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Permit D2000-033 - TMS CONTAINER SALES & RENTALS - DRY REPAIR AREA
TMS CONTAINER SALES & RENTALS D2000 -033 a "k73'Y: t'' u 5$a'ixitd:chy:.i. ivilTGk Z • ce o U; .Nps W F W WO g Q' N d W F— O' :Z 11J Lij! U.y oH$. = Ly O; • :Id Di Z:. O z • City of Tukwila Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. 042304 -9001 10160 WEST MARGINAL PL NGAR DEVPERM MIC /H CANOPIES 001 North: .0 South: UNKNOWN Sewer: Slopes: J Contractor License No: PEARLMW04400 Signature:_! Print Name: DEVELOPMENT PERMIT Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: .0 East: .0 West: OCCUPANT TMS CONTAINER SALES & RENTALS Phone: 10160 WEST MARGINAL PL 5, TUKWILA, WA 98168 OWNER FREEMONT ASSOCIATES 700 N 36 ST, SEATTLE, WA 98103 CONTACT MIKE SMITH @ TMS CONTAINER SALES & RENT, 1016 CONTRACTOR ,PEARL'S MOBILE WELDING & FAB 12617 231st. AV SE, BUCKLEY, WA 98 **• k*• k****'A'A** k• k************' kk***• k*****• k*' k: k k k kk k: k''• k' k' kk*• kk• k***** •k * * *•k ***'A** *•k•kk'k * * *•k•k* Permit Description: SET UP_,A DOUBLE ARCH BUILDING KIT, COVERED 10 oz :WOVEN POLYOLEFIN FABRIC. TO BE USED DRY REPAIR AREA FOR DAMAGED USED SHIPPING CONTAINERS. ** k• k•. k• k• k' k' k• k***********• k******** 'k * * * ** * *** *•k* **'k'k•k:k•k**** k * ** * k** * ****'k*•k•k**k *:k***k* Cons.tructi;on Valuation: $ 66,304.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire :Loop Hydrant: N No: Size(in): .00 51 Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load:' N Start Time: End Time: SanitarySide 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 *• k** **'kk * * **'** * **•k•k **Ak'k•k *•k* A* ***.k'A**k ** *•k•k* ' A' k• k: k•** Ak*****'k•k*•k' k• k' k *** **k•k•k * *•k *l•k•k'k•k *•k'k* TOTAL DEVELOPMENT PERMIT FEES: $ 1,263.04 Phone: 206- 762 -4807 0 WEST MARGINAL PL S, TUKWILA, Phone: 360 -897 -9288 321 WITH AS A *************************A*************** •kA' !k•k* . • A' * * * * *• k* •A'* **•k*•k:k*'AA *'kk*** * *•k *k Permit Center Authorized Signature:_ _ Date: / C2- 200.0 Streams: D2000 -033 ISSUED 07/06/2000 01/02/2001 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any othe state or local laws regulating construction or the performance of work. I m authorized to sign for and obtain this development p i t Date: 7/173:403 (206) 431 -3670 SERVICE STATION 1997 NONE .0 This permit shall become null and void it the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. z 00 0 0 w cu J co U. w O u. 3 ~ _ : z � 1- 0 z 1- uj U 0 .. O N+ 0 w w . r . LL • z CO H O z CITY OF TIJKWILA Address: 10160 WEST MARGINAL PL. S Permit No: D2000-033 Suite: Tenant: Status: ISSUED Type : DEVPERM Applied: 02/03/2000 Parcel #: 042304•9001 Issued: 07/06/2000 1,A1.****4.kA**k*kl..AVAAA Permit Conditions: 1. No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2. 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. 3. Electricalbermits.shall be obtained through the Washington State Division ofjabor and industries and all electrical work will be inspected by that agency (248-6630). 4. Plumbing permits Shall be obtained through the Seattle -King County Department of Public ,Health. Plumbing will be inspected `by that agency,' including all gas piping (2964722). • All:mechanical work shall be under separate permit issued by the City of Tukwila., 6. All ',Construction to be done .in conformance with approved • VatiAity of Permit. The issuance of a permit or approval of plans and requirements of the Uniform Building Code (1997 aid Washington -State Energy,Code (1997 Edition). Edition) as amended, Uniform Mechanical Code (1997 Edition), plans, specifications, and computations shall not be con- strued to be 'a permit for or an approval of , any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give' authority to violate or cancel the provisions of this r • code shall be valid. 8. When special inspection is required either the owner, , architect or engineer shall not the Tukwila Building Divisibn, of appointment of the inspection agencies prior to the first 'building inspection. Copies of all special inspection, reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 9. The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC, 10. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11. All structural welding shall be done byWABO certified welders and special inspected (UBC - Sec. 306(a)5). 12. All high-strength bolting shall be special inspected (UBC - Sec. 306(a)6). Z w 0 0 U) 0 (OW 11J Project Name/Tenant: p TrnS CONT41;4 2. SAt.F 4 .ENi'ALS Value of Construction: VC 00 `= Site Address: c City State/Zip: (AL 10160 e MA Jt61N4L PL. S 0 4 .s tArrl ; �/ `)y,1 Tax Parcel Number: CH 2 9 - a8 Property Owner: �iREr�o.cr Asso Dour, Party Phon ( 1 -1‘16'— /7/G Street Address: //'' City State /Zip: 700 1%1. . ?G, S r„ SEA rt,e WA , 4 1 k ro3 Fax #: Contractor: p / c r (p Molt Y� 011..1G �, �'A6 Phon 4,o 8`17 - 9188 Street Address: ST City State /Zip: tZbt7 g3I - AVE . t • Guc .4.6', WA. cia'3a 1 Fax #: ( roo') 857- in 67 r Architect: 4-imams 4 Assn, /rA60...1-s gt-,i�pr�•G -s Phone: (5 '766-- 576'/ Street Address: ity State /Zip: R.0 o Moses- Lt� LI , O14'�.37 ,. 4117,2 ,4 . F•4oNTA GF R e tM Fax #: (-- �� \ l 1 76,6 — oy/Af Engineer: / �I u_ 4 14M D. 2aw1�) Phone: ( $ ) 88z /6'9 Street Address: City State /Zip: t.O, ao c 4')I Puw N �. aJ' Fax #: \ (2. 53) 272 — 30% Contact Person: fr% L e Srvt 4 rig ud 7 S Cora - . 5:4 Ctrl 4: m-, Phone: C -26z -- L/6367 Street Address: . ( � ( \ City State /Zip: lot bo (n), 1MA2G -iNAt. ?La Jo. � A. 'F /t.y Fax #: t� x C LV �7 6) (1Q2-- yeP /y Description of work to be done: SFr ki A 'oueLE A2t:. Bui ..oistc,- ILO Coveez- v wit-H to 07.. WOVEN QvtyO « FIN f 6 tc o e tise� A S A Day ReeAl4 ArL f e .a. c G-Q� use-19 S H IPe t N Cr' Cc3r T rN kf t...t • Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University El Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University 53 Other gepti2 GAA Will there be a change of use? ❑ yes CS no If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm sa none ❑ other (specify) Building Square Feet: existing new Area of Construction: ,26 4, 0 sat., pl--, Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes a no quantities & Material Safety Data Sheets CITY OF TUKV - 'LA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Permit Number: New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANr REQUEST;FOA PUBLIC;WORKS SITE/CIVIL PLAN REVIEWOF.THE•FOLLOWING ! • ' (AddIt/onal.reviews4may...be determIned'by.the.P,ut lic ∎Yorks ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut ❑ Moving an Oversized Load: Start Time: End Time: El Sanitary Side Sewer #: ❑ Sewer Main Extension ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension ❑ Water Meter /Exempt #: ❑ Water Meter /Permanent # ❑ Water Meter Temp # ❑ Miscellaneous 0 Deduct Size(s): Size(s): Size(s): Est. quantity: cubic yds. 0 Fill O Private 0 Public O Private 0 Public 0 Water Only gal Size(s): cubic yds. Schedule: 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 editidn). No application shall be extended more than once. Date ap a'loni- Date a( , elle a e l = C0 ApplicZrt,tZken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM NCPERMIT.DOC 1/29/97 BUILDING OWNER 0 • A - ED`AGENT..:. . s.' ' .. . Signature: Date: 2 3 _ Z 00 0 - Print name' / di, 424-44,.-;--- .Phone:G 8 9 ?we.) 2 a 1 Fax #( 6c,) & p y Z 8 7 Address. ��6 ,� ° ?/ A� o o # City /State /Zip: dcici4ce £, 9830 y / ALL NEW COMMERCIALJADDITIO LTI- FAMILY PERMIT APPLICATIONS • T 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 ❑ Er Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. - ❑ 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. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. . 4. 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). Vicinity Map showing location of site Building Elevations (Include dimensions of all building facades and major architectural elements) 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) ❑ Er 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 /Auttiortzed, 4gent if the applicant Is'other than the regtsfered architect /engineer, .or,contracto flcensed by theiptate'of Washington, a notarized.letter from:the property owner' authorizing the;a to; submit this permit application and.obtain the pennit 'will be required,'as`;part o/ tlils;stibiiiittal ti .,: -.t' I HEREBY CERTIFY THAT ! H E READ,.4 D EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY B RE LA�V g THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERMIT.DOC 1/29/97 . �.. �•..» rx.+' 1a1"^ tTtt•. M'. T. '•?n�tX.lMIM',.1'YS�'wM`Y.'1!q„ bit.!! Ill' 7K!: 17Y�{? pYSNYs�W�Hr? R,' I: YmRY, Y,+' lMFS9Ft? r' KtdA• �MdtM: �7FWq'>•. vt' � •,.•.r.•amwNr.^++..+.v...,w.w.: .. . z ~ w re 6U 00 to w J = t- w 0 2 �? U 2 � w Z = H O Z H w w U P— C I— wW O .. U= O z ail••A *k**# *-4.5W& .,.: *1,*4- kkk• fekA:*•: tk4* AA A• A A4A: *fA *kd•a• *.4yk.y.ii.A.k•4*• CITY or "ruKW LA. if VIJQ * A * **A *k*k*• **k *•Ak*4*d•A•*.e.A* 4**4 *k*?1 *k•A *• ; .; 3 ** *A*Ait•�•A4+4A{ TRANSMIT . :lumber 89800 014 Amount: :67.25 07/061')O I4r4r Payment;. Method: " CHECK Notation; MI.CHAE 5hi i } I 3 n it;: VIER i'c±r mit 11o: D2000-033 Type: GE.VNERN VEYCLC►ptyir. NT PERMIT Site Address: 1C WEST Nf3P►3Ir1F1L. 11.7fi Fees: 1,261.04 767.5 Total ALL Pmts: Balance: .00 *A• *** ,,,, A**** •k * * *h * *+t- tk•Ak * /* *AAAA*Ava- *. kA4* *A* *Ak,4 *k **•-k* *Ad* f }cc oltn t Con ! escr i rit ion Amount 000/386.904 •.00.0 w` 1 ti0 BUl:L.OINO 7.RES 762.75 •L+T TE• UU LI }IiNG ai.►Rl:H(;► ?1j%, 4 ��'' J .. . + .� .. 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Ai. . . • '• " „ COMMENTS: , p , 'e(4--t-fe 4-0.ee9 - 7 1) - pe - 611aopection: p A...644.- r--> /7,7- ,47V-0-v,4-e 64 p. (7t/7 Date called. 00 . o c r D.g 77 fc_s i44,--; .--icAvit-lel-,e AM67/e,t. 4,4-b6- 6 .69c7S i 70 ...-, ___.---) 1/ Proiect: 7415 -1 - 7 1) - pe - 611aopection: p A...644.- ---"" Address: 101(00 -Zi)Abeer/Abie Date called. 00 Special instructions: p 5. Date w7t di rt. 4 RV a.m. p.m. Reee 5, Phone: 4ts1SPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION PERMIT NO. 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431-3670 Rr Approved per applicable codes. 111 Corrections required prior to approval. Insp •r: Date: 61? fl $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: . .• • .14 4iWid re LI 6D 00 0, co w uJ u j 0 2 ›- g u. — CY I— ILI Z 0 Z ui 2 a D '0 ( L I w uli — 0 Z . Ui (f) 0 Z COMMENTS: •' 5 ; nc s-Por \DO A ')e r CLAW ICII il elf? C , I FU 4/1111 •-• -E—.S L.574Aer 1)4 ro Ars / 1 /11) . - , uts N//` Plir6 °. .Z3 See( 0 r o y-pAe Ai I 14 5 c'tpt1 toe C 1 va 4 4i41 'vt IP 1, ',id Pro'e • TyprilgrAtiz: Date c Ili .• ddress: A 10100 (t). litAttlifox, Special instructions: A Date Rsgt . - , Plir6 °. .Z3 "14 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431-3670 0 Approved per applicable codes. Corrections required prior to approval. Dat7i 99 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspe r: Receipt No: Date: yoa COMMENTS: A jo•rl 0 <FCC-(AC.— rm oe-e-0(J',--e-- Ft 01-1) .e.,(y.eTE i chAti Fr A.(04-c__ 1-7 gtQUIelf.b. - Wcleo 01 ix.t5P6_cri9s er-Ovi,e6 0 PLA-A./S P4 DE.1> of .9' ITZ /glee /L( o S > P II-,,AevLiS r F)(4 T)--1 6 c /77-1 or 72,iite..,i.c.,4 CD Oje5noyti • cog- 6 rf)- ,g-t coeb -; ITCATIA) 4•1 C--(912- 3 )Se-fp 4 (- /26 r, . (Fa c it Pit,, _ 4 Project: TP/5 Type of Inspection: -- - FiA-Uk— Address: juigo VIV% JUG/MAG. et .5 Date calledt Wosloo Special instructions: . IX A5E. C A LL ge• 0 Or srar__ ,., • . Date w aQter: / ( 4;7 ' V tY0 / 00 p.m Re i r ster. 015 S. Phone: 560- 3G/E3-9409 f J INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 L j ApPrbVed applicable codes. INSPECTION RECORD Retain a copy with permit Woo -033 PERMIT (206)431-3670 [kl required prior to approval. E $47.00 REINSPECTION FEitEQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. lnspe Da y/4 ReEeipt No: e . • .;• Date: • tats,t,uA:".:ff..rc:rZ4:'•tt „ , •. • ' J.*$. . • „ " Ase'r ` t kk 4i,V■ittiaa)tkAATWAVOdiiih " WA 4117 • • i .. ,•`i r�L•• ` ?'V �'� � :k;t S " �l.i,:s '� z ' re t'i.Y:Q444eVa4r =bkL •• ' ` -r.� Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorized Signature FINALAPP.FRM T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 5754439 Address eTh City of Tuktivila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief TLTKWILA FIRE DEPARTMENT •FINAL APPROVAL FORM •- Project Name l b C o o v 5 k 1 C-q SN■Retain current: inspection schedule Needs shift . inspecti -n - R Approved without correction notice _ Approved with correction notice issued Permit No. 60 -0 33 Suite # z •1Z 00 CY N 0 : W= J la 0. LL <' N d � Z . ZF.: I O Z 2 U 0 0 - , 0 F-. w LLO l il t. O ~ z 8' x 8' x 40' container 8' x 8' x 40' container 3,2 / I oe Fire H ydrant 207 ' 0 .00" 0 Fire Hydrant 410 ' 0 .00" Office Gal OF TUKIMIA APPROVED APR 1 8 2 k Nust..1. , BUILDING DIVISION Receive, CITY OF TUKWILA FEB 3 20110 PERMIT CENTER W. Marginal P1. So. P20004733 ' • ' ■ '' ..141/.1. , ;Z•••■ " Flat on ground, wind area =320 sq ft CONTAINER TMSU660716 -1 Pacific Marine Repair, 1132 Thome Rd. Tacoma WA 98421 SIDE VIEW EN D VIEW - !t At 22.5 deg, wind area =418 sq ft Max GW=67,200 Ibs. Net GW =58,400 lbs. TARE =8,800 Ibs. X For a 100 mph wind a total 2,000 lbs of weight is required m o to along each long side of the box to prevent rotation. o� Po 0 Wind load at 100 mph is approx. 401b/sq ft � g P- Floors are tested by placing a uniformly distributed load of 50,000 lbs. over any 0 CD adjacent 10' section or approximately 625 lb /sq. ft. and 66,800 lbs. uniform) �� ® distributed over the remaining area or 240 Iblsq. ft. y In general - floors• are - ems {2X58400 - Jbs 1320 3857b ft • Assuming cg is at box center and the box is free to rotate around a lower comer, the box would start rotating at 82 mph. Wind load at 82 mph is approx. 27.5 lb/sq ft • oo are * esign • r u • sq. ' . oa • ing. trey are tested by placing 440 Ibs over any 2 sq.-ft area to simulatetwo220#b: men working the rnOf. • Corner castings and vertical support columns are designed to stack six full boxes, or 403,200 Ibs. with each corner taking 1/4 of the load..,.Stacked six high the un rest in vertical guides, e.g. guides on container shiplsh Om • T m u c� • Z m ° r U C y 1 t J1� • .1 1 r J , ' 1 1 � J ` J / 1 2.165 1 1 4.000 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. TARE=8800 LBS D m DESIGN CRITERIA AND INSPECTION CERTIFICATE 49 C1 R CHAPTER IV SUBSECTION 452.1 PERIODIC EXAMINA'T'IONS REQUIRED 49 CI:It CHAPTER IV SUBSECTION 452 - EXAMINA'T'ION 01: CON'T'AINERS 49CPR CHAPTER IV SUBSECTION 452.3 ELEMENTS 01: PERIODIC EXAMINATION SECTION 6 CONSTRUCTION 01: CARGO CONTAINERS, AMERICAN BUREAU OF SNIPPING RULES PACIFIC MARINE REPAIR, INC. 1614 E. LINCOLN TACOMA, WA 98421 PI -TONE 253- 272 -4302 UNITED STATES GOVERNMENT, DEPARTMENT OF TRANSPORTATION AUTI-IORIZATION NUMBER CT -1198 CONTAINER TYI'L - 40 VI' S'T'EEL NEXT DUE INSPEC'T'ION -- 2001 INSPECTION LOCATION -- USA OWNER -- '('MS MODIFICATIONS - -NO MAX. GROSS WEIGIIT -- 71650 L13S STACKING WEIGHT:- 476,310 1..135 SNOW LOAD -- 3301.13 /SOFT MAX. WIND SITEEIt NO ANCHOR -- 82 MI'I I INSPECTOR -- W I) BROWN INSPECTOR'S SIGNATURE STAMP DA'T'E: JAN 25 2000 LAST INSPECTION-- 1999 INSPECTION JO NUMBER -- J099(1100 CON'T'AINER NUMBER -- 'I'MS11600497 -0 MANUFACTURE -- IIYL.JNI)AI APPROVAL All'I'I IORI'I'Y -- USDO'I' MAX. NET WEIGI -- 5840() I:I..00R WEIGI I'I' -- a65LI3 /SQn' 1)R()P T'ES'T' - -N /A ANCI IOR WIsl(i11'1'(0I0)MPII WIND -- 2000 1.11 CI' NUMBER -- C'I' -I 198 RECEIVED CITY OE TUKWILA FEB -- 3 20011 PERMIT CENTER I7zcXv-o33 W 08 . rn Cow W of g - J v : p W Z O Z F-•. W Z - O . Z ; t.) rn Z &C, c rries a v ' ety of high quality components & accessories to assure the hay tarp will hold up for years t ; Super -CI�ch 'r ettrofit,yourtolder tarps with this easy tie -down aid. Uses one,perrope Steel Hooks y �com�btne.with�ttie Scper -inch allows you to fasten ropes to bales �• that use,heavy duty twine: n _C can b i th er ' sewn to t tarp : 291 '+'" • tia x;"' cf :.Cria * e e : installed :separately.).�Rope Kits UVI ,treated poly rope 'cut to length and • tr' aci r3 ' +n "f r hgYA4+,3 , 25o1r'rTw - a . .. ..d " ready+to update;your;older tarps �,A' dhesive Re Tape - sim ' ; *, s = .. • �` 1. G { " <' off. and ti ' t k 'patch uid jf• t .fi,'v i"S'f',,�:�1. y:.. , (Lsu.+'&• &..tr ) .:Y, w'lt'•i "':'�, % i •` . • .v. •y:K.1 �•.� _ Adhesive`- forpatch .Ad 0 A , , . tS - .: '. 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Xo ea u t e e g. > r�wr <rs� i� rR rt�'� � , .xJ• yp� -t >. •,e • ilding, o all �a reciate' he improved atural�li hung ;and ambia ce: Reloc" "stable' 'low -cosh d�bea" area' n �V s le f the of a special fe u 'res' Colors include white` tr siucentt b whte` :L,'�, ^:�� ;(v`�y "5- ('�i"5•;� . y x ��• �} r' .G'tY= •"ri5l.' ^.A'..J:a;is ;•✓?: e �, F: %.: r;; �!.< r ;.j+.�:aytFir:r� "�'lr�cY!'�•�.; - . , t•,,,b. � � � huJ � 7 • feen/Whi e ar�d•silve /white: lip to 5year.•warranty on the.cover is available on ome buil . 1•' zes +r•r..� F?opu�ar' or riding are gas h tve" stock ° '�"r " '7tx;` x' + shelters ;:machine.storag X' ^. :. d .<Fx�l ivF: •:�Jr.h 9r.J,vc vj •.., >.�.. K'.' as.u bt d y. ., r, :uf::NE.• + a. G3 Options and Accessories efiects:Fieat '.,rotect Your investment op Fading`& RainOamage Machinery Covers w J's Z W Ce W � J U O 0 U 0 J LI- uj 0 � a U : _ 0 F w Z Z� W • w U _2 D F- w I F- H u o .z U up F 0 1- Z Lc; I ' j '_+ i r 111.1111 r a_ �t 1 08:42 FPM INLAND TARP COVER 3 R A -w ei. a- I, .1 � w f% ir rtn rn .„ 'IS& c< I a 0 i h M ZO to 3 1 In o g li a Z P g 3' -10 1/16 "* 5097660414 P.02 RECEIVED CITY OF TUKWILA - 3 28 60 PERMIT CENTER 00-033 Z W. 0 O 0 : N W = .. J N �. W O g a = I- al z I- uj U ON 0 H W W' U : IL w o E Z MOV- ?9-911 04;36 PM BC. 8 I I o &Turik Ltd_ Capital 6lanaseme,t Corporation 200! Weslesn Ave. sulk 55' Statile. Wahirrstva, 911111 Tel. (7b81 4M -1710 Fox (106) 12114160.1 8110149 To: Take Smith From: Douglas Footh 052802? P.06 Re: Shelter structure at 10161 W Msrginal Place South As your landlord, Fremont Associates hereby gives you permission to erect a "Coverall" shaker. 40e50 feet, on the subject property tt is understood that this is not a permanent ttctutturs. and can be removed at such time as TMS should vacate the property. CITRECEIVED ILA FEB - 3 nee PERMIT CENTER Pz000�3 SO'd SW1 V£Z =80 66- 60 —ZaO •'1'.1 - Ut 1111) 15 "h; 00:17 : 1 1 1 1 _ E a 11P MK I G •I l l;> .. :_u,,:' .. 7S83'd ti 4., • i 1 / 1 r 1 1 1 1 . f (0 5Id I.Lt55te0 SI6GT LT •9riJ U 'f .5 "Exhibit A" s 6 4 - cfr 4. :Tri g 1'1 Ul 6099 Zti9 9oz ; '011 3f 1Jl rJ o,, 0 .p,„ 00:S1 '661-1J • r I it w 0 • t) :1 (J 1 DUd-§W1 .Daki !SHOD : • 4021J OO Q l I i F':(11'f . t.iirvyliii.l�.li 4'�. j II H L L I'll I1,;, j I'; .I(,.' .I'! L,) G SA 61:){:.19 I. tab. 1 ( 1' 1'' U ��• pit I I I /ma • VICI'J FY AP 1" lit Mid PROPERTY 11E5CDIPT TON .. =Arc.. s,1 wauA "Exhibit 1T" FIAT-17 -19 95 15.00 206 632 6609 THOSE PO11T100S Df ctiv¢Ilrt'IEN1 LOIS 5, U, 111E MTIfIIHES1 °DARTER CF TIC SOUTHEAST tUAATEA Ar►0 T11E 1401111WIEsT °UNITED. N.J. IN SECTION 4, TOkNSH1P 23 NOTll, RANGE 4 EAST, U.t1.,IIN KING rntVITY, WASH- INGTON, OESCITIOED AS FBLOWS( CY/ ENEMN° M THE INTERSECTION If 111E:NO11T11E1191E1(t' MARGIN Of PRIMARY STMT. 1I1C114Y NU_ 1 , AS LsTnFLI(I+EO: pY hop COLCII SUPER - ILT1 (X)J1T CAUSE NO. 529(121 , 11111H 01E' SOt1TI1EASTERLY °ARCM/ (F A 60 FOOT STRIP OF LAND, P DESCRIBED 10 (' I'xX1ANDtt1 ()Y; (.EASE.'„ HECORCFJ) 11NOER AUOI1(1R FILE HO. 4759060, 'nECCIlg5' pF SAID: MONTY; THENCE NURTIId AL110C SAID NURIIIEA51ERt.Y.t1A1CX11 TD ,111E INTERSECTION OF THE LINE AS DESC1TI(tn IN TUE Sf.111.1°Nt at frc►sY. r1 T.F.tu COI'1- MEIIC.IAL UATEMAY, DISTRICT NO. 1, A.(11NICIPN. I:01/PORR TIQH IF TIE SIATE OF WI amu:1n AU) 111E IIATI(11(A(. UAW .CF CUr9'EI10E, ET N.., RUM/ED LN(>ER 11113I10111 FITE NO. '40394451 I 111ENC 11111T1EASIE(U.Y AL.(G SAID AIATEEK:NT LINE T(1 111C Mi1TWAISTEPLY DOLNUARY If THE PflOPOSED EX If TIE DtA.1AntS11 Wkl'ERLIAY, SAIO NORTHEASTERLY (.11hE KING FEET N011f1(EA51EuQ_YIC'. CU111ERL.InC Of 7110 CX- 1ST TUC . uATE111 EXTENDED 500111EASIERLYI 11Ed11 ,SOUTItEnsttr).Y 14-011; SAID NORTHEASTERLY DOIkroAnY 10 111E 50(1THEASTERt.Y rUtfG1H Elf SAID OCT FOI T 6I Of L AIX), THENCE SOUTtkIESTEHLY ALO(x1 SAID SOUTHEASTERLY 1MfR;IN 1U THE POINT OF 8EG1rJU10). wit aO F T UK W ILA FEB - 3 2000 PeRmiT CENTER ,.971: P. 20 D•- '• - 2 W' 0 (0 0 WO U o iil DO 0 N 0 H" W Ui Z IL. lit; cu co Z . Z STRUCTURAL CALCULATIONS 50 FT TRUSS ARCH FABRIC - COVERED BUILDING FABRI -STEEL BUILDINGS, INC. 4172 N. Frontage Road E Moses Lake, WA 98837 CEOVE L FEB - 9 2000 REID MIDDLETON �'i FOR PREPARED FOR: PREPARED BY: HARMS & ASSOCIATES 1632 W. SYLVESTER PASCO, WA 99301 (509)547 -2679 FILE #99- 036.B04 December 21, 1999 0 • `.EXPIRES: 12/25/ � RECiisigc �: CITY OF.TUKW! p2 RECEIVE .APR 1 4 2000 COMMUN1W DEVELOPMENT FEB - ; :< PERMIT CE■`t Discussion: Fabri -Steel Buildings, Inc. Structural Report for 50' Truss Arch Fabric - Covered Building The purpose of this Structural Report is to provide the owner and the reviewing agencies with sufficient data regarding design and analysis of the building to facilitate the review, permitting and construction processes. This report is a companion to the plan set, "FABRI -STEEL BUILDINGS, INC. 50' SPAN" prepared by Harms & Associates dated December 1999, consisting of three sheets each 24 inches by 36 inches in size. Full -size plans are provided for review and construction. Additional information is provided. to assist in the fabrication and installation of the structure. The building includes a repetitive installation of steel pipe arched chord truss members mounted parallel with each other at 8', 10', or 12' intervals. The arched chord trusses are bolted to one of several optional foundation types such as pressure- treated wood posts embedded in concrete and concrete strip footings. Size and embedment depth for the wood posts and other foundation details are noted on the plans. The entire truss super - structure is bolted and clamped together with steel purlins and aircraft cable. Construction details are shown on sheet 3 of the plan set. The assembled frame is then covered with heavy 10 ounce poylolefin fabric. The finished structure resembles a Quonset hut in appearance and is designed to provide a lower -cost alternative to other building types. In addition to reduced construction cost, another advantage of the building is that it is designed to be somewhat flexible and hence it performs well under a variety of loading conditions. Note that this report does not contain sufficient detail to facilitate construction of the building. Rather, it focuses primarily on the structural analysis and justification for the design. Fabri -Steel Buildings, Inc. has prepared a construction manual to assist in the actual installation of the building. This manual includes step -by -step procedures for erection of the building. A detailed review of this manual has not been performed by personnel from harms & Associates. Fabri -Steel Buildings, Inc. Structural Report for 50' Arched Chord Truss Fabric- Covered Building December 1999 Authorization: Harms & Associates received written authorization from Fabri -Steel Buildings, Inc., to perform the design and structural analysis for the 50 foot Arched Chord Truss Building in May 1999. File No. 99- 036.A, dated May 2, 1999 sets forth the duties and obligations of both parties for the purpose of this project. Methods: Personnel from both Harms & Associates and Fabri -Steel Buildings, Inc. worked together on the project. Fabri -Steel Buildings, Inc. provided the design criteria and desired performance and geometry of the building together with specific requirements and requests regarding fabrication and detailing. The structural design and analysis were done by a Professional Engineer from Harms & Associates using commonly accepted engineering standards and practice. Computer modeling of the structure was accomplished with the use of "RISA 3 -D, version 3.01." Plans were prepared using AutoCAD computer -aided drafting software. Building Loads and Design Codes: This particular structure has been analyzed using the 1997 UBC, ASCE 7 -93, AISC ASD 9 Edition, and manufacturer's specifications for fabric and steel. The building loads applied to this structure are: Snow: 40 psf. Wind: 90 mph, Exposure B Seismic: Not applied due to light weight and wind load controls Page 2 TABLE OF CONTENTS Fabri -Steel Buildings, Inc. Structural Report for 50' Arched Chord Truss Fabric - Covered Building December 1999 Page 3 DESCRIPTION PAGE Discussion Authorization Methods Appendix Section Properties of Pipe Geometry Snow Load Wind Load Computer Program Output Section Properties of Pipe OD, in t, in 1.000 0.065 1.315 0.065 1.900 0.065 2.375 0.095 2.875 0.109 Equations Inside Diameter Cross - sectional Area Section Modulus Moment of Inertia Guage 16 16 16 13 12 ID, in 0.870 1.185 1.770 2.185 2.657 ID =OD -2t A = (pi /4) *(OD ^2 -ID ^2) S = [pi /(32 *OD)] *(OD ^4 -ID ^4) I = (pi /64) *(OD ^4 -ID^4) A, inA2 0.190930 0.255254 0.374713 0.680469 0.947171 S, in ^3 0.041931 0.076029 0.166227 0.372999 0.631116 I, inA4 0.020965 0.049989 0.157916 0.442936 - -- 0.907229 iL l. 9, a2w , *24;,iAVAT":.'SU 11.01,,0 7.v.^". ' mtav mvra - sv+YsU• ,.=- !x�.'as .unsraru+.+. ,nrrcm�•i+tin�u'�t to Sit e6 (See reverse side for other shapes) r Round (in inches) Nominal decimal for ordering gauge Outside Diameter Equiv. Sizes 22 .028 20 .035 19 .042 18 .049 17 .058 16 .065 15 .072 14 .083 13 .095 12 .109 11 .120 1 0 94 9 .148 8 .165 7 .180 6* .203 5* .220 .4* .238 .500 :1413'..1740' '2056' .2362i':2740 :3023; 'p ',° :. '. °. .. - ; %r:• -: .:.÷... it .625 41787 ',2207' :2618 :3516 *3891 +' ;':: ,'i.'• ++ '>' `i.>1'`.. .'.i; . .. . ' „ -- , . • • ,.,;; . , . ,..; +Pr, .!;;•f;1';`,..9, vk . 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TeAri " 60,000 ps yield /75,000 psi tensile n � . , �' ` .910 .2640.• (32741 t38974 £451'0 05283# 1r.5874 1:64501 '- `�:'+' 'S: r. ;Y.41';` "..n -V ;•. with high strength steel _ ..a'.`'�g.; .922 3 /4" EMT 1 26761 1 .3319 1 t.3911 r.4573Y. v53571f 59551f.65421 9:74441 t. ?,:;t is 13" -,: :,' =;4,{ t :':!%;;t -7.f' '4±.:1.,�s; *434.V ti:709 WOW: .980 ;2850 x35351 1.421;V ?4877 P.63581 1'!69891 F,79591 !7.` ,`: :Vii? ;';1+';; ?.i$i?n ; .61 ±4141. A V.",'SLiMb'.e1' 1 `i ".e.W.'piF141 " tif- .995 '2894a x35921 1 ;'42791 +7.49551. f.58105 :64622 x^7,10411'80921 :.91401 kt'. , _ p . : WOO *•EteAll AfP.:?311 )'Kai!! {; 'fe k 7.'!1 k 1.000 ;29093 ?36111 x43011.49815` 1:58418`'6497. ltsi'1!•1c)' 1:81'361 F: 91911 ..0:'+-`•I ' i 7.4 .>!/i . toi ' 3 M1 RAW Mifixl gIffle$ 29 3 /4" NPS :29964 '!37191 ?'4431! 151339' 1. 6020: D :6690 'A-7360 1`83941 1.9485 1 . 3 .41f4N %. ':1. Patrg I> urg geffM2 Psseta PYggi, AIM lliggik 1.050 3 /4" NPS .3059' :37981 •'`.4526 .52431 16151:! !'6844' *7527/ V r.85801 7 .9699 1 ' }' ' .TF :i 7 (. 4 wg1'q9.41eW:'1, Svc' ;! 'l•1��'r AL ', :i.t"� T.1 t? ? `4n1 Mme. ,.vx�.- 1.125 1 :3284' '4078 1 t.48621.56361;'.661 S'.7.36910.81 :92451 Vi1.t1-' : `'if•. ;iARefg tY"'. 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A z', ; v' s:.t •z;.; "T4'' 6• 1.500 OM f548Ii. it65469 476001 f894iF t +1'0991. 1.2573 1 .17'42681:6208 1 ?9567 F1'4 > •7; ''."1-i ;%sel5t'F '`! iyxrSSx{At '?S'.S: 1.510 1 I/4" EMT IMP . 1!55191 16591 9 1 V.6531 F:90031 *04;11 ■i ?4068 1 91 "43701 :6325 :1:78311 i1(97111' ru'r -ti P':$ Y44<"-• liVo l- .''+S, �t1ii WP W: 1.625 •"'x.'59491 a71b7i .82551 x97461 1.0840' 1.1953 1.3682 1.5538 1.7665 1.9306 251358 1 *n''.`' H .4 441.;4 Pr.:103. t7. 41 : 7i'A"` 1.638 1 IMC iatiM 1 1 , . , 74651+18323$ f.9796Y V0930:1 113797 .1;5670 1:7816 1 :9473 211544 !.: ' ".i i.of :i ` ', c7!t'S VtiMftig Vegiakk 1.660 11/4" NPS 'WW1 726411.8439 1 !9933 11 121083 1.2223 1.3992 1.5893 1.8072 1.9755 2:1859 't'kF: ° ".'"' ■ Pi 3aie32$!• WNW mocd1 1.690 1111111111.11111 11's +tirti't !y' 1!'1291; 1.2453 1.4258 1.6198 1.8422 2.0140 2:2289 1 ?■=. ?r7.' f'." :. ?"kt•`• Vi:.-. 1 .. 32k?i e P- I 11 MIMI" 1.740 1 EMT !6379) 762441:885831?0429) 441 1 (1:6706 1 2 :0781i 2 t tl ?4 7 . • 1171.Mnp 1.750 t64174 $7669) .8910$1•O49131 fr708 112915 4 17,'ii : eJ:P.e ?'S (*WV °,:!XSIg:) renie :N8 ": ^fit! 1"„f„Jyw, 7.s 1 •1.49, 1.875 IOWA 100/1111313* ,1 11!3877 :0.5900'1(8077 2!0578' 2:2513 2:`4939 `mac". ^•. M1.s;rSn ''7.e ,Y '?r,*, 'Wilk." 1.883 1 IMC !MS :82661 E9607A 4 1.5971' t118158 2:0671' 2 :2616 '2!5054 07450 °'r:,; sy 7.;''418'': 1.900 1 NPS 1 !697811'83421 7.9696111'1'42114x2750' 1.4070 1.6122 1.8331 2.0869 2.2834 2.5297 2!7749 106031 giltaal eiN354. 2.000 V36211.8790 1!022011x204110.3445 t1 ?4839 0:7009 +1:9346 2:2034' 2:41117 2:6730 2:93011 bl;t '.•i!'fgei 4 2.197 2" EMT MMilll 1 17.326211 141 1116356 0:8757 21347 214330 2!6644 2!9552 324i8 74',7;:'1 ', 5: q%. 2.250 111911111Nalli W529! 1;359111151'62)1116764 - 9227124885 21494712 }7324 3!034 X77:!8 PregiiViA MOW AM* 2.360 2" IMC iteliiiMilii 1x24 :051 1x'427/31415947 1157,610 2!0203 '2!3002 216229'2:8736 '311887 3! 4996 1 ; +'-'•/ 1714Nifx1 2.375 2" NPS 110475112;1'841'143661 it><60511 210336 2.3155 2.6404 2.8927 3.2101 3.5234 3!898114!2236 4 }7.1341 2.500 '.28 t1'8688 231 :445 2!4424 2:7860 3:05311313892 172.11' 1 1' 7 NEM14 eiraMi1 2.750 maw 1 *e'er ima WO . x'2 2F3663 2:6963 3 :07,73' 3!3738 '17473 '40167 167 'i S*s'• 'tt 1.Mtert y ,� .Vw 2.857 2 IMC grIPH ' 1 EII�t�E�� ' "HMI t`' a°`� :2'1'.436 27461'3 3:2020' 3!51110 '319006 42860 4 }74831 5 31 5111 i m'1': "H' : t r, ,"''e :trx 2.875 2 NPS 141lai 211574 247/73 2.8232 3.2230 3.5341 3.9264 4.3144 4!78001 53185 579841 '52440116170911 3.000 ONO 1 212536 215882 Z9502 13686' 3 :6945 451054 4!5122 10005114262,610697J '6!5380117/02741 3.476 3" IMC 1 "' r '216200 3101'05 T4336 319233' 4!30511 457.873 5!2653 5!840.11 0422 731'0261 i7/,6575118!2382: 3.500 3" NPS 238681216385 3!0318 '3!4579 3!951 41821 +7 5!3033 5!88241 613883 7515472 17.-774139H812992i 3.971 31" IMC lftatOtrillfRit 34497 '3!9363 4!5000:4:9401) '5:4963 8!0484 6!7432) V2946 8!117.881'8'.824 :61Z9M4978' 4.000 3 NPS UM. 1310233 14754 '3 19657 4!5338' 419773 •15379 '6!0943 6' 7!3504 8:23989 . 8 1 .686811 . 91574 4.466 4" IMC NOV 313820 378889 ;4 :4390 510768' 51575012054 6 70586318;2471 9251'0) :9198572 i107570 4.500 4" NPS 1a` 1. 1.1 /1100 WNW iitai'iC '3(40811 3!9191!'4!4735 5311164 5!61'87,'6!25411 618854 7164631 8131'25 9!3248110'.06571 40 5.000 4 NPS +£ 1'rtla>t ibi+'S°-a.18111SY 1 1 ,IPd1."Wi 24M0671 nvo, USt'18 is` ,1ii,'C:, '4`.9813 5 :6990 6!2601' '6 :9704 7 :6764 /5282 MVOS team Galvanize 1 /Commercial Quality Steel Tubing Weight Per Foot Chart flbs. eavy - 6 gauge produced in Philadelphia only. Refer to the color coding above for "typical" yield /tensile properties normally achieved. These properties are measured in tension according to methods outlined in AS specification ES. Elongation (in 2 ") properties will vary with each OD /gauge combination. Please inquire about specific product applications where minimum mechanical properties are required. Allied welcomes inquiries for additional sizes and shapes, both commercial quality and galvanized, with the same mechanical properties and specifications as our existing tube sizes. ATC-L-1350-6 / Printed in USA / ABP / 4.97 / 15M r ©1997 \® U.S. Wholesale Pipe & Tube Inc. 511 Channel Rd. East Benicia, CA 94510 (888) 429 -8823 Fax (707) 746 -5195 start ang = 24 deg inside R1 = 26.25 outside R2 = 27.25 ht 1 offset = 10.68 ht 2 offset = 11.08 bldg width = 48.25 x offset = 24.125 deg seg = 6.285714 21 rad /deg = 0.017453 INSIDE ARCH 50arch deg 24.00 30.29 36.57 42.86 49.14 55.43 61.71 68.00 74.29 80.57 86.86 93.14 99.43 105.71 112.00 118.29 124.57 1.30.86 137.14 143.43 149.71 156,00 Radius 26.25 26.25 26.25 26.25 26.25 26.25 26.25 26.25 • 26.25 26.25 26.25 26.25 26.25 26.25 26.25 26.25 26.25 26.25 26.25 26.25 26.25 26.25 x 0.144 1.458 3.043 4.882 6.953 9.230 11.686 14.292 17.015 19.825 22.686 25.564 28.425 31.235 33.958 36.564 39.020 41.297 43.368 45.207 46.792 48.106 y 0.000 2.561 4.964 7.178. 9.177 10.938 12.439 13.662 14.592 15.219 15.534 15.534 15.219 14.592 13.662 12.439 10.938 9.177 7.178 4.964 2.561 0.000 inside x = outside x = x start offset = inside y = outside y = y start offset = 6/18/99 0.457 1.770 3.356 5.195 7.265 9.542 11.998 14.604 17.328 20.137 22.998 25.877 28.738 31.547 34.271 36.876 39.332 41.609 43.680 45.519 47.105 48.418 0.144 -0.769 -0.312 0.000 0.407 0.203 Adjusted for FE Model x' y' -0.203 2.358 4.760 6.974 8.974 10.735 12.235 13.458 14.389 15.015 15.330 15.330 15.015 14.389 13.458 12.235 10.735 8.974 6.974 4.760 2.358 -0.203 1 d! 1 Sf / � t � r . h r`S' }(t1 i '.: fi :r,•,•, y , • ,C ,.. I,. . ,,i,I �, ..,' /:;,. `l'iF.i•',,Yi1T't4,f ` 1 + � �',' < �FFli ;iil4`�t'at' }'i'y ^f�t'•' .. ...:. . <!�:�r�•t,`:7: ��7(f1, <r ,i,. rA.....r 1 t c� "'� tY r* - �t�p tZ "ajr7 +',r +�`,)4raNy�'i�.� a 1,i;`K'•t " " �)y +,�" a'Z ter+}'' •i'vDi: ., t „J ..tNtyr. `�,I�•;lit &'t`.ITM;%-. ' ''. t•F .r1;iiif . -Li'-' &y t1.� �� .. r , 'Z�S A. t" ���N4'�{ �,�{`! ? ` °.' r l�� �Ci� R? t, +.. ta;'tkttii ` 2 ' �'.,.� LL . V;iSlrTi�� 2` fiTt?„ ty�!yl`,t'.!4;`;� � ?, �' �*; •'�j.�r':`.`t�i:•:+� . ;..:::; . � � • �m . ti g � g' s; 3 1f((ie:-ft't'��i�'a ';t�,rt,rint �.�� >�•:i.,g�ttit ,;r i:lt .t ..• ` . �� t H..: a RhNi PR A •tF.'0' Inall 1 �+itr� .: ,•ini,,�;L , ��•:ti'tk Fi �. C ' , fi t : S'f!'�$ «; 1 - ,'i.°.•j_' 1. i�.+:1`h•:A,:: a' 'y. 1` 'J.,t,. J y7.q?.. �t6�ktl (�]y�} �y?i�r:i r t.,, `jl Y 0 :" rr,uf� 4' r I rA :. 1..Sxi,'!. ',4ZhJ. 3; , .151_F.. �. :.Jr. • "YF ��r., t,. �r::.r::t �1�., '':7.s';. ;.,; +. '�:.'°�", j, l� ;��' uµ? �v •okt7 tw•� t t}Y v ,..,..,..,.,,,, IS* t,... ; �C �i.'•R t r 1 Vl ' f �` m 3• fi t_..�'� f ��t > .t t'��,` {:.,1 `'tr. L h Yt ,� /X �.St:��1 �.:dk,`,w ;;:;...i�r� i� it :,'i'�" "v 7! •::1� . r,« raw. �} .r .a:-i ' i f t ,� r.• t�t � :)tiiti.4,r.•:. r:• it 1X'' f l "�� ; ., •y•Y : 4'3f, `zE :i! ( . ,6449a,::: : ai Y� A�: �•,r.e, `�•:�'. T7! :.r:7,�i l.'4fr��. A ,n,`F gtirt. t '}''�� :t r trt "p' ,K r t','• , t 'Ora >. s:% I . }ht I. t . ti?) :Y, +;:.+ 'ti^, %:4;Y�j�Yh, ).�i•:�rt; �j`:'s It i .'R•�.�rt :isiL'ti4r�} ia{ r T:,,; •�'� ?� .� t �'� , -10 0 10 20 30 40 50 60 Width (ft) -•- Inside -s- Outside Project #99 -036.1 � W ' 2. 0 0: co 0 W W, W0 g Q: • u) = W r F ; O H ; UJ 7 p p Ni 0 I- W W' F -. . U. O' .. U = ~O ; Z OUTSIDE ARCH 50arch Adjusted for FE Model Snow Load Reduction deg Radius x y x' y' slope Cs 24.00 27.25 -0.769 0.407 -0.457 0.203 66.0 0.073 27.14 27.25 -0.124 1.755 0.188 1.552 62.9 0.130 33.43 27.25 1.383 4.335 1.695 4.132 56.6 0.244 2 39.71 27.25 3.163 6.735 3.476 6.531 50.3 0,358 3 46.00 27.25 5.196 8.925 5.508 8.722 44.0 0.473 u 52.29 27.25 7.456 10.880 7.768 10.676 37.7 0.587 5 58.57 27.25 9.916 12.575 10.228 12.372 31.4 0.701 to 64.86 27.25 12.547 13.991 12.859 13.788 25.1 0.816 7 71.14 27.25 15.318 15.111. . 15.630 14.907 18.9 0.930 g 77.43 27.25 18.194 15.920 18.506 15.716 I 83.71 27.25 21.142 16.409 21.454 16.206 10 90.00 27.25 24.125 16.573 24.437 16.370 '! 17,. 96.29 27.25 27.109 16.409 27.421 16.206 is 102.57 27.25 30.056 15.920 30.368 15.717 t4t 108.86 27.25 32.932 15.111 33.245 14.907 18.9 0.930 'S 115.14 27.25 35.703 13.991 36.015 13.788 25.1 0.816 IL ' 121.43 27.25 38.334 12.575 38.646 12.372 31.4 0.701 I 127.71 27.25 40.795 10.880 41.107 10.677 37.7 0.587 ,s 134.00 27.25 43.054 8.925 43.367 8.722 44.0 0.473 11 140.29 27.25 45.087 6.735 45.399 6.531 50.3 0.358 1 ° 146.57 27.25 46.867 4.335 47.179 4.132 56.6 0.244 z-t 152.86 27.25 48.374 1.755 48.686 1.552 62.9 0.130, 156.00 27.25 49.019 0.407 49.331 0.203 66.0 0.073 / 6/18/99 Project #99 -036.1 Input for RISA -3D 1 -0.457 0.203 2 0.000 0.000 3 0,188 1.552 4 0.457 -0.203 5 1.695 4.132 6 1.770 2.358 7 3.356 4.760 8 3.476 6.531 9 5.195 6.974 10 5.508 8.722 11 7.265 8.974 12 7.768 10.676 13 9.542 10.735 14 10.228 12.372 15 • 11.998 12.235 16 ' 12.859 13.788 17 14.604 13.458 18 15.630 14.907 19 17.328 14.389 20 18.506 15.716 21 20.137 15.015 22 21.454 16.206 23 22.998 15.330 24 24.437 16.370 25 25.877 15.330 26 27.421 16.206 27 28.738 15.015 28 30.368 15.717 29 31.547 14.389 30 33.245 14.907 31 34.271 13.458 32 36.015 13.788 33 36.876 12.235 34 38.646 12.372 35 39.332 10.735 36 41.107 10.677 37 41.609 8.974 38 43.367 8.722 39 43.680 6.974 40 45,399 G.531 41 45.519 4.760 42 47.105 2.358 43 47.179 4.132 44 48.418 -0.203 45 48.686 1.552 46 48.875 0.000 47 49.331 0.203 50arch 6/18/99 ' iia 11.24.4wd:r x«tikia.8bi4't&.i:.S}hYa -lk.2 a' �S . to w wt w g Q ? F- ,1:" 2 j ` V iO N . V - O; im Z' O 1- Z. Wind Ce Cq qs (psf) Iw P (psf) bay spacing (ft) Wind Load (pif) Reduced Ag wind (psf) Wind Load (plf) 1.3 12.6 1 10.2 4 41 10 32 5 51 40 70 B 6 61 48 8 81 64 10 102 81 12 122 97 1.3 12.6 1 17.4 4 69 10 55 5 87 69 70 C 6 104 83 8 139 110 10 174 138 12 208 165 0.62 1.3 16.4 1 13.2 4 53 - 12.3 40 5 66 50 80 B 6 79 59 8 106 79 10 132 99 12 159 119 1.06 1.3 16.4 1 22.6 90 12.3 68 113 85 80 C 136 102 CO 181 136 226 169 271 203 0.62 1.3 20.8 1 16.8 67 15.6 50 84 63 90 B 101 75 CO 134 101 168 126 201 151 1.06 1.3 20.8 1' 28.7 v CI) ooOC1 115 15.6 86 143 107 90 C 172 129 229 172 287 215 344 258 loads Wind Load WIND LOAD ON TRUSS -ARCH BUILDINGS 1997 UBC Section 1620 9/7/99 Project #99 -036.A BLDG Outside Radius (ft) Start Angle (deg) below base hi (ft) to 1/4 pt h2 (ft) high point h3 (ft) wind ht h (ft) base width (ft) 30' 15.5 15.25 4.1 11.0 11.4 6.9 29.9 40' 20.9 18 6.5 14.8 14.4 8.3 39.8 42' 20.9 -6 -2.2 14.8 23.1 17.0 41.6 50' 27.25 24 11.1 19.3 16.2 8.2 49.8 62' 32.3 17 9.4 22.8 22.9 13.4 61.8 72' 40.2 30 20.1 28.4 20.1 8.3 69.6 80' 40.2 0 0.0 28.4 40,2 28.4 80.4 Tie- down from Tarp w =2 *600 lb / (2 *Routside) Outside Uniform BLDG Radius Load (ft) (pif) 30' 15.5 38.7 40' 20.9 2B.7 42' 20.9 28.7 50' 27.25 22.0 62' 32,3 18,6 72' 40.2 14.9 80' 40.2 14.9 loads.xls Wind Ht Height on Arch to Apply Lateral Wind Load 10/26/1999 Project #99 -036.A «...� t\J l kr0 1 1 Lo p i i 1 I = I H I i j { t I i ; ! j i t I f { I ! t • i i i { ,.,,gym { f i i ## i 1 I ` = 1 i 1 I I i , I i . i ..�».....�...�.•,� I ' { I 1 i , a I t i I 1 I 1 � I..» I I ! 111 ; 1 i I 1 I 1 I I I { I { i I I I I { ! ++ I i I :,,�... � I j ; ; I { I 1 ! 1 I I { �,«Li l 1 ! I I ; 1 ; 1 ! t , i I l I 1 ' I I •. I { i { i µ 1 I 1 I , f { t ! ! . I i i ! ! I {! I E 1 i I ! I f I St{ , ! ! _ » «.......... 1 » . • «...... »«. «... »._..... « «........ » » ». «.. F » ». ' . « «. ««»«« « » .. »« ? 1 _ __ 1 � , ( I d I 2 -sIA" C 9 1'47 ,. «.... • ! » ........ » «.... « «.... «. ». 114'1191k4- » ». ».. k 4 » .................. 1 • HARMS & ASSOG.,.,TES 1632 W. Sylvester Street PASCO, WASHINGTON 99301 -4845 (509) 547 -2679 Fax (509) 547 -3767 JOB Faari _ St- 9q -a;to, A SHEET NO. 1,,., 1 - E q q OF U CALCULATEDDY l 4 �VS DATE IZI 1 1 CHECKED BY DATE SCALE I i wo g_71 T ° . w Z p z° LU U O —, 0 F W W LI r . O ' • Z, U = . O ~. z BLDG SPACING (ft) Trib Area (sf) r R R max Live Load Reduction Snow Load (klf) 30 4 120 n/a 5 150 n/a 6 180 n/a 40 8 320 0.06 10 25 0.90 0.072 10 400 15 25 0.85 0.085 12 480 20 25 0.80 0.096 42 8 336 0.06 11 25 0.89 0.071 10 420 16 25 0.84 0.084 12 504 21 25 0.79 0.095 50 8 400 0.06 15 25 0.85 0.068 10 500 21 25 0.79 0.079 12 600 27 25 0.75 0.090 62 8 496 0.06 21 25 0.79 0.063 10 620 28 25 0.75 0.075 12 744 36 25 0.75 0.090 72 8 576 0.06 26 25 0.75 0.060 10 720 34 25 0.75 0.075 12 864 43 25 0.75 0.090 80 8 640 0.06 29 25 0.75 0.060 10 800 39 25 0.75 0.075 12 960 49 25 0.75 0.090 Notes: r = Rate of reduction (percentage) as defined in UBC Table 16 -C Rmax = maximum reduction LL Reduction = multiply this by the Live Load for the applied load loads.xls Live Load Reduction 10/26/1999 Project #99 -036.A e -101' I� - - i7 = e'iMSO[ Ct�e IitiCliT� "_' eD eD CD CD L ti t' Li II . U U 3q \ 11 / 1 \ II / I , II ,' II ,' n 1 n q , a L , ° E!° GI; �; " Ft ®1 � e 1 ` T I 1 1 II u 1 II ,` 4 . I • I Y I i I , 1 , , n u m u n 1I I II I II 11 It - II II II 11 II II It II ;u II �.J H U010mu14 RAM W1.1 FABRI —STEEL BUILDINGS, INC. 117 I. 140.1411 7010 f OYI W1. •A 14411 HARMS & ASSOCIATES 1017 M. SYLYCSRA SI, PASCO, 0AS1ut5700 77101 - •I0n5 (S01) 50-7671 FAX (001) SI7 - 3757 n t {1 : Ifi:+ :..,. v..S i�vl:s:nx;+:•:I;�;y14? . t.+,' kF: l•'' i %w�'o'z..A:.E13r:•:7.ti:1.ix•n s � TRUSS A RCH FABRIC COVERED BUILDING 0 -o: i 50 FOOT SPAN — PLAN KARY Wall MAA1.0 HAD /A■XAnp 17111 11171 AM. I. FIOLLXY. IA 74.131 e -101' I� - - i7 = e'iMSO[ Ct�e IitiCliT� "_' eD eD CD CD L ti t' Li II . U U 3q \ 11 / 1 \ II / I , II ,' II ,' n 1 n q , a L , ° E!° GI; �; " Ft ®1 � e 1 ` T I 1 1 II u 1 II ,` 4 . I • I Y I i I , 1 , , n u m u n 1I I II I II 11 It - II II II 11 II II It II ;u II �.J H U010mu14 RAM W1.1 FABRI —STEEL BUILDINGS, INC. 117 I. 140.1411 7010 f OYI W1. •A 14411 HARMS & ASSOCIATES 1017 M. SYLYCSRA SI, PASCO, 0AS1ut5700 77101 - •I0n5 (S01) 50-7671 FAX (001) SI7 - 3757 n t {1 : Ifi:+ :..,. v..S i�vl:s:nx;+:•:I;�;y14? . t.+,' kF: l•'' i %w�'o'z..A:.E13r:•:7.ti:1.ix•n I 2 a R g ro-,F ,noom t p.,w M M N.• Abp Aifi t, 3419 ron,rg NE WAggeo 0. A A iiT1 p1 ac =Y s' ^ - � Co 2 :0 $ HP it ofie. .. 0- - ;88888 . i Q t p i , : .xp A ri Y ' •` . ... . NY 1 A • _9 $ FFF 9 t F 9 9999_ 'b 1 a t g r g y aca ssE i g 1 8 t w il S 1 AA qi S TRUSS ARCH FABRIC COVERED BUILDING ; 50 FOOT SPAN — ELEVATION N °""" t9..13 WOW MIN01 .ro 7..Ne•0011 Ion I7t1i 711!1 .K C RC41 . N. t11i1 FABRI —STEEL BUILDINGS, INC. 117". /O01I.GL IO OSi% 11441. U 11171 WI HARMS & ASSOCIATES 1137 N. SYI.KSTUT ST. PASCO. N.SII01G7011 11301 PECK IS09) 247-347% FAX (209) 547 -1707 Cia0H3 nou08 - Nnand 310 v LWA, U t. IZEIVRIEngeZi 1 71i .4•-••• 0.01 2.841 I i II 2:41 • U .V.4tr. 10 1 1 • ' 0-.- o o O 0 0 s t3 s rVit, Ifld 1-24 0 111 4.00 1 .2 ■ 44 • 13)401 1 dd . N Alen3SSv 13)13v88 ideldh ON3 • —CS: 11211 271003 0 4n44. DOCK 202 700 4411 r00 SU. 00 b. 0 0 0 .1. NrIgnall • _1■_.* :TWA zivid rIan tsna 121■..4 00.01211 i I i t I n o o 010 — i I 1)11 41/4 • v d ildf103 StNi 0 4143 2Snes 00 . . . NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS .CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT Harvey Lighthouse Fabri -Steel 50 ft Arched Chord Truss Pearl's Mobile Welding BLC No 1 Dead Load (Tarp Tension) 2 Live Load (10 psf o 10' oc) 3 Wind Load (70,0) 4 Wind Load (70,C) 5 Wind Load (80,B) '.6. Wind. Load (80,C) 7 Wind Load (90,B) 8 Wind Load (90,C) < Loa.: Patterns > Pattern Magnitudes Label Dir Start End K /ft,F < /ft,F SNOW V -0.079 -0.079 SNOWEND V -0.040 -0.040 :TARP y - 1.000 -1.000 WIND :L . 1.000 ' 1.000 No. Description 1:DL+LL ' 2 DL +WL. 3 DL +LL +0.5WL Y Y Y RISA -3D (R) Version 3.01 < Basic Load Case Data > Basic Load Case Load Type Totals Description Nodal Point Dist. Surface < Load Combinations RWPE BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 1 1 1 1 1 2 4 2 0 2 4 PEARL.ODT 12 -21 -99 6:54p Job : 99- 036.B04 Page: 14 Date: 12/21/99 File: 50 -3D 7 0 7 1 7 .5 72 72 12 12 12 12 12 12 Locations Start End ft or % ft or % - -- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Y y y Y y Harvey Lighthouse Fabri -Steel 50 ft Arched Chord Truss Pearl's Mobile Welding RISA -3D (R) Version 3.01 < Load Combinations > RWPE No. Description BLC 'Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 4 DL +0.5LL +WL Y -1 1 1 2 2 7 1 . ............... ........< Reactions, LC 1 : DL +LL > Joint + Forces + + Moments + No. X Y Z Mx My Mz K K K K -ft K -ft K -ft 51 5.21 6.66 0.00 NC NC 0.00 97 -5.21 6.66 0.00 NC NC 0.00 Totals: 0.00 28.28 0.00 Center of Gravity Coords (X,Y,Z) (ft) : 24.437, 13.064, 10.000 Member AISC Unity Checks, LC 1 : DL +LL >_______••____• Member Joints Unity Shear Fb Fb On On ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi--- Ksi - - -Ksi 25 50 52 0.246 2 0.007 2 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 26 52 54 0.165 2 0.006 2 24.19 39.60 39.60 1.00 0.85 0.85 112 -1 ' 27 54 57 0.304 2 0.008 2 24.19 39.60 39.60 1.00 0.85 0.85 112 -1 28 57 59 0.349 2 0.011 2 24.19 39.60 39.60 1.00 0.85 0.85 112 -1 29 59 61 0.319 2 0.014 2 24.19 39.60 39.60 1.00 0.85 0.85 112 -1 30 61 63 0.238 2 0.019 2 24.19 39.60 39.60 1.00 0.85 0.85 112 -1 31 63 65 0.207 1 0.026 1 24.19 39.60 39.60 1.00 0.85 0.85 111 -2 32 65 66 0.380 1 0.026 1 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 33 66 68 0.355 2 0.025 2 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 34 68 70 0.564 1 0.035 2 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 35 70 72 0.709 1 0.037 1 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 36 72 74 0.762 1 0.037 1 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 37 74 76 0.762 2 0.037 2 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 38 76 78 0.708 2 0.037 2 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 39 78 80 0.564 2 0.035 1 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 40 80 82 0.355 1 0.025 1 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 41 82 83 0.380 2 0.026 2 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 42 83 85 0.207 2 0.026 2 24.19 39.60 39.60 1.00 0.85 0.85 111 -2 43 85 87 0.238 1 0.019 1 24.19 39.60 39.60 1.00 0.85 0.85 112 -1 44 87 89 0.319 1 0.014 1 24.19 39.60 39.60 1.00 0.85 0.85 112 -1 45 89 91 0.349 1 0.011 1 24.19 39.60 39.60 1.00 0.85 0.85 112 -1 46 91 94 0.304 1 0.008 1 24.19 39.60 39.60 1.00 0.85 0.85 112 -1 47 94 96 0.165 1 0.006 1 24.19 39.60 39.60 1.00 0.85 0.85 112 -1 48 96 98 0.246 1 0.007 1 24.19 39.60 39.60 1.00 0.85 0.85 H1 -1 94 53 55 0.512 2 0.002 2 24.19 39.60 39.60 1.00 0.85 0.85 H1 -1 95 55 56 0.739 2 0.001 2 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 96 56 58 0.827 2 0.000 2 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 97 58 60 0.803 1 0.001 1 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 98 60 62 0.680 1 0.001 1 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 99 62 64 0.481 1 0.001 1 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 100 64 67 0.251 1 0.002 1 24.19 39.60 39.60 1.00 0.85 0.85 111 -1 Page 1 of 6 Job : 99- 036.804 Page: 20 Date: 12/21/99 File: 50 -3D YY Harvey Lighthouse 101 67 69 102 69 71 103 71 73 104 73 75 105 75 77 106 77 79 107 79 81 :108 81 84 109 84 86 110 86 88 111 88 90 112 90 92 113 92 93 114 93 95 178 52 53 179 52 55 180 54 55 181 54 56 182 56 57 183 57. 58 .184 58 59 185 59 60 186 60 61 187 61 62 188 62 63 189 63 64 190 64 65 191 65 67 192 67 68 193 68 69 ' 194 69 70 195 70 71 196 71 72 197 72 73 198 73 74 199 74 75 200 75 76 201 76 77 202. 77 78 203 78 79 204 79 80 205 80 81 206 81 83 207 83 84 208 84 85 209 85 86 0.059 0.150 0.227' 0.250 0.227 0.150 0.059 0.251 0.481 0.679 0.803 0.827 0.739 0.512 0.417 0.624 0,210 0.411 0.102 0.212 0.312 0.051 0.454 0.168 0.530 0.245 0.487 0.300 0.445 0.280 0.341 0.253 0.209 0.194 0.102 0.102 0.193 0.210 0.253 0.341 0.279 0.445 0.300 0.486 0.245 0.530 RISA -3D (E) Version 3.01 Fabri -Steel 50 ft Arched Chord Truss Pearl's Mobile Welding Member AISC Unity Checks, LC 1 : DL.LL > Member Joints Unity Shear Fb Fb I - J Chk Loc Chk Inc Fa yy zz Ksi--- Ksi - - -Ksi 0.001 0.001 0.001 0.000 0.001 0.001 0.001 0.002 0.001 0.001 0.001 0.000 0.001 0.002 0.001 0.004 0.000 0.001 0.000 0.000 0.001 0.001 0.002 0.001 0.003 0.001 0.002 0.002 0.005 0.001 0.003 0.002 0.004 0.003 0.003 0.003 0.003 0.004 0.002 0.003 0.001 0.005 0.002 0.002 0.001 0.003 I 1. 1 2 2 2 2 2 2 1 2 1 2 1 2 1 2 1 1 1 2 1 1 1 24.19 39.60 39.60 24.19 39.60 39.60 24.19 39.60 39.60 24.19 39.60 39.60 24.19 39.60 39.60 24.19 39.60 39.60 24.19 39.60 39.60 24.19 39.60 39.60 24.19 39.60 39.60 24.19 39.60 39.60 24.19 39.60 39.60 24.19 39.60 39.60 24.19 39.60 39.60 24.19 39.60 39.60 22.51 29.70 29.70 22.51 29.70 29.70 22.51 29.70 29.70 22.51 29.70 29.70 22.51 29.70 29.70 22.51 29.70 29.70 22.51 29.70 29.70 22.51 29.70 29.70 22.51 29.70 29.70 22.51 29.70 29.70 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 22.51 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 29.70 PEARL.OUT 12 -21 -99 6 :54p Job : 99- 036.804 Page: 21 Date: 12/21/99 File: 50 -3D Cm On ASD Cb yy zz Eqn 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 H1 -1 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -i H2 -1 H1 -1 H2 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -2 H1 -1 H2 -i H1 -1 H2 -1 Hl -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H2 -1 H2 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 Hl -1 H2 -1 H1 -1 Harvey Lighthouse Fabri '-Steel 50 ft Arched Chord Truss Pearl's Mobile Welding RISA -3D (R) Version 3.01 < Member AISC Unity Checks, LC 1 : DL+LL Member Joints Unity Shear Fb Fb Cm CM ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi--- Ksi - - -Ksi 210 86 87 0.168 1 0.001 1 22.51 29.70 29.70 1.00 0.60 0.85 112 -1 211 87 88 0.454 1 0.002 1 22.51 29.70 29.70 1.00 0.60 0.85 111 -1 212 88 89 0.052 1 0.001 1 22.51 29.70 29.70 1.00 0.60 0.85 H2 -1 213 89 90 0.313 1 0.001 1 22.51 29.70 29.70 1.00 0.60 0.85 H1 -1 214 90 91 0.212 2 0.000 2 22.51 29.70 29.70 1.00 0.60 0.85 H1 -1 215 91 92 0.102 1 0.000 1 22.51 29.70 29.70 1.00 0.60 0.85 111 -1 216 92 94 0.411 2 0.001 2 22.51 29.70 29.70 1.00 0.60 0.85 H1 -1 217 93 94 0.210 2 0.000 1 22.51 29.70 29.70 1.00 0.60 0.85 112 -1 218 93 96 0.625 2 0.004 2 22.51 29.70 29.70 1.00 0.60 0.85 H1 -1 219 95 96 0.417 2 0.001 1 22.51 29.70 29.70 1.00 0.60 0.85 112 -1 264 50 53 0.066 1 0.001 ly 5.40 29.70 33.75 1.00 0.60 0.85 112 -1 265 95 98 0.066 2 0.001 2y 5.41 29.70 33.75 1.00 0.60 0.85 112 -1 270 67 66 0.047 1 0.001 ly 5.87 29.70 33.75 1.00 0.60 0.85 H1 -1 271 81 82 0.047 1 0.001 ly 5.87 29.70 33.75 1.00 0.60 0.85 111 -1 278 50 51 0.008 2 0.002 ly 59.85 66.00 66.00 1.00 0.60 0.60 111 -2 279 53 51 0.010 2 0.002 ly 59.85 66.00 66.00 1.00 0.60 0.60 111 -2 280 95 97 0.010 2 0.002 ly 59.85 66.00 66.00 1.00 0.60 0.60 H1 -2 281 98 97 0.008 2 0.002 ly 59.85 66.00 66.00 1.00 0.60 0.60 111 -2 ______- _ = =__ =_____ =__ = = =< Reactions, LC Joint + Forces + No. X Y K K 51 -0.77 0.63 97 -0.66 0.92 Totals: -4.29 4.58 Center of Gravity Coords (X,Y,Z) 2 K 0.00 0.00 0.00 (ft) : 24.437, Job : 99- 036.804 Page: 22 Date: 12/21/99 File: 50 -3D 2 : DL +WL >_______________'________ + Moments + Mx My Mz K -ft K -ft K -ft NC NC 0.00 NC NC 0.00 11.420, 10.000 ...===.===...===< Member AISC Unity Checks, LC 2 : DL+WL >_________________ Member Joints Unity Shear Fb Fb On On ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi--- Ksi - - -Ksi 25 50 52 0.060 2 0.008 2 26 52 54 0.177 2 0.012 2 27 54 57 0.222 2 0.011 1 28 57 59 0.222 1 0.010 1 29 59 61 0.181 2 0.002 1 30 61 63 0.145 1 0.002 2 31 63 65 0.110 2 0.002 2 32 65 66 0.090 2 0.002 1 33 66 68 0.090 1 0.003 2 34 68 70 0.056 2 0.002 2 35 70 72 0.033 2 0.002 2 36 72 74 0.015 2 0.002 2 37 74 76 0.030 2 0.002 2 38 76 78 0.043 2 0.002 2 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 Page 2 of 6 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 1.00 0.85 1.00 0.85 1.00 0.85 1.00 0.85 1.00'0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H2 -1 H2 -1 H2 -1 w v g� . N CO W fA V,. ui • Z LZl! uj 0 0 - . 0 H U. ICY . N_; Z Harvey Lighthouse Fabri -Steel 50 ft Arched Chord Triss Pearl's Mobile Welding < Member AISC Unity Checks, LC 2 : DL+WL > Member Joints Unity Shear Fb Fb Cm On ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Xsi- -- Ksi - - -Ksi 39 40 41 42 43 44 45 46 47 48 94 95 96 97 98 99 100, 101 102 103. 104 105 106 107 108 109 110 111 112 113 114 178 1.79 180 181 182 183 184 185 186 187 188 189 190 191 192 78 80 82 83 85 87 89 91 94 96 53 55 56 58 60 62 64 67 69 71 73 75 77 79 81 84 86 88 90 92 93 52 52 54 54 56 57 58 59 60 61 62 63 64 65 67 80 82 83 85 87 89 91 94 96 98 55 56 58 60 62 64 67 69 71 73 75 77 79 81 84 86 88 90 92 93 95 53 55 55 56 57 58 59 60 61 62 63 64 65 67 68 0.051 0.051 0.052 0.062 0.062 0.058 0.050 0.038 0.022 0.030 0.074 0.121 0.133 0.120 0.089 0.062 0.039 0.018 0.013 0.037 0.058 0.077 0.092 0.101 0.110 0.113 0.111 0.104 0.091 0.072 0.047 0.210 0.158 0.107 0.087 0.038 0.033 0.092 0.063 0.104 0.048 0.081 0.050 0.067 0.048 0.054 RISA -3D (2) Version 3.01 0.002 0.001 0.001 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.002 0.001 0.001 0.000 0.001 0.000 0.001 0.000 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 32.25 52.79 30.01 39.59 30.01 39.59 30.00 39.59 30.00 39.59 30.01 39.59 30.01 39.59 30.00 39.59 30.01 39.59 30.01 39.59 30.01 39.59 30.01 39.59 30.01 39.59 30.00 39.59 30.00 39.59 30.01 39.59 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 PEARL.ODT 12 -21 -99 6:54p Job : 99- 036.804 Page: 23 Date: 12/21/99 File: 50 -3D 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0,85 0,85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H1 -1 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H2 -1 H1 -1 H2 -1 H2 -1 H2 -1 H2 -1 H1 -2 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 Harvey Lighthouse Member Member Joints Unity I - J Chk Loc 193 68 69 0.054 2 0.001 194 69 70 0.041 1 0.000 195 70 71 0.050 1 0.001 196 71 72 0.030 2 0.000 197 72 73 0.051 1 0.000 198, 73 74 0.021 1 0.000 199 74 75 0.052 1 0.000 200 75 76 0.016 1 0.000 201 76 77 0.049 1 0.000 202 77 78 0.008 1 0.000 203 78 79 0.046 2 0.000 204 79 80 0.017 1 0.000 205 80 81 0.041 1 0.000 206 81 83 0.018 2 0.000 207 83 84 0.041 2 0.000 208 84 85 0.032 1 0.000 209 85 86 0.033 2 0.000 210 86 87 0.039 1 0.000 211 87 88 0.023 2 0.000 212 88 89 0.046 1 0.000 213 89 90 0.011 2 0.000 214 90 91 0.051 2 0.000 215 91 92 0.014 2 0.000 216 92 94 0.057 2 0.000 217 93 94 0.025 1 0.000 218 93 96 0.061 2 0.000 219 95 96 0.038 2 0.000 264 50 53 0.018 2 0.000 265 95 98 0.007 2 0.000 270 67 66 0.005 2 0.000 271 81 82 0.005 1 0.000 278 50 51 0.001 2 0.000 279 53 51 0.001 2 0.000 280 95 97 0.001 2 0.000 281 98 97 0.001 2 0.000 RISA -3D (R) Version 3.01 Fabri -Steel 50 ft Arched Chord Truss Pearl's Mobile Welding 51 4.62 6.58 0.00 97 -5.34 6.73 0.00 Totals: -2.15 28.28 0.00 Center of Gravity Coords (X,Y,Z) (ft) : RISC Unity Checks, LC 2 : DL +WL > Shear Fb Fb Chk Loc Fa yy zz Ksi- - -Ksi ---Ksi 1 2 1 2 1 1 1 1 1 1 2 1 1 2 2 1 2 1 2 1 2 2 2 2 2 2 1 2y 2y 2y ly ly ly ly ly 30.01 30.01 30.01 30.00 30.01 30,01 30.00 30.01 30.00 30.01 30.00 30.01 30.01 30.01 30.00 30.01 30.01 30.00 30.01 30.00 30.00 30.01 30.01 30.01 30.00 30.01 30.01 7.20 7.21 7.82 7.83 79.78 79.78 79.78 79.78 Page 3 of 6 39,59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 44.99 39.59 44.99 39.59 44.99 39.59 44.99 87.98 87.98 87.98 87.98 87.98 87.98 87.98 87.98 NC NC 24.437, Job : 99- 036.B04 Page: 24 Date: 12/21/99 File: 50 -3D On On ASD Cb yy zz Eqn 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0 0 0 0 0 0 0 0 0 0 0 0 .60 .60 .60 .60 .60 .60 .60 .60 .60 .60 .60 .60 0.60 0.60 0.60 0.60 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.60 0.60 0.60 0.60 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H1 -2 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -2 H1 -1 H2 -1 H1 -1 H2 -i H1 -1 H2 -1 H2 -1 H2 -1 H2 -1 H1 -1 H1 -2 H2 -1 H1 -2 H1 -2 __=______________< Reactions, LC 3 : DL +LL +0.5WL >______ = = = = =n = = = ==____ Joint + Forces + + Moments + No. X Y 2 Mx My Mz K K K K -ft K -ft K -ft NC 0.00 NC 0.00 13.064, 10.000 W` J Q: N 52` W= N u, W g Q . = 1 - LLJ, F- 0 :. Z H' , D O; 0 I 0 H W - 0 z U N : 0 } " z Harvey Lighthouse Fabri -Steel 50 ft Arched Chord Truss Pearl's Mobile Welding Member Joints Unity Shear Fb Fb Cm On I - J Chk Loc Chk Lo: Fa yy zz Cb yy zz Ksi- -Ksi- -Ksi 25 26 27 28 29 30 31 32 33 34 35 36 37 38 .. 39 40 41 42 43 44 45 46 47 48. 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 178 50 52 54 57 59 61 63 65 66. 68 70. 72 74 76 78 80 82 83 85 '87 89 91 94 96 53 55 56 58 60 62 . '64 67 69 71 73 75 77 79 81 84 86 88 90 92 93 52 < Member AISC Unity Checks, LC 3 . DL +LL+0.5WL > 52 54 57 59 61 63 65 66 68 70 72 74 76 78 80 82 83 85 87 89 91 94 95 98 55 56 58 60 62 64 67 69 71 73 75 77 79 81 84 86 88 90 92 93 95 53 0.202 0.099 0.177 0.198 0.175 0.131 0.195 0.311 0.295 0.435 0.529 0.559 0.551 0.504 0.391 0.232 0.251 0.135 0.208 0.266 0.284 0.245 0.134 0.187 0.324 0.457 0.513 0.506 0.436 0.307 0.157 0.033 0.113 0.162 0.172 0.148 0.085 0.080 0.234 0.406 0.552 0.640 0.652 0.577 0.395 0.240 RISA -3D (R) Version 3.01 0.008 0.009 0.010 0.011 0.011 0.014 0.019 0.020 0.019 0.026 0.028 0.028 0.028 0.028 0.026 0.019 0.019 0.019 0.014 0.011 0.008 0.006 0.004 0.005 0.001 0.001 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.001 0.002 0.001 2 32.25 52.79 52.79 2 32.25 52.79 52.79 2 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 2 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 2 32.25 52.79 52.79 2 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 2 32.25 52.79 52.79 2 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 2 32.25 52.79 52.79 2 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 2 32.25 52.79 52.79 2 32.25 52.79 52.79 2 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 2 32.25 52.79 52.79 2 32.25 52.79 52.79 2 32.25 52.79 52.79 2 32.25 52.79 52.79 2 32.25 52.79 52.79 2 32.25 52.79 52.79 2 32.25 52.79 52.79 2 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 1 32.25 52.79 52.79 2 30.01 39.59 39.59 PEARL.OUT 12 -21 -99 6:54p Job : 99- 036.204 Page: 25 Date: 12/21/99 File: 50 -3D 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.60 0.85 ASD Eqn H1 -1 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 Hi -2 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -2 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H1 -1 H1 -1 Hi -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -1 H2 -1 Harvey Lighthouse RISA -3D (R) Version 3.01 Fabri -Steel 50 ft Arched Chord Truss Pearl's Mobile Welding c Member AISC Unity Checks, LC 3 : DL +LL +0.52L Member Joints Unity Shear Fb Fb Cm On ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi--- Ksi - - -Ksi 30.01 39.59 39.59 30.00 39.59 39.59 30.00 39.59 39.59 30.01 39.59 39.59 30.01 39.59 39.59 30.00 39.59 39.59 30.01 39.59 39.59 30.01 39.59 39.59 30.01 39.59 39.59 30.01 39.59 39.59 30.01 39.59 39.59 30.00 39.59 39.59 30.00 39.59 39.59 30.01 39.59 39.59 30.01 39.59 39.59 30.01 39.59 39.59 30.01 39.59 39.59 30.00 39.59 39.59 30.01 39.59 39.59 30.01 39.59 39.59 30.00 39.59 39.59 30.01 39.59 39.59 30.00 39.59 39.59 30.01 39.59 39.59 30.00 39.59 39.59 30.01 39.59 39.59 30.01 39.59 39.59 30.01 39.59 39.59 30.00 39.59 39.59 30.01 39.59 39.59 30.01 39.59 39.59 30.00 39.59 39.59 30.01 39.59 39.59 30.00 39.59 39.59 30.00 39.59 39.59 179 52 55 0.365 1 0.002 180 54 55 0.118 1 0.000 181 54 56 0.263 1 0.001 182 56 57 0.066 2 0.001 183 57 58 0.149 1 0.001 184 58 59 0.176 2 0.001 185 59 60 0.043 1 0.001 186 60 61 0.286 2 0.002 187 61 62 0.104 2 0.000 188 62 63 0.347 2 0.002 189 63 64 0.160 2 0.001 190 64 65 0.329 1 0.002 191 65 67 0.210 2 0.001 192 67 68 0.301 1 0.004 193 68 69 0.189 1 0.000 194 69 70 0.229 1 0.002 195 70 71 0.174 2 0.002 196 71 72 0.135 1 0.003 197 72 73 0.128 2 0.002 198 73 74 0.084 1 0.002 199 74 75 0.078 2 0.002 200 75 76 0.147 1 0.002 201 76 77 0.174 2 0.003 202 77 78 0.186 1 0.001 203 78 79 0.269 2 0.002 204 79 80 0.208 2 0.001 205 80 81 0.347 1 0.004 206 81 83 0.222 2 0.001 207 83 84 0.374 1 0.002 208 84 85 0.179 1 0.001 209 85 86 0.404 1 0.002 210 86 87 0.118 1 0.001 211 87 88 0.342 1 0.001 212 88 89 0.056 1 0.001 213 89 90 0.232 1 0.001 214 90 91 0.180 2 0.000 215 91 92 0.069 1 0.000 216 92 94 0.330 2 0.001 217 93 94 0.170 1 0.000 218 93 96 0.489 2 0.003 219 95 96 0.328 2 0.000 264 50 53 0.040 1 0.001 265 95 98 0.051 2 0.001 270 67 66 0.032 1 0.001 271 81 82 0.036 1 0.001 278 50 51 0.006 2 0.002 1 2 1 2 1 2 1 2 2 2 2 2 1 2 2 2 1 2 1 2 1 2 1 2 1 1 1 2 1 1 1 1 1 1 1 2 1 2 2 2 1 1y 2y ly ly ly 30.01 30.01 30.01 30.00 30.01 30.01 7.20 7.21 7.82 7.83 79.78 Page 4 of 6 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 44.99 39.59 44.99 39.59 44.99 39.59 44.99 87.98 87.98 Job : 99- 036.204 Page: 26 Date: 12/21/99 File: 50 -3D 1.00 0.60 0.85 H1 -1 1.00 0.60 0.85 H2 -1 1.00 0.60 0.85 H1 -1 1.00 0.60 0.85 H1 -1 1.00 0.60 0.85 H1 -1 1.00 0.60 0.85 H1 -1 1.00 0.60 0.85 H1 -2 1.00 0.60 0.85 H1 -1 1.00 0.60 0.85 H2 -1 1.00 0.60 0.85 Hi -1 1.00 0.60 0.85 H2 -1 1.00 0.60 0.85 H1 -1 1.00 0.60 0.85 H2 -1 1.00 0.60 0.85 H1 -1 1.00 0.60 0.85 H2 -1 1.00 0.60 0.85 H1 -1 1.00 0.60 0.85 H2 -1 1.00 0.60 0.85 H1 -1 1.00 0.60 0.85 H2 -1 1.00 0.60 1.00 0.60 1.00 0.60 1.00 0.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.60 H2 -1 H1 -2 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H1 -2 H1 -1 H1 -1 H1 -1 Hi -1 H2 -1 H1 -1 H2 -1 H2 -1 H2 -1 H1 -1 H1 -1 H1 -2 Harvey Lighthouse Fabri -Steel 50 ft Arched Chord Truss Pearl's Mobile Welding RISA -3D (R) Version 3.01 Job : 99- 036.804 Page: 27 Date: 12/21/99 File: 50 -3D < Member AISC Unity Checks, LC 3 . DL +LL +0.5WL Member Joints Unity Shear Fb Fb Cm On I - J Chk Loc Chk Lot Fa yy zz Cb yy zz Ksi- Ksi- Ksi 279 53 280 95 281 98 51. 0.007. 2 97 0.007 2 97 0.006 2 0.002 ly 0.002 ly 0.002 ly 79.78 87.98 87.98 79.78 87.98 87.98 79.78 87.98 87.98 1.00 1.00 1.00 0.60 0.60 Hi -2 0.60 0.60 H1 -2 0.60 0.60 H1 -2 ___•_ _ ________< Reactions, LC 4 : DL +0.5LL +WL ...... _ =__m___ Joint + Forces + + Moments K -ft No. X Y K 51 1.64 97 ` -3.07 Totals: -4.29 Center of Gravity Z Mx K K K -ft 3.57 C.00 NC NC 3.86 C.00 NC NC 16.43 C.00 Coords (X,Y,Z) (ft) : 24.437, 12.835, 10.000 < Member AISC Unity Checks, LC 4 : DL +0.5 Member Joints Unity Shear Fb Fb I - J Chk Loc Chk Lot Fa yy zz Ksi--- Ksi - - -Ksi 25 50 52 0.139 2 0.010 2 32.25 52.79 52.79 26 52 54 0.154 2 0.013 2 32.25 52.79 52.79 27 54 57 0.146 2 0.012 1 32.25 52.79 52.79 28 57 59 0.134 1 0.013 1 32.25 52.79 52.79 29' 59 61 0.118 1 0.007 1 32.25 52.79 52.79 30 61 63 0.125 2 0.008 2 32.25 52.79 52.79 31 . 63 65 0.170 1 0.010 1 32.25 52.79 52.79 32 ' 65 66 0.209 1 0.011 1 32.25 52.79 52.79 33 66 68 0.203 2 0.011 2 32.25 52.79 52.79 34 68' 70 0.250 2 0.014 2 32.25 52.79 52.79 35 70 72 0.277 1 0.015 1 32.25 52.79 52.79 36 .72 74 0.278 2 0.015 2 32.25 52.79 52.79 37 74 76 0.263 2 0.015 2 32.25 52.79 52.79 38 76 78 0.229 2 0.015 2 32.25 52.79 52.79 39 78 80 0.163 1 0.014 1 32.25 52.79 52.79 40 80 82 0.079 .1 0.010 1 32.25 52.79 52.79 41 82 83 0.089 2 0.010 2 32.25 52.79 52.79 42 83 85 0.105 2 0.011 2 32.25 52.79 52.79 43 85 87 0.150 1 0.008 1 32.25 52.79 52.79 44. 87 89 0.176 1 0.006 1 32.25 52.79 52.79 45 89 91 0.179 1 0.005 1 32.25 52.79 52.79 46 91 94 0.150 1 0.004 1 32.25 52.79 52.79 47 94 96 0.083 1 0.003 1 32.25 52.79 52.79 48 96 98 0.109 1 0.003 1 32.25 52.79 52.79 94 53 55 0.089 1 0.000 1 32.25 52.79 52.79 95 55 56 0.098 2 0.000 2 32.25 52.79 52.79 96 56 58 0.113 2 0.000 2 32.25 52.79 52.79 97 58 60 0.127 2 0.000 2 32.25 52.79 52.79 98 60 62 0.121 1 0.000 1 32.25 52.79 52.79 PEARL.OUT 12 -21 -99 6:54p LL +WL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Mz K -ft 0.00 0.00 ASD Eqn Cm On ASD Cb yy . zz Eqn 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 Hi -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H2 -1 0.85 0.85 82 -1 0.85 0.85 H2 -1 0.85 0.85 H2 -1 0.85 0.85 H2 -1 0.85 0.85 H2 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 0.85 0.85 H1 -1 Harvey Lighthouse Fabri -Steel 50 ft Arched Chord Truss Pearl's Mobile Welding Member Joints Unity Shear Fb Fb Cm On I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Ksi--- Ksi - - -Ksi 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 62 64 67 69 71 73 75 77 79 81 84 86 88 90 92 93 52 52 54 54 56 57 58 59 60 61 62 63 64 65 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 83 < Member AISC Unity Checks, LC 4 : DL +0.5LL +WL > 64 67 69 71 73 75 77 79 81 84 86 88 90 92 93 95 53 55 55 56 57 58 59 60 61 62 63 64 65 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 83 84 0.085 0.045 0.026 0.052 0.063 0.059 0.037 0.036 0.102 0.195 0.282 0.352 0.389 0.387 0.335 0.227 0.037 0.050 0.017 0.072 0.024 0.065 0.014 0.059 0.070 0.032 0.108 0.061 0.119 0.092 0.108 0.075 0.079 0.064 0.043 0.038 0.053 0.068 0.076 0.116 0.088 0.158 0.100 0.201 0.110 0.209 RISA -3D (R) Version 3.01 1 0.000 2 0.001 2 0.000 2 0.000 2 0.000 1 0.000 1 0.000 1 0.001 2 0.001 2 0.001 2 0.001 2 0.000 2 0.000 1 0.000 1 0.000 1 0.001 1 0.001 2 0.000 2 0.000 1 0.001 2 0.001 1 0.001 1 0.000 1 0.002 2 0.001 1 0.001 2 0.001 2 0.001 1 0.001 2 0.001 1 0.002 2 0.001 1 0.001 2 0.001 1 0.001 2 0.001 1 0.001 2 0.001 1 0.001 2 0.001 1 0.001 2 0.001 2 0.001 1 0.002 2 0.001 1 0.001 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 32.25 30.01 30.01 30.00 30.00 30.01 30.01 30.00 30.01 30.01 30.01 30.01 30.01 30.00 30.00 30.01 30.01 30.01 30.01 30.00 30.01 30.01 30.00 30.01 30.00 30.01 30.00 30.01 30.01 30.01 30.00 Page 5 of 6 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 52.79 39.59 39.59. 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 39.59 Job : 99- 036.004 Page: 28 Date: 12/21/99 File: 50 -3D 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0 0 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 ASD Eqn H1 -1 H1 -1 H2 -1 H2 -1 H2 -1 H2 -1 H2 -1 H1 -1 Hl -1 H1 -1 H1 -1 Hi -1 H1 -1 H1 -1 H1 -1 H1 -1 H1 -2 H1 -1 H1 -2 H1 -1 H1 -2 H1 -1 H1 -1 H1 -2 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -2 H2 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 H2 -1 H1 -1 8 N W• w LL' W 0 ' 2 If . Zo ` Lif D p. O N 'IlJ W U LL • U N; •Q RISA-3D (R) Version 3.01 Harvey Lighthouse Job : 99-036.004 Page: 29 • . Date: 12/21/99 File: 50-3D Fabri-Steel 50 ft Arched Chord Truss Pearl's Mobile Welding < Member AISC Unity Checks, LC 4 . DL+0.5LL+WL > Member Joints Unity Shear Fb Fb On On ASD . • I - J Chk Loc Chk Lo: Fa yy zz Cb yy zz Eqn Ksi- -Ksi- Ksi 208 84 . 85 0.083 1 0.001 1 30.01 39.59 39.59 1.00 0.60 0.85 H2-1 209 . 85 86 0.220 1 0.001 1 30.01 39.59 39.59 1.00 0.60 0.85 H1-1 _ 210 : 06 87 0.046 1 0.001 1 30.00 39.59 39.59 1.00 0.60 0.85 H2-1 211 :87 88 0.181 1 0.000 1 30.01 39.59 39.59 1.00 0.60 0.85 H1-1 • 212 .08 89 0.060 1 0.000 1 30.00 39.59 39.59 1.00 0.60 0.85 H1-1 • 213 89 . 90 0.118 1. 0.000 1 30.00 39.59 39.59 1.00 0.60 0.85 H1-1 214 90 91 0.126 2 0.000 2 30.01 39.59 39.59 1.00 0.60 0.85 H1-1 - .215' 91 92 0.031 2 - 0.000 2 30.01 39.59 39.59 1.00 0.60 0.85 H1-2 '216 H 92 :94 '0.204 2 0.001 2 '30.01 39.59 39.59 1.00 0.60 0.85 H1-1 -217.. 93 94 0.104 1 0.000 2 30.00 39.59 39.59 1.00 0.60 0.85 H2-1 218 93 96 0.285 2 0.002 2 30.01 39.59 39.59 1.00 0.60 0.85 H1-1 219 95 96 0.190, 2 0.000 1 30.01 39.59 39.59 1.00 0.60 0.85 H2-1 264 50- 53 0.008 1 0.000 ly 7.20 39.59 44.99 1.00 0.60 0.85 H2-1 265.." 95 98.'0.030 2 0.001 2y 7.21 39.59 44.99 1.00 0.60 0.85 H2-1 . 270' : 67' 66 0.013 1 0.000 ly 7.82 39.59 44.99 1.00 0.60 0.85 H1-1 _271 81 ' '82 • 0.021 1 0.000 ly 7.83 39.59 44.99 1.00 0.60 0.85 H1-1 50 -.51' '0.004 2 0.001 ly 79.78 87.98 87.98 1.00 0.60 0.60 H1-2 -279 • 53 :51 0.004 2 0.001 ly 79.78 87.98 87.98 1.00 0.60 0.60 H1-2 '.280 .95 97 0.004 2 0.001' ly 79.78 87.98 87.98 1.00 0.60 0.60 H1-2 281 98 • 97 0.004 2 0.001 ly 79.78 87.98 87.98 1.00 0.60 0.60 H1-2 PEARL.= 12-21-99' 6:54p Page 6 of 6 1' , 04 -07 -00 0 8:39 AM FROM HARMS & ASSOC. P02 1632 Wost Sylvoetor, Pasco, WA 99301 (509) 547.2679 • Fax (509) 547.3767 � • FILE ��'P.; Z March 6, 2000. Glen I{nopp • . • I KE � A v; Fabn -Steel Buildings, Inc. o 4172 N. Frontage Road E. n o en a Moses Lake, WA.98837 RECEIVED • RE: 50' Fabric Covered Building 99 036.B04 w 0 R'1 4 20 a= • CAP OMMUNITY 00 •U) d. Dear Mr. Knopp' • DEVELOPMENT I- This letter is in response to the Structural Comments from the.Tukwila Building Department, File' ? No.26 -00- 005- 006 -01, dated 2/2/2000. • z o The City of Tukwila • U comment is in italics for'clarity. o. 2. The maximum overall height of this structure is 24 feet 101/2 inches per the side elevation, - Sheet. 1.. The wind load .calculations use a wind and gust factor coefficient (2e) (11'0.62; : 1— �, however, this value; should increase with'building heights over 15 feet as indicated in UBC. — o Table I6-G. WZ. 1' U The supplemental calculations use an increasing exposure and gust factor coefficient for 17: : increasing building height and show the .increase in wind load to he only 2.5 %. The maximum unity check is 0.652 for Load Combination. 3 (member 112, page 25 RISA calculations). No revision to drawings or calculations is required. 12617 231" Ave.'East, Buckley, WA .Harms & Associates Consulting Engineers 3. The reduced snow load determined in the calculations appears to he derived from the live load reduction criteria . of UBC Section 1607.5; however, the snow load reduction calculations should .be revised to satisfji UBC Section 1614: In addition,. this structure appears to have' been designed for a snow load of 10 psf however, the notes on the drawings, Sheet2, indicate a snow load of 40 psf. A minimum design snow load of 25 psf is required per the City of Tukwila. Refer to RISA calculations page 1, Basic load case No. 2. Please clam. The roof live load is reduced per,UBC Section 1607.5 and Table 16 -C, Method 2 for arch roof with a rise that is between 1/8 span and 3/8 span (line 2). This is used for members which support more than 150 sf of tributary area, 1 7714! 714.x .i..0...1',dryl o.k.43.4.4.(1....tit . i; .. &t-If /tieJee ..1!/4.4../..4.6....-0 '! El • 1 eiv l ig re4-e)it-4-.1C- L 0...t444- ): : : i e, , 1 (1, 474.5..a.,. CiI -t 45 I* cli I • • ! • 1 1 1 --/— 1 i IP 1- 3 I 1 1 I I I : 1 i ! 1 ** • • - I .1 , —4-- *i - I * i • 1. 1 I i. i .,, i ocse__ !cte,-.. rol.. IcAdel y , ....................... .. r 3 I 1 1 vot i 1 i 1 1 • I HARMS & ASSOCIATES 1632 W. Sylvester Street PASCO, WASHINGTON 99301 (509) 547-2679 Fax (509) 547-3767 1 i i 3 i I ! I 1 , i 1 • . I I i .. ... . . 1 t:L'041,f-.t I I ;"""• t I • . ck ........ p..y... h . 4:., JOB 70 •••- CHECKED BY ....; ...... • . ....... • 1 r 15 I 7k.» .,131`71 er..4 .I44.'s 1 4,k4:, ; i 1 i ! I I ' I, .. 1.. .1 1 i I 1 1 . • . . ......... ....... . 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I I i i I 1 k 4 e4 1 4-f it, 1J CL� Li I f i ) 1 .t. etl.:{�!C.ge. ` -�1 f - r.0 r;► i -41./. i i f i I i I ;........ i 1 . 1 i ' .. i f ... ; i i i I I I I Harvey Lighthouse Fabri-Steed SO ft Arched Chord Truss Pearl'S MtbiLe Melding R:SA-3D 50 Version 3.01 ============ Load Combinations 3 Job 99-036.12C4 Page: 1 Date: 1/01/50 File: SO-JD RWPE No. .•Desoription DX Fac SLC Fac 9LC Fac 3LC Vac BLC Fac SSdv 1 t:34LL • ' . Y -1 2 1 2 4 7 0 • ' 2 t14NL - • . Y -1 1 20 71 .3 8L-LLO0;5WL Y -1 1 1 2 4 7 .5 • 4,0L4C.SLI4WL Y. 41. 1 1 2 2 7 1 If -1 :. 24 1 1 6 L • 7 WL yy yy yy - „ ni ... Reactions, Lc 5 : w.., ,........................... ' Joint Forces r - Ma:rents 4 No. X . Y Z Mx my mm -K-f: X-ft K-ft----- 2 0.38 0.76 0.00 NC NC 0.00 46 -0.30 0.76 0.00 NC NC 0.00 • 5. 0.4• 0.78 0.00 NC NC 0.00 • 97 -0.43 0.78 0.00 NC NC 0.00 100 0.31 0.76 0.00 NC NC 0.00 146 -0.38. 0.76 0.00 NC NC 0.00 _ ; Totals: 0.00 4.58 0.00 Center of Gravity Coords CX,Y,Z) (ftl : 24.431, 11.420, 10.000 < Reactions, LC A - SL , ............... Joint ... Forces 4 r Mcsants . Y Z Mk My Mz K K---• K X-t. K-fr K-ft----- 2 - 2.44 2.59 0.00 NC NC GAO 48 -2.44 2.99 2.00 NC NC 0.00 5: 4.81 S.88 0.0e WC NC 0.00 37 -4.81 5.48 0.00 NC NC 0.30 :CO 2.44 2.89 0.00 NC W 0.3C .46 -2.44 2.39 0.00 KC NC 0.00 Tttals: 0.00 23.70 0.00 Center of Gravity Coords 1X,Y,Z1 (ft) ; 24,437, 13.381, 10.008 c Reactions, LC 1 Jcinz Forces = r Kccems -s No. X Y 2 Mx my mz K K K K-ft -X-ft K-ft 2 -1.17 -0.14 0.02 NC NC 0.00 48 -0.27 0.14 0.00 NC NC 0.00 -1.17 -0.14 0.0C NC NC 0.03 37 -0.27 0.14 0.0C NC NC 0.03 1:0 -1.17 -0.14 0.0C NC NC 0,03 :46 -0.27 0.14 0.0C Nr. NC 0.03 TO:s1s: -4.29 n.0: 0.0C Center cf Gravity Coordinates IX.Y,ZI : No Calzo 804.0UT 3-1-100 12:41p Page 1 of 1 •:.•11;.• -," ; .6.4;;;4c; .. Iti gi = i ,D 1:3: . • :2- k ; cr, C:u h 04 -07-00 08:39 AM FROM HARMS & ASSOC, Location Adak Anchorage Angoon Burrow Barter bland Bethel Big Delta Cold May Cordova Fairbanks Fort Yukon 70 Thermal condition* p (lb /ft 20 45 75 ]0 60 35 60 20 100 S5 . _. ,,1,....•rr_r."="111-. Table 18 Exposure Factor, C, Nature of situ A. Windy area with roof exposed an all sides with no sheltert afforded by terrain, higher structures, or trees 0.8 H. Windy areas with little sheltert available 0.9 C. Locations in which snow removal by wind cannot be relied on to reduce roof loads because of terrain, higher structures, or several trees nearby 1,0 D. Areas that do not experience much wind and where terrain, higher structures, or several trees sheltert the roof 1.1 F. Densely forested areas that experience little wind, with roof located deist in among conifers L2 *The conditions discussed should be representative of those that are likely to exist during the life of the structure. Roofs that contain several large pieces of mechanical equipment or outer obstructions do not qualify for siting category A. tObstructlons within a distance of 10h provide "shelter," where h is the height of the obstruction above the roof level. If the obstruction is created by deciduous trees, which are leafless in winter, Ca may be reduced by 0.1. Table 19 Thermal Factor, CI Heated structure Structure kept just above freezing Unheated structure Table 17 Ground Snow Loads, p for Alaskan Locations Location Galena fiuikana Homer Juneau Kenai Kodiak Kotzebue McGrath Nenena Nome Palmer C C 1.0 1.1 1.2 *These conditions should be representative of those that are likely to exist during the life of the structure. p Oh /ti 65 60 45 70 55 30 70 70 55 80 50 BUILDINGS AND OTHER STRUCTURES • Location Petersburg 130 St. Paul Islands 45 Seward SS Shcmya 20 Sitka 45 'ratitee .c 175 Unulaklect 55 Valdez 170 Whittier 400 Wrangell 70 Yakutat 175 Table 20 Importance Factor, / (Snow toads) Category* 1 11 111 Iv *See Section 1.4 and Table 1. 1 1.0 1.1 1.2 0.8 NOW) Ib /ft 27 P O4 7.4.1 Warm -Roof Slope Factor, C For unob- structed warm roofs (C, = 1.0 in Table 19) with a slippery surface that will allow snow to slide off the eaves, the roof slope factor C, shall be determined using the dashed line in Fig. 8a. For other warns roofs that cannot be relied on to shed snow loads by sliding, the solid line in Fig. 8a shall be used to de- termine the roof slope factor C,. 7.4.2 Cold -Roof Slope Factor, C,. For unob- structed cold roofs (C > 1.0 in Table 19) with a slippery surface that will allow snow to slide off the eaves the roof slope factor C, shall be determined using the dashed line in Fit;. $b. For other cold roofs that cannot be relied on to shed snow loads by allow- ing the snow to slide off, the solid line n Fig. Sb shall be used to determine the roof slope fac- tor C,. 7.4.3 Roof Slope Factor for Curved Roofs. - Portions of curved roofs having a slope exceeding 70 degrees shall he considered free from snow load. The point at which the slope exceeds 70 degrees shall be considered the "cave" for such roofs, For curved 047M-00 08:39 AM FROM HARMS & ASSOC. considered. Design methods for snow loads on air structures arc discussed in [261. The combined consideration of exposure and ther- mal conditions generates ground - to-roof factors that range from a low of 0.56 to a high of 1.01 in the contiguous United States, and from a low of 0.48 to a high of 0.86 in Alaska. The equivalent ground -to- roof factor in the 1975 National Building Code of Canada and in ANSI A58.1 -1972 is 0.8 for sheltered roofs and 0.6 for exposed roofs, regardless of their thermal condition. Recent research (3, 27] indicates that loads ex- ceeding those calculated using this standard can oc- cur on roofs that receive little heat from below. 7.3.3 Importance Factor, 1. The importance factor 1 has been included to account for the need to relate design loads to the consequences of failure. Roofs of most structures having normal occupancies and functions are designed with an importance factor of 1.0, which corresponds to unmodified use of the statistically determined ground snow load for a 2% annual probability of being exceeded (50 -year mean recurrence interval). A study of 103 locations across the United States showed that the ratio of the values for 4% and 2% annual probabilities of being exceeded (the ratio of the 25 -year to 50 -year mean recurrence interval val- ues) averaged 0.81 and had a standard deviation of 0.04. The ratio of the values for 1% and 2% annual probabilities of being exceeded (the ratio of the 100 -year to 50 -year mean recurrence interval values) averaged I.21 and had a standard deviation of 0.06. On the basis of the nationwide consistency of these values it was decided that only one snow load map need be prepared for design purposes and that values for lower and higher risk situations could be gener- ated using that map and constant factors. Lower and higher risk situations are established using the importance factors for snow loads in Table 20. These factors range from 0.8 to 1.2. The factor 0.8 bases the average design value for that situation on an annual probability of being exceeded of about 4% (about a 25 -year mean recurrence interval). The factor 1.2 is nearly that for a 1% annual probability of being exceeded (about a 100 -year mean recurrence interval). 7.4 Sloped -Roof Snow Loads, p Snow loads decrease as th sl of roofs in- crease. ene y, ss snow accumu atcs on a sloped roof cause of wind action. Also, such roofs may shed some of the snow that accumulates on them by sliding and improved drainage of meltwater. The ability of a sloped roof to shed snow load by sliding is related to the absence of obstructions nut only on the roof but also below it, the temperature of the roof, and the slipperiness of its surface. Metal and slate roofs can usually be considered slippery; com- position shingle roofs cannot. Discontinuous heating of a building may reduce the ability of a sloped roof to shed snow by sliding, since meltwater created during heated periods may refreeze on the roof's surface during periods when the building is not heated, thereby "locking" the snow to the roof. All these factors are considered in the slope reduc- tion factors presented in Fig. 8. Values for unob- structed slippery surfaces for warm roofs and for cold roofs have been reduced below those in the 1982 version of this standard based on the findings of re- cent research [27, 28, 29, 30]. Mathematically the information in Fig. 8 can be represented as follows: 1. Warm roofs (C, = 1.0): (a) Unobstructed slippery surfaces: 0 -70° slope C, = 1.0 — slope /70° >70° slope C 0 (b) All other surfaces: 0 -30° slope C, = 1.0 30 -70° slope C, 1.0 — (slope — 30 °)/40° >70 slope C, = 0 2, Cold roofs (C 1.0): (a) tjnobsigtoed slippery su(hscs: 0 -15° slope 15 -70° slope >70° slope C, = 1.0 C, = 1 — (slope — 15 °)/55° C, =0 (b) All other surfaces: 0 -45° slope 45 -70° slope >70° slope COMMENTARY C, = 1.0 C, = I.0 — (slope — 45 °)/25° C, =0 If the ground (or another roof of less slope) exists near the cave of a sloped roof, snow may not be able to slide completely off the sloped roof. This may result in the elimination of snow loads on upper par. tions of the roof and their concentration on lower portions. Steep A -frame roofs that nearly reach the ground are subject to such conditions. Lateral as well as vertical loads induced by such snow should be considered for such roofs. 7.4.4 Roof Slope Factor for Multiple Folded Plate, Sawtooth, and Barrel Vault Roofs. Because these types of roofs collect extra snow in their val- leys by wind drifting and snow creep and sliding, no 117 t P08 ct 6 VO to 0 Ill J W O u. Q: . =a H= Z � I- O Z I— W uj U� 0— 0 I— W uj' U_ 1— Z w U - O Z . 04707 - 00 08:39 AM FROM HARMS_& ASSOC. F06 Fabri - Steel Buildings, Inc. Project #99- 036,B04 March 6; 2000 Page 2 Per UBC Section 104.2.8, an alternative method for determining the roof slope factor is used. The reduction in live load was applied using Section 7.4.3 "Roof Slope Factor for Curved Roofs" from ASCE 7 -93 "Minimum Design Loads for Buildings and Other Structures ". • In the RISA calculations, Basic Load Case.2 "Live Load (10 psf ® 10' oc)" is multiplied by a factor (Fac) in the Load Combinations for the 'desired snow load. A factor (or multiplier) of 4 is used for 40 psf. Notice that in Load Combination'4 "DL +0.SLL +WL" the factor for LL is 0.5(4) =2 or 0.5(4"' l 0psf) = 20psf., No revision to drawings or calculations is required. 4. Please clarify how the reduced wind load was determined. Wind loads should correspond to either of the two methods outlined in UBC• Section 1621. The applied'wind load was determined by using UDC. Section 1621, Method 2. The total lateral wind load is applied only to the windward .quarter. of the arch, See 'Table 16 -H, footnote 3. No revision to drawings or calculationsAs required. S' A'note should be added to the drawings indicating that the selection of the foundation'.systern will .consider uplift and lateral loads from the;truss arch reactions. The building reactions are provided'on Sheet 2 (including uplift and lateral loads) for the sole purpose of foundation design.. ALL load reactions must be considered for the foundation design. No revision to drawings or calculations is required. Yours Truly, ' Harvey Lighthouse, P.E. Enclosure: Supplemental Calculations re 2 1 " • U. 0 W: w o; la ` Z o: 11.1 uil Ua :a • w w�. w Z; U ` F" z Cr 04707 -00 08:39 AM FROM HARMS & ASSOC, DATE: April 7, 2000 SEND TO FAX NUMBER: 425 -741 -3900 /// 360-897-9287 PLEASE DELIVER TO: Bryce Falkin or David Swanson //I Gary Perault REGARDING: File No. 26 -00- 005- 006 -01 FROM: Harvey Lighthouse NUMBER OF PAGES (NNCLtJUING COVER SHEET): (10) MESSAGE: HARMS & ASSOCIATES 1632 West Sylvester • Pasco, Washington 99301 (509) 547 - 2679 • Fax: (509) 547 - 3767 File # 99- 036.B04 IF YOU DID NOT RECEIVE ALL PAGES, PLEASE CALL (509) 547 -2679 P01 mx+nmranrar�vvis� �rvr+.*�,.n+.m egret SENT BY: COVERALL WASHINGTON; 360 398 0409; NOV-21-00 11:34; Nov -21 -00 11:18A EISI Engineers TO; Trevor Elliot OF: Coverall FROM: Kerry L. Complita Transmitting ( ) Pages Incl. Cover NOTE: If all pages of this document are not received, please contact the SENDER. Reference: TMS vfflanzassatrammesnammw , Comments: Trevor, As shown on the attached data from Northwest Bolt and Nut, SAE grade 5 bolts are the same as ASTM A325 and SAE grade 8 bolts are much stronger (approximately the same as ASTM A49o). Therefore, either SAE Grade 5 or SAE Grade 8 are satisfactory substitutes for the ASTM A325 specified, provided that installation was still in accordance with ASTM A325. &plita, GAMY DOCUMENTS'F.LXDOCJX)C 1900 Want Emerson Place Suite uoo Seattle, Washington 98119-1649 Tel. (nob) 284 -1181 Fax (ao6) 284 -1236 E -mail; kerry@eisi - engrs.com FAX TRANSMISSION COVER SHEET EISI Consulting Engineers 206 284 1236 DATE: 11/4,t/o0 JOB No: FAX: 360 -398 -0409 PHONE: PAGE 2/3 P.Ol jRECEIVED CITY OF TUKWILA NOV 2 1 2000 PERMIT CENTER D2OZ February 9, 2000 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review TMS Container Sales and Rentals (D2000 -033) 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. Sincerely, I1UfldLIW Brenda Holt, Permit Coordinator encl xc: Permit File No. D2000 -033 esai) C of Tukwila Steven M: Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 Reid iddleton April 13, 2000 File No. 26 -00- 005- 006 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submi TMS Container Sales (D2000 -033) 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 the drawings, 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. I / David S anson, P.E., S.E. Director, St ctural Engineering Group ram\ h:\ doc\ 26se \planrevw \tukwila \00 \t006r2. doc \bf Enclosure cc: Harvey Lighthouse, Harms & Associates Mike Smith, TMS Container Sales & Rentals RECEIVED APR 14 2000 'C V�ELOPMENT ce Falkin , E.I.T. Plan Review Engineer Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 fax: 425 741 -3900 Reicl iddleton February 18, 2000 File No. 26 -00- 005- 006 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal TMS Container Sales (D2000 -033) Dear Mr. Griffin: RECEIVED FEB 2 2 2000 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 following comments should be addressed by the permit applicant. A copy of this letter was forwarded to the project contact for your convenience. 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 maximum overall height of this structure is 24 feet 10 1/2 inches per the side elevation, Sheet 1. The wind load calculations use a wind and gust factor coefficient (Ce) of 0.62; however, this value should increase with building heights over 15 feet as indicated in UBC Table 16 -G. 3. The reduced snow load determined in the calculations appears to be derived from the live load reduction criteria of UBC Section 1607.5; however, the snow load reduction calculations should be revised to satisfy UBC Section 1614. In addition, this structure appears to have been designed for a snow load of 10 psf; however, the notes on the drawings, Sheet 2, indicate a snow load of 40 psf. A minimum design snow load of 25 psf is required per the City of Tukwila. Refer to RISA calculation page 1, Basic load case No. 2. Please clarify. 4. Please clarify how the reduced wind load was determined. Wind loads should correspond to either of the two methods outlined in UBC Section 1621. Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 z W re 2 U 0 : N0 . vOw' 111 O . uQ • N 3 I— O 2 H 0 N O t~; i ILJ LI--0 z N ., 0 z Mr. Duane Griffin City of Tukwila February 18, 2000 File No. 26 -00- 005- 006 -01 Page 2 5. A note should be added to the drawings indicating that the selection of the foundation system will consider uplift and lateral loads from the truss arch reactions. 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. \( Da B. Sw nson, P.E.,'S.E. Dire tor, Str tural Engineering Group bjr\ 26se\ planrevw \tukwila\00\t.006rl.doc\bf cc: Harvey Lighthouse, Harms & Associates Mike Smith, TMS Container Sales & Rentals Bryee Falkin, E.I.T. Plan Review Engineer RECEIVED FEB 2 2 2000 CCMU1t.U,\„) �V DEVELOPMENT Reid iddleton ACTIVITY NUMBER: D2000 -033 DATE: 2 -3 -2000 PROJECT NAME: TMS CONTAINER SALES & SERVICE XX Original Plan Submittal Response to Incomplete Letter # _ Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division 610 Fire Prevention ki )v/ t- Z- t5.0� Pu lic Works Structural XI lv Z-� -ca 14 Str Hp 't -13 -oc� DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Nib PLAN REVIEW / SLIP Incomplete TUES /THURS ROUTING: Please Route Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Approved Approved \PRROUTE.DOC 5/99 Approved with Conditions PlanninDiv ision tM 2'g-C7 Permit Coordinator DUE DATE: 2 -8 -2000 Not Applicable Comments: No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE 3-7 -2000 Approved with Conditions I I Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Not Approved (attach comments) REVIEWER'S INITIALS: DATE: z re w. 6 . 0 co O. CO X: • in 0: g a C Da: v, x _! • z � F-0 Ill id U � .0 N : D H. Ill w. 11 O w z • Ui 0 z. REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST. # EXP. DATE CCO1 PEARLMW0440Q 04/28/2000 EFFECTIVE DATE 09/18/1996 PEARL'S MOBILE WELD 12617231ST AVE E BUCKLEY WA • Sig ls+ted' by . ' = ' ARTMBNT OF LABOR AND INDUSTRIES, ° v Ark v �JI II II SADDLE P` RLIN II IL— II ,, II II II ��CROSS PURLIN II II II II SADDLE P 11 �'" I II II Ire° II II I ° II _i_iLCROSS PURLIN i y 'll II H 10. -0" TYP v 1/4"95 CABLE �J f \ \ \ SADDLE PURLIN ( II 4 ® 10' -0" = 40' -0" PLAN VIEW SCALE: `YTC -1 -0 , -- II 1 {{ II II If -lr ' , SIDE ELEVATION SCALE: 116 " =1' -0" CROSS PURLIN FABRIC COVER SHIPPING CONTAINER PROVIDED BY OTHERS ALE COPY I understand that the Plan Check approvals are sutlect to errors and omissions and approval of plans does not authorize the violation co n adopted code or ordinance. ii alp tfed9p - rector's copy aP ➢rov�QP BY Date AO' Permit No PEOISIR €O FOR, MECHANIC CIe ECT RfCAL a P,aDfi C O ', `t.J aJ 8' -6" FRONT' ELEVATION SCALE: 3 46 =1' -0" REVIEWED This plan was reviewed for general conformance with the following: fD Scructu:tI Provisions of the Uniform Building Code O her- tIru.:tural Provisions of the Uniform Building Code • !•i Washington State Barrier -Free Regulations (Chapter 51 -30 WAC) O Washington State Energy Code (Chapter 51 41 WAC) The project applicant is responsible for conformance with all applicable codes, condition, or approval, and permit requirements subject to the requiremenu and interpretation, of the governing authority. This review does not relieve the Architect and Engineer or Record of the responsibility fora complete design in accordance with the laws of the governing jurisdiction and the state of Washington. Itliiadietloe G I , � or= --- J i Date fir'/ / Z-- O REIPAIIDDLETON. LNG Code Review Consultant ov - woo APR It 2000 RECERV7:7 APR 1 4 2000 COMMUNI i _. DEVELOPMEI :l REID MIDDLETON FEB - 9 2000 L.) Q Li! Q p , rY 0- E • I4 r 0 0 Z<5 a ll] 0 me E mow• W I— J Q L_ OWN M ut N n U � Q CIT VOFETUKW � 12iH1! PERMIT CENTER DATE 12/21/99 PROJECT NUMBER 99- 036.B04 SHEET NJ.. 1 OF 3 BUILDING REACTIONS LOAD HORIZ (LBS) VERT (LBS) DL 400 — 780 f SL 4810 - 5880, f WL 1170 — 140, 270 - 140' 1840 -- 2250 / TYP CONN SCALE: 11 " =1' –O" TYP SADDLE CONN SCALE: 1'/ " =1' -0" I �! L 4/.31/2" BOLT E416x4x0' -61/2" W/416 WELD 5 /a" NUT AND WASHER je t, TYP CROSS CONN SCALE: 1 " =1' -0" 1x1 BOLT W /NUT (11 REQ'D) 5 /4x21/4" BOLT W /NUT (2 REQ'D) O ELEVATION SCALE: 1/4 " =1' -0" SHIPPING CONTAINER PRO 'ED BY OTHERS NOTES 1. ALL WORK TO BE DONE IN COMPLIANCE WITH LOCAL BUILDING CODES AND ORDINANCES. 2. STRUCTURAL MODIFICATIONS SHALL BE APPROVED IN WRITING BY THE ENGINEER OF RECORD BEFORE IMPLEMENTATION. 3. MATERIAL SUBSTITUTIONS SHALL BE APPROVED IN WRITING BY THE ENGINEER OF RECORD PRIOR TO USE. 4. DESIGN CRITERIA: A. SNOW LOAD: 40 PSF B. WIND LOAD: 90 MPH, EXP B C. SEISMIC ZONE: NOT CONSIDERED D. FABRIC COVER: 25 FT –LB TORQUE AT TIE DOWNS E. BRACING SYSTEM: TRANSVERSE = TRUSS LONGITUDINAL = CROSSED CABLES 5. LOCAL GROUND CONDITIONS MUST BE CONSIDERED WHEN SELECTING FOUNDATION SYSTEM. FOR SOIL CONDITIONS OTHER THAN THOSE STATED HEREIN, FOUNDATION SYSTEM WILL REQUIRE MODIFICATION. 6. THOROUGHLY READ AND UNDERSTAND ASSEMBLY DETAILS PRIOR TO STARTING CONSTRUCTION. 7. 10 FT TRUSS SPACING SHOWN. 8. THIS PLAN SET IS FOR SHOP USE, ASSEMBLY AND FOR PERMIT ACQUISITION. MATERIALS A. PIPE: B. C. D. E. F. G. H. J. K. 20M 3 PLATE: WELD ROD: ANCHOR BOLTS: EXPANSION ANCHORS: STRUCTURAL BOLTS: WIRE ROPE: CONCRETE: WOVEN FABRIC: TIE DOWN STRAP: DIMENSIONAL LUMBER: AWED TUBE Se CONDUIT (GALVANIZED' 2.875" OD = 12 GA, GR 60 2.375" OD = 13 GA, GP 60 1.900" OD = 16 GA, GR 40 1.315" OD = 16 GA, GR 45 1.000" OD = 16 GA, GR 45 ASTM A36 E70XX ASTM A 307, GR A OR HILT KWIK BOLT II NOT USED ASTM A 307, GR A ASTM A 475, 7x19 IWRC CONSTRUCTION NOT USED NOVA –THENE WOVEN POLYOLEFIN FABRIC (10 OZ ) CALIFORNIA WEBBING INDUSTRIES, INC. 2" WIDE POLYESTER TYPE 7828 NOT USED REVIEWED APR 1 2 ZOO REID MIDDLETON, INC. CID 0 m rn 0 to 0 WI 0 0 cn Q cn cn UI a rn CD z 0 TE 12/21/95 PROJECT NUMBER:.. 99- 036.604 SNEET N'UMBER: D - - z m ©' F L� < Lii> a' LIJm3 > W > 0 ( Z U 0 72.' E_3 Q Q VII LL O b)N I 0 0 N cr Il' < 0 ) RECEIVED . D - 3 ... PERMIT DENTE END TRUSS ONLY 23A ''S 6 YP • 31/2'R 3 /e Pr \- 25'- 3 "R 2 "4 3" 2" SCALE: oAs " =1" - x2" BOLTS W /NUTS. (4 REO'D) I I" lO �u MATERIAL: 5 /16" PLATE TRUSS COUPLER PLATE 10' -0 ( 1 1 ARCH SECTION FOR 50' / SCALE: Y " =1' -0" MATERIAL: 5 /s" PLATE c - D END TRUSS COUPLER PLATt SCALE: 346 " =1" SCALE %" PURLIN ASSEMBLY 44.0" END FRAME 3 "R 1.315" OD TRUSS — FRONT VIEW 0 3 66 TYP CABLE CONN TO ARCH SCALE: ,34s " =i SCALE: 3 /16 " =1" END TRUSS ONLY RUN CABLE OVER SADDLE PURLIN TO COUPLER PLATE VI= - TOP TUBE OF TRUSS TOP TUBE OF TRUSS-, 3 80 END SUPPORT BRACKET ASSEMBLY SCALE: 316 " =1" END SUPPORT BRACKET 90 "0 CROSS PURLIN SCALE: FRONT VIEW (73 TYP CABLE CONN TO' BASE SCALE: 346 " =1 INTERIOR FRAME SADDLE PURLIN 9' -93%" 112 " 4° f � L000-0 FRONT 'ELEVATION SLIDER CONK 11l SADDLE PURLIN — BOTTOM CHORD SCALE: 346 " =1" 3 J SCALE: 346 " =1" 7 / SIDE ELEVATION REVIEWED APR 1 2 2000 REID MIDDLETON, INC. rn o x 0 E J L�J 0 QF 1.--cog; i W' C' • w O v UQo� m • �wa < U 1- 0 O M = J� U Li Q m C, c oa� Q • RECEIVD (I') CITY OF TUI(W '`'1111 i(4:1 1' PERMIT CENTER DATE 12/21/99 PROJECT NUMBER 99- 036.B041 SHEET MAW. 3 OF 3