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Home My WebLink AboutPermit D11-220 - BLUE STAR GAS - FOOTINGS AND FOUNDATIONSBLUE STAR GAS 10802 EAST MARGINAL wys Di 1-220 City Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 0323049046 Address: 10802 EAST MARGINAL WY S TUKW Suite No: Project Name: BLUE STAR GAS Permit Number: D11 -220 Issue Date: 10/10/2011 Permit Expires On: 06/04/2012 Owner: Name: EMW NORTH L L C Address: 3006 NORTHUP WAY STE 303 , BELLEVUE WA 98004 Contact Person: Name: CHRIS MASTRUP Address: 880 N WRIGHT RD , SANTA ROSA CA 95407 Contractor: Name: BLUE STAR GAS ASSOCIATES CO Address: 880 NORTH WRIGHT RD , SANTA ROSA CA 95407 Contractor License No: BLUESSG898K4 Phone: 707 - 573 -3130 Phone: 707 -573 -3130 Expiration Date: 06/01/2013 DESCRIPTION OF WORK: INSTALLATION OF FOOTINGS & FOUNDATIONS FOR (1) 30,000 GALLON PROPANE TANK, (1) 1,150 GALLON PROPANE TANK, AN 8' X 8' STORAGE SHED AND A CONCRETE ISLAND FOR PROPANE FUEL DISPENSERS. STORAGE SHED WILL BE USED TO HOUSE THE DELUGE FIRE EQUIPMENT TO KEEP IT FROM FREEZING. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL AND 6" FIRE LINE. TRAFFIC CONCURRENCY & TRANSPORTATION IMPACT FEE. REVISION #1: ADD 416 SF CANOPY Value of Construction: $83,667.84 Fees Collected: $5,722.38 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2009 Type of Construction: Occupancy per IBC: 19 Electrical Service Provided by: SEATTLE CITY LIGHT * *continued on next page ** doc: IBC -7/10 D11 -220 Printed: 12 -12 -2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie Y N N N N N N N N N N N • • Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Private: Profit: N Private: N xa with, The granting of this permit does not pr construction or the • - rformanc • w. rk. to this permit. Date: Public: Non - Profit: N Public: ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. e to give authority to violate or cancel the provisions of any other state or local laws regulating I authorized to sign and obtain this development permit and agree to the conditions attached Signature: Print Name: Date: /'-'/Z-9477/ This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special 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. 7: When special inspection is required, either the owner or the registered design professional in responsible charge, doc: IBC -7/10 D11 -220 Printed: 12 -12 -2011 shall employ a special inspection agency tify the Building Official of the appointmenillior to the first building inspection. The special inspector sw furnish inspection reports to the Building Oil in a timely manner. 8: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 9: 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. 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 12: Manufacturers installation instructions shall be available on the job site at the time of inspection. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 15: 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. 16: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 17: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 18: Prior to installation of water line at S.W. corner of parcel, coordinate with C.O.T. Water Division & Public Works Project Inspector. 19: Provide Private Water Easement from parcel located South of Blue Star Gas site if parcels are separate ownerships. 20: PRIOR TO ISSUING THIS PERMIT; BLUE STAR GAS SHALL PAY A TRANSPORTATION IMPACT FEE IN THE AMOUNT OF $3,022.34, BASED ON ONE VEHICLE FUELING POSITION (VFP) IN ZONE 4 AT $1,511.17 PLUS ONE (1) NEW P.M. PEAK HOUR TRIP CAUSED BY A BLUE STAR GAS DELIVERY TRUCK (1 x $1,511.17 = $1,511.17). 21: Any material spilled onto any street shall be cleaned up immediately. 22: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 23: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 24: ** *FIRE DEPARTMENT CONDITIONS * ** 25: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 26: The installation of the LP -Gas tanks requires a separate fire department permit for each tank. Documentation of compliance with International Fire Code chapter 38 and NFPA 58 shall be submitted with the permit application. 27: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2050).(A SEPARATE FIRE PROTECTION PERMIT IS REQUIRED FOR THE DELUGE SYSTEM AND FIRE DEPARTMENT CONNECTION.) doc: IBC -7/10 D11-220 Printed: 12 -12 -2011 28: The deluge system detection, waterflowS tamper switches shall be integrated with th alarm system. 29: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 30: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 31: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 32: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 33: ** *PLANNING DIVISION CONDITIONS * ** 34: Pavement markings shown in Attachment E, as requested by Sound Transit shall remain in good, visible condition for the life of the use. 35: The signage that Sound Transit requested on the guideway support columns shall be installed and the applicant shall maintain the signs in good, visible condition for the life of the use. 36: Parking of vehicles or trucks in areas not shown on Attachment E is prohibited. 37: For the life of the project, the site design approved by the City Council shall not change without prior approval by the City. Changes to the site design approved by the City Council may require review by the City Council as outlined in TMC 18.66. The Director of Community Development is authorized to approve minor modifications which have no impact to the project design. A decision whether a change can be approved by the Director of Community Development lies solely with the City and there are not appeal rights of the decision to have the City Council review a change to the site plan. 38: Any vehicular collisions with the Sound Transit guideway support columns, regardless of how minor, shall be reported to Sound Transit and the City's Fire Department immediately. doc: IBC -7/10 D11 -220 Printed: 12 -12 -2011 City oPfukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 0323049046 Address: 10802 EAST MARGINAL WY S TUKW Suite No: Project Name: BLUE STAR GAS Permit Number: D11 -220 Issue Date: 10/10/2011 Permit Expires On: 04/07/2012 Owner: Name: EMW NORTH L L C Address: 3006 NORTHUP WAY STE 303 , BELLEVUE WA 98004 Contact Person: Name: CHRIS MASTRUP Address: 880 N WRIGHT RD , SANTA ROSA CA 95407 Contractor: Name: BLUE STAR GAS ASSOCIATES CO Address: 880 NORTH WRIGHT RD , SANTA ROSA CA 95407 Contractor License No: BLUESSG898K4 Phone: 707 - 573 -3130 Phone: 707- 573 -3130 Expiration Date: 06/01/2013 DESCRIPTION OF WORK: INSTALLATION OF FOOTINGS & FOUNDATIONS FOR (1) 30,000 GALLON PROPANE TANK, (1) 1,150 GALLON PROPANE TANK, AN 8' X 8' STORAGE SHED AND A CONCRETE ISLAND FOR PROPANE FUEL DISPENSERS. STORAGE SHED WILL BE USED TO HOUSE THE DELUGE FIRE EQUIPMENT TO KEEP IT FROM FREEZING. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL AND 6" FIRE LINE. TRAFFIC CONCURRENCY & TRANSPORTATION IMPACT FEE. Value of Construction: $35,000.00 Fees Collected: $4,775.36 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2009 Type of Construction: Occupancy per IBC: 437 Electrical Service Provided by: SEATTLE CITY LIGHT * *continued on next page ** doc: IBC -7/10 011 -220 Printed: 10 -10 -2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie Y N N N N N N N N N N N • • Number: 0 Size (Inches): 0 Start Tune: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Private: Profit: N Private: N Date: Public: Non - Profit: N Public: ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. The granting of this permit does not p construction or the perfo irtance of work to this permit. � Signature: GGe) /� // Print Name: / r i VaS e to give authority to violate or cancel the provisions of any other state or local laws regulating -am authorized to sign and obtain this development permit and agree to the conditions attached Date: /a //% This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special 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. 7: When special inspection is required, either the owner or the registered design professional in responsible charge, doc: IBC -7/10 D11 -220 Printed: 10 -10 -2011 shall employ a special inspection agency ancillkify the Building Official of the appointment to the first building inspection. The special inspector slirlirnish inspection reports to the Building OW in a timely manner. 8: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 9: 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. 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 12: Manufacturers installation instructions shall be available on the job site at the time of inspection. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 15: 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. 16: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 17: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 18: Prior to installation of water line at S.W. corner of parcel, coordinate with C.O.T. Water Division & Public Works Project Inspector. 19: Provide Private Water Easement from parcel located South of Blue Star Gas site if parcels are separate ownerships. 20: PRIOR TO ISSUING THIS PERMIT; BLUE STAR GAS SHALL PAY A TRANSPORTATION IMPACT FEE IN THE AMOUNT OF $3,022.34, BASED ON ONE VEHICLE FUELING POSITION (VFP) IN ZONE 4 AT $1,511.17 PLUS ONE (1) NEW P.M. PEAK HOUR TRIP CAUSED BY A BLUE STAR GAS DELIVERY TRUCK (1 x $1,511.17 = $1,511.17). 21: Any material spilled onto any street shall be cleaned up immediately. 22: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 23: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 24: ** *FIRE DEPARTMENT CONDITIONS * ** 25: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 26: The installation of the LP -Gas tanks requires a separate fire department permit for each tank. Documentation of compliance with International Fire Code chapter 38 and NFPA 58 shall be submitted with the permit application. 27: All new sprinlder systems and all modifications to existing sprinlder systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinlder systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinlder work shall commence without approved drawings. (City Ordinance No. 2050).(A SEPARATE FIRE PROTECTION PERMIT IS REQUIRED FOR THE DELUGE SYSTEM AND FIRE DEPARTMENT CONNECTION.) doc: IBC -7/10 D11-220 Printed: 10 -10 -2011 28: The deluge system detection, waterfloi tamper switches shall be integrated with to alarm system. 29: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 30: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 31: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 32: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 33: ** *PLANNING DIVISION CONDITIONS * ** 34: Pavement markings shown in Attachment E, as requested by Sound Transit shall remain in good, visible condition for the life of the use. 35: The signage that Sound Transit requested on the guideway support columns shall be installed and the applicant shall maintain the signs in good, visible condition for the life of the use. 36: Parking of vehicles or trucks in areas not shown on Attachment E is prohibited. 37: For the life of the project, the site design approved by the City Council shall not change without prior approval by the City. Changes to the site design approved by the City Council may require review by the City Council as outlined in TMC 18.66. The Director of Community Development is authorized to approve minor modifications which have no impact to the project design. A decision whether a change can be approved by the Director of Community Development lies solely with the City and there are not appeal rights of the decision to have the City Council review a change to the site plan. 38: Any vehicular collisions with the Sound Transit guideway support columns, regardless of how minor, shall be reported to Sound Transit and the City's Fire Department immediately. doc: IBC -7/10 D11 -220 Printed: 10 -10 -2011 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://www.TukwilaWA.dov Building Permit No. bt\- -i Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (For office use only) .. . Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION Site Address: 10802 East Marginal Way South Tenant Name: Blue Star Gas - Seattle, Co. Property Owners Name: EMW North LLC Mailing Address: 3006 Northrup Way # 303 King Co Assessor's Tax No.: 032304 - 9046 -03 Suite Number: Floor: New Tenant: m Yes ❑ ..No Bellevue City State 98004 Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: Chris Mastrup Mailing Address: 880 North Wright Road E -Mail Address: cmastrup @bluestargas.com Day Telephone: (707) 573 -3130 Santa Rosa CA 95407 City State Fax Number: (707) 573 -3132 Zip GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)). Company Name: Blue Star Gas Associates Mailing Address: 880 North Wright Road Contact Person: Chris Mastrup E -Mail Address: cmastrup @bluestargas.com Contractor Registration Number: 'Ow 6SSG 6 e fLi--/ Santa Rosa 95407 City State Zip Day Telephone: (707) 573 -3130 Fax Number: (707) 573 -3132 Expiration Date: Co f 1 / 2 01 3 ARCHITECT OF RECORD — All plans must be stamped by Architect of Record Company Name: Mailing Address: Contact Person: E -Mail Address: City Day Telephone: Fax Number: State Zip ENGINEER OF RECORD — All plans must be stamped by Engineer of Record Company Name: Project Delivery Group Mailing Address: 3150 22nd. Street Contact Person: Keith Whisenhunt E -Mail Address: kw @pdgroupllc.com H:\Applica eons \Forms - Applications On tine\2010 Applications \7 -2010 - Permit Application.doc Revised' 7 -2010 bh Salem City State Day Telephone: (503) 3644004 Fax Number: (503) 3644003 97302 Zip Page 1 of 6 BUILDING PERMIT INFORMATION — 206 -431 -3670 Valuation of Project (contractor's bid price): $ 35,000.00 Existing Building Valuation: $ 13,000.00 Scope of Work (please provide detailed information): Installation of concrete footings & foundations for 1- 30,000 gallon propane tank, 1 -1,150 gallon propane tank, 8' X 8' storage shed, and a concrete island for propane fuel dispensers, Storage shed will be used to house the deluge fire equipment to keep it from freezing Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 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: 6 Compact: Handicap: 1 Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: m Sprinklers m Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes m No If `yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forns- Applications On Une\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I S I F I oor 672 2 'd Floor 3rd Floor Floors thru Basement Accessory Structure* 64 Wood Storage Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 6 Compact: Handicap: 1 Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: m Sprinklers m Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes m No If `yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forns- Applications On Une\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 PUBLIC WORKS PERMIT INFORMATION — 206 - 433 -0179 Scope of Work (please provide detailed information): Installation of concrete footings & foundations for 1- 30,000 gallon propane tank, 1 -1,150 gallon propane tank, 8' X 8' storage shed, and a concrete island for propane fuel dispensers, Storage shed will be used to house the deluge fire equipment to keep it from freezing Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ..• .Tukwila ❑...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline m... Valley View ❑ .. Renton 0... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle 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. Submitted with Application (mark boxes which apply): m ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) 0... Hold Harmless — (SAO) 0... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way ❑ Non Right-of-way ❑ ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage 13.. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut 0.. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. 1, WO # ❑ ...Water Only Meter Size 91 WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private ❑ m ...Water Main Extension Public ❑ Private m FINANCE INFORMATION Fire Line Size at Property Line ❑ ... Water ❑ ...Sewer Monthly Service Billing to: Name: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms- Applications On Line \2010 Applications \7.2010 - Permit Application.doc Revised: 7 -2010 bh Page 3 of 6 PERMIT APPLICATION NOTES — Applicable to all permits in•this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 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 OWNED QKAULD ED A Signature: /-/�1� / Date: 7/13/2011 Print Name: Chris Mastrup Mailing Address: 880 North Wright Road Date Application Accepted: Day Telephone: 707- 573 -3130 Santa Rosa CA 95407 City State Zip Date Application Expires: Staff Initials: H:1 Applications \Forms- Applications On Cine\2010 Applications \7 -2010- Permit Application.doc Revised: 7 -2010 bh wi( 1 Page 6 of 6 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.TukwilaWA.gov RECEIPT Parcel No.: 0323049046 Permit Number: D11-220 Address: 10802 EAST MARGINAL WY S TUKW Status: ISSUED Suite No: Applied Date: 07/18/2011 Applicant: BLUE STAR GAS Issue Date: 10/10/2011 Receipt No.: R12 -00896 Initials: User ID: Payee: JEM 1165 Payment Amount: $63.00 Payment Date: 03/02/2012 03:15 PM Balance: $0.00 CHRIS MASTRUP, BLUE STAR (BY PHONE) TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 002683 ACCOUNT ITEM LIST: Description 63.00 Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 63.00 Total: $63.00 doc: Receipt -06 Printed: 03 -02 -2012 • 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.TukwilaWA.gov RECEIPT Parcel No.: 0323049046 Permit Number: D11-220 Address: 10802 EAST MARGINAL WY S TUKW Status: ISSUED Suite No: Applied Date: 07/18/2011 Applicant: BLUE STAR GAS Issue Date: 10/10/2011 Receipt No.: R11 -02699 Initials: User ID: JEM 1165 Payment Amount: $947.02 Payment Date: 12/12/2011 11:46 AM Balance: $0.00 Payee: MARVIN R WIEBKE TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd MC Authorization No. 06348Z ACCOUNT ITEM LIST: Description 947.02 Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES 000.322.100 573.95 000.345.830 373.07 Total: $947.02 doc: Receipt -06 Printed: 12 -12 -2011 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.TukwilaWA.gov RECEIPT Parcel No.: 0323049046 Permit Number: D11 -220 Address: 10802 EAST MARGINAL WY S TUKW Status: APPROVED Suite No: Applied Date: 07/18/2011 Applicant: BLUE STAR GAS Issue Date: Receipt No.: R11 -02214 Initials: JEM User ID: 1165 Payment Amount: $3,560.34 Payment Date: 10/10/2011 04:16 PM Balance: $0.00 Payee: CHRIS S MASTRUP, BLUE STAR GAS ASSOC TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 010124 ACCOUNT ITEM LIST: Description 3,560.34 Account Code Current Pmts PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW TRAFFIC MITIGATION FEES 000.322.100 000.342.400 000.345.830 104.367.120 Total: $3,560.34 250.00 144.00 144.00 3,022.34 doc: Receiot -06 Printed: 10 -10 -2011 1 • 1 �J,�� - wqs City of Tukwila ��y Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 0323049046 Permit Number: D11-220 Address: 10802 EAST MARGINAL WY S TUKW Status: PENDING Suite No: Applied Date: 07/18/2011 Applicant: BLUE STAR GAS Issue Date: Receipt No.: R11 -01489 Initials: WER User ID: 1655 Payment Amount: $1,215.02 Payment Date: 07/18/2011 07:46 AM Balance: $0.00 Payee: CHRIS MASTRUP (PHONE) TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 018790 ACCOUNT ITEM LIST: Description 1,215.02 Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $1,215.02 733.65 476.87 4.50 doc: Receiot -06 Printed: 07 -18 -2011 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 1r- (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: Type of Inspection: f (iii � : , o a ,n I (e, ... A!, (e - r`�- P Q ' ' t Address: iQv2_ , \Si ►v141>4 le, Date Called: 1C_ I,,,, - 4P P cH/acc Special Instructions: Date Wanted:. War A-1;1 t 104-..... fwie" it- ,Aidt I a.-..m. Requester: is Phone No: .7O( �.c -y ‘,2 C Approved per applicable codes. ElCorrections required prior to approval. . COMMENTS: ., f (iii � : , o a ,n I (e, ... A!, (e - r`�- P Q ' ' t 3 4,.,, I,,,, - 4P P cH/acc War A-1;1 t 104-..... fwie" it- ,Aidt I is In DeGfo1 ,v -, 'ILA, Date: i`f 7-- PECTION FEE REQUIRED. Prior to n/ inspection. fee must be t 6300 Southcenter Blvd., S ite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit :'INSPECTION NO. PERMIT NO. • CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 . • Permit Inspection Request Line (206) 431 -2451 b 220 Project: • Type[o-f (nspection: E � � �' A Address: .1 D f'0` k . 4t 1N'lL. Date Called: Special •Instructions: Date Wanted:. a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. \ COMMENTS: " rietaft_ peri +ils ;I 6, vole() ` Inspector Date: Z REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be • paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. :1,• • • - INSPECTION RECORD Retain a copy with permit INSPE- ON O. CITY OF °;TUKWILA BUILDING DIVISION :6300 Southcenter:Blvd., #100, Tukwila. WA 98188 g (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 / -226 PERMIT NO. Project: • 4747/ . • .' - P 45 Type of Inspection: F / ? "7a�mV G Address: .4'492 4'15. 74/24//1/41 Date Called: - Speciafinstructions: • Date Wanted:. Vim` Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. (;-:. COMMENTS: • ?e,t1/ 4 1 /,c% /�/ -0 /64/) /7 6> jrs %',C rl A SPECTION :F E R UIRED. Pr' to dat 6300 South a nter Blvd., Suite 100. next inspection, fee must be Call to schedule reinspection • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 e. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 .0//-22 C� Project: &2/ 5.rni? G i)S Type of Ins ection: Fc - ^/4 / 6 Address: /O& Z e451-4ml? tMLw/9 Date Called: f Special Instructions: Date W me :. 7 / // m• Requester: Phone No: ' 0.26-3 -3B?- G •Y7/ OApproved per applicable codes. CO,Corrections required prior to approval. COMMENTS: 5-,270 L 5 p0 - I f' 2fe ✓P4 Dat /7/j/ • 0 IN PECTION FEE REQUIrRED. Prior !o next inspection. fee must be ' . at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION Na • 1711 -tea PERMIT NO. • • .CITY• OF TUKWILA BUILDING DIVISION • 6300 Southcenter BIvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: e - Lets Type of Inspect' n: �' . f ' h✓aQ Address: . iart 6 i&s Called: oY4 64.A Special Instructions: . • • ' • Date Wanted:. ov J /l. a.m. Requestteyy: . C./10.5 ffb5t/LA IQ Phone No: ?1) 4 762-a �3 • .1 • • •• "„,":: Approved per applicable codes. • COMMENTS :. Corrections required prior to approval. 1;14it .91 ctrYJted Inspector: Date: /et Par ti . ❑ REINSPECTION -FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit p / / PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: CruS Type of Inspection: F -‘-‘41 • Address: 1080-_, c M„rS -tA, Suite #: Contact Person: Special Instructions: Phone No.: VIApproved per applicable codes. Corrections required prior to approval. COMMENTS: no Co v e (A, o'-. S co ty (.e. --2 rile r—p-‘,. ( C7LK. . Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: 41_43_ / y Hrs.: ) $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: 1 Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • y .7 .1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS f' ;n) 0 CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Projergit• 1, Ar i . , r j •, � ', ` Type of Inspection: f {� t` . jj t ir� p t 1, -',�i Address: /t) go .. Suite #: ... PO 45— , ,v 4 L t`-`� Y S Contact Person): Special Instructions: Phone No.: Approved per applicable codes. FZI, Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: ,f7� .) t)'r. % dad -t^} ''4 J i {Ni f� w °.., - '>,'l -F�.. 1 ` ce i,' t i. i. ,.. tA. , K Ij 1t i.i o K ' : r99..° .,°+ .:. ✓ s-;■ i ' -A f- 0 (A, �.... c...'� t d:.' I 1 i,,„) fr!. .% i c) r: r`'� -. i`.,m,;. EV IC '9,-, , ti C n r ;- f,S P £ d 0 , k., ;;1a .r-^ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0678 CONCRETE REPORT D CrIVED Report Number: RC245170 Permit Number: 011 -220/ D12 -016 'JUL 10 2012l COpas Project: Blue Star Gas Address: 10802 E Marginal Way S., Tukwila Inspector(s): Jerry Graham Client: Spooner Contracting Address: 17807 SE 346th Street, Aubum Date: 5/25/2012 Description /Location: Inspected reinforccing steel and concrete placement for footings for 20'x30' steel building at east side of the lot. The inspected work was found to be done as per approved plans. Resteel Verified: Yes 5/25/2012 Jerry Graham (Grade 60) Mfg: Nucor Placement Data Design ❑ Actual © Batch Weights /Cubic Yard Supplier: CalPortland (Glacier) Cement (Ibs/type): 471.5# Type: I/H Mix Number: 3100 Fine Agg. (Ibs): 1461.9# Slump Spec: 4" +/- 1" Coarse Agg. (Ibs /size): 1918.5# 3/4" Slag (Ibs): W/C Ratio Spec: 0.55 Coarse Agg. (lbs/size): Air Spec: Coarse Agg. (lbs/size): Total Yards: 12 Fly Ash (lbs): Placed Via: Chute Water (lbs or gal): 251.1# Consolidated: Yes Admixtures (specify): Required Strength: 3000 psi at 28 days. Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 1:57 pm 10.00 0 gal. 3 3/4" 72 °F 68 °F 7347 558086 Weather: Cloudy Date Samples Picked Up: Slump Range: 3 3/4" Air % Range: 5/28/2012 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING /PLACEMENT: Conforms: t7 Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 6/1/12 7 4 x 8 12.62 8.89 52,790 4180 2 6/22/12 28 4 x 8 12.62 8.89 70,950 5620 3 6/22/12 28 4 x 8 12.62 8 .87 70,920 5620 4 6/22/12 28 4 x 8 12.62 8.9 75,070 5950 = Discarded Tested in general accordance to: ASTMC39 Mi ASTMC617 ❑ ASTMC1231 ❑ if alter Hansen, Project Manager Copies to: ❑ Client © Engineer 0 Building Dept ❑ Owner © Contractor n Batch Plant ❑ Architect ❑ Others Technical Responsibility: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 Carlson Testing, Inc. Bend Office (541) 330 -9155 Geotechnical Office (503) 601 -8250 Eugene Office (541) 345 -0289 Salem Office (503) 589 -1252 Tigard Office (503) 684 -3460 Special Inspection FINAL SUMMARY LETTER Date: January 16, 2012 Job #: T1105619 City of Tukwila 6300 Southcenter Blvd Tukwila, WA 98188 Attn: Building Department Re: Project Name: Blue Star Gas — Fueling Canopy Address: 10802 E Marginal Way S = Tukwila, WA Permit #: D11 -220 CITY OFtTLJ MLA JAN 232012 PERMIT CENTER Per Chapter 17, Section 1704.1.2 of the International Building Code (IBC), we have performed special inspection of the following item(s) per our inspection reports only: Structural Steel (Shop Inspections Only) The non- compliance (NC) items recorded for each of the above inspection categories, as listed on the non - compliance report, have been either repaired and re- inspected by CTI for compliance or reviewed and accepted by the engineer of record for the project in the "As -Built Condition" or through an RFI. The issuance of this final report is based on the engineer's acceptance of the NC items not specifically re-inspected by CTI. CTI did not provide any additional review or re- inspection of those items beyond the inspections that initially generated each of these individual items on the non - compliance list. The engineer of record has provided the acceptance of the non- compliance items and as -built conditions. All requested inspections and tests were performed and reported according to the requirements of project documents and to the best of our knowledge, the work was in conformance with the approved plans and specifications, approved change orders and applicable workmanship, provisions of the State Building Code and Standards, as well as the structural engineer's design changes, approvals and verbal instructions. Our construction inspection and testing services were provided and intended to help reduce the risk of construction defects, deficiencies or omissions that arose during and after construction. Our services do not constitute a warranty or guarantee of any type. Even with diligent construction monitoring and testing, construction defects, deficiencies or omissions in the contractor's work may exist. It is the contractor's responsibility to perform their work in accordance with the approved construction documents. CTI has provided its professional services with the degree of care and skill currently exercised under similar circumstances by members of its profession in the same locale. Statements made in our reports are based on technical judgments and should not be construed to be conclusive representations of fact. Our reports pertain to the material tested /inspected only P:\ Projects \General\2011 \T1105619 \01 -16 -2012 Final Letter:doc Updated 11/30/11 Date: January 16, 2012 Job #: T1105619 Page 2 of 2 CTI's services did not include responsibilities related to determining, supervising, implementing or controlling the means, methods, techniques, sequences or procedures of the construction or evaluating or reporting job conditions related to health, safety or welfare: Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are further questions regarding this matter please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING INC. even W. Leac Project Manager SWL /pl cc: Becker Canopies —Ron Wiebke City of Tukwila Building Department Peyton Tomita & Associates — Dave Peyton Blue Star Gas — Chris Mastrup EMW North LLC ekWiebke @comcast: net cmastrup @bluestargas.com OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0678 otrNrTi, �o CONCRETE REPORT Report Number: RC247430 Permit Number: 011 -220 Project: Blue Star Gas Address: 10802 E Marginal Way S., Tukwila Inspector(s): James Reid Client: Soundearth Strategies Construction, LLC Address: 2811 Fairview Ave. E., Suite 2000, Seattle Date: 12/22/2011 Description /Location: Arrived on site as to inspect reinforcing steel and concrerte placement for canopy section footings per detail A/CS1. Reinforcing steel was inspected for type, grade, spacing, splice length and minimum cover. To the best of my knowledge the inspected work listed above conforms to the approved plans and specifications. Resteel Verified: Yes 12/22/2011 James Reid (Grade 60) Mfg: Placement Data CalPortland (Glacier) 3100 4" +/- 1" Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: 5.5 Pump Yes 3000 psi Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Time Made 2:45 pm Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Water Slump Yards Added C 143 5.50 6 gal. 5" Actual ❑ 470# Type: I 1445# 1900# 3/4" Batch Weights /Cubic Yard 260# Air % C 231 Conc.Temp C 1064 50 °F Slag (lbs): Ambient Temp 35 °F Truck Ticket No. No. 7623 497345 Weather: Sunny Date Samples Picked Up: Specimen Test Number Date 1 12/29/11 2 1/19/12 3 1/19/12 Slump Range: 4" +/- 1" Air % Range: 12/23/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Field Cure Age (Days) REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Size Area Weight Max Load (in.) (Sq.ln.) (Lbs.) (Lbs.) Does Not Conform ❑ Strength Fracture Type (psi) (other than cone) 7 4 x 8 12.56 8.8 67,000 5330 28 4 x 8 12.62 8.85 94,560 7490 28 4 x 8 12.62 8.82 93,420 7400 4 1/19/12 28 4 x 8 12.62 8.85 93,980 7450 • = Discarded Tested in general accordance to: ASTMC39 D ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client D Engineer D Building Dept Batch Plant ❑ Owner D Contractor ❑ Architect ❑ Others Technical Responsibility: er a s 'n, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 135396 Project: Blue Star Gas Address: 10802 East Marginal Way South, Tukwila Client: Sounder Construction Permit Number: Job Number: Client Address: D11-220 11 -0678 2811 Fairview Avenue East - Suite 2000, Seattle, WA 98102 Inspections Performed Steel Decking Structural Steel Fabrication Structural Steel Erection x Other (specify): Other (specify): Inspector and Date Remarks Rick Hardy 01/09/2012 Copies to: Client x Engineer Others Owner X Contractor Technical Responsibility: Performed visual inspection of welds on structural steel erection on the following: • Connections were all'/ inch fillet welds. • Seismic anchorage of two (2) each assemblies as follows: 1/2" x 8" 1' -8" plate to 1/2" x 9" x1' -8" gusset plate and gusset plates to top and bottom plates. Top plate to /2 inch tank bearing band with a minimum % inch x 10" long fillet weld. I also inspected the installation of one (1) 1% inch diameter A36 thru bolt with nut and washer. The above inspected work conform to AWS D1.1.2010 and City of Tukwila approved plans and details. The welder's WABO certification is to be sent to the ORA office. Reference Standard(s) Used: IBC 2009; AWS D1.1.2010 CONFORMS Welder's certification card received by ORA office on 1/11/2012. Architect X Building Dept. Ali VI al - r a - sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4-US - Fax (206) 723 -2221 Form No.: ADMIN -63 -05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC245054 Permit Numb Job Number: 11 -0678 Project: Blue Star Gas Address: 10802 E Marginal Way S., Tukwila Inspector(s): Jerry Graham Client: Address: Date: Soundearth Strategies Construction, LLC 2811 Fairview Ave. E., Suite 2000, Seattle 12/8/2011 Description /Location: Footings: tank support walls and vertical propane tank foundation. Resteel Verified: Yes 12/8/2011 Jerry Graham (Grade 60) Mfg: Nucor Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Miles 1240AF 4±1" .40 6±1 % 43 Chute Yes 4000 psi Sampling and Testing Data ASTM C 172, C 31 Time Made Cast Samples: 1-4 2:38 pm Cubic Yards Design ❑ Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (Ibs or gal): Admixtures (specify): Water Slump Added C 143 0 gal. 4 1/4 "" Actual n Batch Weights /Cubic Yard 450.9# Type: 1/1I 1253.3# 351.8# 3/8" Slag (lbs): 1544.4# 7/8" 112.3# 227.1# 229 oz. GLENIUM 3030, 6 oz. MBAE 90 Air % C 231 Conc.Temp C 1064 5.1% 53 °F Ambient Truck Ticket Temp No. No. 40 °F M078 144660 Weather: Cloudy Date Samples Picked Up: 12/9/2011 Specimen Number Test Field Date Cure Slump Range: 4-4 1/2" Air % Range: 5 -5% Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms 5 Does Not Conform ❑ COMPRESSIVE TEST RESULTS Age Size (Days) (in.) Area Weight Max Load Strength Fracture Type (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 12/15/11 2 1/5/12 3 1/5/12 4 1/5/12 = Discarded Tested in general accordance to: 7 4 x 8 12.63 8.58 51,520 4080 28 4 x 8 12.62 8.54 73,860 5850 28 4 x 8 12.62 8.62 73,460 5820 28 4 x 8 12.62 8.57 74,290 5890 2 ASTMC39 p ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client n Engineer nI Building Dept Batch Plant ❑ Owner 0 Contractor ❑ Architect ❑ Others Technical Responsibility: 2 Wa - r 7'- nsen, Yo)ect Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0678 CONCRETE REPORT Report Number: RC245072 Permit Number: 011 -220 Project: Blue Star Gas Address: 10802 E Marginal Way S., Tukwila Inspector(s): Dwayne Helgeson Description /Location: Resteel Verified: Yes Client: Soundearth Strategies Construction, LLC Address: 2811 Fairview Ave. E., Suite 2000, Seattle Date: 12/14/2011 On site to inspect both reinforcing steel and concrete placement for the tank support stem walls. The inspected work was found to be done as per approved project documents. 12/14/2011 Dwayne Helgeson (Grade 60) Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Miles 1240AF 4 "±1" 5%±1% 8.50 Pump Yes 4000 psi Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Time Cubic Made Yards 2:15 pm 8.50 Water Slump Added C 143 0 gal. 5" Mfg: Cascade Actual ❑ 450# Type: 1/1I 1250# 350# 3/8" 1550# 7/8" Batch Weights /Cubic Yard Slag (lbs): 113# 242# 23 oz. GLENIUM 3030, 6 oz. MBAE 90 Air % C 231 Conc.Temp C 1064 4.9% 63 °F Ambient Temp 39 °F Truck Ticket No. No. 135 259560 Weather: Overcast Date Samples Picked Up: 12/15/2011 Specimen Number 1 Test Date 12/21/11 Field Age Cure (Days) Slump Range: — Air % Range: — Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Size Area Weight Max Load (in.) (Sq.ln.) (Lbs.) (Lbs.) ASTM C31, Exclude C31- 10.1.2 Does Not Conform ❑ Strength Fracture Type (psi) (other than cone) 2 1/11/12 1/11/12 4 1/11/12 * = Discarded Tested in general accordance to: Copies to: 7 4 x 8 12.63 8.41 49,450 3920 28 4 x 8 12.62 8.4 66,770 5290 28 4 x 8 12.62 8.4 68,010 5390 28 4 x 8 12.62 8.45 67,500 5350 ASTMC39 p ASTMC617 ❑ ❑ Client n Engineer Building Dept ❑ Owner 0 Contractor Batch Plant ❑ Architect ❑ Others ASTMC1231 Technical Responsibility: alter 'en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. ®� Geotechnical Engineering, Construction Inspection & Materials Testing 1 Job Number: 11 -0678 CONCRETE REPORT DEV I Qp Report Number: RC245072 Permit Number: 011 -220 Project: Blue Star Gas Address: 10802 E Marginal Way S., Tukwila Inspector(s): Dwayne Helgeson Client: Soundearth Strategies Construction, LLC Address: 2811 Fairview Ave. E., Suite 2000, Seattle Date: 12/14/2011 Description /Location: On site to inspect both reinforcing steel and concrete placement for the tank support stem walls. The inspected work was found to be done as per approved project documents. Resteel Verified: Yes 12/14/2011 Dwayne Helgeson (Grade 60) Mfg: Cascade Placement Data Supplier: Miles Mix Number: 1240AF Slump Spec: 4 "±l" W/C Ratio Spec: Air Spec: 5 %±1 % Total Yards: 8.50 Placed Via: Pump Consolidated: Yes Required Strength: 4000 psi Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Design Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Actual ❑ Batch Weights /Cubic Yard 450# Type: 111I 1250# 350# 3/8" Slag (lbs): 1550# 7/8" 113# 242# 23 oz. GLENIUM 3030, 6 oz. MBAE 90 Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket Made Yards Added C 143 C 231 C 1064 Temp No. No. 2:15 pm 8.50 0 gal. 5" 4.9% 63 °F 39 °F 135 259560 Weather: Overcast Slump Range: — Air % Range: — Date Samples Picked Up: 12/15/2011 Initial Curing Method: ASTM C31, Exdude C31- 12.1.5 Initial Curing Temp: AsrM C31, Exclude C31- 10.1.2 Comments Specimen Number 1 = Discarded Test Date 12/21/11 REINFORCING / PLACEMENT: Conforms D Does Not Conform ❑ COMPRESSIVE TEST RESULTS Field Age Size Area Weight Max Load Strength Fracture Type Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 7 4 x 8 12.63 8.41 49,450 3920 Tested in general accordance to: ASTMC39 p ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client in Engineer 0 Building Dept Batch Plant ❑ Owner In Contractor ❑ Architect ❑ Others Technical Responsibility: to H. ''n, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0678 CONCRETE REPORT Report Number: RC247430 Permit Number: DI1 -220 Project: Blue Star Gas Address: 10802 E Marginal Way S., Tukwila Inspector(s): James Reid Client: Soundearth Strategies Construction, LLC Address: 2811 Fairview Ave. E., Suite 2000, Seattle Date: 12/22/2011 Description /Location: Arrived on site as to inspect reinforcing steel and concrerte placement for canopy section footings per detail A/CS1. Reinforcing steel was inspected for type, grade, spacing, splice length and minimum cover. To the best of my knowledge the inspected work listed above conforms to the approved plans and specifications. Resteel Verified: Yes 12/22/2011 James Reid (Grade 60) Mfg: Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: CalPortland (Glacier) 3100 4" +/- 1" 5.5 Pump Yes Required Strength: 3000 psi Sampling and Testing Data ASTM C 172, C 31 Time Cubic Made Yards Cast Samples: 1 -4 2:45 pm Design r Actual ❑ 470# Type: I 1445# 1900# 3/4" Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C143 5.50 6 gal. 5" Batch Weights /Cubic Yard 260# Air% C 231 Conc.Temp C 1064 50 °F Slag (lbs): Ambient Temp 35 °F Truck No. 7623 Ticket No. 497345 Weather: Sunny Slump Range: 4" +/- 1" Air % Range: Date Samples Picked Up: 12/23/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments Specimen Number REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Test Field Age Size Area Weight Date Cure (Days) (in.) (Sq.ln.) (Lbs.) Max Load (Lbs.) Does Not Conform ❑ Strength Fracture Type (psi) (other than cone) 1 12/29/11 • = Discarded Tested in general accordance to: ASTMC39 7 4 x 8 12.56 Copies to: ❑ Client r Engineer ❑ Owner n Contractor ❑ Architect ❑ Others 8.8 67,000 5330 ASTMC617 ❑ ASTMC1231 Building Dept Batch Plant Technical Responsibility: Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 Carlson Testing, Inc. o,sgIVED 116$ Bend Office Geotechnical Office Eugene Office Salem Office Tigard Office (541) 330-9155 (503) 601-8250 (541) 345-0289 (503) 589-1252 (503) 684-3460 Daily Report of Structural Steel Client: BECKER CANOPIES - RON WIEBKE Project. BLUE STAR GAS - FUELING CANOPY Address: 10802 E MARGINAL WAY S CTI representative R was on site this date Permit D11-220 BATY TUKWILA WA CTI Job #: T1105619. Jurisdiction' TUKWILA Dec. 21, 2011 to perform Special Inspection for: DFS #(s) PO Number: SCOPE OF INSPECTION 1. Checked in with superintendent, client or shop rep. Name: PAUL Company EVANS METAL FAB 2. Inspection was "IBC" Continuous © Periodic 3. Work performed: 0 In the field EVANS METAL FAB At fab shop 4. If shop inspection do they have fabrication and QC procedures? © Yes ❑ No ❑ N/A INSPECTION Yes NoN /A 1. Reviewed previous inspection reports? X 2. Verified steel materials are in compliance by reviewing random samples of the mill test reports, steel ID markings or other documentation. X X 3. Verified weld filler materials conform. x X 4. Checked steel members to see they were fabricated and erected in accordance with the workmanship and tolerances required. X 5. Checked welded studs and structural connections were installed as required. X 6. Verified high strength bolts and fasteners conform. x 7. Verified the quality of welds produced by welders, welding operators, and tackers conform. X 8. Verified steel frame joint details for bracing, stiffening, member locations, and application of joint details at each connection are in compliance by random sampling. X WELDER INFORMATION Welders Name- ON FILE Certification #. AT SHOP Yes No N/A 1. Verified the contractor's Welding Procedure Specifications are in conformance with AWS requirements. X 2. Verified the essential variables outlined in the Welding Procedure Specifications were employed during execution of the work. X 3. Verified the weldability of reinforcing steel other than ASTM A706. X Location of steel inspection [to include grid lines, elevations (floors) and drawing details]: MADE PERIODIC INSPECTION OF THE FOLLOWING: (2) BM1 - CANOPY BEAM, PER 1 /S3. (2) Al - CANOPY COLUMN, PER 1 /S1. See additional report page(s). Distribute attachments. REPORT SUMMARY 1. Work inspected was: © Completed In progress 2. Completed work inspected was in compliance with Approved plans and specifications Shop drawings RFI Design change Submittal N/A Document #(s) Dated: 3. Noncompliance item(s) were noted this date, details on following page(s). El Yes 0 No © N/A 4. Noncompliance item(s) were reinspected this date, details on following page(s). Yes No © N/A LiConform 0 Remain in progress Report(s) findings were discussed and left with PAUL Of EVANS METAL FAB Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. Page lof 1 Daily Report of Structural Steel CTI Job #: T110 5 619 . Project: Notes: BLUE STAR GAS - FUELING CANOPY For: 12/21/2011 In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested/inspected only. Information contained herein is not to be reproduced, except in fi without prior authorization from this office. Under all circumstances, the information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: Steven W Leach Review Date: 01/03/2012 RB /CK BECKER CANOPIES - RON WIEBKE TO: CITY OF TUKWILA BUILDING DEPARTMENT PEYTON TOMITA & ASSOCIATES - DAVE PEYTON RKWIEBKE @COMCAST.NET BLUE STAR GAS - CHRIS MASTRUP CMASTRUP @BLUESTARGAS.COM EMW NORTH LLC 8430 SW HUNZIKER ST. TIGARD OR - PO BOX 23814, TIGARD OR 97281 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0678 CONCRETE REPORT Report Number: RC245054 Permit Number: D11 -220 Project: Blue Star Gas Client: Soundearth Strategies Construction, LLC Address: 10802 E Marginal Way S., Tukwila Address: 2811 Fairview Ave. E., Suite 2000, Seattle ® Inspector(s): Jerry Graham Date: 12/8/2011 �j�` Description /Location: Footings: tank support walls and vertical propane tank foundation. 6' Resteel Verified: Yes 12/8/2011 Jerry Graham (Grade 60) Mfg: Nucor 49 9O Or Placement Data Supplier: Miles Mix Number: 1240AF Slump Spec: 4±1" W/C Ratio Spec: .40 Air Spec: 6±1% Total Yards: 43 Placed Via: Chute Consolidated: Yes Required Strength: 4000 psi Design ❑ Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (Ibs or gal): Admixtures (specify): Actual p Batch Weights /Cubic Yard 450.9# Type: VII 1253.3# 351.8# 3/8" Slag (Ibs): 1544.4# 7/8" 112.3# 227.1# 229 oz. GLENIUM 3030, 6 oz. MBAE 90 Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1 -4 2:38 pm 0 gal. 4 1/4 "" 5.1% 53 °F 40 °F M07814 4660 Weather: Cloudy Date Samples Picked Up: Specimen Number Slump Range: 4 -4 1/2" Air % Range: 5 -5% 12/9/2011 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms tn Does Not Conform ❑ COMPRESSIVE TEST RESULTS Test Field Age Size Area Weight Max Load Strength Fracture Type Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 7 4 x 8 12.63 8.58 51,520 4080 1 12/15/11 • = Discarded Tested in general accordance to: ASTMC39 p ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client 0 Engineer 0 Building Dept Batch Plant ❑ Owner p Contractor ❑ Architect ❑ Others Technical Responsibility: er Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 11AL 1 -1/2" METER 1 THE NICEWONGER CO. r L� 10825 RECONNECT TO SERE WITH 1" /SERVICE & ,IAETER PER D k$H a 40 v 10 LF 18" DI f it • r L Aft% '4,•� 6 woo Y_ tr2 .cfl CONTRACTOR SHALL PROTECT P(.NER 20 POLES FORM DAMAGE. COORDINATE 0 0 WITH UTIUTY FOR SUPPORT AND 0 o BRACING REQUIREMENTS. (SEE SH. 43 OR ACCEPTABLE BRACE). «.---.,_ x. A " 11 NORTH GRAPHIC SCALE 10 20 40 S +68;-3 .8' LT INSTALL % • - 18" X 8" TEE (MJ x FLY? W/THRUST BLOCK 8" GATE VALVE & BOXL xJ) EA VALVE MARKER 2" SD 9. IN F OF DATIONS. 21 AIMMIINta — — 16 — _- 21 W SS SD A. IN ricer 1 inch — 20 11 - REMOVE & REPLACE EX. CHAIN UNK FENCE AS'N�ECESSARY 170 LF 18" Di'. –x- --12" SD— --C }— — _SD 5 PROVIDE �", SERVICE ( FOR FUTURE) ti, 2T +80. 32.8' LT ` -3\ INSTALL w� .1: ' , 22 ..�` 24 ;:)' - 16" x 6" TEE (kw *FL) FL) ^`° �' dll _DLO '.. -�— __RESTRAINED Aglow_ "Timli...werasamw-T -air! S��_ �! — . li- SSMBCYPER E AIL ' _ A% _Y t, ._5 i i -r_ V— .f=_I —mil __AL --1 �- V / - - V — 14 -- W 0' MIN. ELECF7UCP / • V- -Vx tit _ 1 EX FH TO REMAIN IN SERVICE �r. RECONNECT EX'=,8" FIRE RIFE PER P1AN -8A ", SH 37 (13 B 1 UTILITIES AREA C LL BEFORE YOU DIG; - 00- 424 -5555 1 / m RECONNECT TO EX SERVICE WITH. NEW 1" SERVICE & 3/4" METERI -PAR DETAIL SH. 40 RECONNECT TO SERVICE WITH EW �?� 1" SERVICE & ` 2 MARIE I . DI(;A METER PER D ?' A L S�I�i� X40081 ! INSTALL EAS f" OF NEr C '`C ; STREET IMP f OVEMENTSD ,74 QC �.� I'06 20 �4 Q 0 � %z 5k-(, 9 of 5°i 286o -4 W 0 0 M H COMBINATION VERTICAL & HORIZONTAL 45' BEND (OR AS SHOWN ON PLANS) CONNECT TO EXISTING r EX. SERVICE 1 VALVE (SEE PLAN FOR SIZE) U cV RESTRAINED JOINT SHUT OFF VALVE. IF NO VALVE EXISTS, CAP EX. SERVICE (WORK BY SWD) CAD c»i0 .4P�OMPIJASCE NR ROtTO FIOCT 0620'11 Q ofTUk PLAN A '�G DIVISION NTS ^I 3� Sir( ... , I Z VERTICAL BEND TEE (SEE PLAN FOR SIZE) cr 59 2$S9 A Peyton - Tomita & Associates JOB TITLE 24x26 CANOPY 954 Town & Country Road Orange, CA 92868 JOB NO. RL201105 SHEET NO. 1 (714) 245 -4931 CALCULATED BY DEP DATE 2/3/12 CHECKED BY DATE CS09 Ver 2011.01.20 FILE COP" r www.struware.com REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 2 2012 City of Tukwila BUILDING DIVISION STRUCTURAL CALCULATIONS FOR 24x26 CANOPY 10802 EAST MARGINAL WAY S., TUKWILA, WA 98188 VISI b11-220 FEB 10 2012 RECEIVED FEB 15 2012 PERMIT6 NTFR Peyton - Tomita & Associates JOB TITLE 24x26 CANOPY 954 Town & Country Road Orange, CA 92868 JOB NO. RL201105 SHEET NO. _ _ --3 (714) 245 -4931 CALCULATED BY DEP DATE 2/3/12 CHECKED BY DATE www.struware.com Code Search Code: International Building Code 2009 Occupancy: Occupancy Group = M Mercantile Occupancy Category & Importance Factors: Occupancy Category = lI Wind factor = Snow factor = Seismic factor = Type of Construction: Fire Rating. 1.00 1.00 1.00 Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (0) Building length (L) Least width (B) Mean Roof Ht (h) Parapet ht above grd Minimum parapet ht Live Loads: 0.00 /12 0.O deg 26.0 ft 24.0 ft 16.3 if 17.9 if 1.6 ft Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Awnings and canopys 5 psf Floor Typical Floor 50 psf Partitions 15 psf Stairs & Exitways 100 psf Balconies (exterior) - same as occupan 50 psf Mechanical Corridors above first floor 80 psf Lobbies & first floor corridors 100 psf Peyton-Tomita & Associates 954 Town & Country Road Orange, CA 92868 (714) 245-4931 JOB TITLE 24x26 CANOPY JOB NO. RL201105 SHEET NO. 3 CALCULATED BY DEP DATE 2/3/12 CHECKED BY DATE Wind Loads : Importance Factor Basic Wind speed Directionality (Kd) Exposure Category Enclosure Classif. Internal pressure Kb case 1 Kb case 2 Type of roof 1.00 85 mph 0.85 Open Building +/-0.00 0.864 0.864 Topographic Factor (Kzt) Topography Hill Height (H) Half Hill Length (Lh) Actual H/Lh = Use H/Lh Modified Lh = From top of crest: x= Bldg up/down wind? H/Lh= 0.00 x/Lh = 0.00 z/Lh = 0.00 At Mean Roof Ht: Kzt = (1+KIK2K3)^2 = Monoslope Flat 0.0 ft 0.0 ft 0.00 0.00 0.0 ft 0.0 ft downwind = K2 = K3 = 0.000 0.000 1.000 1.00 H< 15ft;exp C Kzt=1.0 ESCARPMENT V(z) V(Z) x(upwind) AIME§ 7, Speed-up x(downwind) H 2D RIDGE or 3D AXISYMMETRICAL HILL Peyton-Tomita & Associates 954 Town & Country Road Orange, CA 92868 (714) 245-4931 JOB TITLE 24x26 CANOPY JOB NO. RL201105 SHEET NO. CALCULATED BY DEP DATE 2/3/12 CHECKED BY DATE Wind Loads - Open Buildings (per ASCE7-05): 0.25 5 h/L 5 1.0 Type of roof = Monoslope Free Roofs Wind Flow = Clear Main Wind Force Resisting System Kz = (case 2) = 0.86 Roof pressures - Wind Normal to Ridge G= Roof Angle = 0.85 0.0 deg Base pressure (qh) = 13.6 psf Wind Flow Load Case Clear Wind Flow Wind Direction y= 0 & 180 deg Cnw Cn1 Clear VVind Flow A Cn = p = 1.20 13.9f 0.30 .... 3.5 psf B Cn = p= -1.10 -12.7 psf -0.10 -12 psf NOTE: 1). Cnw and al denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half. of roof. al is pressure on leeward half of roof 3). Positive pressures act toward the roof Negative pressures act away from the roof Roof pressures - Wind Parallel to Ridge, = 90 de Wind Flow Load Case Clear Wind Flow Horizontal Distance from Windward Edge 5. h >h < 2h > 2h Clear Wind Flow positive Cn = 17=- - -0.80 --79fpsf -0.60 -0.30 - -3.5 psf -6.9 psf B 17= 9.2 psf 5.8---pii 0.30 3.5 psf Fascia Panels -Horizontal pressures qp = 13.6 psf Components & Cladding - roof pressures Kz= (case 1) = 0.86 Base pressure (qh) = 13.6 psf G= 0.85 Windward fascia: Leeward fascia: a = 3.0 ft h= 16.311 2h= 20.4 psf (GCpn = +1.5) -13.6 psf (GCpn= -1.0) a2= 9.0 sf 4a2 = 36.0 sf Effective Wind Area Clear Wind Flow zone 3 zone 2 zone 1 positive negative positive negative positive negative < 9 sf --------;9,736 2.40 -3.30 1.80 -1.70 1.20 CN sf - 1.80 -1.70 1.80 -1.70 1.20 -1.10 > 36 sf 1.20 -1.10 1.20 -1.10 1.20 -1.10 Wind < 9 sf 27.72sf __.. -38.12sf .. 20.8 psf -19.6 Et_ 13.92sf_ -12.72sf 79,<36 sf 20.8 psf -19.6 psf 20.8 psf -19.6 psf 13.9 psf -12.7 psf pressure - - > 36 sf _ 13.9 psf -12.7 psf . 13.9 psf -12.7 psf _. 13.9 psf -12.7 psf Peyton-Tomita & Associates 954 Town & Country Road Orange, CA 92868 (714) 245-4931 JOB TITLE 24x26 CANOPY JOB NO. RL201105 SHEET CALCULATED BY DEP DATE 2/3/12 CHECKED BY DATE WIND LIR= TI ON ■ or.tor c==. vfiND DtPECTION y■ or =to, vamp DIREC17.0N, Location of Wind Pressure Zones 1 ITTCHED MONOSLOPE WIND DIRECT/ON roar L WIND DIRECTION y = 0°. 180° `MID DIRECTION Y. 100' ILCILIMMK WD D IRECITON =MD WIND DIRECTION, WIND DIRECTION y = 90° MAIN WIND FORCE RESISTING SYSTEM 3 1 3 MONOSLOPE 71: 3 1 1 3 e< to 18411211. 3 1 3 1 3 ?ITCHED OR TROUGNED ROOF COMPONENTS AND CLADDING ek IO Peyton - Tomita & Associates 954 Town & Country Road Orange, CA 92868 (714) 245 -4931 JOB TITLE 24x26 CANOPY JOB NO. RL201105 SHEET NO. 4 CALCULATED BY DEP DATE 2/3/12 CHECKED BY DATE Snow Loads : Roof slope = Horiz. eave to ridge dist (W) = Roof length parallel to ridge (L) = 0.0 deg 24.0 ft 26.0 ft Type of Roof Monoslope Ground Snow Load Pg = 25.0 psf Importance Category = Importance Factor I = Thermal Factor Ct = Exposure Factor Ce = Pf= 0.7 *Ce *Ct *I *Pg Pf min lI 1.0 1.20 1.0 • 21.0 psf = 20.0 psf Flat Roof Snow Load Pf = Rain on Snow Surcharge Angle = Code Maximum Rain Surcharge Rain on Snow Surcharge Unobstructed Slippery Surface (per Section 7.4) = Sloped -roof Factor Cs = 21.0 psf 0.48 deg 5.O psf 0.0psf no 1.00 Design Roof Snow Load (Ps) = 21.0 psf ( "balanced" snow load) Building Official Minimimi = 25.0 psf Leeward Snow Drifts - from adjacent higher roof Upper roof length Projection height Building separation Adjacent structure factor Snow density Balanced snow height hc/hb <0.2 = -1.0 Drift height Drift width Surcharge load: Windward Snow Drifts - Anninst walls, Building roof length Projection height Snow density Balanced snow height hc/hb >0.2 = 0.3 Drift height Drift width Surcharge load: lu = 0.0 ft h = 0.0 ft s = 0.0 ft 1.00 y = 17.3 pcf hb = 1.22 ft he = -1.22 ft Therefore, no drift m= w= pd =g*hd= 0.00 ft -9.74 ft 0.0 psf parapets, etc more than 15' long lu = 26.011 h= 1.6ft y = 17.3 pcf hb = 1.22ft he = 0.37ft Therefore, design for drift m= w= pd = g*hd = 0.3711 2.93 ft 6.3 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Exposure Factor, Ce Terrain Exposure of roof Fully Partially Sheltered Above treeline Alaska -no trees A B C D n/a 0.9 0.9 0.8 . 0.7 0.7 1.1 1.0 1.0 0.9 0.8 0.8 1.3 1.2 1.1 1.0 n/a n/a Design Roof Snow Load (Ps) = 21.0 psf ( "balanced" snow load) Building Official Minimimi = 25.0 psf Leeward Snow Drifts - from adjacent higher roof Upper roof length Projection height Building separation Adjacent structure factor Snow density Balanced snow height hc/hb <0.2 = -1.0 Drift height Drift width Surcharge load: Windward Snow Drifts - Anninst walls, Building roof length Projection height Snow density Balanced snow height hc/hb >0.2 = 0.3 Drift height Drift width Surcharge load: lu = 0.0 ft h = 0.0 ft s = 0.0 ft 1.00 y = 17.3 pcf hb = 1.22 ft he = -1.22 ft Therefore, no drift m= w= pd =g*hd= 0.00 ft -9.74 ft 0.0 psf parapets, etc more than 15' long lu = 26.011 h= 1.6ft y = 17.3 pcf hb = 1.22ft he = 0.37ft Therefore, design for drift m= w= pd = g*hd = 0.3711 2.93 ft 6.3 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Peyton - Tomita & Associates JOB TITLE 24x26 CANOPY 954 Town & Country Road Orange, CA 92868 JOB NO. RL201105 SHEET NO. _ (714) 245 -4931 CALCULATED BY DEP DATE 2/3/12 CHECKED BY DATE Seismic Loads: Occupancy Category: II Importance Factor (I) : 1.00 Site Class : D Ss (0.2 sec) = SI (1.0 sec) = Fa = 1.000 Fv = 1.500 150.90 %g 52.10 %g Sms = Sml = 1.509 0.782 SDS = SDI = 1.006 Design Category = D 0.521 Design Category = D Seismic Design Category = D Number of Stories: 1 Structure Type: Not applicable Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Cantilevered Column Systems detailed to conform to the requirements for: Seismic resisting system: Ordinary steel moment frames System Building Height Limit: System not permitted for this seismic design category Actual Building Height (hn) = 16.3 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Factor (R) = 1.25 System Over - Strength Factor (no) = 0.75 Deflection Amplification Factor (Cd) = 1.25 SDs = 1.000 (Sds modified for Cs calculation since SDI = 0.521 regular structure, T < =.5 and <= 5 stories) p = redundancy coefficient Seismic Load Effect (E) = p QE +/- 0.2SDs D = p Qs +/- 0.201D QE = horizontal seismic force Special Seismic Load Effect (E) = S2o QE +1- 0.2SDS D = 0.8 QE +/- 0.201D D = dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Method Not Permitted Simplified Analysis Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis Building period coef (Cr) = Approx fundamental period (Ta) = User calculated fundamental period (T) = Long Period Transition Period (TL) = Seismic response coef (Cs) = need not exceed Cs = but not less than Cs = USE Cs= Permitted 0.020 crho = ASCE7 map Sdsl/R = Sdl I /RT - 0.044Sds = 0.162 sec x= 0.75 0 sec 12 0.800 2.565 0.044 0.800 Design Base Shear V = 0.800W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x Cu = 1.40 Tmax = CuTa = 0.227 Use T = 0.162 DECK CANTILEVER LOADS DECK WT.= MISC. WT.= DEAD WT. =W= FASCIA WT. =P= LIVE LOAD =Lr= SNOW LOAD =Pf= SNOW DRIFT LOADS W1 @ FASCIA= DRIFT WIDTH= LENGTH =L= 3.00 FT 2.5 PSF 0.5 PSF 3 PSF 10 PLF MOMENT =W L ^2 /2 +PL =MD= 20 PSF MOMENT= Lr *L ^2 /2 =ML= 25 PSF MOMENT=Pf*LA2/2=MS= 6.3 PSF 2.93 FT MOMENT= W2 *L ^2/2 +.5(W 1- W2)L *2/3L =MDR= WIND PRESSURES ZONE 3 DOWN =pv= ZONE 3 UPLIFT =pv= FASCIA WINDWARD =ph= FASCIA LEEWARD =ph= LOAD COMBINATIONS MD= MD +MLr= MD +MS +MDR= MD +MW= MD +.75(MS +MW)= MAXIMUM= ALLOWABLE= .6MD -MW= ALLOWABLE= 27.7 PSF -38.1 PSF -20.4 PSF 13.6 PSF FASCIA H= C.O.A. =d= MW WIND= MW LEE= MOMENT= pv *L ^2 /2 +ph *H *d =MW= 44 FT- LBS /FT 134 FT- LBS /FT 175 FT- LBS /FT 182 FT- LBS /FT 232 FT- LBS /FT 232 FT- LBS /FT= -167 FT- LBS /FT= 44 FT- LBS /FT 90 FT- LBS /FT 113 FT- LBS /FT 19 FT- LBS /FT 1.92 FT 0.54 FT -21 FT- LBS /FT 14 FT- LBS /FT 139 FT- LBS /FT -193 FT- LBS /FT 3.711 IN- K/PNL. OK 7.309 IN- K/PNL. 2.664 IN- K/PNL. OK 10.321 IN- K/PNL. DECK SPAN LOADS DECK WT.= MISC. WT.= DEAD WT. =W= LIVE LOAD =Lr= SNOW LOAD =Pf= 2.5 PSF 0.5 PSF 3 PSF LENGTH =L= 10.50 FT MOMENT <= WLA2 /8 =MD= 41 FT- LBS /FT 20 PSF MOMENT <= Lr *L ^2 /8 =ML= 276 FT- LBS /FT 25 PSF MOMENT <= Pf *LA2 /8 =MS= 345 FT- LBS /FT SNOW DRIFT LOADS W1 @ FASCIA= DRIFT WIDTH= W2 @ 1st RIB= 6.3 PSF 2.93 FT 3.43 PSF MOMENT<=W2*LA2/8=MDR= 47.31 FT- LBS /FT WIND PRESSURES EFFECTIVE AREA= L *L/3= 36.75 SQ.FT. ZONE 3 DOWN= 13.90 PSF ZONE 3 UPLIFT= -12.70 PSF MOMENT <= pv *LA2 /8 =MW= 192 FT- LBS /FT -175 FT- LBS /FT LOAD COMBINATIONS MD= 41 FT- LBS /FT MD +MLr= 317 FT- LBS /FT MD +MS +MDR= 433 FT- LBS /FT MD +MW= 233 FT- LBS /FT MD +.75(MS +MW)= 443 FT- LBS /FT MAXIMUM = 443 FT- LBS /FT= 7.095 IN- K/PNL. OK ALLOWABLE= 10.321 IN- K/PNL. .6MD -MW= -150 FT- LBS /FT= 2.403 IN- K/PNL. OK ALLOWABLE= 7.309 IN- K/PNL. 1 l0 CFS Version 5.0.3 Section: BRDECK40.sct BESTWORTH - ROMMEL GR 40 DECK Rev. Date: 6/14/2006 8:06:38 AM David Peyton Peyton - Tomita & Associates Page 1 Section Inputs Material: A653 SQ Grade 40 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 40 ksi Tensile Strength, Fu 55 ksi Warping Constant Override, Cw 0 in ^6 Torsion Constant Override, J 0 in ^4 Part 1, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.625 90.000 0.093750 None 0.000 0.000 0.313 2 1.250 180.000 0.093750 None 0.000 0.000 0.625 3 3.035 270.000 0.093750 Nested 0.000 0.000 1.517 4 16.000 180.000 0.093750 None 0.000 0.000 8.000 5 3.000 90.000 0.093750 Nested 0.000 0.000 1.500 6 1.078 0.000 0.093750 None 0.000 0.000 0.539 7 0.438 270.000 0.093750 None 0.000 0.000 0.219 CFS Version 5.0.3 Section: BRDECK40.sct BESTWORTH- ROMMEL GR 40 DECK Rev. Date: 6/14/2006 8:06:38 AM Full Section Properties David Peyton Peyton - Tomita & Associates Page 2 Area 0.86263 in ^2 Wt. Ix Sx(t) Sx(b) Iy Sy(1) Sy(r) I1 I2 Ic Io 1.070 inA4 rx 0.4651 inA3 y(t) 1.4583 inA3 y(b) Height 31.805 in ^4 ry 3.8690 in ^3 x(1) 3.5359 inA3 x(r) Width 31.810 inA4 rl 1.065 inA4 r2 32.875 inA4 rc 36.415 inA4 ro 0.0029330 k /ft 1.114 in 2.301 in 0.734 in 3.035 in 6.072 in 8.221 in 8.995 in 17.215 in 6.073 in 1.111 in 6.173 in 6.497 in Width 24.932 in Ixy 0.409 in ^4 a - 89.239 deg Xo -0.554 in Yo -1.948 in jx 0.597 in jy 10.699 in Cw 46.566 in ^6 J 0.000344 inA4 Fully Braced Strength - 2004 North American Specification - US (ASD) Compression Pao 6.413 k Ae 0.28859 in ^2 Tension Ta Shear Vay Vax 21.033 k 2.240 k 0.000 k Positive Moment Maxo 10.321 k -in Ixe 1.012 inA4 Sxe(t) 0.4309 inA3 Sxe(b) 1.4735 inA3 Negative Moment Maxo 7.309 k -in Ixe 0.504 inA4 Sxe(t) 0.3638 inA3 Sxe(b) 0.3051 inA3 Positive Moment Mayo 51.176 k -in Iye 23.439 inA4 Sye(1) 3.7533 inA3 Sye(r) 2.1366 inA3 Negative Moment Mayo 50.083 k -in Iye 21.938 inA4 Sye(1) 2.0909 inA3 Sye(r) 3.2630 inA3 JI r PURLIN LOADS PURLIN TRIB DL EF Lr Pf SD ED +W -W A 8.679 38.9 86.8 173.6 217.0 11.0 54.7 120.6 -110.2 B 7.971 17.1 79.7 159.4 199.3 -4.3 50.2 110.8 -101.2 C 7.350 36.1 73.5 147.0 183.8 11.7 46.3 102.2 -93.3 TOTALS 24.000 92.00 240.0 480.00 600.00 18.5 151.2 333.6 -304.8 WINDWARD FASCIA 20.4 PSF LEEWARD FASCIA 13.6 PSF FASCIA HEIGHT 1.92 FT LATERAL WIND LOAD 65.2 PLF NO. OF PURLINS 3 21.7 PLF /PURLIN SEISMIC LOAD Ve= 1.3 *.8 "W= Pe= 1.3 *.8 *P= 95.68 PLF 31.89 PLF /PURLIN 249.6 LBS END FASCIA 83.2 LBS /PURLIN .Y 0 .Z—.X M1 j I M2 1 • M3 N1 IN2 ON3 �N4 Solution: Envelope PEYTON - TOMITA & ASSO... DEP RL201105 TYP. PURLIN SK -1 Feb 3, 2012 at 7:53 AM PURLINAr3d Company Designer Job Number : PEYTON- TOMITA & ASSOCIATES : DEP RL201105 TYP. PURLIN y Feb 3, 2012 7:53 AM Checked By: Hot Rolled Steel Properties Label E [ksil G [ks Nu Therm ( \1E..Densitv[k /ft... Yield[ks R Fu[ks Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 - 2 - A572 Gr.50 - - -29000--- - - -1- 1154 -- -- .3 - :65 • - - -.49-- -- - -- 50-- - -- -1-1- -- --58- - -- 1.2 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.3 58 1.1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 Hot Rolled Steel Section Sets Label Shape Type Design List Material 1 I HR1A 1 W8X13 1 Beam 1Wide Flange( A992 Member Primary Data Design Rul... A [in2l lyy [in4l Izz [in4l J fn41 Typical 1 3.84 1 2.73 1 39.6 1 .087 Label I Joint J Joint K Joint Rotate (de..Section /Shane T Design List Material Design Rules 1 M1 N1 N2 0 HR1A 0 Beam Wide Flange A992 Typical 2 M2 N2 N3 . .. ,r_,; • 0_ -. • -HR1A - -• Beam . Wide Flange ` '. ' A992 Typical Typical 3 M3 N3 N4 0 HR1A ,4 Beam Wide Flange .. - 26 A992 Member Advanced Data Label I Release J Release I Offset[in] J Offset[inl T/C Only Physical TOM Inactive Seismic Design ... 1 M1 Yes None 2. M2 Yes None 3 M3 Yes None Joint Coordinates and Temperatures Label X [ft Y [ft Z [ft Temp FFl Detach From 1 M1 N1 0 0 0 0 .2 • N2 3.666667 0 ;:;. .:_ .. ,r_,; • 0_ -. :.,r • - • 0.. 3 1.333 N3 22.333333 0 0 0 3 ,4 - N4 .. - 26 .... 0 .. 0-, . , _ 0 Joint Boundary Conditions Joint Label X [Win] Y [Win] Z [k/in] X Rot.[k- ft/radl Y Rotjk-ft/radl Z Rot.[k-ft/radl Footin q 1 N2 Reaction Reaction Reaction Fixed 2 N3 Reaction Reaction Hot Rolled Steel Design Parameters Label _ _ _Shape Length... Lb ft Lbzz[ft l Lcomp to..Lcomp bot[ftl Kyy Kzz Cm- yy Cm -zz Cb v swavz sway Function 1 M1 HR1A 3.667 1.333 Lateral '2. ' • M2 HR1A 18.667 9.333 1.333 Lateral 3 M3 HR1A 3.667 1.333 Lateral RISA -3D Version 9.1.1 [J: \CAD FILES \RIDGELINE DESIGN \RL201105 \PURLINA.r3d] Page 6 Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 TYP. PURLIN S Feb 3, 2012 7:53 AM Checked By: Joint Loads and Enforced Displacements (BLC 1 : D) Joint Label -ft) (in rad) (k's ^2 /ft k *f A 1 Ni N1 L -.. Y . ...... ....... , -.087 - 2 N4 - -- - L Z -.083 Joint Loads and Enforced Displacements (BLC 8 : E) Joint Label -ft) (in rad) (k`s^2/ft k`ftA 1 Ni - -- Y -.. Z.._.. ... 1...,.. , -.083 2 N4 L Z -.083 Member Distributed Loads (BLC 1 : D) Member Label Start Locationrft 0/] 0 1 M1 - -- Y - - - -- - - -- -- ---- - .--- - -' - -- -.039 -.._ ...- -,....--- t•....1� -... -.039 , O 0 ....v w<.ouVnrla, rot 0 '2 - - M2 Y -.039 -.039 - 0 0 3 M3 Y -.039 -.039 0 0 Member Distributed Loads (BLC 2 : Lr) Member Label 0 0 1 M1 M1 - - _- Y --- - -- -�-- ..___,._...... -.217 --- - --- _ ------ .......... .174 -.._ ..._�....--- L .......... -.174 ......................i.., .v/ 0 I_na. �wmvl 4ll, /01 0 J -2. • .. M2 Y • -.174 • -- - .174,. - • 0 - • 0 3 3 M3 Y Y -.174 -.174 -.217 0 0 Member Distributed Loads (BLC 3 : Pf) Member Label 0 0 1 M1 M1 - - --- Y --- - -- -�-- ..___,._...... -.217 , O 0 -.._ ...-. �....--- ......r -... -.217 ....... � .............. a. .vl 0 gnu �wuuvlgn, /off 0 - , 2 . . : - . • M2 .. . - Y .. ..... -.217 : - -.217• _ •... _ 0 - 0 3 - 4 M3 Y -.217 .022 -.217 0 0 0 Member Distributed Loads (BLC 4 : USL1) Member Labe Start I nrationrft 0/-1 0 1 M1 Y - .217 -.217 , O 0 0 0 -- 2_ -�.- -M2__ • -- -- --- Y.---- - -_ _ - -- .217. --- �-' :.21'7 -. w. . 0 0 3 M3 Y -.109 -.109 - 4 0 0 Member Distributed Loads (BLC 5 : USL2) Member Label Start Locationrft 0/] nnrK 0 1 M1 Y ._._�._.____.. -. ..,... -.109 -.._ ..._a•••..•.• -.••. •.,..... -.109 , O 0 VI.V LVVOIIVIII! I, /01 0 • 2 M2 Y -.217 -.217 '• - 0 - 0 3 M3 Y -.109 -.109 0 0 Member Distributed Loads (BLC 6 : +W) Member Label 0 0 1 nil Y -.121 -.121 0 0 2 M2 Y -.121 -.121 0 0 3 M3 Y -.121 -.121 0 0 - 4 M1 Z .022 .022 0 0 5 M2 Z .022 .022 0 0 6 M3 Z .022 .022 0 0 RISA -3D Version 9.1.1 [J: \CAD FILES \RIDGELINE DESIGN \RL201105 \PURLINA.r3d] Page 7 Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 TYP. PURLIN )L Feb 3, 2012 7:53 AM Checked By: Member Distributed Loads (BLC 7 : -140 Member Label Direction Start Magnituderk /ft ,... End Magnitudefk /ft ,d... Start Location [ft , %1 End Location fft.% 1 M1 Y .11 .11 0 0 2 M2 Y .11 .11 0 0 3 M3 Y .11 .11 0 0 4 M1 Z .022 .022 0 0 5 M2 Z .022 .022 0 0 6 M3 Z .022 .022 0 0 Member Distributed Loads (BLC 8 : E) Member Label Direction Start Magnitude[k /ft ,... End Magnitudefk /ft .d... Start Locationfft. %1 End Locationfft .% 1 M1 Z .032 .032 0 0 2 " . M2 . Z .. .032 - :.032..- ... . .. - 0 0 3 M3 Z .032 .032 0 0 Member Distributed Loads (BLC 9 : SD) Member Label Direction Start Magnitude[k/ft,... End Magnitudefk /ft ,d... Start Location rft , %1 End Location rft,% 1 M1 Y -.011 -.011 0 0 2 " M2 Y -.011 -.011 0 0 3 M3 Y -.011 -.011 0 0 Member Distributed Loads (BLC 10 : ED) Member Label Direction Start Magnitude[k /ft,... End Magnitude[k /ft,d... Start Location[ft, %] 1 1 M1 Y -.055 0 0 End Location[ft, %1 2.93 Basic Load Cases BLC Description Cat ego X Gravity Y Gravity Z Gravity Joint Point Distribut... Area (Me..Surfa 1 D DL Y -1 1 2 3 -s• 2:. .. •• Lr RLL 3' 2.. 3 Pf SL 1 1 2 1 3 .4 ' : - USL1 SL . " . • . 3 . , 3 D +Pf +SD 5 USL2 SL 1 1 3 1 9 3 _..6___.._ tW _ . _ ._-__ _ _12__W L - _ _ __ ' 6 • D +Pf +SD +ED .. — 7 -W WL 1 3 1 9 1 6 1 .__ . - - - - -E- - EL..- -_._ 1..04_ .:.2_.:_...._ 5 3 _. Y 9 SD SL 4 1 3 "10 . ED SL • 6 D +USL2 1 Y Load Combinations Description Sol.. PD.. SR.. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 D Yes Y 1 1 2.. • D +Lr Yes Y 1 1 2 1 3 D +Pf +SD Yes Y 1 1 3 1 9 1 .4 D +Pf +SD +ED Yes Y 1 1 3 1 9 1 10 1 5 D +USL1 Yes Y 1 1 4 1 • 6 D +USL2 Yes Y 1 1 5 1 7 D +W Yes Y 1 1 6 1 ' 8. D +.75(Pf +W) Yes Y 1 1 3 .75 6 .75 9 .6D -W Yes Y 1 .6 7 1 • 10 1.14D+.7E Yes Y 1 1.14 8 .7 RISA -3D Version 9.1.1 [J: \CAD FILES \RIDGELINE DESIGN \RL201105 \PURLINA.r3d] Page 8 Company Designer Job Number : PEYTON- TOMITA & ASSOCIATES : DEP RL201105 TYP. PURLIN Feb 3, 2012 7:53 AM Checked By: P1 Load Combinations (Continued) 11 Description SoI...PD...SR...BLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC Factor 0.46D+.7E IYes 1 Y 1 .46 8 1 .7 1 Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry Footings Aluminum Connecti... 1 D max 0 1 4.054 Yes Yes Yes Yes Yes Yes Yes Yes - -2- .. -..: - D +Lr.. - min -�--- 0- - - • 1 - . Yes Yes Yes. Yes Yes- Yes Yes Yes 3 D +Pf +SD 3 N3 max 0 Yes Yes Yes Yes Yes Yes Yes Yes - 4. D +Pf +SD +ED 1 ,._:4 . ... min Yes Yes Yes Yes Yes Yes Yes Yes 5 D +USL1 0 1 5 Totals: Yes Yes Yes Yes Yes Yes Yes Yes .- 6 - - -- D +USL2 .04 7 - - . 6 : Yes Yes Yes Yes Yes Yes Yes Yes 7 D +W -.669 4 0 1 Yes Yes Yes Yes Yes Yes Yes Yes -. Er' D +.75(Pf +W) 0 1 .165 9 Yes . Yes Yes Yes Yes Yes Yes Yes 9 .6D-W min 0 1 Yes Yes Yes Yes Yes Yes Yes Yes -10 .: 1.14D +.7E 9 5 max • Yes • Yes Yes Yes Yes Yes Yes Yes 11 0.46D +.7E 2.416 4 10 Yes Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions Joint X fkl LC Y LC Z [kl LC MX fk -ft l LC MY fk -ft l LC MZ fk -ft l LC 1 N2 - max 0 1 4.054 8 0 1 NC NC 0 1 0 1 7-2 min -�--- 0- - - • 1 =.975 - 9" -.356 10 NC NC 0 1 0 1 3 N3 max 0 1 4.054 8 0 1 0 1 0 1 0 1 ,._:4 . ... min 0 1 =.975 9 -.356 10 0 1 0 1 0 1 5 Totals: max 0 1 8.108 8 0 1 1 .093 9 .04 7 0 . 6 : .036 min 0 1 -1.95 9 -.711 10 0 1 -.669 4 0 1 Envelope Member Section Forces Member Sec Axial [kl LC y Shear l LC z Shearfkl LC Tor que[k -ft l LC v -v Momen... LC z -z Momen... LC 1 M1 1 max 0 1 -.04 11 0 1 0 1 0 1 0 1 -2. min : 0 1 -.099 • 10 -.058. 10 0 1 0 1 0 1 3 2 max 0 1 .02 9 .02 7 0 1 .009 7 .218 4 ..-4 . • min 0 . 1 - -.386 4 -.029 10 0 .. 1 • -.04 10 .015 9 5 3 max 0 1 .093 9 .04 7 0 1 .036 7 .702 4 - 6. • min 0 1 -.669 4 0 1 0 1 -.053 10 -.037 9 7 4 max 0 1 .165 9 .06 7 0 1 .082 7 1.439 4 8• min 0 1 -.937 4 0 1 0 1 -.04 10 -.156 9 9 5 max 0 1 .238 9 .08 7 0 1 .146 7 2.416 4 10 min 0 1 -1.206 8 0 1 0 1 0 1 -.34 9 11 M2 1 max 0 1 2.848 8 0 1 0 1 .146 7 2.416 4 '12 min 0 1 -.738 9 -.297 10 0 1 0 1 -.34 9 13 2 max 0 1 1.424 8 0 1 0 1 0 1 2.241 9 -:14 min 0 1 -.369 9 -.149 10 0 1 -1.04 10 -7.599 8 15 3 max 0 1 .039 5 0 1 0 1 0 1 3.102 9 16 min 0 1 0 1 0 1 0 1 -1.386 10 - 10.922 8 17 4 max 0 1 .369 9 .149 10 0 1 0 1 2.241 9 .18 min 0 1 -1.424 8 0 1 0 1 -1.04 10 -7.599 8 19 5 max 0 1 .738 9 .297 10 0 1 .146 7 2.37 8 20 min 0 1 -2.848 8 0 1 0 1 0 1 -.34 9 21 M3 1 max 0 1 1.206 8 0 1 0 1 .146 7 2.37 8 RISA -3D Version 9.1.1 [J: \CAD FILES \RIDGELINE DESIGN \RL201105 \PURLINA.r3d] Page 9 ' Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 TYP. PURLIN Feb 3, 2012 7:53 AM Checked By: Envelope Member Section Forces (Continued) Member Sec Axial 22 M1 1 min 0 1 - -.238 9 -.08 7 _ 0 1 , , 0 6 �_.,34.,.... 9 23 W8X13 2 max 0 1 .926 8 0 1 0 1 .082 7 1.393 8 _24_ ___- _ _ _ -- - - _ min _...0.. .. 1._.._ -.165- - -9 - -.- -- .06 -..- -7 - - O. -1- -.04 -- . -10- - - ;156 - 9 25 " 3 max 0 1 .646 8 0 1 0 1 .036 7 .672 8 ' 26 3 min 0 1 -.093 9 -.04 7 0 1 -.053 10 -.037 9 27 4 max 0 1 .367 8 .029 10 0 1 .009 7 .208 8 28 4 min 0 1 -.02 9 -.02 7 0 1 -.04 10 .015 9 29 5 max 0 1 .099 10 .058 10 0 1 0 1 0 1 30 5 min 0 1 .04 11 0 1 0 1 0 1 0 1 Envelope Member Section Deflections Member Sec n 1 M1 1 max 0 1 .402 6 0 1 0 1 NC 6 NC 1 2 W8X13 .748 min 0 1 -.124 9 -.869 10 0 ." 1 NC 9 50.623 10 3 .104 2 max 0 1 .303 6 0 1 0 1 NC 6 NC 1 1• :- " min 0 .1- -:093 9 -.65 10 0 1 NC 9 67.648 10 5 3 max 0 1 .203 8 0 1 0 1 NC 8 NC 1 -'6 : min 0 1, . -.062 9 -.433 10 0 1 ' NC 9. 101.723 10 7 4 max 0 1 .102 8 0 1 0 1 NC 8 NC 1 8 ' min - 0 •. 1 =.031 9 . - .216'" . -10• 0 , '` 1 NC 9 .203.851 10 9 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 -.10T min • 0 1'• 0 1 0 1 0 1 NC 1 NC 1 11 M2 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 -12 min 0 1 0' 1 : 0 '] 1 - - -0 1 - NC 1 ' ' NC 1 13 2 max 0 1 .147 9 .978 10 0 1 1528.924 9 229.052 10 =1'4 - min 0 1 -.501 8 0 '1. . 0 , .. 1 -447.166 • 8' NC 1 15 3 max 0 1 .207 9 1.373 10 0 1 1081.642 9 163.196 10 : 16 • min 0 1 -.713 8 0 ' '' • , 1 0 1 314.042 8 . NC 1 17 4 max 0 1 .147 9 .9.78 10 0 1 1528.924 9 229.052 10 .18 ": min ".- - 0 1 -.501 8 0 1 0 .1 447.166 8 . NC' 1 19 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 l'.20' - min `•0 1. • 0• 1 0 .1 . 0 1 NC 1 NC 1 21 M3 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 min • 0 •-.1 . 0 . .1 - . 0 -1 0 - - 1 NC 1 NC 1 23 2 max 0 1 .102 8 0 1 0 1 NC 8 NC 1 ' 24 ... . min . 0 1 -.031 9_ -.216 10 0 - • 1 NC 9 203.851 10 25 3 max 0 1 .203 8 0 1 0 1 NC 8 NC 1 :'26 min 0 1 • . -.062 9 -.433 10 0 1 • NC 9 101.723 10 27 4 max 0 1 .303 6 0 1 0 1 NC 6 NC 1 28 min 0 1 -.093 9 -.65 . 10 . 0 1 NC 9 67.648 10 29 5 max 0 1 .402 6 0 1 0 1 NC 6 NC 1 30 • min 0 1 -.124 9 -.869 10 0 1 NC 9 50.623 10 Envelope AISC 13th(360 -05): ASD Steel Code Checks Member Shape Cb 1 M1 W8X13 .104 3.667 8 .033 3.667 y 8 94.213 114.97 5.364 28.443 1 H1 -1 b 2 M2 W8X13 .748 9.333 8 .077 18.667y 8 8.178 114.97 5.364 17.179 1 H1 -1b 3 M3 W8X13 .104 0 8 .033 0 y 8 94.213 114.97 5.364 28.443 1 H1-1b RISA -3D Version 9.1.1 [J: \CAD FILES \RIDGELINE DESIGN \RL201105 \PURLINA.r3d] Page 10 PEYTON - TOMITA & ASSOCIATES CHECK PONDING:(APPND. 2) Lp= Ls= S= Ip= Is= Id= 18.67 ft 10.50 ft 1.33 ft 39.6 inA4 1.012 inA4 0.68025 inA4 /ft Cs= 0.0512466 Cp= 0.1030175 Cp +0.9Cs= 0.1491395 < 0.25 02/03/2012 PRIMARY W 8X13 SECOND DECK > 0.3038766 inA4/ft O.K. O.K. THE ROOF SYSTEM IS STABLE AND NO FURTHER INVESTIGATION IS REQ'D. 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245 -4930 PURLIN REACTIONS PURLIN DL Lr Pf NA NB PA PB USL ULL LONG EL LONG WL A 761.4 2256.4 2820.5 1527.7 - 1442.8 - 1281.3 1275.5 1427.7 27.9 791.8 282.8 B 470.5 2072.6 2590.7 828.0 -635.2 - 1176.9 1171.5 2033.6 1181.1 489.3 259.7 C 711.2 1911.0 2388.8 358.7 -90.4 - 1085.2 1080.2 2388.8 1911.0 739.6 239.5 TOTALS 1943.0 6240.0 7800.0 2714.4 - 2168.4 - 3543.4 3527.2 5850.0 3120.0 2020.7 782.0 Zc LATERAL SEISMIC 673.6 LBS/PURLIN LATERAL WIND LOAD 282.4 LBS/PURLIN PURLIN SD ED A 143.1 91.6 B -55.5 84.2 C 152.4 77.6 TOTALS 240.0 253.4 Solution: Envelope PEYTON - TOMITA & ASSO.. DEP RL201105 CARRYING BEAM & COLUMN SK -2 Feb 3, 2012 at 8:21 AM TEE.r3d Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 CARRYING BEAM & COLUMN Feb 3, 2012 8:37 AM Checked By: 2L Hot Rolled Steel Properties Label E [ksij G [ks 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 _.2 A572 Gr.50 29000 11154 .3 .65 . .49 50 1.1 58 1.2 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.3 58 1.1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 Hot Rolled Steel Section Sets Label Shaoe Type iqn Design Rul 1 HR1 W8X24 Beam Wide Flange A992 R2 4.44 3.41 48 .137 2 HR2 HSS10X10X4 Column SquareTube A500 Gr.46 Typical 8.96 141 141 220 Member Primary Data Label I Joint J Join n 1 M1 N2 N3 0 0 HR1 Beam Wide Flange A992 R2 -:-2 -- ... --. M2 - - N3- N5. - - - -- - -- _. ._ ' - - -- - - - -HR1-- ' Beam" - W ide-Flange......._.- -A992 • - - - -- -R2 - -- 3 M3 N1 N3 - 0 HR2 Column SquareTube A500 Gr.46 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C On 1 ly Physical TOM Inactive Seismic Design ... M1 Yes None 2 M2 Yes None 3 M3 4 Yes None Joint Coordinates and Temperatures Label X 1 N1 12 0 0 0 2 N2 - - 3 - -- 17.6667 - . ... - ... - ...- 0 .. .. . - ...- - -. 0- ...- - - 3 N3 12 17.6667 0 0 Segment 4 N4 13.5 17.6667 0 -- - 0 5 N5 21 17.6667 0 0 HR2 Joint Boundary Conditions Joint Label X [k /in] 1 Ni Y [k /in] Z [k /in X Rot.[k- ft/rad] Y Rot.[k- ft/radl Z Rot.[k- ft/radl Reaction 1 Reaction Reaction 1 Reaction Reaction 1 Reaction Footin q Hot Rolled Steel Design Parameters Label Shape Length... Lb ft Lba[ft] Lcomp to..Lcomp bot[ftl Kyy Kzz Cm -yy Cm- 1 M1 HR1 9 ._ __ J _.._L__.. _L . ... ......... Lateral 2 M2 HR1 9 Segment Segment Lateral 3 M3 HR2 17.667 2.1 - 2.1 Yes Yes Lateral RISA -3D Version 9.1.1 [J: \CAD FILES \RIDGELINE DESIGN \RL201105 \TEE.r3d] Page 1 • Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 CARRYING BEAM & COLUMN Feb 3, 2012 8:37 AM Checked By: Joint Loads and Enforced Displacements (BLC 1 : D) •..Aff/4 1.• Joint Loads and Enforced Displacements (BLC 2 : Lr) oint Label ....1\ tI.•..A'I/G 1.• 1 - -- - .-,• -• .... .......... ,r.aynnuac1 l^,^ -,Lb 1111,1 au /, 11% J""Lill, R IC-LI� 1 N2 L Y -.761 2 N4 L Y -.47 3 N5 L Y -.711 Joint Loads and Enforced Displacements (BLC 2 : Lr) oint Label ....1\ tI.•..A'I/G 1.• 1 N2 - L •- -• ...... Y ...uy..,,uwl \L n-I.h Vnl auh In a Li I I, n IL" in -2.256 2 N4 L Y -2.073 3 N5 L Y -1.911 Joint Loads and Enforced Displacements (BLC 3 : ULL) • GU], •^ • 1 N2 L. -. .. Y ..v.• .r,aynn'. - Ilam, IS -I V, 1m,ra ), (k s 2/1l, k Il•'cn -.028 2 N4 L Y -1.181 3 N5 L Y -1.911 Joint Loads and Enforced Displacements (BLC 4 : Pt) in ....�\ /1, ►..A X1/4 1.• Joint Loads and Enforced Displacements (BLC 5 : USL) Join d • ^ • _ ..... ...... ,r,ay. n,uac.I 1 ^,n -Ill, 1111,1 OW, 1^ a Lill, n R "Cll 1 N2 L Y -2.821 2 N4 L Y -2.591 3 N5 L Y -2.389 Joint Loads and Enforced Displacements (BLC 5 : USL) Join d • ^ • Joint Loads and Enforced Displacements (BLC 6 : NA) • 1 _, -,... ...........,.. .r,ay „I,a..`11,..1. -II.J, 1m,ra ), VA s 2/ft, k IL"cn 1 N2 L Y -1.428 2 N4 L Y -2.034 3 N5 L Y -2.389 Joint Loads and Enforced Displacements (BLC 6 : NA) • 1 N2 - L .... ...... Y ,r,ay,Inauclln, A -il/ 1m,rad), (k b-4/11., k IL J -1.528 2 N4 L Y -.828 3 N5 L Y -.359 4 N2 L X .282 5 N4 L X .282 6 N5 L X .282 Joint Loads and Enforced Displacements (BLC 7 : NB) in • A • 1 - N2 - L v.. .w.. Y ,.,aY,ll.aa0111\,1\ -IL /, 1111,1 au , 1R s `G, k Il•'Lll 1.443 2 N4 L Y .635 3 N5 L Y .09 4 N2 L X .282 5 N4 L X .282 6 N5 L X .282 Joint Loads and Enforced Displacements (BLC 8 : PA) Joint Label L,D,M Direction Magnitude[(k,k -ft), (in,rad), (k•s ^2/ft, k102)] RISA -3D Version 9.1.1 [J: \CAD FILES \RIDGELINE DESIGN \RL201105 \TEE.r3d] Page 2 Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 CARRYING BEAM & COLUMN Feb 3, 2012 8:37 AM Checked By: zy Joint Loads and Enforced Dis •lacements BLC 8 : PA Continued Joint Label •cA7 /f* 4•fiA 1 N2 L Y 1.281 2 N4 L Y 1.177 3 N5 L Y 1.085 4 N2 L Z .283 5 N4 L Z .26 6 N5 L Z .239 Joint Loads and Enforced Displacements (BLC 9 : PB) Joint Label _ft !in rnrll !4•c A7/f} L•#A 1 N2 L Y -1.276 2 N4 L Y -1.172 3 N5 L Y -1.08 4 N2 L Z .283 5 N4 L Z .26 6 N5 L Z .239 Joint Loads and Enforced Displacements (BLC 10 : ELX) Joint Label •cA')/ft 4•f+A 1 N2 L X .674 2 N4 L X .674 3 N5 L X .674 Joint Loads and Enforced Displacements (BLC 11 : ELZ) Joint Label • ,A7/fG L•NA 1 N2 . L Z .792 2 N4 L Z .489 3 N5 L Z .74 Joint Loads and Enforced Displacements (BLC 12 : SD) Joint Label * A L•fiA 1 N2 L Y -.143 2 _ N4 L •• Y • .056 3 N5 L Y -.152 Joint Loads and Enforced Displacements (BLC 13 : ED) Joint La * A2/ft k•ftA 1 N2 L Y -.092 2 N4 L Y -.084 3 N5 L Y -.078 Member Distributed Loads (BLC 6 : NA) Member Label 1 M3 Direction Start Magnitude[k /ft,... End Magnitude[k /ft,d... Start Location[ft, %] End Location[ft, %] X .017 .017 0 16 Member Distributed Loads (BLC .7 : NB) Member Label I 1 I M3 Direction Start Magnitude[k/ft,... End Magnitude[k /ft,d... Start Location[ft, %] X 1 .017 .017 End Location[ft, %] 0 1 16 RISA -3D Version 9.1.1 [J: \CAD FILES \RIDGELINE DESIGN \RL201105 \TEE.r3d] Page 3 'Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 CARRYING BEAM & COLUMN Feb 3, 2012 8:37 AM Checked By: Member Distributed Loads (BLC 8 : PA) Member Label 1 M3 Direction Start Magnitude[k /ft,... End Magnitude[k /ft,d... Start Location[ft, %] Z .017 .017 0 End Location[ft, %] 16 Member Distributed Loads (BLC 9 : PB) I Member Label Direction M3 Z Start Magnitude[k /ft,... End Magnitude[k /ft,d... Start Location[ft, %] _ End Location[ft, %] .017 .017 0 16 Basic Load Cases BLC Description 1 D - --_� DL �. . _ _._".. .. —..q -1 — .......& ........ 3 , ...,• VroN wul...il, liC\IVI0..AJUI IG\.6l... 2 Lr RLL ...v.v. v�v. t•a.ly. 3 1 Pl.lV11,.iLV rOl.lUl 2 3 ULL RLL Yes 1 1 3 1 4 Pf SL Yes Yes Yes 3 Yes Yes 3 D +ULL 5 USL SL 1 1 3 3 Yes Yes Yes Yes 6 NA WL 6 Yes 1 D +Pf +SD +ED Yes 7 NB WL 1 4 1 6 1 1 1 Yes 8 PA WL Yes Yes Yes 6 5 1 Yes Y 9 PB WL 5 1 6 1 10 ELX ELX 1.04 3 D +NA Yes Y 11 ELZ ELZ 1 1.04 3 12 SD SL 7 3 Yes Y 1 13 ED SL 3 Load Combinations Description 1 D Yes - Y -- - -- - -- 1 - -- - -- 1 - -- - - - - - -- —�•�• ��. ........ rrv. ...v.v. v�v. t•a.ly. YLV 1 Pl.lV11,.iLV rOl.lUl 2 D +Lr Yes Y Yes 1 1 2 1 Yes Yes Yes Yes Yes Yes Yes Yes 3 D +ULL Yes Y 1 1 3 1 Yes Yes Yes Yes Yes 5 D +USL Yes 4 D +Pf +SD +ED Yes Y Yes 1 1 4 1 12 1 13 1 Yes Yes Yes Yes Yes Yes Yes Yes 5 D +USL Yes Y 1 1 5 1 6 D +NA Yes Y 1 1 6 1 7 .6D +NB Yes Y 1 .6 7 1 8 .6D +PA Yes Y 1 .6 8 1 9 D +PB Yes Y 1 1 9 1 10 D +.75Pf +.75NA Yes Y 1 1 4 .75 6 .75 11 D +.75Pf +.75PB Yes Y 1 1 4 .75 9 .75 12 1.14D +.7ELX Yes Y 1 1.14 10 .7 13 1.14D+.7ELZ Yes Y 1 1.14 11 .7 14 .46D +.7ELX Yes Y 1 .46 10 .7 15 .46D+.7ELZ Yes Y 1 .46 11 .7 Load Combination Design Description ASIF C • • 1 D -- -- — -- -. - -- - Yes • _... Yes ......— Yes --- -v.v.v Yes ...uvv. ..1 Yes , ...,ll..yO Yes ilIUllIIIIUlll Yes VUIIIICUtI.. Yes 2 D +Lr Yes Yes Yes Yes Yes Yes Yes Yes 3 D +ULL Yes Yes Yes Yes Yes Yes Yes Yes 4 D +Pf +SD +ED Yes Yes Yes Yes Yes Yes Yes Yes 5 D +USL Yes Yes Yes Yes Yes Yes Yes Yes 6 D +NA Yes Yes Yes Yes Yes Yes Yes Yes -3D Version 9. 1.1 [J: \CAD FILES \RIDGELINE DESIGN \RL201105 \TEE.r3d] Page 4 • Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number RL201105 CARRYING BEAM & COLUMN Feb 3, 2012 8:37 AM Checked By: Load Combination Design (Continued Descriation ASIF CD ABIF Servi 7 .6D +NB max 0 15 11.401 Yes Yes Yes Yes Yes Yes Yes Yes 8 .6D +PA 2 min -2.115 12 Yes Yes Yes Yes Yes Yes Yes Yes 9 D +PB 3 Totals: max 0 Yes Yes Yes Yes Yes Yes Yes Yes 10 D +.75Pf +.75NA 1.291 4 9.118 min Yes Yes Yes Yes Yes Yes Yes Yes 11 D +.75Pf +.75PB 0 1 0 1 Yes Yes Yes Yes Yes Yes Yes Yes 12 1.14D +.7ELX .633 13 0 1 Yes Yes Yes Yes Yes Yes Yes Yes 13 1.14D +.7ELZ -4.134 10 0 1 Yes Yes Yes Yes Yes Yes Yes Yes 14 .46D +.7ELX .59 12 .896 7 Yes Yes Yes Yes Yes Yes Yes Yes 15 .46D +.7ELZ min 0 1 Yes Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions Joint X LC k Z [k] 1 N1 max 0 15 11.401 11 0 1 0 1 .185 15 34.903 12 2 2 min -2.115 12 -1.8 8 -2.115 13 -34.65 13 0 9 .118 15 3 Totals: max 0 15 11.401 11 0 1 7 " .594 13 0 1 1.291 4 9.118 min -2.115 12 -1.8 8 -2.115 13 -4.08 10 0 1 0 1 Envelope Member Section Forces Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k -ft] LC y- LC 1 M1 1 max .472 12 .994 7 .554 13 0 1 0 1 0 1 2 min 0 1 -4.026 10 0 1 0 1 0 1 0 1 3 2 max .511 12 .961 7 " .594 13 0 1 1.291 15 9.118 10 4 min 0 1 -4.08 10 0 1 0 1 0 1 -2.199 7 5 3 max .55 12 .929 7 .633 13 0 1 2.672 15 18.359 10 6 min 0 1 -4.134 10 0 1 0 1 0 1 -4.325 7 7 4 max .59 12 .896 7 .673 13 0 1 4.141 15 27.721 10 8 min 0 1 -4.188 10 0 1 0 1 0 1 -6.378 7 9 5 max .629 12 .864 7 .712 13 0 1 5.699 15 37.206 10 10 min 0 1 -4.242 10 0 1 0 1 0 1 -8.357 7 11 M2 1 max 0 1 6.822 11 0 1 0 1 5.884 13 35.73 11 _12.. . - min -1.101 12 -1.423 8 -1.018 15 0 1 0 1 -6.683 8 13 2 max 0 1 3.493 4 0 1 0 1 3.894 15 23.026 4 14 min -.59 14 -.561 8 -.636 15 0 1 0 1 -4.115 8 15 3 max 0 1 3.438 4 0 1 0 1 2.507 15 15.229 4 16 min -.55 14 -.593 8 -.597 15 0 1 0 1 -2.817 8 17 4 max 0 1 3.384 4 0 1 0 1 1.209 13 7.553 4 18 min -.511 14 -.626 8 -.557 15 0 1 0 1 -1.445 8 19 5 max 0 1 3.33 4 0 1 0 1 0 1 0 1 20 min -.472 14 -.658 8 -.518 15 0 1 0 1 0 1 21 M3 1 max 11.401 11 2.158 12 0 1 .185 15 34.65 13 34.903 12 22 min -1.8 8 0 8 -2.157 13 0 9 0 1 .118 15 23 2 max 11.269 11 2.062 12 0 1 .185 15 25.51 13 25.76 12 24 min -1.88 8 0 8 -2.061 13 0 9 0 1 .118 15 25 3 max 11.136 11 1.965 12 0 1 .185 15 16.787 13 19.611 3 26 min -1.959 8 0 8 -1.965 13 0 9 0 1 -.911 6 27 4 max 11.004 11 1.869 12 0 1 .185 15 8.48 13 19.304 3 28 min -2.038 8 0 8 -1.869 13 0 9 0 1 -4.993 6 29 5 max 10.872 11 1.773 12 0 1 .185 15 .591 13 18.997 3 30 min -2.117 8 0 8 -1.773 13 0 9 0 1 -8.771 6 RISA -3D Version 9.1.1 [J: \CAD FILES \RIDGELINE DESIGN \RL201105 \TEE.r3d] Page 5 'Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201 105 CARRYING BEAM & COLUMN Feb 3, 2012 8:37 AM Checked By: Envelope Member Section Deflections Member Sec LC 1 M1 1 max 1.887 12 1.827 7 2.453 13 1.302e -2 13 59.144 7 183.801 13 2 M2 . min - . - -.01 - 15 - -.968. 10 - 0 - 1- - -0 1 112.793 10 NC 1 3 M3 2 max 1.887 12 1.346 7 2.237 13 1.302e -2 13 80.301 7 290.595 13 4 min .01 15 -.624 10 0 1 0 1 176.061 10 NC 1 5 3 max 1.887 12 .874 7 2.048 13 1.302e -2 13 123.596 7 591.864 13 6 min .01 15 -.322 10 0 1 0 1 347.303 10 NC 1 7 4 max 1.886 12 .423 7 1.914 13 1.302e -2 13 255.694 7 2226.779 13 8 min .01 15 -.103 10 0 1 0 1 1170.565 10 NC 1 9 5 max 1.886 12 .002 8 1.866 13 1.302e -2 13 NC 8 NC 13 10 min .01 15 -.011 11 0 1 0 1 NC 11 NC 1 11 M2 1 max 1.886 12 .002 8 1.866 13 1.302e -2 13 NC 8 NC 13 12 min .01 15 -.011 11 0 1 0 1 NC 11 NC 1 13 2 max 1.886 12 .013 8 1.924 13 1.302e -2 13 9499.073 8 1848.843 13 14 min .01 15 -.469 3 0 1 0 1 232.962 3 NC 1 15 3 max 1.887 12 .043 8 2.064 13 1.302e -2 13 2624.421 8 545.844 13 16 min .01 15 -1.015 3 0 1 0 1 106.971 3 NC 1 17 4 max 1.887 12 .086 8 2.255 13 1.302e -2 13 1289.563 8 277.552 13 18 - min .- .01- -15 _--- 1:616- -3-- -1- -1 -_ -67 :056 - -3- -- NC - -- 1 .. 0 0 __ 19 5 max 1.887 12 .135 8 2.471 13 1.302e -2 13 812.593 8 178.381 13 20 min .01 15 -2.245 3 0 1 0 1 48.24 3 NC 1 21 M3 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 22... -• - - -- --- - -- - - -- - -- min - - _0_-.. -1 -- --- 0--- 1---- 0 - - - -- 1 -. _ -0.. - - - - -1- - -NC -- ..1- ......NC - - -. -1. 23 2 max 0 8 0 15 .159 13 3.814e -8 9 NC 15 1309.476 13 24 min -.003 11 -.16 12 0 1 - 4.702e -5 15 1299.239 12 NC 1 25 3 max 0 8 -.002 15 .571 13 7.629e -8 9 NC 15 364.229 13 26 min -.006 11 -.576 12 0 1 - 9.404e -5 15 361.075 12 NC 1 27 4 max .001 8 -.005 15 1.15 13 1.144e -7 9 NC 15 180.846 13 28 min -.008 11 -1.161 12 0 1 - 1.411e -4 15 179.103 12 NC 1 29 5 max .002 8 -.009 15 1.814 13 1.526e -7 9 NC 15 114.683 13 30 min -.011 11 -1.834 12 0 1 - 1.881e -4 15 113.442 12 NC 1 Envelope AISC 13th(360 -05): ASD Steel Code Checks Member Shape (Ns 1 M1 W8X24 .705 • -- 9 11 .109 J 9 _.. y - -. 10 .._. _... .... 152.402 .. �..1..... 211.976 >i.v 21.382 u.cL wn.. 57.635 1•• -H1 •4.. -lb 2 M2 W8X24 .709 0 11 .176 0 y 11197.051 211.976 21.382 57.635 1•• -H1 -1b 3 M3 HSS10X10X4 .583 0 13 .033 0 z 13 107.267 246.802 61.606 61.606 1•• -H1 -lb RISA -3D Version 9.1.1 [J: \CAD FILES \RIDGELINE DESIGN \RL201105 \TEE.r3d] Page 6 PEYTON - TOMITA & ASSOCIATES 02/03/2012 PURLIN CONNECTION (AISC 13TH ED. ASD) PRYING W 8X13 T= 1013.500 LBS B= 9940.000 LBS d= 0.750 IN. bf= 4 IN. GAGE= 2.25 IN. tf= 0.255 IN. tw= 0.23 IN. b= 1.010 IN. a= 0.875 IN. b'= 0.635 IN. a'= 1.250 IN. 1.250 ROE= 0.508 1.638 d'= 0.813 IN. p= 3.248 IN. 1 DELTA= 0.750 - 1.415307 BETA= 17.338 ALPHA'= 1.000 treq'd= 0.108 OK tc= 0.446 - 0.91721 ALPHA= 0.000 Q= 0 TOTAL T= 1014 OK PURLIN CONNECTION PRYING W 8X24 T= 1013.500 LBS B= 9940.000 LBS d= 0.750 IN. bf= 6.495 IN. GAGE= 3.5 IN. tf= 0.400 IN. tw= 0.245 IN. b= 1.628 IN. a= 1.498 IN. b'= 1.253 IN. a'= 1.873 IN. 1.873 ROE= 0.669 2.409 d'= 0.813 IN. p= 2.000 IN. 1 DELTA= 0.594 - 1.82263 BETA= 13.167 ALPHA'= 1.000 treq'd= 0.202 OK tc= 0.799 - 0.999655 ALPHA= 0.000 Q= 0 TOTAL T= 1014 OK 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245 -4930 PEYTON - TOMITA & ASSOCIATES 02/03/2012 CHECK WEB BENDING FOR LATERAL BEAM W 8X13 tw= 0.23 IN k= 0.555 IN d= 7.99 IN Gage =G= 2.25 IN. F= 356 LBS 1.14D +.7E h =d -K= 7.435 IN. M =F *h= 2646.86 IN -LB Mn/1.67= 395.96 IN -LB /IN 6.68 IN REQD beff =3h= 22.305 IN PROVD OK V= 869 LBS Tbolt= 217.25 LBS M /G /2= 588 LBS Tbolt= 805 LBS <= OK 1.14D +.7E 9940 LBS 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245 -4930 23 TOP OF COLUMN CONNECTION UNBALANCED Lr= 18997 FT -LBS RESISTING ARM= 12.5 IN. BOLT TENSION = 9119 LBS USE: 3 /4 "DIA. A307's. CAPACITY = 9940 LBS PLATE MOMENT= 27356 IN -LBS PLATE THICKNESS= 1 IN. PLATE WIDTH= 11 IN. PLATE Mn= 99000 IN -LBS PLATE Mn/1.67= 59281 IN -LBS OK Sweld= 133.33 INA2 fb weld= 1710 PLI USE: 3116 FILLET ALL AROUND. CAPACITY = 2784 PLI 3d BASE CONNECTION LOAD CASE LOADS: .46D +.7ELX Py= 1.336 K Vx= 2.115 K Vz= O K Mz= 0 FT -K Mx= 31.20 FT -K T= 0 FT -K DATA: COL. W= 10 IN. BASE PL. T= 1 IN. A.R. SPCNG= 14 IN. d1= 13.00 IN. d2= 13.00 IN. Mz/d 1 /2= 0.00 K Mx/d2 /2= 14.40 K P /4= -0.33 K TBOLT= 14.07 K ALLOWABLE INCREASE= 1 (ASCE 7 -05 12.4.3.3) USE: 1 IN. DIA. F1554 GR. 36 ANCHOR ROD Ta= 17.10 K OK M PL.= 28.13 IN -K Beff= 7 IN. Mn/1.67= 37.72 IN -K MEMBER HSS10X10X1/4 LWELD= 40 IN. SzWELD= 133 IN.2 SyWELD= 133 IN.2 JWELD= 1333 IN.3 OK fay= -0.033 KLI fvx= 0.053 KLI fvz= 0.000 KLI fbz= 0.000 KLI fbx= 2.808 KLI fR(SRSS)= 2.775 KLI D REQ'D= 2.990 /16THS USE 1/4" FILLET WELD CAP= 3.712 KLI OK MAXIMUM COLUMN AXIAL LOAD DOWNWARDS= 11401 LBS MAXIMUM COLUMN BASE MOMENT= 34903 FT -LBS ALLOWABLE INCREASE= 1 PER ASCE 7 -05 12.4.3.3 POLE FOOTING (CONSTRAINED): IBC EQ. 18 -3 d2= 4.25(M/S3 *b) b= 3.5 FT. DIA. OR SQ. S3= d= BEARING PRESSURE= ALLOWABLE =1000= BEARING PRESSURE= ALLOWABLE == CONSTRAINT FORCE= AREA OF SLAB= WT. OF SLAB =N= F= 0.25N= 200 PSF /FT x d (130 PSF /FT *2 PER 1804.3.1) 5.96 FT. IF ROUND , USE 6 FT 5.31 FT. IF SQUARE, USE 5.5 FT 1185 PSF IF ROUND 1500 PSF OK 931 PSF IF SQUARE 1500 PSF OK 9519 LBS MAX. 208 SQ.FT. 15600 LBS 3900 LBS ROUND POLE FOOTING (NONCONSTRAINED): IBC EQ. 18 -1 P= 2115 LBS b= Si xd /3= h= d(assumed)= BEARING PRESSURE= ALLOWABLE= REINFORCING: B= 0.8H= Ds= 2 /3 *Ds= d= FTG. DEPTH= M(FTG.)= 1.33As(Req'd)= As(Prov'd)= 3.50 FT 548.00 PSF 16.50 FT 8.22 FT 1185 PSF 1500 PSF 42.00 IN. 33.6 IN. 34.50 IN. 23.00 IN. 28.30 IN. 8.22 FT 40698 FT -LBS 1.10 IN2 [As =M *12/(.875 *d *24)] 1.86 IN2 OK NG, USE NONCONSTRAINED A= 2.5803 d= 8.22 USE: 8' -6" DEEP FROM T.O. SLAB OK 12#5's VERT. 3\ ANCHOR ROD EMBEDMENT: PER AISC'S BASE PLATE AND ANCHOR ROD DESIGN GUIDE, PAGE 23, WE WILL DEVELOP THE RODS BY LAPPING THEM WITH THE VERTICAL REINFORCEMENT. FOR #6 BARS AND SMALLER Ld =48db WHERE fc =2500 PSI FOR LARGER BARS USE Ld =72db ANCHOR ROD SPACING= 14 IN. FOOTING WIDTH= 42 IN. DISTANCE FROM A.R. TO VERT. REINF.= 10.31 FAILURE PLANE AT VERT. REINF.= 6.88 IN. ABOVE BOLT HEAD DEVELOPMENT LENGTH OF REINF.= 30 COVER AT TOP OF FOOTING = 2 IN. TOTAL LENGTH OF ANCHOR ROD= 38.88 IN. USE: 39" IF VERTICAL REINFORCMENT IS TERMINATED WITH A STD. HOOK AT THE TOP THEN Ldh =24db FOR ALL BARS HOOKED DEVELOPMENT LENGTH OF REINF.= 15 IN. TOTAL LENGTH OF ANCHOR ROD= 23.88 IN. USE: 24" 3+ PEYTON - TOMITA & ASSOCIATES PROJECT: CANOPY 954 TOWN & COUNTRY ROAD JOB NO. STANDARD ORANGE, CA 92868 DATE: 03- Feb -12 (714)245 -4930; FAX(714)245 -4933 DECK CLIP THE CLIP IS A 2 1/2" LONG, 3/16" THICK CHANNEL WITH A 1/2" DIA. A307 BOLT. THE CLIP FITS UNDER THE DOUBLED LIP OF THE TWO ADJOINING DECK RIBS. MAXIMUM DECK RIB LOAD (P)= CLIP CAPACITY= DEAD LOAD= LIVE LOAD= 38.900 PLF 257.808 PLF 0.396 K 0.425 K OK PEYTON - TOMITA & ASSOCIATES 954 TOWN & COUNTRY ROAD ORANGE, CA 92868 (714)245 -4930; FAX(714)245 -4933 PROJECT: CANOPY JOB NO. STANDARD DATE: 03- Feb -12 3S LAST RIB CHECK: FLG. STAY CHECK: FASCIA WT.= LIVE LOAD= RIB LOAD= SPAN= MOMENT= RIB CAP.= REIN. CAP.= TOTAL CAP.= L2x2 CAP.= SCREW CAP.= # SCREWS= MOMENT= DEPTH= FLG. FORCE= 2% *FLG. F= STRAP T= SCREW V= 10.00 PLF 31.30 PSF 32.87 PLF 10.50 FT 305.04 FT -LBS 311.63 FT -LBS NO REIN. REQ'D 0.00 FT -LBS NA 311.63 FT -LBS OK 1.79 K TENSION 0.457 K SHEAR 2 10.92 FT -K 8.00 IN. 16.38 K 0.33 K 0.23 K 0.12 K STRAP OK SCREWS OK Peyton - Tomita & Associates JOB TITLE 16x26 CANOPY 954 Town & Country Road Orange, CA 92868 JOB NO. RL201105 (714) 245 -4931 CALCULATED BY DEP CHECKED BY SHEET NO. 1 DATE 11/12/11 DATE CS09 Ver 2011.01.20 • STRUCTURAL CALCULATIONS FOR 16x26 CANOPY 10802 EAST MARGINAL WAY S., TUKWILA, WA 98188 REVISION NLL b1122° www.struware.com REVIEWED FOR CODE COMPLIANCE APPROVED Nov 2 8 2011 BUILD NG DIVISION Tukwila NOV 14 2011 te 4, RECEIVED NOV 16 2011 I " b- :1tq'tl TENT Page 1 of 34 Peyton - Tomita & Associates JOB TITLE 16x26 CANOPY 954 Town & Country Road Orange, CA 92868 JOB NO. RL201 105 SHEET NO. 2 (714) 245 -4931 CALCULATED BY DEP DATE 11/12/11 CHECKED BY DATE Code Search Code: International Building Code 2009 Occupancy: Occupancy Group = M Mercantile Occupancy Category & Importance Factors: Occupancy Category = II Wind factor = Snow factor = Seismic factor = Type of Construction: Fire Rating: 1.00 1.00 1.00 Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (0) Building length (L) Least width (B) Mean Roof Ht (h) Parapet ht above grd Minimum parapet ht Live Loads: 0.00 / 12 0.0 deg 26.0 ft 16.0 ft 16.3 ft 17.9 ft 1.6 ft Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Awnings and canopys 5 psf Floor Typical Floor 50 psf Partitions 15 psf Stairs & Exitways 100 psf Balconies (exterior) - same as occupan 50 psf Mechanical Corridors above first floor 80 psf Lobbies & first floor corridors 100 psf www.struware.com Page 2 of 34 Peyton - Tomita & Associates 954 Town & Country Road Orange. CA 92868 (714) 245-4931 JOB TITLE 16x26 CANOPY JOB NO. RL201105 SHEET NO. 3 CALCULATED BY DEP DATE 11/12/11 CHECKED BY DATE Wind Loads : Importance Factor 1.00 Basic Wind speed 85 mph Directionality (Kd) 0.85 Exposure Category C Enclosure Classif Open Building Internal pressure +/ -0.00 Kh case 1 0.864 Kh case 2 0.864 Type of roof Monoslope Topographic Factor (Kzt) Topography Hill Height (H) Half Hill Length (Lh) Actual H/Lh = Use H/Lh = Modified Lh = From top of crest: x= Bldg up /down wind? H/Lh= 0.00 x/Lh = 0.00 z/Lh = 0.00 At Mean Roof Ht: Kzt = (1 +K1K2K3) ^2 = Flat 0.0 ft 0.0 ft 0.00 0.00 0.0 ft 0.0 ft downwind K1 = K2 = 0.000 0.000 1.000 1.00 H< 15ft;exp C Kzt =1.0 ESCARPMENT Speed -up x(downwind) 2D RIDGE or 30 AXISYMMETRICAL HILL Page 3 of 34 Peyton - Tomita & Associates 954 Town & Country Road Orange, CA 92868 (714) 245-4931 JOB TITLE 16x26 CANOPY JOB NO. RL201105 SHEET NO. CALCULATED BY DEP DATE 11/12/11 CHECKED BY DATE Wind Loads - Open Buildings (per ASCE7 -05): 0.255 h/L 5 1.0 Type of roof = Monoslope Free Roofs Wind Flow= Clear Main Wind Force Resisting System Kz = Kh (case 2) = 0.86 Roof pressures - Wind Normal to Ridge G= Roof Angle = Procedure not allowed h/L is greater than 1.0 0.85 0.0 deg Base pressure (qh) = 13.6 psf Wind Flow Load Case Clear Wind Flow Wind Direction y = 0 & 180 deg Cnw Cnl Clear Wind Flow A __Cn =__ = F= 1.20 13.9 psf 0.30 3.5 psf B Cn = p= -1.10 -12.7 psf -0.10 -1.2 psf NOTE: 1). Cnw and CnI denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridge, y = 90 deg Wind Flow Load Case Clear Wind Flow Horizontal Distance from Windward Edge < h >h < 2h > 2h Clear Wind Flow A Cn = ----- p = - - -0.80 -9.2 psf 0.60___ -6.9 psf -0.30 -3.5 psf B Cn = - - -_ p-= 0.80 9.2 psf 0.50 5.8 psf ____ 0.30 3.5 psf h= 2h = Fascia Panels - Horizontal pressures qp = 13.6 psf Windward fascia: 20.4 psf (GCpn = +1.5) Leeward fascia: -13.6 psf (GCpn = -1.0) Components & Cladding - roof pressures Kz = Kh (case l) = 0.86 Base pressure (qh) = 13.6 psf G= 0.85 a =3.0ft a2 = 9.0 sf 4a2 = 36.0 sf 16.3 ft 32.7 ft Page 4 of 34 Effective Wind Area Clear Wind Flow zone 3 zone 2 zone 1 positive negative positive negative positive negative <9 sf 2.40 -3.30 1.80 -1.70 1.20 -1.10 CN >9, < 36 sf 1.80 -1.70 1.80 -1.70 1.20 -1.10 > 36 sf 1.20 -1.10 1.20 -1.10 1.20 -1.10 <_ 9 sf 27.7 Est- 38ti] Esf 20.8 19.6 psf 13.9 psf - 12.72sf Wind pressure-------- ________ >9, <36 sf -------------------- _- 20.8 psf ___ -19.6 psf - - -- - -- -- --- _psf ___ 20.8 psf --- ---- ---- -- ___ _- -]9.6 psf --- - 13.9 psf - -- ----- --- -• -12.7 psf --- -- - - --- > 36 sf 13.9 psf -12.7 psf 13.9 psf -12.7 psf 13.9 psf . -12.7 psf Page 4 of 34 Peyton - Tomita & Associates 954 Town & Country Road Orange, CA 92868 (714) 245-4931 JOB TITLE 16x26 CANOPY JOB NO. RL201105 CALCULATED BY DEP CHECKED BY SHEET NO. DATE 11/12/11 DATE WED ea■0mr , Location of Wind Pressure Zones W/ND DIRBCBOM Y- 0°. 180° 11161 DEMI= 404 VOID easevor1 W LNLL)1)12.8a11ON1 v - 90° MAIN WIND FORCE RESISTING SYSTEM 1 ?. 3 EIO1108LO436 3_ 2 1 1 1 =M3 e> OR 6D TR.CUGH6n Boor COMPONENTS AND CLADDING 9 2 10° Page 5 of 34 3 1 1 2 3 3 e> OR 6D TR.CUGH6n Boor COMPONENTS AND CLADDING 9 2 10° Page 5 of 34 Peyton - Tomita & Associates 954 Town & Country Road Orange, CA 92868 (714) 245-4931 JOB TITLE 16x26 CANOPY JOB NO. RL20I 105 SHEET NO. CALCULATED BY DEP DATE 11/12/11 CHECKED BY DATE Snow Loads : Roof slope = Horiz. eave to ridge dist (W)= Roof length parallel to ridge (L) = Type of Roof Ground Snow Load Importance Category Importance Factor Thermal Factor Exposure Factor Pf= 0.7 *Ce *Ct *1 *Pg Pf min 0.0 deg 16.0 ft 26.0 ft Monoslope Pg = 25.0 psf = 11 I = 1.0 Ct = 1.20 Ce = 1.0 = 21.0 psf 20.0 psf Flat Roof Snow Load Pf = Rain on Snow Surcharge Angle = Code Maximum Rain Surcharge Rain on Snow Surcharge = Unobstructed Slippery Surface (per Section 7.4) = Sloped -roof Factor Cs = 21.0 psf 0.32 deg 5.O psf 0.O psf no 1.00 Exposure Factor, Ce Terrain Exposure of roof Fully Partially Sheltered A n/a 1.1 1.3 B 0.9 1.0 1.2 C 0.9 1.0 1.1 D 0.8 0.9 1.0 Above treeline 0.7 0.8 n/a Alaska -no trees 0.7 0.8 n/a Design Roof Snow Load (Ps) = 21.0 psf ( "balanced" snow load) Building Official Minimum = 25.0 psf Leeward Snow Drifts - from adjacent higher roof Upper roof length Projection height Building separation Adjacent structure factor Snow density Balanced snow height hc/hb <0.2 = -1.0 Drift height Drift width Surcharge load: Windward Snow Drifts - Against Building roof length Projection height Snow density Balanced snow height hc/hb >0.2 = 0.3 Drift height Drift width Surcharge Toad: lu = 0.O ft h = 0.Oft s = 0.0 ft 1.00 = 17.3 pcf hb = 1.22 ft he = -1.22 ft Therefore, no drift hd = 0.00 ft w = pd = g *hd = -9.74 ft 0.0 psf walls, parapets. etc more than 15' long lu = h= Y = hb = he = 26.0 ft 1.6 ft 17.3 pcf 1.22 ft 0.37 ft Therefore, design for drift hd = w= pd = g *hd = 0.37 ft 2.93 ft 6.3 psf NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Page 6 of 34 Peyton - Tomita & Associates 954 Town & Country Road Orange, CA 92868 (714) 245-4931 JOB TITLE I 6x26 CANOPY JOB NO. RL201105 SHEET NO. CALCULATED BY DEP DATE 11/12/11 CHECKED BY DATE Seismic Loads: Occupancy Category: II Importance Factor (I) : 1.00 Site Class : D Ss (0.2 sec) = Si (1.Osec)= 150.90 %g 52.10 %g Fa = 1.000 Sms = 1.509 SDS = 1.006 Design Category = D Fv = 1.500 Sml = 0.782 SDI = 0.521 Design Category = D Seismic Design Category = D Number of Stories: 1 Structure Type: Not applicable Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Cantilevered Column Systems detailed to conform to the requirements for: Seismic resisting system: Ordinary steel moment frames System Building Height Limit: System not permitted for this seismic design category Actual Building Height (hn) = 16.3 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Factor (R) = 1.25 System Over - Strength Factor Po) = 0.75 Deflection Amplification Factor (Cd) = 1.25 SDS = 1.000 (Sds modified for Cs calculation since SDI = 0.521 regular structure, T < =0.5 and <= 5 stories) p = redundancy coefficient Seismic Load Effect (E) = p QE +1- 0.2SDS D = p QE +/- 0.201D QE = horizontal seismic force Special Seismic Load Effect (E) = S2o QE +/- 0.2SDS D = 0.8 QE +/- 0.201D D = dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Method Not Permitted Simplified Analysis Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coef. (Cr) = 0.020 Approx fundamental period (Ta) = CThax = 0.162 sec x= 0.75 User calculated fundamental period (T) = 0 sec Long Period Transition Period (TL) = ASCE7 map = 12 Seismic response coef. (Cs) = Sdsl/R = 0.800 need not exceed Cs = sd i 1 /RT = 2.565 but not less than Cs = 0.044Sds = 0.044 USE Cs = 0.800 Design Base Shear V = 0.800W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x Cu= 1.40 Tmax = CuTa = 0.227 Use T= 0.162 Page 7 of 34 DECK CANTILEVER LOADS LENGTH =L= 3.00 FT DECK WT.= MISC. WT.= DEAD WT. =W= FASCIA WT. =P= LIVE LOAD =Lr= SNOW LOAD =Pf= SNOW DRIFT LOADS W1 @ FASCIA= DRIFT WIDTH= 2.5 PSF 0.5 PSF 3 PSF 10 PLF MOMENT= WL ^2 /2 +PL =MD= 20 PSF MOMENT= Lr *L ^2/2 =M L= 25 PSF MOMENT =Pf L ^2 /2 =MS= 6.3 PSF 2.93 FT MOMENT= W2 *L "2/2 +.5(W1- W2)L *2/3L =MDR= WIND PRESSURES ZONE 3 DOWN =pv= ZONE 3 UPLIFT =pv= FASCIA WINDWARD =ph= FASCIA LEEWARD =ph= LOAD COMBINATIONS MD= MD +MLr= MD +MS +MDR= M D +M W= MD +.75(MS +MW)= MAXIMUM= ALLOWABLE= .6MD -MW= ALLOWABLE= 27.7 PSF -38.1 PSF -20.4 PSF 13.6 PSF FASCIA H= C.O.A. =d= MW WIND= MW LEE= MOMENT= pv *LA2 /2 +ph *H *d =MW= 44 FT- LBS /FT 134 FT- LBS /FT 175 FT- LBS /FT 182 FT- LBS /FT 232 FT- LBS /FT 232 FT- LBS /FT= -167 FT- LBS /FT= 44 FT- LBS /FT 90 FT- LBS /FT 113 FT- LBS /FT 19 FT- LBS /FT 1.92 FT 0.54 FT -21 FT- LBS /FT 14 FT- LBS /FT 139 FT- LBS /FT -193 FT- LBS /FT 3.711 IN- K/PNL. OK 7.309 IN- K/PNL. 2.664 IN- K/PNL. OK 10.321 IN- K/PNL. Page 8 of 34 DECK SPAN LOADS LENGTH =L= 10.00 FT DECK WT.= 2.5 PSF MISC. WT.= 0.5 PSF DEAD WT. =W= 3 PSF LIVE LOAD =Lr= SNOW LOAD =Pf= MOMENT <= WL ^2 /8 =MD= 20 PSF MOMENT <= Lr *L ^2 /8 =ML= 25 PSF MOMENT <= PrL ^2 /8 =MS= SNOW DRIFT LOADS W1 @ FASCIA= DRIFT WIDTH= W2@ 1st RIB= 6.3 PSF 2.93 FT 3.43 PSF 38 FT- LBS /FT 250 FT- LBS /FT 313 FT- LBS /FT MOMENT <= W2 *L ^2/8 =MDR= 42.91 FT- LBS /FT WIND PRESSURES EFFECTIVE AREA =L *U3= 33.33 SQ.FT. ZONE 3 DOWN= 20.80 PSF ZONE 3 UPLIFT= -19.60 PSF MOMENT <= pv *L^2 /8 =MW= LOAD COMBINATIONS MD= MD +MLr= MD +MS +MDR= M D +M W= MD +.75(MS +MW)= MAXIMUM= ALLOWABLE= .6MD -MW= ALLOWABLE= 38 FT- LBS /FT 288 FT- LBS /FT 393 FT- LBS /FT 298 FT- LBS /FT 467 FT- LBS /FT 467 FT- LBS /FT= -223 FT- LBS /FT= 260 FT- LBS /FT -245 FT- LBS /FT 7.470 IN- K/PNL. OK 10.321 IN- K/PNL. 3.560 IN- K/PNL. OK 7.309 IN- K/PNL. Page 9 of 34 CFS Version 5.0.3 Section: BRDECK40.sct BESTWORTH- ROMMEL GR 40 DECK Rev. Date: 6/14/2006 8:06:38 AM David Peyton Peyton - Tomita & Associates Page 1 1 Section Inputs Material: A653 SQ Grade 40 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 40 ksi Tensile Strength, Fu 55 ksi Warping Constant Override, Cw 0 in ^6 Torsion Constant Override, J 0 in ^4 Part 1, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.625 90.000 0.093750 None 0.000 0.000 0.313 2 1.250 180.000 0.093750 None 0.000 0.000 0.625 3 3.035 270.000 0.093750 Nested 0.000 0.000 1.517 4 16.000 180.000 0.093750 None 0.000 0.000 8.000 5 3.000 90.000 0.093750 Nested 0.000 0.000 1.500 6 1.078 0.000 0.093750 None 0.000 0.000 0.539 7 0.438 270.000 0.093750 None 0.000 0.000 0.219 Page 10 of 34 CFS Version 5.0.3 Section: BRDECK40.sct BESTWORTH - ROMMEL GR 40 DECK Rev. Date: 6/14/2006 8:06:38 AM Full Section Properties David Peyton Peyton - Tomita & Associates Page 2 Area 0.86263 in ^2 Wt. Ix Sx(t) Sx(b) Iy Sy(1) Sy(r) I1 I2 Ic Io 1.070 in ^4 0.4651 in ^3 1.4583 in ^3 31.805 3.8690 3.5359 31.810 1.065 32.875 36.415 in ^4 in ^3 in ^3 in ^4 in ^4 in ^4 in ^4 rx y(t) y(b) Height ry x(1) x(r) Width rl r2 rc ro 0.0029330 k /ft 1.114 2.301 0.734 3.035 6.072 8.221 8.995 17.215 6.073 1.111 6.173 6.497 in in in in in in in in in in in in Width 24.932 in Ixy 0.409 in ^4 a - 89.239 deg Xo -0.554 in Yo -1.948 in jx 0.597 in jy 10.699 in Cw 46.566 in ^6 J 0.000344 in ^4 Fully Braced Strength - 2004 North American Specification - US (ASD) Compression Pao 6.413 Ae 0.28859 Tension Ta Shear Vay Vax Positive k Maxo in ^2 Ixe Sxe (t) Sxe (b) 21.033 k 2.240 k 0.000 k Moment 10.321 1.012 0.4309 1.4735 k -in in ^4 in ^3 in ^3 Negative Moment Maxo 7.309 k -in Ixe 0.504 in ^4 Sxe(t) 0.3638 in ^3 Sxe(b) 0.3051 in ^3 Positive Moment Mayo 51.176 Iye 23.439 Sye(1) 3.7533 Sye(r) 2.1366 Negative Moment Mayo 50.083 Iye 21.938 Sye(1) 2.0909 Sye(r) 3.2630 k -in in ^4 in ^3 in ^3 k -in in ^4 in ^3 in ^3 Page 11 of 34 PURLIN LOADS PURLIN TRIB A 8.000 B 8.000 DL EF Lr Pf SD ED +W -W 34.0 80.0 160.0 200.0 11.1 50.4 111.2 -101.6 34.0 80.0 160.0 200.0 -1.9 50.4 111.2 -101.6 TOTALS 16.000 68.00 160.0 320.00 400.00 9.2 100.8 222.4 -203.2 WINDWARD FASCIA LEEWARD FASCIA FASCIA HEIGHT LATERAL WIND LOAD NO. OF PURLINS SEISMIC LOAD Ve= 1.3 *.8 *W= Pe= 1.3 *.8 *P= 20.4 PSF 13.6 PSF 1.92 FT 65.2 PLF 2 32.6 PLF /PURLIN 70.72 PLF 35.36 PLF /PURLIN 166.4 LBS END FASCIA 83.2 LBS /PURLIN Page 12 of 34 M2 1 M3 j13 /44 PEYTON - TOMITA & ASS.. DEP RL201105 TYP. PURLIN SK -1 Nov 12, 2011 at 8:31 AM PURLINA.r3d Page 13 of 34 Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 TYP. PURLIN Nov 12, 2011 7:36 AM Checked By: Hot Rolled Steel Properties Label E rksil G rksi Therm ( \1 E..Densitvrk /ft.. Yieldrksi R F 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 3 .65 .49 50 1.1 58 1 2 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 4 A500 'Gr.42 29000 11154 3 .65 .49 42 1.3 58 1,1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 Hot Rolled Steel Section Sets 1 Label HR1A Shape W8X13 Type Beam Design List Material Wide Flan... A992 Member Primary Data Design Ru... A [in21 Typical 3.84 Ivy rin41 lzz [in4] J jin4] 2.73 39.6 .087 Label I Joint J Joint K Joint Rotate(d... Section /Shape Tvpe Design List Material Design Rul 1 M1 N1 N2 0 0 HR1A Beam Wide Flange A992 Typical 2 M2 N2 N3 N3 22.333333 KR 1A Beam Wide Flange A992 Typical 3 M3 N3 N4 0 HR1A Beam Wide Flange A992 Typical Member Advanced Data 1 Label I Release J Release I Offsetrinl J Offset [in] T/C Only Physical TOM Inactive Seismic Design M1 Yes None M2 Yes None 3 M3 Yes None Joint Coordinates and Temperatures X rft Y rft Z rft Temp rF Detach From Dia... 1 N1 0 0 0 0 N4 2 N2 3.666667 0 0 0 3 N3 22.333333 0 0 0 4 N4 26 0 0 0 Joint Boundary Conditions 1 Joint Label X [k/in] N2 Reaction Y [k/in] Reaction Z [k/in] X Rot.[k- ft /rad] Y Rot.[k- ft/rad] Z Rot.[k- ftlrad Reaction Fixed Footing N3 Reaction Reaction Hot Rolled Steel Design Parameters Shave Lenot... Lbvvrftl Lbzzrftl Lcomo to...Lcomo botr.. Kvv Kzz Cm -vv Cm -zz Cb v swavz sway Function 1 M1 HR1A 3.667 -.08 2 N4 1.333 Y -.08 Lateral 2 M2 HR1A 18.667 9.333 1.333 Lateral Lateral 3 M3 HR1A 3.667 _ 1.333 Joint Loads and Enforced Displacements (BLC 1 • D) n Maanituder(k.k -ft). (in.radl. k* ^2/f... 1 N1 L Y -.08 2 N4 L Y -.08 RISA -3D Version 9.1.1 [C: \Documents and Settings \TEMP \My Documents \RL201105 \PURLINA.r3d] Page 1 Page 14 of 34 Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 TYP. PURLIN Nov 12, 2011 7:36 AM Checked By: Joint Loads and Enforced Displacements (BLC 8 : E) _{}1 !In r7 ri1 !�[ *cA 1 Ni L Z .083 2 N4 L Z 083 Member Distributed Loads (BLC 1: D) ember Label Direction Start Maonitude(k/ft ,... End Magnitude[k/ft.d... Start Locationfft. %1 End • Location ft( .° . 1 MI Y -.034 -.034 0 0 2 M2 Y -.034 -.034 0 0 3 M3 Y -.034 -.034 0 0 Member Distributed Loads (BLC 2 : Lr) Member Label Direction Start Maanitude(k/ft.... End Maonitudefk/ft.d... Start Locationfft. %1 End Locationfft ° 1 M1 Y -.16 -.16 0 0 2 M2 Y -.16 -.16' 0 Q 3 M3 Y -.16 -.16 0 0 Member Distributed Loads (BLC 3 : Pt) Member Label Direction Start Maonitudefk/ft .... End Magnitude[k/ft .d... Start Locat ion fft. %1 End Locationfft.° 1 M1 Y -.2 -.2 0 0 2 M2 Y -.2 -.2 0 0 3 M3 Y -.2 -.2 0 0 Member Distributed Loads (BLC 4 : USL1) Member Label Direction Start Maonitude(k/ft. ... End Maonitude(k/ft ,d... Start Location fft . %1 End Location 1 M1 Y -.2 -.2 0 0 2 M2 Y -.2 -.2 0 0 3 M3 Y -.1 -.1 0 0 Member Distributed Loads (BLC 5 : USL2) mber Label Direction Start Maanitudefk/ft .... End Maanitudefk/ft .d... Start Location fft. %1 End Locationfft.° 1 M1 Y -.1 -.1 0 0 2 M2 Y -.2 -.2 0 0 3 M3 Y -.1 -.1 0 0 Member Distributed Loads (BLC 6 : +W) Direction Start Maanitudefk/ft .... End Maanitudefk/ft.d... Start Location fft . %1 End Locat ion fft.% 1 M1 Y -.111 -.111 0 0 2 M2 Y -.111 -.111 0 0 3 M3 Y -.111 -.111 0 0 4 M1 Z .033 033 0 0 5 M2 Z .033 .033 0 0 6 M3 Z .033 .033 Q 0 Member Distributed Loads (BLC 7 : -W) Direction Start Maanitudefk/ft.... End Mag nit ude[ k /ft.d.,,_ tarLLQCatignlft %1EndLoca i n 1 M1 Y .102 .102 0 0 2 M2 Y .102 .102 0 0 3 M3 Y .102 .102 0 0 4 M1 Z .033 .033 0 0 5 M2 Z .033 .033 0 0 6 M3 Z .033 .033 0 0 Member Distributed Loads (BLC 8 : E) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k /ft,d... Start Location[ft, %) End Locationfft,%] RISA -3D Version 9.1.1 [C: \Documents and Settings \TEMP \My Documents \RL201105 \PURLINA.r3d] Page 2 Page 15 of 34 Company Designer Job Number : PEYTON- TOMITA & ASSOCIATES : DEP RL201105 TYP. PURLIN Nov 12, 2011 7:36 AM Checked By: Member Distributed Loads (BLC 8 : E) (Continued) Member Label 0 0 1 M1 Z .035 .035 0 0 2 M2 Z .035 .035 0 0 3 M3 Z .035 .035 0 0 Member Distributed Loads (BLC 9 : SD) Member Label Direction Start Maanitudefk/ft,... End Maanitudefk /ft d... Start Locationfft ° 0 1 M1 Y -.011 -.011 0 0 2 M2 Y -:011 -,011 0 0' 3 M3 Y -.011 -.011 0 0 Member Distributed Loads (BLC 10 : ED) 1 Member Label M1 Direction Y Start Magnitude[k/ft,... End Magnitudejk/ft,d... Start Location[ft. %d -.05 0 0 End Locationfft, %] 2.93 Basic Load Cases BLC Description Catego ry X Gravity Y Gravity Z Gravity Joint Point Distribut..Area {M... Surface... 1 D DL -1 2 3 RLL 3 Pf SL 3 USL1 SL 5 USL2 SL 3 1NL -W WL 6 EL 1.04 9 SD SL 3 10 ED SL Load Combinations Description Sol.. PD.. SR.. BLC Factor BLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC Factor sin 9 11 D +Lr D +Pf +S D s - s D +USL1 S 2 D +W .6D -W +.7 0.46D +.7E Yes Y 1 ©1111011111 MOISIMEI f0 -00 � ©�00 r©E10 MISIMIEW r©E110 1 3 4 6 .6 .46 7 8 9 MEE .75 75 Load Combination Design 1 Description D ASIF CD ABIF ServiceHot Roll.. Cold Fo... Wood Concrete Mason ry Yes Yes Yes Yes Yes Footings AluminumConnect... Yes Yes Yes D +Lr Yes' Yes Yes Yes Yes Yes Yes Yes 3 D+Pf+SD Yes Yes Yes Yes Yes Yes Yes Yes D +Pf +SD +ED Yes Yes Yes Yes Yes Yes Yes Yes 5 D +USL1 Yes Yes Yes Yes Yes Yes Yes Yes D +USL2 Yes Yes Yes Yes Yes Yes Yes Yes 7 D +W Yes Yes Yes Yes Yes Yes Yes Yes 9 D +.75(Pf +W) .6D -W Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes RISA -3D Version 9.1.1 [C: \Documents and Settings \TEMP \My Documents \RL201105\PURLINA.r3d) Page 3 Page 16 of 34 Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 TYP. PURLIN Load Combination Design (Continued) Nov 12, 2011 7:36 AM Checked By: • 10 1.14D+.7E max __ �� ..., �•,•�•.. Yes ��.w Yes ..�� Yes vvn icic Yes maaurnV Yes ruuwiya Yes rmurnlnumlionnecj.. Yes Yes 11 0.46D +.7E 1 2 I Yes Yes Yes Yes Yes Yes Yes I Yes Envelope Joint Reactions LC LC LC 1 N2 max 0 1 3.726 8 0 1 NC NC 0 1 0 1 2 2 min fl 1 -.906 9 -.504 10 NC NC 0 1 0 1 3 N3 max 0 1 3.726 8 0 1 0 1 0 1 0 1 4 NC min 0 1 -.906 9 -.504 10 0 1 0 1 0 1 5 Totals: max 0 1 7.452 8 0 1 1 .186 8 0 1 0 6 NC min 0 1 -1.811 9 -1.007 10 0 1 -.058 9 -.332 7 Envelope Member Section Forces Member Sec 1 M1 1 max Axial[k] LC 0 y Shear[k] LC z Shear[k] -.037 11 .058 10 LC Torquejk -ft] LC y -y Momen... LC z -z Momen... LC 0 1 0 1 0 1 min -.091 10 „ 3 2 max 0 1 .019 9 .09 10 0 1 .068 10 .201 4 min 56 .013 min 0 .086 .121 10 0 .164 0 -.617 1 0 10 1 .648 - .035 7 4 max 0 .154 9 .152 10 0 1 .29 10 1.327 4 min -.864 9 5 max 0 1 .221 9 .184 10 0 .444 10 ,145 2.227 4 10 11 M2 12 min max min 0 0 1+ 1 - 1.108 2.618 - .685 8 8 9 0 0 -.32 10 0' 0 0 1 1 1' 0 .444 0 10 1 -.317 2.227 9 4 -.317 9 13 2 max 0 1.309 8 0 1 0 1 2.079 9 14 min -.342 -.16 10 -.846 -6.983 15 16 max min 0 .036 0 2.878 - 1.201 - 10.037 17 4 max 0 1 .342 9 .16 10 0 1 0 1 2.079 9 min -1.309 -.846 -6.983 19 5 max 0 .685 9 .32 10 0 .444 10 2.179 20 min -2.61' 8 1 0 -.317 21 M3 1 max 0 1 1.108 0 1 1 .444 10 2.179 8 22 23 min max 0 -.221 -.184 10 1 0 - .317 0 .851 0 1 1 .29 10 1.281 24 min -.154 -.152 10 -.145 25 3 max 0 1 .594 8 0 1 0 1 .164 10 .618 8 26 min 1 -.086 -.121 10 -.035 27 max 0 1 .337 8 0 1 .068 10 .191 8 28 29 30 min max min -.019 9 -.09 10 .091 .037 10 11 0 -,058 10. 1 .00 13 Envelope Member Section Deflections Member Sec x in LC v fin L in 1 M1 1 max 0 1 37 6 0 1 0 1 NC 6 NC 1 2 min 0 1 -.115 9 -.659 7 0 +° 1 NC 9: NC 7 3 2 max 0 1 .278 6 0 1 0 1 NC 6 NC 1 4 min 0 1 -.086 9 -.496 7 0 1', NC 9 NC 7 5 3 max 0 1 .186 8 0 1 0 1 NC 8 NC 1 6 min 0 1 -.058 9 -.332 7 0 1 NC 9 NC 7 RISA -3D Version 9.1.1 [C: \Documents and Settings \TEMP \My Documents \RL201105 \PURLINA.r3d] Page 4 Page 17 of 34 Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number RL201105 TYP. PURLIN Nov 12, 2011 7:36 AM Checked By: Envelope Member Section Deflections (Continued) 7 Member Sec x fin] LC y [int LC zlin] LC x Rotate [r... LC (n) L/y Ratio LC (n) L/z Ratio LC 4 max 0 .094 8 0 1 0 1 NC 8 NC 1 min -.029 -.168 NC N 9 max 0 1 0 1 0 1 0 NC NC 1 10 min NC NC 11 M2 1 max 0 0 1 0 1 0 NC 1 NC 12 min 1 NC____ NC 13 2 max 0 1 .136 9 .807 0 1 1647.841 9 277.731 7 14 min -.46 486,6 NC 15 3 max 0 1 .192 9 1.146 7 0 1 1165.731 9 195.516 7 16 min -.655 341.734 NC 17 4 max 0 .136 9 .807 0 1 1647.841 9 277.731 7 18 min 1 -.46 486.6 NC 19 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 20 min NC NC 21 M3 max 0 1 0 1 0 0 NC 1 NC 22 min NC NC, 23 2 max 0 .094 8 0 0 NC NC 24 min - .029 .168 NC NC 25 3 max 0 1 .186 0 1 0 1 NC 8 NC 1 26 in -.058 -.332 1' NC NC 27 4 max 0 .278 6 0 1 0 NC 6 NC 1 28 !' min .086 -.496 NC NC 29 5 max 0 1 .37 6 0 1 0 NC 6 NC 1 30 min -.115 -.659 NC NC Envelope AISC 13th(360 -05): ASD Steel Code Checks Member Shape Code C.. Locfftl LC Shear ... Locfftl Dir LC Pnclom fkl Pnt/om (kl Mnvv /om ..Mnzz /om ...Cb Eon 1 M1 W8X13 .107 3.667 8 .030 3.667 v 8 94.213 114.97 5.364 28.443 1 H1-lb 2 M2 W8X13 ,752: 9.333 8 .071 18.667 y 8 8.178 114.97 5.364 17.179 1 H1-1b 3 M3 W8X13 .107 0 8 .030 0 y 8 94.213 114.97 5.364 28.443 1 H1-lb RISA -3D Version 9.1.1 [C: \Documents and Settings \TEMP \My Documents \RL201105 \PURLINA.r3d] Page 5 Page 18 of 34 PEYTON - TOMITA & ASSOCIATES CHECK PONDING:(APPND. 2) Lp= Ls= S= Ip= Is= Id= 18.67 ft 10.00 ft 1.33 ft 39.6 inA4 1.012 inA4 0.68025 inA4 /ft Cs= 0.0421607 Cp= 0.0981119 Cp +0.9Cs= 0.1360566 < 0.25 11/12/2011 PRIMARY W 8X13 SECOND DECK > 0.25 inA4 /ft O.K. O.K. THE ROOF SYSTEM IS STABLE AND NO FURTHER INVESTIGATION IS REQ'D. 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245 -4930 Page 19 of 34 PURLIN REACTIONS PURLIN DL Lr Pf NA NB PA PB USL ULL LONG EL LONG WL A 691.0 2080.0 2600.0 1337.4 - 1201.2 - 1181.1 1175.7 2470.0 1872.0 718.6 260.7 B 691.0 2080.0 2600.0 472.2 -244.4 - 1181.1 1175.7 1430.0 208.0 718.6 260.7 TOTALS 1382.0 4160.0 5200.0 1809.6 - 1445.6 - 2362.3 2351.5 3900.0 2080.0 1437.3 521.3 LATERAL SEISMIC LATERAL WIND LOAD 718.6 LBS /PURLIN 423.6 LBS /PURLIN PURLIN SD ED A 144.3 84.5 B - 24.3 84.5 TOTALS 120.0 169.0 Page 20 of 34 Z Solution: Envelope PEYTON - TOMITA & ASS... DEP RL201105 CARRYING BEAM & COLUMN SK -2 Nov 12, 2011 at 8:17 AM TEE.r3d Page 21 of 34 Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 CARRYING BEAM & COLUMN Hot Rolled Steel Properties Nov 12, 2011 8:18 AM Checked By: 1 A36 Gr.36 29000 11154 _ .3 _.. .65 .., .... .49 ...� 36 1.5 y h� U 58 Rt 1.2 2 A572 >Gr.50 29000 11154 .3 .65 .49 50 1.1 58 1.2 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 4 A500 Gr.42 29000 11154 3` .65 .49 42 1.3 58 1.1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 Hot Rolled Steel Section Sets Label Shape Tvpe 1 HR1 W8X15 HR2 HSS10X10X4 Beam Design List Material Design Ru.. A fin2l Iw fin41 Izz fin41 J fin41 Wide Flan... A992 R2 Column SquareTube A500 Gr.46 Typical 8.24 21.7 98 .537 Member Primary Data 10, 248 248 384 Label I Joint J Join 1 M1 N2 N3 0 0 HR1 ,- Beam . ._. - _ Wide Flange . .... A9.,...,92 .y.. ,..... R2 2 M2 N3 N4 N3 8 HR1 Beam Wide Flange A992 R2 3 M3 N1 N3 0 HR2 Column SquareTube A500 Gr.46 Typical Member Advanced Data 1 Label I Release J Release I Offset[in] J Offsetfin] T/C Only Physica M1 Yes TOM Inactive Seismic Design ... None M2 Yes None 3 M3 4 Yes None Joint Coordinates and Temperatures 1 N1 8 0 0 0 N4 2 N2 3 17.6667 0 0 3 N3 8 17.6667 0 0 Segment 4 N4 ; 13 17.6667 0 0 Joint Boundary Conditions Joint Label X [k /in] 1 N1 Reaction Y [k/in] Reaction Z [k/inj Reaction X Rot.[k- ft /rad] Y Rot.[k-ft/rad] Z Rot.[k - ft/rad] Reaction Reaction Reaction Footin Hot Rolled Steel Design Parameters I Shape Lenat... Lbwfftl Lbzzfftl Lcomo to... Lcomo botf.. Kw Kzz Cm -w Cm- 1 M1 HR1 5 -.691 2 N4 L Y -.691 Lateral 2 M2 HR1 5 Segment Segment Lateral Lateral 3 M3 HR2 17.667 2.1 2.1 Yes Yes Joint Loads and Enforced Displacements (BLC 1 : D) Joint Label L.D.M Direction _frl /in rarl\ /Ir *cA 1 N2 L Y -.691 2 N4 L Y -.691 RISA -3D Version 9.1.1 [C: \Documents and Settings \TEMP \My Documents \RL201105 \TEE.r3d] Page 1 Page 22 of 34 Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 CARRYING BEAM & COLUMN Nov 12, 2011 8:18 AM Checked By: Joint Loads and Enforced Displacements (BLC 2 : Lr) Joint Label L.D.M _ffl (in rarll /Ir *eA 1 N2 L Y -2.08 2 N4 L Y -2.08 Joint Loads and Enforced Displacements (BLC 3 : ULL) Joint Label L.D.M Direction _ff1 /in ra.-\ !4 *eA 1 N2 L Y - 1.872 2 N4 L Y -.208 Joint Loads and Enforced Displacements (BLC 4 : Pt) Joint Label L.D.M ft1 /in rarll /{c *eA 1 N2 L Y -2.6 2 N4. L Y -2.6 Joint Loads and Enforced Displacements (BLC 5 : USL) Joint Label L.D.M Direction Maanitude((k.k -ft). ( in.rad). (k *sA 1 N2 L Y -2.47 2 N4 L Y -1.43 Joint Loads and Enforced Displacements (BLC 6 : NA) Joint Label L,D,M Direction Magnitude[(k,k-ft), ( in,rad) (k *s ^2 /f... 1 N2 L Y -1.337 2 N4 L Y -,472 3 N2 L X .424 4 N4 L X .424 Joint Loads and Enforced Displacements (BLC 7 : NB) Joint Label L,D.M Direction Magnitude[(k,k-ft ). ( in,rad). (k *s ^2 /f.. 1 N2 L Y 1.201 2 N4 L Y .244 3 N2 L X .424 4 N4 L X .424 Joint Loads and Enforced Displacements (BLC 8 : PA) L.D.M Direction Mao nit ude((k.k -ft). ( in.rad). (k *s ^2 /f... 1 N2 L Y 1.181 2 N4 L Y 1.181 3 N2 L Z .261 4 N4 L Z .261 Joint Loads and Enforced Displacements (BLC 9 : PB) Joint Label L.D.M Direction Magnitude[(k,k-ft ), ( in,rad). (k *sA2 /f 1 N2 L Y -1.176 2 N4 L Y -1 P.176 3 N2 L Z .261 4 N4 L Z .261 Joint Loads and Enforced Displacements (BLC 10 : ELO L.D.M Direction Maonitudef(k.k -ft). ( in.rad). (k *sA2 /f... 1 N2 L X .719 2 N4 L X .719 Joint Loads and Enforced Displacements (BLC 11 : ELZ) Joint Label L,D,M Direction Magnitude[(k,k -ft), (in,rad), (k *s^2If... RISA -3D Version 9.1.1 [C: \Documents and Settings \TEMP \My Documents \RL201105 \TEE,r3d] Page 2 Page 23 of 34 Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 CARRYING BEAM & COLUMN Nov 12, 2011 8:18 AM Checked By: Joint Loads and Enforced Displacements (BLC 11 : ELZ) (Continued) Joint Label N2 L,D,M L Direction Z Magnitude[(k,k-ft). (in rad) (k *s ^2 /f... .719 N4 .719 Joint Loads and Enforced Displacements (BLC 12 : SD) Joint Label L,D,M L 1 N2 Direction Y k -ft) (in rad) (k *s ^2 /f... -.144 N4 .024 Joint Loads and Enforced Displacements (BLC 13 : ED) 1 Joint Label L,D,M N2 L Direction Y Magnitude[(k,k -ft), (in,rad) (k *s ^2 /f... -.085 N4 -.085 Member Distributed Loads (BLC 6 : NA) 1 Member Label M3 Direction X Start Magnitudejk/ft ... End Magnitude[k/ft,d... .017 .017 Start Location[ft, %] 0 End Location[ft. %1 16 Member Distributed Loads (BLC 7 : NB) 1 Member Label Direction Start Magnitude[k/ft ... End Magnitude[k/ft ,d... Start Location[ft, %1 End Location[ft %] M3 X .017 .017 0 16 Member Distributed Loads (BLC 8 : PA) Member Label M3 Direction Z Start Magnitudejk/ft„... End Magnitude[k/ft,d... .017 .017 Start Location[ft,%1 0 End Locationjft, %j 16 Member Distributed Loads (BLC 9 : PB) Member Label M3 Direction Z Start Magnitudejk/ft,... End Magnitude[k/ft,d... .017 .017 Start Location[ft,%] End Location[ft,%1 0 16 Basic Load Cases 1 BLC Description D Categ,o3/ X Gravity Y Gravity Z Gravity Joint Point Distribut..Area(M... Surface... DL -1 2 RLL 2 3 ULL RLL Pf SL 5 USL SL 2 NA WL NB WL PA WL 9 PB WL 4 1 10 ELX ELX 1.04 ELZ ELZ 1.04 2 12 SD SL 2 13 ED SL 2 Load Combinations FactorBLC FactorBLC F 1 — D Yes Y 1 1 + r Yes Y Si 1 2 11111 INN M MI 1111 3 D +ULL Yes Y 1 1 3 1 EZIIIIIIM1118 1 4 1 lin 1 M IM IIEI NM D +Pf+ D +ED RISA -3D Version 9.1.1 [C: \Documents and Settings \TEMP \My Documents \RL201105 \TEE.r3d] Page 3 Page 24 of 34 10 0 MI 10 10 Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 CARRYING BEAM & COLUMN Nov 12, 2011 8:19 AM Checked By: Load Combinations (Continued) Descri 5 D +USL Yes - - Y -- - -- - - -' 1 - - -- 1 - -- 5 - -• -• 1 0 1 0 1 23.383 12 2 min -1.501 12 -1.125 6 D +NA Yes Y 13 1 1 6 1 3 Totals: max 0 3 7.725 11 0 1 7 .6D +NB Yes Y 1 .6 7 1 8 -1.501 13 8 .6D +PA Yes Y 1 .6 g 1 9 D +PB Yes Y 1 1 9 1 10 D +.75Pf+.75NA Yes Y 1 1 4 .75 6 .75 11 D +.75Pf +.75PB Yes Y 1 1 4 .75 9 .75 12 1.14D +.7ELX Yes Y 1 1.14 10 .7 13 1.14D +.7ELZ Yes Y 1 1.14 11 .7 14 .46D +.7ELX Yes Y 1 .46 10 .7 15 .46D +.7ELZ Yes Y 1 .46 11 .7 Load Combination Design Description ASIF CD ABIF ServiceHot Roll.. Cold Fo... Wood Concrete Masonry Footings AluminumConnect... 1 D Yes Yes Yes Yes Yes Yes Yes Yes D +Lr D +ULL Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes D +Pf +SD +ED Yes D +USL Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes D +NA Yes Yes Yes Yes Yes Yes 7 .6D +NB Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes .6D +PA Yes Yes Yes Yes Yes Yes Yes Yes 9 D +PB Yes Yes Yes Yes Yes Yes Yes Yes 10 11 D +Pf +.75NA D +.7575Pf +.75PB Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 1.14D +.7ELX Yes Yes Yes Yes Yes Yes Yes Yes 13 1.14D +.7ELZ Yes Yes Yes Yes Yes Yes Yes Yes 14 .46D +.7ELX Yes Yes Yes Yes Yes Yes Yes 15 .46D +.7ELZ Yes Yes Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions Joint X fk LC Y fk LC Z fk LC MX fk -ft l LC MY fk -ft l LC MZ fk -ft l L 1 N1 max 0 3 7.725 11 0 1 0 1 0 1 23.383 12 2 min -1.501 12 -1.125 8 -1.501 13 - 23.401 13 0 1 -8.685 3 3 Totals: max 0 3 7.725 11 0 1 4 min -1 ='.501 12 - '1.125 8 -1.501 13 Envelope Member Section Forces Member Sec Axial k LC Shear k LC z Shear k LC Tore ue k -ft LC - Momen... LC z -z Momen... LC M1 EMI 021, MIME .503 min 9 mil MINE min .517 .531 M2 MI 0' .544 .558 0 14 MI 0 -.54 EN m 0 0 .794 .64 .783 .771 - 3.683 .76 -3.702 .749 3.598 3.579 10 .503 .517 531 .545 SE EN El .558 IR r e'' m 0 0 m 0 0 -.545 0 0 0 0 0 0 0 0 0 0 0 .638 KB a' 0 1.293 in 0` 0 1.965 0 2.654 El EN ENEFIXIMMI 0 2.654 in 17.803 m 0 1.965 m 13.317 m 0 0 4.568 9.16 -1 957 13.775 -2.914 18.414 10 - .811 RISA -3D Version 9.1.1 [C: \Documents and Settings \TEMP \My Documents \RL201105 \TEE.r3d] Page 4 Page 25 of 34 Company : PEYTON- TOMITA & ASSOCIATES Designer : DEP Job Number : RL201105 CARRYING BEAM & COLUMN Nov 12, 2011 8:19 AM Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl LC v Shearfkl LC z Shearfkl LC To a k -ft 1 LC_ v -v Momen... LC z -z Momen... LC 15 M1 3 max 0 1 3.561 11 0 1 0 1 1.293 13 8.854 11 16 M2 W8X15 min -.531 12 -.744 8 -.531 13 0 , 1 0 1 -1.888 H1 -1b' 17 M3 4 max 0 1 3.542 11 0 1 0 1 .638 15 4.415 11 18 min -.517 12 -.755 8 -.517 13 0 1 ?' 0 1 -.951 8 5 max 0 1 3.523 11 0 1 0 1 0 1 0 1 20 min -.503 12 -.767 8 -.503 13 21 M3 1 max 7.725 11 1.52 12 0 1 0 1 23.401 13 23.383 12 22 min -1.125 8 -.021 3 ; -1.521 13 0 , 1 0 1 -8.685 3 - -' 23 2 max 7.593 11 1.424 12 0 1 0 1 17.02 13 17.191 7 24 min .' -1.205 8 '; -.021 3 -1.424 13 Q 1 0 1 -8 595 3. 25 3 max 7.461 11 1.328 12 0 1 0 1 11.056 13 12.836 7 26 min -1,284 8 -.021 3 -1.328 13 0 1 0 1 ' - 8.506 3 27 4 max 7.329 11 1.231 12 0 1 0 1 5.509 13 8.799 7 28 min -1.363 8 -.021 3 -1.232 13 0 1 0 1 -8.416 3 29 5 max 7.197 11 1.135 12 0 1 0 1 .379 13 5.067 7 30 min -1,442 8 -.021 3 -1.136 13 0 1 ;' 0 1 -8.327 3 Envelope Member Section Deflections Member Sec x [in] LC y [inl LC z [in] LC x Rotate [r... LC (n) L/y Ratio LC (n) L/z Ratio LC 1 M1 max 1.302 7 .65 7 1.723 13 8.648e -3 13 92.328 7 125.536 13 2 min max -.706 -.568 0' 1 1.302 .482 1.548 13 0 1 8.648e -3 13 106274 NC 1 124.619 197.86 13 3 min max -,706 -.408 1.302 .316 0 1.395 1 13 0 1 8.648e -3 13 148.565 NC 1 190.197 399.061 13 min max -,706 -.255 0' 1.302 .155 1.286 1 13 0 1' 8.648e -3 13 239.091 389.103 NC 1441.426 13 min .706 - .118 527.739 NC 9 5 max 1.302 7 .001 1.245 13 8.648e -3 13 NC NC 13 10 11 min -.706 -.007 11 NC 11 NC M2 1 max 1.302 7 .001 8 1.245 13 8.648e -3 13 NC 8 NC 13 12 min -.706 -.007 11 NC 11 NC 13 2 max 1.302 7 .088 3 1.286 13 8.648e -3 13 6121.918 3 1441.426 13 14 min -.706 -.15 1, 398.673 NC 15 3 max 1.302 .171 3 1.395 13 8.648e -3 13 5373.677 3 399.061 13 16 17 18 min' max min max -.706 1.302 -.706 1.302 3 7 3 7 .302 7 0 1 .248 3 1.548 13 ,455 7 0 1 .323 3 1.723 13 01 1 8.648e -3 13 0 1 8.648e -3 13 198,255 7 NC 8618.5 3 197.86 31.624 7 N' 1 1 NC 3 125.536 20 min -.706 -.609 7 98.431 NC 21 M3 1 max 0 1 0 1 1 0 1 NC 1 NC 1 22 vn NC NC 23 2 max 0 8 .043 3 .107 13 0 1 4842.982 3 1946.186 13 24 25 min -.002 11 -.107 12 1947.75 12 NC 3 max 0 .171 3 .383 13 0 1 1215.268 3 543.19 13 26 min' -.004 11 -,383 12 543.652 12 NC 27 4 max 0 .384 3 .769 28 29 min -.006 11 -.774 13 1' 0 1 542.042 3 270.487 13 268.637 NC 5 max .001 .68 3 1.21 13 0 1 305.974 3 171.896 13 30 min -.007 11 -1.262 7 164 7 NC Envelope AISC 13th(360 -05): ASD Steel Code Checks kl Mnvv /om ..Mnzz /om ..Cb Eon 1 M1 W8X15 .672 5 11 .094 5 v 10 94.361 132.934 6.662 33.932 1••• H1 -1b 2 M2 W8X15 .672 0 11 .091 0 y 11 94.361 132.934 6.662 33.932 1 . H1 -1b' 3 M3 HSS10X10X4 .391 0 13 .021 0 z 13 107.267 246.802 61.606 61.606 1 H1 -1b RISA -3D Version 9.1.1 [C: \Documents and Settings \TEMP \My Documents \RL201105 \TEE.r3d] Page 5 Page 26 of 34 PEYTON- TOMITA & ASSOCIATES 11/12/2011 PURLIN CONNECTION (AISC 13TH ED. ASD) PRYING W 8X13 T= 931.500 LBS B= 9940.000 LBS d= 0.750 IN. bf= 4 IN. GAGE= 2.25 IN. tf= 0.255 IN. tw= 0.23 IN. b= 1.010 IN. a= 0.875 IN. b'= 0.635 IN. a'= 1.250 IN. 1.250 ROE= 0.508 1.638 d'= 0.813 IN. p= 2.008 IN. 1 DELTA= 0.595 - 1.773052 BETA= 19.037 ALPHA'= 1.000 treq'd= 0.138 OK tc= 0.568 - 0.899962 ALPHA= 0.000 Q= 0 TOTAL T= 932 OK PURLIN CONNECTION PRYING W 8X15 T= 931.500 LBS B= 9940.000 LBS d= 0.750 IN. bf= 4.015 IN. GAGE= 2.75 IN. tf= 0.315 IN. tw= 0.245 IN. b= 1.253 IN. a= 0.633 IN. b'= 0.878 IN. a'= 1.008 IN. 1.008 ROE= 0.871 1.941 d'= 0.813 IN. p= 2.000 IN. 1 DELTA= 0.594 - 1.850903 BETA= 11.104 ALPHA'= 1.000 treq'd= 0.162 OK tc= 0.668 - 0.973429 ALPHA= 0.000 Q= 0 TOTAL T = 932 OK 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245 -4930 Page 27 of 34 PEYTON - TOMITA & ASSOCIATES 11/12/2011 CHECK WEB BENDING FOR LATERAL BEAM W 8X13 tw= 0.23 k= d= Gage =G= F= h =d -K= M =F *h= Mn/1.67= beff=3h= OK V= Tbolt= M /G /2= Tbolt= OK 0.555 7.99 2.25 504 7.435 3747.24 395.96 9.46 22.305 IN IN IN IN. LBS 1.14D +.7E IN. IN -LB IN -LB /IN IN REQD IN PROVD 789 LBS 197.25 LBS 833 LBS 1030 LBS <= 1.14D +.7E 9940 LBS 954 TOWN & COUNTRY ROAD, ORANGE, CA 92868 (714)245 -4930 Page 28 of 34 TOP OF COLUMN CONNECTION UNBALANCED Lr= 8550 FT -LBS RESISTING ARM= 12.5 IN. BOLT TENSION = 4104 LBS USE: 3 /4 "DIA. A307's. CAPACITY = 9940 LBS PLATE MOMENT= 12313 IN -LBS PLATE THICKNESS= 1 IN. PLATE WIDTH= 11 IN. PLATE Mn= 99000 IN -LBS PLATE Mn/1.67= 59281 IN -LBS OAF Sweld= 133.33 INA2 fb weld= 770 PLI USE: 3/16 FILLET ALL AROUND. CAPACITY = 2784 PLI Page 29 of 34 BASE CONNECTION LOAD CASE LOADS: .46D +.7ELZ Py= 0.948 K Vx= O K Vz= 1.501 K Mz= 23.197 FT -K Mx= 0.00 FT -K T= 0 FT -K DATA: COL. W= 10 IN. BASE PL. T= 1 IN. A.R. SPCNG= 14 IN. dl= 13.00 IN. d2= 13.00 IN. Mz /d 1 /2= 10.71 K Mx/d2 /2= 0.00 K P /4= -0.24 K TBOLT= 10.47 K ALLOWABLE INCREASE= 1 (ASCE 7 -05 12.4.3.3) USE: 1 IN. DIA. F1554 GR. 36 ANCHOR ROD Ta= 17.10 K OK M PL.= 20.94 IN -K Beff= 7 IN. Mn/1.67= 37.72 IN -K MEMBER HSS10X10X1/4 LWELD= 40 IN. SzWELD= 133 IN.2 SyWELD= 133 IN.2 JWELD= 1333 IN.' OK fay= -0.024 KLI fvx= 0.000 KLI fvz= 0.038 KLI fbz= 2.088 KLI fbx= 0.000 KLI fR(SRSS)= 2.064 KLI D REQ'D= 2.225 /16THS USE 1/4" FILLET WELD CAP= 3.712 KLI OK Page 30 of 34 MAXIMUM COLUMN AXIAL LOAD DOWNWARDS= 7725 LBS MAXIMUM COLUMN BASE MOMENT= 23401 FT -LBS ALLOWABLE INCREASE= 1 PER ASCE 7 -05 12.4.3.3 POLE FOOTING (CONSTRAINED): IBC EQ. 18 -3 d2= 4.25(M/S3 *b) b= 3.5 FT. DIA. OR SQ. S3= d= BEARING PRESSURE= ALLOWABLE =1000= BEARING PRESSURE= ALLOWABLE == CONSTRAINT FORCE= AREA OF SLAB= WT. OF SLAB =N= F= 0.25N= 200 PSF /FT x d (100 PSF /FT *2 PER 1804.3.1) 5.22 FT. IF ROUND , USE 5.5 FT 4.65 FT. IF SQUARE, USE 5 FT 803 PSF IF ROUND 1500 PSF OK 631 PSF IF SQUARE 1500 PSF OK 7020 LBS MAX. 208 SQ.FT. 15600 LBS 3900 LBS ROUND POLE FOOTING (NONCONSTRAINED): IBC EQ. 18 -1 P= 1501 LBS b= Si xd /3= h= d(assumed)= BEARING PRESSURE= ALLOWABLE= REINFORCING: B= 0.8H= Ds= 2 /3 *Ds= d= FTG. DEPTH= M(FTG.)= 1.33As(Req'd)= As(Prov'd)= 3.50 FT 475.33 PSF 15.59 FT 7.13 FT 803 PSF 1500 PSF OK NG. USE NONCONSTRAINED A= 2.1112 d= 7.14 USE: 7'-6" DEEP 42.00 IN. 33.6 IN. 34.50 IN. 23.00 IN. 28.30 IN. 7.13 FT 26968 FT -LBS 0.73 IN2 [As =M *12/(.875 *d *24)] 1.86 IN2 OK SQUARE POLE FOOTING (NONCONSTRAINED): IBC EQ. 18 -1 P= 1501 LBS b= 3.50 FT S1 xd /3= 418.67 PSF h= 15.59 FT d(assumed)= 6.28 FT BEARING PRESSURE= 631 PSF ALLOWABLE= 1000 +20 %(d -1)= 2056 PSF REINFORCING: d= M= 1.33As(Req'd)= As(Prov'd)= 38.25 26543 FT -LBS 0.53 IN2 [As =M *12/(.875 *d *24)] 1.24 IN2 OK 12 #5's VERT. A= 1.6952 d= 6.28 USE: 6' -6" DEEP OK 4#5's EA. FACE Page 31 of 34 ANCHOR ROD EMBEDMENT: PER AISC'S BASE PLATE AND ANCHOR ROD DESIGN GUIDE, PAGE 23, WE WILL DEVELOP THE RODS BY LAPPING THEM WITH THE VERTICAL REINFORCEMENT. FOR #6 BARS AND SMALLER Ld =48db WHERE fc =2500 PSI FOR LARGER BARS USE Ld =72db ANCHOR ROD SPACING= 14 IN. FOOTING WIDTH= 42 IN. DISTANCE FROM A.R. TO VERT. REINF.= 10.31 FAILURE PLANE AT VERT. REINF.= 6.88 IN. ABOVE BOLT HEAD DEVELOPMENT LENGTH OF REINF.= 30 COVER AT TOP OF FOOTING = 2 IN. TOTAL LENGTH OF ANCHOR ROD= 38.88 IN. USE: 39" IF VERTICAL REINFORCMENT IS TERMINATED WITH A STD. HOOK AT THE TOP THEN Ldh =24db FOR ALL BARS HOOKED DEVELOPMENT LENGTH OF REINF.= 15 IN. TOTAL LENGTH OF ANCHOR ROD= 23.88 IN. USE: 24" Page 32 of 34 PEYTON - TOMITA & ASSOCIATES PROJECT: CANOPY 954 TOWN & COUNTRY ROAD JOB NO. STANDARD ORANGE, CA 92868 DATE: 12- Nov -11 (714)245 -4930; FAX(714)245 -4933 DECK CLIP THE CLIP IS A 2 1/2" LONG, 3/16" THICK CHANNEL WITH A 1/2" DIA. A307 BOLT. THE CLIP FITS UNDER THE DOUBLED LIP OF THE TWO ADJOINING DECK RIBS. MAXIMUM DECK RIB LOAD (P)= CLIP CAPACITY= DEAD LOAD= LIVE LOAD= 34.000 PLF 261.500 PLF 0.394 K 0.425 K OK Page 33 of 34 PEYTON - TOMITA & ASSOCIATES PROJECT: CANOPY 954 TOWN & COUNTRY ROAD JOB NO. STANDARD ORANGE, CA 92868 DATE: 12- Nov -11 (714)245 -4930; FAX(714)245 -4933 LAST RIB CHECK: FLG. STAY CHECK: FASCIA WT.= LIVE LOAD= 10.00 PLF 31.30 PSF RIB LOAD= 32.87 PLF SPAN= 10.00 FT MOMENT= 262.93 FT -LBS RIB CAP.= 311.63 FT -LBS NO REIN. REQ'D REIN. CAP.= 0.00 FT -LBS NA TOTAL CAP.= 311.63 FT -LBS OK L2x2 CAP.= 1.79 K TENSION SCREW CAP.= 0.457 K SHEAR # SCREWS= 2 MOMENT= 10.04 FT -K DEPTH= 8.00 IN. FLG. FORCE= 15.06 K 2%*FLG. F= 0.30 K STRAP T= 0.21 K STRAP OK SCREW V= 0.11 K SCREWS OK Page 34 of 34 JECT -LIB,' GROUP, u..c PDGroupllc.com corl Civil Engineering Land Surveying Project Management • Structural Engtneenng • Land Use Planning • Value Analysis 3150 22nd Street 5E Salem. Oregon 97302 Phone S03 384,4004 Fax 503-364-4003 Email. pdgfa pP Grouplc.com Pe' " ��' °.��`r STRUCTURAL CALCULATIONS For the Anchorage & Foundation of Vertical Propane Tanks Prepared for: Blue Star Gas 10802 East Marginal Way South Tukwila, WA Prepared by: Project Delivery Group, LLC 3150 SE 22nd Street Salem, Oregon 97302 I hereby certify that this structural design report was prepared by me, or under my direct supervision, and that I am a duly licensed Professional Engineer under the laws of the state of Washington. Job No.: 11 -010 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 062011 City of Tukwila IILDING DRV1Sr' ECEWVE JUL 18 2011 PERMIT CENTER I Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.506733 Longitude = - 122.290154 Spectral Response Accelerations Ss and 51 Ss and 51 = Mapped Spectral Acceleration Values Site Class B - Fa =1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.508 (Ss, Site Class B) 1.0 0.520 (51, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.506733 Longitude = - 122.290154 Spectral Response Accelerations SMs and SM1 SMs= FaxSs and SM1 =FvxS1 Site Class D- Fa= 1.0,Fv =1.5 Period Sa (sec) (g) 0.2 1.508 (SMs, Site Class D) 1.0 0.780 (SM1, Site Class 0) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.506733 Longitude = - 122.290154 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1= 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.005 (SDs, Site Class D) 1.0 0.520 (SD1, Site Class D) 8 Pzk A5c 6 1 -c)c, j-rc, 4 -ZI • }t2 Asa q-, - - SOP?,crfv 3-( 5711c 14 4, 5Ec7€4 G. f5 pe5l64 V: RO mph "V j = 0,b5 Vzt = �z ' 0.1s (-T 4 o-3 1 1.0 = )9 F5F = o_sr 19 If i.5 X5 -zf (j„r(Jw,0•4 L µ6(6k--7 °F ►a = Fwwv F�000fr if w. 11),A) coAD I5 .44 C rn ID F( 1A6c4 14.4-1-Z / UEe-flc4L TMrk Assuri .s.A ` e sE r4r EtF I4fl a 5YL Ky /y. 3 = 56.33 t' -- GibSrijC- .74th i nor�E. — 11r 3. , T T at' (lfM Lr(x- _ '3,. 72 (118' ) \A)1-o 1 AV n ,sec( &•D Pee Ta FArApai tour ftx A Me fy z Ji: -r: ,_ �1i�L r - — % 7.J?7r �hy� I K4'!!ilGa #L OF ` ti ,? 1 6vv�E l)6146. A 1y-1, • .-,1 1 \ t12 Lo9rt). 1 (k)4(1.±?_ L_ 18 ' _ •W o. 37s s�5 /053 Fr-- 'r - 0.0,400 SPcor 'S O.oc ;etandc, Q,b I D T t/Tt' to pr 57 l 1' l4 521o0 = FP QCs 0'4 it +. r'1 14Lvr /72, EiL;:G 0,1 PaOJ! T ,..c Customer: Blue Star Gas Project: 17 ft Blue Star Vertical Propane Tank Site: 10850 East Marginal Way South PDG Project No.: 11 -010 Date: 05/04/11 Page: Slab Foundation Design Design Basis: 1. AC 1 318 -08 2. Soils investigation performed by: IBC 2009 Chapter 18 Tables - Type 4 Soil Design Parameters: Slab Dimensions: Slab Width, bs,ab = tslab = Slab Thickness: Cap Size, Cs = Cap Height, Ch = Volume of Concrete, Volcena = Soil Design Values: Allow. Brg. Pressure, gam = Allow. Passive Pressure, Pp = ySeil = Soil density: 10.00 ft 2.00 ft 0.00 ft 0.00 ft 7.4 cu yds ^Wtt^wr ,► Ldfill � Yr twr Cs 1_1 Ch 4 2000 Ibs /sq ft 150 Ibs /sq ft/ft 105 Ibs /cu ft Overtuming Stability it Soil Pressures: Moment Acting @ Toe of Slab: Mt„ = OTM + V " (tslab +Ch) = Resisting Moment @ Toe of Slab: MR = (Wt_str +Wtslab +Wtfiu) *(bsiab/2)= OTM Factor of Safety: F.S. = MR /Mee = Slab Eccentricity: e = Mtoe / (Wt so- + Wtsh b + Wt fiu) = Contact Length: L = 3 *(bsiab / 2 - e)= Maximum Gross Bearing Pressure: gman = (Wt str+slab +Wtfil) / ('J2 *1--c *bslab) _ Maximum Net Bearing Pressure: gnet = ggross - (dfiu + Lip)* 9seil = Maximum Allowable Bearing Pressure: gma�anow = gau„ + (tslab +dfilrl) *gauew *0.2 = USE: 10 ft. Square x 2 ft. Thick Slab 63 245 3.86 1.29 11.12 ft 0.88 ksf /ft bslab Tower Base Reactions: Overturning Moment, MhM1,r = Base Shear, VtM,r = Leg Shear, V1eg = Tower Weight, Wthsr = Tower Base Width, bar = Depth of Fill, dfill = Weight of fill, Wtfiu = Weight of Slab, Wtsiab = ft-kips ft-kips > 1.50 (OK) < 1.67 (Inside Kern) 0.67 ksf /ft 2.40 ksf /ft (OK) 52 ft-kips 5.70 kips 1.43 kips 19.00 kips 3.00 ft 0.00 ft 0.00 kips 30.0 kips Toe Ph: (503) 364 -4004 Fx: (503) 364-4003 www.pdgroupllc.com 5 Customer: Blue Star Gas Project: 17 ft. Blue Star Vertical Propane Tank Site: 10850 East Marginal Way South PDG Project No.: 11 -010 Date: 05/04/11 Page: Slab Reinforcement Design: Slab Reinforcement Details: Top mat rebar size: 4 As_„p= 1.96 in2 Top Reber Mat Spacing = 12.7 in Bott. mat rebar size: 4 A,_„„,n= 1.96 in2 Bott. Rebar Mat Spacing = 12.7 in Top mat Quantity: 10 fy = 60.0 ksi d = 19.25 in Bott. mat Quantity: 10 fc = 2.5 ksi Total Provided Reinforcement Ratio : Ptotatyrovd = 0.0014 Minimum reinforcement ratio, p (A, total / A gum c,) Ptemplshnnk = 0.0018 Need More Steel pel = 0.0145 (OK) Analysis of One -Way Beam Shear: Pressure Slope = q„„,, / L = 0.079 klf Lam = ' / *bstab - (1 /3 *btwr *COS30 °) = 4.13 ft q' = gmax - (gmax / Lc) * t cam = 0.554 ksf Analysis of Cantilever Loads: Factored Moment: (= (As_mp + As_ tt) / Ag] Id 1 M„ = 1.6 *(g' *I -cant *' �2 +(gmax- q' ",,,,2 /3 *4ant2) "bstab = 105.6 ft -kips Reinforcement Ratio of lower rebar mat: Non= A,_bog / (b,tab * ts) = 0.0007 (OK) Nominal Moment Capacity: 0M„= 0.9 * A,* Fy * [d - (A,* Fy) / (1.7 *fc *b,t,,)] = 165 ft -kips (OK) Factored Shear V„ = 1.6 * [g' * t- cant % * New - q') * Lcant] * b,tab = 47.5 kips Nominal Shear Capacity of Concrete: 0V,= 0.75 " 2 * Nifc * bs,a, * d = 173 kips (Vs not req'd) Analysis of Punching Shear: Factored Punching Shear. V„ = 1.6 * [M, / (bt,,,,r * cos 30 °) + 1/3 * Wtterr] = 42.2 kips Nominal Punching Shear Capacity of Concrete: 0Vc= 0.75 *4 "Jfc *bo *d = 167 kips Where conservatively, bo = 3 * (C, + d) = 58 in 0V5= 0.75* A„* Fy = 0 kips (I)V, + (I)V, = 167 kips (OK) Top Rebar Mat: USE: # 4 A615 Gr. 60 Bars 9.5 ft. long, Spaced at 12.7 in. o.c. Bottom Rebar Mat: USE: # 4 A615 Gr. 60 Bars 9.5 ft. long, Spaced at 12.7 in o.c. Ph: (503) 364-4004 Fx: (503) 364-4003 www.pdgroupllc.com Region Contributing to 1 -Way Beam Shear t_ M„ = 1.6 *(g' *I -cant *' �2 +(gmax- q' ",,,,2 /3 *4ant2) "bstab = 105.6 ft -kips Reinforcement Ratio of lower rebar mat: Non= A,_bog / (b,tab * ts) = 0.0007 (OK) Nominal Moment Capacity: 0M„= 0.9 * A,* Fy * [d - (A,* Fy) / (1.7 *fc *b,t,,)] = 165 ft -kips (OK) Factored Shear V„ = 1.6 * [g' * t- cant % * New - q') * Lcant] * b,tab = 47.5 kips Nominal Shear Capacity of Concrete: 0V,= 0.75 " 2 * Nifc * bs,a, * d = 173 kips (Vs not req'd) Analysis of Punching Shear: Factored Punching Shear. V„ = 1.6 * [M, / (bt,,,,r * cos 30 °) + 1/3 * Wtterr] = 42.2 kips Nominal Punching Shear Capacity of Concrete: 0Vc= 0.75 *4 "Jfc *bo *d = 167 kips Where conservatively, bo = 3 * (C, + d) = 58 in 0V5= 0.75* A„* Fy = 0 kips (I)V, + (I)V, = 167 kips (OK) Top Rebar Mat: USE: # 4 A615 Gr. 60 Bars 9.5 ft. long, Spaced at 12.7 in. o.c. Bottom Rebar Mat: USE: # 4 A615 Gr. 60 Bars 9.5 ft. long, Spaced at 12.7 in o.c. Ph: (503) 364-4004 Fx: (503) 364-4003 www.pdgroupllc.com 1 Anchor Calculations Anchor Selector (Version 4.5.0.0) Job Name : 11 -010 Date/Time : 5/4/2011 12:33:23 AM 1) Input Calculation Method : ACI 318 Appendix D For Uncracked Concrete Code : ACI 318 -08 Calculation Type : Analysis a) Layout Anchor : 7/8" Heavy Hex Bolt Number of Anchors : 2 Steel Grade: F1554 GR. 36 Embedment Depth : 15 in Built -up Grout Pads : No cxl 5x1 cy2 Cy1 Vua 'w ex bx2 by2 by1 2 ANCHORS •Nu3 IS POSITIVE FOR TENSION ANO NEGATIVE FOR COMPRESSION • INDICATES CENTER OF TWO ANCHORS Anchor Layout Dimensions : cx1 : 36 in cx2 : 45 in cyi : 45 in cy2 : 36 in bx1 : 1.25 in bx2:1.25in bye : 4.25 in by2 : 4.25 in sx1 5.5 in Mux MIll Vuax ex bx2 by2 by1 2 ANCHORS •Nu3 IS POSITIVE FOR TENSION ANO NEGATIVE FOR COMPRESSION • INDICATES CENTER OF TWO ANCHORS Anchor Layout Dimensions : cx1 : 36 in cx2 : 45 in cyi : 45 in cy2 : 36 in bx1 : 1.25 in bx2:1.25in bye : 4.25 in by2 : 4.25 in sx1 5.5 in b) Base Material Concrete : Normal weight Cracked Concrete : No Condition : B tension and shear Thickness, ha : 20 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua • 15050 Ib Vuay : 0 Ib Muy : 0 Ib`ft ex:0in e : 0 in Moderate /high seismic risk or intermediate /high design category : No Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = HB87 da = 0.875 in Category = N/A hef = 14.125 in hmin = 15.75 in cac = 21.1875 in cmin = 5.25 in smin = 5.25 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 7525.00 Ib Anchor #2 Nua2 = 7525.00 Ib Sum of Anchor Tension ENua = 15050.00 Ib ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vuai = 1145.00 Ib (Vua1 x = 1145.00 Ib , Vuaiy = 0.00 Ib ) fc : 2500.0 psi • c,V • 1.40 (I:Fp : 1381.3 psi Vuax : 2290 Ib Mux : 0 Ib*ft 4 Anchor #2 Vua2 = 1145.00 Ib (Vua2x = 1145.00 Ib , Vua2y = 0.00 Ib ) Sum of Anchor Shear EVuax = 2290.00 Ib, EVuay = 0.00 Ib e'vx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAse futa [Eq. D -3] Number of anchors acting in tension, n = 2 Nsa = 26795 Ib (for each individual anchor) = 0.75 [D.4.4] 4Nsa = 20096.25 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc'e!ANcotljec,Ntljed,NTc,Ntljcp,NNb [Eq. D -5] Number of influencing edges = 0 hef = 14.125 in ANco = 1795.64 in2 [Eq. D -6] ANc = 2028.70 in2 tljec,Nx 1.0000 [Eq. D -9] `t'ec,Ny = 1.0000 [Eq. D -9] `Yec,N = 1.0000 (Combination of x -axis & y -axis eccentricity factors.) � 'ed,N = 1.0000 [Eq. D -10 or D -11] tPc,N = 1.2500 [Sec. D.5.2.6] Pcp,N = 1.0000 [Eq. D -12 or D -13] Nb = 16X, f ' c hef513 = 66029.42 Ib [Eq. D -8] Ncbg = 93249.51 Ib [Eq. D -5] = 0.70 [D.4.4] (I)Ncbg = 65274.65 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Np = 8Abrgf 'c [Eq. D -15] 1.1880 in2 Abrg = [Vim = `I'c,PNp [Eq. D -14] qic p = 1.4 [D.5.3.6] Npn = 33264.00 Ib 10 4) = 0.70 [D.4.4] 4) Npc = 23284.80 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = n0.6A se futa [Eq. D -20] Vsa = 16080.00 Ib (for each individual anchor) 4) = 0.65 [D.4.4] 4) Vsa = 10452.00 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x- direction... Vcbx = Avcx/Avcojed,VT c,V`f'h,V Vbx [Eq. D-211 cal = 30.00 in (adjusted for edges per D.6.2.4) Avcx = 1620.00 in2 Avcox = 4050.00 in2 [Eq. D -23] `f'ed v = 0.9400 [Eq. D -27 or D -28] `Yc,V = 1.4000 [Sec. D.6.2.7] Th,V = (1.5ca1 / ha) = 1.5000 [Sec. D.6.2.8] Vbx = 7(Ie/ da )(3.2 NI daX,\ fc(ca1)1.5 [Eq. D -24] le = 7.00 in Vbx = 81540.23 Ib Vcbx = 64384.17 Ib [Eq. D -22] 4) = 0.70 Vcbx = 45068.92 Ib (for a single anchor) In y- direction... Vcbgy = Avcy /Avcoy`jec,V`jed,V`ijc,V`I'h,V Vby [Eq. D -22] cal = 30.00 in (adjusted for edges per D.6.2.4) Avcy = 1730.00 in2 Avcoy = 4050.00 in2 [Eq. D -23] 11 `yec,V = 1.0000 [Eq. D -26] `t'ed,V = 0.9400 [Eq. D -27 or D -28] `Pc,V = 1.4000 [Sec. D.6.2.7] `'h V = 1i (1.5cal / ha) = 1.5000 [Sec. D.6.2.8] Vby = 70e/ da )0.2 V dad fc(ca1)1.5 [Eq. D -24] 1e= 7.00 in Vby = 81540.23 Ib Vcbgy = 68755.93 Ib [Eq. D -22] 4 = 0.70 4'Vcbgy = 48129.15 Ib (for the anchor group) 4'Vcby = 24064.58 Ib (for a single anchor - divided 4'Vcbgy by 2) Case 2: Anchor(s) furthest from edge checked against total shear Toad In x- direction... Vcbx = Avcx/AvcoxTed,V`lic,V`jh,V Vbx [Eq. D-21] cal = 30.00 in (adjusted for edges per D.6.2.4) Avcx = 1620.00 in2 Avcox = 4050.00 in2 [Eq. D -23] ''ed,V 0.9400 [Eq. D -27 or D -28] `f'c,V = 1.4000 [Sec. D.6.2.7] Th,V = .I (1.5ca1 / ha) = 1.5000 [Sec. D.6.2.8] Vbx = (7 lei da )0.2 da?'j f c(ca1)1.5 [Eq. D -24] 1e= 7.00 in Vbx = 81540.23 Ib Vcbx = 64384.17 Ib [Eq. D -22] 4 = 0.70 4'Vcbx = 45068.92 Ib (for a single anchor) In y- direction... Vcbgy = Avcy/Avcoyg'ec,V`jed,V `I'c,V`I'h,V Vby [Eq. D -22] cal = 30.00 in (adjusted for edges per D.6.2.4) Avcy = 1730.00 in2 Avcoy = 4050.00 in2 [Eq. D -23] `t'ec,V = 1.0000 [Eq. D -26] Y'ed,V = 0.9400 [Eq. D -27 or D -28] `f`c,V = 1.4000 [Sec. D.6.2.7] `lfh,V = (1.5ca1 / ha) = 1.5000 [Sec. D.6.2.8] Vby = 70e/ da )0.2,1 daXtil f c(ca1)1.5 [Eq. D -24] le = 7.00 in Vby = 81540.23 Ib Vcbgy = 68755.93 Ib [Eq. D -22] = 0.70 4Vcbgy = 48129.15 Ib (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbx = Avcx/Avcox�ed,V�c,V�h,V Vbx [Eq. D -21 ] cal = 30.00 in (adjusted for edges per D.6.2.4) Avcx = 1620.00 in2 Avcox = 4050.00 in2 [Eq. D -23] � 'ed,V = 1.0000 [Sec. D.6.2.1(c)] Tc,V = 1.4000 [Sec. D.6.2.7] `Yh,V = (1.5ca1 / ha) = 1.5000 [Sec. D.6.2.8] Vbx = 7(Ie/ da )13.2-4 daX J f c(ca1)1.5 [Eq. D -24] 1e= 7.00 in Vbx = 81540.23 Ib Vcbx = 68493.80 Ib [Eq. D -22] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 136987.59 Ib = 0.70 4Vcby = 95891.31 Ib (for a single anchor) Check anchors at cy1 edge Vcbgy = Avcy/Avcoy`Pec,V`f`ed,VTc,V�h,V Vby [Eq. D -22] cal = 30.00 in (adjusted for edges per D.6.2.4) Avcy = 1730.00 in2 Avcoy = 4050.00 in2 [Eq. D -23] 13 `Pec,V = 1.0000 [Eq. D -26] `yed,v = 1.0000 [Sec. D.6.2.1(c)] `t`c,V = 1.4000 [Sec. D.6.2.7] Th,V = (1.5cal / ha) = 1.5000 [Sec. D.6.2.8] Vby = 70e/ da )0.2.s1 dad fc(ca1)1.5 [Eq. D -24] le = 7.00 in Vby = 81540.23 Ib Vcbgy = 73144.61 Ib [Eq. D -22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 146289.22 Ib 4) = 0.70 (I)Vcbgx = 102402.45 Ib (for the anchor group) Check anchors at cx2 edge Vcbx = Avcx/Avcox`Yed,V`Yc,V`Yh,V Vbx [Eq. D -21] cal = 30.00 in (adjusted for edges per D.6.2.4) Avcx = 1620.00 in2 Avcox = 4050.00 in2 [Eq. D -23] `'ed,V = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)] Tc,V = 1.4000 [Sec. D.6.2.7] `I'h,V = 1,1 (1.5cal / ha) = 1.5000 [Sec. D.6.2.8] Vbx = 70e/ da )0.2. J daX.4 f c(ca1)1.5 [Eq. D -24] le = 7.00 in Vbx = 81540.23 Ib Vcbx = 68493.80 Ib [Eq. D -22] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 136987.59 Ib 4) = 0.70 (I)Vcby = 95891.31 Ib (for a single anchor) Check anchors at cy2 edge Vcbgy = Avcy /Avcoy`liec,V`lied,V`Yc,VPh,V Vby [Eq. D -22] cal = 30.00 in (adjusted for edges per D.6.2.4) Agcy = 1730.00 in2 Avcoy = 4050.00 in2 [Eq. D -23] `t'ec,V = 1.0000 [Eq. D -26] `f'ed,V = 1.0000 [Sec. D.6.2.1(c)] `f'c,V = 1.4000 [Sec. D.6.2.7] `'h V = 4 (1.5cai / ha) = 1.5000 [Sec. D.6.2.8] Vby = 70e/ da )0.2 v daX1j f'c(cai)1•5 [Eq. D -24] le = 7.00 in Vby = 81540.23 Ib Vcbgy = 73144.61 Ib [Eq. D -22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 146289.22 Ib 4 = 0.70 4 Vcbgx 102402.45 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq. D -30] kcp = 2 [Sec. D.6.3.1] e'vx = 0.00 in (Applied shear Toad eccentricity relative to anchor group c.g.) e'vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) kljec,Nx 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity) gjec,Ny = 1.0000 [Eq. 0-9] (Calulated using applied shear load eccentricity) `f`ec,N' = 1.0000 (Combination of x -axis & y -axis eccentricity factors) Ncbg = (ANca /ANc)(kPec,N'/wec,N)Ncbg Ncbg = 93249.51 Ib (from Section (5) of calculations) ANc = 2028.70 in2 (from Section (5) of calculations) ANca = 2028.70 in2 (considering all anchors) `I'ec,N = 1.0000 (from Section(5) of calculations) Ncbg = 93249.51 Ib (considering all anchors) Vcpg = 186499.01 Ib = 0.70 [D.4.4] cVcpg = 130549.31 Ib (for the anchor group) 11) Check Demand /Capacity Ratios [Sec. D.7] [5 Tension - Steel : 0.3744 - Breakout : 0.2306 - Pullout : 0.3232 - Sideface Blowout : N/A Shear - Steel : 0.1095 - Breakout (case 1) : 0.0254 - Breakout (case 2) : 0.0508 - Breakout (case 3) : 0.0224 - Pryout : 0.0175 V.Max(0.11) <= 0.2 and T.Max(0.37) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 7/8" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 15 in. embedment ROJECT DELIVERY GROUP,I._c PDGroupllc.com f r'.II �rratni•!T'�I; • ':t tILtI pal F noyul.srr 1:; Lard tiu r ,...,n • I anti Use t lann,n:r pi ()Jed hl,rnt;prrrynt • V ;i4;PT Analvsi 3150 22nd Sheet SE Salem Oregon 9/302 Phone 503 364 4004 Fax 503 364 4003 Email pdg.4•PDGrouplIc corn Ptt.E COPY Pr- -.• r STRUCTURAL CALCULATIONS For the Anchorage & Foundation of Horizontal Propane Tanks Prepared for: Blue Star Gas 10802 East Marginal Way South Tukwila, WA Prepared by: Project Delivery Group, LLC 3150 SE 22nd Street Salem, Oregon 97302 05/41/ I hereby certify that this structural design report was prepared by me, or under my direct supervision, and that I am a duly licensed Professional Engineer under the laws of the state of Washington. Job No.: 11 -009 1,14 22 REVIEWED FOR CODE COMPLIANCE APPROVE OCT 0 6 2011 City of Tukwila MILDING DIVISION ECEWVED JUL 18 2011 PERMIT CENTER Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.506733 Longitude = - 122.290154 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.508 (Ss, Site Class B) 1.0 0.520 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.506733 Longitude = - 122.290154 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.508 (SMs, Site Class D) 1.0 0.780 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.506733 Longitude = - 122.290154 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.005 (SDs, Site Class D) 1.0 0.520 (SD1, Site Class D) Seismic Loads (ASCE 7 -05 Section 12.8, 2009 IBC): Sos := 1.005 SDI .= 0.520 Reference USGS Report Seismic Dead Load Calculations: Tank Mass: 'tank:= 30000 gallons 1-tank := 60 ft diaiik := 9 f1 hank := 10 fl Wfucl := Vtank'4 25.0.90 Wfuel = 114750 lhs Wtank := 51000 lhs Nrtotal Wfuel + Wtank NN'total = 165750 Ibs Period Determination ltn := blank C1, := 1.4 T := C,•hn' T = 0.112 sec Tmax:= CUCt'hn' C, := 0.02 x := 0.75 Tmax = 0.15 sec (TL > 20) Determining Seismic Base Shear 1:= 1.25 R := 4 Per ASCE /SE 17 -05 TABLE 12.2 -1 Ordinary Reinf. Conc. Shearwalls NIA) CSMAX R T CSMINII := 0.01 (SDS' 1) Cs: R 'full :_ CS' \'total VASD := 0.7•Vfull WASDT :— V ASD Ltank CSMAX = 1.445 CS = 0.314 'full = 52055.9 "ASD = 36439.1 NASDT = 607.3 pif (lateral force transverse to length of tank) utant. NI Asm \ AcD/ — 9 1‘1A.SEn — fi — lbs fi 1 ASDT. Ltank MASDTtotal MASDTtotal = 81.99 fi 2(10001 '''•\ I total LRID M ASD1 total 0.7 1\lio-ipt1y = 117.1 SEISMIC vs. WIND LATERAL FORCES 0.00256.1.0-0.85-0.85.902.1.15 \ \\IND := qbasic. (GCPNET) d tank' Ltank VM1ND 9396.7 fi - k clbasic = 17.2 psf Because WAND < VASD , SEISMIC CONTROLS. GCpNET:= 0.61 + 0.40 3 Customer: Blue Star Gas Project: 10 ft. Blue Star Horizontal Propane Tank Site: 10850 East Marginal Way South PDG Project No. 11 -009 Date 05/03/11 Page Slab Foundation Design Design Basis: 1. ACI318 -08 2. Soils investigation performed by. IBC 2009 Chapter 18 Tables - Type 4 Soil Design Parameters: Slab Dimensions: Slab Width. bslab = tab = Slab Thickness: Cap Size, CS = Cap Height, Ch = Volume of Concrete, Vol,,„, = Soil Design Values: Allow. Brg. Pressure, clauow, = Allow. Passive Pressure, Pp = i soll = Soil density: 13.00 ft 2.00 ft 0.00 ft 0.00 ft 12.5 cu yds 2000 150 105 Overturning Stability 8 Soil Pressures: Moment Acting @ Toe of Slab: M1DC = OTM + V * (tslab +Ch) _ Resisting Moment @ Toe of Slab: MR = (Wt_Str +Wt slab +Wtfill) *(bslab12) = OTM Factor of Safety: Ibs /sq ft Ibs /sq ft/ft Ibs /cu ft Wttwr r�Mtwr a {r—Cs wx VtW. II bslab Tower Base Reactions: Overturning Moment, Mtwr = Base Shear, Vim„ = Leg Shear, V1eg = Tower Weight, Wt„, = Tower Base Width, bt„„ = 82 ft-kips 36.40 kips 9.10 kips 165.75 kips 4.50 ft Depth of Fill, dm = 0.00 ft Weight of fill. Wtrl, = 0.00 kips Weight of Slab, Wtslab = 50.7 kips 155 ft-kips 1,407 ft-kips F.S. = MR /MLOe = 9.09 > 1.50 (OK) Slab Eccentricity: e = M1Oe / (Wt _sir + Wtslab + Wtr„) = 0.72 < 2.17 (Inside Kern) Contact Length: L, = 3 *(bjab / 2 - e)= 17.35 ft Maximum Gross Bearing Pressure: climax = (Wt str +Wtslab +fill) / (Y2 *1-c *bslab) Maximum Net Bearing Pressure: gnet = Clams - (elfin + tslab) 9sod = 1.92 ksf /ft 1.71 ksf /ft Maximum Allowable Bearing Pressure: gmax avow = %now + (tslab +dtr - ) *hallow *0.2 = 2.40 ksf /ft (OK) USE: 13 ft. Square x 2 ft. Thick Slab Toe L, Ph (503) 364 -4004 Fx: (503) 364 -4003 www.pdgroupllc com 1i Customer: Blue Star Gas Project: 10 ft. Blue Star Horizontal Propane Tank Site: 10850 East Marginal Way South PDG Project No.: 11 -009 Date: 05/03/11 Page. Slab Reinforcement Design: Slab Reinforcement Details: Top mat rebar size: 4 A,...,„,= 1.37 in2 Top Rebar Mat Spacing = 25.0 in Bott. mat rebar size: 6 AS -bolt= 6.63 in2 Bott. Rebar Mat Spacing = 10.7 in Top mat Quantity: 7 fy = 60.0 ksi d = 18.88 in Bott. mat Quantity: 15 f c = 2.5 ksi Total Provided Reinforcement Ratio : p,otai_prova 0.0021 [_ (A, to, + A,bou) I A9] Minimum reinforcement ratio, p (As_totat /Agconcr) Ptemptshnnk — 0.0018 (OK) p,G = 0.0145 (OK) Analysis of One -Way Beam Shear: Pressure Slope =gmax / Lc= 0.111 klf Lcant = ' /2'bstab - (1 /314wr "cos30 °) = 5.20 ft q' = max - (gmax / Lc)* Lcant = 1.344 ksf Analysis of Cantilever Loads: Factored Moment: Mo = 1.6 "(q' "Loan 2 "YZ +(gmax-q')"%2 "213 Lcant2) "bstab Reinforcement Ratio of lower rebar mat: Pbon = As_bon / (bsiab' tslab) = 0.0018 (OK) Nominal Moment Capacity: 0M0= 0.9* A,* Fy * [d - (A," Fy) (1.7 "f c "bstab)] = 505 ft-kips (OK) Factored Shear. V = 1.6 * [q' " Lcam + Y2 • (gmax - q " Lcant] * bslab = 176.5 kips Nominal Shear Capacity of Concrete: OVc = 0.75 * 2* �If c " bslab * d = 221 kips (Vs not req'd) Analysis of Punching Shear: Factored Punching Shear. V. = 1.6 " [M,V,r / (b„,* cos 30 °) + 1/3" Wt,wr] = 122.1 kips Nominal Punching Shear Capacity of Concrete: OVc= 0.75 "4 "Jfc "bo "d = 160 kips Where conservatively, bo = 3 * (Cs + d) = 57 in OVs = 0.75* A,* Fy = 0 kips (Ric + tl'Vs = 160 kips (OK) r i 485.9 ft-kips Region Contnbutmg to 1 -Way Beam Shear Top Rebar Mat: USE: # 4 A615 Gr. 60 Bars 12.5 ft. long, Spaced at 25 in. o.c. Bottom Rebar Mat: USE: # 6 A615 Gr. 60 Bars 12.5 ft. long, Spaced at 10.7 in o.c. Lmrn Ph: (503) 364 -4004 Fx: (503) 364 -4003 www.pdgroupllc.com 3 PROJECT DELI VERY GROUP, i_ c Pi t,lect Naas Client Name Job NO Blue Star Gas Horizontal 1 auk Date 513.2011 Ryan M, zi Dwight M. "1 Prolix] Dehver■ Group Designer 11-009 Checker RECTANGULAR CONCRETE COLUMN INTERACTION DIAGRAM IACI 318 -081 DEFINITION OF TERMS M4XI \11'MAXIALLnAD N, = 118.4 kips MAXIpr1'MFLEXt'RAL LOAD M = 117.1 k-ft COLI ;MN W1PTH.h = 120 In COLCMNHEIGHT.h = 18 in TENS REINT LOC .d, = 15.5 in COMP RUNT LOC d. = 2.5 in CLEARCOVERREO'U C, = 1.5 in #4 0.5 in snRRtn'sIZIRFO•n = ( 1 CNBRACED LENGTH COO- .1: - 1 COLL'ef' UNBRACEDLENGTI I. L = 9 (1 ' CONC COMPRESSIVtSTRLNGTH. f, 4 ksi (i, = CONCRETE W'EIGIIT.W, = 150 pct (Ec =3834 TENSION REINFORCEMENT = 12 no. 7 COMPRESSIONREINFORCENTENT = 12 no. 7 1 1 - 1 -. - �� ' - ksi) 1 - -- '' ' i. - - -. -= .. " - - - "- - ' • •• • _• __• .. - __. - - . - - " - -' - -- _. .. .. 0 85 ksi)- Es, 29000 = 7.22 sq. in. = 7.22 sq. in. DESIGN-ANALYSIS !---- I ^ G -500.0 • CONCENTRIC AXIAL CAPACITY (SHORT COLUMN) - --•- 2 - - -- � -P&M " -. - A'I , 41?,, Z P„ oA9n ¢P, = 4,0.80(0.85Pr)(Ag = 4243 6 kips -A „)4 0P vs. 0M f,(A„) 0 5 81_60.8 0.4375 65287 I -195,8 4243.6 i -127 3 2445 4243.6 159.0 ` 0.375 6528 7 589 8 862 4 1389 1 4243.6 383.4 560.6 - t 0 3 125 6528 7 4243.6 o o e _ 0.125 3874.2 902 9 _59603 - 0.0625 __521' 9 2, L -0 25 4636.5 1657 0 • 3391.7 1077.0 1788 9 • 3013.7 1162.8 _O a3; 5 4167.9 1 845 5 2709 1 1199.6 -0 625 3781 7 ' - 0.8125 3457.3 1859 I. 2458 1 1208 4 1200 8 1847 4 2247.2 4000.0 L_3500.0, -1 . 3180.5 i 1821.0 2072 8 ' 1186.8 1221 5 1250.6 , -I 1875 2941.3 i 1786 0 ' 2011 6 ' -1.35 2732.1 • ' - 1.5625: 2547 2 : 1746.3 I 1956 5 1704.2 ' 1906.2 1802.2 1275.3 ` -2 2188.6 . 1603 9 13220.8 000:0 i ' -3 1611.1 1393 3 ! 14500 1254 0 ~ -4 1219 8 1218.9 ' 952.3 752:9_ 1097.9 626.6 301.7 1097 0 2500.1 2000.0 :6 .._69G3_ .. -8 335.2 ___ -10 51 4 _. 857.1 677.6 591.4 46 3 532,2 )500:0 •1000:0 : -500.0 • 1 0.0 0 0 500.0 1000.0 1500.0 6Mn (ft -kips) 7 ti !Ain Cr;IJ1t,ia_ aty_ch.onie'llth7 glhs in (41n1 rub.' 1 Ur /.4/.ljf A 1 ( -,-. h,•'; I1 ►1. 1.14 tor• t . • 1:,.•4., - :.5 .,,,d 1 ';hrt Win!, ,•n• mrn.., 111th. I, Bat Site la N 1 12.2 in 45 15.2 in Ab 18.3 in $i 26.6 in 8 30 -4 in - I.,.l d, n',. Bar S17e = #7 (d = 21.0 in N x) ACt Irtm 1 '�. 'n Con 318-05 ecl r•', ' I0.021f,Af �11, !t, = I- f (, (1 .. • 1' • 1 (' - 5,,,, tit ,,,t,,.u, , - 2.5 in 0 ft 1 „• *141 .rn1 .'oale-r, 1 0 uT. n•r.. ,, 41 I11114 (,:'I, 1,, Nu d . >. 1, 4' •Ud; In_; L-uI 1111 Crt•)I'• 1hr” ' ( on( rt•t,- 1y111! . Nurmal.vt'ight • .,,,,1(t n•d.0 Iron 111, ear e, n•:nlerrrenn•nt ;A ren,iiredl ;A. linn'itied• A. ploy tl - 11.79 - -1 i/; ?a• 1.14, 1411 11nmi rr•rtuln e But 111,1 I,'s+ lhan Ile Lirg!'I 6 in Ir Pn• s1U,' 1'4,vr1 2.5in. cover > 2it1 for .190" limit,! Yes Are the bar- IN'tn1; drvrlo {x d onrloyed %saint! tom/snaps' No t1. r1•n'd / A. prov'd - (1.7') Bar Size = Ids = 9.8 in Reinforcement Split e lengths in Corti rote 1ACI 318 -05 Set lion 12 15 Spl,re tylr• -Clay 11 (Cla . 1i ante >> 2 �C.1.0 n- n! n I n•rn, ,• >;,hrrtl .v.lhu' 44'2'21 Lap length' (Clak'A= 10,C1.1>s11- (.31'Ijpl Wirt Jd = 27.2 in Erinto( ernen1 lk)elssismeol lenisilb in 1. 010 rill' ir.( (•• = i 3 1 _ 11'• A ..r 140 ; 1,11.11. ' 111'2101, I - . - 0 r. Ile 111, vt Ann .0 othi•twii.ii k • 1 (I 12' 0,■C 1)1'10v. 1,, ye, 1,, ^ St11,111c. II! I gni; kir ,p.icinK, kit mit gr••.11... 2.5 in in!li int, I Normalwright .V.•13.1 - 2 ri oliivr Olt 0■7(r1.,1' (1,1);fit Bar S121' Id P4 15.8 in *5 19.11 in *Is 23.7 if) • • V■"0 901/C11 ,1:111V 1.11'!.”.11.1(111(((enwssi IA, 11.L1111(e(DiA, provider!' ;17 34.1) in P8 39.1) in A. r•-0'111 A. artsy'(J 1.1)0 l..%s•iv. , - •}1.1., 1,v tr. - Bar Size = 4 = 15.8 in ipdird Hool, Development LensliThin Concrete ;AC. 31f ,Cl' Si•i-or 1: 5 lat 10.0 Bar Size = t4 m ic h‘ But no1 les!. trial the Nil, 6 in 10. 7.1 in Ihr• soli ( ()W.( > 2.5in, COW, > Itt int 90' iinuk2 ves Arc 1 bat. heing linvelopi•ttenrlo,nd within titit.../swup,, No A. recd / A, pro" 0 - 1.00 IAC' 311,05 Sf•nin^ 12 15 Sn'tce iypv - Class A ICI:o.s 0 unless: 2.). resit) rein' ns V.! rein' spliced w,thin req'tt la)) length) ;Ca ..,5 A - 1 0 . Cles01 - 1 31 Splice J = 15.8 in Reinforcement Development Leneili5 in Conc!ele lAci .11w. secilon 2.2 3! ; 3 f• LI' • A , - rt. 4f) , _± J Factors: 1, - 60,000 c.), , • 11) ; - OM 0.8 Ins *b ;Ind 1.0 otherwist• - '1,500 p• , 1 - I.() 12' 01 cunt' bt-lovir lu No • 1: t - nt rtIver , '1, bar spat ing. hot nu: Ihor. 2 5 2.5 in Connete lyty, - Normalweight Assuroine it i - .2 5 ond ntIttn forint, are normal (orsditoro., 1 Bar Size t4 12.2 in *5 15.2 in PE, 18.3 in • • WO redurinin in, ri-inhirei,mt•ni SA, reosaret.1).'iA, provided *7 26.6 in *8 30.4 in A. ern U A, pun • 1.00 s•.,ne - K, )sti, as.11;)10,•• i.,) I., - Bar Size = 23.7 in 1,1andard Iloc)1, Development I eneth in Concrete 1h-05 Sectint- 1 !., () 2ui. Al • 1.1. = f ' Bar Silt" = *11 F'ol not 't1 I. m,)9 ot 8(2. 14„ = 10.6 in Esiniorr ement Soke tait•or reit' PC• • - 010•• A '.1•• - • • SpIir 1 ,, . 2 t - Ont t.• > 2 `•'!,, > 201 ;01 o "P 1•• b., 1.;•111): tilA:clo1pr•ClP1•11CJA-C1 ",10, A. ' 1' - 1.00 D65•b0 Stist1L AIJo vN — pfsv�,J —PE►?, ASC€ 7-o5 9 P�s'.J1c J� 1 ? F• S (-7' 15, 3, T s L!f 15,L1-7, 15, 7, 3 �1 G P[R SF isrr,c, cALC. .�/ F` - i 1 ' % 64. tJ� P,`3 ' ` E v. 314 vJ 1 / 2 l / f _ _ R f -st0 E� = 0.��i 4 vJ WELL Ty t'.J'E-p...1, r ;..,f PG R A.:c�.r fi -- Li TRL� 1t=1041�� = °p,g q.0 7 7, "k/ / x2 3.11 to = 3.451 4�Ile-----1-0U:E ' /H" rt0- 100.'. is rRy L=2.00 ) k = 9y0.. 0,11, a=o Elo Rr = (�•� )(1.4(x7)(20) id lo" EA . 5E I5M:L nl/k -oL. GorJT 5\ c.f. -C`e - Priz MS C. r,o� S vE of bQ (0 e k *,tQC7 �C%, A L i / /to lag- 'f«r* F u - - 04 Er. $R. 'EN-I 1 T 4 coal OA�K s,, va (r)(04) 0.425 k , (o, %)(L',�S >�z. 50 �" \) (10" = S 0 q / r. (J ;; \f s. t1f 1. tL. - 5e#)p%n)(=. (/4 Gv4,cT 13,J ( - - j T ,r c:.,j c r `L VoR r^ ` - 3,`� � A (v,' ) c ")(i 0.z5)) 2 = 5. ZO k - ;h M t - ( o.425) (g h4)(14 Yo.c30)) .3, it (0425)(14)(1" (0,.16)/2, 46,0 k •;n 0 16 C 6 456SAler VE IMP) Fug- vA" vF wee*. offis 6.10 LATE- �' — CN EC.t=. 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(`)(1 -P''i% } (3)(c t9.0 2`p -,n (D 4-67 -_ 2� - 12-91 • ; r 1.32 -k•;r% Mb G. ooh X,4 t4 / 2.°,0 1 JP5.7i1\(,-- ?\P =(9) (9U T 7 C ( LI j J-= tj\r 7 (7.9) (, '-l. i I �l C,T7 5 ;- - (0, -) 1`1') 44�) z9 .,,z N)) ` -715.°1 • `1 1 (94,5 <. Mir) "-1 S? b L - t ., ZZD 13 AA p bpi LI 576 o vt '% a/ nu, 37E,EL y5e y� ,c 0‘4 x 13.5° Ca SSi vs• 5, ie-sI As3l FE- c.1c,N, ■(, F1 /`3 — T F /\ L t P Cr t A a-15 1;d f- ( o,'15 4t)5 r(1 icy ) (0.75 Y.48)(',.a- I .2. \.© '7 1,0 • • vSE i 1449 /y n Department of Community Development Jack Pace, Director • City of Tukwila • Jim Haggerton, Mayor February 16, 2012 Chris Mastrup 880 N Wright Rd Santa Rosa, CA 95407 RE: Incomplete Letter #1 to Revision #2 Development Permit Application DI1 -220 Blue Star Gas —10802 East Marginal Wy S Dear Mr. Mastrup, This letter is to inform you that your permit revision received at the City of Tukwila Permit Center on February 15, 2012 is determined to be incomplete. Before your application can continue the plan review process the attached /following items from the following department(s) need(s) to be addressed: Planning Department: Brandon Miles at 206 431 -3684 if you have any questions concerning the attached comments. 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) 431 -3670. Sincerely, AAPA44(AZ hall ician Enclosures File: DI 1 -220 W:\Permit Center \incomplete Letters\2011\D11 -220 Inc Ltr #1 to Rev #2.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 DATE: CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS February 16, 2012 Blue Star Gas D11 -220, Revision 2 (After Permit Issuance) 10802 East Marginal Way South MIC /H The Planning Division of DCD has reviewed the revisions submitted for the above permit application. The revision is incomplete: 1. The approved site plan shows a 16 foot wide canopy. Please provide a revised site plan showing the 24 foot canopy. Ensure that you comply with the setbacks of TMC 18.30.080. The front setback is 20 feet. • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director September 23, 2011 Chris Mastrup 880 North Wright Rd Santa Rosa, CA 95407 RE: Correction Letter #2 Development Permit Application Number D11 -220 Blue Star Gas —10802 East Marginal Wy S Dear Mr. Mastrup, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Planning Department: Brandon Miles at 206 431 -3684 if you have questions regarding the following comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. Sincerely, r Marshall Technician enc File No. DI 1 -220 W:\Permit Center \Correction Letters \2011011-220 Correction Letter #2.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 DATE: CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS September 23, 2011 Chris Mastrup, Blue Star Gas D11 -220, Correction Letter 2 10802 East Marginal Way South MIC /H The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. 1. The plans provided for the building permit no longer match the plans that have been provided to the City as part of the unclassified use permit. The unclassified use permit is scheduled to be heard by the City Council on October 3, 2011. Update your plans to match the plans that will be reviewed by the City Council. Please note that the City Council could make further modifications to the approved plans. If you submit a revision before the City Council has reviewed the application you may be required to submit another correction in order for all construction plans to match. Also, please be aware that the City Council could delay acting on the permit or could deny the application. By proceeding on processing the building permit application you are doing so at your own risk. July 28, 2011 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Chris Mastrup 880 North Wright Rd Santa Rosa, CA 95407 RE: Correction Letter #1 Development Permit Application Number D11 -220 Blue Star Gas —10802 East Marginal Wy S Dear Mr. Mastrup, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Planning Department: Brandon Miles at 206 431 -3684 if you have questions regarding the following comments. 1. This building permit application cannot be reviewed and /or approved by the Planning Department until both the UUP (L11 -042) and SEPA (E11 -010) are complete. Once the reviews for the above listed Land Use Files are complete, four (4) sets of changed/updated plans must be submitted along with the attached "Revision Submittal Sheet." If through the course of the Land Use review no changes are made to the existing plans, only the "Revision Submittal Sheet" will need to be submitted acknowledging that the above referenced reviews are complete and that the building permit review can move forward. Please note that corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. Sincerely, VAGIAjdt shall ician encl File No. D11-220 W:\Permit Center \Correction Letters\2011\D11 -220 Correction Letter #I.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 SPRMIT COORD CORD PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -220 PROJECT NAME: BLUE STAR GAS SITE ADDRESS: 10802 EAST MARGINAL WY S DATE: 02/29/12 Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: Building Division Public Works n Fire Prevention Structural Yn' kf Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete DUE DATE: 03/01/12 Incomplete n Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route n Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: gApproved with Conditions DUE DATE: 03/29/12 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28-02 • • °kM�N�f co �:: p' cov PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -220 DATE: 02 -15 -12 PROJECT NAME: BLUE STAR GAS SITE ADDRESS: 10802 EAST MARGINAL WY S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 2 After Permit Issued DEPARTMENTS: B I ing rvnIn Public Wores h— AV KklA a -1'.12 iF re Prevention Structural p7M utGviied Ilt•l2 Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 02-16-12 Not Applicable Permit Center Use Only j INCOMPLETE LETTER MAILED: DeAliki` iv LETTER OF COMPLETENES S MAILED: S Departments determined incomplete: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: .V IA, TUES/THURS ROUTING: Please Route n Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Notation: Approved with Conditions DUE DATE: 03-15 -12 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 PE rit Y • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -220 DATE: 11 -16 -11 PROJECT NAME: BLUE STAR GAS SITE ADDRESS: 10802 EAST MARGINAL WY S Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 After Permit Issued DEPARTMENTS: • B�l ding D V isio 11 Yu lc Works Rik. li.11-■,■ Fire Prevention gg Structural Ott l Si I�c Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11-17 -11 Complete Incomplete Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS UTING: Please Route I Structural Review Required No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12 -15 -11 Approved ❑ Approved with Conditions Ni Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 "E tt' • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -220 DATE: 09 -29 -11 PROJECT NAME: BLUE STAR GAS SITE ADDRESS: 10802 EAST MARGINAL WY S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # After Permit Issued DEPARTMENTS: Bui ding Division Os b lc orks Fire Prevention Structural n jvc ID •)' Planning Division 6 Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10-04-11 Complete Incomplete Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS O TING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Notation: n Approved with Conditions DUE DATE: 11 -01 -11 Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 ERM1T COORD COPS PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11-220 DATE: 08/18/11 PROJECT NAME: BLUE STAR GAS SITE ADDRESS: 10802 EAST MARGINAL WY S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division n Public Works Fire Prevention Structural Planning Division NI a, tA Permit Coordinator 211 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Ng] Comments: Incomplete DUE DATE: 08/23/11 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route IX REVIEWER'S INITIALS: Structural Review Required No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Approved with Conditions DUE DATE: 09/20/11 Not Approved (attach comments) k DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: 67,7111 Bldg ❑ Fire ❑ Ping 4 PW ❑ ll�� Staff Initials: Documents /routing slip.doc 2 -28 -02 oPE PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -220 DATE: 07 -18 -11 PROJECT NAME: BLUE STAR GAS SITE ADDRESS: 10802 EAST MARGINAL WY S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: 4Lingtision AVtiC 7�) t( ublic Works I a, � Atoc Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: 171. Incomplete DUE DATE: 07 -19 -11 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: ❑ No further Review Required DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 08-16-11 Approved ❑ Approved with Conditions Not Approved (attach comments) t Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: V*1.-1 1 t Departments issued corrections: Bldg ❑ Fire ❑ Ping' PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 11 4110 PROJECT NAME: 1 NAME: Ikkie S PERMIT NO: SITE ADDRESS: t 000 � Easy M, .,..4 W.[ -S ORIGINAL ISSUE DATE: 10 - [d —( REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: (' P S 4-, 5 i.1-..t 0 NI' Ca N.v „n Summary of Revision: a rouA 40 score 042 (kap Received by: goy ( e,gkF REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITI . LS Summary of Revision: (' P S 4-, 5 i.1-..t 0 NI' Ca N.v „n Summary of Revision: Received by: Received by: SL.0 a (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) • 1 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/a 9 /.2o /z Plan Check/Permit Number: D11-220 • Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ® Revision # 2 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner RECEIVED CITY OF TUiKWILA FEB 2 9 2012 Project Name: Blue Star Gas Project Address: 10802 East Marginal Wy S Contact Person: e/lris /%sAey Phone Number: 707-41,0-21-% / Summary of Revision: eciis.e e( f c.-e c l od * ‘3ItAN7 ea( ( rojiy S�rK Sheet Number(s): / U "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ill Vs q I ti A/ v /r1 147K Entered in Permits Plus on \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Citylbf Tukwila • REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http: //www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1 r/ Plan Check/Permit Number: 1/ - 02C ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # 12r Revision # __ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ,l/'fE ,q,a, ‘4-5 Project Address: /,DAJ X157 MI? /N C , Ji2 Y Contact Person: X4*'22 /// /3 '6 - Phone Number: Summary of Revision: T CNG47g - /11 (i z, Szt- )/o6- 7,7 z(2(-6,7K____ it4/7-07-4vo s tetypiA.45 CM OF TUKYORA FEB 15. 20121 PERMIT csaTER Sheet Number(s): "Cloud" or highlight all areas of revision including date o revisio Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 1_` 1 s' 1-2, H:Uppli 7cnnt- Appliepions On Iim\2010 Appliatioz 7 -2010 - Revision Sobnrittal.doe Crested: 1-13-2004 Revised: 7 -2010 CityIf Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http: //www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: `i' //a/..09// ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # 12' Revision # 6 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner 74/ (5&‘2-S Project Address: /OO/O2 -)19r %)?9AGiN4� L 477 �S��r� lyt'1, " q a.A9 7 o3 e1 `6 w0 Contact Person: / /41€v % pKf Phone Number: 5-'3- 7g0 „espy Summary of Revision: ,q00 NOP`/ (5-7Viee-rirotl/,l L Dow/ 9G C? cc 9 6ti i -7716W .V Z 11 Plan Check/Permit Number: � I I - Project Name: t ED CITY.OF T;.,~L i NOV 16 2011 PERMIT CFrt, Sheet Number(s): "Cloud" or highlight all areas of revision including date of revis'' nl Received at the City of Tukwila Permit Center by: - Entered in Permits Plus on < < 1 L H: Npplications1Fotms- Applications On Lmc12010 Apptications\7 -2010 - Revision Submittal.doe Created: 8- 13-2004 Revised: 7 -2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: September 26, 2011 Plan Check/Permit Number: D1 1-220 ❑ Response to Incomplete Letter # • Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Blue Star Gas Project Address: 10802 East Marginal Wy S Contact Person: Chris Mastrup Summary of Revision: Phone Number: 707- 484 -2861 Sheets 2 through 8 were modified to reflect comments from various City Departments and Sound Transit. Sheets 1, 9, and 10 have been included for convenience, rather than keeping those three sheets and replacing the other 7. RECEIVED cm, of Tv1 W l A SEP 2 9 2011 PERMIT CENTER Sheet Number(s): 1, 2, 3, 4, 5, 6, 7, 8, 9, 10 "Cloud" or highlight all areas of revision including date o revisi yln Received at the City of Tukwila Permit Center by: E3— Entered in Permits Plus on \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: • • 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: 08/18/11 Plan ChecWPermit Number: D11-220 111 Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner CrTyleitigtA AUG 18 2011 CENTER Project Name: Blue Star Gas Project Address: 10802 East Marginal Wy S Contact Person: Chris Mastrup Phone Number: 707 -573 -3130 Summary of Revision: Both the SEPA (E 11 -010) and Unclassified Use Permit (L11-042) have been applied for. Per Brandon it is ok to receive and route building permit during their review. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Contractors or Tradespeople Per Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name BLUE STAR GAS ASSOCIATES CO UBI No. 603115243 Phone 7075733130 Status Active Address 880 North Wright Rd License No. BLUESSG898K4 Suite /Apt. License Type Construction Contractor City Santa Rosa Effective Date 6/1/2011 State CA Expiration Date 6/1/2013 Zip 95407 Suspend Date County Out Of State Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company GABERVILLE GAS CORPORATION Business Owner Information Name Role Effective Date Expiration Date STEWART, WILLIAM P President 06/09/2011 STEWART, MARLYN R Secretary 06/09/2011 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 Travelers Cas and Surety Co of America 105607173 05/06/2011 Until Cancelled $12,000.00 05/20/2011 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 1 NATL INTERSTATE INS CO PEG480001103 06/01/2011 06/01/2012 $1,000,000.00 05/27/2011 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https: // fortress .wa.gov /lni/bbip /Print.aspx 10/10/2011 E D C B A 1 1 1 1 1 1 1 1 1 1 4 4 5 ----------- ---- - -- - - -- - ... :. �s. 1 1 1 sT 1 1 1 FIRE LANE EASEMENT 1 32' SOUND TRANSIT GUIDEWAY EASEMENT 1 1 1 / ST ._ ST j ST - - \ _J ST sT / SEPARATE PERMIT REQUIRED FOR Mechanic ai Electrical Plumbing Gas Piping City of Tukwila BLlll..k, "� DIVISION A REVISIONS / / / / / sT _sT SS sT ST ST - 5T ------- ST - ST - ST 1. CHANGED LOCATION OF 8' X 8' SHED AND FIRE MONITOR. (7/14/11) 2. CHANGED LOCATION OF 30,000 GALLON (WATER CAPACITY) PROPANE TANK, MODIFIED PROPOSED FENCE ALIGNMENT AND CHANGED PROPOSED GATE TO SLIDE GATE. (9/3/11) 3. ADDED 20' X 30' BUILDING TO BE CONSTRUCTED UNDER A SEPARATE PERMIT. (9/3/11) 4. ADDED SIGNAGE TO PROHIBIT PROPANE TRUCK ADDED REQUIREMENT TO PAINT GUIDEWAY EASEMENT, STENCIL "NO PROPANE PARKING" ON PAVEMENT, AND POST "NO PROPANE TRUCK PARKING" SIGNAGE ON SUPPORT COLUMNS. (9/9/11) 5. REVISED FENCE LOCATION AND CHANGED CANOPY SIZE. (2/24/2012) 2 PREPARED FOR: BLUE STAR GAS 880 N. WRIGHT ROAD SANTA ROSA, CA95407 (707) 573-3130 PROJECT NO: 10014 REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. tvOT7: Revisions will require a new plan submittal and may include additional plan review fees. 3 / / / / / / / / / / / BLUE STAR GAS FACILITY TUKWILA, WASHINGTON 4 5 REVISIONS: 6 PLANNING APPROVED !; No changes can be made. to these plans without approval from the Planning Division of DCD F s Approved By: . Y Date: r REFER 10 REVISION NOTES IN LOWER LEFT CORNER OF DRAWING, ABOVE ENGINEERS SEAL. 6 0 7 8 FILE COPY Pont* No.. `b.I "L" miew approval la sit Oct t0 suers ed SHEET KEYNOTES �. ±t :' :`z.! of construction documents does not Choi' 'x8' SHED. REFERENCE DETAILS ON DWG S -5.03. `' )``fin of eny adoPted code or ordinance. Re414XISTING 12' X 53' MODULAR OFFICE WITH ADA RAMP Copy ; scklO®dPROPOSED 30,000 GALLON (WATER CAPACITY) PROPANE STORAGE TANK WITH VEHICLE PROTECTION PURSUANT TO NFPA 58. REFERENCE DETAILS ON DWG S -5.01 FOR STRUCTURAL SUPPORT. aty ibitwila SUIWING DIVISION NO PROPANE TRUCK PARKING 1. SIGN DIMENSIONS ARE 12" WIDE X 18" TALL. 2. LETTERS ARE TO BE 1 -1/2" IN HEIGHT. 3. FASTENERS NOT TOO EXCEED 1 -1/2" IN LENGTH. ONO PROPANE TRUCK PARKING SIGN NO NTS 4 4. PROPOSED DELIVERY TRUCK PARKING STALL. 5. EXISTING FIRE HYDRANT. 6. EXISTING GATED INGRESS /EGRESS LOCATION. 7. EMPLOYEE PARKING, 3 FULL SIZE, INCLUDING ONE ADA SPACE. 8. PROPOSED 1,150 (WATER CAPACITY) GALLON TANK TO SUPPLY VEHICLE REFUELING DISPENSERS. REFERENCE DETAIL ON DWG S -5.03. 9. PROPOSED FENCE. 10.PROPOSED 40' SLIDING VEHICLE GATE. 11.PROPOSED PEDE : AN GATE. k• 13.EXISTING RAILWAY SUPPORT. NEW SIGNS READING "NO PROPANE TRUCK PARKING" TO BE POSTED ON EACH COLUMN. SIGNS SHALL BE POSTED FOUR FEET ABOVE THE GROUND. EFER CE DETAIL ON THIS SHEET. 14.EXISTING FENCE. 15.EXISTING ADA ACCESSIBLE ROUTE. 16. ONING SET BACK. 7 PROPOSED -DISPENSER ISLAND FOR PUBLIC REFUELING OF VEHICLES. REFERENCE DETAILS ON THIS SHEET. THE DISPENSERS WILL BE COVERED BY A PREFABRICATED 2 -POLE CANOPY (24'x26') WITH THE "ALLIANCE AUTOGAS" LOGO. THE CANOPY AND RELATED FOOTINGS WILL BE CONSTRUCTED U DER A SEPARATE BUILDI PERMIT APPLICATION. 18.PROP• D INFORMATIONAL KIO . THE KIOSK AND RELATED FOOTINGS WILL BE CONSTRUCTED UNDER A SEPARATE BUILDING PERMIT APPLICATION, 19.PROVIDE AND PLACE FOUR - 6" DIAMETER PCC FILLED STEEL BOLLARDS, 4' TALL AND 3' BELOW ADJACENT SURFACE. 20.CONSTRUCT 20'x30' BUILDING UNDER SEPARATE PERMIT. 21. CONSTRUCT FIRE MONITOR WITH 4" CONCRETE FILLED STEEL BOLLARD 4' : LL D 22. PLACE 6 -INCH WIDE YELLOW REFLECTIVE STRIPING ALONG THE NORTH AND SOUTH LIMITS OF THE SOUND TRANSIT GUIDEWAY EASEMENT (REC NO. 20061019001881). 23. PLACE 6 -INCH WIDE YELLOW REFLECTIVE LETTERING TO READ "NO PROPANE TRUCK PARKING'". LETTERS ARE TO BE LOCATED 18- INCHES CLEAR INSIDE THE NORTH AND SOUTH LIMITS OF THE SOUND TRANSPORTATION EASEMENT, AND SPACED AT APPROXIMATELY 50 FEET ON CENTER. 10" TUBE STEEL COLUMN FUEL DISPENSER ODISPENSER ISLAND PLAN ENLARGEMENT SCALE: NTS REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 2 2012 City BUILDIN BOLLARD EXISTING AC 10" TUBE STEEL COLUMN FUEL DISPENSER BOLLARD EXISTING AC 2 DISPENSER ISLAND CROSS SECTION SCALE NTS 7 SITE PLAN 4 T kwita (VISION INCOMPLETE REVISION N0.? 8 cirrivit�wO FEB 292012 PERMIT CENTER DRAWING C -1.03 SHEET 40F10 19 PNLS ® 16" = 25' -4" - PERIMETER GUTTER HSS10x10x1 /4 COL. TYP. WLx 3 FLG. STAY ® MIDSPAN TYP. SEE DET.1 26' -0" 3' -8" CANOPY FRAMING PLAN SCALE: 3/16' = 1' -0" 18' -8" CANOPY FOUNDATION PLAN SCALE: 3/16" = 1 -0" c0 SM FASCIA HSS 10x 10x 1 /4 DRIVE SLAB HSS10x10x1 /4 20GA ASTM A653 SQ GRADE 40 ROOF DECK W /3" RIBS ® 16" 0/C STRUCTURAL NOTES 1. CODE IBC - -2009 2. ROOF LIVE LOAD - -25 P.S.F. 3. WIND - -85 M.P.H., EXPOSURE C 4. SEISMIC OCCUPANCY CATEGORY = 11 IMPORTANCE FACTOR = 1 Ss = 1.509, S1 = 0.521 SDS = 1.0, SD1 = 0.521 DESIGN CATEGORY = D ORDINARY CANTILEVERED COLUMNS V= Cs *W =0.8W R = 1.25 EQUIVALENT LATERAL FORCE PROCEDURE 5. CLASS 5 SOIL ASSUMED, BEARING CAPACITY 1500 PSF ASSUMED, LATERAL BEARING 100 PSF /FT ASSUMED (X2 PER 1804.3.1) 6. CONCRETE FOOTING - -f'c =3000 PSI (2500 PSI USED IN DESIGN) (MIN. 5 SACKS CEMENT PER CUBIC YARD) 7. REINFORCING STEEL - -ASTM A615, GRADE 60, FY =6OKSI (EXCEPT #3 BARS MAY BE GRADE 40) 8. HOT ROLLED STEEL SHAPES & PLATE - -ASTM A36, FY =36KSI (EXCEPT "W" & "WT" SECTION ARE A992, FY =50 KSI) 9. STRUCTURAL TUBING- -ASTM A500 GRADE B, Fy =46KSI 10. ALL STRUCTURAL STEEL TO BE RED PRIME PAINTED 11. METAL DECK -- ASTM A653 GRADE 40, GALVANIZED MINIMUM PROPERTIES: +1 = 1.012 IN.'4JFT, -1 = 0.504 IN'4 /FT +S = 0.4309 IN. 3 /FT, -S = 0.3638 IN" 3 /FT 12. ANCHOR RODS- -ASTM F1554, GR. 36, Fy = 36 ksi 13. WELDS - -E70 ELECTRODES ALL WELDS BY CERTIFIED WELDERS 14. BOLTS- -ASTM A307 UNLESS NOTED. 15. NON- SHRINK GROUT= 5000 PSI MIN. 16. CONTRACTOR TO VERIFY AND CONFIRM ALL DIMENSIONS AND CONDITIONS AND NOTIFY ENGINEER OF ANY DISCREPANCIES PRIOR TO START OF WORK. ALL WORK TO BE IN ACCORD- ANCE WITH ALL APPLICABLE CODES AND STANDARDS. 17. ALL SCREWS AND BOLTS THRU DECK SHALL HAVE TOP SEALS. 18. ALL FLASHING, GUTTERS, ETC. SHALL BE CONSTRUCTED TO BE LEAK TIGHT AT THEIR JOINTS OR SEAMS BY USE OF MASTIC. 19. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE DONE IN ACCORDANCE WITH THE AISC SPECIFICATION. 20. THE ELEVATION AND DIRECTION OF THE CANOPY DRAIN PIPES IS PER THE ARCHITECT'S /CIVIL ENGINEER'S DRAWINGS. 21. LOCATION AND SIZE OF CANOPY LIGHTS AND ELECTRICAL CONDUITS IS PER THE ARCHITECT'S /ELECTRICAL ENGINEER'S DRAWINGS. SPECIAL INSPECTIONS & STRUCTURAL OBSERVATION: 1.) CONCRETE - NOT REQ'D. PER 1704.4, EXCEPTION 1. 2.) WELDING - REQ'D. UNLESS DONE BY A FABRICATOR APPROVED BY THE JURISDICTION. PERIODIC INSPECTION IS REQ'D. FOR ALL SINGLE PASS FILLET WELDS. THERE ARE NO FIELD WELDS. 3.) PERIODIC INSPECTION IS REQ'D. TO VERIFY MEMBER SIZES AND JOINT DETAILS. 4.) STRUCTURAL OBSERVATION IS NOT REQ'D. UNLESS MANDATED BY THE BUILDING OFFICIAL. SM FASCIA HSS 10x 10x 1 /4 CANOPY SIDE ELEVATION SCALE: 3/1 6" = 1 -0" CANOPY END ELEVATION SCALE 3/16" = 1' -0' DECK PURLIN L2x2x18GA STRAP FLG STAY (2) #14 SMS ® DECK RIBS & PURLIN FLANGE STAY DETAIL 1 " =1' -0" (4)3/4"0A307's TYP Z2x 1 x 18 GA. BRACKET ® 48 "O.C. MAX. SEE SECT. A FOR INFO. NOT SHN. -BM PER PLAN FASCIA SECTION 1"= 1 '-0" 1/4"STIFF. PL. NS & FS TYP.- TYP>3/16 4 3/16 4 (4)3/4"0A307 3#10's TYP. PL.1 "x11 "x1' -4" 6 " 6 " fi et_ #12 TOP SEAL ® 48 "O.0 1/4 20 GA. FASCIA /GUTTE D.S. LEADER PER PLAN SLOPE DN 1/8:12 ft 3#12 TOP SEALS EA, BRACKET MFRS. DECK CLIP (500# ASD CAP. MIN,) AT EACH DECK RIB ALTERNATE SIDES OF BEAM & BOTH SIDES OF BEAM AT LAST RIB, EA. END OF CANOPY 6" CONC. SLAB (BY OTHERS 20 GA. D.S. LEADER COVER DECK PER PLA BASE PL. 1 "x18 "x1' -6" SEE DETAIL 2 2" NON- SHRINK GROUT • .IL E. ICI 1•1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 2 2012 City of Tukwila BUILDING DIVISION s /is 3/162 <TYP. /8 "COLLAR /8 r 2 -6 3" OD.S. IISS COLUMN 41 4 0 . VERT. REINF. TYP. ROUND REINFORCING PLAN N CN 2" SQUARE REINFORCING PLAN 1' -2" 2" BASE PLATE DETAIL 1 " =1' -0" z i) L� LIT 0 LL co 10 1/4V EMBEDMENT PO 4 :4 4 8 4 xi • 4 4 4 4 8 3 #3 TIES WITHIN TOP 5" OF FTG. (4)1"95 x 3' -9" LONG F1554. GR. 36 ANCHOR RODS W /HEAVY HEX HEAD & NUTS AND HARDENED WASHERS (NO HOOKS) "-- 12 #5's VERT. 4, 3' -6" SQ. OR RND. A CANOPY SECTION i".1.-o. #3 TIES ® 12 "O.C. MAX. REVISION N0.? p �1� uo RL201 105 REVISE WIDTH PEYTON - TOMITA AND ASSOCIATES 954 Town & Country Rd Orange, CA 92868 Ph:(714) 245 -4930 Fax :(714) 245 -4933 RECEIVED FEB 15 2012 PERMIT CENTER EXP. 1 -22 -13 rEB 10 2 (77 0 0 z 0 BLUE STAR GAS 10802 EAST MARGINAL WAY S. TU KWI LA, WA 98188 FILE NAME CS 1. DWG JOB NO. RL201 105 DRAWING NO. C S 1 DRAWING REVISION NO. 19 PNLS ® 16" = 25' -4" PERIMETER GUTTER FLG. STAY ® MIDSPAN TYP. SEE DET.1 0 26' -0" CANOPY FRAMING PLAN SCALE: 3/16" = 1' -0" CANOPY FOUNDATION PLAN SCALE: 3/16" = 1' -0' SM FASCIA DRIVE SLAB HSS 10x 10x 1 /4 HSS 10x 10x 1 /4 HSS 10x 10x 1 /4 COL. TYP. 20GA ASTM A653 SQ GRADE 40 ROOF DECK W /3" RIBS © 16" 0/C STRUCTURAL NOTES 1. CODE IBC - -2009 2. ROOF LIVE LOAD - -25 P.S.F. 3. WIND - -85 M.P.H., EXPOSURE C 4. SEISMIC OCCUPANCY CATEGORY = II IMPORTANCE FACTOR = 1 Ss = 1.509, S1 = 0.521 SDS = 1.0, SD1 = 0.521 DESIGN CATEGORY = D ORDINARY CANTILEVERED COLUMNS V =Cs *W =0.8W R = 1.25 EQUIVALENT LATERAL FORCE PROCEDURE 5. CLASS 5 SOIL ASSUMED, BEARING CAPACITY 1500 PSF ASSUMED, LATERAL BEARING 100 PSF /FT ASSUMED (X2 PER 1804.3.1) 6. CONCRETE FOOTING - -f'c =3000 PSI (2500 PSI USED IN DESIGN) (MIN. 5 SACKS CEMENT PER CUBIC YARD) 7. REINFORCING STEEL - -ASTM A615, GRADE 60, FY =60KSI (EXCEPT #3 BARS MAY BE GRADE 40) 8. HOT ROLLED STEEL SHAPES & PLATE - -ASTM A36, FY =36KSI (EXCEPT "W" & "WT" SECTION ARE A992, FY =50 KSI) 9. STRUCTURAL TUBING - -ASTM A500 GRADE B, Fy =46KSI 10. ALL STRUCTURAL STEEL TO BE RED PRIME PAINTED 11. METAL DECK -- ASTM A653 GRADE 40, GALVANIZED MINIMUM PROPERTIES: +I = 1.012 IN.'4JFT, -I = 0.504 IN"4 /FT +S = 0.4309 IN. 3 /FT, -S = 0.3638 IN'3 /FT 12. ANCHOR RODS- -ASTM F1554, GR. 36, Fy = 36 ksi 13. WELDS - -E70 ELECTRODES -ALL WELDS BY CERTIFIED WELDERS 14. BOLTS- -ASTM A307 UNLESS NOTED. 15. NON- SHRINK GROUT= 5000 PSI MIN. 16. CONTRACTOR TO VERIFY AND CONFIRM ALL DIMENSIONS AND CONDITIONS AND NOTIFY ENGINEER OF ANY DISCREPANCIES PRIOR TO START OF WORK. ALL WORK TO BE IN ACCORD- ANCE WITH ALL APPLICABLE CODES AND STANDARDS. 17. ALL SCREWS AND BOLTS THRU DECK SHALL HAVE TOP SEALS. 18. ALL FLASHING, GUTTERS, ETC. SHALL BE CONSTRUCTED TO BE LEAK TIGHT AT THEIR JOINTS OR SEAMS BY USE OF MASTIC. 19. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE DONE IN ACCORDANCE WITH THE AISC SPECIFICATION. 20. THE ELEVATION AND DIRECTION OF THE CANOPY DRAIN PIPES IS PER THE ARCHITECT'S /CIVIL ENGINEER'S DRAWINGS. 21. LOCATION AND SIZE OF CANOPY LIGHTS AND ELECTRICAL CONDUITS IS PER THE ARCHITECT'S /ELECTRICAL ENGINEER'S DRAWINGS. DECK PURLIN AIL L2x2x18GA STRAP FLG STAY (2)#14 SMS ® DECK RIBS & PURLIN PLANNING APPROVED . • No changes can be made to these plans without approval from the Planning Division of DCD Approved By: Date: , 1 SPECIAL INSPECTIONS & STRUCTURAL OBSERVATION: 1.) CONCRETE - NOT REQ'D. PER 1704.4, EXCEPTION 1. 2.) WELDING - REQ'D. UNLESS DONE BY A FABRICATOR APPROVED BY THE JURISDICTION. PERIODIC INSPECTION IS REQ'D. FOR ALL SINGLE PASS FILLET WELDS. THERE ARE NO FIELD WELDS. 3.) PERIODIC INSPECTION IS REQ'D. TO VERIFY MEMBER SIZES AND JOINT DETAILS. 4.) STRUCTURAL OBSERVATION IS NOT REQ'D. UNLESS MANDATED BY THE BUILDING OFFICIAL. SM FASCIA HSS 10x 10x 1 /4 CANOPY SIDE ELEVATION CANOPY END ELEVATION SCALE: 3/16" = 1 -0" SEPARATE PERMIT REQUIRED FOR: Icv Mechanical I Electrical gPlumbing Gas Piping City of Tukwila BUILDING DIVISION 0FLANGE STAY DETAIL 19=v-o- SEE SECT. A FOR INFO. NOT SHN. (4)3/4"0A307's TYP Z2x 1 x 18 GA. BRACKET ® 48 "O.C. MAX. ABM PER PLAN tnit 8" 1 /4 "STIFF. PL. NS & FS TYP. 3/16 4 TYP/ 3/16 4 (4)3/4"0A307 6 " 6 " FILE COPY Permit No..-alis Nig; review approval is stbject to en+ors and cm is . Approval of construction documents does not authethe the violation of any adopted code or ordinance. Reoelpt of approved Field Copy and . f , 14 'Wedged: By ilriepho Date, /2- / 2 -// OW Of" wMffa WILDING DIVISION 3/16 <TYP. 3 /16 3#10's TYP. 20 GA. FASCIA /GUTTER- D.S. LEADER PER PLAN SLOPE DN 1/8:12 3#12 TOP SEALS EA, BRACKET MFRS. DECK CLIP (500# ASD CAP. MIN,) AT EACH DECK RIB ALTERNATE SIDES OF BEAM & BOTH SIDES OF BEAM AT LAST RIB, EA. END OF CANOPY 6" CONC. SLAB (BY OTHERS 20 GA. D.S. LEADER COVE DECK PER PLA BASE PL. 1 "x 18 "x 1' -6" SEE DETAIL 2 2" NON- SHRINK GROUT /8 "COLLAR /8 V 2 -6 3" 0D.S. ISS COLUMN 1/4V/ 4 •.� ROUND REINFORCING PLAN N�- N N 2" SQUARE REINFORCING PLAN 2" 2 BASE PLATE DETAIL 1..1.--o" REVISIONS No changes shall ho made to the scope of work without prior approve! of Tukwila Building Division. NOTE: Revisions will require a new plan submit and may include additional plan review fees. 0 z 0 LJ- IF SQUARE EMBEDMENT :A 4' 4 4 .4 4 .4`e • 4 4 set 4, 3' -6" SQ. OR RND. A CANOPY SECTION 8 3 #3 TIES WITHIN TOP 5" OF FTG. (4)1"0 x 3' -9" LONG F1554 GR. 36 ANCHOR RODS W /HEAVY HEX HEAD & NUTS AND HARDENED WASHERS (NO HOOKS) 12 #5's VERT. #3 TIES ® 12 "O.C. MAX. REVIEWED FOR CODE COMPLIANCE APPROVED NfV 2 8 2011 PC City of kwila BUILDIN (VISION RL201105 PEYTON- - TOMR°A AND ASSOCIATES 954 Town & Country Rd Orange, CA 92868 Ph:(714) 245 -4930 Fax (714) 245 -4933 a w 1 to I 1 REVISION Ift.__L NOV REV `I 2.21) PERMIT CENTER EXP. 1 -22 -13 NOV 14 2011 >- O z Q U BLUE STAR GAS N J z_ 0 0 TU KWI LA, WA 98188 FILE NAME CS 1. DWG JOB NO. RL201 105 DRAWING NO. CS1 DRAWING REVISION No. 0 E D PLOT DATE/7191E 9/27/2011 C B SANITARY SEWER STORM DRAIN WATER N.W. NATURAL COMMUNICATION ELECTRICITY FENCE PROPERTY LINE FIRE HYDRANT WATER METER WATER VALVE CATCH BASIN AREA DRAIN ELECTRICAL BOX STREET SIGN MAILBOX NEIGHBORHOOD MAILBOX) SAMPLE PLOT (SP) POWER POLE & ANCHOR SOIL BORING LOCATION LIGHT POLE LEGEND UTILITIES AND TOPOGRAPHIC FEATURES PROPOSED S 66 — 66 EXISTING ss —ss —O sr — _.— s1 -O ST - -N -N -N -w -w -__w -._.. G� -CSC -- G G G COI CCM X X -COI COM- -- -COId- X X O • MATERIAL IDENTIFICATION CONCRETE - PLANS AND SECTIONS ASPHALTIC CONCRETE (AC) PAVEMENT PLAN AC SECTION EXISTING MONUMENT OR OTHER HORIZONTAL CONTROL HUB & TACK BENCH MARK (VERTICAL CONTROL) BEGINNING OF CURB RETURN BEGINNING OF CURB RETURN RADIUS LENGTH OF CURVE ALONG CIRCULAR ARC. POINT OF CURVATURE POINT OF INTERSECTION OF BACK TANGENT AND FORWARD TANGENT POINT OF TANGENCY POINT OF REVERSE CURVE VERTICAL CURVE POINT OF INTERSECTION OF BACK GRADE AND FORWARD GRADE INSTALL 3" DIAMETER DRAIN IN CURB, EXACT LOCATION TO BE DETERMINED IN FIELD. HOUSE NUMBER NOTE: NUMBERS TO BE POSITIONED PARALLEL TO THE STREET THE HOUSE IS NUMBERED TO. SILT FENCE MATTING 0 OD— UTILITIES lf,SE AND TOPOGRAPHIC FEATURES 0 A BR ER R L PC PI PT PRC VC PIVC 0 Erth 0 LEGAL DESCRIPTION THAT PORTION OF THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 3, TOWNSHIP 23 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT A POINT ON THE EAST BOUNDARY LINE OF EAST MARGINAL WAY, SAID POINT BEARS NORTH 16° 47' 30" WEST, 1387.128 FEET FROM THE POINT WHERE THE SAID EAST BOUNDARY LINE INTERSECTS THE SOUTH BOUNDARY LINE OF SAID SECTION 3; THENCE SOUTH 16° 47' 30" EAST ALONG THE SAID EAST MARGINAL LINE, 192.529 FEET; THENCE SOUTH 89° 37' 30" EAST, 232.103 FEET TO A POINT 70 FEET DISTANT FROM THE CENTERLINE OF THE SEATTLE- TACOMA INTERURBAN RAILWAY; THENCE ON THE ARC OF A CURVE HAVING A RADIUS OF 2934:93 FEET ALONG THE WEST BOUNDARY LINE OF A CERTAIN LANE, AND PARALLEL TO THE SAID CENTERLINE, THE LONG CHORD OF WHICH ARC BEARS NORTH 13° 24' 13" WEST, 189.402 FEET; THENCE NORTH 89° 37' 30" WEST ALONG THE SOUTH BOUNDARY LINE OF A CERTAIN PRIVATE ROADWAY, 243.819 FEET TO THE POINT OF BEGINNING. ELEVATION DATUM VERTICAL DATUM IS NAVD 1988. JEcr RQQuP, i. o PEJOroupll.corn PREPARED FOR: BLUE STAR GAS 880 N. WRIGHT ROAD SANTA ROSA, CA 95407 (707) 573 -3130 PROJECT NO: 10014 2 SITE IMPROVEMENT DRAWI GS FOR BLUESARGAS PLANNING APPROVED • No changes can be made to these plans without approval DCD Planning Division of TUKWILA, WASHINGTON SEPTEMBER 2011 FILE COPY Pernik No., 711/ Plan review approval is shied to MOM and missions. Approval of construction documents does not authorize the violation of any . �; - ' code or manes. Rat of eppr+l�wd 1 P . ' and � :. ,ems B Die% /end 7c y CItyOrkkvalla IBUILMNG DIVISION VICINITY MAP REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. 1 1 5 These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 1b7511( DRAWING INDEX SHEET NO DRAWING NO DRAWING NAME 1 G -0'.O1 COVER SHEET 2 C -1.01 EXISTING CONDITIONS 3 C -1.02 DEMOLITION AND RESTORATION PLAN 4 C -1.03 SITE PLAN 5 C -1.04 LANDSCAPING PLAN 6 C -1.05 STRIPING PLAN 7 C -1.07 CIRCULATION PLAN 8 C-1.09 UTILITY PLAN 9 S-5.01i STRUCTURAL DETAILS 10 S- 5.03. STRUCTURAL DETAILS SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION CONSTRUCTION SEQUENCE ATTEND END ALL PRE - CONSTRUCTION MEETINGS WITH CITY OF TUKWILA OFFICIALS. . FLAG OR FENCE PROJECT LIMITS AS NECESSARY. 3.'" POST SIGN WITH NAME AND PHONE NUMBER OF THE ESC SUPERVISOR. 4. INSTALL CATCH BASIN PROTECTION AS NECESSARY. 5. PERFORM DEMOLITION ACTIVITIES REQUIRED FOR CONSTRUCTION. 6. INSTALL NEW UTILITIES AND STRUCTURAL ELEMENTS. 7. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY OF TUKWILA AND MANUFACTURERS' RECOMMENDATIONS. 8. COVERALL AREAS THAT WILL BE UNWORKED FOR MORE THAN 7 DAYS DURING THE DRY SEASON OR 2 DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING OR EQUIVALENT. 9. RESTORE THE SITE AS INDICATED. 10. UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMP'S REMOVED IF APPROPRIATE. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 6 2011 City of u cwiia JILDING \fISit��I� CORRECTION tt122O E D .4 C B UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES, WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE @ 1 -800- 424 -5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATIONS. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT PROJECT DELIVERY GROUP, LLC THROUGH THE OWNER'S PROJECT MANAGER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. 6 CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332 -120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902 -1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREETS.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504 -7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BYA REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. RECEIVED SEP 29 2011 PERMIT CENTER 7 4 8 A BLUE STAR GAS FACILITY TUKWILA, WASHINGTON REVISIONS: REFER TB REVISION NOTES IN LOWER LEFT CORNER OF DRAWING, ABOVE ENGINEERS SEAL. COVER SHEET DRAWING G -0.01 SHEET 1 OF 10 ai 8 E D B A \ \ \ \ \ \ \ \ \ UR \ 20' SANITARY SEWER EASEMENT REC. NO. 5479222 \ \ \ \ (. 4� Q 11 11 li 11 \I FIRE LANE EASEMENT 11 11 REC. NO. 20061019001881 ■ ■ 5 . 11 11 11 11 UTILITY EASEMENT REC. NO. 7412050538 32' SOUND TRANSIT GUIDEWAY EASEMENT REC. NO. 20061019001881 9 couL ,[7R ' I I OCT 0 6 2011 I $ City ofTukwi PAWING .WING DIVISION 1 it A REVISIONS 1. MODIFIED LOCATION OF EXISTING STORMWATER MANAGEMENT FACILITIES BASED ON NEW INFORMATION. (7/14/11) 2. ADDED APPROXIMATE LOCATION OF ELEVATED RAILWAY, (9/3/11) 20 )J.CT :LivagNr PC Graupflc.corn \ 0 APPROXIMATE LOCATION 28' ELEVATED RAILWAY \ / s, ST -ST - -- \ / / / / / / / / 2 3 5 6 7 CONSTRUCTION NOTES: 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITTEE /CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 0 0 SHEET KEYNOTES 1. EXISTING 12'X53' MODULAR OFFICE. 2. EXISTING FIRE HYDRANT. 3. EXISTING INGRESS /EGRESS GATED LOCATION. 4. EXISTING PARKING, 2 FULL SIZE WITH ONE ADA SPACE. 5. EXISTING SECURITY FENCING. 6. EXISTING RAILWAY SUPPORT COLUMN. 7. EXISTING STORM SEWER WET VAULT. 8. EXISTING BILLBOARD, 9. EXISTING ADA ACCESSIBLE ROUTE, 10.EXISTING LIGHT POLE BASE. 11 ��► EXISTING FLOW ARROW EXISTING CATCH BASIN 20 40 bli220 RECEIVED SEP 2 9 2011 PERMIT CENTER PREPARED FOR: BLUE STAR GAS 880 N. VVRIGHT ROAD SANTA ROSA, CA95407 (707) 573 -3130 PROJECT NO: 10014 BLUE STAR GAS FACILITY TUKWILA, WASHINGTON REVISIONS: REFER TO REVISION NOTES IN LOWER LEFT CORNER OF DRAWING, ABOVE ENGINEER'S SEAL. EXISTING CONDITIONS DRAWING C -1.01 SHEET 2OF10 m S • a 2 2 E D c A \ \ \ \ 1 \ \ \ \ - _- - 5 9- - Ux \ \ \ 1 1 REV1Ev ED F CODE COMPLIANCE' ' OCT 062011 City of Tulcvlla r,u{L DING I: INti OPT \ / / / / / / / / / T -~ st r ST l -- ST -- ST - ^'-'3T -- i 2 1 / / / / REVISIONS 1. REMOVED EXTRUDED CONCRETE CURB REPLACEMENT DETAIL. (7/14/11) 2. CHANGED LOCATION OF FIRE PROTECTION WATER LINE, 8'X8' SHED, AND FIRE MONITOR. (7/14/11) 3. CHANGED LOCATION OF 30,000 GALLON (WATER CAPACITY) PROPANE TANK AND RELATED DUCT BANK. (9/3/11) 4. ADDED 20' X 30' BUILDING TO BE CONSTRUCTION UNDER A SEPARATE PERMIT, AND RELATED CONDUIT RUN. (9/3/11) ti(;_e LIVERY RQUP. ! PDGraupllc.cam PREPARED FOR: BLUE STAR GAS 880 N. WRIGHTROAD SANTA ROSA, CA 95407 (707) 573-3130 PROJECT NO: 10014 3 BLUE STAR GAS FACILITY TUKWILA, WASHINGTON SAWCUT AND AC REMOVAL REVISIONS: 0 \ 20 EXISTING AC 3' -0" OR 5-0" 3" COMPACTED DEPTH CLASS "B" A.C. PAVEMENT r�s�1rifi�i�ii�i�WiF�� V1 • Ash��Div: i=�� I I = 11 =\/\/ �i��/i/i/i/i/i�i/iU 1 - -_ I II I II I II I II �� I I II I II I II I I- IIII 1I I I�\\ ;.-111 II I II I II I I� =1 I 1 -III -I ,x \x\ i, " % i,\ _ �� I 1 III -III I =1 I I -I 11 =1 11 =1 I I -I 11 =1 11 =1 11 =1 11 =1 11 =1 11 =1 11 =1 11 =1 illllilllllill Iilllilllillllillllill IElllilllil Ililllllillli EXISTING AC 6" COMPACTED DEPTH CRUSHED ROCK BASE COURSE OR 2-1/2" ATB \\___ COMPACTED NATIVE MATERIAL O1 PAVEMENT RESTORATION SECTION SCALE: NTS ao INLET (CENTERED IN C.B.) HANDLING STRAP OVERFLOW PROTECTION INSERT SHALL BE DIRTRAP, ULTRA DRAINGUARD OR APPROVED EQUAL SKIRT HANDLING STRAP SEDIMENT COLLECTION EROSION CONTROL CATCH BASIN INSERT NOT TO SCALE MATERIALS OF CONSTRUCTION FABRIC: APPARENT OPENING SIZE (AOS): GRAB TENSILE STRENGTH: PUNCTURE STRENGTH: MULLEN BURST: TRAPEZOIDAL TEAR: WATER FLOW RATE: PERMEABILITY: DIMENSIONS SKIRT: SOCK FILTER /SEPARATOR: DISPOSAL REQUIREMENTS CONSULT FEDERAL, STATE, AND LOCAL REGULATIONS FOR DISPOSAL OF INSERTS NEEDLE PUNCHED NON -WOVEN GEOTEXTILE MATERIAL. FABRIC IS RESISTANT TO ULTRAVIOLET AND BIOLOGICAL DEGREDATION AND A BROAD RANGE OF CHEMICALS. 80 US STANDARD SIEVE (0.180 MM) 200 LBS 130 LBS 400 PSI 85 LBS 110 GPM /FT2 0.38 CM /SECOND 24 "x36" 10 "Dx24 "L PROVIDE INLET PROTECTION AT AREA DRAINS ON -SITE DURING CONSTRUCTION O2 INLET PROTECTION SCALE NTS yr; REMOVED EXTRUDED CONCRETE CURB REPLACEMENT DETAIL. z 0 SHEET KEYNOTES 1. SAWCUT AND REMOVE EXISTING AC AS SHOWN UPON COMPLETION OF LIGHT BASE REMOVAL. RESTORE PURSUANT TO DETAIL 1 ON THIS SHEET. 2. SAWCUT AND REMOVE EXISTING AC AS SHOWN FOR 2' WIDE TRENCH, RESTORE PURSUANT TO DETAIL 1 ON THIS SHEET. 3. SAWCUT AND REMOVE EXISTING AC AS SHOWN FOR 5' WIDE TRENCH. RESTORE PURSUANT TO DETAIL 1 ON THIS SHEET. 4. SAWCUT AND REMOVE EXISTING AC AS SHOWN FOR STORAGE TANK FOOTINGS. REFERENCE DETAILS ON DWG S -5.01 FOR FOOTING DETAILS. 5. SAWCUT AND REMOVE EXISTING AC AS SHOWN FOR SUPPLY TANK FOOTING. REFERENCE DETAILS ON DWG 5 -5.03 FOR FOOTING DETAILS. 6. SAWCUT AND REMOVE EXISTING AC AS SHOWN FOR DISPENSER ISLAND. REFERENCE DWG C -1.03 FOR CROSS SECTION AND PLAN ENLARGEMENT. 7, SAWCUT AND REMOVE EXISTING AC AS SHOWN FOR 8'X8' SHED. REFERENCE DETAILS ON DWG S -5.03. 8. SAWCUT AND REMOVE EXISTING AC AS SHOWN FOR 20X30' BUILDING. REFERENCE DETAILS ON DWG S -5.03. APPROVED OCT 05 2011 City of Tukwila PUBLIC Works Dtiftorzio REFER TD REVISION NOTES IN LOWER LEFT CORNER OF DRAWING, ABOVE ENGINEERS SEAL. RECEIVED SEP 2 9 2011 PERMIT CENTER CITY OF TUKWILA STANDARD CONSTRUCTION NOTES: PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1- 800 - 424 -5555) FOR UTILITY LOCATIONS. CONTACTS: PROJECT MANAGER: CHRIS MASTRUP, BLUE STAR GAS DESIGN ENGINEER: TASHA MACK, PROJECT DELIVERY GROUP OWNER: BLUE STAR GAS 1.. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT 206 - 433 -0179. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206- 433 -0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS, ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE - APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10.PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11.ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) COORDINATES, NORTH ZONE, USING HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12.REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13.RETAIN, REPLACE, OR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY, EASEMENTS, AND ACCESS TRACTS. EROSION CONTROL NOTES: 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROL SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A.PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. 8. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. C. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT, THE PERMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH THE DIRECTOR'S APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT - RELATED WORK. 10.ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. 11.AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. 12.THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. 13.PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: A.NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. B. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. C. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. D. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. E. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. DEMOLITION NOTES: 1. ALL PAVEMENTS, CURBS, GROUND COVER, UTILITIES, ETC. INSIDE DEMOLITION LIMITS SHALL BE REMOVED UNLESS OTHERWISE SHOWN ON THE PLANS. CONTRACTOR SHALL CAP /PLUG ALL UTILITIES WHICH ARE TO BE ABANDONED OR REMOVED. 2. CONTRACTOR SHALL ASSURE THAT ALL NECESSARY PERMITS HAVE BEEN OBTAINED AND NECESSARY PRECONSTRUCTION MEETINGS HELD PRIOR TO COMMENCING WORK. 3. CONTRACTOR SHALL HAVE ALL EXISTING UTILITIES WITHIN PROXIMITY OF WORK AREA LOCATED PRIOR TO WORK. 4. CONTRACTOR SHALL PROTECT AND PRESERVE ALL IMPROVEMENTS ALONG THE PERIMETER OF THE WORK AREA. ANY DAMAGED IMPROVEMENT SHALL BE REPAIRED /REPLACED AT CONTRACTOR'S EXPENSE. 5. DEWATERING OF TRENCHES MAY BE NECESSARY. CONTRACTOR SHALL DISPOSE OF ANY PUMPED WATER IN A MANNER ACCEPTABLE BY THE CITY. 6. WHEN A SAWCUT IS CALLED FOR, THE SAWCUT SHALL BE FOR THE FULL DEPTH OF THE PAVED SURFACE. 7 DEMOLITION AND RESTORATION PLAN 4 8 DRAWING C -1.02 SHEET 3 OF 10 PLOT DATE/T1ME 9/27/2011 — 9:16 CV) F LE E: \POP,2OUP Projects \10014 — 6luestar Washington\ DRAWINGS \100014_6- 6 \100014_Site Plan_9 -6 -11 E 0 C B A 2 3 4 5 1 1 -------- - - ---- --- - --- -- I B 1 1 1 1 32' SOUND TRANSIT GUIDEWAY EASEMENT 1 UTILITY EASEMENT I I O REVISIONS 1. CHANGED LOCATION OF 8' X 8' SHED AND FIRE MONITOR. (7114/11) 2. CHANGED LOCATION OF 30,000 GALLON (WATER CAPACITY) PROPANE TANK, MODIFIED PROPOSED FENCE ALIGNMENT AND CHANGED PROPOSED GATE TO SLIDE GATE. (9/3111) 3. ADDED 20' X 30' BUILDING TO BE CONSTRUCTED UNDER A SEPARATE PERMIT. (9/3/11) 4. ADDED SIGNAGE TO PROHIBIT PROPANE TRUCK ADDED REQUIREMENT TO PAINT GUIDEWAY EASEMENT, STENCIL "NO PROPANE PARKING" ON PAVEMENT, AND POST "NO PROPANE TRUCK PARKING" SIGNAGE ON SUPPORT COLUMNS. (9/9/11) 2 3 4 5 PREPARED FOR: BLUE STAR GAS 880 N. WRIGHT ROAD SANTA ROSA, CA 95407 (707) 573-3130 PROJECT NO: 10014 BLUE STAR GAS FACILITY TUKWILA, WASHINGTON REVISIONS: REFER TO REVISION NOTES IN LOWER LEFT CORNER OF DRAWING, ABOVE ENGINEERS SEAL. D 6 APPROVED OCT 052011 City of Tukwila PUBLIC Works 1 2 oz 0 20 40 0 SHEET KEYNOTES 1. 8'x8' SHED. REFERENCE DETAILS ON DWG S -5.03. 2. EXISTING 12' X 53' MODULAR OFFICE WITH ADA RAMP. 3. PROPOSED 30,000 GALLON (WATER CAPACITY) PROPANE STORAGE TANK WITH VEHICLE PROTECTION PURSUANT TO NFPA 58. REFERENCE DETAILS ON DWG S -5.01 FOR STRUCTURAL SUPPORT. 4. PROPOSED DELIVERY TRUCK PARKING STALL, 5. EXISTING FIRE HYDRANT, 6. EXISTING GATED INGRESS /EGRESS LOCATION. 7. EMPLOYEE PARKING, 3 FULL SIZE, INCLUDING ONE ADA SPACE. 8. PROPOSED 1,150 (WATER CAPACITY) GALLON TANK TO SUPPLY VEHICLE REFUELING DISPENSERS. REFERENCE DETAIL ON DWG S -5.03. 9. PROPOSED FENCE. 10.PROPOSED 40' SLIDING VEHICLE GATE. 11.PROPOSED PEDE AN GATE. , 13.EXISTING RAILWAY SUPPORT. NEW SIGNS READING "NO PROPANE TRUCK PARKING" TO BE POSTED ON EACH COLUMN. SIGNS SHALL BE POSTED FOUR FEET ABOVE THE GROUND. REFERENCE DETAIL ON THIS SHEET. a , , 14. 15.EXISTING ADA ACCESSIBLE ROUTE. 16.ZONING SET BACK. 17.PROPOSED 2- DISPENSER ISLAND FOR PUBLIC REFUELING OF VEHICLES. REFERENCE DETAILS ON THIS SHEET. THE DISPENSERS WILL BE COVERED BY A PREFABRICATED 2 -POLE CANOPY (16'x26') WITH THE "ALLIANCE AUTOGAS" LOGO. THE CANOPY AND RELATED FOOTINGS WILL BE CONSTRUCTED UNDER A SEPARATE BUILDING PERMIT APPLICATION. 18.PROPOSED INFORMATIONAL KIOSK. THE KIOSK AND RELATED FOOTINGS WILL BE CONSTRUCTED UNDER A SEPARATE BUILDING PERMIT APPLICATION. 19.PROVIDE AND PLACE FOUR - 6" DIAMETER PCC FILLED STEEL BOLLARDS, 4' TALL AND 3' BELOW ADJACENT SURFACE. 20.CONSTRUCT20'x30' BUILDING UNDER SEPARATE PERMIT. 21. CONSTRUCT FIRE MONITOR WITH 4" CONCRETE FILLED STEEL 1. SIGN DIMENSIONS ARE 12" WIDE X 18" TALL. 2. LETTERS ARE TO BE 1 -1/2" IN HEIGHT. 3. FASTENERS NOT TOO EXCEED 1 -1/2" IN LENGTH. ONO PROPANE TRUCK PARKING SIGN SCALE: NTS A BOLLARD 4' 'L! D 22. PLACE 6 -INCH WIDE YELLOW REFLECTIVE STRIPING ALONG THE NORTH AND SOUTH LIMITS OF THE SOUND TRANSIT GUIDEWAY EASEMENT (REC NO. 20061019001881). 23. PLACE 6 -INCH WIDE YELLOW REFLECTIVE LETTERING TO READ "NO PROPANE TRUCK PARKING ", LETTERS ARE TO BE LOCATED 18- INCHES CLEAR INSIDE THE NORTH AND SOUTH LIMITS OF THE SOUND TRANSPORTATION EASEMENT, AND SPACED AT APPROXIMATELY 50 FEET ON CENTER. a' „rbr 10" TUBE STEEL COLUMN FUEL DISPENSER EDDISPENSER ISLAND PLAN ENLARGEMENT SCALE: NTS BOLLARD EXISTING AC 10" TUBE STEEL COLUMN FUEL DISPENSER BOLLARD EXISTING AC ODISPENSER ISLAND CROSS SECTION SCALE: NTS. 8 RVE SEP ECEI 29 2011 I PERMIT CENrE SITE PLAN DRAWING C -1.03 SHEET 4OF10 PLOT DATE/TIME 9/27/2011 CP1) FILE E: \POOiOUP Projects \10014 — Bluestar Washington \DRAWINGS \100014_6- 6 \100014_SRe Plan_9— B- 11.dwg D c A y 2 • 1 1 1 1 1 4 \ 1 1 ,7■77577.7V - ,,, r ... 11 . , '1 '.,- ir .:( -..-t.,f'.. \i,i7 ' 't,. -'.A ' \\ \ 1 AT v:1, !.., 3 v 4 V ____________ t.$ .• 77: '.; ' ' • . ______ ___________ _ ________________ 5 "4. \- ST ST ------ , -r- ST ST A REVISIONS 1. CHANGED PROPOSED LOCATION OF 8' X 8' SHED AND FIRE MONITOR. (7/14/11) 2. ADDED 20 X 30' BUILDING TO BE CONSTRUCTED UNDER A SEPARATE PERMIT. (9/3/11) 3. DELETED TANK FROM THIS DRAWING. (9/3/11) 1 / 4/zoti 2 3 4 5 PREPARED FOR: BLUE STAR GAS 880 N. WRIGHT ROAD SANTA ROSA, CA 95407 (707) 573-3130 PROJECT NO: 10014 BLUE STAR GAS FACILITY TUKWILA, WASHINGTON REVISIONS: REFER TO REVISION NOTES IN LOWER LEFT CORNER OF DRAWING, ABOVE ENGINEERS SEAL 6 FOR OCT 06 2011 City ofTukv n" DINP DIV'IC41 6 7 0 SHEET KEYNOTES 1. EXISTING LANDSCAPING TO REMAIN. EXISTING TREES EXISTING LANSCAPING 20 40 b k220 8 LANDSCAPING PLAN 0 SHEET KEYNOTES 1. PLACE 4" WHITE REFLECTIVE STRIPING FOR TRUCK PARKING. 2. PLACE 4" REFLECTIVE STRIPING TO PROVIDE GUIDANCE FOR REFUELING STATION TRAFFIC. SEE DWG C -1.07 FOR CIRCULATION PLAN. 3. REMOVE EXISTING 4" PARKING STRIPE. ---------------- ____ - - - - -- 5. EXISTING RAILWAY SUPPORT. NEW SIGNS READING "NO PROPANE TRUCK PARKING" TO BE POSTED ON EACH COLUMN. SIGNS SHALL BE POSTED FOUR FEET ABOVE THE GROUND. REFERENCE DETAIL ON DWG C -1.03. 6. PLACE 6 -INCH WIDE YELLOW REFLECTIVE STRIPING ALONG THE NORTH AND SOUTH LIMITS OF THE SOUND TRANSIT GUIDEWAY EASEMENT (REC NO. 20061019001881). 7. PLACE 6 -INCH WIDE YELLOW REFLECTIVE LETTERING TO READ "NO PROPANE TRUCK PARKING ". LETTERS ARE TO BE LOCATED 18- INCHES CLEAR INSIDE THE NORTH AND SOUTH LIMITS OF THE SOUND TRANSPORTATION EASEMENT, AND SPACED AT APPROXIMATELY 50 FEET ON CENTER. MPL4u'"ANCE P ROVED OCT 0 6 2011 City of Tukwii AIL DING DIVISION ST ..- - ST -_- ST ._ - ST --- ST E n° A .\ REVISIONS m a_ S S 1. CHANGED LOCATION OF 8' X 8' SHED AND FIRE MONITOR. (7/14/11) 2. CHANGED LOCATION OF 30,000 GALLON (WATER CAPACITY) PROPANE TANK, MODIFIED PROPOSED FENCE ALIGNMENT AND CHANGED PROPOSED GATE TO SLIDE GATE. (9/3/11) 3. REMOVED ONE STRIPE RELATED TO TRUCK PARKING. (9/3/11) 4. ADDED 20' X 30' BUILDING TO BE CONSTRUCTED UNDER A SEPARATE PERMIT. (9/3/11). 5. ADDED REQUIREMENT TO PAINT GUIDEWAY EASEMENT, STENCIL "NO PROPANE PARKING" ON PAVEMENT, AND POST "NO PROPANE TRUCK PARKING" SIGNAGE ON SUPPORT COLUMNS. (9/9/11) APPROVED OCT 05 2011 City of Tukwila PUBLIC Works RECEIVED SEP 29 2011 PERMIT CENTER ,a5T ivezy POGrouplIg.corr? PREPARED FOR: BLUE STAR GAS 880 N. WRIGHT ROAD SANTA ROSA, CA 95407 (707) 573 -3130 REVISIONS: BLUE STAR GAS FACILITY TUKWILA, WASHINGTON REFER TO REVISION NOTES IN LOWER LEFT CORNER OF DRAWING, ABOVE ENGINEERS SEAL. STRIPING PLAN PROJECT NO: 10014 DRAWING C -1.05 SHEET 6OF10 W al 8 8 s a \ \ 1 \ \ \ 1 \ \ \ \ \ \ \ \ \ \ 5f` 6, t \ \ 1 1 1 1 1 1 1 ST --- ST ST ST --- ST 1 AA REVISIONS 1. CHANGED LOCATION OF 8' X 8' SHED AND FIRE MONITOR. (7/14/11) 2. CHANGED LOCATION OF 30,000 GALLON (WATER CAPACITY) PROPANE TANK, MODIFIED PROPOSED FENCE ALIGNMENT AND CHANGED PROPOSED GATE TO SLIDE GATE. (913/11) 3. MODIFIED TRUCK TURNING TRACK TO REFLECT NEW TANK LOCATION, CHANGED LOCATION OF 8' X 8' SHED AND FIRE MONITOR. (9/3/11) 4. ADDED 20' X 30' BUILDING TO BE CONSTRUCTED UNDER A SEPARATE PERMIT. (9/3/11) 5. ADDED REQUIREMENT TO PAINT GUIDEWAY EASEMENT, STENCIL "NO PROPANE PARKING" ON PAVEMENT, AND POST "NO PROPANE TRUCK PARKING" SIGNAGE ON SUPPORT COLUMNS. (9/9/11) )U CT LIVERY UP, LIZ ' ' PDGraup4l. cam >1 PREPARED FOR: OCT 0 6 11 City of Tukwila PUILDING DIVISION 6 7 0 SHEET KEY OTES ,'1. EXISTING RAILWAY SUPPORT COLUMN. NEW SIGNS READING "NO PROPANE TRUCK PARKING" TO BE POSTED ON EACH COLUMN. SIGNS SHALL BE POSTED FOUR FEET ABOVE THE GROUND. REFERENCE DETAIL ON DWG C 103 t >, Y,,K�° 0 2. 75' D LI ` °'`Y TRUCK TRACKS. 3. PUB U I,WtR` .rrCC 4. PLACE 6 -INCH WIDE YELLOW REFLECTIVE STRIPING ALONG THE NORTH AND SOUTH LIMITS OF THE SOUND TRANSIT GUIDEWAY EASEMENT (REC NO. 20061019001881). 5. PLACE 6 -INCH WIDE YELLOW REFLECTIVE LETTERING TO READ "NO PROPANE TRUCK PARKING ". LETTERS ARE TO BE LOCATED 18- INCHES CLEAR INSIDE THE NORTH AND SOUTH LIMITS OF THE SOUND TRANSPORTATION EASEMENT, AND SPACED AT Y. APPROXIMATELY 50 FEET ON CENTER. ;; .. 20 40 APPROVED OCT 05 2011 City of Tukwila PUBLIC Works BLUE STAR GAS 880 N. WRIGHT ROAD SANTA ROSA, CA95407 (707) 573-3130 PROJECT NO: 10014 BLUE STAR GAS FACILITY TUKWILA, WASHINGTON REVISIONS: REFER TO REVISION NOTES IN LOWER LEFT CORNER OF DRAWING, ABOVE ENGINEERS SEAL. CIRCULATION PLAN E D C A 1 1 1 1 1 1 1 1 V 2 C SS 1 1 1 1 1 1 1 OCT 06 2U11 City of II uktivil / / ST - ST - ` ,- ST 5T �� REVISIONS 1, CHANGED LOCATION OF 8' X 8' SHED AND FIRE MONITOR. (7/14/11) 2. CHANGED LOCATION OF 30,000 GALLON (WATER CAPACITY) PROPANE TANK, MODIFIED PROPOSED FENCE ALIGNMENT AND CHANGED PROPOSED GATE TO SLIDE GATE. (9/3/11) 3, ADDED 20' X 30' BUILDING TO BE CONSTRUCTED UNDER A SEPARATE PERMIT. (9/3/11) 1 UP. LL PDGrauplle.com 20 0 _- ST ST -- ST - -- 5T ._-- ST - ST - ST / / 2 3 �j 1/2" PE AIR 0 30psi. TO BE PROVIDEi. BY OWNER 3/4" ELECTRIC CONDUIT SCH40 PVC W /PULL STRING 1" ELECTRIC CONDUIT SCH40 PVC W /PULL STRING 1" ELECTRIC CONDUIT SCH40 PVC W /PULL STRING DUCT BA\ K SECTIO\ SERVING 30, 000 GAL TAN 18" 3/4" PE COMPUTER 3/4" PE CONTROL CIRCUIT 3/4" 240V POWER FOR 1 -1 /2 HP PUMP MOTOR 1/2" PE AIR DUCT BA\ < SECTIO\ SERVING FUELI \G ISLA\ 3 DUCT BANK SECTIONS SCALE: NTS 4 PREPARED FOR: BLUE STAR GAS 880 N. WRIGHT ROAD SANTA ROSA, CA 95407 (707) 573-3130 PROJECT NO: 10014 BLUE STAR GAS FACILITY TUKWILA, WASHINGTON 4 REVISIONS: 5 6 4.^ 0 20 40 CITY OF TUKWILA WATER GENERAL NOTES: 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION," WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER, 1994 EDITION, TOGETHER WITH THE LATEST EDITION OF THE CITY OF TUKWILA ENGINEERING STANDARDS. 2. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY RIGHT -OF -WAY. 4. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE CITY OF TUKWILA ENGINEERING DEPARTMENT (433 -1850) MUST BE CONTACTED FOR A PRECONSTRUCTION MEETING. 5. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE, IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE (1- 800 - 424 -5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXISTS. 6. THE WATER MAIN DISTRIBUTION SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE CITY OF TUKWILA ENGINEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY. 7. CONNECTIONS TO EXISTING FACILITIES SHALL BE SEALED OFF UNTIL CONSTRUCTION IS COMPLETED. NO CONNECTIONS WILL BE ALLOWED UNTIL THE NEW WATER MAINS HAVE PASSED ALL PRESSURE AND PURITY TESTS. 8. WATER MAIN PIPE, BEDDING, AND TRENCH COMPACTION: A.ALL WATER MAIN PIPE TO BE CEMENT LINED, CLASS 52 DUCTILE IRON, CONFORMING TO A.N.S.I. SPECIFICATIONS A -21.51 (A.W.W.A. C151 -76), OR LATEST REVISION. CEMENT MORTAR LINING AND SEAL COATING SHALL CONFORM TO A.N.S.I. A- 21.4 -74 (A.W.W.A. C104 -74), OR LATEST REVISION. B. PIPE JOINTS TO BE PUSHED -ON, MECHANICAL OR FLANGE JOINTS. C. ALL WATER MAIN PIPE FITTINGS TO BE CEMENT LINED, CLASS 250 CAST IRON, CONFORMING TO A.N.S.I. A -21.10 AND A- 021.11 -77, OR LATEST REVISION D. ALL WATER MAIN PIPE BEDDING TO BE A.P.W.A. CLASS "C ". E. ALL WATER MAIN CEMENT CONCRETE THRUST BLOCKS TO CONFORM TO STANDARD DETAIL SHOWN ON THE PLANS. F. ALL WATER MAIN TRENCH BACKFILL SHALL BE COMPACTED TO MINIMUM 92% DRY OPTIMUM DENSITY PER A.S.T.M. D- 1557 -70 (MODIFIED PROCTOR) PRIOR TO TESTING WATER MAINS FOR ACCEPTANCE. 9. ALL WATER MAIN PIPE 10" AND SMALLER TO MAINTAIN A MINIMUM COVER AT 36 INCHES BELOW FINISHED GRADE. WHERE UTILITY CONFLICTS OCCUR, WATER MAINS ARE TO BE LOWERED TO CLEAR. 10.ALL WATER MAINS SHALL BE PRESSURE TESTED AND DISINFECTED IN ACCORDANCE WITH THE SPECIFICATIONS OF THE WASHINGTON STATE HEALTH DEPARTMENT AND CITY OF TUKWILA STANDARDS. ALL INSPECTION AND PRESSURE TESTING SHALL BE DONE IN THE PRESENCE OF, AND UNDER THE SUPERVISION OF, THE CITY ENGINEER AND /OR HIS REPRESENTATIVE. 11.CONTRACTOR TO PROVIDE PLUGS AND /OR TEMPORARY BLOW -OFF ASSEMBLIES FOR TESTING AND PURITY ACCEPTANCE PRIOR TO FINAL TIE -IN. 12.ALL FITTINGS SHALL BE CAST IRON OR DUCTILE, WITH FLANGED OR MECHANICALJOINT CONNECTION, AND BE THE SAME THICKNESS CLASS AS THE PIPE USED. 13.LIVE TAPS TO BE COORDINATED WITH CITY AT LEAST48 HOURS PRIOR TO CONSTRUCTION. 14.ALL PIPE FITTINGS TO BE LISTED AND LABELED U.S. FOR FIRE SERVICE; INSTALLED, TESTED AND FLUSHED AS SPECIFIED BY NFPA STANDARDS NO. 13 AND NO. 24. PROPERLY COMPLETED CONTRACTOR'S MATERIAL AND TEST CERTIFICATES ARE TO BE PROVIDED TO WASHINGTON SURVEYING AND RATING BUREAU AND THE CITY OF TUKWILA. UTILITY NOTES: 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4 -FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES SHALL BE IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. 4. PRIVATE UTILITY WORK TO BE COMPLETED IN ACCORDANCE WITH APPLICABLE STATE AND LOCAL CODE REQUIREMENTS. 7 0 SHEET KEYNOTES 1. NOT USED. 2. CONSTRUCT FIRE MONITOR WITH 4" CONCRETE FILLED STEEL BOLLARDS, 4'TALL AND BURIED 3'. $0, 3. EXTEND EXISTING 8" WATER SERVICE FROM EXISTING TEE WITH 6" DUCTILE IRON PIPE AS SHOWN. CONTRACTOR TO VERIFY LOCATION AND SIZE OF EXISTING TEE. 4. EXISTING FIRE HYDRANT. 5. CONSTRUCT DUCT BANK. REFERENCE DETAIL 1 HEREON. 6. CONSTRUCT TANK FILLING EQUIPMENT. 7. CONSTRUCT 8'x8' SHED WITH DELUGE VALVE, LIGHT AND SPACE HEATER. 8. CONSTRUCT ELECTRICAL CONDUIT. 9. CONSTRUCT FLAME DETECTOR. 10. CONSTRUCT 20'X30' BUILDING UNDER SEPARATE PERMIT. APPROVED OCT 05 2011 City of Tukwila PUBLIC Works bl1iZ 8 RECEIVED SEP 29 2011 PERMIT CENTER D C B A REFER TO REVISION NOTES IN LOWER LEFT CORNER OF DRAWING, ABOVE ENGINEERS SEAL. UTILITY PLAN DRAWING C -1.09 SHEET 8 OF 10 C TAN K TYP EA GUSSETT> 1/4 V TYP EA GUSSETT 1/4 "3 "- TYP >3/ 16 V SLOTTED HOLE C.7 z 0 0" 3 cV TAN K TANK BEARING BAND TANK BEARING PAD ft_ Y2 "x6Y2 "x Y2" TANI BEARING BAND 1/4 V 10 MIN < EA SIDE 9y2" 1' -6y4" 2 Y2 "x8 "x1' -3' -2" -� Y2 "x8 "x1' -8Y2" GUSSET PL Y2 "x9 "x1' -8Y2" 1Y4 "0 A36 THREADED ROD W/ NUT & WASHER SEISMIC ANCHOR SCALE: N.T.S. S -5.01 4d (21'2" MIN.) "D" TYP. 180' 90° 90° 135° MIN INSIDE MIN INSIDE BAR SIZE BEND 0 "D" BAR SIZE BEND 0 "D" 3 - 8 6d 3 - 5 4d 9- 11 8d 6 -8 6d #14 & #18 1Dd TYPICAL STIRRUPS STANDARD BAR HOOKS AND TIES AND BENDS ca% D; 1r 48 @MASONRY, SEE REINFORCING STEEL GENERAL NOTES FOR CONCRETE 16 GA MIN. TIE WIRE TYPICAL REBAR HOOKS & BENDS POGroupflc:com PREPARED FOR: LUE STAR GAS 880 N. WRIGHT ROAD SANTA ROSA, CA 95407 (707) 573 -3130 PROJECT NO: 10014 SCALE: 2� S -5.01 I N.T.S. 2 3 N \ • 3" CLR TYP 8"± 11'- 0) -8 "± SEISMIC ANCHOR #4 STIRRUPS x fl18» @ EA FACE 4" PVC LIFTING LUG 2 -PER SADDLE 13' -0' ELEVATION SCALE: N.T.S. S -5.O1 -6" 0 c co J 0 0 I [V _I 0 SLOPE Y4" PER 1' SEISMIC ANCHOR ONLY © ONE SADDLE �HORZ #4 @ 12 "OC EA FACE 2" CLR (13) #7 VERT EA FACE AT SADDLE W/ ANCHOR, (13) #4 VERT EA FACE AT SADDLE W/0 ANCHOR (7) #4 @ TOP EA DIRECTION #4 SPLICE LENGTH = 16" (15) #6 @ BTM EA DIRECTION, SPACE EQ, #6 SPLICE LENGTH = 24" 1 == 111= 111- 111 =111= :I I I- 111- -;I__I-_ =11 I -111_ 111 =III1 " CLR 13' -0" SQUARE ELEVATION SCALE: 7-4 N.T.S. ELEVATION VIEW SCALE: 1/8 " =1' -0" 5 BLUE STAR GAS FACILITY TUKWILA, WASHINGTON S -5. PAD PAD 38' -11" VERIFY TANK DIMENSION BEFORE CONSTRUCTION OCT 0 2011 City of Imiwilk r!UILDft1G DIVISION PLAN VIEW SCALE: N.T.S. 5 -5.01 PROPANE TANK GENERAL NOTES DESIGN LOADINGS (PER ASCE 7 -05) WIND (3 SECOND GUST) 90 MPH EXPOSURE C SEISMIC DESIGN CATEGORY D SITE CLASS D SEISMIC IMPORTANCE FACTOR 1.50 HORIZONTAL TANK: TANK WEIGHT: 51,000 lb FUEL WEIGHT: 4.25 lb/GALLON TANK CAPACITY:30,000 GALLONS (ONLY FILLED TO 90%) GENERAL 1. THESE NOTES ARE GENERAL. SPECIFIC INFORMATION ON THE DRAWINGS DIFFERING FROM THESE NOTES SHALL APPLY. 2, THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS SHOWN ON THESE DRAWINGS PRIOR TO CONSTRUCTION. 3. ALL CONSTRUCTION SHALL CONFORM TO IBC 2009. 4. ALL CODES, STANDARD"., AND SPECIFICATIONS SHALL BE OF THE LATEST REVISIONS UNLESS NOTED OTHERWISE. 5. SPECIAL INSPECTIONS REQUIRED SHALL BE PER CHAPTER 17. FOUNDATIONS 1. FOUNDATION IS BASED ON SOIL AT THE SITE, CONSISTENT WITH TABLE 1804.2, CLASS OF MATERIAL No. 4, WITH ALLOWABLE BEARING VALUE OF: DEAD + LIVE LOADS DEAD + LIVE + LATERAL LOADS 2000 PSF 2667 PSF 2. FOOTINGS SHALL EXTEND 1' -0" INTO FIRM, UNDISTURBED, NATURAL SOIL. 3. THE CONTRACTOR SHALL PROVIDE THE ENGINEER AT LEAST 48 HOURS NOTICE FOLLOWING EXCAVATION FOR FOUNDATIONS AND PRIOR TO THE PLACEMENT OF FORMWORK, REINFORCING STEEL AND CONCRETE. CONCRETE 1. CONCRETE PERTINENT TO THE INSTALLATION OF PROPANE TANKS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS AND A MAXIMUM SLUMP OF: STRENGTH SLUMP FOUNDATIONS & RETAINING WALLS 3500 PSI 4" TOTAL AIR ENTRAINMENT (1.5 %) = 6% MAXIMUM WATER- CEMENT RATIO = 0.50 2. FOR ALL OTHER PERTINENT CONCRETE NOTES, REF. GENERAL STRUCTURAL NOTES. STRUCTURAL STEEL 1. THE BUILDING SHALL BE BY THE MANUFACTURER AS A COMPLETE SYSTEM. MEMBERS AND CONNECTIONS NOT STRUCTURAL STEEL SHALL BE: ASTM A572 GR. 50 WIDE FLANGE SHAPES, BRACED FRAME GUSSET PLATES. FLEXURAL DOUBLER PLATES, OTHER USES AS NOTED. ASTM A36 CHANNELS, ANGLES, EXCEPT AS NOTED. ASTM A500 GR. B (FY = 50 KSI) HOLLOW STRUCTURAL SECTIONS (TUBES) ASTM A53, GR. B (FY = 50 KSI) PIPES 2. HOT ROLLED MEMBERS SHALL BE FABRICATED IN ACCORDANCE WITH AISC SPECIFICATION FOR PIPE, TUBE, AND ROLLED STRUCTURAL SHAPES AND PRIMED. 3. FABRICATE BUILT -UP MEMBERS IN ACCORDANCE WITH COMMON INDUSTRY PRACTICES. SPECIAL INSPECTION 1. SPECIAL INSPECTION REQUIRED PER CHAPTER 17 OF THE 2009 IBC FOR THE FOLLOWING ITEMS: - REINF CONCRETE WALLS 6 RECEIVED SEP 2 9 2011 PERMIT CENTER REVISIOtIS: STRUCTURAL DETAILS DRAWING S -5.01 SHEET 9 OF 10 VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD 1. INSPECTION OF REINF STEEL - X ACI 318: 3.5, 7.1 -7.7 2. VERIFY USE OF REQUIRED DESIGN MIX - - ACI 318: CH. 4 5.2 -5.4 3. AT THE TIME FRESH CONC IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TEST, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE X - ASTM C 172 ASTM C31 ACI 318: 5.6, 5.8 4. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED - X ACI 318: 6.1.1 6 RECEIVED SEP 2 9 2011 PERMIT CENTER REVISIOtIS: STRUCTURAL DETAILS DRAWING S -5.01 SHEET 9 OF 10 E C 17•-0 (VERIFY) 42" a —115O GAL PROPANE TANK (2350# MAX. WEIGHT) — 7/8%15" EMBED. (3" PROW) i F1554 GR. 55 A.B.'S. REFERENCE TANK CUT SHEETS FOR QUANTITY OF HOLES (2 ASSUMED FOR DESIGN) N EP Lu CO Lu 3" CUL 10,-0" SQUARE #4'S ©. 12" E.W. TOP & •YP. o/c BTM, VERTICAL PROPANE TANK FOUNDATION SCALE: N.T.S. 4" SLAB ON GRADE W/THICKNED EDGE & #3'S 0 18" O.C. E.W. Lu 7 a 733 8'x8' SHED FOUNDATION SCALE: N.T.S. S-5.03 ECT LIVRY P EPARED FOR: LUE STAR GAS 880 N. WRIGHT ROAD SANTA ROSA, CA 95407 (707) 573-3130 PROJECT NO: 10014 CONTROL JOINT: OPTION 1 • 1/8" SAWCUT SAME DAY AS POOR CLEANED & FILLED WITH JOINT FILLER AS LATE AS POSSIBLE. OPTION 2 • 1/8" PREMOLDED STRIP FLUSH WITH SURFACE. CONCRETE SLAB SLAB THICKNESS, REF. PLANS. VAPOR BARRIE 3" SAND LAYER 34" MINUS (OR EQUIV.) COMPACTED SUBGRADE ATIVE, UNDISTURBED EARTH FREE & VOID OF ORGANIC MATERIAL & ANY VEGETATION. TYPICAL SLAB @ CONTROL JOINT SCALE: (3-- N.T.S. 5-5.02) THICKENED SLAB EDGE 3 A BLUE STAR GAS FACILITY TUKWILA, WASHINGTON SCALE: (4'' N.T.S. 4 5-5.03) 4 REVISIONS: 5 7 b STRUCTURAL DETAILS