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HomeMy WebLinkAboutPermit D11-300 - NC MACHINERY - CANOPYThis record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D11 -300 NC Machinery 17900 West Valley Highway RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION F,age # Code Exemption � � �� Brief Explsnatoty Description, Statute /Rule The Privacy Act of 1974 evinces Congress' intent that Personal Information — social security numbers are a private concern. As such, individuals' social security numbers are Social Security Numbers redacted to protect those individuals' privacy pursuant 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. to 5 U.S.C. sec. 552(a), and are also exempt from 552(a); RCW 552(a); RCW disclosure under section 42.56.070(1) of the 42.56.070(1) 42.56.070(1) Washington State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card Personal Information — numbers, electronic check numbers, credit expiration 56 DR2 Financial Information — dates, or bank or other financial account numbers, RCW RCW 42.56.230(4 5) which are exempt from disclosure pursuant to RCW 42.56.230(5) 42.56.230(5), except when disclosure is expressly required by or governed by other law. NC MACHINERY 17900 WEST VALLEY HY EXPIRED 04-16-12 Dl 1-300 City ATukwila • 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 Parcel No.: 3623049011 Address: 17900 WEST VALLEY HY TUKW Suite No: Project Name: NC MACHINERY DEVELOPMENT PERMIT Permit Number: D11 -300 Issue Date: 09/22/2011 Permit Expires On: 03/20/2012 Owner: Name: HARNISH GROUP INC Address: PO BOX 3562 , SEATTLE WA 98124 Contact Person: Name: STEPHEN BELL Address: 17025 WEST VALLEY HY , TUKWILA WA 98188 Contractor: Name: C H G BUILDING SYSTEMS, INC Address: P.O. BOX 78448 , SEATTLE, WA 98178 Contractor License No: CHGBUSI124BH Phone: 425- 251 -5876 Phone: Expiration Date: 07/14/2012 DESCRIPTION OF WORK: DEMOLISH EXISTING WOOD FRAMED WASH BAY CANOPY AND REPLACE WITH NEW PRE - ENGINEERED METAL BUILDING WASH BAY CANOPY THE SAME SIZE PLUS A 15 FT WIDE X 80 FT LONG CANOPY. EXISTING FOOTINGS WILL BE REPLACED AND THE EXISTING ASPHALT PAVING WILL BE PATCHED INTO THE NEW FOOTINGS. THE NEW CANOPY EXTENDS OVER THE EXISTING ASPHALT PAVING. THERE WILL BE NO NEW IMPERVIOUS SURFACE. Value of Construction: $59,426.00 Fees Collected: $1,754.16 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2009 Type of Construction: V -B Occupancy per IBC: Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D11-300 Printed: 09 -22 -2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N • Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Storm Drainage: Street Use: Profit: N Water Main Extension: Private: Water Meter: N Permit Center Authorized Signature: Date: Public: Non - Profit: N Public: I hereby certify that I have read and e - d this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied hether specified herein or not. The granting of this permit does not pre to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: (f Print Name: [ BB M b6 l 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 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. 4: The special inspections and verifications for concrete construction shall be required. 5: 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. 6: Installation of high- strength bolts shall be periodically inspected in accordance with RISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. doc: IBC -7/10 D11-300 Printed: 09 -22 -2011 8: When special inspection is required, eitlie owner or the registered design profession sponsible charge, shall employ a special inspection agency an tify the Building Official of the appointmentWr to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: 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. 10: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 13: 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. 14: Manufacturers installation instructions shall be available on the job site at the time of inspection. 15: 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). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 17: 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. 18: ** *FIRE DEPARTMENT CONDITIONS * ** 19: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 20: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinlder heads. (IFC 901.4)(EXTEND SPRINKLER PROTECTION TO BENEATH THE CANOPIES.) 21: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 22: All new sprinlder systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinlder 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 sprinlder work shall commence without approved drawings. (City Ordinance No. 2050). 23: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 24: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 25: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 26: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available doc: IBC -7/10 D11 -300 Printed: 09 -22 -2011 for use. These locations shall be along no aths of travel, unless the fire code official de es that the hazard posed indicates the need for placemway from normal paths of travel. (IFC 906.5 27: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 28: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 29: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 30: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: IBC -7/10 D11-300 Printed: 09 -22 -2011 CITY OF TUK LA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httd://www.TukwilaWA.00v Building Permit No. 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: 17900 West Valley Hwy Tenant Name: NC Machinery Power Systems Property Owners Name: NC Machinery Mailing Address: 17025 West Valley Hwy King Co Assessor's Tax No.: Suite Number: Floor: New Tenant: ❑ Yes I ..No Tukwila City 98188 State Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: Stephen Bell Mailing Address: 17025 West Valley Hwy • E -Mail Address: sbell @ncmachinery.com Day Telephone: (425) 251 -5876 Tukwila City State Fax Number: (425) 656 -4617 WA 98188 Zip GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: CHG Building Systems, Inc. Mailing Address: P.O. Box 78448 Contact Person: Mike MacDonald or Chuck Grouws E -Mail Address: mmacdonald @chgbuildingsystems.com Contractor Registration Number: CHGBUSI124BH Seattle City State Day Telephone: (425) 255 -5747 Fax Number: (425) 255 -4882 Expiration Date: 07/14/2012 98178 Zip ARCHITECT OF RECORD — All plans must be stamped by Architect of Record Company Name: Collons + Smith Structural Engineers Mailing Address: 485 Front Street N., Suite F -3 Contact Person: Bryan Collons E -Mail Address: bryan @csseinc.com Issaquah City State Day Telephone: (425) 369 -1104 (425) 369 -1157 Fax Number: 98027 Zip ENGINEER OF RECORD — All plans must be stamped by Engineer of Record Company Name: Collons + Smith Structural Engineers Mailing Address: 485 Front Street N.; Suite F -3 • Contact Person: Bryan Collons E -Mail Address: bryan @csseinc.com H:\Applicnt ions \Pons- Applications On Line\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Issaquah 99027 City State Zip Day Telephone: (425) 369 -1104 Fax Number: (425) 369 -11.57 Page 1 of 6 BUILDING PERMIT INFORMATIO1 — 206 -431 -3670 Valuation of Project (contractor's bid price): $ 59,426.00 Existing Building Valuation: $ •Scope of Work (please provide detailed information): Demolish existing wood framed wash bay canopy and replace with new pre- engineered metal building wash bay canopy the same size plus a 15' wide x 80' long canopy. Existing footings will be replaced and the existing asphalt paving will be patched into the new footings. The new canopy extends over existing asphalt paving. There will be no new impervious surface. Will there be new rack storage? ❑ Yes .. 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: 95 Compact: Handicap: 2 Will there be a change in use? ❑ Yes 0 No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 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 • 1:1 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Upplications\Fonns- Applications On Line \2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC In Floor 17,600 1,200 6-78 2"d Floor 4,000 3rd Floor Floors thru Basement Accessory Structure* Attached Garage 'Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 95 Compact: Handicap: 2 Will there be a change in use? ❑ Yes 0 No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 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 • 1:1 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Upplications\Fonns- Applications On Line \2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 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 OWNE Signature: UTHORIZED AGEN / ) Print Name: r�� e / � Mailing Address: ./594c6".. !tom F/I� /AV jf Date: // Day Telephone: 5461.$ p `'/ era!, City State Zip Date Application Accepted: 9.3 1 _ ` \ Date Application Expires: Staff Initials: vti' • • H:\Applications\Forms- Applications On line\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 6 of 6 � r 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.uov Parcel No.: 3623049011 Address: 17900 WEST VALLEY HY TUKW Suite No: Applicant: NC MACHINERY RECEIPT Permit Number: D11 -300 Status: PENDING Applied Date: 08/31/2011 Issue Date: Receipt No.: R11 -01903 Payment Amount: $1,754.16 Initials: JEM Payment Date: 08/31/2011 09:44 AM User ID: 1165 Balance: $0.00 Payee: HARNISH GROUP INC. TRANSACTION LIST: Type Method Descriptio Amount Payment Check 969588 1,754.16 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $1,754.16 1,060.40 689.26 4.50 doc: Receiot -06 Printed: 08 -31 -2011 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 • Permit Inspection Request Line (206) 431 -2451 INSPECTION RECORD Retain a copy with permit Ot I-3O C) PERMIT NO. Pro ject: • -i Type of Inspection: 2D, _: nuJA t 1 e 4 -k✓ -Cie,- si L d1 Address: • / 1" ioi) vjltsi JJbq 1 jt tfi/ 141` Date Called: Special Instructions: i i -. • Date Wanted:. / 15 f I cr 11 ( Vim. `�' Requester: Pho a No: AppPOved per applicable codes. ElCorrections required prior to approval. COMMENTS: a ,1 p- OTTz„ v.. (9-s ~ poc - � 1 ► dot �. to 2D, _: nuJA t 1 e 4 -k✓ -Cie,- si L d1 ir . r-44, r i c-,t --v �w4, /�- 6..5 ti pest: Date: • � I A AAA" hR ,�(� � f,C, /1 INSPECTION FEE REQUIRED. Prio/ to next inspection. fee must be atd at 6300 Southcenter Blvd., Suite/100. Call to schedule reinspection. i INSPECTION NUMBER - INSPECTION RECORD Retain a copy with permit ) - 3c, PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: fjC V1 eAc s ti °✓//ki Type of Inspection: c-, (t c; /V 1- L Address: 1 l / . V Suite #: �� ,o 1 Contact Person: Special Instructions: Phone No.: RApproved per applicable codes. Corrections required prior to approval. COMMENTS: C\-"(e- r` 1-)‘&(- - 1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:loiv., .„,.. s a-- Date: 17 2 o /1 2_ Hrs.: 1 $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: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • r • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 128534 Project: Address: CONSTRUCTION INSPECTION REPORT N.C. MACHINERY 17900 West Valley Highway CHG Building Systems Inc Permit Number: Job Number: Client Address: D11-300 11 -0586 PO Box 78448, Seattle, WA 98178 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): Welding • Anchor Bolt Installation Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X Inspector and Date Remarks Rick Hardy 10/27/11 Inspected the installation of (47) % "diameterx 2 %" long and (6) g/" diameterx 21/2 " long A325 tension control bolts. Bolted assemblies were brought into snug tight condition . Splined ends were sheared. The above inspected work conforms to specifications for structural joints by research council on structural connection dated 6/23/2000 and City of Tukwila approved plans and details. Conforms Copies to: X Client Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: DEC 132o» COMiv. DEVELOP,Q,c,, Jeff - = • e, Project This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reprodu 'tion 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.: ADM1N -63 -02 (Rev 11/08) OTTO ROSENAL & ASSOCIATES, Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 11 -0586 CONCRETE REPORT Report Number: RC131322 Permit Number: D11 -300 Project: N C Machinery Address: 17900 West Valley Highway, Kent Inspector(s): Rick Hardy Description /Location: Resteel Verified: Yes Client: CHG Building Systems, In Address: PO Box 78448, Seattle Date: 10/19/2011 New footings for columns at grid lines 1A, 2A, 3A, 4A, 5A, with 4 each 3/4" diameter by 14" embed bolts per footings. 5 each #4 at top and bottom except 5A with 8 each #4 top and 5 each #4 bottom, as per 3/S2. The footing 5A was changed to 8 each #4 at top as per engineering change by Bryan Collons, Engineer of Record, dated 13 OCT 11. 10/19/2011 Rick Hardy (Grade 60) Mfg: Nucor Placement Data Stoneway 5000 5" 0.53 Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: 13.5 Chute Yes Required Strength: 3000 psi at 28 days. Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 11:35 am Design Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Cubic Water Slump Yards Added C 143 2.00 Actual ❑ 470# Type: I 1471# 1913# 3/4" Batch Weights /Cubic Yard 250# Air % C 231 Conc.Temp C 1064 0 gal. 4.5" N/A 74 °F Slag (Ibs): Ambient Temp 68 °F Truck Ticket No. No. 440 295036 Weather: Overcast Date Samples Picked Up: As per 2009 IBC. Specimen Test Number Date 1 10/26/11 2 11/16/11 3 11/16/11 10/20/2011 Field Age Cure (Days) Slump Range: 5" Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms MI Does Not Conform ❑ COMPRESSIVE TEST RESULTS Size (in.) 7 4x8 28 4x8 28 4x8 Area Weight Max Load Strength Fracture Type (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 12.63 9.01 62,490 4950 12.63 9.04 87,770 6950 12.63 9.03 86,150 6820 9.01 86,230 6830 4 11/16/11 * = Discarded Tested in general accordance to: 28 4 x 8 12.63 ASTMC39 ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client 2 Engineer tn Building Dept Batch Plant ❑ Owner 2 Contractor ❑ Architect ❑ Others Technical Responsibility: Iter ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 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 collons + smith structural engineers 485 Front Steet N • Suite F -3 Issaquah, WA 98027 p: 425.369.110 I • f: 425.369.1157 NC Machinery r,,_ _ 17025 W Valley Hwy Canopy Replacement Structural Calculations Project NC Machinery Location 17025 W Valley Hwy Tukwila, WA 98188 Designer Mr. Ryan Grouws CHG Building Systems, Inc. 1120 SW 16th, Suite A-4 Renton, WA 98055 +1 (425) 255 -5747 NC Machinery Canopy - Permit 8/2/2011 Page 1 of 39 ' PILE C P'9t No. ��Y Structural Bryan Collons, PE, SE Project Number 11 -072 Date August 2, 2011 REVIEWED FOR CODE COMPLIANCE APPROVED SEP212011 City of Tukwila BUILDING DIVISION D 300 RECEIVED AUG 31 2011 MKT CENTER kollons + smith structural engineers 485 Front Steet N • Suite F -3 Issaquah, WA 98027 p: 425369.1 101 • f: 425.369.1 157 NC Machinery Canopy - Permit 8/2/2011 Page 2 of 39 Design Criteria Connection at Panel r- collons ÷ smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 _p: 425.369.1101 F. 425.369.1157 1_ t; N 1A14o1,,..) NC Machinery Canopy - Permit 8/2/2011 Page 3 of 39 1 1 1 1 <1._)(3,L.J 1 z s.Pli 1 1 - r I ■ 1 I . 6-1.1. I -- 1cpiri [ , 4I 1 , 1 ; Tki13 24,› , •I• i . ..M4-)1,.-. Sit E19A.-7 I ( pi .", 2 2- 0' 9 1 . 1 il 2..01 1 oo6 ;)t ' ' ' (1)4+ L..) ; I 'r ' 1 I M'-?' TE-N.'610"-1 I • • I 1 . i • • 1 Y\-1 o rYE'r.-31- k-.)•- .c.cti ... i T41.. 1 I 1 I . 1 1 ; 1 i 1 , on47 1... ! 1- ' 14. 14.4,=i 5Dott'sJ 1 1 M eri_50- DA179 cEr • ; 1 T--- 44S‘t- uo wsP.) Lc- , } 1 S 61+ / '( bc_ ) 1 www.hllti.us Company: Specifier: Address: Phone I Fax: E -Mail: NC Machine 8/2/2011 P PROFIS Anchor 2.2.0 Collons Smith Page: Project: Sub - Project I Pos. No.: Date: 1 NC Machinery Canopy 8/2/2011 Specifier's comments: 1. Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile Base material: Reinforcement: Seismic loads (cat. C, D, E, or F): Geometry [in.] & Loading [Ib, in.-lb] Kwik Bolt TZ - SS 304, 3/4 (3 3/4) = 3.750 in., h,,,,,, = 4.625 in. AISI 304 ESR 1917 5/1/2011 I - design method ACI 318 / AC 193 e, = 0.000 in. (no stand -off); t = 0.500 in. I, x lY x t = 7.406 x 7.406 x 0.500 in. (Recommended plate thickness: not calculated) Rectangular plates and bars (AISC); (L x W x T) = 0.500 in. x 6.500 in. x 0.000 in. cracked concrete , 3000, f� = 3000 psi; h = 7.250 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no a t8 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hllti.us Company: Specifier: Address: Phone I Fax: E -Mail: NC Machin 8/2/2011 P PROFIS Anchor 2.2.0 Collons Smith Page: 2 Project: NC Machinery Canopy Sub - Project I Pos. No.: Date: 8/2/2011 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [lb] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 2250 0 -2250 2 0 2250 0 -2250 3 3577 2250 0 -2250 4 3577 2250 0 -2250 max. concrete compressive strain [%o]: 0.10 max. concrete compressive stress [psi]: 455 resulting tension force in (x/y)= (0.000/2.520) [lb]: 7156 resulting compression force in (x/y)= (0.000/- 3.138) [lb]: 2855 3. Tension load Proof Load Nu, [lb] Capacity 4,N0 [lb] Utilization f3. [ %] = N.14,N* Status Steel Strength* 3577 18041 Pullout Strength* 3577 5775 Concrete Breakout Strength ** 7155 8986 ' anchor having the highest loading * *anchor group (anchors in tension) Steel Strength Equations N. = ESR value refer to ICC -ES ESR 1917 4, Nsteel 2 Nua ACI 318 -08 Eq. (D -1) Variables n ASO,N [in.2] futa [psi] 1 0.24 101500 Calculations Ns„ [lb] 24055 Results Nsa [lb] 24055 4,steel 4, Nsa [lb] Nua [lb] 0.750 18041 3577 20 62 80 OK OK OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003.2009 Hilti AG, FL -9494 Schaan Hilt! Is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: NC Machin 8/2/2011 P Collons Smith -I- Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.2.0 3 NC Machinery Canopy 8/2/2011 Pullout Strength Equations Np5,1. = N9.25o0 2500 Npn,f Z Nua Variables fc [psi] 3000 Np.250o [Ib] Calculations 2500 1.095 Results Npn f [Ib] 8884 8110 4/concrete 0.650 Concrete Breakout Strength refer to ICC -ES ESR 1917 ACI 318 -08 Eq. (D -1) 4) Ninny, [Ib] 5775 Nua [Ib] 3577 Equations ANc Ncbg — (AN.) ■Vec,N wed,N lyc,N Wcp,N Nb ACI 318 -08 Eq. (D -5) Ncyg z Nun ACI 318 -08 Eq. (D -1) ANc see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) ANce = 9 he} ACI 318 -08 Eq. (D -6) 1 lllec,N = 1 + 2 eN 5 1.0 ACI 318 -08 Eq. (D -9) 3 her yled,N Wcp.N = 0.7 + 0.3 (Ca'min) 5 1.0 1.5her = MAX(Ca -min 1.5het) 5 1.0 Cac Cac Nb =kcX 47c NIP Variables he [in.] 3.750 fc [psi] 3000 ACI 318 -08 Eq. (D -11) ACI 318 -08 Eq. (D -13) ACI 318 -08 Eq. (D -7) ect.N [in.] ec2,N [in.] Ca,m!n [in.] lic.N cac [in.] kc �. 0.000 0.000 3936.969 1.000 10.000 24 1 Calculations ANc [in.2] ANco [in.2] Wed ,N yec2,N Wed,N lllcp,N Nb [lb] 183.29 126.56 1.000 1.000 1.000 1.000 9546 Results Nthg [Ib] 13824 4/concrete 0.650 N«,g [Ib] Nun [Ib] 8986 7155 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Kilti AG, Schaan www.hiiti.us Company: Specifier: Address: Phone I Fax: E -Mail: NC Machin 8/2/2011 P PROFIS Anchor 2.2.0 Collons Smith -I- Page: 4 Project: NC Machinery Canopy Sub - Project I Pos. No.: Date: 8/2/2011 4. Shear load Proof Load V. [Ib] Capacity 4Vn [Ib] Utilization p„ [ %] = V„, /oV, Status Steel Strength* 2250 10212 Steel failure (with lever arm)* N/A N/A Pryout Strength** 9000 28028 Concrete edge failure in direction** N/A N/A anchor having the highest loading **anchor group (relevant anchors) Steel Strength Equations Vsa = ESR value refer to ICC -ES ESR 1917 Vsteal L Vua ACl 318 -08 Eq. (D -1) Variables n Ase,v [in•2] futa [psi] 1 0.24 101500 Calculations Vsa [Ib] 15711 Results Vsa [lb] Osteel • Vse [Ib] Vua [Ib] 15711 0.650 10212 2250 22 N/A 32 N/A OK N/A OK N/A Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: NC Machin 8/2/2011 P Collons Smith -I- Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.2.0 5 NC Machinery Canopy 8/2/2011 Pryout Strength (Concrete Breakout Strength controls) Equations r( ANc vcPg _ ^op R Nce/ Wec.N Wed,N Wc,N Wcp,N Nb] Vcpg s V,a ACI 318 -08 Eq. (D -1) ANc see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 hef ACI 318 -08 Eq. (D -6) 1 Wec,N — (.1 + 2 eN 5 1.0 ACI 318 -08 Eq. (D -9) 3hef Wed,N = 0.7 + 0.3 min) 5 1.0 1.5hef ACI 318 -08 Eq. (D -11) Wcp,N = MAX(ca_n"n 1.5hef) 5 1.0 ACI 318 -08 Eq. (D -13) Cac Cac l Nb = kc k 4Tc hef5 ACI 318 -08 Eq. (D -7) ACI 318 -08 Eq. (D -31) Variables kcp het [in.] ec1,N [in.] ec2,N [In.] Camin [In.] 2 3.750 ff [psi] 1 3000 Calculations ANc [in.2] ANco [in•2] 265.43 126.56 Results Vcm [Ib] 40040 concrete 0.700 0.000 0.000 Wec1,N 1.000 Wec2.N 1.000 Vcpg [Ib] V. [Ib] 28028 9000 5. Combined tension and shear loads R„ = N0/4iN• Wed,N 1.000 Wc.N Cac [in.] kc 1.000 24 Wcp,N 1.000 p„ = V• /tlV• Utilization p „,, [ %] Nb [Ib] 9546 Status (y 0.796 1'NV— F•„ +1'ppV <= 1 0.321 5/3 83 OK 6. Warnings • Condition A applies when supplementary reinforcement is used. The c factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: NC Machin 8/2/2011 P Collons Smith Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.2.0 6 NC Machinery Canopy 8/2/2011 7. Installation data Anchor plate, steel: - Profile: Rectangular plates and bars (AISC), 0.500 in. x 6.500 in. x 0.000 in. Hole diameter in the fixture: d, = 0.813 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Coordinates Anchor [in.] Anchor x y 1 -2.521 -2.521 2 2.521 -2.521 3 -2.521 2.521 4 2.521 2.521 A Anchor type and diameter: Kwik Bolt TZ - SS 304, 3/4 (3 3/4) Installation torque: 1320.002 in. -lb Hole diameter in the base material: 0.750 in. Hole depth in the base material: 4.625 in. Minimum thickness of the base material: 6.000 in. 3 1 N co O 0 O x 0 0 0 O M 1.1820 1.1820 3.7030 3.7030 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hiltl AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: NC Machin 8/2/2011 P Collons Smith Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.2.0 7 NC Machinery Canopy 8/2/2011 8. Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use - specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to -date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hliti is a registered Trademark of Hllti AG, Schaan OFmme Member Schedule Part Mem YFdth Mick WebThe Depthl Depth2 ApprmLl9lh Approzkeight 06X005 10001 5' .1875 .1345 8 15/16' 2' -0 9/16' 15'-6 13/16' - 2331 CXDOS 1 6' .3125 .1345 I' -4' 1' -4' 18' -6 7/16' 407/ 860005 2 5' .1345 .1345 9' 11' 18' -6 3/8' 1791 3 5' .1345 .1345 11' 10 15'-0 5/8' 1.900:12 9 2 0 4' -2 15/16' 6 1' -6 11/16' 6 4•-6' 5 4' -2 5/16' 4 9 11/16' 3 9' 2 81/2' 1 NOT USESD 0 Dimension Key L Lai e t 445 916 UMW 0113 INN Al SUOMI OP CONEC036, 3113 UM 900E 021117010. Ip91 02006E 3. 9IA 1112331203 9.010 ® NO It I20391 311 30 9H SE OF OE KB IS 193 NUM 1309E 9' 4 20'-O 13/16' 1.000:12 —� 5-0'— 4 -9 13/16' 1 n 03X005 BL FRAME CROSS SECRON AT FRANC LINE(S) 1 kw .23N Pm m2 Flan Frame Clearances Verl. Clearance at member 1((X005): Finathed Floor Elevation - 100' -0' (Unless Noted Otherwise) (4 Sun.. G 3uncra 4 Sauu Nar 6555.0 1r 7VP/c_L a« 72a,3a,_ s anti Connection & Plate Schedule Id Oty PS111 Bolt Bolt Plate Roes Ron Tmsim washer Do. Length Mkt Out In Bolt A 6 F1852 3/4' 2' 3/8' 3 1 Yes Yes B 2 A325 1/2' 1 1/2' 3/8' I - PEWIT T- For Bm3dmg Dept Approal r1° Pew a e, Oetl e[ IOaenlo'I IGde VP amsnaa, ea. 3200 Rayon pap Gres 8.02(8, TN 30125 FRAME CROSS SECTOR AT FRAME UNE(S) 1 DC eu . 9nire k N c Ndsy lmre Amt dace N6 s/31/ml 33.30, IC WW1 - Pow' 033333.3 Nod 98 21® ism we..< tc edam - Par Ea4mai Doh 0a �z N 0 N O 3 3y CD CO n O '6 0 W- 23e CD t n tams I 1/"" i 71 us vb.. ma Gwror we ma to ea • e.r. e.r..e.. ....... 2 r IVALI, 0 N 0 N NC Machinery Canopy - Permit 8/2/2011 Page 12 of 39 f. 99.e r} ril cnt `Z (r-co 1 1r 4G 'The 6DNINIa:c-noNI/Ar Jt 8. Stitt R- Cade. ',c,ID. &. AN. SL,.o rrEQ Cen4ki ot4 S F}r4 Lt. pate usl~o 4 r P I • NC Machinery Canopy - Permit 8/2/2011 Page 13 of 39 SHEAR TAB TO MATE IN/ VP FRAME I" 2' 4)34"0 HILTI KWIK BOLT TZ, 55-304 P0ST- INSTALLED ANCHOR. EMBED 33/4" SECTION Scale: 1" = I'-D' 4 Canopy Connection at Existing Building • NC Machinery Canopy - Permit 8/2/2011 Page 14 of 39 refine + smith structural engineers 485 Front Steet N • Suite F -3 Issaquah, WA 98027 p: 425369.1 101 • t 425.369.1157 1 Foundation Gravity & Uplift Design • I- millions + smith structural engineers 485 Front Steet N • Suite F•3 Issaquah, WA 98027 p: 425.369.1101 • f: 425 369.1157 NC Machinery Canopy - Permit 8/2/2011 Page 15 of 39 colion + smith structural engineers 485 Front Steet N • Suite F -3 Issaquah, WA 98027 n: 425.369.1101 f: 425.369.1157 1 liWir CHI i NC Machinery Canopy - Permit 8/2/2011 Page 16 of 39 T 2A_, . .i _POun -J.. 1 1 t 0-Sr to1.2 sl 4, I 3 Its _ ..... .9 slft3 1- i •7 millions + smith structunti engineers 485 Front Steet N • Suite f -3 Issaquah, WA 98027 425.369.1101 E 425.369.1157 NC. MAG rh�- NC Machinery Canopy - Permit 8/2/2011 Page 17 of 39 T NC Machinery Canopy - Permit 8/2/2011 Page 18 of 39 THE FOLLOWING NOTES APPLY UNLESS NOTED OIIHERWISE CODE: UNIFORM BUILDING CODE -- 1976 EDITION LIVE LOADS ROOF 25 PSF WIND 20 PSF SEISMIC ZONE 3 , T1EZZAUINE 125 PSF FOUNDATIONS 4 1-.Lr Fib r SOIL BEARING 2000 PSF PER SOILS INVESTIGATION BY ROGER LOWE ASSOC. DATED AUG. 4, 1977. ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 11-6" BELOW FINISHED GRADE. FOOTINGS SHALL BEAR Oil FILL 95% MAXIMUM DENSITY FORAPPROVAL PRIOR TO CONCRETE SUBMIT SOIL COMPACTION REPORTS . AI /3w f AwLet €*' .rv.. *mg P4 wia 54! Parts e maS.' P'3.S.7it 5. 54t ` 1 #5440 y ssge iM0 / 5�)ca -- (!• s m*le.T• ae E4•ac- SEc7/oN 4 -5 YOM ^AN mem, r 666. 416r. s<c•o eareerfrel / 5 .. as al M•t! FA8 I or in ".0414 ... Proms.. *7E' 644415 .l Darn. /rA =400 A • S rase a- "• 3eRd'AO /T�. SECTION B -5 3A/Lb SECTION, pY w.ua.LTa a.e.0 ao c•) 6 7.4M aiL t i �n <..s f3c.srresou�rc°N ,SECTION J-5 3; 4b l .MnTs 105.no a xridm.r. WO. 3 -p'e 40a 4. a 54,.1E 5010 CONSTRUCTION JC/NT C'✓.' )o0Mn *Lowe 500-,0". p.."04 coo,. awx ivor S HRINKAGrE J0/NT C3 J) qn.M /3= 0'6.6 0/8•.. e. • GLOSal? 5TRI ' JOINT SEC7 /ON K -5 POD 1. IO/0 .56046plate M.A« .011E (o0 M '60 SA NAV ISA • !t00 • 9• -0•o /l4• ! -o! 0 WAY S rm. wore Par !'•a• < !'•I-. /=<' TLA 1.1010 IOW.. 4•aA.« O. .aral. /rf tr47.w a S �ECflats( c -5 lq�la- 4 "(!, Lft /Et /441. T.P,uL H/ ro 0.. CAWST.W Lo•A'T C /0<.0 04o0 P+/ (/ GPI 0/O) Non, y 4,y.'e' TE MMr<d M 45 t *C4e 15 a .a .Ad SECTioN L -5 ..<w •600 Oar 0..1 gSl:• Ir IL _ LOALVAJCj�00CM ALAN • LOAp/w/C - OQ C K _ 6tf ✓Al! 1 Jti% 00•66 • dA4•6< /n( X,125 =h./ n -5 SecT /ON D-5 LY'.ro• !� !4 t8i SEc71ON SECT /O/J M -5 64 a •2T<.axs am,1°`ml 010.x7 TOMS OROS ` n.v manta Ma rz as m 1v Pus manrarme al TOW Mt C., .n CO. 4. P 1•••• ma MONO COM. IV LOOM _ aTn Pm. 0741 SOL0m a.0 01 TILL TWOO OM= W:Tiw TO WIC. MO n osmn TOO VT MT =SRC ON Ma RR'" 1'®417 row. AL O m raiami.lanam MORO as 0 ONO.. TO mm oau R W m m lm7 • xu7 OSLO um r mum., .0 MU PACIM.010 MOOT. CO MRS MO =LIS .0113 01110. O• 1411.0. IMP MOO MA TM COMM .001•01 MT On.- ®416 (1•-r 1 ®1 CIO R IOW Pi Al 91mrt7amRllmWl- OTT. mC m a®aQ mm m •ml ,CN I SOO. MOO Or COOL= am TO a.m Rls®7rmm 0174. m = Os I -u7mON 0.12 1.. m a.� .ma nn Em A imuscimurn'. mue.' isra+am gm mu m PO m"'Om *ltr si m n, imps MO avanm OP MOM COSIMMICP 0 TM MILO MOO SWIM ..mm OCTOT T. IYR�tm ltnnWa°m1a nn�n corm UC.tCs Rc nx z In Wm, �,..�.mmYRla,IaaLmTRaaa,.N>• COMM rIENEHE WILL mu II ITV x ammo Valera MOT ISO .01ONS. ..O MO UM • mama P Oa.n dm* m R TRIO. aL a.M POL Y Wlo MOWN pR�TS TORO -mt. CCM ROLLS MO MI 1 3 M O Y SRS.M.•OM mD O0O® Ft l7YmxTO POI MC mm m CO.. •m 41.14 Wam•. m«.u, 0151. WOO o.tP. 31!! n1O0f PA MIL OLIrtett OT"t• 410"7,... TO1 0417 mi OC, r. m u., morATm sIm WORM OM s-. EY MICRO uw°e'Y VIM srm MO MOM Y 41"77 wIYP•s u.mra um CO. mRnu®. gr;t: nl .'" It Hi� CM LIOO"�OT JOOOL TOU Oi. ix C -1 POO ro w•Pm1Rm RO =TOM LOW -- 14141.10.• OLT .111 KOSS 4175Nl R MORO mm 60.707. OT ..0 m aamm mm= MITI Sal R COTO Kuno U.'S.N Isil. PLLLCOO TOO OL Iwm m mum OW MI Of MICE Vi W 0.°L. WM 0 um's` 44th. IMD ui°�TPIru3•YClmw To Y tl I7 4.1' •m D KO. fiR`n4111mm = V'.RYTO1 mcaumrtmPe0.lYTW TS 10 C. CLImx w. o OC. 7MONO ORMOS S RRI m 41!14: ROfY"R MOOS TO Y OM Oa TOLSOITO TOT JOIST a7Nmm1 Ta yOS a.O muu. R mOSIR ago N7 ®m Y: Onfn Limn iTO amp ICY ®a n Ufa. s.. IMO . N VC. mm 41.0 Y MOOST O RmO60 TO asn COMM If I, aOCOL a° •a COIN O� PM- MOO 14110.0 N" `CS m `IN . 10 ¢ • �LmaTT mum. MM. 6TnIIpLN1 sulmness ma, me mom icnN MM. aiic g mORMMM Of FOC Mal .T.O1N- rap... MECO MU COL msaaE, Y 0maa.a, 1OLOams1p M no°u°m` 1 elaaalWIN as MOTOLS collons + smith structural engineers 485 Front Steet N • Suite F -3 Issaquah, WA 98027 p: 425.369.1101 • F 425.369.1 157 NC Machinery Canopy - Permit 8/2/2011 Page 20 of 39 V.P. Buildings Frame Reactions Select Pages NC Machinery Canopy - Permit 8/2/2011 Page 21 of 39 Date: 5/17/2011 11 -10259 (190308) Calculation Package Time: 12:10 PM Page: 1 of 84 VP Buildings 3200 Players Club Circle Memphis, TN 38125 -8843 STRUCTURAL DESIGN DATA Project: NC Machinery - Power Equipment Wash Bay Name: NC Machinery - Power Equipment Wash Bay Builder PO #: 21033 Jobsite: 17900 West Valley Hwy City, State: Tukwila, Washington 98188 County: King Country: United States TABLE OF CONTENTS Contents Letter of Certification 2 Building Loading - Expanded Report 4 Reactions - Summary Report w /Controlling Load Comb 15 Bracing - Summary Report 27 Secondary - Summary Report 32 Framing - Summary Report 41 Covering - Summary Report 84 File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b NC Machinery Canopy - Permit 8/2/2011 Page 22 of 39 Date: 5/17/ 2011 Time: 12:10 PM Page: 2 of 84 11 -10259 (190308) Calculation Package fg 4$ Contact: Name: CHG Building Systems, Inc. Address: 1120 SW 16th, #A4 City, State: Renton, Washington 98057 Country: United States Project: NC Machinery - Power Equipment Wash Bay Builder PO #: 21033 Jobsite: 17900 West Valley Hwy City, State: Tukwila, Washington 98188 County, Country: King, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. verall Building Description Shape Overall Width Overall Length Floor Area (sq. ft.) Wall Area (sq. ft.) Roof Area (sq. ft.) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Height 30/5/0 Wash Bay Existing 20/0/0 10 /0 /0 80/0/0 80/0/0 1600 800 2343 3731 2810 803 20/11/0 30/0/0 19/3/0 30/0/0 1.000:12 _ 1.000:12 _ . 1.000:12 Total For All Shapes 2400 6074 3612 Loads and Codes - Shape: Wash Bay City: Tukwila County: King Building Code: 2009 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity:5.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 85.00 mph The 'Low Rise' Method is Used Wind Exposure (Factor): C (0.895) Parts Wind Exposure Factor: 0.895 Wind Enclosure: Partially Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0 /0 /0 Primary Zone Strip Width: 6/0/0 Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 14.07 psf Loads and Codes - Shape: Existing Shape Existing is set as an existing shape. State: Washington Built Up: 05AISC - ASD Cold Form: 07AISI - ASD Roof Covering + Second. Dead Load: Varies Frame Weight (assumed for seismic):2.50 psf Country: United States Rainfall: 4.00 inches per hour 3000.00 psi Concrete Live Load Live Load: 20.00 psf Reducible Snow Load Seismic Load Ground Snow Load: 25.00 psf Mapped Spectral Response - Ss:143.00 %g Flat Roof Snow: 20.00 psf Mapped Spectral Response - S 1:49.00 %g Design Snow (Sloped): 20.00 psf Seismic Performance / Design Category: D Specified Minimum Roof Snow: 25.00 psf Seismic Importance: 1.000 Snow Exposure Category (Factor): 1 Fully Exposed Seismic Performance / Design Category: D (0.90) Snow Importance: 1.000 Framing Seismic Period: 0.3086 Thermal Category (Factor): Unheated (1.20) Bracing Seismic Period: 0.1897 Ground / Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor:1.3000 Brace Redundancy Factor:1.3000 Frame Seismic Factor (Cs): 0.2724 x W Brace Seismic Factor (Cs): 0.2933 x W Design Spectral Response - Sd 1: 0.4933 Design Spectral Response - Sds: 0.9533 Building design loads and governing building code is provided by the Builder and is not validated by Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. This certification DOES NOT apply to the design of the foundation or other on -site structures or components not supplied by Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc., nor does it apply to unauthorized modifications to building components. Furthermore, it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. File: NC Machinery - Power Equipment Wash Bay Version: 2.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Engineer in res • onsible ch.:e NC Machinery Canopy - Permit 8/2/2011 Page 23 of ?Ate: 5/17/2011 11 -10259 (190308) Calculation Package Time: 12:10 PM Page: 3 of 84 The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. Date: Engineers Seal: File: NC Machinery - Power Equipment Wash Bay Version: 2.2b Varco Pruden Buildings' is a division of BlueScope Buildings North America, Inc. NC Machinery Canopy - Permit 8/2/2011 Page 24 of 39 ate: 5/17/2011 11 -10259 (190308) Calculation Package Time: 12:10 PM Page: 26 of 84 L E> EG+ <E EG- WPA1 WPDI WPA2 WPD2 WPB I WPC1 WPB2 WPC2 EB> <EB SMS Live Load Seismic Load, Right Vertical Seismic Effect, Additive Seismic Load, Left Vertical Seismic Effect, Subtractive Wind Parallel - Ref A, Case 1 Wind Parallel - Ref D, Case I Wind Parallel - Ref A, Case 2 Wind Parallel - Ref D, Case 2 Wind Parallel - Ref B, Case 1 Wind Parallel - Ref C, Case 1 Wind Parallel - Ref B, Case 2 Wind Parallel - Ref C, Case 2 Seismic Brace Reaction, Right Seismic Brace Reaction, Left Specified Min. Roof Snow Frm Frm Frm Frm Frm Brc Brc Brc Brc Brc Brc Brc Brc Brc Brc Frm -1.4 -0.1 0.1 0.2 0.1 0.3 0.2 0.2 0.1 0.3 0.2 -1.7 5.4 0.5 -0.5 -3.0 -2.0 -1.2 -0.2 -2.9 -2.0 -0.2 6.7 Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method ..rp...r........,... X-Loc -.. Grid __..,._ --- -- Hrz left ( -Hx) (k) -- -cam-- Load Case - Hrz Right (Hx) (k) Load Case Hrz In ( -Hz) (k) Load Case Hrz Out (Hz) (k) Load Case Uplift ( -Vy) (k) Load Case Vrt Down (Vy) (k) Load Case Mom cw ( -Mzz) (in -k) Load Case Mom ccw (Mzz) (in -k) Load Case 0/0/0 1 -A 2.3 5 1.1 18 - - - - _ 4.6 16 9.3 5 - - - _ - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 1 • ..,,., . s-..... .. X-Loc 0/0/0 - -- - - - - -S - - Factor Application Grid -Grid2 1 -A System 1.000 1.0 D + 1.0 CG + 1.0 SMS> Ld Description Hx Vy 1.000 0.600 D + 0.600 CU + 1.0 <W1 Cs (application factor not shown) (k) (k) 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 5 16 18 D +CG +SMS> D +CU + <W1 D +CU+ <W2 -2.3 1.0 1.1 9.3 -4.6 -2.8 - - - - - - - - - - - - No. Origin Factor Application Description 5 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 16 System 1.000 0.600 D + 0.600 CU + 1.0 <W1 D+ CU + <W1 18 System _ 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b NC Machinery Canopy - Permit 8/2/2011 Page 25 of 39 Date: 5/ 17/ 2011 11 -10259 (190308) Calculation Package Time: 12:10 PM Page: 24 of 84 L E> EG+ <E EG- WPA1 WPD1 WPA2 WPD2 WPB 1 WPC1 WPB2 WPC2 EB> <EB SMS Live Load Seismic Load, Right Vertical Seismic Effect, Additive Seismic Load, Left Vertical Seismic Effect, Subtractive Wind Parallel - Ref A, Case '1 Wind Parallel - Ref D, Case 1 Wind Parallel - Ref A, Case 2 Wind Parallel - Ref D, Case 2 Wind Parallel - Ref B, Case 1 Wind Parallel - Ref C, Case 1 Wind Parallel - Ref B, Case 2 Wind Parallel - Ref C, Case 2 Seismic Brace Reaction, Right Seismic Brace Reaction, Left Specified Min. Roof Snow Frm Frm Frm Frm Frm Brc Brc Brc Brc Brc Brc Brc Brc Brc Brc Frm -2.3 -0.0 -0.2 0.0 0.2 0.4 0.2 0.5 0.3 0.4 0.2 0.5 0.3 -3.2 8.6 0.9 -0.9 -5.6 -3.7 -2.2 -0.4 -5.4 -3.7 -2.1 -0.4 12.4 Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Appropriate Load Factors must be applied for design of foundations. X -Loc Grid Hrz left ( -Hx) (k) Load Case Hrz Right (Hx) (k) Load Case Hrz In ( -Hz) (k) Load Case Ha Out (Hz) (k) Load Case Uplift ( -Vy) (k) Load Case Vrt Down (Vy) (k) Load Case Mom cw ( -Mzz) (in -k) Load Case Mom ccw (Mzz) (in -k) Load Case 0/0/0 2 -A 4.2 5 0.9 18 - - - - 6.4 16 16.9 5 - - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 2 • All reactions hated on 2nd order structural analysis using the Direct Analysis Method V X -Loc 0/0/0 Factor Application Description 5 Grid1 - Grid2 2 -A 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 16 System. _ Ld Description Hx Vy System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D+CU+<W2 Cs (application factor not shown) (k) (k) 5 16 18 D + CG + SMS> D +CU + <W1 D+CU+<W2 _. -4.2 0.8 0.9 _ 16.9 -6.4 -3.0 - - - - - - - - - - - - No. Origin Factor Application Description 5 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 16 System. 1.000 0.600 D + 0.600 CU + 1.0 <W1 D + CU + <W 1 18 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D+CU+<W2 File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b L E> EG+ <E EG- WPAI WPD1 WPA2 WPD2 WPB 1 WPCI WPB2 WPC2 EB> <ES SMS NC Machinery Canopy - Permit 8/2/2011 Page 26 of ,te: 5/17/2011 11 -10259 (190308) Calculation Package Time: 12:10 PM Page: 22 of 84 Live Load Frm Seismic Load, Frm Right Vertical Seismic Frm Effect, Additive Seismic Load, Left Frm Vertical Seismic .Frm Effect, Subtractive Wind Parallel - Ref Brc A, Case I Wind Parallel - Ref Brc D, Case 1 Wind Parallel - Ref Brc A, Case 2 Wind Parallel - Ref Brc D, Case 2 Wind Parallel - Ref Brc B, Case I Wind Parallel - Ref Brc C, Case I Wind Parallel - Ref Brc B, Case 2 Wind Parallel - Ref Brc C, Case 2 Seismic Brace Brc Reaction, Right Seismic Brace Brc Reaction, Left Specified Min. Frm Roof Snow -2.4 -0.0 -0.2 0.0 0.2 0.3 0.3 0.4 0.4 0.3 0.3 0.4 0.4 -3.3 8.7 1.0 -1.0 -4.8 -4.8 -1.3 -1.3 -4.7 4.7 -1.3 -1.3 12.7 Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Appropriate X -Loc Load Factors Grid must Hrz left ( -Hx) (k) be a puea ror aesign Load Hrz Right Case (Hx) (k) Load Case of iuu1wanoua. Hrz In (-Hz) (k) Load Case Hrz Out (Hz) (k) Load Case Uplift ( -Vy) U Load Case Vrt Down (Vy) (k) Load Case Mom cw ( -Mzz) (in-k) Load Case Mom ccw (Mzz) (in Load Case 0/0/0 3 -A 4.3 5 0.8 18 - - - - 6.4 16 17.3 5 - 17.3 -6.4 -2.9 -k) - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 3 Note: All reactions based on ma oraer strucrura X -Loc ,nimyss ua...a 0/0/0 u....,........l....v u•a - • - -• ° -- Grid 1 - Grid2 3 -A Ld Description Hx Vy Cs (application factor not shown) (k) (k) • 5 16 18 D + CG + SMS> D +CU + <WI D +CU + <W2 -4.3 0.7 0.8 17.3 -6.4 -2.9 - - - - - - - - - ASD Design Load Combinations - Framin No. 5 16 18 Origin System System System Factor 1.000 1.000 1.000 g Application 1.OD +I.00G +1.OSMS> 0.600D +0.600 CU+ 1.0 <W1 0.600 D + 0.600 CU + 1.0 <W2 Description D + CG + SMS> D +CU + <WI D + CU + <W2 File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b L E> EG+ <E EG- WPA1 WPD1 WPA2 WPD2 WPB I WPCI WPB2 WPC2 EB> <EB SMS NC Machinery Canopy - Permit 8/2/2011 Page 27 ofi3lite: 5/17/2011 11 -10259 (190308) Calculation Package Time: 12:10 PM Page: 20 of 84 Live Load Frm Seismic Load, Frm Right Vertical Seismic Frm Effect, Additive Seismic Load, Left Frm Vertical Seismic Frm Effect, Subtractive Wind Parallel - Ref Brc A, Case 1 Wind Parallel - Ref Brc D, Case I Wind Parallel - Ref Brc A, Case 2 Wind Parallel - Ref Brc D, Case 2 Wind Parallel - Ref Brc B, Case 1 Wind Parallel - Ref Brc C, Case 1 Wind Parallel - Ref Brc B, Case ,2 Wind Parallel - Ref Brc C, Case 2 Seismic Brace Brc Reaction, Right Seismic Brace Brc Reaction, Left Specified Min. Frm Roof Snow -2.3 0.1 -0.2 -0.1 0.2 1.6 1.7 0.5 0.6 1.6 1.7 0.5 0.6 0.4 -3.2 2.0 2.0 2.3 2.3 8.8 8.6 -0.0 1.0 0.0 -1.0 -6.0 -3.6 -2.6 -0.1 -6.2 -3.2 -2.8 0.3 -8.9 8.9 12.4 Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method riate Load Factors must be applied for design of foundations. Load Case X -Loc Grid Hrz left ( -Hx) 4-A (k) 4 4.2 0/0/0 -A Hz 5 Hrz Right (Hx) (k) 1.5 Load Case 66 Hrz In (-Hz) (k) Load Case Hrz Out (Hz) (k) 8.0 Load Casc 77 Uplift (-Vy) (k) 7.5 Load Case 81 Vrt Down (Vy) (k) 17.1 Load Case 5 Mom cw (-Mzz) (in -k) Load Case Mom ccw (Mzz) (in-k) Load Case Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 4 Note: All reactions based on 2nd order structural X analysis usuig um 1.ue,.c ,- ...o.,,•., •- .....•.... 0/0/0 l -Loc Gridl - Grid2 4-A Description Hx Hz Vy Ld factor not shown) (k) (k) (k) Cs 5 66 77 (application D +CG +SMS> D + CU + WPCI D + CG + E> + EG+ + EB> D +CU +E> +EG - +EB> -4.2 1.5 -0.8 0.3 - - 8.0 8.0 17.1 -1.8 -2.7 -7.5 - - - - - - - - - - - _ 81 ASD Design Load Combinations - Framin No. 5 66 77 81 Origin System System Derived System Derived System Derived Bracing X -Loc Grid 0 /0 /0 { A-4 Factor 1.000 1.000 1.000 1.000 g Application I.OD +1.00G +1.OSMS> 0.600D +0.600 CU +1.0WPC1 1. 0D+ 1.00G +0.273F> +0.700 EG+ +0.910EB> 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> Description + CG + SMS> + CU + WPCI + CG + E> + EG+ + EB> + CU + E> + EG- + EB> Description Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b NC Machinery Canopy - Permit 8/2/2011 Page 28 oitte: 5/17/2011 11 -10259 (190308) Calculation Package Time: 12:10 PM Page: 18 of 84 L E> EG+ EG- WPAI WPD1 WPA2 WPD2 WPBI WPCI WPB2 WPC2 EB> <EB SMS Live Load Frm -1.4 Seismic Load, Frm 0.1 Right Vertical Seismic Frm -0.1 Effect, Additive Seismic Load, Left Frm -0.1 Vertical Seismic Frm 0.1 Effect, Subtractive Wind Parallel - Ref Brc 1.4 A, Case 1 Wind Parallel - Ref Brc 1.6 D, Case 1 Wind Parallel - Ref Brc 0.3 A, Case 2 Wind Parallel - Ref Brc 0.5 D, Case 2 Wind Parallel - Ref Brc 1.4 B, Case 1 Wind Parallel - Ref Brc 1.6 C, Case 1 Wind Parallel - Ref Brc 0.3 B, Case 2 Wind Parallel - Ref Brc 0.5 C, Case 2 Seismic Brace Brc Reaction, Right Seismic Brace Brc 0.3 Reaction, Left Specified Min. Frm -1.7 Roof Snow -2.0 -2.0 -2.3 -2.3 -8.8 5.4 -0.0 0.6 0.0 -0.6 -0.0 -5.2 1.9 -3.4 0.3 -5.4 2.2 -3.6 8.9 -8.9 6.7 Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Appropriate Load Factors must be applied for design of foundations. Ha Right Load Hrz In Load Hrz Out I Load (Hx) Case (-Hz) Case (Hz) II Case (k) (k) (k) 66 8.0 92 X -Loc 0 /0 /0 Grid Ha left ( -Hx) U 5 -A I 2.3 Load Case 1.5 Maximum Frame Reactions - Factored Load Cases at Frame c ross �ecau j: Note: All reactions based on 2nd order structural analy 0/0/0 5 -A Hz (k) - -2.3 - -8.0 -8.0 Ld Cs 5 66 79 92 96 X -Loc Grid! - Grid2 Description (application factor not shown) D +CG +SMS> D +CU +WPCI D +CG + <E +EG+ +EB> D + CG + E> + EG+ + <EB D +CU +E> +EG - + <EB Hx (k) -2.3 1.5 -0.7 -0.4 02 ASD Design Load Combinations - Framin No. 5 66 79 92 96 Origin System System Derived System Derived System Derived System Derived Factor 1.000 1.000 1.000 1.000 1.000 g Uplift Load Vrt Down Load Mom cw Load Mom ccw ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) U (k) (in-k) (in-k) 7.4 96 11.8 79 Load Case sis using the Direct Ana ysis memod - Vy (k) 9.9 - - _ - -4.3 - - 11.8 - _ - -4.5 - - -7.4 - - Application 1.OD +1.00G +1.OSMS> 0.600 D + 0.600 CU + 1.0 WPCI 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> 1.0 D+ 1.0 CG +0.273 E> +0.700 EG+ + 0.910 <EB 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB Description + CG + SMS> +CU +WPCI + CG + <E + EG+ + EB> + CG + E> + EG+ + <EB + CU + E> + EG- + <EB Bracing 1 X -Loc Grid 0/0/0 I A -5 Description Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b NC Machinery Canopy - Permit 8/2/2011 Page 29 of 39 11 -10259 (190308) Calculation Package Date: 5/ 17/ 2011 Time: 12:10 PM Page: 5 of 84 Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Proximity: 0/0/0 Seismic Load Mapped Spectral Response - Ss:143.00 %g Mapped Spectral Response - S1:49.00 %g Seismic Performance / Design Category: D Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.2724 x W Brace Seismic Factor (Cs): 0.2933 x W Framing R- Factor: 3.5000 Bracing R- Factor. 3.2500 Side 2 2 2:1 Type E E E Mag 0.987 1.063 2.687 2:1 E 2.893 3 3 A A A A A A A A E E E E E E E E E E 0.494 0.532 0.685 2.043 0.738 2.200 8.171 8.800 8.171 8.800 Units psf psf psf psf psf psf psf psf psf psf plf plf plf plf Shape Rect Rect Entire Entire Spec Spec Entire Entire Entire Entire Line Line Line Line Applied to Frm Brc Frm Brc Frm Brc Frm Frm Brc Brc Frm Brc Frm Brc Deflection Conditions Frames are vertically supporting:Metal Roof Purl ins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Truncated Snow: 0.00 psf Truncated Width: 0/0/0 Proximity: 0/0/0 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Frame Redundancy Factor:1.3000 Brace Redundancy Factor:I.3000 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Framing Seismic Period: 0.3086 Bracing Seismic Period: 0.1897 Seismic Period Height Used: 20/1/0 Design Spectral Response - Sds: 0.9533 Design Spectral Response - Sdl: 0.4933 Description Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 2.71 : Wall: 2 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 2.71 : Wall: 2 Seismic: Covering Weight - 24. Panel Rib + Secondary Weight 1.20+ (Includes 5.000 Collateral 2.500 Frame Weight) : Wall: 2, Canopy: 1 Seismic: Covering Weight -24 Panel Rib + Secondary Weight 1.20+ (Includes 5.000 Collateral 2.500 Frame Weight) : Wall: 2, Canopy: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.90 : Wall: 3 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.90: Wall: 3 Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 1.35: Roof: A (Includes 5.000 Collateral 2.500 Frame Weight) : Roof: A Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 1.35: Roof A (Includes 5.000 Collateral 2.500 Frame Weight) : Roof: A Seismic Effect From HangingWall : Roof: A Seismic Effect From HangingWall : Roof: A Seismic Effect From HangingWall : Roof: A Seismic Effect From HangingWall : Roof: A UeSIgp L020 OmDtnau o us rraming No. Origin Factor Application Description 1 System 1.000 1.0 D+ 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CO + 1.0 <L D +CG + <L 3 System 1.000 1.0 D + 1.0 CO + 1.0 ASV' D + CG + ASL^ 4 System 1.000 1.0D +1.0CG +1.0 ^ASL D + CG + ^ASL 5 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 6 System 1.000 1.OD +1.00G +1.0 <SMS D +CG +<SMS 7 System 1.000 1.OD +1.00G +I.OS +1.0SD D +CG +S +SD 8 System 1.000 1.0D +1.0CG +1.0S +1.0SS D +CG +S +SS 9 System 1.000 1.0 D+ 1.0 CG + 1.O PF I D + CG + PF I (Span 1) 10 System 1.000 1.0D+ 1.0 CG + 1.0 PF 1 D + CG + PFI(Span 2) I I System 1.000 1.0 D+ 1.0 CG + I.O W I> D + CG + W 1> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W1 D + CG + <W 1 13 System 1.000 1.0 D + 1.0 CG + 1.0 W2> D + CG + W2> 14 System 1.000 1.0 0 + 1.0 CG + 1.0 <W2 D +CG +<W2 15 System 1.000 0.600 D + 0.600 CU + 1:0 WI> D + CU + W 1> 16 System 1.000 0.600 D + 0.600 CU + 1.0 <W1 D + CU + <W 1 17 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 18 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 19 System 1.000 I.OD +1.000 +0.750L +0.750WI> D +CG +L +W1> 20 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <WI D + CG + L + <W 1 21 System 1.000 1.0 D +1.00G +0.750L +0.750W2> D +CG +L +W2> File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b NC Machinery Canopy - Permit 8/2/2011 Page 30 of 39 11 -10259 (190308) Calculation Package Date: 5/17/ 2011 Time: 12:10 PM Page: 6 of 84 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 n 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 System System System System System System System System System System System Special Special Special Special Special Special OMF Connection OMF Connection OMF Connection OMF Connection OMF Connection OMF Connection System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Dcrived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 1.000 1.OD +1.00G +0.750S +0.750W1> 1.000 1.0 D+ 1.0 CG + 0.750 S + 0.750 <W1 1.000 1.0 D+ 1.0 CG+ 0.750 S + 0.750 W2> 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 1.000 1.OD +1.00G +0.910E> +0.700EG+ 1.000 1.0 D+ 1.0 CG +0.910 <E +0.700 EG+ 1.000 1.600 D + 0.600 CU + 0.910 E> + 0.700 EG- 1.000 1 .600 D + 0.600 CU + 0.910 <E + 0.700 EG- 1.000 1.0 D + 1.0 CG+ 0.682 E>+ 0.525 EG+ 1.000 1.0 D+ 1.0 CG + 0.682 <E+ 0.525 EG+ 1.000 1 . 0 D + 1 . 0 CG + 1.75017 + 0.700 EG+ 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ 1.000 1 .600 D + 0.600 CU + 1.750 E> + 0.700 EG- 1.000 1 .600 D + 0.600 CU + 1.750 <E + 0.700 EG- 1.000 1.OD+ 1.0 CO + 1.313 E> +0.700 EG+ 1.000 1.0 D + 1.0 CO + 1.313 <E + 0.700 EG+ 1.000 1.0 D + 1.0 CG + 2.450 E> + 0.700 EG+ 1.000 I.OD +1.00G +2.450 <E +0.700EG+ 1.000 1.600 D + 0.600 CU + 2.450 E + 0.700 EG- 1.000 1.600 D + 0.600 CU + 2.450 <E + 0.700 EG- 1.000 L.OD+ 1.0 CG + 1.837 E> + 0.700 EG+ L000 1.0 D + 1.0 CG + 1.837 <E + 0.700 EG+ 1.000 1.0 D+ 1.0 CG+ 1.0 WPA1 1.000 0.600 D + 0.600 CU + 1.0 WPA 1 1.000 1.0 D+ 1.0 CG +0.750L +0.750 WPAI 1.000 1.OD +1.00G +0.750S +0.750WPAI 1.000 1.0 D + 1.0 CG + 1.0 WPDI 1.000 1.600 D + 0.600 CU + 1.0 WPDI 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPDI 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI 1.000 1.OD +1.00G +1.OWPA2 1.000 0.600 D + 0.600 CU + 1.0 WPA2 1.000 1.0 D+ 1.0 CG +0.750 L +0.750 WPA2 1.000 1.0D+ 1.00G +0.7505 +0.750 WPA2 1.000 1.OD +1.00G+1.OWPD2 1.000 0.600 D + 0.600 CU + 1.0 WPD2 1.000 1.0D+ 1.0 CG + 0.750 L + 0.750 WPD2 1.000 1.0 D+ 1.0 CG + 0.750 S + 0.750 WPD2 1.000 1.0D+ L.00G+ 1.0 WPBI 1.000 1.600 D +0.600 CU+ 1.0 WPBI 1.000 1.0 D+ 1.0 CG + 0.750 L+ 0.750 WPB 1 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 1.000 1.0 D+ 1.0 CG+ 1.0 WPCI 1.000 , .600 D + 0.600 CU + 1.0 WPC I 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W PC 1 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI 1.000 1.OD +1.00G +1.OWPB2 1.000 '1 .600 D + 0.600 CU + 1.0 WPB2 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 1.000 1.0 D+ 1.0 CG + 0.750 S + 0.750 WPB2 1.000 1.0D +1.0CG +1.0WPC2 1.000 0.600 D + 0.600 CU + 1.0 WPC2 1.000 1.0 D+ 1.0 CG +0.750 L +0.750 WPC2 1.000 1.0D+ 1.0 CG + 0.750 S + 0.750 WPC2 1.000 1.0 D+ 1.0 CG + 0.273 E>+ 0.700 EG++ 0.910 EB> 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> 1.000 1.0D+ 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> 1.000 1.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> 1.000 1.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> 1.000 1.0 D + 1.0 CG + 0.205 E> + 0.525 EG++ 0.682 EB> 1.000 1,0 D + 1.0 CG + 0.682 E> + 0.525 EG ++ 0.205 EB> 1.000 1.0 D + 1.0 CG + 0.205 <E + 0.525 EG ++ 0.682 ES> It +CG +S +W1> I� +CG +S + <W1 u +CG +S +W2> D +CG +S +<W2 Ir + CG + E> + EG+ i� +CG + <E +EG+ n +CU +E> +EG- +CU+<E+EG- +CG +F> +EG+ + CO + <E + EG+ +CO +F> +EG+ I� +CG + <E +EG+ +CU +F> +EG- +CU+<E+EG- D +CG +E7 +EG+ D +CO + <E +EG+ +CG +E> +EG+ +CO +<13 +EG+ +CU +E> +EG- +CU+<E+EG- +CG +17 +EG+ +CG +<E +EG+ +CG +WPA1 +CU +WPAI +CG +L +WPAI +CG +S +WPA1 +CG +WPDI + CU + WPDI +CG +L +WPDI +CG +S +WPDI p +CO +WPA2 + CU + WPA2 + CG + L + WPA2 +CG +S+WPA2 + CG + WPD2 D + CU + WPD2 D +CO +L +WPD2 D + CG + S + WPD2 +CG +WPBI D +CU +WPBI +CG +L +WPBI +CG +S +WPBI D +CG +WPCI D+ CU +WPCI +CG +L+WPCI D +CG +S +WPCI + CG + WPB2 + CU + WPB2 +CG +L+WPB2 +CG +S +WPB2 +CG +WPC2 + CU + WPC2 +CG +L +WPC2 + CG + S + WPC2 +CG +p + EGA- +EB> +CG +I > + EG+ +ES> + CO + <E + EG+ + EB> D +CO + <E + EG+ +ES> + CU + E> + EG- + EB> +CU +p +EG - +EB> D +CU + <E +EG - +EB> +CU + <E +EG - +EB> +CG +17 + EG+ +EB> D +CO +E> + EG+ +EB> +CG +<E +EG+ +EB> 0 11 0 ID ID 11 ID 0 1► u I7 D ID D • it ID File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b NC Machinery Canopy - Permit 8/2/2011 Page 31 of 39 11 -10259 (190308) Calculation Package Date: 5/ 17/ 2011 Time: 12:10 PM Page: 7 of 84 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 System Derived Special Special Special System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Special Special Special 1.000 1.0 D + 1.0 CG + 0.682 <E + 0.525 EG+ + 0.205 EB> 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- 1.000 1.OD +1.00G +1.313 EB> +0.700EG+ 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB 1.000 1.0 D+ 1.0 CG +0.910 E>+0.700 EG+ +0.273 <EB 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG ++ 0.910 <EB 1.000 1.0 D + 1.0 CG + 0.910 <E+ 0.700 EG++ 0.273 <EB 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 Kr- + 0.910 <EB 1.000 0.600 D + 0.600 CU + 0.910 E + 0.700 EG- + 0.273 <EB 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <ED 1.000 0.600 0+ 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB 1.000 1.0 D+ 1.0 CG +0.205 E> +0.525 EG+ +0.682 <EB 1.000 1.0D +1.0CG +0.682E> +0.525 EG+ +0.205 <EB 1.000 1.0 D + 1.0 CG + 0.205 <E + 0.525 EG ++ 0.682 <ER 1.000 1.0 D + 1.0 CG + 0.682 <E + 0.525 EG++ 0.205 <EB 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ 1.000 0.600 0 + 0.600 CU + 1.750 <ER + 0.700 EG- 1.000 1.0 D+ 1.0 CG+ 1.313 <EB+ 0.700 EG+ Ir +CG +<E+EG++EB> u +CG +EB> +EG+ Ir +CU +EB> +EG- D +CO +EB > +EG+ Ir +CG +F> +EG++ <EB Ir +CG +E +EG+ + <EB +CG+ <E +EG+ + <EB Ir +CG +<E+ EG+ + <ED +CU +F> +EG- + <EB u +CU +F>+EG - + <EB u +CU +<E +EG - + <EB I +CU + <E +EG - +<E3 u +CG +E> +EG+ + <EB Ir +CG +E> +EG + + <ER p +CG +<E +EG+ + <ER +CO + <E +EG+ + <ED u +CG + <EB +EG+ r+CU + <EB +EG- u +CG + <EB +EG+ Destgn No. Lotto eommnauons - Origin ar11c111g Factor Application Description 1 System 1.000 1.0 D + 1.0 WPA1 it + WPAI 2 System 1.000 1,0D +1.0WPDI a +WPDI 3 System 1.000 1.0 D+ 1.0 WPA2 it +WPA2 4 System 1.000 1.0 D+ 1.0 WPD2 Ir +WPD2 5 System 1.000 1.00+ 1.OWPBI Ir + WPB I 6 System 1.000 1.0 D + 1.0 WPCI u + WPCI 7 System 1.000 1.0 D + 1.0 WPB2 it +WPB2 8 System 1.000 1.0 D + 1.0 WPC2 r + WPC2 9 System 1.000 1.0 D + 0.700 E> ID + E> 10 System 1.000 1.0 D + 0.700 <E D+ <E 11 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA1 I r + CG + WPA I 12 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD 1 r + CO + W PD I 13 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 ID + CG + WPA2 14 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 r + CG + WPD2 15 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB1 Ir +CG +WPBI 16 System Derived 1.000 I.0 D + 1.0 CG + 1.0 WPC I r + CG + WPC I 17 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 18 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 ID + CG +WPC2 19 System Derived 1.000 0.600D +0.6000U +1.0WPAI r +CU +WPAI 20 System Derived 1.000 0.600D +0.600 CU +I.OWPD1 Ir +CU +WPDI 21 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 22 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 ID + CU + WPD2 23 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB I r + CU + WPB I 24 System Derived 1.000 0.600D +0.600CU +1.0WPC1 Ir +CU +WPCI 25 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 Ir + CU + WPB2 26 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 r + CU + WPC2 27 System Derived 1.000 I.OD +l.0CG +0.750S +0.750WPA1 Ir +CG +S +WPA1 28 System Derived 1.000 1.OD +1.0CG +0.7505 +0.750WPDI D +CG +S +WPDI 29 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 Ir +CG +S +WPA2 30 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 I + CO + S + WPD2 31 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W PB 1 ID + CG + S +WPB 1 32 System Derived 1.000 1.OD +1.00G +0.750S +0.750WPC1 Ir +CG +S +WPCI 33 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 ID + CG + S +WPB 2 34 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 Ir +CO +5 +WPC2 35 System Derived 1.000 1.0 D + 1.0 CG + 0.700 ©+ 0.700 EG+ ID + CG + E> + EG+ 36 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <E+ 0.700 EG+ ID + CO + <E + EG+ 37 System Derived 1.000 0.600 0 + 0.600 CG + 0.700 E> + 0.700 EG- 0 + CO +I> + EG- 38 System Derived 1.000 0.600 D + 0.600 CG + 0.700 <E + 0.700 EG- iii + CO + <E + EG- 39 System Derived 1.000 1.0 D + 1.0 CG + 0.525 F> + 0.525 EG+ D + CG + E> + EG+ 40 System Derived 1.000 1.0 D + 1.0 CG + 0.525 <E + 0.525 EG+ ID + CO + <E + EG+ Design Load Combinations - Purlin No. I Origin I Factor I Application Description File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b Fnune Cross Section: 3 NC Machinery Canopy - Permit 8/2/2011 Page 32 of 39 11 -10259 (190308) Calculation Package Date: 5/17/2011 Time: 12:10 PM Page: 60 of 84 Dimension Key 1 18' -0" 2 8 1/2" 3 9" 4 911/16" 5 4' -2 5/16" 6 4' -6" 7 8 1'-6 11/16" 9 2 ®4' -2 15/16" 10 15' -0 5/8" 1.000:12 File: NC Machinery - Power Equipment Wash Bay Version: 2.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. NC Machinery Canopy - Permit 8/2/2011 Page 33 of 39 11 -10259 (190308) Calculation Package Frame Clearances Vert. Clearance at member 1(CX003): 18'-4" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) Date: 5/17/2011 Time: 12:10 PM Page: 61 of 84 File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b Frame Location Design Parameters: NC Machinery Canopy - Permit 8/2/2011 Page 34 of 39 11 -10259 (190308) Calculation Package Date: 5/17/2011 Time: 12:10 PM Page: 62 of 84 Location Avg. Bay Space Description Angle Group Trib. Override Design Status 40/0/0 20/0/0 Leanto 90.0000 Automatic Design d Combinations - Framin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CO + 1.0 L> D + CG + L> 2 System 1.000 1.OD +1.00G +I.0 <L D +CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASV` 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 5 System 1.000 1.0 D + 1.0 CG + 1.0 SMS> D + CG + SMS> 6 System 1.000 1.OD +1.00G +1.0 <SMS D +CG +<SMS 7 System 1.000 1.OD +I.00G +1.OS +I.OSD D +CG +S +SD 8 System 1.000 1.OD +1.00G +1.OS +1.OSS D +CG +S +SS 9 System 1.000 1.0D +1.00G +I.OPF1 D + CG + PFI(Span 1) 10 System 1.000 1.0 D + 1.0 CO + 1.0 PF I D + CG + PFI(Span 2) 11 System 1.000 1.0D +1.0CG +1.0W1> D +CG +W1> 12 System 1.000 1.0 D+ 1.0 CG + 1.0 <W1 D + CG + <W I 13' System 1.000 1.OD +1.00G +1.0W2> D +CG +W2> 14 • System 1.000 1.0 D+ 1.0 CG + 1.0 <W2 D + CG + <W2 15 System 1.000 0.600 D + 0.600 CU + 1.0 W I> D + CU + W 1> 16 System 1.000 0.600 D + 0.600 CU + 1.0 <WI D + CU + <W I 17 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 18 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 19 System 1.000 1.0D +1.0CG +0.750L +0.750W1> D +CG +L +WI> 20 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W1 D +CG +L +<W1 21 System 1.000 I.0D +1.0CG +0.750L +0.750W2> D +CG +L +W2> 22 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 23 System 1.000 1.OD +1.00G +0.750S +0.750W1> D +CG +S +W1> 24 System 1.000 I.OD +1.00G +0.750S +0.750 <WI D+CG +S + <W1 25 System 1.000 1.0 D + 1.0 CO + 0.750 S + 0.750 W2> D + CG + S + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ D + CG + b + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG# 29 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- D +CU +1>+ EG- 30 System 1.000 0.600 D + 0.600 CU + 0.910 <E. + 0.700 EG- D + CU + <E + EG- 31 System 1.000 1.0 D + 1.0 CG + 0.682 E> + 0.525 EG+ D + CG + E> + EG+ 32 System 1.000 1.0 D + 1.0 CG + 0.682 <E + 0.525 EG+ D + CG + <E + EG+ 33 Special 1.000 1.OD +1.00G +1.750E> +0.700EG+ D +CG +E>+EG+ 34 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ D + CG + <E + EG+ 35 Special 1.000 0.600 D + 0.600 CU + 1.750 6 + 0.700 EG- D + CU + E> + EG- 36 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- D + CU + <E + EG- 37 Special 1.000 1.OD +1.0CG +1.313© +0.700EG+ D +CG +E>+EG+ 38 Special 1.000 1.0 D+1.00G +1.313 <E +0.700EG+ D +CG + <E +EG+ 39 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450E + 0.700 EG+ D + CG + E> + EG+ 40 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ D + CO + <E + EG+ 41 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- D + CU + E> + EG- 42 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- D + CU + <E + EG- 43 OMF Connection 1.000 1.0 D + 1.0 CG + 1.837E + 0.700 EG+ D + CG + E> + EG+ 44 OMF Connection 1.000 1.0 D + 1.0 CG + 1.837 <E + 0.700 EG+ D + CG + <E + EG+ 45 System Derived 1.000 1.0 D + 1.0 CG + 1.0 W PA 1 D + CG + WPA I 46 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI D + CU + WPA 1 47 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA 1 D + CG + L + WPA 1 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA I D + CG + S + WPA 1 49 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPDI D+CG+WPD1 50 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD 1 D + CU + WPDI 51 System Derived 1.000 1.OD +1.00G +0.750L +0.750WPDI D +CG +L +WPD1 52 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD1 D +CG +S +WPD1 53 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG +WPA2 54 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 55 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L +WPA2 56 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S +WPA2 57 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 58 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 0 + CU + WPD2 File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b • NC Machinery Canopy - Permit 8/2/2011 Page 35 of 39 11 -10259 (190308) Calculation Package Date: 5/17/2011 Time: 12:10 PM Page: 63 of 84 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Special Special Special System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Special Special Special 1.000 1.O D + 1.0 CG + 0.750 L + 0.750 WPD2 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 1.000 1.OD +1.00G+ 1.0WPB1 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 1.000 1.0 D+ 1.0 CG +0.750 L +0.750 WPBI 1.000 1.0 D+ 1.0 CG +0.750 5 +0.750 WPB1 1.000 1.OD +1.00G +1.OWPCI 1.000 0.600 D + 0.600 CU + 1.0 WPC1 1.000 1.0 D+ 1.0 CG +0.750 L+ 0.750 WPCI 1.000 1.0D +1.0CG +0.750S +0.750WPC1 1.000 1.0 D+ 1.0 CG+ 1.0 WPB2 1.000 0.600 D + 0.600 CU + 1.0 WPB2 1.000 1.0 D + 1.0 CG+ 0.750 L + 0.750 WPB2 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 1.000 1.0 D + 1.0 CG + 1.0 WPC2 1.000 0.600 D + 0.600 CU + 1.0 WPC2 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 1.000 1.0 D + 1.0 CO + 0.273 F> + 0.700 EG++ 0.910 EB> 1.000 1.0 D + 1.0 CG + 0.910 F> + 0.700 EG ++ 0.273 EB> 1.000 1.0 D + 1.0 CO + 0.273 <E + 0.700 EG++ 0.910 EB> 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> 1.000 0.600 D + 0.600 CU + 0.910 F> + 0.700 EG- + 0.273 EB> 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> 1.000 1.0 D + 1.0 CG + 0.205 E> + 0.525 EG+ + 0.682 EB> 1.000 1.0 D + 1.0 CO + 0.682 E> + 0.525 EG++ 0.205 EB> 1.000 1.0 D + 1.0 CG + 0.205 <E + 0.525 EG++ 0.682 EB> 1.000 1.0 D + 1.0 CO + 0.682 <E + 0.525 EG++ 0.205 EB> 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- 1.000 1.0 D + 1.0 CG + 1.313 EB> + 0.700 EG+ 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG++ 0.910 <EB 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG++ 0.273 <EB 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG++ 0.910 <EB 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG++ 0.273 <EB 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB 1.000 1.0 D + 1.0 CG + 0.205 E> + 0.525 EG+ + 0.682 <EB 1.000 1.0 D + 1.0 CG + 0.682 E> + 0.525 EG+ + 0.205 <EB 1.000 1.0 D + 1.0 CG + 0.205 <E + 0.525 EG+ + 0.682 <EB 1.000 1.0 D + 1.0 CG + 0.682 <E + 0.525 EG++ 0.205 <EB 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ 1.000 0.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- 1.000 1.0 D + LO CG + 1.313 <EB + 0.700 EG+ + CG + L + WPD2 it +CG +S +WPD2 is +CG +WPBI D + CU + WPBI it +CG +L +WPBI D +CG +S +WPBI +CG+WPCI +CU +WPCI ID ID u + CG + WPB2 u +CU +WPB2 +CG +L +WPB2 + CG + S + WPB2 +CG + WPC2 + CU + WPC2 + CG + L + WPC2 +CG +S +WPC2 + CG + E> + EG+ + EB> +CG +E> +EG+ +EB> + CO + <E + EG+ + EB> +CG +<E + EG+ +EB> + CU + E> + EG- + EB> +CU +F> +EG - +EB> +CU +<E +EG - +EB> +CU + <E +EG - +EB> +CG +£> + EG+ +EB> +CG +E> +EG+ +EB> +CG +<E +EG + +EB> +CG + <E +EG+ +EB> +CG + EB> +EG+ +CU +EB > +EG- + CG + EB> + EG+ + CG + E + EG++ <EB +CG +E>+EG + + <EB +CG + <E + EG+ + <EB +CG +<E +EG+ + <EB +CU +E> +EG - + <EB + CU + F> + EG- + <EB +CU + <E +EG - +<EB +CU +<E +EG - + <EB +CG +E +EG+ + <EB +CG +E> + EG+ + <EB +CG + <E +EG+ + <E13 +CG +<E +EG + + <EB +CG + <EB +EG+ +CU + <ES +EG- +CG+ <EB +EG+ Frame Member Mem. No. Sizes Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight (p) Fig Fy (ksi) Web Fy (ksi) Splice it. I Codes Jt.2 Shape 10001 5.00 0.1875 0.1644 8.96 24.53 15.77 271.4 55.00 55.00 SS SS 3P 1 8.00 0.2500 0.1875 16.00 16.00 18.60 448.5 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 9.00 11.00 10.03 117.1 55.00 55.00 KN SS 3P 3 5.00 0.2500 0.1345 11.00 9.02 10.06 133.2 55.00 55.00 SS SS 3P Frame Member Releases Member Joint 1 Joint 2 2 Yes No Boundary Condition Summa Member 3 X -Loc -7 /U. Y -Loc J Supp. X Supp. Y I Moment 0 /0 /0 20/0/0 0 /0 /0 Yes 20/11/0 Yes Yes Yes No No Displacement X(in.) 0/0/0 0/0/0 Displacement Y(in) 0 /0 /0 0/0/0 Displacement ZZ(rad.) 0.0000 0.0000 File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b • NC Machinery Canopy - Permit 8/2/2011 Page 36 of 39 VP suit iu•: s: 11 -10259 (190308) Calculation Package Date: 5/17/2011 Time:12:10 PM Page: 64 of 84 10001 0/0/0 I 19/3/0 I Yes I Yes Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfaetored Load Type at Frame Cross Seetioi I Yes 0 /0 /0 0/0/0 0.0000 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 3 -A 9 x 17 0.375 4 - 0.750 100' -0" Hrz left ( -Hx) (k) Load Case Hrz Right (Hx) (k) Load Case Load Type Desc. Hx Vy Uplift ( -Vy) Lk) Load Case Vrt Down (Vy) (4 Load Case D Frm -0.4 2.0 - - - - CG Frm -0.7 2.5 - - - - L> Frm -2.4 8.7 - - - - <L Frm -2.4 8.7 - - - - ASL^ Frm 0.1 3.5 - - - - ^ASL Frm -2.5 5.2 - - - - SMS> Frm -3.3 12.7 - - - - <SMS Frm -3.3 12.7 - - - - S Frm -2.6 10.2 - - - - SD Fnn - 0.2 - - - - SS Frm 0.0 0.3 - - - - WI> Frm 0.2 -3.8 - - - - <W I Frm 1.0 -7.6 - - - - W2> Fnn 0.3 -0.4 - - - - <W2 Frm 1.1 -4.1 - - - - CU Fnn - - - - - - L Frm -2.4 8.7 - - - - E> Frm -0.0 - - - - - EG+ Frm -0.2 1.0 - - - - <E Frm 0.0 - - - - - EG- Fnn 0.2 -1.0 - - - - WPA1 Brc 0.3 -4.8 - - - - WPDI Brc 0.3 -4.8 - - - - WPA2 Brc 0.4 -1.3 - - - - WPD2 Brc 0.4 -1.3 - - - - WPB1 Brc 0.3 -4.7 - - - - WPC1 Brc 0.3 -4.7 - - - - WPB2 Brc 0.4 -1.3 - - - - WPC2 Brc 0.4 -1.3 - - - - EB> Brc - - - - - - <EB Brc - - - - - - SMS Fnn -3.3 12.7 - - - - Maximum Combined Reactions Summary w th Factored Loads - Framing • All reactions based on 2nd order structural analysis using the Direct Analysis Method X -Loc Grid Hrz left ( -Hx) (k) Load Case Hrz Right (Hx) (k) Load Case Hrz In ( -Hz) (k) Load Case Hrz Out (Hz) (k) Load Case Uplift ( -Vy) Lk) Load Case Vrt Down (Vy) (4 Load Case Mom cw ( -Mzz) (in -k) Load Case Mom ccw (Mzz) (in-k) Load Case 0/0/0 3 -A 4.3 5 0.8 18 - _ - - - - 6.4 16 17.3 5 - - - - ccx with Reactions Check - Framin Load Type Horizontal Load (k) Reaction (k) Vertical Load (k) Reaction (k) D o. odoodoo 0.1 2.9 2.6 CG . 0.1 3.5 3.5 L> 0.3 11.8 11.8 <L 0.3 11.8 11.8 ASL^ 0.1 6.4 6.4 ^ASL 0.2 5.4 5.4 SMS> 0.5 17.5 17.5 File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b A NC Machinery Canopy - Permit 8/2/2011 Page 37 of 39 11 -10259 (190308) Calculation Package Date: 5/ 17/ 2011 Time: 12:10 PM Page: 65 of 84 <SMS S SD SS W l> <W1 W2> <W2 CU L E> EG+ EG- WPAI WPDI WPA2 WPD2 WPB I WPCI WPB2 WPC2 EB> <EB SMS Base Plate Summary 0.0 0.0 0.0 0.0 0.5 0.9 0.0 0.4 0.0 0.0 1.9 0.1 1.9 0.1 0.7 0.7 0.1 0.1 0.6 0.6 0.1 0.1 0.0 0.0 0.0 0.5 0.4 0.0 0.0 0.4 0.6 0.0 0.2 0.0 0.3 1.9 0.0 1.9 0.0 0,5 0.5 0.1 0.1 0.5 0.5 0.1 0.1 0.0 0.0 0.5 17.5 14.0 1.7 0.8 6.1 10.8 0.1 4.6 0.0 11.8 0.1 1.3 0.1 1.3 7.9 7.9 1.7 1.7 7.4 7.4 1.2 1.2 0.0 0.0 17.5 17.5 14.0 1.7 0.8 6.1 10.8 0.1 4.6 0.0 11.8 0.2 1.3 0.2 1.3 7.9 7.9 1.7 1.7 7.4 7.4 1.2 1.2 0.0 0.0 17.5 tfase Lonnecuon X -Loc Uesign Is DUN Grid VII JVVV.VV Mem. No. wou..'ua Thickness (in.) ^'•e., Width (in) Length (in.) Num. Of Bolts Bolt Diam. (in.) Type Welds to Flange Welds to Web 0/0/0 3 -A 1 0.375 9 17 4 0.750 ASTM F1554, Grade 36 OS -0.1875 OS- 0.1875 web snttener,ummary Lna -mate wwlomene Mem. Stiff. Desc. Loc. Web Depth hit a/h a Thick. Width Side Welding No. No. Pitches Ist/2nd (ft) (in.) ID Desc. (in.) (in.) (in.) (in.) Description 1 1 S5 16.52 15.500 82.67 N/A N/A 0.3125 2.500 Both W- BS- 0.1250 I 2 S5 18.30 15.500 82.67 N/A N/A 0.2500_ 3.000 _ Both W -OS -0.1250 Dotted Lna -mate wwlomene l.oNuecuUn3 nso , vv•vi End -Plate Dimensions - •., - ..•....., w• Bolt Outside Flange Inside Flange Mem. Jt. Type, Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches lst/2nd ID Desc. (in.) ID Desc. (in.) No. No. 0.000 0.000 0.000 0.000_ (in.) (in.) (in.) (in.) (in.) 1000 2 CIP 0.625 6.00 25.13 0.750 F1852)/PT 4.00 12 Flush(0) 2.00 11 Flush 2.00 1 1 2 KN(Face) 0.250 8.00 4.98 0.000 F1852/ 3.50 12 Flush 3.50 2 1 KN(Face) 0.375 5.00 10.06 0.500 F1852/ 3.00 11 Flush 2.50/2.50 3 2 SIP 0.375 5.00 _. 10.06 0.500 F1852/ _ 3.00 11 Flush 3.00 Outside Flange Requ red Strength Design Proc. Strength Ratios Mem. No. Jt. No Ld Cs Axial (k) Shear (k) Moment (in-k) Bolt Tension Bolt Shear Plate Bending Shear Yielding Shear Rupture Bearing Tearing Flange Weld Web Weld 10001 1 2 3 2 2 1 2 5 1 6 1 0.4 3.3 4.2 4.7 10.0 4.5 6.2 3.8 997.0 0.0 0.0 0.0 Thin plate 0.667 0.132 0.647 0.655 0.122 0.164 0.688 0.651 0.729 0.000 0.170 0.248 0.000 0.000 0.000 0.000_ 0.000 0.000 0.000 0.000 0.070 0.016 0.156 0.148 0.953 0.000 0.264 0.285 0.631 0.000 0.264 0.285 Inside Flange Requ red Strength Design Proc. Strength Ratios Mem. No. Jt. No. Ld Cs Axial () Shear (k) Moment (in-k) Bolt Tension Bolt Shear Plate Bending- Shear Yielding Shear Rupture Bearing Tearing Flange Weld Web Weld 10001 1 2 2 2 1 16 0.2 0.0 0.0 3.2 0.0 0.0 181.3 0.0 0.0 Thin plate 0.233 0.000 0.000 0.059 0.000 0.000 0.156 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.041 0.000 0.000 0.719 0.000 0.000 0.631 0.000 0.000 File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b A 3 1 2 1 NC Machinery Canopy - Permit 8/2/2011 Page 38 of 39 11 -10259 (190308) Calculation Package o.ol o.ol 0.01 Date: 5/17/2011 Time: 12:10 PM Page: 66 of 84 I 0.0001 o.000l o.000l o.000l o.000l o.000l 0.0001 0.0001 Flange Brace summary Member From Member Joint 1 From Side Point 1 Part Axial Loadper FB (k), Load Case Design Note 2 2/9/9 15/3/0 (2)GFB2037 0.116 16 Mom -y 3 8/7/4 0/9/0 (2)GFB2037 0.056 16 Mem. 1 0/0 /0 6/6/11 (2)GFB2080 0.000 64 Mrx 1 0 /0 /0 1/6/11 (2)GFB2097 0.000 14 Shear s per Member (Locations are fro m Joint 1) _ rrame uc5Ign �.■�n.o�. �� ,o.� - . .... ... Controlling Cases .. -' --- - -- -- -•-- - - - -.... Required Strength Available Strength Strength Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom-x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in Flexure 1.00 k k in -k in -k k k in-k in -k Flexure 38.28 10001 15.78 24.53 5 5 0.4 -10.0 -997.0 0.0 194.2 14.6 1016.7 50.7 0.98 0.68 1 17.96 16.00 6 6 -17.3 4.3 929.2 0.0 133.4 34.6 963.9 145.2 1.03 0.12 2 8.03 10.68 5 5 4.9 5.8 346.7 0.0 113.6 19.8 392.5 96.6 0.90 0.27 3 3.60 10.29 5 7 _ 5.2 -6.3 316.2 0.0 111.7 20.6 374.9 96.7 0.87 _ 0.29 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 CCy/ in.6 Cb Rpg Rpc Qs Qa 10001 15.78 189.32 27.3 27.3 5.88 5.88 481.82 3.92 38.92 1.57 47.48 2.51 0.06 591.15 1.00 1.00 1.00 0.78 1.00 I 17.96 215:48 215.5 215.5 6.91 6.91 306.27 21.34 38.28 5.34 42.76 8.14 0.12 1323.53 1.64 1.00 1.12 0.73 0.84 2 8.03 226.24 174.0 54.0 3.87 3.87 79.86 5.21 11.21 2.08 16.53 3.17 0.06 141.76 1.13 1.00 1.11 1.00 1.00 3 3.60 226.24 174.0 60.0 3.82 3.82 73.44 5.21. 10.71 2.08 15.76. 3.17 0.06 131.14 1.05 1.00 1.10 1.00 1.00 Detlecnon No. Loaa lAmmnanuns Origin - Factor run Def H 3 Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 S S 3 System 1.000 0 180 1.0 SMS SMS 4 System 1.000 0 180 0.700 WI> W I> 5 System 1.000 0 180 0.700 <W1 <wl 6 System 1.000 0 180 0.700 W2> W2> 7 System 1.000 0 180 0.700 <W2 <W2 8 System Derived 1.000 0 180 0.700 WPAI WPA I 9 System Derived 1.000 0 180 0.700 WPDI WPD1 10 System Derived 1.000 0 180 0.700 WPA2 WPA2 11 System Derived 1.000 0 180 0.700 WPD2 WPD2 12 System Derived 1.000 0 180 0.700 WPBI WPBI 13 System Derived 1.000 0 180 0.700 WPCI WPCI 14 System Derived 1.000 0 180 0.700 WPB2 WPB2 15 System Derived 1.000 0 180 0.700 WPC2 WPC2 16 System 1.000 60 0 0.700 WI> WI> 17 System 1.000 60 0 0.700 <W1 <WI 18 System 1.000 60 0 0.700 W2> W2> 19 System 1.000 60 0 0.700 <W2 <W2 20 System Derived 1.000 60 0 0.700 WPA1 WPAI 21 System Derived 1.000 60 0 0.700 WPDI WPDI 22 System Derived 1.000 60 0 0.700 WPA2 WPA2 23 System Derived 1.000 60 0 0.700 WPD2 WPD2 24 System Derived 1.000 60 0 0.700 WPBI WPBI 25 System Derived 1.000 60 0 0.700 WPCI WPCI 26 System Derived 1.000 60 0 0.700 WPB2 WPB2 27 System Derived 1.000 60 0 0.700 WPC2 WPC2 28 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG- 29 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- 30 System Derived 1.000 10 0 1.0 EB> EB> 31 System Derived 1.000 10 0 1.0 <EB <EB Controlling Frame Deflection Ratios for Cross Section: 3 Ratio I Deflection (in.) IMemberl Joint I Load Case I Description Load Case Description File: NC Machinery - Power Equipment Wash Bay Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Version: 2.2b NC Machinery Canopy - Permit 8/2/2011 Page 39 of 39 11 -10259 (190308) Calculation Package Date: 5/17/ 2011 Time: 12:10 PM Page: 67 of 84 Horizontal Deflection ax. Vertical Deflection for Span I (H/35430 ) (11318) l -0.006 -0.732 3 2 20 3 WPA 1 SMS • Negative horizontal deflection is left ° Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. dr. r 1��� r: File: NC Machinery - Power Equipment Wash Bay Version: 2.21, Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director STEPHEN BELL 17025 WEST VALLEY HY TUKWILA WA 98188 RE: Permit No. D11 -300 NC MACHINERY 17900 WEST VALLEY HY TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 04/16/2012. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 04/16/2012, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D11 -300 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 PE PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: 011 -300 PROJECT NAME: NC MACHINERY SITE ADDRESS: 17900 WEST VALLEY HY X Original Plan Submittal Response to Correction Letter # DATE: 08 -31 -11 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS:ct Building Divisi n [" ub is /Akit /f I i (); Fire Prevention P Planning Division Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 09-01-11 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 Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 09 -29-11 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 Contractors or Tradespeople Palter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name C H G BUILDING SYSTEMS INC UBI No. 601062303 Phone 4252555747 Status Active Address P 0 Box 78448 License No. CHGBUSI124BH Suite /Apt. License Type Construction Contractor City Seattle Effective Date 1/8/1988 State WA Expiration Date 7/14/2012 Zip 98178 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company ated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status MACDOD'12260MACDONALD DIRECT Construction Contractor General Unused 1/20/1988 1/8/1989 Archived METALBR135KE METAL BUILDING REPAIR INC Construction Contractor General Unused 5/5/1987 8/1/1988 Archived METALBR154NABUILDING METAL REPAIR INC Construction Contractor Siding Gutters/Downspouts 8/1/1985 8/1/1987 Archived Business Owner Information Name Role Effective Date Expiration Date GROUWS, CHARLES H Cancel Date 01/01/1980 Bond Amount GROUWS, ELLEN L 5 01/01/1980 6575712 GROUWS, STEVEN C Until Cancelled 01/01/1980 8/25/1994 GROUWS, RYAN ALBERT 05/28/2009 01/01/1980 MERCHANTS BONDING CO Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 5 First National Insurance Company of America 6575712 06/01/2009 Until Cancelled $6,000.00 8/25/1994 $12,000.00 05/28/2009 4 MERCHANTS BONDING CO WA11255 06/01/2004 Until Cancelled 07/03/2009 1 $12,000.00 05/21/2004 Assignment of Savings Information Savings Assignment of Savings Account Number Effective Date Release Date Assignment Type Impaired Date Amount Received Date 2 12/5/1990 6/3/2003 Bond 4/25/2002 $6,000.00 Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 22 Zurich American Ins Co GLA399988304 06/15/2011 06/15/2012 $1,000,000.00 06/13/2011 https://fortress.wa.gov/lni/bbip/Print.aspx 09/22/2011 General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) CRITERIA: 1. ALL MATERIALS, MORKMANSHIP, DESI6N, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE (IBC), 2001 EDITION, AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMIIJM DESI6N LOADS (ASCE 1- 05),AMERIGAN CONCRETE INSTITUTE (ACI 318 -08). 2. DESI6N LOADING CRITERIA: ROOF LIVE LOAD ROOF DEAD LOAD ROOF MECHANICAL LOAD 3. ADDITIONAL LOADING CRITERIA SEE V.P. BUILDING DRAMIN65 6EIJER4L.: SEE V.P. BUILDIN6 DRAWIN65 SEE V.P. BUILDING DRAWIN65 SEE V.P. BUILDING DRAWIN65 THESE DRAWIN65 SHALL BE USED TO6ET1•ER WITH THE SPECIFICATIONS AND ARCHITECTURAL DRAWINGS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BETWEEN ALL THE DRAWIN65 AND SPECIFICATIONS. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONTINUANCE OF THE MORK. 4. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS. IF EXISTIN6 CONDITIONS DIFFER FROM THOSE SHOWN, THE ARCHITECT AND ENGINEER SHALL BE NOTIFIED PRIOR TO CONTINUANCE OF THE WORK. 5. 1. 1. CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN AND CONSTRUCTION OF ALL TEMPORARY SHORING AND BRACING OF THE WORK UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. CONTRACTOR- INITIATED CHANGES TO THE MORK SHALL BE SUBMITTED IN h4RITIN6 TO THE ARCHITECT AND ENSIiEER. OBTAIN APPROVAL BEFORE PROGEEDIN6 WITH THE WORK. CHANGES TO SHOP DRAWIN65 ALONE WILL NOT SATISFY THIS REQUIREMENT. Wag. INDICATE 6ENERAL AND TYPICAL DETAILS OF CONSTRUCTION. USE SIMILAR DETAILS, SUBJECT TO REIVEW BY THE ARCHITECT, MHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SNOhN . ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURIN6 MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. QUALITY ASSURANCE: 10. SPECIAL INSPECTIONS ARE REQUIRED IN ACCORDANCE WITH CHAPTER 11 OF THE IBC FOR THE FOLLOWING WORK: CONCRETE PLACING REINFORCEMENT PLACING ANCHOR BOLTS 4 HOLDOWN BOLTS PLAGIN6 CONCRETE INSTALLING EXPANSION BOLTS INSTALLIN6 EPDXY BOLTS 4 DOWELS STEEL HIGH - STRENGTH BOLTING - SNU6- TI6HT YELDIN6 hELDIN6 - SIN6LE -PASS, 5/6 FILLET OR LESS MASONRY PLACING UNITS, REINFORCEMENT 4 ENBEDMENTS PLACING GROUT 6EOTECHNI CAL : (PERIODIC) (PERIODIC) (CONTINUOUS) (PERIODIC) (CONTINUOUS) (PERIODIC) (CONTINUOUS, UON) (PERIODIC) SEPARATE PERMIT REQUL?ED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION (PERIODIC) (CONTINUOUS) (PERIODIC - TRASH ENCLOSURES 4 NON BEARING WALLS) 11. FOUNDATION NOTES: SUB6RADE PREPARATION INCLUDING DRAINA6E, EXCAVATION, COMPACTION AND FILLIN6 REQUIREMENTS SHALL CONFORM STRICTLY WITH THE STRUCTURAL DRAWIN6S, PROJECT SPECIFICATIONS AND AS DIRECTED BY THE ON ER APPOINTED 6EOTECHNICAL ENGINEER. FOOTIN65 SHALL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL AT LEAST 18' BELOW LOWEST ADJACENT FINISHED 6RADE. THE OWNER APPOINTED 6EOTECHNICAL ENGINEER SHALL APPROVE FOOTING EXCAVATION /PREPARATION PRIOR TO PLACEMENT OF ALL FOOTIN65. FOOTING DEPTHS/ ELEVATIONS SHOWN ON THE DRAWINGS ARE MINIMUM AND FOR 6UIDANCE ONLY; THE ACTUAL ELEVATIONS SHALL BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKINGS WITH THE OWNER APPOINTED SEOTECHNICAL ENNINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, 6RANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINA6E AS NOTED IN THE CIVIL DRAWIN66 AND SPECIFICATIONS. SITE CLASS D ALLOWABLE SOIL PRESSURE DEAD + LIVE 2,000 PSF SOILS REPORT REFERENCE: ROGER LOME ASSOCIATES. DATED AUGUST 4, 1417. ANCHORAGE: 12. ANCHOR BOLTS 'J- BOLTS' SHALL CONFORM TO THE ASTH SPECIFICATION FI554 (GRADE A) AND Fy 3601. 13. EXPANSION BOLTS INTO CONCRETE SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. OR HILTI INC. INSTALLED IN STRICT ACCORDANCE WITH APPLICABLE ICC -ES REPORTS, INCLUDING MINIMUM TORQUE REQUIREMENTS. EMBEDMENT DEPTHS SHALL BE AS INDICATED. SPECIAL INSPECTION IS REQUIRED FOR INSTALLATION OF ALL EXPANSION BOLT AND INSERT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL EN6INR. MANUFACTURER SIMPSON STRON& -TIE COMPANY, INC. HILTI, INC. MATERIAL CONCRETE CONCRETE PRODUCT STRONG BOLT KWIK BOLT TZ (KB -TZ) ICC -ES REPORT ESR -1111 ER-1117 14. EPDXY- GROUTED ANCHORS (THREADED ROD OR REINFORCIN6 BAR) INTO CONCRETE AND INTO SOLID GROUTED CONCRETE MASONRY OR BRICK SHALL BE 6ROUTED WITH EPDXY ADHESIVE BY SIMPSON STRONG -TIE COMPANY, INC. OR HILTI INC. INSTALLED IN STRICT ACCORDANCE WITH APPLICABLE ICG -E5 REPORTS. SPECIAL INSPECTION IS REQUIRED FOR ALL EPDXY- 6ROUTED ANCHOR INSTALLATIONS. EPDXY- 6ROUTED ANCHORS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL EN6IIR. MANUFACTURER SIMPSON STRON6 -TIE COMPANY, INC. HILTI, INC. MATERIAL CONCRETE CONCRETE PRODUCT SET XP EPDXY HIT -RE 500 -5D ICC -ES REPORT MR-2508 ESR -2522 CONCRETE : 15. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1105 AND ACI 518. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: 28 DAY STRENGTH TYPE OF CONSTRUCTION (f'c) SLABS ON 6RADE- EXTERIOR 3,000 PSI FOOTINGS 5,000 PSI MAXIMUM MINIMUM CE ENTI TI OUS MATERIAL WATER/CEENTITIOUS AIR SLUMP* CONTENT PER CUBIC YARD ** RATIO ENTRAINED 5' 4 1/2 SACKS 0.51 YES 5' 4 1/2 SACKS 0.51 YES MIXES SHALL BE PROPORTIONED 50 AS NOT TO EXCEED THE MAXIMUM SLUMPS INDICATED. WATER- CEE4TITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL NOT EXCEED 0.50 UNLESS OTHERWISE NOTED.THE MINIMUM GEMENTITIOUS MATERIAL CONTENT MAY BE CHANGED IF A CONCRETE PEIRFORMANGE MIX I5 SUBMITTED TO THE STRUCTURAL EN6INEER AND THE CITY'S BUILDING DEPARTMENT OF PLANKIN6 AND DEVELOPMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF GENT, Cf_MENTITIOUS MATERIAL, FINE AND COARSE A66REGATE, WATER AND ADMIXTURES, AS HELL AS THE WATER -CENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH AGI 518 -05, CHAPTER 5. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF }HIGH SHALL BE PAID BY THE 6LF`ERAL CONTRACTOR, UNLESS THE PROPOSED MIX HAS BEEN GRANTED CONTINUOUS APPROVAL BY THE SEATTLE DEPARTMENT OF PLANNING AND DEVELOPMENT. REVIEW OF MIX SUBMITTALS BY THE E4SINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO FREEZE /THAW CYCLE SHALL BE AIR- EJTRAINED WITH AN AIR - CONTENT CONFORMING TO ACI -518 TABLE 4.2.1. 16. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, fy : 60,000 PSI, EXCEPT REINFORCING BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASTM A706. MELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 11. REINFORCING STEEL FOR CONCRETE WORK SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN • 0-ONCE WITH AGI 515 -11 AND 318 -02. LAP ALL CONTINUOUS REIN OFh '14T WITH Is LAPS PER TABLE II, DETAIL 16/53.1, UNLESS OTHERWISE NOTED. LAP ADJACENT MATS OF hELDED WIRE FABRIC A MINIMUM OF 8 ". NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE ENGINEER. 18. CONCRETE PROTECTION (COVER) FOR REINFORCING STS.. SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH (I.e. WALLS BELOW GROUND) OR WEATHER ( #6 BARS OR LARGER). . 2" ( #5 BARS OR SMALLER) . . 1 Y" SLABS AND WALLS ( INTERIOR FACE) 6REATER OF (BAR DIAMETER PLUS Ys") or . . . 5/4" 11. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL PRAWINGS FOR SIZE AND LOCATION OF MISCE.LAIEOUS MECHANICAL OPENIN65 THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL 6ROOVES, NOTCHES, GHAT, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. 20. NON - SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. 6ROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (6,000 PSI MINIMUM). STEEL: 21. STRUCTURAL STEEL DESIGN. FABRICATION. AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.S. C. SPECIFICATIONS AND CODES: 1. SPECIFICATION FOR STRUCTURAL STS- BUILDIN65- ALLOWABLE STRESS AND PLASTIC DESI6N, OR LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION FOR STRUCTURAL STEEL BUILDIN6S. 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDIN65 AND BRIDGES, ADOPTED MARCH 7, 2000, AMENDED BY THE DELETION OF THE FOLLOWING PHRASE IN PARAGRAPH 4.4.1 (b): 'CONFIRMATION THAT THE OWNER'S REPRESENTATIVE FOR DESIGN HAS REVIEWED AND APPROVED THE CONNECTION DETAILS SHOWN ON THE SHOP AND ERECTION DRAWINGS." IN REFERENCE TO SECTION 5.1.6, FABRICATOR SHALL REVIEW PROJECT SPECIFICATIONS AND ARCHITECTURAL DRAWINGS TO DETERMINE PAINTING REQUIREMENTS. MEMBERS EMBEDDED IN CONCRETE OR TO RECEIVE SPRAY -ON FIREPROOFIN6 SHALL NOT BE PAINTED. IN REFERENCE TO SECTION 3.3, FABRICATOR SHALL FOLLOW PROJECT SPECIFICATIONS TO VERIFY ENGINEER'S INTENT IN THE EVENT OF DISCREPANCIES BETWEEN DRAWINGS AND SPECIFICATION. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A410 BOLTS. CONTRACTOR SHALL ALSO COMPLY WITH OSHA REGULATION 21 GFR PART 1126 SUBPART R - STEEL ERECTION, PUBLISHED JANUARY 18, 2001. MISCELLANEOUS PLATES FOR GUYING CABLE ATTACHMENTS, TEMPORARY JOIST BRACING, ETC. SHALL BE ADDED AS REQUIRED. CONTRACTOR SHALL EVALUATE COLUMNS AND PROVIDE ADEQUATE BASE PLATE SHIMS, GUYS, OR TEMPORARY BRACING AS REQUIRED PER SECTION 1126.155. 22. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION A. PLATES, ANGLES, CHANNELS AND RODS B. STRUCTURAL TUBING (H55 - SQUARE OR RECTANGULAR) C. ANCHOR BOLTS (EMBEDDED IN MASONRY OR CONCRETE) D. CONNECTION BOLTS (3/4' ROUND, UNLESS OTHERWISE NOTED) A36 A500 ( 6RADE B) F1554 ( 6RADE A) A325 -N 36 K5I 46 KSI 36 K5I 23. DIMENSIONAL TOLERANCE FOR STRUCTURAL STEEL MEMBERS SHALL BE PER THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDIN65 AND BRIDGES, SECTION 6.4 AND ASTM SPECIFICATION Ab. UNLESS SPECIFICALLY ALLOWED BY THE ENGINEER, COLUMN MEMBERS SHALL NOT BE MODIFIED BY THE ROTARY STRAIGHTENING PROCESS. 24. BOLTS IN CONNECTION NOT SPECIFIED AS SLIP - CRITICAL NEED ONLY BE TI6HTENED TO THE SNUG TI6HT CONDITION. THE SNUG TIGHT CONDITION IS DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. IF A SLOTTED HOLE OCCURS IN AN OUTER PLY, A FLAT HARDENED WASHER OR COMMON PLATE WASHER SHALL BE INSTALLED OVER THE SLOT. 25. ALL WE..PI N& SHALL BE IN CONFORMANCE WITH A . I . S. C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY V4 . A. B. 0. CERTIFIED HELPERS USING E10XX ELECTRODES. ONLY PREQUALIFIED MELDS (AS DEFINED BY A.W.5.) SHALL BE USED. MELDING OF REINFORCING STEEL.. IS NOT PERMITTED. General Structural Notes 1 8 PLANNING APPROVED No changes can be made. to these plans without approval from the Planning Division of DCD Approved 8y:, 112,P A S Date: (I In d Caateo.Dr -_ Regal Cinemas I. ParkwayPlaza ti} Stadium 12 f s 1808181 I 1 IIIa SW43rdSt._. Iii S/1 p tiara 11 Ilk - J . 1 ''1111, in l S tBBth St d II. I r1 � gg s..190th' SI 188th 8i 8 190t SC...:: FILSE COPY Permit No Pan review approval is subject to errors anti omisOnns. Approval of construction document doer t'oi auth • .3 the violation of any acted cods; or nrdinanck: 13&:: :pt of approved Field . py : • t.• • I • ns Is '. • owtedg.A: ..141 '°00.ft.,4"/1" By 1 1.. -'.i 1135 °S1B2nd St �7= EXISTING BUILDING. SEE SHEET AI, DATED 8/8/18 NC MACHINERAY CO. BY LANCE MUELLER 4 ASSOCIATES Date: fa 7 City Of Tukwila BUILDING DIVISION APR 10 AN N.T.5. Vicinity Map 8/18/1 I AREA OF WORK FOR-NEW -CAS AI eV2.1'G i1W': 912.10I - w of 1.sNosc" Tw- =-- 12x I2xt2 wOPeN ®a111narrl11o+la1111:1111Mi1111611111CIINIZE I • '` •rlrwAgK. '1p W.1: n JV. Dr" 27SIw+ • r--1 • ,44.4: t• {4� 1 ' 9 crl( ..yM . . +srrlc SUB xe igpar% MAN "NC )441t1:, WAS NOr .. �L W or Tr.pc•Ke.D li4LJ►PMENr) rF Ii 1 ∎ THIS, PeriiKNpL Is pON'tlNUEo 1t7r154- or FA 51rA,e1651 wmu. .,.fro c ~s New ird IMF'S -S "Ate 145.vet, . pRIvemq ' q cNRss reR 2z�fP4 i~ 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 I and may include additional plan review fees. CODE COMPLIANCE APPROVED SEP 21 2011 . J City of T I: 1�ilva BUILDING I I it ru S N.T.5. Site Plan 5 MINIMUM STRAIGHT DEVELOPMENT LENGTH ( Ld ) BAR SIZE f 'c : 3000 PSI f'c : 4000 to 5000 PSI TOP BARS OTHER BARS TOP BARS OTHER BARS # 4 22" 11" MINIMUM LAP SPLICE LENGTHS ( Ls) 11" 15" (CLASS B) f 'G : 3000 PSI BAR SIZE TOP BARS OTHER BARS f'c : 4000 to 5000 P5I TOP BARS OTHER BARS * 4 28" 22" 24" II" "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. MINIMUM EMBEDMENT LENGTHS ( Ldh ) FOR STANDARD END HOOKS A. for general uses: BAR SIZE f'c : 5000 PSI f'c : 4000 to 5000 PSI it 4 all I I. SIDE COVER MUST BE EQUAL TO OR GREATER THANNII 2lY. 2. END COVER FOR 10° HOOKS MUST BE EQUAL TO OR GREATER THAN 2 ". Reinforcing Splice & Development Length Schedule I 9 9p p 9 ABBREVIATIONS: D 11-300 AB ELK& BOT G CONC GONT EA EL EQ (E) FOG F5 ANCHOR BOLT BLOCKING BOTTOM CAMBER CONCRETE CONTINUOUS EACH ELEVATION EQUAL EXISTING FACE OF CONCRETE FAR SIDE SHEET INDEX: HDR HD6 MIN MAX N oo OPP PLF FSF REINP READ SIM UON HEADER HOT DIP GALVANIZED MINIMUM MAXIMUM NEAR SIDE ON CENTER OPPOSITE PLATE POUNDS PER LINEAL FOOT POUNDS PER SQUARE FOOT REINFORCING REQUIRED SIMILAR UNLESS OTHERWISE NOTED RECEIVED AUG 31 2011 PERMIT CENTER 51 (GENERAL STRUCTURAL NOTES, VICINITY MAP 4 SITE PLAN 52 FOUNDATION PLAN 4 DETAILS 20 c ®o s 4• smith structural engineers 485 Front Steet N . Suite F -3 Issaquah, WA 98027 p: 425.369,1101 • f: 425.369.1157 NO. DATE REVISION 8/18/11 Permit Submittal SHEET TITLE General Structural Notes, Vicin ity Mop 4 Site Plan 11-012 JOB ND.: TKE DRAWN: BLG DESIGNED, 8/18/11 DATE: SHEET NUMBER: SI &R 36 J -BOLT ANCHOR BOLTS. EMBED 14" (E) ASPHALT TO BE PATCHED R.. F.O. GIRT (V.P. BUILDING LINE) COLUMN PER V.P. BUILDINGS i" MAX GROUT PAD. CONTRACTOR'S OPTION (E) ASPHALT TO BE PATCHED I I I L �J1 WIDTH PER 2/52 (E) SPREAD FOOTING AT COLUMN TO BE REMOVED REINF FER PLAN Scale: I" = I' -0' New Footing at Column L, (E) TILT -UP PANEL (V.P. BUILDING LINE) REMOVE (E) ASPHALT 4 (E) FOOTINGS AS REQ'D FOR NEW FOOTINGS. PATCH ASPHALT TO NEW FOOTINGS. (5)PLACES N SHEAR TAB TO MATE W/ VP FRAME (4)4 "• HILTI KWIK BOLT TZ, 55-304 POST- INSTALLED ANCHOR. EMBED 344" SECTION Scale: I' : P -0' A Canopy Connection at Existing Building FOOTING ler -31" F.O. STEEL 20: -0:: ME ck FRAME 4 n FRAME 2 5/52, TYP @ FRAME (5)PLACES F.O. GIRT 0 0 FRAME Footing Schedule MARK SIZE DEPTH REINFORCING FA 4'-0" x 4' -0" 40" (5) *4 EA WAY TOP 4 BOTTOM FB 4' -0" x 4' -0" 45" (5)4t4 EA WAY TOP 4 BOTTOM Foundation Notes: I. GRID LINES SHOWN CORRESPOND TO GRID DECLARATION IN Y.P. BUILDINGS DRAWINGS. 2. REFER TO V.P. BUILDINGS DRAWINGS FOR ANCHOR BOLT PLACING INFORMATION. 3. OWNER TO VERIFY 6EOTECHNICAL INFORMATION PRIOR TO STARTING CONSTRUCTION. Legend: n FOOTING PER SCHEDULE QUANTITY (WHERE SPECIFIED) BAR SIZE "T" TOP, "M" MIDDLE, "B" BOTTOM "V" VERTICAL OR "H" HORIZONTAL SPACING oc (EQ. SPACE T IF NOT SPECIFIED) (8)5B15 Foundation Plan Scale: = I'-0" 2 4/51 — J ROOF PER VP DRAWINGS REViEWWED FOR CODE COMPLIANCE APPRO ED SEP 21 2011 City of Tukwila BUILDING DIVISION EXISTING TILT -UP PANEL (V.P. BUILDING LINE) (E) ASPHALT 3/SI 4 FRAME PER VP DRAWINGS F.O. GIRT (V.P. BUILDING LINE) (E) T5 COL 4 FTG TO BE REMOVED I I II II II II II [- L EXP 4,:„. ----. APR ,16 2012 RECEIVE' AUG 31 2011 PERMIT CENTEF Scale: %" ° Il-o" 5 Canopy Section O N THE DESIGN OR PLANS ARE TO BE REPRODUCED, CHANGED, OR ASSIGNED TO A THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION FROM COLLONS + SMITH STRUCTURAL ENGINEERS (7) COLLONS + SMITH STRUCTURAL ENGINEERS RESERVES ITS COMMONLAW COPYRIGHT TO THE PRELIMINARY AND OR FINAL DESIGN CONTENT AND USE OF SAME WITHIN THESE DRAWINGS OR PLANS. NO PORTION OF collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 C11 E a) s o V oo, a Z °3 NO. DATE REVISION 8/18/11 Permit Submittal SHEET TITLE Foundation Plan $ Details II -012 JOB NO.: TKE DRAWN: BLC DESIGNED: 6/16/1I DATE: SHEET NUMBER: S2