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HomeMy WebLinkAboutPermit D2000-156 - NORTH HILLS APARTMENTS - 8-SPACES CARPORTNorth Hills Apts 5750 Southcenter BI D2000-156 10400=10 • City of Tukwila Community Development / Public Works • b300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 115720 -0351 Address: 5750 SOUTHCENTER BL Suite No: Location: 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: Contractor License No: STEELL *044MU OCCUPANT NORTH HILLS APARTMENTS - CARPORT Phone: 5750 SOUTHCENTER BL, TUKWILA WA 98188 OWNER NORTH HILLS APTS. Phone: (206)621 -8224 C/0 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 **•k** * ****** ** ** *** *•k * ** **• Irk ***** *k***k* * * ** * ***k.k•k *k ** *kk•k **** ** **** * *k * ** * *****4 Permit Description: CONSTRUCTION OF A 1,120 SO FT DETACHED CARPORT (8- SPACES). ******** k• k************* ****************************** * **kkk**k *k *•k *k* * * * *kk * *k *** *k Construction Valuation: $ 17,136.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 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 *** * *kk * * * * * * * ** * *k * * * * *k *k*** *k•. *********** k**• k *** **• *•k * *•k* * * * * *•k *** *•k * * ** *fir* * *k * *•k* 1 TOTAL DEVELOPMENT PERMIT FEES: $ 488.36 I * **k * * * ** * ** * * * * * * ** * ** * * * *kk** ******** k* k******* k****** * * * * * *•k * *• *'k * * * **** * *•k * * **** f i BbC)--'--- -7 /tea Fermit Center Authorized Signature:/ Date:_ /= �J_SJ_L1 t i I hereby certify that I have read and examined thi permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. 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 petit. Signature:_ Print Name: (206) 431 -3670 Permit No: D2000 -156 Status: ISSUED Issued: 07/06/2000 Expires: 01/02/2001 Date: 7-4-.6e9 This permit shall become nu11 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. 0 co 0 ta w 0 g Q CJ z � H0 LU z 1-i 0 !. co w w ' H U Z U N ` O CITY OF TUKWILA Address: 5750 SOUTHCENTER BL Permit No: 02000-156 Suite: Tenant: Status: ISSUED Type: DEVPERM Applied: 05/25/2000 Parcel 4: 115720-0351 Issued: 07/06/2000 ***Ak**i***A***AllAk**1.** Permit Conditions: 1. MINIMUM ROOF SLOPE 1/4" PER FOOT, PER UBC 1506 2, No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the 8ui1d1n g Division in a tamely manner. Reports shall contain address, project name, permit number and type of inspection being parformti. . 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. S. All construction- to be done in conformance with approved plans and requirements of the Uniform Building Code (1997, Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code 1(997 Edition) 6 .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 Industri es and al l electrica I work will be inspected by that agency (248-6(30) 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(8)1). 10. All structural welding shall be done by W.A.B.O. certified welders and special inspected (UBC - Sec. 306(a)5). z 00 co o w tu 9 0 g u_ (0 D w g. 1- 0 111 uj 2 n 0 o I- iii I • LL. 0 . Z w 0 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 FICOther PARKING Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse C3 Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University Ek Other PARKING Will there be a change of use? 171 yes ®Xno If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm In none ❑ other (specify) Building Square Feet: —0— existing / . /P. 0 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 El no quantities & Material Safety Data Sheets Project Name/Tenant: NORTH HILLS APARTMENTS Value of Co tr tior� 46 Tax P rcel Number: Site Address: City State /Zip: 51SO SOUTHCENTER BLVD, TUKWILA , WA 98188 Property XWOXXX 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 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 CITY OF TUKWILA G 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 mail or facsimile. APPLICANT. REQUEST.FOR PUBLIC 111 /ORKS; „ITE(gist, gPG'ANaREVIE I1 OFtTHE# OL'Lo (Addltlonal'revlews may, be' deter "mlti dz `y th�sPubllc: INorks'Departme'rit) l k;E ' �5 §t git5 NCPERMIT.DOC 1/29/97 h NG 14..... mmvsr n.xr..va. , .vrn..r.�r::s: «v 1.1,10.M11 MK4110.1 hSF. Perrrtlt►F)�l(rth'� ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. Cl Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous 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. Dale s1= tld :oO Date �(ic GP 00 Appllcatta blals) PLEASE SIGN BACK OF APPLICATION FORM #100,immAKIN'+1 mam*;60 KACO.�'KhMrornrtrr l p[i: ° �i z z r J U 0 0 u) 0 iu w • 0 2 § a to _ W z = t- W uj 3 0 0 O N ciF- LU W W z = O~ z ALL NEW COMMERCIAL /ADDITION /M FAMILY PERMIT APPLICATIONS MU E SUBMITTED WITH THE FOL OWIN y.,.% �� Mrs A" ALL''DR� r,FP ik fE ,TAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Copy of recorded Legal Description from King County B ❑ 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. D ❑ 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). Q Vicinity Map showing location of site Building Elevations (Include dimensions of all building facades and major E hhit ��jtp� a�n]t�s' RI Mechanical Drawings - ENGINEERING �� NE rNG 1 Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ Architectural drawings ENGINEERING ❑ Specifications (if separate document) C 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 ❑ 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) 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 ". BuU {ng own er/Author{zedAgerih Iftlte;appl {ca th oyvner ftegtsteredafrfittect /engineer or,c ontr a c to r �ic� pp sec/b the�la}s;alaWashi` �a "' i 1. ... r...... ,,. ..,. , n. ,. :; ,.., .7 �a t:'. : + r, :. ,r ' , :, i ... •� •vr .. .fiYY f: . ,. l> ' `.�: notallzeil letter./roln'1he ploperf)1 oWne' r' authoPlilrig th eagenl,to;s ubin l l l s; bermtl, apb{ Icatlonendoblaln .th } {retl arp �tf;di }}�1stt[ft$ }�1i1: } g I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUlLGIN o ER,0 °4UTtibRIZED;AGE Signature;. S EL ORT, LLC BY :'' Address:7075. SW 130th AVE NCPERMIT.DOC 1/29/97 Igi Print name: 17ft�i2 / S l ,. a e: / .Phone: 503 - 643 -6785 Fax It; 503- 643 -6785 City /State /Zip: BEAVERTON, OR 97008 nhrz+o VIVINW..,+nr..p234 rIVIE ITMI a ANUINr r orvMITIZ w;(aR+FkO Atte!l , z • w re 6 J O 0 JI w • 0 2 U- = I— W z I-. w o w U � O N . o w I- - LLO ill U O ~ z k � �� v "1'.i�` • � • ':ti t* tot **4 k.tt-*+ * *A * * A * b . . - A * * * A . k . * � A * 1 * . : 1 l * I r AA k . : , A A - k * A C ;T T1' Of 1UKWII A 1./1A a:... . `x'' * . � `T * * A;1•:kk:k *:t*ek' A * *•k:lkfi *It - .: 1• ** h:1 ', fi J,kA'*h'sAk *:t A' 1Ri•, N'S tti3:T Nt.i.at;H 9801 ? Alai' Ci'ii.u_._._ _.._ -- .,..1..`;",:_3"i: - 07 _ - Pd' lfleJ1t ....t1H11:1,;._......R. _t..1....,o . ?I.1 hi.C"-. -..... *A h* *:IJ * RC,M">MIT :k A'le I .C• Jr It t `k':F' — 11i1" 1: TLI3 Pri 1 t ..,. ifti. " 1-5 - - !YE "P'Liii� 1)t:VE1 13•P14I NI I'I:R • P rcra1 l' c 1 I ;, ^ 3 5 -�- ..._..._.._.___._ b e" i SsC ?;i 0-' " 61.111-T z C'N'i'ER "131 ._.. Ta al F e 41313 :3r:7 "This ' r vni .ht ..._.._. j 7 ; -x:3 1" '_...._ t N . 1 _ A1::f ,!?m s 40E3.36 _._._. ..__._... ._ - 11 . 1 1 ah c . 0 0 *drbl:k "*e1>ti' *':ItI:if * - " * 4-k A Vk ' '* 4 . h:V - k_1 . F . *_*; &•h A * *'k+4'* *.�.._.. Ac G d"d . ..... _ . _UO4 t i{ 1;_ A th u �2 j 116 S 93 , ;. iv. t}(1� /,�i 4444,. l.i?t7 _ 6113. E.L�T�.Ci" O00 3.22110.0.• :....... •.. ...._.nUI1:1. ?-.C -G- R S _ 2 93: .,�„ J . u0'0/3 30 4444,. F'l "'���: 'C fECK RES......_._..._ 19 0 :_6 J. ..__ -.. 0 0 0 3 9 ( w, 9' 4 .__ ..:. _4 4 4 4 9 131)11._1 N G 3 ►:112 L H il•R G E" . _._. 4 _ 5 . 0 — - .4u�• ='�7�uv : j Q N y CO W 9 • LL W :o! Da; _ v. HW z I- O z I~4 i0 N o W tit H Vi 1 O' ti. . z: (0 O z ` riVATrir7 49 * * ****A A ** Jr* kik * * * ( ) * * i v * A * A Jr k * L * * A Jr .:ITY OF' WA Reprinted: 05/25/00 14:14 TRkNSMY1 .****.A*-A***4.*-***AAkk*A*Ak****NAkkAA*A**** TRANSMIT Number: R9S00291 Amount: 293 05 14 Payment Meidlod: CHECK Notation: STLELPORT LLC 'nit: NER Permit No; D2000-156 Tvoe: DEVPERM 1)EVELOPMRU1 PERMIT Parcel No: 115720-0351 Site Address: 5150 SOUINCENTER t31_ Total Foeer 4813.36 This Payment 293 .25 Total ALL Pmts: 293.25 ORlancet 196.11 A********A***4******************************A*** Acceant Cede Description Amoant 000/322.100 BUM GINO - MONRES 293.' 4611 05/26 9717 TOTAL 2002.20 Project: ! Type of In . ecti Addres : Date cal le . . Date wante . a.m. P.m. Special instructions: Requeste . Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspecto pproved per applicable codes. 06)431- Co ctions required prior to approval. Date: g zWI $47.00 REINSPECT! FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ti,=ii»4.ttx: t Z w w t 00 O cow ca J' W O! J H Z 1 ; 1- O Z I— .w w , U O ON W W. H : — O • ii Z F= _ O 1.. . Z Project. 4 � // � Type of Inspection: s I S Addres Date call' Special instructions: Date wanted , 120 4. Requester: Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431-3670 Approved per applicable codes. 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. Receipt No: Date: Poet (�' 1 t 1 ) S 'W% I f T pe of In a lion: fz xx - N all on - t = �-hrg5 ` ; r- : - r: Sc F�,L Date called: HY' - 2 'CO Special instructions: Date wanted: Gi -D a.m. p.m. Requester: Jose . one: e'1 J 1 sl (43 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. ru .:n`:::'..r`:s:.:..E:,i�•.:e.[r k.._s..:::,..a.:o:r.:r aY; .Kt:k.:tFsts.:7K",i"::5,...x:. S ■MVS' +,,b , tQr W%'+ 'CMAIWPNB` afgrSF Te, 1 Corrections required prior to approval. COMMENTS: ,-, 4v.0.2,17 v et, 2d-or.. r 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter. Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: NORTH HILLS APARTMENTS 5860 Southcenter Blvd. Tukwila, WA 98188 CITY Of TUKWILA APPROVED JUN 2 0 2000 AS Pl',111:1) BUILDIINICA 5'17E6+\1 Single -Post CARPORT Steelport L.L.C. D2000 1 understand that the Plan Check approval$ are subject to errors and omissions and approvrul of • plans does not authorize the violation of any DESIGN LOADS: .. .Jnn,w -i r•nriiQ nr nrrlintnce, Recaiot of oaM Roof Load = 27 psf TL (25 psf LL) Basic Soil Bearing Pressure = 1500 psf Wind 80 mph Exposure B Seismic Zone 3 TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10 Avenue No.200 Portland, Oregon 97209 May 24, 2000 Phone:228 -0426 I5b 1(92 FILE COPY �� PRO • � 5 � GI � E fi <, 9381 9 ct 1 OREGON \ y 2 ?. \ /4+covE? XPIRATI(1N DATE 11191101 Job No. 4296 Fax:228- 663� CEIVED E MMLA MAY 2 5 2000 PERMIT CENTER TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10 AVENUE PORTLAND OREGON'97209 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% Rebar Steel ASTM A615 Grade 40 Lap splice 40 diameters minimum. (503) 228 -0426 Note: The concrete supplier shall assume full responsibility for the mix design and the overall performance of the concrete. 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: 24" diameter x 5' -6" deep z 0 o N 0 co w J uw 0 } u_ a co 2 U 0 o �' w u j X 0 i .z c z el-2c1 (.0 I �kt ■i L-E —Got vtit nl I 9 _ `-� 9 f ' R'Po 2Ts 7 u � YIGW EST 29 (M. "1+12258 v (.0175") 9 —o" IS` —o 24- piA 4erf€L TN/Pv A'• col. VI 9. 0" 940 k = 2S PsF S . o SG — UN OREGON. f .7 va °`- r•� CQ�I�N� EXPIRATIUty Q\TE 2/31 /6 419 Co I .S1r■ I 1- f • • 5/3 as. Ma = (z0(4.)(2) = 208 t q o 135 I 231 - fLF PS F F 7 - 8o (A.1 M + 04.ax)- 8 2 23+ Pt-F S (i-) = O. 016 1 � S ( -) = o. aro3S ,vk3 C - 38 Ks' (. 40s I : II3.5 P I t �LI'1 # /Fe . 245 # / . use "14R-258" 0.0175" 2s PsF + Pt- 325" - 108 = 211 (') JI ECt()N . r ?, QY EXPIRATION 0 Y ''E1 y ,3Dl_ • 1.)a N LL W 0 LL. <I' z ! ', D o • w u j o .092 O z 10-v / 4 -0 to L. o i( 4 10 I r . 1 1 1 1 419 Co I .S1r■ I 1- f • • 5/3 as. Ma = (z0(4.)(2) = 208 t q o 135 I 231 - fLF PS F F 7 - 8o (A.1 M + 04.ax)- 8 2 23+ Pt-F S (i-) = O. 016 1 � S ( -) = o. aro3S ,vk3 C - 38 Ks' (. 40s I : II3.5 P I t �LI'1 # /Fe . 245 # / . use "14R-258" 0.0175" 2s PsF + Pt- 325" - 108 = 211 (') JI ECt()N . r ?, QY EXPIRATION 0 Y ''E1 y ,3Dl_ • 1.)a N LL W 0 LL. <I' z ! ', D o • w u j o .092 O z VJ' L, ..,.,�. 8ECTIONPROPUTI 3: Thtehneat In, Gangs Weight Pst Yield stress kat N/A T 0.0173 i 0.9� 60.0 aR.6 " '!?Moll, V1CWIm.9T STEIL BR-2f PANLL Tap In Caneptwtdon Qortttve Bandte In /ft 0.0663 a 0.0750. 2,1017 Sodom In Compraalew (Ne3ative Nudism) 1H. to ldpilft 1 N, ha /ft la /U M.pp 0.0611 _ 0.0635 2.2796 Notes on Section Properties and Load Table: • Section properties and allawablei are calculated in accordance with 1996 AI51 Specifications. • 1+1- to for deflection de siaadcn. • 5 +/• is for beading doletminatlon. • Ms la allowable beading moment. • All values are for one toot of panel width. • These loads are for penal strength. Primal, Pte• boa an and all supports must be 4edigood to maid all leads towed on the panel, • Allowable outward loads hued on tares have been increased by 33.33 % fiar wind uplift. • Allowable loads for ddlection are based on deflection limitation of span/1110. • For roof panels, self weight of the panel has to bs deducted from the allowable inward load to arrive at (he actual 'live load' carrying capacity of the panel. • minimum beating length must be outwit. • Minimum deltverablc bare staid thickness should not be leas tha4 0.95 of design thiclalae• 5\b- encon\1_oad Span Table,xla\1W. •2li (0.0175) SG —SA SEJSEP 01 '99 09:46AM VICWEST_STEEL•ORE.GUN THEORETICAL ALLOWABLE un AND WIND LOADS 29 a. &SO SPAN - IL (B) L1- (D) WL 207.5 116.1 74.7 51.9 31.1 29.2 23,1 18.7 207,3 93,3 47.8 126.3 56.1 41.2 31.6 25.0 20.2. 11,8 27.7 17.4 11.7 8.2 6,0 28.6° SPAN LL (S) (R1 (r. 3 161.9 168.9 276.0 ' 95,0 95.0 135,3 s 60.8 60.8 99.4 6 42.2 36.0 69.0 7 31.1) 117 561 1 1 2 38 29 Gaup 1C 80 kei 29 Gauge & 801t*1 SPAN LL (S) LL (D) WI. (fl) _ (psf) (P�) (Del 3 197.3 97 322,4 4 ` 111.11 111.0 1814 5 71,11 71,0 116.1 6 49.3 7 36.1 27.7 9 21.9 10 17.8 49.E 80.6 32.9 59.2 22.0 45 7 13.5 35.1 11,3 29.0 W1D VICWLST . ► 11118L )11114811 PANEL ernrryr.R RP • • • ON Notes; • Theoretical allowable loads ars based on uniform span lengths. • LL (S) is allowable Ilve lead baud sat stress llmitation • LL (D) is allowable live load based on deflection lintlitsloa orL/180 • WL is allowable wind los4 and has been increased by 33.1/334. 5\b.encon\Load Span Table, d1 H R -288 (0,0175) ■r■ sc -26 234 - 235" 3 C' 23q 241 243 r 24S pct• R iV .... a,.. nrn... ..,rwrta.«. sv;142 •nugEm190 itn.X..IWN,m ;.0 n • z �w (Jo coo „,cow J w 0 , u. Q CO = I. w Z00 w w U0 0 S 0 I- 111 � ..z 0 = . 0H z compoves gc 0 E- 1 #0-1 E Ls . rLL. 25 PsF VIC WEST Hfz- - 28B (± = D. ©r75 ") "4- 1(t . otos3 16 d. . 078o i � 3 2.6DL ? Kr z . 0 635 -,.Sffe, 1 1 1 '' .L • •• tla- = 2.27 k" 4 ` 1 .1 4 ° - lo- ar t b.! !k - = (24)(¢XZ)62) /1000 00 = 2.9 ``f rt. 14 't = (04)(10 - 1.2C) - 2.65 141 ,Fft, - M L FeE®t.tce aJE7t -tfA J 4. 1 6-o/ea (t Seim gl6K (26)(3.63%2)62)1000 2.2/ x 2./6 _ 000,33) - (3.5x3.33/z) G 11 / (6 %) f `F • • iit ti T tj • • ` 'y e t . -.. dose. -f'r3 eta ac.1 (7 `'.-0 I — C- Bcrtdi) 26 f S F (i.-4-10) .. 2.28, �� (9 /o) 2.60 st 46. 81 (3-Li o" Q (24 00 5 )J / J/7 d' s: 9381PE ORP GOO A, C O \i " X .._ r ;I;t i X12131I 111-%f A &Ai� u. = 4•1 t' 1 22 " 44 _ (25.9ob)(3.4167) 2.38 4 2.28 + _ (25 goix. 10 ) — (I? •4I)(3.ge 67 T. 2.6 t4+. e. 2.80 usa ( Com - 17110°' XP. DATE: s % ) PRA C ut..14 10 vlue bite.i.surct.bur away Wawa 0.0113 ibug ab-rmaotattad Spas Table.% MOMS (0.0175) Mr wuim, VICIRSTIIT3131 317141111 Ii• 111 0.0613 Nam ea kW* Pr10/rdel and tad I rak • bales orapanlo aid allowable( . cdeoland hisairatiameswfdi1996 Annipsohleviosui • 1.44; lbr delketlat detaatkaloo. • +1416:boadlog detresdadloo. • Kb dkaveblo bodies adaiat. • All oaks are one lbet arms! width. • Theft lark aia for paad sties" Pramok pada', masa asd di swims =albs • • *dyed a ask di lads *mad oa tbe pad, Allowable abysm! bah bead aa mem ben bees basuod by 33.33 % for wind up/111. • Allowable loads Air ddIcedat are bead as dallactloallmitados of gmal110. • • Yoraiorpeod& ad! gad* oink pearl Wu be debated from the Nimble Inward lead to udv.ae the Mad 'Nut kW =Ant capeotty deo pead. • Waimea !auks bark =db. dada& • ?adman delhareble bac wed thidimere Amid =Os Ica skit 0.g.5 +tit** thIck••••• , Tap la Caqweedat Vents Mediae) 40710 kittpuM 2.11017 NM= k Oinonsied (Myths BMW k ft 6.001 M 0.0635* 2.279d • 1 C SEW 01 °99 09:1 VIC T STEEL•ORECION T L C W U Z Z u•1. ARYL ■ i Lois 711111111 3 6 10 LL .f �-J ffilaRa MEI MUM MIN 111110:lilt MUM 111111•11111111111111111111111111111111111111111111111 Min `_, EBIN 11111411111 11101E111111111111111 Mal NUM 11111110111 sr., swam 74.7 51.9 1.1 23 1 41 .1 11.7 LL CD) 1 _f 161.9 56.1 210 176,0 MIN l• ii∎,N i Mil 1111 NMI 11•111 WA 9.0 45 O 1111111111111111111111111 NEM MUM MEM ii�r7 118EXIIIII MI= MUM 11111111111111*Wa 111113M11 11111111111111111.111111111111111111111 MINS 5 6 11111L111111111111a111111111aili . 0. 1111111111111111 111111111111111001111 1111031111111Eg.1 Errs arm UDE .1111M11 1117111 mom minx maim Emil arm mum NMI 3 4 6 10 60.1 42.2 111 21.9 • 17.1 32.9 MEIN 15.s • 0.4 • 10.6 29.0 11111111111111.11111111111111 MUM 111111111111111111111111 11111111111111. NMI Min 11111111,111•111111 Neat • 'iLaoed3c l Allowable lads ass bawl an volbutt Awt L$• (3) la allowable this Pod bas lbo M** • LL () le allowable nee 4aibaeld as ddlectIon limbo doam 0W110 • Is allowable wind load amd bit bus imavand l 33 -1/3%. slb -wooiM .oad Span Table.: 1 °13 (UM ki AA Z w 6 UO y J E- w o �W Z � � w ~ w U� o N F- WW �- � iii Z U = O ~ Z i4Z -3 , « (t" = O. 0175 i MR C +j = 2.7o43 in lc/ + . ( — . 2.28.7 Qbn 7211 a : 4.8 � � Q _ 12.0" Pt- _ (25.8 (4 /1000) wl 7 2.21 ig" S le ove.v' . . a, f,kax) .. U atio..xi.o4)(2) 125.434 z Teti A = 3L/( /if02...(- -) - (2S.e9)[3.9067) = 2.38 14 -( . (aria ok M't = (2E.84)00) 2- /8 (f.i• 34Y3, f / o D l2 2.6 144 /.Ft. (. 2.1w, (o .1- iZtKSc A' T HR-34. ('t= o. os7S") 1903, # 70.)(() 72 = 3,a f0 Li_ =2SPs:FT (rev) EX.. DATE: 12/31 / r.2f f FEB. LW. 12 :11PPM VIC •,..a7 aim mafacis Papilla i tLod T * • Ueda pnieedet led diri btae +acelembodia►a0rdaaoe 1 0 6 A Z 5 c I . • 144- bladdeeska►ide soi i • $41- le istbelke M -- le • V,iaaa11 a haft saw& • Allelmeoaelcaeelbotelp■edMAb. • I lode ate hr pot swab. Ramie, ibelmos #od all sup poise vast be OMipedeeoda eitheir al • A rlo ileaalmailoe s bred maws law beeaiiagard1ft 33 33 %tarWad willa • Mad& bath lti[de das baud a at dadadimitislas d y). * Pabastrineb, welibli Oft pod how Ile Mom* ban** Wool* Mood lad v ado isdr sea *a lad as 4 adore1al- • les* ma to *aoirl irjeeed�► • d e i&isoAndWldoWaiatyt besaaailt ood Spealtigasl t -36 (0.0175) N0.356' P.2 /4 " sEz enzzelp,rewurnn +: 47r pa! li v* A po MgeVrAR. . WOMNIM YMRR? wewbwo Ce w' U , 00 CO 0 W CO tL w° a ` P. d . w ~` D p! 0 O - DI— . w w : ° u Z ' 0 co F= H ° Z , z 0 I'm z•• o 9i O i -4 0 • o c � 3 m m . o-1 = z m = c N 0 m m a 0 co 0 C c m� •D z 4 P' d e95E "OW � n5w8�W:rPQ: gem outa girt, iNTW TVMMOINg 4.tlxe .rVd . :010P1/itk tl..w4t4iwSAiy4k : iR (m e) gedzawncitt =ids girmagmwinc Ntlt -Lit 4 1 4 lowing PP WI P SIR 1N Nl IS e 0211I1e U Pogi49'e1 w,1 WIMP II (13D ° t't So!iegliR 11180 PaR TOR WV VPMMIBY n00 'n • vPilet me =Wm ailing toam Mummy P • x NM 111110111111111111111111111111111•1111 11111111B111111111 1111111111111111111 D - 111111111011111111111.1.11111111111 'MUM IlLiiallICE111 Mall 1111111111' «M MO 111111111111111111111111= italltiall 11111/1111 OIL= 111111111111111111111111111111111111111111111111111061111 r 16 111M111111011111111 MIMI MINI 11110111 REAM Mbilt111 NMI MOM NOM 111111111111111r311111M111 Irialli MUM __MI -, -......1-0.--4-wiiimi 1 •o ' i� IIIIIIIIIIIIIIIIIIIIIN - J 11111111111111111011111111111011111111111 11111111111/1311111111IIIIIIIILEL1111 Elkin 1111111M MI1111111=1111111 MIS Mal MAN MEM MINI 11.11111111111111111 _ R 1 1111•11111111111111111111111111111111 111111111111111111111111 111D MESON 1111111115 .1.11111111111111111111111111111111111111111111111111011 111 1111111131111111E3111111111011111 11111111111111111111111111111111111111111111 — r 111111111111111111111 (ST! 111111.111111111.1.1111.111111112P riTITT 11111111111111=111: goommigarAl111:131111 ow at 11111111111111111111111 n maim mum '- MEN MOM _III nit M MAN KIM ISM Mal MCCAIN 11111 t 7 MINN 0' tY e�c CI 6 c L 9 11111111111 1111111111111 11111 11111111111 “_# 5.2? is ?IA 04, :21 9 802 '834. t 1 0 tiO M 0 • 2 42Q P Carpo rb I R - L 1 T1lD I rJPrL, 1 3.AcM 5 : R # I S 4320 = 38 lest, use vie.1.1 t- 9' 4320 # Ma (4'°)(472/ 2) _ Zo # R72 ? 33 k5i No Ci tz 5. = 22. kS■ c 4 - 33 (ok) !o `I x 1/41 x J &rfF. W (Q)(2 `) + 6 Sc,— 3 Aitcs = (2`f° x(81/4) _ R ?7io #r (q..7) TK.? GEE l o " x 34" x 14 Cr-4q E. y . SS ks (1) S = 3.0(p7 ct? A)! cwEST) INA?= 3.6z. `f C £ E ' { o )c 3 x &A&E . (F = . - KY ) � - - . L�_,� h c E .. n (.103") ORS' )ON T_ 'tidy? �y OR, t3t-FP Wit it x 314" x 14 GEE ° (.075'x) ., -": TWN f/4T 4-2q C. S/ P SC - C HECK- Co M P 9-E SS t o ,.l F r nl 4 e.. 13 RA-c ' J Cp s 4 « T y e = iz rr 23 KSi, =ti MA x, S'CiwSS = 22, S kS 22. a - (. D 2 (ck. 2. 2. s --- (.. /03)(3 S z + (�'• - 7 (o 3) (r. S74) O. 2.15 + o . ¢ ?8 = O.773 ,n` FActo4Z 8 9- FG'Co22" = 7054, (7050(10)(77 3) = 103 (S: a' -Carr- L = 108" ( 4 L 0") F,4 CTo2. = 8 ? BRAcr'Jq aIo7' R 4 J 2O . AT CAkt L..rvCYZ . <(.�CC O Pr . • . M V 1 GL ST) L2 C%A. u: w -J u.Q - W ; Z F- o z 1- 'off' o o w z 0 • z. 4-2 a 1. , s/ P I 9 C H-EGK- cOM p ff-E Ss I o F U4 4 1=. .13 (LA}Gc i.l Cp s 1, Tye - _ 3 .L2 �w x 1 1 cs M = 1.12. (.o75)(3.zS) z + (2X.-5 Y.015 (.5V ) 32.. 50 0. 2(5 + o.284 I2 I o.418 FAc'Lo2 = 2500 (25o0)(1oX. (3.62) BP c.r ►.rq is 2.ep vc 2t . AT CArS Lev a 04- eA. i 58.6" z %' k.. Section Properties Size (in inches t ) Gauge t (in.) cri c ri AREA (In') X•X Axis Y•Y Axis 1 x•y (In.) I (in.') S (In.') r (In.) 1 (In.') 5 (In.') r (In.) A B 4 2.25 16 ' 0.060 .5735 1.5708 .7917 1.6202 1.1117 .5008 1.3630 1.0137 14 0.075 14 0.075 .7402 1.9425 .9572 1.6126 1.3906 .6285 1.36.14 1.2591 6 225 16 0.060 .6935 4.0170 12364 2.3647 1.1117 .5008 1.2440 1.5776 .8906 4.8560 14 0.075 .8902 4.9900 1.6392 2.3587 1.3906 .6285 1.2451 1.9648 7.7599 1.8059 3.0394 0.060 .8135 7.8967 1.8360 3.0690 1.1117 .5008 1.1515 2.1414 8 2.25 .7681 0.075 1.0402 9.8315 2.4238 3.0644 1.3906 .6285 1.1525 2.6705 3.0136 1.0648 0.105 1.4626 13.6001 3.4000 3.0494 1.9477 .8863 1.1540 3.7187 .9861 ,6S29 .5183 .8511 1.0467 0.060 .8374 8.7631 1.8815 3.1232 1.7734 .6520 1.4050 2.9220 8 2.75 0.075 1.0651 11.0091 2.4331 3.1325 22188 .8180 1.4063 3,6445 1.0436 0.090 1.3093 13.1362 3.0975 3.1251 2.6618 .9851 1.4075 4.3636 0.105 1.5676 • 15.2362 3.8091 3.1176 3.1093 1.1527 1.4084 5.0769 3.25 0.075 0.060 .8535 9.4734 1.8908 3.1440 2.6517 .8235 1.6634 3.8218 8 3.25 1.6637 0.075 1.1093 11.9972 2.5282 3.1659 33179 1.0328 1.6649 4.7672 .8471 10.3031 2.0470 0.105 1.5869 16.8767 3.7435 3.1761 4.6570 1.4565 1.6684 6.6475 1.1156 12.8196 2.7942 0.060 .8451 10.4570 2.0750 3.4117 1.1117 .5008 1.1124 2.4233 9 2,25 0.075 1.1152 13.0186 2.8541 14064 1.3906 .6285 1.1133 3.0233 17.7611 3.9469 0.090 1.3451 15.5411 3.4536 3.3991 1.6698 .7573 1.1142 3.6209 13.2989 0.105 1.5676 18.0335 4.0074 3.3918 1.9477 .8863 1.1147 42137 .2485 3. 37 16 0.060 .8673 13.4717 22929 3.7492 1.1117 .5008 1.0770 2.7052 10 225 14 0.075 1.1902 16.7667 3.3096 3.7427 13906 .6285 1.0779. 33761 .8459 12042 12 0.105 1.6730 23.2581 4.6516 3.7286 1.9510 .8878 1.0799 4.713G 10 3.25 14 0.075 12310 20.2938 3.3389 3.8816 3.3179 1.0328 1.5695 6.0149 12 0.105 1.7962 28.3911 5.0720 3.8834 4.6510 1.4546 1.5718 8.3924 12 2,25 14 0.075 1.2757 26.0959 4.0259 4.4016 13906 .6285 1,0161 4.0818 12 0.105 1.8826 362465 6.0411 4.3879 1.9477 .8863 1.0172 5.6985 Section Properties Size (In inches) Gauge I (In.) 1:17'11171 \' /' AREA (In.') X•X Axis V.? Axis I (In.') S (In.') r (In.) I (In.') S (In.') r (In.) A B _ 4 2.25 16 0.060 .5751 1.5072 .6922 1.5849 .4821 .3621 .8964 14 0.075 .7406 1.8593 .9095 1.5746 .5983 6 2.25 16 0.060 .6951 3.9147 12067 2.3317 .5611 .4525 .3792 .8932 .8827 14 0.075 .8906 4.8560 1.5846 2.3229 .6974 .4742 0.060 .8151 7.7599 1.8059 3.0394 .6175 .3895 .8803 .8573 8 2.25 0.075 1.0406 9.6526 2.3654 3.0320 .7681 .4872 .8553 0.105 1.4700 13.3501 3.3375 3.0136 1.0648 0.060 .8606 8.5893 1.9502 3.0892 .9861 ,6S29 .5183 .8511 1.0467 8 2 75 0.075 1.1001 10.8302 2.5684 3.1028 1.2288 .6490 1.0451 0.090 1.3495 12.9219 3.2267 3.0938 1.4703 .7805 1.0436 0.105 1.5750 14.9863 3.7466 3.0847 1.7093 1.0418 0.060 .8917 9.3305 2.0323 3.1175 1.4601 .9118 .6602 1.23 ' 8 3.25 0.075 1.1435 12.0067 2.6777 3.1632 1.8214 .8272 . 0 0.105 1.6637 16.6309 4.0841 3.1454 2.5437 12301 0.060 .8471 10.3031 2.0470 3.3834 .6401 .3932 .8433 9 2.25 0.075 1.1156 12.8196 2.7942 3.3757 .4919 .8414 0.090 1.3501 15.3051 3.4011 3.3670 .9517 .5910 .8396 0.105 1.5750 17.7611 3.9469 3. 1.1047 . 1 N� 0.060 .8694 13.2989 19 .6597 .6897 .3963 .8375 .8290 I0 2.25 0.075 1.1906 165491 .2485 3. 37 .8212 .4959 .8273 0.105 I 22.974 '45950 3. '69 1.1423 .6974 .8243 10 3.25 14 0.075 12879 20.23f' 3.6191 721 1.9575 .8459 12042 12 0.105 12 28.09 - '' .8559 2.7314 1.1902 12022. 12 2,25 14 0,075 12741 25.8456 3.9566 4.3755 .8625 .5020 .7993 12 0.105 1.8900 35.9288 5.9881 4.3601 1.1979 .7042 .7961 sc -4 C & Z STRUCTURAL SECTIONS ., V16* n TYP . 50' Z SECTION • A C SECTION H A Notes: ❑ Materials conform to ASTM A -924/A -653, Grade 50 (Fy =55 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 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 0 BHP Steel Building Products USA Inc. March 1996 Printed in USA Revision 5M (PS201) BHP Steel Building Products USA Inc. z U O N 0 : CAW' W O �a co 3 : 1-O '. z W 2 U 0 , = 0 1-: = Vf IJ..ro O : Z . co O z. 40 35 N u' y 30 y 0 25 2 O S % 20 c0 0 Cu E •E . >"Z 2 .8 5 KSi •15 .10 Fy =65ksi • -! - . .i.�. • :1 1. 11111111111111111111 Miltis.!' : 150 ■ • -i- ■ ill ... V IF reil EA AiPilir _ ...... 40 rr n ■ i:�•••r.��■�i' : l wi'.v k � ::::off��_ ___ _ iiiii:i :i:Hi®�- W :' 3: �:'ii C s; ■A. r■. ti ar r. r■ rr. rr q r■. r ■a ■�..�::wowrw ■� ■rrrusr.�:oca i °�� «�■r� ■ii■ s i �`�i'r w ���' rut ...� �G.i : : 36 ... - '�r�. ■:_ ��� ■- - - - -*' :.: :ii:r'ii w � i :Z 1 --, MEWL :=■u ■ ■ ■r i ■...a■■ ■G.r. p. i c i t g . . r IIPUREN 7 7.# 7 4: sa il WWI .•1J "mil" ■■ - MIN 1.I:I:iUrm u l:II�.a►•:A. zi;a•.ro - - =r■■ ■ ■ ■.. :� ■iirx �� 'I p■� ■■■.. ■■ ■ ■ ■ r UN t 3. .r._.■■.■rV.■. = Z 1 .: a• ■ NMI IX ■ ■■ BEM ■■ iiHi ■ ■ ■. ■ i ■ ■..!r■z° r��ii I iiiu ■ra r ::::; ' a ■: ■ ■ � .■ ■: � r:.r :9:::ior■. ir .■■.� 'i'i= ■ r N■ WWI Hi ■ . , . - ■ : r R II ■ : .. : 1 m �Y�_ ■.■� mums �'� C ■■■ : rY ■ ■ m ■■■ i:■ .: �: �a3 � .: i8�:.:08:�:. : :aE■■.Gi■■s■ ■.■.C■■�i : ::�G ■.:�.■■:■r■ :.■ ill! r ■ ■.: :: : T : : :■ :■� i '.r .■p■■■ :i ■ 9 - psi■■ srr .i�is" num : :' ■ - wi :� m..1110141. :�� :lii : . : T y, ■ : ■r ■ 111 ■■ .. ■■ ■ ' r.a■ ■.r !r _ 1 111 15 ■ • : ro H: gn .niiiira MLA •••• • Nun ... -- f i....._ ... .......... 0 Bending Coeffic ent, C,, M, / -1.0 - 0.8 - 0.6 -0.4 -0.2 00 0.2 0.4 0.6 0.8 1.0 C„ 1.00 1.10 1.23 1 38 1.55 1 75 1.97 2 22 2 30 2.30 2.30 Limiting Values of L „ /(d Y „) I- Sections and F, Symmetrical Channels (ksi) 0.36 /F 1.8 /F, 65 60 55 50 45 42 40 37 36 33 30 25 1610 1750 1910 2100 2330 2500 2620 2830 2910 3180 3490 4190 8060 8740 9530 10480 11650 12470 13100 14160 14560 15880 17470 20960 _::: y:1 • i .... lmi_ 1111111111111 iiiC■■ : 'Cro■■ iii: ■ :■ :■: r ■■ i P Eing. r ■ Liam ■ ■ ■■r■■ e :i■ :■i :: :r o :■ ■ ■■r■■ : ■:i ■■.....:■:i■:■■....rrni ;� ■l: : ■ p ■r�■ ■ :: ■■::■ : : ■: ■ : ■■■ r ■■ r■ : : : .S °■r : r: r��r... : 4 : : , :: ■ :: : �:.. : .: ■: : :a: :: �. ::■ fir■: ■: ■ ■��■r ■ ■r : : re�� :.. r ■ : rr :i ■: : Winn: .1111; � =_ Hb IIi r o ■E _ :: ' = :: _ : � ::: : r1■■ ■r■ : : :::.■C ' :::: ::lI.n: 9 ...nu :: : : : : : : ::: :::::: : :11. : ■■■ r■'RI : :: : :::■. : r :. :: ::. : :r: .. CP 60 700 10 20 30 40 /LAS C CHART V- 3.3(A) Laterally Unbraced Beams Maximum Allowable Compression Stress, F,, for [-Shaped Sections Symmetrical About an Axis in the Plane of the Web or Symmetrical Channel- Shaped Sections For For 90 100 110 120 130 140 150 0.36 * EC„ L S,,. 1.8 u2 EC,, F, < d I C F,. _ - _ F ;` L S,, F " F - 3 ' 5.4 ,r2 EC,, d I „• / 1.8 T EC,, L F S _ dl F,, = 0.6 * EC „--L2 S , (Eq. 3.3 -1) (Eq. 3.3-2) co CD C cn CD CD co 'O CD CO CO 0 a 0 0 -I, r EE C) 0 a 0 CL H CD rn b m 0 v1 1 (.o - T. SM S .. . Gt4EC - UPl.tFT 62.A (NttD - SPPriJ ) or L= UP &i .oss (Pn f C3) _ (u! .4) ( z)(I. Z = 12.2 Pr v P <NET) _ �I 2 - . SP - . G1 = (0.6 PS C. M Max (S) _ (q)00. 63 )C 18 a / 8) = 3.87 8NP � = ct .2 K• i ( 6.P5) Fkc'ro e_ ? 15D PA -c 2- = 22 , Sbo , X?rz)(vi, 0007Cl X o X'.-? 3 (. 8sX s.o4 I4s W a l e : up' i Ft , Ovoid -t t -4 J GorAplofeli LA ,(,al.a& -eaeQ loadt:N.�. WO M i D- spA u Q IZA - ct ,G (Zee? '6 FojL UPIAF . (10x 3 %4- 1Z 04•) BY oBSe2.va-71 0^1, MID - SPAn\ ,R -AG14 i s 1 7.25 I II l� f � OFE (iQ1 cpu( moo port (34 I o� x 3 t '/ x 14 C U ! 2,(3 /76/ 421_6 Ca.o - 6EAM S • • s/ P 4320 (1 o- l?)C't ) (33) PAC: = - 7( 0 (44) 6 73.7 (5 L Aka x M = (1.32X41-.71) ao.s4 K 2. = 10.17 s / Pw bee. Flo BKA'CMJQ 2EQ `O (V /0) over- SPreri 4 ,- U se L OLt GE 10 x 34" N '33 77 5 oIZ A 14 Cs ok 814? - (AND MUST 5 1 7 x 12 �A&E S. 0 3.06? 34 i C - 25.5 Ksc. cc 33 (0g-) F (33.1 f - SS ORE K. I FBHP FeS ? j 7 CIZ 42114. .`` SIP i q 3 Sc 7 432.0 432o CnwM � � a) BALA?J GEO (Lt.. + DL) DL = . q I PsF +• o. C. e = I. (,o rsF DEG BMS s' b) u rr8 Ac.A,Icero Plus t,J .JD : (Sb (e ) tiQ 238 0 3 127, l2 ?•a S4. V 106.4 133.4 234-7 7 14.2 PsF 10 2402 N.= • % • •• �•' • • 1 L .1 26 .1 PS F. 8' s' 0866 12.$ • 4224 4- ∎• = 6426 Q om. 9381 ti OR1 G N a? .% s / Z /31 n 0 0 ; N 0; CD 11J, 0 g te a:_. y 3' z � w 3 CI 0 W W ; I--- U • z CU U) z , 4Z9& s I R- 3 Isc. - CO�UM N : Mw. lip = 0.70 "Dow e31.E - GEE " l o" lv.S1 40" EPFEc nqE. A•t 4 : ( (ct I ) a) SIto1Z j .. 4_o E *O tt n wit ` 2.875/ = 38.3 b/t = 32.98. 1 Tfiz`C 14 Cs-A. rt 075H) r = 3 /1 fo F .6F = 33k • • /t'IISSuJl PIECE _ (38.33 —32.4 e. o75) 4 Lilt _ et ' 7. 07S" _ (Z13.33 _ 40._7 ✓ • MISSI I.1 Piece _ 628.33 - 9 = If E. A nArssi .,,, = (• 075)(4 x 0. 40 2 x ro. S7) _ !. !! /I. i Grtoss Awl - (Z)(1. Z87q) = 2 .67G , till ti 40" L.5-7" L Arc. - . 3S3 " ,F� L w&b (6. ((2) /7-737 (/3 WIN Dt DEAD - ! - ���z P = 66.26. 6 26. = 17.18 Ks� sip 9.969 k ( Z.S ?�� A 9 r'rs = t¢25 KS id 2.57 K _ 6G,XSS> = 33 lcsL x (4 •rrz 12 (z4,500) ( Z 3 X 47.73) 2.57 + C.6SX17.,8 Q .4 • ( I - 34 (2) 3114" ( 0 " )C- (4- i COM( CeLuM'S 3.4-4 Psi: Q F� 6549 )(55' ks%, = 3).3 ksi, KL. (2.1)C4/ 0 - 72 (2.63" See- C 1- iorf2-T V — 3. ,0: 1. 1 (,4) ' (Aex t - p9.) 6renro �axc bh�G� ). Fa = 14.25 ksc x 4 (3 - (q,0 lcsc: M = ("322")(e)+ (238)C7.' = Io,BgS #'/ S X = (38.87/5.12) = 761 1; (r t S 4 "f3 = '144 KS ?2.1 f:.s GG 1.00 Sc -12. T 1?-. 3/10 tv UO O N w' CO IL, w O? g w a co 3 Z 1 0 , Z ~ - DO ` w w:. - 0' i ii z ' U 35 30 25 20 0 14.2S 8 -5 Ksi 3 0 Q 10 =EE■=.. ■1:1 .. ■.�._ �. 111111111111111111111 '� ■ E.1 .■_■ ■■_ ■ EE= _ .. .. . p ... . . EE1Et.::�i 1:111" E E =1■ : .�:- E E.E = � E E E1 E . -= e =EC:: C. 1 :.1 ■ A ■�_.E ■t : ■ E i dd I dhHIHiEd ! : L m i ing Values C i : EEI C ■ ■Gi ■: ill KL /r- ,' _ �z,��� /(oF,) of KL/r 111111 _�.�a :1 :11�D :.►. C QF K L/ r C 62 96.9 4 For KL /r < 002 111111 ■u. ■C■. ./0 54 103.8 M""911111611 �1 :EEh _ ■ : 1 , r _ 50 107.9 ■.■� 1ri� ■ ■. ■ F., = 0.522 Qi , (�q. 3.G.1 - 46 112.5 1 ■■ ■■....r :: ■ f *�� . ���■ `C ■ E:: �C ■ ■ ( OF, KL/r ) 42 117.7 111111111 ■ 1 ■ ■ ■tt ■ ■ ■fi ■.G :EEC ■� ■ ■1. ■►� G►CCttt ■ ■ ■■ ■■■t 38 123.8 1 E■ :: ■■ ■.■■■■■■■.M\.■ 111001112111111 ■ '_ ■ ■ : ■�'IMM�'i :111" � ■ ■ ■ _' _ �D _ For KL /r > C 34 130.9 W E ■ ■■ C■ ■■ - ■■ i� g r�C o C 30 139.3 ' pimp %. ■. .- : : i �_ ► \ � ►\ \ ■C■ ■. EE �Q 26 149.7 1 11111111 22 162.7 ■ :. C■ C :E CE _ -. ■.■ ■ = : :: =� E�iC� C�CS = .. F� 151, 900 ( Eq. 3.6.1 -4) 18 179.9 ;;;i mum ii. M■■ it :. � u ■ =�i �' i ii► ■ ■ ■ ■ (KL /r)' 14 203.9 E ' ■■ ■.st��2�■ 1111 ■ ■ ■1 ■ ■ ■ ■ .� ■15.. 1 46.. 1 E W : 10 241.3 ■ ■1 1 r---1■111111■ ■.■■. -\..■ \ W..t1O■►∎►►I■■■ 6 311.5 1111■■ 1 : : :"' :II=ICI= :=iim = := WEC : E�: ' � : l` ' . - ing g :E . ■ - C : :: C : E _ � E'..1 ....:: C; . 1414■:■ : :o ■ ■ :_.. ■E. ■■ • :: ■■ ■■ ■ ■ .p ■ ■■ ■ EEEE M - -- ■' .'• .�� ::1 =_'_•: - e....C, 1 111 1111E E : : = I : : '1C :: 111 1: -_ �E : E 1 :1 :: :1 = - _ 1 1 1 . : =: •..EC -mm :: ::: ;1'141 C:: ' E CE ' E ' E C ' 1 "" --- memu m 1■. 1 i■■i -1414 ■.. ■�:cv l m EE1 : :1 ::' t EE1 : ....::■C::C:.:....:.. . :s :.: :. ■: : 1 " : ■ 11 mum ' ::' i ■. ■ ■ ■ ■ : ■ ■. ■._ -�. ■. ■ . ■ ■■ - Gt■■ ■... ■ ■.... ■ ■ ■ ■ ■E. ■:C::■ ■ ■ ■ C.9 E � E ■■■■ ■■■■ ■ ■ii ■■■■.r'3 ■.■ 11 \■.■■.,\it01■■ .■ i■ ■■■1■■■. 1111■ ■ ■ ■■ ■ : " : : ' : ' : ' : : : .... ■■1.141 ■ ■I ■ ■1 e 1.0 _ t:i� : :� : = ' 111 1M 111111111111111 1 ■■ m _ :: - - ...' _� E C a e:,,.,.1■ 1::. 1. .1:. ' ' :.: :: : ..E : ::Eomu i iim mommummG ■ii.� ∎ ■.:i: m i iii ■ �� mii;r► i. • ,■■: : ■ ■1414■ ■■.1414 ■ ■ ■...C. =E.=m..m ■ill .1.: =1::■..■■■ 1 EE■: ■■■. ■.1 ■m_ ■t. ■ lV 3 .i.ui:l� : = .... G ■0.:..; \...■t.. • ■■ 1414 1 • :• ■■■_I 1..■■ : " • EE ■■■■ --- - 1 111 .■ ■..■ G.Ei■■ 11 14 ■ ..•.c•:-4■.■■■.■■ ■ ■ ■ ■ ■ ■■ ■ :::: ::::::C:1 :::::1:1::'ole... 'tea:: : ::: : :_ : : :� :_=` ' ::1C : :E: ::1: : : EEEEE : EE11 . 11: :1111 ....................... i mmomm• •u u ■ : : : l._rnm .1 .. ::s mp l a ::: ■ =: EEC1E=E1EEt=E:mmmimm 1 : :EM . ■..■■C ■C■■.■■■■■m�Ii■■iiu..... -_ . ■:.CC.1:... = =C.,i,.._. '■ C ' :::C : ' C i f C:1C E CE: 1 : 1411■.■ ■■ 1141■■■■ 1111■ 1111 ■ ■L ■■ ■ ■....� 1 114■ ■1t ■ ■1 \.;! ■ ■ t 1 141 ■ 1411■ ■■■ ■ ■ ..................... . C■■..■■ 01 01E•Et■.■■.. ■_ ■....ppm. ∎■t:t - =• : ' ::11 E ': 1 .•t. 11"_ ■E"E11 ■■1 ■I --- -- ■ 1141■■. ■ ■■.■■.■■ ■■.iit ■■....�- 51si .. -l•! ■ ■ ■ ■■_ ■■■■ ■■ ■■ 1 ■■ ■■..■■■■..■.■■ ■■■i ■■■ ■ ■ 14 .14 ■ - 4 - � .■■ ■■■..MM ■ ■t.. ■■■■■.i.-- r ,-1fiilE.■■ 1114.■ 1111.■ urn= ■ ■ ■■ : : : : : : : : : : : : : : : : : :: :SEE :gEEEE: EE : :E ......a.... :......: E I u..m:1 ' _ ° 11 _ : : .EEEE.I ... . u..u. ■■■■■11■11f1f1 1111■ ■ ■Y■ ■■■ ■ ■ ■t ■■■ ■ ■... . - 1111- ■■■■■■■.I■■1■11■ ■■ -- • ■ ■ ■ ■1 ■.■ ■ ■ ■ ■■■..■■■.■ ■:■ ■ ■■1 ■: t■■ ■t■ ■1.1■ ■ ■t.■: ■=■m�■■ ■■■� ■■ ■ ■■....■�. r ■ _- . ■ ■ ■ ■... ■ 1141 .........■:...C.t..E 1414 t■■■ ■t...=■ ■ E■■ ■... ■■■■i...■= m ■.■■■10EE�1 =t.■ii=.■ =1414 .- 1---- ..- -_= ■ =.C..: mom.. ...■. ■ ■ ■■■■ ■ ■■ ■tt1 .■ ■■a...0 ■■ t■ ■ ■■ ■ mi■ ■■ ■ ■ ■ 1414 - - -__- ■ ■■■ ■..■■■.■■■■u■■■■■■..■■ ....■■■■■■■■■■■ 1111■ ' ' ��GrG .i ■•••• it0■■■■..■somm ■■...■ C :C:C' ECE==: E:::mmCC :::C:ummC1 m :: = u•'CC : : : : 1 :1: = : :C:1.:1� :'1 '1 'C :Ci'' Cii ::' 1::C '1116 = GG ■■ : : : - E EEEEEEEEEEEEEEEEEEEEEEEEEE BEEEEEEE......EEE EEEEE EEEE ... ... u EEEEE EE 20 40 60 't 80 7Z 100 120 140 160 180 200 220 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 on "?Stoneknin:ont?t ont, , ,nonrKY,Romni .F!;Miwi!Wi' tnr- F,6TAnt's.'SF-"y.:,.!YfF .d1 r,. ,70:4:;s:t .,,,t *tre rex im- nYr.?T.a ns rr.. �'!r.: 4 w: e,, riY'@ kngn- , ^«ettg.2wlvt;W' ra'fr` 1nni' �l RNnt ,.pvnt.'iM."t'.R�'n ytX:kl rY'P.i1F..1 2 iY w J 0 p o w 2, u W' W O Q W , w Z Z � m W M 0 ' r' c cr o N 0 I- 0 wu) D- U - o � z K to a 0 0 0- n S ki vn 42R to S/? (. 9 ✓o IA 4. 0. - "" b r = 2.4.3" Giver t =232 g we LJELAS I, 6( —" CO L M tit : CoA P o S (TE D E 5) 6- J: - r -mot 1+ (. (075" ) Z" e A = (2)( x.2879) = 2.58 1 (2)(20. 24-� - 40� fK¢ C S = 8. oaG ;k Y = 3. V _ (C13. 2)(I0 u I + (.2S)(5)) / 2 0 0n9 it . Vlort -= (84 # /ColLot , (. I Sq = 31 PL 1 1 '7.78 5Y = 5.41 IK3 CsEISMIG) 2 ? r2 "010 (eaa.- s c 2e G� YGA 4.44 SG c-t Pr. PW 4 Sec- SG - 12. � = (2)(1,q01.- (2) /.28712,323 = I7?8 14 (non- rr - lbPci (o )-) 80 # /Galu " .), EXFIN.A TtON 'i 13001' N ' PROr4 j 9381 '� ;. y ..,.,.....,..�r; •++.* ww+ r�n�rr�rm4 +�+ie�w.mr�navasaWwvNA�!fWP�N .. k�3+'+ew� � o U Qp N G ' to W w 0 wit �W Z H O z � 2 o o '111 u i w Z, N 0 z segsM.\c (�7) V V (IArcnd) : (13.2)(()(co t .2Sx 8) = 198 2. = 71.2 / VA3 4-21 Si P LIT R-oO F = (18)(3 C. (4.)(to)(4.3'7) + c –t3�t (2.5y.3`)(1)( I25s) ! 36i (2.2x(•4) 2 AI( b. r•..� 6.32- KS •: SEISM IL Cokerr pt_S 27.1 l h (rut;.-t; wt. I► "'■•• ((tefe s ._13 88) + (4.38)(36)(2) + ( v. I255- * cot— . (2) 184 /Go( 4 /3 (33) c v . . ; .... i2/3//d cc 2 3 9 w J ! IL Q D . tll z �+ H O '. Z lit Q N t 0 1- W W ; : - z O eeptirceo $EGTcc pupo i ES ('fby b€∎14ivl 9 )11A 42R� 1 S (p 1 '1-.7 m Gp vvrGSS(•.M �fA (2.513)(5) -- 6 _ �.gB << X - 2. S2 " I 40.4-8 +- (2 )6i 2) — 6 0 4 , )(5. o83) - 38.47 034. !. SS - � �qG.3 /D, ex _ 38.g7/S !2'' SX 4 = 38.17/ = 7.49 3 = 7.6/ i M (gars) = 2 . CB A () = (2)(40)(075) _ . ago CK A- (net) - 2.52 14 �N . 1 E yo:',4,11, 1 2/It W�l C.) §. =d. w Z LU j Do C.) 0 H= ' ZS Vt o z 4-221k s (P I R —. IZEOUceQ s cnct►J PR-0 PeV CES : (.- btr ; g) WEak- Axis x IJ4 4.5'1 u C,e"17reStig•I • . sic -} to " (2. ssY 3.25 ") (.4.1)(e.41) z. sb 11 .h,a._,. 6 2. s = cc.cs/ 2.s" ki A yo adZ ad G 1 — 17.78 -t, (2.013 .7s) - C. 49 )( 3.a 9 ) tt I (. t _ k 1- ¢.4G my ( ° /o) A ru. C(sMO) = A = G.S7 x , o7S A (ntl = 4.08 ' SG -t3 AI DTs : t r it u c.c.Q (see- elcx b.0pt �) (File) S G ,f4, 9 i ORE . OT./ r \ � v 1 2 +q` • i.;(71 ATICN fat r 2�3 a � ; s ( P I R - rg , ,sue . -oo N G : a) u to : 6 rvss (poi a) = C16.¢)r!62)(i.2) = 12,2 = 1.57 Ps4. (IP(, ct) = 1O. L3 ps ti p = 08)08)01).63) 3) = 3¢4-4 - = 2.4- M (AJ. 4EP =4 Q 4_ . is° IP.) LA-Tezdo1/4-1, 238 # ( al ti, ( A-Y) I(MAY (vn 6 a (4 c -I) = l /, 0/ (1014- I., ( 338 .ZB A.& tA, = 24 " bd. 3C PG F. MInl• DePT+ _ 1 II c) LL-tDL: P (Max) = 88‘ 4 n — IT' bro = 2823 IYfereAseS _ Zo *lo f. ?D °A. /Jo %/o 1,..11:611-1, dept Ps4 is <.� !wJ 440J. J. 13.4.51c- P2Essu RE _ (3 44. e/ 5.00 :.......':.: co C ! EX + C/• i,Y «¢1) - 2.823 (6c4_1 ; .. / / j _._ . 1 { 4-2er s7 p I _) sc - IS DESIGN EMPLOYING UBC CHAPTER 18 LATERAL BEARING FORCE = 238 LBS. HEIGHT = 46.28 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 = 5.5 FT. ( D- FOOTING DEPTH CALCULATION: DESIGN UPLIFT = 3444 LBS. MINIMUM WEIGHT = 5166 LBS. DIAMETER OF FOOTING = 2 FT. MINIMUM FOOTING DEPTH = 4.75 FT. ANGLE- OFF - VERTICAL = 15 DEGREES. WEIGHT OF CONCRETE = 2238.383 LBS. WEIGHT OF SOIL (CONE) = 3107.94 LBS. DENSITY,CONCRETE = 150 PCF DENSITY, SOIL = 100 PCF 4 47 9381 G � OREGON _r EXPIRATION DA“ l /2 ittrAMIIMMOVKIKM • UJ ▪ 2 0 g, co 1-- N W O ; i u2 a F _, z � }, H O 2 LU V 0 O �r 0 Hi W W! 0 Z ; ora O z __...___. 4 ?g� _ s t ? 6- QC M r`. 1 N. N. f r II I I 1 Foo Jl 4 E r (L. (ALA 6-u 26`I)) I I Pou g1,E "GEE l i � 1 D" x 31/4-! )t 0.075 CoLv . III -- 6)12" • N N C t ,J G2E T'E STEEL P LL- 7140-0A-0 R-00 w/ go LTS egcd- SIoE- • _ 3R; r W s U c) N W I J tO LL ga o ; uj Z W Wi p U ; co o I- W uj Ut LL 0 ` Z U N ' O ; z I n c , - L t . I N T S G0 ac2S c E ' r - - w - r i 4.3 C : 34" dam. VPuFT (Bo / 2703 :. Hoftit 224- * / col. " G 300 �lrt OL = 6885 A 7.0-74 egAurry Rect rAace 4 iitt.la L erszp-c- w - . (4-.. 24'') ZIZt Mil . (2121)(1.$) 3118( (MOx) _ 3 r. S = R`1- * (11.11') (21.3s) _ • (LtdC o,. _ 224 — W� = 2 21.35 A6c. q?4 r.tc (c dc .EXPIR(1ION DATE a�ilS'�k6a 2"dl`ffi fiS ' ¢:rr7snmrewmm�m a�.msxzm..mrecr ••` c.. nMrc9n! t! x�xe ,M•mtxSR9TS6'nPr' - SSflnvi#, • z tom'. w 1-Y 2 ; ; 0 0 co IA co u_ w 0 g1 co - W; ui U 10 N `. �- LL kJ co z O � z L., DESIGN EMPLOYING UBC CHAPTER 18 LATERAL BEARING FORCE = 224 LBS. HEIGHT =. 21.35 FT. ABOVE GRADE.. MAX SOIL BEARING PRESSURE = 309 PSF / FT . FOOTING DIAMETER = 3 FT. POLE/ FOOTING IS NON-CONSTRAINED AT .GRADE MINIMUM DEPTH INTO GRADE _REQUIRED .= 3.75 FT. = ====== FOOTING DEPTH CALCULATION: DESIGN "UPLIFT = 2703 LBS. MINIMUM WEIGHT = 4054.5 LBS. DIAMETER OF FOOTING :4 3 .FT MINIMUM FOOTING .DEPTH .= 2 . 75 PT. ANGLE - OFF -VER'r.I-CAL = 15 DEGREES. WEIGHT OF CONCRETE = 2915.788 LBS. WEIGHT OF SOIL (CONE) = 1189.444 LBS.. DENSITY, CONCRETE = 150 PCF DENSITY, SOIL = 100 _PCF ‚ 93(11PE 08110011 IlY DESIGN EMPLOYING EMPLOYING UBC CHAPTER 18 ummilaMMING FORCE = 125 LBS. (00 }Ammer) HEIGHT = 21.35 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. It- (01$(0 XP. 'DAM: 12/31/40 I Al. Qs coal CRETE. poCa -r s „J / 0 4104 LJELC D C.oL.W.inl • ( N ) Ib ▪ 114 - Sour • (AU - T1.412-61 \ 042 (l 7 /8 ' x 14# 17 -130 -T It3 4 4. Alw u.= 771(E7go € d� 938PE' ORS C • C121311211 wain trlor.z oto, zrAti v W et 2 N 0 LL W W: W O gQ 1- ILI Z H 0 Z F LU D 0 0 = 01 W W Fes-- Uj 0 ui z ' DESIGN EMPLOYING UBC CHAPTER 18 LATERAL BEARING FORCE = 234 LBS. HEIGHT = 46.28 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF /FT. FOOTING DIAMETER = 1.5 FT. POLE /FOOTING IS NON- CONSTRAINED AT GRADE MINIMUM DEPTH INTO GRADE REQUIRED = 6 FT. FOOTING DEPTH CALCULATION: DESIGN UPLIFT = 3444 LBS. MINIMUM WEIGHT = 5166 LBS. DIAMETER OF FOOTING = 1.5 FT. MINIMUM FOOTING DEPTH = 5.5 FT. ( -) Ll.tVI- P (Ax) = e e (.1' A a6"47): 4 sp * /4, t.s« Sow es .C. gA59� deffiA axle ( 6-1 Do 1° 2.00 (24) (o G ) ANGLE- OFF - VERTICAL = 15 DEGREES. WEIGHT OF CONCRETE = 1457.894 LBS. WEIGHT OF SOIL (CONE) = 3786.143 LBS. DENSITY,CONCRETE = 150 PCF DENSITY, SOIL = I00 PCF cr (n rC4s d e p , . 't, 624." 4. -- use,. �EXP DATE: 12/31/ b(. 1 U! 00, N 0 .. W W , -I 111 0 LL< ci LIJ up l V 0 O N' 0 H: W W• w z :. O ' z 4Z9 SMagq terfac(L.... c • ,`• TEL oecte-4 i4q )$PJZ. screeiJ Te pi CAL.. - - 7 :I ION 2 •1 • . 1 • . "• tu; g to uf w 0' UJ 2 g P. a g. I- 0 Z 11.1 0 0 r% r ..= W L . z, 0 Et? I . o z 1 - Pos.6 1 BEAM -To - BEA,A4 coKIM : -1 (3/8" .1 I4-67 'Gee It &Am 1"14 (T) e i ) &MEW --14"-- --e— 1 r • • 11 3/4 _1$ TY tiZ. I:- 4-320 (6)4P a 12 04. ID cEE Selvv15. Cf% FPIZARD AKI&LE Sizikcr.eT' (Estci4- ecvsem), gee. (3) SGZELJS (A5 fffi) ; met! g5tWelitfotiMMVIt4. 0 L•& PJ 44, w 2 . w ul 0 • < - 0 P: • uj 2 D D -; 0 I uJ uj i= o z Lu ,„ =, 0 4 1-2- 4 110 n • r . 2160 _ S / Post I 9 - 10" 2o4G 4.75" r' 4.9" 5 4204. # �- (4.) 4) 1/4'4 screws. (0 -.ZS ") 4 5 4 1.¢1 x 861 # '/7 - M - (z. f6X¢s' = 4 /.72 x " 11 6/0007)1_ - 0 rn _ q.72 "" �b — _ // / 51 (o0 D. 86 l 0 11 rtArJ View / t.z LP: 12 & . AJGLE.- l /0S 12&A. (F =50 KS) ,SCZE -L J , 0 25' b o bs v 0 z F 81 9 ‘4 � ..� OR .. ON EXPIRATION DA / / y CO IU W J CO LL W 0 m = d " LU uj z � = Z, U_ i 1 ' 4-21 P c-t BEM gectm (.40.44C13: CLLP ANI&L,E, 4'/Z" 1/4!' scRet..t 5. • I D " 7 - 12 GA. 1 2 04., SireL„ t4 6 /71 , ,•••••ovamedra,•••NfiNKISPint C.41.14 -2L I S ir I Lt PLATE A e)4 : (17 2 , S'DO /F (4.5e, ALVA1 , F0r2A-164 LA-S. C 7 /LS ALL/Ak. N ,"••• • 9381 • \ Ve/ \,..e 22 ,c- REGON f ; ,....................—... f.r. xy,RATIoN ogi T. . ; s • '440 z ' rC ‹ 2i co co CO. w o g 7.1 • <- • 1 Z E z ▪ j • .2 a 0, • C.) • 1 0 Di til o ' z, IA 11:".L Z zEzct L. sito I 9 - 0/45Z Et411). OF CL-ie : Z16,0 41" if • 432 1us&tilitgi44 .7:- repo g. 0 4 . scre.us ComAl- 3 ORE ON f k 22, \ t./ / • ,o■ PIRATiON C,ATE /26/ 1 0/1 -"ItrAm=n1mmeVRMOMEMIERM, 'BEAM -TO- C LM.'•: M Does ( "AAA c.rk r, • m 0. (2,1120 216 0 '/Z' 13 AtA►s Ce10 U J € /rLA ti . 10" . • • use- (4- x:7 K /ao /t 5, bk- 6D7Sx75") Ks c. /93o7 21 t 2 10 2 # 120 1 56.5" ? �� SG.S ,,... # I(�.D t - 6 r52 1 Olt Ks � GOON 1G 1 � • AA/. 5/_p 11- 1.2A1 2 V t ee.-cpAecAe-- - 1 7 1U ctl., 1'v — 2.2 = 5. 14 So 0.7 2.24. 1" L - 2'F.2 e .5 1.12• I.qc 2.18 • 3.4-5 105.7 r IA 5 2 .18 v 2,skts (ok-) 77.3 lcII 27.3 3.3z k tbI- F ARM • • .:J*11;701(m oi:ri /2, 3/ di 42- 5)? 1 1 Co ki — ?L-A'4 DOT (Baim - - (JAI & I) ( ) 130GTS (307) ID (z )3(411# X- 130AAA 0 (A30 ==-ZeiSEEMEMEMMEMEISMEMISTa. MU tar X -gePol ( 1 PRO C) N C* ,4 4/ V381 • d Ct /4/7/41..: s5LL tvr401 5/7/144 e _2- Co KJ —8 LJAsseas WTI+ Sr 06 "Ft cP4— 11 11 11 11 11 ocAms: -3(4%.‘x (Du E eA.sice. Po uSI,E -GEE cow 4 : S x 1 0" X 74. (4) et. A301 130 As p.a.," wk .). „ F R04s* ( c:' ...,....(...„ \ QW4 &4474, 9' 1 '' '..* \y" % OR •GON \-, , , . . ....__..... EXPIRAIi0t '. 27 ....._ rx o § co ui a • STAMO A42.0 CAR..P0R7 CoN Ft Gu R.A'Ti.04s _ . 42 I I 1 • 23 —^1 2- CAR 1 8 4- (MArX.) r Is .uais:la..eL•:tr4: • .i'�'t]:ia.::i�N ,k. cetz' ^,lu3lii.G�i, Note: The structural design for the 4 -car carport applies to this configuration as well. Same roof, same beams, same columns, same connections, same footings. • S' <• t,.� \ I A 10 t r CP - A r r 5 0 v o, co 0 to 9 CO LL W o ; N 0 a � tu Mfo 0 H( w Z U N Z 42 Seel p or & I Hi ? 3/R/ Note: The structural design for the 4-car carport applies to this configuration as well. Same roof, same beams, same columns, same connections, same footings. E M Fl SE4M (Max) ts'- 2" L q- ce- w: U N N rn a CO w; ao • en -j `,c w o • 2 00 O! u. • c7 w vp ~ o z� `�• p — o N( o r-i w i ■ F u. 0 ui z 0 , P 'ir' C nt ; Le a' � .7 ,J F i 'd% ,..,� 4;: XPIRATION DATE: t :24y. 1 /6/ I e+m ••1•••• .nr■ . m •. I, .1••o M. reaw�!rt ^RYgl 0 0 4.2 0 o s+ e 0.4- I ► 1-',23 181-D" I II 3 &' - -o" Note: The structural design for the 4-car carport applies to this configuration as well. Same roof, same beams, same columns, same connections, same footings. _ 1 i" t' Lim c.)§ W IL ` ui 0, co = � o N' . = V LL O' • Z U N' qe ._:7 Sgelport I 1 I ?3 S -CA-(Z (Sa Me- de pis as p ►'eVr o us � t 8'- 11 IS Z it (MAX) 1 1 2/ lo" q o u Note: The structural design for the 4-car carport applies to this configuration as well. Same roof, same beams, same columns, same connections, same footings. Vi F k r 3' 4 G 0 CP - PROF\ 381 9 N <,, IM , OV I '' D TE:�,a f.,3,101 o' CO 0 LL w J ; u- W H 0 ;. Z H; 111 ui 0 - 0 —; W W > H 0 LL al Z co P ff` Z X I 33 O m Note: The structural design for the 4-car carport applies to this configuration as well. Same roof, same beams, same columns, same connections, same footings. sevi 9E V 2?�0" S4 = et ID" L t8_ -oil (8- o" L gJ . o 1 , NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. att 0) r O O O qlo" on 21' Note: The structural design for the 4-car carport applies to this configuration as well. Same roof, same beams, same columns, same connections, same footings. 12 — I if 0 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Co tr'). N • t 11 "ltVA && esspanstoi f G•ttrs,c4tssft: A, r c (. coo` SXIt1'(l2.) : 0...1 I n Note: The structural design for the 4-car carport applies to this configuration as welt. Same roof, same beams, same columns, same connections, same footings. 1® SPAC-E cPAPort.-7 Pt.A�4 c4k. tIeJ101L4 C a � !4 % 144x. SIJ# 7 etch `g.Q. A�.fr�4 (2s)(1)(211 ,000X1.5P+4 4) / OW? a M o l 4 . s X R 0 : I /(1) 3 #1 ... -. � 4.o3 Ksr` CAW) knM/t,2 - D SL rt '77 • 2 C MO 0.4`" 45 'Or to.l r►.s. r NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. r 't2" mimics o' 96 Vs." t o*lPt+ . (clasp. Note: The structural design for the 4-car carport applies to this configuration as well. Same roof, same beams, same 4':,s j columns, same connections, same footings. v. IherfAsk as lovh".4 . D006 5 111)Cri) 0.11 s * 0.46" r VI 04.R.Ite * 'I:. c.o'i Gay cith kitevedoit 0 a '!4." MAX, pawl f�k �- ........._._._.. e. t Cry aKsselt r. (200)ciet / Cdtol = 45 f#r £.1N10---- M s Ofa)C10 rl /(z) It '33 R *! (atkw.») 4.o3 l sc , -- b = A ' u�d�s v 0.5 rf 77 ® 24- 640 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE . QUALITY _ OF THE DOCUMENT. BEAM / COLUMN KEY: Beam A = Cee 10" x 3 -1/4" x 0.075" (Sx min = 3.62 in3.) Beam B = Cee 10" x 3 -1/4" x 0.103" (Sx min = 5.09 in3.) Column = Double Cee 10" x 3 -1/4" x 0.075" .� "x" = Bottom Flange Bracing (strap = 1-1/4" x 24 ga w/ (1) #12 screw at each point of contact. See Detail.) !EXPIRATION DATE(Zf 11 6 S Decr-t t4 1I ) #1Z Satz IJ, T1Pt�V• DESIGN LOADS: Snow Load = 25 psf Wind Load = 80 mph Exposure B Seismic Zone 3 Basic Soil Bearing Pressure = 1500 psf YIGw ES1 zq Q1o►. "1412.21:58" (.0175") ROOF FRAMING PLAN BM "A" 2 4 - PrMMe T99Pt FRONT ELEVATION TIM CO 312 NV\ (503) 22 (.0175") it 11 N LA 0 - 1 1 OREGON VI :MON .":.17.1,.. /J/ TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10 AVENUE PORTLAND, OREGON 97209 (503) 228 -0426 i F- 0 a ce U Z 2 -J 0 W -J (9 Z_ V) screw at each etail.) x 24-6 . YPIc. )ADS: =25psf = 80 mph Exposure B ne 3 3earing Pressure = 1500 psf art to YIGW E5'i•' 2 "frizzes " X 3 41 o il cr O t t �- IS —C ROOF FRAMING PLA 24 DgR^"eleL T'IPt CAL . FRONT ELEVATIO .55 �b.4�Fte`_i.f.l£lan.hrf:V:l l, '.nY 4i�t, `+E >cuSt!1iiXpx.�1M95A'kk�.�w h<.tl�G� # J, �f( 7) iLiFw{ i�V•; d. nt� k .'I++' ., v^' :i'�ii3J +4.du'�.'.;;55is... •i a W re 2 v ; V 0 co o∎ co UP CO u. W 0 2 �' u- < ° ' F- W > Z W uJ O W Wi U. 0' Z 0 ' Z ... !EXPIRATION DATE(Z(3(f0j I D " I'(z" X -8'1 ( -COL-UM N X - SeA.AA s oc.TS 1 6o / LTS 6 (307) (7}307) %8`I ^ Z" e 12 "0 v 4' P. FRAMING DETAILS: • I • • 1.;,1i.:: LJASSE2s t3crTI+ S 0E3 F PIc f — TIM G 312N' (503) 2' 6o4Ms : 3(4!(x (D" C E); . SiDt. (4)34" c, A3o1 6°I-TS AS S't-I o u•-1 pouBLE -cEE I cow/4 4: 3 x l a I ' x 143. 1 11 2 " 2 0 a. 0 . Z J � • J 0 c O 0 w n- , J O w 1- Fr) N TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10 AVENUE PORTLAND, OREGON 97209 (503) 228 -0426 X - M I � I Il 11 _ II I I 4LVM �l 1 ( 2 esDt fr FRAMING DETAILS: wAsSE2s t -sIOE$ .;1';nr. u1 • 4 :,d414} :i:uht ,t'Alitzlf..as. 1 ,itai >1a'A. t u04 IMMO #(2. SueJS. !E XPIRATION DATE (2f3(M I 1 s/ )14'4 scats. 7-12 6 • FRAMING DETAILS: rs� s , - 1— t r' •11 ( FRAMING DETAILS: r If (3)1tI2 SUL.Ek1S (M S44a43i) I2 &. ID" C6E geAM 3 TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10` AVENUE PORTLAND, OREGON 97209 (503) 228 -0426 :'4..1a�.1.4 •eY ^•tin:.}; ��U1u.:1+.e.: �'�3:1 'rwf �:aaiiatA�•:acla. ;,.m�e2ea.;:.7 • mart QED PRO Fs N E 44. 9381 OREGON FE /PIRATiON DATE(Z131((f l 3 Z.007■ i • r P U I3l.E "GEE f o "x3 Xo. Go LV A-1 y N, N N 15' Deep Carports 7/8 " cb s-rEEL. /*LL- - T 2 EA40 R-00 w( $o L-r $ 5106. '..ti'i lcGr.::h;d ■!.: r AUGURED FOOTING DETAILS: "GEE." 4=� X 0.075." .1 ►.l. w L tN AUGURED FOOTING DETAILS: 1 1 10 B l.E eE. 1 ID" x 31/2i- X O. 07 5' 1 CoLVM 1 11 6)(2 II 1 • � N 6 Te I • , 1 N I11 i I I 1 �1 ▪ 'II • I • 111 11 y 18' Deep Carports 7 (P, " cD x la It STEEL.. P r T� 12-0 TO G.)/ goL7 $ Lr9 G H- 510 6 . TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10` AVENUE PORTLAND, OREGON 97209 (503) 228 -0426 i- ce a ✓ z J 0 w z Rue 09 00 02:23p STEELPORT, LLC (, 42ef 1 StrJG‘,E - GowMJI g l (o x I4) o II TL= Z? ?SF WINO 8o MPH ExP. t3 4 1 28 _6 .. UPLIF'T Ma $(ACES s M t IJ . PEpTE+ FOOTING DEPTH CALCULATION: DESIGN UPLIFT - 2891 LBS. MINIMUM WEIGHT = 4336.5 LBS. DIAMETER OF FOOTING = 3 FT. (503) 643 -6785 p -R -on P(LL+DL) t'Ax. = (1 )(28 Ps .f) '7 467 *' 7G 1 t 4 / trot. (.$) = loll PS 04)C(il)(to.C3 P$4) = gBc{ 7• CITY AUG MINIMUM FOOTING DEPTH = 3 FT. PERM ANGLE -OFF- VERTICAL = )=. DEGREES. WEIGHT OF CON :BETE = 3180.86 LBS. WEIGHT OF SOIL (CONE) = 1440!.911 LBS. DENSITY,CONCRETE = 150 PCF DENSITY, SOIL = 100 PCF ,,. ��.p PR 9381 " ORS ON ✓ Y 22 , / 4i C p.2 T-/ W - ! S6 .--/5 D 7- — /5g VI) — /'o .?--/ k 6 3 34 110 CEED F TUKW1u 1 6 2000 CENTER LXP. DATE: 121311 Aug 09 00 02:24p STEFLPORT, LLC . UIJBALANC.e o 1,0110 (.1]. Y uiitro, (4.5 PS, SiroIi --par 6 • • •i • • .11 • • Jai • • :• ,• 1 . ,r , USG 3 Sr? . x yLo' dip, 2 ps.c- M to‘b44. = 680 4:4 _'1,"75 2 #r SQ VAc2 L PT * IZS(ST/ti,SGs (0)(3)6900.S) . 6o75 1 • = 1(1 .: Den 64 11'1 # (4-. .ct DESIGN EMPLOYING UBC CHAPTER 18 LATERAL BEARING FORCE = 119 LBS. HEIGHT = 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. (5C)3) 643 -6785 p.5 C► TV Iu AUG i 6 2000 PERMIT CENTER - 7,88 5 *1 0- Mc* = 6800 1 k ORS GON /%, " ? ?. . 7 co') LF:XP. DATE: 1 65. t 4 it G L. CU Ce CO CI W W T -J ri w 0 ± g J+ u. ° w I z o ' z �, uj V 0. 0 • wW W 0 (0 0 I_ L., // s is LE os t 1 7I6'4 ti POtA Biz - cEe COLVM (T14 (2. ) 3 /e1-' 1 4 , x TaL ALL - Thltert0 R0 14 et CoLVM1/4). (5031 643-6785 CA gate% . FOCI"ri t..1 I 1I4 't RA*40 -Dt4 F°o"rt tiTS Awl) 0‘1A5liea-S, pt CAL.. ICXPIRATION GATE Is p.6 A LT- 5 • .: V. ACTIVITY NUMBER: D2000 -156 DATE: 5 -25 -2000 PROJECT NAME: NORTH HILLS APTS CARPORTS C -1 SITE ADDRESS: 5750 SOUTHCENTER BLVD SUITE # XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Buil ing Division IN Public Wqrks LA MM qua to 5.4 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions Not Approved (attach comments) El REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: Approved \PRROUTE.DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Approved with Conditions REVIEWER'S INITIALS: Fire Pr eve 11 4k 4 Structural Incomplete n Plan r Division 6 -30-e) Permit Coordinator DUE DATE: 5 -30 -2000 Not Applicable No further Review Required n DATE: DUE DATE: 6 -27 -2000 DUE DATE Not Approved (attach comments) n DATE: .- �cn,mnsnn�c: � w »• e •• M,- r-, s. �r�+ rc.. na«.,«..... �., w..,.. �... m�nrn .,.�.�...uw.,+e.ve.*mnne.eavn� .. nY� ormtmorit E \ 2 . U. 00 @ O w w .@ u.;. w 0 , 2 �. 2 @ 3 ' d . Z Z 0 } Z e: uj O .. 0 I- � 2 W \ � / O 2 : El / { O z • tc,..49frx4 es eiz. ci ittx=r r- _ .• - - • '94=4104Erk.W - A.i C. .tc: IL-. 4 • 4 G.L=1-4/•-r 3 cF - it Plz,CMP... LAI 41a.... 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