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6830 SW BONITA ROAD-3 ADDRESS: is lrecordslmicrotlm\targets\building.doc ry Inc. onstruction Inspection & ,Related 7ests Carlson Testing, nc. Geotechnical Consulti-Tg RFF_0.LoF6X12 - CONCRETE TEBT$PECII�FI$ P.O. Box 23814 restMetthods: ASTM C172/C143/C1064/C il/C1231/C39 Tigard, Oregon 97281_ Phone(503)684-3460 FAX M 684-0954 Date Molded: 10/12 - , 19 94 Job No. 93-9239 permit No: RUP-91-009 Client: SMETCO INC _ SMETCO INC Project:. --__—_ - 6830 SW BONITA ROAD TIGARD OR Address: — — — LDH CONSTRUCTION Cont actor: __.— Sub Contractor: - — WILSONVILLE CONCRETE 51 04201 Concrete Supplier: _ — Truck No. Ticket No. c Cast By: 5 - LEACH _cu.Yds. 16 -Load No.2 SUNNY 70 42 Wenther: Temp.High: Temp.Low: SLAB ON GRADE 2 TO 4 ( G TO H ) Location of Placement: -- - 7:30 64 -- —--_-------._.--.-_ Test Time: Concrete Temp: -- _ -----_-.___-- 3000 28 4" I Strength Reciulm rent: _—______ ____PSI O days Slump -- Cerrdnt Type — MIX 3000 3/111 Mix No./No.Sacks -- Air Content — -— Max.Aggregate --------- — Admix.Amount: Brand: _ _.Admix.Amount: ____Firers Sot Teat• Register Date Date Total Unit 140 ort Tested No. Da Number Recd Test Load Area PSI No. By 7 7952 10/18 10/1 60,572 28.31 2140 3 JB 28 7952 10/18 11/0 28 7952 10/18 11/0. ( ( : TRIANGLE DEVELOPMENT CO Flrimnrks, l y_OF r _-- Inlmmnfinn rvrNwlnwrl hwroin 14 not to hp rnnrntfllrnd axrent In full,wlthollt prior outhod7atlon from this Office. Carlson Testing, Inc. Construction lnspectwn b xeGrfed Tests Geoterhnual Consulting vxi2 CONCRETE Ej PORT OF RE TEAT 8E'E(,lMENg P.O. Box 23814 ASTM C172/C143/C1064/C31/C1231/C39 Tigard,Oregon 97201 Test Methods: Phone(503)684-?460 FAX 111684-054 10112 94 93-9239 BUP-91-009 Date Molded: _' 19-.�. Job No. Perrnit No: _._. Client: _ `s'METCO INC Project: SMETCO INC 6830 SW BONITA ROAD TIGARD OR LOH CONSTRUCTION Contra.tor: _._.-Sub Contractor: _ 'JILSONVILLE CONCRETE 51 04201 Concrete Supplier. _ _�___Truck No, Tbket No, Cast By, S . LEACH _. _Cu.Ydn. 16 .5 Load No 2 SUNNY 70 42 Weather: Temp.High: Temp,Low: SLAB ON GRADE 2 TO 4 ( G TO 11 ) I ocntlon of Placement: 7:30 64 T __Test Time: Concrete Temp: 3000 28 4 " I Strength Requirement; @ days Slump Cement Type MIX 3000 3/4" Mix No./No,Backs —Air Content - —— _ Max.Aggiegate Admix Amount: Brand: .-Admix.Amount: set Test@ Reglster Date a Date Total Unit Re ort Tested No. Das Number Reo'd! ^Test Load Area PSI Nom �BY_ 7 7952 10/18 10/19 60,572 28.31 2140 _ 3 JB 28 7952 10/18 11/09 92,252 28.28 3260 4 JBr_ 28 7952 10/18 1.1 /09 90,649 28.28 3210 4 JB cc : TRIANGLE DEVELOPMENT c0 Remarks: --CITY UF`-7 I13RRE; _.._ Inlormnllon rnntalned harnln Is not to be reproduced,except in full,without prior authorizatlon!torn this oMce. i city or Tigard Building nwpartawnt 13125 all Ball Blvd. Tigard, or"gon 97223 Inspection Lina (Rer.-O-Phgona)/t 639-4175 Buminw.■ Phona: 639-4171 I napect ion t Footing Plbg. Undersl/ab Much. R,myh--in Appr/Sdwlk Pound. Plhq. Top Out Gaa line FINALt Post/Beam Atruct. Ban. 8 r Framing -Bldg. Post/Beam Hoch. Rain Drain Insulation -P1rr:b. Plbg. Underfloor Nater LLw // Gyp. Rd. -Hoch. Date Requestodt ���! /1 /7 L -Timet AN PH 1 1Wdre.at_ 3C Z-�-erA Pnnsit t-&. ooyj Builders G•/W THE FOLLOMINO CORRECTIONS ARE REQeIIRF.nt Itureu-tnrr_ _,_ �_. Datot _, JA ROVED DIStiPPROVED APPROVRD SVWNCT TO ADM ��Call For Rginap. C'-1,(�,�-a ��r_�9s ZI Cit! of Tigard Bull.ding Departasnnt ��r 13178 A hall Bird. Tigard, Oregon 97 L Inspection Line (Ree-o-Phone)t 639-4175 Businasa Phones 639-4171 I napect Ions -- ------. �——_ _ -- --- — — Footing Plbg. Undernlab Mach. Rough-in Appr/Sdwlk Found. 111bg. Top Out Can Line IMALC� Poet/seam strum. Elan. Newer Framing -Bldg* Post/Bettie Mach. Rain nrain Insulation -Plumb. Plbg. Underfloo Mater Lin Gyp. Rd. Nep ) -Date Requested Requested - ` -_ Timwt � �--"AM _ PM Addresses I / it v/1 /, -ff--- Builders TNR FOL NG OORREC?IONs AAE REQUIREDr i Inspectors Dates -_ APPROVlD �- nisAPPROVEn APPnCWRD 311FORCT TO ABOVx - Call For Reinap. IIIBP.iST�.4.RL.11.4_T3Sx City or Tigard Building Departna"t 13125 MI Nall Blvd. Tigard, Oregon 97223 Inspection Line (Aac-A-Phons)t 639-4115 nu.lness Phone, u c- I nap-wit ton i FcK3tIng Plbg. Undernlab Mach. hough-in Appc/Sd0/ 1 lk round. Plb9. Top Out Gas Line FINA Pont/Ream Struct. San. Sewer Framing -ald1 Post/Raam Mach. Wain Drain )naulation _Ply. Plbq. Urderrloor Water ll Une q Gyp. Bd. -Mach. nate Requeetedl Addrosse,_ n Builder) TBE VOLLONING CORRECTIONS ARE RRQUIRM .�.�-►���� Dov ��Q��.� �- Inspectors —J /► �. - ------ Dates (lsf APPROVED n)AAPPRtrirRn APPROVED S &MCF To rail For Ralnap. Construction !nepec!iem & Relates Testa Carlson Testing, Inc. Geatec{rnical ConsultnrP C UNC R L. I L __ -TEST-fiRE HE,RS I'.O,Box 23814 Tigard,Oregon 97281 Test Mothods: jn,1 M U72/C 14 i/UQ6 1031/G 1: 31/C 39 -_ _ Phone(503)0134.3460 FAX 0 684.0964 DoteMolded: Q ---, to-. Job No, -'�- `L -- Permit No: IJP--41-009 Client Prolecl: 5.11E:IC0 INC Address: 6830 SW BON I T A_ROAD _ T I GARI i (V yM _ Contractor, L13H CONSTRUCT ION SubGonlraotoc WIL�ONVILLE CONCRETE Truck r'� _ lickelNo. - B08625 Concrete Supplier: _�.. _ - -• -- -- ( , STASCH 01 Y(M Lund No. ; Cent By: r SUNNY T� Temp High: S Tamp,Low; 42----- Wear.�er: __ "�""' N GRAM Lorallon of Placement :,LAU OPlacement _. Test Time: 1 :40 Concrata Temp. b.6 Stio glhhRRequirement: {UUU_ Palo _`rj._ _days Slump - -___ Cement Typrl-I l - --- Mix Na./No.Sacks rl I x 3000 -----•Air Cnnlenl .-- Mnx At1tlrepate 3/4 __ —.-- Admix Amount: Brand. ___ ._ Admlx,Amount; Itrond: Sal Tasto I Register Date Dato Total Aron Unit I Ropport Tented No. pays Number Rood Test I nod 11131 No, By 476/ c)4/:.'1 PI,4'17 1.H.36 2800 1 ,Ili 4/67 1051360 )R. 19 3740 2 ,nt 4767 , I , ; it►��, 17n !II. i`1 040 ! III I Remarks; IRIANG6 EVELQPMEN1 1..0 C—If—Y Off T WARD Infnrmatinn rnntnined herein Is not In he roprndurad,oveopt In full wlthnul print suthntliallon Imm Ibis otflee _-.. Cr Construction Inspection & Related 'rests arlson Testing, Inc. Geotechnical Consulting REP RS OF 6X 12 CONCRETE- TEST SPECIMENS P.O. E3cx 73814 on 97281 Test Methods: ASTM C172/C143/C1064/C31/C1231/C39 Phone 684.3460 Phone(503)684.3460 FAX#684-0954 Date Molded: 04/20 , 19-94 Job No. 93-9239 permit No: BUP-91-009 Client: SMETCO INC_ Project: . SMETCO INC Address: ___ 6830 SW BONITA ROAD TIGARD OR Contractor: LBH CONSTRUCTION _�ubContractor. ---- Concretosupp+ler: _ WILSONVILLE CONCRETE Truck No. 74 Ticket No. B08625 Cast By: __ _C - STA 5 C H Cu.Yds. _ 7 Load No.3 --- Wonther. ____ SUNNY Temp.High: 7� Temp.Low: _.42_�._. Location of Placement: SLAB ON GRADE . Test Time: 1 4 Concrete Temp: Strength Requirement: _ 3000 — _` pgl a "tj days Slump 4 I—_-�Cement TypeI I I Mix No.No.Sacks MIX 3000 Nr Content — Max.Aggregate 3/4 Admix.Amount: — Brand: -Admix.Amount: _—____ Brand Set TWO Register Date Date Total Area Unit Re ort Tested No. Days Number Reed Test I oad PSI No. By 7 4767 04/21 04/2 79,497 28.36 2800 1 JB 28 4767 04/21 05/1 28 4767 04/21 05/tF Remerks: cc c TRIANGLL DEVELOPMENT CU _ CITY OF TIGARD Information contained herein is riot to be reproduced,except in full,without prior authodrafion from this office Construction Inspection,& Netted Teri Carlson Testing, Inc. JOkI NO, 93-9231) Apr 12 , 1994 P.O. Bcx 23814 Tigard,Oregon 97281 Phone(503)684-3480 REPORT OF IN-PLACE SOIL DENSITY TESTS FAX 0 984-0954 SMETCO Client SMCTCG Project 6830...5W MN1TA__11DAD____. Sr!!i Dunwiption __-.-3EGY-CLEC WA51AIDE_._CQh CREIE_5AN0__&_RQGK __ _ Max. Dry Density. _ lbs./cu.ft. Optimum Moisture _11,.Ei____ % Method of Test AASf 1Ja_I=99_.___-_-_-.--__- Serial M __-._.-14489 NUC DATE OF TEST ELEV. UFT M U) ON-P�/SDE TS % TEST I,OCATION --L TES1 NO FT. N0. w -wit (MIPACTON 5F 60' NORTH 0.4-11 1 OF SOUTHEAST CORNER. EAST SIDE 0' r5 - 127 .1 117 .1 95 SF -6-07—N 0 R T H 04-11 2 OF NORTHEAST CORNER , EAST SIDE — 0' - 2.0 132 .8 118._6 96 Remarks: _.GG; . Triangle Development- o— - City of 'figard --- T,AIT-Mons frum �— - Tested by -_$.rQ'GQNNUR/MBH- -- CARLSON TESTING INC Informi.tion contained herein is not to be reproduced, except in full, without prior HuthurizeNon from this office. Cr»istructiun ons/w(time 6? Related Tcsm Carlson Testing, Inc. P.O. Box 23814 Tigard,Oregon 97281 Phone(503)684-3460 November 1 , 1993 FAX#684-0954 #CP•-9239 Permit No. 11.1:'-9 1 -009 FIELD INSPECTION REPORT DATES COVERED: October 29, 1993 PROJECT: Sinetco Inc. ADDRESS: 6830 15W Bonita Road, Tigard, OR INSPECTOR: M. Larson 10-29-93: CTI representiit_i.ve checked rebar in footings on 1 line at G, H and J and footings on 6/G, H & J . All. rebar was to plans and specifications. Spacing was correct. Cast one set of three cylinders for this pour. Our reports pertain to the material tested/inspected only. Information contained herein is noL to be reproduced, except- .in full, without prior authorization from this office. If there are any further questions regarding this matter , please do not hesitate to contact this office. Respectfully submitted, CA SONTESTING, NC. Do las W. Leach P sident ML/cat ccs Smetco Inc. Triangle Development Co. City of Tigard ('un.r(rru•tir►rr In�lrrc•(iun M' Ilrin(r•ct /ext Carlson Testing, Inc* N 12 CONCRETEP•O. lox 23814 REPORT_ OF _�. TEST_ SPECIMENS Tigard,Oregon 97281 Phone(503)684-3460 Method o.Snrnpling: __ nc-'TM C1.72 Method of Testing; .__ A'-TM (-':0_ FAX p 684 0954 Date Molded: 10/29 ,10 Job Nu....._. l 1 J..31) Permit No: UL)r n--00') Client: !�METCO INC Project: .._,_. SMETCU INC: _ Address: 6830 `..W BONI TA ROAD T IGARD OR Contractor: YORKE & CURTIS SubContrnctor . Concrete Supplier: LONESTAR NORTHWEST IruckNo.— 7119 _ TickatNo. 14$699 Cut Fly: M . L ARSON Cu.Yds. ___ 0 —toad Ila, 1 r_tVr.R G AE.TF. 40 Weather; Temp.High; 1 _Tamp,Low... -••• 6 FOOTING 1 & i.. TN(-: 11 G , H 8 t Location o1 Plaaemonl: ------- -- 1 6 7 Test Time Concrete Temp:�.' 14.. __ – Strength Requirement: ____ .�hOn ______ .__ __ PSI 0 `n a 1 days Slump /?. Cement Type Mix No/No Sacks 072A Air Content Max.Aggregate. W/AEA A.hwn Aim wit _ gran : Admix Amount:._._..__.__. i;rnnrJ .._._.__.... —�^ SRI Test t�ht "Agiatgt I Date Date unit Total Unit Report Na Day; � _._..._._�.. Area Number Ree'd Test Wt, Load PSI No, ' w 2306 11/01 11/01, 86,458 28 .27 1060 1_ 21 2306 11/01 11/a' - 26 .27 �C+ 2306 11/1. 1 1 I '. r• 1s .27 Remarks: CC : TRIANGLE DEVELOPMENT CO --C 1Y V t GA K5 Infotmntlon contnifind herein Is tint to be reproduced,except In lull,without prior authorization from this otiloe. Cmutruction Inspection&Related Tau Car lson esting, Inc. P.O.Box 23814 Special Inspection Tigard, Oregon 97281 Phone(503)684-3460 DAILY FIELD REPORT FAX 0 884-0954 1 '�01ECT -_.e-_''�'. — DATE: J J -- "� JC'. .'.-,DRESS: S2: -4 TYPE OFINSPECI'ION: .__L1.6'_11at i' _-_-- PERMIT NO.: ' r��U�_�— LAB. REPORT NO.: —_ WEATI-IEK: Inspection Notes: (Include locution, testing data,substitutions/deviations, materials and methods of construction, conformance statement,etc. V IL / r 'rime Arrived: —. Inspector: A4 t L tj l _ 'rime Left Job: ' Y Certification hlo,- r Infotmation contained herein is not to be reproduced,except in full,without prior authorisation from this ofArr. Construction Inspection d Related Ut la Carlson Testing, Inc. r Y, 1'' CUNCf�ETC P.O.Box 23814 REPORT pF _ ' �` —__TEST SPECIMENS Tigard,Oregon 97211 Phone(503)684-3"60 A T M C 1.7 2 A: T N1 1;:3 FAX M 684.0954 Method of Sampling: __ _...� �—... Method of Tooting: . _.._. ..� Date Molded: 10/`'rJ , 19 ''1 Job No. Cr "� '� Perml!No: UUP X1-00" --- -- Client: GMETCO INC Prosect: SMETCO ,INC Address: 6830 5W BONITA ROAD TIGARD OR Contactor: YORKE: & t:UR T I S _ _Sub Contractor: ._ ---- Concrete Supplier: . LONESTAR NORTHWEST Truck No.. 7119 _Ticket No. 1.1�F��'� — Cast By: M . L ARSON Cu.Yds.__ � toad No. 1 _ i www O V E.R C A c,T Temp.High: 0111 _.Temp.law% 4 > Weather: - ' Location of Placemen:. G FOOTING 1 & i, LINE 0 G , H & t ------ � —`"" Test Time_ Concrete Temp: mow, {000 Strength Requirement: _�—_�_ PSI a `O 1.121, I days Slump Com Tyne 3/4 " Mix No./No.Sacks 0728 Air Content Max.Aggregate r _ Admix.Arnow t W/AEA Brand Admix.Am unt: Brand:. set Test M Register Date Date Unit Total Area Unit Repos 1 No. Days Number Rso'd Test Wt. _ Load PSI _ f'o. ,- 7 –_ 6:406_ 11/01 11/0 _ 86 458 213 .27 3060 1 _ 20 2306 11/01 1112e 155,230 28 ,27 5490 2 20 2306 11/01 11:2 . 154,280 20 217 5460 2 Remarks: cc :TRIANGLE DEVELUPMCNT CO CITY Or TIGARD Informolon contained hoWn Is not to be reproduced,exoept In full,without prior authorization from this offloe. MBPiClIOff NO = City of Tigard Baildiaq Department , L+!45 M Ball Blvd. Tigard, oragoa 9722 Inspection Liar (R.. ^-Phan*)e 639-4175 Susines 1 � r Inspections k `- Plbg. Dnderelab Hoch.—Rofv—g h-.In Anpr/Sdwlk gym• Plbg. Top out Gan Linf, /IKALe Post/Beam etruct. Ban. Bever framing -Bldg. Post/Deem Mach. Rein Drain Insulation -Plumb. Plbg. Ondarflcx.� Mater Line Gyp. Bd. Data Requested l la y� PN I - A Address o_I l i l ( Permit Builders-- TR! FOLLOKIP0 ODRRlcT10KB AR! RtWrRlDs ►�l Inspector: r /y Datst�/Y/_ _ APPROVRD DaIAPPROVlD APPROVlD BDBJlCf TO ASOV! call For Rainap. CITY OF TIGARD September 10, 1993 OREGON John E. Smets, President Smetco 6730 SW Bonita Rd. Tigard, OR 97224 Dear Mr. Smets, This letter is in response to your request for an extension of time for building permit #B11P 92-0093, issued on November 9, 1992, for the proposed warehouse/office building at 6830 SW Bonita Rd. The Oregon Structural Specialty Code allows the Building Official to grant one 6-month extension beyond the 6 months allowed to start work. I will grant you an extension until November 9, 1993, to activate your permit. We must perform a foundation inspection by that date. Please call if you have any questions or if' we can be of further assistance. Sincerely, r � avid Scott, P.E. Building Official 13125 SW Hall Blvd„ Tigard, OR 97223 (503) 639-4171 TDD (503) 684-2772 SHETCO SMETCO,In 6830 S.W. BONITA RD. — PORTLAND, OR 97224 TEL. 503-820-16)4 FAX: 503-620-06D7 August 24 , 1993 Mr. David Scott Building official City of Tigard 13125 S.W. Hall Blvd. Tigard, OR 97223 RE: Building Permit BUP 91-0093 6830 S.W. Bonita Road Dear Mr. Scott: We received the building permit noted above on November 9, 1992 . The permit was for a 21, 000 square foot warehouse/office building to be built on the south end of our property near rur existing build- ing. The existing building was then being used for the operations of my company. Since that time, we have been relocating the company' s operations to another facility. This relocation has been very hectic and has taken much longer than we'd planned. As a result, we have not been able to proceed with construction of the new building yet. We understand that a six month extension of our building permit may be granted by you for cause. We do intend to proceed with this build- ing, but need more time to make the financial arrangements. Please accept this letter as our request for a six month extr,nsion of sub- ject building permit to February 24 , 1994 . Thank you for your consideration of this matter. Please feel free to call me or our consultant, Jeff Sackett of Triangle Uevelopme.nt. Co. , should you have any questions. We look forward to your response. sincerely y y urs y ._ f o n E. Smets E esident Cc: Jef f Sackett BUILDING PERMIT C'W OF TIGA RD PERMIT M. . . . . . . o BUP91-0093 RTD COMMUNITY DEVELOPMENT DEPARTMENT 13WS DIN Hill Mod P.O."UW,TOW,Orwoom 97223(60)ddii-4141111 DATE ISSUEDs 11/09/9P h I I E ADDREGG. . . s 61330 SW BUN ITA RD PARC EL 29112AD-00300 bUBDIVISION. . . . P ZONINGo YL lit-OCK. . . . . . . . . . t LOT. . . . . . . . HEISSUE1 FLOOR AREAS- EXTERIOR WALL CONSTRUCTION CLASS OF WORK. i1qF'W FIRST. . . . s 1000 ef No :js1HR Eo1HR Wo 'TYPE OF USE. . . sIND SECOND. . . 0000 sf PROTECT OPENINGS?­­­­­ - 1 YPE: IYPE OF CONST. o5N IHIRD. . . . o s No SOY El Wo OCCUPANCY GRP. tBid TO1AL----­----s 24000 %f ROOF CONST sA FIRE RET'P # Y OCCUPANCY LOAD BASEMENT. t Elf AREA SEP. RATED G TOR. o2 HT. t24 ft GARAGE. . . o sif UCCU SEP. RATED iIHR BGMT 71 N ME7Z',"%N RE UD SETBACKS-­­­­­ REUU1 FL I.00R LOAD. . . . sI25 ptif LEFT i ft RUNT ft FIR SPKLoN SMOK DET. . iN DWELLING UNITSo FRNTo ft REARt ft FIR ALRMiN HNDICP ACCvY BqDRMSi BAT103i IMP SURFACE s 17000 PRO CORR#N PARK IN(3i VALUE. 11i 450000 Pomarks i Gooristruct 1009 X 2101 :stood frame b1dU w/2---*torV 39000sqft office 01'010. No C: of 0 until TIF is paid or applicati:;n is c--omplated for installm"lit 1,,00/ments, landscaping, paving, or remaining site improvements arot done. I(IHN SMETS type amount by date r9cpt o,H.30 SW BONITA RD PRMT $ 13038. 00 JLH 11/09/92 233 PLCK $ 850. 20 JLH 12/26/90 208069 11CARD OR 97223 FIRE $ 523. PQI JLH 12/28/90 206ko69 Ifions 0-1 620,-1604 51"1.T $ 65. 40 JLH 11/09/92 233 (,(;NTR(iCTOR NOT ON FILE -----------I-------------------------- It 2746. 80 TOTAL Pop REQUIRED INSPECTIONS this porsit is issued subject to the regulations contained in the Foot/round 'tier) tigard Municipal Code, State of Ore. Specialty Cod#% and all other struc Stool ]lisp Applicable laws. All wr1 will be done in accardonce with Reinf Stool Insp approved plat,%. ltiic porsit will expire if work is not started Slab insip within 181 days of issuance, or if work it suspended for enre Framing Insp than Is@ days. Roof nailng Insp Insulation Insp Shear Wall Insp Uyp Board Insp Permitto" Siognturel S u i p Usilng Insp at Jri Coll for inspection - 639­4175 - 09.23r9•I Ott:35 gg50 691 741.4; CI'I1" OF TIGAIIb - l"eu � `IQ�luueuus 7MC*M1; APi�.11-lI r" ,,*,ITYOF TIIFAV*W PzMvTf -- --- - . aMMiltim DE'VMOPMENi DEPARTMENT FASE Isom -- to j 111( igoo i-rA im mp/= A► 1 A2 rAND is O � PRIM P _ Comm: LmM IMVf is — -_... dIIlt: A1 = Ate= r P[xM f A"= f - .� 10-433 00 plumbdm Pierce Pam _ - -- of - -- __ Ur-230 m eta B"irq 'fir va) _�— Buudlm plumbirir Ach Ws.M —— pbobilq Pladh �gso-202 00 so. ate. � --- 0-444 SWAIr 5'1-44e no sheet systm Dw chnEge (SDO -_ le um c2rge (tel es -001- &,,o 00 Mott �p *Vt nry Ong 4swo jo-;moo os tiro Appt.iUNl' SI>t�l�>I11' - _____ ------. ✓..� � B tixxived y: 0a11231 911 Oil.:11 85U:f 884 SZS:T (:ITY 6F TIGARD tv tout uut •--` SEWER (':OANF'C7 TON ' alY F TIGA� 1�1 ..III. T NChMIT ff. . .. . . . t f3WFi9PJ-0379 COMIMNITY DEVELOPMEN1'DEPARTVENT PRTM.. PERMIT of. : SWR90-0279 121NOW1410ew PO.0=2VWrVWd.0MVWG J0d4k"7g DATE ISSUEDa 06/29,190 SITE ADDRESS— :�be30 9W-BONITA KD GARCE Le ?8112.AD- SUdDIVISION. . . . : ZONING-- BLOCK LOT. . .. . . . ---------•-• TENANT USA NO. .. . . . . .. _ . a4P31P_ FIXTURE UNI'ii:,. . . t CLA5G OF WORK. . . ::NEW DWELLING UH IT ti. . 15 TYRE OF USE.. . . . . n IND NQ. 01 RUILDTN(3S:1 INSTALL TYPL. . .. :1fUSWR IMpERV SURFACI.- s Rwmarks:e Ownsrn ... __.._. _.._._...._._-..__________-_ _ __-- -- - -- -----w-.... FEES -_.._. -- ------ JOHN 9METS type AMOIAnt by dot" reclit 6830 SW MINITA RD PAYM 6 6325.Pb J1.4 06/21?/90 I T'TCARD (1R 97?2:I INSP 6 Rh one il: 620-16V4 Cont-ratctor: ----- ------ --- --------_--___ f:UNFFtAC10R NOT U14 FILE Phone Nr $ 6325.00 TOTAL P,vy N_ _ • - - -- F:C'pUlRt:D th16pE:CTI0N8 -._--.--- This Appltrant airm to cogly with all the Nits and relolaf m Sawar Inspection of the Uhifild Sfsta4* plowy. NO pe•ait a>tplm 13 days fro ---- %9 data issued. The tsital aequnt paid will fm forfeitvd it the — pmit i:apim. The A'elncy doa rot Tuaraetao the acrsrary of the -- side sayer labrr.ls. if tole serer ie ret loratW at tole eeas+ereeent Tiwn, the in>Atallm %hall prospect 3 fret in all dt"WhOns free ------ the diatarce given. If lot on lw&W, tM installer shall purrhaap a 'Tap and hide 9a orr" Pmit and twe A"rey Will install a lateral. Rrrmittpe Call for inspection 639-4173 ' � � � !� ~ � � | | | CITY OF TyGARD — RECT%PT OF PAYMENT RECEIPT NO :92-233561 CHECK AMOUNT r 1898. 40 NAME SMETCO CASH AMOUNT n 0. 00 ADDRESG PAYMFN*r COTE w 11/09y9P 3UBDIVISlON : PURPOSE (IF PAYMENT AMOUNT PAID PURPOSE OF PAYMENl PMOUNT PAID 1308. 00 ST. BUILD PER 65. 40 200, 00 PLAN CHECK FF 385. Vo 61430 GW SON] TA TOTOL AMOUNT PAID — — —� �898' 4N CITY OF TIGARD OREGON March 11, 1992 14r. John Smets SMETCO 6830 SW Bonita Rd. Tigard, OR 97224 Re: Building hermit $BUP91-0091 Dear Mr. Smet.s, Thank you for your letter requesting an extension of the plan review approval. for your proposed building. The extension request is approved and will be valid until October 15, 1992. Please note there were several items in the plan review letter of. October 15, 1991, that were in need of attention as part of the permit approval (a copy of the letter in attached for your. reference) . I checked with the Planning Division, and found that your Site Development Approval (SDR91-0015) will be expiring on March 25, 1992. In order to effect an extension of this approval, you will need to submit a written request to Dick Bewersdorff (Senior Planner) . If you have any questions, please call me at 639-4171. Sincerely Brad Roast Building official 13126 SW Hall Blvd,P.O.Box 23391,11gard,Oregon 97223 (503)639.4171 —_ — zokz -q RECEIVED MAR 0 !) 1992 COMMUNITY ULVELO MENI eMETCO tea. 8830 S.W. BONITA RD -- PORTLAND, OR 97223 TEL. 603.020.1807 Mnrch 9, 1992 Mr. Brad RoaHt City of Tigtird Re: Building Permit @ 6830 R.W. Bonita Road 97224 Dear Mr. Rondt: 1 am herewith reque"ting an extension for picking up the IAO 7E,d. ►� j`1 1 1 nbove mentioned BuII(IIng Permit for sixty.-(C ) dr:yH. p'� 'Chunk you, I. StnrtH INSEX911,9N NOTICE City of Tigard Building Depart:ent L3125 M Bail. Blvd. Tigard, Grogon 97273 Ine.pection Line (Rec-O-Phon/�e{s 639-4175 Business Phone: �71 Inspection:_ l� tN- Footing Plbg. Underslab Hoch. Rough-in Appr/Sdalk Found. Plbg. Top Outas Liin FINALS Post/Beam Struct. San. Sourer `Framing -Bldg. Post/Beam Hoch. Rain Drain Insulation -Plumb. Plbg. Undertlorir Walter Lin` Gyp. Bd. -Hoch. Dates Rwquaetade Times _Y ANr PH Addrec_s: '�I_/__ Permit #3 'q Builder:_ J ` z �i'� �1 - `�"1 7 THE FOLLOWING CORRECTIONS ARE REQUIRED: f ` IL.( , laiifo ' nv f, -- ---- — — Inspect r: -__ Datet/z -2� ( / _ APPROVED DISAPPROVED APPROVED SUBJECT TO ABOVE Call For RAlnep. RD MECHANICAL C'7YOFTIV,44 AcnP E R M IT 17Y 7W4� i6 10 COMMUNITY DEVELOPMENT DEPARTMENT ,0019 13126 SW HmH Gkod P.O.BaK 23M.7*M,Or" 92209n1503)63W4175 �7' PERMIT #. . . . . . . : MEC91-0309 5-3j11F-n* 1. 1 q1 AD PARCELo 26ilc. -300 11L ADDRE 6 fl.3 514 BON I TA RD SUBDIVISION. . . . : ZONING: . . . . . . . . . . 2 LOT. . . . . . . . . ------------------------ CLASS OF WORK. . :NEW FLOOR FURN. . . . i EVAP COOLERS: 'rYPE OF USE. .. . . : [ND UNI T HEATERS. . 14 VENT FANS. . . : OCCUPANCY ORP. . �82 VENTS W/O APPL: VENT SYSTEMSt STORIFS. . . . . . . :2 BOILERG/COMPRFC7SORS HOODS. . . , . . . : FUEL 0-3 Hf-�. . . . i DOMES. INCIN: . /GAS/ 3-15 HFA. . . . i COMML. INCINt -1 MAX INPUT: 165000 BTU 15-30 HP, . . . i REPAIR UNIT'Si FIRE DAMPERS'). . :N 3L71-50 t-JP. . . . WOODSTOVEcS. . - UAS PRESSURE— iM 50+ HP. . . . : CLO DRYERS. . - NO. Or O I R HANDLING LJNITr:p OTHER UNITS. - FURN ( 100K BTU: 10000 C!f m: GOS OUTLETS. -4 FURN > -100K B'TU- > 10000 cfm: Remarks : 4 SUSPENDED HCA'I'ERS Owtier i ------------------ F'E-'.ES JOHN SMETS type amoi.tnt by date recpt 6630 SW BONITA RD PRMT $ 36. 00 JLH 12/20/91 PLCK $ 9. 00 JLH 12/2'0/91 1-10ARD OR 972P-3 5PCT $ 1. 80 JLH 12/20/91 Pt,une #i 620-t604 ROBIAEN AND SONS HEATING P. 0. BOX 14867 VIORTLAND OR 97214-0000 r."honf- 503-233-5A41 f 46. 80 TOTril- Req #. 1884 REQUIRED INSPF-'CTIONS This permit is issued subject to the regulations contained in the Tigard Municipal Code, State of Ore. Specialty Codes anI all other applicable laws. All worts will be done in aecnreanc# with approved plans. This permit will #:tpire if work is not started within 180 days of issuance, or if work is suspended for more than 180 days. LEr•m i t t et a t3 i g n�t�.a 1•e ,'_'-,y�,.��"'o--' .._._...._..._...._..._.._.�...._...� _._..---�-___J____._._....__.._ Issued Pyc Call for inspect inn 639--4175 'L yy � QA •�� Io 4�1 � 111 � -j .. � `T_-- - • _+ • • sR _ itg o •O � ► �J _ %U i , CIT`{ Or TII GiFiRD .m RL(,Lr I ,T (:IF' PAYMENT RE;CE TCT' No. s 91 C-34ECK AMOUNT' : 46. AO hl�a1,1E a ROBBEN R f.,QNS HEATING CASH AMOUNT r 0. 00 Annkl::-se t PAYMENT MATE. >t IP/,F171,"�t 91.191)1VIr,ION fd.il?F'LtSE OF PAYMENT AMOUNT PAID PURPOSE OF PAYMENT AMOUNT PAIV) MECHANICAL PE 36. 00 PLAN CHECK F E . _.9. 00 4;T. BU 11_I: PER 140 J j Mf'TC 0 1,030 SW NODIITF1 r 01 Fit. AMOUNT PAID 46. 80 i , i I Z 1 1 i 1 DATE: PLANS CHECK NO.: _ PROJECT TITLE: COUNTYWIDE S'n'�ETCv n�A�FA'1'rulQi�v� 7 TRAFFIC; IMPACT FEE APPLICANT: -- WORKSHEET _-, -S'oNN 5 ng-r5 - (FOR NON-SINGLE FAMILY USES) MAIUNG ADDRESS: 00830 SW $Dn)/Til k > CI'IY/ZIP/PHONE: RATE PER 7ZZ3 4 zo-16py— UND USELAIECQRY TRIP TAX MAP NO.: RESIDENTIAL _ $138.00 Z S/ / ZAb QQ TVQ _ I AND COMMS 5.00 SITUS N .ADDRESS: 30 SW ,0N/r SlSIRIAL _ $133.00 INSTITUTIONAL $57.00 PAYMENT METHOD: ;HECK ~ __CREQ9 INSTITUTIONAL ONLY: BANCROFT PROMISSORY NOTE LAID U'dE CATEGORY DESCITIPTION OF USE EKDAY AVG. TRtn RATI WFEKEND AVF.TMP RAT D PAN IUDlIS1iC/AG /r1 AJI/ /,Pit 3 •A05' BASIS: at, 0,90 6,�& 2� !� G+,� CALCULATIONS: Z I. O -r G.S.r X 3. 85 TRivS X 1t 13 3.0 0 = JW 101 17 5 3. PROJECT TRIP r1RATION. -Y� lilt V 1/a T� FEE' Ifi 0 '757-3. t56 �exi` FOR ACCOUNTING PUnPOSES ONLY 71 `e__ 1 95-3.�J D I'' � e-11y --- -�-._--- rKPrPAnt n lir. form tIf10 - fr CITY OF TIG ARD October 15, 1991 OREGON Carl V. Rossetti CVR i Associates 8255 SW Hunziker street. Tigard, OR 97223 Project: Smetco Building, BUP91-0091 6830 SW Bonita Road Dear Mr. Rossetti: The plans for this project were reviewed for conformity with applicable codes, and are conditionally approved, subject to receiving additional details sufficient to clarify the following items. 1. Plans for the building automatic sprinkler system. 2. Placement of the fire department connection within 70 feet of a fire hydrant, or installing a new hydrant. 3. Provide fire-resistive assembly descriptions, for rated wall construction, from listed sources. 4. The second floor guardrail is required to be 42 inches high. 5. Halls, ceiling and soffits in Closet 115 shall be covered as required for one-hour fire-resistive construction. 6. Building appendages extending into the south and east yards shall be of one-hour or non-combustible construction. 7. Special inspection is required for fabrication of the steel roof trusses and for all other structural welding. 8. Special inspection and testing shall be performed as noted in the "General Specifications and Conditions". 9. Provide complete job site fasteniny schedulea for all rated assemblies, shear walls, roof nailing and other components. A building permit may be obtained when the conditions of SDR 90-0015 and the items listed above are satisfied. If you have questions, or if we may be of assistance, please contact us. Sincerely, i Jim J It Plans Examinez FAX (503)684-7297 13125 90.'Hall Blvd„P.U.Box 23397,Tigard,Oregon 97223 (503)639 4171 October 15, 1991 Carl V. Rossetti CVR & Associates 8255 &W Hunziker Street Tigare, OR 97223 Project: Smetco Building, BUP91-0091 6830 SW Bonita Road Dear Mr. Rossetti: The plana for this project were reviewed for conformity with applicable codes, and are conditionally approved, subject to receiving additional details sufficient to clarify the following items. 1. Plane for the building automatic sprinkler system. 2. Placement of the fire department connn(. ...n within 70 feet of a fire hydrant, or installing a new hydrant. 3. Provide fire-resistive assembly descriptions, for rated wall construction, from listed sources. 4. The second floor guardrail is required to be 42 inches high. 5. Walla, ceiling and uoffito in Closet 11.5 shall be covered as required for one-hour fire-resistive construction. 6. Building appendages extendinq into the south and east yards shall nq of one-hour or non-combustible construction. 7. Spe-,ia.l inspection is required for fabrication of the steel roof trusses and for all other structural welding. 8. Special inspection and testing shall be performe.i as noted in the "General Specificatic ,s and Conditions". 9. Provide complete job site fastening echedules for all. rated assemblies, shear walls, roof nailing and other components. A buildin,; permit may be obtained when the conditions of SDR 90-0015 and the items listed above are satisfied. If you have questions, or if we may be of assistance, please contact us. Sincerely, Jim Jaqua Plans Examiner FAX (503)684-7297 y a TUALATIN VALLEY FIRE & RESCUE 91hANI) BEAVERTON FIRE DEPARTMENT • 4755 S.W. Griffith Drive• P.O. Box 4755 • Beaverton, OR 97076• (503) 526-2469• FAX 526-2538 October 14, 1991 CVR & Associates 8255 S.W. Hunziker Road Tigard, Oregon 97223 Re: Smetco 6830 S.W. Bonita Road Tigard, Oregon 97223 619OB-149-000 Gentlemen: Your revised plans are not approved. Please revise and resubmit addressing the following items for review and approval by this department. The following items correspond to those listed in my letters of February 19, 1991, and April 29, 1991 . I . placed: Plans submitted indicate that this structure will be fully sprinklered. Plans referred to and examined by this office contain no provisions for the alteration or installation of automatic sprinkler system. Not less than three sets of plans for the installation shall be submitted to this office for approval prior to installation. UEC 3 02 (b) 2 . Beylsed - SoujA and East Walls: Due to location on property line, the south and east walls shall be of not less than one hour fire resistive construction. Plans now reflect this requirement, however, fire resistiveness shall be carried through to the unders.ise of the roof. Fire resistive construction system shall be identified by testing lab and system number or Uniform Building Code Table 43, Item number. Plans shall have complete system spelled out. This includes materials, fasteners, fastener spacing, etc. UBC Chapter 43 and 302 (d) 3 . Replaced - Exiting Second Floor QZf ce: Your plans show that you are providing an interior stairway exiting through the computer room. Guardrails located at the head of this stairway are to be a minimum 3 feet 6 inches (42 inches) high. UBC 1711 "Workinir"Smoke Detectors Save Lives CVR & Associates October 14, 1991 Page 2 4 . Fire Hydrant-AQ_qu.ire neL&_t The building is provided with automatic fire sprinklers, a fire hyd.�-ant is required to be within 70 feet of the fire department connection location of the fire department connection and hydrants shall be approved by this department prior to installation . 5. Ade-S-R I ed: The tenant space number must be prominently displayed on the street front where it is readily visible to drivers and officers of responding fire apparatus and other emergency vehicles. UFC Sec. 10.208 6. Fj-rgD tistr-Leggjrppgn At.5;z Not less than one (1) approved fire extinquisher(s) with a rating of not less than (*) shall be provided for each (**) square font of floor area or fraction thereof. The travel distance to an extinguisher from any portion of the building shall not exceed 75 feet. UFC Sec. 10 .303 (*) 2AIOB:C, - Light and Ordinary Hazard 4A10B:C - Extra Hazard (**) 3, 000 - Light Hazard 1., 500 - Ordinary Hazard 1, 000 - Extra Hazard Note: Where flammable or combustible liquids are used, "B" ratings of extinguishers may need to be higher and travel distances shorter. See requirements in National Fire Protection Association Standard 10-1 . 7. Deleted. 8 . Deleted. 9. gpprQ_YedplAns on Job SiteL one set of approved plans bearing the stamps of the building department issuing the construction permit and this off-Ice must be maintained on the project site throaghca-' all phases of construction and must be made available to building and fire inspectors for reference during required construction inspections. UBC Sec. 303 K. .It}.... CVR & Associates Octobor 14, 1991. Page 3 10. Rs3g'uirvPccupancy Certificate: Prior to the use and occupancy of the project (space) , a certificate of occupancy or other written instrument of approval must be obtained from the building department issuing the construction permit. UBC. Sec. 307 1.1 . Concealed ,jnece Below ,eta, raL Closet 11.5 is a concealed space below stairs and shall be provided with not less than one hour fire resistive construction protection on the enclosed side. UBC Sec. 3306 If I can be of any further assistance to you, please feel free to contact me at 526-2502 . Sincerely, &, Birchill Deputy Fire Marshal GB:kw cc: Tigard Building Department John E. Smets Dear Freitag, Deputy Fire :Marshal ►N � TUALATIN VALLEY FIRE & RESCUE AND *1 _ BEAVERTON FIRE DEPARTMENT 4� FIRE MARSHALS OFFICE (503) 526-2469 POSTED: E OCCUPANT CONTRACTOR � — �YBLDG. PSRMIT It PROJECT NAME PLAN REVIEW JI LOCATION ,TURISDICTION: 1= Be. 2= Du. 3= K.C. Tu, 6= Sh. 7= Wi, 8= CC 9= WC 0= MC COVER � SPECIAL. FOLLOW-IJP/REINSPECTION ATTEMPTED FINAL ❑ Framing ❑ Separation Walls ❑ Sprinkler System ❑ Shaft. ❑ Fire Dampers (OveLhead/Underground) ❑ Alarm System ❑ Hood' Extn Systems ❑ Y g Conference ❑ Spray Booth ❑ Ceiling Cover ❑ Other L T)Ail-5 a =tee-k Ll kA :, L r Date:__-k) � -c�/ Inepecton ' ;► ?36 Cf 7&Associates „ rinoWng, Engineering and Construction Manngement June 13 , 1991 Smetro , Inc . 6830 S .W . Bonita Rd . Portland , OR 91224 Ref : Cityof Tigard ' s letter of April 29 , 1991 Att , Mr . ,John Smets , Sr . Sub : Report. for addressing items noted in Ref . letter Dear Mr . Smets , Attached is the requested report Which addresses the concerns listed in the City of Tigard ' s letter . The cor, ective measures noted in this report , I believe , w ' ll Satisfy their concerns , however , until they review this report , I can not be sure . Therefore , 1 have provided you with one additional copy t.hat you can submit to the city for approval . 1f you have any questions , contact we . Sincerely, Z2 Carl V . Rossetti ��--rte'" --- CVR & ASSOCIATES MEET�°._.____ OF- 8255 8255 SW Hunzlker Rd, c.ucuiArEoer Y1 L.— DATE— — TIGARD, OREGON 97223 (503) 624.9009 CIIECKFOBY_.r DATE i d—T I 8CA1 r. - .I�� IL G 104.V`��IJ � I 2 � 6it W 0 I I 1 — oc wlav '7u Ll — cl 1 0 PM ILL � L io Ifxl x � , 1 1- t. 0 A.I. K tA 1 r I IIIYARIIMI�MMIMIR�MA®�w m.Mw�HMMOM,II�TAIM111bfflple CONSTRUCTION REPORT FOR ADDITION TO EXISTING MANUFACTURING BUILCING SMETCO, INC. FACILITY I . BASIC INFORMATION A . Design by Rossetti -Maris , Inc . , April 1989 , Engineer of Record Carl V . Rossetti , P . E . B . The City of Tigard issued a Foundation and Building Permit . C . The City of Tigard placed a No Use of this Building Order by letter dated April 29 , 1991 . See attached . D . Carlson Testing , Inc . was retained to inspect and test certain areas of construction to ascertain compliance with the permitted design . See reports attached . E . The Engineer of Record has reviewed the construction on June 13 , 1991 and information received from Carlson Testing , Inc . II . SUMMARY OF FINDINGS A . EXISTING BEARING CAPACITY OF SOIL 1 . Field observation indicates that qmax is at 2000 p . s . f . 2 . With the compacted 8 " to 10" of clean rock , the actual soil load would not exceed 1500 p . s . f . , placing it within the allowable of the "Uniform Building Code" Table No . 29-B . B . FOOTING AND FOUNDATION DESIGN 1 . In review of the original design note both the interior and exterior column footings were not constructed as per permitted drawings , consequently, the attached detail for correcting shall be used at all interior and exterior columns . This should assure compliance with the "Uniform Building Code" . may_ C . FLOOR SLAB THICKNESS i . From the Carlson Testing , Inc . report , the minimum slab thickness to be expected is 4" . Considering the use of this addition 4" floor with 6" x 6" 10 ga . w.m. at mid depth should be adequate , as most importantly, the base rock of +/- B" is compacted sufficiently to resist and settlement therefore beam action in slab . i find no serious problem with this even though it ' s riot in compliance with the permitted design . The owner requested slab thickness shown . D . , STRUCTURAL STEEL MILL CERTIFICATION 1 . The structural steel frames were fabricated after April , 1991 . Attached is a copy of certificate from FarWest Steel . This looks in order. E . WELDED AND BOLTED CONNECTIONS 1 . Wind cross bracing rod connections to structural members shall be re-done to suit permitted drawings . See drawings sheet 3 of originals . 2 . All full pen welds shall be re-welded by a certified welder. 3 . Bolt 112" girts to angle clips as shown on sheet 3 . F . WIND BRACING MEMBERS 1 . Rod sizes are acceptable , however , all connections shall be redone as noted in "E" above . G . COMPLIANCE 1 . In review of the constructed building , the following items do not meet the design requirements required by the Building Permit Drawings : a . Welding of moment construction , main frames . h . Connection of "t" girts . C . Column footings . d . Wind bearing connections . r:"iCLUSION AND RECOMMENDATION RECOMMENDATIONS 1 . That the following corrective measure be done and inspected by the city or indepFndent Lesting and inspection company: a . Correct footings as shown in attache,l detail . b . Correct the wind bracing connections . C . Correct "Z" girt connections . d . Re-do the full pen welds for all main structural steel frames . B . CONCLUSION 1 . Even though parts of this structure were not, constructed in accordance with the permitted drawings , the above corrective measure should bring it into compliance with the "Uniform Building Code" . Attached to this report are copies of letters , Carlson Testing , Inc . reports , Mill Certification and photos for aiding in review. Any Questions shall be directed to the Engineer of Record for inti?rpretation and clarity. Engineer of Record enc 1 : City' s letter of April 29 , 1991 Carlson Testing Report of June 5 , 1991 Carlson Testing Report of June 24 , 1991 FarWest Steel Corp . June 3 , 1991 Pictures N^w footing detail 1 +� t G � ��� , y { �_ J. � .. O � I'd `� t �M:�. �} . ,� ►. ' � � Sk, `' �• � �, I� ., q •� M, ,e. �_ a ...;;r r ;y "' 7 • ; . '' ' � `� ,rte �' ,y''1"��' e• ►� E �. I is so At All �.. �� ,, ,�' `^.!:,�,�, ;ta�'��'���11'•/`t �� •S SMT' �•' :`. J�'•3���� fey '�� 'q !! '�? .�1 .7 N T• a /.' y I April 29, 1991 John E. Smets 6830 S.W. Bonkta Road Tigard, OR 97224 Projects Building Addition, RUP89-0792 6830 S.W. Bonita Road Dear Mr. Smets: The Foundation Permit for this project issued April 7, 1989, and the Building Permit was issued April 19, 1989. A list of several. "required inspections" is printed on both permits. Both permits hav been signed by members of your family at the time of issue. We assume that the permits are, and have been, in your possession and available for review. No inspections for any of the work being done have been. requested. This is the reason we suspended work on the bu. iding addition. Before we can allow work on the addition to continue, we ire required by the building code to have information showing that the building work completed to date complies with the building code and has been completed in accordance with the plans and specifications on which issuance of the permits was based. The test report for the concrete slab is acceptabla. We now need similar reports on the following items. 1. Condition and load-bearing capacity of soil under slab. 2. Footings and foundation thicknesp and reinforcing steel.. 3. Floor slab thickness and reinforcing steel. 4. Certification of all structural steel. members as to grade. 5. Certification of all welded joints and bolted connections. 6. Testing or other certification of wind bracing members. 7. Verification that all covered construction complies with the approved plans and specifications. No further work may be done, nor will any inspections be made by this jurisdiction, until the listed items have been satisfactorily addressed. If you have questions or if we, may be of assistance, contact us. Sincerely, Jim Jaqu% Plans Examiner FAX (503)684-7297 TUALATIN VALLEY FIRE & RESCUE AND BEAVERTON FIRE DEPARTMENT 47,3 S.W. Griffith Drive• P.O. Box 4755 • Beaverton, OR 971n6• (503) ,26-2469• FAX 526-2538 • 10:00 S?0F April 29, 1991 134- CVR 6 Arsociates 8255 S.W. Nunzi.ker Rd. Tigard, Oregon 97223 Re: Smetco 6830 S.W. Bonita Road Tigard, Oregon 97223 619OB-149-000 Gentlemen: Revised plans are not approved. Please revise and resubmit addressing the fallowing items for review and approval by this department. 1 . Over Area: Building .is over area per Uniform Building Code and required fire flow is in excess of 3,000 gpm (Type V-N construction B-2 occupancy) limit by the Fire `, District Ordinance. Both of these problems can be 5Orinl�7l, corrected by installing automatic sprinkl re in compliance with National Fire Protection Association Standard 13 throughout the building, and being supervised by central station water flow alarm and sprinkler control valve tamper switches. 2. -South and East Walls: Due to location on property line, the south and east walls shall be of not less WI/Ido than one hour fire resistive construction. Plans rrvicirrrt should indicate fire resistive construction and give full details on construction of the system. System should be spelled out as approved by testing laboratory (giving testing laboratory name and identification number) . All materials for systems shall be specifically spelled on plans including materials, fasteners, fastener spacing, etc. 3. Exiting Second .^loor Office: Second exit is required from the second floor office which does not pass through manufacturing/storage areas (warehouse areas) . "Workln/"Smoke Detectors Save Lives i CVR 6 Associates April 29, 1991 Paye 2 Note: (1) There is a conflict between sheet #10 and sheet M3; conflict consisting of stairways and doors. (2) Exit balconies are not allowed in areas where opening area required (see sheet 410) to be protected. UBC Sec. 3305 (i) and Tbl . 5-A (3) The problem of second exit from the spoond floor can be a,.complished in four differe:it ways. a. Provide one hour protection for exterior exit stairway. b. Revise stairway so that it is interior with one hour protection between .it and the shop warehouse area. C. Provide interior stairway exiting through the computer room. d. Revise location of stairway to front of building. 4. Uy rant Requirements: Fire hydrants are required within 250 feet of all portions of the building measured around the outside and along access roadways. If automatic sprinklers are installed, than hydrant spacing may be extended to not greater. than 500 feet measured as above. If building .is provided with automatic sprinklers, fire department connection shall be placed so that it is not greater than 70 feet from a fire hydrant. Location of fire department connection and hydrants shall be approved by tVis department prior to instal,dtion. 5. AddressRequired: The tenant space number must be prominently displayed on the street f.-ont where it is readily visible to drivers and officers of responding fire apparatus and other emergency vehicles. UFC Sec. 10.208 6. F-i.re Extinguisher-j�eguiremen .s: Not less than one (1) approved fire extinguisher(s) with a rating of not less than (*) shall be provided for each (**) squarc feet of floor area or fraction thereof. The travel distance to an extinguisher from any portion of the building shall not exceed 75 feet. UFC Sec. 10.303 (*) 2A10B:C - Light and Ordinary Hazard 4A10B:C - Extra Hazard (**) 3,000 - Light Hazard 1 ,500 - Ordinary Hazard 1 ,000 - Extra Hazard r CVR & Associates April 29, 1991 Page 3 Note: Where flammable or combustible liquids are used, "B" ratings of extinguishers may need to be higher and travel distances shorter. See requirements in National Fire Protection Association Standard .10-1 . 7. 1'nsufficient Information_: Insuffic4ent information was given on the plans as to the nature- of operation of this occupancy. .Any hazardous materials, including but not limited to flammable and combustible liquids, shall be stored, dispensed and used in accordance with the fire code. MSD sheets for such material, with lists of quantities in storage and in use, should be submitted to this office and the City of Tigard Building Department for review to determine classification and use of the structure. 8. Deleted. 9. Approved Plans on Job Site: One set of approved plans bearing the stamps of the building department issuing the construction permit and this office must be maintained on the F,roject site throughout all phases of construction and must be made available to building and fire inspectors for reference during required construction inspections. UBC Sec. 303 10. Reyuired Occqpangy Certificate: Prior to the use and occupancy of the project (space) , a certificate of occupancy or other written instrument of approval must be obtained from the buildingdepartment is p sung the construction permit. UBC Sec. 307 NEW ITEM 11 . Concealed -S Below Stairs: Concealed space below stairs shall be provided with not: .less than one hour fire resistive construction protection on the enclosed side. UBC Sec. 3306 If I can be of any further assistance to you, please feel free to contact me at 526-2502. Sincerely, Gen'eBirchilf ,t=✓ Deputy Fire Marshal GB:kw Cc: Tigard Building Department �. John E. Smets i April 29, 1991 CITY OF TIGARD OREGON John E. Smote ON 6830 B.W. Bonita Road Tigard, OR 97224 Project, Building Addition, RUP89-0792 6630 B.N. Bonita Road Dear Hr. emote, The Foundation Permit for this project was issued April 7, 1969, and the Building permit was issued April 19, Inspections, 1989. A list of several 'required is printed on both permits. Both permits hav been signed by members of your family at the time of issue. We assume that the permitsera, end have been, In your possession and available for review. No inspections for any of the work being done have been requested. This is the reason we suspended work on the building addition. Bofors we can allow work on the addition to continue, we ars required by the building code to have information showing that the building work completed to date complies with the building code and has been completed In accordance with the plana and specifications on which issuance of the permit" was based. The test report for the concrete slab is acceptable. We now need similar reports on the following items. I. Condition and load-bearing capacity of sol, under slab. 2. rootinge and foundation thickness and reinforcing steel. 3. Floor slab thickness and reinforcing steel. 4. Certification of all structural steel members ae to grade. S. Certification of alt welded Joints and bolted connections. 6. Testing or other certification of wind bracing members. 7. Ve-rification that all covered construction complies with the approved plans and specifications. No further work may be done, nor will any inspections be made by thie Jurisdiction, until the listed Items have been oatlefactority addressed. If you have questions or if we may be of assistance, contact us. Sincerely, Jim Ja('1t Plans Z finer FAX (503)684-7297 13125 SW Hall Blvd.P.O.Box 23397,Tlgard,Oregon 97223 (503)539-4171 Conslnuction Inspection d< Related Tests Carlson Testing,Inc. P.O.Box 23914 Tigard,Oregon 97223 ne April 24, 19 91 P�FAX 994-0964 480 #CP-6132 FIELD INSPECTION REPORTS DATES COVERED: April 23, 1991 PROJECT: Smetco ADDRESS: 6830 S.W. Bonita Road INSPECTOR: C. Stasch 4-23-91: CTI representative performed Schmidt Hammer impact testing on footings for shop addition. The testing was per armed on the top of the footing and slab area. Location PSI East Side of Bldg. South Footing 5800 Third Footing f::om Test #1 5800 Fourth Footing from Test #1 4100 East Side of Bldg. North Footing 5100 West Side of Bldg. Middle Footing 3200 West Side of Bldg. South Footing .3000 West Side of Bldg. North Footing 3500 This concrete was plar.ed at least six months ago. The Schmidt Hammer is accurate to --/- 15% on concrete that is less than 90 days old. A troweled finis'i will also affect the strength results. If there are any further questions regarding this matte_•, please do not hesitate to contact this office. Respactfully submitted, SO TESTI G, INC. Do las W. Leach President llo cc XmetcO VR & Associates COns"CHOa Inspection ci Related Tests Carlson Testing, Inc. P.O.Box 23814 Tigard,Oregon 97223 June 5, 1991 Phone(603)684.3460 SCP-6132 FAX 684-0964 FIELD INSPECTION REPORTS DATES COVERED: June 4, 1.991 PROJECT: Smetco ADDRESS: 6830 S.W. Bonita Road INSPECTORS K. Russell 6-4-915 CTI representative inspected the following items as requested by the engineers I . Slab thickness - two cores were taken from center line at 1/3 points from slab and was found to be 4 " and 5" . CTI representative also noticed that the reinforcing wire mesh is located approxtmately 3/4 " up from bottom. 2 . Wind bracing has been welded directly onto west beams and columns ( flange) with unacceptable flare bevel groove welds . These connections are not per details 1, 2 or 3 on page 3. 3. The beam to column connections are not per, detail 7 on page 4 . The connections appear to be approximately 1/8" to 3/16 " filet welds rather, than C.P. groove welds . 4 • Ledges for Z purlins are not per. detail 4 on page 4 . A flat plate wan used welded to web and flange with 3/16 " fillet, Some were only welded on one side. EDGE TUCK.•. WEB WIDTfi FLANGE WD.L 5. Exterior Cols . 1/2" 11-3/16" 6-1/2" Cola . closest to existing struc• 3/8" 7-3/4 " 5-]/4'• Beams at roof 1/2" 11-3/16" 6-1/2" No mill ceras were available for inspection. 6 . Z purlins were not bolted to pads per plan. The purlins welded need a qualified procedure for welding galvanized thin gauge steel . w 7 . Welder & procedure qualifications still must be reviewed. B. One column on "A" line is bearing on a beam and column assembly not originally detailed. 9. Beam stiffner plate over column (7/4) was skip welded rather than welded all around. 10. 3/8 plate reinforcing bottom beam flange (A/4) are not continuously welded as shown. 11 . Scope of inspection was general and limited per engineer's instruction. Respectfully submit ed, CA,RLSO9�T,ESTING N Dougl-a W. Leach President cat ccs Smetco CVR & Associates =Hq 14iir1el_= -r, � 1 Htl- !IJli4w a : qzH I I -, C� N 00 ri N �Tp k. co ap VD N 2 N p 4b r 41 HER— x 6 t1l • • C o C` 0 r0 Gl u 000 O Nt D� k ly N � LIN A �yyyY1 JR o �` WOOyWO IJ rl O�ylOi)pOpN d I!i c• �J 1 P w \ =N W d U� /j (!1 �O N 2 u k Go md 1-' Ww YID=W llU U 0? 1 g$ n m p u Z o UJ u s ? e a C3 w UA L a N L) H 0 A d :3 X _ l a en H u v) !- uJ un cl v (L u I Ir, i nk V) ..� u � in Ili vle � .. M ►= u a a Q n 0 ,+u 6 • w \ P- •, � E� (1' w \ Ix Ct W.R I Lrl R H a, cl Gd � ... (A ►+ w H N V Z 1r `t 1 1 � 1' U. N 7. O, Q 4' ?� f(1 K r-4 �`' 0 u n H • H n X i. Crl fl, T & 7 Q C: F• Yl F- l'; Ci F H u 641) W H r1 � Q 7 u �. a u ►-� N li I C• 0 H (1 U H WIC 1-1 l: 11 Ll N (" o '7 A' 4 i C Ct U 6) It I U 1 CL V) O F r1 U. T. U Y. 4 C.' • f' N ' DLU 7 r4 :Y .t 0 IL \ V) V) 4z • rl ' r���r� `rt�N� • At , � • �- I_T f 1 8' z N R 8 z N 7 Z a 2, I ;61 zl Jo 2' 8 1z a m I . XOR M �3�}z 0C W P' CD P r MrrM MA H N r O0 C'J — rQ Z. � ° uQ r- M o QM O Qr � a) m E Q r co Q L rr- 0 O (11 R z CLw r r :_ Qrz < \ M OOIf1Aj QQO M O 00 • O pO O O r- 0, QOr PO 7l9 CJMCJ oo Q' r• I(1 N i Os 2 0 ■ . � CJ CO iit a ..�1 ►�KEN I• )9 C.'N I. h L , 4 O O O r z ILA (D C'J Q IV CJ Q- C•I 5e n C/, IX I $ �3 co P O Y n Am o z P Ix to )( 0 z X74 ([ J -jOD y 4M H3O M x � ' 0 Q O Q Ix W i v ac u a z x CL z W M P w Q .0 4 0: 10 X CD x IL. = M 2 O M I VI •9 F- y 3 u Q U Z 1L r� g rgod9 ii �j T urs SW Hall iltia. PLNCK/RECT # �ITY'O ' TIGARD PERMIT N PO Floc 23397 —0MMUN[TY DLVELOPML,,I'DEPARTMENT li (5 )639-4Orego71 -- --- �so3>639-�F7F DATE ISSUED JOB ADDRESS. 9)-() j �QN IT Z 7 iAX MAP/10-1 SUB: _ _ _ -- LOT: —__—�—_ LAND USL: _LVALUATION: S=Z 0 OPER SPECIAL NOTES NAME: __1—) — a 1 .� rT1 �Mt!S REISSUE OF: Ll�� ►u n _ ADDRESS: &),— V�, LAST REISSUE: - ---^---- -------. ML FLOOD PLAIN/ PHONE: � yO � � CG �U `f � __— SENSITIVE LAND: _— CNTRACTOR APPROVALS REQUIRED SQD�(,Yj/5 SAME: _— C 1J � 517 i _, PLANNING: ADDRESS: �f� ��� S / ��� ENGINEERING: FIRE DEPT: PHONE: r'r,_.w 16�, �f _ OTHER: '— __-- CONTR. BOARD N: EXP DATE: ILEMS REQUIRED 'AjBCONTRACTORS: PLUMB: LIST/SUBCONTRACTORS: MECH: BUS TAX: --- 1R(.I1/ENGINEER CALCULATIONS: TAME: ISS C yC irc= W\00 TRUSS DETAILS: i?UR[SS: _ n-' u C u� r1� ►Ld OTHER: PROPOSED BLDG. USE: _ VF� �C�V VZ ------_._----- LOMMENTS: APPLICANT IGNAIIJRE Received By: — Date Received: PERMIT # ACCT # DESCRIPTION AMOUNT AMOUNT PD. BAL . DUE 10-432 00 Building Permit Fees 10-431 00 Plumbing Permit Fees 10-431 01 Mechanical Permit Fees 10-230 01 State Building Tax (5%) Building �L Plumbing Mechanical 10-433 00 Plans Check Fee Building �,�� Plumbing Mechanical 10.-2' ) 06 Fire .LC� ' �� •OD 30-202 00 Sewer Connection 30-444 00 Sewer inspection 25-448-02 Commercial TIF Fees 25-448-04 Industrial TIF Fees 25-448-06 Institutional TIF Fees 25-448-03 Office TIF Fees 25-448-01 Residential Traffic Fees 25-448-05 Mass Transit TIF Fees 52-449 00 Parks System Dev Charge (PDC) 31-450 ^ Storm Drainage Syst Dev Chrg (SSDC) 24-445-01 Water Quality (Fee in lieu of) 2.4-445-02 Water Quantity (Fee in lieu of) TOTAL U(0� nm/3587P.WPF CITY OF TIC ARD STOP WORK ORDER BUILDING DIVISION 13125 SW IIALI, BLVD,, TIGARI), OR 97223 639-4:71 � � J ,,, r Yf It M l'1'#: JOB ADDRESS: /�..�v-_- ._ 'j - -- OWNER:_ 1 YQU ARE IN VIOLATION OF 'I;IIE FOI.Lf)WING: 04 AND HEREBY NOTIFIED THIS G. DAY OF , ' ' _ 19 AT 9 . u M, (HAT NO MORE WORK SHALL BE b0IJE ON THESE PREMISES UNTIL THE ABOVE VIOLATIQjwAs BEEN CORRECTED AND VERIFIED BY THE CITY, CORPf7CTIONS SHALL BE MADE WITHIN DAYS OF THE ABOVE DATE. FAILURE TO COMPL WITH THIS NOTICE WILL RESULT IN THE ISSUANCE OF A CIVIL INFRACTIONS SUMMQNS _q0 NO/T1,00OVE THIS NOTIiCE- IiUILI)ING INSI'I?('TOR -�- ... _JA r � Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' a. c. - RIGID FRAME +!«+►J LTIALIZINILDATA. f!.► Job Descriptions SMETCO BUILDING ROOF TRUSSES Frame Descriptioni 100 SPAN x 250 o. c. - RIGID FRAME Structure Parameters Analysis Options Members . . . . . . . . . . . N'/ Linear Elastic Analysis Joints . . . . . . . . . . . . 46 Imperial Units Springs . . . . . . . . . . . 0 Sections . . . . . . . . . . 4 Load Case 1 specified as self wp-iglu Materials . . . . . . . . . 1 Load Cases . . . . . . . . 4 Lead Combinations 4 Ut pr Name: RBS 0 F� Q .P F FRAnEA,44--ills%; SoftQk Services Ltd Head Office: 5729 West Boulevard, Ste Vancouver, B.C. V6M 3WH Canada (604)263-2726 Softwk assume% no responsibility for she accuracy, validity or applicability of the reskilts of P-FRAME. P--FRAME Input Data Fitr No. 03 RBS i Mat 91 I)H.5 am r � ' • Softek Services Ltd SMETr'o BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. - RIGID FRAME *** l9 NT_DATA *** Joint X - coord. Y - coord. X - Degree Y - Degree Z - Degree Number (feet) (feet) of Freedom of Freedom of Freedom 1 U 25.5 1 1 1 2 0 28.5 1 1 1 3 5 29 1 1 1 4 10 29.5 1 1 1 5 15 30 1 1 1 6 20 30.5 1 1 1 7 25 31 1 1 1 8 31) 31.5 1 1 1 9 35 32 1 1 1 10 40 32.5 1 1 1 11 45 33 1 1 1 12 50 33.5 1 1 1 13 55 33 1 1 1 14 60 32.5 1 1 1 15 65 32 1 1 1 16 70 31.5 1 1 1 17 75 Cl 1 1 1 18 80 30.5 1 1 1 19 85 30 1 1 1 20 90 29.5 1 1 1 21 95 29 1 1 1 22 100 28.5 1 1 1 23 105 28 1 1 1 24 105 25.5 1 1 1 25 100 25.5 1 1 1 26 95 25.5 1 1 1 27 90 25.5 1 1 1 28 85 25.5 1 1 1 2`9 80 25.5 1 1 1 iii 75 25.`i 1 1 1 31 70 25.5 1 1 1 32 65 25.5 1 1 1 33 60 25.5 1 1 1 34 55 25.5 1 1 1 35 50 25.5 1 1 1 36 45 25.5 1 1 1 37 40 25.5 1 1 1 38 35 25.5 1 1 1 39 30 25.5 1 1 1 40 25 25.5 1 1 1 41 20 25.5 1 1 1 42 15 25.5 1 1 43 10 25.5 1 1 1 44 5 25.5 1 1 1 45 0 0 0 0 1 46 100 i 0 ,i 1 Note: Degree of Freedoms 0=restrained 1 =free j=coupled to joint ' j' P-FRAME Input Data Str No. 03 RBS 7 Mar 91 08:59 am tr ` Softel.. Services Ltd SMETCO BUILDING ROOF TRUSSES • 1001 SPAN x 25► o. c. - RIGID FRAME *** EQT1W.PBQF1BTY__.DATA_!t_t Se; X-sectional Mom. Inertia Shear Area Section Mod Plastic Moment Nu. Area (in2) (in4) (int) (in3) Capacity (K-ft) 1 7.81 27.6 0 20 0 2 2.88 2.49 0 1. 15 0 3 1.43 .545 0 .3B I .) 4 19.7 954 0 117 0 Notes: i. Nor-zero Cross-sectional Area and Moment of Inertia are mandatory. 2. For i, n-zer,-- Shear Area, shear stresses are calculated. 3. For non-zero .Shear Area and Shear Modulus, secondary deflections due to shear are included (linear elastic analysis only). 4. For non-zero Elastic rection Modulus (S1, stresses are calculated. 5. Nonzero Plastic Moment Capacity is mandatory for plastic analysis. +►w+►_MATEfi�Al._�RO.PE.BIY__DAIA__±►*±! Material Youngmod Shearmod Density Coeff Exp Fy Yield Number (ksi) (ksi) (K/ft3) (/F 1.E6) (ksi) 1 29000 0 .45 0 36 Notes: 1. Elastic Modulus (Young's Modulus) is mandatory. 2. For non-zero Shear Modulus anis Shear Area, secondary deflections dura to shear are included (linear elastic analysis only). 3. Non-zern density is required if self weight is specifies{ and member weight is to tie cor.s.idered (linear elastic an(' plastic analysis). 4. Nonzero Thermal Coefficient of Expansic-n is required for thermal ioad,n. (linear elastic and plastic analysis). 5. Non-zer» Yield Stress is mandatory for plastic analy�.is. *+►+!__MEMDEB�QNNE�T I Y.13�__DATA +►,►+► Member Lower Greater Section Material Lower Oreoter Attribute length Number Joint Joint Number Number End Type F;id Type Type (ft) 1 1 2. 4 1 1 ii 1 3. 2 2 3 1 1 0 1 t 3.0249 3 3 4 1 1 1 1 1 5.0249 4 4 5 1 1 1 1 1 5.0249 5 5 6 1 1 1 1 t 3.0249 6 6 7 1 1 ; 1 1 5.024'3 7 7 8 1 1 1 1 1 5.0249 8 8 9 1 1 1 �. 1 5.0249 9 9 10 1 1 1 1 1 5.0249 10 10 11 1 1 ! 1 1 5.0249 11 11 12 1 1 1 ii 1 5.0249 P-FRAME Input Data Str No. 03 RPS .7 Mar 91 08159 am 1' 1 • Soltek Services ltd SME'rCO ;BUILDING 1110OF TRUSSES • 100' SFAN x 251 o. c. - RIGID FRAME Member Lower Greater Section Material Lower Greater Attribute Length Number Joint Joint Number Number End Type End Type Type Ot) 12 12 13 1 1 0 1 1 5.02.49 13 13 14 1 1 1 1 1 5..)243 14 14 15 1 1 1 1 1 5.0249 15 15 16 1 1 1 1 1 5.0249 16 16 17 1 1 1 1 1 5.0243 17 17 18 1 1 1 1 1 5.0243 18 18 19 1 1 1 1 1 5.0249 1`3 19 20 1 1 1 1 1 5.0249 20 20 21 1 1 1 1 1 5.0249 21 21 22 1 1 1 0 1 5.0249 22 22 23 1 1 0 0 1 5.0249 23 23 24 1 1 0 0 1 2.5 24 24 25 1 1 0 0 1 5. 25 25 26 1 1 0 1 1 5. 26 26 27 1 1 1 1 1 5. 27 27 28 1 1 1 1 1 5. 28 28 29 1 1 1 1 1 5. 29 23 341 1 1 1 1 1 5. 30 30 31 1 1 1 1 1 5. 31 31 32 1 1 1 1 1 5. 32 32 33 1 1 1 1 1 5. 3:' 33 34 1 1 1 1 1 5. 34 34 35 1 31.5 35 36 1 1 1 1 1 5. 36 36 37 1 1 1 1 1 5. 37 37 38 1 1 1 1 1 5. 38 38 39 1 1 1 1 1 5. 39 313 40 1 1 1 1 1 5. 40 40 41 1 1 1 1 1 5. 41 41 42 1 ! 1 1 1 5. 42 42 43 1 1 1 1 1 5. 43 43 44 1 1 1 1 1 5. 44 1 44 1 1 0 1 1 5. 35 2 44 2 1 0 0 1 5.8310 46 3 44 3 1 0 0 1 3.5 47 4 41 2 1 0 0 1 6.4031 48 4 43 3 1 0 0 1 4. 49 4 42 2 1 0 0 1 6.4031 50 5 42 3 1 0 G 1 4.5 51 6 42 2 1 0 0 1 '7.0711 92 6 41 3 1 0 0 1 5. 53 6 40 2 1 0 l 7.0711 54 7 40 3 1 0 0 1 5.5 55 8 40 2 1 0 0 1 7.81C.2 56 8 39 3 1 0 0 1 6. 57 8 38 2 1 0 0 1 1.13102 58 9 38 3 ! 0 0 1 6.5 59 10 38 2 1 0 0 1 8.60213 60 10 37 3 1 0 0 1 7. 61 11-1 36 2 1 C) 0 1 11.6023 62 If 36 3 1 0 0 I /.5 63 12 36 2 1 9.4341 P-FRAME Input Data Str No. 03 R89 27 Mar 91 08e59 am ' Softek Services Ltd SMETCO BUILDING ROOF TRUSSES ' 100' SPAN x 25' o. c. - RIGID FRAME Member Lower Greater Section Material Lower Greater Attribute Length Number Joint Joint Number Number End Type End Type Type (ft) 64 12 36 3 1 0 0 1 9.434 65 12 34 2 1 0 0 1 9.4340 66 13 34 3 1 0 0 1 7.5 67 14 34 2 1 0 0 1 8.6023 68 14 33 3 1 0 0 1 7. 69 14 32 2 1 0 0 1 8.6023 70 15 32 3 1 0 0 1 6.5 71 16 32 2 1 0 0 1 7.8102 72 16 31 3 1 1) 0 1 6. 73 16 30 2 1 0 0 1 7.8102 74 t7 30 3 1 0 0 1 5.5 75 18 30 2 1 0 0 1 7.0711 76 18 29 3 1 0 0 1 5. 77 18 28 2 1 0 0 1 7.0711 78 19 28 3 1 0 0 1 4.5 79 20 28 2 1 0 0 1 6.4031 80 20 27 3 1 0 0 1 4. 81 20 26 2 1 (11 0 1 6.4031 82 21 26 3 1 0 1 3.5 83 22 26 2 1 0 0 1 5.8310 84 22 25 4 1 1 0 1 3. 85 22 24 2 1 0 0 1 5.8310 86 25 46 4 1 1 k) 1 25.5 87 1 45 4 1 1 0 1 25.5 Notes: 1. Member End Types: 1=fixed (rigid connection) n=pinned (pinned connections. 2. Attribute Type 0 indicates that the member has been deleted. P-FRAME Input Data Str No. 03 RBS :'7 May 'fl 08:a'j am Softek Services, Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. - RIGID FRAME *** LOAD 1NjjI!►.Ljj.INDAT +►+��► Load Number of Number of Load Case Case Loaded Joints Loaded Members Description 1 0 0 TRUSS DEAD LOAD 2 22 0 ROOF DEAD LOAD 3 22 0 ROOF LIVE LOAD 4 22 2 WIND LOAD I':o+e: Load Case 1 specified as self-weight. Joint and Member load data. for Lead Ca3e 1 is ignored. SPIT-weight is automatically calulated. ---------------------------------------------------------------------------------- LQAD��_2. Record Lcaded Horizontal Vertical Torsional Number Joint Load 0,49) Load (kips) Load (K-ft) 1 2 0 -.3725 0 2 3 0 -.625 0 3 4 0 -.625 0 4 5 0 --.625 �) 5 6 0 -.625 G 6 7 0 -.625 0 7 0 U -.625 13 e -.625 0 9 10 0 -.625 0 1 C► 11 0 - .625 r� 11 12 0 -.625 �► 12 13 0 -.625 n 13 14 0 -.625 0 14 15 0 -.625 0 15 16 U -.625 0 16 17 0 -.625 0 17 18 0 -.625 0 IB 19 0 -.625 0 19 20 0 -.625 0 20 21 0 -.625 U 21 22 0 -.625 0 22 23 0 -.3125 0 LOM—CASE-3 Record Loaded Horizontal Vertical Torsional Number Joint Load (kips) Load (kips) Load (K-ft) 1 2 0 --1.5625 U 2 3 0 -3. 125 0 3 4 0 -3. 125 0 4 5 0 -3. 125 U 5 6 0 -3. 125 0 6 7 0 -3. 125 0 P-FRAME Input. Data Str No. 03 RBS 27 Mar 91 08:5'� am t 1 • Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 1001 SPAN x 25' o.c. - RIGID FRAME LOAD CA E 3 Record Loaded Horizontal Vertical Torsional Number Joint Load (kips) Load (kips) Load (K-ft) 7 8 0 -3. 125 0 8 9 0 -3. 125 0 9 10 0 -3. 125 0 10 1t 0 -3. 125 o it 12 0 -3. 125 0 12 13 0 -3. 125 0 13 14 0 -3. 125 0 14 t5 0 -3. 125 0 15 16 0 -3. 125 0 16 17 0 -3. 125 0 17 18 0 -3. 125 0 18 19 0 -3. 125 0 19 20 0 --3. 125 0 20 21 0 -3. 125 0 21 22 0 -3. 125 0 22 23 0 -1.5625 1:1 L.DAEC.ABE 4 Record Loaded Horizontal Vertical Torsional Number Joint Load (kips) Load (kips) Load (K-ft) 1 2 0 -.039 0 2 3 0 --.077 0 3 4 0 -.077 �) 4 5 0 -.o77 0 5 6 0 -.077 0 6 7 t) -.o77 0 7 8 0 -.077 0 8 9 t) -.077 0 9 10 U -.077 0 10 11 0 -.077 0 11 12 0 -.077 0 12 13 0 -.077 0 13 14 0 -.077 0 14 i5 0 -.077 15 16 0 -.077 16 17 1) -.077 0 17 to 0 -.077 0 18 19 0 -.077 0 19 20 0 -.077 0 20 21 0 -.077 21 22 0 -.077 it 22 23 0 -.o39 0 Notes: 1. Joint loads act in the global coordinat,! system. 2. Positive Horizontal Leads act in the positive X direction. 3. Positive Vertical Loads ect in the positi;p Y direction. 4. Positive Torsional Loads act counter-clockwise. P-FRAME Input Data Str No. 03 RBS tlar '31 Ofl: '� am t 1 Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 1001 SPAN x 25' o. c. - RIGID FRAME !+± MEMBER LOAD DATA—*" LDAD CASE 4--n mamber distributed loads Rec Mem Sloped UDL Pro,j. UDL Local UDL Local UDL Triangular Thermal No. No. K/ft slo .: K/ft horiz k/ft perp K/ft parll K/ft @ GJ Change (F) 1 86 0 0 . 164 0 0 i► 2 87 0 0 .262 0 0 0 Notese 1. Sloped UDL, Projected UDL & Point Loads act in the global coord.,,ute system. 2. Local Perpendicular, Local Parallel, Triangular and Thermal Leads act -rl the local member coordinate system. 3. Triangular loads are 0 at the lower ,joint with the magnitude specified at the greater .joint. *±�+!_IQAD__CQMNATIDN-DATA+�Ik-* Load Load Comb Load Comb Load Comb Load ► Ab Load Comb Load Comb Comb Case Fact Case Fact Case Fact Case Fact Case Fact Case Fact 1 1 1 1 2 1 1 2 1 3 1 3 1 1 2 1 3 .5 4 1 4 1 1 2 1 3 1 4 .5 P-FRAME Input Data Sty No. 03 RPS .-.-I Mar '31 08:59 am r � Softek; Services l.td SMETCO BUILDING R06F TRUSSES • 1031 SPAN x 25' o. c. - RIGID FRAME **" .NAL_ gY I�MMD *** Structure Degrees of Freedom . . . . . . . . . . . .. . . . . 134 Structure Half-Bandwidth . . . . . . . . . . . . . . . . . . . . . 133 Structure Stiffness Elements . . . . . . . . . . . . . . 17,822 I Member with maximum half-bandwidth . . . . . . . . . . . . 87 Number of Support Joints and Springs . . . . .. . . . . . 2 Structure Self-Weight (Yips) . . . . . . . . . . . . . 10.596 *+►* SUPPORT REACTIONS *+►+► Load Case flegul.t Joint Load X-Reaction Y-•Reaction Z-Reaction Number Case (kips) (kips) (K-ft) 45 1 0.000 5. 109 0.000 2 0.000 6.234 0.000 3 0.000 31. 172 0.000 4 -8.772 -.616 0.000 46 1 0.000 5.486 0.000 2 0.000 6.8'31 0.oi�0 3 0.000 34.453 0.000 ti -2.051 2.234 0.000 Load_CStIRbinatekn-ftemlis Joint Load X-Reaction Y-Reactioi Z-Reaction Number Combination (kips) (kips) (K-ft) 45 1 0.000 11.344 0.000 2 0.000 42.516 0.000 3 -6.772' 26.,313- 0.000 4 -4.386 41.207 0.oo() 46 1 0.000 12.377 0.000 2 0.000 46.830- 0.000 3 --2.091 31.838 0.000 4 -1.046 47.947 ,. 0.000 Notes: 1. Positive X-reactions act in the positive global X direction. 2. Positive Y-reactio.pis act in the positive global Y direction. 3. Positive 7-reactions act counterclockwise. P-FRAME Linear Elastic analysis restalts Str No. X73 RBS 27 Mar 91 08:59 am r � Softek Services Ltd SMETCO BUILDING, ROOF TRUSSES 1001 SPAN x 25' o. c. - RIGID FRAME *** MINT DI5PLACEWLT.j *�►* Lgid-C&H ResyjAj Joint Load X-Displ. Y-Displ. Rotation Number Case (in) (in) (rad) 1 1 .22162 -.00232 -.00072 2 .46317 -.00334 -.00132 3 2.(11`S3 -.01670 -.00659 4 3. 11758 .001133 -.00312 2 1 .24769 -.00253 0.00000 2 .45060 -.00373 0.00000 3 2.25299 -.01865 0.00000 4 3.20388 .00038 0.00000 3 1 .25169 -.05479 -.00084 2 .45790 -.09924 -.00153 3 2.28951 -.49618 -.00763 4 3.20433 -. 10696 -.00156 4 1 .25521 -. 10233 -.00074 2 .46428 •-. 18551 -.00134 3 2.32142 -.92756 -.00671 4 3.20198 -. 18623 -.00110 5 1 .25673 -. 14331 -.00062 2 .46705 -.26035 -.00113 3 2.33523 -1.30176 -.00564 4 3.20020 -.24418 -.0008o i0i 180 6 1 .25758 -. 17768 -.00052 2 .46851 -.32223 -.100,33 3 2.34257 -1.6111( -.00467 4 3. 19666 -.28451, -.01)OS) 7 1 .25725 -.20561 (10('140 2 .46793 -.37321 -.01,1073 3 2.333963 -1.86606 -.00:361 4 3. 19365 -.31206 -.00035 8 1 .25625 -.22691 -.00n30 2 .46604 -.41117 -.00055. 3 2.33018 -2.05583 -.00274 4 3. 10950 --.32815 -.00019 9 1 .25459 -.24261 -.00020 2 .46308 -.44000 -.011037 3 2.31539 -2.2000! -.(111,1183 4 3. 18584 -.33590 -,0001-.15 111 1 .252'31 -.25222 .00012 2 .458'31 -.45673 -.0 021 3 2.29456 -2.28363 -.001134 4 3. 18140 -.33584 .0001.16 P-FRAME Linear Elastic av,.iysis results Str N.:-. 113 RBS 27 Mar '31 • 14 So-ftek Services Ltd 3METCQ BUILDING ROOF TRUSSES • 100' SPAN x 25' o. c. - RIGID FRAME L24d -Can_fles l.11i Joint Load X-Displ. Y-�!spl. Rotation Number lase (in) (in) (rad) 11 1 .24977 -.25736 -.00004 2 .45438 -.46648 -.00007 3 2.2.7189 -2.33242 -.00033 4 3. 17744 -.33028 .00014 12 1 .24672 -.15750 0.00000 2 .44895 -.46631 0.00000 3 2.24427 -2.33154 0.00000 4 3. 17309 -.32083 0.00000 li 1 .24364 -.25775 .00004 2 .4432E -.46724 .00006 3 2.21631 -2.33621 .00032 4 :1. 17127 -.30988 .00021 14 1 .24; 12 -.25242 .00012 2 .43876 -.45'723 .0002s 1 2. 19380 -2.28616 .00108 4 5. 16988 -.29470 .000., 9 15 1 .23Be9 -.24261 .00021 2 .43465 -.4-4020 .00037 0037 3 2. 17323 -2.20100 .00185 4 3. 169 14 -.274'"16 .00036 16 1 .23726 -.22673 .00031 2 .431'73 -.41111 .:)0055 3 2. 15F'66 -2.05554 .00276 4 3. 16086 -.25059 .1-0045 17 1 .2.3630 -.20528 .00041 2 ,42990 -.37293 . )0073 3 2. 14952 -1.864G5 .00365 4 3. 16942 -.221o'7 .00(1153 18 1 .2360) -. 17726 .(70052 2 .42'_.,7 -.3218() 3 2. 14684 - 1.60900 .00468 4 3. 171046 -. 10689 .00061 19 1 .23690 -. 14287 .00062 2 .43091 -.25'365 .Oi+113 3 2. 15454 -1.29927 .00564 4 3. 1726: -. 14720 .00069 20 1 .2.3846 -. 10196 .00074 .43313 -. 18310 .00134 3 2. 16864 -.92549 .00670 �l 3. 11521 -. 10312 .00078 21 1 .24204 -.05162 .06003 V-FRAMF '. Opar Flastic analysis results Str No. (13 P.A ?1 Mitt X11 111,W)' am Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN k 251 o. c. - RIGID FRAME �.��►�_C��e-R�S11.�11 Joint Load X-Displ. Y-Displ. Rotation Nomber Case (in) (in) (rad) 2 .44019 -.09908 .0015 3 2.20095 -.49541 .00760 4 3. 17937 -.05359 .00(86 22 1 .246U7 -.00275 .00071 2 .44755 --.00412 -00130 X0130 3 2.23773 --.02061 .oo650 4 3. 18380 -.60134 .00m 23 1 .25026 ,03917 0.00001► 2 .45522 .07266 0.00000 3 2.27612 .36328 0.0000C.) 4 3. 18852 .04585 0.000(11,1 24 1 .27163 .03919 Q,Oji i�j0�j 2 .45423 .07270 0.00000 3 2.47115 .36348 0.000C►0 4 3.21219 .04586 0.00000 25 1 .27172 -.00252 -.00089 2 .49437 -.00369 -,00162 3 2.47184 -.01845 -.00808 4 3.21221 -.0012'') -.00991 26 1 .27181 -.05448 .00084 2 .49451 -.09849 .00153 3 2.47253 -.49244 .00765 4 3.21167 -.05351 .00086 27 1 .26986 -. 10207 .00074 2 .49091 -. 18506 ,00134 3 2.45453 -.92529 .00670 4 3.20977 -. 10308 .00078 28 1 .26791 -. 14269 .00063 2 .48730 -.25908 .00114 3 2.43652 -1.29540 .00569 4 20787 -. 14707 .00070 29 1 .26507 _. 17742 .00052 2 .48209 -.32177 .00094 3 2.41047 -1.6oG84 .00471 4 3.20522 ••. 18685 .00062 30 1 .26222 -.20509 .00041 2 .47688 -.37203 .00074 3 2.38442 -1.86017 .00371 4 3.20257 -.22092 .00053 ,1 1 .25'307 -.22693 .00031 2 .47115 -.41109 .00056 P-FRAME Linear Elastic analysis results Str No. 03 RPS '27 Mar 91 OR:59 am • Softek Services, l Ld SMETCG BUILDING RPQr TRUSSES ' too' SPAN x 25' o. c. - rIOID FRAME Joint Load X-Displ. Y-Displ. Rotation Number Case (in) (in) (rad) 3 2.35575 -2.05547 .00279 4 3. 19948 -.25055 .00045 32 1 .25591 -.24239 .00021 2 .46542 -.43919 .00038 3 2.32709 -2. 19595 .00191 4 3. 19639 -.27480 .00037 33 1 .25280 -.23260 .00012 2 .45979 -.45721 .06022 3 2.29093 -2.28604 .00110 4 3. 19305 -.29474 .00029 34 1 .24968 -.25751 .00008 2 .47415 -.46612 .00009 3 2.27076 -2.33039 .00044 4 3. 18972. -.30975 .00022 35 1 .24684 -.26103 0.00000 2 .44901 -.46841 -.00001 3 2.24504 -2.34203 -.00004 4 3. 18624 -.32134 .00017 36 1 .24399 -.25710 -.000913 8 2 .44386 -.46533 -.01''009 3 2.21931 -2.32666 -.00046 4 3. 18276 ••.33015 .00013 .37 1 .24087 -.25238 -.00011 2 .43822 -.45668 -.00021 3 2. 19109 -2.28342 -.00106 4 3. 17837 -.33583 .00005 38 1 .23775 -.24240 -.00021 2 .43257 -.43899 -.00138 3 2. 16287 -2. 19495 -.00189 4 3. 17398 -.33580 -.00006 39 1 .23487 -.22711 -.00031 2 .42681 -.41115 -.00055 3 2. 13407 -2.05577 -.00277 4 3. 16841 -.32817 -.0001'° 40 1 .23110 -.20541 •-.00041 2 .42105 -.37232 -.00074 3 2. 10527 -1.86139 -.00369 4 3. 16291 -.31198 -.00036 41 t .22851 -. 17783 -.00052 2 .41579 -.32220 -.00094 3 2..07897 -1.61100 -.00470 P-FRAME Linear Elastic analysis results Str No. 01 RBS 27 Mar 91 Ofls 9 am r � Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. - RIGID FRAME Lst.Asi vit. R-owdlit Joint Load X-Displ. Y-Displ. Rotation Number Case (in) (in) (rad) 4 3. 15566 -.28439 -.00056 4t 1 .22363 -. 14314 -.00063 2 .41033 -.25958 -.00114 3 2.05267 -1.29790 -.00569 4 3. 14881 -.24412 -.00081 43 1 .22362 -. 10244 -.00074 .40683 -.18547 -.00134 3 2.03425 -.92737 -.00671 4 3. 13959 -. 18632 -.00112 44 1 .22162 -.03465 -.00084 2 .40317 -.09864 -.00154 3 2.01583 -.49322 -.00769 4 3. 13036 -. 10710 -.00158 45 1 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 4 0.00000 0.00000 0.00000 46 1 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 4 0.00000 0.00000 0.00000 Load Gigmbinati n-fW1S Lt.jj Joint Load X-Displ. Y-Displ. Rotation Number Combination (in) (in) (rad) 1 1 .62478 -.00366 -.00204 2 2.64062 -.02233 -.00863 3 4.75028 -.01367 -.00845 4 4. 19941 -.02219 -.01019 2 1 .69829 -.00626 0.00000 2 2.95128 -.02491 0.00000 3 5.02867 -.01521 0.00000 4 4.53322 -.02472 0.00000 3 1 .70959 -. 15402 -.00236 2 2.99910 -.6501 -.01000 3 5.05868 -.50908 -.00774 4 4.60126 -.70369 -.01078 4 1 .71950 -.28784 -.00208 2 3.04091 -1.21540 -.00879 1 5.087.19 -.93785 -.00654 4 4.64190 -1.30852 -.0093-4 P-FRAME Linear Elastic analysis results Str No. 03 RD") 27 Mar '31 08159 am , £iofteal; t3Nrvzct{�, tri SME i CQ BUILDING ROOF t ttU9SE-5 100' SPAN x 251 o. r. - RIGID FRAME Wad._Gambinitign. Rtsul1is Joint Load X-Di*pl. Y-Dirpl. Rotation Numbrr Combination (in) (in) (rad) 1 .72378 -.40366 -.00175 2 3.01901 -1 . 10542 -.00739 3 5.09139 -1.29872 -.00537 4 4.63911 -1.82751 -.00779 6 1 .72610 -.49991 -.00146 2 3.06867 -2. 11107 -.00612 3 5.09404 -1.59003 -.00433 4 4.66700 -2.25335 -.00639 7 1 .72517 -.37882 -.00113 2 3.06480 -2.44488 -.00477 3 5.08863 -1.82391 -.00330 4 4.66162 -2.60091 -.00494 8 1 .72228 -.63807 -.00085 2 3.05246 -2.69391 -.00359 3 5.07687 -1.99414 -.00240 4 4.64721 -2.83798 -.00368 9 1 .71766 -.68262 -.00057 2 3.03306 -2.88263 -.00240 3 5.06120 -2. 11853 -.00154 4 4.0'2390 -3.05058 -.00243 10 1 .71123 -.70895 -.00032 2 3.00579 -2.99258 -.00137 3 5.03991 -2. 18660 -.00079 4 4.59649 -3. 16050 -.00134 11 1 .70415 -.72384 --.00010 2 2.97604 -3.05627 -.00044 3 5.01753 -2.22034 -.00013 4 4.36476 -3.22141 -.00037 12 1 .69557 -.72381 0.00000 2 2.93984 -3.05533 0.00000 3 4.99080 -2.21042 0.00000 4 4.52633 -3.21577 0.00000 13 1 .6H690 -.72499 .00010 2 2.90321 -3.06120 .00041 3 4.96633 -2.20298 .00046 4 4.48885 -3.21614 .00052 14 1 , 67988 -.70965 .00034 2 2.873,39 -2.995131 .00141 3 4.91666 -2. 14751 .00116 4 4.45862 -3. 1,132o .00156 15 1 .67:353 -.68281 .0005f1 P FRAME Linear F1aat1C analyala reaultri Str No. 03 8116 27 Mqr 91 i111sli'f .un Softsk Swrvicos Ltd SMETCO BUILDING ROOF TRUSSES 100• SPAN x 255' o. c. - RIGID FRAME I.omd_Co NnAtign_Results Joint Load X-Displ. Y-Displ. Rotation Number Combination (in) (in) (rad) 2.84676 -2.88381 .00243 3 4.92928 -2.05827 .00187 4 4.43133 -3.02129 .00261 1 E; .66899 -.63784 .00086. 2 2.82766 -2.69338 .00361 3 4.91718 -1.91620 .00268 Al 4.41208 -2.8!(367 .00384 17 1 .66621 -.57E-21 .00114 2 2.81572 -2.442186 .00479 3 4.91039 -1.73161 .07349 4 4.40044 -2.5533V .00505 18 1 .66537 -.49906 .00145 2.81221 -2. 10807 .00613 3 4.90924 -1.49045 .00441 4 4.39744 -2.20151 .00644 19 1 .66781 -.40272 .00175 2 2.82233 -1.70199 .00739 3 4.91769 -1. 19956 .00527 4 4.40865 -1.77559 .00774 20 1 .67218 • .28','03 .00207 2 2.84002 • 1.21;'54 .00877 3 4.93171 -.85292 .00620 4 4.4-943 -1.26410 .00916 21 1 .68223 -. 15373 .00235 2 2.88317 -. 14911 .00995 3 4.96207 --.,45500 .00701 4 4.47286 -.67590 .01038 22 1 .69361 -.00687 .00201 2 2.93134 -.02749 .00832 3 4.99628 -.01832 .00605 4 4.52324 -.0816 .00891 23 1 .70548 . 11183 0.00000 2 2.98160 .47311 0.00000 3 5.03206 .33332 0.00000) 4 4.57586 .49803 0.00000 1 .76906 . 11188 0.00000 2 3.23701 .47537 0.00060 3 5.21363 .33948 0.00000 4 4.84311 .49829 0.00000 2'S 1 .76609 -.00621 -.00250 2 3.23793 -.02466 -.01058 P -FRAMC linear Plastic analysis results Str No. 03 Rli, 2 ; MAr 91 OROV') .un Softek Services Ltd SMETCO BUILDING HwOF TRU9SFS 1001 SPAN x 251 o. c. - RIGID FRAME Loatl_CQmdtnatiQn-RejuIts Joint Load X-Displ. Y-Vispl. ;rotation Number Combination (in) (in) (rad) 3 3.21422 -.01663 -.01645 4 4.84404 -.02526 -.01534 1 .76632 -. 15297 .00237 2 3.23885 -.64540 .01002 3 5.21426 -.45269 .00705 4 4.84469 -.67216 .01045 1 .76077 -.28713 .00208 2 3.21529 -1.21242 .00878 3 5. 19780 --.83286 .00621 4 4.82018 -1.26396 .00917 28 1 .75522 -.40178 .00177 2 3. 19174 -1.69718 .00746 3 5. 18135 -1. 19654 .00531 4 4.79567 -1.77071 .00781 29 1 .74716 -.49919 .00146 2 3. 15763 -2. 10802 .00617 3 5. 15761 -1.49045 .00443 4 4.76024 -2.20145 .00648 30 1 .73910 -.57712 .00:15 2 3. 12352 -2.43729 .00486 3 5. 1;1388 -1.72813 .00354 4 4.72480 -2.34775 .00513 :31 1 .73n22 -.63802 .00087 2 3.08397 -2.69330 .00366 3 5. 10797 -1.91631 .00171 4 4.68571 -2.81877 .00389 32 1 .72133 -.0138 .00060 2 3.04842 -2.87754 .00251 ►0251 3 3.08127 -2.0336 .00192 4 4.64662 -3.01,193 .00269 33 1 .71238 -.70980 .00034 2 3.01131 -2.99584 .00143 3 5.05310 -2. 14756 .00117 4 4.60804 -3. 14321 .00158 31 1 .70384 -.72362 .00016 2 2.97460 -3.05422 .00060 3 9.02894 -2. 19868 .00060 4 4.36946 -3.20910 .00071 35 1 .69585 -.72943 -.00001 2 2.94088 -3.07146 -.00006 3 5.00460 -2.22178 .00013 P-FRAME Linear Elastic analysis results 8tr No. 03 Rog 27 Mar 91 fffli i9 am I Softek. Services Ltd SMETCO BUILDING ROOF TRUSSES 1000 SPAN x 25' o. c. • RIGID FRAME Joint Load X-Displ. Y-Displ. Rotation Number Combination (in) (in) (rad) 4 4.53400 --3.23213 .00003 :1,11 1 .687Q6 -.72244 -.00017 2.90717 -3.04910 -.00063 3 4.98027 -2.215'32 -.00027 4 4.49855 -3.21417 -.00056 :37 1 .67x!09 -.70907 -.00032 2.87019 -2.99249 -.00138 3 4.95200 -2. 18660 -.00080 4 4.45937 -3. 16040 -.00136 38 1 .67032. -.68139 -.00059 2 2.83319 -2.87633 -.00248 3 4.92574 -2. 11466 -.00159 4 4.42018 -3.04424 -.00251 39 1 .66138 -.63826 -.00086 2 2.79546 -2.69402 -.00363 3 4.89687 -1.99431 -.00244 4 4.37968 -2.85811 -.00373 40 1 .65245 -.57773 -.00110. 2 2.75772 -2.43932 -.00484 3 4.86800 -1.82050 -.00335 4 4.33918 -2.59531 -.00502 41 1 .64431 -.50003 -.00146 2 2.72328 -2. 11104 -.00616 3 4.83965 -1.59012 -.00437 4 4.30121 -2.25333 -.00644 42 1 .63616 -.40272 -.Onl77 2 2.68884 -1.70062 -.00746 3 4.81131 -1.29579 -.00542 4 4.26324 -1.82268 -.00786 43 1 .63047 -.28792 -.00208 2 2.66473 -1.21529 -.00879 3 4. 78719 -.93792 -.00655 4 4.23452 -1.30845 -.00935 44 1 .62478 -. 15330 -.00238 2 2.64062 -.64652 -.01007 3 4.76306 -.50701 -.00780 4 4.20580 -.70007 -.01086 41 1 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 3 0.00000 0.00000 0100000 4 0.00000 0.00000 0.00000 P-FRAME Linear Elastic Analysis results Str No. 03 RBS 27 May 91 (111t59 am Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 1001 SPAN x 251 o. c. - RIGID FRAME Joint Load X-Displ. Y-Displ. Rotation Numbor Combination (in) (in) (rad) 46 1 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 4 0.00000 0.00000 0.00000 N-�tes: 1. Positive X-displacements are in the positive global X direction. 2. Positive Y-displacements are in the positive global Y direction. 3. Positive 7.-displacements are counter-clockwise. ------------------------------------------------------------------ Mem Load Axial @ L.I Shear @ LJ BM @ LJ Axial A OJ 8hrar @ GJ BM @ OJ No. Case (kips) (kips) (K-ft) (kips) (kips) (K-ft) 1 1 3.474 0.000 0.000 -3.289 0.000 0 0011 2 6.200 0.000 0.000 -6.200 0.000 0.001 3 31.002 0.000 0.000 -31.002 0.000 0.000 4 -.757 -46. 168 -138.503 .757 46. 168 0.000 2 1 4.594 .068 0.000 -4.582 .054 .033 2 8.399 .041 0.000 -8.393 -.041 .204 3 41.994 .203 0.000 -41.994 -.203 1.019 4 38.441 . 139 0.000 -38.441 -. 1313 .696 3 1 4.394 .071 -.033 -4.582 .051 .083 2 8.395 0.000 -.204 •-8.395 0.000 .206 3 41.974 .002 -1.0!9 -41.974 -.002 1.028 4 38.420 -.075 -.696 -38.420 .075 .320 4 1 9.661 .058 -.083 -9.649 .064 .070 2 17.644 .012 -.206 -17.644 -.012 .266 3 88.218 .060 -1.028 -88.218 -.060 1.329 4 28.323 .007 -.320 -28.323 -.007 .355 5 1 9.661 .060 -.070 -9.649 .062 .065 2 17.640 -.020 -.266 -17.640 .020 . 164 3 88.202 -. 101 -1.329 -88.202 . 101 .H22 4 28.319 -.030 -.355 -28.319 .030 .204 6 1 11.704 .064 -.065 •11.692 .058 .081 2 21.2.55 .026 -. 164 -21.255 -.026 .293 3 106.273 . 128 -.822 -106.273 -. 128 1.463 4 21.528 .006 -.204 -21.528 -.006 .233 7 1 11.703 .053 -.081 -11.691 .069 .030 2 21.248 -.037 -.293 -21.248 .037 . 106 P•-FRAME Linear Elastic analysis resi.ilts 8tr No. 03 RPS 27 Mar ':1 08:5'3 am • Softek Oervices Ltd SMETCO BUILDING ROOF TRUSSES 001 SPAN x 250 o. c. - RIGID FRAME �0/1,bp�Vsr Mem Lord Axial ® LJ Shear I LJ BM I LJ Axial • GJ Shear a GJ BM 1 61 No. Case (kips) (kips) (K-ft) (kips) (kips) (K-ft) 3 106.241 -. 186 -1.4631 -106.241 . 186 .528 4 21.526 -.021 -.233 -21.526 .021 . 128 E1 1 12.084 .069 -.038 -12.072 .053 .080 2 21.829 .038 -. 106 -21.829 -.038 .295 3 109. 147 . 189 -.528 -109. 147 -. 189 1.477 4 16.570 .007 -. 128, -16.570 -.007 . 163 9 1 12.0-32 .048 -.080 -12.070 .074 .012 t 2 21.821 -.048 -.215 -21.821 .048 .052 3 109. 104 -.242 -1.477 -109. tO4 .242 .262 4 16.3613 -.015 -. 163 -16,568 , .0t5 .087 10 1 11.452 .070 -.012 -11.439 .052 .059 2 20.592 .042 -.052 -20.592 -.042 .262 3 102.958 .208 -.262 -102.958 -.208 1.308 4 12.732 0.000 -.087 -12.732 0.001) .086 11 1 11.450 .049 -.059 -11.437 .073 0.000 2 20.582 -.052 -.262 -20.382 .052 6.000 3 102.911 -.260 -1.308 -102.911 .260 0.000 4 12.730 -.017 -.086 -12.730 .017 0.000 1' 1 11.406 .076 0.000 -11.418 .046 .075 2 20.553 .058 0.000 -20.553 -.058 .291 3 102.763 .290 0.000 -102.763 - -.290 1.455 4 10.859' .010 0.000 -10.b69 -.018 .093 13 1 11.409 .048 -.075 -11.421 .074 .1,108 2 20.563 -.049 -.291 -20.563 .049 .047 3 102.816 -.243 -1.453 -102.816 .243 .233 4 10.871 -.001 -.093 -10.871 .001 .0813 14 1 12.010 .075 -.008 -12.022 .047 .079 2 21.718 .050 -.047 -21.748 -.054) .2136 3 108.741, .248 -.233 -108.741 •.248 1.478 4 10. 162 -.002 -.089 -10.162 .002 .077 15 1 12.012 .053 -.079 -12.024 .069 .038 2 21.757 -.038 --.296 -21.737 .03B . 11:15 3 108.784 -. 190 -1.478 -108.784 . 190 .526 4 10. 162 .006 -.077 -10. 162 -.006 . 106 16 1 11.586 .069 -.038 -11.598 .053 .n80 2 21. 106 .037 -. 105 -21. 106 -.037 .291 3 105.335 . 185 -.526 -105.531 -. 185 1.455 4 8.911 -.007 -. 106 -8.915 .007 .072 17 1 11.587 .058 -.080 -11.600 .064 (11.4 2 21. 112 -.025 -.291 -21. 112 .025 . 11,1 3 105.562 -. 127 -1.455 -105.562 . 127 .11111 P-FRAME Linear Elastic analysis results Str N,. . ii:; Ree :`1 Mar 91 101 iI am Softek .services Ltd SMETCO DUILDINi ROOF TRUSSES 100' SPAN x 2"J' c. RIGID FRAME SAI LCAf.LRIf U I-til Mem Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ 8J Shear @ GJ BM @ IBJ No. Case (Nips) (kips) (K-ft) (kips) (kips) (K-ft) 4 H.913 .010 -.072 -8.913 -•.010 . 12.1 10 1 3.479 .062 -.064 -9.491 .060 .067 2 17.398 .020 --. 164 -17.398 -.020 .262 3 (36.988 .098 -.8 l B -86.988 -.0138 1.312 4 6.772 -.012 -. 121 -6.772 .012 .059 19 1 9.479 .064 -.067 -9.491 .058 .081 2 17.401 -.012 -.262 -17.401 .012 .204 3 87.004 -.059 -1.312 -87.004 .059 1.018 4 6.769 .014 -.059 -6.769 -.014 . 128 20 1 4.311 .051 -.081 -4.323 .072 .028 2 7.995 -.001 -.204 -7.995 .001 . 196 3 39.975 -.007 -1.018 -39.975 .007 .982 4 2.962 -.017 -. 128 -2.962 .017 .043 21 1 4.310 .055 -.028 -4.323 .067 0.000 2 7.999 -.039 -. 196 -7.999 .039 0.000 3 39.994 -. 195 -.982 -39.994 . 195 0.000 4 2.962 -.009 -.043 -2.962 .009 0.000 22 1 -.006 .061 0.000 -.006 .061 0.000 2 0.000 0.000 0.000 0.000 0.000 0.000 3 0.000 0.000 0.000 0.000 0.000 0.000 4 0.000 0.000 0.000 0.000 0.000 0.000 23 1 .061 0.000 0.000 -. 122 0.000 0.01:10 2 .313 0.000 0.000 -.313 0.000 0.000 3 1.562 0.000 0.000 -1.562 0.000 0.000 4 .039 0.000 0.000 -.039 0.000 0.000 24 1 .349 -.061 0.000 -.349 -.061 0,000 2 .521 0.000 0.000 -.521 0.000 0.000 3 2.604 0.000 0.000 -2.604 0.000 0.000 4 .065 0.000 0.000 -.065 0.000 0.00)(1 25 1 .349 -.065 0.000 --.349 -.057 -.019 2 .521 -.033 0.000 -.521 .033 -. 163 3 2.604 -. 163 0.000 -2.604 . 163 -.817 4 -2.026 -.009 0.000 2.026 .009 -.043 26 1 -7.361 -.078 .019 7.361 -.044 -. 104 2 -13.595 -.020 . 163 13.595 .020 -.261 3 -67.974 -.098 .817 67.974 .098 -1.305 4 -7. 177 -.018 .043 7. 177 .018 -. 132 27 1 -7.361 -.048 . 104 7.361 -.074 -.036 2 -13.595 .015 .261 13.595 -.015 -. 188 3 -67.974 .073 1.305 67.974 . .073 -.938 4 -7. 177 .016 . 132 7. 177 -.016 -.051 P--FRAME Linear Elastic analysis results Str N-:,. 03 RBS 27 Mar 91 09:°i'i am Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. - RIGID FRAME L-QAASuk-RumIt-§- Mem Load Axial G LJ Shear p LJ BM A LJ Axial C 6,1 S a Shear Q GJ BM G GJ No. Case (kips) (kips) (K-ft) (kips) (kips) (K--ft) 28 1 -10.746 -.074 .036 10.746 -.048 -. 101 -19.667 -.012 . 188 19.667 .012 -.249 3 -98.337 -.062 .938 98.337 .062 -1.246 4 -10.014 -.016 .051 10.014 .016 -, 130 29 1 -10.746 -.049 .101 10.746 -.073 -.039 2 -19.667 .010 .249 19.667 -.010 -. 197 3 -98.337 .052 1.246 98.337 -.052 -.984 4 -10.014 .014 . 130 10.014 -.014 -.061 30 1 -11.905 -.070 .039 11.905 -.052 -.085 2 -21.640 -.003 . 197 21.640 .003 -.211' 3 -108.201 -.013 .984 108.201 .013 -1.049 4 ••11.651 -.011 .061 11.651 .011 -. 118 31 1 -11.905 -.049 .083 11.905 -.073 --.026 2 -21.640 .005 .210 21.640 -.005 -. 183 3 -108.201 .027 1.049 108.201 -.027 -.915 4 -11.651 .011 . 118 11.651 -.011 -.063 32 1 -11.753 -.074 .026 11.753 -,048 --.091 2 -21.262 .001 . 183 21.262 -.001 .•. 179 3 -106.312 .004 .915 106.312 -.004 -.893 4 -12.601 -.009 .063 12.601 .009 -. 107 373 1 -11.753 -.021 .091 11.753 -. 101 . 108 2 -21.262 .013 . 179 21.262 -.013 -. 115 3 -106.312 .064 .893 106.312 -.064 -.573 4 -12.601 .010 . 107 12.601 -.010 -.036 34 1 -10.741 -. 120 -. 108 10.741 -.002 -. 189 2 -19.421 .003 . 115 19.421 -.003 -.0,39 3 -97. 106 .015 .573 97. 106 -.015 -.496 4 -13. 135 .001 .036 13. 133 -.001 -.051 35 1 -10.741 .002 . 189 10.741 -. 124 . 125 2 -19.421 .003 .099 19.421 -.003 -.084 3 -97. 106 .015 .496 97. 106 -.015 -.420 4 -13. 135 .001 .051 13. 135 -.001 -.047 36 1 -11.794 -. 105 -. 125 11.794 -.017 -.095 2 -21.305 -.020 .084 21.305 .020 ... I B5 3 -106.527 -. 101 .420 106.527 . 101 -.923 4 -16.564 -.013 .047 16.564 .013 -. 110 37 1 -11.794 -.047 .095 11.794 -.075 .-.026 2 -21.303 0.000 . 185 21.305 0.000 -. 183 3 -106.527 .002 .t,23 106.527 -.002 915 4 -16.564 -.008 . 110 16.564 .008 -. 147 38 1 -11.985 -.073 .026 11.985 •-.049 -.1-185 P-FRAME Linear Elastic analysis results 8tr No. 63 RBS 27 May 91 013:59 am • Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. - RIGID FRAME LgAd-Nu Results Mem Load Axial I LJ Shear • LJ BM S LJ Axial B GJ Shn&r i GJ BM I GJ No. Casty (kips) ,kips) (K-ft) (kips) (kips) (K--ft) 2 -21.744 -.005 . 183 21.744 .005 -.210 3 -11)8.721 -.027 .915 108.721 .027 -1.051 -20.09 0.000 . 147 20.889 0.000 i 3 i 1 -t!.985 -.052 .085 11.985 -.070 2 -11.744 .002 .210 21.744 -.002 -. 198 3 -108.721 .012 1.051 108.721 -.012 -.992 4 -20.889 -.014 . 146 20.889 .014 -.219 40 1 -10.880 -.073 .040 10.880 -.049 -. 102 2 -19.855 -.010 .198 19.855 .010 -.250 3 -99.273 -.052 .992 99.273 .052 -1.251 4 -26.622 -.001 .219 26.622 .001 -.223 41 1 -10.880 -.048 . 102 10.880 -.074 -.039 -19.855 .012 .250 19.855 -.012 -. 191 2 -99.273 .059 1.251 99.273 -.059 -.95+, 4 -26.622 -.024 .223 26.622 .024 -.343 42 1 -7.575 -.074 .039 7.575 -.048 -. 1u5 2 -13.906 -.015 . 191 13.906 .015 -.264 3 -69.531 -.073 .954 69.531 .073 -1.318 4 -34.818 .002 .343 34.818 -.002 -•.334 43 1 -7.575 -.045 . 105 7.575 -.077 -.024 2 -13.906 .019 .264 13.906 -.019 -. 170 3 -69.531 .094 1.318 69.531 -.044 -.848 4 -34.818 -.073 .334 34.818 .073 -.700 44 1 0.000 .066 0.000 0.000 .056 .()24 2 0.000 .034 0.000 0.000 -.034 . 170 3 0.000 . 170 0.000 0.000 -. 170 .648 4 -48.259 . 140 6.000 48.239 -. 140 .700 45 1 -5.336 .022 0.000 3.309 .022 o :)oo 2 -9.741 0.000 0.000 9.741 0.000 0.000 3 -48.707 0.000 0.000 48.707 0.001 i 0.0�ii'► 4 9.249 0.000 0.000 -9.24-9 0.000 0.01:10 46 1 . 126 0.000 0.000 -. 142 0.000 0.001, 2 .585 0.000 0.000 -.595 0.000 0.0041 3 2.923 0.000 0.000 -2.923 0.000 0.000 4 -. 130 0.000 0.000 . 13B 0.000 0.000 47 1 3.837 -.022 0.000 -3.873 -.02� 0.001 i 2 7. 111 0.000 0.000 --7. 111 0.000 0,000 3 35.557 0.600 0.000 -35.557 0.000 o.o0o 4 --7.056 0.000 0.000 7.056 0.006 0.(101,1 48 1 -. 110 0.000 0.000 .092 Q.004) 4).000 1 .033 0.000 0.000 -.033 0.000 0.000 P-FRAME Linear Elastic analysis results Str No. 03 RBS 27 Mar it am Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 251 c.. c. RIGID FRAME Mem Load Axial Q LJ Shear Q LJ BM A LJ Axial 4 OJ Shear I OJ BM a 33 No. Case (kips) (kips) (K-ft) (kips) (kips) (K ft) 3 . 167 0.000 0.000 -. 167 0.000 0.000 4 -.075 0.000 0.000 .073 0.000 6.000 49 1 -2.621 .022 0.000 2.585 .022 0.000 2 -4.673 0.000 0.000 4.673 0.000 0.000 3 -23.363 0.000 0.000 23.363 0.000 0.000 4 5.821 0.000 0.000 - 3.821 0.000 0.000 50 1 . 124 0.000 0.000 -. 144 0.000 0.000 2 .593 0.000 0.000 -.593 0.000 0.000 3 2.964 0.000 0.000 -2.964 0.000 0.000 4 .040 0.000 0.000 -.040 0.000 0.000 31 1 1.778 -.022 0.000 -1.823 -.022 0.000 2 3.252 0.000 0.000 -:1.252 0.000 0.000 3 16.262 0.000 0.000 -16.262 0.000 0.001) 4 -5. 163 0.000 0.000 5. 163 0.000 0.01)(1 52 1 -. 119 0.000 0.000 .097 0.006 0.000 2 .022 0.000 0.000 -.022 0.04j0 0.000 3 . 111 0.000 0.000 -. 111 0.000 0.000 4 -.023 0.000 0.000 .023 0.000 0.000 53 1 -1.097 .022 0.000 1.052 .022 0.000 2 -1.827 0.000 0.000 1.827 0.000 0.wrl 3 -9. 135 0,000 0.000 9. 135 0.000 0.000 4 4.399 0.000 0.000 -4.399 0.000 0.000 54 1 . 111 0.000 0.000 -. 136 0.000 Ci.000 2 .562 0.000 0.000 -.562 0.000 fl(:14) 3 2.810 0.000 0.000 -2.810 0.000 0.00r; 4 .050 0.000 0.000 -.050 0.000 0.000 55 1 .512 -.022 0.000 -.566 -.022 0.000 2 .934 0.000 0.004 -.934 0.000 0.000 3 4.668 n.000 0.000 •-4.66H 0.000 0.00n 4 -4.097 0.000 0.000 4.097 0.000 0.000 56 1 -. 128 0.000 0.000 . 101 0.000 0.000 2 .008 x.000 0.000 -.00S 0.000 0.000 3 .039 0.000 0.000 -.039 0.000 0.000 4 -.015 0.000 0.000 .015 0.006 0.rji'n 37 1 -.077 .022 0.000 .023 .022 0.600 2 .042 0.000 0.000 -.042 0.000 0.000 3 .211 0.000 0.000 -.211 6.000 0.000 4 3.610 0.000 0.000 -3.610 0.000 0.000 58 1 . 101 0.000 O.00C -. 130 0.000 0.600 2 .538 0.000 0.000 -.538 0.000 1).1 o) 3 2.692 0.000 0.000 -2.692 0.000 0.1')0O P-FRAME Linear Elastic analysis results 8t • No. 03 RB9 27 May 91 "H15") am Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 1001 SPAN x 25' o. c. -- RIGID FRAME Mem Load Axial 'e LJ Shear ! LJ BM A LJ Axial A GJ Shear a AJ BM (i GJ No. Case (kipq) (kips) (K-ft) (kips) (kips) (K-ft) 4 .055 0.000 0.000 •.055 0"000 0.000 59 1 -.416 -.022 0.000 .353 -.022 0.000 2 -.709 0.000 0.000 .709 0.000 0.000 3 -3.543 0.000 0.000 3.543 O.oOO 0.000 4 •-3.466 0.000 0.000 3.466 0.000 0.000 60 1 -.096 0.000 0.000 .064 0.000 0.000 2 .020 0.000 0.000 -.020 0.000 0.000 3 .102 0.000 0.000 -. 102 n.000 0.000 4 .003 0.000 0.000 -.005 0.000 0.000 61 1 .667 .022 0.000 -.730 .022 0.000 1.411 0.000 0.000 -1.411 0.000 0.000 3 7.056 0.000 0.000 -7.056 0. 00 0.000 4 3. 104 0.000 0.000 -3. 104 0.000 0.000 62 1 . 102 0.000 0.000 ••. 135 0.000 0.000 2 .531 0.000 0.000 -.531 0.000 0.000 3 2.654 0.000 0.000 -2.654 0.000 ').000 a .060 0.000 0.000 -.OGO 0.000 0.oc►O 63 1 -.851 -.022 0.000 .779 -.022 0.000 2 -1.341 0.000 0.000 1.341 0.000 0.000 3 -6.707 0.000 0.000 6.707 0.000 0.00►:► 4 -2.048 0.000 0.000 2.048 0.000 0.000 64 1 -.423 -.011 0.000 .397 -.011 0.000 2 -.666 0.000 0.000 .666 0.000 0.000 3 -3.330 0.000 0.000 3.330 0.000 0. )ol) 4 -1.017 0.000 0.000 1.017 0.000 0.000 65 1 -1. 157 .022 0.000 1. 125 .022 0.000 2 -1.953 0.000 0.000 1.953 0.000 0.04.i0 3 -3.766 0.000 0.000 9.766 0.000 0.0�l) 4 .428 0.000 0.000 -.428 0.000 0.000 66 1 .094 0.000 0.000 -. 128 0.000 0.Oof) 2 .518 0.000 0.000 518 11.000 0.000 3 2.5813 0.000 0.000 -2.589 i►.000 0.000 4 .058 0.000 0.000 -.058 x.000 0.000 67 1 .650 -.022 0.000 -.713 -.022 0.001) 2 1.387 0.000 0.000 -1.397 0.000 0.000 3 6.935 0.000 0.000 -b.935 0.000 0.000 4 -.0129 0.000 0.000 .529 0.000 0.000 68 1 -. 101 0.000 0.000 .069 0.000 0.000 2 .012 0.000 0.000 -.(02 0.000 0.000 3 .060 0.000 0.000 -.06o 0.004) 0.000 4 .019 0.000 0.000 -.019 0.000 0.000 P-FRAME Linear Elastic analysis results Str No. 03 RBS 27 Mar 91 OF 59 am Softek Services l.tc1 SMET170 BUILDING ROOF TRUSSES 100' SPAN x 'J' o. c. - RIGID FRAME Mom Load Axial 0 LJ Shear ! LJ BM 0 LJ Axial ® OJ Shear A GJ BM 0 GJ No. Case (kips) (kips) (K-ft) (kips) (kips) (K-ft) G9 1 -.384 .022 0.000 .321 .012 0,000 -.658 0.000 0.000 .638 0.000 0.040 3 -3.292 0.000 0.000 3.292 0.000 0.000 4 .685 0.000 0.000 -.685 0.000 0.000 70 1 . 100 0.000 0.006 -. 129 0.000 0.0011 2 .537 0.000 0.040 -.537 0.000 0.400 11 ILI 2.685 0.000 0.000 -2.605 0.000 0.000 4 .085 0.000 0.000 -.085 1) -)40 0.0�0 71 1 -. 109 -.022 0.000 .0135 -.022 0.000 2 -.00Q 0.000 0.004) ,008 0.000 0.00!) 3 -.038 0.000 0.000 .038 0.000 0.000 4 -.862 0.000 0.000 .862 0.000 0.000 72 1 -.128 0.000 0.000 . 101 0.000 0.000 2 .008 0.000 0.004 -.008 0.000 0.000 3 .040 0.000 0.000 -.040 0.000 0.000 4 .022 0.000 0.004 -.022 0.000 0.000 73 1 .0550 .022 0.000 -.604 .022 0.000 2 .992 0.000 0.000 -.992 0.040 0.000 3 4.960 0.000 0.000 -4.960 0.000 0.000 4 1.078 0.000 0.000 -1.078 0.000 0.000 74 1 . 111 0.000 0.000 -. 136 0.000 0.000 .562 0.000 0.000 -.562 0.000 0.0�i►) 2.012 0.000 0.000 -2.812 0.000 0.000 "1 •094 0.040 0.000 -.094 0.000 0.000 75 1 -1. 139 -.022 0.000 1.094 -.022 0.000 2 -1.8'92 0.000 0.000 1.892 0.000 0.000 -9.458 0.000 0.060 9.458 0.000 0.000 4 -1.339 0.000 0.000 1.339 0.000 0.000 76 1 -. 119 0.0nn 0.000 .097 0.000 0,000 2 .023 0.000 0.000 -.023 0.000 0.000 3 . 114 0.000 0.060 -. 114 0.000 0.000 4 .030 C.040 0.000 -.030 0.000 0.000 77 1 1.827 .022 0.000 -1.872 .022 0.000 2 1.329 0.000 0.000 -3.329 0.000 0.000 3 16.547 0.000 0.000 -16.647 0.000 0.000 4 1.677 Mon 0.000 -1.6?7 0.004 0.000 78 1 . 125 0.000 0.000 -. 148 0.000 0.000 2 .593 0.000 0.000 -.593 0.000 0.000 3 2.967 0.000 0.000 -2.967 0.000 0.000 4 . 103 0.040 0.000 -. 103 4.000 0.00►] 79 1 -2.679 -.022 0.000 2.643 -.022 0.000 P-FRAME Linear Flastic analysis results Sty Nor. 03 I'(ps 27 Har r 91 6(3- .59 am Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 1001 SPAN x *25' o. c. - RIGID FRAME Mom Load Axial ti LJ Shear A LJ BM ® LJ Axial I OJ Shits 1 OJ BM A 8J No. Calle (kips) (kips) (K-ft) (kips) (kips) --4.762 0.000 0.000 4.762 C-000 i i,i Eiji -23.809 0.0o0 0.000 23.809 0.000 4 -2. 114 0.000 0.000 2. 114 0.000 U.000 80 1 -. 110 0.000 0.00) .092 0.000 G.000 2 .034 4:1.000 0.000 -.034 0.000 .1.000 3 . 171 0.000 0.000 -. 171 0.000 0.000 4 .034 0.000 0.000 -.034 0.000 0.000 81 1 3.909 .022 0.000 -3.945 .022 0.000 2 7.222 0.000 0.000 -7.:.22 0.000 0.000 3 36. 111 0.000 0.000 -36. 111 0.000 0.001'1 4 2.741 0.000 0.000 -2.741 0.000 0.000 82 1 . 128 0.000 0.000 -. 143 0.000 0.000 2 .587 0.000 0.000 -.587 0.000 0.000 3 2.936 0.000 0.000 -2.936 0.000 0.000 4 .083 0.000 0.000 -.085 0.000 0.000 83 1 -5.429 -.022 0.000 5.402 -.022 0.000 2 -9.585 0.000 0.000 9.885 0.000 0.000 3 -49.424 0.000 0.000 49.424 0.000 0.000 4 -3.511 0.000 0.000 3. 511 0.000 0.000 84 1 3.606 0.000 0.000 -3.791 0.00) 0.000 2 6.858 0.000 0.000 -6.858 0.000 0.000 3 34.290 0.000 0.000 -34.230 0.000 0.006 4 2.226 0.000 0.000 -2.226 0.000 0.000 1 -.421 .022 0.000 .3?'k .C122 0.000 2 -.607 0.000 0.000 .607 0.000 0.000 3 -3.037 0.000 0.000 3.037 0.000 0.000 4 -.076 0.000 0.000 .076 0.000 0.000 OG 1 3.917 0.000 0.000 -5.486 0.'t00 0.00) 2 6.891 0.000 0.000 -6.891 0.000 0.Oi:10 3 34.453 0.000 0.001) -•34.453 0.000 0.000 4 2.234 -2.091 0.000 -2.234 -2.091 0.000 87 1 3.540 0.000 0.000 -5. 109 0.000 0.000 2 6.234 0.000 0.000 -6.234 0.000 0.000 3 31. 172 0.000 0.000 --31. 112 0.000 0.000 4 -.616 2.091 138.503 .616 -8.772 0.000 LQ"_"mkinitUQ1L.Riu M1A.% Mem Load Axial A LJ Shear @ LJ BM A LJ Axial C GJ Shear I OJ BM Q QJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K- ft) 1 1 9.674 0.000 0.000 -9.490 0.000 0.000 2 40.676 0.000 0.000 -40.492 0.000 0.000 3 24.419 -4S. 168 -138.503 -24.234 46. 168 0.000 P-F=RAME Linear Elastic ano.lysis results Str No. 03 RBS 27 Mar 91 08t59 am Softek Services Ltd SMETCQ BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. - RIGID FRAME LsAid.C,wUuti.Qn3m t, Mem Load Axial • LJ Shear ® LJ 6M @ LJ Axial Q 63 Shear 9 GJ BM Q GJ No. Comb (kips) (kips) (Y.-ft) (kips) (kips) (K-ft) 4 44.296 -23.084 -69.25 -44:1. 114 23.084 0.000 2 1 12.993 . 108 0.000 -12.980 .014 .237 54.987 .311 0.000 -54.975 -. 189 1.256 3 72.431 .348 0.000 -72.41'3 -.226 1.443 4 74.207 .300 0.000 -74. 195 -.258 1.604 3 1 12.989 .071 -.237 -12.977 .051 .208 2 54.963 .073 -1.256 -54.951 .049 1.316 3 72.396 -.003 -1.443 -72.394 . 125 1. 122 4 74. 173 .03E, -1.604 -74. 161 .086 1.-:16 4 1 27.304 .070 -.288 -27.292 .o52 .335 2 115.522 . 130 ...1 .316 -115.510 -.008 1.664 3 '39.737 . 107 -1. 122 -99.724 .015 1.355 4 129.684 . 134 -1.476 -129.67::: -.Q 12 5 1 27.301 .040 -.335 -27.28 91 .082 .23O 2 115.503 -.061 -1.664 --115.491 . 183 1.052 3 9'3.7'2'2 -.0.10 -1.355 -99.710 . l E2 .845 4 129.663 -.076 -1.842 -129.651 . 19B 1. 1511 1 32.959 .0,30 -.230 -32.947 .032 .373 2 139.232 .217 -1.052 -139.219 --.095 1 .837 3 107.624 . 159 -.845 -107.611 -.037 i37 1.338 4 149.996 .220 --1. 154 --149.984 -.098 1.953 7 1 3.952 .015 -.373 -32.133'3 . 107 . 14-4 2 139. 193 -. 171 -1.837 -139. 181 .293 .672 3 10.1.598 -.099 -1.338 -107.58E .221 .536 4 149.956 -. 181 -1.953 -149.942 .303 .736 8 1 33.913 . 107 -. 144 -33.901 .015 .375 2 143.060 .296 -.672 -143.(X48 174 1.852 3 105.057 .208 -.536 -105.045 . .086 1.276 4 151.345 .299 -.736 -151.333 -. 177 1.933 9 1 33.903 -.001 - .375 -33.890 . 123 .064 2 143.0(+6 -.243 --1.852 -142.994 .365 .327 3 105.022 -. 137 --1.276 -105.010 .259 .282 4 151.290 -.250 -1.933 -151.278 .372 .370 10 1 ;32.043 . 112 -.064 -32.031 ,010 ,320 2 135.001 .320 -.327 -134.988 -. 198 1.628 3 36.254 .216 -.282 -96.241 -.094 1.1)6) d1 141.367 .320 -.370 -141.354 -. 198 1.671 11 1 32.032 -.003 -.320 320 -32.019 . 125 O.01-A) 2 134.942 -.263 -1.628 -134.930 .385 0.000 3 36.217 -. 150 -1.060 -96.205 .272 0.000 4 141.307 -.272 -1.671 -141.295 .394 0.000 P-rRAME Linear Elastic analysis results Str No. 03 R8$ :-,7 Mar 91 119:59 am • . Softek Services Ltd SMFTl:O BUILDING ROOF TRUSSES • 100' SPAN x 251 o. c. - RIND FRAME L4lSl-��11.[1it�.4J1�3 s�(l.t.i Mom Load Axial 4 LJ Shear Q LJ BM i LJ Axial ! GJ Shear I OJ BM u OJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K.-ft) 12 1 31.950 . 134 0.000 ••31.970 -.012 13.1.721 .4'23 0.000 -134.7..',3 -.301 1 .132 1 3 94.209 .297 0.000 -94.221 --. 175 1. 100 4 140. 156 .433 0.000 -140. 118 -.311 1.860 13 1 31.972 -.001 -.366 -31.984 . 123 .055 134.788 -.244 -1.821 -134.8)7(:) .366 .280 3 94.251 -. 123 -1. 186 -94.263 .245 60 4 110.223 -.245 -1.868 -140.236 .367 . ;32 14 1 33.738 . 125 -.055 -33.770 -.003 .375 2 142.490 .373 -.288 -142.511 -.250 1.1353 3 98.290 .246 -.260 -98.303 -. 124 1 . 1•11 4 147.580 .371 -.33'2 -147.5'32 -.249 1.892 15 1 33.769 .015 -.375 -33.701 . 107 . 143 2 142.553 -. 175 -1.053 -142.565 .297 .6613 3 98.323 -.074 -1. 151 -98.335 . 196 .512 4 14.7.634 -. 172 -1.892 -147.646 .294 .722 16 1 32.692 . 10E -. 143 -32.705 .016 .370 2 138.2.23 .2.31 -.669 -.138.235 -. 169 1.825 3 94.372 . 192 -.512 -94.385 -.070 1. 170 4 142.680 . HBe -.722 -142.6•y3 -. 166 1.061 17 1 32.700 .033 -.370 -32.71: .089 .228 2 1.38.262 -.094 -1.825 -138.274 .216 1.O4r-:, 3 94.394 -.021 -1. 170 -94.40",- . 143 .751 4 142.718 -.089 -1.861 -142.730 .211 1. 1):)6 113 1 26.877 .081 -.228 -26.089 .041 .330 2 113.865 . 100 -1.046 - 113.877 -.058 1.642 3 77. 143 . 118 -.758 -77. 155 .004 1.045 4 117.251 . 173 -1. 106 --117.263 -.051 1.671 19 1 26.880 .052 -.330 -26.892 .070 .285 2 113.883 -.007 -1.642 -113.8,35 . 129 1.302 3 77. 151 .036 -1.045 -77. 163 .1)86 .921 4 117.268 0.(101-) -1.671 -1,17.280 . 1'22 1.366 20 1 12.306 .049 -.2R5 -12.318 .073 .225 2 52.281 .042 -1.302 -52.2'33 .000 1.21)7 3 33.256 .029 -.921 -35.268 .093 .759 4 53.762 .034 -1.366 -53.775 .()Be 1.228 21 1 12.309 .016 -.225 -12.321 . 106 0.000 2 52.303 -. 179 -1.207 -52.315 .301 1).00l) 3 35.268 -.090 -.759 --35.280 .212 0.000 4 53.784 -. 183 -1.228 -53.796 .305 0.()0() 22 1 -.006 .061 0.000 -.406 .061 0.000 P-FRAME Linear Elastic analysis results Str No. 63 R89 27 Mar 91 ('111:59 am Softek. Services Ltd SMETCO BUILDING HOOF TRUSSES 100' SPAN x 25' o. c. - RIGID FRAME load Co11VbinAtimJ12j dlik Mem Load Axial A LJ Shear 8 LJ BM 8 LJ Axial ® OJ Shear, @ GJ BM ® GJ No. Comb (k'_ps) (kips) (K-ft) (kips) (kips) (K-ft) � .061 0.000 -.006 .061 i►,i.►i j0 j ,1:111♦) .i)tj 1 1). 0o 1:IIjF� .176.1 (I.1)Ijl) 4 -.006 .061 0.000 -.006 .061 0.(10() 22 1 .374 0.000 0.000 -.4:315 0.IjQ11 0,Oc ii i 2 1.936 0.000 0.000 -1.x;97 0.001) rl,i►iiil 3 1. 1'34 0.000 0.000 -1.2Sh 0.0i 1),1)OO 4 1.956 0.000 0.004 -2.6 t 7 O.(K-10 Q.COO 24 1 .870 -.061 0.000 -.070 - .Or`1 0.1)01) 2 3.474 -,OG 1 0.000 -3, 474 -.061 0.000 3 2.237 -.061 0.000 -2. 237 -.061 0.000 4 3.507 -.061 0.000 -3.507 -.061 0.000 25 1 .870 -.098 0.000 -.870 -.025 . . 183 2 3.474 -.261 0.000 -3.474 . 13'j -.999 3 . 146 -. 108 0.000 -. 146 ,OCC ...634 4 2.461 -.265 0.000 --2.461 . 143 -1.021 26 1 -20.955 -.0'37 . 183 20.955 -.025 -.365 2 -8H.9?.9 -. 195 .999 88.929 .073 -1.670 3 .62. 120 -. 164 .634 62. 120 .042 -1. 149 4 -92.518 -.204 1.021 92.518 .082 --1.736 27 1 -20.953 -.033 .365 20.955 Ij89 -.224 2 -48.929 .041 1.670 88.929 --. 163 -1. 162 3 -62. 120 .020 1. 149 62. 120 -. 142 -.744 4 -92.518 .049 1.736 92.518 -. 171 -1. 187 28 1 -30.414 -.486 .224 30.414 - .036 .. .350 2 -128.751 -. 148 1. 162 12.8.751 .026 -1.596 3 -89.596 -. 133 .744 89.596 .011 -1. 103 4 -133.758 -. 1!36 1. 197 133.75H .034 -1.6.61 29 1 -30.414 •-.038 .3511 30.414 -.484 -.236 2 -128.751 .014 1.596 128.751 -. 136 •1.219 3 -89.596 .042 1. 103 89.5'36 -. 124 -.78'3 4 -133.758 .021 1.661 133.758 -. 143 -1.250 30 1 -33.545 -.073 .236 33.545 -.049 -.294 2 -141.746 -.086 1.219 141.746 --.036 -1.343 3 -99.2'37 -.091 .709 99.2'37 -.031 -.937 4 -147.572 -.092 1.230 147.572 -.030 •-1.403 31 1 -33.545 -.044 .294 33.345 -.070 -.209 2 -141.746 -.017 1.343 141 .746 -. 105 -1. 124 3 -99.2'37 -.019 .937 99.297 -. 103 4 -147.572 -.012 1.403 147.572 -. 110 -1 . 156 1 -33.015 -.073 .201) 33.015 -.049 -.271) -139.328 -.069 1. 124 139.328 .-.053 - 1. 163 P-rRAMI- linear rlastic analysis results Str Ni,. 03 RG'S 27 Mar 91 Opr59 am Softe4.: Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. - RIGID FRAME LzW_L_4mUnA 1gw_Rezu.ltz Mom Load Axial v LJ Shear I LJ BM a LJ Axial B GJ Shear A BJ BM @ GJ No. Comb (kips) (kipv) (K-ft) (kips) (kips) (K-ft) 3 -98.772 -.080 .730 98.7721 B.4 4 145.6'28 -.Q73 1. 156 145.628 .049 -1.217 33 1 -33.015 -.008 .270 33.015 -. 114 -.007 2 -139.328 „056 1. 163 13'3.328 -. 178 -.580 3 -98.772 .034 .B24 98.772 -. 156 .349 4 -145.628 .061 1.217 145.628 -. 183 -.64,18 34 1 -30. 162 •-. 117 .04,17 30. 162 -.005 --.2188 2 -127.268 -. 102 .58U 127.268 -.020 -.785 3 -91.051 -. 109 .349 91.851 -.013 -.508 4 -133.836 -. 101 .608 133.836 -.021 -.810 35 1 -30. 1G2 .005 ,)Be. 30. 162 -. 127 .041 2 -127.2168 .020 . 85 127.268 -. 14:: -.379 3 -91.851 .013 .588 91.851 -. 135 - .216 4 -133.836 .021 .810 133.836 -. 143 -.402 36 1 -33.099 -. 125 -.041 33.'199 .00.3 -.279 2 -139.626 .226 .3'19 133.626 . 10�, -1.203 3 -102.926 -. 1fie .216 102.926 .ua6 -•.851 4 -147.'31:18 -.232 .402 147.914,8 . 114,► -1.*28 37 1 -33.099 -.047 .279 33.099 -.075 -.209 t39.626 -.0-45 t.203 139.626 .077 -1. 125 3 -10:.926 -.054 .851 102.926 -.068 -.814 4 -147.908 -.049 1.258 147.900 -.073 -1. 108 38 i -33.729 -.078 .209 33.79 -.04,1 -.295 2 -142.4511 -. 105 1. 125 142.45) -.1:117 -1.34.7 3 -10B.94,9 -.092 .814 108 979 -.031:► -.968 4 -152.895 -. 1175 1. 198 152.895 -.017 -1.420 39 -33.729 -.050 .295 33.729 -.072 -.239 2 -142.4517 -.038 1.347 142.4517 -.084 -1.231 3 -108.979 -.058 ..968 1118.979 -.064 -.9511 4 -152.895 -.0454, 1.420 152.895 07'7 - 1.340 40 1 -30.735 -.084 .239 30.735 -.038 -.352 2 -130.1707 -. 135 1.231 1.30.007 .1713 -1.6113 3 -166.993 -. 110 .954 106.993 -.012 -1.2,00 4 -143.319 -. 136 1.340 143.319 .01.1 -1.714 41 1 -30.735 -.037 .352 30.735 -.066 ••.229 2 -130.007 .023 1.603 130.007 -. 145 1. 183 3 -106.993 -.031 1.200 106.993 -.091 -1.049 4 -143.319 .011 1.714 143.319 -. 133 -1.355 4 ' 1 -21.481 -.089 .229 21.481 .033 -.36+9 -91.012 --. 162 1. 183 91.1712 .040►417 -1.686 31.065 -. 124 1.049 91.065 .4,102 -1.362 P-FRAME linear Elastic analysis results Str No. 03 R17S '27 Mar 91 1111;5'1 am Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN 25' o. c. RIGID FRAMk Mom Load Axial @ LJ Shear 0 LJ BM 0 1-J Axial 0 GJ Shear @ GJ BM I OJ No. Comb (kips) (kips) (K-ft) %kips) (kips) (K-ft) 4 --108.421 --. I61 1.355 100.421 ,1139 --1.854 43 1 -21.481 -.026 .369 21.481 -.096 -. 193 51.01: .068 1.686 91.012 -. 190 -1.1:142 :. -91.065 -.052 1.362 91.065 -,()71) -1.a 18 4 -108.421 .031 1.854 108.421 -. 153 -1.392 44 1 0.000 . 100 0.000 0.000 .022 . 193 2 0.006 .269 0.000 0.000 100 --. 147 1.042 3 -48.259 .3'25 0.01%11 48.259 -.203 1.318 4 -24. 129 .339 0.000 24. 129 -.217 1.392 45 1 -15.078 .022 0.000 15.051 .022 0.000 2 -63.784 .022 0.061 63.?57 .022 0.(100) 3 -30. 182 .022 0.000 30. 155 .02. 0.01:)1% 4 -59. 160 .022 0.000 59. 133 .022 0►,000 46 1 .710 0.000 0.000 -.726 0.001) moo 2 3.633 0.000 0.000 -3.649 0.000 0.0%10 3 2.034 0.000 0.000 -2.050 o i)0u) 0.01)11 4 3.565 0.000 0.000 --3.580) 0,00)0 0.1)00 47 1 10.949 -.022 0.000 10.985 -.022 Ii,GOIi 2 46.505 -.022 0.000 -46.541 -.022 3 1.671 -.022 0.000 -21.707 -.022 li,0►1)0 4 42.978 -.021 0.000 -43.014 -.022 U.00)01 48 1 -.077 0.000 0.()Of) .059 0.000 0.000 2 .090 0.000 0.00" - . 108 0.000 0.61,10 )iii) 3 -.068 0.0110 0.001) .051 0.000 0,1 ii)1 i 4 .052 0.000 0.000 -.070 I71.000 i1,%100 49 1 -7.293 .022 0.000 7.257 .022 0,000 2 -30.656 .022 0.000 30.620 .(►�� Q,n'ili 3 -13. 154 .022 0.000 13. 118 .lit[ 0.1)00 4 --'27.746 .022 0.000 17.7101 ,(►�-, 0.000 50 1 .717 0.000 0.001 -.737 1).1)00 0.01)1) 2 3.681 0.')00 0.00( -3.701 0.000 4.000 3 2.239 0.001) 0,000 -2.259 0.000 C►.000 4 3.701 0.000 0.000 -3.721 0.000 0,000 51 1 5.030 •-.022 0.1100 -5.075 -.022 0►.01iO 2 21.292 -.022 0,000 1.337 -.022 0.0001 3 7.998 -.022 0.000 8.043 -.022 0.000 4 18.710 -.022 0,000 -18.755 -.022 0.000 32 1 -.097 0.000 0.000 .075 0.000 0.000 2 .014 0.000 0.000 -.036 0.000 0.000 3 -,065 0.000 0.000 .042 0.000 0.000 4 .002 0.000 0.000 -.025 0.000 0.01110 P-FRAME Linear Elastic analysis results Str No. 03 Res 27 Mar 91 08:59 am Softek Services 1_ta SMETCO BUILDING ROOF' TRUSSES 1001 SPAN x 25' o. c. RIGID FRAML Mem Load Axial @ LJ Shear I LJ BM A LJ Axial 0 C3J Shear @ GJ BM a GJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) 53 1 -2.924 .022 0.000 2.879 .022 0.006 2 -12.060 .022 0.000 12.015 .022 moo 3 -3.053 .022 0.000 3.048 .022 0.000 4 -13.860 .022 0.000 9.815 .022 ►:►.000 '54 1 .673 0.000 0.000 -.698 0.000 C.0(10 s 3.483 0.000 0.000 -3.507 0.000 0.000 3 2. 128 0.000 0.000 -2. 153 0.000 0.000 4 3.508 0.00(1 0.000 -3.532 0.000 0 1:00 55 1 1.446 -.022 0.000 -1.500 -.022 0.000 2 6. 114 -•.022 0.000 -6. 16B -.022 0.001:► 3 -.317 -.022 0.000 .263 -.022 0.000 4 4.066 -.022 0.000 -4. 120 -.022 0.000 56 1 --. 120 0.000 0.000 .094 0.000 0.000 2 .1:►81 0.000 0.000 .054 0.000 0.000 3 -. 115 0.000 0.000 .089 (1.000 0.1100 4 -.009 0.000 0.000 .062 0.000 0.00Cl 57 1 -.035 .022 0.000 -.019 .022 0.000 2 . 176 .022 0.000 -.230 .022 0.000 3 3.881 .022 0.000 -3.735 .022 0.000 4 1.1981 .022 0.000 -2.035 .022 0.000 58 1 .639 0.000 0.000 -.668 0.000 0.000 2 3.331 0.000 0.000 ;3C:1 0.000 0.000 3 2.040 0.000 0.000 -2.069 0.000 0.000 4 3.359 0.000 0.000 -,3.:308 0.i u)0 0.(►00 59 1 -1. 124 -.022 0.000 1.061 -.022 0.000 2 -4.667 -.022 0.000 4.604 -.022 0.000 3 -6.362 -.022 0.000 6.299 -.022 0.000 4 -6.401) -.022 0.000 6.2?7 -.022 0.000 60 1 -.075 0.000 0.000 .044 0.000 0.000 2 .027 0.000 0.000 -.058 0.000 0.000 3 -.019 0.000 0.000 -.012 0.000 0,000 4 .030 0.000 0.000 -.061 0.000 0.000 61 1 2.078 .022 0.000 -2. 141 .022 0.000 2 9. 134 .022 0.000 -9. 197 .022 0.000 3 8.710 .022 0.000 -8.773 .022 0.000 4 10.686 .022 0.000 -10.749 .022 0.000 62 1 .632 0.000 0.000 -.666 0.000 n.00O 2 3.287 0.000 0.000 -3.320 0.000 0.000 3 2.019 0.000 0.000 -2.053 0.000 ").000 4 3.317 0,000 0.000 --3.350 0.01)0 0.000 63 1 -2. 193 -.()22 0.000 2. 121 -.022 0.000 P--FRAMF Linear Flastic analysis results Str No. 113 RBS 27 Mar 91 OW 59 wil Softek Services Ltd SMETCQ BUILDING ROOF TRUSSES 100' SPAN x 25' o. L. RIGID FRAME Load Qft_Ln#_t1.QajbuuLLU Mem Load Axial I LJ Shear I LJ BM ® LJ Axial ! OJ Shear ! GJ BM i DJ No. Comb (kips) (kips) (K-ft) ''cips) (kips) (K-ft) 2 -8.9!i0 -.022 0.000 8.828 -.022 0.000 3 -7.5'34 -.022 0.000 7.522 --.022 0.000 4 -9.924 -.022 0.000 9.852 --.022 0.000 64 1 -1.089 -.011 0.000 1.053 -..0 11 0.000 2 -4.419 -.011 0.000 4.383 -.011 0.060 3 -3.771 .011 0.000 3.735 -.isl1 0.000 4 -4.927 -.011 0.000 4.892 -.011 0.000 65 1 -3. 150 .022 0.000 3.078 .022 0.000 2 -12.916 .022' 0.000 12.844 .022 0.000 3 -7.605 .022 0.000 7.533 .022 Q.000 4 -12.702 .022 0.000 12.630 .022 0.000 66 1 .612 0.000 0.000 -.646 0.000 0.0C)o 2 3.202 0.000 0.000 -3.235 0.000 0.000 3 1.965 0.00.) 0.000 -1.998 (11.000 0.000 4 3.231 0.000 0.000 -3.264 0.000 0.00:► 67 1 2.037 -.022 u.000 -2. 100 -.022 0.00;i 2 0.972 -.022 ia.000 -9.035 -.022 0.000 3 4.976 -.022 0.000 -5.039 -.022 0.000 4 8.707 -.022 0.000 -8.770 -.022 0.000 68 1 --.0139 0.000 0.000 .057 0.000 0.000 2 -. Y29 0.000 0.000 -.002 0.000 0.000 3 -.040 0.000 0.000 .008 0.000 0.000 4 -.019 0.000 0.000 -.012 0.000 0.000 69 1 -1.042 .022 0.000 .979 .022 0.000 2 -4.334 .022 0.000 4.271 .022 0.000 3 -2.003 .022 0.000 1.940 .022 0.100 4 -3.991 .022 0.000 3.928 .022 0.000 70 1 .637 0.000 0.000 -.666 0.000 0.000 2 3.323 0.000 0.000 -3.352 0.000 0.0(0 3 2.065 0.000 0.000 -2.094 0.000 0.000 4 3.365 0.000 0.000 -3.394 0.000 0.000 71 1 -. 117 -.022 0.000 .063 -.022 0.000 2 -. 155 -.022 0.000 . 101 -.022 0.000 3 -.998 -.022 0.000 .944 -.02. 0.00) 4 --.586 -.022 0.000 .532 -.022 (I.ol,1 i 72 1 -. 120 0.000 0.000 .093 0.000 0.wq) 2 -.080 0.000 0.000 .053 0.000 0.000 3 -.07B 0.000 0.000 .051 0.000 0.00(11 4 -.069 0.000 0.000 .042 0.000 73 1 1.542 .022 0.000 1.590 .022 2 6.502 .022 0.000 --6.5 5C. .022 0.000 P-FRAME Linear Elastic analysis results Str No. 0 RB9 27 Mar 91 013:59 am Softek Services Ltd SME7CO BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. - RIGID FRAML LQ�_L�mhin���art_Ae�s+1 is Mem Load Axial @ LJ Shear I LJ 8M I LJ Axial A 83 Shear a OJ BM Q QJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) 3 5. 100 .022 0.000 -5. 154 .022 0.00c► 4 7.041 0.000 -7.095 .022 0.000 74 1 .67.1 0.000 0.000 -.690 0.Ool i mc►ij 2 3.'1 ESC 0.000 0.000 -3.510 0.000 0.000 3 2. 173 0.000 0.000 -2. 198 0.000 0,000 4 3:.532 0.000 0.000 -3.55.7 0.000 O.oc,10 75 1 -3.031 -.022 0.000 2.986 -.022 (),('100 2 -12.489 -.02'2 0,000 1.444 -.022 0.000 3 -9.099 -.022 0.00n 9.054 -.022 U.1,100 4 -13. 159 -.022 0.000 13. 114 -.022 0.000 76 1 -.096 0.000 01000 .074 0.000 0.00(j 2 .018 0.000 00 0.000 -.040 000 0,o i0 3 -.010 0.000 0.000 -.013 0.000 0,000 4 .033 0.00u0 0.000 -.055 0.0rjc► 77 1 5. 157 .022 0.000 -5.202 .022 ►),00ci 2 21.004 .022 0.000 -21.049 .022 i j ►ii,i j 3 15. 157 .022 0.000 -15.202 .022 0,0k,"10 4 22.642 .022 0.000 -22.68:' .022 c;. 78 1 .718 0.000 0.000 -.738 0.000 (J.000 2 3.685 0.000 0.000 -3.706 0.000 0,000 3 2.305 0.000 0.000 --2.325 0.000 U.0A i0 4 3.737 0.000 0.(11)0 -3.757 0.000 0.000 79 1 -7.440 -.022 0.000 7.404 -.022 c►,000 2 -31.2510 -.022 0.000 31.214 ,J:)2Z e►,000 3 -21.459 -.022 0.000 21.423 -.022 0.000 4 -32.307 -.022 0.000 32.271 -.022 0.►)00 80 1 -.075 0.000 0.000 .057 c►.000 0.00() 2 .096 0.000 0.000 -. 1 14 0.001 j 1).000 3 .044 0.000 0.000 -.062 0.000 0,000 4 . 113 0.000 0.000 -. 131 0.oo)o 0,00o 81 1 11. 131 .022 0:000 -11. 167 .022 0.000 2 47.242 .022 0.000 -47.278 .022 0.000 3 31.927 .022 0.600 -31.963 .022 0.(01)0 4 48.612 .022 0.000 48.648 .022 0.i 1110 82 1 .715 0.000 n.000 -.730 0.000 0.000 2 3.650 0.000 0.000 •-3.666 0.000 0,000 3 2,268 0.000 0.000 -2.283 0.000 0.000 4 3.6'93 0.000 0.000 -3.709 0.000 0.000 F13 1 •-15.314 -.022 0.000 15.287 -.022 0.040 2 -64.737 -.022 0.000 64.710 -.022 0.000 -401.537 -.022 0.000 43.510 -.022 0.000 P-FRAME linear Elastic analy,;is results Str No. 03 RPS 27 Mar 9t 08:59 am Softek. Services Ltd SMETCO BUILDING ROOF TRUSSFS 100' SPAN x 25' o. c. - RIGID FRAME: Mem Load Axial ! LJ Shear @ LJ BM @ LJ Axial 0 G.I Shear @ GJ BM C GJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) -66.493 -.0'22 0.000 66.466 .02.., 0.000 84 1 10.464 0.000 0.000 -10.649 0.000 0.0,10 2 44.754 0.000 0.000 -44.938 0.000 0.000 '2"j.835 0.000 0.000 -30.0113 0.000 0.0;10 4 15.867 0.000 0.000 --46.051 0.000 0.000 85 1 1 .028 .022 0.000 1.001 .022 0.000 2 -4.065 .022 0.000 4.038 .022 0.000 3 -2.62.3 .022 0.000 2.596 .022 0.000 4 -4. 103 .022 0.000 4.076 .022 0.000 86 1 10.807 0.000 0.000 -12.377 0.000 0.000 2 45.260 0.000 0.000 -46.830 0.000 0.000 3 30.260 -2.091 0.000 -31.838 -2.091 0.000 4 46.378 -1.045 0.000 -47.947 -1.046 0.000 87 1 9.774 0.000 0.000 -11.344 0.000 0.000 2 40.946 0.000 0.000 -42.516 0.000 0.000 3 24.743 2.031 138.503 -26.313 -8.772 0.000 4 40.638 1.045 69.232 -42.207 •4.386 0.006 Notes I. Positive axial forces act in the positive local (member) x direction. 2. Positive shear forces act in the p(-,altive local (member) y direction. 3. Positive bending moments act counter-clockwise. -------------------------------------- ----------------------------------------- -- - +!±�*._MEM@EN_BTFiEHHE�.i► Load CallA!ly.�t! Mem Load Joint Axial Shear Bending Top Normal But Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 1 1 1 -176.3 0.0 -176.3 176.3 2 -167.0 0.0 -167.0 --167.0 2 1 -31,4.7 0.0 -314.7 --314.7 2 -714.7 0.0 -314.7 -314.7 3 1 -1,573.7 0.0 -1,573.7 •1,573.7 2 -1.,573.7 0.0 -1,573.7 -1,575. ; 4 1 38.4 -14,205.5 -140167. 1 14,243.9 I 2 38.4 0.0 38.4 90.4 2 1 2 -•588.2 0.0 -588.2 3 -586.6 -19.9 -606.6 -566.7 2 2 -1,075.4 0.0 -1,075.4 -1,(►75.4 3 -1,075.4 -122.3 -1, 197.7 -953. 1 3 2 --5,377.0 0.0 -5t377.0 -5,377.0 3 -5,37-7.0 -611.5 -5j9138.5 -4p765.-, P-FRAME Linear Elastic analysis results Str N,,. RBS 17 Mar 91 Of]c' oftek Services Ltd SMLIC0 BUILDING ROOF TRL'aSES 100' '.;PAN x 25' o. c. - RIGID FRAME L-2L-�i LUX3t1 LB1 Mem Load Joint Axial Shear 9end.inq Top Normal Bot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 4 2 -4,922. 1 0.0 -4,922. 1 -4,922'. 1 -4,922. 1 -417.7 -5,339.0 -4,504.4 � 3 1 3 -588.2 -19.9 -608.2 -568.3 4 -5B6. 7 -49.5 -636.2 -537..: 3 -1,074.9 -122.3 -1, 197 -952.6 4 -1,074.9 -123.4 -1, 1'38.3 -951.5 -5,374.4 -611.5 -5,985.9 -4,762.9 4 -.5,371.4 -k 17.0 -•5,'3'91.4 -4,757.4 4 3 -4,919.4 -417.7 -5,337. 1 -4,501.6 I 4 -4,919.4 -191.0 -5, 111. -4,727.5 I 4 1 4 -1,237.0 -49.5 -1,286.5 -1, 187.5 5 -1,235.4 -41.8 -1,277.2 -i, 1-33.7 2 4 -::,259. 1 -123.4 -2.3B2.5 -2, 135.7 5 -2p259. 1 -159.5 -2v418.6 -2,099.6 3 4 -11,295.5 -617.0 -11,912.5 -10,678.5 5 -11,295.5 -7,.37.4 -12,0'3:.9 -10,498. 1 4 4 -31626.5 -191.8 --3,018.3 -3,4'34.7 5 -3,626.5 -212'.9 -3,839.4 -3,413.7 5 1 5 -1,237.0 -41.8 -1,278.0 •1, 195.3 6 -1,235.9 -39. 1 -1,274.6 1, 196.3 2 5 -2,25B.7 --159.5 --2,418.2 -�,099.2 6 -2,258. 7 -9B.7 -2,357.4 -2, 160.0 3 5 -11,293.4 -797.4 -12,u90.8 -I0,49G. 1 6 -11,293.4 -493.5 -11,706.9 -10,0i l().0 4 5 -3,0.26. 1 -212.9 --3,B..8.9 --31413.2 6 -3,626. 1 -122.5 -3,7,18.6 -3,503.5 6 1 6 -1,498.7 --39. 1 -1,537.8 -1,459.5 7 -1,497. 1 -48.5 -1,515.6 -1,448.6 2 6 -2,721.4 -9B.7 -2,821). 1 -2,622.8 7 -2,721.4 -175.6 -2,897. 1 -2,513.0 3 6 • 13,607.2 -493.5 -14, 100.7 -13, 113.8 i -13,607.2 -878. 1 -14,485.3 -12,729.2 4 6 -2,756.3 -122.5 -2,879.0 -2,634.0 7 -2,756.5 139.6 -2,896. 1 -2,616.9 7 1 7 -1,490.3 -48.5 -1,547.0 -1,450.0 B -1,496.9 -22.'3 -1,51'3.9 -1,474.0 2 7 -2,720.6 -175.6 -2,896.3 --2,545.o 0 -20720.6 -63.3 --21784.0 -21657.3 3 7 -13,603.2 -078. 1 -14,401.3 -12,725.2 B -13,603.2 -316.7 -13,919.9 -13,286.5 4 7 -2,756.2 -139.6 -2,895.8 -2p616.6 8 -2,756.2 -76.7 2,832.9 -2,679.5 B 1 B -1,547.3 -22.9 -1,570.2 -1,524.3 -1,545.7 -47.7 -1,593.4 -1,490.0 ? 11 -2,795. 1 63.3 -2,858.4 -2,731. 7 F' FRAMF Linear Fla-,tic analysis results 9tr N-. 03 RF)[') 27 liar 91 (111:`.j') am Softek Services Ltd SME'fco BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. RIGID 1-13AME Mem Load Joint Axial Shear Bending Top Normal, Bot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) `j -2,795. 1 -177.2 -2,972.3 -20617.0 0 -13,975.3 -316.7 ..14,292.0 -13p650.5 -13,975.3 -006.2 -14,061.5 -13,089.0 4 8 -2, 121.6, -76.7 -2, 198.3 -2,044.9 9 -2, 121.6 -97.7 -2,219.4 -2,023.9 1 9 -1,547.0 -47.7 -1,594.7 -1,49':1.:: 10 -1,545.4 -7. 1 -1,552.5 -1,530.:3 2 9 -2,793.9 -177.2 -2,971.2 -2,616.7 10 -2,793.9 -31.5 -2,825.4 -2,7626.5 3 9 -13,969.7 -886.2 -14,856.0 -13,083.5 10 -130969.7 -157.4 -14, 127. 1 -13,812.4 4 9 -2, 121.4 -97.7 -20219. 1 -2,023.6 10 -2, 121.4 -52.0 -21173.4 -21069.4 1►'► 1 10 -11466.3 -7. 1 -1,473.4 -1,459. 1 11 -1,464.7 -35. 1 -1,499.0 -1,429.6 2 10 -2,636.6 -31.5 -2,668.0 -2,605. 1 11 -2,636.6 -157.0 -2,793.5 -20479.1: 3 10 -13, 182.8 --157.4 -13,340.2 -13,025.4 11 -13, 182.8 -784.9 -130967.6 -12,397.9 t 10 -1,63o.2 -52.0 ..1,682.2 -11578.2 it -1,630.2 -51.6 -1,681.8 -1,578.E 11 1 11 -1,466.0 -35. 1 -10501. 1 -1,430.9 :2 -1,464.4 0.0 -1,464.4 -1,464.4 2 11 -2,635.4 -157.0 -2,792.3 -2,47B.4 12 -•20635.4 0.0 -2,635.4 -2,635.4 3 11 -13, 176.0 -784.9 -13,961.6 -12,391.9 12 -13, 176.8 0.0 -130176.8 --13, 176.0 4 11 -10630.0 -51.6 -1,681.6 ••1,570.4 11 -11630.0 0.0 -1,63►).0 -10630.0 12 1 12 -1,460.4 0.0 -1,460.4 -1,460.41 13 -1,462.0 -45. 1 -1,507. 1 -1,416.9 2 12 -2,631.6 0.0 -2,631.6 -2,631.6 13 --2,631.6 -174.6 -2,806.2 -2,•156.9 3 12 -13, 157.'3 0.0 -13, 157.9 --13, 157.9 13 -13, 157.9 -873. 1 -14,031.0 -12,264.7 it 12 -11391. / 0.0 -1,391.7 13 -1,391.7 -55.5 --1,447.2 -1,33G.2 13 1 1:3 -10460.8 -45. 1 -1,505.9 -1,-415.7 14 -11462.3 -5. 1 -11467.4 -1,457.3 13 -2,632.9 -174.6 -2,807.6 -2,458.3 14 -2p632.9 -27.9 -2t660.9 -2,605.6 3 13 -13, 164.7 -873. 1 -14,037.0 -12,2.31.6 1.1 -13, 164.7 -139.7 -13,304.4 -13,024.9 it 13 -1,392.0 -•55.5 -1,447.5 -1,336.4 14 -1,392.0 -53.2 -1,445. 1 -1,33B.G P-FRAME Linear Elastic analysis results Str No. 03 RDS 27 Mar 91 (►ffier73 wam Softel' Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. - RIGID FRAME Load We Results Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 14 1 14 -1,537.7 -5. 1 •-1,54:.0 -1,5:.7 15 -1,539.3 -47.7 -1,587.0 -1,4'31.6 14 -'',784.6 --,7 56.'7 15 -2,784.6 -177.4 -2,962.0 -':_',61)7.3 3 14 -13,923.2 -139.7 -14,06j.(► -13,783.5 15 -13,923.2 -886.8 --14,810. 1 -13,036.4 4 14 -1,301.2 -53.2 -1,354.4 -1,2411.1) 15 -1,301.x' -46.2 -1,347.4 1,255.0 15 1 15 -1,538.0 -47.7 -1,585.7 -1,490.3 1E -1,53,3.6 -22.7 -1,562.3 -1,516.9 15 -2,785.8 -177.4 -2,963. 1 -2,608.4 16 -2,785.E -63. 1 •-2,848.9 -2,722.7 3 15 -13,928.8 --8BG.0 -14,815.7 -13,042.0 16 -13,928.8 --315.41 -14,244.3 -13,CI3.4 4 15 -1,301. 1 -46.2 -1,347.3 1,254.9 16 -1,301. 1 -63.6 --1,363.7 -1,237.5 lb 1 16 -1,483.5 -22.7 -I,506.2 -1,460.8 17 -1,485. 1 -47.7 -1,532.8 -1,437.4 2 16 -2,702.5 -63. 1. -2,765.5 2,639.4 17 -2,702.5 -174.5 2,8/7.0 -A:,527.'� 3 16 -13,512.3 -315.4 13,027.7 -13, 196.0 17 -13,512..3 -872.7 -14,305.0 -12,63,).5 4 16 -1, 141.4 -63.61 -.1,205. 1 -1,077.8 17 -1, 141.4 -43.3 -1, 184.0 17 1 17 -1,483.7 -47.7 -1,531.4 -1,435.9 10 -1,485._ -38.7 -1,523.'3 - 1,416.` 17 -2,703.3 -174.5 -21877.0 -2,58. 7 18 -2,703.3 -9e. 1 -2,801.4 -2,605. 1 17 -13,516.3 -872.7 -14,389.0 -12,643.5 18 -13,516.3 -490.6 -14,0(;6.9 --13,025.6 4 17 -1, 141.2 -43.3 -1, 184.6 -1,097.9 10 -1, 141.' -72.G -1,213.8 -10)68.6 18 1 18 -1,213.7 -38.7 -1,25:.'.4 -1, 175.0 1'3 -1,215.3 -4f).4 -1,2;:°,.6 -1, 174.9 18 -,227.6 -9B. 1 -2,325.7 -2, 129.5 113 -2,227.6 -157.5 --2,305. 1 -2,070. 1 3 18 -11, 138.0 -490.6 -11,628.7 -10,647.4 113 -11, 138.o -787.3 -11,9:'5.4 -1O 357. 7 4 1B -867. 1 -72.6 -939.7 -794.5 19 -867. : -35.4 -902.5 -831.7 19 1 19 -1,213.7 40.4 -1,254. 1 -1, 173.3 20 -10218.2 48.6 -1,263.8 -1, 166.7 19 -2,228.0 -157.5 -2,385.5 .-2,070.5 20 -2,228.0 -122. 1 -2,350. 1 -2, 105.9 19 -11, 140.0 -787.3 -11,927.4 -10,352.7 20 -11, 140.0 -610.6 -11, 7;10.6 - 10,.529.4 P--FRAME Linear Elastic analysis results Str No. 03 RHS 27 Mar '31 08:59 air Softek Services Ltd SMETCO BUILDING ROOF TRU96E, 100' SPAN x 25' o. c. RIGID FRAME Lud Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Gale No. (psi) (psi) (psi) (psi) (psi) 1 19 -866.8 -35.4 902.2 -831.3 20 -866.8 -76.8 -943.6 -789.9 '0 1 2(J -532.0 -48.6 -600.6 -503.4 21 --553.5 -16.9 -570.3 -536.6 2 20 -19023.7 -122. 1 -1, 145.8 -901.6 21 -1,023.7 -117.9 --1, 14.1.6 -905.8 3 20 -8,118.5 -610.6 -5,729. 1 -41307.9 21 -50 118.:', -389.3 -5,707.0 -4,.`,29.:: 4 20 -379.3 -76.8 -436. 1 -302.5 21 -379.3 -26.0 -405.3 -353. 7 21 1 21 -551.9 -16.9 -368.8 --535.0 22 -553.5 0.0 -553.5 -553.0s 2 21 -1,024.2 -117.9 -10142.0 -906.:3 22 -1,024.2 0.0 -1,024.2 -1,024.x' 3 21 -5, 120.9 -389.3 -5,710.2 -4,531.6 22 -5, 120.9 0.0 -5, 120.9 -5, 120.9 4 21 -379.2 -26.0 -405.2 -353.2 22 -379.2 0.0 -373.2 --379.2 22 1 22 .8 0.0 .8 .8 23 -.8 0.0 -.8 -•.8 2 22 0.0 0.0 0.0 0.0 23 0.1) 0.0 0.0 0.0 3 22 0.0 0.0 0.0 0.0 23 0.0 0.0 0.0 0.p 4 22 0.0 0.0 0.0 0.0 23 0.0 0.0 0.0 0.0 23 1 23 -7.9 0.0 -7.9 -7.`3 24 -115.7 0.0 -15. 7 •-15.7 2 23 -40.0 0.0 -40.0 -40.0 24 -40.0 0.0 -40.0 -40.(1 3 33 -200. 1 0.0 -•200. 1 --200. 1 2.4 -200. 1 0.0 -200. 1 -200. 1 4 23 -5.0 0.0 --!S.(; -5.0 24 -5.0 0.1) -•5.1 i .5.0 42.4 1 24 -44.7 0.0 -44.7 -44.7 25 -44.7 0.0 -44.7 -44.7 2 24 ••66.7 0.0 -66.7 -66.7 25 -66.7 0.1) -66.7 -66.7 3 24 -333.4 0.0 -333.4 -333.-1 25 -333.4 0.0 -333.4 '333.4 4 24 -8.3 0.0 -8.3 B.:J .3 -8.3 1).1:1 -8.3 -8.:3 ?5 1 21 -44.7 0.0 -44.7 44.7 26 -44.7 11.113 -33.2 56.2 2 115 -66.7 0.0 -66.7 6fi.7 ('-FRAME Linear Flaotic analysts results Str No. 03 RB9 27 Mar 91 ("(3:5'3 am Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 23' o. c. - RIGID FRAME �4>��il11LBLLSl1_ti1 Mem Load Joint Axial Shear Banding Top Normal Bot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 26 -66.7 98.0 31.3 -164.7 3 25 -333.4 0.0 -333.4 -333.4 26 -333.4 490. 1 156.7 -823.5 4 25 259.4 0.0 259.4 25.3.4 26 259. ► 25.8 285.2 �3J'D L • 26 1 26 942.5 11.5 954.C) 931.O 27 94 2.5 62.2 1,(104.6 000.3 2 26 1,740.7 '38.0 1,B38.7 1,642. 7 27 1,740.7 156.6 1,097.3 1,504. 1 3 26 8,703.5 490. 1 9, 193.6 0,213.4 27 8,'703.5 783.0 9,486.5 7,920.5 4 26 919.0 25.8 '344.7 27 919.0 79.2 998.2 839.7 27 1 27 942.5 62.2 1,004.6 880.1.3 20 942.5 21.9 964.3 920.6 2 27 1,740.7 156.6 1,037.3 1,584. 1 28 1,740.7 112.5 1,853.2 1,620.2 3 27 B,703.3 783.0 9,4B6.5 7,92o.5 28 B,703.5 562.6 9,266.0 `r 4 27 919.0 7'3.2 9913.2 8119.7 )8 919.0 30.7 949.6 8118.II 28 1 28 1,376.4'.) 21.9 1,397.0 1,354. 1 29 1,376.0 60.6 1,436.6 1,315.3 2 28 2,518.2 112.5 2,6�0.(3 1,4U5.7 29 2,518.2 149.5 2,667.7 2,368.0 3 28 1'2,591. 562.6 13, 153.8 12,!1::8.6 29 12,591.2 747.4 13,338.6 ll,843.9 4 28 1,282.2 30.7 1,312.8 1,2111 .5 29 1,282.: 78.2 1,360.4 1,203.9 29 1 29 1,376.0 60.6 1,436.6 1,315.3 30 1,376.0 23.5 1,399.5 1,352.5 2 21.�o 2,518.2 149.5 ',667.7 30 2,518.2 118.0 2,636.3 2,n400.2 3 4.3 1 591.2 747.4 13,338.6 11,042.9 30 12,591.2 590. 1 13, 18!.3 12,C►C�1. 1 4 29 1,282.;_' 78.2 1,360.4 1,203.'3 30 1,282.2 36.9 1,319.0 1,245.1 30 1 31' 1,524.3 23.5 1,547.8 1,500.8 31 1,524.3 50.8 1,575. 1 1,473.5 2 3C) 2,770.8 118.0 2,888.9 2,652.8 31 2,770.8 125.9 2,8'36.7 21645.(► 3 30 13,854.2 590. 1 14,444.3 13,26.1. 1 31 13,854.2 629.4 14,483.6 13,224.8 4 30 1,491.8 36.9 10528.7 1,454.9 31 1,491.8 71. 1 1,562.9 1,420.7 1' FRAME Linear Elastic analysis results Str No. 03 RBS 27 Mar 91 00:59 am Softek Sarvices Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o, c. - RIGID FRAM1' Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 31 1 31 1,524.3 50.8 1,575. 1 1,473.5 32 1,52r►.3 15.6 10 53'3.9 1,508.7 2 31 2,770.8 125.9 2,096.7 2,645.0 32 2,770.8 109.8 2,880.6 2,661.0 3 31 13,854.2 629.4 14,403.6 13,224.0 32 13,854.2 549.0 14,403.2 13,305. 1 4 31 1,491.8 71. 1 1,562.9 11420.7 32 1,491.8 37.9 1,523.7 1,453.9 32 1 32 1,504.8 15.6 10520.5 1,489.2 33 1,504.8 54.7 1,553.6 1,450. 1 2 32 2,722.5 109.13 2,832.3 2,612.7 33 2p722.5 107.2 2,829.6 3 32 13,612.3 1.349.0 14, 161.4 13,063.3 33 13,612.3 535.9 14, 148.2 13,076.4 4 32 1,613.4 37.9 1,651.3 1,575.5 33 1,613.4 64.3 1,677.8 1,549. 1 33 1 33 19504.0 54.7 1,5n9.6 1,410. 1 34 11504.8 -64.6 1,440.3 1,56'3.4 33 2,722.5 107.2 2,829.6 2,615.3 34 2,722.5 66.8 2,791.'2 2,653.7 3 33 13,612.3 535.9 14, 148.2 13,076.4 34 13,612.3 343.9 13,956.2 13,268.4 4 33 1,613.4 64.3 1,677.8 1,549. 1 34 1,613.4 33.4 1,646.8 1,580.6 34 t 34 1,375.3 -64.6 1,310.7 1,439.9 35 1137-5.3 113.3 1,48G.6 1,262. 1 2 34 2j486.7 68.8 2,55`5.:5 2,417.9 35 21486.7 59.6 2,546.3 20427. 1 3 34 120433.5 343.9 12,777.4 12,089.6 35 12,433.5 297.9 12,731.4 12, 135.7 4 34 1,681.8 33.4 1,715.3 1,648.4 35 1,681.8 30.8 1,711.6 I,F.51.0 35 1 35 1,373.3 113.3 1,488.6 1,262. 1 36 1,375.3 -75.0 1,300.3 1,4 lsr i.:3 2 35 2,486.7 59.6 21546.3 21427. 1 36 2p486.7 50.4 2107. 1 �,436.3 3 35 12,433.5 297.9 120731.4 12, 135.7 36 129433.5 251.9 :2,685.4 12, 191.7 4 35 1,681.8 ^0.8 11712.6 1,651.0 36 1,681.8 28.2 1,710.0 1,653.7 36 1 36 11310. 1 ••75.0 1,435. 1 1,585. 1 37 10310. 1 56.8 1,566.9 1,453.3 2 36 2,728.0 50.4 2,778.3 2,677.6 37 21728.0 110.8 2,838.8 2,617. 2 3 36 13,639.8 251.9 13,891.7 13,3811.11 37 13,639.0 554.0 14, I93.9 1;30 O1.i'a.N PIRAME Linear Elastic analysis results Str N---. r13 RBS 2,7 Mar 91 Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o. r. RIGID FRAME L2AA_.C,u1i Rao u l_bi Mem Load Joint Axial Shear Banding Top Normal Bot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 1 36 20.2 2, 149.0 ;>,n 37 2, 120.q 65.9 :�, 186.7 �,i i5-1.9 37 1 37 1,510. 1 56.8 1,566.9 1,453.3 39 1,510. 1 15.8 1,525.0 1,49-4.3 2 37 2,728.0 110.8 2,838.8 2,,617.2 30 -109.9 2,837.8 2,6113. 1 3 37 13,639.8 554.0 14, 193.9 13,085.8 38 13,639.0 549.3 14, 189. 1 13,0'30.5 4 37 2, 120.0 65.9 2, 186.7 2,054.9 30 2, 120.8 813.4 2,209.2 2,U32.4 39 1 3B 1,534.6 15.8 1,550.3 1,518.8 39 1,534.6 51.0 1,585.6 11483.6 2 30 21784.2 109.9 2,894.0 2,674.3 39 2,784.2 126.2 2,910.3 2,650.0 3 38 130920.8 549.3 14,470.0 13,371.5 39 13,920.8 630.9 14,551.6 13,28'3.9 4 38 2,674.7 80.4 2,763. 1 2,586.3 39 2p674.7 87.9 2076-2.6 2, 39 1 39 11534.6 51.0 1,585.w 1,483.6 40 1,534.6 24.2 1,5513.0 1,510.'] 2 39 2,784.2 126.2 2,910.3 :',658.0 40 2,784.2 119. 1 ,903.2 :,665. 1 3 39 13,920.8 630.9 14,551.6 13,209.9 40 13,920.0 595.3 14,516. 1 130325.4 4 39 2,674.7 87.9 2,762.6 21586.8 40 2,674.7 131.3 2,006.0 2,543.4 40 1 40 1,393. 1 24.2 1,417.3 1,368.9 41 1,3'33. 1 61. 1 1,454.2 1,332.0 411 2,542.2 119. 1 2,661.3 2p423. 1 41 2,542.2 150. 1 2,692.3 2,3'32. 1 3 40 12,711.0 595.3 13,306.3 12, 115.7 41 12,711.0 750.5 13,461.5 110960.5 4 40 3,408.7 131.3 3,540.0 3,277.5 41 3,408.7 133.0 3,542.5 3,274.'3 41 1 41 10393. 1 61. 1 10454.2 1,332.0 42 1,393. 1 23.2 1j416.3 1,369.9 2 41 2,'542.2 150. 1 2p692.3 2p392. 1 42 2,542.2 114.5 2,65G.7 21,127.7 3 41 12,711.0 750.3 13,461.5 11,960.5 42 12,711.0 572.3 13,283.3 12, 138.7 4 41 31408.7 133.8 3,t342.5 3,274.9 42 3,408.7 205.6 3,614.3 3,203.::' 42 1 42 969.9 23.2 993. 1 946.7 43 969.9 63.2 1,0;33. 1 906.7 2 42 1,780.6 114.5 1,895.0 1,666. 1 P-FRAME Linear Elastic analysis resi►1ts Str No. 03 RPS 27 Mar 91 n0:!jg am Sottek Servicers Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o.c. - R?GID FRAME Mem Load Joint Axial Shear banding Top Normal Dot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 43 1,780.6 158. 1 1,938.7 11622.4 3 42 8,902.8 572.3 9,475. 1 81330.1 43 8,902.8 790.6 9,693.3 8, 112.:' 4 42 -4,458.2 205.6 4,663.7 4,252.6 43 4,459.2 200.6 4,658.8 4,257.:; 43 1 43 969.9 63.2 1, 133. 1 906.7 44 969.9 14.2 084. 1 955.7 2 43 1,780.6 158. 1 1,938.7 1,622. 1 44 1,780.6 101.8 1,882.4 1,678.8 3 43 8,902.8 790.6 -3,6-33.3 8, 112.2 44 0,902.0 509.0 9,411.8 0,393.8 4 43 4,4513.2 200.6 4l650.8 4,257.5 44 4,458.2 420.3 4,1178.4 4,037.9 44 1 1 0.0 0.0 0.0 0.0 44 0.0 -14.2 -14.2 1-1.2 2 1 0.0 0.0 0.•7 0.6 44 U.0 -101.0 -101.8 101.0 3 1 0.0 0.0 0.0 0.4.) 44 0.0 -509.0 -309.0 509.0 1 1 61179. 1 0.0 6, 179. 1 6, 179. 1 44 6, 179. 1 -420.3 5,758.8 6,599.4 45 1 2 1,852.9 0.0 1,852.9 11852.9 44 1,843.5 0.0 1,843.5 1,843.5 2 2 3,382.4 0.0 39382.4 3,382.4 44 3,382.4 0.0 31382.4 3,382.4 3 2 16,912.0 0.0 16,912.0 16,912.0 44 16,912.0 0.0 16,912.0 16,912.0 4 2 -3,211.4 0.0 -3121 + .4 --3,211.4 44 -3,211.4 0.0 -3,211.4 -3,211.4 46 1 3 -88.0 0.0 -88.0 -138.0 44 -•99.0 0.0 -99.0 -99,("'1 2 3 -408.8 0.0 - 408.8 •410.13 44 -409.9 0.0 -408.8 --408.t9 3 0.0 -2,U4�{.0 ,044.0 3 -2,044.0 44 -2,044.0 0.0 -2,044.0 -2,044.0 4 3 96.2 0.0 96.2 '36.2 44 96.2 0.0 96.2 96.2 47 1 4 -1,332.4 0.0 -11332.4 --1,332.4 44 -1,344.9 0.0 -10344.9 -1p3-14.9 2 4 -2p469.2 0.0 -2t469.2 -2p,163.2 44 -2,469.2 0.0 -21469.2 -21469.2 3 4 -12,346. 1 G.0 -12,346. 1 -12,346. 1 44 -12,346. 1 0.0 -12,346. 1 -12,34G. 1 4 4 2,449.9 0.0 2t44-3.9 2,440.9 1114 2,449.9 0.0 2t449.9 2,4.19.J P-FRAME Linear Elastic analysis results S t r N.D. (:13 R83 27 May 91 OEI:"'� .Am Softe[, Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o• c. - RIGID FRAME LQA,� Case Resulto Mum Load Joint Axial Shear Bending Top Normal Bot Normal No. Case No. (pvi) (psi) (psi) (psi) (psi) 10 1 4 77. 1 0.0 77. 1 77. 1 43 64.6 0.0 64.6 4 -23.3 0.0 -23.3 -23.3 43 -73.3 U.U -23.3 -23.3 3 4 -116.5 0.0 -116.5 -116.5 43 -116.5 u.0 -116.5 -116.5 4 4 52.3 0.0 52.3 52.3 43 52.3 O.ii 52.3 52.3 49 1 C 910.0 0.0 910.0 910.0 42 897.5 0.0 897.5 897.5 2 4 1,622.4 0.0 1,622.4 1,622.4 42 1,622.4 0.0 1,622.4 1,622.'4 3 4 8, 112. 1 0.0 8, 112. 1 8, 112. 1 42 8, 112. 1 0.0 8, 1 1'2. 1 0, 1 12. 1 4 4 0.0 -2,021.2 -2,021.2 021.2 42 2,02 1. 0.0 --2,021.2 ::,(.'121 ... 50 1 5 -87.0 0.0 -87.0 -87.i i 42 -1i)1.0 i:.0 - 101.0 -101,0 2 5 -414.5 0.0 -414.5 -414.b 42 -414.5 0.0 -414.5 -414.5 3 5 -2,072.4 0.0 -2,072.4 -21072.4 42 -2,072.4 0.0 -2,072'4 -2,i)'7 ,.4 4 5 -27.9 0.0 -27.9 -27.9 42 -27.9 O.O -.7. 27.9 51 1 6 -617.2 0.0 -617.2 -•617.? '42 -6321.9 o.1) -632.9 -63..9 2 6 -1, 129.3 0.0 -1, 129.3 --1, 129.3 42 -1, 129.3 0.0 -1, 129.3 -1, 1.2'3.3 3 6 -5,646.5 0.0 -5,646.5 -5,646.5 42 -5,6-16.5 0.0 -5,646.5 4 6 1,792.6 0.0 1,792.6 1,792.6 42 1,792.6 0.0 1,792.6 1,7'32.6 52 1 6 83.5 0.0 83.5 133.5 41 67.9 0.0 67.9 67.9 2 6 -15.5 0.0 -15.5 -15.5 41 -15.5 0.0 -15.5 -15.2 3 6 -77. / 0.0 -77. 7 -77.7 41 -77.7 :).0 -77.7 --77.7 4 6 16. 1 0.0 16. 1 16. 1 41 16. 1 0.0 16. 1 16. 1 1 6 381.0 0.0 381.0 3131.6 40 365.3 0.0 365.3 365.3 2 6 634.4 0.0 634.4 634.4 41) 634.4 0.0 634.4 634.4 6 3, 172.0 0.0 3, 172.0 3, !72.0 Jf) 31172.0 0.0 3, 172.0 3, 172.x: P-1-RAMI Linear Elastic analysis results Str Nc.. (13 RBS 27 Mar '31 00:59 am Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. - RIGID FRAME Lo.�Case Results Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 4 6 -1,527.4 0.0 -1,527.4 -1,527.4 40 -1,54:7.4 0.0 ' 1,;27.4 -1,57.4 54 1 7 -77.6 0.0 -77.6 -77.6 40 -94.8 0.() -94.8 -94.6 2 7 -393.0 0.0 -393.0 -393.0 40 -393.0 G.0 "-3' 3.0 -393.0 3 7 -1,964.8 0.(► -1,964.8 -1,964.0 40 -1,964.0 ii,i► -1,964.8 -1,964,0 4 7 -35.2 0.0 -3S.2 -35. 40 -35.2 0.0 -35.2 55 1 8 -177.8 0.0 -177.0 -177.8 40 -196 5 0.0 1967.5 2 0 -324.2 0.0 -324.2 -324.2 40 -324.4 0.0 -324.2 -324.2 3 8 -1,621.0 0.0 -1,621.0 -1,64'1.0 40 -1,621.0 0.0 -1,64'1.0 -10621.0 4 8 1,422.4 0.0 1,422.4 1,422.4 40 1,422.4 0.0 1,42::.4 1,422.4 56 1 8 89.6 0.0 09.6 89.6 39 10.9 0.0 7u.9 7(j.9 8 -5.5 0.0 -5.5 -";.5 39 -5.5 0.0 -!5.5 -5.5 3 8 -27.3 0.0 -27.3 -27.3 39 -27.3 0.0 -27.3 --27.3 4 0 10.2 0.0 13.2 10.2 39 10.2 0.0 10.2 l0.:: 57 1 8 26.8 0.0 26.8 26.8 30 8.O 0.0 8.0 8.o 2 8 -14.6 0.0 -14.6 -14.6 38 . 14.6 O.1) -14.6 14.G 3 8 -"73. ' 0.0 -73.2 -73.2 38 -73.4 0.0 -73.2 •-73.2 4 0 -1,253.5 0.0 -1,2.`,3.5 -1,:53.5 38 -1,153.5 u.0 -1,253.5 -1,253.55 58 1 9 -70.5 0.0 -70.5 --70.5 38 -90.0 0.+) -90.8 -91).A 2 9 -376.5 0.0 -376.5 -376.5 30 -376.5 0.0 -376.5 -376.5 3 9 -1,802.7 0.0 -1,88:'.7 "1,1182.7 38 -1,002.7 0.0 - 1,882.7 -1,882.7 4 9 -38.3 0.0 -38.3 -38.3 38 -38.3 0.0 30.3 -30.3 1551 1 10 144.4 0.0 144.4 144.4 30 122.5 0.0 122.5 12.2.5 1 1 i A. 0.0 246.0 246.0 P-FRAME. Linear Elastic analysis results 5tr No. 03 P139 27 Mar 91 08:59 am Softek Servicer; Ltd SMETCO BUILDING ROOF TRUSSES 1001 SPAN x 25' RIGID FRAME Lad..-CAu.AwAl ti Mom Load Joint Axial Shear Bending Top Normal Bot Normal N,,. Cast No. (psi) (psi.) (psi) (psi) (psi) 38 246.0 0.0 246.0 246.0 3 10 1,230. 1 0.0 1,230. 1 1,230. 1 38 11230. 1 0.0 1,230. 1 10230. 1 4 11) 1,203.5 O.0 1,203.5 1,203.5 38 1,203.5 0.0 11203.5 1,203.5 6U 1 10 66.9 0.0 66.9 66.9 37 45.0 0.0 45.0 45.0 2 Iii -14.3 0.0 -14.3 -14.3 37 -14.3 0.0 -14.3 -14.3 3 10 -71.5 0.0 -71.5 -71.5 37 -71.5 0.0 -71.5 -71.5 4 10 -3.5 0.0 -3.5 -3.5 37 -3.5 0.0 -3.5 -:J.5 61 1 10 -231.6 0.0 -231.6 -231.6 36 -253.5 0.0 -253.5 -253.'j 2 1 f:1 -490.0 0.0 -490.0 -490.0 36 -490.0 0.0 -490.0 -490.0 3 10 -2,450.0 0.0 -2,450.0 -2,450.0 36 -2,450.0 0.0 -2,450.0 2,x50.0 4 10 -1,077.7 0.0 -1,077.7 -1,077. 1 36 -11077.7 0.0 -11077.7 -11077.7 62 1 11 -71.0 0.0 -71.0 -71 .0 36 -94.5 0.0 -94.5 -94.5 2 11 -371.2 0.0 -371.2 -371 ..', 36 -371.2 0.0 -371.2 -071. --, 3 11 -1,856. 1 0.0 -1,8.5;6. 1 -1,856. 1 36 -1,856. 1 0.0 -1,856. 1 108`6. 1 4 11 -41.9 0.0 -41.9 -41.9 36 -41.9 0.0 -41.9 -41.9 63 1 12 295.5 0.0 2135.5 295.5 36 270.5 0.0 270.5 270.5 2 12 465.8 0.0 465.8 465.8 36 465.8 0.0 465.8 465.8 3 12 2,328.9 0.0 2j328.9 2,32f1.9 36 2,328.9 0.0 20328.9 2,328.3 4 12 711. 1 0.0 711. 1 711. 1 36 711. 1 0.0 711. 1 711. 1 64 1 12 295.5 0.0 295.5 295.5 36 270.15 0.0 270.5 270.5 2 12 46'5.8 0.0 465.8 465.8 36 465.8 0.0 465.8 4605.8 3 12 2,328.1 0.0 2,320.9 21328.9 36 2,328.9 0.0 2,328.9 0328.9 4 12 711. 1 0.0 711. 1 711. 1 36 711. 1 0.0 711. 1 711. 1 P-FRAME Linear Elastic analysis rssultF, Str No. 03 RBS 27 Mar 91 OR059 am Softek Services LtJ SMETCO BUILDING ROOF TRdSSES 100' SPAN x 25' .a. r. - RIGID 'FRAME_ Lead���31�_19.glJil Mem Load Joint Axial Shear Bending Top Normal Dot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) C5 1 12 415.7 0.0 41!•7 415.7 34 390.7 ii.i) "90.7 390.'7 2 12 678.2 0.0 678.2 678.2 34 678.2 0.0 678.2 (-a'70. : 3 12 3,390.8 0.0 3,390.8 3,390.0- 34 3,39o.0 0.0 3,39o.8 3,:390.8 4 12 -148.7 0.0 -148.7 ••1413.' 34 -148.7 0.0 --148.7 ..140. / 66 1 13 -65.9 0.0 -69.9 -65.9 34 -89.4 0.i► -89.4 89. } 2 13 -362.2 0.►) -362.2 -;;G2.2 34 -362.2 0.0 -362.2 3E2. 3 1:3 -1,810.8 0.0 -1,810.8 -1,811x.8 34 •1,810.8 0.0 1,810.8 1,1310.4 4 13 -40.4 0.0 -di).4 -4ii,4 34 -40.4 O.i► -40.4 -4()..4. 67 1 14 -225.7 0.0 -225.7 -2':5.7 34 -247.G 0.0 -247.G .247.6 2 14 -401.6 0.0 •101.C -•181.C 34 -481.6 0.1) 401.0 481.0 3 14 -?,407.9 0.0 --2,407 9 -2,41:17."f 34 -2,407.9 0.0 -:',407.9 -. ,4�i7,9 4 14 183.6 (1.0 1.83.6 1 8 3.6 4 183.6 0.II 183.6 103.6 68 1 14 70.3 0.0 70.3 70.3 33 40.4 0.0 :48.4 40.4 2 14 -8.3 0.0 -8.3 -8,3 33 -8.3 0.0 -8.3 -8.3 3 14 -41.7 0,0 -41.7 •41.7 33 -41.7 0.0 -41.7 -41.7 4 14 -1;3.4 0.0 -13.4 -1,1.4 33 -13.e4 0.0 -13.4 -13.4 69 1 14 133.2 0.0 133.2 133.x, 32 111.3 0.0 111.3 111.3 2 14 228.6 0.0 228.6 228.6 32 228.6 0.0 228.6 228.6 14 1, 142.9 0,0 1, 142.9 1, 142.9 32 1, 142.9 0.0 1, 14:.9 1, 142.9 4 14 -237.7 0.0 -23'', 7 -:'.37.7 32 -237.7 0.0 -237.7 -237.7 70 1 13 -70.0 0.0 -70.0 -70.0 -90.3 0.0 -90.3 -90.3 2 15 -375.6 0.0 -375.6 -375.0 -375.6 0.0 -375.6 -375.6 3 15 -1,878.0 0.0 -1,878.0 -10878.0 -101378.0 0.0 -11078.0 -1,(370.f% P-FRAME Linear Elastic analysis res►u1ts Str No. 03 RPS 27 Mar 91 08s59 am Sottek Services Ltd SMEFCO BUILDING ROOF TRUSSES 100' 'SPAN x 25' o. c. - RIGID FRAME .�4ir.SLS�ISl.H�tSll.� Mem Load Joint A+ 'al Shear Bending Top Normal Bot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 4 15 -59.5 0.0 -59.5 -59.5 32 -59.5 U.!► -59.5 -59.5 71 1 16 38.0 0.0 38.0 38.0 32 19.2 0.0 113.:: 19.2 2 16 2.7 0.0 2.7 2.7 32 2.7 0.0 2.7 2.7 3 16 13.3 0.0 13.3 13.3 32 13.3 0.o 13.3 13.3 4 1E, 299.3 0.0 299.3 299.3 32 299.3 0.0 209.3 2913.3 72 1 16 89.5 0.0 89.5 89.5 31 70.8 0.0 70.G 70.8 2 16 -5.6 0.0 -5.6 -5.6 31 -5.6 11.0 -5.6 5.6 3 16 -27.9 0.0 -27.9 -27.9 31 -27.9 0.0 -27.9 -27.9 4 16 -15.7 I).0 -15.7 -15.7 31 -15. 7 11,IJ -15.7 -15.7 73 1 16 -190.9 0.0 -190.9 --190.9 30 -20 �•9•6 0.0 -209.6 -103.6 2 16 -344.5 0.0 -344.5 -344.5 30 -344.5 0,0 -344.5 -344.5 3 16 -10722.4 0.0 -1,722.4 -1,722.4 30 -1,722.4 0.0 -1,722.4 -1,722.4 4 16 -374.4 0.0 -374.4 -374.4 30 -374.4 0.0 -374.4 -374.4 74 1 17 -77.8 0.0 -77.8 -77.8 34 -95.4 i►,r► -95.0 95.0 2 17 -393.3 0.0 --393.3 -393.3 30 -393.3 0.0 -393.3 -393.3 3 17 -1,966.3 0.0 -1,966.3 -1,966.3 30 -1,966.3 0.0 -1,966.3 -1,966.2 4 17 -65.4 0.0 -65.4 -65.4 30 -65.4 0.4 -65.4 -65.4 75 1 18 395.4 0.0 395.4 395.4 30 379.17 0.0 ; 79.8 379.0 2 18 656.8 0.0 696.8 G56.11 3! 656.8 0.0 F,56.ll 656.8 3 18 3,284.2 0.0 3,034.2 31204.2 30 3,204.2 1?.►? 3,284.2 312134.2 4 18 465. 1 n.0 .465. 1 465. 1 30 465. 1 0.1? 46C. 1 •165. 1 76 1 18 83.3 0.0 83.3 f,3.:t 213 67.7 0.0 67.7 6'7.7 18 -15.9 0.0 -15.9 -15.9 P -FRAME linear Elastic analysis results Str No. 03 RB' 27 Mar 91 x[1159 sin Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. RIGID FRAME L.4�_S�IL_�81111.�1 Mem Load Joint Axial Shear Banding Top Normal Bot Normal No. Casa No. (pai) (psi) (psi) (psi) (psi) 29 -15.9 0,0 -15.9 15.0 .', 10 -79, 1 0.0 -79.7 -79.'1 29 -79.7 0.0 -79.7 --79.7 4 18 - i►.7 010 -20.71.120.7 29 -20.7 0.(".) --20.7 -20.7 77 1 18 -634.5 0,0 -634.5 -634.5 2B -650. 1 0.0 -650. 1 -650. 1 2 10 -1, 156. 1 0.0 -1, 156. 1 -1, 156. 1 28 -1, 15n. 1 0.�� -1, 156. 1 1, 156. 1 3 113 -5,780.3 0.0 -5,700.3 -5,780. 28 -5,780.3 0.0 -5,7BO.3 -5,780.3 4 1 H -582. 1 0.0 -582. 1 -582. 1 B -582. 1 0.0 -502. 1 -5B2. 1 78 1 19 -87.3 0.�'l -87.7 -B7.3 2B -101.3 0.0 -101.3 -101.3 2 19 -415.0 0.0 -415.0 -415. o 28 -415.0 0.0 -415.0 -415.0 3 19 -2,075.0 o,0 -2,075.0 -?,075.o 28 -2,075.0 0. ,(a75.(1 -2,075.0 4 113 -72.2 0.0 -72.2 -72). 28 -72.2 0.0 --72.2 -72. 79 1 20 930.0 0,0 93o 0 ^+ 28 917.5 0.0 917.5 9.17. 2 1,653.4 O.�a 1,653.4 1,G53.1 28 1,653.4 0.0 1,653.4 1,6'53.-j 3 20 0,267. 1 -1,0 0,267. 1 8,267. 1 20 267. 1 0.0 8,267. 1 8,267. 1 20 '34. 1 0.0 734. 1 '134. 1 A. 734. 1 0.0 734. 1 734. 1 80 1 20 76.6 0.0 76.6 '76.6 27 64. 1 i).0 64. 1 6.4. 1 2 20 -23.9 0.0 -23.9 -213.') 27 -23.9 0.0 -23.9 -23.9 3 20 -119.7 0.0 -119.7 -1 1'3.1 27 -119.7 0.0 --119.7 -119.7 4 20 -23.0 0.0 -23.8 -23.8 27 -23.8 0.o -23.B -23.8 81 1 20 -1,357.2 0.0 -1,35-7.2 -1,357. 26 -1,369.7 0.0 -1,269.7 -1,369.7 2 20 -2,507.7 0.0 '-2,507.7 -2,507.7 26 -2,507.7 0.0 -2,507.7 -2,507.7 3 20 -12,530.5 0.0 -12,5?9.5 -12,5;30.5 2G -12,530.5 0.0 -12,538.5 -121530.``-; 4 ��i --951.6 0.0 951.6 -951 .c 26 -951.f 0.0 -951.6 -951.G P FRAME Linear Elastic analysis results Str No. 03 RETS 27 Mar 91 OH:59 am Softek Services Ltd SME �,D BUILDING HOOF TRUSSES • 100' SPAN x 25' o. c. - RIGID FRAME LL9ad-Cm Results Mem Load Joint Axial Shear Banding Top Normal Bot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 02, 1 21 -89.2 0.0 -89.2 -89.2 26 -100. 1 0.0 -100. 1 -100. 1 2 21 -410.6 0.0 -410.6 -410.6 26 -410.6 0.0 -410.6 -410.6 3 21 -2,052.9 0.0 -2?052.9 -2,052.9 26 -2,052.9 0.0 -2,052.9 -2,052.9 4 21 -59.6 0.0 -59.6 -59.6 26 -59.6 0.0 -59.6 -59.6 83 1 22 1,885. 1 0.0 1,885. 1 1,885. 1 26 1,875.7 0.0 1,875.7 1,8155.7 2 22 3,432.2 0.0 3,432.2 3,4321.2 26 3,432.2 0.0 3,432.2 3,432. 3 22 17, 161.0 0.0 17, 161.0 17, J61.6 26 17, 161.0 0.0 17, 161.0 17, 161.0 4 22 1,219.3 0.0 1,219.3 1,219.3 26 1,219.3 0.0 1,219.3 1,21').3 84 1 22 -183.0 0.0 -183.0 -183.0 25 -192.4 0.0 -192.4 -19,2.41 2 22 -348. 1 0.0 ••34B. 1 •34E, 1 25 -348. 1 0.0 -348. 1 -348, 1 3 22 -1,740.6 0.0 -1,740.6 -1,740.6 25 -1,740.6 0.0 -1,740.6 -It740.E; 4 22 -113.0 0.0 -113.0 -113.0 25 -113.0 0.0 -113.0 -113.0 85 1 22 146. 1 0.0 146. 1 146. 1 24 136.8 0,0 136.8 136.0 2 22 210.9 0.0 210.9 210.9 24 210.9 0.0 210.9 210.9 3 22 1,054.5 0.0 1,054.15 1,054.5 24 1,054.5 0.0 1,054.5 1,054.5 4 22 26.3 0.0 26.3 26.^ 24 26.3 0.0 26.3 26.3 06 1 25 -198.8 0.0 -198.8 -198.0 46 -278.5 0.0 -278.5 -2713. 2 25 -349.8 0.0 -349.8 -349.8 ,16 -349.8 0.0 349.8 --34').8 3 5 -1,748.9 0.0 -10748.9 1,748. 3 46 -1,748.9 0.0 ! ,748.9 -1,748.`1 4 25 -113.4 0.0 -113.4 -1!3.,1 46 -113.4 0.0 -113.4 -113.4 07 1 1 -179.7 0.0 -179.7 -179.7 45 -259.4 0.0 -259.44 2 1 -316.5 0.0 -316.5 -316. 45 -316.5 0.0 •316.5 -316.5 3 1 -1,582.3 0.0 -1,582.3 --1,582.3 45 -1,582.3 0.0 -1,582.3 -1,502.3 P-FPAME Linear Elastic analysis results rilr No. 03 RBS ":7 Mar 91 013s5'3 ain Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. - RIGID FRAME Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Case No. (psi) (psi) 'psi) (psi) (psi) it 1 31.3 14,205.5 14,236.8 - 14, 174.:' 45 1 .3 i),i► 31.3 31.1 L�ac�4lnk�r1a>iiQr]_B��1.1� Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi)� � (psi) (psi) (psi) 1 1 1 -491. 1 0.0 -491. 1 -491. 1 2 -481.7 0.0 -481.7 --481.7 1 -2,064.8 0.0 -2,064.8 -2,064.8 ? -2,055.4 0.0 -2,055. # -2,055.4 3 1 -1,239.5 -14,205.5 15,445.0 12,965.9 2 -1,230.2 0.0 -1,230.2 1, 30 1 1 -2,045.6 -7, 102.7 -9, 1,18.3 2 - ,036. 0,i i -2,i 136.:: ,036.,2 1 -1,663.6 0.0 -1,663.6 -11663.6 3 1,662.0 -14'2.2 -1,804.2 -1,: 19.8 -7,040.6 0.0 -7,040.6 -7,040.6 3 -7,039.0 -753.7 -7,792.7 -6,::85.:3 3 2 -9,274.2 0.0 -9,274.2 -9,274.2 3 -9,27 :.6 -865.7 -10, 138.3 -8,406.0 4 2 -9,501.6 0.0 -9,501.6 -9,501.E 3 -9,500.0 -962.6 -10,462.6 -8,537.4 3 1 3 -1,663. 1 -142.2 -1,805.3 --1,520.9 4 -1,6G1.5 -172.9 1,834.4 -1,400.6 2 3 --7,037.5 --753.7 -7,791.2 -6,283.0 4 --7,035.9 -789.9 -7,825.8 -6,246. 1 3 3 -9,269.7 -865. 7 -10, 135.4 --8,-103.9 4 -•9,268. 1 -673.2 -.3,94 1.3 -0,594.0 4 3 -9,497.2 -962.6 -10,459.8 -8,534.6 4 -9,495.6 -885.0 -10,381.11 -8,60'3.8 4 1 4 -3,496. 1 -172.9 •-3,6m o -3,323.2 5 -3,494.5 -201.2 -3,695.8 -3,2,53.3 2 1 --14,791.6 -789.9 -15,581.5 -14,001.7 5 -14,79o.o -9'98.6 .. 15,780.6 -13,791.4 3 4 -12,770.4 --673.2 -13,443.6 5 -12,7E 9.B -812.8 -13,581.6 -11,956.(" 4 4 !•1. B -885.8 -17,490.G 15,719. 1 5 -16,603.3 -1, 105.'1 17,708.3 -15,498 5 1 5 -3,495.7 -201.2 -3,696.9 -3,294.5 6 -3,494. 1 -137.8 -3163-41.0 -3,356.2 2 5 -14,789. 1 -998.6 -15,787.7 -13,790.5 6 -14,787.1, -631.3 - 15,418.9 -14, 156.7 3 5 -12,768.5 -812 q -13,581.2 -11,955.7 6 -12,766.9 -507. 1 -13,274.0 -12,25-3.0 4 5 -16,602.2 -1, 105.0 -17,707.2 -15,497. 1 6 -16,600.6 -692.6 -17v2-33. 1 -15,9013.n P-FRAME Linear Flastic analysis results Str No. 03 RBS 27 Mar 91 013sS0 ain Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' c., c. - RIGID FRAME Load mb nation3*sust, Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi ) (psi) (psi) (p:i) (psi) G 1 G -4,220. 1 -137.0 -4,357.9 -4,082.0 7 -4,218.5 -:2A'4. 1 -4,442.6 -3,994.5 2 6 -17,827.3 -631.3 -IC.450.6 7 -17,025.8 -1, 102. 1 --18,947.9 -16,7'23.6 3 6 -13,780,2 -507. 1 -14,287.3 -1:;,273. 1 7 -13,778.7 -802.'7 -14,58t.4 -1-2,'376.0 4 6 -19,205.6 -692.6 -19,89L'. 1 -18,513.0 7 19,'.204.0 -1, 171.9 -20,376.0 -18,032. 1 7 1 7 -4,219. 1 -224. 1 -4,4,13.2 -3,99s. 1 8 -4,217.6 -8G.3 -4,303.9 -4, 131.3 2 7 -17,82.4 -1, 102. 1 -18,924.5 -16,720.' 8 -17,820.0 -403.0 -18,223.8 -17,417.0 3 7 -13,776.9 of-12.7 --14,57`-'.1.6 --12,97.6.2 8 -13,775.4 -3<1.3 -14,096.7 -13,45'4.0 4 7 -19,200.5 -1, 171.9 -20,372.4 18, -'A.5 8 -19, 198.'3 4 41.:', ­19,640.2 -18,757.t 8 1 8 -4,342.3 -86.3 --4,428.6 -4,256.0 9 -4,34o. 7 -22,5.() -1,565.7 565.7 -4, 1 15.0 8 -18,J17.6 -403.0 -le,720.5 -17,914.6 9 -18,316.0 -1, 111.2 -1'3,4:'7.2 -17,204.8 3 8 --13,451.6 -321.3 -13,772.9 -13, 130.3 9 -13,450.0 -765.0 -14,215.0 -12,684.::' 4 8 -19,378.4 -441.3 -19,813.7 -18,`:137.0 9 -19,376.0 -1, 160. 1 -20,536.9 -18,216. 7 9 1 9 -4,340.9 -225.0 -4,565.9 -4, 1.15.9 10 -4,339.4 -38.6 -4,378.0 -4,300.8 9 -18,310.7 -1, 111.2 1`.1,4::1.9 -17, 199.4 10 -18,309. 1 -196.0 -18,505. 1 -in 1 13. 1 3 9 -13,447. 1 -765.8 .14,213.0 -1'2,681 .3 10 -13,445.6 . 169.3 -13,61t.9 13,276.3 4 9 -19,371.3 -10160. 1 -20,531.4 -18,211.3 10 -19,3G-3.0 -222.0 -19;5'3.1.8 -19,, 147.0 to 1 10 -4, 102.8 -38.6 -4, 141 .4 -4,064.:' 11 -4, 101.3 -192. 1 -4,233.4 -:3,'30'3.2 2 10 -17,205.6 •-196.0 -17,481.6 -17,089.6 11 -17,28.t. 1 -'377.0 -18,261.o -16,007. 1 3 10 -12,34.4 -169.3 -12,493.7 -12, 155. 1 It -12,322.8 -636. 1 -12,959.o -11,GOC,.-7 4 10 -18, 100.-7 -222.0 - 10,322.7 -17,078.7 11 -18,099. 1 -1,002.8 -19, 101.9 - 17,1x36.4 11 1 11 -40101.4 -192. 1 -4,293.5 -3,909.3 1IL -4,099.8 ii.ij -4,�i99.8 -4,099.8 2 11 -17,278.2 -977.0 12 -17,276.6 0.f:► -17,276.6 -17,276.6 3 11 -12,319.7 -636. 1 -120955.8 -11,683.6 12 -120318.2 0.0 -121,310.2 -:2,310.2 P-fRAMF Linear Elastic analysis results Str No. 01 ROS 27 Mar 91 G0:'; .Am Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 251 o. c. - RIGID FRAME "'vm Load Joint Axial Shear Bending Top Normal Hot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 4 11 -18,093. 1 -1,002.8 i9,055.9 -17,090.4 12 -18,091.6 0.0 18,0'31.6 -18,091.6 12 1 12 -4,092.0 0,i� -4,092.0 -4,092.i i 13 -4,093.5 -219.7 -4,313.3 -3,873.8 2 12 -17,249.B 0.0 11 ,249.H -17,249.0 13 -17,251.4 -1,092.9 1(3,3.14.2 -16, 158.5 12 -120062.6 0.0 -12, -jG1 .6 -12,062.6 13 -12,0'-4.2 -711.8 12,776.0 •-11,352.3 4 12 -17,945.7 0.0 -17,945.7 -17,945.7 13 -17,947.2 -1, 120.6 -19,067.9 -16,026.6 13 1 13 -4,093.7 -219.7 -4,313.4 -3,074.0 14 -4,095.3 -33.0 -40128.3 -4,062.2 2 13 -17,258.4 -10092.9 -18,351.2 -16, 165.5 14 -17,259.9 -17'"2.7 -17,432.7 -17,0137.2 3 13 -12,C►68.0 -711.8 -12,779.8 -11,356.2 14 -12,069.5 -156. 1 -12,225.6 -11,913.- 4 13 -17,954.3 1, 120.6 -19,075.0 -16,833.7 14 -170955.9 -199.3 -18, 155.2 -17,756.E 1 # 1 14 -4,322.4 -33.0 -4,355.4 -40289.4 15 -4,323.9 -225. 1 -4,54-3.0 -4,098.9 14 -180245.6 -172.7 -16,418.4 -18,072.9 15 -18,247.2 -1, 111.9 -19,359. 1 -170135.3 3 14 -12,585.2 -156. 1 -12,741.3 -12,425. 1 15 -12,5136.8 -714.7 -13,301.5 -11,872. 1 t 14 --18,896.2 -199.3 -190095.6 -18,69C.9 1� -18,1397.0 -1, 135.0 -20,032.8 -17,762.8 15 1 15 4,323.8 -225. 1 -4,548.8 -4,098.7 16-1 -4,325.3 -85.'3 -4,411. 1 -4j239.6 15 -18,252.6 -1, 111 9 -19,364.5 -17, 140.7 16 -18,254.2 -401.2 •-18,655.4 -17,853.0 3 15 -12,589.3 -714.7 --13#304.0 -11,874.6 I t; -12,590.9 -307. 1 -12,8'38.0 -12,283.7 4 15 -18,903.2 -1, 135.0 -20,038.2 -170766.2 16 -113,904.7 -433.0 -19,337.8 -18,4.71.7 16 1 16 -4, 186.0 -85.8 -4,271.7 -4, 100.2 17 -40187.5 -222.3 -4,403.8 -3,965.3 16 -17,698.2 -401.2 -113,099.4 -17,297.r.j 17 -17,699.8 -1t095.0 -18,7'34.6 -16,604.8 16 -12,083.5 -307. 1 -12,390.7 -11,776.4 17 -12,085. 1 -702.0 -12, 787. 1 -110383. 1 4 16 -18,268.9 -433.0 -113,702.0 -17,835.9 17 -18,270.5 -1, 116.7 -19,387.2 -17, 153.8 17 1 17 -4, 186.9 -222.3 -4,409.2 -3,964.6 10 -4, 188.5 -136.8 -4,3:5.3 -4,051.6 17 17,703.2 -1,095.0 -18,798.2 -160600..: (' -FRAME Linear Elastic analysis results Str No. 03 RHS 27 Mar 91 08:59 am Soitek Services Ltd SMETCO BUILDING ROOF TRUSSES 1001 SPAN x 25' o. c. - RIGID FRAME .hem Load Joint Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 18 -17,704.7 -627.'5 -18,332.2 -17,077.3 17 -12,086.3 -702.0 -•12,788.2 -111384.3 1B -12,087.0 -454.8 ••12,5142.6 -11,633. 1 1 17 -18,273.0 -1, 116.7 -19,390.4 -17, 157. 1 1B -18,275.3 -663.H -18,939. 1 -17,611.6 111 1 18 -3,441.3 -136.8 -3,578. 1 -3,304.5 19 --:3,1142.9 -197.0 -3,640.7 -3,245.i► 113 -14,579.3 -627.5 -15F2()6.8 -13p951.9 19 -14,500.9 -985.2 -15,566. 1 -13,595.7 3 18 -9,877.4 -454.8 -10,332.2 -9,422.6 19 -9,879.0 -626.9 -100503.9 -9,252. 1 4 18 -15,012.9 -663.8 -15,676.6 -14,3,49. 1 19 -15,014.4 -1,002.9 -16,017.3 -14,011.S 19 1 19 -3,441.7 -197.0 -3,639.5 -3,243.0 20 -3t443.2 -170.7 --3,614.0 -3,27:x.:5 :1' 2 113 -14,501. 1 --985.1 -15,566.13 -130596- .5 20 -14,583.3 -7B1.3 -15,364.6 .13,002,.0 3 19 -9,878.5 -626.9 -10,505.4 -9,251.5 20 -9,080.1) -552.8 -10,432.9 --9,327.2 4 19 -15,015. 1 -1,002.9 -16,4:►18.t) -14,012.2 20 -15,016.7 -819.7 -15,836.4 -14, 196.9 20 1 20 -1,575.7 -170.7 -1,746.4 -1,404.' 21 -1,577..2 -134.8 -1,712,0 -1,442.4 2 1.0 -b,6'��1. 1 -781 .3 -7t475.5 -5,912.13 21 -60695. 7 -724. 1 -7,419.8 -5,971.6 3 20 -4,514.2 -552.0 -5,067. 1 _3,961.4 21 -4,51 g.8 -455.4 --41971.2 -4t060.3 4 20 -6 p 883.8 -819.7 -7,703.5 -.6064.0 21 -6,(305.3 -737. 1 -,7t622.4 -6, 148.3 21 1 21 -1,576. 1 -134.8 •-1,710.9 -1,-4.11. 22 -1,577.G 0.0 -1,577.6 -1,577.6 2 21 -6,697.0 -724. 1 -7p 421.1,1 22 -6,69B.5 0.0 -60698.5 --6,x,'70.51 3 21 -4,g 15.7 -455.4 -4p971.2 -4,060.3 22 -41517.3 0.0 -4t517.3 --4p517.3 4 21 -61BB6.6 -737. 1 -71623.7 -6, 149.5 22 -6,BB8. 1 0.0 -6,888. 1 --6,1388. 1 22 1 22 .8 0.0 .8 .l3 23 -.8 0.0 -.8 CI 2 22 .0 0.0 .8 .E3 23 -.G 0.0 -.0 0 3 22 .0 0.0 .8 .11 23 -.13 0,0 .0 -.0 4 22 .13 I1,0 .8 .13 23 -.11 n,0 .B .0 P -FRAME Linear Elastic analysis results 9 t r No. 03 RBS 27 Mar 91 O0t59 am ' Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 10;?' SPAN x 25' o, c. - RIGID FRAME Load Com�.�n��n Rei~+�lts Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 23 1 23 -57.9 0.0 -47.9 -47.9 24 -55.7 0.0 -55.7 -55.7 ?_ 23 -247.9 0.0 -247.9 ..247.9 24 -255.7 0.0 -255.7 -255. 7 3 23 -152.9 0.0 -152.9 -152.9 24 -160.7 0.0 -160.7 -160.7 4 23 -250.4 0.0 -250.4 -250.4 24 -258.2 0.0 -258.2 -258.2 24 1 24 -111.4 0.0 -111.4 -111.4 25 -111.4 0.0 -111.4 -111.4 2 24 -444.9 0.0 -444.9 -44.1,`j 25 -444.9 0.0 -444.9 -444.' 3 24 -206.5 0.0 -286.5 -286.5 25 -286.5 0.0 -286.5 -286.5 4 24 -449.0 0.0 -449.0 -449.G 25 -449.0 0.0 -449.0 -419.0 25 1 25 -111.4 0.0 -111.�i -111.4 26 -111.4 109.5 1.9 -221).,) 2 25 -444.9 0.o -444.9 -444.9 26 -444.9 599.6 1,54.8 -1,044.5 3 25 -18.7 0.0 -18.7 -18.7 26 -18.7 380.3 361.6 -199.o 4 25 -315. 1 0.0 -315. 1 -315.1 26 -315. 1 612.5 297.3 -9117.6 26 1 26 2,683.2 109.5 2,792.7 2,573.6 27 2,683.2 218.8 21901.9 2,464.4 2 26 11,386.6 599.6 11,986.2 10,787.0 27 11,386.6 1,001.8 12,308.4 10,30-4.,) 3 26 7,953.9 380.3 8,334.2 7,573. 27 7,953.9 689.5 8,643.3 7,264.1 4 26 11,846. 1 612.5 12,458.6 11,233.1- 27 11,846. 1 1,041.4 12,807.5 10,8o-o,.7 27 1 27 2,683.2 218.8 2,901.9 2,+54.4 28 2j683.2 134.4 2,817.5 2,'5.10.0 2 27 11,386.6 1,001.8 12,388,4 10,384.9 28 11,386.6 697.0 12,083.6 10,689.7 3 27 7,9`9,3.9 689.5 80643.3 7,264.4 28 7,953.9 446.1 8,400.2 7,507.5 4 27 11,846. 1 1,041.4 12,887.5 10,804.7 28 11,846. 1 712.3 12,358.4 11, 133.8 28 1 28 3,894.2 134.4 4,028.6 3,759.8 29 31894.2 210. 1 4110.1.3 3,684. 1 2 28 16,485.4 697.0 17, 182.4 15,788.5 29 16,485.4 957.4 17,442.0 15158.0 3 28 11,472.0 446.3 11,918.3 111(05.6 I 29 11,472.0 662.0 12, 134.0 10,810.0 P-FRAME Linear Elastic analysis results Str No. 03 RBS 27 Mar 91 OBM am Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 1401 SPAN x 251 o. c. - RIGID FRAME L.rg"4mb JJAtion Results Mem Load joint Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 4 28 17, 126.5 712.3 17,838.8 16,-114.2 29 17, 126.5 9136.6 18, 1::3.4 161 12').') < 3 1 29 3,894.2 2110. 1 4, 104.3 .1,60.4. 1 31) 3,894.2 141.5 4,435.7 3, 752. 1 2 :'9 16,485.4 957,4 17,442.8 30 16,485.4 731.6 17,217.0 15,753.8 3 29 11,472.0 662.0 12, 134.0 10,811:►.(► 30 11,472.0 473.4 11,' 45.4 10,': X43.5 4 29 17, 126.5 996.6 18, 123.0 30 17, 126.5 750. 1 17,876.5 16,3,7G G. a 34 1 34 4,295. 1 141.5 4,436.7 4, 1`.','x.6 31 4,295. 1 176.7 4,471.8 4, 118.5 2 30 18, 149.3 731.6 18,880.9 17,•117.7 31 18, 149.3 006. 1 18,955.4 17,343.2 3 30 12,714.4 473.4 13, 187.5 12,244.6 31 t2,714.0 562.4 13,27C.5 1'�, 151. 4 30 18,895.2 750. 1 19,645.3 18, 145.2 31 10,095.2 841.6 19,736.8 18,053.6 31 1 31 4,295. 1 176.7 4,471.8 1, 118.5 32 4,295. 1 125.4 4,424.6 4, 169.7 2 31 18, 149.3 806. 1 18,955.4 17,;)43.2 32 10, 149.3 674.4 10,823.S 17,474.9 3 31 12,714.0 562.4 13,276.5 12, 151.6 32 12,714.0 137.8 13, 151.9 12,276.2 4 31 18,895.2 841.6 1'3,736.0 18,053 32 10,1395.2 693.4 1'),51313. i 32 1 32 4,227.3 145.4 1,352.7 4, 101.9 33 4,227.3 161.9 4,3[4';1.:' 4,065.4 2 32 17,839.6 674.4 18,514. 1 17, 165.2 33 17,833.6 697.8 10,53-7.5 17, 141.8 3 32 12,645.9 4J7.8 1^,084.7 12,209. 1 33 1'2,616.9 494. 13, 141. 1 12, 152.7 4 32 18,(46.4 693.4 19,339.7 17,953.0 33 10,646.4 730.0 19,376.3 17,916.4 33 1 33 4,227.3 161.9 4,389.2 41465.4 34 4,227.3 4.2 4,231.5 40223. 1 2 33 17,839.6 697.8 18,537.5 17, 141.8 34 17,839.6 348. , 18, 18'1.8 17,491.5 3 33 12,64u.9 494.2 13, 141. 1 12, 152.7 34 12,E-46.9 243.6 12,8',%.5 12"137.'l 4 33 18,646.4 730.0 19,376.2 17,916.4 3.1 18,646.4 364.8 19,011.2 18,'281.1; 34 1 '34 3,862.0 4.2 3,866.2 3,857.8 35 3,862.0 172.8 40034.9 3,689.2 2 34 16,295.6 348. 1 16,E43.7 15,947.5 r--FRAME Linear Elastic analysis results Str No. 03 RBS 27 Mar 08:5,j S-,;tek Services Ltd SMETCO BUILDING ROOF TRUSSES 1001 SPAN x 25' .:.. c. - RIGID FRAME L�4m la t ion Rgul, Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi: (psi) (psi) 35 1G,295.6 470.7 16 766.3 15,B24.0 3 34 11,760.6 "159.6 11,970.2 11,551.0 35 11,760.6 x52.6 12, 113.2 11,408.11 4 3.1 17, 136.5 364.8 17,501.3 16,711.7 35 17, 136.5 486. 1 17,622.6 16,650.1 35 1 35 3,962.0 172.8 4,024.9 3,689.2 36 3,062.0 -24.6 3,837.4 3,886.7 35 16,295.6 470. 7 16,766.3 1LT .,,9.4.13 36 16,^.95.6_ '27.2 16,522.0 16,068.3 35 11,760.6 352.6 1:: 113.2 36 11,760.6 11,8'30. 1 ► 11,400.17 129.5 11,8'30. 1 11,631. 1 4 35 17, 136.5 486. 1 17,622.6 16'650..1 36 17, 136.5 241.3 1.7,377.0 16,095. '2 36 1 36 4,238. 1 -24.6 4,213.4 41 262'.7 37 4,238. 1 167.6 4,405.7 4 07;7.•1 36 17,077.9 227.2 18, 105. 1 17,6507.6 37 17,877.9 7'2"1 .7 10,509.G 17, 1 6.2 3 36 13, 178.0 129.5 13,308.3 37 13, 178.0 510.5 13,609.3 12,660.3 4 36 18,938.3 241.3 19, 17?.b 18,6,37.0 37 18,`338.3 754.6 19,69 .9 19, 10.7 37 1 37 4,239. 1 167.6 4,405.7 4,070..1 38 4,238. 1 1'5.G 4,363.7 4, 112.4 2 37 17,877.9 721.7 19,5')9.6 17, 156.2 38 17,077.9 674.9 18,552.8 17,203.11 3 37 13, 170.8 510.5 13,689.3 12,668.3 38 13, 178.0 488.7 13,667.4 12,69(). 1 4 37 18,'338. 754.6 19,6'x:2.9 18, 193.7 38 18,938.3 719. 1 19,657.4 10,21'3.2 10 1 38 4,31B.7 ;:.5.6 4,44-4.3 4, 1'33. 1 39 •1,3113. 7 !i7-2 4,495.9 4, 1.11.5 2 38 18,239.5 674.,-1 18,914.4 17,564.C 39 18,239.5 808. 1 19,047.6 17,431.1 3 3(3 13.953.8 488.7 14,442.5 13,•}65. 1 39 13,95,3.8 500.5 14,534.3 13,373.: 4 38 19,576.8 719. 1 20,295.9 10,857.7 39 19,576.8 052.0 2(.-),42B.9 111,724.0 39 1 39 4,318.7 177.2 4,495.9 4, 141.- 40 4,318.7 143.3 4,462.0 4, 175.1 39 18,239.5 808. 1 19,047.6 11,431.4 40 18,239.5 738.6 10,978. 1 17,500.0 3 39 13,953.8 580.5 1-1,534- 3 1.;,:37 40 13,953.8 572.3 14,52G. 1 13,381.: 4 39 1-9,576.0 8521.o 24),428.9 19, 724.0 40 19.576.0 B04.3 20,381. 1 ln,772.t:, P FRAME Linear Elasti• analysts results Sty N". U3 RPS 27 Mar '31 013:59 am Solluak Services Ltd SMETCO BUILDING ROOF TRUSSES ' 1001 SPAN x 25' o. c. - RIGID FRAME L_bid oMbination Results Mem Load Joint Axial Shear Bundinq Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 40 1 4') 3,9315. 143.3 4,070.6 3,792.0 41 31'935.:' 211... 4, 14,.5 3,72-4. 1 2 40 16,646.3 738.6 17,304. 15,907.L 41 16,646.3 96.. 1 17,608.0 15,68-4.5 40 13,699.5 572.3 14,271.8 13, 127.3 ,t 13,699.5 720.3 14,419.8 12,579.3 4 4i► 18,3510.7 804.3 19, 154.4 17,546.4 41 10,35o. 7 1,028.6 19,319.3 17,322,i 1 41 1 41 3,935.3 211.2 4, 146.5 3,724. 1 422 3,'33 .2 137.7 4,►)73.0 3,797.G 41 16,646.3 961.7 17,608.0 15,684.5 4.2 16,646.3 709.'3 17,356.< 15,936. 3 41 13,699.5 720.3 14,419.8 12,9713.3 42 l a,6'3'3.J 6L'3.4 141"120.9 13,i►71).6 4 41 18,350.7 1,028.6 19,379.3 17,322.0 4'2 18,350.7 012.7 19, 163.4 17,5,17.9 42 1 42 2,750.4 137.7 2,880. 1 43 2,75(-.1.4 221.3 2,971. 7 .:,52'x. 1 2 42 11,G53.2 709.9 12,362. 1 10,943.3 43 11,653.2 1,011.9 12,665. 1 10,641.3 ^I 42 11,660.() 629.4 1'2,289.4 111 030.6 43 11-661).0 817.: 12,4'77.2 101042".8 4 42 13,882.3 8 12.7 14,695.0 13,o6q.G 43 13,882.3 11 1 12.2 14,'3'34.5 12,770. 1 43 1 43 2,750.4 221.3 2,'371.7 2.529. 1 44 2,750.4 lit G.!► --, -6.4 21634.4 2 43 11,653.2 1,011.9 12,665. 1 10,641.3 44 110653.2 625.0 12,2178.2 11,o213.2 3 43 1 1,660.i► 817.2 12,477.2 +4)f 8,12'.B 44 11,66'),c) 790.8 1�,450.8 10,869.2 4 43 13,882.3 1, 112.2 14,994.5 12,770. 1 44 13,882.3 035. 1 14,717.4 13,047. 44 1 1 0.0 0.0 i►,0 0.0 44 0.0 -116.►) -116.0 116.0 2 1 O,iJ 0.o 0.0 0.0 44 i►.i� -625.0 -625.0 625.0 3 1 6, 179. 1 i►.i► 6, 179. 1 6, 179. 1 44 6, 17'3. 1 -7'30.8 5,388.3 4 1 3,089.5 0.0 0 3,089.5 3,099.5 44 3,085.5 -835. 1 2,254.4 3,924.7 45 1 2 5,235.3 0.0 5,235.3 5,235.3 44 5,225.9 0.0 5,225.9 5,225.9 2 2 22, 147.3 0.0 22, 147.3 2 , 147.3 44 22, 137.9 0.0 22, 137.9 22, 137.'3 3 2 10,479.3 0.0 10,479.9 10,47`'3.9 44 10,470.5 0.0 10,470.5 10,470.6 P FRAME Linear Elastit analysis results Str N(,. 03 RBS ..!,7 Mar 91 00:55 aim Softelc Services Ltd SMETCQ BUILDING ROOF 'T'RUSSES 100' SPAN x 251 o. c. - RIGID FRAME Mem Load Joint Axial Shear Bending Top Normal Bat Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 4 2 20,541.6 0.0 20,541.6 20,541.6 "i2 - ten.;. - r-•�^� 4 , I).(.1 ,11,532.2 2o,532.2" 46 1 3 -496.8 0.0 •-496.0 -496.0 44 -507.0 0.0 . 5f.17.0 -507.8 2 3 -2,540.9 11.0 -21540.9 -2,540.'.1 44 '2,55I.0 i►.I.1 -2,551.B -2,551.0 3 3 -1,42]2.7 0.0 --1,422.7 -1,422.7 44 -1,433.6 0,0 -1,433.6 -1,43M 4 3 -2,49-2.8 0.0 -4,492'.0 -2, 492.8 44 -2,-1103.7 0.0 -2,5o3.7 47 1 4 -3,801.6 0.0 -3,801.6 -3,001.6 44 -3,014. 1 0.o -3,014. 1 3,014. 1 2 4 -16, 147.7 0.0 -16, 147.7 -•16, 147.7 44 -16, 16o.2 0.0 -16, 1611.2 -16, 160.2 3 4 •-7,524.8 0.0 -7,524.8 -7,524.0 44 -7,537.3 0.I) -7,537.3 -7,537. 4 4 -14,9.2.9 0.0 -14,922.8 14,922.8 44 -14,935.3 0.0 -14,935.3 -14,935.3 40 1 4 53.0 0.0 53.8 53.0 43 41.3 0.0 41.3 41.3 2 4 -62.7 0.0 -62.7 -62.7 43 -75.2 0.0 • 75.:' -75. 3 4 47.9 0.0 47.9 47.'j 43 35.4 1'1.0 35.4 35.4 4 41 -36.6 0.0 -36.6 -36.6 43 -49. 1 01.1) -4'3. 1 4'1. 1 49 1 4 2,532.4 0.0 2,532.4 2,532.4 42 2,519.9 0.0 2,51'3.9 2,51'J.-3 2 4 10,644.5 11.0 10,644.5 10,644.5 42 1(.-),632.1) o.0 10 . ,632.0 10,6;32.1) 3 4 4,567.3 Q.c► 4,567.3 4,567.3 42 4,554.0 0.0 4,554.8 4,554.0 4 4 9,633.9 0.0 9,63'1.9 9,633.9 42 9,621.4 1).Vii' 9,621. 1 9,621..4 50 1 5 -501.4 0.0 -501.4 -561.4 4[ -515.5 0.0 -515.5 -515.5 2 5 -2,573.9 0.0 -2,573.9 -2,57;3.9 42 -2,587.9 0.0 -2,587.9 2,50.9 3 5 -1,565.5 0.0 -1,565.5 -1,565.5 42 -1,57.3.6 I).I) 1,67'3.6 --1,579.1: 4 5 -2,587.0 0.0 -2,587.8 -2,507.0 42 -2,601.9 CI.Q 2,61)1.9 -21 GO I.'.i 51 1 6 -1,746.5 0.0 -1,746.5 -1,746.5 412 -1,762.2 0.0 -1,762.2 -1,762.2' 2 6 -7,393.0 0.0 -7,393.0 --7,393.i 1 P-FRAME Linear Elastic analysis results Str No. 03 RB37 Mar 91 00:59 am Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 1001 SPAN x 2151 o. c. RIGID FRAME L Q-Ad_CQnb1n tU2n_fti~y.t-i Mom Load Joint Axial shear Banding Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 42 -7,400.6 0.0 -7p408.6 -7,408.C 6 -2,777. 1 0.0 -2,777. 1 -2,777. 1 42 -2,792.8 0.0 -2,792.0 -2,792.8 4 6 -6,496.7 0.0 -61496.7 •6,4%.7 42 -6,512.3 0.0 -6,51 .3 -6,5 12.3 '2 1 6 60.0 0.0 60.4 6O.1:1 41 52.4 0.0 52.4 52.4 6 -9.7 0.0 -9.7 -9.7 41 -25.4 0.0 -25.4 -25.4 3 6 45.3 0.0 45.3 45.3 41 29.6 0.0 29.6 29.E 6 - 1.7 0.0 -1.7 •-1.7 41 -17.3 0.0 -17.3 --17.3 r3 1 6 1,015.4 0.0 1,015.4 1,013.4 40 999.7 0.0 999.7 999.7 2. 6 40187.4 0.0 4, 187.4 41167.4 40 4. 171.7 0.0 4, 171.7 4, 171.7 3 E 1,0'14.4 0.0 1,074.0 1,074.0 40 1,050.4 C1.0 1,05U.4 11650.4 4 6 3,423.7 0.0 3,423.7 3,423.7 40 3,408.0 0.0 3,408.0 3,400.0 '4 1 7 -470.6 0.0 -470.6 -470.6 40 -487.0 0.0 -407.8 --407.0 2 7 -2,433.4 0.0 -2,435.4 -21,435.4 40 -21432.6 0.0 -21452.6 ::,452.6 3 7 -1,408.2 1.1.0 -10,100.2 -1,400.2 44 -1,505.4 0.0 -11505.4 --10:°105.4 4 7 -21433.0 0.0 -2,453.0 2,453.x) 40 -2,470.2 0.0 -20470.2 -29470.2 5, 1 43 -1,502.0 0.0 -50:'.0 -50,2.0 1�► -520.7 0.0 �2U.7 -520.7 7 1 l3 -21123.0 0.0 -2, 123.0 -2, 123.0 40 -2, 141.7 0.0 -2, 141.7 -2, 141.7 3 0 110.0 0.0 110.0 110.0 40 91.2 0.0 91.2 91.2 4 0 - 1,411.0 0.0 •1,411.8 -1,411.0 40 -1,430.5 0.0 -1,430.5 -1,430.5 56 1 a 84.22 0.0 84.2 84.2 39 65. 1 0.0 63.4 65.4 2 ® 5t;.9 0.0 56.9 056.9 39 30. 1 0.0 30. 1 38. 1 3 8 00.0 0.0 00.8 80.0 39 62.0 0.0 62.0 6,1.0 4 0 62.0 0.0 62.0 62.�:► 39 43. .' 0.0 43.2 43, P FRAME Linear Elastic analysis resoilts 9tr No. 03 RPS 27 Ma, 91 ii0i ':1 um Softek Services Ltd BMETCO BUILDING ROOF TRl1SGEG 100' SPAN x 251 o. c. - RIGID FRAME Usd Q ination Roul.ti Mem Load Joint Axial Shear Bending Top Normal Bot NormAl No. Comb No. (psi) (psi) (psi) (psi) (psi) `J 1 8 12. 1 0.0 12. 1 12. 1 38 -6.6 o.1) -6.6 6.6 2 8 -61.0 0.0 -61.0 -61.0 38 -7'.j 8 p,0 -79.8 •79.8 3 8 -1,27[3.►) 0.0 -1,278.0 -•1,278.0 38 --1,296.7 0.0 -1,296.7 -1,296.'7 4 8 •-687.8 0.0 -687.8 -687.8 38 -70G.5 0.0 -706.5 -706.5 58 1 9 -447.0 0.0 -447.0 -447.0 38 -467.4 0.0 -467.4 -467. 1 2 9 -2,329.7 0.0 -2,329.7 -21329.7 38 -2,350.0 0.0 -2,350.0 -2,3g0.1) 3 9 -1,426.7 0.0 -1,426.7 -1,426.7 38 -1,447.0 0.0 -1,447.0 -1,447.0 4 9 -2,348.8 0.0 -2,340.8 20340.8 38 -2,369.2 0,i► -2,369.:? -2,369.2 .�� 1 10 39n.,,. 0,0 390.4 390.4 38 368.5 (),0 368.5 363.5 2 10 10620.5 0.0 1,62(' S 10620.5 38 1,598.7 0.0 1,59.j.7 1,59B.7 3 10 2,209.0 0.0 2,209.0 2,209.0 38 2, 187. 1 0.0 2, 187. 1 21187. 1 4 10 2p222.3 0,0 20222.3 2p222.3 38 20200.4 0.0 2,200.4 2,200.4 GO 1 10 52.6 0.0 52.6 52.6 37 30.7 0.►) 30.7 20.7 10 -18.9 0.0 -18.9 ••18.9 37 -40.8 O.0 -40.8 -40.8 3 10 13.3 ,►,(► 13.3 13.3 37 -8.6 1).4) 18.6 -0.6 4 10 -20.7 0.0 -20.7 -20.7 37 -42.6 0.0 -42.6 -4Z'.6 G1 1 10 -721.6 0.0 -721.6 -721.6 36 -743.5 0.0. -743.5 -743.15 2 10 -3, 171.15 0.0 -31171.6 -3, 171.6 36 -3, 193.4 0.0 -3, 193.4 -3093.4 3 10 -3,024.3 0.0 -31024.3 -3,024. 36 -3,046. 1 0.0 -3,046. 1 -3,046. 1 4 10 -3,710.4 0.0 -30710.4 -3,710.4 36 -30732.3 0.0 -3,732.3 -3,732. 62 1 11 -442.3 0.0 -442.3 -442.3 36 -4G5.7 0.0 -465.7 -465.7 11 -21 29E.4 0.0 -2,298.4A.t:913.4 315 -2,321.8 0.0 -2,321.8 -2,321.8 3 11 -1,412.2 0.0 -1,412.2 -11412.2 36 -1,435.7 0.0 -1,435.7 -1,435.7 11 1RAME Linear Elastic analysis results Str No. n3 PBS 27 Mar 91 013t59 am Sottek. Services ltd SMETCO BUILDING ROOF TRU1,25ES 100' SPAN x 25' o. c. - RIGID FRAME LQ.a�- C�mb.�IL11r.1Q1L�iSll� Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 1 it --2,319.3 0.0 -2,319.3 -2,31-3.3 36 -20342.0 0.0 -2,34---.13 -20342.0 1 12 761.3 0.0 761.3 761.3 3% 736.3 0.o 736.3 736.3 2 12 3,090.2 0.0 3,090.2 3,090.: 36 3,065.2 0.0 3,065.2 ,('165. 3 12 2,636.9 0.0 2,636.9 2,636.'3 36 2,011.9 0.0 2,611.9 2,611.9 4 12 3,445.8 0.0 3,445.8 3,445.0 36 3,420.8 0.0 3,420.8 3,420.8 G4 1 12 761.3 0.1.1 761.3 761.3 3G 736.3 4.0 736.3 736.3 2 12 3,090.2 0.i► 3,090.2 3,090.2, 3G 3,065.2 !i,!i 3,065.2 3,065.2 3 12 2,636.9 0.!i 2,636.9 2,636.9 ^a; 2,611.9 ii,i► 2,611.9 2,611.9 4 12 3,445.13 ;:►,0 3t445.8 3,445.U 3G 3,420.8 o.() 3,420.8 3,420.8 65 1 12 1,093.8 0.0 1,09x.8 1,093.8 34 1,068.0 0.0 1,068.8 1,060.0 2 12 4,484.6 0.0 4,484.6 4,,104.G 34 4,45-3.6 0.0 4,459.6 4,459.C 3 1 2,640.5 010 21640.5 2,640.15 34 2,615.5 0.0 2,615.5 2,615.5 4 12 4,410.3 0.0 4,410.3 4, 110.3 34 4,385.3 0.0 4,285.3 4,385.3 GG 1 13 -428. 1 0.0 -42A. 1 -428. 1 34 -451.5 0.0 -451.5 '-'451.5 2 13 -2p238.9 0.0 -2,38.9 -21230.9 34 -2,26.%4 0.0 - ,26 .4 -21,262.4 3 13 -1,373.9 0.0 -1,373.9 -1,373.9 34 -1,397.3 0.0 -1,397.3 -1,397.3 4 13 -2,259. 1 0.0 -21259. 1 -2r 259. 1 311 -2,282.5 0.0 -2,20<:.5 -:,282.r5 67 1 14 -707.3 0.0 --707.3 -707.3 34 -729.2 0.0 -729.2 -729.2 2 14 -3, 115.7 0.0 -31115.2 -3, 113.2 34 -3p137.0 0.0 -3, 137.0 -3j1:37.0 3 14 -1,727.6 0.0 -1,727.6 -11727.6 34 -1,7,19.5 0.0 -1,749.3 -1,749.5 4 14 -3,023.4 0.0 -30023.4 -3,02D.4 34 -3,045.2 0.o -3,04tS.2 3,i►.4 Flt) 1 14 61.9 0.0 61.9 G l.j 33 40. 1 0.0 40. 1 .10. 1 t-1 20.3 0.0 20.3 20.D P-FRAME Linear Elastic analysis results Str No. 0� RBS 27 Mar 91 am Softel, Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 251 c. RIGID FRAME ��"1-�41RkP� .lglL 98111It i Mem Load Joint Axial Shear Bending Top Normal But Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 33 -1.6 0.0 -1.6 -1.6 14 27.7 0.0 27.7 27.7 33 5.9 0.0 5.9 5.,1 .1 14 13.6 0.0 13.6 13.6 33 -8.3 0.0 -0.3 -8.3 F19 1 14 361.8 0.0 3G1.8 361.0 32 339.9 0.0 339.9 339.9 2 14 1,504.7 0.0 1,5)4.7 1,504.7 32 1,482.9 0.0 1,482.9 1,402.9 3 14 695.5 0.0 695.5 695.5 32 673.6 0.0 673.6 673.E 4 14 1,385.9 0.o 1,385.9 1,305.9 32 1,364.0 1-1.0 1,364.0 1,364.0 7!) 1 15 -445.6 0.0 445.6 -445,6 A. -465.9 0.0 4L5. ) •165.9 2 1; -2,223.6 0.0 -2p323.6 -2p3`3.6 32 -2,343.9 0.0 -2,343. j -2p3,13.13 3 15 -1,414. 1 0.0 -1,444. 1 1,444. 1 32 -1,464.11 0.o -1,4G4.4 -1,464.4 4 15 -:,353.3 0.0 -2,353.3 -20353.3 32 --2,373.6 0.0 -20373.6 -2,373.6 71 1 16 10.6 0.0 40.6 40,L 3:' 21.9 0.0 21.9 16 53.9 0.0 53.9 32 35. 1 0.0 35. 1 35. 1 3 16 346.5 0.0 3.16.5 346.5 32 327.8 0.0 327.8 327.0 4 16 203. 32 184.8 0.0 184.8 184.8 1 16 83.9 0.0 03.9 03.13 31 65.2 0.0 65.2 63.2 2 16 56.0 0.0 56.0 56.0 31 37.3 0.0 37.3 37.3 3 16 54,3 0.0 54.3 54. 31 35.5 0.0 35.5 35.5 4 It V.2 0.0 48.2 4G. 31 29 .4 0.0 29.4 29.4 73 1 16 -535.4 0.0 -535.4 -535.4 30 -554. 1 0.1) -554. 1 -554. 1 2 16 -20157.7 0.0 -2t25'/.7 -2g257. 7 30 -2,276.5 010 -20276.5 -2,276.-1 3 16 -1,770.9 0.() - 1,770.9 -1,770.9 30 -1,789.7 .ij -10789.7 -1,789.7 4 16 -2,444.9 0.o 2,444.'3 -2,444.'3 30 -2,463.7 0.i► :,163.7 -2,463.7 P -FRA:IE Linear Clastic analysis results Str No. 03 RETS 27 Mar 91 08:59 am Softek Services Ltd SMETCO BUILDING ROOF TRUSSES 100' SPAN x 25' o. c. RIGID FRAME Load ComUa t"n Result■ Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi: (psi) (psi) (psi) 74 1 17 -4[71. 1 0.0 -4171. 1 -47`1'. 1 .lo -48B.3 o.0 -488.3 -4©0.J 2 17 -2,437.4 0.0 -2,437.4 -2,437.4 31) -2,454.6 0.0 x,454.6 -2,454.6 3 17 -1,519.7 0.0 -1,519. 7 '1,519.7 30 -1,536.9 0.0 -1,536.9 -1,536.9 4 17 -2,47o. 1 0.0 -2,470. 1 -2,•171 i. 1 .� -2,487.3o.Q -2,487.E <,407.3 75 1 18 1,052.3 0.0 1,0522.3 1,052.3 30 1,036.7 0.0 1,036.7 1,1.136.7 18 4,336.5 0.0 4,336.5 4,336.5 30 4,320.8 0.11 4,3320.0 .4,320.E 3 1B 3, 159.4 0.0 3, 159.4 3, 1x9.•1 3U 3, 143.8 0.0 3, 143.8 3, 1.13.H 4 1B 4,569.0 11.0 4,569.0 44,55J. ,569.11 ill 4,553.4 i►,ti 4,553.4 4,5 JJ.4 76 1 18 67.3 0.0 67.3 67.3 29 51 .7 0.0 51.7 51.7 2 18 -12.4 0.0 1'.Z.4 -28.0 0.0 -2B.0 -213.4 3 IB 6.7 0.0 6.7 6.7 29 -8.9 rl,o 6.9 -0.9 4 18 -22.0 i 1,Cl2,p -2:?.B -38.4 0.0 0 -30.4 X0.4 77 1 18 --1,790.6 0.0 --1,790.6 -1,790.G 28 -1,906.2 0.0 -1,806.:: -1,B06.::. 2 18 -7,570.8 0.0 -7,5711.8 -7,570.8 28 -7,506, (").o -'7,`86.5 -7,506.S 3 1B -5,262.8 0.0 -5,262.0 -512162.8 28 -5,270.5 i i.() -5,178.5 -5,278.5 4 18 -7,861.9 0.0 -7,01,1.9 28 -7,877.5 0.o -7,877.5 -7,877.5 78 1 19 -502.3 0.0 -502.3 --50'2.3 28 -'516.3 u.1_I' -516.3 -516.3 2 19 __2,577.2 0.0 -2,577.2 -2,577.2 .B -2,591.3 0.Q -2,591.3 1.3 - 591 t, .3 3 19 -1,611.'3 0.i► -1,611.9 1,611.'1 28 - 1,626.o 1).o -1,616.0 -1,6'26.1) 4 19 -2,613.3 1).o -2,613.3 -2,613.3 28 -2,627.4 0.0 --2,627.4 -2,627.4 79 1 20 2,583.5 0.0 2,583.5 2,583.5 20 2,571.0 0.0 4,371.1-) 571 .1.1 2 2^ 10,850.6 0.0 10,850.6 10,850.6 9 1 .'?''8. 1 0.0 10,838. 1 1f),033. 1 3 �0 : , ,�1.: 0.0 7,451.2 7,451.2 28 7,438.7 1!.0 7,438.7 7,438. 11 P- FRAML Linear Elastic analysis results Str No. 03 PD!? 27 Mar '31 00:1),j am Softek ServiLes Ltd SME1CO BUILDING ROOF TRUSSES 100' SPAN x 2- o. c. - RIGID FRAME �...4!!1._�91t1�lA�1S2iL 13�RMI�4 Nosh Load Joint Axial Shear Be;-.ding Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (P%i) 4 20 11,217.7 0.0 11,:1.17.7 11,217.7 28 11,203.2 0.0 11,:'_0r5.2 11,205.2 no 1 20 52.7 0.0 52.7 52.7 27 40.2 0.0 .10.2 46.2 2 20 -67.0 0.0 -67.0 -67.0 :17 -79.5 0.0 -79.5 -79.'5 3 20 -30.9 0.0 -30.9 -30.9 27 -43.4 0.0 -43.4 -43.4 4 20 -78.8 0.0 -70.8 --78.8 27 -91.3 0.0 -91.3 --91.3 81 1 20 -3,864.9 0.0 -3,864.9 26 -3,877.4 1).0 -3,877.4 -3,077.4 2 20 -16,403.3 0.0 -16,403.3 --16,403.3 26; -16,415.8 0.0 -'16,415.8 -16,415.8 3 20 -.11,085.7 0.0 -11,085.7 -I 1 7 26 -11,098.2 0.0 -11,090.2 -11,098. 4 20 -169879.2 0.0 -16,879.2 26 -16,891.7 0.0 -16,0,31.7 -16,8'31.7 82 1 21 -499.8 0.0 -499.8 --499.8 26 -510.7 0.0 -310.7 -1510.7 2 21 -2,552.7 0.0 -2,552.7 '-2,552. 7 26 -2,563.6 0.0 -2,563.6 -2,563.6 3 21 -1,585.5 0.0 -1,!505.9 -1,585.9 26 -1,596.13 0.0 -1,5'36.0 -1,5-jG.0 4 21 -2,502.5 0.0 -2,502.5 -2t502.5 26 -2,'193.4 0.0 -2,593.4 .-2,593.4 83 1 22 51317.3 0.0 51317.3 31317.3 26 5,307.9 0.0 5,307.9 51307.3 j 2 22 220478.2 0.0 22,48.2 22, 178.2, 26 22'j 460.9 0.0 22:',468.9 3 22 15, 117.0 0.0 15, 117.0 15, 117.0 26 15, 107.6 0.0 15, 107.6 15010'7.6 4 22 23,087.9 0.0 23,0137.9 222 087.9 26 230078.5 0.0 23,078.5 23t078.5 84 1 22 -531.2 0.0 -531.2 -531.2 25 "540.5 0.0 -540.5 -5"111.5 2 -20271.8 0.0 -2,271.8 --2,1271.0 25 -2,281. 1 0.0 -2,201. 1 2,81. 1 3 22 -10514.5 0.0 -11514.5 -11514.5 25 -1,523.13 0.0 -1,523.8 -1,523.0 4 22 -2,328.3 0.0 -2,328.3 -2,328.3 2S -2,337.6 0.0 -2,33-1.6 •-2,337.6 85 1 357.0 0.0 357.0 357.0 2:4 3.17.7 0.0 3.17. 7 '511;7.7 22 ,-111 .5 0.0 1,411.5 1,411.5 V FRAME Linear Elastic analysii results Str Nci. 03 RFS 27 Mar 91 i)8-.5'j L a, • Softel( Services Ltd SMETC� BUILDING ROOF TRUSSES 1001 SPP4 x 25' u. c. - RIGID FRAME L2Ad-&2mbliAtion Res Its Mem Load Joint Axial Shear Banding Top Normal dot Normal No. Comb No. (psi) (Psii) (psi) (psi) (psi) 24 1,40-2.2 0.0 1,40-2.2 1p402.-- 3 2i 910.6 0.0 13W.G 91u.L 24 `001. .` 0.0 901.2 501.1-1 4 22 1,424.7 0.0 1,424.7 1,4'24.7 24 1,415.3 0.0 1,415.3 1,415.3 86 1 25 -540.6 0.0 -548.6 -540.6 46 -629.3 0.0 -628.3 -628. " 2 25 -2,297.5 0.0 -2,4-97.5 -2,297.5 46 -2,377.2 0.0 -2,377. -2,377.2 3 25 -1,536.5 0.0 -1,536.5 -1,536.5 46 -1,616. 1 0.0 -1,616. 1 -1,616. 1 4 25 -2,354.2 0.0 -2,354.2 -2p354.2 46 ,433.9 0.0 2,' t?.9 -.',433.9 87 1 1 -49[. 1 0.0 -4'3t;,. 1 -.4'36. 1 45 -575.8 0.0 -575.8 --575.f) 1 -2.078.3 0.0 -29078.3 -2,4)70. 45 -20158.2 0.0 • 2, 138.2 -2, 158.t' 3 1 -1,256.0 14,205.5 12,949.4 -15,461.5 45 -10335.7 0.0 -11335.7 -1,335.7 4 1 -2,062.8 71102.7 5,03'3.'3 -9016-1J.6 45 -20142.5 0.0 -21142.5 -2, 142.5 Mc-tes: 1. A,,A al stress is positive for tension. ?. "hcar stress is positive for positive shear. :]. beiidiny stress is for top of member . Bending stress is positive for ten:;ion. a, l--,h N•:,rmal stress = Axial + Bending. Bott--m N-Drmal stress = /\-,ial - Bending. P-FRAME linear Elastic analysis results Str Nu. 1:13 RDS ::1 Mar 91 011059 am CVR PA ASSOCIATES SKE r NO I OF 8255 SW Humiker Rd. CALCULAIED BY--.-(- TNUARD, OREGON 974-23 (503) 6249009 CHECKFD BY SCAt E .......... �.Upc 7.:5P4j;!o4D4, .........» .. .......... . ............. .................. .............. .......... Ir-1 4 . ...Q -c ca--J se) ..................... ............ U 1-4 flE'L D I OIL."�4- ............... ....................... .. . ......... Zs X— .. ........... ........». ..._.... .__,. ..__... C7 To u Y ...... ...... C-T .......... r . .... ........ ................................. ............... ......... Joa- 05- CVR & ASSOCIATES SHFIET NO,- z OF- 8255 SW Hun.-iker Rd. 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Ll ........... .................. ...... ........... ........... ...... ......... . ........ p ............. % ....... ........... ............. ...... ........ ............ .................... L V ................................... ....... ............... 4 970 7 ................... . ............ "v Nil 0( . ............... .......... I c- -1 .. .... .......... ........... ........... ......... -14............. ......... ............................ ........... . ............. Wf .................. 9. It .. .... ............ ... ... ... .............. .. ........ ........... ........... ............ 12.94 V-7 . ............ W, IIS ....... ........ t7 Z/ lo 7. M, 1 i hrunjwI IN*MWIS I ftftg AW.k.r~Mw 01411 h(kw"M jail I#fl I go M t= Joe CVR & ASSOCIATES WiEv No OF 8255 SW Hunziker Rd. CALMATED SY UATI 4 TIGARD. OREGON 97223 (503) 624.9009 CHECKEL)BY— DAY1, SCALE T L) ................. .. .............. .. .. ..... ....... ... . .... ........... ............... ............. p / .. ... ......... .................. .......... .. ................. Fr..i .......... .. . ........ ....... ....... ............. ...... ......... ..... AE.............. ......I Zc .................. .......................... ............. ................ .......... ... ................. D .............. ........ ....... ......................... LL n.A p ff ............................................................. ....... ..... ... . ........ ... .......... .......... ... ......... . .... ...... .......... w."a 00411 1.&&FWA IMI Mi I M MON CVR & ASSOCIATES SHEET NO. of 82')5 SW Viunziker Rd. CALCLIANDRY-_ TIGARD, OREGON 97223 OATE_ (503) 624.9009 CHECKeD BY DATE WALF XI + ............ ...... ....... - © ........ __..w ..._.. ... ........... d _.:.:: __ __ _._ ......... '27 7 = _05-45T N _. . _ ... ......... . __ ......... ._.__ ._..... ._ ..... _�_.....__. _... _. . ___ = ......_ ..... .......... ... ._...._. 4 1 IL.... ...... ....... ...... to ............. ....... 14 ................. ....................... .......... ............ ........... ................. . -_ )( oUlco 5 .................. W/.. ........... -4, ........... ....... ......... -us .... ...... ­............. . ................. Table el. Square Spread Footings' 11• 150.000 Od A419tO4e10 Of 0.4w Oy ACI 316$31 C• r.eoo al � 1 1 n • 101 1,• 1!1561 A11 .,• t./1; eecllen IYOr M1I- .- � t 1 e l • 5.000011u • bw le e•cnan '!OI 0000 ---L,----�-_ � - _ _ _ •��.� t .psi 1n• f1N 1.• )eeA /�• IIN �1�• 1000 A rq. Iw•+ pA ♦ 1 wale• n Iw•1 a A 1 w•Ir• n/ )wN ry 1 Iw n+• rl• ►w•1 r+k 1 1 r u.. rH+\ Irk W r/IIA I.wk W rLAIY 1...1 rl r1AtY I.r♦ 1 • flrM ♦IM ►IM V. M. /wA•.I flrM ►Iw \IW u W. Ira r.r 11-Iw YIW Y.y. M In t..M r,r fl.In YIW A11. 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It 10 I{ 1 , t-{ M 11 .n If 1 • 1 t M Ik 10 µ • • 1 A 1115 !0 10 It 1 I 1{ Itf It 10 11 1 { to 0 100 Itl In 11 ♦ t 10 O fee 11 10 11 1 I 10 O 6150 14 10 10 1 1 10 O Ifo I1 IQ 11 • 1 10-A 110. 11 10 11 I 1 10 1 110 t! 10 70 1 t l0{ "1 1 1 10 is • f 1a 1 IIf b 10 19 1 In 11 O UI IA 10 1/ • I 11 O III Il 10 11 • 10 11 O IU /1 10 11 1 1 II O 1.1 to IU 10 / IM1 11 0 I11 )0 10 I• 11 t0 11 0 111 11 10 11 1 l0 11 1 IM M 10 I1 • 10 11• 11♦ 1.0 14 N 10 11 1 10 U D IM 17 10 I• 1 10 Il D 11♦ 11 10 11 1 10 Il 0 71: 10 10 1! ' f 19 IJ-♦ 110 1/ 10 11 • 10 U{ IY 11 1J 11 • 10 II A 1N AI to /• 1 10 U• 1µ Al 10 1) a 11 y 0 Nt A) 10 10 t to U O 111 Af le 1 0 r II q0 1N 157 11 !1 :10 0 10 I)-0 tµ tl la 11 10 11{ 1.15 N 10 11 1 le y 0 Iy w IA 150 • 11 111 Irl 1r 11 11 11 1• I)-1 Iq /1 le 115 I 11 IAO IM µ 10 !1 a 11 10 0 I1 /1 l0 71 10 19 IAO IN N U :• 1A 11 u 0 Aµ 01 '1 11 1• 11 I/O 111 M 10 1/ t 11 If O ii1 1! 10 tl 1 11 19 o iii to 4 11 U It N-0 11\ N 11 1. Iii 11 9.11 /•.•wr..),Om 0.1 _ bll pw•lae.0.000 NI )N N 1 u le t 0 f-o i0 1 N le f• 1 t o It f eo le f r• �)0.T...nTl a 10 f 0' 1 11 1 11 1• ) ! 15 1 ff f 10 10 1 f 15 1 11 P Ia la 1 f 1♦ fl 1 to le 1 0 r•0 fl ) 10 I! 1 • A O 41 1 In le 1 • 0 O •1 9 10 :e ♦ } A o {1 1 10 to 1 ) ••• M 1 N 1• • 1 •1 11 f 10 to • { A 0 01 f 10 1) t ♦ • •-e 150 1 1• 11 1 1 15 0 150 1 le 10 1 1 L 0 11 Y Ir I) 1 1 15It 0 II 1 10 1! 1 l `n 11 1 1• y f ► f{ {I • le 11 1 1 f In IA t • 1♦ t1 f In 11 1 h 1 N 11 ! ► A O h 1 t0 It 1 1 1 01 IaII1 1P In It • ► 1 0 701 I I In 11 1 I e♦ of / 10 U 1 1 {• q 1 le I1 1 1 11 171 1 In 11 / 1 0 1 11r t In Y A I 1•e Ia t le If 1 1 I o to t l0 11 A • 1 0 AI 11 1n 1/ 1 • 10 141 In la It r I I•{ 111 11 10 Y t I 1 0 III It to II 1 t 1• 1♦t :1 le 1• • / 1 1 u r 151 In It A t t 111 In 10 11 1 • /7 If/ 11 10 u • tl t o IM IF to It A • 0 0 In t♦ to 1n 9 • LAI IAI IA I0 11 • • /1 IAf IA 10 10 • • •{ tll N la 71 10 t •♦ 111 11 la tl • 1 1-0 1.1 It l0 It 9 1 )0 111 11 10 11 1 f t n 15.1 11 II 11 11 A 1 0 141 11 l0 I) I t t-a 101 IA 10 11 "1 / t 0 lot 1) 10 10 t 1 ►0 111 11 11 11 10 t 1{ 111 11 10 14 10 f 10-0 am t1 In 1! a 0 t0 O Ifo to 10 It I t 10 a toe 11 11 115 1• • 1.0 11 IF, )1 II 11 II • IW tll f) 10 I) ♦ 1 00 0 111 )a 10 11 A 10 l0 A "I 11 115 1 r 11 / :`• 171 N 11 11 11 t 11-0 /•1 I1 .1 11 I) A 11 O NI Yf l0 it 1 10 110 Nf N U Ie U t It I 11 U 151 10 to 11-1 609 11 11 11 I le 11 0 109 AO 10 14 0 to 11 1 f1I •1 I) 11 y t IIA )II M 17 !t 11 to I!-0 IN 115 Il 11 10 10 Il O IN tl 11 If 10 10 U o U1 N U )n U 10 40 all U 11 1► Il 10 q-t 111 fl y IA If 1 U 1 111 fl II IA 11 In U• Mt 61 If 11 11 10 .l 1 M1 151 y f) H le 11-0 111 11 U 17 y 10 If O lit It 11 )1 10 11 U n Ib1 •• 11 11 1) b 11 J Mr 015 N 11 IA 10 11-• Nf !• If It if 1• If A M/ at I! P1 Is to U♦ µl I) It 11 11 N 11 A Nt Il q 77 It AI IA-0 !M 11 Il r► Il 10 N 0 ,w 49 U •A M to µ• INN Y M 11 10 µ0 IN 61 It fl U 11 1A-0 471 11 µ )s 4 le 10• All h y 11 U 11 11 1 011 M Ir 11 N 11 V�• 111 M 11 19 N 11 Ihf •M 11 N II— 17 11 o AM M It M 11 11 t1 n 011 IM II 11 11 !1 115 O 011 N Y If 11 10 17'0 adjust Ino us*of 1..!e,000 pal, use406 of the lehul•Ie4 0le/1 are. end ch•c►compliance with acceptable un!t bond elru Asa, 212 TWII/I 4) � JrL vi VfA)r- M�U WW CJY-7F Wlou 44- "-' V.. 4 44 4r b'VT`1 x'1 ,5 1'0 �� X0, 11�' d we0. 1s y_ l W . _ 1 , r't' wr )(27A ' 0p C� w °n L= 10,E 11,4 Nao�'�ti i Wr ymf? t' w I.x = 25.5 It Cox - 1.00 OK TOP 1.6-14 2 0.919 ( 1.000 t "4 F— � le.)f n 41b = 7.0 It Fy = 36 ksi Cmy = 1.00 nK TOP 1.6-Ib - 0.943 ( 1.000 -tb - ".5 It Fy = I ksi Cbx = 1.00 Ok lOP 1.5-2 = 0.958 ( 1.000 Uf ° A.0 Ly = 7.0 It Fy = 1 ksi NO SIDESNAY OK tens flange = MY) ( 1.000 5 +inn Brod doplh tN bI tI rt Ixx Sxx rxx lyy syy ryy logic 14.1 16.;6 0.38 7.07 0.63 I.B4 659 81 6.68 37.2 10.5 1.59 0 9A.VF PI.AIES I CAP IMI till Irtl (Sxxl Syy top W M) 7.67 0.63 1.84 BI 5.25 4.4541 4.4541 `j-t—p C Nc t'Z 1J r= ifst- V 0,-zl' 7mAL wraq x zi,5 7 171e � e /'IP- 18,27 L r yr 7 'SG J Q Moo 50 Prx = 1/5.,12 4c: �� r -d,0K/Z r "7,77 (l- ". �nx /1,50 _7 i 9 7Z ' 0-qyd ,�o,iso =/,o ff, c /,350�. . C-7 ._ �`, /1s,1 _— . 19 1 � 1 a i N �' LAA 4 41 Pt i Q WIF�I► I V / V= 0.771 M =0,INZ. <<=) � �• p/47 k� M U V��•p2'Z M:: � kA04hm "Cw3"� �� • $�� L.-s 5,83 pr- 4 z�41 V 7- 4.915 M 00-1 tl4A Ems, )TEEL SMETCO ROOF TRUSS/RIGID FRAME 01/01/80 [ALT) m for MENU rev 05/18/88 INPUT/OUTPUT LINF I F 42 k Lx 21.5 It (Alt) h for HELPSUMMARY of Co and Cb Inputs 11xx 105.0 k-ft 41.11 21.5 It Fy 36 ksi Mix small 0 M2x small 0 Srdesw 0 rxx 0,0 k-ft -lb 21,5 ft KI i USE Cox 1 Use Coy I Use Cb I '11y 0.0 k-ft Ly 5,0 It Ky I Spans action area depth tw bf tf rt [xx Sol rxx lyy Syy ryy logic fbfl (tf) [rtl 'ivxl +12r 65 19.10 12.12 0.390 11.000 0.605 3.2B 533 87,9 5.28 174 19.1 3.41 0 87,9 Af (At) 12.00 0.605 3.26 7.260 7.260 NONE NONE 0 OK TOP 1.6-la z 0.807 ( 1,000 FMx, -Mx In Use 0V TOP 1.6-I1) = 0.765 ( 1,000 SPANS Not Attached Summary SPANS LOGIC SIEVE - ------) 0 MOMENT ---------- 00' TOP 1.6-2 z 0.793 ( 1.000 0 0 0 U #11 105,0 OF tens flange = 0.544 ( 1.000 0 0 0 0 -M 0.0 L tax 21.5 Lx in use = 11.5 It QUICK INPUT Lx it for QUICK INPUT Trib 0 It 0 k-ft w 0 k/ft^2 lmx,y Column Curvature Factors [Alt) o for MENU (INC 2 I (Alt) o for HELP (ASE I Sidesway CP .85 [Page Over] )) ICE does not warrant that the functions contained in this to %plate meet the user's requirements or that the operation of the pr nqr an (OSE 7 Cx x,y but not less than 0,4 be uninterrupted or error free. 11-s1311 0 Mly-sinal 0 smaller 47 la►gp 105 M2y 0 larger References are to the AM Eighth kdition Manual of 6teel C ngstru rnmputed 0.60 Computed 0.6 1511-1 1 115E_1my 1 0.6 - 0,4 IMI/M21 For information on Cm, see Section 1.6, page 5-77, and the L ^gment page 3-W through 5 170. ; ase ; calculations C,, !- Ce (= 1.00 ITransverse Loads) Psi Cox Coy from AISC TABLE C1.6.1 Three cases are to be considered in coiRputrng values of (fit A [O) I t ! pin-pin uniform (8 1-0.41 0.986 0.997 1 -0.4afa/F'e pin-fixed uniform Case I covers columns in frames subject to sidesway ',C (-0,41 0.986 0.997 1-0.0fa/F'e fixed-fixed uniform 1.0 1-0.2) 0.993 0.999 1-0.21fa/F'e pin-pin point load Case 2 applies to columns rot subject to transverse load[ '•E I-0.11 4,989 0.998 1-0,31fa/F'e pin-fixed point load frames where sidesway is prevented, 'F (-0,21 0,993 0.999 1-0.1'fa/F'e fixed-fixed point load Case 3 applies to a bean/column subjected to transv Ise 1 between supports, hi Pending Coefficient (Page Overl » -------- -- -------------------------------------------LINE 4 i See Section 1.5, page 5-22 for Ch. idasway 6 1 - sidesuay, n - hrared fraee (no jnint translation) Cb = 1 when the moment at any point in the unbrared length r gree "I stall 0 if any M greater than MI or M7 then Cbx = 1.0 than the mooentlsl at the ends of this length, 42 large 105 If frame brared against sidesway then Cbx r 1,9 Cnapnted 1.75 For cantilever beams Cbr. = 1.0 (conservative) Ch is computed for frames subject to joint translalinn (Side 11 Mill Vol as r M4� Polbti �84,1�� _ 44. ( T 4 Iu.4 / v• 0,1?�1�` M=0,y,Ib JgMs ► A ��, V c 4,81" _ w 1011).2 A � �-- rK � o,� sill a � (f 04x1z1,� bC`� I � c1r ---•N11xx�r� WAD LAM � ,� _ � � ��a ��b �2 73 �'$4*c12J4XIL c/1 w�/ ;4/44A325-F b�c I�N ��� o Co?�.i ►�- A-'2,8$ ol A '1•fb8 ok- rx Y 7,>8 rz /SA FLA JZJ7�D to 2�•'� In�(.�tEhv 5��p Ioqu� 0-0 L O,S�inS� 1►,1 (�.I'f>>�3 � 8,SII LFWN VW ern 'OIL b"llo K4 ` rtAT II,'i � I/ LLL 1,70 II�1 g µ„GN� � %Oww" N P• VVC. L_' 3'� la.24 w .741 JL4*K 3/ice ` v ' C,z11 P` i ; Aar-4,�1 - 251 I� I D,Blzxrz 26 3,7! ;ht>I " 3,3l j r r- 4- ZD,o ks1 , I 1,24 i`�q I � I 4- ►� 3h1 ,},I A Ibo.)f-O.1s 04A 41, F^ -rcr CK I III P" ►2'{ I`' "RVT7 I x25 i I 4,1+ I I A4 c 02 5x-4.`b 'I"Ix IIB I i :io.�F�.1 ::21,� m A P, I24 ---XAj IS �s► �G ! i4s,a I v INT '1 X 2G,5 00111 TOWN yr1�a►h Av ; I -�fi 7 i ir FA Tx I I I I + I I I ! I I P 6 'Zk.-I � I . �T r=..s I �- � 14,88; �i `•fro i4yeB A 7,2-1 1 �fi l I"6 2i 43"' -w0,817 1,0 r� �,�� ► � �Caxe s ; �� 3 r�,, .Am ; i �'r= 150, INTERACTION HUATIONS BOTTOM FLANGE 1011PRESS10N -----------------------------------------------.-----011ITY -M LINE i2 ux * I and Cbx for (1.6-1a) - I from above 1 0 10.181 152,9119 I,G lal fa/Fa + Cmxfbx/(I-(ft/F'ex)lFbx + Cey4by/(i-(fa/F'ey1IFby is cur 0,918 0.000 0.000 ■ 0.918 !.6-lb) fa/.6Fy + fbx/FbN + fby/Fby ■ sum 0.812 0.000 0.000 ■ 0.812 I.6-21 (a/Fa + fbx/Fbx + fby/Fby ■ fum 0.918 0.000 0.000 2 0.000 1p Flange in Tension 1 fa/Fa fbx-b/(0.6 Fy) + Cmy fby/(I-Ifa/F'ey)lFby ■ sum lange 0.918 0.090 0.000 -0.918 Ullttl % 9JIry .J JU1U@Unum 21.6 ksi 21.6 ksi 0.60sFy , ►'y 21.6 s<si 21.6 ksi top fig/bot fig's NOT EQUAL 5.1.4.5 Maximum value for Mix flanges in tension 24.0 21.6 ksi 11MMARy of VALUES for Fbi snd Fbs LINE l 11 Qic a 5 from outpuil row (row 81 This section tabulates allowable values for various shapes, 9rd y ape values corresponding to the shape logic value given in the s i ions. top_flg bot_flg top_flg bot top_flg bot row in the first window #111 be used in the interaction @qua Fbx_la Fbx lb Fbx la Fbx !b Fbx t-------- Fby---------- Fa 1 - 2 - 3 - 4 5 6 7 B 9 10 0 24,0 24.0 10.6 10.6 24,0 21.6 21.6 21,6 19.8 0 NF,S,N,HP 1 24,0 24.0 10.6 10.6 24.0 21.6 21.6 21.6 19.8' 1 C, MC 7 24.0 24.0 10.6 10,6 24,0 21.6 21.6 21.6 19.8 2 Reinforced Shape 3 24,0 24.0 10.6 10.6 24.0 21.6 21.6 21.6 19.8 3 Built-Up Shape 4 4 5 21.6 21.6 21.6 21.6 21.6 21.6 21.6 27.0 19.8 5 NT,61,NT 6 21.6 21.6 21.6 21.6 21.6 21.6 21.6 21.6 19.8 6 Rect Tube 7 24.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0 20.8 7 Tube/Pipe top_110 bot_flg top_flg bot top_flg bat Fbx la Fbx Ib Fbi la Fbx IbFb- t-------- Fby----------- Fa 21.6 21.6 21.4 21.6 21.6 21.6 21.6 21.0 19.8 S N1,S1,MT 1,6,1 4M INTERACTION EQUATIONS TOP FLANGE COMPRESSION ------------------CUR 6 Assoc. - SNEfCO bldg. NT 7UNITy 4M LINE 20 I 4, • I and Cbx for 11.6-1al ■ I n 1,6 This section Lalculates the Interaction equations for Sectio 11.6-1a1 fa/Fa 4 Cmifbilil-IfalF'exllFbN # Cmyfby1[HfalF'eyllFby • sumCombined Stresses, page 5-26. Both #Mxi and -Mix interaction equat osion 4.918 0.032 0.000 0 0.950 are calculated as well it an interaction equation for the to flangehi. 11.6-lbl 10.6Fy ibx/Fbx fby/Fby • sum it flan 0.842 0,028 0.000 a 0.810 Note that in sole reinforced beamlcoluen designs, the tensio n.6Fy. will govern. Allowable tension Hong@ stress is computed as 11.6.21 IalFa 4 fbx/Fbx 4 ft.;Fby • sue it 0.918 0.028 0.000 0.000 Bottom flange valuos will appear in the first window w!,en -N �i where falFa (• 0,150 applied. ottom Flange In Tension 'n 11/1`8 '+ lbs-b110.6 Fyl # Calf 1by/11-H UF'eylWhy • sue (longe 0,918 0.112 0.000 • -0,806 V.V Ilfl /IIIVIV rmx - Lea ry for don-Compote Members 1 20.9 1 11.666 bf/2tf ( 95/Fy".5 width-thickness unstiffened prof. element 41.5 Sol , 24,0 0.0 24.0 Fy (0.79 - 0.002 04/2tf) Fy'.5) top 24.0 Fy 10.79 - 0.002 bf/2tfl Fy4.51 bottom Ch_r 1.00 rrane braced against 1„ translation in Eq. 11.6-111 21 IINF. I yr non compact 41WIr not eeetirg 1.5.1.4.1 and '-tic'­of c.anr!Is bent about their NN ixis T-: 1l!ngr Bottom Flange T1.6 �al/11.6-Ibl r :.2 i I ► 1 if bfl2tt =( 95/Fy".5 0 0 0 f102,000►Ct,x/Fyl".5 (• I/rt I 1 I I/rt (• 1310,000§Cb/Fy)".5 Nhe. for non-cuepact member in l.S.1.4.5/2a ■ 3 11.5-mal 0.0 0.9 0.0 0.0 23.4 23.4 12/3 - Fy Wrtl"2/11,530,000Cb1 1 Fy top 23.4 23.4 12/3 - Fy ii/rtl"2/f1,330,000Cbl I Fy bottom 1.9.1.7. 1 1 1 1 if bfl2ti ■( 95/Fy".5 rl.;-6bl 0 0 0 0 1/rt )■ 1510,000Cb/Fyl".5 ilhere sun f1r non-coapact member in 1.5.1.4.5/2a ■ 2 11.5-611► 0.0 0.0 0.0 0.0 223.26 223.3 170,000 Cblll/rtior 11.5-6bl 223.26 223.3 Where compr!ysion flange is rectangular and approximately equal to CVR b Assoc. - SMETCO Bldg. NT 7126.5 LINE 1 41 The lrnsion flange and for channels in the 11 direction lop Flcnge Bottom Flanoe 11,6-tel/11.6-Ibl 1.9.1.2 1 1 1 1 bf/2tf(95/IFy".51 11.5-71 152.9 152.9 10.6 10.6 12000Cb/Ild/Af) top 21.6 21.6 10.6 10.6 12000Cb/1-Id/All bottom 1.5.1.1.5/211 for members not Included in /2a 1.9.1.7. 1 1 1 1 if bf/2tf (■ 95/Fy".5 /28 I 1 1 1 I/rt (v 1102,000aCbx/Fyl".5 ISa I I 0 0 lb(,76abf/Fy"0.5 w! lateral bracing at comp, flange (- lb More sum for nen-tompact member in 1.5.1.1.5/2b ■ 3 /2b 21.6 21.6 0 0 21.6 0.6 Fy 1,4,1.4 Mrximum value for Mxl flanges In compression Slender 0.0 0.0 0.0 0.0 Fbx 24.0 24.0 10.6 10.6 kai This line chooses the 1811194 allowable strias for symetrica I shop 115.1.4.3 BENDINO ABOUT the yy ANIS ---------------------------------------------LINE I 61 Symmetry 0 Top Fig got Fig I,S.1.1.1 0 0 61l2tf ( 65/Fy^.5 Fby for Doubly SymmetricalCompact Members /2 0.0 Wil 0.0 ksi 27.0 Fby • .75Fy 1,9.1.2 0 0 65/Fy".5 ( bf/2tf ( 95IFy".5 Fby for Doubly Sym. Non-Compact Members ►T.4 '1111 A,0 W 0.0 W 21,0 Fhv = FyIl.07S-0. mof/2tfire.S1 (e 213oFy nr 0.6rFy �o • i tar troves oraceo against Toint transtatlDn. Enter I for fries subject to sidesway or 0 for 5ideausy prtr ante '. ' Y t '• ;q' qRv , , . r COLUMN DESIGN ----------------------------------------------------- CYR L Assoc. - SMETCO Bldg. MT 1------------LINE 5 31.51 select the larger of kxlx/rx or kyly/ry I?6.10 (2aplcE/Fyl^,5 i This Lection computes (tie allowable stress on the gross sect. r31.8�6 (I-(IkL/r)42/(2iCr.^21)FF , :for Fs (1.5-21 axially loaded [Depression members whose cross sectir115 Beet 19.80 nu@/(1.66740.3751kL/rl/Cc-(0.115(kL/r)"3/Cc"3)1provisions of Section 1.9. 116.60 112 a pi^2 a E) /1?3(kL/r)"21 1.5.1.3.1 19.80 ksi If kL/r ( Cc then use (1.5-1! else, use (1.5-2)Allowable stresses for slender members are computed in the t 116.61 ksi 11140211E1 /(23(kxLx/rxl^11 (- 338.62 1.6.1 below the Built-Up shapes section. These calculations confo 157..9! ksi (12apf"A /(23(kyLy/ry)"21 (■ 338.62 1.6.1 Appendix C -- blender Compression Elements, pages 5-94 throu This part of the Template is combined into the spreadsheet t Wil[IF S ---------logic t USER menu or automatically when a tube, pipe, or T is select. 0.51 fa 18.18 ksi M_fbxt 0.6 top 19.010 klx/rx 31.91 M fbxb 2.4791 battus 6.00 kly/ry 31.15 fby 0 The General Values section calculates the applied axial and stresses on the member as wj:ll as other commonly used coeffi 6.11 top (111112til 0.19 bottom fM fbxt) 0 1.308369 throughout the template. 1.11 top (d/Ail 10-el bottom (M fbxbl 0 71.59 lop (IIntl 27.59 hottom IB.BivQl 60 in top (Lb) 60 bottom BENDING ABOUT THE XX AXIS ---- __.-•.____..__________••_ This section follDWS f40 on 1.5.1.1 Bending, pages 5-70 ihr ` r+ETIDING - GENERAL REGIVoEMENTS for CUMPACT SECTION Top flange mottos Flange 0 0 d/tw (- (610/Fy1.5)(I-3.71(fa/Fy)l when fa/Fy (■ .16 2 1 Mix (= 257/Fy^.5 when fa/Fy ) .16 "Wim- 51 4.1 ) STEEL CVR 6 Assoc. - SHETCO Bldg. O3/17/91 (ALT) m for MENU rev 05/18/88 INPUT/OUTPUT LINE I PI r 141 k Lx 5.0 it tAlt) h for HELPSUMMARY of Co and Cb Inputs +Mxx 1.0 k-ft 41-b 5,0 it Fy 36 ksi Ott small 0 112x small 0 Sides" 0 A.rx 0,0 k_rt -Lb s.0 It Kx 1 115E Cox I Use Coy ! Use Cb I MYY 0.0 k-ft LY 5.0 it Ky I Spans IN for 5ertion area depth tw bf If rt III SIT rxx lyy Syy ryy logic (bfl ft() Irll MT 7126.5 7,81 0.96 0,37 5.06 0.66 7.11 11.6 20.00 1.88 78.8 7.16 1.92 5 0.31 i 0 1.94 4.9 [bf) [if) (rt) (Sxxl Syy top Af W) 0.31 1.000 2.17 0.37 1 4.9 4.9 5.326 0.370 NONE NONE 0 m IR 1.6-1a - 0.950 ( 1,000 aMx. -Mx In Use DY TnP 1.6-ib - 0,870 < 1.000 SPANS Not Attached Summary SPANS LOGIC SIEVE --------> 0 MOMENT ---------- TOP 1.b-2 - 0.0n4 ( 1.400 0 0 0 0 +M 1.0 DY tens flange _ -0.806 ( 1.000 0 0 0 0 -M 0.0 L max 5 Lx in use = 5.0 it QUILT INPUT Lx it for QUICK INPUT Trib 0 it 0 k-ft IN 0 k/ft^7 (0!',y Colu rl Curvature Factors [Alt) ai for MENU LINE 7 ( [Alt) m for HELP t,A�F 1 Sidp;Nay Cm _ .85 {page Over) )) ICE does not warrant that the functions contained in this to I-plate meet the user's requirements or that the operation of the pr 7 Ce x,y but not (esti than 0.4 be uninterrupted or error free. 1'u -Rall 0 Mly_so41 4 smaller M; I;rp 9 I Mly 0 larger References are to the AISC Eighth Edition Manual of Steel C '"Rt,00 0.60 Computed 0.6 USE fmr 1 USE_Coy 1 0.6 - 0.4 IMI/1111 For information on Cm, see Sertion 1.6, page 5-77, and the C nniN9nt page 5-I17 through 5-120. rano 7, raln►Iations 0.4 <= Cm (- 1.00 (Transverse loads) Psi Cmx [my from AISC TABLE C1.6.1 Three cases are to be considered in romputing values of Cm: 0 (0) 1 1 1 pin-pin uniform A 1-0,41 0,950 0,952 1-9.41(4/1 'e pin-fixed uniform Case I covers columns in frames subject to sidesway ;C (0.41 0.954 0.951 1-P.04/F'e fixed-fixed uniform 1 1-0.21 0.975 0.976 i-0.20 a/F'e pin-pin point load Case 2 applies to columns not subject to transverse loadl '� (4,3) 0.963 0.964 I-4.30 a!F'e pin-fixed point load frames where sidesway is prevented, 'F [4.2) 0,915 0.976 1-0.2 0A/F'e fixed-fixed point load I Case 3 applies to A beam/column suhietled to transv or 9e between supports. rhx Bending Coefficient tPage Over) » -----------------------------------------------------------LINE 4 1 SirleswAy 0 1 = sidesway, 0 braced frame (no joint translation) time Section 1,5, page 5-22 for Cb, grpa Cb = I when the moment at any point in tip? unbrAced length i MI Small n If Any M greater than MI or M2 then Chx t 1.0 than the moment(sl at (hp ends of this length. 111 lame 1 If fra!re brayed against sidesway then Cbx = 1.0 Cmmputed 1.7r, For cantilever beams Cbx = 1.0 (conservative) Cb is computed for frames subject to joint translAlion ►side swayT. CGA K Assoc. - 5METC0 Bldg, 0.5/17/91 rev 02/21/B7 ►� = IWO k lx = 5.0 it Cox = 1.00 OK TOP 1.6-1a = 0.990 ( 1.000 1.0 k' +Lb = 5.0 it Fy = 36 ksi Coy = 1.00 OK TOP 1.6-Ib = 0.817 < 1.004 nr - 4,0 It, -Lb = 5.0 It Fy - I ksi Cbx = 1.00 TOP 1.6-2 = 0.000 ( 1.000 My = 0.0 k' Ly = 5.0 it Fy = 1 ksi NO SIDESMAY OK tens flange - -0.793 ( 1.000 Section ar-4 depth to bI tI rt Ixx Six rim lyy Syy ryy logic MT 6176.5 7.70 6.03 0.345 9.995 0.575 2.740191 17,7 11,35294 1.51 47.9 9,58 2.48 5 SHAPE PLAIES I CAP (bfi [til Irl) [Sxx) Syy tap Al IAf) 0,345 1 2.740191 3.54 3.54 5.741125 0.345 SIM. CVR b Assat. - SMETCO Bldg. 031)7191 rev 02127187 F 147,11 1 Lx = 5,0 it Cox = 1.00 OK TOP 1.6-la = 0.950 ( 1.000 +fix 1.0 1' 4Lb = 5.0 It Fy = 36 ksi Coy = 1.00 OK TOP 1.6-Ib = 0.870 ( 1.004 -Mx = O,n 1' -Lb - 5.0 It Fy = I ksi Cbr. = 1.00 TOP 1.6-2 - 0.000 ( 1.000 My = 0.0 k' Ly = 5.0 It Fy = I ksi HO SIDESMAY OK iens flanap = -0.006 < 1.000 �7F° `;pctlon Roo depth to bf tf rt Ixx Six rix Iyy Syy ryy logic Ml 7126.5 1.8[ 6.96 0.37 8.06 0.66 2.174405 17.6 20 1.88 28.8 7.16 1.92 5 SHAPE PLATES I CAP W l (tfl trtl (Sxx] Syy top At (Ail 0.31 1 2.174405 4.94 4.94 5.3196 0.37 5(FEI. CVR b Assoc. - SMETCO Bldg. 03/17/91 rev 02/21181 P = 142,0 k lx = 5.0 It Cox = 1.00 + !! TOP 1.6-1a = 1.050 ) 1.000 sMr = 1.0 ►' #Lb = 5.0 It Fy = 3n ksi Coy = 1,00 OK TOP 1.6-ib = 0.960 ( 1,000 -M� - 0.0 1:' -Lb = 5.0 It 1y = I ksi Cbx = 1.00 TOP 1.6-2 a 0.000 ( 1.000 My = 0,0 k' Ly = 5,0 it Fy = I ksi NO SIDESMAY OK tens flanue = -0,891 ( 1.000 Spttion atoI depth to ill if rt Ixx Sxx rxx lyy Syy ryy logic Of 71 24 7.01 6.895 0,34 8.01 0,595 2.162998 24.9 10.44444 1.57 25.7 6.4 1.91 1HAPE PLATES I CAP (bfl (if) Irt) (Sxxl Syy top Af [Ail 0.34 1 1.162990 4.48 4.48 4.77785 0.34 "r FI CVR 6 Assor_. - SME[CO Bldg. M I M I rev 02117181 P - 142.0 k Lx = 5,0 It Cox = 1.00 s !! TOP 1.6-1&, + 1.Hd� tN �Mt = 1.0 k' rlb = 5,A It Fy = 3b ksi Coy = 1.00 OK TOP 1.6-1h = 0.911 -Mm i 0.0 k' -Lb = 5.0 It Fy = I psi Cbx = 1.00 TOP 1,6-2 = 0,000 ( 1,000 My G 0.0 k' ly = 5,0 it Fy = I ksi NO SIDESMAY OK tens flange = -0.913 ( 1.000 lection area depth to b1 t4 rt fix Sxx rxx Ivy Syy ryy logic 41 81 25 7.31 R.j3 0.38 7.07 0,63 1.854590 42.3 22,38095 2.4 18,6 5.26 1.59 5 SHAPE PLATES I CAP (bfl (if) [rt) [Sxx) Syy top Al (Ail 0.38 1 1.0545•' 6.78 6.78 4.4541 0.39 SIEEI CVA k Assoc. - 5MFTCd Bldg, 03/11/91 rev 02121181 P = 142.0 k Lx = 5.0 It Cox = 1.00 OK TOP 1.6-1a • 0.898 ( 1.000 +hi = 1.0 k' 4Lb - 5.0 It Fy = 36 ksi toy = 1.00 OK TOP 1.6-lb * 0.807 ( 1.000 -Mx = 0.0 k' -Lb = 5,0 It Fy = 1 ksl Cbx = 1.00 TOP 1.6 0.000 ( 1.000 fly ■ 0.0 k' ty + 5.0 It Fy K I ksi NO SIDESMAY OK tens flange - -0,803 ( 1.000 tle" from w1t9128-5 8-38 depth115 0.43 7.12 0.715 1.869772 40.7 25,10309 2.41 21.6 6.06 1.6 lagi5 SHAPE PLATES I CAP Ihil (if] [rtl (Sxxl Syy top Af (All 0.43 1 1.969172 7.77 7.77 5,0908 0.43 I ,5 T 2 X I I WT�xL1 .- 10 fwD • gabs I i I I71 _ 00, WT W4 SII •, • � i I l i � I V 1 1 . r an C, NI GMS„ cw o4i Trc.use, LL, ac DL I✓1�I P,�R. 81�I � .i j , i I I I I i j I I I I T7x2o I i l I I 1 Z c I ! Tcp b -rTC/n C110RD i 1 i , ��! � ; I 1 44 12113�5 - 3xx 34 DIK14- aVS .1,401 /1 K: 1 JO u T-5 44. WeMP.I.S 85 11111 I - I Om PuTErL P-k!S�l. RIMS• 4o,3w i S 12-ISM .v 44,0- M* 4,4 Mac MAD Lc4D �Tc C.t 1c v-ra i � � � '��► � row 1,10 4 (T) I _! ' ; 8 tri ;It Ir All Ge• Oma- h e-'20 70� h,c 40 Ger rUArua 4U,aw 0 CAK40P T ri)4VNq R Zo j 0 D,7 (Of rte)(I J �asP) [,8G-�✓A ,- Sr�Jr �f I I `.� r 17 w14�9� r Wwo mwo 6UA W, 1,5Zt'F x 15 �rTJfpC. I �r 2I2.i-11 low µ/blLn �VJI L4. A'A JA ks .(�/ x•95 (?�) _ / f I. �+ 'I �. Y f � s i STEEL Cl lent 03/29/91 rev 02/27l;.- LI = 25.5 ft Car = 0.85 OK TOP 1.6-1a = 0.876 ( 1.080 +M/ = 140.0 k' +Lb ■ 25.5 ft FY ■ 36 ksi far = 0.85 OK TOP 1.6-1b 0.945 ( 1.000 -1x - 0.0 k' -Lb = 25.5 ft Fr a 1 kst CbI = 1.00 OK TOP 1.6-2 = 0.986 1 1.000 My = 0.0 k' Ly = 25.5 ft Fr a 1 ksi NO SIDESWAY OK tens flange 0.784 ( 1.000 :ection area depth to bf tf rt IMI SII rII Iyy 5yy ryv logic W12X 65 19.1 12.12 0.39 12 1.605 3.28 533 87.9 5.28 174 29.1 3.02 0 :HAPS PLATES / CAP (bf) (tf) (rt) (SII] Syy top Af (Af) 12 0.605 3.28 87.9 14.55 7.26 7.26 Q: U i.W91 'WT 9X27,5 WAIT Enter range to copy 10: Outpat2 A 8 C D E F G H i I Client _Saetco 03/29/9) 0 147.5 k LI 5.6 ft 13:06 3 +MIX 1.9 k-ft #Lb 5.0 ft Fy 36 ksi .MII 0.0 k-ft -Lb 5.1 ft KI 1 Myy 0.0 k-ft ly 5.0 ft Ky ' ;ection area depth to bf tf rt I:1 SII WT 9X27.5 8.1 9.055 1.39 7.53 0.63 1.96 59.5 27.55 [bfI (tf] (rtJ (SII] Syy top 10 0.39 1 8.6 2.2 1l 12 OK TOP 1.6-1e 0.968 ( 1,000 +MI, -MI In Use 13 OK TOP 1.6-1b 0.881 ( 1.000 SPANS Not Attached 14 TOP 1.6-2 = 0.110 ( 1.111 15 OK tens flange = -0.811 t 1.010 l6 1' LI In use = 5,0 ft 1° OU1CK INPUT LI ft 4 Trib 0 ft C u 0 Oft 0: '1 (W91 'T5 51 2 MENU CHOOSE-SHAPE R EU_ST P 1 PRINT SPANS GRAPH OTHER INSTRUCTIONS OVIT 4)ve cursor to the tables for choice and then calculate A 0 C D E F G H 1 1 Client ,5aetco 03129/91 63.8 k L► E..O ft 03:11 'nil 1.0 k-ft +Lb 6.0 ft F 46 kf! 0.0 k-ft -Lb 6.0 ft Yr 1 y 0.0 k-ft Ly 6.0 ft Kti Section area depth tw bf tf rt III SII IS 51 2 3.8 5.11 1,313 2.11 1.313 1.75 9.9 4.0 0 13 OK TOP 1.6-1b = 1.616 t 1.111 SPANS Not Attached It . TOP 1.6.2 = 1.800 t 1.eee 15 OK tent }lenge = -1.101 c 1.lee 116 04 17 Lr in use = 6.1 ft 1° OUICK INPUT LI ft !� Trib 1 ft 20 1 k/ft'2 29-Mar-91 13:11 AM CMD At: U IWo) 'TS 61 2 MENU CHOOSE—SHAPE R_5U 311 T PRINT SPANS GRAPH OTHER INSTRUCTIONS 01111 Move cursor to the tablet for choice and then calculate A 1 C D E F 0 H I 1 Client _Saetcp 13/29/91 2 v 53.8 k LI 6.1 ft 13:12 3 +MTI 0.0 k-ft +lb 6.0 ft Fr 46 kti 6 -MIN 0.1 k-ft -Lb 6,1 ft KI I S Mvr 1.1 k-ft lv 6.1 ft Kr 1 6 Section area d^oth ty bf tf rt III SII 8 TS 61 2 4.4 6 11 0.313 2.11 1.313 1.76 16.2 8.1 o � le ll 12 OK TOP 1.6-le = 1.926 t 1.111 13 OK TOP 1,6.1b 1.528 f 1,181 SPANS Not Attached it TOP 1.6-2 = d.0e1 t 1.111 15 OK tent flange 1 -1.926 c 1.011 16 17 LI in use = 6.1 ft it QUICK INPUT :r ft 19 Trib 1 ft 20 1 k/ft'2 29-Mer-91 13:12 AM CMD TUALATIN VALLEY FIRE & RESCUE VIM BEAVERTON FIRE DEPARTMENT 4755 S.W. Griffith Drive• P.O. Box 4755 • Beaverton,OR 97076• (503) '".'.(x1469• FAX 526-2536 February 19, 1991 John E. Smets 6830 S.W. Bonita Roar Tigard, Oregon 97223 Re: Smetce 6830 S.W. Bonita Rea4i Tigard, Oregon 61908-149-000 Dear Mr. Smets: This is a Fire and Life Safety Plan Review and is based on the 1988 editions of the Faire and .Life Safety Code (UBC) , Mechanical Fire and Life Safety Code (UMC) , Uniform Fire Code (UFC) , and other local ordinances and regulations. Plans are not approved. Please .revise and submit for review and approval . 1 . Over Area/Fire Flow: Building is over area per Uniform Building Code and required fire flow is in excess of the 3,000 gallon per minute limit by the Fire District Ordinance. Both of these problems can be corrected by fully sprinklering the building throughout with central station supervised water flow alarm and sprinkler tamper switches. 2. South and East Walls: Due to location on property line, the south and east walls shall be of not less than one hour fire resistive construction. Plans should indicate fire resistive construction and give full details on construction of the system. System should be spelled out as approved by testing laboratory (giving testing laboratory name and identification number) . All materials for systems shall be specifically spelled on plans including materials, fasteners, fastener spacing, etc. "Workft"Smoke DetectorsSave Live John E. .Smets February 19, 1991 Page 2 3. Exit'ng Second Floor Office; Second exit is required from the second floor office which does not pass through manufacturing/storage arras (warehouse areas) . 4 . Hydrant ReMaire�r ants: Fire hydrants are required within 250 feet of all portions of the building measured around the outside and along access roadways. If automatic sprinklers are -nstalled, then hydrant sparing may be extended to not greater than 500 feet measured as above. If building is provided with automatic sprinklers, fire department confection shall be placed so that it is not greater than 70 feet from a fire hydrant. Location of fire department connection and hydrants shall be approved by this department prior to installation. 5. Address e uire The tenant space number must be prominently displayed on the street front where it is readily visible to drivers and officers of responding fire apparatus and other emergency vehicles. UFC Sec. 10.208 6. fire EXCinauaj1s ier Reclu.,remerLta;_ Not less than one (1) approved fire extinguisher(s) with a rating of not less than (*) shall be provided for each (**) square feet of floor area or .fraction thereof. The travel distance to an extinguisher from any portion of the buildijig shall not exceed 75 feet . UFC Sec. 10.303 (*) 2AIOB:C - Dight and Ordinary Hazard 4AIOB:C - Extra Hazard (**) 3,000 - Light Hazard 1 ,500 - Ordinary Hazard 1 ,000 - Exf.r.a Hazard Notes Where flammable or combustible liquids are used, "B" ratings of extinguishers may need to be higher and travel distances shorter. See requirements in National Fire Protection Association Standard 10-1 . 7• Insuf , .ent Infornati.Qgg Insufficient information was given on the plans as to the nature of operation of this occupancy. Any hazardous materials, John E. 3mets February 19, 1991 Page 3 including but not limited to flamn,able a!►d combustible liquidn, shall be stored, dispensed and used in accordance with the fire code. MSDS sheets for such materials, With lists of quantities in storage and in use, should be submitted to this office and the City of Tigard Building Department for review to determine classification and one of the structure. 8. Limited Plan RNview: This E.►lan review is only a highlight of the overall detailed plan review that will remain to be completed, as total building and occupancy information ,is not readily available. Upon completion and correction of the above noted items, a complete and thorough plan review will be coordinated ai►d conducted with the City of Tigard and a more refined plan review submitted for corrections. 9. ,ADlaroVed Plane Qn Job S.iter_ One set of approved plans bearing the stamps of the building department issuing the construction permit and this office must ho maintained on the project site throughout all phases of construction and must be made available to building and fire inspectors for reference during .required construction inspections. UBC Sec. 303 10. Reaui_rftd_QccupancsY tificate: Prior to the use and occupancy of the project (space) , a certificate of occupancy or other written instrument of approval must be obta..ned from the building department issuing the construction permit. UBC Sec. 307 If 1 can be of any further assistance to you, please feel free to contact me at 526-2502. Sincerel 1 Gene B.irchill Deputy Fire Marshal GB:kw / cc: Tigard Building Department CITYOF TIIFARd OREGON February S, 1491 John E. Smets 6830 S.W. Bonita Road Tigard, OR 97224 Project: New Building 6830 S.W. Bonita Road Dear Mr. Smets: The plans for this project cannot be reviewed as submitted. Oregon laws require that buildings over 4,000 square feet be designed try an engineer or architect registored to practice in the Stcte -f Oregon. The only part of the suUnit_ted ple.ns that appear to be legally prepared are the plane for the building foundation. The foundation plans may requk a revision if the building to be placed differs in fabrication design fron that assumed by the foundation engineer. We would urge that the submitted plans be withdrawn and plans which meet the requirements of ORS 671.020 be prepared and submitted for review. If you have questions, or if we may be of assistance, please contact us. Sincerely, Jim Jaquq,/ Plans "iner FAX (503)684-7297 13125 SW Nall Blvd,P.O.Box 23397,Tigard,Oregon 97223 (503)639-4171 ---- a 77 a^ r f /Y` I 1 ..., . .. _ • �-,Ql.��^4,��i�D l''rl..Jyr��''+75� F,)i:aatz. �'�L.1�.tuW,9�J ... ..__ . w.. � �Jl�'.�T�.►►a�.� v(•'�'t�ittv, a,�n�l C'+�'�c�n�. ''�crar_�TV �auN�.�_ i .Q K� � TFa • 'F'AVav ( A L-"I 0 b A%-/� 0+: I t! tR , �i �� c�►�<,tF, r-, ).lo'T 5U 5V t C-1 c=...r.T -N e-ALI-U t-A i(z- A V&4 i ISPA �`_ ...1r (j�1'a'U���UC:.'iG.. 1.1C1.. K Tc:. "'� ) 1 � �.,� f'/j�fW.t�l..•..� [//1/ . � I/� I1XYiC�v �'�4 ' ' t 'Gl ' ti Vr '.r' C.. k,. . . •� ,�l.`�►.T�ti�LY C"� }� t i I � ,. a CITY OF T� 13115 SWifxUDra. PLNCK/RECT # / 4 TIGARD 1i��ac��-Wl PERMIT � - -- COMMUNITY D[:VELOPML'NT DEPARTMN:NT (503)&W4171 DATE ISSUED JOB ADDRESS: TAX MAP/LOT SUB: _ LOT: _ LAND USE: >( VALUATION: ti S°00 0 NAME: og P( l 't't c -►-S ` REISSUE OF: --- ADDRESS: _ 6410 - nlL'I 11�I) LAST REISSUE: _1160 ) . .- _1) 0(: `t 2'f-- FLOOD PLAIN/ PHONE: ��vo X60 `� i%A,� e;6,17-7 SENSITIVE LAND: /CONTRACTOR APP ROVA 5 REQUIRED NAME: �� �M"� t=, ��'1J % -.- PLANNING: ADDRESS: 6 7,0 Ste_aog1 r 1- ) ENG' 'EERING: .� 7-I �AR�? FIRE DEPT: PHONE: _ v� �6O'f t^ } 6 yo U(,c 7 _ OTHER: _ CONTR. BOARD =: EXP DATE: jTEt5 R U I KL0 SUt3CUN �Q13�: PLUMB: LIST/SUBCONTRACTORS: MECH: _ BUS TAX: ARCENGINEER v CALCULATIONS: NAME: �_. — _. TRUSS DETAILS: ADDRESS: _ OTHER: PHONE: PROPOSED BLDG. USE: 2�.Oc.VJ�C COMMENTS: -5Lf A; IV4,Fb -rif 4�lON�lh�a.�J� P,4✓fnfIV7 a�'7�a.V ��'�� �'►ir5� /.�=5�<NF� �.tY tVtV1MA)7' AN;� �r� �-;_ �ini�S1' AAI rJA' fee .jcL� rL xzlw-j Pl��.�� _ APPLICANT SIGNATURE Received By: _ :��i� _ Date Received: i-1 9 �r 1=�4,L.olG d S�Ad4. f�A� C... '$ t"r�l l►'aS • Z� I I ' SlijjA nt' '.!F(tOSiON CONTROL INFORMATION . GENERAL CONTR CTOR NAME&ADDRESS: CASEFILE NO.:___— zTQ11�1 r-- S�,A,ETS _ PERMITNO.:--_-- _ APPLICANT NAMI• AND ADDRE$§ EXCAVATION CONTRACTOR ti IIKT S NAME& ADDRESS: _ OWNER NAME AND AUDI 1F:T:Jr TELEPHONE NUMBERS:Ie.. —r APPLICANT: .T�eH ��A 'r PROPERTY DESCRI1170N: OWNERS 5Rw►4 _-_ STRFjEj ADDRESS AND CROSSTRF1?TllOCATED GENER,U_CON iRACIY)R: _ e c v al R-O EXr..AVATIONCON'I'RACi-OR_!! --- -_-- --- !kT S .QyO1 A --_-- STIF,/JOB;_ - LEGAL DESCRIPTION: ?A HR/Al-'TER HOURS EMERGENCY TAX lA"C NO.: CONTACT PERSON TT L, HO L: 1/4 SEC TION: M T vall/kIlt SITEt SV.E. ACRFSL DISTURBED/WORK AREA,ACRES: LOCATION&ADDRESS WHERE SI'OII..S (aS"�4'>t-r LEAVING Sill;WILL BETAKEN UVN OF QFA fr.) SITE RUNOFF DRAINS TO:(CIRCLE ONE) (NOTE:PFRMM, MAYBE RF.QUIRF.D) CATCII-BASIN DCPCH PIPE CREEK (CIRCLE ONE) PRIVATE PROPERTY "— --� PUBLIC RiGHT OF WAY EROSTON/SF�4ENTATION CON1R!IL (L-SC) 1;ASURES MINIMUM FSC REQUIREMENTS MiNiN41JM ESC REQUIREMENTS DTJRiNG CONSTRUCTION: FOLLOWING CONSTRUCTION: SEDIMFNTATiON FACiI_TTTES STABILIZE EXPOSED SURFACE STAIi1LUX-D CONS'IRUCTiON ENTRANCE REMOVE AND RESTORE TEMPORARY FSC PERIMETER RUNOFF CONTROL FACu'riES CLEARING AND r GRADING RESTRICTIONS CLEAN AND P.EMOVE ALL SILT AND DEBRIS COVER PRA(-nCFS ENSURE OPERATION OF PERMANT FACIL171 S CONSTRUCTION SEQUENCE OTHER _ O"iT FPR PLAN POR EROSION CONTROL PREPARED ANi)SUBMITTED W ACCORDANCE WTiiI-TFCC IICAL GUIDANCE HANDBOOK-. EROSION CONTROL PLAN DRAWING,AS REQUIRED,HAS PIAN CONST OC-17ON NOTES COMPLETE`INCLUDING EMERGENCY PHONE NUMBER. SCHEDUIXISTAGING FOR INSTALL AT1ON AND RI-NOVAL OF EROSION CONTROL MEASGRES,AND APPLICABLE STANDARD NOTES. I HAVE READ AND WiI MPLY W111I THE ABOVE AND WILL CONSTRUCT AND MAI NT IF MIiASl1R(S AS NECESSARY I'O cY TAIN SEDIMENT ON TIIE CONST ION Sflti. SIGNATURT•" • APPLICANT SIGNATURE•LTOWN17P • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • OITiCIAL USE ONLY. RECEIPT DATE ACCEPTED FEE NUMBER RECEIVED , a x�� y,, BY —_ I TY Or" T J GOF(D f,Ay t T NO. 1 "011069 C Hr`(.'K AMOUN 1 c 040. 4(j JON SMUTFt CASH AM(AIII'l r Q. 00 C 1.3 S) i 68':i(:( 3W FICIN f I A Pet). rlAYMEN7 DAT(.. t A'l/4210/qq,j supnI i v i sum TIGARD. OFA 'PlF,13SE OF, rAYMENT AMOUNT PAID cw uAYMP-41 AMIJUNT PAII) AN CHECK FE 1:K*15. "N.) THAL(111 1,1\1 VAL.L. 101- AM)I INT V,011) CITY OF TIGAItD NOTICE OF AmmDzD DECISION SITE DEVELOPMENT REVIEW - SDR 90-0015 VARIANCE - VAR 90-0020 SMETCO APPLICATION: A request for Site Development Review approval to allow construction of a 21,000 square foot warehjuse building with an attached 3,000 square foot office. Also requented is Variance approval to allow thc: parking area at the northwest corner of the site to remain gr_alrel rather than installing vavement and an 11 foot corner yard building setback where 20 feet is recpitred. ZONE: I-L (Light Industrial) Location: 6830 SW Bonita Road (WCTM 2S1 12AD, Tax Lots 200, 300, and 400) . DEgISION: Notice is hereby given that the Planning Director's designee for the City of Tigard has APPROVED the above Site Development Review and setback Variance requests subject to certain conditions and has DENIED the Variance request related to paving the parking area. The findings and conclusions op which the decision is based are noted below: A. FINDINGS OF FACT 1. Background A Director's Decision was issued on September 13, 1990 regarding this development proposal. After reviewing the decision, the applicant indicated that a variance was desired for the setback for the new building as shown on the site plan that was submitted as part of the original application. No other kind vas applications have been reviewed by the City regarding this property. 2. Vicinity Inf.ormatic:n The property to the south is presently zoned I-P (Industrial Park) , and is being developed by PacTrugt Corporation as an office/industrial park. All other properties in the vicinity are zoned I-L (Light Industrial) . To the west-, Roger's Machinery occupies the property on the opposite side of the newly constructed Sequoia Parkway which intersects with Bonita Road to the north. On the north side of Bonita Road, an industrial complex is in the process of being constructed. Finally, the Frcperty immediately to the east is occupied by Gevurtz Furniture. Bonita Road is designated on the Comprehensive, Plan aF; ) major collector street. 3. Site Information and Proposal The property is presently occupied by an industrial building that HOTIC? OF AMRNDED DECISION - SDR 90-0015/VAR 90-0020 SMETCO PAr1E 1 is 8,640 square feet in size. This building, along with the assoziated parking and truck maneuvering areae, is located prijrarily on the northern and eastern portion of the property. The southern section of the parcel is occupied by several sheds and miscellaneous material being stored on the site. Access to the property is provided by two driveways to a frontage road off of Bonita Road, which also ►serves Gevurtz Furniture to the east. Recently, a driveway access has been provided on Sequoia Parkway which borders the property to the Joest. The applicant proposed to build a new industrial building on the south side of the property that includes a 3,000 square foot office that would be a total of 21,000 square feet in size. Access will be provided by a 40 foot wide driveway to Sequoia Parkway, as well an a 20 foot wido drive on the frontage road on the north side of the property. It is intended that automobiles would enter the site via the northern driveway and use the 17 diagonal parking spaces provided on either side of the driveway immediately west of the existing industrial building. The applicant proposes the parking spaces on the west side of this driveway be left in a gravel condition. The remaining northwest portion of the property is intended for parking as well as for overflow maneuvering for trucks a:..' other vehicles. Since the Community Development Code requires that pavement be provided for all areas intended to accommodated vehicular traffic or storage, a variance is required in order to use a gravel surface. The new building is proposed to have an 11 foot setback from the Sequoia Parkway right-of--way line. Since the Community Development Code requires that a 20 foot corner yard setback be provided in the I-L zone, a variance is necessary for this aspect of the development also. The applicant intends to preserve most of the existing trees on the site. However, a detailed landscaping plan has not been submitted with the application. 4. Agency and NPO comments The Engineering Division has reviewed the .request and provides the following commo.. ts: 1. The site fronts to SW Bonita Road and SW Sequoia Parkway. Access to SW Bonita Road is from an existing driveway. Full street .improvements, including sanitary sewer service, was constructed along the SW Sequoia Parkway frontage as part of. the Pacific Corporate Center local improvement district. Sanitary sewer service has been brought to the site uith an 8 inch service line. 2. Approval of a variance requires meeting the criteria set out in subsection 18.134.050.A. Paragraph two of that NOTICE OF AME ZD DECISION - SDR 90-0015/VAR 90-0020 SMETCO PAGE 2 suboect.ion requires that there be "special circumstances that exist which are peculiar to the lot size or shape, topography, or other circumstances over which the applicant has no control, and which are not applicable to other properties in the name zoning district." The applicant has stated that a paved surface with curves would disrupt traffic circulation when trucks are parked at the proposed loading docks. This problem appears to result from the owner's use of the site rather than special circumstances peculiar to the lot. consequently, the requirements of paragraph two are not met. Furthermore, the requirement of. paragraph five requirinc, that the hardship be not self imposed is similarly not met. Accordingly, approval of the requested variance is not recommended. 2. The Unified Sewerage Agency has established and the City has agreed to enforce, (Resolution 90--43) Surface Water Management Regulations requiring the construction of on-site water quality facilities or fees in lieu of their construction. Requiring surface water quality facilities on small sites would result in numerous facilities that would became a maintenance burden to the City. Furthermore, the appitcant has not proposed any such facilities and there are no natural depressions or other areas of the site that are particularly suitable for a water quality facility. Regional facilities, funded by fees in lieu of the construction of these facilities would provide the required treatment with improved reliability and less maintenance. Consequently, a fee in lieu of the construction of on-sits water quality facilities should be assessed. The State Highway Division, tt.y Building Division, and Portland General. Electric have no objections to the proposal. The Tigard Water District also has no objection but the district does note that construction of the proposed warehouse building will require an additional water meter the size of which can he determined when plans are submitted. Tualatin Valley Fire and Rescue indicates that accesses appear to be adequate and that the building may need an automatic sprinkler protection to comply with fire flow requirements. Fire hydrants are required within 250 feet of the building or within 500 feet If protected with automatic sprinklers. Locations of the fire hydrants should be approved through the Tigard Water District. NPO 15 comments that it does not regard the approval of the variance for the parking lot paving as being consistent with surrounding parcels and development in the immediata area. However, the NPO feels that some short term relaxation of the standard may be appropriate. Finally, it also may be necessary for the applicant to find alternative ways for the parking area NOTICE OF AMMMXD DECISION - SDR 90-0015/VAR 90-0020 SMETCO PAGE 3 to be used so that vehicular blockages do not occur. No other comments have been received. H. ANALYSIS AND CONCLUSTUN This proponal '.ss been reviewed for compliance with thik, applicable sections of rhe Community Development Code. The review of these Issues follows below: 1. f-L Zone Requirements,. The proposal is consistent with setback requirements for the I-L zone, with this exception of the se`back for the new building adjacent to sequoia Parkway. The Community Development Code requires that a 20 foot front yard setback be provided but the proposal calls for an 11 foot building setback. The height for the proposed building is in conformity with the maximum height requirements of the I-L zone. 2. Outdoor Storage. The area immediately east of the existing building is not shown for any particular use on the site plan. However, after visiting the property it is apparent that thin area to intended to be paved. Alen, the plan indicates that several doors will open onto the 10 foot yard area to the south. The use of these doors and the 10 foot area between the proposed building and the property line is not apparent. The intended tine of these areas should be made clew; on an amended site plan. If they are to be used for outdoor storage, an acceptable method for screening should be included as part of the revised landscaping discussed below. 3. Landscaping. The detailed landscaping plan has not; been submitted with this application. Based upon the information shown, there are a number of modifications that will need to be reflected in the de*ai.led landscaping plan. The Code requires that 15% of the area of the property be devoted to landscaping. The plan shows that approximately 8% of the property will be landscaped. This 8% figure assumes that the northwest arer of the property to be used for both landscaping and occasional maneuvering area in not included. It appears the ; a number of trees on the site will be preserved. However, it is not clear how that will be done and which frees, if any, will be removed. The detailed landscaping plan should contain a number of items. Street *-reel along both Bonita Road and Sequoia Parkway frontages , with a minimum diameter. of 2 inches at 4 feet above grade should be provided. The spacing of these trees should be between 20 and 40 feet depending on the mature height and size of the trees chosen. The Code also requires that trees be provided within and around the parking and loading area at a ratio one tree per seven parking spaces. It Is possible to utilize existing trees to meet these requirements. Scrgeninq using fencing, walls, and/or landscaping material is ner-essary for any NOTICE OF AMENDED DECISTON - SDR 90-0016/VAR 90-0020 SHFTCO PAGE 4 outdoor storage areas. Finally, the plan should have a minimum landscaped area of 15%. This area should be devoted either to plantings, trees, lawn area, or other kinds of approved ground cover.. 4. Vision Clearance. The adequate visual clearance provided by this site plan on both L,ie sequoia Parkway and the Bonita frontage road. 5. Parking. The Code requires that one parking space be provided for each employee of the largest shift. The number of employees at this site has not been provided by the applicant and this will need to be verified as a condition of approval. Also, the Code requires thmk: handicappod parking spaces be provided. In this case, one handicapped parking space should be located on the property with easy access to one or preferably both of the office areas. Finally, bicycle parking is required a ratio of 1 bicycle parking space for every 15 required automobile spaces. It appears that this proposal will require one or two bike rack spaces for the development-. 6. Access and Eq ese. The plan .is rot cleat• as to how many accesses there will be to and from the property. The property presently has one driveway to the nor=h door of the existing building. A second driveway in located immediately to the west which serves as the primary access to Lne site. A driveway is also developed on sequoia Parkway. The 20 foot wide driveway access from Bonita Road into the site is apparently intended fot one-way traffic and the 20 foot width would require one-way traffic. However, it has not been noted on the site plan or in the submittal that this is intended by the applicant. Two-way drives are required to have a width of 24 feet. in addition to the standard Code requirements, the applicant- has requested a variance to be able to utilize the northwest portion of the property as it is presently being used today. Thin area now is occupied by a number of trees, gravel areas, grass &rens, and is partially used for outdoor storage and parking. It is proposed that this area would continue to be used in thi.a manner so that overflow truck and automobile parking could be accommodated. In order to do ao, the applicant has requested n variance to the standard in the Code which requires that all parking and loading areas be paved. The relevant criteria for reviewing such a variance are found in Section 18.134.050 of the Community Development. Code. 1. The proposed variance will not be materially detrimental to the purpose of this title, he in conflict with the policies of the Comprehensive Plan, to any other applicable policies and standards, and to other properties in the same zoning district or vicinity; NOTICE OF AlaN XD DECISION - SDn 90-0015/VAR 90-0020 SNETCO Pnr.F 2. There are special circumstances that exist which are particular to the lot size or shape, topography, or other circumstances which the applicant teas no control and w',ich are not applicable to other properties in the same zoning district; 3. The use proposed will be the same as permitted under this title and City standards will be maintained to the greatest extent that is reasonably possible while permitting some economic use of the land) 4. Existing physical and natural systems, but not limited to traffic, drainage, dramatic land forms, or parks will not be adversely affected anymore than would occur if the development were located as specified in this title; and 5. ,A hardship is not self imposed and the variance requested is minimum variance which would alleviate the hardship. The proposed variance is not consistentwith the above criteria for the following reasonni 1. The purpose of the paving requirement is to provide for appropriately surfaced accessways and streets to handle traffic within the City of Tigard. Also th-e paving requirement helps in minimizing the problem with, duet and stream sedimentation. 2. Thermo are no special circumstances relating to this property. It in level, regularly shaped property, and there are no apparent development constraints. Also, there is sufficient room to provide for the required landscaping area of 159 as well as for adequate parking and maneuvering area for employees and visit„rs to the site. 3. The light industrial or manufacturing activity on the property in permitted by the Code. However, the Variance is not necessary to Make reasonable economic use of the property. There is sufficient land available to provide for both parking and maneuvering of vehicles as well as the 15% landscaping requirements. 4. Existing physical systems would be adversely affected because the applicant is nci: providing for sufficient space for maneuvering of vehicles. The area intended to be both lAndscaped and graveled for occasional maneuvering of vehicles is not sufficient for either purpose. Staff suggests that a portion of this area be devoted strictly for landscaping and another portion be developed for accessways and maneuvering of vehicles. 5. The hardsh'.p, if there is one, is self-imposed because NOTICE OF AklMED DECISION - SDA 90-0015/VAR 90-0020 S14ETCO PAGS 6 adequate space is available for all of these different uses of the property of both landscaping and access. 7. Setback Variance. The name variance criteria noted above apply to a .request to reduce the corner yard setback from 20 feet tc 11 feet. The proposed variance is consistent with these criteria based upon the following findings: 1. The purpose of the setback requirements is to iniintain adequate: space between buildings and the public street or buildings on other properties. The corner and front yard setback standards for the industrial zones are intended to keep large (maximum height of 45 feet is allowed) industrial buildings from visually encroaching on the street. The proposed 11 toot building setback will affect 100 feet of the 326 foot long Sequoia Parkway frontage. The existing building on the property has a eetback ranging between 110 and 130 feet from sequoia Parkway and therefore the average building setback along thin street will greatly exceed 20 feet. The building will be appvoximately 32 feet high or. 13 feet below the maximum height of the zone. This feature will help reduce the visual presence of the building from the street. 2. The applicant had preliminary plans to develop the property before the western 80 feet was acquired for the creation of sequoia Parkway. This reduction in parcel size has made it difficult to construct a building of adequate dimensions to accommodate the applicant's expanding business. 7t is not feasible to enlarge the north-south dimension of the proposed building because of the limited space available between the existing building, the necessary vehicle msnuvering area between the two structures, and the south property boundary. 3. Tho light industrial use proposed In permitted by the code and the development will meet or exceed all other relevant ordinr.tce requirements. 4. The variance will not have a discernible impact upon physical nyntems, such as traffic safety or storm drainage, or the natural environment. 5. The hardship was imposed through the acquisition of the western 80 feet of the subject property the variance in the minimum necessary to construct a suitable building for the expansion of the business. NOTICR OF AMR"RD DECISION - ADR 90-0015/VAR 90-0020 SMETCO PAGY '7 C. DECISION The Director's designee APPROVES Site Development Review 90-0015 appLication subject to the following conditions, and Variance Vi:P 90- Ot)20 for the use of gravel surfacing is DENIED and the setback variance is APPROVED based upon the findings and conclusions noted above: BUILDING PERMITS WILL NOT BE ISSUED UNTIL THE CONDITIONS LISTED BELOW ARE SATISFIED OR AN ACCEPTABLE PERFORMANCE ASSURANCE. IS POSTED. 1. The applicant shall provide for roof and pavement rain drainage to the public stormwater drainage system or by an on-site system designed to prevent runoff onto the adjacent property. STAFF CONTACT: Brad Roast-, Building Division (639-4171). 2. The applicant shall provide connection of proposed building to the public sanitary sewerage system. A connection permit is required to connect to the existing public sanitary sewer system. STAFF CONTACT: Brad Roast, Building Division (639-4171). 3. An erosion control plan shall be provided as part of the building permit submittal. The plan shall conform to "Erosion Control Plans -- Technical Guidance Handbook, November 1989." STAFF CONTACT: Brad Roast, Building Division (639-4171). 4. The building permit submittal shall include a site plan showing the measured area of new impermeable surfaces, existing impermeable surfaces that remain, and existing impermeable surfaces that will be reconstructed= that will enable the Building Division to determine a fee in Lieu of the construction of on-site water quality facilities. STAFF CONTACT: Brad Roast, Building Division (639-4171) . 5. An amended sitn plan shall be submitted indicating the locations of all access driven, outdoor storage areas, loading and maneuvering areas and their dimensions. This site plan shall also include one handicapped parking space with easy acceaa to one or both of the office areas and the plan shall also include a minimum of two bicycle rack spaces. The new industrial building shall have a minimum setback from Sequoia Parkway of. 11 feet. The location and design of these elements of. :he plan shall be approved bl the Planning Division. STAFF CONTACT: Reith Liden, Planning Division, (639-4171) . 6. All surfaces for prcui.ny, access, maneuvering of vehicle, and temporary or permanent storage of materials shall ba paved. STAFF CONTACT: Risith Liden, Planning Division, 639-4171. 7. An amended landscaping plan shall be submitted for Planning Division approval which includes the following items: NOTICE OF AN map DECISION - SDR 90-0015/VAR 90-0020 SMETCO PAGE 13 i i A. A minimum landscaped area of 15%. b. Street troen along both the Sequoia Parkway and Bonita Read frontages as required in Section 18.100 of the Community Development Code. C. Trees within the parking area at a ratio of one tree per seven parking spaces. d. The types of landscaping materials to be tined to cover all of the required landscaped area. These materials shall include a combination of trees, other plantings, and ground cover such so turf or ivy. s. The tress to be retained shall be identified and the method for protection during construction shhl.l be done •ibed. f. Screening for any outdoor storage areas. STAFF CONTACTt Koith Liden, Planning Division, 639-4171. THE FOLLOWING CONDITIONS SHALL BE SATISFIED PRIOR TO THE 18SUANCE OF AN OCCUPANCY PERMIT FOR THE PROPOSED ADDITION. a. All landscaping material and screening shown in the approved landscaping plan shall be installed or financially assured. STAFF CONTACTt Keith Liden, Plenning Division, (639•-4171). 9. Any signs to be located on the site shall require the issuance of a sign permit. STAFF CONTACT: Ron Pomeroy, Planning Division, 639-4171. THIS APPROVAL I8 VALID IF EXERCIRED WITHIN EIGHTEEN MONTHS OF THE FINAL. DNCISTON DATE NOTED BELOW. D. PROCEDURE 1. Notice Notice was published in the newspaper, posted at City Hall and mailed tot The applicant and owners _V--,"Owners of record within the requ+.red distance __[The affected Neighborhood Planning Organization Affected government agencies 7.. THE DECISION SHALL. nE FtNAt. ON 101:51-40 UNLESS AN APPEAL I8 FILLED. 3. hp_gealt Any party to the decision may appeal this decision in accordance with Section 18.32.290(A) and Section 18.32.370 or the Community Development Code which provides that a written appeal must be NOTICE OF AXX9DED DECISION - SDR 90-0019/VAR 90-0020 SMETCO PAGN 9 1 . 11 I, filed with the city Recorder within 10 days after notice in given and want. Appeal fee schedule and forme ttra available at 'Tigard City Hall, 13126 OW Hall Blvd. , Tigard, Oregon. The deadlim for filling of an appeal in 3130 p.m.T k 4. SJR t o ► If you have questions, please call City of Tigard Planning Department, City of Tigard City Hall, 131.25 SW Hall Blvd. , 711yard, Oregon. PRRPAR&D HYc Keith LI-den, Senior. Planner DAT SDR 90--15.Rm"v/kl Ll -- __ - _ _ Semi rn NEU. TF 1w - - > J1.Q i - a 5V, 44 --- CARDINAL LN. NOTICR OF AMMMIJ190 DBCI y I i IN -- SDR 90-001$/VAR 90-0020 awron PAGE 10 ► I I t I I ' 1 I CITY OF TIGARD NOTICE OF DECISION SITE DEVELOP14ENT REVIEW - SDR 90-0015 VARIANCE - VAR 90-0020 SMF.TCO APPLICATI)N: A request for site Development Review approval to allow construction of a 21,000 square foot warehouse building with an attached 3,000 square foot office. Also requested is Variance approval to allow the parking area at the northwest corner of the site to remain gravel rather than installing pavement. ZONE: I-L (Light Industrial) Locations 6830 RW Bonita Road (WCTM 2.S1 12AD, Tax Lots 200, 300, and 400). DRCISION: Notice is hereby given that the Planning Director's designee for the City of Tigard has APPPOVED the above Site Development Review request subject to certain rr,,dit-ons and has DENIED the Variance request. The findings and conclusions on which the decision is based are noted below: A. FINDINGS OF FACT l.. Background No other land use applications have been reviewed by the City regarding this, property. 2. Vicinity Information The property to the south is presently zoned I-P (Industrial Park), and is being developed by PacTrust Corporation an an office/industrial. park. All other properties in the vicinity are zoned I-L (Light Industrial) . To the west, Roger's Machinery occupies the property on the opposite sLde of the newly constructed Sequoia Parkway which inters6^ts wi.i, 0oni.ta Road to the north. On the north side of Bonita Road, an industrial complex is in the process of being constructed. Finally, the property immediately to the east is occupied by Gevurtz Furniture. Bonita Road is designated on the Comprehensive Plan as a major collector street. 3. Site Information and Proposal The property is presently occupied by an industrial building that is 6,640 square feet in size. This building, along with the associated parking and truck maneuvering areas, is located primarily on the northRrn and eastern portion of :.ii property. The southern section of the parcel is occ.:gi.ed by several sheds and miscellaneous material being stored on the site. Access to the property is provided by two driveways to a frontage road off of Bonita Road, which also serves Gevurtz Furniture to the east. NOTICE OF DECISION - SDR 90-0015/VAR 90-0020 SMETCO PAGE. 1 -. Recently, a driveway access has been provided on Sequoia Parkwav which borders the property to the west. The applicant proposes to build a new industrial building on the south side of the property that includes a 3,000 square foot office that would be a total of 21,000 square feet in size. Access will be provided by a 40 foot wide driveway to Sequoia Parkway, as well as a 20 foot wide drive on the frontage road on the north side of the property. It is intended that automobiles would enter the site via the northern driveway and use the I% diagonal parking spaces provided on either side of the driv-way immediately west of the existing industrial building. The applicant proposes the parking spaces on the west side of thic driveway ne left in a gravel, condition. The remaining northwest portion of the property Is intended for parking as well as for overflow maneuvering for trucks and .ether vehicles. Since the Community Devel.opmant Code rel4aires that pavement be provided for all areas intended to accommodated v,%hicular traffic or storage, a variance is required in order to a gravel surface. The 4pplicant intends to preserve most of the existing trees on the site. However, a detailed landscaping plan has not been submitted with the application. 4. Agency and NPO Comments The Engineering Division has reviewed the request and provides the following comments: 1. The site fronts to SW Bonita Road and SW Sequoia Parkway. Access to SW Bonita Road is from an existing driveway. Full street improvements, including sanitary sewer setviee, was constru^.ted along the SW Sequoia Parkway frontage as part of the Pacific Corporate Center 13cal improvement district. Sanitary sewer service has been brought to the site with au 8 inch service l+.ne. 2. Appro••al of a variance requires meeting the criteria not out in subsection 18.134.050.A. Paragraph two of that subsection requires that there be "special circumstances that exist which are peculiar to the lot size or shape, topography, or other circumstances over which the applicant has no control, and which are not applicable to other properties in the same zoning district." The applicant has stated that a paved surface with curves would disrupt traffic circulation when trucks are parked at the proposed loading docks. This problem appears to result from the owner's use of the site rather than special circumstances peculiar to the lot. Consequently, the Lequirements of paragraph two are not met. Furthermore, the requirement of paragraph five requiring that the hardship be not self imposed '_s similarly riot met. Accordingly, approval of the NOTICE OF DECISION - SDR 90-0015/VAR 90--0020 SMF.TCO PAGE 2 requested variance i© not recommended. 3. The Unified Sewerage Agency has established and the City has agreed to enforce, (Resolution 90-43) Surface Water Management Regulations requiring the construction nf on-site water quality facilities or fees in lieu of their construction. Requiring surface water quality facilities on small sites would result in numerous facilities that would become a maintenance burden to the City. Furthermore, the applicant has not proposed any such facilities and there are no natural depressions or other areas of the sits that are particularly suitable for a water quality facility. Regional facilities, funded by fees in lieu of the construction of these facilities would provide the required treatment with improved reliability and less maintenance. Consequently, a fee in lieu of the construction of on-site water quality facilities should be assessed. The State Highway Division, the Building Division, and Portland General Electric have no objections to the proposal. The Tigard Water District also has not objection but the district does note that conetrur_tion of the proposed warehouse building will require an additional water meter the size of which can be determined when plane are submitted. Tualatin Valley F_re and Rescue indicates that accesses appear to be adequate and that the building may need an automatic sprinkler proteeLton to comply with fire flow requiremont:s. Fire hydrants are required with.ir. 250 feet of the ),uilding or within 500 feet if protected with automatic sprinklers. Locations of the firm hydrants should be approved through the Tigard Water District. NPO A5 comments that it does not regard the approve of the variance for the parking lot paving no being consistent with surrounding parcels and development in the immediate area. However, the NPO feels that some short term relaxation of the standard may be appropriate. Finally, it also ,nay be necessary for the applicant to find alternative ways ffcr the parking area to be used so that vehicular blockages do not occur. No other comm,�nts have been received. B. ANALYSIS AND CONCLUSION This proposal has been reviewed for compliai—a -.•,ith this applicable sections of the Community Development Code. The review of these sections follows belowt 1. I-L Zons Requirements. The proposal in conal_ntent with setback requirements for the I-L zone, with the exception of the setback for the new building adjacent to Sequoia Parkway. The Community P.DTICE OF DECISION - SDR 90-0015/VAR 90-0020 SMETCO PAGE 3 Development Code requires that a 20 foot front ydrd wetback be provided but the proposal calla for an 11 foot building setback. The height for the proposed building is .in conformity with the maximum height requirements of the I-L zone. 2. LandeCApsy. The detailed landscaping plan has not been submitted with this application. Based upon the information shown, there are ft number of modifications that will need to be reflected in the detailed ?.andscaping plan. The Code reyulres that 151 of the area of the property be devoted to landscaping. The plan sho•.4s that approximately 81 of the property will be landscaped. This 81 figure assumed that the northwest area of the property to bo used for both landscaping and occae.ionni maneuvering area is not included. It appears that a r1imber of tree■ on the site will be preserved. However, it it not clear how that will be dons and which trees, if any, will as removed. The detailed landscaping plan should contain a number of items. Street trees along both Bonita Road and Sequoia Parkway frontages, with a minimum diameter of 2 inches at 4 feet above grade should be provided. The spacing of these trees should be between 20 and 40 feet depending on the mature height and size of the trees chosen. The Code also requires that trees be provided within and around the parking and loading area at a ratio one tree per seven parking spaces. It is possible to utilize existing trecen to most these requirements. Finally, the plan should have a mi.nimurr of landscaped area of 151. This area should be devoted either to plantings, trees, lawn area, or other kinds of approved ground cover. 3. Vision Clearance. The vinual clearance requirements of the Community Development Code have been satisfied by this ■i.te plan. Adequate site distance is available on both Sequoia Parkway and the Bonita frontage road. 4. Parking. The Code requires that one parking space be provided for each employee of the largest. shift. The number of employees at this site has not been provided by the appll.vant and this will need to be verified as a condition of approval . Also, the Code requires that handicapped parking spaces be Vrovided. In this c,sse, one handicapped parking space should be located on thin property with easy access to one or preferably bot.i of the office areas. Finally, bicycle parking is required a ratio of 1 bicycle parking space for every 15 required automobile spaces. It appear■ that `his proposal will require one or two bike rack spaces for the development. NOTICE OF DECISION -- SDR 90-0015/VAR 90-0020 SMETCO PAGE 4 5. Access ana__g_q_K os. Tho plan is not clear an to how many accennos theca will be to and from the property. The property presently has one driveway to the north door of the existing building. A second driveway is lornted immediately to the went which serves an the primary accams to the site. A driveway is also developed on Sequoia Parkway. The 20 foot wide driveway access from Bonita Road into the site is apparently intended for one-way traffic and the 20 foot width would require one-way traffic. However, it has not been noted on the site plan or in the subntit:tal that this is intended by the applicant. Two-way drives are required to have a width of 24 feet. The area immediately east of the existing building is not shown for any particular use on the site plan. However, after visiting the property it is apparent that this area is intended to be paved. The intended use of this area should be made clear on an amended site plan. In addition to the ■tandarO Code requirements, tho applicant has also requested a Variance to be able utilize the northwest portion of the property no it to presently being used today. This area now is occupied by a number of trees, gravel areas, grass areas, and in partially used for outdoor storage and parking. It is proposed that this area would continue to be used in this manner no that overflow trucking and parking could be accommodated. In order to do no, the applicant has requested a Variance to the standard in the Code which requires that all parking and loading arear, be paved. The relevant criteria for reviewing such a Variance are found in Section 18.134.050 of the Community Development Code. 1. The proposed variance will not be materially detrimental to the pirpose of this title, be in conflict with the policies of the Comprehensive Plan, to any other applicable policies and standards, and to other properties in the same zoning district or vicinity 2. There are special circumstances that exist which are particular to the lot size or shape, topography, or other circumstances which the applicant has no control and which are not applicable to other properties in the name zoning districtl 3. The use proposed will be the same an permitted under thin title and City standards will be maintained to the greatest. extent that is reasonably possible while permitting some economic use of the land; 4. Existing physical and natural ayst:oma, but not limited to traffic, drainage, dramatic land forma, or parks will not by adversely affected anymore than would occur if the NOTICE OF DECISION • SDR 90-0015/VAR 90-0020 SMRTCO PAGE 5 development were located as specified in this title; and 5. A hardship is not self imposed and the variance requested is minimum variance which would alleviate the hardship. The proposed variance is not consistent with the above criteria for the following reasons: 1. The purpu•ie of the paving requirement LR to provide for appropriately surfaced accessways and streets to handle traffic within the City of Tigard. Also the paving requirement helps in minimizing the problem with dust and stream sedimentation. 2. There are no special circumstances relating to this property. It is level, regularly shaped property, and thorn are no apparent development constraints. Also, there is sufficient room to provide for the required landscaping area of. 15% as well as for adequate parking and maneuvering area for employeen and visitors to the site. 3. The light industrial or manufacturing activity on the propertr Is permitted by the Code. However, the Variance in not necessary to make reasonable economic use of: the propert,. There is sufficient land available to provide for both parking and maneuvering of vehicles as well as the 15% landscaping requirements. 4. Existing physical systems would be adversely affected because the applicant is not providing for sufficient space for maneuvering of vehicles. The area intended to be both landscaped and graveled for occanional maneuvering of vehicles is not sufficient for either purpose. Staff suggests that a portion of this area be devoted strictly for landscaping and another portion be developed for accesswaye and maneuvering of vehicles. 5. The hardship, if there is one, is self-imposed because aabquate apace is available for all of these different uRen ci the property of both landscaping and acceRn. C. DECISION The Director's designee APPROVES Site Development Review 1!0:1-0015 application subject to the following conditions, and Variance Requbdy VAR 90-0020 Is DENIED based upon the findings and conclusions noted abovet BUILDING PERMITS WILL NOT BE I88t1Rn UNTIL THE CONDITIONS LISTED BELOW ARE SATISFIED OR AN ACCEPTABLE. PERFORMANCE ASSURANCE 14 POSTED. NOTICE OF DECISION - SDR 90-0015/VAR 90-0020 SMETCO PAGE 6 I. The applicant shall provide for roof and pavement rain drainage to the public stormwater drainage system or by an on-site system designed to prevent runoff onto the adjacent property. STAFF CONTACT: Brad Roast, Building Division (639-4171) . 2. The applicant shall provide connection of proposed building to the public sanitary sewerage system. A connection permit is required to connect to the existing public sanitary sewer system. STAFF CONTACT: Brad Roast, Building Division !:)39.-4171) . 3. An erosion control plan shall be provided as par; of the building permit submittal. The plan shall conform to "Erosion Control Plans - Technical Guidance Handbook, November 1989." STAFF CONTACT: Brad Roast, Building Division (639-4171). 4. The building permit submittal shall include a site plan showing the measured area of new impetmeable surfaces, existing impermeable surfaces that: remain, and existing impermeable surfaces that will be reconetructedi that will enable the Building Divisior to determine a fee in lieu of the construction of on-site water quality facilities. STAFF CONTACT: Brad Roast, Building Division (639-4171) . 5. An amended site plan shall be submitted indicating the locations of all access drives, outdoor storage areas, loading and maneuvering areas and their dimensions. This sits plan ah-ll also include one handicapped parking space with easy access to one or both of the office areas and the plan shall also include :. minimum of two bicycle rack spaces. The new industrial buildin(.i shall have a 20 foot setback from Sequoia Parkway.The locatioi: and design of these elements of the plan shall be approved by tte Planning Division. STAFF CONTACT: Keith Liden, Planning Division, (639-4171). 6. All surfaces for parking, access, maneuvering of vehicles, and temporary or permanent storage of materials shall be prved. STAFF CONTACT: Keith Liden, Planning Division, 639-4171. 7. An amended landscaping plan shall be submitted for Planning Division approval which includes the following Items: a. A minimum landscay)ed ares. of 15%. b. Street trees along both the Sequoia Parkway and Bonita Road frontages as required in Section 18.100 of the Community Development Code. C. Trees within the parking area at a ratio of one tree per seven parking spaces. d. The types of landscaping materials to be used to cover all of the required landscaped area. These materials shall NOTICE OF DECISION - SDR 90-0015/VAR 90-0020 SMETCO PAGE 7 include a combination of trees, other plantings, and ground covet such as turf or ivy. a. The trees to be retained shall be identified and the method for protection during construction shall be described f. Screening .for any outdoor storage n-ean. STAFF CONTACT: Keith Liden, Planning Division, 639-4171. THE FOLLOWING CONDITIONS SHALT, BE SATISFIED PRIOR TO THE ISSUANCE OF AN OCCUPANCY PERMIT FOR TH3 PROPOSED ADDITION. 8. All. landscaping material shown in the approved landscaping plan shall be installed or financially assured. STAFF CONTACT: Keith Liden, Planning Div'sion, (639-4171 ) . 9. Any signs to be located on the site shall require the issuance of a sign permit. STAFF CONTACT: Ron Pomeroy, Planning Division, 639-41.71. THIS APPROVAL IS VALID IF EXERCISED WITHIN EIGHTEEN MONTHS OF THE FINAL DECISION DATE NOTED BELOW. D. PROCEDURE 1. Notice: Notice was published in the newspaper, posted at City Hall And mailed to: __}_The applicant and owners __Owners of record within the required distance _The affected Neighborhood Planning Organization ___X_Affected government agencies 2. Final Decision: THE DECISION SHALL BE FINAL ON ,its 25, 129Q UNLESS AN APPEAL. IS FILED. 3. Appeal.: Any party to the decision may appeal this decision in accordance with Section 18.32.2.90(A) and Section 18.32.370 of. the Community Development Code which provides that a written appeal must be filed with the City Recorder within 10 days after notice is given and sent. Appeal fee schedule and forms are available at Tigard City Hall, 13125 SW Hall Blvd. , Tigard, Oregon. Tlpe deadline for filing of an appeal is 3:30 p.m. Sept. 25, 1990 NOTICE OF DECISION - SDR 90-00.15/VAR 90-0020 SMETCO PAGE 8 1 4. uestions: If you have questions, please call City of Tigard Planning Department, City of Tigard City Hall, 13125 SW Hall Blvd., Tigard, Oregon. PREPARED BY: Keith Lidb-1, Senior Planner DATE br/ICL:SDR 9n-15.ksl ii -- - -� r n . H S.W. TE - --- f -- - � U .Q to S w w --� — CARDINAL LN. -- _ W Cn cc w ' NOTICE, OF DECISION - SDR 90-0015/VAR 90•-0020 SMETCO PAGE 9 T��� u sW.�.M Pr amac I1 CATtaH -- — P.O.17Y 0 F bac?3A07 PL1#i'J QiDLZC �` �/► Ted OcsgawT22� Iii' I -- -- ---- (5�l e�v..an OMMUNITY DEVELOPMENT DEPARTMENT DATE 'I-W-IM ------ 6 8 w 8v*j i-rA TAX MAP/IM - aoa IAND USE: --� _ LGr: --- — VAII3ATI(M: -- _�>+I, rams NAW.., O , Ai21 Sy!fGTs- R1�ISSUE OF: t LAST IMISSUE: ADUUM' FLDM SENSr,rM IAM: pf cx�crc» �'' G:NAW : _ _—� _ Fn= DELT — — ADCUSS: BUnDERS -- EXP DATE: BUS M: --_ �1i2Qi ic; CADOUL TICHS: -- NAKF.., - - CfIIZS DEMIIS. - PIi0t1E: - o144 Nl'S: - . PIM: r _ _ MEN31: i T ACCT I DESCRIPUCK AMIN T AM3 TI' PD. HAL. DUE 1-0-432 00 Building Permit Ft"--- 1"31. ty10-431. 00 Plumbing Permit fees - 10-431 01 MoChanical PeXxit FOM __ -- 10-230 01 State Building 1hx (5%) - Building Plumbing Made _. 10-433 00 Plans Check SFr- — - - Building Plumbing _ 7�10-202 00 Sewer OMvMtlM 30-444 (() Sewer Inspect icn ---1'� 51--448 00 St'xeet System Dev Charge (SOC) 52-449 00 Parks DIStem Dev C hMIVe (PDC) ---_- - 31-450 00 StO m DrainaW . DeV Chrg (&-I)C) •�� .L 10-230 06 Fire nw, If APPIZC Wr SIGNATURE Raoeived BY: Date Pooeived: - of/3587P.WPF ----- -- SEWER CUNNECI ION V/1' � / DATE 'ISSUEI)c 06/29/90 CITYOFTIIFARD 13126 SW Hall Bhrd. P.O.04=23397,Tigard,Or�9M-003~175u | | ' `'`A'` ' ^~'^^ ^ ^ ^ ^ ^ : | US( NO. . ' . , . . . . . 42312 FIXTURE UMITS. . . o CLASS O' WORK. . . xNEW DWELLINB UNI 7S. . o5 � rYPE OF USE. . . . . : IND NO. OF BU3LDINGSxi � INSTALL TYPE. . . . :BUSWR IMPERV 18URFACE. . n � � Remarkso � � Ownero ----~-----------�----------------- ------------�--- FEES ----------^--- � JOHN SMETS type Amount by date recpt 6830 SW BONITA RD P#YM 6325.00 JLH 06/29/90 | PRMT $ 6250.00 [IQARD OR 97i--'23 INSP $ 5. 00 Phnne On 620-1604 CoVItraCl;orx CONTROCAOR NOT NOT DN FILE -------- _---_----........------__ 1410110 048 $ 8325.00 TOTAL Rey 0. . o ------- REQUIRED INSPECTIONS ------ ThuApplicant ^vrpestvcomply with allthe rvl"santi requ|^hmm Sewer lnspection _ of thoUniOed Sewage f,jrncy' The permit exn`m, 128 days from _ t!f date issued. the total amount paid will be forfeited if the _-----_______ ........................ _ p�'xit nxoinpv. The Allenm' 0opv not guarantee the accuracy of the _______ __~_____ side sever i^terab. If the sewer is not located At the mweu,mmen qivpo, the instilliler oh^i} prospect 3 feet in all directions from __..... __________ the distance given. If not so located, the installer ihxll po,rhooe _ .....___ __---------______________ ^ "lip and Side Sewer" Permit and the Alnncv will i"ot:)) ^ }otprm}. � . | | -ITV Or TIGARO - �f*[[[F' (' CO: PAYMENT PE[C%pl NO. � ~ [HECk AMOUNT : NAME x SMETCO INC CASH AMOUNT | ADD�L19 6030 BW BONYTA RD PAYMENl DATE 6/ 4,:9/ ' | SUDE)I V I G,ION o | PORTLAND. OR 97�24- 61330 CW BOW%TA � PJPFO�lE. OF PAYMENT AMbUN7 FAA[D | URPUSE. OF �A*ME"NT AMOUNT PATO | ------' ---~----- --'----------'— -----~�N—��---�P[C ------ -------- 70#' --�- | �F----WER --T 7�~� . � | 0NAIN SDC 5»0. 1 1" � | | | ! � | | / | | � | | ! � . � |OTAL AMOUNT PAlD ' | | � � � � --- ----- - ----- --- — vr--c JS ,� m Fr 1�v�6er- L=IcKYZ U FV-- CC K ) , (cam � ,� � �VlI�u = �,v�1p►-� I�xPo4ua.� 4�' I,AT�IL/a� �auf� �-- a�.,l)�Ll>�f�1U [�IMI�IJriIUN�� ice), CG G S s a r -1 := 2:ry I 0.-7(!i2) 1-7 r14.?a , Irfa� 2v�h�C4a+�I =i'I�iwll� � "�" � G ICU � G',���I,G)(�,�r,)li✓ x 4,kl- , WINU n, ��� V. {;Q`��'t CVR & ASSOCIATES 91INCTwo._.- -- or_ 82.55 SW Hunriker Rd. MCULATEDBv-- DATE TIGARD, OREGON 972.23 (503) 624.9009 CHF.00..00V DAM-7 . _ scAr:. __ - _ . .....x..._.x..w«. ..... ...w_x.....x._....«_«.. ....._..x....._.-x..,.«.w..w.wx «w.... ..�._,.......»r......._wx __...»�x.._...w.._....w.«.........._. ,.»...,.. _w..w. ...... . _ ....... x.w_........_..._......_. ..w..,... w_..w....«._..,._.. «....•.. x.. ,. ..._..w.._. ..... pe .w_. ..�. ...._ _. _ ..... _ ...11!!r . .. _ _....wx. ...... _.,...,w.»....._.«... .........................x... _.._. _.,.w...«_«x...__... .............4r kloo . ...x f _..., .,....... .... I ._ ... ._ „ w .... ... I�I ......_ .,..... ». .._ x....... .x .x .....w~«w .. w.. _._....x ... ...».... .._....x.»x.x _. .... x..._ «.... _. ..�.w. .... w._w. .«.«.. ..««... ...w... _.... »_.. w..._. ..w«w .__..... ..._...».«.._x...._.._..x.._._.«...�.. ..._.... .w........ .. I _ ww. ..._._ ...«............._..........w. _. .x...«... ...»... __« ._.w...........»._... .............x•....__.....,.w. ...._.._._w.. ....».... ......... .......... ..w..._. ...w.. .w,..« ..x ._x _... . . .... .... ..... ..x....... . . .......... ....w.... ... u....x..•_w.x..wm..... ... ........... ..«w... «xww.w ..•r».. ..x..... ..•_x.........w....xw_.x ..._.•......x.x.,.., .... .•« ..« _. ..•. .«� .,... .»..nw...........«..,1.......»«......,.w... ........_...x.x«».. .«x•.x+.wx.....n...»r.....r...�...xxrx•x...«e•..........»...........� .....»...•n... ...x...x.. .xn...........i«....«.x•n.. .....•,...,x•....... �i _.... .w,_x .._.... _.w.. .w.x »..•..w.. .. ...« ........ w_. ._,x.x......xw.«............. ..... x.......«_..f......... »«.._ ....x.... «.....»... _ . , «...L............ ....w. ... Winnwi �e "MAm,wb"w.two wni"mera CVR & ASSOCIATES eNeETNo. cr 8255 SW Hunzlker Rd. CALCULATO G DATV TIGARD, OREGON 97223 (503) 624.9009 CH10980 my DATE NCAA ... ........ ....... ...... CUVE ...... LIP- ... .......... y pip lex I ...... ............ .... ......... ... ...... ....... ...... Al' EA wp At YA .............................. .......... ........................ �R ........... ............ ...................... ... 7, A va ......... ......... L4±,6t ................. .......... ............. ...... ................ .............. .... .......... ... .... w 4. 7 I l a' I ` 21..7z. ... ......... ..................... tPAYI .... ..... / r P49A PLPki el-'Z ZZ,S 0 toll good _ ��wo K�VR & ASSOCIATES _____- or__________ 8255 SW Hunz|har Rd. CALCULATED o*/e__________'--_ 7l(:',ARn. OREGON 9�223 (503) 624'9009 o.eox000v ' ______— m*m___�____~__--. Wil 12 FRO WE Z. 0011, Ir LAL 10 / qq CVR & ASSOCIATES: °HCcrTNO' or - 8255 SVS! Nunziker Rd. cAucMATED DArE TIGARD, OREGON 97223 (503) 624-9009 OfECK8D0v----_ DATE _ 111_20 !N its i C1 .....__..... ._._ ......_. _ .......... ... _. ..._... ..W._._...__.. .. ... .._._.._..__ ._ .......___ ___.._.__ ._.... __. _w._.....___. __ .. . .. ... �.........._.... ._ _.__ .._.. .. 1 WSa ID 4 LA _..... ._._. .. ' l (_.i .05_.._(4 Z... }/ ). 7., .......... ..w......._........_.__ ..,._......._._.....w.._ ... _,.. .. ......_._._..._._... ._... .._,_.... ..__.._.._.. . .......... .�.... _ _.. _..._ an, ,.. .3 _, ............... _.(. ..2. _ _ (�Y Mel _. __ .._.._. .._..... __.. __.. ..__... ..__._. __. ..................... ...... _. _.............. i .._...................... _ _..._.__..___�.._._...._..,.... _.. s _._... ... .. ....... �<.�.. ..... .... .. Se _.. -�' ► , I _. .... _. ...... i. ......_ n�exr Nw r Nw r+wt rt+r p,rlM�k.bw�IYr—P7-.- al r�kr Jos CVR & ASSOCIATES SliViTNO. --- OF-----.- 8255 SW Hun71Ker Rd. CAL,-,k)tATED BY DATE TIGARD, OREGON 97223 (503) 624-9009 CHECKED BY DA rE SCALE ... ....... ...... 70-15�0.......... (Joo"fd.5 K.) FAM 5—#— MiX ...................... .......... �6 a ............- ........... .......... ... .... lI/lKjj AVIAA U04i .......... ()Z ................ I f r1r.7. io . ........ el ........... ........................ a lu- 1.0 t2" ............. ........... AA;�Z iw r........ ......... e to —.. a— ........... Wr I 0WO I .\-1, eo4 ............ ............. L ............... .. ................ .............. jqaz�.......... 11F 10 .......... ltvn rt p A I AM4 w a,*.Lbs at,i t.rW � • �� • . , , � � �� � � �� . , i � � �� w► I --+M /!/ r ` �,� �' ��_.. � � . � y'► .� • i j. . :r a� ♦ � — .. A f � �� � " �� i � � :: ®� �� � Jr' �' 6r�� � /�/ -.i s i � �� �.� "' • ' ,. � � ,� / � ' "� ,� / ni► r "' � ,i� � _ � � ,..i► - r •�.�. o VJ�u. 3 SPAN Client! CVR 1 ASSOC. 0 ft ENO OPRo IM CP OFF4C LEAD FACTORS L - F 1 1 OL = 0 k/ft F-2 1 LL = 0 k/fL F 3 OL 1.4 E = 29000 ksj F_41L 1.7 1 = 100 in 4 ' +0.81 k 4.41 k 0.54 k +2.96 k UP At A UP at 8 UP at 0 ct D 1 L/o L/-86478 L/3258 L/1023 L/0 I LEFT CANTILEVER Input P Dl F Input P L1 F [ 6 Input x 0 0 0 0 0 0 -------------------------------------------------------- 0.00 0.00 '0.00 0.00 0.00 0.00 x M 0.00 0.00 0.00 0.00 0.00 C )0 d 0.000 O.u00 0.000 0.000 0.000 0.0.0 SPAN 1 Press (All.) m for monu L = 10 f t OL = 0.0625 k/ft LL = 0.3125 k/ft E = 29000 ksi 1 = 1000 in"4 Fixity = 1 1 = pinned, 0 = fixe w l'o 2 0 0 F 1 4 F 3 DL x;/x2 0 10 ­ - wl/w2 0 0F_26F4LL xl/x1 0 10 Input P DL Input P LL Input X 0 1 2 3 4 5 6 7 8 S 10 --Output Range------------------------------•------------------------------------------------------- R 0.82 0.44 0.07 -0.31 -0,68 -1.06 -1.0 -1.n1 -2.18 -2.56 -2.93 M 0.00 0.63 0.88 0.76 0.27 -0.61 -1.`.5 -7.47 -5.47 -7.R! -10.!i9 d 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.00: 0.001 0.001 0.000 SPAN 1 Press (Alt) s for menu l. = 20 ft DL = 0.0625 k/ft 1.1. - 0.3115 /ft E - 29000 ks) I = 100 in 4 w1/w2 0 0 F 1 6 F 3 DL xl/x1 0 20 - - WI/W2 0 0 F.) F_4 LL xl/x2 0 20 - Input P DL Input P LL input X 0 2 4 6 6 30 12 14 16 I8 20 --Output Pangs----------- -I----------------------------------------•------------------------------- R 3.49 2.74 1.99 1.24 0.49 -0.26 -1.0; -1.7u' -2.51 -3.26 -4.01 M -10.59 -4.35 0.39 3.62 5.1( 5.60 4.';u' 1.f,7 -2.69 -8.45 -15.72 d 0.000 -0.011 -0.035 -0.058 -0.072 -0.074 -.,.G6? -�.G41 -0.016 0.002 0.000 SPAN 3 Press (Alt) a for ti;r,u L ■ 10 ft Dl = 0.0625 kk/ft LL = 0 9175 k/ft E - 29000 ked 1 ■ 100 In 4 Fixity ■ 1 = p NI/w2 0 0 F 1 f F 1jnned/centile 3 DL 0 ■ fixed fl,1K2 0 20 w1/w2 0 0 F_2 a F-4—LL xt/x2 0 10 Input P DL Input P LL Input x 0 2 4 6 0 10 12 14 16 18 20 --Output Range-------_----------------------------------------------------------------------------- R 4.54 3.79 3.04 2.29 1.;4 0.79 0,04 -0,71 -1.46 -2.21 -2,96 15,72 -7.40 -0,57 4,75 8.51 10,89 11.11 11.03 8.86 5.18 0,00 0,000 -0.039 -0.097 -0.156 -9.204 -0,231 0.234 -0.200 -0.157 -0.084 0.000 RIGHT CANTILEVER L Oft DL ■ 0 k/ft LL ■ E 29000 �slt I ■ 100 n 4 Input P D 0 Input P L 0 Input X. 0 0 0 0 0 -----------------...--- -- d ^ 00 0.00 0.00 0.00 0.0000 ! 2 SPAN Client: CVR L ASSOC. LEAD FACTORS L = 10 ft F1 1 DL- 0.0625 k/ft F_2 1 LL= 0,3125 k/ft F 3 OL 1.4 E ■ 29000 k8) F-4 U 1,7 1 ■ 1000 in 4 _ _ 20.00 47.73 k +1,97 k +3,05 k UPatA UPit8 UP4tC L/4296 11-52997 L/9-4 L/0 LEFT CANTILEVER Input P OL F_1 6 F 3 Input P LL F2 t F-4 Input X 0 2 4 6 a 10 _ ----------------------------------------------------- R 0.00 -0,75 -1.50 -2.25 -3,00 -3.75 -7, M 0.00 -0.75 •3,00 -6.75 -12.00 -18.75 d -0.056 -0.043 -0.030 -0.016 -0.008 0,000 SPAN 1 Press (Alt.11 m for menu L = 20 ft fh mai 2.3 k-ft DL= 0.0625 k/ft -M max -18.8 k-ft LL, 0,3125 k/ft E = 19000 ka( Fixity = i 1 = pinned/canliibm , I = 1000 in 4 0 = tiled w1/w2 0 0 F 1 L F-3 DL xl/x2 0 20 118p1201dal load Input wl/w2 0 0 F 1 6 F_4 LL xi/x2 0 20 Input P OL F 1 6 F 3 Dl Input P Ll F-2 I F-4 LL Input X 0 2 4 6 6 10 12 14 16 18 20 - --Output Ringo--------------------------------------------------------------.......................... A 3.98 3.23 2.48 1.73 0,90 0.23 -0,52 -1.27 -2.02 -2.77 -3.52 -7.96875 •18.75 -11.53 -5,81 -1,S9 1,1' 2.34 1,06 0.23 -3.00 -7.78 -14,06 0.000 0.004 0,005 0.004 0,00.+ 0,002 3,002 0,002 0.003 0,002 0.000 SPA" 2 Pre89 (Alt) R for NOW L 20 ft +M may Dl= 0,0625 /ft -M Mex LL= 0,3125 /it 29000 s or, 1 1000 In 4 Fixity = 1 l = pinned/cantilev w1/w2 0 O X/Ft F I I F_3 DL 0 = fixed W12 0 20 Ft Trspetoldel Load Input WI/W2 0 0 K/Ft F_2 I FI LL xl/x2 0 20 Ft Input P DL F 1 6 F 3 OL Input P ll F-2 L Fr4 ll Input X 0 2. 4 6 8 10 12 14 16 18 20 --Output Range...................,..,....----------------...----...-........--------.....------------- R 4,,5 3.70 2.45 2,20 1,45 0.70 -0,05 -0.60 -1.SS -2.30 -3.05 -3,04687 M -14.06 -5.91 0.75 5.91 9.56 11,72 12.38 11.53 9.19 5.?4 0.00 d 0.000 -O,OOS -0.012 -0,018 -0.023 -0,026 -0,026 -0.023 -0.011 -0, 69 0.000 I SPAN CLIENT:CVR i ASSOC. LEAD FACTORS L = 0 ft f_1 1 DL = 0Oft F 1 1 11 = 0 k/ft F--3 Dl 1.4 E = 29000 ke' F-4311.7 I = 100 in 4 +4.91. k 33,65 15.25 k . 00 UPatA UPatB L/0 !./271 L/0 SPAN 1 Press (Alt) m for menu L 33.65 ft DL 0 k/ft 2ND WIND COLUMN B FROM CORNER Lt. = 0.2852 k/ft E = 29000 kel Fixity 1 1 100 in 4 (1=Pinned, 0-fixed) Fixity = 1 (1-pinned, 0=fixed) wI/w2 0.041 0.041 F FJ_PL I F OL x1/x1 20 33.65 w1/w2 0 OF 26F4LL x1/x2 0 33.65 Input P Dl F 1 6 F 3 Input PLL F26F-4 Input % 0 3.'165 6.73 10.095 13.46 16.825 20.19 :3.555 26.92 30.285 33.65 -Output Ping -------------------------------------------------------------------------------- R 4.91 1.00 2.0 1108 4.12 -0.91 -2.01 -3.,1 -4.20 •5.25 -5.24116 0.00 14.70 J.58 35.x1 40.24 42,22 .0.98 36.18 27.88 15.79 0.00 0.000 -0.928 -1.758 -2 ;10 -2.828 -2.976 -).341 -2.431 -1.780 -0.942 M.000 I SPAN CLIENT:CVR I ASSOC. LU D FACTORS1 DL= 0 ft J k/ft F 2 1 LL = 0 k/f t F-3 OL 1.4 E = 29000 ks1 F 111 1.7 1 100 In 4 701.00 L 29.25 - '_ -X-0.00 #2.':. . +1.24 k UP at A UP at B I./0 l/643 L/0 SPAN i Press (Alt) w for menu L a 29.25 ft DL - 0 k/ft CORNER WIND COLUMN LL 0.1426 k/ft E = 29000 4sj Fixity ■ 1 I 100 In 4 (I-Pinned, OAfixed) Fixity = 1 w1/w2 0.02 0.02 F 1 I F 3 DL (1-pinned, 0-fixed) x1/x2 20 19.25 - - - wl/w2 0 0 F,2 I F 4-LL xl/x2 0 29.25 Input P DL 1 I F 3 Input P LL F 1 I F_4 Input X 0 2.925 5.85 8.775 11.7 14.625 17.55 20.475 23.4 26.325 29.25 - --Output Range-------------------------------------------------------------------------- 2.12 1,10 1.29 0.87 0.45 0.04 -0.38 -0,03 -1.30 -1.78 -2.14 -2.24420 0.00 5.57 9.91 13.04 14.95 15.6t, 15.iO 13.35 10.29 5.84 0.00 0.000 -0.160 -0.493 -0.675 -0,792 -0.833 -0,794 -0,600 -0.497 -0.163 0.000 I SPAN CLIENT:(VR I ASSOC. LbAO FACTORS L = F_ k I 1 Dl. 0 k %ft F,2 1 ll - 0 /ft F_411. 1j Es 29000 n14 T--TW V L 31.4 5 1-7 a� W +4.63 k +4.90 k UPatA UPat0 l/0 L/339 L/0 SPAN 1 Press (Alt) a for menu L 31.45 ft ll = 0. 852 �/f � IST WIND COLUMN IN FROM CORNER 1. e E = 7)000 ksf Fixity 1 1 100 In 4 (l-Pinner', 0-fixed) Fixity = 1 wl/w2 0.041 0.041 --1 I F 3�1 (1=Pinned, 0-f.ied) x1/x2 20 31.45 wl/w2 0 O F 2 6 F 1 ll x1/x2 0 31.45 - ` Input P Dl f 1 d 1 Irput P LL Input X 0 3.145 6.29 9.435 11.59 15.725 !a.87 22.015 25.t1F� 6 F_a. --Output Range----------------------------------------- 28.305 31.45 IR 4.63 3.73 2.83 1.93 1.04 0.14 -'1.76 -:.72 -2.74 -3.77 -4.90 -4.89619 d 00000 -0?695 -1?318 -1606 -2 118 -26228 -2.125 -1810 -13330 -03704 0000 I span CLIENT:CVR t ASSOC, LUAD FACTORS L = 0 ft F 1 1 DL = ( F_._2 1 LL = 0 k/ft F 3�L 1.4 E = 19000 ksJ F L 1.7 I = 100 in / ► 29.25 0.65 k f2.81 k UP at A UP At 8 VO L/674 l/6 SPAN 1 press (Alt) a fog rens L * 25.25 ft OL 0 OR CORNER C,..UMN STRONG DIRECTION) LL 0.17825 k/ft E = 29000 ksl Fixity = 1 1 100 in 4 (1=pinnod. 0=fixod) Fix4y = 1 WI/W2 0.0255 0.0255 F_1 6 F_31L (1=p,nnad, 0=fixed) xl/x2 20 29.2 W,42 0 0 F.� 1 r 4,jL x1/x2 0 29,25 Input P DL F 1 8 F 3 Input P LL -FD & F-4 Input ,t 0 2.925 5.85 6.775 1:.1 ;4.625 17.55 26.475 23.4 26.325 29.25 --Output Range................................................. ........--- ........... R 2.65 2.13 i.61 1.09 6,57 0.05 0.48 -1.03 -1.63 -2.23 -2.01 -1.CO921 M 0.00 6.)6 12,40 16.31 10,69 19,55 16.09 16.70 12.A8 7.31 0.00 d 0.000 -0,36 -0,616 -0,84! -0.9910 •1.042 -0,994 -0.650 -0.622 -0.329 0.000 R. Sellaads -May-91 , 2( STEEL CVR 6 ASSOC. C6RNER COLUMN 05/20/91 P r 4.0 k lx 7.0 ft Cox 1.00 OK TOP 1.6-14 = 0,564 t 1.000 #Mx r 20.0 k' tLb 7.0 ft Fy r 36 ksi Cmy = 1.00 OK T'? 1.6-1b : 0.558 ( 1.000 -Mx r 0.0 k' -Lb = 7.0 ft Fy r 1 ksi Cbz = 1.00 OK 10P 1.6-2 = 0.563 ( 1,000 MY r 0.0 k' Ly 7.0 ft Fy ■ 1 ksi NO SIDESWAY OK tons flange ■ 0,501 ( 1,000 Section Area depth tw bf tt rt Ixx Sxx rxx Iyy Syy ryy logic W 8X 24 1.08 1,93 0,245 6.495 0.4 1,76 02.8 20.9 3.42 18,3 5.63 1,61 0 SRPPE PLATES / CAP (bf] (tfl (rt) (Sxx] Syy top Af (ar] 6,495 0.4 1.76 20.9 2,6:5 2.598 2.598 STEEL CVR 6 ASSOC, IST INTERIOR COLUMN 05/10/91 P r 7.0 k Lx = 7.0 rr. Cmx 1.00 OK. TOP 1.6-1a z 0,706 ( 1.000 +Mx ■ 36.5 k' +lb ■ 7.0 ft Fy ■ 36 ksi Cmy = 1,00 OK TOP 1.6-1b = 0.691 t 1.000 Mx r 0.0 k' -Lb ■ 7.0 ft Fy ■ 1 ksi Cbx = 1.00 OK TOP 1.6-2 ■ 0,704 ( 1,000 My r 0.0 k' Ly r 7.0 ft Fy r 1 ka( NO SIDESWAY JK tens flange ■ 0.623 ( 1.000 Section area depth tw bf tf rt izx Sxx rzx Iyy Syy ryy logic W 8X 31 9,13 8 0.285 7.995 0 43S 2.18 I10 27.5 3.47 37.1 9.27 2.Q2 0 SHAPE PLATES / CAP (bf) (tf) (rt) (Sxx) Syy top Af [Af) 7.995 0.435 2.18 21.5 4,635 3.477825 3.477825 STEEL CVR b ASSOC. 2ND INTERIOR COLUMN 05/20/91 P r 10,0 k Lx ■ 7.0 ft Chx ■ 1,00 OK TOP 1.6'la ■ 0.079 ( 1,000 +Mx r 45,0 k' +Lb = 1,0 ft Fy ■ 36 ksi Cn7 ■ 1,00 OK TOP 1,6-lb = 0.869 ( 1.000 -Mx ■ 0.0 k' -Lb ■ 7.0 ft Fy ■ 1 ksi Cbx t 1,00 OK TOP 1.6-2 ■ 0.876 ( 1.000 My r 0.0 k' Ly ■ 7.0 ft Fy = I ksi NO SIDESWAY OK tens flange = 0.761 ( 1.000 Section area depth tw bf tf rt Ixx Sxx rxz Iyy Syy ryy logic W AK 31 9.13 8 0.205 7.995 0,435 1.18 110 27.5 3,47 37.1 9.27 2.02 0 SHAPE PLATES / CAP (bf) (tf) (rt) (Sxx) Syy lop Af (Af) 7.995 0.435 2,18 21,5 4.635 3.477825 3.471825 STEEL. CVR 6 ASSOC. 2ND INTERIOR COLUMN 05/1O/91 P r 10.0 k Lx r 33.0 ft CMx a 1.00 OK TOP 1.6•le ■ 0.750 1.000 +Mx r 45,0 k' +Lb ■ 7.0 ft Fy ■ 36 ksi Cmy ■ 1,00 OK TOP 1.6-1b ■ C,673 ( 1.000 /�u G K r� -Mx - 0,0 k' -Lb = 7.0 ft Fy = 1 ksl Cbx ■ 1.00 OK TOP 1.6-2 t 0,709 ( 1.000 f. TL My r 0.0 k' ly = 7,0 ft W = 1 ksi NO SIDESWAY OK tens flengA x 0,559 ( 1.000C' Section area depth tw bf tf rt Ixx sx, rzx Iyy Syy ryy logic W 8K 40 11.7 8.25 0,36 8.07 0.56 2,21 146 35.S 3.53 �;,' 12.2 2.04 0 SHAPE PLATES ; CAP (bf) (tf) (rt) �;xx) Syy top Af [Af) 8.07 0.56 2.21 35.5 6.1 43192 4,5192 I .a Wwowrl ViSr � D,h� �,• iii•- ] �• 1 7 Lon- tri�.><, •�~'ur --___.._ --�� r• i� THE FOLLOWING DOCUMENT IS OF POOR ORIGINAL (IUALITY r !•A if AL On )�. Cyt i+'d+ij�1 ed5'i'i• t ')� +, N, 1•'tY , ! � •x a'rt\�J4 r, 7(i t4.i alr; zp %,F �n i:9,t .� A�f,.�;�T' k� .�,I N�.� ,,• ��a J x ,y ,,+T�+ 1;, ti•' t i �1 t 1^�l ' �.`• , �'.f.' r J Y x{ �,,y. rJl '(.. 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I SII icdpdc, a e �%W'r NOV -rqqOC4%Q c, �> I7►ck�.d..Q � 59-) llki (01b,(xLbb , I � Co' ! �o ori �, �•c.t� 1.1 dCc,�. r. biwIR I j K"�-'�I' WOO r+LhN� N1LLt'•1 I I �M� t1���i411 c' ~ 1�LC 7(J�x���bf�,C, L2eb%O/F, I ! 2Nd I.�oo►1; ;,�^'� C'�DX50-,t 20+1s) 121 c., lr 2 Siler t WaX DLI wo uo Ak4 i l l i i } i I i G3 •a4.� j I l.rp Cl'bGp> lk Z Zsd Al- I I i tiae� eeaM L'n. r–, i i i i o M D hi 1 CR J wlQ 41 rt �I I I 1 700 �b rU- L.�OA= #�t c X-3sr,r) i �2..Z C--* L17 IS� IGs� Wtv� �ao�tNC>a wt�►f 1 1 N MJO�aw I i i ;5�7nad e i door NGtj � W p�t,►+� �, I I q�e I i I I .bn1 t� uo CA-DWO Go/vM�/s 1 Job no COWING STMJCTUPAL INQINSIRB .1 !OQ t St�t6�G0�1rL7C�• Dot* `- 0 rw Noah AVM roMAW OR WW too"o-im I �i a I I � Ili I N r� � I II � I � x II I I t; Ct T GENERAL STRUCTURAL NOTES : THESE DRAWINGS SHOW FOUNDhTIONS FOR A 210 X 100 FOOT METAL F]UILDING WITH INTERIOR OF?ICE AREA BOTH OF WHOSE DESIGN IS BY OTHERS . PRELIMINARY FOUNDATION SIZES HAVE BEEN SHOWN BASED ON ASSUMPTIOVS OF BUILDING FRAME REACTIONS AND LATERAL FORCE SYSTEM. ADJUSTMENT OF TIDE SIZES AND DETAILS SHOWN HEREIN WILL BE REQUIRED ACCORDING TO FINAL DATA FROM THE BUILDING MANUFACTURER/DESIGNER . CONSTRUCTION FROM THESE DRAWINGS IS NOT AUTHORIZED t7lTHOUT REVIEW AND APPROVAL OF THE DESIGN DATA FROM THE MANUFACTURER . THESE NOTES SHALL STIPULATE THE MINIMUM STANDARDS OF CONSTRUCTION, AND THE DRAWINGS SHALL GOVERN OVER THE NOTES IN ALL, MATTERS SPECIFICALLY STATED. VERIFY DIMENSIONS AND EXISTING CONDITIONS, AND NOTIFY ENGINEER OF DISCREPANCIES BEFORE PROCEEDING. THE CONTRACTOR IS RESPONSIBLE FOR SAFE CONDITIONS AT THE JOBSITE, AND FOR TEMPORARY SUPPORT OF THE: BUILDING PRIOR TO THE COMPLETION OF ;HE VERTICAL AND LATERAL LOAD SYSTEMS . ALL WORK SHALL CONFORM TO THE LATEST EDITION OF THE UNIFORM BUILDING CODE. DESIGN LOADS : OFFICE FLOOR I,1VE LOAD = 50 PSF PLUS 20 PSP' FOR PARTITIONS CORRIDORS, STAIRS S EXITS LL = 100 PSF GROUND SNOW LOAD = 25 PSF SEISMIC PER UBC ZONE 2B WIND LOAD = 80 MPH ZONE EXPOSURE S i FOOTING DESIGN SOIL PRESSURE = 1500 PSF TOTAL LOAD BEARING ` PRESSURE (ASSUMED - VERIFY SOIL BEARING IS SATISFACTORY) OUILDING FRAME ESTIMATED REACTIONS USED 1N THIS DESIGN MAXIMUM VERTICAL DOWNWARD - 38 KIPS LL + DL MAXIMUM VRRTICAL UPLIFT v 0 KIPS DL + MBMA WIND MAXIMUM HORIZONTAL INWARD - 8 KIPS DL + PROJ . WIND MAXIMUM HORIZONTAL OUTWARD 23 KIPS LL + DL FOUNDATIONS : FOOTINGS SHALI, BEAR ON FIRM UNDISTURBED SOIL A MINIMUM OF 12 INCHES BELOW ORIGINAL AND 18 INCHES BELOW FINAL GRADE. NOTIFY IF SOIL CONDITIONS DO NOT APPEAR SATISFACTORY . DO NOT EXCAVATE CLOSER THAN 1 112 TO 1. SLOPE BELOW BOT'T'OM OF FOOTINGS . BACKFILL ALL PIPE TRENCH AND OTHER EXCAVATIONS BELOW FOOTINGS WITH COMPACTED CRUSHED ROCK . CONCRETE: THE ACI STANDARD SPECIFICATIOU FOR STRUCTURAL CONCRETE FOR BUILDINGS ACI-30i SHALL BE FOLLOWED FOR ALL ITEMS NOT SPECIFICALL'i COVERED ON THE DRAWINGS AND SPECIFICATIONS . MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SNAL•L BE: (• 3000 PE- FOR FOOTINGS AND GTN"-.R CONCRETE 3500 PSI FOR CONCRETE SLABS ON GRADE MAXIMUM ;LUMP SHALL BE 3 INCHES FOR SLABS ON GRA,IJE AND 4 INCHES FOR OTHER CONCRETE. PROVIDE 5% AIR ENTRAINMENT FOR COVCRETE EXPOSED TO LXTERIOR CONDITIONS . CONCRETE HANDLING, PLACEMENT AND CURING SHALL BE IN ACCORDANCE ;,, rtl ACI-301 IF NOT OTHERWISE NOTED. CONCNETE REINFORCING STEEL: REBAF SHALL CONFORM TO ASTM A-615 GRADE 60 . BARS OF 14 AND SMALLER SIZE MAY BE GRADE 40 . WELDED WIRE MESH SHALL CONFORM TO ASTM A-185. PLACE AND SECURE ALI, BARS PER ACI STANDARDS, AND MAINTAIN SPACING AND CLEARANCE REQUIREMENTS . LAP SPLICE ALL CONTINUOUS BARS A MINIMUM OF 48 BAR DIAMETERS FOR GRADE 60 RFINrORCING AND 40 BAR DIAMETERS FOR GRADE 40 REINFORCING, OR AS NOTED ON DRAWINGS . SPLICES OF TOP BARS IN HIGH MOMENT ZONES AND OTHER SIMILAR HIGH MOMENT SPLICES SHALL CONFORM TO THE SPECIFIC REQUIREMENTS OF' THE ACI AND UBC CODES . PROVIDE 2 ' -0" X 2 ' -0" CORNER BARS OF SIZE AND SPACING TO MATCH HORIZONTAL, BARS AT ALL INTERSECTIONS OF WALLS AND FOOTINGS . STRUCTURAL STEEL: THESE NOTES AND DRAWINGS ARE LIMITED TO THE FLOOR SLAB AND FOUNDATION OF THE PROPOSED STRUCTURE. DESIGN AND SPECIFICATION FOR STEEL ELEME79TS OF TIIE BUILDING ABOVE THE SLAB LEVEL IS BY OTHERS . FOR ITINIS WHICH ARE EMBEDDED OR INTERFACED WITH THE FOUNDATION DRAWIir^S, THE FOLLOWING SPECIFICATION HAS BEEN USFD FOR DESIGN, AND WOULD APPLY TO THOSE STEEL ITEMS INCLUDED ON THESE DRAWINGS : STRUCTURAL BEAMS AND PLATES SHALT, CONFORM TO ASTM A-36 . PIPE COLUMNS SHALL CONFORM TO ASTM A-53 . STEEL TUBES SHALL CONFORM TO ASTM A-500 GRADE 46 KSI . BOLTS SHALL CONFORM TO ASTM A-307 . DETAIL, FABRICATE AND WELD ALL STEEL MEMBERS ACCORDING TO RISC STANDARDS . 2 - I Rw 3.71 Ls I 1C ' i vi 71 I N •............ ~ - i w I Ol I _ ff I <<��'� .� Y1�!�,.+• fir•Y .#� 40 I (lKg 171e r �p r (411,04A) 7+2 I? L Q ., .'� 3.5It --.-•'.}. 71 iLICS-ttialmT Ul "JO N N 6JN14cnot.4 V TV& 1�311X �sl� _ _ ��'"�✓✓�� JoWT U, �` te lCCEy.! L; 4,1 YJ T ) 2' . 1 t ►� Yq. II Y. 4•II ^1' n "IIA c J6 M CUT � 4• 51 P3" 4�•G ' 14"r d Q i 4 1 � lit a LA i I i i 0 V u .-�- ---- }-_ N � N N� J C „C N CJ 1�. to C r 8: V / H Aim N •d d � � r M / n CA .1 v ®p � 0 1 dOQQ 1 4I CCA o r -� ki � pp v' ,J u v �77 V Si v •� 3 �= v a o. o v, _ o IS o cl I tiC 1— � a- N K • y ,, c. t i r� II II , II I X x U� CA N N �c x to I N N +'U RL 0 544 �► I .� T_® cH ort o 114) LT Tera- YI rzw STb H01.9 I I a � I r a i I w I v I 1 (�_ % I 8 #� LO t I � � IL vs e I � sav �n 1 I i � 1 A s. �- i - c I' rl� T 11J PL `=1 �a N �S) I� 'd• �u M I• 00, 2'1111 Iz — M W H Y• �{ • •—---rte g. #� z4�O/C. P-)OTH WA`(4 � e n -o II li SII ecwEt. ta/kwex bOT C H 0 RL 4f34� C 10x 15.3 \ a I 2•�� Wi1'W fMT K**R t L3X3K '/'e3 t- ,�)4y.4x lay Ion, I TYPlcat, pyo. soar aqAclNO z 7'r+ax __r_ RODS . TkUs� zoTroM C,}4agi> I�(G���exZ� F li ` L4TTUo 140L.E H NATE 11SE 1_ 3x 3nVz x GI' IoM 811J,:jL.F- Rata x3xVexln�w i 00 brOT c.Hnkt, �\ Lb X 3x l�a,c toll 447 ITS OF TIGA.i2D MECHANICAL 13125 SW HALL BLVD. MECHANICAL PERMIT . 0. BOAC 23397 0"c;,M,on - — —- T GARD, OR 97223 TJAAe aA Mechanical code ---- aTr enx:l_ Awa' (503)639-4175 1) Permit Fee -0• -0- 10.00 2) Supplemental Permit -3.00 Job Fumace to 100,000 BTLt 6.00AttdresssGy� - R1_ ,. 1) incl,ducts 8 vents -- Tax W MeV No � 2) Furnace 100,000 BTU t 7.50 incl.ducts&vents tol BlSam* Soibefr;siirn _-_- -- None( a al busnea4l ---�_ Floor Fumar_o 6.00 T/ 3) Flincl.vent A Suspended heater,wall heater C iAear�p Pr»na 4) or floor mounted healer 66.00 r ayrsraee— ap - Vent not inti,in - 5) Vent permit 3 _ Nwm lot name ra - � Repair of heatirxj.refr ig.. G) cooling absorption unit 6.00 M&MV Address to w,» —Boiler or ramp to 3 NP O acxrpanl absorp. (.'1 unit to 100, 0 BTU 6.00 aPBoiler or comp to 31111-15 NP 8) _absorp._unit to 5110.000 BTU t •.00 Boiler Of corip 15-301 IP - _ absorp.unit'/:-1 million 15.00 10) B(AerorComp to30-50 HP absorp.unit 1-1.75 millwrt 22.50 C cinlrac.•tor CMyrBlsis ------_..._ _.._.—. 11) Bo dw or comp to 50 NP - 31.50 -- �absofp.unit 1,750._000 BTU - - 81e1e aa.yarr.Yon No. cow am TaxNo 12 Air handling unit t o 4.50 10,00(1 CFM 1 heratt♦r ar vewladge 11W naw nae 1*.ppk�sro.i r,a1 al.inb+.nafim given 1a 1 g) Air ha ndti V wit 7.50 _ rarr401,fat 1 am aia wm m or aur+alse t d rian.nown ownw,rw paie�assd am ti _ 10,0()A CFM+^� onnprar x.awl MAW Iowa.rut 1 am n o tared each rrr Sft%ew WOW ttoand.rvi ass Non portable nC-pavan leoared.(a ezwmpt nom&dela�epFarMion please ghm nsaon hel-0. 14) evaporate cooler 4.50 r Vent fall tmnected ~- 15 Wast ledwa 3.00 18) Ventilation system nut 4.50 ltcluded in appliance permit 17) II food served r ei�rooAtaust by 4.50 > a to-tar ar wpm _ Dai. 18) Dornestic type 7.50 Oe atm work N,w 0 addition (3 aRerati m [I repair C] - Oubedone residentiai f] rxxrresidential Qin Commercial or Industrial — -_,-- ---..._.—_- _ _ 19) lypr+indrterator 30.00 buikfing or properly Other i.e.,woodstove,water Proposed use of �) heater,solar,lathes ir y,,,,.;.etc. 4.50 5 btrifdltg or pnVerty ---- - — I) Gas 1-rning one to lour oultrrts !� lwo lWmolhjel- oll p natural gns jA LPG (1 ek*tric 22) More than 4-per amtlat ' so NOTfCF - SUR-TOTAL. `7 00THIS PERMIT• DECrWES NULL AND VOID IF WORK OR CON STFtUCTION AUTHORIZED IS NOT COMMENCED WITNiN 180 5%.SURCHARGE Z' ?5 DAYS, On IF CONSTRUC:TXM OR WORK IS SUSPFNDr:n OR PLAN REVIEW 25%OF 31119•TOTAL ABANDONED FOR A PERIOD OF 18G DAYS AT ANY TIME A.F`TFN ----—-- - —_-_--__ y- WORK IS COMMENCED. TOTAI. Special Conditions - Date Issued s_ _by F a1 City of Tigard PLUME °G PERMIT PianclVRac. # 13125 SW Hall Blvd. APPLICATION Permit # PO Box 23397 Tigard, OR 97223 (503) 639-4171 ORS 814.21.810 OTY PI110E AMT Job Sttl, 11CLI FIXTURES Address n scJ { Lavatory r ... «;... . ub or u er Gomb. 7.50 I ower Orily ,� lJ aper oset -� f •- Owner Dishwashor `rte '---- A-94 Di3posal rash ng ne «. «,... FkKw Dram ata Heater 7.50 — Lauiidry Hoom Tray Uccupar• Drinal — 7.60 v «w --TM er ixturos .ice- t 7.50 MI'SCELLHNEOUS Contractor — ;r tat30.00 star Service i at100'_ 261_ f y ac is T have r*W this oppltali me - P ator Service ea.Addit 200' 16.011 Informntion given Is correct,that I wn Ow owner or authorized agent of Storm d Rain Drain 1st 101'' / 30 ►- /f the owner,that plans submitted ars In(mmpliiance with State Iavis,that I _ L 0 am mglsterod w lh cite Constn.rction Contractor's Boerd,that the number Storm d Rain[rain Addk 100' 16.00 given Is correct. (if arempt fn)m State registration, please g;w reanon —•_ below.) Mobile Home Space 25.OD 193 Flow......_�..—__..__ --------•. mvpntbn Devirm or Anti-Polution Device 7.50 ««7+"a----.._. ry rap or asls Not Connected to a Fixture 7.50 die-iuxZ6e-worTc -nmw acTd'itTat sit repo r a wt T1�' to be done Ods - sal G non•residentln7 6 Insp.of Exist. Plumbing per Ix a: Specially Requested Inspections per hr Existing use of Nin Drain, single bry9ty building or property- __ - - _-- dwelling 15.00 _ o Ras&ntwl backflow prevention Proposed usa of devices 16.00 - building or propetty xcepsron res device*) ._J pnvNeNon dsvlcM) I ii NOTICE 'Minimum Fee$25.00 SUBTOTAL 1 G PERMITS BECOME VOID IF WORK OR CONSTRUCTION 5%SURCHAR-1E / AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS,OR IF - CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS PLAN REVIEW 2616 OF SUBTOTAL COMMENCED. TOTAL 2 9� 1�6-) Special Conditions_— _--. ------__--_. ----- ---- Data Issued_---- _by wue•rvt ECM INCORPORATED 5920 N.E. Ray Circle, #11,0 HILLSBORO, OREGON 97124 RECEIVED �/) [/� try,Iy,�l DATE JU9 NO 10113 NO• N IV V 1 ATTENTION _ ZO �9� �__ 1 O� (503) 648.6874 648.9898 COMMUNITY DEVELOPMENT NE WE ARE SENDING YOI I ❑ Attached F I Under separate cover via -the following items: I Shop drawings ❑ Prints Plans [A Samples f_] Specifications _] Copy of letter F] Change Order I_] _ COPIES DATE NO. _ — — DESCRIPTION _— ____ S off{ L,u,.L. -A- He-._ SS Fi.MPA��i i - --- em-1�-- - -- _- -- -- -- THESE ARE TRANSMITTED as checked below: L] For approval ❑ Approved as submitted ❑ Resubmit copies for appraval ❑ For your use ❑ Approved as noted ❑ Submit-copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment Ci ❑ FOR BIDS DUE _ _19__ CJ PRINTS RETURNED AFTER LOAN TO US REMARKS--------- COPY EMARKS--- -___COPY TO-______., 6830 SW Bonita Road 1 of 5 PRODUCT2402 =im Mn, If enclosures are not as noted, kindly notify us at once. 08/19/96 IIIII� Imm i Illi II IIIIIIIII II I 111111111111411111111111121111111111111111111I1IIII.I � IIlIIIIjIIIII , II►iIII1IIIII � IIIIII1Jill li f IIIIIII1IIII1li I IIIIIIIIIIIII IIIIIjI�IIIiII ,. 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