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Permit D19-0320 - BOEING #2-010 / STEAM HEATING SYSTEM - SUPPORTS FOR NEW UTILITIES AND EQUIPMENT
BOEING #2-01O 1135 S WEBSTER ST BLDG 2-010 EXPIRED 11/5/2021 D19-0320 Parcel No: Address: City of Tukwila Department of Community Development 63U05muthcenterBoulevard, Suhe#1OO Tukwila, Washington 9R188 Phone: 206'431'3670 Inspection Request Line: 206'438'9350 Web site; http://www.TukwilaWA.gov DEVELOPMENT PERMIT 2185000005 Permit Number: O19'0320 1135SVVE8STERSTBLDG2'010 Issue Date: 11/7/2019 Permit Expires On: 5/5/2020 Project Name: BOE|mG#2-0lO Owner: Address Contact Person: Contractor: Name: License No: Lender: BOEING COMPANY THE POBOX 3707k8/[2O-59PROPERTY MARTIN PROBST POBOX ]707 M/[:4G'2OO,SEATTLE, WA, 98124 Phone: (206) 852-085 8OE|NGCOM8PANY THE Phone: (312)544'2555 lOONRIVERSIDE, M/C5UU34O27' [H|[4GO'IL, 60606 1596 BOEINC*294ML Expiration Date: 1/22/2021 THE BOEING COMPANY POBOX 37O7 K8/C46'2O8,SEATTLE, WA, 98124 DESCRIPTION OF WORK: PROVIDE AND INSTALL NEW SUPPORTS FROM THE EXISTING 2-10 BUILDING ROOF STRUCTURE AS REQUIRED TO SUPPORT NEW UTILITES AND EQUIPMENT RELATED TO THE REPLACEMENT OF THE EXISTING STEAM HEATING SYSTEM THROUGHOUT THE BUILDING, Project Valuation: $50,000.00 Type ofFire Protection: Sprinklers: YES Fire Alarm: Type ofConstruction: U|B Electrical Service Provided by: TUKWILA Fees Collected: $1,781.41 Occupancy per IBC: F1 Water District: SEATTL[,TVKVViL4 Sewer District: SEATTLE Current Codes adopted 6ythe City ufTukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: international Fuel Gas Code: ZUlS 2015 2015 2015 2015 National Electrical Code: VVACities Electrical Code: VVA[296`468: Code: VVprhsAc Activities: ChanneUoatinn/6riping: Curb |k: �ebmpH�ent: Flood Control Zone: Hau|ino/OveoizeLuad: Land Altering: Landscape Irrigation: Sanhory6�eSewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Vu|umes: Cut: O Fill: O Number: O � \«- /) U Permit Center Authorized Signature: t N Public o I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate orcancel the provisions ofany other state nrlocal laws regulating construction orthe performance ufwork. |amauthorized tosign and obtain this development permit and agree to the conditions attached to this permit. Signature: - — - PhntName: }~ Date: /// /1' ^�u� . �� '// 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: l: 'BUILDING PERMIT [OND[OONS*** Z: 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. 3: 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. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Tab|el7O5.2. S: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done byaWashington Association ofBuilding Official Certified welder. 6: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. D: 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 atimely manner. 9: A final report documentin required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 11: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 12: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 13: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 14: 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. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: 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. 18: 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. 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 20: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0409 FRAMING 4037 SI-CAST-IN-PLACE 4046 SI-EPDXY/EXP CONC 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4025 SI-STEEL CONST 4026 SI-STRUCT STEEL 4004 SI-WELDING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 littp://www.Tukw i I aW A. gov Building Permit No. Project No. Date Application Accepted: Date Application Expires: (For office only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not he accepted through the mail or by fax. **Please Print** Site Address: I/ 33- So-4 Lt/e6)-kr S King Co Assessor's Tax No.: 2185000005 Tenant Name: The Boeing Company Suite Number: 2-10 Floor: Roof PROPERTY OWNER Name: The Boeing Company Address: po Box 3707; M/C 16-208 City: Seattle State: WA Zip: 98124 CONTACT PERSON - person receiving all project communication Name: Martin Probst Address: PO Box 3707; M/C 46-208 City: Seattle State: WA Zip: 98124 Phone: (206) 852-4985 Fax: Email: martin.r.probst@boeing.com GENERAL CONTRACTOR INFORMATION Company Name: The Boeing Company Address: 100 N Riverside City: Chicago State:IL Zip: 60606 Phone: (206) 852-4985 Fax: Contr Reg No.: BOEINC*294M1. Exp Date: 01/22/2021 Tukwila Business License No.: 178-005-030 HAARlicationnAlicirins-Applicat ions On ineS20 I ApplicationsiPormil Applicia ion Rovistst - shins Revived Aug uni 2Di I bh New Tenant: Yes L,No ARCHITECT OF RECORD Company Name: Sitts & Hill Architect Name: Larry Lindell Address: 4815 Center Street City: Tacoma State: WA Zip: 98409 Phone: (206) 474-9449 Fax: Email: larryl@sittshill.com ENGINEER OF' RECORD Company Name: Sitts & Hill Engineer Name: Larry Lindell Address: 4815 Center Street City: Tacoma State: WA Zip: 98409 Phone: (206) 474-9449 Fax: Email: larry--1@sittshill.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: The Boeing Company Address: PO Box 3707; M/C 46-208 City: Seattle State: WA zip: 98124 Page 1 of 4 BUILDING PERMIT !NFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 50,000 Existing Building Valuation: $ 41,819,500 Describe the scope of work (please provide detailed information): Provide and install new supports from the existing 2-10 building roof structure as require to support new utilities and equipment related to the replacement of the existing steam heating system throughout the building. Foundation will not be disturbed, no additional square footage added; electrical, mechanical, and plumbing pennits applied for by others separately. Will there be new rack storage? D Yes 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 1' Floor 388,992 245,000 0 0 111B FI, SI, S2 rd Floor 3'1 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 arid 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. Compact: Handicap: Will there be a change in use? LJ .... Yes No If "yes", explain: Number of Parking Stalls Provided: Standard: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm ..... ..None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? El Yes 0 No If "yes', attach list of materials and storage locations on a ,separate 8-1,2" x I I" paper including quantities and Material Safely Data Sheets. sErric SYSTEM 0 On -site Septic System — For en -site septic system, provide 2 copies of a current septic design approved by King County Health Department. 11:1Applications1Fonm-Applications On Lim:Nall ApplinationAncnnit Application Revised - 8-9-1140no Revinnt August 20!! 89 Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Provide and install new supports from the existing 2-10 building roof structure as require to support new utilities and equipment related to the replacement of the existing steam heating system throughout the building. Foundation will not be disturbed, no additional square footage added; electrical, mechanical, and plumbing permits applied for by others separately. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District „• .Tukwila 0.. Water District 141 25 0 ...Water Availability Provided Sewer District 0 ...Tukwila ..• ,Sewer Use Certificate .. • Highline 0...Valley View .. Renton 0...Sewer Availability Provided [1 Renton 0 Seattle Septic System: O On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. S bmitted with Application (mark boxes which apply): Lj ...Civil Plans (Maximum Paper Size — 22" x 34") 0 ...Technical Information Report (Storm Drainage) 0.• 0 ,..Bond 0.. Insurance 0.. Easement(s) 0.. Proposed Activities (mark boxes that anplv): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ...Total Cut 0 ...Total Fill cubic yards cubic yards 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities „.Frontage Improvements 0 _Traffic Control 0 ,..Backflow Prevention - Fire Protection Irrigation Domestic Water 0 ...Permanent Water Meter Size.., WO 0 0 ...Temporary Water Meter Size.. WO 1/ 0 _Water Only Meter Size 14 WO # 0 ...Sewer Man) Extension Public 0 Private 0 0 ...Water Main Extension Public 0 Private 0 Geotechnical Report Maintenance Agreement(s) 0...Traffic Impact Analysis .,.Hold Harmless — (SAO) 0 _Hold Flarrnless— (ROW) .. Right-of-way Use - Profit for less than 72 hours .. • Right-of-way Use —Potential Disturbance 0 .. Work in Flood Zone .. • Storm Drainage .. • Abandon Septic Tank .. • Curb Cut .. Pavement Cut 0 Looped Fire Line 0 .. Grease Interceptor O Channelization .. Trench Excavation .. Utility Undergrounding 0... Deduct Water Meter Size 5.1 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water El ...Sewer 1=1...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: city Water Meter Refund/Billing: Name: Mailing Address; State Zp Day Telephone: City Stile Zip IV.ApplicationAtUuyng.ApplicatiougO .w\2O I AgglieutionstPertug Application Revisal 8-9,1 I Aucx Ruvigett August 2011111 Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all eases, 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 I 80 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). 1 HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY TRE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING CAyrs, AUTH Signature: Print Name: Martin Probst - The Boeing Company Mailing Address: PO Box 3707; M/C 46-208 /9sApplinat ionstForms-ApplinationsO Litnn2011 ApplicationAl'unnit Applionion Rusistal - 8-9-11.duus Rusisod: August 201 / 88 Date: (1 /2ell /141) Day Telephone: (206) 852-4985 Seattle WA 98124 City State Zip Page 4 of 4 DESCRIPTIONS I ACCOUNT QUANTITY PAID •{ _ P 6 A b R T� ti Y PermitTRAK K 3$ . fi .+ '} A g"" �' h 9 D19-0320 Address: 1135 S WEBSTER ST'IBLDG 2-010 Apn: 2185000005 $1,78141 e, Credit Card Fee $51.89 Credit Card Fee R000.369.908.00.00 0.00 $51.89 DEVELOPMENT - $1,679.39 PERMIT FEE R000.322.100.00.00 0.00 $1,002.66 PLAN CHECK FEE R000.345.830.00.00 0.00 $651.73 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $50.13 TECHNOLOGY FEE R000.322.900.04.00 0.00 $50.13 TOTAL FEES PAID BY RECEIPT: R18720 $1,781.41 Date Paid: Tuesday, October 01, 2019 Paid By: MARTIN PROBST Pay Method: CREDIT CARD 050518 Printed: Tuesday, October 01, 2019 12:15 PM 1 of 1 SYSTEMS Page 1 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 10/01/2019 12:15:28 PM CREDIT CARD SALE MASTERCARD CARD NUMBER: TRAN AMOUNT: $1,781.41 APPROVAL CD: 050518 RECORD #: 000 CLERK ID: Rachelle {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy https://www.myvirtualmerchant.com/VirtualMerchant/transaction.do?dispatchMethod=pri... 1 0/1 /201 9 t4"• Page 2 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 10/01/2019 12:15:28 PM CREDIT CARD SALE MASTERCARD CARD NUMBER: * TRAN AMOUNT: $1,781.41 APPROVAL CD: 050518 RECORD #: 000 CLERK ID: Rachelle Thank you! Customer Copy httnc•//wwwmvvirtnalmerrhantcomNirtualMerchant/transaction.do?disoatchMethod=pri... 10/1/2019 ERMI" COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0320 PROJECT NAME: BOEING #2-010 SITE ADDRESS: 1135 S WEBSTER ST BL X Original Plan Submittal Response to Correction Letter # DG 2-010 Revision # Revision # DATE: 10/01/2019 before Peimit Issued after Pernik Issued DEPARTMENTS: 144C 14)4"15 uilding Division Mic Works Pr i•lik t°4\11 Fire Prevention Structural Planning Division Permit Coordinator • PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 10/03/19 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 10/31/2019 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Ei Fire 0 Ping D PW 0 Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 10/4/2021 MARTIN PROBST PO BOX 3707; M/C: 46-208 SEATTLE, WA 98124 RE: Permit No. D19-0320 BOEING #2-010 1135 S WEBSTER ST BLDG 2-010 Dear Permit Holder: Allan Ekberg, Mayor Nora Gierloff, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every perniit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/5/2021. Based on the above, you are hereby advised to: 1) Login to the City of Tukwila's Online Portal https://tukw-egov.aspgov.com/BP/index.html to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 11/5/2021, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Elisa Villegas Permit 'Technician File No: DI9-0320 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 tabor1iboi & Industries Contractors BOEING COMPANY, THE Owner or tradesperson LOHR, MICHAEL Principals LOHR, MICHAEL, SECRETARY MCNERNEY, W (JAMES), PRESIDENT (End: 01/13/2017) WOLTER, CHRISTOPHER, TREASURER (End: 01/16/2015) READ, PAUL, SECRETARY (End: 02/07/2013) SHRONTZ, F A, SECRETARY (End: 02/07/2013) GIVAN, B E, SECRETARY (End: 02/07/2013) KING, C G, SECRETARY (End: 02/07/2013) BEIGHLE, D P, TREASURER (End: 02/07/2013) COLLINS, T J, TREASURER (End: 02/07/2013) BUDINICH, T M, TREASURER (End: 02/07/2013) WOODARD, R B, TREASURER (End: 02/07/2013) CRUZE, D D, TREASURER (End: 02/07/2013) CONDIT, P M, TREASURER (End: 02/07/2013) WA UBI No. 178 005 030 100 N RIVERSIDE M/C 5003-4027 CHICAGO, IL 60606-1596 312-544-2535 Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no, BOEINC*294ML Effective — expiration 07/13/1971— 01/22/2021 Bond FEDERAL INS CO Bond account no 81312466 $12,000.00 Received by L&I Effective date 01/14/2002 01/01/2002 Expiration date Stru ctu ra BLAB Icdig 2--1 Steam 1-11 ter Replacerri rat SeattiVVA. prepares! fcsI-: The B©e1 rig C4=►rrt parry _C>_ B©x 3?07 Seattle W." 98124 prepared by= Sifts ag. H i 11 la rue gp s 481 v Cereter Street Taccama, W.A 9434-09 Septerinl er 24, 2019 SOH J ©b Number -1 7, 026 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 05 2019 City of Tukwila BUILDING DIVISION OCI 01 2019 iSC t'YIF y ��F I-� ER SITTS & HILL ENGINEERS, INC. Professional Engineers & Planners CIVIL, STRUCTURAL AND SURVEYING O\'- 0 spo Boeing Building 2-10 Steam Heater Replacement Seattle, WA CALCULATIONS PREPARED FOR THE BOEING COMPANY PREPARED BY Sitts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 September 24, 2019 S & H Job Number: 17,026 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT Building 2-10 Steam Heater Replacement CALCULATION INDEX DESIGNED BRL DATE 7/25/2019 JOB 17,026 CHECKED DATE PAGE BASIS OF DESIGN 2 SEISMIC ANALYSIS 3 - 4 SUPPORT FRAMING ANALYSIS 5 - 18 PIPE ANCHOR AND GUIDE SUPPORTS 19 - 39 P: \ 17000 \inn \CalculationsAStructura1\17026-JPV.xlsm SITTS & HILL ENGINEERS, INC. DESIGNED BRL DATE 7/:5/2019 JOB 17,026 TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE PROJECT Building 2-10 Steam Heater Replacement PAGE 2 BASIS FOR DESIGN BUILDING CODE: 2015 Edition of the International Building Code with State of Washington and City of Seattle amendments shall be used and supplemented with ASCE 7-10. RISK CATEGORY: II. GRAVITY LOADS: LATERAL LOAD CRITERIA: FOUNDATIONS: CONCRETE: REINFORCING: STRUCTURAL STEEL: WOOD: ND w Roof Snow Load = 25 psf. Roof Live Load = 20 psf (reducible). Piping Loads = Actual. Wind Speed = Interior Structure (5 psf minimum). Seismic Site Class: D. Seismic Design Category: D. Allowable soil bearing pressure = 1,500 psf. Minimum compressive strength of concrete shall 4,000 psi. All bars shall be ASTM A615, Grade 60, unless noted otherwise. Wide Flange Steel ASTM A992, Grade 50 50 ksi Hollow Square or Rectangular Steel ASTM A500, Grade B 46 ksi Hollow Round Steel ASTM A500, Grade B 42 ksi Pipe Steel ASTM A53, Type E or S, Grade B 35 ksi All Other Structural Steel Shapes ASTM A36 36 ksi Anchor Bolts: ASTM F1554, Grade 36. Joists 2x4 HF #2 2x6 and larger HF #2 Beams 4" width or less HF #2 Greater than 4" width DF #2 Glued -laminated beams (glulams): Fb = 2,400 PSI, Fv = 265 psi, Fc-perp = 650 psi, E = 1,800,000 psi. 2 P:117000\17026\Calculations\Structura1\17026-J PV.xlsm P:11 MOO\17O2b\Galculations1Structura1117026-J PV.xlsm SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT 2-10 Building Steam Heater Replacement SEISMIC DESIGN CRITERIA - SITE DESIGNED BRL DATE 11/10/2016 JOB 17,026 CHECKED DATE PAGE Address: 1135 South Webster Street Seattle, WA 98124 Site Class: D (Assumed) ASCE 7-10, SECTION 11.4: Fa = 1.00 SMS = SsFa = 1.516 x 1.00 Sms = 1.516 Sps = 2/3 Sms = 2/3 x 1.516 Sps = 1.011 ASCE 7-10, SECTION 11.5: Risk Category: II ..4 ASCE 7-10, SECTION 11.6: - • Seismic Design Category: D 44. (Table 11.4-1) (Equation 11.4-1) (Equation 11.4-3) Latitude: 47.5325 Longitude: -122.3157 Ss = 1.516 F,„ = 1.50 Smi = S1F = 0.579 x 1.50 Smi = 0.869 Spi = 1/3 Smi = 2/3 x 0.869 Spi = 0.579 = 1.00 (Table 1.5-2) (Based on Tables 11.6-1 and 11.6-2) S1 = 0.579 (USGS) (Table 11.4-2) (Equation 11.4-2) (Equation 11.4-4) P:\17000 \ 17026 \Calculations \Structura1\17026-JPV.xlsm NI ■ IR um Las mut mei SITTS Et HILL ENGINEERS, INC. DESIGNED 711-- DATE I1/GJOB I-1.CYaF-) TACOMA. WASHINGTON (253) 474-99,4-4�9/� CHECKED DATE SHEET PROJECT 1fiCOAcTe.Bt-2-- '��� Y�L — OF 4 • PROJECT SITTS Et HILL ENGINEERS, INC. DESIGNED DATE \ C/k. J0131-1)CrIDIE, TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE SHEET OF ea, -4 \ mg mat MN mit rot Inka rot OM OM Ale0 Pi 0 SITTS 8- HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT EXIS11NC Sx12 RAUB, TrP COSMIC 216 TdrG ROOF DUMAS, lYP DESIGNED -12S-1--- DATE 10 /1(-- JOB n,c_f6 CHECKED DATE SHEET OF TYPE P1001 UMW S636 5637 SUPPORT BEAUS AT 10'-0. 0.C., W.11,11114 ENLARGED MECHANCIAL PIPE SUPPORT PLAN ROOF EL cneis: = 1.-0 5160, S162, 5163, S164, 5160. S167, S69I636 Th • -- , "T—CD 6 Sitts & Hill Engineers, Inc. 4815 Center Street Project Title: En9ineer: Project Descr: Project ID: Printed: 10 NOV 2016, 627PM Wood Beam Lic. #: KW-06002611 Description : Roof Framing Member "A" CODE REFERENCES File = P:11700011711261CALCUL-11STRUCT-1117026C-1.EC6 ENERCALC, INC_ 1983-2016, Build6.16.10.31, Ver6.16.10.31 Licensee : sitts & hill engineering, inc. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species : DF/DF Wood Grade : 24F - V4 Beam Bracing : Completely Unbraced Fb Tension 2,400.0 psi Fb - Compr 1,850.0 psi Fc-PrlI 1,650.0 psi Fc - Perp 650.0 psi Fv 265.0 psi Ft 1,100.0 psi E : Modulus of Elasticity Ebend- xx 1 , 800 .0 ksi Eminbend - xx 950.0 ksi Ebend- yy 1 ,600 .0 ksi Eminbend - yy 850.0 ksi Density 31 .20 pcf L(0.1308) 5.1254 Span = 20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : L = 0.6308 k @ 10.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.264; 1 Maximum Shear Stress Ratio 5.125x9 Section used for this span 633.70 psi fv : Actual 2,400.00 psi Fv : Allowable +D+L+H Load Combination 10.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.326 in Ratio = 0.000 in Ratio = 0.391 in Ratio = 0.000 in Ratio = 736 >=360. 0 <360.0 614 >=240. 0 <240.0 Design OK 0.050 : 1 5.125x9 13.27 psi 265.00 psi +D+L+H 0.000ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length +D+H Length = 20.0 ft +D+L+H Length = 20.0 ft +D+Lr+H Length = 20.0 ft +D+S+H Length = 20.0 ft +D+0.750Lr+0.750L+H Length = 20.0 ft +D+0.750L+0.750S+H Max Stress Ratios Span # M V Cd C FN C C t CL Moment Values M tb Shear Values F'b V fv F'v 1 0.040 0.013 1 0.264 0.050 1 0.029 0.009 1 0.031 0.010 0.166 0,032 0.90 1.00 1.25 1.15 1.25 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1,00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 0.50 3.65 0.50 0.50 2.87 86.67 633.70 86.67 86.67 496.94 0.00 2160,00 0.00 2400.00 0.00 3000,00 0.00 2750,00 0.00 3000.00 0.00 0,00 0.09 0.00 0.41 0.00 0.09 0.00 0.09 0.00 0,33 0.00 0.00 3.01 0.00 13.27 0.00 3.01 0.00 3.01 0.00 10.71 0.00 0.00 238.50 0,00 265.00 0.00 331.25 0,00 304.75 0.00 331,25 0.00 7 110 Sitts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 10 NOV 2016, 6:27PM Wood Beam Lic. # KW-06002611 Description : Load Combination Roof Framing Member "A° Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t e L FDe = PA17000117026ICALCUL-11STRUCT-1117026C-1.EC6 ENERCALC, INC. 1963-2016, Bulld:6.16.10.31, Ver:6.16.10.31 Licensee : sitts & hill engineering, inc. Moment Values Shear Values Mfb Fb V fv Fv Length = 20,0 ft 1 0.180 0.035 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.87 496.94 2760.00 0.33 10.71 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.023 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1,00 0.50 86.67 3840.00 0.09 3.01 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.023 0.007 1.60 1,000 1,00 1.00 1.00 1.00 1.00 0.50 86.67 3840.00 0.09 3.01 424.00 +0+0.750Lr+0.750L+0.450W+H 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.129 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1,00 2.87 496.94 3840.00 0.33 10.71 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.129 0.025 1,60 1,000 1.00 1.00 1.00 1.00 1.00 2.87 496.94 3840.00 0.33 10.71 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.129 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.87 496.94 3840.00 0,33 10.71 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.014 0.004 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.30 52.00 3840.00 0.06 1.81 424,00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.014 0.004 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.30 52.00 3840.00 0.06 1.81 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions 1 0.3905 10.073 0.0000 Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.415 0.060 0.100 0,415 0.100 0.100 0.336 0.336 0.100 0.100 0.336 0.336 0.336 0.060 0.060 0.100 0.415 0.060 0.100 0.415 0.100 0.100 0.336 0.336 0.100 0.100 0.336 0.336 0.336 0.060 0.060 0.100 0.315 0.315 kir UNISTRUT' P1000® E fel ow a) C.4 es cri as r = Slots are 23.4' (io) x 74" (22) 31/2'(39) CO Center .915" 1 .710' Wt/100 Ft: 173 Lbs (257 kg/100 m) W1/100 Ft:189 Lbs (281 kg/100 m) Allowable Moment 5,070 In-Lbs (570 I•1•m) 12 Gauge Nominal Thickness .105" (2.7mm) Wt/100 Ft. 378 Lbs (562 kg/100 m) Allowable Moment 14,360 In-Lbs (1,620 N•rn) s .1 7 P1000 H3 P1000 HS giur (14) Die. Holes 1 't6" (48) on Center 1 516" (14) Die. Holes W (48) on Center W1/100 Ft 175 Lbs (260 kg/100 m) W1/100 Ft:185 Lbs (275 kg/100 m) P1000 KO P1000 SL 7/6" (22) Knockouts 6" (152)On Caster Wt/100 Ft 190 Lbs (283 k m) CHANNEL NUTS (REFER TO HARDWARE SECTION FOR DETAILS) P1006-0832 P1006-1024 P1008-1420 P1007 P1008 P1009 P1010 ••••• 1:711.aa • a. Channel Finishes: PL, GR, HG, PG; Standard Lengths: 10& 20' P1008T P1006T1420 P1010T P1000 T Stets are 3' (76) x 'Ye (10.3) 4" (102) on Canter Slots ere (29) x 356- (IA) 2' (51) an Center Wt/100 Ft: 185 Lbs (275 kg/100 m) P1024 P1012S P1023S P1012 P1023 P1024S W1/100 Ft: 185 Lbs (275 kg(100 m) P3006-0832 P3016-0632 P3006-1024 P3016-0832 P3006-1420 P3016-1024 P3007 P3016-1420 P3008 P3009 P3010 24 15/s" F arning System Channels P1000 - BEAM LOADING , Span ;Ma x Allawabfe .. Uniform Load tSefl at Uniform Loading at Deflection Uilifofm -. Load . "" Spa61,180 Span1240 'Span1380 24 1,690 0.06 1,690 1,690 1,690 36 1,130 0.13 1,130 1,130 900 48 850 0.22 850 760 500 60 680 0.35 650 480 320 72 560 0.50 450 340 220 84 480 0.68 330 250 160 96 420 0.89 250 190 130 108 380 1.14 200 150 100 120 340 1.40 160 120 80 144 280 2.00 110 80 60 168 240 2.72 80 60 40 192 210 3.55 60 50 NR 216 190 4.58 50 40 NR 240 170 5.62 40 NR NR P1000 • COLUMN LOADING UnSraced 4!aTgiit aX� Allolit eazmum&afumn.badkApp(red Load Std at.G df 65` K Y4 80 K+=10 24 3,550 10,740 9,890 8,770 7,740 36 3,190 8,910 7,740 6,390 5,310 48 2,770 7,260 6,010 4,690 3,800 60 2,380 5,910 4,690 3,630 2,960 72 2,080 4,840 3,800 2,960 2,400 84 1,860 4,040 3,200 2,480 1,980 96 1,670 3,480 2,750 2,110 1,660 108 1,510 3,050 2,400 1,810 *' 120 1,380 2,700 2,110 ** 144 1,150 2,180 1,660 ** *" P1000/P1001 - ELEMENTS OF SECTION Area of Section Axis 1-1 Moment of Inertia (I) Section Modulus (S) Radius of Gyration (r) Axis 2-2 Moment of Inertia (I) Section Modulus (S) Radius of Gyration (r) 0.555 1.111 In' 0.185 In' 0.928 In' 0.202 In' 0.571 In' 0.577 In 0.914 In 0.236 In' 0.471 " In' 0.290 In' 0.580 In' 0.651 In 0.651 In UNISTRUT Span Max (lilowabfe : t )rif4ttn Uniforsir Load; Load+ .' Unifor 3pan'I480 Logdipg,at T)8fiection Sp'an1240 Span1360 24 3,500* 0.02 3,500* 3,500* 3,500* 36 3,190 0.07 3,190 3,190 3.190 1 48 2,390 0,13 2,390 2,390 2,390 60 1,910 020 1,910 1,910 1,620 72 1,600 0.28 1,600 1,600 1,130 84 1,370 0.39 1,370 1,240 830 96 1,200 0.51 1,200 950 630 108 1,060 0.64 1,000 750 500 120 960 0,79 810 610 410 144 800 1.14 560 420 280 168 680 1.53 410 310 210 192 600 2.02 320 240 160 216 530 2.54 250 190 130 240 480 3.16 200 150 100 P1001 - COLUMN LOADING raced unb.� ltel$ht ! LoaB t x;YAllnw* at F(o Face ._. j lliaxir�rnpi C6fumn woapiSfiatl at'CG d i4 � � .1 K,`� Oa65 � ICr', pz60 K lie: I bSr . ,_,Lb? ._. 24 6,430 24,280 23,610 22,700 21,820 36 6,290 22,810 21,820 20,650 19,670 48 6,160 21,410 20,300 18,670 16,160 60 6,000 20,210 18,670 15,520 12,390 72 5,620 18,970 16,160 12,390 8,950 84 5,170 16,950 13,630 9,470 6,580 96 4,690 14,890 11,190 7,250 5,040 108 4,170 12,850 8,950 5,730 3,980 120 3,690 10,900 7,250 4,640 ** 144 2,930 7,630 5,040 ** ** Notes: * Load limited by spot weld shear. **KVr>200 NR = Not Recommended. 1. Beam loads are given in ff uniform load (W Lbs) not uniform load (w Ibs/ft or w Ibsfin). 2, Beam loads are based on a simple span and assumed to be adequately laterally braced. Unbraced spans can reduce beam Toad carrying capacity. Refer to Page 56 for reduction factorpfor unbraced lengths. 3. For pierced channel, multiply beam loads by the following factor: "KO" Series 95% "T" Series 85% "HS" Series 90% "SL" Series 85% °H3" Series 90% "DS" Series 70% 4. Deduct channel weight from the beam loads. 5. For concentrated midspan point loads, multiply beam loads by 50% and the corresponding deflection by 80%. For other toad conditions refer to page 18. 6. All beam loads are for bending about Axis 1-1. ti 133 1%"'Fr 0 UNISTRUT" CONVERSION FACTORS FOR BEAMS WITH VARIOUS STATIC LOADING CONDITIONS All Beam Load tables are for single -span (simple) beams supported at the ends.These can be uscd in the majority of the cases. However there are times when it is necessary to know what happens with other loading and support conditions. Some common arrangements are shown below. Simply multiply the values from the Beam Load tables by factors given below : . '-'- ,„ ; 1 -,,, . 2, _. ',oad 0efIecton Load,and Support 7 , .' , Conditlon, - ,--FactorFactor1-- 1. Simple Beam, r/./////r/r/r/zr 1.00 Uniform Load 1.00 ,/. '"----\t'-----\/-------N ----N.P---"c"------N.'"--N,..----- SPAN 2. Simple Beam, N,e- ,i."-- .7----- Concentrated Load at CenterTw f 1 .50 .80 • p ea , 1.00 o Equal Concentrated Loadcs at 1/4 pts 1.10 4. Beam Fixed at Both Ends, Uniform Load 1.50 .30 5. Beam Fixed at Both Ends, i 1.00 Concentrated Load at Center .40 6. Cantilever Beam, 7 / Uniform Load .. ///////M1 .25 2.40 7. Cantilever Beam, 7 .., i Concentrated Load at End .12 3.20 8. Continuous Beam, Two Equal Spans, trr/ / Uniform Load on One Span 1.30 .92 SPAN SPAN 9. Continuous Beam, Two Equal Spans, Uniform Load on Both Ends 1.00 .42 10.Continuous Beam, Two Equal Spans, Concentrated Load at Center of One Span I i .62 .71 11. Continuous Beam, Two Equal Spans, i i Concentrated Load at Center of Each Span 1 .67 .48 .a EXAMPLE I: Determine load and deflection of a P 1000 beam continuous over one support and loaded uniformly on one span. ' - 0' 5' - 0" SOLUTION: A. From load table for P1000 on page 25 load for a 5'-0" span Is 680# and deflection is .35". B. Multiply by factors from Table above. Load = 680# x 1.30 = 884# Deflection = .35" x .92 =.32" EXAMPLE II Determine load and deflection of a P 5500 cantilever beam with a concentrated load on the end. f=1- 3' - SOLUTION: A. From load table P5500 on page 52 ioad for a 3'-0" span is 2180# and deflection is .09". B. Multiply by factors from Table above. Load = 2180# x .12 = 262# Deflection = .09" x 3.20 = .29" sliiistkii6j14:di:iginal Metal Framing 11 • MRf r t.d SITTS Et HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 DESIGNED CHECKED PROJECT z7'1 1"Ci�G''�L_ DATE DATE {o JOB Inf ,,;),G, SHEET OF ipORDR+ATE WRN i{ECR;AHN:N, S'-? Eft• 3-9 3YN'-N 3/4' OPENING CUT THRRU --- EXISTING 6.12 PURUN. TYP $ mow 2z6 T&G ROOF DECKING - -,... -_ COORDINATE REQUIRED SIZEAOCATKIN Of - _ _ ...._-..._. _ - _. ... . ..__,-_ W a 5-If6'z12' 9sS gg DUCT PENETRATION -KmMECHNOCM. DRAWINGS n --{-- EXIS_ TING TT .. — .._ _...... ROOF DECKIRG,l P slit i 1 A li Is it 56366 A577 COST STEEL � ' ROOT TRUSS _ % _ .. _ _T _ . - _ A ROOF TRUSS�L 5636 $b37 6zi2 SUPPORT FRbUAFP, AT DUCT PENCTRATIENR - INSTALL FRYING TOR AGOG THE UNDERSIDE "'-^--"-- -' OF THE COS MO DECKING - ATTACH MOH SINPSON U610 (OR ECUNALENT APPROPRATELY SIZED) HVWERS. TYPICAL ENLARGED ROOF TOP MECHANICAL PENETRATION DETAIL __•-._ -- _ - SCALE: 1 4• _ I'-D" S1613, 5162, 5163, 5161, 5166, 5167, 5T69 5636 h3_ - _ - t. --- 12 Sitts & Hill Engineers, Inc. 4815 Center Street Project Title: En9ineer. Project Descr. Project ID: Prinwd: 10 NOV 2016, 6:27PM Wood Beam Lic. # KW-06002611 Description: Roof Framing Member "B" CODE REFERENCES File = P:1170001170261CALCUL-11STRUCT-1117026C-1,EC6 ENERCALC, INC.1983-2016, Build:6.16.10.31, Ver6.16.1 , Licensee : sitts & hill engineering, inc. Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species : DF/DF Wood Grade : 24F - V4 Beam Bracing : Completely Unbraced Fb - Tension 2,400.0 psi Fb - Compr 1,850.0 psi Fc 1,650.0 psi Fc - Perp 650.0 psi Fv 265.0 psi Ft 1,100.0 psi E Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 950.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.0 ksi Density 31.20pcf 11) 5.125x9 Span = 20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : L = 1.0 k 10.0 ft DESIGN SUMMARY -Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.397: 5.125x9 953.88 psi 2,400.00 psi +D+L+H 10.000ft Span # 1 0.517 in 0.000 in 0.581 in 0.000 in aximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 464 >=360. 0 <360.0 4 12 >=240. 0 <240.0 Design OK 0.073 : 1 5.125x9 19.27 psi 265.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C j Moment Values C t CL M ft) Shear Values Fb V fv F'v +D+H Length = 20,0 ft +D+L+H Length = 20.0 ft +D+Lr+H Length = 20.0 ft +D+S+H Length = 20.0 ft +D+0.750Lr+0.750L+H Length = 20.0 ft +9+0.750L+0.750S+H 1 0.040 1 0.397 1 0.029 1 0.031 1 0.246 0.013 0.90 0.073 1.00 0.009 1.25 0.010 1,15 0,046 1.25 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1,00 1.00 1.00 1.00 0,50 86.67 5.50 953.88 0.50 86.67 0.50 86.67 4.25 737.07 0.00 2160,00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0,00 3000.00 0.00 0.00 0.09 0.00 0.59 0.00 0.09 0.00 0.09 0.00 0,47 0.00 0.00 3.01 0.00 19.27 0.00 3.01 0.00 3.01 0.00 15.21 0.00 0.00 238.50 0.00 265.00 0.00 331.25 0,00 304.75 0.00 331.25 0.00 Nei Sitts & Hit Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Printed: 10 NOV 2016, 6:27PM Wood Beam Lic. # : KW-06002611 Description: Load Combination Roof Framing Member "B° Max Stress Ratios Segment Length Span # M V Cd c Fry C Cr C C t File P:1170001170261CALCUL-11STRUCT-1117026C-1.EC6 ENERCALC, INC, 1983-2016, Build:6.16.10.31, Ver6,16.1031 Licensee : sitts & hill engineering, inc. Moment Values Shear Values Mfb F"b V fv F'v Length = 20.0 ft 1 0.267 0.050 1.15 1.000 1,00 1.00 1.00 1.00 1.00 4.25 737,07 2760.00 0,47 15.21 304,75 +D+0,60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 20.0 ft 1 0.023 0.007 1.60 1.000 1.00 1.00 1.00 1,00 1.00 0.50 86.67 3840.00 0.09 3.01 424.00 +D+0,70E+H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.023 0.007 1.60 1.000 1,00 1.00 1.00 1.00 1.00 0.50 86.67 3840.00 0.09 3.01 424.00 +D+0.750Lr+0.750L+0.450W+H 1,000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.192 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.25 737.07 3840.00 0.47 15.21 424.00 +D+0,750L+0.7505+0,450W+H 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.192 0.036 1.60 1.000 1.00 1,00 1.00 1.00 1.00 4.25 737.07 3840.00 0.47 15.21 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.192 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.25 737.07 3840.00 0,47 15.21 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.014 0.004 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.30 52.00 3840.00 0.06 1.81 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.014 0.004 1.60 1.000 1,00 1.00 1.00 1.00 1.00 0.30 52.00 3840.00 0.06 1.81 424.00 Overall Maximum Deflections Load Combination +D+L+H Span Max. '-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.5813 10.073 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 0.600 0.600 Overall MlNimum 0.060 0.060 +D+H 0.100 0.100 +D+L+H 0,600 0.600 +D+Lr+H 0,100 0.100 +D+S+H 0.100 0.100 +D+0.750Lr+0.750L+H 0.475 0.475 +D+0.750L+0.750S+H 0.475 0.475 +D+0.60W+H 0.100 0.100 +D+0.70E+H 0.100 0.100 +D+0.750Lr+0.750L+0.450W+H 0.475 0.475 +D+0.750L+0.750S+0.450W+H 0.475 0.475 +D+0.750L+0.750S+0.5250E+H 0.475 0.475 +0,60D+0.60W+0.60H 0.060 0.060 +0.60D+0.70E+0.60H 0.060 0.060 D Only 0.100 0.100 Lr Only L Only 0.500 0.500 S Only W Only E Only H Only 14 SITTS 8- HILL ENGINEERS, INC. DESIGNED DATE 1\ AD/1/4e, JOB ______ TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE SHEET PROJECT --1—C:2(Nrs\ OF OINATE WITH CASK 6312 PURUN, TYP EXISTING 236 ENG ROOF OECION6, TYP DIST STEEL ROOF TRUSS S637 ENLARGED FAN SUPPORT BEAM DETAIL scALL: 1/4. TP3N FAN - COOROPMTE EXACT LOCATION NRH MECHANICAL 4 S160, S162, S163, S164, 5166, 5167, S169 6 _ "TIN Th 15 Sifts & Hill Engineers, Inc. 4815 Center Street Project Title: En9ineer Project Descr: Project ID: Printed: 10 NOV 2016, 6:35PM Wood Beam Lic. #: KW-06002611 Description : Roof Framing Member CODE REFERENCES File = P:1170001170261CALCUL-11STRUCT-1117028C-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver6.16.10.31 Licensee : sitts & hill engineering, inc. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species : DF/DF Wood Grade : 24F - V4 Beam Bracing : Completely Unbraced Fb - Tension 2,400.0 psi Fb - Compr 1,850.0 psi Fc - Pl 1,650.0 psi Fc Perp 650.0 psi Fv 265.0 psi Ft 1,100.0 psi E : Modulus of Elasticity Ebend- xx 1 ,800.0 ksi Eminbend-xx 950.0 ksi Ebend- yy 1 ,600 .0 ksi Eminbend - yy 850.0 ksi Density 31.20pcf L(01.21) 5.125x9 Span = 20.0 ft Applied Loads Beam self weight calculated and added to loads Point Load: L = 0.210 k @ 10.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.112 1 5.125x9 268.78 psi 2,400.00 psi +D+L+H 10.000ft Span # 1 0,109 in 0.000 in 0.173 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 2211 >=360. 0 <360.0 1386 >=240. 0 <240.0 Design OK 0.024 : 1 5.125x9 6,43 psi 265.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for oad Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr C t CL Moment Values Shear Values Pb V fv F'v + 0+H Length = 20.0 ft +D+L+H Length = 20.0 ft +D+Lr+H Length = 20.0 ft +D+S+H Length = 20.0 ft + 0+0.750U+0.750L+H Length = 20.0 ft +D+0.750L+0.750S+H 0.040 0.013 0.90 1.000 1.00 1,00 1.000 1.00 1.00 0.112 0.024 1.00 1.000 1.00 1.00 1.000 1.00 1.00 0.029 0.009 1.25 1.000 1.00 1.00 1.000 1.00 1.00 0.031 0.010 1.15 1.000 1.00 1.00 1.000 1.00 1.00 0.074 0.017 1.25 1.000 1.00 '1,00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 0.50 1.55 0,50 0.50 1.29 86.67 268.78 86.67 86.67 223.25 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0.00 3000.00 0.00 0.00 0.09 0,00 0.20 0.00 0.09 0.00 0.09 0.00 0.17 0.00 0.00 3,01 0.00 6.43 0.00 3.01 0.00 3.01 0.00 5.57 0.00 0.00 238,50 0,00 265.00 0.00 331.25 0.00 304.75 0,00 331.25 0.00 16 .r Sitts & Hill Engineers, Inc. 4815 Center Street Project Title: Engineer: Project Descr: Project ID: Prinled:10 NOV 2016, 6:35PM Wood Beam # : KW-06002611 Description : Roof Framing Member °C" Load Combination Max Stress Ratios File = P:1170001170261CALCUL-11STRUCT-1117026C-1.EC6 ENERCALC, INC. 1983-2016, Budd:6.16.10.31, Ver:6.16.10.31 Licensee : sitts & hill engineering, inc. Moment Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b Shear Values V fv F'v Length = 20.0 ft 1 0,081 0.018 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.29 223.25 2760.00 0.17 5.57 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.023 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.50 86.67 3840.00 0.09 3.01 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.023 0.007 1,60 1.000 1.00 1.00 1.00 1.00 1.00 0.50 86.67 3840.00 0.09 3.01 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.058 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.29 223.25 3840.00 0.17 5.57 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.058 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.29 223.25 3840.00 0.17 5.57 424.00 +0+0.750L+0.750S+0,5250E+H 1,000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.058 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.29 223.25 3840.00 0.17 5.57 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.014 0.004 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.30 52.00 3840.00 0.06 1.81 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.014 0.004 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.30 52.00 31340.00 0.06 1.81 424.00 Overall Maximum Deflections Load Combination Span Max. =° Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions 1 0.1731 10.073 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.205 0.205 Overall MINimum 0.060 0.060 +D+H 0.100 0.100 +D+L+H 0.205 0.205 +D+Lr+H 0.100 0,100 +D+S+H 0.100 0.100 +D+0.750Lr+0.750L+H 0.179 0.179 +D+0.750L+0.7505+H 0.179 0.179 +D+0.60W+H 0.100 0.100 +D+0.70E+H 0.100 0.100 +D+0.750Lr+0.750L+0.450W+H 0.179 0.179 +D+0.750L+0.7505+0.450W+H 0.179 0.179 +D+0.750L+0.7505+0.5250E+H 0.179 0.179 +0.60D+0.60W+0.60H 0.060 0.060 +0.60D+0.70E+0.60H 0.060 0.060 D Only 0.100 0.100 Lr Only L Only 0.105 0.105 S Only W Only E Only H Only 17 rr SITTS Et HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT DESIGNED CHECKED DATE 1II1UAC— JOB 1 '1CraG DATE SHEET OF 18 1 1 1 1 1 1 C 1 [ 1 1 1 [ I 1 1 1.1 l_ 1 t_ 1 1.1 1 1 1 1 1 .1 11 1 1 1 1 1 1 Support Type Tag No, Load Combination Pipe Diameter (in) FORCES MOMENTS Axial (X) (+1-) Ibf Vertical (Y) (-) Ibf Lateral (Z) (+/-) Ibf LocaIMX (+/-) ft-Ib LocaIMY (+1-) ft-lb LocaIMZ (+1-) ft-Ib Anchor 1 M62 - GRID F/8 Gravity/Thermal 6 807 824 63 20 247 140 ,j Anchor 1M60 - GRID B.2/8 Gravity/Thermal 4 190 _ 370 18 3 476 44 II Anchor 1M60 - GRID A.8/8.8 GravityJThermal- 4 148 . 351 19 78 omq 326 1 106,l1 Anchor 1 M63 - GRID A,8/ 16,3 Gravity/Thermal 3 110 245 11 5 32 11 Anchor 1 M66 - GRID A,8/23,6 Gravity/Thermal 3 10 243 13 11 23 0 Anchor 1M69 - GRID A.8/31 Gravity/Thermal 3 134 201 33 70 48 139 Guide 1 M62 - GRID F.8/8,5 Gravity/Thermal 6 158 262 544 - - _ - Guide 1M62 - GRID F.3/8 Gravity/Thermal 6 174 508 512 - - - Guide 1M61 - GRID D.6/8 Gravity/Thermal 4 58 271 24 - - - Guide 1 M61- GRID C.6/8 GravityJThermal 4 56 279 1 - - - Guide 1 M63 - GRID A.8/11.3 4 24 113 7 - - - Guide 1 M63 - GRID A.8/13.7 ,Gravity/Thermal Gravity/Thermal 4 _ 28 116 . 29 _ - - - Guide 1 M63 - GRID A.8/18.7 GravityJThermal 3 _ 17 _ 83 3 _ - - - Guide 1 M66 - GRID A.8/21.1-Gravity/Thermal 3 18 83 9 - - - Guide 1 M66 - GRID A.8/26.1 Gravity/Thermal 3 17 83 1 - - - Guide 1 M66 - GRID A.8/26.5 Gravity/Thermal 3 19 77 18 - - - LEGEND: NOTES: Friction Coefficient of 0.2 applied. 1) Listed forces and moments apply to both supply and return piping supports at each specificed location (Tag No.) 2) These are raw numbers, no safety factor applied. mu mm am SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 2- 10 4-1eA-rFj-2. 1-A\ "T DATE: 7/ 1 eV I' JOB: 17 0 2 (p DATE: SHEET 1 OF 1 -1SN11C- L-aA TO SU 4 UMv "f Jl; IS "Flee- ( {P3 f Ibs (CA- L-G p ` R t Y) 04L-4'7(92 IG(T ) 3,u DESIGNED: i\/1 E13 CHECKED: Aq Co-MzPr-r a NC. VA. rr VvA C c-v tom\ 1•11,1 m -E,C PA 1,4s1 t to W \ t- A .ter 11 c_ -1") -r VA, For .E,1k56.1 ,L O4 vim+ c C. c..vr2 re-AMC-7 �S L l v U06-0 j r u-r IV C.wt,Irr vi'.=b �1✓ P t� O' -© C N 0.4ea 4 v 4 u T I Tr) cAce (©my 41:5. i-1) + .0,15 Pi 47 &'xp• (0,' 1,2) I 20 2019-07-18 Perpendicular Frame.sdb 7/19/2019 SAP2000 21.0.2 Joint Loads (DEAD) (As Defined) 21 Kip, in, F mi 2019-07-18 Parallel Frame.sdb 7/19/2019 SAP2000 21.0.2 Joint Loads (PIPE LOADING) (As Defined) 22 Kip, in, F 2010'O7'18Perpendicular Fnmme.adb 7/19/2019 3AP200021.0.2 Joint Loads (Ex) (As Defined) 23 Kip, in.F • 2019-07-18 Perpendicular Frame.sdb 7/19/2019 SAP2000 21.0.2 Joint Loads (Ey) (As Defined) 24 Kip, in, F 281S'U7'18Perpendicular Fname.adb 7/19/2019 GAP200021,02 w Joint Loads (PIPE LOADING) (As Defined) 25 Kip, in.F 7/19/2019 S&P200021]3.2 Steel Design Sections (AISC3GO10) 26 Kip, in. F ell 0 L. 2019-07-18 Perpendicular Frame.sdb 7/19/2019 SAP2000 21,0.2 Steel Design Sections (AISC 360-10) 27 Kip, in, F 2019-07-18 Parallel Frame.sdb 7/19/2019 SAP2000 21.0.2 Joint Loads (Ex) (As Defined) 28 Kip, in, F SAP200021.0.2 Joint Loads (DEAO)(As Defined) Kip, in, F 29 2019-07-18 Parallel Frame.sdb 7/19/2019 SAP2000 21.0.2 Joint Loads (Ey) (As Defined) 30 Kip, in, F 1 1 2019-07-18 Perpendicular Frame.sdb 7/18/2019 SAP2000 21.0.2 Joint Reactions (D+0.75PE) 31 Kip, in, F 7/19/2019 SAP200021.0.2 Joint Reactions (D+0.75PE) 32 Kip, in.F SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT' 0 14 v- DESIGNED: CHECKED: DATE: 7 DATE: JOB: 17 2—ter, SHEET OF (Zca-2e- "Igo Tc., Cora 1./e.,-J LA).4-p.s A-Pr-A.1 e-O -0) -Rovi 2 . or / 5 r INF /TX A L. 04-0 1 EP l< t-o-Q ij75t»1F Fi Pe- EY PA-4, ot-1 0A-0 ocz-- (-4 kr rr M OF- rk.re),-0 - 7i)v-4-1) 1-67ii> 1 c.d....0 pes- DJOUC, f4 4uL&44•Cy P-.) uFtt-> su-prba.rs. 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DESIGNED: Mee., DATE: TACOMA, WASHINGTON (253) 474-9449 CHECKED: PROJECT: S' 1 Gi ( 4 T1✓V�?- �1�" 'l.»! FC DATE: JOB: 1772 SHEET 1 OF 1 ►S,C.- is (2-Vic.-rt-`< A PRic..a U?/ ?te-ty � L' lams, 0.)U-t rg OZ. Wf 'O 4X c 0.430 (014,") rcr " Q [e, b5�, (it s \ 1/4.0,1.10) ( 0,55 V°ocv (33 2r 0s IGg; a,-75 51.2 lv, t2- a, "o•5 2� , a ,7s (Zi. ' = 22. 233 \SL F7 rc . ©,So 1.4 ,-71 45-/F ?t Z r -iy . �9€ovO )- tr)' 2 ( 51,7.-)2 171,‘ 0/2(52 ti)=153t%,3 z 104?.IQ,lrf,; 36 rr SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 2- 10 IA "fay Gry' ',,,. DESIGNED: 1"1r'i e DATE: CHECKED: DATE: ei JOB: 1 74 ZC. 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