WEST 333.00 FEET TO THE EAST MARGIN OF ANDOVER PARK WEST; THENCE NORTH 01 °51'39" EAST ALONG SAID EAST MARGIN 546.54 FEET; THENCE SOUTH 88'08'21" EAST 333.00 FEET TO THE TRUE POINT OF BEGINNING. SPECIAL EXCEPTIONS PER SAID TIRE REPORT ITEM 1 EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: CHICAGO, MILWAUKEE, ST. PAUL AND PACIFIC RAILROAD COMPANY, A WISCONSIN CORPORATION, THE OREGON - WASHINGTON RAILROAD & NAVIGATION COMPANY, AN OREGON CORPORATION, AND ITS LESSEE, UNION PACIFIC RAILROAD COMPANY, A UTAH CORPORATION PURPOSE: RAILROAD TRACKS AREA AFFECTED: EASTERLY 27 FEET OF SAID PREMISES AND OTHER PROPERTY RECORDED: JANUARY 30, 1973 RECORDING NUMBER: 7301300910 "PLOTTED ON MAP" T.F. NO.332304k7gq S88 '08 '21"E (333.00') T.P. NO.332304g074 S88 °08 '21"E A. L. T.A. /A. C. S. M. LAND TITLE SURVEYOR'S CERTIFICATE: THE UNDERSIGNED HEREBY CERTIFIES TO GCC, LLC, A WASHINGTON LIMITED LIABILITY ITEM 2 EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: , CHICAGO, MILWAUKEE, ST. PAUL AND PACIFIC RAILROAD COMPANY, A WISCONSIN CORPORATION, OREGON - WASHINGTON RAILROAD G NAVIGATION COMPANY, AN OREGON CORPORATION, AND ITS LESSEE, UNION PACIFIC RAILROAD COMPANY, A UTAH CORPORATION PURPOSE: RAILROAD TRACKS AREA AFFECTED: EASTERLY 27 FEET OF SAID PREMISES AND OTHER PROPERTY RECORDED: JULY 12, 1974 RECORDING NUMBER: 7407120562 "PLOTTED ON MAP" ITEM 3 EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: U. S. WEST COMMUNICATIONS, INC. PURPOSE: ENVIRONMENTALLY CONTROLLED VAULT, UNDERGROUND COMMUNICATIONS LINES, DRAINAGE PIPE, CONDUIT AND ABOVE GROUND CABINET AREA AFFECTED: PORTIONS OF SAID PREMISES AS DESCRIBED THEREIN RECORDED JUNE 18, 1992 RECORDING NUMBER: 9206180248 " PLOTTED ON MAP" ITEM 4 COVENANTS, CONDITIONS AND RESTRICTIONS CONTAINED IN INSTRUMENT, BUT OMITTING ANY COVENANTS OR RESTRICTIONS, IF ANY, BASED UPON RACE. COLOR, RELIGION, SEX, SEXUAL ORIENTATION, FAMILIAL STATUS, MARITAL STATUS, DISABILITY, HANDICAP, NATIONAL ORIGIN, ANCESTRY, OR SOURCE OF INCOME, AS SET FORTH IN APPLICABLE STATE OR FEDERAL LAWS, EXCEPT TO THE EXTENT THAT SAID COVENANT OR RESTRICTION IS PERMITTED BY APPLICABLE LAW: RECORDED: FEBRUARY 28, 1961 RECORDING NUMBER: 5256443 AMENDMENT AND /OR MODIFICATION OF SAID RESTRICTIONS: RECORDED: SEPTEMBER 23, 1961 RECORDING NUMBER: 5332848 AMENDMENT AND /OR MODIFICATION OF SAID RESTRICTIONS: RECORDED: NOVEMBER 1, 1962 RECORDING NUMBER: 5500900 (333.00') METHOD OF SURVEY: INSTRUMENTATION FOR THIS SURVEY WAS A GEODIMETER 600 ELECTRONIC DISTANCE MEASURING UNIT. PROCEDURES USED IN THIS SURVEY WAS DIRECT AND REVERSE ANGLES, NO CORRECTIONS NEEDED, MEETING OR EXCEEDING STANDARDS SET BY WAC 332 - 130 -090. En In BEARING MERIDIAN: PLAT OF UPLANDS TUKWILA INDUSTRIAL PARK AS RECORDED IN VOLUME 104, PAGES 8 -10, RECORDS OF KING COUNTY, WASHINGTON, ITEM 4 CONTINUED SAID RESTRICTIONS WERE AMENDED FURTHER UNDER RECORDING NUMBERS 6135154, 6138155 THROUGH 6136173, 6143022, 6160358, 6166232 AND 9406061388. (THE INSTRUMENT RECORDED UNDER RECORDING NUMBER 9406061388 BEING A RE- RECORD OF INSTRUMENT RECORDED UNDER RECORDING NUMBER 8703200329). NOT PLOTTABLE" ITEMS POSSIBLE VIOLATION OF THE BUILDING SETBACKS CONTAINED IN THE PROTECTIVE COVENANTS FOR ANDOVER INDUSTRIAL PARKS RECORDED UNDER RECORDING NUMBER 5256443. THE COVENANTS REQUIRE A MINIMUM OF 60 FEET ON THE FRONT AND THE SUBJECT BUILDING IS SETBACK 50 FEET. 27' 27' WIDE RAILROAD TRACTS ESM'T REC. NO.7301300110 27' WIDE RAILROAD TRACTS ESM'T PEC. NO. 74071.20662 ITEM 1 ITEM 2 \°L tt co l& LEGEND 'FOUND MONUMENT AS NOTED • BOLLARD ELECTRIC VAULT Lk UTILITY POLE ® CATCH BASIN O SANITARY SEWER MANHOLE 4 POWER TRANSFORNER ON CONC PAD # LIGHT STANDARD ELECTRIC METER TYP TYPICAL n' FIRE HYDRANT * FIRE HYDRANT WATER METER ELECTRIC METER TELEPHONE /CABLE RISER GAS METER © VAULT "PURPOSE UNKNOWN" El 0 FOUND MON IN CASE AT CALC'D POSITION "HELD" DW APRON DRIVEWAY ACCESS CONC CONCRETE R -O -N RIGHT -OF -WAY CONCRETE SURFACE ASPHALT SURFACE ® RET WALL EASEMENT AREA \t1 ( ) RECORD DISTANCE — 0 o CHAIN LINK FENCE CENTERLINE \ BUILDING LINE RAILROAD TRACT CURB LINE HANDICAP PARKING SPACE STAIRS AND LANDING TAX PARCEL NUMBER S L T . P, NO. COMPANY, CHICAGO TITLE INSURANCE COMPANY AND DANELLIE LLC, A WAHSINGTON LIMITED LIABILITY COMPANY, AS OF MAY 20, 2006, THAT THIS SURVEY WAS ACTUALLY MADE UPON THE GROUND; THAT IT AND THE OTHER INFORMATION, COURSES AND DISTANCES SHOWN THEREON ARE ACCURATE; THAT THE TITLE LINES AND LINES OF ACTUAL POSSESSION ARE THE SAME; THAT THE PROPERTY DESCRIPTION "CLOSES" BY ENGINEERING CALCULATION; THAT THIS SURVEY CORRECTLY SHOWS THE SIZE, LOCATION AND TYPE OF ALL BUILDINGS, STRUCTURES AND OTHER IMPROVEMENTS ON THE PROPERTY AND ALL ARE WITHIN THE BOUNDARY LINES AND APPLICABLE SET -BACK LINES (WHETHER ESTABLISHED BY SUBDIVISION PLAT, RECORDED RESTRICTIONS OR APPLICABLE ZONING OR BUILDING CODES) AFFECTING THE PROPERTY; THAT THERE ARE NO EASEMENTS, RIGHTS OF WAY OR USES AFFECTING THE PROPERTY KNOWN TO THE UNDERSIGNED OR APPEARING FROM A CAREFUL PHYSICAL INSPECTION OF THE SAME, OTHER THAN THOSE SHOWN THEREON: THAT OTHER THAN AS SHOWN THEREON, THERE ARE NO PARTY WALLS WITH OR ENCROACHMENTS UPON ADJOINING PREMISES, STREETS OR ALLEYS BY ANY OF SAID BUILDINGS, STRUCTURES OR OTHER IMPROVEMENTS; OR ENCROACHMENTS UPON OR PARTY WALLS WITH THE PROPERTY BY ANY BUILDING, STRUCTURE OR OTHER IMPROVEMENT SITUATED UPON ANY ADJOINING PREMISES; THAT ALL PUBLIC STREETS NECESSARY FOR ACCESS TO THE PROPERTY HAVE BEEN COMPLETED AND DEDICATED AND THERE IS DIRECT ACCESS BETWEEN SUCH STREETS AND THE PROPERTY; THAT THE PROPERTY COMPRISES .181,993 SQUARE FEET; THAT THE PROPERTY LIES WITHIN A MINIMAL FLOOD HAZARD AREA AND IS WITHIN AN AREA DESIGNATED AS FLOOD ZONE "X ", SHOWN ON U.S. DEPARTMENT OF H.U.D. FLOOD INSURANCE BOUNDARY MAP NO.53033C0959F SPECIAL FLOOD HAZARD MAP PUBLISHED BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY; AND THAT THE STREET ADDRESS OF THE PROPERTY IS 1180 ANVODER PARK WEST, TUKWILA, NA. 98188. THIS SURVEY WAS MADE IN ACCORDANCE WITH THE "MINIMUM STANDARD DETAIL REQUIREMENTS AND CLASSIFICATIONS FOR LAND TITLE SURVEYS" JOINTLY ESTABLISHED BY ALTA AND ACSM IN 1999 AND MEETS THE ACCURACY REQUIREMENTS OF AN URBAN SURVEY, AS DE INED THEREIN. EDWI J. GREEN JR. PL S# 15025 5/ DATE: AI L. T.A. /A. C. S. M. LAND TITLE SURVEY GCC/LLC 1 180 ANDOVER PARK WEST TUKWILA, WA. 98065 DWN. BY D.A.H. CHKD. BY K.B.G. DATE 05/23/2006 SCALE 1 " =25' il lnensi i 5210 FAIRWAY PLACE SE SNOQUALMIE, WA. 98065 PHONE (425) 458 -4488 FAX (206) 686 -2950 JOB NO. 6131 SHEET I OF I EXPIRES ±1/26/2000 . \4 6 das P / i t s 4 r- • Z tr 5. MEZZANINE COLUMN w/ BASEPLATE -SEE PLAN PLAN FOR SIZES ,4/ 4 •v; 9 (8) MZ GUS 2 TYPICAL BASE PLATE DETAIL AT FOOTINGS • COLUMN BASE PLATE ( 1 1 f 4 g HOLES FOR 10 x12' ANCHORS MIN. ANCHOR INSTALLATION TORQUES 300 FT-LBS NOTE AT COLUMNS WITHOUT FOOTINGS 1/2 "0x5 1/2' ANCHOR INSTALLATION TORQUE = 55k -ft FOOTING DETAIL FOOTINGS BY OTHERS DETAIL A 9 COLUMN TUBE O 57 %57'x15" (3000 PSI CONCRETE) 3/16 a 9 9 ( EAC H W A D Y (60 / KSI) CD N CD CD N EDGE EDGE/ e DOOR TO BE REMOVED (B.O.)a EDGE 10" 10" I 10 I.H. 21' -7" a TRANSTI1ON TO ACCOMMODATE 4' HEIGHT DIFFERENTIAL BETWEEN NEW AND EXISTING MEZZANINES IS BY OTHERS a BRIDGING AT 6'oc UNDER DOUBLE STRINGERS --...,_ ti 17' -8' L• L, 17' -11" 9 6094 -3 17-11" 28' -11' Q * I * I Q ISTING J T.O.D. =144 I. 57' -O" Li L.7 r] Li /////V,r7z,t/7//, 19' -1" 1g' -4' 23' -2 i I co a 1 L i OFFICE HEIGHT AND ! WALLS TO BE MODIFIED i I OR REMOVED BY OTHERS 14' -01" 1= 0 U 0 U r J U- CD CM 0 U J C I BP * BP 16' -4' 8 M CD C 0 N a b N II BRIDGING AT 6'oc UNDER DOUBLE STRINGERS EDGE CORNER COL 9, EDGE EDGE OF FIRST COL a EDGE Cr) 1 a FRAMING PLAN TS8 x1/4 COLUMN W/ 4x 5x15 BASE PLA1 FQR � DETAIL A cOO prmit oY0 n : 0F` 1 to 0 CN N [C, M In cal 9 1 CD CD � F � j� ""+ :1 I- 30 - 09 COLUMNS AT FOOTINGS TO BE RECESSED 3' BELBW SLAB EQUIPMENT P..ATFORM SPECIFICATIONS 1. THE SYSTEM IS DESIGNED FOR A 125 PSF LNE LOAD AND A 32 PSF DEAD LOAD AND MEETS UBC OR IBC BUILDING CODES. ALL DESIGNS, DRAWINGS, AND CALCULATIONS ARE PREPARED UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER EMPLOYED BY THE MANUFACTURER. IT IS THE RESPONSIBILITY OF THE CUSTOMER TO INFORM CUBIC DESIGNS OF SPECIAL DESIGN REQUIREMENTS DUE TO LOCAL BUILDING /SAFETY CODES. 2. SUPPORT COLUMNS ARE TS 6" x 6" x 3/16" STRUCTURAL STEEL TUBING METING ASTM A500 GRADE B, 46 KSI YIELD REQUIREMENTS AND ARE DESIGNED PER AISC STEEL CODES. COLUMNS ARE ANCHORED TO THE SLAB WITH (4) 1/2' DIAMETER WEDGE ANCHORS VIA 3/4 "x12'x12' BASE PLATES (U.N.O.). THE SLAB'S ABILITY TO SUPPORT THE VERTICAL AND OVERTURNING LOADS FROM THE SUPPORT COLUMNS IS NOT THE RESPONSIBILITY OF CUBIC DESIGNS. 3. FRAMING MEMBERS ARE 14 GAUGE OR HEAVIER COLD FORMED 'C" CHANNELS MEETING ASTM A572 GRADE E, 50 KSI YIELD REQUIREMENTS AND ARE DESIGNED PER AISI STEEL CODES. FRAMING MEMBERS ARE CONNECTED TO THE COLUMNS WITH 7/8" DIAMETER GRADE 5 BOLTS, 4. DECK MATERIAL IS: 1 1/2 ", 20 GAUGE WHITE ROOF DECK MEETING ASTM A611 GRADE C REQUIREMENTS WITH A FINAL FLOOR COVERING OF 2" LIGHTWEIGHT CONCRETE (BY OTHERS). 5. STAIRS (KNOCKED DOWN) HAVE SOLID CHECKERED PLATE TREADS AND CLOSED RISERS. STAIR RAILS (42 "HIGH) AND PERIMETER RAILS CONSIST OF SQUARE TUBING AND ARE DESIGNED TO MEET STRENGTH, SIZE, AND OPENING REQUIREMENTS OF APPLICABLE CODES. PERIMETER RAILS ARE (3) LEVEL 6. INSTALLATION OF ALL COMPONENTS SHALL BE IN ACCORDANCE WITH INSTALLATION DRAWINGS AND MANUALS SUPPLIED BY CUBIC DESIGNS. 7. ALL SUPPORT MATERIALS SHALL BE SHOP COATED WITH ONE COAT OF NAVY BLUE PAINT. ALL STAIR RAILS AND PERIMETER RAILS SHALL BE SHOP COATED WITH ONE COAT OF SPECIFY PAINT. FEB 0 8 2009 CUSTOMER LOCATION DISTRIBUTOR a B A REV. DAC O SCALE . DATE 3/16 » =1' 12 -15 -06 — 1 r Cubic Designs Inc. SEATTLE CHOCOLATES TUKWILA, WA INDICATES JOIST DIRECTION — 1 r L.— ALTERNATE DIRECTION OF JOISTS WHEREVER POSSIBLE IF NOT SPECIFIED ON FRAMING PLAN 1 II J_ r66 I CONCRETE i I BY OTHERS J `-`lam - - -- DRAWN BY DO CD CD Q CD TYPICAL ELEVATION 1 -9 REVISED 12 -28 FOR APPROVAL DATE DESCRIPTION 1 g a M RECEIVED CITY OFTUKWILA JAS! 2 2 20U1 PERMIT CEN'TEP DO DO BY 16770 WEST VICTOR ROAD NEW BERLIN, WI 53151 262 - 789 -1966 800-826-7061 FAX: 262 -789 -1970 CHECKED BY MR DRAWING NUMBER 6094 -1 T FIELD CUT ROOF DECK AND KICKPLATE AS REQ'D TO MAINTAIN 4' GAP TO OBSTRUCTIONS EXISTING MEF T.O.D. =144 FRAMING BELOW — CANTILEVER DECK TO WITHIN 4' OF EXISTING MEZZANINE NOTE 4' HEIGHT DIFFERENTIAL FROM EXISTING MEZZANINE TO NEW MEZZANINE. RAIL & KICKPLATE poo 7 -2' 0 DECK PLAN ROOF DECK 7 1/2' 1/2 12ga KICKPLATE o CONCRETE A SCALE 3/16 =1' TEK 5s 6' CTRS SECTION S —S SECTION T —T 3 1/2'x2 1 /2'x 12ga CLOSURE ROOF DECK r C ONCRETE 1 r- - TEK 5's 6 CTRS SECTION Q —Q DISTRIBUTOR B A REV. DACO 1 -9 12 -28 DATE DATE 12-15-06 0 1. WALL SECTION � T —T ONLY DRAWN BY DO CHECKED BY MR REVISED FOR APPROVAL DESCRIPTION DO DO BY Cubic Designs Inc. CITY C p I i OF TU K'i 9 1LA 1 JAN 2 2 2001 PERMIT CENTER 16770 WEST VICTOR ROAD NEW BERLIN, WI 53151 262 -789 -1966 800- 826 -7061 FAX: 262-789-1970 CUSTOMER . SEATTLE CHOCOLATES LOCATION SEATTLE, WA DRAWING NUMBER 6094 -2 a Deck Gage Design Thickness M. Type B Weight—psi I I n ' ' Sp In ' Sn Ina Ptd. Galv. 20 .0358 2.05 2.15 .208 .244 .258 18 .0474 2.70 2.80 .303 .335 .349 t1 M1 C1 D1 3/4' 12' 1" 10' 3/4' 18" 1 1/2' 15' 3/4' 15" 1 1/2" 12' Framing w/ mitered end COLUMN & CENTER COLUMN BASE 1 � I INTERIOR COLUMN Column Tube: TS 6 "x6 "x3/16" With 1/2 "0x5 1 /2 "Lg. Wedge Anchor Column Tube: Column Tube: TS 8 "x8 "x1/4" With 1"0x12"Lg Wedge Anchor. COLUMN & PLATE 1 /4 "H.S.x 15" Plate Framing w/ mitered end 1 /4 "H.S.x15" Plate 1/4" Cap Plate t1 CORNER COLUMN PERIMETER COLUMN 1/4" Gusset 1/4" Cap Plate 8 "x8 "x 1 /4" I Column DETAIL CENTERED BASE PLATE 6 "x6 "x3 /16" Column 1/4" 1/4" 3/4 "0 Grade 5 Bolt & Nut (Typ) 3/4 "0 Grade 5 Bolt & Nut (Typ) 1 /4" /4 "V 6094 --3 1 /4 "H.S.x 15" Plate Framing w/ mitered end 1 - 1/4" Gusset 1 /4" Cap Plate 3/4 "0 Grade 5 D ETAI L Bolt & Nut (Typ) 8 "x:. "x1/4" —/ Column 1 /4 "H.S.x15" Plates BRIDGING 16ga Bridging Lap as shown or field cut and butt ends. a 15" 12 -14 x 3/4" Tek 3 (Typ) HANGER — OPEN SIDE OF STRINGER I == 3 2" 1/8" V1 1/2" 1/8" r 12ga Hanger welded to Open side of Stringer 3 1/16" e Attach Bridging row to bottom of Joists at 42" to 60" center as shown on framing plan. (Space equally) Note: Continuous welds if framing is 6" or 9" deep. (2) welds at 1 1/2" per side if framing is 11" deep. a FRAMING PROPERTIES — JOISTS & STRINGERS - r e I HANGER -- CLOSED SIDE OF STRINGER type et B" SECTION PROPERTIES: (Per Ft. of Width) Valleys X X x X x x x A 36" COVERAGE B B 15" Y 50 KSI®Yeld (Typ. unless noted) * 53 KSI ** 55 KSI X x ICI Joist Centerlines 1 1 /8" INSTALLATION: Layout roof deck panels per deck plan on drawing. Note location on drawing of deck installation start point. Lay panels down with male edge along starting border and female edge to open area. With panel #1 (Below) in place, lay down panel #2, then #3 so that both female edges from panels #1 & #2 are under the male edges of adjacent panels — now the lap can be adjusted per the section below so that 6" increments between deck rib centerlines are held. Hold this 6" increment through out entire deck plan so plywood panels don't require cutting within the interior area. Female Edge�L Male Edge I Joist W Note: (3) welds at 1" per side if framing is 6 ", 9 ", or 11" deep. TYP ROOF DECK 1 /2 L 7 12-14 x 3/4" Tek 3 3 1/16" 1 12ga Hanger welded to Solid side of Stringer 2. Roof deck loads computed in accordance with the following SDI bending moment and deflection formulas: DESIGN INFORMATION: 1. Roof deck section properties calculated in accordance with the AISI "Specification for the Design of Cold— Formed Steel Structural Members . 4 —i 2 I 1 —a 5 3 start Point El Position deck panel ends so that all end —end laps are supported by a framing joist from below. Once deck panels are laid out with (1) kickplate leg under the deck, use 12 -14 x 3/4" Tek 3's to fasten deck to framing. Use 12 -24 x 1 1/4" Tek 5's along perimeter when fastening through deck, kickplate and framing. Use 12-24 x 1 1/4" Tek 5's when fastening through intersection of four roof deck panels. When joists are spaced 30" or less (A) apart, place fasteners in every other valley and stagger pattern (see left pattern). When joists are spaced 30" to 42" (B) apart, place fasteners in 2 out of 3 valleys and stagger pattern (see middle pattern). When joists are spaced 42" or more (C) apart, place fasteners in every valley (see right pattern). Shear capacity of 12 -14 x 3/4" Tek 3 = 1358# /fast.— diaphragm cap. AK by inspection. Pullout capacity of 12 -14 x 3/4" Tek 3 = 551 # /fast. minimum uplift-914 by inspection. 2 1/2 6 1/2" Kickplate Stringer 12 -24 x 1 1/4" Tek 5 Simple & Two Span M =w1 /8 Three Span or More M '.w1 Simple Span A = .O13w1 Two Span A = .0054w1 4 /EI Three Span or More A = .0069w 3. Loads are governed by a live load deflection not in excess of L/240 and by an allowable flexural stress limit of 20,000 psi for a 33,000 psi minimum yield. 4. Span lengths are considered center —to center spacing of supports. 5. Where heavy construction loads or other unusual concentrated loads are anticipated during the lifetime of the deck, the specified live load must be increased to offset the effects of the abnormal concentrated loading. 6. The steel roof deck conforms to ASTM A611 with a minimum yield strength = 33,000psi. x 45 D ETAI L IBC 6094 -3 1 1/2" x 1 1/2" x 14 GA. TUBING (INNER RAIL) 1 1/2" x 1 1/2' x 11 GA. TUBING Railin% Upright: 2"x 2 x 11 ga if side mount railing 2 "x 2 "x 12ga if top mount railing Gate Panels 1 x Blind Nut 2 "x 14 ga Anchor base of stair with (2) 1/2 Wedge—Bolt or expansion anchors into slab. Rail continuous across upright. Teks thru upright top plate into rail. 1/2 "x 1 1/2" 14ga H.S. Tube Kickplate Framing Interior Upright Assembly with Rail Upright Channel 2 "x 2 "x 11 ga Corner Post (drop into 2 1/4"x 2 1/4" x 12ga sleeve welded to column top) I i I Rail Bracket (2) Sides & Bottom (Inside) 1 1/2 "x 1 1/2'x 14 GA. TUBING (OUTER RAIL) DETAIL STAIR x 1' x 14 GA. TUBING (OUTER RAIL) Typ. /• 12" I A i e �I 1�QtoT ; , Z 1 /8 " 3'x 3 "x 1/4' Angle tom) i TYP Section Through Center of Stair Use (4) 3/8 bolts per tread to install each tread to stair stringer. STAIR PLAN 4 SWING GATE SIDE MOUNTED RAIL Bottom wall of tube notched for rail bracket I 3/16" Position mitered corner of stair channel flush with top of mezzanine deck. Drill 9/16 "0 holes through stair angles into mezzanine framing and fasten with (4) 1/2"0 bolts (Gr. 5) and whiz nuts. Gate Base (7 ga) DETAIL 2 "x 2 "x 14ga H.S. Tube 1 11 1/4" (TYP) 1 1/2 Attach Rail Upright Deep Leg to framing. Fasten Rail Upright Channel to bottom of framing to secure Rail Upright. Drop Rail Horizontals (notches down) onto Rail Brackets. Bolt thru Bracket, Rail Horizontal and Blind Nut within tube. Stop 1 1/2"x1 1/2"x14 ga. rail 42" a I) 3 SIDES Spring loaded gate closer Deck End Upright, Upr. Sleeve & Deep Leg and Rail Upright Channel 2 "x 2'x 1 1 ga H.S. Tube (2)12-14 x � 34 " Tek 3 11 ga H.S. Rail Upright Channel SECTION Brace 1/4"x1 1 /2" flat Install (2) end rail upright assemblies per installation details — see deck plan blue print for tube centerline locations. Bolt gate base to deck and framing — (3) 3/8 "0x3 1/2" flathead bolts through top and (3) 3/8"0x1" hex head bolts through front of base. If deck surface is bar grating use 12 ga.x2" plates under grating as washers for the flathead bolts. Drill (4) 7/16 "0 holes in each end rail upright to match holes in gate hinges. Field drill holes in end rail uprights and through deck to install gate braces. Install spring loaded gate closer via Tek 3's at both ends and adjust tension for proper closing force. * Rail uprights shown are top mount, railings may be side mount type. Insert plastic cap into each Upright top 2 "x 2 "x 11 ga H.S. Upright 4" Kickplate — Deck 11 ga H.S. x 6" Wide Rail Upright Deep Leg Framing ,. ; �� ► _ � . . �- _ i ' , , r4 � r `.7g1 ��' 1 . a Expl l -3'0- SCALE A EV NO DISTRIBUTOR DACO DATE 12 -15 -06 1 -9 DATE LOCATION SEATTLE, WA FOR PERMITS DESCRIPTION CUSTOMER SEATTLE CHOCOLATES DRAWN BY DO FEB 0 8 2009 RECEIVED art OF TUKWI, A Cubic Designs Inc. I JAIA 2 2 200 CHECKED BY MR DO BY 16770 WEST VICTOR ROAD NEW BERLIN, WI 53151 PET , 262- 789 -1966 800 -826 -7061 FAX: 262 789 - 1970 DRAWING NUMBER 6094 -3 NZ .9C 0, I I - o a m I I STAIR I 1 1 Framing w/ mitered end COLUMN & CENTER COLUMN BASE 1 � I INTERIOR COLUMN Column Tube: TS 6 "x6 "x3/16" With 1/2 "0x5 1 /2 "Lg. Wedge Anchor Column Tube: Column Tube: TS 8 "x8 "x1/4" With 1"0x12"Lg Wedge Anchor. COLUMN & PLATE 1 /4 "H.S.x 15" Plate Framing w/ mitered end 1 /4 "H.S.x15" Plate 1/4" Cap Plate t1 CORNER COLUMN PERIMETER COLUMN 1/4" Gusset 1/4" Cap Plate 8 "x8 "x 1 /4" I Column DETAIL CENTERED BASE PLATE 6 "x6 "x3 /16" Column 1/4" 1/4" 3/4 "0 Grade 5 Bolt & Nut (Typ) 3/4 "0 Grade 5 Bolt & Nut (Typ) 1 /4" /4 "V 6094 --3 1 /4 "H.S.x 15" Plate Framing w/ mitered end 1 - 1/4" Gusset 1 /4" Cap Plate 3/4 "0 Grade 5 D ETAI L Bolt & Nut (Typ) 8 "x:. "x1/4" —/ Column 1 /4 "H.S.x15" Plates BRIDGING 16ga Bridging Lap as shown or field cut and butt ends. a 15" 12 -14 x 3/4" Tek 3 (Typ) HANGER — OPEN SIDE OF STRINGER I == 3 2" 1/8" V1 1/2" 1/8" r 12ga Hanger welded to Open side of Stringer 3 1/16" e Attach Bridging row to bottom of Joists at 42" to 60" center as shown on framing plan. (Space equally) Note: Continuous welds if framing is 6" or 9" deep. (2) welds at 1 1/2" per side if framing is 11" deep. a FRAMING PROPERTIES — JOISTS & STRINGERS - r e I HANGER -- CLOSED SIDE OF STRINGER type et B" SECTION PROPERTIES: (Per Ft. of Width) Valleys X X x X x x x A 36" COVERAGE B B 15" Y 50 KSI®Yeld (Typ. unless noted) * 53 KSI ** 55 KSI X x ICI Joist Centerlines 1 1 /8" INSTALLATION: Layout roof deck panels per deck plan on drawing. Note location on drawing of deck installation start point. Lay panels down with male edge along starting border and female edge to open area. With panel #1 (Below) in place, lay down panel #2, then #3 so that both female edges from panels #1 & #2 are under the male edges of adjacent panels — now the lap can be adjusted per the section below so that 6" increments between deck rib centerlines are held. Hold this 6" increment through out entire deck plan so plywood panels don't require cutting within the interior area. Female Edge�L Male Edge I Joist W Note: (3) welds at 1" per side if framing is 6 ", 9 ", or 11" deep. TYP ROOF DECK 1 /2 L 7 12-14 x 3/4" Tek 3 3 1/16" 1 12ga Hanger welded to Solid side of Stringer 2. Roof deck loads computed in accordance with the following SDI bending moment and deflection formulas: DESIGN INFORMATION: 1. Roof deck section properties calculated in accordance with the AISI "Specification for the Design of Cold— Formed Steel Structural Members . 4 —i 2 I 1 —a 5 3 start Point El Position deck panel ends so that all end —end laps are supported by a framing joist from below. Once deck panels are laid out with (1) kickplate leg under the deck, use 12 -14 x 3/4" Tek 3's to fasten deck to framing. Use 12 -24 x 1 1/4" Tek 5's along perimeter when fastening through deck, kickplate and framing. Use 12-24 x 1 1/4" Tek 5's when fastening through intersection of four roof deck panels. When joists are spaced 30" or less (A) apart, place fasteners in every other valley and stagger pattern (see left pattern). When joists are spaced 30" to 42" (B) apart, place fasteners in 2 out of 3 valleys and stagger pattern (see middle pattern). When joists are spaced 42" or more (C) apart, place fasteners in every valley (see right pattern). Shear capacity of 12 -14 x 3/4" Tek 3 = 1358# /fast.— diaphragm cap. AK by inspection. Pullout capacity of 12 -14 x 3/4" Tek 3 = 551 # /fast. minimum uplift-914 by inspection. 2 1/2 6 1/2" Kickplate Stringer 12 -24 x 1 1/4" Tek 5 Simple & Two Span M =w1 /8 Three Span or More M '.w1 Simple Span A = .O13w1 Two Span A = .0054w1 4 /EI Three Span or More A = .0069w 3. Loads are governed by a live load deflection not in excess of L/240 and by an allowable flexural stress limit of 20,000 psi for a 33,000 psi minimum yield. 4. Span lengths are considered center —to center spacing of supports. 5. Where heavy construction loads or other unusual concentrated loads are anticipated during the lifetime of the deck, the specified live load must be increased to offset the effects of the abnormal concentrated loading. 6. The steel roof deck conforms to ASTM A611 with a minimum yield strength = 33,000psi. x 45 D ETAI L IBC 6094 -3 1 1/2" x 1 1/2" x 14 GA. TUBING (INNER RAIL) 1 1/2" x 1 1/2' x 11 GA. TUBING Railin% Upright: 2"x 2 x 11 ga if side mount railing 2 "x 2 "x 12ga if top mount railing Gate Panels 1 x Blind Nut 2 "x 14 ga Anchor base of stair with (2) 1/2 Wedge—Bolt or expansion anchors into slab. Rail continuous across upright. Teks thru upright top plate into rail. 1/2 "x 1 1/2" 14ga H.S. Tube Kickplate Framing Interior Upright Assembly with Rail Upright Channel 2 "x 2 "x 11 ga Corner Post (drop into 2 1/4"x 2 1/4" x 12ga sleeve welded to column top) I i I Rail Bracket (2) Sides & Bottom (Inside) 1 1/2 "x 1 1/2'x 14 GA. TUBING (OUTER RAIL) DETAIL STAIR x 1' x 14 GA. TUBING (OUTER RAIL) Typ. /• 12" I A i e �I 1�QtoT ; , Z 1 /8 " 3'x 3 "x 1/4' Angle tom) i TYP Section Through Center of Stair Use (4) 3/8 bolts per tread to install each tread to stair stringer. STAIR PLAN 4 SWING GATE SIDE MOUNTED RAIL Bottom wall of tube notched for rail bracket I 3/16" Position mitered corner of stair channel flush with top of mezzanine deck. Drill 9/16 "0 holes through stair angles into mezzanine framing and fasten with (4) 1/2"0 bolts (Gr. 5) and whiz nuts. Gate Base (7 ga) DETAIL 2 "x 2 "x 14ga H.S. Tube 1 11 1/4" (TYP) 1 1/2 Attach Rail Upright Deep Leg to framing. Fasten Rail Upright Channel to bottom of framing to secure Rail Upright. Drop Rail Horizontals (notches down) onto Rail Brackets. Bolt thru Bracket, Rail Horizontal and Blind Nut within tube. Stop 1 1/2"x1 1/2"x14 ga. rail 42" a I) 3 SIDES Spring loaded gate closer Deck End Upright, Upr. Sleeve & Deep Leg and Rail Upright Channel 2 "x 2'x 1 1 ga H.S. Tube (2)12-14 x � 34 " Tek 3 11 ga H.S. Rail Upright Channel SECTION Brace 1/4"x1 1 /2" flat Install (2) end rail upright assemblies per installation details — see deck plan blue print for tube centerline locations. Bolt gate base to deck and framing — (3) 3/8 "0x3 1/2" flathead bolts through top and (3) 3/8"0x1" hex head bolts through front of base. If deck surface is bar grating use 12 ga.x2" plates under grating as washers for the flathead bolts. Drill (4) 7/16 "0 holes in each end rail upright to match holes in gate hinges. Field drill holes in end rail uprights and through deck to install gate braces. Install spring loaded gate closer via Tek 3's at both ends and adjust tension for proper closing force. * Rail uprights shown are top mount, railings may be side mount type. Insert plastic cap into each Upright top 2 "x 2 "x 11 ga H.S. Upright 4" Kickplate — Deck 11 ga H.S. x 6" Wide Rail Upright Deep Leg Framing ,. ; �� ► _ � . . �- _ i ' , , r4 � r `.7g1 ��' 1 . a Expl l -3'0- SCALE A EV NO DISTRIBUTOR DACO DATE 12 -15 -06 1 -9 DATE LOCATION SEATTLE, WA FOR PERMITS DESCRIPTION CUSTOMER SEATTLE CHOCOLATES DRAWN BY DO FEB 0 8 2009 RECEIVED art OF TUKWI, A Cubic Designs Inc. I JAIA 2 2 200 CHECKED BY MR DO BY 16770 WEST VICTOR ROAD NEW BERLIN, WI 53151 PET , 262- 789 -1966 800 -826 -7061 FAX: 262 789 - 1970 DRAWING NUMBER 6094 -3 36" Exterior Door SYMBOL LEGEND - EGRESS ROUTE EXISTING OFFICES 36" Exterior Door _ Double 36" Exterior Door ^^c :. G1: 7 =SW MYom ; 10x14' ❑H Door NOT USED C ry A L REVISIONS 3 b 4.55 ; 5''V'• ' CCAi it CCC I C5L% f < u ;k'w• u 5517. :•`.5 y 555 ,. w ^ • 5:& F t,,.u. r2re: 4 CC { .:' 36" Exterior Door (2) 8`x8' OH Door NOT USED F _ N L � 'il OVERALL SPACE PLAN/ EGRESS PLAN SCALE: 1/16 =1' -V" U = kXn c L' £ d : f s ••• e a^xm: 4 5 : x„• 4' 'sJe: :: 5 c .°5WI n rays... Lr,,. e ema ; 4 5 KC; = yr --, " �'1.fY a^^'..' , !:?9 r C .. E 9'60 66F5 F6 ;.; ^y"^ Y: Z55 •4e^ , t'•r , 5k 53Mi :C.:..: ,x^ 10`x14' OH Door NOT USED GENERAL NOTES L _J 6;} rev a;.r n • 7 +,WU s xW. e.:.,,z era [ww =5'61 ' : ac+ ; 3Eaa r 250,' iw"�z 15dg v'a» a a e '7g vw > rr. L} p OUTLINE OF NEW EQUIPMENT PLATFORM CC rte. • a... ; CC -!t.' 0F0'tl o f R. :a.. - :td!^T. •• •-C ] r::l , '.Se . r s ate ww,rn C IE..,LZ . 17^56 10'44' ❑H Door NOT USED %i 36" Exterior Door /#CAL45 /#6 )0bA/'AOOU0W77 TACO MATERIAL HANDLING & PACKAGING SOLUTIONS 18715 East Valley Highway Kent, WA 98032 -1241 (425) 656 -4505 PROJECT: So the C nocolates 1180 Andover Park W Tukwila, WA 98xxx CONTRACT WITH Seattle Cnocolc 1180 Andover Park W Tukwila, WA 98xxx EGRESS NOTES: 1. WAREHOUSE EGRESS TO BE NOT MORE THAN 200' TO ANY ONE EXTERIOR 36" DOOR. tes FEB o 8 2009 RECEIVED cm, OF TUKWILA UM 2 2 22.01 P R EIAIT CEN REVIE.W Q CODE CDC 5 NW DESIGNER: DATE: 1 -13 -07 SCALE: NOTED AHJ BID # JOB # SHEET # LS 1 of 1 C' Y..G o 1\ 1 1 5 1LO Li — 1 7 [:FncuLATl MACHINES UN ri DER PLA1FPM 36" Exterior Door eF4111EEIP wr, e c? 6 "4 L .. , son saa.sv ss.:4 L ,?LL L SEW t . :ISZ0 7 Ttgq 7T.V: : mani„ SYMBOL LEGEND — EGRESS ROUTE - 36" Exterior Door , 6 elf 7 IPPF. 2 0,,,JJJ iH 1 Apiccm r CHOCILATE MACHINES UNDER PLATFORM E>&STING OFFICES NEW EQUIPMENT PLATFORM PLAN/ EGRESS PLAN SCALE: 1/16" 1'-0" ...--- . L .*t.J , i BVIPI P re_ P Iro.gr. 'e n71,2 I' UGFE'. F,WZ 7 =PP i :74$ I; ; Doubte 36" Exterior Door U 1 10 OH Door NOT USED F/ ra /1/H/N DEcK eocgEr r EX5Ti G fiqE55 F PLATFokil 7:4 12' 9 1/2",„A wrignagnamak 0 17,C 1.' F• • . 11 1 'I. :r ',i 36# Exterior Door 1 1 1 1 (2) 8'x8' OH Door if ;PLO 1=2 7. WM I 0= I I ,!! i! 'f 11 c. t 11 Ii EGRESS NOTES: 1. WAREHOUSE EGRESS TO BE NOT MORE THAN 200' TO ANY ONE EXTERIOR 36" DOOR. 2. OCCUPANT LOAD TO BE FOUND ON ATTACHED LETTER. 3, 4a. E RE.55 Ad r17 hive /Nile/of/WA/7 4.,01,/r7,e- FIRE PROTECTION NOTES: 1. FIRE SPRINKLERS TO BE EXTENDED UNDER MEZZANINE BY LICENSED LEVEL III SPRINKLER CONTRACTOR WITH A SEPERATE PERMIT THRU TUKWILA FIRE PREVENTION. STAIR EGRESS FROM PLATFORM 84*-7 1/2" IL NOT USED 25' —11 n c 1 &TA t:Wr 5=1 : T.D. 7 754-a 7 • V 4 'fffrfo 4 fa" i I %FR" I WA! 1,,„„). WO I PI 7 It= I 11I I 111 WiT I IF' L.1 r-; Li OVERALL SPACE PLAN/ EGRESS PLAN SCALE: 1/16" = 1'-0" •ic . 4. • : j r 1;1 ' / 15' Cr r I- , s-- L 7 1 1 IL 5 Wir vim xr.,1 giJ T pm: .• Yk: I 114 1., 2.441i.4 Pal 5 ffatM., Lig!, attiti • L 4.4.3 t II c'c, glaca L .74P.,2"2 L WA .5 414: I rrari, I 4:47.44-' OUTLINE OF NEW EQUIPMENT PLATFORM - 1 . ' 1 :4 I L . — [. . -- ( I 1 • T 0- j 1 c; • 2 5c 10/x14' OH Door- 10/x14 OH Door NOT USED ! NIT USED S'EcTIOA/ 1 i p . I ■ . • f-.. •:. %fa P PRIM I MO ' %VP %PO 5 L'702 P IPSal .1 7PP.7P I .P*77,4 i t7a.P, 1 , :, - ,LtZ 7 qr.V. , 7 E .4cro , JJwt,; '4 .k 1 1 7, OLIO i !IPr...7 .7e. I ,c.t74 ' /P1.;:.: I WS P WM! 1 '1.°.,1 "PmW P 0.717 P "PliI",, i P1,7P . ,V. ‘PkN77, P ra'F= !, I* 5 P.Ii17% SPLal P, Ita:. MR ', 4, P.6k ' 1."40,1, PAW i Ir' , P!.. ., , Lt!je -, P . P k•PPeP II .:fi7I 1 alt N. 'ea 'I Mit . 1P01. I VPM P Iliiit: P !it& :, Fil/f1 P*E1 ,. AP P Priu. 6 1.41.,1,764 it .P.PIOP., . L .1. • ci. .i 2 F. 1 I 4 1 36" Exterior Door , I ! NEW EQUIPMENT PLATFORM PRODI/C/7107 NDLING & SOLUTIONS alley Highway 8032-1241 6-4505 I I ' .. ......_ __„ .. CI c - - -L r I : 7 , ' " i ■ -;--- c l' ' 1- .-c CF.----• -; ; i i - - — — '' c 1 i , • : ; 1 ■ i .c, 1 i , 1 1 : 11 1 , - i r i I, ) c 1 1 H• 1 1 tri '. 1 l • . • C • cc c ; c ! , c ,_ i L ' 11 1 cl ' ,.: • ; ' c • 1 1 1 • , 1 .. I L , , ' 1 i 1 ' I J J.,. . il...... ...i.L _ 1[ .:„ .,.......... .1._..._ - - •-t i- ..,1_ C I ]... 1.... c l i --- ..., 1 - f I I I i ic I ric I —T1 I II _ ._ , ., I c 1 Ti jj: 1_ - 1 ------ 1 -,. ; .... i .. 1 ; p _ , c, I J EQUIPMENT PLATFORM SECTION VIEW SCALE: 1/8" = EQUIPMENT PLATFORM 3D VIEW SCALE: 1/8" PROJECT: Sec CONTRACT WITH c ttle C ANDOVER PARK W. VICINITY/KEY PLAN SCALE: NONE 1180 Andover Park W Tukwila, WA 98xxx 1180 Andover Park W Tukwila, WA 98xxx ttle Cnocolc NEV EQUIPMENT PLATFORM nocolates t s EQUIPMENT STAIR EGRESS DESIGNER: AHJ BID # JOB SHEET FEB 0 8 2009 CO C°W13P° 6 'LW I L. 1 , 0 014 ;OA INCOMPLETE LTR# DATE: 1 — 1 3-07 SCALE: NOTED RECEIVED FEB 1 2 2bd7 PERMIT CENTEi EG1 of 1 0 211. REVISIONS GENERAL NOTES NC/PS/2/VC KO6 A ituseenszem "IV I.. MATERIAL I- PAC KAG I NG 18715 East V Kent, WA ' (425) 6! Li — 1 7 [:FncuLATl MACHINES UN ri DER PLA1FPM 36" Exterior Door eF4111EEIP wr, e c? 6 "4 L .. , son saa.sv ss.:4 L ,?LL L SEW t . :ISZ0 7 Ttgq 7T.V: : mani„ SYMBOL LEGEND — EGRESS ROUTE - 36" Exterior Door , 6 elf 7 IPPF. 2 0,,,JJJ iH 1 Apiccm r CHOCILATE MACHINES UNDER PLATFORM E>&STING OFFICES NEW EQUIPMENT PLATFORM PLAN/ EGRESS PLAN SCALE: 1/16" 1'-0" ...--- . L .*t.J , i BVIPI P re_ P Iro.gr. 'e n71,2 I' UGFE'. F,WZ 7 =PP i :74$ I; ; Doubte 36" Exterior Door U 1 10 OH Door NOT USED F/ ra /1/H/N DEcK eocgEr r EX5Ti G fiqE55 F PLATFokil 7:4 12' 9 1/2",„A wrignagnamak 0 17,C 1.' F• • . 11 1 'I. :r ',i 36# Exterior Door 1 1 1 1 (2) 8'x8' OH Door if ;PLO 1=2 7. WM I 0= I I ,!! i! 'f 11 c. t 11 Ii EGRESS NOTES: 1. WAREHOUSE EGRESS TO BE NOT MORE THAN 200' TO ANY ONE EXTERIOR 36" DOOR. 2. OCCUPANT LOAD TO BE FOUND ON ATTACHED LETTER. 3, 4a. E RE.55 Ad r17 hive /Nile/of/WA/7 4.,01,/r7,e- FIRE PROTECTION NOTES: 1. FIRE SPRINKLERS TO BE EXTENDED UNDER MEZZANINE BY LICENSED LEVEL III SPRINKLER CONTRACTOR WITH A SEPERATE PERMIT THRU TUKWILA FIRE PREVENTION. STAIR EGRESS FROM PLATFORM 84*-7 1/2" IL NOT USED 25' —11 n c 1 &TA t:Wr 5=1 : T.D. 7 754-a 7 • V 4 'fffrfo 4 fa" i I %FR" I WA! 1,,„„). WO I PI 7 It= I 11I I 111 WiT I IF' L.1 r-; Li OVERALL SPACE PLAN/ EGRESS PLAN SCALE: 1/16" = 1'-0" •ic . 4. • : j r 1;1 ' / 15' Cr r I- , s-- L 7 1 1 IL 5 Wir vim xr.,1 giJ T pm: .• Yk: I 114 1., 2.441i.4 Pal 5 ffatM., Lig!, attiti • L 4.4.3 t II c'c, glaca L .74P.,2"2 L WA .5 414: I rrari, I 4:47.44-' OUTLINE OF NEW EQUIPMENT PLATFORM - 1 . ' 1 :4 I L . — [. . -- ( I 1 • T 0- j 1 c; • 2 5c 10/x14' OH Door- 10/x14 OH Door NOT USED ! NIT USED S'EcTIOA/ 1 i p . I ■ . • f-.. •:. %fa P PRIM I MO ' %VP %PO 5 L'702 P IPSal .1 7PP.7P I .P*77,4 i t7a.P, 1 , :, - ,LtZ 7 qr.V. , 7 E .4cro , JJwt,; '4 .k 1 1 7, OLIO i !IPr...7 .7e. I ,c.t74 ' /P1.;:.: I WS P WM! 1 '1.°.,1 "PmW P 0.717 P "PliI",, i P1,7P . ,V. ‘PkN77, P ra'F= !, I* 5 P.Ii17% SPLal P, Ita:. MR ', 4, P.6k ' 1."40,1, PAW i Ir' , P!.. ., , Lt!je -, P . P k•PPeP II .:fi7I 1 alt N. 'ea 'I Mit . 1P01. I VPM P Iliiit: P !it& :, Fil/f1 P*E1 ,. AP P Priu. 6 1.41.,1,764 it .P.PIOP., . L .1. • ci. .i 2 F. 1 I 4 1 36" Exterior Door , I ! NEW EQUIPMENT PLATFORM PRODI/C/7107 NDLING & SOLUTIONS alley Highway 8032-1241 6-4505 I I ' .. ......_ __„ .. CI c - - -L r I : 7 , ' " i ■ -;--- c l' ' 1- .-c CF.----• -; ; i i - - — — '' c 1 i , • : ; 1 ■ i .c, 1 i , 1 1 : 11 1 , - i r i I, ) c 1 1 H• 1 1 tri '. 1 l • . • C • cc c ; c ! , c ,_ i L ' 11 1 cl ' ,.: • ; ' c • 1 1 1 • , 1 .. I L , , ' 1 i 1 ' I J J.,. . il...... ...i.L _ 1[ .:„ .,.......... .1._..._ - - •-t i- ..,1_ C I ]... 1.... c l i --- ..., 1 - f I I I i ic I ric I —T1 I II _ ._ , ., I c 1 Ti jj: 1_ - 1 ------ 1 -,. ; .... i .. 1 ; p _ , c, I J EQUIPMENT PLATFORM SECTION VIEW SCALE: 1/8" = EQUIPMENT PLATFORM 3D VIEW SCALE: 1/8" PROJECT: Sec CONTRACT WITH c ttle C ANDOVER PARK W. VICINITY/KEY PLAN SCALE: NONE 1180 Andover Park W Tukwila, WA 98xxx 1180 Andover Park W Tukwila, WA 98xxx ttle Cnocolc NEV EQUIPMENT PLATFORM nocolates t s EQUIPMENT STAIR EGRESS DESIGNER: AHJ BID # JOB SHEET FEB 0 8 2009 CO C°W13P° 6 'LW I L. 1 , 0 014 ;OA INCOMPLETE LTR# DATE: 1 — 1 3-07 SCALE: NOTED RECEIVED FEB 1 2 2bd7 PERMIT CENTEi EG1 of 1 0 211.