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Home My WebLink AboutPermit D2000-163 - NORTH HILLS APARTMENTS - HANDICAPPED SPACES CARPORTNorth Hilis Apts 5750 S BI D2000-163 u City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Contractor License No: STEELL *044MU Permit Center Authorized Signature: DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 115720 -0351 Permit No: D2000 -163 Address: 5750 SOUTHCENTER BL Status: ISSUED Suite No: Issued: 07/06/2000 Location: Expires: 01/02/2001 Category: NGAR Type: DEVPERM Zoning: RCM RMH Const Type: Occupancy: PRIVATE GARAGE Gas /Elec.: UBC: 1997 Units: 000 Fire Protection: Setbacks: North: .0 South: .0 East: .0 West: .0 Water: N/A Sewer: N/A Wetlands: Slopes: Y Streams: OCCUPANT NORTH HILLS APARTMENTS - CARPORT Phone: 5750 SOUTHCENTER BL, TUKWILA WA 98188 OWNER NORTH HILLS APTS. Phone: (206)621 -8224 C/O RCM CORP., 600 1ST AVE #620, SEATTLE WA 98104 CONTACT JEANNE HARRIS Phone: 503 - 643 -6785 7075 SW 130th AVE, BEAVERTON OR 97008 CONTRACTOR STEELPORT LLC Phone: 503 - 643 -9785 7075 SW 130th AVE, BEAVERTON OR 97008 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: CONSTRUCTION OF A 368 SQ FT DETACHED CARPORT (2 HANDICAPPED SPACES) ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 5,630.40 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood 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: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 211.16 *************************************************, r.*.* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. (206) 431 -3670 Date: j id:0 X00 7-6 6 a Signature:_ ' � Date: Print Name:_ This permit shall become null and void if 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. N1 i la ... .L+m'E�nw* inn: wwty, �mgF�yr ...,.wm.,•,.e,,�q?' ^��r°:'.,.« Mrs* w.* me, remnwum�akar `±gw!A,�fm�,iwNiMM!!> fug' �kiaM1�' nSMA.'' fi'�+:?fN1ttY,q!a',M�1iYx! »blp4 :. .iii Address: 5750 SOUTHCENT Suite: '(• eriant: Status: ISSUED Type DEVPERM Applied 05/25/2000 Parcel if 115720 -0351 Issued: 07/06/2000 *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Conditions; 1 MTNIMUMROOF SLOPE 1/4" PER FOOT, PER UBC 1506 2. No changes'` will be made to the , plans .unless approved by Engineer and the Tukwila Building Division. 3. When special inspection is required .,either the owner, architect or engineer shall notify the Tukwila Building D.i v i 5 i on of , appointment of the inspection agencies prior the ,fir•st``bui lding inspection. Copies or ali special ;•inspection' reports sha ll be submitted to the Building Divislon'in,a timely mariner. - ;Reports "shall contain address, project name:, permit '. number and type of inspection being performed. The special .inspector shall submit a final signed report the work requiring' special inspection was, to the: ; best of the inspector's knowledge, ;in. con Formance with approved plans,,and specifications and the applicable workmanship provisions of the UBC. All construction' to be dome in conformance with approved plans arid ";.requirements of the Uniform Building Code (1997., Edition) as amended, Uniform Mechanical Code (1997 Edition) , and Washington State Energy Code (1997 E d i t i o n ) . Notify the City of. Tukwila Building .Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (248- 6630). 8. 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. 9. All structural concrete shall be special inspected (UBC - Sec. 306(a)1). 10. All structural welding shall be done by W.A.B.O. certified welders and special inspected (UBC - Sec. 306(a)5) . CITY OF TUKWILA Permit No 02_000 -163 Project Name/Tenant: NORTH HILLS APARTMENTS Value of Construction 4 - 8 ,. ;: 2 Tax Parcel Number: Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse CI Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ SchoolCollege /University a Other PARKING Site Address: City State /Zip: SOUTHCENTER BLVD, TUKWILA , WA 98188 Property (MOW AGENT : OLYMPIC MANAGEMENT Phone: (253) 896 - 4100 X 218 Street Address: , City State /Zip: 3077 20TH STREET, STE D, FIFE,WA 98424 Fax #: (253) 896 - 3900 ❑ yes [ no Ot;7 quantities & Material Safety Data Sheets Contractor: STEELPORT,LLC Phone: (503) 643 - 6785 Street Address: City State /Zip: 7075 SW 130TH AVE, BEAVERTON, OR 97008 Fax #: (503) 643 - 6785 Architect: Phone: Street Address: , City State /Zip: Fax #: Engineer: TIM COVERT Phone: (503) 228 - 0426 — Street Address: City State /Zip: 312 NW 10TH AVE, #200, PORTLAND, OR 97209 Fax #: (503) 228 - 6639 Contact Person: JEANNE HARRIS Phone: (503) 643 - 6785 Street Address: City State /Zip: STEELPORT AS ABOVE Fax #: (503) 643 - 6785 Description of work to be done: CONSTRUCTION OF CARPORTS Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University nOther PARKING Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse CI Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ SchoolCollege /University a Other PARKING Will there be a change of use? ❑ yes ®Xno f If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm ort none ❑ other (specify) Building Square Feet: -0- existing 3 (0.B new Area of Construction: PARKING LOT 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 [ no Ot;7 quantities & Material Safety Data Sheets CITY OF TUKWILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 ew 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. AP P09ANT .R EQUEST "FOR ^,�ITF./Cj�ll .) PL `AN'RENIHIfVOFITHE)iFOL'LOWI G�;ti i� i'�t` °` +a � i 1 1 :� �� ;k�atD�S (dJtlori�l;revlQws may, <be :deternnJnedby: the.. �P,. ullc .}Work$;Department),,:r#.w,;�a #1(3 ; r at) ❑ Channelization /Striping ❑ Flood Control Zone ❑ Moving an Oversized Load: ❑ Sanitary Side Sewer #: ❑ Storm Drainage ❑ Street Use ❑ Water Meter /Exempt #: ❑ Water Meter /Permanent # NCPERMIT.DOC 1/29/97 Size(s): Cg FOR STAFF USE ONLY Perrtlit!N U 0 Private 0 Public 0 Water Only ❑ Curb cut /Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s) ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. Start Time: End Time: ❑ Sewer Main Extension 0 Private 0 Public ❑ Water Main Extension 0 Deduct Size(s): ❑ Water Meter Temp # Size(s). Est. quantity: gal Schedule: ❑ Miscellaneous NONE OF THE ABOVE ARE APPLICABLE Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is Issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date allon cep 00 DatWdiak.-00 alica ' xp A ppllc ion t ker�y :sJ PLEASE SIGN BACK OF APPLICATION FORM z z . re ~ w J 0 0 J U U. WO St2 I- W I— _ z � I— O Z H. W Dr ON 0 H W H LL O . W Z co H O 1- z • BUILLIIIG NER I#'AUTHORIZED AGE . + ��, "� « , PORT r HY:,T• r ~, ... 4 .T < ; , r,, ' ; ; -;,. � " , j �� , :,,t ,r�;`��ta _ L = j `� -� 4 Signatb' LLC Date: 57 r Print name: _ 'T 9 NdE J ∎ P �� / S r / Phone: 503 s 5 Fax #:503- 643 -6795 Address:7075 S 130th AVE City /State /Zip: BEAVERTON, 01 97008 ALL NEW COMMERCIAL /ADDITION /M FAMILY PERMIT APPLICATIONS MU E SUBMITTED WITH THE FOLLOWIN L bRAW 1 iiTQ 14 STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN D BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED 0 ❑ 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 : ❑ ❑X 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). ❑ E# Vicinity Map showing location of site ❑ Building Elevations (Include dimensions of all building facades and major g Eitmw ygv ❑ fl Mechanical Drawings - ENGINEERING ❑ Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) r ❑ Architectural drawings ENGINEERING ❑ Specifications (if separate document) ❑ to Structural Calculations - SEE ENGINEERING ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ ❑ Height Analysis ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer El ❑ Topographical and Boundary Survey 1 ❑ Tree Coverage Analysis (Multifamily only ) fa ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 • gi ❑ 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 EY ❑ 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) 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 ". > �;;: ,..i :_:..�.a i`. ,. �.;.;. ,:..,,. .�. _ii. *.., c..;. Y ,. r,4:. Build(ng +bw0i7A. r�co trectoe dlhorized�Ageht ,tf ?he appl(canl lsrother tha�tthe owner r�glstaCed aj aket peal b ;II /4W notarized:letteriroltl ll�e pYoperty;gyvner, alrlhp�fzJRgat tri to, s0mlt this: perii).4 11c'a'tion aocf obtait the pe lni.1.4 lJj ti f .40. fed_ i*P.4(1.0 10,0001/14110:6W I HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERMIT.DOC 1/29/97 P liesatemetereressamettemmeremeratatt.:- z w ce 00 co J I- 0U. w co O • w Z H t ZO w • w U � 0 I- w W H IL. ii 0 - 0 H z rr *** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** C'TTY OF: TUKWILA,. WA L2f)(0,-1( TRANSMIT * * * * * * * * * * * * * * * * * * * * * * * *` * * ** * * * * * * * * * * * * * * * * * * * * * * * ** .TRANSMIT Number: R9800313 Amount: 85'.91 07/06/00 11 :29 Payment Method: CHECK Notation:'STEELPORT Init: WER D2000 -163 Type: DEVPERM DEVELOPMENT PERMIT 115720 -0351 5750 SOUTHCENTER BL Total. Fees: 211.16 85.91 Total ALL Pmts: 211.16 Balances .00 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Account Code 000/ 322 000/322.100 000/345..830 000/3.86.904 v'e vati. Permit No Parcel No: Site ''Address This Payment Description BUILDING NONRES BUILDING RES PLAN CHECK RES STATE BUILDING SURCHARGE '3736 07/07 0717 TOTAL 1337.4i Amount -125.25 125.25 81.41 4.50 r�,'p¢,�� ,;i•r,7Jcilr'.i.1? I �!.iiS.h��iiu '�lit�lvl.i 1'YSESL d k.♦ Y.. L•. EaSit�. �i� LE.3.'4CJ.:S�.'6114111].�.' , • d inta;,� $;1aaL ;+, : r�•Hk �::.4„ i 4 #e..it ,,Ap, Y• {i {i i D U0 : N 0 CD J . w to 3 w' 1— 0 Z w w w W` I O � ui z U N . * * * * * * * * * * * * * * * * * * * * * * * ** ** *********************************** CITY OF TUKWILA, WA - 000 , TRANSMIT TRANSMIT Number: R9800291 Amount.: 125.25 05/25/00 14:39 Payment Method: CHECK Notation: STEELPORT LLC Init: WER Permit No D2000 -163 Type: DEVPERM DEVELOPMENT PERMIT Parcel No: 115720-0351 Site Address:, 5750 SOUTHCENTER BL Total Fees: 211.16 Total ALL Pmts: 125.25 Balance: 85.91 ********************************* * * * * * * * * * * * * * * * * * * * *c * * * * * * * * * Account Code Description Amount 000/322:100 BUILDING - NONRES 125.25 4611 -05/26 9717 TOTAL 2002.20 Project . �, � !� / of Ins lion . -1)7e/001.) Address: called: Special instructions: Date wantedo 04, cv 60. p.m. Requester: Phone: Ii INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: n ..;7 :4.: ;.; t.::Zee. iad..l:4a.. PERMIT NO. , J' (2.0_6)431 -3670 A pproved per applicable codes. El Corrections required prior to approval. n S47 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: �a'�Z Y.✓.ta'�.[rn�� :".aL<*,t�t.L:frs: + e 3�.i.:rv.rio'.'�'.f�`..�',S�i' ysb {s�xrsi Al14,414 21M'i t;Pda.�rii;Pi;lti�sia Project:, .. /� , / `s �l / Type of Inspection: /�? - Tls S j /!//�(// Address. /�� ate called: �J Special instructions: Date wanted: `��,� _ a Requester: Phone: INSPECTION NO.,,,.' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 Apprcved per applicable codes. ,' INSPECTION RECORD Retain a copy with permit (206)431 -3670 Corrections required prior to approval. COMMENTS: $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: ..::•J+ v.�k+�. Jr..a�.r. .a .u.n ...�... _.a ....... «... ai.,. ... ..w.:. -. .n.,..4.. ....�,�... .,4..� .n...,...J :�:.w.J 4«r2{$.4ra4:41 titliTw'6u.'7:1.': L.irt... +s ^ .u�;s%,iu m�.�A tr kO dA.041∎444r; NORTH HILLS APARTMENTS 5860 Southcenter Blvd. Tukwila, WA 98188 May 24, 2000 Standard CARPORT D2000 Steelport L.L.C. DESIGN LOADS: Roof Load = 27 psf TL (25 psf LL) Basic Soil Bearing Pressure = 2000 psf Wind 90 mph Exposure B Seismic Zone 3 (does not control) CITY OF TUKWtLA APPROVED JUN 2 0 2000 ma) 6,N iJT b �iG Cn f{?t+1 TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10 Avenue No.200 Portland, Oregon 97209 Phone:228 -0426 163 C.. PY I understand that the Plan Check approval ::are subject to errors and omissions ,rnd appro al of plans doer not authorize the violation o+` ar y adopted code or ordinance. Receipt of t. c ' ?r" Job No. 4234 Fax: 2281 Ew'= e) l°! 2 5 zooU PERMIT CENTER U S W w ' LL w0 J' ..Q co _ � W 1 0 z E- , o rA w w ` 1 - U' U. o �i o ff` z TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10"' AVENUE PORTLAND OREGON 97209 (503) 228 -0426 STEELPORT CARPORT: MATERIAL NOTES 1. Materials: Concrete 2500 psi at 28 days Slump (ftg) 3" to 5" Portland Cement C -150 5 -1/2 sacks per cubic yard Aggregates per C -33 3/4" maximum aggregate size Water per C -94 Concrete Temperature 50 -90 F Air Entrained 5 -7% Note: The concrete supplier shall assume full responsibility for the mix design and the overall performance of the concrete. Rebar ASTM A615 Grade 40 Lap splice 40 diameters minimum. Steel ASTM A36 (Structural Steel) ASTM A307 (Bolts) ASTM A446 Grade E (Roof Panels) ASTM A924/A653 Grade 50 (Beams) ASTM A570 Grade 50 (alt beams) ASTM A570 Fy =55 ksi (Tubes) 2. All footings to be founded on firm, original subgrade. 3. Typical Concrete Footings: 16" diameter x 3'3" deep with (4) #4 x 36" verts evenly spaced. :ayi6dir::iau: EE%PIRA?r DOE 1,1,13 ON] ] �W` U 00 coo co u- ._ W 0 ! g a ' z 2 n D o o RI 0 H w W O s Z U co o z 231 i "r�jL POJZ— RooF ?LAr 3G L . % I-IR•ZBS" (29 6 --;� if%PIPAIION QAlt 12 1 �1l ' 2 /1 0o;9 U Q' CO u , V) W W o LL Q.. co 3 ? F O, W Ws W Wr F w z U N ; O Z ee_1 P Ng-L56 (RooF oEcK) u u6AtJ C€O M .. ...n . +In.i /lATC 1.. 17 1 I A71 1 25 PSF -t- l PS F CDL) = Z( PSF j. 0 4 5 d' T O 10 USE 208 #lam — V- I (oo ° la t ZIi it t 4- t - PIG -t */ NI? -Z8& a K 8o (2q &7%.) ) 4 q 208 % M() Max 208 11 7.c e. (Zo ?) ix, 203 (2 %) A4 ,ka,c = Zl ` lct . L- 224- #! Cog-) .G_P - 1-}R 2135 212 #? Fes, CI 4) fo. (13,o8)L \ J a 22¢ # l .�t. 30G . /Lk— = 280 210 * lam. = 2r t 288 " . # = Zb Zqo lam. 286 47 24q117 -�.. 2s8 41 Y46. = 26 5 1 . 28 J -- 263 a C.) 0$ N W J �> NIL, W 0. ' Jr co D F- W W W U 0' o CO' ■ ±0 H;. WW' o UN I Z 4.23 1. t° STRESSES : c+) . O7/ t- 1-- 36.41- ( .4(a ) m - 2o (.48 F7 A (3 8 4)( t °°°(- C 47 4") (5y. 0 022)6Z4o) I SlAif ovea 140 415" EXPIRATION DATE:121710 1 42.34 CoM �u 6 Ls l^ .. 25 Psi VlC waST Hf..2sa `' _ (-t - D. ot.75 " x = . 04,63 S� .0 ?60 ; ^ 3 nQ t = 2.60107 Kl CL. �x x S it tl R . i't • .04 1 .. • 4 ' .0(.35' I4 k" 2 . 2784. l it . 4°- I ID'- h(- = (24.)(4) /1 000 /4t = (20(to.33) /8 03.5)(3.83 >2) 2. q - 7 (67) `L° Close... dry a6a(n. 1 ? &tVE6.1 rf ('e .no ._.._..........._.- ( BeKdL _ aeKdc:.,) I d .1 I ,1 rs F (L-�•D) 1 4-e 2.5 /4 •t = (04)(10 - 1.25) = 2.6S MKST REpucC 44611-14A4 4. a 4•6." 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MO 1E :11PM1 VIC .3T Hiles us 6aaAoa hewed Tables • SAM pwpeedee Aid dte us admitted is accanbtacevidi 1916AteS • 144- k Ow d!{endro ide • 114i- bAttend%dllMealod . • W • AlLsoaeeeaobte a battered wlgd►. • lbw fp* aee torpid wood Pam* paibm, Main sod all a tsi atbe &aped to=MA lads bold a SIisad, • Afinwlile oN N limed eaaem bra ambawd$33. %fag*la • AWN* lo deOrdd odoas bend as d tt"e'Hmbidona &Q. • wltwrtabidlb pod lop Isle Mudd Ow elloewbl4 Ind wanks it do oast Maker weft wig atttanpeeol tM► nut be*Kist , eattelei . that assal�eedfaeddclnaed. • Wane *rag NmenorAtood Spa afal -36 0.01750 NO.356 P.2 /4 i.Npa1t IlnnwR7pa r q v gnim rmoloveM141 V .�i r aWrgolt7 'FEB. 8.200® la:13PM1 VIC ;T T® CAL ALLOWA1112 LIVE Al b vino LCD! =.I.E ,iwA L:+ a =l ...+ NMI .111101131. .0 E Mir !EMS NMI MOM 46.6 MUM MEN 1.11111111111111111111111111 11111031111111F29111/1/M111111111111111111111 MUM 1111111M1 WEN .0 MEM IIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII MEM 263 ' NEM EfManNii MIMIIIII 111111111111111111 EMI IIF*A, Ld wills mom EMI wow iw'isaEa.Im mom ipruilill1111111111111 I- ii =11 MIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 1 .Prirrr- am 1111111111111111111111111111111111111 SPAN EMI EMIR EMI lE' o MIN 1111111111111111111111 MIMI — NOM NEMMfa'1111111111•1 MIN NUM 1111111111111 MIII MIMS MEDI MIMI MEM MIMI NMI urFullaila 34.0 11111.11111111111 [ Inn . 1111111.1 6 7 1D al111111111111111111111111111111111111110 .111111111111111111111111111111 a • 10 MIA 1,0 22.0 *All IIIIIIIIIIIIIIII mum apical wag MUM MIN IMMO Malin WPM Wall II/ ii All MEM MINI MIS In= Nikill 71.3 WPM MN= _T._ NM= _ 1111111111111111 111111111 IMO NM 1111111111111111111 MN WMKM NMI ATM MIMI MIMI 111111111111 NMI NMI SEIM NM MEI EMI IONE all= MIN NOR • 7loa‘pe6 6fbioIctORD bodes Ribs go • =M it allewldo lb Jowl lard ma aaaro ]isildioa • U, (ll) li allows iiraiodivad oa *QOM lbaipoioa afir/Iao • WL is Mond& wind load wal bas beta Wood d by 13-113%. 91blaoasAL. ad Span Tablo d:WM.3d 0.0175) N0.3562 P.3,4 z 1 w re U 0 co 0 w= w 2 g Q N 21 F. w z � W w U� u) 0 - ca w h u. o z W co O ~ z _1 d0 — 0 a 3 2S BEAM (F 1.5i.) S�GI Porgy 341 o n T , o" 1 18 o o ff BM. Cr CAL . Co•• CoL BM 0 COL.. r B•.- - x l 0 x 14 674 . J SEAM. (STL) COL.= 3" sq. x o.oa 5 1 s'ri- _ TuSe F2AM I kl& ?LAN\ .0 3 11 Sq. COLUMN 9" C F S KE E ) 'EXPIRATION DATE:( 21711.. I I S '3(20422- 11 m m . o ll : N o . o c, is E • mm 'o ff . m = cc° io ._ m g •'$ C) c c wkwa,a1, - woks • m Z QS ->rw9 £59 V /-b2bV iVJ$t1 ET _59 - A S A 4." 7 b• i = Z "5 „ sLO 4 y1 x= LL 521 V ,81 ,b I '141 1, £ 4 •1? + V b9(£8 '5Z) = N og (OS/ON/QV • Wt3 - a iS 6EAM BRAce OeTA •. • s�� I 5 -1,1, # 12 TeKS s crzew S oC 12."014.. Cro'.) 13R. c€ : L 1 /2 " x 34� x 2`t' mss. �_gA �cvr�. rinH rstc �+� 111/1i ( 1" in w . w 0 ga = d` mow! �O Z Ff w ; 2 0, M 0 0 w w' I 0 Di w Z, w co 0 ' Z i X= T 5" . 0375 • 1.3137 (h. /1/ s/ 3.25" _ = 1941 (2) A4 2 Yc 1 2. S Y . 231 IK S•2S (3:10 )232s" If 1.313 - 7 • (.831.3" .2t'S 2.81S' . 2415 b 2.815 , .29Y a I. 62s 1' NA (.uzsX. ") + (.2stS96.c2S + (.037sx7.212s) -3825 1K• .2141. + 61125)(1.214 (.o075)(1.81 .6330;(. .511 CP _ 1 b = . 3095" L = 17. u If .50" (.0375) @ 3.2(zS" ar^� -vs = (• 1 78 (1 _ . 2144. t C2)60314)0 -5 75) .375 tr.f Il OREGON ?2, N9 nM OVEN (EXPIRATION DATE: 1 2 1 101 .IRATION D 4Z39- Si P. ColAVRL Rio J FLT4 - 6f2-44-c41.1 4 : 3' x to" x 14- • (AT c. rn leve -) F = 55 i.. 0 4 S - 3.62.t -C - 3 I. S ACto2 = L-- S —=- Cbd t7 sec • 54 ( -) Ai 2 . gb I 1 L AAA x = , . L(. 473) 80 _ . luH -r 1 tzao-c -e- l3°TToM, .Ft.A -1J M , = C. v. M = 1.S9 C 1, (28) _ O. i < go (1.2‘yloyg33) Nom: CO III 0 II W O; N om` P- uj (�) 0` ; O Nr '0 1 ,W w; o W Z ' r. z Section Properties Size (in Inches) Gauge g t (In.) rn.xnvr. Aau (In') x•x Axis V -Y Axis I (in.') S (In.') r (In.) i (in.') S (In.') r (in.) A B A 4 2.25 16 0.060 .5751 1.5072 .6922 15849 .4821 .3621 .8964 13630 13644 1.0137 1.2591 14 0.075 .7406 1.8593 .9095 15746 .5983 .4525 1.1117 6 2.25 16 0.060 .6951 3.9147 12067 2.3317 .5611 .3792 .8932 .8827 13906 14 0.075 .8906 4.8560 15846 2.3229 .6974 .4742 1.8360 3.0690 1.1117 16 0.060 .8151 J 7.7599 1 .8059 3.0394 .6175 .3895 .8803 .8573 8 2.25 14 0.075 1.0406 9.6526 23654 3.0320 .7681 .4872 .8553 13.6001 3.4000 12 0.105 1.4700 13.3501 3.3375 3.0136 1.0648 16 0.060 .8374 8.7631 16 0.060 .8606 83893 1.9502 3.0892 .9861 .6829 3183 .8511 1.0467 8 2.75 14 0.075 1.1001 10.8302 2.5684 3.1028 12288 .6490 1.0451 12 0.105 13 0.090 1.3495 12.9219 31267 3.0938 1.4703 .7805 1.0436 16 12 0.105 15750 14.9863 3.7466 3.0847 1.7093 .9118 1.0418 8 3.25 16 0.060 .8917 93305 2.0323 3.1175 1.4601 .6602 12333 8 3.25 14 0.075 1.1435 12.0067 2.6777 3.1632 1.8214 .8272 1.2320 1.6684 6.6475 12 0.105 1.6637 16.6309 4.0841 3.1454 2.5437 11664 1.2301 1.1124 16 0.060 .8471 103031 2.0470 33834 .6400 .3932 .8433 9 2.25 14 0.075 1.1156 12.8196 2.7942 3.3757 .7964 .4919 .8414 33991 1.6698 13 0.090 13501 153051 3.4011 3.3670 .9517 3910 .8396 4.0074 3.3918 12 0.105 15750 17.7611 3.9469 33581 1.1047 .6897 .8375 13.4717 2.2929 16 0.060 .8694 131989 22659 3.7219 .6597 .3963 .8290 10 2.25 14 0.075 1.1906 165491 3.2485 3.7137 .8212 .4959 .8273 232581 12 0.105 1.6810 22.9749 45950 3.6969 1.1423 .6974 .8243 10 3,25 14 0.075 12879 20.2.399 3.6191 3.8721 1.9575 8459 12042 283911 12 0.105 1.8712 28.0998 55115 3.8559 2.7314 1.1902 11022 12 2 25 14 0.075 12741 25.8456 3.9566 4.3755 .8625 .5020 .7993 36.2465 12 0.105 1 .8900 35.9288 5.9881 4.3601 1.1979 .7042 .7961 Section Properties Size (In Inches) Gauge ' t. (In.) mums aaga (In') X•X Axis Y Y Axis I (In.') S (In') r (In.) 1 (In.') j r (In.) 1 x -y (In.) A B 4 2.25 16 • 14 0.060 0.075 .5735 .7402 15708 1.9425 .7917 .9572 1.6202 1.6126 1.1117 13906 13630 13644 1.0137 1.2591 6 2.25 16 0.060 .6935 4.0170 12364 2.3647 1.1117 12440 15776 14 0.075 .8902 4.9900 1.6392 2.3587 13906 1.2451 1.9648 16 0.060 .8135 7.8967 1.8360 3.0690 1.1117 1.1515 2.1414 8 2.25 14 0.075 1.0402 9.8315 2.4238 3.0644 1.3906 1.1525 2.6705 12 0.105 1.4626 13.6001 3.4000 3.0494 1.9477 1.1540 3.7187 16 0.060 .8374 8.7631 1.8815 3.1232 1.7734 _ .6520 1.4050 2.9220 8 2.75 14 13 0.075 0.090 1.0651 1.3093 11.0091 13.1362 2.4331 3.0975 3.1325 3.1251 22188 2.6648 .8180 .9851 1.4063 1.4075 3.6445 4.3636 12 0.105 15676 85.2362 3 .8091 3.1176 3.1093 1.1527 8.4084 5.0769 16 0.060 .8535 9.4734 12908 3.1440 21517 1.6634 3.8218 8 3.25 14 0.075 1.1093 11.9972 2.5282 3.1659 3.3179 1.6649 4.7672 12 0.105 15869 16.8767 3.7435 3.1761 4.6570 __ 1.6684 6.6475 16 0.060 .8451 10.4570 2.0750 3.4117 1.1117 1.1124 9 2.25 14 0.075 11152 13.0186 2.8541 3.4064 13906 1.1133 13 0.090 1.3451 153411 3.4536 33991 1.6698 1.1142 12 0.105 13676 18.0335 4.0074 3.3918 19477 _ 1.1147 16 0.060 13.4717 2.2929 3.7492 1.1117 16*N 1.0770 2.7052 10 215 14 0.075 16.7667 3.3096 3.7427 13906 1.0779 33761 12 0.105 232581 4.6516 3.7286 19510 1.0799 4.7136 I() . 3.25 14 0.075 1 = R 202938 33389 3.8816 3.3179 1.5695 6.0149 12 0.105 283911 5.0720 3.8834 4.6510 83718. 83924 12 2 25 14 0.075 26.0959 4.0259 4.4016 13906 12861 4.0818 12 0.105 36.2465 6.0411 4.3879 19477 1.0172 5.6985 C & Z STKUCTURAL SECTIONs- A vta• Z SECTION 1 •t C SECTION a A Notes: ❑ Materials conform to ASTM A -924/A -653, Grade 50 (Fy55 ksi minimum) with G60 galvanized coating, or ASTM A -570 Grade 50 (Fy -55 ksi minimum) bare or red oxide coating. ❑ Values based on the American Iron and Steel Institute (AISI) "Specification for the Design of Cold-Formed Steel Structural Members" (1986 edition, with 1989 Addendum). ❑ Ix -x pertains to deflection determination. ❑ Sx -x pertains to stress determination. ❑ Y -Y axis properties are for the full un- reduced section. <4> BHP O 0111' Steel Building Products USA Inc. March 1996 Printed in USA Revision SM (PS201) BHP Steel Building Products USA Inc. .,•fc.. rmNI; ) M. .Mrrx.xwxt*:;vx«A.VP,MVpin« s[ ;rrvrxNi >w 1.ngY..P.V03 ros Z ce W Q 2 . W � V 0 ' (7)0 W -J F- W 0 '. g ( L I- W Z 1-0 W D O 0 co 0 I- W W I- F 111 Z O 1! F y = 65ksi . . IiiiIIISIM : ®iii I • l o ' rrrl - 'Ft •• 1114" t••••-r 1 -• 7 ' t - •17 t • • • ! 44 T. • • � FT.777.171 i ' , I •42 ; 1 • 11 1 I ::i t I. F .. ,. + ,. 1., • •1 I1 '{'j } S. SJ t. • {.,.LI ' ; .. . ... � !I• . , • .1 y�'i .... Y . t�. i.:4 � 1. i, �± Ii, f.l.I 1 144 444- . 117 - r-r•rr • ■ �. , ... • • . •! L' I IT J ;1.. , i .. • .. J.. «� • .' �. {i I �' ] 1 LI 1. 60 • 7 � ' �5 1111 : 7 1 �' J j ' Bending t, Limiting Values of L'S /(d I ) 9 ■� ,r 4111414.4. ,_i. i us::ine:a;u:iu:e:lingi' ■nglii�a: agil , ■■■ Coefficient, C. I F, ksl I- Sections and Symmetrical Channels + �j ll r 7; i• : ' i�a... - ;iii11111 EEE1A:l::Il:€ . , :: ■ .. : :iE:II :_ ■, :G:. € .,. -.:':� •1�• . �. : : ■ ■! , ■ ■ J la M� /M 1 C" ■ C : • r+-t-! : MA;;;;; ;;; ;U r[MI igrailingiiiow.a!�i is �i ce * � ■* "�_ �■■ q 1.00 1.10 y 0.36* E /F, , 1,8* E /F, J ■11G:1 �^� :■■:=ir■ a■ iG7■1:::EQ■ir.sg 65 60 Fc aaaaa cv r- U) cl WI CD In In sr Nr 01 1610 1750 1910 2100 2330 2500 2620 2830 3 0 3180 3490 8060 8740 9530 10480 11650 12470 13100 14160 15580 15880 17470 20960 ' r te 6. .. ■ ■ . . 1 • j i: : ..a+r I � { : n :.: E � � T ■■ wrw■ ■ E ■■� ■ min .. ■i . e.:: : : :li� . L. : :� . ■ iii i .� 1.23 1.38 i di fz :{ 1. F1.. rj :: .• : ; ee ■ iiiai ■■ rrm '71 Mme. , &a } ki14 . �- 1 `Cis i 4:1 1.75 1 • • w • ."-." r = ...... . �r E ME = j �.:1 - "-. �..riy. • "4 ■fssw - .�; ■r1 ■CCr■ -vs� ; -+s.. ■ �. -` I - • 'Pc° )0 2.30 2.30 2.30 :;:: .: .. ..+,.40 ••r••rrrrr■rrwr.�..rw . t - � i , ■o■■■ . 30 . 2 5 : 4- ', -4 4 - ■ i ! - T ii :iari:: F.a.L M . -+ w■•kY �.:: .1.+ :. :. riff = ■■ r'-..' a. m...urr � _r *.r. .44 'a : � ■■ ■w.■ J � rf ■■ ■+ rr -.I .t1 .ww = ■ - 1 - 444— a aaa• ara• •11 1 i ",: :: -- r e ■ � ■ •• i . {_._.J 4 . .4.1...+4 � _ . a.r�., �}T _ ire 1 I- "l - t� -. _ +:�__ L. !� .- .......t 111 • • I j_44i :7 flP T+4.1n] f iaii. `® - � 4.-4141. Il i.: 'A ON ■::■w: 1. it 7 '�..: � 14 Rd, w r i - r :;'i : :4 , 30 fligliTATIVI 11 ITT .1 i , ■■ ■ : : t ■ ■_ ■ . . +i..�:: � • =1:2: � � . { •J.L � , X 25 { r .J... ... ., . t _ . : : : :. 4 1 � . :i r 419D .{- �• } 1 J .1±11. . . J -i . 44.L ,� i'j 7 ■ : -.mg r.._ . .... :: fJ L j-/ ll irii l' . :.J .': _. J.. 1j . � 'a.:_.:.:.:: -'+` ' .. ..:: : :.. +: .-- • - � _ ` ■. M w ■.......r ■ Y mom ■f ■ ° ■ ... UU- ■. ::::: ■ ..rf.■■ � ■■ :ft a .a....�..:rw ■■11 +rr■� .. � . �T" ' pp : i ■�� t . JJ:- ri::=11 w ■m.•u:n w . . s ua :■ ■E uua-. mimeo u■■■■ f essonss II : MMMMMMMMM MO UMW ppailimp MOWN pernemplumn . . mil ml um ■ ■■ .■f■■ ° DMA :mil MUM. rim: mom ■:::: :■■■n■E......rww■fwrr: In:: C C qiiiimV :: : €C :E : : : : : : :: : ..Y■ ::■ .. Maw ■�il ■ ■1 1 1 MOO ■r■. l a-I • MUM ■w .■. : D 10 20 30 40 50 60 70 80 90 100 110 120 130 140 1E U, 40 35 3t.g - kSi 30 N 0 . y aI 0. E 0 U a) .0 03 0 R1 E E X m 2 25 20 15 10 5 0 L =S.. C "d T„ CHART V- 3.3(k) Laterally Unbraced Beams Maximum Allowable Compression Stress, F„ for I Shaped Sections Symmetrical About an Axis inihe Plane of the Web or Symmetrical Channel- Shaped Sections For For 0.36 *' EC" L S., 1.8 * EC" F, < d I,, < F, 2 L'' S., (Eq. 3.3 - 1) F " 3 F' _ 5.4 r' EC,, t d J 1.8 r EC,, < L S,, F, - d 1,,. d I,. (Eq. 3.3 -2) �"�:""��' w.._. v,,±;*nrFWt�"?T'4 _rry�.:7 1 iWze�MY tz.,..w. �;rj ��J�'t•1 ?N - r M' a.4'S • Z ,1.. •v. 7"t � -,A r§ r - .t: t Y . r , a t r....H -. '^" % :YSr�rr ' 7' �S. SYPm1�tKU h4ri trF! r�nt� 'fr!k.�'S?4!$R'(P'!.Y!ta�.±;p§' 0 Fr in flit. September 3, 19S0 Edition of the Colt' nornmutaDds p a uFaFwt uv luf Z ce U ■ W O ua. co 3 _v HW z � W Lu, 2 D o O - 0 H W W LL B; Z , =i z Steel Thickness Gage No. 12-14 I ' D = .177" No. 10-16 D = .153" No. 8 -18 D = .125" No. 6, S -12 D = .106" Shear or Bearing Pullout Pullout Shear or Bearing Pullout Shear or Bearing Pullout , Shear or Bearing Pullout 12 14 861 788 610 444 N.A. 636 656 394 N.A. N.A. 536 388 N.A. . N.A. 548 313 16 18 20 733 505 344 320 230 144 621 474 334 296 206 146 498 401 310 277 196 118 381 351 263 241 172 112 DESIGN OF WELDING CONNECTIONS The purpose of any connection is to permit the struc- tural member being joined to perform to its ultimate capacity. Therefore, all connections should be designed to transmit the maximum stress in the connected mem- ber with proper regard for eccentricity. I f members are subject to reversals in stress, except if caused by wind or earthquake loads, the connection should be designed for the sum of the stress. Connections subject only to stresses from wind or earthquake loads may be por- tioned for stress 33V3 percent greater than those speci- fied for dead and live load stresses, in accordance with A.l.S.1. Specification for the Design of Cold- Formed Steel Structural Members, Section 3.1.2.1. Fillet welds and plug welds should he positioned so that they are subject to shearing stress only. The allow- able shear may be computed by multiplying the allow- able weld shear stress by the throat area of the weld. However, the throat thickness dimension shall not ex- ceed the thickness of the thinnest member being con- nected. Permissible shear stress values for fusion welds are given in the A.I.S.I. Specification, Section 4.2.1. Allowable shearing force per inch of weld based on 13,600 psi design stress, and on full thickness penetra- tion area as follows: Steel Gage 12 14 16 18 20 N.A.: Not applicable. Two thicknesses of this gage cannot he connected NOTES: 14 Design Thickness .1046 .0747 .0598 .0478 .0359 Allowable Shear (Lbs. /Lin. Inch) 1005 718 575 460 345 SUGGESTED DESIGN LOAD IN POUNDS FOR SCREW CONNECTIONS 1. Shear and pullout strength based on average test result divided by a safety factor of 2.5. Test data is available from screw manufacturers. 2. Bearing strength based upon: Bearing Area x 2.1 x F Y* F Y = 33,000 psi minimum. 3. Minimum screw spacing and edge distance shall In SRN'1?'!*1"d11441T'P SlS1k�±rPi vm.6., »F , r � 14 Butt welds are considered to be as strong as the lower grade or base metals being joined for both tension and compression stress. This is provided the weld penetrates 100 percent of the section and the yield strength of the filler metal meets or exceeds the yield strength of the base metal. Stresses due to eccentric loading should be combined with the primary stresses. SCREW ATTACHMENT Self- drilling, self- tapping screws are also used for connection of steel framing members. This type of screw drills its own hole through the two pieces to be joined, then taps a thread in both pieces in fastening them together. In addition to connecting two framing members, this type screw is also used for connection of other metals, wood, decking, numerous wall facing materials, elec- trical components, clips and accessories. A hand -held screw gun that operates at normally 2,500 RPM on 115 -volt power is commonly used to drive these screws. The screws are available in a variety of head styles to fit particular requirements. DESIGN OF SCREW CONNECTIONS As with welded connections, screw attachments should be designed to transmit the maximum stress in the connected member with proper .regard for eccen- tricity. Suggested design shear and pullout loads for various size screws are listed in the following table. by this size screw. not be less than 11/2D nor less than P /.6F 4. When connecting materials with different gages, use loads for the lighter gage. 5. Screws for driving into thicknesses greater than 12 gage are available, although not shown in the above table. 6. D = Screw shank diameter, and P = Shear load in the previous notes. � ^ „ ...,nm rrcnn.r�yxM'aPf"' acw .wnsrororn.•ar.cr.�w�rn�ae %. if NVF . °R7! ?/93.YnfnB Cr CoLt1Mnl PESICrkl LL -t-VL 3.15 5a2 Fa U/J11 : (LL + PL) A ! 1.08 in - '� 1. Std S = too r = 1.16" P ` 4244 = 4:26 - 1 315 4244 (t.5 " ) = 0• 53 lc' c = C.4-o K K.Q_ -= (6n. (7 fr. I--_. (.I8 S• k F _ � . q 2 Jos i 5S ks t /Sl qoo (se/mt.) (.40X6.40) + .23 - . qn (I -') 33) 5R2- 100% L4/4 = 2q.c, «az (Po C� = 1.043 (o k) 0 I C) U) w W O' W W uj U G W W .. U co, O s Z� • 42.3. ..... ' . sl.P . 28 P = 4:26* 1 ` .F = 3. Ks i + �' /FY S x = 1.00 � (3.4S) + 4 1)( 0413X5.92) + (I- .so)(33)(413) 2 + Li 1 kIO : =2.211 A _ 608 Al: (.13 K I • - 2107 Ks% M ktax =. (53/2) + (.IS cte) - Z S x - /. oo in? g 17. = I3.Skst: (2.24 -) + (. b8)(c7.$) _ ( (1- . 28)C33Y 4 /3) /3. S K" _ .So+ .44 - . '8S c ( oO 7-.1=, 7�i n,TG 17 121140.11 =175 $i .z8 + .38 = .GL, (ok) e. oo s8i.43iUU= t - , .xy . 0 N 0; CO W 9 co gi. w O g Q Ili a a io Di '01- -i - 0 , z, UN 0 z 100 90 80 70 60 50 40 30 20 10 0 Flat width ratio, w/t CHART V- 2.3.1.1(C) Stiffened Compression Elements Without intermediate Stiffeners Effective Width for Load Determination for Flanges of Closed Square and Rectangular Tubes rze r 4{ a . ^J'? ir7(c U7+*.r..+v Molatrat:or^>, ^..rt .•• 0 i 0 O 0 z z tY QQ < J V 0 0 W h- J 1— w 0 ; 2 u_¢ _ ° ' H = . Z � Z0 W al p' O • N ' w w I- H. L I Z U � R. 0 t- z i/q 'oqei quvit ampan3 Charts and Tables inr us uoptngpads pawl !• ' .••••• • •••••• ••• • •••• •.? 4. 1 1 11111111111111.111 1:::1:!. 1 ? ■ . . TUBULAR 11 �Ct I■ p Ill1.11 p e CE C�i St b, f Det into 4 6 8 10 . 14 16 18 20 22 24 26 28 30 32 34 36 39 • OTHERS 92.0 4* 75.1 65.1 58.2 ' • . r1 F77 : : __ ,_�: I..' i . : _ ..6ks i t @ l.: iii. i;'; � ■ 1��i �eIIi�=ii�� ii■ C " C 11.. 1 . 49.2 46.0 43.4 41.1 39.2 37.6 36.1 34.8 33.6 , -t-;-1—t- • • . rilliPIMPI j D ■e ■ e � eiia:1 i :11 1 a a . ..�' ■p■` j t.; , .i. li . • I : , ..1: : •• - ' :•I • : , ;' f : • ' • • i.,, , .. ,..: , i''''•.., : :: • ... g ... -- • ..... • . • , r i ii • uugu-_...� j::I ; , i 1L..; ••• :: r .1' � ' ,y i • • ■ NE ■■ " - H .t{ ! • 32.5 31.6 30.7 29.5 184/ Nir , ... , : .:•4.4 .>I�ic ■r•� spin��" .* .i. y � • • . ' 9 ® ■— ..... .. , :'.:" R ' 1... .., a � >Za� �r�rrp �•wii■. •.w w , 1 • .. ••••• . :� ''1 . . ._ . " = . • 4 lememitall w.ar - • ; : . ; ' } ' :,:.. 7. 4 L .'_ : ..am » u -' :1:1.*:! - • ..... � C. .!:, ,- . : ,. • . .: 1 ? • . ... :. .... :: ' , . ,.. . ... ..... ■ n1 ■ 1 ��1.1 I11 yiuv�r.. 12 •• • • ' ' ' ' . • .... .. , ..... . .. : 15 18 ::: 27: : : • • • 30 • • • ® � 33 wmaiNIZM MINII ..,. • - ....... " , ME Mill IMMO EMMEN � .. • . :i .. ij i • i. MINMEIIIIIMII ip •• :" „ • •..... :i t • ll}++, • Ti. :.,: ' • i1 .L . ».,y ::.: a...1:1 4'■ .. .,1y. ' #.1St ' i • � j ■, 4 • • ■ril"��.zwG' t A • w I rk . i 1 r 1 • ' : ' : '� • ..„ p_A r• M!!HB ,I, ... MIMINIUM111/ nI � ►r■■wr■■ 36 :3 . , . ..�� ; .. ,: .. .. yY iii i r y «, • ` I 1 r ■ • •�; ff ■ ii 1=11:1 - • +. _. ; F langes of c osed square and fully effective b =w up to L.IY rectangular tubes are ,. w t = 184/\ - . ..�1 ` 7.1. /I ' ; ' .. � , 7 . • • 1 :1 r • "7 " �' - '■ mew , - ~" " - _ •: r ■■ �" ,r a + :: -l •••. • :111:11 •.• -*I • : - +' �� C:: L;. : ?.ti • C 1 �� -. ,.. "'— — �- ' ' For fla w th w/t larger than (w /t), , --- •�.• .. � :;� 1.4 ....... (wit) • IZMIR *f in 4 4, • i L T tte.i.! 1-:•41:4! "" 1-=rr: ri . -• ... .. I 14 1 I i 1111 ti 17 Ftt y. 1 D 20 '2,o 40 60 80 100 • 120 140 160 180 200 220 240 260 280 30 100 90 80 70 60 50 40 30 20 10 0 Flat width ratio, w/t CHART V- 2.3.1.1(C) Stiffened Compression Elements Without intermediate Stiffeners Effective Width for Load Determination for Flanges of Closed Square and Rectangular Tubes rze r 4{ a . ^J'? ir7(c U7+*.r..+v Molatrat:or^>, ^..rt .•• 0 i 0 O 0 z z tY QQ < J V 0 0 W h- J 1— w 0 ; 2 u_¢ _ ° ' H = . Z � Z0 W al p' O • N ' w w I- H. L I Z U � R. 0 t- z i/q 'oqei quvit ampan3 Charts and Tables inr us uoptngpads pawl 35 30 25 20 15 10 K � 5 0 0 EEEEKEiiii i ■MMMM ■ ■■ ■MMMM■■■■ ■■MMM■ ■t■ iiiiNMNNNNMMNENRRMMMNMiiii i ■■ ■M ■ ■ ■■Mu iiiiMNMMWRiiiiii ■ iNNMIMMMMM OIM MM MNOMMNN MM MNMMMMMMNNiiiNIiiiiiiiiiiMNNIM ■MMMM ■■MMM ■M1■ ■.Mu■ ■MMM ■MM■■■■■■ ■ M ■ ■ ■■•M ■M■■ ■■MMM ■■■■■ ■■M ■MMM■ ■UMM ■■ ■ •..U � t�w��A�� %�� ■ ■ ■t■ MMMM■■■Mttt ■�MMM■MMt■■M■ • MM ■t■■■MMttMM■M::mo ■ • 1111■ ii Ueii i U UU UIMEMENIIMMILINMOi i i iiii L ml ing Values uu. aiiC■ mou m a MM iiiii IM MIMM KL/r= C ' = J2,r'E /(QFr) of KL /r iii�i - r• ■1u ■M■ ■ ■\: ■ ■MMM ■■MMMM■ ■■■■MMMM ■ ■M■■ V15 Q KL /r M■■u ■MMM■ ■ ■M11 ■M1 ■._li■ ■MMMM \: Q� ■MMt1 ■ ■1 ■■ ■MM■. ■ ■ ■t ■MM■ ■ ■ ■ ■M•MM• ■M■■■MMMMMMM■ZA■■■M11h. . ■M■■■■■■_■ ■ ■■11■ ■Mtt ■ ■M 62 96.9 ■■■■IC■■■ M ■ ■ ■ ■ :iiiiiiiiiiii�iiii►\ M ■ immiNENEMNOMMINI N For KL /r < C 58 100.2 Urn= ■iuI■■■r.. ■t■ ■■\:■M■ *&. ■■MMM■M■1MMt■■ ■MM■ fQ . 54 103.8 ■ ■ ■■ ■MMM ■1M1■■M■MMt1:72 ■ \. ■■■ ■MM M■MM ■ ■ ■ ■■M■Mtt 50 107.9 1111 ■ ■M■ F ■ ■ ■ ■ ■MMMM■■■■■ ■■MtM■zgMMMMM\, ■. ■MMMMMMMMMMM■MM■M■■ QF, KL /r ' 46 112.5 =III: MMMsMM■Mt■MMMr\zMMM :m0. MM1M■■111■1M■■M■■■M■ „ =0.5220F, ■ ■■( (Eq. 3.6.1 -1) 42 117.7 i ii ■t ■ ■ �� r.----- ■■■■■■■■■■ o.4 .■■.•■■■■■■■■■■■■■■■■■■ 1494 38 123.8 ■111■ ■■M■■ ■■■■■■■■■■■■■■■■: ZM ■M ■M■I.tiU ■ \0■►■ ■ ■M■ ■■M■ ■M■ ■M■■ C. 34 130.9 111111111 ■MMMM■M�� MMMt■LIRM■ 6 ∎■■MOM AIMMOMMMM■MMM ■M■ F o r KL / r ›. ■■■■■■■.- _'■■M■■■■ ■MMM:- 0. ■,u ■tr■►�■■■■M■ ■■ ■■■ ■■ J0- • 30 139.3 ■M■1■■1M■■MM■z'!UMMUM■■MMr, ■■r.•■■►m►v ■MMMM■■■■■■■ 26 149.7 M ■MM■ ■1■MMM ■■►"IM1M■ Z\MMO \1 \\ ►1 ■■■MMMM ■t■ ■ ■■M ■MMM■ ■MMM ■ME-- M- M ■■MMMMMM■ ■11ram ■\ .M■.0M\M►AM1M■MMMM■■ 151,900 22 162.7 ■■■■■1111 - r •■■M■M■MMMMMM\._ ' ■MM.,■■.MM•►MM■M■MtMM■ F„ _ (Eq. 3.6.1 -4) 18 179.6 ■MMM■ ■MMM ■■M■M■■ii■1 ■. — _!■ ■111111■ . ∎■M■1. 1111W WOMME■■ ■ ■■ (KL /r)' 14 203.9 11111101111111111111111 iiiu.uaMMEMMEMMUMMI ii:.iiii ∎wii ∎ii.i:4,iiiMINM 10 241.3 11:11C11: ---- •■M ■A■ MMM■■■ MMIat. ■ \�� ■ \�M►�►•►•MMM ■ ■■ 6 311.5 ■■■■M ■MM■ ■■ ■111 ■••■ ■ ■ ■ / ■ � ■ ■1■ ■►n■111 ■ lM1a\ \m►`��MMMM■ ■M■■ ■■ ■• ■■ ■M ■MMMM■ 1 ■ ■■MMM ■U■Zna M ■M\� \ ■ ■ \\ ■ \� ■ \\ \Mt■■ MN ■ ■ ■■ ■ ■■M■■M■■MMM■■■t ■■■M■■ ■M M■MM ►` :•■■1\1� ■► \`\■ ■■MMM ■MMM■ MM ■■■ M■t■■t■■■M■ ■■■■■MMM ■Mt■ttMM■■■■■■■IM■MMM■■ moo ■ ■M ■■ ■ ■u ■m ■■■ ■■ ■■ ■M:r.. ■C mmm miM\om\.►• \\M■■MMMM■MM■m00m ■ mmmm■M■■ ■t ■■ 1111■ ■■M■MM11M■ ■ ■ ■ ■ ■ ■MM■■■■■pMM■ ■ r. ■MM ■ ■ ■ iimmowi__!■■01.11 ■111 :1 ■ ■ ■M\!MMI:.h\\\ ■ ■■ ■■ ■■■M■■tt■■■■■ ■t■ ■■t■■t■M■■■■ ■t■■ ■ ■M 1111 ■t■ ■■mmmm■ A■ MM ■MM ■MM■ ■MMM■■ ■■1■r - '!■ ■■■■■■: .M■■01■ ~E. •■■�■t■■■■ ■■1■■■■■■■■■■ ■■■■ ■■■■ 111■■ ■t■■■1■ momm ■■■M■■■■■■■■i■■ ■ ■ mmm ■ ■ ■ ■ ■■ ■■■tMM■ ■■■■■■■mumo._ \ MMMM■\ ns11■ 1ol imim►•\ 11■■■■■■■ 1 ■ ■ ■ ■1 ■ ■ ■1 ■ ■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■■■ ■ ■ ■t ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■. ■M■ - •mi■A■ ■m■ ■MMM■ ■MM■ ■1r ■ ■■■ ■\a\■ ■►'ml:\ \\MMM■ ■■ ■M■■■■ ■■ MM t■■■ M■■ ■■ ■■M■t ■ ■■■ ■■■■■MMMttMtt■M■MMM■ 1111■ ■■ ■ ■■ ■■■■MMM ■■11■ ■ ■ ■ ■ ■ ■ ■i ■11■■■. !r■ ■■m ■■ ■ ■■mil:Ti■■■■■■►mtM►\womm M■ ■■■■M■ ■■ tM■■ M■■■■■ ■■■■ ■M■ ■ ■ ■ ■ ■■■■■ ■ ■ ■ ■ ■■tMMM■ ■ ■ ■■ m• G11■M■r: ■ mM■■ M■■■■ am11■ M■wmmm∎\M■ t■■■M■MM Mt■ ■ ■MM■MM11■MM■ ■M■■t■tt■■ ■ ■ ■MM■ mmmm ■MM ■MM■■ ■MMM ■■■■■ t■■■ t■■■■■■■■■ MM■ M■ b■■■ r TrM■■■ M■ r\ aT■■ M��M\N►0M ■ ■ ■ ■ ■ ■ ■M ■■ ■ ■ ■ ■t ■M11M ■MM 1100■ ■■m ■■■■MM11■■M■ ■ ■ ■ ■ ■ ■ ■■■■ ■ ■ ■ ■ ■■ ■■■■■■■ ■■■■■ ■■ msms■■■ t■M■ ■■z:m■ 11 w1■ i\ z, ■ ■\►MC \.•MtMM■■ ■t■■■■ttt■ ■M■■■■ 111 ■ ■M ■ ■■ ■ ■ ■ ■ ■M ■ ■ ■■ ■■ ■MMM ■ ■rnom ■r.- - !rw■■ ��M■ ■ ■ ■■MM ■:Mm ■M•M:!Nlha eLV MMM■■ MttMM■■�MMMM■ ■M=W■■■ ■M■■ ■M■�MM■ ■MMM■■■ ■■MMM■ ■e �■ ■■■■■t■MtM■■■M■ Mil■■■ M■■,� ___ ■■■�■ ■MM■ ■ ■lft:Mm ■ ■\i. \. \mM ■ ■ ■ ■ ■■t ■ ■■ ■ ■■M ■■■ ■ ■ ■ ■■t■■ ■ ■■ ■MMM ■MMM ■ ■■ ■■■M■ ■M • • ■1■■M11■MM ■M■ ■t■ ■■\MMMM■■ ■■■MMMM■.- ! ■M■■MM■■■WZgOM Mlid\\:' 1M ■ ■ ■ ■ ■ �■■■ ■ ■ ■ ■ ■ ■ ■■■t■■■■■■■ ■■■ ■MMM ■■■■■t■ ■111■■ ■1■ ■1■■ ■1111 ■1111■ ■•••• ■MM ■ ■ ■ ■■ ■111 ■r:: ■ ■■ ■11•\∎1 \: \►\N ■ ■ ■ ■ ■M ■ ■ ■ ■ ■M ■ ■tM ■ ■ ■■ ■ ■ ■ ■■■ ■11111■■ ■ ■t ■ ■• ■■ ■■ ■ ■M■ ■■ . ■ - - �M■ ■ ■M ■ ■MM■ ■M11M - \1� ■■ X11' \' ■ ■ ■■ ■■ ■■1111■■■ _. = . .�i - Gift■ 11.. � M .= " .= = - ........M11 C ' ■�... - , I��t� e�, � �. �aM■M.a il ■■■■■ ■■■ = =I� =I�M ■■ ■_■■: ■ ■aII=o�Iaao IIga ...�. ■MMM■■■■MM■CMMM■MM■M■ MM■i■■1■ ■■:� r■■■MMt■ ➢11■. =MIMOINa M ■. ■ ■■ . ■■ ■M■■■ ■t ■■ ■MMMM■■ ■■■ ■■M ■M■ ■ ■1■■MM•m ■Mt ■MM■ ■■1M■■MMM ■Mt ■MM■.. ! ■■MM■M ■Uizvasm:N:mgt ■■■ MMM■■■■ M■■ ■■■MtM■MMMMMM■■M■tMMMM ■■ ■■■MM ■■ -r- ■■■ ■ammo ■MM ■MMMM ■M■ ■ ■ ■r:.!.■mMM■�: -1\► .■■■■ ■M■ ■■MMt ■MMM ■■ ■■■ ■■M ■ ■■ ■ ■t ■■ ■■111■ ■■MMM■ ■ ■ ■ ■ ■ ■MMt ■MM■■■mmum iM■mumm■r.--_-- Immumu M� ■■M■■ ■t1moz_mM ■i•\.!•∎num MMMM■ 1111 ■ ■ ■umumM ■■■MM■■■MMMIMM■■ um ■ ■ ■ ■ ■ ■1 ■ ■ ■ ■ ■ ■ ■ ■ ■M■■ ■ ■ ■■ ■ ■M ■ ■1!■ikM■1 ■■. - • ■■M■■■■M ormez-v■M.z.r.m ■111■■■ 1111 ■H■ ■■■■■■■M■■■1■■■■■■■■M ■■■ 111•••••••••••••••••••••• •••••••••••M■1t■ ■■ ■ ■ ■■. M! ■ ■■ ■ ■■ ■iMa ■i�'\m■MM■ ■ ■■UM ■ ■ ■■ ■■■■MMM ■■ ■t■■MM ■M■ ■■MMM■ ■ ■MMM■1MMM■M1 ■■ MMM■■ 1t■ A■■■■ ■r:.�. "rr■ ■■ ■.V\ \.!■■■ ■M■ ■ ■t■■■ ■111■ M■ ■■ ■■MMM ■MM■ INT ■ N. - .7.11 .. ■ ■ ■■■■ ■■ miMMN■:= 11MMMtt■■■M■M■m■MC ■■■t■M ■■t■MC ■M ■M ■M ■ ■1■■ MMMM ■ ■t ■ ■ ■ ■MMMMU ■tM■ 1111■■. - -- Au.. MMM.MM MM// I• MM■■■ Mll lJ!! 11■■■ MEA■ M�MAailiiiA ■MAM■Imii..�..: °°r!■■■■■A ■■111 ■M ■: =!:� M■■■ ■■■ ■MMM■■ ■M■■ ■MMM■ ■tM ■M■ ■ - r■M■�� ■.�- �r�� ■■ ■MMMM■■■ ■ ■ ■■ ■■■MMMM ■MMM ' as ' ■■■■ ■■MM MMMM ■MM■■■ ■■■ 1■ M■■■ M■■■ MM■■ m ialli■1■ ■.--= '- ■■ ■._- ■M ■M■■ ■■■■ ■MMMM■ ■■■■MMMM iiii M■ ■■iillUa ■M■■M■IMM■■ ■MMM■UM■ / ■1■ ■■ M■■■■■■■■■■■■■■■■■ t■■r..:t 'rM1 : : ■ ■ ■ ■■■■ ■ ■ ■ ■ ■ ■ ■■ ■■■■■■■■ ■■ ■M■ ■ ■■■■ ■ ■MM ■■■ 1■■ ■■1■■=■■■■■Mt■■M■M■UMliii■■t■ ■■ -- -�■ ■ ■■ ■MM�� ■..__�•■11�MMIMMMMMM■ ■MM ■M■ ■ ■■■■ ■M■MM■MMM■■■ ■ ■■MM■ ■■M■■MMMMMMM■■■■ MMMMM tM■M ttMM■■ M■■ Nl %■ ■t■M■■■r. �!- ��rr.� r ■ ■t�� ■■ ■■■■■■■■■■■■■■■ ■■■■■U.■■■■■■■■■■ ■■■■111 ■■ MMM■ ■ ■M ■ ■t ■A ■�M ■MMM......t ■TM ■ ■ ■ ■ ■M ■MMMM ■ ■ii11 ■M■ ■■. _�_ -• ■M■ ■MMM■ ■■■ ■■■■■■MMMM ■ ■ ■11■■■ ■MM■ ■MMMM■ ■M■■■ ■Mt■ ■■M■ ■MM ■■ ■■ ■ ■ ■ ■ ■ ■ ■ ■ ■t�w ■ ■ ■ ■ ■ ■1■■■■ ■■111 ■M■ ■M■ ■■MMMM■ ■■■MM■■MM■ ■M■ 111■■ MMM ■■ ■■■■Mt■M■■t■■■■MM11■M■M■MM■■n■ ■■■Mtn■ ■MMMM■■ :.- ■M 11■MM■M■■■MMMM t■■■ MMMMMMM■■M■MM■M■■■MM.M MMM■■■ UM■M■ M.MMM M■ OM MM■■ MJMM OtMM MM■ U■■MMM■M■M■M■M■mmmmmmM ■■ ■ ■ ■ ■■ MMMM■ 111■ M■MMM■MMMM■ ■ ■M■MMM1■M ■ ■ M ■ MM■ ■M■ ■MMMM■■■■ ■111■ ■M■ ■■ ■t■ ■M ■■■MMMM■■ ■M■ ■ ■■ ■.MMM■ ■ ■■ ■ ■ ■■ ■MM ■ ■ ■ ■ ■■MM■ ■■ ■MMMM ■ ■ ■ ■M ■ ■ ■MMMMMI ■■ ■MMMM ■M ■■ MMMM ■ ■ ■■ 111■■■■■■■ MMt■ ■M■■ ■■taumuuM ■M■ ■1■■■M■M■ ■ ■MM■ ■MMM■■■■■ ■MMMM■■MMMMMM ■M ■■■111■MM■■M■MM■■■M■ 111■■■■■■ ■ ■■■■■■ M■ M■ 1■■ 0■■■■■■■■■■■ M■■■■ ■■M■■■■■MM■■ ■■■M■■■■ ■l■■■ ■■ ■M■■ ■111■ ■MM■■■■■ ■M ■MMMM■ 20 40 60 80 100 120 140 160 Slenderness ratio, KL /r CHART V- 3.6.1.1(A) Axially Loaded Compression Members Allowable Average Compression Stress Under Concentric Loading, F,,, For Shapes Not Subject to Torsional - Flexural Buckling 180 200 220 Z Z W QQ J V 00 co = J 1.- W 0 g a I C7 1 - W Z H 0 W ~ U � 0 — 0 I- W W tl Z U =. 0 t.... Z m m o C c m m . o z . cN ; m m c cn n ' o z i-11,490 1• 171 ►� 1 = via 11 021 = -via . b' 9 r (5'£X S/) + (5Z'L205/) = x * °091 = z f c 5z2 + (8'11)(IXb) _ lb-, = x "0 .44 //1 K-1qJ b LoE N fAO. sd 4,W: _ ((°'L X 5vz)+ LW; • + 1 0002) _ CA1 C',ISvs$) : sJ o00i p� 1 L�2 31VO I OI1V8Idx3I (g j ob.) : .L-ando = H E,) _ -- Ad it 0OS+ _ (xbW)d : )p + "I'1 -91530 ?N)LOtj � dry ��z DESIGN EMPLOYING UBC CHAPTER 18 LATERAL BEARING FORCE = 166 LBS. HEIGHT = 6.91 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF /FT. FOOTING DIAMETER = 1.3333 FT. POLE /FOOTING IS NON - CONSTRAINED AT GRADE MINIMUM DEPTH INTO GRADE REQUIRED = 3.25 FT. FOOTING DEPTH CALCULATION: DESIGN UPLIFT = 2293 LBS. MINIMUM WEIGHT = 3439.5 LBS. DIAMETER OF FOOTING = 1.3333 FT. MINIMUM FOOTING DEPTH = 3.25 FT. ANGLE- OFF - VERTICAL = 30 DEGREES. WEIGHT OF CONCRETE = 680.6438,,LBS. WEIGHT OF SOIL (CONE) = 3074.595"LBS. DENSITY,CONCRETE = 150 PCF DENSITY, SOIL = 100 PCF 1,E YPIP1:11014 rad F.• 411 i 2002- 4Z3+ F Z.OaT ELEVAT, o : 5ive v(0„! : Is Is u NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. SAY ALTE2IJ Am'IE ov rz -HANiq 02 c. Ir il L (!) W F CO IL: W 0 g u. a. N 0` Z to . 3 of oI- W V: LL H i • Z 0 -. 0/-` LL *OL MINIONIMMINIMB 4214 N ,\ y �� 9 1 1 i CO TSP (8A51O Vi—kt = (2000)(1+ .bbl +(2.25)G1,0) z 3 PS 1033 N loll (bK)• H = rbt, c x = 4.41 foam _ etX0(14. + (aS Y1)C t t., a) l2 144 x 1- (s)C3.$) s `.qi 16" mewl. "�'4 r �- 3'e 14" Mr . ► UPt.wr Clio 10 UP Iga o.8x 62)0.2} — 1.32X•')CIa') = 22 43 DA. 16," MUJl . OCPT)4 = 5 Ai''f. vIA. 24 Y VhFs ?o�• Mt N. OEPTt4 •••:- 22-1" (olG� /44 Nalwatzrewervwfwqmorerreneall i v W U O ' co o' N W N W w 0 ' a ; Lu U � i0 i F c) U z 4 DESIGN EMPLOYING UBC CHAPTER 18 LATERAL BEARING FORCE = 166 LBS. HEIGHT = 6.91 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF /FT. FOOTING DIAMETER = 2 FT. POLE /FOOTING IS NON - CONSTRAINED AT GRADE MINIMUM DEPTH INTO GRADE REQUIRED = 2.75 FT. 4-----OW = - == --=====saa========m======= ===== • :. ,4 , � ` Mi1J(AK FOOTING DEPTH CALCULATION: DESIGN UPLIFT = 22293 LBS. MINIMUM WEIGHT = 3439.5 LBS, DIAMETER OF FOOTING = 2 FT. MINIMUM FOOTING DEPTH = 2.75 FT Oft ANGLE- OFF -VERTICAL = 30 DEGREES. HEIGHT OF CONCRETE = 1295.906 LBS. WEIGHT OF SOIL (CONE) it 2460.603 LBS. DENSITY.CONCRETE = 150 PCF DENSITY, SOIL = 100 PCF Cr1ih. .p PNCrr, ; f,D 01101 OREGON r7 G' r 22. . t a G P -2oA FOOT144 DES14,4 : 4l Y(Max) 430o # 3(9 PIA. Pritcor _ 7.07 a i l 424 toot TSF (S .4Sic' H g 14 alem _ 00M0 .8) x (is1Xvzs) • 166 .: OIA. = 36 0e •= A L s" Upi0tV T = (9018) UP = ((ao.8 iZXI. 2) + /.nz )(?')Cte `) = 2? 4 3 #40.1. OePfl 3 11 5 „ = boa psi. .0!2 ql 5/3 • • • • wr 00 0 0‘ cow 9 N' IL , w 0 ` g J, LL Q . '11 p w 2 U 0' = U H : 0 i i i z ' 0 N :. 0 - z 4234 f fsv+ 31..1100 c r o : LATERAL BEARING FORCE = 166 LBS. HEIGHT g 6.91 FT. ABOVE GRADE. MAZ BOIL BEARING PRESSURE = 300 PSF /FT. FOOTING DIAMETER = 3 FT. POLE/FOOTING IS NON - CONSTRAINED AT GRADE ,� M (2 DEPTH INTO GRADE REQUIRED = 2.5 FT. 3 *� • FOOTING DEPTH CALCULATION: DESIGN UPLIFT = 2293 LBS. MINIMUM WEIGHT = 3439.5 LBS. DIAMETER OF FOOTING = 3 FT. MINIMUN FOOTING DEPTH = 2.25 PT. 4s--� ok ANGLE- OFF - VERTICAL = 20 DEGREES. WEIGHT OF CONCRETE = 2385.645 LBS. WEIGHT OF SOIL (CONE) = 1105.33 LBS. DBNSITY,CONCRETE = 150 PCF DENSITY, SOIL = 100 PC$ * kj vir *a . ( ) (,) !EXP. DATE: 12I31I0,L, I 41. mace.. ,:. . , ..w.�ama�a .a werdra+wfrommeAama. r'rw.V wro..7.. ,EXPIRATION GATE: t2./ I R -288 (29cA E) STANDARD CARPORT Design Loads: Roof TL = 27 psf (25 psf snow) Wind 90 mph Exposure B Seismic Zone 3 (does not control) TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10 AVENUE PORTLAND, OREGON 97209 (503) 228 -0426 su'.6r+`t.i�a'xwxL;ln „ d. a •lie..:xi.�: , xdi: - kt1A(xY;tni,:�N�. f4^t 4.1d sv b.tr2 • BEAM cot_. = 3' FZAM l t: Cr =55ks TANDARD CARPORT lesion Loads: Roof TL = 27 psf (25 psf snow) Wind 90 mph Exposure B Seismic Zone 3 (does not control) ZAL ENGINEER ..AND, OREGON 97209 (503) 228 -0426 BEAM .1 ( 7 = 55' i si.) ►f 34'-o" is 1 -0" FZAMi PLAN\: Yi ,► - o BO u 1 3" SCR. X o.0R9 .STL _ TuBE Lad I- (*Aces, TYhcat. 6M.. 3q¢ x lo`i Cs-n..;) COLUMN ir = 5S Ks�) CO CO W W Co F- liJ, z ►-{ W Wf n p G1_- W W u. z o z . • Ater). P 71JE OVO2 -pokaq O6-T,4{ c. 4 =0 ( !EXPIRATION DATE: 1213110/ T 0 1- r . ..t cs' 1 I T I'4 Vi 1 O( cat,.. L r - 3 " I CARPORT SECT TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10T" AVENUE PORTLAND, OREGON 97209 (503) 228 -0426 lo t o " • I /2O + x 8 11 !'` STELt� ALL- / THR.ER-O Rot) ',+nk a,•r _ �., !>adW. SV14:'1 tlttR �sCJ'd�il+N i14'i4,nx46+o-.icii:teMA1�., ti...ai�S: tnaL:iwi:nair.At.GrzS3.': ia+ a a;.r+ +ids l ..A1Gw�9ti#:nS3Swki , v:'fii[ „e, np.i ru: MI-0” "Hg -288" 5T RooF DEc-tc (ti a.) TLtBES 3" x x . 04 S I/ 7-tPt4l_ 4x. j 7 row.t4 / W f MKT M r14 SIDES. ttL tPtcAt -) � w II (i) It+ VEY —TS. YPt I is r I o - o "Hit -288" STEEL_ RooF OEc. (21 &A.) I I I I I TLtBES (3" x 3'' x . Del s" N I I 'TttPtem— 4 x. 11 I I . I / 1 /2 " *x8" - -7- I STEM.- i4LL-- I - 1 ae,4O RoD / "T H GOWM ) / Li/ M uT Serr44 / SIDES. ( tPtcAL -) 4 CARPORT SECTI .E. STRUCTURAL ENGINEER VENUE PORTLAND, OREGON 97209 (503) 228 -0426 _..1,....r.;,t: _...,...,r.3`,.vs.w,.krs •w'!aV+.�;ti ' ii z � Ui C) , o I-` • U. o Ii! 17: Z I • 0 1 N , 4 1. 9381 2462 XPIRATION DATE•t2(31(0/ 1 io ces 136 ( Et = • 475 " ) I I I � I I I I I I I I I i I I I I J (a)#12- TEKS $CREWS, STEEL. Ti4.6 E CoLuM rJ . (t =.095") O '1 0EE (WM. 2r1 `.1H„ti�.. TIM COVERT P.E. STI 312 NW 10TM AVENUE F STEELPORT CARPOF 1. Materials: Concrei Slump Portlanl 5-1/2 SE Aggreg 3/4" me Water r Concre Air Entr Note: The concrete sr. overall performai Rebar Steel 2. All footings to be for 3. Typical Concrete Fc #12 Satz ;S r ( i TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10 AVENUE PORTLAND OREGON 97209 (503) 228 - 0426 STEELPORT CARPORT: MATERIAL NOTES 1. Materials: Concrete 2500 psi at 28 days Slump (ftg) 3" to 5" Portland Cement C -150 5-1/2 sacks per cubic yard Aggregates per C -33 3/4" maximum aggregate size Water per C -94 Concrete Temperature 50 -90 F Air Entrained 5 -7% Note: The concrete supplier shall assume full responsibility for the mix design and the overall performance of the concrete. Rebar ASTM A615 Grade 40 Lap splice 40 diameters minimum. Steel ASTM A36 (Structural Steel) ASTM A307 (Bolts) ASTM A446 Grade E (Roof Panels) ASTM A924/A653 Grade 50 (Beams) ASTM A570 Grade 50 (alt beams) ASTM A570 Fy=55 ksi (Tubes) 2. All footings to be founded on firm, original subgrade. 3. Typical Concrete Footings: 16" diameter x 3'3" deep with (4) #4 x 36" verts evenly spaced. #12. TEKS SCREWS i2g014.• CTcr.) ' raKUG+� aL .+'�hwriSwAr;'J.ilavddi.ri.ii, „nr wz •ivkrz%F:7..�t,, ..k.mti�%.tf.',: oo . � w w 0 ' g Q CO _ w : Z . o U o co o w — o z U r4 z ' Aug 09 00 02:23p UPLIF-T Max. STULPORT, LLC 8- 6 x 16' o SPACES TL. 2.1 ?SF W("1D 8o 1' -tQ1 Ex?. II. PEPT+ 3 I 0 I (5r - ) 643 -6785 9 -9 -ov 1 ( , 1 , # / itAsix,=.0 fs.e) =. *' .X. (.9 ) It 1077 PS F = (1-r)C(6')(fo.h3 ps4) E3491 FOOTING DEPTH CALCULATION: DESIGN UPLIFT = 2891 LBS. MINIMUM WEIGHT = 4336.5 LBS. DIAMETER OF FOOTING = 3 FT. MINIMUM FOOTING DEPTH = 3 FT. ANGLE -OFF- VERTICAL = l DEGREES. WEIGHT OF CON 2R TE = 3180.86 LBS. WEIGHT OF SOIL (CONE) = 144&.911 LBS. DENSITY,CONCRETE = 150 PCF DENSITY, SOIL = 100 PCF crry ..Fru AUG 1 6 1000 PERM CENTER N 93a1 E p.2 ALT - fg — I 2.04.9O —!57 ,01 -- / 5 72. --i 2W �. ?- / 20-17—/&Z :724,v-7 3` IIo ok . 0 "' Aug 09 00 02:E4p STE..LPORT, LLC (5 l 643 -6785 ( 4.5 P SC.. VIJBALANC O L. 1A t..!( 1 /2.»l/ Jo, • o. ��ii i • .11 •. r . � . ., 2'1 ps4- B sooroa 4 PT ,Jt1 t R si sr.v.s c. C'I )(3)t c)(I .$) . 6o75 Ill N .: DES1 G4 . 11 a # @ (q -. I . DESIGN EMPLOYING UBC CHAPTER 18 LATERAL BEARING FORCE = 119 LBS. HEIGHT c 18.34 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF /FT. FOOTING DIAMETER = 3 FT. POLE /FOOTING IS NON - CONSTRAINED AT GRADE MINIMUM DEPTH INTO GRADE REQUIRED = 3 FT. Gts� 3 SQ. x 3 a cLa�p. M colt) 4 = 6ean ' { arm =-7 -7 r rra orrYpo� u AUG 1 6 2000 PERMIT CENTER C 1,888 * I 14 * ue.t 6800 01 1 XP. DATE: 12/31/4( 1 p. 5 CO DI rn w` ca u. w 0 ! u, a, n _ 0 . 1— Ili Z Z0 D 0, 0 Ni . O I— w w �2 • Z ` co O z _... .... ..•,....�.._,....a w . w.. r... s. menna+ fl* Be +!tw^;.::tE'3:`:tr� � 1 '. '.t�• •' _ ,^ �i' S.. r te ♦ ''�+:.i:.L.ua + <t.. ..:'vcc��rz�::�=- r- ...ua+::u� ^- '•s.^'" �f:.iW;��'� .. �S �.;' ii's. -� F . "�TOirl�- 'KiT+l.t•� f.wrl. ��. f. S .. Rus 09 00 02:24p STEELPORT, LLC C -• ( .) 1 ?616 * '64.14 (503) 643 -6785 -q -oo (a)3 /4. "4. 1$" S`TE'EL. ALL -7 .6 -."0 Rvo s TH1V4 Co ■• • MATS ANID sns, c a ..' D FR ��```` r ■cXPIRATION GATE to p. ALT- 5 3 D c.� ; ai $ Wi cn w� J w o: J' u Q; 'z p z o. 0; U Nj; O W W' O' l iJ Z` U 0 • Z. ACTIVITY NUMBER: D2000 -163 DATE: 5 -25 -2000 PROJECT NAME: NORTH HILLS APTS CARPORTS C -8 SITE ADDRESS: 5750 SOUTHCENTER BLVD SUITE # XX Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter #_ Revision # After Permit Is Issued DEPARTMENTS: B ilding Division II (1-101 40 Public Works I4c WA to 5av Complete \PRROUTE.DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention 5'i! - 01) Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Comments: TUES /THURS ROUTING: Please Route d Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions REVIEWER'S INITIALS: n Planning Division '•Yt C - 30 -eD Permit Coordinator No further Review Required DUE DATE: 5-30-2000 Not Applicable n C DATE: DUE DATE: 6-27 -2000 Not Approved (attach comments) n DATE: CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions Not Approved (attach comments) I I REVIEWER'S INITIALS: DATE: NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.