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HomeMy WebLinkAbout20101 67th Ave Ne_BLD2905_2026 Permit#: 2905 Permit Date: 11/19/19 Project Name: Gayteway Business Park- B Site Address: 20101 67th Avenue NE Company/Applicant Name: Sierra Construction Company/Applicant Address: 14800 NE North Woodinville Way City, State, Zip: Woodinville, WA 98072 Contact: Matt Frause Phone: 206-391-4930 Email: mfrause@sierraind.com Permit Type: Misc Valuation: 0.00 Square Feet: 0 Number of Stories: 0 Type of Construction: Occupancy Type: Proposed Use: New commercial building deferred roof structure review MIC/Opportunity Zone: Permit Issued: Permit Expires: DNU: Status: IN PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning Gayteway Business 399 Other 31051400200700 20101 67TH AVE NE Park,LLC Miscellaneous Manufacturing NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# SIERRA 425-847-5200 14800 NE North CONTRACTOR Labor& SIERRCC145N8 CONSTRUCTION CO Woodinville Way Industries Uploaded Files Date File Name 11/19/2019 5904112-5819-0199 Gayteway Bldg B-Field Use.pdf 11/19/2019 5904111-2905 Apolication.pdf 11/19/2019 5904110-Tran, al 10 Gayteway Bldg B,Final Calculons.pdf 11/19/2019 5904109-5819-0199 Joist Calculations.pdf ��K Y City of Arline'`)n �C 44C G� 0DIF 4 D s MM�Tull • Public Works YR�11No Oz 238 N. Olympic •Arlington, WA 98223 paw ``II Jo ❑Administration ❑Maintenance & Operations ATTENTION � 0 ❑Engineering ❑Utilities TO RE: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO./ DESCRIPTION "1 I� V r THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment O ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO ___ SIGNED: If enclosures are not as noted,kindly notify us at one . L - ��� SIR r . -- �11 ���� �7 �! �' - ti �. . I 1 I I .., _ �L .' .� � ?� 1 1 I � 1 1 �� �' ► � �� 1 I "i•. � F . }; COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223- Phone(360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY COMMERCIAL APPLICATION SUBMTTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: �� / cs, N"5 Valuation: Project Address: _ 2­6 J 'L-�� /A-y(i_ Parcel ID#: Legal Description Owner: Phone Number: Address: City: State: Zip Code: Engineer: d i:I N,ViA Phone Number: Cell Phone: b D E-mail: Address: f3 (.c)22t F" AY City: .6dlD� State:_� Zip Code, Sq 90�� General Contractor: cy=&A C C IS STRa-M L)►,4 Phone Number: q25 154,1, Cell Phone: 2-OU ?P`} I q 4t 3V E-mail: If,1->_ C01-, ` Address: tmEo tapt);y4wille- City. V002(rWIIIL State: I.� ip de: 9�y4 2 Um OContractor's License Number: S102C C.0 IUS Irb Expiration: 2-0 Contact Person: (;%,A'GLS-k- Phone Number: Cell Phone: SALE- Cyl•(j g,kCzAL E-mail: n�L_ Address: City: State: Zip Code: Proposed Scope of Work: _ FALVE ';TP1,tA-67(,c12 7 I I-A,4( REV 2019 Page 6 of 9 11 o COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 Project Name/Tenant Site Address Bldg/Unit/Suite IBC Construction Type IBC Occupancy Type Description of Use Building Square Footage Number of Stories Square Footage Per Floor Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents(>200sq ft)or canopies(>400 sq ft) Provide details on anv of the above checked items: Installation,changes,modifications or removal of any of the above may require additional submittals, Information, or permits during the plan review or construction process. Statement of Special Inspection REV 2019 Page 7 of 9 Pt COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE" Arlington,WA 98223" Phone(360) 403-3551 Name of Project: Project Address: Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories, a detailed resume of the inspector and firm must be submitted. The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconformi ng items shall be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports, on site,for review. REV 2019 Page 8 of 9 ,g COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector.In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: - -- Date:- - I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in a rdance wi the laws, rules and regulation of the State of Washington. G - Applicants Signature A�t�kJ � U S-� I I 1 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2019 Page 9 of 9 _ i �` I COMMERCIAL APPLICATION PERMIT SUBMITTAL l•j��� Department of Community & Economic Development City of Arlington• 18204 59th Ave NE- Arlington,WA 98223- Phone(360) 403-3551 The following minimum Information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the Information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ❑ One (1) City of Arlington Comm erciaVMulti-Family Permit Application (One (1) permit application per building or structure is required) ❑ One (1) City of Arlington Comm erciaVMulti-Family Submittal Requirements Form ❑ Two (2) Architectural Drawings ❑ Two (2) Structural Drawings ❑ Two (2) Structural Calculations ❑ One (1) Project Specification Manuals(if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment Is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360)403 3551 or by email to ced a arlingtonwa.gov. I acknowledge that all items designated above are Included as part of this application. REV 2019 Page 1 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code(UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2& IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2019 Page 2 of 9 J G`Y 1 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE" Arlington,WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑ SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ❑ ARCHITECTURAL DRAWINGS 1. ❑ Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1/8"minimum scale. Details a minimum Y.-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2019 Page 3 of 9 I Gtil y O� COMMERCIAL APPLICATION yell N C� O PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 j) Show the location of all new walls,doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors, windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum Yvinch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2019 Page 4 of 9 .. ;f; COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are Issued separately.Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be Issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2019 Page 5 of 9 r oC-Or°� Ak NEW MILLENNIUM Plan Review BUILDING SYSTEMS By SA Ebuilt November 12,2019 TA ti� ae�- To: Tim Lessard CSE5> Panelized Structures Inc. Project: Gayteway Business Park Bldg. B Arlington,WA NMBS Job#5819-0199 Re: Final Joist Design Calculations This letter is to certify that the steel joists, girders, and bridging supplied by New Millennium Building Systems,LLC for the above-mentioned project have been designed and manufactured in accordance with the current Steel Joist Institute standards and specifications, as well as with the specified design and loading information provided on the Construction Documents. New Millennium Building Systems,LLC is a fully approved member company of the Steel Joist Institute. Respectfully, MONrGo pE WASy�y'11�.�.L Dennis Montgomery,P.E. CO Civil Engineer ,Q .J� 51368 � oONAL EXPIRES 813011jZ II-12-19 Received } Nov 1 9 2019 o7YAK 8200 Woolery Way!Fallon,Nevada 89406 Phone:775-867-2130 1 Fax:775-867-2169 11 www.newmill.com Building a better steel experience. -CM 0;e NEW MILLENNIUM BUILOING SYSTEMS JOIST CALCULATION DEFINITION SHEET Load Types: (Figure 1) Uniform........ ................Uniform line load applied to TC or BC Net Uplift....................._............Uniform line load applied to TC(not concurrent w/uniform dead or live loading) Gross Uplift............ ....................Uniform line load applied to TC(concurrently w/factored dead loads per Code requirements) Axial_............... ................_ .......Compressive/Tensile(+/-)forces applied to TC or BC Concentrated Load.,.................. Vertical load applied at given location Conc @ any pp............. ..._. _----Vertical load applied at any panel point(local panel bending not applied to chords) Conc anywhere...................._......Vertical load applied at any location along chord(local panel bending applied to chords) Conc w/bending..........................Vertical load applied at given location (local panel bending applied to chords) Category: (Figure 1) DL Dead Load LL Live Load TL---------------------Total Load (DL+LL) IP.............. ........Inward Pressure WL Wind Load SM Seismic Load CL Collateral Load SL Snow Load (1), (2), (3),etc. Individual Separate Design Load Cases Position: (Figure 1) TC......................Top Chord BC....................Bottom Chord Load Combinations: (Figure 2) All shown load combinations are ran for each Load Case(1, 2, 3,etc.) Load Type -CaleOory_ Load Loa02 Position Direction LoclBe_$m Sp1®nd `Uniform(pIp _ DL(1) 9647 9647 TC _ ♦ 0.0 _ 30•_6_518 _ Uniform Iq LL ill 23422 2Y122 TC • 0-0 130-5510 Net Up"(p6) __WL 0) 67.00 SIM TC _D-0 30.5 5/8 Undottn(pit) TL(2) 31900 31900 TC + 0-0 W5 518 Amal Obs) SM(2) 30000 000 TC + 0-0 04 Conc Load lobs) Di 2 1 too 00 DOD TC + 13,0114 13.0 24 ;Cone Load(1bs) DL(2) 1,70000 0.00 TC ♦ 2641/4 26.6114 Figure 1 Load Combinations -- - --. _.._.... (Example only) Go se 1:DI Casa 6a:DI+Cl 40 85iTt)+WI.+AX Case 2n:LL Case 6b:DL.CL.0.65(TL).WL AX Case 2b,5L Gas o 6C:DL4CL+0.85(TL).WL.AX+IP Case 3a:DL-CL+TL.LL Case 6d:DL+CL+0ZTL3L-AX41P Caeo 3b:DL.CL+TL+SL Caso 6e:DL+CL+0.85(TL)+SM+AX Caw 3c:DL.CL.TL.LL.FEM Gaso 61:DL.CL.0 85(TL)+SM-AX Case 3d:DL+CL+TL.SL.FEM Case 7a:DL.CL.0.85(TL).0.75(WL.AX.LL) Case 3a:DL.CL+TL+LL Case 7b:DL.C1.4.83(TL1.0 75)WL•AX+LL) Case 31:Dl+CL+TL+SL Case 7c:D1+CL+0 85ITL).0 75(W L+AX+LI AP) Case 4a:DL.WL.AX Case 7d:DL.CL40,85(7L).0.76IWLAX•11,.I1`I Case 4b:DL+WL•AX Case 7e:DL.CL.0.8S(7L).0.76(SM.AX.LLi Case 4c:DL+WL+AX+IP Case 71:0L+CL.0.65(TLI.0.75ISM AXAL) Case 4d:DL-W L-AX+IP Case 8a:DL•CL.0.3S17L)-0 751WL.AX.SLI Case Ale!DL+SM.AX Case ab:DL.CL.0A5(T►).0751WL-AX•SLI Casa 4f:DL+SM�AX Case 8C:0L.Cl.0.8F4IL).0.751WL.AX.SL.IP) Case 5a:0,61DL)+WL+AX Case Bd.OL.CL.0.851TL).0.75)WL-AX•5L-IPI Case 5b:0 6(DL)4 WL-AX Case Be:DL.Q.O 85(11Q.0 751WI AX.5L.SM) Caw 5ct 0 61DL).WL.AX41P Case Of:DL.CL-0 OWL 1.0 751WL AX.SL.SM) Case 5d:061DL).WL AX,IP Case ea:l.2(D1140.5(t L).08(h.).SN"AX.FEM Figure 2 Case 5e:06(DL).WL+AX45M Case Ob 12(U11.0.6111•).0A(TL).SM AX.FEM Case 51:0.6(DL)+WL-AX.SM i Interior Dimensions: TC PANEL I- WX, V2 BC PANEL Left End Dimensions: OVERALL LENGTH BASELENG TH TCX FIRST MAGCNAL TC PAt4EL W2 Vls W3 W4 V2 63 _ IANYL FIRST HALF 6C:( Right End Dimensions: I� FIRST DIAGONAL — TCX I� TC PANEL i � ' r\W 18 2 L 2 BCX FIRST HALF - BC PANEL - Notes&Abbreviations: TCX-Top Chord Extension BCX-Bottom Chord Extension BPL-Base Plate Length V1S-First Vertical Web Member V2-Standard Vertical Web Member W2-First Diagonal Web Member All vertical and diagonal web members are ordered numerically progressive toward interior STRESS ANALYSIS -PAGE 1 Job Number.,r. .fob Nance. Date Run; �5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS I1117/2019 2:27:33 PM N E W M I L L E N N I UM Location: Joist Desadption Mark., nim niNr. ARLINGTON,WA Girder Load @ Diag 41G5N8.7K3.0 G1 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 48-1 3/8 47-9 3/8 4' 139.00 4 @ 10-0 1/8 Single Pitch with 1:41 Slope Variable Left End Right End BC Panel 4-91/4 4-3 1/4 J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I,I I I I I I Ull l.l'l1.111111.11:11.fLll_I.'J Ll_1iL71T1TLL I I I I I I J TC Panel 4-9 1/4 4-3 1/4 First Half 14-9 3/8 4-3 1/8 - � First Diag, 9-6 5/8 8-6 3/8 - - Depth 48.00 134.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Conc Load Ibs TL(1) 4,350.00 0.00 TC + 10-2 0-2 L-BL Conc Load (Ibs) TL(1) 8,700.00 0.00 TC + '9-6 5/8 9-4 5/8 L-BL Conc Load (Ibs) TL(1) 8,700.00 0.00 TC + 119-6 3/4 10-0 1/8 L-BL Conc Load (Ibs) TL(1) 8,700.00 0.00 TC + 29-6 7/8 10-0 1/8 L-BL Conc Load Ibs TL(1) 8,700.00 0.00 TC + 39-7 10-0 1/8 L-BL Conc Load (Ibs) TL(1) 4,350.00 0.00 TC + 1147-11 3/8 8-4 3/8 L-BL Conc @ any pp(Ibs) CL(1) 3,000.00 0.00 TC + Uniform (plf) TL 1) 185.00 185.00 TC + 0-0 48-1 3/8 L-BL Conc @ an (Ibs) CL(1) 1,100.00 0.00 TC + Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 9-6 5/8 9-6 5/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 19-6 3/4 19-6 3/4 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 29-6 7/8 29-6 7/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 39-7 39-7 L-BL I Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 47-11 3/8 47-11 3/8 L-BL Uniform (plf) TL(3) 185.00 185.00 TC + 0-0 48-1 3/8 L-BL Uniform(plf) SM(3) 10.00 10.00 TC + 0-0 48-1 3/8 L-BL Conc @ any pp Ibs CL(3) 1,100.00 0.00 TC + Axial (Ibs) SM (3) 27,100.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) SM (3) 2,500.00 0.00 TC + Conc @ any pp(Ibs) CL 3) 3,000.00 0.00 TC + Conc Load (Ibs) SM(3) 297.00 0.00 TC + 19-6 5/8 9-6 5/8 L-BL Conc Load Ibs CL(3) 2,784.00 0.00 TC + 9-6 5/8 9-6 5/8 L-BL Conc Load (Ibs) SM(3) 297.00 0.00 TC + 19-6 3/4 19-6 3/4 L-BL Conc Load (Ibs) CL 3) 2,784.00 0.00 TC + 19-6 3/4 19-6 3/4 L-BL Conc Load (Ibs) SM (3) 297.00 0.00 TC + 29-6 7/8 29-6 7/8 L-BL Conc Load Ibs CL(3) 2,784.00 0.00 TC + 29-6 7/8 29-6 7/8 L-BL Conc Load (Ibs) SM(3) 297.00 0.00 TC + 139-7 39-7 L-BL Conc Load (Ibs) CL(3) 2,784.00 0.00 TC + 139-7 39-7 L-BL Stress Analysis Summary int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 60.14 120.25 29,855.09 30,620.05 7,655.01 I105,685.97 104,980.38 1 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 I 26,387.77 _43.140.91_1 0.0011 0.00 _ 40,303.811 10,075.95 71.86 0-2 "Continued on Next Page... STRESS ANALYSIS -PAGE 1 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPO_ RDERS 11/7/2019 2:27:33 PM NEW MILLENNIUM Location: Joist Description: Mark: B'„'MINM SYSTEMS ARLINGTON,WA Girder Load @ Diag 41G5N8.7K3.0 IG1 Stress Analysis Summary,Continued... Member TC Tension TC Com resion BC Tension I BC Compresion Web Tension Web Comp. Web Length PP Dist. V1s 26,387.77 43,140.91 0.* 0.00 5,815.63 7,580.60 44.61 4-91/4 W3 26,387.77 43,140.91 58,974.071 15,302.11 10,052.54 39,884.57 71.83 4-9 1/4 W4 25,129.31 79,192.32 58,974.07 15,302.11 26,692.98 6,673.24 74.05 9-6 5/8 V2 25,129.31 79,192.32 58,974.071 15,302.11 5,766.35 7,730.49 41.76 14-6 3/4 W5 25,129.34 79,192.41 99,406.041 24,967.26 6,019.52 24,568.74 72.28 14-6 3/4 W6 25,712.84 105,685.97 99,406.04 24,967.26 13,981.79 3,495.45 72.28 19-6 3/4 V3 25,712.84 105,685.97 99,406.04 24,967.26 5,762.66 7,782.34 38.85 24-6 3/4 W6 25,712.81 105,685.86 104,980.38 26,500.35 13,277.46 14,219.48 70.80 24-6 3/4 W5 24,894.46 88,169.81 104,980.381 26,500.35 4,898.75 21,215.04 70.80 29-6 7/8 V4 24,894.46 88,169.81 104,980.381 26,500.35 5,766.54 7,748.96 35.94 34-7 W4 24,894.49 88,169.91 68,319.53 17,840.41 25,820.55 6,455.14 69.20 34-7 W3 26,208.78 46,740.35 68,319.531 17,840.41 10,566.40 42,363.18 61.66 39-7 V1S 26,208.78 46,740.35 0.001 0.00 5,901.00 7,509.22 33.24 43-101/8 W2 26,208.781 46.740.35 0.001 0.00 45,899.38 11,474.85 58.76 43-10 1/8 STRESS ANALYSIS - PAGE 2 G7 Job Number., Job Name: I Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORD_ERS 11/7/2019 2:27:33 PM NEW MILLENNIUM Location: Joist Description: Mark: SYSTEMS ARLINGTON,WA Girder Load @ Diag 41G5N8.7K3.0 I G1 Chord Properties Chord Area Rx Rz R Y Ix Q Material j TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 1.7800 0.9216 0.5891 1.6993 0.8652 1.5119 j 1.0000 3031 =3 X 3 X.313 Axial and Bending Analysis _ Fb: _ K.- Fy: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 13,3U.42 1,146.75 11,720.12 129-9 1/4 I20-1 3/4 TOP Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 55.27 57.39 60.14 51.14 49.26 1.1250 Bending Load 184.95 184.95 184.95 184.95 184.95 Min Weld Len 2X- 0.7592 Axial Load 43,140.91 43,140.91 105,685.97 46,740.34 46,740.34 Max Load Fillers TC: fa 7,543.70 7,543.70 18,480.43 8,173.10 8,173.10 134,214.72 Maximum K Ur 70.17 72.87 76.36 64.93 62.55 Max Load no Fillers TC: Fcr 34,883.07 33,912.21 32,644.16 36,735.87 37,560.401 111,302.41 Fa 20,929.84 20,347.32 19,586.49 22,041.52 22,536.24 TC oauRyy: 272.82 F'e 142,833.61 132,449.27 120,610.55 166,812.41 179,755.63 BC oaURyy: Cm 0.9736 0.9715 0.8973 0.9755 0.9773 337.41 Panel Point Moment 5,045.82 5,045.82 4,645.65 3,876.58 3,876.59 BC Stress: Mid Panel Moment 3,548.51 1,715.52 2,322.83 1,168.56 2,863.91 0.98 Panel Pointfb 1,656.45 1,656.45 1,525.08BC URz: 204.12 1,272.61 1,272.61 1249 1 Mid Panel fb 463.37 224.01 303.32 152.59 373.97 = - TC Shear Stress: Fillers 0 0 0 0 0 91263.94 Panel Point Stress 1 9,200.15 9,200.15 20,005.51 9,445.72 9,445.72 BC Shear Stress: Mid Panel Stress 0.37511 0.3779 0.9544 0.3756 0.3744 %396.15 TC Bearing Capacity.' Web Design 6.40K<14.94K - Member Web Tension Allow Tension Web Comp I Allow Comp Weld Qty Material W2 40,303.81 43,005.92 10,075.951 17,333.92 14.44 x 0.188 2 A36B =2.0780 x 0.188 V1 S 5,815.63 28,624.38 7,580.60j 8,618.41 2.72 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W3 10,052.54 67,578.15 39,884.57j 40,669.10 12.85 x 0.209 2 A44A=2.8750 x.209 W4 26,692.98 28,769.10 6,673.24 7,658.72 11.98 x 0.150 2 A28B= 1.7350 x 0.150 _ V2 5,766.35 24,373.24 7,730.49 8,287.41 2.78 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W5 6,019.52 57,194.49 24,568.74 28,260.43 8.82 x 0.188 2 A40B=2.3750 x 0.218 W6 13,981.79 28,624.38 3,495.45 3,947.76 5.02 x 0.188 1 C40BA= 1.125 x 2.014 x.218 V3 5,762.66 24,373.24 7,782.34 9,177.44 2.80 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 13,277.46 43,005.92 14,219.48 17,799.54 5.11 x 0.188 2 A36B=2.0780 x 0.188 W5 4,898.75 48,746.47 21,215.041 22,496.91 7.62 x 0.188 2 A38B =2.2190 x 0.199 V4 5,766.54 18,714.09 7,748.961 8,104.74 2.97 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 25,820.55 28,624.38 6,455.14 j 7,230.92 9.27 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 10,566.40 67,578.15 42,363.18J 45,575.61 13:65 x 0.209 2 A44A=2.8750 x.209 V1 S 5,901.00 16,730.221 7,509.221 7,653.95 3.20 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W2 45,899.381 48,746.471 11.474.851 28,620.10 15.53 x 0.199 2 A38B=2.2190 x 0.199 i STRESS ANALYSIS- PAGE 3 G� Job Number: Job Name: Date Run: 5819-0199 G_AYTEW_AY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:27:33 PM NEW MILLENNIUM Location: AmstDescoption: Mark: Win niNn VY^1TNMS ARLINGTON,WA Girder Loa (a� 41G5N8.7K3.0 G1 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-5 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 17 1/2 BPL Length 0-6 BPL Length 10-11 Clear Bearing 0-7 7/8 Clear Bearing 1-3 1/2 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load I 0.00� Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.06, Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.041 Section Modulus 0.0000 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 8.7172 Reqd MI 0.00001 Reqd MI 0.0000 Type:Lapped SW Type:Lspped i I 1 1 Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS - PAGE 1 G� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS_ 1 11/7/2019 2:56:48 PM NEW 'IMINL S E N NS U M Location: Joist Description: Mark: r. ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 �G`10 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 48-9 148.00 146.14 14 @ 10-0 Parallel Chords Variable I Left End Right End BC Panel 4-91/4 4-9 1/4 J I I I I I I I l I I I I I I I I.I I I IJ I I I III I LI I I I)I I I LI I I III I I Il l I I U IIIJIIIIIIILI I I I.I I I I 111111111111 TC Panel 4-9 1/4 4-9 1/4 First Half 4-9 1/4 4-9 1/4 1V First Diag. 9-6 1/2 9-6 1/2 ' Depth 148.00 48.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL (1) 5,000.00 0.00 TC + 0-2 0-2 L-BL Conc Load Ibs) TL(1) 10,000.00 0.00 TC + 9-6 1/2 9-4 1/2 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 19-6 1/2 10-0 L-BL Conc Load (Ibs) TL (1) 10,000.00 0.00 TC + 29-6 1/2 10-0 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 139-6 1/2 10-0 L-BL Conc Load Ibs TL(1) 5,000.00 0.00 TC + 48-11 9-4 1/2 L-BL Uniform(plf) CL (1) 60.00 60.00 TC + 0-0 49-1 L-BL Uniform (plf) TL 1) 185.00 185.00 TC + 0-0 49-1 L-BL Conc Load(Ibs) WL(1) 1,500.00 0.00 TC - 10-2 0-2 L-BL Conc Load(Ibs) WL(1) 3,000.00 0.00 TC - 9-6 1/2 9-6 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 19-6 1/2 19-6 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 29-6 1/2 29-6 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - .39-6 1/2 39-6 1/2 L-BL Conc Load Ibs WL 1) 1,500.00 0.00 TC - 148-11 48-11 L-BL Uniform If CL(3) 60.00 60.00 TC + 0-0 49-1 L-BL Uniform (plf) SM (3) 10.00 10.00 TC + 0-0 49-1 L-BL Axial (Ibs) SM (3) 44,800.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) TL (3) 185.00 185.00 TC + 10-0 49-1 L-BL Conc Load Ibs) SM(3) 342.00 0.00 TC + 9-6 1/2 9-6-1/2 L-BL Conc Load(Ibs) CL(3) 3,200.00 0.00 TC + 9-6 1/2 9-6 1/2 L-BL Conc Load (Ibs) CL 3) 3,200.00 0.00 TC + 19-6 1/2 19-6 1/2 L-BL Conc Load(Ibs) SM (3) 342.00 0.00 TC + 19-6 1/2 19-6 1/2 L-BL Conc Load (Ibs) SM 3) 342.00 0.00 TC + 29-6 1/2 29-6 1/2 L-BL Conc Load(Ibs) CL (3) 3,200.00 0.00 TC + 129-6 1/2 29-6 1/2 L-BL Conc Load(Ibs) SM (3) 342.00 0.00 TC + 39-6 1/2 39-6 1/2 L-BL Conc Load (Ibs) CL (3) 3,200.00 0.00 TC + 39-6 1/2 39-6 1/2 L-BL Stress Analasis Summary lnt Pang l TC Max Panel BC: Reaction LE Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.00 30,971.87 30,971.87 7,742.91 93,692.13 92,895.72 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 43,981.03 59,287.69 0.00 0.00 39,636.12 9,909.03 71.99 0-2 V1S 43,981.03 59,287.69 0.00. 0.00 0.00 1,361.67 46.14 4-9 1/4 W3 43,981.03 59,287.69 60,519.24 14,627.93 9,561.01 38,657.45 73.53 4-9 1/4 W4 42,687.73 81,277.30 60,519.24 14,627.93 21,426.79 5,356.70 75.69 9-6 1/2 *Continued on Next Page... STRESS ANALYSIS -PAGE 1 G,7 k5819-0199 Number: Job Name: Date Run: GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:56:48 PM NEW„MINLSENNsUM tion: Joist Description: Mark.' ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 G10 _Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V2 42,687.73 81,277.30 60,519.241 14,627.93 0.00 1,625.55 46.14 14-61/2 W5 42,687.73 81,277.30 92,895.72 22,429.49 4,920.98 19,417.39 75.69 14-61/2 W6 42,243.04 93,692.13 92,895.721 22,429.49 12,701.01 3,175.25 75.69 19-61/2 V3 42,243.04 93,692.13 92,895.72' 22,429.49 0.00 1,873.84 46.14 24-6 1/2 W6 42,243.04 93,692.13 92,895.72i 22,429.49 12,701.01 3,175.25 75.69 24-6 1/2 W5 42,687.73 81,277.30 92,895.721 22,429.49 4,920.98 19,417.39 75.69 29-6 1/2 V4 42,687.73 81,277.30 92,895.721 22,429.49 0.00 1,625.55 46.14 34-6 1/2 W4 42,687.73 81,277.30 60,519.24 14,627.93 21,426.79 5,356.70 75.69 34-61/2 W3 43,981.03 59,287.70 60,519.24 14,627.93 9,561.01 38,657.45 73.53 39-6 1/2 V1s 43,981.03 59,287.70 0.00 0.00 0.00 1,361.671 46.14 44-3 3/4 W2 43,981.031 59,287.70 0.001 0.00 39,636.13 9,909.031 71.99 44-3 3/4 d STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date Run: 41LINGTONI, 9-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:56:48 PM NEW MILLENNIUM ation: Joist Description: Mark: _ S1111 Ml- SYSTFMS -- WA Girder Load @ Diag 48G5N10K3.0 J G10 Chord Properties Chord Area Rx Rz RYV Y Ix Q Material TC 2.2897 1.0781 0.6883 1.8998 1.0018 2.6613 1.0000 13534=3 1/2 x 3 1/2 x.344 BC 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 I 1.0000 13028=3 X 3 X.281 Axial and Bending Analysis 1' Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bfidg TC: Max Bridg BC 1.00 50,000.00 30,000.00 I4,029.40 1,299.32 I1,948.99 2641 20-8 5/8 Too Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 55.25 57.25 60.00 57.25 55.25 i 11.1250 Bending Load 245.00 245.00 245.00 245.00 245.00 0.75007 Len 2x: _ Axial Load 59,287.69 59,287.69 93,692.13 59,287.70 59,287.70 Max Load Fillers TC: fa 12,946.61 12,946.61 20,459.48 12,946.61 12,946.61 100,784.12 Maximum K Ur 80.27 83.18 63.161 83.18 80.27 Max Load no Fillers TC: Fcr 31,215.22 30,149.86 37,349.13 30,149.86 31,215.22 77,488.00 Fa 18,729.13 18,089.92 22,409.48 18,089.92 18,729.13 30 .9L/Ryy: 7.92 F'e 108,981.12 101,499.72 92,408.80 101,499.72 108,981.12 13COAL/Ryy: j Cm 0.9406 0.9362 0.8517 0.9362 0.9406 345.75 Panel Point Moment 6,671.02 6,671.02 6,125.00 6,671.02 6,671.02 BC Stress: Mid Panel Moment 4,701.11 2,255.25 3,062.50 2,255.25 4,701.11 i0.96 Panel Pointfb 3,131.09 3,131.09 2,874.811 3,131.09 3,131.09 BC ORE 203.1488 Mid Panel fb 884.83 424.48 576.41 424.48 884.83 TC Shear Stress: Fillers 0 0 61 0 0 11,061.90 Panel Point Stress 16,077.70 16,077.70 23,334.29 16,077.70 16,077.701 BC Shear Stress: Mid Panel Stress_ 0.7220 0.7306 0.93611 0.7306 0.7220 15,795.57 TC Bearing Capacity.: Web Design 5.00K<12.15K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 39,636.12 79,023.08 9,909.03 48,830.36 11.76 x 0.227 2 3022=3 x 3 x.227 V1S 0.00 7,826.93 1,361.67 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 9,561.01 67,578.15 38,657.45 39,833.71 12.46 x 0.209 2 A44A=2.8750 x.209 W4 21,426.79 28,624.38 5,356.70 6,244.99 7.70 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 0.00 7,826.93 1,625.55, 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,920.98 48,746.47 19,417.39 20,144.10 6.97 x 0.188 2 A38B=2.2190 x 0.199 W6 12,701.01 24,373.24 3,175.25 3,180.05 4.56 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V3 0.00 8,984.69 1,873.84 1,925.26 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W6 12,701.01 24,373.24 3,175.251 3,180.05 4.56 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W5 4,920.98 48,746.47 19,417.39 20,144.10 6.97 x 0.188 2 A38B =2.2190 x 0.199 V4 0.00 7,826.93 1,625.55 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 21,426.79 28,624.38 5,356.70 6,244.99 7.70 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 9,561.01 67,578.15 38,657.45 39,833.71 12.46 x 0.209 2 IA44A=2.8750 x.209 V1S 0.00 7,826.93 1,361.67 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 39,636.13 71,606.18F 9,909.03 39,736.45 10.68 x 0.250 2 A46A=2.5938 x.250 STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5819-0199 [GAYTEWAY BUSINESS PARK BLDG B-SHOPORD_ERS 11/7/2019 2:56:48 PM NEW MILLENNIUM Location: Joist Description: Mark: SUILOINM SYSTF_MS �ARLINGTON,WA 7Girder Load @ Diag 48G5N10K3.0 G10 TCX Design TCX Left TCX Rt ht TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 17 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-7 1/2 Clear Bearing 0-8 i BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.001 Reqd TL Def L/80 0.001 Reqd TL Def L/80 0.00 Live Load 0.001 Live Load 0.00 i Reqd LL Def L/120 0.001 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped iSeatlype:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 Job Number: Job Name: Date Run: 5819-0199 `GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:58:48 PM N E W'IM I L S E NFN I U M Location: Joist Description: Mark: ARLINGTON,WA I Girder Load @ Diag 39G5N10K3.0 �Gll Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 48-6 3/8 48-2 3/8 39.00 136.87 14 @ 10-0 1/8 Single Pitch with 1:32 Slope Variable Left End Right End BC Panel 1 4-5 5/8 4-9 3/8 TC Panel 4-5 5/8 4-9 3/8-1 f 11111111111111 1'1 I I I I I 1 1111111 I l l(l I LU11,L11l l ll f.l l.}1,11:11'1 1111 I I I11 I I I;I I I I I I I I I�I I I LI I� First Half 4-5 5/8 First Diag. 8-11 1/4 Depth 30.00 48.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 8-11 1/4 8-9 1/4 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 18-11 3/8 10-0 1/8 L-BL Conc Load(Ibs) TL(1) 10,000.00 0.00 TC _ + 28-11 1/2 10-0 1/8 L-BL Conc Load(Ibs) TL(1) 10,000.00 0.00 TC + 38-11 5/8 10-0 1/8 L-BL Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 48-4 3/8 9-4 3/4 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Uniform If TL 1 185.00 185.00 TC + 0-0 48-6 3/8 L-BL Uniform If CL(1) 60.00 60.00 TC + 10-0 48-6 3/8 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 8-11 1/4 8-11 1/4 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - ]18-11 3/8 18-11 3/8 L-BL Conc Load (Ibs) WL(1) 1 3,000.00 0.00 TC - 28-11 1/2 28-11 1/2 L-BL Conc Load Ibs) WL(1) 3,000.00 0.00 TC - 138-11 5/8 38-11 5/8 L-BL Conc Load Ibs WL(1) 1,500.00 0.00 TC - 148-4 3/8 48-4 3/8 L-BL Uniform(plf) CL(3) 60.00 60.00 TC + 0-0 48-6 3/8 L-BL Uniform (plf) SM(3) 10.00 10.00 TC + 0-0 48-6 3/8 L-BL Uniform If TL 3) 185.00 185.00 TC + 0-0 48-6 3/8 L-BL Axial(Ibs) SM(3) 60,200.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Conc Load Ibs) SM (3) 342.00 0.00 TC + 18-11 1/4 8-11 1/4 L-BL iConc Load Ibs) CL 3 3,200.00 0.00 TC + 8-11 1/4 8-11 1/4 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 18-11 3/8 18-11 3/8 L-BL Conc Load (Ibs) SM(3) 342.00 0.00 TC + 118-11 3/8 18-11 3/8 L-BL Conc Load (Ibs) SM(3) 342.00 0.00 TC + 128-11 1/2 28-11 1/2 L-BL . Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 128-11 1/2 28-11 1/2 L-BL Conc Load(Ibs) SM (3) 342.00 0.00 TC + 38-11 5/8 38-11 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 38-11 5/8 38-11 5/8 L-BL Stress Analysis Summary Int Panel TC t.,a.e Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: I Max BC Tension 60.15 120.25 31,658.42 31,142.31 7,914.60 117,188.74 121,298.79 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp, Web Length PP Dist. W2 59,016.80 81,941.68 0.00 0.00 51,971.86 12,992.97 58.70 0-2 V 1 S 59,016.80 81,941.68 0.00 0.001 0.001 1,904.17 29.53 4-5 5/8 Continued on Next Page... STRESS ANALYSIS -PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/7/2019 2:58:48 PM NEW MILLENNIUM Location: Joist Description: Mark A11$1 n1Hr. T%V%Tr"-s ARLINGTON,WA l Girder Load @ Diag 39G5N10K3.0 G11 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension ,BC Com resion Web Tension Web Comp. Web Length PP Dist. W3 59,016.80 81,941.68 85,517.25 20,512.01 11,436.41 46,928.32 62.03 4-5 5/8 W4 57,379.78 110,518.68 85,517.25 20,512.01 22,917.13 5,729.28 67.62 8-11 1/4 V2 57,379.78 110,518.68 85,517.25 20,512.01 1,261.41 2,241.15 33.04 13-111/4 W5 57,379.67 110,518.45 121,298.79 28,923.85 4,596.60 18,463.07 69.52 13-111/4 W6 57,085.05 117,188.50 121,298.79 28,923.85 3,676.48 15,359.54 69.52 18-113/8 V3 57,085.05 117,188.50 121,298.79 28,923.85 1,141.70 2,343.77 36.76 23-11 1/2 W6 57,085.17 117,188.74 110,728.57 26,384.65 14,987.29 3,746.82 71.35 23-11 1/2 W5 57,848.84 102,323.38 110,728.57 26,384.65 6,591.51 26,776.79 71.35 28-11 1/2 V4 57,848.84 102,323.38 110,728.571 26,384.65 1,252.06 2,156.72 40.47 33-11 1/2 W4 57,848.72 102,323.16 65,916.30 15,776.38 27,501.92 6,875.48 73.53 33-11 1/2 W3 59,380.56 75,548.80 65,916.30 15,776.38 10,363.31 42,610.85 71.30 38-11 5/8 V1S 59,380.56 75,548.80 0.00 0.00 0.00 1,943.83 44.10 43-9 W2 59,380.56 75,548.80 0.00 0.001 41,668.05 10,417.01 71.87 43-9 i I STRESS ANALYSIS -PAGE 2 G� 1 Job Number: Job Name: I Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:58:48 PM NEW IM I L s E N N5I U M Location: Joist Description: Mark: ARLINGTON,WA Girder Load @ Diag 39G5N10K3.0 I G11 Chord RroperlI" Chord Area Rx Rz RYY I Y I Ix T Q I Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 14037=4 x 4 x.375 BC 2.0930 1.0824 0.6899 1.8930 0.9905 2.4522 0.9871 13531 =3 1/2 X 3 1/2 X.313 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 150,000.00 I 30,000.00 13,299.36 1,100.89 11,651.34 129-9 1/4 23-31/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 51.65 53.65 60.15 57.40 55.40 1.1250 Min Weld Len 2X: Bending Load 244.88 244.88 244.881 244.88 244.88 0.8418 Axial Load 81,941.69 81,941.69 117,188.74 75,548.81 75,548.81 i- Max Load Fillers TC: fa 14,328.48 14,328.48 20,491.80 13,210.61 13,210.61 133,706.06 Maximum K L/r 65.58 68.12 57.16 72.88 70.34 Max Load no Fillers TC: Fcr 36,509.73 35,614.16 39,375.96 33,907.37 34,821.60 110,874.00 TC OAU Fa 21,905.84 21,368.50 23,625.58 20,344.42 20,892.96 275.20Ryy: 75.20 F'e 163,536.77 151,565.70 120,566.38 132,400.67 142,137.31 13C AURyy: Cm 0.9562 0.9527 0,88611 0.9501 0.9535 305.53 Panel Point Moment 5,733.29 5,733.28 6,153.48 6,703.43 6,703.44 BC Stress: Mid Panel Moment 4,137.70 1,834.99 3,076.74 2,264.99 4,725.00 0.97 Panel Pointfb 1,882.13 1,882.13 2,020.08 2,200.62 2,200.62 BCL/Rz: Mid Panel fb 540.30 239.61 401.76 295.76 616.99 174.3006 TC Shear Stress: Fillers 1 0 0 2 0 0 9,555.48 Panel Point Stress 16,210.61 16,210.61 22,511.88 15,411.22 15,411.22 BC Shear Stress: Mid Panel Stress 0.6720 0.6786 0.88211 0.6593 0.6529 12,714.42 + TC Bearing Capacity: Web Design 5.25K<13.92K Member_ Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 51,971.86 57,194.49 12,992.97 35,928.48 16.05 x 0.218 2 A40B=2.3750 x 0.218 V1S 0.00 7,826.93 1,904.171 3,822.35 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 11,436.41 78,227.12 46,928.321 54,773.52 13.92 x 0.227 2 A48A=3.0625 x.227 W4 22,917.13 28,624.38 5,729.28 7,504.13 8.23 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 1,261.41 7,826.93 2,241.15 3,236.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,596.60 48,746.47 18,463.07 23,130.98 6.63 x 0.188 2 A38B=2.2190 x 0.199 W6 3,676.48 43,005.92 15,359.54 18,373.00 5.52 x 0.188 2 A36B=2.0780 x 0.188 V3 1,141.70 7,826.93 2,343.77 2,655.55 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W6 14,987.29 28,624.38 3,746.82 4,037.45 5.38 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W5 6,591.51 57,194.49 26,776.79 28,774.44 9.62 x 0.188 2 A40B =2.3750 x 0.218 V4 1,252.06 7,826.93 2,156.72 2,190.63 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x.102 W4 27,501.92 28,769.10 6,875.48 7,766.88 12.35 x 0.150 2 A28B = 1.7350 x 0.150 W3 10,363.31 78,227.12 42,610.851 49,960.87 12.64 x 0.227 2 A48A=3.0625 x.227 V1S 0.00 8,984.69 1,943.831 2,108.12 2.00 x 0.118 1 C18613= 1.125 x 1.035 x.118 W2 41,668.05 43,005.921 10,417.01 17,330.541 14.97 x 0.188 2 A3613 =2.0780 x 0.188 STRESS ANALYSIS -PAGE 3 G� Job Number: Job Name: Data Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:58:48 PM A NEW MILLENNIUM Locaf1w. Joist Description: Mark: B"'LMINM SYSTRMS ARLINGTON,,WA Girder Load @ Diag 39G5N10K3.0 G11 TCX Design TCX Left TCX Right TCX Length 0-3 TCX Length 1 0-0 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7112 BPL Length 0-9 BPL Length 0-6 Clear Bearing 1-2 7/8 Clear Bearing 0-8 i BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.04 Reqd TL Def L/80 0.00 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.03 Reqd LL Def L/120 0.00 Section Modulus 3.0462 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 mat Type:Lapped $eat Type:Lapped - I, I� i I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP _ STRESS ANALYSIS - PAGE 1 G,> Job Number.' Job Name: I Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 3:00:02 PM NEW M NL S E N N I U M Location: Joist Description: Mark: I ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 G12 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-41/8 49-0 1/8 48.00 46.14 4 @ 10-0 Parallel Chords Variable Left End Right End BC Panel 4-10 3/4 4-9 1/4 J I I I 111 11111 l l l l I,I I I I I_I_Ill,l UJ11UI-I-I�,1-l-I I'.! I I I) I I I I I I I I I I ! I! I I I I I I I I l!I I I I I I I I I I I I TC Panel 4-10 3/4 4-9 1/4 First Half 4-10 7/8 4-9 1/4 First Diag. 9-9 5/8 9-6 1/2 Depth 148.00 48.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL 1 10,000.00 0.00 TC + 19-9 5/8 9-7 5/8 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 119-9 5/8 10-0 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 129-9 5/8 10-0 L-BL Conc Load lbs TL(1) 10,000.00 0.00 TC + i 39-9 5/8 10-0 L-BL Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 49-2 1/8 9-4 1/2 L-BL Uniform If TL(1) 185.00 185.00 TC + 0-0 49-4 1/8 L-BL Uniform If CL(1) 20.00 20.00 TC + 0-0 49-4 1/8 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL 1) 3,000.00 0.00 TC - 9-9 5/8 9-9 5/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 1 19-9 5/8 19-9 5/8 L-BL Conc Load Ibs) WL(1) 3,000.00 0.00 TC - 29-9 5/8 29-9 5/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - '39-9 5/8 39-9 5/8 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 1 49-2 1/8 49-2 1/8 L-BL Conc Load (Ibs) SM 2 4,750.00 0.00 TC - 2-1 2-1 L-OAL Uniform (plf) SM (3) 10.00 10.00 TC + i0-0 49-4 1/8 L-BL Uniform (plf) CL(3) 20.00 20.00 TC + 10-0 49-4 1/8 L-BL Uniform(pIQ TL(3) 185.00 185.00 TC + 1 0-0 49-4 1/8 L-BL Axial (Ibs) SM(3) 29,400.00 0.00 TC + 10-0 0-0 L-BL Conc Load Ibs SM (3) 4,750.00 0.00 TC + 12-1 2-1 L-OAL Conc Load Ibs SM (3) 342.00 0.00 TC + 9-9 5/8 9-9 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 9-9 5/8 9-9 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 19-9 5/8 19-9 5/8 L-BL i Conc Load (Ibs) SM 3 342.00 0.00 TC + 1 19-9 5/8 19-9 5/8 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + ;29-9 5/8 29-9 5/8 L-BL Conc Load(lbs) CL(3) 3,200.001 0.00 TC + '29-9 5/8 29-9 5/8 L-BL Conc Load (Ibs) SM (3) 342.001 0.00 TC I + 39-9 5/8 39-9 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.001 0.00 TC I + 39-9 5/8 39-9 5/8 L-BL Stress Analysis Summary Inf Par it TC Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.00 29,917.30 30,129.84 7,532.46 91,444.81 �90,951.31 Member TC Tension TC Compresion I BC Tension !BC Compresion Web Tension Web Comp. Web Length I PP Dist. W2 27,110.07 44,617.681 0.00 0.00 38,727.58 9,681.89 73.14 0-2 V1S 27.110.07 44,617.68 0.00; 0.00 1,315.091 2,433.03 46.14 4-10 3/4 Continued on Next Page... _ STRESS ANALYSIS - PAGE 1 G,> Job Number.' Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS J 11/7/2019 3:00:02 PM NEW MILLENNIUM Location: Joist Description: Mark: aun_oir M SV STFMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 IG12 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. i W3 27,110.07 44,617.68 59,960.82 14,954.38 9,674.74 38,005.89 74.80 4-10 3/4 W4 26,127.14 76,122.45 59,960.82, 14,954.38 20,388.52 5,097.13 75.69 9-9 5/8 V2 26,127.14 76,122.45 59,960.82 14,954.38 0.00 1,522.45 46.14 14-9 5/8 W5 26,127.14 76,122.45 90,951.31 22,673.03 4,868.69 18,707.19 75.69 14-9 5/8 W6 26,020.08 91,444.81 90,951.31 22,673.03 12,355.71 3,088.93 75.69 19-9 5/8 V3 26,020.08 91,444.81 90,951.31 22,673.03 0.00 1,828.90 46.14 24-9 5/8 W6 26,020.08 91,444.81 90,605.541 22,590.13 12,355.71 3,088.93 75.69 24-9 5/8 W5 26,802.39 75,430.91 90,605.541 22,590.13 4,973.28 19,143.39 75.69 29-9 5/8 V4 26,802.39 75,430.91 90,605.541 22,590.13 0.00 1,508.62 46.14 34-95/8 W4 26,802.39 75,430.91 58,923.49 14,705.66 20,824.73 5,206.18 75.69 34-9 5/8 W3 28,425.58 43,055.91 58,923.49 14,705.66 9,611.82 37,761.18 73.53 39-9 5/8 V1s 28,425.58 43,055.91 0.00 0.00 0.00 1,108.56 46.14 44-67/8 W2 28,425.581 43,055.91 0.001 0.00 38,466.201 9,616.55 71.99 44-6 7/8 I I .- STRESS ANALYSIS -PAGE 2 i 1 Job Number: Job Name: Data Run: 5819-0199 IGAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 3:00:02 PM NEW 1 M NL s F US E NN I U M_ �Location: Joist Description: Mark: ARLINGTON,WA l Girder Load @ Diag 48G5N10K3.0 �G72 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.2897 1.0781 0.6883 1.8998 1.0018 2.6613 1 1.0000 13534=3 1/2 x 3 1/2 x.344 BC 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 1 1.0000 13028=3 X 3 X.281 Axial and Bending Analysis K: Fy., Fb: Mom ollrterde: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 I30,000.00 j 4,029A0 I1,278.72 I1,918.08 �26-11 20-71/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 56.75 58.88 60.00 57.25 55.25 1.1250 Min Weld Len 2X.. Bending Load 205.00 205.00 205.00 205.00 205.00 0.7500 Axial Load 44,617.68 44,617.68 91,444.81. 43,055.91 43,055.91 Max Load Fillers TC: fa 9,743.13 9,743.13 19,968.73 9,402.09 9,402.09 101,166.39 Maximum K L/r 82.45 85.54 63.161 83.18 80.27 Max Load no Fillers TC: Fcr 30,416.27 29,284.46 37,349.131 30,149.86 31,215.22 77,768.95 Fa 18,249.76 17,570.68 22,409.481 18,089.92 18,729.13 rC 0AL/Ryy. i 309.57 F'e 103,296.13 95,974.09 92,408.801 101,499.72 108,981.12 13C0AURyy.. Cm 0.9528 0.9492 0.8552' 0.9537 0.9569 347.59 Panel Point Moment 5,933.34 5,933.33 5,125.00 5,581.87 5,581.88 BC Stress: 1 Mid Panel Moment 4,135.32 2,056.83 2,562.50 1,887.05 3,933.58 0.94 Panel Pointfb 2,784.85 2,784.85 2,405.46 2,619.89 2,619.89 I3CL/Rz Mid Panel fb 778.33 387.13 482.30 355.17 740.36 203.1488 Fillers 0 0 2 0 0 TC Shear Stress: 10,735.39 Panel Point Stress 1 12,527.98 12,527.981 22,374.19 12,021.98 12,021.98 1BC Shear Stress: Mid Panel Stress 0.5600 0.56761 0.91021 0.5316 0.5265 1 15,329.34 TC Bearing Capacity.- Web Design 5.00K<12.37K Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material W2 38,727.58 57,194.49 9,681.891 27,786.07 11.96 x 0.218 2 A40B=2.3750 x 0.218 V1S 1,315.09 10,742.43 2,433.031 2,779.39 2.00 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 9,674.74 67,578.15 38,005.89 39,207.76 12.25 x 0.209 2 A44A=2.8750 x.209 W4 20,388.52 28,624.38 5,097.13 6,244.99 7.32 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 0.00 7,826.93 1,522.451 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,868.69 48,746.47 18,707.19 20,144.10 6.72 x 0.188 2 A38B=2.2190 x 0.199 W6 12,355.71 24,373.24 3,088.93 3,180.05 4.44 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V3 0.00 8,984.69 1,828.90 1,925.26 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W6 12,355.71 24,373.24 3,088.93 3,180.05 4.44 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W5 4,973.28 48,746.47 19,143.39 20,144.10 6.88 x 0.188 2 A38B=2.2190 x 0.199 V4 0.00 7,826.93 1,508.62 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 20,824.73 28,624.38 5,206.181 6,244.99 7.48 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 9,611.82 67,578.15 37,761.18 39,833.71 12.17 x 0.209 2 A44A=2.8750 x.209 V1 S 0.00 7,826.93 1,108.561 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1,025 x.102 W2 38,466.20 71,606.18 9,616.55 39,736.45 10.36 x 0.250 2 A46A=2.5938 x.250 STRESS ANALYSIS- PAGE 3 T Job Number; Job Name: STRESS Run: 5819-0199_ GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 3:00:02 PM NEW MILLENNIUM Location: I Joist Description: Mark: ( ARLINGTON,WA _]Girder Load @ Diag 48G5N10K3.0 G12 TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 1 7 1/2 ` BPL Length 1-1 3/8 BPL Length 0-6 Clear Bearing 1-3 3/4 Clear Bearing 0-8 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.001 Reqd TL Def L/80 0.09 Reqd TL Def L/80 0.00 Live Load 0.00 Live Load 0.001 Reqd LL Def L/120 0.06 Reqd LL Def L/120 0.00 Section Modulus 2.1306 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 5.3226 _Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 $00 Type:Lapped SealType:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a:LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS - PAGE 1 G7 Job Number: Job Name: Date Run: 15819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1117/2019 3:01:14 PM NEW IAA I L s E N NSI U M Location: Joist Description: Mark: ARLINGTON,WA f Girder Load @ Diag 48G5N10K3.0 IG13 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shap9: 49-1 48-9 141 46.16 14 @ 10-0 Parallel Chords Variable Left End Right End BC Panel 4-9 1/4 4-9 1/4 1_I_I_I1111_I1_I 11 111 111.11 1 IJ I I I I I I I U I I I I I I I I I I I I I I I I I I 11. TC Panel 4-9 1/4 4-9 1/4 First Half 4-9 1/4 4-9 1/4 First Diag. 9-6 1/2 9-6 1/2 - - Depth 48.00 48.00 Loads Load Tye Category Loadl Load2 Position Direction Loe/Begin Sp/End Reference Conc Load(Ibs) TL(1) 5,000.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL 1) 10,000.00 0.00 TC + 9-6 1/2 9-4 1/2 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 19-6 1/2 10-0 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 129-6 1/2 10-0 L-BL Conc Load Ibs TL 1 10,000.00 0.00 TC + 139-6 1/2 10-0 L-BL Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 48-11 9-4 1/2 L-BL Uniform(plf) CL(1) 20.00 20.00 TC + 0-0 49-1 L-BL Uniform (plf) TL(1) 185.00 185.00 TC + 10-0 49-1 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 10-2 0-2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - I9-6 1/2 9-6 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 19-6 1/2 19-6 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 29-6 1/2 29-6 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 39-6 1/2 39-6 1/2 L-BL Conc Load(Ibs) WL 1 1,500.00 0.00 TC - 48-11 48-11 L-BL Uniform(plf) CL(3) 20.00 20.00 TC + 0-0 49-1 L-BL Uniform(plo SM (3) 10.00 10.00 TC + 0-0 49-1 L-BL Axial (Ibs) SM (3) 44,800.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) TL 3 185.00 185.00 TC + 0-0 49-1 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 9-6 1/2 9-6 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 9-6 1/2 9-6 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 19-6 1/2 19-6 1/2 L-BL Conc Load (Ibs) SM(3) 342.00 0.00 TC + 119-6 1/2 19-6 1/2 L-BL Conc Load(Ibs) SM(3) 342.00 0.00 TC + 29-6 1/2 29-6 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 29-6 1/2 29-6 1/2 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 39-6 1/2 39-6 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 1 39-6 1/2 39-6 1/2 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minkmm shw Max TC Comp.: Max SC Tension 60.00 1 120.00 129,996.88 29,996.88 7,499.22 90,579.81 89,913.60 Member TC Tension TC Comp;reslon BC Tension BC Compresion Web Tension Web CoMp. Web Length PP Dist. W2 43,981.23 58,227.27 0.001 0.00 38,253.27 9,563.32 71.99 0-2 V1S 43,981.23 58,227.27 0.001 0.00 0.00 1,168.87 46.16 4-9114 W3 43,981.23 58,227.27 58,584.991 14,624.35 9,559.60 37,543.74 73.54 4-9 1/4 W4 42,688.24 78,698.95 58,584.99 14,624.35 20,603.46 5,150.86 75.70 9-61/2 *Continued on Next Page... I �I STRESS ANALYSIS -PAGE 1 IJob Number. Job Name: Date R1r»; I5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/7/2019 3:01:14 PM NEW MILLENNIUM Location: Joist Description: Mark: MUTE MINA SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 IG13 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension IBC Com resion Web Tension Web Comp. Web Length PP Dist. V2 42,688.24 78,698.95 58,584.991 14,624.35 0.00 1,573.98 46.16 14-61/2 W5 42,688.24 78,698.95 89,913.591 22,424.00 4,920.23 18,922.38 75.70 14-61/2 W6 42,243.66 90,579.81 89,913.591 22,424.00 12,299.29 3,075.14 75.70 19-61/2 V3 42,243.66 90,579.81 89,913.591 22,424.00 0.00 1,811.60 46.16 24-61/2 W6 42,243.66 90,579.81 89,913.601 22,424.00 12,299.29 3,075.14 75.70 24-6 1/2 W5 42,688.24 78,698.96 89,913.601 22,424.00 4,920.23 18,922.38 75.70 29-61/2 V4 42,688.24 78,698.96 89,913.601 22,424.00 0.00 1,573.98 46.16 34-61/2 W4 42,688.24 78,698.96 58,584.991 14,624.35 20,603.46 5,150.86 75.70 34-61/2 W3 43,981.23 58,227.27 58,584.991 14,624.35 9,559.60 37,543.74 73.54 39-61/2 V 1 S 43,981.23 58,227.27 0.001 0.00 0.001 1,168.87 46.16 44-3 3/4 W2 43,981.23 58,227.27 0.001 0.00 38.253.271 9,563.32 71.99 44-3 3/4 STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: 5819-0799 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 3:01:14 PM NEW MILLENNIUM Location: Joist Description: Mark: A„11 MINM SYSTEMS 'ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 G13 Chord Properties _ Chord j Area Rx Rz Ryy Y Ix Q Material TC 2.0930 1.0824 0.6899 1.8930 0.9905 2.4522 0.9871 3531 =3 112 X 3 1/2 X.313 BC 1.6070 0.9260 0.5907 j 1.6920 1 0.8536 1 1.3780 1.0000 3028=3 X 3 X.281 Axial and Bending A k&lyBls_ _ K: F Fb: Mom of Inertia: I LL 360: LL 240: Max Brid TC: Max Brid BC: 1.00 50,000.00 30,000.00 13,880.84 1,251.42 11,877.13 126-93/4 20-8 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel j First Panel RE End Panel RE I I Gap Between Chords: Length 55.25 57.25 60.001 57.25 55.25 1.1250 Min Weld Len 2X.• Bending Load 205.00 205.00 205.001 205.00 205.00 10.7500 Axial Load 58,227.27 58,227.27 90,579.811 58,227.27 58,227.27 'Max Load Fillers TC: fa 13,910.00 13,910.00 21,638.75; 13,910.00 13,910.00 191,291.15 Maximum K L/r 80.08 82.98 63.39 82.98 80.08 Max Load no Fillers TC: Fcr 31,067.63 30,025.50 36,930.00 30,025.50 31,067.631 70,744.45 Fa 18,640.57 18,015.30 22,158.00 18,015.30 18,640 09.03.57 3 y: 09.03 F'e 109,852.19 102,310.99 93,147.41 102,310.99 109,852.19 BCOAL/Ryy: Cm 0.9367 0.9320 0.8444 0.9320 0.9367 345.75 (Panel Point Moment 5,581.88 5,581.87 5,125.00 5,581.87 5,581.88 BC Stress 0.93 Mid Panel Moment 3,933.58 1,887.05 2,562.50 1.887.05 3,933.58jF-- Panel Point fb 2,856.15 2,856.15 2,622.38 2,856.15 2,856.15 BC LIRE 203.1488 Mid Panel fb 794.43 381.11 517.53 381.11 794.43 Fillers 0 0 6 0 0 11,729.9029.90 TC tress: _ Panel Point Stress 16,766.16 16,766.15 24,261.13 16,766.15 16,766.16 BC Shear Stress: Mid Panel Stress 0.7745 0.7859 0.9980 0.7859 0.77451 115,246.34 TC Bearing Capacity: Web Design 5.00K<9.50K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 38,253.27 57,194.49 9,563.32 28,419.18 11.82 x 0.218 2 A40B =2.3750 x 0.218 V1 S 0.00 7,826.93 1,168.87 1,683.99 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 9,559.60 67,578.15 37,543.74 39,830.22 12.10 x 0.209 2 A44A=2.8750 x.209 W4 20,603.46 28,624.38 5,150.86 6,244.05 7.40 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 0.00 7,826.93 1,573.98 1,683.99 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,920.23 48,746.47 18,922.38 20,140.85 6.80 x 0.186 2 A38B=2.2190 x 0.199 W6 12,299.29 24,373.24 3,075.141 3,179.54 4.42 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V3 0.00 8,984.69 1,811.60 1,924.32 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W6 12,299.29 24,373.24 3,075.14 3,179.54 4.42 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W5 4,920.23 48,746.47 18,922.38, 20,140.85 6.80 x 0.188 2 A38B =2.2190 x 0.199 V4 0.00 7,826.93 1,573.98 1,683.99 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x.102 W4 20,603.46 28,624.38 5,150.86 6,244.05 7.40 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W 3 9,559.60 67,578.15 37,543.74 39,830.22 12.10 x 0.209 2 A44A=2.8750 x.209 V1S 0.00 7,826.93 1,168.871 1,683.99 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x.102 W2 38,253.27 57,194.491 9,563.32 28,419.18 11.82 x 0.218 2 A40B =2.3750 x 0.218 _ STRESS ANALYSIS - PAGE 3 Job Number., Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111IM019 3:01:14 PM NEW MILLENNIUM Location: Joist Description: Mark., R"ILMINM SYSTFMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 G13 TCX Design _ TCX Left _ TCX Rig ht TCX Length 0-0 TCX Length 1 0-0 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 1/4 Clear Bearing 0-8 1/4 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 0.00 Live Load 0.00 i Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 sealType:Lappe�_ _i Seat Type:Lap ped M� Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX ' Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) ' Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP 1 STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run., 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:38:43 AM Mark: msm niNn 6YRTFM4 IARLINGTON,WA Girder Load @ Diag 39G5N10K3.0 IG14 NEW AA I L L E N N I U AA I Location: Joist Description: Geometry i ] Base Length: Working Length: i Joist Depth EffeCtive Depth: BC Panel Length: Shape: 48-6 3/8 48-2 3/8 1 3' 136.87 4 @ 10-0118 Single Pitch with 1:32 Slope Variable Left End Right End BC Panel 4-5 5/8 4-9 3/8 I I I II I I TC Panel 4-5 5/8 4-9 3/8 �J1( hl U1,17 ILI(11.I1 f I111111111111�11.1 T�1 I l.Ll l 11111111111!I I I I I I I I LI I I I I I I I First Half 4-5 5/8 4-9 3/8 First Diag. 8-11 1/4 9-6 3/4 - - Depth I30.00 48.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL 1 5,000.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 18-11 1/4 8-9 1/4 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 118-11 3/8 10-0 1/8 L-BL Conc Load(Ibs) TL(1) 10,000.00 0.00 TC + 128-11 1/2 10-0 1/8 L-BL 1 Conc Load Ibs TL 1 10,000.00 0.00 TC + 38-11 5/8 10-0 1/8 L-BL Conc Load (Ibs) TL 1) 5,000.00 0.00 TC + 48-4 3/8 9-4 3/4 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Uniform (plf) TL(1) 185.00 185.00 TC + 0-0 48-6 3/8 L-BL Uniform(plf) CL 1) 20.00 20.00 TC + 1 0-0 48-6 3/8 L-BL -Conc Load Ibs WL(1.) 1,500.00 0.00 TC 0-2 0-2 L-BL Conc Load Ibs) WL 1) 3,000.00 0.00 TC - 1 8-11 1/4 8-11 1/4 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 18-11 3/8 18-11 3/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC t28-11 1/2 28-11 1/2 L-BL Conc Load{Ibs) WL 1) 3,000.00 0.00 TC - .38-11 5/8 38-11 5/8 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 48-4 3/8 48-4 3/8 L-BL Uniform (plf) CL(3) 20.00 20.00 TC + 0-0 48-6 3/8 L-BL Uniform (plf) SM (3) 10.00 10.00 TC + 0-0 48-6 3/8 L-BL Uniform (plf) TL(3) 185.00 185.00 TC + 0-0 48-6 3/8 L-BL Axial Ibs) SM(3) 60,200.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Conc Load (Ibs) SM(3) 342.00 0.00 TC + 8-11 1/4 8-11 1/4 L-BL Conc Load Ibs) CL(3) 3,200.00 0.00 TC + 8-11 1/4 8-11 114 L-BL Conc Load Ibs) CL(3) 3,200.00 0.00 TC + 18-11 3/8 18-11 3/8 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 18-11 3/8 18-11 3/8 L-BL (Conc Load (Ibs) SM (3) 342.00 0.00 TC + 28-11 1/2 28-11 1/2 L-BL Conc Load (Ibs) CL 3 3,200.00 0.00 TC + 128-11 1/2 28-11 1/2 L-BL Conc Load(Ibs) SM 3) 342.00 0.00 TC + 38-11 5/8 38-11 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.001 TC I + 38-11 5/8 38-11 5/8 L-BL Stress Analysis Summary _ Int.Panel TC: Max Panel BC: Reaction LE: Reaction R& Minimum Shear: Max TC Comp,: Max BC Tension 60.15 120.25 30,694.46 130,178.35 7,673.61 113,395.38 1117,499.36 Member TC Tension TC Compresion BC Tension I BC Compresion Web Tension Web Cornp. Web Length PP Dist. W2 59,016.80 80,406.09 0.00 0.00 50,226.721 12,556.68 58.70 0-`-1 V 1 S 59,016.80 80,406.09 0.001 0.00 0.001 1,721.08 29.53 1 4-5 5/8 Continued on Next Page... I I Job Number: Job Name: STRESS ANALYSIS -PAGE 1 Rafe Run: [5819-0199 IGAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:38:43 AM NEW MILLENNIUM Location: Joist Description, Mark: 9l]lLnl— SYSTFMS �ARLINGTON,WA Girder Load@Diag 39G5N10K3.0 �G14 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W3 59,016.80 80,406.09 82,855.99 20,512.01 11,436.41 45,625.30 62.03 4-5 5/8 W4 57,379.78 107,073.54 82,855.99 20,512.01 22,035.54 5,508.88 67.62 8-11 1/4 V2 57,379.78 107,073.54 82,855.991 20,512.01 1,261.41 2,141.47 33.04 13-111/4 W5 57,379.67 107,073.33 117,499.36 28,923.85 4,596.60 18,051.53 69.52 13-111/4 W6 57,085.05 113,395.15 117,499.36 28,923.85 3,676.48 14,891.86 69.52 18-113/8 V3 57,085.05 113,395.15 117,499.36 28,923.85 1,141.70 2,267.91 36.76 23-11 1/2 W6 57,085.17 113,395.38 107,255.59 26,384.65 14,530.95 3,632.74 71.35 23-11 1/2 W5 57,848.84 99,434.91 107,255.59 26,384.65 6,591.51 26,080.07 71.35 28-11 1/2 V4 57,848.84 99,434.91 107,255.59 26,384.65 1,252.06 1,988.70 40.47 33-11 1/2 W4 57,848.72 99,434.71 63,848.981 15,776.38 26,499.42 6,624.86 73.53 33-11 1/2 W3 59,380.56 74,453.70 63,848.981 15,776.38 10,363.31 41,402.06 71.30 38-11 5/8 V1S 59,380.56 74,453.70 0.001 0.00 0.001 1,750.44 44.10 43-9 W2 59.380.56 74,453.701 0.001 0.00 40,247.481 10,061.87 71.87 43-9 STRESS ANALYSIS - PAGE 2 G� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:38:43 AM NEW M I L S E N N I U M Location: Joist Description: Mark: JI ARLINGTON,WA Girder Load @ Diag 39G5N10K3.0 G14 Chord Propertles _ Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 2.0930 1 1.0824 1 0.6899 1.8930 0.9905 1 2,4522 0.9871 13531 =3 1/2 X 3 1/2 X.313 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 300. LL 240: Max Bridg TC: i Max Bridg BC: 1.00 50,000.00 30,000.00 3,299.36 11,100.89 11,651.34 29-9 1/4 '23-3 1/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I Gap Between Chords: Length 51.65 53.65 60.15 57.40 55.40 1.1250 Min Weld Len 2X: Bending Load 204.90 204.90 204.90 204.90 204.90 0.8146 Axial Load 80,406.09 80,406.09 113,395.38 74,453.70 74,453.70 Max Load Fillers TC: fa 14,059.96 14,059.96 19,828.49 13,019.11 13,019.11 134,044.88 Maximum K L/r 65.58 68.12 57.16 72.88 70.34 Max Load no Fillers TC: Fcr 36,509.73 35,614.16 39,375.96 33,907.37 34,821.60 111,147.80 Fa 21,905.84 21,368.50 23,625.58 20,344.42 20.892.96 TC OAURyy: 275.20 F'e 163,536.77 151,565.70 120,566.38 132,400.67 142,137.31 13C 0AL/Ryy: Cm 0.9570 0.9536 0.8898 0.9508 0.9542 305.53 Panel Point Moment 4,797.24 4,797.23 5,148.83 5,609.00 5,609.00 BC stress. Mid Panel Moment 3,462.16 1,535.40 2,574.41 1,895.20 3,953.57 0.94 BC Panel Pointfb 1,574.85 1,574.85 1,690.27 1,841.33 1,841.33 174.30 74.3006 Mid Panel fb 452.09 200.49 336.171 247.48 516.26 TC Shear Stress: Fillers 0 0 2 0 0, 9,234.62 Panel Point Stress 15,634.81 15,634.80 21,518.75 14,860.45 14,860.451 BCShearStress: Mid Panel Stress 0.6568 0.6647 0.8515 0.6483 0.64041 12,280.96 TC Bearing Capacity: Web Design 5.25K<14.26K Member Web Tension Allow Tension Web Comp Allow Comp Weld City Material 1 W2 50,226.72 57,194.49 12,556.68 35,928.48 15.52 x 0.218 2 A40B=2.3750 x 0.218 V1 S 0.00 5,758.64 1,721.08 1,805.54 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W3 11,436.41 71,606.18 45,625.30 46,239.70 12.29 x 0.250 2 A46A=2.5938 x.250 W4 22,035.54 28,624.38 5,508.88 7,504.13 7.91 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 1,261.41 7,826.93 2,141.47, 3,236.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,596.60 43,005.92 18,051.53 18,373.00 6.48 x 0.188 2 A36B =2.0780 x 0.188 W6 3,676.48 43,005.92 14,891.86 18,373.00 5.35 x 0.188 2 A36B =2.0780 x 0.188 V3 1,141.70 7,826.93 2,267.91 2,655.55 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W6 14,530.95 28,624.38 3,632.74 4,037.45 5.22 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W5 6,591.51 57,194.49 26,080.07 28,774.44 9.37 x 0.188 2 A40B =2.3750 x 0.218 V4 1,252.06 7,826.93 1,988.701 2,190.63 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 26,499.42 28,769.10 6,624.86 7,766.88 11.90 x 0.150 2 A28B = 1.7350 x 0.150 W3 10,363.31 78,227.12 41,402.061 49,960.87 12.28 x 0.227 2 A48A=3.0625 x.227 V1S 0.00 7,826.93 1,750.441 1,844.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 40,247.48 43,005.92 10,061.87 17,330.54 14.46 x 0.188 2 A36B =2.0780 x 0.188 I STRESS ANALYSIS - PAGE 3 Job Number: Job Name: �Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:38:43 AM N E W M I L S E N N I U AA Joist Description: Mark: I ARLINGTON,WA Girder Load @ Diag 39G5N10K3.0 IG14 TCX Design TCX Left I TCX Right TCX Length 0-3 TCX Length 0-0 TCX Type R TCX Type R ITCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-9 BPL Length 0-6 Clear Bearing 1-2 7/8 Clear Bearing 0-8 BPL Material:407050=4 x 7 x.500 I BPL Material:407050=4 x 7 x.500 (Total Load 0.00 Total Load I 0.00 Reqd TL Def L/80 0.04 Reqd TL Def L/80 0.00 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.03 Red LL Def L/120 0.001 Section Modulus 3.0462 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 lSeet Type:Lopped SOM Type:Lapped i i Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 1Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/712019 2:35:47 PM NEW MILLENNIUM �Locafldn: Joist Description: Mark: qup rnn,n %V%TPM's ARLINGTON,'1/A Girder Load @ Diag 60G5N17.9K5.0 G2 Geometry Base Length: Working Length: Joist Depth: Effective Depth BC Panel Length: Shape: 49-8 1/8 49-0118 60.00 157.88 4 @ 10-0 Parallel Chords Variable Left End Right_End BC Panel 4-11 4-11 _ T TC Panel 4-11 4-11 \ First Half 4-111/8 4-11 I ;' - - First Diag. 9-10 1/8 9-10 , \ Depth 160.00 160.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL 1 8,950.00 0.00 TC _ + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 19-10 1/8 9-8 1/8 L-BL Conc Load (Ibs) TL 1) 17,900.00 0.00 TC + 19-10 1/8 10-0 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 29-10 1/8 10-0 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 39-10 1/8 10-0 L-BL Conc Load (Ibs) TL(1) 8,950.00 0.00 TC + 149-6 1/8 9-8 L-BL Conc @ any pp(Ibs) CL 1) 3,000.00 0.00 TC + Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 9-10 1/8 9-10 1/8 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 19-10 1/8 19-10 1/8 L-BL Conc Load Ibs WL(1) 5,000.00 0.00 TC - 29-10 1/8 29-10 1/8 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 39-10 1/8 39-10 1/8 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 49-6 1/8 49-6 1/8 L-BL Conc @ any pp(Ibs) CL(3) 3,000.00 0.00 TC + _ Axial (Ibs) SM (3) 27,100.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM (3) 612.00 0.00 TC + 9-10 1/8 9-10 1/8 L-BL Conc Load (Ibs) CL(3) 5,728.00 0.00 TC + 9-10 1/8 9-10 1/8 L-BL Conc Load (Ibs) SM(3) 612.00 0.00 TC + 19-10 1/8 19-10 1/8 L-BL Conc Load (Ibs) CL 3 5,728.00 0.00 TC + J 19-10 1/8 19-10 1/8 L-BL Conc Load (Ibs) CL(3) 5,728.00 0.00 TC + 29-10 1/8 29-10 1/8 L-BL Conc Load (Ibs) SM (3) 612.00 0.00 TC + 29-10 1/8 29-10 1/8 L-BL Conc Load (Ibs) SM (3) 612.00 0.00 TC + 39-10 1/8 39-10 1/8 L-BL Conc Load (Ibs) CL(3) 5,728.00 0.00 TC + 39-10 1/8 39-10 1/8 L-BL - Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 80.00 1120.00 I47,711.98 �47,742.32 11,935.51 I116,568.19 115,024.34 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 27,100.00 41,061.63 0.00 0.00 54,402.32 14,032.01 81.24 0-2 V1S 27,100.00 41,061.63 0.00 0.00 3,000.00 3,197.92 57.88 4-11 W3 27,100.00 41,061.63 74,819.28 20,058.62 14,291.95 54,582.91 82.74 4-11 W4 27,100.00 94,921.81 74,819.28 20,058.62 29,214.82 7,303.71 83.37 9-10 1/8 V2 1 27,100.00 94,921.81 74,819.28 20,058.62 3,000.00 3,451.79 57.88 14-101/8 W5 27,100.00 94,921.81 115,024.34, 30,420.41 7,198.65 28,337.46 83.37 14-101/8 W6 30,418.22 116,568.19 _ 115,024.34 30,420.41 16,656.63 17,191.27 83.37 19-101/8 Continued on Next Page... _ I STRESS ANALYSIS - PAGE 1 G7 Job Number.- Job Name: i Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:35:47 PM NEW MILLENNIUM Location: Joist Description: Mark: PtAlt OWN❑ SYSTFMS ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 IG2 J Stress Analysis Summary, Continued... Member TC Tension TC Com resion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V3 30,418.22 116,568.19 115,024.34 30,420.41 3,000.00 3,579.72 57.88 24-101/8 W6 30,418.22 116,568.19 115,005.43 30,416.03 17,191.27 4,501.82 83.37 24-101/8 W5 27,100.00 94,887.24 115,005.43. 30,416.03 7,204.73 28,381.16 83.37 29-10 1/8 V4 27,100.00 94,887.24 115,005.43 30,416.03 3,000.00 3,451.63 57.88 34-10 1/8 W4 27,100.00 94,887.24 74,769.031 20,045.49 29,258.52 7,314.63 83.37 34-10 1/8 W3 27,100.00 41,066.90 74,769.03 20,045.49 14,282.56 54,567.34 82.65 39-101/8 V1S 27,100.00 41,066.90 0.00 0.00 3,000.00 3,197.95 57.88 44-91/8 W2 27,100.00 41,066.90 0.00 0.00 54,444.89 14,037.93 81.24 44-91/8 ti i STRESS ANALYSIS - PAGE 2 G� Job Number: Jab Name: Date Run: � 5819-0199 ^ GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:35:47 PM NEW MI L L E N N I U M 'Location: Joist Description: Mark: nun n1mr. %V4'1'FMS ARUNGTON,WA Girder Load @ Diag 60G5N17.9K5.0 G2 Chord Propeirties _ Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 14037=4 x 4 x.375 BC 1.9266 1.0861 0.6914 1.8874 0.9811 2.2726 0.9552 13528=3 1/2 x 3 1/2 x.287 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: �2LL42.37 LL 240: Max Bridg TC: Max Bridg BC: 1.00 _ 50,000.00 30,000.00 J 7,725.67 3,603.55 129-9 1/4 21-8 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 57.00 59.13 60.00 59.00 57.00 1.1250 Bending Load 0.00 0.00 0.00 0.00 0.00 Min Weld Len 2x. 0.8373 Axial Load 41,061.63 41,061.63 116,568.191 41,066.90 41,066.90 Max Load Fillers TC: fa 7.180.11 7,180.11 20,383.33 7,181.03 7,181.03 135,852.86 Maximum K Ur 72.37 75.07 57.101 74.91 72.37 Max Load no Fillers TC: Fcr 34,091.86 33,114.53 39,395.541 33,172.21 34,091.86 112,798.81 rTCFa 20,455.12 19,868.72 23,637.32 19,903.33 20,455.12 28 .7uRyy: 1.74 F'e 134,276.66 124,798.09 121,184.68 125,327.46 134,276.66 BCOAL/Ryy. Cm 0.9733 0.9712 0.8873 0.9714 0.9733 313.72 i Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 1.00 Panel Point fb 0.00 0.00 0.001 0.00 0.00 BC LiRz: 173.5609 Mid Panel fb 0.00 0.00 0.001 0.00 0.00 - TC Shear Stress: Fillers 01 0 2 0 0 13,355.18 1 Panel Point Stress 7,180.111 7,180.11 20,383.331 7,181.03 7,181.03 BC Shear Stress: Mid Panel Stress 0.35101 0.3614 0.86231 0.3608 0.3511 19,935.43 TC Bearing Capacity: Web Design 10.45K<13.98K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 54,402.32 79,023.08 14,032.01 43,755.68 16.14 x 0.227 2 3022=3 x 3 x.227 V1 S 3,000.00 16,730.22 3,197.92 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 14,291.95 107,333.90 54,582.91 59,537.26 11.74 x 0.313 2 3031 =3 X 3 X.313 W4 29,214.82 33,466.47 7,303.71 8,509.24 12.45 x 0.158 2 A32B= 1.9060 x 0.158 V2 3,000.00 16,730.22 3,451.79 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W5 7,198.65 61,276.80 28,337.46 28,431.03 10.18 x 0.188 2 A42A=2.6250 x.209 W6 16,656.63 57,194.49 17,191.27 22,389.46 6.17 x 0.188 2 A40B=2.3750 x 0.218 V3 3,000.00 18,714.09 3,579.72 3,998.05 2.00 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 17,191.27 28,624.38 4,501.82 5,308.93 6.17 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W5 7,204.73 61,276.80 28,381.16 28,431.03 10.19 x 0.188 2 A42A=2.6250 x.209 V4 3,000.00 16,730.22 3,451.63 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 [ W4 29,258.52 33,466.47 7,314.63 8,509.24 12.47 x 0.158 2 A32B= 1.9060 x 0.158 W3 14,282.56 107,333.90 54,567.34 59,612.98 11.74 x 0.313 2 3031 =3 X 3 X.313 V1 S 3,000.00 16,730.22 3,197.95 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W2 54,444.89 79.023.08 14.037.93 43,755.68 16.15 x 0.227 2 3022=3 x 3 x.227 [ i STRESS ANALYSIS - PAGE 3 Job Number: Job Name:` Date Run:5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/7/2019 2:35:47 PM NEW M I L L E N N I U M Location: Joist Description: Mark: A"11-o'Nr SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 IG2 TCX Design TCX Left A A TCX Right TCX Length 0-0 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-6 7/8 Clear Bearing 0-8 5/8 BPL Material:407050=4 x 7 x.500 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.001 Reqd TL Def L/80 0.02� Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.01 Section Modulus 0.00001 Section Modulus 3.0462 Reqd SM 0.00001 Reqd SM 0.0000 Mom of Inertia 0.00001 Mom of Inertia 8.7172 Reqd MI 0.00001 Reqd MI 0.0000 !Seat Type:Lopped Seat Type:T-Plate V if I i I � Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS - PAGE 1 G7 Job Number: Job Name: Date Run: 5819-0199 �GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/7/2019 2:37:22 PM NEW MILLENNIUM 'Location: Joist Description: Ab* i1 no rnNr. %v"TPm-% ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 G3 Geometry IBase Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape 49-8 49-4 160.00 57.88 4 @ 10-0 Parallel Chords Variable Left End I Right End BC Panel 4-11 4-11 TC Panel 4-11 4-11 / First Half 4-11 4-11 First Diag. ,9-10 9-10 - - Depth 160.00 60.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 8,950.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 9-10 9-8 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 19-10 10-0 L-BL Conc Load (Ibs) TL 1) 17,900.00 0.00 TC + 29-10 10-0 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 39-10 10-0 L-BL Conc Load (Ibs) TL(1) 8,950.00 0.00 TC + 49-6 9-8 L-BL Conc @ any pp(Ibs) CL(1) 3,000.00 0.00 TC + Conc Load Ibs WL(1) 2,500.00 0.00 TC 0-2 0-2 L-BL Conc Load Ibs) WL 1 5,000.00 0.00 TC - 9-10 9-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 19-10 19-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 29-10 29-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 39-10 39-10 L-BL (Conc Load(Ibs) WL(1) 2,500.00 0.00 TC - 49-6 49-6 L-BL Cone @ any pp Ibs CL(3) 3,000.00 0.00 TC + Axial (Ibs) SM (3) 27,100.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM (3) 612.00 0.00 TC + 9-10 9-10 L-BL Conc Load(Ibs) CL(3) 5,728.00 0.00 TC + 9-10 9-10 L_-BL Conc Load Ibs) SM(3) 612.00 0.00 TC + 19-10 19-10 L-BL Conc Load (Ibs) CL(3) 5,728.00 0.00 TC + 19-10 19-10 L-BL Conc Load (Ibs) SM (3) 612.00 0.00 TC + 29-10 29-10 L-BL Conc Load (Ibs) CL 3 5,728.00 0.00 TC + 29-10 29-10 L-BL Conc Load Ibs SM (3) 612.00 0.00 TC + 39-10 39-10 L-BL Conc Load(Ibs) CL(3) 5,728.00 0.00 TC + 39-10 39-10 L-BL Stress Analysis Summary Int Panel TC: Max Panel BC: Reaction LE. Reaction RE. Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.00 147,719.54 147,734.78 11,933.70 1116,529.55 1114,974.63 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 27,100.00 41,064.27 0.001 0.00 54,412.94 14,034.97 81.24 0-2 V1S 27,100.00 41,064.27 0.00 0.00 3,000.00 3,197.94 57.88 4-11 W3 27,100.00 41,064.27 74,753.891 20,041.26 14,279.54 54,534.81 82.65 4-11 W4 27,100.00 94,864.27 74,753.891 20,041.26 29,225.71 7,306.43 83.37 9-10 V2 27,100.00 94,864.27 74,753.891 20,041.26 3,000.00 3,451.52 57.88 14-10 W5 27,100.00 94,864.27 114,974.631 30,407.431 7,201.691 28,348.34 83.37 14-10 W6 30,407.43 116,529.55 114,974.63 30,407.431 16,653.911 17,188.56 83.37 19-10 Continued on Next Page... i STRESS ANALYSIS - PAGE 1 Job Number: Job Name.. Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/7/2019 2:37:22 PM NEW MILLENNIUM Location: Joist Description: Mark: --In1,11QIN6 RV9T1'Mq ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 G3 Stress Analysis SUrnmary,Continued... Member TC Tension ITCCompresion BC Tension I BC Compresion Web Tension Web Comp. Web Length PP Dist. V3 30,407.43 116,529.55 114,974.631 30,407.43 3,000.00 3,582.65 57.88 24-10 W6 30,407.43 116,529.55 114,974.631 30,407.43 16,653.91 17,188.56 83.37 24-10 W5 27,100.00 94,864.26 114,974.63 30,407.43 7,201.69 28,370.28 83.37 29-10 V4 27,100.00 94,864.26 114,974.63 30,407.43 3,000.00 3,451.52 57.88 34-10 W4 27,100.00 94,864.26 74,753.90 20,041.26 29,247.65 7,311.91 83.37 34-10 W3 27,100.00 41,064.27 74,753.901 20,041.26 14,279.54 54,556.57 82.65 39-10 V1S 27,100.00 41,064.27 0.00700.00 3,000.00 3,197.94 57.88 44-9 W2 27,100.00 41,064.27 0.00, 0.00 54,434.32 14,034.97 81.24 44-9 I STRESS ANALYSIS -PAGE 2 1Job Number. Job Memo: Dele Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7120192:37:22 PM NEW 1 MILLENNIUM Location: Joist Description: Mark: ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 G3 Chord Properties Chord Area Rx Rz R y Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 7- BC 1.9266 1.0861 0.6914 1.8874 0.9811 2.2726 0.9552 3528=3 1/2 x 3 1/2 x.287 Axial and Bending Analysis K: F: Fb Mom of Inertia: LL 360: LL 240: Max Brid TC: Max Brid BC: 1.00 50,000.00 130,000.00 17,725.67 2,403.89 13,605.84 129-91/4 21-8 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 57.00 59.00 60.00 59.00 57.00 M n 50 Weld Len 2x: Bending Load 0.00 0.00 0.00 0.00 0.00 0.8371 Axial Load 41,064.27 41,064.27 116,529.551 41,064.27 41,064.27 Max Load Fillers TC: fa 7,180.57 7,180.57 20,376.57 7,180.57 7,180.57 135,852.86 Maximum K L/r 72.37 74.91 57.10 74.91 72.37 Max Load no Fillers TC: Fcr 34,091.86 33,172.21 39,395.54 33,172.21 34,091.86 112,798.81 Fa 20,455.12 19,903.33 23,637.32 19,903.33 20,455.12 r .6URyy: 281.68 F'e 134,276.66 125,327.46 121,184.68 125,327.46 134,276.66 BCOAURyy: Cm 0.9733 0.9714 0.88731 0.9714 0.9733' 313.66 Panel Point Moment 0.00 0.00 0.001 0.00 0.00 BC Stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0.99 BC LIRz: Panel Point fb 0.00 0.00 0.00 0.00 0.00 173.565609 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 2 0 0 13,352.58 Panel Point Stress 7,180.57 7,180.57 20,376.57 7,180.57 7,180.57 BC Shear stress: Mid Panel Stress 0.35101, 0.3608 0.86211 0.3608 0.3510 19,931.56 TC Bearing Capacity: Web Design 10.45K<13.98K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 54,412.94 79,023.08 14,034.97 43,755.68 16.14 x 0.227 2 3022=3 x 3 x.227 V1 S 3,000.00 16,730.22 3,197.94 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 14,279.54 107,333.90 54,534.81 59,612.98 11.73 x 0.313 2 3031 =3 X 3 X.313 } W4 _ 29,225.71 33,466.47 7,306.43 8,509.24 12.46 x 0.158 2 A32B= 1.9060 x 0.158 V2 3,000.00 16,730.22 3,451.52 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W5 7,201.69 61,276.80 28,348.341 28,431.03 10.18 x 0.188 2 A42A=2.6250 x.209 W6 16,653.91 57,194.49 17,188.561 22,389.46 6.17 x 0.188 2 A40B =2.3750 x 0.218 V3 3,000.00 18,714.09 3,582.651 3,998.05 2.00 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 16,653.91 57,194.49 17,188.561 22,389.46 6.17 x 0.188 2 A40B =2.3750 x 0.218 W5 7,201.69 61,276.80 28,370.28 28,431.03 10.19 x 0.188 2 A42A=2.6250 x.209 V4 3,000.00 16,730.22 3,451.521 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W4 29,247.65 33,466.47 7,311.911 8,509.24 12.47 x 0.158 2 A32B = 1.9060 x 0.158 W3 14,279.54 107,333.90 54,556.571 59,612.98 11.74 x 0.313 2 3031 =3 X 3 X.313 V1S 3,000.00 16,730.22 3,197.94 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W2 54,434.321 79.023.08 14,034.971 43,755.68 16.15 x 0.227 2 3022=3 x 3 x.227 i STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:37:22 PM N E WJ 1M 1 6 5 E NFN I U M Location: Joist Description: Mark: ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 G3 TCX Design TCX Left TCX Right TCX Length 0-1 3/4 TCX Length 10-1 3/4 TCX Type R , TCX Type j R TCX Depth 7 1/2 TCX Depth 17 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 5/8 Clear Bearing 0-8 5/8 BPL Material:2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 0.00�total Load 0.00` Reqd TL Def L/80 0.02 Reqd TL Def L/80 0.02 Live Load 0.00 Live Load 0.00 Reqd ILL Def L/120 0.011 Red ILL Def L/120 0.01 Section Modulus 3.04621 Section Modulus I 3.0462 Reqd SM 0.00001 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI 0.0000 1 Reqd MI 0.0000 Soo Type:T-Plate 1" et Type:T-Plate 1" I i I ' Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: ILL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS- PAGE 1 G� Job Number., Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/7/2019 2:41:48 PM NEW MILLENNIUM Location. Joist Description: Mark: RL„'-OIN❑ SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 G4 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Sh:,nr 49-11 1/4 49-7114 161 157.87 4 @ 10-0 ]Parallel Chords Variable Left End I Right End BC Panel 5-0 5/8 4-11 \ TC Panel 5-0 5/8 4-11 First Half 5-0 5/8 4-11 First Diag. 10-1 1/4 9-10 Depth 60.00 60.00 Loads ( Load T e Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 0-2 0-2 L-BL Conc Load Ibs) TL 1 18,900.00 0.00 TC + 10-1 1/4 9-11 1/4 L-BL Conc Load Ibs TL(1) 18,900.00 0.00 TC + 20-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 30-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 40-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 49-9 1/4 9-8 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 120-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) WL 1 5,000.00 0.00 TC - 40-1 1/4 40-1 1/4 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 149-9 1/4 49-9 1/4 L-BL Conc Load (Ibs) SM 2) 4,750.00 0.00 TC - 1 2-1 2-1 L-OAL 1 Axial (Ibs) SM(3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM 3 4,750.00 0.00 TC + 2-1 2-1 L-OAL j Conc Load (Ibs) CL 3 6,048.00 0.00 TC + 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 10-1 1/4 10-1 1/4 L_-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) CL 3 6,048.00 0.00 TC + 30-1 1/4 30-1 1/4 L-BL Conc Load Ibs SM 3 646.00 0.00 TC + 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 40-1 1/4 40-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 140-1 1/4 40-1 1/4 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.63 J47,043.62 147,456.38 11,864.09 116,014.35 1116,228.34 Member TC Tension TC Compresion BC Tension I BC Compresion Web Tension Web Comp. Web Length PP Dist. W 2 26,500.00 41,144.51 0.001 0.00 53,512.78 14,156.82 82.38 0-2 W 3 26,500.00 41,144.51 77,465.80 20,493.60 14,403.45 54,445.04 83.81 5-0 5/8 W4 26,500.00 96,847.06 77,465.801 20,493.60 26,927.40 7,123.65 83.36 10-11/4 W5 26,500.00 96,847.06 116,228.34 30,748.24 7,123.65 26,927.40 83.36 15-11/4 W6 30,691.63 116,014.35 116,228.34 30,748.24 4,521.10 17,089.75 83.36 20-1 1/4 W6 ii30,691.63 116,014.35 115,800.37 30,635.02 17,089.75 4,521.10 83.36 25-1 1/4 W5 1 26,500.00 95,991.16 115,800.37 30,635.02 7,280.94 27,521.97 83.36 30-1 1/4 Continued on Next Page... I STRESS ANALYSIS- PAGE 1 Job Number., Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:41:48 PM N E W M I L L E N N I U M Location: I Joist Description: Mark: eHWMINC SYSTEMS 'ARLINGTON,WA lGirder Load @ Diag 60G5N18.9K5.0 IG4 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Com resion Web Tension Web Comp. Web Length PP Dist. W4 26,500.00 95,991.16 76,181.941 20,153.95 27,521.98 7,280.95 83.36 35-1 1/4 W3 26,500.00 39,881.26 76,181.94 20,153.95 14,358.70 54,275.87 82.64 40-1 1/4 W2 26,500.00 39,881.26 0.00_ 0.00 53,346.10 14,112.73 81_23 45-01/4 Standard Verticals _ Member Position Max Tension I Max Comp. Length V1 End Panel 1,271.771 1,471.71 57.87 V2 I Interior 1 0.001 2,320.29 57.87 I STRESS ANALYSIS -PAGE 2 Job Number.' ,lob Name Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:41:48 PM N E W M Nn L L N N I U M Location: Joist Description: Mark JA : ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 I G4 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 2.0930 1.0824 0.6899 1.8930 0.9905 2.4522 1 0.9871 13531 = 3 1/2 X 3 1/2 X.313 Axial and Bending Analysis K Fy: IF& Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 8,108.00 2,481.76 I3,722.64 I29-9 1/4 22-7 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 58.63 60.63 60.00 59.00 57.00 h 1.1250 Min Weld Len 2X Bending Load 0.00 0.00 0.00 0.00 0.00 0.8334 Axial Load 41,144.51 41,144.51 116,014.351 39,881.26 39,881.26 Max Load Fillers TC: fa 7,194.60 7,194.60 20,286.48 6,973.71 6,973.71 135,852.84 Maximum K L/r 74.43 76.97 57.10 74.91 72.37 Max Load no Fillers TC: Fcr 33,345.13 32,420.78 39,395.53 33,172.21 34,091.F161 112,798.81 Fa 20,007.08 19,452.46 23,637.32 19,903.33 20,455.12 TC oauRyy: 283.23 F'e 126,935.92 118,698.91 121,184.68 125,327.46 134,276.66 BCCAL/Ryy. Cm 0.9717 0.9697 0.8878 0.9722 0.9740 314.45 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC Stress: d Panel Moment 0.00 0.00 0.00 0.00 0.001 0.93 Mi I Panel Point fb 0.00 0.00 0.001 0.00 0.00 BC 174.8484 42 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 2� 0 0 13,113.93 Panel Point Stress 7,194.60 7,194.60 20,286.481 6,973.71 6,973.71 BC Shear Stress: Mid Panel Stress 0.35961 0.3699 0.8582 0.3504 0.3409 17,953.41 TC Bearing Capacity: Web Design 9.45K<14.03K Member Web Tension Allow Tension Web Comp Allow Comp Weld City Material W2 53,512.78 79,023.08 14,156.82 43,127.41 15.88 x 0.227 2 3022=3 x 3 x.227 W3 14,403.45 107,333.90 54,445.04 58,629.20 11.71 x 0.313 2 3031 =3 X 3 X.313 W4 26,927.40 33,466.47 7,123.65 8,510.58 11.48 x 0.158 2 A32B= 1.9060 x 0.158 W5 7,123.65 61,276.80 26,927.40 28,434.29 9.67 x 0.188 2 A42A=2.6250 x.209 W6 4,521.10 57,194.49 17,089.75 22,392.75 6.14 x 0.188 2 A40B=2.3750 x 0.218 W6 17,089.75 28,624.38 4,521.10 5,309.64 6.14 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W5 7,280.94 61,276.80 27,521.97 28,434.29 9.88 x 0.188 2 A42A=2.6250 x.209 W4 27,521.98 33,466.47 7,280.95 8,510.58 11.73 x 0.158 2 A32B = 1.9060 x 0.158 W3 14,358.70 107,333.90 54,275.87 59,618.57 11.68 x 0.313 2 3031 =3 X 3 X.313 W2 53,346.10 86,681.16 14,112.731 48,765.87 14.37 x 0.250 2 3025= 3 x 3 x.250 V1 1,271.77 10,742.43 1,471.711 1,767.12 2.00 x 0.129 1 C22BB = 1.125 x 1.110 x.129 V2 0.001 14,381.54 2,320.291 3,138.401 2.00 x 0.150 1 C28BB = 1.125 x 1.344 x.150 i STRESS ANALYSIS -PAGE 3 G� Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:41:48 PM NEW MILLENNIUM Location: Joist Description: Mark" M114 nimn SV%TBM.6 ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G4 I' TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 0-1 3/4 TCX Type R t TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-1 3/8 BPL Length 0-6 Clear Bearing 1-2 5/8 Clear Bearing 10-8 1/2 BPL Material:407050=4 x 7 x.500 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.09 Reqd TL Def L/80 0.02 Live Load 0.00 Live Load 0.00 i Reqd LL Def L/120 0.06 Reqd LL Def L/120 0.01 Section Modulus 3.0462 Section Modulus 3.0462i Reqd SM 0.00001 Reqd SM 0.00001 ,Mom of Inertia 8.71721 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.0000 SOM Type:Lapped Seat Type:T-Plate 1' I f Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 G� Job Number. Job Namr. Date Run: 5819-0199 �GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:43:33 PM NEW MILLENNIUM f�L E N N I U M Location: Joist Description: Mk.ar RI!' ARLINGTON,WA l Girder Load @ Diag 60G5N18.9K5.0 GS Geometry _ Base Length Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-8 149-4 1 60.00 57.88 4 @ 10-0 Parallel Chords Variable Left End Right End I BC Panel 4-11 4-11 ITC Panel 4-11 4-11 First Half 4-11 4-11 \� First Diag. 9-10 9-10 - - Depth 60.00 60.00 Loads _ Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 9-10 9-8 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 19-10 10-0 L-BL Conc Load (Ibs) TL(1) 1 18,900.00 0.00 TC + 29-10 10-0 L-BL Conc Load Ibs TL(1) 18,900.00 0.00 TC + 39-10 10-0 L-BL Conc Load(Ibs) TL(1) 9,450.00 0.00 TC + 149-6 9-8 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL 1 5,000.00 0.00 TC - 9-10 9-10 L-BL Conc Load (Ibs) WL 1 5,000.00 0.00 TC - 19-10 19-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 29-10 29-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 39-10 39-10 L-BL Conc Load(Ibs) WL(1) 2,500.00 0.00 TC - 49-6 49-6 L-BL Axial (Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 9-10 9-10 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 9-10 9-10 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 19-10 19-10 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 19-10 19-10 L-BL Conc Load Ibs) SM(3) 646.00 0.00 TC + 29-10 29-10 L-BL Conc Load(Ibs) CL(3) 6,048.00 0.00 TC + 29-10 29-10 L-BL Conc Load (Ibs) SM(3) 646.00 0.00 TC + 39-10 39-10 L-BL Conc Load(Ibs) CL(3) 6,048.00 0.00 TC + 39-10 39-10 L-BL Stress Analysis Summary Int Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.00 47,250.00 47,250.00 11,812, 114,940.08 114,940.08 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp: Web Length PP Dist. W2 26,500.00 39,684.32 0.00 0.00 53,052.18 14,034.97 81.24 0-2 W3 26,500.00 39,684.32 75,755.95 20,041.26 14,279.54 53,976.68 82.65 4-11 W4 26,500.00 95,348.02 75,755.95 20,041.26 27,222.40 7,201.69 83.37 9-10 W5 26,500.00 95,348.02 114,940.08 30,407.43 7,201.69 27,222.39 83.37 14-10 W6 30,407.43 114,940.08 114,940.08 30,407.43 0.00 17,014.00 83.37 19-10 W6 30,407.43 114,940.08 114,940.08 30,407.43 0.00 17,014.00 83.37 24-10 W5 26,500.00 95,348.02 114,940.08 30,407.43 7,201.69 27,222.39 83.37 29-10 W4 26,500.00 95,348.02 75,755.96 20,041.26 27,222.39 7,201.69 83.37 34-10 ! W3 26,500.00 39,684.321 75,755.96'� 20,041.26 14,279.541 53,976.68 82.65 39-10 "Continued on Next Page... I I .,, STRESS ANALYSIS -PAGE 1 G� Job Number: Job Name: I Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:43:33 PM NEW M I L L E N N I U M Location: Joist Description: Mark: 6LLLMIN❑ SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N 1 8.9K5.0 G5 Stress *Sumrnarx#Continued... Member TC Tension ITCCompresionj BC Tension BCCompresioni Web Tension Web Comp. Web Length PP Dist. W2 26,500.00 39,684.321 0.001 0.001 53,052.18 14,034.97 81.24 44-9 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.001 793.691 57.88 V2 Interior 0.001 2,298.80 57.88 STRESS ANALYSIS -PAGE 2 - G,� Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:43:33 PM NEW M MILLENNIUM S E N N I U M Location: Joist Description: Mark: 'I I ARLINGTON,WA l Girder Load @ Diag 60G5N18.9K5.0 J G5 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017-LL1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 1.9266 1.0861 0.6914 1.8874 0.9811 1 2.2726 0.9552 3528= 3 1/2 x 3 1/2 x.287 Axial and Bending Analysis K., F: Fb: Mom of Inertia: LL 360: LL 240: Max Brid TC: Max Brid BC: 1.00 50,000.00 130,000.00 17,725.67 121403.89 13,605.84 29-9 1/4 21-8 3/4 l Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 57.00 59.00 60.00 59.00 57.00 1.1250Min weld Len 2X: Bending Load 0.00 0.00 0.00 0.00 0.00 0.8256 Axial Load 39,684.32 39,684.32 114,940.08 39,684.32 39,684.32 Max Load Fillers TC: fa 6,939.27 6,939.27 20,098.63 6,939.27 6,939.27,1135,852.86 Maximum K Ur 72.37 74.91 57.10 74.91 72.37 Max Load no Fillers TC. Fcr 34,091.86 33,172.21 39,395.54 33,172.21 34,091.86 112,798.81 Fa 20,455.12 19,903.33 23,637.32 19,903.33 20,455.12 TC OALlRyy: 281.68 F'e 134,276.66 125,327.46 121,184.68. 125,327.46 134,276.661 13C0AL/Ryy: Cm 0.9742 0.9723 0.88891 0.9723 0.9742 313.66 Panel Point Moment 0.00 0.00 0.001 0.00 0.00 BC Stress: Mid Panel Moment 0.00 0.00 0.001 0.00 0.00 10.99 LIRPanel Point fb 0.00 0.00 0.00 0.00 0.00 BC l .56 1735609 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 2 0 0 113,042.58 Panel Point Stress 6,939.271 6,939.27 20,098.63 6,939.271 6,939.27 BC Shearstress: Mid Panel Stress 10.33921 0.34861 0.8503I 0.34861 0.3392 19,468.32 TC Bearing Capacity: Web Design 9.45K<14.12K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 53,052.18 79,023.08 14,034.971 43,755.68 15.74 x 0.227 2 3022=3 x 3 x.227 W3 14,279.54 96,902.01 53,976.68 54,120.04 12.94 x 0.281 2 3028= 3 X 3 X.281 f W4 27,222.40 33,466.47 7,201.691 8,509.24 11.60 x 0.158 2 A32B= 1.9060 x 0.158 W5 7,201.69 61,276.80 27,222.39 ` 28,431.03 9.78 x 0.188 2 A42A=2.6250 x.209 W6 0.00 57,194.49 17,014.00 22,389.46 6.11 x 0.188 2 A40B=2.3750 x 0.218 W6 0.00 57,194.49 17,014.00 22,389.46 6.11 x 0.188 2 A40B=2.3750 x 0.218 W5 7,201.69 61,276.80 27,222.391 28,431.03 9.78 x 0.188 2 A42A=2.6250 x.209 W4 27,222.39 33,466.47 7,201.691 8,509.24 11.60 x 0.158 2 A32B= 1.9060 x 0.158 W3 14,279.54 96,902.01 53,976.68. 54,120.04 12.94 x 0.281 2 3028=3 X 3 X.281 W2 53,052.18 79,023.08 14,034.97I 43,755.68 15.74 x 0.227 2 3022=3 x 3 x.227 V1 0.00 7,826.93 793.691 1,070.85 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 0.00 14,381.54 2,298.80 3,137.55 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 i STRESS ANALYSIS -PAGE 3 G� I Job Number.' Job Name: I Date Run: 5819-0199 G_A_Y__T_EW__AY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:43:33 PM —� NEW MILLENNIUM tocation, Joist Description: Mara, AIA11 owr, SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 lG5 TCX Design TCX Left TCX Right TCX Length 0-1 3/4 TCX Length 0-1 3/4 TCX Type IR TCX Type I R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 5/8 Clear Bearing 0-8 5/8 BPL Material:2024 =2 x 2 x.248 I BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.02 Reqd TL Def L/80 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.01 Reqd LL Def L/120 0.011 Section Modulus 3.0462 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.71721 Reqd MI 0.00001 Reqd MI 0.0000 ;Seat Type:T-Plate 1' Seat Type:T-Plate V Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS -PAGE 1 Job Number., Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/7/2019 2:45:03 PM NEW M I L s E N N I U M Location: Joist Description: Mark ' ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 IG6 ' Geometry Base Length Working Length: Joist Depth: Effective Depth: SC Panel Length: Shape: 49-11 1/4 49-71/4 60.00 157.87 4 @ 10-0 Parallel Chords Variable Left End I Right End BC Panel 5-0 5/8 4-11 _ TC Panel 5-0 5/8 4-11 , First Half 5-0 5/8 4-11 First Diag. 10-1 1/4 9-10 Depth 160.00 60.00 Loads Load Type Categ Load1 Load2 Position Direction Loc/Begin Sp/End Reference Conc Load Ibs TL(1) 9,450.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 10-1 1/4 9-11 1/4 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 20-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 30-1 1/4 10-0 L-BL Conc Load Ibs TL(1) 18,900.00 0.00 TC + 40-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 49-9 1/4 9-8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 40-1 1/4 40-1 1/4 L-BL Conc Load (Ibs) WL 1 2,500.00 0.00 TC - 49-9 1/4 49-9 1/4 L-BL Conc Load (Ibs) SM 2) 4,750.00 _ 0.00 TC - 2-1 2-1 L-OAL Axial (Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp (Ibs) CL(3) 500.00 0.00 TC + Conc Load (Ibs) SM(3) 4,750.00 0.00 TC + 2-1 2-1 L-OAL Conc Load (Ibs) SM(3) 646.00 0.00 TC + 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 1 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 30-1 1/4 30-1 1/4 L-BL Conc Load Ibs SM(3) 646.00 0.00 TC + 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) SM(3) 646.00 0.00 TC + 40-1 1/4 40-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + j40-1 1/4 40-1 1/4 L-BL Stress Analysis Summary Int.Panel TC. Max Panel BC: Reaction LE: Reaction RE., Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.63 147,538.57 47,953.85 11,988.46 I117,293.05 I117,261.88 Member TC Tension TC'Com resion BC Tension ,BC Compresion Web Tension Web Comp, Web Length PP Dist. W2 26,500.00 41,397.77 0.00 0.00 54,217.32 14,156.82 82.38 0-2 W3 26,500.00 41,397.77 77,980.95 20,493.60 14,403.45 55,019.22 83.81 5-0 5/8 W4 26,500.00 97,621.41 77,980.95 20,493.60 27,498.49 7,123.65 83.36 10-11/4 W5 26,500.00 97,621.41 117,261.88 30,748.241 7,123.651 27,352.99 83.36 15-11/4 W6 30,691.63 117,293.05 117,261.88 30,748.241 17,179.781 17,268.89 83.36 20-1 1/4 Continued on Next Page_. I STRESS ANALYSIS - PAGE 1 Job Number, Job!Jame: Date Run. 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1117/2019 2:45:03 PM N E W M 1 L L E N N 1 UM Location: Joist Description: Mark: BLLLMIN❑ SYSTE^^S j ARLINGTON,WA _ _ J Girder Load @ Diag 60G5N18.9K5.0 J G6 _ _l Stress Anaiysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W6 30,691.63 117,293.05 116,819.88 30,635.02 17,268.89 4,521.10 83.36 25-1 1/4 W5 26,500.00 96,751.48 116,819.88 30,635.02 7,280.94 27,954.83 83.36 30-1 1/4 W4 26,500.00 96,751.48 76,683.05 20,153.95 28,100.35 7,280.95 83.36 35-1 1/4 W3 1 26,500.00 40,127.501 76,683.05 20,153.95 14,358.701 54,849.26 82.64 40-1 1/4 W2 26,500.00 40,127.501 0.001 0.001 54,044.361 14,112.73 81.23 45-0 1/4 Standard Verticals Rvvv; MMember Position MaxTension MaxComp. Length End Panel 1,271.77 1,971.7157.87 Interior 1 500.001 2,345.86 57.87 i i I STRESS ANALYSIS- PAGE 2 �� Job Number• Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/712019 2:45:03 PM NEW MILLENNIUM Location: Joist Description: A M. RHILMINM SY.ITFMF ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 ISO Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 14037=4 x 4 x.375 BC 2.0930 1.0824 0.6899 1.8930 0.9905 2.4522 1 0.9871 13531 =3 1/2 X 3 1/2 X.313 Axial and Bending Analysis K: Fy: Fbr Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: l 1.00 50,000.00 30.000.00 I8,108.00 12,481.76 3,722.64 I29-91/4 122-7 ---I Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE ! Gap Between Chords: 1.1250 Length 58.63 60.63 60.00 59.00 57.00 Min Weld Len 2X Bending Load 0.00 0.00 0.00 0.00 0.00 0.8426 Axial Load 41,397.77 41,397.77 117,293.05 40,127.50 40,127.50 Max Load Fillers TC: fa 7,238.89 7,238.89 20,510.08 7,016.77 7,016.77 135,852.84 Maximum K L/r 74.43 76.97 57.10 74.91 72.37 Max Load no Fillers TC: Fcr 33,345.13 32,420.78 39,395.53 33,172.21 34,091.86 112,798.81 Fa 20,007.08 19,452.46 23,637.32 19,903.33 20,455.12 TC 0AL/Ryy: 283.23 F'e 126,935.92 118,698.91 121,184.681 125,327.46 134,276.66 BCOAURyy.. Cm 0.9715 0.9695 0.8866, 0.9720 0.9739 314.45 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC Stress: Mid Panel Moment 0.00 0.00 0.001 0.00 0.00 0.93 Panel Point fb 0.00 0.00 0.00 0.00 0.00' BC 1174.84.84 42 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 2 0 0 13,256.00 Panel Point Stress 7,238.89 7,238.89 20,510.081 7,016.77 7,016.771 BC Shearstress: I Mid Panel Stress 0.3618 0.372.1 0.86771 0.35251 0.3430 18,148.08 TC Bearing Capacity: i Web Design 9.70K<13.91K Member Web Tension Allow Tension Web Comp Allow Comp Weld oty Material W2 54,217.32 79,023.08 14,156.82 43,127.41 16.08 x 0.227 2 3022=3 x 3 x.227 W3 14,403.45 107,333.90 55,019.221 58,629.20 11.84 x 0.313 2 3031 =3 X 3 X.313 W4 27,498.49 33,466.47 7,123.651 8,510.58 11.72 x 0.158 2 A32B = 1.9060 x 0.158 W5 7,123.65 61,276.80 27,352.99 28,434.29 9.82 x 0.188 2 A42A=2.6250 x.209 W6 17,179.78 57,194.49 17,268.89 22,392.75 6.20 x 0.188 2 A40B=2.3750 x 0.218 W6 17,268.89 28,624.38 4,521.10 5,309.64 6.20 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W5 7,280.94 61,276.80 27,954.83 28,434.29 10.04 x 0.188 2 A42A=2.6250 x.209 W4 28,100.35 33,466.47 7,280.95 8,510.58 11.98 x 0.158 2 A32B= 1.9060 x 0.158 W3 14,358.70 107,333.90 54,849.26 59,618.57 11.80 x 0.313 2 3031 =3 X 3 X.313 W2 54,044.36 86,681.16 14,112.73 48,765.87 14.56 x 0.250 2 3025=3 x 3 x.250 V1 1,271,77 14,381.54 1,971.71 3,138.40 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V2 500.00 14,381.54 2,345.86 3,138.40 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 I ,r I STRESS ANALYSIS -PAGE 3 G� Job Number.- Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:45:03 PM NEW MILLENNIUM Location Joist Description: Alatk: Rllll_f]INr SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 GB j TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-1 3/8 BPL Length 0-6 Clear Bearing 1-2 1/4 Clear Bearing 0-8 1/2 BPL Material:407050=4 x 7 x.500 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00! Reqd TL Def L/80 0.09 Reqd TL Def L/80 0.021 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.06 Reqd LL Def L/120 0.01 Section Modulus 3.0462 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.0000 +iSeat Type:Lapped Seat Type:T-Plate 1" � I i Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP � Job Number. Job Name: STRESS ANALYSIS - PAGE 1 Date Run: 5819-0199 1 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:46:28 PM NEW MILLENNIUM Location.• Joist Description: MaHe PIIJII.,71Nf. 4'.vti TNMr ARLINGTON,WA Girder Load@Diag 60G5N18.9K5.0 -J�O7 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape 49-8 49-4 60.00 157.98 �4@ 10-0 I Parallel Chords Variable Left End I Right End BC Panel 4-11 4-11 _ TC Panel 4-11 4-11 `• \� First Half 4-11 4-11 , First Diag. 9-10 9-10 - - - - Depth J60.00 60.00 Loads Load Type Category Loadl Load2 Position Direction Lo_c/Begin Sp/End Reference Conc Load Ibs TL(1) 9,450.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL 1 18,900.00 0.00 TC + 9-10 9-8 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 19-10 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 29-10 10-0 L-BL Conc Load Ibs) TL 1 18,900.00 0.00 TC + 39-10 10-0 L-BL Conc Load (Ibs) TL 1) 9,450.00 0.00 TC + 49-6 9-8 L-BL Conc @ any p (Ibs) CL(1) 500.00 0.00 TC + Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL 1 5,000.00 0.00 TC - 9-10 9-10 L-BL Conc Load (Ibs) WL(1) 5.000.00 0.00 TC - 19-10 19-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 29-10 29-10 L-BL Conc Load Ibs WL(1) 5,000.00 0.00 TC - 39-10 39-10 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 49-6 49-6 L-BL Conc @ any pp(Ibs) CL 3 500.00 0.00 TC + Axial Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM(3) 646.00 0.00 TC + 9-10 9-10 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 9-10 9-10 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 19-10 19-10 L-BL Conc Load (Ibs) CL 3 6,048.00 0.00 TC + 1 19-10 19-10 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 29-10 29-10 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 29-10 29-10 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 39-10 39-10 L-BL Conc Load (Ibs) CL(3) 6,048.00 - 0.00 TC + 1 39-10 39-10 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE: Minimum Shear: Max TC Comp-: Max BC Tension 60.00 - 120.00 147,744.93 47,747.46 �11,936.87 116,218.57 1115,959.41 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 26,500.00 39,930.51 0.00 0.00 53,746.81 14,034.97 81.24 0-2 W3 26,500.00 39,930.51 76,256.98 20,041.26 14,279.54 54,545.69 82.65 4-11 W4 26,500.00 96,108.21 76,256.981 20,041.26 27,796.34 7,201.69 83.37 9-10 W5 26,500.00 96,108.21 115,959.41; 30,407.43 7,201.69 27,650.11 83.37 14-10 W6 30,407.43 116,218.57 115,959.41. 30,407.43 17,104.021 17,193.13 83.3719-10 W6 30,407.43 116,218.57 115,959.41 i 30,407.43 17,104.02 17,193.13 83.37 24-10 W5 26,500.00 96,108.20 115,959.41 30,407.43 7,201.691 27,653.77 83.37 29-10 Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:46:28 PM NEW MILLENNIUM Location: Joist Description: Mark: A'„L '^'M SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 I G7 Stress Analysis Summary,Continued... Member TC Tension ITCCornpresion BC Tension .BC Com resion Web Tension Web Comp. Web Length PP Dist. W4 26,500.00 96,108.20 76,256.991 20,041.26 27,799.99 7,201.69 83.37 34-10 W3 26,500.00 39,930.51 76,256.991 20,041.26 14,279.54 54,549.31 82.65 39-10 W2 26,500.00 39,930.51 0.001 0.00 53,750.37 14,034.97 81.24 44-9 Standard Verticals Member Position Max Tension I Max Comp. Length V1 End Panel 500.00 798.61 57.88 V2 Interior 500.00 2,324.37 57.88 STRESS ANALYSIS - PAGE 2 :Job Number Job Name: Drr run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1 1i 712019 2:46:28 PM NEW MILLENNIUM Location: Joist Description: Mark., M&1#1 nlNR BYgTRM4 i ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 G7 Chord Properties - Chord Area Rx Rz Ryy Y Ix Q Material I TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 1.9266 1.0861 0.6914 1.8874 0.9811 2.2726 0.9552 3528=3 1/2 x 3 1/2 x.287 Axial and Bending Analysis K: F: Fb: Mom of Inertia: LL 360: U 240., Max Brfd$ J TC: ,aa Boif BC: Y 1.00 50,000.00 130,000.00 17,725.67 2,403.89 13,605.84 129-9114 21-8 3/4 i Top Chord Check End Panel LE First Panel LE Interior Panel I First Panel RE End Panel RE I Gap Between Chords: 50 [Length 57.00 59.00 60.001 59.00 57.00 1Un Weld BendingLoad 0.00 0.00 0.00 1 0.00 0.00 Min Weld Len 2X. 0.8348 Axial Load 39,930.51 39,930.51 116,218.57 39,930.51 39,930.51 Max Load Fillers TC: fa 6,982.32 6,982.32 20,322.201 6,982.32 6,982.32 135,852.86 Maximum K L/r 72.37 74.91 57.101 74.91 72.37 Max Load no Fillers TC: Fcr 34,091.86 33,172.21 39,395.54 33,172.21 34,091.861 112,798.81 Fa 20,455.12 19,903.33 23,637.32 19,903.33 20,455.12 rC oauRyy: 281.68 Fe 134,276.66 125,327.46 121,184.68 125,327.46 134,276.66 BCOAL/Ryy: Cm 0.9740 0.9721 0.8876 0.9721 0.9740 313.66 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC Stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 1.1.00 Panel Point fb 0.00 0.00 0.00 0.00 0.00 BC 173.565609 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 - TC Shear Stress: Fillers 0 0 2 0 0 13,184.81 Panel Point Stress 6,982.32 6,982.32 20,322.20 6,982.32 6,982.32 BC Shear Stress: Mid Panel Stress 0.3413 0.35081 0.8598 0.3508 0.3413 19,681.13 TC Bearing Capacity: Web Design 9.70K<14.01 K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 53,746.81 79,023.08 14,034.97 43,755.68 15.94 x 0.227 2 3022=3 x 3 x.227 W3 14,279.54 107,333.90 54,545.69 59,612.98 11.74 x 0.313 2 3031 =3 X 3 X.313 W4 27,796.34 33,466.47 7,201.69 8,509.24 11.85 x 0.158 2 A32B= 1.9060 x 0.158 W5 7,201.69 61,276.80 27,650.11 28,431.03 9.93 x 0.188 2 A42A=2.6250 x.209 W6 17,104.02 57,194.49 17,193.131 22,389.46 6.18 x 0.188 2 A40B =2.3750 x 0.218 W6 17,104.02 57,194.49 17,193.13 22,389.46 6.18 x 0.188 2 A40B =2.3750 x 0.218 W5 7,201.69 61,276.80 27,653.77 28,431.03 9.93 x 0.188 2 A42A=2.6250 x.209 W4 27,799.99 33,466.47 7,201.69 8,509.24 11.85 x 0.158 2 A32B = 1.9060 x 0.158 f W3 14,279.54 107,333.90 54,549.31 59,612.98 11.74 x 0.313 2 3031 =3 X 3 X.313 W2 53,750.37 79,023.08 14,034.97 43,755.68 15.95 x 0.227 2 3022=3 x 3 x.227 j V1 500.001 7,826.93 798.611 1,070.85 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 500.001 14,381.54 2,324.371 3,137.55 2.00 x 0.150 1 IC28BB= 1.125 x 1.344 x.150 �, STRESS ANALYSIS - PAGE 3 G7 Job Number Job Name: I Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/7/2019 2:46:28 PM NEW MILLENNIUM i Location: Joist Description: Mark: HI IN 111"n RY~TBM, �ARLINGTON,WA _ _ _ _ Girder Load @ Diag 60G5N18.9K5.0 G7 TCX Design TCX Left TCX Right TCX Length 0-1 3/4 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 5/8 Clear Bearing 0-8 5/8 BPL Material:2024 =2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.02 Reqd TL Def L/80 0.02 Live Load 0.001 Live Load 0.00 Reqd LL Def L/120 0.011,Reqd LL Def L/120 0.01 Section Modulus 3.0462 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI 0.00001 Reqd MI 0.0000 Seel Type:T-Plate 1" t Type:T Plete 1' Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:47:52 PM NEW 'M I L s E N N I U M Location: Joist Description: Mark: ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 IG8 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-11 1/4 49-71/4 160.00 57.87 14 @ 10-0 Parallel Chords Variable Left End Right End BC Panel 5-0 5/8 4-11 TC Panel 5-0 5/8 4-11 ,\ f First Half 5-0 5/8 4-11 First Diag. 10-1 1/4 9-10 Depth '60.00 160.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 10-1 1/4 9-11 1/4 L-BL Conc Load (Ibs) TL 1 18,900.00 0.00 TC + 20-1 1/4 10-0 L-BL Conc Load(Ibs) TL(1) 18,900.00 0.00 TC + 30-1 1/4 10-0 L-BL Conc Load Ibs TL(1) 18,900.00 0.00 TC + 40-1 1/4 10-0 L-BL Conc Load(Ibs) TL(1) 9,450.00 0.00 TC + 49-9 1/4 9-8 L-BL Conc Load Ibs) WL(1) 2,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load Ibs WL(1) 5,000.00 0.00 TC - 10-1 1/4 10-1 1/4 L-BL Conc Load Ibs WL(1) 5,000.00 0.00 TC - 20-1 1/4 20-1 1/4 L-BL Conc Load(Ibs) WL(1) 5,000.00 0.00 TC - 30-1 1/4 30-1 1/4 L-BL Conc Load Ibs WL 1 5,000.00 0.00 TC - 40-1 1/4 40-1 1/4 L-BL Conc Load Ibs WL 1 2,500.00 0.00 TC 49-9 1/4 49-9 1/4 L-BL Conc Load (Ibs) SM (2) 4,750.00 0.00 TC 2-1 2-1 L-OAL Axial (Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM (3) 4,750.00 0.00 TC + 2-1 2-1 L-OAL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) SM(3) 646.00 0.00 TC + 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 20-1 1/4 20-1 1/4 L-BL Conc Load(Ibs) CL(3) 6,048.00 0.00 TC + 20-1 1/4 20-1 1/4 L-BL Conc Load(Ibs) CL 3 6,048.00 0.00 TC + 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) SM(3) 646.00 0.00 TC + 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) CL 3 6,048.00 0.00 TC + 40-1 1/4 40-1 1/4 L-BL C�Load(Ibs) SM (3) 646.00 0.00 TC + 40-1 1/4 40-1 1/4 L-BL Stress Analysis Summary _ _ Int.Panel TC: Max Panel BC: Reaction LE Reaction RE: Minimum Shear: Max TC Comp.: Mex 8C TeRsron 60.00 120.63 47,043.62 47,456.38 11,864.09 1116,014.35 116,228.34 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W 2 26,500.00 41,144.51 0.00 0.00 53,512.78 14,156.82 82.38 0-2 W3 26,500.00 41,144.51 77,465.80 20,493.60 14,403.45 54,445.04 83.81 5-05/8 W4 26,500.00 96,847.06 77,465.80 20,493.60 26,927.40 7,123.65 83.36 10-11/4 W5 26,500.00 96,847.06 116,228.34 30,748.24 7,123.65 26,927.40 83.36 15-11/4 W6 30,691.631 116,014.35 116,228.34 30,748.24 4,521.101 17,089.75 83.36 20-1 1/4 W6 30,691.631 116,014.35 115,800.37 30,635.02 17,089.751 4,521.10 83.36 25-1 1/4 W5 26,500.001 95,991.16 115,800.37 30,635.02 7,280.941 27,521.97 83.36 30-1 1/4 Continued on Next Page... i i STRESS ANALYSIS-PAGE 1 Job Number Job Name: Dato Run: 5819-0199 GA_YTEWAY BUSINESS PARK BLDG B-SHOPORDER_S _11/7/2019 2:47:52 PM NEW MILLENNIUM Location: Joist Description: Mat wim.cnNr„,waTPMS ARLINGTON,WA (Girder Load @ Diag 60G5N18.9K5.0 lG8 Stress Analysis Summary,Continued... _ Member I TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W4 26,500.00 95,991.16 76,181.941 20,153.95 27,521.98 7,280.95 83.36 35-1 1/4 W3 26,500.00 39,881.26 76,181.94 20,153.95 14,358.70 54,275.87 82.64 40-1 1/4 W2 26,500.00 39,881.26 0.001 0.00 53,346.10 14,112.73 81.23 45-0 1/4 Standard Verticals Member Position Max Tension Max Comp. Length i V1 End Panel 1,271.77 1,471.71 57.87 (` V2 Interior 0.00 2,320.29 57.87 r STRESS ANALYSIS -PAGE 2 G7 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1 1 1/7/2018 2:47:52 PM NEW MILLENNIUM Location: Joist Description: Mark; asm ntm.n SYV{TEMSS I ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 IGS Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 2.0930 1.0824 0.6899 1.8930 0.9905 2.4522 0.9871 3531 =3 1/2 X 3 1/2 X.313 Axial and Bending Analysis K: Fy: Fb. Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 I 30,000.00 18,108.00 2,481.76 I3,722.64 29-91/4 22-7 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 58.63 60.63 60.00 59.00 57.00 1.1250 Min Weld Len 2X Bending Load 0.00 0.00 0.00 0.00 0.00 _0.8334 Axial Load 41,144.51 41,144.51 116,014.35 39,881.26 39,881.26 Max Load Fillers TC: fa 7,194.60 7,194.60 20,286.481 6,973.71 6,973.71 135,852.84 Maximum K Ur 74.43 76.97 57.101 74.91 72.371 Max Load no Fillers TC: Fcr 33,345.13 32,420.78 39,395.53 33,172.21 34,091.86 112,798.81 Fa 20,007.08 19,452.46 23,637.32 19,903.33 20,455.12 TC 0AURyy: 283.23 F'e 126,935.92 118,698.91 121,184.68 125,327.46 134,276.66 BCOAURyy: Cm 0.9717 0.9697 0.8878 0.9722 0.9740 314.45 Panel Point Moment 0.00 0.00 0.00 0.00 0.001 f BC Stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 10.93 Panel Point fb 0.00 0.00 0.00 0.00 0.00 BC LIRz: 174.8442 Mid Panel fb 0.00 0.00 0.001 0.00 0.00 TC Shear Stress: Fillers 0 0 21 0 0 13,113.93 Panel Point Stress 7,194.60 7,194.60 20,286.48 6,973.71 6,973.71 BC Shear stress: Mid Panel Stress 0.35961 0.36991 0.85821 0.3504 0.3409I 117,953.41 TC Bearing Capacity., Web Design 9.45K<14.03K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 53,512.78 79,023.08 14,156.82 43,127.41 15.88 x 0.227 2 3022=3 x 3 x.227 W3 14,403.45 107,333.90 54,445.041 58,629.20 11.71 x 0.313 2 3031 =3 X 3 X.313 W4 26,927.40 33,466,47 1,123,65 8,510,58 11.48 x 0.158 2 A32B = 1.9060 x 0.158 W5 7,123.65 61,276.80 26,927.40 28,434.29 9.67 x 0.188 2 A42A=2.6250 x.209 W6 4,521.10 57,194.49 17,089.75 22,392.75 6.14 x 0.188 2 A40B =2.3750 x 0.218 W6 17,089.75 28,624.38 4,521.10 5,309.64 6.14 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W5 7,280.94 61,276.80 27,521.97 28,434.29 9.88 x 0.188 2 A42A=2.6250 x.209 W4 27,521.98 33,466.47 7,280.95 8,510.58 11.73 x 0.158 2 A32B= 1.9060 x 0.158 W3 14,358.70 107,333.90 54,275.871 59,618.57 11.68 x 0.313 2 3031 =3 X 3 X.313 W2 53,346.10 86,681.16 14.112.73 48,765.87 14.37 x 0.250 2 3025=3 x 3 x.250 V1 1,271.77 10,742.43 1,471.711 1,767.12 2.00 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 0.00 14,381.54 2,320.29 3,138.40 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 STRESS ANALYSIS - PAGE 3 G� Job Number. Job Name: Date Run.' 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:47:52 PM NEW M I L L E N N I U M Location: Joist Description: Mark: ""^ "'N' ' ��'�'^" ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 G8 TCX Design TCX Left I TCX Right TCX Length 0-7 3/8 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-1 3/8 BPL Length 0-6 Clear Bearing 1-2 1/4 Clear Bearing 0-8 1/2 BPL Material:407050=4 x 7 x.500 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.09 'Regd TL Def L/80 0.021 Live Load 0.00 Live Load 0.001 Reqd LL Def L/120 0.06 Reqd LL Def L/120 0.01 Section Modulus 3.0462 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.00001 Mom of Inertia 8.7172 1 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.00001 @et Type:Lapped $88t Type:T-Pla 1" i I� Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g:DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 G� Job Number.- Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/7/2019 2:53:52 PM NEW MILLENNIUM Location: Joist Description: Mark: RI"(nlNr. 5 V STFMS ARLINGTON,WA I Girder Load @ Diag 48G5N10K3.0 I G9 Geometry _ B&SB L&VIN ?Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49.41/8 49-0 1/8 48.00 46.14 4 @ 10-0 Parallel Chords Variable Left End Right End BC Panel 4-10 3/4 4-91/4 111111111111111 U 111}III I I I I IJ I I I 1 I I I LI I I I11111.1110 111.111111111-I I I I I I I I I I I I I I I I I I I I J TC Panel 4-10 3/4 4-9 1/4 First Half 4-10 7/8 4-9 1/4 I First Diag. 9-9 5/8 9-6 1/2 - - - Depth 48.00 148.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference I Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 9-9 5/8 9-7 5/8 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 19-9 5/8 10-0 L-BL Conc Load Ibs) TL(1) 10,000.00 0.00 TC + I29-9 5/8 10-0 L-BL Conc Load Ibs TL(1) 10,000.00 0.00 TC + 1 39-9 5/8 10-0 L-BL iConc Load (Ibs) TL(1) 5,000.00 0.00 TC + 49-2 1/8 9-4 1/2 L-BL Uniform(plf) TL(1) 185.00 185.00 TC + 0-0 49-4 1/8 L-BL Uniform If CL 1 60.00 60.00 TC + 0-0 49-41/8 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 19-9 5/8 9-9 5/8 L-BL Conc Load(Ibs) WL(1) 3,000.00 0.00 TC - 1 19-9 5/8 19-9 5/8 L-BL I Conc Load(Ibs) WL 1 3,000.00 0.00 TC - 29-9 5/8 29-9 5/8 L-BL Conc Load Ibs WL(1) 3,000.00 0.00 TC - 39-9 5/8 39-9 5/8 L-BL Conc Load Ibs WL(1) 1,500.00 0.00 TC - 49-2 1/8 49-2 1/8 L-BL Conc Load Ibs SM (2) 4,750.00 0.00 TC - 1 2-1 2-1 L-OAL i Uniform(plf) SM (3) 10.00 10.00 TC + 0-0 49-4 1/8 L-BL Uniform(pff) CL(3) 60.00 60.00 TC + 0-0 49-4 1/8 L-BL Uniform p TL(3) 185.00 185.00 TC + 0-0 49-4 1/8 L-BL Axial(Ibs) SM (3) 29,400.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM (3) 4,750.00 0.00 TC + 2-1 2-1 L-OAL Conc Load :Ibs SM 3) 342.00 0.00 TC + j 9-9 5/8 9-9 5/8 L-BL Conc Load Ibs CL(3) 3,200.00 0.00 TC + 19-9 5/8 9-9 5/8 L-BL Conc Load (Ibs) CL (3) 3,200.00 0.00 TC + 19-9 5/8 19-9 5/8 L-BL Conc Load (Ibs) SM(3) 342.00 0.00 TC + 19-9 5/8 19-9 5/8 L-BL Conc Load(Ibs) SM (3) 342.00 0.00 TC + 1 29-9 5/8 29-9 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 29-9 5/8 29-9 5/8 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 39-9 5/8 39-9 5/8 L-BL Conc Load (Ibs) CL (3) 3,200.001 0.00 TC + 39-9 5/8 39-9 5/8 1 L-BL Stress Analysis Summary !M.Panel TC: Max Panel BC: Reaction LE: Reaction RE., Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.00 30,897.51 31,110.04 7,777.51 94,567.98 93,951.23 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W 2 27,110.07 45,706.85 0.00 0.00 40,131.37 10,032.84 73.14 0-2 V1S 27,110.07 45,706.85 0.00 0.00 1,315.09 2,631.18 46.14 4-10 3/4 Continued on Next Page... i STRESS ANALYSIS -PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/7/2019 2:53:52 PM NEW MILLENNIUM localion: Joist Description: Mark: /1U11.171Nn 6VSTRMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 G9 l Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W3 27,110.07 45,706.85 61,934.06, 14,954.38 9,674.74 39,129.16 74.80 4-10 3/4 W4 26,127.14 78,739.05 61,934.061 14,954.38 21,200.14 5,300.04 75.69 9-9 5/8 V2 26,127.14 78,739.05 61,934.061 14,954.38 0.00 1,618.70 46.14 14-9 5/8 W5 26,127.14 78,739.05 93,951.231 22,673.03 4,868.69 19,190.74 75.69 14-9 518 W6 26,020.08 94,567.98 93,951.231 22,673.03 12,757.67 3,189.42 75.69 19-9 5/8 V3 26,020.08 94,567.98 93,951.23 22,673.03 0.00 1,891.36 46.14 24-9 5/8 W6 26,020.08 94,567.98 93,591.911 22,590.13 12,757.67 3,189.42 75.69 24-9 5/8 W5 26,802.39 78,020.41 93,591.91 22,590.13 4,973.28 19,644.03 75.69 29-9 5/8 V4 26,802.39 78,020.41 93,591.91 22,590.13 0.00 1,615.10 46.14 34-9 5/8 W4 26,802.39 78,020.41 60,856.10 14,705.66 21,653.44 5,413.36 75.69 34-9 5/8 W3 28,425.58 44,119.29 60,856.101 14,705.66 9,611.82 38,877.63 73.53 39-9 5/8 V 1 S 28,425.58 44,119.291 0.001 0.00 0.00 1,301.37 46.14 44-6 7/8 W2 28,425.58 44,119.29 0.00 0.00 39,851.671 9,962.92 71.99 44-6 7/8 I STRESS ANALYSIS - PAGE 2 G� Job Number.' Job Name: I Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS _ 11/7/2019 2:53:52 PM NEW MILLENNIUM Location: Joist Description: Mark: NI lll.MINn -%V9%TPM-% ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 G9 Chord Properties Chord Area Rx Rz RYY Y Ix Q Material TC 2.2897 1.0781 0.6883 1.8998 1.0018 2.6613 1.0000 3534=3 1/2 x 3 1/2 x.344 BC 1.6070 0.9260 0.5907 1.6920 1 0.8536 1.3780 1.0000 3028=3 X 3 X.281 i Axial and Bending Analysis K: Fy. Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 150,000.00 30,000.00 14,029.40 1,278.72 _ 11,918.08 126-11 20-71/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I Gap Between Chords: Length 56.75 58.88 60.00 57.25 55.25 1.1250 Bending Load 245.00 245.00 245.00 245.00 245.00 Min Weld Len 2X.- 0.7500 Axial Load 45,706.85 45,706.85 94,567.98 44,119.29 44,119.29 Max Load Fillers TC: fa 9,980.97 9,980.97 20,650.73 9,634.29 9,634.29 100,784.12 Maximum K L/r 82.45 85.54 63.16 83.18 80.27 Max Load no Fillers TC: Fcr 30,416.27 29,284.46 37,349.13 30,149.86 31,215.22 �7,488.00 Fa 18,249.76 17,570.68 22,409.48 18,089.92 18,729.13 TC 0auRyy: 309.57 F'e 103,296.13 95,974.09 92,408.80 101,499.72 108,981.12 BCOAURyy: Cm 0.9517 0.9480 0.8503 0.9525 0.9558 347.59 Panel Point Moment 7,091.06 7,091.06 6,125.00 6,671.02 6,671.02 BC Stress: Mid Panel Moment 4,942.21 2,458.17 3,062.50 2,255.25 4,701.11 0.97 Panel Pointfb 3,328.24 3,328.24 2,874.81 3,131.09 3,131.09 BCL/Rz: 203.1488 Mid Panel fb 930.20 462.67 576.41 424.48 884.83 Fillers 0 0 6 0 0 TCShearStress: 11,122.05 Panel Point Stress 13,309.21 13,309.21 23,525.55 12,765.39 12,765.39 BC Shear Stress: Mid Panel Stress 0.5782 0.5838 0.9447 0.5468 0.5438 15,881.47 TC Bearing Capacity: Web Design 5.00K<12.07K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 40,131.37 79,023.08 10,032.841 48,199.33 11.91 x 0.227 2 3022=3 x 3 x.227 V1 S 1,315.09 10,742.43 2,631.18 2,779.39 2.00 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 9,674.74 67,578.15 39,129.16 39,207.76 12.61 x 0.209 2 A44A=2.8750 x.209 W4 21,200.14 28,624.38 5,300.04 6,244.99 7.61 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 0.00 7,826.93 1,618.70 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,868.69 48,746.47 19,190.741 20,144.10 6.89 x 0.188 2 A38B=2.2190 x 0.199 W6 12,757.67 28,624.38 3,189.421 3,642.12 4.58 x 0.188 1 C40BA= 1.125 x 2.014 x.218 V3 0.00 8,984.69 1,891.36 1,925.26 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W6 12,757.67 28,624.38 3,189.42 3,642.12 4.58 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W5 4,973.28 48,746.47 19,644.03 20,144.10 7.06 x 0.188 2 A38B=2.2190 x 0.199 V4 0.00 7,826.93 1,615.101 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 21,653.44 28,624.38 5,413.361 6,244.99 7.78 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 9,611.82 67,578.15 38,877.631 39,833.71 12.53 x 0.209 2 A44A=2.8750 x.209 j V1S 0.00 7,826.93 1,301.371 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 39,851.67 71,606.18 9,962.92 39,736.45 10.74 x 0.250 2 A46A=2.5938 x.250 i STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:53:52 PM NEW MILLENNIUM Location: Joist Description: Mark: n5ii nm"a %ywrims ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 G9 TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-1 3/8 BPL Length 0-6 Clear Bearing 1-3 Clear Bearing 0-8 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.001 Total Load 0.00 Reqd TL Def L/80 0.09 Reqd TL Def L/80 0.00 Live Load 0.00 Live Load 0.001 Reqd LL Def L/120 0.06 Red LL Def L/120 0.00 Section Modulus 2.13061 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.00001 Mom of Inertia 5.3226 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 t Type:Lapped ;Seat Type:Lap Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: ,I 1 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/812019 8:39:04 AM NEW MILLENNIUM Location: Joist Description: Mark: nkfli- IN6 sY�Tw�g - ARLINGTON,WA Long Span 32LH367/250 J1 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 314 49-0 3/4 32.00 30.35 l 11 @ 4-0 Parallel Chords Variable Left End I Right End BC Panel 3-6 3/8 3-6 3/8 TC Panel 2-4 3/8 2-0 3/8 t. N First Half 1-2 1-2 First Dia . 4-8 3/8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 3/4 L-BL Uniform(plf) LL(1) 250.00 250.00 TC + 0-0 49-4 3/4 L-BL 1 Conc Load (Ibs) CL(1) 420.00 0.00 TC + 26-0 32-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/4 L-BL Conc Load (Ibs) SM 2 990.00 0.00 TC - 26-0 32-0 L-OAL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/4 L-BL Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 3/4 L-BL Axial(Ibs) SM 3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any _p Ibs) LL(3) 2,000.00 0.00 BC + Conc Load (Ibs) CL 3 420.00 0.00 TC + 26-0 32-0 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 26-0 32 0 LJ11-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp-: Max BC Tension 24.00 48.00 19,204.08 9,271.64 12,317.91 �45,323.53 I45,603.91 J Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Long th PP Dist. W2 7,311.28 12,231.55 0.00 0.00 14,860.35 3,927.31 50.51 0-2 V1S 7,307.19 12,096.24 0.00 0.00 2,209.88 2,512.66 33.43 2-4 3/8 W3 7,307.19 12,096.24 14,998.42, 3,988.87 2,349.34 8,917.96 33.43 3-6 3/8 W4 7,306.69 20,670.74 14,998.421 3,988.87 9,232.07 2,422.22 38.69 4-8 3/8 V2 7,306.69 20,670.74 14,998.421 3,988.87 2,000.00 2,266.12 30.35 6-8 3/8 W5 7,306.69 20,670.74 25,762.67 6,835.49 2,167.25 8,296.33 38.69 6-8 3/8 W6 8,021.58 30,274.21 25,762.67 6,835.49 7,360.58 1,912.28 38.69 8-8 3/8 V3 8,021.58 30,274.21 25,762.67 6,835.49 2,000.00 2,280.93 30.35 10-8 3/8 W7 8,021.58 30,274.21 34,205.34 9,049.52 1,657.31 6,424.84 38.69 10-8 3/8 W8 9,919.32 37,556.09 34,205.341 9,049.52 5,489.10 1,402.34 38.69 12-8 3/8 V4 9,919.32 37,556.09 34,205.341 9,049.52 2,000.00 2,292.03 30.35 14-8 3/8 W9 9,919.32 37,556.09 40,326.441 10,630.98 1,147.37 4,553.36 38.69 14-8 3/8 W10 11,184.49 42,516.39 40,326.441 10,630.98 3,617.62 892.40 38.69 16-83/8 V5 11,184.49 42,516.39 40,326.441 10,630.98 2,000.00 2,299.43 30.35 18-8 3/8 W 11 11,184.49 42,516.39 44,125.961 11,579.85 1,066.71 2,954.99 38.69 18-8 3/8 W 12 11,817.07 45,155.13 44,125.961 11,579.85 2,954.99 1,067.09 38.69 20-8 3/8 V6 11,817.07 45,155.13 44,125.961 11,579.85 2,000.00 2,303.13 30.35 22-8 3/8 W13 11,817.07 45,155.13 45,603.91 11,896.14 1,493.71 2,954.99 38.69 22-8 3/8 ConlinUed on Next Page... I STRESS ANALYSIS - PAGE 1 Job Number. Job Name Date Run: 5819-0199 GAYTEWAY USINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:04 AM NEW MILLENNIUM Jolsf Description Mark: � Run nINR liV9TCM4 �Locafion: ARLINGTON,WA Long Span 32LH367/250 J1 Stress Analysis Summary,Continued... Member TC Tension ITCCompresion BC Tension 1 BC Compresion Web Tension Web Comp. Web Length PP Dist. W13 11,817.07 45,323.53 45,603.911 11,896.14 1,493.71 2,954.99 38.69 24-83/8 V7 11,817.07 45,323.53 45,603.911 11,896.14 2,409.78 3,017.26 30.35 26-8 3/8 W12 11,817.07 45,323.53 44,279.41 11,579.85 2,954.99 1,067.09 38.69 26-8 3/8 W11 11,184.49 42,654.90 44,279.411 11,579.85 1,066.71 2,954.99 38.69 28-83/8 V8 11,184.49 42,654.90 44,279.411 11,579.85 2,409.78 3,013.26 30.35 30-8 3/8 W10 11,184.49 42,654.90 40,450.00 10,630.98 3,617.62 892.40 38.69 30-83/8 W9 9,919.32 37,664.70 40,450.00 10,630.98 1,147.37 4,553.36 38.69 32-8 3/8 V9 9,919.32 37,664.70 40,450.00 10,630.98 2,000.00 2,292.03 30.35 34-8 3/8 W8 9,919.32 37,664.70 34,299.00 9,049.52 5,489.10 1,402.34 38.69 34-8 3/8 W7 8,021.58 30,352.92 34,299.001 9,049.52 1,657.31 6,424.84 38.69 36-8 3/8 V10 8,021.58 30,352.92 34,299.001 9,049.52 2,000.00 2,280.93 30.35 38-8 3/8 W6 8,021.58 30,352.92 25,826.431 6,835.49 7,360.58 1,912.28 38.69 38-8 3/8 W5 7,301.03 20,719.56 25,826.431 6,835.49 2,167.25 8,296.33 38.69 40-8 3/8 V11 7,301.03 20,719.56 25,826.43 6,835.49 2,000.00 2,266.12 30.35 42-8 3/8 W4 7,301.03 20,719.56 15,032.29 3,988.87 9,232.07 2,422.22 38.69 42-8 3/8 W3 7,300.53 12,170.71 15,032.29 3,988.87 2,349.34 8,917.96 33.43 44-8 3/8 V1S 7,300.53 12,170.71 0.00 0.00 2,325.26 2,651.81 35.29 47-4 3/8 W2 7,300.53 12,344.68 0.001 0.00 14,860.35 3,927.31 50.51 45-10 3/8 STRESS ANALYSIS - PAGE 2 Job Number- Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:04 AM NEW AA I L.L E N N I U AA Lowfion: Joist Description: A481$i Aim nimr. -?"""4 ARLINGTON,WA Long Span 32LH367/250 J1 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A401318= 1.8750 x 2.8790 x.218 BC 1 0.8084 j 0.6885 1 0.4106 1.3990 1 0.6554 1 0.3832 1.0000 IA38B=2.2190 x 0.199 Axial and Bending Analysis _ K: Fy: Fb: Mom of inertia: LL 360: LL 240: Max Bridg TC: Max Bndg BC: 0.75 50,000.00 30,000.00 806.84 255.23 382.85 115-10314 17-8 718 1 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE i Gap Between Chords: Length 26.38 28.00 24.00 32.00 22 38' 1.1250 Min Weld Len 2X: Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 12,231.55 12,096.24 45,323.53 12,170.71 12,344.68 Max Load Fillers TC: fa 6,441.73 6,370.47 23,869.57 6,409.68 6,501.31 49,729.63 Maximum K Llr 67.89 72.07 46.33 82.37 57.59 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 40,668.98 29,536.73 37,515.66 45,804.73 Fa 20,590.65 19,775.93 24,401.39 17,722.04 22,509.39 TC oauRyy: 504.92 F'e 348,626.47 309,335.13 748,514.63 236,834.72 484,416.84 BC oauRyy: Cm 0.9908 0.9897 0.9786 0.9865 0.9933 420.83 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,587.45 969.77 0.94 Panel Pointfb 2,732.15 2,732.15 1,721.12 2,860.33 2,860.33 eC 116.90.9021 Mid Panel fb 859.00 612.84 452.96 979.62 1,136.99 TC Shear Stress: Fillers 0 0 0 0 0 9,264.63 Panel Point Stress 9,173.88 9,102.62 25,590.69 9,270.01 9,361.63 BC Shear Stress: f Mid Panel Stress 0.3404 0.3419 0.9929 0.3935 0.3251 13,643.44 Web Design Member-I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,860.35 16,730.22 3,927.31 5,996.13 6.33 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,512.66 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,349.34 18,714.09 8,917.96 9,477.88 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,232.07 10,742.43 2,422.22 4,985.18 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.12 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,167.25 18,714.09 8,296.33 8,302.95 3.17 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,360.58 7,826.93 1,912.28 3,318.29 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,280.93 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,657.31 14,381.54 6,424.84 6,473.51 2.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,489.10 5,758.64 1,402.341 1,869.32 4.11 x 0.090 1 C12BB = 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,292.031 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,147.37 10,742.43 4,553.361 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,617.62 4,802.89 892.40 1,417.09 3.16 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,299.43 2,818.97 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x.09_0 W11 1,066.71 7,826.93 2,954.99 3,318.29 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x.102 a W 12 2,954.99 4,802.89 1,067.09 1,417.09 2.58 x 0.077 1 C10AB = 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.13 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,493.71 7,826.93 2,954.99 3,318.29 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x.102 _ W 13 1,493.71 7.826.931 2,954.99 3,318.29 2.00 x 0.102 1 ,C1 BBB= 1.125 x 1.025 x.102 Continued on Next Page... I STRESS ANALYSIS - PAGE 2 G� Job Number., Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/20119 8:39:04 AM NEW MILLENNIUM Location: Joist Description: - Mark: nim niNr. nVfTpmn ARLINGTON,WA Long Span 32LH367/250 �jl Web Dssign,Continued... Member Web Tension Allow Tension Web Comp Allow Camp Weld Qty Material V7 2,409.78 7,826.93 3,017.26 4,107.05 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x.102 W12 2,954.99 4,802.89 1,067.09 1,417.09 2.58 x 0.077 1 C10AB = 1.125 x 0.756 x.077 W11 1,066.71 7,826.93 2,954.99 3,318.29 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x.102 V8 2,409.78 7,826.93 3,013.26 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,617.62 4,802.89 892.40 1,417.09 3.16 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,147.37 10,742.43 4,553.36 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,292.03 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,489.10 5,758.64 1,402.34 1,869.32 4.11 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,657.31 14,381.54 6,424.841 6,473.51 2.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 2,000.00 5,758.64 2,280.931 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,360.58 7,826.93 1,912.28 3,318.29 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,167.25 18,714.09 8,296.33 8,302.95 3.17 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V11 2,000.00 5,758.64 2,266.12 2,818.97 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x.090 W4 9,232.07 10,742.43 2,422.22 4,985.18 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,349.34 18,714.09 8,917.96 9,477.88 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1S 2,325.26 7,826.93 2,651.811 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,860.35 16,730.221 3,927.311 5,996.13 6.33 x 0.158 1 C32BA= 1.125 x 1.520 x.158 I i STRESS ANALYSIS -PAGE 3 1Job Number Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:04AM NEW MILLENNIUM I Locati� Joist Description: Mark: 9V-FMS ARLINGTON,WA Long Span 32LH367/250 �ji TCX Design _ - TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 {TCX Type R I TCX Type R TCX Depth 3 1/2 TCX Depth '3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-6 3/4 Clear Bearing 0-5 1/8 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load I 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.001 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lappet! SBat Type:Lapped I i ' I I I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX ase 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) ase 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+iP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS - PAGE 1 G7 'Job Number Job Name: Date Run: 15819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1111/8/2019 10:25:13 AM NEW MILLENNIUM I Location: I Joist Description: Mark: i RIM MINM sySTFMS IARLINGTON,WA Long Span 32LH364/250 lilo Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape. 44-3 5/8 L3-' 1 32.00 30.39 10 @ 4-0 Parallel Chords Variable Left End Right End I BC Panel 3-0 3-1 5/8 I I,I I I I Il I I I I Ill 11]J-H l IlllJ_I I Ill �_ ' L1hI I1IJL1.1�1J1aJ 1111I IJ11 I1J 11.111 Ll I I I,111I I I I I I I I I Ifl I! TC Panel 1-6 1-5 5/8 i iFirst Half 1-0 1-2 .v First Diag., 4-0 4-3 5/8 Depth 32.00 132.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform(plf) DL(1) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Uniform(plf) LL(1) 250.00 250.00 TC + 0-0 44-3 5/8 L-BL Uniform (plf) CL 1 40.00 40.00 TC + 0-0 44-3 5/8 L-BL I Conc @ any pp(Ibs) CL 1 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + }Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-3 5/8 L-BL I Conc @ any pp(Ibs) SM (2) 990.00 0.00 TC - Uniform (plf) SM 2 79.00 79.00 TC - 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial (Ibs) SM (3) 9,000.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) SM (3) 79.00 79.00 TC + 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) SM (3) 990.00 0.00 TC + Conc @ any p (Ibs) CL(3) 500.00 0.00 TC + Uniform(plf) CL(3) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Uniform(plf) SM(3) 12.16 12.16 TC + 0-0 44-3 5/8 L-BL Axial (Ibs) SM(3) 1,700.00 0.00 TC + 10-0 0-0 L-BL Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Uniform(plt) CL(3) 40.00 40.00 TC + 10-0 44-3 5/8 L-BL Stress Analysis Summary Int.Panel TC Max Panel BC Reaction LE: Reaction RE: Minimum Shear: Max TC Comp. Max BC Tension 24.00 48.00 9,870.88 19,876.01 2,469.00 43,218.72 42,251.43 Member TC Tension TC Com renion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 10,715.75 17,659.97 0.00 0.00 14,406.55 4,018.12 45.60 0-2 V1S 10,707.15 17,381.66 0.001 0.00 3,291.11 4,330.54 35.32 1-6 W3 10,707.15 17,381.66 13,028.011 3,156.21 2,609.40 9,398.77 32.67 3-0 W4 10,706.63 23,758.83 13,028.011 3,156.21 9,980.91 2,866.10 38.73 4-0 W5 10,706.63 23,758.83 24,123.32� 5,952.48 2,550.10 8,835.50 38.73 6-0 W6 10,705.93 30,809.70 24,123.321 5,952.48 7,805.94 2,348.77 38.73 8-0 W7 10,705.93 30,809.70 32,666.331 8,249.66 2,032.77 6,660.53 38.73 10-0 W8 10,705.24 36,311.73 32,666.331 8,249.66 5,630.97 1,831.44 38.73 12-0 W9 10,705.24 36,311.73 38,657.02 10,047.75 1,515.43 4,632.58 38.73 14-0 W10 10,759.64 40,695.25 38,657.021 10,047.75 4,065.88 1,314.11 38.73 16-0 W 11 10,759.64 40,695.25 42,095.41 11,346.75 1,179.22 3,147.06 38.73 18-0 W12 11,809.09 43,218.72 42,095.41 11,346.75 3,146.04 1,638.06 38.73 20-0 *Continued on Next Page... STRESS ANALYSIS-PAGE 1 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG_ B-SHOPORDERS 11/8/201910:25:13 AM NEW MILLENNIUM locafton: Joist Description: Mark: BrJILMINM SYSTEMS - ARLINGTON,WA Long Span 32LH364/250 J10 Stress Analysis Summary,Continued... Member TC Tension TC Com resion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W12 11,809.09 43,218.72 42,251.43 11,423.90 3,146.04 1,638.06 38.73 22-0 W11 10,854.89 40,947.65 42,251.43 11,423.90 1,179.22 3,147.06 38.73 24-0 W10 10,854.89 40,947.65 39,005.79 10,161.11 4,065.88 1,314.11 38.73 26-0 W9 10,702.46 36,664.35 39,005.79 10,161.11 1,515.43 4,632.58 38.73 28-0 W8 10,702.46 36,664.35 33,207.85 8,399.24 5,630.97 1,831.44 38.73 30-0 W7 10,701.76 31,279.28 33,207.85 8,399.24 2,032.77 6,660.53 38.73 32-0 W6 10,701.76 31,279.28 24,857.60 6,138.27 7,805.94 2,348.77 38.73 34-0 W5 10,701.07 24,345.38 24,857.60 6,138.27 2,550.10 8,835.50 38.73 36-0 W4 10,701.07 24,345.38 13,955.04 3,378.22 9,980.91 2,866.10 38.73 38-0 W3 10,700.52 17,663.51 13,955.04 3,378.22 2,660.93 9,564.10 33.46 40-0 V1s 10,700.52 17,663.51 0.00 0.00 3,331.20 4,499.99 36.38 42-10 W2 10,700.52 17,997.11 0.00 0.00 14,811.73 4,114.22 46.83 41-2 Standard Verticals __ Member 1 Position Max Tension Max Comp. Length I V2 Interior 2,797.761 3,833.46; 30.39 I STRESS ANALYSIS - PAGE 2 G7 Job Number: i Joh Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:25:13 AM N f__W M'NL;EN N I UAAFA cation: Joist Description: Mark: RLINGTON,WA Long Span 32LH364/250 �jio Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A401318= 1.8750 x 2.8790 x.218 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 L1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 150,000.00 30,000.00 754.52 331.62 I497.43 I16-11/8 16-4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Len th 16.00 30.00 24.00 34.00 15.63� 1.1250 Min Weld Len 2X: Bending Load 404.00 404.00 404.00 404.00 404.001 0.5000 Axial Load 17,659.97 17,381.66 43,218.72 17,663.51 17,997.11 Max Load Fillers TC: fa 9,300.59 9,154.03 22,761.071 9,302.46 4,786.72 47,958.55 Maximum K L/r 41.18 77.22 46.331 87.52 40.22,1 Max Load no Fillers TC: Fcr 41,952.38 31,258.48 40,668.981 27,808.00 42,180.31 44,176.14 TC Fa 25,171.43 18,755.09 24,401.39 16,684.80 25,308.19 452.50 y: 52.50 F'e 947,338.88 269,465.28 748,514.63 209,791.30 1,793,038.25 BCOAURyy: Cm 0.9951 0.9830 0.9796 0.9778 0.9987 392.82 Panel Point Moment 3,584.70 4,519.79 3,393.78 5,784.16 4,769.12 BC Stress: Mid Panel Moment 1,473.99 3,491.15 2,308.00 4,045.59 1,385.52 0.99 Panel Point fb 4,202.80 5,299.12 3,978.96 6,781.51 1,292.75 BC L/Rz. 125.2937 Mid Panel fb 909.61 2,154.41 1,424.28 2,496.56 467.74 TC Shear Stress: Fillers 0 0 0 0 0 9,845.94 Panel Point Stress 13,503.40 14,453.15 26,740.02 16,083.97 6,079.471 BC ShearStress: Mid Panel Stress 0.3984 0.5586 0.9790 0.6404 0.1112 16,681.34 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,406.55 16,730.22 4,018.12 6,782.97 6.14 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 2,609.40 18,714.09 9,398.77 9,647.71 3.60 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,980.91 14,381.54 2,866.10 6,468.31 4.48 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W5 2,550.10 24,373.24 8,835.50 10,314.59 3.17 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,805.94 8,984.69 2,348.77 4,028.02 4.45 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W7 2,032.77 16,730.22 6,660.53 7,204.94 2.84 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,630.97 5,758.64 1,831.44 1,866.33 4.21 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,515.43 10,742.43 4,632.58 4,981.22 2.42 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 4,065.88 4,802.89 1,314.11 1,414.83 3.56 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,179.22 7,826.93 3,147.06 3,315.49 2.08 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 3,146.04 5,758.64 1,638.06 1,866.33 2.35 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W12 3,146.04 5,758.64 1,638.06 1,866.33 2.35 x 0.090 1 C121313= 1.125 x 0.799 x.090 W11 1,179.22 7,826.93 3,147.06 3,315.49 2.08 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 4,065.88 4,802.89 1,314.11 1,414.83 3.56 x 0.077 1 C10AB= 1.125 x 0.756 x.077 J W9 1,515.43 10,742.43 4,632.581 4,981.22 2.42 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,630.97 5,758.64 1,831.44 1,866.33 4.21 x 0.090 1 C12136= 1.125 x 0.799 x.090 W7 2,032.77 16,730.22 6,660.53 7,204.94 2.84 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W6 7,805.94 8,984.69 2,348.77 4,028.02 4.45 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,550.10 24,373.24 8,835.50 10,314.59 3.17 x 0.188 1 1 IC38BA= 1_125 x 1.845 x.199 Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number.• Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:25:13 AM NEW MILLENNIUM Location: Joist Description: Mark: BU'LMINM SYSTEMS ARLINGTON,WA I Ll-ong Span 32LH364I250 J10 Web Design,Continued... _ Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,980.91 14,381.54 2,866.10 6,468.31 4.48 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,660.93 24,373.24 9,564.10 11,825.64 3.44 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W2 14,811.73 16,730.22 4,114.22 6,586.45 6.31 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,331.20 10,742.43 4,499.99 5,282.29 2.35 x 0.129 1 1 C22BB= 1.125 x 1.110 x.129 V2 2,797.76 7,826.931 3,833.451 4,103.13 2.49 x 0.102 1 IC16BB= 1.125 x 1.025 x.102 5819-0199 STRESS ANALYSIS - PAGE 3 �,7 Job Number.' Job Name: Date Run: Job BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:25:13 AM NEW„M IJL 4 E N N I U M Location: Joist Description: Mark' ni ARLINGTON,WA Long Span 32LH364/250 J10 I i TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R ITCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 1-11 Clear Bearing 0-6 7/8 Clear Bearing 0-4 5/8 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 364.00 Total Load 364.001 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 2.9622 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 5.75041 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped SeM Type:Lapped(Reinforced) I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+W L-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(W L-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM ,Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: I Date Run: G7 I5819-0199 GAY_TE_WAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:24:41 AM N E W MILLENNIUM Location: Joist Description: Mark: ARLINGTON,WA Long Span 32LH364/250 J11 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-9 1/4 "-5 1 32.00 130.53 10 @ 4-0 I Parallel Chords Variable Left End Right End BC Panel 3-0 3-7 1/4 TC Panel 1-6 1-11 1/4 \. �:. J: - - \ I l`, I A / First Half 1-0 1-2 'First Diag. 4-0 4-9 1/4 Depth 132.00 32.00 Loads _ Load Tye Category Loadl Load2 Position Direction Loe/Begin Sp/End Reference Uniform(plf) LL(1) 250.00 250.00 TC + 0-0 44-9 1/4 L-BL Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) CL 1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-9 1/4 L-BL Axial(Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-9 1/4 L-BL Conc @ any pp Ibs) CL 3 500.00 0.00 TC + Uniform(plf) SM(3) 12.16 12.16 TC + 0-0 44-9 1/4 L-BL Conc @ any pp Ibs) LL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear., Max TC Comp.: Max BC Tension 24.00 j48.00 9,076.75 I9,082.01 2,270.50 I39,589.75 39,172.38 J Member TC Tension TC Compresi0n BC Tension BC Com resion Web Tension Web Comp. Web Length PP Dist. W2 7,315.84 10,884.34 0.00 0.00 13,220.70 3,225.52 45.70 0-2 V1S 7,307.28 10,741.80 0.00 0.00 3,249.88 3,749.78 35.45 1-6 W3 7,307.28 10,741.80 11,886.13 3,058.48 2,109.73 8,651.65 32.81 3-0 W4 7,306,93 17,253.12 11,886,13 3,058.48 9,200.01 2,211.29 38.84 4-0 W5 7,306.93 17,253.12 22,047.91 5,634.25 1,956.91 8,159.72 38.84 6-0 W6 7,306.47 26,270.50 22,047.91 5,634.25 7,233.76 1,702.52 38.84 8-0 W7 7,306.47 26,270.50 29,920.88 7,581.22 1,448.14 6,193.47 38.84 10-0 W8 8,318.91 32,999.06 29,920.88 7,581.22 5,267.51 1,193.75 38.84 12-0 W9 8,318.91 32,999.06 35,505.041 8,899.40 943.22 4,227.22 38.84 14-0 W10 9,322.69 37,438.81 35,505.04 8,899.40 3,301.26 943.50 38.84 16-0 W11 9,322.69 37,438.81 38,800.38 9,588.78 1,379.18 2,887.90 38.84 18-0 W12 9,697.67 39,589.75 38,800.38 9,588.78 2,887.90 1,669.18 38.84 20-0 W12 9,697.67 39,589.75 39,172.38 9,649.37 2,887.90 1,669.18 38.84 22-0 1 W11 9,443.86 38,031.35 39,172.38 9,649.37 1,379.18 2,887.90 38.84 24-0 W 10 9,443.86 38,031.35 36,318.11 9,081.16 3,301.26 943.50 38.84 26-0 W9 8,561.26 34,032.67 36,318.111 9,081.16 943.22 4,227.22 38.84 28-0 W 8 8,561.26 34,032.67 31,175.03 7,884.16 5,267.51 1,193.75 38.84 30-0 W 7 7,303.71 27,745.18 31,175.03 7,884.16 1,448.14 6,193.47 38.84 32-0 W6 7,303.71 27,745.18 23,743.13 6,058.36 7,233.76 1,702.52 38.84 34-0 "Continued on Next Page... STRESS ANALYSIS- PAGE 1 Job Number: Job Name: Date Run: 5819-0199 �GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:24:41 AM NEW MILLENNIUM I Location: Joist Description: Mark: Mill niror. AY9'rPM% �ARLINGTON,WA Long Span 32LH364/250 J11 SMess Analysis Summary,Continued... Member TC Tension I TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,303.24 19,168.88 23,743.13, 6,058.36 1,956.91 8,159.72 38.84 36-0 W4 7,303.24 19,168.88 14,022.421 3,603.77 9,200.01 2,211.29 38.84 38-0 W3 7,302.88 11,421.13 14,022.421 3,603.77 2,093.63 8,603.47 33.59 40-0 V1 S 7,302.88 11,421.131 0.00 0.001 3,277.861 3,916.401 36.50 42-10 W2 7,305.22 11,611.37 0.001 0.001 14,723.101 3,585.651 51.32 41-2 I Standard Verticals Member Position I Max Tension I Max Comp. �Length V2 Interior 1 2,772.001 3,283.281 30.531 I I i STRESS ANALYSIS - PAGE 2 G7 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1 11/8/2019 10:24:41 AM NEW"MIL s E N Nit U M Location: Joist Description: Mark: ARLINGTON,WA Long Span 32LH3641250 till Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 A381318= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 1 A36B =2.0780 x 0.188 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 i50,000.00 130,000.00 708.23 301.53 I452.29 I16-5 17-91/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap,Between Chords: Length 16.00 30.00 24.00 34.00 21.25 1.1250 Min Weld Len 2X Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 iAxial Load 10,884.34 10,741.80 39,589.75 11,421.13 11,611.37 Max Load Fillers TC: fa 6,732.03 6,643.86 24,486.49 7,064.04 3,338.71 40,843.23 Maximum K L/r 41.75 78.29 31.32 88.73 55.45 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 44,702.41 27,591.05 38,604.82 37,489.62 Fa 25,426.67 18,703.87 26,821.45 16,554.63 23,162.89 TC oauRyy: 447.92 F'e 744,454.38 211,755.91 588,210.81 164,861.86 990,878.81 BCOAL/Ryy: Cm 0.9955 0.9843 0.9721 0.9786 0.9983 1397.01 Panel Point Moment 3,376.68 4,293.95 3,233.78 5,565.35 5,091.56 F BC Stress: Mid Panel Moment 1,448.51 3,333.08 2,228.00 3,819.46 2,291.36 0.92 Panel Pointfb 5,374.27 6,834.19 5,146.83 8,857.72 1,450.11 BCL/Rz: 125.2937 Mid Panel fb 1,142.96 2,629.99 1,758.02 3,013.77 822.49 Fillers 0 0 4 0 0 TC Shear Stress: 11,335.41 Panel Point Stress 12,106.30 13,478.05 29,633.32 15,921.76 4,788.82 BC Shear Stress: Mid Panel Stress 0.30051 0.4397 0.9698 0.5250 0.1008 15,339.88 Web Design Member Web Tension Allow Tension Web Comp Allow Conip Weld Qty Material W2 13,220.70 14,381.54 3,225.521 6,097.77 5.94 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,109.73 18,714.09 8,651.65 9,617.49 3.31 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,200.01 10,742.43 2,211.29 4,966.83 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,956.91 18,714.09 8,159.72 8,271.42 3.12 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,233.76 7,826.93 1,702.52 3,305.32 4.78 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,448.14 14,381.54 6,193.47 6,449.43 2.78 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,267.51 5,758.64 1,193.751 1,855.52 3.94 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 943.22 10,742.43 4,227.22 4,966.83 2.21 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,301.26 4,802.89 943.50 1,406.64 2.89 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,379.18 7,826.93 2,887.90 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,887.90 5,758.64 1,669.18 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,887.90 5,758.64 1,669.181 1,855.52 2.16 x 0.090 1 C12BB = 1.125 x 0.799 x.090 W 11 1,379.18 7,826.93 2,887.90 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,301.26 4,802.89 943.50 1,406.64 2.89 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 943.22 10,742.43 4,227.22 4,966.83 2.21 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,267.51 5,758.64 1,193.75 1,855.52 3.94 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,448.14 14,381.54 6,193.47 6,449.43 2.78 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,233.76 8,984.69 1,702.52 4,015.78 4.13 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 1,956.91 18,714.09 8,159.72 8,271.42 3.12 x 0.176 1 C34AA= 1.125 x 1.549 x.176 "Continued on Next Page... it STRESS ANALYSIS -PAGE 2 G7 Job Number., Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:24:41 AM NEW M L C L L L N NI UNA Location: Joist Description: Mark. lot 1 ARLINGTON,WA Long Span 32LH3641260 J17 Web Design Continued... Member Web Tension Allow Tension Web Comp J Allow Comp Weld Oty Material W4 9,200.01 10,742.43 2,211.29 4,966.83 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,093.63 18,714.09 8,603.471 9,440.37 3.29 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,723.10 16,730.22 3,585.65 5,868.24 6.28 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,277.861 8,984.691 3,916.40 4,388.14 2.14 x 0.118 1 C18BB = 1.125 x 1.035 x.118 V2 2,772.001 7,826.931 3,283.28 4,088.951 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 I STRESS ANALYSIS -PAGE 3 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:24:41 AM NEW MILLENNIUM Locagon. Joist Description: Mark: aun ta�Nr. rcvaTorws iARLINGTON,WA Long Span 32LH3641250 TCX Design _ TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 1/2 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 _ BPL Length 2-5 1/8 Clear Bearing 0-6 7/8 Clear Bearing 0-5 3/8 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.031 Reqd TL Def L/80 0.01 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.021 Reqd ILL Def L/120 0.00 Section Modulus 0.6283 Section Modulus 2.7859 Reqd SM 0.0097 Reqd SM 0.0032 Mom of Inertia 1.0766 Mom of Inertia 5.4368 Reqd MI 0.0009, Reqd MI 0.0002 ,SealType:Lappe, Seat Type:Lapped(Reinforced) i i I i Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: ILL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5_819-0199 I GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 9:43:30 AM NEW MILLENNIUM Location: Joist Description: Mark: wont"iron RYSTPM� ARLINGTON,WA Long Span 32LH364/250 IJ13 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 144-81/8 44- 1/8 32.00 30.53 110@4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-6 1/8 TC Panel 1-6 1-10 1/8 \ ' %ti• - First Half 1-0 1-2 AV First Diag. 4-0 4-8 1/8 Depth 132.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin_ Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-8 1/8 L-BL Uniform (plf) DL 1 114.00 114.00 TC + 0-0 44-8 1/8 L-BL Conc @ any pp(Ibs) CL 1 500.00 0.00 TC + Conc anywhere Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-8 1/8 L-BL Axial(Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) CL(3) 114.00 114.00 TC + 0-0 44-8 1/8 L-BL Conc @ any pp(Ibs) CL 3 500.00 0.00 TC + Uniform ( If) SM(3) 12.16 12.16 TC + 0-0 44-8 1/8 L-BL Conc @ any p Ibs) LL(3) 2,000.001 0.00 BC + Conc anywhere(Ibs) CL(3) 500.001 0.00 TC + Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE; Minimum Shear: Max TC Comp.: Max BC Tension l 124.00 48.00 19,059.42 19,064.91 2,266.23 39,443.34 138,994.15 l Member TC Tension TC Compresion BC Tension BC Com resion Web Tension Web_Comp. Web Length PP Dist. W2 7,304.62 10,877.76 0.00 0.00 13,195.07 3,218.51 45.70 0-2 V1S 7,302.10 10,735.21 0.00 0.00 3,235.03 3,749.75 35.45 1-6 W3 7.302.10 10,735.21 11,860.42 3,051.42 2,104.69 8,632.51 32.81 3-0 W4 7,301.95 17,214.00 11,860.42 3,051.42 9,177.36 2,205.33 38.84 4-0 W5 7,301.95 17,214.00 21,995.38 5,619.82 1,950.94 8,136.42 38.84 6-0 W6 7,301.74 26,204.56 21,995.38 5,619.82 7,210.46 1,696.56 38.84 8-0 W7 7,301.74 26,204.56 29,841.53 7,559.42 1,442.17 6,169.53 38.84 10-0 W8 8,293.43 32,906.30 29,841.53 7,559.42 5,243.57 1,187.79 38.84 12-0 W9 8,293.43 32,906.30 35,398.87 8,870.23 934.18 4,209.82 38.84 14-0 W 10 9,289.84 37,319.23 35,398.871 8,870.23 3,283.86 934.30 38.84 16-0 W11 9,289.84 37,319.23 38,667.391 9,552.24 1,360.49 2,882.47 38.84 18-0 W12 9,657.45 39,443.34 38,667.391 9,552.24 2,882.47 1,650.49 38.84 20-0 W12 9,657.45 39,443.34 38,994.151 9,605.46 2,882.47 1,650.49 38.84 22-0 W11 9,396.27 37,839.71 38,994.151 9,605.46 1,360.49 2,882.47 38.84 24-0 W10 9,396.27 37,839.71 36,113.05j 9,029.89 3,283.86 934.30 38.84 26-0 W9 8,506.30 33,814.20 36,113.05 9,029.89 934.18 4,209.82 38.84 28-0 _W8 8,506.30 33,814.20 30,943.15 7,825.51 5,243.57 1,187.79 38.84 30-0 W7 7,300.53 27,499.89 30,943.15 7,825.51 1,442.17 6,169.53 38.84 32-0 W6 7,300.53 27,499.891 23,484.43 5,992.35 7,210.46 1,696.561 38.84 34-0 Continued on Next Page... STRESS ANALYSIS -PAGE 1 _ Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1111812019 9:43:30 AM NEW MILLENNIUM Location: Joist Description: Mark ;ARLINGTON,WA Long Span 32LH364/250 J13 Stress Analysis Summary,Continued... _ Member TC Tension TC Com resion BC Tension I BC Com resion Web Tension Web Comp. Web Length PP Dist. W5 7,300.33 18,896.77 23,484.431 5,992.35 1,950.94 8,136.42 38.84 36-0 W4 7,300.33 18,896.77 13,736.901 3,530.39 9,177.36 2,205.33 38.84 38-0 W3 7,300.17 11,307.42 13,736.901 3,530.39 2,098.78 8,621.58 33.59 40-0 V1s 7,300.17 11,307.42 0.001 0.001 3,278.911 3,909.561 36.50 42-10 W2 7,300.17 11,493.781 0.001 0.001 14,464.931 3,522.79 50.42 41-2 Standard Verticals Member Position I Max Tension I Max Comp. I Length J V2 Interior 2,772.001 3,283.051 30.53 V STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date Run: v/ 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 9:43:30 AM NEW M I L LEN N 1 UM i Location: Joist Description: RIJILMJ Mark: ARLINGTON,WA Long Span 32LH3641250 J13 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 JA381318= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 1 A36B =2.0780 x 0.188 Axial and Bending Analysis K: Fy: I Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 150,000.00 30,000.00 708.23 303.44 455.17 16-5 17-9 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I Gap Between Chords: Length 16.00 30.00 24.00 34.00 20.13 1.1250 Min Weld Len 2X.• Bending Load 364.00 364.00 364.001 364.00 364.00 0.5000 Axial Load 10,877.76 10,735.21 39,443.34 11,307.42 11,493.78 Max Load Fillers TC: fa 3,127.77 6,639.79 24,395.93 6,993.71 2,879.35 40,843.23 Maximum K L/r 41.75 78.29 31.321 88.73 52.52 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 44,702.41 27,591.05 39,471.91 37,489.62 Fa 25,426.67 18,703.87 26,821.45 16,554.63 23,682.72 TC .9URyy: 446.97 F'e 1,747,827.00 211,755.91 588,210.81 164,861.86 1,043,171.88 BCOAL/Ryy: Cm 0.9991 0.9843 0.9722 0.9788 0.9986 396.17 Panel Point Moment 3,839.95 4,522.62 3,233.78 5,573.35 4,991.311 BC Stress: Mid Panel Moment 1,476.21 3,170.15 2,228.00 3,816.70 2,097.16 .0.91 Panel Pointfb 1,093.65 7,198.13 5,146.83 8,870.45 1,410.00 BC'z:125.2937 Mid Panel fb 529.89 2,501.43 1,758.02 3,011.60 653.24, TC Shear Stress: Fillers 0 0 4 0 0 11,303.54 Panel Point Stress 4,221.41 13,837.92 29,542.761 15,864.16 4,289.35' BC Shear Stress: Mid Panel Stress 0.08001 0.4354 0.9664 0.52061 0.0836 15,309.62 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,195.07 14,381.54 3,218.51 6,097.77 5.92 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,104.69 18,714.09 8�632.51 9,617.49 3.30 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,177.36 10,742.43 2,205.33 4,966.83 4.79 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,950.94 18,714.09 8,136.42 8,271.42 3.11 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,210.46 7,826.93 1,696.56 3,305.32 4.76 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,442.17 14,381.54 6,169.53 6,449.43 2.77 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,243.57 5,758.64 1,187.79 1,855.52 3.92 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 934.18 10,742.43 4,209.82 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W10 3,283.86 4,802.89 934.30 1,406.64 2.87 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,360.49 7,826.93 2,882.47 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,882.47 5,758.64 1,650.49 1,855.52 2.16 x 0.090 1 C12BB = 1.125 x 0.799 x.090 W 12 2,882.47 5,758.64 1,650.49 1,855.52 2.16 x 0.090 1 C12BB = 1.125 x 0.799 x.090 W 11 1,360.49 7,826.93 2,882.47 3,305.32 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x.102 _W 10 3,283.86 4,802.89 934.30 1,406.64 2.87 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 934.18 10,742.43 4,209.82 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,243.57 5,758.64 1,187.79 1,855.52 3.92 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,442.17 14,381.54 6,169.53 6,449.43 2.77 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,210.46 8,984.69 1,696.56 4,015.78 4.12 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 1,950.94 18,714.09 8,136.42 8,271.42 3.11 x 0.176 1 C34AA= 1.125 x 1.549 x.176 *Continued on Next Page... - - - - -- i STRESS ANALYSIS - PAGE 2 G� Job Number. Job Name: Date Piro Selo-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1118/201,9:43:30 AM NEW M I L n E N N I U M Location: Joist Description: Mark:ril'� nlfin ARUNGTON,WA JLong Span 32LH36412 1J13 Web Design,Continued... Member Web Tension Allow Tension Web Comp i Allow Comp Weld City Material W4 9,177.36 10,742.43 2,205.33 4,966.83 4.79 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,098.78 18,714.09 8,621.581 9,440.37 3.30 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,464.93 16,730.22 3,522.791 6,010.43 6.17 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,278.91 8,984.69 3,909.561 4,388.14 2.14 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V2 2,772.001 7,826.93 3,283.051 4,088.951 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 i STRESS ANALYSIS - PAGE 3 G� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG 8-SHOPORDERS 11/8/2019 9:43:30 AM NEW M NL S E N NS U M Location: Joist Description: Mark: J' jARLINGTON,WA Long Span 32LH3641250 - JJ13 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-10 7/8 BPL Length 1 2-4 1/2 Clear Bearing 0-4 1/2 Clear Bearing 0-5 3/8 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.001 Reqd TL Def L/80 I 0.00 Live Load 250.00 Live Load 250.00 Red LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.7859 Section Modulus 3.2104 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.4368 Mom of Inertia 5.8925 Reqd MI 0.0001 1Regd MI 0.0000 eat Type:Lapped(Reinforced) `Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0 6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP I I STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPO_RDERS 11/8/2019 9:20:49 AM NEW MILLENNIUM Location: Joist Description: Mark: Auu nwr. SY9TPMA ARLINGTON,WA Long Span 32LH364/250 IJ14 Geometry Base Length: Working Length: Joist Depth: Effective Depth: I BC Panel Length: sh,ipc: 44-81/4 44-41/4 32.00 30.70 10 @ 4-0 Parallel Chords Variable I Left End I Right End BC Panel 3-0 3-6 1/4 TC Panel 1-6 1-10 1/4 First Half 1-0 1-2 11 First Diag. 4-0 4-8 1/4 Depth 32.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform(plf) DL(1) 114.00 114.00 TC + 0-0 44-8 1/4 L-BL Uniform(plf) LL(1) 250.00 250.00 TC + 0-0 44-8 1/4 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-8 1/4 L-BL Axial Ibs SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-8 1/4 L-BL Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-8 1/4 L-BL IConc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + - Stress Analysis Summary lnt.Panel TC Max Panel BC: Reaction LE: Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 148 18,072.62 18,072.46 [.2,018.11 134,984.25 134,797.48 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,304.60 10,305.83 0.00 0.00 11,684.09 3,209.91 45.81 0-2 V1S 7,302.09 10,164.04 0.00 0.00 2,322.23 2,585.37 35.58 1-6 W3 7,302.09 10,164.04 11,051.54 3,036.14 2,103.77 7,657.91 32.96 3-0 W4 7,301.94 15,987.50 11,051.54 3,036.14 8,013.89 2,201.56 38.96 4-0 W5 7,301.94 15,987.50 20,354.26 5,591.83 1,947.69 7,089.79 38.96 6-0 W6 7,301.74 24,151.83 20,354.26 5,591.83 6,165.69 1,693.81 38.96 8-0 W7 7,301.74 24,151.83 27,380.21 7,522.03 1,439.94 5,241.59 38.96 10-0 W8 8,252.58 30,039.40 27,380.21 7,522.03 4,317.49 1,186.07 38.96 12-0 W9 8,252.58 30,039.40 32,129.40 8,826.76 932.30 3,393.39 38.96 14-0 W10 9,244.56 33,650.20 32,129.401 8,826.76 2,561.78 932.43 38.96 16-0 W11 9,244.56 33,650.20 34,601.82 9,506.00 1,161.80 2,561.78 38.96 18-0 W12 9,611.06 34,984.25 34,601.82 9,506.00 2,561.78 1,161.92 38.96 20-0 W12 9,611.06 34,984.25 34,797.48 9,559.75 2,561.78 1,161.92 38.96 22-0 W11 9,352.07 34,041.52 34,797.48 9,559.75 1,161.80 2,561.78 38.96 24-0 W10 9,352.07 34,041.52 32,716.38 8,988.02 2,561.78 932.43 38.96 26-0 W9 8,467.59 30,822.04 32,716.381 8,988.02 932.30 3,393.39 38.96 28-0 W8 8,467.59 30,822.04 28,358.51 7,790.80 4,317.49 1,186.07 38.96 30-0 W7 7,300.53 25,325.79 28,358.51 7,790.80 1,439.94 5,241.59 38.96 32-0 W6 7,300.53 25,325.79 21,723.88 5,968.10 6,165.69 1,693.81 38.96 34-0 W5 7,300.33 17,552.77 21,723.88 5,968.10 1,947.69 7,089.79 38.96 36-0 W4 7,300.33 17,552.77 12,812.48 3,519.91 8,013.89 2,201.56 38.96 38-0 W3 7,300.17 10,643.28 12,812.48 3,519.91 2,096.301 7,630.52 33.74 40-0 V1S 7.300.17 10,643.28 0.001 0.00 2,387.061 2,710.56 36.64 42-10 *Continued on Next Page... 1 STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-W99 IGAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11118=19 9:20:49 AM ,NEW MILLENNIUM I Lxaflon: Joist Description: Merit: q„�1'IWf. RY4T-fM4 1,ARLINGTON,WA (Long Span 32LH364/250 J14 Stress Analysis Summary,Continued... Member TC Tension I TC Compresion I BC Tension BC Compresion I Web Tension Web Comp. I Web Length I PP Dist. W2 7,300.17 10,829.081 0.00 0.001 12,805.37 3,517.96 50.62 41-2 Standard Verticals Member I Position j Max Tension I Max Comp. i Length V2I Interior 1 2,000.001 2,282.781 30.70 i Job Number: I,lob N. STRESS ANALYSIS - PAGE 2 Date Run: 5819.0199 1 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 9:20:49 AM NEW MILLENNIUM i Location: Joist Oescriptiow Mark, AUIL-01- SYSTF-MS ARLINGTON,WA Long Span 32LH3641250 J14 Chord Properties Chord Area Rx Rz Ryy Ix Q Material TC 0.7132 0.7206 0.3726 1.2175 0.7275 0.3704 0.9837 A361318= 1.8750 x 2.2810 x.188 BC 0.6209 0.6011 0.3559 1.2877 0.5763 1 0.2243 1.0000 A34A= 1.9380 x 0.176 Axial and Bending Analysis K: Fy: I Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 150,000.00 130,000.00 626.71 268.33 402.49 116-91/2 15-11 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE cap Between Chords: Length 16.00 30.00 24.00 34.00 20.25 1.1250 Min Weld Len 2X., Bending Load 364.00 364.00 364.001 364.00 364.00 0.5000 Axial Load 10,305.83 10,164.04 34,984.25 10,643.28 10,829.08 Max Load Fillers TC: fa 3,134.95 7,125.66 24,526.25 7,461.64 2,848.71 38,276.20 Maximum K L/r 42.94 80.52 32.21 91.25 54.35 Max Load no Fillers TC: Fcr 43,074.72 30,855.10 45,648.00 27,022.70 39,770.36 34,871.27 Fa 25,844.83 18,513.06 27,388.80 16,213.62 23,862.21 TC oAURyy: 437.18 F'e 1,793,743.00 165,136.77 458,713.25 128,566.68 1,053,193.75 BCOAL/Ryy. Cm 0.9991 0.9784 0.9642 0.9710 0.9986 413.34 Panel Point Moment 2,345.87 2,345.87 1,456.00 3,107.93 3,107.92 BC Stress: Mid Panel Moment 77.04 1,279.15 728.00 1,673.43 1,726.14 0.93 j Panel Pointfb 683.88 4,919.42 3,053.31 6,517.50 899.97 BC URz: j 134.8693 Mid Panel fb 28.66 1,256.19 714.93 1,643.38 499.84 Fillers 0 0 2 0 0 TC Shear Stress: 12,135.98 Panel Point Stress 3,818.83 12,045.07 27,579.57 13,979.13 3,748.681 BC shear stress: Mid Panel Stress 0.0616 0.4248 0.9183, 0.5134 0.0767 15,761.98 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Oty Material W2 11,684.09 14,381.54 3,209.91 6,082.20 5.25 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,103.77 16,730.22 7,657.91 8,326.11 3.26 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W4 8,013.89 10,742.43 2,201.56 4,950.57 4.18 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,947.69 16,730.22 7,089.79 7,159.51 3.02 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W6 6,165.69 7,826.93 1,693.81 3,293.84 4.07 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,439.94 14,381.54 5,241.591 6,428.12 2.35 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 4,317.49 4,802.89 1,186.07 1,397.47 3.78 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 932.30 8,984.69 3,393.39 4,001.96 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W10 2,561.78 4,802.89 932.43 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,161.80 7,826.93 2,561.78 3,293.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,561.78 4,802.89 1,161.92 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W12 2,561.78 4,802.89 1,161.92 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,161.80 7,826.93 2,561.78 3,293.84 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x.102 W 10 2,561.78, 4,802.89 932.43 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 932.30 8,984.69 3,393.39 4,001.96 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x.118 W8 4,317.49 4,802.89 1,186.07 1,397.47 3.78 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W7 1,439,94 14,311,54 5,241,59 6,428.12 2.35 x 0.150 1 C28BB = 1.125 x 1.344 x.150 W6 6,165.69 7,826.93 1,693.81 3,293.84 4.07 x 0.102 1 C16BB = 1.125 x 1.025 x.102 W5 1,947.69 16,730.22 7,089.79 7.159.51 3.02 x 0.158 1 C32BA= 1.125 x 1.520 x.158 Continued on Next Page... i i STRESS ANALYSIS - PAGE 2 Job Number., Job Name: Date Run: 5819-0199 I GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11I8I2019 9:20:49 AM NEW M I L L E N N I U Nl i Location: i Joist Description: Mark: BIJILMINM SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J14 Web Deallan Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 8,013.89 10,742.43 2,201.561 4,950.57 4.18 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,096.30 16,730.22 7,630.52 8,171.28 3.25 x 0.158 1 C32BA= 1.125 x 1.520 x.158 i W2 12,805.37 14,381.54 3,517.96 5,399.20 5.75 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,387.06 7,826.93 2,710.56 3,604.09 2.00 x 0.102 1 IC16BB= 1.125 x 1.025 x.102 V2 2,000.001 5.758.64 2,282.78 2,777.02 2.00 x 0.090 1 IC121313= 1.125 x 0.799 x.090 I STRESS ANALYSIS - PAGE 3 Job Number. Job iftme: I Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:20:49 AM NEW MILLENNIUM Location: Joist Description: Mark: nun mean "Ywrrm4 ARLINGTON,WA Long Span 32LH364/250 IJ14 TCX Design - TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Tye R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-10 7/8 BPL Length 2-4 5/8 ' Clear Bearing 0-4 5/8 Clear Bearing 0-5 3/8 BPL Material: 2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 (Total Load 364.00 Total Load 364.00� Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.001 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.6876 Section Modulus 3.1190 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.2742 Mom of Inertia 5.7359 Reqd MI 0.0001 Reqd MI 0.0000. Seat Type:Lapped(Reinforced) t Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i 'Job Number: Job Name: STRESS ANALYSIS -PAGE 1 Date Run: 5819-0199 1 GAYTEWAY BUSINESS PARK BL_DG B-SHOPORDERS 11/8/2019 9:22:52 AM NEW MILLENNIUM Location: 1,Wst Description: Marls: RIM r11Nf. 9V!TPMB ARLINGTON,WA Long Span 32LH364/250 J16 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-8 5/8 44- 1 32.00 130.53 110 @ 4-0 Parallel Chords Variable Left End I Right End BC Panel 3-0 3-6 5/8 TC Panel 1-6 1-10 5/8 First Half 1-0 1-2 First Diag, 4-0 4-8 5/8 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-8 5/8 L-BL Uniform (plf) DL(1) 114.00 114.00 TC + 10-0 44-8 5/8 L-BL Conc @ any pp(Ibs) CL 1 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL 2 100.00 100.00 TC - j 0-0 44-8 5/8 L-BL Axial(Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-8 5/8 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform(plf) SM(3) 12.16 12.16 TC + 0-0 44-8 5/8 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC _ + _ Conc anywhere (Ibs) CL(3) 500.00 0.00 TC 4- Stress Analysis Summary InL Panel TC: Max Panel BC: Reaction LE: Reaction RE. Minimum Shear: Max TC Comp: Max BC Tension 24.00 148.00 19,066.85 19,072.63 2,268.16 39,508.41 139,073.37 Member TC Tension TC Compresion BC Tension BC Com resion Web Tension Web Comp. Web Length PP Dist. W2 7,304.89 10,880.68 0.00 0.00 13,206.42 3,221.62 45.70 0-2 V1S 7,302.37 10,738.14 0.00 0.00 3,235.03 3,749.76 35.45 1-6 W3 7,302.37 10,738.14 11,871.85 3,054.56 2,106.93 8,640.49 32.81 3-0 W4 7,302.50 17,231.39 11,871.85. 3,054.56 9,186.80 2,207.98 38.84 4-0 W5 7,302.50 17,231.39 22,018.73 5,626.23 1,953.59 8,145.86 38.84 6-0 W6 7,302.67 26,233.87 22,018.73 5,626.23 7,219.90 1,699.21 38.84 8-0 W7 7,302.67 26,233.87 29,876.80 7,569.11 1,444.82 6,186.15 38.84 10-0 W8 8,304.75 32,947.53 29,876.80 7,569.11 5,260.19 1,190.44 38.84 12-0 W9 8,304.75 32,947.53 35,446.05 8,883.19 936.06 4,219.26 38.84 14-0 W10 9,304.44 37,372.38 35,446.05 8,883.19 3,293.30 934.29 38.84 16-0 W11 9,304.44 37,372.38 38,726.50 9,568.48 1,363.31 2,884.92 38.84 18-0 W12 9,675.33 39,508.41 38,726.50 9,568.48 2,884.92 1,653.31 38.84 20-0 W12 9,675.33 39,508.41 39,073.37 9,624.98 2,884.92 1,653.31 38.84 22-0 W11 9,417.42 37,924.88 39,073.37 9,624.98 1,363.31 2,884.92 38.84 24-0 W10 9,417.42 37,924.88 36,204.19 9,052.67 3,293.30 934.29 38.84 26-0 _ W9 8,530.72 33,911.30 36,204.19 9,052.67 936.06 4,219.26 38.84 28-0 W8 8,530.72 33,911.30 31,046.21 7,851.58 5,260.19 1,190.44 38.84 30-0 - W7 7,303.73 27,608.91 31,046.211 7,851.58 1,444.82 6,186.15 38.84 32-0 W6 7,303.73 27,608.91 23,599.41 6,021,691 7,219.90j 1,699.21 38.84 34-0 "Continued on Next Page... it i STRESS ANALYSIS -PAGE 1 Job Number Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 9:22:52 AM NEW M 11 I I N N I UM~Location: Joist Description: Merk ARLINGTON,WA Long Span 321-1-11364/250 J16' Stress Analysis Summary, Continued... Member TC Tension TC Com resion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,303.91 19,017.71 23,599.41 6,021.69 1,953.59 8,145.86 38.84 36-0 W4 7,303.91 19,017.71 13,863.80 3,563.00 9,186.80 2,207.98 38.84 38-0 W3 7,304.05 11,357.96 13,863.80 3,563.00 2,096.49 8,613.39 33.59 40-0 V1S 7,304.051 11,357.96 0.00 0.00 3,285.36 3,912.60 36.50 42-10 W2 7,308.121 11,546.04 0.00 0.00 14,579.331 3,550.651 50.82 41-2 Standard Verticals Member I Position Max Tension I Max Comp. I Length V2 I Interior 2,772.001 3,283.151 30.53 �I STRESS ANALYSIS-PAGE 2 Job Number: Job Name: -- _ _ --- - Date Run; 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHO_PORDERS 11/8/2019 9:22:52 AM NEW MILLENNIUM Location: Joist Description: Mark: ni m Juan %yWrimR ARLINGTON,WA Long Span 32LH364/250 J16 Chord Properties Chord Area I Rx I Rz I Ryy I Y I Ix I Q I Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 JA381318= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 1 A36B=2.0780 x 0.188 Axial and Bending Analysis K. Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 i 50,000.00 130,000.00 170823 302.59 1453.89 116-5 .17-91/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.001 34.00 20.63 Min Weld Md Len 2X: ,Bending Load 364.00 364.00 364.001 364.00 364.00 0.5000 Axial Load 10,880.68 10,738.14 39,508.411 11,357.96 11,546.04 Max Load Fillers TC: fa 3,128.61 6,641.60 24,436.181 7,024.96 2,892.44 40,843.23 Maximum K L/r 41.75 78.29 31.321 88.73 53.82 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 44,702.411 27,591.05 39,089.60 37,489.62 Fa 25,426.67 18,703.87 26,821.451 16,554.63 23,453.76 TC OAURyy: 447.39 F'e 1,747,827.00 211,755.91 588,210.811 164,861.86 993,206.94 BCOAURyy: Cm 0.9991 0.9843 0.97221 0.9787 0.9985 396.55 Panel Point Moment 3,839.95 4,522.62 3,233.781 5,568.74 5,034.82 BC Stress: 0.Mid Panel Moment 1,476.21 3,170.15 2,228.001 3,818.29 2,104.06 BC C BC uRZ: Panel Pointfb 1,093.65 7,198.13 5,146.83 8,863.13 1,422.291 125.2937 Mid Panel fb 529.89 2,501.43 1,758.02 3,012.85 655.38 - Fillers 0 0 4 0 0 i TC Shear Stress: 111,317.59 Panel Point Stress 4,222.26 13,839.73 29,583.01 15,888.09 4,314.731 BC Shear Stress: Mid Panel Stress 0.08001 0.4355 0.96791 0.5226 0.08461�15,322.94 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material W2 13,206.42 14,381.54 3,221.621 6,097.77 5.93 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,106.93 18,714.09 8,640.491 9,617.49 3.31 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,186.80 10,742.43 2,207.98 4,966.83 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,953.59 18,714.09 8,145.861 8,271.42 3.12 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,219.90 7,826.93 1,699.21 3,305.32 4.77 x 0.102 1 IC16BB= 1.125 x 1.025 x.102 W7 1,444.82 14,381.54 6,186.15 6,449.43 2.78 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,260.19 5,758.64 1,190.44 1,855.52 3.94 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 936.06 10,742.43 4,219.26 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,293.30 4,802.89 934.29 1,406.64 2.88 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,363.31 7,826.93 2,884.921 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,884.92 5,758.64 1,653.31 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,884.92 5,758.64 1,653.31 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 11 1,363.31 7,826.93 2,884.92 3,305.32 2.00 x 0.102 1 C16B6= 1.125 x 1.025 x.102 W 10 3,293.30 4,802.89 934.29 1,406.64 2.88 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 936.06 10,742.43 4,219.26 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,260.19 5,758.64 1,190.44 1,855.52 3.94 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,444.82 14,381.54 6,186.151 6,449.43 2.78 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,219.90 8,984.69 1,699.21 4,015.781 4.12 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 1,953.59 18,714.09 8,145.861 8,271.421 3.12 x 0.176 1 C34AA= 1.125 x 1.549 x.176 *Continued on Next Page... I STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date Run: 5819-0199 IGAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:22:52 AM NEW MILLENNIUM location: Joist Description: Mark: RHit MINM SYSTEMS ARLINGTON,WA Long Span 32LH364/250 1J16 Web Design,Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,186.80 10,742.43 2,207.98 4,966.83 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,096.49 18,714.09 8,613.39 9,440.37 3.30 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,579.33 16,730.22 3,550.65 5,946.83 6.21 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,285.36 8,984.69 3,912.60 4,388.14 2.14 x 0.118 1 C18BB=1.125 x 1.035 x.118 V2 2,772.001 7,826.931 3,283.15 4,088.95, 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 I i STRESS ANALYSIS-PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 9:22:52 AM NEW MILLENNIUM Location: Joist Description: Mark: RUILOIN❑ SYSTFMS ARLINGTON,WA Long Span 32LH364/250 IJ16 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-1 1/4 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-11 BPL Length 2-6 Clear Bearing 0-4 5/8 Clear Bearing 0-6 1/2 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00, Total Load 364.001 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.02 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Red LL Def L/120 0.01 Section Modulus 2.7859 Section Modulus 3.2104 Reqd SM 0.0029 Red SM 0.0053 Mom of Inertia 5.4368 Mom of Inertia 5.8925 Reqd MI 0.0001 Reqd MI 0.0004 SOW Type:Lapped(Reinforced) $Bet Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) ' Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS- PAGE 1 Job Number: Job Name: Dale Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:51:02 AM NEW"MILLENNIUM N S � Location: Joist Description: Mark: MI ARLINGTON,WA Long Span 32LH364/250 �J17 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length. Shape: "-81/4 44-41l4 32.00 30.53 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-6 1/4 TC Panel 1-6 1-10 1/4 First Half 1-0 1-2 First Diag. 4-0 4-8 1/4 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform(plf) LL(1) 250.00 250.00 TC + 0-0 44-8 1/4 L-BL Uniform(plf) DL(1) 114.00 114.00 TC + 0-0 44-8 1/4 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL 1 500.00 0.00 TC + Gross Uplift (plf) WL(2) 100.00 100.00 TC - 0-0 44-8 1/4 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) CL(3) 114.00 114.00 TC + 0-0 44-8 1/4 L-BL Conc @ any pp(Ibs) CL 3 500.00 0.00 TC + Uniform(plf) SM 3) 12.16 12.16 TC + 10-0 44-8 1/4 L-BL Conc @ any pp Ibs) LL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.001 0.00 TC + Stress Analysis Summary Int.Panel TC. Max Panel BC: Reaction LE: Reaction RE: Minimum Shear. Max TC Comp.: Max BC Tension 24.00_ 48.00 19,061.16 19,066.95 2,266.74 39,459.61 39,013.96 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,304.89 10,878.49 0.00 0.00 13,197.90 3,219.29 45.70 0-2 V1S 7,302.37 10,735.94 0.00 0.00 3,235.03 3,749.75 35.45 1-6 W3 7,302.37 10,735.94 11,863.28 3,052.21 2,105.25 8,634.38 32.81 3-0 W4 7,302.50 17,218.35 11,863.28 3,052.21 9,179.56 2,205.99 38.84 4-0 W5 7,302.50 17,218.35 22,001.22 5,621.42 1,951.61 8,138.63 38.84 6-0 W6 7,302.67 26,211.88 22,001.221 5,621.42 7,212.67 1,697.22 38.84 8-0 W7 7,302.67 26,211.88 29,850.351 7,561.84 1,442.84 6,171.73 38.84 10-0 W8 8,296.26 32,916.60 29,850.351 7,561.84 5,245.77 1,188.45 38.84 12-0 W9 8,296.26 32,916.60 35,410.661 8,873.47 934.18 4,212.02 38.84 14-0 W 10 9,293.49 37,332.52 35,410.661 8,873.47 3,286.06 934.29 38.84 16-0 W11 9,293.49 37,332.52 38,682.161 9,556.30 1,361.04 2,883.11 38.84 18-0 W12 9,661.92 39,459.61 38,682.161 9,556.30 2,883.11 1,651.04 38.84 20-0 W12 9,661.92 39,459.61 39,013.967 9,610.34 2,883.11 1,651.04 38.84 22-0 W19 9,401.56 37,861.00 39,013.961 9,610.34 1,361.04 2,883.11 38.84 24-0 W10 9,401.56 37,861.00 36,135.841 9,035.58 3,286.06 934.29 38.84 26-0 W9 8,512.41 33,1138.411 36,135,84 9,035.58 934,18 4,212.02 38.84 28-0 W8 8,512.41 33,838.48 30,968.92 7,832.03 5,245.77 1,188.45 38.84 30-0 W7 7,303.731 27,527.14 30,968.92 7,832.03 1,442.84 6,171.73 38.84 32-0 W6 7,303.731 27,527.14 23,513.17 5,999.68 7,212.67 1,697.22 38.84 34-0 "Continued on Next Page... 1 STRESS ANALYSIS -PAGE 1 G� Job Number, Job Name: I Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:51:02 AM NEW MILLENNIUM Location: Joist-escription: Mark: wun r11N4 RY!!1TPM8 ARLINGTON,WA 1Long Span 32LH364/25t5 �J17 Stress Analysis Summary,Continued... Member TC Tension TC Com resion BC Tension 1 BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,303.91 18,927.00 23,513.17, 5,999.68 1,951.61 8,138.63 38.84 36-0 W4 7,303.91 18,927.00 13,768.62 3,538.54 9,179.56 2,205.99 38.84 38-0 ' W3 7,304.05 11,320.06 13,768.621 3,538.54 2,098.21 8,619.65 33.59 40-0 V1S 7,304.051 11,320.061 0.001 0.001 3,287.661 3,910.32 36.50 42-10 W2 7,308.191 11,506.851 0.001 0.001 14,493.481 3,529.741 50.52 41-2 Standard Verticals i Member j Position 1 Max Tension I Max Comp. I Length i V2 I Interior 1 2,772.001 3,283.071 30.531 7 - - - STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date Run: G7 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/20119 9:51:02 AM NEW MILLENNIUM Location: Joist Description: Mark. A"'l!]LNG sVsrFMs ARLINGTON,WA Long Span 32LH364/250 IJ17 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 A381318= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis K. Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: MaX Bridg BC: 0.75 50,000.00 30,000.00 708.23 303.23 454.85 16-5 17-9 518 J Top Chord Check End Panel LE First Panel LE Interior Panel 1 First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 34.00 20.25 1.1250 Min Weld Len 2X: Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,878.49 10,735.94 39,459.61 11,320.06 11,506.851 Max Load Fillers TC: fa 3,127.98 6,640.24 24,405.99 7,001.52 3,308.66 40,843.23 Maximum K Ur 41.75 78.29 31.32 88.73 52.84 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 44,702.41 27,591.05 39,376.34 37,489.62 Fa 25,426.67 18,703.87 26,821.45 16,554.63 23,625.80 TC .0URyy: 447.08 F'e 1,747,827.00 211,755.91 588,210.81 164,861.86 1,091,159.75 BcoAURyy. Cm 0.9991 0.9843 0.9722 0.9788 0.99951 396.27 Panel Point Moment 3,839.95 4,522.62 3,233.78 5,550.42 4,980.40 BC stress: Mid Panel Moment 1,476.21 3,170.15 2,228.00 3,824.60 2,025.89 0.91 Panel Pointfb 1,093.65 7,198.13 5,146.83 8,833.96 1,418.45 BCURz 125.2937 _ Mid Panel fb 529.89 2,501.43 1,758.021 3,017.83 727.20 - f Fillers 0 0 4 11,307.0407.04 0 0 TC tress: II Panel Point Stress 4,221.62 13,838.37 29,552.83 j 15,835.48 4,727.11 BC shear stress: Mid Panel Stress 0.0800 0.4354 0.96681 0.5213 0.0954 15,312.94 Web Desr1 - Member Web Tension Allow Tension Web Com Allow Comp Weld Qty Material W2 13,197.90 14,381.54 3,219.29 6,097.77 5.93 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,105.25 18,714.09 8,634.38 9,617.49 3.30 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,179.56 10,742.43 2,205.99 4,966.83 4.79 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,951.61 18,714.09 8,138.63 8,271.42 3.11 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,212.67 7,826.93 1,697.221 3,305.32 4.76 x 0.102 1 C16BB= 1.125 x 1.025 x. W7 1,442.84 14,381.54 6,171.73 6,449.43 2.77 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,245.77 5,758.64 1,188.45 1,855.52 3.93 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 934.18 10,742.43 4,212.02 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,286.06 4,802.89 934.291 1,406.64 2.87 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,361.04 7,826.93 2,883.111 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,883.11 5,758.64 1,651.041 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W12 2,883.11 5,758.64 1,651.041 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W11 1,361.04 7,826.93 2,883.11 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W10 3,286.06 4,802.89 934.29 1,406.64 2.87 x 0.077 1 _ C10AB= 1.125 x 0.756 x.077 W9 934.18 10,742.43 4,212.02 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,245.77 5,758.64 1,188.45 1,855.52 3.93 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,442.84 14,381.54 6,171.73 6,449.43 2.77 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,212.67 8,984.69 1,697.22 4,015.78 4.12 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 1,951.61 18,714.091 8,138.63 8,271.42 3.11 x 0.176 1 C34AA= 1.125 x 1.549 x.176 Continued on Next Page.. L i STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:51:02 AM NEW MILLENNIUM BUILo NM SYSTEMS ,Location: Joist Description: Mark: —I ARLINGTON,WA Long Span 32LH364/250 J17 Web Design Continued... Member Web Tension Allow Tension Web Comp ' Allow Comp Weld Qty Material W4 9,179.56 10,742.43 2,205.99 4,966.83 4.79 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,098.21 18,714.09 8,619.651 9,440.37 3.30 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,493.48 16,730.22 3,529.74 5,994.47 6.18 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,287.66 8,984.69 3,910.321 4,388.14 2.14 x 0.118 1 1 C18BB= 1.125 x 1.035 x.118 V2 2,772.00 7,826.93 3,283.071 4,088.95 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 I STRESS ANALYSIS - PAGE 3 �/� Job Number- Job Name: Date Run: 40 5819-0199 GA_Y_TE_WAY BUSINESS PARK BLDG B-SHO_PORDERS 11/8/2019 9:51:02 AM NEW MILLENNIUM Location: Joist Description: Aotark "I##I l31Nn Ry"Irrm 4 I ARLINGTON,WA Long Span 32LH364/250 �J17 TCX Design - - TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-1 1/4 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-11 1/2 1 BPL Length _ 2-4 7/8 Clear Bearing 0-4 7/8 Clear Bearing ~ 0-6 1/8 BPL Material: 2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.02 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.01 Section Modulus 2.7859 Section Modulus 2.7859 Reqd SM 0.0029 Reqd SM 0.0053 Mom of Inertia 5.4368 Mom of Inertia 5.4368 Reqd MI 0.0001 Reqd MI 0.0004 SBat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) i I I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 Job Number.' Job Name.. Date Run.. 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1 1/8/2019 10:51:04 AM NEW MilliM I 4 E N N U M Location: Joist Description: Mark: IARLINGTON,WA Long Span 32LH367/250 IJ18 Geometry Base Length: Working Length: Joist Depth: I Effective Depth: BC Panel Length: I Shape: 49-10 3/4 49-6 314 32.00 30.35 11 @ 4-0 Parallel Chords f Variable Left End Right End j BC Panel 3-0 3-6 3/4 TC Panel 1-6 2-0 3/4 1\/ � \Tj . .�/ First Half 1-0 2-4 / First Diag. [4-0 5-10 3/4 Depth 132.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-10 3/4 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-10 3/4 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-10 3/4 L-BL Axial(Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform If CL(3) 117.00 117.00 TC + 0-0 49-10 3/4 L-BL Uniform (plf) SM(3) 12.48 12.48 TC + 0-0 49-10 3/4 L-BL I.Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Stress Analysis Summary _ fInt.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 52.00 I9,094.72 L9,094.72 2,273.68 I44,472.94 I44,488.05 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,304.83 10,797.65 0.00 0.00 13,289.35 3,621.08 45.58 0-2 V1S 7,302.27 10,650.48 0.00 0.00 2,329.03 2,733.64 35.29 1-6 W3 7,302.27 10,650.48 12,717.53 3,465.27 2,386.99 8,760.24 32.64 3-0 W4 7,302.27 18,506.35 12,717.53 3,465.27 9,333.05 2,543.07 38.69 4-0 W5 7,302.27 18,506.35 23,714.78 6,461.79 2,288.10 8,397.31 38.69 6-0 W6 7,722.84 28,342.82 23,714.78 6,461.79 7,461.57 2,033.12 38.69 8-0 W7 7,722.84 28,342.82 32,390.46 8,825.74 1,778.15 6,525.83 38.69 10-0 W8 9,770.50 35,857.71 32,390.46 8,825.74 5,590.08 1,523.18 38.69 12-0 W9 9,770.50 35,857.71 38,744.57 10,557.10 1,268.21 4,654.34 38.69 14-0 W10 11,185.57 41,051.04 38,744.57 10,557.10 3,718.60 1,013.24 38.69 16-0 W 11 11,185.57 41,051.04 42,777.10 11,655.88 1,107.45 2,898.61 38.69 18-0 W12 11,968.06 43,922.78 42,777.10 11,655.88 2,898.61 1,107.45 38.69 20-0 W13 11,968.06 43,922.78 44,488.05 12,122.09 1,313.49 2,898.61 38.69 22-0 W13 12,117.96 44,472.94 44,488.05 12,122.09 1,313.49 2,898.61 38.69 24-0 W12 12,117.96 44,472.94 43,877.43 11,955.70 2,898.61 1,107.45 38.69 26-0 W11 11,635.29 42,701.53 43,877.43 11,955.70 1,107.45 2,898.61 38.69 28-0 W10 11,635.29 42,701.53 40,945.23 11,156.74 3,718.60 1,013.24 38.69 30-0 W9 10,520.04 38,608.54 40,945.231 11,156.74 1,268.21 4,654.34 38.69 32-0 W8 10,520.04 38,608.54 35,691.451 9,725.19 5,590.08 1,523.18 38.69 34-0 W7 8,772.20 32,193.97 35,691.45 9,725.19 1,778.15 6,525.83 38.69 36-0 W6 8,772.20 32,193.97 28,116.101 7,661.06 7,461.57 2,033.12 38.69 38-0 W5 7,302.27 23,457.84 28,116.10 7,661.06 2,288.10 8,397.31 38.69 40-0 W4 7,302.27 23,457.84 18,219.18_ 4,964.351 9,333.05 2,543.071 38.69_42-0 *Continued on Next Page... x I 1 Job Name: STRESS ANALYSIS - PAGE 1 Date Run:� Job Number: 4/� � 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:51:04 AM NEW M IL 5 S E N NI U M'Location: Joist Description: Mark:' , ARLINGTON,WA Long Span 32LH367/250 IJ18 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W3 7,302.27 11,223.19 18,219.181 4,964.35 2,852.86 10,469.98 41.29 44-0 i V1S 7,302.27 11,223.19 0.001 0.00 2,329.03 2,733.64 35.29 47-10 W2 7,304.07 11,743.40 0.001 0.00 14,642.90 3,989.89 50.81 46-4 Standard Verticals Member Position I Max Tension Max Comp. L.ength V2 i Interior 2,000.00 2,304.89 30.35 I STRESS ANALYSIS -PAGE 2 Job Number: I Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:51:04 AM NEW MILLENNIUM Location: Joist Description: Mark: SUILOIN❑ SYSTEMS !ARLINGTON,WA Long Span 32LH367/250 IJ18 Chord Pro ies Chord Area Rx Rz Ryy Y _ Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A401318= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 IA38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360. LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 130,000.00 1806.84 1247.59 1371.38 15-10 1/2 17-7 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Len th 16.00 30.00 24.00 46.00 22 75 1.1250 Min Weld Len 2X Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 10,797.65 10,650.48 44,472.94 11,223.19 11,743.40 Max Load Fillers TC: fa 2,871.87 5,609.06 23,421.60 5,910.67 3,123.41 49,729.63 Maximum K L/r 41.18 77.22 46.33 118.40 58.56 Max Load no Fillers TC: Fcr 41,952.38 31,258.48 40,668.981 17,904.56 37,226.72 45,804 Fa 25,171.43 18,755.09 24,401.39 10,742.74 22,336.03 510.07 .07 F'e 1,709,974.50 269,465.28 748,514.631 114,611.88 845,798.31 BCOAURyy: Cm 0.9992 0.9896 0.9790 0.9742 0.9982 425.11 Panel Point Moment 2,259.07 2,259.07 1,468.00 5,525.45 5,525.45 BC Stress: Mid Panel Moment 95.35 1,327.02 734.00 3,259.46 106.44 0.92 Panel Pointfb 612.36 2,648.60 1,721.12 .76 12 6,478.19 1,4976.646439 Mid Panel fb 32.19 818.91 452.961 2,011.43 35.93 TC Shear Stress: Fillers 0 0 01 0 0 9,084.77 Panel Point Stress 3,484.23 8,257.65 25,142.721 12,388.86 4,621.17 BC Shear Stress: Mid Panel Stress 0.0582 0.3254 0.9745 061761 0.0712 13,378.75 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,289.35 14,381.54 3,621.08 6,115.35 5.97 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,386.99 18,714.09 8,760.24 9,656.04 3.35 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,333.05 10,742.43 2,543.07 4,985.18 4.87 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 2,288.10 24,373.24 8,397.31 10,323.31 3.02 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,461.57 7,826.93 2,033.121 3,318.29 4.93 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 11778.15 16,730.22 6,525.83 7,210.82 2.78 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,590.08 5,758.64 1,523.18 1,869.32 4.18 x 0.090 1 C121313= 1.125 x 0.799 x.090 W9 1,268.21 10,742.43 4,654.34 4,985.18 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,718.60 4,802.89 1,013.24 1,417.09 3.25 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,107.45 7,826.93 2,898.61 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,898.61 4,802.89 1,107.45_ 1,417.09 2.54 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 13 1,313.49 7,826.93 2,898.61 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,313.49 7,826.93 2,898.61 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,898.61 4,802.89 1,107.45 1,417.09 2.54 x 0.077 1 C10A13= 1.125 x 0.756 x.077 W11 1,107.45 7,826.93 2,898.61 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,718.60 4,802.89 1,013.24 1,417.09 3.25 x 0.077 1 C10A13= 1.125 x 0.756 x.077 W9 1,268.21 10,742.43 4,654.341 4,985.18 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,590.08 5,758.64 1,523.181 1,869.32 4.18 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,778.15 16,730.22 6,525.83 7,210.82 2.78 x 0.158 1 C32BA= 1.125 x 1.520 x.158 "Continued on Next Page... i I STRESS ANALYSIS - PAGE 2 Job Number: 1 Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:51:04 AM NEW M NL S 5 E N N1 U M Location: Joist Description:I I Mark: �ARLINGTON,WA Long Span 32LH3671250 J18 Web Design,Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W6 7,461.57 7,826.93 2,033.12 3,318.29 4.93 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,288.10 24,373.24 8,397.31 10,323.31 3.02 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,333.05 10,742.43 2,543.07 4,985.18 4.87 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,852.86 28,624.38 10,469.98 11,032.67 3.76 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W2 14,642.90 16,730.22 3,989.89 5,948.33 6.24 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 2,329.03 7,826.93 2,733.641 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,304.891_ 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 I STRESS ANALYSIS - PAGE 3 Job Number Job Name: ne izrm 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:51:04 AM NEW MILLENNIUM Location: Description:"tm nwr. sI-.TRM•, ARLINGTON,WA ]Joist Long Span 32LH367/250 J18 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 3/8 TCX Type R, Rnfd. TCX Type I R, Rnfd. TCX Depth 3 1/2 TCX Depth J3 1/2 BPL Length 1-11 1/2 BPL Length 2-6 1/4 Clear Bearing 0-4 7/8 Clear Bearing 10-5 BPL Material: 2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1 2.9622 Section Modulus 2.9622 Reqd SM 0.0029 Reqd SM 0.0029 Mom of Inertia 5.7504 Mom of Inertia 5.7504 Reqd MI 0.0001 Reqd MI 0.0001 SW Type:Lapped(Reinforced) (Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) ' Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) 1 Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 G,> Job Number: Job Name. Date Run: 5819-0199 IGAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 11:28:30 AM NEW M Nn S E N µRI U M Location: Joist Description: Mark: NO" ARLINGTON,WA Long Span 32LH367/250 J20 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-8 1/4 49-41/4 1 32.00 30.35 Ill @ 4-0 IlParallell Chords Variable Left End I Right End BC Panel 3-6 3-3 1/4 TC Panel 2-0 1-6 1/4 ti 1 First Half 2-0 0-11 `�i �. I �; �; I• First Diag. 5-6 4-2 1/4 Depth 132.00 32.00 Loads Load Type CategM Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform(plf) DL(1) 117.00 117.00 TC + 0-0 49-8 1/4 L-BL Uniform(plf) LL(1) 250.00 250.00 TC + 0-0 49-8 1/4 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-8 1/4 L-BL Axial Ibs SM(3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-8 1/4 L-BL Uniform(plf) SM(3) 12.48 12.48 TC + 0-0 49-8 1/4 L-BL Conc @ any pp (Ibs) ILL(3) 2,000.00 0.00 BC + Stress Analysis Summary Int Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 19,056.49 I9,056.64 2,264.16 144,048.46 144,148.23 Member TC Tension TC COmpresiotl BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,300.15 11,492.00 0.00 0.00 14,425.87 3,930.75 50.21 0-2 V1S 7,300.15 11,149.69 0.00 0.00 2,325.26 2,706.31 35.29 2-0 W3 7,300.15 11,149.69 17,032.95 4,641.13 2,689.14 9,869.15 38.69 3-6 W4 7,300.34 22,356.25 17,032.95 4,641.13 9,196.77 2,505.88 38.69 5-6 W5 7,300.34 22,356.25 27,099.16 7,383.97 2,250.91 8,261.03 38.69 7-6 W6 8,518.16 31,261.66 27,099.16 7,383.97 7,325.29 1,995.94 38.69 9-6 W7 8,518.16 31,261.66 34,843.79 9,494.22 1,740.97 6,389.55 38.69 11-6 W8 10,312.13 37,845.51 34,843.79 9,494.22 5,453.81 1,486.00 38.69 13-6 W9 10,312.13 37,845.51 40,266.841 10,971.89 1,231.03 4,518.06 38.69 15-6 W10 11,473.51 42,107.79 4 0,266.841 10,971.89 3,582.32 976.06 38.69 17-6 W 11 11,473.51 42,107.79 43,368.311 11,816.98 1,100.13 2,886.47 38.69 19-6 W12 12,002.31 44,048.46 43,368.31 11,816.98 2,886.47 1,100.24 38.69 21-6 W13 12,002.31 44,048.46 44,148.231 12,029.49 1,307.21 2,886.47 38.69 23-6 W13 11,898.52 43,667.59 44,148.231 12,029.49 1,307.21 2,886.47 38.69 25-6 W 12 11,898.52 43,667.59 42,606.541 11,609.42 2,886.47 1,100.24 38.69 27-6 Will 11,162.16 40,965.13 42,606.54 11,609.42 1,100.13 2,886.47 38.69 29-6 W10 11,162.16 40,965.13 38,743.31 10,556.76 3,582.32 976.06 38.69 31-6 W9 9,793.21 35,941.09 38,743.31 10,556.76 1,231.03 4,518.06 38.69 33-6 W8 9,793.21 35,941.09 32,558.48 8,871.52 5,453.81 1,486.00 38.69 35-6 W7 7,791.68 28,595.48 32,558.48 8,871.52 1,740.97 6,389.55 38.69 37-6 W6 7,791.68 28,595.48 24,052.09 6,553.70 7,325.29 1,995.94 38.69 39-6 W5 7,302.00 18,928.30 24,052.09 6,553.70 2,250.91 8,261.03 38.69 41-6 W4 7,302.00 18,928.30 13,224.11, 3,603.30 9,196.77 2,505.88 38.69 43-6 Continued on Next Page... STRESS ANALYSIS -PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1 11/8/201911:28:30 AM NEW M I L L E N N I U M;1-o"(: Joist Description, Merk. BUILMING SYSTEMS IARL.INGTON,WA Long Span 32LH3671260 �J20 _ Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W3 7,302.13 10,933.68 13,224.11 3,603.30 2,338.92 8,583.98 32.28 45-6 fV1S 7,302.13 10,933.68 0.001 0.00 2,435.93 2,735.30 36.91 48-2 W2 7,305.07 11,113.78 0.001 0.00 13,943.94 3,799.44 48.05 46-5 Standard Verticals M V2 er P terior I Max T2 000.00i Max 304.21 Length 30.351 I STRESS ANALYSIS - PAGE 2 Job Number., Job Name: Date Run: 5819-0199 _GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 11:28:30 AM NEW MILLENNIUM Location: Joist Description: Mark: eun_rnn M SVSYP"9 ARLINGTON,WA (Long Span 32LH367/250 J20 Chord Properties Chord Area Rx Rz Ryy t Y I Ix O Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A401318= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 OA106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max&rdg BC: 0.75 50,000.00 30,000.00 1806.84 250.73 376.10 15-10 518 17 7 3/4 J Top Chord Check End Panel LE First Panel LE Interior Panel _ First Panel RE End Panel RE Gap Between Chords: Length 22.00 42.00 24.00 32.00 16.25 1.1250 Min Weld Len 2X: Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 11,492.00 11,149.69 44,048.461 10,933.68 11,113.78 Max Load Fillers TC: fa 2,688.94 5,871.96 23,198.05 5,758.20 2,955.95 49,729.63 Maximum K L/r 56.63 108.11 46.331 82.37 41.83 Max Load no Fillers TC. 804.73 Fcr 37,801.98 21,063.21 40,668.98 29,536.73 41,798.11 TC AURy 45,OAURyy: Fa 22,681.19 12,637.92 24,401.391 17,722.04 25,078.871 507.92 F'e 858,059.94 137,482.28 748,514.63 236,834.72 1,657,764.63 BCOAURyy: Cm 0.9984 0.9786 0.9792 0.9878 0.9991 423.33 Panel Point Moment 4,638.52 4,638.52 1,468.00 2,599.58 2,599.58 BC Stress: Mid Panel Moment 2,837.49 2,698.16 734.00 1,531.83 55.70 0.91 Panel Point fb 11246.14 5,438.33 1,721.12 3,047.82 704.66 BC URz: 116.9021 Mid Panel fb 762.29 1,665.05 452.96 945.30 18.80 TC Shear Stress: Fillers 0 0 0 0 0 9,060.75 Panel Point Stress 3,935.08 11,310.29 24,919.18 8,806.02 3,660.61 BC Shear Stress: Mid Panel Stress 0.0863 0.5198 0.96541 0.3555 0.0596 13,385.03 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Oty Material W2 14,425.87 16,730.22 3,930.75 6,044.31 6.15 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 2,689.14 24,373.24 9,869.15 10,323.31 3.54 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,196.77 10,742.43 2,505.88 4,985.18 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 2,250.91 18,714.09 8,261.03 8,302.95 3.16 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,325.29 7,826.93 1,995.94 3,318.29 4.84 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,740.97 14,381.54 6,389.55 6,473.51 2.87 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,453.81 5,758.64 1,486.00 1,869.32 4.08 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,231.03 10,742.43 4,518.06 4,985.18 2.36 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,582.32 4,802.89 976.06 1,417.09 3.13 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,100.13 7,826.93 2,886.471 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,886.47 4,802.89 1,100.241 1,417.09 2.52 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 13 1,307.21 7,826.93 2,886.471 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,307.21 7,826.93 2,886.471 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,886.47 4,802.89 1,100.24 1,417.09 2.52 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,100.13 7,826.93 2,886.47 3,318.29 2.00 x 0.102 1 C166B= 1.125 x 1.025 x.102 W10 3,582.32 4,802.89 976.061 1,417.09 3.13 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,231.03 10,742.43 4,518.06 4,985.18 2.36 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,453.81 5,758.64 1,486.00 1,869.32 4.08 x 0.090 1 1 C12BB= 1.125 x 0.799 x.090 W7 1,740.97 14,381.54 6,389.55 6,473.511 2.87 x 0.150 1 1 C28BB= 1.125 x 1.344 x.150 Continued on Next Page... i i STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run: 5819-0199 �GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/812019 11:28:30 AM ' NEW MILLENNIUM LocaObn: Joist Description: Mark: ARLINGTON,WA Long Span 32LH367/250 JJ20 J Web Design,Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W6 7,325.29 7,826.93 1,995.941 3,318.29 4.84 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,250.91 18,714.09 8,261.031 8,302.95 3.16 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,196.77 10,742.43 2,505.881 4,985.18 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,338.92 18,714.09 8,583.981 9,736.44 3.28 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 13,943.94 14,381.54 3,799.441 5,761.19 6.26 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,435.93 7,826.93 2,735.30 j 3,631.841 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,304.211 2,818.971 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 i STRESS ANALYSIS - PAGE 3 Job Number., Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1118/201911:28:30 AM NEW MILLENNIUM Location: Joist Description: Mark: A"'LMINM SVSTFMS ARLINGTON,WA Long Span 32LH367/250 J20 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 3/8 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 [BPL 2-6 BPL Length 1-11 1/4 Clear Bearing 0-5 1/8 Clear Bearing 0-4 7/8 BPL Material: 203025=2 x 3 x.250 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 ;Live Load 250.001 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 3.3812 Section Modulus 2.9622 Reqd SM 0.0000 (Reqd SM 0.0029 Mom of Inertia 6.2013 Mom of Inertia 5.7504 Reqd MI 0.0000 Reqd MI 0.0001 Beat Type:Lapped(Reinforced) Sest Type:Lapped(Reinforced) —_ -- -- -- ICI I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i i STRESS ANALYSIS - PAGE 1 Job Number: ./oh Name Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 11:32:01 AM NEW MILLENNIUM Location: Joist Description: Mark: "till rnNr. ��aYRM" ARLINGTON,WA Long Span 32LH367/250 -IJ21 J Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-8 1/4 49-41/4 13, 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3-3 1/4 TC Panel 2-0 1-6 1/4 First Half 2-0 0-11 First Diag. 5-6 4-2 114 Depth 32.00 132.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-8 1/4 L-BL Uniform If DL(1) 117.00 117.00 TC + 0-0 49-8 1/4 L-BL Conc @ any pp(Ibs) CL(1) 100.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-8 1/4 L-BL Axial (Ibs) SM 3 7,300.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp Ibs) LL(3) 2,000.00 0.00 BC + Uniform(plf) SM(3) 12.48 12.48 TC + 0-0 49-8 1/4 L-BL Conc @ any pp(Ibs) CL(3) 100.00 0.00 TC + Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-8 1/4 L-BL Stress Analysis Summary int MwO TC Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 I48.00 9,155.47 19,156.13 2,289.03 44,509.72 44,623.07 Member TC Tension TC Compresion I BC Tension '[BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,300.15 11,557.89 0.001 0.00 14,589.63 3,930.75 50.21 0-2 V1 S 7,300.15 11,215.58 0.00 0.00 2,325.26 2,822.58 35.29 2-0 W3 7,300.15 11,215.58 17,138.38 4,641.13 2,689.14 9,981.75 38.69 3-6 W4 7,300.34 22,501.21 17,138.38 4,641.13 9,313.26 2,505.88 38.69 5-6 W5 7,300.34 22,501.21 27,283.661 7,383.97 2,250.91 8,367.81 38.69 7-6 W6 8,518.16 31,485.70 27,283.66, 7,383.97 7,432.07 1,995.94 38.69 9-6 W7 8,518.16 31,485.70 35,107.36 9,494.22 1,740.97 6,485.97 38.69 11-6 W8 10,312.13 38,148.62 35,107.36 9,494.22 5,550.23 1,486.00 38.69 13-6 W9 10,312.13 38,148.62 40,609.50 10,971.89 1,231.03 4,604.13 38.69 15-6 W10 11,473.51 42,489.97 40,609.50 10,971.89 3,668.39 976.06 38.69 17-6 W 11 11,473.51 42,489.97 43,790.04 11,816.98 1,100.13 2,918.18 38.69 19-6 W12 12,002.31 44,509.72 43,790.04 11,816.98 2,918.18 1,100.24 38.69 21-6 W13 12,002.31 44,509.72 44,623.07 12,029.49 1,321.48 2,918.18 38.69 23-6 W13 11,898.52 44,102.90 44,623.07 12,029.49 1,321.48 2,918.18 38.69 25-6 W12 11,898.52 44,102.90 43,002.32 11,609.42 2,918.18 1,100.24 38.69 27-6 W11 11,162.16 41,321.37 43,002.32 11,609.42 1,100.13 2,918.18 38.69 29-6 W10 11,162.16 41,321.37 39,060.01 10,556.76 3,668.39 976.06 38.69 31-6 W9 9,793.21 36,218.25 39,060.01 10,556.76 1,231.03 4,604.13 38.69 33-6 W8 9,793.21 36,218.25 32,796.11 8,871.52 5,550.23 1,486.00 38.69 35-6 W7 7,791.68 28,793.58 32,796.11 8,871.52 1,740.97 6,485.97 38.69 37-6 W6 7,791.68 28,793.58 24,210.64 6,553.701 7,432.07 1,995.941 38.69 39-6 Continued on Next Page... STRESS ANALYSIS-PAGE 1 l/� Job Number: Job Name: Date Rfm 40 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 :32:01 AM NEW MILLENNIUM Location: Joist Description: Q�aNc Rini nwn BY%Tp— ARLINGTON,WA Long Span 32LH367/250 1J21 J Stress Analysis Summary,Continued... Member TC Tension TC Com resion BC Tension I BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,302.00 19,047.32 24,210.641 6,553.70 2,250.91 8,367.81 38.69 41-6 W4 7,302.00 19,047.32 13,303.60 3,603.30 9,313.26 2,505.88 38.69 43-6 W3 7,302.13 10,995.04 13,303.60 3,603.30 2,338.92 8,681.16 32.28 45-6 V1S 7,302.13 10,995.04 0.00 0.00 2,435.93 2,856.91 36.91 48-2 W2 7,305.071 11,175.14 0.00 0.00 14,101.451 3,799.44 48.05 46-5 Standard Verticals Member Position Max Tension Max Comp. Len th V2 Interior 2,000.00 2,404.21 30.35 I STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 11:32:01 AM NEW MILLENNIUM Location: Joist Description: Mark: R HILOINC. SYSTEMS ARLINGTON,WA (Long Span 32LH367/250 J21 J Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Sndg BQ 0.75 50,000.00 130,000.00 806.84 1250.73 1376.10 115-105/8 17 7 314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 1.1250 Length 22.00 42.00 24.00, 32.00 16.25 Min Weld Md Len 2X.' Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 11,557.89 11,215.58 44,509.721 10,995.04 11,175.14, Max Load Fillers TC: fa 2,704.36 5,906.67 23,440.971 5,790.52 2,972.27 49,729.63 Maximum K L/r 56.63 108.11 46.33 82.37 41.83 Max Load no Fillers TC: Fcr 37,801.98 21,063.21 40,668.98 29,536.73 41,798.11 45,804.73 Fa 22,681.19 12,637.92 24,401.39 17,722.04 25,078.87 TC OAURyy: 507.92 F'e 858,059.94 137,482.28 748,514.63 236,834.72 1,657,764.63 BCoaL/Ryy: Cm 0.9984 0.9785 0.9790 0.9878 0.9991 423.33 Panel Point Moment 4,638.52 4,638.52 1,468.001 2,599.58 2,599.581 BC Stress: Mid Panel Moment 2,837.49 2,698.16 734.001 1,531.83 55.70i 0.92 BC Panel Point fb 1,246.14 5,438.33 1,721.12 3,047.82 704.66 116.90 116.9021 Mid Panel fb 762.29 1,665.05 452.961 945.30 18.80 - TC Shear Stress: Fillers 0 0 0 0 0 9,163.10 Panel Point Stress 3,950,50 11,344,99 25,162,10 8,838,34 3,676,93 BC Shear stress: Mid Panel Stress 0.0867 0.5225 0.9753 0.35731 0.0599 13,536.23 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,589.63 16,730.22 3,930.75 6,044.31 6.22 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 2,689.14 24,373.24 9,981.75 10,323.31 3.59 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,313.26 10,742.43 2,505.88 4,985.18 4.86 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 2,250.91 24,373.24 8,367.81 10,323.31 3.01 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,432.07 7,826.93 1,995.94 3,318.29 4.91 x 0.102 1 IC16BB= 1.125 x 1.025 x.102 W7 1,740.97 16,730.22 6,485.97 7,210.82 2.76 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,550.23 5,758.64 1,486.00 1,869.32 4.15 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,231.03 10,742.43 4,604.13 4,985.18 2.40 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,668.39 4,802.89 976.06 1,417.09 3.21 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,100.13 7,826.93 2,918.181 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,918.18 4,802.89 1,100.24 1,417.09 2.55 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 13 1,321.48 7,826.93 2,918.18 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,321.48 7,826.93 2,918.18 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 _W12 2,918.18 4,802.89 1,100.24 1,417.09 2.55 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,100.13 7,826.93 2,918.18 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W10 3,668.39 4,802.89 976.06 1,417.09 3.21 x 0.077 1 IC10AB= 1.125 x 0.756 x.077 W9 1,231.03 10,742.43 4,604.13. 4,985.18 2.40 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,550.23 5,758.64 1,486.00 1,869.32 4.15 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 7 1,740.97 16,730.22 6,485.971 7,210.82 2.76 x 0.158 1 C32BA= 1.125 x 1.520 x.158 "Continued on Next Page... i STRESS ANALYSIS -PAGE 2 G� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 11:32:01 AM NEW MILLENNIUM Location: Joist Description: Mark. AU11 nlNM 9YSTF"S ARLINGTON,WA Long Span 32LH367/250 IJ21 Web DoW91, Continued... Member Web Tension Allow Tension Web Comp I Allow Comp Weld Qty Material W6 7,432.07 7,826.93 1,995.94 3,318.29 4.91 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 5 2,250.91 24,373.24 8,367.811 10,323.31 3.01 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,313.26 10,742.43 2,505.881 4,985.18 4.86 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,338.92 18,714.09 8,681.16 9,736.44 3.32 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,101.45 14,381.54 3,799.441 5,761.19 6.33 x 0.150 1 C281313= 1.125 x 1.344 x.150 V1 2,435.93 7,826.93 2,856.911 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,404.211 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 1 i STRESS ANALYSIS -PAGE 3 1 JobNWber. Joh Name: Ogre Rim 581"1" GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 11 32:01 AM NEW MILLENNIUM Location: Joist Description: Mark: Rull niN❑ SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J21 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 3/8 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 2-6 BPL Length 1-11 1/4 Clear Bearing 0-5 1/8 Clear Bearing 0-4 7/8 BPL Material:203025=2 x 3 x.250 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 t 0.00 Live Load 250.00 Live Load 250.00 Reqd ILL Def L/120 0.00 Reqd ILL Def L/120 0.00 Section Modulus 3.3812 Section Modulus 2.9622 Reqd SM 0.0000 Reqd SM 0.0029 Mom of Inertia 6.2013 Mom of Inertia 5.7504 Reqd MI 0.0000 Reqd MI 0.0001 81 Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) I i I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: ILL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP I I I STRESS ANALYSIS - PAGE 1 �/A Job Number., Job Name Date Run: 4 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1118/2019 10:27:33 AM NEW AA NL L E N NI U M Location: Joist Description: Mark 11 : ARLINGTON,WA Long Span 32LH364/250 l J24 Geometry Base Length., Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44.91/4 144-51/4 32.00 30.35 110 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-7 1/4 j1111111111111111111111IgII III IIIIIIIIIIIIIIIIIIIIIIIII (IIIIIIIIIIIIIII'IIIIJIIIIJIIIIIMII) TC Panel 1-6 1-11 1/4 First Half 1-0 1-2 First Diag. 4-0 4-9 1/4 Depth 132.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-9 1/4 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 10-0 44-9 1/4 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + (Conc anywhere Ibs CL(1) 500.00 0.00 TC + f Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-9 1/4 L-BL Conc @ any pp Ibs SM (2) 990.00 0.00 TC - Uniform(plf) SM (2) 79.00 79.00 TC - 10-0 44-9 1/4 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial (Ibs) SM 3 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM 3 79.00 79.00 TC + 1 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0.00 TC + Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform(plf) CL(3) 114.00 114.00 TC + 0-0 44-9 1/4 L-BL Uniform(plf) SM(3) 12.16 12.16 TC + 0-0 44-9 1/4 L-BL Axial Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 44-9 1/4 L-BL Stress Analysis Summary int.Panel TC: Max Panel BC: Reaction LE. Reaction RE: Minimum Shear: Max TC Comp.: Max ac Tension 124.00 148.00 19,965.51 9,970.75 2,492.69 143,730.62 43,291.30 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length I PP Dist. W2 9,015.93 16,033.39 0.00 0.00 14,559.35 4,049.25 45.58 0-2 V1S 9,007.32 15,754.73 0.00 0.00 3,292.23 4,325.94 35.29 1-6 W3 9,007.32 15,754.73 13,188.47 3,188.61 2,630.93 9,503.21 32.64 3-0 W4 9,006.98 22,208.34 13,188.47 3,188.61 10,107.76 2,892.51 38.69 4-0 W5 9,006.98 22,208.34 24,447.97 6,018.05 2,577.64 8,963.08 38.69 6-0 W6 9,006.51 29,359.25 24,447.97 6,018.05 7,933.00 2,376.21 38.69 8-0 W7 9,006.51 29,359.25 33,151.841 8,347.75 2,061.33 6,788.33 38.69 10-0 W8 9,325.20 36,545.41 33,151.84, 8,347.75 5,758.25 1,859.91 38.69 12-0 W9 9,325.20 36,545.41 39,300.081 10,177.71 1,545.03 4,718.29 38.69 14-0 W 10 10,905.29 41,415.83 39,300.081 10,177.71 4,151.31 1,343.61 38.69 16-0 W11 10,905.29 41,415.83 42,892.68; 11,507.93 1,249.03 3,212.76 38.69 18-0 W12 1 11,985.64 43,730.62 42,892.68 11,507.93 3,177.81 1,730.46 38.69 20-0 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11I812019 10:27:33 AM NEW MILLENNIUM Location: Joist Descri tion: Mark. RUILMING SYSTEMS IARLINGTON,WA Long Span 32LH364/250 IJ24 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W12 11,985.64 43,730.62 43,291.30 11,706.44 3,177.81 1,730.46 38.69 22-0 W11 11,151.46 42,060.70 43,291.30 11,706.44 1,249.03 3,212.76 38.69 24-0 W 10 11,151.46 42,060.70 40,191.19 10,471.54 4,151.31 1.343.61 38.69 26-0 W9 9,666.69 37,682.77 40,191.19 10,471.54 1,545.03 4,718.29 38.69 28-0 W8 9,666.69 37,682,77 34,535.45 8,736.90 5,758.25 1,859.91 38.69 30-0 W7 9,003.73 30,749.21 34,535.45 8,736.90 2,061.33 6,788.33 38.69 32-0 W6 9,003.73 30,749.21 26,324.07 6,502.52 7,933.00 2,376.21 38.69 34-0 W5 9,003.26 23,707.02 26,324.07 6,502.52 2,577.64 8,963.08 38.69 36-0 W4 9,003.26 23,707.02 15,557.06 3,768.40 10,107.76 2,892.51 38.69 38-0 W3 9,002.90 17,088.38 15,557.06 3,768.40 2,629.91 9,450.83 33.43 40-0 V1 S 9,002.90 17,088.38 0.00 0.00 3,274.64 4,562.20 36.35 42-10 —W2 9,005.25 17,460.27 0.001 0.00 16,220.29 4,511.68 51.21 41-2 Standard Verticals Member j Position I Max Tension I Max Comp. � Length V2 I Interior 1 2,797.761 3,829.461 30.35 STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:27:33 AM NEW M I L L E N N I U M i Location: l Joist Description: Mark: RIJILOIN❑ SYSTFMS ARLINGTON,WA I Long Span 32LH364/250 J24 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B =2.2190 x 0.199 Axial and Bending Analysis K: F. Fb: Mom of Inertia: LL 360: LL 240: Max Brid TC: Max Brid BC: 0.75 50,000.00 130,000.00 1806.84 343.51 1515.26 116-0718 17-10 5/8 1 Tole Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 34.00 21.25 1.1250 Min Weld Len 2X.• Bending Load 404.00 404.00 404.00 404.00 404.00 0.5000 Axial Load 16,033.39 15,754.73 43,730.62 17,088.38 17,460.27 Max Load Fillers TC: fa 8,443.96 8,297.20 23,030.661 8,999.57 4,643.94 47,958.55 Maximum K L/r 41.18 77.22 46.33 87.52 54.70 Max Load no Fillers TC: Fcr 41,952.38 31,258.48 40,668.98 27,808.00 38,366.41 441176.14 Fa 25,171.43 18,755.09 24,401.39 16,684.80 23,019.84 4co3URyy: 457.32 F'e 947,338.88 269,465.28 748,514.631 209,791.30 969,419.44: BC oauRyy. Cm 0.9955 0.9846 0.9794 0.9786 0.9976�1381.16 Panel Point Moment 3,584.70 4,519.79 3,393.781 5,824.15 5, 550.36 BC Stress: Mid Panel Moment 1,473.99 3,491.15 2,308.00' 4,031.83 2,372.34 0.89 Panel Point fb 4,202.80 5,299.12 3,978.961 6,828.39 1,450.30 BCL/Rz. 116.90 Mid Panelfb 909.61 2,154.41 1,424.28 21 Shea2,488.07 800.8811116.90rStress: Fillers 0 0 01 0 OII. 9,9N.72 Panel Point Stress 12,646.76 13,596.32 27,009.621 15,827.96 6,094.241 BC Shear Stress: Mid Panel Stress 0.3643 0.5126 0.99001 0.62181 0.2270 114,711.16 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,559.35 16,730.22 4,049.25 6,787.21 6.21 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 2,630.93 18,714.09 9,503.21 9,656.04 3.64 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 10,107.76 10,742.43 2,892.51 4,985.18 5.28 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 2,577.64 24,373.24 8,963.08 10,323.31 3.22 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,933.00 8,984.69 2,376.21 4,031.39 4.53 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W7 2,061.33 16,730.22 6,788.33 7,210.82 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,758.25 5,758.64 1,859.91 1,869.32 4.31 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,545.03 10,742.43 4,718.29 4,985.18 2.46 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 4,151.31 4,802.89 1,343.61 1,417.09 3.63 x 0.077 1 C 10AI3= 1.125 x 0.756 x.077 W 11 1,249,03 7,826.93 3,212.761 3,318.29 2.12 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 3,177.81 5,758.64 1,730.46 1,869.32 2.38 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W12 3,177.81 5,758.64 1,730.46 1,869.32 2.38 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W11 1,249.03 7,826.93 3,212.76 3,318.29 2.12 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 4,151.31 4,802.89 1,343.61 1,417.09 3.63 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 L W9 1,545.03 10,742.43 4,718.29 4,985.18 2.46 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,758.25 5,758.64 1,859.91 1,869.32 4.31 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 2,061.33 16,730.22 6,788.33� 7,210.82 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W6 7,933.00 8,984.691 2,376.21 4,031.39 4.53 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,577.64 24,373.241 8,963.08� 10,323.31 3.22 x 0.188 1 C38BA= 1.125 x 1.845 x.199 'Continued on Next Page... I STRESS ANALYSIS -PAGE 2 Job Number Job Name: Date Rut, `5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1111812019 10:27:33 AM NEW M_ 1 1 t_E N N I UM_ Location: Joist Description. Mark: ARLINGTON,WA (Long Span 32LH3641250 J24 Web Design Continued... Member Web Tension Allow Tension Web Comp< Allow Comp Weld Qty Material W4 10,107.76 10,742.43 2,892.511 4,985.18 5.28 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,629.91 18,714.09 9,450.831 9,477.88 3.62 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 16,220.29 16,730.22 4,511.68 5,885.15 6.91 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,292.231 10,742.43 4,562.20 5,286.55 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,797.761 7,826.93 3,829.46 4,107.05 2.49 x 0.102 1 C16BB= 1.125 x 1.025 x.102 i STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORD_ERS 111/8/20119 10:27:33 AM NEW MILLENNIUM Location: Joist Description: Mark: SMLOIN❑ SVSTFMS ARLINGTON,WA lLong Span 32LH364/250 J24 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 1/2 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 IBPL Length 2-5 3/4 Clear Bearing 0-6 5/8 Clear Bearing 0-5 3/4 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.01 Live Load 250.00 Live Load 250.001 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 2.96221 Reqd SM 0.0097 Reqd SM 0.0032 Mom of Inertia 1.6088 Mom of Inertia 5.7504 Reqd MI 0.0009 Reqd MI 0.0002 Seel Type:Lapped Seat Type:Lapped(Reinforced) i Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 Job Number: I Job Name: Date Run: 5819-0199 i GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:28:36 AM NEW MILLENNIUM Location: Joist Description: Mark: SUILOIN❑ SYSTEMS ARLINGTON,WA [Long Span 32LH364/250 J25 Geornsitry IBas Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-3 5/8 43-11 5/8 32.00 130.53 1.10 @ 4-0 _]Parallel Chords l Variable Left End I Right End BC Panel 1 3-0 3-1 5/8 TC Panel 11-6 1-5 5/8 First Half 1-0 1-2 �_ \I / �l. �1 I_ ✓= First Diag. 14-0 4-3 5/8 vvv Depth 132.00 32.00 Loads _ Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform If LL 1 250.00 250.00 TC + 0-0 44-3 5/8 L-BL Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-3 518 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) W L(2) 100.00 100.00 TC - 0-0 44-3 5/8 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL 3) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-3 518 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: I Reaction RE: Minimum Shear: Max TC Comp.: AMex BC Tenston 24.00 48.00 I8,991.50 8,996.63 2,249.16 138.8b7.73 138,-281.20 Member TC Tension TC Compresion BC Tension _BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,315.67 10,851.42 0.00 0.00 13,092.83 3,190.44 45.70 0-2 V1S 7,307.12 10,708.87 0.00 0.00 3,249.88 3,749.63 35.45 1-6 W3 7,307.12 10,708.87 11,757.60 3,023.18 2,084.55 8,559.02 32.81 3-0 W4 7,306.60 17,057.54 11,757.60 3,023.18 9,090.35 2,181.48 38.84 4-0 W5 7,306.60 17,057.54 21,785.28 5,562.10 1,927.09 8,048.76 38.84 6-0 W6 7,305.90 25,940.81 21,785.28 5,562.10 7,122.80 1,672.71 38.84 8-0 W7 7,305.90 25,940.81 29,524.14 7,472.23 1,418.33 6,081.21 38.84 10-0 W8 8,191.49 32,535.26 29,524.14 7,472.23 5,155.25 1,163.94 38.84 12-0 W9 8,191.49 32,535.26 34,974.19 8,753.56 925.03 4,113.66 38.84 14-0 W10 9,158.43 36,840.91 34,974.19 8,753.56 3,187.71 925.45 38.84 16-0 W 11 9,158.43 36,840.91 38,135.41 9,406.10 1,322.04 2,860.75 38.84 18-0 W12 9,496.57 38,857.73 38,135.41 9,406.10 2,860.75 1,612.04 38.84 20-0 W12 9,496.57 38,857.73 38,281.20 9,429.84 2,860.75 1,612.04 38.84 22-0 W11 9,205.91 37,073.11 38,281.20 _ 9,429.84 1,322.04 2,860.75 38.84 24-0 W10 9,205.91 37,073.11 35,292.82 8,824.79 3,187.71 925.45 38.84 26-0 W9 8,286.47 32,940.32 35,292.82 8,824.79 925.03 4,113.66 38.84 28-0 W8 8,286.47 32,940.32 30,015.63 7,590.94 5,155.251 1,163.94 38.84 30-0 W7 7,301.75 26,518.73 30,015.631 7,590.94 1,418.331 6,081.211 38.84 32-0 W6 1 7,301.75 26,518.73 22,449.62 5,728.30 7,122.801 1,672.711 38.84 34-0 *Continued on Next Page... STRESS ANALYSIS -PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/20119 10:28:36 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILMING SVSTFMS ARLINGTON,WA Long Span 32LH364/250 IJ25 Stress Anal_ sis Summary.Continued... Member I TC Tension TC Com resion BC Tension I BC Cam resion Web Tension Web Comp. Web Length PP Dist. W5 7,301.06 17,808.31 22,449.621 5,728.30 1,927.09 8,048.76 38.84 36-0 W4 7,301.06 17,808.31 12,594.801 3,236.87 9,090.35 2,181.48 38.84 38-0 W3 7,300.51 10,852.59 12,594.801 3,236.87 2,119.41 8,708.49 33.59 40-0 V1s 7,300.511 10,852.59 0.0-01 0.00 3,304.461 3,882.221 36.50 42-10 W2 7,300.511 11,023.451 0.001 0.001 13,460.281 3,278.131 46.92 41-2 Standard Verticals i Member Position I Max Tension I Max Comp. 1 Length V2 Interior 2,772.00 3,282.13 30.53 I I ti STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:28:36 AM INEW StillMILLENNIUM Location: Joist Description: Mark: ARLINGTON,WA Long Span 32LH364/250 J25 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 1 0.8495 0.5383 0.9576 JA381318= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 1 0.6159 0.2963 1.0000 1 A36B=2.0780 x 0.188 Axial and Bending Analysis IK: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: Oi75 1501000.00 �30,000.00 L708.23 311.28 1466.91 I16-51/4 17-115/8 1 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 1.1250 Length 16.00 30.00 24.00 34.00 15.631 Min Weld Md Len 2X.• Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,851.42 10,708.87 38,857.731 10,852.59 11,023.45 Max Load Fillers TC: fa 6,711.66 6,623.50 24,033.73 6,712.39 3,169.66 40,843.23 Maximum K L/r 41.75 78.29 31.32 88.73 40.78 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 44,702.41 27,591.05 42,618.09 37,489.62 Fa 25,426.67 18,703.87 26,821.45 16,554.63 25,570.86 TC oauRyy: 443.19 F'e 744,454.38 211,755.91 588,210.81 164,861.86 1,832,729.50 BCOAURyy. Cm 0.9955 0.9844 0.9726 0.9796 0.9991 392.82 Panel Point Moment 3,376.68 4,293.95 3,233.78 5,541.84 4,526.80 BC Stress: Mid Panel Moment 1,448.51 3,333.08 2,228.00 3,827.55 1,369.39 0.89 BC Panel Point fb 5,374.27 6,834.19 5,146.83 8,820.31 1,289.26 125.29 25.2937 Mid Panel fb 1,142.96 2,629.99 1,758.02 3,020.16 491.55 TC Shear Stress: Fillers 0 0 2 0 0. 11,184.19 Panel Point Stress 12,085.93 13,457.68 29,180.56 15,532.70 4,458.93 BC Shear stress: Mid Panel Stress 0.2997 0.4386 0.9528 0.5037 0.0791 15,196.56 Web Design Member I Web Tension Allow Tension Web Comp j Allow Comp Weld Qty Material W2 13,092.83 14,381.54 3,190.44 6,097.77 5.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,084.55 18,714.09 8,559.02 9,617.49 3.27 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,090.35 10,742.43 2,181.48 4,966.83 4.75 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,927.09 18,714.09 8,048.76 8,271.42 3.08 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,122.80 7,826.93 1,672.71 3,305.32 4.70 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,418.33 14,381.54 6,081.21 6,449.43 2.73 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,155.25 5,758.64 1,163.94 1,855.52 3.86 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 925.03 10,742.43 4,113.66 4,966.83 2.15 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,187.71 4,802.89 925.451 1,406.64 2.79 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 W 11 1,322.04 7,826.93 2,860.751 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,860.75 5,758.64 1,612.04 1,855.52 2.14 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,860.75 5,758.64 1,612.041 1,855.52 2.14 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W11 1,322.04 7,826.93 2,860.751 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,187.71 4,802.89 925.45 1,406.64 2.79 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 925.03 10,742.43 4,113.66 4,966.83 2.15 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,155.25 5,758.64 1,163.94 1,855.52 3.86 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,418.33 14,381.54 6,081.21 6,449.43 2.73 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 1 7,122.801 7,826.93 1,672.71 3,305.321 4.70 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 1 1,927.091 18,714.09 8,048.761 8,271.421 3.08 x 0.176 1 C34AA= 1.125 x 1.549 x.176 Continued on Next Page... i STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: ;5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:28:36 AM { N E W MILLENNIUM r(�; Joist Description: Mark:ni rs ARLINGTON,WA (Long Span 32LH364/250 J25 Web Design Continued... Member Web Tension Allow Tension Web Comp I Allow Comp Weld Qty Material W4 9,090.35 10,742.43 2,181.48� 4,966.83 4.75 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,119.41 18,714.09 8,708.491 9,440.37 3.33 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 13,460.28 14,381.54 3,278.131 5,922.33 6.04 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 3,304.461 8,984.69 3,882.221 4,388.14 2.14 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V2 2,772.001 7,826.93 3,282.131 4,088.951 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 i i STRESS ANALYSIS -PAGE 3 Job Number: Job Name: Date Run: r/ 5819-0199 ,GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:28:36 AM NEW MILLENNIUM Loc*W, Joist Descripuan: IMark RUIL MIN6 SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J25 TCX Design _ TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 1 0-0 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 1-11 Clear Bearing 0-6 7/8 Clear Bearing 0-4 5/8 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 364.00 Total Load 364.001 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.62831 Section Modulus 2.7859 Reqd SM 0.0097, Reqd SM 0.0000 Mom of Inertia 1.0766 Mom of Inertia 5.4368 Reqd MI 0.0009, Reqd MI 0.0000 Seat Type:Lapped ,Seat Type:Lapped(Reinforced) I f Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(W L+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP �/ I I I STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 � Name: BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:30:21 AM NEW J'M I L S E N N I U M Location. Joist Description: Mark: ARLINGTON,WA Long Span 32LH364/250 J26 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: '44-3 5/8 43-11 5l8 32.00 130.53 1 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-1 5/8 TC Panel 1-6 1-5 5/8 7\ f' First Half 1-0 1-2 L. '_ ,f% First Diag. 1 4-0 4-3 5/8 Depth 132.00 132.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL 1) 250.00 250.00 TC + 0-0 44-3 5/8 L-BL Uniform(plf) DL(1) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + f Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift If WL 2 100.00 100.00 TC - 0-0 44-3 5/8 L-BL Axial (Ibs) SM(3) 9,000.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) CL(3) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Conc @ any pp Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) SM(3) 12.16 12.16 TC + 0-0 44-3 5/8 L-BL Conc @ any pp (Ibs) LL 3 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Stress Analysis Summary Inr Panel TC. Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 8,991.50 8,996.63 2,249.16 38,857.73 138,281.20 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,015.67 12,551.42 0.00 0.00 13,092.83 3,190.44 45.70 0-2 V1S 9,007.12 12,408.87 0.00 0.00 3.249.88 3,749.63 35.45 1-6 W3 9,007.12 12,408.87 11,757.60 3,023.18 2,084.55 8,559.02 32.81 3-0 W4 9,006.60 17,057.54 11,757.60 3,023.18 9,090.35 2,181.48 38.84 4-0 W5 9,006.60 17,057.54 21,785.28 5,562.10 1,927.09 8,048.76 38.84 6-0 W6 9,005.91 25,940.81 21,785.28 5,562.10 7,122.80 1,672.71 38.84 8-0 W7 9,005.91 25,940.81 29,524.14 7,472.23 1,418.33 6,081.21 38.84 10-0 W 8 9,005.21 32,535.26 29,524.14 7,472.23 5,155.25 1,163.94 38.84 12-0 W9 1 9,005.21 32,535.26 34,974.19 8,753.56 925.03 4,113.66 38.84 14-0 W10 9,158.43 36,840.91 34,974.19 8,753.56 3,187.71 925.45 38.84 16-0 W 11 9,158.43 36,840.91 38,135.41 9,406.10 1,322.04 2,860.75 38.84 18-0 W12 9,496.57 38,857.73 38,135.41 9,406.10 2,860.75 1,612.04 38.84 20-0 f W12 9,496.57 38,857.73 38,281.20 9,429.84 2,860.75 1,612.04 38.84 22-0 W11 9,205.91 37,073.11 38,281.20 9,429.84 1,322.04 2,860.75 38.84 24-0 W10 9,205.91 37,073.11 35,292.82 8,824.79 3,187.71 925.45 38.84 26-0 W9 9,002.45 32,940.32 35,292.82 8,824.79 925.03 4,113.66 38.84 28-0 W8 9,002.45 32,940.32 30,015.63 7,590.94 5,155.25 1,163.94 38.84 30-0 W7 9,001.75 26,518.73 30,015.63 7,590.94 1,418.33 6,081.21 38.84 32-0 W6 9,001.75 26,518.73 22,449.62 5,728.30 7,122.80 1,672.71 38.84 34-0 *Continued on Next Page... i ,i � I I STRESS ANALYSIS-PAGE 1 Job Number.' Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/201910:30:21 AM NEW MI NL e E N NS U M Location: Joistsc Description: Mark I : ARLINGTON,WA Log Span 32LH364/250 J26 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Com resion Web Tension Web Comp. WebLengthl PP Dist. W5 9,001.06 17,808.31 22,449.62 5,728.30 1,927.09 8,048.76 38.84 36-0 W4 9,001.06 17,808.31 12,594.80 3,236.87 9,090.35 2,181.48 38.84 38-0 W3 9,000.51 12,552.59 12,594.80 3,236.87 2,119.41 8,708.49 33.59 40-0 V1S 9,000.51 12,552.59 0.001 0.00 3,304.46 3,882.22 36.50 42-10 W2 9,000.51 12,723.451 0.001 0.00 13,460.28 3,278.13 46.92 41-2 Standard Verticals Member I Position I Max Tension I Max Comp. I Length V2 Interior 1 2,772.001 3,282.131 30.53 STRESS ANALYSIS -PAGE 2 Job Number. IJob Name' Date Run: 1 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:30:21 AM NEW MILLENNIUM Location: Joist Description: Mark: SUILOING SYSTF-' ARLINGTON,WA Long Span 32LH364/250 J26 Chord Properties Chord Area Rx Rz I Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 A38B18= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 t 0.6159 1 0.2963 1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis I- Fy.• Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50.000.00 130,000.00 708.23 311.28 1466.91 16-51/4 17-115/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I Gap Between Chords: Length 16.00 30.00 24.00 34.00 15.63 1.1250 Min Weld Len 2X.• Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 j Axial Load 12,551.42 12,408.87 38,857.73 12,552.59 12,723.45 Max Load Fillers TC: fa 7,763.12 7,674.96 24,033.73 7,763.85 3,658.481 40,843.23 Maximum K L/r 41.75 78.29 31.32 88.73 40.78 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 44,702.411 27,591.05 42,618.09. 37,489.62 Fa 25,426.67 18,703.87 26,821.45 16,554.63 25,570.86 Tc oaURyy: 443.19 F'e 744,454.38 211,755.91 588,210.811 164,861.86 1,832,729.50 BCOALIRyy: Cm 0.9948 0.9819 0.9726, 0.9765 0.9990 392.82 Panel Point Moment 3,376.68 4,293.95 3,233.781 5,541.84 4,526.80 BC Stress: Mid Panel Moment 1,448.51 3,333.08 2,228.001 3,827.55 1,369.39 0.89 Panel Point fb 5,374.27 6,834.19 5,146.83 8,820.31 1,289.26 5.29 125.2937 Mid Panel fb 1,142.96 2,629.99 1,758.02 3,020.16 491.55 - TC Shear Stress: Fillers 0 0 2 0 0 11,184.19 Panel Point Stress 13,137.39 14,509.14 29,180.56 16,584.16 4,947.74 BC Shear Stress: Mid Panel Stress 0.3411 0.49541 0.9528 0.56801 0.0887 15,196.56 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,092.83 14,381.54 3,190.44 6,097.77 5.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,084.55 18,714.09 8,559.02 9,617.49 3.27 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,090.35 10,742.43 2,181.48 4,966.83 4.75 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 5 1,927.09 18,714.09 8,048.76 8,271.42 3.08 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,122.80 7,826.93 1,672.71 3,305.32 4.70 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,418.33 14,381.54 6,081.21 6,449.43 2.73 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,155.25 5,758.64 1,163.94 1,855.52 3.86 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 925.03 10,742.43 4,113.66 4,966.83 2.15 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,187.71 4,802.89 925.45 1,406.64 2.79 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 W 11 1,322.04 7,826.93 2,860.75 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,860.75 5,758.64 1,612.04 1,855.52 2.14 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,860.75 5,758.64 1,612.04 1,855.52 2.14 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 11 1,322.04 7,826.93 2,860.75 3,305.32 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x.102 W10 3,187.71 4,802.89 925.45 1,406.64 2.79 x 0.077 1 C10AB = 1.125 x 0.756 x.077 W9 925.03 10,742.43 4,113.66 4,966.83 2.15 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,155.25 5,758.64 1,163.94I 1,855.52 3.86 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,418.33 14,381.54 6,081.21 6,449.43 2.73 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,122.80 7,826.93 1,672.711 3,305.321 4.70 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 1,927.09 18,714.09 8,048.76 8,271.421 3.08 x 0.176 1 C34AA= 1.125 x 1.549 x.176 *Continued on Next Page... STRESS ANALYSIS -PAGE 2 Job Number., Job Name: Date Run: 5819-0199 I GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:30:21 AM NEW MILLENNIUM Location: Joist Description: Mark: B "-"INM 9VRTFMS �ARLINGTON,WA Long Span 32LH364/250 J26 Web Design,Continued... rmember Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,090.35 10,742.43 2,181.481 4,966.83 4.75 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,119.41 18,714.09 8,708.49 9,440.37 3.33 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 13,460.28 14,381.54 3,278.13 5,922.33 6.04 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 3,304.46 8,984.69 3,882.22 4,388.14 2.14 x 0.118 1 C181313= 1.125 x 1.035 x.118 V2 2,772.00 7,826.93 3,282.131 4,088.95 2.15 x 0.102 1 C16B6= 1.125 x 1.025 x.102 I STRESS ANALYSIS -PAGE 3 G� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/812019 10:30:21 AM NEW MILLENNIUM Location: Joist Description: MBrlt: nun.nuwn %VWrFW% ARLINGTON,WA J Long Span 32LH364/250 J26 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 1 0-0 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Len th 1-11 Clear Bearing 0-6 7/8 Clear Bearing 0-4 5/8 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.6283 Section Modulus 2.78591 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 1.0766 Mom of Inertia 5.43681 Reqd MI 0.0009 Reqd MI 0.0000� ^asat Type:Lapped eat Type:Lapped(Reinforced) 1 Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX ' Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP r STRESS ANALYSIS-PAGE 1 Job Number Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:42:06 AM NEW MILLENNIUM Location: Joist Description: Mark: RUILMIMr SVSTFMI ARLINGTON,WA Long Span32LH367/250 J27 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 3/4 1 49-0 3/4 32.00 30.35 11 @ 4-0 I Parallel Chords Variable Left End I Right End BC Panel 3-6 3/8 3-6 3/8 ,TC Panel 2-4 3/8 2-0 3/8!First Half 1-2 1-2 �i - First Diag. 4-8 3/8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 3/4 L-BL Uniform If LL(1) 250.00 250.00 TC + j 0-0 49-4 3/4 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL ,Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/4 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/4 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL 3) 117.00 117.00 TC + 0-0 49-4 3/4 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc Load Ibs CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary Int G.anei TC Max Panel BC: Reaction LE: Reaction RF-: Minimum Shear.• Max TC Comp.: Max BC Tension 24.00 48.00 9,289.10 I9�188.18 2,322.245,311.40 I45,455.15 8 I j Member TC Tension TC Com resign BC Tension BC Com resion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 12,384.47 0.00 0.00 14,786.79 3,927.31 50.51 0-2 V1S 7,307.19 12,249.16 0.00 0.00 2,209.88 2,512.66 33.43 2-4 3/8 W3 7,307.19 12,249.16 15,059.77 3,988.87 2,349.34 8,869.83 33.43 3-6 3/8 W4 7,306.69 20,759.16 15,059.77 3,988.87 9,254.33 2,422.22 38.69 4-8 3/8 V2 7,306.69 20,759.16 15,059.77 3,988.87 2,000.00 2,266.12 30.35 6-8 3/8 W5 7,306.69 20,759.16 25,878.17 6,835.49 2,167.25 8,318.59 38.69 6-8 3/8 W6 8,021.58 30,416.78 25,878.17 6,835.49 7,382.85 1,912.28 38.69 8-8 3/8 V3 8,021.58 30,416.78 25,878.17 6,835.49 2,000.00 2,280.93 30.35 10-8 3/8 W7 8,021.58 30,416.78 34,374.99 9,049.52 1,657.31 6,447.10 38.69 10-8 3/8 W8 9,919.32 37,752.82 34,374.99 9,049.52 5,511.36 1,402.34 38.69 12-8 3/8 V4 9,919.32 37,752.82 34,374.99 9,049.52 2,000.00 2,292.03 30.35 14-8 3/8 W9 9,919.32 37,752.82 40,550.24 10,630.98 1,147.37 4,564.69 38.69 14-8 3/8 W10 11,184.49 42,767.27 40,550.24 10,630.98 3,628.95 892.40 38.69 16-8 3/8 V5 11,184.49 42,767.27 40,550.24 10,630.98 2,409.78 3,013.26 30.35 18-8 3/8 W11 11,184.49 42,767.27 44,403.91 11,579.85 1,066.71 2,960.56 38.69 18-8 3/8 W12 11,817.07 45,311.40 44,403.911 11,579.85 2,960.56 1,067.09 38.69 20-8 3/8 V6 11,817.071 45,311.40 44,403.911 11,579.85 2,000.00 2,303.13 30.35 22-8 3/8 W13 11,817.071 45,311.40 45,455.15 11,896.14 1,443.07 2,960.561 38.69 22-8 3/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: I Date Run: + 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:42:06 AM NEW J'MI I L S E N N I U M Location: Joist Description: Mark: ARLINGTON,WA I.Long Span 32LH367/250 J27 Stress Analysis Summary,C_ontinued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web length PP Dist. W13 11,817.07 45,018.50 45,455.151 11,896.14 1,443.07 2,960.56 38.69 24-8 3/8 V7 11,817.07 45,018.50 45,455.151 11,896.14 2,000.00 2,303.13 30.35 26-8 3/8 W12 11,817.07 45,018.50 44,001.45 11,579.85 2,960.56 1,067.09 38.69 26-83/8 W11 11,184.49 42,404.02 44,001.451 11,579.85 1,066.71 2,960.56 38.69 28-8 3/8 V8 11,184.49 42,404.02 44,001.451 11,579.85 2,000.00 2,299.43 30.35 30-83/8 W10 11,184.49 42,404.02 40,226.201 10,630.98 3,628.95 892.40 38.69 30-83/8 W9 9,919.32 37,467.97 40,226.20 10,630.98 1,147.37 4,564.69 38.69 32-8 3/8 V9 9,919.32 37,467.97 40,226.201 10,630.98 2,000.00 2,292.03 30.35 34-8 3/8 W8 9,919.32 37,467.97 34,129.35 9,049.52 5,511.36 1,402.34 38.69 34-83/8 W7 8,021.58 30,210.34 34,129.35 9,049.52 1,657.31 6,447.10 38.69 36-8 3/8 V10 8,021.58 30,210.34 34,129.35 9,049.52 2,000.00 2,280.93 30.35 38-8 3/8 W6 8,021.58 30,210.34 25,710.93 6,835.49 7,382.85 1,912.28 38.69 38-8 3/8 W5 7,301.03 20,631.14 25,710.931 6,835.49 2,167.25 8,318.59 38.69 40-8 3/8 V11 1 7,301.03 20,631.14 25,710.93 6,835.49 2,000.00 2,266.12 30.35 42-8 3/8 W4 7,301.03 20,631.14 14,970.95 3,988.87 9,254.33 2,422.22 38.69 42-8 3/8 W3 7,300.53 12,017.79 14,970.95 3,988.87 2,349.34 8,869.83 33.43 44-8 3/8 V1 s 7,300.53 12,017.79 0.00 0.00 2,325.26 2,651.81 35.29 47-4 3/8 W2 7,300.531 12,191.76 0.00 0.00,1. 14,786.79 3,927.311 50.51 45-10 3/8 I STRESS ANALYSIS -PAGE 2 G7 - - - Job Number. Job Nerve: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS I11/8/2019 8*42:06 AM j N E W Milli MILLENNIUM Location: Joist Description: Mark: ARLINGTON,WA (Long Span 32LH367/250 J27 l Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1__1.1660+ 0.9928 0.8044 0.9432 A40B18= 1.8750 x 2.8790 x.218BC 0.8084 0.6885 0.4106 1.39900.6554 0.3832 1.0000 A38B =2.2190 x 0.199 Axial and Bending Analysis _ _ K.- F : Fb: Mom of Inertia: LL 360: LL 240: Max Brid TC: Max Brid BC: 0.75 i50,000.00 30,000.00 806.84 255.23 I382.85 f 15-10 3/4 17-8 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 22.38 1.1250 Min Weld ten 2X: Bending Load 367.00 367.00 367.00 367.00 367.001 0.5000 Axial Load 12,384.47 12,249.16 45,311.40 12,017.79 12,191.761 Max Load Fillers TC: fa 6,522.26 6,451.00 23,863.18 6,329.15 6,420.77 49,729.63 Maximum K L/r 67.89 72.07 46.33 82.37 57.59 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 40,668.98 29,536.73 37,515.66 45,804.73 Fa 20,590.65 19,775.93 24,401.39 17,722.04 22,509.39 TC OAL/Ryy: 504.92 F'e 348,626.47 309,335.13 748,514.63 236,834.72 484,416.84 13COAURyy. Cm 0.9906 0.9896 0.9786 0.9866 0.9934 1420-83 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,587.45 969.77 0.94 Panel Pointfb 2,732.15 2,732.15 1,721.12 2,860.33 2,860.33 116.90.90 21 Mid Panel fb 859.00 612.84 452.96 979.62 1,136.99 - - - TC Shear Stress: Fillers 0 0 0 0 0 �9,211&77 Panel Point Stress 9,254.41 9,183.15 25,584.30 9,189.48 9,281.10 BC Shear stress: Mid Panel Stress 0.3444 0.34591 0.9927 0.3889 0.3215 13,575.91 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,786.79 16,730.22 3,927.31 5,996.13 6.30 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,512.66 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,349.34 18,714.09 8,869.83 9,477.88 3.39 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,254.33 10,742.43 2,422.22 4,985.18 4.83 x 0.129 1 C22BB = 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.12 2,818.97 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x.090 W5 2,167.25 24,373.24 8,318.59 10,323.31 2.99 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,382.85 7,826.93 1,912.28 3,318.29 4.87 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,280.93 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,657.31 14,381.54 6,447.10 6,473.51 2.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,511.36 5,758.64 1,402.34 1,869.32 4.12 x 0.090 1 C12BB= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,292.03 2,818.97 2.00 x 0.090 1 C12BR= 1.125 x 0.799 x.090 W9 1,147.37 10,742.43 4,564.69 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,628.95 4,802.89 892.40 1,417.09 3.17 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,409.78 7,826.93 3,013.26 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 11 1,066.71 7,826.93 2,960.56, 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,960.56 4,802.89 11067.09, 1,417.09 2.59 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5.758.64 2,303.13 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W13 1,443.07 7,826.93 2,960.561 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W13 1,443.07 7,826_93 2,960.56' 3,318.29 2.00 x 0.102, 1 C16BB = 1.125 x 1.025 x.102 "Continued on Next Page... I I STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: G'� 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 8:42:06 AM NEW MILLENNIUM Location: Joist Description: Mark: AI"L-o'er. SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J27 Web Design, Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,303.13 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,960.56 4,802.89 1,067.091 1,417.09 2.59 x 0.077 1 C10AB= 1.125 x 0.756 x.077 Will 1,066.71 7,826.93 2,960.56 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,299.431 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W10 3,628.95 4,802.89 892.401 1,417.09 3.17 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,147.37 10,742.43 4,564.69 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,292.03 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,511.36 5,758.64 1,402.34 1,869.32 4.12 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 7 1,657.31 14,381.54 6,447.10 6,473.51 2.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 2,000.00 5,758.64 2,280.93 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,382.85 7,826.93 1,912.28 3,318.29 4.87 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,167.25 24,373.24 8,318.59 10,323.31 2.99 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,266.12 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,254.33 10,742.43 2,422.22 4,985.18 4.83 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 3 2,349.34 18,714.09 8,869.83 9,477.88 3.39 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,651.811 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 2 14,786.79 16,730.22 3,927.311 5,996.13 6.30 x 0.158 1 C32BA= 1.125 x 1.520 x.158 G7 Job Number.' Job Name: STRESS ANALYSIS -PAGE 3 Date Run: 15819.0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 8:42:06 AM NEW MILLENNIUM G s E N Ns U M Location: Joist Description: Mark: ' ARLINGTON,WA Long Span 32LH367/250 �J27 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-6 3/4 Clear Bearing 0-5 1/8 BPL Material: 2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 [Total Load 367.00 Total Load 367.001 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 1 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.00n0 jSeet Type:Lapped iSeat Type:LapW l! Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i` I STRESS ANALYSIS -PAGE 1 Job Number: Job Name: Date Run: 5819-0199 �GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1111812_019 8:44:12 AM NEW MILLENNIUM 'Locafkn: Joist Description: Mark: RUIL MINM !ARLINGTON,WA Long Span 32LH367/250 1J29 Geometry Base Length Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 3/4 49-0 3l4 132.00 30.35 11104-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3/8 3-6 3/8 TC Panel :2-4 3/8 2-0 3/8 •; _ - _ First Half 1 1-2 1-2 J; First Diag. !4-8 3/8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL 1 250.00 250.00 TC + 0-0 49-4 3/4 L-BL Uniform If DL(1) 117.00 117.00 TC + 0-0 49-4 3/4 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/4 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Axial Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform If CL(3) 117.00 117.00 TC + 0-0 49-4 3/4 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/4 L-BL Conc Load(Ibs) CL 3) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) SM 3 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis_ Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE. Minimum Shear: Max TC Comp Max BC Tension 24.00 148.00 19,653.39 1*9,294.20 2,413.35 46,423.55 146,483.47 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 13,786.61 0.00 0.00 15,393.04 3,927.31 50.51 0-2 V1S 7,307.19 13,651.30 0.00 0.00 2,209.88 2,782.56 33.43 2-4 3/8 W3 7,307.19 13,651.30 15,622.25 3,988.87 2,349.34 9,271.00 33.43 3-6 3/8 W4 7,306.69 21,569.91 15,622.25 3,988.87 9,718.75 2,422.22 38.69 4-8 3/8 V2 7,306.69 21,569.91 15,622.25 3,988.87 2,409.78 2,977.29 30.35 6-8 3/8 W5 7,306.69 21,569.91 26,937.19 6,835.49 2,167.25 8,755.68 38.69 6-8 3/8 W6 8,021.58 31,724.07 26,937.19 6,835.49 7,819.94 1,912.28 38.69 8-8 3/8 V3 8,021.58 31,724.07 26,937.191 6,835.49 2,409.78 2,993.28 30.35 10-8 318 W7 8,021.58 31,724.07 35,906.33 9,049.52 1,657.31 6,743.51 38.69 10-8 3/8 W8 9,919.32 39,200.32 35,906.33 9,049.52 5,517.86 1,402.34 38.69 12-8 3/8 V4 9,919.32 39,200.32 35,906.33 9,049.52 2,000.00 2,292.03 30.35 14-8 3/8 W9 9,919.32 39,200.32 41,913.91 10,630.98 1,147.37 4,582.12 38.69 14-8 3/8 W10 11,184.49 44,047.10 41, 113.91 10,630.98 3,646.38 892.40 38.69 16-8 3/8 V5 11,184.491 44,047.10 41,913.91 10,630.98 2,409_.78 3,013.26 30.35 18-8 3/8 Continued on Next Page... STRESS ANALYSIS -PAGE 1 Job Number. Job Name: Date Run. 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/20119 8:44:12 AM _ NEW 11M I L L E N NCI U M Location: Joist Description: Marc: [ARLINGTOK WA I Long Span 32LH3671250 IJ29 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Lenp PP Dist. W11 11,184.49 44,047.10 45,599.90 11,579.85 1,066.71 3,076.66 38.69 18-83/8 W12 11,817.07 46,423.55 45,599.90, 11,579.85 3,076.66 1,305.03 38.69 20-83/8 V6 11,817.07 46,423.55 45,599.90 11,579.85 2,000.00 2.303.13 30.35 22-83/8 W 13 11,817.07 46,423.55 46,483.471 11,896.14 1,813.56 3,076.66 38.69 22-8 3/8 W 13 11,817.07 45,962.98 46,483.471 11,896.14 1,813.56 3,076.66 38.69 24-8 3/8 V7 11,817.07 45,962.98 46,483.471 11,896.14 2,000.00 2,303.13 30.35 26-8 3/8 W12 11,817.07 45,962.98 44,862.101 11,579.85 3,076.66 1,305.03 38.69 26-83/8 W11 11,184.49 43,180.82 44,862.10 11,579.85 1,066.71 3,076.66 38.69 28-83/8 V8 11,184.49 43,180.82 44,862.10 11,579.85 2,000.00 2,299.43 30.35 30-8 3/8 W 10 11,184.49 43,180.82 40,919.16 10,630.98 3,646.38 892.40 38.69 30-8 3/8 W9 9,919.32 38,077.10 40,919.16. 10,630.98 1,147.37 4,582.12 38.69 32-8 3/8 V9 9,919.32 38,077.10 40,919.16 10,630.98 2,000.00 2,292.03 30.35 34-8 3/8 W8 9,919.32 38,077.10 34,654.65 9,049.52 5,517.86 1,402.34 38.69 34-8 3/8 W7 8,021.58 30,651.80 34,654.65 9,049.52 1,657.31 6,743.51 38.69 36-8 3/8 V10 8,021.58 30,651.80 34,654.65 9,049.52 2,000.00 2,280.93 30.35 38-8 3/8 W6 8,021.58 30,651.80 26,068.55 6,835.49 7,819.94 1,912.28 38.69 38-8 3/8 W5 7,301.03 20,904.92 26,068.55 6,835.49 2,167.25 8,755.68 38.69 40-8 3/8 V11 7,301.03 20,904.92 26,068.55 6,835.49 2,000.00 2,266.12 30.35 42-8 3/8 W4 7,301.03 20,904.92 15,160.89 3,988.87 9,718.75 2,422.22 38.69 42-8 3/8 W3 7,300.53 12,491.28 15,160.89 3,988.87 2,349.34 9,271.00 33.43 44-8 3/8 V1s 7,300.53 12,491.28 0.00 0.001 2,325.26 2,651.81 35.29 47-4 3/8 W2 7,300.53 12,665.25 0.001 0.001 15,393.041 3,927.31 50.51]45-10 3/8 i STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:44:12 AM IN E W MILLENNIUM Location: Joist Description: Mark: s'i"Mtin 5 V MTFMS ARLINGTON,WA Long Span 32LH367/250 J29 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 1 0.9432 JA401318= 1.8750 x 2.8790 x.218 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1 1.0000 1 A38B=2.2190 x 0.199 Axial and Bending Arta! semis K F : Fb: Mom of Inertia: I LL 360: LL 240: Max Brid TC: Max Brid BC: 0.75 50,000.00 130,000.00 806.84 1255.23 382.85 115-10314 17-8 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X Bending Load 367.00 367.00 367.00, 367.00 367.00 0.5002 Axial Load 13,786.61 13,651.30 46,423.55 12,491.28 12,665.25 Max Load Fillers TC: fa 7,260.70 7,189.44 24,448.891 6,578.51 6,670.13 49,729.63 Maximum K Ur 67.89 72.07 30.89 82.37 57.59 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 44,155.08 29,536.73 37,51 . 145,804.73 1 Fa 20,590.65 19,775.93 26,493.05 17,722.04 22,509.39 TC .9Uf2yy: 504.92 F'e 348,626.47 309,335.13 748,514.63 236,834.72 484,416.84 BC oaURyy: Cm 0.9896 0.9884 0.9781 0.9861 0.9931 420.83 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,439.67 2,439.661 BC Stress: 1 Mid Panel Moment 1,391.99 993.08 734.00 1,587.45 969.77 0.96 .'Panel Point fb 2,732.15 2,732.15 1,721.12 2,860.33 2,860.33 BC URz: 116.9021 Mid Panel fb 859.00 612.84 452.96 979.62 1,136.99 TC Shear Stress: Fillers 0 0 4 0 0 19,596.73 Panel Point Stress 9,992.85 9,921.59 26,170.011 9,438.84 9,530.46 BC Shear Stress: Mid Panel Stress 0.3803 0.3833 0.93761 0.4030 0.3326 14,132.51 Web Design Member Web Tension Allow Tension Web Comp Allow Como Weld Qty Material W2 15,393.04 16,730.22 3,927.31 5,996.13 6.56 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1S 2,209.88 7,826.93 2,782.56 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,349.34 18,714.09 9,271.00 9,477.88 3.55 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,718.75 10,742.43 2,422.22 4,985.18 5.07 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,409.78 7,826.93 2,977.29 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,167.25 24,373.24 8,755.68 10,323.31 3.14 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,819.94 7,826.93 1,912.28 3,318.29 5.16 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,409.78 7,826.93 2,993.28 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,657.31 16,730.22 6,743.51 7,210.82 2.87 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,517.86 5,758.64 1,402.34 1,869.32 4.13 x 0.090 1 C12BB= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,292.031 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,147.37 10,742.43 4,582.121 4,985.18 2.39 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,646.38 4,802.89 892.401 1,417.09 3.19 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,409.78 7,826.93 3,013.261 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 11 1,066.71 7,826.93 3,076.66 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 3,076.66 4,802.89 1,305.031 1,417.09 2.69 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.131 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,813.56 7,826.93 3,076.66 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,813.56 7,826.93 3,076.66 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Continued on Next Page... i STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 8:44:12 AM NEW MILLENNIUM Location: Joist Description: Mark: ewl owr SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J29 Web Design, Continued... Member Web Tension Allow Tension Web Corn Allow Comp Weld Oty Material V7 2,000.00 5,758.64 2,303.131 2,818.97 2.00 x 0.090 1 C12136= 1.125 x 0.799 x.090 W 12 3,076.66 4,802.89 1,305.03 1,417.09 2.69 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 3,076.66 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,299.43 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,646.38 4,802.89 892.40 1,417.09 3.19 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,147.37 10,742.43 4,582.12 4,985.18 2.39 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,292.03 2,818.97 2.00 x 0.090 1 C12613= 1.125 x 0.799 x.090 W8 5,517.86 5,758.64 1,402.34 1,869.32 4.13 x 0.090 1 C12136= 1.125 x 0.799 x.090 W7 1,657.31 16,730.22 6,743.51 7,210.82 2.87 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,280.93 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,819.94 7,826.93 1,912.28 3,318.29 5.16 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,167.25 24,373.24 8,755.68 10,323.31 3.14 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,266.12 2,818.97 2.00 x 0.090 1 C12136= 1.125 x 0.799 x.090 W4 9,718.75 10,742.43 2,422.221 4,985.18 5.07 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,349.34 18,714.09 9,271.00 9,477.88 3.55 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,651.81 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 15,393.04 16,730.22 3,927_31 5,996.131 6.56 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 !� Job Number: Job Name: I Date Run: ✓ 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:44:12 AM NEW MILLENNIUM Location: 1 Joist Description: Mark: Ate"M'Nr SYSrFMs ARLINGTON,WA Long Span 32LH367/250 J29 TCX besi9n I TCX Left TCX Right_ [TCX 0-2 3/8 TCX Length 0-0 TCX Type R I TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-6 3/4 Clear Bearing 0-5 1/8 BPL Material: 2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 f 0.001 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 �Siection Modulus 0.00001 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.000011 eel Type:Lapped 43eet Type:Lapped 1 _ i Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 1 Job Number: Job Name: Data Run: 5819-0199 I GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:15 AM NEW MILLENNIUM Location: Joist Description: Mark: �'„ o^ SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J3 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 3/8 149-03/8 1 32.00 30.35 �11 @ 4-0 Parallel Chords Variable Left End I Right End BC Panel 3-6 3/8 3-6 TC Panel 2-4 3/8 2-0 i First Half 1-2 1-2 First Dia . 4-8 3/8 4-8 Depth 32.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Uniform If LL(1) 250.00 250.00 TC + 0-0 49-4 3/8 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 26-0 32-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/8 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 26-0 32-0 L-OAL Uniform (plf) SM(3) 12.48 12.48 TC + 0-0 49-4 3/8 L-BL Axial(Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp Ibs LL(3) 2,000.00 0.00 BC + Conc Load (Ibs) CL(3) 420.00 0.00 TC + 26-0 32-0 1 L-OAL Conc Load(Ibs) SM(3) 990.00 ,0.00 TC + 26-0 32-0 1 L-OAL Stress Analysis Summary IInt.Panel TC: I Max Panel BC: Reaction LE: Reaction RE., Minimum Shear. Max TC Comp.: Max BC Tension 24.00 t48.00 I9,198.20 19,266.05 2,316.51 145,261.91 I45,546.94 Member TC Tension TC Compresion BC Tension j BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 12,228.23 0.00_ 0.00 14,635.52 3,896.97 50.51 0-2 V1S 7,307.19 12,092.92 0.00 0.00 2,209.88 2,512.65 33.43 2-4 3/8 W3 7,307.19 12,092.92 14,987.901 3,986.07 2,351.06 8,924.42 33.43 3-6 3/8 W4 7,306.69 20,655.58 14,987.901 3,986.07 9,239.56 2,424.21 38.69 4-8 3/8 V2 7,306.69 20,655.58 14,987.901 3,986.07 2,000.00 2,266.10 30.35 6-8 3/8 W5 7,306.69 20,655.58 25,742.86 6,830.22 2,169.24 8,303.81 38.69 6-8 3/8 W6 8,015.07 30,249.74 25,742.86 6,830.22 7,368.07 1,914.27 38.69 8-8 3/8 V3 8,015.07 30,249.74 25,742.86 6,830.22 2,000.00 2,280.89 30.35 10-8 3/8 W7 8,015.07 30,249.74 34,176.24 9,041.78 1,659.30 6,432.33 38.69 10-8 3/8 W8 9,910.34 37,522.34 34,176.24 9,041.78 5,496.59 1,404.33 38.69 12-8 3/8 V4 9,910.34 37,522.34 34,176.24 9,041.78 2,000.00 2,291.98 30.35 14-8 3/8 W9 9,910.34 37,522.34 40,288.05 10,620.77 1,149.36 4,560.85 38.69 14-8 3/8 W10 11,173.04 42,473.36 40,288.05 10,620.77 3,625.10 894.39 38.69 16-8 3/8 V5 11,173.04 42,473.36 40,288.05 10,620.77 2,000.00 2,299.36 30.35 18-8 3/8 W11 11,173.04 42,473.36 44,078.27 11,567.17 1,066.71 2,953.21 38.69 18-8 3/8 W12 11,803.15 45,102.80 44,078.27 11,567.17 2,953.21 1,067.09 38.69 20-83/8 V6 11,803.15 45,102.80 44,078.27 11,567.17 2,000.00 2,303.05 30.35 22-8 3/8 W13 11,803.151 45,102.80 45,546.94 11,880.991 1,490.70 2,953.21 38.69 22-8 3/8 Continued on Next Page... STRESS ANALYSIS -PAGE 1 Dob Number: Job Name: Date Run: v 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 8:39:15 AM NEW IMILLENNIUM 9 s Location: Joist Description: Mark: ARLINGTON,WA Long Span 32LH367/250 IJ3 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Com resfon Web Tension Web Comp. Web Length PP Dist. W 13 11,800.68 45,261.91 45,546.94 11,880.99 1,490.70 2,953.21 38.69 24-8 3/8 V7 11,800.68 45,261.91 45,546.94 11,880.99 2,409.78 3,017.15 30.35 26-8 3/8 W12 11,800.68 45,261.91 44,213.14 11,562.23 2,953.21 1,067.09 38.69 26-8 3/8 W11 11,165.62 42,583.99 44,213.14 11,562.23 1,066.71 2,953.21 38.69 28-8 3/8 V8 11,165.62 42,583.99 44,213.14 11,562.23 2,409.78 3,013.14 30.35 30-8 3/8 W10 11,165.62 42,583.99 40,374.45 10,610.88 3,625.10 894.39 38.69 30-83/8 W9 9,897.99 37,584.50 40,374.45 10,610.88 1,149.36 4,560.85 38.69 32-8 3/8 V9 9,897.99 37,584.50 40,374.45 10,610.88 2,000.00 2,291.90 30.35 34-8 3/8 W8 9,897.99 37,584.50 34,214.16 9,026.96 5,496.59 1,404.33 38.69 34-8 3/8 W7 7,997.77 30,263.43 34,214.16 9,026.96 1,659.30 6,432.33 38.69 36-8 3/8 V10 7,997.77 30,263.43 34,214.16 9,026.96 2,000.00 2,280.79 30.35 38-8 3/8 W6 7,997.77 30,263.43 25,732.311 6,810.45 7,368.07 1,914.27 38.69 38-8 3/8 W5 7,301.02 20,620.79 25,732.311 6,810.45 2,169.24 8,303.81 38.69 40-8 3/8 V11 7,301.02 20,620.79 25,732.311 6,810.45 2,000.00 2,265.97 30.35 42-8 3/8 W4 7,301.02 20,620.79 14,928.87 3,961.36 9,239.56 2,424.21 38.69 42-8 3/8 W3 7,300.52 12,125.67 14,928.87 3,961.36 2,351.06 8,924.42 33.43 44-8 3/8 V1S 7,300.52 12,125.67 0.00 0.00 2,325.261 2,649.51 35.29 47-4 3/8 W2 7,300.52 12,298.451 0.00 0.001 14,772.551 3,904.041 50.21 45-10 3/8 STRESS ANALYSIS - PAGE 2 Job Number: Job Name.. Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 8:39:15 AM NEW MILLENNIUM Location: Joist Description: I Mark: A�"-�'N� SYSTEMS ARLINGTON,WA I"Span 32LH367/250 J3 Chord Properties Chord Area Rx Rz RVV Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40B18= 1.8750 x 2.8790 x.218 r-BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B =2.2190 x 0.199 Axial and Bending Analysis K: F y Fb: Mom of Inertia: LL 360: ILL 240.- Max Bridg TC: Max Bldg BC: 0.75 50.000.00 30,000.00 J 806.84 l 255.72 1383.58 l 15-10 3/4 117.9118 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 22.00 1.1250 Min Weld Len 2X.- Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 12,228.23 12,092.92 45,261.91 12,125.67 12,298.45 _ Max Load Fillers TC: fa 6,439.98 6,368.72 23,837.12 6,385.97 6,476.96 49,729.63 Maximum K Ur 67.89 72.07 46.33 82.37 56.63 Max Load no Fillers TC-- Fcr 34,317.75 32,959.88 40,668.98 29,536.73 37,801.98 45,804.73 Fa 20,590.65 19,775.93 24,401.39 17,722.04 22,681.19 rC onuRyy. 504.60 F'e 348,626.47 309,335.13 748,514.63 236,834.72 501,071.78 BCoaURyy: Cm 0.9908 0.9897 0.9787 0.9865 0.9935 420.56 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,415.19 2,415.19 13CStress: Mid Panel Moment 1,391.99 993.08 734.00 1,595.96 984.72 0.94 Panel Pointfb 2,732.15 2,732.15 1,721.12 16.9090 2,831.64 2,831.63 1 121 Mid Panel fb 859.00 612.84 452.961 984.88 1,154.51 TC Shear Stress: Fillers 0 0 01 0 0 9,255.01 Panel Point Stress 9,172.13 9,100.87 25,558.24 9,217.60 9,308.59 BC shear Stress: - Mid Panel Stress 0.3403 0.3418 0.9916 0.3923 0.3224 13,634.51 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,635.52 16,730.22 3,896.97 5,996.13 6.24 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1S 2,209.88 7,826.93 2,512.65 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,351.06 18,714.09 8,924.42 9,477.88 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,239.56 10,742.43 2,424.21 4,985.18 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.10 2,818.97 2.00 x 0.090 1 C12136= 1.125 x 0.799 x.090 W5 2,169.24 24,373.24 8,303.81 10,323.31 2.98 x 0.188 1 C38BA= 1.125 x 1,845 x.199 W6 7,368.07 7,826.93 1,914.27 3,318.29 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,280.891 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,659.30 14,381.54 6,432.33 6,473.51 2.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,496.59 5,758.64 1,404.331 1,869.32 4.11 x 0.090 1 C12BB= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,291.981 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,149.36 10,742.43 4,560.851 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,625.10 4,802.89 894.391 1,417.09 3.17 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,299.36 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W11 1,066.71 7,826.93 2,953.21 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,953.21 4,802.89 1,067.091 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.05 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,490.70 7,826.93 2,953.21 3,318.29 2.00 x 0.102 1 IC16BB= 1.125 x 1.025 x.102 W13 1,490.70 7,826.93 9,953.21 3,318.29 2.00 x 0.102 1 IC16BB= 1.125 x 1.025 x.102 Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:15 AM N E W M I L L E N N I UM rLocation: Joist Description: Mark: MAILMIN❑ SYSTP_MS JARLINGTON,WA Long Span 32LH367/250 IJ3 Web Desk,Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,409.78 7,826.93 3,017.15 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,953.21 4,802.89 1,067.09 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 Will 1,066.71 7,826.93 2,953.21 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,409.78 7,826.93 3,013.14 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,625.10 4,802.89 894.39 1,417.09 3.17 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,149.36 10,742.43 4,560.851 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,291.901 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,496.59 5,758.64 1,404.33 1,869.32 4.11 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,659.30 14,381.54 6,432.33 6,473.51 2.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 2,000.00 5,758.64 2,280.79 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,368.07 7,826.93 1,914.27 3,318.29 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,169.24 24,373.24 8,303.81 10,323.31 2.98 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,265.97 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,239.56 10,742.43 2,424.21 4,985.18 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,351.061 18,714.091 8,924.421 9,477.88 3.41 x 0.176 1 C34AA 71.1125 x 1.549 x.176 V1 S 2,325.26 7,826.931 2,649.511 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,772.551 16,730.221 3,904.041 6,044.31 6.30 x 0.158 1 C326A= 1.125 x 1.520 x.158 STRESS ANALYSIS -PAGE 3 Job Number. Job Name: Date Run: �ARLING' TON, 19-0199 _ GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 8:39:15 AM ,NEW„MILLENNIUMI cation Joist Description: Mark: WA Long Span 32LH367/250 IJ3 TCX Design Left TCX Right TCX Length 0-2 3/8 TCX Length 10-0 TCX Type R TCX Type j R TCX Depth 3 1/2 11TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-6 7/8 Clear Bearing 0-5 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.001 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.001 Live Load 250.001 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.001 Section Modulus 0.85291 Section Modulus 0.0000 Reqd SM 0.00981 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 BW Type:Lapped Seal Type:Lapped 1 � Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 Job Number. Job Name: Date Run: 5819-0199 GAYMWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:46:31 AM NEW 11AA Nn s ESN N.I U M I Location: Joist Description. Mark. i ARLINGTON,WA 1Long Span 32LH367/250 IJ31 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: [49-4 3/8 49-0 3/8 13; 30.35 111 @ 4-0 Parallel Chords Variable Left End I Right End BC Panel 3-6 3/8 3-6 TC Panel 2-4 3/8 2-0 First Half 1-2 1-2 ' \ I I/ Ne First Diag. 4-8 3/8 4-8 Depth 32.00 32.00 Loads Load Type Category_ Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL (1) 250.00 250.00 TC + 0-0 49-4 3/8 L-BL Uniform (plf) DL 1 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Conc @ an Ibs CL(1) 100.00 0.00 TC + Conc Load Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/8 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load Ibs SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp (Ibs) CL(3) 100.00 0.00 TC + Conc @ any pp(Ibs) LL 3) 2,000.00 0.00 BC + Uniform (plf) CL 3 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Axial Ibs SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/8 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load Ibs SM (3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL (3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 L48.00 9,746.52 19,385.49 L436.63 146,816.23 146,9110.38 l Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 13,849.60 0.00 0.00 15,548.02 3,896.97 50.51 0-2 V1S 7,307.19 13,714.29 0.00 0.00 2,209.88 2,622.77 33.43 2-4 3/8 W3 7,307.19 13,714.29 15,701.221 3,986.07 2,351.06 9,363.44 33.43 3-6 3/8 W4 7,306.69 21,683.74 15,701.221 3,986.07 9,825.76 2,424.21 38.69 4-8 3/8 V2 7,306.69 21,683.74 15,701.221 3,986.07 2,509.78 3,077.26 30.35 6-8 3/8 W5 7,306.69 21,683.74 27,085.861 6,830.22 2,169.24 8,852.29 38.69 6-8 318 r W6 8,015.07 31,907.60 27,085.861 6,830.22 7,916.55 1,914.27 38.69 8-8 3/8 V3 8,015.07 31,907.60 27,085.86 6,830.22 2,509.78 3,093.23 30.35 10-8 3/8 W7 8,015.07 31,907.60 36,124.72 9,041.78 1,659.30 6,799.70 38.69 10-8 3/8 W8 9,910.34 39,453.56 36,124.72 9,041.78 5,616.99 1,404.33 38.69 12-8 3/8 V4 9,910.34 39,453.56 36,124.72 9,041.78 2,000.00 2,391.98 30.35 14-8 3/8 W9 9,910.34 39,453.561 42,202.01 10,620.771 1,149.36 4,670.84 38.69 14-8 3/8 *Continued on Next Page... i STRESS ANALYSIS - PAGE 1 G� Job Number: Job Name: Date Run: 5819-0199 I GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 8:46:31 AM NEW MILLENNIUM Location: Joist Description: Mark: Still-olNr SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J31 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. i W10 11,173.04 44,370.06 42,202.011 10,620.77 3,735.09 894.39 38.69 16-83/8 V5 11,173.04 44,370.06 42,202.01 10,620.77 2,509.78 3,113.19 30.35 18-8 3/8 W11 11,173.04 44,370.06 45,957.71 11,567.17 1,066.71 3,106.34 38.69 18-83/8 W12 11,803.15 46,816.23 45,957.71 11,567.17 3,106.34 1,361.31 38.69 20-8 3/8 V6 11,803.15 46,816.23 45,957.71 11,567.17 2,000.00 2,403.05 30.35 22-8 318 W13 11,803.15 46,816.23 46,910.38 11,880.99 1,880.24 3,106.34 38.69 22-8 3/8 W13 11,800.68 46,345.67 46,910.38 11,880.99 1,880.24 3,106.34 38.69 24-83/8 V7 11,800.68 46,345.67 46,910.381 11,880.99 2,000.00 2,403.03 30.35 26-8 3/8 W12 11,800.68 46,345.67 45,200.561 11,562.23 3,106.34 1,361.31 38.69 26-8 3/8 W11 11,165.62 43,475.08 45,200.561 11,562.23 1,066.71 3,106.34 38.69 28-8 3/8 V8 11,165.62 43,475.08 45,200.56 11,562.23 2,000.00 2,399.32 30.35 30-8 3/8 W 10 11,165.62 43,475.08 41,169.20 10,610.88 3,735.09 894.39 38.69 30-8 3/8 W9 9,897.99 38,282.92 41,169.20 10,610.88 1,149.36 4,670.84 38.69 32-8 3/8 V9 9,897.99 38,282.92 41,169.201 10,610.88 2,000.00 2,391.90 30.35 34-8 3/8 W8 9,897.99 38,282.92 34,816.25 9,026.96 5,616.99 1,404.33 38.69 34-8 3/8 W7 7,997.77 30,769.18 34,816.25 9,026.96 1,659.30 6,799.70 38.69 36-8 3/8 V10 7,997.77 30,769.18 34,816.25 9,026.96 2,000.00 2,380.79 30.35 38-8 318 W6 7,997.77 30,769.18 26,141.73 6,810.45 7,916.55 1,914.27 38.69 38-8 3/8 W5 7,301.02 20,933.87 26,141.73 6,810.45 2,169.24 8,852.29 38.69 40-8 3/8 V11 7,301.02 20,933.87 26,141.73 6,810.45 2,000.00 2,365.97 30.35 42-8 3/8 W4 7,301.02 20,933.87 15,145.62 3,961.36 9,825.76 2,424.21 38.69 42-8 3/8 W3 7,300.52 12,509.36 15,145.62 3,961.36 2,351.06 9,363.44 33.43 44-8 3/8 V1S 7,300.52 12,509.36 0.00 0.00 2,325.26 2,765.77 35.29 47-4 3/8 W2 7,300.52 12,682.13 0.00 0.00 14,970.14 3,904.04 50.21 45-10 3/8 I STRESS ANALYSIS-PAGE 2 - - Job Number: Job Name: Dale Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:46:31 AM NEW M I L L E N N I U M Location: Joist Description: Mark: R llll_pIN❑ SYSTF_MS ARLINGTON,WA Long Span 32LH367/250 J31 Chord Properties 11 Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.943E A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 1 0.6554 0.383E 1.0000 A38B =2.2190 x 0.199 Axial and Bending Analysis K. F : Fb: Mom of Inertia: LL 360: LL M: Max Brid TC: Max Brid BC: 0.75 150,000.00 130,000.00 1806.84 255.7E 383.58 115-103/4 17-9 1/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 22.00 1.1250 Min Weld Len 2X: Bending Load 367.00 367.00 367.00 367.00 367.00 0.5044 Axial Load 13,849.60 13,714.29 46,816.23 12,509.36 12,682.13 'Max Load Fillers TC: fa 7,293.87 7,222.61 24,655.691 6,588.04 6,679.0E 49,729.63 Maximum K L/r 67.89 72.07 30.89 82.37 56.63 Max Load no Fillers TC. Fcr 34,317.75 32,959.88 44,155.08 29,536.73 37,801.98 45,804.73 Fa 20,590.65 19,775.93 26,493.05 17,722.04 22,681.19 504.6uRyy: i .60 F'e 348,626.47 309,335.13 748,514.63 236,834.72 501,071.78 BC 0AL/Ryy: Cm 0.9895 0.9883 0.9779 0.9861 0.9933 420.56 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,415.19 2,415.191 BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,595.96 984.72 0.97 Panel Point fb 2,732.15 2,732.15 1,721.12 2,831.64 2,831.63 BC URz: Mid Panel fb 859.00 612.84 452.96 984.88 1,154.51 116.9021 TC Shear Stress: Fillers 0 0 4 0 0 9,693.35 Panel Point Stress 10,026.02 9,954.76 26,376.811 9,419.67 9,510.66 BC shear stress; Mid Panel Stress 0.3819 0.3850 0.9454 0.4037 0.3313 14,274.79 Web Member Web Tension Allow Tension Web Comp I Allow Comp Weld city Material W2 15,548.02 16,730.22 3,896.971 5,996.13 6.63 x 0.158 1 C32BA= 1.125 x 1.520 x.158 f V1 S 2,209.88 7,826.93 2,622.77 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,351.06 18,714.09 9,363.44 9,477.88 3.58 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,825.76 10,742.43 2,424.21 4,985.18 5.13 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,509.78 7,826.93 3,077.26 4,107.05 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,169.24 24,373.24 8,852.29 10,323.31 3.18 x 0.188 1 C38BA= 1.125 x 1.845 x.199 f W6 7,916.55 8,984.69 1,914.27 4,031.39 4.52 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V3 2,509.78 7,826.93 3,093.23 4,107.05 2.04 x 0.102 1 C16136= 1.125 x 1.025 x.102 W7 1,659.30 16,730.22 6,799.70 7,210.82 2.90 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,616.99 5,758.64 1,404.33 1,869.32 4.20 x 0.090 1 C12BB= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,391.981 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,149.36 10,742.43 4,670.84 4,985.18 2.44 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,735.09 4,802.89 894.39 1,417.09 3.27 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,509.78 7,826.93 3,113.19 4,107.05 2.06 x 0.10E 1 C16BB= 1.125 x 1.025 x.102 W11 1,066.71 7,826.93 3,106.34 3,318.29 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 3,106,34 4,802,89 1,361,31 1,417.09 2.72 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,403.05 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W13 1,880.24 7,826.93 3,106.34 3,318.291 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W13 1,880.24 7,826.93 3,106.34 3,318.291 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 C011t1flUed on Next Page... t - STRESS ANALYSIS -PAGE 2 �� Job Number. Job Name: Dale Run. 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:46:31 AM NEW MILLENNIUM location: Joist Description: Mark: A"'LMINC SY-FMS ARLINGTON,WA Long Span 32LH367/250 J31 Web DOS11 n,Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,403.03 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 3,106.34 4,802.89 1,361.31 1,417.09 2.72 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 3,106.341 3,318.29 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,399.32 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W10 3,735.09 4,802.89 894.39 1,417.09 3.27 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,149.36 10,742.43 4,670.84 4,985.18 2.44 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,391.90 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,616.99 5,758.64 1,404.33 1,869.32 4.20 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,659.30 16,730.22 6,799.70 7,210.82 2.90 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,380.79 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,916.55 8,984.69 1,914.27 4,031.39 4.52 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,169.24 24,373.24 8,852.29 10,323.31 3.18 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,365.97 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,825.76 10,742.43 2,424.21 4,985.18 5.13 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,351.06 18,714.09 9,363.44 9,477.88 3.58 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,765.77 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,970.14 16,730.22 3,904.04 6,044.31 6.38 x 0.158 1 C32BA= 1.125 x 1.520 x.158 i STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS I11/812019 8:46:31 AM NEW MILLENNIUM Location: Joist Description: Mark., A'„LMINM SYBTFMS ARLINGTON,WA Long Span 32LH367/250 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 1 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-6 7/8 Clear Bearing 0-5 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00I Reqd TL Def L/80 0.0311 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 SeelType:LapW SW Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS -PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:47:26 AM NEW"M NL L�E N ups U IVI I Location:- Joist Description: - ;J32- Geornetryark: ARLINGTON,WA Long Span 32LH367I250 1Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 49-0 32.00 130.35 111 @ 4-0 I Parallel Chords Variable Left End Right End BC Panel 3-6 3/8 3-5 5/8 TC Panel 2-4 3/8 1-11 518 ^ First Half 11-2 1-2 V V I First Diag. 4-8 3/8 4-7 5/8 Depth 132.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform(plf) LL(1) 250.00 250.00 TC + 0-0 49-4 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 L-BL Conc Load (Ibs) SM 2 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Axial Ibs SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform If CL 3) 117.00 117.00 TC + 0-0 49-4 L-BL Uniform (plf) SM 3) 12.48 12.48 TC + 0-0 49-4 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL 3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load(Ibs) SM(3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE., Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 19,641.68 19,283.11 2,410.42 46,318.08 146,368.63 Member TC Tension TC Compresion BC Tension i BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 13,779.57 0.00 0.00 15,373.55 3,894.37 50.51 0-2 V1S 7,307.19 13,644.26 0.00 0.00 2,209.88 2,781.65 33.43 2-4 3/8 W3 7,307.19 13,644.26 15,601.04 3,983.27 2,352.78 9,258.11 33.43 3-6 3/8 W4 7,306.69 21,539.35 15,601.04 3,983.27 9,703.82 2,426.20 38.69 4-8 3/8 V2 7,306.69 21,539.35 15,601.04 3,983.27 2,409.78 2,977.24 30.35 6-8 3/8 W5 7,306.69 21,539.35 26,897.25 6,824.95 2,171.23 8,740.76 38.69 6-8 3/8 W6 8,008.57 31,674.77 26,897.25 6,824.95 7,805.02 1,916.26 38.69 8-8 3/8 V3 8,008.57 31,674.77 26,897.25 6,824.95 2,409.78 2,993.19 30.35 10-8 3/8 W7 8,008.57 31,674.77 35,847.671 9,034.04 1,661.29 6,728.41 38.69 10-83/8 W8 9,901.37 39,132.29 35,847.67 9,034.04 5,532.96 1,406.32 38.69 12-8 3/8 V4 9,901.37 39,132.29 35,847.67 9,034.04 2,000.00 2,291.92 30.35 14-8 3/8 W9 9,901.37 39,132.29 41,836.521 10,610.55 1,151.35 4,597.22 38.69 14-8 3/8 W 10 11,161.59 43,960.35 41,836.52 10,610.55 3,661.471 896.38 38.69 16-8 3/8 V5 11,161.59 43,960.35 41,836.521 10,610.55 22409.78 3,013.111 30.35 18-8 3/8 Continued on Next Page... I STRESS ANALYSIS -PAGE 1 G� Job Nufiber. JobNa,►,ar Date Run: 5819.0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:47:26 AM NEW M I L L E N N I U AA Location: Joist Description: msrk ng,u��.Hr •.. T­. ARLINGTON,WA Long Span 32LH367/250 J32 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W11 11,161.59 43,960.35 45,503.79 11,554.49 1,066.71 3,072.93 38.69 18-8 3/8 W12 11,789.23 46,318.08 45,503.79 11,554.49 3,072.93 1,310.91 38.69 20-8 3/8 V6 11,789.23 46,318.08 45,503.79 11,554.49 2,000.00 2,302.97 30.35 22-8 3/8 W13 11,789.23 46,318.08 46,368.63 11,865.83 1,819.44 3,072.93 38.69 22-83/8 W 13 11,784.29 45,838.78 46,368.63 11,865.83 1,819.44 3,072.93 38.69 24-8 3/8 V7 11,784.29 45,838.78 46,368.63 11,865.83 2,000.00 2,302.94 30.35 26-8 3/8 W12 11,784.29 45,838.78 44,728.541 11,544.60 3,072.93 1,310.91 38.69 26-83/8 W11 11,146.77 43,037.91 44,728.541 11,544.60 1,066.71 3,072.93 38.69 28-83/8 1 V8 11,146.77 43,037.91 44,728.541 11,544.60 2,000.00 2,299.21 30.35 30-8 3/8 W10 11,146.77 43,037.91 40,766.881 10,590.79 3,661.47 896.38 38.69 30-83/8 W9 9,876.66 37,915.45 40,766.88 10,590.79 1,151.35 4,597.22 38.69 32-8 3/8 V9 9,876.66 37,915.45 40,766.88 10,590.79 2,000.00 2,291.78 30.35 34-8 3/8 W8 9,876.66 37,915.45 34,483.64 9,004.39 5,532.96 1,406.32 38.69 34-8 3/8 W7 7,973.97 30,471.43 34,483.64 9,004.39 1,661.29 6,728.41 38.69 36-8 3/8 V10 7,973.97 30,471.43 34,483.64 9,004.39 2,000.00 2,280.65 30.35 38-8 3/8 W6 7,973.97 30,471.43 25,878.821 6,785.41 7,805.02 1,916.26 38.69 38-8 3/8 W5 7,301.02 20,705.83 25,878.82 6,785.41 2,171.23 8,740.76 38.69 40-8 3/8 V11 7,301.02 20,705.83 25,878.82 6,785.41 2,000.00 2,265.82 30.35 42-8 3/8 W4 7,301.02 20,705.83 14,952.43 3,933.85 9,703.82 2,426.20 38.69 42-8 3/8 W3 7,300.52 12,395.64 14,952.43 3,933.85 2,352.78 9,258.11 33.43 44-8 3/8 V1S 7,300.52 12,395.64 0.00 0.00 2,325.26 2,647.21 35.29 47-4 3/8 W2 7,300.52 12,567.21 0.00 0.00 14,722.301 3,880.86 49.91 45-10 3/8 STRESS ANALYSIS -PAGE 2 G� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111I8/2019 8:47:26 AM NEW MILLENNIUM Location: Joist Description: Mark - MJILowr SYSTFMS ARLINGTON,WA Long Span 32LH367/250 J32 Chord 108 Chord Area Rx Rz Ry Y Ix Q Material TC 0.9494 0.9205 0.3885 1 1.1660 0.9928 0.8044 0.9432 JA4013118= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1 1.3990 1 0.6554 0.3832 1.0000 IA38B=2.2190 x 0.199 Axial and Sending]:50,000.00 4nalysis _ [K: : Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 I30,000.00 - I806.84 256.21 _ 384.32 115-10 3/4 17-9 1/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 21.63 1.1250 - -7 Min Weld Len 2X.' Bending Load 367.00 367.00 367.00 367.00 367.00 0.5.5000 Axial Load 13,779.57 13,644.26 46,318.08 12,395.64 12,567.21 Max Load Fillers TC: Ifa 7,256.99 7,185.73 24,393.34 6,528.15 6,618.50 49,729.63 Maximum K L/r 67.89 72.07 30.89 82.37 55.66 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 44,155.08 29,536.73 38,085.59 45,804.73 Fa 20,590.65 19,775.93 26,493.05 17,722.04 22,851.36 TC 504.2828 F'e 348,626.47 309,335.13 748,514.63 236,834.72 518,600.69 BC oauRyy. Cm 0.9896 0.9884 0.9782 0.9862 0.9936 420.29 Panel Point Moment 2,330.34 2,330.34 1,468.001 2,391.80 2,391.80, BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,604.10 999 97 0 •96 Panel Point fb 2,732.15 2,732.15 1,721.121 2,804.21 2,804.21 BC URz. Mid Panel fb 859.00 612.84 452.961 989.90 1,172.39 116.9021 Fillers 0 0 2 0 0 TC Shear Stress: 9,584.59 Panel Point Stress 9,989.14 9,917.88 26,114.47 9,332.35 9,422.71 1 BC Shear Stress. Mid Panel Stress 0.3801 0,3832 0.9355 0.4005 0.3270'114,114.62 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 15,373.55 16,730.22 3,894.37 5,996.13 6.55 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1S 2,209.88 7,826.93 2,781.65 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,352.78 18,714.09 9,258.11 9,477.88 3.54 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,703.82 10,742.43 2,426.20 4,985.18 5.07 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,409.78 7,826.93 2,977.24 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.23 24,373.24 8,740.76 10,323.31 3.14 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,805.02 7,826.93 1,916.26 3,318.29 5.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,409.78 7,826.93 2,993.19 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,661.29 16,730.22 6,728.411 7,210.82 2.87 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,532.96 5,758.64 1,406.321 1,869.32 4.14 x 0.090 1 C12BB= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,291.92 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,151.35 10,742.43 4,597.22 4,985.18 2.40 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,661.47 4,802.89 896.38 1,417.09 3.20 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,409.78 7,826.93 3,013.11 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W11 1,066.71 7,826.93 3,072.93 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 3,072.93 4,802.89 1,310.911 1,417.09 2.69 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,302.97 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,819.41 7,826.93 3,072.931 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W13 1,819.44 7,826.93 3,072.931 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Continued on Next Page... i STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date Run: 5819-0199 �GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1 11/8/2019 8:47:26 AM NEW MILLENNIUM Location: Joist Dear 4*ow Mark: BU,L.INM SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J32 Web Ppop Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material V7 2,000.00 5,758.64 2,302.941 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W12 3,072.93 4,802.89 1,310.911 1,417.09 2.69 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,066.71 7,826.93 3,072.93 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,299.211 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,661.47 4,802.89 896.381 1,417.09 3.20 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 W9 1,151.35 10,742.43 4,597.22 4,985.18 2.40 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,291.78 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,532.96 5,758.64 1,406.32 1,869.32 4.14 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,661.29 16,730.22 6,728.41 7,210.82 2.87 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,280.65 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,805.02 7,826.93 1,916.26 3,318.29 5.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.23 24,373.24 8,740.761 10,323.31 3.14 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,265.82 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,703.82 10,742.43 2,426.201 4,985.18 5.07 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,352.78 18,714.09 9,258.111 9,477.88 3.54 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 s 2,325.26 7,826.93 2,647.21 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,722.30 16,730.221 3,880.861 6,092.85 6.28 x 0.158 1 C32BA= 1.125 x 1.520 x.158 i i STRESS ANALYSIS -PAGE 3 _ l Job Number, Job Name. Date Run: 5819-0199 �GAYTEWAY BUSINESS PAR BLDG B-SHOPORDERS 11/8/2019 8:47:26 AM I+ NEW MILLENNIUM Location: Joist Desrriphon: Mark: 944111 n1Mr. 4SYl47PMR ARLINGTON,WA J Long Span 32LH367/250 J32 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-7 1/8 Clear Bearing 0-4 5/8 BPL Material: 2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03,I Reqd TL Def L/80 0.00 Live Load 250.001 Live Load 250.00 Reqd LL Def L/120 0.021 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 SW Type:Lapped Seat Type:Lapped J Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS -PAGE 1 Job Numbsr. ----]Job Name: Date Ron: 5819.0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/81M19 8:48:25 AM i NEW IAA I s E N Ns U M I Location: Joist Description: 14falk: ARLINGTON,WA Long Span 32LH367/250 J33 Geometry Base Length: 'Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 49-0 3, 30.35 11 @ 4-0 Parallel Chords Variable Left End I Right End BC Panel 3-6 3/8 3-5 5/8 TC Panel 2-4 3/8 1-11 5/8 First Half 1-2 1-2 First Diag. 4-8 3/8 4-7 5/8 Depth 132.00 132.00 Loads Load Type Category Load1 Load2 Position Direction LodBegin Sp/End Reference Uniform(plf) ILL(1) 250.00 250.00 TC + 0-0 49-4 L-BL Uniform (plf) DL 1 117.00 117.00 TC + 0-0 49-4 L-BL Conc @ any pp(Ibs) CL(1) 100.00 0.00 TC + Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 L-BL Conc Load Ibs) SM (2) 990.00 0.00 TC - 1 6-9 12-9 L-OAL Conc Load Ibs SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp(Ibs) CL(3) 100.00 0.00 TC + Conc @ any pp (Ibs) LL�3) 2,000.00 0.00 BC + Uniform (plf) CL 3 117.00 117.00 TC + 1 0-0 49-4 L-BL Axial Ibs SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial Ibs) SM (3) 5,600.00 0.00 TC + 1 0-0 0-0 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 L-BL Conc Load (Ibs) CL 3 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load(Ibs) CL(3) 420.00 0,00 TC I + 16-0 22-0 L-OAL Conc Load (Ibs) SM ('3) 990.00 0.00 TC + 116-0 122-0 1 L-OAL Stress Analysis Summary Int.Panel TC. Max Panel BC: Reaction LE. Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 148.00 I 9,740.66 19,379.87 ;2,435.17 146,763.48 146,852.34 Member TC Tension TC Compresion BC Tension BC Com p mion Web Tension Web Co . Web Length PP Dist. W2 7,311.28 13,846.08 0.00 0.00 15,538.27 3,894.37 50.51 0-2 V1S 7,307.19 13,710.77 0.00 0.00 2,209.88 2,622.76 33.43 2-43/8 W3 7,307.19 13,710.77 15,690.611 3,983.27 2,352.78 9,357.00 33.43 3-6 318 W4 1 7,306.69 21,668.46 15,690.61 3,983.27 9,818.30 2,426.20 38.69 4-8 3/8 V2 7,306.69 21,668.46 15,690.61 3,983.27 2,509.78 3,077.24 30.35 6-83/8 W5 7,306.69 21,668.46 27,065.90 6,824.95 2,171.23 8,844.83 38.69 6-8 3/8 W6 8,008.57 31,882.95 27,065.90 6,824.95 7,909.09 1,916.26 38.69 8-83/8 V3 8,008.57 31,882.95 27,065.90 6,824.95 2,509.78 3,093.19 30.35 10-8 3/8 W7 8,008.57 31,882.95 _ 36,095.39 9,034.04 1,661.29 6,792.16 38.69 10-8 3/8 W8 9,901.37 39,419.55 36,095.39 9,034.04 5,624.45 1,406.32 38.69 12-8 3/8 V4 9,901.37 39,419.551 36,095.39 9,034.04 2,000.001 2,391.92 30.35 14-8 3/8 W9 9,901.37 39,419.551 42,163.311 10,610.55 1,151.351 4,678.30 38.69 14-8 3/8 Continued on Next Page. STRESS ANALYSIS - PAGE 1 G� i Job Number. Job Name: Date Run: I5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 8:48:25 AM NEW M I L L E N N I U M I Location: Joist Descripfion: Mark: w„u n4mr. "y"Tnrag i ARLINGTON,WA I.Lang Span 32LH367/250 JJ33 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W10 11,161.59 44,326.68 42,163.31 10,610.55 3,742.56 896.38 38.69 16-83/8 V5 11,161.59 44,326.68 42,163.311 10,610.55 2,509.78 3,113.11 30.35 18-8 3/8 W 11 11,161.59 44,326.68 45,909.65 1 11,554.49 1,066.71 3,104.48 38.69 18-8 3/8 W12 11,789.23 46,763.48 45,909.651 11,554.49 3,104.48 1,364.25 38.69 20-83/8 V6 11,789.23 46,763.48 45,909.65 11,554.49 2,000.00 2,402.97 30.35 22-8 3/8 W13 11,789.23 46,763.48 46,852.341 11,865.83 1,883.18 3,104.48 38.69 22-8 3/8 W13 11,784.29 46,282.95 46,852.34 11,865.83 1,883.18 3,104.48 38.69 24-83/8 V7 11,784.29 46,282.95 46,852.341 11,865.83 2,000.00 2,402.94 30.35 26-8 3/8 W 12 11,784.29 46,282.95 45,133.171 11,544.60 3,104.48 1,364.25 38.69 26-8 3/8 W11 11,146.77 43,403.00 45,133.17 11,544.60 1,066.71 3,104.48 38.69 28-8 3/8 V8 11,146.77 43,403.00 45,133.17 11,544.60 2,000.00 2,399.21 30.35 30-8 3/8 W10 11,146.77 43,403.00 41,092.43 10,590.79 3,742.56 896.38 38.69 30-83/8 W9 9,876.66 38,201.47 41,092.43 10,590.79 1,151.35 4,678.30 38.69 32-8 3/8 V9 9,876.66 38,201.47 41,092.43 10,590.79 2,000.00 2,391.78 30.35 34-8 3/8 W8 9,876.66 38,201.47 34,730.12 9,004.39 5,624.45 1,406.32 38.69 34-8 3/8 W7 7,973.97 30,678.38 34,730.12 9,004.39 1,661.29 6,792.16 38.69 36-8 3/8 V10 7,973.97 30,678.38 34,730.12 9,004.39 2,000.00 2,380.65 30.35 38-8 3/8 W6 7,973.97 30,678.38 26,046.231 6,785.41 7,909.09 1,916.26 38.69 38-8 3/8 W5 7,301.02 20,833.70 26,046.231 6,785.41 2,171.23 8,844.83 38.69 40-8 3/8 V11 7,301.02 20,833.70 26,046.231 6,785.41 2,000.00 2,365.82 30.35 42-8 3/8 W4 7,301.02 20,833.70 15,040.77 3,933.85 9,818.30 2,426.20 38.69 42-8 3/8 W3 7,300.52 12,460.92 15,040.771 3,933.85 2,352.78 9,357.00 33.43 44-8 3/8 V13 7,300.52 12,460.92 0.001 0.00 2,325.261 2,763.481 35.29 47-4 3/8 W2 1 7,300.52 12,632.49 0.00 0.00 14,881.431 3,880.861 49.91 45-10 3/8 STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date Run: j/� 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS J 11/8/2019 8:48:25 AM NEW MILLENNIUM Location: Joist Description: Mark. Ate"n'N� SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J33 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 JA401318= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 IA38B =2.2190 x 0.199 Axial and Bending Analysis _ IK: I y Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: .75 50,000.00 130,000.00 806.84 256.21 1384.32 115-103/4 17-9 114 J 1 Top Chord Check End Panel LE First Panel LE Interior Panel I First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 21.63 1.1250 Min Weld Len 2X.• Bending Load 367.00 367.00 367.001 367.00 367.00 0.5039 Axial Load 13,846.08 13,710.77 46,763.48 12,460.92 12,632.49 Max Load Fillers TC: fa 7,292.02 7,220.75 24,627.91 6,562.52 6,652.88 49,729.63 Maximum K Ur 67.89 72.07 30.89 82.37 55.66 1 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 44,155.08 29,536.73 38,085.59 45,804.73 Fa 20,590.65 19,775.93 26,493.05 17,722.04 22,851.36 TC OAL/Ryy: 1504.28 F'e 348,626.47 309,335.13 748,514.63 236,834.72 518,600.69 BC CAURyy. Cm 0.9895 0.9883 0.9780 0.9861 0.9936 420.29 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,391.80 2,391.80 BC stress: Mid Panel Moment 1,391.99 993.08 734.00 1,604.10 999.97 0.97 tic LIRz.- Panel Pointfb 2,732.15 2,732.15 1,721.12 2,804.21 2,804.21 116.909021 'Mid Panelfb 859.00 612.84 452.96 989.90 1,172.39 TC Shear Stress: Fillers 0 0 4 0 0 'ggg�,28 Panel Point Stress 10,024.17 9,952.91 26,349.03 9,366.73 9,457.09 BC Shearsrress: Mid Panel Stress 0.3818 0.3849 0.9443 0.4025 0.3285 14,265.85 Web QeWMn Member Web Tension Allow Tension Web Comp Allow Camp Weld Qty Material W2 15,538.27 16,730.22 3,894.37 5,996.13 6.62 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,622.76 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,352.78 18,714.09 9,357.00 9,477.88 3.58 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,818.30 10,742.43 2,426.20 4,985.18 5.13 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,509.78 7,826.93 3,077.24 4,107.05 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.23 24,373.24 8,844.83 10,323.31 3.18 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,909.09 8,984.69 1,916.26 4,031.39 4.51 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V3 2,509.78 7,826.93 3,093.19 4,107.05 2.04 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 7 1,661.29 16,730.22 6,792.16 7,210.82 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,624.45 5,758.64 1,406.32 1,869.32 4.21 x 0.090 1 C12BB= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,391.92 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,151.35 10,742.43 4,678.30. 4,985.18 2.44 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,742.56 4,802.89 896.38 1,417.09 3.27 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,509.78 7,826.93 3,113.111 4,107.05 2.06 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Will 1,066.71 7,826.93 3,104.48 3,318.29 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 _] W12 3,104.48 4,802.89 1,364.25 1,417.09 2.72 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 1 2,000.00 5,758.64 2,402.97 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,883.18 7,826.931 3,104.48 3,318.291 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W13 1,883.18 7,826.93. 3,104.48 3,318.29 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 "Continued on Next Page... I STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1 1118/2019 8:48:25 AM N E W"M NL g E N I U M_ Location: Joist Description: Mark: no ARLINGTON,WA Long Span 32LH367/250 IJ33 Web Design,Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,402.94. 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 3,104.48 4,802.89 1,364.251 1,417.09 2.72 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 31104.481 3,318.29 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,399.21 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,742.56 4,802.89 896.38 1,417.09 3.27 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,151.35 10,742.43 4,678.30 4,985.18 2.44 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,391.78 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,624.45 5,758.64 1,406.32 1,869.32 4.21 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 7 1,661.29 16,730.22 6,792.16 7,210.82 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64_ 2,380.65 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,909.09 8,984.69 1,916.26 4,031.39 4.51 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,171.23 24,373.24 8,844.83 10,323.31 3.18 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,365.821 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,818.30 10,742.43 2,426.20 4,985.18 5.13 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,352.78 18,714.09 9,357.00 9,477.88 3.58 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,763.48 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,881.43 16,730.221 3,880.861 6,092.85 6.34 x 0.158 1 C32BA= 1.125 x 1.520 x.158 i i STRESS ANALYSIS -PAGE 3 Job Number: Job Name:!� Date Run: ✓ 5_819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:48:25 AM 'NEW MILLENNIUM �Location: Joist Description: I Mark. Bt„'n'NG 11—rpm" �ARLINGTON,WA Long Span 32LH367/250 IJ33 TCX Design _ TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 1 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 1 0-6 Clear Bearing 0-7 1/8 Clear Bearing 0-4 5/8 BPL Material:2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Loadl 367.00 Total Load f 367.001 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000� jSeal Type:Lapped Bt Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 1Job Number: Job Name: Date Run: 58 99-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11118/2019 8:49:14 AM NEW M NL r.L E N N`U M Location: Joist Description: mi„ Mark ARLINGTON,WA 1 Long Span 32LH367/250 J34 Geometry Base Length: Working Length: Joist Depth: Effective Depth BC Panel Length: Shape: 49-5 149.1 132.00 130.51 11 @ 4-0 Parallel Chords Variable Left End I Right End BC Panel 3-6 5/8 3-6 3/8 TC Panel 2-4 5/8 2-0 3/8 First Half 1-2 1-2 .� �`��/ �� � ��/ �✓ �_� �' �' � � First Diag. 4-8 5/8 4-8 3/8 Depth 132.00 32.00 Loads Load Tye Category Loadl Load2 Position Direction LodBeg_in SplEnd Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-5 L-BL Uniform(plf) DL(1) 117.00 117.00 TC + 0-0 49-5 L-BL Conc @ any pp(Ibs) CL(1) 100.00 0.00 TC + Conc Load (Ibs) CL 1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL 2 100.00 100.00 TC - 0-0 49-5 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load (Ibs) SM 2 990.00 0.00 TC - 1 16-0 22-0 L-OAL Conc @ any p Ibs CL 3) 100.00 0.00 TC + Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-5 L-BL Axial(Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial (Ibs) SM (3) 42,000.00 0.00 TC + 0-0 0-0 L-BL Uniform If SM 3) 12.48 12.48 TC + 0-0 49-5 L-BL I Conc Load (Ibs) CL 3 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 116-0 22-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: E:Reaction R Minimum Shear., Max TC Comp: Max BC Tension i 24.00 48.00 9,755.67 I9,395.38 2,438.92 169,595.48 46,764.80 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 43,709.35 50,257.54 0.00 0.00 15,566.51 3,901.95 50.81 0-2 j V1S 43,705.97 50,122.32 0.00 0.00 2,206.60 2,621.77 33.57 2-45/8 W3 43,705.97 50,122.32 15,701.18 3,986.35 2,348.35 9,356.56 33.57 3-6 5/8 W4 43,705.56 55,668.43 15,701.18 3,986.35 9,808.02 2,418.70 38.82 4-8 5/8 V2 43,705.56 55,668.43 15,701.18 3,986.35 2,509.78 3,213.72 30.51 6-8 518 W5 43,705.56 55,668.43 27,029.22 6,816.52 2,164.24 8,836.50 38.82 6-8 5/8 W6 43,705.04 61,900.33 27,029.22 6,816.52 7,902.63 1,909.78 38.82 8-85/8 V3 43,705.04 61,900.33 27,029.221 6,816.52 2,509.78 3,229.61 30.51 10-8 5/8 W7 43,705.04 61,900.33 36,025.41 j 9,017.39 1,655.32 6,790.94 38.82 10-8 5/8 W8 43,704.51 66,133.21 36,025.411 9,017.39 5,603.75 1,400.86 38.82 12-8 5/8 V4 43,704.51 66,133.21 36,025.411 9,017.39 2,000.00 2,391.811 30.51 14-8 5/8 W9 43,704.51 66,133.21 42,073.71 10,588.98 1,146.401 4,659.491 38.82 14-8 5/8 Continued on Next Page... i STRESS ANALYSIS - PAGE 1 �/I fJob Number: Job Name: Dille Run; 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/812019 8:49:14 AM NEW MILLENNIUM Location: Joist Description: Mark: NIL nlMr. gV%TPM% ARLINGTON,WA Long Span 32LH367/250 IJ34 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension I BC Compresion Web Tension Web Comp. WebLengthl PP Dist. W 10 43,703.99 68,517.25 42,073.711 10,588.98 3,725.62 891.94 38.82 16-8 5/8 V5 43,703.99 68,517.25 42,073.711 10,588.98 2,509.78 3,249.47 30.51 18-8 5/8 W11 43,703.99 68,517.25 45,812.53 11,531.27 1,064.58 3,103.04 38.82 18-8 5/8 W12 43,703.47 69,595.48 45,812.53 11,531.27 3,103.04 1,358.91 38.82 20-8 5/8 V6 43,703.47 69,595.48 45,812.53 11,531.27 2,000.00 2,402.83 30.51 22-8 5/8 W13 43,703.47 69,595.48 46,764.80 11,844.28 1,876.81 3,103.04 38.82 22-8 5/8 W13 43,702.95 68,052.61 46,764.80 11,844.28 1,876.81 3,103.04 38.82 24-85/8 V7 43,702.95 68,052.61 46,764.80 11,844.28 2,000.00 2,402.82 30.51 26-8 5/8 W12 43,702.95 68,052.61 45,066.55 11,527.99 3,103.04 1,358.91 38.82 26-8 5/8 W11 43,702.42 65,616.67 45,066.55 11,527.99 1,064.58 3,103.04 38.82 28-8 5/8 V8 43,702.42 65,616.67 45,066.55 11,527.99 2,000.00 2,399.13 30.51 30-8 5/8 W10 43,702.42 65,616.67 41,058.81 10,582.42 3,725.62 891.94 38.82 30-8 5/8 W9 43,701.90 62,365.94 41,058.811 10,582.42 1,146.40 4,659.49 38.82 32-8 5/8 V9 43,701.90 62,365.94 41,058.81 10,582.42 2,000.00 2,391.76 30.51 34-8 5/8 W8 43,701.90 62,365.94 34,741.58 9,007.56 5,603.75 1,400.86 38.82 34-8 5/8 W7 43,701.38 58,300.40 34,741.58 9,007.56 1,655.32 6,790.94 38.82 36-8 5/8 V10 43,701.38 58,300.40 34,741.58 9,007.56 2,000.00 2,380.71 30.51 38-8 5/8 W6 43,701.38 58,300.40 26,114.86 6,803.40 7,902.63 1,909.78 38.82 38-8 5/8 W5 43,700.86 53,420.06 26,114.86 6,803.40 2,164.24 8,836.50 38.82 40-8 5/8 V11 43,700.86 53,420.06 26,114.86 6,803.40 2,000.00 2,365.97 30.51 42-8 5/8 W4 43,700.86 53,420.06 15,178.64 3,969.96 9,808.02 2,418.70 38.82 42-8 5/8 W3 43,700.44 48,934.04 15,178.64 3,969.96 2,348.35 9,356.56 33.57 44-8 5/8 V1 S 43,700.44 48,934.04 0.00 0.001 2,322.11 2,764.27 35.42 47-4 5/8 W2 43,700.44 49,107.10 0.00 0.001 15,016.21 3,915.99 50.61 45-10 5/8 STRESS ANALYSIS - PAGE 2 Job Number., Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 8:49:14 AM NEW MILLENNIUM Location: Joist Description: Mark: ^'I'"niNn ""'TFM% ARLINGTON,WA I Long Span 32LH367/250 J34 Chord Properties _ Chord Area Rx Rz Ryy Y Ix Q Material TC 1.3105 0.9336 0.5937 1.6798 0.8340 1.1423 0.9229 3022=3 x 3 x.227 I BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis _ _ K: Fy: Fb. Mom of inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50.000.00 30,000.00 1933.91 295.06 �442.58 122-10314 17-9 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.63 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X: Bending Load 367.00 367.00 367.001 367.00 367.00 0.7499 Axial Load 50,257.54 50,122.32 69,595.48 48,934.04 49,107.10 Max Load Fillers TC. fa 19,174.95 19,123.36 26,553.03 18,669.99 18,736.02 70,249.17 Maximum K L/r 44.85 47.16 20.21 53.90 37.69 Max Load no Fillers TC: Fcr 40,290.54 39,715.32 44,892.31 37,931.74 41.929.38 67,870.02 Fa 24,174.33 23,829.19 26,935.38 22,759.04 25,157.63 350.63 yy: 50.63 F'e 351,916.97 318,202.34 769,971.19 243,623.67 498,302.81 BC oaLURyy. Cm 0.9728 0.9700 0.9769 0.9617 0.9812 421.00 Panel Point Moment 2,370.54 2,370.54 1,468.00 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,455.63 978.77 734.00 1,587.45 969.77 0.96 Panel Point fb 2,247.48 2,247.48 1,391.79 2,313.02 2,313.01 BC URz: 116.9021 Mid Panel fb 531.38 357.30 267.95 579.50 919.43 TC Shear Stress: Fillers 0 01 6 0 0 7,262.65 Panel Point Stress 21,422.43 21,370.831 27,944.82 20,983.00 21,049.03 BC Shear Stress: Mid Panel Stress 0.8115 0.8149 0.9947 0.8408 0.7756 14,284.04 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 15,566.51 16,730.22 3,901.95 5,949.12 6.63 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,206.60 7,826.93 2,621.77 3,794.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,348.35 18,714.09 9,356.56 9,445.30 3.58 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,808.02 10,742.43 2,418.70 4,969.24 5.12 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,509.78 7,826.93 3,213.72 4,091.33 2.12 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,164.24 24,373.24 8,836.50 10,288.26 3.17 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,902.63 8,984.69 1,909.78 4,017.83 4.51 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V3 2,509.78 7,826.93 3,229.61 4,091.33 2.13 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,655.32 16,730.22 6,790.94 7,187.17 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,603.75 5,758.64 1,400.86 1,857.33 4.19 x 0.090 1 C121313= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,391.81 2,799.61 2.00 x 0.090 1 C121313= 1.125 x 0.799 x.090 W9 1,146,40 10,742.43 4.659.491 4,969.24 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,725.62 4,802.89 891.941 1,408.00 3.26 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,509.78 7,826.93 3,249.47 4,091.33 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 11 1,064.58 7,826.93 3,103.04 3,307.02 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 3,103.04 4,802.89 1,358.91 1,408.00 2.71 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,402.83 2,799.61 2.00 x 0.090 1 C12136= 1.125 x 0.799 x.090 W13 1,876.81 7,826.93 3,103.04_ 3,307.02 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W13 1,876.81 7,826.93 31103.04 3,307.02 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... i STRESS ANALYSIS - PAGE 2 Job Number., :'t'fjx; Date Run: 5819.0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:49:14 AM NEW MILLENNIUM iocanon wWslDasdP004n. Mark: iskm niNa svRTeM9 ARLINGTON,WA Long Span 32LH367/250 J34 Web Design,Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,402.82 2,799.61 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 3,103.04 4,802.89 1,358.91 1,408.00 2.71 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 Will 1,064.58 7,826.93 3,103.04 3,307.02 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,399.13 2,799.61 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,725.62 4,802.89 891.94 1,408.00 3.26 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,146.40 10,742.43 4,659.49 4,969.24 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,391.76 2,799.61 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 8 5,603.75 5,758.64 1,400.86 1,857.33 4.19 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,655.32 16,730.22 6,790.94 7,187.17 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,380.71 2,799.61 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,902.63 8,984.69 1,909.78 4,017.83 4.51 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,164.24 24,373.24 8,836.50 10,288.26 3.17 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,365.97 2,799.61 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,808.02 10,742.43 2,418.70 4,969.24 5.12 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,348.35 18,714.09 9,356.56 9,445.30 3.58 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,322.11 7,826.93 2,764.27 3,619.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 15,016.21 16,730.22 3,915.991 5,980.86 6.40 x 0.158 1 C32BA= 1.125 x 1,520 x.158 I I STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5819-0199 I GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:49:14 AM NEW MILLENNIUM Location: Joist Description: Mark: 9' "-o'NC SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J34 TCX Design TCX Left TCX Right TCX Length 0-2 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 0-8 BPL Length 0-6 Clear Bearing 0-6 7/8 Clear Bearing 0-4 1/4 BPL Material:2024 =2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 1.0548 Section Modulus 0.0000 Reqd SM 0.0082 Reqd SM 0.0000 Mom of Inertia 2.2846 Mom of Inertia 0.0000 Reqd MI 0.0007 Reqd MI 0.0000 Seat TWO:Lapped Type:Lapped i Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g:DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h:DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a:DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+1P) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: I Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:50:12 AM NEW MILLENNIUM Location: Joist Description: Mark: AUILMI�MSVSTFMS ARLINGTON,WA Long Span32LH3671250 J35 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-41/2 49-1 1 32.00 30.35 1 11 40 4-0 I Parallel Chords L Variable Left End Right End BC Panel 13-6 1/8 3-6 3/8 TC Panel 2-4 1/8 2-0 3/8 - - - - `. First Half 1-2 1-2 ` �_ ✓' _�/ 11 \!/ �i �'�/ �� First Dia . 4-8 1/8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform(plf) LL(1) 250.00 250.00 TC + 0-0 49-4 1/2 L-BL Uniform (plf) DL 1 117.00 117.00 TC + 0-0 49-4 1/2 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 1L_OA1 Gross Uplift(plf) WL 2 100.00 100.00 TC 0-0 49-4 1/2 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 1/2 L-BL jUniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 1/2 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 6-9 12-9 L-OAL j Conc Load Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 _ 48.00 9,645.63 19,293.90 2,411.41 46,420.31 46,480.47 Member TC Tension TC Compresion BC Tension BC Com resion Web Tension Web Comp. Web Length PP Dist. W2 7,300.00 13,730.85 0.00 0.00 15,326.50 3,884.16 50.31 0-2 V1S 7,300.00 13,596.16 0.00 0.00 2,202.51 2,768.21 33.43 2-41/8 W3 7,300.00 13,596.16 15,544.16 3,970.53 2,348.19 9,270.87 33.43 3-61/8 W4 7,300.00 21,492.07 15,544.16 3,970.53 9,718.59 2,423.55 38.69 4-81/8 V2 7,300.00 21,492.07 15,544.161 3,970.53 2,409.78 2,977.18 30.35 6-81/8 W5 7,300.00 21,492.07 26,859.581 6,818.79 2,168.58 8,760.99 38.69 6-81/8 W6 8,005.71 31,646.70 26,859.58 6,818.79 7,825.25 1,913.61 38.69 8-81/8 V3 8,005.71 31,646.70 26,859.58 6,818.79 2,409.78 2,993.17 30.35 10-81/8 W7 8,005.71 31,646.70 35,853.43 9,034.48 1,658.64 6,782.31 38.69 10-8118 W8 9,905.10 39,159.77 35,853.431 9,034.48 5,517.47 1,403.67 38.69 12-81/8 V4 9,905.10 39,159.77 35,853.43 9,034.48 2,000.00 2,291.94 30.35 14-81/8 W9 9,905.10 39,159.77 41,873.60 10,617.58 1,148.70 4,581.73 38.69 14-81/8 W10 11,171.91 441007.05 41,873.60 10,617.58 3,645.99 893.73 38.69 16-81/8 V5 11,171.911 44,007.05 41,873.60 10,617.58 2,409.78 3,013.181 30.35 18-8 1/8 Continued on Next Page... STRESS ANALYSIS -PAGE 1 Job Number.' Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1118/2019 8:50:12 AM NEW MILLENNIUM Location: Joist Description: Mark: AL,ILMINM SYSTEMS ARLINGTON,WA Long Span 32LH367/250 IJ35 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension i BC Com resion Web Tension Web Comp. Web Length PP Dist. W11 11,171.91 44,007.05 45,560.101 11,568.10 1,066.71 3,074.19 38.69 18-81/8 W12 11,806.14 46,420.31 45,560.10 11,568.10 3,074.19 1,307.95 38.69 20-81/8 V6 11,806.14 46,420.31 45,560.10 11,568.10 2,000.00 2,303.07 30.35 22-81/8 W13 11,806.14 46,420.31 46,480.47 11,886.04 1,824.04 3,074.19 38.69 22-81/8 W13 11,807.79 45,960.23 46,480.47 11,886.04 1,824.04 3,074.19 38.69 24-81/8 V7 11,807.79 45,960.23 46,480.47 11,886.04 2,000.00 2,303.08 30.35 26-81/8 W12 11,807.79 45,960.23 44,859.59 11,571.40 3,074.19 1,307.95 38.69 26-81/8 W 11 11,176.86 43,178.56 44,859.591 11,571.40 1,066.71 3,074.19 38.69 28-8 1/8 V8 11,176.86 43,178.56 44,859.59. 11,571.40 2,000.00 2,299.38 30.35 30-81/8 W10 11,176.86 43,178.56 40,917.14� 10,624.17 3,645.99 893.73 38.69 30-81/8 W9 9,913.34 38,075.33 40,917.14 10,624.17 1,148.70 4,581.73 38.69 32-81/8 V9 9,913.34 38,075.33 40,917.141 10,624.17 2,000.00 2,291.99 30.35 34-8 1/8 W8 9,913.34 38,075.33 34,653.121 9,044.36 5,517.47 1,403.67 38.69 34-81/8 W7 8,017.24 30,650.51 34,653.121 9,044.36 1,658.64 6,782.31 38.69 36-81/8 V10 8,017.24 30,650.51 34,653.12 9,044.36 2,000.00 2,280.90 30.35 38-8 1/8 W6 8,017.24 30,650.51 26,067.51 6,831.97 7,825.25 1,913.61 38.69 38-8 1/8 W5 7,300.00 20,904.13 26,067.51 6,831.97 2,168.58 8,760.99 38.69 40-8 1/8 V11 7,300.00 20,904.13 26,067.51 6,831.97 2,000.00 2,266.11 30.35 42-8 1/8 W4 7,300.00 20,904.13 15,160.34 3,987.00 9,718.59 2,423.55 38.69 42-8 1/8 W3 7,300.00 12,505.17 15,160.34 3,987.00 2,348.19 9,270.87 33.43 44-8 1/8 V1S 7,300.00 12,505.17 0.00 0.00 2,325.261 2,651.80 35.29 47-4 1/8 W2 7,300.00 12,679.15 0.00 0.001 14,897.391 3,925.58 50.51 45-101/8 STRESS ANALYSIS - PAGE 2 �/� Job Number.' Job Name: Date Run: �/ 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:50:12 AM NEW M I L S E N N51 U M j Location: Joist Description: Mark: mulLoiNrl ARLINGTON,WA Long Span 32LH367/250 IJ35 Chord Properties Chord Area Rx Rz I R Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 1 A38B=2.2190 x 0.199 Axial and Bending Analysis K: F : Fb: Mom of Inertia: LL 360: LL 240: Max Brid TC: Max Brid BC: 0.75 50,000.00 30,000.00 806.84 1255.56 383.34 _ 115-10314 17-9 s� Top Chord Check End Panel LE First Panel LE Interior Panel j First Panel RE End Panel RE Gap Between Chords: Length 26.13 28.00 24.001 32.00 22.38 1.1250 Min Weld Len 2X.' Bending Load 367.00 367.00 367.00 367.00 367.00 0.5002 Axial Load 13,730.85 13,596.16 46,420.311 12,505.17 12,679.15 Max Load Fillers TC: fa 7,231.33 7,160.40 24,447.181 6,585.83 6,677.45 49,729.63 Maximum K L/r 67.25 72.07 30.891 82.37 57.59 Max Load no Fillers TC: Fcr 34,524.16 32,959.88 44,155.081 29,536.73 37,515.66 45,804.73 Fa 20,714.50 19,775.93 26,493.05 17,722.04 22,509.39 TC OAURyy: 504.71 F'e 355,330.69 309,335.13 748,514.63 236,834.72 484,416.84 BC oAURyy: Cm 0.9898 0.9884 0.9781 0.9861 0.9931 1420.65 iPanel Point Moment 2,379.59 2,379.59 1,468.00 2,439.67 2,439.66 BCSbm: Mid Panel Moment 1,526.10 975.55 734.00 1,587.45 969.77 0'96 Panel Pointfb 2,789.89 2,789.89 1,721.121 2,860.33 2,860.33 Bc 1 Llft Mid Panel fb 941.76 602.02 452.96 979.62 1,136.99 r Fillers 0 0 4 0 0 I TC Shear Stress: 9,586.41 Panel Point Stress 10,021.22 9,950.29 26,168.31 9,446.16 9,537.78 FBC Shear Stress: MidPanel Stress 0.3794 0.3815 0.9375 0.4034 0,3330 4,120.92 Web Design Member Web Tension Allow Tension _Web Comp Allow Comp Weld City Material W2 15,326.50 16,730.22 3,884.161 6,028.21 6.53 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,202.51 7,826.93 2,768.211 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,348.19 18,714.09 9,270.87 j 9,477.88 3.55 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,718.59 10,742.43 2,423.551 4,985.18 5.07 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,409.78 7,826.93 2,977.181 4,107.05 2.00 x 0.102 1 IC16BB= 1.125 x 1.025 x.102 W5 2,168.58 24,373.24 8,760.991 10,323.31 3.15 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,825.25 7,826.93 1,913.611 3,318.29 5.17 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,409.78 7,826.93 2,993.171 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,658.64 16,730.22 6,782.31 7,210.82 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,517.47 5,758.64 1,403.67 1,869.32 4.13 x 0.090 1 C12BB= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,291.94 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,148.70 10,742.43 4,581.73 4,985.18 2.39 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W10 3,645.99 4,802.89 893.731 1,417.09 3.19 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,409.78 7,826.93 3,013.18 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 11 1,066.71 71826.93 3,074.19 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 3,074.19 4,802.89 1,307.951 1,417.09 2.69 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.07 2,818.971 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W13 1,824.04 7,826.93 3,074.19 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,824.04 7,826.93 3,074.19 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 ' Continued on Next Page... STRESS ANALYSIS -PAGE 2 � Date Run L819�0199 mber: JGAob YTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 8:50:12 AM NEW MILLENNIUM Locatlom. JoisfDescr;phon Mark: nun MINM f4YSlrems ARLINGTON,WA Long Span 32LH367/250 IJ35 Web P"Igq Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,303.08 j 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 3,074.19 4,802.89 1,307.951 1,417.09 2.69 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,066.71 7,826.93 3,074.19 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 1 2,000.00 5,758.64 2,299.38 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,645.99 4,802.89 893.73 1,417.09 3.19 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,148.70 10,742.43 4,581.73 4,985.18 2.39 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5.758.64 2,291.991 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,517.47 5,758.64 1,403.671 1,869.32 4.13 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,658.64 16,730.22 6,782.311 7,210.82 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,280.901 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,825.25 7,826.93 1,913.611 3,318.29 5.17 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,168.58 24,373.24 8,760.991 10,323.31 3.15 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,266.11 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,718.59 10,742.43 2,423.55; 4,985.18 5.07 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,348.19 18,714.09 9,270.871 9,477.88 3.55 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1S 2,325.26 7,826.93 2,651.80 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,897.39 16,730.22 3,925.581 5,996.13 6.35 x 0.158 1 C32BA= 1.125 x 1.520 x.158 I I STRESS ANALYSIS - PAGE 3 �Job Number, Job Name: Date Run 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:50:12 AM NEW MILLENNIUM Locetuon: Joust OescNplto» Marti ILOINO RV„TPMR ARUNGTON,WA Long Span 32LH367/250 �.J35 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-4 3/4 Clear Bearing 10-4 5/8 BPL Material:2024 =2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.001 Live Load 250.00 Live Load 250.001 Reqd ILL Def L/120 0.001 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.00001 Reqd SM 0.0000, Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.00001 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped eat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: ILL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i I STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:51:15 AM NEW MILLENNIUM Location: Joist Description: Mark: n5o nWC. %w%irrm, ARLINGTON ---- l Long Span 32LH367/250 J36 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-41/2 49-0112 32.00 30.24 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 1/8 3-6 3/8 TC Panel 2-4 1/8 2-0 3/8 �IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIILLIIIIIIIIIIIIILILLII_L.I,.LI_l First Half 1-2 1-2 First Dia . 4-8 1/8 4-8 3/8 Depth 132.00 132.00 Loads Load Type CategM Loadl Load2 Position Direction Lac/Begin Sp/End Reference Uniform(plf) DL(1) 117.00 117.00 TC + j 0-0 49-4 112 L-BL Uniform(pif) LL(1) 250.00 250.00 TC + 10-0 49-4 1/2 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 49-4 1/2 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC 0-0 49-4 1/2 L-BL Uniform plf) SM (2) 79.00 79.00 TC - 0-0 49-4 1/2 L-BL Conc @ any p Ibs) SM (2) 990.00 0.00 TC - �Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc any pp Ibs) LL(3) 2,000.00 0.00 BC + Uniform If SM 3 79.00 79.00 TC + 10-0 49-41/2 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM(3) 12.48 12.48 TC + 0-0 49-4 1/2 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 49-4 1/2 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0.00 TC + r I Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 1/2 L-BL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load Ibs CL 3 420.00 0.00 TC + 16-9 12-9 L-OAL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 1 16-0 22-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 110,626.46 110,274.73 2,656.61 153,285.84 151,426.52 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,000.00 19,811.84 0.00 0.00 16,920.35 7,235.91 50.24 0-2 V1S 9,000.00 19,552.40 0.001 0.00 2,203.95 3,100.69 33.32 2-41/8 W3 9,000.00 19,552.40 17,196.451 6,334.93 4,502.48 10,210.43 33.32 3-61/8 ' W4 9,000.00 28,660.15 17,196.451 6,334.93 10,703.41 4,997.79 38.61 4-81/8 V2 9,000.00 28,660.15 17,196.451 6,334.93 2,953.78 3,951.95 30.24 6-81/8 W5 9,000.00 28,660.151 29,697.771 11,419.37 4,647.76 9,642.30 38.61 6-81/8 W6 13,773.48 38,666.541 29,697.77 11,419.37 8,899.13 4,446.04 38.61 8-81/8 *Continued on Next Page... i STRESS ANALYSIS - PAGE 1 �i Job Number., Job Name: Date Run: 5819-0199 I GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1118/2019 8:51:15 AM NEW MILLENNIUM Location: Joist Description: Marls: mull-niNr SYSTEMS !ARLINGTON,WA Long Span 32LH367/250 J36 Stress Analysis Summary,Continued... Member TC Tension TC Com resion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V3 13,773.48 38,666.54 29,697.77 11,419.37 2,953.78 3,980.62 30.24 10-81/8 W7 13,773.48 38,666.54 39,614.85 16,002.20 3,585.02 7,456.49 38.61 10-81/8 W8 17,348.40 46,016.91 39,614.85 16,002.20 6,330.15 2,928.88 38.61 12-81/8 V4 17,348.40 46,016.91 39,614.85 16,002.20 2,000.00 2,839.62 30.24 14-81/8 W9 17,348.40 46,016.91 46,293.141 18,540.56 2,623.99 5,520.37 38.61 14-81/8 W10 19,607.32 50,629.66 46,293.14 18,540.56 4,944.31 2,422.27 38.61 16-81/8 V5 19,607.32 50,629.66 46,293.14 18,540.56 2,953.78 4,016.47 30.24 18-81/8 W11 19,607.32 50,629.66 50,375.051 20,548.68 2,117.38 4,134.53 38.61 18-81/8 W12 21,098.62 53,285.84 50,375.051 20,548.68 3,558.46 1,915.66 38.61 20-81/8 V6 21,098.62 53,285.84 50,375.05 20,548.68 2,000.00 2,861.15 30.24 22-81/8 W13 21,098.62 53,285.84 51,426.52 21,003.42 2,686.93 3,391.67 38.61 22-81/8 W13 20,001.17 51,723.32 51,426.52 21,003.42 2,686.93 3,391.67 38.61 24-81/8 V7 20,001.17 51,723.32 51,426.52 21,003.42 2,000.00 2,861.17 30.24 26-81/8 W12 20,001.17 51,723.32 49,673.25 18,869.42 3,558.46 1,915.66 38.61 26-81/8 W11 17,612.27 47,827.53 49,673.25 18,869.42 2,117.38 4,134.53 38.61 28-81/8 V8 17,612.27 47,827.53 49,673.25 18,869.42 2,000.00 2,854.02 30.24 30-81/8 W10 17,612.27 47,827.53 45,335.74 16,229.71 4,944.31 2,422.27 38.61 30-81/8 W9 14,721.76 42,285.43 45,335.74 16,229.71 2,623.99 5,520.37 38.61 32-81/8 V9 14,721.76 42,285.43 45,335.74 16,229.71 2,000.00 2,839.72 30.24 34-8 1/8 W8 14,721.76 42,285.43 38,414.01 13,088.40 6,330.15 2,928.88 38.61 34-81/8 W7 11,329.64 35,199.91 38,414.01 13,088.40 3,585.02 7,456.49 38.61 36-81/8 V10 11,329.64 35,199.91 38,414.011 13,088.40 2,000.00 2,818.25 30.24 38-81/8 W6 11,329.64 35,199.91 28,908.02 9,445.47 8,899.13 4,446.04 38.61 38-81/8 W5 9,000.00 26,536.66 28,908.02 9,445.47 4,647.76 9,642.30 38.61 40-81/8 V11 9,000.00 26,536.66 28,908.02 9,445.47 2,000.00 2,789.62 30.24 42-8 1/8 W4 9,000.00 26,536.66 16,817.81 5,300.94 10,703.41 4,997.79 38.61 42-81/8 W3 9,000.00 18,473.06 16,817.81 5,300.94 4,502.48 10,210.43 33.32 44-8 1/8 V1S 9,000.00 18,473.06 0.00 0.00 2,327.52 3,273.87 35.19 47-41/8 W2 9,000.00 18,808.18 0.00 0.001 16,507.00 5,900.21 50.44 45-10 1/8 1 I STRESS ANALYSIS -PAGE 2 Date Run: G� Job Number: Job Name: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/20119 8:51:15 AM N E W„MILLENNIUM N ARLINGTON,WA Long Span 32LH367/250 Location: Joist pescriptlon: Mark: IJ-36 Chord PrOj)erties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1093 0.9560 0.3867 1.1650 1.0594 1.0139 0.9750 JA451318= 1.8750 x 3.0000 x.250 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 1 A40B=2.3750 x 0.218 Axial and Bending Analpis K. F: Fb: Mom of Inertia: LL 360: LL 240: Max Brid TC: Max Brid BC: 0.75 .50,000.00 130,000.00 1938.12 297.14 1"5.71 115-105/8 15-1 1/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.13 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X.• Bending Load 407.00 407.00 407.001 407.00 407.00 0.5742 Axial Load 19,811.84 19,552.40 53,285.84 18,473.06 18,808.18 Max Load Fillers TC: fa 8,929.89 8,812.95 24,017.78 8,326.45 8,477.50 59,986.95 Maximum K L/r 67.56 72.41 46.55 82.75 57.861 Max Load no Fillers TC. Fcr 35,209.50 33,546.61 41,772.15 29,919.82 38,398.59 55,055.51 Fa 21,125.70 20,127.96 25,063.29 17,951.89 23,039.15 TC OAURyy: 505.16 F'e 383,266.53 333,654.84 807,362.31 255,454.50 522,501.34 BC OAL/Ryy. Cm 0.9884 0.9868 0.9801 0.9837 0.9919 402.23 Panel Point Moment 2,638.94 2,638.94 1,628.00 2,705.57 2,705.57 BC Stress: Mid Panel Moment 1,692.43 1,081.88 814.00 1,760.47 1,075.47 0.90 Panel Point fb 2,525.46 2,525.46 1,557.99 2,589.22 2,589.22 BC 109.010166 Mid Panel fb 884.19 565.22 425.26 919.74 1,029.22 TC Shear Stress: Fillers 0 0 0 0 0 8,893.29 Panel Point Stress 11,455.35 11,338.41 25,575.77 10,915.67 11,066.72 BC Shear Stress: Mid Panel Stress 0.4503 0.4556 0.9716 0.4929 0.3998 13,154.12 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld My Material W2 16,920.35 29,969.07 7,235.911 7,363.66 3.29 x 0.245 1 R112=round 1 1/8 V1S 2,203.95 7,826.93 3,100.69� 3,817.91 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 4,502.48 24,373.24 10,210.431 11,866.22 3.67 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 10,703.41 14,381.54 4,997.791 6,488.40 4.81 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V2 2,953.78 7,826.93 3,951.95 4,118.26 2.61 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,647.76 24,373.24 9,642.30 10,348.25 3.46 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 8,899.13 10,742.43 4,446.04 4,996.52 4.65 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V3 2,953.78 7,826.93 3,980.62 4,118.26 2.63 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 3,585.02 18,714.09 7,456.49 8,322.44 2.85 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W8 6,330.15 7,826.93 2,928.881 3,326.31 4.18 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V4 2,000.00 7,826.93 2,839.621 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 2,623.99 14,381.54 5,520.37 6,488.40 2.48 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W 10 4,944.31 7,826.93 2,422.27 j 3,326.31 3.26 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V5 2,953.78 7,826.93 4,016.47 4,118.26 2.65 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 11 2,117.38 10,742.43 4,134.53 4,996.52 2.16 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W12 3,558.46 7,826.93 1,915.661 3,326.31 2.35 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V6 2,000.00 7,826.93 2,861.151 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 2,686.93 8,984.69 3,391.671 4,041.041 2.00 x 0.118 1 1 C18BB= 1.125 x 1.035 x.118 W 13 2,686.93 8,984.69 3,391.67 4,041.041 2.00 x 0.118 1 C181313= 1.125 x 1.035 x.118 "Continued on Next Page . STRESS ANALYSIS -PAGE 2 G� .lob Number Job Nan 1 Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:51:15 AM NEW MILLENNIUM Location: foist Description Mark "tilt oiNa " n'Tow"' ARLINGTON,WA Long Span 32LH367/250 J36 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 7,826.93 2,861.17i 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 3,558.46 7,826.93 1,915.66 3,326.31 2.35 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 11 2,117.38 10,742.43 4,134.53 4,996.52 2.16 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V8 2,000.00 7,826.93 2,854.02 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 4,944.31 7,826.93 2,422.27 3,326.31 3.26 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 2,623.99 14,381.54 5,520.37 6,488.40 2.48 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V9 2,000.00 7,826.93 2,839.72 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W8 6,330.15 7,826.93 2,928.88 3,326.31 4.18 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 3,585.02 18,714.09 7,456.49 8,322.44 2.85 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V10 2,000.00 5,758.64 2,818.25 2,832.78 2.11 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 8,899.13 10,742.43 4,446.04 4,996.52 4.65 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 4,647.76 24,373.24 9,642.301 10,348.25 3.46 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,789.62 2,832.78 2.09 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 10,703.41 14,381.54 4,997.79i 6,488.40 4.81 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 4,502.48 24,373.24 10,210.43 11,866.22 3.67 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V1 S 2,327.52 7,826.93 3,273.87 3,640.96 2.16 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 16,507.00 16,730.22 5,900.21 6,007.02 7.04 x 0.158 1 C32BA= 1.125 x 1.520 x.158 d STRESS ANALYSIS - PAGE 3 G� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:51:15 AM NEW MILLENNIUM Location: Joist Description: Mark: V�tvm5 ARLINGTON,WA Long Span 32LH367/250 J36 TCX Design TCX Left �� TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-4 7/8 Clear Bearing 0-4 3/4 BPL Material: 2024=2 x 2 x.248 - BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seaffype:Lapped SOW Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) i Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i i i STRESS ANALYSIS - PAGE 1 G7 Job Number. Joi N"o r Date Run: 5819-0199 G/..YTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:25 AM NEW AA I L L E N N I LJ M_ Location: Joist Descrlptlon: Mark: "kill-n1Nr �Y^� �~ ARLINGTON,WA Long Span 32LH3671250 IJ4 Geometry ---] Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length. Shape: 49-4 49-0 3, 30.35 �11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3/8 3-5 5/8 I TC Panel 2-4 3/8 1-11 5/8 First Half 1 2 1-2 ' ' `1 First Diag. 4-8 3/8 4-7 5/8 Depth 32.00 132.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 L-BL Uniform If LL 1) 250.00 250.00 TC + 0-0 49-4 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 26-0 32-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 L-BL Conc Load (Ibs) SM 2 990.00 0.00 TC - 26-0 32-0 L-OAL Uniform (plf) SM(3) 12.48 12.48 TC + 0-0 49-4 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any p Ibs LL(3) 2,000.00 0.00 BC + Conc Load (Ibs) CL(3) 420.00 0.00 TC + 26-0 32-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.001 TC I + 26-0 ,32-0 L-OAL Stress Analysis Summary Int,Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,192.33 1'9,260.45 �2,315.11 145,200.29 45,489.96 Member TC Tension TC Compresion BC Tension BC Com resion Web Tension Web Comp: Web Len th PP Dist. W2 7,311.28 12,224.92 0.00- 0.00 14,625.74 3,894.37 50.51 0-2 V1S 7,307.19 12,089.61 0.001 0.00 2,209.88 2,512.63 33.43 2-4 3/8 W3 7,307.19 12,089.61 14,977.38, 3,983.27 2,352.78 8,930.89 33.43 3-6 3/8 W4 7,306.69 20,640.41 14,977.381 3,983.27 9,247.04 2,426.20 38.69 4-8 3/8 V2 7,306.69 20,640.41 14,977.38 3,983.27 2,000.00 2,266.08 30.35 6-8 3/8 W5 7,306.69 20,640.41 25,723.05 6,824.95 2,171.23 8,311.30 38.69 6-8 3/8 W6 8,008.57 30,225.29 25,723.051 6,824.95 7,375.56 1,916.26 38.69 8-8 3/8 V3 8,008.57 30,225.29 25,723.051 6,824.95 2,000.00 2,280.85 30.35 10-8 3/8 W7 8,008.57 30,225.29 34,147.13 9,034.04 1,661.29 6,439.82 38.69 10-8 3/8 W8 9,901.37 37,488.59 34,147.131 9,034.04 5,504.08 1,406.32 38.69 12-8 3/8 V4 9,901.37 37,488.59 34,147.13 9,034.04 2,000.00 2,291.92 30.35 14-8 3/8 W9 9,901.37 37,488.59 40,249.65 10,610.55 1,151.35 4,568.33 38.69 14-8 3/8 W10 11,161.59 42,430.32 40,249.651 10,610.55 3,632.59 896.38 38.69 16-83/8 V5 11,161.59 42,430.32 40,249.65 10,610.55 2,000.00 2,299.30 30.35 18-8 3/8 W11 11,161.59 42,430.32 44,030.59 11,554.49 1,066.71 2,951.43 38.69 18-83/8 W12 11,789.23 45,050.47 44,030.59 11,554.49 2,951.43 1,067.09 38.69 20-83/8 V6 _ 11,789.23 45,050.47 44,030.59 11,554.49 2,000.001 2,302.97 30.35 22-8 3/8 W13 11,789.23, 45,050.47 45,489.96 11,865.83 1,487.701 2,951.43 38.69 22-8 3/8 Continued on Next Page... I STRESS ANALYSIS -PAGE 1 � l Job Number.• Job Name STRESS Run: � 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:25 AM NEW MILLENNIUM Location: Joist Description. l Mark: SUILMI— SYSTEMS ARLINGTON,WA Long Span 32LH367/250 IJ4 J Stress Analysis Summary,Continued... Member TC Tension TC Com resion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W13 11,784.29 45,200.29 45,489.961 11,865.83 1,487.70 2,951.43 38.69 24-8 3/8 V7 11,784.29 45,200.29 45,489.96 11,865.83 2,409.78 3,017.05 30.35 26-8 3/8 W12 11,784.29 45,200.29 44,146.88 11,544.60 2,951.43 1,067.09 38.69 26-8 3/8 W11 11,146.77 42,513.09 44,146.88 11,544.60 1,066.71 2,951.43 38.69 28-83/8 V8 11,146.77 42,513.09 44,146.88 11,544.60 2,409.78 3,013.02 30.35 30-8 3/8 W10 11,146.77 42,513.09 40,298.89 10,590.79 3,632.59 896.38 38.69 30-83/8 W9 9,876.66 37,504.30 40,298.89 10,590.79 1,151.35 4,568.33 38.69 32-8 3/8 V9 9,876.66 37,504.30 40,298.89 10,590.79 2,000.00 2,291.78 30.35 34-8 3/8 W8 9,876.66 37,504.30 34,129.31 9,004.39 5,504.08 1,406.32 38.69 34-8 3/8 W7 7,973.97 30,173.94 34,129.31 9,004.39 1,661.29 6,439.82 38.69 36-8 3/8 V10 7,973.97 30,173.94 34,129.31 9,004.39 2,000.00 2,280.65 30.35 38-8 3/8 W6 7,973.97 30,173.94 25,638.17 6,785.41 7,375.56 1,916.26 38.69 38-8 3/8 W5 7,301.02 20,522.00 25,638.17 6,785.41 2,171.23 8,311.30 38.69 40-8 3/8 V11 7,301.02 20,522.00 25,638.17 6,785.41 2,000.00 2,265.82 30.35 42-8 3/8 W4 7,301.02 20,522.00 14,825.45 3,933.85 9,247.04 2,426.20 38.69 42-8 318 W3 7,300.52 12,080.63 14,825.45 3,933.85 2,352.78 8,930.89 33.43 44-8 3/8 V1s 7,300.52 12,080.63 0.00 0.00 2,325.26 2,647.21 35.29 47-4 3/8 W2 7,300.52 12,252.20 0.001 0.001 14,685.04 3,880.861 49.91 45-10 3/8 STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:25 AM NEW MILLENNIUM Location: Joist Description: Mark: 9I,ILOIN❑ SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J4 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B =2.2190 x 0.199 Axial and Bending Analysis �K: Fy: Fb: Mom of Inertia: LL 360: U 240. Max 1 1 Bg TC.- Max Bridg BC: 0.75 50,000.00 30, 3I 1 4 7-9 1/4 J Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 50 Length 26.38 28.00 24.00 Min Weld 32.00 21.63 Min Weld Len 2X.- Bending Load 367.00 367.00 367.001 367.00 367.00 0.5000 Axial Load 12,224.92 12,089.61 45,200.29 12,080.63 12,252.20 Max Load Fillers TC: fa 6,438.23 6,366.97 23,804.66 6,362.24 6,452.60 �49,729.63 Maximum K L/r 67.89 72.07 46.33 82.37 55.66 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 40,668.98 29,536.73 38,085.59 45,804.73 Fa 20,590.65 19,775.93 24,401.39 17,722.04 22,852-6 50 oauRyy: 504.28 F'e 348,626.47 309,335.13 748,514.63 236,834.72 518,600.69 BC OAL/Ryy: Cm 0.9908 0.9897 0.9787 0.9866 0.9938 420.29 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,391.80 2,391.801 BC Stress: 0.94 Mid Panel Moment 1,391.99 993.08 734.00 1,604.10 999.97 BC ! Panel Pointfb 2,732.15 2,732.15 1,721.12 2,804.21 2,804.21 116.909021 Mid Panel fb 859.00 612.84 452.96 989.90 1,172.39 TC Shear Stress: Fillers 1 0 0 0 0 0, 9,245.47 Panel Point Stress 9,170.38 9,099.13 25,525.78 9,166.45 9,256.81 iBC Shear Stress: Mid Panel Stress 0.34031 0.3417 0.9903 0.3911 0.3198, �13,625.66 J Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,625.74 16,730.22 3,894.371 5,996.13 6.23 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,512.63 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,352.78 18,714.09 8,930.891 9,477.88 3.42 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,247.04 10,742.43 2,426.20 4,985.18 4.83 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.08 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,171.23 24,373.24 8,311.30 10,323.31 2.99 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,375.56 7,826.93 1,916.26 3,318.29 4.87 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 1 2,000.00 5,758.64 2,280.85 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,661.29 14,381.54 6,439.82 6,473.51 2.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,504.08 5,758.64 1,406.32 1,869.32 4.12 x 0.090 1 C12BB= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,291.92 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,151.35 10,742.43 4,568.33 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,632.59 4,802.89 896.38 1,417.09 3.18 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,299.30 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W11 1,066.71 7,826.93 2,951.43 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,951.43 4,802.89 1,067.091 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,302.971 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 131 1,487.70 7,826.93 2,951.43 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W13 1 1,487.70 7,826.93 2,951.43 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 "Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job P;runc Date Run: 5819-0199 IGAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS �1118/2019 8:39:25 AM NEW MILLENNIUM Locaffon: Joist Description: FBI n rnron %Y%TPM-% - ARLINGTON,WA Long Span 32LH367/250 J4 Web Design_ ,Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,409.78 7,826.93 3,017.051 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,951.43 4,802.89 1,067.09 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 2,951.43 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,409.78 7,826.93 3,013.02 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,632.59 4,802.89 896.38 1,417.09 3.18 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,151.35 10,742.43 4,568.33 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,291.78 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,504.08 5,758.64 1,406.32 1,869.32 4.12 x 0.090 1 C12BB = 1.125 x 0.799 x.090 W7 1,661.29 14,381.54 6,439.82 6,473.51 2.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 2,000.00 5,758.64 2,280.651 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,375.56 7,826.93 1,916.26 3,318.29 4.87 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.23 24,373.24 8,311.30 10,323.31 2.99 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,265.82 2,818.97 2.00 x 0.090 1 C12613= 1.125 x 0.799 x.090 W4 9,247.04 10,742.43 2,426.20 4,985.18 4.83 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 3 2,352.78 18,714.09 8,930.89 9,477.88 3.42 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.931 2,647.21 3,631.841 2.00 x 0.102 1 1 IC16BB= 1.125 x 1.025 x.102 W2 14.685.04 16,730.221, 3,880.861 6,092.851 6.26 x 0.158 1 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 8:39:25 AM NEW MILLENNIUM Location: i Joist Description: Mark: rot nlNn "V%1rF "4 -- ARLINGTON,WA Long Span 32LH367/260 �Jt$ TCX Assign TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-7 1/8 Clear Bearing 0-4 5/8 BPL Material:2024=2 x 2 x.248 I,BPL Material: 2024=2 x 2 x.248 `Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 Seal Type:Lapped Seat Type;Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:36 AM NEW MILLENNIUM Location: Joist Description: Mark: AU„LMINM SYSTEMS ARLINGTON,WA Long Span 32LH367/250 IJ5 Geometry - - - Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: s D)c: 49-4 49-0 32.00 l 30.35 111 @ 4-0 Parallel Chords Variable Left End I Right End BC Panel 3-6 3/8 3-5 5/8 TC Panel 2-4 3/8 1-11 5/8 First Half 1-2 1-2 First Dia 4-8 3/8 4-7 5/8 Depth 132.00 32.00 `I Loads Load Type Category Load1 Load2 Position Direction I Loc/Begin Sp/End Reference Uniform If) LL(1) 250.00 250.00 TC + 0-0 49-4 L-BL Uniform plf DL(1) 117.00 117.00 TC + 0-0 49-4 L-BL Conc @ any pp(Ibs) CL(1) 100.00 0.00 TC + Conc Load (Ibs) CL(1) 420.00 0.00 TC + 26-0 32-0 L-OAL Gross Uplift plf) WL(2) 100.00 100.00 TC - 0-0 49-4 L-BL Conc Load(Ibs) SM(2) 990.00 0.00 TC - 26-0 32-0 L-OAL Axial (Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) CL(3) 100.00 0.00 TC + Uniform (plf) SM 3 12.48 12.48 TC + 0-0 49-4 L-BL Uniform If CL(3) 117.00 117.00 TC + 0-0 49-4 L-BL Conc @ any pp(Ibs) LL 3) 2,000.00 0.00 BC + Axial (Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 26-0 32-0 L-OAL Conc Load(Ibs) SM (3) 990.00 0.00 TC + 26-0 32-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,291.31 19,359.94 2,339.99 145,644.46 145,973 66 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. i W2 7,311.28 12.291.43I 0.00 0.00 14,790.46 3,894.37 50.51 0-2 V1S 7,307.19 12,156.12 0.001 0.00 2,209.88 2,622.76 33.43 2-4 3/8 W3 7,307.19 12,156.12 15,066.951 3,983.27 2,352.78 9,030.90 33.43 3-6 3/8 W4 7,306.69 20,769.52 15,066.951 3,983.27 9,362.82 2,426.20 38.69 4-8 3/8 V2 7,306.69 20,769.52 15,066.951 3,983.27 2,000.00 2,366.08 _ 30.35 6-8 318 W5 7,306.69 20,769.52 25,891.691 6,824.95 2,171.23 8,416.67 38.69 6-8 3/8 W6 8,008.57 30,433.47 25,891.69 6,824.95 7,480.93 1,916.26 38.69 8-8 3/8 V3 8,008.57 30,433.47 25,891.691 6,824.95 2,000.00 2,380.85 30.35 10-8 3/8 W7 8,008.57 30,433.47 34,394.85 9,034.04 1,661.29 6,534.78 38.69 10-8 3/8 W8 9,901.37 37,775.84 34,394.85 9,034.04 5,599.04 1,406.32 38.69 12-8 3/8 V4 9,901.37 37,775.84 34,394.85 9,034.04 2,000.00 2,391.92 30.35 14-8 3/8 W9 9,901.37 37,775.84 40,576.45, 10,610.55 1,151.35 4,652.89 38.69 14-8 3/8 W10 11,161.59 42,796.65 40,576.45 10,610.55 3,717.15 896.38 38.69 16-83/8 V5 11,161.59 42,796.65 40,576.45 10,610.551 2,000.00 2,399.30 30.35 18-8 3/8 W 12 11,789.23 45,495.87 44,436.45 11,554.49, 2,983.141 1.067.09 38.69 20-8 3/8 Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number.' Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111812019 8:39:36 AM NEW MILLENNIUM Location., Joist Description: Mark: 6uiLoING SYSTFMS ARLINGTON,WA Long Span 32LH367/250 IJ5 Stress Analysis Summary,_Continued... Member TC Tension TC Com resion BC Tension BC C_o_mpresion Web Tension Web Comp. Web Length PP Dist. V6 11,789.23 45,495.87 44,436.451 11,554.49 2,000.00 2,402.97 30.35 22-8 3/8 W13 11,789.23 45,495.87 45,973.661 11,865.83 1,550.79 2,983.14 38.69 22-8 3/8 W13 11,784.29 45,644.46 45,973.661 11,865.83 1,550.79 2,983.14 38.69 24-8 3/8 V7 11,784.29 45,644.46 45,973.661 11,865.83 2,509.78 3,117.05 30.35 26-8 3/8 W12 11,784.29 45,644.46 44,551.51 11,544.60 2,983.14 1,067.09 38.69 26-83/8 W11 11,146.77 42,878.18 44,551.51 11,544.60 1,066.71 2,983.14 38.69 28-8 3/8 V8 11,146.77 42,878.18 44,551.51 11,544.60 2,509.78 3,113.02 30.35 30-8 3/8 W10 11,146.77 42,878.18 40,624.45 10,590.79 3,717.15 896.38 38.69 30-83/8 W9 9,876.66 37,790.32 40,624.45 10,590.79 1,151.35 4,652.89 38.69 32-8 3/8 V9 9,876.66 37,790.32 40,624.45 10,590.79 2,000.00 2,391.78 30.35 34-8 3/8 W8 9,876.66 37,790.32 34,375.80 9,004.39 5,599.04 1,406.32 38.69 34-8 3/8 W7 7,973.97 30,380.89 34,375.80 9,004.39 1,661.29 6,534.78 38.69 36-8 3/8 V10 7,973.97 30,380.89 34,375.80 9,004.39 2,000.00 2,380.65 30.35 38-8 3/8 W6 7,973.97 30,380.89 25,805.58 6,785.41 7,480.93 1,916.26 38.69 38-8 3/8 W5 7,301.02 20,649.88 25,805.58 6,785.41 2,171.23 8,416.67 38.69 40-8 318 V11 7,301.02 20,649.88 25,805.58 6.785.41 2,000.00 2,365.82 30.35 42-8 3/8 W4 7,301.02 20,649.88 14,913.79 3,933.85 9,362.82 2,426.20 38.69 42-8 3/8 W3 7,300.52 12,145.90 14,913.79 3,933.85 2,352.78 9,030.90 33.43 44-8 318 V1s 7,300.52 12,145.90 0.00 0.00 2,325.26 2,763.48 35.29 47-4 3/8 W2 7,300.52 12,317.47 0.001 0.001 14,848.651 3,880.86 49.91 45-10 3/8 i STRESS ANALYSIS - PAGE 2 l/� Job Number: Job Name: Date Run: 40 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:3_6 AM NEW J'MI I L S E N Ns U M Location: Joist Description: Mark: ARLINGTON,WA (Long Span 32LH367/250 IJ5 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 1 0.3885 1.1660 0.9928 0.8044 0.9432 A401318= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 I 0.4106 1.3990 0.6554 0.3832 1.0000 A3813 =2.2190 x 0.199 Axial and Ben_ding Analysis K: Fy: Fb: Mohr of lowha. LL 360: I LL 240: Max Bridg TC: Max&fdq BC: 0.75 5Q000.00 130,000.00 806.84 256.21 384.32 115-103/4 1 17-9114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 21.63 Min Weld Md Len 2X.• Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 12,291.43 12,156.12 45,644.46 12,145.90 12,317.47 Max Load Fillers TC: fa 6,473.26 6,402.00 24,038.58 6,396.62 6,486.98 49,729.63 Maximum K L/r 67.89 72.07 46.33 82.37 55.66 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 40,668.98 29,536.73 38,085.59 45,804.73 Fa 20,590.65 19,775.93 24,401.39 17,722.04 22,851.36 TC 0AL/Ryy: 504.28 F'e 348,626.47 309,335.13 748,514.63 236,834.72 518,600.69 BC OAL/Ryy: Cm 0.9907 0.9897 0.9785 0.9865 0.9937 420.29 ;Panel Point Moment 2,330.34 2,330.34 1,468.00 2,391.80 2,391.80 BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,604.10 999.971:0.95 Panel Pointfb 2,732.15 2,732.15 1,721.12 2,804.21 2,804.21 BCLIRz. 116.9021 _ Mid Panel fb 859.00 612.84 452.96 989.90 1,172.391 TC Shear Stress: Fillers 0 0 0 0 01 9,348.48 Panel Point Stress 9,205.41 9,134.15 25,759.70 9,200.831 9,291.18 BC Shear stress: Mid Panel Stress 0.34201 0.3435 0.9998 0.39311 0.32131 13,777.46 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,790.46 16,730.22 3,894.37 5,996.13 6.30 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,622.76 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,352.78 18,714.09 9,030.90 9,477.88 3.46 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,362.82 10,742.43 2,426.20 4,985.18 4.89 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,366.08 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,171.23 24,373.24 8,416.67 10,323.31 3.02 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,480.93 7,826.93 1,916.26 3,318.29 4.94 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,380.85 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,661.29 16,730.22 6,534.78 7,210.82 2.79 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,599.04 5,758.64 1,406.32 1,869.32 4.19 x 0.090 1 C12BB= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,391.92 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,151.35 10,742.43 4,652.89 4,985.18 2.43 x 0,129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,717.15 4,802.89 896.38 1,417.09 3.25 x 0.077 r'1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,399.30 2,818.97 2.00 x 0.090C12BB= 1.125 x 0.799 x.090 W 11 1,066.71 7,826.93 2,983.14, 3,318.29 2.00 x 0.102C16BB= 1.125 x 1.025 x.102 W12 2,983.14 4,802.89 1,067.09 1,417.09 2.61 x 0.077C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,402.97 2,818.97 2.00 x 0.090 C12BB= 1.125 x 0.799 x.090 W 13 1,550.79 7,826.93 2,983.14 3,318.291 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,550.791 7,826.93 2.983.14 3,318.291 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Continued on Next Page... STRESS ANALYSIS- PAGE 2 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:36 AM NEW M I L L E N N I U M Location: Joist Description: Mark: RUILMIN❑ SYSTF_M6 ARLINGTON,WA Long Span 32LH367/250 JJ5 Web Design Continued... Member Web Tension Allow Tension Web Comp I Allow Comp Weld Qty Material V7 2,509.78 7,826.93 3,117.051 4,107.05 2.06 x 0.102 1 C16BB = 1.125 x 1.025 x.102 W 12 2,983.14 4,802.89 1,067.09 1,417.09 2.61 x 0.077 1 C10AB = 1.125 x 0.756 x.077 W11 1,066.71 7,826.93 2,983.14 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,509.78 7,826.93 3,113.02 4,107.05 2.06 x 0.102 1 C161313= 1.125 x 1.025 x.102 W 10 3,717.15 4,802.89 896.38 1,417.09 3.25 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,151.35 10,742.43 4,652.89 4,985.18 2.43 x 0.129 1 C22BB = 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,391.78 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,599.04 5,758.64 1,406.32 1,869.32 4.19 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,661.29 16,730.22 6,534.78 7,210.82 2.79 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,380.65 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,480.93 7,826.93 1,916.26 3,318.29 4.94 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.23 24,373.24 8,416.67 10,323.31 3.02 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V19 2,000.00 5,758.64 2,365.82 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,362.82 10,742.43 2,426.201 4,985.18 4.89 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,352.78 18,714.09 9,030.90 9,477.88 3.46 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,763.48 3,631.84 2.00 x 0.102 1 C16B6= 1.125 x 1.025 x.102 W2 14,848.65 16,730.22 3i880.861 6,092.85 6.33 x 0.158 1 C32BA= 1.125 x 1.520 x_158 I I STRESS ANALYSIS -PAGE 3 Job Number: Job Name: I Date Run: 5819-0199 l GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:36 AM NEW 'MIL 5 E N N I U M Location: Joist Description: Merle ARLINGTON,WA I Long Span 32LH367/250 1J5 I TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-7 1/8 Clear Bearing 0-4 5/8 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.001 Live Load 250.00 Live Load 250.001 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 SOW Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 "Job Number.' Job Name: Ddta:Run i 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:34 AM J NEW MILLENNIUM Location: Joist Description: ARetk: At nwr. S V .l I M� ARLINGTON,WA Long Span 32LH367/250 J6 J Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-5 49-1 132.00 130.71 11 @ 4-0 Parallel Chords _ Variable Left End Right End BC Panel 3-6 5/8 3-6 3/8 TC Panel 2-4 5/8 2-0 3/8 \. ' " '� T.- First Half 1-2 1-2 First Diag. 4-8 5/8 4-8 3/8 Depth 132.00 32.00 Loads Load Type Category Load Load2 Position Direction Loosegin Sp/End Reference f Uniform (plf) LL 1) 250.00 250.00 TC + 0-0 49-5 L-BL Uniform If DL(1) 117.00 117.00 TC + 0-0 49-5 L-BL Conc @ any pp(Ibs) CL(1) 100.00 0.00 TC + Conc Load (Ibs) CL 1) 420.00 0.00 TC + 26-0 32-0 L-OAL Gross Uplift(plf) WL 2 100.00 100.00 TC - 0-0 49-5 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 26-0 32-0 L-OAL Axial (Ibs) SM (3) 42,000.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) CL(3) 100.00 0.00 TC + Uniform (plf) SM(3) 12.48 12.48 TC + 0-0 49-5 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-5 _ L-BL Conc @ any pp Ibs) ILL(3) 2,000.00 0.00 BC + Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) CL 3 420.00 0.00 TC + 26-0 32-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + I26-0 32-0 L-OAL Stress Analysis Summary Int.Panel TC Max Panel BC: Reaction LE: Reaction RE. Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,306.63 9,375.13 2,343.78 65,763.72 45,583.56 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 43,709.29 48,669.11 0.00, 0.00 14,756.43 3,885.54 50.93 0-2 V1S 43,705.93 48,534.77 0.001 0.00 2,204.08 2,618.68 33.75 2-4518 W3 43,705.93 48,534.77 14,978.85 3,960.09 2,345.66 9,003.29 33.75 3-6 5/8 W4 43,705.52 52,598.95 14,978.85 3,960.09 9,310.14 2,412.63 38.98 4-8 5/8 V2 43,705.52 52,598.95 14,978.85 3,960.09 2,000.00 2,365.85 30.71 6-8 5/8 W5 43,705.52 52,598.95 25,688.44 6,771.62 2,158.80 8,368.90 38.98 6-8 5/8 W6 43,705.00 56,964.05 25,688.44 6,771.62 7,437.38 1,904.98 38.98 8-8 5/8 V3 43,705.00 56,964.05 25,688.44 6,771.62 2,000.00 2,380.47 30.71 10-8 5/8 W7 43,705.00 56,964.05 34,103.75 8,957.99 1,651.16 6,495.50 38.98 10-8 5/8 W8 43,704.48 60,519.70 34,103.75 8,957.99 5,563.97 1,397.34 38.98 12-8 5/8 V4 43,704.48 60,519.70 34,103.75 8,957.99 2,000.00 2,391.43 30.71 14-8 5/8 W9 43,704.48 60,519.70 40,224.77 10,519.23 1,143.52 4,622.08 38.98 14-8 5/8 W10 43,703.96 63,265.92 40,224.77 10,519.23 3,690.56 889.70 38.98 16-8 5/8 V5 43,703.96 63,265.92 40,224.77 10,519.23 2,000.00 2,398.73 30.71 18-8 5/8 Will 43,703.96 63,265.92 44,051.50 11,455.32 1,061.91 2,974.51 38.98 18-8 5/8 W12 43,703.45 65,202.71 44,051.50 11,455.32 2,974.51 1,062.22 38.98 20-85/8 _ Continued on Next Page.. STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 I GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 8:38:34 AM NEW MILLENNIUM Location: Joist Description: Mark: e'i"-f]IN❑ sVSTFMs ARLINGTON,WA Long Span 32LH367/250 IJ6 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension I BC Compresion Web Tension Web Comp. Web Length PP Dist. V6 43,703.45 65,202.71 44,051.501 11,455.32 2,000.00 2,402.38 30.71 22-8 5/8 W13 43,703.45 65,202.71 45,583.561 11,766.26 1,547.42 2,974.51 38.98 22-8 5/8 W13 43,702.93 65,763.72 45,583.56 11,766.26 1,547.42 2,974.51 38.98 24-85/8 V7 43,702.93 65,763.72 45,583.561 11,766.26 2,509.78 3,252.94 30.71 26-8 5/8 W12 43,702.93 65,763.72 44,191.97 11,452.06 2,974.51 1,062.22 38.98 26-8 5/8 W11 43,702.41 63,721.70 44,191.97 11,452.06 1,061.91 2,974.51 38.98 28-8 5/8 V8 43,702.41 63,721.70 44,191.97 11,452.06 2,509.78 3,248.98 30.71 30-8 5/8 W 10 43,702.41 63,721.70 40,323.18 10,512.71 3,690.56 889.70 38.98 30-8 5/8 W9 43,701.89 60,870.25 40,323.18 10,512.71 1,143.52 4,622.08 38.98 32-8 5/8 V9 43,701.89 60,870.25 40,323.18 10,512.71 2,000.00 2,391.38 30.71 34-8 5/8 W8 43,701.89 60,870.25 34,160.121 8,948.23 5,563.97 1,397.34 38.98 34-8 5/8 W7 43,701.37 57,209.37 34,160.12 8,948.23 1,651.16 6,495.50 38.98 36-8 5/8 V10 43,701.37 57,209.37 34,160.12 8,948.23 2,000.00 2,380.40 30.71 38-8 5/8 W6 43,701.37 57,209.37 25,702.78 6,758.59 7,437.38 1,904.98 38.98 38-8 5/8 W5 43,700.85 52,739.04 25,702.78 6,758.59 2,158.80 8,368.90 38.98 40-8 5/8 V11 43,700.85 52,739.04 25,702.78 6,758.59 2,000.00 2,365.76 30.71 42-8 5/8 W4 43,700.85 52,739.04 14,951.15 3,943.81 9,310.14 2,412.63 38.98 42-8 5/8 W3 43,700.44 48,581.71 14,951.15 3,943.81 2,345.66 9,003.29 33.75 44-8 5/8 V1S 43,700.44 48,581.711 0.00 0.00 2,318.17 2,759.49 35.60 47-4 5/8 W2 1 43,700.441 48,753.641 0.00 0.00 14,919.89 3,899.59 50.73 45-10 5/8 i i i STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date Run: i 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:34 AM NEW MILLENNIUM Location: Joist Description: Mark: RI,ILOIN❑ SYSTFMS �ARLINGTON,WA Long Span 32LH367/250 IJ6 Chord Pro ies Chord Area I Rx Rz Ryy Y Ix Q Material TC 1.1875 0.6936 0.4649 1.7415 0.6317 0.5713 0.9905 A46A28=2.8750 x 2.3128 x.250 BC 0.8084 1 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Sending Analysis �K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bddg TC: Max 8ndg BC: 75 5 ,000.00 I30,000.00 909.30 1287.28 �430.92 23-8718 17-10118 Top Chord Check End Panel LE First Panel LE Interior Panel ' First Panel RE End Panel RE � Gap Between Chords: Length 26.63 28.00 24.00 32.00 22.38 1.1250 Bending Load 367.00 367.00 367.00 367.00 367.00 Min Weld Len 2X: 1 0.7086 f Axial Load 48,669.11 48,534.77 65,763.72 48,581.71 48,753.64 Max Load Fillers TC: fa 20,492.26 20,435.69 27,689.99 20,455.46 20,527.851 66,590.77 Maximum K L/r 57.27 60.23 25.95 68.83 48.13 Max Load no Fillers TC: Fcr 39,054.97 38,084.26 47,169.21 35,141.31 41,877.75 62,727.97 Fa 23,432.98 22,850.56 28,301.53 21,084.79 25,126.65 TC oauRyy: 338.21 F'e 194,239.11 175,630.47 424,982.34 134,467.08 275,036.19 BC OAURyy: Cm 0.9472 0.9418 0.9563 0.9239 0.9627 421.00 Panel Point Moment 2,370.54 2,370.54 1,468.00 2,439.67 2,439.66 BC stress Mid Panel Moment 1,455.63 978.77 734.00 1,587.45 969.77 0.94 Panel Point fb 3,487.76 3,487.76 2,159.86 3,589.46 3,589. 116.90 46 9021 Mid Panel fb 804.76 541.13 405.80 877.64 1,426.82 TC Shear Stress: Fillers 0 0 8 0 0 10,620.07 Panel Point Stress 23,980.01 23,923.45 29,849.84 24,044.92 24,117.31 BC Shear Stress: Mid Panel Stress 0.9022 0.9132 0.99141 1.0027 0.8639 13,789.86 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,756.43 16,730.22 3,885.54 5,929.88 6.29 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1S 2,204.08 7,826.93 2,618.68 3,776.78 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,345.66 18,714.09 9,003.29 9,403.78 3.44 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,310.14 10,742.43 2,412.63 4,948.89 4.86 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,365.85 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,158.80 24,373.24 8,368.901 10,243.56 3.01 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,437.38 8,984.69 1,904.98 4,000.54 4.24 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V3 2,000.00 5,758.64 2,380.47 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,651.16 16,730.22 6,495.50 7,157.02 2.77 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,563.97 5,758.64 1,397.34 1,842.19 4.16 x 0.090 1 C12136= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,391.43 2,774.99 2.00 x 0.090 1 C12136= 1.125 x 0.799 x.090 W9 1,143.52 10,742.43 4,622.081 4,948.89 2.41 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,690.56 4,802.89 889.701 1,396.53 3.23 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,398.73 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 11 1,061.91 7,826.93 2,974.51 3,292.65 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,974.51 4,802.89 1,062.22 1,396.53 2.60 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,402.381 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,547.42 7,826.93 2,974.511 3,292.65 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,547.42 7,826.93 2,974.51 3,292.65 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Continued on Next Page... i STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: 5819-0199 1 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1118/2019 8:38:34 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOIN❑ SYSTFMS ARLINGTON,WA Long Span 32LH367/250 JJ6 Web Design__Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,509.78 7,826.93 3,252.941 4,071.34 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,974.51 4,802.89 1,062.221 1,396.53 2.60 x 0.077 1 C10A6= 1.125 x 0.756 x.077 W 11 1,061.91 7,826.93 2,974.511 3,292.65 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,509.78 7,826.93 3,248.981 4,071.34 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,690.56 4,802.89 889.70 1,396.53 3.23 x 0.077 1 C10A13= 1.125 x 0.756 x. W9 1,143.52 10,742.43 4,622.08 4,948.89 2.41 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,391.38 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,563.97 5,758.64 1,397.34 1,842.19 4.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,651.16 16,730.22 6,495.50 7,157.02 2.77 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,380.40 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,437.38 8,984.69 1,904.98 4,000.54 4.24 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,158.80 24,373.24 8,368.90 10,243.56 3.01 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,365.76, 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,310.14 10,742.43 2,412.63 4,948.89 4.86 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,345.66 18,714.09 9,003.29 9,403.78 3.44 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1s 2,318.17 7,826.93 2,759.49 3,602.75 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,919.89 16,730.22 3,899.59 5,961.40 6.36 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS �11/8/2019 8:38:34 AM NEW„MILLENNIUM_ Location: Joist Description: Mark: ARLINGTON,WA Long Span 32LH367/250 �J6 T_CX Design _ TCX Left TCX Right TCX Length 0-2 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 13 1/8 BPL Length 0-8 BPL Length !0-6 Clear Bearing 0-6 3/4 Clear Bearing 10-4 3/8 BPL Material:2024 =2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Red LL Def L/120 0.00 Section Modulus 0.6797 Section Modulus 0.00001 Reqd SM 0.0082 Red SM 0.0000 Mom of Inertia 1.1426 Mom of Inertia 0.0000 Reqd MI 0.0007 Reqd MI 0.0000 Seat Type:Lapped SeatType:Lapped i Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS -PAGE 1 Job Number: Job Name: Date Run. 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:37:52 AM NEW M I L L E N N I U M Location: Joist Description: Mark: BLLL INC SYSTEMS ARLINGTON,WA (Long Span 32LH367/250 J7 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shope 49.41/2 49-01/2 32.00 130.35 Ill @4-0 F Parallel Chords J Variable Left End Right End BC Panel 3-6 1/8 3-6 3/8 TC Panel 2-4 1/8 2-0 3/8 First Half 1-2 1-2 First Diag. 4-8 1/8 4-8 3/8 Depth 32.00 32.00 Loads - Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform(plf) DL(1) 117.00 117.00 TC + 0-0 49-4 1/2 L-BL Uniform(pif) LL 1 250.00 250.00 TIC + 0-0 49-41/2 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TIC + 26-0 32-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TIC - 0-0 49-4 1/2 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TIC - 26-0 32-0 L-OAL Uniform (plf) SM (3) 12.48 12.48 TIC + 0-0 49-4 1/2 L-BL Axial (Ibs) SM (3) 5.600.00 0.00 TIC + 0-0 0-0 L-BL Uniform (plf, CL(3) 117.00 117.00 TIC + 0-0 49-4 1/2 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TIC + 0-0 0-0 L-BL Conc @ any pp(Ibs) ILL 3 2,000.00 0.00 BC + Conc Load Ibs CL 3 420.00 0.001 TIC I + 26-0 32-0 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 26-0 32-0 L-OAL Stress Analysis Summary Int.Panel TIC: Max Panel BC: Reaction LE., Reaction RE: Minimum Shear: Max TIC Comp.: Max BC Tension 48.00 I9,197.98 I9,269.60 2,317.40 I45,305.41 I45,547.85 24.00 1 Member TIC Tension TIC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. E W2 7,300.00 12,193.08 0.00 0.00 14,584.47 3,884.16 50.31 0-2 V1S 7,300.00 12,058.39 0.00 0.00 2,202.51 2,511.20 33.43 2-41/8 W3 7,300.00 12,058.39 14,926.28 3,970.53 2,348.19 8,915.70 33.43 3-61/8 J W4 7,300.00 20,600.21 14,926.28 3,970.53 9,229.46 2,423.55 38.69 4-8 1/8 V2 7,300.00 20,600.21 14,926.28 3,970.53 2,000.00 2,266.02 30.35 6-81/8 W5 7,300.00 20,600.21 25,693.74 6,818.79 2,168.58 8,293.72 38.69 6-81/8 W6 8,005.71 30,206.88 25,693.74 6,818.79 7,357.97 1,913.61 38.69 8-8 1/8 V3 8,005.71 30,206.88 25,693.74 6,818.79 2,000.00 2,280.83 30.35 10-81/8 W7 8,005.71 30,206.88 34,139.63 9,034.48 1.658.64 6,422.23 38.69 10-81/8 W8 9,905.10 37,491.98 34,139.63 9,034.48 5,486.49 1,403.67 38.69 12-81/8 V4 9,905.10 37,491.98 34,139.63, 9,034.48 2,000.00 2,291.94 30.35 14-81/8 W9 9,905.10 37,491.98 40,263.951 10,617.58 1,148.70 4,550.75 38.69 14-81/8 W10 11,171.91 42,455.52 40,263.95 10,617.58 3,615.01 893.73 38.69 16-81/8 J V5 11,171.91 42,455.52 40,263.95 10,617.58 2,000.00 2,299.36 30.35 18-81/8 W11 11,171.91 42,455.52 44,066.69 11,568.10 1,066.71 2,954.34 38.69 18-81/8 W12 11,806.14 45,097.46 44,066.69 11,568.10 2,954.34 1,066.71 38.69 20-81/8 V6 11,806.14 45,097.46 44,066.69 11,568.10 2,000.00 2,303.07 30.35 22-81/8 W13 1 11,806.141 45,097.46 45,547.85 11,886.041 1,488.581 2,954.34 38.69 22-81/8 Continued on Next Page... STRESS ANALYSIS -PAGE 1 Job Number., Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1111812019 8:37:52 AM NEW MILLENNIUM Location: Joist Description: Mark: SIJILMI�M SYSTEMS ARLINGTON,WA Long Span 32LH367/250 IJ7 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W13 11,807.79 45,305.41 45,547.85 11,886.04 1,488.58 2,954.34 38.69 24-81/8 V7 11,807.79 45,305.41 45,547.85 11,886.04 2,409.78 3,017.20 30.35 26-81/8 W 12 11,807.79 45,305.41 44,262.89 11,571.40 2,954.34 1,066.71 38.69 26-8 1/8 W11 11,176.86 42,639.99 44,262.89 11,571.40 1,066.71 2,954.34 38.69 28-81/8 V8 11,176.86 42,639.99 44,262.89 11,571.40 2,409.78 3,013.21 30.35 30-8 1/8 W10 11,176.86 42,639.99 40,436.70 10,624.17 3,615.01 893.73 38.69 30-81/8 W9 9,913.34 37,653.01 40,436.70 10,624.17 1,148.70 4,550.75 38.69 32-81/8 V9 9,913.34 37,653.01 40,436.701 10,624.17 2,000.00 2,291.99 30.35 34-81/8 W8 9,913.34 37,653.01 34,288.92 9,044.36 5,486.49 1,403.67 38.69 34-81/8 W7 8,017.24 30,344.45 34,288.92 9,044.36 1,658.64 6,422.23 38.69 36-81/8 V10 8,017.24 30,344.45 34,288.92 9,044.36 2,000.00 2,280.90 30.35 38-81/8 W6 8,017.24 30,344.45 25,819.57 6,831.97 7,357.97 1,913.61 38.69 38-81/8 W5 7,300.00 20,714.31 25,819.57 6,831.97 2,168.58 8,293.72 38.69 40-81/8 V11 7,300.00 20,714.31 25,819.57 6,831.97 2,000.00 2,266.11 30.35 42-8 1/8 W4 7,300.00 20,714.31 15,028.65 3,987.00 9,229.46 2,423.55 38.69 42-8 1/8 W3 7,300.00 12,176.90 15,028.65 3,987.00 2,348.19 8,915.70 33.43 44-8 1/8 V1S 7,300,00 12,176,90 0.00 0.00 2,325,26 2,651,801 35.29 47-4 1/8 W2 7.300.00 12.350.87 0.00 0.00 14,856.951 3,925.581 50.51 45-101/8 STRESS ANALYSIS - PAGE 2 Job Number: Job Name: �Date Run: j 5819-0199 GAYTEWAY BUSINESS_PARK BLD_G B-S_H_OPORDERS_ 11/8/2019 8:37:52 AM NEW MI SYSTEMS I cE N N I U M Location: Joist Description: Mark.,I ARLINGTON,WA Long Span 32LH367/250 J7 Chord Properties_ - Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 1 0.9432 A401318= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 1 0.3832 j 1.0000 A38B =2.2190 x 0.199 Axial and Bending Analysis _ [K..' Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 75 L 50,000.00 30,000.00 I806.84 255.56 1383.34 ,15-10 3/4 17-9 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.13 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X..- Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 12,193.08 12,058.39 45,305.41 12,176.90 12,350.87 Max Load Fillers TC: fa 6,421.47 6,350.53 23,860.02 6,412.95 6,504.571 49,729.63 Maximum K L/r 67.25 72.07 46.33, 82.37 57.59, Max Load no Fillers TC: Fcr 34,524.16 32,959.88 40,668.981 29,536.73 37,515.66 45,804.73 Fa 20,714.50 19,775.93 24,401.39 17,722.04 22,509.39 TC OAL/Ryy: 504.71 F'e 355,330.69 309,335.13 748,514.63 236,834.72 484,416.84 BC OAL/Ryy: Cm 0.9910 0.9897 0.9786 0.9865 0.9933 420.65 Panel Point Moment 2,379.59 2,379.59 1,468.00 2,439.67 2,439.66 IBC Stress: Mid Panel Moment 1,526.10 975.55 734.00 1,587.45 969.77 0.94 Panel Pointfb 2,789.89 2,789.89 1,721.12 2,860.33 2,860.33 BCLIRz. Mid Panel fb 941.76 602.02 452.961 979.62 1,136.99 L1116.9021 - - TC Shear Stress: Fillers 0 0 01 0 0 9,262.51 Panel Point Stress 9,211.36 9,140.42 25,581.141 9,273.27 9,364.89 BC Shear stress: Mid Panel Stress 0.34021 0.34051 0.99251 0.3937 0.3253 13,640.32 Web Design Member Web Tension Allow Tension Web Comp I Allow Comp Weld Qty Material W2 14,584.47 16,730.22 3,884.161 6,028.21 6.22 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,202.51 7,826.93 2,511.20 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,348.19 18,714.09 8,915.70 9,477.88 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,229.46 10,742.43 2,423.55 4,985.18 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.02 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,168.58 18,714.09 8,293.72 8,302.95 3.17 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,357.97 7,826.93 1,913.61 3,318.29 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,280.83 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,658.64 14,381.54 6,422.23 6,473.51 2.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,486.49 5,758.64 1,403.671 1,869.32 4.11 x 0.090 1 C12BB= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,291.94 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,148.70 10,742.43 4,550.751 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,615.01 4,802.89 893.73 1,417.09 3.16 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,299.36 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 11 1,066.71 7,826.93 2,954.34 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,954.34 4,802.89 1,066.71 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.07 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W13 1,488.581 7,826.931 2,954.341 3,318.291 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W13 1,488.581 7,826.931 2,954.341 3.318.291 2.00 x 0.102 I 1 C16BB= 1.125 x 1.025 x.102 "Continued on Next Page.. STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 IGAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:37:52 AM NEW MILLENNIUM Location: Jeffs!Description: Mark: SUILOING SYSTFMS �ARUNGTON,WA Long Span 32LH3671M ---- - ---- J7 J Web Design Continued... MemberP Web Tension Allow Tension Web Comp Allow CompWeld Q Material 7 2,409.78 7,826.93 3,017.20 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,954.34 4,802.89 1,066.71 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 2,954.34 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,409.78 7,826.93 3,013.211 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,615.01 4,802.89 893.731 1,417.09 3.16 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,148.70 10,742.43 4,550.75', 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,291.991 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,486.49 5,758.64 1,403.671 1,869.32 4.11 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,658.64 14,381.54 6,422.231 6,473.51 2.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 1 2,000.00 5,758.64 2,280.901 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,357.97 7,826.93 1,913.611 3,318.29 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,168.58 18,714.09 8,293.72 8,302.95 3.17 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V11 2,000.00 5,758.64 2,266.11 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,229.46 10,742.43 2,423.55 4,985.18 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,348.19 18,714.09 8,915.701 9,477.88 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,651.801 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,856.95 16,730.22 3,925.581 5,996.13 6.33 x 0.158 1 IC32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 Job Numbcr Job Alamo: Date Run: 5819-0199 1 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/812019 8_37:52 AM NEW M NL L E N N I U M Location: Joist Description. ni„ Mark. ARLINGTON,WA I Long Span 32LH3671250 J7 TCX Oesi�gn` TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-4 3/4 Clear Bearing 0-4 5/8 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seal Type:Lapped Beat Type:Lapped i Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS - PAGE 1 Job Number Job Name: jDalc 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1118/201910:31:49 AM NEW M I L L E N N I U i\A l Location: Joist Description: Mark: wu$Lowr.SYRTFMII ARUNGTON,WA j Long Span 32LH364/250 _ JJ8 Geometry Base Length: Working Length: Joist Depth: Effective Depth BC Panel Length: Shape: 14-7 5/8 14-3 518 g 132.00 p 130.75 12(04-0 g Parallel Chords J Variable Left End Right End - - BC Panel 3-0 4-0 5/8 TC Panel 1-6 2-0 5/8 First Half 1-0 2-7 First Diag. 4-0 6-7 5/8 / Depth _132.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 14-7 5/8 L-BL Uniform (plf) DL 1 114.00 114.00 TC + 0-0 14-7 5/8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift If) W L 2 100.00 100.00 TC - 0-0 14-7 5/8 L-BL Axial (Ibs) SM (3) 9,000.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 14-7 5/8 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform(plf) SM 3 12.16 12.16 TC + 0-0 14-7 5/8 L-BL Conc @ any p Ibs LL(3) 2,000.001 0.00 BC + Conc anywhere(Ibs) CL 43) 500.001 0.00 TC + Stress Analysis Summary Int.Panel TC: Max Panel BC: I Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension l 24.00 55.00 13,711.65 3,762.59 940.65 111,354.02 4,860.57 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length. PP Dist. W2 9,014.55 10,457.21 0.00 0.00 5,417.24 966.64 45.85 0-2 V1S 9,006.06 10,315.68 0.00 0.00 3,243.93 3,733.34 35.63 1-6 W3 9,006.06 10,315.68 3,597.77 782.94 602.63 2,820.63 33.01 3-0 W4 9,004.47 11,354.02 3,597.77 782.94 3,007.77 1,717.13 39.01 4-0 W4 1,004,47 11,354,02 4,860.57 988.60 3,007,77 1,717,13 39.01 6-0 W3 9,002.05 10,627.06 4,860.57 988.60 1,389.29 2,798.05 43.67 8-0 V1S 9,002.05 10,627.06 0.00 0.00 3,337.70 4,278.49 39.01 12-7 W2 9,002.05 10,94-5.501 0.00 0.00 6,638.35 1,127.54 55.85 10-7 Standard Verticals Member Position Max Tension I Max Comp. Length V2 Interior 2,772.00 3,233.491 30.75 i STRESS ANALYSIS - PAGE 2 Job Number: �Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:31:49 AM NEW M I L L E N N I U M I Location: Joist Description: Mark: 8UIL niN❑ SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J8 Chord Properties _ Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 1 0.9576 JA381318= 1.8750 x 2.5630 x.199 BC 0.2597 0.4298 0.2574 1.0513 0.3969 0.0480 1 0.9471 jA16B= 1.3750 x 0.102 Axial and Bending Analysis K: Fy: Fb' Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 372.97 4,762.97 I7,144.46 16-10 318 21-0 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 55.00 22.63 1.1250 Min Weld Len 2X: Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,457.21 10,315.68 11,354.02 10,627.06 10,945.50 Max Load Fillers TC: fa 6,467.84 6,380.31 7,022.53 6,572.90 3,147.25 40,843.23 Maximum K L/r 41.75 78.29 46.97 71.76 59.04 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 41,025.79 33,384.71 37,510.16 137,489.62 Fa 25,426.67 18,703.87 24,615.47 20,030.82 22,506.10 TC OAURyy: 144.16 F'e 744,454.38 211,755.91 588,210.81 63,001.76 874,100.25 13COAURyy: Cm 0.9957 0.9849 0.9920 0.9478 0.9982 163.25 Panel Point Moment 3,376.68 4,293.95 3,233.78 12,140.61 10,243.57 BC Stress: Mid Panel Moment 1,448.51 3,333.08 2,228.00 7,969.75 3,676.01 0.31 BC LIRz: Panel Pointfb 5,374.27 6,834.19 5,146.83 19,322.80 2,917.44 213.676752 Mid Panel fb 1,142.96 2,629.99 1,758.02 6,288.59 1,046.95 TC Shear Stress: Fillers 0 0 0 1 0 4,793.40 Panel Point Stress 11,842,11 13,214,49 12,169,36 25,895.70 6,064.69 BC Shear Stress: 'Mid Panel Stress 0.2901 0.42551 0.3403 0.5515 0.1065 17,339.37 Web Design Member Web Tension -Allow Tension Web Comp Allow Comp Weld Qty Material W2 5,417.24 7,826.93 966.64 3,022.85 3.58 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 602.63 7,826.93 2,820.63 3,847.67 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 3,007.77 5,758.64 1,717.13 1,839.16 2.25 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 3,007.77 5,758.64 1,717.13 1,839.16 2.25 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W3 1,389.29 7,826.93 2,798.05 2,879.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 6,638.35 7,826.93 1,127.54 2,044.38 4.38 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V1 3,337.70 10,742.43 4,278.49, 4,944.80 2.33 x_0.129 1 _C_22BB = 1.125 x 1.110 x.129 V2 2,772.001 7,826.93 3,233.49 4,067.33 2.13 x 0.102 1 C16BB= 1.125 x 1.025 x.102 �i STRESS ANALYSIS- PAGE 3 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS111/8/201910:31:49 AM NEW M NL MILLENNIUM N Ns U M Location: Joist Description: Mark: J' ARLINGTON,WA `Long Span 32LH364/250 J8 TCX Design TCX Left 1 TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd.. TCX Depth 3 1/2 TCX Depth BPL Length 0-8 3/8 BPL Length 2-6 3/8 Clear Bearing 0-7 1/8 Clear Bearing 0-5 3/4 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 .Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Red LL Def L/120 0.00 Section Modulus 0.6283 Section Modulus 2.7859 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 1.0766 Mom of Inertia 5.4368 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:26:20 AM NEW MILLENNIUM Location: Joist Description: Mark: RIM nINR 4Y6TPM3 ARLINGTON,WA +Long Spam 32LH364/250 IJ9 Geometry Base Length: VI(Cr***Length: Jefst Depth: Effective Depth: 8C Panel Length: Shape: 44-3 5/8 43415/8 132.00 � 30.39 �10@4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-1 5/8 (lull.III,IJJIIIIIIIIIIIl11111111,IIII!IIII;IIIIIIIIIIIIIIILIIIIIIIJIIIIIIIIIIIIIIIIIIIIIIIJ TC Panel 1-6 1-5 5/8 First Half 1-0 1-2 (First Diag. 4-0 4-3 5/8 Depth j 32.00 132.00 Loads _ Load Type category Load1 Load2 Position Direction i Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Uniform if LL(1) 250.00 250.00 TC + ;0-0 44-3 5/8 L-BL Uniform If CL(1) 40.00 40.00 TC + '0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + f Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-3 5/8 L-BL Conc @ any p (Ibs) SM (2) 990.00 0.00 TC - Uniform (plf) SM 2 79.00 79.00 TC - 0-0 44-3 5/8 L-BL Conc @ any pp Cbs) LL 3) 2,000.00 0.00 BC + lAxial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM (3) 79.00 79.00 TC + 0-0 44-3 5/8 L-BL Conc Q any pp(Ihs) SM(3) 990.00 0.00 TC + Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + 1 Uniform (plf) CL 3 114.00 114.00 TC + j 0-0 44-3 5/8 L-BL Uniform If SM (3) 12.16 12.16 TC + 0-0 44-3 5/8 L-BL Axial Ibs SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc anywhere(Ibs) CL (3) 500.00 0.00 TC + Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 44-3 5/8 L-BL Stress Analysis Summary _ Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: M/nlmum Sheaf Max TC Comp Max BC Tension 24.00 48.00 19,870.88 - 19.876.01 2,469.00 42,857.49 142,251.43 -J Member TC Tension TC Compresion BC Tension BC Com resion Web Tension Web Comp. Web Length PP Dist. W2 9,015.75 15,959.97 0.00 0.00 14,406.55 4,018.12 45.60 0-2 V1S 9,007.15 15,681.66 0.00 0.00 3,291.11 4,324.17 35.32 1-6 W3 9,007.15 15,681.66 13,028.01 3,156.21 2,609.40 9,398.77 32.67 3-0 W4 9,006.63 22,058.83 13,028.01 3,156.21 9,980.91 2,866.10 38.73 4-0 W5 9,006.63 22,058.83 24,123.321 5,952.48 2,550.10 8,835.50 38.73 6-0 W6 9,005.93 29,109.70 24,123.321. 5,952.48 7,805.94 2,348.77 38.73 8-0 W7 9,005.93 29,109.70 32,666.331 8,249.66 2,032.77 6,660.53 38.73 10-0 W8 9,211.09 35,980.72 32,666.33 8,249.66 5,630.97 1,831.44 38.73 12-0 W9 9,211.09 35,980.72 38,657.02 10,047.75 1,515.43 4,632.58 38.73 14-0 W10 10,759.64 40,695.25 38,657.02 10,047.75 4,065.88 1,314.11 38.73 16-0 W11 10,759.64 40,695.25 42,095.411 11,346.75 1,179.22 3,147.06 38.73 18-0 W12 11,809.09 42,857.49 42,095.411 11,346.75 3,146.04 1,638.06 38.73 20-0 Continued on Next Page... I STRESS ANALYSIS -PAGE 1 G7 Job Number- Job Name: Date Run: 5819-0199 I GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:26:20 AM J NEW MILLENNIUM Location: Joist Description: Mark: null MING SYSTEMS ARLINGTON,WA Long Span 32LH364/250 IJ9 Stress Analysis Summary,Continued... Member TC Tension TC Com resion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W12 11,809.09 42,857.49 42,251.43 11,423.90 3,146.04 1,638.06 38.73 22-0 W11 10,854.89 40,947.65 42,251.43 11,423.90 1,179.22 3,147.06 38.73 24-0 W10 10,854.89 40,947.65 39,005.79 10,161.11 4,065.88 1,314.11 38.73 26-0 W9 9,342.56 36,425.86 39,005.79 10,161.11 1,515.43 4,632.58 38.73 28-0 W8 9,342.56 36,425.86 33,207.85 8,399.24 5,630.97 1,831.44 38.73 30-0 W7 9,001.76 29,579.28 33,207.85 8,399.24 2,032.77 6,660.53 38.73 32-0 W6 9,001.76 29,579.28 24,857.60 6,138.27 7,805.94 2,348.77 38.73 34-0 W5 9,001.07 22,645.38 24,857.60 6,138.27 2,550.10 8,835.50 38.73 36-0 W4 9,001.07 22,645.38 13,955.04 3,378.22 9,980.91 2,866.10 38.73 38-0 W3 9,000.52 15,963.51 13,955.04 3,378.22 2,660.93 9,564.10 33.46 40-0 V1S 9,000.52 15,963.51 0.00 0.00 3,331.20 4,493.61 36.38 42-10 W2 9,000.52 16,297.10 0.00 0.00 14,811.73 4,114.22 46.83 41 2 — Standard Verticals Member I Position I Max Tension Max Comp. , Length V2 I Interior 1 2,797.761 3,827.08 30.39 Job Number. Job Name: STRESS ANALYSIS - PAGE 2 i Date Run: I5819-0199 I GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:26:20 AM NEW MILLENNIUM Location: Joist Description: a"R-1, SYSTEMS ARLINGTON,WA Long Span 32LH364/250 lmafk J9 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 JA401318= 1.8750 x 2.8790 x.218 BC 0.7132 0.6446 0.3831 1.3432 0.6159 1 0.2963 1.0000 1 A36B =2.0780 x 0.188 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: 240. MaX 8rldg TC: 1 Max Bddg BC: 0.75 50,000.00 30,000.00 754.52 331.62 ILL 497.43 164118 116.4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 34.00 15.63 1.1250 Min Weld Len 2X.• Bending Load 404.00 404.00 404.00 404.00 404.00 0.5000 Axial Load 15,959.97 15,681.66 42,857.49 15,963.51 16,297.10 Max Load Fillers TC: fa 8,405.29 8,258.72 22,570.83 8,407.16 4,334.57 47,958.55 Maximum K L/r 41.18 77.22 46.331 87.52 40.221 Max Load no Fillers TC: Fcr 41,952.38 31,258.48 40,668.98 27,808.00 42,180.311 44,176.14 TC Fa 25,171.43 18,755.09 24,401.39 16,684.80 25,308.19 452.50 y: 52.50 F'e 947,338.88 269,465.28 748,514.63 209,791.30 1,793.038.25 BCOAURyy. Cm 0.9956 0.9847 0.9798 0.9800 0.9988 392.82 Panel Point Moment 3,584.70 4,519.79 3,393.78 5,784.16 4,769.12 BC Stress: Mid Panel Moment 1,473.99 3,491.15 2,308.00 4,045.59 1,385.52I 099 BC LIRZ: Panel Point fb 4,202.80 5,299.12 3,978.96 6,781.51 1,292.75 125.292937 Mid Panel fb 909.61 2,154.41 1,424.28 2,496.56 467.74 TC Shear Stress: Fillers 0 0 0 0 0 9,845.94 Panel Point Stress 12,608.09 13,557.85 26,549.79 15,188.67 5,627.311'BC Shear Stress: Mid Panel Stress 0.3628 0.5106 0.9711 0.5863 0.1022 16,681.34 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,406.55 16,730.22 4,018.12 6,782.97 6.14 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 2,609.40 18,714.09 9,398.77 9,647.71 3.60 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,980.91 14,381.54 2,866.10 6,468.31 4.48 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W5 2,550.10 24,373.24 8,835.50 10,314.59 3.17 x 0.188 1 IC38BA= 1.125 x 1.845 x.199 W6 7,805.94 8,984.69 2,348.77 4,028.02 4.45 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W7 2,032.77 16,730.22 6,660.53 7,204.94 2.84 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,630.97 5,758.64 1,831.44 1,866.33 4.21 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,515.43 10,742.43 4,632.58 4,981.22 2.42 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W10 4,065.88 4,802.89 1,314.11 1,414.83 3.56 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,179.22 7,826.93 3,147.06 3,315.49 2.08 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 3,146.04 5,758.64 1,638.06 1,866.33 2.35 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W12 3,146.04 5,758.64 1,638.06 1,866.33 2.35 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W11 1,179.22 7,826.93 3,147.06 3,315.49 2.08 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 4,065.88 4,802.89 1,314.11 1,414.83 3.56 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,515.43 10,742.43 4,632.58 4,981.22 2.42 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,630.97 5,758.64 1,831.44 1,866.33 4.21 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 2,032.77 16,730.22 6,660.53 7,204.94 2.84 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W6 7,805.94 8,984.691 2,348.77 4,028.021 4.45 x 0.118 1 C186B= 1.125 x 1.035 x.118 W5 2,550.10 24,373.241 8,835.501 10,314.59 3.17 x 0.188 1 C38BA= 1.125 x 1.845 x.199 *Continued on Next Page... STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:26:20 AM NEW MILLENNIUM Location: Joist Description: Mark: A"1L.1Wr. SYSTFMS ARLINGTON,WA Long Span 32LH364/250 IJ9 Web Design,Continued... Member Web Tension Allow Tension Web Comp 1 Allow Comp Weld Qty Material W4 9,980.91 14,381.54 2,866.101 6,468.31 4.48 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,660.93 24,373.24 9,564.10 11,825.64 3.44 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W2 14,811.73 16,730.22 4,114.22 6,586.45 6.31 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,331.20 10,742.43 4,493.61 5,282.29 2.35 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,797.76 7,826.93 3,827.081 4,103.13 2.49 x 0.102 1 C16BB= 1.125 x 1.025 x.102 STRESS ANALYSIS -PAGE 3 40�/� Job Number.' Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/20119 10:26:20 AM NEW MILLENNIUM rARLINGTON, cation: Joist Description: Mark: SYSTEMS WA Long Span 32LH364/250 IJ9 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 1-11 Clear Bearing 0-6 7/8 Clear Bearing 0-4 5/8 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 2.9622 Re d SM 0.0097 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 5.7504 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped SW Type:Lapped(Reinforced) I i Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP I STRESS ANALYSIS - PAGE 1 G7 Job Number.' Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BL_DG B-SHOPORDERS 11/8/2019 9:48:59 AM NEW MILLENNIUM Location: Joist Description: Mark: SOIL Ml^r, SYSTEMS ARLINGTON,WA Long Span 32LH364/250 TJ12 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length Shape: 44-9 1/4 44-51/4 32.00 30.53 10 @ 4-0 Parallel Chords Variable Left End I Right End BC Panel 2-11 5/8 3-7 5/8 TC Panel 1-5 5/8 1-11 5/8 First Half 1-0 1-2 First Diag. 3-11 5/8 4-9 5/8 Depth 132.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform(plf) LL(1) 250.00 250.00 TC + 0-0 44-9 1/4 L-BL Uniform(plf) DL(1) 114.00 114.00 TC + 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL 2 100.00 100.00 TC - 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-9 1/4 L-BL Axial(Ibs) SM (3) 19,000.00 0.00 TC + 0-0 0-0 L-BL Uniform If SM (3) 12.16 12.16 TC + 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.001 TC I + Stress Analysis Summary _ Int Panel TC: Max Panel BC: Reaction LE: i Reaction RE: Minimum Shear: Max TC Comp Max BC Tension 24.00 48.00 9,076.67 19,082.00 2,270.50 139,581.81 139,185.67 Member TC Tension TC Compresion BC Tension BC Com_presion Web Tension Web Comp, Web Length PP Dist. W2 19,013.44 22,546.98 0.00 0.00 13,148.64 3,208.20 45.42 0-2 V1S 19,006.11 22,405.60 0.00 0.00 3,248.92 3,747.57 35.45 1-5 5/8 W3 19,006.11 22,405.60 11,797.73 3,035.89 2,113.09 8,663.78 32.81 2-115/8 W4 19,005.85 25,697.22 11,797.73 3,035.89 9,214.36 2,215.26 38.84 3-11 5/8 W5 19,005.85 25,697.22 21,977.39 5,616.56 1,960.88 8,174.07 38.84 5-11 5/8 W6 19,005.50 29,342.36 21,977.39 5,616.56 7,248.11 1,706.49 38.84 7-11 5/8 W7 19,005.50 29,342.36 29,868.24 7,568.45 1,452.11 6,207.82 38.84 9-11 5/8 W8 19,005.15 32,955.36 29,868.24 7,568.45 5,281.86 1,197.73 38.84 11-115/8 W9 19,005.15 32,955.36 35,470.28 8,891.54 943.34 4.248.72 38.84 13-115/8 W10 19,004.81 37,412.99 35,470.28 8,891.54 3,322.76 943.43 38.84 15-115/8 W11 19,004.81 37,412.99 38,783.50 9,585.83 1,383.60 2,887.90 38.84 17-115/8 W12 19,004.46 39,581.81 38,783.50 9,585.83 2,887.90 1,673.59 38.84 19-115/8 W12 19,004.46 39,581.81 39,185.67 9,651.33 2,887.90 1,673.59 38.84 21-11 5/8 W11 19,004.11 38,053.58 39,185.67 9,651.33 1,383.60 2,887.90 38.84 23-11 5/8 W 10 19,004.11 38,053.58 36,349.28 9,088.04 3,322.76 943.43 38.84 25-11 518 W9 19,003.76 34,072.78 36,349.28 9,088.04 943.34 4,248.72 38.84 27-11 5/8 W8 19.003.76 34,072.78 31,224.08 7,895.95 5,281.86 1,197.73 38.84 29-11 5/8 W7 19,003.41 30,001.91 31,224.08 7,895.95 1,452.11 6,207.82 38.84 31-11 5/8 W6 19,003.41 30,001.91 23,810.07 6,075.06 7,248.11 1,706.49 38.84 33-11 5/8 Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number.' Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:48:59 AM NEW MILLENNIUM Location: Joist Description: Mark: BU11-01Nr, SVSTFMS ARLINGTON,WA Long Span 32LH364/250 TJ12 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension 113CCompresion Web Tension Web Comp. WebLengthl PP Dist. W5 19,003.06 26,522.05 23,810.07 6,075.06 1,960.88 8,174.07 38.84 35-11 5/8 W4 19,003.06 26,522.05 14,107.241 3,625.38 9,214.36 2,215.26 38.84 37-11 5/8 W3 19,002.79 23,156.35 14,107.24 3,625.38 2,090.19 8,590.96 33.59 39-11 5/8 V1 S 1 19,002.79 23,156.35 0.00 0.001 3,275.64 3,918.661 36.50 42-9 5/8 W2 1 19,005.08 23,347.8710.00 0.001 14,800.09 3,604.101 51.62 41-1 5/8 Standard Verticals Member Position I Max Tension I Max Comp. Length 1. V2 1, Interior f 2,772.001 3,283.27+ 30.53 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: �Date Run: 15819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 9:48:59 AM NEW MILLENNIUM Location: Joist Description: Mark: nim rnNn SVRTFk4% ARLINGTON,WA Long Span 32LH364/250 TJ12 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 A0.8495 0.5383 0.9576 A38B18= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 1 0.6159 0.2963 1.0000 A36B =2.0780 x 0.188 Axial and Bending Analysis K: F : Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Brid BC: 0.75 50,000.00 30,000.00 708.23 301.53 1452.29 116-5 17-9118 1 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords.- Length 15.63 30.00 24.00 34.00 21.63 1.1250 Min Weld Len 2X: Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 22,546.98 22,405.60 39,581.81 23,156.35 23,347.87 Max Load Fillers TC: fa 13,945.43 13,857.99 24,481.57 14,322.33 5,848.96 40,843.23 Maximum K L/r 40.78 78.29 31.32 88.73 56.43 Max Load no Fillers TC: Fcr 42,618.09 31,173.11 44,702.41 27,591.05 38,310.001 37,489.62 Fa 25,570.86 18,703.87 26,821.45 16,554.63 22,986.001 TC oauRyy: 447.92 F'e 780,617.00 211,755.91 588,210.81. 164,861.86 932,008.25 BC OAURyy: Cm 0.9911 0.9673 0.9721 0.9566 0.99691 397.01 Panel Point Moment 3,341.78 4,293.60 3,233.78 5,588.57 5,150.871 BC Stress: Mid Panel Moment 1,407.29 3,332.66 2,228.00 3,811.46 2,370.421 0.92 Panel Pointfb 5,318.73 6,833.62 5,146.83 F 8,894.69 1,271.23 'BC!/Rz: Mid Panel fb 1,110.43 2,629.66 1,758.021 3,007.47 779.85 125.2937 TC Shear Stress: Fillers 0 0 41 0 0 11,338.83 Panel Point Stress 19,264.16 20,691.61 29,628.411 23,217.02 7,120.18 BC Shear Stress: I.Mid Panel Stress 0.5805 0.8293 0.96961 0.9693 0.2788 15,340.15 Web Design Member Web Tension Allow Tension_ Web Comp Allow_Comp Weld Qty Material W2 13,148.64 14,381.54 3,208.20 6,137.90 5.90 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,113.09 18,714.09 8,663.78 9,617.49 3.32 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,214.36 10,742.43 2,215.26 4,966.83 4.81 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,960.88 18,714.09 8,174.07 8,271.42 3.13 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,248.11 7,826.93 1,706.49 3,305.32 4.79 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,452.11 14,381.54 6,207.82 6,449.43 2.79 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,281.86 5,758.64 1,197.73 1,855.52 3.95 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 943.34 10,742.43 4,248.72 4,966.83 2.22 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,322.76 4,802.89 943.43 1,406.64 2.91 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,383.60 7,826.93 2,887.90 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,887.90 5,758.64 1,673.59 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,887.90 5,758.64 1,673.59 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 11 1,383.60 7,826.93 2,887.90 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W10 3,322.76 4,802.89 943.43 1,406.64 2.91 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 943.34 10,742.43 4,248.72, 4,966.83 2.22 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,281.86 5,758.64 1,197.73 1,855.52 3.95 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,452.111 14,381.54 6,207.82 6,449.431 2.79 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,248.111 8,984.69 1,706.49, 4,015.781 4.14 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 1,960.881 18,714.09 8,174.07 8,271.421 3.13 x 0.176 1 C34AA= 1.125 x 1.549 x.176 ' Continued on Next Page... Y Job Number: Job Name: STRESS ANALYSIS -PAGE 2 Date Run: G� 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 9:48:59 AM NEW MILLENNIUM Location: Joist Description: Mark: 6LLLMING SYSTEMS ARLINGTON,WA Long Span 32LH364/250 TJ12 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,214.36 10,742.43 2,215.26 4,966.83 4.81 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,090.19 18,714.09 8,590.96 9,440.37 3.29 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,800.09 16,730.22 3,604.10 5,821.57 6.31 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,275.64 8,984.691 3,918.66 4,388.14 2.14 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V2 2.772.001 7,826.931 3,283.271 4,088.95 2.15 x 0.102 1 IC16BB= 1.125 x 1.025 x.102 I STRESS ANALYSIS -PAGE 3 Job Number: Job Name: Date Run: 5819-0199 I GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:48:59 AM NEW MILLENNIUM Location: Joist Description: Mark: AL111-oINM sYSTEMs ARLINGTON,WA Long Span 32LH364/250 TJ12 TCX Design TCX Left TCX Right TCX Length 0-2 TCX Length 0-0 1/2 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 BPL Length 2-6 1/2 Clear Bearing 0-6 1/8 Clear Bearing 0-6 BPL Material:2024 =2 x 2 x.248 BPL Material:2525=2 1/2 x 2 1/2 x.250 Total Load 364.00 Total Load 364.001 Reqd TL Def L/80 0.031 Reqd TL Def L/80 0.01 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.6283 Section Modulus 3.0396 Reqd SM 0.0081 Reqd SM 0.0032 Mom of Inertia 1.0766 Mom of Inertia 6.0786 Reqd MI 0.0007 Reqd MI _ 0.0002 Type:Lapped Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c:DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number.• Jab N,p� a, Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS l 11/8/2019 9:26:39 AM NEW MILLENNIUM Location; Joist Description: Mark 6IJILOIN❑ SVSTEMS ARLINGTON,WA Long Span 32LH364/250 �TJ15 _ J Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-7 7/8 44-3 7/8 32.00 30.70 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 2-11 5/8 3-6 1/4 TC Panel 1-5 5/8 1-10 1/4 -7 J First Half 1-0 1-2 First Diag. 3-11 5/8 4-8 1/4 Depth 132.00 32.00 Loads Load Type Category Load1 Load2 Position Direction i Lo0/Begin Sp/End Reference Uniform(plf) DL 1 114.00 114.00 TC + 1 0-0 44-7 7/8 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-7 7/8 L-BL Gross Uplift(plf) WL 2) 100.00 100.00 TC - 0-0 44-7 7/8 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL 3) 114.00 114.00 TC + 0-0 44-7 7/8 L-BL Uniform(plf) SM(3) 12.16 12.16 TC + 10-0 44-7 7/8 L-BL Conc @ any pp (Ibs) LL(3) 2,000.00 0.00 BC + Stress Analysis Summary Int.Panel TC. Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max 80 Tension 24.00 148.00 (8,066.77 8,066.77 2,016.69 134,934.17 I34,751.86 Member TC Tension TC Compresion BC Tension I BC Com resion Web Tension Web Comp. Web Length PP Dist. W2 7,300.00 10,272.68 0.001 0.00 11,613.27 3,190.46 45.53 0-2 V1S 7,300.00 10,132.04 0.001 0.00 2,318.50 2,583.16 35.58 1-55/8 W3 7,300.00 10,132.04 10,961.45 3,011.39 2,105.45 7,663.85 32.96 2-11 5/8 W4 7,300.00 15,901.85 10,961.451 3,011.39 8,020.91 2,203.55 38.96 3-11 5/8 W5 7,300.00 15,901.85 20,273.061 5,569.52 1,949.67 7,096.80 38.96 5-11 518 W6 7,300.00 24,075.08 20,273.061 5,569.52 6,172.70 1,695.80 38.96 7-11 5/8 W7 7,300.00 24,075.08 27,307.90 7,502.17 1,441.92 5,248.60 38.96 9-11 5/8 W8 8,233.94 29,971.54 27,307.90 7,502.17 4,324.50 1,188.05 38.96 11-115/8 W9 8,233.94 29,971.54 32,065.98 8,809.34 934.18 3,400.40 38.96 13-115/8 W 10 9,228.36 33,591.23 32,065.98 8,809.34 2,559.93 932.30 38.96 15-11 5/8 W11 9,228.36 33,591.23 34,547.30 9,491.02 1,161.79 2,559.93 38.96 17-115/8 W12 9,597.30 34,934.17 34,547.30 9,491.02 2,559.93 1,161.79 38.96 19-115/8 W12 9,597.30 34,934.17 34,751.86 9,547.21 2,559.93 1,161.79 38.96 21-11 5/8 W11 9,340.75 34,000.34 34,751.86 9,547.21 1,161.79 2,559.93 38.96 23-11 5/8 W 10 9,340.75 34,000.34 32,679.641 8,977.92 2,559.93 932.30 38.96 25-11 5/8 W9 8,458.72 30,789.75 32,679.641 8,977.92 934.18 3,400.40 38.96 27-11 5/8 W8 8,458.72 30,789.75 28,330.671 7,783.15 4,324.50 1,188.05 38.96 29-11 5/8 W7 7,300.00 25,302.39 28,330.67 7,783.15 1,441.92 5,248.60 38.96 31-11 5/8 W6 7,300,00 25,302,39 21,704.93 5,962,89 6,172,70 1,695,80 38.96 33-11 518 W5 7,300.00 17,538.28 21,704.93 5,962.89 1,949.67 7,096.80 38.96 35-11 5/8 W4 7,300.00 17,538.28 12,802.43 3,517.15 8,020.91 2,203.55 38.96 37-11 5/8 W3 7,300.00 10,640.69 12,802.43 3,517.15 2,094.58 7,624.27 33.74 39-11 5/8 V1 S 7,300.00 10,640.69 O.Oot 0.00 2,387.06 2,710.55 36.64 42-9 5/8 Continued on Next Page.. I STRESS ANALYSIS- PAGE 1 �58189-0199 b Number.- Job Name: Date Run: GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:26:39 AM NEW MILLENNIUM ction Joist Description: Mark: 8UIL-oiNr SYSTEMS ARLINGTON,WA Long Span 32LH364/250 TJ15 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension TBC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,300.00 10,826.5O 0.001 0.001 12,795.991 3,515.381 50.62 41-1 5/8 Standard Verticals Member Position Max Tension I Max Comp. Length f V2 Interior 2,000.00 2,282.70 30.70 STRESS ANALYSIS - PAGE 2 G� Job Number. Job Name: Date Run: 5819-011 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:26:39 AM NEW MILLENNIUM Location: Joist Description: Mark: AUILOIN❑ -STEMS ARLINGTON,WA Long Span 32LH3641250 ITJ15 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.7132 0.7206 0.3726 1.2175 0.7275 0.3704 0.9837 jA36B18= 1.8750 x 2.2810 x.188 BC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 1 A34A= 1.9380 x 0.176 Axial and Bending Analysis K: F : Fb: Mom of Inertia: LL 360: LL 240: Max Brid TC: Max Brid BC: 0.75 50,000.00 30,000.00 626.71 I268.90 1403.34 116-91/2 15-113/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 15.63 30.00 24.00 34.00 20.25 1.1250 Min Weld Len 2X Bending Load 364.00 364.00 364.001 364.00 364.00 0.5000 Axial Load 10,272.68 10,132.04 34,934.17 10,640.69 10,826.50 Max Load Fillers TC: fa 3,124.86 7,103.23 24,491.15 7,459.82 2,848.03 38,276.20 Maximum K Ur 41.94 80.52 48.31 91.25 54.35 Max Load no Fillers TC: Fcr 43,340.18 30,855.10 41,583.681 27,022.70 39,770.36 '871.27 Fa 26,004.11 18,513.06 24,950.21 16,213.62 23,862.21 TC .8URyy: 436.87 Fe 1,880,875.88 165,136.77 458,713.251 128,566.68 856,269.69 BCOAURyy: Cm 0.9992 0.9785 0.96421 0.9710 0.9983 1413.05 Panel Point Moment 2,348.38 2,348.38 1,456.001 3,078.66 3,078.6611 BC stress: Mid Panel Moment 1,442.70 1,278.27 728.001 1,683.50 1,701.76 0.93 Panel Point fb 684.61 4,924.70 3,053.311 6,456.12 889 67 BC 134.868693 Mid Panel fb 420.58 1,255.32 714.931 1,653.28 491.77 Fillers 0 0 0 0 0 TC Shear Stress: 12,127.09 Panel Point Stress 3,809.48 12,027.92 27,544.46 13,915.95 3,737.70 BC Shear stress: Mid Panel Stress 0.0744 0.42351 1.0044 0.5136 0.0764 15,750.44 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Oty Material W2 11,613.27 14,381.54 3,190.461 6,122.21 5.21 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,105.45 16,730.22 7,6637851 8,326.11 3.27 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W4 8,020.91 10,742.43 2,203.55 4,950.57 4.19 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,949.67 16,730.22 7,096.80 7,159.51 3.02 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W6 6,172.70 7,826.93 1,695.80 3,293.84 4.08 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,441.92 14,381.54 5,248.60 6,428.12 2.36 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 4,324.50 4,802.89 1,188.05 1,397.47 3.78 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 934.18 8,984.69 3,400.40 4,001.96 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W 10 2,559.93 4,802.89 932.30 1,397.47 2.24 x 0.077 1 C10AB = 1.125 x 0.756 x.077 W 11 1,161.79 7,826.93 2,559.93 3,293.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,559.93 4,802.89 1,161.79 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 12 2,559.93 4,802.89 1,161.79 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,161.79 7,826.93 2,559.93 3,293.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 2,559.93 4,802.89 932.30 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 934.18 8,984.69 3,400.40 4,001.96 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W8 4,324.50 4,802.89 1,188.05 1,397.47 3.78 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W7 1,441.92 14,381.54 5,248.60 6,428.12 2.36 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 6,172.701 7,826.93 1,695.801 3,293.84 4.08 x 0.102 1 T16BB= 1.125 x 1.025 x.102 W5 1,949.671 16,730.22 71096.80 7,159.51 3.02 x 0.158 1 C32BA= 1.125 x 1.520 x.158 "Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date R m: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:26:39 AM NEW MILLENNIUM Location: Joist Desaiption: Mark: MIMI nwr.. ARLINGTON,WA (Long Span 32LH364/250 TJ15 __ J Web Design ,Continued... _ Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 8,020.91 10,742.43 2,203.551 4,950.57 4.19 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,094.58 16,730.22 7,624.271 8,171.28 3.25 x 0.158 1 C32BA= 1.125 x 1.520 x.158 1 W2 12,795.99 14,381.54 3,515.38 5,399.20 5.74 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 1 2,387.06 7,826.931 2,710.55 3,604.09 2.00 x 0.102 1 1 C16BB= 1.125 x 1.025 x.102 V2 1 2.000.00 5,758.641 2,282.70 2,777.02 2.00 x 0.090 1 1 C12BB= 1.125 x 0.799 x.090 i M STRESS ANALYSIS - PAGE 3 G� Job Number: Job Name: i Date Run: 15819-0199 GAYTEWAY BUSINESS PARK B_LDG B-SHOPORDERS 11/8/2019 9:26:39 AM NEW IMI NL s E NENS U M rLocation: Joist Description: Mark: ARLINGTON,WA Long Span 32LH364/250 �T.1115 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 1-10 1/8 BPL Length 2-4 3/8 Clear Bearing 0-4 1/4 Clear Bearing 0-4 7/8 BPL Material:2024=2 x 2 x.248 BPL Material: 2525=2 1/2 x 2 1/2 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 _ 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.6876 Section Modulus 2.6238 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 5.2742 Mom of Inertia 4.6634 Reqd MI 0.0000 Reqd MI 0.0000 ;Seat Type:Lapped(Reinforced) t Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP I STRESS ANALYSIS- PAGE 1 Job Number: Job Name: �Date Run: 15819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOP ORDERS 11/8/201910:52:35 AM NEW 'MI NL s E N Ns U M Location. Joist Description: Mark: ARLINGTON,WA lLong Span 32LH367/250 ITJ19 Geometry Base Length: Working Length: 'Joist Depth Effective Depth: BC Panel Length: Shape: 49-10 49-6 32.00 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 12-11 5/8 3-6 3/8 TC Panel 1-5 5/8 2-0 3/8 First Half 1-0 2-4 �.�/ �/� 1 First Diag. 3-11 5/8 5-10 3/8 Depth 32.00 132.00 Loads Load Type Category Load Load2 Position jDirection Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC I + 1 0-0 49-10 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-10 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-10 L-BL Axial(Ibs) SM(3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) CL(3) 117.00 117.00 TC + 0-0 49-10 L-BL Uniform (plf) SM(3) 12.48 12.48 TC + 0-0 49-10 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Stress Analysis Summary 1Int.Panel TC: I Max Panel BC: Reaction LE: Reaction RE: i Minimum Shear: Max TC Comp.: Max BC Tension 24.00 52.00 9,083.25 19,083.25 2,270.81 144,360.65 144,375.76 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,300.00 10,756.84 0.00 0.00 13,199.43 3,596.57 45.30 0-2 V1S 7,300.00 10,610.86 0.00 0.00 2,325.26 2,731.33 35.29 1-5 5/8 1 W3 7,300.00 10,610.86 12,605.23 3,434.67 2,386.99 8,760.24 32.64 2-11 5/8 W4 7,300.00 18,394.06 12,605.23 3,434.67 9,333.05 2,543.07 38.69 3-11 5/8 W5 7,300.00 18,394.06 23,602.49 6,431.20 2,288.10 8,397.31 38.69 5-11 5/8 W6 7,692.24 28,230.53 23,602.49 6,431.20 7,461.57 2,033.13 38.69 7-11 5/8 W7 7,692.24 28,230.53 32,278.17 8,795.14 1,778.15 6,525.83 38.69 9-11 5/8 W8 9,739.90 35,745.42 32,278.17 8,795.14 5,590.08 1,523.18 38.69 11-115/8 W9 9,739.90 35,745.42 38,632.27 10,526.50 1,268.21 4,654.34 38.69 13-115/8 W10 11,154.97 40,938.73 38,632.27 10,526.50 3,718.60 1,013.24 38.69 15-115/8 W11 11,154.97 40,938.73 42,664.80 11,625.29 1,107.45 2,894.95 38.69 17-115/8 W12 11,937.46 43,810.47 42,664.80 11,625.29 2,894.95 1,107.45 38.69 19-115/8 W13 11,937.46 43,810.47 44,375.76 12,091.49 1,313.48 2,894.95 38.69 21-11 5/8 W13 12,087.37 44,360.65 44,375.76 12,091.49 1,313.48 2,894.95 38.69 23-11 5/8 W12 12,087.37 44,360.65 43,765.13 11,925.11 2,894.95 1,107.45 38.69 25-11 5/8 W11 11,604.70 42,589.23 43,765.13F 11,925.11 1,107.45 2,894.95 38.69 27-11 5/8 W10 11,604.70 42,589.23 40,832.941 11,126.14 3,718.60 1,013.24 38.69 29-11 5/8 W9 10,489.44 38,496.24 40,832.941 11,126.14 1,268.21 4,654.34 38.69 31-11 5/8 W8 10,489.44 38,496.24 _ 35,579.161 9,694.59 5,590.08 1,523.18 38.69 33-11 5/8 W7 8,741.60 32,081.68 35,579.16 9,694.59 1,778.15 6,525.83 38.69 35-11 5/8 W6 8,741.60 32,081.68 28,003.81 7,630.47 7,461.57 2,033.13 38.69 37-1 1 5/8 W5 7,300.00 23,345.55 28,003.81 7,630.47 2,288.10 8,397.31 38.69 39-11 5/8 W4 7,300.00 23.345.55 18,106.89 4,933.761 9,333.051 2,543.07 38.69 41-11 5/8 "Continued on Next Page... i STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:52:35 AM i NEW M MILLENNIUM E N Ns U M Location: Joist Description: Mark: '1 ARLINGTON,WA Long Span 32LH3671250 IT.I19 Stress Analysis Summary,Continued... Member j TC Tension I TC Compresion BC Tension BC Compresion Web Tension Web Comp, Web Length PP Dist. W 3 7,300.001 11,183.57 18,106.89 4,933.76 2,852.86 10,469.98 41.29 43-11 5/8 V1S 7,300.001 11,183.57 0.00 0.00 2,325.26 2,731.33 35.29 47-9 5/8 W2 7,300.001 11,627.71 0.001 0.00 14,546.83 3,963.72 50.51 46-3 5/8 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,000.00 2,304.711 30.35 i STRESS ANALYSIS - PAGE 2 G� Job Number. Job Name: Date Ran: - 5819-0199 �GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2079 10:52:35 AM N E WJ MILLENNIUM(Location: Joist Description: Merk - [ARLINGTON,WA Long Span 32LH367/250 T09 J Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 1 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: I Mom of India: LL 360: I LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 I30,000.00 806.84 248.52 372.79 I15-101/2 17-71/4 I Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE E I Gap Between Chords: Length 15.63 30.00 24.00 46.00 22.38 1.1250 f MJn Weld _.C: Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 10,756.84 10,610.86 44,360.65 11.183.57 11,627.71 Max Load Fillers TC: fa 2,861.01 5,588.19 23,362.461 5,889.81 3,092.64 49,729.63 Maximum K L/r 40.22 77.22 46.33 118.40 57.59 Max Load no Fillers TC: Fcr 42,180.31 31,258.48 40,668.98 17,904.56 37,515.66 45,804.73 Fa 25,308.19 18,755.09 24,401.39 10,742.74 22,509.39 TC oauRyy: 509.42 F'e 1,793,038.25 269,465.28 748,514.63 114,611.88 874,386.63 BCoaL/Ryy. Cm 0.9992 0.9896 0.9791 0.9743 0.9982 424.58 Panel Point Moment 2,263.39 2,263.39 1,468.00 5,530.91 5,530.90 BC Stress: Mid Panel Moment 1,367.63 1,325.50 734.00 3,257.67 3,545.80 0.91 Panel Point fb 613.53 2,653.66 1,721.12 6,484.58 1,499.24 126.64: 26.6439 Mid Panel fb 370.72 817.97 452.96 2,010.33 961.15 - Fillers 0 0 01 0 0 9,069.17 stress: Panel Point Stress 3,474.54 8,241.85 25,083.591 12,374.391 4,591.88E BC Shear Stress: Mid Panel Stress 0.0697 0.3243 0.9721 0.61561 0.1028 13,362.38 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,199.43 14,381.54 3,596.57 6,155.61 5.93 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,386.99 18,714.09 8,760.24 9,656.04 3.35 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,333.05 10,742.43 2,543.07 4,985.18 4.87 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 2,288.10 24,373.24 8,397.31 10,323.31 3.02 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,461.57 7,826.93 2,033.13 3,318.29 4.93 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,778.15 16,730.22 6,525.83 7,210.82 2.78 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,590.08 5,758.64 1,523.18 1,869.32 4.18 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,268.21 10,742.43 4,654.34 4,985.18 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,718.60 4,802.89 1,013.24 1,417.09 3.25 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,107.45 7,826.93 2,894.95 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,894.95 4,802.89 1,107.45 1,417.09 2.53 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 W 13 1,313.48 7,826.93 2,894.95 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,313.48 7,826.93 2,894.95 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,894.95 4,802.89 1,107.45 1,417.09 2.53 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,107.45 7,826.93 2,894.95 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,718.60 4,802.89 1,013.24 1,417.09 3.25 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,268.21 10,742.43 4,654.34 4,985.18 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,590.08 5,758.64 1,523.18 1,869.32 4.18 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,778.151 16,730.22 6,525.83 7,210.82 2.78 x 0.158 1 C32BA= 1.125 x 1.520 x.158 "Continued on Next Page... 1 STRESS ANALYSIS - PAGE 2 Job Number: Job Name: I Date Run: 5819-0199 IGAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 10:52:35 AM NEW MILLENNIUM Location: Joist Description: Mark: RLLLOIN6 SYSTFMS ARLINGTON,WA (Long Span 32LH367/250 TJ19 Web Design Continued... _ Member Web Tension Allow Tension Web Comp I Allow Comp Weld QtY Material W6 7,461.57 7,826.93 2,033.131 3,318.29 4.93 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,288.10 24,373.24 8,397.311 10,323.31 3.02 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,333.05 10,742.43 2,543.071 4,985.18 4.87 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,852.86 28,624.38 10,469.98 11,032.67 3.76 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W2 14,546.83 16,730.22 3,963.721 5,996.13 6.20 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 2,325.26 7,826.93 2,731.331 3,631.84 2.00 x 0.102 1 1 IC16BB= 1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,304.71 L2,818.97 2.00 x 0.090 1 IC12BB= 1.125 x 0.799 x.090 t STRESS ANALYSIS - PAGE 3 Job Numbe, Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:52:35 AM _ NEW„M NL S E N Ns U M Location: Joist Description: Mark: ARLINGTON,WA (Long Span 32LH367/250 TJ19 TCX Dest�n TCX Left _ TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-10 3/4 BPL Length 2-5 1/2 Clear Bearing 0-4 1/2 Clear Bearing 0-4 5/8 LPL Material:2024=2 x 2 x.248 - _ BPL Material:2024=2 x 2 x.248 Total Load s 367.00 Total Load 1 367.00] Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.9622 Section Modulus 2.9622 Reqd SM 0.0000 Reqd SM 0.0000 ,Mom of Inertia 5.75041 Mom of Inertia 5.7504 Reqd MI 0.00001 Reqd MI 0.0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) —T i Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 Job Number.' Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:47 AM_ NEW M I L L E N N I U M Location: Joist Descd(bn: Mark mi�iafwir. SYRTpMR A NIRL GTON,WA _[Long Span 32LH367/250 ITJ2 Geometry Base Length. Working Length: o;st Dof the Effective Depth: BC Panel Length: Shape: 49-4 318 49-0 3/8 3, 30.29 ill @ 4-0 Parallel Chords Variable Left End I Right End BC Panel f 3-6 3-6 3/8 TC Panel 2-4 2-0 3/8 First Half 1-2 1-2 `,Ii - ✓" �! w`' First Diag. 4-8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Lac/Begin Sp/End Reference Uniform(plf) DL(1) 117.00 117.00 TC + '0-0 49-4 3/8 L-BL Uniform If LL(1) 250.00 250.00 TC + 1 0-0 49-4 3/8 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 26-0 32-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/8 L-BL Conc Load (Ibs) SM 2) 990.00 0.00 TC - 26-0 32-0 L-OAL Uniform(plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/8 L-BL Axial (Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL 3 2,000.00 0.00 BC + Conc Load (Ibs) CL(3) 420.00 0.00 TC + 26-0 32-0 L-OAL Conc Load (Ibs) SM (3) 990.00 0.001 TC I + 26-0 32-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE., Reaction RE: Minimum S 124.00 148.00 9,197.86 19,266.31 L hear: Max TC Comp.: Max BC Tension 2,316.58 50,105.81 145,642.02 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 28,209.50 33,094.68 0.00 0.00 14,578.19 3,881.88 50.17 0-2 V1S 28,206.02 32,960.01 0.00 0.00 2,209.61 2,511.48 33.36 2-4 W3 28,206.02 32,960.01 14,927.02, 3,970.07 2,348.53 8,915.53 33.36 3-6 W4 28,205.61 37,022.10 14,927.02 3,970.07 9,233.08 2,426.26 38.64 4-8 V2 28,205.61 37,022.10 14,927.02 3,970.07 2,000.00 2,266.04 30.29 6-8 W5 28,205.61 37,022.10 25,723.38 6,825.43 2,171.08 8,296.55 38.64 6-8 W6 28,205.08 41,373.70 25,723.38 6,825.43 7,360.02 1,915.89 38.64 8-8 V3 28,205.08 41,373.70 25,723.38 6,825.43 2,000.00 2,280.89 30.29 10-8 W7 28,205.08 41,373.70 34,193.06 9,046.81 1,660.71 6,423.48 38.64 10-8 W8 28,204.55 44,904.42 34,193.06 9,046.81 5,486.95 1,405.52 38.64 12-8 V4 28,204.55 44,904.42 34,193.061 9,046.81 2,000.00 2,292.03 30.29 14-8 W9 28,204.55 44,904.42 40,336.061 10,634.22 1,150.33 4,550.41 38.64 14-8 W 10 28,204.03 47,614.28 40,336.061 10,634.22 3,613.88 895.15 38.64 16-8 V5 28,204.03 47,614.28 40,336.061 10,634.22 2,000.00 2,299.46 30.29 18-8 W11 28,204.03 47,614.28 44,152.38 11,587.65 1,067.62 2,955.80 38.64 18-8 W12 28,203.50 49,503.27 44,152.381 11,587.65 2,955.80 1,067.94 38.64 20-8 V6 28,203.50 49,503.27 44,152.381 11,587.65 2,000.00 2,303.19 30.29 22-8 W13 28,203.50 49,503.27 45,642.02 11,907.11 1,495.98 2,955.80 38.64 22-8 *Continued on Next Page... I STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 1 5819. GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS I11/8/2019 8:38:47 AM NEW MILLENNIUM Location: Joist Description: Mark: Rill[-MING SYSTEMS IARLINGTON,WA Long Span 32LH3671250 ITJ2 Stress Analysis Summary,Continued... Member I TC Tension ITCCompresion BC Tension BC Com resion Web Tension Web Comp. Web Length PP Dist. W13 28,202.97 50,105.81 45,642.021 11,907.11 1,495.98 2,955.80 38.64 24-8 V7 28,202.97 50,105.81 45,642.021 11,907.11 2,409.78 3,095.71 30.29 26-8 W12 28,202.97 50,105.81 44,333.46� 11,592.61 2,955.80 1,067.94 38.64 26-8 W11 28,202.44 48,118.31 44,333.461 11,592.61 1,067.62 2,955.80 38.64 28-8 V8 28,202.44 48,118.31 44,333.46 11,592.61 2,409.78 3,091.72 30.29 30-8 W10 28,202.44 48,118.31 40,504.07 10,644.12 3,613.88 895.15 38.64 30-8 W9 28,201.92 45,309.95 40,504.07 10,644.12 1,150.33 4,550.41 38.64 32-8 V9 28,201.92 45,309.95 40,504.07 10,644.12 2,000.00 2,292.10 30.29 34-8 W8 28,201.92 45,309.95 34,347.98 9,061.67 5,486.95 1,405.52 38.64 34-8 W7 28,201.39 41,680.71 34,347.98 9,061.67 1,660.71 6,423.48 38.64 36-8 V10 28,201.39 41,680.71 34,347.98 9,061.67 2,000.00 2,280.99 30.29 38-8 W6 28,201.39 41,680.71 25,865.23 6,845.24 7,360.02 1,915.89 38.64 38-8 W5 28,200.86 37,230.60 25,865.23 6,845.24 2,171.08 8,296.55 38.64 40-8 V11 28,200.86 37,230.60 25,865.23 6,845.24 2,000.00 2,266.17 30.29 42-8 W4 28,200.86 37,230.60 15,055.79 3,994.84 9,233.08 2,426.26 38.64 42-8 W3 28,200.44 33,080.55 15,055.79 3,994.84 2,348.53 8,915.53 33.36 44-8 V1S 28,200.44 33,080.55 0.00 0.00 2,326.59 2,653.34 35.23 47-4 W2 28,200.44 33,254.901 0.00 0.00 14,872.36 3,930.23 50.47 45-10 STRESS ANALYSIS - PAGE 2 Job Nmber: Job Name: Date Run: 5819-u0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:47 AM NEW MILLENNIUM Location: Joist Description: Mark: AU„L- 'tin SYSTFMA ARLINGTON,WA Long Span 32LH367/250 ITJ2 Chord Plopert ­_ Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1093 0.9560 0.3867 1.1650 1.0594 1.0139 0.9750 1 A45B18= 1.8750 x 3.0000 x.250 BC 0.8084 0.6885 0.4106 1.3990 1 0.6554 0.3832_1 1.0000 IA38B=2.2190 x 0.199 Axial and Bending Analysis 1K: Fy: Fb: Mom of Inertia: LL 360: LL 20: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 130,000.00 1860.59 272.76 1409.14 -115-10 518 1 7-8 7/8 1 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I I Gap Between Chords: Length 26.00 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X.• 'Bending Load 367.00 367.00 367.00 367.00 367.00 0.5399 Axial Load 33,094.68 32,960.01 50,105.81 33,080.55 33,254.90 Max Load Fillers TC: fa 14,916.92 14,856.22 22,584.43 14,910.55 14,989.14 60,075.72 Maximum K L/r 67.24 72.41 46.55 82.75 57.86 Max Load no Fillers TC: Fcr 35,319.04 33,546.61 41,772.15 29,919.82 38,398.59 55,136.86 TC Fa 21,191.43 20,127.96 25,063.29 17,951.89 23,039.15 505.06 yy: 05.06 F'e 386,960.66 333,654.84 807,362.31 255,454.50 522,501.34, ec oauRyy: Cm 0.9807 0.9777 0.9813 0.9708 0.9857 1420.56 Panel Point Moment 2,302.39 2,302.39 1,468.00 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,366.58 1,003.03 734.00 1,587.45 969.77 0'94 Panel Pointfb 2,203.38 2,203.39 1,404.87 2,334.75 2,334.75 BC'z: 116.9021 Mid Panel fb 713.95 524.02 383.47 829.34 928.07 TC Shear Stress: Fillers 0 0 0 0 01 7,797.86 Panel Point Stress 17,120.31 17,059.61 23,989.30 17,245.30 17,323.89I BC Shear Stress: Mid Panel Stress 0.7267 0.7549 0.9131 0.8577 0.6798 13,637.48 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 14,578.19 16,730.22 3,881.88 6,050.83 6.21 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1S 2,209.61 7,826.93 2,511.48 3,813.87 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,348.53 18,714.09 8,915.53 9,491.54 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,233.08 10,742.43 2,426.26 4,991.86 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.04 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,171.08 18,714.09 8,296.55 8,314.43 3.17 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,360.02 7,826.93 1,915.89 3,323.01 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,280.89 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,660.71 14,381.54 6,423.48 6,482.28 2.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,486.95 5,758.64 1,405.52 1,874.37 4.11 x 0.090 1 C12BB= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,292.03 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,150.33 10,742.43 4,550.41 4,991.86 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,613.88 4,802.89 _ 895.15 1,420.93 3.16 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,299.46 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 11 1,067.62 7,826.93 2,955.80 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,955.80 4,802.89 1,067.94 1,420.93 2.59 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.19 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W13 1,495.98 7,826.93 2,955.80, 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,495.98 7,826.93 2,955.80 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... i STRESS ANALYSIS - PAGE 2 G7 Job Number: Job Name. Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:47 AM NEW MILLENNIUM Location: Joist Description: Mark: BIJILOWG SYSTEMS ARLINGTON WA Long Span 32LH367/250 TJ2 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material V7 2,409.78 7,826.93 3,095.71 4,113.65 2.04 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,955.80 4,802.89 1,067.94 1,420.93 2.59 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,067.62 7,826.93 2,955.80 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,409.78 7,826.93 3,091.72 4,113.65 2.04 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,613.88 4,802.89 895.151 1,420.93 3.16 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,150.33 10,742.43 4,550.411 4,991.86 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,292.10 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,486.95 5,758.64 1,405.52 1,874.37 4.11 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,660.71 14,381.54 6,423.48 6,482.28 2.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 2,000.00 5,758.64 2,280.99 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,360.02 7,826.93 1,915.89 3,323.01 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.08 18,714.09 8,296.55, 8,314.43 3.17 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V11 2,000.00 5,758.64 2,266.171 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,233.08 10,742.43 2,426.261 4,991.86 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,348.53 18,714.09 8,915.531 9,491.54 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,326.59 7,826.93 2,653.34 3,637.21 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,872.36 16,730.22 3,930.231 6,002.54 6.34 x 0.158 1 C32BA= 1.125 x 1.520 x.158 i STRESS ANALYSIS- PAGE 3 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111812019 8:38:47 AM NEW MILLENNIUM Location: Joist Description: Mark: BU'LMINn SY5TEMS ARLINGTON,WA Long Span 32LH3671250 TJ2 TCX Desl_gn TCX Left TCX Right TCX Length 0-2 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 0-8 BPL Length 0-6 Clear Bearing 0-6 3/8 lClear Bearing 0-4 3/4 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00, Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.001 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 1.0449 Section Modulus 0.0000 Reqd SM 0.0082 Reqd SM 0.0000 Mom of Inertia 2.0278 Mom of Inertia 0.0000 Reqd MI 0.0007 Reqd MI 0.0000 a'g6Ht Type:Lapped Seet.Type:Lapped I I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) ` Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 11:33:12 AM NEW MILLENNIUM Location: Joist Description: Mark., AI,ILMINM SV STEMS ARLINGTON,WA Long Span 32LH367/250 TJ22 Geometry Base Length: Working Length: I Joist Depth: Effective Depth: BC Panel Length Shape: 149-8 49-4 32.00 130.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3-3 TC Panel 2-0 1-6 I ` �. I I N First Half 2-0 0-11 �• a� I �1_ _`�L -��!/ _ .d First Diag. 5-6 4-2 Depth 32.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End_ Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-8 L-BL Uniform(plf) DL 1) 117.00 117.00 TC + 10-0 49-8 L-BL Conc @ any pp(Ibs) CL 1 100.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-8 L-BL Axial(Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-8 L-BL Conc @ any pp (Ibs) CL(3) 100.00 0.00 TC + Uniform(plf) I CL(3) 117.001 117.00 TC + 0-0 49-8 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: RescWn LE: Reaction RE: Minimum Shear: I Ma x TC Comp.: BC Tension 24.00 48.00 19,151.65 19,152.16 2,288.04 44,474.46 Max[444,584.37 j Member TC Tension TC Compresion BC Tension I BC Compresion Web Tension Web Comp. Web Length PP Dist. i W2 7,300.00 11,552.86 0.00 0.00-- 14,583.30 3,929.03 50.21 0-2 V1S 7,300.00 11,213.80 0.00 0.00 2,325.26 2,822.57 35.29 2-0 W3 7,300.00 11,213.80 17,130.32 4,638.93 2,687.81 9,976.88 38.69 3-6 W4 7,300.00 22,490.13 17,130.32 4,638.93 9,317.95 2,507.21 38.69 5-6 W5 7,300.00 22,490.13 27,269.55 7,380.12 2,252.24 8,372.50 38.69 7-6 W6 8,513.50 31,468.57 27,269.551 7,380.12 7,436.76 1,997.27 38.69 9-6 W7 8,513.50 31,468.57 35,087.21 9,488.73 1,742.30 6,490.66 38.69 11-6 W8 10,305.81 38,125.45 35,087.21 9,488.73 5,554.92 1,487.33 38.69 13-6 W9 10,305.81 38,125.45 40,583.29 10,964.75 1,232.36 4,608.82 38.69 15-6 W10 11,465.54 42,460.73 40,583.29 10,964.75 3,673.08 977.39 38.69 17-6 W 11 11,465.54 42,460.73 43,757.79 11,808.20 1,100.13 2,916.91 38.69 19-6 W12 11,992.70 44,474.46 43,757.79 11,808.20 2,916.91 1,100.13 38.69 21-6 W13 11,992.70 44,474.46 44,584.37 12,019.05 1,322.85 2,916.91 38.69 23-6 W 13 11,887.27 44,061.17 44,584.37 12,019.05 1,322.85 2,916.91 38.69 25-6 W12 11,887.27 44,061.17 42,957.58, 11�597.33 2,916.91 1,100.13 38.69 27-6 W 11 11,149.26 41,273.60 42,957.58 11,597.33 1,100.13 2,916.91 38.69 29-6 W10 11,149.26 41,273.60 39,009.211 10,543.03 3,673.08 977.39 38.69 31-6 W9 9,778.66 36,164.44 39,009.21 10,543.03 1,232.36 4,608.82 38.69 33-6 W8 9,778.66 36,164.44 32,739.27 8,856.15 5,554.92 1,487.33 38.69 35-6 W7 7,775.49 28,733.71 32,739.27 8,856.15 1,742.30 6,490.66 38.69 37-6 W6 7,775.49 28,733.71 24,147.76 6,536.681 7,436.7.6 1,997.27 38.691 6_ *Continued on Next Page... STRESS ANALYSIS-PAGE 1 40 l/� Job Number.- Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 11:33:12 AM NEW MILLENNIUM Location: Joist Description: Mark: e"'LOINM SVSIEMS IARUNGTON,WA (Long Span 32LH367/250 TJ22 Stress Analysis Summary,Continued... _ Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,300.00 18,981.41 24,147.76 j 6,536.68 2,252.24 8,372.50 38.69 41-6 W4 7,300.00 18,981.41 13,234.671 3,584.63 9,317.95 2,507.21 38.69 43-6 W3 7,300.00 10,969.97 13,234.67 3,584.63 2,340.02 8,685.08 32.28 45-6 V1S 7,300.00 10,969.971 0.00 0.001 2,432.041 2,855.311 36.91 48-2 �I W2 7,300.00 11,149.141 0.00 0.001 14,044.641 3,784.131 47.86 46-5 Standard Verticals Member Position I Max Tension I Max Comp. I Length V2 I Interior 1 2,000.001 2,404.161 30.35 STRESS ANALYSIS -PAGE 2 Job Number.' Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 11:33:12 AM NEW MILLENNIUM Location: Joist Description: Mark: SY5TFM5 ARLINGTON,WA (Long Span 32LH367/250 TJ22 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 JA4013118= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 1 A38B=2.2190 x 0.199 Axial and Bending Analysis _ K: Fy: Fb: Mom of Inertia: LL 360: LL 240: max a"TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 251.05 1376.58 I15.10 518 17-7 718 Top Chord Check End Panel LE First Panel LE Interior Panel I First Panel RE End Panel RE Gap Between Chords: Length 22.00 42.00 24.00 32.00 16.00 1.1250 Min Weld Len 2X.- Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 11,552.86 11,213.80 44,474.46 10,969.97 11,149.14 f Max Load Fillers TC: fa 3,072.73 5,905.73 23,422.40 5,777.31 2,965.35 49,729.63 Maximum K L/r 56.63 108.11 46.33 82.37 41.18 Max Load no Fillers TC: Fcr 37,801.98 21,063.21 40,668.98 29,536.73 41,952.38 45,804.73 Fa 22,681.19 12,637.92 24,401.39 17,722.04 25,171.43 TCOAL/Ryy: 507.71 Fe 712,790.25 137,482.28 748,514.63 236,834.72 1,109,974.50 BCOAL/Ryy. Cm 0.9978 0.9785 0,9790 0.9878 0.9991 423.15 Panel Point Moment 4,501.43 4,501.43 1,468.00 2,604.94 2,604.94 BC Stress: Mid Panel Moment 2,723.25 2,743.70 734.001 1,529.96 _ 1,627.08 0.92 BC Panel Pointfb 1,360.16 5,277.60 1,721.12 3,054.10 706.11 116.90 16.9021 Mid Panel fb 822.86 1,693.15 452.961 944.15 441.05 TC Shear Stress: Fillers 0 0 0 0 0119,157.05 Panel Point Stress 4,432.89 11,183.33 25,143.52 8,831.42 3,671.461 BC Shear Stress: Mid Panel Stress 0.0970 0.52341 0.9746 0.3565 0.0745 13,530.58 Web Design Member Web Tension Allow Tension Web Comp _ Allow Comp Weld city Material W2 14,583.30 16,730.22 3,929.03 6,044.31 6.22 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 2,687.81 24,373.24 9,976.88 10,323.31 3.58 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,317.95 10,742.43 2,507.21 4,985.18 4.86 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 2,252.24 24,373.24 8,372.50 10,323.31 3.01 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,436.76 7,826.93 1,997.27 3,318.29 4.91 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,742.30 16,730.22 6,490.66 7,210.82 2.77 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,554.92 5,758.64 1,487.33 1,869.32 4.16 x 0.090 1 C121313= 1.125 x 0.799 x.090 W9 1,232.36 10,742.43 4,608.82 4,985.18 2.41 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,673.08 4,802.89 977.39 1,417.09 3.21 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,100.13 7,826.93 2,916.911 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,916.91 4,802.89 1,100.13 1,417.09 2.55 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W13 1,322.85 7,826.93 2,916.91 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,322.85 7,826.93 2,916.91 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,916.91 4,802.89 1,100.13 1,417.09 2.55 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 W11 1,100.13 7,826.93 2,916.91 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,673.08 4,802.89 977.39 1,417.09 3.21 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,232.36 10,742.43 4,608.82 4,985.18 2.41 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,554.921 5,758.64 _ 1,487.33 1,869.32 4.16 x 0.090 1 C121313= 1.125 x 0.799 x.090 W7 1,742.301 16,730.22 6,490.66 7,210.821 2.77 x 0.158 1 C32BA= 1.125 x 1.520 x.158 Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: —�5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201911:33:12 AM NEW MILLENNIUM Location: Joist Description: Mark: Buii_owr. SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ22 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Oty_ Material W6 7,436.76 7,826.93 1,997.27 3,318.29 4.91 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,252.24 24,373.24 8,372.50 10,323.31 3.01 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,317.95 10,742.43 2,507.21 4,985.18 4.86 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,340.02 18,714.09 8,685.081 9,736.44 3.32 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,044.64 14,381.54 3,784.131 5,788.71 6.31 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,432.04 7,826.93 2,855.31 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 2,000.001 5,758.64 2,404.161 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 I STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201911:33:12 AM NEW MILLENNIUM Location: Joist Description: Mark: B"°-OIN❑ SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ22 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length ,0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/8 TCX Depth 3 1/2 BPL Length 2-5 3/4 BPL Length 1-10 5/8 Clear Bearing 0-4 5/8 Clear Bearing 0-4 1/2 BPL Material:2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.001 Live Load 250.00 Live Load 250.00 Red LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.5813 Section Modulus 2.9622 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 4.5318 Mom of Inertia 5.7504 Reqd MI 0.0000 Reqd MI 0.0000 SW Type:Lapped(Reinforced) Seal Type:Lapped(Reinforced) i Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP rII I STRESS ANALYSIS - PAGE 1 G,> Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1111/8/2019 9:53:12 AM NEW MILLENNIUM Location: Joist Description: Mark: A111L01"M SYSTEMS ARLINGTON,WA I Long Span 32LH364/250 TJ23 1 Geometry! Base Length: Working Length: Joist Depth: Effective Depth: Panel Length: Shape: 44-7 7/8 44-3 7/8 32.00 30.53 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 2-11 5/8 3-6 1/4 TC Panel 1-5 5/8 1-10 1/4 First Half 1-0 1-2 � �� First Diag. 3-11 5/8 4-8 1/4 I Depth 132.00 132.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-7 7/8 L-BL Uniform If DL(1) 114.00 114.00 TC + 0-0 44-7 7/8 L-BL Conc @ any pp (Ibs) CL(1) 500.00 0.00 TC + Conc anywhere (Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL 2 100.00 100.00 TC - 0-0 44-7 7/8 L-BL Axial (Ibs) SM(3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) CL(3) 114.00 114.00 TC + 0-0 44-7 7/8 L-BL Conc @ any pp (Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-7 7/8 L-BL Conc @ any pp Ibs LL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) _ 500.00 0.00 TC + Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE. Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 19,055.47 9,061.42 2,265.36 39,403.13 I38,968.08 Member TC Tension TC Compresion BC Tension BC Com resion Web Tension Web Comp. Web Length PP Dist. W2 7,300.27 10,839.02 0.001 0.00 13,117.53 3,199.68 45.42 0-2 V1 S 7,300.27 10,697.64 0.001 0.00 3,230.89 3,747.54 35.45 1-5 5/8 W3 7,300.27 10,697.64 11,766.571 3,027.32 2,106.93 8,640.49 32.81 2-115/8 W4 7,300.55 17,126.11 11,766.57 3,027.32 9,186.80 2,207.98 38.84 3-11 5/8 W 5 7,300.55 17,126.11 21,913.451 5,599.00 1,953.59 8,145.86 38.84 5-11 5/8 W6 7,300.93 26,128.58 21,913.451 5,599.00 7,219.90 1,699.21 38.84 7-11 5/8 W7 7,300.93 26,128.58 29,771.52 7,541.88 1,444.82 6,186.15 38.84 9-11 518 W8 8,277.52 32,842.25 29,771.52 7,541.88 5,260.19 1,190.44 38.84 11-115/8 W9 8,277.52 32,842.25 35,340.77 8,855.96 936.06 4,219.26 38.84 13-115/8 W 10 9,277.20 37,267.09 35,340.77 8,855.96 3,293.30 934.41 38.84 15-11 5/8 W11 9,277.20 37,267.09 38,621.22 9,541.25 1,363.31 2,881.36 38.84 17-115/8 W12 9,648.09 39,403.13 38,621.22 9,541.25 2,881.36 1,653.31 38.84 19-115/8 W12 9,648.09 39,403.13 38,968.08 9,597.74 2,881.36 1,653.31 38.84 21-11 5/8 W11 9,390.19 37,819.59 38,968.08 9,597.74 1,363.31 2,881.36 38.84 23-11 5/8 W 10 9,390.19 37,819.59 36,098.91 9,025.44 3,293.30 934.41 38.84 25-11 5/8 W9 8,503.49 33,806.02 36,098.91 9,025.44 936.06 4,219.26 38.84 27-11 5/8 W8 8,503.49 33,806.02 30,940.931 7,824.34 5,260.19 1,190.44 38.84 29-11 5/8 W7 7,303.20 27,503.63 30,940.931 7,824.34 1,444.82 6,186.15 38.84 31-11 5/8 W6 7,303.201 27,503.63 23,494.131 5,994.45 7,219.901 1,699.21 38.84 33-11 5/8 •Continued on Next Page... STRESS ANALYSIS -PAGE 1 G7 Job Number.' Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK B_LDG B-SHOPORDERS 11/8/2019 9:53:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILMING SVSTEMS ARLINGTON,WA lLong Span 32LH364/250 TJ23 Stress Analysis Summary,Continued... Member j TC Tension TC Compresion BC Tension I BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,303.58 18,912.43 23,494.131 5,994.45 1,953.59 8,145.86 38.84 35-11 5/8 W4 7,303.58 18,912.43 13,758.521 3,535.76 9,186.80 2,207.98 38.84 37-11 5/8 W3 7,303.88 11,317.46 13,758.521 3,535.76 2,096.49 8,613.57 33.59 39-11 5/8 V1S 7,303.88 11,317.46 0.001 0.00 3,287.661 3,910.311 36.50 42-95/8 I W2 7,308.02 11,504.25 0.001 0.001 14,484.071 3,527.161 50052 41-1 5/8 Standard Verticals Member I Position I Max Tension I Max Comp. Length V2 I Interior 1 2,772.001 3,282.99 — 30.531 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Dale Run: � 5819-0199 �GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/20119 9:53:12 AM NEW MILLENNIUM Location: Joist Description: Mark: Rlll/nl"r.%v%'rPM1 ARLINGTON,WA Long Span 32LH3641250 ITJ23 Chord Pro_parties Chord Area Rx Rz Ry Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 A381318= 1.8750 x 2.5630 x.199 I BC 0.7132 0.6446 1 0.3831 j 1.3432 1 0.6159 0.2963 1.0000 A36B =2.0780 x 0.188 Axial and Bending Analysis K., F: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max BC: 0.75 50,000.00 130,000.00 1708.23 303.87 J 455.81 16-5 17��3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 15.63 30.00 24.00 34.00 20.25 1.1250 Min Weld Len 2X.- Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,839.02 10,697.64 39,403.13 11,317.46 11,504.25 Max Load Fillers TC.* fa 3,116.63 6,616.55 24,371.06 6,999.91 3,307.91 40,843.23 Maximum K L/r 40.78 78.29 31.32 88.73 52.84 Max Load no Fillers TC: Fcr 42,618.09 31,173.11 44,702.41 27,591.05 39,376.34 37,489.62 Fa 25,570.86 18,703.87 26,821.45 16,554.63 23,625.80 rc OAL/Ryy: 446.76 F'e 1,832,729.50 211.755.91 588,210.81 164,861.86 1,091,159.75 BC0AL/Ryy: Cm 0.9991 0.9844 0.9722 0.9788 0.9985 395.99 Panel Point Moment 3,807.19 4,525.94 3,233.78 5,550.42 4,980.40 BC Stress: Mid Panel Moment 1,489.35 3,168.98 2,228.00 3,824.60 2,025.89 0.91 Panel Pointfb 1,084.31 7,203.41 5,146.83 8,833.96 1,418.45 BCL/Rz: 1 125.2937 Mid Panel fb 534.61 2,500.51 1,758.021 3,017.83 727.20 - Fillers 0 0 4 0 0 Shear Stress: TC,299.70 Panel Point Stress 4,200.94 13,819.96 29,517.89 15,833.87 4,726.36 BC Shear Stress: Mid Panel Stress 0.0796 0.4341 0.9655 0.52121 0.0954 j 15,303.00 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,117.53 14,381.54 3,199.68 6,137.90 5.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,106.93 18,714.09 8,640.491 9,617.49 3.31 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,186.80 10,742.43 2,207.98 4,966.83 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,953.59 18,714.09 8,145.86 8,271.42 3.12 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,219.90 7,826.93 1,699.21 3,305.32 4.77 x 0.102 1 C16BB = 1.125 x 1.025 x.102 W7 1,444.82 14,381.54 6,186.15 6,449.43 2.78 x 0.150 1 C28BB = 1.125 x 1.344 x.150 W8 5,260.19 5,758.64 1,190.44 1,855.52 3.94 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 936.06 10,742.43 4,219.26 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,293.30 4,802.89 934.41 1,406.64 2.88 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,363.31 7,826.93 2,881.361 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,881.36 5,758.64 1,653.31 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,881.36 5,758.64 1,653.31 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 11 1,363.31 7,826.93 2,881.36 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W10 3,293.30 4,802.89 934.41 1,406.64 2.88 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 936.06 10,742.43 4,219.26 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,260.19 5,758.64 1,190.441 1,855.52 3.94 x 0.090 1 C12613= 1.125 x 0.799 x.090 W7 1,444.82 14,381.54 Al86.151 6,449.43 2.78 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,219.90 8,984.69 1,699.21 4,015.78 4.12 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 1,953.59 18,714.09 8,145.861 8,271.42 3.12 x 0.176 1 C34AA= 1.125 x 1.549 x.176 "Continued on Next Page... I STRESS ANALYSIS - PAGE 2 �/� Job Number. Job Name: Date Run: 40 i5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 1118I2019 9:53:12 AM NEW MILLENNIUM Location: Joist Description: Mark: -- Moil' "" ' `T"""g ARLINGTON,WA Long Span 32LH364/= TJ23 Web Design, Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,186.80 10,742.43 2,207.98 4,966.83 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,096.49 18,714.09 8,613.57 9,440.37 3.30 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,484.07 16,730.22 3,527.16 5,994.47 6.17 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,287.66 8,984.69 3,910.31 4,388.141 2.14 x 0.118 1 1 IC18BB= 1.125 x 1.035 x.118 V2 2,772.00 7,826.93 3,282.991 4,088.951 2.15 x 0.102 1 C161313= 1.125 x 1.025 x.102 I Job Number. ANALYSIS - PAGE 3 Date Run: Job Name: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:53:12 AM NEW 1M NL 5 E N Ns U M Location: Joist Description: Mark: YSTFU ARLINGTON,WA Long Span 32LH364/250 TJ23 TCX Desgn - TCX Left TCX Right TCX Length 0-0 1 TCX Length 0-1 1/4 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-10 3/4 BPL Length 2-4 7/8 Clear Bearing 0-4 1/2 Clear Bearing 0-6 1/8 BPL Material:2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.02 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.01 Section Modulus 2.7859 Section Modulus 2.7859 Reqd SM 0.0000 Reqd SM 0.0053 Mom of Inertia 5.4368 Mom of Inertia 5.43681 Reqd MI 0.0000 Reqd MI 0.0004 Gal Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number., Job Name: Date Run: 58194199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS �11/812019 8:43:21 AM NEW M I L L E N N I U AA I Location: Joist Description: Mark: mim-niNr. ARLINGTON,WA Long Span 32LH367/250 TJ28 Geometry_ Base Length: Working Length: Joist Depth: Effective Depth: 'BC Panel Length: Shape: 49-4 318 49-0 3/8 32.00 1 30.29 111 @ 4-0 Parallel Chords J Variable Left End , Right End BC Panel 1 3-6 3-6 3/8 TC Panel 2-4 2-0 3/8 First Half 1 2 1-2V- First Diag. 4-8 4-8 3/8 Depth 132.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loa/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 3/8 L-BL Conc Load(Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift If W L(2) 100.00 100.00 TC - 0-0 49-4 3/8 L-BL Conc Load Ibs SM 2 990.00 0.00 TC - 16-0 22-0 L-OAL Uniform (plf) SM(3) 12.48 12.48 TC + 0-0 49-4 3/8 L-BL Axial (Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Uniform(plf) CL(3) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc Load (Ibs) CL(3) 420.00 0.001 TC I + 16-0 22-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE., Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension L24.00 148.00 19,282.94 19,182.83 2,320.73 150,063.20 145,503.13 J Member TC Tension TC Com resion BC Tension BC Compresion Web Tension Web Comp, Web Length PP Dist. W2 28,209.50 33,246.61 0.00 0.00 14,719.13 3 881.88 50.17 0-2 V1S 28,206.02 33,111.94 0.00 0.00 2,209.61 2,511.48 33.36 2-4 W3 28,206.02 33,111.94 14,988.11 3,970.07 2,348.53 8,879.09 33.36 3-6 W4 28,205.61 37,318.36 14,988.111 3,970.07 9,268.93 2,426.26 38.64 4-8 V2 28,205.61 37,318.36 14,988.11 3,970.07 2,000.00 2,266.04 30.29 6-8 W5 28,205.61 37,318.36 25,838.78 6,825.43 2,171.08 8,332.40 38.64 6-8 W6 28,205.08 41,852.27 25,838.781 6,825.43 7,395.86 1,915.89 38.64 8-8 V3 28,205.08 41,852.27 25,838.78 6,825.43 2,000.00 2,280.89 30.29 10-8 W7 28,205.08 41,852.27 34,362.77 9,046.81 1,660.71 6,459.33 38.64 10-8 W8 28,204.55 45,565.30 34,362.77 9,046.81 5,522.79 1,405.52 38.64 12-8 V4 28,204.55 45,565.30 34,362.77 9,046.81 2,000.00 2,292.03 30.29 14-8 W9 28,204.55 45,565.30 40,560.07 10,634.22 1,150.33 4,575.32 38.64 14-8 W 10 28,204.03 48,457.48 40,560.07 10,634.22 3,638.79 895.15 38.64 16-8 V5 28,204.03 48,457.48 40,560.07 10,634.22 2,409.78 3,091.67 30.29 18-8 W11 28,204.03 48,457.48 44,430.70 11,587.65 1,067.62 2,961.10 38.64 18-8 W12 28,203.50 50,063.20 44,430.70 11,587.65 2,961.10 1,067.94 38.64 20-8 V6 28,203.50 50,063.20 _ 44,430.70. 11,587.65 2,000.00 2,303.19 30.29 22-8 W13 28,203.50 50,063.20 45,503.13 11,907.11 1,443.01 2,961.10 38.64 22-8 `Continued on Next Page.. I I STRESS ANALYSIS -PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:43:21 AM N E W M I L L E N N I U M Location: Joist Description: Mark: 9t,ILOIN❑ SYSTEMS ARLINGTON,WA (Long Span 32LH367/250 TJ28 Stress Analysis Summary,Continued... Member TC Tension ITCCompresion BC Tension j BC Cam res€on Web Tension Web Comp. Web Length PP Dist. W13 28,202.97 49,078.88 45,503.131 11,907.11 1,443.01 2,961.10 38.64 24-8 V7 28,202.97 49,078.88 45,503.13 11,907.11 2,000.00 2,303.20 30.29 26-8 W12 28,202.97 49,078.88 44,054.71 11,592.61 2,961.10 1,067.94 38.64 26-8 W11 28,202.44 47,273.70 44,054.71 11,592.61 1,067.62 2,961.10 38.64 28-8 V8 28,202.44 47,273.70 44,054.71 11,592.61 2,000.00 2,299.51 30.29 30-8 W 10 28,202.44 47,273.70 40,279.63 10,644.12 3,638.79 895.15 38.64 30-8 W9 28,201.92 44,647.63 40,279.63 10,644.12 1,150.33 4,575.32 38.64 32-8 V9 28,201.92 44,647.63 40,279.63 10,644.12 2,000.00 2,292.10 30.29 34—8 W8 28,201.92 44,647.63 34,177.85 9,061.67 5,522.79 1,405.52 38.64 34-8 W7 28,201.39 41,200.71 34,177.85 9,061.67 1,660.71 6,459.33 38.64 36-8 V10 28,201.39 41,200.71 34,177.85 9,061.67 2,000.00 2,280.99 30.29 38-8 W6 28,201.39 41,200.71 25,749.40 6,845.24 7,395.86 1,915.89 38.64 38-8 W5 28,200.86 36,932.92 25,749.40 6,845.24 2,171.08 8,332.40 38.64 40-8 V11 28,200.86 36,932.92 25,749.40 6,845.24 2,000.00 2,266.17 30.29 42-8 W4 28,200.86 36,932.92 14,994.27 3,994.84 9,268.93 2,426.26 38.64 42-8 W3 28,200.44 32,927.20 14,994.27 3,994.84 2,348.53 8,879.09 33.36 44-8 V1S 1 28,200.441 32,927.201 0.00 0.00 2,326.59 2,653.34 35.23 47-4 W2 1 28,200.441 33,101.551 0.00 0.00 14,733.24 3,930.23 50.47 45-10 i ;. i STRESS ANALYSIS - PAGE 2 Job Number Job Name: 0'1h:1,14, 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:43:21 AM NEW MILLENNIUM 1 Lccallon: Jofst DescdANon: Mark: wi,,n rnran SfYRTRM� ARLINGTON,WA Long Span 32LH3671250 TJ28 1 Chord Properties - Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1093 0.9560 0.3867 1.1650 1.0594 1.0139 0.9750 A451318= 1.8750 x 3.0000 x.250 BC - 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K. Fy: Fb Mom of Inertia: LL 360: U 240: Max Bridg TC: Max Bridg BC: 0.75 150,000.00 130,000.00 860.59 1272.76 409.14 15-10 5/8 17-8 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I Gap Between Chords.- Length 26.00 28.00 24.00, 32.00 22.381 1.1250 Min Weld Len 2X.., Bending Load 367.00 367.00 367.00 367.00 367.00 0.5394 Axial Load 33,246.61 33,111.94 50,063.201 32,927.20 33,101.55 Max Load Fillers TC: fa 14,985.40 14,924.70 22,565.22, 14,841.43 14,920.02 60,075.72 Maximum K L/r 67.24 72.41 46.55 82.75 57.86 Max Load no Fillers TC: Fcr 35,319.04 33,546.61 41,772.15 29,919.82 38,398.59' 11 55,136.86 Fa 21,191.43 20,127.96 25,063.29 17,951.89 23,039.15 TC OAL/Ryy: 505.06 F'e 386,960.66 333,654.84 807,362.311 255,454.50 522,501.34 BC 0AURyy.. Cm 0.9806 0.9776 0.98131 0.9710 0.9857 420.56 Panel Point Moment 2,302.39 2,302.39 1,468.001 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,366.58 1,003.03 734.00 1,587.45 969.771 10.94 Panel Pointfb 2,203.38 2,203.39 1,404.87 2,334.75 2,334.75 116.909021 Mid Panel fb 713.95 524.02 383.47 829.34 928.07 - ` T Fillers 0 0 0 0 0 7,755.0 Stress: 755.09 Panel Point Stress 17,188,78 17,128.09 23,970.10 17,176.18 17,254.77 BC Shear Stress: Mid Panel Stress 0.7299 0.7583 0.9123 0.85381 0.6768 13,568.40 Web Design Member Web Tension Allow Tension Web Comp Allow Comp_ Weld Qty Material W2 14,719.13 16,730.22 3,881.88 6,050.83 6.27 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.61 7,826.93 2,511.48 3,813.87 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,348.53 18,714.09 8,879.09 9,491.54 3.40 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,268.93 10,742.43 2,426.26 4,991.86 4.84 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.04 2,827.10 2.00 x 0.090 1 C12136= 1.125 x 0.799 x.090 W5 2,171.08 24,373.24 8,332.40 10,338.00 2.99 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,395.86 7,826.93 1,915.89 3,323.01 4.88 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,280.89 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,660.71 14,381.54 6,459.33 6,482.28 2.90 x 0.150 1 C28BB = 1.125 x 1.344 x.150 W8 5,522.79 5,758.64 1,405.52 1,874.37 4.13 x 0.090 1 C12BB = 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,292.03 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,150.33 10,742.43 4,575.32 4,991.86 2.39 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W10 3,638.79 4,802.89 895.151 1,420.93 3.18 x 0.077 1 C10A13= 1.125 x 0.756 x.077 V5 2,409.78 7,826.93 3,091.67 4,113.65 2.04 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 11 1,067.62 7,826.93 2,961.10 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,961.10 4,802.89 1,067.94 1,420.93 2.59 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.191 2,827.10 2.00 x 0.090 1 C12136= 1.125 x 0.799 x.090 W13 1,443.01 7,826.93 2,961.101 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,443.01 7,826.93 21961.101 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Continued on Next Page... i I STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 111/8/2019 8:43:21 AM NEW MILLENNIUM Location: Joist Description: Mark: eun OING SYSTEMS � RLINGTON,WA Long Span 32LH3671250 TJ28 Web Design,Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Oty Material V7 2,000.00 5,758.64 2,303.20 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W12 2,961.10 4,802.89 1,067.94 1,420.93 2.59 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,067.62 7,826.93 2,961.10 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,299.51 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,638.79 4,802.89 895.15 1,420.93 3.18 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,150.33 10,742.43 4,575.32 4,991.86 2.39 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,292.10 2,827.10 2.00 x 0.090 1 C12136= 1.125 x 0.799 x.090 W8 5,522.79 5,758.64 1,405.52 1,874.37 4.13 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,660.71 14,381.54 6,459.33 6,482.28 2.90 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 2,000.00 5,758.64 2,280.99 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,395.86 7,826.93 1,915.89 3,323.01 4.88 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.08 24,373.24 8,332.40 10,338.00 2.99 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,266.17 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,268.93 10,742.43 2,426.26 4,991.86 4.84 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,348.53 18,714.09 8,879.091 9,491.54 3.40 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1S 2,326.59 7,826.93 2,653.341 3,637.21 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,733.24 16,730.22 3,930.231 6,002.54 6.28 x 0.158 1 C32BA= 1.125 x 1.520 x.158 1 I STRESS ANALYSIS -PAGE 3 Job Number: Job Name: Date Run: 5819-0199 I GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:43:21 AM NEW MILLENNIUM Location: Joist Description: Mark: RUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �TJ28 TCX Design TCX Left _ TCX Right _ TCX Length 0-2 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 0-8 BPL Length 0-6 [Clear 0-6 3/8 Clear Bearing 0-4 3/4 BPL Material:2024 =2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd ILL Def L/120 0.02 Reqd ILL Def L/120 0.00 Section Modulus 1.04491 Section Modulus 0.0000 Reqd SM 0.0082 1 Reqd SM 0.0000 Mom of Inertia 2.0278 Mom of Inertia 0.0000 Reqd MI 0.00071 Reqd MI 0.0000 Sept Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:45:15 AM _ NEW 'M I L S E N N I U M Location: Joist Description: Mark: ARLINGTON,WA_ Long Span 32LH367/250 TJ30 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: �49-4 3/8 49-0 3/8 l 32.00 30.29 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3-6 3/8 TC Panel 2-4 2-0 3/8 ^• First Half 1-2 1-2 First Diag. 4-8 4-8 3/8 Depth 132.00 132.00 Loads Load TYpe Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 3/8 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Conc @ any p Ibs CL(1) 100.00 0.00 TC + Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL 1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/8 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load Ibs SM 2 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp(Ibs) CL(3) 100.00 0.00 TC + Conc @ any pp(Ibs) LL 3 2,000.00 0.00 BC + Uniform (plf) CL 3) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Axial Ibs SM 3 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial (Ibs) SM(3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/8 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load Ibs) SM (3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load(Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load(Ibs) SM(3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary _ kBnbttam Shear: ___ Max TC Comp.: Max BC Tension Int.Panel TC: Max Panel BC: Reaction LE Reaction RE: 124.00 j 48.00 19,745.91 19,386.02 2,436.48 54,26; 147,022.35 l Member TC Tension TC Compresion BC Tension I BC Com resion Web Tension Web Comp. Web Length I PP Dist. W2 28,209.50 34,703.34 0.001 0.00 15,486.11 3,881.88 50.17 0-2 V1S 28,206.02 34,568.66 0.001 0.00 2,209.61 2,621.65 33.36 2-4 W3 28,206.02 34,568.66 15,636.501 3,970.07 2,348.53 9,379.02 33.36 3-6 W4 28,205.61 40,158.98 15,636.501 3,970.07 9,847.93 2,426.26 38.64 4-8 V2 28,205.61 40,158.98 15,636.50 3,970.07 2,509.78 3,155.57 30.29 6-8 W5 28,205.61 40,158.98 27,063.511 6,825.43 2,171.08 8,877.02 38.64 6-8 W6 28,205.08 46,440.95 27,063.511 6,825.43 7,940.49 1,915.89 38.64 8-8 1 V3 28,205.08 46,440.95 27,063.511 6,825.43 2,509.78 3,171.61 30.29 10-8 W7 28,205.08 46,440.95 36,149.97 9,046.81 1,660.71 6,836.05 38.64 10-8 W8 28,204.55 50,738.13 36,149.971 9,046.81 5,617.19 1,405.52 38.64 12-8 V4 28,204.55 50,738.13 36,149.971 9,046.81 2,000.00 2,392.03 30.29 14-8 W9 28,204.55 50.738.13 42,257.951 10,634.22 1,150.33 4,660.84 38.64 14-8 Continued on Next Page... I STRESS ANALYSIS - PAGE 1 Job Number. Job Name: Date run: 5819-0199 I GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:45:15 AM NEW MILLENNIUM Location: JoistDeadplion: Mark: nkncewn svaTeraw ARLINGTON,WA Long Span 32LH367/250 TJ30 Stress Aneiysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W10 28,204.03 53,143.62 42,257.951 10,634,22 3,724.30 895.15 38.64 16-8 V5 28,204.03 53,143.62 42,257.95 10,634.22 2,509.78 3,191.67 30.29 18-8 W11 28,204.03 53,143.62 46,039.251 11,587.65 1,067.62 3,108.78 38.64 18-8 W12 28,203.50 54,262.66 46,039.251 11,587.65 3,108.78 1,359.30 38.64 20-8 V6 28,203.50 54,262.66 46,039.25. 11,587.65 2,000.00 2,403.19 30.29 22-8 W13 28,203.50 54,262.66 47,022.35 11,907.11 1,878.67 3,108.78 38.64 22-8 W13 28,202.97 52,713.03 47,022.351 11,907.11 1,878.67 3,108.78 38.64 24-8 V7 28,202.97 52,713.03 47,022.35 11,907.11 2,000.00 2,403.20 30.29 26-8 W12 28,202.97 52,713.03 45,326.73 11,592.61 3,108.78 1,359.30 38.64 26-8 W11 28,202.44 50,262.67 45,326.73 11,592.61 1,067.62 3,108.78 38.64 28-8 V8 28,202.44 50,262.67 45,326.731 11,592.61 2,000.00 2,399.51 30.29 30-8 W10 28,202.44 50,262.67 41,303.831 10,644.12 3,724.30 895.15 38.64 30-8 W9 28,201.92 46,991.44 41,303.831 10,644.12 1,150.33 4,660.84 38.64 32-8 V9 28,201.92 46,991.44 41,303.831 10,644.12 2,000.00 2,392.10 30.29 34-8 W8 28,201.92 46,991.44 34,954.23 9,061.67 5,617.19 1,405.52 38.64 34-8 W7 28,201.39 42,899.34 34,954.23 9,061.67 1,660.71 6,836.05 38.64 36-8 V10 28,201.39 42,899.34 34,954.23 9,061.67 2,000.00 2,380.99 30.29 38-8 W6 28,201.39 42,899.34 26,277.96 6,845.24 7,940.49 1,915.89 38.64 38-8 W5 28,200.86 37,986.37 26,277.96 6,845.24 2,171.08 8,877.02 38.64 40-8 V11 28,200.86 37,986.37 26,277.96 6,845.24 2,000.00 2,366.17 30.29 42-8 W4 28,200.86 37,986.37 15,275.01 3,994.84 9,847.93 2,426.26 38.64 42-8 W3 28,200.44 33,469.88 15,275.01 3,994.84 2,348.53 9,379.02 33.36 44-8 V1S 1 28,200.441 33,469.88 _ 0.001 0.00 2,326.59 2,769.67 35.23 47-4 W2 1 28,200.441 33,644.241 0.001 0.00 15,071.86 3,930.23 50.47 45-10 r I I STRESS ANALYSIS - PAGE 2 Job Number., Job Name: I Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS _ _ 11/8/2019 8:45:15 AM NEW M I L S EE NN I U M Location: Joist Description: Mark: J' MINrl ARLINGTON,WA Long Span 32LH367/250 TJ30 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1093 0.9560 0.3867 1.1650 1.0594 1.0139 0.9750 JA451318= 1.8750 x 3.0000 x.250 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 IA38B=2.2190 x 0.199 Axial and Bending Analysis _ K_ V IF& Mom of Inertia: LL 360: ILL 240: Max Brid TC: Max Brid BC: 0.75 50,000.00 30,000.00 1860.59 TL272.76 409.14 15-10 518 1 17-8 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.00 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X: Bending Load 367.00 367.00 367.001 367.00 367.00 0.5847 Axial Load 34,703.34 34,568.66 54,262.661 33,469.88 33,644.24 Max Load Fillers TC: fa 15,642.00 15,581.30 24,458.061 15,086.04 15,164.63 60,075.72 Maximum K L/r 67.24 72.41 46.551 82.75 57.86 Max Load no Fillers TC: Fcr 35,319.04 33,546.61 41,772.151 29,919.82 38,398.59 55,136.86 Fa 21,191.43 20,127.96 25,063.29 17,951.89 23,039.15 TC oauRyy: 505.06 F'e 386,960.66 333,654.84 807,362.31 255,454.50 522,501.34 SC OAURyy: Cm 0.9798 0.9767 0.9797 0.9705 0.9855 420.56 Panel Point Moment 2,302.39 2,302.39 1,468.001 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,366.58 1,003.03 734.001 1,587.45 969.77 0.97 Panel Point fb 2,203.38 2,203.39 1,404.871 2,334.75 2,334.75 BC L/Rz: 116.9021 Mid Panel fb 713.95 524.02 383.471 829.34 928.07 Fillers 0 0 0 0 0 TCShearStress: �8,159.119 Panel Point Stress 17,845.381 17,784.68 25,862.941 17,420.79 17,499.38 BCShearstress: Mid Panel Stress 0.76091 0.7910 0.9879' 0.8675 0.6874 114,275.41 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 15,486.11 16,730.22 3,881.881 6,050.83 6.60 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1S 2,209.61 7,826.93 2,621.651 3,813.87 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,348.53 18,714.09 9,379.021 9,491.54 3.59 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,847.93 10,742.43 2,426.261 4,991.86 5.14 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,509.78 7,826.93 3,155.571 4,113.65 2.08 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.08 24,373.24 8,877.02 10,338.00 3.19 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,940.49 8,984.69 1,915.89 4,037.08 4.53 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V3 2,509.78 7,826.93 3,171.61 4,113.65 2.09 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,660.71 16,730.22 6,836.05 7,220.73 2.91 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,617.19 5,758.64 1,405.52 1,874.37 4.20 x 0.090 1 C12BB= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,392.03 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,150.33 10,742.43 4,660.84 4,991.86 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W10 3,724.30 4,802.89 895.15 1,420.93 3.26 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,509.78 7,826.93 3,191.67 4,113.65 2.11 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 11 1,067.62 7,826.93 3,108.78 3,323.01 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 3,108.78 4,802.89 1,359.30 1,420.93 2.72 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,403.19 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W13 1,878,67 7,826.93 3,108.78 3,323.01 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W13 1 1,878.67 7,826.93 3,108.781 3,323.011 2.05 x 0.102 1 C16136= 1.125 x 1.025 x.102 "Continued on Next Page... ii I STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:45:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BLLLMIN6 SYSTEMS ARLINGTON,WA Long Span 32LH367/250 ITJ30 Web Design,Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,403.20 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 3,108.78 4,802.89 1,359.301 1,420.93 2.72 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 W 11 1,067.62 7,826.93 3,108.78 3,323.01 2.05 x 0.102 1 C161313= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,399.511 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,724.30 4,802.89 895.15 1,420.93 3.26 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,150.33 10,742.43 4,660.84 4,991.86 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,392.10 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,617.19 5,758.64 1,405.52 1,874.37 4.20 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,660.71 16,730.22 6,836.05 7,220.73 2.91 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,380.991 2,827.10 2.00 x 0.090 1 C12136= 1.125 x 0.799 x.090 W6 7,940.49 8,984.69 1,915.891 4,037.08 4.53 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,171.08 24,373.24 8,877.021 10,338.00 3.19 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,366.171 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,847.93 10,742.43 2,426.261 4,991.86 5.14 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,348.53 18,714.091 9,379.02 9,491.54 3.59 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,326.59 7,826.93 2,769.671 3,637.21 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 15,071.86 16,730.221 3,930.23 6,002.54 6.42 x 0.158 1 C32BA= 1.125 x 1.520 x.158 i STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS , 11/8/2019 8:45:15 AM NEW M E N Ns U M l Location: I Joist Description: Mark: I I N c S i ARLINGTON,WA _ !Long Span 32LH367/250 TJ30 TCX Assign TCX Left TCX Right TCX Length 0-2 TCX Length 1 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 0-8 BPL Length 0-6 Clear Bearing 0-6 3/8 Clear Bearing 10-4 3/4 BPL Material: 2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.001 Total Load 367.00 Reqd TL Def L/80 0.031 Reqd TL Def L/80 i 0.00 Live Load 250.001 Live Load 250.00 Reqd ILL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 1.044911 Section Modulus 0.0000 Reqd SM 0.0082 Reqd SM 0.0000 Mom of Inertia 2.0278 Mom of Inertia 0.0000 Reqd MI 0.0007 Reqd MI 0.0000 SW Type:Lapped eat Type:Lapped I _ IIII Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: ILL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(W L+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) I Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP �S 4-1 yCOMMERCIAL APPLICATION x6 ,o PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE- Arlington,WA 98223- Phone(360) 403-3551 The following minimum Information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ❑ One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) ❑ One (1) City of Arlington Comm erciaVMulti-Family Submittal Requirements Form ❑ Two (2) Architectural Drawings ❑ Two (2) Structural Drawings ❑ Two (2) Structural Calculations ❑ One (1) Project Specification Manuals(if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360)403 3551 or by email to cedParlingtonwa.clov. I acknowledge that all Items designated above are Included as part of this application. REV 2019 Page 1 of 9 L� 1 COMMERCIAL APPLICATION y'�ljN� o PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code(UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Goo-Technical Report is provided.(IBC Table 1804.2& IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. REV 2019 Page 2 of 9 �1TY Of COMMERCIAL APPLICATION y�l�Nc, o PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑ SITE PLAN— REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1°=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ❑ ARCHITECTURAL DRAWINGS . ❑ Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1/8"minimum scale. Details a minimum %.-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,exi<,ting or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2019 Page 3 of 9 C,1�1 _ � ' COMMERCIAL APPLICATION y�1rN� o PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE" Arlington, WA 98223" Phone(360) 403-3551 j) Show the location of all new walls,doors,windows,etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale.Details a minimum %.-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and ekt signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2019 Page 4 of 9 Gt�y Ot, COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360) 403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2019 Page 5 of 9 G1�1' mil' COMMERCIAL APPLICATION 'fit/NCB o PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: ���'C / WSI N es erw- Valuation: Project Address: AVE- NE A--9( I N(Cza-UtJ Parcel ID#: Legal Description Owner: Phone Number: Address: City: State: Zip Code: Engineer: fW (� �(� !L Phone Number: Cell Phone: qZ b 00 E-mail: Address: wm)-L�Y- � City: State:_� Zip Code: %'? 9D�� General Contractor:_ 51, fl_gA CbIS 51-RuMy>4 Phone Number: Cell Phone: 20-U `` '3,0 E-mail: A-jni'D. C.o� Address: 00 NC_ deay +- Ideyoirgille City: Lt16virAVMrLc__ State: t.LlA- ip de: 96042- WM Contractor's License Number: 90m CC (149, 4 S Expiration: 3 3 1 2OZC) Contact Person: MA-7— FT-2,k,,S-k— Phone Number: Cell Phone: SAULiL A-� Cvr i KA C-7A7 E-mail: rZ Address: City: State: Zip Code: nn Proposed Scope of Work: �0l S iC-Le T C.112r l/f�'TW REV 2019 Page 6 of 9 Get Y COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 Project Name/Tenant Site Address Bldg/Unit/Suite IBC Construction Type IBC Occupancy Type Description of Use Building Square Footage Number of Stories Square Footage Per Floor _ Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents (>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Installation,changes,modifications or removal of any of the above may require additional submittals, Information, or permits during the plan review or construction process. Statement of Special Inspection REV 2019 Page 7 of 9 1 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE" Arlington,WA 98223• Phone(360) 403-3551 Name of Project: Project Address: Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports,on site,for review. REV 2019 Page 8 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector.In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner Date: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in a rdance wi h the laws, rules and regulation of the State of Washington. G Z, Applicants Signature C, 1 I 12-e) Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2019 Page 9 of 9 $ 3 r 52)13/16"x 1 1/2" 52)GA/16"x 1 1/2" 52)133/16"x 1.1/2" r 'S2)13/16"x 1 1/2° C 'C w w (2)13/16"x 1 1/2" o' s'ca. R� Plar�F?�.rI�TN 1'-6' R By S 1�.,Lsolt 8 1/2" 9 1/2" 4 1/2" 6 7/8' S 1/2" 1/q•_� 1/4' {' '51/�" 1/4, {' i_3_ I/4' 4' 4" I " XIAL REDUCES .y-y�'' 711/2; I iiI ii I 71/2° LNC I 7 1/2" I I 7 1/2" iI 'I 7 1/2' II 0 7.OK 7 ` 6KNIFE PLATE,N.LN.C. T PLATE,N.LN.C. 1" PE PLATE,N18 1 T PLATE,N.LN.C. 8 3 8" IF i J...... ....... 1 i.......I1(....._I i...-. 1 6 1/2 7 5" 7 5 1/2.- .0 NOT WELD DO NOT WELD DO NOT WELD DO NOT WELD DO NOT WELD o ra SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 N.T.S. N.T.S. N.T.S. N.T.S. V.i.S. 10"COL REF: 2 S4.2 10"COL. REF: 6 S4.2 6"COL. REF: 1 S4.3 10"COL. REF. 5 Sa.2 8"COL. REF: 1 S4.2 NMBS JOIST ERECTION NOTES A- REFER TO THE STEEL JOIST INSTITUTE'S(SA) �f ICJ SPECIFICATIONS AND ITS TECHNICAL DIGEST(TD)0 J r (2)13/16"x 1 1/2" (r� rr *(2)13/16"x 1 1/2" OCIERECTOR NOTE: \a L L 4"GA, C C 4"GA. DO NOT ERECT STEEL JOISTS WITHOUT OBTAINING A COPY AND THOROUGHLY READING THE SJI TO 9, HANDLING AND ERECTION OF STEEL JOISTS AND JOIST GIRDERS. SERIOUS INJURY OR DEATH CAN RESULT FROM FAILURE TO FAMILIARIZE AND COMPLY WITH ALL APPLICABLE SAFETY REQUIREMENTS 1/2 STD.AISC GA. OF FEDERAL,STATE,AND LOCAL REGULATIONS AND THE SAFETY GUIDELINES OUTLINED IN THE SJI 2 1/2' TO 9. THIS MANUAL IS INTENDED TO BE AN AID AND GENERAL GUIDE FOR THE SAFE AND PROPER ERECTION OF STEEL JOIST PRODUCTS. 1/4 11. 1 3/4" 1 3/4" i/4' 1/2' I//'✓2 I/4' 1/4" 21/Y FROM I/4' I/2' STEEL JOIST INSTITUTE PHONE: 843-407-4091 _ _ _ IAL REDUCES GIST SEATS TO 234 W.CHEVES STREET FAX: 843-407-4044 ----- - -=-_ --- - FLORENCE,SC 29501 WEB: WWW.STEELJOIST.ORG 3 1 2 731 2 TO O.OK ANSFER UP TO 3 1 2 3 1 2 ,OK AXIAL(ASD) JOIST DELIVERY AND UNLOADING: �I VERIFY LENNIUM AND CONDITION (JOISTS AND JOIST ACCESSORIES UPON ARRIVAL. INFORM NEW MILLENNIUM BUILDING SYSTEMS(NMBS)IMMEDIATELY OF ANY SHORTAGES,DISCREPANCIES OR DAMAGE. 2. NMBS WILL SUPPLY ONLY THE MATERIAL LISTED ON THE BILL OF LADING. 3. WHEN UNLOADING JOISTS B CRANE,ALWAYS HOIST JOISTS BY TOP OR BOTTOM CHORD PANEL _ POINTS(NOT BY WEB MEMBERS),AT OR NEAR 1/3 POIMS. p�{- _ _ 4. IF NOT ERECTED IMMEDIATELY,STORE JOISTS AND JOIST ACCESSORIES OFF THE GROUND AND LEE" BOTTOM CHORD BRACE(1 ANGLE) -_�'�_ KEEP THEM COVERED TO PROTECT THE PRIMER COATING. WHERE NOTED ON PLAN,MK:KB_ BOTTOM NO CHORD BRACE (1 1MANGLE) JOIST INSTALLATION: WAD PER JOIST INSTALLATION NOTE 7 7"��{ 5. FOLLOW ALL APPLICABLE REGULATIONS OF THE OCCUPATIONAL SAFETY AND HEALTH DO NOT WELD WELD PER JOIST INSTALLATION NOTE 2 ADMINISTRATION(OSHA)FEDERAL REGISTER SUBPART R 1926. IMMEDIATELY AFTER JOIST IS C rn "ONLY AT LOCATIONS INDICATED BY"TJ"ON PLAN SET,ATTACH JOIST TO SUPPORTS AS REQUIRED BY SJI AND OSHA.AS BRIDGING IS L `D INSTALLED,REMOVE SWEEP IN THE JOIST AND CORRECT ANY VERTICAL MISALIGNMENT. ONCE p r. THE BRIDGING IS INSTALLED,ATTACH JOISTS TO SUPPORTS PER FINAL ERECTION DRAWINGS. u ri 6. ONLY DRAWINGS HAVING A'FIELD USE"STAMP SHALL BE USED FOR ERECTION. SECTION 6 SECTION 7 SECTION 8 SECTION 9 7. REFER TO THE ERECTION SECTIONS FOR JOIST AND JOIST GIRDER END ANCHORAGE '7 J E REQUIREMENTS. PER NMBS,JOISTS,JOIST GIRDERS,AND ACCESSORIES SHALL BE ATTACHED L N.T.S. N.T.S. N.T.S. N.T.S. WITH A MINIMUM OR Z f N C REF:3/S4.2 REF:2&3/S4.2 REF: 4 S4.2 REF: 1/S4.4_. K-SERIES JOISTS-THE EQUIVALENT OF TWO 1/8"FILLET WELDS(W)2 1/2'LONG(L), 1= xx4K AND BOLTED WITH TWO 1/2"0 A307 BOLTS WHERE SLOTS ARE INDICATED IN SECTION. W H-S RI S O'S75 TION N MB RS 02 THRU 06-THE EQUIVALENT OF TWO 3/16" J In yl LL FILLET WELDS(W)2 1/2'LONG(L),AND BOLTED WITH TWO 3/4"0 A307 BOLTS \ - WHERE SLOTS ARE INDICATED IN SECTION. J z a H-S S R AND D H- RI a' C IS" TION NUMBERS MB RS 07 THRU 17-THE EQUIVALENT O T 13/16"%1 1/2" OF TWO 1/4'FILLET WELDS(W)2 1/2"LONG(L),AND BOLTED WITH TWO 3/4"0 A307 C5 2 CD IO 00 ((`` BOLTS WHERE SLOTS ARE INDICATED IN SECTION. G E C 4"GA. •L DLu_SERIEc JOISTS SECTION NUM B RS 18 THR I 5_THE EQUIVALENT OF TWO 1/4' D1 V HOLD NAILER FILLET WELDS(w)4'LONG(L),AND BOLTED WITH TWO 3/4"0 A325 BOLTS WHERE SLOTS ` c y j MT ARE INDICATED IN SECTION. y 00 z 1/2 STD AISC GAGE CLR.7" JOIST GIRDERS-THE EQUIVALENT OF TWO 1 4 FILLET WELDS W 2 1 2 LONG L AND BOLTED WITH TWO 3/4"0 A325 BOLTS WHERE SLOTS ARE INDICATED IN SECTION. W i p3 O C 1" 3 1/2" N BRA IDGINF-THE EQUIVALENT OF A 1/8'FILLET WELD(W) I"LONG(L),WITH THE EXCEPTION g O I/4' I/2' .)"�'., �•• 1/P 1/Y 1/4' I/2• 1/C 1/Y OF OLTING,FOR K-SE S JOISTS. Z Z m a •" *' GIST SEATS TO TIE PLATE,N.I.N.C. ----- GIST SEATS TO THE EQUIVALENTOF A R/8"FILLET WELD(W)1'LONG(L),WITH THE EXCEPTION OF BOLTING, -_�___--_ ^..: •" - - _------- - FOR LH-SERIES AND DLH-SERIES JOISTS,SECTION NUMBERS 02 THRU 15. ANSFER UP TO z --� ----- --- -- -- ANSFER UP TO THE EQUIVALENT OF A IN FILLET WELD W 1 1/2' ) LONG L WITH THE EXCEPTION OF 3 1 2 3 1 2 .OK AXIAL(A50) 3 1/2 3 1/2 7.DK AXIAL(ASD) BOLTING,FOR DLH-SERIES JOISTS,SECTION NUMBERS 16 THRU 20. .+ ! % ,°.. THE EQUIVALENT OF A 1/8'FILLET WELD W)2'LONG(L),WITH THE EXCEPTION OF BOLTING, _ ' S° 1• ., FOR DLH-SERIES JOISTS,SECTION NUMBERS 21 AND 22. 4 I LBX4X3/8"LLV ' 4 .•• N.LN.C. L THE EQUIVALENT OF A 1/8"FILLET WELD(W)3"LONG(L),WITH THE EXCEPTION OF BOLTING, I I FOR DLH-SERIES JOISTS,SECTION NUMBERS 23 THRU 25. m L6X4X3/B"LLV ANGLE,N.LN.C. 1 j j T 4 BOTTOM CHORD BRACES-THE EQUIVALENT OF A*FILLET WELD(W)**LONG(L). •'' i *= SAME AS BRACE ANGLE THICKNESS,**=SAME AS BRACE ANGLE LEG LENGTH. Y DO NOT WELD BRAE TO JOIST GIRDER UNTIL ALL DEAD LOAD HAS BEEN APPLIED. _ :.:S.�'. I a•: CD __. .L U KEY: W7 L 6° 7" B. ALL STEEL BEARING JOISTS IN BAYS 40'-0'AND MORE,ARE TO BOLTED TO SUPPORTS PER OSHA,UNLESS JOISTS ARE PRE-ASSEMBLED INTO PANELS. DO NOT WELD DO NOT WELD 0 9 ACCORDING MASONRY OR CONCRETE SUPPORTS SHALLING PLATES LOCATED BE REFEREN ES NO MORE THAN "FROM THE FACE a SJI SPECIFICATIONS FOR BEARING PLATE WIDTHS. �i U 10 UNBROGED THEREFORE,JEXT EXTREME CAUTION USTOISTS MAY EXHISIT EBEEEXERCSED. WHEN ITGREE OF INSTABILITY UIS NECESSARY FOR THE ERECTOR'SER THE EIGHT, Q o SECTION 10 SECTION 11 SECTION 12 SECTION 13 ERECTOR 70 CLIMB ON THE JOIST,REFER TO SJI AND OSHA REQUIREMENTS. V N.T.S. N.T.S. N.T.S. 71.VERIFY THAT ALL BRIDGING IS COMPLETELY INSTALLED,WITH JOIST AND JOIST GIRDER ENDS PERMANENTLY ATTACHED,BEFORE APPLYING CONSTRUCTION LOADS TO JOIST, (B.COL)REF:3/54.4 REF: 4/54.1 (1O'COL)REF:5/S4.2 REF: 1/$4.1 12.ADEQUATE MEANS FOR DISTRIBUTING CONCENTRATED LOADS SHOULD BE PROVIDED SO THAT THE cn Z CAPACITY OF ANY JOIST IS NOT EXCEEDED. U� 13.JOIST CHORDS ARE NOT DESIGNED FOR BENDING DUE TO CONCENTRATED LOADS,UNO ON w V PLANS. EITHER PLACE LOADS AT JOIST PANEL POINTS OR SEE THE"FIELD INSTALLED WEB L1..1 MEMBERS AT CONCENTRATED LOADS'DETAIL. Z NMBS GENERAL JOIST NOTES: U) 14.NI NO-NOT IN NMBS CONTRACT. UNO-UNLESS NOTED OTHERWISE. HOLD NAILER 15.TYPICAL PRIMER COATING,UNO ON PLANS: j STO GRAY PRIMER:ONE SHOP COAT FOR ALL JOISTS,JOIST GIRDERS&JOIST ACCESSORIES.CUR.1'-2" SHOP PRIMER COMPLIES WITH SSPC-PAINT 15. NOTE:SHOP PRIMER IS APPLIED BY DIPPING.COATING MAY NOT BE UNIFORM AND REQUIRE >- 6' 3 1/2" �r REMOVAL OF ACCUMULATIONS BEFORE FINISH COAT IS APPLIED. (n (0 1/4' 1/2- Ip' 2I/2' 16.WELDED HORIZONTAL BRIDGING IS SUPPLIED IN 20'-0"LENGTHS. FIELD CUT WELDED Q 0 TIE PLATE,N.I.N.C. OIST SEATS TO HORZONTAL BRIDGING AS REQUIRED AND UTILIZE ALL DROP. ANSFER UP TO NOTE:WELDED BRIDGING IS TO BE EQUALLY SPACED BETWEEN SUPPORTS,UNO ON PLANS. LJ.J 00 3 1/2 3 1 8 .OK AXIAL(ASD) DECK MUST BE POSITIVELY ATTACHED TO JOIST TOP CHORDS IN ACCORDANCE WITH DECK W F__ IV •, •, •, FASTENING REQUIREMENTS,TO PROVIDE LATERAL STABILITY,UNO ON PLANS. (- CD O J w 17.JOISTS MARKED TJ_INDICATES TIE-JOISTS. THESE JOISTS ARE NOT DESIGNED TO SATISFY Z 5/8'X6°PLATE ' ,,:' 3/8'X3 1/2'X 1'-4" " �f'I'. OSHA 29 CFR 1926.757(a)(3). REFER TO"DANGER"TAG ON JOIST FOR ERECTION ___J J Z N.LN.C. _3 Q 2 >�,,;' N.LN.G REQUIREMENTS.18.Do NOT CUT AWAY ANY CHORDS OR WEBS. U Q Z a d ��• * 19.NMBS PRODUCTS ARE FABRICATED TO MEET THE ERECTION REQUIREMENTS OF OSHA. FIELD 0: COMPLIANCE WITH OSHA IS NECESSARY. CONTRACT NOTE: pQ F g NM SS WILL NOT ACCEPT THE RESPONSIBILITY OR CHARGES FOR ANY FIELD CORRECTIONS O] U U N MADE WITHOUT PRIOR NMSS APPROVAL. 0 O U U Reviewed for Bul0ding Code Compliance JGB ND' 5819-0199 Received DATE 11 12 2019 SECTION 14 SECTION 15 NOV 1'9 2019 DRAWING NO. j N.T.S. N.T.S. 19". ,, e REF: 5/S4.3 (PANEL JOINT)REF: 1/S4.1 Build I;Plan Review J 1 .0 B SAFEBuilt Gad SCE" C ,p� X INDICATES TOTAL If OF ROWS OF CC w w POCa WOOD NAILER CONIC.LOAD 'U SUB-PURLIN BRIDGING Y. EACH END(TYP.) m By 4 A'I EtL: It PANELIZED ROOF SYSTEM BY OTHERS 4 NAILS(N.I.C.) j SG WOOD NAILER WITH WOOD NAILER CONTINUOUS JOIST BELOW SUPPLIED AND INSTALLED 24'O.C.STAGGERED TYP.U.N.0 FIELD INSTALLED WEB CONC.LOAD 2 BY NMBS ##'O.C.WHERE NOTED Of N/A MEMBER EACH SIDE ON PLAN NOT BY NMBS g (2)#14x2"WOOD SCREWS, JOIST TO SUBPURLIN BRIDGING IS 2"x2"BRIDGING REQUIRED AT FIRST BOTTOM CHORD BRIDGING SPACING SHALL NOT SEE TYPICAL NAILER O PANEL POINT AT EACH END OF ALL �--- EXCEED 10'-0'MAX ALONG ATTACHMENT SECTION --- --- ---------- --- JOIST CHORDS ARE NOT DESIGNED FOR LOCALIZED BENDING FROM CONCENTRATED ROOF JOISTS BOTTOM CHORD OF JOIST --- -------------- --- LOADS-U.N.O.IN LOAD KEY(WHERE SHOWN ON FRAMING PLAN). CONCENTRATED M.B.W/NUT&WASHER JOIST TOP CHORD O LOADS MUST BE APPLIED AT JOIST PANEL POINTS OR FIELD INSTALLED WEB MEMBERS MUST BE UTILIZED AS SHOWN AT NO COST TO NMBS. ADDITIONAL WEB MEMBERS NOTE:BRIDGING MAY BE ARE N.I.N.C. CONSULT THE SPECIFYING PROFESSIONAL FOR SIZING AND WELDING II INSTALLED ON EITHER SIDE OF 12'O.C.TYP. 12"O.C.TYP. REQUIREMENTS. ADDITIONAL WEB MEMBERS ARE NOT REQUIRED PROVIDED THAT THE JOIST TO AVOID CONFLICTS 8'WHERE NOTED 16'N/A 8'WHERE NOTED 16"N/A SUM OF THE CONCENTRATED LOADS WITHIN A CHORD PANEL DOES NOT EXCEED 100 WITH OTHER TRADES OR ROOF 6'WHERE NOTED 12'N/A 8"WHERE NOTED 12'N/A POUNDS AND THE ATTACHMENTS ARE CONCENTRIC TO THE CHORD. OPENINGS. 4"WHERE NOTED 8'N/A 4"WHERE NOTED 8'N/A REFER TO NMBS JOIST ERECTION NOTES,JOIST INSTALLATION NOTE#12. TYPICAL JOIST TO SUE-PURLIN TYPICAL NAILER ATTACHMENT TYPICAL UPLIFT A BRIDGING DETAIL NAILER ATTACHMENT FIELD INSTALLED WEB MEMBERS BRIDGING DETAIL PLAN VIEWWAT CONCENTRATED LOADS SEE JOISSTTe U��RLIN DETA TO IL THIS SHEET NMBS JOIST ERECTION NOTES /� ERECTOR NOTE: REFER TO THE STEEL JOIST INSTITUTE'S ISJD r`CJ WHERE JOISTS/JOIST GIRDERS ARE FABRICATED TO ALLOW FOR FIELD SPECIFICATIONS AND ITS TECHNICAL DIGEST TTDI S .`✓ BOLTING TO THE SUPPORTING STRUCTURE,THE SNUG-TIGHTENED BOLTS OC I ERECTOR NOTE: `aV SHALL REMAIN IN THE BEARING SEAT SLOTS AFTER FINAL CONNECTION IS DO NOT ERECT STEEL JOISTS WITHOUT OBTAINING A COPY AND THOROUGHLY READING THE SJI TD 9, n. MADE VIA WELDING.IN THE EVENT THAT A BOLTED CONNECTION IS NOT HANDLING AND ERECTION OF STEEL JOISTS AND JOIST GIRDERS. SERIOUS INJURY OR DEATH CAN USED,OR THE BOLTS ARE REMOVED AFTER WELDING(w/APPROVAL FROM RESULT FROM FAILURE TO FAMILIARIZE AND COMPLY WITH ALL APPLICABLE SAFETY REQUIREMENTS EOR),WELD RUEBE PLACED ALONG THE INSIDE EDGE OF THE SEAT OF FEDERAL,STATE,AND LOCAL REGULATIONS AND THE SAFETY GUIDELINES OUTLINED IN THE SJI TO 9. THIS MANUAL IS INTENDED TO BE AN AID AND GENERAL GUIDE FOR THE SAFE AND PROPER SLOTS AS SHOWN BELOW.ADDITIONAL WELD ON THE SEAT TOE REQUIRED ERECTION OF STEEL JOIST PRODUCTS. TO MEET THAT SPECIFIED IN THE SECTION IS TO BE POSITIONED AWAY sal TD 9 IS AVAILABL FROML FROM THE OUTER EDGE OF THE SLOT AS SHOWN BELOW. STEEL JOIST INSTITUTE PHONE: 843-407-4091 234 W.CHEVES STREET FAX: 843-407-4044 FLORENCE,SC 29501 WEB: WWW.STEELJOIST.ORG SEAT TOE WELD PLACED JOIST DELIVERY AND UNLOADING: WITHIN THE OUTER EDGE OF SLOT DOES NU COUNT 1. VERIFY QUANTITIES AND CONDITION OF JOISTS AND JOIST ACCESSORIES UPON ARRIVAL, INFORM 0 TOWARD WELD LENGTH NEW MILLENNIUM BUILDING SYSTEMS(NMBS)IMMEDIATELY OF ANY SHORTAGES,DISCREPANCIES #N SPECIFIED IN SECTION. OR DAMAGE,2. NMBS WILL SUPPLY ONLY THE MATERIAL LISTED ON THE BILL OF LADING. 3. WHEN UNLOADING JOISTS BY CRANE,ALWAYS HOIST JOISTS BY TOP OR BOTTOM CHORD PANEL ------- POINTS(NOT BY WEB MEMBERS),AT OR NEAR 1/3 POINTS. 4. IF NOT ERECTED IMMEDIATELY,STORE JOISTS AND JOIST ACCESSORIES OFF THE GROUND AND KEEP THEM COVERED TO PROTECT THE PRIMER COATING. JOIST INSTALLATION: 5. FOLLOW ALL APPLICABLE REGULATIONS OF THE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION(OSHA)FEDERAL REGISTER SUBPART R 1926. IMMEDIATELY AFTER JOIST IS C SET,ATTACH JOIST TO SUPPORTS AS REQUIRED BY SJI AND OSHA,AS BRIDGING IS C INSTALLED,REMOVE SWEEP IN THE JOIST AND CORRECT ANY VERTICAL MISALIGNMENT. ONCE p ry THE BRIDGING IS INSTALLED,ATTACH JOISTS TO SUPPORTS PER FINAL ERECTION DRAWINGS. ' U 6. ONLY DRAWINGS HAVING A"FIELD USE"STAMP SHALL BE USED FOR ERECTION. ro TYPICAL BOLTED JOIST/JOIST GIRDER SEAT 7. REFER TO THE ERECTION SECTIONS FOR JOIST AND JOIST GIRDER END ANCHORAGE 7 E REQUIREMENTS. PER NMBS,JOISTS,JOIST GIRDERS,AND ACCESSORIES SHALL BE ATTACHED L m 3 WITH A MINIMUM OF: DE 4)CONNECTION IF ERECTION BOLTS ARE REMOVED K-SERIES JOISTS-THE EQUIVALENT OF TWO 1/8"FILLET WELDS(W)2 1/2"LONG(L), r AND BOLTED WITH TWO 1/2"0 A307 BOLTS WHERE SLOTS ARE INDICATED IN SECTION. LH-SERI JOISTS aLr ON 14 MB RS 0 THR 06-THE EQUIVALENT OF TWO 3/16' W m DD FILLET WELDS(W)2 1/2'LONG(L),AND BOLTED WITH TWO 3/4"0 A307 BOLTS WHERE SLOTS ARE INDICATED IN SJOISTSECTIONSECT. NUMBERS OF TWO 1/4"FILLET WELDS(W)2 1/2'LONG(L),AND BOLTED WITH TWO 3/4l0 A307 C m b�VALENT eD BOLTS WHERE SLOTS ARE INDICATED IN SECTION. 7 > E 3 N OLH-S RI c JOISTS, SECTION NUMBERS 18 THRUc-THE EQUIVALENT OF TWO 1/4" LLL m ? �,0 Q, FILLET WELDS(W)4"LONG(L),AND BOLTED WITH TWO 3/4"0 A325 BOLTS WHERE SLOTS ` c v >1� ARE INDICATED IN SECTION. N p w JOISTGGIRDERS_THE EOUIVALENT OF TWO 1/4"FILLET WELDS(W)2 1/2"LONG(L), O AND BOLTED WITH TWO 3/4"0 A325 BOLTS WHERE SLOTS ARE INDICATED IN SECTION. W 3 c 7! BRIDGING-THE EQUIVALENT OF A 1/8 FILLET WELD(W)1"LONG(L),WITH THE EXCEPTION Z g t OF BOLTING,FOR K-SERIES JOISTS. Z aN D ly d THE EQUIVALENT OF A 1/8'FILLET WELD(W) 1"LONG(L),WITH THE EXCEPTION OF BOLTING, FOR LH-SERIES AND DLH-SERIES JOISTS,SECTION NUMBERS 02 THRU 15. THE EQUIVALENT OF A 1/8"FILLET WELD(W) 1 1/2"LONG(L),WITH THE EXCEPTION OF BOLTING,FOR DLH-SERIES JOISTS,SECTION NUMBERS 18 THRU 20. THE EQUIVALENT OF A 1/8'FILLET WELD(W)2"LONG(L),WITH THE EXCEPTION OF BOLTING, FOR DLH-SERIES JOISTS,SECTION NUMBERS 21 AND 22. _ THE EQUIVALENT OF A 1/8"FILLET WELD(W)3'LONG(L),WITH THE EXCEPTION OFBOLTING, Q FOR DLH-SERIES JOISTS,SECTION NUMBERS 23 THRU 25. B070M CHORD BRACES-THE EQUIVALENT OF A'FILLET WELD(W)"LONG(L). ' SAME AS BRACE ANGLE THICKNESS,"'=SAME AS BRACE ANGLE LEG LENGTH. Y DO NOT WELD BRACE TO JOIST GIRDER UNTIL ALL DEAD LOAD HAS BEEN APPLIED. U KEY: W L B. ALL STEEL BEARING JOISTS IN BAYS 40'-0'AND MORE,ARE TO BOLTED TO SUPPORTS PER m OSHA,UNLESS JOISTS ARE PRE-ASSEMBLED INTO PANELS. Q 9. ACCORDING TO SJI,BEARING PLATES SHALL BE LOCATED NO MORE THAN 1/2'FROM THE FACE Q OF MASONRY OR CONCRETE SUPPORTS. REFERENCE SJI SPECIFICATIONS FOR MINIMUM BEARING Y U PLATE WIDTHS. 10,UNBRIDGED JOISTS MAY EXHIBIT SOME DEGREE OF INSTABILITY UNDER THE ERECTOR'S WEIGHT, D[ THEREFORE,EXTREME CAUTION MUST BE EXERCISED. WHEN IT IS NECESSARY FOR THE Q a ERECTOR TO CLIMB ON THE JOIST,REFER TO SJI AND OSHA REQUIREMENTS. 11.VERIFY THAT ALL BRIDGING IS COMPLETELY INSTALLED,WITH JOIST AND JOIST GIRDER ENDS U PERMANENTLY ATTACHED,BEFORE APPLYING CONSTRUCTION LOADS TO JOIST. Z 12.ADEQUATE MEANS FOR DISTRIBUTING CONCENTRATED LOADS SHOULD BE PROVIDED SO THAT THE _ CAPACITY OF ANY JOIST IS NOT EXCEEDED. (n 13.JOIST CHORDS ARE NOT DESIGNED FOR BENDING DUE TO CONCENTRATED LOADS,UNO ON w N PLANS. EITHER PLACE LOADS AT JOIST PANEL POINTS OR SEE THE"FIELD INSTALLED WEB LL1 MEMBERS AT CONCENTRATED LOADS"DETAIL. Z NMBS GENERAL JOIST NOTES: (n 14.NINC-NOT IN NMBS CONTRACT. UNO-UNLESS NOTED OTHERWISE. I- 15.TYPICAL PRIMER COATING,UNO ON PLANS: U STQ GRAY PRIMER:ONE SHOP COAT FOR ALL JOISTS,JOIST GIRDERS&JOIST ACCESSORIES. m SHOP PRIMER COMPLIES WITH SSPC-PAINT 15. Q NOTE:SHOP PRIMER IS APPLIED BY DIPPING.COATING MAY NOT BE UNIFORM AND REQUIRE �--. REMOVAL OF ACCUMULATIONS BEFORE FINISH COAT IS APPLIED. (n CO 16.WELDED HORIZONTAL BRIDGING IS SUPPLIED IN 20'-0'LENGTHS. FIELD CUT WELDED Q Z Q C) HORIZONTAL BRIDGING AS REQUIRED AND UTILIZE ALL DROP, NOTE:WELDED BRIDGING IS TO BE EQUALLY SPACED BETWEEN SUPPORTS,UNO ON PLANS. c) LJJ 00 DECK MUST BE POSITIVELY ATTACHED TO JOIST TOP CHORDS IN ACCORDANCE WITH DECK LLI (- Z N FASTENING REQUIREMENTS,TO PROVIDE LATERAL STABIUTY,UNO ON PLANS. o O J 17.JOISTS MARKED TJ_INDICATES TIE-JOISTS. THESE JOISTS ARE NOT DESIGNED TO SATISFY Z Tn LL, w OSHA 29 CFR 1926.757(0)(3). REFER TO'DANGER'TAG ON JOIST FOR ERECTION LJ..I Q REQUIREMENTS. Z 18.00 NOT CUT AWAY ANY CHORDS OR WEBS. CD Q Z a d 19.NMBS PRODUCTS ARE FABRICATED TO MEET THE ERECTION REQUIREMENTS OF OSHA FIELD D: COMPLIANCE WITH OSHA IS NECESSARY. F ¢ CONTRACT NOTE: < t O O NM SWILL NOT ACCEPT THE RESPONSIBILITY OR CHARGES FOR ANY FIELD CORRECTIONS Z = F- MADE WITHOUT PRIOR NMBS APPROVAL. L. O Q U U JOB NO. 5819-0199 DATE 11 12 2019 DRAWING NO. J1 .1 F E 0 C B A LOAD KEY 245'-0• 1, 1° LOAD CATEGORY: N o Plar I`'.>',;;u`' 7j" 44'-4(" 50'-0" 50'-0° 48'-11" 49'-4{ COIL-COLLATTOTAL ERAL LOAD SL-SNOW LOAD $ By �;F E.:; OAD WL-WIND LOAD ^ 14'-41" S SPA 0 10'-0°=50'-0" 5 SPA 0 10'-0•=50'-0" 4 SPA 0 10'-0"=40'-0" 8'-11" 4 SPA 0 10'-0°=40'-0" 9'-Br 7[• LL-LIVE L-DEAD OAD IF-INWARD PRESSURE °' ^ 9 - LOAD POSITION: SIGN CONWN71ON: TC-TOP CHORD +GRAVITY LOADS-f. ' 0 3"BRANCH LINES '-0° 8'-0" 8'-0• 10'-O" 10'-O• 5'-0" 5'-O 10'-0• 10'-O" 10_0 10'-0" 5'-0' 5'-0' 10'-0' 10'-0" 10'-0" 10'-0" 5'-0• 5'-0' 10'-0" 10'-0" 10'-0" 10' 0" 5'- 5'-0• 10'-0" 10'-0" 10'-0' 10 O• BC-BOTTOM CHORD +FRAME LOADS: {�,} CONCENTRA1ED LOAD(KIPS)-EXACT LOCATION 84I $ 3"BRANCH LINES 8'-0• 5'-0" SPECIFIED,FIELD INSTALLED WEB MEWBFR REOUWED IF LOAD IS NOT LOCATED AT A TOP OR BOTTOM CHORD PANEL PMT. N011FY FOR IF LOAD LOCATION FALLS OUTSIDE OF ALLOWED ZONE 3'-0'(OR PER PLAN) YIZ EACH WAY FROM DIMENSIONS SHOWN. x lCONCENTRATED aFIED, ELD NSST lJfDAD )WEB his NOT REa11RED. NOTIFY FOR IF LOAD LOCATION FALLS .B .A ly F .�0 i �O �, .�� ��• OUTSIDE OF DIMENSIONS SHOWN. l'^ ,74 f �• f• ' ' ?` KOS LOAD(MPS)-CONCENTRATEM LOAD(+/-) 1 AND AXIAL LOAD(+/-). II II 13 15 13 15 13 15 13 •=FIELD INSTALLED WEB MOP O REO IF '7i 5 TOP LOAD IS NOT 1AG11ED AT A T OR BOTTOM CHORDPANEL POIN cY i i lia X FlE1D �YP+ YOW J82J8 MOMENT LOAD[FT.KPS)-RTRENCE MMENT - SCHEDULE WLOAD VALU HAMS BEEN ROUGED 32064/250 WITH LETIERS p p a <9.OK> rye J ANAL LOAD COPS>-LOINS ARE APPLIED THROUGH T32 ^ v <K1N>THE JOIST/JOIST ORDER TOP OR BOTTOM CHORDS. 321_14354/250 ...... JS -_-.-U(@1 —.. r MAN ^ ---- ------ ------ '---_'"" - MoL ow) MN"m MOMENT OF MERBA(IN) 8"MAIN Y I HOPoZONTtL TRANSFER LOAD(KIPS)-AXIAL LOAD a.. e o "" J (+/-)WHICH IS TRANSFERRED THROUGH IRE II C7� f V aJ I1 B> 6 32IJI387/250- 32LH367/250- 2_ 32LH367/250- ERECTOR NOTE:i, q q 4 W _ JOIST ERECTION AND INSTALLATION IS TO BE •i d 32 Hb87 rEF-X4� COMPLETED IN ACCORDANCE WITH SJI TECHNICAL 100 DIGEST 9,CHAPTER 7,'PANELIZED ERECTION'. x x x � A 'Q 10 10 0 0 W; R) 0 ® INDICATES/OF ROWS OF Co v SUB-PURUN BRIDGING O1 _ _TJi2_ G12 Y r 48G5N10.OK3.0 9 OK 0 do 8 4 14 13 INCLUDING UPLIFT TIGHTS). WALL$AND COLS. 32LH3S4[250-_ <19AK 16 N/A? rw- 2 <29.40 w 4 <44.8K> a G60.20 M ?s` ?� W 70 44'-8( &16' !?' �'n APPROVER NOTE: SIED AND SEALED ��� 321H364 250 J13 6JB2 6JB2 -- 6JB2 OU WILLLL BE SUPPUED UPON FlMALnDESIGN. ti 49'-4r 7r C rn c E� BT- m mKBI u ry Z N ^ s 4 2j Z W v E C p%. W i J M EL 32LH367 z50 J21 - - E3b� c min UDAP m o v O 1 172{M o z-- 4 / 3 3 ^T_ 32LH364/250 TJ15 � ?� TJ19 32Vi367/250 .-. 321}1367/250 TJ99 - _ _ _ � ='I "IT Lu 32LH367/250 TJ22 _ Z zm�a 2. 2>. JS. M 32LH354 250 J13 T lip Q cd fY Y o � u 5� a11� m b o w PLAN 1 RA O FOR ERECTION NOTES,SECTIONS AND DETAILS. 2. ALL GIRDERS&JOISTS WILL BE DESIGNED IN ACCORDANCE WITH IBC 2015 0 .._. _..-... _ _. .--....._�'.._-..-__..._...._-... -. - - - - _ -- - - _- 3. GIRDERS&JOISTS WILL BE FABRICATED WITH STANDARD SJI CAMBER TYP. A. 4. SDS=0.762 & ROOF JOIST DEFLECTION LIMIT:LL=L/240 Q _- 44'-8[' 6. ROOF JOISTS AND GIRDERS DESIGNED WITH 10.0 PSF NET UPLIFT Q 7. ALL AXIAL SEISMIC LOADS ARE PROVIDED AT 0.7E(ASD) V Het _.--.-. 8. JOISTS DESIGNED WITH 7.3K AXIAL(ASO)U.N.O. 9. GIRDERS DESIGNED WITH 26.5K AXIAL(ASO)U.N,O, cn z 10. ALL JOISTS DESIGNED WITH 2O00/LIVE LOAD AT ANY PANEL POINT ALONG BOTTOM CHORD U) 0 NON-CONCURRENT WITH ROOF LIVE LOAD LJJ N MATCHUNE----------- -'- -- - -- ----------------------- ---------------------- MATCHLINE ( )• 11. SHADED AREA INDICATES OFFICE LOCATION. Z lJJ _ _ _ _. _ _ TJ19 321H3S7/250 _._ 32LH367 250 TJ19 1 32LH387 250 T,@2 12. OFFICE AREA JOISTS DESIGNED WITH A 1000 CONCENTRATED LOAD AT ANY ONE TOP OR BOTTOM f-- W^ 1 ^ ^ 'a' CHORD PANEL POINT ALONG THE JOIST OFFICE AREA JOISTS DESIGNED WITH A 500#BENDING LOAD AT ANY LOCATION ALONG THE TOP CHORD. U 1 2 N 14. OFFICE AREA GIRDERS DESIGNED WITH(2)1500#CONCENTRATED LOAD AT ANY PANEL POINT. m Q ®g FIRE SPRINKLER LEGEND: 15. --(D-- INDICATES TAGGED END of JOISTS < co u� 16. DESIGNED FOR HSS 1OX10 COLUMNS TYPICAL,U.N.O. �- 17. ALL ELEVATIONS FROM BOTTOM OF SHEATHING TYPICAL PARTIAL ROOF JOIST ERECTION PLAN ® a 18. 5"TOP CHORD WIDTH U.N.O.(7CW=#) z o � REF: S2.2,4-19-2019 13 _ B_MAIN w O N 00 SCALE: 3/32"=1'-O" TOP CHORD 8"FIRE SPRINKLER LINE(MAIN)= 40 PLF SINGLE PITCH GIRDER PROFILE T.E. NORTH Q III OF SPACES NET UPLIFT PER ALONG GRID LINE"E" �S ______ _ LONGITUDINAL SWAY BRACE LOAD DEPTH�� PANEL PONT(KIPS) Z W m 08"PIPE(+/-SEISMIC LOAD)990# a J J Z 38O8N10.Ot4.0 o:: LJJ Q z LATERAL SWAY BRACE LOAD 0 Q Z d o B C "' 0 8"PIPE(+/-SEISMIC LOAD)-990# a m MARK B TYPE TOTAL LOAD PER PANEL POINT o +-i s zp 6"FIRE SPRINKLER LINE(MAIN)= 40 PLf GIRDER DESIGNATION KEY m N SPRINKLER COORDINATION NOTE: _-_� LONGITUDINAL SWAY BRACE LOAD JOB 110. T.E SINGLE PITCH GIRDER PROFILE NMBS WILL ENSURE THAT JOIST WEB LAYOUTS WILL 06"PIPE(+/-SEISMIC LOAD)990# 5819-0199 NOT CONFLICT WITH SPRINKLER BRANCHUNES.JOGS IN BRANCHUNES TO BE FIELD ADJUSTED.FIELD ,� LATERAL SWAY BRACE LOAD GATE ALONG GRID LINES 2&6" 11 12 2019 ADJUSTMENT WILL NEED TO TAKE PLACE WHERE MAINS FOUL THE BOTTOM CHORD. 06"PIPE(+/-SEISMIC LOAD)=990k DRAWING NO. SPRINKLER LAYOUT DIAGRAM J2,Q a MATCHIJNE _—_----- ----------------------- ---_ 9 MATCHIJNE __—_------_ _— _ ----_— _- ---- .. .. 4 32W4$64/25D TJ23 r• 1 - TJI9 32LH367 250 32LH367 250 Us ^ 32LH367 250 TJ22 --- 1 heI EF-o_oi 2 R PyanAPEbLLt _ ` 321H367/250 J21 \ B S _ w 49'-4�" 7r 32 0 x 0 ° IN n m ® o ' :'':;': 13 i` _ 1 K 1 32LH367 250 J21 c4 8 0 °9p °9io i UDAP P O 172# gg _ 6 5 32LH364 250 TJIS TJI9 321H367/250 32LH367/250 TJ19 i_ 32LH357 250 TM 1 F M •; a s� ry6 M� 321H364 250 J13 -o J82 2g\s JB2 8 6 32I}k36 50" TJ12 G9 10.0K3.0 Q9.4K> 48=0AK3.0 04.8K>DID 4 3905N10.0K3.0 60.2K>G11 WALLS AND COLS. 01 0K 1Pi N/A> : w 2 8 1 12 6.�6 14 13o 5 G 10 8'" ---- — — — — — — — — —— — — -- — — 32LH367� V Y 32LH367/250-J V� 2-J32 I v —2 J35 2-d16 + G F 367/250 '�• -- 7/ LU J m on fF-X 32LH 321H367 250 N 7 33t364 s \I m 8 z Hi n! 3$ o I � W i 250 J2fi c9OK> z z ^ 4 4 Z allo ii a '3 13 15 13Ai 75 `1726 13 15 U 0 7 —.. m Q _ �L °I b ��J�c O1�ry �.']\�' ,O\\�l. J11 8'-0" 5'-0" 3°BRANCH LINES Q3°BRANCH LNES -0 8'-0" 8'-0° 10'-0" 10'-0" 5'-0° 5'-0° 10'-0" 10'-0° 10'-0" 10'-0" 5'-0"5'-0" 10'-0' 10'-0" 10'-0" 10'-0° 5'-C" 5'-0" 10'-0° 10'-0' 10'-0" 10' 5'-0" 10'-0" 10' " ' ° 10 0° Y (�Elf 5 SPA 0 10'-0"=50'-0° 5 SPA®10'-0°=50'-0° 4 SPA®10'-0"=40'-0" 4 SPA®10'-0"=40'-0° 9'-Br 7r (f) Z 7a^ 44'-4r 50'_0" 50'-0" 48'-11" 49'-4r U — 245,_C. w V LLJ � U m Q U) � PARTIAL ROOF JOIST ERECTION PLAN o w � REF: 52.3,4-19-2019 SCALE: 3/32"= 1'-0" w 0 z IV NORTH Z W m w Q J J Z C� ¢ -Z 0- d d Q O 1013 N0. 5819-0199 DATE 11 12 2019 DRAWING NO. J2.1 (2)13/16"x 1 1/2" (2)13/16"x 1 1/2" (2)13/16"x 1 1/2" (2)13/16"x 1 1/2" (2)13/16"x 1 1/2" c $ 5"GA. 5"GA. 5"GA. 5'GA. c N -8 6 1/2" 9 1/2' 4 1/2" 6 7/8" s 1/2" O1 1/4 1/4 4 S 1/2' 3�� 1/1 4^ 5" 1/4 4 I AXIAL REDUCES 711/2 7 1/2" 7 1/2" 7 1/2' 7 1/z" TO 7.OK $ I I I I I I I I I I y 7/$"X 7"X 1'-1' I I I I I I I I I I 6 4 KNIFE PLATE,N.I.N.C. T PLATE,N.I.N.C. LIC PLATE,N.LN.C, T PLATE,N.I.N.C.- I 11" 6" 8 3 8" 7 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 7" 5" 7" 5 1/z" oo oo U U DO NOT WELD DO NOT WELD DO NOT WELD DO NOT WELD DO NOT WELD - - Q .Q Yi u SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 N.T.S. N.T.S. N.T.S. N.T.S. N.T.S. 10"COL. REF: 2 S4.2 10"COL. REF: 6 S4.2 (6"COL.)REF: 1 S4.3 10"COL. REF: 5 S4.2 ($"COL.)REF: 1 S4.2 NMBS JOIST ERECTION NOTES n. REFER TO THE STEEL JOIST INSTITUTE'S(Sil) J/-e) SPECIFICATIONS AND ITS TECHNICAL DIGEST(TD)9 (2)13/16"x 1 1/2" ((`` ((`` '(2)13/16"x 1 1/2" GC I ERECTOR NOTE: 'L 4"GA. 'L 'L 4"GA. DO NOT ERECT STEEL JOISTS WITHOUT OBTAINING A COPY AND THOROUGHLY READING THE SJI TO 9, HANDLING AND ERECTION OF STEEL JOISTS AND JOIST GIRDERS. SERIOUS INJURY OR DEATH CAN RESULT FROM FAILURE TO FAMILIARIZE AND COMPLY WITH ALL APPLICABLE SAFETY REQUIREMENTS V` 1/2 STD.AISC GA. OF FEDERAL,STATE,AND LOCAL REGULATIONS AND THE SAFETY GUIDELINES OUTLINED IN THE SJI 2 1/2 TO 9. THIS MANUAL IS INTENDED TO BE AN AID AND GENERAL GUIDE FOR THE SAFE AND PROPER ERECTION OF STEEL JOIST PRODUCTS. 1/4' 1" 1 3/4' 1 3/4" SJ, �1(� 1/4° 21/2° 1/4^ 21/2^ 1/4° 21/2' 1/4^ 21/2^ STEEL JOIST INSTITUTE PHONE: 843-407-4091 ___ ------ __ ___ ------ __- ___ ------ XIAL REDUCES -- ----- ---____ DST SEATS TO 234 w.CHEVES STREET FAX: 843-407-4044 TO O.OK ANSFER UP TO FLORENCE,SC 29501 WEB: W'WW.STEELJOIST.ORG 31/2" 31/2' 31/2" 31/2" ,OK AXIAL(ASD) JOIST DELIVERY AND UNLOADING: �I 1. VERIFY QUANTITIES AND CONDITION OF JOISTS AND JOIST ACCESSORIES UPON ARRIVAL. INFORM NEW MILLENNIUM BUILDING SYSTEMS(NMBS)IMMEDIATELY OF ANY SHORTAGES,DISCREPANCIES OR A 2. N MBSWILLE SUPPLY ONLY THE MATERIAL LISTED ON THE BILL OF LADING. N 3. WHEN UNLOADING JOISTS BY CRANE,ALWAYS HOIST JOISTS BY TOP OR BOTTOM CHORD PANEL POINTS(NOT BY WEB MEMBERS),AT OR NEAR 1/3 POINTS. 4. IF NOT ERECTED IMMEDIATELY,STORE JOISTS AND JOIST ACCESSORIES OFF THE GROUND AND BOTTOM CHORD BRACE(1 ANGLE) KEEP THEM COVERED TO PROTECT THE PRIMER COATING. as>- as>� WHERE NOTED ON PLAN,MK: KB_ BOTTOM CHORD BRACE(1 ANGLE) JOIST INSTALLATION: WELD PER JOIST INSTALLATION NOTE 7 7" WHERE NOTED ON PLAN,MK-KB 5. FOLLOW ALL APPLICABLE REGULATIONS of THE OCCUPATIONAL SAFETY AND HEALTH DO NOT WELD WELD PER JOIST INSTALLATION NOTE 2 ADMINISTRATION(OSHA)FEDERAL REGISTER SUBPART R 1926. IMMEDIATELY AFTER JOIST IS C C, *ONLY AT LOCATIONS INDICATED BY"TJ"ON PLAN SET,ATTACH JOIST TO SUPPORTS AS REQUIRED BY SJI AND OSHA.AS BRIDGING IS C INSTALLED,REMOVE SWEEP IN THE JOIST AND CORRECT ANY VERTICAL MISALIGNMENT. ONCE p N THE BRIDGING IS INSTALLED,ATTACH JOISTS TO SUPPORTS PER FINAL ERECTION DRAWINGS. ' u 6. ONLY DRAWINGS HAVING A"FIELD USE"STAMP SHALL BE USED FOR ERECTION. J 4 W SECTION 6 SECTION 7 SECTION 8 SECTION 9 7. REFER TO THE ERECTION SECTIONS FOR JOIST AND JOIST GIRDER END ANCHORAGE �f J E n REQUIREMENTS. PER NMBS,JOISTS,JOIST GIRDERS,AND ACCESSORIES SHALL BE ATTACHED ` m v N.T.S. N.T.S. `f. 1. N.T.':. WITH A MINIMUM OF: Z W E C REF: 3/S4.2 REF: 2&3/S4.2 REF: 4/S4.2 REF: 1/S4.4 K-SERIES JOISTS-THE EQUIVALENT OF TWO 1/8"FILLET WELDS(W)2 1/2"LONG(L), L N N 3 21 AND BOLTED WITH TWO 1/2"0 A307 BOLTS WHERE SLOTS ARE INDICATED IN SECTION. 33 -THE EQUIVALENT OF TWO 3/16" J I}e on LL FILLET WELDS(W)2 1/2"LONG(L),AND BOLTED WITH TWO 3/4"0 A307 BOLTS C WHERE SLOTS ARE INDICATED IN SECTION. ON NUMBERS J Z v7 7 1 -THE EQUIVALENTS 7 O (2)13/16"x 1 1/2" OF TWO 1/4"FILLET WELDS(W)2 1/2"LONG(L),AND BOLTED WITH TWO 3/4"0 A307 r G3 m a0 BOLTS WHERE SLOTS ARE INDICATED IN SECTION. 7 = E 3 t�l 4 GA. DLH-SERIES JOISTS SECTION NUMBERS 18 THIRD 25-THE EQUIVALENT OF TWO 1/4" LL m E �� HOLD NAILER FILLET WELDS(W)4"LONG(L),AND BOLTED WITH TWO 3/4"0 A325 BOLTS WHERE SLOTS N >I�I�� 1/2$TD RISC GAGE CLR.]" ARE INDICATED IN SECTION. p Z C 1/2" JOIST GIRDERS-THE EQUIVALENT OF TWO 1/4"FILLET WELDS(W)2 1/2"LONG(L), 3 AND BOLTED WITH TWO 3/4"0 A325 BOLTS WHERE SLOTS ARE INDICATED IN SECTION. W C'N 1 3 4 1' 3 1/z" BRA-THE EQUIVALENT OF A 1/8"FILLET WELD(W)1"LONG(L),WITH THE EXCEPTION z N N T L t 1/4' 21/2' OF BOLTING,FOR K-SERIES JOISTS. (� Z p0 ly d GIST SEATS TO TIE PLATE,N.I.N.C. GIST SEATS TO THE EQUIVALENT OF A 1/8"FILLET WELD ON) 1"LONG(L),WITH THE EXCEPTION OF BOLTING, - ANSFER UP TO - --- -   --= ANSFER UP TO FOR LH-SERIES AND DLH-SERIES JOISTS,SECTION NUMBERS 02 THRU 15. OK AXIAL(ASD) 3 1/2THE EQUIVAL6X4X3/8"LLVFOR DLH-SERIES JOISTS,SECTION NUMBERS 21 AND 22.N.I.N.C. THE EQUIVALENT OF A 1/8"FILLET WELD(W)3"LONG(L),WITH THE EXCEPTION OF BOLTING,4 FOR DLH-SERIES JOISTS,SECTION NUMBERS 23 THRU 25. m L6X4X3/B"LLV ANGLE,N.I.N.C. BOTTOM CHORD BRACES-THE EQUIVALENT OF A*FILLET WELD(W)**LONG(L). , *= SAME AS BRACE ANGLE THICKNESS,**=SAME AS BRACE ANGLE LEG LENGTH. (^ DO NOT WELD BRACE TO JOIST GIRDER UNTIL ALL DEAD LOAD HAS BEEN APPLIED. �l U KEY:AWL 6" 7" 8. ALL STEEL BEARING JOISTS IN BAYS 40'-0"AND MORE,ARE TO BOLTED TO SUPPORTS PER m DO NOT WELD DO NOT WELD OSHA,UNLESS JOISTS ARE PRE-ASSEMBLED INTO PANELS. 0 9. ACCORDING TO SJI,BEARING PLATES SHALL BE LOCATED NO MORE THAN 1/2"FROM THE FACE Q OF MASONRY OR CONCRETE SUPPORTS. REFERENCE SJI SPECIFICATIONS FOR MINIMUM BEARING () PLATE WIDTHS. 10.UNBRIDGED JOISTS MAY EXHIBIT SOME DEGREE OF INSTABILITY UNDER THE ERECTOR'S WEIGHT, i SECTION 10 SECTION 11 SECTION 12 SECTION 13 f THEREFORE,EXTREME CAUTION MUST E EXERCISED. WHEN IT NECESSARY FOR THE OR TO CLIMB ON THE JOIST,REFER TO SJI AND OSHA REQUIREMENTS. < N.T.S. N.T.S. N.T.S. N.T.S. 11.VERIFY THAT ALL BRIDGING IS COMPLETELY INSTALLED,WITH JOIST AND JOIST GIRDER ENDS ($'COL.)REF: 3/54.4 REF: 4/54.1 (10"COL.)REF: 5/54.2 REF: 1/54.1 PERMANENTLY ATTACHED,BEFORE APPLYING CONSTRUCTION LOADS TO JOIST. 12,ADEQUATE MEANS FOR DISTRIBUTING CONCENTRATED LOADS SHOULD BE PROVIDED SO THAT THE V CAPACITY OF ANY JOIST IS NOT EXCEEDED. 13.JOIST CHORDS ARE NOT DESIGNED FOR BENDING DUE TO CONCENTRATED LOADS,ONO ON W PLANS. EITHER PLACE LOADS AT JOIST PANEL POINTS OR SEE THE"FIELD INSTALLED WEB LJ..I MEMBERS AT CONCENTRATED LOADS"DETAIL. z w NMBS GENERAL JOIST NOTES: 14.NINC-NOT IN NMBS CONTRACT. UNO-UNLESS NOTED OTHERWISE. HOLD NAILER 15.TYPICAL PRIMER COATING,UNO ON PLANS: m CLR.l'-z" STD GRAY PRIMER:ONE SHOP COAT FOR ALL JOISTS,JOIST GIRDERS&JOIST ACCESSORIES. SHOP PRIMER COMPLIES WITH SSPC-PAINT 15. Q 19 NOTE:SHOP PRIMER IS APPLIED BY DIPPING.COATING MAY NOT BE UNIFORM AND REQUIRE 6• 3 1/2" REMOVAL OF ACCUMULATIONS BEFORE FINISH COAT IS APPLIED. U) co 1/4° 21/2" 1/4721/2^ 16.WELDED HORIZONTAL BRIDGING IS SUPPLIED IN 20'-0"LENGTHS. FIELD CUT WELDED < z Q C ) TIE PLATE,N.I.N.C. GIST SEATS TO HORIZONTAL BRIDGING AS REQUIRED AND IN ALL DROP. ------ - - --- --'------- ANSFER UP TO NOTE:WELDED BRIDGING IS TO BE EQUALLY SPACED BETWEEN SUPPORTS,LNG ON PLANS. 0 LL3 00 -- ----------- DECK MUST BE POSITIVELY ATTACHED TO JOIST TOP CHORDS IN ACCORDANCE WITH DECK W _ 3 1 2' 3 1/8 ,OK AXIAL(ASD) FASTENING REQUIREMENTS,TO PROVIDE LATERAL STABILITY,UNO ON PLANS. CD z J � 77 17.JOISTS MARKED TJ_INDICATES TIE-JOISTS. THESE JOISTS ARE NOT DESIGNED TO SATISFY 5/8"X6'PLATE 3/8'X3 1/2"X 1'-4" OSHA 29 OFF 1926.757(0)(3). REFER TO"DANGER"TAG ON JOIST FOR ERECTION J J Z REQUIREMENTS. Q z N.I.N.C. N.I.N.C. �r^� Of W Q 18.DO NOT CUT AWAY ANY CHORDS OR WEBS. V Q z 0 O 19.NMBS PRODUCTS ARE FABRICATED TO MEET THE ERECTION REQUIREMENTS OF OSHA. FIELD a COMPLIANCE WITH OSHA IS NECESSARY. CONTRACT NOTE: a o NMBS WILL NOT ACCEPT THE RESPONSIBILITY OR CHARGES FOR ANY FIELD CORRECTIONS MADE WITHOUT PRIOR NMBS APPROVAL. Z U U N N O O Q U U JOB NO 5819-0199 DATE 11 12 2019 SECTION 14 SECTION 15 DRAWING NO. - , T; J1 .0 REF: 5/S4.3 (PANEL JOINT)REF:1/S4.1 WOOD NAILER ® INDICATES TOTAL#OF ROWS OF CONC.LOAD W �' SUB-PURLIN BRIDGING EACH END(TYP.) n PANELIZED ROOF m$ a SYSTEM BY OTHERS 4 NAILS(N.LCJ W WOOD NAILER WITH WOOD NAILER CONTINUOUS JOIST BELOW _ SUPPLIED AND INSTALLED 24'O.C.STAGGERED TYP.U.N.O FIELD INSTALLED WEB CONIC.LOAD BY LAMBS ##"O.C.WHERE NOTED NOT BY LAMBS NOTED##"N/A MEMBER EACH SIDE � 4 2'x2'BRIDGING WOOD SCREWS, ON JOIST TO SUBPURLIN BRIDGING IS SE TYPICAL BRIDGING SPACING SHALL NOT SEE TYPICAL NAILER O REQUIRED AT FIRST BOTTOM CHORD EXCEED 10'-0"MAX ALONG ATTACHMENT SECTION ——— —————————————— ——— JOIST CHORDS ARE NOT DESIGNED FOR LOCALIZED BENDING FROM CONCENTRATED PANEL POINT AT EACH END OF ALL BOTTOM CHORD OF JOIST ——— —————————————— ——— LOADS-U.N.O.IN LOAD KEY(WHERE SHOWN ON FRAMING PLAN). CONCENTRATED ROOF JOISTS O LOADS MUST BE APPLIED AT JOIST PANEL POINTS OR FIELD INSTALLED WEB MEMBERS M.B.W/NUT&WASHER JOIST TOP CHORD MUST BE UTILIZED AS SHOWN AT NO COST TO NMBS. ADDITIONAL WEB MEMBERS NOTE:BRIDGING MAY BE ARE N.I.N.C. CONSULT THE SPECIFYING PROFESSIONAL FOR SIZING AND WELDING Q $ INSTALLED ON EITHER SIDE OF 12"O.C.TYP. 12'O.C.TYP. REQUIREMENTS. ADDITIONAL WEB MEMBERS ARE NOT REQUIRED PROVIDED THAT THE ' JOIST TO AVOID CONFLICTS 8°WHERE NOTED 16"N/A 8"WHERE NOTED 16"N/A SUM OF THE CONCENTRATED LOADS WITHIN A CHORD PANEL DOES NOT EXCEED 100 WITH OTHER TRADES OR ROOF 6"WHERE NOTED 12"N/A 6"WHERE NOTED 12"N/A POUNDS AND THE ATTACHMENTS ARE CONCENTRIC TO THE CHORD. OPENINGS. 4"WHERE NOTED 8"N/A 4"WHERE NOTED 8"N/A REFER TO NMBS JOIST ERECTION NOTES,JOIST INSTALLATION NOTE#12, Q E Y. u TYPICAL JOIST TO SUB-PURLIN TYPICAL NAILER ATTACHMENT TYPICAL UPLIFT BRIDGING DETAIL NAILER ATTACHMENT PLAN VIEW FIELD INSTALLED WEB MEMBERS BRIDGING DETAIL AT CONCENTRATED LOADS SEE JOIST TO SUB-PURLIN DETAIL ON THIS SHEET NMBS JOIST ERECTION NOTES n. ERECTOR NOTE: REFER TO THE STEEL JOIST INSTITUTE'S(SJI) WHERE JOISTS/JOIST GIRDERS ARE FABRICATED TO ALLOW FOR FIELD SPECIFICATIONS AND ITS TECHNICAL DIGEST(TD)9 BOLTING TO THE SUPPORTING STRUCTURE,THE SNUG-TIGHTENED BOLTS GC I ERECTOR NOTE: SHALL REMAIN IN THE BEARING SEAT SLOTS AFTER FINAL CONNECTION IS DO NOT ERECT STEEL JOISTS WITHOUT OBTAINING A COPY AND THOROUGHLY READING THE SJI TO 9, MADE VIA WELDING.IN THE EVENT THAT A BOLTED CONNECTION IS NOT HANDLING AND ERECTION OF STEEL JOISTS AND JOIST GIRDERS. SERIOUS INJURY OR DEATH CAN USED,OR THE BOLTS ARE REMOVED AFTER WELDING(w/APPROVAL FROM RESULT FROM FAILURE TO FAMILIARIZE AND COMPLY WITH ALL APPLICABLE SAFETY REQUIREMENTS SOB),WELD MUST BE PLACED ALONG THE INSIDE EDGE OF THE SEAT OF FEDERAL,STATE,AND LOCAL REGULATIONS AND THE SAFETY GUIDELINES OUTLINED IN THE SJI SLOTS AS SHOWN BELOW.ADDITIONAL WELD ON THE SEAT TOE REQUIRED TD 9. THIS MANUAL IS INTENDED TO BE AN AID AND GENERAL GUIDE FOR THE SAFE AND PROPER ERECTION OF STEEL JOIST PRODUCTS. TO MEET THAT SPECIFIED IN THE SECTION IS TO BE POSITIONED AWAY SJI To s I5 AVAILABLE FROM: FROM THE OUTER EDGE OF THE SLOT AS SHOWN BELOW. STEEL JOIST INSTITUTE PHONE: 843-407-4091 234 W.CHEVES STREET FAX 843-407-4044 $EAT TOE WELD PLACED FLORENCE,SC 29501 WEB: W'WW.STEELJOISLORG WITHIN THE OUTER EDGE JOIST DELIVERY AND UNLOADING: OF SLOT DOES NOT COUNT 1. VERIFY QUANTITIES AND CONDITION OF JOISTS AND JOIST ACCESSORIES UPON ARRIVAL. INFORM TOWARD WELD LENGTH NEW MILLENNIUM BUILDING SYSTEMS(NMBS)IMMEDIATELY OF ANY SHORTAGES,DISCREPANCIES �[ SPECIFIED IN SECTION. OR DAMAGE @=1� 2. NMBS WILL SUPPLY ONLY THE MATERIAL LISTED ON THE BILL OF LADING. 3. WHEN UNLOADING JOISTS BY CRANE,ALWAYS HOIST JOISTS BY TOP OR BOTTOM CHORD PANEL POINTS(NOT BY WEB MEMBERS),AT OR NEAR 1/3 POINTS. 4. IF NOT ERECTED IMMEDIATELY,STORE JOISTS AND JOIST ACCESSORIES OFF THE GROUND AND KEEP THEM COVERED TO PROTECT THE PRIMER COATING. JOIST INSTALLATION: 5, FOLLOW ALL APPLICABLE REGULATIONS OF THE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION(OSHA)FEDERAL REGISTER SUBPART R 1926. IMMEDIATELY AFTER JOIST IS C C, SET,ATTACH JOIST TO SUPPORTS AS REQUIRED BY SJI AND OSHA.AS BRIDGING IS L INSTALLED,REMOVE SWEEP IN THE JOIST AND CORRECT ANY VERTICAL MISALIGNMENT. ONCE E N THE BRIDGING IS INSTALLED,ATTACH JOISTS TO SUPPORTS PER FINAL ERECTION DRAWINGS. ' u 6. ONLY DRAWINGS HAVING A"FIELD USE"STAMP SHALL BE USED FOR ERECTION. J W TYPICAL BOLTED JOIST/JOIST GIRDER SEAT REFER TO THE ERECTION SECTIONS FOR JOIST AND JOIST GIRDER END ANCHORAGE 7 -.1E n REQUIREMENTS. PER NMBS,JOISTS,JOIST GIRDERS,AND ACCESSORIES SHALL BE ATTACHED L N 3 I� WITH A MINIMUM OF: E E C CONNECTION IF ERECTION BOLTS ARE REMOVED K-SERIES JOISTS-THE EQUIVALENT OF TWO 1/8"FILLET WELDS(W)2 1/2"LONG(L), Z F 3 X AND BOLTED WITH TWO 1/2"0 A307 BOLTS WHERE SLOTS ARE INDICATED IN SECTION. W Y an 3 la- UMBERSTHEO06-THE EQUIVALENT OF TWO 3/16" ,1� m on FILLET WELDS(W)2 1/2"LONG(L),AND BOLTED WITH TWO 3/4"0 A307 BOLTS C ENT WHERE SLOTS ARE INDICATED IN SJOISTSECTION. J Z `O O SECTION NUMBERS OF TWO 1/4"FILLET WELDS(W)2 1/2"LONG(L),AND 7BOLTED WITH TWO 3/4"0AA307 C5 � DO N P W BOLTS WHERE SLOTS ARE INDICATED IN SECTION. ` j E� N DLH-SERIES JOISTS SECTION NUMBERS 18 THIRD 25-THE EQUIVALENT OF TWO 1/4" m �. FILLET WELDS(W)4"LONG(L),AND BOLTED WITH TWO 3/4"0 A325 BOLTS WHERE SLOTS ` . . > ARE INDICATED IN SECTION. N Op D h JOIST GIRDERS-THE EQUIVALENT OF TWO 1/4"FILLET WELDS(W)2 1/2"LONG(L), AND BOLTED WITH TWO 3/4"0 A325 BOLTS WHERE SLOTS ARE INDICATED IN SECTION. W 3 z N BRIDGING-THE EQUIVALENT OF A 1/8"FILLET WELD(W)1"LONG(L),WITH THE EXCEPTION 3 o O O OF BOLTING,FOR K-SERIES JOISTS. N T L z m If a THE EQUIVALENT OF A 1/8"FILLET WELD(W) 1"LONG(L),WITH THE EXCEPTION OF BOLTING, FOR LH-SERIES AND DLH-SERIES JOISTS,SECTION NUMBERS 02 THIRD 15. THE EQUIVALENT OF A 1/8"FILLET WELD(W) 1 1/2"LONG(L),WITH THE EXCEPTION OF BOLTING,FOR DLH-SERIES JOISTS,SECTION NUMBERS 16 THIRD 20. THE EQUIVALENT OF A 1/8"FILLET WELD(W)2"LONG(L),WITH THE EXCEPTION OF BOLTING, FOR DLL-SERIES JOISTS,SECTION NUMBERS 21 AND 22. _ THE EQUIVALENT OF A 1/8"FILLET WELD(W)3"LONG(L),WITH THE EXCEPTION OFBOLTING, Q FOR DLH-SERIES JOISTS,SECTION NUMBERS 23 THIRD 25. m 0 BOTTOM CHORD BRACES-THE EQUIVALENT OF A*FILLET WELD(W)**LONG(L). *= SAME AS BRACE ANGLE THICKNESS,**=SAME AS BRACE ANGLE LEG LENGTH. DO NOT WELD BRACE TO JOIST GIRDER UNTIL ALL DEAD LOAD HAS BEEN APPLIED. �l U KEY:I W L 8. ALL STEEL BEARING JOISTS IN BAYS 40'-0"AND MORE,ARE TO BOLTED TO SUPPORTS PER m OSHA,UNLESS JOISTS ARE PRE-ASSEMBLED INTO PANELS. 0 9. ACCORDING TO SJI,BEARING PLATES SHALL BE LOCATED NO MORE THAN 1/2"FROM THE FACE Q OF MASONRY OR CONCRETE SUPPORTS. REFERENCE SJI SPECIFICATIONS FOR MINIMUM BEARING () PLATE WIDTHS. m 10.UNBRIDGED JOISTS MAY EXHIBIT SOME DEGREE OF INSTABILITY UNDER THE ERECTOR'S WEIGHT, THEREFORE,EXTREME CAUTION MUST BE EXERCISED. WHEN IT IS NECESSARY FOR THE o ERECTOR TO CLIMB ON THE JOIST,REFER TO SJI AND OSHA REQUIREMENTS. m 11.VERIFY THAT ALL BRIDGING IS COMPLETELY INSTALLED,WITH JOIST AND JOIST GIRDER ENDS PERMANENTLY ATTACHED,BEFORE APPLYING CONSTRUCTION LOADS TO JOIST. /^ z 12,ADEQUATE MEANS FOR DISTRIBUTING CONCENTRATED LOADS SHOULD BE PROVIDED SO THAT THE V CAPACITY OF ANY JOIST IS NOT EXCEEDED. (/-) 13.JOIST CHORDS ARE NOT DESIGNED FOR BENDING DUE TO CONCENTRATED LOADS,ONO ON W c/ PLANS. EITHER PLACE LOADS AT JOIST PANEL POINTS OR SEE THE"FIELD INSTALLED WEB w MEMBERS AT CONCENTRATED LOADS"DETAIL. z w NMBS GENERAL JOIST NOTES: (� 14.KING-NOT IN NMBS CONTRACT. UNO-UNLESS NOTED OTHERWISE. U 15.TYPICAL PRIMER COATING,DINO ON PLANS: m STD GRAY PRIMER:ONE SHOP COAT FOR ALL JOISTS,JOIST GIRDERS&JOIST ACCESSORIES. SHOP PRIMER COMPLIES WITH SSPC-PAINT 15. Q O NOTE SHOP PRIMER IS APPLIED BY DIPPING.COATING MAY NOT BE UNIFORM AND REQUIRE REMOVAL OF ACCUMULATIONS BEFORE FINISH COAT IS APPLIED. (fl 16.WELDED HORIZONTAL BRIDGING IS SUPPLIED IN 20'-0"LENGTHS. FIELD CUT WELDED < z Q C) HORIZONTAL BRIDGING AS REQUIRED AND UTILIZE ALL DROP. c w NOTE:WELDED BRIDGING IS TO BE EQUALLY SPACED BETWEEN SUPPORTS,LNG ON PLANS. 00 DECK MUST BE POSITIVELY ATTACHED TO JOIST TOP CHORDS IN ACCORDANCE WITH DECK W I z IV FASTENING REQUIREMENTS,TO PROVIDE LATERAL STABILITY,UNO ON PLANS. CD 0 J 17.JOISTS MARKED TJ_INDICATES TIE-JOISTS. THESE JOISTS ARE NOT DESIGNED TO SATISFY Z cn LJJ w OSHA 29 CFR 1926.757(0)(3). REFER TO"DANGER"TAG ON JOIST FOR ERECTION J J Z REQUIREMENTS. �Q � LLJ Q z 18.DO NOT CUT AWAY ANY CHORDS OR WEBS. v Q :2,- 0- O 19.NMBS PRODUCTS ARE FABRICATED TO MEET THE ERECTION REQUIREMENTS OF OSHA. FIELD a COMPLIANCE WITH OSHA IS NECESSARY. CONTRACT NOTE: a O 0 0 NMBS WILL NOT ACCEPT THE RESPONSIBILITY OR CHARGES FOR ANY FIELD CORRECTIONS U U N N MADE WITHOUT PRIOR NMBS APPROVAL. O Q U U JOB NO. 5819-0199 DATE 11 12 2019 DRAWING NO. J1 .1 F E D C B A s za5-a" LOAD KEY c� � a L C CATEGORY: 7(" 44'-4'1" 50'-0" 50'-0" 48'-11" 1' 49'-4#' - o N -COLLATERAL LOAD �N SL-SNOW LO o DL-DEAD LOAD IP - LOAD 14'-4'1" 5 SPA®10'-0"=50'-0" 5 SPA®10'-0"=50'-0" 4 SPA®10'-0"=40'-0" 8'-11" 4 SPA 8 10'-0"=40'-0" 9'-Sd„ 7( LL-LIVE LOAD IP INWARD PRESSURE � 9 - LOAD POSITION: SIGN CONVENTION: TC-TOP CHORD +GRAVITY LOADS: z BC-BOTTOM CHORD +FRAME LOADS: 4-1- 3"BRANCH LINES '-0" 8'-0" 8'-0" 10'-0" - 10'-0" 5'-0.. 5'-0" 10'-0" 10'-0" 10'-0.. 10'-O" 5'-0" 5'-0" 10'-O" 10'-0" 10'-o" 10'-o" 5'-0" 5'-0" 10'-0" 10'-0" 10'-0" 10'0" 5'- 5'-0" 10'-0" 10'-o" io'-O" 10-0" �ODNCENTRAUD LOAD(KIPS)-EXACT LOCATION NQT SPECIFIED, FlEI INSTALLED WEB MEMBER REQUIRED IF 3"BRANCH LINES 8'-0- 5'-0" LOAD IS NOT LOD CATED AT A TOP OR BOTTOM THORD PANEL POINT. NOTIFY FOR IF LOAD LOCATION FALLS OUTSIDE OF ALLOWED ZONE,3'-0'(OR PER PLAN) $ 4 EACH WAY FROM DIMENSIONS SHOWN. CONCENTRATED LOAD(KIPS)-EXACT LOCATION 2j p�p 2J p�p 26, x SPECIFIED,FIELD INSTALLED WEB MEMBER IS NOT 2j, 2J• 26, �Q v F 26, �p v F 2s, 2J\ ��O REWIRED. NOTIFY FOR IF LOAD LOCATON FALLS OUTSIDE OF DIMENSIONS SHOWN. KICKER LOAD(KIPS)-CONCENTRATED LOAD(+/-) 1 AND AXIAL.LOALT(+/-). m d 9 5 13 15 13 15 13 15 13 -SM INSTALLED WEB MEMBER REWIRED IF �.�.LOAD IS NOT LOCATED AT A 1T1P OR BOTTOM CHORD PANEL POINT. MO =FIELD INSTALLED WEB MEMBER IS NOT REQUIRED u _ J62 JB z MOMENT LOAD[FT.NIPS1 250K 1 I -REFERENCE MOMENT 32LH364 [XIM]SCHEDULE IF LOAD VALUES HAVE BEEN REPLACED C3 a / s.OK> WITH LETIERS[Al B2 a < >AXIALLOAo aif S>-LOADS ARE APPum THROUGH THE JOIST/JOIST GIRD ER TOP OR BOTTOM CHORDS. 32LH364 250 J9 'El 3 6'MAIN (1IIIt) MINI ERRA(IN 1 �MAIN MINIMUM N 8'MAIN HORIZONTAL.TRANSFER LOAD(KIPS)-AXIAL.LOAD ej (+/-)WHICH IS TRANSFERRED THROUGH THE WEBS. f f T f d f f aN b dJ f� 32LH364/250 J10 6.00 KB1 < B� 6 32LH367/250-1 32LH367/250-1 2_J4sq 32LH367/250- ERECTOR NOTE: s- "3 JOIST ERECTION AND INSTALLATION IS TO BE 32LH367 250 EF-X COMPLETED IN ACCORDANCE WITH SJI TECHNICAL o 100# DIGEST 9,CHAPTER 7,'PANELIZED ERECTION". ® 32UI364/250 JI1 KB7 'P6 29, Y _ CPS INDICATES I1 OF ROWS OF �6, OG SUB-PURLIN BRIDGING �o yo 14 13 N (INCLUDING UPLIFT ROWS). - CLWALLS AND COLS. F 321H364 250 TJ12 G12 Y 48GSN10.OK3.0 v v Y 48GSN10.OK3.0 m G13 1 Y 39GSN10.OK3.Om 8ml N G14 2 - <19.OK 16 N A> N 2 <29.40 N 4 <44.SK> <60.20 44'-8'0" 6,J' 0 2J. n Q 'fie ��n° APPROVER NOTE: �0 6J62 6J 6J SIGNED AND SEALED 62 62 CALCULATIONS 32LH364/250 JI3 WILL BE SUPPLIED UPON FINAL DESIGN. 11 M 49'-41" 7(" C rn L E� KBI KB1 KBI u N ri J E 00 Z W a, 73C/n N a? F M I l J m TRO KB1 KBI KB1 32LH367 250 J21 C j rE 3 R N ` N OPi�: it UDAP y o v O 172#i o z I °mq 3 �'I 32LH364/250 TJ15 TJI9 32LH367 250 321H367 250 TAB1 � 32LH367/250 TJ22 W 3 0° o 1 W N N L 26 zao�a "Y 32LH364/250 J13 m m KB1 KB1 m KB1 c Q x x PLAN NOTES: OR 1. SEE DRAWING JIO FOR ERECTION NOTES,SECTIONS AND DETAILS. m ® N 3 ��• 2. ALL GIRDERS&JOISTS WILL BE DESIGNED IN ACCORDANCE WITH IBC 2015 Q s/ 3. GIRDERS&JOISTS WILL BE FABRICATED WITH STANDARD SJI CAMBER TYP. O r 4. BOB-0.762 m 44'-8'g" 5. ROOF JOIST DEFLECTION LIMIT:LL=L/240 Q 6. ROOF JOISTS AND GIRDERS DESIGNED WITH 10.0 PRE NET UPLIFT m 32LH364/250 JI7 KB! KBI KB1 7. ALL AXIAL SEISMIC LOADS ARE PROVIDED AT 0.7E(ASD) U 8. JOISTS DESIGNED WITH 7.3K AXIAL(ASD)U.N.O. z 9. GIRDERS DESIGNED WITH 26.5K AXIAL(ASD)U.N.O. 10. ALL JOISTS DESIGNED WITH 2O00#LIVE LOAD AT ANY PANEL POINT ALONG BOTTOM CHORD w MATCHLINE ___ D� MATCHLINE (NON-CONCURRENT WITH ROOF LIVE LOAD). w _-------------- ---- -----_------_---- ----_-----__------__---- -__------__------_----- . ---_ 11. SHADED AREA INDICATES OFFICE LOCATION. z 4 -T #P1H364/250 TJ23 TJI9 32LH367 250 321H367 250 TJ19 1 32LH367 250 TJ22 12. OFFICE AREA JOISTS DESIGNED WITH A 1000#CONCENTRATED LOAD AT ANY ONE TOP OR BOTTOM kg ^' 1 v' CHORD PANEL POINT ALONG THE JOIST 7 6 13. OFFICE AREA JOISTS DESIGNED WITH A 500#BENDING LOAD AT ANY LOCATION ALONG THE TOP CHORD. C) 1 p = 14. OFFICE AREA GIRDERS DESIGNED WITH(2)1500#CONCENTRATED LOAD AT ANY PANEL POINT. m ®g FIRE SPRINKLER LEGEND: 15' ---Ho— INDICATES TAGGED END of JOISTS Q< w 16. DESIGNED FOR HSS 1OX10 COLUMNS TYPICAL,U.N.O. N PARTIAL ROOF JOIST ERECTION PLAN N 1 . ALL ELEVATIONS FROM BOTTOM of SHEAT"'NCI TYPIG"`. Q _ o < �� 18. 5"TOP CHORD WIDTH U.N.O.[TCW=#] �i Z Q � SCAL 00 REP:E 23/32'-19 1201 m -__8_'MAIN__- 8' FIRE SPRINKLER LINE(MAIN)= 40 PLF 7w O N SINGLE PITCH GIRDER PROFILE T.E. TOP CHORD z ALONG GRID LINE"E„ NORTH \o #OF SPACES KNET UPLIFT ~ z J LONGITUDINAL SWAY BRACE LOAD DEPTH�� (KIPS) _ � W m ' ®8"PIPE(+/-SEISMIC LOAD)990# Q -J J Z ®� r GIn 36G6N10.OK4.0 C):� W Q LATERAL z ®a"P PEA(+/—G SEISMIC LOAD)=sso#E LOAD Q z MARK#y TYPE TOTAL LOAD PER PANEL POINT z w w w -_-6_MAIN 6"FIRE SPRINKLER LINE(MAIN)= 40 PLF GIRDER DESIGNATION KEY O O ¢ U U SPRINKLER COORDINATION NOTE: LONGITUDINAL SWAY BRACE LOAD JOB NO. 5819-0199 SINGLE PITCH GIRDER PROFILE NMBS WILL ENSURE THAT JOIST WEB LAYOUTS WILL ®6"PIPE(+/-SEISMIC LOAD)990# ALONG GRID LINES"2&6" NOT CONFLICT'NTH SPRINKLER BRANCHLINES.JOGS IN BRANCHLINES TO BE FIELD ADJUSTED.FIELD ,� LATERAL SWAY BRACE LOAD DATE 11 1 7 201 9 # ADJUSTMENT WILL NEED TO TAKE PLACE WHERE _ MAINS FOUL THE BOTTOM CHORD. 06"PIPE(+/-SEISMIC LOAD)=990# DRAWING NO. SPRINKLER LAYOUT DIAGRAM J2.0 § MATCHLINE _ 'L°j ___________ MATCHLINE _-------------- ---- T ------------------- ------_-------------__-- ---___-----__------___- 1 -___----- 4 �'I 32111.4/250 TJ23 TJ19 32LH367 250 32LH367 250 TJ19 32LH367 250 TJ22 EF-X 1/0 N tiny L too#,I 32LH364 250 J17 32W367/250 J21 I w 49 4r 7, ^m K1 m 0 m K1 mp rn rn rn Nn g - o .A m 32LH364 250 -- KB1 KB1 321H367 250 J21 0' o' Q U U 1 _ 09iO UDAP o 0 F O 172#� Ti Ti � G2o n G2o • n _ _ 5 32LH364 250 TJ15 TJ19 32LH367 250 32LH367 250 TJ19 1 321H367 250 TJ22 P pJ�p /0 p KB1 KB1 KB1 J�CJ �a 3 ,p KBi KB1 KBi� `r i tip r° 32LH364 250 J13 _ 2,"-3 /4n /}� JB2 29\6 JB2 JB2 6 32LH364 250 TJI2 2 6a G9 480N10.00.0 <29.40 480N10.00.0 <44.80 G10 4 39G5N10.OK3.0 <60.2K> G11 WALLS AND COLS. <19.OK 16"N/A> N 2 g 12 44'-8�" _ _ _ Sp}p 14 13 5 � Y x m m m m � I11 A AI I I L 1m ON 32LH364/250 J24 KB1 8°MAN —__— Or MAIN__— U _ E T J 1 # z-J35 2-J36 I Z N ii 32LH367/250-J 7 32LH367/250- 9 2-J32 w i 9 m u ti� ✓i•MAN 32LH367/250 32LH367/250 32LH367/ W ti -----------------'----'—'--'--'--" -------- -'--'--- -------- '---'--' -'—'---- ------'- -'--'—'- ----- —'--- ---'—' --'—' --'-- —'--' —"—' --'—' ----' --'--- '—"--- -— j u}i n 32LH364/250 MID <9.OK> KB1 x rEF OO"X J i ® J IEi m S p O E3�N 32LH364 250 J25 KB1 ~ g l m 'E v m F B2 °o z 3I W3 v W N i 0 L 32LH364 250 J26 <9.OK> KB1 Z a ys e B UDAP 13 15 13 74 172#� 13 15 13 = b1\ U 5JB2 8'-0" 5'-0° 3"BRANCH LINES " m vI vI Q 3"BRANCH LINES '-0" 8'-0" 8'-0" 10'-0" 10'-0" 5-0" 5'-0" 10'-0" 10'-0" 10'-0" 10'-0" 5-0" 5-0" 10'-0" 10'-0" 10'-0" 10'-0" 5'-0" 5'-0" 10'-0" 10'-0" 10'-0" 10' 0" 5'-" 5-0" 10'-0" 10'-0" 10-0" 10 0" U 5 SPA 0 10'-0"=50' 0" 5 SPA®10'-0"=50'-0" 4 SPA 0 10'-0"=40'0" 8'-11" 4 SPA 0 10'-0"=40'0" 9'-Sg� 7r U 7r 44'-4f 50'-0" 50'-0" 48'-11" 49'-4'1" — 245'-0" LLJ W F E D C B A z 0f U � U m Q � TD PARTIAL ROOF JOIST ERECTION PLAN ® o w n o o REF: 52.3,4-19-2019 SCALE: 3/32"= 1'-0" w H- Z IV NORTH z pp L J w Q U` Q Z o a U a o F m m a s o o 0] U U O O Q U U 1011 N0. 5819-0199 DATE 11 12 2019 DRAWING NO. J2.1 G7 NEW MILLENNIUM BUILDING SYSTEMS November 12,2019 To: Tim Lessard Panelized Structures Inc. Project: Gayteway Business Park Bldg. B Arlington,WA NMBS Job#5819-0199 Re: Final Joist Design Calculations This letter is to certify that the steel joists, girders, and bridging supplied by New Millennium Building Systems,LLC for the above-mentioned project have been designed and manufactured in accordance with the current Steel Joist Institute standards and specifications,as well as with the specified design and loading information provided on the Construction Documents. New Millennium Building Systems,LLC is a fully approved member company of the Steel Joist Institute. Respectfully, MONTr,� WASyFt y Z Dennis Montgomery,P.E. — Civil Engineer ,o 51368 �I ONAL ENS EXPIRES 8/30/1J 11-12-19 8200 Woolery Way I Fallon,Nevada 89406 1 Phone:775-867-2130 1 Fax:775-867-2169 1 www.newmill.com Building a better steel experience. 0 NEW MILLENNIUM BUILDING SYSTEMS JOIST CALCULATION DEFINITION SHEET Load Types: (Figure 1) Uniform......................................Uniform line load applied to TC or BC Net Uplift....................................Uniform line load applied to TC(not concurrent w/uniform dead or live loading) Gross Uplift.................................Uniform line load applied to TC(concurrently w/factored dead loads per Code requirements) Axial----------------------------------------- Compressive/Tensile (+/-)forces applied to TC or BC Concentrated Load____________________ Vertical load applied at given location Conc @ any pp__________________________ Vertical load applied at any panel point(local panel bending not applied to chords) Conc anywhere__________________________ Vertical load applied at any location along chord (local panel bending applied to chords) Conc w/bending________________________ Vertical load applied at given location (local panel bending applied to chords) Category: (Figure 1) DL Dead Load LL Live Load ---------------------- ---------------------- TL-------------------- Total Load (DL+ LL) IP______________________-Inward Pressure WL Wind Load SM Seismic Load CL Collateral Load SL Snow Load (1), (2), (3), etc. Individual Separate Design Load Cases Position: (Figure 1) TC---------------------Top Chord BC----------------------Bottom Chord Load Combinations: (Figure 2) All shown load combinations are ran for each Load Case(1, 2,3,etc.) Loads Load Type Category Load Load2 Position Direction LoclB in Sp/End Uniform(pit) DL(1) 96.47 96.47 TC + 0-0 30.5 5/8 Uniform If) LL 1) 234.22 234.22 TC + 0-0 3055/8 Net Uplift(plo WL 1 67.00 67.00 TC 0-0 30-5 5/8 Uniform(pit) TL(2) 319.00 319.00 TC + 0-0 30-5 5/8 Axial(Ibs) SM(2) 300.00 0.00 TC + 0-0 0-0 Cone Load Ibs DL 2 1,700.00 0.00 TC + 13-0 1/4 13-01/4 Conc Load(Ibs) DL(2) 1,700.001 O.DO I TC 26-6 1/4 2"1/4 Figure 1 Load Combinations (Example only) Case 1:DL Case 6a:DL+CL+0.85(TL)+WL+AX Case 2a:LL Case 6b:DL+CL+0.85(TL)+W L-AX Case 2b:SL Case 6c:DL+CL+0.85(TL)+WL+AX+IP Case 3a:DL+CL+TL+LL Case 6d:DL+CL+0.85(TL)+W L-AX+IP Case 3b:DL+CL+TL+SL Case 69:DL+CL+0.85(TL)+SM+AX Case 30:DL+CL+TL+LL+FEM Case 6f:DL+CL+0.85(TL)+SM-AX Case 3d:DL+CL+TL+SL+FEM Case 7a:DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 30:DL+CL+TL+LL Case 7b:DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3f:DL+CL+TL+SL Case 7c:DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4a:DL+WL+AX Case 7d:DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4b:DL+WL-AX Case 7e:DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4c:DL+WL+AX+IP Case 71:DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4d:DL+WL-AX+IP Case 8a:DL+CL+0.85(L)+0.75(WL+AX+SL) Case 4e:DL+SM+AX Case 8b:DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 41:DL+SM-AX Case 8c:DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5a:0.6(DL)+WL+AX Case 8d:DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8e:DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5c:0.6(DL)+WL+AX+IP Case 8f:DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 5d:0.6(DL)+WL-AX+IP Case 9a:1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Figure 2 Case 5e:0.6(DL)+WL+AX+SM Case 9b:12(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 5t:0.6(DL)+W L-AX+SM Interior Dimensions: TC PANEL W V2 BC PANEL Left End Dimensions: OVERALL LENGTH BASELENGTH TCX FIRST DIAGONAL TC PANEL 7: W2 vis W3 W4 JV2 ::! BC PANEL FIRST HALF Right End Dimensions: FIRST DIAGONAL TCX TC PANEL 2 4 \\W3 is 2 B CX FIRST HALF BC PANEL Notes&Abbreviations: TCX-Top Chord Extension BCX-Bottom Chord Extension BPL-Base Plate Length V1S-First Vertical Web Member V2-Standard Vertical Web Member W2-First Diagonal Web Member All vertical and diagonal web members are ordered numerically progressive toward interior STRESS ANALYSIS - PAGE 1 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:27:33 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 41G5N8.7K3.0 G1 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 48-1 3/8 47-9 3/8 41.00 39.00 4 @ 10-01/8 Single Pitch with 1:41 Slope Variable Left End Right End BC Panel 4-9 1/4 4-3 1/4 TC Panel 4-9 1/4 4-3 1/4 '7 First Half 4-9 3/8 4-3 1/8 First Diag. 9-6 5/8 8-6 3/8 Depth 48.00 34.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 4,350.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 8,700.00 0.00 TC + 9-6 5/8 9-4 5/8 L-BL Conc Load (Ibs) TL(1) 8,700.00 0.00 TC + 19-6 3/4 10-0 1/8 L-BL Conc Load (Ibs) TL(1) 8,700.00 0.00 TC + 29-6 7/8 10-0 1/8 L-BL Conc Load (Ibs) TL(1) 8,700.00 0.00 TC + 39-7 10-0 1/8 L-BL Conc Load (Ibs) TL(1) 4,350.00 0.00 TC + 47-11 3/8 8-4 3/8 L-BL Conc @ any pp(Ibs) CL(1) 3,000.00 0.00 TC + Uniform (plf) TL(1) 185.00 185.00 TC + 0-0 48-1 3/8 L-BL Conc @ any pp(Ibs) CL(1) 1,100.00 0.00 TC + Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 9-6 5/8 9-6 5/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 19-6 3/4 19-6 3/4 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 29-6 7/8 29-6 7/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 39-7 39-7 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 47-11 3/8 47-11 3/8 L-BL Uniform (plf) TL(3) 185.00 185.00 TC + 0-0 48-1 3/8 L-BL Uniform (plf) SM (3) 10.00 10.00 TC + 0-0 48-1 3/8 L-BL Conc @ any pp(Ibs) CL(3) 1,100.00 0.00 TC + Axial (Ibs) SM (3) 27,100.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) SM (3) 2,500.00 0.00 TC + Conc @ any pp(Ibs) CL(3) 3,000.00 0.00 TC + Conc Load (Ibs) SM (3) 297.00 0.00 TC + 9-6 5/8 9-6 5/8 L-BL Conc Load (Ibs) CL(3) 2,784.00 0.00 TC + 9-6 5/8 9-6 5/8 L-BL Conc Load (Ibs) SM (3) 297.00 0.00 TC + 19-6 3/4 19-6 3/4 L-BL Conc Load (Ibs) CL(3) 2,784.00 0.00 TC + 19-6 3/4 19-6 3/4 L-BL Conc Load (Ibs) SM (3) 297.00 0.00 TC + 29-6 7/8 29-6 7/8 L-BL Conc Load (Ibs) CL(3) 2,784.00 0.00 TC + 29-6 7/8 29-6 7/8 L-BL Conc Load (Ibs) SM (3) 297.00 0.00 TC + 39-7 39-7 L-BL Conc Load (Ibs) CL(3) 2,784.00 0.00 TC + 39-7 39-7 L-BL Stress Anal sis Summary Int.Panel TC: I Max Panel BC: Reaction LE.• Reaction RE.• Minimum Shear: Max TC Comp.: Max BC Tension 60.14 1120.25 29,855.09 30,620.05 7,655.01 105,685.97 104,980.38 Member TC Tension TCCornpresionj BC Tension BCCornpresionj Web Tension I Web Comp. I Web Length I PP Dist. W2 26,387.771 43,140.911 0.001 0.001 40,303.811 10,075.95 71.86 0-2 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:27:33 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 41G5N8.7K3.0 G1 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V1S 26,387.77 43,140.91 0.00 0.00 5,815.63 7,580.60 44.61 4-91/4 W3 26,387.77 43,140.91 58,974.07 15,302.11 10,052.54 39,884.57 71.83 4-9 1/4 W4 25,129.31 79,192.32 58,974.07 15,302.11 26,692.98 6,673.24 74.05 9-6 5/8 V2 25,129.31 79,192.32 58,974.07 15,302.11 5,766.35 7,730.49 41.76 14-6 3/4 W5 25,129.34 79,192.41 99,406.04 24,967.26 6,019.52 24,568.74 72.28 14-6 3/4 W6 25,712.84 105,685.97 99,406.04 24,967.26 13,981.79 3,495.45 72.28 19-6 3/4 V3 25,712.84 105,685.97 99,406.04 24,967.26 5,762.66 7,782.34 38.85 24-6 3/4 W6 25,712.81 105,685.86 104,980.38 26,500.35 13,277.46 14,219.48 70.80 24-6 3/4 W5 24,894.46 88,169.81 104,980.38 26,500.35 4,898.75 21,215.04 70.80 29-6 7/8 V4 24,894.46 88,169.81 104,980.38 26,500.35 5,766.54 7,748.96 35.94 34-7 W4 24,894.49 88,169.91 68,319.53 17,840.41 25,820.55 6,455.14 69.20 34-7 W3 26,208.78 46,740.35 68,319.53 17,840.41 10,566.40 42,363.18 61.66 39-7 V1S 26,208.78 46,740.35 0.00 0.00 5,901.00 7,509.22 33.24 43-10 1/8 W2 26,208.78 46,740.35 0.00 0.00 45,899.38 11,474.85 58.76 43-10 1/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:27:33 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 41G5N8.7K3.0 G1 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 1.7800 0.9216 0.5891 1.6993 0.8652 1.5119 1.0000 3031 =3 X 3 X.313 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 3,348.42 1,146.75 1,720.12 29-91/4 20-13/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 55.27 57.39 60.14 51.14 49.26 1.1250 Min Weld Len 2X. Bending Load 184.95 184.95 184.95 184.95 184.95 0.7592 Axial Load 43,140.91 43,140.91 105,685.97 46,740.34 46,740.34 Max Load Fillers TC: fa 7,543.70 7,543.70 18,480.43 8,173.10 8,173.10 134,214.72 Maximum K L/r 70.17 72.87 76.36 64.93 62.55 Max Load no Fillers TC: Fcr 34,883.07 33,912.21 32,644.16 36,735.87 37,560.40 111,302.41 OALARyy- Fa 20,929.84 20,347.32 19,586.49 22,041.52 22,536.24 TC 272.8282 F'e 142,833.61 132,449.27 120,610.55 166,812.41 179,755.63 BC OAL/Ryy. Cm 0.9736 0.9715 0.8973 0.9755 0.9773 337.41 Panel Point Moment 5,045.82 5,045.82 4,645.65 3,876.58 3,876.59 BC Stress: Mid Panel Moment 3,548.51 1,715.52 2,322.83 1,168.56 2,863.91 0.98 BC LIRz.- Panel Point fb 1,656.45 1,656.45 1,525.08 1,272.61 1,272.61 204.1212 49 Mid Panel fb 463.37 224.01 303.32 152.59 373.97 TC Shear Stress: Fillers 0 0 0 0 0 9,263.94 Panel Point Stress 9,200.15 9,200.15 20,005.51 9,445.72 9,445.72 BC Shear Stress: Mid Panel Stress 0.3751 0.3779 0.9544 0.3756 0.3744 14,396.15 TC Bearing Capacity: Web Design 6.40K<14.94K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 40,303.81 43,005.92 10,075.95 17,333.92 14.44 x 0.188 2 A36B=2.0780 x 0.188 V1 S 5,815.63 28,624.38 7,580.60 8,618.41 2.72 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W3 10,052.54 67,578.15 39,884.57 40,669.10 12.85 x 0.209 2 A44A=2.8750 x.209 W4 26,692.98 28,769.10 6,673.24 7,658.72 11.98 x 0.150 2 A28B= 1.7350 x 0.150 V2 5,766.35 24,373.24 7,730.49 8,287.41 2.78 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W5 6,019.52 57,194.49 24,568.74 28,260.43 8.82 x 0.188 2 A40B=2.3750 x 0.218 W6 13,981.79 28,624.38 3,495.45 3,947.76 5.02 x 0.188 1 C40BA= 1.125 x 2.014 x.218 V3 5,762.66 24,373.24 7,782.34 9,177.44 2.80 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 13,277.46 43,005.92 14,219.48 17,799.54 5.11 x 0.188 2 A36B=2.0780 x 0.188 W5 4,898.75 48,746.47 21,215.04 22,496.91 7.62 x 0.188 2 A38B=2.2190 x 0.199 V4 5,766.54 18,714.09 7,748.96 8,104.74 2.97 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 25,820.55 28,624.38 6,455.14 7,230.92 9.27 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 10,566.40 67,578.15 42,363.18 45,575.61 13.65 x 0.209 2 A44A=2.8750 x.209 V1 S 5,901.00 16,730.22 7,509.22 7,653.95 3.20 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W2 45,899.38 48,746.47 11,474.85 28,620.10 15.53 x 0.199 2 A38B=2.2190 x 0.199 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:27:33 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 41G5N8.7K3.0 G1 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-5 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-11 Clear Bearing 0-7 7/8 Clear Bearing 1-3 1/2 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.06 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.04 Section Modulus 0.0000 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.0000 Seat T e:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:56:48 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 G10 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-1 48-9 48.00 46.14 �4@10-0 Parallel Chords Variable Left End Right End BC Panel 4-9 1/4 4-9 1/4 11111111111111 TC Panel 4-9 1/4 4-9 1/4 First Half 4-9 1/4 4-9 1/4 First Diag. 9-6 1/2 9-6 1/2 Depth 48.00 48.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 9-6 1/2 9-4 1/2 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 19-6 1/2 10-0 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 29-6 1/2 10-0 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 39-6 1/2 10-0 L-BL Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 48-11 9-4 1/2 L-BL Uniform (plf) CL(1) 60.00 60.00 TC + 0-0 49-1 L-BL Uniform (plf) TL(1) 185.00 185.00 TC + 0-0 49-1 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 9-6 1/2 9-6 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 19-6 1/2 19-6 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 29-6 1/2 29-6 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 39-6 1/2 39-6 1/2 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 48-11 48-11 L-BL Uniform (plf) CL(3) 60.00 60.00 TC + 0-0 49-1 L-BL Uniform (plf) SM (3) 10.00 10.00 TC + 0-0 49-1 L-BL Axial (Ibs) SM (3) 44,800.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) TL(3) 185.00 185.00 TC + 0-0 49-1 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 9-6 1/2 9-6 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 9-6 1/2 9-6 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 19-6 1/2 19-6 1/2 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 19-6 1/2 19-6 1/2 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 29-6 1/2 29-6 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 29-6 1/2 29-6 1/2 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 39-6 1/2 39-6 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 39-6 1/2 39-6 1/2 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.00 30,971.87 30,971.87 7,742.97 93,692.13 92,895.72 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 43,981.03 59,287.69 0.00 0.00 39,636.12 9,909.03 71.99 0-2 V1S 43,981.03 59,287.69 0.00 0.00 0.00 1,361.67 46.14 4-9 1/4 W3 43,981.03 59,287.69 60,519.24 14,627.93 9,561.01 38,657.45 73.53 4-9 1/4 W4 1 42,687.73 81,277.30 60,519.24 14,627.93 21,426.79 5,356.70 75.69 9-6 1/2 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:56:48 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 G10 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V2 42,687.73 81,277.30 60,519.24 14,627.93 0.00 1,625.55 46.14 14-61/2 W5 42,687.73 81,277.30 92,895.72 22,429.49 4,920.98 19,417.39 75.69 14-61/2 W6 42,243.04 93,692.13 92,895.72 22,429.49 12,701.01 3,175.25 75.69 19-61/2 V3 42,243.04 93,692.13 92,895.72 22,429.49 0.00 1,873.84 46.14 24-61/2 W6 42,243.04 93,692.13 92,895.72 22,429.49 12,701.01 3,175.25 75.69 24-6 1/2 W5 42,687.73 81,277.30 92,895.72 22,429.49 4,920.98 19,417.39 75.69 29-6 1/2 V4 42,687.73 81,277.30 92,895.72 22,429.49 0.00 1,625.55 46.14 34-61/2 W4 42,687.73 81,277.30 60,519.24 14,627.93 21,426.79 5,356.70 75.69 34-6 1/2 W3 43,981.03 59,287.70 60,519.24 14,627.93 9,561.01 38,657.45 73.53 39-6 1/2 V1S 43,981.03 59,287.70 0.00 0.00 0.00 1,361.67 46.14 44-3 3/4 W2 43,981.03 59,287.70 0.00 0.00 39,636.13 9,909.03 71.99 44-3 3/4 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:56:48 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 G10 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.2897 1.0781 0.6883 1.8998 1.0018 2.6613 1.0000 3534=3 1/2 x 3 1/2 x.344 BC 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 1.0000 3028=3 X 3 X.281 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 4,029.40 1,299.32 1,948.99 26-11 20-8 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 55.25 57.25 60.00 57.25 55.25 1.1250 Min Weld Len 2X. Bending Load 245.00 245.00 245.00 245.00 245.00 0.7500 Axial Load 59,287.69 59,287.69 93,692.13 59,287.70 59,287.70 Max Load Fillers TC: fa 12,946.61 12,946.61 20,459.48 12,946.61 12,946.61 100,784.12 Maximum K L/r 80.27 83.18 63.16 83.18 80.27 Max Load no Fillers TC: Fcr 31,215.22 30,149.86 37,349.13 30,149.86 31,215.22 77,488.00 Fa 18,729.13 18,089.92 22,409.48 18,089.92 18,729.13 TC oauRyy: 307.92 F'e 108,981.12 101,499.72 92,408.80 101,499.72 108,981.12 BCOAL/Ryy. Cm 0.9406 0.9362 0.8517 0.9362 0.9406 345.75 Panel Point Moment 6,671.02 6,671.02 6,125.00 6,671.02 6,671.02 BC stress: Mid Panel Moment 4,701.11 2,255.25 3,062.50 2,255.25 4,701.11 0.96 BC Panel Point fb 3,131.09 3,131.09 2,874.81 3,131.09 3,131.09 203.14 03.1488 Mid Panel fb 884.83 424.48 576.41 424.48 884.83 TC Shear Stress: Fillers 0 0 6 0 0 11,061.90 Panel Point Stress 16,077.70 16,077.70 23,334.29 16,077.70 16,077.70 BC shear stress: Mid Panel Stress 0.7220 0.7306 0.9361 0.7306 0.7220 15,795.57 TC Bearing Capacity: Web Design 5.00K<12.15K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 39,636.12 79,023.08 9,909.03 48,830.36 11.76 x 0.227 2 3022=3 x 3 x.227 V1 S 0.00 7,826.93 1,361.67 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 9,561.01 67,578.15 38,657.45 39,833.71 12.46 x 0.209 2 A44A=2.8750 x.209 W4 21,426.79 28,624.38 5,356.70 6,244.99 7.70 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 0.00 7,826.93 1,625.55 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,920.98 48,746.47 19,417.39 20,144.10 6.97 x 0.188 2 A38B=2.2190 x 0.199 W6 12,701.01 24,373.24 3,175.25 3,180.05 4.56 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V3 0.00 8,984.69 1,873.84 1,925.26 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W6 12,701.01 24,373.24 3,175.25 3,180.05 4.56 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W5 4,920.98 48,746.47 19,417.39 20,144.10 6.97 x 0.188 2 A38B=2.2190 x 0.199 V4 0.00 7,826.93 1,625.55 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 21,426.79 28,624.38 5,356.70 6,244.99 7.70 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 9,561.01 67,578.15 38,657.45 39,833.71 12.46 x 0.209 2 A44A=2.8750 x.209 V1 S 0.00 7,826.93 1,361.67 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 39,636.13 71,606.18 9,909.03 39,736.45 10.68 x 0.250 2 A46A=2.5938 x.250 STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:56:48 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 G10 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-7 1/2 Clear Bearing 0-8 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:58:48 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 39G5N10K3.0 G11 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 48-6 3/8 48-2 3/8 39.00 36.87 4 @ 10-01/8 Single Pitch with 1:32 Slope Variable Left End Right End BC Panel 4-5 5/8 4-9 3/8 TC Panel 4-5 5/8 4-9 3/8 P�T� First Half 4-5 5/8 4-9 3/8 First Diag. 8-11 1/4 9-6 3/4 Depth 30.00 48.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 8-11 1/4 8-9 1/4 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 18-11 3/8 10-0 1/8 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 28-11 1/2 10-0 1/8 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 38-11 5/8 10-0 1/8 L-BL Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 48-4 3/8 9-4 3/4 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Uniform (plf) TL(1) 185.00 185.00 TC + 0-0 48-6 3/8 L-BL Uniform (plf) CL(1) 60.00 60.00 TC + 0-0 48-6 3/8 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 8-11 1/4 8-11 1/4 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 18-11 3/8 18-11 3/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 28-11 1/2 28-11 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 38-11 5/8 38-11 5/8 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 48-4 3/8 48-4 3/8 L-BL Uniform (plf) CL(3) 60.00 60.00 TC + 0-0 48-6 3/8 L-BL Uniform (plf) SM (3) 10.00 10.00 TC + 0-0 48-6 3/8 L-BL Uniform (plf) TL(3) 185.00 185.00 TC + 0-0 48-6 3/8 L-BL Axial (Ibs) SM (3) 60,200.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Conc Load (Ibs) SM (3) 342.00 0.00 TC + 8-11 1/4 8-11 1/4 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 8-11 1/4 8-11 1/4 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 18-11 3/8 18-11 3/8 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 18-11 3/8 18-11 3/8 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 28-11 1/2 28-11 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 28-11 1/2 28-11 1/2 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 38-11 5/8 38-11 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 38-11 5/8 38-11 5/8 L-BL Stress Anal sis Summary int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 60.15 120.25 31,658.42 31,142.31 7,914.60 117,188.74 121,298.79 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 59,016.80 81,941.68 0.00 0.00 51,971.86 12,992.97 58.70 0-2 V1S 59,016.80 81,941.68 0.00 0.00 0.00 1,904.17 29.53 4-5 5/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:58:48 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 39G5N10K3.0 G11 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W3 59,016.80 81,941.68 85,517.25 20,512.01 11,436.41 46,928.32 62.03 4-5 5/8 W4 57,379.78 110,518.68 85,517.25 20,512.01 22,917.13 5,729.28 67.62 8-11 1/4 V2 57,379.78 110,518.68 85,517.25 20,512.01 1,261.41 2,241.15 33.04 13-111/4 W5 57,379.67 110,518.45 121,298.79 28,923.85 4,596.60 18,463.07 69.52 13-111/4 W6 57,085.05 117,188.50 121,298.79 28,923.85 3,676.48 15,359.54 69.52 18-113/8 V3 57,085.05 117,188.50 121,298.79 28,923.85 1,141.70 2,343.77 36.76 23-11 1/2 W6 57,085.17 117,188.74 110,728.57 26,384.65 14,987.29 3,746.82 71.35 23-11 1/2 W5 57,848.84 102,323.38 110,728.57 26,384.65 6,591.51 26,776.79 71.35 28-11 1/2 V4 57,848.84 102,323.38 110,728.57 26,384.65 1,252.06 2,156.72 40.47 33-11 1/2 W4 57,848.72 102,323.16 65,916.30 15,776.38 27,501.92 6,875.48 73.53 33-11 1/2 W3 59,380.56 75,548.80 65,916.30 15,776.38 10,363.31 42,610.85 71.30 38-11 5/8 V1S 59,380.56 75,548.80 0.00 0.00 0.00 1,943.83 44.10 43-9 W2 59,380.56 75,548.80 0.00 0.00 41,668.05 10,417.01 71.87 43-9 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:58:48 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 39G5N10K3.0 G11 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 2.0930 1.0824 0.6899 1.8930 0.9905 2.4522 0.9871 3531 =3 1/2 X 3 1/2 X.313 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 3,299.36 1,100.89 1,651.34 29-91/4 23-31/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 51.65 53.65 60.15 57.40 55.40 1.1250 Min Weld Len 2X. Bending Load 244.88 244.88 244.88 244.88 244.88 0.8418 Axial Load 81,941.69 81,941.69 117,188.74 75,548.81 75,548.81 Max Load Fillers TC: fa 14,328.48 14,328.48 20,491.80 13,210.61 13,210.61 133,706.06 Maximum K L/r 65.58 68.12 57.16 72.88 70.34 Max Load no Fillers TC: Fcr 36,509.73 35,614.16 39,375.96 33,907.37 34,821.60 110,874.00 OALARyy- Fa 21,905.84 21,368.50 23,625.58 20,344.42 20,892.96 TC 275.2020 F'e 163,536.77 151,565.70 120,566.38 132,400.67 142,137.31 BCOAL/Ryy. Cm 0.9562 0.9527 0.8861 0.9501 0.9535 305.53 Panel Point Moment 5,733.29 5,733.28 6,153.48 6,703.43 6,703.44 BC Stress: Mid Panel Moment 4,137.70 1,834.99 3,076.74 2,264.99 4,725.00 0.97 BC LIRz.- Panel Pointfb 1,882.13 1,882.13 2,020.08 2,200.62 2,200.62 174.303006 Mid Panel fb 540.30 239.61 401.76 295.76 616.99 TC Shear Stress: Fillers 0 0 2 0 0 9,555.48 Panel Point Stress 16,210.61 16,210.61 22,511.88 15,411.22 15,411.22 BC Shear Stress: Mid Panel Stress 0.6720 0.6786 0.8821 0.6593 0.6529 12,714.42 TC Bearing Capacity: Web Design 5.25K<13.92K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 51,971.86 57,194.49 12,992.97 35,928.48 16.05 x 0.218 2 A40B=2.3750 x 0.218 V1 S 0.00 7,826.93 1,904.17 3,822.35 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 11,436.41 78,227.12 46,928.32 54,773.52 13.92 x 0.227 2 A48A=3.0625 x.227 W4 22,917.13 28,624.38 5,729.28 7,504.13 8.23 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 1,261.41 7,826.93 2,241.15 3,236.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,596.60 48,746.47 18,463.07 23,130.98 6.63 x 0.188 2 A38B=2.2190 x 0.199 W6 3,676.48 43,005.92 15,359.54 18,373.00 5.52 x 0.188 2 A36B=2.0780 x 0.188 V3 1,141.70 7,826.93 2,343.77 2,655.55 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W6 14,987.29 28,624.38 3,746.82 4,037.45 5.38 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W5 6,591.51 57,194.49 26,776.79 28,774.44 9.62 x 0.188 2 A40B=2.3750 x 0.218 V4 1,252.06 7,826.93 2,156.72 2,190.63 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 27,501.92 28,769.10 6,875.48 7,766.88 12.35 x 0.150 2 A28B= 1.7350 x 0.150 W3 10,363.31 78,227.12 42,610.85 49,960.87 12.64 x 0.227 2 A48A=3.0625 x.227 V1S 0.00 8,984.69 1,943.83 2,108.12 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W2 41,668.05 43,005.92 10,417.01 17,330.54 14.97 x 0.188 2 A36B=2.0780 x 0.188 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:58:48 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 39G5N10K3.0 G11 TCX Design TCX Left TCX Right TCX Length 0-3 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-9 BPL Length 0-6 Clear Bearing 1-2 7/8 Clear Bearing 0-8 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.04 Reqd TL Def L/80 0.00 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.03 Reqd LL Def L/120 0.00 Section Modulus 3.0462 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 3:00:02 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 �G12 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-41/8 49-01/8 48.00 46.14 �4@10-0 Parallel Chords Variable Left End Right End BC Panel 4-10 3/4 4-9 1/4 TC Panel 4-10 3/4 4-9 1/4 First Half 4-10 7/8 4-9 1/4 First Diag. 9-9 5/8 9-6 1/2 Depth 48.00 48.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 9-9 5/8 9-7 5/8 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 19-9 5/8 10-0 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 29-9 5/8 10-0 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 39-9 5/8 10-0 L-BL Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 49-2 1/8 9-4 1/2 L-BL Uniform (plf) TL(1) 185.00 185.00 TC + 0-0 49-4 1/8 L-BL Uniform (plf) CL(1) 20.00 20.00 TC + 0-0 49-4 1/8 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 9-9 5/8 9-9 5/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 19-9 5/8 19-9 5/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 29-9 5/8 29-9 5/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 39-9 5/8 39-9 5/8 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 49-2 1/8 49-2 1/8 L-BL Conc Load (Ibs) SM (2) 4,750.00 0.00 TC - 2-1 2-1 L-OAL Uniform (plf) SM (3) 10.00 10.00 TC + 0-0 49-4 1/8 L-BL Uniform (plf) CL(3) 20.00 20.00 TC + 0-0 49-4 1/8 L-BL Uniform (plf) TL(3) 185.00 185.00 TC + 0-0 49-4 1/8 L-BL Axial (Ibs) SM (3) 29,400.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM (3) 4,750.00 0.00 TC + 2-1 2-1 L-OAL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 9-9 5/8 9-9 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 9-9 5/8 9-9 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 19-9 5/8 19-9 5/8 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 19-9 5/8 19-9 5/8 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 29-9 5/8 29-9 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 29-9 5/8 29-9 5/8 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 39-9 5/8 39-9 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 39-9 5/8 39-9 5/8 L-BL Stress Analysis Summary int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.00 29,917.30 30,129.84 7,532.46 91,444.81 90,951.31 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 27,110.07 44,617.68 0.00 0.00 38,727.58 9,681.89 73.14 0-2 V1S 27,110.07 44,617.68 0.00 0.00 1,315.09 2,433.03 46.14 4-10 3/4 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 3:00:02 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 �G12 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W3 27,110.07 44,617.68 59,960.82 14,954.38 9,674.74 38,005.89 74.80 4-10 3/4 W4 26,127.14 76,122.45 59,960.82 14,954.38 20,388.52 5,097.13 75.69 9-9 5/8 V2 26,127.14 76,122.45 59,960.82 14,954.38 0.00 1,522.45 46.14 14-9 5/8 W5 26,127.14 76,122.45 90,951.31 22,673.03 4,868.69 18,707.19 75.69 14-9 5/8 W6 26,020.08 91,444.81 90,951.31 22,673.03 12,355.71 3,088.93 75.69 19-9 5/8 V3 26,020.08 91,444.81 90,951.31 22,673.03 0.00 1,828.90 46.14 24-9 5/8 W6 26,020.08 91,444.81 90,605.54 22,590.13 12,355.71 3,088.93 75.69 24-9 5/8 W5 26,802.39 75,430.91 90,605.54 22,590.13 4,973.28 19,143.39 75.69 29-9 5/8 V4 26,802.39 75,430.91 90,605.54 22,590.13 0.00 1,508.62 46.14 34-9 5/8 W4 26,802.39 75,430.91 58,923.49 14,705.66 20,824.73 5,206.18 75.69 34-9 5/8 W3 28,425.58 43,055.91 58,923.49 14,705.66 9,611.82 37,761.18 73.53 39-9 5/8 V1S 28,425.58 43,055.91 0.00 0.00 0.00 1,108.56 46.14 44-6 7/8 W2 28,425.58 43,055.91 0.00 0.00 38,466.20 9,616.55 71.99 44-6 7/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 3:00:02 PM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 �G12 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.2897 1.0781 0.6883 1.8998 1.0018 2.6613 1.0000 3534=3 1/2 x 3 1/2 x.344 BC 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 1.0000 3028=3 X 3 X.281 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 4,029.40 1,278.72 1,918.08 26-11 20-71/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 56.75 58.88 60.00 57.25 55.25 1.1250 Min Weld Len 2X. Bending Load 205.00 205.00 205.00 205.00 205.00 0.7500 Axial Load 44,617.68 44,617.68 91,444.81 43,055.91 43,055.91 Max Load Fillers TC: fa 9,743.13 9,743.13 19,968.73 9,402.09 9,402.09 101,166.39 Maximum K L/r 82.45 85.54 63.16 83.18 80.27 Max Load no Fillers TC: Fcr 30,416.27 29,284.46 37,349.13 30,149.86 31,215.22 77,768.95 OALARyy- Fa 18,249.76 17,570.68 22,409.48 18,089.92 18,729.13 TC 309.5757 F'e 103,296.13 95,974.09 92,408.80 101,499.72 108,981.12 BC OAL/Ryy. Cm 0.9528 0.9492 0.8552 0.9537 0.9569 347.59 Panel Point Moment 5,933.34 5,933.33 5,125.00 5,581.87 5,581.88 BC Stress: Mid Panel Moment 4,135.32 2,056.83 2,562.50 1,887.05 3,933.58 0.94 BC LIRz.- Panel Point fb 2,784.85 2,784.85 2,405.46 2,619.89 2,619.89 203.1414 88 Mid Panel fb 778.33 387.13 482.30 355.17 740.36 TC Shear Stress: Fillers 0 0 2 0 0 10,735.39 Panel Point Stress 12,527.98 12,527.98 22,374.19 12,021.98 12,021.98 BC Shear Stress: Mid Panel Stress 0.5600 0.5676 0.9102 0.5316 0.5265 15,329.34 TC Bearing Capacity: Web Design 5.00K<12.37K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 38,727.58 57,194.49 9,681.89 27,786.07 11.96 x 0.218 2 A40B=2.3750 x 0.218 V1 S 1,315.09 10,742.43 2,433.03 2,779.39 2.00 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 9,674.74 67,578.15 38,005.89 39,207.76 12.25 x 0.209 2 A44A=2.8750 x.209 W4 20,388.52 28,624.38 5,097.13 6,244.99 7.32 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 0.00 7,826.93 1,522.45 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,868.69 48,746.47 18,707.19 20,144.10 6.72 x 0.188 2 A38B=2.2190 x 0.199 W6 12,355.71 24,373.24 3,088.93 3,180.05 4.44 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V3 0.00 8,984.69 1,828.90 1,925.26 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W6 12,355.71 24,373.24 3,088.93 3,180.05 4.44 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W5 4,973.28 48,746.47 19,143.39 20,144.10 6.88 x 0.188 2 A38B=2.2190 x 0.199 V4 0.00 7,826.93 1,508.62 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 20,824.73 28,624.38 5,206.18 6,244.99 7.48 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 9,611.82 67,578.15 37,761.18 39,833.71 12.17 x 0.209 2 A44A=2.8750 x.209 V1S 0.00 7,826.93 1,108.56 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 38,466.20 71,606.18 9,616.55 39,736.45 10.36 x 0.250 2 A46A=2.5938 x.250 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 3:00:02 PM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 �G12 TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-1 3/8 BPL Length 0-6 Clear Bearing 1-3 3/4 Clear Bearing 0-8 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.09 Reqd TL Def L/80 0.00 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.06 Reqd LL Def L/120 0.00 Section Modulus 2.1306 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 5.3226 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 3:01:14 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 �G13 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-1 48-9 48.00 46.16 �4@10-0 Parallel Chords Variable Left End Right End BC Panel 4-9 1/4 4-9 1/4 TC Panel 4-9 1/4 4-9 1/4 First Half 4-9 1/4 4-9 1/4 First Diag. 9-6 1/2 9-6 1/2 Depth 48.00 48.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 9-6 1/2 9-4 1/2 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 19-6 1/2 10-0 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 29-6 1/2 10-0 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 39-6 1/2 10-0 L-BL Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 48-11 9-4 1/2 L-BL Uniform (plf) CL(1) 20.00 20.00 TC + 0-0 49-1 L-BL Uniform (plf) TL(1) 185.00 185.00 TC + 0-0 49-1 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 9-6 1/2 9-6 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 19-6 1/2 19-6 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 29-6 1/2 29-6 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 39-6 1/2 39-6 1/2 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 48-11 48-11 L-BL Uniform (plf) CL(3) 20.00 20.00 TC + 0-0 49-1 L-BL Uniform (plf) SM (3) 10.00 10.00 TC + 0-0 49-1 L-BL Axial (Ibs) SM (3) 44,800.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) TL(3) 185.00 185.00 TC + 0-0 49-1 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 9-6 1/2 9-6 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 9-6 1/2 9-6 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 19-6 1/2 19-6 1/2 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 19-6 1/2 19-6 1/2 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 29-6 1/2 29-6 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 29-6 1/2 29-6 1/2 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 39-6 1/2 39-6 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 39-6 1/2 39-6 1/2 L-BL Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE: Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.00 29,996.88 29,996.88 7,499.22 90,579.81 89,913.60 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 43,981.23 58,227.27 0.00 0.00 38,253.27 9,563.32 71.99 0-2 V1 S 43,981.23 58,227.27 0.00 0.00 0.00 1,168.87 46.16 4-9 1/4 W3 43,981.23 58,227.27 58,584.99 14,624.35 9,559.60 37,543.74 73.54 4-9 1/4 W4 1 42,688.24 78,698.95 58,584.99 14,624.35 20,603.46 5,150.86 75.70 9-6 1/2 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 3:01:14 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 G13 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V2 42,688.24 78,698.95 58,584.99 14,624.35 0.00 1,573.98 46.16 14-61/2 W5 42,688.24 78,698.95 89,913.59 22,424.00 4,920.23 18,922.38 75.70 14-61/2 W6 42,243.66 90,579.81 89,913.59 22,424.00 12,299.29 3,075.14 75.70 19-61/2 V3 42,243.66 90,579.81 89,913.59 22,424.00 0.00 1,811.60 46.16 24-61/2 W6 42,243.66 90,579.81 89,913.60 22,424.00 12,299.29 3,075.14 75.70 24-6 1/2 W5 42,688.24 78,698.96 89,913.60 22,424.00 4,920.23 18,922.38 75.70 29-6 1/2 V4 42,688.24 78,698.96 89,913.60 22,424.00 0.00 1,573.98 46.16 34-61/2 W4 42,688.24 78,698.96 58,584.99 14,624.35 20,603.46 5,150.86 75.70 34-6 1/2 W3 43,981.23 58,227.27 58,584.99 14,624.35 9,559.60 37,543.74 73.54 39-6 1/2 V1S 43,981.23 58,227.27 0.00 0.00 0.00 1,168.87 46.16 44-3 3/4 W2 43,981.23 58,227.27 0.00 0.00 38,253.27 9,563.32 71.99 44-3 3/4 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 3:01:14 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 �G13 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.0930 1.0824 0.6899 1.8930 0.9905 2.4522 0.9871 3531 =3 1/2 X 3 1/2 X.313 BC 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 1.0000 3028=3 X 3 X.281 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 3,880.84 1,251.42 1,877.13 26-9 3/4 20-8 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 55.25 57.25 60.00 57.25 55.25 1.1250 Min Weld Len 2X. Bending Load 205.00 205.00 205.00 205.00 205.00 0.7500 Axial Load 58,227.27 58,227.27 90,579.81 58,227.27 58,227.27 Max Load Fillers TC: fa 13,910.00 13,910.00 21,638.75 13,910.00 13,910.00 91,291.15 Maximum K L/r 80.08 82.98 63.39 82.98 80.08 Max Load no Fillers TC: Fcr 31,067.63 30,025.50 36,930.00 30,025.50 31,067.63 70,744.45 TC Fa 18,640.57 18,015.30 22,158.00 18,015.30 18,640.57 309.03 yy 09.03 F'e 109,852.19 102,310.99 93,147.41 102,310.99 109,852.19 BCOAURyy. Cm 0.9367 0.9320 0.8444 0.9320 0.9367 345.75 Panel Point Moment 5,581.88 5,581.87 5,125.00 5,581.87 5,581.88 BC stress: Mid Panel Moment 3,933.58 1,887.05 2,562.50 1,887.05 3,933.58 0.93 Panel Point fb 2,856.15 2,856.15 2,622.38 2,856.15 2,856.15 203.1414 88 Mid Panel fb 794.43 381.11 517.53 381.11 794.43 TC Shear Stress: Fillers 0 0 6 0 0 11,729.90 Panel Point Stress 16,766.16 16,766.15 24,261.13 16,766.15 16,766.16 BC Shear stress: Mid Panel Stress 0.7745 0.7859 0.9980 0.7859 0.7745 15,246.34 TC Bearing Capacity: Web Design 5.00K<9.50K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 38,253.27 57,194.49 9,563.32 28,419.18 11.82 x 0.218 2 A40B=2.3750 x 0.218 V1S 0.00 7,826.93 1,168.87 1,683.99 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 9,559.60 67,578.15 37,543.74 39,830.22 12.10 x 0.209 2 A44A=2.8750 x.209 W4 20,603.46 28,624.38 5,150.86 6,244.05 7.40 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 0.00 7,826.93 1,573.98 1,683.99 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,920.23 48,746.47 18,922.38 20,140.85 6.80 x 0.188 2 A38B=2.2190 x 0.199 W6 12,299.29 24,373.24 3,075.14 3,179.54 4.42 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V3 0.00 8,984.69 1,811.60 1,924.32 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W6 12,299.29 24,373.24 3,075.14 3,179.54 4.42 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W5 4,920.23 48,746.47 18,922.38 20,140.85 6.80 x 0.188 2 A38B=2.2190 x 0.199 V4 0.00 7,826.93 1,573.98 1,683.99 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 20,603.46 28,624.38 5,150.86 6,244.05 7.40 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 9,559.60 67,578.15 37,543.74 39,830.22 12.10 x 0.209 2 A44A=2.8750 x.209 V1S 0.00 7,826.93 1,168.87 1,683.99 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 38,253.27 57,194.49 9,563.32 28,419.18 11.82 x 0.218 2 A40B=2.3750 x 0.218 STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 3:01:14 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 �G13 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 1/4 Clear Bearing 0-8 1/4 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:38:43 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 39G5N10K3.0 G14 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 48-6 3/8 48-2 3/8 39.00 36.87 4 @ 10-01/8 Single Pitch with 1:32 Slope Variable Left End Right End BC Panel 4-5 5/8 4-9 3/8 TC Panel 4-5 5/8 4-9 3/8 First Half 4-5 5/8 4-9 3/8 First Diag. 8-11 1/4 9-6 3/4 Depth 30.00 48.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 8-11 1/4 8-9 1/4 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 18-11 3/8 10-0 1/8 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 28-11 1/2 10-0 1/8 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 38-11 5/8 10-0 1/8 L-BL Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 48-4 3/8 9-4 3/4 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Uniform (plf) TL(1) 185.00 185.00 TC + 0-0 48-6 3/8 L-BL Uniform (plf) CL(1) 20.00 20.00 TC + 0-0 48-6 3/8 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 8-11 1/4 8-11 1/4 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 18-11 3/8 18-11 3/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 28-11 1/2 28-11 1/2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 38-11 5/8 38-11 5/8 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 48-4 3/8 48-4 3/8 L-BL Uniform (plf) CL(3) 20.00 20.00 TC + 0-0 48-6 3/8 L-BL Uniform (plf) SM (3) 10.00 10.00 TC + 0-0 48-6 3/8 L-BL Uniform (plf) TL(3) 185.00 185.00 TC + 0-0 48-6 3/8 L-BL Axial (Ibs) SM (3) 60,200.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Conc Load (Ibs) SM (3) 342.00 0.00 TC + 8-11 1/4 8-11 1/4 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 8-11 1/4 8-11 1/4 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 18-11 3/8 18-11 3/8 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 18-11 3/8 18-11 3/8 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 28-11 1/2 28-11 1/2 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 28-11 1/2 28-11 1/2 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 38-11 5/8 38-11 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 38-11 5/8 38-11 5/8 L-BL Stress Anal sis Summary int.Panel TC: I Max Panel BC: Reaction LE.• Reaction RE.• Minimum Shear: Max TC Comp.: Max BC Tension 60.15 1120.25 30,694.46 30,178.35 7,673.61 113,395.38 117,499.36 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 59,016.80 80,406.09 0.00 0.00 50,226.72 12,556.68 58.70 0-2 V1S 59,016.80 80,406.09 0.00 0.00 0.00 1,721.08 29.53 4-5 5/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:38:43 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 39G5N10K3.0 G14 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W3 59,016.80 80,406.09 82,855.99 20,512.01 11,436.41 45,625.30 62.03 4-5 5/8 W4 57,379.78 107,073.54 82,855.99 20,512.01 22,035.54 5,508.88 67.62 8-11 1/4 V2 57,379.78 107,073.54 82,855.99 20,512.01 1,261.41 2,141.47 33.04 13-111/4 W5 57,379.67 107,073.33 117,499.36 28,923.85 4,596.60 18,051.53 69.52 13-111/4 W6 57,085.05 113,395.15 117,499.36 28,923.85 3,676.48 14,891.86 69.52 18-113/8 V3 57,085.05 113,395.15 117,499.36 28,923.85 1,141.70 2,267.91 36.76 23-11 1/2 W6 57,085.17 113,395.38 107,255.59 26,384.65 14,530.95 3,632.74 71.35 23-11 1/2 W5 57,848.84 99,434.91 107,255.59 26,384.65 6,591.51 26,080.07 71.35 28-11 1/2 V4 57,848.84 99,434.91 107,255.59 26,384.65 1,252.06 1,988.70 40.47 33-11 1/2 W4 57,848.72 99,434.71 63,848.98 15,776.38 26,499.42 6,624.86 73.53 33-11 1/2 W3 59,380.56 74,453.70 63,848.98 15,776.38 10,363.31 41,402.06 71.30 38-11 5/8 V1S 59,380.56 74,453.70 0.00 0.00 0.00 1,750.44 44.10 43-9 W2 59,380.56 74,453.70 0.00 0.00 40,247.48 10,061.87 71.87 43-9 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:38:43 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 39G5N10K3.0 G14 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 2.0930 1.0824 0.6899 1.8930 0.9905 2.4522 0.9871 3531 =3 1/2 X 3 1/2 X.313 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 3,299.36 1,100.89 1,651.34 29-91/4 23-31/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 51.65 53.65 60.15 57.40 55.40 1.1250 Min Weld Len 2X. Bending Load 204.90 204.90 204.90 204.90 204.90 0.8146 Axial Load 80,406.09 80,406.09 113,395.38 74,453.70 74,453.70 Max Load Fillers TC: fa 14,059.96 14,059.96 19,828.49 13,019.11 13,019.11 134,044.88 Maximum K L/r 65.58 68.12 57.16 72.88 70.34 Max Load no Fillers TC: Fcr 36,509.73 35,614.16 39,375.96 33,907.37 34,821.60 111,147.80 OALARyy Fa 21,905.84 21,368.50 23,625.58 20,344.42 20,892.96 TC 275.2020 F'e 163,536.77 151,565.70 120,566.38 132,400.67 142,137.31 BCOAL/Ryy. Cm 0.9570 0.9536 0.8898 0.9508 0.9542 305.53 Panel Point Moment 4,797.24 4,797.23 5,148.83 5,609.00 5,609.00 BC Stress: Mid Panel Moment 3,462.16 1,535.40 2,574.41 1,895.20 3,953.57 0.94 BC LIRz.- Panel Point fb 1,574.85 1,574.85 1,690.27 1,841.33 1,841.33 174.303006 Mid Panel fb 452.09 200.49 336.17 247.48 516.26 TC Shear Stress: Fillers 0 0 2 0 0 9,234.62 Panel Point Stress 15,634.81 15,634.80 21,518.75 14,860.45 14,860.45 BC Shear Stress: Mid Panel Stress 0.6568 0.6647 0.8515 0.6483 0.6404 12,280.96 TC Bearing Capacity: Web Design 5.25K<14.26K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 50,226.72 57,194.49 12,556.68 35,928.48 15.52 x 0.218 2 A40B=2.3750 x 0.218 V1 S 0.00 5,758.64 1,721.08 1,805.54 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W3 11,436.41 71,606.18 45,625.30 46,239.70 12.29 x 0.250 2 A46A=2.5938 x.250 W4 22,035.54 28,624.38 5,508.88 7,504.13 7.91 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 1,261.41 7,826.93 2,141.47 3,236.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,596.60 43,005.92 18,051.53 18,373.00 6.48 x 0.188 2 A36B=2.0780 x 0.188 W6 3,676.48 43,005.92 14,891.86 18,373.00 5.35 x 0.188 2 A36B=2.0780 x 0.188 V3 1,141.70 7,826.93 2,267.91 2,655.55 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W6 14,530.95 28,624.38 3,632.74 4,037.45 5.22 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W5 6,591.51 57,194.49 26,080.07 28,774.44 9.37 x 0.188 2 A40B=2.3750 x 0.218 V4 1,252.06 7,826.93 1,988.70 2,190.63 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 26,499.42 28,769.10 6,624.86 7,766.88 11.90 x 0.150 2 A28B= 1.7350 x 0.150 W3 10,363.31 78,227.12 41,402.06 49,960.87 12.28 x 0.227 2 A48A=3.0625 x.227 V1S 0.00 7,826.93 1,750.44 1,844.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 40,247.48 43,005.92 10,061.87 17,330.54 14.46 x 0.188 2 A36B=2.0780 x 0.188 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:38:43 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 39G5N10K3.0 G14 TCX Design TCX Left TCX Right TCX Length 0-3 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-9 BPL Length 0-6 Clear Bearing 1-2 7/8 Clear Bearing 0-8 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.04 Reqd TL Def L/80 0.00 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.03 Reqd LL Def L/120 0.00 Section Modulus 3.0462 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:35:47 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 G2 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-81/8 49-41/8 60.00 57.88 �4@10-0 Parallel Chords Variable Left End Right End BC Panel 4-11 4-11 TC Panel 4-11 4-11 First Half 4-11 1/8 4-11 First Diag. 9-10 1/8 9-10 Depth 60.00 60.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 8,950.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 9-10 1/8 9-8 1/8 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 19-10 1/8 10-0 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 29-10 1/8 10-0 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 39-10 1/8 10-0 L-BL Conc Load (Ibs) TL(1) 8,950.00 0.00 TC + 49-6 1/8 9-8 L-BL Conc @ any pp(Ibs) CL(1) 3,000.00 0.00 TC + Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 9-10 1/8 9-10 1/8 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 19-10 1/8 19-10 1/8 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 29-10 1/8 29-10 1/8 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 39-10 1/8 39-10 1/8 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 49-6 1/8 49-6 1/8 L-BL Conc @ any pp(Ibs) CL(3) 3,000.00 0.00 TC + Axial (Ibs) SM (3) 27,100.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM (3) 612.00 0.00 TC + 9-10 1/8 9-10 1/8 L-BL Conc Load (Ibs) CL(3) 5,728.00 0.00 TC + 9-10 1/8 9-10 1/8 L-BL Conc Load (Ibs) SM (3) 612.00 0.00 TC + 19-10 1/8 19-10 1/8 L-BL Conc Load (Ibs) CL(3) 5,728.00 0.00 TC + 19-10 1/8 19-10 1/8 L-BL Conc Load (Ibs) CL(3) 5,728.00 0.00 TC + 29-10 1/8 29-10 1/8 L-BL Conc Load (Ibs) SM (3) 612.00 0.00 TC + 29-10 1/8 29-10 1/8 L-BL Conc Load (Ibs) SM (3) 612.00 0.00 TC + 39-10 1/8 39-10 1/8 L-BL Conc Load (Ibs) CL(3) 5,728.00 0.00 TC + 39-10 1/8 39-10 1/8 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.00 47,711.98 47,742.32 11,935.58 116,568.19 115,024.34 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 27,100.00 41,061.63 0.00 0.00 54,402.32 14,032.01 81.24 0-2 V1 S 27,100.00 41,061.63 0.00 0.00 3,000.00 3,197.92 57.88 4-11 W3 27,100.00 41,061.63 74,819.28 20,058.62 14,291.95 54,582.91 82.74 4-11 W4 27,100.00 94,921.81 74,819.28 20,058.62 29,214.82 7,303.71 83.37 9-10 1/8 V2 27,100.00 94,921.81 74,819.28 20,058.62 3,000.00 3,451.79 57.88 14-101/8 W5 27,100.00 94,921.81 115,024.34 30,420.41 7,198.65 28,337.46 83.37 14-101/8 W6 1 30,418.22 116,568.19 115,024.34 30,420.41 16,656.63 17,191.27 83.37 19-101/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:35:47 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 G2 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V3 30,418.22 116,568.19 115,024.34 30,420.41 3,000.00 3,579.72 57.88 24-10 1/8 W6 30,418.22 116,568.19 115,005.43 30,416.03 17,191.27 4,501.82 83.37 24-10 1/8 W5 27,100.00 94,887.24 115,005.43 30,416.03 7,204.73 28,381.16 83.37 29-10 1/8 V4 27,100.00 94,887.24 115,005.43 30,416.03 3,000.00 3,451.63 57.88 34-10 1/8 W4 27,100.00 94,887.24 74,769.03 20,045.49 29,258.52 7,314.63 83.37 34-10 1/8 W3 27,100.00 41,066.90 74,769.03 20,045.49 14,282.56 54,567.34 82.65 39-10 1/8 V 1 S 27,100.00 41,066.90 0.00 0.00 3,000.00 3,197.95 57.88 44-9 1/8 W2 27,100.00 41,066.90 0.00 0.00 54,444.89 14,037.93 81.24 44-9 1/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:35:47 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 G2 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 1.9266 1.0861 0.6914 1.8874 0.9811 2.2726 0.9552 3528=3 1/2 x 3 1/2 x.287 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 7,725.67 2,402.37 3,603.55 29-91/4 21-8 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 57.00 59.13 60.00 59.00 57.00 1.1250 Min Weld Len 2X. Bending Load 0.00 0.00 0.00 0.00 0.00 0.8373 Axial Load 41,061.63 41,061.63 116,568.19 41,066.90 41,066.90 Max Load Fillers TC: fa 7,180.11 7,180.11 20,383.33 7,181.03 7,181.03 135,852.86 Maximum K L/r 72.37 75.07 57.10 74.91 72.37 Max Load no Fillers TC: Fcr 34,091.86 33,114.53 39,395.54 33,172.21 34,091.86 112,798.81 OALARyy- Fa 20,455.12 19,868.72 23,637.32 19,903.33 20,455.12 TC 281.7474 F'e 134,276.66 124,798.09 121,184.68 125,327.46 134,276.66 BCOAL/Ryy. Cm 0.9733 0.9712 0.8873 0.9714 0.9733 313.72 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 1.00 BC LIRz.- Panel Point fb 0.00 0.00 0.00 0.00 0.00 173.565609 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 2 0 0 13,355.18 Panel Point Stress 7,180.11 7,180.11 20,383.33 7,181.03 7,181.03 BC Shear stress: Mid Panel Stress 0.3510 0.3614 0.8623 0.3608 0.3511 19,935.43 TC Bearing Capacity: Web Design 10.45K<13.98K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 54,402.32 79,023.08 14,032.01 43,755.68 16.14 x 0.227 2 3022=3 x 3 x.227 V1 S 3,000.00 16,730.22 3,197.92 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 14,291.95 107,333.90 54,582.91 59,537.26 11.74 x 0.313 2 3031 =3 X 3 X.313 W4 29,214.82 33,466.47 7,303.71 8,509.24 12.45 x 0.158 2 A32B= 1.9060 x 0.158 V2 3,000.00 16,730.22 3,451.79 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W5 7,198.65 61,276.80 28,337.46 28,431.03 10.18 x 0.188 2 A42A=2.6250 x.209 W6 16,656.63 57,194.49 17,191.27 22,389.46 6.17 x 0.188 2 A40B=2.3750 x 0.218 V3 3,000.00 18,714.09 3,579.72 3,998.05 2.00 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 17,191.27 28,624.38 4,501.82 5,308.93 6.17 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W5 7,204.73 61,276.80 28,381.16 28,431.03 10.19 x 0.188 2 A42A=2.6250 x.209 V4 3,000.00 16,730.22 3,451.63 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W4 29,258.52 33,466.47 7,314.63 8,509.24 12.47 x 0.158 2 A32B= 1.9060 x 0.158 W3 14,282.56 107,333.90 54,567.34 59,612.98 11.74 x 0.313 2 3031 =3 X 3 X.313 V1 S 3,000.00 16,730.22 3,197.95 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W2 54,444.89 79,023.08 14,037.93 43,755.68 16.15 x 0.227 2 3022=3 x 3 x.227 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:35:47 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 G2 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-6 7/8 Clear Bearing 0-8 5/8 BPL Material:407050=4 x 7 x.500 BPL Material: 2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.01 Section Modulus 0.0000 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:T-Plate 1" Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:37:22 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 �G3 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-8 49-4 60.00 57.88 �4@10-0 Parallel Chords Variable Left End Right End BC Panel 4-11 4-11 TC Panel 4-11 4-11 First Half 4-11 4-11 First Diag. 9-10 9-10 Depth 60.00 60.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 8,950.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 9-10 9-8 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 19-10 10-0 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 29-10 10-0 L-BL Conc Load (Ibs) TL(1) 17,900.00 0.00 TC + 39-10 10-0 L-BL Conc Load (Ibs) TL(1) 8,950.00 0.00 TC + 49-6 9-8 L-BL Conc @ any pp(Ibs) CL(1) 3,000.00 0.00 TC + Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 9-10 9-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 19-10 19-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 29-10 29-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 39-10 39-10 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 49-6 49-6 L-BL Conc @ any pp(Ibs) CL(3) 3,000.00 0.00 TC + Axial (Ibs) SM (3) 27,100.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM (3) 612.00 0.00 TC + 9-10 9-10 L-BL Conc Load (Ibs) CL(3) 5,728.00 0.00 TC + 9-10 9-10 L-BL Conc Load (Ibs) SM (3) 612.00 0.00 TC + 19-10 19-10 L-BL Conc Load (Ibs) CL(3) 5,728.00 0.00 TC + 19-10 19-10 L-BL Conc Load (Ibs) SM (3) 612.00 0.00 TC + 29-10 29-10 L-BL Conc Load (Ibs) CL(3) 5,728.00 0.00 TC + 29-10 29-10 L-BL Conc Load (Ibs) SM (3) 612.00 0.00 TC + 39-10 39-10 L-BL Conc Load (Ibs) CL(3) 5,728.00 0.00 TC + 39-10 39-10 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.00 47,719.54 47,734.78 11,933.70 116,529.55 114,974.63 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 27,100.00 41,064.27 0.00 0.00 54,412.94 14,034.97 81.24 0-2 V1 S 27,100.00 41,064.27 0.00 0.00 3,000.00 3,197.94 57.88 4-11 W3 27,100.00 41,064.27 74,753.89 20,041.26 14,279.54 54,534.81 82.65 4-11 W4 27,100.00 94,864.27 74,753.89 20,041.26 29,225.71 7,306.43 83.37 9-10 V2 27,100.00 94,864.27 74,753.89 20,041.26 3,000.00 3,451.52 57.88 14-10 W5 27,100.00 94,864.27 114,974.63 30,407.43 7,201.69 28,348.34 83.37 14-10 W6 1 30,407.43 116,529.55 114,974.63 30,407.43 16,653.91 17,188.56 83.37 19-10 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:37:22 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 �G3 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V3 30,407.43 116,529.55 114,974.63 30,407.43 3,000.00 3,582.65 57.88 24-10 W6 30,407.43 116,529.55 114,974.63 30,407.43 16,653.91 17,188.56 83.37 24-10 W5 27,100.00 94,864.26 114,974.63 30,407.43 7,201.69 28,370.28 83.37 29-10 V4 27,100.00 94,864.26 114,974.63 30,407.43 3,000.00 3,451.52 57.88 34-10 W4 27,100.00 94,864.26 74,753.90 20,041.26 29,247.65 7,311.91 83.37 34-10 W3 27,100.00 41,064.27 74,753.90 20,041.26 14,279.54 54,556.57 82.65 39-10 V 1 S 27,100.00 41,064.27 0.00 0.00 3,000.00 3,197.94 57.88 44-9 W2 27,100.00 41,064.27 0.00 0.00 54,434.32 14,034.97 81.24 44-9 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:37:22 PM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 �G3 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 1.9266 1.0861 0.6914 1.8874 0.9811 2.2726 0.9552 3528=3 1/2 x 3 1/2 x.287 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 7,725.67 2,403.89 3,605.84 29-91/4 21-8 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 57.00 59.00 60.00 59.00 57.00 1.1250 Min Weld Len 2X. Bending Load 0.00 0.00 0.00 0.00 0.00 0.8371 Axial Load 41,064.27 41,064.27 116,529.55 41,064.27 41,064.27 Max Load Fillers TC: fa 7,180.57 7,180.57 20,376.57 7,180.57 7,180.57 135,852.86 Maximum K L/r 72.37 74.91 57.10 74.91 72.37 Max Load no Fillers TC: Fcr 34,091.86 33,172.21 39,395.54 33,172.21 34,091.86 112,798.81 OALARyy- Fa 20,455.12 19,903.33 23,637.32 19,903.33 20,455.12 TC 281.6868 F'e 134,276.66 125,327.46 121,184.68 125,327.46 134,276.66 BCOAL/Ryy. Cm 0.9733 0.9714 0.8873 0.9714 0.9733 313.66 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0.99 BC LIRz.- Panel Point fb 0.00 0.00 0.00 0.00 0.00 173.565609 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 2 0 0 13,352.58 Panel Point Stress 7,180.57 7,180.57 20,376.57 7,180.57 7,180.57 BC Shear stress: Mid Panel Stress 0.3510 0.3608 0.8621 0.3608 0.3510 19,931.56 TC Bearing Capacity: Web Design 10.45K<13.98K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 54,412.94 79,023.08 14,034.97 43,755.68 16.14 x 0.227 2 3022=3 x 3 x.227 V1 S 3,000.00 16,730.22 3,197.94 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 14,279.54 107,333.90 54,534.81 59,612.98 11.73 x 0.313 2 3031 =3 X 3 X.313 W4 29,225.71 33,466.47 7,306.43 8,509.24 12.46 x 0.158 2 A32B= 1.9060 x 0.158 V2 3,000.00 16,730.22 3,451.52 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W5 7,201.69 61,276.80 28,348.34 28,431.03 10.18 x 0.188 2 A42A=2.6250 x.209 W6 16,653.91 57,194.49 17,188.56 22,389.46 6.17 x 0.188 2 A40B=2.3750 x 0.218 V3 3,000.00 18,714.09 3,582.65 3,998.05 2.00 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 16,653.91 57,194.49 17,188.56 22,389.46 6.17 x 0.188 2 A40B=2.3750 x 0.218 W5 7,201.69 61,276.80 28,370.28 28,431.03 10.19 x 0.188 2 A42A=2.6250 x.209 V4 3,000.00 16,730.22 3,451.52 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W4 29,247.65 33,466.47 7,311.91 8,509.24 12.47 x 0.158 2 A32B= 1.9060 x 0.158 W3 14,279.54 107,333.90 54,556.57 59,612.98 11.74 x 0.313 2 3031 =3 X 3 X.313 V1 S 3,000.00 16,730.22 3,197.94 3,559.49 2.00 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W2 54,434.32 79,023.08 14,034.97 43,755.68 16.15 x 0.227 2 3022=3 x 3 x.227 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:37:22 PM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N17.9K5.0 �G3 TCX Design TCX Left TCX Right TCX Length 0-1 3/4 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 5/8 Clear Bearing 0-8 5/8 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.02 Reqd TL Def L/80 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.01 Reqd LL Def L/120 0.01 Section Modulus 3.0462 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:T-Plate 1" Seat Type:T-Plate 1" Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:41:48 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 G4 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-11 1/4 49-71/4 60.00 57.87 �4@10-0 Parallel Chords Variable Left End Right End BC Panel 5-0 5/8 4-11 TC Panel 5-0 5/8 4-11 First Half 5-0 5/8 4-11 First Diag. 10-1 1/4 9-10 Depth 60.00 60.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 10-1 1/4 9-11 1/4 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 20-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 30-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 40-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 49-9 1/4 9-8 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 40-1 1/4 40-1 1/4 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 49-9 1/4 49-9 1/4 L-BL Conc Load (Ibs) SM (2) 4,750.00 0.00 TC - 2-1 2-1 L-OAL Axial (Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM (3) 4,750.00 0.00 TC + 2-1 2-1 L-OAL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 40-1 1/4 40-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 40-1 1/4 40-1 1/4 L-BL Stress Analysis Summary Int.Panel TC: I Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 60.00 1120.63 47,043.62 47,456.38 11,864.09 116,014.35 116,228.34 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 26,500.00 41,144.51 0.00 0.00 53,512.78 14,156.82 82.38 0-2 W3 26,500.00 41,144.51 77,465.80 20,493.60 14,403.45 54,445.04 83.81 5-0 5/8 W4 26,500.00 96,847.06 77,465.80 20,493.60 26,927.40 7,123.65 83.36 10-11/4 W5 26,500.00 96,847.06 116,228.34 30,748.24 7,123.65 26,927.40 83.36 15-11/4 W6 30,691.63 116,014.35 116,228.34 30,748.24 4,521.10 17,089.75 83.36 20-1 1/4 W6 30,691.63 116,014.35 115,800.37 30,635.02 17,089.75 4,521.10 83.36 25-1 1/4 W5 1 26,500.00 95,991.16 115,800.37 30,635.02 7,280.94 27,521.97 83.36 30-1 1/4 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:41:48 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 G4 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W4 26,500.00 95,991.16 76,181.94 20,153.95 27,521.98 7,280.95 83.36 35-1 1/4 W3 26,500.00 39,881.26 76,181.94 20,153.95 14,358.70 54,275.87 82.64 40-1 1/4 W2 26,500.00 39,881.26 0.00 0.00 53,346.10 14,112.73 81.23 45-0 1/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 1,271.77 1,471.71 57.87 V2 Interior 0.00 2,320.29 57.87 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:41:48 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 G4 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 2.0930 1.0824 0.6899 1.8930 0.9905 2.4522 0.9871 3531 =3 1/2 X 3 1/2 X.313 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 8,108.00 2,481.76 3,722.64 29-91/4 22-7 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 58.63 60.63 60.00 59.00 57.00 1.1250 Min Weld Len 2X. Bending Load 0.00 0.00 0.00 0.00 0.00 0.8334 Axial Load 41,144.51 41,144.51 116,014.35 39,881.26 39,881.26 Max Load Fillers TC: fa 7,194.60 7,194.60 20,286.48 6,973.71 6,973.71 135,852.84 Maximum K L/r 74.43 76.97 57.10 74.91 72.37 Max Load no Fillers TC: Fcr 33,345.13 32,420.78 39,395.53 33,172.21 34,091.86 112,798.81 OALARyy- Fa 20,007.08 19,452.46 23,637.32 19,903.33 20,455.12 TC 283.2323 F'e 126,935.92 118,698.91 121,184.68 125,327.46 134,276.66 BCOAL/Ryy. Cm 0.9717 0.9697 0.8878 0.9722 0.9740 314.45 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC Stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0.93 BC LIRz.- Panel Point fb 0.00 0.00 0.00 0.00 0.00 174.8484 42 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 2 0 0 13,113.93 Panel Point Stress 7,194.60 7,194.60 20,286.48 6,973.71 6,973.71 BC Shear stress: Mid Panel Stress 0.3596 0.3699 0.8582 0.3504 0.3409 17,953.41 TC Bearing Capacity: Web Design 9.45K<14.03K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 53,512.78 79,023.08 14,156.82 43,127.41 15.88 x 0.227 2 3022=3 x 3 x.227 W3 14,403.45 107,333.90 54,445.04 58,629.20 11.71 x 0.313 2 3031 =3 X 3 X.313 W4 26,927.40 33,466.47 7,123.65 8,510.58 11.48 x 0.158 2 A32B= 1.9060 x 0.158 W5 7,123.65 61,276.80 26,927.40 28,434.29 9.67 x 0.188 2 A42A=2.6250 x.209 W6 4,521.10 57,194.49 17,089.75 22,392.75 6.14 x 0.188 2 A40B=2.3750 x 0.218 W6 17,089.75 28,624.38 4,521.10 5,309.64 6.14 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W5 7,280.94 61,276.80 27,521.97 28,434.29 9.88 x 0.188 2 A42A=2.6250 x.209 W4 27,521.98 33,466.47 7,280.95 8,510.58 11.73 x 0.158 2 A32B= 1.9060 x 0.158 W3 14,358.70 107,333.90 54,275.87 59,618.57 11.68 x 0.313 2 3031 =3 X 3 X.313 W2 53,346.10 86,681.16 14,112.73 48,765.87 14.37 x 0.250 2 3025=3 x 3 x.250 V1 1,271.77 10,742.43 1,471.71 1,767.12 2.00 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 0.00 14,381.54 2,320.29 3,138.40 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:41:48 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 G4 TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-1 3/8 BPL Length 0-6 Clear Bearing 1-2 5/8 Clear Bearing 0-8 1/2 BPL Material:407050=4 x 7 x.500 BPL Material: 2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.09 Reqd TL Def L/80 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.06 Reqd LL Def L/120 0.01 Section Modulus 3.0462 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped Seat Type:T-Plate 1" Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:43:33 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G5 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-8 49-4 60.00 57.88 �4@10-0 Parallel Chords Variable Left End Right End BC Panel 4-11 4-11 TC Panel 4-11 4-11 First Half 4-11 4-11 First Diag. 9-10 9-10 Depth 60.00 60.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 9-10 9-8 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 19-10 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 29-10 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 39-10 10-0 L-BL Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 49-6 9-8 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 9-10 9-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 19-10 19-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 29-10 29-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 39-10 39-10 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 49-6 49-6 L-BL Axial (Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 9-10 9-10 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 9-10 9-10 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 19-10 19-10 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 19-10 19-10 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 29-10 29-10 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 29-10 29-10 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 39-10 39-10 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 39-10 39-10 L-BL Stress Analysis Summary int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.00 47,250.00 47,250.00 11,812.50 114,940.08 114,940.08 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 26,500.00 39,684.32 0.00 0.00 53,052.18 14,034.97 81.24 0-2 W3 26,500.00 39,684.32 75,755.95 20,041.26 14,279.54 53,976.68 82.65 4-11 W4 26,500.00 95,348.02 75,755.95 20,041.26 27,222.40 7,201.69 83.37 9-10 W5 26,500.00 95,348.02 114,940.08 30,407.43 7,201.69 27,222.39 83.37 14-10 W6 30,407.43 114,940.08 114,940.08 30,407.43 0.00 17,014.00 83.37 19-10 W6 30,407.43 114,940.08 114,940.08 30,407.43 0.00 17,014.00 83.37 24-10 W5 26,500.00 95,348.02 114,940.08 30,407.43 7,201.69 27,222.39 83.37 29-10 W4 26,500.00 95,348.02 75,755.96 20,041.26 27,222.39 7,201.69 83.37 34-10 W3 1 26,500.00 39,684.32 75,755.96 20,041.26 14,279.54 53,976.68 82.65 39-10 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:43:33 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G5 Stress Anal sis Summary,Continued... Member I TC Tension I TC Compresion I BC Tension I BC Compresion I Web Tension Web Comp. Web Length PP Dist. W2 1 26,500.001 39,684.321 0.001 0.001 53,052.18 14,034.97 81.24 44-9 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 793.69 57.88 V2 Interior 0.00 2,298.80 57.88 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:43:33 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G5 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 1.9266 1.0861 0.6914 1.8874 0.9811 2.2726 0.9552 3528=3 1/2 x 3 1/2 x.287 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 7,725.67 2,403.89 3,605.84 29-91/4 21-8 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 57.00 59.00 60.00 59.00 57.00 1.1250 Min Weld Len 2X. Bending Load 0.00 0.00 0.00 0.00 0.00 0.8256 Axial Load 39,684.32 39,684.32 114,940.08 39,684.32 39,684.32 Max Load Fillers TC: fa 6,939.27 6,939.27 20,098.63 6,939.27 6,939.27 135,852.86 Maximum K L/r 72.37 74.91 57.10 74.91 72.37 Max Load no Fillers TC: Fcr 34,091.86 33,172.21 39,395.54 33,172.21 34,091.86 112,798.81 OALARyy- Fa 20,455.12 19,903.33 23,637.32 19,903.33 20,455.12 TC 281.6868 F'e 134,276.66 125,327.46 121,184.68 125,327.46 134,276.66 BCOAL/Ryy. Cm 0.9742 0.9723 0.8889 0.9723 0.9742 313.66 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0.99 BC LIRz.- Panel Point fb 0.00 0.00 0.00 0.00 0.00 173.565609 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 2 0 0 13,042.58 Panel Point Stress 6,939.27 6,939.27 20,098.63 6,939.27 6,939.27 BC Shear stress: Mid Panel Stress 0.3392 0.3486 0.8503 0.3486 0.3392 19,468.32 TC Bearing Capacity: Web Design 9.45K<14.12K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 53,052.18 79,023.08 14,034.97 43,755.68 15.74 x 0.227 2 3022=3 x 3 x.227 W3 14,279.54 96,902.01 53,976.68 54,120.04 12.94 x 0.281 2 3028=3 X 3 X.281 W4 27,222.40 33,466.47 7,201.69 8,509.24 11.60 x 0.158 2 A32B= 1.9060 x 0.158 W5 7,201.69 61,276.80 27,222.39 28,431.03 9.78 x 0.188 2 A42A=2.6250 x.209 W6 0.00 57,194.49 17,014.00 22,389.46 6.11 x 0.188 2 A40B=2.3750 x 0.218 W6 0.00 57,194.49 17,014.00 22,389.46 6.11 x 0.188 2 A40B=2.3750 x 0.218 W5 7,201.69 61,276.80 27,222.39 28,431.03 9.78 x 0.188 2 A42A=2.6250 x.209 W4 27,222.39 33,466.47 7,201.69 8,509.24 11.60 x 0.158 2 A32B= 1.9060 x 0.158 W3 14,279.54 96,902.01 53,976.68 54,120.04 12.94 x 0.281 2 3028=3 X 3 X.281 W2 53,052.18 79,023.08 14,034.97 43,755.68 15.74 x 0.227 2 3022=3 x 3 x.227 V1 0.00 7,826.93 793.69 1,070.85 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 0.00 14,381.54 2,298.80 3,137.55 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:43:33 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G5 TCX Design TCX Left TCX Right TCX Length 0-1 3/4 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 5/8 Clear Bearing 0-8 5/8 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.02 Reqd TL Def L/80 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.01 Reqd LL Def L/120 0.01 Section Modulus 3.0462 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:T-Plate 1" Seat Type:T-Plate 1" Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:45:03 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G6 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-11 1/4 49-71/4 60.00 57.87 �4@10-0 Parallel Chords Variable Left End Right End BC Panel 5-0 5/8 4-11 TC Panel 5-0 5/8 4-11 First Half 5-0 5/8 4-11 First Diag. 10-1 1/4 9-10 Depth 60.00 60.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 10-1 1/4 9-11 1/4 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 20-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 30-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 40-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 49-9 1/4 9-8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 40-1 1/4 40-1 1/4 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 49-9 1/4 49-9 1/4 L-BL Conc Load (Ibs) SM (2) 4,750.00 0.00 TC - 2-1 2-1 L-OAL Axial (Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Conc Load (Ibs) SM (3) 4,750.00 0.00 TC + 2-1 2-1 L-OAL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 40-1 1/4 40-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 40-1 1/4 40-1 1/4 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.63 47,538.57 47,953.85 11,988.46 117,293.05 :1117,261.88 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 26,500.00 41,397.77 0.00 0.00 54,217.32 14,156.82 82.38 0-2 W3 26,500.00 41,397.77 77,980.95 20,493.60 14,403.45 55,019.22 83.81 5-0 5/8 W4 26,500.00 97,621.41 77,980.95 20,493.60 27,498.49 7,123.65 83.36 10-11/4 W5 26,500.00 97,621.41 117,261.88 30,748.24 7,123.65 27,352.99 83.36 15-11/4 W6 1 30,691.63 117,293.05 117,261.88 30,748.24 17,179.78 17,268.89 83.36 20-1 1/4 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:45:03 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G6 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W6 30,691.63 117,293.05 116,819.88 30,635.02 17,268.89 4,521.10 83.36 25-1 1/4 W5 26,500.00 96,751.48 116,819.88 30,635.02 7,280.94 27,954.83 83.36 30-1 1/4 W4 26,500.00 96,751.48 76,683.05 20,153.95 28,100.35 7,280.95 83.36 35-1 1/4 W3 26,500.00 40,127.50 76,683.05 20,153.95 14,358.70 54,849.26 82.64 40-1 1/4 W2 26,500.00 40,127.50 0.00 0.00 54,044.36 14,112.73 81.23 45-0 1/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 1,271.77 1,971.71 57.87 V2 Interior 500.00 2,345.86 57.87 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:45:03 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G6 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 2.0930 1.0824 0.6899 1.8930 0.9905 2.4522 0.9871 3531 =3 1/2 X 3 1/2 X.313 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 8,108.00 2,481.76 3,722.64 29-91/4 22-7 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 58.63 60.63 60.00 59.00 57.00 1.1250 Min Weld Len 2X. Bending Load 0.00 0.00 0.00 0.00 0.00 0.8426 Axial Load 41,397.77 41,397.77 117,293.05 40,127.50 40,127.50 Max Load Fillers TC: fa 7,238.89 7,238.89 20,510.08 7,016.77 7,016.77 135,852.84 Maximum K L/r 74.43 76.97 57.10 74.91 72.37 Max Load no Fillers TC: Fcr 33,345.13 32,420.78 39,395.53 33,172.21 34,091.86 112,798.81 OALARyy- Fa 20,007.08 19,452.46 23,637.32 19,903.33 20,455.12 TC 283.2323 F'e 126,935.92 118,698.91 121,184.68 125,327.46 134,276.66 BCOAL/Ryy. Cm 0.9715 0.9695 0.8866 0.9720 0.9739 314.45 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0.93 BC LIRz.- Panel Point fb 0.00 0.00 0.00 0.00 0.00 174.8484 42 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 2 0 0 13,256.00 Panel Point Stress 7,238.89 7,238.89 20,510.08 7,016.77 7,016.77 BC shear stress: Mid Panel Stress 0.3618 0.3721 0.8677 0.3525 0.3430 18,148.08 TC Bearing Capacity: Web Design 9.70K<13.91 K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 54,217.32 79,023.08 14,156.82 43,127.41 16.08 x 0.227 2 3022=3 x 3 x.227 W3 14,403.45 107,333.90 55,019.22 58,629.20 11.84 x 0.313 2 3031 =3 X 3 X.313 W4 27,498.49 33,466.47 7,123.65 8,510.58 11.72 x 0.158 2 A32B= 1.9060 x 0.158 W5 7,123.65 61,276.80 27,352.99 28,434.29 9.82 x 0.188 2 A42A=2.6250 x.209 W6 17,179.78 57,194.49 17,268.89 22,392.75 6.20 x 0.188 2 A40B=2.3750 x 0.218 W6 17,268.89 28,624.38 4,521.10 5,309.64 6.20 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W5 7,280.94 61,276.80 27,954.83 28,434.29 10.04 x 0.188 2 A42A=2.6250 x.209 W4 28,100.35 33,466.47 7,280.95 8,510.58 11.98 x 0.158 2 A32B= 1.9060 x 0.158 W3 14,358.70 107,333.90 54,849.26 59,618.57 11.80 x 0.313 2 3031 =3 X 3 X.313 W2 54,044.36 86,681.16 14,112.73 48,765.87 14.56 x 0.250 2 3025=3 x 3 x.250 V1 1,271.77 14,381.54 1,971.71 3,138.40 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V2 500.00 14,381.54 2,345.86 3,138.40 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:45:03 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G6 TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-1 3/8 BPL Length 0-6 Clear Bearing 1-2 1/4 Clear Bearing 0-8 1/2 BPL Material:407050=4 x 7 x.500 BPL Material: 2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.09 Reqd TL Def L/80 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.06 Reqd LL Def L/120 0.01 Section Modulus 3.0462 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped Seat Type:T-Plate 1" Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:46:28 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G7 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-8 49-4 60.00 57.88 �4@10-0 Parallel Chords Variable Left End Right End BC Panel 4-11 4-11 TC Panel 4-11 4-11 First Half 4-11 4-11 First Diag. 9-10 9-10 Depth 60.00 60.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 9-10 9-8 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 19-10 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 29-10 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 39-10 10-0 L-BL Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 49-6 9-8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 9-10 9-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 19-10 19-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 29-10 29-10 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 39-10 39-10 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 49-6 49-6 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Axial (Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 9-10 9-10 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 9-10 9-10 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 19-10 19-10 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 19-10 19-10 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 29-10 29-10 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 29-10 29-10 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 39-10 39-10 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 39-10 39-10 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.00 47,744.93 47,747.46 11,936.87 116,218.57 115,959.41 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 26,500.00 39,930.51 0.00 0.00 53,746.81 14,034.97 81.24 0-2 W3 26,500.00 39,930.51 76,256.98 20,041.26 14,279.54 54,545.69 82.65 4-11 W4 26,500.00 96,108.21 76,256.98 20,041.26 27,796.34 7,201.69 83.37 9-10 W5 26,500.00 96,108.21 115,959.41 30,407.43 7,201.69 27,650.11 83.37 14-10 W6 30,407.43 116,218.57 115,959.41 30,407.43 17,104.02 17,193.13 83.37 19-10 W6 30,407.43 116,218.57 115,959.41 30,407.43 17,104.02 17,193.13 83.37 24-10 W5 1 26,500.00 96,108.20 115,959.41 30,407.43 7,201.69 27,653.77 83.37 29-10 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:46:28 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G7 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W4 26,500.00 96,108.20 76,256.99 20,041.26 27,799.99 7,201.69 83.37 34-10 W3 26,500.00 39,930.51 76,256.99 20,041.26 14,279.54 54,549.31 82.65 39-10 W2 26,500.00 39,930.51 0.00 0.00 53,750.37 14,034.97 81.24 44-9 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 500.00 798.61 57.88 V2 Interior 500.00 2,324.37 57.88 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:46:28 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G7 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 1.9266 1.0861 0.6914 1.8874 0.9811 2.2726 0.9552 3528=3 1/2 x 3 1/2 x.287 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 7,725.67 2,403.89 3,605.84 29-91/4 21-8 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 57.00 59.00 60.00 59.00 57.00 1.1250 Min Weld Len 2X. Bending Load 0.00 0.00 0.00 0.00 0.00 0.8348 Axial Load 39,930.51 39,930.51 116,218.57 39,930.51 39,930.51 Max Load Fillers TC: fa 6,982.32 6,982.32 20,322.20 6,982.32 6,982.32 135,852.86 Maximum K L/r 72.37 74.91 57.10 74.91 72.37 Max Load no Fillers TC: Fcr 34,091.86 33,172.21 39,395.54 33,172.21 34,091.86 112,798.81 OALARyy- Fa 20,455.12 19,903.33 23,637.32 19,903.33 20,455.12 TC 281.6868 F'e 134,276.66 125,327.46 121,184.68 125,327.46 134,276.66 BCOAL/Ryy. Cm 0.9740 0.9721 0.8876 0.9721 0.9740 313.66 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 1.00 BC LIRz.- Panel Point fb 0.00 0.00 0.00 0.00 0.00 173.565609 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 2 0 0 13,184.81 Panel Point Stress 6,982.32 6,982.32 20,322.20 6,982.32 6,982.32 BC Shear stress: Mid Panel Stress 0.3413 0.3508 0.8598 0.3508 0.3413 19,681.13 TC Bearing Capacity: Web Design 9.70K<14.01 K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 53,746.81 79,023.08 14,034.97 43,755.68 15.94 x 0.227 2 3022=3 x 3 x.227 W3 14,279.54 107,333.90 54,545.69 59,612.98 11.74 x 0.313 2 3031 =3 X 3 X.313 W4 27,796.34 33,466.47 7,201.69 8,509.24 11.85 x 0.158 2 A32B= 1.9060 x 0.158 W5 7,201.69 61,276.80 27,650.11 28,431.03 9.93 x 0.188 2 A42A=2.6250 x.209 W6 17,104.02 57,194.49 17,193.13 22,389.46 6.18 x 0.188 2 A40B=2.3750 x 0.218 W6 17,104.02 57,194.49 17,193.13 22,389.46 6.18 x 0.188 2 A40B=2.3750 x 0.218 W5 7,201.69 61,276.80 27,653.77 28,431.03 9.93 x 0.188 2 A42A=2.6250 x.209 W4 27,799.99 33,466.47 7,201.69 8,509.24 11.85 x 0.158 2 A32B= 1.9060 x 0.158 W3 14,279.54 107,333.90 54,549.31 59,612.98 11.74 x 0.313 2 3031 =3 X 3 X.313 W2 53,750.37 79,023.08 14,034.97 43,755.68 15.95 x 0.227 2 3022=3 x 3 x.227 V1 500.00 7,826.93 798.61 1,070.85 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 500.00 14,381.54 2,324.37 3,137.55 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:46:28 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G7 TCX Design TCX Left TCX Right TCX Length 0-1 3/4 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 5/8 Clear Bearing 0-8 5/8 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.02 Reqd TL Def L/80 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.01 Reqd LL Def L/120 0.01 Section Modulus 3.0462 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:T-Plate 1" Seat Type:T-Plate 1" Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:47:52 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G8 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-11 1/4 49-71/4 60.00 57.87 �4@10-0 Parallel Chords Variable Left End Right End BC Panel 5-0 5/8 4-11 TC Panel 5-0 5/8 4-11 First Half 5-0 5/8 4-11 First Diag. 10-1 1/4 9-10 Depth 60.00 60.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 10-1 1/4 9-11 1/4 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 20-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 30-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 18,900.00 0.00 TC + 40-1 1/4 10-0 L-BL Conc Load (Ibs) TL(1) 9,450.00 0.00 TC + 49-9 1/4 9-8 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) WL(1) 5,000.00 0.00 TC - 40-1 1/4 40-1 1/4 L-BL Conc Load (Ibs) WL(1) 2,500.00 0.00 TC - 49-9 1/4 49-9 1/4 L-BL Conc Load (Ibs) SM (2) 4,750.00 0.00 TC - 2-1 2-1 L-OAL Axial (Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM (3) 4,750.00 0.00 TC + 2-1 2-1 L-OAL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 10-1 1/4 10-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 20-1 1/4 20-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 30-1 1/4 30-1 1/4 L-BL Conc Load (Ibs) CL(3) 6,048.00 0.00 TC + 40-1 1/4 40-1 1/4 L-BL Conc Load (Ibs) SM (3) 646.00 0.00 TC + 40-1 1/4 40-1 1/4 L-BL Stress Analysis Summary Int.Panel TC: I Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 60.00 1120.63 47,043.62 47,456.38 11,864.09 116,014.35 116,228.34 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 26,500.00 41,144.51 0.00 0.00 53,512.78 14,156.82 82.38 0-2 W3 26,500.00 41,144.51 77,465.80 20,493.60 14,403.45 54,445.04 83.81 5-0 5/8 W4 26,500.00 96,847.06 77,465.80 20,493.60 26,927.40 7,123.65 83.36 10-11/4 W5 26,500.00 96,847.06 116,228.34 30,748.24 7,123.65 26,927.40 83.36 15-11/4 W6 30,691.63 116,014.35 116,228.34 30,748.24 4,521.10 17,089.75 83.36 20-1 1/4 W6 30,691.63 116,014.35 115,800.37 30,635.02 17,089.75 4,521.10 83.36 25-1 1/4 W5 1 26,500.00 95,991.16 115,800.37 30,635.02 7,280.94 27,521.97 83.36 30-1 1/4 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:47:52 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G8 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W4 26,500.00 95,991.16 76,181.94 20,153.95 27,521.98 7,280.95 83.36 35-1 1/4 W3 26,500.00 39,881.26 76,181.94 20,153.95 14,358.70 54,275.87 82.64 40-1 1/4 W2 26,500.00 39,881.26 0.00 0.00 53,346.10 14,112.73 81.23 45-0 1/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 1,271.77 1,471.71 57.87 V2 Interior 0.00 2,320.29 57.87 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:47:52 PM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G8 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.8594 1.2346 0.7876 2.1017 1.1383 4.3586 1.0000 4037=4 x 4 x.375 BC 2.0930 1.0824 0.6899 1.8930 0.9905 2.4522 0.9871 3531 =3 1/2 X 3 1/2 X.313 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 8,108.00 2,481.76 3,722.64 29-91/4 22-7 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 58.63 60.63 60.00 59.00 57.00 1.1250 Min Weld Len 2X. Bending Load 0.00 0.00 0.00 0.00 0.00 0.8334 Axial Load 41,144.51 41,144.51 116,014.35 39,881.26 39,881.26 Max Load Fillers TC: fa 7,194.60 7,194.60 20,286.48 6,973.71 6,973.71 135,852.84 Maximum K L/r 74.43 76.97 57.10 74.91 72.37 Max Load no Fillers TC: Fcr 33,345.13 32,420.78 39,395.53 33,172.21 34,091.86 112,798.81 OALARyy- Fa 20,007.08 19,452.46 23,637.32 19,903.33 20,455.12 TC 283.2323 F'e 126,935.92 118,698.91 121,184.68 125,327.46 134,276.66 BCOAL/Ryy. Cm 0.9717 0.9697 0.8878 0.9722 0.9740 314.45 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC Stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0.93 BC LIRz.- Panel Point fb 0.00 0.00 0.00 0.00 0.00 174.8484 42 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 2 0 0 13,113.93 Panel Point Stress 7,194.60 7,194.60 20,286.48 6,973.71 6,973.71 BC Shear stress: Mid Panel Stress 0.3596 0.3699 0.8582 0.3504 0.3409 17,953.41 TC Bearing Capacity: Web Design 9.45K<14.03K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 53,512.78 79,023.08 14,156.82 43,127.41 15.88 x 0.227 2 3022=3 x 3 x.227 W3 14,403.45 107,333.90 54,445.04 58,629.20 11.71 x 0.313 2 3031 =3 X 3 X.313 W4 26,927.40 33,466.47 7,123.65 8,510.58 11.48 x 0.158 2 A32B= 1.9060 x 0.158 W5 7,123.65 61,276.80 26,927.40 28,434.29 9.67 x 0.188 2 A42A=2.6250 x.209 W6 4,521.10 57,194.49 17,089.75 22,392.75 6.14 x 0.188 2 A40B=2.3750 x 0.218 W6 17,089.75 28,624.38 4,521.10 5,309.64 6.14 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W5 7,280.94 61,276.80 27,521.97 28,434.29 9.88 x 0.188 2 A42A=2.6250 x.209 W4 27,521.98 33,466.47 7,280.95 8,510.58 11.73 x 0.158 2 A32B= 1.9060 x 0.158 W3 14,358.70 107,333.90 54,275.87 59,618.57 11.68 x 0.313 2 3031 =3 X 3 X.313 W2 53,346.10 86,681.16 14,112.73 48,765.87 14.37 x 0.250 2 3025=3 x 3 x.250 V1 1,271.77 10,742.43 1,471.71 1,767.12 2.00 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 0.00 14,381.54 2,320.29 3,138.40 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:47:52 PM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N18.9K5.0 �G8 TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-1 3/8 BPL Length 0-6 Clear Bearing 1-2 1/4 Clear Bearing 0-8 1/2 BPL Material:407050=4 x 7 x.500 BPL Material: 2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.09 Reqd TL Def L/80 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.06 Reqd LL Def L/120 0.01 Section Modulus 3.0462 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped Seat Type:T-Plate 1" Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:53:52 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 �G9 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-41/8 49-01/8 48.00 46.14 �4@10-0 Parallel Chords Variable Left End Right End BC Panel 4-10 3/4 4-9 1/4 11111111111111 TC Panel 4-10 3/4 4-9 1/4 First Half 4-10 7/8 4-9 1/4 First Diag. 9-9 5/8 9-6 1/2 Depth 48.00 48.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 0-2 0-2 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 9-9 5/8 9-7 5/8 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 19-9 5/8 10-0 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 29-9 5/8 10-0 L-BL Conc Load (Ibs) TL(1) 10,000.00 0.00 TC + 39-9 5/8 10-0 L-BL Conc Load (Ibs) TL(1) 5,000.00 0.00 TC + 49-2 1/8 9-4 1/2 L-BL Uniform (plf) TL(1) 185.00 185.00 TC + 0-0 49-4 1/8 L-BL Uniform (plf) CL(1) 60.00 60.00 TC + 0-0 49-4 1/8 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 9-9 5/8 9-9 5/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 19-9 5/8 19-9 5/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 29-9 5/8 29-9 5/8 L-BL Conc Load (Ibs) WL(1) 3,000.00 0.00 TC - 39-9 5/8 39-9 5/8 L-BL Conc Load (Ibs) WL(1) 1,500.00 0.00 TC - 49-2 1/8 49-2 1/8 L-BL Conc Load (Ibs) SM (2) 4,750.00 0.00 TC - 2-1 2-1 L-OAL Uniform (plf) SM (3) 10.00 10.00 TC + 0-0 49-4 1/8 L-BL Uniform (plf) CL(3) 60.00 60.00 TC + 0-0 49-4 1/8 L-BL Uniform (plf) TL(3) 185.00 185.00 TC + 0-0 49-4 1/8 L-BL Axial (Ibs) SM (3) 29,400.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) SM (3) 4,750.00 0.00 TC + 2-1 2-1 L-OAL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 9-9 5/8 9-9 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 9-9 5/8 9-9 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 19-9 5/8 19-9 5/8 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 19-9 5/8 19-9 5/8 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 29-9 5/8 29-9 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 29-9 5/8 29-9 5/8 L-BL Conc Load (Ibs) SM (3) 342.00 0.00 TC + 39-9 5/8 39-9 5/8 L-BL Conc Load (Ibs) CL(3) 3,200.00 0.00 TC + 39-9 5/8 39-9 5/8 L-BL Stress Analysis Summary int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.00 30,897.51 31,110.04 7,777.51 94,567.98 93,951.23 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 27,110.07 45,706.85 0.00 0.00 40,131.37 10,032.84 73.14 0-2 V1S 27,110.07 45,706.85 0.00 0.00 1,315.09 2,631.18 46.14 4-10 3/4 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:53:52 PM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 �G9 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W3 27,110.07 45,706.85 61,934.06 14,954.38 9,674.74 39,129.16 74.80 4-10 3/4 W4 26,127.14 78,739.05 61,934.06 14,954.38 21,200.14 5,300.04 75.69 9-9 5/8 V2 26,127.14 78,739.05 61,934.06 14,954.38 0.00 1,618.70 46.14 14-9 5/8 W5 26,127.14 78,739.05 93,951.23 22,673.03 4,868.69 19,190.74 75.69 14-9 5/8 W6 26,020.08 94,567.98 93,951.23 22,673.03 12,757.67 3,189.42 75.69 19-9 5/8 V3 26,020.08 94,567.98 93,951.23 22,673.03 0.00 1,891.36 46.14 24-9 5/8 W6 26,020.08 94,567.98 93,591.91 22,590.13 12,757.67 3,189.42 75.69 24-9 5/8 W5 26,802.39 78,020.41 93,591.91 22,590.13 4,973.28 19,644.03 75.69 29-9 5/8 V4 26,802.39 78,020.41 93,591.91 22,590.13 0.00 1,615.10 46.14 34-9 5/8 W4 26,802.39 78,020.41 60,856.10 14,705.66 21,653.44 5,413.36 75.69 34-9 5/8 W3 28,425.58 44,119.29 60,856.10 14,705.66 9,611.82 38,877.63 73.53 39-9 5/8 V1S 28,425.58 44,119.29 0.00 0.00 0.00 1,301.37 46.14 44-6 7/8 W2 28,425.58 44,119.29 0.00 0.00 39,851.67 9,962.92 71.99 44-6 7/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:53:52 PM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 �G9 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.2897 1.0781 0.6883 1.8998 1.0018 2.6613 1.0000 3534=3 1/2 x 3 1/2 x.344 BC 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 1.0000 3028=3 X 3 X.281 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 4,029.40 1,278.72 1,918.08 26-11 20-71/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 56.75 58.88 60.00 57.25 55.25 1.1250 Min Weld Len 2X. Bending Load 245.00 245.00 245.00 245.00 245.00 0.7500 Axial Load 45,706.85 45,706.85 94,567.98 44,119.29 44,119.29 Max Load Fillers TC: fa 9,980.97 9,980.97 20,650.73 9,634.29 9,634.29 100,784.12 Maximum K L/r 82.45 85.54 63.16 83.18 80.27 Max Load no Fillers TC: Fcr 30,416.27 29,284.46 37,349.13 30,149.86 31,215.22 77,488.00 Fa 18,249.76 17,570.68 22,409.48 18,089.92 18,729.13 TC OAURyy: 309.57 F'e 103,296.13 95,974.09 92,408.80 101,499.72 108,981.12 BC OAL/Ryy. Cm 0.9517 0.9480 0.8503 0.9525 0.9558 347.59 Panel Point Moment 7,091.06 7,091.06 6,125.00 6,671.02 6,671.02 BC stress: Mid Panel Moment 4,942.21 2,458.17 3,062.50 2,255.25 4,701.11 0.97 BC Panel Point fb 3,328.24 3,328.24 2,874.81 3,131.09 3,131.09 203.14 03.1488 Mid Panel fb 930.20 462.67 576.41 424.48 884.83 TC Shear Stress: Fillers 0 0 6 0 0 11,122.05 Panel Point Stress 13,309.21 13,309.21 23,525.55 12,765.39 12,765.39 BC Shear stress: Mid Panel Stress 0.5782 0.5838 0.9447 0.5468 0.5438 15,881.47 TC Bearing Capacity: Web Design 5.00K<12.07K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 40,131.37 79,023.08 10,032.84 48,199.33 11.91 x 0.227 2 3022=3 x 3 x.227 V1 S 1,315.09 10,742.43 2,631.18 2,779.39 2.00 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 9,674.74 67,578.15 39,129.16 39,207.76 12.61 x 0.209 2 A44A=2.8750 x.209 W4 21,200.14 28,624.38 5,300.04 6,244.99 7.61 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 0.00 7,826.93 1,618.70 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,868.69 48,746.47 19,190.74 20,144.10 6.89 x 0.188 2 A38B=2.2190 x 0.199 W6 12,757.67 28,624.38 3,189.42 3,642.12 4.58 x 0.188 1 C40BA= 1.125 x 2.014 x.218 V3 0.00 8,984.69 1,891.36 1,925.26 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W6 12,757.67 28,624.38 3,189.42 3,642.12 4.58 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W5 4,973.28 48,746.47 19,644.03 20,144.10 7.06 x 0.188 2 A38B=2.2190 x 0.199 V4 0.00 7,826.93 1,615.10 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 21,653.44 28,624.38 5,413.36 6,244.99 7.78 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 9,611.82 67,578.15 38,877.63 39,833.71 12.53 x 0.209 2 A44A=2.8750 x.209 V1 S 0.00 7,826.93 1,301.37 1,684.82 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 39,851.67 71,606.18 9,962.92 39,736.45 10.74 x 0.250 2 A46A=2.5938 x.250 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/7/2019 2:53:52 PM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Girder Load @ Diag 48G5N10K3.0 �G9 TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-1 3/8 BPL Length 0-6 Clear Bearing 1-3 Clear Bearing 0-8 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.09 Reqd TL Def L/80 0.00 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.06 Reqd LL Def L/120 0.00 Section Modulus 2.1306 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 5.3226 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:04 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J1 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 3/4 49-0 3/4 32.00 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3/8 3-6 3/8 TC Panel 2-4 3/8 2-0 3/8 L L L First Half 1-2 1-2 First Diag. 4-8 3/8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 3/4 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 3/4 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 26-0 32-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/4 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 26-0 32-0 L-OAL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/4 L-BL Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 3/4 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc Load (Ibs) CL(3) 420.00 0.00 TC + 26-0 32-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 26-0 32-0 L-OAL Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,204.08 9,271.64 2,317.91 45,323.53 45,603.91 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 12,231.55 0.00 0.00 14,860.35 3,927.31 50.51 0-2 V1S 7,307.19 12,096.24 0.00 0.00 2,209.88 2,512.66 33.43 2-4 3/8 W3 7,307.19 12,096.24 14,998.42 3,988.87 2,349.34 8,917.96 33.43 3-6 3/8 W4 7,306.69 20,670.74 14,998.42 3,988.87 9,232.07 2,422.22 38.69 4-8 3/8 V2 7,306.69 20,670.74 14,998.42 3,988.87 2,000.00 2,266.12 30.35 6-8 3/8 W5 7,306.69 20,670.74 25,762.67 6,835.49 2,167.25 8,296.33 38.69 6-8 3/8 W6 8,021.58 30,274.21 25,762.67 6,835.49 7,360.58 1,912.28 38.69 8-8 3/8 V3 8,021.58 30,274.21 25,762.67 6,835.49 2,000.00 2,280.93 30.35 10-8 3/8 W7 8,021.58 30,274.21 34,205.34 9,049.52 1,657.31 6,424.84 38.69 10-8 3/8 W8 9,919.32 37,556.09 34,205.34 9,049.52 5,489.10 1,402.34 38.69 12-8 3/8 V4 9,919.32 37,556.09 34,205.34 9,049.52 2,000.00 2,292.03 30.35 14-8 3/8 W9 9,919.32 37,556.09 40,326.44 10,630.98 1,147.37 4,553.36 38.69 14-8 3/8 W10 11,184.49 42,516.39 40,326.44 10,630.98 3,617.62 892.40 38.69 16-83/8 V5 11,184.49 42,516.39 40,326.44 10,630.98 2,000.00 2,299.43 30.35 18-8 3/8 W 11 11,184.49 42,516.39 44,125.96 11,579.85 1,066.71 2,954.99 38.69 18-8 3/8 W 12 11,817.07 45,155.13 44,125.96 11,579.85 2,954.99 1,067.09 38.69 20-8 3/8 V6 11,817.07 45,155.13 44,125.96 11,579.85 2,000.00 2,303.13 30.35 22-8 3/8 W 13 1 11,817.07 45,155.13 45,603.91 11,896.14 1,493.71 2,954.99 38.69 22-8 3/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:04 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J1 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W 13 11,817.07 45,323.53 45,603.91 11,896.14 1,493.71 2,954.99 38.69 24-8 3/8 V7 11,817.07 45,323.53 45,603.91 11,896.14 2,409.78 3,017.26 30.35 26-8 3/8 W 12 11,817.07 45,323.53 44,279.41 11,579.85 2,954.99 1,067.09 38.69 26-8 3/8 Will 11,184.49 42,654.90 44,279.41 11,579.85 1,066.71 2,954.99 38.69 28-8 3/8 V8 11,184.49 42,654.90 44,279.41 11,579.85 2,409.78 3,013.26 30.35 30-8 3/8 W10 11,184.49 42,654.90 40,450.00 10,630.98 3,617.62 892.40 38.69 30-83/8 W9 9,919.32 37,664.70 40,450.00 10,630.98 1,147.37 4,553.36 38.69 32-8 3/8 V9 9,919.32 37,664.70 40,450.00 10,630.98 2,000.00 2,292.03 30.35 34-8 3/8 W8 9,919.32 37,664.70 34,299.00 9,049.52 5,489.10 1,402.34 38.69 34-8 3/8 W7 8,021.58 30,352.92 34,299.00 9,049.52 1,657.31 6,424.84 38.69 36-8 3/8 V10 8,021.58 30,352.92 34,299.00 9,049.52 2,000.00 2,280.93 30.35 38-8 3/8 W6 8,021.58 30,352.92 25,826.43 6,835.49 7,360.58 1,912.28 38.69 38-8 3/8 W5 7,301.03 20,719.56 25,826.43 6,835.49 2,167.25 8,296.33 38.69 40-8 3/8 V11 7,301.03 20,719.56 25,826.43 6,835.49 2,000.00 2,266.12 30.35 42-8 3/8 W4 7,301.03 20,719.56 15,032.29 3,988.87 9,232.07 2,422.22 38.69 42-8 3/8 W3 7,300.53 12,170.71 15,032.29 3,988.87 2,349.34 8,917.96 33.43 44-8 3/8 V1S 7,300.53 12,170.71 0.00 0.00 2,325.26 2,651.81 35.29 47-4 3/8 W2 7,300.53 12,344.68 0.00 0.00 14,860.35 3,927.31 50.51 45-10 3/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:04 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J1 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 255.23 382.85 15-10 3/4 17-8 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 12,231.55 12,096.24 45,323.53 12,170.71 12,344.68 Max Load Fillers TC: fa 6,441.73 6,370.47 23,869.57 6,409.68 6,501.31 49,729.63 Maximum K L/r 67.89 72.07 46.33 82.37 57.59 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 40,668.98 29,536.73 37,515.66 45,804.73 OAURyy- Fa 20,590.65 19,775.93 24,401.39 17,722.04 22,509.39 TC 504.9292 F'e 348,626.47 309,335.13 748,514.63 236,834.72 484,416.84 BC OAURyy. Cm 0.9908 0.9897 0.9786 0.9865 0.9933 420.83 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,587.45 969.77 0.94 Panel Pointfb 2,732.15 2,732.15 1,721.12 2,860.33 2,860.33 116.909021 Mid Panel fb 859.00 612.84 452.96 979.62 1,136.99 TC Shear Stress: Fillers 0 0 0 0 0 9,264.63 Panel Point Stress 9,173.88 9,102.62 25,590.69 9,270.01 9,361.63 BC Shear stress: Mid Panel Stress 0.3404 0.3419 0.9929 0.3935 0.3251 13,643.44 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,860.35 16,730.22 3,927.31 5,996.13 6.33 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,512.66 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,349.34 18,714.09 8,917.96 9,477.88 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,232.07 10,742.43 2,422.22 4,985.18 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.12 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,167.25 18,714.09 8,296.33 8,302.95 3.17 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,360.58 7,826.93 1,912.28 3,318.29 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,280.93 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,657.31 14,381.54 6,424.84 6,473.51 2.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,489.10 5,758.64 1,402.34 1,869.32 4.11 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,292.03 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,147.37 10,742.43 4,553.36 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,617.62 4,802.89 892.40 1,417.09 3.16 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,299.43 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,066.71 7,826.93 2,954.99 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,954.99 4,802.89 1,067.09 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.13 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,493.71 7,826.93 2,954.99 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,493.71 7,826.93 2,954.99 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:04 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J1 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,409.78 7,826.93 3,017.26 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,954.99 4,802.89 1,067.09 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 2,954.99 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,409.78 7,826.93 3,013.26 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,617.62 4,802.89 892.40 1,417.09 3.16 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,147.37 10,742.43 4,553.36 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,292.03 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,489.10 5,758.64 1,402.34 1,869.32 4.11 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,657.31 14,381.54 6,424.84 6,473.51 2.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 2,000.00 5,758.64 2,280.93 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,360.58 7,826.93 1,912.28 3,318.29 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,167.25 18,714.09 8,296.33 8,302.95 3.17 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V11 2,000.00 5,758.64 2,266.12 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,232.07 10,742.43 2,422.22 4,985.18 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,349.34 18,714.09 8,917.96 9,477.88 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,651.81 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,860.35 16,730.22 3,927.31 5,996.13 6.33 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:04 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J1 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-6 3/4 Clear Bearing 0-5 1/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:25:13 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J10 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-3 5/8 43-11 5/8 32.00 30.39 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-1 5/8 TC Panel 1-6 1-5 5/8 First Half 1-0 1-2 First Diag. 4-0 4-3 5/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-3 5/8 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) SM (2) 990.00 0.00 TC - Uniform (plf) SM (2) 79.00 79.00 TC - 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Axial (Ibs) SM (3) 9,000.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM (3) 79.00 79.00 TC + 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) SM (3) 990.00 0.00 TC + Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-3 5/8 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 44-3 5/8 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,870.88 9,876.01 2,469.00 43,218.72 42,251.43 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 10,715.75 17,659.97 0.00 0.00 14,406.55 4,018.12 45.60 0-2 V1S 10,707.15 17,381.66 0.00 0.00 3,291.11 4,330.54 35.32 1-6 W3 10,707.15 17,381.66 13,028.01 3,156.21 2,609.40 9,398.77 32.67 3-0 W4 10,706.63 23,758.83 13,028.01 3,156.21 9,980.91 2,866.10 38.73 4-0 W5 10,706.63 23,758.83 24,123.32 5,952.48 2,550.10 8,835.50 38.73 6-0 W6 10,705.93 30,809.70 24,123.32 5,952.48 7,805.94 2,348.77 38.73 8-0 W7 10,705.93 30,809.70 32,666.33 8,249.66 2,032.77 6,660.53 38.73 10-0 W8 10,705.24 36,311.73 32,666.33 8,249.66 5,630.97 1,831.44 38.73 12-0 W9 10,705.24 36,311.73 38,657.02 10,047.75 1,515.43 4,632.58 38.73 14-0 W10 10,759.64 40,695.25 38,657.02 10,047.75 4,065.88 1,314.11 38.73 16-0 W 11 10,759.64 40,695.25 42,095.41 11,346.75 1,179.22 3,147.06 38.73 18-0 W12 1 11,809.09 43,218.72 42,095.41 11,346.75 3,146.04 1,638.06 38.73 20-0 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:25:13 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J10 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W 12 11,809.09 43,218.72 42,251.43 11,423.90 3,146.04 1,638.06 38.73 22-0 Will 10,854.89 40,947.65 42,251.43 11,423.90 1,179.22 3,147.06 38.73 24-0 W10 10,854.89 40,947.65 39,005.79 10,161.11 4,065.88 1,314.11 38.73 26-0 W9 10,702.46 36,664.35 39,005.79 10,161.11 1,515.43 4,632.58 38.73 28-0 W8 10,702.46 36,664.35 33,207.85 8,399.24 5,630.97 1,831.44 38.73 30-0 W7 10,701.76 31,279.28 33,207.85 8,399.24 2,032.77 6,660.53 38.73 32-0 W6 10,701.76 31,279.28 24,857.60 6,138.27 7,805.94 2,348.77 38.73 34-0 W5 10,701.07 24,345.38 24,857.60 6,138.27 2,550.10 8,835.50 38.73 36-0 W4 10,701.07 24,345.38 13,955.04 3,378.22 9,980.91 2,866.10 38.73 38-0 W3 10,700.52 17,663.51 13,955.04 3,378.22 2,660.93 9,564.10 33.46 40-0 V1S 10,700.52 17,663.51 0.00 0.00 3,331.20 4,499.99 36.38 42-10 W2 10,700.52 17,997.11 0.00 0.00 14,811.73 4,114.22 46.83 41-2 Standard Verticals Member Position Max Tension I Max Comp. Le%3039] V2 Interior 2,797.76 3,833.45 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:25:13 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J10 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 754.52 331.62 497.43 16-11/8 16-4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 34.00 15.63 1.1250 Min Weld Len 2X. Bending Load 404.00 404.00 404.00 404.00 404.00 0.5000 Axial Load 17,659.97 17,381.66 43,218.72 17,663.51 17,997.11 Max Load Fillers TC: fa 9,300.59 9,154.03 22,761.07 9,302.46 4,786.72 47,958.55 Maximum K L/r 41.18 77.22 46.33 87.52 40.22 Max Load no Fillers TC: Fcr 41,952.38 31,258.48 40,668.98 27,808.00 42,180.31 44,176.14 TC Fa 25,171.43 18,755.09 24,401.39 16,684.80 25,308.19 452.50 y 52.50 F'e 947,338.88 269,465.28 748,514.63 209,791.30 1,793,038.25 BCOAL/Ryy. Cm 0.9951 0.9830 0.9796 0.9778 0.9987 392.82 Panel Point Moment 3,584.70 4,519.79 3,393.78 5,784.16 4,769.12 BC Stress: Mid Panel Moment 1,473.99 3,491.15 2,308.00 4,045.59 1,385.52 0.99 BC LIRz.- Panel Pointfb 4,202.80 5,299.12 3,978.96 6,781.51 1,292.75 125.292937 Mid Panel fb 909.61 2,154.41 1,424.28 2,496.56 467.74 TC Shear Stress: Fillers 0 0 0 0 0 9,845.94 Panel Point Stress 13,503.40 14,453.15 26,740.02 16,083.97 6,079.47 BC Shear Stress: Mid Panel Stress 0.3984 0.5586 0.9790 0.6404 0.1112 16,681.34 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,406.55 16,730.22 4,018.12 6,782.97 6.14 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 2,609.40 18,714.09 9,398.77 9,647.71 3.60 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,980.91 14,381.54 2,866.10 6,468.31 4.48 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W5 2,550.10 24,373.24 8,835.50 10,314.59 3.17 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,805.94 8,984.69 2,348.77 4,028.02 4.45 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W7 2,032.77 16,730.22 6,660.53 7,204.94 2.84 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,630.97 5,758.64 1,831.44 1,866.33 4.21 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,515.43 10,742.43 4,632.58 4,981.22 2.42 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 4,065.88 4,802.89 1,314.11 1,414.83 3.56 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,179.22 7,826.93 3,147.06 3,315.49 2.08 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 3,146.04 5,758.64 1,638.06 1,866.33 2.35 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W12 3,146.04 5,758.64 1,638.06 1,866.33 2.35 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W11 1,179.22 7,826.93 3,147.06 3,315.49 2.08 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 4,065.88 4,802.89 1,314.11 1,414.83 3.56 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,515.43 10,742.43 4,632.58 4,981.22 2.42 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,630.97 5,758.64 1,831.44 1,866.33 4.21 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 2,032.77 16,730.22 6,660.53 7,204.94 2.84 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W6 7,805.94 8,984.69 2,348.77 4,028.02 4.45 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,550.10 24,373.24 8,835.50 10,314.59 3.17 x 0.188 1 C38BA= 1.125 x 1.845 x.199 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:25:13 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J10 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,980.91 14,381.54 2,866.10 6,468.31 4.48 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,660.93 24,373.24 9,564.10 11,825.64 3.44 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W2 14,811.73 16,730.22 4,114.22 6,586.45 6.31 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,331.20 10,742.43 4,499.99 5,282.29 2.35 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,797.76 7,826.93 3,833.45 4,103.13 2.49 x 0.102 1 C16BB= 1.125 x 1.025 x.102 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:25:13 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J10 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 1-11 Clear Bearing 0-6 7/8 Clear Bearing 0-4 5/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 2.9622 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 5.7504 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:24:41 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J11 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-91/4 44-51/4 32.00 30.53 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-7 1/4 TC Panel 1-6 1-11 1/4 First Half 1-0 1-2 First Diag. 4-0 4-9 1/4 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-9 1/4 L-BL Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-9 1/4 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,076.75 9,082.01 2,270.50 39,589.75 39,172.38 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,315.84 10,884.34 0.00 0.00 13,220.70 3,225.52 45.70 0-2 V1S 7,307.28 10,741.80 0.00 0.00 3,249.88 3,749.78 35.45 1-6 W3 7,307.28 10,741.80 11,886.13 3,058.48 2,109.73 8,651.65 32.81 3-0 W4 7,306.93 17,253.12 11,886.13 3,058.48 9,200.01 2,211.29 38.84 4-0 W5 7,306.93 17,253.12 22,047.91 5,634.25 1,956.91 8,159.72 38.84 6-0 W6 7,306.47 26,270.50 22,047.91 5,634.25 7,233.76 1,702.52 38.84 8-0 W7 7,306.47 26,270.50 29,920.88 7,581.22 1,448.14 6,193.47 38.84 10-0 W8 8,318.91 32,999.06 29,920.88 7,581.22 5,267.51 1,193.75 38.84 12-0 W9 8,318.91 32,999.06 35,505.04 8,899.40 943.22 4,227.22 38.84 14-0 W 10 9,322.69 37,438.81 35,505.04 8,899.40 3,301.26 943.50 38.84 16-0 W11 9,322.69 37,438.81 38,800.38 9,588.78 1,379.18 2,887.90 38.84 18-0 W12 9,697.67 39,589.75 38,800.38 9,588.78 2,887.90 1,669.18 38.84 20-0 W12 9,697.67 39,589.75 39,172.38 9,649.37 2,887.90 1,669.18 38.84 22-0 W11 9,443.86 38,031.35 39,172.38 9,649.37 1,379.18 2,887.90 38.84 24-0 W 10 9,443.86 38,031.35 36,318.11 9,081.16 3,301.26 943.50 38.84 26-0 W9 8,561.26 34,032.67 36,318.11 9,081.16 943.22 4,227.22 38.84 28-0 W8 8,561.26 34,032.67 31,175.03 7,884.16 5,267.51 1,193.75 38.84 30-0 W7 7,303.71 27,745.18 31,175.03 7,884.16 1,448.14 6,193.47 38.84 32-0 W6 7,303.71 27,745.18 23,743.13 6,058.36 7,233.76 1,702.52 38.84 34-0 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:24:41 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �ill Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,303.24 19,168.88 23,743.13 6,058.36 1,956.91 8,159.72 38.84 36-0 W4 7,303.24 19,168.88 14,022.42 3,603.77 9,200.01 2,211.29 38.84 38-0 W3 7,302.88 11,421.13 14,022.42 3,603.77 2,093.63 8,603.47 33.59 40-0 V1S 7,302.88 11,421.13 0.00 0.00 3,277.86 3,916.40 36.50 42-10 W2 7,305.22 11,611.37 0.00 0.00 14,723.10 3,585.65 51.32 41-2 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,772.001 3,283.28 30.53 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:24:41 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J11 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 A38618= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 708.23 301.53 452.29 16-5 17-91/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 34.00 21.25 1.1250 Min Weld Len 2X. Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,884.34 10,741.80 39,589.75 11,421.13 11,611.37 Max Load Fillers TC: fa 6,732.03 6,643.86 24,486.49 7,064.04 3,338.71 40,843.23 Maximum K L/r 41.75 78.29 31.32 88.73 55.45 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 44,702.41 27,591.05 38,604.82 37,489.62 TC Fa 25,426.67 18,703.87 26,821.45 16,554.63 23,162.89 447.92 y 47.92 F'e 744,454.38 211,755.91 588,210.81 164,861.86 990,878.81 BCOAL/Ryy. Cm 0.9955 0.9843 0.9721 0.9786 0.9983 397.01 Panel Point Moment 3,376.68 4,293.95 3,233.78 5,565.35 5,091.56 BC Stress: Mid Panel Moment 1,448.51 3,333.08 2,228.00 3,819.46 2,291.36 0.92 BC Panel Pointfb 5,374.27 6,834.19 5,146.83 8,857.72 1,450.11 125.29 25.2937 Mid Panel fb 1,142.96 2,629.99 1,758.02 3,013.77 822.49 TC Shear Stress: Fillers 0 0 4 0 0 11,335.41 Panel Point Stress 12,106.30 13,478.05 29,633.32 15,921.76 4,788.82 BC Shear stress: Mid Panel Stress 0.3005 0.4397 0.9698 0.5250 0.1008 15,339.88 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,220.70 14,381.54 3,225.52 6,097.77 5.94 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,109.73 18,714.09 8,651.65 9,617.49 3.31 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,200.01 10,742.43 2,211.29 4,966.83 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,956.91 18,714.09 8,159.72 8,271.42 3.12 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,233.76 7,826.93 1,702.52 3,305.32 4.78 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,448.14 14,381.54 6,193.47 6,449.43 2.78 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,267.51 5,758.64 1,193.75 1,855.52 3.94 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 943.22 10,742.43 4,227.22 4,966.83 2.21 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,301.26 4,802.89 943.50 1,406.64 2.89 x 0.077 1 C10AB= 1.125 x 0.756 x.077 Will 1,379.18 7,826.93 2,887.90 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,887.90 5,758.64 1,669.18 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,887.90 5,758.64 1,669.18 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,379.18 7,826.93 2,887.90 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,301.26 4,802.89 943.50 1,406.64 2.89 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 943.22 10,742.43 4,227.22 4,966.83 2.21 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,267.51 5,758.64 1,193.75 1,855.52 3.94 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,448.14 14,381.54 6,193.47 6,449.43 2.78 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,233.76 8,984.69 1,702.52 4,015.78 4.13 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 1,956.91 18,714.09 8,159.72 8,271.42 3.12 x 0.176 1 C34AA= 1.125 x 1.549 x.176 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 10:24:41 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J11 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,200.01 10,742.43 2,211.29 4,966.83 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,093.63 18,714.09 8,603.47 9,440.37 3.29 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,723.10 16,730.22 3,585.65 5,868.24 6.28 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,277.86 8,984.69 3,916.40 4,388.14 2.14 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V2 2,772.00 7,826.93 3,283.28 4,088.95 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:24:41 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J91 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 1/2 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 2-5 1/8 Clear Bearing 0-6 7/8 Clear Bearing 0-5 3/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.01 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.6283 Section Modulus 2.7859 Reqd SM 0.0097 Reqd SM 0.0032 Mom of Inertia 1.0766 Mom of Inertia 5.4368 Reqd MI 0.0009 Reqd MI 0.0002 Seat Type:Lapped Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:43:30 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J13 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-81/8 44-41/8 32.00 30.53 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-6 1/8 TC Panel 1-6 1-10 1/8 First Half 1-0 1-2 ZL\V\V\V L First Diag. 4-0 4-8 1/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-8 1/8 L-BL Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-8 1/8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-8 1/8 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-8 1/8 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-8 1/8 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,059.42 9,064.91 2,266.23 39,443.34 38,994.15 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,304.62 10,877.76 0.00 0.00 13,195.07 3,218.51 45.70 0-2 V1S 7,302.10 10,735.21 0.00 0.00 3,235.03 3,749.75 35.45 1-6 W3 7,302.10 10,735.21 11,860.42 3,051.42 2,104.69 8,632.51 32.81 3-0 W4 7,301.95 17,214.00 11,860.42 3,051.42 9,177.36 2,205.33 38.84 4-0 W5 7,301.95 17,214.00 21,995.38 5,619.82 1,950.94 8,136.42 38.84 6-0 W6 7,301.74 26,204.56 21,995.38 5,619.82 7,210.46 1,696.56 38.84 8-0 W7 7,301.74 26,204.56 29,841.53 7,559.42 1,442.17 6,169.53 38.84 10-0 W8 8,293.43 32,906.30 29,841.53 7,559.42 5,243.57 1,187.79 38.84 12-0 W9 8,293.43 32,906.30 35,398.87 8,870.23 934.18 4,209.82 38.84 14-0 W 10 9,289.84 37,319.23 35,398.87 8,870.23 3,283.86 934.30 38.84 16-0 W11 9,289.84 37,319.23 38,667.39 9,552.24 1,360.49 2,882.47 38.84 18-0 W12 9,657.45 39,443.34 38,667.39 9,552.24 2,882.47 1,650.49 38.84 20-0 W12 9,657.45 39,443.34 38,994.15 9,605.46 2,882.47 1,650.49 38.84 22-0 W11 9,396.27 37,839.71 38,994.15 9,605.46 1,360.49 2,882.47 38.84 24-0 W10 9,396.27 37,839.71 36,113.05 9,029.89 3,283.86 934.30 38.84 26-0 W9 8,506.30 33,814.20 36,113.05 9,029.89 934.18 4,209.82 38.84 28-0 W8 8,506.30 33,814.20 30,943.15 7,825.51 5,243.57 1,187.79 38.84 30-0 W7 7,300.53 27,499.89 30,943.15 7,825.51 1,442.17 6,169.53 38.84 32-0 W6 1 7,300.53 27,499.89 23,484.43 5,992.35 7,210.46 1,696.56 38.84 34-0 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:43:30 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J13 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,300.33 18,896.77 23,484.43 5,992.35 1,950.94 8,136.42 38.84 36-0 W4 7,300.33 18,896.77 13,736.90 3,530.39 9,177.36 2,205.33 38.84 38-0 W3 7,300.17 11,307.42 13,736.90 3,530.39 2,098.78 8,621.58 33.59 40-0 V1S 7,300.17 11,307.42 0.00 0.00 3,278.91 3,909.56 36.50 42-10 W2 7,300.17 11,493.78 0.00 0.00 14,464.93 3,522.79 50.42 41-2 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,772.001 3,283.05 30.53 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:43:30 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J13 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 A38618= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 708.23 303.44 455.17 16-5 17-9 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 34.00 20.13 1.1250 Min Weld Len 2X. Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,877.76 10,735.21 39,443.34 11,307.42 11,493.78 Max Load Fillers TC: fa 3,127.77 6,639.79 24,395.93 6,993.71 2,879.35 40,843.23 Maximum K L/r 41.75 78.29 31.32 88.73 52.52 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 44,702.41 27,591.05 39,471.21 37,489.62 OALARyy Fa 25,426.67 18,703.87 26,821.45 16,554.63 23,682.72 TC 446.9797 F'e 1,747,827.00 211,755.91 588,210.81 164,861.86 1,043,171.88 BCOAL/Ryy. Cm 0.9991 0.9843 0.9722 0.9788 0.9986 396.17 Panel Point Moment 3,839.95 4,522.62 3,233.78 5,573.35 4,991.31 BC stress: Mid Panel Moment 1,476.21 3,170.15 2,228.00 3,816.70 2,097.16 0.91 BC Panel Pointfb 1,093.65 7,198.13 5,146.83 8,870.45 1,410.00 125.29 25.2937 Mid Panel fb 529.89 2,501.43 1,758.02 3,011.60 653.24 TC Shear Stress: Fillers 0 0 4 0 0 11,303.54 Panel Point Stress 4,221.41 13,837.92 29,542.76 15,864.16 4,289.35 BC Shear stress: Mid Panel Stress 0.0800 0.4354 0.9664 0.5206 0.0836 15,309.62 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,195.07 14,381.54 3,218.51 6,097.77 5.92 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,104.69 18,714.09 8,632.51 9,617.49 3.30 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,177.36 10,742.43 2,205.33 4,966.83 4.79 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,950.94 18,714.09 8,136.42 8,271.42 3.11 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,210.46 7,826.93 1,696.56 3,305.32 4.76 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,442.17 14,381.54 6,169.53 6,449.43 2.77 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,243.57 5,758.64 1,187.79 1,855.52 3.92 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 934.18 10,742.43 4,209.82 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,283.86 4,802.89 934.30 1,406.64 2.87 x 0.077 1 C10AB= 1.125 x 0.756 x.077 Will 1,360.49 7,826.93 2,882.47 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,882.47 5,758.64 1,650.49 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,882.47 5,758.64 1,650.49 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,360.49 7,826.93 2,882.47 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,283.86 4,802.89 934.30 1,406.64 2.87 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 934.18 10,742.43 4,209.82 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,243.57 5,758.64 1,187.79 1,855.52 3.92 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,442.17 14,381.54 6,169.53 6,449.43 2.77 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,210.46 8,984.69 1,696.56 4,015.78 4.12 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 1,950.94 18,714.09 8,136.42 8,271.42 3.11 x 0.176 1 C34AA= 1.125 x 1.549 x.176 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:43:30 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J13 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,177.36 10,742.43 2,205.33 4,966.83 4.79 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,098.78 18,714.09 8,621.58 9,440.37 3.30 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,464.93 16,730.22 3,522.79 6,010.43 6.17 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,278.91 8,984.69 3,909.56 4,388.14 2.14 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V2 2,772.00 7,826.93 3,283.05 4,088.95 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:43:30 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J13 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-10 7/8 BPL Length 2-4 1/2 Clear Bearing 0-4 1/2 Clear Bearing 0-5 3/8 BPL Material:2024=2 x 2 x.248 BPL Material: 203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.7859 Section Modulus 3.2104 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.4368 Mom of Inertia 5.8925 Reqd MI 0.0001 Reqd MI 0.0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:20:49 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J14 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-81/4 44-41/4 32.00 30.70 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-6 1/4 TC Panel 1-6 1-10 1/4 First Half 1-0 1-2 First Diag. 4-0 4-8 1/4 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-8 1/4 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-8 1/4 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-8 1/4 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-8 1/4 L-BL Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-8 1/4 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Stress Analysis Summary int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 8,072.62 8,072.46 2,018.15 34,984.25 34,797.48 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,304.60 10,305.83 0.00 0.00 11,684.09 3,209.91 45.81 0-2 V1S 7,302.09 10,164.04 0.00 0.00 2,322.23 2,585.37 35.58 1-6 W3 7,302.09 10,164.04 11,051.54 3,036.14 2,103.77 7,657.91 32.96 3-0 W4 7,301.94 15,987.50 11,051.54 3,036.14 8,013.89 2,201.56 38.96 4-0 W5 7,301.94 15,987.50 20,354.26 5,591.83 1,947.69 7,089.79 38.96 6-0 W6 7,301.74 24,151.83 20,354.26 5,591.83 6,165.69 1,693.81 38.96 8-0 W7 7,301.74 24,151.83 27,380.21 7,522.03 1,439.94 5,241.59 38.96 10-0 W8 8,252.58 30,039.40 27,380.21 7,522.03 4,317.49 1,186.07 38.96 12-0 W9 8,252.58 30,039.40 32,129.40 8,826.76 932.30 3,393.39 38.96 14-0 W10 9,244.56 33,650.20 32,129.40 8,826.76 2,561.78 932.43 38.96 16-0 W11 9,244.56 33,650.20 34,601.82 9,506.00 1,161.80 2,561.78 38.96 18-0 W12 9,611.06 34,984.25 34,601.82 9,506.00 2,561.78 1,161.92 38.96 20-0 W12 9,611.06 34,984.25 34,797.48 9,559.75 2,561.78 1,161.92 38.96 22-0 W11 9,352.07 34,041.52 34,797.48 9,559.75 1,161.80 2,561.78 38.96 24-0 W 10 9,352.07 34,041.52 32,716.38 8,988.02 2,561.78 932.43 38.96 26-0 W9 8,467.59 30,822.04 32,716.38 8,988.02 932.30 3,393.39 38.96 28-0 W8 8,467.59 30,822.04 28,358.51 7,790.80 4,317.49 1,186.07 38.96 30-0 W7 7,300.53 25,325.79 28,358.51 7,790.80 1,439.94 5,241.59 38.96 32-0 W6 7,300.53 25,325.79 21,723.88 5,968.10 6,165.69 1,693.81 38.96 34-0 W5 7,300.33 17,552.77 21,723.88 5,968.10 1,947.69 7,089.79 38.96 36-0 W4 7,300.33 17,552.77 12,812.48 3,519.91 8,013.89 2,201.56 38.96 38-0 W3 7,300.17 10,643.28 12,812.48 3,519.91 2,096.30 7,630.52 33.74 40-0 V1S 1 7,300.17 10,643.28 0.00 0.00 2,387.06 2,710.56 36.64 42-10 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:20:49 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J14 Stress Anal sis Summary,Continued... Member I TC Tension I TC Compresion BC Tension I BC Compresion I Web Tension I Web Comp. Web Length PP Dist. W2 1 7,300.171 10,829.081 0.001 0.001 12,805.371 3,517.96 50.62 41-2 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,000.001 2,282.78 30.70 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:20:49 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J14 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.7132 0.7206 0.3726 1.2175 0.7275 0.3704 0.9837 A36618= 1.8750 x 2.2810 x.188 BC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A= 1.9380 x 0.176 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 626.71 268.33 402.49 16-91/2 15-115/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 34.00 20.25 1.1250 Min Weld Len 2X. Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,305.83 10,164.04 34,984.25 10,643.28 10,829.08 Max Load Fillers TC: fa 3,134.95 7,125.66 24,526.25 7,461.64 2,848.71 38,276.20 Maximum K L/r 42.94 80.52 32.21 91.25 54.35 Max Load no Fillers TC: Fcr 43,074.72 30,855.10 45,648.00 27,022.70 39,770.36 34,871.27 OALARyy- Fa 25,844.83 18,513.06 27,388.80 16,213.62 23,862.21 TC 437.1818 F'e 1,793,743.00 165,136.77 458,713.25 128,566.68 1,053,193.75 BCOAL/Ryy. Cm 0.9991 0.9784 0.9642 0.9710 0.9986 413.34 Panel Point Moment 2,345.87 2,345.87 1,456.00 3,107.93 3,107.92 BC Stress: Mid Panel Moment 77.04 1,279.15 728.00 1,673.43 1,726.14 0.93 Panel Point fb 683.88 4,919.42 3,053.31 6,517.50 899.97 BC L/Rz. 134.8693 Mid Panel fb 28.66 1,256.19 714.93 1,643.38 499.84 TC Shear Stress: Fillers 0 0 2 0 0 12,135.98 Panel Point Stress 3,818.83 12,045.07 27,579.57 13,979.13 3,748.68 BC Shear Stress: Mid Panel Stress 0.0616 0.4248 0.9183 0.5134 0.0767 15,761.98 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 11,684.09 14,381.54 3,209.91 6,082.20 5.25 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,103.77 16,730.22 7,657.91 8,326.11 3.26 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W4 8,013.89 10,742.43 2,201.56 4,950.57 4.18 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,947.69 16,730.22 7,089.79 7,159.51 3.02 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W6 6,165.69 7,826.93 1,693.81 3,293.84 4.07 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,439.94 14,381.54 5,241.59 6,428.12 2.35 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 4,317.49 4,802.89 1,186.07 1,397.47 3.78 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 932.30 8,984.69 3,393.39 4,001.96 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W 10 2,561.78 4,802.89 932.43 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,161.80 7,826.93 2,561.78 3,293.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,561.78 4,802.89 1,161.92 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W12 2,561.78 4,802.89 1,161.92 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,161.80 7,826.93 2,561.78 3,293.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 2,561.78 4,802.89 932.43 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 932.30 8,984.69 3,393.39 4,001.96 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W8 4,317.49 4,802.89 1,186.07 1,397.47 3.78 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W7 1,439.94 14,381.54 5,241.59 6,428.12 2.35 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 6,165.69 7,826.93 1,693.81 3,293.84 4.07 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 1,947.69 16,730.22 7,089.79 7,159.51 3.02 x 0.158 1 C32BA= 1.125 x 1.520 x.158 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:20:49 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J14 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 8,013.89 10,742.43 2,201.56 4,950.57 4.18 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,096.30 16,730.22 7,630.52 8,171.28 3.25 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W2 12,805.37 14,381.54 3,517.96 5,399.20 5.75 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,387.06 7,826.93 2,710.56 3,604.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,282.78 2,777.02 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:20:49 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J14 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-10 7/8 BPL Length 2-4 5/8 Clear Bearing 0-4 5/8 Clear Bearing 0-5 3/8 BPL Material:2024=2 x 2 x.248 BPL Material: 203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.6876 Section Modulus 3.1190 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.2742 Mom of Inertia 5.7359 Reqd MI 0.0001 Reqd MI 0.0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) -A7 Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:22:52 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J16 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-8 5/8 44-4 5/8 32.00 30.53 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-6 5/8 TC Panel 1-6 1-10 5/8 First Half 1-0 1-2 L\[Z\[Z\V L First Diag. 4-0 4-8 5/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-8 5/8 L-BL Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-8 5/8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-8 5/8 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-8 5/8 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-8 5/8 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,066.85 9,072.63 2,268.16 39,508.41 39,073.37 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,304.89 10,880.68 0.00 0.00 13,206.42 3,221.62 45.70 0-2 V1S 7,302.37 10,738.14 0.00 0.00 3,235.03 3,749.76 35.45 1-6 W3 7,302.37 10,738.14 11,871.85 3,054.56 2,106.93 8,640.49 32.81 3-0 W4 7,302.50 17,231.39 11,871.85 3,054.56 9,186.80 2,207.98 38.84 4-0 W5 7,302.50 17,231.39 22,018.73 5,626.23 1,953.59 8,145.86 38.84 6-0 W6 7,302.67 26,233.87 22,018.73 5,626.23 7,219.90 1,699.21 38.84 8-0 W7 7,302.67 26,233.87 29,876.80 7,569.11 1,444.82 6,186.15 38.84 10-0 W8 8,304.75 32,947.53 29,876.80 7,569.11 5,260.19 1,190.44 38.84 12-0 W9 8,304.75 32,947.53 35,446.05 8,883.19 936.06 4,219.26 38.84 14-0 W 10 9,304.44 37,372.38 35,446.05 8,883.19 3,293.30 934.29 38.84 16-0 W11 9,304.44 37,372.38 38,726.50 9,568.48 1,363.31 2,884.92 38.84 18-0 W12 9,675.33 39,508.41 38,726.50 9,568.48 2,884.92 1,653.31 38.84 20-0 W12 9,675.33 39,508.41 39,073.37 9,624.98 2,884.92 1,653.31 38.84 22-0 W11 9,417.42 37,924.88 39,073.37 9,624.98 1,363.31 2,884.92 38.84 24-0 W 10 9,417.42 37,924.88 36,204.19 9,052.67 3,293.30 934.29 38.84 26-0 W9 8,530.72 33,911.30 36,204.19 9,052.67 936.06 4,219.26 38.84 28-0 W8 8,530.72 33,911.30 31,046.21 7,851.58 5,260.19 1,190.44 38.84 30-0 W7 7,303.73 27,608.91 31,046.21 7,851.58 1,444.82 6,186.15 38.84 32-0 W6 1 7,303.73 27,608.91 23,599.41 6,021.69 7,219.90 1,699.21 38.84 34-0 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:22:52 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J16 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,303.91 19,017.71 23,599.41 6,021.69 1,953.59 8,145.86 38.84 36-0 W4 7,303.91 19,017.71 13,863.80 3,563.00 9,186.80 2,207.98 38.84 38-0 W3 7,304.05 11,357.96 13,863.80 3,563.00 2,096.49 8,613.39 33.59 40-0 V1S 7,304.05 11,357.96 0.00 0.00 3,285.36 3,912.60 36.50 42-10 W2 7,308.12 11,546.04 0.00 0.00 14,579.33 3,550.65 50.82 41-2 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,772.001 3,283.15 30.53 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:22:52 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J16 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 A38618= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 708.23 302.59 453.89 16-5 17-91/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 34.00 20.63 1.1250 Min Weld Len 2X. Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,880.68 10,738.14 39,508.41 11,357.96 11,546.04 Max Load Fillers TC: fa 3,128.61 6,641.60 24,436.18 7,024.96 2,892.44 40,843.23 Maximum K L/r 41.75 78.29 31.32 88.73 53.82 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 44,702.41 27,591.05 39,089.60 37,489.62 OALARyy Fa 25,426.67 18,703.87 26,821.45 16,554.63 23,453.76 TC 447.3939 F'e 1,747,827.00 211,755.91 588,210.81 164,861.86 993,206.94 BCOAL/Ryy. Cm 0.9991 0.9843 0.9722 0.9787 0.9985 396.55 Panel Point Moment 3,839.95 4,522.62 3,233.78 5,568.74 5,034.82 BC Stress: Mid Panel Moment 1,476.21 3,170.15 2,228.00 3,818.29 2,104.06 0.91 BC Panel Pointfb 1,093.65 7,198.13 5,146.83 8,863.13 1,422.29 125.29 25.2937 Mid Panel fb 529.89 2,501.43 1,758.02 3,012.85 655.38 TC Shear Stress: Fillers 0 0 4 0 0 11,317.59 Panel Point Stress 4,222.26 13,839.73 29,583.01 15,888.09 4,314.73 BC Shear stress: Mid Panel Stress 0.0800 0.4355 0.9679 0.5226 0.0846 15,322.94 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,206.42 14,381.54 3,221.62 6,097.77 5.93 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,106.93 18,714.09 8,640.49 9,617.49 3.31 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,186.80 10,742.43 2,207.98 4,966.83 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,953.59 18,714.09 8,145.86 8,271.42 3.12 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,219.90 7,826.93 1,699.21 3,305.32 4.77 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,444.82 14,381.54 6,186.15 6,449.43 2.78 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,260.19 5,758.64 1,190.44 1,855.52 3.94 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 936.06 10,742.43 4,219.26 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,293.30 4,802.89 934.29 1,406.64 2.88 x 0.077 1 C10AB= 1.125 x 0.756 x.077 Will 1,363.31 7,826.93 2,884.92 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,884.92 5,758.64 1,653.31 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,884.92 5,758.64 1,653.31 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,363.31 7,826.93 2,884.92 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,293.30 4,802.89 934.29 1,406.64 2.88 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 936.06 10,742.43 4,219.26 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,260.19 5,758.64 1,190.44 1,855.52 3.94 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,444.82 14,381.54 6,186.15 6,449.43 2.78 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,219.90 8,984.69 1,699.21 4,015.78 4.12 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 1,953.59 18,714.09 8,145.86 8,271.42 3.12 x 0.176 1 C34AA= 1.125 x 1.549 x.176 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:22:52 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J16 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,186.80 10,742.43 2,207.98 4,966.83 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,096.49 18,714.09 8,613.39 9,440.37 3.30 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,579.33 16,730.22 3,550.65 5,946.83 6.21 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,285.36 8,984.69 3,912.60 4,388.14 2.14 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V2 2,772.00 7,826.93 3,283.15 4,088.95 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:22:52 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J16 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-1 1/4 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-11 BPL Length 2-6 Clear Bearing 0-4 5/8 Clear Bearing 0-6 1/2 BPL Material: 2024 =2 x 2 x.248 BPL Material: 203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.02 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.01 Section Modulus 2.7859 Section Modulus 3.2104 Reqd SM 0.0029 Reqd SM 0.0053 Mom of Inertia 5.4368 Mom of Inertia 5.8925 Reqd MI 0.0001 Reqd MI 0.0004 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:51:02 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J17 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-81/4 44-41/4 32.00 30.53 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-6 1/4 TC Panel 1-6 1-10 1/4 First Half 1-0 1-2 First Diag. 4-0 4-8 1/4 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-8 1/4 L-BL Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-8 1/4 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-8 1/4 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-8 1/4 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-8 1/4 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,061.16 9,066.95 2,266.74 39,459.61 39,013.96 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,304.89 10,878.49 0.00 0.00 13,197.90 3,219.29 45.70 0-2 V1S 7,302.37 10,735.94 0.00 0.00 3,235.03 3,749.75 35.45 1-6 W3 7,302.37 10,735.94 11,863.28 3,052.21 2,105.25 8,634.38 32.81 3-0 W4 7,302.50 17,218.35 11,863.28 3,052.21 9,179.56 2,205.99 38.84 4-0 W5 7,302.50 17,218.35 22,001.22 5,621.42 1,951.61 8,138.63 38.84 6-0 W6 7,302.67 26,211.88 22,001.22 5,621.42 7,212.67 1,697.22 38.84 8-0 W7 7,302.67 26,211.88 29,850.35 7,561.84 1,442.84 6,171.73 38.84 10-0 W8 8,296.26 32,916.60 29,850.35 7,561.84 5,245.77 1,188.45 38.84 12-0 W9 8,296.26 32,916.60 35,410.66 8,873.47 934.18 4,212.02 38.84 14-0 W 10 9,293.49 37,332.52 35,410.66 8,873.47 3,286.06 934.29 38.84 16-0 W11 9,293.49 37,332.52 38,682.16 9,556.30 1,361.04 2,883.11 38.84 18-0 W12 9,661.92 39,459.61 38,682.16 9,556.30 2,883.11 1,651.04 38.84 20-0 W12 9,661.92 39,459.61 39,013.96 9,610.34 2,883.11 1,651.04 38.84 22-0 W11 9,401.56 37,861.00 39,013.96 9,610.34 1,361.04 2,883.11 38.84 24-0 W10 9,401.56 37,861.00 36,135.84 9,035.58 3,286.06 934.29 38.84 26-0 W9 8,512.41 33,838.48 36,135.84 9,035.58 934.18 4,212.02 38.84 28-0 W8 8,512.41 33,838.48 30,968.92 7,832.03 5,245.77 1,188.45 38.84 30-0 W7 7,303.73 27,527.14 30,968.92 7,832.03 1,442.84 6,171.73 38.84 32-0 W6 1 7,303.73 27,527.14 23,513.17 5,999.68 7,212.67 1,697.22 38.84 34-0 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:51:02 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J17 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,303.91 18,927.00 23,513.17 5,999.68 1,951.61 8,138.63 38.84 36-0 W4 7,303.91 18,927.00 13,768.62 3,538.54 9,179.56 2,205.99 38.84 38-0 W3 7,304.05 11,320.06 13,768.62 3,538.54 2,098.21 8,619.65 33.59 40-0 V1S 7,304.05 11,320.06 0.00 0.00 3,287.66 3,910.32 36.50 42-10 W2 7,308.19 11,506.85 0.00 0.00 14,493.48 3,529.74 50.52 41-2 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,772.001 3,283.07 30.53 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:51:02 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J17 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 A38618= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 708.23 303.23 454.85 16-5 17-9 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 34.00 20.25 1.1250 Min Weld Len 2X. Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,878.49 10,735.94 39,459.61 11,320.06 11,506.85 Max Load Fillers TC: fa 3,127.98 6,640.24 24,405.99 7,001.52 3,308.66 40,843.23 Maximum K L/r 41.75 78.29 31.32 88.73 52.84 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 44,702.41 27,591.05 39,376.34 37,489.62 OALARyy Fa 25,426.67 18,703.87 26,821.45 16,554.63 23,625.80 TC 447.0808 F'e 1,747,827.00 211,755.91 588,210.81 164,861.86 1,091,159.75 BCOAL/Ryy. Cm 0.9991 0.9843 0.9722 0.9788 0.9985 396.27 Panel Point Moment 3,839.95 4,522.62 3,233.78 5,550.42 4,980.40 BC stress: Mid Panel Moment 1,476.21 3,170.15 2,228.00 3,824.60 2,025.89 0.91 BC Panel Pointfb 1,093.65 7,198.13 5,146.83 8,833.96 1,418.45 125.29 25.2937 Mid Panel fb 529.89 2,501.43 1,758.02 3,017.83 727.20 TC Shear Stress: Fillers 0 0 4 0 0 11,307.04 Panel Point Stress 4,221.62 13,838.37 29,552.83 15,835.48 4,727.11 BC Shear stress: Mid Panel Stress 0.0800 0.4354 0.9668 0.5213 0.0954 15,312.94 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,197.90 14,381.54 3,219.29 6,097.77 5.93 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,105.25 18,714.09 8,634.38 9,617.49 3.30 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,179.56 10,742.43 2,205.99 4,966.83 4.79 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,951.61 18,714.09 8,138.63 8,271.42 3.11 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,212.67 7,826.93 1,697.22 3,305.32 4.76 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,442.84 14,381.54 6,171.73 6,449.43 2.77 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,245.77 5,758.64 1,188.45 1,855.52 3.93 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 934.18 10,742.43 4,212.02 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,286.06 4,802.89 934.29 1,406.64 2.87 x 0.077 1 C10AB= 1.125 x 0.756 x.077 Will 1,361.04 7,826.93 2,883.11 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,883.11 5,758.64 1,651.04 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,883.11 5,758.64 1,651.04 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,361.04 7,826.93 2,883.11 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,286.06 4,802.89 934.29 1,406.64 2.87 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 934.18 10,742.43 4,212.02 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,245.77 5,758.64 1,188.45 1,855.52 3.93 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,442.84 14,381.54 6,171.73 6,449.43 2.77 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,212.67 8,984.69 1,697.22 4,015.78 4.12 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 1,951.61 18,714.09 8,138.63 8,271.42 3.11 x 0.176 1 C34AA= 1.125 x 1.549 x.176 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:51:02 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J17 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,179.56 10,742.43 2,205.99 4,966.83 4.79 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,098.21 18,714.09 8,619.65 9,440.37 3.30 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,493.48 16,730.22 3,529.74 5,994.47 6.18 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,287.66 8,984.69 3,910.32 4,388.14 2.14 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V2 2,772.00 7,826.93 3,283.07 4,088.95 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:51:02 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J17 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-1 1/4 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-11 1/2 BPL Length 2-4 7/8 Clear Bearing 0-4 7/8 Clear Bearing 0-6 1/8 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.02 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.01 Section Modulus 2.7859 Section Modulus 2.7859 Reqd SM 0.0029 Reqd SM 0.0053 Mom of Inertia 5.4368 Mom of Inertia 5.4368 Reqd MI 0.0001 Reqd MI 0.0004 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:51:04 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J18 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-10 3/4 49-6 3/4 32.00 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-6 3/4 TC Panel 1-6 2-0 3/4 L L L First Half 1-0 2-4 L First Diag. 4-0 5-10 3/4 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-10 3/4 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-10 3/4 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-10 3/4 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-10 3/4 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-10 3/4 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Stress Analysis Summary int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 52.00 9,094.72 9,094.72 2,273.68 44,472.94 ",488.05 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,304.83 10,797.65 0.00 0.00 13,289.35 3,621.08 45.58 0-2 V1S 7,302.27 10,650.48 0.00 0.00 2,329.03 2,733.64 35.29 1-6 W3 7,302.27 10,650.48 12,717.53 3,465.27 2,386.99 8,760.24 32.64 3-0 W4 7,302.27 18,506.35 12,717.53 3,465.27 9,333.05 2,543.07 38.69 4-0 W5 7,302.27 18,506.35 23,714.78 6,461.79 2,288.10 8,397.31 38.69 6-0 W6 7,722.84 28,342.82 23,714.78 6,461.79 7,461.57 2,033.12 38.69 8-0 W7 7,722.84 28,342.82 32,390.46 8,825.74 1,778.15 6,525.83 38.69 10-0 W8 9,770.50 35,857.71 32,390.46 8,825.74 5,590.08 1,523.18 38.69 12-0 W9 9,770.50 35,857.71 38,744.57 10,557.10 1,268.21 4,654.34 38.69 14-0 W10 11,185.57 41,051.04 38,744.57 10,557.10 3,718.60 1,013.24 38.69 16-0 W 11 11,185.57 41,051.04 42,777.10 11,655.88 1,107.45 2,898.61 38.69 18-0 W 12 11,968.06 43,922.78 42,777.10 11,655.88 2,898.61 1,107.45 38.69 20-0 W13 11,968.06 43,922.78 44,488.05 12,122.09 1,313.49 2,898.61 38.69 22-0 W 13 12,117.96 44,472.94 44,488.05 12,122.09 1,313.49 2,898.61 38.69 24-0 W 12 12,117.96 44,472.94 43,877.43 11,955.70 2,898.61 1,107.45 38.69 26-0 W11 11,635.29 42,701.53 43,877.43 11,955.70 1,107.45 2,898.61 38.69 28-0 W 10 11,635.29 42,701.53 40,945.23 11,156.74 3,718.60 1,013.24 38.69 30-0 W9 10,520.04 38,608.54 40,945.23 11,156.74 1,268.21 4,654.34 38.69 32-0 W8 10,520.04 38,608.54 35,691.45 9,725.19 5,590.08 1,523.18 38.69 34-0 W7 8,772.20 32,193.97 35,691.45 9,725.19 1,778.15 6,525.83 38.69 36-0 W6 8,772.20 32,193.97 28,116.10 7,661.06 7,461.57 2,033.12 38.69 38-0 W5 7,302.27 23,457.84 28,116.10 7,661.06 2,288.10 8,397.31 38.69 40-0 W4 1 7,302.27 23,457.84 18,219.18 4,964.35 9,333.05 2,543.07 38.69 42-0 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:51:04 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J18 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W3 7,302.27 11,223.19 18,219.18 4,964.35 2,852.86 10,469.98 41.29 44-0 V1S 7,302.27 11,223.19 0.00 0.00 2,329.03 2,733.64 35.29 47-10 W2 7,304.07 11,743.40 0.00 0.00 14,642.90 3,989.89 50.81 46-4 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,000.001 2,304.89 30.35 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:51:04 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J18 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 247.59 371.38 15-101/2 17-7 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 46.00 22.75 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 10,797.65 10,650.48 44,472.94 11,223.19 11,743.40 Max Load Fillers TC: fa 2,871.87 5,609.06 23,421.60 5,910.67 3,123.41 49,729.63 Maximum K L/r 41.18 77.22 46.33 118.40 58.56 Max Load no Fillers TC: Fcr 41,952.38 31,258.48 40,668.98 17,904.56 37,226.72 45,804.73 TC Fa 25,171.43 18,755.09 24,401.39 10,742.74 22,336.03 510.07 yy 10.07 F'e 1,709,974.50 269,465.28 748,514.63 114,611.88 845,798.31 BCOAL/Ryy. Cm 0.9992 0.9896 0.9790 0.9742 0.9982 425.11 Panel Point Moment 2,259.07 2,259.07 1,468.00 5,525.45 5,525.45 BC Stress: Mid Panel Moment 95.35 1,327.02 734.00 3,259.46 106.44 0.92 BC LIRz.- Panel Point fb 612.36 2,648.60 1,721.12 6,478.19 1,497.76 126.6464 39 Mid Panel fb 32.19 818.91 452.96 2,011.43 35.93 TC Shear Stress: Fillers 0 0 0 0 0 9,084.77 Panel Point Stress 3,484.23 8,257.65 25,142.72 12,388.86 4,621.17 BC Shear Stress: Mid Panel Stress 0.0582 0.3254 0.9745 0.6176 0.0712 13,378.75 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,289.35 14,381.54 3,621.08 6,115.35 5.97 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,386.99 18,714.09 8,760.24 9,656.04 3.35 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,333.05 10,742.43 2,543.07 4,985.18 4.87 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 2,288.10 24,373.24 8,397.31 10,323.31 3.02 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,461.57 7,826.93 2,033.12 3,318.29 4.93 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,778.15 16,730.22 6,525.83 7,210.82 2.78 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,590.08 5,758.64 1,523.18 1,869.32 4.18 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,268.21 10,742.43 4,654.34 4,985.18 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,718.60 4,802.89 1,013.24 1,417.09 3.25 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,107.45 7,826.93 2,898.61 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,898.61 4,802.89 1,107.45 1,417.09 2.54 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 13 1,313.49 7,826.93 2,898.61 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,313.49 7,826.93 2,898.61 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,898.61 4,802.89 1,107.45 1,417.09 2.54 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,107.45 7,826.93 2,898.61 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,718.60 4,802.89 1,013.24 1,417.09 3.25 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,268.21 10,742.43 4,654.34 4,985.18 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,590.08 5,758.64 1,523.18 1,869.32 4.18 x 0.090 1 C1266= 1.125 x 0.799 x.090 W7 1,778.15 16,730.22 6,525.83 7,210.82 2.78 x 0.158 1 C32BA= 1.125 x 1.520 x.158 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:51:04 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J18 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W6 7,461.57 7,826.93 2,033.12 3,318.29 4.93 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,288.10 24,373.24 8,397.31 10,323.31 3.02 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,333.05 10,742.43 2,543.07 4,985.18 4.87 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,852.86 28,624.38 10,469.98 11,032.67 3.76 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W2 14,642.90 16,730.22 3,989.89 5,948.33 6.24 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 2,329.03 7,826.93 2,733.64 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,304.89 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:51:04 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J18 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 3/8 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-11 1/2 BPL Length 2-6 1/4 Clear Bearing 0-4 7/8 Clear Bearing 0-5 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.9622 Section Modulus 2.9622 Reqd SM 0.0029 Reqd SM 0.0029 Mom of Inertia 5.7504 Mom of Inertia 5.7504 Reqd MI 0.0001 Reqd MI 0.0001 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201911:28:30 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J20 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-81/4 49-41/4 32.00 30.35 11 @4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3-3 1/4 TC Panel 2-0 1-6 1/4 L L L First Half 2-0 0-11 L L First Diag. 5-6 4-2 1/4 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-8 1/4 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-8 1/4 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-8 1/4 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-8 1/4 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-8 1/4 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Stress Analysis Summary int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,056.49 9,056.64 2,264.16 44,048.46 ",148.23 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,300.15 11,492.00 0.00 0.00 14,425.87 3,930.75 50.21 0-2 V1S 7,300.15 11,149.69 0.00 0.00 2,325.26 2,706.31 35.29 2-0 W3 7,300.15 11,149.69 17,032.95 4,641.13 2,689.14 9,869.15 38.69 3-6 W4 7,300.34 22,356.25 17,032.95 4,641.13 9,196.77 2,505.88 38.69 5-6 W5 7,300.34 22,356.25 27,099.16 7,383.97 2,250.91 8,261.03 38.69 7-6 W6 8,518.16 31,261.66 27,099.16 7,383.97 7,325.29 1,995.94 38.69 9-6 W7 8,518.16 31,261.66 34,843.79 9,494.22 1,740.97 6,389.55 38.69 11-6 W8 10,312.13 37,845.51 34,843.79 9,494.22 5,453.81 1,486.00 38.69 13-6 W9 10,312.13 37,845.51 40,266.84 10,971.89 1,231.03 4,518.06 38.69 15-6 W10 11,473.51 42,107.79 40,266.84 10,971.89 3,582.32 976.06 38.69 17-6 W 11 11,473.51 42,107.79 43,368.31 11,816.98 1,100.13 2,886.47 38.69 19-6 W12 12,002.31 44,048.46 43,368.31 11,816.98 2,886.47 1,100.24 38.69 21-6 W13 12,002.31 44,048.46 44,148.23 12,029.49 1,307.21 2,886.47 38.69 23-6 W13 11,898.52 43,667.59 44,148.23 12,029.49 1,307.21 2,886.47 38.69 25-6 W 12 11,898.52 43,667.59 42,606.54 11,609.42 2,886.47 1,100.24 38.69 27-6 W 11 11,162.16 40,965.13 42,606.54 11,609.42 1,100.13 2,886.47 38.69 29-6 W10 11,162.16 40,965.13 38,743.31 10,556.76 3,582.32 976.06 38.69 31-6 W9 9,793.21 35,941.09 38,743.31 10,556.76 1,231.03 4,518.06 38.69 33-6 W8 9,793.21 35,941.09 32,558.48 8,871.52 5,453.81 1,486.00 38.69 35-6 W7 7,791.68 28,595.48 32,558.48 8,871.52 1,740.97 6,389.55 38.69 37-6 W6 7,791.68 28,595.48 24,052.09 6,553.70 7,325.29 1,995.94 38.69 39-6 W5 7,302.00 18,928.30 24,052.09 6,553.70 2,250.91 8,261.03 38.69 41-6 W4 1 7,302.00 18,928.30 13,224.11 3,603.30 9,196.77 2,505.88 38.69 43-6 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201911:28:30 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J20 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W3 7,302.13 10,933.68 13,224.11 3,603.30 2,338.92 8,583.98 32.28 45-6 V1 S 7,302.13 10,933.68 0.00 0.00 2,435.93 2,735.30 36.91 48-2 W2 7,305.07 11,113.78 0.00 0.00 13,943.94 3,799.44 48.05 46-5 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,000.001 2,304.21 30.35 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201911:28:30 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J20 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 250.73 376.10 15-10 5/8 17-7 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 42.00 24.00 32.00 16.25 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 11,492.00 11,149.69 44,048.46 10,933.68 11,113.78 Max Load Fillers TC: fa 2,688.94 5,871.96 23,198.05 5,758.20 2,955.95 49,729.63 Maximum K L/r 56.63 108.11 46.33 82.37 41.83 Max Load no Fillers TC: Fcr 37,801.98 21,063.21 40,668.98 29,536.73 41,798.11 45,804.73 OAURyy- Fa 22,681.19 12,637.92 24,401.39 17,722.04 25,078.87 TC 507.9292 F'e 858,059.94 137,482.28 748,514.63 236,834.72 1,657,764.63 BCOAURyy. Cm 0.9984 0.9786 0.9792 0.9878 0.9991 423.33 Panel Point Moment 4,638.52 4,638.52 1,468.00 2,599.58 2,599.58 BC Stress: Mid Panel Moment 2,837.49 2,698.16 734.00 1,531.83 55.70 0.91 Panel Pointfb 1,246.14 5,438.33 1,721.12 3,047.82 704.66 BCURz. 116.9021 Mid Panel fb 762.29 1,665.05 452.96 945.30 18.80 TC Shear Stress: Fillers 0 0 0 0 0 9,060.75 Panel Point Stress 3,935.08 11,310.29 24,919.18 8,806.02 3,660.61 BC Shear stress: Mid Panel Stress 0.0863 0.5198 0.9654 0.3555 0.0596 13,385.03 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,425.87 16,730.22 3,930.75 6,044.31 6.15 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 2,689.14 24,373.24 9,869.15 10,323.31 3.54 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,196.77 10,742.43 2,505.88 4,985.18 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 2,250.91 18,714.09 8,261.03 8,302.95 3.16 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,325.29 7,826.93 1,995.94 3,318.29 4.84 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,740.97 14,381.54 6,389.55 6,473.51 2.87 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,453.81 5,758.64 1,486.00 1,869.32 4.08 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,231.03 10,742.43 4,518.06 4,985.18 2.36 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,582.32 4,802.89 976.06 1,417.09 3.13 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,100.13 7,826.93 2,886.47 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,886.47 4,802.89 1,100.24 1,417.09 2.52 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 13 1,307.21 7,826.93 2,886.47 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,307.21 7,826.93 2,886.47 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,886.47 4,802.89 1,100.24 1,417.09 2.52 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,100.13 7,826.93 2,886.47 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,582.32 4,802.89 976.06 1,417.09 3.13 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,231.03 10,742.43 4,518.06 4,985.18 2.36 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,453.81 5,758.64 1,486.00 1,869.32 4.08 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,740.97 14,381.54 6,389.55 6,473.51 2.87 x 0.150 1 C28BB= 1.125 x 1.344 x.150 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201911:28:30 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J20 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W6 7,325.29 7,826.93 1,995.94 3,318.29 4.84 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,250.91 18,714.09 8,261.03 8,302.95 3.16 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,196.77 10,742.43 2,505.88 4,985.18 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,338.92 18,714.09 8,583.98 9,736.44 3.28 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 13,943.94 14,381.54 3,799.44 5,761.19 6.26 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,435.93 7,826.93 2,735.30 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,304.21 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201911:28:30 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J20 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 3/8 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 2-6 BPL Length 1-11 1/4 Clear Bearing 0-5 1/8 Clear Bearing 0-4 7/8 BPL Material: 203025 = 2 x 3 x.250 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 3.3812 Section Modulus 2.9622 Reqd SM 0.0000 Reqd SM 0.0029 Mom of Inertia 6.2013 Mom of Inertia 5.7504 Reqd MI 0.0000 Reqd MI 0.0001 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201911:32:01 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J21 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-81/4 49-41/4 32.00 30.35 11 @4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3-3 1/4 TC Panel 2-0 1-6 1/4 L L L First Half 2-0 0-11 L L First Diag. 5-6 4-2 1/4 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-8 1/4 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-8 1/4 L-BL Conc @ any pp(Ibs) CL(1) 100.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-8 1/4 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-8 1/4 L-BL Conc @ any pp(Ibs) CL(3) 100.00 0.00 TC + Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-8 1/4 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,155.47 9,156.13 2,289.03 44,509.72 44,623.07 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,300.15 11,557.89 0.00 0.00 14,589.63 3,930.75 50.21 0-2 V1S 7,300.15 11,215.58 0.00 0.00 2,325.26 2,822.58 35.29 2-0 W3 7,300.15 11,215.58 17,138.38 4,641.13 2,689.14 9,981.75 38.69 3-6 W4 7,300.34 22,501.21 17,138.38 4,641.13 9,313.26 2,505.88 38.69 5-6 W5 7,300.34 22,501.21 27,283.66 7,383.97 2,250.91 8,367.81 38.69 7-6 W6 8,518.16 31,485.70 27,283.66 7,383.97 7,432.07 1,995.94 38.69 9-6 W7 8,518.16 31,485.70 35,107.36 9,494.22 1,740.97 6,485.97 38.69 11-6 W8 10,312.13 38,148.62 35,107.36 9,494.22 5,550.23 1,486.00 38.69 13-6 W9 10,312.13 38,148.62 40,609.50 10,971.89 1,231.03 4,604.13 38.69 15-6 W 10 11,473.51 42,489.97 40,609.50 10,971.89 3,668.39 976.06 38.69 17-6 W 11 11,473.51 42,489.97 43,790.04 11,816.98 1,100.13 2,918.18 38.69 19-6 W12 12,002.31 44,509.72 43,790.04 11,816.98 2,918.18 1,100.24 38.69 21-6 W13 12,002.31 44,509.72 44,623.07 12,029.49 1,321.48 2,918.18 38.69 23-6 W13 11,898.52 44,102.90 44,623.07 12,029.49 1,321.48 2,918.18 38.69 25-6 W 12 11,898.52 44,102.90 43,002.32 11,609.42 2,918.18 1,100.24 38.69 27-6 W 11 11,162.16 41,321.37 43,002.32 11,609.42 1,100.13 2,918.18 38.69 29-6 W 10 11,162.16 41,321.37 39,060.01 10,556.76 3,668.39 976.06 38.69 31-6 W9 9,793.21 36,218.25 39,060.01 10,556.76 1,231.03 4,604.13 38.69 33-6 W8 9,793.21 36,218.25 32,796.11 8,871.52 5,550.23 1,486.00 38.69 35-6 W7 7,791.68 28,793.58 32,796.11 8,871.52 1,740.97 6,485.97 38.69 37-6 W6 1 7,791.68 28,793.58 24,210.64 6,553.70 7,432.07 1,995.94 38.69 39-6 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201911:32:01 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J21 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,302.00 19,047.32 24,210.64 6,553.70 2,250.91 8,367.81 38.69 41-6 W4 7,302.00 19,047.32 13,303.60 3,603.30 9,313.26 2,505.88 38.69 43-6 W3 7,302.13 10,995.04 13,303.60 3,603.30 2,338.92 8,681.16 32.28 45-6 V1 S 7,302.13 10,995.04 0.00 0.00 2,435.93 2,856.91 36.91 48-2 W2 7,305.07 11,175.14 0.00 0.00 14,101.45 3,799.44 48.05 46-5 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,000.001 2,404.21 30.35 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201911:32:01 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J21 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 250.73 376.10 15-10 5/8 17-7 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 42.00 24.00 32.00 16.25 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 11,557.89 11,215.58 44,509.72 10,995.04 11,175.14 Max Load Fillers TC: fa 2,704.36 5,906.67 23,440.97 5,790.52 2,972.27 49,729.63 Maximum K L/r 56.63 108.11 46.33 82.37 41.83 Max Load no Fillers TC: Fcr 37,801.98 21,063.21 40,668.98 29,536.73 41,798.11 45,804.73 OAURyy- Fa 22,681.19 12,637.92 24,401.39 17,722.04 25,078.87 TC 507.9292 F'e 858,059.94 137,482.28 748,514.63 236,834.72 1,657,764.63 BCOAURyy. Cm 0.9984 0.9785 0.9790 0.9878 0.9991 423.33 Panel Point Moment 4,638.52 4,638.52 1,468.00 2,599.58 2,599.58 BC Stress: Mid Panel Moment 2,837.49 2,698.16 734.00 1,531.83 55.70 0.92 BC Panel Pointfb 1,246.14 5,438.33 1,721.12 3,047.82 704.66 116.90 16.9021 Mid Panel fb 762.29 1,665.05 452.96 945.30 18.80 TC Shear Stress: Fillers 0 0 0 0 0 9,163.10 Panel Point Stress 3,950.50 11,344.99 25,162.10 8,838.34 3,676.93 BC Shear stress: Mid Panel Stress 0.0867 0.5225 0.9753 0.3573 0.0599 13,536.23 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,589.63 16,730.22 3,930.75 6,044.31 6.22 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 2,689.14 24,373.24 9,981.75 10,323.31 3.59 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,313.26 10,742.43 2,505.88 4,985.18 4.86 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 2,250.91 24,373.24 8,367.81 10,323.31 3.01 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,432.07 7,826.93 1,995.94 3,318.29 4.91 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,740.97 16,730.22 6,485.97 7,210.82 2.76 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,550.23 5,758.64 1,486.00 1,869.32 4.15 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,231.03 10,742.43 4,604.13 4,985.18 2.40 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,668.39 4,802.89 976.06 1,417.09 3.21 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,100.13 7,826.93 2,918.18 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,918.18 4,802.89 1,100.24 1,417.09 2.55 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 13 1,321.48 7,826.93 2,918.18 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,321.48 7,826.93 2,918.18 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,918.18 4,802.89 1,100.24 1,417.09 2.55 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,100.13 7,826.93 2,918.18 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,668.39 4,802.89 976.06 1,417.09 3.21 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,231.03 10,742.43 4,604.13 4,985.18 2.40 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,550.23 5,758.64 1,486.00 1,869.32 4.15 x 0.090 1 C1266= 1.125 x 0.799 x.090 W7 1,740.97 16,730.22 6,485.97 7,210.82 2.76 x 0.158 1 C32BA= 1.125 x 1.520 x.158 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201911:32:01 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J21 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W6 7,432.07 7,826.93 1,995.94 3,318.29 4.91 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,250.91 24,373.24 8,367.81 10,323.31 3.01 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,313.26 10,742.43 2,505.88 4,985.18 4.86 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,338.92 18,714.09 8,681.16 9,736.44 3.32 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,101.45 14,381.54 3,799.44 5,761.19 6.33 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,435.93 7,826.93 2,856.91 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,404.21 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201911:32:01 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J21 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 3/8 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 2-6 BPL Length 1-11 1/4 Clear Bearing 0-5 1/8 Clear Bearing 0-4 7/8 BPL Material: 203025 = 2 x 3 x.250 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 3.3812 Section Modulus 2.9622 Reqd SM 0.0000 Reqd SM 0.0029 Mom of Inertia 6.2013 Mom of Inertia 5.7504 Reqd MI 0.0000 Reqd MI 0.0001 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:27:33 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J24 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-91/4 44-51/4 32.00 30.35 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-7 1/4 TC Panel 1-6 1-11 1/4 First Half 1-0 1-2 First Diag. 4-0 4-9 1/4 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-9 1/4 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-9 1/4 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) SM (2) 990.00 0.00 TC - Uniform (plf) SM (2) 79.00 79.00 TC - 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM (3) 79.00 79.00 TC + 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) SM (3) 990.00 0.00 TC + Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-9 1/4 L-BL Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-9 1/4 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 44-9 1/4 L-BL Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,965.51 9,970.75 2,492.69 43,730.62 43,291.30 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,015.93 16,033.39 0.00 0.00 14,559.35 4,049.25 45.58 0-2 V1S 9,007.32 15,754.73 0.00 0.00 3,292.23 4,325.94 35.29 1-6 W3 9,007.32 15,754.73 13,188.47 3,188.61 2,630.93 9,503.21 32.64 3-0 W4 9,006.98 22,208.34 13,188.47 3,188.61 10,107.76 2,892.51 38.69 4-0 W5 9,006.98 22,208.34 24,447.97 6,018.05 2,577.64 8,963.08 38.69 6-0 W6 9,006.51 29,359.25 24,447.97 6,018.05 7,933.00 2,376.21 38.69 8-0 W7 9,006.51 29,359.25 33,151.84 8,347.75 2,061.33 6,788.33 38.69 10-0 W8 9,325.20 36,545.41 33,151.84 8,347.75 5,758.25 1,859.91 38.69 12-0 W9 9,325.20 36,545.41 39,300.08 10,177.71 1,545.03 4,718.29 38.69 14-0 W 10 10,905.29 41,415.83 39,300.08 10,177.71 4,151.31 1,343.61 38.69 16-0 W11 10,905.29 41,415.83 42,892.68 11,507.93 1,249.03 3,212.76 38.69 18-0 W12 1 11,985.64 43,730.62 42,892.68 11,507.93 3,177.81 1,730.46 38.69 20-0 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:27:33 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J24 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W12 11,985.64 43,730.62 43,291.30 11,706.44 3,177.81 1,730.46 38.69 22-0 Will 11,151.46 42,060.70 43,291.30 11,706.44 1,249.03 3,212.76 38.69 24-0 W 10 11,151.46 42,060.70 40,191.19 10,471.54 4,151.31 1,343.61 38.69 26-0 W9 9,666.69 37,682.77 40,191.19 10,471.54 1,545.03 4,718.29 38.69 28-0 W8 9,666.69 37,682.77 34,535.45 8,736.90 5,758.25 1,859.91 38.69 30-0 W7 9,003.73 30,749.21 34,535.45 8,736.90 2,061.33 6,788.33 38.69 32-0 W6 9,003.73 30,749.21 26,324.07 6,502.52 7,933.00 2,376.21 38.69 34-0 W5 9,003.26 23,707.02 26,324.07 6,502.52 2,577.64 8,963.08 38.69 36-0 W4 9,003.26 23,707.02 15,557.06 3,768.40 10,107.76 2,892.51 38.69 38-0 W3 9,002.90 17,088.38 15,557.06 3,768.40 2,629.91 9,450.83 33.43 40-0 V1S 9,002.90 17,088.38 0.00 0.00 3,274.64 4,562.20 36.35 42-10 W2 9,005.25 17,460.27 0.00 0.00 16,220.29 4,511.68 51.21 41-2 Standard Verticals Member Position Max Tension Max Comp. Le%3035] V2 Interior 2,797.76 3,829.46 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:27:33 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J24 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 343.51 515.26 16-0 7/8 17-10 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 34.00 21.25 1.1250 Min Weld Len 2X. Bending Load 404.00 404.00 404.00 404.00 404.00 0.5000 Axial Load 16,033.39 15,754.73 43,730.62 17,088.38 17,460.27 Max Load Fillers TC: fa 8,443.96 8,297.20 23,030.66 8,999.57 4,643.94 47,958.55 Maximum K L/r 41.18 77.22 46.33 87.52 54.70 Max Load no Fillers TC: Fcr 41,952.38 31,258.48 40,668.98 27,808.00 38,366.41 44,176.14 TC Fa 25,171.43 18,755.09 24,401.39 16,684.80 23,019.84 457.32 y 57.32 F'e 947,338.88 269,465.28 748,514.63 209,791.30 969,419.44 BC OAL/Ryy. Cm 0.9955 0.9846 0.9794 0.9786 0.9976 381.16 Panel Point Moment 3,584.70 4,519.79 3,393.78 5,824.15 5,350.36 BC Stress: Mid Panel Moment 1,473.99 3,491.15 2,308.00 4,031.83 2,372.34 0.89 BC LIRz.- Panel Pointfb 4,202.80 5,299.12 3,978.96 6,828.39 1,450.30 116.909021 Mid Panel fb 909.61 2,154.41 1,424.28 2,488.07 800.88 TC Shear Stress: Fillers 0 0 0 0 0 9,998.72 Panel Point Stress 12,646.76 13,596.32 27,009.62 15,827.96 6,094.24 BC Shear Stress: Mid Panel Stress 0.3643 0.5126 0.9900 0.6218 0.2270 14,711.16 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,559.35 16,730.22 4,049.25 6,787.21 6.21 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 2,630.93 18,714.09 9,503.21 9,656.04 3.64 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 10,107.76 10,742.43 2,892.51 4,985.18 5.28 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 2,577.64 24,373.24 8,963.08 10,323.31 3.22 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,933.00 8,984.69 2,376.21 4,031.39 4.53 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W7 2,061.33 16,730.22 6,788.33 7,210.82 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,758.25 5,758.64 1,859.91 1,869.32 4.31 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,545.03 10,742.43 4,718.29 4,985.18 2.46 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 4,151.31 4,802.89 1,343.61 1,417.09 3.63 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 Will 1,249.03 7,826.93 3,212.76 3,318.29 2.12 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 3,177.81 5,758.64 1,730.46 1,869.32 2.38 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W12 3,177.81 5,758.64 1,730.46 1,869.32 2.38 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,249.03 7,826.93 3,212.76 3,318.29 2.12 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 4,151.31 4,802.89 1,343.61 1,417.09 3.63 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 W9 1,545.03 10,742.43 4,718.29 4,985.18 2.46 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,758.25 5,758.64 1,859.91 1,869.32 4.31 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 2,061.33 16,730.22 6,788.33 7,210.82 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W6 7,933.00 8,984.69 2,376.21 4,031.39 4.53 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,577.64 24,373.24 8,963.08 10,323.31 3.22 x 0.188 1 C38BA= 1.125 x 1.845 x.199 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:27:33 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J24 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 10,107.76 10,742.43 2,892.51 4,985.18 5.28 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,629.91 18,714.09 9,450.83 9,477.88 3.62 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 16,220.29 16,730.22 4,511.68 5,885.15 6.91 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,292.23 10,742.43 4,562.20 5,286.55 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,797.76 7,826.93 3,829.46 4,107.05 2.49 x 0.102 1 C16BB= 1.125 x 1.025 x.102 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:27:33 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J24 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 1/2 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 2-5 3/4 Clear Bearing 0-6 5/8 Clear Bearing 0-5 3/4 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.01 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 2.9622 Reqd SM 0.0097 Reqd SM 0.0032 Mom of Inertia 1.6088 Mom of Inertia 5.7504 Reqd MI 0.0009 Reqd MI 0.0002 Seat Type:Lapped Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:28:36 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J25 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-3 5/8 43-11 5/8 32.00 30.53 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-1 5/8 TC Panel 1-6 1-5 5/8 \V\L First Half 1-0 1-2 First Diag. 4-0 4-3 5/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-3 5/8 L-BL Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-3 5/8 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 8,991.50 8,996.63 2,249.16 38,857.73 38,281.20 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,315.67 10,851.42 0.00 0.00 13,092.83 3,190.44 45.70 0-2 V1S 7,307.12 10,708.87 0.00 0.00 3,249.88 3,749.63 35.45 1-6 W3 7,307.12 10,708.87 11,757.60 3,023.18 2,084.55 8,559.02 32.81 3-0 W4 7,306.60 17,057.54 11,757.60 3,023.18 9,090.35 2,181.48 38.84 4-0 W5 7,306.60 17,057.54 21,785.28 5,562.10 1,927.09 8,048.76 38.84 6-0 W6 7,305.90 25,940.81 21,785.28 5,562.10 7,122.80 1,672.71 38.84 8-0 W7 7,305.90 25,940.81 29,524.14 7,472.23 1,418.33 6,081.21 38.84 10-0 W8 8,191.49 32,535.26 29,524.14 7,472.23 5,155.25 1,163.94 38.84 12-0 W9 8,191.49 32,535.26 34,974.19 8,753.56 925.03 4,113.66 38.84 14-0 W10 9,158.43 36,840.91 34,974.19 8,753.56 3,187.71 925.45 38.84 16-0 W11 9,158.43 36,840.91 38,135.41 9,406.10 1,322.04 2,860.75 38.84 18-0 W12 9,496.57 38,857.73 38,135.41 9,406.10 2,860.75 1,612.04 38.84 20-0 W 12 9,496.57 38,857.73 38,281.20 9,429.84 2,860.75 1,612.04 38.84 22-0 W11 9,205.91 37,073.11 38,281.20 9,429.84 1,322.04 2,860.75 38.84 24-0 W10 9,205.91 37,073.11 35,292.82 8,824.79 3,187.71 925.45 38.84 26-0 W9 8,286.47 32,940.32 35,292.82 8,824.79 925.03 4,113.66 38.84 28-0 W8 8,286.47 32,940.32 30,015.63 7,590.94 5,155.25 1,163.94 38.84 30-0 W7 7,301.75 26,518.73 30,015.63 7,590.94 1,418.33 6,081.21 38.84 32-0 W6 1 7,301.75 26,518.73 22,449.62 5,728.30 7,122.80 1,672.71 38.84 34-0 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:28:36 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J25 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,301.06 17,808.31 22,449.62 5,728.30 1,927.09 8,048.76 38.84 36-0 W4 7,301.06 17,808.31 12,594.80 3,236.87 9,090.35 2,181.48 38.84 38-0 W3 7,300.51 10,852.59 12,594.80 3,236.87 2,119.41 8,708.49 33.59 40-0 V1 S 7,300.51 10,852.59 0.00 0.00 3,304.46 3,882.22 36.50 42-10 W2 7,300.51 11,023.45 0.00 0.00 13,460.28 3,278.13 46.92 41-2 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,772.001 3,282.13 30.53 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:28:36 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J25 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 A38618= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 708.23 311.28 466.91 16-51/4 17-115/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 34.00 15.63 1.1250 Min Weld Len 2X. Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,851.42 10,708.87 38,857.73 10,852.59 11,023.45 Max Load Fillers TC: fa 6,711.66 6,623.50 24,033.73 6,712.39 3,169.66 40,843.23 Maximum K L/r 41.75 78.29 31.32 88.73 40.78 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 44,702.41 27,591.05 42,618.09 37,489.62 OAURyy- Fa 25,426.67 18,703.87 26,821.45 16,554.63 25,570.86 TC 443.1919 F'e 744,454.38 211,755.91 588,210.81 164,861.86 1,832,729.50 BCOAURyy. Cm 0.9955 0.9844 0.9726 0.9796 0.9991 392.82 Panel Point Moment 3,376.68 4,293.95 3,233.78 5,541.84 4,526.80 BC stress: Mid Panel Moment 1,448.51 3,333.08 2,228.00 3,827.55 1,369.39 0.89 BC Panel Pointfb 5,374.27 6,834.19 5,146.83 8,820.31 1,289.26 125.29 25.2937 Mid Panel fb 1,142.96 2,629.99 1,758.02 3,020.16 491.55 TC Shear Stress: Fillers 0 0 2 0 0 11,184.19 Panel Point Stress 12,085.93 13,457.68 29,180.56 15,532.70 4,458.93 BC Shear stress: Mid Panel Stress 0.2997 0.4386 0.9528 0.5037 0.0791 15,196.56 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,092.83 14,381.54 3,190.44 6,097.77 5.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,084.55 18,714.09 8,559.02 9,617.49 3.27 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,090.35 10,742.43 2,181.48 4,966.83 4.75 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,927.09 18,714.09 8,048.76 8,271.42 3.08 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,122.80 7,826.93 1,672.71 3,305.32 4.70 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,418.33 14,381.54 6,081.21 6,449.43 2.73 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,155.25 5,758.64 1,163.94 1,855.52 3.86 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 925.03 10,742.43 4,113.66 4,966.83 2.15 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,187.71 4,802.89 925.45 1,406.64 2.79 x 0.077 1 C10AB= 1.125 x 0.756 x.077 Will 1,322.04 7,826.93 2,860.75 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,860.75 5,758.64 1,612.04 1,855.52 2.14 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,860.75 5,758.64 1,612.04 1,855.52 2.14 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,322.04 7,826.93 2,860.75 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,187.71 4,802.89 925.45 1,406.64 2.79 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 925.03 10,742.43 4,113.66 4,966.83 2.15 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,155.25 5,758.64 1,163.94 1,855.52 3.86 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,418.33 14,381.54 6,081.21 6,449.43 2.73 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,122.80 7,826.93 1,672.71 3,305.32 4.70 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 1,927.09 18,714.09 8,048.76 8,271.42 3.08 x 0.176 1 C34AA= 1.125 x 1.549 x.176 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:28:36 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J25 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,090.35 10,742.43 2,181.48 4,966.83 4.75 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,119.41 18,714.09 8,708.49 9,440.37 3.33 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 13,460.28 14,381.54 3,278.13 5,922.33 6.04 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 3,304.46 8,984.69 3,882.22 4,388.14 2.14 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V2 2,772.00 7,826.93 3,282.13 4,088.95 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:28:36 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J25 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 1-11 Clear Bearing 0-6 7/8 Clear Bearing 0-4 5/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.6283 Section Modulus 2.7859 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 1.0766 Mom of Inertia 5.4368 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped(Reinforced) �j Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:30:21 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J26 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-3 5/8 43-11 5/8 32.00 30.53 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-1 5/8 TC Panel 1-6 1-5 5/8 \V\L First Half 1-0 1-2 First Diag. 4-0 4-3 5/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-3 5/8 L-BL Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-3 5/8 L-BL Axial (Ibs) SM (3) 9,000.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 8,991.50 8,996.63 2,249.16 38,857.73 38,281.20 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,015.67 12,551.42 0.00 0.00 13,092.83 3,190.44 45.70 0-2 V1S 9,007.12 12,408.87 0.00 0.00 3,249.88 3,749.63 35.45 1-6 W3 9,007.12 12,408.87 11,757.60 3,023.18 2,084.55 8,559.02 32.81 3-0 W4 9,006.60 17,057.54 11,757.60 3,023.18 9,090.35 2,181.48 38.84 4-0 W5 9,006.60 17,057.54 21,785.28 5,562.10 1,927.09 8,048.76 38.84 6-0 W6 9,005.91 25,940.81 21,785.28 5,562.10 7,122.80 1,672.71 38.84 8-0 W7 9,005.91 25,940.81 29,524.14 7,472.23 1,418.33 6,081.21 38.84 10-0 W8 9,005.21 32,535.26 29,524.14 7,472.23 5,155.25 1,163.94 38.84 12-0 W9 9,005.21 32,535.26 34,974.19 8,753.56 925.03 4,113.66 38.84 14-0 W10 9,158.43 36,840.91 34,974.19 8,753.56 3,187.71 925.45 38.84 16-0 W11 9,158.43 36,840.91 38,135.41 9,406.10 1,322.04 2,860.75 38.84 18-0 W12 9,496.57 38,857.73 38,135.41 9,406.10 2,860.75 1,612.04 38.84 20-0 W 12 9,496.57 38,857.73 38,281.20 9,429.84 2,860.75 1,612.04 38.84 22-0 W11 9,205.91 37,073.11 38,281.20 9,429.84 1,322.04 2,860.75 38.84 24-0 W10 9,205.91 37,073.11 35,292.82 8,824.79 3,187.71 925.45 38.84 26-0 W9 9,002.45 32,940.32 35,292.82 8,824.79 925.03 4,113.66 38.84 28-0 W8 9,002.45 32,940.32 30,015.63 7,590.94 5,155.25 1,163.94 38.84 30-0 W7 9,001.75 26,518.73 30,015.63 7,590.94 1,418.33 6,081.21 38.84 32-0 W6 1 9,001.75 26,518.73 22,449.62 5,728.30 7,122.80 1,672.71 38.84 34-0 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:30:21 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J26 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 9,001.06 17,808.31 22,449.62 5,728.30 1,927.09 8,048.76 38.84 36-0 W4 9,001.06 17,808.31 12,594.80 3,236.87 9,090.35 2,181.48 38.84 38-0 W3 9,000.51 12,552.59 12,594.80 3,236.87 2,119.41 8,708.49 33.59 40-0 V1 S 9,000.51 12,552.59 0.00 0.00 3,304.46 3,882.22 36.50 42-10 W2 9,000.51 12,723.45 0.00 0.00 13,460.28 3,278.13 46.92 41-2 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,772.001 3,282.13 30.53 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:30:21 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J26 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 A38618= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 708.23 311.28 466.91 16-51/4 17-115/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 34.00 15.63 1.1250 Min Weld Len 2X. Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 12,551.42 12,408.87 38,857.73 12,552.59 12,723.45 Max Load Fillers TC: fa 7,763.12 7,674.96 24,033.73 7,763.85 3,658.48 40,843.23 Maximum K L/r 41.75 78.29 31.32 88.73 40.78 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 44,702.41 27,591.05 42,618.09 37,489.62 OAURyy- Fa 25,426.67 18,703.87 26,821.45 16,554.63 25,570.86 TC 443.1919 F'e 744,454.38 211,755.91 588,210.81 164,861.86 1,832,729.50 BCOAURyy. Cm 0.9948 0.9819 0.9726 0.9765 0.9990 392.82 Panel Point Moment 3,376.68 4,293.95 3,233.78 5,541.84 4,526.80 BC stress: Mid Panel Moment 1,448.51 3,333.08 2,228.00 3,827.55 1,369.39 0.89 BC Panel Pointfb 5,374.27 6,834.19 5,146.83 8,820.31 1,289.26 125.29 25.2937 Mid Panel fb 1,142.96 2,629.99 1,758.02 3,020.16 491.55 TC Shear Stress: Fillers 0 0 2 0 0 11,184.19 Panel Point Stress 13,137.39 14,509.14 29,180.56 16,584.16 4,947.74 BC Shear stress: Mid Panel Stress 0.3411 0.4954 0.9528 0.5680 0.0887 15,196.56 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,092.83 14,381.54 3,190.44 6,097.77 5.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,084.55 18,714.09 8,559.02 9,617.49 3.27 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,090.35 10,742.43 2,181.48 4,966.83 4.75 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,927.09 18,714.09 8,048.76 8,271.42 3.08 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,122.80 7,826.93 1,672.71 3,305.32 4.70 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,418.33 14,381.54 6,081.21 6,449.43 2.73 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,155.25 5,758.64 1,163.94 1,855.52 3.86 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 925.03 10,742.43 4,113.66 4,966.83 2.15 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,187.71 4,802.89 925.45 1,406.64 2.79 x 0.077 1 C10AB= 1.125 x 0.756 x.077 Will 1,322.04 7,826.93 2,860.75 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,860.75 5,758.64 1,612.04 1,855.52 2.14 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,860.75 5,758.64 1,612.04 1,855.52 2.14 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,322.04 7,826.93 2,860.75 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,187.71 4,802.89 925.45 1,406.64 2.79 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 925.03 10,742.43 4,113.66 4,966.83 2.15 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,155.25 5,758.64 1,163.94 1,855.52 3.86 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,418.33 14,381.54 6,081.21 6,449.43 2.73 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,122.80 7,826.93 1,672.71 3,305.32 4.70 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 1,927.09 18,714.09 8,048.76 8,271.42 3.08 x 0.176 1 C34AA= 1.125 x 1.549 x.176 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:30:21 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J26 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,090.35 10,742.43 2,181.48 4,966.83 4.75 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,119.41 18,714.09 8,708.49 9,440.37 3.33 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 13,460.28 14,381.54 3,278.13 5,922.33 6.04 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 3,304.46 8,984.69 3,882.22 4,388.14 2.14 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V2 2,772.00 7,826.93 3,282.13 4,088.95 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:30:21 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH364/250 J26 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 1-11 Clear Bearing 0-6 7/8 Clear Bearing 0-4 5/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.6283 Section Modulus 2.7859 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 1.0766 Mom of Inertia 5.4368 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped(Reinforced) �j Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:42:06 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J27 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 3/4 49-0 3/4 32.00 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3/8 3-6 3/8 TC Panel 2-4 3/8 2-0 3/8 L L L First Half 1-2 1-2 First Diag. 4-8 3/8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 3/4 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 3/4 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/4 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/4 L-BL Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 3/4 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc Load (Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,289.10 9,188.18 2,322.28 45,311.40 45,455.15 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 12,384.47 0.00 0.00 14,786.79 3,927.31 50.51 0-2 V1S 7,307.19 12,249.16 0.00 0.00 2,209.88 2,512.66 33.43 2-4 3/8 W3 7,307.19 12,249.16 15,059.77 3,988.87 2,349.34 8,869.83 33.43 3-6 3/8 W4 7,306.69 20,759.16 15,059.77 3,988.87 9,254.33 2,422.22 38.69 4-8 3/8 V2 7,306.69 20,759.16 15,059.77 3,988.87 2,000.00 2,266.12 30.35 6-8 3/8 W5 7,306.69 20,759.16 25,878.17 6,835.49 2,167.25 8,318.59 38.69 6-8 3/8 W6 8,021.58 30,416.78 25,878.17 6,835.49 7,382.85 1,912.28 38.69 8-8 3/8 V3 8,021.58 30,416.78 25,878.17 6,835.49 2,000.00 2,280.93 30.35 10-8 3/8 W7 8,021.58 30,416.78 34,374.99 9,049.52 1,657.31 6,447.10 38.69 10-8 3/8 W8 9,919.32 37,752.82 34,374.99 9,049.52 5,511.36 1,402.34 38.69 12-8 3/8 V4 9,919.32 37,752.82 34,374.99 9,049.52 2,000.00 2,292.03 30.35 14-8 3/8 W9 9,919.32 37,752.82 40,550.24 10,630.98 1,147.37 4,564.69 38.69 14-8 3/8 W10 11,184.49 42,767.27 40,550.24 10,630.98 3,628.95 892.40 38.69 16-83/8 V5 11,184.49 42,767.27 40,550.24 10,630.98 2,409.78 3,013.26 30.35 18-8 3/8 W 11 11,184.49 42,767.27 44,403.91 11,579.85 1,066.71 2,960.56 38.69 18-8 3/8 W 12 11,817.07 45,311.40 44,403.91 11,579.85 2,960.56 1,067.09 38.69 20-8 3/8 V6 11,817.07 45,311.40 44,403.91 11,579.85 2,000.00 2,303.13 30.35 22-8 3/8 W13 1 11,817.07 45,311.40 45,455.15 11,896.14 1,443.07 2,960.56 38.69 22-83/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:42:06 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J27 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W 13 11,817.07 45,018.50 45,455.15 11,896.14 1,443.07 2,960.56 38.69 24-8 3/8 V7 11,817.07 45,018.50 45,455.15 11,896.14 2,000.00 2,303.13 30.35 26-8 3/8 W 12 11,817.07 45,018.50 44,001.45 11,579.85 2,960.56 1,067.09 38.69 26-8 3/8 Will 11,184.49 42,404.02 44,001.45 11,579.85 1,066.71 2,960.56 38.69 28-8 3/8 V8 11,184.49 42,404.02 44,001.45 11,579.85 2,000.00 2,299.43 30.35 30-8 3/8 W10 11,184.49 42,404.02 40,226.20 10,630.98 3,628.95 892.40 38.69 30-83/8 W9 9,919.32 37,467.97 40,226.20 10,630.98 1,147.37 4,564.69 38.69 32-8 3/8 V9 9,919.32 37,467.97 40,226.20 10,630.98 2,000.00 2,292.03 30.35 34-8 3/8 W8 9,919.32 37,467.97 34,129.35 9,049.52 5,511.36 1,402.34 38.69 34-8 3/8 W7 8,021.58 30,210.34 34,129.35 9,049.52 1,657.31 6,447.10 38.69 36-8 3/8 V10 8,021.58 30,210.34 34,129.35 9,049.52 2,000.00 2,280.93 30.35 38-8 3/8 W6 8,021.58 30,210.34 25,710.93 6,835.49 7,382.85 1,912.28 38.69 38-8 3/8 W5 7,301.03 20,631.14 25,710.93 6,835.49 2,167.25 8,318.59 38.69 40-8 3/8 V11 7,301.03 20,631.14 25,710.93 6,835.49 2,000.00 2,266.12 30.35 42-8 3/8 W4 7,301.03 20,631.14 14,970.95 3,988.87 9,254.33 2,422.22 38.69 42-8 3/8 W3 7,300.53 12,017.79 14,970.95 3,988.87 2,349.34 8,869.83 33.43 44-8 3/8 V1S 7,300.53 12,017.79 0.00 0.00 2,325.26 2,651.81 35.29 47-4 3/8 W2 7,300.53 12,191.76 0.00 0.00 14,786.79 3,927.31 50.51 45-10 3/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:42:06 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J27 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 255.23 382.85 15-10 3/4 17-8 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 12,384.47 12,249.16 45,311.40 12,017.79 12,191.76 Max Load Fillers TC: fa 6,522.26 6,451.00 23,863.18 6,329.15 6,420.77 49,729.63 Maximum K L/r 67.89 72.07 46.33 82.37 57.59 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 40,668.98 29,536.73 37,515.66 45,804.73 OAURyy- Fa 20,590.65 19,775.93 24,401.39 17,722.04 22,509.39 TC 504.9292 F'e 348,626.47 309,335.13 748,514.63 236,834.72 484,416.84 BC OAURyy. Cm 0.9906 0.9896 0.9786 0.9866 0.9934 420.83 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,587.45 969.77 0.94 Panel Pointfb 2,732.15 2,732.15 1,721.12 2,860.33 2,860.33 116.909021 Mid Panel fb 859.00 612.84 452.96 979.62 1,136.99 TC Shear Stress: Fillers 0 0 0 0 0 9,218.77 Panel Point Stress 9,254.41 9,183.15 25,584.30 9,189.48 9,281.10 BC Shear Stress: Mid Panel Stress 0.3444 0.3459 0.9927 0.3889 0.3215 13,575.91 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,786.79 16,730.22 3,927.31 5,996.13 6.30 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,512.66 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,349.34 18,714.09 8,869.83 9,477.88 3.39 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,254.33 10,742.43 2,422.22 4,985.18 4.83 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.12 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,167.25 24,373.24 8,318.59 10,323.31 2.99 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,382.85 7,826.93 1,912.28 3,318.29 4.87 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,280.93 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,657.31 14,381.54 6,447.10 6,473.51 2.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,511.36 5,758.64 1,402.34 1,869.32 4.12 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,292.03 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,147.37 10,742.43 4,564.69 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,628.95 4,802.89 892.40 1,417.09 3.17 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,409.78 7,826.93 3,013.26 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Will 1,066.71 7,826.93 2,960.56 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,960.56 4,802.89 1,067.09 1,417.09 2.59 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.13 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,443.07 7,826.93 2,960.56 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,443.07 7,826.93 2,960.56 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:42:06 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J27 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,303.13 2,818.97 2.00 x 0.090 1 C1266= 1.125 x 0.799 x.090 W 12 2,960.56 4,802.89 1,067.09 1,417.09 2.59 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 2,960.56 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,299.43 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,628.95 4,802.89 892.40 1,417.09 3.17 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,147.37 10,742.43 4,564.69 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,292.03 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,511.36 5,758.64 1,402.34 1,869.32 4.12 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,657.31 14,381.54 6,447.10 6,473.51 2.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 2,000.00 5,758.64 2,280.93 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,382.85 7,826.93 1,912.28 3,318.29 4.87 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,167.25 24,373.24 8,318.59 10,323.31 2.99 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,266.12 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,254.33 10,742.43 2,422.22 4,985.18 4.83 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,349.34 18,714.09 8,869.83 9,477.88 3.39 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,651.81 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,786.79 16,730.22 3,927.31 5,996.13 6.30 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:42:06 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J27 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-6 3/4 Clear Bearing 0-5 1/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:44:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J29 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 3/4 49-0 3/4 32.00 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3/8 3-6 3/8 TC Panel 2-4 3/8 2-0 3/8 L L First Half 1-2 1-2 First Diag. 4-8 3/8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 3/4 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 3/4 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/4 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 3/4 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/4 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,653.39 9,294.20 2,413.35 46,423.55 46,483.47 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 13,786.61 0.00 0.00 15,393.04 3,927.31 50.51 0-2 V1S 7,307.19 13,651.30 0.00 0.00 2,209.88 2,782.56 33.43 2-4 3/8 W3 7,307.19 13,651.30 15,622.25 3,988.87 2,349.34 9,271.00 33.43 3-6 3/8 W4 7,306.69 21,569.91 15,622.25 3,988.87 9,718.75 2,422.22 38.69 4-8 3/8 V2 7,306.69 21,569.91 15,622.25 3,988.87 2,409.78 2,977.29 30.35 6-8 3/8 W5 7,306.69 21,569.91 26,937.19 6,835.49 2,167.25 8,755.68 38.69 6-8 3/8 W6 8,021.58 31,724.07 26,937.19 6,835.49 7,819.94 1,912.28 38.69 8-8 3/8 V3 8,021.58 31,724.07 26,937.19 6,835.49 2,409.78 2,993.28 30.35 10-8 3/8 W7 8,021.58 31,724.07 35,906.33 9,049.52 1,657.31 6,743.51 38.69 10-8 3/8 W8 9,919.32 39,200.32 35,906.33 9,049.52 5,517.86 1,402.34 38.69 12-8 3/8 V4 9,919.32 39,200.32 35,906.33 9,049.52 2,000.00 2,292.03 30.35 14-8 3/8 W9 9,919.32 39,200.32 41,913.91 10,630.98 1,147.37 4,582.12 38.69 14-8 3/8 W10 11,184.49 44,047.10 41,913.91 10,630.98 3,646.38 892.40 38.69 16-83/8 V5 1 11,184.49 44,047.10 41,913.91 10,630.98 2,409.78 3,013.26 30.35 18-8 3/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:44:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J29 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. Will 11,184.49 44,047.10 45,599.90 11,579.85 1,066.71 3,076.66 38.69 18-8 3/8 W 12 11,817.07 46,423.55 45,599.90 11,579.85 3,076.66 1,305.03 38.69 20-8 3/8 V6 11,817.07 46,423.55 45,599.90 11,579.85 2,000.00 2,303.13 30.35 22-8 3/8 W 13 11,817.07 46,423.55 46,483.47 11,896.14 1,813.56 3,076.66 38.69 22-8 3/8 W 13 11,817.07 45,962.98 46,483.47 11,896.14 1,813.56 3,076.66 38.69 24-8 3/8 V7 11,817.07 45,962.98 46,483.47 11,896.14 2,000.00 2,303.13 30.35 26-8 3/8 W 12 11,817.07 45,962.98 44,862.10 11,579.85 3,076.66 1,305.03 38.69 26-8 3/8 Will 11,184.49 43,180.82 44,862.10 11,579.85 1,066.71 3,076.66 38.69 28-8 3/8 V8 11,184.49 43,180.82 44,862.10 11,579.85 2,000.00 2,299.43 30.35 30-8 3/8 W 10 11,184.49 43,180.82 40,919.16 10,630.98 3,646.38 892.40 38.69 30-8 3/8 W9 9,919.32 38,077.10 40,919.16 10,630.98 1,147.37 4,582.12 38.69 32-8 3/8 V9 9,919.32 38,077.10 40,919.16 10,630.98 2,000.00 2,292.03 30.35 34-8 3/8 W8 9,919.32 38,077.10 34,654.65 9,049.52 5,517.86 1,402.34 38.69 34-8 3/8 W7 8,021.58 30,651.80 34,654.65 9,049.52 1,657.31 6,743.51 38.69 36-8 3/8 V10 8,021.58 30,651.80 34,654.65 9,049.52 2,000.00 2,280.93 30.35 38-8 3/8 W6 8,021.58 30,651.80 26,068.55 6,835.49 7,819.94 1,912.28 38.69 38-8 3/8 W5 7,301.03 20,904.92 26,068.55 6,835.49 2,167.25 8,755.68 38.69 40-8 3/8 V11 7,301.03 20,904.92 26,068.55 6,835.49 2,000.00 2,266.12 30.35 42-8 3/8 W4 7,301.03 20,904.92 15,160.89 3,988.87 9,718.75 2,422.22 38.69 42-8 3/8 W3 7,300.53 12,491.28 15,160.89 3,988.87 2,349.34 9,271.00 33.43 44-8 3/8 V1S 7,300.53 12,491.28 0.00 0.00 2,325.26 2,651.81 35.29 47-4 3/8 W2 7,300.53 12,665.25 0.00 0.00 15,393.04 3,927.31 50.51 45-10 3/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:44:12 AM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J29 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 255.23 382.85 15-10 3/4 17-8 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5002 Axial Load 13,786.61 13,651.30 46,423.55 12,491.28 12,665.25 Max Load Fillers TC: fa 7,260.70 7,189.44 24,448.89 6,578.51 6,670.13 49,729.63 Maximum K L/r 67.89 72.07 30.89 82.37 57.59 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 44,155.08 29,536.73 37,515.66 45,804.73 OAURyy- Fa 20,590.65 19,775.93 26,493.05 17,722.04 22,509.39 TC 504.9292 F'e 348,626.47 309,335.13 748,514.63 236,834.72 484,416.84 BC OAURyy. Cm 0.9896 0.9884 0.9781 0.9861 0.9931 420.83 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,587.45 969.77 0.96 Panel Point fb 2,732.15 2,732.15 1,721.12 2,860.33 2,860.33 BC URz. 116.9021 Mid Panel fb 859.00 612.84 452.96 979.62 1,136.99 TC Shear Stress: Fillers 0 0 4 0 0 9,596.73 Panel Point Stress 9,992.85 9,921.59 26,170.01 9,438.84 9,530.46 BC Shear Stress: Mid Panel Stress 0.3803 0.3833 0.9376 0.4030 0.3326 14,132.51 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 15,393.04 16,730.22 3,927.31 5,996.13 6.56 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,782.56 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,349.34 18,714.09 9,271.00 9,477.88 3.55 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,718.75 10,742.43 2,422.22 4,985.18 5.07 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,409.78 7,826.93 2,977.29 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,167.25 24,373.24 8,755.68 10,323.31 3.14 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,819.94 7,826.93 1,912.28 3,318.29 5.16 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,409.78 7,826.93 2,993.28 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,657.31 16,730.22 6,743.51 7,210.82 2.87 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,517.86 5,758.64 1,402.34 1,869.32 4.13 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,292.03 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,147.37 10,742.43 4,582.12 4,985.18 2.39 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,646.38 4,802.89 892.40 1,417.09 3.19 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,409.78 7,826.93 3,013.26 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Will 1,066.71 7,826.93 3,076.66 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 3,076.66 4,802.89 1,305.03 1,417.09 2.69 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.13 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,813.56 7,826.93 3,076.66 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,813.56 7,826.93 3,076.66 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:44:12 AM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J29 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,303.13 2,818.97 2.00 x 0.090 1 C1266= 1.125 x 0.799 x.090 W 12 3,076.66 4,802.89 1,305.03 1,417.09 2.69 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 3,076.66 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,299.43 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,646.38 4,802.89 892.40 1,417.09 3.19 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,147.37 10,742.43 4,582.12 4,985.18 2.39 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,292.03 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,517.86 5,758.64 1,402.34 1,869.32 4.13 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,657.31 16,730.22 6,743.51 7,210.82 2.87 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,280.93 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,819.94 7,826.93 1,912.28 3,318.29 5.16 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,167.25 24,373.24 8,755.68 10,323.31 3.14 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,266.12 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,718.75 10,742.43 2,422.22 4,985.18 5.07 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,349.34 18,714.09 9,271.00 9,477.88 3.55 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,651.81 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 15,393.04 16,730.22 3,927.31 5,996.13 6.56 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:44:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J29 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-6 3/4 Clear Bearing 0-5 1/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J3 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 3/8 49-0 3/8 32.00 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3/8 3-6 TC Panel 2-4 3/8 2-0 First Half 1-2 1-2 First Diag. 4-8 3/8 4-8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 3/8 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 26-0 32-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/8 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 26-0 32-0 L-OAL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/8 L-BL Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc Load (Ibs) CL(3) 420.00 0.00 TC + 26-0 32-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 26-0 32-0 L-OAL Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,198.20 9,266.05 2,316.51 45,261.91 45,546.94 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 12,228.23 0.00 0.00 14,635.52 3,896.97 50.51 0-2 V1S 7,307.19 12,092.92 0.00 0.00 2,209.88 2,512.65 33.43 2-4 3/8 W3 7,307.19 12,092.92 14,987.90 3,986.07 2,351.06 8,924.42 33.43 3-6 3/8 W4 7,306.69 20,655.58 14,987.90 3,986.07 9,239.56 2,424.21 38.69 4-8 3/8 V2 7,306.69 20,655.58 14,987.90 3,986.07 2,000.00 2,266.10 30.35 6-8 3/8 W5 7,306.69 20,655.58 25,742.86 6,830.22 2,169.24 8,303.81 38.69 6-8 3/8 W6 8,015.07 30,249.74 25,742.86 6,830.22 7,368.07 1,914.27 38.69 8-8 3/8 V3 8,015.07 30,249.74 25,742.86 6,830.22 2,000.00 2,280.89 30.35 10-8 3/8 W7 8,015.07 30,249.74 34,176.24 9,041.78 1,659.30 6,432.33 38.69 10-8 3/8 W8 9,910.34 37,522.34 34,176.24 9,041.78 5,496.59 1,404.33 38.69 12-8 3/8 V4 9,910.34 37,522.34 34,176.24 9,041.78 2,000.00 2,291.98 30.35 14-8 3/8 W9 9,910.34 37,522.34 40,288.05 10,620.77 1,149.36 4,560.85 38.69 14-8 3/8 W10 11,173.04 42,473.36 40,288.05 10,620.77 3,625.10 894.39 38.69 16-83/8 V5 11,173.04 42,473.36 40,288.05 10,620.77 2,000.00 2,299.36 30.35 18-8 3/8 W 11 11,173.04 42,473.36 44,078.27 11,567.17 1,066.71 2,953.21 38.69 18-8 3/8 W12 11,803.15 45,102.80 44,078.27 11,567.17 2,953.21 1,067.09 38.69 20-83/8 V6 11,803.15 45,102.80 44,078.27 11,567.17 2,000.00 2,303.05 30.35 22-8 3/8 W 13 1 11,803.15 45,102.80 45,546.94 11,880.99 1,490.70 2,953.21 38.69 22-8 3/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J3 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W13 11,800.68 45,261.91 45,546.94 11,880.99 1,490.70 2,953.21 38.69 24-83/8 V7 11,800.68 45,261.91 45,546.94 11,880.99 2,409.78 3,017.15 30.35 26-8 3/8 W 12 11,800.68 45,261.91 44,213.14 11,562.23 2,953.21 1,067.09 38.69 26-8 3/8 Will 11,165.62 42,583.99 44,213.14 11,562.23 1,066.71 2,953.21 38.69 28-8 3/8 V8 11,165.62 42,583.99 44,213.14 11,562.23 2,409.78 3,013.14 30.35 30-8 3/8 W10 11,165.62 42,583.99 40,374.45 10,610.88 3,625.10 894.39 38.69 30-83/8 W9 9,897.99 37,584.50 40,374.45 10,610.88 1,149.36 4,560.85 38.69 32-8 3/8 V9 9,897.99 37,584.50 40,374.45 10,610.88 2,000.00 2,291.90 30.35 34-8 3/8 W8 9,897.99 37,584.50 34,214.16 9,026.96 5,496.59 1,404.33 38.69 34-8 3/8 W7 7,997.77 30,263.43 34,214.16 9,026.96 1,659.30 6,432.33 38.69 36-8 3/8 V10 7,997.77 30,263.43 34,214.16 9,026.96 2,000.00 2,280.79 30.35 38-8 3/8 W6 7,997.77 30,263.43 25,732.31 6,810.45 7,368.07 1,914.27 38.69 38-8 3/8 W5 7,301.02 20,620.79 25,732.31 6,810.45 2,169.24 8,303.81 38.69 40-8 3/8 V11 7,301.02 20,620.79 25,732.31 6,810.45 2,000.00 2,265.97 30.35 42-8 3/8 W4 7,301.02 20,620.79 14,928.87 3,961.36 9,239.56 2,424.21 38.69 42-8 3/8 W3 7,300.52 12,125.67 14,928.87 3,961.36 2,351.06 8,924.42 33.43 44-8 3/8 V1S 7,300.52 12,125.67 0.00 0.00 2,325.26 2,649.51 35.29 47-4 3/8 W2 7,300.52 12,298.45 0.00 0.00 14,772.55 3,904.04 50.21 45-10 3/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J3 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 255.72 383.58 15-10 3/4 17-91/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 22.00 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 12,228.23 12,092.92 45,261.91 12,125.67 12,298.45 Max Load Fillers TC: fa 6,439.98 6,368.72 23,837.12 6,385.97 6,476.96 49,729.63 Maximum K L/r 67.89 72.07 46.33 82.37 56.63 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 40,668.98 29,536.73 37,801.98 45,804.73 OAURyy- Fa 20,590.65 19,775.93 24,401.39 17,722.04 22,681.19 TC 504.6060 F'e 348,626.47 309,335.13 748,514.63 236,834.72 501,071.78 BCOAURyy. Cm 0.9908 0.9897 0.9787 0.9865 0.9935 420.56 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,415.19 2,415.19 BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,595.96 984.72 0.94 Panel Pointfb 2,732.15 2,732.15 1,721.12 2,831.64 2,831.63 116.909021 Mid Panel fb 859.00 612.84 452.96 984.88 1,154.51 TC Shear Stress: Fillers 0 0 0 0 0 9,255.01 Panel Point Stress 9,172.13 9,100.87 25,558.24 9,217.60 9,308.59 BC Shear Stress: Mid Panel Stress 0.3403 0.3418 0.9916 0.3923 0.3224 13,634.51 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,635.52 16,730.22 3,896.97 5,996.13 6.24 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,512.65 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,351.06 18,714.09 8,924.42 9,477.88 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,239.56 10,742.43 2,424.21 4,985.18 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.10 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,169.24 24,373.24 8,303.81 10,323.31 2.98 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,368.07 7,826.93 1,914.27 3,318.29 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,280.89 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,659.30 14,381.54 6,432.33 6,473.51 2.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,496.59 5,758.64 1,404.33 1,869.32 4.11 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,291.98 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,149.36 10,742.43 4,560.85 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,625.10 4,802.89 894.39 1,417.09 3.17 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,299.36 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,066.71 7,826.93 2,953.21 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,953.21 4,802.89 1,067.09 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.05 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,490.70 7,826.93 2,953.21 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,490.70 7,826.93 2,953.21 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J3 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,409.78 7,826.93 3,017.15 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,953.21 4,802.89 1,067.09 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 2,953.21 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,409.78 7,826.93 3,013.14 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,625.10 4,802.89 894.39 1,417.09 3.17 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,149.36 10,742.43 4,560.85 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,291.90 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,496.59 5,758.64 1,404.33 1,869.32 4.11 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,659.30 14,381.54 6,432.33 6,473.51 2.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 2,000.00 5,758.64 2,280.79 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,368.07 7,826.93 1,914.27 3,318.29 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,169.24 24,373.24 8,303.81 10,323.31 2.98 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,265.97 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,239.56 10,742.43 2,424.21 4,985.18 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,351.06 18,714.09 8,924.42 9,477.88 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,649.51 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,772.55 16,730.22 3,904.04 6,044.31 6.30 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J3 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-6 7/8 Clear Bearing 0-5 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:46:31 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J31 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 3/8 49-0 3/8 32.00 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3/8 3-6 TC Panel 2-4 3/8 2-0 L L First Half 1-2 1-2 First Diag. 4-8 3/8 4-8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 3/8 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Conc @ any pp(Ibs) CL(1) 100.00 0.00 TC + Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/8 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp(Ibs) CL(3) 100.00 0.00 TC + Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/8 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,746.52 9,385.49 2,436.63 46,816.23 46,910.38 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 13,849.60 0.00 0.00 15,548.02 3,896.97 50.51 0-2 V1S 7,307.19 13,714.29 0.00 0.00 2,209.88 2,622.77 33.43 2-4 3/8 W3 7,307.19 13,714.29 15,701.22 3,986.07 2,351.06 9,363.44 33.43 3-6 3/8 W4 7,306.69 21,683.74 15,701.22 3,986.07 9,825.76 2,424.21 38.69 4-8 3/8 V2 7,306.69 21,683.74 15,701.22 3,986.07 2,509.78 3,077.26 30.35 6-8 3/8 W5 7,306.69 21,683.74 27,085.86 6,830.22 2,169.24 8,852.29 38.69 6-8 3/8 W6 8,015.07 31,907.60 27,085.86 6,830.22 7,916.55 1,914.27 38.69 8-8 3/8 V3 8,015.07 31,907.60 27,085.86 6,830.22 2,509.78 3,093.23 30.35 10-8 3/8 W7 8,015.07 31,907.60 36,124.72 9,041.78 1,659.30 6,799.70 38.69 10-8 3/8 W8 9,910.34 39,453.56 36,124.72 9,041.78 5,616.99 1,404.33 38.69 12-8 3/8 V4 9,910.34 39,453.56 36,124.72 9,041.78 2,000.00 2,391.98 30.35 14-8 3/8 W9 9,910.34 39,453.56 42,202.01 10,620.77 1,149.36 4,670.84 38.69 14-8 3/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:46:31 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J31 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W10 11,173.04 44,370.06 42,202.01 10,620.77 3,735.09 894.39 38.69 16-83/8 V5 11,173.04 44,370.06 42,202.01 10,620.77 2,509.78 3,113.19 30.35 18-8 3/8 Will 11,173.04 44,370.06 45,957.71 11,567.17 1,066.71 3,106.34 38.69 18-8 3/8 W12 11,803.15 46,816.23 45,957.71 11,567.17 3,106.34 1,361.31 38.69 20-83/8 V6 11,803.15 46,816.23 45,957.71 11,567.17 2,000.00 2,403.05 30.35 22-8 3/8 W 13 11,803.15 46,816.23 46,910.38 11,880.99 1,880.24 3,106.34 38.69 22-8 3/8 W 13 11,800.68 46,345.67 46,910.38 11,880.99 1,880.24 3,106.34 38.69 24-8 3/8 V7 11,800.68 46,345.67 46,910.38 11,880.99 2,000.00 2,403.03 30.35 26-8 3/8 W12 11,800.68 46,345.67 45,200.56 11,562.23 3,106.34 1,361.31 38.69 26-83/8 Will 11,165.62 43,475.08 45,200.56 11,562.23 1,066.71 3,106.34 38.69 28-8 3/8 V8 11,165.62 43,475.08 45,200.56 11,562.23 2,000.00 2,399.32 30.35 30-8 3/8 W 10 11,165.62 43,475.08 41,169.20 10,610.88 3,735.09 894.39 38.69 30-8 3/8 W9 9,897.99 38,282.92 41,169.20 10,610.88 1,149.36 4,670.84 38.69 32-8 3/8 V9 9,897.99 38,282.92 41,169.20 10,610.88 2,000.00 2,391.90 30.35 34-8 3/8 W8 9,897.99 38,282.92 34,816.25 9,026.96 5,616.99 1,404.33 38.69 34-8 3/8 W7 7,997.77 30,769.18 34,816.25 9,026.96 1,659.30 6,799.70 38.69 36-8 3/8 V10 7,997.77 30,769.18 34,816.25 9,026.96 2,000.00 2,380.79 30.35 38-8 3/8 W6 7,997.77 30,769.18 26,141.73 6,810.45 7,916.55 1,914.27 38.69 38-8 3/8 W5 7,301.02 20,933.87 26,141.73 6,810.45 2,169.24 8,852.29 38.69 40-8 3/8 V11 7,301.02 20,933.87 26,141.73 6,810.45 2,000.00 2,365.97 30.35 42-8 3/8 W4 7,301.02 20,933.87 15,145.62 3,961.36 9,825.76 2,424.21 38.69 42-8 3/8 W3 7,300.52 12,509.36 15,145.62 3,961.36 2,351.06 9,363.44 33.43 44-8 3/8 V1S 7,300.52 12,509.36 0.00 0.00 2,325.26 2,765.77 35.29 47-4 3/8 W2 7,300.52 12,682.13 0.00 0.00 14,970.14 3,904.04 50.21 45-10 3/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:46:31 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J31 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 255.72 383.58 15-10 3/4 17-91/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 22.00 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5044 Axial Load 13,849.60 13,714.29 46,816.23 12,509.36 12,682.13 Max Load Fillers TC: fa 7,293.87 7,222.61 24,655.69 6,588.04 6,679.02 49,729.63 Maximum K L/r 67.89 72.07 30.89 82.37 56.63 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 44,155.08 29,536.73 37,801.98 45,804.73 OAURyy- Fa 20,590.65 19,775.93 26,493.05 17,722.04 22,681.19 TC 504.6060 F'e 348,626.47 309,335.13 748,514.63 236,834.72 501,071.78 BCOAURyy. Cm 0.9895 0.9883 0.9779 0.9861 0.9933 420.56 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,415.19 2,415.19 BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,595.96 984.72 0.97 Panel Point fb 2,732.15 2,732.15 1,721.12 2,831.64 2,831.63 BC URz. 116.9021 Mid Panel fb 859.00 612.84 452.96 984.88 1,154.51 TC Shear Stress: Fillers 0 0 4 0 0 9,693.35 Panel Point Stress 10,026.02 9,954.76 26,376.81 9,419.67 9,510.66 BC Shear Stress: Mid Panel Stress 0.3819 0.3850 0.9454 0.4037 0.3313 14,274.79 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 15,548.02 16,730.22 3,896.97 5,996.13 6.63 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,622.77 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,351.06 18,714.09 9,363.44 9,477.88 3.58 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,825.76 10,742.43 2,424.21 4,985.18 5.13 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,509.78 7,826.93 3,077.26 4,107.05 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,169.24 24,373.24 8,852.29 10,323.31 3.18 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,916.55 8,984.69 1,914.27 4,031.39 4.52 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V3 2,509.78 7,826.93 3,093.23 4,107.05 2.04 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,659.30 16,730.22 6,799.70 7,210.82 2.90 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,616.99 5,758.64 1,404.33 1,869.32 4.20 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,391.98 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,149.36 10,742.43 4,670.84 4,985.18 2.44 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,735.09 4,802.89 894.39 1,417.09 3.27 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,509.78 7,826.93 3,113.19 4,107.05 2.06 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W11 1,066.71 7,826.93 3,106.34 3,318.29 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 3,106.34 4,802.89 1,361.31 1,417.09 2.72 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,403.05 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W13 1,880.24 7,826.93 3,106.34 3,318.29 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W13 1,880.24 7,826.93 3,106.34 3,318.29 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:46:31 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J31 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,403.03 2,818.97 2.00 x 0.090 1 C1266= 1.125 x 0.799 x.090 W 12 3,106.34 4,802.89 1,361.31 1,417.09 2.72 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 W11 1,066.71 7,826.93 3,106.34 3,318.29 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,399.32 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,735.09 4,802.89 894.39 1,417.09 3.27 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,149.36 10,742.43 4,670.84 4,985.18 2.44 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,391.90 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,616.99 5,758.64 1,404.33 1,869.32 4.20 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,659.30 16,730.22 6,799.70 7,210.82 2.90 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,380.79 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,916.55 8,984.69 1,914.27 4,031.39 4.52 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,169.24 24,373.24 8,852.29 10,323.31 3.18 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,365.97 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,825.76 10,742.43 2,424.21 4,985.18 5.13 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,351.06 18,714.09 9,363.44 9,477.88 3.58 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,765.77 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,970.14 16,730.22 3,904.04 6,044.31 6.38 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:46:31 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J31 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-6 7/8 Clear Bearing 0-5 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:47:26 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J32 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 49-0 32.00 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3/8 3-5 5/8 TC Panel 2-4 3/8 1-11 5/8 L L First Half 1-2 1-2 First Diag. 4-8 3/8 4-7 5/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,641.68 9,283.11 2,410.42 46,318.08 46,368.63 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 13,779.57 0.00 0.00 15,373.55 3,894.37 50.51 0-2 V1S 7,307.19 13,644.26 0.00 0.00 2,209.88 2,781.65 33.43 2-4 3/8 W3 7,307.19 13,644.26 15,601.04 3,983.27 2,352.78 9,258.11 33.43 3-6 3/8 W4 7,306.69 21,539.35 15,601.04 3,983.27 9,703.82 2,426.20 38.69 4-8 3/8 V2 7,306.69 21,539.35 15,601.04 3,983.27 2,409.78 2,977.24 30.35 6-8 3/8 W5 7,306.69 21,539.35 26,897.25 6,824.95 2,171.23 8,740.76 38.69 6-8 3/8 W6 8,008.57 31,674.77 26,897.25 6,824.95 7,805.02 1,916.26 38.69 8-8 3/8 V3 8,008.57 31,674.77 26,897.25 6,824.95 2,409.78 2,993.19 30.35 10-8 3/8 W7 8,008.57 31,674.77 35,847.67 9,034.04 1,661.29 6,728.41 38.69 10-8 3/8 W8 9,901.37 39,132.29 35,847.67 9,034.04 5,532.96 1,406.32 38.69 12-8 3/8 V4 9,901.37 39,132.29 35,847.67 9,034.04 2,000.00 2,291.92 30.35 14-8 3/8 W9 9,901.37 39,132.29 41,836.52 10,610.55 1,151.35 4,597.22 38.69 14-8 3/8 W10 11,161.59 43,960.35 41,836.52 10,610.55 3,661.47 896.38 38.69 16-83/8 V5 1 11,161.59 43,960.35 41,836.52 10,610.55 2,409.78 3,013.11 30.35 18-8 3/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:47:26 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J32 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. Will 11,161.59 43,960.35 45,503.79 11,554.49 1,066.71 3,072.93 38.69 18-8 3/8 W 12 11,789.23 46,318.08 45,503.79 11,554.49 3,072.93 1,310.91 38.69 20-8 3/8 V6 11,789.23 46,318.08 45,503.79 11,554.49 2,000.00 2,302.97 30.35 22-8 3/8 W 13 11,789.23 46,318.08 46,368.63 11,865.83 1,819.44 3,072.93 38.69 22-8 3/8 W 13 11,784.29 45,838.78 46,368.63 11,865.83 1,819.44 3,072.93 38.69 24-8 3/8 V7 11,784.29 45,838.78 46,368.63 11,865.83 2,000.00 2,302.94 30.35 26-8 3/8 W 12 11,784.29 45,838.78 44,728.54 11,544.60 3,072.93 1,310.91 38.69 26-8 3/8 Will 11,146.77 43,037.91 44,728.54 11,544.60 1,066.71 3,072.93 38.69 28-8 3/8 V8 11,146.77 43,037.91 44,728.54 11,544.60 2,000.00 2,299.21 30.35 30-8 3/8 W10 11,146.77 43,037.91 40,766.88 10,590.79 3,661.47 896.38 38.69 30-83/8 W9 9,876.66 37,915.45 40,766.88 10,590.79 1,151.35 4,597.22 38.69 32-8 3/8 V9 9,876.66 37,915.45 40,766.88 10,590.79 2,000.00 2,291.78 30.35 34-8 3/8 W8 9,876.66 37,915.45 34,483.64 9,004.39 5,532.96 1,406.32 38.69 34-8 3/8 W7 7,973.97 30,471.43 34,483.64 9,004.39 1,661.29 6,728.41 38.69 36-8 3/8 V10 7,973.97 30,471.43 34,483.64 9,004.39 2,000.00 2,280.65 30.35 38-8 3/8 W6 7,973.97 30,471.43 25,878.82 6,785.41 7,805.02 1,916.26 38.69 38-8 3/8 W5 7,301.02 20,705.83 25,878.82 6,785.41 2,171.23 8,740.76 38.69 40-8 3/8 V11 7,301.02 20,705.83 25,878.82 6,785.41 2,000.00 2,265.82 30.35 42-8 3/8 W4 7,301.02 20,705.83 14,952.43 3,933.85 9,703.82 2,426.20 38.69 42-8 3/8 W3 7,300.52 12,395.64 14,952.43 3,933.85 2,352.78 9,258.11 33.43 44-8 3/8 V1S 7,300.52 12,395.64 0.00 0.00 2,325.26 2,647.21 35.29 47-4 3/8 W2 7,300.52 12,567.21 0.00 0.00 14,722.30 3,880.86 49.91 45-10 3/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:47:26 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J32 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 256.21 384.32 15-10 3/4 17-91/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 21.63 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 13,779.57 13,644.26 46,318.08 12,395.64 12,567.21 Max Load Fillers TC: fa 7,256.99 7,185.73 24,393.34 6,528.15 6,618.50 49,729.63 Maximum K L/r 67.89 72.07 30.89 82.37 55.66 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 44,155.08 29,536.73 38,085.59 45,804.73 OAURyy- Fa 20,590.65 19,775.93 26,493.05 17,722.04 22,851.36 TC 504.2828 F'e 348,626.47 309,335.13 748,514.63 236,834.72 518,600.69 BC OAURyy. Cm 0.9896 0.9884 0.9782 0.9862 0.9936 420.29 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,391.80 2,391.80 BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,604.10 999.97 0.96 Panel Point fb 2,732.15 2,732.15 1,721.12 2,804.21 2,804.21 BC URz. 116.9021 Mid Panel fb 859.00 612.84 452.96 989.90 1,172.39 TC Shear Stress: Fillers 0 0 2 0 0 9,584.59 Panel Point Stress 9,989.14 9,917.88 26,114.47 9,332.35 9,422.71 BC Shear Stress: Mid Panel Stress 0.3801 0.3832 0.9355 0.4005 0.3270 14,114.62 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 15,373.55 16,730.22 3,894.37 5,996.13 6.55 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,781.65 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,352.78 18,714.09 9,258.11 9,477.88 3.54 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,703.82 10,742.43 2,426.20 4,985.18 5.07 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,409.78 7,826.93 2,977.24 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.23 24,373.24 8,740.76 10,323.31 3.14 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,805.02 7,826.93 1,916.26 3,318.29 5.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,409.78 7,826.93 2,993.19 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,661.29 16,730.22 6,728.41 7,210.82 2.87 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,532.96 5,758.64 1,406.32 1,869.32 4.14 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,291.92 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,151.35 10,742.43 4,597.22 4,985.18 2.40 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,661.47 4,802.89 896.38 1,417.09 3.20 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,409.78 7,826.93 3,013.11 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Will 1,066.71 7,826.93 3,072.93 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 3,072.93 4,802.89 1,310.91 1,417.09 2.69 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,302.97 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,819.44 7,826.93 3,072.93 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,819.44 7,826.93 3,072.93 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:47:26 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J32 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,302.94 2,818.97 2.00 x 0.090 1 C1266= 1.125 x 0.799 x.090 W 12 3,072.93 4,802.89 1,310.91 1,417.09 2.69 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 3,072.93 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,299.21 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,661.47 4,802.89 896.38 1,417.09 3.20 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,151.35 10,742.43 4,597.22 4,985.18 2.40 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,291.78 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,532.96 5,758.64 1,406.32 1,869.32 4.14 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,661.29 16,730.22 6,728.41 7,210.82 2.87 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,280.65 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,805.02 7,826.93 1,916.26 3,318.29 5.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.23 24,373.24 8,740.76 10,323.31 3.14 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,265.82 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,703.82 10,742.43 2,426.20 4,985.18 5.07 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,352.78 18,714.09 9,258.11 9,477.88 3.54 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,647.21 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,722.30 16,730.22 3,880.86 6,092.85 6.28 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:47:26 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J32 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-7 1/8 Clear Bearing 0-4 5/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:48:25 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J33 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 49-0 32.00 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3/8 3-5 5/8 TC Panel 2-4 3/8 1-11 5/8 L L First Half 1-2 1-2 First Diag. 4-8 3/8 4-7 5/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 L-BL Conc @ any pp(Ibs) CL(1) 100.00 0.00 TC + Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp(Ibs) CL(3) 100.00 0.00 TC + Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,740.66 9,379.87 2,435.17 46,763.48 46,852.34 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 13,846.08 0.00 0.00 15,538.27 3,894.37 50.51 0-2 V1S 7,307.19 13,710.77 0.00 0.00 2,209.88 2,622.76 33.43 2-4 3/8 W3 7,307.19 13,710.77 15,690.61 3,983.27 2,352.78 9,357.00 33.43 3-6 3/8 W4 7,306.69 21,668.46 15,690.61 3,983.27 9,818.30 2,426.20 38.69 4-8 3/8 V2 7,306.69 21,668.46 15,690.61 3,983.27 2,509.78 3,077.24 30.35 6-8 3/8 W5 7,306.69 21,668.46 27,065.90 6,824.95 2,171.23 8,844.83 38.69 6-8 3/8 W6 8,008.57 31,882.95 27,065.90 6,824.95 7,909.09 1,916.26 38.69 8-8 3/8 V3 8,008.57 31,882.95 27,065.90 6,824.95 2,509.78 3,093.19 30.35 10-8 3/8 W7 8,008.57 31,882.95 36,095.39 9,034.04 1,661.29 6,792.16 38.69 10-8 3/8 W8 9,901.37 39,419.55 36,095.39 9,034.04 5,624.45 1,406.32 38.69 12-8 3/8 V4 9,901.37 39,419.55 36,095.39 9,034.04 2,000.00 2,391.92 30.35 14-8 3/8 W9 9,901.37 39,419.55 42,163.31 10,610.55 1,151.35 4,678.30 38.69 14-8 3/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:48:25 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J33 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W 10 11,161.59 44,326.68 42,163.31 10,610.55 3,742.56 896.38 38.69 16-8 3/8 V5 11,161.59 44,326.68 42,163.31 10,610.55 2,509.78 3,113.11 30.35 18-8 3/8 Will 11,161.59 44,326.68 45,909.65 11,554.49 1,066.71 3,104.48 38.69 18-8 3/8 W12 11,789.23 46,763.48 45,909.65 11,554.49 3,104.48 1,364.25 38.69 20-83/8 V6 11,789.23 46,763.48 45,909.65 11,554.49 2,000.00 2,402.97 30.35 22-8 3/8 W 13 11,789.23 46,763.48 46,852.34 11,865.83 1,883.18 3,104.48 38.69 22-8 3/8 W 13 11,784.29 46,282.95 46,852.34 11,865.83 1,883.18 3,104.48 38.69 24-8 3/8 V7 11,784.29 46,282.95 46,852.34 11,865.83 2,000.00 2,402.94 30.35 26-8 3/8 W 12 11,784.29 46,282.95 45,133.17 11,544.60 3,104.48 1,364.25 38.69 26-8 3/8 Will 11,146.77 43,403.00 45,133.17 11,544.60 1,066.71 3,104.48 38.69 28-8 3/8 V8 11,146.77 43,403.00 45,133.17 11,544.60 2,000.00 2,399.21 30.35 30-8 3/8 W 10 11,146.77 43,403.00 41,092.43 10,590.79 3,742.56 896.38 38.69 30-8 3/8 W9 9,876.66 38,201.47 41,092.43 10,590.79 1,151.35 4,678.30 38.69 32-8 3/8 V9 9,876.66 38,201.47 41,092.43 10,590.79 2,000.00 2,391.78 30.35 34-8 3/8 W8 9,876.66 38,201.47 34,730.12 9,004.39 5,624.45 1,406.32 38.69 34-8 3/8 W7 7,973.97 30,678.38 34,730.12 9,004.39 1,661.29 6,792.16 38.69 36-8 3/8 V10 7,973.97 30,678.38 34,730.12 9,004.39 2,000.00 2,380.65 30.35 38-8 3/8 W6 7,973.97 30,678.38 26,046.23 6,785.41 7,909.09 1,916.26 38.69 38-8 3/8 W5 7,301.02 20,833.70 26,046.23 6,785.41 2,171.23 8,844.83 38.69 40-8 3/8 V11 7,301.02 20,833.70 26,046.23 6,785.41 2,000.00 2,365.82 30.35 42-8 3/8 W4 7,301.02 20,833.70 15,040.77 3,933.85 9,818.30 2,426.20 38.69 42-8 3/8 W3 7,300.52 12,460.92 15,040.77 3,933.85 2,352.78 9,357.00 33.43 44-8 3/8 V1S 7,300.52 12,460.92 0.00 0.00 2,325.26 2,763.48 35.29 47-4 3/8 W2 7,300.52 12,632.49 0.00 0.00 14,881.43 3,880.86 49.91 45-10 3/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:48:25 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J33 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 256.21 384.32 15-10 3/4 17-91/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 21.63 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5039 Axial Load 13,846.08 13,710.77 46,763.48 12,460.92 12,632.49 Max Load Fillers TC: fa 7,292.02 7,220.75 24,627.91 6,562.52 6,652.88 49,729.63 Maximum K L/r 67.89 72.07 30.89 82.37 55.66 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 44,155.08 29,536.73 38,085.59 45,804.73 OAURyy- Fa 20,590.65 19,775.93 26,493.05 17,722.04 22,851.36 TC 504.2828 F'e 348,626.47 309,335.13 748,514.63 236,834.72 518,600.69 BC OAURyy. Cm 0.9895 0.9883 0.9780 0.9861 0.9936 420.29 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,391.80 2,391.80 BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,604.10 999.97 0.97 Panel Point fb 2,732.15 2,732.15 1,721.12 2,804.21 2,804.21 BC URz. 116.9021 Mid Panel fb 859.00 612.84 452.96 989.90 1,172.39 TC Shear Stress: Fillers 0 0 4 0 0 9,687.28 Panel Point Stress 10,024.17 9,952.91 26,349.03 9,366.73 9,457.09 BC Shear stress: Mid Panel Stress 0.3818 0.3849 0.9443 0.4025 0.3285 14,265.85 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 15,538.27 16,730.22 3,894.37 5,996.13 6.62 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,622.76 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,352.78 18,714.09 9,357.00 9,477.88 3.58 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,818.30 10,742.43 2,426.20 4,985.18 5.13 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,509.78 7,826.93 3,077.24 4,107.05 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.23 24,373.24 8,844.83 10,323.31 3.18 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,909.09 8,984.69 1,916.26 4,031.39 4.51 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V3 2,509.78 7,826.93 3,093.19 4,107.05 2.04 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,661.29 16,730.22 6,792.16 7,210.82 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,624.45 5,758.64 1,406.32 1,869.32 4.21 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,391.92 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,151.35 10,742.43 4,678.30 4,985.18 2.44 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,742.56 4,802.89 896.38 1,417.09 3.27 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,509.78 7,826.93 3,113.11 4,107.05 2.06 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W11 1,066.71 7,826.93 3,104.48 3,318.29 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 3,104.48 4,802.89 1,364.25 1,417.09 2.72 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,402.97 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W13 1,883.18 7,826.93 3,104.48 3,318.29 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W13 1,883.18 7,826.93 3,104.48 3,318.29 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:48:25 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J33 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,402.94 2,818.97 2.00 x 0.090 1 C1266= 1.125 x 0.799 x.090 W 12 3,104.48 4,802.89 1,364.25 1,417.09 2.72 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 W11 1,066.71 7,826.93 3,104.48 3,318.29 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,399.21 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,742.56 4,802.89 896.38 1,417.09 3.27 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,151.35 10,742.43 4,678.30 4,985.18 2.44 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,391.78 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,624.45 5,758.64 1,406.32 1,869.32 4.21 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,661.29 16,730.22 6,792.16 7,210.82 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,380.65 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,909.09 8,984.69 1,916.26 4,031.39 4.51 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,171.23 24,373.24 8,844.83 10,323.31 3.18 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,365.82 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,818.30 10,742.43 2,426.20 4,985.18 5.13 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,352.78 18,714.09 9,357.00 9,477.88 3.58 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,763.48 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,881.43 16,730.22 3,880.86 6,092.85 6.34 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:48:25 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J33 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-7 1/8 Clear Bearing 0-4 5/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:49:14 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J34 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-5 49-1 32.00 30.51 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 5/8 3-6 3/8 TC Panel 2-4 5/8 2-0 3/8 L L First Half 1-2 1-2 First Diag. 4-8 5/8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-5 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-5 L-BL Conc @ any pp(Ibs) CL(1) 100.00 0.00 TC + Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-5 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp(Ibs) CL(3) 100.00 0.00 TC + Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-5 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial (Ibs) SM (3) 42,000.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-5 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,755.67 9,395.38 2,438.92 69,595.48 46,764.80 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 43,709.35 50,257.54 0.00 0.00 15,566.51 3,901.95 50.81 0-2 V1S 43,705.97 50,122.32 0.00 0.00 2,206.60 2,621.77 33.57 2-4 5/8 W3 43,705.97 50,122.32 15,701.18 3,986.35 2,348.35 9,356.56 33.57 3-6 5/8 W4 43,705.56 55,668.43 15,701.18 3,986.35 9,808.02 2,418.70 38.82 4-8 5/8 V2 43,705.56 55,668.43 15,701.18 3,986.35 2,509.78 3,213.72 30.51 6-8 5/8 W5 43,705.56 55,668.43 27,029.22 6,816.52 2,164.24 8,836.50 38.82 6-8 5/8 W6 43,705.04 61,900.33 27,029.22 6,816.52 7,902.63 1,909.78 38.82 8-8 5/8 V3 43,705.04 61,900.33 27,029.22 6,816.52 2,509.78 3,229.61 30.51 10-8 5/8 W7 43,705.04 61,900.33 36,025.41 9,017.39 1,655.32 6,790.94 38.82 10-8 5/8 W8 43,704.51 66,133.21 36,025.41 9,017.39 5,603.75 1,400.86 38.82 12-8 5/8 V4 43,704.51 66,133.21 36,025.41 9,017.39 2,000.00 2,391.81 30.51 14-8 5/8 W9 43,704.51 66,133.21 42,073.71 10,588.98 1,146.40 4,659.49 38.82 14-8 5/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:49:14 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J34 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W 10 43,703.99 68,517.25 42,073.71 10,588.98 3,725.62 891.94 38.82 16-8 5/8 V5 43,703.99 68,517.25 42,073.71 10,588.98 2,509.78 3,249.47 30.51 18-8 5/8 W11 43,703.99 68,517.25 45,812.53 11,531.27 1,064.58 3,103.04 38.82 18-85/8 W12 43,703.47 69,595.48 45,812.53 11,531.27 3,103.04 1,358.91 38.82 20-85/8 V6 43,703.47 69,595.48 45,812.53 11,531.27 2,000.00 2,402.83 30.51 22-8 5/8 W13 43,703.47 69,595.48 46,764.80 11,844.28 1,876.81 3,103.04 38.82 22-85/8 W13 43,702.95 68,052.61 46,764.80 11,844.28 1,876.81 3,103.04 38.82 24-85/8 V7 43,702.95 68,052.61 46,764.80 11,844.28 2,000.00 2,402.82 30.51 26-8 5/8 W12 43,702.95 68,052.61 45,066.55 11,527.99 3,103.04 1,358.91 38.82 26-85/8 W11 43,702.42 65,616.67 45,066.55 11,527.99 1,064.58 3,103.04 38.82 28-85/8 V8 43,702.42 65,616.67 45,066.55 11,527.99 2,000.00 2,399.13 30.51 30-8 5/8 W10 43,702.42 65,616.67 41,058.81 10,582.42 3,725.62 891.94 38.82 30-85/8 W9 43,701.90 62,365.94 41,058.81 10,582.42 1,146.40 4,659.49 38.82 32-8 5/8 V9 43,701.90 62,365.94 41,058.81 10,582.42 2,000.00 2,391.76 30.51 34-8 5/8 W8 43,701.90 62,365.94 34,741.58 9,007.56 5,603.75 1,400.86 38.82 34-8 5/8 W7 43,701.38 58,300.40 34,741.58 9,007.56 1,655.32 6,790.94 38.82 36-8 5/8 V10 43,701.38 58,300.40 34,741.58 9,007.56 2,000.00 2,380.71 30.51 38-8 5/8 W6 43,701.38 58,300.40 26,114.86 6,803.40 7,902.63 1,909.78 38.82 38-8 5/8 W5 43,700.86 53,420.06 26,114.86 6,803.40 2,164.24 8,836.50 38.82 40-8 5/8 V11 43,700.86 53,420.06 26,114.86 6,803.40 2,000.00 2,365.97 30.51 42-8 5/8 W4 43,700.86 53,420.06 15,178.64 3,969.96 9,808.02 2,418.70 38.82 42-8 5/8 W3 43,700.44 48,934.04 15,178.64 3,969.96 2,348.35 9,356.56 33.57 44-8 5/8 V1S 43,700.44 48,934.04 0.00 0.00 2,322.11 2,764.27 35.42 47-4 5/8 W2 43,700.44 49,107.10 0.00 0.00 15,016.21 3,915.99 50.61 45-10 5/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:49:14 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J34 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.3105 0.9336 0.5937 1.6798 0.8340 1.1423 0.9229 3022=3 x 3 x.227 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 933.91 295.06 442.58 22-10 3/4 17-9 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.63 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.7499 Axial Load 50,257.54 50,122.32 69,595.48 48,934.04 49,107.10 Max Load Fillers TC: fa 19,174.95 19,123.36 26,553.03 18,669.99 18,736.02 70,249.17 Maximum K L/r 44.85 47.16 20.21 53.90 37.69 Max Load no Fillers TC: Fcr 40,290.54 39,715.32 44,892.31 37,931.74 41,929.38 67,870.02 TC Fa 24,174.33 23,829.19 26,935.38 22,759.04 25,157.63 350.63 yy 50.63 F'e 351,916.97 318,202.34 769,971.19 243,623.67 498,302.81 BCOAL/Ryy. Cm 0.9728 0.9700 0.9769 0.9617 0.9812 421.00 Panel Point Moment 2,370.54 2,370.54 1,468.00 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,455.63 978.77 734.00 1,587.45 969.77 0.96 Panel Point fb 2,247.48 2,247.48 1,391.79 2,313.02 2,313.01 BC L/Rz. 116.9021 Mid Panel fb 531.38 357.30 267.95 579.50 919.43 TC Shear Stress: Fillers 0 0 6 0 0 7,262.65 Panel Point Stress 21,422.43 21,370.83 27,944.82 20,983.00 21,049.03 BC Shear Stress: Mid Panel Stress 0.8115 0.8149 0.9947 0.8408 0.7756 14,284.04 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 15,566.51 16,730.22 3,901.95 5,949.12 6.63 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,206.60 7,826.93 2,621.77 3,794.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,348.35 18,714.09 9,356.56 9,445.30 3.58 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,808.02 10,742.43 2,418.70 4,969.24 5.12 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,509.78 7,826.93 3,213.72 4,091.33 2.12 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,164.24 24,373.24 8,836.50 10,288.26 3.17 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,902.63 8,984.69 1,909.78 4,017.83 4.51 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V3 2,509.78 7,826.93 3,229.61 4,091.33 2.13 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,655.32 16,730.22 6,790.94 7,187.17 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,603.75 5,758.64 1,400.86 1,857.33 4.19 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,391.81 2,799.61 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,146.40 10,742.43 4,659.49 4,969.24 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,725.62 4,802.89 891.94 1,408.00 3.26 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,509.78 7,826.93 3,249.47 4,091.33 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W11 1,064.58 7,826.93 3,103.04 3,307.02 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 3,103.04 4,802.89 1,358.91 1,408.00 2.71 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,402.83 2,799.61 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W13 1,876.81 7,826.93 3,103.04 3,307.02 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W13 1,876.81 7,826.93 3,103.04 3,307.02 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:49:14 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J34 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,402.82 2,799.61 2.00 x 0.090 1 C1266= 1.125 x 0.799 x.090 W 12 3,103.04 4,802.89 1,358.91 1,408.00 2.71 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 W11 1,064.58 7,826.93 3,103.04 3,307.02 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,399.13 2,799.61 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,725.62 4,802.89 891.94 1,408.00 3.26 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,146.40 10,742.43 4,659.49 4,969.24 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,391.76 2,799.61 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,603.75 5,758.64 1,400.86 1,857.33 4.19 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,655.32 16,730.22 6,790.94 7,187.17 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,380.71 2,799.61 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,902.63 8,984.69 1,909.78 4,017.83 4.51 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,164.24 24,373.24 8,836.50 10,288.26 3.17 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,365.97 2,799.61 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,808.02 10,742.43 2,418.70 4,969.24 5.12 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,348.35 18,714.09 9,356.56 9,445.30 3.58 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,322.11 7,826.93 2,764.27 3,619.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 15,016.21 16,730.22 3,915.99 5,980.86 6.40 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:49:14 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J34 TCX Design TCX Left TCX Right TCX Length 0-2 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 0-8 BPL Length 0-6 Clear Bearing 0-6 7/8 Clear Bearing 0-4 1/4 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 1.0548 Section Modulus 0.0000 Reqd SM 0.0082 Reqd SM 0.0000 Mom of Inertia 2.2846 Mom of Inertia 0.0000 Reqd MI 0.0007 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped i Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:50:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J35 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-41/2 49-01/2 32.00 30.35 11 @4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 1/8 3-6 3/8 TC Panel 2-4 1/8 2-0 3/8 L L First Half 1-2 1-2 First Diag. 4-8 1/8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 1/2 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 1/2 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 1/2 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 1/2 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 1/2 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,645.63 9,293.90 2,411.41 46,420.31 46,480.47 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,300.00 13,730.85 0.00 0.00 15,326.50 3,884.16 50.31 0-2 V1S 7,300.00 13,596.16 0.00 0.00 2,202.51 2,768.21 33.43 2-41/8 W3 7,300.00 13,596.16 15,544.16 3,970.53 2,348.19 9,270.87 33.43 3-6 1/8 W4 7,300.00 21,492.07 15,544.16 3,970.53 9,718.59 2,423.55 38.69 4-8 1/8 V2 7,300.00 21,492.07 15,544.16 3,970.53 2,409.78 2,977.18 30.35 6-8 1/8 W5 7,300.00 21,492.07 26,859.58 6,818.79 2,168.58 8,760.99 38.69 6-8 1/8 W6 8,005.71 31,646.70 26,859.58 6,818.79 7,825.25 1,913.61 38.69 8-81/8 V3 8,005.71 31,646.70 26,859.58 6,818.79 2,409.78 2,993.17 30.35 10-81/8 W7 8,005.71 31,646.70 35,853.43 9,034.48 1,658.64 6,782.31 38.69 10-81/8 W8 9,905.10 39,159.77 35,853.43 9,034.48 5,517.47 1,403.67 38.69 12-81/8 V4 9,905.10 39,159.77 35,853.43 9,034.48 2,000.00 2,291.94 30.35 14-81/8 W9 9,905.10 39,159.77 41,873.60 10,617.58 1,148.70 4,581.73 38.69 14-81/8 W 10 11,171.91 44,007.05 41,873.60 10,617.58 3,645.99 893.73 38.69 16-8 1/8 V5 1 11,171.91 44,007.05 41,873.60 10,617.58 2,409.78 3,013.18 30.35 18-81/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:50:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J35 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. Will 11,171.91 44,007.05 45,560.10 11,568.10 1,066.71 3,074.19 38.69 18-8 1/8 W12 11,806.14 46,420.31 45,560.10 11,568.10 3,074.19 1,307.95 38.69 20-81/8 V6 11,806.14 46,420.31 45,560.10 11,568.10 2,000.00 2,303.07 30.35 22-81/8 W 13 11,806.14 46,420.31 46,480.47 11,886.04 1,824.04 3,074.19 38.69 22-8 1/8 W13 11,807.79 45,960.23 46,480.47 11,886.04 1,824.04 3,074.19 38.69 24-81/8 V7 11,807.79 45,960.23 46,480.47 11,886.04 2,000.00 2,303.08 30.35 26-81/8 W12 11,807.79 45,960.23 44,859.59 11,571.40 3,074.19 1,307.95 38.69 26-81/8 Will 11,176.86 43,178.56 44,859.59 11,571.40 1,066.71 3,074.19 38.69 28-8 1/8 V8 11,176.86 43,178.56 44,859.59 11,571.40 2,000.00 2,299.38 30.35 30-8 1/8 W 10 11,176.86 43,178.56 40,917.14 10,624.17 3,645.99 893.73 38.69 30-8 1/8 W9 9,913.34 38,075.33 40,917.14 10,624.17 1,148.70 4,581.73 38.69 32-8 1/8 V9 9,913.34 38,075.33 40,917.14 10,624.17 2,000.00 2,291.99 30.35 34-8 1/8 W8 9,913.34 38,075.33 34,653.12 9,044.36 5,517.47 1,403.67 38.69 34-81/8 W7 8,017.24 30,650.51 34,653.12 9,044.36 1,658.64 6,782.31 38.69 36-8 1/8 V10 8,017.24 30,650.51 34,653.12 9,044.36 2,000.00 2,280.90 30.35 38-8 1/8 W6 8,017.24 30,650.51 26,067.51 6,831.97 7,825.25 1,913.61 38.69 38-81/8 W5 7,300.00 20,904.13 26,067.51 6,831.97 2,168.58 8,760.99 38.69 40-8 1/8 V11 7,300.00 20,904.13 26,067.51 6,831.97 2,000.00 2,266.11 30.35 42-8 1/8 W4 7,300.00 20,904.13 15,160.34 3,987.00 9,718.59 2,423.55 38.69 42-8 1/8 W3 7,300.00 12,505.17 15,160.34 3,987.00 2,348.19 9,270.87 33.43 44-8 1/8 V1S 7,300.00 12,505.17 0.00 0.00 2,325.26 2,651.80 35.29 47-4 1/8 W2 7,300.00 12,679.15 0.00 0.00 14,897.39 3,925.58 50.51 45-101/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:50:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J35 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 255.56 383.34 15-10 3/4 17-9 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.13 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5002 Axial Load 13,730.85 13,596.16 46,420.31 12,505.17 12,679.15 Max Load Fillers TC: fa 7,231.33 7,160.40 24,447.18 6,585.83 6,677.45 49,729.63 Maximum K L/r 67.25 72.07 30.89 82.37 57.59 Max Load no Fillers TC: Fcr 34,524.16 32,959.88 44,155.08 29,536.73 37,515.66 45,804.73 OAURyy- Fa 20,714.50 19,775.93 26,493.05 17,722.04 22,509.39 TC 504.7171 F'e 355,330.69 309,335.13 748,514.63 236,834.72 484,416.84 BC OAURyy. Cm 0.9898 0.9884 0.9781 0.9861 0.9931 420.65 Panel Point Moment 2,379.59 2,379.59 1,468.00 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,526.10 975.55 734.00 1,587.45 969.77 0.96 Panel Point fb 2,789.89 2,789.89 1,721.12 2,860.33 2,860.33 BC URz. 116.9021 Mid Panel fb 941.76 602.02 452.96 979.62 1,136.99 TC Shear Stress: Fillers 0 0 4 0 0 9,586.41 Panel Point Stress 10,021.22 9,950.29 26,168.31 9,446.16 9,537.78 BC Shear Stress: Mid Panel Stress 0.3794 0.3815 0.9375 0.4034 0.3330 14,120.92 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 15,326.50 16,730.22 3,884.16 6,028.21 6.53 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,202.51 7,826.93 2,768.21 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,348.19 18,714.09 9,270.87 9,477.88 3.55 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,718.59 10,742.43 2,423.55 4,985.18 5.07 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,409.78 7,826.93 2,977.18 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,168.58 24,373.24 8,760.99 10,323.31 3.15 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,825.25 7,826.93 1,913.61 3,318.29 5.17 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,409.78 7,826.93 2,993.17 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,658.64 16,730.22 6,782.31 7,210.82 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,517.47 5,758.64 1,403.67 1,869.32 4.13 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,291.94 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,148.70 10,742.43 4,581.73 4,985.18 2.39 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,645.99 4,802.89 893.73 1,417.09 3.19 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,409.78 7,826.93 3,013.18 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Will 1,066.71 7,826.93 3,074.19 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 3,074.19 4,802.89 1,307.95 1,417.09 2.69 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.07 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,824.04 7,826.93 3,074.19 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,824.04 7,826.93 3,074.19 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:50:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J35 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,303.08 2,818.97 2.00 x 0.090 1 C1266= 1.125 x 0.799 x.090 W 12 3,074.19 4,802.89 1,307.95 1,417.09 2.69 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 3,074.19 3,318.29 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,299.38 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,645.99 4,802.89 893.73 1,417.09 3.19 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,148.70 10,742.43 4,581.73 4,985.18 2.39 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,291.99 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,517.47 5,758.64 1,403.67 1,869.32 4.13 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,658.64 16,730.22 6,782.31 7,210.82 2.89 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,280.90 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,825.25 7,826.93 1,913.61 3,318.29 5.17 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,168.58 24,373.24 8,760.99 10,323.31 3.15 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,266.11 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,718.59 10,742.43 2,423.55 4,985.18 5.07 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,348.19 18,714.09 9,270.87 9,477.88 3.55 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,651.80 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,897.39 16,730.22 3,925.58 5,996.13 6.35 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:50:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J35 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-4 3/4 Clear Bearing 0-4 5/8 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:51:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILO1NO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J36 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-41/2 49-01/2 32.00 30.24 11 @4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 1/8 3-6 3/8 TC Panel 2-4 1/8 2-0 3/8 First Half 1-2 1-2 L L First Diag. 4-8 1/8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 1/2 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 1/2 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 49-4 1/2 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 1/2 L-BL Uniform (plf) SM (2) 79.00 79.00 TC - 0-0 49-4 1/2 L-BL Conc @ any pp(Ibs) SM (2) 990.00 0.00 TC - Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Uniform (plf) SM (3) 79.00 79.00 TC + 0-0 49-4 1/2 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 1/2 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 49-4 1/2 L-BL Conc @ any pp(Ibs) SM (3) 990.00 0.00 TC + Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 1/2 L-BL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 10,626.46 10,274.73 2,656.61 53,285.84 51,426.52 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,000.00 19,811.84 0.00 0.00 16,920.35 7,235.91 50.24 0-2 V1S 9,000.00 19,552.40 0.00 0.00 2,203.95 3,100.69 33.32 2-41/8 W3 9,000.00 19,552.40 17,196.45 6,334.93 4,502.48 10,210.43 33.32 3-6 1/8 W4 9,000.00 28,660.15 17,196.45 6,334.93 10,703.41 4,997.79 38.61 4-81/8 V2 9,000.00 28,660.15 17,196.45 6,334.93 2,953.78 3,951.95 30.24 6-8 1/8 W5 9,000.00 28,660.15 29,697.77 11,419.37 4,647.76 9,642.30 38.61 6-81/8 W6 1 13,773.48 38,666.54 29,697.77 11,419.37 8,899.13 4,446.04 38.61 8-81/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:51:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J36 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V3 13,773.48 38,666.54 29,697.77 11,419.37 2,953.78 3,980.62 30.24 10-81/8 W7 13,773.48 38,666.54 39,614.85 16,002.20 3,585.02 7,456.49 38.61 10-81/8 W8 17,348.40 46,016.91 39,614.85 16,002.20 6,330.15 2,928.88 38.61 12-81/8 V4 17,348.40 46,016.91 39,614.85 16,002.20 2,000.00 2,839.62 30.24 14-81/8 W9 17,348.40 46,016.91 46,293.14 18,540.56 2,623.99 5,520.37 38.61 14-81/8 W10 19,607.32 50,629.66 46,293.14 18,540.56 4,944.31 2,422.27 38.61 16-81/8 V5 19,607.32 50,629.66 46,293.14 18,540.56 2,953.78 4,016.47 30.24 18-81/8 W11 19,607.32 50,629.66 50,375.05 20,548.68 2,117.38 4,134.53 38.61 18-81/8 W12 21,098.62 53,285.84 50,375.05 20,548.68 3,558.46 1,915.66 38.61 20-81/8 V6 21,098.62 53,285.84 50,375.05 20,548.68 2,000.00 2,861.15 30.24 22-81/8 W13 21,098.62 53,285.84 51,426.52 21,003.42 2,686.93 3,391.67 38.61 22-81/8 W13 20,001.17 51,723.32 51,426.52 21,003.42 2,686.93 3,391.67 38.61 24-81/8 V7 20,001.17 51,723.32 51,426.52 21,003.42 2,000.00 2,861.17 30.24 26-81/8 W12 20,001.17 51,723.32 49,673.25 18,869.42 3,558.46 1,915.66 38.61 26-81/8 W11 17,612.27 47,827.53 49,673.25 18,869.42 2,117.38 4,134.53 38.61 28-81/8 V8 17,612.27 47,827.53 49,673.25 18,869.42 2,000.00 2,854.02 30.24 30-8 1/8 W10 17,612.27 47,827.53 45,335.74 16,229.71 4,944.31 2,422.27 38.61 30-81/8 W9 14,721.76 42,285.43 45,335.74 16,229.71 2,623.99 5,520.37 38.61 32-81/8 V9 14,721.76 42,285.43 45,335.74 16,229.71 2,000.00 2,839.72 30.24 34-8 1/8 W8 14,721.76 42,285.43 38,414.01 13,088.40 6,330.15 2,928.88 38.61 34-81/8 W7 11,329.64 35,199.91 38,414.01 13,088.40 3,585.02 7,456.49 38.61 36-81/8 V10 11,329.64 35,199.91 38,414.01 13,088.40 2,000.00 2,818.25 30.24 38-81/8 W6 11,329.64 35,199.91 28,908.02 9,445.47 8,899.13 4,446.04 38.61 38-81/8 W5 9,000.00 26,536.66 28,908.02 9,445.47 4,647.76 9,642.30 38.61 40-81/8 V11 9,000.00 26,536.66 28,908.02 9,445.47 2,000.00 2,789.62 30.24 42-8 1/8 W4 9,000.00 26,536.66 16,817.81 5,300.94 10,703.41 4,997.79 38.61 42-81/8 W3 9,000.00 18,473.06 16,817.81 5,300.94 4,502.48 10,210.43 33.32 44-8 1/8 V1S 9,000.00 18,473.06 0.00 0.00 2,327.52 3,273.87 35.19 47-4 1/8 W2 9,000.00 18,808.18 0.00 0.00 16,507.00 5,900.21 50.44 45-10 1/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:51:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J36 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1093 0.9560 0.3867 1.1650 1.0594 1.0139 0.9750 A45B18= 1.8750 x 3.0000 x.250 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B=2.3750 x 0.218 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 938.12 297.14 "5.71 15-10 5/8 15-1 1/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.13 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X. Bending Load 407.00 407.00 407.00 407.00 407.00 0.5742 Axial Load 19,811.84 19,552.40 53,285.84 18,473.06 18,808.18 Max Load Fillers TC: fa 8,929.89 8,812.95 24,017.78 8,326.45 8,477.50 59,986.95 Maximum K L/r 67.56 72.41 46.55 82.75 57.86 Max Load no Fillers TC: Fcr 35,209.50 33,546.61 41,772.15 29,919.82 38,398.59 55,055.51 OALARyy- Fa 21,125.70 20,127.96 25,063.29 17,951.89 23,039.15 TC 505.1616 F'e 383,266.53 333,654.84 807,362.31 255,454.50 522,501.34 BC OAL/Ryy. Cm 0.9884 0.9868 0.9801 0.9837 0.9919 402.23 Panel Point Moment 2,638.94 2,638.94 1,628.00 2,705.57 2,705.57 BC Stress: Mid Panel Moment 1,692.43 1,081.88 814.00 1,760.47 1,075.47 0.90 Panel Point fb 2,525.46 2,525.46 1,557.99 2,589.22 2,589.22 BC L/Rz. 109.0166 Mid Panel fb 884.19 565.22 425.26 919.74 1,029.22 TC Shear Stress: Fillers 0 0 0 0 0 8,893.29 Panel Point Stress 11,455.35 11,338.41 25,575.77 10,915.67 11,066.72 BC Shear Stress: Mid Panel Stress 0.4503 0.4556 0.9716 0.4929 0.3998 13,154.12 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 16,920.35 29,969.07 7,235.91 7,363.66 3.29 x 0.245 1 R112= round 1 1/8 V1 S 2,203.95 7,826.93 31100.69 3,817.91 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 4,502.48 24,373.24 10,210.43 11,866.22 3.67 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 10,703.41 14,381.54 4,997.79 6,488.40 4.81 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V2 2,953.78 7,826.93 3,951.95 4,118.26 2.61 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 4,647.76 24,373.24 9,642.30 10,348.25 3.46 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 8,899.13 10,742.43 4,446.04 4,996.52 4.65 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V3 2,953.78 7,826.93 3,980.62 4,118.26 2.63 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 3,585.02 18,714.09 7,456.49 8,322.44 2.85 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W8 6,330.15 7,826.93 2,928.88 3,326.31 4.18 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V4 2,000.00 7,826.93 2,839.62 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 2,623.99 14,381.54 5,520.37 6,488.40 2.48 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W 10 4,944.31 7,826.93 2,422.27 3,326.31 3.26 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V5 2,953.78 7,826.93 4,016.47 4,118.26 2.65 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Will 2,117.38 10,742.43 4,134.53 4,996.52 2.16 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 12 3,558.46 7,826.93 1,915.66 3,326.31 2.35 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V6 2,000.00 7,826.93 2,861.15 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 2,686.93 8,984.69 3,391.67 4,041.04 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W 13 2,686.93 8,984.69 3,391.67 4,041.04 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:51:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J36 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 7,826.93 2,861.17 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 3,558.46 7,826.93 1,915.66 3,326.31 2.35 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 11 2,117.38 10,742.43 4,134.53 4,996.52 2.16 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V8 2,000.00 7,826.93 2,854.02 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 4,944.31 7,826.93 2,422.27 3,326.31 3.26 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 2,623.99 14,381.54 5,520.37 6,488.40 2.48 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V9 2,000.00 7,826.93 2,839.72 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W8 6,330.15 7,826.93 2,928.88 3,326.31 4.18 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 3,585.02 18,714.09 7,456.49 8,322.44 2.85 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V10 2,000.00 5,758.64 2,818.25 2,832.78 2.11 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 8,899.13 10,742.43 4,446.04 4,996.52 4.65 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 4,647.76 24,373.24 9,642.30 10,348.25 3.46 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,789.62 2,832.78 2.09 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 10,703.41 14,381.54 4,997.79 6,488.40 4.81 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 4,502.48 24,373.24 10,210.43 11,866.22 3.67 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V1 S 2,327.52 7,826.93 3,273.87 3,640.96 2.16 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 16,507.00 16,730.22 5,900.21 6,007.02 7.04 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:51:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J36 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-4 7/8 Clear Bearing 0-4 3/4 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:25 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J4 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 49-0 32.00 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3/8 3-5 5/8 TC Panel 2-4 3/8 1-11 5/8 L L L First Half 1-2 1-2 First Diag. 4-8 3/8 4-7 5/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 26-0 32-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 26-0 32-0 L-OAL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 L-BL Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc Load (Ibs) CL(3) 420.00 0.00 TC + 26-0 32-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 26-0 32-0 L-OAL Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,192.33 9,260.45 2,315.11 45,200.29 45,489.96 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 12,224.92 0.00 0.00 14,625.74 3,894.37 50.51 0-2 V1S 7,307.19 12,089.61 0.00 0.00 2,209.88 2,512.63 33.43 2-4 3/8 W3 7,307.19 12,089.61 14,977.38 3,983.27 2,352.78 8,930.89 33.43 3-6 3/8 W4 7,306.69 20,640.41 14,977.38 3,983.27 9,247.04 2,426.20 38.69 4-8 3/8 V2 7,306.69 20,640.41 14,977.38 3,983.27 2,000.00 2,266.08 30.35 6-8 3/8 W5 7,306.69 20,640.41 25,723.05 6,824.95 2,171.23 8,311.30 38.69 6-8 3/8 W6 8,008.57 30,225.29 25,723.05 6,824.95 7,375.56 1,916.26 38.69 8-8 3/8 V3 8,008.57 30,225.29 25,723.05 6,824.95 2,000.00 2,280.85 30.35 10-8 3/8 W7 8,008.57 30,225.29 34,147.13 9,034.04 1,661.29 6,439.82 38.69 10-8 3/8 W8 9,901.37 37,488.59 34,147.13 9,034.04 5,504.08 1,406.32 38.69 12-8 3/8 V4 9,901.37 37,488.59 34,147.13 9,034.04 2,000.00 2,291.92 30.35 14-8 3/8 W9 9,901.37 37,488.59 40,249.65 10,610.55 1,151.35 4,568.33 38.69 14-8 3/8 W10 11,161.59 42,430.32 40,249.65 10,610.55 3,632.59 896.38 38.69 16-83/8 V5 11,161.59 42,430.32 40,249.65 10,610.55 2,000.00 2,299.30 30.35 18-8 3/8 W 11 11,161.59 42,430.32 44,030.59 11,554.49 1,066.71 2,951.43 38.69 18-8 3/8 W 12 11,789.23 45,050.47 44,030.59 11,554.49 2,951.43 1,067.09 38.69 20-8 3/8 V6 11,789.23 45,050.47 44,030.59 11,554.49 2,000.00 2,302.97 30.35 22-8 3/8 W13 1 11,789.23 45,050.47 45,489.96 11,865.83 1,487.70 2,951.43 38.69 22-83/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:25 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J4 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W 13 11,784.29 45,200.29 45,489.96 11,865.83 1,487.70 2,951.43 38.69 24-8 3/8 V7 11,784.29 45,200.29 45,489.96 11,865.83 2,409.78 3,017.05 30.35 26-8 3/8 W12 11,784.29 45,200.29 44,146.88 11,544.60 2,951.43 1,067.09 38.69 26-83/8 Will 11,146.77 42,513.09 44,146.88 11,544.60 1,066.71 2,951.43 38.69 28-8 3/8 V8 11,146.77 42,513.09 44,146.88 11,544.60 2,409.78 3,013.02 30.35 30-8 3/8 W10 11,146.77 42,513.09 40,298.89 10,590.79 3,632.59 896.38 38.69 30-83/8 W9 9,876.66 37,504.30 40,298.89 10,590.79 1,151.35 4,568.33 38.69 32-8 3/8 V9 9,876.66 37,504.30 40,298.89 10,590.79 2,000.00 2,291.78 30.35 34-8 3/8 W8 9,876.66 37,504.30 34,129.31 9,004.39 5,504.08 1,406.32 38.69 34-8 3/8 W7 7,973.97 30,173.94 34,129.31 9,004.39 1,661.29 6,439.82 38.69 36-8 3/8 V10 7,973.97 30,173.94 34,129.31 9,004.39 2,000.00 2,280.65 30.35 38-8 3/8 W6 7,973.97 30,173.94 25,638.17 6,785.41 7,375.56 1,916.26 38.69 38-8 3/8 W5 7,301.02 20,522.00 25,638.17 6,785.41 2,171.23 8,311.30 38.69 40-8 3/8 V11 7,301.02 20,522.00 25,638.17 6,785.41 2,000.00 2,265.82 30.35 42-8 3/8 W4 7,301.02 20,522.00 14,825.45 3,933.85 9,247.04 2,426.20 38.69 42-8 3/8 W3 7,300.52 12,080.63 14,825.45 3,933.85 2,352.78 8,930.89 33.43 44-8 3/8 V1S 7,300.52 12,080.63 0.00 0.00 2,325.26 2,647.21 35.29 47-4 3/8 W2 7,300.52 12,252.20 0.00 0.00 14,685.04 3,880.86 49.91 45-10 3/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:25 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J4 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 256.21 384.32 15-10 3/4 17-91/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 21.63 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 12,224.92 12,089.61 45,200.29 12,080.63 12,252.20 Max Load Fillers TC: fa 6,438.23 6,366.97 23,804.66 6,362.24 6,452.60 49,729.63 Maximum K L/r 67.89 72.07 46.33 82.37 55.66 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 40,668.98 29,536.73 38,085.59 45,804.73 OAURyy- Fa 20,590.65 19,775.93 24,401.39 17,722.04 22,851.36 TC 504.2828 F'e 348,626.47 309,335.13 748,514.63 236,834.72 518,600.69 BC OAURyy. Cm 0.9908 0.9897 0.9787 0.9866 0.9938 420.29 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,391.80 2,391.80 BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,604.10 999.97 0.94 Panel Pointfb 2,732.15 2,732.15 1,721.12 2,804.21 2,804.21 116.909021 Mid Panel fb 859.00 612.84 452.96 989.90 1,172.39 TC Shear Stress: Fillers 0 0 0 0 0 9,245.47 Panel Point Stress 9,170.38 9,099.13 25,525.78 9,166.45 9,256.81 BC Shear Stress: Mid Panel Stress 0.3403 0.3417 0.9903 0.3911 0.3198 13,625.66 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,625.74 16,730.22 3,894.37 5,996.13 6.23 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,512.63 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,352.78 18,714.09 8,930.89 9,477.88 3.42 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,247.04 10,742.43 2,426.20 4,985.18 4.83 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.08 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,171.23 24,373.24 8,311.30 10,323.31 2.99 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,375.56 7,826.93 1,916.26 3,318.29 4.87 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,280.85 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,661.29 14,381.54 6,439.82 6,473.51 2.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,504.08 5,758.64 1,406.32 1,869.32 4.12 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,291.92 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,151.35 10,742.43 4,568.33 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,632.59 4,802.89 896.38 1,417.09 3.18 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,299.30 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,066.71 7,826.93 2,951.43 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,951.43 4,802.89 1,067.09 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,302.97 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,487.70 7,826.93 2,951.43 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,487.70 7,826.93 2,951.43 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:25 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J4 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,409.78 7,826.93 3,017.05 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,951.43 4,802.89 1,067.09 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 2,951.43 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,409.78 7,826.93 3,013.02 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,632.59 4,802.89 896.38 1,417.09 3.18 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,151.35 10,742.43 4,568.33 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,291.78 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,504.08 5,758.64 1,406.32 1,869.32 4.12 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,661.29 14,381.54 6,439.82 6,473.51 2.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 2,000.00 5,758.64 2,280.65 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,375.56 7,826.93 1,916.26 3,318.29 4.87 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.23 24,373.24 8,311.30 10,323.31 2.99 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,265.82 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,247.04 10,742.43 2,426.20 4,985.18 4.83 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,352.78 18,714.09 8,930.89 9,477.88 3.42 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,647.21 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,685.04 16,730.22 3,880.86 6,092.85 6.26 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:25 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 J4 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-7 1/8 Clear Bearing 0-4 5/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:36 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J5 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 49-0 32.00 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3/8 3-5 5/8 TC Panel 2-4 3/8 1-11 5/8 L L L First Half 1-2 1-2 First Diag. 4-8 3/8 4-7 5/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 L-BL Conc @ any pp(Ibs) CL(1) 100.00 0.00 TC + Conc Load (Ibs) CL(1) 420.00 0.00 TC + 26-0 32-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 26-0 32-0 L-OAL Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) CL(3) 100.00 0.00 TC + Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 26-0 32-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 26-0 32-0 L-OAL Stress Analysis Summary int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,291.31 9,359.94 2,339.99 45,644.46 45,973.66 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,311.28 12,291.43 0.00 0.00 14,790.46 3,894.37 50.51 0-2 V1S 7,307.19 12,156.12 0.00 0.00 2,209.88 2,622.76 33.43 2-4 3/8 W3 7,307.19 12,156.12 15,066.95 3,983.27 2,352.78 9,030.90 33.43 3-6 3/8 W4 7,306.69 20,769.52 15,066.95 3,983.27 9,362.82 2,426.20 38.69 4-8 3/8 V2 7,306.69 20,769.52 15,066.95 3,983.27 2,000.00 2,366.08 30.35 6-8 3/8 W5 7,306.69 20,769.52 25,891.69 6,824.95 2,171.23 8,416.67 38.69 6-8 3/8 W6 8,008.57 30,433.47 25,891.69 6,824.95 7,480.93 1,916.26 38.69 8-8 3/8 V3 8,008.57 30,433.47 25,891.69 6,824.95 2,000.00 2,380.85 30.35 10-8 3/8 W7 8,008.57 30,433.47 34,394.85 9,034.04 1,661.29 6,534.78 38.69 10-8 3/8 W8 9,901.37 37,775.84 34,394.85 9,034.04 5,599.04 1,406.32 38.69 12-8 3/8 V4 9,901.37 37,775.84 34,394.85 9,034.04 2,000.00 2,391.92 30.35 14-8 3/8 W9 9,901.37 37,775.84 40,576.45 10,610.55 1,151.35 4,652.89 38.69 14-8 3/8 W10 11,161.59 42,796.65 40,576.45 10,610.55 3,717.15 896.38 38.69 16-83/8 V5 11,161.59 42,796.65 40,576.45 10,610.55 2,000.00 2,399.30 30.35 18-8 3/8 W 11 11,161.59 42,796.65 44,436.45 11,554.49 1,066.71 2,983.14 38.69 18-8 3/8 W 12 1 11,789.23 45,495.87 44,436.45 11,554.49 2,983.14 1,067.09 38.69 20-8 3/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:36 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J5 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V6 11,789.23 45,495.87 44,436.45 11,554.49 2,000.00 2,402.97 30.35 22-8 3/8 W 13 11,789.23 45,495.87 45,973.66 11,865.83 1,550.79 2,983.14 38.69 22-8 3/8 W 13 11,784.29 45,644.46 45,973.66 11,865.83 1,550.79 2,983.14 38.69 24-8 3/8 V7 11,784.29 45,644.46 45,973.66 11,865.83 2,509.78 3,117.05 30.35 26-8 3/8 W 12 11,784.29 45,644.46 44,551.51 11,544.60 2,983.14 1,067.09 38.69 26-8 3/8 Will 11,146.77 42,878.18 44,551.51 11,544.60 1,066.71 2,983.14 38.69 28-8 3/8 V8 11,146.77 42,878.18 44,551.51 11,544.60 2,509.78 3,113.02 30.35 30-8 3/8 W10 11,146.77 42,878.18 40,624.45 10,590.79 3,717.15 896.38 38.69 30-83/8 W9 9,876.66 37,790.32 40,624.45 10,590.79 1,151.35 4,652.89 38.69 32-8 3/8 V9 9,876.66 37,790.32 40,624.45 10,590.79 2,000.00 2,391.78 30.35 34-8 3/8 W8 9,876.66 37,790.32 34,375.80 9,004.39 5,599.04 1,406.32 38.69 34-8 3/8 W7 7,973.97 30,380.89 34,375.80 9,004.39 1,661.29 6,534.78 38.69 36-8 3/8 V10 7,973.97 30,380.89 34,375.80 9,004.39 2,000.00 2,380.65 30.35 38-8 3/8 W6 7,973.97 30,380.89 25,805.58 6,785.41 7,480.93 1,916.26 38.69 38-8 3/8 W5 7,301.02 20,649.88 25,805.58 6,785.41 2,171.23 8,416.67 38.69 40-8 3/8 V11 7,301.02 20,649.88 25,805.58 6,785.41 2,000.00 2,365.82 30.35 42-8 3/8 W4 7,301.02 20,649.88 14,913.79 3,933.85 9,362.82 2,426.20 38.69 42-8 3/8 W3 7,300.52 12,145.90 14,913.79 3,933.85 2,352.78 9,030.90 33.43 44-8 3/8 V1S 7,300.52 12,145.90 0.00 0.00 2,325.26 2,763.48 35.29 47-4 3/8 W2 7,300.52 12,317.47 0.00 0.00 14,848.65 3,880.86 49.91 45-10 3/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:36 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J5 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 256.21 384.32 15-10 3/4 17-91/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.38 28.00 24.00 32.00 21.63 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 12,291.43 12,156.12 45,644.46 12,145.90 12,317.47 Max Load Fillers TC: fa 6,473.26 6,402.00 24,038.58 6,396.62 6,486.98 49,729.63 Maximum K L/r 67.89 72.07 46.33 82.37 55.66 Max Load no Fillers TC: Fcr 34,317.75 32,959.88 40,668.98 29,536.73 38,085.59 45,804.73 OAURyy- Fa 20,590.65 19,775.93 24,401.39 17,722.04 22,851.36 TC 504.2828 F'e 348,626.47 309,335.13 748,514.63 236,834.72 518,600.69 BC OAURyy. Cm 0.9907 0.9897 0.9785 0.9865 0.9937 420.29 Panel Point Moment 2,330.34 2,330.34 1,468.00 2,391.80 2,391.80 BC Stress: Mid Panel Moment 1,391.99 993.08 734.00 1,604.10 999.97 0.95 Panel Point fb 2,732.15 2,732.15 1,721.12 2,804.21 2,804.21 BC URz. 116.9021 Mid Panel fb 859.00 612.84 452.96 989.90 1,172.39 TC Shear Stress: Fillers 0 0 0 0 0 9,348.48 Panel Point Stress 9,205.41 9,134.15 25,759.70 9,200.83 9,291.18 BC Shear Stress: Mid Panel Stress 0.3420 0.3435 0.9998 0.3931 0.3213 13,777.46 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,790.46 16,730.22 3,894.37 5,996.13 6.30 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.88 7,826.93 2,622.76 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,352.78 18,714.09 9,030.90 9,477.88 3.46 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,362.82 10,742.43 2,426.20 4,985.18 4.89 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,366.08 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,171.23 24,373.24 8,416.67 10,323.31 3.02 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,480.93 7,826.93 1,916.26 3,318.29 4.94 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,380.85 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,661.29 16,730.22 6,534.78 7,210.82 2.79 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,599.04 5,758.64 1,406.32 1,869.32 4.19 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,391.92 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,151.35 10,742.43 4,652.89 4,985.18 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,717.15 4,802.89 896.38 1,417.09 3.25 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,399.30 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,066.71 7,826.93 2,983.14 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,983.14 4,802.89 1,067.09 1,417.09 2.61 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,402.97 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,550.79 7,826.93 2,983.14 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,550.79 7,826.93 2,983.14 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:36 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J5 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,509.78 7,826.93 3,117.05 4,107.05 2.06 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,983.14 4,802.89 1,067.09 1,417.09 2.61 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 2,983.14 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,509.78 7,826.93 3,113.02 4,107.05 2.06 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,717.15 4,802.89 896.38 1,417.09 3.25 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,151.35 10,742.43 4,652.89 4,985.18 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,391.78 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,599.04 5,758.64 1,406.32 1,869.32 4.19 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,661.29 16,730.22 6,534.78 7,210.82 2.79 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,380.65 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,480.93 7,826.93 1,916.26 3,318.29 4.94 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.23 24,373.24 8,416.67 10,323.31 3.02 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,365.82 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,362.82 10,742.43 2,426.20 4,985.18 4.89 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,352.78 18,714.09 9,030.90 9,477.88 3.46 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,763.48 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,848.65 16,730.22 3,880.86 6,092.85 6.33 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:39:36 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J5 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 0-6 Clear Bearing 0-7 1/8 Clear Bearing 0-4 5/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 0.0000 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 0.0000 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:34 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J6 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-5 49-1 32.00 30.71 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 5/8 3-6 3/8 TC Panel 2-4 5/8 2-0 3/8 L L First Half 1-2 1-2 First Diag. 4-8 5/8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-5 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-5 L-BL Conc @ any pp(Ibs) CL(1) 100.00 0.00 TC + Conc Load (Ibs) CL(1) 420.00 0.00 TC + 26-0 32-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-5 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 26-0 32-0 L-OAL Axial (Ibs) SM (3) 42,000.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) CL(3) 100.00 0.00 TC + Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-5 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-5 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 26-0 32-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 26-0 32-0 L-OAL Stress Analysis Summary int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,306.63 9,375.13 2,343.78 65,763.72 45,583.56 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 43,709.29 48,669.11 0.00 0.00 14,756.43 3,885.54 50.93 0-2 V1S 43,705.93 48,534.77 0.00 0.00 2,204.08 2,618.68 33.75 2-4 5/8 W3 43,705.93 48,534.77 14,978.85 3,960.09 2,345.66 9,003.29 33.75 3-6 5/8 W4 43,705.52 52,598.95 14,978.85 3,960.09 9,310.14 2,412.63 38.98 4-8 5/8 V2 43,705.52 52,598.95 14,978.85 3,960.09 2,000.00 2,365.85 30.71 6-8 5/8 W5 43,705.52 52,598.95 25,688.44 6,771.62 2,158.80 8,368.90 38.98 6-8 5/8 W6 43,705.00 56,964.05 25,688.44 6,771.62 7,437.38 1,904.98 38.98 8-8 5/8 V3 43,705.00 56,964.05 25,688.44 6,771.62 2,000.00 2,380.47 30.71 10-8 5/8 W7 43,705.00 56,964.05 34,103.75 8,957.99 1,651.16 6,495.50 38.98 10-8 5/8 W8 43,704.48 60,519.70 34,103.75 8,957.99 5,563.97 1,397.34 38.98 12-8 5/8 V4 43,704.48 60,519.70 34,103.75 8,957.99 2,000.00 2,391.43 30.71 14-8 5/8 W9 43,704.48 60,519.70 40,224.77 10,519.23 1,143.52 4,622.08 38.98 14-8 5/8 W 10 43,703.96 63,265.92 40,224.77 10,519.23 3,690.56 889.70 38.98 16-8 5/8 V5 43,703.96 63,265.92 40,224.77 10,519.23 2,000.00 2,398.73 30.71 18-8 5/8 W11 43,703.96 63,265.92 44,051.50 11,455.32 1,061.91 2,974.51 38.98 18-85/8 W 12 1 43,703.45 65,202.71 44,051.50 11,455.32 2,974.51 1,062.22 38.98 20-8 5/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:34 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J6 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V6 43,703.45 65,202.71 44,051.50 11,455.32 2,000.00 2,402.38 30.71 22-8 5/8 W13 43,703.45 65,202.71 45,583.56 11,766.26 1,547.42 2,974.51 38.98 22-85/8 W13 43,702.93 65,763.72 45,583.56 11,766.26 1,547.42 2,974.51 38.98 24-85/8 V7 43,702.93 65,763.72 45,583.56 11,766.26 2,509.78 3,252.94 30.71 26-8 5/8 W12 43,702.93 65,763.72 44,191.97 11,452.06 2,974.51 1,062.22 38.98 26-85/8 W11 43,702.41 63,721.70 44,191.97 11,452.06 1,061.91 2,974.51 38.98 28-85/8 V8 43,702.41 63,721.70 44,191.97 11,452.06 2,509.78 3,248.98 30.71 30-8 5/8 W 10 43,702.41 63,721.70 40,323.18 10,512.71 3,690.56 889.70 38.98 30-8 5/8 W9 43,701.89 60,870.25 40,323.18 10,512.71 1,143.52 4,622.08 38.98 32-8 5/8 V9 43,701.89 60,870.25 40,323.18 10,512.71 2,000.00 2,391.38 30.71 34-8 5/8 W8 43,701.89 60,870.25 34,160.12 8,948.23 5,563.97 1,397.34 38.98 34-8 5/8 W7 43,701.37 57,209.37 34,160.12 8,948.23 1,651.16 6,495.50 38.98 36-8 5/8 V10 43,701.37 57,209.37 34,160.12 8,948.23 2,000.00 2,380.40 30.71 38-8 5/8 W6 43,701.37 57,209.37 25,702.78 6,758.59 7,437.38 1,904.98 38.98 38-8 5/8 W5 43,700.85 52,739.04 25,702.78 6,758.59 2,158.80 8,368.90 38.98 40-8 5/8 V11 43,700.85 52,739.04 25,702.78 6,758.59 2,000.00 2,365.76 30.71 42-8 5/8 W4 43,700.85 52,739.04 14,951.15 3,943.81 9,310.14 2,412.63 38.98 42-8 5/8 W3 43,700.44 48,581.71 14,951.15 3,943.81 2,345.66 9,003.29 33.75 44-8 5/8 V1S 43,700.44 48,581.71 0.00 0.00 2,318.17 2,759.49 35.60 47-4 5/8 W2 43,700.44 48,753.64 0.00 0.00 14,919.89 3,899.59 50.73 45-10 5/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:34 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J6 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1875 0.6936 0.4649 1.7415 0.6317 0.5713 0.9905 A46A28=2.8750 x 2.3128 x.250 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 909.30 287.28 430.92 23-8 7/8 17-101/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.63 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.7086 Axial Load 48,669.11 48,534.77 65,763.72 48,581.71 48,753.64 Max Load Fillers TC: fa 20,492.26 20,435.69 27,689.99 20,455.46 20,527.85 66,590.77 Maximum K L/r 57.27 60.23 25.95 68.83 48.13 Max Load no Fillers TC: Fcr 39,054.97 38,084.26 47,169.21 35,141.31 41,877.75 62,727.97 TC Fa 23,432.98 22,850.56 28,301.53 21,084.79 25,126.65 338.21 Ryy 38.21 F'e 194,239.11 175,630.47 424,982.34 134,467.08 275,036.19 BC OAL/Ryy. Cm 0.9472 0.9418 0.9563 0.9239 0.9627 421.00 Panel Point Moment 2,370.54 2,370.54 1,468.00 2,439.67 2,439.66 BC stress: Mid Panel Moment 1,455.63 978.77 734.00 1,587.45 969.77 0.94 BC LIRz.- Panel Point fb 3,487.76 3,487.76 2,159.86 3,589.46 3,589.46 116.909021 Mid Panel fb 804.76 541.13 405.80 877.64 1,426.82 TC Shear Stress: Fillers 0 0 8 0 0 10,620.07 Panel Point Stress 23,980.01 23,923.45 29,849.84 24,044.92 24,117.31 BC Shear stress: Mid Panel Stress 0.9022 0.9132 0.9914 1.0027 0.8639 13,789.86 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,756.43 16,730.22 3,885.54 5,929.88 6.29 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,204.08 7,826.93 2,618.68 3,776.78 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,345.66 18,714.09 9,003.29 9,403.78 3.44 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,310.14 10,742.43 2,412.63 4,948.89 4.86 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,365.85 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,158.80 24,373.24 8,368.90 10,243.56 3.01 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,437.38 8,984.69 1,904.98 4,000.54 4.24 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V3 2,000.00 5,758.64 2,380.47 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,651.16 16,730.22 6,495.50 7,157.02 2.77 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,563.97 5,758.64 1,397.34 1,842.19 4.16 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,391.43 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,143.52 10,742.43 4,622.08 4,948.89 2.41 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,690.56 4,802.89 889.70 1,396.53 3.23 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,398.73 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,061.91 7,826.93 2,974.51 3,292.65 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,974.51 4,802.89 1,062.22 1,396.53 2.60 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,402.38 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,547.42 7,826.93 2,974.51 3,292.65 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,547.42 7,826.93 2,974.51 3,292.65 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:34 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J6 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,509.78 7,826.93 3,252.94 4,071.34 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,974.51 4,802.89 1,062.22 1,396.53 2.60 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,061.91 7,826.93 2,974.51 3,292.65 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,509.78 7,826.93 3,248.98 4,071.34 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,690.56 4,802.89 889.70 1,396.53 3.23 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,143.52 10,742.43 4,622.08 4,948.89 2.41 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,391.38 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,563.97 5,758.64 1,397.34 1,842.19 4.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,651.16 16,730.22 6,495.50 7,157.02 2.77 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,380.40 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,437.38 8,984.69 1,904.98 4,000.54 4.24 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,158.80 24,373.24 8,368.90 10,243.56 3.01 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,365.76 2,774.99 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,310.14 10,742.43 2,412.63 4,948.89 4.86 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,345.66 18,714.09 9,003.29 9,403.78 3.44 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,318.17 7,826.93 2,759.49 3,602.75 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,919.89 16,730.22 3,899.59 5,961.40 6.36 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:34 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J6 TCX Design TCX Left TCX Right TCX Length 0-2 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 0-8 BPL Length 0-6 Clear Bearing 0-6 3/4 Clear Bearing 0-4 3/8 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.6797 Section Modulus 0.0000 Reqd SM 0.0082 Reqd SM 0.0000 Mom of Inertia 1.1426 Mom of Inertia 0.0000 Reqd MI 0.0007 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:37:52 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J7 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-41/2 49-01/2 32.00 30.35 11 @4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 1/8 3-6 3/8 TC Panel 2-4 1/8 2-0 3/8 L L L First Half 1-2 1-2 First Diag. 4-8 1/8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 1/2 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 1/2 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 26-0 32-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 1/2 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 26-0 32-0 L-OAL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 1/2 L-BL Axial (Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 1/2 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc Load (Ibs) CL(3) 420.00 0.00 TC + 26-0 32-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 26-0 32-0 L-OAL Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,197.98 9,269.60 2,317.40 45,305.41 45,547.85 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,300.00 12,193.08 0.00 0.00 14,584.47 3,884.16 50.31 0-2 V1S 7,300.00 12,058.39 0.00 0.00 2,202.51 2,511.20 33.43 2-41/8 W3 7,300.00 12,058.39 14,926.28 3,970.53 2,348.19 8,915.70 33.43 3-6 1/8 W4 7,300.00 20,600.21 14,926.28 3,970.53 9,229.46 2,423.55 38.69 4-8 1/8 V2 7,300.00 20,600.21 14,926.28 3,970.53 2,000.00 2,266.02 30.35 6-8 1/8 W5 7,300.00 20,600.21 25,693.74 6,818.79 2,168.58 8,293.72 38.69 6-8 1/8 W6 8,005.71 30,206.88 25,693.74 6,818.79 7,357.97 1,913.61 38.69 8-81/8 V3 8,005.71 30,206.88 25,693.74 6,818.79 2,000.00 2,280.83 30.35 10-81/8 W7 8,005.71 30,206.88 34,139.63 9,034.48 1,658.64 6,422.23 38.69 10-81/8 W8 9,905.10 37,491.98 34,139.63 9,034.48 5,486.49 1,403.67 38.69 12-81/8 V4 9,905.10 37,491.98 34,139.63 9,034.48 2,000.00 2,291.94 30.35 14-81/8 W9 9,905.10 37,491.98 40,263.95 10,617.58 1,148.70 4,550.75 38.69 14-81/8 W 10 11,171.91 42,455.52 40,263.95 10,617.58 3,615.01 893.73 38.69 16-8 1/8 V5 11,171.91 42,455.52 40,263.95 10,617.58 2,000.00 2,299.36 30.35 18-81/8 W 11 11,171.91 42,455.52 44,066.69 11,568.10 1,066.71 2,954.34 38.69 18-8 1/8 W12 11,806.14 45,097.46 44,066.69 11,568.10 2,954.34 1,066.71 38.69 20-81/8 V6 11,806.14 45,097.46 44,066.69 11,568.10 2,000.00 2,303.07 30.35 22-8 1/8 W13 1 11,806.14 45,097.46 45,547.85 11,886.04 1,488.58 2,954.34 38.69 22-81/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:37:52 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J7 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W13 11,807.79 45,305.41 45,547.85 11,886.04 1,488.58 2,954.34 38.69 24-81/8 V7 11,807.79 45,305.41 45,547.85 11,886.04 2,409.78 3,017.20 30.35 26-81/8 W12 11,807.79 45,305.41 44,262.89 11,571.40 2,954.34 1,066.71 38.69 26-81/8 Will 11,176.86 42,639.99 44,262.89 11,571.40 1,066.71 2,954.34 38.69 28-8 1/8 V8 11,176.86 42,639.99 44,262.89 11,571.40 2,409.78 3,013.21 30.35 30-81/8 W 10 11,176.86 42,639.99 40,436.70 10,624.17 3,615.01 893.73 38.69 30-8 1/8 W9 9,913.34 37,653.01 40,436.70 10,624.17 1,148.70 4,550.75 38.69 32-81/8 V9 9,913.34 37,653.01 40,436.70 10,624.17 2,000.00 2,291.99 30.35 34-8 1/8 W8 9,913.34 37,653.01 34,288.92 9,044.36 5,486.49 1,403.67 38.69 34-81/8 W7 8,017.24 30,344.45 34,288.92 9,044.36 1,658.64 6,422.23 38.69 36-8 1/8 V10 8,017.24 30,344.45 34,288.92 9,044.36 2,000.00 2,280.90 30.35 38-8 1/8 W6 8,017.24 30,344.45 25,819.57 6,831.97 7,357.97 1,913.61 38.69 38-81/8 W5 7,300.00 20,714.31 25,819.57 6,831.97 2,168.58 8,293.72 38.69 40-8 1/8 V11 7,300.00 20,714.31 25,819.57 6,831.97 2,000.00 2,266.11 30.35 42-8 1/8 W4 7,300.00 20,714.31 15,028.65 3,987.00 9,229.46 2,423.55 38.69 42-8 1/8 W3 7,300.00 12,176.90 15,028.65 3,987.00 2,348.19 8,915.70 33.43 44-8 1/8 V1S 7,300.00 12,176.90 0.00 0.00 2,325.26 2,651.80 35.29 47-4 1/8 W2 7,300.00 12,350.87 0.00 0.00 14,856.95 3,925.58 50.51 45-101/8 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:37:52 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J7 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 255.56 383.34 15-10 3/4 17-9 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.13 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 12,193.08 12,058.39 45,305.41 12,176.90 12,350.87 Max Load Fillers TC: fa 6,421.47 6,350.53 23,860.02 6,412.95 6,504.57 49,729.63 Maximum K L/r 67.25 72.07 46.33 82.37 57.59 Max Load no Fillers TC: Fcr 34,524.16 32,959.88 40,668.98 29,536.73 37,515.66 45,804.73 OAURyy- Fa 20,714.50 19,775.93 24,401.39 17,722.04 22,509.39 TC 504.7171 F'e 355,330.69 309,335.13 748,514.63 236,834.72 484,416.84 BC OAURyy. Cm 0.9910 0.9897 0.9786 0.9865 0.9933 420.65 Panel Point Moment 2,379.59 2,379.59 1,468.00 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,526.10 975.55 734.00 1,587.45 969.77 0.94 Panel Pointfb 2,789.89 2,789.89 1,721.12 2,860.33 2,860.33 116.909021 Mid Panel fb 941.76 602.02 452.96 979.62 1,136.99 TC Shear Stress: Fillers 0 0 0 0 0 9,262.51 Panel Point Stress 9,211.36 9,140.42 25,581.14 9,273.27 9,364.89 BC Shear Stress: Mid Panel Stress 0.3402 0.3405 0.9925 0.3937 0.3253 13,640.32 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,584.47 16,730.22 3,884.16 6,028.21 6.22 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,202.51 7,826.93 2,511.20 3,808.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,348.19 18,714.09 8,915.70 9,477.88 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,229.46 10,742.43 2,423.55 4,985.18 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.02 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,168.58 18,714.09 8,293.72 8,302.95 3.17 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,357.97 7,826.93 1,913.61 3,318.29 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,280.83 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,658.64 14,381.54 6,422.23 6,473.51 2.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,486.49 5,758.64 1,403.67 1,869.32 4.11 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,291.94 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,148.70 10,742.43 4,550.75 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,615.01 4,802.89 893.73 1,417.09 3.16 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,299.36 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,066.71 7,826.93 2,954.34 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,954.34 4,802.89 1,066.71 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.07 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,488.58 7,826.93 2,954.34 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,488.58 7,826.93 2,954.34 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:37:52 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J7 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,409.78 7,826.93 3,017.20 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,954.34 4,802.89 1,066.71 1,417.09 2.58 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,066.71 7,826.93 2,954.34 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,409.78 7,826.93 3,013.21 4,107.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,615.01 4,802.89 893.73 1,417.09 3.16 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,148.70 10,742.43 4,550.75 4,985.18 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,291.99 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,486.49 5,758.64 1,403.67 1,869.32 4.11 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,658.64 14,381.54 6,422.23 6,473.51 2.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 2,000.00 5,758.64 2,280.90 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,357.97 7,826.93 1,913.61 3,318.29 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,168.58 18,714.09 8,293.72 8,302.95 3.17 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V11 2,000.00 5,758.64 2,266.11 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,229.46 10,742.43 2,423.55 4,985.18 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,348.19 18,714.09 8,915.70 9,477.88 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,325.26 7,826.93 2,651.80 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,856.95 16,730.22 3,925.58 5,996.13 6.33 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:37:52 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 �J7 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-4 3/4 Clear Bearing 0-4 5/8 BPL Material:2024=2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(W L+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+W L+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:31:49 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J8 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 14-7 5/8 14-3 5/8 32.00 30.75 �2@4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 4-0 5/8 TC Panel 1-6 2-0 5/8 First Half 1-0 2-7 First Diag. 4-0 6-7 5/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 14-7 5/8 L-BL Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 14-7 5/8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 14-7 5/8 L-BL Axial (Ibs) SM (3) 9,000.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 14-7 5/8 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 14-7 5/8 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 55.00 3,711.65 3,762.59 940.65 11,354.02 4,860.57 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,014.55 10,457.21 0.00 0.00 5,417.24 966.64 45.85 0-2 V1S 9,006.06 10,315.68 0.00 0.00 3,243.93 3,733.34 35.63 1-6 W3 9,006.06 10,315.68 3,597.77 782.94 602.63 2,820.63 33.01 3-0 W4 9,004.47 11,354.02 3,597.77 782.94 3,007.77 1,717.13 39.01 4-0 W4 9,004.47 11,354.02 4,860.57 988.60 3,007.77 1,717.13 39.01 6-0 W3 9,002.05 10,627.06 4,860.57 988.60 1,389.29 2,798.05 43.67 8-0 V1S 9,002.05 10,627.06 0.00 0.00 3,337.70 4,278.49 39.01 12-7 W2 9,002.05 10,945.50 0.00 0.00 6,638.35 1,127.54 55.85 10-7 Standard Verticals Member Position Max Tension Max Comp. Le%3075] V2 Interior 2,772.00 3,233.49 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:31:49 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J8 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 A38618= 1.8750 x 2.5630 x.199 BC 0.2597 0.4298 0.2574 1.0513 0.3969 0.0480 0.9471 A16B= 1.3750 x 0.102 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 372.97 4,762.97 7,144.46 16-10 3/8 21-0 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 55.00 22.63 1.1250 Min Weld Len 2X. Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,457.21 10,315.68 11,354.02 10,627.06 10,945.50 Max Load Fillers TC: fa 6,467.84 6,380.31 7,022.53 6,572.90 3,147.25 40,843.23 Maximum K L/r 41.75 78.29 46.97 71.76 59.04 Max Load no Fillers TC: Fcr 42,377.78 31,173.11 41,025.79 33,384.71 37,510.16 37,489.62 OALARyy Fa 25,426.67 18,703.87 24,615.47 20,030.82 22,506.10 TC 144.1616 F'e 744,454.38 211,755.91 588,210.81 63,001.76 874,100.25 BCOAL/Ryy. Cm 0.9957 0.9849 0.9920 0.9478 0.9982 163.25 Panel Point Moment 3,376.68 4,293.95 3,233.78 12,140.61 10,243.57 BC Stress: Mid Panel Moment 1,448.51 3,333.08 2,228.00 7,969.75 3,676.01 0.31 BC LIRz.- Panel Point fb 5,374.27 6,834.19 5,146.83 19,322.80 2,917.44 213.676752 Mid Panel fb 1,142.96 2,629.99 1,758.02 6,288.59 1,046.95 TC Shear Stress: Fillers 0 0 0 1 0 4,793.40 Panel Point Stress 11,842.11 13,214.49 12,169.36 25,895.70 6,064.69 BC Shear Stress: Mid Panel Stress 0.2901 0.4255 0.3403 0.5515 0.1065 17,339.37 Web Design Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 5,417.24 7,826.93 966.64 3,022.85 3.58 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 602.63 7,826.93 2,820.63 3,847.67 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 3,007.77 5,758.64 1,717.13 1,839.16 2.25 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 3,007.77 5,758.64 1,717.13 1,839.16 2.25 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W3 1,389.29 7,826.93 2,798.05 2,879.05 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 6,638.35 7,826.93 1,127.54 2,044.38 4.38 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V1 3,337.70 10,742.43 4,278.49 4,944.80 2.33 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,772.00 7,826.93 3,233.49 4,067.33 2.13 x 0.102 1 C16BB= 1.125 x 1.025 x.102 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:31:49 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J8 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 2-6 3/8 Clear Bearing 0-7 1/8 Clear Bearing 0-5 3/4 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.6283 Section Modulus 2.7859 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 1.0766 Mom of Inertia 5.4368 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:26:20 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J9 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-3 5/8 43-11 5/8 32.00 30.39 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-0 3-1 5/8 TC Panel 1-6 1-5 5/8 First Half 1-0 1-2 First Diag. 4-0 4-3 5/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-3 5/8 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) SM (2) 990.00 0.00 TC - Uniform (plf) SM (2) 79.00 79.00 TC - 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM (3) 79.00 79.00 TC + 0-0 44-3 5/8 L-BL Conc @ any pp(Ibs) SM (3) 990.00 0.00 TC + Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-3 5/8 L-BL Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-3 5/8 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 44-3 5/8 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,870.88 9,876.01 2,469.00 42,857.49 42,251.43 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,015.75 15,959.97 0.00 0.00 14,406.55 4,018.12 45.60 0-2 V1S 9,007.15 15,681.66 0.00 0.00 3,291.11 4,324.17 35.32 1-6 W3 9,007.15 15,681.66 13,028.01 3,156.21 2,609.40 9,398.77 32.67 3-0 W4 9,006.63 22,058.83 13,028.01 3,156.21 9,980.91 2,866.10 38.73 4-0 W5 9,006.63 22,058.83 24,123.32 5,952.48 2,550.10 8,835.50 38.73 6-0 W6 9,005.93 29,109.70 24,123.32 5,952.48 7,805.94 2,348.77 38.73 8-0 W7 9,005.93 29,109.70 32,666.33 8,249.66 2,032.77 6,660.53 38.73 10-0 W8 9,211.09 35,980.72 32,666.33 8,249.66 5,630.97 1,831.44 38.73 12-0 W9 9,211.09 35,980.72 38,657.02 10,047.75 1,515.43 4,632.58 38.73 14-0 W10 10,759.64 40,695.25 38,657.02 10,047.75 4,065.88 1,314.11 38.73 16-0 W 11 10,759.64 40,695.25 42,095.41 11,346.75 1,179.22 3,147.06 38.73 18-0 W12 1 11,809.09 42,857.49 42,095.41 11,346.75 3,146.04 1,638.06 38.73 20-0 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:26:20 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J9 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W 12 11,809.09 42,857.49 42,251.43 11,423.90 3,146.04 1,638.06 38.73 22-0 Will 10,854.89 40,947.65 42,251.43 11,423.90 1,179.22 3,147.06 38.73 24-0 W10 10,854.89 40,947.65 39,005.79 10,161.11 4,065.88 1,314.11 38.73 26-0 W9 9,342.56 36,425.86 39,005.79 10,161.11 1,515.43 4,632.58 38.73 28-0 W8 9,342.56 36,425.86 33,207.85 8,399.24 5,630.97 1,831.44 38.73 30-0 W7 9,001.76 29,579.28 33,207.85 8,399.24 2,032.77 6,660.53 38.73 32-0 W6 9,001.76 29,579.28 24,857.60 6,138.27 7,805.94 2,348.77 38.73 34-0 W5 9,001.07 22,645.38 24,857.60 6,138.27 2,550.10 8,835.50 38.73 36-0 W4 9,001.07 22,645.38 13,955.04 3,378.22 9,980.91 2,866.10 38.73 38-0 W3 9,000.52 15,963.51 13,955.04 3,378.22 2,660.93 9,564.10 33.46 40-0 V1S 9,000.52 15,963.51 0.00 0.00 3,331.20 4,493.61 36.38 42-10 W2 9,000.52 16,297.10 0.00 0.00 14,811.73 4,114.22 46.83 41-2 Standard Verticals Member Position Max Tension Max Comp. Le%3039] V2 Interior 2,797.76 3,827.08 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:26:20 AM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J9 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 754.52 331.62 497.43 16-11/8 16-4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 30.00 24.00 34.00 15.63 1.1250 Min Weld Len 2X. Bending Load 404.00 404.00 404.00 404.00 404.00 0.5000 Axial Load 15,959.97 15,681.66 42,857.49 15,963.51 16,297.10 Max Load Fillers TC: fa 8,405.29 8,258.72 22,570.83 8,407.16 4,334.57 47,958.55 Maximum K L/r 41.18 77.22 46.33 87.52 40.22 Max Load no Fillers TC: Fcr 41,952.38 31,258.48 40,668.98 27,808.00 42,180.31 44,176.14 TC Fa 25,171.43 18,755.09 24,401.39 16,684.80 25,308.19 452.50 y 52.50 F'e 947,338.88 269,465.28 748,514.63 209,791.30 1,793,038.25 BCOAL/Ryy. Cm 0.9956 0.9847 0.9798 0.9800 0.9988 392.82 Panel Point Moment 3,584.70 4,519.79 3,393.78 5,784.16 4,769.12 BC Stress: Mid Panel Moment 1,473.99 3,491.15 2,308.00 4,045.59 1,385.52 0.99 BC LIRz.- Panel Pointfb 4,202.80 5,299.12 3,978.96 6,781.51 1,292.75 125.292937 Mid Panel fb 909.61 2,154.41 1,424.28 2,496.56 467.74 TC Shear Stress: Fillers 0 0 0 0 0 9,845.94 Panel Point Stress 12,608.09 13,557.85 26,549.79 15,188.67 5,627.31 BC Shear Stress: Mid Panel Stress 0.3628 0.5106 0.9711 0.5863 0.1022 16,681.34 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,406.55 16,730.22 4,018.12 6,782.97 6.14 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 2,609.40 18,714.09 9,398.77 9,647.71 3.60 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,980.91 14,381.54 2,866.10 6,468.31 4.48 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W5 2,550.10 24,373.24 8,835.50 10,314.59 3.17 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,805.94 8,984.69 2,348.77 4,028.02 4.45 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W7 2,032.77 16,730.22 6,660.53 7,204.94 2.84 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,630.97 5,758.64 1,831.44 1,866.33 4.21 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,515.43 10,742.43 4,632.58 4,981.22 2.42 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 4,065.88 4,802.89 1,314.11 1,414.83 3.56 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,179.22 7,826.93 3,147.06 3,315.49 2.08 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 3,146.04 5,758.64 1,638.06 1,866.33 2.35 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W12 3,146.04 5,758.64 1,638.06 1,866.33 2.35 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W11 1,179.22 7,826.93 3,147.06 3,315.49 2.08 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 4,065.88 4,802.89 1,314.11 1,414.83 3.56 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,515.43 10,742.43 4,632.58 4,981.22 2.42 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,630.97 5,758.64 1,831.44 1,866.33 4.21 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 2,032.77 16,730.22 6,660.53 7,204.94 2.84 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W6 7,805.94 8,984.69 2,348.77 4,028.02 4.45 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,550.10 24,373.24 8,835.50 10,314.59 3.17 x 0.188 1 C38BA= 1.125 x 1.845 x.199 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:26:20 AM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J9 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,980.91 14,381.54 2,866.10 6,468.31 4.48 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,660.93 24,373.24 9,564.10 11,825.64 3.44 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W2 14,811.73 16,730.22 4,114.22 6,586.45 6.31 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,331.20 10,742.43 4,493.61 5,282.29 2.35 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,797.76 7,826.93 3,827.08 4,103.13 2.49 x 0.102 1 C16BB= 1.125 x 1.025 x.102 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:26:20 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �J9 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 1-11 Clear Bearing 0-6 7/8 Clear Bearing 0-4 5/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.8529 Section Modulus 2.9622 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 5.7504 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:48:59 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILO1NO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 TJ12 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-91/4 44-51/4 32.00 30.53 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 2-11 5/8 3-7 5/8 L L TC Panel 1-5 5/8 1-11 5/8 First Half 1-0 1-2 /L\V\V\v X First Diag. 3-11 5/8 4-9 5/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-9 1/4 L-BL Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-9 1/4 L-BL Axial (Ibs) SM (3) 19,000.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-9 1/4 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,076.67 9,082.00 2,270.50 39,581.81 39,185.67 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 19,013.44 22,546.98 0.00 0.00 13,148.64 3,208.20 45.42 0-2 V1S 19,006.11 22,405.60 0.00 0.00 3,248.92 3,747.57 35.45 1-5 5/8 W3 19,006.11 22,405.60 11,797.73 3,035.89 2,113.09 8,663.78 32.81 2-115/8 W4 19,005.85 25,697.22 11,797.73 3,035.89 9,214.36 2,215.26 38.84 3-11 5/8 W5 19,005.85 25,697.22 21,977.39 5,616.56 1,960.88 8,174.07 38.84 5-11 5/8 W6 19,005.50 29,342.36 21,977.39 5,616.56 7,248.11 1,706.49 38.84 7-11 5/8 W7 19,005.50 29,342.36 29,868.24 7,568.45 1,452.11 6,207.82 38.84 9-11 5/8 W8 19,005.15 32,955.36 29,868.24 7,568.45 5,281.86 1,197.73 38.84 11-115/8 W9 19,005.15 32,955.36 35,470.28 8,891.54 943.34 4,248.72 38.84 13-115/8 W 10 19,004.81 37,412.99 35,470.28 8,891.54 3,322.76 943.43 38.84 15-11 5/8 W11 19,004.81 37,412.99 38,783.50 9,585.83 1,383.60 2,887.90 38.84 17-115/8 W12 19,004.46 39,581.81 38,783.50 9,585.83 2,887.90 1,673.59 38.84 19-115/8 W12 19,004.46 39,581.81 39,185.67 9,651.33 2,887.90 1,673.59 38.84 21-11 5/8 W11 19,004.11 38,053.58 39,185.67 9,651.33 1,383.60 2,887.90 38.84 23-11 5/8 W 10 19,004.11 38,053.58 36,349.28 9,088.04 3,322.76 943.43 38.84 25-11 5/8 W9 19,003.76 34,072.78 36,349.28 9,088.04 943.34 4,248.72 38.84 27-11 5/8 W8 19,003.76 34,072.78 31,224.08 7,895.95 5,281.86 1,197.73 38.84 29-11 5/8 W7 19,003.41 30,001.91 31,224.08 7,895.95 1,452.11 6,207.82 38.84 31-11 5/8 W6 1 19,003.41 30,001.91 23,810.07 6,075.06 7,248.11 1,706.49 38.84 33-11 5/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:48:59 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 TJ12 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 19,003.06 26,522.05 23,810.07 6,075.06 1,960.88 8,174.07 38.84 35-11 5/8 W4 19,003.06 26,522.05 14,107.24 3,625.38 9,214.36 2,215.26 38.84 37-11 5/8 W3 19,002.79 23,156.35 14,107.24 3,625.38 2,090.19 8,590.96 33.59 39-11 5/8 V1S 19,002.79 23,156.35 0.00 0.00 3,275.64 3,918.66 36.50 42-9 5/8 W2 19,005.08 23,347.87 0.00 0.00 14,800.09 3,604.10 51.62 41-1 5/8 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,772.001 3,283.27 30.53 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:48:59 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 TJ12 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 A38618= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 708.23 301.53 452.29 16-5 17-91/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 15.63 30.00 24.00 34.00 21.63 1.1250 Min Weld Len 2X. Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 22,546.98 22,405.60 39,581.81 23,156.35 23,347.87 Max Load Fillers TC: fa 13,945.43 13,857.99 24,481.57 14,322.33 5,848.96 40,843.23 Maximum K L/r 40.78 78.29 31.32 88.73 56.43 Max Load no Fillers TC: Fcr 42,618.09 31,173.11 44,702.41 27,591.05 38,310.00 37,489.62 OALARyy Fa 25,570.86 18,703.87 26,821.45 16,554.63 22,986.00 TC 447.9292 F'e 780,617.00 211,755.91 588,210.81 164,861.86 932,008.25 BCOAL/Ryy. Cm 0.9911 0.9673 0.9721 0.9566 0.9969 397.01 Panel Point Moment 3,341.78 4,293.60 3,233.78 5,588.57 5,150.87 BC stress: Mid Panel Moment 1,407.29 3,332.66 2,228.00 3,811.46 2,370.42 0.92 BC Panel Pointfb 5,318.73 6,833.62 5,146.83 8,894.69 1,271.23 125.29 25.2937 Mid Panel fb 1,110.43 2,629.66 1,758.02 3,007.47 779.85 TC Shear Stress: Fillers 0 0 4 0 0 11,338.83 Panel Point Stress 19,264.16 20,691.61 29,628.41 23,217.02 7,120.18 BC Shear stress: Mid Panel Stress 0.5805 0.8293 0.9696 0.9693 0.2788 15,340.15 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,148.64 14,381.54 3,208.20 6,137.90 5.90 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,113.09 18,714.09 8,663.78 9,617.49 3.32 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,214.36 10,742.43 2,215.26 4,966.83 4.81 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,960.88 18,714.09 8,174.07 8,271.42 3.13 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,248.11 7,826.93 1,706.49 3,305.32 4.79 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,452.11 14,381.54 6,207.82 6,449.43 2.79 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,281.86 5,758.64 1,197.73 1,855.52 3.95 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 943.34 10,742.43 4,248.72 4,966.83 2.22 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,322.76 4,802.89 943.43 1,406.64 2.91 x 0.077 1 C10AB= 1.125 x 0.756 x.077 Will 1,383.60 7,826.93 2,887.90 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,887.90 5,758.64 1,673.59 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,887.90 5,758.64 1,673.59 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,383.60 7,826.93 2,887.90 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,322.76 4,802.89 943.43 1,406.64 2.91 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 943.34 10,742.43 4,248.72 4,966.83 2.22 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,281.86 5,758.64 1,197.73 1,855.52 3.95 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,452.11 14,381.54 6,207.82 6,449.43 2.79 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,248.11 8,984.69 1,706.49 4,015.78 4.14 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 1,960.88 18,714.09 8,174.07 8,271.42 3.13 x 0.176 1 C34AA= 1.125 x 1.549 x.176 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:48:59 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 TJ12 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,214.36 10,742.43 2,215.26 4,966.83 4.81 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,090.19 18,714.09 8,590.96 9,440.37 3.29 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,800.09 16,730.22 3,604.10 5,821.57 6.31 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,275.64 8,984.69 3,918.66 4,388.14 2.14 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V2 2,772.00 7,826.93 3,283.27 4,088.95 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:48:59 AM NEW MILLENNIUM Location: Joist Description: FMark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH364/250 2 TCX Design TCX Left TCX Right TCX Length 0-2 TCX Length 0-0 1/2 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 BPL Length 2-6 1/2 Clear Bearing 0-6 1/8 Clear Bearing 0-6 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2525=2 1/2 x 2 1/2 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.01 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.6283 Section Modulus 3.0396 Reqd SM 0.0081 Reqd SM 0.0032 Mom of Inertia 1.0766 Mom of Inertia 6.0786 Reqd MI 0.0007 Reqd MI 0.0002 Seat Type:Lapped Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:26:39 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILO1NO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 TJ15 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-7 7/8 44-3 7/8 32.00 30.70 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 2-11 5/8 3-6 1/4 TC Panel 1-5 5/8 1-10 1/4 L L First Half 1-0 1-2 L L First Diag. 3-11 5/8 4-8 1/4 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-7 7/8 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-7 7/8 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-7 7/8 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-7 7/8 L-BL Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-7 7/8 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Stress Analysis Summary int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 8,066.77 8,066.77 2,016.69 34,934.17 34,751.86 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,300.00 10,272.68 0.00 0.00 11,613.27 3,190.46 45.53 0-2 V1S 7,300.00 10,132.04 0.00 0.00 2,318.50 2,583.16 35.58 1-5 5/8 W3 7,300.00 10,132.04 10,961.45 3,011.39 2,105.45 7,663.85 32.96 2-11 5/8 W4 7,300.00 15,901.85 10,961.45 3,011.39 8,020.91 2,203.55 38.96 3-11 5/8 W5 7,300.00 15,901.85 20,273.06 5,569.52 1,949.67 7,096.80 38.96 5-11 5/8 W6 7,300.00 24,075.08 20,273.06 5,569.52 6,172.70 1,695.80 38.96 7-11 5/8 W7 7,300.00 24,075.08 27,307.90 7,502.17 1,441.92 5,248.60 38.96 9-11 5/8 W8 8,233.94 29,971.54 27,307.90 7,502.17 4,324.50 1,188.05 38.96 11-115/8 W9 8,233.94 29,971.54 32,065.98 8,809.34 934.18 3,400.40 38.96 13-115/8 W 10 9,228.36 33,591.23 32,065.98 8,809.34 2,559.93 932.30 38.96 15-11 5/8 W11 9,228.36 33,591.23 34,547.30 9,491.02 1,161.79 2,559.93 38.96 17-115/8 W12 9,597.30 34,934.17 34,547.30 9,491.02 2,559.93 1,161.79 38.96 19-115/8 W12 9,597.30 34,934.17 34,751.86 9,547.21 2,559.93 1,161.79 38.96 21-11 5/8 W11 9,340.75 34,000.34 34,751.86 9,547.21 1,161.79 2,559.93 38.96 23-11 5/8 W 10 9,340.75 34,000.34 32,679.64 8,977.92 2,559.93 932.30 38.96 25-11 5/8 W9 8,458.72 30,789.75 32,679.64 8,977.92 934.18 3,400.40 38.96 27-11 5/8 W8 8,458.72 30,789.75 28,330.67 7,783.15 4,324.50 1,188.05 38.96 29-11 5/8 W7 7,300.00 25,302.39 28,330.67 7,783.15 1,441.92 5,248.60 38.96 31-11 5/8 W6 7,300.00 25,302.39 21,704.93 5,962.89 6,172.70 1,695.80 38.96 33-11 5/8 W5 7,300.00 17,538.28 21,704.93 5,962.89 1,949.67 7,096.80 38.96 35-11 5/8 W4 7,300.00 17,538.28 12,802.43 3,517.15 8,020.91 2,203.55 38.96 37-11 5/8 W3 7,300.00 10,640.69 12,802.43 3,517.15 2,094.58 7,624.27 33.74 39-11 5/8 V1S 1 7,300.00 10,640.69 0.00 0.00 2,387.06 2,710.55 36.64 42-9 5/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:26:39 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �TJ15 Stress Anal sis Summary,Continued... Member I TC Tension I TC Compresion BC Tension I BC Compresion I Web Tension I Web Comp. Web Length PP Dist. W2 1 7,300.001 10,826.501 0.001 0.001 12,795.991 3,515.38 50.62 41-1 5/8 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,000.001 2,282.70 30.70 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:26:39 AM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �TJ15 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.7132 0.7206 0.3726 1.2175 0.7275 0.3704 0.9837 A36618= 1.8750 x 2.2810 x.188 BC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A= 1.9380 x 0.176 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 626.71 268.90 403.34 16-91/2 15-113/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 15.63 30.00 24.00 34.00 20.25 1.1250 Min Weld Len 2X. Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,272.68 10,132.04 34,934.17 10,640.69 10,826.50 Max Load Fillers TC: fa 3,124.86 7,103.23 24,491.15 7,459.82 2,848.03 38,276.20 Maximum K L/r 41.94 80.52 48.31 91.25 54.35 Max Load no Fillers TC: Fcr 43,340.18 30,855.10 41,583.68 27,022.70 39,770.36 34,871.27 OALARyy- Fa 26,004.11 18,513.06 24,950.21 16,213.62 23,862.21 TC 436.8787 F'e 1,880,875.88 165,136.77 458,713.25 128,566.68 856,269.69 BCOAL/Ryy. Cm 0.9992 0.9785 0.9642 0.9710 0.9983 413.05 Panel Point Moment 2,348.38 2,348.38 1,456.00 3,078.66 3,078.66 BC stress: Mid Panel Moment 1,442.70 1,278.27 728.00 1,683.50 1,701.76 0.93 Panel Point fb 684.61 4,924.70 3,053.31 6,456.12 889.67 BC L/Rz. 134.8693 Mid Panel fb 420.58 1,255.32 714.93 1,653.28 491.77 TC Shear Stress: Fillers 0 0 0 0 0 12,127.09 Panel Point Stress 3,809.48 12,027.92 27,544.46 13,915.95 3,737.70 BC Shear stress: Mid Panel Stress 0.0744 0.4235 1.0044 0.5136 0.0764 15,750.44 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 11,613.27 14,381.54 3,190.46 6,122.21 5.21 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,105.45 16,730.22 7,663.85 8,326.11 3.27 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W4 8,020.91 10,742.43 2,203.55 4,950.57 4.19 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,949.67 16,730.22 7,096.80 7,159.51 3.02 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W6 6,172.70 7,826.93 1,695.80 3,293.84 4.08 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,441.92 14,381.54 5,248.60 6,428.12 2.36 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 4,324.50 4,802.89 1,188.05 1,397.47 3.78 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 934.18 8,984.69 3,400.40 4,001.96 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W 10 2,559.93 4,802.89 932.30 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,161.79 7,826.93 2,559.93 3,293.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,559.93 4,802.89 1,161.79 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W12 2,559.93 4,802.89 1,161.79 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,161.79 7,826.93 2,559.93 3,293.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 2,559.93 4,802.89 932.30 1,397.47 2.24 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 934.18 8,984.69 3,400.40 4,001.96 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W8 4,324.50 4,802.89 1,188.05 1,397.47 3.78 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W7 1,441.92 14,381.54 5,248.60 6,428.12 2.36 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 6,172.70 7,826.93 1,695.80 3,293.84 4.08 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 1,949.67 16,730.22 7,096.80 7,159.51 3.02 x 0.158 1 C32BA= 1.125 x 1.520 x.158 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:26:39 AM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 �TJ15 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 8,020.91 10,742.43 2,203.55 4,950.57 4.19 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,094.58 16,730.22 7,624.27 8,171.28 3.25 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W2 12,795.99 14,381.54 3,515.38 5,399.20 5.74 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,387.06 7,826.93 2,710.55 3,604.09 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,282.70 2,777.02 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:26:39 AM NEW MILLENNIUM Location: Joist Description: FMark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH364/250 5 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 1-10 1/8 BPL Length 2-4 3/8 Clear Bearing 0-4 1/4 Clear Bearing 0-4 7/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2525=2 1/2 x 2 1/2 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.6876 Section Modulus 2.6238 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 5.2742 Mom of Inertia 4.6634 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) i' Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:52:35 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ19 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-10 49-6 32.00 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 2-11 5/8 3-6 3/8 TC Panel 1-5 5/8 2-0 3/8 L L L First Half 1-0 2-4 L First Diag. 3-11 5/8 5-10 3/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-10 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-10 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-10 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-10 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-10 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Stress Analysis Summary int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 52.00 9,083.25 9,083.25 2,270.81 44,360.65 44,375.76 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,300.00 10,756.84 0.00 0.00 13,199.43 3,596.57 45.30 0-2 V1S 7,300.00 10,610.86 0.00 0.00 2,325.26 2,731.33 35.29 1-5 5/8 W3 7,300.00 10,610.86 12,605.23 3,434.67 2,386.99 8,760.24 32.64 2-11 5/8 W4 7,300.00 18,394.06 12,605.23 3,434.67 9,333.05 2,543.07 38.69 3-11 5/8 W5 7,300.00 18,394.06 23,602.49 6,431.20 2,288.10 8,397.31 38.69 5-11 5/8 W6 7,692.24 28,230.53 23,602.49 6,431.20 7,461.57 2,033.13 38.69 7-11 5/8 W7 7,692.24 28,230.53 32,278.17 8,795.14 1,778.15 6,525.83 38.69 9-11 5/8 W8 9,739.90 35,745.42 32,278.17 8,795.14 5,590.08 1,523.18 38.69 11-115/8 W9 9,739.90 35,745.42 38,632.27 10,526.50 1,268.21 4,654.34 38.69 13-115/8 W10 11,154.97 40,938.73 38,632.27 10,526.50 3,718.60 1,013.24 38.69 15-115/8 W 11 11,154.97 40,938.73 42,664.80 11,625.29 1,107.45 2,894.95 38.69 17-11 5/8 W 12 11,937.46 43,810.47 42,664.80 11,625.29 2,894.95 1,107.45 38.69 19-11 5/8 W13 11,937.46 43,810.47 44,375.76 12,091.49 1,313.48 2,894.95 38.69 21-11 5/8 W13 12,087.37 44,360.65 44,375.76 12,091.49 1,313.48 2,894.95 38.69 23-11 5/8 W12 12,087.37 44,360.65 43,765.13 11,925.11 2,894.95 1,107.45 38.69 25-11 5/8 W11 11,604.70 42,589.23 43,765.13 11,925.11 1,107.45 2,894.95 38.69 27-11 5/8 W 10 11,604.70 42,589.23 40,832.94 11,126.14 3,718.60 1,013.24 38.69 29-11 5/8 W9 10,489.44 38,496.24 40,832.94 11,126.14 1,268.21 4,654.34 38.69 31-11 5/8 W8 10,489.44 38,496.24 35,579.16 9,694.59 5,590.08 1,523.18 38.69 33-11 5/8 W7 8,741.60 32,081.68 35,579.16 9,694.59 1,778.15 6,525.83 38.69 35-11 5/8 W6 8,741.60 32,081.68 28,003.81 7,630.47 7,461.57 2,033.13 38.69 37-11 5/8 W5 7,300.00 23,345.55 28,003.81 7,630.47 2,288.10 8,397.31 38.69 39-11 5/8 W4 1 7,300.00 23,345.55 18,106.89 4,933.76 9,333.05 2,543.07 38.69 41-11 5/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:52:35 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ19 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W3 7,300.00 11,183.57 18,106.89 4,933.76 2,852.86 10,469.98 41.29 43-11 5/8 V1S 7,300.00 11,183.57 0.00 0.00 2,325.26 2,731.33 35.29 47-95/8 W2 7,300.00 11,627.71 0.00 0.00 14,546.83 3,963.72 50.51 46-3 5/8 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,000.001 2,304.71 30.35 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:52:35 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ19 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 248.52 372.79 15-101/2 17-71/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 15.63 30.00 24.00 46.00 22.38 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 10,756.84 10,610.86 44,360.65 11,183.57 11,627.71 Max Load Fillers TC: fa 2,861.01 5,588.19 23,362.46 5,889.81 3,092.64 49,729.63 Maximum K L/r 40.22 77.22 46.33 118.40 57.59 Max Load no Fillers TC: Fcr 42,180.31 31,258.48 40,668.98 17,904.56 37,515.66 45,804.73 OALARyy Fa 25,308.19 18,755.09 24,401.39 10,742.74 22,509.39 TC 509.4242 F'e 1,793,038.25 269,465.28 748,514.63 114,611.88 874,386.63 BCOAL/Ryy. Cm 0.9992 0.9896 0.9791 0.9743 0.9982 424.58 Panel Point Moment 2,263.39 2,263.39 1,468.00 5,530.91 5,530.90 BC Stress: Mid Panel Moment 1,367.63 1,325.50 734.00 3,257.67 3,545.80 0.91 BC LIRz.- Panel Point fb 613.53 2,653.66 1,721.12 6,484.58 1,499.24 126.6464 39 Mid Panel fb 370.72 817.97 452.96 2,010.33 961.15 TC Shear Stress: Fillers 0 0 0 0 0 9,069.17 Panel Point Stress 3,474.54 8,241.85 25,083.59 12,374.39 4,591.88 BC Shear Stress: Mid Panel Stress 0.0697 0.3243 0.9721 0.6156 0.1028 13,362.38 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,199.43 14,381.54 3,596.57 6,155.61 5.93 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,386.99 18,714.09 8,760.24 9,656.04 3.35 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,333.05 10,742.43 2,543.07 4,985.18 4.87 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 2,288.10 24,373.24 8,397.31 10,323.31 3.02 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,461.57 7,826.93 2,033.13 3,318.29 4.93 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,778.15 16,730.22 6,525.83 7,210.82 2.78 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,590.08 5,758.64 1,523.18 1,869.32 4.18 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,268.21 10,742.43 4,654.34 4,985.18 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,718.60 4,802.89 1,013.24 1,417.09 3.25 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,107.45 7,826.93 2,894.95 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,894.95 4,802.89 1,107.45 1,417.09 2.53 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 13 1,313.48 7,826.93 2,894.95 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,313.48 7,826.93 2,894.95 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,894.95 4,802.89 1,107.45 1,417.09 2.53 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,107.45 7,826.93 2,894.95 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,718.60 4,802.89 1,013.24 1,417.09 3.25 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,268.21 10,742.43 4,654.34 4,985.18 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,590.08 5,758.64 1,523.18 1,869.32 4.18 x 0.090 1 C1266= 1.125 x 0.799 x.090 W7 1,778.15 16,730.22 6,525.83 7,210.82 2.78 x 0.158 1 C32BA= 1.125 x 1.520 x.158 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:52:35 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ19 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W6 7,461.57 7,826.93 2,033.13 3,318.29 4.93 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,288.10 24,373.24 8,397.31 10,323.31 3.02 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,333.05 10,742.43 2,543.07 4,985.18 4.87 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,852.86 28,624.38 10,469.98 11,032.67 3.76 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W2 14,546.83 16,730.22 3,963.72 5,996.13 6.20 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 2,325.26 7,826.93 2,731.33 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,304.71 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201910:52:35 AM NEW MILLENNIUM Location: Joist Description: FMark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 9 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-10 3/4 BPL Length 2-5 1/2 Clear Bearing 0-4 1/2 Clear Bearing 0-4 5/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.9622 Section Modulus 2.9622 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 5.7504 Mom of Inertia 5.7504 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:47 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILO1NO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ2 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 3/8 49-0 3/8 32.00 30.29 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3-6 3/8 TC Panel 2-4 2-0 3/8 L L V L First Half 1-2 1-2 L L First Diag. 4-8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 3/8 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 26-0 32-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/8 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 26-0 32-0 L-OAL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/8 L-BL Axial (Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc Load (Ibs) CL(3) 420.00 0.00 TC + 26-0 32-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 26-0 32-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,197.86 9,266.31 2,316.58 50,105.81 45,642.02 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 28,209.50 33,094.68 0.00 0.00 14,578.19 3,881.88 50.17 0-2 V1S 28,206.02 32,960.01 0.00 0.00 2,209.61 2,511.48 33.36 2-4 W3 28,206.02 32,960.01 14,927.02 3,970.07 2,348.53 8,915.53 33.36 3-6 W4 28,205.61 37,022.10 14,927.02 3,970.07 9,233.08 2,426.26 38.64 4-8 V2 28,205.61 37,022.10 14,927.02 3,970.07 2,000.00 2,266.04 30.29 6-8 W5 28,205.61 37,022.10 25,723.38 6,825.43 2,171.08 8,296.55 38.64 6-8 W6 28,205.08 41,373.70 25,723.38 6,825.43 7,360.02 1,915.89 38.64 8-8 V3 28,205.08 41,373.70 25,723.38 6,825.43 2,000.00 2,280.89 30.29 10-8 W7 28,205.08 41,373.70 34,193.06 9,046.81 1,660.71 6,423.48 38.64 10-8 W8 28,204.55 44,904.42 34,193.06 9,046.81 5,486.95 1,405.52 38.64 12-8 V4 28,204.55 44,904.42 34,193.06 9,046.81 2,000.00 2,292.03 30.29 14-8 W9 28,204.55 44,904.42 40,336.06 10,634.22 1,150.33 4,550.41 38.64 14-8 W 10 28,204.03 47,614.28 40,336.06 10,634.22 3,613.88 895.15 38.64 16-8 V5 28,204.03 47,614.28 40,336.06 10,634.22 2,000.00 2,299.46 30.29 18-8 W11 28,204.03 47,614.28 44,152.38 11,587.65 1,067.62 2,955.80 38.64 18-8 W12 28,203.50 49,503.27 44,152.38 11,587.65 2,955.80 1,067.94 38.64 20-8 V6 28,203.50 49,503.27 44,152.38 11,587.65 2,000.00 2,303.19 30.29 22-8 W13 1 28,203.50 49,503.27 45,642.02 11,907.11 1,495.98 2,955.80 38.64 22-8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:47 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ2 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W13 28,202.97 50,105.81 45,642.02 11,907.11 1,495.98 2,955.80 38.64 24-8 V7 28,202.97 50,105.81 45,642.02 11,907.11 2,409.78 3,095.71 30.29 26-8 W12 28,202.97 50,105.81 44,333.46 11,592.61 2,955.80 1,067.94 38.64 26-8 W11 28,202.44 48,118.31 44,333.46 11,592.61 1,067.62 2,955.80 38.64 28-8 V8 28,202.44 48,118.31 44,333.46 11,592.61 2,409.78 3,091.72 30.29 30-8 W10 28,202.44 48,118.31 40,504.07 10,644.12 3,613.88 895.15 38.64 30-8 W9 28,201.92 45,309.95 40,504.07 10,644.12 1,150.33 4,550.41 38.64 32-8 V9 28,201.92 45,309.95 40,504.07 10,644.12 2,000.00 2,292.10 30.29 34-8 W8 28,201.92 45,309.95 34,347.98 9,061.67 5,486.95 1,405.52 38.64 34-8 W7 28,201.39 41,680.71 34,347.98 9,061.67 1,660.71 6,423.48 38.64 36-8 V10 28,201.39 41,680.71 34,347.98 9,061.67 2,000.00 2,280.99 30.29 38-8 W6 28,201.39 41,680.71 25,865.23 6,845.24 7,360.02 1,915.89 38.64 38-8 W5 28,200.86 37,230.60 25,865.23 6,845.24 2,171.08 8,296.55 38.64 40-8 V11 28,200.86 37,230.60 25,865.23 6,845.24 2,000.00 2,266.17 30.29 42-8 W4 28,200.86 37,230.60 15,055.79 3,994.84 9,233.08 2,426.26 38.64 42-8 W3 28,200.44 33,080.55 15,055.79 3,994.84 2,348.53 8,915.53 33.36 44-8 V1s 28,200.44 33,080.55 0.00 0.00 2,326.59 2,653.34 35.23 47-4 W2 28,200.44 33,254.90 0.00 0.00 14,872.36 3,930.23 50.47 45-10 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:47 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ2 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1093 0.9560 0.3867 1.1650 1.0594 1.0139 0.9750 A45B18= 1.8750 x 3.0000 x.250 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 860.59 272.76 409.14 15-10 5/8 17-8 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.00 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5399 Axial Load 33,094.68 32,960.01 50,105.81 33,080.55 33,254.90 Max Load Fillers TC: fa 14,916.92 14,856.22 22,584.43 14,910.55 14,989.14 60,075.72 Maximum K L/r 67.24 72.41 46.55 82.75 57.86 Max Load no Fillers TC: Fcr 35,319.04 33,546.61 41,772.15 29,919.82 38,398.59 55,136.86 OALARyy- Fa 21,191.43 20,127.96 25,063.29 17,951.89 23,039.15 TC 505.0606 F'e 386,960.66 333,654.84 807,362.31 255,454.50 522,501.34 BC OAL/Ryy. Cm 0.9807 0.9777 0.9813 0.9708 0.9857 420.56 Panel Point Moment 2,302.39 2,302.39 1,468.00 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,366.58 1,003.03 734.00 1,587.45 969.77 0.94 Panel Point fb 2,203.38 2,203.39 1,404.87 2,334.75 2,334.75 BC L/Rz. 116.9021 Mid Panel fb 713.95 524.02 383.47 829.34 928.07 TC Shear Stress: Fillers 0 0 0 0 0 7,797.86 Panel Point Stress 17,120.31 17,059.61 23,989.30 17,245.30 17,323.89 BC Shear stress: Mid Panel Stress 0.7267 0.7549 0.9131 0.8577 0.6798 13,637.48 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,578.19 16,730.22 3,881.88 6,050.83 6.21 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.61 7,826.93 2,511.48 3,813.87 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,348.53 18,714.09 8,915.53 9,491.54 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,233.08 10,742.43 2,426.26 4,991.86 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.04 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,171.08 18,714.09 8,296.55 8,314.43 3.17 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,360.02 7,826.93 1,915.89 3,323.01 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,280.89 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,660.71 14,381.54 6,423.48 6,482.28 2.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,486.95 5,758.64 1,405.52 1,874.37 4.11 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,292.03 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,150.33 10,742.43 4,550.41 4,991.86 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,613.88 4,802.89 895.15 1,420.93 3.16 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,299.46 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,067.62 7,826.93 2,955.80 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,955.80 4,802.89 1,067.94 1,420.93 2.59 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.19 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,495.98 7,826.93 2,955.80 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,495.98 7,826.93 2,955.80 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:47 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ2 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,409.78 7,826.93 3,095.71 4,113.65 2.04 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,955.80 4,802.89 1,067.94 1,420.93 2.59 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,067.62 7,826.93 2,955.80 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,409.78 7,826.93 3,091.72 4,113.65 2.04 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,613.88 4,802.89 895.15 1,420.93 3.16 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,150.33 10,742.43 4,550.41 4,991.86 2.38 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,292.10 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,486.95 5,758.64 1,405.52 1,874.37 4.11 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,660.71 14,381.54 6,423.48 6,482.28 2.88 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 2,000.00 5,758.64 2,280.99 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,360.02 7,826.93 1,915.89 3,323.01 4.86 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.08 18,714.09 8,296.55 8,314.43 3.17 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V11 2,000.00 5,758.64 2,266.17 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,233.08 10,742.43 2,426.26 4,991.86 4.82 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,348.53 18,714.09 8,915.53 9,491.54 3.41 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,326.59 7,826.93 2,653.34 3,637.21 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,872.36 16,730.22 3,930.23 6,002.54 6.34 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:38:47 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ2 TCX Design TCX Left TCX Right TCX Length 0-2 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 0-8 BPL Length 0-6 Clear Bearing 0-6 3/8 Clear Bearing 0-4 3/4 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 1.0449 Section Modulus 0.0000 Reqd SM 0.0082 Reqd SM 0.0000 Mom of Inertia 2.0278 Mom of Inertia 0.0000 Reqd MI 0.0007 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 11:33:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ22 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-8 49-4 32.00 30.35 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3-3 TC Panel 2-0 1-6 L L L First Half 2-0 0-11 L L First Diag. 5-6 4-2 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-8 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-8 L-BL Conc @ any pp(Ibs) CL(1) 100.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-8 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-8 L-BL Conc @ any pp(Ibs) CL(3) 100.00 0.00 TC + Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-8 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,151.65 9,152.16 2,288.04 44,474.46 44,584.37 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,300.00 11,552.86 0.00 0.00 14,583.30 3,929.03 50.21 0-2 V1S 7,300.00 11,213.80 0.00 0.00 2,325.26 2,822.57 35.29 2-0 W3 7,300.00 11,213.80 17,130.32 4,638.93 2,687.81 9,976.88 38.69 3-6 W4 7,300.00 22,490.13 17,130.32 4,638.93 9,317.95 2,507.21 38.69 5-6 W5 7,300.00 22,490.13 27,269.55 7,380.12 2,252.24 8,372.50 38.69 7-6 W6 8,513.50 31,468.57 27,269.55 7,380.12 7,436.76 1,997.27 38.69 9-6 W7 8,513.50 31,468.57 35,087.21 9,488.73 1,742.30 6,490.66 38.69 11-6 W8 10,305.81 38,125.45 35,087.21 9,488.73 5,554.92 1,487.33 38.69 13-6 W9 10,305.81 38,125.45 40,583.29 10,964.75 1,232.36 4,608.82 38.69 15-6 W 10 11,465.54 42,460.73 40,583.29 10,964.75 3,673.08 977.39 38.69 17-6 W 11 11,465.54 42,460.73 43,757.79 11,808.20 1,100.13 2,916.91 38.69 19-6 W 12 11,992.70 44,474.46 43,757.79 11,808.20 2,916.91 1,100.13 38.69 21-6 W13 11,992.70 44,474.46 44,584.37 12,019.05 1,322.85 2,916.91 38.69 23-6 W13 11,887.27 44,061.17 44,584.37 12,019.05 1,322.85 2,916.91 38.69 25-6 W 12 11,887.27 44,061.17 42,957.58 11,597.33 2,916.91 1,100.13 38.69 27-6 W 11 11,149.26 41,273.60 42,957.58 11,597.33 1,100.13 2,916.91 38.69 29-6 W 10 11,149.26 41,273.60 39,009.21 10,543.03 3,673.08 977.39 38.69 31-6 W9 9,778.66 36,164.44 39,009.21 10,543.03 1,232.36 4,608.82 38.69 33-6 W8 9,778.66 36,164.44 32,739.27 8,856.15 5,554.92 1,487.33 38.69 35-6 W7 7,775.49 28,733.71 32,739.27 8,856.15 1,742.30 6,490.66 38.69 37-6 W6 1 7,775.49 28,733.71 24,147.76 6,536.68 7,436.76 1,997.27 38.69 39-6 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/201911:33:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ22 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,300.00 18,981.41 24,147.76 6,536.68 2,252.24 8,372.50 38.69 41-6 W4 7,300.00 18,981.41 13,234.67 3,584.63 9,317.95 2,507.21 38.69 43-6 W3 7,300.00 10,969.97 13,234.67 3,584.63 2,340.02 8,685.08 32.28 45-6 V1 S 7,300.00 10,969.97 0.00 0.00 2,432.04 2,855.31 36.91 48-2 W2 7,300.00 11,149.14 0.00 0.00 14,044.64 3,784.13 47.86 46-5 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,000.001 2,404.16 30.35 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 11:33:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ22 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0.3885 1.1660 0.9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 251.05 376.58 15-10 5/8 17-7 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 42.00 24.00 32.00 16.00 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 11,552.86 11,213.80 44,474.46 10,969.97 11,149.14 Max Load Fillers TC: fa 3,072.73 5,905.73 23,422.40 5,777.31 2,965.35 49,729.63 Maximum K L/r 56.63 108.11 46.33 82.37 41.18 Max Load no Fillers TC: Fcr 37,801.98 21,063.21 40,668.98 29,536.73 41,952.38 45,804.73 TC Fa 22,681.19 12,637.92 24,401.39 17,722.04 25,171.43 507.71 yy 07.71 F'e 712,790.25 137,482.28 748,514.63 236,834.72 1,709,974.50 BCOAURyy. Cm 0.9978 0.9785 0.9790 0.9878 0.9991 423.15 Panel Point Moment 4,501.43 4,501.43 1,468.00 2,604.94 2,604.94 BC Stress: Mid Panel Moment 2,723.25 2,743.70 734.00 1,529.96 1,627.08 0.92 BC Panel Pointfb 1,360.16 5,277.60 1,721.12 3,054.10 706.11 116.90 16.9021 Mid Panel fb 822.86 1,693.15 452.96 944.15 441.05 TC Shear Stress: Fillers 0 0 0 0 0 9,157.05 Panel Point Stress 4,432.89 11,183.33 25,143.52 8,831.42 3,671.46 BC Shear Stress: Mid Panel Stress 0.0970 0.5234 0.9746 0.3565 0.0745 13,530.58 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,583.30 16,730.22 3,929.03 6,044.31 6.22 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W3 2,687.81 24,373.24 9,976.88 10,323.31 3.58 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,317.95 10,742.43 2,507.21 4,985.18 4.86 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 2,252.24 24,373.24 8,372.50 10,323.31 3.01 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,436.76 7,826.93 1,997.27 3,318.29 4.91 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,742.30 16,730.22 6,490.66 7,210.82 2.77 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,554.92 5,758.64 1,487.33 1,869.32 4.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,232.36 10,742.43 4,608.82 4,985.18 2.41 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,673.08 4,802.89 977.39 1,417.09 3.21 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,100.13 7,826.93 2,916.91 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,916.91 4,802.89 1,100.13 1,417.09 2.55 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 13 1,322.85 7,826.93 2,916.91 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,322.85 7,826.93 2,916.91 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W12 2,916.91 4,802.89 1,100.13 1,417.09 2.55 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W11 1,100.13 7,826.93 2,916.91 3,318.29 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,673.08 4,802.89 977.39 1,417.09 3.21 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,232.36 10,742.43 4,608.82 4,985.18 2.41 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,554.92 5,758.64 1,487.33 1,869.32 4.16 x 0.090 1 C1266= 1.125 x 0.799 x.090 W7 1,742.30 16,730.22 6,490.66 7,210.82 2.77 x 0.158 1 C32BA= 1.125 x 1.520 x.158 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 11:33:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ22 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W6 7,436.76 7,826.93 1,997.27 3,318.29 4.91 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,252.24 24,373.24 8,372.50 10,323.31 3.01 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,317.95 10,742.43 2,507.21 4,985.18 4.86 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,340.02 18,714.09 8,685.08 9,736.44 3.32 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,044.64 14,381.54 3,784.13 5,788.71 6.31 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,432.04 7,826.93 2,855.31 3,631.84 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,404.16 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 11:33:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ22 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/8 TCX Depth 3 1/2 BPL Length 2-5 3/4 BPL Length 1-10 5/8 Clear Bearing 0-4 5/8 Clear Bearing 0-4 1/2 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.5813 Section Modulus 2.9622 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 4.5318 Mom of Inertia 5.7504 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:53:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILO1NO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 TJ23 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 44-7 7/8 44-3 7/8 32.00 30.53 10 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 2-11 5/8 3-6 1/4 L L TC Panel 1-5 5/8 1-10 1/4 First Half 1-0 1-2 /L\V\V\V X First Diag. 3-11 5/8 4-8 1/4 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-7 7/8 L-BL Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-7 7/8 L-BL Conc @ any pp(Ibs) CL(1) 500.00 0.00 TC + Conc anywhere(Ibs) CL(1) 500.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 44-7 7/8 L-BL Axial (Ibs) SM (3) 7,300.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-7 7/8 L-BL Conc @ any pp(Ibs) CL(3) 500.00 0.00 TC + Uniform (plf) SM (3) 12.16 12.16 TC + 0-0 44-7 7/8 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc anywhere(Ibs) CL(3) 500.00 0.00 TC + Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,055.47 9,061.42 2,265.36 39,403.13 38,968.08 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,300.27 10,839.02 0.00 0.00 13,117.53 3,199.68 45.42 0-2 V1S 7,300.27 10,697.64 0.00 0.00 3,230.89 3,747.54 35.45 1-5 5/8 W3 7,300.27 10,697.64 11,766.57 3,027.32 2,106.93 8,640.49 32.81 2-115/8 W4 7,300.55 17,126.11 11,766.57 3,027.32 9,186.80 2,207.98 38.84 3-11 5/8 W5 7,300.55 17,126.11 21,913.45 5,599.00 1,953.59 8,145.86 38.84 5-11 5/8 W6 7,300.93 26,128.58 21,913.45 5,599.00 7,219.90 1,699.21 38.84 7-11 5/8 W7 7,300.93 26,128.58 29,771.52 7,541.88 1,444.82 6,186.15 38.84 9-11 5/8 W8 8,277.52 32,842.25 29,771.52 7,541.88 5,260.19 1,190.44 38.84 11-115/8 W9 8,277.52 32,842.25 35,340.77 8,855.96 936.06 4,219.26 38.84 13-115/8 W 10 9,277.20 37,267.09 35,340.77 8,855.96 3,293.30 934.41 38.84 15-11 5/8 W11 9,277.20 37,267.09 38,621.22 9,541.25 1,363.31 2,881.36 38.84 17-115/8 W12 9,648.09 39,403.13 38,621.22 9,541.25 2,881.36 1,653.31 38.84 19-115/8 W12 9,648.09 39,403.13 38,968.08 9,597.74 2,881.36 1,653.31 38.84 21-11 5/8 W11 9,390.19 37,819.59 38,968.08 9,597.74 1,363.31 2,881.36 38.84 23-11 5/8 W 10 9,390.19 37,819.59 36,098.91 9,025.44 3,293.30 934.41 38.84 25-11 5/8 W9 8,503.49 33,806.02 36,098.91 9,025.44 936.06 4,219.26 38.84 27-11 5/8 W8 8,503.49 33,806.02 30,940.93 7,824.34 5,260.19 1,190.44 38.84 29-11 5/8 W7 7,303.20 27,503.63 30,940.93 7,824.34 1,444.82 6,186.15 38.84 31-11 5/8 W6 1 7,303.20 27,503.63 23,494.13 5,994.45 7,219.90 1,699.21 38.84 33-11 5/8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:53:12 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 TJ23 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,303.58 18,912.43 23,494.13 5,994.45 1,953.59 8,145.86 38.84 35-11 5/8 W4 7,303.58 18,912.43 13,758.52 3,535.76 9,186.80 2,207.98 38.84 37-11 5/8 W3 7,303.88 11,317.46 13,758.52 3,535.76 2,096.49 8,613.57 33.59 39-11 5/8 V1S 7,303.88 11,317.46 0.00 0.00 3,287.66 3,910.31 36.50 42-9 5/8 W2 7,308.02 11,504.25 0.00 0.00 14,484.07 3,527.16 50.52 41-1 5/8 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,772.001 3,282.99 30.53 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:53:12 AM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 TJ23 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.8160 0.3832 1.1905 0.8495 0.5383 0.9576 A38618= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 708.23 303.87 455.81 16-5 17-9 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 15.63 30.00 24.00 34.00 20.25 1.1250 Min Weld Len 2X. Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,839.02 10,697.64 39,403.13 11,317.46 11,504.25 Max Load Fillers TC: fa 3,116.63 6,616.55 24,371.06 6,999.91 3,307.91 40,843.23 Maximum K L/r 40.78 78.29 31.32 88.73 52.84 Max Load no Fillers TC: Fcr 42,618.09 31,173.11 44,702.41 27,591.05 39,376.34 37,489.62 OALARyy Fa 25,570.86 18,703.87 26,821.45 16,554.63 23,625.80 TC 446.7676 F'e 1,832,729.50 211,755.91 588,210.81 164,861.86 1,091,159.75 BCOAL/Ryy. Cm 0.9991 0.9844 0.9722 0.9788 0.9985 395.99 Panel Point Moment 3,807.19 4,525.94 3,233.78 5,550.42 4,980.40 BC stress: Mid Panel Moment 1,489.35 3,168.98 2,228.00 3,824.60 2,025.89 0.91 BC Panel Pointfb 1,084.31 7,203.41 5,146.83 8,833.96 1,418.45 125.29 25.2937 Mid Panel fb 534.61 2,500.51 1,758.02 3,017.83 727.20 TC Shear Stress: Fillers 0 0 4 0 0 11,299.70 Panel Point Stress 4,200.94 13,819.96 29,517.89 15,833.87 4,726.36 BC Shear stress: Mid Panel Stress 0.0796 0.4341 0.9655 0.5212 0.0954 15,303.00 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,117.53 14,381.54 3,199.68 6,137.90 5.89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 2,106.93 18,714.09 8,640.49 9,617.49 3.31 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,186.80 10,742.43 2,207.98 4,966.83 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 1,953.59 18,714.09 8,145.86 8,271.42 3.12 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W6 7,219.90 7,826.93 1,699.21 3,305.32 4.77 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,444.82 14,381.54 6,186.15 6,449.43 2.78 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,260.19 5,758.64 1,190.44 1,855.52 3.94 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 936.06 10,742.43 4,219.26 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,293.30 4,802.89 934.41 1,406.64 2.88 x 0.077 1 C10AB= 1.125 x 0.756 x.077 Will 1,363.31 7,826.93 2,881.36 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,881.36 5,758.64 1,653.31 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 12 2,881.36 5,758.64 1,653.31 1,855.52 2.16 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,363.31 7,826.93 2,881.36 3,305.32 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 3,293.30 4,802.89 934.41 1,406.64 2.88 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 936.06 10,742.43 4,219.26 4,966.83 2.20 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W8 5,260.19 5,758.64 1,190.44 1,855.52 3.94 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,444.82 14,381.54 6,186.15 6,449.43 2.78 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 7,219.90 8,984.69 1,699.21 4,015.78 4.12 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 1,953.59 18,714.09 8,145.86 8,271.42 3.12 x 0.176 1 C34AA= 1.125 x 1.549 x.176 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:53:12 AM NEW MILLENNIUM Location: Joist Description: Mark. BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH364/250 TJ23 Web Design Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W4 9,186.80 10,742.43 2,207.98 4,966.83 4.80 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,096.49 18,714.09 8,613.57 9,440.37 3.30 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W2 14,484.07 16,730.22 3,527.16 5,994.47 6.17 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 3,287.66 8,984.69 3,910.31 4,388.14 2.14 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V2 2,772.00 7,826.93 3,282.99 4,088.95 2.15 x 0.102 1 C16BB= 1.125 x 1.025 x.102 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 9:53:12 AM NEW MILLENNIUM Location: Joist Description: FMjark,: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH364/250 2 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-1 1/4 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-10 3/4 BPL Length 2-4 7/8 Clear Bearing 0-4 1/2 Clear Bearing 0-6 1/8 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.02 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.01 Section Modulus 2.7859 Section Modulus 2.7859 Reqd SM 0.0000 Reqd SM 0.0053 Mom of Inertia 5.4368 Mom of Inertia 5.4368 Reqd MI 0.0000 Reqd MI 0.0004 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:43:21 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILO1NO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ28 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 3/8 49-0 3/8 32.00 30.29 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3-6 3/8 TC Panel 2-4 2-0 3/8 L V L L First Half 1-2 1-2 L L First Diag. 4-8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 3/8 L-BL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/8 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/8 L-BL Axial (Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc Load (Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,282.94 9,182.83 2,320.73 50,063.20 45,503.13 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 28,209.50 33,246.61 0.00 0.00 14,719.13 3,881.88 50.17 0-2 V1S 28,206.02 33,111.94 0.00 0.00 2,209.61 2,511.48 33.36 2-4 W3 28,206.02 33,111.94 14,988.11 3,970.07 2,348.53 8,879.09 33.36 3-6 W4 28,205.61 37,318.36 14,988.11 3,970.07 9,268.93 2,426.26 38.64 4-8 V2 28,205.61 37,318.36 14,988.11 3,970.07 2,000.00 2,266.04 30.29 6-8 W5 28,205.61 37,318.36 25,838.78 6,825.43 2,171.08 8,332.40 38.64 6-8 W6 28,205.08 41,852.27 25,838.78 6,825.43 7,395.86 1,915.89 38.64 8-8 V3 28,205.08 41,852.27 25,838.78 6,825.43 2,000.00 2,280.89 30.29 10-8 W7 28,205.08 41,852.27 34,362.77 9,046.81 1,660.71 6,459.33 38.64 10-8 W8 28,204.55 45,565.30 34,362.77 9,046.81 5,522.79 1,405.52 38.64 12-8 V4 28,204.55 45,565.30 34,362.77 9,046.81 2,000.00 2,292.03 30.29 14-8 W9 28,204.55 45,565.30 40,560.07 10,634.22 1,150.33 4,575.32 38.64 14-8 W 10 28,204.03 48,457.48 40,560.07 10,634.22 3,638.79 895.15 38.64 16-8 V5 28,204.03 48,457.48 40,560.07 10,634.22 2,409.78 3,091.67 30.29 18-8 W11 28,204.03 48,457.48 44,430.70 11,587.65 1,067.62 2,961.10 38.64 18-8 W 12 28,203.50 50,063.20 44,430.70 11,587.65 2,961.10 1,067.94 38.64 20-8 V6 28,203.50 50,063.20 44,430.70 11,587.65 2,000.00 2,303.19 30.29 22-8 W13 1 28,203.50 50,063.20 45,503.13 11,907.11 1,443.01 2,961.10 38.64 22-8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:43:21 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ28 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W 13 28,202.97 49,078.88 45,503.13 11,907.11 1,443.01 2,961.10 38.64 24-8 V7 28,202.97 49,078.88 45,503.13 11,907.11 2,000.00 2,303.20 30.29 26-8 W 12 28,202.97 49,078.88 44,054.71 11,592.61 2,961.10 1,067.94 38.64 26-8 W11 28,202.44 47,273.70 44,054.71 11,592.61 1,067.62 2,961.10 38.64 28-8 V8 28,202.44 47,273.70 44,054.71 11,592.61 2,000.00 2,299.51 30.29 30-8 W 10 28,202.44 47,273.70 40,279.63 10,644.12 3,638.79 895.15 38.64 30-8 W9 28,201.92 44,647.63 40,279.63 10,644.12 1,150.33 4,575.32 38.64 32-8 V9 28,201.92 44,647.63 40,279.63 10,644.12 2,000.00 2,292.10 30.29 34-8 W8 28,201.92 44,647.63 34,177.85 9,061.67 5,522.79 1,405.52 38.64 34-8 W7 28,201.39 41,200.71 34,177.85 9,061.67 1,660.71 6,459.33 38.64 36-8 V10 28,201.39 41,200.71 34,177.85 9,061.67 2,000.00 2,280.99 30.29 38-8 W6 28,201.39 41,200.71 25,749.40 6,845.24 7,395.86 1,915.89 38.64 38-8 W5 28,200.86 36,932.92 25,749.40 6,845.24 2,171.08 8,332.40 38.64 40-8 V11 28,200.86 36,932.92 25,749.40 6,845.24 2,000.00 2,266.17 30.29 42-8 W4 28,200.86 36,932.92 14,994.27 3,994.84 9,268.93 2,426.26 38.64 42-8 W3 28,200.44 32,927.20 14,994.27 3,994.84 2,348.53 8,879.09 33.36 44-8 V1s 28,200.44 32,927.20 0.00 0.00 2,326.59 2,653.34 35.23 47-4 W2 28,200.44 33,101.55 0.00 0.00 14,733.24 3,930.23 50.47 45-10 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:43:21 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ28 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1093 0.9560 0.3867 1.1650 1.0594 1.0139 0.9750 A45B18= 1.8750 x 3.0000 x.250 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 860.59 272.76 409.14 15-10 5/8 17-8 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.00 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5394 Axial Load 33,246.61 33,111.94 50,063.20 32,927.20 33,101.55 Max Load Fillers TC: fa 14,985.40 14,924.70 22,565.22 14,841.43 14,920.02 60,075.72 Maximum K L/r 67.24 72.41 46.55 82.75 57.86 Max Load no Fillers TC: Fcr 35,319.04 33,546.61 41,772.15 29,919.82 38,398.59 55,136.86 OALARyy- Fa 21,191.43 20,127.96 25,063.29 17,951.89 23,039.15 TC 505.0606 F'e 386,960.66 333,654.84 807,362.31 255,454.50 522,501.34 BC OAL/Ryy. Cm 0.9806 0.9776 0.9813 0.9710 0.9857 420.56 Panel Point Moment 2,302.39 2,302.39 1,468.00 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,366.58 1,003.03 734.00 1,587.45 969.77 0.94 Panel Point fb 2,203.38 2,203.39 1,404.87 2,334.75 2,334.75 BC L/Rz. 116.9021 Mid Panel fb 713.95 524.02 383.47 829.34 928.07 TC Shear Stress: Fillers 0 0 0 0 0 7,755.09 Panel Point Stress 17,188.78 17,128.09 23,970.10 17,176.18 17,254.77 BC Shear Stress: Mid Panel Stress 0.7299 0.7583 0.9123 0.8538 0.6768 13,568.40 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,719.13 16,730.22 3,881.88 6,050.83 6.27 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.61 7,826.93 2,511.48 3,813.87 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,348.53 18,714.09 8,879.09 9,491.54 3.40 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,268.93 10,742.43 2,426.26 4,991.86 4.84 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,266.04 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,171.08 24,373.24 8,332.40 10,338.00 2.99 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,395.86 7,826.93 1,915.89 3,323.01 4.88 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,280.89 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,660.71 14,381.54 6,459.33 6,482.28 2.90 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W8 5,522.79 5,758.64 1,405.52 1,874.37 4.13 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,292.03 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,150.33 10,742.43 4,575.32 4,991.86 2.39 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,638.79 4,802.89 895.15 1,420.93 3.18 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,409.78 7,826.93 3,091.67 4,113.65 2.04 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Will 1,067.62 7,826.93 2,961.10 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 2,961.10 4,802.89 1,067.94 1,420.93 2.59 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,303.19 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 13 1,443.01 7,826.93 2,961.10 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 13 1,443.01 7,826.93 2,961.10 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:43:21 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ28 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,303.20 2,827.10 2.00 x 0.090 1 C1266= 1.125 x 0.799 x.090 W 12 2,961.10 4,802.89 1,067.94 1,420.93 2.59 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W 11 1,067.62 7,826.93 2,961.10 3,323.01 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,299.51 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,638.79 4,802.89 895.15 1,420.93 3.18 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,150.33 10,742.43 4,575.32 4,991.86 2.39 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,292.10 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,522.79 5,758.64 1,405.52 1,874.37 4.13 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,660.71 14,381.54 6,459.33 6,482.28 2.90 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V10 2,000.00 5,758.64 2,280.99 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,395.86 7,826.93 1,915.89 3,323.01 4.88 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.08 24,373.24 8,332.40 10,338.00 2.99 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,266.17 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,268.93 10,742.43 2,426.26 4,991.86 4.84 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,348.53 18,714.09 8,879.09 9,491.54 3.40 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,326.59 7,826.93 2,653.34 3,637.21 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,733.24 16,730.22 3,930.23 6,002.54 6.28 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:43:21 AM NEW MILLENNIUM Location: Joist Description: FMa : BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 8 TCX Design TCX Left TCX Right TCX Length 0-2 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 0-8 BPL Length 0-6 Clear Bearing 0-6 3/8 Clear Bearing 0-4 3/4 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 1.0449 Section Modulus 0.0000 Reqd SM 0.0082 Reqd SM 0.0000 Mom of Inertia 2.0278 Mom of Inertia 0.0000 Reqd MI 0.0007 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:45:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILO1NO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ30 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-4 3/8 49-0 3/8 32.00 30.29 11 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 3-6 3-6 3/8 TC Panel 2-4 2-0 3/8 L L First Half 1-2 1-2 L L First Diag. 4-8 4-8 3/8 Depth 32.00 32.00 Loads Load Type Category Load Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-4 3/8 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Conc @ any pp(Ibs) CL(1) 100.00 0.00 TC + Conc Load (Ibs) CL(1) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(1) 420.00 0.00 TC + 16-0 22-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-4 3/8 L-BL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 6-9 12-9 L-OAL Conc Load (Ibs) SM (2) 990.00 0.00 TC - 16-0 22-0 L-OAL Conc @ any pp(Ibs) CL(3) 100.00 0.00 TC + Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-4 3/8 L-BL Axial (Ibs) SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial (Ibs) SM (3) 26,500.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM (3) 12.48 12.48 TC + 0-0 49-4 3/8 L-BL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) SM (3) 990.00 0.00 TC + 6-9 12-9 L-OAL Conc Load (Ibs) CL(3) 420.00 0.00 TC + 16-0 22-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 16-0 22-0 L-OAL Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE.- Reaction RE.- Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,745.91 9,386.02 2,436.48 54,262.66 47,022.35 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 28,209.50 34,703.34 0.00 0.00 15,486.11 3,881.88 50.17 0-2 V1S 28,206.02 34,568.66 0.00 0.00 2,209.61 2,621.65 33.36 2-4 W3 28,206.02 34,568.66 15,636.50 3,970.07 2,348.53 9,379.02 33.36 3-6 W4 28,205.61 40,158.98 15,636.50 3,970.07 9,847.93 2,426.26 38.64 4-8 V2 28,205.61 40,158.98 15,636.50 3,970.07 2,509.78 3,155.57 30.29 6-8 W5 28,205.61 40,158.98 27,063.51 6,825.43 2,171.08 8,877.02 38.64 6-8 W6 28,205.08 46,440.95 27,063.51 6,825.43 7,940.49 1,915.89 38.64 8-8 V3 28,205.08 46,440.95 27,063.51 6,825.43 2,509.78 3,171.61 30.29 10-8 W7 28,205.08 46,440.95 36,149.97 9,046.81 1,660.71 6,836.05 38.64 10-8 W8 28,204.55 50,738.13 36,149.97 9,046.81 5,617.19 1,405.52 38.64 12-8 V4 28,204.55 50,738.13 36,149.97 9,046.81 2,000.00 2,392.03 30.29 14-8 W9 28,204.55 50,738.13 42,257.95 10,634.22 1,150.33 4,660.84 38.64 14-8 *Continued on Next Page... STRESS ANALYSIS - PAGE 1 Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:45:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ30 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W10 28,204.03 53,143.62 42,257.95 10,634.22 3,724.30 895.15 38.64 16-8 V5 28,204.03 53,143.62 42,257.95 10,634.22 2,509.78 3,191.67 30.29 18-8 Will 28,204.03 53,143.62 46,039.25 11,587.65 1,067.62 3,108.78 38.64 18-8 W12 28,203.50 54,262.66 46,039.25 11,587.65 3,108.78 1,359.30 38.64 20-8 V6 28,203.50 54,262.66 46,039.25 11,587.65 2,000.00 2,403.19 30.29 22-8 W 13 28,203.50 54,262.66 47,022.35 11,907.11 1,878.67 3,108.78 38.64 22-8 W 13 28,202.97 52,713.03 47,022.35 11,907.11 1,878.67 3,108.78 38.64 24-8 V7 28,202.97 52,713.03 47,022.35 11,907.11 2,000.00 2,403.20 30.29 26-8 W12 28,202.97 52,713.03 45,326.73 11,592.61 3,108.78 1,359.30 38.64 26-8 W11 28,202.44 50,262.67 45,326.73 11,592.61 1,067.62 3,108.78 38.64 28-8 V8 28,202.44 50,262.67 45,326.73 11,592.61 2,000.00 2,399.51 30.29 30-8 W10 28,202.44 50,262.67 41,303.83 10,644.12 3,724.30 895.15 38.64 30-8 W9 28,201.92 46,991.44 41,303.83 10,644.12 1,150.33 4,660.84 38.64 32-8 V9 28,201.92 46,991.44 41,303.83 10,644.12 2,000.00 2,392.10 30.29 34-8 W8 28,201.92 46,991.44 34,954.23 9,061.67 5,617.19 1,405.52 38.64 34-8 W7 28,201.39 42,899.34 34,954.23 9,061.67 1,660.71 6,836.05 38.64 36-8 V10 28,201.39 42,899.34 34,954.23 9,061.67 2,000.00 2,380.99 30.29 38-8 W6 28,201.39 42,899.34 26,277.96 6,845.24 7,940.49 1,915.89 38.64 38-8 W5 28,200.86 37,986.37 26,277.96 6,845.24 2,171.08 8,877.02 38.64 40-8 V11 28,200.86 37,986.37 26,277.96 6,845.24 2,000.00 2,366.17 30.29 42-8 W4 28,200.86 37,986.37 15,275.01 3,994.84 9,847.93 2,426.26 38.64 42-8 W3 28,200.44 33,469.88 15,275.01 3,994.84 2,348.53 9,379.02 33.36 44-8 V1S 28,200.44 33,469.88 0.00 0.00 2,326.59 2,769.67 35.23 47-4 W2 28,200.44 33,644.24 0.00 0.00 15,071.86 3,930.23 50.47 45-10 STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:45:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ30 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1093 0.9560 0.3867 1.1650 1.0594 1.0139 0.9750 A45B18= 1.8750 x 3.0000 x.250 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 860.59 272.76 409.14 15-10 5/8 17-8 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.00 28.00 24.00 32.00 22.38 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367.00 367.00 367.00 0.5847 Axial Load 34,703.34 34,568.66 54,262.66 33,469.88 33,644.24 Max Load Fillers TC: fa 15,642.00 15,581.30 24,458.06 15,086.04 15,164.63 60,075.72 Maximum K L/r 67.24 72.41 46.55 82.75 57.86 Max Load no Fillers TC: Fcr 35,319.04 33,546.61 41,772.15 29,919.82 38,398.59 55,136.86 OALARyy- Fa 21,191.43 20,127.96 25,063.29 17,951.89 23,039.15 TC 505.0606 F'e 386,960.66 333,654.84 807,362.31 255,454.50 522,501.34 BC OAL/Ryy. Cm 0.9798 0.9767 0.9797 0.9705 0.9855 420.56 Panel Point Moment 2,302.39 2,302.39 1,468.00 2,439.67 2,439.66 BC Stress: Mid Panel Moment 1,366.58 1,003.03 734.00 1,587.45 969.77 0.97 Panel Point fb 2,203.38 2,203.39 1,404.87 2,334.75 2,334.75 BC L/Rz. 116.9021 Mid Panel fb 713.95 524.02 383.47 829.34 928.07 TC Shear Stress: Fillers 0 0 0 0 0 8,159.19 Panel Point Stress 17,845.38 17,784.68 25,862.94 17,420.79 17,499.38 BC Shear Stress: Mid Panel Stress 0.7609 0.7910 0.9879 0.8675 0.6874 14,275.41 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 15,486.11 16,730.22 3,881.88 6,050.83 6.60 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V1 S 2,209.61 7,826.93 2,621.65 3,813.87 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,348.53 18,714.09 9,379.02 9,491.54 3.59 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 9,847.93 10,742.43 2,426.26 4,991.86 5.14 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V2 2,509.78 7,826.93 3,155.57 4,113.65 2.08 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 2,171.08 24,373.24 8,877.02 10,338.00 3.19 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W6 7,940.49 8,984.69 1,915.89 4,037.08 4.53 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V3 2,509.78 7,826.93 3,171.61 4,113.65 2.09 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,660.71 16,730.22 6,836.05 7,220.73 2.91 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W8 5,617.19 5,758.64 1,405.52 1,874.37 4.20 x 0.090 1 C1266= 1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,392.03 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,150.33 10,742.43 4,660.84 4,991.86 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 3,724.30 4,802.89 895.15 1,420.93 3.26 x 0.077 1 C10AB= 1.125 x 0.756 x.077 V5 2,509.78 7,826.93 3,191.67 4,113.65 2.11 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W11 1,067.62 7,826.93 3,108.78 3,323.01 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 12 3,108.78 4,802.89 1,359.30 1,420.93 2.72 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 V6 2,000.00 5,758.64 2,403.19 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W13 1,878.67 7,826.93 3,108.78 3,323.01 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W13 1,878.67 7,826.93 3,108.78 3,323.01 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 *Continued on Next Page... STRESS ANALYSIS - PAGE 2 Job Number. Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:45:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOINO SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ30 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,403.20 2,827.10 2.00 x 0.090 1 C1266= 1.125 x 0.799 x.090 W 12 3,108.78 4,802.89 1,359.30 1,420.93 2.72 x 0.077 1 C 10AB= 1.125 x 0.756 x.077 W11 1,067.62 7,826.93 3,108.78 3,323.01 2.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V8 2,000.00 5,758.64 2,399.51 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,724.30 4,802.89 895.15 1,420.93 3.26 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W9 1,150.33 10,742.43 4,660.84 4,991.86 2.43 x 0.129 1 C22BB= 1.125 x 1.110 x.129 V9 2,000.00 5,758.64 2,392.10 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 5,617.19 5,758.64 1,405.52 1,874.37 4.20 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,660.71 16,730.22 6,836.05 7,220.73 2.91 x 0.158 1 C32BA= 1.125 x 1.520 x.158 V10 2,000.00 5,758.64 2,380.99 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,940.49 8,984.69 1,915.89 4,037.08 4.53 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W5 2,171.08 24,373.24 8,877.02 10,338.00 3.19 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V11 2,000.00 5,758.64 2,366.17 2,827.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,847.93 10,742.43 2,426.26 4,991.86 5.14 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,348.53 18,714.09 9,379.02 9,491.54 3.59 x 0.176 1 C34AA= 1.125 x 1.549 x.176 V1 S 2,326.59 7,826.93 2,769.67 3,637.21 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 15,071.86 16,730.22 3,930.23 6,002.54 6.42 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS - PAGE 3 G,� Job Number: Job Name: Date Run: 5819-0199 GAYTEWAY BUSINESS PARK BLDG B-SHOPORDERS 11/8/2019 8:45:15 AM NEW MILLENNIUM Location: Joist Description: Mark: BUILOING SYSTEMS ARLINGTON,WA Long Span 32LH367/250 TJ30 TCX Design TCX Left TCX Right TCX Length 0-2 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 0-8 BPL Length 0-6 Clear Bearing 0-6 3/8 Clear Bearing 0-4 3/4 BPL Material: 2024 =2 x 2 x.248 BPL Material: 2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 1.0449 Section Modulus 0.0000 Reqd SM 0.0082 Reqd SM 0.0000 Mom of Inertia 2.0278 Mom of Inertia 0.0000 Reqd MI 0.0007 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b: SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b: 0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP Y or City of Arlington dITTVIEn OO [F 4 D s GN5G` YTU1 1 • Public Works Zlntc_C 238 N. Olympic•Arlington,WA 98223 DATE JOB NO. ❑Administration ❑Maintenance & Operations ATTENTION TO ❑Engineering ❑Utilities RE: / WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted,kindly notify us at once. " City of Arlington IMUU Q [ 4 U e HQ3W044Lad • Public Works '•ptINo�0 238 N. Olympic •Arlington,WA 98223 DATE JOB NO. ❑Administration ❑Maintenance & Operations ATTENTION ❑Engineering ❑Utilities RE: 11 -. TO CL' � T L L L it-1- r-- I-r`I 1 j`l 1 WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION 1, �O1.''ULl �- THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted,kindly notify us at once. " �� City of Arlington [LYT En OO [F 4MCY]93MV711 • Public Works '•p��No�oz 238 N. 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NUMBER Q 4066 OD6 DTLR. CAD CHKR.D D H Phone:(775)428.0600 I Fax:(775)867-2169 r I; a c I I 3r I 50'-0° 50'-0" EEE 49'-1+" 7f 50'-3r 48'-7r 30' 34° O m 5 SPA 0 10'-0°=50'-0° 4 SPA 0 10'-0'=40'-0' 10'-v 4 SPA 0 10'-0"=40'-0' 8'-7r E I N y I o 28'-11" �m �F gv_ � I Yti �'• >> �ti c ti v c� z c� s I p� 2. s• p .!, _ _ x z vuaxss_ __ Wlsxzs ' �'�' 1 9 13 15 13 '' li-►. ru m rn N I � o m f I a I 0 3-32LH36/250-J14 32w364/250 �n .� �+ N II I � Q fi -0 o, q q D 7 17.9KSA GS 7 60G5N17.9K5.0 6 12 GI 41G5NBJ 39• © <27.10 m r I 6 7 -P.GRID E 0 I N I q O O0 N o <5.60 u 32w357/250- 8 32w367/25D- 8 M F N Z <510 d ,N �y p 0 o Z i <5.50 p � o 0 0 1 035141 9 . 7 • BOG5N18.9K5.0 6 2 I • TJ2 32LH367 250 <26.50 o 6 7 + 12"N/A u TYP.GRID D 0 1 I vB7 q y <5.6K> "L 'w I <50> I i$ KBI I � � Q 32LH387/250- 8 32w367/250- 8 <1,10 i N I zgzzZ� K81 <5.60 � NA�NA I a 1 60G5H1 9K5.0 J GS 7 Gs 2 TJ2 2LH367 250 <26.50 �- F o m z 8 7 12"N/A TYP.GRID C •„ p $�mAag I I�• i l � z. I `e'• o O BRANCHLINES 0 5 1/2"$ __o s FROM JOIST TOP CHORD � -I � i N o i J3 2w367 250 i. <5.60 W q � � I 5522 Q a MAIN LINES a 3'-2 1/2" FROM JOIST TOP CHORD 32LH387/250-J o r32w38/250- o ___(� <5.60 i I I I I I I I m I� I Im Js s I2w3s7 zso <5.6K> r - , cq ^� v V I V r 5 1ITI 15 13 3 a - •S[TCW'T] 21H36� �- ® ® ® ®z m m - - - <42.OK B"N/A> m m m m K �a �a <5.60 s 4 m�Jir�u �mm�ac• >wL+- .. ... _ .. <5.60 R <5.60 2. ��'AA" �Bn ooN QooN p�p� 000 ic,m ^'� z _ wzo �g rSi. ` �"�\ grN+c • 48-9r c m- x • 6 PI "I i i A D �� a c�a2 "R. rid S *� Z o P� o o � �$ $ cgs �o g g� i ei o > m JOB NAME Electronic Copies Approval 9/20/20197 CAD Z G A Y T E W A Y BUSINESS PARK B L D G B G/, Electronic Copies Feld Use 11/1$/2019 CAD o LOCATION C— j ARLINGTON, WA NEW MILLENNIUM N ARCHITECT NELSON BUILDING SYSTEMS ^"•` y 0 I New Millennium Building Systems,LLC GS Cf" N O CUSTOMER 8200 WOOlery Way ,n•,r. o PANELIZED STRUCTURES, INC Fallon,Nevada 89406 I www.newmilLcom s� p %D t0 CUSTOMER P.O. NUMBER DTLR. CHKR. Phone: 775 428.0600 I Fax: 77$ 867-2169 "' • �D 84066 CAD DDH Is c Im 300'-0" I 3r 7r 49'-1}° 50'-0' 50'-0" I 48'-7r 50'-3pr I I 8'-7p: 4 SPA 0 10'-0'=40'-0" 10'-3r 4 SPA 0 10'-0"=40'-0" 5 SPA 0 10'-0°=50'-0" I N I I v ' 4, 4, _ 4,�Y. IS o 15 13 oll , w ' is o , I 3-32LN /250-J14 2 321H364 250 w i o i c% <27.1K> _41GSt+8.7K3.0 .: 8 ;:.IG1 12 AIL��`" SOGSN17.9K5.0 ,"6 ' m ..... TYP.GRID E 4 V 7 x' <5.6K> I I i32111367/250- 8 32LH367/25D- 8 N �s• ; /o ® _ <5.6K> o- I \� D oKal - <5.6K> m D I m� F— I I o u I o <5aK> TI O <26.56 "''� 32LH367 TM �G4 S0G5N1&9K5.0 SOGSNI1190.0 8 G5 7 TYP.GRID D 12"N/A 2 6 7 I rn Fri 0 I- 6.60 i m N C5 ems- <5.60 o <5.5K> i L 32LH387/250-J 8 321H367/250- ll �o I �I o ° f s f �I 1 � m w S 1 I _ <5.60 % ° s 7 32LH367/250 ' TJ30 S -0' G8 BOGSN18.9K5.0 SOGSNI&9K5.0 G7 TYP.(,RID C 12"N/A 2 6 7 r - l I i 12S I�ci I- I - 1 32LH367/250 1 J3T <5.60 " rm vi ® Eg i <5.6K> I <5.61<> rn 32LH367/250- 2-J20 I `m� 32LH367 § N N Ir --1 32LH367 J336.6 ( x r - ,I I gti 32LH367/250 6 - J11 J34[TCW=7]I 13 15 13 15 — I im c5.6K> pr <5.6K> a L 48'-9}° D m JOB NAME G A YTE WA Y BUSINESS PARK B L D G S Electronic Copies Approval 9/20/2019 CAD G� Electronic Copies Feld Uee 11/t2/2079 CAD o o LOCATION 1� ^-• W C_- ' ARLINGTON, WA NEW MILLENNIUM " CID ��/y v N N � >ARCHITECT NELSON BUILDING SYSTEMS ^° V� � ty New Millennium Building Systems,LLC No CD CUSTOMER PANELIZED STRUCTURES, INC 8200 Woolery Way S i S� Cr t0 , Fallon,Nevada 89406 I www.newmilLcom _ L., C9 Cp CUSTOMER P.O. NUMBER 54066 CAD DDH DTLR. CHKR. Phone:(775)428-0600 I Fax:(775)867-2169 PANELIZED STRUCTURES, INC. Commercial&Industrial Roof Construction Corporate Office-5731 Stoddard Road-Modesto,CA 95356-Phone(209)343-8600-Fax(209)343-8650 Sacramento,California Office-3345 Sunrise Blvd Ste 3-Rancho Cordova, CA 95742-Phone(916)858-2091-Fax(916)858-2095 Southern California Office-12265 Colony Avenue-Chino,CA 91710-Phone(909)464-1577-Fax(909)464-1574 Northern NV Office-Reno,NV-(775)236-0197-Fax(775)359-6066 Lic CA 652369-NV 0035215,Bid Limit=Unlimited-OR 86995-WA PANELSI971 LZ-AZ ROC226832-UT 6254750-5501-ID RCE-26722 web:www.panelized.com Letter of Transmittal To: John Barnes Transmittal#: 10 Sierra Construction Co-WA Date: 11/19/2019 19900 144TH Avenue NE Job: 19-PNW-138 Gayteway Bldg B Woodinville,WA 98072 Ph:425-487-5200 Fax:425-487-5290 Subject: Gayteway Bldg B, Final Calculations WE ARE SENDING YOU 7 Attached r Under separate cover via Next-day service the following items: F Shop drawings F Prints F Plans F Samples r Copy of letter r Change order r Specifications r Final Calculations Document Type Copies Date No. Description Joist Calculations 1 5819-0199 Joist Calculations.pdf THESE ARE TRANSMITTED as checked below: r For approval r Approved as submitted r Resubmit_copies for approval r For your use r Approved as noted r Submit copies for distribution r As requested r Returned for corrections r Return_corrected prints r For review and comment WO Final Calculations F FOR BIDS DUE F PRINTS RETURNED AFTER LOAN TO US Remarks: Please find one(1)sets of stamped and signed final calculations for the steel roof joists. Please feel free to call me if you have any questions or concerns. Copy To: Tim Lessard(PSI) From: Yolanda Castellanos(PSI) Signature: If enclosures are not as noted,kindly notify us at once. Page 1 of 1