Loading...
HomeMy WebLinkAboutPermit D2000-363 - NETSTREAM - IMPROVEMENTSNETSTREAM 3333 S 120TH PLACE EXP1 ' ED SEP 0 5 2001 EXPIRED SEP 0 5 2001 D2000 -363 City of Tukwila *" Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: Address: Suite No: Location: ,Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: OWNER OCCUPANT CONTACT. CONTRACTOR WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. 102304 -9069 3333 S 120 PL Un: NOFF DEVPERM V -N 001 North: 125 Contractor License No: 180 SABEYCI033KM NETSTREAM 3333 S 120 PL, TUKWILA, . WA 98168 SABEY CORPORATION 101 ELLIOTT AV W, #330, SEATTLE WA 98119 ROBERT SORENSEN 12201 TUKWILA INT'L. BL, TUKWILA, WA 98168 SABEY CONSTRUCTION INC. 101 ELLIOTT AV W SUITE 330, SEATTLE WA 98119 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: _SELECTIVE DEMOLITION, STRUCTURAL SEISMIC UPGRADE, CONSTRUCT NEW STEEL FRAME MEZZANINE AND PARTIAL ROOF, RE -ROOF BUILDING. *********** r***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 946,559.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Flood Control Zone: N Hauling: N Start Time: Land Altering: N Cut: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: n Public: n Storm Drainage: N Street Use: N Water Main Extension: N Private: n Public: n ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 8,843.55 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Center Authorized Signature: Signature:_ DEVELOPMENT PERMIT ezi Print Name :__42 7 i2Z .. This permit shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: .0 South: .0 East: .0 West: Sewer: VAL VUE Slopes: Y Streams: Date: (206) 431 -3670 D2000 -363 ISSUED 01/24/2001 07/23/2001 OFFICE 1997 SPRINKLERED .0 Phone: Phone: 206- 281 -8700 Phone: 206 -277 -5220 Phone: 206 - 281 -4200 Size(in): .00 End Time: Fill: eTzfL Date: L-24-0) I hereby certify that I have read and examined thi permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. _ granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. //7e/lo/ if the work is not commenced within if the work is suspended or abandoned inspection. z 1 w u6D J OB oO coo w I .. J � W O g a, o F w; zt- H�0 z 1 . LU U o' - :o a w w : w P CY ui Z: o O ~ z.. CITY OF TUKWILA dress: 3333 S 120 PL Un: 130 Permit No: D2000 -363 Suite: enant: Status: ISSUED Type: DEVPERM Applied: 11/13/2000 p�ercel : #: 102304-9069 Issued: 01/24/2001 * * *•k *•k k•k * * * * *•k•k* * * * * * * ** k *•k * *•k * * * *• * ** k * * ** k *"k•k k k ** k•k * * *•k * * * ** k * * *` * *•k ** k *•k *•k errnit. Conditions: No changes will be made to the plans unless approved by the Engineer and the Tukwila Bui ldinq'. Division. When special inspection ;is required either, the owner, arch;i test or engineer shall notify the Tukwila ., Building Division of appointment of th'e inspection `agencies prior to the fir st building inspecti on, Copies of all special inspection reports _ • sha l l% be `submitted to '' i l d i ng. Division 111-;a timely manner. Reports shall contain address, project name, pe,rm number and type of inspection being, Performed:" The special inspector shall ;submit. a final signed 'repor stating/ whether the work r equirin g °special ins pectionwas` to the. best• of the inspector,'s knowledge, in conformance with' approved plans and specifications and the applicable worknianship.provisions , of the UBC Engi:neered truss draw i ngs and calculations shall " be on site,,_ andava i l ab l eA' to the bui l d i'ng' inspector for inspection purposes $,Docume nts shall ; bear the 'seal and signature: o Washington State Professional Engineer Algl construction, to be, conformance with approved, plans and requirements;of the Uniform Building Code (1997: Edi,tion) 'as amended,' Uniform' Mechanical Code (1997 Edition and } ngton State' Energy Code .:'(1997 Edi tion) Notify' the ;City of Tukwila Building Division '"prior; to placing any concrete. This procedure is i'n addition , , ' an requ;iremen.ts for special,, inspection. , Validity of Permi t The issuance of ,a pe t ,.,or - approva 1 planar specificati bns," and comuutatians shell not be con strued`: be 'permi t for, or an approval • of, any violation , a of any of ipr'r`uvisions r of the building oode o'of any(`,' other ordinance `of the juritsd.iction.''�N o permit to give authority, to .violate or cancel the provisions,. of 'this code shall be ;va,l i d Electrical permits . shall be obtained through the Washington State Division of Labor, and Industries and all electrical work will be inspected by"that. agency (248 - 6630). 9. 'All mechanical work shall be under separate permit issued by the City of Tukwila. 10. All construction noise to be in compliance with chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11. All permits, inspection records, and approved plans shall be available at the job site prior to the start of any con - struction. These documents are to be maintained and avail - able until final inspection approval is granted. 12. All structural concrete shall be special inspected (UBC - Sec. 306(a)1). 13. All structural welding shall be done by W.A.B.O. certified welders and special inspected (UBC - Sec. 306(a)5). 14. All high-strength bolting shall be special inspected (UBC - Sec. 306(a)6). 15. ***FIRE DEPARTMENT CONDITIONS*** 16. The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 17. Maintain fire extinguisher coverage throughout. 18. Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1-6.5) 19. Exit doorS shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) 20. Obstructions, including storage, shall not be placed in the required width of an exit, except projections as ,permitted by the Building Code. Exits shall not be obstructed:An any manner and shall - remain free of any material or matter' where its Orecense would obstruct or render the exit ., hazardous. 21. Dead bolts are not 'allowed on auxiliary exit' the dead bolt is automatically retracted when the door han0e from inside the tenant space. .(UFC \, 120;1) 22. Aisles leading to required exits she'll be provided from'alY portions of buildings.. Aisles located within an aCceSSiblet, A route of travel shall also reoMplv,-'wi,th the Building Code requirementsjor'access-ibilitv - 1204.1) 23. .1e:fittiensPr N.F.R.A. Addition/relocation of walls, closets.or partitions may requlirerelocating adding sprinkler heads. 24. Allnew sprinklersystemsnb all ,Modifications to existing sprinkler Systems shall have fire department_revi,ew and apOrovalydT'drawings prior to installation or modification.: NeOprinkfer''systems and all modifications to sprinkler sYsiOs Involving more than 50 heads shell have the written: appr6Vil of the 44.S.R.B., Factory Mutual, Industrial Risky Insurers, Kemper or any other representative designated , and/or% by the City of Tukwila, prior, to submittal to the'Tukwila Fire Prevention, Bureau. No , sPrinkler''.WOrk shall comMence.without approved drawings. ((ity Ordinance #1901) . • 25. Sprinkler protection shall 'be extended to all areas Where required, including all enclosed areas, below obstructions and under overhangs'greater than four feet wide. (NFPA - 26. All new fire alarm systems or modifications to existing systems shall have the written approval of the Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1900) (UFC 1001.3) 27. Local U.L. central station supervision is required. (City Ordinance #1900) 28. Call the Tukwila Fire Department at 575-4407 for approval of any system shut down. Have job site address. name and Tukwila Fire Department Job Number available to confirm shut down approval. (City Ordinance #1900) z —1 C.) 0 0 U) 0 co uj uj 0 D w z 0 z w w, 2 M 0 11.1 uj I I— — w 0 All electrical wor and equipment shall confor'"'strictly to the standar.dscof 7 National Electrical Code._'(NFPA 70) Required fi,we';esistive construction, including occupancy separations area separation walls, exterior walls due to location on 'property, fire resistive requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 1111.1) Accumulation of combustible waste material is prohibited during the demolition phase of this project. Remove and properly dispose of all waste material prior to the close of the working day and as often throughout the day as. needed. Contact the Tukwila ;Fire Prevention 'Bureau to witness required inspection$, and tests. (UFC 10.503) (City Ordinance #1900 — and ' #1901)` This review limited =to'speculative tenant space only - special fire permits:, ,may' necessary depending on, detailed descriptionof; intended use Any overlooked haiar`dous condition and/or. ( violation of',the adopted `F'fre or `Bu'i lding Codes) does not imply approval .of such c`ondition'or violation THESE WERE REVIEWED BY INSPECTOR 512. IF YOU HAV ANY QUESTIONS PLEASE CALL THE TUKWILA FIRE PREVENTION BURE °AU (206)575- 4 hereby cert i fy'' that I have read' ` these cond i t i ons and W i l l l =compel v{ with them,? as outlined. ' All provisions, of law' and ordinances governing this work will be complied w.i th,' whether spec i f'i ed herein dr not .' The grant,ing',of' this. permit, does not presume to give author.ity: vi oaatey•br. cancel - thei,prov {i si o`ns of any •other ,.work' or local ;Laws regulating constr ucti on , r the performance : of ).work . . w , U : U O' CO ww J ' CO U. w 0 < ffi D ' = ▪ w ` F.. z • tu D p O N ' w w V • O w z 0 p' ,z Project Name/Tenant: NETSTREAM Value of onstruction: $ 'J Z. , 000 Ta • : r :I Num ' e :.— 0 • it...... gja Site Address: City State /Zip: • I. 1 • - - : k A. - Property Owner: Phone: International Gateway East LLC 206 281 8700 — Street Address: City State /Zip: Fax #: 12201 Tukwila Intern'l Blvd, 4th Fl, Seattle 98168 206 - 282 -9951 Contractor: Phone: Sabey Construction Inc. 206- 281 -8700 Street Address: City State /Zip: Fax #: 12201 Tukwila Intern'l Blvd, 4th Fl, Seattle 98168 206 - 281 - 0920 Architect: s Phone: Sabey Architecture 206 281 -8700 Street Address: City State /Zip: Fax #: 12201 Tukwila Intern'l Blvd, 4th Fl, Seattle 98168 206 - 281 -0920 ` Engineer: Phone: Engineers Northwest Inc., PS 206 525 - 7560 Street Address: City State /Zip: Fax #: • :.• - .a 0 - , - ►I 1• — ..' ,••• Contact Person: Phone: Rolwrt Snrpnsen, ATA 706- 777 -972f1 Street Address: City State /Zip: 12201 Tukwila Intern'l Blvd, 4th Fl, Seattle 98168 Fax #: 206 - 281 - 0920 Description of work to be done: Selective Demolition, Structural Seismic upgrade, construct new steel frame mezzanine and rnnf rP —rnnf hiiilrling partial Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church a Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel .• Office ❑ School /College /University Other _,- _,_,,,,_ - ,-__,_,_,_____,___._, - Will there be a change of use? yes Cl no If yes, extent of change: 48,000 s . f . Existing fire protection features : EJ sprinklers ❑ automatic fire alarm CI none C3 other (specify) Building Square Feet: 231 , existin 12 , 993 new Area of Construction: 48,000 s .f . Will there be storage of flammable /combustible hazardous material in the bulding? ❑ yes rzt no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets New Commercial / Addition / Multi - Family Permit Application CITY OF TUK *A..A Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANT REQUEST:F09 PUBLIC WORKS. SITE /CIVIL PLAN REVIEW :OF'THEiFOLLOWIN (A"ddltional.reviews'may.be determined.by�the ±P >ublic Works' Department) r s' ^' ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): in Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is Issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: 0 PLEASE SIGN BACK OF APPLICATION FORM NCPERMIT.DOC 1/29/97 Date ap icatlon e es: I ... O lR STAFF USE ONLY Appltcatio by: (initials) • z w U 00 W = t•- • w wO LL Q = • 0 z1 Z O I — Lu U � N 0 I— w W. H L I O li.l z U 1 Z BUILDING OWNER'OR;AUTHORIZED`AGENT: Signature: Date: Print name: .Tnhn W_ Tang &IA Ph ° 6- 281 -8700 Fax #: 206- 2R1 -097n A1.1! dr ss: 201 Pi1kwi la TntPrn I 1 R1 .,d _ 4.th Fl City /State /Zip: Seattle WA 98168 - 5121 ALL NEW COMMERCIAL/AdDITIOP LTI FAMILY PERMIT APPLICATIONS iT BE SUBMITTED WITH THE FOLLOWING: ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ® ❑ Copy of recorded Legal Description from King County ® ❑ Certificate of water /fire flow availability (Form H -11 a). Contact the Public Works Department (206) 433- 0179 for servicing district. Q ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. • ® ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ ® Site Plan 1. North arrow and scale. Existing and proposed utilities and existing hydrant location(s). Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump- ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). fl Vicinity Map showing location of site fi Building Elevations (Include dimensions of all building facades and major architectural elements) 2. 3. 4. ❑ Mechanical Drawings ® Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ® Architectural drawings ❑ Specifications (if separate document) %® Structural Calculations ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ Height Analysis ® Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ Topographical and Boundary Survey ❑ Tree Coverage Analysis (Multifamily only ) ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 • ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ f3 Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered archltecbenglneer, o r contr licensed ` tiy the State of Washington, aR notarized letter from the property,,. orauthorizi wneng;the;agent to 'submit thispermit applicationand obtain the p as,part of this,`slibm/ftal:;; >.; I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERMIT.DOC 1/29/97 z ~ w rY � 0 0 to t • w wO w a = w z � t- 0 z I- tu �o O E, 0 - w - U id U =• O~ z #**4 *4 *3,` *44444 4 **4: 141 *h*4 *4 444 *i1•4***11 *4 *•A*4.4* CITY OF TIJKWILA, WA cQ j TRANSMIT k . i t • A * • ? .. .h ',4 i 1 * * s+ ik * a :kw a •* a• .l . :1 ,1 :4 * A A• fi ,4 * * * 4- 4e 4 * ,4 TRANSMIT - )Uuiilher'a. R91300390 Auiciiii t: 3,432 :05 11/13/00 16:18. I'ctyriertt� Method: L :HE.CK �IC�t,t it,r�: SABEY CARPC RATTCJ In it: •'TLI) Perm it WO: '02000 -363 1 'p€. W .UCI.'PE:Iti» :` DEVFL.c)PME:IVT f:ERMI:T I' tire el 14o :1023 () 4 - 9O6':4 S;i tei Addre 3333 S 1.2() PL. ' St: Fl c III : 130' T a t. a i ' e ti G a E3 , E1 .. 5 5 hi;s Payuie9L• 3 ? )2.0:5 't'otal AI_{. Pints: 3y/1c1 .05 Bat arlr.e: 5,361.50: • **A * .l* toaiA4* 4•tit1•.4:1':t* **•4h:A'aras4*•. : 1.•, l4 1*4 * *41',h4. *4:4: *1*4A:444 *4 4•*A * *4A.4:* Account Cade O c•r iption .. A maLtri `t, 000/3.1b., 830, PLAN CHEC)t 14ONRE5 3,4132.0 .•. i�w.r•<ay • rr sir SN � • rr�.Ai * * * ** ** * * *'* ** ** ***'**********k* **'k **** * *;�* * ** ** * *k *ilk * CITY. OF 1UIC 14A * * * k * *********k************ * * * * * *a** * * * * * ** *R0* ** * * 5.36 01/24/01 13:54 TRHNsM]:T umtfeo^: Rp100101 Amount: Pavment. Method: CHECK Notat ion: SAREYCONST1;UCCi in it : TLII - ~Permit No: D2000-363 Tyne: DEU PERM 0EVELOPMENI PERMIT Parcel ' No 102304 -906 S to Address 3 5 120 PL Un: I z3q St: Fl • Total Fees: 8.843.55 5.361.50 TotEtl ALL Pmts: 8.843.55 a; Pawmeni, t;a lance: .00. * * * ** * * * *' * * *. * * * * * * * ** . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** **** t ** ACCOUnt''Code.'.. De 3Ct"intign 5.357.00 r • 22 BUILDING F. .R000 /J x..100 NG - NONRES 4.50 �?OOf386 „' 0�4 STATE,BUILD 3 SURCHARI�F_ _ -- • 1009 01/26 9710 TOTAL '5361.50 �Y.Kht' �5, tt �, w,c�}; qyr c ,,,w { ... ; } �"� , i Y '!'. i v�'7P ., . , a`Pi`f��. r - i�'' ,h I c � ,Jf H' � 4 ;1. 0 1 } ; 7 �' t �"� .4;rl klyi � 2i0it.. rilge•�,ik:'4i,1(li P , Df K t'I f .t I lid A NETSTREAM INTERGATE EAST TUKWILA, WASHINGTON thePussq45st��— STRU ORAL A CULATIONS C,tc. 21i Novem•er •, 2000 ENW Project No. 00132000 C n 0 l DEC 2 8 2000 REID MIDDLETON ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525.7560 FAX (206) 5226698 8/28/02 00 U) 0 ' W W '. J (IL W 0' H t �I UJ 0 :. o 10 I- W I ( W j N ; o ' JOB No. v SUBJECT 5Xte ykDot ENG I N — NORTHWEST MC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe NAME WErezfiebn . k ietoCIG)- 2140. u3 — R(l4-a- 1 =B10( x.cf \hz.111(3101)s661. rt Roet ib,O. Kpe a,5 piSf ►Izl �� , = t.5 t-E = p1 6x maw,. a.t Mao (bu7JY= ,g si *I ,etittmlA0vito: I• n tr-i-A9.4 ti rtofo :. t1. Q °. . ' _,V W VJ =`f(1 +5110t1)1= St- rr - ,'11(s gv' = t o4eO. 15. DATE i SHEET�OF BY 0 tu x, W 0 u- Q —0 I— al Z s F- 0. Z V, W:, fiC U co 10 —1 '0 H. ,W = U ` Z ` 0 i Z Eq. (32 -1) Eq. (32-3) ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Job number -13200:00 - - - - 1 Job name MEFBTiREAM'EA$TlWE8T =_ ^ ---� -. =_ - �: - - -- -- =_ 97 UBC Section 1630.2 Static Force Procedure - Building design base shear Eq. (30-4) Eq. (30-5) Eq. (30-6) Eq. (30-7) Controls Structural system type = Lateral Force - resisting system = Seismic zone = I= hn = Soil profile type = Na = Nv= Ct = R= Ca = Cv = Ca' = Cv' = Z T= Vu = (Cv" I /R*T)*W = Vu = (2.5•Ca" /R)*W = Vu = (0.11 *Ca" I)*W = Vu = (0.8 = Vu design V design = Input SSE =100r Tb1.16 -N (Abbreviatethus:- BWS,BFS,MRF,DS or CCS) Tb).16-N Tb1.16 -K height to top level in main portion of structure (abv.base) Tb1.16J Tb1.16S & U ( Greater than 1.0 only in seismic Zone 4 ) a .16 -T 8 U ( Greater than 1.0 only in seismic Zone 4 ) Output 0.02 Sec. 1630.2.2(1) 4.5 TbE16•N & P 0.38 Tbl.16 -Q 0.84 Tbl.16J 8 R 0.38 =Ca*Na (Ca' not = Ca in seismic Zone 4 only) 0:54 =CVNv (Cv' not = Cv in Seismic Zone 4 only) 0.3 Tb1.16 -I 0.258 -Eq. (30-8) 0.9101 *W 0.2500 IN Upper bound all Zones 0.0495 IN Lower bound all Zones 0.0533 IN Lower bound Zone 4 only 0.2500 IN Ultimate 0.1788 IN Working (1.4 ult. factor ) Section 1132.2 Wall lateral forces - perpendicular to wall Ou Ca' = 0,38 Ip = . 1.50 ap/Rp = 0.8333 Cantilevered parapets ap/Rp = 0.3333 Main walls -- hxlhr = 1.00 Fpu= 4.0•Calp*Wp = 2.1600 IN Upper bound all Zones Eq. (32 -2) Fpu= ap *Calp/Rp•(1 +3hxlhr)Wp = 1.8000 IN Cantilevered parapets 0.7200 - IN Main walls Fpu= 0.7*Calp*Wp = 0.3780 IN Lower bound all Zones Controls parapet Vu design s 1.8000 IN Ultimate Parapet V design • 1.2857 IN Working (1.4 ult factor ) Controls wall Vu design = 0.7200 IN Ultimate Wall V design = 0.5143 IN Working (1.4 uit factor ) NOTE: - for wall anchors that - are not embedded 8 diameters minimum multiply the above walifactors by 1.5 for the anchor loads 97 UBC EQ. Tbl. 18-0 1.A.(1) Tbi.16-0 1.A.(2) SHEET ' OF 11/13/00 97EQSHR.xls NO. • ,CA W uj W O ,, tL < H W' Z Vii} I-- O z I - U Ni EV W 1- V W �3 Z: U =; 0 ; I I I• 1 I I I I =.- -WOOD-COLUMN DESIGN W/ COMBINED AXIAL COMPRESSION & BENDING :`'1997 UBC ` -- - SINGLE PARALLEL TO DIMENSION - - MAXIMUM "d" DIMENSION =12" PROJECT NO. : - X132000 -= -- I I I PROJECT NAME: - _N 'R00t= DRAG_ — _ - —_ -- : _- ..�.,� =s IS COLUMN A GLU -LAM OR SAWN LUMBER OR MSR SAWN LUMBER ? I I TYPE OF WOOD MEMBER = GLUa AM= DF.- - =- -= = GRADE ECIES:= Ht feet (unbraced both directions w/ 'nned ends; Ke =1.0. Fc = 0.066 -- 25- . b in. tr�� Piaxiat) = Sec.2307.3 5.23 -- - 1 20 • 9 =_ : kips d = - 18. - in. Iu = 300 in. 1 +FcE/F: = 0:592 W = :_ -= _ 0 =_ plf (lateral bending) Iu/d = 5714 Sec.2307.2 2c' - Sec.2307.3 Fb= =_ psi le = 537 Sec.2363.1 Fc =$ _ _ 7_1 psi FbC =Fb"_ 3857 psi FC 0.074 E = =- 2000000 psi RB = 17.66 Sec.2363.1 c' Sec.2307.3 CD = =:_ _,1.33: - = =; duration Kb = 0.609 Sec.23082 Cm = `;= =1.00 = size factor @ Fc Fb = 3907 Sec.2363.2 Fb = 1.013 CFb = 1.0 size factor @ Fb Cb = 0.400 Sec.2363.2 Sec.2363.2 F 3857 psi = FcC 1 +(Fb ") = 1.533 Ke(I/d)= 57.14 Sec.2307.2 S = 224.000 in 1.9 . Sec.2363.2 Kc = 0.418 Sec.2307.3 A = 84 in Fc = 258 psi Sec.2307.3 M = 0.000 kip-ft (Fb = 1.066 • c' = 0.9 Sec.2307.3 . _ 0.95 Sec.2363.2 Cp = 0.066 Sec.2307.3 -249 -. -- 254;., I 0 1542 . fc = psi fb = psi Cp(Fc•) = F' = psi Cb(Fb•) = Fb' = psi Sec.2307.3 I Sec.2363.2 Pa z. . 21,355 -= : W/O kips. -1 Pam = ' 20.900 kips ALLOWABLEAXIAL LATERALLOAD -UNITY EQUATION a.. --.:- . 0.979 CFb = 1.0 for Fb• w/ AXIAL ( still use C > =1:0 w/ Fc•) . COLUMt OK See Sec. 2363.2 @ Fb• ENGINEER!! CHECK ALL BOXES INDICATED THUS :- — FOR CORRECT INPUT. NOTE BOXES FOR SPECIES AND GRADE DO NOT AFFECT THE PROGRAM. ARE FOR FUTURE REFERENCE & CHECKING ONLYI!- I I PROGRAM UMITAT1ONS : - 1.) Pinned end columns wl same column length in both 2.) To use Cm (wet use) & Ct (temperature) factors adjust the Fb, Fc & E inputs by multiplying by these factors prior to inputting. 3.)12" maximum "d" dimension.. ENGINEERS NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Page 1 SHEET 5 OF 11/14/00 Woodcol2.xls z Iw U U co -i i- N LL W O. QQ LLQ a mo z I' z O ., uj U� O N 0 I - = W 2 ti l z o O I- z ENG I Ni ..: ERS — NORTHWEST 1 i■1C. - R S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560- FAX # (206) 522-8898 Joe NO. JOB NAME klerSteAsmiteL DATE 111 13/ • SUBJECT .- 54S - r!___LZAND SHEET ,, OF BY CD , trAta-rftAtt. 0 Wirt0C0 405ARALL OtielVintt t-01 Vkb wpm, 0 01-.:1.741 1c1a54(19.61 1e4 4— ENGINI ‘ERS— NORTHWEST ^1C. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115. - (206)525-7560 - FAX # (206) 522 -6698 Jos No. JOB NAME OerST SUBJECT ui_.= I6,1+ 4*(44741 • R7Z G I•13' =1.) 274. OW PA. IS (13:44 DATE (l (130 SHEET OF BY d(1 +t) Ilk@ 40,g 5 = ats41 k '2 4--1 . 9,5 tikt z tc6.54(1g.3) —, bto C_ t 335x. 4 2 33b - -1/1 1 4- 1gz &4t p ( L �N � to. Pat iole9)/4 K 6t1 Iod b 1040 .1 to &AA16 (40 z- 1 1 ' 053-1-cfo)20 494,4. ENGINL_ERS— NORTHWEST !AC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - 1206)525 -7560 - FAX # (206) 522 -6698 JOB NO. JOB NAME I DATE (I (1 SUBJECT . /"aStr FA `{ � �� 1 •� ()Ago I LL co D g srno5 t12" I % Z O Z o LLI ° E 44 soetoc �► l , 2 D CI ISIMI OtiC .+ _ b ✓V si_l- 1 Cam' V U (f� 'N O N tans SkigAtti c 00 Irc—" U Nil 4 ' ID - 14truieu � . koD $R @ Robes ° z �. .. `(' -1 ` �g71 g 5. I Is1,57�o5," I WALt.. o`L6b " I �t�N ° elf �x¢_ 1 (------;---- 9,491; , it - - , ,, 6t6 � � I t& = 351 ;. —1' ("3v -.an Ism g4. i '142- 1 SHEET OF BY 65 4-1 '`; 1 � 5aaa 3,5 s2.5 3;5 Ea l f2 f3 X 4.5 q.5 S 9.5 o s 744 so 9.1 +Nun' 2.414 .41104t. @S i L 4 S7qlft Yo tli \) hues) t1.46to Vtet tool) Twt--v2 to5ofr I, C a) 36 (' (QX.15,3 NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. m to p z m - m m t 0 m z 0 ENGIN HERS- NORTHWEST 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206) 525 -7560 - FAX # (208) 522 -6698 Joe No SUBJECT JOB NAME N 615 twig i,et1,. DATE tit ( 49° SHEET $ OF BY -1ffl000- telfam t aek. • -rtAiu W W -J W Q U. Q. CD 3 v O` IU 2 Dr 3 .p!, O Ns I— W F lll U N 1- 2. Z r JOB NAME N r l 9l 2..PR 4 DATE i l l( 71010 Joe NO. � � 1O Aq SUBJECT l"v''1�/*�� ` `mo "D ` SHEET OF BY ENGIN - ERS - NORTHWEST 'JC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522.6698 21,0 2t0'" C It t ? u) s(g Kitt �'' tpfo 214 • e tos _ at" °r. v¢" .4166,i 4- ir-tutf wor-3 /$ Voir- H loG •S I Gr. QeC j,i WAUiU)f- 31.5(1 P A260‘j I33,s fl k 4 2(4I fi . • R3. 159 JD5 3 pittpl NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS. DUE TO THE QUALITY OF THE DOCUMENT. � • a 0 w 0 v In 0 0 0 .z , Z z m 7. C I . m m o : (p cn. I. n m Z r � m a ort co J m N 0 at a -Z ry Cif n V • rao L NG I NnE RS - NORTHWEST ,ic. P. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB NAME DATE SHEET OF BY q.5 i.S 915 rehil _44_04 • 3 + 10.1 4--Cr t1, ieviut e. 3 ,0 37. ,1,° . 4-_--t 4--) 'T 2 45 111,1 C31,5) 61, .5 1 2-7- 1(134 TOR• (MI _31,.5I 2 .b7 • .• -.;; • .• . ENG I NT:ERS - NORTHWEST 7,1C. P. S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6698 JOB No JOB NAME WIT-L t4 Aci-•1 SUBJECT PON f t5fAc1 DATE SHEET BY ifilG100 OF 1 LOW Le .514 . C.L MOO .4. 911r11 (901) tp.w .ktit 57i; JOB No SUBJECT ENGIN._ERS— NORTHWEST 74C. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522 -6698 JOB NAME PolltfTratioat J yAktiteto l- tQ)(t ›Sert °� „ DATE (110 x SHEET OF BY 1.4k4,1-0E0 = (S1 -t< Cie izvck t k +'. 21 .:)1 J , a h ENGIN )'ERS - NORTHWEST n'JC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 5224698 n o ill 2 C.) oO∎ y Q ° W W, N LL W 0 2 LL. at or HW Z:P; UJ 2 Di O N" !Q Hs; W Z . U N Z ENGINERS NORTHWEST IC. P.S. • 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206) 525 -7560 - FAX #t (206) 522-6698 JOB No. JOB NAME � SUBJECT ►'�V QQ ' tg 41( 0 bYjdt4/.1°' 141' P tuoo9 X16 HaVO k--- 510(6u , (bri nays Aecs t1) (1 u 4► z +k6 @..4Ii 4 DATE itIt44 SHEET Cr.'. 1 OF BY o N � .0 �x¢� o'(LUN�� 4- re o : o , CO W W u. J 1 ' ? �. o W � W 0 ff' w W u . Q Z! i= � 'i 0 Z -. ENG I CERS- NORTHWEST MC. P. S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (208) 5224898 JOB NO. JOB NAME 1.1e,fitiont SUBJECT c ReCtI&Ptilak ) - 0 0 kJ1J KY+:i DATE t MOO SMEET4 OF BY ENGICERS— NORTHWEST .,JC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. JOB NAME IJt SUBJECT R `"?rfacuL luk M 0.1;0 c �I x t / t 'tJ' U0-4 Wietile0 ,x01 / TO Sy - 0119 YA T12 MOM kfOi. '5 ®U40-' 3 , M O og / 6)(6 . g two' bXiS( 'Co ?At, LauS"C Ulhu4CDtr rit V; Igs3 904. TS Ada. -2+ kuio g ate I` ti 11 Qu ► I H,t - a54-(4� 50i 1: 16 650 c g • W W =; . W 0 Ji W Q cn 1 W z � Z° 0 O N of- uj V! ; w Z ' 0 Z :. ENG I - NORTHWEST 'NC. PS. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)5257560- FAX # (206) 522-6698 Tfeerm( 3 JOB NAME Ott . VregirMs 160C)(1( Lt*CO ( 14 (t-9 =941114j 4,-1 1 rittbt 0 IWO DATE ( I1 1 +0° SHEET OF BY 1 bkitS ftd?19)1. 404.x P's7 t* 1; tipt--q- •44u sq(et fai,oeu, ui 0, 2 g :71‘ • ILI Z 1-; 0 2 a D (.) 10 =C : I ul uj . Z co' 0 BOLT DESIGN ENGINEERS NORTHWEST INC. Date 6869 Woodlawn AVE NE Sheet 7.1 Seattle WA 98115 Project 206 525 7560 fax 206 522 6698 version 1.01 Double Shear — Wood Main member — Steel Side Members Main member Thickness in. = 6.75 Side member Thickness in. = 0.25 Bolt Diameter in. = 1 Angle in to main member (0 is parallel to grain) = 0 Angle in degrees to side member (0 is parallel to grain) = 0 Material is DF Spec Gray = 0.50 Load duration = 1.33 REDUCTION FOR WET CONDITION OF USE Cm Dry Cm = 1.0 REDUCTION FOR END DISTANCE Cv The min edge dist = 1.5*Dia• The min edge dist for a loaded edge = 4 *Dia The min end dist = 3.5*Dia Cv = 1 No reduction REDUCTION FOR TEMPERATURE Temperature Normal Ct =1.0 REDUCTION FOR GROUP ACTION Number of rows = 1 Number of bolts per row = 4 Bolt spacing = 4 Area of main member = 238 Modules of main member 1.8 Area of side member = 2 Modules of side member F. 29 Reduction Cg = 0.90 - Bolt Capacity (kips) = . .6.61 Group (kips)= 26.44 r Z ENGIN ERS- NORTHWEST 74C. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 JOB NO. JOB NAME SUBJECT ROI Z L weAktelk- 5tei- WkAk ` DATE It l 1 SHEET ff OF BY D 6k 51P4 w i 7113n' - r(4 wRL - rte 6y,pa I L . _ H W. 1 , W cri ; o � ,2 a , = w U W . z : ' ,0 N • 0 h-� Z Joe No. Joe NAME SUBJECT X7 Rt)O (21 ENG INnERS— NORTHWEST MC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560- FAX # (206) 522-6698 Q)2,-5Ut01(01-) ev:0 ToC OP li'F.0,140, -C rD qi-tf-Ases4U,.. *— 410. 4— f Psto.lfs .vor "lite? f - Moe-mot> - (101*- 5B66 I I 11+1GO DATE SHEET p OF BY toRSIttet-IttS 11415660 • 1$D4:* tfi*A fitte% tu was4D 75 OIL ENG11 NORTHWEST ---\ NC. PS. Joe No. SUBJECT 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6698 140 JOB NAME 1..s.-re.g5-402 kAto ifiLo two 4-01 1.-9,6go ‘11 wct buctuo co @ eM 23+4A. itArtA ett•-rApktice, 11, 4 4V-40 ra4-C16) 119•• maw oCito)(1,s3)::. 2,9.06!k" 67t0 5.A17) - t - A) Peoce waw 'k7 I kgoo PAUL lo(L) Vek5te DATE 111144 SHEET BY - rActiy.3 1 0 73 9.1t• g qtfe g-41.17dA Utao Q41%.-5- =.1.to • 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6698 ) JOB No. Joe NAME Obt SUBJECT lAftiZA, ENG liCERS — NORTHWEST -- .■1C. PS. 110 gtkt1t12-- \xt ilOcte '6/ —MtAlo- (L'S• 2 1+5 4rg-toci PAla wir Leg -- rttt.41.0 zzgot DATE fillq1 SHEET OF BY WPEA ukoto 64-Y •. s'Ibrovr ati)Pfittt abseti : • I ttoe. Ara loktro' • II res: coo; up, uj 0, g IL <CI •=1 0 1 2 D 0 = ILl 0 LU T• W, U. • Z. 0 ' 'Z r 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 5224698 ENGI(\HERS- NORTHWEST .4C. P.S. JOB NAME lv 4r'✓ - rviek 4, JOB No. 1A1 SUBJECT S W cs-r t o d .jar i r M0 3- 4/0 WO DATE (i [Flu) SHEET OF �7Cls"f tlextVxt4KAI"r BY Vs t0 'U) w ; J w 0 g -Jj n ay AU w D` Io N O F-i z; w N; U o ENGIFERS NORTHWEST TUC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 e. JOB NO Jos NAME I T1 DATE (((171 SUBJECT k (1 r GGlM°`✓�b ¢ SHEET ti OF BY MSTI 41 bbotb00 tool tt �3- ¢ x -'�y1 1 � � N ((J T scot (Alp - 4 b°I � 2 -IOIQ eT . V ��� emo � X 4- t 0 0 iicfac -to ¢X4- W/ s-vo taove , fi J t, - f $1)(x t rho wPQ- k 2-to lte i.-U to &Cti-" MA- We-Wks 4 z., o: w ' U O coo cow J w 0 LL Q a w : Z � I- O Z W uj -moo: 0 I—' w LU Fes:: - z • 0 Z ENGINlERS- NORTHWEST 'JO. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. SUBJECT 1'PI01V K ( 3/ 1 g JOB NAME �5 Celt. 146 poor S(35000,P I (.4-0H) ,' i► •a to) owito9 4 0' y 6 DATE t( 191 °° SHEET �Zb OF BY .NWer e2904 r ft -to u5 N LL , w u. I w , Z 0 = V` — 0 • Z U N ' 0 H` Z • JOB NO. JOB NAME SUBJECT ENG I WERS- NORTHWEST IC. PS. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560- FAX # (206) 522-6698 gisceisctv 6r—SFJ Ilikorror ear, wattuf. obacro iv6 LL a-1,2 OtN 6,5 1,z Itz ti .z 1.14-tat u gt 18' Do 8 DATE SHEET BY 913 4AIX-44 (18) z-r r. 44 1 S U.A44 (9t C ..rtje 11 ti 1 lolco OF Rev: 510001 Composite Steel Beam Page 1 Description NETSTREAM M34 Design Input 3ectiow Name Beam Span Been - Spacing Slab Thickness Deck• Rib.Height Rib Spacng Rib - Width- - Rib Orientation Beam - Location - Dead Loads (VP/led belbro 7594'cudngY 1 FuII Span Loads... # 1 k/ft # 2 k/ft [Live Loads ( ePf*d after 7596 calling) 1 Full-Span- UnHonn- Loads... # 1 1.140 k/ft #2 k/ft - - Summary OK Shored & Unshored Using: W21 X44, Span = 19.15ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One stress Checks *w Shored & Unshored Cases:.. Bottom of Beam Actuar= Unshored DL Stress . Actual Shear Stress Unshored Stress Check.... (Mdl/Ss + MIUStrans) Actual = 20,194.3 psi (Mdl + MII) / Strans(top) Actual = 704.5 psi Alternate Unshored-Stress Check 4. (Mdl-+ -MII) / Ss- Shored-Cenerete-Stress Check.. Mll) / (Strans:top • n) Shear Studs & Shear Transfer Actual #Studs 9 per 1/2 beam Stud - Capacity 12.50 k Total req'd 1/2 Span 4 studs Vh (fp 100% 185.16k Zone-1-from- Zone 2 from Zone 3from• Zone 4 from .Zone-5•from- Zone 6 from W21X44•- 19.150 ft 26.700 -ft 5.500 in 2.000 in- 12.000 in 5.000 in Parallel Slab -One Side Actual = Actual = 18,230.8 psi 7,057.7 psi 4,113:9 psi 0.000 ft to 3.192ft , Use 3 studs 3.192 if to 6.383ft , User 4 studs 6.383 ft to 9.575ft , Use 2 studs 9.575 ft to 12.767ft , Use 2 studs 12.767 ft- to 15.958ft . , Use 4 studs 15.958 ft to 19.150 ft , User 3 studs Fy -- Pc Concrete Density Stud 0.750 in Stud Height 3.500 in Beare- Weight Added Internally Using Partial Composite Action . Elastic Modulus 29,000.00 ksi Point Loads.. # 1 7.200 k # 2 7.200 k Point Loads... # 1-- 11.200k # 2 11.200 k Allowable = Allowable = Allowable = 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf OK OK OK Allowable = 32,400.0 psi OK Allowable = 1;575.0 psi OK . 25,257.6 27,360.0. psi 977.7 1,575.0 psi V'h : min Vh : Used 6.380ft 12.760ft 6.380 ft 12.760 ft 46.29 k 112.50 k 30 W U'. U O W w ° W O u_ QI D , CI W Z �:: I•- 0 Z W tu U 0 ! O in O H` 2 U . . Z ° 0 D- O H Z 'w Rev: 510001 Composite Steel. Beam Page 2 11 Description NETSTREAM M34 Deflections I : Transformed- Before 75 % Curing Construction toads Only After 75% Curing Total Uncured Deflection Composfter Deflection Load Combinations... Dea&s Composite • Max. D6-• LL Maximum-Moments- Dead Load Alone Dead - + Cant Live Load Only Dead+ Live Support Shears Shear ® Left - Shear Right r. Section Na Depth Width Flange Thick Web Thick - Area Weight - I -steel S steel-: top S steel : bottom 2,137:28 in4 - Shored 0.060in (after Moms removecn 0.000 in 01541n 0.060 in : L/3815.9 0.214 in-: L /1072.3 LReactions 1 Ltd 7.83k 22.12k 29.75k Analysis Values 48.00 k -ft 48.00 k-ft 123.77 k ft 171.77 k ft 29,75 k 29.73 k Fb : Allow n - Strength n : Deflection Section Properties W21X44 20.660 in box : Steel Section 6.500 in t transformed 0.450 in Strans : top 0.350 in Strans : bot 13.000 in2 Strans : eff @ bot 44.157 *ft — n'Strans : Ef © top 843.00 in4 X X Ms from Bot - 81.61 in3 Vh© 100% 81.61 in3 23.76 psi 8.60 8.51- -- -843.00 in4 2,130.53 in4 ' 245.15in3 121.96 in3 11-3.06 in3 1,798,1 in3 177 in 185.16k I : Effective -- tinshored 0.132 in 0.000 in 0.154 in 0.132 in LJ 1737.0 0.286 in : L / 802.6 -- t Right 7.62 k 22.11 k 29.73 k 61046 .! 1,851.871n4 Effective Flange Width... Based on Beam Span 2.394ft Based on Beam Spacing 13.350ft Effective Width 2.394ft • Rev: 510001 Composite Steel Beam Page 1 r Description NETSTREAM M33 Design Input Section -Name Beam Span Beem- Speoing. Slab Thickness Deck -Rib - Height Rib Spacng Rib Width - Rib Orientation Beam Location- Dead Loads l appiedbefore 75% cu e Full Uniform Loads... # 1 k/ft #2 k/ft # 3 k/ft Live Loads ( applied s1br75%cu+ing) Full - Uniform- Loads... # 1 1.140k/ft # 2 k/ft # 3 k/ft Summary i Using: W24X68, Span = 30.00ft, Stab Thickness = 5.500in, Deck Rib lit Stress-Chsckstor-Shored & UnshorsdCasss... Bottom of Beam Unshored -DL Stress Actual Shear Stress Unshored-Stress Check.... (Mdl/Ss + MII/Strans) Actual = 28,309.5 psi . (Mdl + MII) / Strans(top) Actual = 1,041:5psi Alternate Unshored Stress Check: (Mdl + MIt) / Ss Shored Concrete Stress Check. :.(Mdl + MU) ! (Strans:top • n) Shear Studs & Shear Transfer Actual # Studs- Total req'd 1/2 Span Zone -1 from Zone 2 from Zone 3 from Zone 4 from Zone•5 from Zone 6 from W24X66- 30.000 ft 26.700- ft 5.500 in 2:000 in 12.000 in 5.000- in Parallel Slab One Side Actual =- Actual.: Actual= 15 perl/2 Stud 6 studs Vh © 100% 26,302.3 psi •8,183.4psi .5,008.6 psi s n 12.50 k 290.06k- Point Loads... # 1- 6.500 k # 2 6.500 k #3 6.500 k Point Loads... # 1 14.300 k # 2 14.300 k # 3 14.300 k 0.000 ft- to 5.000ft , Use 5 studs 5.000 ft to 10.000ft , Use 6 studs 10.000 ft - to 15.000ft , Use 4 studs 15.000 ft to 20.000ft Use 4 studs 20.000 ft to 25.000ft , Use 6 studs 25.000 ft to 30.000 ft , Use- 5 studs Fy 50.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud - Diameter 0.750 in Stud Height 3.000 in Beam-Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi 7.500ft 15.000ft 22.500 ft 7.500 ft 15.000 ft 22.500 ft OK Shored & Unshored = 2.00in, Rib Spac= 12.00in. Rib Width= 5.00in w/ Slab One Allowable = Allowable = Allowable = Allowable = Allowable = 34;850.5 • 1;361.1 V'h : min Vh : Used 33,333.0 psi 33,333.0 -psi 20,000.0 psi OK OK OK 45;000.0 psi OK 1,575.0 psi OK 38,000.0 psi 1,575.0 psi 72,52 k 187.50 k z ' g U 0 CO W W J ; Cu.. W O J IL z v W . z 1 9 - ill Ili 2 p' 'O.N 0 l-' a. WW u z 1-- O H` z Rev. 510001 Composite Steel Beam .Page 2 Description NETSTREAM M33 Deflections I : Transformed 4,314:58 in4" Shored Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Reactions Load Combinations... Dead + Constuction Composite Max DL + Lr f Analysis Values Maximum - Moments - Dead Load Alone Dead + Const- Live Load Only Dead + Live Support Shears Shear@ Left - Shear (Right Section Name Depth Width Flange Thick Web Thick Area Weight • I -steel S steel : top S steel : bottom 1.0.7:Ak 38.55 k 49:32 k 105.18 k -ft 105.18 It-ft 342.75 k -ft 447.93 k -ft 49.32 k 49.32 k Section Properties W24X88 23.730 in 8.965 in 0.585 in 0.415 in 20.100 in2 68.274 IS/ft 1,830.00 in4 154.24 in3 - 154.24 in3 0.148 in (alter shares removed) 0.000 in 0.484 in 0.146 in : L/2460.5 0.631 in L / 570.6 Fb : Allow n : Strength n : Deflection Ixx : Steel Section I• transformed Strans : top Strans : bot Strans : eff © bot n'Strans: Ef © top X X Axis from Bot Vtr@ t0096 I : Effective Unshored 0.306 in 0.000 in 0.484 in 0.306 in : 0.790 in : 10.77 k 58.55 k 49.32 k 33.00. psi 8.60 8.51 1,830.00 in4 4,301.77 in4 459.21 in3 216.58 in3 204.38 in3 3,4350 in3 19:86 in 290.06 k 3,827.60iin4 L / 1176.4 L / 455.5 Effective Flange Width... Based on Beam Span 3.750ft Based on Beam Spacing 13.350ft Effective Width 3.750ft 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. Joe NAME k)61 SUBJECT` W► °" &b. Q 4 ° t„„-, Prsu -fi • ENGIN NORTHWEST 'JC. P.S. Ttf-wt: *-4-Ete(404 "l • • r I,t IJ • O t 5 4tq v `G )t, 6 •xt'T, 'Prk)tr, i g DATE 111(6 1 SHEET OF BY ( Au- —000 toga toe!) Too wb 0 " . WO; CO LW CO d a U O 'CI I • W W! U N 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6698 Joe No. SUBJECT tv!s.L mut ENGINCERS ThC. PS. Joe NAME k)eirCIE 01406 liaPeD t-P-014t. Ike 10 (0' D R gattr e oe , I p ak , 4 ,205' tto .(os,g)k t6g=-1 .1 q- fat 0% ig kgptit) kofe-) 110 QAM'S DIV — to Ateato w-tibevgto.1 $4.o Qt-fito42.- 1g .4.0 IP° elk( 114-0 • - • • -• • - •••••• •• 011140 SHEET OF BY DATE -E4)1 01+0)(1.A5) „go" 27000 (It) nitt(W. ttime 6g4- -L (14-1G)(n zg) rimtc -- WM ALI* Le NORTHWEST NETSTREAM I NTERGAT EAST TUKWILA, WASHINGTON STRUCTURAL CALCULATIONS November 9, 2000 ENW Project No. 00132000 rF)p,P( =� ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525.7560 FAX (206) 522.6698 IL rIan ncpr.k anoroVals are RECEIVED I A CITY O 1 PERMIT CENTER D209Z4(3 D c� 0, to 0 W W, W 0 g J LL = ; CY z � : :, 2 D 0. ,a E .0 W V ! 16.r w16 1) tZIZ NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. EI4GINbERS NORTHWEST 1NC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No. Joe NAME 061.6145741M • SUBJECT tt1. • t 0 11.-4 ' tit,- 1 c r-L. looKi ImotftrisitSt. i ttistoe u►851 431 4.3 • 4-37 2 4.4 �.4 Poi. : Mkt u k t, 9tio: 1 �hPiVC/ TO A+ 4 L - io► 6 (12.0 - 4 O —.41(p. 69",2'' - Lum,g(65.21 1,1$kr t& .14 Ca11�� -40,g k • tog- V' 4405 ". l 1-M DATE to( I 6Igo SHEETe_OF BY (ea) = 59AV., f S M�� V ! 1i8 OM" " z•5 14.e.S eAuoCo s o �' 6� �- � 117 � ".7 tqlkst a l rE ' 140'0)(144,5- -1 610-1- rq ell0e .t [531 - 9-62‘33x 3.85 = 4 32)- tOMMJ 0143('- ,.`—' WouS tuw Elmo/ t : ' ?Sr I T,u,,Z k•� 5.2K 6'42' )1 4= 5►5' / ;•azif 4' n h°Iz" Ast.z./ A giat< vtv >< ithLt & ENGINLRS— NORTHWEST I,4C. P.S. 6869 WOODLAWN%AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 JO NO. JOB NAME Kit 1 SIT Ri^4 DATE 1 0 1 12- 11 1)° SUBJECT WU (O ( • • LWu - tsa - 1 q rst -t P' (50 p - (27. - 3e.2.1 )/(— 64%?S 7.2 6.3g r53o- x32 530 s Gass- 2,5s 2 lo, ( ti + 'Fo t.i■ni burg ■� ►�■• - . • . • -r:�'.::Lti • 4 2b,1 1.9. 1,2 1,2. <---Lt• 1 ..33 3 1 ,0% L ix, ..` 8 2 6.1 2A.0 w l(g)C35 (Zia) NE W9,1x44 (7/49 - ) �47 c L 1cost , 012 �--� �Or @4) s- •43 1.35((5 `•�(c 1.51. cc° SHEET_3 _,OF BY 4 ENG INL.ERS- NORTHWEST 1.1C. P. S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525- 7560.- .FAX # (206) 522 -6698 JOB NO p. JOB NAME _:F _] 'GF' PA• DATE 10 3 O 0 SUBJECT 14k- btiti2 ' SHEET - OF BY 115 III eIIj't ! i Jam Zwrlrlario kJ a5.1 l a.g 210.7 8+ • ttuatm-+ (140 �, CO) % .5t 14 (.am - . 3g Vdttt w 411s . 5 2-1( 2 L I (ol5 teppt.t = LL• 1,w,9to7) v.11. 1 '7 ( , o 9 ) • 5 .eS ENGINEERS — NORTHWEST INC. P.S. m6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522 -6698 Joe No. JOB NAME DATE SUBJECT SHEET S OF BY 1 0au i9614 � Li) Of- frQ) t, le sta. F g i.r!! 1 Lillk 2.33 4 2.3$- 1110 Si2 Oft- 2'1 b.as�r '0.3S C6b) ":" K-1# (--- - 1,s (1 .G t<4 1,5 (5d) . ,34 Kit 6,38 r ° .cfo 1,a/tut 111,=.160/1=-110-7, ENGINEERS INC. P.S. -6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522.6698 Joe No. ,, IILL Joe NAME � t'C°�TV M SUBJECT MC .&Vv. 75.$ .sz ,3s l ynly.orm-(6p-sc)(9) ZZ. 22, . .121" z (-I 10 f¢.8 131 f'D DATE I0/ OO SHEET P OF BY 15.15 4-50- C w9>< Ct g) 1- .u., --,1;1 1st (c- ►Y;�S l a , = 143, w ti d' gg 3, 7 V; V 0 U) 0 W W Cl) W 0 : . u. 4t W F z zoo ILI ILL mo v N 5 ur o ; Z . 0 N ' ~ H 0 ENGINEERS — NORTHWEST INC. P.S. c - -- )6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Jos No. p JJOB NAME OET PIA S"[ SUBJECT fV1(r Pz YW 11.0 AS aS.E 1,3 ='pL 17,7e LV �. CO) .Z . -, ®R, 34, 1. 3.b 11.0 loiaLE fit,• •�" Witx35C2 DATE 101Z SHEET 7 OF BY . ENGINEERS—NORTHWEST INC. P.S. : 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 Jos No. A 2� Jos NAME kle rE'CiSI SUBJECT 145% • �'•Y '. ISD -1-1X/ L IKA.MctiRtatrerci 0 • i t 25 11g:' vit.= tab,c,' - 1 L W g)( 3*l -'I) �— .. f boo ‘ Tw � b .3 t1 to.5 tb ' 7 6,� L15�6 ?)y :91 • 0 1 r • wtgs5 - .15-n,: (.1e 0 Y rz- totex3c4-) btu o (ua x4-g- . odb2cItro> (u1)1, ,q/H (6 ?) ' =50 1' -(iq) LTG GJ i 7.5 *P - 1,62 DATE lo`teto9 SHEET g OF BY 6$c(Im+w71i40- 1:4 .00! :co O co w: w p = v I i-0 z I- LI/ wi 2 U D Il-: w I- -. z. Joe No. '' II1� �/'/J SUBJECT I`{Gt= : ' �LX ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB NAME AI Ai 1 1 1 L I 1 .f 4„jaI, 18 1,5 ( - . 51 tckr - 7,�CI�1' ►, I a 1�� w bAov - '- ``-1 1 o° 9'01 51 t(4 115L15D1= 1.r2.-IcAte w Tl 1 7 .51 c D VAe= 9.- ,0 =64 _.5 .t 1,13 �� ?a' o a' ..(L =15,6 - •�, �CH1 � � .8, 1E4' 14,t 2- 1 y 3,x' DATE I 011 SHEET OF BY K 4 h to =9 =1-• 1. a W` I- 0 Z Hi 11J uj Ci 0 Nc .0 I-1 W Z . W �_, 0 I—' z ENGINEERS - NORTHWEST INC. P.S. -6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206) 525 -7560 - FAX # (206) 522 - 6698 Jos No., Jos NAME M6T9 IMr SUBJECT IYI • SIAR -� P.0 /114- - 11 =9 fat W1 * 4s 22.2. 1,2.6(156) 11°Il aa,435e stay la it u1•040( tq) DATE (I1z1 SHEET a OF BY l uutlx40 Cu) �S �1 l U = L� 454 ENGINEERS— NORTHWEST INC. P.S. X6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522 -6698 Joe No. � Jo � e f.1� NAME C it SUBJECT 1" • «� 4 "`� ¢ ' �YUI I fof µgx 10,E - 10,1 1 1 t5. 31.2 ?� 3 2 4.1 CFA• 46,7 .1 0,1 MAO (45) VIII,- lon]L-1 og Lr31 m= I:10(. 70.1 3 A .�5 ID s- ?5051)) •.5b fL St(!.04(1 .CL L. 3, (0 t1=, a ) ,GoZL ,4. !ri -I6aC' W91xg+ (0-5) �—' co' (611 , 4-? t<1 . D e.38(I .1 is (- I1.5WI kat la.a- 1 1 - 76 - 6 1� U W � ' 1 Y - 1g ` 4 4 z. Ip,38(61+19)° ell A. to DATE j to[ � l SHEET ; 5 , OF BY LTG 13:75' 3,'5' ga5 0-5 11,4 V O` co W 1 CO Li. t W O }}; J S CO 3 a�. uJ fi w W:. moo; O, Ni D LU o UJ O _ oI- Z .. ' �.. ENGINEERS— NORTHWEST INC. P.S. (- WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 — Joe No. JOB NAME N JT DATE 1 D IMOI OD SUBJECT 1 -1 SHEET OF BY WA9-11i I %.0 0 )24 1Utto.1 I octi &014Deli =fl 1,L ari.2) = lq-11 51, (0g38(t » b'1'•} o-1.4 +Wfi 19 � 't 4a`L C1 +IS) STR1 ' 1 , �i - .11( ,b11 c., 21 cv 44(1150 ,63:L Pr. lo uJl(919(oq) t I (073 1.4* rYl = ISg,S U orit ' 9 w(1a1Ue$G , uoittT- , a9 w) Ot= R.q ENGINEERS — NORTHWEST INC. P.S. )6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -1206)525-7560 - FAX # (206) 522 -6698 Joe No. JOB NAME wtrrarietodi SUBJECT I- 1-22 _ Mho 0 t,a 36 e a:o 2 v c" II4l •4•W* 8 21 6$-9 11 =d 11„2'L =L as . qo. OS 1 It/Jab/50(1/01 LIL. , 'I =1- 61G F-- 5s1Q (bi' c r a� IC4 L ac, Sit (19A 84f - LV tutWO Uu tbai0 .14- A 4-37 w' at; IWa�X44 btu-.33 ( -1,94 . -t0e . dos DATE 10 SHEET OF OF BY Qtt,o , ii)gw — rn ENGINEERS—NORTHWEST INC. P.S. `,6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 Joe No. JOB NAME Ne C , teti YI4 SUBJECT I "L �- f8T46. 1• 4.7-2 4-1.z 4'.2. 2 .1_ . J. J, . .0. rt.. • -I.o 1bi5 38; Ito 36 �3 W ',4 1( 2-5' 3a o Igi rg (e,5 1¢,3 taa to -(So) ' rixg4( ) r12," et-lattS LIL% L-( . DATE ICO°1 ' SHEET 021 OF BY (4 1.z I,IZK L i-I3ov --10' co cow 0u. w o g J. < W � Z °° '0 N 0 H w w' O Z : Rev: 510001 Composite Steel Beam Page 1 Description NETSTREAM M1 Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads f appied 75% curing) Full Spar. Uniform #1 0.480 k/ft live Loads ( aP/ried after 75% curing) Full Span Uniform Loads... #1 0.320k/ft # 2 k/ft # 3 k/ft Summary Using: W18X35, Span = 26.70ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = 22,046.6 psi Unshored DL Stress Actual = Actual Shear Stress Actual = Unshored Stress Check.... (Mdl/Ss + MIUStrans) Actual = 25,754.9 psi (Mdl + Mil) / Strans(top) Actual = 488.9 psi Alternate Unshored Stress Check : (Mdl + MII) /.Ss Shored Concrete Stress Check....(Mdl + Mil) / (Strans:top * n) [Shear Studs &Shear Transfer Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from . Zone 5 from Zone 6 from W18X35 26.700 ft 6.380 ft 5.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both Sides 13 per 1/2 beam span Stud Capacity 9 studs Vh @ 100% 0.000 ft 4.450 ft 8.900 ft 13.350 ft 17.800 ft 22.250 ft 9,556.1 psi 4,133.2 psi 12.50 k 185.40k - Point Loads... #1 Allowable = Allowable = Allowable = to 4.450ft , Use 5 studs to 8.900ft , Use 4 studs to 13.350ft , Use 4 studs to 17.800 ft , Use 4 studs to 22.250ft , Use 4 studs to 26.700ft , Use 5 studs Fy 36.00 ksi - -fc 3,500.00 psi Concrete Density 145.00 pcf Stud"Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... # 1 7.200 k #2 7.200 k # 3 - 7.200 k V'h : min Vh : Used k 23,999.8 psi 23,999.8 psi 14,400.0 psi 7.020 ft 13.350 ft 19.680 ft OK Shored & Unshored OK OK OK Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK _ 36,026.9 27,360.0 psi 665.3 1,575.0 psi ft 107.72 k 162.50 k 025 Rev: 510001 Description NETSTREAM M1 Deflections I : Transformed- Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Load Combinations.... Dead + Constuction Composite Max DL + LL Maxim um- Moments- Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 1n2 34.986 #/ft 510.00 in4 57.63 in3 57.63 in3 1,774.42 in4 Shored Analysis Values Reactions 1 t!p Left 6.88 k 15.07 k 21.95 k 45.89 k -ft 45.89 k -ft 127.12 k -ft 173.01 k -ft" 21.95 k 21.95 k Composite Steel Beam 0.120 in (after shores removed) 0.00G in 0.319 in 0.120 in : L /2673.8 0.4391n : L / 730.4 Fb : Allow n : Strength n : Deflection 1: Effective Unshored ttt Right - 6.88 k 15.07 k 21.95 k 23.76 psi 8.60 8.51 hoc : Steel Section 510.00 in4 1 transformed 1,770.78 in4 Strans : top 362.84 in3 Strans : bot 96.66 in3 Strans : eff @ bot 94717 in3 n•Strans : Ef @ top 2,952.9 in3 X -X Axis from Bot 18.32 in Vh @ 100% 185.40 k 1,693.75n4 0.398 in - 0.000in - 0.319 in : 0.398 in : L / 805.1 0.717 in : L/ 447.1 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 6.675 ft 6.380ft 6.380ft -249 Page 2 Section Properties Rev: 510001 Composite Steel Beam Page r Description NETSTREAM MIA Section Name Beam Span Beam Spacing - Slab Thickness Deck Rib Height Rib Spacng Rib Width. Rib Orientation Beam Location Summary Actual # Studs- [Design Input Full Span Uniform Loads... #1 0.480k/ft Full Span Uniform Loads... # 1 0.320 k/ft # 2 klft # 3 • k/ft Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W18X40 27.700 ft 6.380 ft 5.500 in 2.000 in 12.000 in 5.000• in Perpendicular Slab Both Sides Using: W18X40, Span = 27.70ft, Slab Thickness = 5.500in, Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual= Unshored DL Stress Actual = Actual Shear Stress Actual = 13 per 1/2 beam span Stud Capacity 6studs Vh 100% 0.000 ft. 4.432 ft 8.864 ft 13.296 ft 18.097 ft 22.899 ft to to to to to to m.Am„mH,. Dead Loads (eppledbefote 75 % =HIV 1 Live Loads f appied after 75% curing) 1 20,822.8 psi 8,753.7 psi 4,048.1 psi Unshored Stress Check.... (MdI/Ss + MII/Strans) Actual= 23,941.7 psi (Mdl + Mil) 1 Strans(top) Actual = 484.7 psi Alternate Unshored Stress Check.: (MdI + MII) / Ss Shored Concrete Stress Check....(Mdl + MII) / ( Strans:top * OK Shored & Unshored Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Shear Studs & Shear Transfer 1 12.50 k 212.40k 4.432ft , Use 8.864 ft , Use 13.296ft , Use .. 18.097ft , Use 22.899ft , Use 27.700ft , Use Fy Concrete Density Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 Point Loads... # 1 7.200 k # 2 7.200 k # 3 7.200 k • Allowable = Allowable = Allowable = Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 32,296.8 27,360.0 psi 664.6 1,575.0 psi 5 studs 4 studs 4 studs 4 studs 4 studs 5 studs V'h : min Vh : Used k 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf ft 7.020 if 13.350 ft 19.680 ft OK OK OK 69.09 k 162.50 k u U O co 0, W W J F (Li 0 LL..Q co 3 1- W Z F' Description NETSTREAM MIA .Composite. Steel Beam L Deflections I : Transformed Before 75 % Curing Construction Loads Only After 75% Total Uncured Deflection Composite Deflection Load. Combinations... Dead+ Constuction Composite Max DL + LL Maximum. Moments Dead Load Alone Dead + Const Live Load Only Dead..+ Live: Support Shears Sheer.@. Left. Shear © Right Section Name Depth Width. Flange Thick Web Thick Area Weight I -steel S steel: top S steel : bottom W18X40 17.900 in 6.015 in 0.525 in 0.315 in 11.800 in2 40.081 #/ft 612.00 in4 68.38 in3 68.38 in3 2,028.68 in4 Shored 0.128 in . (Mershon's removed) 0.000 in 0.332 in - 0.128 in :'1:/2591.4 0.460 in : L / 722.3 I : Effective Unshored 0.388 in 0.000 in 0.332 in 0.388 in : L / 856.8 0.720 in L/ 461.8 [Reactions I - tip Left 7.20 k 15.62 k 22.83 k• 49.88 k -ft 49.88 k-ft 134.24 k -ft 184.04 k -ft 22.83 k 22.05 k Fb :• Jlow n : Strength n : Deflection . C� Right 7.20 k 14.84 k 22.05k Analysis Values I 23.76 psi 8.60 8.51 Ixx : Steel Section . - 612.00 in4 I transformed 2,024.25 in4 Strans : top 386.42 in3 Strans bot 11.1.46 in3 Strans : eff @ bot 106.06 in3 n*Strans Ef © top 2,980.4 in3 X -X Axis'from Bot 18.16 in Vh Q 100% 212.40 k 1,851.141n4 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 6.925ft 6.380ft 6.380ft Section Properties I 7 1111111.1.1.1111.111.1.1111.11. R.v; 510001 Composite Steel Beam Page 1 Description NETSTREAM M2 Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full Span Uniform Loads... #1 0.510k/ft Full Span Uniform Loads... # 1 0.380 k/ft # 2 k/it # 3 k/ft Summary Using: W21X44, Span = 26.70ft, Slab Thickness = 5.500in, Deck Rib Ht= Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = Unshored DL Stress Actual = Actual Shear Stress Actual = Unshored Stress Check.... (Mdl/Ss +MIUStrans) Actual= (Mdl + Mil) / Strans(top) Actual = Altemate- Unshored Stress Check: (Mdl + Mil) /-Ss Shored Concrete Stress Check....(MdI + MII) / (Strans:top • n) Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W21 X44 26.700 ft 7.500 ft 5.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both Sides 19,083.4 psi 7,261.4 psi 3,467.2 psi 21,592.1 psi 440.5 psi 13 per 1/2 beam span Stud Capacity 12.50 k 5 studs Vh @ 100% 234.00k 0.000 ft to 4.450ft , Use 5 studs 4.450 ft to 8.900ft , Use 4 studs 8.900 ft to 13.350ft , Use 4 studs 13.350 ft to - 17.800ft , Use 4 studs 17.800 ft to 22.250ft , Use 4 studs 22.250 ft to 26.700ft , Use 5 studs • • Fy 36.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in - Beam Weight Added Internally Using Partial Composite Action - Elastic Modulus 29,000.00 ksi Dead Loads (BPPied befb►e 75% curing) I Point Loads... #1 Live Loads f *Pled offer 75% curiae) I Point Loads... # 1 - 8.400 k # 2 8.400 k # 3 8.400 k 2.00in, Rib Spac= Allowable = Allowable = Allowable = Allowable = Allowable = 29,156.6 586.6 OK Shored a Unshored 12.00in, Rib Width= 5.00in w! Slab Both V'h : min Vh : Used w8.YM4A967.11'Nf17�(phi k 23,999.8 psi 23,999. psi 14,400.0 psi OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi ft 7.020 ft 13.350 ft 19.680 ft Shear Studs & Shear Transfer 58.50 k 162.50 k floc 510001 Description NETSTREAM M2 I : Transformed Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left Shear @ Right Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Load Combinations... Dead + Constuction Composite Max DL + LL Section Name Depth Width Flange Thick Web Thick Area Weight - I -steel S steel : top S steel : bottom 49.38 k -ft 49.38 k -ft 148.90 k -ft 198.28 k ft 25.07 k -25.07 k W21X44 20.660 in 6.500 in 0.450 in 0.350 in 13.000 in2 44.157 #/ft 843.00 in4 81.61 in3 81.61 in3 i heft 7.40 k 17.67 k 25.07 k Composite Steel Beam Deflections 2,724.77 in4 Shored 0.091 in (after tholes removed) 0.000 in 0.262 in 0.091 in : L /3537.3 0.353 in : L / 907.8 Fb : Allow n : Strength n : Deflection boc : Steel Section I transformed Strans : top Strans : bot Strans : eff @ bot n•Strans : Ef @ top X-X Axis from Bot Vh @ 100% I : Effective 2,411.141n4 .Unshored 0.259 in 0.000 in 0.262 in 0.259 in : L 0.521 in:L/614.6 Reactions I [cD Right 7.40 k 17.67 k 25.07 k Analysis Values I 23.76 psi — 8.60 8.51 843.00 in4 2,718.75 in4 474.67 in3 133.30 in3 124.68 in3 3,497.2 in3 20.40 in 234.00 k Effective Flange Width... Bard on Beam Span Based on Beam Spacing Effective Width 6.675ft 7.500 ft 6.675ft (o Page 2 Section Properties ---t L ., 570001 Composite. Steel Beam Page 1 Description NETSTREAM M2A [Design Input Sectiorr Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full Span Uniform Loads... # 1 0.510 lc/ft Full Span Uniform Loads... # 1 0.380 k/ft # 2 k/ft # 3 kilt Summary W21X44 27.700 ft 7.500 ft 5.500 in 2.000 in 12.000 in 5.000 in Perpendicular -- Slab Both Sides Fy fc Concrete Density Stud Diameter Stud Height Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi [Dead Loads (aPPledbefvxe %cur ,g) Point Load #1 Unshored Stress Check.... (Mdl/Ss + MII/Strans) Actual = 22,917.8 psi {Mdl + MII) / Strans(top) Actual = 453.3 psi Alternate Unshored Stress Check (MdI -+ MII) / Ss Shored Concrete Stress Check....(Mdi + MII) / ( Strans:top • n) k Live Loads (appied after 75 % curing) Point Loads... # 1 8.400 k # 2 8.400 k 3 8.400 k 36.00 ksi 3,500.00 psi 145.00 pcf 0.750 in 3.500 in 7.020 ft 13.350 ft 19.680 ft OK Shored & Unshored Using: W21X44, Span = 27.70ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= .5.00in w/ Slab Both Stress Checks tor Shored & Unshored Cases... © Bottom of Beam Actual = 20,,198.8 psi .Allowable = Unshored DL Stress Actual = 7,815.5 psi Allowable = Actual Shear Stress Actual = 3;594.7 psi Allowable = Actual .*Studs 13 per lf2 beam span Stud Capacity 12.50 k V'h : min Total req'd 1/2 Span 5studs Vh @ 100 %, 234.00k Vh : Used Zone 1 from 0.000 ft to 4.432ft , Use 5 studs Zone 2 from 4.432 ft to . 8.864ft , Use 4 studs Zone 3 from 8.864 ft to 13.296ft , Use 4 studs Zone 4 from 13.296 ft to 18.097ft , Use 4 studs Zone 5 from 18.097 ft to 22.899ft , Use 4 studs Zone 6 from 22.899 ft to 27.700ft , Use 5 studs 23,999.8 • psi 23,999.8 psi 14,400.0 psi OK OK OK Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 30,925.6 27,360.0. psi 606.3 1,575.0 psi ft 3l Shear Studs & Shear Transfer 58.50 k 162.50 k Rev: 510001 Composite Steel Beam Page 2 Description NETSTREAM.M2A Deflections I : Transformed Before 75 % Curing Construction Only After 75% Curing Total Uncured Deflection Composite Deflection Reactions 1 Load Combinations...- Dead + Constuction Composite Max DL + LL Maximum. Moments Dead Load Alone Dead + Const Live Load Only Dead ..+ Live.. Support Shears Sheer © Left 25.99 k Shear © Right 25.08 k Section Name Depth Width. Flange Thick Web Thick Area Weight. I -steel S steel : top S steel : bottom W21X44 20.660 in 6.500 in 0.450 in 0.350 in 13.000 in2 44.157 fl/ft 843.00 in4 81.61 in3 81.61 in3 2,745.10 in4 Shored -- 0:104 In (after shores removed) 0.000 in 0.296 in• 0.104in : L /3190.1 0.401 in: L/ 829.6 13/1 Left 7.68 k 18.32 k 25.99 k Analysis Values 1 53.15 k -ft 53.15 k-ft 157.25 k -ft 210.31 k-ft. Fb : -Allow n : Strength n : Deflection Section Properties 1 boc : Steel-Section I transformed Strans top Strans : bot Stnans : eff @ bot n•Strans : Ef @ top X=X Ms from Bot Vh @100% I : Effective Unshored 0.300 in 0,000 in 0.296 in 0.300 in : L / 1107.6 0.596 in : L / 557.3 Cc� Right 7.68 k 17.41 k 25.08 k 23.76 psi 8.60 8.51 843.00 in4 2,739.15 in4 484.00 in3 133.61 in3 124.95 in3 3,585.6 in3 20.50 in 234.00 k 2,428.081n4 Effective Flange Wldth... Based on Beam Span Based on Beam Spacing Effective Width 6.925ft 7.500 ft 6.925ft �U O � WW4 w o" - OY Z i cy U1 ui U O :0 1 -: ill Il i. : U = U. Oi Z :' U 0 ,. O L I:: 510001 Composite Steel Beam Page 1 Description NETSTREAM M3 Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Summary t Design Input I 'Dead Loads . f apPried 6eMe 95% cwfr,g I Full Span Uniform Loads... # 1 0.260 k/ft Live Loads {.pi ed *few 7 5 % outing) I Full Span Loads... # 1 0.190 k/ft #2 k/ft # 3 k/ft OK Shored & Unshored Using: W18X35, Span = 26.70ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.O0in w/ Slab One Stress Checks for Shored & Unshored Cases... © Bottom of Beam Unshored DL Stress Actual Shear Stress Unshored Stress Check.... (MdI/Ss + MII/Strans) Actual= (Mdl + MH) / Strans(top) Actual = Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W18X35 26.700 ft 7.500 ft 5.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab One Side Actual = Actual = Actual = Alternate Unshored Stress Check : (Mdl + MII )-! Ss Shored Concrete Stress Check....(Mdl + MII) / ( Strans:top • n) Shear Studs & Shear Transfer I 13 per 1/2 beam span Stud Capacity 4studs Vh © 100% 0.000 ft 4.450 ft 8.900 ft 13.350 ft 17.800 ft 22.250 ft 13,425.4 psi 5,473.8 psi 2,405.8 psi 15,395.9 psi 450.5 psi 12.50 k 185.40k to 4.450ft , Use to 8.900 ft , Use to 13.350ft , Use to 17.800ft , Use to 22.250 ft , Use to 26.700 ft Use Fy — fc Concrete Density Stud 0.750 in Stud Height 3.500 in Beam Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1- Point Loads... # 1 4.200 k #2 4.200 k # 3 4.200 k Allowable = Allowable = Allowable = k 23,999.8 psi 23,999.8 psi 14,400.0 psi Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 20,976.9 27,360.0 psi 609.6 . 1,575.0 . psi 5 studs 4 studs 4 studs 4 studs 4 studs 5 studs V'h : min Vh : Used 36.00 ksi 3,500.00 psi 145.00 pcf 7.020 ft 13.350 ft 19.680 ft OK OK OK ft 46.35 k 162.50 k 33 , z r6 U O ; fO O' W W J �t Iu O u_ Q _ v t- WU Z 1- Z • t U O O - O Hi W W V_D W Z ' O Z Rev: 510001 Description NETSTREAM M3 Deflections I I : Transformed Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection .toad Combinations... - Dead + Constuction Composite Max DL + LL Analysis Values I Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left 12.77 k Shear Right 12.77 k Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom Composite - Steel Beam 26.29 k -ft 26.29 k -ft 74.45 k -ft 100.74 k -ft W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 #/ft 510.00 in4 57.63 in3 57.63 in3 1,533.04 in4 I : Effective 1,467.7&n4 Shored - - .- Unshored 0.079 in (after Moms removed) 0.000 in 0.215 in 0.079 in : L /4045.2 0.295 in : L /1087.2 tip Left 3.94-k 8.84 k 12.77 k Fb : Allow n : Strength n : Deflection • - CAD Right 3.94 k - -8.84 k 12.77 k hoc : Steel Section 510.00 in4 I transformed 1,528.67 in4 Strans : top 230.60 in3 Strans : bot 92.25 in3 Strans : eff @ bot 9Q.04 in3 n•Strans : Ef © top 1,888.3 in3 X -X Axis from Bot 16.57 in Vh @ 100% 185.40 k Effective Flange Width... 23.76 psi - Based on Beam Span 8.60 Based on Beam Spacing -8.51 • 0.228 in 0.000 in 0.215 in 0.228 in : L / 0.443 in : L / 722.7 Effective Width 3.337ft 3.750 ft 3.337ft 3,/ Page 2 11 _Section Properties 1 W; 2 J o V O NO. 7 CO NIL . W 2 J, u_ = a- W z b O U N, I W 1 I- —. • :LL W z .V N z.' :.. Rev: 510001 Description NETSTREAM M4 Section Name Beam Span Beam Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Summary Actual #Studs Design Input Full Span Uniform Loads... # 1 k/ft #2 k/ft #3 k/ft Full Span Uniform Loads... # 1 k/ft #2 k/ft #3 k/ft Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W27X94 30.000 ft 26.700 ft 5.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides 15 per 1/2 beam span Stud Capacity 12 studs Vh 100% 0.000 ft 5.000 ft 10.000 ft 15.000 ft 20.000 ft 25.000 ft Composite. Steel Beam Using: W27X94, Span = 30.00ft, Stab Thickness = - 5.503in, Deck Rib Ht= Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = Unshored DL Stress Actual = Actual Shear Stress Actual = 31,091.3 psi 10,599.3 psi 5,906.5 psi Unshored Stress Check.... (Mdl/Ss-f MII/Strans) Actual = 33,088.4 psi (Mdl + / Strans(top) Actual = 826:6 Alternate Unshored Check: (Mdl + MII) Shored Concrete Stress Check....(Mdl + MU) / (Strans:top * n) Fy 50.00 ksi Pc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.000 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Dead Loads (*Pried before 75% curing) I Point Loads... # 1 13.600 k # 2 13.600 k # 3 13.600 k 7.500ft 15.000ft 22.500 ft 35 Page 1 'Live Loads ( VOW Ow 75% curing) I 12.50 k 580.13k Point Loads... # 1 37.400 k # 2 37.400 k # 3 37.400 k OK Shored & Unshored 2.00in, Rib Spec= 12.O0in, Rib Width= 5.00in w/ Slab Both Allowable = Allowable = Allowable = to 5.000ft , Use 5 studs to 10.000ft , Use 6 studs to 15.000 ft , Use 4 studs to 20.000-ft , Use 4 studs to 25.000 ft , Use 6 studs to 30.000ft , Use 5 studs V'h : min Vh : Used 33,333.0 psi 33,333.0 psi 20,000.0 psi 7.500 ft 15.000 ft 22.500 ft OK OK OK Allowable = 45,000.0 psi OK Allowable = 1,575.0 psi OK 38,309.6 38,000.0 psi 1,142.7 1,575.0 psi Shear Studs & Shear Transfer I 145.03 k 187.50 k u) $ rn N u. w 0 : g J+ u_ a CO =a w ; 1- 0, Z F—! W tu Cl ,0 H' w t!J 1- Z : w — 0I 510001 Description NETSTREAM M4 I : Transformed Support Shears Shear @ Left Shear @ Right Section Name Depth Width Flange Thick Web Thick. Area Weight I -steel S steel : top S steel : bottom 'Deflections 8,169.23 in4 Shafted Before 75 % Curing 0.188 in , (aft' shams removed) Construction Loads Only 0.000 in After 75% Curing 0.491 in Total Uncured Deflection 0.188 in :A. /1910.4 Composite - Deflection 0:680 in : L / 529.3 Reactions I Load Combinations... Dead + Constuction Composite Max DL + LL 77.91 k 77.91 k W27X94 26.920 in 9.990 in 0.745 in 0.490 in 27.700 in2 94.089 #/ft 3,270.00 in4 242.94 in3 242.94 in3 Left 21.81 k 56.10 k 77.91 k Maximum Moments Dead Load Alone 214.58 k - ft Dead + Const 214.58 k -ft Live Load Only 561.00 k -ft Dead: +.Live• 775.58 k -ft Composite Steel. Beam [Analysis Values I Fb blow n : Strength n : Deflection Section Properties I hoc : Steel -Section I transformed Strans : top Strans*: bot Strans : eff @ bot n•Strans : Ef @ top X -X Axis-from Bot Vh @ 100% I : Effective 6,055.27in4 Unshored 0.349 in 0.000 in 0.491 in 0.349 in : L / 1031.6 0.840 in : L/ 428.4 (82 Right 21.81 k 56.10 k . 77.91 k 33.00 psi 8.60 8.51 3,270.00 in4 8,148.64 in4 947.05 in3 342.15 in3 299.34 in3 5,531.7 in3 23.82 in 580.13 k Effective Flange Width... Based on Beam Span 7.500ft Based on Beam Spacing 26.700ft Effective Width 7.500ft L3ip Page 2 � v U) W 0. u. Q D, 1 Z Z 0 W .Wi 2 U � 10 Nl 0 H = W+ tii Z Rev: 510001 Description NETSTREAM M6 [Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location' `Dead Loads (appfed before 75% =kg) I Full Span Uniform Loads... # 1 k/ft #2 k/ft Live Loads ( applied after 75% cwing) I Full Span Uniform Loads... # 1 k/ft # 2 k/ft Su mmary Using: W24X55, Span = 19.15ft. Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Unshored DL. Stress Actual Shear Stress Unshored Stress Check.... (Mdl/Ss + MII/Strans) Actual= 24,941.9 psi Allowable = 32,400.0 psi OK (Mdl + MII) / Strans(top) Actual = 583.0 psi Allowable = 1,575.0 psi OK Alternate Unshored Stress Check : (Mdl + MIl) / Ss Shored Concrete Stress Check....(Mdl + MIl) / ( Strans:top * n) ` Shear Studs & Shear Transfer I Actual # Studs Total req'd 1/2 Span W24X55 19.150 ft 26.700 ft 5.500 in 2.000 in 12.000 in 5.000 in Parallel . Slab Both Sides Actual = Actual = Actual = Composite Steel Beam 22,756.3 psi Allowable = 23,999.8 psi OK 8,825.7 psi Allowable = 23,999.8. psi OK 4,871.1 psi Allowable = 14,400.0 psi • OK 9 per 1/2 beam span Stud.Capacity 12.50 k 7 studs Vh © 100% 291.60k Fy fc Concrete Density Stud Diameter 0.750 in Stud Height 3.000 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... # 1 12.800 k # 2 12.800 k Point Loads... # 1 32.000 k # 2 32.000 k Zone 1 from 0.000 ft: to - 3.319ft , Use 3 studs Zone 2 from 3.319 ft to _. 6.639ft , Use 4 studs Zone 3 from 6.639 ft to 9.958ft , Use 2 studs Zone 4 from 9.958 ft to 13.022ft , Use 2 studs Zone 5 from 13.022 ft to 16.086ft , Use 4 studs Zone 6 from 16.086 ft to .. 19.150ft , Use 3 studs 30,229.9 27,360.0. psi 823.2 1,575.0. psi V'h : min Vh : Used 36.00 ksi 3,500.00 psi 145.00 pcf 6.380ft 12.760ft 6.380 ft 12.760 ft OK Shored & Unshored 77.34 k 112.50 k X37 Page 1 = J U U O Up W W W 00, g J; u . N D l— Z ww O y W ;I U , ▪ 0 • Z N ' ' _Z,, Rev: 5,0001 Description NETSTREAM M6 Deflections I : Transformed Before•75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection [Reactions Load Combinations.... Dead + Constuction Composite Max DL. + LL 3,758.46 in4 Shored 0:069 in (alter shores remote 0.000 in . .. 0.167 in 0.069 in : -k /3339.9 0.236 in : L / 974.3 LA211sis Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead+ Live Support Shears Shear @ Left Shear @ Right 45.30 k Section Name Depth Width Flange Thick Web .Thick. Area Weight I -steel S.steel : top S steel : bottom 84.25 k -ft 84.25 k-ft 204.37 k -ft 288.58 k -ft' 45.35 k W24X55 23.570 in 7.005 in 0.505 in 0.395 in 16.200 in2 55.027 #/ft 1,350.00 in4 114.55 in3 114.55 in3 t� Left 13:33 k 32.02 k 4535 k Composite Steel. Beam Fb : Allow - 23.76 psi n : Strength 8.60 n : Deflection- 8.51 Section Properties Ixx : Steet Section I .transformed Strans : top Strans : bot Strans : eff @ bot n•Strans : Ef @ top X -X Axis from Bot Vh @.100% I : Effective 2,845.96'in4 Unshored 0.145 in 0.000 in 0.167 in 0.145 in : L 1 1584.3 0.312 in : L/ 736.5 . © Right 13.32 k 31.98 k 45.30 k 1,350.00 in4 3,748.76 in4 489.18 in3 175.121113 152.171113 2,986.3 in3 21.41 in 291.60 k se Page 2 Effective Flange Width... Based on Beam Span 4.787ft Based on Beam Spacing - 26.700ft Effective Width 4.787ft rit.M1 ?75`. xtUHt�..it iFS.c Jr.�'uc.+3'sk ;.iii °.rr's _,.... .,.unx»lidfir 4A - ' ta. 0 t� N 0 : CO W W J t-1 W 0' J lL Q . co d ,. z wW `. D p t ■0. •O Hip } tu z U 0 Rev: 510001 Description NETSTREAM M7 [Design Input Section -Name W21X44- Fy 36.00 ksi Beam Span 19.150 ft -• --f'c 3,500.00 psi Beam Spacing 26.700 ft Concrete Density 145.00 pcf Slab Thickness Deck Rib - Height Rib Spacng Rib Width Rib Orientation Beam Location :Dead Loads (mod team 7 caring) Full Uniform Loads... # 1 k/ft # 2 k/ft Live Loads ( &Med eft 75% Wig) Full -Span Uniform Loads... # 1 k/ft # 2 k/ft Summary Using: W21X44, Span = 19.15ft. Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One Stress Checks for Shored & Unshored Cases... .@ Bottom of Beam Actual = 15,124.1 psi Allow _ a1ble = 23,999.8 psi OK Unshored DL Stress Actual = 6,118.8 psi Allowable = 23,999.8 psi OK Actual Shear Stress Actual = 3,102.5 Allowable = 14,400.0 psi OK Unshored Stress Check.... (Mdl/Ss + MII /Strans) Actual= 16,828.9 psi {Mdl + Mil) / Strans(top) Actual = -574.4 psi Alternate- Unshored Stress Check: (Mdl + MII) / Ss Shored Concrete-Stress Check....(Mdl + MN) / (Strans:top n) [Shear Studs wear Transfer Actual #Studs 5.500 in 2.000 in 12.000 in 5.000 in Parallel Slab One Side 9 per 1/2 beam, span Stud Capacity 12.50 k Total req'd 1/2 Span 4studs Vh © 100% -- --- 185.16k Zone 1 from 0.000 ft to 3.277ft , Use 3 studs Zone 2 from 3.277 ft to 6.554ft , Use 4 studs Zone 3 from 6.554 ft to 9.830ft , Use 2 studs Zone 4 from 9.830 ft to 12.937ft ; Use 2 studs Zone-5 from 12.937 ft to 16.043ft , Use 4 studs Zone 6 from 16.043 ft to 19.150ft "7Use 3 studs Composite Steel Beam Page 1 11 Stud Diameter 0.750 in Stud Height 3.000 in --Beam Weight Added Internally Using Partial Composite Action * Modulus 29,000.00 ksi Point Loads... -# 1 6.200 k # 2 6.200 k Point Loads... - #1- 15.800 k #2 15.800 k Allowable = 32,400.0 psi OK -Allowable = 1,575.0 psi OK 20,953.5 27,360.0 psi 811.1 1,575.0 psi V'h : min Vh : Used 6.380ft 12.760ft 6.380 ft 12.760 ft 46.29 k 112.50 k I OK Shored & Unshored L, U UO to 0 i W L - L -1 1 Q 5.4 d Z_ I- 0 Z F-s � p w W U. 0 tll Z — =1 O F-; Z L:v: 510001 Composite - Steel Beam Page 2 Description NETSTREAM M7 Deflections I : Transformed Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Conrposite•Defection • Reactions I Load Combinations... Dead + Constuction Composite Max DL.+ L6 Analysis Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left ' Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom 41.61 k -ft 41.61 k ft 100.91 k -ft 142.50 k -ft 22.43 k 22.41 k W21X44 20.660 in 6.500 in 0.450 in 0.350 in 13.000 in2 44.157 #/ft 843.00 in4 81.81 in3 81.61 in3 2,137.28 in4 Shored 6.63k 15.81 k 22.43k 0.052 in Offer shores removed) 0.000 in 0.127 in 0.052 in : L/4402.0 ... 8:1-79 in : L /1284.1 Fb : Allow n : Strength n : Deflection l Section Properties I Ixx : Steel Section I transformed Strans : top Strans : bot Strans : eff @ bot n*Strans : Ef @ top X -X Axis from Bot Vh @ 100% I : Effective 1,851.87in4 - Unshored 0.115 in 0.000 in 0.127 in 0.115 in : L/ 2003.9 0.241 in : L / 952.0 — Richt 6.62 k 15.79 k 22.41 k 23:76 psi 8.60 8.51 843.00 in4 2,130.53 in4 245.15 in3 121.96 in3 113:06 in3 1,798.1 in3 17.47 In 185.16k Effective Width 2.394ft Effective Flange Width... Based on Beam Span 2.394ft Based on Beam Spacing 13.350ft ' ivYatei::..' t, i:. tLJen .:.xawnVN w tru'.s�.e:.e:u, w Rev: 510001 Description NETSTREAM M10 l Design Input Section Name • Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full Span Uniform Loads... # 1 0.430 k/ft Full Span Uniform Loads... # 1 0.480 k/ft Trapezoidat Loads... #-1 @ Left 1.620 k/ft # 2 @ Left 1.620 k/ft S ummary Using: W18X35, Span = 25.70ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= Stress Checks for Shored & UnshoredCases... @ Bottom of Beam Unshored DL Stress Actual Shear Stress . Unshored Stress Check.... (Mdl /Ss + MIt/Strans) Actual = 20,4081 - (Md1 + Mil) 1Strans(top) Actual = 36119 psi Alternate Unshored Check: (Mdt+ MII) / Ss Shored ConcreteStress Check....(Mdl + MII) /.(Strans:top ••n) Aetual #•Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W18X35 25.700 ft 6.380 ft 5.500 in 2.000 it 12.000 in 5.000 in Perpendicular Slab Both 'ides Actual = Actual = Actual = 12 per 4 studs 0.000 if 4.512 ft 9.024 ft 13.535 ft 17.590 ft 21.645 ft Composite Steel Beam @ Right © Right 1/2 beam span Stud Capacity Vh @ 100% 17,362.3 psi 7,994.1 psi 3,810.2 1.620 k/ft 1.620 -k/ft 12.50 k 1435.40k to 4.512ft , Use to 9.024ft , Use to 13.535ft , Use to - 7.590 ft , Use to 21.645ft , Use to 25.700 ft , Use Fy — co Concrete Density Point Loads... #1 Point Loads... #1 Allowable = Allowable = Allowable = 4 studs 5 studs 3 studs 3 studs 5 studs 4 studs V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Dead Loads (VOW belbre 75% ante OK OK OK - Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 27,940.2 27,360.0 psi 516.0 1,575.0 psi ft Live Loads (*pried eler 75% curing) ft -a 2.500 ft 11.500 —> 17.500 ft Page 1 OK Shored & Unshored 12.00in, Rib Width= 5.00in w/ Slab Both Shear Studs & Shear Transfer 46.35 k 150.00 k Rev. 510001 Description NETSTREAM M10 Deflections I I : Transformed 1,774.42 in4. Shored Before 75 % Curing 0.095 in (anersnaes removed) Construction Loads Only 0.000 in After 75% Curing 0.225 in Total Uncured Deflection 0.095 in : L /3229.6 Composite Deflection. 0.320 in : L / 963.3 L Reactions -Load Combinations... Dead + Constuction Composite Max DL + LL Maximum Moments- Dead Load Alone Dead + Const Live Load Only Dead +•Live Support Shears Shear © Left Shear @ Right - Left 5.98k 14.26 k 20.23 k 38.39 k -ft 38.39 k-ft 95.94 k -ft 134.18 k-ft 20.23 k 17.82 k Fb : Allow n : Strength n : Deflection Composite Steel Beam I : Effective Unshored 0.308 in 0.000 in 0.225 in 0.308 in : L / 999.9 0.533 in : L / 578.6 - tat Riaht 5.98k 11.85 k 17.82 k Analysis Values 23:76 psi 8.60 8.51 1,647.31in4 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 6.425ft 6.380ft 6.380ft Page 2 11 [Section Properties I Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 ft/ft 510.00 in4 57.63 in3 57.63 in3 bot : Steel Section I transformed Strans : top Strans : bot Strans : eff © bot n•Strans •: Ef © top X -X Axis from Bot Vh @ 100% 510.00 in4 1,770.78 in4 362. in3 96.66 in3 92:74 in3 2,856.5 in3 18.32 in 185.40 k .o O; to o' CO IL W O, u. N D 1 -- W'. Z H 11.1 uk D o4 W Wes. _ o '- O Rev. 510001 Description NETSTREAM M11 Design Input Section Name* Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib• Width Rib Orientation Beam Location Dead Loads taPPId bef re I Full Span Uniform Loads... # 1 0.500 k/ft Live Loads ( sppfed after 7596 curing) Full Span Uniform Loads... # 1 0.560 k/ft Trapezoidal Loads... # 1 @ Left- 1.910 k/ft # 2 @ Left 1.910 k/ft Summary Actual #Studs W18X35 25.700 ft 7.500 ft 5.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both Sides Composite Steel Beam @ Right @ Right Using: W18X35, Span = 25.70ft, Slab Thickness = 5.500in, Deck Rib Ht= - Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = 20,257.9 psi Unshored DL Stress Actual = .9,197.6 psi Actual Shear Stress Actual = 4,445.9 psi Unshored Check._. (Mdl/Ss +Mli/Strans) Actual = 23,764:8 psi (Mdl + Mil) /Strahs(top) Actual = 431.1 psi Alternate•Unshored Stress Check: (Mdi + MII) / Ss Shored Concrete Stress Check.....(Mdl + MID / (Strans:top `:, Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 12 perl/2 beam, span Stud Capacity 5 studs Vh @ 100% Fy - fc Concrete Density 1.910 k/ft -1.910 k/ft Shear Studs & Shear Transfer I 12.50 k 485.40k - Stud Diameter 0.750 in Stud Height 3.500 in -- Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 Point Loads... #1 2.00in, Rib Spac= . _ Allowable = Allowable = Allowable = - Allowable = Allowable = 32 613.3 599.5 0.000 ft to 4.512ft , Use 4 studs 4.512 ft to 9.024ft , Use 5 studs 9.024 ft to 13.535ft , Use 3 studs 13.535 ft to 17 590ft , Use 3 studs 17.590 ft to 21.645ft , Use 5 studs 21.645 ft to 25.700ft , Use 4 studs V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi ft ft -> 2.500 ft 11.500 -> 17.500 ft 4/3 Page 1 OK Shored & Unshored 12.00in, Rib Width= 5.00in w! Slab Both 55.99 k 150.00 k r 6 U U) � w 0 O u. Q > _ (1 H w ; Z O W w 0 O w = w` r U. O ; li co H _ 0 1- - Z Rev. 510001 Description NETSTREAM M11 Deflections I : Transformed • Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite . Reactions I Load Combinations..... Dead+ Constuction Composite Max DL + LL Maximum Moments Dead Load Alone Dead+ Const Live Load Only Dead + Live Support Shears Shear @ Left" Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom 44.17 k -ft 44.17 k -ft 112.62 k -ft 156.62 k -ft 23.61 k 20.77 k W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 #/ft• 510.00 in4 57.63 in3 57.63 in3 teft 6.87 k 16.73k 23.61 k • Composite Steel Beam 1,776:77 in4 I : Effective Shored - • Unshored 0.1t0 in (anbrshores removed) 0.355 in 0.000 in 0.000 in 0.263 in 0.263 in 0.110 in : L /2810.6 0.355 in : L / 869.0 0.373 in : L/ 826:7 0.618 in : L/ 498.9 Analysis Values I Fb : Allow n : Strength n : Deflection ixx : Steel Section I transformed Strans : top Strans : bot Strans : eff @ bot n*Strans : Ef @ top X -X Axis from Bot Vh•@ 100% Cd2 Right 6.87 k 13.89 k 20.77 k 23:76 psi 8.60 8.51 510.00 in4 1,773.15 in4 364.56 in3 96.70 in3 92.77 in3 2,869.8 in3 -18.34 in 185.40k 1,649.43in4 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 6.425 ft 7.500 ft 6.425 ft Page 2 Section Properties I R. 510001 Description NETSTREAM M12 Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full Span uniform Loads... # 1 0.510 k/ft Full Span Uniform Loads... #1 Summary Actual # Studs 1.120 k/ft Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W18X35 26.700 ft 7.500 ft 5.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both Sides 13 per 1/2 beam,span Stud Capacity 4studs Vh @ 100% Composite Steel Beam Design input Dead Loads (appbed behse 15% cwfug) Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Actual = 18;856.1 psi Unshored DL Stress Actual = 10,112.8 psi Actual Shear Stress Actual = 4,186.0 psi Point Loads... #1 Point Loads... #1 Allowable = Allowable = Allowable = Unshored Stress Check.... (Mdl/Ss + MII/Strans) Actual- 22,796.9 psi Allowable = (Mdl +ftllll) / Strans(top) Actual = 372 :4 psi Allowable = Alternate Unshored Stress Check : (MdI + MII) / Ss 30,895.6 Shored ConcreteStress Check...(Mdl + MII) / (Strans:top * n) 553.6 0.000 ft to 4.450ft , Use 5 studs 4.450 ft to — 8.900ft , Use 4 studs 8.900 ft to 13.350ft , Use 4 studs 13.350 ft to — 17.800ft , Use 4 studs 17.800 ft to 22.250ft , Use 4 studs 22.250 ft to 26:700ft , Use 5 studs Fy 36.00 ksi — f'c 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi 12.50 k 185.40k V'h : min Vh : Used k Live Loads i'eppred -after 75 %ailing) k 23,999.8 psi 23,999.8 psi 14,400.0 psi OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi ft ft Page 1 OK Shored & Unshored Using: W18X35, Span = 26.70ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Shear Studs 8 Shear Transfer 46.35 k 162.50 k 0 0 `. co 0` fa W 2 g 11- D 44 = Ill uJ Z 1— O W w 2 3 D O. Ni o l - - s uj , ty Z O : Rev: 510001 Description NETSTREAM M12 [Deflections I : Transformed 1,789.47 in4 Shored Before 75 % Curing 0.126 in (after Moms removed/ Construction Loads Only 0.000 in After 75% Curing 0.258 in Total Uncured Deflection 0.126 in : L /2547.7 Composite Deflection' • 0.3841n : L / 833:6 L Reactions 1 -Load Combinations... Dead + Constuxtion Composite Max DL + LL 'Analysis Values 1 MaximunrMoments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom 48.56 k -ft 48.56 k -ft 99.80 k -ft 148.37 k -ft 22.23 k 22.23 k Section Properties 1 W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 #/ft 510.00 in4 57.63 in3 57.63 in3 - 0 Left 7.28k 14.95 k 22.23 k Composite Steel Beam Fb : Allow n : Strength n : Deflection- box : Steel Section I transformed Strans : top Strans : bot Strans : eff @ bot . n`Strans : Ef @ top- X-X Axis from Bot Vh @ 100% 1: Effective Unshored 0.421 in 0.000 in 0.258 in 0.421 in : L / 760.8 0.680 in : L/ 471.5 Right 7.28 k 14.95 k 22.23 k 23.76 psi 8.60 8.51 510.00 in4 1,785.90 in4 37-3.99 in3 96.93 in3 94.42 in3 3,042.7 in3 /8.42 in 185.40 k 1,707.851n4 Effective Flange Width... Based on Beam Span Based on Beam Spacing 6.675ft 7.500 ft Effective Width 6.675ft 4 /4 Page 2 (1) W W • O } ' w Q = H LLl _. Z _ 1- Z I w ILE 0, 0 U)k . 10 — ,0 = C . ) 0 Z; _ O Hs z ; __ Rev: 510001 Description NETSTREAM M13 Design Input Section Name W16X26 Beam Span 22.230 ft Beam Spacing 7.500 ft Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location 5.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both Sides Composite Steel Beam Dead Loads (.PProdte 75% cw Full Span Uniform Loads... #1 0.510k/ft Live Loads (eppied after 75% curing) Full Span UnifornrLoads... # 1 1.120 k/ft Summary 1 Using: W16X26, Span = 22.23ft, Slab Thickness = 5.500in, Deck Rib Ht= Stress Checks for Shored s Unshored Cases... @Bottom of Beam Actuat= 18,304.9 psi Unshored DL Stress Actual = 10,356.9 psi Actual Shear Stress Actual = 4,;692.8 psi Unshored Stress Check.... (Mdl /Ss + MWStrans) Actual= 22,736:4 psi (Mdl + MII) / Strans(top) Actual = 366.8 psi Alternate Unshored Stress Check : (Mdl + Mil) / Ss Shored Concrete Stress Check....(MdI + Mil) / (Strans:top * n) # 1 Shear Studs & Shear Transfer Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 11 per t/2 bearnispan Stud Capacity. 3 studs Vh © 100% 12.50 k 138.24k Fy 36.00 ksi f'c 3,500.00 psi Concrete Density 145.00 pcf ---Stud Diameter 0.750 in Stud Height 3.500 in -- Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... Point Loads... #1 _Allowable = Allowable = Allowable = 0.000 ft to 3.705ft , Use 4 studs 3.705 ft to 7.410ft , Use 4 studs 7.410 ft to 11.115ft Use 3 studs 11.115 ft to 14.820ft , Use 3 studs 14.820 ft to 18.525ft , Use 4 studs 18.525 ft to 22.230ft , Use 4 studs V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 31,994.8 27,360.0 psi 542.4 1,575.0 psi OK OK OK ft ft 34.56 k 137.50 k 7I7 Page 1 OK Shored & Unshored 2.00in, Rib Spec= 12.00in, Rib Width= 5.00in w/ Slab Both L i:: 510001 Composite Steel Beam Page 2 Description NETSTREAM M13 I : Transformed • Maximum Moments Dead Load Alone bead+ Const Live Load Only Dead + Live Support Shears Shear © Left' • Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight" I -steel S steel : top S steel : bottom Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite•Deflection- Load Combinations... Dead* Constuction Composite Max DL + LL 33.11 k -ft 33.11 k -ft 69.18 k -ft 102.30 k -ft' 18.41 k 18.41 k W18X26 15.690 in 5.500 in 0.345 in 0.250 in 7.680 in2 26.087 #/ft 301.00 in4 38.37 in3 38.37 in3 1,135.72 in4 Shored 0.090 in lane/shores ,snowed) 0.000 in 0.187 in 0.090 in : L /2978.4 0.277 in : L / 963.7 - t6Z t eft 5.96 k 12.45 k 18.41 k • Fb : Allow 23.76 psi n : Strength 8.60 n : Deflection, 8.51 hoc : Steel Section I transformed Strans : top Strans : bot Strans : eff © bot n*Strans : Ef © top X -X Axis from Bot Vh © 100% la UAW Deflections 1,133.49n4 I : Effective Unshored 0.337 In 0.000 in 0.187 in 0.337 in : L / 790.9 0.524 in : L / 508.7 Reactions 'Analysis Values 301.00 in4 1,133.51 in4 263.16 in3 67.14 in3 67.06 in3 2,258.0 in3 16.88 in 138.24 k ,p_ Right 5.96 k 12.45 k 18.41 k Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 5.557 ft 7.500 ft 5.557 ft Section Properties v V E co W 9 W Oi com 1— ; U O ;O N. r 11/ LLl 0 , wz 0 92 Z `- ) Rev: 510001 Description NETSTREAM M14 [Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width - Rib Orientation Beam Location Dead Loads (8ppiedtebre 75% =IV I Full Span Uniform Loads... # 1 k/ft Live Loads (appied alter 75% «wing) Full.Span Uniform Loads... #1 Summary W16X26 14.500 ft 22.000 ft 5.500 in 2.000 in- 12.000 in 5.000 in Parallel Slab One Side Using: W16X26, Span = 14.50ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One Stress Checks for Shored & Unshored Cases... •@ Bottom of Beam Actual = 14;327.9 psi r Unshored DL Stress Actual = 6,676.8 psi Actual Shear Stress Actual = 2,393.7 psi Unshored Stress Check.... (Mdl /Ss + MIUStrans) Actual = 16,465.5 psi (Mdl+ MII) / Strans(top) Actual = 501.1 psi Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check...(Mdl +.M11) / (Strans:top * ri) `Shear Studs & Shear Transfer I Actual #Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 7 per 1/2 beam span Stud Capacity 3 studs Vh @.100% 0.000 ft 2.417 ft 4.833 ft 7.250 ft 9.667 ft 12.083 ft Composite Steel Beam 12.50 k - 438.24k to 2.417ft , Use to 4.833ft , Use to 7.250 ft , Use to -- 9.667ft , Use to 12.083ft , Use to 14.500ft , Use Fy 36.00 ksi - f'c 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.000 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... # 1 5.700 k Point #1 12.700 k Allowable = Allowable = Allowable = 23,999.8 psi 23,999.8 psi 14,400.0 psi Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 21,075.3 27,360.0. psi 733.5 .1,575.0 psi 3 studs 2 studs 2 studs 2 studs 2 studs 3 studs V'h : min Vh : Used 7.250ft 7.250 ft OK OK OK 34.56 k 87.50 k Page 1 OK Shored & Unshored 2, 0 0, 0, t/) J w O: 2 Q u. Q;. N D . = v i~ w O zf U OH O N . o l- i W' Vj • LL • • lil Z rA '. - i=-- O z L k w: 510001 Composite Steel Beam Page 2 11 Description NETSTREAM M14 [Deflections I : Transformed Before 75 96 Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection L Reactions I Load Combinations... . Dead + Constuction Composite Max DL + LL Analysis Values Maximum Moments- Dead Load Alone Dead + Const Live Load Only Dead + Live. Support Shears Shear @ Left Shear @ Right Section Name Depth Width Flange Thick Web Thick. Area Weight I -steel S steel: top S steel : bottom 21.35 k -ft 21.35 k -ft 46.04 k -ft 67.39 k -ft 9.39 k 9.39 k W16X26 15.690 in 5.500 in 0.345 in 0.250 in 7.680 in2 26.087 #/ft 301.00 in4 38.37 in3 38.37 in3 879.30 in4 S 3.04 k 6.35 k 9.39 k ored • - 0.029 in loner shores remo+re:0 0.000 in 0.063 in 0.029 in : L /5898.7_ 0.093 in : L / 1877.7 Fb :.Allow n : Strength n : Deflection. hoc: Steel. Section I transformed Strans : top Strans : bot Strans : eff @ bot n`Strans : Ef © top X X Axis from Bot Vh 100% I : Effective Unshored 0.075 In 0.000 in 0.063 in 0.075 in : L / 2332.8 0.138 in : L / 1263.7 23.76 psi 8.60 8.51 CO Right 3.04 k 6.35 k 9.39 k 301.00 in4 876.60 in4 128.19 in3 61.08 in3 56144 in3 944.5 in3 14.35 in 138.24 k 761.09in4 Effective Flange Width... Based on Beam Span 1.812ft Based on Beam Spacing 11.000ft Effective Width 1.812ft [Section Properties I R.v. 510001 Composite Steel Beam Page 1 Description NETSTREAM M15 L Design Input Section Name W18X40 Beam Span 26.700 ft Beam Spacing 7.250 ft Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location - Dead Loads (applied before 75 % mgr Full Span Uniform Loads... # 1 k/ft Trapezoidal Loads... # 1 @- Left. 0.240 k/ft *2 @ Lef1 0.480 k/ft I Live Loads (applied after 75 %curing) Full Span Uniform Loads... # 1 k/ft Trapezoidal Loads... # 1 @ Left 0.550 k/ft # 2 @ Left 1.090 k/ft Summary 5.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab One Side Using: W18X40, Span = 26.70ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spec= 12.00in, Rib Width= 5.00in w/ Slab One Stress Checks Tor Shored & Unshored Cases... @ Bottom of Beam Actual= 19,575.4 psi" Allowable = 23,999.8 psi OK Unshored DL Stress Actual = 9,343.5 psi Allowable = 23,999.8 psi OK Actual Shear Stress Actual = 4,923.1 psi Allowable = 14,400.0 psi OK Unshored Stress Check.... (MdI /Ss +- MIUStrans) Actual = 22,64O3-psi Allowable = (MdI + Mil) / Strans(top) Actual = 643.2 psi Allowable = Alternate Unshored Stress Check : (Mdl + Mil) / Ss 29,130.1 Shored Concrete Stress Check....(Mdi +Ii1H) / (Strans:top-` n) 946.9 Shear Studs & Shear Transfer Actual # Studs Total req'd 1/2 Span Zone 1 from- Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 13 per 12 beam span Stud C apacity 5 studs Vh @ 10096., 0.000 ft 4.094 ft 8.188 ft 12.282 ft 17.088 ft 21.894 ft . @ Right @ Right @ Right @ Right to to to to to to 0.240 k/ft 0.489 k/ft 0.550 k/ft 1.090 k/ft 12.50 k 208.51 k 4.094ft , Use , 8.188ft , Use 12.282ft , Use 17.08Bft , Use 21.894 ft , Use 26.700ft , Use- Fy f'c Concrete Density Point Loads... # 1 3.500 k Point Loads... # 1 7.900 k 5 studs 4 studs 4 studs 4 studs 4 studs 5 studs V'h : min Vh : Used 36.80 ksi 3,500.00 psi 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action -- -Elastic Modulus 29,000.00 ksi 4.500 - 4.500ft -a 4.500 ft 26.700 ft 4.500 ft -> 4.500 ft 4.500 -> 26.700 ft ./ OK Shored & Unshored 32,400.0 psi 1,575.0 psi 27,360.0 psi 1,575.0 psi OK OK 52.13 k 162.50 k Rev. 510001 Composite Steel Beam Page 2 i Description NETSTREAM M15 Deflections I : Transformed Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection L Reactions I Load Combinations... Dead +• Constuction Composite Max DL LL Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead.+ Live- Support Shears Shear @ Left Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight.. I -steel S steel : top S steel : bottom 27.76 k 23.12 k W18X40 17.900 in 6.015 in 0.525 in 0.315 in 11.800 in2 40.081 #/ft 612.00 in4 68.38 in3 68.38 in3 1,737.82 in4 Shored 0.149 in (atershores lammed) 0.000 in 0.315 in 0.149 in : L/21531 0.464 in : L / 690.1 t@ - L - eft 8.86k 18.89 k 27.76 k 53.24 k -ft 53.24 k-ft 112.75 k -ft 165.99 k -ft Fb Allow n : Strength n : Deflection I : Effective Unshored 0.390 in 0.000 in 0.315 in . 0.390 in : L / 820.5 0.706 in : L / 454.0 a Right 7.44 k 15.68 k 23.12 k 23.76 psi 8.60 8.51 hoc : Steel Section— 612.00 in4 I transformed 1,732.64 in4 Strans : top 244.61 in3 Strans : bot 106.191n3 Strans : eff @ bot 101776 in3 n•Strans :.Ef @ top 1,926.0 in3 X X Axis from Bot 16.32 in Vh @ 100% 20$.51 k 1,605.88in4 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 577 Analysis Values I 3.337 ft 3.625 ft 3.337 ft Section Properties I U 0; N CI; CO W 9 W 0 u- Q N D _ LU I- Or W Hi 0 fa 0. 0 Us W 0; . .z N .. 0 ~' Rev: 510001 Description NETSTREAM M16 Design Input Section Name Beam Span Beam Spacing - Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Fu11.Span.Uniform. Loads... # 1 0.250 k/ft Full Span Uniform Loads... #1 Summary Actual # Studs 0.560 k/ft Actual Shear Stress Actual = Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W18X28 26.700 ft 30:000 ft 5.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab One Side Actual = 13 per 1/2 beam span Stud Capacity 4studs Vh @ 100% 0.000 ft 4.450 ft 8.900 ft: 13.350 ft 17.800 ft 22.250 ft Composite. Steel Beam to to to to to tc 13,791.7 psi 7,694.6 psi 2,845.6 psi Unshored Stress Check.... (Mdl /Sst- Mll /Strans) Actual = 16,932.1 psi (Mdl + MII) / Strans(top) Actual =• 373.2 psi Alternate Unshored Stress Check : (Mdl +.MII) / Ss Shored Concrete Stress Check....(MdI + MII) / ( Strans:top ` n) 12.50 k 138.24k 4.450 ft , Use 8.900ft , Use 13.350ft , Use 17.800ft , Use 22.250 ft , Use 26.700 ft , Use 5 studs 4 studs 4 studs 4 studs 4 studs 5 studs Fy fc Concrete Density Stud Stud Height Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi [Dead Loads ( appied before 75% curtngf Point.Loads... #1 Point Loads... #1 V'h : min Vh : Used k Live Loads ( applied after 75% curing) k 36.00 ksi 3,500.00 psi 145.00 pcf 0.750 in 3.000 in Allowable = 23,999.8 psi OK Allowable = 23,999.8 psi OK Allowable= 14,400.0 psi OK Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 23,301.9 27,360.0 psi 557.1 1,575.0 psi ft ft 34.56 k 138.24 k v Pape 1 OK Shored & Unshored Using: W16X26, Span = 26.70ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One Stress Checks for Shored & Unshored Cases... © Bottom of Beam Actual = Unshored DL.Stress [ Shear Studs & Shear Transfer w c6 U i .0 o LU J H u_; w g Ji u_ Q co �. w I— O` Z 0 � ; D I - — Z, 1.1.1 1=- _! Z Rev. 510001 Description NETSTREAM M16 I : Transformed Load Combinations... Dead + Constuction Composite Max DL + LL Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead.+.Live Support Shears Sheer @ Left 11.16 k Shear @ Right 11.16 k Section Name Depth Width Flange Thick Web Thick Area Weight . I -steel S steel : top S steel : bottom 24.60 k -ft 24.60 k -ft 49.90 k -ft 74.50 k ft W16X26 15.690 in 5.500 in 0.345 in 0.250 in 7.680 in2 26.087 #/ft 301.00 in4 38.37 in3 38.37 in3 -•t8i•tLeFt 3.69 k 7.48 k 11.16 k' Composite Steel Beam { Deflections 1,022.09 in4 Shored - • Before 75 % Curing 0.1061n (Mershon* refflowc) Construction Loads Only 0.000 in After 75% Curing 0.216 in • Total Uncured Deflection 0.1061h : L /3009.7 Composite - Deflection 0.323 in : L / 993.4 Reactions Analysis Values 1 Fb : -Allow n : Strength n : Deflection I : Effective Unshored 0.361 in a000 in 0.216 in 0.361 in : L / 886.3 0.577 in : L / 554.9 23.76 psi 8.60 8.51 Right 3.69 k 7.48 k 11.16 k Section Properties 1 hoc : Steel Section I transformed Strans : top Strans : bot Strans : -eff @ bot- n *Strans.: Ef @ top X X Axis from Bot Vh @ 100% 301.00 in4 1,019.48 in4 - 186.60 in3 64.83 in3 64.83 in3 1,604.7 in3 - •15.73 in 138.24 k 1,022.09in4 Effective Flange Width... Based on Beam Span 3.337ft Based on Beam Spacing 15.000ft Effective Width 3.337ft Page 2 Mv: 510001 Description NETSTREAM M17 _Deflections I : Transformed Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection [Reactions 1 . Load Combinations... Dead + Constuction Composite Max Di. +LL Analysis Values 1 Maximum- Moments Dead Load Alone Dead + Const Live Load Only Dead* Live Support Shears Shear @ Left Shear © Right • • . 10.74 k Section.Name Depth Width Flange Thick Web Thick Area Weight I -steel &steel : top S steel bottom W16X26 15.690 in 5.500 in 0.345 in 0.250 in 7.680 in2 26.087 #/ft 301.00 in4 38.37 in3 38.37 in3 Composite Steel Beam 1,012.85 in4 Shored 0.0921n (after SWISS mmovedl 0.000 in 0.187 in 0.092 in :-6/3344.4 0.279 in : L/1103.9 22.79 k -ft 22.79 k -ft 46.23 k -ft 69.03 k-ft 10.74 k VI Left 3.55 k 7.20 k 10.74 k Fb : n : Strength n : Deflection 1: 23.76 psi 8.60 8.51 hoc: SteetSection 301.00in4 I transformed 1,010.22in4 Strans : top 181.68in3 Strans•: bot 64.64in3 Strans : eff @ bot 64.64 in3 n•Strans : Ef © top 1,562.4 in3 X -X Axis from Bot 15.63 in Vh @ 100% 138.24 k 1,012.85n4 Effective Unshored 0.310 in 0.000 in 0.187 in 0.310 in : L/ 993.9 0.497 in : L / 620.1 Cdl Right 3.55 k 7.20 k 10.74 k 6s Effective Flange Width... Based on Beam Span 3.212ft Based on Beam Spacing 15.000ft Effective Width 3.212ft Page 2 [ Section Properties 1 �w 00 " CO W WOO ' J`. u- Q _ W : Z ' I- O, < zI 2 DI gyp! '0 Ni 01 uj i 'I Of: • w Z`, o • R w. 510001 Description NETSTREAM M17 Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full Span Uniform Loads... 1 0.250 k/ft Full Span Uniform Loads... # 1 0.560 k/ft Summary . W16X26 25.700 ft 30.000 ft 5.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab One Side Composite Steel . Beam Design Input Dead Loads (apalie dbe= 75% =Ring) Using: W16X26, Span = 25.70ft. Slab Thickness = 5.500in, Deck Rib Stress Checks for Shored 1 Unshored Cases... @ Bottom of Beam Actual = 12,815.5 psi Unshored DL Stress Actual = 7,129.0 psi Actual Shear Stress Actual= 2,739:0 psi Unshored Stress Check.... (Mdl/Ss + M llStrans) Actual= 15,712.7 psi. (Mdl +MII}/ Strans(top) Actual =- 355:1 psi Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored.Concrete Stress Check....(MdI + MII) /. ( Strans:top • n) Actual #Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 0.000 ft 4.283 ft 8.567 ft 12.850 ft 17.133 ft 21.417 ft 12 per 1/2 beam span Stud Capacity 4 studs Vh @ 100%- 12.50 k 138.24k Fy 36.00 ksi Pc 3,500.00 psi Concrete Density 145.00 pcf — Stud Diameter 0.750 in Stud Height 3.000 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 'Live Loads { appiedallor75%curing) Point Loads... #1 OK Shored & Unshored Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One Allowable = Allowable = Allowable = Shear Studs & Shear Transfer to 4.283ft , Use 4 studs to 8.567ft , Use 5 studs to 12.850ft , Use 3 studs to -17.133ft , Use 3 studs to 21.417ft , Use 5 studs to 25.700ft , Use 4 studs Allowable= 32,400.0. psi OK Allowable = 1,575.0 psi OK 21,589.1 27,360.0 psi 530.2 1,575.0 psi V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi OK OK OK ft ft 34.56 k 138.24 k Page 1 Rev: 510001 Description- NETSTREAM M18 l Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Riff Height Rib Spacng Rib Width Rib Orientation Beam Location Full Span Uniform Loads... # 1 k/ft . #2 k/ft #3 • k/ft Full Span Uniform Loads... # 1 k/ft #2. k/ft # 3 k/ft Summary W27X84 29.000 ft 26.700 ft 5.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides Composite Steel Beam Fy . rc - -- -- Concrete Density Stud Diameter 0.750 in Stud Height 3.000 in Beam Weight Added Internally Using Partial Composite Action -- Elastic Modulus 29,000.00 ksi [Dead Loads (apped Worn 7596 Point Loads... # 1 15.500 k #2 .13.000 k # 3 15.500 k Live Loads ( applied after 75 %cw*lg) Point Loads... # 1 31.200 k # 2 29.000 k #3 31.200 k Unshored Stress Check.... (Mdl /Ss + MII/Strans) Actual = 31,796.4 psi Allowable = 45,000.0 psi OK (MdI + Mil) / Strans(top) Actual = 890.5 psi Allowable = 1,575.0 psi OK Attemate Unshored Check : (Mdl + MII) /Ss 36,659.1 38,000.0 psi Shored Stress Check....(Mdl + MII) / (Strans:top * n) 1,031.4 1,575.0 psi Actual # Studs 15 per 1/2 beam span Stud Capacity 12.50 k V'h : min Total req'd 1/2 Span 12 studs Vh @ 100% 560.79k Vh : Used Zone 1 from 0.000 ft to 4.833 ft , Use 5 studs Zone 2 from 4.833 ft to . 9.667ft , Use 6 studs Zone 3 from 9.667 ft to 14.500ft , Use 4 studs Zone 4 from 14.500 ft to .19.333 ft , Use 4 studs Zone 5 from 19.333 ft to 24.167ft , Use 6 studs Zone 6 from 24.167 ft to 29.000ft , Use 5 studs 50.00 ksi 3,500.00 psi 145.00 pcf 7.250ft 14.600ft 21.750 ft 7.250 ft 14.500 ft 21.750 ft OK Shored & Unshored Using: W27X84, Span = 29.00ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spec= 12.O0in, Rib Width= 5.00in w/ Slab Both Stress Checks for Shored & UnshoredCases... © Bottom of Beam Actual = 29,395.6 psi Allowable = 33,333.0 psi OK Unshored DL Stress Actual = 12,116.8 psi Allowable = 33,333.0 psi OK Actual Shear Stress Actual = 5,609.5 psi Allowable = 20,000.0 psi OK [ Shear Studs & Shear Transfer 140.20 k 187.50 k Page 1 • Rev: 510001 Description NETSTREAM M18 Deflections I : Transformed Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead+ Live Support Shears Shear © Left Shear © Right Composite. Steel Beam 7,310.56 in4 Shored Before 75 % Curing 0.200 in (after Moms =IMO Construction Loads Only 0.000 in After 75% Curing 0.401 in Total Uncured Deflection 0.200 in;: -t. /1742.2 Composite Deflection 0.601 in : L / 579.3 I : Effective Unshored 0.381 in 0.000 in 0.401 in 0.381 in : L / 914.5 0.781 In : L / 445.4 LR 1 Load Combinations... Dead + Constuction Composite Max DL + LI Section Name Depth Width Flange Thick Web:Thick Area Weight I -steel S steel: top S steel : bottom 215.48 k -ft 215.48 k -ft 436.45 k -ft 651.93 k -ft 68.92 k 68.92 k W27X84 26.710 in 9.960 in 0.640 in 0.460 in 24.800 in2 84.238 #/ft 2,850.00 in4 213.40 in3 213.40 in3 Left • 23.22 k 45.70 k 68:92 k Fb : Allow n : Strength n : Deflection boc : Steel Section I transformed Strans : top Strans : bot Strans : eff @ bot n`Strans : Ef @ top X -X Axis from Bot Vh @ 100% 33.00 psi 8.60 8.51 Cd). Right 23.22 k 45.70 k ' 68.92 k 5,429.24in4 Page 2 Analysis Values Effective Flange Width... Based on Beam Span 7.250ft Based on Beam Spacing 26.700ft Effective Width 7.250ft Section Properties 2,850.00 in4 7,292.62 in4 88-2.02 in3 304.60 in3 266.13 in3 5,160.1 in3 -28.94 in 560.79 k h � U O! N 0: V) w, , uw O; u. ca C Z F. 1--O` Z W uj C O- N i . i- W LU P. z' 0 Rev. 510001 Description • NETSTREAM M20 Composite. Steel Beam [Design input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location W16X26 17.250 ft 6.380 ft 5.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab BothSides Dead Loads teprdedhelbre 75 9 6 rxidorli Fult Span tMiform Loads... # 1 0.430 k/ft Live Loads f eppied after 75% curing) Full Span Uniform *1 0.960 k/ft Summary O. Using: W16X26, Span = 17.25ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Actual = • 10,468:1 psi Unshored DL Stress Actual = Actual Shear Stress Actual = Unshored Stress Check.... (Mdl/Ss + MIUStrans) Actual = 12,402.3 psi -(Mdl + MII)1 Strans(top) Actual = 223.9 psi Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check....(Mdl + MIl) / (Strans:top * n) Shear Studs & Shear Transfer Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 7 per 1/2 bearmspan Stud Capaeity 3 studs Vh @ 100% 0.000 ft 2.875 ft 5.750 ft 8.625 ft 11.500 ft 14.375 ft to to to to to to 5,305.7 psi 3,113.8 psi 12.50 k 138.24k Fy 36.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action — Elastic Modulus 29,000.00 ksi 2.875ft , Use 5.750 ft , Use 8.625ft , Use 11.500ft , Use 14.375ft , Use 17.250ft , Use Point Loads... #1 Point toads... Allowable = Al llowable = Allowable = Allowable = Allowable = 16,473.5 330.2 3 studs 2 studs 2 studs 2 studs 2 studs 3 studs OK Shored & Unshored 12.00in, Rib Width= 5.00in w/ Slab Both V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi ft ft 34.56 k 87.50 k Page 1 alg 00 ; N 0 N W ` CO W0 g CO _° I— bre F.. F Z0 LIJ D 0 O H ww 111 (0 H I 0 Rev: 510001 Description NETSTREAM M20 I : Transformed --f ' Before 75 % Curing Construction Loads Only After75% Curing Total Uncured Deflection Composite • Reactions 1 • Load Combinations... Dead + Constuction Composite Max DL + Lt Maximum Dead Load Alone Dead 4-Const Uve Load Only Dead+ Live Support Shears Shear Left Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight I-steel S steel : tor S steel : bottom 16.96 k-ft 16.96 k-ft 35.71 k-ft 52.67 k-ft 12.21 k --: 12.21 k W16X26 15.690 in 5.500 in 0.345 in 0.250 in 7.680 in2 26.087 #/ft 301.00 in4 38.37 in3 38.37 in3 Composite Steel Beam 1,081:541n4 I : Effective Shored @JLeft 3.93 k • 8.28 k 12.2tk 0.0341n (after shores removec# 0.000 in 0.071in 0.034 in : L /6094.3 - 0.106 in : L11962.0 Right 3.93 k 8.28 k 12.21 k Analysis Values 1 Fb : Allow •- 23.76 psi n: Strength 8.60 n: Deflection 8.51 Section Properties 1 Ix< : Steel Section 301.00 in4 I transformed 1,079.13 in4 Strans : top 22248 in3 Strans : bot 66.04 in3 Strans : eff bot 60.38 in3 n*Strans : © top 1,590.3 in3 X-X Axis from Bot 16.34 in Vh 100% 138.24 k Unshored 0.104 in 0.000 in 0.071 in 0.104in L/ 1989.6 0.176 in : L/ 1179.2 Effective Flange Width._ Based on Beam Span Based on Beam Spacing Effective Width 921.99n4 4.312ft 6.380ft 4.312ft Pape 2 Z CC 00, co ku CO IL: u l 1- 0 Z ,C.3) g i0 " r= Or .. co ' z Rev: 510001 Description NETSTREAM M21 [Design Input Section Name - Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads 1(aPPiedbefbre• Full Span Uniform Loads... # 1 k/ft #2 k/ft Full- Span Uniform # 1 k/ft # 2 k/ft Summary t W18X28 19.250 ft 8.620 ft 5.500 in 2.000 in 12.000 in 5.000 in Parallel Slab One,Side 75% Using: W16X26, Span = 19.25ft, Slab Thickness = Stress Checks for Shored & UnshoredCases... © Bottom of Actual = 15,868.5 psi Unshored DL Stress Actual = 8;028.6 psi Actual Shear Stress Actual = 3,192:0 Unshored Stress Check.... (MdUSs +MlUStrans) Actual= (Mdi+ MIl) / Strans(top) Actual = Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 9 per 1/2 beam. Stud. Capacity 3 studs Vh @ 100% Composite Steel Beam 12.50 k 138.24k Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... # 1 3.800 k # 2 3.800 k Point Loads... # 1 8.400 k # 2 8.400 k Fy rc Concrete Density _Allowable = - Allowable = Allowable = 18,805.7 psi . Allowable = "487.5.psi Allowable = Alternate Unshored Stress Check : (MdI + MII) / Ss 24,960.7 Shored Concrete Stress Check....(Mdl +. MII) / (Strans:top * n) _ 717.9 0.000 ft to 4.107ft , Use 3 studs 4.107 ft to 8.213ft , Use 4 studs 8.213 ft to 12.320ft , Use 2 studs 12.320 ft to 14.630ft , Use 2 studs 14.630 ft to 16.940ft , Use 4 studs 16.940 ft to —19.250ft , Use 3 studs V'h : min Vh : Used 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi 6.380ft 12.760ft 6.380 ft 12.760 ft 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One OK OK OK 34.56 k 112.50 k Page 1 Live Loads (ap *d eeer7596 curing) OK Shored & Unshored Shear Studs & Shear Transfer 1 Rev: 510001 Description NETSTREAM M21 [Deflections 1 1: Transformed 949.21 in4 Shored Before -75 % Curing 0.068 in (al rshores removed) Construction Loads Only 0.000 in After 75% Curing 0.143 in Total Uncured Deflection 0.068 in : L /3399:7: Composite 0:211 in L /1093.3 Reactions 1 Load Combinations... • Dead + Constuction Composite Max DL + LL Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead +• Live Support Shears Shear @ Left Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel: top S steel : bottom W16X26 15.690 in 5.500 in 0.345 in 0.250 in 7.680 in2 26.087 #/ft 301.00 in4 38.37 in3 38.37 in3 - tHtteft 4.07 k 8.45 k 12.52 k Analysis Values 25.67 k ft 25.67 k -ft 54.20 k -ft 79.81 k -ft 12.52 k 12.38 k Composite Steel Beam Fb : Allow n : Strength n : Deflection! 23.76 psi 8.60 8.51 Section Properties 1 Ixx : Steel Section 301.00 in4 I transformed 946.59 in4 Strans : top 155.13 in3 Strans : bot 62.74 in3 Strans : eff @ bot 60.35 in3 n•Strans: Ef @ top 1,235,8in3 X-X Ms from Bot 15.09 in Vh @ 100% 138.24 k Right 4.03 k 8.35 k 12.38 k 885.75in4 1: Effective Unshored 0.200 in 0.000 in 0.143 in 0.200 in : L / 1155.3 0.343 in : L / 673.0 Effective Flange Width... Based on Beam Span 2.406ft Based on Beam Spacing 4.310ft Effective Width 2.406ft Page 2 1 Wes; W W W H • O ... u_ Q, W r z ul D Of O 10. DH, = W W Z ; 0 F- z i Rev. 510001 Description NETSTREAM M24 [Design input W18X35 26.700 ft 6.380 ft 5.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab OneSide Dead Loads (appied before 7594 cu g) " Section Name - Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full Span Uniform Loads... # 1 0.280 k/ft #2 k/ft Live Loads ( appied skier 75% citing) Full Span - Uniform Loads... # 1 0.630 k/ft #2 k/ft Summary t Actual # Studs Total req'd 1/2 Span 13 per 1/2 beam,span Stud Capacity 4 studs VII @ 100% Composite Steel. Beam Fy Concrete Density Using: W18X35, Span = 26.70ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One Stress Checks for Shored & Unshored Cases... © Bottom ofBeam Actual Unshored DL Stress Actual = Actual Shear Stress Actual 17,796.8 psi J411owable = 23,999.8 psi OK 9,187.7 psi Allowable = 23,999.8 psi OK 3,392.3 psi Allowable = 14,400.0 psi OK Unshored Stress Check.... (MdWSs +MWStrans) Actual.= 21,083.6 psi Allowable = 32,400.0 psi OK (Mdl + MII) / Strans(top) Actual = -555.8 psi Allowable = 1,575.0 psi OK Alternate Unshored Stress Check : (Mdl + Mil) / Ss 27,704.5 27,360.0 psi Shored Concrete Stress Check....(Mdl + MN) / (Strans:top * n) 831.5 1,575.0 psi [Shear Studs & Shear Transfer 12.50 k 185.40k Zone 1 from 0.000 ft to 4.213ft , Use 5 studs Zone 2 from 4.213 ft to 8.425ft , Use 4 studs Zone-3 from 8.425 ft to 12.638ft , Use 4 studs Zone 4 from 12.638 ft to 17.325ft , Use 4 studs Zone 5 from 17.325 ft to 22.013ft , Use 4 studs Zone 6 from 22.013 ft to - 26.700ft , Use 5 studs -- Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... # 1 1.900 k # 2 1.000 k Point Loads... #1 4.200 k # 2 1.800 k V'h : min Vh : Used 36.00 ksi 3,500.00 psi 145.00 pcf 9.500ft 12.700ft 9.500 ft 12.700 ft OK Shored & Unshored 46.35 k 162.50 k lea Page 1 II o0, wo (ow W =' CO u.." W 0 ' 4 2 u .Q Nom`" H =; Z I- O Z H; V 0 , . 0 u): 0 ,W W ,2 V ; — s Z U CO 0 Z Rev: 510001 Description NETSTREAM M24 Deflections I : Transformed 1,514.71 in4 Shored Before 75 % Curing 0.129 in Other shores remoVe0 Construction Loads Only 0.000 in • After 75% Curing 0.261 in Total Uncured Deflection 0.129 in : L /2477.5 • Composite Deflection • 0.391 in : L t 820.2 Reactions 1 .Load Combinations... - Dead + Constuction Composite Max DL + LL Maximum t Moments Dead Load Alone Dead 4 Const Live Load Only Dead + Live Support Shears Shear ©eft Shear © Right Section Name Depth Width Flange Thick Web Thick Area Weight - I -steel S steel: top • S steel : bottom 44.12 k -ft 44.12 k -ft 88.93 k -ft 133.04 k -ft 18.01 k 16.12 k W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 ft/ft 510.00 in4 57.63 in3 57.63 in3 iftteft 5.95 k 12.06 k 18.01 k Composite. Steel Beam Analysis Values 1 Fb : Allow — 23.76 psi n : Strength 8.60 n : Deflection &51 hoc : Steel Section_ I transformed Strans : top Strans : bot Strans : eff @ bot n`Strans : Ef © top X -X Axis from Bot Vh•@ 100% I : Effective Unshored Right 5.36 k 10.76 k 16.12 k 1,450.62n4 0.368 in 0.000 in 0.261 in 0.368 in : L / 871.0 0.629 in : L / 509.3 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width Section Properties 1 510.00 in4 1,510.31 in4 223.26in3 91.89 in3 89.71 in3 1,829.1 in3 16.44 in 185.40 k 3.337 ft 3.190ft 3.190ft Page 2 Rev: 510001 Description NETSTREAM M25 ' Composite Steel Beam [Design Input Section Name • Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads (VOW before 7514 ►g1' Full Span Uniform Loads... # 1 k/Ft # 2 k/ft Live Loads • (appiectalter 75% cuting) Full-Span Uniform Loads... #1 k/ft # 2 k/ft Summary W21X44 19.150 ft 22.000 ft 5.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides Using: W21X44, Span = 19.15ft, Slab Thickness = Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = Unshored DL Stress Actual = Actual Shear Stress Actual Total req'd 1/2 Span Zone 1 from Zone 2 from Zone •3 from Zone 4 from Zone 5 from Zone 6 from Unshored Stress Check.... (MdlSs + MII/Strans) Actual.= 24,98.9. psi (MdI + MII) / Strans(top) Actual = 502.6 psi Alternate Unshored Stress Check.: (MdI + MII) / Ss Shored Concrete Stress Check....(MdI + MII) / ( Strans:top • n) Actual # Studs 5.500in, Deck Rib 2t690.9 psi .9,686.6 psi 4,513.8 psi 9 per 1/2 beam span Stud Capacity 12.50 k 5studs Vh © 100% 234.00k 0.000 ft to 3.319ft , Use 3.319 ft to 6.639ft , Use 6.639 ft to 9.958ft , Use 9.958 ft to — 13.022ft , Use 13.022 ft to 16.086ft , Use 16.086 ft to •— � 19.150ft , Use Fy f'c Concrete Density Stud Diameter 0.750 in Stud Height 3.500 in -- Beam Weight Added Internally Using Partial Composite Action — Elastic Modulus 29,000.00 ksi Point Loads... .#4.1 10.000 k # 2 10.000 k Point Loads... # 1 22.200 k # 2 22.200 k OK Shored & Unshored Ht= 2.00in, Rib Spac= 12.O0in, Rib Width= 5.00in w/ Slab Both _Allowable = .Allowable = Allowable = 23,999.8 psi 23,999.8 psi 14,400.0 psi Allowable = 32,400.0 psi Allowable = 1,575.0 psi 30,530.4 27,360.0 psi 736.0 1,575.0 psi 3 studs 4 studs 2 studs 2 studs 4 studs 3 studs V'h : min Vh : Used 36.00 ksi 3,500.00 psi 145.00 pcf 6.380ft 12.760ft 6.380 ft 12.760 ft OK OK OK OK OK . 58.50 k 112.50 k ('5 Page 1 II 'Shear Studs & Shear Transfer Rev: 510001 Description NETSTREAM M25 Deflections I Transformed 2,556 30 in4 Shored Before 75 % Curing 0.075 in (after shores removed) Construction Loads Only 0.000 in After 75% Curing 0.162 in Total Uncured Deflection 0.075 in : L /3048.4 Composite=DeflectIon • 0.230in : L t 966:4 Reactions 1 ..load Combinations... Dead + Constuction Composite Max DL + LL Analysis Values 1 Maximum Dead Load Alone Dead.+ Const Live Load Only Dead -+ Live Support Shears Shear © Left Shear © Right Section Properties Section Name Depth Width.. Flange Thick Web Th ick - Area Weight I -steel Ssteel : top S steel : bottom 65.87 k -ft 65.87 k -ft 141.78 k -ft 207.62 k -ft 32.64 k 32.61 k W21X44 20.660 in 6.500 in 0.450 in 0.350 in 13.000 in2 44.157 #/ft 843.00 in4 81.61 in3 81.61 in3 - t@t - eft 10.43k 22.21 k 32.64 k Composite Steel Beam Fb : Allow n : Strength n : Deflection boc : Steel Section. I transformed Strans : top Strans : bot Strans : eff @ bot n*Strans : Ef © top X -X Axis from Bot Vh © 100% 23.76 psi 8.60 8.51 Ri h 'tl�.42 k —22.19 k 32.61 k 843.00 in4 2,550.15 in4 393.64 in3 129.57 in3 11.4.86 in3 2,562,4 in3 198 in 234.00 k 2,030.961n4 I : Effective - Unshored 0.182 in 0.000 in 0.162 in 0.1821n : L / 1265.3 0.344 in : L / 668.1 Effective Flange Width... Based on Beam Span 4.787ft Based on Beam Spacing 22.000ft Effective Width 4.787ft /el Page 2 LIJ re 2 C.)g to Iil Of . co LL Q =d I- w I - O 2 Di U U ' iO.N ' = V L I=O • Z co U — O ~ z Rw: 510001 Description NETSTREAM M26 Design Input Section Name W21X50 Beam Span 19.150 ft Beam Spacing 26.700 ft Slab Thickness Deck -Rib Height Rib Spacng Rib Width - Rib Orientation Beam Location Full Span Uniform Loads... # 1 k/ft #2 k/ft # 3 k/ft FultSpan Uniform Loads... # 1 k/ft # 2 k/ft # 3 k/ft Summary Stress Checks toFShored & Unshored Cases... Bottom of Beam Actual= 21,371.4 psi Unshored DL Stress Actual = 9,204.1 psi Actual Shear Stress Actual = 4,599.6 psi - Unshored Stress Cheek. ... {Mdl/Ss +-1V4ii/Strans) Actual = .23,800.9 psi (MdI +MII) / Sttans(top) Actual = 841.1 psi Alternate Unshored Check: {Mdi + Mtl) Ss Shored ConcreteStress Check....(MdI + MD) / (Stransiop' n) Actual *Studs 1- Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 5.500 in 2.000 in 12.000 in 5.000 in Parallel Slab On Side 9 per 1/2 beanspan Stud. Capacity 4studs Vh @ 10096- Composite Steel Beam 12.50 k- 185.16k 0.000 ft to 4.213ft , Use 3 studs 4.213 ft to 8.4261t , Use 4 studs 8.426 ft to 12.639ft , Use 2 studs 12.639 ft to 14.809ft , Use 2 studs 14.809 ft to 16.980ft , Use 4 studs 16.980 ft to 19.150ft , Use 3 studs Allowable = r Allowable = Allowable = Fy fc Concrete Density Point Loads... #1 10.000k #2 11.200 k -# 3 0.500 k Point•Loads... #.1 22.200 k # 2 24.900 k -# 3 1.000 k V'h : min Vh : Used 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf -- Stud Diameter 0.750 In Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Dead Loads fat before 75% curfr►g') 6.380ft 12.760ft 14.650ft LLive Loads applied after 75% curing) 1 6.380 ft 12.760 ft 14.650 ft OK Shored & Unshored Using: W21X50, Span= 19.15ft, Stab Thickness = 55OOin, Deck Ht= 200in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One OK OK OK Allowable = 32,400.0 psi OK Allowable= 1,575.0 psi OK 29,035.7 27,360.0 psi 1,231.5 1,575.0, psi 46.29 k 112.50 k Page 1 L Shear Studs & Shear Transfer J O U Oz W; w N W 0 u_Q CO W Z I ZF W W O 1- W W[ I ZS u i Z U N' H Z: O Rw: 510001 Description NETSTREAM M26 Deflections I : Transformed Reactions Before 75 % Curing Construction Loads Only 0.000 in - - 0.000 in After 75% Curing 0.172 in 0.172 in Total Uncured Deflection 0.080 in : L /2874.7., 0.168 in : L / 1366.3 Composite' Deflection 0.252 in : L f 913:1- 0.340 in : L / 676.1 Load .Combinations... Dead* Constuction Composite Max DL + LL Maximum' Moments- Dead Load Alone Dead '+ Const Live Load Only Dead + Live Support Shears Shear © Left Shear © Right Section Name - Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel bottom 72.47 k -ft 72.47 k -ft 156.14 k -ft 228.61 k -ft' 34.35 k 36.41 k Section Properties W21X50 20.830 in • 6.530 in 0.535 in 0.380 in 14.700 in2 49.931 #/ft 984.00 in4 94.48 in3 94.48 in3 '11.00 k 23.35 k 34.35 k Fb : Allow -- n : Strength - n : Deflection Composite Steel Beam 2,377.68 in4 I : Effective Shored - Unshored 0.080 in fatter Motes removed) 0.168 in ell Right 11.65 k 24.75 k 36.41 k 23.76 psi 8.60 8.51 Ixx : Steel Section 984.00 in4 I transformed 2,369.98 in4 Strans : top 259.02 in3 Strans : bot 137.95 in3 Strans : eff © bot 128.36 in3 n•Strans : Ef @ top 1•,915 in3 X X Axis from Bot 17.18 in Vh@ 100% 185.16k 2,070.35n4 Effective Flange Width... Based on Beam Span 2.394ft Based on Beam Spacing 13.350ft Effective Width 2.394ft Page 2 tki CO , W 1�L W u.„; u_ Q = d W ; z � O : O -i OH W W i •Z U O Rev: 510001 Description NETSTREAM M27 Design - Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib - Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads 1 tippled before 75%cork►& FWt Span Uniform Loads... # 1 0.220 k/ft Live Loads •f eppfted after 75%curtng) Full Span.Uniform:Loads... # 1 0.480 k/ft Summary Actual # Studs Total req'd 1/2 Span Zone 1 from - Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W18X26 25.700 ft 6.380 ft 5.500 in 2.000 in 12.000 in 5.000. in Perpendicular Slab One, Side Composite Steel Beam Using: W16X26, Span = 25.70ft, Slab Thickness = 5.500in, Deck Rib Ht= Stress Checks torShored & Unshored Cases... © Bottom of Beam Actual = 11,135.5 psi Unshored DL Stress Actual = 6,354.4 psi Actual Shear Stress Actual = 2,378.6 psi Unshored.Stress Check.... (Mdl/Ss +- MII/Strans) Actual = 13,715.8 -psi (Mdl + MII) / Strans(top) Actual = 305:9 psi Alternate Unshored Stress Check :. (Mdl + MII) / Ss • Shored Concrete Stress Check....(Mdi + MII) / (Strans:top * n) Fy f'c Concrete Density - Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally' Using Partial Composite Action - Elastic Modulus 29,000.00 ksi Point Loads... # 1- Point•Loads... #1 2.00in, Rib Spac= AJlowable = - Allowable = Allowable= Allowable = Allowable = 18,748.7 462.7 12 per 1/2 beam, span Stud Capacity 12.50 k 4studs Vh @ 100% 438.24k 0.000 ft to 4.283ft , Use 4 studs 4.283 ft to 8.567ft , Use 5 studs 8.567 ft to 12.850ft , Use- 3 studs 12.850 ft to 17.133ft , Use 3 studs 17.133 ft to 21.417ft , Use 5 studs 21.417 ft to 25.700ft , Use 4 studs V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi 36,00 ksi 3,500.00 psi 145.00 pcf OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0. psi ft ft 34.56 k 138.24 k Page 1 OK Shored & Unshared 12.001n, Rib Width= 5.00in wl Slab One Shear Studs & Shear Transfer tY W D U C.) Q , NW : _ co u. uj0 g IT o) tit ui 1-- W Z: h- O m 0, U W W , = V - 0 z: U 1- z Rev: 510001 Description NETSTREAM M27 Deflections I': Transformed Before 75 % Curing Construction'Loads Only After 75% Curing Total Uncured Deflection Composite lection • Reactions Load .Combinations... Dead + Constuction Composite Max DL + LL Analysis Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead Live Support Shears Shear @ Left Shear @ Right Section Properties Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom 20.32 k -ft 20.32 k-ft 39.63 k -ft 59.95 k -ft 9.33 k 9.33 k W16X26. 15.690 in 5.500 in 0.345 in 0.250 in 7.680 in2 26.087 #/ft 301.00 in4 38.37 in3 38.37 in3 - t - eft 3.16k 6.17 k 9.33 k Composite Beam 1,011.14' in4 1: Shored .._ ._, 0.082 in (after Mo es 'moved) 0.000 in 0.161 in 0.082 in : L/3745. :7= 0.243 in : Fb : Allow n.: Strength n : Deflection hoc : Steel Section I transformed Strans : top Strans : bot Strans : eff @ bot n'Strans : Ef @ top. X X Axis from Bot Vh @ 100% a Right 3.16 k 6.17 k 9.33 k Effective Flange Width... 23.76 psi Based on Beam Span 3.212ft 8:60 Based on Beam Spacing 3.190ft -8.51 301.00 in4 1,008.50 in4 180.78 in3 64.00 in3 64,60 in3 1,554,7 in3 15:61 in 138.24 k Effective Unshored 0.277 in 0.000 in 0.161 in 0.277 in 0.437 in 1,011.14in4 : L / 1115.0 : L / 705.4 Effective Width 3.190ft Page 2 II Rev: 510001 Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Description NETSTREAM M29 Compoite Steel Beam Design Input Section Name- W21X44 Beam Span 19.150 ft Beam Spacing 26.700 ft Dead Loads (aPpb'ed before 75%cu►hipj Full Span Uniform Loads... #1 k/ft # 2 k/ft 5.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Ong Side Live Loads •( cwnng) FuH Span-Uniform # 1 #2 Summary k/ft k/ft Using: W21X44, Span = 19.15ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= Stress Checks for shored & Unshored Cases... @ Bottom of Beam Unshored DL Stress Actual Shear Stress Actual = 23,214.3 psi Actual = .8,958.1 psi Actual = 4,758.0 psi Unshored Stress Check.... (Mdi/Ss + MII /Strans) Actual= 25,706.5 psi (Mdl + Mil) / Strans(top) Actual = .898.2 psi Alternate Unshored Stress Check : (Mdl + Mil) / Ss Shored. Concrete Stress Check....(Mdl + Mil) /. (Strans:top * n) Shear Studs & Shear Transfer 1 Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 9 per 1/2 beam,span Stud Capacity 8 studs Vh @ 1009b- 0.000 ft 4.256 ft 8.511 ft 12.767 ft 14.894 ft 17.022 ft to to to . to to to 12.50 k 185.16k 4.256ft , Use 8.511 ft , Use 12.767ft , Use 14.894ft , Use 17.022ft , Use -- 19.150ft , Use Fy 36.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud-Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #a.. 5.800 k # 2 11.000 k Point Loads... # r 16.200 k ft-2 29.000 k Allowable = Allowable = Allowable = Allowable = Allowable = 32,161.9 1,245.0 3 studs 4 studs 2 studs 2 studs 4 studs 3 studs OK Shored & Unshored 12.00in, Rib Width= 5.O0in w/ Slab One V'h : min Vh : Used 23,999.8 psi 23,999.8 psi 14,400.0 psi 6.380ft 12.760ft 6.380 ft 12.760 ft OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi 94.69 k 112.50 k 1/ Page 1 II ti rt U 0 U O w W L . L.1 u. W O LL _ ; ? Ih—i Z ui O O ' 'i N i . ' O I- W W U Z Uw 0 Z 1 . 1tiv: 510001 Composite Steel Beam Page 2 II Description NETSTREAM M29 `Deflections I : Transformed.- 2,137.28•1n4 Shored Before 75 %Curing Construction Loads Only • After 75 %Curing Total Uncured Deflection Composite Deflection • `Reactions 1 - Load. Combinations... Dead + Constuction Composite Max DL + LI. `Analysis Values 1 Maximum Dead Load Alone • Dead +•Const Live Load Only Dead + Live Support Shears Shear @ Left Shear @ Right Section Properties 1 Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom 60.92 k -ft 60.92 k -ft 157.80 k -ft 218.72 k-ft 28.44 k 34.41 k W21X44 20.660 in 6.500 in 0.450 in 0.350 in 13.000 in2 44.157 #/ft 843.00 in4 81.61 in3 81.61 in3 131 7.96 k 20.48 k 28.44k 0:070 in . Offer Moms iemored) 0:000 in 0.181 in 0.070 in : L /3286.7 0:25111: • Lt 914.1 Fb : Allow n : Strength n : Deflection Ixx : Steel Section I.transformed Strans : top Strans bot Strans : eff @ bot reStrans.: Ef @ top X X Axis from Bot Vh-@ 100% I : Effective Unshored 0.154 in 0.000 in 0.181 in 0.154 in : L/ 1496.1 0.335 in : L / 686.0 et Right 9.68 k 24.72 k 34.41 k 23.76 psi 8.6U • 8.51 843.00 in4 2,130.53 in4 24.5.15 in3 121.96 in3 113.061n3 1,798,11n3 17:47 in 185,16 k 1,851.87in4 Effective Flange Width... Based on Beam Span 2.394ft Based on Beam Spacing 13.350ft Effective Width 2.394ft W LL w 0 }} co �t _ d /..W =r : Z 1- 0 Z .l- Ill up O N t ci cW ids - Zs W c o: II— Z'' Rev: 510001 Description NETSTREAM M30 Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width - Rib Orientation Beam Location Dead Loads • (eppied before 75%-eafte j Full.Span Uniform Loads... # 1 k/ft #2 k/ft Live Loads - (aXeed after 75 %eating) Full-Span Uniform-Loads... # 1 k/ft #2 Summary Using: W18X35, Span = 19.15ft, Slab Thickness = Stress Checks for Shored & UnshoredCases... @ Bottom of Beam Actual = 20,753.5 psi Unshored DL Stress Actual = 8,577.4 psi Actual Shear Stress Actual = 4,208.4 Unshored Stress Check.... (Mdl/Ss + MIUStrans) Actual = (Mdl + MII) / Strans(top) Actual _ Actual # Studs Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W18X35 19.150 ft 26.700 ft 5.500 in 2.000 in 12.000 in 5.000 in Parallel Slab One 9 per Total req'd 1/2 Span 4studs 0.000 ft 3.319 ft 6.639 ft 9.958 ft 13.022 ft 16.086 ft Composite Steel Beam OK Shored & Unshored 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One 23,317A psi 725.3 psi 1/2 beam span Stud. Capacity 12.50 k • Vh @ 100 % - 185.16k to 3.319ft , Use to 6.639ft , Use to 9.958ft , Use to 13.022ft , Use to 16.086ft , Use to 19.150-ft , Use Fy fc Concrete Density --Stud Diameter 0.750 in Stud Height 3.500 in - Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point toads... #� 6.200 k # 2 6.200 k Point Loads... # 1 15.800 k # 2 15.800 k Allowable = Allowable = Allowable = . Allowable = Allowable = Alternate Unshored Stress Check : (MdI + MN) / Ss 29,585.2 Shored Concrete Stress Check....(Mdl + Mil) / ( Strans:top ` n) - 1,021.2 3 studs 4 studs 2 studs 2 studs 4 studs 3 studs V'h : min Vh : Used 23,999.8 psi 23,999.8 psi 14,400.0 psi 32,400.0 psi 1,575.0 psi 27,360.0. psi 1,575.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf 6.380ft 12.760ft 6.380 ft 12.760 ft OK OK OK OK OK Shear Studs & Shear Transfer 46.29 k 112.50 k Page 1 w UO .; coo W =? J �t m u_ W } 0 : . u_ a' d i Z W iu V 0 ` O— = — Z r U — : 0~ ■ Z Rev: 510001 Description NETSTREAM M30 • „1 Composite Steel Beam 'Deflections I : Transformed 1,420.98 in4 Shored . — Before 75 % Curing Construction Loads Only After -75% Curing Total Uncured Deflection Com posits Reactions 1 ..Load Combinations... Dead + Constuction Composite Max DL + LL Maximum' Moments Dead Load Alone Dead +• Const Live Load Only Dead•+ Live Support Shears Shear @ Left Shear © Right Section Name Depth Width Flange Thick Web Thick Area Weight • I -steel S steel-: top S steel : bottom 41.19 k -ft 41.19 k -ft 100.91 k -ft 142.08 k -ft 22.35 k 22.32 k W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 #/ft 510.00 in4 57.63 in3 57.63 in3 t5t teft 6.544 15.81 k 22.35 k 0.078 in Offer shams removed) 0.000 in 0.192in 0.078 in : L 12929:2 0.271 in : L / 848.5 Fb : Allow n : Strength n : Deflection- t : Effective 1,220.09in4 Unshored 0.188 in 0.000 in 0.192 in 0.188 in : L / 1224.4 0.380 in : L / 604.8 O. Right 6.53 k 15.79 k 22.32 k L Analysis Values • 1 23.76 psi 8.60 8.51 Section Properties 1 Ixx : Steel Section - 510.00 in4 I transformed 1,416:72 in4 Strans : top 194:44 in3 Strans•: bot 89.09 in3 Strans : eff @ bot 82.15 in3 n *Strans.: Ef © top 1;410,7 in3 X -X Axis from Bot 15:90 in Vh @ 100% 185.16 k Effective Flange Width... Based on Beam Span 2.394ft Based on Beam Spacing 13.350ft Effective Width 2.394ft Page 2 II Rev: 510001 Description NETSTREAM M31 Design input Section Name W27X94 Beam Span 30.000 ft Beam Spacing 26.700 ft Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location [Dead Loads • ( ap*Fed 75% twine)" FulISpan Unifbrnrtoads... # 1 k/ft # 2 k/ft # 3 k/ft Live Loads l$Ppt.d afilaer % cuing) FuII'Span UnifornrLoads... # 1 k/ft # 2 k/ft #3 k/ft • Summary Actual *Studs f Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 5.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both• 15 per 1/2 bearmspan Stud Capacity 12 studs Vh @ 10096 0.000 ft 5.000 ft 10.000 ft 15.000 ft 20.000 ft 25.000 ft Composite Steel Beam Unshored Stress Check.... (Mdi/Ss +MII/Strans) Actual = - 30,929.1-psi (Mdl + / Strans(top) Actual = 722.7 Attemate Unshored Check: (Mdl + Mtl) / Ss • Shored Concrete Stress Check....(Mdi + Mil) 1(Straus:top" n) 12.50 k 580.13k Fy 50.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud-Diameter 0.750 in Stud Height 3.000 in • Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #.1_ 14.500 k # 2 14.500 k --- # 3 14.500 k to 5.000ft , Use to — 10.000ft , Use to 15.000ft , Use to 20.000ft , Use to 25.000ft , Use to 30.000 ft , Use Point Loads... # 1 32.700 k # 2 32.700 k # 3 32.700 k Using: W27X94, Span = 30.00ft, Slab Thickness = 5.500in,•Deck Rib - Ht= 2.00in, Rib Spac= Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = 28,806:3 psi UnshoredDL Stress Actual. = 11,266.1 psi Actual Shear Stress Actual = 5,474.4 psi Allowable = Allowable = Allowable = 5 studs 6 studs 4 studs 4 studs 6 studs 5 studs OK Shored & Unshored 12.00in, Rib Width= 5.00in w/ Slab Both V'h : min Vh : Used 33,333.0 psi 33,333.0 psi 20,000.0 psi 7.500ft 15.000ft 22.500ft 7.500 ft 15.000 ft 22.500 ft OK OK OK Allowable = 45,000.0 psi OK • Allowable = 1,575:0 psi OK 35,494.1 38,000.0 psi 1,058.8 1,575.0 psi 145.03 k 187.50 k 7" Page 1 [Shear Studs & Shear Transfer J 0 00[ tA O W =' CO IL: W O Lax Cy. z. H w 1- 0 Z H U 01 W W, 1-U 0 ; ti Z ' N ' ,0 Z Rev: 510001 Description. NET &TREAM M31 I : Transformed 8,169:23 •M4 Shored Composite Steel Beam Before•75 96 Curing Construction Loads Only After 75% Curing Total Uncured Deflection 0.200 in : L /1797.6 Composite Defection • 0.630 In : L / 571.2 0.200 in , (ear shores removed) 0.000 in 0.430 in I : Effective Unshored 6,055.271n4 0.371 in 0.000 in 0.430 in 0.371 in : L / 970.7 0.800 in : L / 449.7 7 Page 2 Deflections Reactions Load. Combinations... . Dead•+ Constuction Composite Max DL + LL _Analysis Values Maximum-Moments- Dead Load Alone Dead.+ Const • Live Load Only Dead + Live Support Shears Shear @ Left' ' Shear @ Right 'Section Properties Section .Name Depth Width Flange Thick Web Thick - Area Weight I-steel S•steel.: top. S steel : bottom __eft - 23.16k 49.05 k 72.21 k 228.08 k -ft 228.08 k -ft • 490.50 k -ft 718.58 k-ft k . _, 72.21 k W27X94 26.920 in 9.990 in 0.745 in 0.490 in 27.700 in2 94.089 #/ft' 3,270.00 in4 242.94 in3 242.94 in3 Fb : Allow — nr: Strength n : Deflection tt Right 23.16 k 49.05 k 72.21 k 33.00 psi 8 :60 -$.51 boc : Steel Section 3,270.00 in4 I transformed 8,148.64in4 Strans : top 947A5 in3 Strans : bot 342.15 in3 Strans : eff @ bot 299.34 in3 n*Strans Ef @ top 5,531.7 in3 X -X Axis from Bot . 23.82 in Vh @ 100% 580.13 k Effective Flange Width... Based on Beam Span 7.500ft Based on Beam Spacing 26.700ft Effective Width 7.500ft C.) N W_ W 0, 5ca W _ : I-01 Z W ILI t9 ' 0 I- W l Z !L 0 N p 0 Rev: 510001 Description NETSTREAM M32 Deflections I : Transformed Before 75 % Curing Construction Loads Only After 7596 Total Uncured Deflection Composite Deflection Reactions 1 Load Combinations... _ Dead + Constuction Composite Max DL + LL 6,111.09 in4- Shored -. — 0.176in (after shorosremoved) 0.000 in .0.386 in 0:176 in : L /1977.4 0.562 in: L/ 618.9 Analysis Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead..+ Live Support Shears Shear. @ Left Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom 181.04 k -ft 181.04 k -ft 400.56 k -ft 581.61 k ft 68.22 k 67.22 k W27X84 26.710 in 9.960 in 0.640 in 0.460 in 24.800 in2 84.238 #/ft 2,850.00 in4 213.40 in3 213.40 in3 01 Left 21.60k ' 46.63 k 68.22 k Composite Steel Beam Fb : -Allow n : Strength n : Deflection I : Effective Unshored 0.335 in 0.000 in 0.386. in 0.335 in : L / 1038.5 0.721 in : L / 482.6 33.00 psi 8.60 8.51 CcD Right 21.35 k 45.88 k 67.22 k Ixx : Steel Section -- 2,850.00 in4 I transformed 6,092.26 in4 Strans : top -- 549.94 in3 Strans : bot 288.30 in3 Strans : eff @ bot -- 272.57 in3 n *Strans : Ef @ top 4,121.7 in3 X -X Axis from Bot 21.13 in Vh @ 100% 280.39 k 5,426.30in4 Effective Flange Width... Based on Beam Span 3.625ft Based on Beam Spacing 13.350ft Effective Width 3.625ft Section Properties .Page 2 : Mr. 610001 Description NETSTREAM M32 Design Input -- t Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full-Span Uniform Loads... # 1 k/ft #2 k/ft # 3 k/ft Full-Span Uniform-Loads... #.1 k/ft #2 k/ft #3 let Summary • t Actual # Studs Zone 1 from 0.000 ft Zone 2 from 4.833 ft Zone 3 from 9.667 ft Zone 4 from 14.500 ft Zone 5 from 19.333 ft Zone 6 from 24.167 ft W27X84 29.000 if 26.700 ft 5.500 in 2.000 in 12.000 in 5.000 in Parallel Stab One Side l Dead Loads (ePPled berme 75% curing) Using: W27X84. Span = 29.00ft. Stab Thickness = Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Actual- = Unshored OL Stress Actual = Actual Shear Stress Actual = Composite Steel Beam 25,605.5 psi 10,180.3 psi. 5,552.5 psi Unshored Stress Check.... -(Mdl /Ss +-MH /Strans) Actual = 27,815.3 psi (MdI + MH) / Strans(top) Actual = 1,016.4 psi Alternate Unshored Stress Check : - (Mdl + M101 Ss Shored Concrete Stress Check....(MdI + / (Strans:top * n) 14 per 1/2 beam span Stud capacity Total req'd 1/2 Span 6studs Vh ©100% 12.50 k 280.39k Fy 50.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.000 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... # 1 17.000 k #2 7.000 k # 3 16.500 k Live Loads (spilled after 75% caving) Point Loads... # 1 38.000 k # 2 18.000 k # 3 36.500 k 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00rn w/ Slab One Allowable = Allowable = Allowable = Allowable = Allowable = 32,704.6 1,475.7 to 4.833ft , Use 5 studs to — 9.667ft , Use 5 studs to 14.500ft , Use 4 studs to .: 19.333ft , Use 4 studs to 24.167ft , Use 5 studs to 29.000ft , Use 5 studs V'h : min Vh : Used OK Shored & Unshored 33,333.0 psi OK 33,333.0 psi OK 20,000.0 psi OK 45,000.0 psi OK 1,575.0 psi OK 38,000.0 psi 1,575.0 psi [ Shear Studs & Shear Transfer 7.250ft 14.500ft 21.750 ft 7.250 ft 14.500 ft 21.750 ft 70.10 k 175.00 k Page 1 Mr. 510001 Description NETSTREAM M33 [Design input Section. Name W24X55.. • Beam Span 30.000 ft Beam Spacing . 26.700 ft Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam • Location 5.500 in 2.000.in 12.000 in 5.000 in Parallel SlabOne, Side Dead Loads toppled before 75% tuft) Full SpunUnifornr Loads... # 1 k/ft #2 • k/ft #3 k/ft Live Loads ( mod after 75% curing) Putt Span Uniform Loads... # 1 k/ft #2 k/ft #3 Using: W24X55, Span = 30.00ft, Slab Thickness = 5.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.O3in w/ Slab One Stress Checks for Shored & Unshored Cases... Bottom- of Beam Actual = Unshored DL Stress Actual-= Actual Shear Stress Actual -= Unshored Stress Check.... (MdUSs + MII/Strans) Actual (MAdl + Mil) / Strans(top) Actual = Actual #•Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone5 from Zone 6 from 15 per 1/2 bears span Stud Capacity °studs Vh @ 100% 0.000- ft 5.000 ft 10.000 ft 15.000 ft 20.000 ft 25.000 ft Composite Steel Beam to to to to to to 23,800.3 psi 10,862.2 psi 3,439.8 psi 26,-906.5 psi 724.6 Alternate Unshored Check: - (MdI + MB) / Ss Shored Concrete- Stress Check....(MdI MII) / (Strans:top* n) 12.50 k 290.06k Fy fc Concrete Density -- Stud Diameter Point Loads... . # 1 6.500 k # 2 6.500 k # 3 6.500 k Point Loads... #1 14.300 k # 2 14.300 k # 3 14.300 k Allowable = Allowable = Allowable = 5.000ft , Use 5 studs 10.000ft Use 6 studs 15.000ft , Use 4 studs 20.000ft , -Use 4 studs 25.000ft , Use 6 studs 30.000ft , 5 studs 50.00 ksi 3,500.00 psi 145.00 pcf 0.750 in Stud Height 3.000 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi OK Shored & Unshored V'h : min Vh : Used 33,333.0. psi 33,333.0 psi 20,000.0 psi OK OK OK Allowable = 45,000.0 psi OK Allowable= 1,575.0 psi OK 33,332.2 38,000.0 psi 1,074.8 1,575.0 psi 7.500ft 15.000ft 22.500 ft 7.500 ft 15.000 ft 22.500 ft 72.52 k 187.50 k 77 Page 1 Shear Studs- & Shear Transfer 1 TpsmR°..rtHAii"�"'Y`w 71.+ilNaP `+,YC'�}Skd4 $1�. �]ji 1}14 ul Rev: 510001 Description NETSTREAM M33 Deflections I : Transformed.- 3,534.66 in4 Shored Before•75 %Curing 0:178In (aAershores Construction Loads Only 0.000 in After 75% Curing 0.366 in Total Uncured Deflection 0.178 in : L /2027.1 CompositeDeflection• - 0.544 in •: i /• 661:6 [Reactions • 1 Load" Combinations... _. Dead + Constuction Composite MaxDL +LL • Maximum - Moments Dead Load Alone Dead .+ Const• Live Load Only Deed + Live Support Shears Shear @` Left - Shear c Right Section Name Depth Width Flange Thick Web:Thick Area Weight - I-steel S steel: top. - S steel : bottom •t52 Left •10.58 21.45 k 32.03 k • 103.69 k -ft 103.69 k-ft 214.50 k -ft 318.19 k -ft'•" 32.03 k 32.03 k W24X55 23.570 in 7.005 in 0.505 in 0.395 in 16.200 in2 55.027 #/ft•' 1,350.00 in4 11 in3 - 114.55 in3 Composite. Steel Beam Fb : Allow n.: Strength n : Deflection Ixx: Steel Section 1,350.00in4 I transformed 3,524.58 in4 Strans : top 413.09 in3 Strans.: bot 171.61 in3 Strans : eff @ bot 160:.43 in3 n`Strans : Ef tope 3,049,3 in3 X X Axis from Bot 20.54 in Vh-@ 10096 290 k I : Effective Unshored 0.409 in 0.000 in 0.366 in 0.409 in : L / 880.9 0.775 in : L / 464.6 a Right 10.58 k 21.45 k 32.03 k 3,106.4&n4 ' Values 33:00 psi 8.60 -851 Effective Flange Width... Based on Beam Span 3.750ft Based on Beam Spacing 13.350ft Effective Width 3.750ft Page 2 Section Properties Rev: 510001 Description NETSTREAM M34 Design Input Section Name W18X35 Beam Span 19.150 ft Beam Spacing 26.700 ft Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Bearer Location - Dead Loads - 1 aped before 75% curfrigi 1 Full Span #1 k/ft #2 k/ft Live Loads ( eppfed seer 75% curing) 1 Fuµ Span - .Uniform- Loads... # 1 k/ft k/ft • Summary I- • Using: W18X35, Span = 19.15ft, Slab Thickness = Stress Checks for Shored & Unshored Cases :: Bottum of Actuat = ..... • Unshored DLStress Actual = Actual Shear Stress Actual = Unshored Stress Check.... (Mdl /Ss + MIUStrans) Actual = 20,355.6 psi (Mdl+ MU) / Strans(top) Actual = .514.1 psi Alternate Unshored•Stress Check• (Mdi-+ M1.1)-/ Ss Shored Concrete- Stress Check....(Mdl•+ MII) /(Strans:top * n) Shear Studs & Shear Transfer Actuat # Studs Total req'd 1/2 Span Zone 1 from • Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 5.500 in 2.000 ir}• 12.000 in 5.000. in Parallel Slab- One,Side Composite Steel Beam OK Shored & Unshored 5.5001n, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One I 17,395.8 psi - 9,907.0 psi 3,530.1 - psi Point •Loads... # 1 7.200 k # 2 7.200 k Point.loads... # 1 11.200 k # 2 11.200 k Allowable = Allowable = Allowable = 9 per 1/2 beam,span Stud Capacity. 12.50 k 4studs Vh © 100% 185.16k 0.000 .ft to 3.277ft , Use 3 studs 3.277 ft to 6.554ft , Use 4 studs 6.554 ft- to- 9.830ft , Use 2 studs 9.830 ft to 12.937 -ft , Use 2 studs 12.937 ft: to 16.043ft Use- 4 studs 16.043 ft to 19.150ft , Use 3 studs Fy 36.00 ksi -f'c 3,500.00 psi Concrete Density 145.00 pcf Stud 'Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi 23,999.8 psi 23,999.8 psi 14,400.0 psi OK OK OK Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 24,798.5 27,360.0 psi 856.0 1,575.0 psi V'h : min Vh : Used 6.380ft 12.760ft 6.380 ft 12.760 ft 46.29 k 112.50 k Page 1 Rev: 510001 Composite. Steel Beam Page 2 1 Description NETSTREAM M34 Deflections I : Transformed Before75 %Curing Construction Loads Only After 75% Curing Total Uncured. Deflection CompositirDeflection- 1,220.09in4 1,420.98 in4 I : Effective Shored Unshored 0:091 in (aft r Moms removed) 0.217 in 0.00ain • 0.000 in 0.136 in 0.136 in 0.091in : L/2535.8 -. 0.217 in : L/ 1060.0 0.227 in:: L /1012.3 0.353 in : L / 650.8 fa Reactions 1 _Load .Combinations...._ Dead•+ Constuction Composite Max DL + LL Maximum-Moments Dead Load Alone Dead Const Live Load Only Deed +. Live - Support Shears Shear @ Left - Shear @ Right [Analysis Values Section Name - Depth Width • Flange Thick Web. Thick Area Weight . t -steel S steet.: top S steel : bottom t61 Left • 7.54k 11.21 k 18.74.k 47.58 k -ft 47.58 k -ft 71.53 k ft 119.09 k-ft• 18.74 k 18.73 k Section Properties 1 W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 #/ft' 510.00 in4 57.63 in3 57.63 in3 Fb : Allow -- 23.76 psi n: Strength 8:60 n : Deflection 8.51 CAD Right 7.53 k 11.19 k 18.73 k hoc : Steel Section 510:80 in4 I transformed 1,416.72 in4 Strans : top 194.14 in3 Strans:: bot.: 89.09 in3 Strans : eff @ bot 82,15in3 n'Strans Et @top t;410 X X Axis from Bot 15,90 in Vh: @1100% 185.16 k Effective Flange Width... Based on Beam Span 2.394ft Based on Beam Spacing 13.350ft Effective Width 2.394ft ENGINEERS-NORTHWEST INC. P.S. 76869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX 4' (206) 522-6698 JOB No JOB NAME IJ Kerregetki SUBJECT i14,e„1bCAt(1h • 10 Of- we -s+2 tgo w 1 44/4 we s4,1 (o B 4x■ 1 tv --Poe - rtolu 440 DATE (111 �j SHEET_____ BY a ......111R-411E -BO s _ P 40' Rath I 3 /g Q * - u f Et i t 0 0= ' N W W O Z1H, Z F W 2 >> , , 0 1-; ,W W. l .. z '0 N; ,0 ENGINEERS- NORTHWEST INC. P.S. -:r X6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. JOB N NAME L II4 DATE SUBJECT 1�Ur1GT� • WOW SHEET OF BY ENGINEERS- NORTHWEST INC. PS ^-,6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - 12061525.7560 - FAX # (206) 522 -6698 Jos No. JOB NAME NG.7 11' ' ^" DATE 1 SUBJECT G�``/el 0 5 SHEET ? OF BY Ooca ; - s emu- — 11 1.1.5 SOMMAITIVONWISIMPOk g1� ENGINEERS- NORTHWEST INC. P.S. � WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No. JOB NAME IVC7l S1P /KJ DATE (I ( SHEET Pe' OF BY SUBJECT Illi5e . (DPAV1,6S 5/ rae" 4401 OW CD o p • t - qy, . - fin 6 • Joe No. ' 1' JOB NAME Otr91R�l Aliii SUOJ 11M ECT M Lb ENGINEERS- NORTHWEST INC. RS: _6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 - 6698 (0.5 4-30("tt , i loxlOT' CU. DATE 1117100 SHEET 27 OF BY eQ fricve tienr vi SUBJECT it,6eris GINEERS— NORTHWEST. INC— o n, X8I(11 12* 0 06snlal : ••••, ••■ • 3•••• • • •*, — 44 • - . v I • . •• •3 '•••• • • • •• • ,- .• .• • , • • ,t ; . ,. , ••'• . ' • ;; 1, woo OLAwni AVE. N. E...SUITE 206.- SEATTLE, WA 98115 •= (206)525-7560 L'...AX:i (206),522-6698 *; . • • .. • •;•.: J OB N;,t4E 1.1t5TSnetst4........... .. .....,. ...,-.,, 6 1,,. .,. .v....,..sic,,,. • ..' SHEET. ' . OF . f ''' .:::::' -,- ..- ;*- ',- ... .'. ' . . . .... . . . . • . , :::::i ..:.,i;:,%:t;iii-N:'.1:1::::.,..:.,;,.::.;.;.,7::_.;•',,•.:.:. ,!...; • i . '4.1 • 411 I n 4 eq-sE1911 (IA )Agilcii no ot, it aim • , ; 4 44.,, o Ur u i s ivrIloi n at 611 1phxztryi [sNil 2'6 OW/P.)1 81, r 010-5SASIM ts, ( 1j0 4. 1) k mul — 211 - 1-4 - 602i1M - : te II f:- 011 .59 0 4 a vs l i'FFPYIVM vet — el riZgi 1411 2 19..t1 (61).6S)C31 C11 ti 11.1" " -- r2.1 L:9 ti l, R/7 i vz xsim va.. oil Asisicn t V61n otinisn .ar, 611. I eti fliivi 6(z, a • 811 (+TO -1 AZIfil ttf.3 1 j A L .:!•• • ••,•, Joe No. JOB NAME DATE SUBJECT SHEET OF BY 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6698 4 ENGINEERS—NORTHWEST INC. P.S. L11 (")Wm L. -- 7+1 (az.)+4 (1 53 31 (,""16 - *Pt M L -- kat.)-ss ?weal 6_119 Yoe 6IJ 0-11 X8101 a.) • 0 # 141 < (Az 1141 '77i; 11,71.777777 ,77 '"z.,...1.Lee;XAULe.a4aukumi, 774. 7 17. S v Elm 0 A 01 GC 6F7-111).6SX$31M (h17x8101 (6),*ine l'601 .1111 2' 10 ()1YOKn) 81, 537+ o on A u' (Wra7ro(2 , 1rn 7 6Ti bia ta . G1 0,96s6irn pi-q, ID (prtFirgrii g,,■•••. 14 1 .17.11 thISEXIIrn !re j0415111 5'e) MI 09S 031M " 1 'SI (415 NI al 0 MAI ' 11 es - .11. ) ( -Itt Thec)(1 Z1(1 Q +41 V -tri% Q1 ontl'IltvratriVIVM. ENGINEERS— NORTHWEST INC. P.S. x ' )6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No. Jos NAME 0E1 G i JI ►+J I1& SUBJECT We: VA. (pLAdF YUI. a phet 1..- t,.( 0151s 9 At-R) -4 I$otez=aa© : tortuit, 41'4' g' 13ooDo 9.porr6 5 r xg (30 tR2 2.1" V.I1 ..11(tto) - 10(.501' 40 .1 L Cs n UrthA 4Z- X009 1442' lo,9 c:& sEuhp+ 50,1>S14-19(. 4-a.3fst 109, �,, 1'' �, C ,a K,10 , t — r \=1(LI)J -2 OtUpC t 2,o tSt 1 waii-X 55 Cao) te 1 19 vdt-f DATE 1 o(3) I1919 SHEET 90 OF BY 1-45 wwy.4-d- CW) =1,o4- Liiiao. ENGINEERS NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 03 I 11C0 Jos No n^�.• SUBJECT � Koor Iry frnp JOB NAME j .. 1 14q tot g 1,c 1 14.5 UJ9'W ( nL•L9 ) Vd=1.q( rz.„4-514, t,L 1 Uua4) (ad) . 38 e (111 (q0) - , 3 2 '" ,&`tC. =1 1 f +1a 11/7-11— 3g g 1 -' Kq itgx'\o �M) 9 3.,13(6 5 .1t itiq 3.t3 .1 10 <—P{• c (God y � - w + 31(01 C'! n I 1l. r �14 %1 `iir�t4`F r n.fi lrtY {Ks' ENGINEERS— NORTHWEST INC. P.S. "6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 Joe No. N' SUBJECT IWGCR4'. )1R to\ lb JOB NAME Ns w1 fir INIMPIWAVIRMIIIK /II •_WRAP, 11/uras_siaas1/t • 23� 23 SHEET r OF ,�- 60 zo eNesi� (5000014.2 K ,(0D��$(� AK, NI)) . 3s- w MI 1u() i 4 TL 2- ' 170 4•ag(eO) : . =cc 40-st 50) A • 22 CA. DATE (oI3(t t6,t tulg10-1 t ( g s i g II r (1 o r, �--� 5 fool t.331 zot C'.5 (10 & • (911(ZLI s37 (�t gx39 •CIq) ,$6 rLl. . , 2 - . ., aa Wt•)( +-0 C14 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522 -6698 Joe No. JOB NAME Me DATE [ t .. oI 3 ,1Oo SUBJECT. SHEET l OF BY ENGINEERS - NORTHWEST INC. P.S. Is.5 1 e' �.5 `I'$ 1:0 4. 2.11 5.90 14 .g3Ogo) , ItI CLJD a. 3d ELL 4-- -+.ag C � W1Sx35.(I4) W 461 111.5 • ,20 `v ` 134 -' 27. KJ r R•R 15� ias 4— giCtt `12175) - .k5 �--- ,76 (C/Dl ,I'S ICI 19 (15) 6, s3( (go) :'3g (,.33 C'i 5) y . ¢7 t at kr 53 10«100 �-ek U.)ISx4-oM lutotoColi At i' x1-14 r::ie•to- > .. a ;�,+� *, rte+• -.:v'& - 3.; »!:.t +'+k ;:W,w•xawrvwi,.+w ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX #E (206) 522 -6698 Joe No. SUBJECT Yt• PUrt Raa 131 1A0 (90)+,g6 i llb n.2 41t2(40 ) «14 Joe NAME trOff{,. WL 3,t pL: 3,(05 ( &o) : , 22 t<4 01 W' g',66(5') 2. • 18 tat magirin VD' v51 3 4.10 Voir • D.2,5 • 1 tat 2 01 : 01.- vi 5.15060 ',2E 3, - isC9ol = t tot Lw L ,� 5,6 ( ° 134 D 5,6 OA , zg KAT =w 1'a ,11 1.ZS1 .5c wu ° L(✓ wlg•1+009) LI -.,igt 4,A z(61nf ,4 2 t .R z(v) " . .41'• Lw DATE SHEET BY 0 3 AD t.-k, _ .-1 ?' L(4 z OF �L= Ig 4 r ' i 4-2 .s, ENGINEERS—NORTHWEST INC. •P.S: 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. Joe NAME Ot 1 TIVei ►'v SUBJECT . � nnw �uul'1'u ^C► ^►� talm_._.l,.mar r_arin.garm•, 14- -- 1.15( •4- 1140X, - 1. /9 - (rcr ,31gt* 1w) t11.''sI W U, V 2 b C6o) =,¢ I5,3 \ uit c' DATE 1Q' J1 l SHEET 9-6 OF BY 8-- ENGINEERS-NORTHWEST INC. P.S. '6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522.6698 Joe No. �� /� �/ J � oe NAME 13 C5Z'P i 1Ak. SUBJECT � &C " ' iA n # 9.6 L* 10.8 oft It 1 .3 14 11 53.6 0 1 746 l.' b.2 1,2 7.2- IZ33 1a.4 ��l 2 1� 16,t 1 27.2 3 4.3 34 10,-z- I 2.1 I/ 559 1.5 13.1 1 t_3 05,8 5.t 7,5 1.5 5.6 f,g b,8 101 14.3 14,3 21 �. 10.2 It ± __ ,_511 1 I q,6, `t•8 1 t0.8 13.1 iliS i4bq` .z j5 4 4 •y 51 (24) 1 b-rr 5 . 1 4-4 f 5 U waix aDC' -f) DATE tb I ? ( 1 SHEET D OF BY ?S-t'(.`. 5811 II . LIB,, Ir a;., H W ; . ? F- O z UJ 3 0, i tu i 1 ENGINEERS — NORTHWEST INC. P. S. c --- ) 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522.6698 Joe No i1n^1' gy�pp'�,� Q� JOB NAME . __ 1 DATE 1 SUBJECT O. ` etcOs'v. SHEET 3 8. 4 10,¢ 154 t1.z r g,' .35 +1 ► 535 t , • ,` warxSo (?- ' .1Pr1 I aG l 351 D 7 4,5 i5, SA- 1_• SA- . 2 10.3 1.t ____i 16.3 1 ±(4, Qd.___) I .c2 ( I�.t� � '2 Y � W 2't X ViT 31,4 _ 1,o ao,8 t t a tt,4- (A-., c D- .5 (0 0 5.5 4.4 It .6 1¢.Z 1,5 11,0 , 241 t4 5 G o 5,b 55 4.2. 4,g C? 6.1 $b I'd 8 ts.s 11 ta , 33 �. —a 12,01 16d'7� sso fi ITV2 -� X$Q' (2 & p __ ws 44 ( L (9) t leo OF BY ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 Joe No. Joe NAME N •1 DATE 10 1 SUBJECT III , NV SHEET OF BY R+D sth 8A- I0.3 lo 3 I 1 1.6,1 $2 7 ! 51.9. D= 54 6,2 0,3 44. I2.1 IV,3 11 1z.' u.g�,191324 Asir a.¢1 x ,,35 =LL ig.p U1m1 xo f- (5) CA. ED wa1x¢4(aR) 543. 6,,1,...0 I.targb Rev: 510001 Description NETSTREAM R1 Composite Steel Beam Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Spacng Rib Width • • Rib Orientation Beam. Location 24X55 - 39.000 ft 8.210 t • 4.500 in 2.000 ,irrw 12.000 in 5:000 in Perpendicular Slab BothSides FuIFSpan•- Uniform- Loads... # 1 0.370 k/ft Fy 36.00 ksi - -Pc - - 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter - 0.750 In Stud Height 3.500 in Beam: Weight Added Internally Using Partial Composite Action Elastic-Modulus — 29,000.00 ksi Dead Loads • (ap0edbefo►e 7596 curing) Point - Loads... k ft 9 Page 1 Live Loads ( eppied after 75% cutfngt Full - Span - Uniform Loads... #1 #2 #3 #4 - Summary I Stress Checks for-Shored & Unshored'Cases... Bottom of Beam Actuat•=• • Unshored DL Stress Actual = Actual Shear- Stress Actual= Unshored Stress Check.... (MdI/Ss + MII/Strans) Actual = 17,173:6 (Mdl +111l)1 Strans(top) Actual = '341.0 psi Alternate Unshored Stress Check: (Mdk + MII) /.Ss. Shored'ConcreteStress Check..:.(MdI- +.MII) / ( Strans:top n Actual # Studs 0.310 k/ft k/ft k/ft k/ft Total req'd 112 Span Zone 1 from Zone 2 from Zone 3 from- Zone 4 from Zone 5 from Zone 6 from 10 per•1/2.bearn Stud::Capacity 6 studs Vh © 100% - 15,109.8 psi 8;465.1 psi. 2;005.7 psi 12.50 k - 2T7.12k 0.000 ft- to 6.500ft , Use 4 studs 6.500 ft to 13.0001 , Use 3 studs 13.000 ft. to 19.500ft , Use 3 studs 19.500 ft to • • - 26.000ft , Use 3 studs 26.000 ft. to 32.500ft , Use 3 studs 32.500 ft to 39.000ft , Use 4 studs Point Loads... #1 - 2.170k — #2 . 2.170 k 3 2.170 k • #4 2.170 k OK- Shored & Unshored Using: W24X55, Span = 39.00ft. Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Allowable = Allowable = - Allowable = - Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 19,981.3 27,360.0 psi 591.6 1,575.0 psi Shear Studs & Shear Transfer V'h : min Vh : Used 23,999.8 psi OK 23,999.8 psi OK 14,400.0. psi. OK 8.000 ft 15.500 if 23.500 ft 31.000 ft 69.28 k 125.00 k .i1r.S. ".u..4.J .i• 'i J:u.i.ww... ) n �•:ws::ils�WS:� W[t4(uJ�WwL:+.�.+ii. 1 N o 0 > CO W 0 2 Q; ro D F W; Z X! 1-0 Z 1 Ill al' !D I" UJW 0 I- - U. fii 0 Z Rw: 510001 Description NETSTREAM R1 [ Deflections I : Transformed' 3,466.29 in4- Shored 0:275in (efershoteeremored) 0.000 in 0.376 in 0.275 in : L/1701.0 - 0.652 in L / 718.3 Before-75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Compositetleflection . load -Combinations... Dead + Constuction Composite Max DL + Lt Maximum Moments - Dead Load Alone Dead- +-Const Live Load Only Dead + Live Support Shears Shear •Leff 18.67 k Shear @ Right - 18.67 k Section Name Depth Width Flange Thick Web • Area Weight I -steel 8 steel -: top S steel : bottom - tf t Left 8.29k 10.38 k 18.67 k 80.81 k -ft 80.81 k -ft 109.93 k-ft 190.74 k-ft W24X55 23.570 in 7.005 in 0.505 in 0.395 in 16.200 in2 55:027 it/ft 1350.00 in4 114:55 in3 114.55 in3 I transformed Strans : top Strans bot Composite - Steel. Beam Effective 2,771.33in4 Unshored /0 Page 2 Cdt Right 8.29 k 10.38 k 18.67 k 0.565 in 0.000 In 0.376 in 0.565 in : L / 828.6 0.941 in : L / 497.4 L Reactions 1 'Analysis Values 1 Fb : AIIow _ 23.76 psi n-: Strength 8:60 n : Deflection -. 8.51 Section Properties 1 boc : Steel - Section -- 1,350.00 in4 3,456.49 in4 - 449.90 in3 169.54 in3 Strans : eff @ bot 151.48 in3 n'Strans•: Ef @.top 2,922.0 in3 X X Axis from Bot 29.39 in Vh @ 100% 277.12 k Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 9.750 ft 6.210ft 6.210ft Rev: 5,000, Description NETSTREAM R2 Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib•Height Rib Spacng Rib Width Rib Orientation Beam Location 4.500 in 2.000 in- 12.000 in 5.000 in Perpendicular Slab One)Side Dead Loads - (appiedbefove 7514ca►fip) Trapezoidal• Coeds... # 1 (d1 Left. 0.190 k/ft # 2 Q Leff 0.460 k/ft Full Span Uniform-Loads... #1 Summary 0.380 k/ft • 1 . . Unshored Stress Check.... (Mdl/Ss + MII/Strans) Actual -(Mdl +1M11) / Strans(top). Actual = Zone 1 from - Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W21X44.. • 39.000 ft 6.210 ft 0.000 ft 7.020 ft 14.040 ft 21.060 ft 27.040 ft 33.020 ft Composite Steel Beam © Right Right to to to to to to [Live Loads t appied after 75 % curing) Using: W21X44, Span = 39.00ft, Slab Thickness = 4.500in, Deck RI Stress Checks for Shored & Unshored'Cases... la Bottom of Beam Actual =• 14,117.1 psi Unshored DL. Stress Actual= 8,331.1. psi Actual Shear Stress Actual =• 2,162.4 16,587_2 psi 496.43 psi AltematelinshoredStress Check: (Mdl +•M11) / Ss Shored.Doncrete: Stress Check....(Mdl + MII)1(Strans :top't 0.190 k/ft - - 0.460 k/ft Actual *Studs • • 10 peF 1/2.beaa span Stud Capacity 12:50 k Total req'd 1/2 Span 5studs Vh © 100% 138.56k 7.020ft , Use 14.040ft , Use 21.060ft , Use - _.27.040ft , Use 33.020ft , Use — 39.000ft , Use Fy fc Concrete Density Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point- Loads... ---# 1 1.100 k b Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One Allowable = Allowable = Allowable - . _ Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK - 20,007.3 27,360.0 psi n) 848.0 1,575.0 psi L Shear Studs & Shear Transfer 4 studs 3 studs 3 studs 3 studs 3 studs 4 studs V'h : min Vh : Used 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf 26.000 —> —> 26.000 ft 39.000 ft 26.000 ft OK Shored & Unshored OK OK . OK 34.64 k 125.00 k // Page 1 o: U 0; co o ttl W 0 u. Q 1 Z; O Z ,U c o 0 H. _ V O ; tli Z O ~'; z Rev: 510001 I : Transformed -Load Combinations..... - Dead + Constuction Composite Max DL + LL Maximum Moments - Dead Load Alone Dead + Const Live Load Only Dead-+• Live. Support Shears Sheer c Left Shear @ Right - Section Name Depth Width Flange Thick Web Thick Area Weight. I -steel S steel: top S steel : bottom - Description. NETSTREAM R2 1,944.77 in4. Shored 0.286 in 0.000 in 0.397 in 0.286 in 0.683 in L Deflections Before 75 % Curing Construction Loads Only After•75% Curing Total Uncured Deflection Composite-Deflection Composite Steel Beam (aftershave ►emo► : L 11637.1 : L / 6848 L Reactions 1 -@ Left 5.15 k 7.78 k 12.93 k 56.66 k -ft 56.66 k-ft 79.57 k -ft 136.06 k -ft 12.93 k 15.63 k W21X44 20.660 in 6.500 in 0.450 in 0.350 in 13.000 in2 44157 #/ft 843.00 in4 81.61 in3 81.61 in3 I : Effective Unshored . [8i Right 7.49 k 8.14 k 15.63 k 1,889.46in4 0.641 in 0.000 in 0.397 in 0.641 in : L / 730.4 1.038 in : L / 450.8 /1-f Page 2 II Analysis Values Fb : Allow • - 23.76 psi n : Strength 8.60 n : Deflection 8.51 Ixx : Steel Section -- I transformed Strans : top Strans : bot Strans : eff @ bot n•Strans : Ef @.top X -X Axis from Bot Vh ©100% 843.00 in4 1,938.28 in4 223.88 in3 117.46 in3 146.66 in3 1,863.9 in3 T6.50 in 138.56 k Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 4.875ft 3.105ft 3.105ft Section Properties Rev: 510001 Description NETSTREAM R3 Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam W24X55 39.000 ft 7.500 ft 4.500 in 2.000 in 12.000 in 5.000 in Perpendicular • Slab Both'Sides Composite Steel Beam Design Input 1 Fy fc Concrete Density Dead Loads (appied 75%car6►g) 1 Full-Span Uniform Loads... # 1 0.450 k/ft Live Loads f $prod after 75% ailing) 1 Full Span. Uniform.-Loads... # 1 0.380 k/ft Trapezoidal-Loads... *1 © Left 0.350 k/ft @ Right -- 0.350 k/ ft Summary OK Shored & Unshored Using: W24X55, Span = 39.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in wI Slab Both i Strless Checks forShored & UnshoredCases... @.Bottom of Beam Actual = 18,202.5 psi Allowable = 23,999.8 psi OK . Unshored DLStress Actual = 10,058.4 psi Allowable = 23,999.8 psi OK Actual Shear Stress Actual = 2;461.0.psi- Allowable =• 14,400.0 psi OK •Unahorad Stress.Check.... (Mdl/Ss.+ MIIIStrans). Actual= 20,691.1 psi Allowable = (Mdl + MII)l Strans(top) Actual. _ 368.3 psi Allowable = Alternate Unshored Stress Check : (Mdl + MII) / Ss 24,184.8 Shored Concrete Stress Check....(Mdl ± Mil) / (Strans:top • n) 622.0 [Shear Studs &Shear Transfer 1 Actual # Studs 10 per 1/2.beam'span Stud Capacity Total req'd 1/2 Span 6studs Vh @ 10096 12.50 k 291.60k Zone 1 from 0.000 ft. to 6.500ft , Use 4 studs Zone 2 from 6.500 ft to -- 13.000ft . Use 3 studs Zone 3 from 13.000 ft to 19.500ft , Use 3 studs Zone 4 from 19.500 ft to . 26.000ft , Use 3 studs Zone 5 from 26.000 ft to 32.500ft , Use 3 studs Zone 6 from 32.500 ft to --. 39.000ft , Use 4 studs ummlermaymwecoetVOrOM Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action • Elastic Modulus 29,000.00 ksi Point Loads... #1 Point Loads... #1 V'h : min Vh : Used k k 32,400.0. psi. OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf /43 Page 1 ft ft 3.000 —> 33.000 ft 72.90 k 125.00 k i J :: CO LL w O ¢J` N 3 =d W. H =' Z O . t— : p O — W W H 0 tiJ Z U Nl x O Rev: 510001 Description NETSTREAM R3 Deflections : Transformed- Before-75 %Curing Construction Loads Only After 75%• Curing Total Uncured Deflection Composite Deflection Load Combinations... -- Dead +Constuction Composite Max + LL MaximumMoments. . Dead Load Alone Dead + Cont.. • Live Load Only Dead: :+ Live - Support Shears Shear@ Left Shear @ Right _. Section Name Depth Width .. Flange Thick Web Thick Area Weight. I -steel S steel : top. S steel : bottom W24X55 23.570 in 7.005 in 0.505 in 0.395 in 16.200 in2 55.027 #/ft 1,350.00 in4 114.55 in3 114.55 in3 3,634.75 in4. -- Shored 96.02 k -ft 96.02 k-ft 134.86 k -ft 230.87 k -ft 22.91 k 22.10 k heft 9:85 k 13.06 k 22.91 k 0:•318in• (aWshomeYemovevj 0:000 In • 0.4451n 0.318 in : L /1470.0 — 0:763 -in- : L1 613.0 Reactions 1 Analysis Values 1 Fb : Allow n : Strength n : Deflection Section Properties 1 Composite Steel Beam I : Effective --- Unshoned et! Right 9.85 k 12.26 k .22.10 k 23:76 psi 8.60 8.51 hoc : Steel Section--- 1,350.00 in4 transformed . 3,625.27 in4 Strans : top 517.94 in3 Strans : bot 172.05 in3 Strans : eff @ bot - 152.20 1n3 n•Strans.:..Ef @ top 3;256.4 in3 X X Axis from Bot 21.07 in Vh @ 100% 291.60 k 2,845.89n4 0.671 in 0.000 in 0.445 in 0.671 in : L / 697.3 1.116 in : L/ 419.4 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width /D 9.750 ft 7.500ft 7.500ft Page 2 11 u) O o . g J. •, 1 1— W I - 0 ; Z F- D . 0 0 -: 0 I- W W F=— U{ W Z ` N i _+ 0 L R.V S1QOOI Description NETSTREAM R4 Design - Input Section•Name Beam Span Beam- Spacing - Slab Thickness Deck Rib Height Rib Spacng Rib Width - Rib Orientation Beam Location F W I -Span Uniform- Loads... # 1 0.380 k/ft FuH_Spact Uniform.Loads... # 1 0.320 k/ft Summary 1. Actual *Studs W21X44'' 39.000 ft 6.290- ft 4.500 in 2.000' in 12.000 in 5.000 in Perpendicular Slab One Side Composite Steel Beam Using: W21X44, Span = 39.O0ft, Slab Thickness = 4.500in, Deck Rib Ht= Stress Checks for Shored & Unshored Cases... _ • ©, Bottom of Beam Actual = 14,688.2 psi Unshored DLStress. Actual = ..11,858.2 psi Actual Shear Stress • Actual.= 2,006.8 -psi. UnshoredStress Check..... (Mdl/Ss + MIUStrans) Actual = 18,174.4 psi (Mdt- M11)-/.Strans(top) Actual = -375 8psi Alternate Unshored Stress Check : (MdI + MII) / Ss Shored Concrete Stress Check....(MdI.+ MII) / (Strans:top * n) 10 per 1/2 bearn,span Stud. Capacity. 12.50 k Total req'd 1/2 Span 5studs Vh © 100% 140.35k- Zone 1 from 0.000 ft' to 6.500ft , Use 4 studs Zone 2 from 6.500 ft to 13.000ft , Use 3 studs Zone 3 from 13.000 ft to 19.500ft , Use 3 studs Zone 4 from 19.500 ft to • -- 26.000ft , Use 3 studs Zone 5 from 26.000 ft' to 32.500ft , Use 3 studs Zone 6 from 32.500 ft ..to 39.000ft , Use 4 studs Fy 36.00 ksi --Pc 3,500.00 psi Concrete Density 145.00 pcf Stud 0.750 in Stud Height 3.500 in —Beam Weight Added Internally Using Partial Composite Action - -Elastic Modulus 29,000.00 ksi Point Loads... #1-- Point Loads... #1 _Allowable = .Allowable = Allowable = . Allowable = 32,400.0 psi OK Allowable= 1,575,0 psi OK. 20,804.5 27,360.0 psi 874.0 1,575.0 psi V'h : min Vh : Used k k 23,999.8 psi 23,999.8. psi 14,400.0 psi OK OK OK 35.09 k 125.00 k /a5 Page 1 Dead Loads • (appied before 75% curing) ft L Live Loads • f appied after 75% curing) if OK Shored & Unshored 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One Shear Studs & Shear Transfer ;a"E34'fi +�a.tM fet�ta4�YRi% d�Nlk.vssmssu aN...,...... �� w W U0 W ' N LL w0 g J' u d ` Z 0 ur 0 — 'OH = V_ s u — O, 11 Z' co U 0 ? Z Rre: 510001 "••••••••,,, Description NETSTREAM R4 [Deflections 1: Transformed.. 1,952.46 Before•75 %Curing Construction Loads Only After7596 Total Uncured Deflection Compoeite•Deflection Reactions 1 • Load Combinations.-- Dead + Constuction Composite Max DL +.11 • Analysis Values Maximum Moments- Dead Load Alone Dead + Cond. Live Load Only Dead+ Live Support Shears Shear.(4-Left 14.51 k Shear © Right --- 14.51 k teft 8.27k 6.24 k 14.51k 'Section Properties 1 Section. Name Depth Width. Flange Thick WetrThick Area Weight ..... I-steel 8 steel: top- 8 steel : bottom W21X44 20.660 in • 6.500 in 0.450 in 0.350 in • ' 13.000 in2 44.457 #/ft 843.00 in4 81.61 in3 81.61 in3 . •• Composite Steel Beam Shored 0.403 in. (elbr Moms nwriover4 17:00 in - 0.304 0.403 in : L/1162.4 0.707 in : L/ 662.3- 80.64 k-ft - Fb 80.64 k-ft n: Strength. 60.84 k-ft n: Deflection 141.48 k-ft • 23.76 psi 8.60 • •&51 Riaht 8.27 k 6.24 k 14.51 k boc : Steel Section 843.00 in4 I-transformed 1,945.97 in4 Strans : top 22589 in3 Strans bot • . - 117:51 in3 Strans : eff bot 115:59 in3 rit'Strans-: Ef top. • 1,872,8 in3 X-X Axis from Bot 16:55 in Vh Q100% • 140.35k I : Effective Una onsd 0.903 in 0.000 in 0.304 in — 0.903 In : L/ 518.5 1.206 in : L / 387.9 1,890.05n4 Effective Flange Width.. Based on Beam Span Based on Beam Spacing Effective Width Page 2 4.875ft 3.145ft 3.145ft , - .,Aixtera•alaiY4' Rev: 510001 Description NETSTREAM R5 LDesign Input Section Name. Beam Span Beam.Spacing Slab Thickness Deck Rib. Height Rib Spacng Rib Width Rib Orientation Beam Location Dead toads . - (appied before 75 %•crMng) Fult Span Uniform Loads... # 1 0.440 k/ft Live Loads ( appiedtalfer 75% curing) FnN Span•Unifornrt cads... # 1 Summary Actual #Studs 0.550 k/ft t Total req'd 1/2 Span Zone 1 •from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W24X55 • • 39.000 ft 7.330 ft 4.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both §ides Using: W24X55, Span = 39.00ft, Slab Thickness = 4.500in, Deck Rib Ht= stresrChecks for Shored & UnshoredCases.:• Bottom of Beam Actual • 15,684.8 psi Unshored DL Stress Actual = 9,859.3 psi Actual Shear Stress Actual = 2,188.8 psi Unshored. Stress Check.... (Mdl/Ss.+ Mli/Strans) Actual= 18,114.2 -psi (MdI + Mll) / Strans(top) Actual = 286:6 psi Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check....(Mdl + MII) / (Strans:top * n) Shear Studs & Shear Transfer 10 per 1/2 beam,span Stud.CCpacity 6 studs Vh © 100% 0.000 ft to 6.500ft , Use 4 studs 6.500 ft to 13.000ft , Use 3 studs 13.000 if to 19.500ft , Use 3 studs 19.500 ft to — 26.000ft , Use 3 studs 26.000 ft to 32.500ft , Use 3 studs 32.500 ft to 39.000ft , Use 4 studs Composite Steel Beam • • 12.50 k 291.60k Fy • Concrete Density Stud Diameter Stud Height Beam Weight Added Internally Using Partial Composite Action — Elastic Modulus 29,000.00 ksi Point Loads... Point Loads... #1— k k 36.00 ksi 3,500.00 psi 145.00 pcf 0.750 in 3.500 in OK Shored & Unshored 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Allowable = Allowable = Allowable = V'h : min Vh : Used 23,999.8 psi 23,999.8 psi 14,400.0 psi OK OK . OK Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 20,813.4 27,360.0. psi 544.6 1,575.0 psi ft ft 72.90 k 125.00 k /e7 Page 1 Rim 510001 Description NETSTREAM R5 Deflections I : Transformed 3,614.61 in4 Shored Before 75 % Curing . 0 314'ih • (enershmes+emoved) Construction Loads Only 0.000 in After7596:Curing .. 0:346 . Total Uncured Deflection 0.314 in : L /1492.8 ._ CompositeDefiection • 0.662 in- : L / 706.9 • Load. Combinations.... Dead•+ Constuction Composite Max DL + Li. Maxinntm:: Dead Load Alone 94.12 k -ft Dead-* Const. 94.12 k -ft Live Load Only 104.57 k -ft Dead + Live-. 198.69 k -ft Support Shears Shear@ Left - Shear @ Right Section -Name • Depth Width= • Flange Thick Web:.Thick. Area Weight:. I -steel S.steek: top.. - S steel : bottom 20.38 k 20.38 k W24X55 23.570 in 7.005 in 0.505 in 0.395 in 16.200 in2 55.027 M/tt 1,350.00 in4 114.55 in3 114.55 in3 i Left '9:651c: 10.72 k 20.38 k Composite Steel Beam : Effective 2,832.70in4 Unshored 0.658 in 0.000 in 0.348 in 0.658 in : L/ 711.4 1.006 in : L / 465.1 [Reactions 1 Right 9.65 k 10.72 k 20.38 k [ Values Fb : Allow -- 23.76 psi n : Strength - 8.60 n : Deflection 8.51 -- Ixx : Steel Section- 1,350.00 in4 I transformed 3,605.08 in4 Strans : top . 509.11 in3 Strans.: -bot 171.76 in3 Strans : eff @ bot 152.01 in3 n'Strans : Ef @ top 3,206,7 in3 X X Axis from Bot 20,99 in Vlr @. 10096 291.60 k Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width /eg 9.750 ft 7.330ft 7.330ft Page 2 [ Section Properties 1 c.)0! N u) W w } 0 J: u. Q; c 0 H W. I C) Z I W 'tu, `= p; f, CO; !O H = U y I O . Z p z • Rev: 510001 Description NETSTREAM R6 [Desi Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location [Dead Loads •lsppfed before 75'16 Full Loads... # 1 0.220 k/ft Live Loads ( *plied afer7596 cu*,e1 Futt'Span Uniform # 1 0.280 k/ft • Summary Using: W18X40, Span = 33.O0ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One StressCheckstbrShored & Unshoredtases::. - @ Bottom - of Beam Actual= .. Unshored DL Stress Actual = Actual Shear Stress Actual = Wahored Stress Check.... (MdliSs +- MIUStrans) Actual= (Mdt+ -Nil) / Strans(top) Actual = Actual # Studs Total req'd 112 Span Zone 1 from Zone 2 from Zone8 from Zone 4 from Zone 5 from Zone 6 from W18X40 39.000 ft 7.330 ft 4.500 in 2.000 in. 12.000 in 5.000 in Perpendicular Slab One Side 8 per 1f2 bearTspan Stud Capacity 5 studs Vh @ 100% Composite Steel Beam 13,215:9 psi 8,677.6. psi 1,867.8 psi 15,529.3 psi 344:5•psi Alternate Unshored Stress Check : (MdI•+ MII) / Ss Shored Concrete Stress Check::.(Mdl+ Mil) / ( Strans:top * n) 12.50 k 163.55k Fy fc — Concrete Density Point Loads... # -1 Point toads... #1 - Allowable = Allowable = Allowable = - Allowable = Allowable = 16,019.8 664.6 0.000.•ft . to 6.500ft , Use 3 studs 6.500 ft to 13.000ft , Use 3 studs 13.000 ft to 1-9:500ft , Use 3 studs 19.500 ft to 26.000ft , Use 3 studs 26.000 ft to 32.500ft , Use 3 studs 32.500 ft to 39.000ft , Use 3 -studs V'h : min Vh : Used k — 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam-Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi _OK OK OK 32,400.0 psi OK 1,t0 psi • OK 27,360.0 psi 1,675.0 psi /0 ft ft Page 1 11 - OK Shored & Unshored Shear Studs & Shear Transfer 1 40.89 k 100.00 k U co to w = co 0 ' I1. U � I— ILI Z _• I- 0 Z I-` ILI U U : = U' O !rJ Z, O I- Z Rev: 510001 Description NETSTREAM R6 Deflections I : Transformed • Before75 % Curing Construction Loads Only 0.000 in- After7S% Curing • 0.376irr • Total Uncured Deflection 0.349 in : L /1339.2 Composite 0.726 in 'L / 644.6 - Reactions 1 Load Combinations... Dead + Constuctien. Composite Max DL + LL Maximunr Moments Dead Load Alone Dead +•Const Live Load Only Dead + Live Support Shears Shear @ Left Shear © Right Section Name Depth Width Flange Thick Web Area Weight I -steel S steer : top S steel : bottom 10.53 k —10.53 k tSZ t • 5.07.k 5.46 k 10:53 k 49.45 k -ft 49.45 k -ft 53.23 k -ft 102.68 k -ft W18X4Q 17.900 in 6.015 in 0.525 in 0.315 in 11.800 in2 40.081 It/ft 612.00 in4 68.38 in3 68.38 in3 Composite Steel Beam 1,536:81'ina I : Effective Shored . Unshored 0.3491n Offer shores mmowol' 0.762 in Fb : Allow . 23.76 psi n : Strength 8.60 n : Deflection - -8:61 CI Right 5.07 k 5.46 k 10.53 k boc : Steel Section . 612.00 in4 I•transformed 1,532.00 in4 Strans : top 215,61 in3 Strans:'bot 100.17in3 Strans : eff @ bot _._93,24 in3 n*Strans.: Ef @ top- 1,578 in3 X X Axis from Bot 1529 in Vtr @'t00%. 163.55 k 1;335.15n4 0.000 in 0.376 in 0.762 in : L/ 613.8 1.139 in : L/ 411.0 (Analysis Values 1 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width /a 4.875ft 3.665ft 3.665ft Page 2 11 Section Properties 1 Rev: 510001 Description NETSTREAM R7 Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location `Dead Loads f aPlied before 75% cum Full Span Uniform Loads... # 1 0.180 k/ft [Live Loads f ep 4ed•ster 75% cut*7g. Full . Span • Uniform-ioads... # 1 0.160 k/ft #2 k/ft #3 k/ft # 4 k/ft Summary t Using: W18X35, Span = 39.00ft, Slab Thickness = 4.5001n, Deck Rib Ht= 2.O0in, Rib Spac= Stress Checks tor Shored & UnsheredCases... (g Bottom of Beam Actual = Unshored DL Stress Actual = Actual Shear Stress Actual = Unshored Stress Check.... Actual #- Studs- Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W18X35 39.000 ft 6.210 ft 4.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab One Side Composite Steel Beam 13,843.9 psi 8,511.4 psi .1,791.4 psi -(Mdi /Ss + Actual = • 16;530:4 - psi (Mdl + MII) /Strans(top) Actual= 435.5 psi Alternate Unshored Stress Check:.(Mdb.+ MII) / Ss Shored Stress Check....(Md1 : + / (Strans:top n) 10 per 1/2 beam span Stud 12.50 k Total req'd 112 Span 5studs Vh © 100% .. . -138.56k Fy Pc Concrete Density Point Loads... #1 _ Allowable = _Allowable = Allowable = 0.000 ft to 6.500ft , Use 4 studs 6.500 ft to -- 13.000ft , Use 3 studs 13.000 ft' to 19.500ft , Use 3 studs 19.500 ft to .-26.000ft , Use 3 studs 26.000 if to 32.500ft. ; Use 3 studs 32.500 ft to -39.000 ft , Use 4 studs Stud Diameter 0.750 in Stud Height 3.500 in - Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi V'h : min Vh : Used k Point Loads... # 1 1.100 k #2 1.100 k # 3 1.100 k #4 1.100 k OK Shored & Unshored 12.00in, Rib Width= 5.00in w/ Slab One 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf OK OK OK Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 20,228.8 27,360.0 psi 751.9 1,575.0 psi ft 8.000 ft 15.500 ft 23.500 ft 31.000 ft ` Shear Studs 8, Transfer 34.64 k 125.00 k 7/, Pam 1 Mr. 510001 Description NETSTREAM R7 { Deflections I : Transformed. 1,292.75 in4• Shored Before 75 % Curing Construction Loads Only 0.000 in After 75% Curing • ° 0.426 in Total Uncured Deflection 0.3081n 171521.0 Composite- Deflection • • 0.734in.: L / 637.9 L Reactions 1 -Load Combinations.:. Dead+ - Constuction Composite Max DL + LL Analysis Values Maximum-Moments.. Dead Load Alone Dead +. Const Live Load Only Dead *live.. Support Shears Sheer @ Left. Shear © Right Section Name Depth Width: Flange Thick Web Thick Area Weight.. I -steel S steel : top S steel : bottom 40.87 k -ft 40.87 k-ft • 56.27 k -ft 97.14 k-ft. 9.51 k 9.51 k W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 Sift 510.00 in4 57.63 in3 57.63 in3 et 4.19k. 5.32 k 9.51 k Composite. Steel Beam 0.308 in jelbrshores removed) Fb : -Allow n.: Strength n : Deflectiorr hoc: Steel Section I transformed Strans : top Strans : bot Strans : eff @ bot n'Strans::. Ef © top X -X Axis from Bot Vh @100% I : Effective Unshored 0.756 in 0.000 in 0.426 in 0.756 in : L/ 618.8 1.182 in : L/ 396.0 Right 4.19 k 5.32 k 9.51 k 23.76 psi 8.60 8.51 •510.00 in4 1,288.62 in4 180:28 in3 85.61 in3 •84.21 in3 1,497.5 in3 15.05 in 138.56k 1,253.461n4 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 4.875ft 3.105ft 3.105ft / / Page 2 Section Properties 1 uJ 2 g J' u. Q N I- co Z F al a 2 Di U . 0 H H f ul V O Rev. 510001 Section Name Beam Span Beam - Spacing - .. Slab Thickness Deck Rib Height Rib Spacng Rib Width' .. Rib Orientation Beam Locations FuI1.Span: Unifornt Loads... # 1 0.390 k/ft Summary @Bottom of Beam - Unshored DLStress Actual Shear Stress Actual #Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from - Zone 4 from Zone 5 from Zone 6 from Description NETSTREAM R8 Dead Loads iappied below 75% cueing) W21X44 30.000 ft 6.460 ft 4.500 in 2,000 in- 12.000 in 5.000 in Perpendicular Slab Both - ides Full.Span- •Uniform• Loads... # 1 0.320 k/ft Trapezoidal-Le/di... # 1 © Left ' 0.860 k/ft @ Right Actual = Actual = Actual = Composite Steel Beam Design Input 1 Live Loads (applied after 75% curing) 1 0.860 k/ft Using. W21X44, Span = 30.00ft, Slab Thickness = 4.503in, Deck Rib Ht= 2.00in, Rib Spac= Stress-Cheeks for Shored & Unshored'Cases... 18,956.7 psi - 7,182.1 psi. 3,251.3 - Unshored StressCUeck.... {Mdl/Ss + MII/Strans) Actual.= 20 psi (Mani-Mil) / Strens(top) Actual = 447.2-psi • Alternate Unshored Stress Check (Mdl + MII) /-Ss Shored Concrete- Stress Check...,(MdI: +.MII) / (Strens:top• n) Shear Studs & Shear Transfer 1 7 per 1/2- beam,span Stud - Capacity 12.50 k 5 studs Vh @ 100% - 234.00 k 0.000 ft: 4.867 ft 9.733 ft 14.600 ft 19.733 ft: 24.867 ft Fy 36.00 ksi Pc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in - - — Beam Weight Added Internally Using Partial Composite Action -- Elastic Modulus 29,000.00 ksi Point Loads... 1 Point Loads... 1 Allowable = Allowable = Allowable = Allowable = Allowable .= 25,175.7 625.4 to 4.867ft , Use 3 studs to 9.733ft , Use 2 studs to 14.600ft , Use 2 studs to 19.7334 , Use 2 studs to 24.867ft , Use 2 studs to 30.0001t , Use 3 studs V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi Mr err. n�:aaa::rM�M _... OK OK OK 32 psi OK 1,575:0 psi OK 27,360.0 psi 1,575.0 psi ft /43 -a 23.000 ft Page 1 OK Shored & Unshored 12.00in, Rib Width= 5.00in w/ Slab Both 58.50 k 87.50 k Rev: 510001 Description. NETSTREAM R8 Deflections I : Transformed_ Before.75 % Curing Construction Loads Only After75%-Curing Total Uncured Deflection Composite-Deflection • 0.531 in : L / 678.5 [Reactions 1 Load Combinations.- Dead + Constuction Composite Max Dt...+.11 [Analysis Values Maximum. Momenta Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear gLeft- Shear © Right • - Section Properties Section Name Depth Width Flange Thick Web Thick Area Weight. I-steel S steel. :. top. S steel : bottom 48.84 k-ft 48.84 k-ft 122.42 k-ft 171.21 k-ft . • 23.51 k 18.89 k W21X44 20.660 in 6.500 in 0.450 in 0.350 in 13.000 in2 44.157 #/ft 843.00 in4 81.61 in3 81.61 in3 2,381:22. in4-. Shored - 0.153 in (after shores malove0 0:000in. 0378 , 0.153in : L /2354,5- 6.51k 17.00 k 23.51 k 'Composite Steel Beam Fb : n: Strength n: Deflection- I : Effective 1,783.621n4 Unshored 0.323 in 0.000 in 0.378 in 0.323 in : L/ 1112.8 0.701 in : L/ 513.5 Right 6.51 k 12.38 k 18.89 k 23.76 psi 8.60 ' 8.51 lxx : Steel Section- 843.00 in4 I transformed 2,375.10 in4 Strans : top -381.971n3 Strans : bot • -• 125.49 in3 Strans : eff@ bot 108738 in3 n•Strans: Ef © top 2,281.4 in3 X-X Axis from Bot- 18.94 in Nth@ .100% . 234.00 k 1/ Effective Flange Width... Based on Beam Span 7.500ft Based on Beam Spacing 6.460ft Effective Width 6.460ft Page 2 II Rev: 510001 Section - Beam Span Beam Spacing- Slab Thickness Deck Rib Height Rib Spacng Rib Rib Orientation Beam•L•ocatiorr Full Span - Uniform- Loads... # 1 0.260 k/ft Fun. Span Uniform: Loads... # 1 0.220 k/ft Trapezoidal-Loads... Summary Actual #•Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from • Description NETSTREAM R9 Design Input W18X40 30.000 ft 4.250 ft 4.500 in 2.000 in • 12.000 in 5.000. in- Perpendicular Slab Both y Sides Composite Steel Beam # 1 © Left` 0.860 k/ft © Right -- 0.860 kfft Using: W18X40. Span = 30.00ft, Slab Thickness = 4.500in, Deck Rib Ht= Stress Checks for Shored & Unshored'Cases:.. Bottom of Beam Actual = • 19 psi Unshored DL Stress Actual = 5,924.4 psi. Actual Shear Stress Actual =- 3;546.8 psi - Unshored Stress Check.... (MdI/Ss.+ MU/Strans) Actual.-.= 20,608:9 {psi. (Mdl +- MII) /-Strens(top) Actual= -646:5 psi Attemate Unshored Stress Check : (Mdi + MII) / Ss • Shored Concrete Stress Check....(Mdl + Mil) /: (Strans:top * n) 7 per.412 span Stud -C acity 4studs Vh @ 10096.- Fy fc Concrete Density [Dead Loads (appried befo►e 75% cu Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action • Elastic Modulus 29,000.00 ksi Point Loads... #1 Live Loads (*plied after 75% X91 12.50 k 189.66k Point Loads... #1 0.000 ft to 4.800ft , Use 3 studs 4.800 ft to - 9.600ft , Use 2 studs 9.600 ft' to 14.400ft , Use 2 studs 14.400 ft to _49.600ft , Use 2 studs 19.600 ft to 24.800ft , Use 2 studs 24.800 ft to 30.000ft , Use 3 studs k k OK Shored & Unshored 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Allowable = Allowable = Allowable = Allowable = Allowable = 25,428.0 842.4 V'h : min Vh : Used 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf —> 23.000 ft OK OK OK 32,400.0 psi. OK 1,575:0 psi OK. 27,360.0 psi 1,575.0 psi ft ft Shear Studs & Shear Transfer 47.41 k 87.50 k z 2 U 0 '; m LL W 0 : g Q rn D ! , I- ui F-0 Z l- 2 M me; : O 10 1 — i ui 0 Z liJ 0 1 0 z Rev: 510001 Description NETSTREAM R9 Deflections I : Transformed 1,602.44 in4 Shored Before-75 % Curing 0.147 in Offer shoves removed/ Construction Loads Only 0.000in• • After 75% Curing 0:475 in Total Uncured Deflection 0.147 in : L /2453.7 — Composite Deflection 0.622 in : L / 578.6 L Reactions . -Load Combinations... Dead•+ Constuction Composite MaxDL +Lt Analysis Values Maximum•.Morsents- Dead Load Alone Deed + Const Live Load Only Deed-.4-Live, Support Shears Shear © Left . Shear (a) Right Section Name Depth Widttr . Flange Thick Web - Thick. Area Weight.. I -steel S steel : top - S. steel ; . bottom 33.76 k -ft 33.76 k-ft 111.19 k -ft 144.90 k-ft 20.00 k 15.38 k Section Properties W18X40 17.900 in 6.015 in 0.525 in 0.315 in 11.800 in2 40.081 #/ft 612.00 in4 68.38 in3 68.38 in3 eteft 4.50k 15.50 k 20.00 k Composite Steel Beam to Right 4.50k 10.88 k 15.38 k Fb : Allow — 23.76 psi n : Strength 8.60 n : Deflection 8.51 ixx : Steel Section 612.00 in4 1. transformed 1,597.g8 in4 Strans : top 240.f i1 in3 Strans.: bot 101.48in3 Strans : eff @ bot 90.86 in3 n`Strans:: Ef © top 1,5906 in3 X -X Axis from Bot 15.74 in Vh•@ 100 %. 189.66k I : Effective 1,284.74in4 Unshored 0.308 in 0,000 in 0.4751n 0.308 in : L / 1168.9 0.783 in : L / 459.6 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 1/ 7.500 ft 4.250ft 4.250ft Page 2 N uJ cn u _ W0 u- Q D - v Z LIJ a ` 3h- w uJ . ` CX L A: 0: Z 0 , Rev: 510001 Description NETSTREAM R11 Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib. Height Rib Spacng Rib -Width Rib Orientation Beam Location Full Span Unlform- Loads... # 1 0.390 k/ft Full Span Uniform Loads... # 1 0.320 k/ft Trapezoidal .Loads... # 1 © Left 0.860 k/ft © Right Summary Actual #.Studs Bottom of Beam Unshored DL Stress Actual-Shear Stress Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W18X40 29.200 ft 6.460 ft 4.500 in 2.000 -in 12.000 in 5.000 in Perpendicular _ Slab Both Sides Composite Steel Beam Fy fc Concrete Density Stud Diameter 0.750 in Stud Height 3.500 in —Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Dead Loads - ,jappisd beltxe 75% carer Live Loads (ea 75% curing) 19,617.7 psi Actual - Actual = 8;044.1 psi. Actual = 3,,897.3 . - Unshored Stress Check.... (Mdl/Ss.+ MIUStrans) Actual= 21;699:9 psi . (Md1- + M11) 1 Actual - • 446.3 Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check....(Mdl +.MII) / (Strans:top • n) Point Loads... #1 0.860 k/ft Using: W18X40, Span = 29.20ft, Slab Thickness = 4.500in, Deck Rib Ht= Stress Checks for Shored & Unshored Cases.. 7 per 1/2 beam Stud Capacity 12.50 k Total req'd 1/2 Span 5studs Vh © 100% — 212.40k Point Loads... #1 Allowable = Allowable = Allowable = 0.000 ft to 4.542ft , Use 3 studs 4.542 ft to 9.084ft , Use 2 studs 9.084 ft to 13.627ft , Use 2 studs 13.627 ft to 18.818ft , Use 2 studs 18.818 ft to 24.009ft , Use 2 studs 24.009 ft to 29.200ft , Use 3 studs V'h : min Vh : Used k k 36.00 ksi 3,500.00 psi 145.00 pcf ft ft —> 19.000 ft 1/ Page 1 I OK Shored & Unshored 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both 23,999.8 psi 23,999.8 psi 14;400.0 psi Allowable = 32,400,0 psi Allowable = 1,575.0 .psi 26,316.9 27,360.0. psi 641.1 1,575.0 psi OK OK OK OK OK- Shear Studs & Shear Transfer 53.10 k 87.50 k Rev: 510001 Description NETSTREAM R11 I : Transformed Composite .Steel Beam 1,780.86 in4 Shored •-" Before 75 % Curing 0.178 in "aft show removed) Construction Loads Only 0.000 in After•75% Curing 0.393 in Total Uncured Deflection 0.178 in :• 141968.6 Composite-Deflection • 0.571 in : L / 613.6 I : Effective Unshored 0.396 in 0.000 in 0.393 in 0.396 in : L / 884.4 0.789 in : L / 444.0 1,362.22n4 1/1 Page 2 Deflections Reactions 1 Load .Combinations.... _... Dead + Constuction Composite Max Di: +.LL tip teft 6.28 k 15.70 k 21.98 k a Right 6.28 k 9.99 k 16.27 k Maximum Moments.. Dead Load Alone Dead + Const Live Load Only Dead.+ Live Support Shears Shear @ Left Shear @ Right Section Name Depth Width .. Flange Thick Web Thick Area Weight I -steel S steel•: top S steel : bottom 45.84 k -ft 45.84 k-ft 104.39 k -ft 149.96 k-ft 21.98 k 16.27 k W18X40 17.900 in 6.015 in 0.525 in 0.315 in 11.800 in2 40.081 #/ft 612.00 in4 68.38 in3 68.38 in3 Fb — Allow n : Strength n : Deflection- 23.76 psi 8.60 8.51 boc : Steel Section 612.00 in4 I transformed 1,776.46 in4 Strans : top - 326.39 in3 Strans: bot 104.76 in3 Strans : eff @ bot • - - 91.73 in3 n•Strans : Ef @ top 2,012.2 in3 X -X Axis from Bot 16.961n Vh.@ 10096 212.40 k Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 7.300 ft 6.460ft 6.460ft Section Properties Rev: 510001 Description NETSTREAM R12 Design input Section Name Beam Span Beam Spacing Slab Thickness Deck.Rib.Height Rib Spacng Rib Width Rib Orientation Beam Location W18X35: 29.200 ft -- 4.250 ft 4.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both Dead Loads - (aPpredbefbre 75%Ccurfr►gr FuII Spar- .UnifornrLoads... # 1 0.260 k/ft Live Loads • ( VFW ager75 %curing) Full Span Uniform Loads... # 1 0.220 k/ft Trapezoidal. Loads... # 1 @ Left 0.860 k/ft @ Right 0.860 k/ft Summary Using: W18X35, Span = 29.20ft, Slab Thickness = 4.500in, Deck Rib Ht= Stress Checks for Shored& Unshored Cases... @ Bottom of Beam Actual = .Unshored DL Stress Actual = Actual Shear Stress Actual = Unshored Stress Check.... • (MdI/Ss + MII /Strans) Actual = 20,86.9 psi (MdI +-Mll) / Strans(top) Actual = 577:6 Alternate Unshored Stress Check : (Mdi + MII) / Ss Shored Concrete Stress Check....(MdI.+ MII) / (Strans:top * n) Actual #Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 7 per 1/2 beam span Stud.Capacity 4studs Vh @ 10096- 0.000 ft .. 4.477 ft 8.955 ft. 13.432 ft 18.688 ft 23.944 ft Composite Steel Beam to to to to to to 19,109.7 psi 6,546.8 psi 3;492.0 psi 12.50 k 185.40k Fy 36.00 ksi f'c 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point. Loads... #1 Point Loads... #1 2.00in, Rib Spac= Allowable = Allowable = Allowable = . Allowable = Allowable = 26,035.4 769.7 k k 23,999.8 psi 23,999.8 psi 14,400.0 psi ft ft - 19.000 ft OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi // Page 1 11 OK Shored & Unshored 12.00in, Rib Width= 5.00in w/. Slab Both `Shear Studs & Shear Transfer 4.477ft , Use 3 studs 8.955ft , Use 2 studs 13.432ft , Use 2 studs --18.688 ft , Use 2 studs 23.944 ft , Use 2 studs 29.204) ft , Use 3 studs V'h : min Vh : Used 46.35 k 87.50 k Rev: 510001 Description NETSTREAM R12 I : Transformed. Before.75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite. Deflection -Load Combinations- Dead + Constuction Composite Max DL +- LL Maximum Momenta • Dead Load Alone Dead + Const Live Load Only Dead: +•Live Support Shears Shear ©. Left Shear @ Right -• 12.83 k Section Name Depth Width Flange Thick Web. Thick Area Weight • I -steel S.steel.: top 8 steel : bottom 31.44 k -ft 31.44 k -ft 93.82 k -ft 125.03 k ft 18.54 k W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 #/ft 510.00 in4 57.63 in3 57.63 in3 t teft 4.31 k 14.24 k 18:54k Composite Steel Beam Deflections 1,411.57 in4. Shored 0.147 in faA9r ohms renrovedd 0.000 in - 0.424 in.. 0.147 in : L /2379.6- 0.571 in: L/ 613.1 Reactions 1 Fb :Allow 23.76 psi n : Strength 8.60 n : Deflection-- 8.51 Ixx : Steel -Section I transformed Strans : top Strans : bot I : Effective Unshored 0.326 in 0.000 in 0.424 in 0.326 in : L / 1074.6 0.750 in : L / 467.0 Right 4.31 k 8.53 k 12.83 k 510.00 in4 1,407.55 in4 - 226.65 in3 88.03 in3 Strans : eff @ bot 76.51 in3 n "Straps : Ef © top 1,494.2 in3 X-X Axis from Bet 15.99 in Vh. @.100% 185.40k 1 'Analysis Values 1 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width /WO 7.300 ft 4.250 ft 4.250ft Page 2 Section Properties 1 C.) O; CO c; CO W' Ili 0' J co 1 0 i0 F=i u 1 0 lil Z c C ol 1 1=- O . 'z... R. 510001 Description NETSTREAM R13 Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width • Rib Orientation Beam Location Dead Loads (tippled before 75% curingt Full Span Uniform Loads... # 1 0.360 k/ft Live Loads - ( appied alter 75% curing) Full Span Uniform Loads... # 1 0.300 k/ft Trapezoidal •Loads... # 1 © Left 0.860 k/ft Summary W18X40 - 29.200 ft 5.930 ft 4.500 in 2.000 in 12.000 in 5.000•in- Perpendicular Slab Both Sides Composite Steel Beam • Right - 0.860 klft Fy fc Concrete Density Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 Point Loads... k k 36.90 ksi 3,500.00 psi 145.00 pcf 19.000 ft Jot/ Page 1 r ft ft OK Shored & Unshored Using: W18X40, Span = 29.20ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.O0in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = 19 psi„ Allowable = 23,999.8 psi Unshored DL Stress Actual = .7,483.0 psi. Allowable = 23,999.8 psi Actual Shear Stress Actual = 3,767.9 psi Allowable = 14,400.0 psi UnshoredStress Check.... (Mdl/Ss + MWStrans) Actual= (Mdl + MII) / Strens(top) Actual = Alternate Unshored Stress Check : (MdI + MIl) / Ss Shored.Concrete Stress Check....(Mdl + Mil) / (Strans:top ` n) Shear Studs & Shear Transfer 1 Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 7 per 5 studs 0.000 ft 4.542 ft 9.084 -ft 13.627 ft 18.818 ft 24.009 ft 1/2 beam span Stud-Capacity Vh @10096 20,920.4 psi 465.7 psi 12.50 k 212.40 k to 4.542ft , Use to - 9.084 , Use to.- 13.627ft , Use to 18.818ft , Use to 24.009ft , Use to - 29.200ft , Use OK OK OK Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 25,385.9 27,360.0 psi 658.6 .1,575.0 psi 3 studs 2 studs 2 studs 2 studs 2 studs 3 studs V'h : min Vh : Used 53.10 k 87.50 k t fyI CO L- LU u. W 0 -i J, LL Q . (a 3. W' Z Z 1-`' ;W w U -r • W W 111 Z 0 I- 2 Rw: 510001 Description. NETSTREAM R13 Deflections I : Transformed 1,745:64. in4-:. Shored" Before 75 %Curing 0.168 in (after seems teemed) Construction Loads Only • 0:000 in After 75% Curing 0.391.in• Total Uncured Deflection 0.168in - &/2081.1 Composite-Deflection 0.560 in : L / 626.1 Reactions 1 Dead + Constuction Composite Max DL +LL Analysis Values Maximum Moments- Dead Load Alone Dead + Const Live Load Only Dead•+ Live Support Shears Shear @. .Left Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom - t� teft - -- 5.84k 15.40 k 21.25 k 42.64 k -ft 42.64 k-ft 102.27 k -ft 144.66 k-ft • 21.25 k -- 15.54 k W18X40 17.900 in 6.015 in 0.525 in 0.315 in 11.800 in2 40.081 #/ft 612.00 in4 68.38 in3 68.38 in3 Composite Steel Beam Fb - n : Strength n : Deflection. I: (14 Right 5.84 k 9.70 k 15.54 k 23.76 psi 8.60 8.51 boc : Steel Section 612.00 in4 I transformed 1,741.14 in4 Strans : top 306.47 in3 Strans : bot 104.14 in3 Strans : eff @ bot - 91.33 in3 n•Strans : Ef © top 1,902.2 in3 X -X Axis4rom Bot 16.72 in Vh @ 100% 212.40 k Effective Unshored 0.369 in 0.000 in 0.391 in 0.369 in : L / 950.8 0.760 in : L / 461.2 1,339.62n4 Effective Flange Width... Based on Beam Span 7.300ft Based on Beam Spacing " 5.930ft Effective Width 5.930ft Page 2 Section Properties 0 0 cn p u . W 0 ,. LL Q .Z m O . -I w ur - Zt '. W y', o Roy: 510001 Description NETSTREAM R14 Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full Span Uniform Loads... # 1 0.260 k/ft Full Span Uniform Loads... # 1 0.220 k/ft Trapezoidal-Loads— Summary W18X35 29.200 ft- 4.250 ft 4.500 in 2.000 in 12.000- in 5.000 in Perpendicular Slab Both Sides Composite Steel Beam Design Input 1 # 1 @ Left 0.860 k/ft @ Right 0.860 - k/ft Fy 36.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Dead Loads (ap/ 'edtefo►e 75% cw/nj 1 Live Loads - ( - ate after 75% curing) 1 Point Loads... #1 Point Loads... #1 k k -> 19.000ft OK Shored & Unshored Using: W18X35, Span = 29.20ft. Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spec= 12.00in, Rib Width= .5.00in w /.Slab Both Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Actual = 19;109.7 psi_ Allowable = 23,999.8 psi OK . Unshored DL.Stress Actuat'= 6,546.8 psi. Allowable = 23,999.8 psi OK Actual Shear Stress Actual = 3,492.0 psi- Allowable = 14,400.0 psi OK . . Unshored StressChe ck.... (Mdl/Ss + MII/Strans) Actual= 20 Allowable = 32,400.0 psi OK. -(Md1+34i1 )-/ Strans(top) Actual= 577:6 Allowable = 1,575.0 psi OK 26,035.4 27,360.0 psi 769.7 1,575.0 psi Altemate- Unshored .Stress Check : (MdI + MU) / Ss Shored. Concrete Stress Check....(Mdl + Mil). /.( Strans(top • n) Actual *Studs Total req'd 1/2 Span 7 per 1/2 beam span Stud Capacity 4studs Vh @ 10094x, 12.50 k 185.40k Zone 1 from 0.000 ft to 4.477ft , Use 3 studs Zone 2 from 4.477 ft to 8.955ft , Use 2 studs Zone 3 from 8.955 ft to 13.432ft , Use 2 studs Zone 4 from 13.432 ft to • -- 18.688ft , Use 2 studs Zone 5 from 18.688 ft to 23.944ft , Use 2 studs Zone 6 from 23.944 ft to ... X9.200 ft , Use 3 studs V'h : min Vh : Used ft ft 46.35 k 87.50 k / .Page 1 Shear Studs•$ Shear Transfer 1 � Q J V U 0 , co CO CO W , W O I g s a I— 0 Z tu 2 0 p: O N 1- U Z; U w , H . Z !, 0 H4 Rev 510001 Description- NETSTREAM R14 I : Transformed Load Combinations.... Dead + Constuction Composite Max DL + LL Maximum Memento Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left Shear @ Right Section Name Depth Width Flange Thick Web Thick • Area Weight I -steel S.steel.:. top. S steel : bottom W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 #/#t 510.00 in4 57.63 in3 •57.63in3 31.44 k -ft 31.44 k -ft 93.82 k -ft 125.03 k -ft 18.54 k 12.83 k - t8 - t.eft - 4.31 k ' -' 14.24 k 18.54k Composite Steel Beam { Deflections 1,411.57 in4 Shored . - - Before-75 96-Curing 0.147 in • (aAbrshores removsdl Construction Loads Only 0.000in After•75% Curing 0.424 in • - Total Uncured Deflection 0.147 in : L /237076 Composite- Deflection •.. 0.571 in : L / 613.1 - Reactions 1 [ Analysis Values • - F131-Allow n : Strength n- :.Deflection Ixx : SteetSection I transformed Strans : top Strans..: bot • Strans : eff @ bot n`Strans : Ef @ top X -X Axis from Bet Vh @ 100% I : Effective 1,129.371n4 Unshored 0.326 in 0.000 in 0.424 in 0.326 in : L / 1074.6 0.750 in : L / 467.0 23.76 psi 8.60 8.51 t Right 4.31 k 8.53 k 12.83 k 510.00 in4 1,407.551n4 - - — 226.65 in3 88.03 in3 - 8.511n3 1,494.2 in3 15.99 in 185.40 k Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width /' Page 2 7.300ft 4.250ft 4.250ft Section Properties 1 4 00 4 Rev 51 0001 Description NETSTREAM R15 Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads - (es ed b 75% curing) 1 Full Span Uniform Loads... #1 0.260 k/ft Full Span Uniform .Loads... # 1 0.220 k/ft Trapezoidal • Loads... # 1 @ Left 0.860 k/ft 1 Summary Unshored StressCheck.... (Mdl /Ss + MII/Strans) Actual = (Mdl i-MH -) /•Strans(top) Actual = Alternate Unshored Stress Check : (Mdl + MID / Ss Shored ConcreteStress Check....(Mdl +.MII) / (Strans:top ` n) Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from • Zone 3 from Zone 4 from Zone 5 from Zone 6 from W18X40 30.000 ft — 4.250 ft 4.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both Sides Composite Steel. Beam Right 20,608.9 psi - 646.5•psi . 0.860 k/ft 7 per 1/2 beam span Stud Capacity 12.50 k 4studs Vh © 100% 189.66k 0.000 ft to 4.800ft , Use 4.800 ft ---to 9.600 ft , Use 9.600 ft to 14.400ft , Use 14.400 ft -- to 19.600ft , Use 19.600 ft to 24.800ft , Use 24.800 ft —to 30.000ft , Use Fy 36.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 k Live Loads (eppied8Rer curing) 1 Point Loads... #1 Using: W18X40, Span = 30.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual= 19;135.7 psi Unshored DL Stress Actual= 5,924.4 psi Actual Shear Stress Actual = 3,46.8 psi _Allowable = 'Allowable = Allowable = 3 studs 2 studs 2 studs 2 studs 2 studs 3 studs Nl' 4M +krtw.'.. mlftxoau. ccRlffi=3e•••• IFfFtT . 12.00in, Rib Width= 5.00in w/ Slab Both V'h : min Vh : Used k 23,999.8 psi 23,999.8 psi 14,400.0 psi —> 23.000 ft OK Shored & Unshored OK OK . OK Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi. OK 25,428.0 27,360.0 psi 842.4 1,575.0 psi ft 47.41 k 87.50 k ft Page 1 Shear Studs & Shear Transfer 111v: 510001 Description NETSTREAM R15 Maximum Moments Dead Load Alone Dead.+ Const Live Load Only Dead* Live Support Shears Shear @ Left Shear @ Right Section Name Depth Width. Flange Thick Web Thick Area Weight • I -steel S steel : top S steel bottom -4 Composite Steel Beam Deflections 1: Transformed 1,602.44:10 Shored Before 75 % Curing 0.147 in Worsham removedl Construction Loads Only 0.000in AfteF75% Curing 0.475 in Total Uncured Deflection 0.147 in : L /2453:7 Composite Deflection 0.622 in : L / 578.6 Reactions 1 Load.Combinations...- Dead + Constuction Composite Max DL + LL - 4.50 k 15.50 k 20.00 k Analysis Values 1 33.76 k -ft 33.76 k -ft 111.19 k -ft 144.90 k -ft 20.00 k 15.38 k W18X40 17.900 in 6.015 in 0.525 in 0.315 in 11.800 in2 40.081 #/ft 612.00 in4 68.38 in3 68.38 in3 Fb : Allow n : Strength n : Deflection 23.76 psi 8.60 8.51 Right 4.50 k 10.88 k 15.38 k hoc : Steel Section 612.00 in4 I transformed 1,597.68 in4 Strans : top 240.01 in3 Strans : foot 101.8 in3 Strans : eff @ bot 9046 in3 n'Strans : Ef @ top 1,590,6 in3 X -X Axis from Bot - - -45.74 in Vh @ 100% 189.66 k 1: Effective 1,284.74in4 Unshored 0.308 in 0.000 in 0.475 in 0.3081n : L / 1168.9 0.783 in : L / 459.6 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 7.500 ft 4.250ft 4.250ft Page 2 11 'Section Properties 1 Rev: 510001 Description NETSTREAM R16 Composite Steel. Beam Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location W18X35 30.000 ft -- 5.920 ft 4.500 in -- 2.000 in 12.000 in 5.000 in Perpendicular - Slab Both Sides Dead Loads - • tePreedbefore 75 % curing) Full Span Uniform Loads... it 1 0.350 k/ft Live Loads ( applied after 75% curing) Full Span Uniform Loads... # 1 0.450 k/ft Summary 1 Using: W18X35, Span = 30.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Stress Checks for Shored & Unshored Cases... _ Bottom of Beam Actual = 14,086.4 psi Unshored DL Stress Actual = 9,018.9 psi. Actual Shear Stress Actual = 2,358.7 psi Unshored Stress Check.... (Mdi/Ss + Mll/Strans) Actual =. 16,6W.5 psi. -(Mdl +-MII) / Strans(top) Actual = 244.1 psi Alternate Unshored Stress Check : (Mdl +.MII) / Ss Shored Concrete Stress Check....(Mdl + MII) t (Strans:top'. n) Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 7 per 1/2 beam span Stud.capacity 4 studs Vh © -100% 0.000 ft 5.000 ft 10.000 ft 15.000 ft 20.000 ft 25.000 ft to to to --40 to - tb 12.50 k 185.40k 5.000 ft , Use 10.000ft , Use 15.000ft , Use 20.000ft , Use 25.000ft , Use 30.000ft , Use Point Loads... # 1 Point Loads... #1 Allowable = Allowable = Allowable = 3 studs 2 studs 2 studs 2 studs 2 studs 3 studs V'h : min Vh : Used k k Fy 36.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi 23,999.8 psi 23,999.8 psi 14,400.0 psi OK OK OK Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 19,560.8 27,360.0 psi 453.0 1,575.0 psi 46.35 k 87.50 k Page 1 ft ft OK Shored & Unshored Shear Studs & Shear Transfer u- u) D _ ° 1 1U 1-0 :. Z F w w C.) O � ' o i- i Lij Z • Cl...); o 1= _, Z Deflections 1 Description NETSTREAM R16 1: Transformed Before 75 %Curing Construction Loads Only After 75% Curing Total Uncured Deflection Conrpositer Deflection • -- Composite Steel.Beam 1,530.67 in4 Shored 0.200 in (enershoms removed) 0.000 in 0.233 in -� 0.200 in : x / 1803.1 0.433 in-: L / 831.0 I : Effective Unshored 0.474 in 0.000 in 0.233 in 0.474 in : L / 759.2 0.708 in : L / 508.8 1,211.19m4 Page 2 - Reactions 1 Load Combinations... - Dead + Constuction Composite Max DL + LL `Analysis Values 1 Maximum Moments- Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom 43.31 k -ft 43.31 k -ft 50.62 k -ft 93.94 k -ft 12.52 k 12.52 k W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 #/ft 510.00 in4 57.63 in3 57.63 in3 t -Left • 5.77 k 6.75 k 12.52k Fb .t -Allow n : Strength n :.Deflection 23.76 psi 8.60 8.51 Ixx : Steel Section 510.00 in4 1 transformed 1,526.94 in4 Strans : top . - _289.38 in3 Strans : bot 90.23 in3 Strans : eff @ bot 80.02 in3 n*Strans.: Ef @ top 1,864.8 in3 X X Axis_frgm Bot 16.92 in We 100% 185.40 k t Right 5.77 k 6.75 k 12.52 k Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 7.500ft 5.920ft 5.920ft Section Properties 1 6 v 0 0 ' co G u) W ' WO _ c1.2 a W + O ' Z I- I0 N au L u , W :41 z' Description NETSTREAM R18 Composite Steel Beam Design Input Section Name W16X26 Beam Span 22.500 ft --- Beam Spacing 6.330 ft Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full Span Uniform # 1 0.380 k/ft 4.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both -Sides Fy fc Concrete Density Stud Diameter 0.750 in Stud Height 3.600 in Beam Weight Added Internally Using Partial Composite Action — =Elastic Modulus 29,000.00 ksi Dead Loads (*Plied before 75% Point Loads... #1 L Live Loads (apphed after 75% curing) Full Span Uniform Loads... # 1 0.470 k/ft Summary 1 @ Bottom of Beam Actual = 12,166.9 psi Unshored DL Stress Actual .Shear Stress Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from Actual . =. 8,037.1 psi Actual = 2,512.7 psi 5 per12 beam span Stud Capacity 3studs Vh @•100% 0.000 ft 3.750 ft 7.500 ft 11.250 ft 15.000 ft 18.750 ft 12.50 k 138.24k to 3.750ft , Use to 7.500ft , Use to 11.250ft , Use to , 15.000ft , Use to 18.750ft , Use to --- 22.500ft , Use Point Loads... #1 Allowable = Allowable = Allowable = Unshored StressCheck.... (Mdl/Ss • +- iN/Strans) Actual.= 14,564.4 psi_ (Mdl +-MN) / Strans(top) Actual =• 183:1 psi Alternate Unshored Stress Check : (Mdl + MII) / Ss 17,339.2 Shored Concrete Stress Check....(Mdi + MII) / (Strans:top • n) _ 341.3 Allowable Allowable = 2 studs 2 studs 2 studs 2 studs 2 studs 2 studs V'h : min Vh : Used k k 36.00 ksi 3,500.00 psi 145.00 pcf ft ft OK Shored & Unshored Using: W16X26, Span = 22.50 t, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Stress Checks for Shored & Unshored Cases... 23,999.8 psi 23,999.8 psi. 14,400.0 psi OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0. psi 1,575.0. psi Shear Studs & Shear Transfer 34.56 k 62.50 k CL U O U (o w • w w 0 • Q Nd '_ H „, iZ o uj j Q w — 0: N : 0 H y Rev: 510001 Description NETSTREAM R18 I : Transformed Before•75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Composite Steel. Beam 992.86 in4 Shored 0.105 in leer shores 0.000 in 0.122 in -.•* 0.105 in : L /2563:2 0.227 in: L/1187.6• I : Effective Unshored 0.268 in 0.000 in 0.122 in 0.268 in : L / 1007.0 0.390 in : L / 692.2 766.20n4 /3D Page 2 {Deflections Reactions .Load Combinations... . Dead + Constuction Composite Max DL + LL Analysis Values Maximum•Momenta••• • Dead Load Alone Dead. +.Const Live Load Only Dead + Live Support Shears Shear @•Left Shear @ Right Section Name Depth Width.. Flange Thick Web Thick Area Weight - I -steel S steel : top S steel : bottom - t® Left 4.57 k 5.29 k 9:86k 25.70 k -ft 25.70 k -ft 29.74 k -ft 55.44 k -ft 9.86 k 9.86 k W16X26. 15.690 in 5.500 in 0.345 in 0.250 in 7.680 in2 26.087 #/ft 301.00 in4 38.37 in3 38.37 in3 Fb :Allow 23.76 psi n.: Strength 8.60 n : Deflection 8.51 P Cd) Right 4.57 k 5.29 k 9.86 k boc : Steel Section. 301.00 in4 I transformed 990.69 in4 Strans : top 226.65 in3 Strans : bot 62.63 in3 Strans : eff @ bot_. 54.68 in3 n`Strans : Ef © top 1,418.7 in3 X -X Axis from Bot- 15.82 in Vh @ 100% 138.24 k Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 5.625ft 6.330 ft 5.625ft Section Properties r4 2 00; m o W N om; w O J: H _-_ H O Z I--i u W , 0 0 I W V LLI ; U O � Rev. 510001 Description NETSTREAM R20 l Designinput Section Name - Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads (*Aged befom 7596 cu g) Full Span Uniform Loads... # 1 k/ft Trapezoidal Loads... # 1 @ Left 0.360 k/ft # 2 @@ Lef1 0.220 k/ft Live Loads ( &pried alter 75% coring) Full Span Uniform Loads... # 1 k/ft Trapezoidal Loads... # 1 @ Left 1.160 k/ft # 2 @ Left 0.180 k/ft Summary Unshored DL Stress Actual Shear Stress Actual # Studs Total req'd 112 Span W21X44 30.000 ft -- 3.650 ft 4.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both ,Sides @ Right @ Right @ Right @ Right OK Shored & Unshored Using: W21X44, Span = 30.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Stress Checks Tor Shored & Unshored Cases... Bottom of Beam Actual = 19,967.4 psr Allowable = 23,999.8 psi Actual = 7,760.3 psi Allowable = 23,999.8 psi Actual = 3,298.9 psi Allowable = 14,400.0 psi Unshored Stress .(Mdl/Ss +.MII/Strans) Actual = - 21,959.1 -psi Allowable = 32,400.0 psi OK (Mdl + MII) / Strans(top) Actual = 719.0 psi Allowable = 1,575.0 psi OK Alternate Unshored Stress Check : (Mdl + MII) / Ss 26,746.9 27,360.0 psi Shored Concrete Stress Check... {MdI + - MII) / ( Strans:top • n) 1,011.1 1,575.0 psi `Shear Studs & Shear Transfer 7 per 1/2 beam span Stud - Capacity 4studs Vh @ 100% Composite Steel. Beam 0.360 k/ft 0:220 k/ft 1.160 k/ft 0.180 k/ft 12.50 k 162.88k FY f'c Concrete Density Stud Diameter Stud Height Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... # 1 2.500 k Point Loads... # 1 3.100 k Zone 1 from 0.000 ft to 5.067ft , Use 3 studs Zone 2 from 5.067 ft to .- .- 10.133ft , Use 2 studs Zone 3 from 10.133 ft to 15.200ft , Use 2 studs' Zone 4 from 15.200 ft to 20.133ft , Use 2 studs Zone 5 from 20.133 ft to 25.067ft , Use 2 studs Zone 6 from 25.067 ft to 30.000ft , Use.. 3 studs V'h : min Vh : Used 36.00 ksi 3,500.00 psi 145.00 pcf 0.750 in 3.500 in 23.000 -> 23.000ft -.> 23.000 ft 30.000 ft 23.000 ft -> 23.000 ft 23.000 -> 30.000 ft OK OK OK 40.72 k 87.50 k /3/ Page 1 re U'. U O co W = W 0, u. JI = d ` 1- Ili I-0 Z 1 0 'O I W W' 0 w Z CO 0 ` Z \41J Rev: 510001 Description NETSTREAM R20 I : Transformed . .J Before•75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection ..Load Combiumtions.... Dead + Constuction Composite Max DL + LL Maximum Momenta Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom W21X44 20.660 in 6.500 in 0.450 in 0.350 in 13.000 in2 44.157 #/ft 843.00 in4 81.61 in3 81.61 in3 tt teft 6.53 k 17.32 k 23.85 k 52.77 k -ft 52.77 k-ft 129.34 k -ft 181.89 k -ft 23.85 k 20.83 k Composite Steel Beam 2,042.44 In4•.. • Shored 0.173 in (after Moms remoN4 0.000 in - - 0.4t7 in 0.173 in - :-1 /2085.2 0.590 in : L/ 610.1 Fbr-Allow n : Strength n : Deflection 23.76 psi 8.60 8.51 Ixx : Steel 843.00 in4 I transformed 2,035.89 in4 Strans : top 251:02 in3 Strans : bot 119.41 in3 Strans : eff @ bot - 109.31 in3 n•Strans : Ef @ top 1,769.6 in3 X -X Axis from Bot -47.05 in Vh. @..100% 162.88 k Cd! Right 7.11 k 13.72 k 20.83 k .. �. �. ar. ag. rwa.+ swwwwn. wn �V../ R. MMMMMIw/ M' eWMFR 'A'+.�KnM'�M.YI+MYk.IMMMfMA NY.�: �AOM... v+.. vw• v. �. mr. n...... n. r... �..i..- n..•........wr+n.w++.nwx I : Effective 1,722.12n4 Unshored 0.353 in 0.000 in 0.417 in 0.353 in : L / 1020.7 0.770 in : L / 467.5 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 7.500 ft 3.650ft 3.650ft Page 2 [Deflections Reactions L Values !Section Properties Rev. 510001 Description NETSTREAM R21 Design Input Section Name W18X40 Beam Span 30.000 ft Beam Spacing 6.920 if Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location .Full Span Uniform Loads... #1 k/ft Trapezoidal Loads... # 1 @ Left! 0.420 k/ft # 2 @ Left 0.230 k/ft Full Span Uniform Loads... # 1 k/ft Trapezoidal Loads... # 1 @ Left 0.350 k/ft # 2 @ Left 0.180 k/ft # 2 @ Left 0.350 k/ft Summ Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 4.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab One Side Dead Loads (appiedbefore 75% g) @ Right @ Right @ Right @ Right @ Right Using: W18X40, Span = 30.00ft, Slab Thickness Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Actual = - 16,687.4 psi Unshored DL Stress Actual = 10,157.8 per- Actual Shear Stress Actual = 3,054.1 psi Unshored Stress Check... (Mdl /Ss Actual = 19,339.5 psi (Mdl + /Strans(top) Actual = 474.3 psi Alternate Unshored•Stress Check : (Mdi Shored Concrete Stress Check....(Mdl.* Mil) / (Strans top * n) 7 per 1/2 beam span Stud Capacity 4studs Vh @ 100% 0.000 ft 4.933 ft 9.867 ft 14.800 ft 19.867 1 24.933 ft Composite Steel Beam Fy 36.00 ksi f'c 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi 0.420 k/ft 0.230 k/ft Live Load ( appied after 75%curing) 0.350 k/ft 0.180 k/ft 0.350 k/ft = 4.500in, Deck Rib Ht= 2.00in, Rib Spec= Shear Studs & Shear Transfer 12.50 k 154.40k Point Loads... # 1 2.300 k Point Loads... # 1 2.900 k Allowable = Allowable = Allowable = Allowable = Allowable = 22,429.3 862.0 to 4.933ft , Use 3 studs to - 9.867ft , Use 2 studs to 14.800ft , Use 2 studs to 19.867ft , Use 2 studs to 24.933ft , Use 2 studs to 30.000ft , Use ... $ studs 22.500 -> -> 22.500 -> OK Shored 22.500ft 22.500 ft 30.000 ft 22.500 ft 22.500 ft 30.000 ft 16.000 ft & Unshored 12.00in, Rib Width= 5.00in w/ Slab One V'h : min Vh : Used 23,999.8 psi 23,999.8 psi 14,400.0. psi 32,400.0 psi 1,575.0 psi 27,360.0 psi 1,575.0 psi OK OK OK OK OK 38.60 k 87.50 k /39 Page Rev: 510001 Description NETSTREAM R21 [Deflections : Transformed :. . 1,511.19 in4 Shored Before 75 % Curing 0.252 in . (after shores rema► Construction Loads Only 0.000 in After 75% Curing 0.305 in - Total Uncured Deflection 0.252 in --E / 1428.0 Composite-Deflection 0.557 in : L / 646.2 Reactions 1 . Load Combinations....- Dead + Constuction Composite Max DL +LI Maximum Moments • Dead Load Alone Dead + Const- Live Load Only Dead + Live Support Shears Shear@ Left Shear @ Right •t8!•Left 7.30k - 9.92 k 17.22k 57.88 k -ft 57.88 kit 70.32 k -ft 127.81 k -ft 17.22 k 15.18 k Composite Steel Beam Analysis Values Fb Allow n : Strength n : Deflection 23.76 psi 8.60 8.51 I : Effective Unshored 0.531 in 0.000 in 0.305 in 0.531 in : L / 678.0 0.836 in : L / 430.7 a Right 7.38 k 7.80 k 15.18 k 1,288.90in4 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width ,L ' Page 2 3.750 ft 3.460ft 3.460ft Section Properties Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel-: top S steer: bottom W18X40 17.900 in 6.015 in 0.525 in 0.315 in 11.800 in2 40.081 #/ft 612.00 in4 68.38.in3 68.38 in3 Ixx : Steel Section I transformed Strans : top Strans.: bot Strans : eff @ bot n`Strans : Ef @ top X -X Axis from Bot Vh @ 100% 612.00 in4 1,506.38 in4 206.89 in3 99.63 in3 - -31.91 in3 1,484,8 in3 15.12 in 154.40 k Rev: 510001 • Description NETSTREAM R22 Design Input Section Name W18X40 Beam Span 30.000 ft Beam Spacing 7.750 ft Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads ( Beebe before 75% curing) Full Span Uniform Loads... #1 0.470kfft Live Loads f eppied after 75% cwfng) 1 Full Span Uniform Loads... # 1 0.380 k/ft Trapezoidal-Loads... # 1 © Left 0.350 k/ft Summary 4.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both Sides Composite Steel Beam Right 0.350 k/ft Using: W18X40, Span = 30.00ft, Slab Thickness = 4.500in, Deck Rib Ht= Stress Checks for Shored di Unshored Cases... • Bottom of Beam Actual = 15,962.0 psi Unshored DL Stress Actual = 10,070.3 psi Actual Shear Stress Actual = 3,096.2 Unshored Stress Check.... (MdI /Ss + MWStrans) Actual =. 18,626.6 -psi (MdI + MII) /-Strans(top) Actual= 252.4 psi Alternate Unshored Stress Check : (MdI +. Mil) / Ss Shored Concrete Stress Check....(Mdl +MN/ (Strans:top ` n) 'Shear Studs & Shear Transfer 1 Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 7 per 1/2 beam span Stud Capacity 5 studs Vh @ 100%. 0.000 ft 4.667 ft 9.333 ft 14.000 ft 19.333 ft 24.667 ft 12.50 k 212.40k to 4.667ft , Use to 9.333ft , Use to 14.000 ft , Use to 19.333ft , Use to 24.667ft , Use to .. 20.000ft , Use Fy fc Concrete Density Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action - -- Elastic Modulus 29,000.00 ksi Point Loads... #'l Point Loads... #1 Allowable = Allowable = Allowable = 3 studs 2 studs 2 studs 2 studs 2 studs 3 studs V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf ft ft a 16.000 ft OK OK OK Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 21,564.6 27,360.0 psi 470.9 1,575.0 psi 53.10 k 87.50 k OK Shored & Unshored 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both 1 Rye: 510001 Description NETSTREAM R22 Deflections I : Transfomied Before.75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Reactions 1 Load Combinations... Dead + Constuction Composite Max DL + LI Analysis Values Maximum Moments • Dead Load Alone Dead + tonst Live Load Only Dead + Live Support Shears Shear ci2 Left Shear © Right Section Name Depth Width Flange Thick Web-Thick Area Weight I-steel S steel : top S steel : bottom 17.46 k - •-- 14.84 k W18X40 17.900 in 6.015 in 0.525 in 0.315 in 11.800 in2 40:081 #/ft 612.00 in4 68.38 in3 68.38 in3 1,840.23 in4 Shored 0.229in (afilw shores removec0 0.000 in 0.258 in 0.229 in -611573.4 0.486 in : L/ 740.1 - *Left 7.65 k 9.81 k 17.46k 57.38 k-ft 57.38 k-ft 65.87 k-ft 122.88 k-ft Composite. Steel. Beam • Fb::ledlow n: Strength n: Deflection I : Effective Unshored 0.524 in 0.000 in 0.258 in 0.524 in : L / 687.6 0.781 in : L / 460.9 • • . Right 7.65 k 7.19 k 14.84 k 23.76 psi 8.60 8.51 1,400.33n4 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 7.500ft 7.750ft 7.500ft /We Page 2 Section PrOperties boc : Steel Section.-- 612.00 in4 I transformed 1,836.03 in4 Strans : top -- 364.14 in3 Strans bot 105.77 in3 Strans : eff bot . in3 n*Strans : Ef © top 2,220.6 in3 X-X Axis from Bot - ---17.36 in Vh © 100% 2.40k L k w: 510001 Description NETSTREAM R23 Design Input 1 Section Name W18X35 Beam Span 30.000 ft- --- Beam Spacing 5.600 ft Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads (applied bsfbro 75% cu►ing) Full Span Uniform Loads... 1 0.340 k/ft Live Loads ( ate after 75% curing) 1 Full Span Uniform- Loads... 1 0.280 k/ft Trapezoidal Loads... # 1 © Left 0.350 k/ft Summary Actual # Studs 4.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both-Sides Composite. Steel Beam Right 0.350 k/ft Using: W18X35, Span = 30.00ft, Slab Thickness = 4.500in, Deck Ht= Stress Checks for Shored & Unshored Cases... © Bottom of Beam Actual = 14,522.6 psi Unshored DL Stress Actual = 8,784.6 psi Actual Shear Stress Actual = 2,623:6 psi Unshored Stress Check.... (Mdl/Ss + Mil/Strans) Actual = .(MdI + Mil) / Strans(top) Actual = .17,020.9 psi 275.1 psi Alternate Unshored Stress Check : (MdI + MN) / Ss Shored Concrete Stress Check....(MdI + MII) / (Si'rans:top * n) Shear Studs & Shear Transfer 1 Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 7 per 1/2 beam span Stut+ Capacity 4studs Vh ©.100% 12.50 k 185.40k Fy fc Concrete Density Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point.Loads... # 1 Point Loads... #1 2.00in, Rib Spac= Allowable = Allowable = Allowable = Allowable = Allowable = 20,107.1 485.0 0.000 ft to 4.600ft , Use 3 studs 4.600 ft .. 9.200ft , Use 2 studs 9.200 ft to 13.800ft , Use 2 studs 13.800 ft to - --- 19.200ft , Use 2 studs 19.200 ft to 24.600ft , Use 2 studs 24.600 ft to _ 30.000ft , Use 3 studs OK ...0 Unshored Shored & uiiS��utcu 12.00in, Rib Width= 5.00in w/ Slab Both V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf —> 16.000 ft OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0. psi ft ft 46.35 k 87.50 k 37 Page 1 1 U O v) W id • 0 u_ P.. 0; H = Z i.., t-- O' Z w w' U 0, ,O 0 H W u V W � Z tiJ Z :. Rev: 510001 Description NETSTREAM R23 Deflections I : Transformed 1,511.37 in4.. Shored Before 75 96 Curing 0.197 in (aner shores remote Construction Loads Only 0.000 in - - After 75% Curing 0.2491n Total Uncured Deflection 0.197 in : L/1830:9 Composite Deflection- 0.445 in : L / 808.4 .. _Load Combinations... . Dead + Constuction Composite Max DL + LL Maximum Moments Dead Load Alone Dead + Const ' Live Load Only Dead +. Live Support Shears Shear © Left Shear @ Right Section Name Depth Width Flange Thick Web -Thick Area Weight 1 -steel S steel..:. top. S steel : bottom 42.19 k -ft 42.19 k -ft 54.76 k -ft 96.56 k -ft 13.93 k 11.32 k W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 #/ft 510.00 in4 57.63 in3 57.63 in3 -.(e4 Left -- 5.62 k 8.31 k 13.93 k Composite Steel Beam Fb -Allow n : Strength n : Deflection I : Effective Unshored 0.462 in 0.000 in 0.249 in 0.462 in : L / 779.5 0.710 in : L / 506.7 Reactions CcD Right 5.62 k 5.69 k 11.32 k 1,197.93in4 Page 2 11 Analysis Values 23.76 psi 8.60 8.51 Effective Flange Width... Based on. Beam Span Based on Beam Spacing Effective Width 7.500 ft 5.600ft 5.600ft Section Properties Ixx : Steel Section 510.00 in4 I transformed 1,507.58 in4 Strans : top -- 277.78 in3 Strans : bot 89.88 in3 Strans : eff @ bot •79.79 in3 n•Strans : Ef © top 1,796.2 in3 X -X Axis from Bot - - -16.77 in Vh @ 100% 185.40 k Rev: 510001 Description ' NETSTREAM R24 Composite Steel Beam Design Input Section Name W18X35 Beam Span 29.000 ft Beam Spacing 6.330 ft Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full. Span .Uniform Loads... # 1 0.380 k/ft Full Span - Uniform Loads... # 1 0.470 k/ft Summary 4.500 in 2.000 in 12.000 in— 5.000 in Perpendicular Slab Both Sides Dead Loads (aP0ed before 7596 curing) [Live Loads ( applied alter -75%curing) OK Shored & Unshored Using: W18X35, Span = 29.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = 13,903.3 psi Unshored DL Stress Actual.= 9,084.3 psi Actual Shear Stress Actual = 2,416:6 psi Unshored Stress Check.... (Mdl /Ss • +. MI1/Straws) Actual = 16,468.1-psi. (MdI + Mil) /-Strans(top) Actual = 226:8 Alternate Unshored Stress Check : (MdI + Mil) / Ss Shored Concrete Stress Check....(MdI + MIl)1. (Strans :top • n) Shear Studs & Shear Transfer Actual # Studs 7 per 1/2 beam,span Stud Total req'd 1/2 Span 4studs Vh @ 100$ Zone 1 from 0.000 ft Zone 2 from 4.833 ft Zone 3 from 9.667 ft Zone 4 from. 14.500 ft Zone 5 from 19.333 ft Zone 6 from 24.167 ft to to to to to - ---to 12.50 k 185.40k 4.833ft , Use 9.667ft , Use 14.500ft , Use 19.333ft , Use 24.167ft , Use 29.000ft , Use Fy f'c Concrete Density Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 Point Loads... #1 Allowable = Allowable = Allowable = Allowable = Allowable = 19,373.0 427.1 3 studs 2 studs 2 studs 2 studs 2 studs 3 studs V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi ft ft 46.35 k 87.50 k Page 1 II Rev: 5,0001 Description NETSTREAM R24 { Deflections I : Transformed 1,553.50 in4 . Shored - Before•75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Reactions 1 Load Combinations...- Dead + Constvction Composite Max DL + LI Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead . +•Live Support Shears Sheer @ Left Shear © Right Section Name Depth Width.. Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom 12.83 k 12.83 k W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 #/ft 510.00 in4 57.63 in3 57.63 in3 .0 Left 8.02 k 6.81 k 12.83 k 43.63 k -ft ' 43.63 k -ft 49.41 k -ft 93.03 k -ft Composite Steel Beam 0.186.in (eAbr shores remo 0.000 in 0.210in 0.186 in : - C /1875.8 0.396in : L / 879.2 - Fb : -Allow n : Strength n : Deflection Ixx : Steel-Section [transformed Strans : top Strans : bot Strans : eff © bot n•Strans.:.Ef © top X -X Axis from Bot Vh ©..100% I : Effective Unshored 0.446 in 0.000 in 0.210 in 0.446 in : L / 779.8 0.656 in : L / 530.2 23.76 psi 8.60 8.51 CcD Riaht 6.02 k 6.81 k 12.83 k 510.00 in4 1,549.85 in4 303.97 in3 90.63 in3 -80.30 in3 1,950.9 in3 - - 17.10 in 185.40 k 1,226.87in4 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width ,4 7.250 ft 6.330ft 6.330ft Page 2 11 Analysis Values Section Properties Rev: 510001 Description NETSTREAM R25 _Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads (eppied before 75% curing) Full Span - Uniform Loads... *1 0.420 k/ft Live Loads (eppied e,ter 75% curing) Full Span - Uniform Loads... 1 0.350 k/ft Trapezoidal Loads... It 1 @ Left 0.350 k/ft Summary Unshored Stress Check.... (Mdl/Ss + MINStrans) Actual = (Mdl + MII) / Strans(top) Actual = Actual # Studs Total req'd 112 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W18X35 29.200 ft 6.920 ft 4.500 in -- 2.000 in 12.000 in 5.000 in Perpendicular Slab Both Sides 7 per 1/2 beam span Stud Capacity 4studs Vh @ 10096.. Composite. Steel Beam @ Right • — 0.350 k/ft Using: W18X35, Span = 29.20ft, Slab Thickness = 4.500in, Deck Rib Ht= Stress Checks for Shored & Unshored Cases... _ @ Bottom of Beam Actual = 15,431.2 psi Unshored DL Stress Actual '= 10,097.8 psi Actual Shear Stress Actual = 2,914.9 psi Alternate Unshored Stress Check: (MdI + Mil) / Ss Shored Concrete Stress Check....(Mdl +.MII) / (Strans :top • n) 18,394.2 psi 239.8-psi 12.50 k 185.40k Fy 36.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... --- #1 Point Loads... #1 2.00in, Rib Spac= Allowable = Allowable = Allowable = Allowable = Allowable = 21,596.5 446.1 0.000 ft to 4.477ft , Use 3 studs 4.477 ft to 8.955ft , Use 2 studs 8.955 ft to 13.432ft , Use 2 studs 13.432 ft _ tq 18.688ft , Use 2 studs 18.688 ft to 23.944ft , Use 2 studs 23.944 ft to 29.200ft , Use 3 studs V'h : min Vh : Used k k OK Shored & Unshored 12.00in, Rib Width= 5.00in w/ Slab Both 23,999.8 psi 23,999.8 psi 14,400.0 psi 32,400.0 psi OK 1,575.0 psi OK 27,360.0. psi 1,575.0 psi Shear Studs & Shear Transfer ft OK OK OK ft —> 14.000 ft 46.35 k 87.50 k /1/ Page 1 UJ C4 2 gg am: ca 9 uj W O }}` Q uJ z I - 2 0 O co 'WW) 't— Z , U —. O~` Z Rev: 5,000, Description NETSTREAM R25 I : Transformed L DeflectionS 1,583.13 in4 Shored - - Before 75 % Curing 0.206In falbr Motes remarec0 Construction Loads Only 0.000 in After 75% Curing 0.232 in Total Uncured Deflection 0.206 in': C1 1703.8 Composite- Deflection 0.438in -: L/ 799.9- Reactions 1 . - Load Combinations... Dead + Constuction Composite Max DL + LL Maximum. Moments Dead Load Alone Dead + Const Live Load Only Dead..+ Live: Support Shears Shear. ©..Left 15.48 k Shear © Right - 12.93 k Section Name Depth Width._ Flange Thick Web Thick. Area W..eight.. . . I -steel S steel : top S steel : bottom 48.49 k -ft 48.49 k -ft 55.76 k -ft 103.71 k -ft W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 #/ft 510.00 in4 57.63 in3 57.63 in3 6.64 k 8.84 k 15.48 k Section Properties 1 Analysis Values 1 Composite Steel. Beam Fb:Allow n : Strength n : Deflection Ixx : Steel- Section 510.00 in4 I transformed 1,579.59 in4 Strans : top 324:43 in3 Strans : bot 91.14 in3 Strans : eff @ bot -.80.65 in3 n•Strans.:.Ef © top 2,071.9 in3 X -X Axis from Bot - 17.33 in Vh © 100% 185.40 k 1: Effective Unshored 0.503 in 0.000 in 0.232 in 0.503 in : L / 696.7 0.735 in : L / 476.5 Cd2 Right 6.64 k 6.28 k 12.93 k 23.76 psi 8.60 8.51 1,247.23in4 Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 7.300 ft 6.920ft 6.920ft /1? Page 2 .,w • Rev: 510001 Composite Steel Beam Page 1 11 Description NETSTREAM R26 [Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location [Dead Loads (mod ire 75% Wig) Full-Span Uniform Loads... # 1 0.470 k/ft Live Loads (eppied after 75% cedng) Full Spar. Uniform Loads... # 1 0.390 k/ft Trapezoidal Loads... # 1 © Left 0.350 k/ft Summary Using: W18X35, Span = 29.20ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Stress Checks for Shared & Unshored Cases... Bottom of Beam Actual = 16,806.8 psi Unshored DL Stress Actual = 11,207.5 psi Actual Shear Stress Actual = 3,162.4 psi Unshored Stress Check.... (Mdl/Ss + MII/Strans) Actual = (MdI + MII) / Strans(top) Actual = Alternate Unshored-Stress Check : (MdI + MII) / Ss Shored Concrete Stress Check....(MdI 4-MII) / (Strans:topJ n) Shear Studs & Shear Transfer Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone5 from Zone 6 from W18X35 29.200 ft 7.750 ft 4.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both Sides Right 7 per 1/2 bearn Stud•Capacity 4studs Vh @ 100% 0.000 ft 4.477 ft 8.955 ft 13.432 ft 18.688 ft 23.944 ft to to to to 20,104.4 psi 248.0 Point Loads... #1 0.350 k/ft 12.50 k 185.40k to 4.477 ft , Use to 8.955ft , Use 13.432ft , Use - 18.688ft , Use 23.944ft , Use --29.200 ft , Use Fy f'c Concrete Density — Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... #1 Allowable = Allowable = Allowable = 3 studs 2 studs 2 studs 2 studs 2 studs 3 studs V'h : min Vh : Used k k OK Shored & Unshored 23,999.8 psi 23,999.8 psi 14,400.0 psi 36.00 ksi 3,500.00 psi 145.00 pcf —> 14.000 ft OK OK OK Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 23,581.1 27,360.0 psi 468.5 1,575.0 psi ft ft 46.35 k 87.50 k /93 ;z = W ` 00 co 0 ' _N W • u. 111 0, 2 g J u_ Q N Dr = C'1 W ' I- 0 Z F- D 0' rn 0 1— W U. 0 :' U N . 0 Z Rs' 510001 Description NETSTREAM R26 I Deflections I : Transformed 1,600.47 in4 • Shored Before 75 % Curing 0.226 in (after shave removecp Construction Loads Only 0.000in After 75% Curing 0.248 in - Total Uncured Deflection 0.226 in L /15497 Composite Deflection 0.474 in : L / 738.9 Load Combinations. ... Dead + Constuction Composite MaxDL +LL • Maximum ... Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Sheer. @. Left - Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight. I -steel S steel : top S steel : bottom 53.82 k -ft 53.82 k-ft 59.95 k -ft 113.24 k-ft 16.79 k � 14.24k W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34:986 #/ft 510.00 in4 57.63 in3 57.63 in3 .:.. 7:37k 9.42 k 16.79k Composite Steel Beam Ixx : Steel Section - I transformed Strans : top Strans : bot Strans : eff @ bot n•Strans : Ef © top X -X Axis from Bot Vh @100% • Fb : Allow -- 23.76 psi - n : Strength 8.60 n : Deflection 8.51 1: Effective Unshored 0.558 in 0.000 in 0.248 in 0.558 in : L / 627.7 0.806 in : L / 434.6 1,259.14in4 Reactions CAD Right 7.37 k 6.87 k 14.24 k Analysis Values 510.00 in4 1,597.00 in4 337.30 in3 91.44 in3 80.85 in3 2,147,9 in3 17.47 in 185.40 k Effective Flange Width... Based on Beam Span Based on Beam Spacing Effective Width 7.300ft 7.750ft 7.300ft Page 2 Section Properties [ si0001 Composite Steel Beam Description NETSTREAM R27 [Design Input Section Name W18X35 Beam Span 29.200 ft Beam Spacing 5.600 ft Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location 4.500 in 2.000 in 12.000 in 5.000 in Perpendicular Slab Both,Sides 'Dead Loads (eppied before 75% curing) Full Span Uniform Loads... # 1 0.340 k/ft L Live Loads ( *pied sitar 75 %curing) Full Span Uniform Loads... # 1 0.280 k/ft Trapezoidal Loads... # 1 © Left 0.350 k/ft © Right Summary Using: W18X35, Span = 29.20ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = 13,212.6 psi Unshored DL Stress Actual Shear Stress Unshored Stress Check.... (MdI/Ss + MIUStrans) Actual = (Mdi + MII) / Strans(top) Actual = Actual = 8,322.3 psi Actual = 2,502. psi 15,609.3 psi 243.4 psi Attemate Unshored Stress Check : (MdI + MN) / Ss Shored Concrete Stress Check....(MdI + MII) /. (Strans:top fn) Shear Studs & Shear Transfer Actual # Studs Total req'd 1/2 Span Zone t from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 7 per 1/2 beam span Stud 4studs Vh @ 100%. 0.000 ft 4.412 ft 8.825 ft 13.237 ft 18.558 ft 23.879 ft to 4.412 ft , Use to 8:825ft , Use to 13.237 ft , Use to 18.558.ft , Use to 23.879ft , Use to 29.2004t , Use 12.50 k 185.40k Fy 36.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 In Beam Weight Added Internally Using Partial Composite Action — Elastic Modulus 29,000.00 ksi Point Loads.., Point Loads... #1 --- 0.350 k/ft _ Allowable = Allowable = Allowable = Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 18,293.3 27,360.0 psi 441.3 1,575.0 psi 3 studs 2 studs 2 studs 2 studs 2 studs 3 studs V'h : min Vh : Used k k 23,999.8 psi 23,999.8 psi 14,400.0 psi OK OK OK ft ft - 14.000 ft /Xs Page 1 OK Shored & Unshored 46.35 k 87.50 k L k w 510001 Description NETSTREAM R27 L Deflections I : Transformed Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Load Combinations... . Dead + Constuction Composite Max DL +LI. Maximum Moments - Dead Load Alone Dead + Const Live Load Only Dead + Live- Support Shears Shear. @. Left Shear @ Right Section Properties Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel top S steel : bottom W18X35 17.700 in 6.000 in 0.425 in 0.300 in 10.300 in2 34.986 #/ft 510.00 in4 57.63 in3 57.63 in3 Composite Steel Beam 1,511.37 in4 Shored -- 0.176 in leer removed) 0.000 in 0.209 in 0.176 in : L / 1985.6 0.385 in : L / 909.0 I : Effective Unshored 1,197.93n4 0.415 in 0.000 in 0.209 in 0.415 in:L/845.3 0.624 in : L / 562.0 P Reactions 1 t-� 5.47k 7.81 k 13.29 k [Analysis Values 1 39.97 k -ft 39.97 k-ft 48.45 k -ft 87.85 k-ft 13.29 k 10:74 k Fb : Allow-- - n : Strength n : Deflectiorr box : Steel Section I transformed Strans : top Strans : bot Strans : eff @ bot n•Strans.. Ef @ top X -X Axis from Bot Vh @ 100% (di Right 5.47 k 5.26 k 10.74 k 23.76 psi 8.60 8.51 10.00 in4 1,507.58 in4 2T7.78 in3 89.88 in3 79.79 1n3 1,796.2 in3 16.77 in 185.40 k Effective Flange Width... Based on Beam Span 7.300ft Based on Beam Spacing ' 5.600ft Effective Width 5.600ft D U CD to W N u.? W 0< N n` v I- W • z 0; 0; W H rt W o- F= 0 Rev: 510001 Description NETSTREAM R31 Section Name Beam Span Beam Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full Span Uniform Loads... #1 #2 #3 #4 k/ft k/ft k/ft k/ft Full Span Uniform Loads... #1 #2 #3 #4 Summary k/ft k/ft k/ft k/ft Unshored Stress Check.... W24X76 25.700 ft 34.500 ft 4.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides Composite. Steel Beam Using: W24X76, Span = 25.70ft, Slab Thickness = 4.5001n, Deck Rib Ht= Stress Checks for Shored & Unshored Cases... Bottom of Beam Actual = 21,811.6 psi Unshored DL Stress Actual = 12,623.4_psi Actual Shear Stress Actual = 5,400.7 psi (Mdl/Ss• +MII/Strans) Actual = 24,1 84 6psii- (MdI + MO) /Strans(top) Actual = 4809 psi Alternate Unshored Stress Check : (Mdi + MII) / Ss Shored Concrete Stress Check....(Mdl Mil) / (Strans:top n) Design input Fy .fc Concrete Density .- -Stud Diameter 0.750 in Stud Height 3.500 in --Beam Weight Added Internally Using Partial Composite Action - " Elastic Modulus 29,000.00 ksi Head Loads (*POW before 75 % curing) Point Loads... # 1 9.600 k #2 9.800 k # 3 7.500 k # 4 5.100 k #5 7.600 k #6 7.600 k 36.00 ksi 3,500.00 psi 145.00 pcf 7.360ft 14.690ft 22.190ft 2.700ft 10.200ft 18.200ft Page 1 Live Loads (eppfedefer 75%ailing) Point Loads... # 1 10.800 k #2 #3 #4 #5 #6 2.00in, Rib Spac= 12.00in, Allowable = Allowable = Allowable = Allowable = Allowable = 26,861.2 907.2 13.100 k 11.300 k 6.200 k 7.200 k 7.200 k OK Shored & Unshored Rib Width= 5.00in w/ Slab Both 23,999.8. psi OK 23,999.8 psi OK 14,400.0 psi OK 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi 7.360 ft 14.690 ft 22.190 ft 2.700 ft 10.200 ft 18.200 ft W U ` o O' rA } 0 } J LL Q t = —W Z I— O Z H , W W 2 p iO '0 = t. . o f Z, U COI ; Z •s: Rev: 510001 Description • NETSTREAM R31 Shear Studs & Shear Transfer Actual # Studs Total req'd 1/2 Span Zone ..1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from [ Deflections I.: Transformed Reactions Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Load Combinations... Dead + Constuction Composite Max DL + LL Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left Shear @ Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel: top S steel : bottom 12 per 8 studs 0.000 ft 4.854 ft 9.709 ft 14.563 ft 18.276 ft 21.988 ft 184.71 k -ft 184.71 k -ft 208.33 k -ft 393.04 k -ft 51.27 k - 53.68 k W24X76 23.920 in 8.990 in 0.680 in 0.440 in 22.400 in2 76.086 #/ft 2,100.00 in4 175.59 in3 175.59 in3 Composite Steel Beam 1/2 beam span Stud Ca*acity Vh @ 100% to . to to to to to 382.29k C8 Left 24.42 k 26.85 k 51.27 k 4.854ft , Use 9.709ft , Use 14.563ft , Use 18.276ft , Use 21.988ft , Use 25.700ft , Use 4,902.62 in4 Shored 0.195 in (after shores removodl 0.000 in 0.217 in 0.195 in : L/1581.0 0.413 in: L/747.6 Ixx : Steel-Section I transformed Strans Strans : bot Strans- eff @ bot n`Strans : Ef @ top X-X Axis -from Bot Vh @100% 12.50 k Fb : Allow -I 23.76 psi n : Strength 8.60 n : Deflection -- 8.51 4 studs 5 studs 3 studs 3 studs 5 studs 4 studs ( Right 24.74 k 28.95 k 53.68 k 2,100.00 in4 4,889.46 in4 604.54 in3 240.48 in3 216.23 in3 3,820.8 in3 20.33 in 382.29 k V'h : min Vh : Used I : Effective Unshored 0.358 in 0.000 in 0.217 in 0.358 in : L / 861.1 0.575 in : L / 535.9 3,855.563n4 95.57 k 150.00 k l Analysis Values Effective Flange Width... Based on Beam Span 6.425ft Based on Beam Spacing 34.500ft Effective Width 6.425ft Page 2 Section Properties Rev: 510001 Description NETSTREAM R32 Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location . J, Composite Steel Beam Design Input Section.Name- _ W24X08 Fy Beam Span 25.700 ft - fc Beam Spacing • • • 30.000 if • Concrete Density 4.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides Dead Loads (epr ed before 75% cwfng1 FuII Span.Uniform Loads... # 1 k/ft # 2 k/ft # 3 k/ft Live Loads (appfed after 75% cu►fng) Full Span Uniform Loads... # 1 k/ft #2 k/ft #3 Summ ary Actual # Studs Total req'd 1/2 Span 12 per 1/2. beamspan Stud Capacity 8 studs Vh @ 100 %.. Using: W24X68, Span = 25.70ft. Stab Thickness = 4.5001n, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Stress Checks for Stared & Unstated Cases... (d3 Bottom of Beam Actual= .22,498.8 psi Allowable = 23,999.8. psi OK Unshored DL Stress Actual = 12,517.2 psi Allowable = 23,999.8 psi OK Actual Shear Stress Actual.= 5,678.0• psi Allowable = 14,400.0 psi OK Unshored Stress Check.... (Mdl/Ss + MII/Strans) Actual = 25,025.0 psi Allowable = 32,400.0 psi OK (MdI + MII) / Strans(top) Actual = 487.6 psi Allowable = 1,575.0 psi OK Alternate Unshored Stress Check : (MdI + Mil) Ss Shored Concrete Stress Check....(MdI + Mil) / (Strans:top * n) Shear Studs & Shear Transfer Zone 1 from 0.000 ft to - 3.427ft , Use 4 studs Zone 2 from 3.427 ft to 6.8531t , Use 5 studs Zone 3 from 6.853 ft to 10.280ft , Use 3 studs Zone 4 from 10.280 ft to 15A20ft , Use 3 studs Zone 5 from 15.420 .ft to 20.560ft , Use 5 studs Zone 6 from 20.560 ft to 25.700ft , Use 4 studs 12.50 k 361.80k Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... # 1 10.400 k # 2 15.200 k # 3 15.200 k Point Loads... # 1 16.800 k # 2 19.100 k # 3 19.100 k 28,187.4 27,360.0 psi 877.1 1,575.0 psi V'h : min Vh : Used 36.Q0 ksi 3,500.00 psi 145.00 pcf 2.700ft 10.200ft 18.200 ft 2.700 ft 10.200 ft 18.200 ft 9Q.45 k 150.00 k / Page 1 OK Shored & Unshored Rev: 510001 Description NETSTREAM R32 LDeflections I : Transformed • 4,429.00 in4 Shored. Before 75 % Curing 0.183 in (after Moms memo. Construction Loads Only 0.000 in After 75% Curing 0.2291n Total Uncured Deflection 0.183 in :- /1686.1 Composite - Deflection - 0.412 in L / 749.4 Reactions 1 Load Combinations... Dead + Constuction Composite MaxDL +LL Analysis Values Maximum Moments • •• Dead Load Alone Dead + Const Live Load Only Dead.+-Live Support Shears Shear @ Left. Shear @ Right Section Properties Section Name Depth Width.. Flange Thick Web Thick Area Weight . I -steel S steel.: top - S steel : bottom tt Left 23.79k 32.13 k 55.92 k 160.88 k -ft 160.88 k-ft 201.41 k -ft 362.29 k -ft 55.92 k 41.64 k W24X68 23.730 in 8.965 in 0.585 in 0.415 in 20.100 in2 68.274 #/ft 1,830.00 in4 154.24 in3 154.24 in3 Composite Steel Beam Fb : Allow 23.76 psi n : Strength 8.60 n : Deflection 851 Ixx : Steel Section I transformed Strans : top Strans : bot Strans : eff @ bot-- n•Strans :.Ef @ top X -X Axis from Bot Vh.@ 100% • I : Effective Unahored 0.350 in 0.000 in 0.229 in 0.350 in : L / 880.7 0.579 in : L / 532.9 • -- (81 Right 18.77 k 22.87 k 41.64 k 1,830.00 in4 4,417.49 in4 - 576.36 in3 214.80 in3 193.23 in3 3,663.9 in3 20.57 in 361.80k 3,503.471n4 Effective Flange Width... Based on Beam Span 6.425ft Based on Beam Spacing 30.000ft Effective Width 6.425ft /5? Page 2 11 Description NETSTREAM R33 'Design Input 1 Section Name.' W1aX40 Beam Span 25.700 ft Beam Spacing::. 30.000 ft Slab Thickness Deck Rib Height: " Rib Spacng Rib Width • Rib Orientation Beam Location Full Span Uniform Loads... 1 k/ft #.2 • k/ft #3 k/ft Fuli•Span•Uniform Loads... # 1 k/ft #2 k/ft #3 Summary @ Bottom of Beam Unshored DL Stress Actual Shear Stress Actual #Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3•from Zone 4 from Zone 5 from Zone 6 from 4.500 in 2.000 in' 12.000 in 5.000 in Parallel Slab One Side Actual Actual. _ Actual • 0.000 ft 3.427 ft 6.853 ft 10.280 ft 15.420 ft 20.560 ft Composite Steel Beam to to to to to to 12 per 1/2 beam, span Stud Capacity 4 studs Vh @ 100% r) :r r4, +hi.7 Dead Loads ( VOW before 75% ) 1 19,004.6 psi 14,010.9 psi 4,059.3 psi Live Loads ( applied after 75% curing) 1 Using: W18X40, Span = 25.70ft, Stab Thickness = 4.500in, Deck Rib Ht= Stress Checks for Shored & Unshored Cases... Unshored Stress Check.... {MdI/Ss + MIUStrans) Actual = 22,962.3 psi (MdI + Mil) / Strans(top) Actual = - 451.6 - psi Aftemate Unshored Stress Check : (Mdl + Mil) / Ss Shored Concrete Stress Check....(Mdl + MII) / ( Strans:top * n) 12.50 k 191.14k 3.427ft , Use 6.853 ft , Use 10.280ft , Use - .-15.420ft , Use 20.560ft , Use 25.71)0 ft , Use Fy 36.00 ksi Pc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... # 1 5.100 k #2 7.500 k #3 7.500 k Point Loads... it 1 5.600 k #2 6.800 k # 3 6.800 k OK Shored & Unshored 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One Allowable = Allowable = Allowable = 23,999.8 psi 23,999.8 psi 14,400.0 psi OK OK OK Allowable = 32,400.0 psi Allowable = 1,575.0 psi OK 26,486.2 27,360.0 psi 958.7 1,575.0 psi 4 studs 5 studs 3 studs 3 studs 5 studs 4 studs V'h : min Vh : Used 2.700ft 10.200ft 18.200ft 2.700 ft 10.200 ft 18.200 ft OK Shear Studs & Shear Transfer 1 47.79 k 150.00 k r^� Rev: 510001 Description NETSTREAM R33 Section Depth Width Flange Thick Web Thick Area Weight I -steel S steel.: top. S steel : bottom . Load Combinations... Dead + Constuction Composite Max DL + Lt Maximum. Moments • Dead Load Alone Dead + Const Live Load Only Dead* Live Support Shears Shear @ Left • Shear © Right W18X40 17.900 in 6.015 in 0.525 in 0.315 in 11.800 in2 40.081 #/ft. 612.00 in4 68.38 in3 68.38 in3 - CO Left 11.79 k 11.10k 22.89 k 79.84 k ft 79.84. k -ft 71.09 k ft 150.93 k -ft 22.89 k 17.44 k Composite Steel Beam 'Deflections I : Transformed • 1,530.68 in4 Shored ." Before75 % Curing 0.223 in : (9Aersho+e9 removed. Construction Loads Only 0.000in After-75% Curing 0.198 in Total Uncured Deflection 0.2231n•-:--6/1382.2 Composite Deflection .••• .• • 0.421 in : L / 731.9 Fb : n : Strength n : Deflection Ixx : Steel 612.00 in4 I transformed 1,526.20 in4 Strans : top 219.67 in3 Strans : bot 98.77 in3 Strans : eff @ bot- 95.30 in3 n•Strans : Ef © top 1,740.7 in3 X -X Axis from Bot— 15.45 in Vh©100% 191.14k • I : Effective Unshored 0.520 in 0.000 in 0.198 in 0.520 in : L / 593.3 0.718 in : L/ 429.5 23.76 psi 8.60 8.51 fa Right 9.34 k 8.10 k 17.44 k 1,425.82n4 Effective Flange Width... Based on Beam Span 3.212ft Based on Beam Spacing 15.000ft Effective Width 3.212ft /5c2 Page 2 II Reactions Analysis Values Section Properties Description NETSTREAM R34 _r Deflections 1 I : Transformed • Before75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Load Combinations... Dead + Constuction Composite Max DL + LL Maximum Moments.. Dead Load Alone Dead + Const Live Load Only Dead.+ Live : Support Shears Shear.@ Left Shear © Right Section Name Depth Width ..:. Flange Thick Web Thick Area Weight... I -steel S steel : top S steel : bottom W21X50 20.830 in 6.530 in 0.535 in 0.380 in 14.700 in2 49.931 #/ft 984.00 in4 94.48 in3 94.48 in3 2,724:56 in4 Shored -- 0190in' (shores 0.000 in 0.234 in .... 0.190 in : L /1626.r 0,424 in-: L / 727.6 Reactions 110.73 k -ft 110.73 k-ft 138.76 k -ft 249.46 k-ft. 27.58 k 35.81 k L 12.72 k 14.86k 27.58k Composite Steel Beam Fb : Allow --- n : Strength n : Deflection boc : Steel Section• I transformed . Strans : top Strans : bot Strans : eff @ bot n•Strans.:. Ef © top X X Axis from BM Vh @ 100% • @ Right 15.47 k 20.34 k 35.81 k 23.76 psi 8.60 8:51 984.00 in4 2,718.09 in4 443.22 in3 141.59 in3 129.95 in3 3,070.6 in3 19.20 in 264.60 k I : Effective 2,294.51in4 Unshored 0.442 in 0.000 in 0.234 in 0.442 in : L / 697.4 0.676 in : L / 456.0 Effective Flange Width... Based on Beam Span 6.425ft Based on Beam Spacing 34.500ft Effective Width 6.425ft Page 2 Analysis Values Section Properties L k Rev: 810001 Description NET:STREAM R34 • I Design Input Section :Name• Beam Span Beam.Spacing Slab Thickness Deck.Rib:Height Rib Spacng Rib'Width. • Rib Orientation Beam. Location Dead Loads 1 Full-Span Unitenn-Leads... # 1 k/ft #-2 k/ft # 3 k/ft Live Loads (eppled after 75 %curing) 1 Full Span Uniform- Loads... # 1 kfft # k/ft # 3 k/ft Summary �. Using: W21 X50, Span = 25.70ft, Slab Thickness = Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Actual = Unshored DL'Stress Actual .= Actual Shear Stress Actual.--= Unshored Stress Check.... (Mdl/Ss-+ MII/Strans) Actual = (Mdl + Mll) / Strans(top) Actual = Alternate Unshored Stress Check : (Mdl + Mil) tSs Shored Concrete Stress Check...:(MdI + MII) / (Strans:top * n) Shear Studs & Shear Transfer. Actual # Studs • Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from W21X50- 25.700 ft 34.500 ft' 4.500 in 2.000 in 12.000 in 5.000 in•• Parallel Slab Both ides ( applied befb►e 75% eurif'ng Composite Steel Beam 12 per.1/2.beam span Stud eapacity 10 studs Vh @ 100% 0.000 ft 4.912 ft 9.823 ft.' 14.735 ft 18.390 :ft. 22.045 ft. to to to to to . to 4,500in, Deck Ht= 23;036.4 psi 14,063.6 psi 4,523.5 psi 26,877:7 -psi 436.9 psi 12.50 k 264.60k 4.912ft , Use -- 9.823ft , Use 14.735ft , Use ._,18.390 ft , Use 22.045 ft , Use 25.700 ft , Use Fy 36.00 ksi fc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in -Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... # 1 9.600 k #2 9.800 k # 3 7.500 k Point Loads... # 1 10.800 k # 2 13.100 k 0-3 11.300 k 2.00in, Rib Spec= Allowable= Allowable = Allowable = Allowable = Allowable = 31,684.4 785.4 4 studs 5 studs 3 studs 3 studs 5 studs 4 studs V'h : min Vh : Used 23,999.8 psi 23,999.8 psi 14,400.0 psi 32,400.0 psi OK 1,575.0 psi OK 27,360.0 psi 1,575.0 psi 7.360ft 14.690ft 22.190ft 7.360 ft 14.690 ft 22.190ft OK Shored & Unshored 12.00in, Rib Width= 5.00in w/ Slab Both OK OK OK 118.39 k 150.00 k /5' Page 1 I L k 510001 Composite Steel Beam Page 1 Design Input Description NETSTREAM R37 Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full Span Uniform- Loads... # 1 k/ft #2 k/ft # 3 k/ft #4 k/ft Full Span Uniform Loads... #1 k/ft # k/ft # 3 k/ft k/ft Summary Actual # Studs W27X84' 26.700 ft 30.000 ft 4.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides Using: W27X84, Span = 26.70ft, Slab Thickness = 4.500in, 13 per 1/2 beam span Stud Capacity 32studs Vh @ 100% Fy 50.00 ksi f'c 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Full Composite Action Stress Checks for Shored & Unshored Cases... @ Bottom of Beam Actual = 26,126.5 psi Unshored DL Stress Actual = 10,137.5 psi Actual Shear Stress Actual = •6,878.7 psi Unshored 'Stress Check.... (Mdl/St + MWStrans) Actual = 28,004. T psi (Mdl + MII) / Strans(top) Actual = - 754.8 -psi Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check....(Mdi + MII) / (Strans:top *.n) 12.50 k Total req'd 1/2 Span Zone 1 from 0.000 ft to 4.213ft , Use 5 studs Zone 2 from 4.213 ft to --r 8.425ft , Use 4 studs Zone 3 from 8.425 ft to 12.638ft , Use 4 studs Zone 4 from 12.638 ft to 17.325ft , Use 4 studs Zone 5 from 17.325 ft to 22.013 ft , Use 4 studs Zone 6 from 22.013 ft to.. 26.700ft , Use 5 studs 397.16k Elastic Modulus 29,000.00 ksi Dead Loads - (appied before 75%curfng) Point Loads... #1 10.900k # 2 12.000 k # 3 11.000 k # 4 8.700 k Live Loads - f word br %cwtn9) 1 Point Loads... # 1 11.700 k # 2 33.100 k # 3 22.000 k # 4 29.800 k Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both - Allowable = Allowable = -Allowable = Allowable = • Allowable = 32,065.5 1,103.7 [Shear Studs & Shear Transfer V'h : min Vh : Used IIMM + n,,« wowsm .avoww.w.w......,..,...,,... .........,._....._.. ..................,..,w,vsmarrgu TCP01011Mn"+5355115r 33,333.0 psi 33,333.0 psi 20,000.0 psi OK OK OK OK Shored & Unshored 45,000.0 psi OK 1,575.0 psi OK 38,000.0 psi 1,575.0. psi 6.330ft 12.670ft 18.170ft 23.700ft 6.330 ft 12.670 ft 18.170 ft 23.700 ft 397.16 k 162.50 k Description NETSTREAM R37 Deflections I : Transformed Before 75 % Curing Construction. Loads Only After75% Curing Total Uncured Deflection Section Name Depth Width Flange Thick Web Thick Area Weight. I -steel S steel : top S steel : bottom 6,459.95 in4 Shored Composite Steel Beam 0.149 in (anbr shoms removed) 0.000 in 0.315 in 0.149 in : L /2151.7 Composite Deflection 0-.464in : L / 690.5 Reactions Load Combinations... Dead + Constuction Composite Max DL LL Maximum Moments. Dead Load Alone Dead + Const• Live Load Only Dead .+ Live Support Shears Shear @• Left Shear @ Right - W27X84 26.710 in 9.960 in 0.640 in 0.460 in 24.800 in2 84.238 #/ft 2,850.00 in4 213.40 in3 213.40 in3 Alt-ft 20.24 k 36.70 k 56.93k 180.28 k-ft 180.28 k-ft 389.96 k -ft 570.24 k-ft 56.93 k 84.52 k Fb : Allow n •: Strength n : Deflection I : Effective 5,159.10in4 Unshored 0.270 in 0.000 in 0.315 in 0.270 in : L/ 1188.7 0.585 in : L / 548.1 (rD Right 24.61 k . 59.90 k 84.52 k Analysis Values 1 33.00 psi 8.60 8:51 Ixx : Steel- Section 2,850.00 in4 I transformed 6,442.46 in4 Strans : top -- 720.92 in3 Strans : bot 289.24 in3 Strans : eff @ bot 261:91 in3 n`Strans : Ef @ top 4,627.0 in3 X -X Axis from Bot 22.27 in Vh @ 100% 397.16 k Effective Flange Width... Based on Beam Span 6.675ft Based on Beam Spacing 30.000ft Effective Width 6.675ft Section Properties 1 Rw: 510001 Description NETSTREAM R38 ' Input Section-Name= W21X44 Fy Beam Span 26.700 ft Beam Spacing% . . 30.000 ft - Concrete Density Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Full Span Uniform Loads... #1 k/ft #2 k/ft # 3 k/ft #-4 k/ft Full SpaniJniform-Loads... # 1 k/ft #2 k/ft # 3 k/ft #4. k/ft Summa 4.500 in 2.000 in.. 12.000 in 5.000 in Parallel Slab One Side Composite Steel Beam Unshored Stress Check.... (Mdl/Ss + MlilStrans) Actual= 26,080.5 .psi (Mdl + MII) / Strans(top) Actual =- 655.9 -psi Attemate Unshored Stress Check : (MdI +.MII) /.Ss Shored. Concrete Stress Check....(Mdl + MIl) / (Strans:top'. n) Actual # Studs 13 per 1/2 beam span Stud Capacity 12.50 k Total req'd 1/2 Span 9studs Vh © 100% ...498.58k Zone 1 from 0.000 ft to 4.213ft , Use 5 studs Zone 2 from 4.213 ft to --: 8.425ft , Use 4 studs Zone 3 from 8.425 ft to 12.638ft , Use 4 studs Zone 4 from 12.638 ft to ..,17.325 ft , Use 4 studs Zone 5 from 17.325 ft to 22.013ft , Use 4 studs Zone 6 from 22.013 ft to 26.700ft , Use- 5 studs 36.00 ksi 3,500.00 psi 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action -- Elastic Modulus 29,000.00 ksi /57 Page 1 Dead Loads (VOW before 75 %curing) Point Loads... # 1 6.000 k # 2 5.600 k # 3 5.300 k # 4 4.200 k Point Loads... # 1 6.800 k # 2 9.900 k # 3 6.100 k # 4 8.600 k V'h : min Vh : Used 6.330ft 12.670ft 18.170ft 23.700ft Live Loads ('Wattled alter 75% curing) 6.330ft 12.670 ft 18.170 ft 23.700 ft OK Shored & Unshored Using: W21X44, Span = 26.70ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab One Stress Checks tor Shored & Unshored Cases... Bottom of Beam Actual = 22,302.7 psi . Allowable = 23,999.8 psi OK Unshored DL Stress Actual = • 93,010:4 psi Allowable = 23,999.8 psi OK Actual Shear Stress Actual = 4,162.5 psi .Allowable = 14;400.0 psi OK . Allowable = 32,400.0 psi OK Allowable = 1,575.0 psi OK 31,428.7 27,360.0 psi 1,119.2 .1,575.0. psi 'Shear Studs & Shear Transfer 101.10 k 162.50 k UI U Q : N gl W W ! W O; J u . I— W Z O ` I- 2 LU Z U co O z i.:• Rev; 510001 Description ' NETSTREAM R38 Composite Steel Beam Page 2 Deflections 1 I : Transformed 2,070.14 in4 Shored Before 75 % Curing 0.194 in (afar shores removed) Construction Loads Only 0.000 in • After 75% Curing 0:269 in Total Uncured Deflection Composite Deflection 0.463 in L / 691.9 .Load Combinations:.: Dead + Constuction Composite Max DL +• LL Maximum Moments Dead Load Alone Dead + Const Live Load Only Deed.. +-Live-. Support Shears Shear ©. Left Shear © Right Section Name Depth Width Flange Thick Web Thick Area Weight • I -steel S steel top - S steel : bottom 88.48 k -ft 88.48 k-ft 125.26 k -ft 213.73 It-ft 23.58 k 30.10 k W21X44 20.660 in 6.500 in 0.450 in 0.350 in 13.000 in2 44.157 *ft 843.00 in4 81.61 in3 81.61 in3 ttZ Left 10.27 k•.. 13.31 k 23:58k 0.194 in : L/1651.5 - Fb : Allow - 23.76 psi n : Strength 8.60 n : Deflection - 8:51 box : Steel Section - I transformed Strans : top Strans : bot Strans : eff bot n•Strans : Ef © top X X Axis from Bot Vh © 100% I : Effective - Unshored 0.449 in 0,000 in 0.269 in . 0.449 in : L/ 712.8 0.718 in : L/ 446.0 1,953.08in4 Reactions 1 • •— Right 12.00 k 18.09 k 30.10 k Analysis Values 1 Effective Flange Width... Based on Beam Span 3.337ft Based on Beam Spacing 15.000ft Effective Width 3.337ft Section Properties 1 843.00 in4 2,064.00 in4 266.48 in3 118.52 in3 145.00 in3 2,140.0 in3 17.41 in 198.58 k Rev: 510001 Description. NETSTREAM R39 Design Input Section. Name.: Beam Span Beam. Spacing ... Slab Thickness Deck Rib: Height Rib Spacng Rib - - Width : Rib Orientation Beam -. Dead Loads (eppied before 7596 curing) Full Span•Uniform Loads... #1 k/ft #2. k/ft # 3 k/ft Full Span Uniform Loads... #1 0.350k/ft #2 k/ft #3 k/ft I immy Actual # Studs Total req'd 1/2 Span W24X55 25.900 ft 39.000 ft 4.500 in 2.000 in 12.000 in 5.000 in Parallel Slab One Side Composite Steel Beam 12 per 1/2 beam span Stud-Capacity 12.50 k °studs Vh @ 100% .492.63k Fy fc Concrete Density Point Loads... # 1 8.400 k # 2 .8.400 k #3 8.400 k Point Loads... #1 #2 #3 Zone.1 from 0.000 ft to 4.144ft , Use 4 studs Zone 2 from 4.144 ft to 8.288ft , Use 5 studs Zone 3 from 8.288 ft to 12.432ft , Use 3 studs Zone 4 from 12.432 ft to 16.924ft , Use 3 studs Zone 5 from 16.921 ft to 21.411 ft , Use 5 studs `�..J Zone 6 from 21.411 ft to 25.9W) ft , Use 4 studs 10.300 k 10.300 k 10.300 k V'h : min Vh : Used 36.90 ksi 3,500.00 psi 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Live Loads ( *Pied a#er75 % cluing) OK Shored & Unshored Using: W24X55, Span = 25.90ft. Stab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spec= 12.00in, Rib Width= 5.00in w/ Slab One Stress Checks tor Shored & Unshored Cases... Bottom of Beam Actual = 21,717.9 psi _ Allowable = 23,999.8 psi OK y Unshored DL Stress Actual = 12,077.8 psi Allowable = . 23,999.8 psi OK Actual Shear Stress Actual= 3,699.5 psi. Allowable = 14,400.0 psi OK Unshored Stress Check.... (Mdl/Ss + MII/Strans) Actual = 24,863.2 psi Allowable = 32,400.0 psi OK (Mdi + MII) / Strans(top) Actual = 713.4 Allowable = 1,575.0 psi OK Altemate Unshored Stress Check : (Mdl + MII) / Ss 29,365.2 27,360.0 psi Shored Concrete Stress Check....(Mdl + MII) / (Strans:top • n) 1,211.8 1,575.0 psi 6.210ft 12.420ft 18.630ft 6.210 ft 12.420 ft 18.630 ft l Shear Studs & Shear Transfer 67.33 k 150.00 k /5? Page 1 z Rev: 510001 Description NETSTREAM R39 L Deflections I : Transformed :. Before 75 %Curing Construction Loads Only After78% Curing' Total Uncured Deflection Com posiite- Reflection • L Reactions Load Combinations... • . Dead•+ Constuction Composite Max + Analysis Values Maximum-Momenta • Dead Load Alone Dead + Const Live Load Only. Dead- + - Live Support Shears Sheaf @:Left Shear © Right - Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel': top. S steel bottom Section Properties 115.30 k -ft 115.30 k -ft 165.03 k - ft 280.32 k=ft• 34.44 k --- 32.15 k W24X55 23.570 in 7.005 in 0.505 in 0.395 in 16.200 in2 55.027 #/ft 1,350.00 in4 114.55 in3 • 114.55 in3 3,015.43 in4 Shored Left 13.83W 20.61 k 34,44k= Composite Steel Beam 0:162 in (after shores 'moved) 0:000 in - 0.234 in • 0.162 in : L/1918.9 0.396 in L / 785.6- Fb : Allow n : Strength n : Deflection I : Effective 2,819.63n4 Unshored 0.338 in 0,000 in 0.234 in 0.338 in : L / 918.8 0.572 in : L / 543.5 Right 12.80 k 19.35 k 32.15 k 23:76 psi 8.60 8.51 hoc : Steel Section 1,350.00 in4 I transformed 3,006.04 in4 Strans : top 32-2.78 in3 Strans : bot 160.26 in3 Strans : eff @ bot ' 154.891n3 n•Strans : Ef © top 2,565.3 in3 X -X Axis from Bot - -48.76 in Vh @ 100% 192.63 k /' Effective Flange Width... Based on Beam Span 3.237ft Based on Beam Spacing 19.500ft Effective Width 3.237ft Page 2 �Rw: 510001 Description NETSTREAM R40 Design Input Section-Name: Beam Span Beam Spacing* Slab Thickness Deck Rib-Height Rib Spacng Rib Width' ... Rib Orientation Beam: Location - • FulESpan Uniform: Loads... # 1 k/ft # 2 k/ft #3 k/ft ffi4- k/ft FuII.Span Uniform-Loads... # 1 0.350 k/ft k/ft # 3 k/ft # 4. k/ft L Summary • �- W27X84 ::: 25.900 ft 34:500 4.500 in 2.000: in.. 12.000 in 5.000. in Parallel Slab Both:Sides Composite Steel Beam Fy fc Concrete Density . —Stud Diameter Stud Height Beam Weight Added Internally Using Partial Composite Action • – Elastic Modulus 29,000.00 ksi Dead Loads ( applied before 75% curing) Point Loads... # 1 8.400 k # 2 14.800 k # 3 8.400 k # 4 5.800 k # 5 5.500 k #6 4.400 k Point Loads... 1 10.300 k #2 #3 #4 #5 #6 22.700 k 10.300 k 6.700 k 6.300 k 11.400 k 50.00 ksi 3,500.00 psi 145.00 pcf 0.750 in 3.500 in 6.210ft 12.420ft 18.630ft 4.500ft 17.330ft 22.900ft /6/ Pa 1 Live Loads (applied after 75% curing) 6.210ft 12.420 ft 18.630 ft 4.500 ft 17.330 ft 22.900 ft OK Shored & Unshored Using: W27X84, Span = 25.90ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Both Stress Cheeks for- Shored & Unshored Cases... ©. Bottom of Beam Actual.= 23,266.6 psi Allowable = 33,333.0 psi • OK Unshored•DL Stress Actual- 11,336.7 psi Allowable = 33,333.0 psi OK Actual Shear Stress Actuar= 5,337.4 psi Allowable = •20,000.0 psi OK Unshored Stress Check.... (Mdl/Ss + MII/Strans) Actual = 25,309.7 psi Allowable = 45,000.0 psi OK (MdI + MII) / Strans(top) Actual = • 599.2 psi 'Allowable = 1,575.0 psi OK Alternate Unshored Stress Check.: (MdI.. +.MII) / Ss 28,381.6 38,000.0 psi Shored.Concrete Stress Check....(Mdt.+ M11) / (Strans:top * n) 997.8 1,575.0 psi rn kt TAIIMIPMI !tmttw aex+r rout arwmoeeHn w...v..,..11 Rev: 51000 Description NETSTREAM R40 Actual. #Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone.3:from.. Zone 4 from Zone 5. from Zone 6 from I.: Transformed Before•75•% Curing Construction Loads Only After 75% Curing Total. Uncured Deflection Composite Deflection Load Combinations... Dead + Constuction Composite. Max DL + LL Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead+ Support Shears Shear @ Left Shear © Right Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top S steel bottom 12 per 8 studs 0.000 ft 4.144 ft 8.288 ft .. 12.432 ft 16.921 ft 21.411 ft 201.61 k -ft 201.61 k-ft 303.12 k -ft 504.73 k -ft 60.67 k 65.58 k W27X84 26.710 in 9.960 in 0.640 in 0.460 in 24.800 in2 84.238 #/ft 2,850.00 in4 213.40 in3 213.40 in3 Cal/ Left 24.66 k 36.01. k 60.67k Composite Steel Beam [Shear Studs & Shear Transfer 1 1/2 beam span Stud Capacity Vh@100 %- 12.50 k 385.26k to 4.144ft Use 4 studs to 8.288 ft , Use 5 studs to 12.432ft , Use 3 studs to 16.921 ft , Use 3 studs to 21.411 ft , Use 5 studs to 25.900ft , Use 4 studs Deflections 1 6,410.65.1n4 Shored 0:158 in (afiershores removed/ 0:000 in 0.236 in 0:1581v. L /1970.6. 0.394 in : L / 789.3- Fb : •Allow n : Strength n : Deflection- hoc : Steel Section I transformed Strans : top Strans : bot Strans : eff @ bot n•Strans : Ef © top X -X Axis from Bot Vh @100% V'h : min Vh : Used I : Effective Unshored 0.281 in 0.000 in 0.236 in 0.281 in : L / 1107.4 0.517 in : L/ 601.6 33.00 psi 8.60 8.51 (cD Right 24.82 k 40.76 k 65.58 k 2,850.00 in4 6,393.12 in4 - 765.861n3 288.59 in3 260.32 in3 4,477.8 in3 22.15 in 385.26 k 5,071.7&n4 96.32 k 150.00 k Reactions 1 Analysis Values Effective Flange Width... Based on Beam Span 6.475ft Based on Beam Spacing 34.500ft Effective Width 6.475ft /6 q Page 2 Section Properties 1 Rev; 510001 Description NETSTREAM R41 Design Input Section Name W27X84 Beam Span 25.900 ft Beam Spacing 30.000 ft Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads '( applied before 75% caving) FuII Span Uniform Loads... #1 #2 #3 #4 [Live Loads ( VOW after 75 %curing) Full Span Uniform-Loads... #1 #2 #3 #4 Summary Using: W27X84, Span = 25.90ft, Slab Thickness = Stress Checks for Shored Unshored Cases... @ Bottom of Beam Actual = Unshored DL Stress Actual = Actual Shear Stress Actual = Actual # Studs k/ft k/ft k/ft k/ft k/ft k/ft kift k/ft 4.500 in 2.000 in 12.000 in 5.000 in Parallel Slab Both Sides 12 per 1/2 beam span Stud Capacity 8 studs Vh @ 100% Composite Steel Beam 4.500in, Deck Rib Ht= 2.00in, Rib Spec= 12.00in, Rib Width= 5.00in w/ Slab Both 23,461.3 psi 9,619.4 - psi - 6,164.4 psi 12.50 k Total req'd 1/2 Span Zone 1 from 0.000 ft to 3.971 ft , Use 4 studs Zone 2 from 3.971 ft to 7.943ft:, Use 5 studs Zone 3 from 7.943 ft to 11.914ft , Use 3 studs Zone 4 from 11.914 ft to 16.576ft , Use, 3 studs Zone 5 from 16.576 ft to 21.238ft , Use 5 studs Zone 6 from 21.238 ft to 25.900ft , Use --4 studs 385.26k Fy fc Concrete Density Stud Diameter Stud Height Beam Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... # 1 11.600 k #2 12.600 k # 3 11.000 k #4 8.700 k Point Loads... # 1 12.900 k # 2 33.000 k # 3 12.200 k # 4 29.800 k Allowable = Allowable = Allowable = Unshored Stress Check.... (MdUSs +MIUStrans) Actual = 24,895.0 psi Allowable = (Mdl + MII) / Strans(top) Actual = -655.1 psi Allowable = Alternate Unshored Stress Check : (MdI + MII) / Ss 28,253.2 Shored Concrete Stress Check....(Mdl + MII) / ( Strans:top * n) 993.3 V'h : min Vh : Used OK Shored & Unshored 33,333.0 psi 33,333.0 psi 20,000.0 psi 50.00 ksi 3,500.00 psi 145.00 pcf 0.750 in 3.500 in 4.500ft 11.830ft 17.330 ft 22,900ft 4.500 ft 11.830 ft 17.330 ft 22.900 ft OK OK OK 45,000.0 psi OK 1,575.0 psi OK 38,000.0 psi 1,575.0 psi Shear Studs & Shear Transfer 96.32 k 150.00 k Z : U O. to 0 ' W W., co LL, W 0 u. = d Z 12 ' U.1 ui U (3 N . ;0 ; O H =V i. II- 0 . w H =` 0 i... Rev: 510001 Description NETSTREAM R41 Deflections I : Transformed 6,410.65 in4 Shored Before 75 %Curing 0.136 in (after shores remoMed/ Construction Loads Only 0.000 in After 75% Curing 0.253 in Total Uncured Deflection 0.136 in : L /2290.3" Composite- Deflection 0.389 in : L / 798.6 Reactions Load Combinations... Dead + Constuction Composite Max DL + LI Analysis Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead .+ Live- Support Shears Shear © Left Shear © Right 171.07 k -ft 171.07 k-ft 331.38 k -ft 502.44 k -ft .. 58.24 k 75.74 k Section Properties Section Name Depth Width. Flange Thick Web Thick Area Weight I -steel S steel : top S steel : bottom W27X84 26.710 in 9.960 in 0.640 in 0.460 in 24.800 in2 84.238 #/ft 2,850.00 in4 213.40 in3 213.40 in3 Left 22.17 k 36.07 k 58.24 k Composite Steel Beam • te4 Right 23.91 k 51.83 k 75.74 k Fb : Allow 33.00 psi n : Strength 8.60 n : Deflection 8:51 Ixx : Steel Section I transformed Strans : top Strans : bot Strans : eff @ bot n•Strans : Ef @ top X -X Axis from Bot Vh @ 100% I : Effective 5,071.76in4 Unshored 0.241 in 0.000 in 0.253 in 0.241 in : L / 1287.0 0.495 in : L / 628.0 2,850.00 in4 6,393.12 in4 705.86 in3 288.59 in3 260.32 in3 4,477.8 in3 22.15 in 385.26 k Effective Flange Width... Based on Beam Span 6.475ft Based on Beam Spacing 30.000ft Effective Width 6.475ft Pap. 2 Q: W? V' o O W 0 == LL w 00 ; u. Jt _ O I— Z 1O Z I—; ELI uit ,0 0 0 N 0 Hi 111 1— -: tL 0, Z' 111 0 z L 510001 Composite Steel Beam Page 1 11 Description NETSTREAM R42 [Design Input Section Name Beam Span Beam Spacing - Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads (appiedbefb►e 75% cu►Ing) Full Span Uniform Loads... #1 #2 #3 #4 Summary k/ft k/ft k/ft Full Span Uniform Loads... # 1 k/ft # 2 k/ft # 3 k/ft # k/ft Bottom of Beam Unshored DL Stress Actual Shear Stress W21X44 25.900 ft 30.000 ft 4.500 in 2.000 in 12.000 in 5.000 in Parallel Slab One Side Live Loads (aPPfed after 75% curing) 1 Using: W21 X44, Span = 25.90it, Slab Thickness = Stress Checks for Shored & Unshored Cases„. Actual = Actual = Actual = 4.500in, Deck Rib Ht= 21,052.8 psi 12,290.6 psi , 4,019.4 psi Unshored Stress Check.... (Mdi/Ss + MII/Strans) Actual'= 24,536.9 psi. (Mdl + MII) / Strans(top) Actual = 621.6-psi Alternate Unshored Stress Check : (Mdi + MII) / Ss Shored Concrete Stress Check....(MdI + MII) / (Strans:top " n) Fy 50.00 ksi fc -- 3,500.00 psi Concrete Density 145.00 pcf Stud 0.750 in Stud Height 3.500 in Bean} Weight Added Internally Using Partial Composite Action Elastic Modulus 29,000.00 ksi Point Loads... # 1 5.600 k #2 6.200 k # 3 5.300 k # 4 4.200 k Point Loads... # 1 6.500 k # 2 10.100 k # 3 6.100 k #4 8.600 k Allowable = Allowable = �ilowable = Allowable = Allowable = 29,382.0 1,068.5 33,333.0 psi 33,333.0 psi 20,000.0 psi 45,000.0 psi OK 1,575.0 psi OK 38,000.0 psi 1,575.0 psi 4.500ft 11.830ft 17.330 ft 22.900ft 4.500 ft 11.830 ft 17.330 ft 22.900 ft OK OK OK 145 OK Shored & Unshored 2.00in, Rib Spec= 12.00in, Rib Width= 5.00in w/ Slab One [Shear Studs & Shear Transfer Actual # Studs Total req'd 1/2 Span Zone 1 from Zone2from Zone 3 from Zone 4 from Zone 5 from - Zone 6 from 12 per 1/2.bearn Stud Capacity 4studs Vh @ 100% 0.000 ft 3.971 ft 7.943 ft 11.914 ft 16.576 ft 21.238 ft . to to to to to to 12.50 k 192.63 k 3.971 ft , Use 7.943- ft , Use 11.9141 , Use 16.576ft , Use 21.238ft , Use 25.900ft , Uses 4 studs 5 studs 3 studs 3 studs 5 studs 4 studs V'h : min Vh : Used 48.16 k 150.00 k • Rev: 510001 Description NETSTREAM R42 Deflections I : Transformed Before 75 % Curing Construction Loads Only After75% Curing Total Uncured Deflection Composite Deflection Reactions . Load Combinations. Dead + Constuction Composite MaxDL +LL Maximum Moments- Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear @ Left: Shear © Right Section Name Depth Width Flange Thick Web Thick Area Weight . . 1 -steel S steel : top S steel : bottom W21X44 20.660 in 6.500 in 0.450 in 0.350 in 13.000 in2 44.157 #/ft 843.00 in4 81.61 in3 81.61 in3 2,052.84 in4 Shored — 0.176 in (artershores remote 0.000 in 0.241 in 0.1761n : L /1768:4 0.417 in: L/ 745.7 tt3R1 eft 10.81 k 13.87 k 24.68 k 83.58 k -ft 83.58 k -ft 116.23 k -ft 199.81 k -ft 24.68 k 29.06k Composite Steel Beam CcD Right 11.64 k 17.43 k 29.06 k Analysis Values Fb : Allow n : Strength n : Deflection 33.00 psi 8.60 8.51 Section Properties Ixx : Steel Section - 843.00 in4 I transformed 2,046.70 in4 Strans : top 260.93 in3 Strans : bot 118.201n3 Strans : eff © bot 113.89 in3 n *Strans: Ef top 2,062.7in3 X -X Axis from Bat '17.32 in Vh @ 100% 192.63 k I : Effective Unshored 0.398 in 0.000 in 0.241 in 0.398 in : L / 780.3 0.639 in : L / 486.2 1,910.61in4 Effective Flange Width... Based on Beam Span 3.237ft Based on Beam Spacing 15.000ft Effective Width 3.237ft /40 Page 2 11 ENGINEERS — NORTHWEST INC. P.S. ,-- 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522.6698 JOB No (�JOB �QNA�ME NtTG l F�eWi DATE �/f� SUBJECT A JO `^`w✓ SHEET � 7L OF BY 1-{t Rio IQSOPD'b)=ri'2 1 - I fl•2 (PRY Al• 4046 orv.v... ....AaJ tainteg 3.5 5.5 r I two:4 v) (I,z5)c. (oa•s -2tiJI .tom 60142 K,91 g (1,35)2 ENGINEERS—NORTHWEST INC. P.S. "-NE 89 WOODLAWN AVE. N.E. - SUITE - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 C1 Joe No. pp . Joe N I A 5( ' ' DATE 1 P (3)1 O SUBJECT L /VL'Grvw , WI l' / ?VL Me. 1Ar SHEET /7/ OF ii BY Ret COT r v 6( 5; R18 itAta, = Ra.0 3 'YrO a4S. v FIX iS r 1W r tan 133. Ra I I (O ." t° et' % . 14 "' IVO iJ5 t Z ) 740+ 16.00 = 234o . v-- --' - r west OW- N k (ok Oki/auk 'eor % 9 J6.5, 944, • % ti: 1 (000 1��� a�, 510 VE:631 £ S1 1.20 pou X19 0, LtS aa $�-S — �,= 5;� ..�.� L a i�o�t (�•Sovf {1 eetR� tb*� z SZ o • 2 � T -w&s 1� u�lau. f, — R, 4, eAIRIMA &#iWN (. Qt3 vitucyfutle k . ' 4 ' 1 1 x 4 9\ '. mul r Tv wet muic 2 atg 11-0 K' (1W • - ua '1 ,,I,o X0,5 ' .4110 15b a4-3 305 ` 0 0; 9 UJ tL': N CJ z � 0: z � w w': o. 0 � -. ,o H' W U O Z. . V N` 0 �` Eq. (30-4) Eq. (30-5) Eq. (30-6) Eq. (30-7) Eq. (32 -1) Eq. (32 -3) Structural system type = Lateral Force - resisting system = Seismic zone = I= hn = Sal profile type = Na = Nv = Controls Controls wall Vu = (Cv" I/R•T)'W = Vu = (2.5•Ca'•I/R)'W = Vu = (0.11 •Ca'•I)'W = Vu = (0.8'Z *Nv/RrW = Vu design = V design ENGINEERS - NORTHWEST, INC.P.S . 6869 WOODLAWN AVE. N.E. (SUITE 205) • • ._ SEATTLE, WA. 98115 Jotrnumber =-.13200.0001 Job name INETSTREAM # I o . u_sout 97 UBC Section 1630.2 Static Force Procedure - BWlding design base shear Ct = R= Ca = Cv = Ca'= Cv' = Z = T= Input 0.7314 'W 0.2009 *W 0.0495 'W 0.0429 'W 0.2009 *W .14 Section 1632.2 Wall lateral forces - perpendicular to wall TbI.16 -N (Abbreviate thus:- BWS,BFS,MRF,DS or CCS) Tb1:16 -N Tb1.16 -K -_ height to top level in main portion of stricture (abv.base) SETbL16 -J =100 Tb1.16 -S & U ( Greater than 1.0 only in seismic Zone 4 ) TbL16 -T & U ( Greater than 1.0 only in seismic Zone 4 ) Output - 0.02 Sec. 1630.2.2(1) 5.6 Tb1 -N & P 0.36 • Tb1.16 -Q 0.84 Tb146 -J & R 0.36 =Ca•Na(Ca' not = Ca in seismic Zone 4 only) 0.84 =Cv'Nv (CV not = Cv in Seismic Zone 4 only) 0.3 Tb1,16 -I 0.258 Eq.-(30-8) Upper bound all Lower bound all Zones Lower bound Zone 4 only Ultimate Working (1.4 ult factor ) Output Ca' = 0.36 Ip = 1.50 ap/Rp = 0.8333 Cantilevered parapets Tbl. 16-0 1.A.(1) ap/Rp = 0.3333 Main walls TbI.,16-O 1.A.(2) hx/hr = 1.00 Fpu= 4.0•Caip'Wp = 2.1600 •W Upper bound all Zones Eq. (32 -2) Fpu= ap *Ca`Ip/Rp11 +3hxlhr)Wp = 1.8000 'W Cantilevered parapets 0.7200 - 'W Main walls Fpu= 0.7'Ca'Ip*Wp = 0.3780 •W Lower bound all Zones Controls parapet Vu design = 1.8000 *W Ultimate Parapet V design = 1.2857 'W Working (1.4 ult. factor ) Vu design = 0.7200 'W Ultimate V design = 0.5143 *W Working (1.4 ult. factor ) NOTE: - for wall anchors that are not embedded 8 diameters minimum multiply the above•wal tfactors by 1.5 for the anchor loads-- 97 UBC EQ. Wall SHEET /7 OF 11/7/00 97EQSHR.xIs Eq. (30-4) Eq. (30-5) Eq. (30-6) Eq. (30-7) ENGINEERS - NORTHWEST, INC.P.S. - 6869 WO N.E. (SUITE 205) SEATTLE, WA. 98115 Job number 1�= 3200x0001 Job name EFS - Controls 97 UBC Section 1630.2 Static Force Procedure - Building design base shear Input Structural system type = Tb1.16 -N (Abbreviate thus:- BWS,BFS,MRF,DS or CCS) Lateral Force- resisting system = =4A- Tb1:16 -N Seismic zone = I = x:25± Tb1,16 -K hn = 30 height to top-level in main portion of structure (abv.base) Sal profile type = Tb1.16 J Na = = 00, TbL16 -S & U ( Greeter than 1.0 only in seismic Zone 4 ) Nv = _1AQ -T & U ( Greater than 1.0 only in seismic Zone 4 ) Ou t - Ct = 0.02 Sec. 1630.2.2(1) R = 4.4 Tb1.16 -N & P Ca = 0.38 Tb1.16 -Q Cv = 0.84 TbI.J 6-J & R Ca' = 0.36 =Ca'Na (Ca' not = Ca in seismic Zone 4 only) Cv' = 0.84 =Cv'Nv (CV not = Cv in Seismic Zone 4 only) Z = 0.3 Tb1.16 -I T = 0.256 Eq. (30-8) Vu = (Cv" I/R" T)'W = 0.9308 'W Vu•= (2.5 *Ca" /R)'W = 0.2557 'W Upper bound all Zones Vu = (0.11 *Ca" I)'W = 0.0495 'W -- Lower bound all Zones Vu = (0.8'Z'Nv1R)'W = 0.0545 'W Lower bound Zone 4 only Vu design = 0. 57 'W- Ultimate V design 0.1826 Working (1.4 ult. factor) Section 1632.2- Wall lateral forces - perpendicular to wall Output Ca' _ . 0.36 Ip = •1.50 ap/Rp = 0.8333 Cantilevered - parapets ap/Rp = 0.3333 Main walls hx/hr = 1.00 Eq. (32 -1) Fpu= 4.0'Ca'Ip*Wp = 2.1600 "W Upper bound all Zones Eq. (32 -2) Fpu= ap'COlp/Rp *(1 +3hx/hr)Wp = 1.8000 'W Cantilevered parapets 0.7200 'W -Main walls Eq. (32-3) Fpu= 0.7•Ca'Ip*Wp = 0.3780 'W Lower bound all Zones Controls parapet Vu design - 1.8000 'W. Ultimate Parapet - •- .V-deslgn sa-- .2857_99f-._Working (1.4 ult. factor ) Controls wall Vu design = 0.7200 *W' Ultimate Wall V design= 0.5143 *W... Working (1.4 ult. factor ) NOTE: - for wafanchors that 8 diameters minimum multiply the above wall factors by 1.5 for the anchor loads 97 UBC EQ. Tbl. 16-0 1.A.(1) Tbl. 16-0 1.A.(2) SHEET /. IOF 11/7/C0 97EQSHR.xls ENGINEE4RS- NORTHWEST - INC. cr - ) 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. ' y�,�p� SUBJECT N� L•ti1C.1 JOB NAME 1+7 C Ps 17) cp z X35 z �v�5. °� .14-35 W , 0-VI ) i vim, MU c ,tevo(S30) "-' 2-99 S = Z Z 0 ku 13 Mt! 0 H W y U IL O t . 1l.Z ENGINEERS-NORTHWEST INC. P.S. 6889 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 (206)525 -7560 - FAX # (208) 522 -6698 Joel No. JOB NAME ..ViErfaildg DATE 11171 SHEET / OF T= 7(I6,$0 r c.4 • Ny - fed t z( (, . 11036 t ig,9 +;04( 0:0 z �q 1g.5 — 72- 16/ BY Z c I (.0e4 C.7-)'t- 1 (11.3) 7- 197C1 c �3RO, 1103b 1 � •1 t.9 +,13 (2U.25) : $1.1 I 'i g.5 ,13 (2617.0 15.1 (s1, gy W ,0 0 0 W N LL, W 0 J tL Q, 0 d z _`. 1-O ut z F- i W w, z O P z [Po Pset4 _ozev kA- e Etir Yaffe: ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 C i Joe No. TJ' l: wt U • JOB NAME 117 SUBJECT / 12,5 v 1. Iot'to 62' DATE IlJSIoo SHEET 174' OF BY T� 157,(9b/ 9) t rit(2 -65 i+1 ,L 111.61 -rc,11g z ossxe- tow,. e, Tetrizit5b/z. 111 '1n,5 Ill, 0 ep ±2.41 t14-'D I(1,b7 (02.0 +ts.5'f- 33s- H . 3 - t 11 •t'o7 7c�7- `101X� tg%1 To I lg C� ID1 -- (0 -1.Oglti ) =103 wAtt, e. T 4 =R, 0141 1o,5 SA+ t•IS.6( 111,0 1.6 • 1'1113 Ig 11147 W 1 co$.ow r $xgx j4,1 ENGINEERS NORTHWEST INC RS. 6869 WOODLAWN AVE. N.E • SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 • FAX # (206) 5224898 Jos No. JOB NAME It4 SUBJECT �1.'�'''u CRID 13 30,5 nom► D= 16 + I LIZ 63.0 614U 0w.) 1( 4, -al, lc- C u l ) =7,3 /,=11.7 IT Z 1)-16,8 + 13. 29• 17.7 L�aR•I -- - . - 44.3 �— g><8x%r2 epot DATE ti 1 019 SHEET /77 OF BY -11 34.z �- $Xgx 1/1. 't ✓ s. Di-L= (1 S." LLGS) /k33 -2.1 ��$) —>4b.0 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205- ( )Seattle, WA 98115 NETSTEREAM GRID 13 FRAME Memb No. Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor-:- 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P-Delta Analysis Tolerance 0.50% Joint No 1 2 3 4 5 Joint No +----- Translation X K/ in 1 Reaction 2 Reaction Material Young's Label Modulus Ksi GR36 29000.00 GR46 29000.00 GR50- 29000.00 Section Database Label Shape B1 W24X68 Cl TU8X8X4 D1 TU8X8X6 1 2 3 Joints Rotate I . J 90° 1 3 2 5 3 4 X Coordinate ft 0.000 30.000 0.000 15.000 30.000 C1 Cl B1 K/ in Reaction Reaction Material Label RISA-2D (R) GR36 GR46 GR46 Version 4.01 si.70144.34.1., • a ' Job : Page: Date: File: 16 11/07/00 NETFR1$ /7g < Joint Coordinates > Y Coordinate ft 0.000 0.000. 15.420 15.420 15.420 Boundary Conditions > Rotation K ft/rad PIN Shear Poisson's Modulus Ratio Ksi 11154.00 0.3000 11154.00 0.3000 11154-.00 • 0.3000 Joint Temperature < Materials (General) > < Members Section Set I:AVM J:AVM °F 0.00 0.00 0.00 0.00 0.00 Thermal Coef. 10"5°F- 0.65000 0.65000 0.65000 Offsets I-End J-End in in Weight Density K/ft3 0.490 0.490 0.490 Yield Stress Ksi 36.00 46.00 50.00 < Sections > As As I I T Area 0,2 1,3 1,3 0,2 C in"2 in in"4 20.10 1.2 1.2 70.40 1830.00 7.59 1.2 1.2 75.10 75.10 11.10 1.2 1.2 106.00 106.00 Inactive? Label 4 Length ft 15.42 15.42 15.00 Engineers Northwest 6869 Woodlawn Ave, NE, -" Seattle, WA 98115 NETSTEREAM GRID 13 FRAME < Members > Memb Joints Rotate Section Releases No. I J 90° Set I:AVM J :AVM Section .Length Member Set ft . .No. 1 2 3 Joint Number 3 4 5 3 4 Joint Number 3 4 5 4 4 5 1 6 2 2 C1 3 B1 4.B1.. 5 D1 6 D1 Member 1 C l 1 DEAD LOADS LIVE LOADS SEISMIC Joints I J Direction Is a 5 4 4. 5.42 15.42 15.00 15.00 21.51 21.51 B1 D1 D1 L. L L L L L RISA -2D (R) Suite 205- < AISC, -NDS Lb -out Lb -in le -out le-in ft -- - -ft 7.50 7.50 _J 4 y 5 y ..'_ — *PIN PIN • Version 4.01 PIN PIN PIN Parameters > Lcomp K K le -bend out in ft < Basic Load Case Data > Basic Load Case Load Type Totals Description Nodal Point Dist. Y Y Y Magnitude K,K-ft -7.300 -7.300 Y Y Y 3 3 2 < Joint Loads /Enforced Displacements, BLC 1 > Is this a Load or Direction a Displacement? (X,Y,Mz) < Member Point Loads, BLC 1 < Joint Loads /Enforced Displacements, this a Load or- Direction Displacement? (X,Y,Mz) Job . Page: 17 Date: .1 /07/00 File: NETFRIJ Offsets Inactive? I -End J -End Label 4 Length in in ft---- 15.00 21.51 21.51 2 2 CH 2 Magnitude K, K- ft, rad - 30.500 -7.300 - 29.800 Location ft or $ 7.500 7.500 Magnitude K, K -ft, in, rad - 63.000 - 17.700 - 48.300 7g Cm Cb,B Sway o i BLC 2 > RISA -2D (R) Version 4.01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205-- - , Seattle, WA 98115 NETSTEREAM GRID 13 FRAME < Member Point "Loads, BLC . .2 > 186 Member Location Joint Number E3 E4 3 .3 4 4 3 5 Member 3 4 ,,. r Pattern Label 3 4 Dir X X No. Description 1 DEAD LOAD 2 LIVE LOAD 3 SEISMIC 4 D +L 5 D +L +E 6 D +L -E . 7 .9D +E 8 .9D -E Joint + 1U L 2U L Joints I J Direction Magnitude -- - - - - K, K - ft 4 Y' - 17.700 5 Y - 17.700 - Joint Loads /Enforced Displacements, BLC 3 > Is this a Load or Direction a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad L X 34.200 L X 46.000 < Member.Distributed Loads, BLC 3 > Joints Load Pattern Pattern I J Label Multiplier X K 88..41 6 - 49.05 7 49.05 8 -88.42 5 4 E3 5 E4 < Load Patterns > Magnitudes Start - End K/ft,F K/ft,F 1.180 1.180 1.180 1.180 1.0000 1.0000 Job : Page: 18 Date; 11/07/00 File: NETFR1$ ft or ' 7.500 7.500 Locations Start End ft or % ft or % - -- 0.000 15.000 0.000 15.000 < Load - Combinations > RWPE BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv Y -1 1 1 2 1 31 1 Y -1 -- 1 1 Y -1 •.•- 1 1 Y -1 1 1 Y -.9 1 .9 Y -.9 • 1 .9 2 1 2 1 2 1 3 1 3 -1 3 1 3 -1 < Envelope Reactions > Forces + lc Y lc Moment lc K K - ft 192.71 6 0.00 4 -20.12 7 0.00 4 177.31 5 0.00 4 - 20.75 8 0.00 4 Engineers Northwest 6869 Woodlawn Ave, NE, Suite-205 Seattle, WA 98115 NETSTEREAM GRID 13 FRAME < Envelope Reactions > Joint + Forces + X lc Y lc K K Tot: "' 115.60 6 251.07 4 L - 115.60 5 .. --- 78.01 7 Section Memb 4 1 1 U L 2 ' U ,. . L 3 U L 4 U... L - 5 U L 2 1 U L 2. U. L_ . 3 U L 4 U L 5 U L 3 1 U L 2 U L 3 U L 4 Ur L 5 U L 4 1 IT L 2 . U •L 3 U L Axial lc K 101.34 5 29.9 8 • 0 101.24 '5 29.8 8 0.. 101.14 5 • - 29.7 8 0- 101.04 5 29.7 8 0 100.94 5 29.6 8 0- 85.94 6 29.3 7 0 85.84-6 29.2 ,7 .0 85.74 6 29.1 7 0 85.64 6 29 7 0 85.54' 6 28.9 7 0 34.26 5 - 34.3 6 38.68 5 - 38.7 6 43.11 5 - 43.1 6 47.53 5 - 47.5 6 51.96 5 -52 6 63.75 6 - 63.8 5 59.33 6 - 59.3 •5 54.90 6 - 54 5 RISA -2D (R) Version 4.01 < Envelope Section Forces > Shear lc - - -K 0.00 4 0.00 4 0.00 4 0.00 4 0.00 4 0:00-4 0.00 4 0.00 4 0.00 4 0.00 4 7.44 2.1 7.18 1.9 - 4.91 - 18.1 - 5.14 -18.3 - 5.37 - 18.6 18.59 5 5.4 7 18.33 5 5:1 7 - 1:66 8 Moment lc K -ft 4 8 0 4 8 7 5 7 5 7 5 Job ; Page: 19 Date: 11/07/00 File: NETFR13 Moment lc K -ft 0.00 4 0.00 4 0.00 4 0.00 4 0.00 4 0.00 4 0.00 4 0.00 4 0.00 4 0.00 4 •0.00 4 - 7.53 - 27.4 -14.19 -53.8 14.43 4.7 83.66 24.4 8 4 8 4 5 7 5 7 83.66 5 24.4 7 14.43 5 4.7 7 -14.19 8 - 53.8 4 /O/ Engineers Northwest *66869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 NETSTEREAM GRID 13' FRAME Section Memb 4 U. L U L 5 1 .0 L 2 •U L. 3 U L 4 U L 5 U L 6 1 U L 2 U L. 3 U L 4 U L 5 U L Axial 1c K 50.48 6 - 50.5 5 46.05 6 - 46.1 5 127.19 6 - 70.1 7 127.05 •6 - 70.2. 7 126.90 6 -70.4 7 126.75 6 - 70.5 7 126.61 6 - 70.6 7 127.19 .5 -70.1 8 127.04.5 - 70.2 8 126.90 5 - 70.4 8 126.75 5 - 70.5 8 126.61 5 - 70.6 8 RISA -2D (R) Version 4.01 < Envelope•Section Forces > Shear lc ___ - 1.89 8 -7.2 4 - 2.12 8 -7.4 4 0 0.28 4 .25 7 0 0.14 4 .13 7 0.00 4 - 0.13 7 -.14 4 -0.25 7 -.28 4 0 - 0.25 -.28 - 0.13 -. 0.00 0.14 .13 0.28 .25 7 4 0 7 4 4 4 7 4 7 0 Job : Page: 20 Date: 11/07/00 File: NETFR1$ Moment lc K -ft - 7.53 8 - 27.4 4 0.00 8 0.00 4 - 1.03 7 - 1.1 4 -1.37 7 -1.03 7 - 1.1 4 0.00 4 0.00 4 1.14 1 1.52 1.14 1 0.00 4 7 4 4 7 7 crio? < Envelope AISC Unity Checks > Unity Loc Shear Loc ASD Memb Chk lc Chk --lc Fa Fb Cb Cm Eqn. Ksi Ksi 1 0.622 1 4 0.000 1 4 21.45 27.60 1.00 0.60 H1 -1 2 0.528 1 4 0.000 1 4 21.45 27.60 1.00 0..60 H1 -1 3 0.310 5 5 0.157 5 4 -- 24.68 31.67 1.00 1.00 H1 -3 4. 0.334 1 6 0.157 1 4 24.68 31.67 1.00 1.00 H1 -3 5 0.519 3 6 0.003 1 4 23129 40.47 1.00 1.00 H1 -1 6 0.519 3 5 0.003 1 4 23.29 40.47 1.00 1.00 H1 -1 • ENGINEERS— NORTHWEST INC. P.S. r reat)6069 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6698 JOB NO SUBJECT LkitTIZALL • D-1 1 4 4 10{2 100 so Joe NAME 116....SIP '1111.1 0 1 1 10MPaiwa'aviVol. mostry.....se 0 EXP (Al *1 r-4 /11'3z 32o. • Pt Om 06 ca7 — aa,13,g,5 :,‘,'• • 6iskes UoSt ‘Apcue. S2. gr goga-rti- 21 ?.. 10 1.44 Totten i . 1 0 0 OUTI4r, y 4- 0 ., 2.ail. 1 . .. , . • • gax it 013 rtti r A.3 cut. . 30 DATE 1 1 I 1 SHEET /g3 OF BY • 2.5 AIX- • Met). (oxtoxyg StA1484 =___. .2; :4- 's ,r... .,........_ ,... 4_ -tt--• SP RISA -2D (R) Version 4.01 Engineers Northwest X 6869 Woodlawn Ave, NE, Suite 205 \ .. ..Seattle, WA 98115 '; NETSTEREAM GRID 16 FRAME /v B1 B2 C1 p1 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor: - 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs. - : 5 Do Redesign Yes P -Delta Analysis Tolerance -- 0.50% Joint No 1 2 3 4 5 6 7 8 Joint + No Material Label GR36 GR46 GR50 Section Label < Boundary Conditions > Translation - ---- -+ X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 2 Reaction Reaction W21X50 W18X40 TU10X10X6 TU8X8X8 TU8X8X6 Young's Modulus Ksi 29000.00 29000.00 29000.00 X Coordinate ft 0.000 30.000 0.000 15.000 30.000 0.000 15.000 30.000 < Joint Coordinates > -- Y Joint Coordinate Temperature - - ft °F 0.000 0.00 - 0.000 0.00 15.420 0.00 15.420 0.00 15.420 0.00 30.380 0.00 30.380 0.00 30.380 0.00 < Materials (General) > Shear- -- Poisson's Thermal Modulus Ratio Coef. Ksi - 10 "5 °F- 11154.00 0.3000 0.65000 11-154.00 0.3000 0.65000 11154.00 0.3000 0.65000 < Sections > Database Material As As Shape- Label Area 0,2 1,3 in "2 GR36 14.70 1.2 1.2 GR36 11.80 1.2 1.2 GR46 --- 14.10 1.2 1.2 GR46 14.40 1.2 1.2 GR46 11.10 1.2 1.2 Job : Page: 22 Date: 11/07/00 File: NETFR16 I 1,3 in "4 24.90 19.10 214.00 131.00 106.00 Weight Density K /ft3 0.490 0.490 0.490 Yield Stress Ksi 36.00 46.00 50.00 I T 0,2 C in "4 984.00 612 .00 214.00 131.00 106.00 :; ° ' ' o ; co w s 2 g xn : = E-0 zF w W, DO p N' = W ' - Io • Z, U N I Z Engineers Northwest 6869 Woodlawn Ave, NE, Seattle, WA 98115 NETSTEREAM GRID 16 FRAME < Members > Memb Joints Rotate Section - Releases Offsets No. I J 90° Set e I:AVM J:AVM I -End J -End in in < AISC,NDS Section Length Lb -out Lb--in le -out le -in ft ft - ft 1 C1 15.42 2 C1 14.96 3 C1 15.42 4 C1 14.96 5 B1. 15.00 7.50 6 B1 15.00 7.50 7 B2 15.00 7.50 8 B2 15.00 7.50 9 D1 21.51 10 D1 21.51 11. D2 21.18 12 D2 21.18 Member Set BLC No. 1 .2 3 1 1 3 C1 2 3 6 C1 3 2 5 C1 4 5 8 C1 5. 3 4 B1 6 4 5 B1 7 6 7 B2 8 7 8 B2 9 1 4- D1 10 2 4 D1 11 3 7 D2 12 5 7 D2 Joint Number 3 4 5 6 DEAD LOADS LIVE LOADS - SEISMIC L L L L RISA -2D (R) Version 4.01 Suite 205 PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN Parameters > Lcomp K le -bend out ft < Basic Load Case Data > Basic Load Case - Load Type Totals Description Nodal Point Dist. < Joint Loads /Enforced Displacements, Is' this a Load or Direction a Displacement? (X,Y,Mz) Y Y Y Y Job Page: 23 Date: 11/07/00 File: NETFR16 5 3 3 5 3 3 4 4 BLC 1 > /2s Inactive? Label 4 Length ft - - -- K Cm Cb,B Sway in CH o i Magnitude K, K -ft, in, rad - 33.900 - 13.600 - 18.300 - 42.000 15.42 14.96 15.42 14.96 15.00 15.00 15.00 15.00 21.51 21.51 21.18 21.18 Engineers Northwest r - . Woodlawn Ave, NE, Suite -205 Seattle, WA 98115 7 8 8 6 7 7 7 8 8 RISA -2D (R) Version 4.01 7 6 7 D7 - 1.0000 8 7 8 D8A - 1.0000 8 7 8 D8B - 1.0000 < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern Member I J Label Multiplier L7 L8A L8B - 1.0000 - 1.0000 - 1.0000 Job : Page: 24 Date: 11/07/00 File: NETFR16 NETSTEREAM GRID 16 FRAME i tg° �• c Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or -: Direction Number a °Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 8 L Y - 45.000 < Member Point Loads, BLC 1 > Joints Member I. J Direction Magnitude Location - - - -K, K -ft ft or % 5 3 4 Y - 13.600 7.500 6 4 5 Y - 13.600 7.500 8 7 8 Y -2.300 7.500 < Member Distributed Loads, BLC 1 > Joints Load Pattern Pattern Member I J -Label Multiplier < Joint Loads• /Enforced Displacements, BLC 2 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K- ft, rad 3 L Y - 80.500 4 L Y - 37.400 5 L Y - 43.300 6 L Y - 72.000 8 L Y - 60.400 < Member Point Loads, BLC . 2 > Joints Member I J Direction Magnitude Location .1 - K, K -ft ft or % 5. 3. 4 Y. -37.400 7,500 6 4 5 Y - 37.400 7.500 8 7 8 Y -2.900 7.500 RISA. :2D (R) Version 4.01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 - pd 3Seattle, WA 98115 NETSTEREAM GRID 16 FRAME Joint Number 6 8 3 5 Member 7 '8 6 6 7 3 4 Pattern Label Dir D8A Y D8B " Y D7 Y L7 Y L8A Y L8B' Y E7 X E8 X E5 X E6 X No. Description • •1 DEAD LOAD 2 LIVE LOAD 3' SEISMIC 4 D +L 5 D +L +E 6 D +L -E 7 .9D +E 8 .9D -E < Joint Loads /Enforced Displacements, BLC 3 > Is this a Load or Direction a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad L X 25.900 L X 33.100 L X 8.000 L X 10.290 Joints I J 7 •8 4 . 5 < Member Distributed Loads, BLC 3 Load Pattern Pattern Label Multiplier E7 E8 •E5 E6 . < Load Patterns > Magnitudes Start End K/ft,F K /ft, F 0.420 0.420 0.230 0.230 0.420 - 0.420 0.700 0.700 0.350 0.350 0.180 0.180 0.860 0.860 0.860 0.860 0.270 0.270 0.270 0.270 <-Load Combinations > Y -1 1 1 2 1 - 3 1 Y -1 1 1 Y -1 1 1 Y -1 1 1 Y -.9 1 .9 Y -.9 1 .9 2 2 2 3 3 1 1 1 1 -1 1.0000 1.0000 1.0000 1.0000 .Job . Page: 25 Date: 11/0 File: NETFR16 Locations Start End ft or % 0.000 7.500 0.000 0.000 0.000 7.500 0.000 0.000 0.000 0.000 ft or % - -- 7.500 15.000 0.000 15.000 7.500 15.000 15.000 15.000 15.000 15.000 RWPE BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 3 1 3 -1 ,u ;,,.5 .h, r.. .... . u.Vu/iJ,...4.. °SHi' RISA -2D -(•R) Version 4.01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205-• - f {Seattle;° WA .° 98115 NETSTEREAM GRID 16 FRAME Joint + 1U L 2U L 3U L 4U L 5U . L 6U 7U 8U L < Envelope Reactions > Joint + Forces + X lc Y lc K K 1U 115.88 6 425.64 6 L -40.41 7 -2.60 7 2U 40.41 8 362.17 5 L - 115.90 5 -13.87 8 Tot: 111.19 8 588.58 4 L - 111.19 7 182..52 7 < Envelope Section Forces > Memb 4 Axial lc Shear lc Moment lc K K K -ft 1 1 U 305.80 6 0.03 6 0.00 4 L 38.49 7 -0.02 7 0.00 4 2 U 305.61 6 0.03 6 0.09 7 L 38.32 7 -0.02 7 -0.11 6 3 U 305.43 6 -• 0.03 6 0.17 7 L 38.15 7 -0.02 7 -0.21 6 4 U 305.24 6 0.03 6 0.26 7 L 37.99 7 •- -0.02 7 -0.32 6 5 U 305.06 6 0.03 6 0.35 7 L 37.82 7 -0.02 7 -0.43 6 Section 2. 1 . 0 L X in 0.000 7 0.000 6 0.000 5 0.000 8 0.091 7 -0.098 6 0.071 5 - 0.071 6 0.099 5 - 0.092 8 0.194 7 - 0.211 6 0.177 7 -0.194 6 0.198 7 - 0.215 6 < Envelope Displacements > Translation - - -. + lc Y lc in 0.000 7 0.000 .6 0.000 8 0.000 5 - 0.017 7 - 0,.138 6 -0.019 7 - 0 ;075 4 - 0.012 8 -0.110 5 - 0.035 7 - 0.191 6 - 0.043 8 -0.128 5 -0.031 8 - 0•.158 5 120.99 .5 040:57 ..0.02 7 = 0.03 6 Rotation lc rad 0.00050 6 - 0.00047 7 0.00047 8 - 0.00055 5 0.00058 6 - 0.00053 7 0.00019 6 - 0.00009 7 0.00059 6 - 0.00054 7 0.00065 6 - 0.00059 7 0.00019 6 - 0.00017 7 0.00075 6 - 0.00058 7 Moment lc K -ft 0.00 4 0.00 4 0.00 4 0.00 4 Job : Page: 26 Date: 11/07/00 File: NETFR16 0..35 7 -0.43 6 RISA -2D (R) Version 4.01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 ; WA 98115 NETSTEREAM GRID 16 FRAME Section Memb 4 2 3 4 5 3 1 U '242.38 '5 0.06 6 0.00 4 L 27.22 8 -0.01 7 0.00 4 2 U. 242.19'5 0.06 6 0.05 7 L. :27.06 8 -0.01 .7 -0.23 6 3 U 242.01 5 0:06 6 0.10 7 L 26.89 8 -0.01 7 -0.45 6 4 U 241.82 5 0.06 6 0.15 7 L 26.72 8 - -0.01 7 -0.68 6 5 U 241.64 5 0.06 6 0.20 7 L 26.56 8 - -0.01 7 -0.91 6 4 1 2 3 4 5 5 •1 L L L L U 110.33 4 L 43.34 8 U 110.15 4 L .. 43.18 8 U 109.97 4 L 43.02 8 109.79 4 L 42.86 8 L 109.61 4 L 42.70 8 U L 2 U. L 3 U L -- 4 U 5 U L -- Axial lc K 120.81 '5 40.40 8 120.63 5 40.24 8 120.45 5 40.08 8 120.27 5 39.92 8 45.66 7 - 61.77'6 46.67 7 - 62.78 6 47.68 7 - 63.80 6 48.69 7 - 64.81 6 49.71 7 -65.82 6 6 1 U •52:00 8 L -68.05-5 2 U 50.988 L - 67....0.3. 5. < Envelope Section Forces > Shear lc Moment lc K K - ft 0.02 7 0.26 7 - 0.03 6 -0.32 6 0.02 7 0.17 7 - 0.03 6 -0.21 6 0.02 7 0.09 7 - 0.03 6 -0.11 6 0.02 7 0.00 7 - 0.03 6 0.00 6 0.01 7 -0.06 6 0.01 7 -0.06 6 0.01 7 - 0.06 6 0.01 7 - 0.06 6 0.01 7 -0.06 6 15.796 3.877 15.60 6 3.70 7 - 8.71 8 - 35.58 5 - 8.88 8 - 35.77 5 - 9.05 8 -35.96 5 35.96 5 9.05'8 35.77 5 8.88 8.. Job : Page: 27 Date: 11/07/00 File: NETFR16 0.20 7 -0.91 6 0.15 7 -0.68 6 0.10 7 - 0.45 6 0.05 7 - 0.23 6 0.00 4 0.00 6 0.00 4 0.00 4 - 14.18 7 - 58.87 6 -27.72 7 - 117.03 6 16.76 5 5.27 8 151.25 5 38.89 8 151.25 5 38.89 8 16.76 5 5.27 8 /8P wi -i w 0, Q . I--a w i0 1- Oi w w U. . .z; C H; • RISA -2D (R) Version 4.01 Engineers • Northwest 6869 Woodlawn Ave, NE, Suite 205-- ?Seattle, WA 98115 NETSTEREAM - GRID 16 FRAME < Envelope Section Forces > Section Memb 4 7 1 U 2 U L. . 3 U L 4 L 5 U L 8 1 •U -L 2 L . 3 U L 4 U L 5- U L 9 .1 U L 2 U L 3 U L 4. U L 5 U L 10 1 U 2 - U •L. 3 U L Axial 1C K 3 U 49.97 8 L -66.02 5 4 U 48.96 8 L -65.01 5 5 U 47.95 8 L -64.00 5 25.95 5 -25.95 6 29.18 5 -29.17 6 32.40 5 - 32.40 6 35.63 5 - 35.62 6 38.85 5 -38.85 6 46.02 6 - 46.07 42.79 6 - 42.84 5 39.57 6 - 39.62 5 36.34 6 - 36.39 5 33.12 6 - 33.17 5 166.84 .6 -57.65 7 166.65 6 - 57.82 7 166.46 6 - 57.99 7 166.27 6 - 58.16 7 166.08 6 - 58.33 7 166.76 5 -57.66 8 166.57 5 -57.83 8 16 ..38. 5. - - 58.00 8 Shear lc K - 3.53 7 - 15.42 6 -3.70 7 - 15.60 6 -3.87 7 - 15.79 6 6.27 5 2.12 8 1.92 5 0.57 .8 - 0.97 7 - 2.44 6 - 2.53 7 -6.79 6 - 4.08 7 - 11.14 6 10.44 6 4.79 7 7.40 6 3.24 7 - 0.37 8 - 0.84 5 - 1.29 8 - 2.53 5 -2.20 8 -4.22 5 0.37 0.33 0.18 0.17 0.00 0.00 - 0.17 -0.18 - 0.33 -0.37 4 7 4 7 4 4 7 4 7 4 - 0.33 7 -0.37 4 - 0.17"7 - 0.18 4 0.00 4 -0,00 4 Job : Page: 28 Date: 11/07/00 File: NETFR16 Moment lc K -ft -27.72 7 - 117.03 6 -14.18 7 -58.87 6 0.00 4 0.00 7 0:00 4 0.00 4 - 5.06 8 -15.35 5 - 4.29 8 -14.39 5 2.98 6 2.21 7 36.61 6 14.59 7 36.61 6 14.59 7 3.15 6 - 0.47 7 -9.65 8 -18.98 5 - 6.53 8 -12.66 5 0.00 7 0.00 4 0.004 0.00 4 - 1.33 7 - 1.48 4 -1.78 7 - 1.98 4 - 1.33 7 - 1.48 4 0.00 7 0.00 4 0.00 4 0.00 4 1.48 4 1.33 7 1.98 4 1.78 7 RISA -2D (R) Version 4.01 Engineers Northwest r �6869 Woodlawn Ave, NE, Suite 205 ?Seattle, WA 98115 NETSTEREAM GRID 16 FRAME • Section Memb 4 4 U 5 U L 11 1 U 2. U L.. 3 L 4,L L 12 1 U 2 U 3 U L 4 U 5 U .L Unity Loc Memb Chk lc 1 0.812 1 4 2 0.370 1 4 3 0.618 5 •4 4 0.341 1 4 5 0.925 5 .- 4 6 0.925 1 4 7 0.376 5 5 8 0.405 1 6 9 0.538 3 "6 10 0.538 3 5 11 0.311 3 6 12 0.311 3 5 Axial lc K 166.19 5 -58.17 8 166.00 5 -58.34 8 76:05 6 -52.86 7 75.91 '6 - 52:98 7 75.77 6 -53.11 7 75.62 6 - 53.24 7 75.48 6 - 53.36 7 76.07 5 - 52.84 8 75.93 5 - 52.96 8 75.79 5 -53.09 8 75.65 5 -53.22 8 75.51 5 - 53.34 8 < Envelope. Section Forces > Envelope AISC Unity Checks > Shear Loc Chk. lc 0.000 1 . 6 0.000 1 6- 0.000 1 6 0.000 1 6 0.379 5 4 0.379 1 4 0.165 5 4 0.154 1 4 0.003 1 4 0.003 1 4 0.003 1 4 0.003 1 4 Shear lc - - - 0.18 .4 0.17 7 0.37 4 0.33 7 0.28 4 0.25 7 0.14 4 0.13 7 0.00 4 0.00 4 - 0.13 7 - -0.14 4 - 0.25 7 - 0.28 4 -0.25 7 -0.28 4 - 0.13 7 -0.14 4 0.00 4 0.00 4 0.14 4 0.13 7 0.28 4 0.25 7 Job : Page: 29 Date: 11/07/00 File: NETFR16 Moment lc K -ft 1.48 4 1.33 7 0.00 4 0.00 7 0.00 4 0.00 4 - 1.01 7 - 1.13 4 -1.35 7 - 1.504 - 1.01 7 - 1.13 4 0.00 4 0.00 7 0.00 4 0.00 4 1.13 4 1.01 7 1.50 4 1.35 7 . 1.13 4 1.01 7 0.00 7 0.00 4 /91 ASD Fa Fb Cb Cm Eqn. Ksi Ksi 23.03 30.36 1.00 0.60 H1 -1 23.21 30.36 1.00 0.60 H1 -1 23.03 30.36 1.00 0.60 H1 -1 23.21 30.36 1.00 0.60 H1 -1 16.52 21.60 1.00 1.00 H2 -1 16.52 21.60 1.00 1.00 H2 -1 21.80 28.79 1.00 1.00 H1 -1 21.80 28.79 1.00 1.00 H1 -1 22.80 40.47 1.00 1.00 H1 -1 22.80 40.47 1.00 1.00 H1 -1 23.58 40.47 1.00 1.00 H1 -1 23.58 40.47 1.00 1.00 H1 -1 i v WI ■qC 00 N0 (!) uJ J LU Qe = W I- O F-y W no w w: � �• . O • _Z` 0 Se 0 ~' • ENGINEERS - NORTHWEST INC. P.S. 6869 WOOOLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 Jos No. Jos NAME _11XSITVACK SUBJECT �9d o= I6lip t1p.QH 6 - 36 - i(l a 145'04b) /1 -54.1 C LC1) 1,,g_ "wiQS /m ‘,5 =V 10 5 143 1,3 $x$xN 1 3 D � DATE ) I S, SHEET / OF BY � = I(•8 1 . I L% 210.l .53 i .1 .t-gx8x1/4-Te A�- �I 5a.3 as3, CLC. /1135 X19 -65.4- (La '�:i'r.'ttsa� - • t; n, a irr � >.t.l.:: '. N LL . W 0 , : LL < z p F-6 z W W. m , 0 pi ._ z - . IL .z. 0 =_ 0 z Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205- - Seattle, WA 98115 NETSTEREAM GRID 18 FRAME B1 B2 C1 D2 Units Steel Code Allowable Stress Increase Factor Include Shear Deformation No. of Sections for Member Ca'lcs.. Do Redesign - P- Delta Analysis Tolerance Joint No 1 2 3 4 5 6 7 8 Joint + No Material Label GR36 • GR46 GR50 Translation X Y K /in 1 Reaction 2 Reaction Section Database Label Shape W24X55 W16X26 TU8X8X4 -• TUSX8X6 • TU8XSX4 °- X Coordinate - ft 0.000 30.000 0.000 15.000 30.000 0.000 15.000 30.000 GR36 GR36 GR46 GR46 GR46 RISA -2D (R) Joint Coordinates > Y Coordinate -ft 0.000 0.000 15.420 15.420 15.420 30.380 30.380 30.380 < Boundary Conditions > Rotation K /in- K- ft /rad Reaction Reaction < Materials (General) > Young's Shear Poisson's Thermal Modulus -- Modulus - Ratio Coef. Ksi Ksi - - - --F 10 "5 °F 29000.00 11154,00 0.3000 0.65000 29000.00 11154700 0.3000 0.65000 29000.00 11154.00 0.3000 0.65000 Material Label --- Version US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50% < Sections > As As Area 0,2 1,3 in "2 16.20 1.2 1.2 7.68 1.2 1.2 7.59 1.2 1.2 11.10 1.2 1.2 7.59 1.2 1.2 4.01 -• Joint Temperature OF 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Job : Page: 21 Date: 11/07/00 File: NETFR18 Weight Density - K /f t3 0.490 0.490 0.490 I 1,3 in "4 29.10 9.59 75.10 106.00 75.10 /.3 Yield Stress Ksi 36.00 46.00 50.00 I T 0,2 C in "4 1350.00 301.00 75.10 106.00 75.10 RISA -2D (R) Version 4.01 Engineers Northwest Job : 6869 Woodlawn Ave, NE, Suite 205 Page: 22 '`Seattle, WA 98115 Date: 11/07/00 File: NETFR18 NETSTEREAM - - - --- GRID 18 FRAME < Members > 75 Memb Joints Rotate Section Releases Offsets Inactive? No I J 90° Set I J:AVM I -End J -End Label 4 Length - in in ft - - -- 1 1 ..... 3 C1 15.42 2 3 6 C1 14.96 3 2 5 C1 15.42 4 5 8 C1 . -•� 14.96 5 3 4 B1 PIN 15.00 6 4 5 B1 • PIN 15.00 7 6 7 B2 PIN 15.00 8 7 8 B2 • PIN 15.00 9 1 • ' 4. D1 PIN PIN 21.51 10 2 4 D1 PIN-.- PIN 21.51 11 3 7 D2 PIN' PIN 21.18 12 5 7 D2 PIN-- PIN 21.18 < AISC,NDS Parameters > Section Length Lb -out ••Lb-in Lcomp K K Member Set • le-out le -in le -bend out in CH ft ft f ft 1 C1 .... 15.42 2 C1 14.96 3 C1 15,.42 4 C1 14.96 5 BI 15.00 7.50 6 B1 15.00 7.50 7 B2 15.00 7.50 8 B2 15.00 -7.50 9 D1 21.51 10 Dl 2 11 D2 21.18 12 D2 21.18 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 DEAD LOADS 2 LIVE LOADS 3 SEISMIC •5 2 2 5 2 2 4 4 Cm Cb,B Sway o i < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement ? ---- (X, Y, Mz) Magnitude K, K- ft,in, rad 3 L Y - 16.600 4• L Y -6.500 5 L Y - 11.800 6 L Y - 23.000 o0. coo; N IL w 0 : ' IL < UJ cu 3p 0 c ol w IU w �; 0 I- Engineers Northwest 6869 Woodlawn Ave, NE, )Seattle*, WA 9t115 NETSTEREAM GRID 18 - FRAME < Joint.Loads/EnfcwcedDisplacements, Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) JoiTits Member I -= J Direction -.T 5 • 3 4 Y" 6 4 5 Y Joint \Tumber 8 7 6 7 8 7 •8 < Joint Loads/Enforced Displacements, , Joint Is this a Load or Direction Number a Displacement?- (X,Y,Mz) 3 4 5 6 8 Joints Member Joints Member I 6 8 Is a L L L L 5 a 4 6 4 5 7 6 .7 • - s 1 8 L RISA-2D (R) Version 4.01- Suite -205 < Member Point Loads, BLC < Member Loads, BLC 1 Load Pattern Pattern Label Multiplier D8 D7 < Member•Point BLC Direction Magnitude K,K ft -14.300 Y -14.300 < Member-Distributed Loads, BLC 2 Load Pattern Label Multiplier - L8 • -- Y Magnitude K,K ft -6.500 -6.500 Y Y Y Y <--Joint Loads/Enforced Displacements, BLC 3 this a Load or* Direction Displacement?----• (X,Y,Mz) 1> - 1.0000 - 1.0000 2 .> - 1 - 1 Job ; Page: Date: File: BLC > Magnitude K,K ft,in,rad - 26.400 Location ft or % 7.500 7.500 BLC 2 > Magnitude K, K ft, in, rad -36.200 - 14.300 -26.100 - 58.700 -48.900 Location ft or % 7.500 7.500 23 11/07/00 NETFR18 Magnitude K, K ft, in, rad 22.900 29.400 0 i rcOw uj <' co 3 Z I- 0 Z ILI al' 2 a ui IO 0 IIj uj , ei 0 ) CO' 0 Z RISA -2D (R) Version 4.01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite-205 C . .) Seattle, WA 98115 NETSTEREAM GRID - 18. FRAME i No. Description 1U L 2U L < Joint Loads/Enforced Displacements, BLC 3 > Is this a Load or= Direction a Displacement ?° • (X, Y, Mz ) Joints I J 6 3 .. 4 Dir Y Y X X X L L 7 8 4 5 Joint + -•- - - •----- Forces X K 89.69 6 - 55.60 7 55.60 8 - 89%70 5 < Member•Distributed Loads, BLC 3 > Load! Pattern Pattern Label Multiplier lc E7 E8 E5... E6 Magnitudes Start K /ft, F 0.090 0.090 0.080 0.080 0.760 0.760 0.530 0.530 1 DEAD LOAD Y -1 1 1 2 LIVE LOAD 2 1 3 SEISMIC 3 1 4 D +L Y -1- 1 1 5 D +L +E Y -1 1 1 6 D +L -E Y -1 1 1 7 .9D +E Y -.9 1 .9 8 .9D -E Y -.9• 1 .9 X X < Load Patterns > 1.0000 1.0000 1.0000 1.0000 End Start K /ft; F ft or t 0.090 0.000 0.090 0.000 0.080 0.000 0.080 0.000 0.760 0.000 0.760 0.000 0.530 0.000 0.530 0.000 2 1 2 1 3 2 1 3 3 1 3 -1 Job : Page: 24 Date: 11/07/00 File: NETFR18 Magnitude K, K -ft, in, rad 15,900 20.100 Locations End ft or % - -- 15.000 15.000 15.000 15.000 15.000 15.000 15.000 15.000 < Combinations > RWPE BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv < Envelope Reactions > Y lc Moment lc K K -ft 274.47 6 0.00 4 - 54.11 7 0.00 4 253.16 5 0.00 4 - 55.37 8 0.00 4 Engineers •• Northwest 6869 Woodlawn Ave, NE, Suite 205-e )Seattle'; WA 98115 NETSTEREAM GRID 18• F Joint + Forces - + lc Y lc Moment lc K K -ft 321.93 5 96.05 8 X .. K Tot r9.0 127.00 6 L - 127.00 5 Envelope Section Forces > Section Memb 4 Axial lc Shear lc Moment lc K K K -ft 1.1 U 181.69 6 0.01 6 0.00 4 L 2.7 7 -0.010 7 0 2 U 181.59 6 0.01 6 0.04 7 L 2.6 7 -0.010 7 0 3 U 181.49 6 0.01 6 0.08 7 L 2.5 7 -0.010 7 -.11 6 4 U 181.39 6 0.01 6 0.12 7 L 2.4 7' -0.010 7 -.16.6 L . 181.29 6 0.01 6 0.16 7 L 2.3 7 -0.010 7 -.21 6 2 1 U L 2 U L.... 3 . 0 L 4: U L 5 U L 82.94 5 21.6 •8 82.855 21.5 8 82.75 5 21.4 8 82.65 5 21.3 8 82.56 5 21.2 8 3 1 U 160.39 5 0.02 6 L 1.4 8 -0.010 7 0 2 U 160.29 5 0.02 6 •L. . 1.3' 8 .... -0.010 7 0 3 U 160.19 5 0.02 6 L 1.2 8 -0.010 7 4. U 160.09 . 5 0.02 6 L 1.1 8 -0.010 7 5 U' 159.99 5 0.02 6 L - 1 8 -0.010 7 4 1 U •76.53 4 24.6 8 2' •U 76.44 4 L.. 24.5 8 3• U 76.34 4 L 24.4 8 RISA -2D •(-R) Version 4.01 . 'Envelope Reactions :> 0.01 7 - 0.014 6 0.01 7 - 0.014 6 0.017 - 0.014 6 0.01 7 - 0.014 6 0 0.01 7 -0.014 6 0 0.01 7 - 0.018 0.01 7 - 0.018 '6 0.0 7 - 0.018 . ...v ... .@ sJY.da[Jis . ,.r '�..d� �' \� »•t;r: Job : Page: 25 Date: 11/07/00 File: NETFR18 0.16 7 -.21 6 0.12 7 -.16 6 0.08 7 -.11 6 0.04 7 0. 5 0.00 4 0.04 7 0.08 7 -.13 6 0.12 7 -.2 6 0.16 7 -.26 6 0.16 7 - .26 6 0'.12 7 - ,2 6 0,08 7 -.13 6 /P 7 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 `Seattle, WA 98115 NETSTEREAM GRID 18 F Section Memb *Axial lc K 4 U 76.24 4 L 24.4 8 5 U 76.15 4 L 24.3 8 51 U• L 2 U L. 3 U tr L L 6 1 U 2 U U L. U L U L 8 1 2 3 4 .. U. L U L U. L. U L 52.20 7 - 55.9 6 54.18 7 - 57.9 6 56.17 7 - 59.9 6 58.16 7 - 61.9 6 60.15 7 - 63.9 6 -- 64.34 8 - 68.1 5 62.35 8 - 66.1 5 60.36 8 - 64.1 58.38 8 -62.1 5 56.39 8 -60.1 5 7.1 U 22.96 5 L -23 6 2 U 25.81 5 L -25.8 . 6 3 U 28.66 5 L . -28.7 6 4 U 31.51 5 L -31.5 6 5 U 34.36 5 L -34.4 6 40.85 •6 - 40.9 5 38.00 6 -38 . 5 35.15 6 - 35.2 5 32.30 6 -32.3 5 RISA -2D (R) Version 4.01 < Envelope Section Forces > Shear lc K 0.01 7 -0.018 6 0 0.01 7 - 0.018 6 0 5.46 6 1.715 8 0 5.25 6 1 8 - 4751 7 - 15.757 5 - 4.69 7 - 15.964 5 - 4.88 7 - 16.170 5 16.17 5 4.879 7 15.96 5 4.6937 -1.34 8 - 5.043 6 - 1.53 8 -5.250 6 - 1.71 8 -5.457 6 0 0.85 5 0.518 8 0 0.13 7 0.10 . 6 - 0.267 -0.628 6 -0.65 7 - 1.364 6 - 1.04 7 -2.099 6 2.10 6 1.043 7 1.36 6 0.651 7 0.63 6 0.259 7 - 0.11 6 - 0.133 7 Job : Page: 26 Date: 11/07/00 File: NETFR18 Moment lc K -ft 0.04 7 0.00 6 .0.00 4 - 6.088 - 20.,1 6 -11.47 8 -39.4 6 20.7,0 5 5.8 7 80.35 5 23.7 7 80.355 23.7 7 20-.10 5 . 5.8 7 -11.47 8 -39.4 6 - 6.08 8 -20.1 6 0.00 4 0.00 4 -1.21 8 - 1.8 5 -0.80 6 -.99 7 2.93 6 .71 7 9.42 6 3.9 7 9.42 6 3.9 7 2.R3 6 .71 7 -0.$0 6 -.99 7 - 1.21 8 - 1.8 5 l �2 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 - -•= r ?Seattle, WA . 98115 NETSTEREAM GRID'" 1S Section Memb - .. 4 Axial lc K 5. U 29.45 6 L -29.5 5 RISA- 2D--(R) Version 4.01 -c Envelope. Section Forces > Job : Page: 27 Date: 11/07/00 File: NETFR18 Shear lc Moment lc K K - ft -0.52 8 0.00 7 -0.850 5 0 9 1 U 129.15 .6 0.28 4 0.00 4 L -79.5 •7 0.255 7 0 2 U 129.00 6 0.14 4 -1.03 7 L....... -79.6. •7 0.127 7 - 4 3 U 128.85 6 0.00 4 -1.37 7 L -79.7 7 0.000 4 -1.5 4 4 -•.0 128.71 6 -0.13 7 -1.03 7 L -79.9 7 -0.142 4 -1.1 4 5 U 128.56 6 -0.25 7 0.00 4 L -80 7 -0.283 4 0 10 1 U 129.13 5 -0.25 7 L -79.5 •8 -0.283 4 0 2 U 128.98 5 -0.13 7 •L.. .. ., -79.6 8 -0.142 4 3 U. 128.84 .5 0.00 4 L -79.7 8 0.000 4 4 U. 128.69 5 0.14 4 L -79.9 8 0.127 7 5. U. 128.54.5 0.28 4 L -80 8 0.255 7 0 11 1 U 56.64 6 0.19 4 0:00 4 L -51.1 7 0.174 7 0 2 • U 56.55 6 0.10 .4 -0.q9 7 L.. -51.1 .7 0.087 7 -.77 4 3 U 56.45 6 -- 0.00 4 -0.92 7 L -51.2 7 0.000 4 -1 4 4. U 56.35 6 -0.09 7 -0.69 7 L -51.3 7 --- -0.097 4 -.77,4 5 U 56.26 6 -0.17 7 0.00 7 L -51.4 7 -0.194 4 0 12 1 U L 2 U L 3 •U L ,4 U L 5. U L 56.64 5 -51 8 56.545 - 51.1 '8 56.455 - 51.2 8 56.35 . 5 - 51.3 8 y 56 5 .. - 51.4 8 -0.17 7 - 0.194 4 0 -0.09 7 -0.097 4 0.00 4 0.000 4 0.10 4 0.087 7 0.19 4 0.174 7 0 0.00 4 1.14 4 1 7 1.52 4 1.4 7 1.14 4 1 7 0.00 7 0.00 4 0.77 4 .69 7 1.03 4 .92 7 0.77 4 .69 7 0.90 4 I 1 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 !Seattle, WA 98115 NETSTEREAM GRID 18 FRAME ) Section Memb 4, Axial lc K < Envelope AISC Unity Checks > Unity Loc Shear Loc Memb Chk lc Chk lc -- 1 0.886 1 4 0.000 2 0.504 1 4 0.000 3 0.755 1 4 0.000 4. 0.466 1 4 0.000 5 0.459 5 5 0.145 6 0.470' 1 6 0.145 7 0.329 5 5 0.045 8 0.372 1 6 0.045 9 0.527 3 6 0.003 TO 0.527 3 5 0.003 11 0.335 3 6 0.003 12 0.334 3 5 0.003 RISA -2D (R) Version 4.01 < Envelope Section Forces > 1 1 1 1 5 1 5 1 1 1 1 1 • 6 6 6 6 4 4 4 4 4 4 4 Shear lc -K Job : Page: 28 Date: 11/07/00 File: NET Moment lc K -ft ASD Fa Fb Cb Cm Eqn. Ksi Ksi 21.45 27.60 1.00 0.60 H1 -1 21.71 27.60 1.00 0.60 H1 -1 21.-45 27.60 1.00 0.60 H1 -1 21.71 27.60 1.00 0.60 H1 -1 22.29 28.75 1.00 1.00 H1 -1 22.29 28.75 1.00 1.00 H1 -1 20.39 27.05 1.00 1.00 H1 -1 20.39 27.05 1.00 1.00 I1 -1 23.29 40.47 1.00 1.00 H1 -1 23.29 40.47 1.00 1.00 H1 -1 23.92 36.79 1.00 1.00 H1 -1 23.92 36.79 1.00 1.00 H1 -1 , m 1 CO W o. Q _ d w .11J ui 0 ! 0 -. i H; w w ° w Z 0 0': 0 ,6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 - 6698 Joe No. Joe NAME 1,11:gSIEtab ( SUBJECT = '' SHEET / OF J.3 D '4 1, 1. . 4 16,38 15.4s to NI 17 V3oA ENGINEERS — NORTHWEST INC. P.S. D ='1.5 11 3010.5 Oh (,) — 1 51,4- (Lc,) 13.35 841 I.61 M I, I.e x111 ,z2 - D =•7 '`✓ 8x n •__ \.\ ►-11x. Lbw \ \\ u :1 .35 -1.t. L 35.0 Pc 13.7 t.r 32;0 ( Oy. o(fO 340.5 (L -154-5 (Let) DATE I t?1co BY E--� 11 Isye, c..14z - L. L. 4-- 34.4 vz7,3/1s0,1 t .41 �-- AS.2. ` )hits - US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation • Yes No. of Sections for Member Calcs*. 5 Do Redesign Yes P -Delta Analysis Tolerance...:.-:: - 0.50% .}� Joint No 1 2 3 4 5 6 7 8 X Coordinate ft 0.000 26.700 0.000 13.350 26.700 0.000 13.350 26.700 < Joint Coordinates > -- y Joint Coordinate Temperature -- - -ft °F 0.000 0.0 •o0 15.420 15.4-20 15.420 10.380 30.380 3.0.380 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RISA-2D (R) Version 4.01 Engineers Northwest '4869 Woodlawn Ave, NE, Suite 205- 3eattle, WA 98115 NETSTEREAM GRID J.3 F Material Label GR36 GR46 GR50 • • Section Label W21X44 W21X50 TU8X8X4 TU8X8X8 TU8X8X6 Database Material Shape Label Memb Joints Rotate No I J 90° 1 1 3 C1 2 3 6 C1 3 2 5 C1 4 5 8 C1 5 3 4 B1 6 4 5 B1 7 6 7 B2 8 7 8 B2 9' 4 D1 10 2 4 D1 11 3' 7 D2 12 5 7 -- D2 1 CI' 15.42 2 C1 3 C1 15 4 C1 GR36 GR36 GR46 GR46 GR46 -= < Boundary Conditions > Joint + Translation + No X Y Rotation K/in K/in K-ft/rad 1 Reaction' Reaction 2 Reaction Reaction < Materials (General) > Young's Shear -- Poisson's Thermal Modulus Modulus Ratio Coef. Ksi Ksi 105°F 29000.00 11154:00 0'.3000 0.65000 29000.00 11154.00 0.3000 0.65000 29-000.00 11154.00 0.3000 0.65000 <1 Sections > As As Area 0,2 1,3 in 13.00 1.2 1.2 14.70 1.2 1.2 -._.7.59 1.2 1.2 14.40 1.2 1.2 11.10 1.2 1.2 < Members > Section Releases Offsets Set I: J:AVM I-End J-End in in PIN • PIN PIN" -P/N PIN PIN PIN PIN PIN PIN PIN PIN < AISC,NDS Parameters > Section Length Lb-out Lb-in Lcomp K Member' Set le-out le-in le-bend out ft ft ft ft_ K in Job : Page: 29 Date: 11/07/00 File: NETFRJ3 'Weight Yield Density Stress - K/ft3 Ksi 0.490 36.00 0.490 46.00 0.490 50.00 1,3 in 20.70 24.90 75.10 131.00 106.00 CH T 0,2 •n 843.00 984.00 75.10 131.00 106.00 Inactive? Label 4 Length ft 15.42 14.96 15.42 14.96 13.35 13.35 13.35 13.35 20.40 20.40 29.05 20.05 - Cm Cb,B Sway o i RISA -2D (R) Engineers. Northwest 869 Woodlawn Ave, NE, Suite 205-1 ...f eattle,- WA......... 98115 NETSTEREAM GRID .J.3 F Section Length Member •• Set BLC No. 1 2 3 1 Joint Number 3 4 5 6 8 5 B1 6 B1 7 B2. 8 B2 9 10 D1 11: D2. 12 D2 7 8 8• Is a 6 7 7 ft 15.00 15.00 15 15.00 21 22.51 2] 2j.18 < Basic Load Case Data > Basic Load Case Load Type Totals Description Nodal Point Dist. DEAD LOADS LIVE LOADS SEISMIC - < Joint Loads /Enforced Displacements, this a Load or Direction Displacement? (X,Y,Mz) Joints Member I J Joints Member I J L L L L < A•ISC, NDS Lb -out Lb - le -out • le -in ft 7 - 7.50 7 -7.50 Version 4.01 Parameters > - comp K K le -bend out in CH ft Y Y Y Y 5 5 4 < Member Loads, BLC 1 > 5 3 4 Direction: Magnitude K, -K -ft 7 y -7.500 8 Y -8.300 8 y -8.300 < Member Distributed Loads, BLC 1 > Load Pattern Pattern •Label Multiplier D5 - 1.0000 Job Page: 30 Date: 11/07/00 File: NETFRJ3 3 3 BLC 1 > Magnitude K, K -ft, in, rad - 17.000 -0.700 - 13.700 - 20,000 - 18.100 Location ft or % 9.100 1.610 7.470 1 3 4 r Cm Cb,B Sway o i 3 4 5' 6 8 Member 7 8 8.. - Member 5 7 8 Member 7 8 5 6 • pattern Label Dir D5 L7 JOints • I J 6 7 7 Joints 3 6 7 Joints 6 7 3 4 . L L L 7 8 8 4 7 8 .7 • 8 . 4 5 RISA-2D (R) Version 4.01 Engineers - Northwest 6869 Woodlawn Ave, NE, Suite 205-1 Es\ t'eattle, WA 98115 NETSTEREAM GRID J.3 •FRME Job : Page: 31 Date: 11/07/00 File: NETFRJ3 .Vet5" Joint Loads/Enforced Displacements, BLC 2 > Joint Is this a Load or -- Direction Number a Displacement? (X,Y,Mz) Y Y Y < Member Point Loads, BLC 2 > Directioa Magnitude Kl-IK ft Y -8.100 Y -8.900 Y -10.400 < Member Distributed Loads, BLC 2 > Load Pattern Pattern Label-' Multiplier L5 L7 L8 < Joint Loads/Enforced Displacements, BLC 3 > Joint Is this a Load or Direction Number a Displacement? - (X,Y,Mz) . Magnitude K„K-ft,in,rad 6 L -- X 36.600 8 L X 36.600 3 L * 75.900 5 L X 25.200 < Member Distributed Loads, BLC 3 > Load Pattern Pattern Label Multiplier E7 E8 E5 E. =K Load Patterns > Magnitudes Start -- End K/ft,F K/ft,F 0.220 -- 0.220 0..350 0.350 - 1.0000 - 1.0000 - 1.0000 1:0000 1..0000 1.0000 1.0000 Magnitude K,K ft,in,rad -30,400 -1.300 -32.000 - 30.300 - 35.000 Location ft or 6 9.100 1.610 7.470 Locations Start End ft or W ft or W--- 0.000 13.350 0.000 13.350 • Engineers:: Northwest ,A869 Woodlawn Ave, NE, Suite 205 - -= ..,. ,,eattle. - : WA.:: 98115 :.... NETSTEREAM GRID Pattern Magnitudes Label . .. - - Dir.. . Start End K /ft, F -- K/ft,F L8 Y 0.35 0.350 E7 X 1.420 1.420 E8 X.. 1.420 1.420 E5 X 0.980 0.980 E6 X 0.980 0.980 L5 Y 0.48e 0.480 No. Description BLC Fac BLC Fac BLC Fac 1 DEAD LOAD 2 LIVE• LOAD 3 SEISMIC . 4 D +L 5 D +L +E 6 D +L -E %7 .9D +E 8 .9D -E Joint - + -• -_ _._.__._ _._ X K 1U 124.74 6 L. -117.19 7 2U 117.16 8 L - 124.70 5 Tot:9U 238.38 6 L - 238.38 5 Y Y Y Y Y. Y - Forces' lc RISA -2D (R) Version 4.01 < Load Patterns > < Load Combinations > 1 1 1 1 1 1 .9 .9 Y- K 336.24 6 - 151.60 7 340.25 --5 - 154.65 8 276.29 5 93.72 7 Section Memb 4./ Axial lc Shear lc K..... K 1 1 U 191.28 6 0.03 7 L -16.9 7 0 2 U 191.18 6 0.03 7 L -17 7 0 3 U 191.08 6 0.03 7 L -17.1 7 - 0 4- U • 190.98 6 0.03 7 L -17.2 7--- 0 5 U 190.89 6 0,03 7 L -17.2 7 ".0" 2 1 2 1 3 1 2 1 3 -1 3 1 3 -1 < Envelope Reactions > lc Moment lc K -ft 0.00 4 0.00 4 0.00 4 0.00 4 < Envelope Section Forces > Job ; Page: 32 Date; 11/0 File: NETFRJ3 Locations Start End ft or % ft or % - -- 0.000 13.350 0.000 13.350 0.000 13,350 0.000 13.350 0.000 13.350 0.000 13.350 RWPE BLC Fac BLC Fac SSdv Moment lc K -ft 0.00 4 0.16 6 0.32 6 0.48 6 0.63 6 RISA -2D (R) Version 4.01 Engineers Northwest ( 869 Woodlawn Ave, NE, Suite -205 eattle; . 98115 NETSTEREAM GRID° J.3 F __= < Envelope Section Forces > Section Memb 4 Axial lc Shear lc Moment K - - K - ft 2 1 U 53.766 0.04 .6 L • •18.9. 7 .0 2 U 53.67.6. 0.04-6 • •L.. 18 0_ 3 U 53.57•6 "' 0.04 6 L 18.7 7 0.--- 4 U - 53.47:6 0.04 6 L 18.6 7 0 5 ''1V 53.38'6 0.04 6 L 18.5 7 0- 3.1 U 195.34 5 -0.02 5 L - 19.9.8 0 2 U 195.24 5. 0.02 5 L. -20.8 0 -, 3 U 195.14 5 --- 0.02 5 L -20.1 8 0- U 195.04 5 0.02 5 L -20.2 8 0 L 194.94 5 0.02 5 L -20.3 8 0 • 4 1 U 64.13 6 0.00 8 L 20.1 7 0 2. U 64.04 6 0.00 8 L . 20.7 0., 3 U "63.94 6 0.00 8 L 19.9 7 0 -- 4 U 63.84 6 0.00 8 L 19.8 7 0 5 U 63.75 6 0.00 8 L 19.7 7 0 5 1 U 122.73 7 2.54 6 L -153.5 6 .7 7 0 2 U 126.01 7 0.066 L. -156.8 '6 0 3 U 129.28 7 - -0.82 8 L -160.1 6 -- -2.4 5 4 U 132.55 7 -1.61 8 L -163.4 6 -4.9 5 5 U 135.82 7 -2.40 8 L -166.6 6 -7.4 5 Job ; Page: 33 Date: 11/07/00 File: NETFRJ3 0.63 6 0.48 6 0.32 6 0.16 6 0.00 8 0.00 4 •0.01 8 0.02 8 0.03 8 0.04 8 0.04 -8 0.03 8 0.02 8 0.01 8 0.00 5 0.00 4 -1.25 7 0.15 7 -.4 6 11.85 5 4.2 8 32.38 5 10.9 8 2 co Q, 1W zg I- 0' Z W W{ ;gyp. � F 10 =I Wr o. u.. U CO' ' 0 RISA -2D (R) Version 4.01 Engineers Northwest --- 1 869 Woodiawn Ave, NE, Suite 205 • Seattle, WA 98115 NETSTEREAM GRID J.3 FRAME ..x• 10 1 U - 'L 191.32 5 -172.5 3e ".- i.uv3..Yi:.4�'.rL'ML4 'iri•L':a �'i.4::41 �. •:i . c Envelope Section Forces > Job : Page: 34 Date: 11/07/00 File: NETFRJ3 Section Memb 4 Axial is Shear lc Moment lc K K K -ft 6 1 U 85.49 8" 2.72 5 32.38 5 L -116.3 5 1.1 8 10.9 8 2 U 82.21 8 2.57 5 23.55 5 L -113 5 .95 8 7.5 8 3 U 78.94 8 2.43 5 15.21 5 L -109.7 5 - - -.. .82 8 4.6 .8 4 U 75.67 8 2.28 5 7.36 5 L -106.4 5 .68 8 2.1 8 5 TT 72.40 8 2.13 5 0.00 6 L -103.2 5 .55 8 0 7 1 U 36.67 5 3.09 6 0.00 4 L -36.7 6 .55 7 0 2 U 41.41 5 1.75'6 -1.57 7 L -41.4 6 .39 '7 -8.1 6 3 U 46.15 5 --0.61 8 -2.64 7 L -46.2 6 0 _, 4 U 50.89 5 -6.29 8 7.01 5 L -50.9 6 -16.9 5 -.69 8 5 U 55.63 5 -6.44 8 65.58 5 L -55.6 6 - -18.2 5 20.6 8 8.1 U 55.62 6 30.94 5 65.58 5 L -55.6 5 11.7 8 20.6 8 2 U 50.88 6 12.41 5 -1.69 7 L.. -50.9 5 _4..1.8 -9.4 6 3 U 46.14 6 11.07 -16.27 7 L -46.2 5 -- 3.9 8 -47.4 6 4. U- 41.40 6 -3.33 7 -11.35 7 L -41.4 5 -- -9.3 6 -33.4 6 5 U 36.67 6 -3.48 7 0.00 4 L -36.7 5 --, -10.7 6 0 9 1 U 191.36 6 0.33 4 •0.00 4 L - 178.5 7 .29 7 0 2 U 191.18 6 0.16 4 -1.13 7 L.. ._ -178.7 7 .15 7 -1.3 4 3 U 190.99 6 - - -- 0.00 4 -1.50 7 L -_ -178.9 7 0 4 U' 190.80 6 -0.15 7 -1.13 7 L -179 7 -.16 4 -1.3 4 5 U 190.61 6 -0.29 7 0.00 7 L - -179.2 7 -.33 4 0 -0.29 7 0 0..00 •4 Engineers Northwest 6869 Woodlawn Ave, NE, Suite-205 Seattle, .. WA 98115 NETSTEREAM GRID ' J.3 FRAME Section Memb '4 Axial lc K 2 U 191.13 5 L -178.7 8 3 U 190.94 5 L -178.9 8 4 U " 190.75 5 L -179 8 5 U 190.56 5 L -179.2 8 RISA -2D (R) Version 4.01 < Envelope Section Forces > 0 Shear lc Moment lc . - - -K K -ft -0.15 7 1.25 4 -.16 4 1.1 7 0.00 4 1.67 4 0.16 4 .15 7 0.33 4 .29 7 0 Job ; Page: 35 Date: 11/07/00 File: NETFRJ3 1.25 4 1.1 7 0.00 4 11 1 U _ 116.78 6 0.25 4 0.00 4 L -70.2 7 .23 7 0 2 'U 116.64 6 -0.13 4 -0.85 7 L.. -70.3 7 .11. 7 - .95 4 3 U 116.50 6 0:04 4 -1.14 7 L -70.4 7 0. -- 4. U 116.36 6 -0.11 7 -0.85 7 L -70.6 7 -.13 4 -.95 4 5 17' ` 116.22 6 -0.23 7 0.00 4 L -70.7 7 -.25 4 0 12 1 U L 2 . 0 •L . 3 U. L 4 U' L 5 U L 5 -0.23 7 0.00 4 8 -.25 4 0 117.14. '5 -0.11 7 0.95 4 -70.8. 8 -.13 4 .85 7 117.00 5 0.00 4 1.26 4 -70.9 8 0- 116.86 5 0.13 4 0.95 4 -71 8 .11 7 .85 7 116.72 5 0.25 4 0.00 7 -71.2 8 .23 7 0 < Envelope AISC Unity Checks > Unity Loc Shear Loc ASD Memb Chk lc Chk 3c Fa Fb Cb Cm Eqn. Ksi Ksi 1 0.891 5 6 0.001 1 6 28.60 36.79 1.00 0.60 H1 -1 2 0.328 1 4 0.001 1 6 21.71 27.60 1.00 0.60 H1 -1 3 0.903 5 5 0.000 1 5 28.60 36.79 1.00 0.60 H1 -1 4 0.391'1 4 0.000 1 5 21.71 27.60 1.00 0.60 H1 -1 5 0.610 5 6 0.085 5 --A 21.72 28.79 1.00 1.00 H2 -1 6 0.476 1 5 0.031 1 4 21.72 28.79 1.00 1.00 H2 -1 7 0.463 5 5 0.190 5 4 22.02 28.79 1.00 1.00 H1 -1 8 0.442 1 E 0.324 1 4 22.02 28.79 1.00 1.00 H1 -1 9 0.583 3 6 0.003 1 4 23.84 40.47 1.00 1.00 H1 -1 10 0.583 3 .. 5 ..• 0.003. 1 4 • 23.84• 44.47 1.00 1.00 H1 -1 Uo v) 0 co w; 9 2 w o; Q; _ = CJ; Z D` UJ 0 N' Hi w V ui Z ; . O E"- ENGINEERS— NORTHWEST INC: �PS. .( WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522 -6698 Joe No. r� Joe NAME J � SUBJECT '11_kik� ' !C � h , 3/4 tt , ti/MO. 'I1('43 (4, DATE (1 i g1 99 SHEET OF BY l` AL, ptA00.(Dko =1 Tukty= 11.11 = 51t ..moo 111 r 1. (In kekik r qd tut 10)(34t1(U, —RStsp 1,ol.0 Z N W; N IA.', 'W O u. fA 0 W: Z 0 JO W WI R. z, U yf O F ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 Joe No. SUBJECT 1111, JOB NAME i• • OssM DATE 1, rig?) - ENG INEERS- NORTHWEST INC. P. S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -8898 Joe No. SUBJECT SHEE OF • B Y 61 CUrits P doe NAME 0 1 'SIFbl1/4l • 16 If/ I 0 1 ft4Aole `Cd e12' °, to veto we • WAWA). �✓�6 (TOM 3 � l7 a-7 (I13) Cal) 34. rrifitu DATE 1' I '°e/ avugz _ ik z 1.4-00) =.5tg'` r D41 (364 t i f.t 36 340C t z-" ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAW(1 AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522.6698 Joe No. SUBJECT JOB NAME webra3frim, QACC(00. Law : @MIS 1411.) I kU N ' tfc0 `('o e $C,3) W.1 7,4 Q 4b G s C?_ _ M3 14* Kiln +242 7 Co 51 ' 7 91_941'2'7 V = a4-6 tol fig 13oc( (fly+ ck(t--) DATE SHEET g OF BY S o` w "I t, q'Ix37, J1 s , 2 ,11 , c 1 114, El - P = ,s� IcF ,1,1 • 4 9- }<Jr1 —NG ,6w�1,t9 MA)r ar(o -00 c )t„( h( : at(-' bib N & fl - J 1 D vt% 11/43`t' g c 29 >, 6o' Ib D.3'x:13 s= -13,3 - 3 40 , wag?. .,a. °�° t 1 11 0 6- F c oIZ p. 4 =11(94i. uti ,• 116g. ,'C)&••, ,i• -,• 0410.5 �x3¢vs in • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. to N m cn c m O O cn m 1' m D CD CO cn • N 0 • — N L cn n cn x N 0 N 0) o NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE ITIS DUE TO THE QUALITY OF THE DOCUMENT. t(� N ` .L c o o to o 0 0 0 r Z m < Z i n _ - .i m u m o (1) csi N � • fJl j (/) Qfl v i Y El 0 0 6 8:• 44 1111 WEI 2: 16.0 -ter• svK 1 i3,2k• ��;� r: — 93, tIB ZEIS + • )0 +308 a L 'sa° i r WAG tui 01(54 OM C I ) ` fr Z J. 4b = 1,3gturi N Acinvo p+ O © - O IJ 7 YZtlig 1 X204 63,1 to (0,(, (03,7 (4)) 5fZ 1 I IAN '► 1 f of td t 1 NI 9∎D t ... Y Jr D : . '.Q it- r z • -. Jt : :J : -„ ' ..1...f ...r ".:.:t. •-i _., - - r- 1 © m q 1 O s] LL P o 7 al 2g.3 +4g. +41. 14R' —146 ' s,Q , — 14 94. ti) 51,31 1 x34 /g" + R R1 . = O,'4z lrr+r► -Z10 = -1 tom► w i O NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. N t Z L . r m v m W - 77 M 7 r,. _ 0 I glz161 13 Md we 14 NA-Paw gitot LA o 1- 111x3zte 7 rztlig ffi 6ht7.66/4.' 1 xso a 741 , 40411 • • 0 11 o E 0 ....4LSM.A.L. 0 18,4 4 14. 4 t■it'W rev Pt+ IMO sifit j t — IL. N4- 9.1) N6 ItA T t4q .41111116 +x45. 7 irr I4 T9 7 K AM. •ntig 212-Wies‘ NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. _ _ 0 m - ENGINEERS—NORTHWEST INC. P.S. i n 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 Joe No. JOB NAME rayr6 DATE I 1 k SHEET f of BY SUBJECT u0 -to yk-% teM = 4 'gel IL) Jakt,---- 0_1! ax4sYi = q3 k' tole as X b K 3f 15 --, to 5l. fa 2 ?,5. toPt IV I U4-t ( W$ &- WV= a wi (b-lbd loo �-t 9, t o 4 two a - olt @ 2 Yl�l l'D 0L5 J e . i'v 12 0 11-610 7ttO e1410 Ytt• ite(a51: Ifi l ‘16€1\`-' )1 Joe No. SUBJECT ENGINEERS— NORTHWEST INC. P.S. WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522 -6698 5/ 4zsku_cL________„ t .i1% f x1100 c Ion Joe NAME latEMPAM 1 �N frwic 040' 1*(4) is rtt2., , Pis 9kitet 104S C.t etrui . J4E) — mil 2 u y 2.2k- �l 6K3 1 /4-r a_01e4 C(St V sYl l$30) Ttet, dw VP VW fig /c ' f rg I•b7 1 ,. 1 \ ab �•o (T Nor rn.� siv` ".:.::LaLl+Lii.h5: � •� Y 't..l "�'Ii..u...�.� ENGINEERS-NORTHWEST INC. P.S. «. 869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 JOB No. JOB NAME 0171 s-nz !Kdt4 DATE • SHEET OF BY SUBJECT i g TioAcith M1V4II 1(9 into 6 a -tncli toT.17- t stitottet 16 '90 t " exmf (V rN.l FYI u 13)eo 2 -16 1140 Zxq CI A - or �z u) ENGINEERS—NORTHWEST INC. - P.S. n6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522-6698 Joe No. 1'r JOB NAME V 9r.. '1P O-4 �a L TL / f l M(h 4.10' 2)(04 MGT Ouio 1,0 rib tr A ( tOUDPO BY ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.TE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 Joe No. L JOB A NA SUBJECT I '.-fL��CfrFIN�& Y/!71 RAW 1..) S7it, V,V .DATE SHEET ' BY OF 4 14 �o = 44 qa rt WO' YIA ,9Ob �5. 30) L 1'5. k T t 4416*- 1 0.0 1 Z 5Iokq'A - ,6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 Joe No. SUBJECT ENGINEERS - NORTHWEST INC. P.S. JOB NAME Oa Po Van 1 re rJ. A-rocong° VZ2.� yl�l8'g it t1 t iti k alt BY U Joe No SUBJECT Ib*0 Lio 'tb SrEeli `M1 -3 /g -ce >&\t 6 gotta* gol‘ l Vk 12 " wc9 ENGINEERS NORTHWEST. INC. P. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - 12061525 -7560 - FAX # (206) 522-6698 JOB NAME ap 11, DATE SHEq. OF BY ENGINEERS — NORTHWEST INC. P.S. 6 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522-6698 Joe No. JOB NAME I\ K5 DATE Ilk SUBJECT [VAC ' J .1001 SHEET j OF BY y4- 1 -40 f'd4.06 ,�f I 1r - - tLi aia vs-rk C 6 II �� t�� - (o I I I I �„I ENGINEERS— NORTHWEST INC. P.S. 00)6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No. JOB NAME NY�g�LI DATE SUBJECT C SHEET BY tgt 1-1-064 *No ot vxtst .caul pJp *ia1 .Cwc OF LL Q� CO car P! i-0 z UI al V 0 - ? 1 �� rr = W t W z w ENGIN. SRS NORTHWEST P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 0e No. JOB NAME ) t&t 1 1 SUBJECT NmU1.4t{1) gUse 1 ' &2ail 80,1 ieff,g2g G 4 /2. , x , DATE 1 SHEET A / OF BY ENG 1 N L RS - NORTHWEST IC. P. S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 :'ae No. JOB NAME 46r-i DATE (0 SUBJECT IM Met. • SHEET kg OF • BY # peol qvc-r-tu ., . , r m+0 II,O'` 0., 4 11,0 1 4 . tg,a A{-w 1 e 13. o k l S = 13.0 c� • F: (9o,0 C-T 2' 60.0 `rtroi, g 1 .tip, @ Ntak,TWOrAAA c+121 ENGINEcRS- NORTHWEST II4C. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. A / / JOB NAME L,'lT-7�PP. FSVIA. DATE (blgib U v SUBJECT - f'a`g P - SHEET �6 OF n't*/ t55 )‘ (f2e5 , c&t. 511v' .5 +. A- ? st " r o� 7 g&tU ob r -o Pats i., S ' 1 - --s = 1s3 n Ito©D= ate'✓ V ip 6 : 1-e'x. 2_5-g-041 - Cs1+ qt-utuFt) YM , " d am -- = BY 1 v-tbr% vost6 1 44;4 cWtothik) tituk - ctmd - ruat Joe No. JOB NAME L I v I HIV /k„ DATE 1 l 1 D SUBJECT N�� SHEET _ OF BY C 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 ENGINEERS — NORTHWEST INC. P.S. fi fi 15J.3 ✓ a:�v5 • 21,1 _ ----W t ) 1 30 4.2b.(a U1 tig x 400 2 '1 59,.1 t- emu . k L 1J) 191 Asa ENGINEERS NORTHWEST INC. P.S. - 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. Joe NAME I.) �CSY' 'M1 DAT iI l to'l SHEET_OF BY d SUBJECT kb' . 1•. 1' € �'13 1 1 1 44.5 _ MS XVs f (,164 - - .lido K IZ 14+ 1— 41 -0643 =fin 10,90 05( ±) =a ` t In1v) .. S"±cg oocc8r-,io Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 + Seattle; WA 98115 Joint • + No NETSTREAM COL .K13 • Units US Standard Steel Code . AISC 9th Edition ASD Allowable Stress Increase Factor.. -1.333 Include Shear Deformation Yes No. of Sections for Member Calcs.-:- 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% Joint No 1 2 3 1 2 3 Section Database Label Shape COL TU8X8X6 X Coordinate ft 0.000 0.000 0.000 RISA -2D '(R) Translation X Y K/in K /in Reaction Reaction Reaction Reaction Memb Joints Rotate No. I J 90° 1 1 2 COL 2 2 3 COL Y Coordinate - - -ft 0.000 16.000 30.500 Version 4.01 < Joint Coordinates > Joint Temperature °F 0.00 0.00 0.00 < Boundary Conditions > Rotation K- f t/ rad < Materials (General) > Material Young's Shear Poisson's Thermal Label Modulus Modulus Ratio Coef. Ksi Ksi -; 10'5 °F - GR46 29000.00 11154.00 0.3000 0.65000 m=__< Sections > Material As As Label — Area 0,2 1,3 in"2 GR46 11.10 1.2 1.2 < Members > Section Releases Set I:AVM J:AVM Offsets I -End J -End in in Job : Page: 17 Date: 11/06/00 File: 2STOCOL I 1,3 in"4 106.00 Weight Density K /ft3 0.490 Yield Stress Ksi 46.00 I T 0,2 C in"4 106.00 Inactive? Label 4 Length ft - - -- 16.00 14.50 Engineers Northwest 6869 Woodlawn Ave, NE, Suite-205 Seattle; 'WA 98115 NETSTREAM COL K13 Section Length Member Set ft - Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 COL 16.00 2 COL 14.50 No. Description 1 ROOF +TL 1 Joint + No X K 1 -0.25 2 -0.05 3 -0;30 Totals: 0.00 Center of Gravity Coords ___------ - - - < Member Member Joints Section I - J 4 1 1- 2 1 2 3 RISA -2D (R) Version 4.01 < AISC,NDS Lb -out Lb -in le -out le -in ft ft 1 2 1 Parameters > Lcomp K K le -bend out in CH ft Mz Section Forces, Axial K 150.30 150:30 150.30 1 2 Job : Page: 18 Date: 11/06/00 File: 2STOCOL < Joint Loads /Enforced Displacements, BLC 1 > Is this a Load or Direction a Displacement? -- ( X,Y,Mz) Magnitude K, K -ft, in, rad L Y - 48.300 < Joint Loads /Enforced Displacements, BLC 2 > Is this a Load or Direction a Displacement? (X,Y,Mz) Magnitude K,K- ft,in,rad L - 102.000 L 8.300 < Load Combinations > RWPE BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv < Reactions, LC 1 : ROOF +TL > Forces -- + Moment Mz K -ft K 150.30 0.00 0.00 0.00 0.00 0.00 150.30 (X, Y, Z) (ft) : 0.000, 20.660, 0.000 LC 1 • ROOF +TL > Shear K 0.25 0.25 0.25 Moment K -ft 0.00 -0.99 -1.97 Cm Cb,B Sway o i y 0 V 0 P to w 0 2 CO . g Q a 1- ILI Z i z I- LL! W; o' ,O H tar I H Vi • 0` it 1 co' U - ,0 1 z., . Engineers Northwest 6869 Woodlawn Ave, NE, ..., . ; iSeattle, WA 98115 NETSTREAM COL K13 4 5 3.•1 . 2 . 3 4 5 RISA -2D (R) Version 4.01 Suite 205 - -_ < Member Section Forces, LC 1 ;.ROOF +TL > Member Joints Section I - J Axial K 150.30 150 :30 48.30 48.30 48.30 48.30 48:30 < Member AISC Unity Checks, LC Member Joints Unity Shear I J Chk Loc Chk Loc Fa Ksi 2 0.700 5 0.003 1 20.96 3 0.242 1 0.003" 1 21.82 Shear K 0.25 0.25 0.30 0.30 0.30 0.30 0.30 1 : ROOF +TL > Job : Page: 19 Date: 11/06/00 File: 2STOCOL Moment K -ft - 2.96 - 3.95 4.35 3.26 2.18 1.09 0.00 Fb Cb Cm Ksi 30.36 1.00 0.60 30.36 1.00 0.60 RISA -2D (R) Version 4.01 Engineers Northwest .. em.6869 Woodlawn Ave, NE, Suite 205-- - Seattle, WA 98115 NETSTR.EAM COL' i1f+ 14,41 ler Units US Standard Steel Code AISC 9th Edition AM Allowable Stress Increase Factor.: 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs.: 5 Do Redesign Yes P -Delta Analysis Tolerance 0:508 < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft -ft _ °F 1 0.000 0.000 0.00 2 0.000 -:16.000 0.00 3 0.000 30.500 0.00 Joint + No Translation X Y K /in K /in 1 Reaction Reaction 2 Reaction 3 Reaction Material Young's Label Modulus -Ksi GR46 29000.00 Section Database Material Label Shape Label COL TU8X8X8 GR46 1 1 2 2 2 3 COL COL < Boundary Conditions > Rotation K- ft /rad < Materials (General) Shear - Poisson's Th Modulus Ratio C Ksi 10 11154.00 0.3000 0. < Sections > As As Area 0,2 1,3 in 14.40 1.2 1.2 < Members > Memb Joints Rotate Section Releases Offsets No I J 90° Set I:AVM J:AVM I -End. J -End in in Job : Page: 14 Date: 11/06/00 File: 2ST000L > ermal Weight oef. Density "5 °F--- -K /ft3 65000 0.490 I 1,3 in 131.00 Yield Stress Ksi 46.00 I T 0,2 C in 131.00 Inactive? Label 4 Length ft - - -- 16.00 14.50 Engineers Northwest 6869 Woodlawn Ave, NE, \ Seattle; WA 98115 '. NETSTREAM COL . K14 Section Length Member Set BLC No. 2 3 Joint Number Joint Number Joint + 1 COL . 2 COL 3 Joint Number 2 2 No. Description 1 ROOF +TL 2 ROOF +PARTIAL LL 1U L 2U L ft 16.00 14.50 RISA -2D (R) Version Suite 205 -- < AISC,NDS Lb -out Lb -in le -out le -in ft -- .-ft 4.01 Parameters > Lcomp K K le -bend out in CH ft Job . Page: 15 Date: 11/06/00 File: 2STOCOL < Basic Load Case Data > Basic Load Case - Load Type Totals Description Nodal Point Dist. ROOF FLOOR FLOOR PARTIAL LOAD < Joint Loads /Enforced Displacements, BLC 1 > Is this a Load or Direction a Displacement? ( X,Y,Mz) Magnitude K, K -ft, in, rad L Y - 48.300 c Joint Loads /Enforced Displacements, BLC 2 > Is this a Load or Direction a Displacement? (X,Y,Mz) Magnitude - K, K -ft, in, rad 2 L Y - 201.000 < Joint Loads /Enforced Displacements, Is this a Load or Direction a Displacement? ( X,Y,Mz) L L X K 0.00 1 -0.52 2 0.00 .1 -0:11 2 BLC < Load Combinations > Fac BLC Fac BLC Fac 1 1 2 1 1 1 3 1 Forces lc Y Mz < Envelope Reactions > Y lc K 249.30 1 198.40 2 0.00 1 0.00 1 1 2 BLC 3 > RWPE BLC Fac BLC Fac SSdv Moment lc K -ft 0.00 1 0.00 1 0.00 1 0.00 1 Magnitude K, K -ft, in, rad - 150.100 17.600 Cm Cb,B Sway o i y y m 0 0 U) 0 w N w o; IL < CO d' tZ O 0 co t io F .., 0 : ti Zi u O Z RISA -2D (R) Version 4.01 - Engineers Northwest .. 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 NETSTREAM COL•K14 Joint + 3U L Tot:9U L Memb 4 K 0.64 2 0.00 1 0.00 1 0.00 1 < Envelope Reactions > Forces -------- - - - - -+ lc Y lc K - --- 0.00 1 0.00- 1 249.30 1 198:40 2 < Envelope Section Forces > Section 1. 1 U L 2 U L 3 U L 4 U L 5 U L 2 1 U L 2 . 0 •�L 3 U 4 U L 5 U L Axial lc K 249.30 1 198.40 2 249.30 1 198.40 2 249.30 1 198.40 2 249.30 1 198.40 2 249.30 1 198.40 2 48.30 1 48.30 •1 48.30 . 1 48.30'1 48.30 1 48.30 1 -- 48.30 1 48.30 1 - 48.30 1 - 48.30 1 Shear lc - K 0.52 2 0.00 1 0.52 2 0.00 1 0.52 2 0.00 1 0.52 2 0.00 1 0.52 2 - -0.00 1 0.64 2 0.00 1 0.64 2 0.00 1 0.64 2 0.00 1 0.64 2 0.00 1 0.64 2 0.00 1 Moment lc K -ft 0.00 1 0.00 1 < Envelope AISC Unity Checks > Unity Loc Shear Loc Memb Chk -Ic Chk lc Fa Fb Ksi Ksi 1 0.835 1 1 0.004 1 2 20.73 30.36 2 0.233 1 2 0.005 1 2 21.62 30.36 Job : Page: 16 Date: 11/06/00 File: 2STOCOL Moment lc K -ft 0.00 1 0.00 1 0.00 1 - 2.09 2 0.00 1 -4.19 2 0.00 1 - 6.28 2 0.00 1 -8.37 2 9.23 2 0.00 1 6.92 2 0.00 1 4.61 2 0.00 1 2.31 2 0.00 1 0.00 1 0.00 2 ASD Cb Cm Eqn. 1.00 0.60 H1 -1 1.00 0.60 H1 -2 c :686.9 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 • FAX # (206) 5224698 Joe No. JOB NAME UP DATE I 11 SUBJECT SHEET' / OF BY 1,5 C41�1 ENGINEERS— NORTHWEST INC. P.S. 1 64 o12,. 1olictp lix y V6' atti9 V lZ Itil�4Z Z -S) 13.2 IZ ;Z 0• W i0 -t :0 H, ;W W • O ot zi 0 N; RISA -2D (R) Version 4.01 Engineers Northwest ,` ? 6869 Woodlawn Ave, NE, Suite 205— Seattle, WA 98115 NETSTREAM COL K15 Units US Standard Stee -1 Code AISC 9th Edition ASD Allowable Stress Increase Factor.: 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs - : 5 Do Redesign Yes P -Delta Analysis Tolerance - — 0. < Joint Coordinates > Joint X - Y Joint No Coordinate Coordinate Temperature ft ft- °F 1 0.00 0.000 0.00 2 0.000 - 16.000 0.00 3 0.000 30.500 0.00 Joint + No Material Label GR46 1 1 2 2 Translation X Y .._ K /in K /in 1 Reaction Reaction - 2 Reaction 3 Reaction COL TU10X10X6 Young's Modulus Ksi 29000.00 Section Database Label Shape < Members > Memb Joints Rotate Section Releases No. I J 90° Set I:AVM J:AVM 2 . COL 3 COL Job Page: 11 Date: 11 /06/00 File: 2STOCOL 245 < Boundary Conditions > Rotation K- ft /rad < Materials (General) > Shear Poisson's Thermal Modulus Ratio Coef. Ksi -- 10 "5 °F 11154.00 0.3000 0.65000 < Sections > Material As As Label Area 0,2 1,3 in"2 GR46 -14.10 1.2 1.2 I 1,3 in"4 214.00 Weight Density K /ft3 0.490 Yield Stress Ksi 46.00 I 0,2 in"4 214.00 T C Offsets Inactive? I -End J -End Label 4 Length in in ft - - -- 16.00 14.50 RISA -2D (R) Version 4.01 Engineers Northwest Woodlawn Ave, NE, Suite 205• - E .98115 NETSTREAM COL • K15 = Section Length Member Set ft BLC No. 1 ROOF 2 FLOOR TL 3 FLOOR PARTIAL LOAD Joint Number 3 Joint Number 1 COL 2 COL 2 2 Joint Number 2 2 No. Description Joint + 1U L 2U L 16.00 14.50 1 ROOF +TL. 1 2 ROOF +PARTIAL LL 1 < Basic Load Case Data > Basic Load Case Load Type Totals Description Nodal Point Dist. X K - 0.28 1 -0.39 2 - 0.06 1 - 0.08 2 Forces lc < AISC;NDS Lb- out -- Lb -in le -out le -in ft ft 1. 2 1 1 --- 3 1 Y lc K 288.90 1 2.71.90 2 0.00 1 0.00 1 Parameters > Lcomp K K le -bend out in CH ft 2 2 < Envelope Reactions > Moment lc K -ft 0.00 1 0.00 1 0.00 1 0.00 1 Job.: Page: 12 Date: 11/06/00 File: 2STOCOL Cm Cb,B Sway o i < Joint Loads /Enforced Displacements, BLC 1 > Is this a Load or Direction a Displacement? .- (X,Y,Mz) Magnitude K, K -ft, in, rad L Y - 64.000 < Joint Loads /Enforced Displacements, BLC 2 > Is this a Load or Direction a Displacement? (X,Y,Mz) Magnitude — K,K- ft,in,rad L Y - 224.900 L Mz 9.500 c Joint Loads /Enforced Displacements, BLC 3 > Is this a Load or Direction a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad L Y - 207.900 L Mz 13.200 Load Combinations > RWPE BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv y Y RISA -2D (R) Version 4;01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 NETSTREAM COL K15 Joint + 3U L Tot:9U L Section Memb ♦ . • 1 Memb 2 1 1 U L 2 .0 3 U 4 U 5 U L 2 3 4 5 U U L. U L U L U L Forces X lc K 0.48 .2 0.34 1 0.00 1 0.00 2 Axial K 288.90 271.9 288.90 271.9 288.90 271.9 288.90 271.9 288.90 271.9 64.00 64 64.00 64 64.00 64 64.00 64 64.00 64 < Envelope lc 1 1 1 1 1 1 1 1 1 1 < Envelope Reactions .> Y lc K 0.00 1 0.00 1. 288.90 1 271-.90 2 Shear lc 0.39 2 0.283 1 0 0.39 2 0.283 1 0.39 2 0.2831 0.39 2 0.283 1 0.39 2 0.283 1 Section Forces > 0.48 2 0.343 1 0.48 '2 0.343 1 0.48 2 0.343 1 0.48 2 0.343 1 0.48 2 0.343 1 0 Moment lc K -ft 0.00 1 0.00 1 < Envelope AISC Unity Checks > Unity Loc Shear Loc Chk lc Chk lc Fa Fb Ksi Ksi 1 0.937 5 1 0:G03 1 2 22.79 30.36 2 0.235 1 2 0.004.1 2 23.39 30.36 Job . Page: 13 Date: 11/06/00 File: 2STOCOL Moment lc K -ft 0.00 1 -1.13 - 1.6 - 2.26 - 3.1 -3.39 -4.7 - 4,52 - 6.3 6.92 5 5.19 3.7 3.46 2.5 1.73 1.2 0.00 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 0 ASD Cb Cm Eqn. 1.00 0.60 H1 -1 1.00 0.60 H1 -1 Joe No SUOJECT ENGINEERS — NORTHWEST INC. P.S. WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 COG icIto JOB NAME 06 - Tom l,9#� �Ibc(i (. 1' r)' (3 ►ib.3 0 g,csx� / QuiT `N& 13 • 00,1 —2 I) = acs k-) 1 1 t o o , 3 BY 132 t)1.1 LI `e DATE 11(31 0% 10)(10 SHEETco 70 OF pnits / 'Steel Code Allowable Stress Increase Factor Include Shear Deformation No. of Sections for Member Calcs; Do Redesign P -Delta Analysis Tolerance...:. Joint No 1 2 3 Joint + -- - Translation No X Y K /in K /in 1 Reaction Reaction 2 Reaction 3 Reaction GR46 Section Label COL Database Material Shape Label X Coordinate ft 0.000 0.000 0.000 GR46 < Joint Coordinates > _x Coordinate - - - ft 0.000 -- 16.000 30.500 US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.501 < Boundary -- Conditions > Rotation K- ft /rad =< Sections > As As Area 0,2 1,3 in"2 14.10 1.2 1.2 Joint Temperature OF 0.00 0.00 0.00 < Materials (General) > :—Material. Young's Shear •- Poisson's Thermal 1 Label Modulus Modulus Ratio Coef. Ksi Ksi - -- 10"5 °F - 29000.00 11154.00 0.3000 0.65000 IklMRAptsiu • kt.1 Weight Density K /ft3 I 1,3 in "4 214.00 0.490 Yield Stress Ksi 46.00 I 0,2 in"4 214.00 T C RISA -2D (•R) Version 4.01 Engineers Northwest ..•. Woodlawn Ave, NE, Suite 205 -- 'Seattle, WA 98115 NETSTREAM COL 1(16 < Members > Memb Joints Rotate Section Releases No. I J 90° Set I:AVM J:AVM 1 1 2 COL 2 2 3 COL Section Length Member Set ft BLC No. Joint Number Joint Number Joint Number 1 COL 16.00 2 COL 14.50 3 2 2 2 No. Description ROOF FLOOR TL FLOOR PARTIAL LOAD 1 ROOF +TL 1 2 ROOF +PARTIAL LL 1 < AISC,NDS Lb -out Lb-in le -out le -in ft ft - - - < Basic Load Case Data > Basic Load Case Load Type Totals Description Nodal Point Dist. < Joint Loads /Enforced Displacements, BLC 1 > Is this a Load or Direction a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad L Y - 132.000 < Joint Loads /Enforced Displacements, BLC 2 > Is this a Load or Direction a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad L Y - 186.300 < Joint Loads /Enforced Displacements, BLC 3 > Is this a Load or Direction a Displacement? - -: (X,Y,Mz) Magnitude K, K -ft, in, rad L Y - 138.000 L Mz 20.500 Load Combinations > RWPE BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 2 1 1 3 1 Offsets Inactive? I -End J -End Label 4 Length in in ft - - -- 16.00 14.50 Parameters > Lcomp K K Cm Cb,B Sway le -bend out in CH o i ft 1 2 Job : Page: 9 Date: 11/06/00 File: 2STOCOL y y CO v,w co LL' wO 2 LL d ' F. Z Z 2 M p O V ' 0 WW . 1 .. Z ! U) Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 NETSTREAM COL•K16 1U L 2U 3U L Tot:9U L Memb Section 1 1 2 3 4 5 2 1 U L 2 U 3 U L 4 U L 5 U L Forces X lc K 0.00 1 -0.61 2 0.00 .1 -0.13 2 0.74 2 0.00 1 0.00 1 0.00 2 Axial lc K U 318.30 1 L 270.00 2 U 318.30 1 L 270.00 2 U 318.30 1 L 270.00 2 U 318.30 1 L 270.00 2 U 318.30 1 L 270.00 2 132.00 1 132.00 1 132.00 '1 132.00 1 132.00 .1 132.00 1 132.00 1 -- 132.00 1 132.00 1 132.00 1 RISA -2D (R) Version 4.01 < Envelope Reactions >/ Y lc K " 318.30 1 270.00 2 0.0 1 0.00 1 0.00 1 0.00 1 318.30 1 270:00 2 < Envelope Section Forces > Shear lc K 0.61 0.00 0.61 0.00 0.61 0.00 0.61 0.00 0.61 0.00 2 1 2 1 2 1 2 1 2 1 0.74 2 0.00 1 0.74 2 0.00 1 0.74 . 2 0.00 1 0.74 2 0.00 1 0.74 2 0.00 1 Moment lc K -ft 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 < Envelope AISC Unity Checks > Unity Loc Shear Loc Memb Chk lc Chk lc Fa Fb Ksi Ksi 1 0.991 1 1 0.005 1 2 22.79 30.36 2 0.468 1 2 0.006 1 2 23.39 30.36 Job : Page: 10 Date: 11/06/00 File: 2STOCOL Moment lc K -ft 0.00 1 0.00 1 0.00 1 -2.44 2 0.00 1 - 4.882 0.00 1 -7.32 2 0.00 1 -9.75 2 10.75 2 0.00 1 8.06 2 0.00 1 5.37 2 0.00 1 2.69 2 0.00 1 0.00 2 0.00 1 ASD Cb Cm Eqn. 1.00 0.60 H1 -1 1.00 0.60 H1 -1 w 0' u. a a I- O: z �.. W ut w W`; S O: • Z. ,V N 0 ' z • ENGINEERS-NORTHWEST INC. P.S. (7 # ) 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No. JOB NAME DATE SUBJECT SHEET OF D BY 1 10X(RN ' 06 o fi 112 112 l.• 1.1 21.E 4/ 2.2.1 w a +.d . u„se) 2s 52.1 15 v 2 ,11 113. ( 224 ( =- V-b • 1,,38 14.5 4a 6 z3 • - ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. (��ea JOB NAME trASOCUA SUBJECT ( t2 . — DL + (0 , fi ■1/44.. Loa - 4�.6.� 446 (4) i ( 1 ° -"t` �ta lo.iK� - The (34 -k -1V) M 444 V u ()NI tIa oal ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX #(206) 522 - 6698 Joe No. SUBJECT ate JOB NAME Nc1�7_ tttig. 1 Yuy Itl 04'' = (0 3�v DATE ( SHEET ct OF BY ENGINEERS-NORTHWEST INC. P.S: - i n 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (208) 522 -6698 Joe No. Jos NAME kiWStetV344, SUBJECT u e tsKi2$r ef ori6 &Attu) �� se. - Gu = t 'to tamest l cgqir,t 0 6 DATE 11 ill ge) SHEET OF BY K• 1aCt' 151$5) (2(3) = '�' 1 ►�' �� rpm,! ` ec 5D14- � tokL) Tubs PcR-E t t l,4 • (Pura 1.4(ss) 4-1,7 (ago) bite r 55 9,9 qc 13,35 c 8 WoetzI 0 ~33c, 13.35 3 '` L -I 1` k9_ 51-114-cbl -¢ 0z 5 4, 1 4 aft w1 713Z< PilA 1)L.. _ Cam. ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206)522 -6698 JOB NAME t'7l'R7GR'"1 & o o /'R ; gg k ca CP CJ 0 0 0 0 0 dd d n to —Z 62- ) =3. y .' =9.u 122.1k AZ:kms= gg,1<- W z ct 5.asll b r1/10N % uf= 1 t 132 Olio pi DATE 11121 SHEET �OF BY ENGINEERS - NORTHWEST INC. P.S. r '`6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. DATE III a 1 SUBJECT p N Vim I SHEET OF BY 117=0 Mt, iqstAtom .bx65 tu ctQ .LOB NAME sc& - rat' "g Ill ENGINEERS - NORTHWEST INC. P.S: . °"')6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522 -6698 Joe No. JOB NAME k*T.aif514s4A SUBJECT X144 IJ k( 1 ML . S' 4 i I Log CO1,. UJi Ioxlx1 -2' - • ¢ Its -Kayi(15) stoleE Ci•lD $�� lNto MERU titNie.Tas C DATE 'Oleo SHEET/ OF BY 4 t -Iof �LZ .a$I 2 1(v) e(e Naao littr47 ettircl'Accrol AO mss. W o. LL z Z W DI 3 p' , ;o �s W W = zi 0 - !. 0 ~ ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB NO. JOB NAME N DATE /1111C° �� SUBJECT l t� V SHEET ..2640 OF R{. cin treC(Rk'O4 — rp ogt.thicp. IaS• BY 16`' a'0' kP e gO- 3411= 1, PM -35 d,2g,e3° (AL f.b(ba.t) (A =190E` Q1Z96 /zs' go . b . 50 0 ,o01g ( 9 A9)5 0--- Ian 4uf _ .w iiidal t .11�.'•' .w;td.iSs;J.,i :._ - - !ENGINEERS NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206) 525.7560 - FAX # (206) 522 -6698 Joe No. SUBJECT JOB NAME rycsrs c12 + 1 )1.0c 11 �►'' Ttt. No" 1 ,L1O . a off . 446% • 6$ f1U5- fwl =110, DATE SHEET BY 11 fro OF no , fi 1 owe (1,)e. 83 1 5v • 0,(16x; lx 1 , ' :w4 lM O . • 00(t x %_ C? � JOOB NAME t elt kIe�i 5 4T 01 LeD Pf-- cat. (two.- ag13. A 1..v ENGINEERS — NORTHWEST INC. P.S. 6869 WOO OO.DLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 - 6698 Jos No. SUBJECT e rms. 3b" ( 0 DATE SHEET ALA 'I OF kW, kutu.) C®1,, = Cgth 2s(g) t cud' clx Pu.L 1.4(226)= v� = ._ g_- r o t . 35 c4-) 4 24 curl ) (1`& 1 Ato o4 ,o00( 014'4 -' wt f�: 6 BY V trit fie, = 2a ovo .85( atC12m) Ak.o L tt;\ Pmca Pqat. - ENGINEERS-NORTHWEST INC. RS. . WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560- FAX # (206) 5224698 Joe No. JOB NAME 1)5 SUBJECT 1 ftik al% t(te5( -wow qttw ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522 -6698 Joe No. SUBJECT DATE 1 I1 /IQ me SHEET /�p,e _ /� 1 5' ""' e�YV. `�W1F� . BY JOB NAME 116 1 - S - 04elt i t 1p toi; _ p Cgw) Pw locte- I•6(3'b) 117,1 5 '& .- Aw 4 u f 70)0 1ttes ti3ctikto d us-tars x ,g5(L4- )�a.f OF .mac, x z III ( .- 11.7 0...51 ° & k, � .. —t 01J Wit iti&Vf ftr °111C) :46-1,1j AeUttill b`5011 k=1,19142* d 721. n" b � I 3c11l)c1oM°451' J - z -4 k r, 00th C. .' f26 4 ,K.tut swot I ova( Vv- .)Mr J Wikef ENGINEERS-NORTHWEST INC. P. ei WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 Jos No. JOB NAME k.%1t*V DATE 11 Hitt SUBJECT SHEET BY t-t-ttrA, 0.1 ?bk. OIL= V15, E 551 51, 4—Pi* tow - (pt 9,11) tut ttigfab 44.5 , 4 6 i to" 5 tx1071-(0000 Ptit5 • 2 - 6.s 36' 1 5 - o gcfc 3 1 144 lit 0= 9 h P 9-M e2 eqt?R * ° t 549— .e 0) (at 45 b • IYI 14V '1 ti;).(Y is i5 (.1.0.i >A 2{7 1 t4,41.0i •IsloC.5.846?4-) ig°9,4f--' • (afit ,Afv.83 --41.,S• v PAtt z[qq. (3.5) 4- o.ts5, ‘12, 49-1 b— toV 01. A•Sw c'lLswa(%)U7 ' • iltupt ,t)o coky16 ENGINEERS - NORTHWEST INC. n6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX 41 (206) 522 -6698 Joe No. JOB NAME Mer6tF EPk . DATE • ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No p� Joe NAME 1 ∎ .�7`e Q SUBJECT I bV e e-�4, K.. 11 U) oaf Vite3 ° 4 I r5} 00. Cookt 6TaK 15' elte 5.1 t 6 c +��_ ,t1- - = fi ply (d1 L 112. ,z90 :)(49.g3)(g.g.0) 4 4' fi ,g:(5) c/ 4 2.q. .t5 66 ( - 1g,6)(.3 . ) b W �Sz 3 o2tt sxz- ,00_ottvo) 66 i k".22. tie 10 -4 t9--kp -24\6W Ve tam —Lbw wta t5 w DATE ledge) SHEET ig.0 OF BY N W' F-1 E Oy w w` 2 co f •!0 u . o� ENGINEERS— NORTHWEST INC. P.-S:— WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - 1206)525 -7560 - FAX # (206) 522 -6698 JOB No JOB NAME O Stele DATE I'( 11 L �J l� .3/ q ` - �.3, 17 SHEET �� • OF SUBJECT BY tiko 5C pR®UtDF 4 4(e i r yule eAr tot Vikk. 1.4- 609, 42) (a) ( i<d 1 V — (05.3 It5134 o CIO 0 5,:y3 5,.2 Cqz &s atat z,02)18(36)l02 -6.61 --R44 t 1 '`N.S- 4 -g)(3) =91 Af2-g,g3 12 _ o 4S4 44 ,N S 13=�b c ENGINEERS- NORTHWEST INC. P.S. ( --- 1 6869 WOODLAWN AVE: N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB NAME N S-lw1 DATE II( /IOC SHEET . ?OF BY '221 et 0 • et I 2 3 -(11T >2 r b1 z i a.rssnirvi; tea+ ENGINEERS - NORTHWEST INC. P.S. -,--6869 WOODLAWN AVE, N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 ((yy�� JOB NO. JOB NAME DATE 1 1 11 0 0 SUBJECT SHEET .0 OF BY . pPiRA r '�-- s -r Pic, - 00 Q�1 (wJ .tMO lao +- •11,3 = 3113 -2ot l 11.3+x` Pitt ?or 1.6('71,3)= (0{.r IiI P u VAC.- 14-(i) c-22-21` bt 'd 8.3 k, mutt I vaa -1%2)(36) /w (ill- 5-4 Ut:e- I(4 1539 ('?4 SO clod u9t'Nio d, August 30, 2001 Mr. Robert Sorensen 12201 Tukwila International Boulevard Tukwila, WA 98168 RE: Permit Status D2000 -363 3333 South 120th Place Dear Mr. Sorensen: In reviewing our current permit tiles, it appears that your permit for selective demolition, structural seismic upgrade, construct new steel frame mezzanine and partial roof, re -roof building, issued on January 24, 2001, has not received a final inspection by the City of Tukwila Building Division as of the date of this letter. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the building official under the provision of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time for a period of 180 days, after the work is commenced. Based on the above, if the final inspection is not called for within ten (10) business days from the date of this letter, the Permit Center will close your file and the work completed to date will be considered non - complying and not in conformance with the Uniform Building Code and /or Mechanical Code. Please contact the Permit Center at (206) 431 -3670 if you wish to schedule a final inspection. Thank you for your cooperation in this matter. Sincerely, Stefania Spencer Permit Technician City of Tukwila Xc: Permit File No. D2000.363 Duane Grillin, Building Official Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite 11/00 • 71rkwila, Washington 98/88 • Phone: 206 - 431.3670 • Fax: 206.431 -3665 SABEY CORPORATION September 4, 2001 Fred Allie Project Manager Ms. Stefania Spencer Permit Technician City of Tukwila 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 RE: Permit Status D2000 -363 3333 South 120 Place Dear Ms. Spencer, The following is in response to your letter dated 8/30/01 regarding file close out of permit number D- 2000 -363 at 3333 South 120 Place. The project, NETSTREAM, has been cancelled. Construction of any part of the described work, as shown in the documents submitted to City of Tukwila for plans review, will not begin. File close out is granted. Thank you for notification of this matter. Sincerely, SABEY ARCHITECTURE "/" Cc: John Sabey - Sabey. Corporation REAL ESTATE DEVELOPMENT CONSTRUCTION SERVICES VENTURE FUNDING 12201 Tukwila International Blvd. Fourth Floor Seattle, Washington 98168 -5121 RECEIVED CITY OF TUKWILA 206/281-8700 main line 206/ 282 -9951 fax line www.sabey.com SEP 0 5 2001 PERMIT CENTER amecti 11335 NE 122nd Way, Suite 100 Kirkland, Washington, U.S.A. 98034 -6918 Tel (206) 820 -4669 Fax (208) 821.3914 To: Sabey Construction 12101 Tukwila International Blvd Seattle, WA 98119 Attn: David Leng FIELD DOCUMENT TRANSMITTAL Date: April 27, 2001 , F F :s , A , 6 , Project Number: 1 -91 M -13964 `0' ` �" ` ` ': xal Project Name: ITE Building f 'j /Y n 7 2001 Project Manager: Tim Hyden C 0E1±1'?as�sasn - 1 Permit No.:` D2000-363 ` D�ELtx�: ,E11 Enclosed for your review and records are our most recent Daily Field Reports and associated field correspondence pertaining to the above - referenced project. SUMMARY OF FIELD DOCUMENT TRANSMITTALS Document Type Inspection Report Document No. 1 Document Date 02/06/01 Transmittal Date 04/27/01 City of Tukwila S:IWORDPROCTIeld Document Transmittals113000s113901.0.wpd attn: Permit #D2000-363 x . *. P, , ,V �x, , A , r, �,� , 4., C OMMENTS Y ,��,; " . �� r { .l y _ � .. i '..'L IkA.. ,� � .. - ....+«.tr- �{'+'ia Clad , , �.J4? ., '. ..q. `.4.g }d.�/v.,r�,41 � � i 5.4. £ c l r r (34 4-1 d r l 1 c_ 4 ; ( 0 , , i s..e, 0 i l/Orr e• i' w. : l) 9e42.rv d ithQ Q U t t ( Q 4; h i cc,.....% s -1v r Prni ec4 we- /tit k-r i t k .—S , r'/i i 1. I i l.. 'i L , t ii — i s'65 N.G L 2. 2...0 6.9,..i. L O t ct.,. d t i s C0 1(�, ,4. ,'4H)(f 30- 2'.26, 1 A /LL e v e( ) oc i-t, l ,L.' i .2 1 -h fel %y I rs.;...... Cr [lam r We- /cis -rar 4A,e r 1F y - se e..t Cal C.--D Ivt4,— -4- U 1/C.1:g, /T'# .irt 4(/v(I mit or t°tcce.e.4-C' ,4)$ .� ( 'p, rye /J', ye :reA1 *1 /t deL•; 1 6 /y. ! ,.d ` �,, -L:11 re � l v ( -.; J s 3 l Ss- iv • 1... �Sr /Y- • 4./.../7. v'tee► • PAGE (includes Test Reports) O F ' STRUCTURAL ENGINEER PROJECT NAME R1 PROJECT NO. - •M, Aa - O REPORT NO. T ADDRESS 3 2 CLIENT � 'C ,R.� �,, -L:11 A , PERMIT NO. 2000 —, 31. 3 WEATHER 50/4 — DATE • . — Dr' PAGE (includes Test Reports) O F ' STRUCTURAL ENGINEER AMEC PRO'JEC T MANAGER/PHONE NO. 1 1 �. C p ARCHITECT AMEC FIELD REP SENTATIVE/PAGE NO. 2 • 31; 5 CONTR e R t ` 50.4 Y TYPE � INSPECTION la NEW INSPECTION • RE- INSPECTION GAILY FIELD REPORT AMEC Earth & Environmental, Inc. 11335 N.E. 122 Way, Sutte 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821 -3914 nwa:., q1 ,��', To the best of our knowledge, all Items Inspected as noted above were in general conformance wthe approved plans and specifications. ;lip, if AME IELD REPRESENTATIVE Yes No REVIEWED BY ameco I RLESIOBT NENNLIMMOLIKEMYREASKIMMOCOVAMOS ❑ Preliminary Observations ❑ Deficiency Corrected — Report No. THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except in full, without written permission of AMEC, Inc. AMEC Earth & Environmental, Inc. (Rev. 11100) January 19, 2001 File No. 26 -00- 005 - 029 -03 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Netstream Tenant Improvement (D2000 -363) Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are two sets of the revised structural drawings. Along with the drawings, we are sending the structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. VW� � e K. Ya atsuka Kyl , P.E. Proj ct Manager bjr\ 26se\ planrevw \tukwila \00 \t029r3.doc\kky Enclosures cc: Mr. Robert Sorensen, Sabey Architecture Engineers Planners Surveyors Washington Oregon Alaska Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425141 -3800 Fax: 425 741 -3900 C4 z NORTHWEST January 17, 2001 ATTN: Duane Griffin D. Allen Tucker, PE Principal ENW Project #00132000 CITY OF TUKWILA 6300 Southcenter Blvd Suite 100 Tukwila, WA 98188 RE: Netstream Tenant Improvement Bldg Permit Plan Review Response – Second Submittal Mr. Griffin: The following comments are in response to the Reid Middleton Plan Review comments for the second submittal: 1. This is the itemized letter requested by Reid Middleton in response to the resubmittal. Two copies of revised drawings were submitted directly to Reid Middleton, Inc. There are no supplemental calculations. 2. Structural notes on Sheet S3.1 have been appropriately revised. 3. Notes regarding mechanical roof platform and mezzanine design loads have been appropriately revised on Sheet S3.1. 4. New diaphragm nailing as specified on previous supplementary calculation Page 4 has been added to Sheet S1.3. 5. Section T/4.1, located along Grid L, has been appropriately labeled and is included on Sheet S4.1. Sheet S4.2 has been omitted. 6. The load transfer indicated on Page 33 of previous supplemental calculations occurs as Section A/1.2 located between Grid J.3 and Grid K, along Grid 18. Sincerely, ENGINEERS NORTHWEST, INC., P.S. AT:jm "2 ,. 0e; — 02-03 ,ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS 689 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 ,. rb) E C 3il -1.. I JAN 1 8 2001 REID IMIDDLETON Januar) 2001 File No. 26 -00- 005- 029 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Dear Mr. Griffin: RECEIVED CM OF JAN 1 6 201 Subject: Building Permit Plan Review — Second Submittal Netstream Tenant Improvement (D2000 363): PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. Several of the previous review comments (review letter dated December 4, 2000) have not been addressed completely in the recent submittal. The following list of comments supersedes the previous review comments and outlines remaining issues that require additional consideration: 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. 2. The Structural Notes, Sheet S3.1, include several references to Seattle DCLU. For example, refer to the Concrete and Shop Drawings sections. References should be revised appropriately. 3. The design loads for the mechanical roof platform and the mezzanine (Items 3b and 3c) in the Structural Notes need to be coordinated with what was used in the calculations. Refer to Response #6 in letter from ENW, dated December 21, 2000. 4. It is unclear where the new diaphragm nailing is specified on the drawings. For example, refer to supplemental calculation page 4. 5. A new cut referencing Section T /4.1 is taken along Grid L on Sheet S1.3. It appears the cut should reference Section A/4.2. In addition, Section A/4.2 Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425141.3800 Fax: 425 741 -3900 C1, w r~ O Z r~ w D p; C.) —1 OH . w w` ty. 'U ~ 1` Mr. Duane Griffin City of Tukwila January 12, 2001 File No. 26-00-005-029-02 Page 2 should be completed with all the necessary information. Refer to supplemental calculation page 27. 6. The existing Panel 18 is shown to be inadequate on supplemental calculation page 32. It is unclear where proposed load transfer shown on page 33 is specified on the drawings. The review comment listed above should be responded to in itemized letter form. We recommend the permit applicant have the Engineer of Record respond and resubmit two copies of the revised set of structural drawings and one copy of the supplemental calculations directly to our office. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. 1,4■ Kylie K. Yam tsuka, P.E. Proje& Manager bjr\26se\planrevw\tukwila\00\t029r2.doc\kky cc: Mr. Robert Sorensen, Sabey Architecture Reid iddleton IJJ o SAtBEY To: We are sending you Via: the following items: Reid Middleton 728 134 St. S.W., Suite 200 Everett, WA 98204 Attn: Crystal Kolke PERMIT CORRECTIONS Action Required: X As Indicated ARCHITECTURE NOTE: If enclosures are not as noted, kindly notify us at once. cc: Reference permit application number D2000-363. For your use and appropriate action. BY: Pd2 .5zereen Direct Line: (206) 277-5220 transmittal only: Description Cc: Duane Griffin c/o Brenda Holt (via fax) 1 404-wc-041-N- '2i - 00 —(..kA 02.c1— 02- w/ attachments: 0 X Attached 0 Mail 0 Prints 0 Submittals X Information and use O Under separate cover X Overnight O Letters 0 Samples O Review and comment O No action required Structural Drawings S1.1, 51.2, S1.3, S2.1, S3.1, S4.1 & S4.2. Structural Calculations Letter from Engineers Northwest addressing Permit Corrections Letter from Earth Consultants, Inc. addressing Permit Corrections Copy of Reid Middleton Corrections letter. f 4, • -1.- V-- ** •"" t "" . • DUCID-• 343 TRANSMITTAL Date: Project #: Project: 0 Hand Delivery 0 Courier 0 Originals O Documents X As requested O For signature and return X Approval 27-Dec-00 00-10-30 NetStream intergate.east RED MIDDLETON Dated 12121/00 12/21/00 12/21/00 12/13/00 12/04/00 DEC 28 2OOO_J. 1 ABEY ARCHITECTURE 12201 TUKWILA INTERNATIONAL BLVD. FOURTH FLOOR SEATTLE, WA 98168 (206) 281-8700 FAX (206) 282-9951 z OO`i THWEST December 21, 2000 CITY OF TUKWILA 6300 Southcenter Blvd Suite 100 Tukwila, WA 98188 ATTN: Duane Griffin RE: Building Permit Plan Review Netstream Tenant Improvement Mr. Griffin: The following are my responses to the structural questions raised by Reid Middleton, regarding the above referenced project. These questions were found in a letter to you from Reid Middleton, dated December 4, 2000. Foundation 3. The foundation plan, note 2 says, "For P1 see Section B3.1". 4. To be answered by soils consultant. 5. To be answered by soils consultant. Framing 6. General note should say: Mechanical Roof Live Platform: 75 psf on Equipment + 25 psf snow + 25 psf live load Mezzanine Live Load: 150 psf or Equipment + 75 psf typical or Equipment + 50 psf in Battery Rooms 7. Beams corrected to read W18x35, in lieu of W18x40. 8. Section D1.2 completed. 9. Note on mezzanine framing plan states that beams noted with * shall be grade 50. ENW ProJect #00132000 ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 DEC 2 8 2000 REID MIDDLETON b December 21, 2000 CITY OF TUKWILA RE: Netstream Tenant Improvement Page Two Lateral 10. Conservatively, the torsional resistance of the north -south frames was ignored so that the braced frame on Grid K would get the maximum possible load. If you have a rigid diaphragm supported at its ends like a simple span beam , then no matter what the rigidity of its supports are, each reaction would be 50 %. The concrete walls at Grid L can easily carry the entire mezzanine load. However, assuming it carries the entire load, then the north -south braces would carry a large portion of the torsional load and the Grid J.3 brace would have substantially less load. I felt that the Grid J.3 brace load was too low, therefore I ignored the north -south braces and the east -west loads were then split almost 50 -50. The actual split is slightly different due to the code accidental torsion requirement. Since the J.3 brace is rigid and can carry 50% of the load, I dragged the remainder into the Grid L wall. The revised drawings and calculations show that a drag strut has been provided to carry this load. 11. See enclosed calculations for Grid L stability calculations. 12. Enclosed calculations and drawings show drag strut and collector details, as well as calculations for existing roof diaphragm with a new mezzanine hole cut in it. Hopefully this will answer your questions regarding this project. Sincerely, NEERS NORTHWEST, INC., P.S. Richard Janke, PE Senior Engineer RJ:jm telt ENW Project #00132000 14 ; /ST„ ONAL [EXPIRES 8!28/02 ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522.6698 r. • December 13, 2000 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Bob Sorensen Subject: Net Stream Reid Middleton Review Intergate East Tukwila, Washington Reference: Dear Mr. Sorensen: Reid Middleton Comment Reid Middleton Review Comments Dated, December 4, 2000 Comments Earth Consultants Inc. Geotechnleal Engineers, Geologists & Environmental ScientLsts E- 2579 -36 p ` 3n r t.,. r unr,,erct.ond the rt l ! In accordance with your request, Earth Consultants, Inc. (ECI) has reviewed the referenced review comments. The following are responses to the Reid Middleton comments. 4. The geotechnical report needs to address the potential for soil liquefaction and soil strength loss during earthquakes per UBC Section 1804.5. The report needs to assess potential consequences of any liquefaction and soil strength loss, including estimation of differential settlement, lateral movement or reduction in foundation soil- bearing capacity, and discuss mitigating measures. DEC 2 8 2000 REID MIDDLETON 1805 - 136th Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 PUx - 3r93 Sabey Corporation December 13, 2000 ECI Response Due to the presence of water bearing sands and silty sands at the site, there is a moderate to high potential for liquefaction of these soils. To mitigate liquefaction related settlements and loss of soil strength, the new building foundations will be pile supported. The existing pile supported structural slab will also help mitigate building settlements related to liquefaction. In our opinion, downdrag loads on the new and existing piles can be expected as a result of liquefaction related settlements. Downdrag Toads of up to approximately five (5) tons are possible as a result of liquefaction settlements. In our opinion, differential settlements related to downdrag loading on the new and existing piles could be in the range of one -half to three - quarters of an inch. Reid Middleton Comment 5. The geotechnical report needs to provide the appropriate classification of the soil per UBC Section 1636 and Table 16 -J, as required in UBC Section 1629.3. ECI Response From UBC Section 1636 and Table 16 -J, the soil is classified as Soil Type SE. We trust this information meets your current needs. If you have any questions or need additional information, please contact us. Sincerel 'EXPIRES 7/ 7c,i RACIKRe/J T _ INC. P.E. 1.1.(,34 Earth Consultants, Inc. �1 1 Kyle R. Campbell, P.E. Manager of Geotechnical Services E- 2579 -36 Page 2 December 5, 2000 Robert Sorenson 12201 Tukwila International BI 4th Floor Seattle, WA 98168 City of Tukwila Department of Community Development Steve Lancaster, Director CORRECTION LETTER #1 Development Permit Application Number D2000 -363 Netstream 3333 South 120th Place Dear Mr. Sorenson: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division. At this time, the Fire Department, Planning Division and Public Works Department have no comments. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Sincerely, k6t- Brenda Holt Permit Coordinator encl xc: File No. D2000 -363 Steven M Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 -431 -3665 BUILDING DIVISION REVEIW Date: December 4, 2000 Project Name: Netstream structural tenant improvement Permit Application Application #: D2000 -363 Plan Review: Ken Nelsen, Plans Examiner A general Building Division plan review has been completed for the subject project. Please address the following comment and accompany with revised plans and/or documentation. 1. Plan drawing numberA0.0 "building data" indicates the building is a V -N fully sprinklered building. The maximum allowable area for this occupancy, constructions type and applicable U.B.C. area increases is 36,000 square feet. The building existing square footage is approximately 48,060. This Department will NOT approved an additional increase of allowable floor area to this non - conforming building. Provide appropriate Code documentation and analysis to justify the proposed increase of the mezzanine floor area. No further comments at this time. Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206-431 -3670 W ; 2 i: co IL J W � ui u. a' - d �w- z '; w . CI : U' co t o �! = W; kid c z n : U— December 4, 2000 File No. 26 -00- 005- 029 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Netstream Tenant Improvement (D2000 -363) Dear Mr. Griffin: General Foundations r igki RECEIVED DEC 0 6 2000 COMMUNITY DEVELOPMENT We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. A copy of this letter was forwarded to the project contact for your convenience. The'following list of comments should be responded to in itemized letter form. The permit applicant-should have'theEngineer "of Record respond`and resubmit . two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. 2. The drawings need to indicate the submittal items that are considered deferred submittals, as defined in UBC Section 106.3.4.2. We have considered the helical piles as a deferred submittal. Deferred submittal documents are to be submitted to the Engineer of Record who is to review these documents and forward them to the Building Official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The Structural Notes should indicate that this procedure will occur. 3. Pile Cap P1 is nonscheduled on Sheet S3.1. Please provide a detail of this information. Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741-3800 Fax: 425 741 -3900 Mr. Duane Griffin City of Tukwila December 4, 2000 File No. 26 -00- 005- 029 -01 Page 2 4. The geotechnical report needs to address the potential for soil liquefaction and soil strength loss during earthquakes per UBC Section 1804.5. The report needs to access potential consequences of any liquefaction and soil strength loss, including estimation of differential settlement, lateral movement or reduction in foundation soil- bearing capacity, and discuss mitigating measures. Lateral The geotechnical report needs to provide the appropriate classification of the soil per UBC Section 1636 and Table 16 -J, as required in UBC Section 1629.3. Framing 6. The design loads for the mechanical roof platform and the mezzanine (Items 3b and 3c) in the Structural Notes need to be coordinated with what was used in the calculations. Please clarify. The Mezzanine Framing Plan, Sheet S 1.2, needs to clarify the interior beams between Grids 17 and 18. W18 x 35 beams would be appropriate per pages 41- 44 in the calculations. Please revise the W18 x 40 call -out at the bottom of the "D.O." list. The details on Sheet S1.2 reference Section D -1.2 for information on plates and bolts. .This is not provided on the section reference. Coordinate with page 85 of the calculations. There are several beams at the mechanical platform that require Grade 50 steel per the calculations. The drawings need to call out this information. Refer to pages 88 through 166 of the calculations. For example, see Beams 37, 40, 41, and 42. 10. Lateral loads in the east -west direction are resisted by an existing concrete wall on Grid L and a new steel braced frame on Grid J.3. The stiffness of the concrete wall is significantly greater than the braced frame, as noted on calculation page 175; therefore, it is unclear why both elements are designed for approximately the same force. Supporting documentation should be provided. Refer to UBC Section 1630.6. Reid iddleton Mr. Duane Griffin City of Tukwila December 4, 2000 File No. 26 -00- 005- 029 -01 Page 3 11. Calculations qualifying the capacity of the existing concrete wall on Grid L should be provided. In addition, calculations qualifying the design of the roof /floor -to -wall connection shown in Section B /1.2 should be provided. 12. Collector elements should be provided that are capable of transferring the seismic forces to the new braced frames per UBC Section 1633.2.6. Documentation verifying an adequate load path to lateral -load resisting elements should be submitted for our review. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Cry tal Kolk Sen r Plan ' eview bjr \26se \planrevw \tukwila \00 \t029r 1.doc\kky- s,qc \clk -s cc: Mr. Robert Sorensen, Sabey Architecture Reid iddleton November 14, 2000 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 Brenda Holt, Permit Coordinator xc: Permit File No. D2000 -363 City of Tukwila Department of Community Development Structural Review Netstream — (D2000 -363) Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Steven M. Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206- 431 -3665 Sent by; Earth Consultants November 13, 2000 Sabey Corporation 12201 Tukwila International Blvd. Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr, John Lang Subject: Preliminary Geotechnical Recommendations Proposed Mezzanine Level Intergate East Building 3 Tukwila, Washington Project Description 425 746 0860; 11/13/00 12:23; )etFax #352;Page 2/9 Earth Consultants Inc. th»te% hnival lit inrx7:, C ,iInglsrs 1. It+lvImmmenrHl Si 4 +ntlst% RECEIVED CITY OF TUKWILA NOV 1 3 2000 PERMIT CENTER Dear Mr. Lang: In accordance with your request, Earth Consultants, Inc. (ECI) has reviewed the proposed site development and performed an initial subsurface exploration in the vicinity of the proposed mezzanine level. The scope of our services for this phase of the development includes subsurface exploration, review of previous geotechnical data at the site, and preparation of this letter with preliminary geotechnical recommendations for the mezzanine level foundations. Our proposal PR- 2579 -36 dated October 19, 2000 describes the scope of services. We understand a series of upgrades are planned for the existing Building 3 warehouse located at the Intergate East site in Tukwila, Washington. Construction of a mezzanine level throughout the central and east portions of the warehouse is planned. Pile support of the new level will be necessary to mitigate settlement of the structure. We understand the roof of the existing building will be removed during construction of the mezzanine level allowing an augercast pile rig to enter the building and install piles. The installation of pin piles or helical piers are also being considered in areas where there are lighter building loads, and where clearance is limited. We understand column loads for the new mezzanine level will be in the range of 344 kips. E- 2579 -36 1805 136th Place N,E:,, Suite 201, Bellevue, Washington 98005 Bellevue (425) 643 -3780 FAX (425) 746.0860 Toll Free (888) 739 -6670 Sent by; Earth Consultants 425 748 0880; 11/13/00 12:24; JWtFax #352;Page 3/9 Sabey Construction November 13, 2000 E- 2579 -36 Page 2 Subsurface Conditions Subsurface data previously acquired at the site indicate the presence of compressible silt and organic silt soils to depths of approximately twenty -five (25) to thirty (30) feet. Medium dense to dense sand and gravel soils are generally present below the compressible layers. Based on the previous boring data, the sand and gravel deposit encountered below depths of approximately thirty -five (35) to forty -five (45) feet appear suitable as a bearing layer for the proposed pile foundations. A site plan and boring logs for the original development are attached. An attempt was recently made on October 27, 2000, to acquire additional subsurface data at the site. The structural slab was cored at two locations within the approximate footprint of the mezzanine level. The first core was performed near the northeast corner of the mezzanine level, and revealed a slab thickness of approximately seven inches. The subgrade below the slab had settled below the slab a distance of approximately six inches. Attempts to drill at the first location were unsuccessful due to a large obstruction encountered at a depth of approximately four feet. The obstruction may have been a large concrete fragment or boulder. A core through the existing structural slab at a second location near the west end of the planned mezzanine level was unsuccessful due to equipment failure. A second attempt to acquire subsurface data at the site will be performed following the departure of the subcontractors currently occupying the building. Preliminary Recommendations Provided the ceiling clearance is not limited by the roof structure, the use of augercast piles can be considered for support of the new building loads. To achieve the allowable capacity, the piles must be embedded at least five feet into the bearing strata. Based on subsurface data previously acquired at the site, and our recent experience with pile foundations for the Exodus Building, we estimate the bearing strata will be encountered at a depth of thirty -five (35) to forty -five (45) feet below the existing subgrade elevation. For preliminary design of 18" diameter augercast piles, the following recommended design values can be used: Augercast Piles Allowable Capacity — Compression 70 Tons Allowable Lateral Capacity (1 Inch deflection) 10 Tons Point of Fixity (1` zero deflection) 15 Feet Allowable uplift capacity 20 Tons Earth Consultants, Inc, z w . ea. INC I ■ UO ; to w -J CO LL w 2 U- N D d : 1— z f— 0 D UU 0 H` . u. tii z H / O z Pile Diameter (in.) Compression (tons) Lateral (tons) - Uplift (tons) Hammer (lbs.) Refusal (sec. /in.) 2 2 90 60 3 5 1 2 650 15 4 8 2 4 850 20 6 15 4 6 1500 15 Sent by:, Earth Consultants 425 748 0880; Sabey Construction November 13, 2000 11/13/00 12:24; )etT& #352;Page 4/9 E- 2579 -36 Page 3 Due to the very loose deposits of silt and peat, a high grout -take can be expected for the augercast piles. Closely spaced piles within approximately six to eight diameters should not be constructed on the same day, we recommend waiting at least 24 hrs. before constructing an adjacent pile. The piles should be spaced a minimum distance of three pile diameters. ECI should observe the augercast pile installation, and verify pile embedment into the bearing strata. In areas where clearance is limited, or where there are lighter building loads, the use of pin piles can be considered. For preliminary design purposes, the following allowable capacities can be assumed for pin piles: Pin Piles The above capacities assume the pin pile is driven to refusal under continuous driving using the appropriate size hydraulic jackhammer (see above table). The pin piles should consist of galvanized schedule 40 steel pipe. The initial ten (10) foot section of pipe should be driven open ended. The second section of pipe should be driven closed end to help develop a plug in the lower pipe and improve the end bearing capacity of the pin pile. The refusal criteria described in the above table assumes the pile is subjected to continuous driving. An ECI representative should observe the pile installation, and verify the refusal criteria. Due to the limited capacity of pin piles to accommodate lateral loads, passive pressure mobilized along pile caps and grade beams can be assumed for the resistance to lateral loads. For design, passive pressure mobilized along the pile caps and .grade beams can be calculated using an equivalent fluid pressure of three hundred and fifty (350) pounds per cubic foot (pcf). This equivalent fluid value assumes the pile caps and grade beams are backfilled with granular structural fill. Earth Consultants, Inc. z tu re 2 U' U 0 i N o c W J Hi u. W 0 �Q Nd ` = W ; F- I Z F. z � , . O co o r uiw H V. ri i z . 0 �- z Sent by:, Earth Consultants Sabey Construction November 13, 2000 For use of helical piers In limited access areass, A.B. Chance Mini Pull Down Piles with an eight (8) inch diameter grouted column should be used. The helical piers should have a lead section consisting of 8 ", 10 ", and 12" helecies, with a 2" square shaft. Minimum spacing of • the helical piers should be three feet. Allowable capacities of fifty (50) tons and twenty (20) tons can be assumed for compression and uplift loading, respectively. We estimate pier lenghts of approximately forty (40) feet to fifty (50) feet will be necessary. A minimum of two borings should be drilled within the footprint of the proposed mezzanine level to verify the subsurface conditions, and the depth of the bearing strata. As previously discussed, the borings will be scheduled after the subcontractors have vacated the building. ECI should also review the proposed foundation plan and pile spacing prior to beginning construction. We hope this information meets your current needs. If you have any questions or need additional Information, please contact us. - Protect , INC. 1 l ( l3,oa EXPIRE rn r S T,o 7 /aft/L , cc: Engineers NW Attention: "Mr. Richard Janke Attachment: Site Plane, March 1985 Boring Logs, 1985 425 748 0880; 11/13/00 12:24; Wax #352;Page 5/9 ' Kyle R. Campbell, P.E. Manager of Geotechnical Services Earth Consultants, Inc. E- 2579 -36 Page 4 0 / I] W� CO IL W 0; 2 Jj LL Qr n: I_ ui. Z l' 2 p vo • ; "2 . 'o1-1 . w w' ti 2'; 0 O); z Q Sent,by,: Earth Consultants A p-IO2 e SB Bldg. C B - 2 • P P • Bldg. D B B - 4 B 425 748 0880; P101 • • r" E r rL MN low V 11/13/00 12:24; JetFax #352;Page 8/9 r • P B_1 P D4 Bldg. I A P S. 124th STREET P Bldg. B P I06 r • P - B S P - 104 ,,.. 1. .. • no W u. U O CO 0 ' CO J W • O ; . g Q. N d . w. z of z E-, 2 0 u i 0I- I et O tl o ■ z BORING NO. Logged 13y JWJ 3-1985 ELEV. ' 814' Date Graph CS Soil Desc • I t 1 „ Sample Blo Ft. �� i •=1 "- • " • 4 . _ m? pt .. brown clayey SILT with , wet, very soft with peat layers, an Y - /19/85 5 . = 10 .._ 15 20 ._ 25 : 30 35 . _ 40 _, 45 1 Pr I 1 1 I I I 1/18" 3/18" 17 15 34 20 2 50/5" » 61 48 34 32 25 19 8 44 7 c =.1 tsf ' ::•: II sp s m brown SAND with silt, fine grained,' wet,; ve ry l oose wve.WANWAS.4•"*... MYWO.N.Wee %ftwereetwo~"W" =2;12=1:=2Z =:Zt sm grayish silty SAND with shell fragments and slight organics, wet, medium dense becoming gravelly - gm grayish silty sandy GRAVEL, wet, dense SILT lenses and layers becoming gravelly "+' ..!„ g P greenish mottled sandy GRAVEL, wet, very. Boring terminated at 49.5' below existing grade. Boring backfilled with drill cuttings. Earth ia Consultants Inc. GEOTECHNICAL ENGINEERING & I ' . ,r GEOLOGY BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, • WASHINGTON , Proj. No.2579 — It0 ' ,Plate 9 Sent by; Earth Consultants 748 0880; 11/13/00 12:25; Wax #352;Page 7/9 n Sent by: Earth Consultants 425 748 0880; 11/13/00 12:25; Jstfaa #352;Page 8/9 U o o 2 L±1 W of 2 g Q ` wa Z ~; I-• O Z I MI La D ° ; O N I WW I V' . L ll V 0 ~ Z Logged Date BORING By .rw.J NO.. 15 t . ELEV. 1 -1 a--R5 Graph CS Soil Description , �f 1h Sample Blows Ft. ��) .. :;' , ." ,. oh 4 , . � ;, p t PEAT, amorphous with organics, wet, v ery'3 soft /20 8 5 - 5 _- 10 • -- 15 _ 20 .. Vie 0 18" / 6 7 27 89 50/5.5" 285 143 52 17 22 10 12 16 c . .1 is£ - 2 tsf = _ = I T 1.. T .L T I • I I.; l i!• I I I ml brown clayey SILT with organics, wet, very soft, low to moderate plasticity color to gray and soft A.A.A !: gp grayish sandy GRAVEL lenses and layers, wet, with clayey SILT loose sand and a trace stiff I. ml gray clayey SILT with of gravel wet, medium i'!' ....� •, i, gp • gray sandy GRAVEL, wet, medium dense _ 25 • 30 ':: "';'a_ ; .. .�.. sm gray gravelly silty SAND (TILL), moist, very dense _ _ 35 • Boring terminated at 39' below existing grade. Boring backfilled with drill cuttings. { Earth Co ns Inc. GEOTECHNICAL ENGINEERING & GEOLOGY i )/ ' �y BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. NO. J Date Apr. '85 Pate 11 Sent by: Earth Consultants 425 748 0880; 11/13/00 12:25; Jstfaa #352;Page 8/9 U o o 2 L±1 W of 2 g Q ` wa Z ~; I-• O Z I MI La D ° ; O N I WW I V' . L ll V 0 ~ Z BORING NO. Logged By JWJ ELEV. 12= Date 5 -6-85 Graph CS Soil Description ti Depth Sample (N) Blows Ft. ex) hog fuel (FILL) - :5,6 /K .-. 5 1 :I: --tt-- _1... = = T ' �� push 4 8 2 14 5 19 46 72 350 79. `` ., 53 ' 25 17 25 27 23 13 c . sf • . pt N. brown PEAT, woody, wet, very soft 01 brownish organic SILT with peat and organics, wet, very soft m1 brownish clayey SILT, wet, very soft to soft ,. : 15 • - • - 2 ;_ 25 _ . 30 w 35 - sp sm black red- speckled SAND with silt, wet loose �� sm . brownish silty gravelly SAND, with shells and organics, wet, very loose color to gray, becoming medium dense with PEAT lenses and organics, loose medium dense ml gray sandy SILT with sand lenses, wet, 1„: dense sm gray silty SAND with gravel (TILL1, moist, vary dense -- 40 . - Boring terminated at 44' beneath existing grade. Boring backfilled with drill cuttings. i' H ( Consultants Inc. Irliii • Con GEOTKCHNICAL ENGINEERING 6 GEOLOGY iefiV fi BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON , , Proj. No.2579 1 Date May '85 IPl 3 Sant by.: Earth Consultants 425 748 0880; 11/13/00 12:25; JetFex #352•Page 9/9 �r,;.tSl:�.e+. lira. iw, i'. vlw+.. a .u�3.r+u's.id.-wuwircli +'e�ei.' .nua.✓r�A.u.sru.aeuns�.�w... Sent by: Earth , Consultants r . ,, 425 746 , 0880; .11/13/00 12:22; )airia_ #351. ;Page 1/1 ACTIVITY NUMBER: D2000 -363 DATE: 11 -13 -2000 PROJECT NAME: NETSTREAM SITE ADDRESS 3333 S 120 PL SUITE NO: XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division 40 Lied a-4 o Public Woks nab IIJk. .cc) Complete r '' - r r!nn rte - ' PLAN REVIEW/ROUTING SLIP Fir Prevention x PI nning Division 06 1 / L I l -I 4) D Permit Coordinator Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: Approved n Approved with Conditions REVIEWER'S INITIALS: TUES /THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: Approved Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: 7DATE: ebWe P -11yn INITIALS:, 4I Lwu it 12 -e, -OD bV No further Review Required DUE DATE: 11-14 -2000 Not Applicable n Comments: DATE: DUE DATE 12- 12-2000 DUE DATE Not Approved (attach comments) n DATE: 12/27/00 WED 10:27 FAX 206 281 0920 Sabey Corporation City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Ii �lr s1 41 IINnJ.w n'Cmth I III III II �I ib w V I a ti I $, "I ' ,I m . 11$Iffiroi ;1'111W ' WI los I }IiG I�1 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, eta Date: t - Z.-d p Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued Project Name: NETSTREAM Project Address: 3333 South 120 Place Contact Person: Robert Sorenson Summary of Revision: 77-h4 f6 vJ7 A- ,41C 4 7/Qn1 /3 /5-9,t... 571.1JG7!/2/9-c- "€f irA '716ai -S' f - RQafi• J O", 1 mkt" -Aao'L fCA7Y ,%) mi7/dL 7117s fert.J-14 7' /5 •' fit' S n 67 eivory - r /1 -W # 172100- 34. 7- Plan Check/Permit Number: D2000-363 J X 01 /,oTiOIJ 4f- wv pzi4 /9D. D. Sheet Number(s): A///9 "Cloud" or highlight all areas of revision including date of revision Rec ived at the City of Tukwila Permit Center by: Entered in Sierra on - Z' 0( Phone Number: fZLLr )) ? 12.p . --de .9- r.�3s6W 12/05/00 j 002 LICENSE DETAIL INFORMATION Form Current Filter: None STATE OF WASHINGTON DEPARTMENT OF LABOR AND INDUSTRIES Specialty Compliance Services Division P. O. Box 44000 Olympia, WA 98504 -4000 THE RESULT OF YOUR INQUIRY FOR LICENSE NUMBER SELECTED IS: LICENSE DETAIL INFORMATION Registration# or License SABEYCI033KM Name SABEY CONSTRUCTION INC Address 12201 TUKWILA INT'L BLVD Address 4TH FLOOR City SEATTLE State WA Zip 981685121 Phone Number 2062814200 Effective Date 5/14/9 Expiration Date 12/31/01 Registration Status ACTIVE Type CONSTRUCTION CONTRACTOR Entity CORPORATION Specialty Code GENERAL Other Specialties UBI Number C.,1532164 * * *VIEW PRINCIPAL OWNER(S) FOR THIS LICENSE* * * *VIEW CONTRACTOR BOND /SAVINGS INFORMATION * VIEW CONTRACTOR INSURANCE INFORMATION * * * * ** *CHECK INQUIRY FOR SUMMONS AND COMPLAINTS* * * New inquiry by CITY, NAME, PRINCIPAL OWNER NAME, NUMBER, UBI NUMBER or return to the L &I Construction Compliance Home Page http: / /www.lni.wa.gov /CONTRACTORS /TF2Form .asp ?License= SABEYCI033KM Page 1 of 1 1 /24/01 0 0, N 0 ' co w wi � LL U 0{ 0 )- 'AU ai l = V` f - u. . Nf 0 1—{ ■ z ' ts,9;r , r Z F- W ce 6U 00 c o w J H WO 2 L Q co 2 W Z = I- O Z F- W W U� O - 0H WW H� u' O Z W U = O F ... Z I • Pt to s � 0. Symbols 0 ____ __ GRID LINE DETAIL INDICATOR S.2 41111 A6 ELEVATION INDICATOR SECTION INDICATOR HALL ROOM NAME 3000I , — ROOM NUMBER Abbreviations AC ACT ADJ ALT ALUM ANOD APPROX ARCH fl BLDG BLK'G BM B/S BSMT CAB CIRC CLR CLG CLOS CCP COL CONC CONST CONT CONTR COOED CPT CT DE? DIA DIM DN DR DU*. Air Conditioning Acoustical Ceiling Tile Adjustable /Adjacent Alternate Aluminum Anodized Approximately Architectural At Building Blocking Beam Building Standard Basement Cabinet Circulation Clear or Clearance Ceiling Center Line Closet Contract Change Proposal Column Concrete Construction Continuous Contractor Coordinate Carpet Ceramic Tile Detail Diameter Dimension Down Door Drawing East Each Elevation (Height) Electric Elevation (View) Elevator Equal Existing Finish Floor Fluorescent Furnished by Owner, Installed by Contractor Foot/Feet Furnished by Tenant, Installed by Contractor FURN Furnish Furnishings EA EL ELEG ELEV EQ EXIST FIN FLR FLUOR FOIL FT FTIC GA GALV GL GLUE NCW HD HDW NOR HM HT NVAC IN INCAN INCL INSUL INSTL JB JT Gauge Ga Ivanized Glass /Glazing Gypsum Wall Board Inch Incandescent Include Insulation Into Ilation Junction Box Joint NF . FN 1+ N FT Hollow Core Wood Hard Hardware Horizontal Hollow Metal Height Heating Ventilation and AN Conditioning KIT Kitchen LAM Laminate LF Lineal Feet LTG ' Lighting MAT. Material MAX Maximum MECH Mechanical MED Medium MEZZ Mezzanine MFR Manufacturer MISC Miscellaneous MTD Mounted MTL Materla I/MetaI N North N/A Not Applicable SIC Not in Contract NL NIGHT LIGHT NO Number NOM Nominal NON COME Non Combustible NTS Not to Scale OG OPEC OPP ORIG PERT PEEP EL P -LAM PLWD POL PR PT RB REFR REINF REQ'D REV Al RO S SCHED SCW SEAL SECT TNT TIM SM SQ STD STL SEG SUSP On Center Opening Opposite Original Permanent Perpendicular Plate or Property Line Plastic Laminate Plywood Polished Pair Paint Radius Rubber Base Refrigerator Reinforcing Required Revision Room Rough Opening South Schedule Solid Core Wood Sealant Section Sheet Similar Sheet MAa I Square Standard Steel Storage Suspended TEL Telephone TEMP Tempered TI-ERMO Thermostat TAT ' Typical UNO Unless noted otherwise VAR Varies VCT Vinyl Composition Tile VEN Veneer VERT Vertical W West/Watt/Width W/ With W/O Without 00 Wa Ilcovering WD Wood General Notes I. CODES A. ALL WORK SHALL CONFORM TO THE APPLICABLE BUILDING CODES AND 0EDEA.UDEA IN CASE OF ANY CONFLICT LAWNS THE METHODS OR STANDARDS OF ASTALLATIAT MATERIALS SPECIFIED DO NOT EQUAL OR EXCEED TIlE ATONED :ANTS OF u? E LAte.5 OR ORDINANCES, THE LAWS OR ORDINANCES SHALL GOVERN. NOT' THE AEDU TT=C GF AL CONFLICTS 2. THE DRAWINGS AND SPECIFICATIONS A. PLUMBING, MECHANICAL, ELECTRICAL AND FIRE PRO ECT ION DRAJiNGS WED rat-..: ASUSITAR~ TO THESE DRAWINGS TOE CONTRACTOR SHALL COORDINATE THE LATE OF EACH ENGINEER WITH THESE DRAWINGS AND THE TENANT IMPROVEM - NT E cCRCATION.. AND WO i L NOTIFY THE ARCHITECT OF ALL DISCREPANCIES WITH A W TTEE AlGEE=ST FAT CLARIFICATION. ANY WORK INSTALLED IN CONFLICT WITH THESE DRAWINGS OR THE TBNANT Is'rR? —o ENT SPECIFICATIONS SHALL BE CORRECTED En TI-C CONTRACTOR AT NO -xUUSO TO Ig.E OWNER, TENANT OR THE ARCHITECT. 3. DIMENSIONS A- ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING- CONDITIONS IS KEEN AS THE BEST PRESENT KNOWLEDGE_ BUT WITHOUT GUARANTEE OF ACCURACY_ TEE C'..T. TRAGTO2 STALL FIELD VERIFY EXISTING CONDITIONS AND DIMENSIONS AND SHALL NOT Tw AEH. WC OF ANY DISCEEPANCIES OR CONDITIONS ADVERSELY AFFECTING- 1.1E DESIGN PRIOR TO PROCEEDING WITH THE ITEM OF WORK AFFECTED. ARCHITECT TO SNAFU' LATOUT PEAT.c TO GONS RIA ION B. DIMENSIONS ON THE PLANS NET TMP iCALLY TO THE FLASH FACE v` PARTITION. OR TO TOT CENTER LINE OF COLUMNS. C. DOOR AND CASED OPENINGS WITHOUT LOCATION DIMENSIONS NET TO C FQU- AND O\€. -AL= (A 12'TlNCHES FROM THE FACES OF ADJACENT PARTITION OR C- ral ENTO SETiFEN PART E:As`-.- D. LOCATE PARTITIONS THAT ARE NOT DIMENSION -D, FLUSH AND 5,211A, UATH STRUCTURE OR ON THE CENTERLINE OF A WINDOW MULLION AS SHOW. 4. DO NOT SCALE DRAWINGS A. THE CONTRACTOR SHALL USE DIMENSIONS SHOWN ON THE DEALINGS AND ACTUAL FIELD MEASUREMENTS. NOTIFY THE ARCHITECT OF ANT DISCREPANCIES FOUND. 5. ABBREVIATIONS A THROUGHOUT THE DRAWINGS ARE ABBREVIATIONS 'WIG -I ARE IN COC3ION USE- THE LIST C ABBREVIATIONS PROVIDED 15 NOT INTENDED TO BE COMPLETE_ OR: ATIY OF ! CONDITIONS OR MATERIALS ACTUALLY USED ON TOE PROJECT: THE ARCHITECT WILL DETEST ETA INTENT OF ANY N QUESTION. ''.. 6. COORDINATION 4.1THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION AND E TEICATTON GF THE WOKE OF ALL TRADES TO ASSURE COMPLIANCE WITH THE DRAWINGS AND ... LCFKATICRSS. GENERAL CONSTRUCTION A. T FIE CONTRACTOR SHALL INYESTIGATE AND VERIFY LOCATIONS OF STRUCTURAL, UECANICAL ANC ELECTRICAL ELEMENTS AND OTHER EXISTING CONDITIONS PRIOR TO DRILLING - OR CUBING- OF SLABS OR STRUCTURAL MEMBERS. NOTFY THE ARCHITECT OF ANY CONRICTS PRIOR TO BEGINNING WORK B. TOE CONTRACTOR SHALL BE RESPONSIBLE. FOR PROVIDING WAL', BLOCGING. AS EQIUIRED FOR ALL WALL AND CEILING MOUNTED TE iS. C. ALL CONSTRUCTION SHALL BE STABILIZED AGAINST LATERAL MOVEMENT IN ACCORDAN CE WITH THE REQUIREMENTS OF THE LATEST AD.- I EDITION OF THE UBC N THE LOCAL JUNSOICION. D. MECHANICAL, ELECTRICAL, VERTICAL TRANSPORTATION AND SPRINKLER (DUNE SHALL BE CONDUCTED UNDER SEPARATE PERMIT. 8 LANDLORD'S COVER SHEET A. LANDLORD'S COVER SHEET 15 CONSIDERED AS ATTACHMENT TO DRAWING:. AND SPECEICATIONS AND WITHIN SCOPE OF CONTRACTORS WORK CON' RACOR, SUB CONTRACTORS. t SU- - "r- IEIRS TO ABIDE WITH ALL RULES t REGULATIONS THEREIN. QZ000 EXPIRED of ES • pt, ccdt r,.r r F -e oc tors , } of approvc, ,;:a s a Y :.,g: c oed. Project Data PROJECT NAME TENANT IMPROVEMENT FOR NETSTREAM, INC. at INTERGATE EAST 3333 SOUTH 120TH1 SUITE 180 TUKWILA WASHING -TON, 98168 SQUARE FOOTAGE OF WORK AREA FLOOR 1 = 48,000 SF FLOOR 2= 12,593 5F DESIGN CODES 1551 UBC, 1951 UPC, 1951 UMC, 1991 UFO, 1993 NEC 1594 WASHINGTON STATE ENERGY CODE (WAG 51 -I1) 1598 WASHINGTON STATE REGULATIONS FOR BARRIER FREE FACILITIES OR DESIGN (WAG 51 - 30) (As odopted by the city of Tukwila, WA.) Descri tlon of Work Tenant Improvements to an existing Shell d Core, scope of work includes replacement of existIng columns, addition of new columns to support new second level, modification of roof t structure to allow For new roof -top equipment, demolition of portions of exterior wall to allow For windows E doors and seismic upgrade. Roofing and roof insulation replacement. Note: Completion of this work will not effect nor result in occupancy, or change in occupancy included within. Occupancy based upon future T.I. permit. Project Team ARCHITECT: SABEY ARCHITECTURE 12201 TUKWILA INTERNATIONAL. BLVD. FOURTH FLOOR SEATTLE, WA 9818 -5121 TEL: 12067 211 -5220 FAX :1206)281 -0920 CONTACT:. SOB SORENSEN, A').A. TENANT: NETSTREAM 12101 TUKWILA INTERNATIONAL BLVD. FOURTH FLOOR SEATTLE, WA 98A8 -5171 TEL (425) 516 -9126 FAX (42S/516 0428 CONTACT: TER FRANCIS GEOTECHINICAL: EARTH CONSULTANTS, INC. 1805 136TH PLACE NE. SUITE 101 BELLEVUE, WA. 58005 TEL: (425) 643 -3180 FAX: (425)146- 0860 CONTACT: RAY COGLISS Building Data ADDRESS I 3333 SOUTH 120TH, SUITE 180 Tukwila, Washington 98168 OWNER INTERNATIONAL GATEWAY EAST LL.0 12201 TUKWILA INTERNATIONAL BLVD. FOURTH FLOOR SEATTLE, WA. 98168 -5121 TEL (206) 281 -8100 CONTACT: LAURENT POOLE Index of Drawings ARCHITECTURAL A00' GENERAL INFORMATION PROJECT DATA, NOTES 40) LANDLORD'S COVER SHEET A10 PROJECT SITE DATA, VICINITY PLAN it MAP SITE PLAN AT MAIN FLOOR DEMO PLAN, ROOF DEMO PLAN ELEVATION DEMO FLAN A22 ROOF PLAN, DETAILS STRUCTURAL 51 511 FOUNDATION PLAN 512 PLANS S SECTIONS 513 EXISTING ROOF FRAMING PLAN 52. BRACED FRAME ELEVATIONS AND SECTIONS 531 FOUNDATION SECTIONS TO) SECTIONNT SEPARATE PERMIT REQUIRED FOR: BI LC ° ANICAL ,,,��U- ',T,.. CAL I.W P TT2iNG GA PIPING CITY OF TUKWILA BUILDING DIVISION REVISIONS HO CHANGES SHALL BE MADE TO '_. SCOPE: OF WORK WITHOUT PRICR. /. /ROYAL OF TUKWILA BUILDING DIVISIOIJ. I:JtE fiMiIONS WILL REQUIRE A NEW PUN SUBMIT', 0::0 MAY 1.1.UOE ADDITIONAL PLAN REVIEW FEES. SEE SHEET 41.0 FOR PROJECT SITE DATA VICINITY MAP, VICINITY PLAN, SITE PLAN PARKING REQUIREMENTS AND LEGAL DESCRIPTION STRUCTURAL ENGINEER: ENGINEERS NORTHWEST, INC. P.S. 6865 WOODLAU.N AVE. NE SEATTLE, WA. 58115 TEL (206) 525 -1560 FAX 1206)522- =6698 CONTACT: RICHARD JAKE, PE CONTRACTOR: SABEY CONSTRUCTION, INC. 12201 TUKWILA. INTERNATIONAL BLVD. FOURTH FLOOR SEATTLE, WA 58168-5121 TEL: (2061 281 -4200 FAX: (206) 281 -0920. CONTACT: DOUG MILLER OCCUPANCY NONE UNDER THIS PERMIT. TENANT IMPROVEMENT PERMIT TO FOLLOW. CONSTRUCTION TYPE TYPE VN -FULLY SPRINKLERED dG I III11U1/UI\ NOW 1 5 2610 REID MIDDLETON AIM S BEY 63)/ REM £EEO rt CONSULTANTS REVISIONS IssuE DETE PERMIT ISSUE 11/13/00 NI d wings o d x tt n atenol. appearing herein constitute the on ginvl and unpublished work of the Sabe of be duplicated. use cent of the Sabey Tenant Improvement for ARCHITECTURE NetStrea ti DRAWING TITLE: FILE: interga___te east 3333 South 120th. Place Tukwila, WA PROGRESS DATE: 1149/00 COVER SHEET crry of TuKWItA PLOT: PROJECT NUMBER: 00 -10 -30 DRAWN BY: BOB CHECKED BE JWL APPROVED BY: 44 Et 1w 3311 S. 1-14,17C14 / fIATES AREA • �I OF WO-4t LOT BUILDING O T BUILDING 2 107,489 S.F. OCCUPANCY B V-N SPRINKLERED UNLIMITED AREA LIGHT REALM 3355 S. 120TH PL. ADJUSTED LOT L IN&a w M \ 3333 S. 120TH PL. j PARK a 3 SWITCH GEAR W BUILDING 3 _ i 201281 S.F S.F. YARD 6 : OCCUPANCY B AAA CLEAR V - N SPRINKLERED BUILDING 5 188,222 S.F. OCCUPANCY B I -FR SPRINKLERED ENCLOSED i DOCK. 3 142 AREA 341 S. 120TH P1. BUILDING 1 i a 98,564 S.F. a g OCCUPANCY IN V -N SPRINKLERED T a /5 L OG GEAR — 5 LOT '4 30' RECORDED NON BUILD EASEMENT 2 HR AREA SEPARATION WALL BUILDING 4 115,895 S.F. OCCUPANCY B V -1 HR SPRINKLERE ADJUSTED LOT LINE N tf<TR BTRFFT BLDG. 6 Sec. 9 1/4 Cor. Sec. 10 LOT LOT 1 ,000 uIII IIIINIhu Y I I f T PL41\I 'gill I II II SCALE II 0 1 " = 100 ' -0 o 50 100 150 200 250 25' RECIPROCIAL ACCESS EASEMENT FIRE LANE 0005410ING OR PARKING AT ANYTIME BLDG. *4 SWITCH GEAR 60' RECORDED NON BUILDABLE EASEMENT GROUP HEALTH BUILDI GROUP HEALTi BUILDIN j I I J� t t t � I ill Iil 400 0 YICINI' `r' MAP PROJECT SITE DATA OWNER: ZONING: SITE AREA: BUILDING AREA: SEISMIC ZONE: 3 PARKING REQUIRED: IGE LLC 12301 Tukwila International Blvd. Tukwila, Washington MICM MANUFACTURING INDUSTRIAL CENTERMEAVY MIC/L MANUFACTURING INDUSTRIAL CENTER/HEAVY TAX LOT AREA: 102304 -9065 4620388 t ACRES BUILDING I 98,564 SF. BUILDING 2 101,480 SF. BUILDING 3 231,113 SF. BUILDING 4 120,121 SF. BUILDING 5 211,355 S.F. BUILDING 6 5352 SF. TOTAL AREA 151,260 5F. RIVERTON CREEK t2 0 3c.6 EXPIRED AREA OF WORK 51.ILDIN5 3 5LIILDINC 0 Ilum011 ro , SITE P A OFFICE 108,918 SF. x20/1,000 212 STALLS MANUFACTURING 561,142 SF. x 1/1,000 561 STALLS WAREHOUSE 111/00 SF. x (/2,000 51 STALLS TOTAL REQUIRED 000 STALLS LEGAL: NE 11 4 OF THE SE I r , 4 OF THE SE I4 OF THE SE 1 4 OF SECTION N AND GOVERNMENT LOT 15 AND SW 1 4 OF THE SW 11, OF SECTION 0, T23n, R4E., WM. CITY OF TUKWILA, KING COUNTY WASHINGTON BUILDING .3 SWITCH GEAR €Xf LO.} D W 60 MIN Ilu' Sca 1 " ° 30' 0 o is zo 40 60 80 100 EXIST. FIBER .LINE ILL 0 SBEY CONSULTANTS DRAWING IDLE: ARCHITECTURE DRAWN ST SOB CHECKED BY: JUL APPROVED BY: av REM x. IANG sArt� PROGRESS DATE: '0/11/09 CT REVISIONS ISSUE DATE PERMIT ISSUE 11/13/00 ova enaRa moy dot e< d�a,l =at <a, <a r d.s�io : <a w�enoot to m ..�tt <� � «ot or. m<sati<v caraorane�. Tenant Improvement for Netttrearn Intergate a CAMPUS 3333 South 120th. Place Tukwila, WA 5ITE PLAN VICINITY PLAN crrY 31T DATA FILE: Igeast ,netstream , ,bidg34,besedwg PLOT: PROJECT NUMBER:1 Q 0 Y 4X xp� JLJLJ DEMOLITION/STRUCTURAL KEYNOTES 0 REI1OVE EXISTING OVERHEAD DOOR AND FRAME. DISPOSE OF UNUSED MATERIAL IN A PROPER MANNER STORE AND PROTECT FOR REUSE AS DIRECTED BY THE LL 'S REPRESENTATIVE. O SAWCUT EXISTING PRE -CAST CONCRETE WALL PANELS AS INDICATED. REPAIR REMAINING WALL AS NEEDED TO ACCEPT NEW CONSTRUCTION. DO NOT OVERCUT AT CORNERS. DEMO PORTION OF EXISTING ALAN TO ® PLUMBING. GENERAL CON TRACTOR TO LAYOU T. FOR REMOVE EXISTING WOOD COLUMNS, BASE PLATES AND ® WEAN SADDLES. REFERENCE STRUCTURAL DRAWINGS FOR STEEL COLUMN UPGRADE. DEMO EXISTING SPRINKLER SYSTEM PIPING, 24 HR FIRE • WATCH TO BE PROVIDED. © NEW COLS, SAW -CUT SLAB FOR PILING. SEE STRUCT. DRAWINGS • REMOVE EXISTING WALL MOUNTED HEATERS 4 GAS PIPING. ® REMOVE EXISTING CEILING MOUNTED HEATERS. STORE AS DIRECTED BY LA.'S REPRESENTATIVE. Og REMOVE (5) ROOFTOP SMOKE VENTS, FILL IN OPENINGS W/ 1/2• CDX, NAIL PER STRUCTURAL DRAWINGS. VERIFY LOCATION. DEMO EXISTING DOMESTIC WATER LINE ABOVE. NEW 0 LINE TO RUN STRAIGHT ACROSS AND TIE INTO STUB AT OPPOSITE WALL II NOT USED. 12 REMOVE LIGHT FIXTURES, STORE AS DIRECTED BY LL.'S REPRESENTATIVE. 13 REMOVE PORTION OF ROOF. REFER TO STRUCTURAL DRAWINGS FOR STRUCTURAL MODIFICATIONS. DISPOSE OF UNUSED MATERIAL IN A PROPER MANNER 14 DEMO EXSITING DOWNSPOUT WHERE REQUIRED. COPING AND SCUPPER !. H PROVIDE TEMPORARY TIGHT LINE DOWNSPOUT (ADS OR SIMILAR) TO EXISTING COLLECTION SYSTEM. B DEMO ROOF DRAIN. SEE A22 FOR DRAINS'. a NEW ROOF. CI EXIST. GUARDRAIL o LOADING DOCK TO REMAIN ® NEW DOMESTIC WATER LINE. IS EXISTING ROLL -UP DOOR, DOCK LEVELER 4 DOCK BUMPF-RS TO REMAIN. 19 EXISTING LIGHT FIXTURE TO REMAIN. ROOF DRAIN PIPE, SEE GEN. NOTE *2. GENERAL NOTES 1 DEMO EXISTING SPRINKLER SYSTEM PIPING. 24 HR FIRE WATCH TO BE PROVIDED. 2 MODIFY EXISTING ROOF DRAINS 4 PIPING AS REQUIRED BY CODE 3' -6 I/2'- j. y- -ptlpT. rms. 4' 4 MOLIT1ON/ BAST V4TIONI _ 0 2 # LQ3 O LfTI P 4N[ ® s BEY CONSULTANTS ARCHITECTURE m a REG ERED / F r ,l 'Cr / ij j�, w. GNG REVISIONS ISSUE DATE PERMIT ISSUE 11/13/00 g nd the m ynot be d pl t d, eE r 0 c se0 wlhppt the tf ncent f th Sabey Corp ratan Tenant Improvement for NetStream Intergate.e A IECFiNd.O[iY ClMPI� 3333 South 120th. Place Tukwila, WA DRAWING ME: DEMOLITION FLR PLAN DEMOLITION EXT. ELEV. PLAN DEMOLgIMEMOt PLAN PROGRESS DATE Im IY00 FILE Ig a t et t am Nbldg3Nbasedwg PLOT PROJECT NUMBER: DRAWN BY: BOB CHECKED OF JWL APPROVED BY:' 'pPROVED DRAWING NUMBER: I3 I� IS ISO I� I� JAN 2 3 2001 KS tip 41.2 0 000 , "991IIIIIIIIUIIiI k I I 1 1 r � ?� o ` - i `� `, m `, `, . ` ; — `, I I i L A I ` LJ F}' t C LJ -- i L I LJ n i I r1 I I J I II II I 5 I r1 I- I r1 I -f I t 1 I LJ o I I LJ C f i II Y• I I 1 1 -' LJ LJ 1 L L _ \ \ / / / 4 6 I ` � r I I I (F p i R ` � I I r1 I I I ( r- I I I � r1 I I © 04'—'0 r1 I I I I © _ $11 i LJ r Li LJ LJ LJ ®• 0 - -- -- - — Q 0 Y 4X xp� JLJLJ DEMOLITION/STRUCTURAL KEYNOTES 0 REI1OVE EXISTING OVERHEAD DOOR AND FRAME. DISPOSE OF UNUSED MATERIAL IN A PROPER MANNER STORE AND PROTECT FOR REUSE AS DIRECTED BY THE LL 'S REPRESENTATIVE. O SAWCUT EXISTING PRE -CAST CONCRETE WALL PANELS AS INDICATED. REPAIR REMAINING WALL AS NEEDED TO ACCEPT NEW CONSTRUCTION. DO NOT OVERCUT AT CORNERS. DEMO PORTION OF EXISTING ALAN TO ® PLUMBING. GENERAL CON TRACTOR TO LAYOU T. FOR REMOVE EXISTING WOOD COLUMNS, BASE PLATES AND ® WEAN SADDLES. REFERENCE STRUCTURAL DRAWINGS FOR STEEL COLUMN UPGRADE. DEMO EXISTING SPRINKLER SYSTEM PIPING, 24 HR FIRE • WATCH TO BE PROVIDED. © NEW COLS, SAW -CUT SLAB FOR PILING. SEE STRUCT. DRAWINGS • REMOVE EXISTING WALL MOUNTED HEATERS 4 GAS PIPING. ® REMOVE EXISTING CEILING MOUNTED HEATERS. STORE AS DIRECTED BY LA.'S REPRESENTATIVE. Og REMOVE (5) ROOFTOP SMOKE VENTS, FILL IN OPENINGS W/ 1/2• CDX, NAIL PER STRUCTURAL DRAWINGS. VERIFY LOCATION. DEMO EXISTING DOMESTIC WATER LINE ABOVE. NEW 0 LINE TO RUN STRAIGHT ACROSS AND TIE INTO STUB AT OPPOSITE WALL II NOT USED. 12 REMOVE LIGHT FIXTURES, STORE AS DIRECTED BY LL.'S REPRESENTATIVE. 13 REMOVE PORTION OF ROOF. REFER TO STRUCTURAL DRAWINGS FOR STRUCTURAL MODIFICATIONS. DISPOSE OF UNUSED MATERIAL IN A PROPER MANNER 14 DEMO EXSITING DOWNSPOUT WHERE REQUIRED. COPING AND SCUPPER !. H PROVIDE TEMPORARY TIGHT LINE DOWNSPOUT (ADS OR SIMILAR) TO EXISTING COLLECTION SYSTEM. B DEMO ROOF DRAIN. SEE A22 FOR DRAINS'. a NEW ROOF. CI EXIST. GUARDRAIL o LOADING DOCK TO REMAIN ® NEW DOMESTIC WATER LINE. IS EXISTING ROLL -UP DOOR, DOCK LEVELER 4 DOCK BUMPF-RS TO REMAIN. 19 EXISTING LIGHT FIXTURE TO REMAIN. ROOF DRAIN PIPE, SEE GEN. NOTE *2. GENERAL NOTES 1 DEMO EXISTING SPRINKLER SYSTEM PIPING. 24 HR FIRE WATCH TO BE PROVIDED. 2 MODIFY EXISTING ROOF DRAINS 4 PIPING AS REQUIRED BY CODE 3' -6 I/2'- j. y- -ptlpT. rms. 4' 4 MOLIT1ON/ BAST V4TIONI _ 0 2 # LQ3 O LfTI P 4N[ ® s BEY CONSULTANTS ARCHITECTURE m a REG ERED / F r ,l 'Cr / ij j�, w. GNG REVISIONS ISSUE DATE PERMIT ISSUE 11/13/00 g nd the m ynot be d pl t d, eE r 0 c se0 wlhppt the tf ncent f th Sabey Corp ratan Tenant Improvement for NetStream Intergate.e A IECFiNd.O[iY ClMPI� 3333 South 120th. Place Tukwila, WA DRAWING ME: DEMOLITION FLR PLAN DEMOLITION EXT. ELEV. PLAN DEMOLgIMEMOt PLAN PROGRESS DATE Im IY00 FILE Ig a t et t am Nbldg3Nbasedwg PLOT PROJECT NUMBER: DRAWN BY: BOB CHECKED OF JWL APPROVED BY:' 'pPROVED DRAWING NUMBER: I3 I� IS ISO I� I� JAN 2 3 2001 KS tip 41.2 0 000 , "991IIIIIIIIUIIiI I o ` ` , `� `, m `, `, . ` ; — `, L ` ` J• t =� t C n I J I II II 5 e' o C f i II Y• I I, 1 all 0. e 0 il 4 6 I ` � 6 6 ` � © , © II I II I I $11 i ®• 0 - -- -- - — I II 9 O `lo 0 0 o o 1 ° w11 Q 0 Y 4X xp� JLJLJ DEMOLITION/STRUCTURAL KEYNOTES 0 REI1OVE EXISTING OVERHEAD DOOR AND FRAME. DISPOSE OF UNUSED MATERIAL IN A PROPER MANNER STORE AND PROTECT FOR REUSE AS DIRECTED BY THE LL 'S REPRESENTATIVE. O SAWCUT EXISTING PRE -CAST CONCRETE WALL PANELS AS INDICATED. REPAIR REMAINING WALL AS NEEDED TO ACCEPT NEW CONSTRUCTION. DO NOT OVERCUT AT CORNERS. DEMO PORTION OF EXISTING ALAN TO ® PLUMBING. GENERAL CON TRACTOR TO LAYOU T. FOR REMOVE EXISTING WOOD COLUMNS, BASE PLATES AND ® WEAN SADDLES. REFERENCE STRUCTURAL DRAWINGS FOR STEEL COLUMN UPGRADE. DEMO EXISTING SPRINKLER SYSTEM PIPING, 24 HR FIRE • WATCH TO BE PROVIDED. © NEW COLS, SAW -CUT SLAB FOR PILING. SEE STRUCT. DRAWINGS • REMOVE EXISTING WALL MOUNTED HEATERS 4 GAS PIPING. ® REMOVE EXISTING CEILING MOUNTED HEATERS. STORE AS DIRECTED BY LA.'S REPRESENTATIVE. Og REMOVE (5) ROOFTOP SMOKE VENTS, FILL IN OPENINGS W/ 1/2• CDX, NAIL PER STRUCTURAL DRAWINGS. VERIFY LOCATION. DEMO EXISTING DOMESTIC WATER LINE ABOVE. NEW 0 LINE TO RUN STRAIGHT ACROSS AND TIE INTO STUB AT OPPOSITE WALL II NOT USED. 12 REMOVE LIGHT FIXTURES, STORE AS DIRECTED BY LL.'S REPRESENTATIVE. 13 REMOVE PORTION OF ROOF. REFER TO STRUCTURAL DRAWINGS FOR STRUCTURAL MODIFICATIONS. DISPOSE OF UNUSED MATERIAL IN A PROPER MANNER 14 DEMO EXSITING DOWNSPOUT WHERE REQUIRED. COPING AND SCUPPER !. H PROVIDE TEMPORARY TIGHT LINE DOWNSPOUT (ADS OR SIMILAR) TO EXISTING COLLECTION SYSTEM. B DEMO ROOF DRAIN. SEE A22 FOR DRAINS'. a NEW ROOF. CI EXIST. GUARDRAIL o LOADING DOCK TO REMAIN ® NEW DOMESTIC WATER LINE. IS EXISTING ROLL -UP DOOR, DOCK LEVELER 4 DOCK BUMPF-RS TO REMAIN. 19 EXISTING LIGHT FIXTURE TO REMAIN. ROOF DRAIN PIPE, SEE GEN. NOTE *2. GENERAL NOTES 1 DEMO EXISTING SPRINKLER SYSTEM PIPING. 24 HR FIRE WATCH TO BE PROVIDED. 2 MODIFY EXISTING ROOF DRAINS 4 PIPING AS REQUIRED BY CODE 3' -6 I/2'- j. y- -ptlpT. rms. 4' 4 MOLIT1ON/ BAST V4TIONI _ 0 2 # LQ3 O LfTI P 4N[ ® s BEY CONSULTANTS ARCHITECTURE m a REG ERED / F r ,l 'Cr / ij j�, w. GNG REVISIONS ISSUE DATE PERMIT ISSUE 11/13/00 g nd the m ynot be d pl t d, eE r 0 c se0 wlhppt the tf ncent f th Sabey Corp ratan Tenant Improvement for NetStream Intergate.e A IECFiNd.O[iY ClMPI� 3333 South 120th. Place Tukwila, WA DRAWING ME: DEMOLITION FLR PLAN DEMOLITION EXT. ELEV. PLAN DEMOLgIMEMOt PLAN PROGRESS DATE Im IY00 FILE Ig a t et t am Nbldg3Nbasedwg PLOT PROJECT NUMBER: DRAWN BY: BOB CHECKED OF JWL APPROVED BY:' 'pPROVED DRAWING NUMBER: I3 I� IS ISO I� I� JAN 2 3 2001 KS tip 41.2 0 000 , "991IIIIIIIIUIIiI 3 .1 Ii pip # 1 AU-IGN BUILDING ON TO NORTH DIMENSION POINT IRREFINISMEDZIAL LAP JOINTS.. LW BUILD. PELT ROOF MEMBRANE 6X6.NT RIGID INSULATICN I MEP PLYWD CONTINUOUS PREFINISMED MET, CLIP - INSTALL BOARD @ Scale- 1-1/2 H `n I ROOF/SLI,a. WALL MYWD . 4. PLATE (E) CC. WALL (E) PANEL 1) WALL FASCIA/COPINa Sala: I VV.P-0 14502 Ivan oat tet • ■ft 0.1 • • I eft YET, FLASHING AND REGLET MT '6 6' 6_, POINT, CONC. @ GRID M.' .0 STRUCTURE ARAPET T.0 PARAPET VARIES T.0 CONC. 1 DI,S45ICI4 POINT FREFINI.ED METAL COPI., TYP 6' STUDS • IV 0O. 2 LAYERS TYPE 'X' GWB EA. SIDE RGID 0 4 "v41 SLOPE 1/4 ROCF MEMBRANE SX6C.ANT I/2' PLY11.0. • E, MINI METAL CLIP _ 11111111141111 Orri PIFE OR CONDUIT 4 X WOOD SLEEPER ROOF TRAPIC WALK P. SET IN M.TIC A.AL. MEMBRANE ROC.% 2 ) corscui7 SLEEPER N5202012 41 - .a - ‘ ■ 411P 3T-0 T.0 PARAPET T.0 CONC. EIFS 0 e 1 4111 4 46 1 41. 40' 4111 I r. F . 3 .- 41...16 4, Ai NMI METAL FLASHING AND REGLET FUTURE 2 HOUR WALL SEE AR.3 ONVOTBL, 0 GA. D. LTUDS @ METAL FLASHING AND REGLET PLYWOOD CD 6' TJI SEE STRUCT. 111 SET IN BED CF MASTIC, TYPICAL AT ALL PENETRATIONS 7 :3D RAISED SLEEF'ER PRE OR EGUIFMENT SEALANT, TYPI.L AT CCUNTERS.0 BOLT MEADS GALVANIZED SMEET METAL FLASHING AT WOOD SLEEPERS WOCO OR STEEL REEFER GAUGE SALVANUSED SHEET FETAL C.AP FLASHING LEVEL!. BLOCK, I4CLD TOP CF BLOCK,. LE.- I-FLY ROCRNG IDUSTA. I-FLY ROCFNG W RIGID INWILATIGN WOOD FURLIN 4 X WOOD CURES CURS AT ROOF DUCr N502203 COINTERFLAS.22 DUCT 1 i 1 SEALANT ARaND SMET MET, PLASM. 1YPI.L REFER TO num., DrINJA.5 FOR EFFORT ■11111/ "r! ROOF CURS Scake V2 1404.17 TOP CF OJR3 LEVEL VZ PLYWOOD 24ALY4TFfTL FLASHING ADMEN. liCOD CIES SEE .EETS 573J AND S732 RN VIE SNGLE FLY ROOFING 1A6 0.613. NS02.2.4 SE,ANT rreicAL 4— PIPE BOOT AND CLAMP!. RIM BY SINGLE PLY ROOF!. HER UNCURED FLASITI. SI.LE PLY MEMBRANE — .14E6IVE 54011N DASHED Tref.. PIPE PENET'R Sca Ye,' N902105 d Al■11111 zs, SEAM CAULK STAINLESS STEEL CLAMP RI. SPLICE ...SIVE MEMBRANE BASE FLASHING RCX2F MEMBRANE 4' RIGID INSULATION 1`YPICA1 PIPE FL461-11Nla Scale: 3 NS02106 RED PLYWD. SEE STRIC A AREA, SER4FeAVON WALL SLOPE 1/4" TO 12 °../ Scale: I 42,1', NA. NEIGHBOR CMU WALL (E) TJEXIST. CONC. WALLS CONC. WALL PANEL (E) r ■ METAL FLASHING EIFS ALIGN WIT EXISTING COPING & T tONC. WALL (E)& SEALANT AND BAKER ROD OPFAarmILy ROOFING MEMBRANE LINE OF EXISTING CONC. WALL PANEL BELDW 1-101Q1Z. SCIN. e ISLCa./ROOP Scale: 1-1/2 NSO4401 :) 7 ROOF e mezz UV* SIDE r ROOF e AREA SEP. WALL SCalek ./ Scab: 1-1/2 NS2 EXPIRED NS02201 0 0 0 ROOF PLAN KEYNOTES CiRICKET WHERE REQUIRED, FROM BUILT-UP RIGID INSULATION. NEW CONDUCTOR HEAD WITH OVERFLOW 4 DOWNSPOUT. ROOF ACCESS HATCH WITH I-I/2 DIA. SAFETY RAILS. OPENING IN ROOF, REFER TO STRUCTURAL DUOS. EXISTING ROOF DRAIN 4 OVER9 THESE ROOF DRAINS 4 OVERFLOWS ARE TO BE RE-INSTALLED ON EXISTING AND NEUJ ROOFS AFTER NEW ROOFING 15 APPLIED IN ACCORDANCE WITH CURRENT CODES AND GOOD PRACTICE AS RECOMMENDED BY THE ROOFING MANUFACTURER. !EXISTING LEADER LINES BELOW THE 'ROOF AFE TO BE MODIFIED AS REQUIRED AND BROUGI.TT INTO COMPLIANCE WITH CODE EXISTING CRICKET FORMED BY WARPING OF PLYWOOD DECKING 4 SLOPING PUR.LINS. GENERAL NOTES 771-6°,-v-c:"746 436 48 60 L DETAILS 2 THRU 'I MAY 5E USED FOR FUTURE ROOFTOP WORK 2. AREA SEPARATION WALLS TO 8E30 ABOVE ROOF INCLUDING CRICKETS. 3, EX/STING ROOF SYSTEM TO BE REMOVED COON TO PLYWOOD DECKING. 4. INSTALL: 5-30 POLYISCOCTNURATE INSULATION, MECHANICALLY ATTACHED. 0050-LAST ROOF SYSTEM, SINGLE PLY 5104 WELDED SEAMS, WHITE MEMBRANE OVER ENTIRE ROOF AREA, INCLUDING FLASHING AROUND THE ROOF-TOP UNITS. WARRANTY TO BE IS YEAR LABOR AND MATERIAL NOT EXCLUDING CONSEQUENTIAL DAMAGES. 5. INSTALL WALK PADS FROM ACCESS AROUND ROOF TOP UNITS. INSTALL NEW PERIMETER FLASHING ALONG EAST AND WEST WALLS. 17 m14`,117)" JAN 2 3 2001 OS 6010 ettf_otNn3 oM110h S BEY CONSULTANTS REVISIONS ARCHITECTURE ISSUE DATE PERMIT ISSUE 11/13100 „,tho e VT; Tenant !Improvement for NetStream Mtee 3333 South 120th. Place Tukwila, WA 11.111111111..111.11 DRAWING TIRE: PROGRESS DATE: 5//1/00 FILL IgeaseI,netstreamI5SIct3 PLOT: PROJECT NUMBER: DRAWN BY: BOB CHECKED BY JUJL APPROVED ROOF PLAN crrAMF.P.,„ , Alm 1:sr, EXISTING TYPICAL EXISTNG SLOPE, TYPICAL 1 A1111 ME < SLOPE 111 C -1- __ . 7 7 / / N 0 , Mk TV o A2 0 . sz 7 . , 0 - -1 / / z z 7 , 7 I% CP z z A& ICEP z z / / / / , I ;- j IMP . z z z z z z z . -- 0 li a..,...._ 43 0 Allk AfElk TEE IZE, 3 .1 Ii pip # 1 AU-IGN BUILDING ON TO NORTH DIMENSION POINT IRREFINISMEDZIAL LAP JOINTS.. LW BUILD. PELT ROOF MEMBRANE 6X6.NT RIGID INSULATICN I MEP PLYWD CONTINUOUS PREFINISMED MET, CLIP - INSTALL BOARD @ Scale- 1-1/2 H `n I ROOF/SLI,a. WALL MYWD . 4. PLATE (E) CC. WALL (E) PANEL 1) WALL FASCIA/COPINa Sala: I VV.P-0 14502 Ivan oat tet • ■ft 0.1 • • I eft YET, FLASHING AND REGLET MT '6 6' 6_, POINT, CONC. @ GRID M.' .0 STRUCTURE ARAPET T.0 PARAPET VARIES T.0 CONC. 1 DI,S45ICI4 POINT FREFINI.ED METAL COPI., TYP 6' STUDS • IV 0O. 2 LAYERS TYPE 'X' GWB EA. SIDE RGID 0 4 "v41 SLOPE 1/4 ROCF MEMBRANE SX6C.ANT I/2' PLY11.0. • E, MINI METAL CLIP _ 11111111141111 Orri PIFE OR CONDUIT 4 X WOOD SLEEPER ROOF TRAPIC WALK P. SET IN M.TIC A.AL. MEMBRANE ROC.% 2 ) corscui7 SLEEPER N5202012 41 - .a - ‘ ■ 411P 3T-0 T.0 PARAPET T.0 CONC. EIFS 0 e 1 4111 4 46 1 41. 40' 4111 I r. F . 3 .- 41...16 4, Ai NMI METAL FLASHING AND REGLET FUTURE 2 HOUR WALL SEE AR.3 ONVOTBL, 0 GA. D. LTUDS @ METAL FLASHING AND REGLET PLYWOOD CD 6' TJI SEE STRUCT. 111 SET IN BED CF MASTIC, TYPICAL AT ALL PENETRATIONS 7 :3D RAISED SLEEF'ER PRE OR EGUIFMENT SEALANT, TYPI.L AT CCUNTERS.0 BOLT MEADS GALVANIZED SMEET METAL FLASHING AT WOOD SLEEPERS WOCO OR STEEL REEFER GAUGE SALVANUSED SHEET FETAL C.AP FLASHING LEVEL!. BLOCK, I4CLD TOP CF BLOCK,. LE.- I-FLY ROCRNG IDUSTA. I-FLY ROCFNG W RIGID INWILATIGN WOOD FURLIN 4 X WOOD CURES CURS AT ROOF DUCr N502203 COINTERFLAS.22 DUCT 1 i 1 SEALANT ARaND SMET MET, PLASM. 1YPI.L REFER TO num., DrINJA.5 FOR EFFORT ■11111/ "r! ROOF CURS Scake V2 1404.17 TOP CF OJR3 LEVEL VZ PLYWOOD 24ALY4TFfTL FLASHING ADMEN. liCOD CIES SEE .EETS 573J AND S732 RN VIE SNGLE FLY ROOFING 1A6 0.613. NS02.2.4 SE,ANT rreicAL 4— PIPE BOOT AND CLAMP!. RIM BY SINGLE PLY ROOF!. HER UNCURED FLASITI. SI.LE PLY MEMBRANE — .14E6IVE 54011N DASHED Tref.. PIPE PENET'R Sca Ye,' N902105 d Al■11111 zs, SEAM CAULK STAINLESS STEEL CLAMP RI. SPLICE ...SIVE MEMBRANE BASE FLASHING RCX2F MEMBRANE 4' RIGID INSULATION 1`YPICA1 PIPE FL461-11Nla Scale: 3 NS02106 RED PLYWD. SEE STRIC A AREA, SER4FeAVON WALL SLOPE 1/4" TO 12 °../ Scale: I 42,1', NA. NEIGHBOR CMU WALL (E) TJEXIST. CONC. WALLS CONC. WALL PANEL (E) r ■ METAL FLASHING EIFS ALIGN WIT EXISTING COPING & T tONC. WALL (E)& SEALANT AND BAKER ROD OPFAarmILy ROOFING MEMBRANE LINE OF EXISTING CONC. WALL PANEL BELDW 1-101Q1Z. SCIN. e ISLCa./ROOP Scale: 1-1/2 NSO4401 :) 7 ROOF e mezz UV* SIDE r ROOF e AREA SEP. WALL SCalek ./ Scab: 1-1/2 NS2 EXPIRED NS02201 0 0 0 ROOF PLAN KEYNOTES CiRICKET WHERE REQUIRED, FROM BUILT-UP RIGID INSULATION. NEW CONDUCTOR HEAD WITH OVERFLOW 4 DOWNSPOUT. ROOF ACCESS HATCH WITH I-I/2 DIA. SAFETY RAILS. OPENING IN ROOF, REFER TO STRUCTURAL DUOS. EXISTING ROOF DRAIN 4 OVER9 THESE ROOF DRAINS 4 OVERFLOWS ARE TO BE RE-INSTALLED ON EXISTING AND NEUJ ROOFS AFTER NEW ROOFING 15 APPLIED IN ACCORDANCE WITH CURRENT CODES AND GOOD PRACTICE AS RECOMMENDED BY THE ROOFING MANUFACTURER. !EXISTING LEADER LINES BELOW THE 'ROOF AFE TO BE MODIFIED AS REQUIRED AND BROUGI.TT INTO COMPLIANCE WITH CODE EXISTING CRICKET FORMED BY WARPING OF PLYWOOD DECKING 4 SLOPING PUR.LINS. GENERAL NOTES 771-6°,-v-c:"746 436 48 60 L DETAILS 2 THRU 'I MAY 5E USED FOR FUTURE ROOFTOP WORK 2. AREA SEPARATION WALLS TO 8E30 ABOVE ROOF INCLUDING CRICKETS. 3, EX/STING ROOF SYSTEM TO BE REMOVED COON TO PLYWOOD DECKING. 4. INSTALL: 5-30 POLYISCOCTNURATE INSULATION, MECHANICALLY ATTACHED. 0050-LAST ROOF SYSTEM, SINGLE PLY 5104 WELDED SEAMS, WHITE MEMBRANE OVER ENTIRE ROOF AREA, INCLUDING FLASHING AROUND THE ROOF-TOP UNITS. WARRANTY TO BE IS YEAR LABOR AND MATERIAL NOT EXCLUDING CONSEQUENTIAL DAMAGES. 5. INSTALL WALK PADS FROM ACCESS AROUND ROOF TOP UNITS. INSTALL NEW PERIMETER FLASHING ALONG EAST AND WEST WALLS. 17 m14`,117)" JAN 2 3 2001 OS 6010 ettf_otNn3 oM110h S BEY CONSULTANTS REVISIONS ARCHITECTURE ISSUE DATE PERMIT ISSUE 11/13100 „,tho e VT; Tenant !Improvement for NetStream Mtee 3333 South 120th. Place Tukwila, WA 11.111111111..111.11 DRAWING TIRE: PROGRESS DATE: 5//1/00 FILL IgeaseI,netstreamI5SIct3 PLOT: PROJECT NUMBER: DRAWN BY: BOB CHECKED BY JUJL APPROVED ROOF PLAN crrAMF.P.,„ 1*-0" TO SQHVLE '41.5toor' 1 _ - Cr 17S FrY iffj , J 5. - I _- 26'-8i" 26 !..rTJ [0—] rp L+J PI 1 7 f Jfj -4- L f J 31 TYP. , 0 CO.. THAT I REPLACE 12 WOOD COLUMNS PI 1 12] 1. 2] F2] L P 1 17 t LI L L fJ T LE P1 F : 7 21 L J 26.-q- 1 2] (PILE SUPPORTED SLAB j EXISTING 7 STRUCTURE 1 1 , 6 ] Pi t P2 [ L iF_ E‘ 1 : 3 _i FLQ] [T1 I 267 .__ 26 rh P4A UZI -`• - , J., - / (1) I 1-11 0 GRIDI F EON FLAK I i4/ICATIEi SEE SWED 2' . j 12J r_b P2A ' • NORTHWEST ' 'MIRES DISI REnoms issu : 'L‘ 'areiltuie 4.4 BOLTS PER SECT. D -1.2 EG1]ON 2:x50'. 018x40 08x11.5 08x11 5 C8.11.5 1 016x26 3 27x84 (17) L 027x6+ - (25) ' J #4 CONT. #5 O 12 EPDXY INTO E%ISf /c WALL 53" SLAB '.7' -4 226& W2 F0RM(OK - DECK 21 44 25) 018x35 (26) W18.5 W18x35 (26) 1144 (26) 021144 (26) 26' -8 BEAM SIZE 4 W18x35 (26) W18x35 (26). W21x44 (26) 22GA GALV. -: W2 FORMLOK DECK 00 027x44 (26).' A -27 078x35_ (26) F Sa1t 018x35, "(26) 010x153 k- CONN:.OF 565 TS -ODE. BOLTED TO - TO 8k8 TS COL '0000 - M�I.L PER SECT. A-21 TO S SEES - - CT. -2.1 26' -8r" D -1.2 L' W18 5126) I 621644. (26) 621644 (26) W (2 6) 618x35 018 %40. 1116126 (22) • 15-0" ai 4 - • C8x11:5' - �- W18x35 26) F -2.1� J W18k40. (26). ' ..1 TYP O tJ 25 ' -8 11" � •`'t W24155� (17) W21150. (17) 018x35 - (26) :. MEZZANINE FRAMING, PLAN -Q NTFS; 2 TOP OF CONCRETE SLAB 0 ELEVATION 16 -S 2.) BEPN NOTED THUS a SHALL BE GRADE 50 STRUCTU STEEL 016826 (17) D -1.2 TYP: W16126 (26) W18x35 (26) W16x26'(26)- 25' -10 f FOR R'S & BOLTS SEE SECT. D -1.2 O SECT. G -1';2 NORTHWEST • xi. W ENgtffatS NORTHWEST NC. P.S. 0611110 OOPS K 60 600 660111(24 CONSULTANTS me 3333 South 066060 1BLE 80 ANS 4 > SEC)Ya15 .'. T o 'TILTS W K BOLTS O 18'a /K THRU CONT.: 6x4x� t MECHANICAL PLATFORM FRAMING PLAN Q N T t. TOP OF CONCRETE SLAB O ELEVATION 37' -6" #4 CONT. EDGE BAR 4" EXIST. WALL O 72" EPDXY INTO E % Ile 1 EXIST. W dy 5 -101" 5 -10}" 5 -103 6' -5 6 -51" 6 -5}" 6' -5k" REMSIONS - I$6CfE SAlK P ISSUE 11/15/2000 W dtuxmg ef4 .raln.ypfedA 5ppexr�'haen emNule -+' IAe oiiyimt a4 wpuhTeX.d xxxW a the SYWe1' Oee7e1P1aA1 rxl me m.. �. na 6A euWlcaM teed _ dlexmed e.G lowfa TWA `' 5/416 PSL COL_ CONN PER SECT. 14-4.1 ani EDGE 3-oc s co.r. r r .e% - l r- r•S - (ANN puripipapv-. 4 174-.1 ,2-HD84 014A 54x16 psu *16 PSLs, pER STRAP PER SECT. J-4:1 SECT. J-4.1 2-HD8A 516 PSI REID MIDDLETON;INC. 333 a te .east r — EII 4,4 PORLiN 1 p pt4.90 I I 1 R-4.1 I IST fix1d PORLiN OTO®11 I ilE1f 1 h i 1ST. 1 I ' EIS NEI I. IST. 80 6 Pi1RLIN l l c, B- rEf piL9,1 I INE1 p 1..,,... I 1 EXIST. ex1E1 PRLI 1 M . ipdi JX14. Elx14 PLIRI. N , I dit. 6,, I i 4EW 10' 149(1 OuRi•IN1 NEi/ ,0 Eli/ LIE fi l I 1ST fi<18 PURLis. I 1 I 161% ,,,e1 P RUN NE1/ 115 J1/ cD EXPIRED .trairomomaw,aw 26"-8r L ARC H IT EC TUR2 NORTHWEST ENOWERS - PORIMITS1 NC. P.S. COPI.IPP MINN faea SteLF !mom sal. 061)125-7591 CONSULTANTS PS NOTED 1-1 6 -01 '- EE4 PLAN eS4TE 12-21-00 PLEE PDEGTltI1E �0I(1 T & FLANGE OF CIO FLAT W16x26 WALL BRACE C10x15.3 w/r0 K130 EXP.. E1OLT5 2 ENDED .3i INTO CONC. WA, DETAIL TOP OF PILE CAP -. (c>pp) opp) BRACED FRAME @ GRID @ BRACED FRAME @ GRID) (OPP.) =M=17= PRO11DE #46 12/ T & 8 IN NEW CONCRETE D0 Qt Cur EXIST. STAB REINF: EXTEND 1'—O INTO NEW CONCRETE ALL AROUND TOP 3< parrom . D.WONG - 4.11VAr4.0:14PAT PR08RES01i19 18-0p 0' ■■ r it 4i 0 ROOF MEZZ. DETAIL 6 9"xi"0 BRG. t / i• " KBII EXP. OLTS SEE SECT. ( 0., ) BRACED FRAME @ GRID @ STIFFENER R. EA. SIDE SLAB re T.S. BRACED FRAME @ GRID @ 2 (OPP.) 8x8xi T.S. COL AfteHiTie-TUR; NORTHWEST PIONEERS — NORIIRVEST INC. PS, onus muss an "um NE NE SEFILE 186111=11 95115 OA 525-39, CONSULTPNTS , 'MOM 0090 0810 PERMITISSLJE 11115/2000 " tt" .'"d*itt,ltuntl Z;,:./6' B. #6 - B. REUSED EXIST. CONN. & SHIMS PER SECT. P -4;1 D -3.1 -NEW 8.4 T.S� COL e.tw4 - 'o en KWIK BOLTS O 11"o/c EA WAY (EMBED 8"- INTO NEW CONC. PILE CAP) ROUGHEN SURFACE DO BO CUT EXIST. REINF. P4 36" DEEP ® - ADD 6 -15 O 12'0% EA WAY _ TOP - PROVIDE VERT:'WELDED TO TOP OF PILES: - CUT ONLY EXIST. REINF. THAT INTERFERES w/ PILE INSTALLATION - NG W Y LOWE ;LAYER -14 - #B B. SHORT WAY 'GENERAL NOTE THE FOLLOWING -NOTES 'APPLY - UNLESS NOTED OTHERWISE ASTM'S NOTED ARE TO BE LATEST EDITION t: DESCRIPTIO 8ui Idiog 4-22 N &Site Location Netstreom - :Tukwila, Washington 2. - D0S1(fX�{_CODE.odeSTANDARDS Nome) - .1 - ApPIiC 2e. Code (Editian/997 USG Code . suppl ement �.d Date None 4-. -Roof'LYve -L , - 25 PSF (slfow) - " - - Drifting snow not c'e1aired 2n the design. b. Mechanical ROOf Live Platform: 75 psf or Equi +25 psf snow / -1 25 psf 1242 12 L Mezzanine Live Load ; 21' -n + psf typic 6. o E psf quipme Equipme ih Botter IIS d. Se ic• Zone 3 Importance fac tdr 75 1.25 e. Wind Load 62914 wind speed 80 (mph). Exposure - Importance fact / �_/ I ^ mpo2nceo 1:0: Jam/ FOUND 0IRWATION- , . ` - THE FOUNDATION' VAS'DESIGI$D WITH.R EARTH CONSULTANTS,. INC. OF 8011:0500 WASHINNG0TTON., 250 5220 SHALL' - - :EE 000.200 PER SOILS ENGINEER RECOUNENDATI0IS ,ALL'FOOTINGS ANO SLABS BE 2 P.210 SUPPORTED." ALL: 0111 AND 04020110 TO BE 0 00NPACTEO PER SOILS ENGINEER R000MfE1DA7!ONS,. (UNLESS 240702 0120002 S2, PROVIDE RELATIVE'002NAC220N, OF 95 20000 T FOR 002240200 0101.)' TIE 2442224 N DENSITY•. SHALL 00 007ERM20400 BY SOILS ENGINEER. ALL EXTERI00POOTINGS TO BE FAIAJDED -O ", M,IN. 901024'01N9, ORADE ; -:. _.. l '72t11DATIOJI SHALL 90 SUPJSORTED 02 1001 HELICAL P)LES HAVING' A, 241NIMl4 CAPTY.0F 40 TONS - +(20 TON 721'207 CAPACITY REQUIRED). INSTALLATION CMI R1A 524401. BE AS SPECIFIED, BY, THE SOILS ENGINEER. SHALL- 'AI'A110'T. PILE ' . - 2 TON: 15 - 4' INCHES ANY DIRECTION SOILS. DEER SHALL INSPECT. .:INS TJON NOTIFY STROCTMRAL'ENGf0NEER )Fr NOT AS' 1 124' 24ESE_ 214222_ 4°* CRETE'' E .. . -:: a'.. 4 2.134,. - - 12 aA PER d3332 YARD Foe- AL't,. CONK;IO20. 4121 >TR EESION �!02J20D -0500 : 2210100 4202 =Pl:ACING ALL',3.,,. CONC AFD 521007229 OF .&TERIALS SHALL 80 , 020, 4200000200 0 THE AC1.;0000 PR20000'I0NT(42000 AGO2Yc2420 TO " CENPNT 52441. , '51122' AS TO 2200020 A 00950 0080442.E MIX WJTN 4 - NAI(124124 2LIAP (2191,55 StWERPL.AST1CDZERS ARE 0502)' WHICH CAM 840. PLACED WITHOUT SEOREGAT200 08 002055 FREE SU 400 WATER'= FOR 4DMIXTI 00. SEE SPECIFT + DNS..'; 24422 2 WATH2 /CEMENT 84010 20400 3/4 rd[ ER L�E't 002, ,:3 5X9.255 '12022ATED O'0 WISE,ON AR02 rv.es'IR0L 02 5744222 .,w SHALL BE USED ,_„410 ENTRAIN ALL HORIZONTAL; CONCRET002020902 25120010831 WiAH TO 5S A1R 82 2610140. USE T5PE. 2 2 201ENT LA. LESS NOTED. 029(ERWI.SE 11452 WATER :CEMENT RATI0 70 "0_45 AND USE TYPE''S'-02EN7- )Ik1ERE"S0I :'WATER.SOLISIESULFATE 0002125 0.20- PERCENT -82 NT ADO 00 s2ATER TQQ� 222408020 50 SITE I F,INCR05500 •WORKABILITY 15 RE*1IRf72. CON TRACTOR„ 05::70 000415241MIX 0ES5ON THAT WILL'41108 711E ADDITION OF A, FIXED 440(021 WATER NO25CIN0•AOENT -AR A 02200 42221427 DF'i SIPER-PLASTICIZER 40 TI :CIX1CRETE- PLANT D0 "1201' U5E F.LT. AS 2' IN',CON ET E 00R'THIS •00JE0T. ACl 30TH . _. ERTR'72RR - CONTRACTORS TES -2401 NDER THEY CAST: .IEST,ING 4AB :TO,TOTIFY 11:0 ARCIYITE TYNMEDIATELY' B1' 0 6 2 OF ANY NONCOMP50 TO MIXES SHALL BE SUBMITTED TO ENW. FOR REVIEW ' ^ MINIMt1M OF TVA WEEKS PRIOR TO FIRST.:: USE. 'SEE UBC SECTION 1905 FOR ADDITIONAI_ NORTHWEST AS NOTED. ' -3' . EXIST. SLAB & PILE CAP _ 40 12 - x12' Ems, WOOD COL SECTION A -3.1 0 36' DEEP -W6B NEW 5x5 T.S. COL. SECTION REMOVE EXIST. WOOD COL. NEW 8x8x1 T.S CDL w // 1: B.R w /4 - a KBII KWIK BOLTS O 11'0% EA. WAY 7' EXIST. S1087 SECTION B-3.1 ERMIT ISS2E'.11 /15/1000 N d'tbf 5 mminu(r iten,,9rk -a me soeH C2= C4 .; Are, esi Z;,:./6' B. #6 - B. REUSED EXIST. CONN. & SHIMS PER SECT. P -4;1 D -3.1 -NEW 8.4 T.S� COL e.tw4 - 'o en KWIK BOLTS O 11"o/c EA WAY (EMBED 8"- INTO NEW CONC. PILE CAP) ROUGHEN SURFACE DO BO CUT EXIST. REINF. P4 36" DEEP ® - ADD 6 -15 O 12'0% EA WAY _ TOP - PROVIDE VERT:'WELDED TO TOP OF PILES: - CUT ONLY EXIST. REINF. THAT INTERFERES w/ PILE INSTALLATION - NG W Y LOWE ;LAYER -14 - #B B. SHORT WAY 'GENERAL NOTE THE FOLLOWING -NOTES 'APPLY - UNLESS NOTED OTHERWISE ASTM'S NOTED ARE TO BE LATEST EDITION t: DESCRIPTIO 8ui Idiog 4-22 N &Site Location Netstreom - :Tukwila, Washington 2. - D0S1(fX�{_CODE.odeSTANDARDS Nome) - .1 - ApPIiC 2e. Code (Editian/997 USG Code . suppl ement �.d Date None 4-. -Roof'LYve -L , - 25 PSF (slfow) - " - - Drifting snow not c'e1aired 2n the design. b. Mechanical ROOf Live Platform: 75 psf or Equi +25 psf snow / -1 25 psf 1242 12 L Mezzanine Live Load ; 21' -n + psf typic 6. o E psf quipme Equipme ih Botter IIS d. Se ic• Zone 3 Importance fac tdr 75 1.25 e. Wind Load 62914 wind speed 80 (mph). Exposure - Importance fact / �_/ I ^ mpo2nceo 1:0: Jam/ FOUND 0IRWATION- , . ` - THE FOUNDATION' VAS'DESIGI$D WITH.R EARTH CONSULTANTS,. INC. OF 8011:0500 WASHINNG0TTON., 250 5220 SHALL' - - :EE 000.200 PER SOILS ENGINEER RECOUNENDATI0IS ,ALL'FOOTINGS ANO SLABS BE 2 P.210 SUPPORTED." ALL: 0111 AND 04020110 TO BE 0 00NPACTEO PER SOILS ENGINEER R000MfE1DA7!ONS,. (UNLESS 240702 0120002 S2, PROVIDE RELATIVE'002NAC220N, OF 95 20000 T FOR 002240200 0101.)' TIE 2442224 N DENSITY•. SHALL 00 007ERM20400 BY SOILS ENGINEER. ALL EXTERI00POOTINGS TO BE FAIAJDED -O ", M,IN. 901024'01N9, ORADE ; -:. _.. l '72t11DATIOJI SHALL 90 SUPJSORTED 02 1001 HELICAL P)LES HAVING' A, 241NIMl4 CAPTY.0F 40 TONS - +(20 TON 721'207 CAPACITY REQUIRED). INSTALLATION CMI R1A 524401. BE AS SPECIFIED, BY, THE SOILS ENGINEER. SHALL- 'AI'A110'T. PILE ' . - 2 TON: 15 - 4' INCHES ANY DIRECTION SOILS. DEER SHALL INSPECT. .:INS TJON NOTIFY STROCTMRAL'ENGf0NEER )Fr NOT AS' 1 124' 24ESE_ 214222_ 4°* CRETE'' E .. . -:: a'.. 4 2.134,. - - 12 aA PER d3332 YARD Foe- AL't,. CONK;IO20. 4121 >TR EESION �!02J20D -0500 : 2210100 4202 =Pl:ACING ALL',3.,,. CONC AFD 521007229 OF .&TERIALS SHALL 80 , 020, 4200000200 0 THE AC1.;0000 PR20000'I0NT(42000 AGO2Yc2420 TO " CENPNT 52441. , '51122' AS TO 2200020 A 00950 0080442.E MIX WJTN 4 - NAI(124124 2LIAP (2191,55 StWERPL.AST1CDZERS ARE 0502)' WHICH CAM 840. PLACED WITHOUT SEOREGAT200 08 002055 FREE SU 400 WATER'= FOR 4DMIXTI 00. SEE SPECIFT + DNS..'; 24422 2 WATH2 /CEMENT 84010 20400 3/4 rd[ ER L�E't 002, ,:3 5X9.255 '12022ATED O'0 WISE,ON AR02 rv.es'IR0L 02 5744222 .,w SHALL BE USED ,_„410 ENTRAIN ALL HORIZONTAL; CONCRET002020902 25120010831 WiAH TO 5S A1R 82 2610140. USE T5PE. 2 2 201ENT LA. LESS NOTED. 029(ERWI.SE 11452 WATER :CEMENT RATI0 70 "0_45 AND USE TYPE''S'-02EN7- )Ik1ERE"S0I :'WATER.SOLISIESULFATE 0002125 0.20- PERCENT -82 NT ADO 00 s2ATER TQQ� 222408020 50 SITE I F,INCR05500 •WORKABILITY 15 RE*1IRf72. CON TRACTOR„ 05::70 000415241MIX 0ES5ON THAT WILL'41108 711E ADDITION OF A, FIXED 440(021 WATER NO25CIN0•AOENT -AR A 02200 42221427 DF'i SIPER-PLASTICIZER 40 TI :CIX1CRETE- PLANT D0 "1201' U5E F.LT. AS 2' IN',CON ET E 00R'THIS •00JE0T. ACl 30TH . _. ERTR'72RR - CONTRACTORS TES -2401 NDER THEY CAST: .IEST,ING 4AB :TO,TOTIFY 11:0 ARCIYITE TYNMEDIATELY' B1' 0 6 2 OF ANY NONCOMP50 TO MIXES SHALL BE SUBMITTED TO ENW. FOR REVIEW ' ^ MINIMt1M OF TVA WEEKS PRIOR TO FIRST.:: USE. 'SEE UBC SECTION 1905 FOR ADDITIONAI_ NORTHWEST AS NOTED. ' -3' . EXIST. SLAB & PILE CAP _ 40 12 - x12' Ems, WOOD COL SECTION A -3.1 0 36' DEEP -W6B NEW 5x5 T.S. COL. SECTION REMOVE EXIST. WOOD COL. NEW 8x8x1 T.S CDL w // 1: B.R w /4 - a KBII KWIK BOLTS O 11'0% EA. WAY 7' EXIST. S1087 SECTION B-3.1 ERMIT ISS2E'.11 /15/1000 N d'tbf 5 mminu(r iten,,9rk -a me soeH C2= C4 .; SECTION A -4.1 5.4'x' 31' -6' EXIST. W CONC. WALL - 25' , -6" SECTION 10d O 4 " -- -- Hs24 TIE - FLATTEN OR REMOVE ONE VERY. SIDE 121x44 BEAM SEE PLAN. 6" STUDS O 16 "o /c 0 SAG ROD 0O BEAM ABOVE O 7' -6 "o /c 116x36 F -4.1 -4x4 BLOCKING xl' -10" LONG. BETWN 21,4 STIFFENERS 4- PLYWOOD ..WIDEx t' -0' � ' O 24" LONG BETWN. 2x4 STIFFENERS 51x16" PSL (BY TRUS- JOIST) w/ HU412 HGRS. O EA END SECTION L -4.1 = 1 o" R EXIST. GLB SECTION B -4.1 DETAIL f -1.4 SECTION G -4.1 r1 5x5 T.S. tn T- NEW 85(8 BEEZ ARS ON M Z. 80. EDGE OF EXIST. � �PLYWOOD REMOVE EXIST. EDGE OF EXIS, PLYWOOD P B EXIST. GLB ROOF STRUCTURE REMOVE ALL GLB & COL. CONNECTIONS TO EXT. WALL O EAST SIDE OF BM & COL. FROM MEZZ. TO ROOF SECTION M -4.1 PLAN VIEW N -4.1 6x6x x 1 -0" T.S. ADJU ABLE SLEEVE OVER 5x5 T.S. COL. DES�� 8 "'4" SIDE R'S /2- 0 BOL WELDE " TO eu� "z0' -10 BR (11[ TO NEW 5x5 COL , rEXIST. CONN. In _0 V' C 4 I 1001T, aI (3 PAIRS PER COL.) I I I--- REMOVE EXIST. 6x16 COL. & I CONNECTION TO BM. SECTION C -4.1 s I ;SIDE R's w/ 2 -: o THRU BOLTS. Bx8x; Ts. 1ST. 9 "x321" r—`1 ! 1,I ` EXIST. 2x4 O 2 TT 5 r\ -EXIST. 6x6 PURUNS I .,-�12 -x• T SECTION ' -tOz x0' -10" R ED TO ADJUSTABLE SLEEVE L '-9x9: x1 " -0" T.S. ADJUSGBLE S$LEEVE WELDED TO f" B. R SECTION H -4.1 SHIMS AS REO'D EXIST. 4 BRACE 8' -0 oe EXIST. 1+1 "x1 1"It *x3' -6"E ADD 31"0 BOLTS THRU 1 }x1} F. 4xBRACE. R -4.1 SECTION S -4.1 3- E "0 BOLTS 1 CLNEW I 24' " 14 "x3' -Dr PSL BLT D TO 4x' w/ t -4.11 3- g"0. BOLT• / JNTO NEW 4x4 2 -10d O4" 2- HD2A WALL ANCHORS DETAIL t -4.1 r4. EXIST. 60 6 PURLIN M5T148 CENTER OWE' 6x w/ 20- 10d INT 4x4's EACH SIDE ADD 4x4 TO NEXT PURLIN SECTION T -4.1 DRAWING TILE: SECTIONG PROGRESS DATE: 12 -21 -¢0 PLOT: PROJECT NUMBER: 000132 DRAWN 8Y: TEE. CHECKED BY R JANKE APPR04ED BY: DRAWING - NUMBER: EXISTING HINGE CONNECTION PLYWOOD SHIMS AS REM,. 4x }x3' -7" STRAP E SIDE OF EXIST - GL BS w/ THRU BOLTS SECTION Q -4.1 .NEW HD6A STRAP / BOLT THRU WALL & 2 -01 / 'BOLTS THRU 6x PURUN EXIST, 6x16 ® 8' -0'oc EXIST. HANGER 51,6' PSL USE HUC612 HGR S END TJI -\ HDBA TIE COIN- PER SECTION H -4.t SECTION VARIES 3; TO 7" EXIST. - EMBED SECTION D -4.1 r PORTION OF EXIST. I GLULAM TO BE REMOVED AFTE N R PLACE NEW COLUMN END OF EXIST. GLULAM J -4.1 2DW E XPIRED EXIST. 2x O 24" 3 }X3' -0" STRAP w/6 - "0 BOLTS ALIGN w /HDBA TIES ON FAR SIDE OF 51" PSL. 7" GLB SECTION E -4.1 SECTION K -4.1 SABEY CONSULTANTS /TN AS NOTED 1 -16 -01 REASONS ISSUE DATE PERMIT ISSUE 11/15/2000 NI drawings and wr4tm material appear., herein constitute t arN: aM unpu6ESI,M cork M Ne Sobry Capwmim , O,e acme mq r he 4rml t aee0 a 6acbaM without 1M written <mcmt M the' . SOyey Corpwalion.. Tenant Improvement for NetStrearn Intergate.east 3333 South 120th. Place Tukwila, WA .. -. BIALXBIIG DN1'S10N' A RCH TECTURE w NORTHWEST MINERS - NORrH.% INC. P.S. mac yams NOW WE NE BBS WPM. 11I5(2!) 56151