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Permit D14-0255 - CASCADE ENGINE CENTER - ADDITION
CASCADE ENGINE CENTER 18435 OLYMPIC AVE S D14-0255 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No: 7888900121 Permit Number: D14-0255 Address: 18435 OLYMPIC AVE S Issue Date: 9/23/2014 Permit Expires On: 3/22/2015 Project Name: CASCADE ENGINE CENTER Owner: Name: ACCESS ROAD PARTNERS L L C Address: 18435 OLYMPIC AVE S , TUKWILA, WA, 98188 Contact Person: Name: TORJAN RONHOVDE Phone: (206) 859-5500 Address: 14900 INTERURBAN AVE S , TUKWILA, WA, 98168 Contractor: Name: DONOVAN BROTHERS INC Address: PO BOX 818 , AUBURN, WA, 98071 License No: DONOVBI09405 Lender: Name: CASCADE ENGINE CENTER Address: 18435 OLYMPIC AVE S , TUKWILA, WA, 98188 Phone: Expiration Date: 3/6/2015 DESCRIPTION OF WORK: CONSTRUCT A 667 SQ FT ADDITION TO THE SW CORNER OF THE EXISTING CASCADE ENGINE CENTER FACILITY. THE ADDITION WILL BE A PRE-ENGINEERED NON-COMBUSTIBLE METAL STRUCTURE WITH A CONCRETE FOUNDATION USED FOR ENGINE TESTING. NO HEAT IS PROPOSED ABD THE EXISTING DRY SPRINKLER SYSTEM WILL BE EXTENDED INTO THE ADDITION. ALL OTHER ASPECTS OF THE PLANS ARE EXISTING AND CONSTRUCTED UNDER PRIOR PERMIT. Project Valuation: $47,243.61 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: VB Fees Collected: $1,882.88 Occupancy per IBC: F-1 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 International Fuel Gas Code: 2012 WA Cities Electrical Code: 2012 WA State Energy Code: 2012 2012 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: / �_ ' l a:i� Date: I hearby certify that I have read an provisions of law and ordinances go exami ernin ed this permit and know the same to be true and correct. All this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: —441—e .7","--'/- Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 16: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 3: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 1: 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) 2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 4: Maintain fire extinguisher coverage throughout. 5: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 6: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 7: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 8: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.9.1) 9: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall comply with the requirements of this section. Aisles or aisle access ways shall be provided from all occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or equipment. The required width of aisles shall be unobstructed. (IFC 1017.1) 13: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 11: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 10: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 15: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 14: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 17: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.9 of the International Building Code. 12: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 18: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 19: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 20: ***BUILDING PERMIT CONDITIONS*** 21: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 22: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 23: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 24: 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. 25: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 26: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 27: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 28: A final report documenting required special inspections and correction of any discrepancies noted in i:he 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. 29: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 30: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 31: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 32: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 33: 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. 34: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 35: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 36: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 4000 SI-CONCRETE CONST 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING Tenant Name: Cascade Engine Center PROPERTY OWNER Name: Access Road Partners LLC 899999 Address: 18435 Olympic Ave S City: Tukwila State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: Torjan Ronhovde Address: 14900 Interurban Ave S, Suite 138 City: Tukwila State: WA Zip: 98168 Phone: (206) 859-5500 Fax: (206) 859-5501 Email: torjan@ronhovhearchitects.com GENERAL CONTRACTOR INFORMATION Company Name: To be determined Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: CITY OF TUKWI__ JL Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: 8" (4 `i if Date Application. Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION 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 King Co Assessor's Tax No.: 788890012107 Site Address: 18435 Olympic Ave S, Tukwila, WA 98188 Suite Number: Floor: New Tenant: ❑ Yes l..No ARCHITECT OF RECORD Company Name: The Ronhovde Architects Architect Name: Torjan Ronhovde Address: 14900 Interurban Ave S, Suite 138 City: Tukwila State: WA Zip: 98168 Phone: (206) 859-5500 Fax: (206) 859-5501 Email: www.ronhovdearchitects.com ENGINEER OF RECORD Company Name: Anderson Chase Engineer Name: Mark Anderson Address: 5521 100th St SW Suite B City: Lakewood State: WA Zip: 98499 Phone: (253) 212-2310 Fax: Email: mark@andersonchase.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name med CaS'L cJj Ke Address: ((S/5/3S' 6hy jvi S. City: �Gw:r'r'I / State: * Zip:Q /OC H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page l of 4 BUILDING PERMIT INFORMATION 16-431-3670 Valuation of Project (contractor's bid price): $5°10°0 Existing Building Valuation: $ 4§Waihil Describe the scope of work (please provide detailed information): THE SCOPE OF THIS PROJECT IS PROVIDE A 667 S.F. ADDITION TO THE SW CORNER OF THE EXISTING CASCADE ENGINE CENTER FACILITY. THE ADDITION WILL BE A PRE-ENGINEERED NON-COMBUSTIBLE METAL STRUCTURE WITH A CONCRETE FOUNDATION USED FOR ENGINE TESTING. NO HEAT IS PROPOSED AND THE EXISTING DRY SPRINKLER SYSTEM WILL BE EXTENDED INTO THE ADDITION. ALL OTHER ASPECTS OF THE PLANS ARE EXISTING AND CONSTRUCTED UNDER PRIOR PERMIT. Will there be new rack storage? ❑ Yes Z.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1s' Floor 60,250 667 3-B and 5-B B,F1,S1. 2"d Floor 12,150 3-B B 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: 55 Compact: Handicap: 2 Will there be a change in use? 0 Yes ® No If "yes", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: ® Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 ApplicationsWernit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFOR TION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑... Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline 0...Valley View 0 .. Renton ❑ ...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: 0 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public ❑• ❑• ❑• ❑• ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line 0 .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding WO # WO # WO # 0 ...Deduct Water Meter Size Private 0 Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may 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). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY . LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUIL OR A i� GENT: Signature: Print Name:? 4,J R0,jH0JbE " Date: e.y./y Day Telephgt gS/srW Mailing Address: /141502,5 City State Zip ,q9x fn4*, S. Tate•ot 44. f H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docc Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS I PermitTRAK ACCOUNT I QUANTITY I PAID $1,263.88 D14-0255 Address: 18435 OLYMPIC AVE S Apn: 7888900121 $1,263.88 DEVELOPMENT $956.80 PERMIT FEE R000.322.100.00.00 0.00 $952.30 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $259.46 FIRE R304.345.852.00.00 0.00 $84.71 PARK R104.345.851.00.00 0.00 $174.75 TECHNOLOGY FEE $47.62 TECHNOLOGY FEE R000.322.900.04.00 TOTAL FEES PAID BY RECEIPT: R3115 0.00 $47.62 $1,263.88 Date Paid: Monday, September 22, 2014 Paid By: CASCADE ENGINE CENTER Pay Method: CHECK 65341 Printed: Monday, September 22, 2014 1:41 PM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $619.00 D14-0255 Address: 18435 OLYMPIC AVE S Apn: 7888900121 $619.00 DEVELOPMENT $619.00 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2793 R000.345.830.00.00 0.00 $619.00 $619.00 Date Paid: Wednesday, August 06, 2014 Paid By: RONHOVDE ARCHITECTS LLC Pay Method: CHECK 1456 Printed: Wednesday, August 06, 2014 1:41 PM 1 of 1 CRWys7Ems INSPECTION NO. INSPECTION RECORD Retain a copy with permit D14- 025.5. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: K,-- • A -Si rik r 4 P Type of InspectioQ: .... kJ % 0.... AG f, OA L Address:, Li I t33 a b-, it‘A:(, AO Date Called: ----, Special Instructions: i 1 .." Date Wanted: CP - L.S- fa.m... P•fn. Requester: Phone No: . ErApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: 0,prW-0:0A MOT? - cAs C_,tAt4k S--S`-re-td1( v3a.A4 ,st- stol gt,..C.rckieWiei' I InsPector Date: — REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. SIN CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project Type of Inspection: Address: l cf--V-S 0 Pi rY\ Pe k, Date Called: c> _-�-�_ Special instructions: Date Wanted: 1 t,tl?Lf /a,m. ' Requester: Phone No: © Approved per applicable codes. t•Corrections required prior to approval. COMMENTS: In ec r: y _ /W4 I LCA'• \ REINS'PECTION FEE REQUU D. Prior to/next inspection. fee must be plai• d at 6300 Southcenter Btvit.. Suite,100. Call to schedule reinspection. 4 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project i ( A56 kE. Type of Inspection; Addrs: ,4..; (.1,...,-{to fl‘. AO S Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: taApp_roved per applicable codes. LJCorrections required prior to approval. COMMENTS: Date: i 1 , , 7 REINSPECTION FEE k1 QUIRED. Prior to next inspection. fee must be ' paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection \.} INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERNIIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd,, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ( j AceAbE e. Type of Ixspection: , c.. 1-- v MA ‘vk.1 .. Address: A OL\trAVII'C -1,L) Date Called: Special Instructions: ' Date Wanted: 1 ‘2_..itk II 6.m. Requester: Phone No: fJApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: (i) r-R,9/0,,t) - /70 p , r,„,z; ,,, s_ s 24 I, - fqweli( 1 / , , ,sty„,,,,_, , 7- L. 7-ig Al/ te 7.---• ,A.,i/- 26-0eC yer-8-1--) (1--r-e:__ 7--)c ie Y- 7 0 I.- tiu4 1 t In -spec -tor: Date: / EiNSPECTION FEE REQUIRED. Prior to next inspection, fee must be "rid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection, N-1\0 INSPECTION NO. INSPECTION RECORD Retain a copy with permit ass PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: (tt4Ser�D6 f61i\E Type 4 Inspection: LA f Address:k S �. O YLA1 P t A t Date Called: Special Instructions: Date Wanted: , ( k l \ 1 C1 t t'T a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: '1 • Inspector: I ;, CA -LA IREINSPECTION FEE ROARED. Prior to next inspection, fee must be paid/at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Dare: I j� �!_ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: Type of Inspection: Address: . 5 N—Lfl4'p+e A 0 S Date Called: Special Instructions: Date Wanted:a.m1 �I�1"I p.rrtt Requester: Phone No: Approved per applicable codes. O Corrections required prior to approval. COMMENTS: Inspect Dale: IN/ it/ j II REr INSIPECTION FEE RE UIRED. Prior to next inspection, fee must be paid alt 6300 Southcenter'Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: ct: ` b �, Type of lnspiio i . 1 Address: Et Ll 3S (Daft(0 t Date Called: Special Instructions: Date Wanted:tI tI21(t"I j a.m_ .m. Requester: — Phone No: EiApproved per applicable codes. Corrections required prior to approval. COMMENTS: , (� f 1 f In s pectc,r:' REINSPECTION FEE REQUIR D. Prior toy/next inspection, fee must be I /i 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. D Ite1�")✓! INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER /9,'-S --2.72 77It-7-02 sS" PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: .--) C "1 a- - er ��. 7 i n,•Q Type of Inspection: / .,; �-- I Address: / / Contact Person: Suite #: / OP /3�- 0(„�,� Special Instructions: e Phone No.: pproved per applicable codes. Fr Corrections required prior to approval. COMMENTS: I /NiC - �f9 '� • • `i�' ‹ I f M'ii /4,il / %, G0-. /i / // Y D,- "rr,4 �:1 PU'' / — 5:-Vi)-1 — / ‘ / <;7'+- - ' I "" •A- / --- AS-5- . Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: �''.�.,-<" c---3 Date: /2/ 7X y Hrs.: l 6 $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: Address: Company Name: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 STEEL BUILDINGS A Ir441.11=C3F Company P.O. BOX 1009, LATHROP, CA 95330 OFFICE/PLANT: 1700 E. LOUISE AVE. PH: (209) 983-0910, FAX: (209) 858-2354 Date: 8/14/2014 CBC Job No.: Customer: Location: Building Size: C14C0353A Cascade Engine Center Addition, ^ " FILE' COPY Tukwila, Wa Width: 16'-8" 0-" Len_gth:40' Letter Of Certification Time: 11:52:50 AM Builder: Donovan Brothers CORRECTION Eave Ht.: 21' LI TR# Roof Pitch: 1.5/12 Bay Spacing: (2) @ 20' This is to certify that metal building components furnished by CBC Steel Buildings, an IAS-MB certified manufacturer, has been designed in our Lathrop office and for fabrication in our Lathrop, California plant. The members are designed to comply with the following loads specified in the order documents: The Fabrication of the Steel Building is performed under the quality assurance procedures maintained by "CBC" as a part of its approved fabricator status with IAS, AC-472, MB-152. RECEIVED CITY OF TUKWILA Design Loads: Building Dead Load: Collateral Load: Live Load: Live Load Reduction Allowed: Roof Snow Load / Imp. Factor / Ce.: Wind Speed & Exp./ Imp. Factor / Kzt: Wind Enclosure: 4 psf 1 psf 20 psf No 25 psf / 1 / 1 (SL) 110 mph C / 1 / 1.0 (WL) Enclosed SEP.. 0 9 2014 HERMIT CENTER IBC-2012, Section 1605.3.1 Basic Load Combinations: D + C D+C+(LrorS) 0.6D + 0.6W D + 0.6W D + C + 0.7E D + C + 0.75(0.6W + (Lr or S)) D+C Seismic Design Category / Imp. Factor / Soil / S1 /Ss: D / 1 / D / 54.5 / 146.2 0.6(D Other Loads: Note: Accessories (doors, windows, etc.) by others must be designed as "components and cladding specific wind provisions of the referenced Building Code. Please note that unless otherwise specified on your Purchase Order, CBC Steel Buildings Serviceab used for design and fabrication of your order. These design loads and combinations are applied in accordance with The International Building Code, 2012 Edition, (IBC-2012). The design is in general accordance with the AISC 360-10, AISC 341-10, and AISI S100-07/SI-10 specifications. This certification is limited to the structural design of the framing and covering parts manufactured by CBC Steel Buildings and as specified in the contract. Accessory items such as doors, windows, louvers, translucent panels, an not included. Also excluded are other parts of the project not provided by CBC Steel Buildings such as masonry walls, mechanical equipment and the erection and inspection of the building. The building s properly designed foundation in accordance with The CBC Steel Buildings Erection Manual and C= ' s d referenced job. Note: The undersigned is not the Engineer of Record for the entire project. Sincerely, XG/ Xiangdong Gao P.E. , EVIE C COMP IA aR APPROVED SEP 12 2014 in accordance to City of Tukwila N AUG 2 1 2014 STRUCTURAL CALCULATIO i�-o•Lss ILa gEsly REVIEWED FOR CODE COMPLIANCE APPROVED SSEP 12 2014 City of Tukwila BUILDING DIVISION CUSTOMER: Cascade Engine Center Addition JOB NO: C14C0353 INDEX A.I B.I C.I D.) E.I F.I G.I H.) DESIGN LOADS AND REACTIONS PLAN SHEETING DESIGN SECONDARY FRAMING DESIGN ENDWALL DESIGN RIGID FRAME DESIGN LONGITUDNAL BRACING SPECIAL FRAMING DESIGN CBC STEEL BUILDINGS IS AN APPROVED FABRICATOR OF STEEL BUILDINGS INTERNATIONAL ACCREDITATION SERVICES (IASI, AC-472, MB-152 ACCREDITED FOR DESIGN AND MANUFACTURE OF METAL BUILDINGS CITY OF RIVERSIDE, CA - TYPE 1 FABRICATOR NO. SP07-0091 CITY OF LOS ANGELES, CA - TYPE 1 FABRICATOR NO. 1436 CLARK COUNTY, NV - NO. 404 AUG 2 1 2014 CORRECTION LTR# RECE4vEO CITY OF TUKMLA SEP 0 9 2014 PERMIT CENTER 1700 EAST LOUISE AVENUE • LATHROP, CA 95330 • PHONE (2091983-0910 • FAX (2091858-2354 W W W.CBCSTEELBUI LDINGS.COM STEEL BUILDINGS A NL1CCtR Company 1700 E. Louise Avenue, Lathrop, Ca. 95330 Tel: (209) 983-0910 • Fax: (209) 858-2354 . D E; S I G..:N ; PARAMETERSS Job No. : C14C0353 Customer :-Cascade Engine Center Addition Design by : TP . Date : 13-Aug-2014 Revision : 00 STRUCTURE DESCRIPTION Frame Type : Single Slope Building Width 16.67 ft. Building Length 40.00 ft. Eave Height 21.00ft. @ low side * Max. Tributary Spac. 25.00 ft. Roof Slope 1.5 in. / ft. Sheet : .A - 1 BASIC LOADS Building Code Roof Live Load Frame Live Load Wind Load Speed, Vu,t Exposure C Seismic Load Design Category : ::D, Importance 1.00 Site Class D IBC 20T2 20 psf 20 psf Risk Category : II: Tributary Reduction (Y/N) 110 mph (3-sec gust) Enclosure Condition : Enclosed Snow Load Roof Snow 25 psf Ground Snow 25 psf Importance 1.00 Collateral Load 1 psf Dead Load 4.0 psf (Total) Ss : 146.20%o S1 54.50% Rtra„::' '3.50 / S-20 :.:; :.3 00 Rlong: 3.25: / S2o : 2.00 Ce 10 Ct : 1.0 Frame Wt: F ....._ __` 1.5 psf Purlins: 1.0 psf Panels: 1.0 psf Misc.:' ".0 5 psf NOTES 25 psf uniformly distributed snow load used in calculations. No additional snow loads considered. REVISIONS *** This structure is designed in compliance with CBC Steel Buildings specifications and standards utilizing the pertinent provisions and recommendations of the American Institute of Steel Construction (AISC), International Conference of Building Officials (ICBO), American Iron and Steel Institute (AISI), the Metal Building Manufacturer's Association (MBMA) and their publications. *** REACTIO\ SCHEMATICS (4' Vf A31 AC A B LOADING CONDITION FRAME LINES 1-3 All Wind reactions shown in the table above are based on -Ultimate -Design Wind Speed and are unfactored. *Earthquake reactions do not inc ude any amplifications for overstrength which may or may not be required in the design of column anchorage and foundation by others. H1 = horizontal force in the plane of frame SW BRAC♦NG STEEL BUILDINGS A r iucciR Company 1700 E. Louise Avenue • Lathrop, CA 95330 Tel: (209) 983-0910 • Fax: (209) 858-2354 Job: G I -1G' 3. 3 Sheet No. 3 — k www.cbcsteelbuildings.com Date: 3/1V1-1 By: f67\/ 2d 1F I ONO SG IS ►11 1Lt t G Nor I3'j C13G UILT21rIC-r PLAN si(OU'C t Air I- RGLL CL► JVb'te,350 + boi-k G/J o to30 (ofI(�. tz�urea1 o7t uaa 11 • Co lu►►�ns AFC', , STEEL BUILDINGS A r'iLiCaF! Company Sheet: C - 1 Job # : C14C0353 Date : 14-Aug-14 By : TP SHEETING DESIGN ROOF PANELS Loads: Dead, DL = 1.00 psf Live (or Snow), LL = 25.00 psf Wind, WL: qh = 24.47 psf WL = -46.01 psf Gravity Load: (Panel Wt.) Building Enclosure = Enclosed Overhang Panel (Y/N) = N Type of Span = Three or More Span Panel Span = 4.00 ft Trib. Width = 1.00 ft Roof Slope = 1.50:12 = 7.13 0 Effective Wind Area = 4.00 ft2 Uplift Load: DL+0.6WL = -26.61 psf < AIIo. (ok) GCpi = -0.18 USE: 26 Ga. Standard 'R' Panel (80 ksi) Allowable Load: Gravity = 81 psf (See Chart at Sht. C- ) Uplift = 70 psf WALL PANELS qh = 24.47 psf Roof Slope = 7.13 ° < 10 0 Panel Span = 5.00 ft Type of Span = Three or More Span Trib. Width = 1.00 ft Effective Wind Area = 5.00 ft2 GCp = -1.26 Wind, 0.6WL = -21.15 Dsf < Allo. (ok) GCp; = -0.18 USE: 26 Ga. Standard 'R' Panel (80 ksi) Allowable Load: Suction = 44 psf (See Chart at Sht. C- ) FASTENERS Purlin Spacing = 4.00 ft Wind Uplift = -46.01 psf Actual Load = 110.43 Ibs/ft USE: #12-14 x 1 in. Self Drilling Screw at 12 in. o.c Allowable = 252 Ibs. (Atlas Bolt & Screw Co.) SHEET: C -2_ y 11 rl iR..t CHART - LCi '-Pa fi& • R Panel SAFE UNIFORM LOAD (PSF) RESSU TYPE OF SPAN GAUGE SPAN (FT) 2 2.5 3 3.5 4 4.5 5 5.5 8 6.5 7 7.3333 8 26 .. 238 . 152 106 78 60 47 38 32 28 23 19 18 15 SIMPLE SPAN B0 ks1 ' 430 220 127 80 54 38 28 11 16 13 10 9 7 .26 50.ks1 . 211 135 94 69 53' 42 34 28 23 20 17 16 13 .. •433. 222 128 81 54 , 38 :28 .21 16 . '1.3 10 9 7 24 50ksi 294 . 188 131 ' 96 73 58 47 .39 33 28 24 .22 18 819 317 183 • 1.18 77 .54 40 30 23 18 14 13 10 TVVO SPAN 26 80 kst 277 177 123 90 69 55 44 37 .31 28 23 21 17 1035 530 • 307 . 193 129 91 68 50 38 30 24 ' 21' 18 26 50 ksi 233 149 104 76 58 46 37 31 26 22 19 17 15 1044 535 309 195 130 92 67 50 39 30 24 21 16 24 ' 299 192 .133 98 75 59 48 40 33 28 • :24 .22 . 19 50 ksi :. 1491 764 442 .2/8 186 131 95 72 55 43 , 35 30 23 THREE OR MORE SPANS 26 80 k'si ' 323 ':207 144 105 81. ' 64 52 43 36 31 •. 26 24 20 881 441 255 161 108 76 55 41 32 25 20 17 13 28 272 174 121 .89 68 54 44 -36 30 26 22 20 17 50 ksi 868 . 445 257 162 109 76 56 . 42 32 25 • 20 18 14 24 _ 50 ksI . 349 . '224 :. 155 114 Fri' 69 56 46 39 33 29 ' .28 22 • 1240 - . -635 367 '231 -- - 155 _- 109_ " . - 79 - - 60 - - 46 -- - 36 ._ -- 29 -- -25 - - 19 PL:lFT (SucnO TYPE OF SPAN GAUGE ' - SPAN (FT) 2 .2.5 ..3 . 3.5 .. 4 4.5 5 5.5 8 6.5 7 7_3333 8 SIMPLE SPAN 26 80 ksi .. :. .277 . 177 123 90 ... 69 55 .'. 44 37 31 ' 26 23,. 21 17 - 350 ° 179 104 • 65 ' 44 . 31 `. 22 ' . 17 13 .. 10 8 7 5 26 50 ksi 233 149 104 78 . 58 ' 46 37 31 26 22 19 17 15 ' 361 185 107 67 45 32 23 ' 17 13 11 8 7 6 24 50 ksi .299 192 ' 133 98 ' 75 59 ' 48 40 33 '28 ' 24 22 ' 19 481 246 •_ . 142 90 60 42 31 .23 18 14 11 . 10 8 TWO SPAN 28 80 ksi 238 152 106 78 60 47 38 32 26 23 19 18 15 842 431 250 157 105 74 54 ' 40 31 25 20 17 13 '. 26 50 ksj .211' 135 94 69 53 . 42. .34 . .28 23 20 .17 16 13 869 ' 445 . 257 162 _ 109 ' 76 . 56 42 . 32 ' .25 20 18 ' 14 24' 50ksi '294 188 131 • 96 73 . 58 47 39 33 28 ' 24 ' 22 18 1158 . 593 343 . 216 145 102 74 56 43 34 27 23 18 THREE OR MORE SPANS: 26 ' 278 - 178 . 124 '. 91 . 70 '55 44 37 31 26 23 21 17 80 ksi .: 700 ' . 359 '208 : ' 131 . 88 .61 45 34 26 20 • 16 14 11 ...26 . 248 _ 158 109 80 . - 62 49 39 33 27.. 23 . 20 18 15 50 ksi . •722 370 214 135 .90 . 63 46 35 . 27 .21 17 15 11. 24 SOksi' 343 .. 220 152 112 86 68': 55. 45 38 32 28 . 28 21 _ 963 493 285 : 180 120 : 85 62 48 36 ' 28 22 20 15 Notes: 1. E = 29500 .• 2. Top value is. based pn stress and bottom value is based on deflection. 3: Weight d panel. js not includedin the above allowable* 4. Deflection aliowatiles are base' on I/180. To adjust for other knits use the following:. . .Forg90 milliipiy..the.aliovp allpw ables by.2:0........ , For•1/240-m,ditip the above allowable by 0:75: 5. Stress alltNrabies rriay be increased`by 413- fa-114nd loading if allowed bythe bilking code 6. The panel properties are calailated in accordance with the 2007 North American Specification for the Design of Cold Formed Steel Structural Members. Designer: TP Job Number: C14C0353, Module: 1 Roof Design Version Number: Ver. 41.1 Date/Time: 08/14/14 02:30 PM Type Width Length. Ridge Dist Slope(F) Slope(R) No.BAYS LSS 16.667 ft 40.000 ft 16.667 ft, 1.500:12 0.000:12 2 Wall Base Adjustments: FSW 0.000 ft RSW LEW 0.000 ft 0.000 ft REW 0.000ft S.Wall Eave Ht. Lean -To Width Front: 21.000 ft 0.000 ft Rear: 23.083 ft 0.000 ft E.Wall Type Col_Spc. Girt Type Left 4 S B Right 4 S B Building Code: 2012 International Building Code Overhang 0.000 ft 0.000 ft Building Use Category: II. All buildings and other structures listed in Risk Categories I, III, and IV (Snow Importance Roof Dead Load = 1.500 psf Collateral Load = 1.000 psf Roof Live Lorry 90 000 sf But Not Tess Than 20 000 psf when Uniform Load In Combination With Dead And Collateral Ground Snow Load = 25.000 psf Snow Exposure Category: Partially Exposed (Snow Exposure Factor = 1.000) Thermal Condition: All structures except as indicated below (Thermal Factor = 1.000) Roof Snow Load = 20.000 psf But Uniform Load In Combination Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 24.474 psf except those Factor = 1.000) App1 i Prl As A Loads Not Less Than 25.000 psf When Applied As A With Dead And Collateral Loads Anti -Roll Region #1 from eave to peak Width: 16.7969 ft On Slope: 1.5:12 Lines(np): 3 W(gravity): 22.9185 psf At Frame Line: 2 Applied Force(PL): 889.509 lbs Qty Clips Needed: 1 Qty Clips Utilized: 1 Resistance: 2000 lbs Purlin locations on slope from peak to eave. Line Distance Design Interest Anti -Roll Lt.Edge Rt.Edge Weight No. (feet) Spacing Line Region Clip Package Package (lbs) 0700 1.50 1 3.00 4.00 2 8.00 5.00 3 13.00 4.40 4 16.80 1.90 Y Y 1 Y(Uphill) Y Y 150.6 eave strut 130.0 130.0 TYP 130.0 151.4 eave LINE WEIGHT TOTAL 692.0 EXTENDED WEIGHT TOTAL 692.0 strut D-1 Roof purlin line 2 (Midfield) Design Spacing Mounting Condition at Supports Lateral Restraint by Panel Attachment End Inset Dimension at Lt End of Line End Inset Dimension at Rt End of Line With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Wind Suction Coefficient at Interior Region Wind Suction Coefficient in Edge Strip at End Wind Pressure Coefficient DESIGN SUMMARY Roof purlin line 2 (Midfield) Span Length ID (ft) Mark No. Left Lap (ft) 5.000 ft BYPASS THROUGH -FASTENED 1.167 ft 1.167 ft Edge Strip at Rt End - 1.280 - 1.680 0.654 Right Brace End Load Lap Pts Clips Case (ft) Check Controlling Ratio Check 1L 1.167 1 18.833 2 18.833 2R '1.167 80Z16 0.000 0.000 0 No 80Z16 0.000 2.667 0 80Z16 2.667 0.000 80Z16 0.000 0.000 No 0 No 0 No 10 10 10 23 10 25 10 10 0.785 L/ 102 1.021 L/ 449 1.021 L/ 449 0.785 L/ 102 Total weight (extended) = 130.0 (130.0) lbs. Max check ratio = LOAD COMBINATIONS Roof purlin line 2 (Midfield) No. Load Case Description D-2 bending+crippling deflection bending+crippling deflection- _ - '" bending+crippling deflection bending+crippling deflection 1.021 1 D+C + L Check By ASD; No Deflection Limit 2 D+C + S Check By ASD; No Deflection Limit 3 D+C + SEFHL- Check By ASD; No Deflection Limit 4 D+C + SEFHR- 5 D+C + SEHFL- 6 D+C + SEHFR- check By ASD; Check By ASD; Check By ASD; 7 D+C + SDFH1L- Check By ASD; 8 D+C + SDFHX1- Check By ASD; 9 D+C + SDFHX2- Check By ASD; 10 D+C + SEU- ' Check By ASD; 11. D + 0.6W- No Deflection Limit No Deflection No Deflection No Deflection No Deflection No Deflection No Deflection Limit Limit Limit Limit Limit Limit Check By ASD; No Deflection Limit 12 D+C + 0.6W+ Check By ASD; No Deflection Limit 13 D+C + 0.45W+ + 3/4L Check By ASD; No Deflection Limit 14 D+C + 0.45W+ + 3/4S Check By ASD; No Deflection Limit 15 0.6D + 0.6W- Check By ASD; No Deflection Limit 16 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit 17 L No Stress Check; L/150 Deflection Limit 18 S No Stress Check; L/180 Deflection Limit 19 SEFHL- No Stress Check; L/180 Deflection Limit 20 SEFHR- No Stress Check; L/180 Deflection Limit 21 SEHFL- No Stress Check; L/180 Deflection Limit 22 SEHFR- No Stress Check; L/180 Deflection Limit 23 SDFH1L- No Stress Check; L/180 Deflection Limit 24 SDFHX1- No Stress Check; L/180 Deflection Limit 25 SDFHX2- No Stress Check; L/180 Deflection Limit 26 SEU- No Stress Check; L/180 Deflection Limit 27 . 0.42W- No Stress Check; L/180 Deflection Limit 28 0.42W+ No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 2 (Midfield) No. Load Load Span Intensity From Intensity To Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF D ALL 7.442 0.000 7.442 0.000 2 UNIF D+C ALL 12.365 0.000 12.365 0.000 3-UNIF L ALL 98.462 0.000 98.462 0.0-00 D-3 4 UNIF S ALL 98.462 0.000 98.462 0.000 5 UNIF SEFHL- 1L 86.154 0.000 86.154 1.167 6 UNIF SEFHL- 1 86.154 0.000 86.154 18.833 7 UNIF SEFHL- 2 43.077 0.000 .43.077 18.833 8 UNIF SEFHL- 2R 43.077 0.000 43.077 1.167 9 UNIF SEFHR- 1L 43.077 0.000 43.077 1.167 10 UNIF SEFHR- 1 43.077 0.000 43.077 18.833 11 UNIF SEFHR- 2 86.154 0.000 86.154 18.833 12 UNIF SEFHR- 2R 86.154 0.000 86.154 1.167 13 UNIF SEHFL- 1L 43.077 0.000 43.077 1.167 14 UNIF SEHFL- 1 43.077 0.000 43.077 18.833 15 UNIF SEHFL- 2 86.154 0.000 86.154 18.833 16 UNIF SEHFL- 2R 86.154 0.000 86.154 1.167 D-4 17 UNIF SEHFR- 1L 86.154 0.000 86.154 1.167 18 UNIF SEHFR- 2 43.077 0.000 43.077 18.833 19 UNIF SEHFR- 2R 43.077 0.000 43.077 1.167 20 UNIF SDFH1L- 1L 43.077 0.000 43.077 1.167 21 UNIF SDFH1L- 1 43.077 0.000 43.077 18.833 22 UNIF SDFH1L- ALL 43.077 0.000 43.077 0.000 23 UNIF SDFHX1- 1L 43.077 0.000 43.077 1.167 24 UNIF SDFHX1- 1 43.077 0.000 43.077 18.833 25 UNIF SDFHX1- 2 43.077 0.000 43.077 18.833 26 UNIF SDFHX1- 2R 43.077 0.000 43.077 1.167 27 UNIF SDFHX1- ALL 43.077 0.000 43.077 0.000 28 UNIF SDFHX2- 2 43.077 0.000 43.077 18.833 29 UNIF SDFHX2- 2R 43.077 0.000 43.077 1.167 30 UNIF SDFHX2- ALL 43.077 0.000 43.077 0.000 31 UNIF SEU- ALL 123.077 0.000 123.077 0.000 32 UNIF W- 1L -205.582 0.000 -205.582 1.167 33 UNIF W- 1 -205.582 0.000 -205.582 4.833 34 UNIF W- 1 -156.634 4.833 -156.634 18.833 35 UNIF W- 2 -156.634 0.000 -156.634 14.000 36 UNIF w- 7-204.582 14.000 -205.582 18.833 37 UNIF W- 2R -205.582 0.000 -205.582 1.167 38 UNIF W+ ALL 80.000 0.000 80.000 0.000 Designer: TP Job Number: C14C0353, Module: 1 Side Wall Girt Design Version Number: Ver. 41.1 Date/Time: 08/14/14 02:26 PM Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LSS 16.667 ft 40.000 ft 16.667 ft 1.500:12 0.000:12 2 Wall Base Adjustments: FSW RSW 0.000 ft 0.000 ft LEW REW 0.000 ft 0.000ft S.Wall Front: Rear: Eave Ht. Lean -To Width 21.000 ft 0.000 ft 23.083 ft 0.000 ft E.Wall Type Col_Spc. Girt Type .Left 4 S B Right 4 S B Building Code: 2012 International Building Code Overhang 0.000 ft 0.000 ft Building Use Category: II. All buildings and other structures except those listed in Risk Categories I, III, and IV Wind Velocity = 110.000 mph Open Condition: Enrlosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 24.474 psf Design Spacing Mounting Condition at Supports Lateral Restraint by Pane1....Attachment End Inset Dimension at Lt End of Line End Inset Dimension at Rt End of Line With a 3.000 ft Edge Strip at Lt End and a 3.000 ft Wind Suction Coefficient at Interior Region Wind Suction Coefficient in Edge Strip at End Wind Pressure Coefficient DESIGN SUMMARY Front Side Wall Girt Design Span ID Length (ft) Mark No. 5.000 ft BYPASS THROUGH -FASTENED 1.167 ft 1.167 ft Edge Strip at Rt End -0.991 -1.082 0.901 Left Right Brace End Load Check Controlling Lap Lap Pts Clips Case Ratio Check (ft) (ft) 1L 1.167 80Z16 0.000 0.000 0 No 1 18.833 80Z16 2 18.833 80Z16 2R 1.167 80Z16 0.000 1.000 0 No 1.000 0.000 0 No 0.000 0.000 0 No 2 0.386 bending+crippling t L/ 178 deflection. 2 0.681 bending 3 L/ 990 deflection 2 0.681 bending 3 L/ 990 deflection 2 0.386 bending+crippling 1 L/ 178 deflection Total weight (extended) = 120.5 (120.5) lbs. Max check ratio = 0.681 D-5 D-6 LOAD COMBINATIONS Front Side Wall Girt Design No. Load Case Description 1 0.6W- 2 0.6W+ 3 0.42W- 4 0.42W+ Check By ASD; No Deflection Limit Check By ASD; No Deflection Limit No Stress Check; L/90 Deflection Limit No Stress Check; L/90 Deflection Limit APPLIED LOADS Front Side Wall Girt Design No. Load Load Span Intensity From Intensity To Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF W- 1L -132.459 0.000 -132.459 1.167 2 UNIF W- 1-132.459 0.000 -132.459 1.833 3 UNIF •W 1 -121.296 1.833 -121.296 18.833 4 UNIF W- 2 -121.296 0.000 -121.296 17.000 5 UNIF _ W- _ -2 _ ._-132 459 17 _-000 -132 ..459 18.833 6 UNIF W- 2R -132.459 0.000-132'.459 1.167. 7 UNIF W+ ALL 110.283 0.000 110.283 0.000 - • Designer: TP Job Number: C14C0353, Module: 1 End Wall Girt Design Version Number: Ver. 41.1 Date/Time: 08/14/14 02:26 PM Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LSS 16.667 ft 40.000 ft 16.667 ft 1.500:12 0.000:12 . 2 Wall Base Adjustments: FSW RSW 0.000 ft 0.000 ft LEW REW 0.000 ft 0.000ft S.Wall Eave Ht. Lean -To Width Front: .21.0,00 ft 0.000 ft Rear: 23.083 ft 0.000 ft E.Wall Type Col_Spc. Left 4 S Right 4 S Building Code: 2012 International Building Code Girt Type B B Overhang 0.000 ft 0.000 ft Building Use Category: II. All buildings and other structures except those listed in Risk Categories I, III, and IV Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 24.474 psf Design Spacing Mounting Condition at Supports Lateral -Restraint by Panel Attachment End Inset. Dimension at Lt End of Line End Inset Dimension at Rt End of Line With a 3.000 ft Edge Strip at Lt End and a 3.000 ft Wind Suction Coefficient at Interior Region Wind Suction Coefficient in Edge Strip at End Wind Pressure Coefficient DESIGN" SUMMARY Left End Wall Girt Design Span ID Length (ft) Mark No. 5.000 ft BYPASS THROUGH -FASTENED 0.000 ft 0.000 ft EdgeStripat Rt End - 1.016 - 1.133 0.926 Left Right Brace End Load Lap Lap "Pts Clips Case (ft) (ft) Check Controlling Ratio Check 1 16.66/ bUZl6 U.000 0.000 0 No 1 0.885bending D-7 3 L/.517 deflection Total weight (extended) = 47.8 (47.8) lbs. Max check ratio = 0.885 D-8 LOAD COMBINATIONS Left End Wall Girt Design N. Load Case Description 0..6W- 0.6W+ 0..42W- 0.42W+ Check By ASD; No Deflection Limit Check By ASD; No Deflection -Limit NO Stress. Check L/90 Deflection Limit No Stress Check; L/90 Deflection Limit APPLIED LOADS Left End Mall Girt Design No. Load Load Span Intensity From- Intensity To Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF W-: 1 -138.619 0.000 -138.619 3.000 2 UNIF W- 1 124..376 3.000 -124.376 13.667. 3 UNIF W- 1 138.619 13:667 138.619. 16.667 4.'UNIF W+ ALL 113.363 0.:000 113 363-0..000 STEEL BUILDINGS Sheet Job # GP 8X8X16 (Gravity, +ve) 0.060 4.76 1.41 0.64 9.82 11.14 4.13. 57 54 4:80 3.58 1. Section properties are calculated in accordance with the 2007 North American Specification for the Design of Cold -Formed Steel Member,. Fy = 55 ksi. 2. Bending alioi`vables shown may be utilized for members, having the compression flange continuously fastened to sheathing. 3. Effective section properties are calculated at yield stress of Fy = 55 ksi. Deflection Moment of 'Inertia, 1,_cs„ is calculated at workino stress level of 0.6 Fy. version: 7n12011 MSA 41.1 F-1 Job:C14C0353 C:\ABCP\FRAMES\C14C0353.01A 08/19/14 09:40:57 STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD BY THE 2010 AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS WITH STABILITY DESIGN BY THE DIRECT ANALYSIS METHOD BUILDING DESCRIPTION - - FRAME LINES 1-31 C14C0353 FRAME WIDTH BAY SPACING ROOF SLOPES INT. COLUMNS MEMBERS NODES • 16.667 ft. 25.000 ft. 1 0 3 4 LEFT WALL SLOPE W/VERT. 0.000/ 12.0 NODE BASE EAVE ROOF SLOPE 1 1 2 GIRT DEPTH GIRT SPACING(S) 8.00 in. 1 @ 40.00 in. 1 @ 48.00 in. 2 @ 60.00 in. 1 @ 44.00 in. LOCATION WEB DEPTH CONNECTION 0.000 ft. 11.500 in. PINNED 21.000 ft.- 14.500 in. RIGID SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE 1 50D/- 12.0_ 8. 00-in._ _ __ _ - 46..20in._ _ NODE LOCATION WEB DEPTH CONNECTION LEFT END 2 -0.000 ft. 14.500 in. RIGID RIGHT END 3 16.667 ft. 14.500 in. RIGID RIGHT WALL SLOPE W/VERT. GIRT DEPTH GIRT SPACING(S) 0.000/ 12.0 8.00 in. 1 @ 277.00 in. NODE LOCATION WEB DEPTH CONNECTION EAVE 3 23.083 ft. 14.500 in. RIGID BASE 4 0.000 ft. 11.500 in. PINNED MSA 41.1 F-2 Job:C14C0353 C:\ABCP\FRAMES\C14C0353.01A 08/19/14 09:40:57 OUTER FLANGE MEMBER WIDTH THICKNESS (inches) 1 5.00 X 0.2500 2 5.00 X 0.2500 3 8.00 X 0.2500 MEMBER SIZES WEB INNER FLANGE WEB -TO -FLANGE YIELD STRESS THICKNESS WIDTH THICKNESS WELD FLANGE WEB (inches) (inches) (inches) (ksi) (ksi) 0.1875 0.1345 0.1875 5.00 X 0.2500 5.00 X 0.2500 ,8.00 X 0.2500 FRAME SELF -WEIGHT AS APPLIED DEAD LOAD MEMBER MEMBER WEIGHT CONNECTION WEIGHT (lbs) (lbs) 0.1250 0.1250 0.1250 55.0 55.0 55.0 55.0 55.0 55.0 1 2 3 Total: • 333.6 216.3 473.3 65.8 74.5 1023.2 140.2 MSA 41.1 F-3 Job:C14C0353 C:\ABCP\FRAMES\C14C0353.01A 08/19/14 09:40:57 NODE COORDINATES NODE X Y X OUT OF PLUMB (in..) (in.) (0.003xY) (in.) 2 3 14.25 15.75 184.25 185.75 0..00 +/- 0.000o 238.10 +/- 0.7143 259.16 +/- 0.7775. 0.00 +/- 0.0000 MSA 41.1 Job:C14C0353 F-4 C:\ABCP\FRAMES\C14C0353.01A 08/19/14 09:40:57 LOAD CASE 1 : D No Stress Check; No Deflection Limits DEAD LOAD = 2.50 psf LOAD CASE 2 : D+C No Stress Check; No Deflection Limits DEAD LOAD = 3.50 psf LOAD CASE 3 : L No Stress Check; L/180 Vertical Deflection Limit LIVE LOAD = 20.00 psf LOAD CASE 4 : S No Stress Check; H/60 Horizontal Deflection Limit; L/180 Vertical Deflection Limit LIVE LOAD = 25.00 psf LOAD CASE 5 : WLA -• No- Stress -Check;- H/25-Horizontal-Deflection- Limit;- L/76-Vertical_ Deflection Limit__ WIND LOAD = 24.47 psf C1= -0.77; C2= -0.63; C3= -0.77 LOAD CASE 6 W1-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.47 psf C1= 0.87; C2= -0.92; C3= -0.25 LOAD CASE 7 : W1<- No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.47 psf C1= -0.25; C2= -0.41; C3= 0.87 LOAD CASE 8 : W2-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.47 psf C1= 0.87; C2= 0.03; C3= -0.25 LOAD CASE 9 : W2<- Nn StrPcs Check• H/25 Horizontal MPflPr•tion Limit; T,/7Fi Vertical T)pfler•tinn Limit WIND LOAD = 24.47 psf C1= -0.25; C2= -0.41; C3= 0.87 LOAD CASE 10 : W3-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.47 psf C1= 0.51; C2= -1.28; C3= -0.61 LOAD CASE 11 : W3<- No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.47 psf C1= -0.61; C2= -0.77; C3= 0.51 LOAD CASE 12 : W4-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit MSA 41.1 F-5 Job:C14C0353 C:\ABCP\FRAMES\C14C0353.01A 08/19/14 09:40:57 WIND LOAD = 24.47 psf C1= 0.51; C2= -0.33; C3= -0.61 LOAD CASE 13 : W4<- No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.47 psf C1= -0.61; C2= -0.77; C3= 0.51 LOAD CASE 14 : E-> No Stress Check; H/15 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip-ft) 1 1 21.00 Neutral Axis .0.55 0.00 0.00 2 3 23.08 Neutral Axis 0.55 0.00 0.00 LOAD CASE 15 : E<- No Stress Check; H/15 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT *.- _ (ft.)- * . _ ..(kips)_--- - (kips) - -(kip-ft) 1 1 21.00 Neutral Axis -0.55 0.00 0.00 2 3 23.08 Neutral Axis -0.55 0.00 0.00 LOAD CASE 16 : 0E-> No Stress Check; No Deflection Limits CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * . (kips) (kips) (kip-ft) 1 1 21.00 Neutral Axis 1.25 0.00 0.00 2 3 23.08 Neutral Axis 1.25 0.00 0.00 LOAD CASE 17 : LIE< - No Stress Check; No Deflection Limits CONCENTRATED LOADS * LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) . * (kips) (kips) (kip-ft) 1 • 1 21.00 Neutral Axis -1.25 0.00 0.00 2 3 23 OS Neutral Axis -1 25 0_ 0_0 0 00 * LOAD COMPONENTS LOAD CASE 18 : D+C + L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.285 LOAD CASE 19 : D+C + L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.292 • LOAD CASE 20 : D+C + S nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.344 LOAD CASE 21 : D+C + S nR ASD; No Deflection Limits MSA 41.1 Job:C14C0353 F-6 C:\ABCP\FRAMES\C14C0353.01A 08/19/14 09:40:57 Highest check ratio achieved in this load case = 0.353 LOAD CASE 22 : 1.14D+C + 0.70E-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.164 LOAD CASE 23 : 1.14D+C + 0.70E-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.167 LOAD CASE 24 : 1.14D+C + 0.70E<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.139 LOAD CASE 25 : 1.14D+C + 0.70E<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.137 LOAD CASE 26 : 0.95D+C + 0.5852E-> nL ASD Special Seismic; No Deflection Limits LOAD CASE 27 : 0.95D+C + 0.5852E-> nR - ASD Special Seismic; No Deflection -Limits - LOAD CASE 28 : 0.95D+C + 0.5852E<- nL ASD Special Seismic; No'°Deflection Limits LOAD CASE 29 : 0.95D+C + 0.5852E<- nR ASD Special Seismic; No Deflection Limits LOAD CASE 30 : D+C + 0.45WLA + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.188 LOAD CASE 31 : D+C + 0.45WLA + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.186 LOAD CASE 32 : D+C + 0.45W1-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.634 LOAD —CASE 33 : D+-C--+ 0 + 0 7L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.638 LOAD CASE 34 : D+C + 0.45W1<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.692 LOAD CASE 35 : D+C + 0.45W1<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.685 LOAD CASE 36 : D+C + 0.45W2-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.805 MSA 41.1 Job:C14C0353 F-7 C:\ABCP\FRAMES\C14C0353.01A 08/19/14 09:40:57 LOAD CASE 37 : D+C + 0.45W2-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.814 LOAD CASE 38 : D+C + 0.45W2<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.692 LOAD CASE 39 : D+C + 0.45W2<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.685 LOAD CASE 40 D+C + 0.45W3-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.566 LOAD CASE 41 : D+C + 0.45W3-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.569 LOAD CASE 42 D+C + 0.45W3<- + 0.75L nL ASD; No Deflection Limits --Highest-check- ratio -achieved -in this- load--ca-se- 0._ 715 _ LOAD CASE 43 : D+C + 0.45W3<- + 0.75L nR ASD; No Deflection Limits _ .• Highest check ratio achieved in this load case = 0.711 LOAD CASE 44 : D+C + 0.45W4-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.735 LOAD CASE 45 : D+C + 0.45W4-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.743 LOAD CASE 46 : D+C + 0.45W4<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.715 LOAD CASE 47 : D+C + 0.45W4<- + 0.75L nR- ASD; No Deflection Limits Highest check ratio achievpc3 in th; a 1 nac3 rase = 0.711 LOAD CASE 48 : D+C + 0.45WLA + 0.75S nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.199 LOAD CASE 49 : D+C + 0.45WLA + 0.75S nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.194 LOAD CASE 50 : D+C + 0.45W1-> + 0.75S nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.658 LOAD CASE 51 D+C + 0.45W1-> + 0.75S nR ASD; No Deflection Limits MSA 41.1 F-8 Job:C14C0353 C:\ABCP\FRAMES\C14C0353.01A 08/19/14 09:40:57 Highest check ratio achieved in this load case = 0.665 LOAD CASE 52 : D+C + 0.45W1<- + 0.75S nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.713 LOAD CASE 53 : D+C + 0.45W1<- + 0.75S nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.705 LOAD CASE 54 : D+C + 0.45W2-> + 0.75S nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.856 LOAD CASE 55 : D+C + 0.45W2-> + 0.75S nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.867 LOAD CASE 56 : D+C + 0.45W2<- + 0.75S nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.713 - LOAD -CASE 57- :- D+C + 0-.45W2<- .+.-0..7-5S-nR. — ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.705 LOAD CASE 58 : D+C + 0.45W3-> + 0.75S nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.591 LOAD CASE 59 : D+C + 0.45W3-> + 0.75S nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.595 LOAD CASE 60 : D+C + 0.45W3<- + 0.75S nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.737 LOAD CASE 61 : D+C + 0.45W3<- + 0.75S nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.731 T,C)AD rAsR 62 • n+C + n 45W4-> + 0.755 nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.761 LOAD CASE 63 : D+C + 0.45W4-> + 0.75S nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.769 LOAD CASE 64 : D+C + 0.45W4<- + 0.75S nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.737 LOAD CASE 65 : D+C + 0.45W4<- + 0.75S nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.731 MSA 41.1 Job:C14C0353 F-9 C:\ABCP\FRAMES\C14C0353.01A 08/19/14 09:40:57 LOAD CASE 66 : 0.60D + 0 60WL' nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.226 LOAD CASE 67 : 0.60D + 0.60WLA nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.227 LOAD CASE 68 : 0.60D + 0.60W1-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.685 LOAD CASE 69 : 0.60D + 0.60W1-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.681 LOAD CASE 70 : 0.60D + 0.60W1<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.824 LOAD CASE 71 : 0.60D + 0.60W1<- nR ASD; No Deflection Limits Highest check ratio -achieved in this load case = 0.825 LOAD CASE 72 : 0.60D + 0.60W2-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.914 LOAD CASE 73 : 0.60D + 0.60W2-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.916 LOAD CASE 74 : 0.60D + 0.60W2<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.824 LOAD CASE 75 : 0.60D + 0.60W2<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.825 LOAD CASE 76 : 0.60D + 0.60W3-> nL ASD; No Deflection Limits i Pl7Pri in rhig xad case = n 596 LOAD CASE 77 : 0.60D + 0.60W3-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.590 LOAD CASE 78 : 0.60D + 0.60W3<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.866 LOAD CASE 79 : 0.60D + 0.60W3<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.870 LOAD CASE 80 : 0.60D + 0.60W4-> nL ASD; No Deflection Limits MSA 41.1 Job:C14C0353 F-10 C:\ABCP\FRAMES\C14C0353.01A 08/19/14 09:40:57 Highest check ratio achieved in this load case = 0.822 LOAD CASE 81 : 0.60D + 0.60W4-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.821 LOAD CASE 82 : 0.60D + 0.60W4<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.866 LOAD CASE 83 : 0.60D + 0.60W4<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.870 LOAD CASE 84 : 0.46D + 0.70E-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.148 LOAD CASE 85 : 0.46D + 0.70E-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.150 - LOAD -CASE 86--: -0.46D + 0.70E<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.126 LOAD CASE 87 : 0.46D + 0.70E<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.125 LOAD CASE 88 : '0.39D + 0.5852E-> nL ASD Special Seismic; No Deflection Limits LOAD CASE 89 : 0.39D + 0.5852E-> nR ASD Special Seismic; No Deflection Limits LOAD CASE 90 : 0.39D + 0.5852E<- nL ASD Special Seismic; No Deflection Limits LOAD CASE 91 : 0.39D + 0.5852E<- nR ASD Special Seismic; No Deflection Limits MSA 41.1 F-11 Job:C14C0353 C:\ABCP\FRAMES\C14C0353.01A 08/19/14 09:40:57 SUMMARY OF MAXIMUM MEMBER CHECK RATIOS OUTER FLANGE * WEB * INNER FLANGE * OUTER FLG WEB SHEAR INNER FLG' MEM WIDTH THICK * THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 5.00 0.2500 0.1875 5.00 0.2500 0.696 83 0.692 75 0.828 83 2 5.00 0.2500 0.1345 5.00 0.2500 0.870 83 0.670 55 0.815. 83 3 8.00 0.2500 0 1875 8.00 0 2500 0 867 83 0.861 83 0.916 73 t4ir3 fl At u - u r (VINE I 3) Cx0Uct r WALL rx 5x1/10)C i3ri By TP Sheet F- L Date 08-19-2014 Cust CASCADE ENGINE CENTER ADDITIONJob # C14C0353 KNEE CONNECTION USE : Plate 5 x .5 x 19 in. (Fy = 55 ksi) w/ 3/4 in. dia. ASTM (A325-N) High Strength Bolts Plate Allow bolt tension w/ stiffener Plate Allow bolt tension w/o stiffener Bolt Allowable tension Actual Dead + Live moment = 50.00 k-ft Allow Dead + Live moment = 60.31 k-ft Actual Dead + Live moment = 55.00 k-ft Allow Dead + Live moment = 78.66 k-ft COLUMN BASE PLATE = 15.732 k/bolt = 7.866 k/bolt = 19.400 k/bolt (Outside bolts in tension) w/ 2 rows of bolts w/ 1 stiff 0 row of bolts outside flange (Inside bolts in tension) w/ 2 rows of bolts w/ 0 stiff I !-aw 4'F f 1-1-•> ' b0 t-ow —not Vertical load = 6.00 kips Column flg width = 5.00 in. *** USE: BASE PLATE 8 x .375 x 13 in. ( 55 ksi) Min Req'd Thk : 2 x SQR [ 6 / ( 8 x 13 x .25 x 55 ) ] = .13 in STEEL BUILDINGS R IyucQtzt Company Building Geometry Information BC] Minimum Seismic And Wind Forces Calculation (IBC2012) Job Number: C14C0353 Engineer: TP Building Width = 16.67 ft. Building Length = 40.00 ft. FSW Eave Height = 21.00 ft. Ridge From FSW = 16.67 ft. Roof Pitch = 1.5 /12 Canopy Width @ FSW = 0.00 ft. Canopy Width @ RSW = 0.00 ft. Max. Interior Bay Trib. = 20.00' ft. Building End Bay Trib. _ ; _10.00 ft Regular Structure: Yes L4 Roof Weight D + C = 5.00 psf Roo 0 % Snow for Seismic = 0.00 psf Weight of Sidewall = 3.00 psf Weight of Endwall = 3.00 psf Longitudinal Partition WT. = 0.00 psf Quantity of Longitudinal Part. = 0 Transverse Partition WT. = 0.00 psf Quantity of Transverse Part. = `0 :.;.. Longitudinal Special Weight = 0.00 Transverse Special Weight = • 0.00=r' Stories Above Grade: 1 Flexible Diaphragm: kips kips Yes Seismic Information II Ss(%) =i; 146.20% S1(%) =° .54.50% Site Class = R = 3.50 S?o = 3.00 Ts = 0.32 R = 3.50 0,3 = 3.00 Ts = 0.32 D Longitudinal Direction: R = 3.25 S2o = 2.00' Te = 0.20 Seismic Factor IE = 1.00 Fa = 1.00 Fs/ = 1.50 Skis = 1.46 SM1 = 0.82 Seismic Design Category =-- D Sos =0.97 Sol= 0.55 Wind Information qh=0.00256KhKLtKdV2 = R M24.47 psf Transverse GCpf- GC0 = 0.96/1.44 Longitudinal GCpi-`GCp1-= 0.69/1.04 - 1 WindLSeismic iFocres iTransverseDiirection Interior Bay Tributary Width = 20 ft 1. Wind Load Total Load = P„* B* H/2 = 5.4 Kips 2. Seismic Load Redundancy Factor p = 1 30 W = 2.99 Kips V = QE = 0.83 Kips E„ = 0.2Sps*D = 0.3 Kips Cs= Q2 Eh=ODE = 1.1 Kips Em=f20*QE = 2.5 Kips End Bay Tributary Width = 10 ft 1. Wind Load Total Load = Pw,* B* H/2 = 4.1 Kips 2. Seismic Load Redundancy Factor Cs= 9.21 Eh =p"QE = 0.5 KIDS Em =no*QE = 1.2 Kips p = 1.30 W = 1.49 Kips V = QE = 0.42 Kips E„=0.2S0s"D = 0.2 Kips I Wind/Sp-ic iCIFnr",cpc inilLr�'"n�itiud*' " I o ire ti0n 1. Wind Load Total Load = P,w*B* H/2 = 4.2 Kips 2. Seismic Load (Accidental Torsion Included if not flexible diaphragm) Redundancy Factor p = i1 30 , r r K , W = 4.4 Kips Cs = 0.30 V = QE = 1.3 Kips Eh =p*QE = 1.7 Kips E„=0.2Sos*D = 0.6 Kips Ern =12o*QE = 2.7 Kips Version 6.1 Author: WW Quality And Service Every Time...AII The Time 3:51 PM8/14/2014 Risk Category = Transverse Direction(Interior): Transverse Direction(End): m STEEL BUILDINGS A iNiunccart Company 1700 E. Louise Avenue • Lathrop, CA 95330 Tel: (209) 983-0910 • Fax: (209) 858-2354 Job: GI�{6-03�3 Sheet No. -Z www.cbcsteelbuildings.com Date: (9/1 `/ I if By: ,4- V Iron t-A.Gtd lm l L-o014 \A/\ v)4\ '`\• z1� (o. (P) = e=zar'rt-Y 1•\ 1. k/i.-t = 1.9-1‹. �\nl X— irele•t v1 5k/z�/Gvi1 fialV1"\(- � �( x' )j = \.mot t�G 1• h oN 1-S14 u � G 3/t3 " ,A17 t <3•Gt69 1<- 1a�vt 1 •�- Za 26 6i i'. \Odd -k`-71 cv'- 8— O• T= ((• 2r2 r)/co,' r-t-nyi -1 c �Zo 1-1 /F3 « e-Ato 1 .cvk1,114 1cc STEEL BUILDINGS A rY1-1c1=1c=2 Company Module 1 DIMENSIONS Framed Openings Calculation (AISC 360-05 ASD & AISI S100-2007/52-10) Job Number C14C0353 Engineer ❑ FSW BAY ❑ RSW BAY Span length (column to column) 16.67 ft Doorwidth(j) 10.00 ft Door Height 12.00 ft. Distance from left column to ls` jamb (i) 3.33 ft Distance from header to jamb support 5.33 ft Ht. of the girt/eave above jamb support 22.33 ft Deflection (standard Is L190 for 50 yr. wind) L / 90 Wall Girt Depth 0 8" Q 9.5" 0 12" AV ❑✓ LEW BAY ❑ REW BAY MSA SECONDARY FRAME OUTPUT Wind pressure (50 yr. wind) Suction coefficient w 14.68 psf 1.0 -1.04 Pressure coefficient 0.97 Suction -15.27 psf. Pressure 14.24 psf Design spacing, jamb supp. 30.00 in Allowable Stress Ratio 1.03 PANEL CONDITION Nested (2) Girts ? ❑ No Use Hot -Rolled Channels? 0 Yes QQ No Distance Between Lateral Supports (in) N/A in Channel Depth Selection 0 C8 0 C9 o Ci0 Use Hot Rolled Jambs? ❑ No Use Different Depth Jambs? ❑ No Jamb Support(s) R = 0.65 See comment window for R values Header R = 0.65 . Jambs R = N/A See comment windows for R values Use Different Depth Jamb Support? ❑ • Maximum Girt Spacing = 5 ft No Recommended Member For Jamb Support(s) 8Z13 Stress Ratio= 0.85 Amax = L / 426 Recommended Minimum Member Size For Jambs 80.< 1 i Stress Ratio= 0.94 Amax = L / 337 Recommended Minimum Member Size For Header 8CX 11 Stress Ratio= 0.16 Ama. = L / 4385 All members are designed as simple span. The reduced sectional properties were used for cold formed members. 0.00 L Next Girt / Eave Jamb Support 813 28.83 17.33 m J E 8 Door Header 36- 1 4 3.33 8D 12.00 13.33 m E 8 16.67 Framed Opening Calculation V2.0 8/14/2014 11:45 AM Page 1 of 22 tnders►®nCbase A STRUCTURAL ENGINEERING CORPORATION 5521 l000m Street SW, Suite B Lakewood, WA 98499 253 212-23to Date: 07/24/2014 Design by: MAA Structural calculations for a Concrete Foundation for a Pre -Engineered Metal Building (by others) Project & Location: Architect: Structural Engineer: Project Number: Code: Loads: Structural Calculations for Cascade Engine Addition 18435 Olympic Avenue South Tukwila, WA Ronhovde Architects LLC 14900 Interurban Ave S, Suite 138 Tukwila, WA 98168 (206)859-5500 Torjan Ronhovde: torjan@ronhovdearchitects.com AndersonChase, P.S., Inc. A Structural Engineering Corporation 5521 100th Street SW, Suite B Lakewood, WA 98499 (253) 212-2310 Mark A. Anderson, PE, SE: markna,andersonchase.com 0r►1111► wilt% REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila BUILDING DIVISION 14.075 2012 IBC 1. Vertical Loads: Snow Load: per PE Building MFGR II. Lateral Loads: Wind: per PE Building MFGR Seismic: per PE Building MFGR b o2s RECEIVED CITY OF TUKWILA AUG 0 6 2014 PERMIT CENTER An 91 ersenChanse A STRUCTURAL ENGINEERING CORPORATION 552 1 • SUITE 8 - I OOTH ST SW. LAKEWOOD. WA 98499 PROJECT JOB # DESIGNED CHECKED Page 2 of 22 SHEET OF 5521 100t1' Street SW, Suite B, Lakewood, Washington 98499 (253) 212 - 2310 1. Conceptual drawings based on estimate. Not approved for permit, construction, or any subsequent design based on these drawings. 2. Preliminary member depths and clearances shown ore based on automated computer based design. Subject to change based on actual design by o licensed engineer. 19'-0" ANCHOR BOLT LAYOUT PLAN STEEL BUILDINGS A PI1.C6Si Company DRAWING NAME : ANCHOR BOLT PLAN CUSTOMER : CASCADE ENGINE CENTER ADTN. QUOTE NO. 41050 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column Dead--Collateral-Live Wind_Left1--Win&..Rightl---WindJ.OR2- Line Line Horiz Vert Horlz Vert Horiz Vert Horlz Vert Horiz Vert Horiz Vert 1 A 0.0 0.5 0.0 0.1 0.1 1.7 -2.2 -5.5 2.9 3.1 -3.0 -4.8 1 B 0.0 0.7 0.0 0.1 -0.1 1.8 -2.5 0.9 2.6 -5.9 -1.7 1.7 2 A 0.0 0.8 0.0 0.2 0.2 3.5 -3.7 -10.5 5.4 5.6 -5.6 -8.7 2 B 0.0 1.1 0.0 0.2 -0.2 3.7 -5.1 1.7 4.9 -11.3 -3.2 3.5 3 A 0.0 0.5 0.0 0.1 0.1 1.7 -2.2 -5.5 2.9 3.1 -3.0 -4.8 3 8 0.0 0.7 0.0 0.1 -0.1 1.8 -2.5 0.9 2.6 -5.9 -1.7 1.7 Frame Column-Wind_Right2---WIndi.ong1---Wlnd_Long2--SeismicJ.eft Seismic_Right-Seismic_Lang Line Line Hartz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 A 2.1 3.9 1,5 -1.7 1.5 -1.7 -0.4 -1.0 0.4 1.0 0.0 0.0 1 8 3.5 -5.1 -1.3 -2.1 -1.3 -2.1 -0.3 1.0 0.3 -1.0 0.0 0.0 2 A 3.5 7.4 3.5 -6.0 3.5 -6.0 -0.6 -1.9 0.6 1.9 0.0 -1.2 2 B 6.8 -9.4 -3.2 -7.3 -3.2 -7.3 -0.7 1.9 0.7 -1.9 0.0 -1.4 3 A 2.1 3.9 1.5 -3.7 1.5 -3.7 -0.4 -1.0 0.4 1.0 0.0 -1.2 3 B 3.5 -5.1 -1.3 -4.4 -1.3 -4.4 -0.3 1.0 0.3 -1.0 0.0 -1.4 FRAME UNES: 1 2 3 COLUMN UNE H H Iv tv w Bose Shear, V H oriz. Vert. Vert. (LOADS MAY BE OPPOSITE) BUILDING BRACING REACTIONS f Reactions (k ) Ponel_Shec -Wall - Col -Wind - -Seismic - Loc Line Line Horz Vert Harz Vert Wind Sets LEW 1 Rigid Frame At Endwall FSW B 2,3 2.1 2.4 0.9 1.1 REW 3 Rigid Frame At Endwoll BSW A 3,2 2.0 2.1 0.9 0.9 NOTE: 1. Conceptual drawings based on estimate. Not approved for permit, construction, or any subsequent design based on these drawings. 2. Preliminary member depths and clearances shown ore based on automated computer based design. Subject to change bosed on actual design by a licensed engineer. STEEL BUILDINGS Are.tcasa Comm:1y DRAWING NAME : ANCHOR BOLT REACTIONS CUSTOMER : CASCADE ENGINE CENTER ADTN. !y CD QUOTE NO. 0 DATE 6/18/14 41050 Dia= 3/4" 18" w 2" 2" 1'-0" DETAIL A 4" 4 1/2" 7 1/2" SW Dio= 3/4" 8" 2" 2" See Plan DETAIL 8 4" 4 1/2" 7 1/2" SW Dia= 3/4" UI w a N r 8" 0 0 0 2" 2•' 1'-0" DETAIL C 4" 4 1/2" 7 1/2" SW Dio= 3/4" 8" 2" 2 See Plan DETAIL D 4" 4 1/2" 7 1/2" SW Dia= 1 /2" 1 3" 0 4" 2" EW/ SW 1 1/2" See Plan DETAIL E Base EL. 103'-0" NOTE: 1. Conceptual drawings based on estimate. Not approved for permit, construction, or any subsequent design based on these drawings. 2. Preliminary member depths and clearances shown are based on automated computer based design. Subject to change based on actual design by a licensed engineer. STEEL BUILDINGS ANU=0170mmem DRAWING NAME : ANCHOR BOLT DETAILS CUSTOMER : CASCADE ENGINE CENTER ADTN. QUOTE NO. 41050 DATE 6/18/14 "0 tv tO (D CJ1 0 Metal Building Loading Combinations: . Column 14 1A50 w (Wind and Seismic D (Eq. 16-8) D + L (Eq. 16-9) D +5 (Eq.16-10 0+0.75( 1.+5) D a 0.6Wzs 11E0 16.12) D.0.6Wp (Eq. 16.12) D+ 0,6Wu (Eq. 16-12) 0 + ) (Eq. 16-12) D+0.6Wzdys (Eq. 16-12) D+0.6W ) (Eq. 16-12) D + 0.7E, (Eq. 16-12) D + 0.7E. (Eq. 16-12) D+0.7E (Eq. 16.12) 0+0.75 (1.+5 + .6W,, ) (Eq.16.13) 0+0.75 (L+S + ((Eq. 16-13) D+0.75(1+5 +.6W,,)(Eq. 16-13) 0 +0.75 (1+5 +.6Wx1) (Eq. 16-I3) D +0.75 (L+S +.6Waz) (Eq. 16-13) D+0.75 (1+5+ .6Wz„,rz) (Eq. 16-13) 0+0.75 (1.+54.7E, ((Eq. 16.13) 0 +0.75 (1+s +.7E,) (Eq. 16-13) 0 +0.75 (L+S + ) (Eq. 16-13) 0.6D + 0.6 W z z ( (Eq. 16. 15) 0.60+OiWx. (Eq.16-15) 0.6D+ 0.6Wzz (Eq.16.15) 0.60 + 0.6W44 ) (Eq. 16.15) 0.60+0.6Wz (Eq. 16-15) 0.60 + 0.6 W.) (Eq. 16-15) 0.60+0.7E, (Eq. 16.16) 0.60 + 0.7E. (Eq. 16-16) 0.60 +0.7E, (Eq. 16.16) Rx )Horiz). RR (Vert) D D L L ....-- 5 S W (asd(, 11 W (asd)_, R1 W (asd) L2 W (est& R2 W (asd) Longl W (asd) Long2 E (asd) L E (asd) R E (asd) Hort, tong Vert Hod:. Vert Hork Vert Horis Vert Hoch Vert Horiz Vert Hod, Vert Hock Vert Mork Vert Hors, Vert Hod. Vert Martz Vert - 070 (010) 180 - - (2.50) 0.93 2.60 (590) (170) 170 350 (510) 1130) (210) (1.30) (210) (030) 100 030 (1.00) _ 0.700 1.00 1.00 - _ _ _ _ _ - (0.100) 2.500 1.00 1.00 1.00 1.00 _ _ _ - _ - - - _ - - 0.700 1.00 1.00 - - 1.00 1.00 • - - - _ - - .• _ •_ _ - - (0.075) 2.050 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - - - - - _ _ - (2.500) 1.600 1.00 1.00 _ _ _ 1.00 1.00 - - - _ _ _ _•_ _- 2.600 (5.209) 1.00 1.00 - - - - - 1.00 1.00 - - - •- - (1.700) 2.400 1.00 1.00 - - - _ - • 1.00 1.00 - _ _ _ _ _ _ 3.500 (4.400) 1.00 1.00 - - _ - - 1.00 1.00 - r . (1300) (1.4(10) L00 1.00 _ - ,• _ - _•_ 1.00 1.00 - - - - - - - (1.300) (1.400) 1.00 1.00 - •- - _ - _ - - - . • 1.00 1.00 • - - - (0.300) 1.700 1.00 1.00 - _ - _ - - _ - - - 1.00 1.00 - - _ _ 0.300 (0.300) 1.00 1.00 - .• _ _ - _ . _ _ - _ - 1.00 1.00 • 1.000 1.700 1.00 1.00 _ _ - •. - • - _ _ - _ - - 1.00 1.00 (2.575) 2.950 1.00 1.00 0.75 0.75 0.75 0.75 1.00 3.00 - - - • - - - - - 2.525 (3.8504 1.00 1.00 0.75 0.75 ` 0.75 0.75 - • 1.00 1.00 • - - - - _ - - - (1.775) 3.750) 1.00 1.00 0.75 0.75 0.75 0.75 • - - - 1.00 1.00 - -•- - - 3A25 (3.050) 1.00 1.00 0.75 0.75 0.75 0.75 - • - _ - 1.00 1.00 - - - - • - - - (1.375) (0.050) 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - 1.00 1.00 - - - - - - - (1.375) (0050) 1.00 1.00 0.75 0.75 0.75 0.75 _ _ - - - - - - 1.00 1.00 - - - • • (0.375), 3.050 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - 1.00 1.00 - • - 0.225 1.050 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - - - - - 1.00 1.00 - 0.925 3.050 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - - - - - - - - _ - LW 1.00 (2.500) 1.320 0.60 0.60 - - - 1.00 1.00 - - • - _ - _ - - _ _ _ - 2.600 (5.480), 0.60 0.60 • - -•-• 1.00 1.00 - - - - •- - - - - (1.700) 2120 0.60 0.60 - . _ - _ - - 1.00 1.00 _ _ _ _ .. _ - _ _ . 3500 (4.680) 0.60 0.60 - - _ _ _ 1,00 1.00 _ - _ _ _ - - • _ _ (1.300) (1.680) 0.60 0.60 - - - - - - - - - 1.00 1.00 - . - - • (1.300) (1680) 0.60 0.60 _ _ . • - _ . _ _ _ _• 1.00 1.00 - - -• (0.300) 1420 0.60 0.60 . .• _ _ -•_ _ _ - _ - 1.00 1.00 _ _ - _ 0.300 (0.580) 0.60 0.60 - _ - _ _ _ - _ - I.00 1.00 - • 1.000 1.420 0.60 0.60 - - . _ _ _ . _ - • . _ • _ - 1.00 1.00 Max 3500 Min (2.575) (5.480) Vv% 3 -• 1,11 ' 3.750 215?S 2• ?6 210c° -- 5 A1:5 Metal Building Loading Combinations: Column 3-0 . D i Wind and Seismic 0 (Eq. 16.8) 0+ L (Eq. 16.9) D * 5 (Eq. 16-10 D+0.75(L+5) D * 0.6W11 ) (Eq. 16-12) D+0.6W,, (Eq. 16-12) Ds 0.6W, (Eq. 1612) D + 0.6Wu) (Eq. 16-I2) D+0.6W1,„p (Eq. 16-12) o+ 0.6Wz )(Eq. 1612) D + 0.7E, (Eq. 16-12) 0+ 0.76, (Eq. 16-12) D +0.7E,,,,s (Eq.16-12) D+ 0.75(1+5 + .6W,, )(Eq. 16-13) D+0.75 (l*5 + .6W,,) (Eq. 16-13) D+0.75 (L+5 + .6Wp ) (Eq. 16-13) 0 + 0.75 ( l+S +.6Wu) (Eq. 16-13) D +0.75 (1*5 • .6W,„.r) (Eq.1613) D + 0.75)1+5 + ,p)(Eq. 16.13) 0+ 0.75) L+5 + .7E,) (Eq.16-13) D + 0.75 ( 1.+5 +.7Es) (Eq. 16-13) 11+0.75 ( l+S + ,7E„,„„) (Eq. 1613) 0.60 + 0.6W,, ((Eq. 16-15) 0.60 + 0.6Wu (Eq. 16-15) 0.6 D + 0.6W, a (Eq. 16-15) 0.60 + 0.6Wu ) (Eq. 16-15) 0.60+0.6W1,ys (Eq. 1615) 0.60.0.6W1„p) (Eq. 16-15) 0.60 +0.7E1 (Eq. 16-16) 0.60 * 0.7E (Eq. 16-16) 0.60+0.7E (Eq. 16-16) vww, . Rx(Harz) Re(Vert) D D L L S 5 W (esd) Ll. W(asd) R1. W(asd) L2 W(asd) R2 W(asd) longl W(asd) Long2 E(asd) l E(asd) R E.(asd) Long Horiz Vert Hartz Vert Hot)z Vert Horiz Vert Horiz Vert Hors Vett Horiz Vert Horn Vert Horiz Vert Hor)z Vert Hartz Vert Hartz Vert 0 70 (010) 1.80 - - (2 50) 0.90 2 60 i5 90) (1 70) 1.70 3.50 (5.10) (130) (4.40) (1.30} (4 40) (0 30) 1 00 0.30 (1 CO) - (11 40) - (0.700) i.99 1.00 - - - - - - _ - - - _ - - - (0.100) 1.100 1.00 1.00 1.00 1.00 - - - - - - - - - - - - - - - - - - (0.700) 100 1.00 - - 1.00 1.00 - - - - - - - _ . _•_ (0.07S) 0.650 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - _• - - •_ - •_ _ . (2.500) 0.200 1.00 1.00 - - - • 1.00 L00 - - - - - - - - - _ - 2.600 (6.600) 1,00 1.00 - - - - - - 1.00 1.00 - - - - - - - - - - _ - . (1.700) 1.000 1.00 L00 - - - - - - - - 1.00 1.00 - - - - - - - - - 3500 (5.800) 1.00 1.00 - - - - - _ -•- 1.00 1.00 - - - - - - (1300) (5.100) 1.00 1.00 - - - - - - -• - - 1.00 1.00 - - _• - _ - (3.300) (5.300) 1.00 1.00 - - - _ - • _ - 1.00 1.00 _ _ _ (0.300) 0300 1.00 1.00 - - - - _ - _• - - _ _ _ 110 1.00 - - _ - 0300 (1.700) 1.00 1.00 - - - - - - •- - - _ _ 1.00 1.00 - - 1.000 0.300 1.00 1.00 - - - - -•- - - - - - - - - • - 1.00 1.00 (2575) 1.550 1.00 1.00 0.75 0.75 0.75 0.75 1.00 1.00 - - - - - - - - - - _ - - • - 2,525 (5.250) 1.00 1.00 0.75 0.75 0.75 0.75 - - 1.00 1.00 - - - - - - - -•- - -• _ (1.775) 2.350 1.00 1.00 0.75 0.75 0.75 0.75 - - - • 1.00 1.00 - • - • - - - - -•_ _ 3A25 (4.450) 1.00 1.00 0.75 0.75 0.75 0.75 - •- - - - 1.00 1.00 - - - - - - - - - - (1375) (3.750) 1.00 L00 0.75 0.75 0.75 0.75 - - - - - - - - 1.00 1.00 - - -•.•- - (1.375) (3.750) 1.00 1.00 0.75 0.75 0.75 0.75 - •- - - - - - - - 1.00 1.00 - • - - - (0375) 1.650 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - - - - - - - 1.00 1.00 - - - - 0.225 (0.350) 1.00 1.00 0.7S 0.75 0.75 0.75 - •- - - - - - - - - 1.00 SAO - . 0925 1.650 1.00 L00 0.75 0.75 0.75 0.75 - - - - - - - - - - - - - - - - 1.00 1.00 (2.500) (0.080) 0.60 0.60 - - - - 1.00 1.00 - - - _ - • - _ _ - - _ - 2.600 (6.880) 0.60 0.60 - - - - - - 1.00 1.00 - - - _ - - - - _ _ - (L700) 0.720 0.60 0.60 - - - _ _ - - - 1.00 L00 - - - - - - - - - - 3.500 (6.080) 0.60 0.60 - - - - _ - _ - 1.00 1.00 - - - - - _ -• . - (13001, (5.380) 0.60 0.69 - _ - _ - _ _ 1.00 1.00 - - - - .. - _ (1300) (5.380) 0.60 0.60 - - - _ - _ - - _ - 1.00 1.00 - _ - - - - (0.300) 0.020 0.60 0.60 _ _ _ _ _ _ _ - . - 1.00 1.00 - - - _ 0.300 (1.980) 0.60 0.60 - - _ _ _ _ - _ - • - - 1.00 1.00 - - 1.000 0.020 0.60 0.60 - - - - - -• - - - - - - •- . _ _ - 1.00 1.00 Max 3.500 2.350 Min (2.575) (6.880) 1 .50 Z,s15 .5s 2, _c.e , Metal Building Loading Combinations: [ Column 2-0 o ,!(Wind and Se(smk 0 (Eq. 168) D + L (Eq.16-9) 13+5 (Eq. 16-10 0+0.75(1.+5) D+ 0.6Wu) (Eq. 16-12) A ♦ 0.6Wu (Eq.16-12) D + 0.6Wu (Eq. 16-12) D + 0.6Wu) (Eq. 16.12) A+(Eq. 16-11) 0 +0.6W 1(Eq. 16-12) D +0.7E, (Eq. 16.12) D • 0.74 (Eq. 16-12) ➢ +0.7E. (Eq. 16-12) 0+0.751 L+5+.6Wi1 ) (Eq. 16-13) 0 + 0.751 L+5+.6Wy ((Eq.16-13) D+0.75 (1+5 + .6Wu) (Eq. 16-13) 0 +0.75 (L+5 + .6W,a) (Eq. 16-13) 0 +0.75 ( L+5 + ) (Eq, 16-13) D +0.75 ( L+5 +.6We,) (Eq. 16-13) D +0.75 ( L+5 +.7E, ) (Eq. 16-13) D +0.75 (L+5 +.7E5) (Eq. 16-13) D+0.75 (1+5 +,7E<„,r) (Eq. 16-13) 0.60 + 0.6W1n ) (Eq. 16- 15) 0.6D +0.6W,i (Eq. 16-15) 0.60 + 0.6Wu (Eq. 16-15) 0.60 + 0.6Wzz) (Eq. 16-15) 0.60 +0.6W10,, (Eq. 16-15) 0.60 + 0.6Wz) (Eq. 16.15) 0.60 + 0.7E, (Eq. 16161 0.60 + 0.7E4 (Eq. 16-16) 0,60 +0.7Ee,,,t (Eq. 16-16) Rx (Horiz) Re (Vert) 0 D L L S 5 W (asd) LS W (and) RL W (and) L2 W (asd) R2 W (asd) Longi W (and) Long2 E (asd) L E (asd) R E (asd) Long Horiz Vert Horiz Vert Hartz Vert Hartz Vert Hartz Vert Hartz Vert Hartz Vert Hartz Vert Hartz Vert Hertz Vert Horiz Vert Horiz Vert • 110 10.20) 370 - (5.10) 170 490 111.30) (320) 350 680 (940) (320) (730) (320) (730) (0.70) 190 070 (1.90) • (180) - (0300)_ 1.00 1.00 - - (0.200) 3.400 1.00 L00 1.00 1.00 - - - _ - - - - - _ - _ _ . • (0.300) 1.00 1.00 - - 1.00 1.00 - • - _ - - _ _ - _ . (0.150) 2.475 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - - - - - • _ - - (5.100) 1.400 1.00 1.00 - • 1.00 1.00 - _ - - _ _• _ - 4.900 (11.600) 1.00 1.00 - - - - 1.00 1.00 - - _ - - - - _ - (3.200) 3.200 1.00 1.00 - - - - - - 1.00 1.00 • _ _ - - •_ _• . 6.800 (9.700) 1.00 1.00 - - - - - 1.00 2.00 - - - (3.200) (7.600) 1.00 1.00 - - - - - 1.00 1.00 - - _ - (3.200) (7.600) 1.00 1.00 - _•- - _•_. _ _ - - 1.00 1.00 - • - - - (0.7001 1.600 1.00 1.00 - - • - _•- _•- _ - 1.00 1.00 - - - • 0.700 (2.200) 1,00 1,00 - . _ _ - - •_ _• - _ _ _ _ 1.00 1.00 - - 1.000 0.700 1.00 1.00 - _ _ - - _ - • - _ _ - - - 1.00 1.00 (5.250) 4.175 L00 1.00 0.75 0.75 0.75 0.75 1.00 1,00 - - - - - - - . - - - •- - - 4.750 (8.825) L00 1.00 0.75 0.75 0.75 D.75 - - 1.00 1.00 • - -•- - - - - - - (3.350) 5.975 1.00 1.00 0.75 0.75 0.75 0.75 •- - L00 1.00 - • - •- - -•-• 6.650 (6.925) 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - 1.00 1.00 • - - - -• - - - (3.350) (4.825) 1.00 1.00 0.75 0.75 0.75 0.75 - - - - 1.00 1.00 - - - - - - (3.350) (4.825) 1.00 1.00 0.75 0.75 0.75 0.75 - - - - • - - 1.00 1.00 - - - - - (0.850) 4.375 1.00 1,00 0.75 0.75 0.75 0.75 - - - - -• - - - - - - 1.00 1.00 - - • - 0.550 0.575 1.00 L00 0.75 0.75 0.75 0.75 - • - - - - - - - - - - 1.00 1.00 - - 0.850 3.475 1.00 1.00 0.75 0.75 0.75 0.75 - • - - - - -•- - - - - - 1.00 1.00 (5.100) 0.960 0.60 0.60 - •- - 1,00 1.00 - - - - - - - - -• - 4.900 (12.040) 0.60 0.60 - - - - 1.00 _ L00 • . _ _ _• - - (3.200) 2.760 0.60 0.60 - - - - •- - 1.00 1.00 - - - - - - - • - 6.800 (10.140) 0.60 0.60 - -• - - - - - 1.00 1.00 • - - - - - - - - - 13.200) (8.040) 0.60 0.60 - - - - - - - - -• - - 1.00 1.00 - - _ - (3.200) (8.040) 0.60 0.60 - - - - - • - - - - - - 1.00 1.00 - - - (0.700) 1.160 0.60 0.60 - - - _ _ _ _• _ - • 1.00 1.00 - - - - 0.700 (2,640) 0.60 0,60 _ _ _ - _ _ - _ - - - - _ 1.00 1.00 - . 1,000 0.260 0.60 0.60 -• - _ _ - - - _ _ _ _ _• 1.00 1.00 Max 6.800 5.975 Min (S.250) (12.040) 14. .•- 3.35 4.7o V 9.10 .975 4.05 12 014 v co 0 Ni N Metal Building Loading Combinations: r �� _ Column 3-A I Wind and Seismk D (Eq. 16.8) D +1 (Eq.16-9) D +S (Eq. 16-10 D+0.75(L+5) 0+ 0.6W,, )(Eq. 16-12) 0+0.6Wu (Eq. 16-12) 0 + 0.6W,, (Eq. 16-12) D + 0.6Wq ) (Eq. I6-12) D+0.6W r (Eq. 16.12) D+ 0.6W,�1 ) (Eq.16.12) 0 +0.7E, (Eq. 16-12) 0+ 0.7E,, (Eq. 16-12) D +0.7E,„„, (Eq. 16-12) D+0.75 (L+5+ .6W,, ) (Eq. 16.13) 0+0.75 (1.+5+ ,6WP1 ) (Eq. 16-13) D + 0.75 (1+5 + .6W,, ) (Eq. 16-13) 0+0.75 ( L+S +.6Wq ) (Eq. 16-13) D + 0.75 (1+5 • ) (Eq. 16-13) D +0.75 (1+5+.6W ) (Eq. 16-13) 0 + 0.75(L+5 +.7Es)(Eq. 16-13) D+0.75(L+5+.7Ex) (Eq. 16-13) 0+0.75(L+5+.7E. )(Eq. 16-13) 0.60 +0.6Wi1 ) (Eq. 16-15) 0.60 0.6W,, (Eq. 1615) 0.60 + 0.61k, (Eq. 16.1E ) 0.60 ) (Eq. 16-15) 0.60 +0.6We„n (Eq. 1615) 0.6D + ) (Eq. 16-15) 0.60 + 0.7E, (Eq. 16.16) 0.6D + 0.7E, (Eq. 16.16) 0.60+ 0.7E.,y (Eq. 16-16) 1't x Rr (Hartz) Fix (Vert) D D 1 l S S W (asd) LI W (asd) RI W (asd) l2 W (asd) R2 W (asd) Lonj1 W(asd) Long2 E(asd) l E laud) R E(asd) long Horiz Vert Horh Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Hort Vert Horiz Vert Hail Vert - 050 010 170 - - (220) (5.50) 2.90 3.10 (300) 44801 210 390 150 (370) 1.50 (370) (040) 11.00) 040 100 - (120) - (0.700) 1.00 LOD - - •0.100 1.000 1.00 1.00 1.00 1.00 _ _ - - _ - - _ _ _ - _ - - (0.700) 1.00 1.00 - - 1.00 1.00 - • - - _•_ _ - •_ _ - _ - 0.075 0.575 1.00 1.00 0.75 0.75 0.75 0.75 - - - - -•- .• - -• - (2.200) (6.200) 1.00 1.00 - - - 1.00 1.00 - •. _ _ - _ _ _ . _ . 2.900 2.400 1.00 1.00 - _ _ - 1.00 1.00 - - _•_ _ - _ .. (3.000) (5.500) 1.00 1.00 - - - - - - - 1.00 1.00 - • _ - - _ _ -- 2.100 3.200 1.00 1.00 - - - - - - - 1.00 1.00 _ _ _ _ - 1.500 (4.400) 1.00 1.00 - •_ _ _ . - - - 1.00 1.00 - - _ _ . 1.500 (4.400) 1.00 1.00 - _ _ - • _ _ _ _ _ 1.00 1.00 - - - - - - (0.400) (1.700) 1.00 1.00 - - - - - - - - - • - - 1.00 1.00 - - - - 0.400 0.300 1.00 1.00 - _ _ _ _ _ _ _ 1.00 1.00 - 1.000 0.300 1.00 1.00 - - _• - - _ _• - _ - 1.00 1.00 (2.125) (4.915) L00 1.00 0.75 0.75 0.75 0.75 1.00 1.00 - - - -• - - . - 2.975 3.675 1.00 1.00 0.75 0.75 0.75 0.75 - - 1.00 1.00 - -• - - - - - - - - - (2925) (4.225) 1.00 1.00 0.75 0.75 0.75 0.75 - - - 1.00 100 - - - - - -•- - - 2.175 4.475 1.00 1.00 0.75 0.75 ' 0.75 0.75 - - . - 1.00 1.00 - - - - - - - - 1575 (3.125) 1.00 L00 0.75 0.75 0.75 0.75 - - - - - - - 1.00 1.00 - -•- - - - 1.575 (3.125) 1.00 1.00 0.75 0.75 0.75 0.75 - - - . • - - - - 1.00 1.00 - - - - - (0,325) (0.425) 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - - - - - 1.00 1.00 - - - - 0A7S L575 1.00 1.00 0.75 0.75 0.75 0.75 • - - - - - - - - - - 1.00 1A0 1.075 1575 1.00 1.00 0.75 0.75 0.75 0.75 - -•- - .• - - - - - - - - 1.00 1.00 (2.209) (6.400) 0.60 0.60 - - - 1.00 L00 - - - - - • - _ _ _ _ _ _ _ - 2.900 2.200 0.60 0.60 - - - 1.00 1.00 - _ - _ - (3.0001 (5.700) 0.60 0.60 - - - - - - 1.00 1.00 _ _ _ _ _ - _ _ 2.100 3.000 0.60 0.60 • - - - - - - - - 1.00 1.00 - - -•- - - - - 1.500 (4.600) 0.60 0.60 - - _ _ _ - _ _ 1.00 1.00 - _• - _ _ - 1.500 (4.600) 0.60 0.60 - - - - - _ _ - _ - 1.00 1.00 - -•- (0.400) (1.900) 0.60 0.60 - •_ _ - _ _ - _ - 1.00 1.00 - - 0.400 0.100 0.60 0.60 - - _ - - _ - _ _ _ •_ .. _ - 1.00 L00 - - 1.000 0.100 0.60 0.60 - - - _ _• . - _ _ . • _ _ - - 1.00 1.00 2.975 4.475 (3,000) (6.400) 3.015 r} •47 3.00 - S•?O S.2O --6,.40 qt1 C Metal Building Loadingin�Combinations:l Column 2-A I; o JWlnd and Seismic 0 (Eq. 16-8) n r L (ES. 16-9) D+S (Eq. 16-10 0+0.75 (1+5 ) 0+0.6W,, )(Eq. 16-12) D+0.6W (Eq.16-12) D • 0.6W , (Eq. 16-12) 0 +0.6W,0(Eq.16-12) 0 + (Eq. 16-12) 0 +ObW ) (Eq. 16-12) D+0.7E, (Eq. 16.12) D+ 0.7E, (Eq. 16-12) 0 +0.7E4 (Eq. 16.12) 0 +0.75 (1+5 + ) (Eq. 16-13) 0 +0.75 (1+5+ •6W,r ) (Eq. 16-13) D + 0.75 (L+5 + .6Wt.2) (Eq. 16.13) D + 0.75 (1.+5+-6WN )(Eq. 16-13) D +0.75 (1+5+AWr,,,,) (Eq. 16-13) 0 +0.75 (L+5+.6W ) (Eq. 16-13) 0+0.75 (1+5 + .7E, ) (Eq. 16-13) D +0.75 (1+5 + .7E, ) (Eq. 16-13) 0+0.75 (1.+5 4.7E«„ ) (Eq. 16-13) 0,60 + 0.6Wss) (Eq. 16- 15) 0.60+0.6W,s (Eq.16-15) 0.60 + 0.6W,, (Eq.16-15) 0.6D + 0.6 W,z ) (Eq. 16.15) 0.60 +(Eq. 16.15) 0.60 +0.6W, ) (Eq. 16-1S) 0.60 + 0.74 (Eq. 16-16) 0.6D + 0.7E, (Eq. 16-16) 0.6D +0.1E� (Eq. 16-16) Max Min Rx (Hori:) Rx (Vert) 0 0 t L S 5 W (and) 11 W (and) R1 W (asd) L2 W (asd) R2 W (asd) Lang1 W (and) long2 E (asd) L E (asd) R E (asd) Long Hodi Vert Hertz Vert Hotta Vert Horl: Vert Hartz Vert Hark Vert Hors Vert Horn Vert H0112 Vert Hori2 Vett Hartz Vert Had: Vert • 0.80 0.20 3 50 - (3 70). (10 50) 5 40 5 60 (5.60) (8.70) 3.50 7.40 3 50 (6.00) 3.50 (6 00) (060) (1.90) D 60 1.90 - (1 20) (0.400) 1.00 1.00 - - -• 0.200 3.100 1.00 1.00 1.00 1.00 _ - - - _ - _ _ - _ - _ - - _ _ _ _ - - (0.400) 1.00 1.00 - - 1.00 1.00 _ _ - _ .. _ - - _ - _ - - - - - - 0.150 2.225 1.00 1.00 0.75 0.75 0.75 0.75 - - - _ - - _ .. _ - - - _ - - - (3.700( (10.900) 1.00 1.00 - - - - 1.00 1.00 - - - _ _ _ _ _ _ _ - _ - - _ 5.400 • 5.200 1.00 1.00 - - • - - - 1.00 1.00 - -• - _ _ _ - _ -•_ (5.600) (9.100)' 1.00 1.00 - - - _ _ - - - 1.00 1.00 - - - _ - _ _ _ 1 - 3500 7.000 1.00 1.00 - - - - - - _ - • 1.00 1.00 _ - _ - - - - •_ 3.500 (6.400) 1.00 140 - _ - - _ _ _ - _ _ _ - 1.00 1.00 - _ _ _ + _ - _ _ 3..500 (6A00) 1.00 L00 - - - - - - - - - - _ _ - - 1.00 1.00 - - - - - (0.6001 (2.300) 1.00 1.00 - - _ _ _ _ - _ _ _ •- _ - 1.00 1.00 - - - 0.600 1.500 1.00 1.00 - - - - • - - - - - _ _ - - _ - _ L00 200 1.000 0.600 1.00 1.00 - - - - _ _ _ _ _ - _ - _ _ _ - _ _ _ _ 1.00 1.00 (3.550) (8.275) 1.00 1.00 0.75 0.75 0.75 0.75 1.00 140 - - - - - - - - - - - - - _ 5.550 7.825 1.00 1.00 0.75 0.75 0.75 0.15 - 1.00 1.00 - _ - - -• - - - - - _ - (5.450) (6.475) 1.00 1.00 0.75 0.75 0.75 0.75 - - - - 1.00 140 - - - - - - - - - - _ 3.650 9.625 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - L00 1.00 - - - - - - - _ - • 3.650 (3.775) 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - _ - 1.00 1.00 - - - _ - - 3.650 (3.775) 1.00 1.00 0.75 0.75 0.75 0.75 - - - - _ - _ - _ - 1.00 1.00 - - _ - (0.450) 0.325 1.00 L00 0.75 0.75 0.75 0.75 • - • - _ - _ - - 1.00 1.00 - - - - 0.750 4.125 1,00 1.00 0.75 0.75 0.75 0.75 - - _ - - - - _ - - . 1.00 1.00 1.150 3.225 1.00 1.00 0.75 0.75 0.75 0.75 - _• _ - - - - - - _ _ _ 1.00 L00 (3.7(10)+ (11320) 0.60 0.60 - - - - 1.00 1.00 - - - - - - - - - - - - - - 5.400 4.880 0.60 0.60 - - - - - - 1,00 100 - - - - - - -• - - - (5.600) (9.420) 0.60 0.60 - _ . _ _ _ 1.00 1.00 - _ - - - - - - - - 3.500 6.680 0.60 0.60 • _ _ _ - _ _•- L3D 1.00 _ _ _ _ _ - _ _ _ 3.500 (6.720) 0.60 0.60 - _ _ _ _ - _ _ _ - - 1.00 1.00 - - _ _ _ _ 3.500 (6.720) 0.60 0.60 - - _ _ _ - _ _ - _•_ _ 140 1.00 - - - - - (0.600) (2.620) 0.60 0.60 - - _ _ _ _ - _ - _ _ - _ - - _ 1.00 1.00 0.600 L180 0.60 0.60 - _ - - _ _ _ - - - _ - _ - - _ _ - 1.00 1.00 - - 1.0D0 0.280 0.60 0.60' - •- - - - - - - -• - - - - . - 1.00 1.00 5.550 9.625 (5.600) (11.220) V .55(j `7.'W S 3. -9.4S 3:7 0 _ t ! .22 Metal Building Loading Combinations: r I CA mur 1-A f 1450 4. f WMd and Seismic 0 (Eq. 16.8) 0 +L (Eq, 16.9) 0+S (Eq. 16-10 0+0.75(U5) 0+0.6Wu ) (Eq. 16-12) 0+ 0.6W,, (Eq. 16-12) 0+0.6W,,(Eq. 16.12) 040.6Wp) (Eq. 16-12) D+O.6WL,ys (Eq. 16.12) O +0.6Wi„0) (Eq. 16-12) 0 +0.7E, (Eq. 16.12) 0 + 0.7E, (Eq. 16-12) 0+0.7E„,y (Eq. 16-12) D + 0.75 (1+5 + .6W,, ) (Eq. 16-13) 0 +0,75 (LK+.6Wrt) (Eq. 16.13) 0+0.75 (L+5 + .6W2) (Eq. 16-13) D +0.75 (1.+5 +.6WR,) (Eq. 16-13) D +0.75 (1+5 +.6Wi„Ki) (Eq. 16-13) D +0.75 (1+5 + ) (Eq. 16-13) 0+0.75 (L+5 + .7E,) (Eq. 16.13) D+0.75 ( L+S+.7E, ) (Eq. 16-13) 0 +0.75 ( L+S +.7E,,, ) (Eq. 16-13) 0.60+ 0.6Wu ) (Eq. 16.15) 0.60 + O.6W as (Eq. 16.15) 0.60 + 0.6W,, (Eq. 16.15) 0.6D+0.6W,,) (Eq. 16.15) 0.6D+0,6W,,,,p (Eq. 16-15) 0.60+) (Eq. 16-15) 0.60 + 0.7E, (Eq. 16.16) 0.60 + 0.7E, (Ee. 16.16) 0.6D + 0.7E,,,,, (Eq. 16-16) Max Min 1X> D Rx (Horiz( Rx (Vert) D D t L 5 5 W (asd) L1 W (asd) Rl W (asd) L2 W tasdj R2 W (asd) Long1 W (asd) Low E (aid) L E (asd) R E (asd) Long Hord Vert Hord Vert Rork Vert Hord Vert Herd Vert Hord Vert Hord Vert Hord Vert Hord Vert Hertz Vert Hort/ Vert Hord Vert 050 010 170 - - (2.20) (5.50) 2.90 3.10 (3.00) (4.80) 2.10 390 1.50 (1.701 1.50 (1.70) (0.40) (1.00) 040 1.00 - - 0.500 1.00 1J30 - - - • _ _ .. _ _ - 0.100 2.200 1.00 1.00 1.00 1.00 - - - - .. - - - - - -• - _ _ - 0500 1.00 1.00 1.00 1.00 - - _• _ .. _ _ - _ 0.075 1.775 1.00 1.00 0.75 0.75 0.75 0.75 - - - - . _ - - - - (2.200) (5.000) 1.00 1.00 - - 1.00 1.00 - -• -• - _ - - - _ _ - - 2.900 3.600 1.00 1.00 - - - - - 1.00 1.00 - - - _ _ - - _ _ _ - (3.000) (4.300) 1.00 1.00 - _ _ - - - - 1.00 1.00 - - - - - - - - 2100 4.400 1.00 1.00 - - - - - - - - - - 1.00 1.00 - - - - - - - - 1.500 (1.200) 1.00 1.00 - _ - - .. _ _•- _ - L00 1.00 - - - - _ _ 1.500 (1.200) 1.00 1.00 - _ - •_ . - 1.00 1.00 - - - - - - (0.400) (0500) 1.00 1.00 - - - - - - - - - - - L00 1.00 - - 0.400 1500 1.00 1.00 - - • - •- - _ - - - - _ _ 1.00 1.00 1.000 1.500 1.00 1.00 - - _ - _ - _ - - • - - _ - - _ 1.00 1.00 (2.125) (3.725) 1.00 1.00 0.75 0.75 0.75 0.75 1.00) 1.00 - - - - - - - - •- - •- - - - 2.975 4.875 1.00 1.00 0.75 0.75 0.75 0.75 - 1.00 1.00 - - - - - - - - - - - - (2925) (3.025) 1.00 1.00 0.75 0.75 0.75 0.75 - _ - 1.00 1.00 - - - - - - - - •- 2.175 5.675 1.00 1.00 0.75 0.75 0.75 0.75 - _ - - - 1.00 1.00 - - - . - - - - - - 1.575 0.075 1.00 1.00 0.75 0.75 0.75 0.75 - - • - - - 1.00 1.00 - -t - - - - - 1575 0.075 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - - - - - 1.00 1.00 - - - - - • (0.325) 0.775 LOD 1.00 0.75 0.75 0.75 0.75 - • - • - - •-•- - L00 1.00 - - - 0.475 2.775 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - - •- - 1.00 1.00 - - 1.075 2.775 1.00 1.00 0.75 0.75 0.75 0.75 - - - - - - - - -• - - - L00 1.00 (2.200) (5.200) 0.60 0.60 - - 1.00 1.00 - _ _ _ _ _ _• - _- 2.900 3.400 0.60 0.60 - - _ - - 1.00 1.00 - _ - - - - . _ _ - (3.000) (4500) 0.60 0.60 - - - • - - - - 1.00 1.00 - - - - - - - - - - 2.100 4.200 0.60 0.60 • - - • - - - _ _ _ 1.00 1.00 1500 (1.400) 0.60 0.60 - . . - _ .. _ - - 1.00 1.00 - •- - - . - L500 (1.400) 0.60 0.60 - _ _• - _ - - - - - - L00 1.00 _ - - _ . (0.400) (0.700) 0.60 0.60 - - • - _ - - - _ _ - - 1.00 1.00 0.400 1300 0.60 0.60 • _ - _ _ - •- - _ - _ - - - - _ 1.00 1.00 1000 1.300 0.60 0.60 - _ - - _ - _ - _ - _ - 1.00 1.00 2.975 5.675 (3.000) (5.200) 2Al- N 2.17 54 It o _3.od '‘ s.(..-75� _u 50 V i't'i be , Itilt ZZ 10 I. 6 abed AnderscnChase A STRUCTURAL ENGINEERING CORPORATION 552 I • SUITE B - I OOTN Sr SW. LAKEWOOD, WA 98499 PROJECT JOB # DESIGNED DATE CHECKED Page 12 of 22 SHEET OF DATE 5521 100th Street SW, Suite B, Lakewood, Washington 98499 (253) 212 - 2310 Anders®nChase A STRUCTURAL ENGINEERING CORPORATION 4- 552 I - SURE B - I OOtH Sr SW. LAKew000. WA 98499 PROJECT JOB # DESIGNED CHECKED Page 13 of 22 SHEET OF DATE DATE 5521 100th Street SW, Suite B, Lakewood, Washington 98499 (253) 212 - 2310 AndersenChase A STRUCTURAL ENGINEERING CORPORATION 552 1 - Surrt B - I OOTN ST SW; LAKEWOOD, WA 98499 PROJECT Page 14 of 22 JOB # SHEET OF DESIGNED DATE CHECKED DATE �-J V 2.c("1 St - 5 47 S 2r17 J 4-i75 yam- I _ .A. _' c' 40 5521 100th Street SW, Suite B, Lakewood, Washington 98499 (253) 212 - 2310 Anders r Chase A STRUCTURAL ENGINEERING CORPORATION 552 I • SuITE B - 1 OOT.i ST SW. LAKEWOOD. WA 98499 PROJECT JOB # DESIGNED CHECKED Page 15 of 22 SHEET OF DATE DATE 5521 100th Street SW, Suite B, Lakewood, Washington 98499 (253) 212 - 2310 An1ersenChase A STRUCTURAL ENGINEERING CORPORATION 552 I - Sunt 8 - I0OTM ST SW. L, ew000, WA 98499 PROJECT JOB # DESIGNED CHECKED Page 16 of 22 SHEET OF DATE DATE 7-1(pe- c,(2-to 1 A,-4' E'er. ` .b-7S Z. L? S 5. OS 1n.4.41S1 yeti 2.2,c — 5 ac.) v'.w VI1J 5521 100th Street SW, Suite B, Lakewood, Washington 98499 (253) 212 - 2310 Page 17 of 22 Page 18 of 22 • Is 16'-8" OUT —TO —OUT OF STEEL ENDWALL FRAMING AT LINE 1 TR-8, 1R-338 Panel Start Panel Start SHEETING & TRIM AT LINE 1 PANELS: 26 Go. "R" Panel NOTE: 1. Conceptual drawings based on estimate. Not approved for permit, construction, or any subsequent design based on these drawings. 2. Preliminary member depths and clearances shown ore based on automated computer based design. Subject to change based on actual design by a licensed engineer. STEEL BUILDINGS A NIi1CC90 °cam y DRAWING NAME : ENDWALL FRAMING CUSTOMER : CASCADE ENGINE CENTER ADTN. OUOTE NO O 41050 1 DATE N 6/18/14 16'-8" OUT —TO —OUT OF STEEL r—_ ENDWALL FRAMING AT LINE 3 1 1 /2" 12 0 in In NOTE; 1. Conceptual drawings based on estimate. Not approved for permit, construction, or any subsequent design based on these drawings. 2. Preliminary member depths and clearances shown ore based on automated computer based design. Subject to change based on actual design by a licensed engineer. TR-1 0 N 1 C) 1 L,2°-10".4 Panel Start Panel Start SHEETING & TRIM AT LINE 3 PANELS: 26 Go. "R" Panel STEEL BUILDINGS A P4IlaCCESM Company DRAWING NAME : ENDWALL FRAMING CUSTOMER : CASCADE ENGINE CENTER ADTN. C) (D O 0 DATE QUOTE NO. 41050 n) 6/18/14 40'-0" OUT —TO —OUT OF STEEL SIDEWALL FRAMING AT LINE A (Gutter with 2 downspouts) TR-2 I I 1 I too jti 00, 0 l CO 0 I its 0 i a0 0 i GD 0 i "co 0 I lc 0 i la 0 I co 0 I co 0 t CO b i 00 b t 00 L J SHEETING & TRIM AT LINE A PANELS: 26 Ga. "R" Panel NOTE: 1. Conceptual drawings based on estimate. Not approved for permit, construction, or any subsequent design based on these drawings. 2. Preliminary member depths and clearances shown are based on automated computer based design. Subject to change based on actual design by a licensed engineer. STEEL BUILDINGS A trrurgcoa Company DRAWING NAME SIDEWALL FRAMING QUOTE NO CUSTOMER : CASCADE ENGINE CENTER ADTN. O_ DATE N 6/18/14 41050 Q7 1 /2" 12 8„ 6'-9 16" I I1'-0 3/8" 13'-3 1/8" 1'-0 1/2"j .' CLEAR +/- 16'-8" OUT —TO —OUT OF STEEL RIGID FRAME ELEVATION glm NOTE: 1. Conceptual drawings based on estimate. Not approved for permit, construction, or any subsequent design based on these drawings. 2. Preliminary member depths and clearances shown are based on automated computer based design. Subject to chonge based on actual design by a licensed engineer. STEEL BUILDINQS A NLJCf?ia COmpary DRAWING NAME : RIGID FRAME ELEVATION CUSTOMER : CASCADE ENGINE CENTER ADTN. 01.101E NO. 41050 to CD N 0 —h N DALE N 6/18/14 City of Tukwila Department of Community Development August 13, 2014 TORJAN RONHOVDE 14900 INTERURBAN AVE S TUKWILA, WA 98168 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0255 CASCADE ENGINE CENTER - 18435 OLYMPIC AVE S Dear TORJAN RONHOVDE, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • , (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. (BUILDING REVIEW NOTES) 1. Note "B" on Special Inspections, Sheet S1.0, for concrete specifies to SEE SECTION 3.7. That section is not provided on that sheet. Please provide clarification or the Concrete special inspection section 3.7. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • In accordance with WA State Department of Health guidelines for Group A public Water Systems, Public Works has implemented a cross -connection control program to protect the public water system from contamination via cross -connection. Since this project will eventually include alterations to the existing plumbing system (extension of the fire sprinkler system), the entire plumbing system must be brought up to the current standards including installation of an approved backflow prevention devise on the domestic water supply to the building. A REDUCED PRESSURE PRINCIPLE ASSEMBLY (RPPA) shall be installed immediately downstream of the existing permanent water meter. Installation at another location requires the Public Works Director's approval. The RPPA shall be installed in a HOT BOX/ROCK or equal freeze protection enclosure anchored to a minimum 4" thick concrete pad. On your site plan please show location of the existing domestic water meter, proposed RPPA and specify backflow size/manufacturer/ model number and submit backflow cut sheet. Circle backflow to be installed. A separate backflow deficiency letter was mailed to Access Road Partners LLC, property owner on August 8, 2014. The Public Works Director will withhold issuance of this permit until a separate Public Works Construction Type C Permit is applied for the RPPA installation. Applicant has also an option to post a bond for this backflow installation in the amount equal to 150% of the design, installation and testing of the RPPA, together with a letter stating the installation within 90 days. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0255 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Public Works August 7, 2014 Access Road Partners LLC 899999 18435 Olympic Ave S Tukwila, WA 98188 RE: Cascade Engine Center 14835 Olympic Ave S Permit No. D14-0255 To Whom It May Concern: Jiin Haggerton, Mayor Bob Giberson, P.E., Director In accordance with Washington State Department of Health guidelines for Group A Public Water Systems, Public Works has implemented a cross -connection control program to protect the public water system from contamination via cross -connection. Since the project includes alterations to the existing plumbing system (extension of the fire sprinkler system), the entire plumbing system must be brought up to the current standards as set forth in the Uniform Plumbing Code, including installation of approved backflow prevention on the fire line and the domestic water supply to the building. The City has determined that the subject building has deficiencies on the domestic water line. a) Domestic Water A Reduced Pressure Principle Assembly (RPPA), previously called a Reduced Pressure Backflow Assembly (RPBA), shall be installed immediately downstream of the existing permanent water meter. Installation at another location requires the Public Works Director's approval. The RPPA shall be installed in a Hot Box/Hot Rock or equal freeze protection enclosure anchored to a minimum 4" thick concrete pad. Public Works strongly recommends a power supply be provided for the freeze protection enclosure. On your site plan, please show the property line(s), street name, North arrow, building location, and size of existing permanent water meter and proposed RPPA. Show manufacturer name and backflow model number. Submit RPPA cut sheet and circle backflow to be installed. I have enclosed Development Bulletins C5 and A9, which spells out design and installation requirements for cross connection control. The Public Works Director will withhold issuance of the Seattle Favorites Bakery permit until the Permit Center receives plans for installation and test results of subject backflow devices or a bond for domestic water RPPA installation. Backflow installation triggers a Public Works Type C construction permit for which Public Works collects a base application and plan review fee ($250.00 plus 2.5% of construction cost for RPPA installation and backflow testing) when the application is submitted. An additional 2.5% of subject construction cost will be assessed at the time of permit issuance. You need to supply the installation plans consisting of a schematic that clearly shows the location of the proposed RPPA in relationship to the PERMANENT FILE COPY �I� � DZZ ✓ 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-433-0179 • Fax: 206-431-3665 Access Road Partners Page 2 August 7, 2014 property line(s), building perimeter and existing domestic water meter together with a construction cost estimate to the Permit Center. If you opt to bond for the installation, you must provide the following to the Permit Center: 1) an original design and installation estimate, 2) a bond for 150% of the design and installation cost, and 3) a letter stating your intent to install the backflow by a certain date. This must be done before the Permit Center can release this building permit. I have enclosed Public Works Bulletins Aland A2 to help you. Please call Mike Cusick, Public Works Senior Water and Sewer Engineer at (206) 431-2441 if you have any questions. Sincerely, Joanna Spencer Development Engineer JS:jjs enclosures: Public Works Bulletins #A-1, A-2, A-9 and C5 Permit Application cc: Torjan Ronhovdee (W:PW Eng/Other/Joanna Spencer/LetterAccess Rd080714) Joanna Spencer From: Todd Reedy Sent: Thursday, August 07, 2014 8:40 AM To: Joanna Spencer Subject: RE: Cascade Engine Center @ 18435 Olympic Ave S D14-0255 Good Morning Joanna, Regarding Cascade Engine Center @18435 Olympic: - No RPPA installed on 1.5" domestic service for premise isolation. - This address shares the fireline connection with the next door property (18475) which is current on testing. Both properties must have had a common owner at one time. - No irrigation connection. Let me know if you have any questions, Todd From: Joanna Spencer Sent: Wednesday, August 06, 2014 5:02 PM To: Todd Reedy Cc: Han Kirkland Subject: Cascade Engine Center @ 18435 Olympic Ave S D14-0255 Good Afternoon Todd, Are their backflows current ? Joanna ph:(206) 431-2440 fax:(206) 431-3665 Joanna.Spencer@TukwilaWA.gov The City of opportunity, the community of choice. PERMANENT FILE COPY Dit+-02.25 1 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0255 DATE: 09/09/14 PROJECT NAME: CASCADE ENGINE CENTER SITE ADDRESS: 18435 OLYMPIC AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: oq,ttiH Building Division al Mr, A14,4 gr°" I Public Works Fire Prevention Structural Planning Division Permit Coordinator 11 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 09/11/14 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 10/09/14 Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ BUILDING OFFICIAL APPROVAL FOR ISSUANCE INITIAL/SIGN DATE PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0255 DATE: 08/06/14 PROJECT NAME: CASCADE ENGINE CENTER SITE ADDRESS: 18435 OLYMPIC AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Cow Building Division CO0P . \* t L1 Public Works 414/‘ /11A/ (- Fire Prevention Structural cPL Planning Division Permit Coordinator 1 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/07/14 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 09/04/14 Approved Approved with Conditions ❑ Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only ( � CORRECTION LETTER MAILED: lJ^\l's ‘J1 Departments issued corrections: Bldg ' Fire ❑ Ping ❑ PW Staff Initials: mit 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: q Jci'' tq Plan Check/Permit Number: ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued 0 Revision requested by a City Building Inspector or Plans Examiner -PI4- Oz-s Project Name: C c5 cle4oe jJ Fa CA — Project Address: 12)61-• ,S. 00-( (M P I G 4\)S . Contact Person: Tc+2Z iJ RON µ OV0 Phone Number: 206 - Summary of Revision: �i ( 4SEO c5� $1 o 4s t51) "o N tQ€sse3 61/4) @Svv, ro• C5f �.- 013 --b ► 4461MIrcENTER peruint U L4--otL Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 6Av ❑ Entered in TRAKiT on DONOVAN BROTHERS INC Page 1 of 3 Washington State Department of Labor & Industries DONOVAN BROTHERS INC Owner or tradesperson DONOVAN, DARRELL ANDREW Principals DONOVAN, DARRELL ANDREW, PRESIDENT DONOVAN, EFFIE LAURA, VICE PRESIDENT DONOVAN, DEBRA L, SECRETARY DONOVAN, KEVIN MARK, TREASURER Doing business as DONOVAN BROTHERS INC WA UBI No. 601 114 768 PO BOX 818 AUBURN, WA98071-0818 253-939-7777 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. DONOVBI094O5 Effective — expiration 09/25/1991— 03/06/2015 Bond THE HANOVER INS CO Bond account no. 1961748 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 11/16/2010 11/16/2010 Expiration date Until Canceled Bond history Insurance National Fire Ins of Hartford $1,000,000.00 Policy no. 4027177015 07° 44/1 do, &‘\v"12 Received by L&I Effective date https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601114768&LIC=DONOVBI094O5&SAW= 09/22/2014