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I I • DATE: _ JOB NO. -a y DRAWN BY: REVISIONS.: le (op APF'RnVED FOR CONSTRUCTION CI'T'e OF PCIARD PFNn'll7 r I k*Ile SITE ADDRESSa55 J//ypZ;4,,,•CCl/ ©y9p TITLE DA I I r A A i r iP Igo tour ., T _ ... ...��..�.... . . . ....�. ,.___� _,.._.....�.._.._. on • �+' � �j�ll{� 11111�1 1111111 111�'1{1 I{11ti 11 11f1{{I 111 111 1111��1�1111 11'11111 Ilfllll 11111) 1111111 1111 f11 1111111 111 111 1111111 1111111 1111111 1111111 f111 f11 1111111 111111111111111 �. � �, � � � 1 � ,-•.....w•..nr•- - I NJTE 1F THIS MICROFILMED 1 ? 3 4 5 6 7 8 9 110 _ I I ____12 DRAWING IS LESS CLEAR DIAN THIS NOTIC61 IT 1S DUE TO THF QUALITY OF TW ORIGINAL DRAWING. --- __ - - OE 62 AZ LZ 92 SZ 02 E2 Z7_ 12 02 61 of LI 91 SI bl EI 21 11 01 6 9 L 9 S b E 2 I"•�" 1n11uulunlHnIHHIHuIHRIuHIDI11nNIn1llnuhHllIH111I11lIIIlIIIIIInalnulnnlnnluulnnlnulnlllnllhnllu'IIInIInIlhulluulunluulnnlnnLnllnlduulnnlnuluubullulll1111I1HIInullull1111INIlIIfllIIW>�IIIIIIIIIIIIIIIIU111111IIIIIIIIIIIIllll1111 p MAY 7 19 92 L■! L-J La Lj L_1 L,1 L.J 4J. 4 j Lj F t ■ 'l. I I� F t ;J r\ .. � �.� yy,,, -��,_^'^Y�� r,- -. ,Jy��- •.✓ ^ .....moi-�-y�..�,>`f�.�i,�-- _. /\ rte' vp4��,y�'` 7d•Yr qy`��,� '�3''�i��X�:�4•��7��M•.Y�i' �_ � �;.�Si"��y� y 'fin r, - a�� .m. ."IF �F.• _:!W' .E:.....Yy. :..i4��t Aw [ r � �` r. Min Cd Cd 9�, •,. bn to 04 cl co jj�� rtl tr o j o H N MW .� �. + ,,jp •� .., bo CO CD m O u � b m Ca al ifTh ` r •' - - - -- - — ---- --- '5r."/r\� r/ 1 'F'.w�� '\`'IAF. ''+ Y��,P11yI'�d G� M �1gL`�:• ✓^i..',f Y. jw. * d w Ila w INSPECTION NOTICE City of Tigard Building Department P.O Box 23397 Tigard, Oregon 97223 Phone: 639-4175 —r Type of Inspection Date Req�iested Time --.---_-_- A.M, P.M. Address ��'� Permit Owner ------ ----- -- Lot #— _ BuilderThe following Building Code deficiencies are required to be corrected: Press,..:-. I- I Approved Inspector —-_—_- _— Disapproved Date CALL FOR REINSTECTION �'YES F1 NO INSPECTION NOTICE City of Tigard Building Department P.O. Box 23397 Tigard, Oregon 97223 Phone! 6394175 Type of In )action Date Requested — Mme A _ P.M. Address Permit # Owner -_ Lot #— Builder The following Building Code deficiencies are required to be corrected: Presmted to _ _ --_ _._ Approved Inspoetor y --- — ---------- approved Date CALL FOR REINSPF,CTION Cl YEa ONO MECHANICAL. PERMIT CITYOFTIVA RD CITY M FERMI T N0. : ME89220H COMMUNITY DEVELOPMENT DEPARTMENT onam 'IF ISSUED: 11/ 7/89 13128 S W Hnll Blvd.P.O Box 23391.Tigard,Oregon 97223.(503)x39-4175 T JOP ADDRESS: 8185 SW HUN7.IKER ST TAX MAI'/L-OT SUB: L.T: PK- LAND USE: LOT SIZE: ITEM: NO: N17: WORK CLASS: ADDITION FURNACE (100K. AIR HANDLR (10 USE TYPE: INDUSTRIAL. FURNACE 100K+ AIR HANDL_R 10K CONST.TYPE: VN FLOOR FURNACE: FVAP.000LER OCCUP.GRP. : B2 HEATER VEN1 FAN VENT VENT.SYSTEM BLR/COMP (3HP 2 HOOD NO.STORIES: 2 BLR/COMP 3 1.SHP :' tNCINERATOR(DOM DWELL.UNITS% BLR/COMP 15-30HP INCINERATOR(COM FUEL TYPE GAS BLR/COMP 30-50HP REPAIR UNITS MAX.INPUT 1139000 BLR/COMP 504-HP OTHER FIRE DMPRS? NO GA, PIPING OUTLETS 4 HIGH PRESS? NO _i nu PRES 2 YE REMARKS: Addition to office t� FEES: W Kner. Bldg Mat'lfs PERMIT $10.00 N PLAN REVIEW $11.50 F FIXTURES $36.09 STATE: TAX $2. 30 -- - - ---. OTHER c ROBBEN DAVID N ROBBEN OIL CO INC. A P.O. BL`; 14867 G PORTLAND OR 97214 T PHONE (583) 233-5841 1, n REGISTRATION NO. J884 TOTALS $59.88 tins p�rrnll is issued sublecl to the regulations contained in Title 14 RECEIPT NO. of rhe TMC State of Oregon Specialty Codes.zoning regulations and an other applicable codes and ordinances. and it is hereby RFOUIRED INSPECTIONS agir,eri that the work will be done In accordance with the plans and GAS LINE. ,q)v( i1 cations and In compliance with all applicable codes and ME CHANCL.SYSTEM ,,d nances The Issuance of this permit does not waive restrictive FINAL t versants Contractor and subcn�tractors shall have current city htisinPss tax permits. This permit will txplre and become null and ,m(i it work is riot started within 180 days.or if work Is suspended or rhandoned for a period of 180 days am- time after work has i(rmrne.nced It shall be the responsibility o',the permittee to assure all roqulred inspections are reques�edAand approved. 011t t1wmiltm, Signature - Issued By ( l SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE ; ., ,�.�,;,.►.w,r�wwpw,,;�.p�.�y;�;' ., �nwwq�,�wn�.�,•.�,: � r ;p�ljy�'r"�''j�'��',ip�+t'�'1��y►vMM '�i�dM'9" Pip vq�� TUALATIN VALLEY FIRE & LESCUE Nh` AND (� BEAVE_RTON FIRE DEPARTMENT _ i FARE MARSHALS OFFICE 4 RESGJ� (503) 526-2469 POSTED: OCCUPANT n/ CONTRACTOR BLDG. PERMIT �k PROJECT NAME �.-�/i �`L^ ��/Jd 7 1 r�� PLAN REVIEW 0 LOCATION �� - JURISDICTION: 1= Be. 2= Du, 3= K.C. 4= Ti-r)5= T.. 6= Sh. 7= Wi. 8= CC 9= WC 0= Mc GrOVE F'tNhT. SPECIAL FOLLOW-UPIREINSPECTION ATTEMPTED FINAL Framing ❑ Separation Walls ❑ Sprinkler System ❑ Shaft ❑ Fire Dampers (Overhead/Underground) ❑ Alarm System ❑ Hood' Extug Systems ❑ Confe.reace ❑ Spray Booth ❑ Ceiling Cover ❑ Other vt Date: rJ T,nsoecfor: 0 Z 33 4 CITY OF TIGA RD OREGON ,,,�) October 24, 1989 David Robben Robben t Sons Heating P.O. Box 14867 Portland, OR 92214 Project: Rnez Addition, MP 892208 8185 SW Hunziker St. Dear Mr. Robben: Plans for this project were reviewed for conformity with applicable codes, and are approved. If any further changes or additions will be made to the mechanical system, please submit: revised plane showing the proposed work. You may get the mechanical permit for the project at your convenience. If you hava questioner, or if we may be cf assistance, please contact us at any time. Sincerely, Jim Jaqua Plane Ex *ner FAX (503) 684--7297 i 13125 SW Hall Blvd.,P.O.Box 23397,Tigard,Oregon 97223 (503)639-4171 -- INSPECTION NOTICE City of Tigard Building Department P.O. Box 23397 / Tigard, Oregon 97223 Phone: 639-4175 PType of Inspection Date Requested— �� _ �� Time _ A.M. P.M. Address ._ L �_._ -_ r Permit # Q fL)03 Owner_ Lot # guilder _ N ---` The follows i din deficien es are required to be corrected: 1 Presented to _ ] Approved Inspector // �' Disapproved Date Date CALL FQR REINSPECTION YES ❑ NO 'gid .r, .�''�; ^� i� �r'�'1 t .1, q. �.1 ',f� !Y• n 'C' ,.4 T I if 1"t s i IT 1 og to it c I:) 14 t5 \ 1 �►- 1 I n- 11 / 11 i 28 c-,x) f3/.U.nn�D'c:i Zow�".0 G fv2We1G� t�Sp�pS1N SV40\ r :nlr'? tll �2i2d�✓fAC �o ��/6 o p1.;AS5 . h Q i JA { Y i I t► MY OF TIGARD —— Aoproved.....................................:.....:.....:...........{t ----- �� Condttlonathr Appmvad................ _— For only thn N'c:k a~ dr3COritK 1 PERMIT NO. . ;,ea totter to:Fol!nw.......... .. ........ .. ... Attach........................................ ..... •III I� lob Address: I i F-i N4 Np AN'A"�1�1'S• Of • '1� � 0, �t � (-c). �1/bA" s �:,.P l ICJ I �� --------�i;' �- � -�i•�A�-- -+B�..et- I i main" tox PLUMBING PERMIT CITYOFTIFARD / Kf1. f' RMI T N0. : l'L 9921 A0 I cmiOt=TI I ORlOOH COMMUNITY DEVELOPMENT DEPARTMENT ITE ISSUED: 10123/89 r' 1'1124 S W Hall Blvd P O.Box 23391 Tigard,Orrgon 97223.(r.03)639-4175 C F1T M_�J�7.,j11Q► — - — JOB A?DREGS: 8185 SW HUN71VER iT LT: BK: TAX M0/LOT 1IUI+; LAND USE: L01 SIZE: NO: ITEM: N0: WORK CLASS: ALTERATION WATER CLOSET 2 TRAP, USE TYPE: COMMERCIAL URVIAL I BKFLOW PRVNTR CONST.TYPE: LAVORATORY 2 TRAP PRIMER OCCUP.GRP. : TUB SHOWER 1 GREASE TRAPS DISHWASHER GARBAGE:. DISPOSAL NO.STORIES: WASHING MACHINE: DWE'LL.UNITS: LAUNDRY TRAY Bl_DG.DRAIN (DTA FLOOR DRAIN SENT, SEWER (FT) WATER HEATER STURM/RAIN (FT OTHER REMARKS: Tenont Addition FEES: a PERMIT $45.8A W N F FIXTURES c1 STATE TAX. $2.25 OTHER $11.25 c N SONNEN PAT X CLAUDIA l CHRISTIAN PLUMBING INC. A 22919SW STAFFORD RD C Tualatin Or 97062 PHONE (583) 638-822 - 1OTAL: $58.50 REGISTRATION N0. 42671 RECEIPT N0. CC�r�rr� 1111%permit is issued subject to the regulations contained in Title 14 -____.._________-_---_ ni the 7M State of Oregon Specialty Codes, zoning regulations i ,111 nthot applicable codes and ordinances, and it Is hereby REQUIRED INSPECTIONS •,i lha, the work will be done in accordance with the plans and PLB.UNDERSLAB l l c.atons and in compliance with all applicable codes and ROUGH-IN „r'l nancf-S the issuance of this permit does not waive restrictive PLB.TOPOUT „-enants Contractor and subcontractors shall have current city ti,,wess tax permits This permit will expire and become null and FINAL w ,rk is not Marled within 180 days,or if work is suspended or h,i,n1„nr rt iw a period of 180 days any time after work has ,.„ nl,nCNrl It shall be the responsibility of the permittee to assure , ,-I im inspections are requested ano approved r Fler,nittee Signature �ssnf>r By \> AL I FOR IRT T rr,TT0R'-b_39=417j SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE rid w 0 (OREGON OF TIVA RD June 8, 1989 Mr. Scott Brotherton Oregon Pacific Construction 180 S. Pacific Hwy Woodburn, Ore 97071 Ike: Knew Building Materials Addition 8185 S.W. Hunzik.er Rd Permit # 890033 Dear Mr. Brotherton, This letter is to confirm your request for an extension on the permit for the above referenced project, has been approved. The permit has been extended for 180 days from todays dace. If you have any questions, please call me at 639-4171 Sincere}y Brad Roast Building Official 13125 SW Hall Blvd,P.O Roy.23397,Tigard,Oregon 97223 (503)639-4171 --------- _ __- NO GC�y pACj� C 180 S. PACIFIC HWY. WOODBURN, OREGON 97071 (503) 981-8147 Juno 7, 1989 City of Tigard Building Department Attr.s Brad Roast. 13125 S.W. Hall Blvd. Tigard, Oregon 97223 REE Extension of Building Permit X990033 Dear 11cad, Per our phone conversation today, I am requesting an extension on permit #890033 issued on Jan 9, 1989. The ,Job is Knez Building Materials located at: 8185 S.W. 11un71ker Road. IF there are any problems, please call me. S inrpre l y Yours o Gpott Brotherton Prii-AMIT NO. lit.1890033 CIT 17yor" IV �orIT COMMUNITY DEVELOPMENT DEPARTMENT 13125 SW Hall Blvd..P.O.Box 23397.Tigard,Oregon 97223,(503)E39-4175 U14i'm LAW' -I WIR --------1 -7- 81.R5 15W HJ.1N111<I1P (AX M()f-;1/I t l I 25 1, 1.0(1 LA I. I)SE VAL I.JA*1'1.(.)N : 1N 60 ,000 sr-.314ACKS FRON'T' : PEAk, W(')jJj< C1. IVBS : ADIDI DWEI.-L. . UNI 1''.a 1 PICI-4f : M.A.-K Iyr)E:: : ("CHIM1171.1,ICTAL. N0. 811 EX I' .W61 L (Al Wil' : V14 NO. BATHS : N S W Ill." CM, [.1.2 OPEWENGS : W ()(A3.11P . LOAD N S (C)I Al... AREA : 216,75 NO . S1*01:11ES : 2 1.06V POOF* 1.3 IXT.PC PE*1*17 YI:;1S 1.63.3 APPI.-6 5EPAI47 NO RA111u: OG(AJIF-1 . I 5 F:PAP'? NO 14 A,I'f:I:) 14 A S r-..M C'N'T"? NO 3RD : M!'ZZ0N:I:NI-.':7 N('.) r-.4 A. !:)FM' 'I 1; 5 1.A 1:4 A C.-I I.:, F`IPE SPI.'110-A? YES ALAWM? NO F LOW DL.-I L-1.11 i NO HLA1, TYPEI -12AC; (IN CHFICK C)y I-IJ I?FJ11AI:4I<S : r4I::A5Sk.JF OF NO. L.A51, PEISqUirl.". --J F 1:1:5 0 W N O:H.111) SW PI AN PL.VJ.V:.'1W $20,*�t, ,eM E R 1.(4 lit r,(:1 0 14 9 1 P V 3 150 3 eivo 6:1 ATF. 'TAX $15 el".) [a T'hIGKT C, !ii 1,014m) N I T AWAIT TECT 51,14!Ekil .R #16 GONUOI.A.-A COI-If-41' Poc I* A P-44F-KPAT.1.) < 1113'20 . 65) C I OP Y703-1 T636-61- f() 1113P 0 8 . 65 1. 11:,,6 1 T k*111 N('11 1,k.?1,'m 1,!!11:)11 111:Crr.'I P I' N(:1 C-- This permit is issued subject tc the regulations contained In I itle 14 ........................ ............. of the TMC. State of Oregon specialty Codes.zoning regulations 11NISPEUTIONS and all other applicable codec and ordinances, and it is hereby agreed that the work will be do-e in accordance with the plans and 1 001 :1.NG specifications at,J In compll,-.n^e with all applicable codes and I (IIINI')A*T*:I'.(.)N WAI-A.- ordinances The Issuance of this permit does not waive restrictive ,;i L A F 4 covenants Contractor anr' subcontractors shall have current city 1**..PAM]:N(*.,', bUsines- tax permits This permit will expire and become null and void i'work is not started within 180 days,or if work is suspended or 1WARAT' ON HbAndoned for a period of 180 days any time after work has Gyli) . r.,1(aARD commenced. It shall be the responsibility of the permittee to assure 51APF.-NE) . all requited inspections are requested and approved F 1:NAI.. Permittee�iq n a 4tu're Issued By. -7717T-- 1 (114 *I.N!:iPl:---C I I-OP 6,39 2-11 SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE FIRE MARSHALS OFFICE 718 Washington County Fire District No. 1 ® City of Beaverton Fire Department Tualatin Rural Fire Protection District � 4755 S.W.GriVith Drive • P.O.Box 4755 • Beaverton,Oregon 97076 Phone (503) 5262469 January 13, 1989 William D. Peterson 46 Condolea Court Lake Oswego, Oregon 97035 RE: Knez Building Materials Company Rlci5 S.W. Hunziker Road Tigard, Oregon Dear Mr. Peterson: A fire and life safety plan review was conducted on tie above captioned pt•o.ject for compliance with the 1985 editions of the Uniform Building Code (UBC) , Uniform Mechanical Code (1AC) , and the Uniform Fire Code (11FC), as amended by Washington County Fire District No. l.'s Ordinance 86-1. 1. Exit Door Hardware: All doors shown on the drawings must be openable C rom the inside for immediate exit at all times without the use of a key, special knowledge, or effort. (UBC Sec. 3304) 2. Exterior. Exit Door: Hardware for the exterior doors and key operated deadlocks may be permitted where there is a sign posted on or over the door reading, "THIS DOOR MUST REMAIN UNLOCKED DURING BUSINESS HOURS" in letters not less than one-inch in height on a contrasting background. (UBC Sec, 3304) 3. Firestoppi.ng: In all wood framed walls and partitions, firestopping consisting of 2-inch nominally-sized lumber or other approved materials must be installed at all floor and ceiling levels. Penetrations in this prescribed firestopping to accommodate wiring, plumbing, and other similar utility runs must be packed with noncombustible materials in an approved manner so as to prevent the passage of flame. (UBC Sec, 2516) 4 . Landings at Doors: There must be a floor or lan ng on each side of all doors. The floor or .landing must not be more than one-inch lower than the threshold of the doorway unless serving access for the physically handicapped. (UBC Sec. 3304(h)) 5. Mechanical Plans Required: Plans referred to and examined by this office contained no plans for heating or air conditioning systems. Unless electric baseboard heat is employed, comi .,ete mechanical syr-4:em plans for the HVAC equipment and duct work must be submitted to and approved by this office prior to installation. (UMC Sec. 302) William D. Peterson January 13 , 1989 Page 2 6. Mechanical Equipment Approval: All heat producing and electrical equipment and appliances installed in conjunction with the construction or occupancy of this project must be approved by Underwriters Laboratories, Inc. or other nationally recognized testing agency and installed in accordance with the testing agency's specifications. (UMC Sec. 502) 7. Address Required: 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) 'e 8. Fire Extinguisher Required: A fire extinguisher having a minimum rating of 2A1OB:C must be placed in an accessible lor_at.ion within plain view per floor. (UFC Sec. 10.301(x)) 9. Automatic Sprinkler Plans: 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. (UBC 302(b)) 10. Inspections Required: Inspection and approval of construction by a representative of this office is required: (a) prior to the cover of any new ir!?ming elements following the installation of all utility runs which will be concealed within wall and partition ca-ities; (b) upon completion of construction and prior to occupancy of the tenant. space. (UBC Sec. 30`,) 11, Approved Plans on Joh Site- One set of apprcved plans bearing the stamps of the Tigard Building Department and this office must be 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) 12. Certificate of Occupancy Required: Prior to the use and occupancy of the project (space) , a certificate of occupancy or other written instrument. of approval must be obtained from 'he City of Tigard Building Department. (UBC Sec. 307) SPECIAL NOTICE: DEVIATIONS FROM THE SUBMITTED AND HEREBY CONDITIONALLY APPROVED PLANS DURING THE COURSE OF CONSTRUCTION, EXCLUSIVE OF THOSE NECESSARY TO COMPLY WITH FIRE SAFETY REQUIREMENTS AS LISTED HEREIN, ARE PP,OHIBITED WITHOUT THE WRITTEN AUTHORIZATIG:V OF THE WASHINGTON COUNTY BUILDING DEPARTMENT AND THIS OFFICE. William D. Peterson January 13, 1989 Page 3 APPROVAL OF SUBMITTED PIANS IS NOT AN APPROVAL OF OMISSIONS OR OVERSIGHTS BY THIS OFFICE OR OF NON-COMPLIANCE WITH ANY APPLICABLE REGULATIONS OF LOCAL. GOVERNMENT. I appreciate your patience in this matter and your time in delivering the second blueprint to my office. Should you have any questions, please feel. free to give me a ring at 526-2519. Sincerely yours, ?nK 4 i� Jo Dalby Deputy Fire Marshal JKD:kw Cc: Jim Jaqua ✓ Tigard Building Department. CITYOF TIIFARD OREGON January 13,1989 William U. Peterson, Architect #46 Condolea Crn•rt Lake Oswego, OR 97034 Project: Knez F.tu_iluing Addition BP 890033 8185 cW Hunziker Road Dear Mr. Peterson: Plans for this project have been reviewed for conformity with appUcable cedes, based on the corrections you made to the submittedplans, and are approved. The only item needeA now are the plans for any changies to the building mechanical or plumbing systems. Permits for thorm? specialties may be obtained by the contractors. if you have any questions, or if we may be of assistance, please contact. us at any time. merely, I im J Plans Examiner 13125 SW Nall Blvd_P.O Box 23397,Tigard,Oregon 97223 (503)639-4171 FIRE MARSHALS OFFICE Washington County Fire District No. 1 City of Beaverton Fire Department Tualatin Rural Fire Protection District 4755 S.W.Griffith Drive • P.O. Box 4755 • Beaverton,Gregon 97076 Phone (503)526.2469 January 11, 1989 William D. Peterson 46 Condolea Ct, Lake Oswego, Oregon 97035 RE: Knez Building Materials Company b185 S.W. Hunziker Road 'figard, Oregon Dear Mr. Peterson: A fire and life safety plan review was conducted on the above captioned project for compliance with the 1985 editions of the Uniform Building Cod (UBC) , Uniform Mechanical Code (UMC) , and the Uniform Fire Code (UFC) , as amended by Washington County Fire District No. 1's Ordinance 86-1. Plans are not approved. Section 302(c) of the 1985 Edition of the Uniform Building Code states in part "plans and specifications shall be drawn to scale upon substantial paper or cloth and shall be of sufficient clarity to indicate the location, nate-e and extent of the work proposed and show in detail that it will conform to the provisions of this code and all relevant laws, ordinances, rules and regulations, " Please submit a plan that identifies all existing areas in detail. That is to say, we would like to see how this proposed addition will affect the existing building. The plans received by our office were a little bit vague in this regard, Should you desire further information or wish to discuss this matter, please contact me at 526-2510, If I can be of any further assistance to you, please feel free to contact, me at 526-2519. Sine. rely yours, o IIru n K. Dalb> Deputy Fire Marshal JKD:kw cc: Jim Jaqua / Tigard Building Department CITYOF TIVARD OREGON ,January 9, 1989 William D. Peterson, Architect #46 Condolea Ct. Lake Oswego, OR 97034 Project: Knez Building Addition BP 890033 8185 SW Hunziker Rd. Dear. Mr. Peterson, Plans for this project have been reviewed for conformity with applicable codes, and are approved, subject to the following items: 1. Stairway design shall be changed to a maximum rise of 7 inches, minimum tread of 11 inches. O.S.S.C. Sec. 3306(C) Rise and Run. 2.. Stairway shall be provided a handrail as per O.S.S.C. Sec. 3306(j) Handrails. 3. Submit plans for additions to and alteration of the fire sprinkler system. 4. Sul;mit plans for additions to or alteration of the building, plumbing and mechanical systems. If you have any questions, or if we may be of assistance, contact us at any time. Sincerely, �, iia l Plans Examiner jlh 13115 SW Hall Blvd.,P(.).Box 23397,Tigard,Oregon 97223 (503)639-4171 ---------------- c f M M,.\�'/��✓-_�-��,,..°i..,.4y\1��/r � ;; w/� \,_/ +. ��\ ✓��w�y ti Ibh-• �`r��'b1M1- �{'y l pts ''Wj � ,4 t,�N�h��„dj♦<'`�•.id�,; � y,?I.�pd}4y, rd9 `,8h��ff.l��tr;�;l�.'�•,r�f�,n,,ry Y • , .� v IY�e� yM ry,�..0.,r._ ,Yj hjII/-y1'i� f�(la r..w a 1p•. I,,, .•'i"' •'?r.. •ity 7tY .'� Ui i �� ndN',�ft0� "�j •tt Nj� gM 'Ad0' �11Y�t�l''§Aw M�I+> @?P T "`km7�el� b "."P. *'tr r "`�.y ..• uNwa dl '' aIA� �� 1�p•�A11� �,NII�:S� 1�d'� � �'S� i {'N IS - ;,,��.• Ate' � �1.,;-" ..,, 0 rj y r y Q 44 It, A. Er i o Qd bL aho ' `t al vi to tin cl O !i15:1u N �. �f 77 ICA u 04 cn iiY iJ Q s i tI rY c)() rj r "A.."11 yt'. x bp fir.' C+ l;, I: / •,' ,'+}�'.l\/1 C?�lil`,i) x I � i. � C CS Q1 [' V •-'i rt' ?�..pl� �Y�/ ry A Us '�` 'p '0'A'"''n,._iEdwie•ewe.e—.:ti•%,eZe�2a3a'Sa.S&3TT�',"�'_--r,'„-„t. -- :.�-riri - `: " •_ V�,�. 'p�'+''If, �3�� •.��.r ,11; .: ' �'�1��?i u . Nt1�.•.. R `'�..�u r!�r,�,,. � q I � "'y�.:�'-�' .�+!r'° .�f ''�'�W�'" .� ��uv ��', ia;,� �u+�• moi, '��'►��"�t� ' md \ •••^ SAF IP, "• � .Y'��`F OiyY��.�� ,n,��i� S •�rK;W;•'�"!� ,� >., �ran'n;�• 1 �L,..1 '�z �y,� !- �•• ,YtQ♦Kar M�/�� ,�1�• 'F� � •� ��"^'� M :,A� Py;.• '� •TI' ,�� "�a AV'- ��. \\/ `'�.. \ ��-'1.�-i'.✓� `ri•. ♦ moi\ i'�. -�J �1 M I I BUILDING PERMIT APPLICATION TIGARD DATE__..._ 7/r�"'� ,,�__.�_�_ 3821 THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT FOR THE WORK HEREIN INDICATED BUILDER PHONE _2?76=D�;86 GR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNER PHONE _ OWNER KttHZ Bldg. MateriSbAD_D_RESS_B10:r 51,,1 Hu_nLOT NO.,-- _ziker Street ayetems — ARCHITECT ENGINEER B ILDER_ I_ lrsugard •SErinkler1ADDRESS 10239 NE Marx 4_ DESIGNER Fireguard STRUCTURE U NEW _ El REMODEL LX ADD!TION O REPAIR _❑ RE 4EWAL 0 FIRE_DAMAGE G DEMOLITION ❑ RESIDENCE ['XCOMM ❑ EDUCATIONAL ❑ GOV'T ❑ RELIGIOUS ❑ PATIO ❑ CARPO IT ❑ GARAGE ❑ STORAGE ❑ SLAB 0 FENCE OCCUPANCY B-2 LANDUSEZONE _',._BLDG.TYPE 5N FIRE ZONE—— PLAN CHECK BY _ TRFUHEAT_`_-- ` Extend automatic fire sprinkler kyAtem—per plane and fire code.��___, SEWER PERMIT# OCC,LOAD FLOOR LOAD HEIGHT NO.STORIES AREA NO.BEDROOMS VALU%1,215. BUILDING DEPARTMENT SETBACKS FRONT _ REAR _LEFT SIDE RIGHT SIDE _ Permit 113.00 THIS PERMIT IS ISSUED SUBJECT TO THE REGULATIONS CONTAINED IN THE BUILDING CODE,ZONING REGULATIONS AND ALL APPLICABLE CODES AND ORDINANCES, AND IT 19 HEREBY AGREED THAT THE Plan Check �– WORK WILL RE DONE IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS AND IN COMPLIANCE WITH ALL APPLICABLE CODES AND ORDINANCES THE ISSUANCE OF THIS PERMIT DOES NOT WAIVE Subtotal I RESTRICTIVE COVENANTS CONTRACTOR AND SUB CONTRACTORS TO HAVE CURRENT CITY BUSINESS State Tax 41, . 52 LICENSE.SEPARATE PERMITS REQUIRED FOR SEWER,PLUMBING AND HEATING. _ Total 52 SDC- . _ PDC# APPLICANT OR AdENT _ By P1 Approved Wh Receipt No. ADDRE88 -� /!i PHONE . URKWURI INI a DATE INSP, TYPE INSPECTION REMARKS PLUMBING DATE Contractor Permit No. Hough-in Fixture Final HEATING Contractor Permi,No. G is or Oil Rough-in Final SEWER Final DRIVEWAY Final Storm Drainage Main Drain)Final Sidewalk Curb&Street Final Approach ivLr,G, DEPT. FINAL— TEMPORARY CERTIFICATE—OCCUPANCY ICERTIFICATEOCCUPANCY IFinal Landscaping Zoning Final ;y: BUILDING PERMIT APPLICATION TIGARD DATE_- 3734 THE UNDERSIGNILD HEREBY APPLIES FOR A PERMIT FOR THE WORK HEREIN INDICATED BUILDER PHONE • i AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICAT IONS OWNER PHONE LOT NO. -- OWNER JOBADDRESS U18b SW HUIIZ1kF.,[ _ ARCHITECT — ENGINEER BUILDER same____ _--__ ADDRESS _-- DESIGNER ]amps STRUCTURE ❑ NEW ❑ REMODEL EY ADDITION ❑ REPAIR ❑ RENEWAL ❑ FIRE DAMAGE ❑ DEMOLITION ❑ RESIDENCE KI COMM ❑ EDUCATIONAL ❑ GOV'T ❑ RELIGIOUS ❑ PATIO ❑ CARPORT ❑ GARAGE ❑ STORAGE ❑ SLAB❑ FENCE OCCUPANCY __ 1-2 LANDUSEZONE -� BLDG.TYPE __.SN FIRE ZONE—!----t- PLAN CHECK BY oto HEAT__._____ �.onstruct all metal building attechsd__ta exiat.illy structu] e.. _ f7anstruct a mezzanine approx. 27' X 16' inside. All o®r plans & coded® Fir-cu. --- — FALpnd Fire Sprinkler as requi;eQd. Permit required for `Fire Sprinkler. C EWER PERMIT N t.-+ OCC.LOAD FLOOR LOAD HEIGHT NO.STORIES AREA / / NO.BEDROOMS VALU*1 Ute_ BUILDING DEPARTMENT SETBACKS FRONT REAR LEFT SIDE RIGHT SIDE Permit ,b6.OO _ _ THIS PERMIT IS ISSUED SUBJECT TO THE REGULATIONS CONTAINED IN 1HE BUILDING CODE, ZONING REGULATIONS AND ALL APPLICABLE CODES AND ORE NANCES, AND IT IS HEREBY AGREED THAT THE Plan Check 28.00 WORK WILL BE DONE IN ACCORDANCE WITH THE PLANS AND SPECIFICATIO,4S AND IN COMPLIANCE WITH ALL APPLICABLE CODES AND ORDINANCES. THE ISSUANCE OF THIS PERMIT DOES NOT WAIVE Subtotal 34.00 RESTRICTIVE COVENANTS. CONTRACTOR AND SUB CONTRACTORS TO HAVE CURRENT CITY BUSINESS LICENSE.SEPARATE PERMITS REQUIRED FOR SEWER,PLUMBING AND HEATING. State Tax ij , 2.2 SDC- Total $86. 24 __ PD APPL�-hG�OR GES NT BY 1 t Recelpi No. Approved 6 ADDRESS � viioNF 9 :i DATE INSP. TYPE INSPECTION REMARKS PLUMBING DATE - --- S Contrac or u -- _ Permit N o. - - -- - - -- -�_ Rough-ir _ - �� ---- ---— - - �_ fixture - Final - -� - . ----_-- NI•A rrNG�-- --- - ------- -_ __ Contractor_ W -�. ------ --- - -------- ---- Permit No. Gea or Oil ` - ----- - ------ ---_-- Rough-in -- - - -- Final J_-- --- - SEWER ----- - - -_._- _-� - DRIVEWAY _- -.- — Final ~� Storm Drainage - ---��— - (Rain Drain)final Y - Sidewalk �^ _ Curb&Street Final _ Approach BLDG. DEPT.FINAL~ TEMPORARY CERTIPIC. rE OCCUPANCY --�` RTIF7CATE OCCUPANCY Final "dxcaping i Zoning Final ,�_ 3 1' ,i I r "! E ;! I i ( 1 I .I —Fiqr� {�''� �;,,',p�,6e„•"Vq'`tft�', "'7.�''_:rt/ ��"k,.h.n!'a ��° rr'�t'`�� I6t"s°Y°!�'` � y� l/y+\t •;`r'T�}�asm.•:,y9'_� VIA �►: tY K Nt sIR 7 aW ,•a �t ''(�(1 D Lti aE. }St Nr I !+ .a rrh syti+ Y ' a Nt s�y< +t w. �+ +r t u I•}?', "` �` q y t Y @� r »011N r/� MI'M1 r1lA�"y 1 kit II@ `ltd }Y1�► 'OA1i�S .0R't Ili N,�= r�Mlfl4 obi ry r 'li) ':q 3s}4+i.t'S�t r�� ii' ,•r+'��t�t �,,, k,1 r+t s.; r(,{ar+t�d ��• , +� ; a Ar 00 0 f•�• e } x•11 Qs {� F" ff :AllC14 Cd ��4�� ed ti b M U T 9 f, .ly�r N N .� O cr bo a as Jo Flo cd ? 4.'Ih •4 Wk14 CIO .0 O y, 1, ILI ch N 00 97. 'Y oa V7N Ln $ Os N 4s fi; 1 s ilh x2m;in CU �. C L. a + r(� e�!► i fi, r�, < /��+.¢ 1�!1�,J� •. 1 r �:X119 + 1 r)1 '� yYl '� t 'i7'�+' ``ir'rs ..L/ r '•. �.I � ♦ +y i q�u� � ,,may J +�' \, � ., � �ulA�dR �•, � � � tet• r• ;� ,�,'• �„- .-+,.�,-��'.iI�T�`, " .• �'`� u' �, +••,,.•.qt 'R�"' � ;,"a,r sr :•'�'"�•.:play�I �y, `� � p,y �,"�' .`tf, 'y •�` ',,�rv' � 'S'►.....w+'4 �. �,,U s �'. dti ..+�"" R s j`�kay.. •H C� 'i�..� Z .. \��r��+�_. l\_ •. /moi'�� ~ 1,.0 z to w�' �Y ) rI ti • S � � I R V c7 b C E ti l I'/- I✓ n. 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Located inside existing building. ��— SEWER PERMIT# OCC.LOAD FLOOR LOAD_ HEIGHT NO.STORIES AREA 901 N0.BEDROOMS VALUE i1OUu. BUILDING DEPARTMENT —� — SET BACKS FRONT REAR LEFT SIDE RIGHT SIDE Permit $a36.00 YHIS PERMIT IS ISSUED SUBJECT TO THE REGULATIONS CONTAINED IN THE BUILDING CODE, ZONING Plan Check 1131.Qq REGULATIONS AND ALL APPLICABLE CODt.a AND ORDINANCES, AND IT IS HEREBY AGREED THAT THE WORK WILL BE DONE IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS AND IN COs, 'LIANCE WITH ALL. APPLICABLE COOES AND ORDINANCES. THE ISSUANCE OF THIS PERMIT DOES N01 WAIVE Subtotal _54.00 RESTRICTIVE COVENANTS. CONTRACTOR AND SUB CONTRACTORS TO HAVE CURRENT CITY BUSINESS Stets tax 1.4 d LICENSE.SEPARATE PERMITS REQUIRED FOR SEWER,PLUMBING AND HEATING. SDC— Total $.13!j.44 PDC# APPLIUANT OR AGENT By _ pi Approved— ---E TIJ Receipt No. ADORE88 PHONE w n W�JHiff] DATE INSP. TYPE INSPECTION REMARKS PLUMBING DATE Contractor Permit No. Rough-in AllFixture HEATING Contractor Permit No. GAS or Oil Rough-in Final sEWER Final DRIVEWAY Final Storm Drainage (Rain Drai i)Final Sidewalk Curb&Street Final Approach DEPT.FINAL TEMPORARY CFRTIFICATE OCCUPANCY IFinal CERTIFICATE OCCUPANCY -60 ds,tpinq L i ,.... _ .,rt•.-.--...,..•ae�Yw+.--+wNs'�*�r�•.....«.....,,,ti_�..r.-..,..-..._..T,�.,�...'r',�'?�S'alttT'mim-�ahwl�^�-^An�7�ee+�.-'mp -jrss ..-,.y:ir r vm.w BUILDING PERMIT APPLICATION "OF TIG ARD DATE 'Rey lot _ . 78 THE UNDERSIGNED HEREBY APPLIES FOR APERMIT FOR THF WORK HEREIN INDICATED BUILDERPHON� OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS ANC SPECIFICATIONS. OWNERPHONE_ LOT NO._ nui: -'At�d . liat. +.� I ?s:.. i tI_�IIx z L.�, , OWNI�R i JOB ADDRESS _ HOME ADDRESS _ —— - - -'—� ARCHITECT ENGINEEF. BU,LDER �-1 ADDRESS _ DESIGNER STRU TORE ryry INEW LJ R_t MOD_EL_ ❑ADDITION _ C3 REPAIR _❑RENEW1,L__❑FIRE DAMAGE LJDEMOLITION C1 RESIDENCE 'UCOMM ❑EDUCATIONAL ❑GOV'T ❑RELIGIOUS❑PATIO ❑C4R PORT �--IGARAGE ❑STORAGE❑ �r-- SLAB [-]FENCE ❑BOND ❑MOV ING ❑CONDITIONAL_USE ❑UES 3N REVIEW ❑COUNCIL APPROVED ❑SIGNS OCCUPANCY- _LAND USE ZONE------.- BLDG.TYPE—.--FIRE LONE-- PLAN CHECK BY .- HEAT— . ,1UtFall (l) 360 above Vround Pla;j p1-.taws. Anlchut• shah :je Iyer plwi ---l:�carJ cxic.ruto- !lana►. Pole independent to be at .laar..t OCC. LOAD ___ELQDR_-LOAD_. -�l�I---�L`IQ.STORIES AREA �-EQ!32ZM5__- __Ya_LUE BUILDING DEPARTMENT SET BACKS FRONT PEAR LEFT SIDE RIGHT SIDE -,_— _...-- ----..____.-------- Permit .Clf.l --- – -----__ --- - THIS PERMIT IS ISSUED SUBJECT TO THE REGULATIONS CONTAINED IN 1HE BUiLDING CODE, TONING Plan Check REGULATIONS AND ALL APPLICABLE CODES AND ORDINANCES, AND IT IS HEREBY AGREED THAT THE - WORK WILL BE DCNE IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS AND IN CCMPLIANCE WITH Sub-total ALL APPLICABLE CODES AND ORDINANCES. THE ISSUANCE OF THIS PERMI; DOES NOT WAIVE RESTRICTIVE COVENANYS. CONTRACTOR AND SUB CONTRACTORS TO HAVE CURRENT CITY BUSIAF-SS State Tax —_ — LICENSE SEPARATE PERR41TS REOUIRED FOR SEWER, PLUMBING AND HE. TING. Total dv f-TLI APPLICANT OR AQr.NT Approved I / Receipt No. 19332 0 I DATE INSP. TYPE INSPECTION REMARKS PLUMBING DATE Contractor _ -.- --�-- Permit No. -- -� --------�- Hough-in — Fixture Final HEATING — Contractor Permit No. Gas or Oil _—- Hough-in ---- ----- ---- ---- Final ' -- -- ----- — SEWER Final DRIVEWAY - ---- — Final — Storgi Drainage — (Rein Drain)Final. Sidewalk Curb&Street Final Appronch - BLDG.DEPT.FINAL TEMPORARY - CERTIFICATE OCCUPANCY Final CEF'T IFICATE OCCUPANCY — — Landscaping I! Zoning Final ii 1 ITY BUILDING PERMIT APPLICATION rOF TIGRD DATE 4•7-76 19 THE UNDERSIGNED HEREBY APPLIES FOR APE RMIT FOR THE WORK HEREIN INDICATED BUILDERPHONF_ OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNERPHONE _ LOT NO. OWNERI nj--�A hldtj, Materi ".16ADDRESS Ultib 5W Hunliker HOME ADDPESS ARCHITECT ENGINEER BUILDER ame ADDRESS_ _ DESIGNER _ STRUCTURE ❑NEW X1!fRI MODEL ❑ADDITION r ❑ ❑ C3 ❑��REPAIR ❑RLNEWAL ❑FIRE DAMAGE r 1 ❑DEMOLITION ❑ RESIDFNCE'l 360AM ❑ C EDUCATIONAL ❑GOV'T RELIGIOUS L.IPATIO ❑CAR PORT GARAGE STORAGE SLAH JDFENCE ❑BOND ❑MOV ING ❑CONDITIONAL USE ❑DESIGN REVIEW ❑COUNCIL APPROVED ❑SIGNS OCCUPANCY____�.�_LAND USE ZONE-M�____BLDG.TYPE__- FIRE ZONE__ PLAN CHECK SY ��ta �HEAT- '.,'1t3t. f fic e tirem let and and floor all per plane of-id extend Pir• Eip�Sni 1 __ per cauda requirements. QLL_J.QAL7 fL9QH_LSLA_7-__ H�1S1}1LNO $I9 $----AREA _L�9�9E12�4SZM�S��.YALL°F 34t0 0. BUILDING DEPARTMENT SET BACKS FRONT REAR LEFT SIDE RIGHT SIDE Permit 139,OU ` THIS PFRMIT IS ISSUED SURJFCT TO THE REG.JLATIONS CONTAINED IN THE BUILDING CODE, ZONING Plan Check 6 Q REGULATIONS AND ALL AFPI_ICAB' E CODES AND ORDINANCES, AND IT IS HEREBY AGREED THAT THE -- --- WORK W11.L BE HONE IN ACCOROANCL" WITH THE PLANS AND SPE^.IFICATIONS AND IN COMPLIANCE WITH Subtotal `rel,+ .� 4LI. APPLICABLE CODES AND ORDINANCES THE ISSUANCE OF THIS PERMIT DOTS NOT WAIVE —"--- RFST,IICT,IVF COVENANTS. CONTRACTOR AND SUB CONTRACTORS TO HAVE CURRENT CITY BUSINESS State Tax r } LICENSE. SFPARATE PERMITS :iCOUIP.ED FOR SEWER, PLUMBING AND HFATING. Total 214.(Ila By — - -- _ - - -- - - -- -- -- cPPI ICANT OR AGENT Approved �,- ` H,i,,il l iVu '"^ • JUW_1W_1 DATE INSP. TYPE 11115PECTION REMARKS PLUMBING DATE Contractor Permit No. 13 F 3 Hough-in Fixture Final HEAT ING Contractor Permit No. Gas or Oil Rough-in Final SEWER Final DRIVEWAY Final Storan Drainage (Rain Drain)Final. Sidewalk Curb&Street Final Approach BLDG. DEPT.FINAL TEMPORARY CERTIFICATE OCCUPANCY F CERTIFICATE OCCUPANCY final Landscaping Zoning Final MIN BUILDING PERMIT APPLICATION coF TIGARD DATE _, 1s THE UNDERSIGNED HEREBY APPLIES FOR APERMIT FOR THE WORK HEREIN INDICATED BUILDER PHONE OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS OWNER PHONE._. LOT NO. YWNER DORESS ' HOME ADDRESS ARCHITECT ENGINEER BUILDER _ ADDRESS _ DESIGNERt-_ STRUCTURE ❑NEW 0 REMODEL ❑ADDITION REPAIR ORENtWAL CJFIRE DAMAGE LIDEMOLITION [] RESIDENCE RESIDENCE ❑COMM ❑EDUCATIONAL ❑GOV'T ❑RELIGIrO--US❑PATIO ❑CAR PONT ❑GARAGE Cl STORAGE QSLAB FENCE QBOND ❑MOVING ❑CONDITIONAL USE LJ DESIGN REVIEW OCOUNCIL APPROVED ❑SIGNS OCr_UPANCY ...LAND USE ZONE —BLDG.TYPE FIRE ZONE— PLAN CHECK BY-. HLAT_--- aulpor.ei�yermJ t:. fur orrice trailer bldg. lamas spread of interior finish to most min. code. stage t-j meet code. tl:t:ll for i>i:#pfa cuillon When a®C in .lace. RF RUILDING DEPARTMENT SET BACKS FRONT REAR LEFT ;IDE RIGHT SIDE Permit �,.��yU — --- _—__---- _ _. THIS PERh11T IS ISSUED SUBJECT TO THE REGULATIONS CONTAINED IN THE BUILOINr• CODE, ZONING Plan Check REGULATIONS AND ALt. APPLICABLE CODES AND ORDINANCES, AND IT IS HEREBY AGREED THAT THE WORK WILL BE DONE IN ACCORDANCE WITH 111E PLANS AND SPECIFICATIONS AND IN COMPLIANCE WITH Sub total ALL APPLICABLE CODES AND ORDINANCES. THE ISSUANCE OF THIS PERMIT DOES NOT WAIVE -{ RESTRICTIVE COVENANTS, CONTRACTOR AND SUB CONTRACTORS ',0 HAVE CURRENT CITY BUSINESS State 1 dx w •Q0 LICENSE. SEPARATE PERMITS REDUIRED FOR SEWER, PLUMBING AND HEATING. Total 10140 By _.. �` APPLICANT OR AGENT Approved ! w t w Receipt No f ADbH S '� F'wrUNE a s r ..- ,r.a.f.�IW^r..r...+r_.'.w r. ♦...r.,.. ...........................-........Wrr......w.w�..� h -�.... w..........r...... ,�.—..�r.......-._...o.-.......w........y. rte..rr..w.Wil{a1�14�rurri�VuiJ/i1YLSlilllL..i'""F UATE INSP. TYP NSPECTION RrM KS PLUMBING DATE M ►Q1 Contractor Permit No. Rough-in Fixture Final _ HEATING Contractor _ Permit No. Gas or Oil Rou h In Final — —--- -------__----- -- SEWER _ Final ��. ---- ----- � DRfVEWAY -- ---- Final (Rain Drain) Final Sidewalk Curb&Street Final BLDG DEPT.FINAL TEMPORARY CERTIFICATE OCCUPANC' t—t CERTIFICATE OCCUPANCY Final Landscaping i" "Loving Final �•. + 1� CITY OF TIGARD P.O. Box 23397 12420 S.W. Main Tigard, Oregon 97223 March 2, 1978 Knez Building Materials 10520 SW Industr-.al Way Tualatin, Oregor 97062 Gentlemen: In response to your request, a 'Temporary Use Permit is hereby issued to allow the emplacement of an office trailer -Ln accord with the su`)mLtted plan. This permit is issued for 60 days and will expire on May 15th, 1978 and this permit is effective on March 15, 197 The site is located on the south side of Tax Lot 101 adjacent '..o S.W. Hunziker Street. It is understood that you must provide proper sanitary facilities and that the temporary offices must riot vi.ulate the fire c(,de. If you have any questions regarding this matter, please coni-act me. Very truly yours, R. R. Barker City Administrator RRB• CC: Ed hfaiden NOTE: I hereby acknowledge this letter documenting the action of the Tigard City Admi.uistrator. I have received and read this letter and I agree to the decision here documented and to abide by any terms and/or conditions attached. Signature Cate �r �► ■ �► t ■r w w w Addr ss b1b 'S.W. Hunziker Permit No. Permit charge t4 Irvington Moore Owner _ �� __� Connection fee �7�.'��._„!� Paid by_ Type of building ;;„�� Date co ected______� Service rate b.UU per month In ction fee'_ Contractor nrriprw, aid by Date Size of connection_ oil Assessment_ Paid_ f arc f xie,e 1.J _.l G ,fir Ape 1 RA- I a PERMIT TO CONNECT P"- Tigard Sanitary District PERMIT N? 1471 TATE PERMIT IS GIVEN TO or , TO CONNECT A SYSTEM OF TIGARD SANITARY DISTRICT - ----- AT TPIS PERMIT MUST BE POSTAD ON THE DFSCRI ED PREMISES UNTIL CON- NECTION IS MADE AND INSPECTION OF CONNECTION HAS BEEN COM- PLETFP. PERMIT FEE PAID $...7..4k.l.;.............TIGARD SAINiCnT DIMICT CONNECTION INSPECTED AND APPRG VED _--nate_. _—...— —gupertatendent— 1. ■ � � i -- --� ____ - _.r_ .__.__._.� 1 1 � I � � __ � i I I I �� __ ; T�� d�� w�s� albs S�GU � fluvS.c�F2 f'�i� . //GA Q/7 O�?eEl. '� �Y K'o i��e� ,� S�s Nr�. 33-�4/� j__ __ .___...___._ .—_ �.._. ., .,..,�..:.: a . C � I Cn i N H N 1 8185 SW HUNZ I IVR - - -- - -----------------------------I --CITY OF TWi'""M CffyoFTWARD lGATE cir OU40" OCCUPRNCY COMMUNFTY DEVELOPMENT DEPARTMENT f,r'PHTT 0. . . . . . . . p"' TWARD 13125 SW Hmll BW P.O.Box 233111',T4wd,Oregon 97223 (503)6394175 L441 i ,3 SW VJUNZ WER G I TF.' (IDDRESS- - S I. L bUBD I V I S LOT. . . . .. . . . . . . . . BLOCK. . . . . . . . . . CLASS OF* WORK. sNEW 'TYPE 01., USE. - - I COM 0 AWY GRP- $Bt-! Ll JNUY I- OAD198 int for material -&me W/ f4mal jew 4t Wel Fv lk tj v KNE7 BUILDING MAA ERIAC.S C}1,a .3 EBW HUNZIKER RD. TIOARD, OR 97a23 r.i_. ' 'One #t N2Q 'f,142 Lont rac.A or CENTPEX CONSTRUCTION INC. f3jp5o . T . - EwW HUNZWER I WARD OR 147PI23 i'leune 1l>4 And cpvtifle, tt aakncy pf the above rvfp)0vci Nr r. cocles tile t4rulip, 11 c-p with the Statd Of "l W)" U a T1 d Ue ncler which ti-le refer-evic'evi Viet- nit WAIF., ��a a\� l un .Aa pr. I)F f c4RTMUNT' 114 1'.;0Nl5PIGUOlJS INSPECTION NOTICE - City Of Tigard Building Department / P.O. Box 23397 Tigard, Oregon 97223 Phone: 639-4175 Type of Inspection ZIA lr_'l Date Requested /0 " a�[> 4 - Time — Address � _ A.M. P.M. Owner ft -_ er Builder Lot #_ The following Building Code deficien:�,s are required to he corrected: Presented to —----_ _ Inspector � �---- pproved Date - -fes_ Disapproved _y' CALL FOR REWSPECTION C- YES ❑ NO P. '92-10-20 08:46 CENTREX CONSTRUCTION Cnnctiuctinn lncpeclins. A Reiated Tens Carlson Testing, Inc. P.O. Bo'X 23814 Tigard,Oregon 97'81 Phone(503)684-3460 FAX 0 684-0954 October 12. , 1992 #CP-7383 FIELD INSPECTION REPORT DATES COVERED: October 12, 1992 PROJECT: KNEZ ADDRESS: 8185 SW Hunziker St. INSPECTOR: B. Scott 10-12-92 : CTI representative arrived on 9-23-92 to inspect bolt connections on newly constructed building for KNEZ auilding Materials , ThP Molts used were A325 7/8�' & 3/4" . The equipment used to inspect tension on bolts was Snap-On torque wrench SIN 35812. model #TQR 600A and Skidmore Wilhelm SIN 8235 modelthe calibrated AM. Wng three bolts from each side, size 1/8" and 3/4 values were do�e3/4nebalts a torque bolt, valueatorque alue af 3 0 ftV/lbs . of 580 ft. /lbs. and f The inspection of these bolts was performed on 10-12-92, 10-05-92 , 1.0-01-92 and 9-23-92 . Ten per cent of all bolts or 2 bolts per connection have been inspected as required. Grid Line A thru 1 to 16, eaElI- wall: Acceptable Grid Line M thru 1 to 13, west wall: Acceptable Grid Line D thru 1 to 16 , east wall: Acceptable Grid Line H thru 1 to 13, west of center columns- Acceptable Our reports pertain to the material tested/inspected only. Infarm�ithouton �orPauthorization riot fromobe thi office.reproduced, except in full, Pr If there are any further questicns regarding this matter. , please do not hesitate to contact this office. Respectfully submitted, CPR SON � ESTI r6, INC. ` i I FZECEI�<<0 OCT1 5 19!x? Douglao' W. Leach President BS/cat cc: KNEZ ' tt Centrex Construction Co. David Evans & Assoriates SIGN P15RMIT PERMIT �s, SCN92--0135 DATE LS£.UED. . . . : 10/OB/9'l EXPIr-ATION DATEt !a 10Vg . PARCEL. . . . . . . . . : 2S101BC-0010G ZONE. . . . . . . . . . . t I-L BUSINESS NAME. . : KNFZ BUILDING XRTERIALS CO. SIGN LOCATION. - : 08185 SW HUNZIKER ST APPLICANT/AGI'NT: KATHY KNEZ BUSINESS TAX NO: -_---- --- rccsx::acmacv�cr_ SIGN: yTANDING (X) FREEWAY WALL ( ) PER14ANENT (X) ELECTRONIC ( ) TEMPORARY ( ) �»'I' ( ) BALLOON ( ) OTHER ( ) BILLBOARD ( ) SIGN DIMENSIONS. . ,. . - - t 3.5 X 6 X 2 TOTAL SIGN AREA. . . . . . : 42 sq.ft. Wh!!L AREA. . . . . . . . . . . . : eq.ft. WA.LZ, FACE (DIRECTION) : NA SIGNHE 'TIT. . . . . . . . . . : 3 ft PROJEC.^IU14 FROM WALL. : in. ILLUMINATION. . . . . . . . . : NON DESCRIPTION OF SIGN: = A2 SQ.FT Prs?�t.ANENT FRrESTANDING SIGN. 3.5' X 6' X MATERIALS. . . . . . . . . . . : STEEL/CEMENT EXISTING SXGNS. . . . . . . t 0 ELECTRICAL PERMIT REQUIREDt NO BUILDING PERMIT REQUIRED. . t NO ADMINISTRATIVE E)CCEPTIONS. : N/A PERMIT FEEL $ 25.00 APPROVED bY: — — DATE: 10/08/92 3 1 9 2 11:11 U503 684 7297 CITY OF TIGARD 0 0 5 5 CM OF UGARD PentLit No. SGS /3S Slai PEVMT APP1,rCXUo,,4 `1118 applicant hereby aWlIes fc)r. a �rmjt for the wot-k indic*tcd 01:- as shown in the acTxmVwWing pUn-- and sp�i_ficat-J,_)us. SIGN LOCATION* AMREs--;: -,W J:-l_ NAMEOF SMItTF_�'S: c E Z_ OWANY- '11VA (-itY of TJ5" itpcx%n an amvial Anim,-- Tax vi-adi mu--,t be kept int on all patmons doirrj hishwsr, in the (ILy. DO YOU Prnsmtly have a currenL busjntax-, YES No U.r,- rAt"t, PWPOSED SIGN: (CtLeck as zwq as aWly) pmwmqr (✓-") FRM47LY TEITORAW ( ) vqkm (0<) ELSLI�rrlc MU"M ( ) BAt�.�oN ( ) SIGN 0XMEXST(4Lc,- x .�A - w — EXPIRAlTON DATE.; TUM- SIM AREA (--,q- WAM AREA (Sq. rt.) : MIZ uErGHT Mun=cu M24 WALL,- A.),A 1Lrj3tMV%TICK; YES 140 TYPE: 00py. ------------ wauuZIE— EXESTIM SI(3NS- 8AU4INLSTRATJVE EXCr-prl(.W- N/A ( APPRDM C"VEENTS: AM ( ,?KAUPT�GQ ARIMEN T All sign PPX�tf� M-19t be --vo cliniOd Ing a scale P" &-avirrr and Plot plan- if p aut4x4zed tuxiez --19n Permit has mt been CoWleted uithJn nin-e-ty days aftPx tip j, 0e of the- peL-mit, the pmit shall beonrm null and void_ EUD:,-M1:CAL pm-aT 11 CT-PTIEFY 1FiAx T AM MT. PXKXMtED: YES NO t" ROMMED CKOTER ()p TW WI1,DhPG PF-FMT PROPERTY M AN ACENT AUlMPa7XD ID-i THE OWMIZ. PD,-AJIRED: Y W) Applicant's Si grt&tlj-e Address; elf SIN +�f m ewt v Yk tKNEW- A11111koVED (,'VrY OF ` IGARD By l/esit I! wov Titi 4flow-i4 - D.,ic_ro-. -sz APCIZOVI'" (q., TIGARL) �\/ �r Dale �KER CITY OF 'T I GARD -- RE C:F l Pt'I' OF PAYMENT PF("`).'PT lqo. �t1,:_.`� � >�►�, CHECK AMOU\11- 2`5. 00 NAMEKNI::1. E�f...DC�;. M�?'I'FF,IAt_.5 Cl`).I CASH AMOUNT i A1)DRErc a 81X3°5 SW HUNT ER RD. • 00 PAYMENT DAT E- T IGARD, 0R 97;x; ..... SlJf1DIVx�sION a 1'Uk1-'L,'SE OF* PAYMENT AMOUNT PAID PURPOSE OF PAYMENT AMOUNT Pg)l T) SUM PERMIT F I fl 'COTAI_ MOUNT PAID fi INSPECTION NOTICE City of Tigard Building Departennt /f 13125 SW Ball Blvd. Tigard, Oregon 972: (,1' Inspection Line (Rec-O-Phone): 639-4175 Business Fhones 639-4171 Inspections_ Footing Plbg. Underalab Mech. Rough-in Appr/Sdwlk Found. Plbg. Top Out Gas Line Post/seam struct. San. Sewer Framing -Bldg. Post/Beam Mach. Rain Drain Insulation -Plumb. P1bq. Underfloor Water Line Gyp. Bd. -Mech. Date Requestede_ 9-� s Time: _ {�[_ AM^ _PM Address: _ A"(-w / ( 2 Permit f:�_7�✓iUT ` y/1-L% Builder: Tl" 'fx- _ THE FOLI.MING CORRECTIONS ARE REQUIRED: _ r5 g5< (Q1 /,v 5 Z'Irt c-ct e' v Inspector: '� / Date: / —APPROVED V ITC-Milror R . APPROVED SUBJECT TO ABOVE Reinsp. TUALATIN VALLEY FIRE & RESCUE P�P{1N AND 6 ►� 17 0 BEAVERTON FIRE DEPARTMENT V I --- FIRE MARSHALS OFFICE (503) 526-2469 POSTED c• Isll �c• �i �pF ti RE.�tJ OCCUPANT BLDG, PERMIT 0 CONTRACTOR. PLAN REVIEW 0 PROJECT NAME LOCATION --,}} JURISDICTION: 1= Be. 2= Du. 3= K.C. 4= � 5= Tu. 6= Sh. 7= Wi. 8= CC 9= WC 0= PIC FOLIAW-UPIREINSPECTION ATTEMPTED FINAL. COVER FINAL SPECIAL � U Framing (" Separation Wali ,' � Sprinkler System El Shaft �} flood Extng Systems El Fire Dampers (overhead/,Underground) ❑ Conference l_.J Alarm System �� EJ- SprayBooth ElCeiling Cover El Other V i [ Date: _ Inspector: IRA INSPECTLON Mr-ICE City of Tigard Building Deparlsseot 13125 OW Bal? Blvd_ Tigard, Oregon 97223 Inspection Line (Rec-O-Phone): 639-4175 Business Phones 639-417'. Footing Plbg. Underslab Mech. Rough-in Appr./Sdwlk Found. Plbg. Top Out Gas Line FINAL: Post/Beam Strict. San. Sewer Framing -Bldg. Post/Beam Meeh. Rain Drain Insulation -Plumb. Plbg. Underfloor Water Line Gyp. ad. -Mech. Date Requested: ' / T�: AM �PN ndZi6a _" Permit �1 �' �G�•5 Address: Builders �J�,�7WC F tL THE FOLLCIWING CORRFCiIONS ARF REQUTRFD: Inspector: ^ _ Date: / APPROVED DISAPPROVED APPROVED SUBJECT TO ABOVE Call For Reinsp. 'r'i .:HMi' P. PROJECT N WASHIN TON COUNTY INSPECTION CARD ,� DEPARTMENT OF LAND USE AND TRANSPORTATION PERMIT NO. ? j FOR INSPECTIONS CALL: 640-3561, 24 HOURSL / FOR INFORMATION CALL: 640-3470 ' DATE f � �^-- ADDRESS ,_.r.t/ -�"/�� H� " V - � PERMITEE_ DIRECTIONS —�— _—_ PHONE NO:J�I� ELECTRICAL BUILDING MISCELLANEOUS _PLUMBING fig post/beam nail mobile home -- and rain drain temp service fdn frame apron/ wood stove post/beam storm sewer cover 6 service Sidewslk -- FINAL ;lab insul FIVAC rs. top uut FINAL FINAL gas test sewer USA No. _ OTHER --_ --- — -- — APPROVED KNOT APPROVED IECT �APPRU!/ED HNSPECOWEVER �TION ',STOP WORK UNTIL: I DATE INSPECTED BY I r� TIC2�'r INSp&CT I OSi,�O.__E__ City Of 'ri.gard Building DMMrtMMt3 13125 SW Hall Blued. Tigard. ol-gon Inspection Line (Rec-O-Phone)= 639-4375 Bu=siness Phone= 639-4171 Inspection= Mech. Rough-in App='/Sdwlk Footing Plbg•'Uiderslab g Pound. P1bg• Top Out Gen Line FINAL= Poet/Beam Struct. San. Sewer Framing -Bldg. Insulati=n= "Plumb' Poet/Beam Mach. ain Ti; Gyp Bd. -Koch. plbg• Underfloor Nater L 4=r' Time: Date Reqj=ested=^j Addresa=� Bullde,___ _ 1 7 ! FOLLOWING CORRECTIONS ARE RBQUIREDs ✓7 Date:__�J M— Inepector= - _ APPROVED DISAPP310VED APPROVED SUBJECT TO ABOVE Call For Reins)+. 1 CITYOF TIGrARD �-` CF1Y0FTWAL;o COMMUNITY DEVELOPMENT DEPORTMENT 0"e+ 13126.%W wi Blvd. P.o.Box 23M.now,or pon 07223(603)6:!9-4176 039--4171 DATE ISSUED: 08/0.4/92 a 1 TE ADDPESl;. - - : 8105 SW HUIUZ I Kf�R ST PARCEL: 2 S 10 i BC-4.i@ 1 V -ZONING: I-L UBDIVISa1ON. . . . : 3LOCK. . . . . . . . . . . LQ1.. . . . . . . . . . . . . .. ----------------------------- i:�l_NSS-CSF WORK. :IJFW ---µGARBAC'yE-DT. POSAL.�. . -' ----- MOBILE HOME SPACES. T'YV'E OF' USE. . . . :COM WASHING MACH. . . . . . . s BACKFLOW PREVN'i RS. . OCCUPANCY GRP. - :B2 FLOOR DRAINS. . . . . . . :5 TRAPS- . . . . . . . . . . . . . S'fORIES. . . . . . . . : 1 WATER HEATERS. . . . . . : 1 CATCH BASINS. . . . . . . : E'IXTURE.S•----_-__-____..__ _AUNDRY TRAYS. . . . . . : 1 5F RAIN DRAINS. . . . . : SINKS. . . . . . . . . . . URINALS. . . . . . . . . . . . . GREASE iRARS. . . . . . , LAVATORIE-5. . . . . . 1 OTHER FIXTURES. . . . . : 1 -CUB/SHOWERS. . . . : SEWER LINE (ft ) . . . . WATER C; CITY OF' TIGARD RECEIPT OF PP,,'MENT RECElPf NO. a 92—e.30156 CHECK AMOUN) t 97. 15)0 NAME r CFNTREX CASH AMOUNT 0. 04 ADDRESS a AYMENT DATE s 08/04/9P SUP 0 I VISION PURPOSL OF PAYMENT AMOUNT PA I D PURPOSL" OF PnYMEN-r AMOUNT PAID C-U t—IB I–N PERM 75.00 PLAN CHECK FE 18. 75 E3-r. BUILD PER a1a3 SW HUNZIKER TOTAL AMOLINT P-PID – --- – - > 97. 50 TUALATIN VALLEY FIRE & RESCUE ANI) BE:AVERTON FIRE DEPARTMENT 4755 S.W. Griffith Drive • P.O. Box 4755 • Beaverton. OR 97076• (503) 526-2469• FAX 526-2538 July 8 , 1992 Mr. C. W. Lewis Fire Protection Design 19105 South Ridge Road Oregon City, Oregon 97045 Re: Knez Building Materials FM7 #6090A-035-000 8185 SW Hunziker, Tigard, Oregon Dear Mr. Lewis: This is a Fire and Life Safety Plan Review and is based on the 1988 editions of the Uniform Fire Code (UFC) and those sections of the Uniform Building Code (UBC) and Uniform Mechanical Code (UMC) specifically referencing the fire department, and other local. ordinances and regulations. Revised automatic sprinkler plans submitted for the above captioned project are conditionally approved at this time. The following items may be field corrected and those corrections observed by a field inspector for final approval . The following items correspond with the lettAr of June 24 , 1992 . 1 . Fire Hydrants: Fire hydrants shall be installed at the southwest corner of the new structure. 2 . Underground Sizing Recommendation: This department recommends that not less than 8 inch pipe be provided from the City connection to downstream past the "T" for the sprinkler system underground. 3 . Fire Department: Connection: Fire department connection shall be Storz large diameter, fire department connection ;#6360 (4 inch NPT X 5 inch) or. equivalent. 4 . Underground Design Recommendation: Corrected. 5 . Occupancy_Hazat_d Classification: Corrected. 6 . Inspections: Inspections shall be called for while piping for both underground and overhead is exposed during hydrostatic testing. Flushing of the underground shall be observed by a member of this department. "Working"Smoke [htrctors Save Lives Page 2, Fire PIDtection Design re Knez, 7/8/92 7 • Contractors Test of Material Certificate: After completion Of tests, a conteactor's test of material certificate shall be completed by the contractor, signed by the installing foreman, and a representative of the owner. A co forwarded to this office for permanent filing. well then be 8 • S are Sprinkler Heads:_ Corrected. Approval of submitted plans is not an approval of omissions or -compliance with any applicable oversights by this office or of non regulations of local government. If I can be of any further assistance to you, please feel free to contact me at 526-2469. Sincerely, r Gene Birchill Deputy Fire Marshal C: 062492 .L cc: Tigard Bldg. Dept. General. Fixe Systems, 5225 SW Oleson Rd. , File Portland, 97225 INSPBCTIo? OT CTr City of Tigard Building DOPart0o97223 13-125 60 Bell Blvd. Tlgasd. � ° Inspection Line (Rec-O-Phones 639-4115 Business Phcnes 6i9-4171 , /f v Inspections 'V/17 {.fJ.• vvvv Underslab Koch. Rough-in ppr/Sdwlk Footing Ploy• 1-1 Found. Plbg. Top Out Gas Line FINAL% poet/Beam Stnsct• San. Sewer Framing -Bldg. Post/Beam Mech. Rain Drain Insulation -Plumb. GYP. Bd. -Mech. PlbGq. Underfloor Mater Lins YF r� PM C Time: _X—AM Date Requested s____ l�� - - Permit 1: Address: THE FOLL0W7NG CORRECTIONS ARE REQUIRED ---------------: Zi r � � Inspectct% APPROVED DISAPPROVED APPROVED SUBJECT TQ ABOVE Call For Reinay. TUALATIN VALLEY FIRE & RESCUE AND BEAVERTON FIRE DEPARTMENT 4755 S.W. ,riffith Drive• P.O. Box 4755 • Beaverton, OR 97076• (503) 526-2469• FAX 526-2538 Oil — June 24 , 1992 Mr. C. W. Lewis Fire Protection Design 19105 South Ridge Road Oregon City, Oregon 97045 Re: Knez Building Materials 8185 SW Hunziker, Tigard, Oregon Dear Mr. Lewis: This is a Fire and Life Safety Plan Review and is based on the 1988 editions of the Uniform Fire Code (UFC) and those sections of the Uniform Building Code (UBC) and Uniform Mechanical Code (UMC) specifically referencing the fire department, and other local ordinances and regulations. Automatic sprinkler plans submitted for the above captioned project cannot be approved at this time. Please revise and or correct the following and resubmit for review and approval prior to construction. 1 . Fire Hydrants: Fire hydrants shall be installed at the southwest corner of the new structure for the following reasons: A. A fire hydrant is required within 75 feet of fire department connection by Fire District Ordinance. B. Traffic on Hunziker is too heavy to be cut off when hoses are placed across the street for long periods of time which may occur during fire fighting sessions. C. With hose blocking off the street this cuts off fire engine maneuverability around the building during fire fighting. 7. . Underground Sizing_ NFPA Standard No. 24 , Section 7-5, requires that not less than 8 inch piping shall be used from the city connection to down stream pas" the "T" for the sprinkler system underground. "working"Smoke Detectors Save Lives Page 2 , Fire Protec. Des. re Knez B1dg.Mat. , 6/24/92 3 . Fire Department Connection: Fire department connection shall be Storz large diameter, fire department connection #6360 (4 inch NPT X c inch) or equivalent. 4 . Underground Design Recommendation: This plans examiner would recommend moving underground entering the building for the sprinkler systems to the center part of the west wail of the building, thus providing better hydraulics for both systems. 5. Occupancy Hazard Classification: The plans do not indicate as to what occupancy hazard these sy ,tems are being designed. Plans shall indicate the occupancy «azard classification and also show where densities and application square footages come frim. This plans examiner would recommend ordinary hazard group 3 so that the building would be snore versatile as time goes by. As a minimum this plans examiner will accept ordinary hazard, group 2 . This is based on the consideration that insulation is wrapped in plastic bags and plastic backing. Stacked piles shall not be higher than 17. feet. 6. Inspections:_ Inspections shall be called for while piping for both underground and overhead is exposed during hydrostatic testing. Flushing of the underground shall be observed by a member of this department. 7 . Contractor's Test of Material Certificate: After completion �,F tests, a contractor's test of material certificate shall be completed by the contractor, signed by the installing foreman, and a representative of the owner. A copy will then be forwarded to this office for permanent filing. 8 . Provide and mpintain approved spare sprinkler heads. These emergency he a� are to be stored in an approved cabinet mounted next to the sprinkler control valve. NFPA 1.3 Sec. 3- 16. 7 . 1 Approval of submitted plans is not an approval of omissions or oversights by this office or of non-compliance with any applicable regulations of local government. If I can be of any further assistance to yot.,., please feel free to contact me at 526-2469 . Sincerely; Gene Birc 1 ' Deputy Fire Marshal C: 062492 . L cc: Tigard Bldg. Dept. ; File 'm[' MW aY # # # CITY OF TIGARD OREGON June 15, 1992 Russ Langbehn Centrex construction 82K SW Hunziker Street Tigaud, OR. 97223 Project: Knez Building, BUP92-011,9 8185 SW Hunxiker Street Dear Mr. Langbehn: The additional plans and Fastening information for this project have been reviewed and are approved. Thank you for your timely response. Enclosed is an approa-ed copy of your submittal. We will expect to have the automatic sprinkler system plans submitted by the installing sprinkler contractor. If you have questions or if we may be of assistance, please contact us. /Sincerely, Jaquf / '- Flans Ex ner FAX (503)684-7297 13125 SW Nall Blvd.P.O.Box 23397,Tigard,Oregon 97223 (503)639-4171 CENTREX CONSTRUCTION I N C 0 R P 0 R A T E D June 11, 1992 City of Tigard Building Department P.O. Box 23397 Tigard, OR 97223 Attention: Mr. Jim Jaqua Reference: Knez Building BUP 92-0159 8185 S.W. Hunziker Road Gentlemen: Centrex Construction has received your lew–r of May 29, 1992. In response to your requests, the metal stud framing will be attached to the concrete floor with powder actuated fasteners at 24"OC. The studs will be attached to the top and bottom tracks with a tek screw at each end of the stud. The gypsum board will be screwed to the studs and tracks with type "S" gypsum board screws at 12"OC in uie field and KOC at the end joints. The New Knez warehouse is unheated. Enclosed please find three (3) copies of the revised detail of the restroom. Respectfully, CENTREX CONSTRUCTION, INC. ��V —S 42�� Russ Langbehn Enclosure RJI_/ljw 8250 S.W.HUNZIKER RD. 0 TIGARD,OREGON 97223-5060 0 TELEPHONE(503)604.0443 0 FAX(503)520-6692 2 (�. IS ej J � sit, ti 1 i r* � Lli / I F X . m Q = v tj� J cl I , ` w z cr o a o I v ® o r 0 3 - 0 ly cc N 11 n Y 1. n 0 U, o Ln (� 1 00 r\ J Vol rn� J LS l C �� v W Ir ` J � � S � A cr < s c r tLi •. Q oc a cc N O � S � � � 3 N r �" c'1 �$¢�Tlon NOTIce City of Tigard Building Departernt 13125 SW Bell Blvd. Tigard, Oregon 97223 � Inspection Lino (Reecc-O--Phone)t 639-4175 Busineaa Phone; 639-4171 inspectiont_ Footing Plbg. Underslab Mech. Rough-in Appr/Sdwlk Found. Plb41 `op Out uaa Line FINALt Post/Beam Struct. San. Sewer Framing -Bldg. Post/Beam Mach. Rain Drain Insulation -Plumb. Plty. Underfloor Water Line ^� Gyp. Bd. -Meeh. Dete Requested: / TL e _PM Address: ��/ S )�C Permit 10 67 i Builder•___ ' -- "HE FOLLOWING CORRECT 614S ARE REQUIRED: t Inepwctort J—_APPROV3D DISAPPROVED APPROVED SUBJECT TO ABOVE Call For Reinsp. i NSPP�CTIO�NO'1�ICE � City of TigasM Buildi-q Depart=;-nt' 13125 SW Hull Blvd. Tigard, or_egou 9722 Inspection Line (Rec-O-Pho'94s 639-4175 Ausi.nese Phone: 639-4171 Inspect ion:-- i Footing Plbg. nderelab mech. Rouqh-in cL APpr/�L Found. P1bq. Top Out Gas Line FINAL: post/neem Struct. San. Sewer Framing -Bldg. Poet/Beam Mech. Rain Drain Ir.eulstion -Plianb. Plbq. Underfloor Water Line Gyp. Bd. v -Hoch. X i T ime s pH -- Date Requesteds i Addreaa: ,.~ �G Q -,' Permit Builders THE FOLLOWING CORRECTIONS ARE REQUIRED: I_0 i I Inspectors Dates PROVED DISAPPROVED __ APPROVED SUBJECT TO ABOV2 Cali For Reinap. 1!! INaPSCTIION NOTICE city of Tigard Building Departsent 13125 BM Hall Blvd. Tigard, Oregon 97223 Inspection Line (Rec-O-Phone): 639-4175 quaint-on Phone: 639-4171 inspection:_ _ - --------- Footing Plbl Underelab Mech. Rough--in Appr/Sdwlk t-. Found. Plbg. Tcp Cut-"' Gas Line FINAL- post/Beam Stvtct. San. Sewer Framing -Bldg. Post/Beam Mech. Rain Drain Insulation -Plumb. Plbg. Underfloor Nater Line Gyp. Bd. 4- L1Date RegvestedtTimet a Addresa:_ -, Grm�it Builder:-_- THE FOLLOWING CORRECTIONS ARE R�rniLPv"t 1 Inspector t! -- -- --- Date: /^, _APPROVED - DISAPPROVED APPROVED SUBJECT TO ABOVE Call For Reinsp. CITY OF TIGORD — Rrc...,Eip,r OF PAYMENT REMPT NO. v9e-228842 CHECI: AMOIJNT 31793.00 NAME. KNE''I PIJII-DING MATEIRIALS CASH MOUNT 0. fbfb ADDRESS 81AS SW HUNZIKER RD PAYMENT DA TE' Q)6 Oq i 9 0 SWID I V I c,:il ON T)GA RD, OR 1)7 22 3 PURPOSE OP f'(4YMFNl AMOUN'r r,,Pti) PURPOSE OF PAYMFNT AMOUNT F=AA JI) R44&,IT TIF FEES iRAP: FIC IMPACT FEE TUTAL AMOUNT PAID INSPECTION NOTICE City of Tigard Building Department �' 13125 SW Hall Blvd. Tigard, Oregon 97223 Inspection Line (Rec-�O-Phone(: 539-4175 Business Phone 639-A171 Inspections Footing Plbg. Underelab Hoch. Rcugh-in Appr/Sdwlk /-`� Round. Plbg. Top Out Can Line FINALI Poet/Beata Struct. Sen. Sewer Framing -Bldg. Poet/Boam Hoch. Rain Drain Insulation -Plumb. Plbg. Underfloor Water Line Gyp. Bd. -Nech. Date Requested% Z'' Times _ -AN / PH Addrosss ! ermit r:�� Builders THE FOLLOWING CORRECTIONS ARE REQUIRED: Inapecto s _ natal Y _APPROVED DISAPPROVED APPROVED SUBJECT TO ABOVE I Cell Icor Reinep. aA MA MMJLqw CITY OF TIGARD OREGON June 2, 1992 Jahn S. Knez 8185 SW Hunz.iker Tigard, OR 97223 RE: Traffic Impact Fee for the Knez Warehouse at 8185 SW Hunziker Street. Dear Mr. Knez: Enclosed with this letter you will find a calculation sheet showing the computation that has been performed to determine the amount of the Traffic Impact Fee (TIF) to be paid for the project indicated Above. The amount of the TIF Is $31,793.00. You have three TIF payment opt ons available to you. Thta first is to pay the TIF at the time you are issued a building permit. The second is to arrange for payment over time by signing a promissory note. (If you choose to exercise this second option please contact me for additional details. ) The third option is to defer payment until occupancy. (If you select this third option please be aware that the TIF will increase by six percent on July 1, 1992. This increase will apply to TIF payments deferred to occupancy. ) You may appeal the discretionary decisions made in determining the appropriate category and the amount of the fee based on that category. A notice of appeal must be received by the City Recorder no later than 3:30 p.m. on June 17, 1992. Although filed with the City Recorder, an appeal would be heard by the Washington County Hearings Officer. If you have any questions, or if I can be of further service, please contact me at 639-4171 ext. 390. Sinser�ely, Vi win Development Services Facilitator 13125 SW Hall Blvd,F.O.Box 23397,Tigard,Oregon 97223 (503)639-4171 UIL DATE: PLANS CHECK NO.: I- Jy PROJECT TITLE: COUNTYWIDE 411Ea zu�P=��S� TRAFFIC IMPACT FEE T�T APPLICANT: WORKSHE SOWA) (FOR NON-SINGLE FAMILY USES) MAILING ADDRESS: y/f 5- SGA �l�i"✓ /�EiQ CINPIP/PNONE —— ------------ —_ _LAND 1cF(`AT RATE PER / 4 712 3 TRIP TAX MAP S a-61V� NO RESIDENTIAL $13Q,00 2.5 / -AND MMER '1 5.00 1'=?L UD/D L SI S NO.ADDRESS- IND�ISTRIA�i__- 133.00 INSTITUTIONAL $57.00 PAYMENT METHOD: E CREDIT BANCROFT(PROMISSORY NO uwo USE CATEGOny `"-- INsmvnoNAL ONM DEFER T^O OCCUPANCY � � U K4YAVG �P�+A _ /5�o wia�Fus� WEEKEND AVE TRIP RAT BASIS:nip: i LCgUNS: X DL Trios �c -T�ik,4 77�-�rPjl X ,s` 133. UD = #3117e7,7. S d'=, 3/, 7 �f 3.o o PROJECTZ�RATION: J ADDITIONAL NOTES: -- _ "'o"ACCOUNTING PURPOSES ONLY: 2, 39o.oo 77A-TivbL(S7 -- Z ti 3.0.0 /'RFP L)BY: CX;: WASHINGTONC[Kll.'TY / TIF NOTEBOOK IbrM t1flo CITY Of TIGARD OREGON May 29, 199?. Rues Langbehn Centrex Construction 8250 SW Hunziker Street Tigard, OR 97223 Project: Rnez Building, BUP92-01.59 8185 SW Hunziker Strefat Dear Mr. Langbehn: The plans for this project were reviewed for conformity with applicable codes, and are conditionally approved. Please provide a fastening schedule for interior framing members and gypsum wall board and a revised detail for the toilet room walls to show water-resistant gypsum wall board :o a height of 48 inches from the floor.. Additional calculations are required to show compliance with Chapter 53 Energy Code requirements of the Oregon Structural Specialty Code. Please submit review plans for the building automatic sprinkler and mechanical systems. Should any changes be made to the foundation or structural details, please submit a revised drawing of affected items. The "Job Site Copy" of the plans and specifications shall be available at the project for reference by our inspectors. You may get the site and building permits to begin work on the project at your convenience. If you have questions, or if we may be of assistance, please contact us. Sincerely, )Jim Jagp Plane Examiner FAX (503)584-7297 13125 SWI Hall Blvd.P.O.Box 23,197,Tigard,Oregon 97223 (503)639-4171 Ci�OFTIGARD CWTIF RD .PERMIT COMMUNITY DEVELOPMENT DEPARTMENT one= kIERM I T #. NG BUP'92-0 1 159 13125 SW HWI Blvd. P.O.ROK 23w,,rigmm,Oregon v/ (SW)6304 175 39--4171 DATE ISSUED: 05/29/92 .,IT'E ADDRESS. . . : 8185 SW HUNZIIJ,ER ST PARCEL: `g 1+711L�C -OO1Oc' ZONING: 1--L. EjUBDI V ISION. . . . : BLOCK. . . . . . . . . . : LOT. . . . . . . . . . . . . -------------------------------- REISSUE- FLOOR EXTFRIOR WALL CON131'RUCTTON- LLASS OF WORK. :NEW FIRST. . . . -48984 sf N: 9: E- W, TYPE OF USE. . . :COM GECOND. . . Sf PROTECT OPENINGS?----- TYPE OF CONST. .-2N THIRD. . . . a s N: S: E: W.- OCCUPANCY GRP. :Bc_' TOJ'AL-------- 48984 s f ROOF CONST-A 1: IRE RET ULLUPANCY LOAD:98 BASEMENT. - Sf AREA SEP. RATED: .-)TOR. . I HT. :28 ft GARAGE. . . : Sf OCCU SEP. RATED: :�swr? :N MEZZ? :N READ SETBACKS—--- REOU I RED------- L13OR LOAD. . . . :250 psf LEFT: f t RGH7,- ft F I R T)[:'KL. :Y SMOK DET. 114 'WELLING UNITS: FRNT: ft REAR- ft FIR ALRII:N HNDICP ACC:Y iFDRMS t B(4TIAS- - 111P �_:iURFACE -. PRO CORR!N1 PARKING: 3 )ALUE. $ - 570000 ne ste I for material �ema,-P.s : Con-stro-tvt -w e. frame bldg, w/smail int office, it a rag e. FEES Jwner: by date recl�0 'NE1 BUILDING MATERIALS type k J185 SW HLJNZIKER RD. T I F, $ 0. 00 JLH 05/29/92 — PRMT $ 1608. 00 JLH 05/29/92 — PLCK $ 1045. 20 JLH 05/18/92 227391 rIGARD, OR 972-2 3 "' '1�� , hone #. 620-6142 FIPF $ 643. x,`0 JLH 05/16/91_1 2,2 7.7 5PC T $ 80. 40 JLH 05/29/92 — a T1 t ract()r. "EW NTRE=X CONSTRUCTION INC. 11250 SW HUNZIKER STREET fl6PRD Or? 972.23 Phone #: $ .3376- 80 TOTAL Reg #. . : 563,58 VEQUIRED INSPEC11ONS This permit is issued subject to the regulations contained in the Foot/Found ITISP Ticard Municipal Code. State of Ore. Specialty Codes and all other Strtqr Steel Insp applicable laws. All worts will be done in accordance with Reinf Steel InsP approved plans. This permit will expire if work Is not started Slab Inuip within 180 days of issuAnct, or if work is suspended for more Framinrl Insl) Roof nailng I n is p .......... than 180 days, I n ci ki I Al. i o n T )µp Gvp Board Inn P Mi se peat ion Pf--M itt Pe Final Tti4ipeactinn I d By Ca I 1 for irlspect i oy, SEWER CONNECTION CRYOFTIOARDPERMIT CITYOF116a1RD ''ERM T T' #. . . . . . . : SWR92-0188 COMMt'NITY DEVELOPMENT DEPARTMENT OR100H 13126 SW Hwj Blvd. P.O.Ba 23307,Towd,Or"m 07223(603)838.4176 C A T E ISSUED: 05/29/9L a1 rE PL)DRE SS;. . . s 8185 EDW FIUNZIk.ER ST PARCEL: 2S101BC-0010 : StJBD I Q I S I ON. . . . : ZONING: T.-L. BLOCK. . . . . . . . . . : LOT. . . . . . . . . . . . . . fENnN-i NAME. . . . . .KNEZ BUILDING MATE:RIAL_S lJ'H NO. . . . . . . . . . F i X'rURE L1N I T5. . . .:µ'7 t_!.._H bS OF' WORN,. . . :NEW DWELLING UNITS. . :.^ TYPE OF tJSE. . . . . :COM NO. OF Bt1I l_C I NG5.- 1. .INS-GALL TYPE:. . . . :BUSWR IMPERV SURFACE. . :739 0 : sf Qemar^ks : Constr^,.tct new steel fr^,ime stor^ate bldg, w/1,.AnC-h r•m, tlt r^m. j ;.)wner _____..__.___._. ___ ._____.__ __.____._._____ -.--___-.._______-- FEES _-____-_-.__.--- KNEZ ^Bi'ILDING MATERIALS type amoi.lnt try date recpt 8185 5W HUNZIKER RD. F'RMT 35300. 00 JLH 05/29/92 - 1 NSP '?, 43. 00 .T1._H 05/29/9C-: -- TIGAPh, OR 972:23 Phone #i 620-6142 Contractor,: KEEFER PLUMPING INC RT 3 BOX 286 GASTON OR 97119 Phone #: 38/4.5. 00 TOTAL F7eh #. . - 65431 -_ ------ RE UU I Rk D INSPECTIONS This Applicant agrees to comply with all the rules and regulations Sewer Inspection of the Unified Sewage Agency. The permit expires 188 days from the date issued. The total amount paid will be forfeited if the ger^mit er!lires. The Agency does not guarantee t'a accuracy of the side sewer laterals. If the sewer is not located at the measurement given, the installer shall prospect 3 feet in 411 directions from the distance given. If not so located. the installer shall Purchase "Tao and Side Sewer" Permit a the Agency l install a lateral. is ittee Siignati.tr-er _ted By C el 1 for- inspect ion - 639-4175 CITY TI ARD SITE WORK COMMUNITY DEVELOPMENT DEPARTMENT MYOFIKAND PERMIT rrf -7 2-00 13125 SIN Holt Blvd. P.O.Box 23397.T4pM,Oregon 97223(1503)6394175 PERMIT #. . . . . . . SIT913 639-417/ 1 15ATE Tf:;G(JED-. '3.1•TE ADDRESS. . . : 8185 SW HUNZIKER ST PARCEL: 2S10,1BC--00ijz)c- A-1BD I V I S I ON. ZONING- I -L BLOCK. . . . . . . . . . . LOT. . . . . . . . . . . . . -IYPE OF WORK:NEW PAVING?. . . . . . . . . ..Y RESO. NCI. ii I'--XCV VOLUME:. : CY GRADING?. . . . . . . . Y VALUE. . . $t 8901110 r- ILL VOL:IME:. : Cy LANDSCAPING?. . . . :Y i--N(3 FILL?. . . . . . :Y SITE PREP' . . . . . . :Y !,OILS RPIT READ'':" STORM DRAINS?— Y IMPERV SURFACE. . :7 3 r:\;77.'0 sf izemarks : Site wo0.,. grading, paving, storm drain system fn*- nevi bul ,ding. Owner ., FEES KNEZ BUILDING MATERIALS type amount by date rerpt 8185 SW HUNZIKER FRY). c3SDC $ 2800. 00 JLH 05/29/92 - PRMT $ 400. 00 JLH 05/29/92 - TIGPRD, OR 97;:-:,;:-,3 P L C 1-1, $ PE,0. 0 0 JI-11 09/29/92 - Phone #: 620-6142 5PCT $ E0. 00 JLH 05/29/92 - Contractor CENTREX CONSTRUC.71ON INC. 8250 SW HUNZII'ER STREET TIGARD OR 9721'--'3 ----------------------------------------- F11-lone #. $ 3480. 00 TOTAL Rep #. . : 5635A REQUIRED INSPECTIONS ------- 'his 'pervit is issued subject to the regulations contained in the Erosion Control Tigard Municipal Code, 9tate of Ore. Specialty Codes and all other Exuavation Insp applicable laws. All work will be done in accordance with Fill Inspection approved plans. This pervit will expire if work is not started Grading Insp within 18@ days of issuance, or if worlis s-isnended for wore Strm Drain Insp than 18@ days. Landscaping Insp Final Inspection - r-mittee SirjnAturp , I s u P d LA Call for inspection 6.39-4175 Cl7Y OF TIGARD RECEIPT OF PAYMENT RECEIPT NO. 192--iF'Z'-7845 CHECK AMOUNT a 9013. 40 NAME a KNEZ BUILDING mnTE'mALS CASH AMOUNT 0. LAO ADDRESS a PAYMENT DATE a 05/.?9/921 SUBDIVISION PURPOSE OF PAYMENT AMOUNT PAID PURP09E OF PAYMENT AMOUNT P141 iU--ILDING PERM 1608. 00 ST. BUILD PiP, 80. 40 817WER USP 3800. 00 SEWER INSPECT 45. 00 BUILDING PERM SIT92--0013 400. 00 ST. BUILD PER 20. 00 PLAN CHECK FE etlo. 00 STORM DRAIN SDC 2800. 00 3165o SW IAIJNZTVER T'OTAL AMOUNT PAID 90t3-. 40 T. CITY OF TIGARD OREGON May 28, 1.992. Paul Agrimia David Evans & Associates 2828 SW Corhett Avenue Portland, OR 97201-4830 Project: Rnez Building Hatetials, SIT92-0013 8815 S.W. Hunziker Street Dear Hr. Agrimia: The site preparation plane for this project were reviewed for conformity with applicable codes, and are approved. The site permit for the project may be obtained by either the owner-, your firm, or Centrex Conetruction. This permit will cover all site work, such as grad+.ng, paving, storm drain system, landscaping and underground utilities. Separate permits will be issued for the building and appurtenanceri thereto. If you have questions, or if we may be of assistance, please contact us. Sincerely, r� i Jim Jaqu Plane Mx iner TTX (503)684-7297 13125 SW Hall Blvd,P.O.Bax 23397,Tigard.Oregon 97223 (503)639-4171 --- i r � P S1,ructura7. Engineering fur KNEZ viA101OUSE FOUNDATION by w.13ROWN ENGINEERING, ING. i I 1•1.13rown Engineering, Inc. I',-,OIO S.E. McLougtxlin Blvd. tlilwawcie, OR. 9'1267 (�,0.3)65h- 1232 s a �D PRafEsn, Nt o`nvcvk 20. CITY OF TIGARD Approved.............................................................( J: ConditionnI!y Apnmvnd .................................. ......�Q: For o:l!y the Sea tetter to: ..... ..I...................... ( ): I .. ..................... ............... .. [ l; Job AddroSs e/,F,5 •4 �� t•.4�' � 1- n.G�...p_ ...._ � "I C_'2..C1-1 � `l (_�:1_ -- � , �`g {� {a�` 1 , �o V�p T LLD MAK. �aurwn��`� n7— = (-")n C� It, Al --- o lD � � O• c U Cn 7 �ti_ Of\ vG�� 20. �gi / �9Y 0�1 I I I Abo,--rS lL .c�•lE'`�'c I � ,tri/ a o„ sQ 1 n6l Jet i I s i L� �L7� Ci "b KIS �p PROF�'`�, �r oa►cor+ 20 7t O• IF'K�,3 boy 1,7 "1157' d7,S��Lti � at, 117 `1,s1� 1-7 21 OCA V/--t.,/� �c� - 7,Z1 113 .... �• S�S'!3� �'� �>✓ ►mss,d� ; PROF st• ��\ ,I N e R Oy 8361 Q "If E zo./�,/� N091UG ^ \] '?3N 0) c� t b \3 v � r�U f L -r6- e s N 00 416 _ d.e.).T yv r�vo _ �3. G �� /'Z,r-, (Vic, JPO PROffs 4<1 ^d 9361 f f•' �1 OR[G�N r C, 1 k 78.x•1 �3 > ✓� L�7" r<<cu Z�J w— ell pyl I Ji 1311`{ II � o. dZi3 UL t:: ..�L--�� IIS~VI'(!`�'�•rfJ,1 � II � o Tnr, 36 E F Q oA r OAFGOH 1 G�F 20, �g h �grNL_�R�� 7f \ NoDANO I c d l9EQ i T1,02 `(� -- 43NlC3 Q t, ,Z i M Y V N 1� 1 • -py bars 3 Zls 3 (/ -7--7 (21Tf/--7<;ZEit z j{1 9 -� � I � 1 u'C' `�►►-�-'`may/�v� —7_. -�' ra � CITY OF TIGARD RECEip,( OF' PAYMENT RECE I PT Nn. CHECK AMOUNT 1688. 40 NAME a CENTREX CONSTRUCT,T I ON CASH AMOUNT a 0. 00 ADDRESS c 8250 SW HLIN Z I KE R PAYMENT DATE 05/ ,k8/92 SURD I V 15 I(IN T I GPRD, OR 9-1283— PLIPPOSE OF PAYMENT AMOUNT V'A I D PURPOSE OF PAYMENT nMOUNI PAID PLAN CHECK FE.: 1045. 20 TUALATIN VALA. 643. R0 RNEZ JAIJILDINO MATERIALS 818-5 SW IAL)NIIKER RD TOTAL. AMOUNT PAID t.666 I t 3 c. r,,.1CIFIC BUILDING SYSTEMS Manufactured By Truss-T Structures. Inc. 2100 N. Pacific Hwy • Woodburn, OR 97071 503-981-9581 CUSTOMER CC- J-rP—EXc CONT, ( 7�AJC Cx /3 X Z s Yl TRUSS "T" STRUCTURES, INC, Job No. �'Z � �� j 7� x � -1 x zs /, 1 STRUCTURAL CALCULATIONS /�`�/ �� ev 1 . Building - Load Data and Material Specifications (/�f_'�''i-2 2. Building Plan 3. Girt and Purlin Data 4. Endwall Frame Design and Details 5. Bracing Design 7lap1NEF 7131 T 6. Rigid Frame Design and Details ._ 7. Reactions c� c Z.41 r _ 1 w ,•�y\y, • "I ' Job no. 3655 ' Building Configuration : Building Length = 312.00 ft. Building width = 140.00 ft. Bay Spacing - 26.00 ft. Span Width(s) (ft.) = 70.00 70.00 Cal!.mn Base Elevations Ift.1 5.000 f 0.00 0.00 let! Save Height = = t' Left Column S100e .00112 1 Left Rafter Slope = 1.00112 Right Rafter Slope 0.00112 Right Column Slope Right Eave Height = 25.00 ft. Special Framing RF 781699x:`.' De_:an kids : Dead L^ad = 5.00 psi * Frame Weight Live Lcad = 25.00 Psi Wind Left = 17.20 psf Seismic = Ione 2B Material Specifications ; Flange Plate Yield Strength 50.00 ksi Web Plate Yie'.d Strength 50.00 ksi Rall ed Shape Yield Strength = 45.00 ksi Cold-Formed Yield Strength - 55.00 ksi Primary Framing Fasteners = 432`. belts Secondary Framing Fa=steners = Grade t toles Recommended Anchor Bolts = A36 bolts + Recommended Reinforcing = 40.00 ksi Recommended Concrete - 2500 Psi Allowable Soil Bearing - By Others Allowable Lateral Bearing = By Others z = By Others Allowable Sliding Pasistacc 1010-IY0/[OY]HOMY IlOtO NOO)YO'YYMOOOM '/.MII OWT'Y 11 001[ '011'01WYOfYW 1-YYIIW 91+V0IYYIM YO L])YYI 'Olt'tlW1L fxlu 1-NIIW 1�mYLLT'/Wlll WM�YIIO V 111NIUIWJ AST IMl YYYMII IM I�NYI]Y O! �� 110 YYo)'0[NMOYI>IY N 1011 TN}Orn'0111 hrfY0141.I0 5W315A5 DNIt7llfl© JIjoVd o AuoYnw uY u tn.uYYY YdYW a.lannw oYrvYa ru El m (p LL W1LdS n i F- 1L• h1 t IL F, o. p ry ° u rj CJ z 0 a 7�1°o II.r rY 10 U m Z n a O a Z NICaJ 1 I ? 1..N ZLJ _ a � muo •L 1 YRIR PA 14 YRRi �i � �9 �•�� .+• s 115 15� o s WV)V) w ° wpd-z� \\ qua �1500a� \ °�wX V)CLL) �s a �rn Ln a \ z 33133 Q@@ @@4 @@ 11.9 IMP 9 A G w G I 7W 9 mN Now blo I oi c ill mi N MAI 11n1� ra RIM ,& !✓ a: �^ b 12 W0 tis tl z10% 2 B pp �¢ ❑a :ear In♦-IM/rot Inolu I.a.�MaOtYo wramll '.w11 a.rn•. ml. wrolna i■wuulm M I— I �wwM1 uw iu�wl�a ]N bYrLL'tltbl 1-rVWI Y mI11.T'l�Ml NM•L'NO1411YM MLIIY NMI!rI N r)IYIV N arlwn --- I 70Vd SW31S1S 7NI(PinB OIjIOYd a woaw ru r'vYar�nar>fa etyma mu afl o.t>.93N7 uol�orupuo0 Icutu*O :v7m0 WOE ul OM NYId ONINaYW iOOW !Tuu NO aaYolu LA-/7.-♦1 :31V0 Z3NM TONd 3 Yo NOISWY 8 U (D UO O 00 O • Y'0 A,00t --'— ' N tly, ,i-,oL A-.OL A-•OL A-.QL A-.QL A-•QL fly'Q if'W � n M 013 W 0 6 +•J a N I a nm I 1 j, o n t t n 4 N r\ f / e � \i IJ -- U tv 1A a 11 L) / \ a 3 WIA a 1 ` 0- I ib I 0 3 tv u O DII T h 41 W O F m e � n R / a i R U 3 !O I ' - - I R � ry \ /� 3 i O DII � —-- C- 3 IA l7 I V 3 '0 I , ----- r o = \ m e i 0 O m n f; 3 ! 0 I " v Y a aI III y 4 4 h Y Y'o A-ol � © Y Q Y UQ Q 'A UO ? `_/ H (2 4i W y W Vi W W s� as �y en e, `X me Ij k j PAGE 3.0 a GIRT DESIGN n' Based on U.P.C. Section 2511 Wind Saeed ..................... 90 agh E;;oosure Factor ................ AVE. Eave He:oht .................... 25,00 ft, Iroortance Factor .............. 1,00 Building ....................... Closed Dynamic Wird Pres::-_re (C=7.11... 1`.`5 osf Ma;cimum Girt Snacing in 0-20 it. Height Ione +r7,ti b F.o_cure = 18,68 psf : Cc=1.2 Suction = 11.12 osf Cq=l.t Soan - it. 6216 8116 8114 BZ12 10114 1OZ12 D?=-ign Criteria 20.67 3.8' 8.39 10.50 14.41 19,56 27.20 Deflection 4,71 7.32 9.8 1.1 13.40 20,96 Bending " -------------------------------------------------------- -------------------------------- 720 Ir tl�{ 7''� d�L 21.6' 2.90 6,36 7.96 10.92 14.83 20.51 Deflec`.i2n 3.41 6,08 9.16 11.155 11155 17.42 6end.ng I_yJ "� 'r/91L 7 d/L ---------------------------------------------------------------------------------------- 2'.33 2,66 5.83 7.2G 10,01 1'.54 18.90 Deflection 3.6? 5,14 7.70 10,96 10.?C 16.44 Bending ------------------------------------------- -------------------------------------------- ,:6.00 4.21 5.27 7.24 9.82 13.66 Deflection Q=�� , ]' 4.62 6,20 8.78 9.78 13.24 Bending Maximum Girt Soacico in 20-40 it. Height Zve P•essare = 20,64 osf : Cost-2 Suc`.On = 18.92 esf . Cg=1.1 Sgan - it. 6115 9716 9114 8112 10214 10112 De=_ign Criteria ------------------------------------------------ 20.67 3.46 7,59 9,50 13.04 17,70 24.61 Deflection 4.25 6.62 8.88 12.58 12.58 18.96 Bending -------- -------------------------------------------------- 22,67 2.62 5.75 7.20 9.88 1 .42 18.65 Deflection 3,54 5,50 7.38 10.45 10.4` 15.16 Fending --------------------------------------------- ------------------------------------- 23.33 2.41 5.27 6.60 9.05 12.30 11.10 Deflection 3.34 5,19 6.47' J.8' 9.87 14,88 Bending --------- ---- -------------------------------------------------------------------------- 26.0,' 7.81 4.77 6.55 8.30 12.36 Deflection 4,18 5.61 1.95 1.95 11.98... Bending ---------------------------------------------------------------------------------------- Allowa5le stress increased by 1/7 for wind. Allowable deflection = L/100 Purlin Analysis for: J3655APD Left Side Width = 70.00 it. Left Side Sloae 1.00:12 Total Design Load ° 30.00 o`f Fixed Purlin Spacing = 4,58 it. Eave Purlin Soacing Left End Setback 1.00 ft, Right End Setback = 1."'' ft• Continuo�,!s Purlins ----------------------------------- -- -- Eave Purlins ------ ------ - ---------------1----------- -- Eioht Side -- 1 Comb. Ma�,i mum �� --- Left Side --- ------- Intermediate ------- - Bend. Defl. Ur v ' Bend, Shear lap 8en'.. S`.ear Coil, Dist, 9ea?, Steer Lao o Unity pay �t kids in• ft. k-ft k.ias in. c Check size k-ft in. eck ct Size k-ft kiss in, k- -----------;-- ----- ---------- ---- ----- ------------------------ ------------- --------------------- o a 5.91 2.0` O.B1 ---------------- 0 6.56 0.00 1.82 10.91 -5.39 -1.81 24 0 8. B`1 0.62 25.00 8114 -0.07 1.35 ,; -1.58 12 L 0,91 811, 6.40 1. 26.09 8114 -5.84 1.59 24 3.30 -0.00 O.bt 13.63 -5.7' .40 1 5 0.62 25.00 8216 -3.38 1.43 30 4.01 6'.00 1.11 12.87 -0.16 -1-46 30 R 1.40 8112 ,75 0.62 6 -3.19 1.45 30 3.84 000 1.07 13.04 -3.6Q -1.44 30 L 1.01 8112 6. 0 1,75 0.62 26.00 811 0 62 Q -i 11 -1.45 30 R 0.98 8112 b. 26.00 8116 -3.68 1.44 30 3.98 0.00 1.10 12.9, .75 26.00 8116 -3.11 1.34 30 3.97 0.00 1.00 13.00 -3.71 -1.44 30 L 0.98 81.12 6.40 1.750.62 -i 1.44 30 3.87 0.00 1.09 13.00 -3.71 -1.44 30 R 0.98 8212 6. 1.75 0,62 26.00 BI16 ,,.70 26.00 BIIE -3.71 1.44 30 3.87 -0.00 1.09 13.00 3.70 -1.44 30 L 0.98 8112 6,40 1 15 0.62 �' 9116 -3.10 1.44 30 3.97 -0.00 1.09 12.99 -3.b6 -1.44 30 L 0.98 811? 6.40 1. 9 0.62 26.00 g -0.00 1.10 13.02 26.00 8216 -?.72 t.4, 30 3.9. 26.00 D216 -3.68 1.43 30 3.80 -0.00 1.05 12.92 -3.18 •1.39 3f, L 0.96 8112 6.40 1.15 0.62 26.00 8214 -6.20 1,69 12 4.21 0.00 1,02 13.28 -5.19 -1.61 12 L 0.41 8112 4.96 1.73 .89 Bllb -3.89 1.35 24 2.14 0.00 0.54 11.86 -3.92 -1.35 12 R 1.00 811E 4.86 1.73 89 22.61 4.A4 1,45 0. 1 4.89 0.00 1.26 12.19 -0.07 -1.11 0 L t,:)4 16 22.67 9116 -3.93 1.14 12 2.64 -0.00 0.50 10.11 -3.42 -1.29 30 1 1.00 8c ----- -3.72 -------------------- 21.67 8116 1.54 24 ------------ . �F/DIIIN .�(J1V�, i1./f.•�X7.f1r �'�G'r1�A/� Purlin Analysis for: ,1'6`5BPD LFft Side Width = 70.00 ;t. Left Side Sloop = 1.00:1? total Design Load = 30.00 ;Si CiYed Purlin Spacing = 4.58 ft. Eave Purlii Spacing - 4.35 ft. L=ft End Setback = 1.00 ft. Fight End Sptba=k 1.00 ft. ----- --------------------------------- � Continucus Purlini ----------------------------------- - - Eave Purlins ------ --- Left Side --- ------- Inter R,ed;ale ------- -- Fight "ide -- 1 Comb, � - 1layimum Co P. Bav Bend. Shear Lao Bend, Shear Defl. Dist. Bend. Shear Lap o Unity \ Bend. Deft. UyAty ft, S;:e k-ft kips in, k-ft kips in. ft, k-ft k.ins in. c Check size\ !�-ft in, Pirk ----- ----------------------------------------------------------------------------------------- ------ ------------- ------ M OO 9114 -0.07 1.35 0 6.56 0.00 I.B. 10.97 -5.39 -1.81 24 1 0.89 8114 -91 2. 0.81 26.00 8214 -5,84 I,`9 24 3.30 -0.00 0.61 13.63 -5.73 -1.`8 11 L 0.91 8112 .40 1 ° 0,62 26.00 S'15 -3.39 1.43 30 4.01 -0.00 1.17 12.87 -3,76 -1.46 30 R 1.00 8112 6. 0 .7! 0,62 26,00 8716 -3.79 1.45 30 3.04 0.00 A.07 13.04 -3.69 -1.44 30 L 1.01 81,1 6.41 1.75 0.62 26,04 8116 -3.69 1.44 30 3.88 0,00 1,10 12.99 -3.71 1.45 30 R 0,98 81t2 6.4� 1,15 O,F1 25,00 8_'16 -3,11 1.44 30 3.87 -J.00 1,09 i3.VO -3.70 -1.44 30 L 0.�8 9 U: 6. 0 .1`, U,62 16.00 8116 -3.70 1.44 30 3.97 0.00 1.09 1'.04 -3.71 -1.44 30 P 0.19 6112 4ii 1 1` O.h2 26.00 8116 -3,71 1.41. 7n Me -0,00 1.10 17.01 -3.68 -1.44 30 L 0.98 8112 6,40 1..` �i,62 25.00 9116 -3,69 1.44 30 3.93 -0.00 1.07 12.56 -3.80 -1.45 30 P, 1.01 9112 6.40 1.75 0,62 26.n0 8116 -7.17 1.46 30 4.0 0.00 t.18 17.14 -3.34 -1.42 30 L 1.01 8'12 6.40 1.7° 0.62 16.00 9114 -5.69 1.57 12 3.24 0.00 0.58 11,28 -6,02 -1.50 24 R 0,95 9' 6.40 1.75 62 25.00 9'1' -7.40 1.01 12 1.42 -0.00 1.64 14.4` -0,07 -1.4; 0 L 0.71 9 6.40 1.7` 0. 2 CN--c k u pu t-T 77PQ[ pe r� 0,7r x 7.32 dRG/N Dd:94vJ S14owN AWVE. M Ppe1wr 25-Cr C. r1l 02 m 1H. OL-T REVISION OATV DATE% 04-27-92 TIGARO CR DING bY: WHILL SIDE Et FVATION DEALER: Cent,". camvtnctlon 135 cHrcgrr HY.. BUILDING SYSTEMS pme: 2 or (I 100: 92-JR57 rn � ?_.., m Z p � - oN ----- c Ftl Z IS!o a b �1 3 ❑^ 16'—cr 9 Ue 9 1 \ 7, - 9 A♦ r � --- o — N I D y J N m a _ �— r - 0 u 0 1 o' nrl,•Stprl DATT PROP KNE2 [urF:135 04-27-92 TIGARD OR TIM! SIDE ELEVATIONS DWO Rr: R.HILL OELLfR; Gntre>t GonstrtJctian CHFCK[D W! ""A °A1 °a" •^r tr a, PACIFIC BUILDING SYSTEMS PAOF: 3 OF II nlus-r •IC wlo ryyA.mM`K Ilbllawau.Wr IwM�i nM1 W.ode�r�"�M"n� rwsrnalm w nest-r nwcn�ln we ow m,0 wrre--r m rwrw rl.ucnwn,we iron....enc wr. •oxrww,eweaN„"n rnw eex/Nr-�eA� JOB� 92-3633 25'— (7. F7-1 20_—g Fri m m < AP 0 2 5'- 25'9' 2L 2�7 27'-3,, 1�7. 2 Z 7L 28'-9 V, 29*-0" 29'-3" 29'-6" 13"-7- a, 0 14'-1'1. 1. n 14'-4 CI Cl 14'-6" FTI 14:-45" ------ 30 — Ln 30'—l" > 30'-2" "VO 2b-01 "-4" 20'-0" I<T� 29'-lP' K) 29'-7 (D 29'-4" 29'—l" 28'-7 28'-4" , 28*—1 27'-1Q" 27'---/ 27'-4' '—4 2 7'--1" 26'-10" > 26'—T 26— 26'-1" 25'—lP- r 25 Frl 25'--4!'-7' ' Z 25'-1 Frl or-AstoN DATE PROJ: KNEZ BATT: 04-27-02 TIGARD OR TITLE: END FVEYLEVArONS D" - COM MAILER: Contrey Constructlon PACIFIC ClArcrrrlw BUILDING SY`_arEIV17 PA"Ir. 4 2.5'-0" 14=� 25'-3" 25'-6" I j 25'-9" 26'-0" r, xrs r— 2s'-6" 26'-9" Y27 -3 L+ n i > Ii 27'-6" 27'-9" 28-0' " 28'-3" x / .W-S 28'-6" Z z 28'-9.r T 29'-0" >'J IG n (� 29'-9" 30'--0" 30'-3" 30'-6" _ r s 30'-8" 30'-7" tic, Ln fthLl ZLI _ 29'-1" P �^ 26r_ " mW n FT] — 28.=4" A _ 28'-1" U - ---- 27'-1p" 27'-7 27'-4" T� —( 27'-1" 26'-TA" _ 26'-4" 1 26'-1" L 25'-1Q" 25'-7' a wn„o 25'-4" �. 6m n r BION DAtt _ nR(>J: KNEZ TIGARD OR D "TT: 04-27-92 mtt': ENO ELEVATION DEALER: Canirrox Conetrualion OWO By: R,HILL CHECKFC BY: rwr,a wiau on n o" PAC�r�I�Cm BUILDING SYSTEMS PACE 5 OF I I -�L «xbww".arrow�ra,r no"i n�i wr.+eer JCB: 92-3893 r 4 f 1 ' 7 i1t1111111#ltttit1311111#11111# t t I Truss - T Structures Inc. 1 1 1 t E 1 2100 N. Pacific Highway t t ► 1 1 Woodburn, Oregoi 97071 1 1 1 t Phone t 1 tlttttt111111t11tt3311t3113tt31 File Name : J'6°`CSD Frame Title : ENDWALL LINE i Prepared by LL 4'29;92 Execution Detions : Analvsis Only Number of Analysis Cicles = I Reports Generated 1, Member Design Data 2. Forces Moments and St•esaes 3. Disolacements and Reactions Structuial Steel : Flange Plate Yield Strength 45.00 ksi Web Plate Yield Strength = 45.00 ksi Modulus of Elasticity 24000 ksi Coef. cf Linear E,spansion = 0.0000065 E14DWALL LINE I J3655CSD 2 LoaJ Case no. 1 : DEAD LOAD Load All Sections s Member Self Weight Load Joint no. 1 : -0.07 kips Vertical Load Joint no. 1 s -0.03 k--ft Moment Load Sec. no. 3 ; -0.06 k1f to -0.06 klf at 90.00 deg. Load Sec, nc. 6 : -0.06 k1f to -0.06 klf at 90.00 dec. Load Sec. no. 9 : -0.06 klf to -0.06 klf at 40.00 dog. Load Sec. no. 12 s -0.06 klf to -0.06 klf at 90.00 deg. Load Sec. no. 15 : -0.06 klf to -0.06 klf at 90,00 deg. Load Sec. no. 18 : -0.06 klf to -0.06 klf at 90.00 dee. Lead Joint no, 19 : -0.07 kips Vertical Load Joint no. 19 : 0.03 k-ft Moment Load Case no. 2 LIVE LOAD Load Joint no. 1 -0.32 kips Vertical Load Joint no. 1 : -0.16 k-ft Moment Load Sec. no. 3 s -0.32 kif to -0.32 klf at 90.00 deg. Load Sec. no. 6 s -0.32 klf to -0.32 klf at 90.00 deg. Load Sec. no. 9 s -0.32 klf to -0.32 kI4 at 90.00 deg. Load Se:. no. 12 s -0.32 klf to -0.32 k1f at 90.00 deg. Load Sec. no. 15 : -0.32 klf to -0.32 klf at ?0.00 deg. Load Sec. no. 18 : -0.32 klf to -0.32 klf at 90.00 deg. Load Joint no. 19 s -0.32 kios Vertical Load Joint no. 19 t 0.16 k-ft Mcrent Lcad Case no. 3 : WIND LOAD : PRESSURE Load Sec. no. 2 : 0.18 klf to 0.18 klf at 0.00 deg. Load Sec. no. 5 : 0.32 klf to 0.32 klf at 0.00 deg. Load Sec, no. 8 : 0.32 klf to 0.32 klf at 0.00 deg, Load Se:, no. 11 0.32 klf to 0.32 klf at 0.00 deg. Load Sec. no. 14 s 0.32 klf to 0.32 klf at 0.00 deg. Load Sec. nc. 17 : 0.32 klf to 0.32 klf at 0.00 deg- Load Sec. no. 20 s 0.18 klf to 0.18 klf at 0.00 deg. Load Case no. 4 ; WIND LOAD s SUCTION Load Sec. no. 2 : -0.11 kif to -0.11 klf at 0.00 deg. Load Sec, no. 5 s -0.20 klf to -0.20 klf at 0.00 deg. Load SP:. no. 8 : -0.20 klf to -0.20 k1f at 0.00 deg. Lead Sec. no. it : -0.20 klf to -0.20 klf at 0.00 deg. Load Sec. no. 14 : -0.20 kif to -0.20 kif at 0.00 deg, Load Sec. no. 17 : -0.20 klf to -0.20 klf at 0.00 deg. Load Sec. no. 20 : -0.11 klf to -0.11 klf at 0.00 deg. !gad Case no. 5 : WIND LOAD : UPLIFT Load Joint no. 1 : 0.16 kips Vertical Load Joint no, 1 0.08 k-ft Moment Load Sec. no. 3 : 0.16 klf to 0.16 klf at 90.00 deg. Load Sec. no. 6 : 0.16 klf to 0.16 klf at 90,00 deg. Load Sec. no. 9 : 0.16 klf to 0.16 klf at 90.00 deg. Load Sec. no. 12 : 0.16 k1f to 0.16 kif at 90.00 deg. Load Sec, no. 15 : 0.16 klf to 0.16 klf at 90.00 deg. -ENDWALL LINE 1 J3E55C9D 3 Load Sec. no. 18 1 0.16 klf to 0.16 kl4 at 90.00 deg. Load Joint no. 19 : 0.16 kips Vertical ' Load Joint no. 19 : -0.08 k-ft Moment t Load Combinations Load Combination no. 1 : DL + LL + load Case no, 1 X 1.00 + Load Case no, 2 X 1.00 Load Combination no, 2 ; DL + 1/2 LL + NLP I + Load Case no. 1 X 1,00 + Load Case no, 2 X 0.50 + Load Case no. 3 X 1,00 Load Combination no, 3 : DL + 1/2 LL + NLS t + Load Case no. 1 X 1.00 + Load Case no. 2 X 0,50 + Load Case no. 4 X 1.00 Load Combination no, 4 1 DL + UPLIFT t + Lead Case me. i X 1,00 + Load Case no. 5 X 1.00 ENDWALL LINE 1 J365`CSD 4 Member Data : ---------------------------------------------------------------------------------------------------------------------------- 1----- Initial End ------1---- Terminal End ------1 Sec. Left Fla. Right Fla. Web Sec. Depth Bracing Sec, it. it. Coor. E it. it. Coor, E Lth. Thick Wilth Thick Width T`ic6: Ini. Trm. Left Right no, no, tvoe hog, ver. C no. tvo9 hor. ver, C (it) (in) (in) (in) (in) (in) end end a,c, o.c. hvr (it) (ft) hvr (it) (ft) (in) (in) (it) (ft) -------------------------- ---------------- 2 2 Oil 1.00 23.32 F 3 001 1.00 0.00 F 73,32 0,2050 3.94 0.2050 3.94 0,1700 7.89 7,89 1,50 71`-0 3 1 011 1.00 23.33 F 4 111 23.33 25,20 P 12.41 0,2150 3.97 0.2250 3.97 0.2000 11.91 11.91 5.00 5.00 5 5 011 23,33 25,19 F 6 001 23.33 0.00 F 25.19 0.3150 4,01 0.3150 4,01 0,2450 8.11 8.11 1,50 7.`.0 6 4 111 23.33 2`,20 F 7 111 46.66 27.14 P 23.41 0.250 3.91 0.2250 3.97 0.2000 11,91 11,91 5,00 5100 8 8 Oil 46,66 27.13 F 9 001 46.66 0,00 F 27.13 0.3300 4.01 0.3300 1.01 0.2400 10.11 10.11 7.50 7.50 9 7 Ill 46.66 21,14 F 10 111 69.99 29.08 P 23.41 0.2250 3.97 0,2250 3.97 0.2000 11.91 11.91 5.00 5100 11 11 011 69,99 29.07 F 12 001 69,99 0.00 F 29.07 0.3300 4.01 0.3300 4.01 0.2400 10.11 10.11 7,50 7,50 12 10 111 69,99 29,08 F 13 111 93.32 27.14 P 23.41 0.2250 3,97 0,2250 3.97 0.2000 11.91 11.91 5.00 5,00 14 14 011 93.32 27.13 F 15 001 93.32 0.00 F 27.13 0,3300 4,01 0.3300 4,01 0.2400 10,11 10.11 7,50 7,°0 15 13 111 93.?2 27,14 F 16 111 116.65 25.20 P 23.41 0.2250 3.97 0.2150 3,97 0.2000 11,91 11.91 5.00 5.00 17 17 011 116.65 25.19 F 18 001 116.65 0.00 F 25.19 0.3150 4.01 0.31tO 4,01 0.2450 8.11 8.11 1.50 7.50 1F 16 111 116.6° 25.20 F 19 111 138.98 13.33 F 22.41 0.1250 3.97 0.2250 3,97 0.2000 11.91 11.91 5.00 5.00 20 20 011 13e.98 27.32 F 21 001 178.98 0.00 F 23.32 0,2050 3.94 0,2050 3.94 0.1700 7.89 7.89 7,50 7.50 ---------------------------------------------------------------------------------------------------------------------------- X 2.00 2e4.02 X 5.00 302.35 X 8.00 325.68 X 11.00 349.01 X 14,00 325,68 X 17.00 302.35 1 20.00 280.02 14DWALL LINE 1 J'655CSD 5 i a Maximum Combined Stress Ratios -------------------------------------------------------------------------------------------------------------------- Member Forces Member Stresses Allowable Stresses Unity Check Max, Sec. Load Shear Axial Bending Shear Axial Bending Axial Bending Components Comb No. Com. Force Force Moment Stress Stress Left Right Stress Left Right Axial Bending Stress No. (kip) (kip) (k-ft) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksO Left Right Ratio ---------------------------------------------------------------------------------------------------------•----------- 2.01 2 0.00 -3,04 -12.17 0.00 -1,05 19.35 -19.35 17.57 36.00 26.06 -0.06 0.54 -0,74 -0.S0 3.01 1 -0.01 -0,00 25.08 -•0,00 -0,00 -20.82 20.82 18.01 24,8' 27.00 -0.00 -0.84 0.77 -0,84 x. 5.01 2 0,00 -5,69 -25,47 0.00 -1.31 26.37 -26,37 18.59 3b.00 27.72 -0.07 0.73 -0,95 -1,02 6.01 1 -0.0'11 0.00 77.48 -0.00 0.00 -22,82 22.82 27.01) 24.B; 27.00 0.00 -0.92 0.85 -0,92 9.01 2 0.00 -5.86 -29.t% 0.00 -1.19 22.36 -22.'6 17.55 76.00 26.10 -0.07 0.62 -1.85 -0.92 9.0! 1 -0.00 0,00 27.48 -0.00 0 00 -22.82 22.82 27.00 14,83 27.00 0.00 -0.92 0.85 -0.92 11.01 2 0.00 -5.88 -33,44 0.00 -1.20 25.61 -25,67 17.55 36.00 25.30 -0.07 0.11 -0,98 -1.04 12.91 1 -0.00 0.00 27,48 -0.00 0.00 -22,82 22.52 27,00 21,83 27.00 0.00 -0.92 0.85 -0,42 14.01 2 0,00 -5.86 -29.55 0.00 -1.19 22.36 -22.36 17.t! 36.00 26.170 -0.07 0.62 -0,85 -0,92 15.01 1 -D.00 0.00 27,48 -0.00 0.00 -22.82 22.92 27,00 24.83 27.00 0.00 -0.92 0.85 -0.92 17,01 2 0.00 -5.69 -25,47 0.00 -1,31 26.37 -26.37 18,°8 36.00 27,72 -0.07 0.73 -0.95 -1.02 1E,01 1 0.01 -0.00 25,08 0.00 -0,00 -20,92 29.82 18.01 24.83 21.00 --0.00 -0.84 0.77 -0.94 20.01 2 0,00 -3.04 -12,17 0.00 -1.05 19,3: -19.35 17,57 36.00 26.06 -0.06 0.`-4 -,).74 -0.20 -------------------------------------------------------------------------------------------------------------------- ENfWALL LINE 1 My imum Negative Displacements and Reactions ----------------------------- ------------------------------------------------------------------------------- Displacement Reaction Joint Horizontal load Vertical Load Rotational Load Horizontal load Vertical Load Rotational Load No. (in) Cam, (in) Com. (rad) Com. (kip) Com. (kip) Col. (k-ft) Cnm, ------------------------------------------------------------------------------------------------------------- 1 0.0000 0 -0.0168 1 -0,0021 4 2 0.0000 0 -0.0168 1 -0.0159 2 3 010000 0 0.0000 0 -0.N" 3 -1.70 3 -5.14 1 0.00 U 4 -010001 4 -0.02:`. 1 -0.0024 4 5 0,0000 0 -0.0225 1 -0.0227 2 b 010000 0 0.0000 0 -0.0142 3 -2. 7 -F.`1; 1 0,or, 7 -0.0001 4 -0.0221 1 -0,0024 4 8 0.0000 0 -0.0220 1 -0.0166 2 9 0.0000 0 0,0000 0 -0.0104 3 -2.72 3 -9.98 1 0.0(' n to -0.0001 4 -u.0237 1 -0.0024 4 I1 0.0000 0 -0.0237 1 -0.0205 2 12 0.0000 0 0.0000 0 -0.0128 3 -2.92 3 -9.91 1 0.00 0 !3 -0.0001 4 -0,0221 1 -0.0024 4 14 0.0000 0 -0.0220 1 -0,0166 2 15 0,0000 0 0.0000 0 -0.0104 3 -2.72 3 -9.88 1 0.00 0 16 -010001 4 -0,022` 1 -0,0021 4 17 0,0000 0 -0,0225 1 -0,0227 2 18 0.0000 0 0.0000 0 -0.0142 3 -2.53 3 -9.`9 1 0.00 0 19 -0.0002 4 -0.0168 1 -0.0108 1 20 0.0000 0 -0.0168 1 -0,0159 2 21 010000 0 0.0000 0 -0.0099 3 -1.30 3 -5.14 1 0.00 0 --------------------------------------------------------------------------------------------------------------- ENDWALL LINE 1 J3655CSD 7 Maximum Positive Displacements and Reactions 4 --------------------------•--------------------------------------------------------------------------------- Displacement Reaction Joint Horizontal Lcad Vertical Load Rotational Load Hrrizantal Load Vertical Load Rotational Load No. (in) Com. (in) Cam. (rad) rom. (kip) Com. (kip) Cot. (k-f t) Cop. ------------------------------------------------------------••---------------------------------------------- ! 0.0000 0 0.0028 1 0.0109 1 0.0000 0 0.0O29 4 0.001n 0.0000 0 0.0000 0 0.0159 2 2.(j? 2 0.13 4 0.00 0 0.0005 1 0.0038 4 0.0125 1 5 0.0000 0 0.0039 4 0.0142 3 6 0.0000 0 0.0000 0 0.02J 2 4.04 2 1.40 4 0.00 0 7 0.0004 1 0.0016 4 0.0125 1 9 0.0000 0 0.00'6 4 0.0104 9 0.0000 0 0.0000 0 0.0166 2 4.36 2 1.36 4 0.00 0 10 0.0006 1 0.001 4 0.0125 1 11 0.0000 0 0.0038 4 0.0129 12 0.0000 0 0.0000 0 0.0205 2 4.67 2 1. 1 4 0.00 0 1' 0.0007 1 0.0036 4 0.0125 1 14 0.0000 0 0.0036 4 0.0104 15 0.0000 0 0.0000 0 0.0166 2 4.36 2 1.36 4 0.00 0 16 0.0007 1 0.0038 4 0.0109 1 17 0.0000 0 0.0038 4 0.0142 3 18 0.0001) 0 0.0000 0 0.0221 2 4.04 2 1.40 4 0.00 0 19 0.001! 1 0.0028 4 0.0021 4 20 0.0000 0 0.0029 4 0.009? 21 0.0000 0 0.0000 0 0.0159 2 2.09 2 0.73 4 0.00 0 ------------------------------------------------------------------------------------------------------------- ENDWALL LINE 1 J7K5CSD 8 Shear Stiffener Spaciio -----------------------------------••------------------------------------------ ---------------------------------- Sec. Nc. Lth. Load Point Point Point Point Point Feint Point Point Foint Point No. Ele. (in) Con. TI .01 .02 .03 .04 .OS .06 .07 .0e .09 ----------------------------------------------------------------------------------------------------------------- 2 2 279.94 a!1 none reoLired 3 2 268.9: all none required 5 2 302.29 all none required 6 2 250.92 all none required 9 2 325.`.6 all none required 9 2 280.92 all none required 11 2 348.34 all none require+ 12 2 280.92 all none rewired 14 2 325.`6 all ncne required t` 2 29;1.92 all none required 17 2 302.22 all none required 18 2 269.92 all none required 20 2 27P.34 all none required ------------------------------------------------------..----------------------------------------------------------- F M w@ E!1061ALL LINE 1 J7655CS0 9 Reaction Summary Com. Jt. 3 Jt. 6 Jt. 9 Jt. 12 Jt, 15 Jt. 18 Jt. 21 Horiz. 1 0.00 0,00 0.00 0.00 0100 0100 0.00 Vert. 1 -5.1a -9.59 -9.88 -9,91 -9.88 -9,59 -5,14 Rota. 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hcriz, 2 2.09 4.04 4,16 4.67 4,36 4.042.09 Vert. 2 -3.16 -5.9B -6.09 -6.12 -6,09 -5.8B -3.16 Rc'.a. 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hor.z. 3 -1.JC' .,,,3 -..72 -2.K -2.7L -2,.,3 -1,70 Vert. 3 -3.16 - ,88 -6,09 -6.17. -6.09 -5.88 -:.16 Fota, 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hm iz. 4 0.00 0,00 0.0fi 0.00 0.00 0.00 0.00 Vert. 4 0.77 1.40 1,36 1.33 1.36 1.40 0,73 Reta. 4 0.00 0.00 0,00 0.00 0.00 0.00 0.00 E:�ort C.zolete J365.CCD 1 BASE PLATE : Joint 3 Column Reactions : Maxieua Vertical = 5.14 kip Masimum Horizontal = 2.09 kip t MnXimum Uplift - 0.1' kip t Member plate sizes : Left flange thickness = MON in. Left flange width z 3.9400 in. Right flange thickness = 0,2050 in. Right flange width C 3.9400 in. Nib thickness a 0.1700 in, ftsber death = 1,8900 in. 11 Bolt base plate Use ; E in, x 6 in, x .25 in, plate Use 2 - .75 in, diem. A-36 bolts Y - 'ace - 3.5 in. 141 Bolt tale plate Use ; B in. x 6 in. r .25 in, plate Use : 4 - .75 in. dian, A-36 bolts X - gage = 3.5 in. s Y - gage = 3.5 in, Ncte ; Ickes that. are followed by an t are the results of a wind load combination. The allewable stresses for these forces will be increased by 1/3. 2.866492E-02 4 J365!CCD BASE PLATE Joint 6 Column Reactions Maximum Vertical = 9.59 kip Maximum Horilcntal = 4.04 kip Maximum uplift = 4.00 kip I Member plate sizes i Left flings thickness 0,3150 in. Left flange width 4.0100 in. Fight flange thi:kness = 0,3150 in. Right flange width z 4.0100 in. Web thickness a 0.2450 in. Member depth X 8.1100 in. Q) Bolt base plate Use 9 in. x 6 in. x ."17! in. plate Use 2 .75 in. d:am. A-36 bolts Y - gage 3.5 in. (4) Bolt base plate Use i 9 in, x 6 in, x .25 in. plate Use : 4 .75 in. di;m. A-36 bolts gape 5.5 in, : Y - gage in. Note s ,arses that are fnllowed by an I are the results of a wind load combination. The allocable stresses for these forces will be increased by 1!3. 5.4973924IF-02 4 J3655CCD 3 BASE PLATE ; Joint 9 Column Reactions e Maximum Vertical = 9.98 kip Maimum Horizontal = 4.36 kip Maximum Uplift - 3.P0 kip 1 Meatier plate sire. Left flange thickness = 0.3300 in. Left flange width = 4.0100 in, Right flang! thickness -- 0.3300 in. Fight flange width = 4,0100 in. Web thickness m 0.2400 in, Member depth = 10.1100 in, (2) Bolt base plate : Use : 11 in, x 6 in. x ,375 :n, plate Use : 2 - .15 in. diam. A-;6 bolts Y - gags = 3.` in. (4) Bolt base plate ; Use : 11 in. x 6 in. x .2` in, plate Use . 4 - .15 in. dian. A-36 Colts C - 5.5 :n. . ga-e - y - gacye_ -- 3.` in. Note : fcrces that are fcllcwed by an t are the results of a wind load combina'icn. The allowable stresses for these forces will be increased by 1!3. 5.340314E-02 4 J�6S`CCa d BASE PLATE : Jaint 12 Column Feactions Maximum Vertical - 9.91 kip Maximum Horizontal = 4.67 kip t Ma:llmum !Jolift - 1.33 kip t Member plate sizei Left flange thickness 2 0.3300 in. Left flange width = 4.0100 in. Right flange thickness 0.3300 in. Right , nqe width 4.0100 in, lieb thickness r 0.2400 in. Member depth = 10.1100 in. (2) Balt base plate Use : It in, x 6 in. x .25 in. plate Use 2 - .75 in. diam. A- 6 bolts Y - gage - 3.` in. (4) Bolt bass plate Use 11 in. x 6 in, x .25 in, plate Use ; 4 - .75 in, diam. A-36 belts % - gage = 5.5 in. . Y - gage = M. in. Mote : forces that are followed by an t are the results of a wind load combination, The ailowable stresses for these forces will to increased by 1;3. 5.22251'E-02 4 J o55CCD 5 r„ _ NASE PLATE : Joint 15 r' V Colum Reactions : iT r Maxim!m Vertical = 9.98 kip Ma:imum Hcri:�nt�l = 4.36 kip 1 Ma„imum Uplift 3,80 kip t Member plate sires : Left fl�ngc• thickness = 0.3'00 in. Left fiance oidth = 4.C100 in. Right flange thiel"14ss = 0.37W in. Right flange width = 4.0100 in. Web thic'4ess = 0.2400 in. Member d9pth = 10.1100 in. 1:1 Pall base plate : Use 11 in, x 6 in, x ,375 in. plate Use 2 - .75 in. diam. A-3b bolts Y - gage = 3.5 in. (4� Poll base plate : Use ; 11 in. x 6 in. x .25 in. plate Use ; 4 - .75 in diam. A-76 bolts X - gage = 5.5 in. . Y - 03ge = 3.5 in. "ip}e forces that are followed by an X are the resUlts of a wind load combin?tion. The 811.)tiable stresses for these forces will be in:reasej b.i liz. 5.340314E-02 4 J3655CCD 7 �k .y BASE PLATE : Joint 21 Y� ' Column Reactions Maximum Vertical - 5.14 kip Maximum Horizontal = 2,0? kip 1 Maximum l'ciift = 0.73 kip t Merbar plate siz?s Le=t flange thickness = 0.2050 in. Left flange width = 3,°400 in, Right flange thickness = 0,2050 in. Right flange width = 3,4400 in. Web thickness = 0.1100 in. 7 Member depth = 7.B9O0 in, (2) Bolt base plate Use ; 8 in. 6 in, z .25 in. plate Y: Use 1 2 - .75 in. diam. A-36 bolts 4 - gage = 3.5 in. jai Boit base plate Use B in. x 6 in. x .25 in. plate 'jsE 4 - .75 in. dig*. A-36 bolts X - gaye in, Y - gao? = 3.5 in, "rte forces that are followed by an t are the resa is of a wird load combination, The ellDwaLle stresses for these forces will be increase{ bf 1/3, .,s6E0!.E-02 4 L /o /9 9 �v�itd WIZ.✓ 14 /7 zc r ^ k 1 4 c i !M ", -c r A3Z5 �oLt`�\ 3Z5 EoLTS\ A37,5 �,oLTS p � ��.E /,•/P..zl � Id �).3/Q'� � 1316 ��' A-57,S A3ZS 6oLzs _ % E.uo PL. /4 COO PL. ., 3/B - — A'SZS 6oL rs A3ZS P�at-T -GAP PL. trttattr:rrtltttttussrrtrrtttt t t I Truss - T Structures Inc. 1 t t 1 2100 N. Pacific Highway t y t I Woodburn, Oregon 9?011 r t t I Phene 50.-991-95D1 t t t ssttlt,stttrtttttttrtlttttttttt File Name J?555FSD Frame Title ENDWALL LINE 13 Prepared b� LL 515192 E;e_ut:an Qotions Analvsis On'.'r Number of kalvs's C.rcles ! Feport: Generated : 1. Member Design mita 2. Forces Morents and Stresses Z, Displacements and Pei-tions Structural Steel Flange Flate Yield Strength = 45.00 ksi Wet Plate Yield Strength - 42.00 ksi 4cdulus of ElaaticitY - :9000 ksi Ccef, o' Linear EaSoansicn = 0.0000065 ;E ENDWALL LINE 1 J3655FSD Load Case no. I DEAD LOAD Load All Sections Member Self Weight Load Joint no. 1 -0.07 kips Vertical Load Joint no, 1 -4.04 k-ft Moment Load Sec. no. 3 : -0.07 klf to 4.07 klf at 90.00 deg. Load Sec. no. 6 : -0.07 klf to -0.07 klf at 90.00 deg. Load Sec. no. 9 ; -0.07 t.:lf to -0.07 klf at ?0.00 deg. Load Joint no. 10 -0.07 kips Vertical Load Joint no. 10 : 0,04 k-ft Moment Lcad Case no. : LITE LOAD Lo6J Joint no. 1 -0.35 kips Vertical Load Joint no. 1 -0.17 k-ft Mrmant Load Sec. no. -0.3` klf to -0.35 klf at 90.00 deg. Load Sec. no, 6 : -0.35 kif to -0,35 klf at 90.00 deg. Load Sec, no. 9 -0.35 k1f to -0.35 klf at 90,00 deg. Load Jcirt no. 10 : -0.35 kips Vertical Load Joint no. 10 : 0.17 k-ft Mo^ient Land Case no. 3 : WIND LOAD : 9EESSUp'E Load Sec, nc. 0.19 klf to 0.19 klf at 0.00 deg. Lcai Sec, ro. 5 : 0,28 klf to 0.28 klf at 0.00 deg, Load Sec. no. d : 0.28 k I f to 0.29 klf at 0.00 deg. Load Sec. no. 11 0.19 klf to 0.19 kif at 0.00 deg, Load Case no. 4 : WIND LOAD : SUCTIC'1 Load Sec. nc, 2 : -0.12 klf to -C,1: klf at 0.00 d:7. Lead Sec. no. 5 : -0.18 k-11 1 -0.18 klf at 0.00 deg. L r d Sec. no. 8 : -0,18 1.'' to -0.19 klf at 0.00 dec. Load Sec, r . 11 : -0,12 k: to -0.12 klf at 0.0C deg, Load Case no. 5 : WIND LOAD : UPLIFT Load Joint no. 1 0.17 kips Vertical Load Joint no. 1 : 0.0E k-ft Moment Load Sec. no. 3 0,17 klf to 0.17 Hi at 90.40 deo. Load Sec. no. 6 0.17 klf to 0.17 klf at 90.00 deo. Load Sec. no. 9 : 0.17 klf to 0.17 klf at 90.00 deg, Load Joint no. 10 : 0.!7 kips Vertical Load Rin' no. 10 : -0.08 k-ft Moment Lcad Combinations : Load Combination no. 1 : DL + LL + Lead Case no, 1 X 1.00 + Load Case no. 2 X 1.00 Load Coebinatior nc. 2 : DL • 1/2 LL + WLG 1 + Load Case no. 1 X 1.00 + load Case no. 2 X 0.50 EkWALI LINE 1' J3655FE0 3 a + Loae Case no. 3 1.00 Load Combination no. 3 : DL + 1/2 LL + WLE 1 + Load Case no. 1 X 1.00 + Lead Case no, 2 X 0.50 + Load Case no. 4 X 1.00 !lad Camtinaticr nn. 4 : D!_ + UPLIFT 1 + Load Cas. no. X 1.00 + Load Case no. 5 X 1.00 F.1DW.HLL LIME 17 JIMUSD 4 Member Data --------------------- •-------------------- ----- Initial End ------f---- Terminal End ------) Sec. Left Fig. kioht Flo. Web Sec. Depth Fracir,g it. it. Coor, E it. it. Coor. F Lth. Thick Width Thick. Widti Thick Ini. Try.. Lsft Right no, n_. tvoe her, ver. C no. type hog, ver. C (ftl (in) lin` (in) (in) (in) end end a.c. a.r.. hvr (ft) ft' hvr (ftl iftl (in) lin) lft) (ft) :. ----------------------•----------------------------------------------••---------------------------------- 2 2 t:" 1.00 2'.41 F 3 VI 1.00 0.00 F 2'.41 0.:050 3.94 0.2050 3.94 0.1100 7.89 7.89 7.50 7.50 3 1 O1: 1.OG 2:,42 F 4 111 26.67 25.06 F 19.19 4,2250 3.91 0.2250 3.97 0.2000 11.91 11.91 5.00 5.00 5 5 011 20.67 25.05 F 6 001 20.61 O.00 F 25.05 0.'150 4.(-1 0.3!50 4.01 0.2456 8.11 9.11 1.50 7,50 6 4 111 20.61 25.06 F 7 111 41.34 26.78 P 20.74 M250 3.47 0.2250 3.97 0.2000 11.91 11.91 41.00 5.00 d 8 Oil 41.!4 26.77 F o 001 41.35 0.00 F 26.77 0.71!0 4.01 0.3150 4.01 0.2450 8.11 8.11 7.50 7.50 7 111 41.34 26.79 F 10 ill 61.01 29.42 F 19.74 0.2250 3.91 0.22JO 3.91 0.2000 11.91 11."1 5.00 5.00 1:I it 011 61.01 28,41 F 12 00! 61.01 0.00 F 28.41 0.31`0 4.01 0.3150 4.01 0.2450 8.11 8.11 1.50 1.50 _..---••------------------------------------------------------------------------------------------------------------ X 2.00 281.02 X 5.00 300.69 X 8.00 :21.36 X 11.00 341.0! ENDWALL LINE 13 J7655F9D 5 Maximue Combined Stress Ratios Member Forces Member Stresses Allowable Str2sses Unity C)'eck Max. Sec. Load Shear A.ial Bending Shear Axial Bending Axial Bending Comeonents Comb Nc. Com. Force Force Moment Stress Striss Ieft Right Stress tett Rioht Mal Bending Stress No. (kip) (kip) Ik-f:) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Left Right Patio ------------------------------------------------------------------..--------------------------------- 2,01 2 0.00 -2.01 -111.20 0,00 -1.01 20.99 -20.99 17,57 36.00 26.06 -0.06 0.58 -0.81 -0.96 3.01 1 -0.01 -0.00 20.88 -0.00 -0.00 -17,34 17.34 18,01 24.83 27.00 -0.00 -0.70 0.64 -0.70 5.01 2 0.00 -5.40 -22.32 0.00 -1.2d 2'.11 -2 .11 19.58 36.00 21.72 -0.07 0.64 -0.9? -0.10 6.01 1 -0.00 0.00 23.17 -0.00 0.00 -19.24 19.24 27.00 24.83 27.00 0.00 -0.77 0.71 -0.77 8.01 2 0.00 -5.46 •25.49 0.00 -1.24 26.40 -26.40 19.59 36.00 27.1.2 -0.07 0.77 -0.95 -1.02 9.01 1 0.01 0.00 20.89 0,00 0.00 -17.34 17.34 27.00 24.83 27.00 0.00 -0.70 0.64 -0.70 11.01 2 0.00 -3.01 -19.45 0.00 -0.69 10.14 -20.14 19.04 26.00 27.72 -0.04 0.56 -0.13 -0.76 _.------------------------------------------------------------------------------------------------------------------ ' ENDWALL LINE 13 J3655FSO 6 Maximum Negati�a Displacements and Reactinns r, ------------------------------------------------------------------------------------------------------------ Displacement Reaction yq Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load x; No. (in) Com. (in) Coo. (rad) Com. (kip) Com. (kip) Com. (k-ft) Cos. s. 1 0.0000 0 -0.0162 1 -0.0016 4 a 2 0.0000 0 -0.0161 1 -0.0173 2 r 3 0.0000 0 0.0000 0 -0.0108 3 -1.41 3 -4.93 1 0.00 0 4 -0,0001 4 -0.0212 1 -0.0018 4 5 0.0000 0 -0.0212 1 -0.0198 2 6 0.0000 0 0.0000 0 -0.0124 3 -2.23 -9.11 l 0.00 0 7 -0.0001 4 -0.0227 1 -0.0015 4 e 0.0000 0 -0.0227 1 -0.0242 2 9 0.0000 0 0.0000 0 -0.0151 3 -2.38 3 -9.14 1 0.00 0 10 -0.0002 1 -0.01,12 1 -0.0080 1 11 0 0000 0 -0.0132 1 -0.0196 2 12 0.0000 0 0.0000 0 -0.0122 3 -1.71 3 -5.12 1 0.00 0 .. ------------------------------------------------------------------------------------------------------------ ENDWALL LINE 13 J365`FSD i Maximum Positive Displacements and Reactions ----------------------------------------------------------------------------------------------------------- Displacement Reactinn Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Loao Rotational Load No. (in) Com. (in) Cam. (rad) Com. (kip) Com, (kip) Com. (k-ft) Cos. ----------------------------------------------------------------------------------------------------------- 1 0.0000 0 0.0028 4 0.0080 1 2 0.0000 0 0.0027 4 0.0108 3 3 0.0000 0 0.0000 0 0.011; 2 2.26 2 0.70 4 0.00 0 4 0.0004 1 0.0036 4 0.00K 1 5 0.0000 0 0.0036 4 0.0124 3 6 0.0000 0 0.0000 0 0.0199 2 3.56 2 1.33 4 0.00 0 7 0.0005 1 0.0038 4 0.0079 1 8 0.0000 0 0.00?e 4 0.0151 3 9 0.0000 0 0.0000 0 0.0242 2 3.81 2 1.31 4 0.00 0 10 0.0001 4 0.0020 4 0.0016 4 )1 0.0000 0 0.0019 4 0.0122 3 12 0.0000 0 0.0000 0 0.0196 2.74 2 0.51 4 0.00 0 -------------------------------------------------------------------------------------------------------------- ENDWALL LINE 13 J36!5F;D 8 4hear Stiffener Sparing ----------------------------------------------------------------------------------------------------------------- Sec. No, Lth. Load Point Point Point Point Point Point Point Point Point Point No. Fie. (in) Com. .00 .01 .02 .0,1 .04 .05 .06 .07 .08 .09 ----------------------------••----------•------------------------------------------------------------------------- 2 2 280.92 all none required t 3 2 236.98 all none required `• 5 2 300.60 all none raiuired 6 2 249.99 all none required 9 2 321.24 all none required 9 2 136.99 all r.'ne required 11 2 340.K all none required .7. ENDYALL LINE 13 J3655f5D 9 .'r Reaction 5uamary Can. Jt. 3 Jt. 6 A. 9 Jt. 12 Horiz. 1 0.00 0.00 0.00 0.00 Vert. 1 -4.93 -9.11 -9.14 -5.12 Rota. 1 0.00 0.00 0.00 0.00 Horiz. 2 2.26 3.56 3.81 2.74 Vert. Z -3.03 -5,59 -5,61 -3.22 Rota. 2 0.00 0.00 0100 0.00 Horiz. 3 -1.41 -2.23 -3.38 -1.71 Vert. 3 -3.03 -5.59 -5.61 -3.22 Rota. 3 0.00 0.00 0.00 0.00 Horiz, 4 0.00 0.00 0.00 0.00 Vert. 4 0.70 1.33 1.31 0.51 Rota. 4 0.00 0.00 0.00 0.00 Report Comolete J3655FCD 1 BASE PLATE : Joint 3 r Column Reactions ; Maximum Vertical - 4.93 kip Maximum Horizontal = 2,26 kip 1 Maximum Uplift = 0,70 kip 1 Member plate sizes Left flange thickness = 0,2050 in. Left flange width : 3.9400 in, Right flange thickness = 0.2050 in, Right flange width = 3.9490 in. Web thickness = 0.1700 in. Member depth = 7.8900 in. (2) Bolt base plate Use ; 8 in, x 6 in, z .25 in. plate Use ; 2 - .15 in. diam, A-36 bolts Y - gage z 3.5 in, (4) Bolt base plate : Use ; 8 in, x 6 in. , .25 in. plate Use : 4 - ,15 in, diam. A-36 bolts X - cage = 3.5 in. ; Y - gage = 3.5 in, Note : forces that are followed by an 1 are the results of a wind load combination. The allowable stre,ses for these forces will 5. be increased by 1/3, f� 2.148691E-02 4 .ti i 4'} =f t 1.. MAN .F J36KFC) 2 BASE PLATE Joint 6 n Column Reaction=. Maximum Vertical = 4.11 kip Maximum Horizontal = 3.56 kip t t� Maximum UDli.ft = 1.33 k1D S r.. Member plate sizes . 4� Left flange thickness = 0.315) in. Left flange width = 4.01!0 in. Right flange thickness = 0.3,50 in. Eight flange wilth = 4.)100 in. t; Web thickness = 0,7450 in. :y. Member depth = F.1100 in. 12) Bolt base plate t Use 4 in, x 6 in. x .:5 in. plate Use 2 - .75 in. diain. A-36 bolts Y - gage = 3.5 in. 14) Bolt base plate Use 4 in. x 6 in. x .25 in, plate Use 4 - .75 in. diam. A-36 bolts % - gage : 5.5 in, . Y - gage = 3.5 in. Note : forces that are followed by an 1 are the results of a wind load combination. The allowable stresses for these forces will be increased b; 1!�7. 5.222513E-02 4 � A 33655FCD 3 x� BASE PLATE : Joint 9 Column Reactions s Maximum Vertical - 9.14 kip ;+ Maximum Horizontal z 3.01 kip 1 Maximum Uplift = 1.31 kip t Member plate sizes Left flange thickness = 0.3150 in. left flange width z 4,0100 in. Right flange thickness = 0.3150 in. Right flange width = 4.0100 in. Web thickness 2 0.249 in. Member depth = 8.1100 in, (2) Bolt base plate Use : 9 in. x u in. x .25 in. plate Use t 2 - .75 in. diem. A-36 bolts Y - gage - 3.5 in. (4) Bolt base plate s Use : 9 in. x 6 in. x .25 in. plate Use : 4 - .75 in. diam. A-36 bolt; N - gage z `.,5 in, : Y - gape = 3.5 in. forces that are followed by an t are the results of a wind load combination. The allowable stresses for these forces will be increased by 1/3, 5.143979E-02 4 a Id .t �4 UO5 No, 92- 3E•!7-. �' D NDWALL _3 wlVr �v--- -- — - k k 01 L 1.507 *Olt Tburs" nAW, V4'v A3ZS bouT:5 AZ5 ElJLTS 2/e` GAP PL. — L\. r \ cp 7 \ A3Z S ��vLTS A3ZS E,uLTs C�OL.1Jo. E6ASE PL-. A3?_S 6oL-rs A3Z5 I?7oLT5 ----------------- -_.-GAP PL. - ±/d GAP PL. ttatt1t11ttU1ittiltttMMM . t t I Truss — T Structures Inc. t t t 1 2100 N. Pacific Highway t 44 t t 1 Woodburn, Oregon 97071 1 I Phone 503481-9581 t 1 1 • uttturrrtttttrrtrtrrttr:rrttr File Namp J36552SO Frame Title s ENDWALL LINE 16 Freoared by : LL 5/5/02 E,e.ution Options ; Analysis Only Nunter of Analisis Cyclei = 1 Reports generated 1. Meaber Design Data .. Force= Moments and Stresses 3. Displa:eaents and Raacticns Structural Steel ; Flange Plate Yield Strength = 45.00 ksi Web Plate Yield Strength = 45.00 k=_i Modulus of Elas!irity = 24000 ►si Ccef. of Linear E,spansion = 0.000006` J3655DSD 2 ENDWALL LINE 16 Load Case no. 1 s DEAD LOAD Load Ali Sections s Member Self Weight Load Joint no. 1 -0.06 kips Vertical 'a Load Joint no. 1 -0.03 k-ft Moment Load Sec. no. 3 : -0.06 klf to -0.06 klf at 90.00 deg. Load Sec, no. 6 : -0.06 klf to -0,06 klf at 90,00 deg. Load Sec. no. 9 : -0.06 klf to -0.06 k!f at 90.00 deg. Load Sec. no. 10 s -0.06 Hi to -0.06 klf at 90.00 deg. Load Joint no. 1! -0.06 kips Vertical Lead Jolrt no. 11 : 0.03 k-ft Moment Load Case no. 2 LIVE LOAD Load Joint no. 1 -0,30 kips Vertical Load Joint no. 1 s -0.15 k-ft Moment Load Sec. no. 3 : -0.29 klf to -0.29 kif at 90.00 deg. Load Sec. no. 6 : -0.29 klf to -0.29 klf at 90.00 deg. Load Sec. no. 9 s -0.29 kif to -0.29 klf at 90.00 deg, Lead Sec. no, 10 s -0.24 klf to -0.29 klf at 90,00 deg. Load Joint no. 11 -0.70 kips Vertical Load Joint no, 11 0.15 k-ft Moment Load Case no. 3 : WIND LOAD : PRESEURE Load Sec. no. 2 ; 0.16 kif to 0.16 klf at 0.00 deg. Load Sec. no. 5 s 0,36 klf to 0.36 klf at 0.00 deg. Load Sec, no, 8 : 0.36 kif to 0.36 klf at 0.00 deg. Load Sec. no. 12 ; 0,16 kif to 0.16 klf at 0.00 deg, Load Case nc, 4 : WIND LOAD s SUCTION Load Sec, no. 2 : -0.10 k I f to -0.10 kif at 0.00 deg. Load Sec. no. 5 s -0.22 klf to -0.22 klf at 0.00 deg, Load Sec, no, 8 : -0,2� kif to -0.22 kif at 0.00 deo, Load Sec. no. 12 s -0.10 klf to -0.10 klf at 0,00 deg. Load Case no, 5 s WIND LOAD s UFLIFT Load Joint no. 1 : 0.14 kips Vertical Load Joint no, 1 s 0.07 k-ft Moment Load Sec. no, 3 s 0.14 klf to 0.14 klf at 90.00 deg. Load Sec. no. 6 : 0.14 klf to 0.14 kif at 90.00 deg. Load Sec. no. 9 : 0,14 kif to 0.14 klf at 90.00 deg. Load Sec. no. 10 ; 0.14 klf to 0.14 klf at 90.00 deg. Load Joint no. 11 s 0.14 kips Vertical Load Joint no. 11 : -0,07 k-ft Moment Load Combinations Lead Combination no. 1 : DL + LL + Load Case no. 1 X 1,00 + Load Case no. 2 X 1.00 Load Combination no. 2 1 Dl. + 1/2 LL + MLP 1 EN'JWALL LINE 16 J3655DSD 3 b + Load Case no. 1 X 1.00 + load Case no. 2 X 0.50 + Load Case no. 3 X 1,00 Load Combination no. 3 : DL + 1/2 LL + WLS t + Load Case no, 1 X 1.00 + Load Case no. 2 X 0.50 + Load Case no, 4 X 1.00 Load Combination no. 4 : DL + UPLIFT t + Load Case no, 1 X I.0o * Load Case no, i X 1.00 ENDWALL LINE I� J3655DSD 4 Member Data 1----- Initia' End ------I---- Terminal End ---- Sec. Left Fig. Right Fig. Web Sec. Depth ?racing Sec. it. it. Coor, e it, it. Coor, E Lth, Thick Width Thick Width Thick Ini, Tr®. Left P:,ht no. no, type hor, ver. C nc. type hor, ver, L (ft) fin) (in) (in) lin) (in) end end p.c. C.C. hvr (ft) (f'_) hvr (ft) (ft) (in) fin) (ft) (ft) 2 2 011 1.00 23.41 F 3 001 1,00 0.00 F 21.41 0.2050 3.94 0.2050 3.04 0.1700 1.89 7.89 7.`0 3 1 011 1,00 23.42 F 4 111 26.00 2`.50 P 25,09 ''1.2250 3,97 0.22`0 3.97 0.2000 11.91 11.91 5.00 5.00 5 5 011 26.00 25.49 F 6 001 :6,00 0,00 F 25.49 0.3300 4.01 0.3 00 4.01 0.2400 10.11 10,11 7,50 7,50 6 4 1'.1 26,00 25.50 F 7 111 52.40 27.67 F 26.00 0,2250 3.97 0,2250 3.97 0.2000 11.91 11.91 5,00 5.00 8 8 Oil 52.00 27,66 F 9 001 52,00 0,00 F 27,66 0.3950 4,07. 0.3950 4.02 0.2500 10.24 10.24 7.51) 1.50 9 7 111 52,00 27,67 F 10 111 70.00 29.17 F 18.06 0.2250 3.97 0.2250 3.97 0.2000 11.91 11.91 5,00 5.00 10 10 111 70.00 29.17 F li 111 77.00 28,59 F 1.02 0.22`O 3,97 0,2250 3.97 0.24000 11.91 11,01 5,00 12 12 011 77,00 28.59 F 1' 001 77,00 0,00 F 28.58 0.2700 4,00 0.2700 4.00 0.2:00 9.99 9,99 7.50 1.50 ------------------------------------------------------------I--------------------••------------------------------------------ X 2,00 281.02 X 5,00 305.02 X 8.00 332.02 X 12,00 343,02 ENDWALL LINE 16 J3655DSD Maximum Combined Stress Ratios Member Forces Member Stresses Allowable Stre_ses Unity Check My. Sec. Load Shear Axial Bending Shear Axial Bending Axial Bending Components Corb No. tom. Fora Force Moment Stres: Stress Left R W Stress Left Right Axial ?ending Stress No, (kip) (kip) (1-ft) (ksi! (ksil (ksi) (ksi) (ksi) (ksi) (ksi) Left Richt Patio -------------------------------------------------------------------------------------------------------------------- 2.01 1 0,00 -3.09 -11.17 0.00 -1,07 17.75 -17.75 17,`7 36.00 26.06 -0,06 0.4? -0.68 -0.74 3.01 l -0.01 -0.00 28.75 -0,00 -0.00 -23.87 23.87 18,01 24,87 27.00 -0.00 -0.96 0.98 -0.96 5.01 2 -0,00 -5115 -29.08 -0.00 -1.05 22.00 -22,00 17,5: 36.00 26.30 -0.06 0.61 -0,84 -0.00 6.02 1 5.93 0.49 -30.04 2.50 0.12 24,94 -24.94 27.00 27,00 24,83 0.00 0.02 -1.00 -1.00 8.01 2 0.00 -7,31 -34.23 0.00 -1.32 22,24 -22.24 18,47 36,00 27.57 -0,07 0.62 -0.81 -0.88 9,00 1 -5.79 -0.48 -"0.04 -2,53 -0.12 24,94 -24.94 12.01 27,00 24.83 -0.01 0.92 -1.00 -1.01 10.00 1 0,83 -0.07 14,724 0.36 -0.02 -12.22 12.22 19.01 24.83 27.00 -0.00 •-0.49 0,45 -0,a0 1:.01 2 0.00 -2.47 -16.64 0.00 -0.5:7 14.84 -14.94 16.56 36.00 25.70 -0.03 0,41 -0,58 -0.61 -------------------------------------------------------------------------------------------------------------------- ENDYALL LINE 16 J3655DSD 6 a Maximum Negative Displacements and Reactions 's ---------------------------p- --------------- ------ rY Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Coe. (in) Com. (rad) Com. (kip) Com. (kip) Com. (k-ft) Can. ,:. --------------------------------•..-------------------------------------------------------------------------- 1 0.0000 0 -0.0171 1 -0.0026 4 2 0,0000 0 -0.0171 1 -0.0146 2 3 0.0000 0 0.0000 0 -0,0091 3 -1.19 3 -5.21 1 0.00 0 4 0.0000 0 -0.0182 1 -0.041 4 5 0.0000 0 -0.0182 1 -0.0154 2 6 0.0000 0 0.0000 0 -0.0096 3 -2.85 3 -8.68 1 0.00 0 7 -0.0001 4 -0,0249 1 -0.0006 1 8 0.0000 0 -0.0248 1 -0.0167 9 0.0000 0 0.0000 0 -0.0104 3 -3.09 3 -12.28 1 0,00 0 10 -0.0069 4 -0.4621 1 -0.0031 1 11 -0.0140 4 -0.0109 1 -0.0066 1 '2 0.0000 0 -010109 -0.0118 2 !3 0.0000 0 0.0000 0 -0.0074 3 -1.46 3 -4.20 1 0.00 0 --. .------------------------------------------------------------------------------------------------------- ENDNALL LINE 16 J3655DSD 7 Maximum Positive Dinlaceserts and Reactions ----------------------------------------------------------------------------------------------------------- Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Laid Rotational Load No. (in) Com, (in) Cam. (rad) Com, (kip) Coe. (kip) Com. (k-ft) Com. ----------------------------------------------------------------------------------------------------------- 1 0.0000 0 0.0028 4 0.0139 1 2 0.0000 0 0.0028 4 0.0091 3 3 0.0000 0 0.0000 0 0.0146 1.91 2 0.72 4 0.00 0 4 0.0001 1 0,0029 4 0.008: 1 5 0,0000 0 0.0029 4 0.0096 3 6 0.0000 0 0.0000 0 0,0154 2 4.56 2 1.13 4 0.00 J 7 010009 1 0,0040 4 0,0001 4 8 0.0000 0 0.0040 4 010104 7 9 0.0000 0 0.0000 0 0.01.67 2 4. 2 1.69 4 0.00 0 10 0,0370 1 0.0862 4 0,0006 4 11 0,0744 1 0.0014 4 0.0012 4 12 0.0000 0 0.0014 4 0.0074 3 13 0.0000 0 0.0000 0 0.0119 2 2.33 2 0.31 4 0.00 0 ' ----------------------------------------------------------------------------------------------------------- ENDWALL LINE 16 J3655DSD 8 Shear Stiffener Spacing ------------------ Sec. No. Lth. Load Point Point Point Puint Point Point Point Point Point Point No. Ele, (in) Con. .00 .01 .02 .03 .04 .05 .06 .01 .08 .09 ----------------------------------------------------------------------------------------------------------------- 2 2 280.92 all none required 3 2 301.08 all none required 5 2 305.88 all ncce reouired 6 2 313,08 all none required 8 2 331.92 all none required 9 2 216.7: all none required 10 2 84.24 all none required 12 2 342.96 all none reaum_d ------------------------------------------------------------------------------------------------------------------ UDMALL LINE 16 d36550S0 9 N1'f r Reaction Summary roe. it. 3 it. 6 3t. 9 it. 13 Hari.,. 1 0.00 0.00 0.00 0.00 Vert. 1 -5.21 -8.68 -12.28 -4.20 Rota. 1 0.00 0.00 0.00 0.00 Horiz, 2 1.91 4.56 Vert, 2 -?.21 -5.37 -7.57 -2.68 Rota. 2 0.00 0.00 0.00 0.00 Horiz. 3 -1.19 -2.85 -3.09 -1.46 Vert. 3 -3.21 -`.:7 -7.57 -2.68 Rota. 3 0100 0.00 0.00 0.00 Hcriz, 4 0.00 0.00 0.00 0100 Vert, 4 0.72 1.13 1.69 0.31 Rota. 4 0.00 0.00 0.00 0.00 Resor` Lomolete # UILA� ` ,13655UC0 1 c BASE PLATE joint 3 Column Reactions Ma;�imum Vertical - 5.21 kip Maximum Horizontal = 1.91 kip 1 Ma;!imum uplift - 0.72 kip 1 McT,ter plate =.i:es : Left flange thickness 0.2050 in. Left flange width = 3.9400 in. Right flange thickness 0.2050 in. R:ght flange width 3.9400 in. Web thickness 0.1'00 in. Mesber depth = 7.e?00 in. (2) Bolt bass plate Use 9 in, x 6 in. ., .2`. in, plate Use : 2 - .75 in, diar.. A-36 telts y gage : 3,5 in, (4) Bolt base plate Use B in, x 6 in. x .25 in, plate Use 4 - .75 in. diam, A-'6 belts X - gage = 3.5 in. : Y - gav-e = 3,` in. Net : forces that are followed t+ an 1 ale the results of a wird load csmtination. The allowatle streE-es for these tortes will be increased bl 2.Q27225E-02 4 JI1655DC0 2 BASE PLATE Joint 6 jar • Column Reactions Maximum Vertical 8.68 kip Maximum Horizontal = 4.56 kip I Maximum Uplift 5.90 kip I Member plate sizes Left flaioe thickness = 0.3300 in. Left flange width 4.0100 in. Richt flange thickness 0.3I100 in. Richt flange width Z 4,0100 in. Wet thickness = 0.2400 in. Me2ber depth = 10.1100 in. (2) Bolt base plate Use It in. x 6 in. x 375 in. plate Use 1 .7! in, diam. A-36 bolts Y - gale in, (4) Bolt base Plate Use 11 in. , 6 in. N .25 in, plate Use 4 .75 in. dian. A-76 bolts X - gage = 5.t in. : Y - ga;P = ir. Note forces that are felloNeJ by an I are the results of a wind load ccT;iraticn. The allowable stresses for these forces will be increased by ItI, ,-02 4 4.437177JP J3655000 3 BASE PLATE Joint 9 Co1L.mn Reactions Maximum Vertical = 1..?B kio Ma;:imun 4ori:cntal = 4.95 kip t Maximum Uplift = 5.50 kip t Member plate sizes Left flange thickness = 0.3950 in. Left flange width = 4.0200 in, Right flangq thickness = 0,3950 in. Right flange width = 4.0200 in. Web thickness = 0.2500 in. Member depth = 10.2400 in, 121 Bolt base plate �• Use 1 11 in, x 6 in, x .375 in, plate Use t 2 - .75 in. diam. A-36 bolts Y - gage = 3.5 in. 141 Bolt base plate s Use : 11 in, x 6 in. x .25 in. plate Use 1 4 - .75 in. diam, A-36 bolts % - gage = 5.5 in, : Y - gage = '.5 in. NotE 1 forces that are followed by an 1 are the results of a wind load c mb:na+ion. The allowable stresses for these forces will be increased by 113, 6.636126E-02 4 'r JSb55DCD 4 MOMENT CONNECTION Section 10.00 Applied forces : Maximum negative mcment = 2.77 kip ft ! Assesiated axial force = 0.01 kip t Maximum positive meaent - 14.1: kip 4t A=_scsiated a:;ial force = -0.07 kip Maximum shear = 0,83 kip Member piate sizes Left flange thickness = 0.2250 in, Left flange width 2 3.9700 in. Right flange thickness = 0,22SO in, Right flange width = 3,9700 in, Web thickness 0.200 in. Member depth 11.9100 in, End Flate Cenne_tion : Use : 8 - .75 in. diam. A-325 bolts Left Flange Weld : 12`, in. O.F. Right Flange Weld .125 in, D.F, Standard End Plate .5 in, x 3.97 in, Web Weld : .25 in, D,F. x 2 in, Note : forces that are followed by an 1 are the results of a wind load comtination. The allowable stresses fcr these forces will be increased by 1/3. ,3370735 1 a; t�• Lj r 1,^ ,r �:',� JJtlJJDCD 5 BASE PLATE : Joint 13 x Column Rear.tinns Maximum Vertical = 4.20 kip '? Maxicum Horizontal = 2.3 kip t Maximum UW..ft = 0.31 kip t Member plate sites Left flanoe thickness = 0.2100 in. Left flange width = 4,0000 in. Right flange thickness = 0,2700 in. Right flange width = 4.0000 in, Web thickness 0.2300 in. Member depth 9.9500 in. 121 Buit base plate Use lir in, x b in. x .2! in, plat- Use 2 - .75 in. diam. A-36 belt Y - gage = 3.5 in. (4) Bolt base plate : Use : 10 in, x 6 in. x ,25 in, plate USE 4 - .75 in. diam. A-36 bolts X - gage = 5.5 in. : Y - gage = 3.7 in, Note : forces that are followed by an 1 ark the results of a wind load comtineticn, The allowable stresses for these farces will be increased by 1/3, 1.217277E-02 4 So F, p • gtr%r� 7 W121i4- b to /2 3 66 lb `IA E¢ to _ I A3ZS bot-TS A5Z5 60t..r5 lbocrs A3V; goy s C.oL.1lo. EL,ASE PL-- (4) --- - ,,5Z5 60UTS A!)ZS Bot.Ts -� (.SAP Pt.. GAP Pt.. ?z YOttW . ......... 0 or, tq Vit/lA.0 W-75 Z,71' < 31r8 (^tfCoufKA'� Apr 1+ ,fw emn eADIJE x gi..q j- Vwr,v- ?z x e I-OVA -ACE u pc/7--r It, L/,ve 7PY 4 *AY5 512t`"(f r'ti /ND u i4 y � �•58� < T-7 -rAy(4) 5m-4 ,:; GHB�K S77T � p'Ro�ria�l: • kl= - zt,,. K �2•'l y y o fo,o/33E:O,o,F� a D,CS6�8 '�bcio t9•a/�3z r 1 x2/,,�s,. 5,/7 G�7 749 < 7,7kr..h. zA,-p7A,bA.7A. /cA./1A -^i = fa X�r (o,017Z1 zor7-o,o0739K 5rg�4.t !L•S9i. 9.qU i UPL }.-r /4A, SSA Sr/7xa j_ + (Orr,j2fxb, -Orro7))(1717,t3�a-1.20+q,u�B= ld.2 KI 1 9 2 �G Act` 4 1 �'��i:� a u� K(� ;'b�- I3•'1L < tt7rA- ��S6tors�a�tE) CL{purr 'EMC& Nor v vTx?t�f..• W/NO L.-rAD Cew-rRa-, Clams (4) `5r, --41/8 3? EAC CA646 �lDE7✓.t11 e_,AIS M ( ;;MtE A ✓U&!••M/L L,1.4/7_ A) ��c' �1R4G/NCr (pee�v R�oh�) xN67f 3•qh y`�)y' /8K <3.3" (U5F 3 s£tfS yd a&uS C 4 ssrs cr h r t tttt>Zt�tt:t�utw:t�r»i>ruiutr � t I Truss - T Structures Inc. t !' 1 2100 N. Pacific Highway t r: t Woodburn, Oregon 97071 t / Phone 503-721-9521 t t � �;'� 111l11ttlfat3�1f1tl1�#2lilftfilll File Name : J361991) Fraie Title ; 140-1P-25-26 2!/BOA 1:12 Pregared by : CGF 04-25-91 Execution Dptivs ; Analysis only Number of Analysis Cycles = 1 Reports Generated : 1. Member Design Data 2. Forces Moments and Stresses 3. Displacements and Reactions Buildi^c Confia,�ration : Building width = 140.00 ft. Bay Spacing = 25.00 ft. Spin Width(s) (ft.) = 70.00 70.00 Column Base Elevations (ft., = 0.00 0.00 0.00 Left Save Height 25.00 ft. Left Column Sloop - 0.00/12 Left Rafter Slope - 1.00/12 Right Rafter Slope - -1.00/12 Right Column Slope - 0.00/12 Right Eave Height _ 2!.00 ft, IL Left 6irt Depth - 10.00 in. ,� Purlin Depth - 8.00 in, qwM Ri?ht Girt Depth - 10.00 in. Structcral Steel : Flange Plate Yield Strength = 50.00 ksi Web Plate Yield Strength 50.00 ksi Modilus of Elasticity 29000 ksi Coef, of Linear Ezsvansion - 0.0000065 140-1F-25-26 25/80A 1:12 J76lEASD 1 Load Cases : Load Case No. 1 Dead Load = 5.00 psf + Frame Weight Lead Case No. 2 . !.ive Load a 25.00 psf �7 Load Casa No. 3 ; Wind Left = 17.20 psf cq a 0.90 for Member no. I cc a 0.70 for Member no, 2 cc = 0.70 for Member no. 4 ca a 0.50 for Mute- no, 5 Load Ccmbinaticns : Load Comtination no, 1 DL + LL + Loaf Case nc. 1 X 1.00 + Load Cas: no, 2 X 1.00 Load Ccinn aticn no. 2 , DL + WLL t + Load Case 1 X 1.00 + Load ,.ass no. 3 X 1.00 Load Combination no. 3 : DL + 1/2 LL + WLL t + Load Case no. 1 X 1.00 + Load Case no. 2 X 0.50 + Load Case no, 3 X 1.00 Load Combination no. 4 : DL + LL + 1/2 WLL 1 + lead Case no. 1 X 1.00 + Lcad Ca no, 2 X 1.00 Lcad Cas? no. 3 X 0.50 140-1P-2!-2i 2`/804 1:12 J36!SAF Member Data : ---------------------------------------------------------------------------------------------------------------------------- 1----- Initial End ------)--- . Terminal End ------1 Ssc. Left Flo, Fight Flo. Web Sec. Death Bracirg Sec. A. A. Coor. E A. R. Coer. E Lth, Thick Width Thick Width Thick Ini. Trm. Lett F:o`t no, no. tvpe her. ver. C no, type hor, ver. C (ft) (in) (in) (in) (in) (in) end end o.c, o.c. hvr (ft) (ft) hvr (ft) (ft) (In) lir) (ft) (fl-) ---------------------------------------------------------------------------------------------------------------------------- 1 1 001 1.30 0.00 F 2 111 2-27 21.9; F 21-97 0.'-!00 6.00 0.3750 6.00 O.le7! 10.00 32.00 7.!0 7.!0 4 4 111 3.39 23.28 F 5 111 14.34 24.44 F 11.01 0-2500 6.00 0.2500 6.00 0.1975 32.00 26.00 5.00 5.00 S 5 111 14.34 24.44 F 6 111 52,21 27.56 F MOO 0.2500 6.00 0.2!00 6,00 C.197t 16.00 26.00 !,00 4,9; 1 6 6 111 `2.21 27.!6 F 7 111 70.00 29.24 F 17.80 0.3750 9.00 0.5000 2.00 0.2500 26,00 44,00 5.00 5.00 '! 2 1-en _n 9e n -.gin-a_n.�__e.w! _a M M 7"4, 1 1 111 70.00 28, .4 P 8 001 70,00 0.00 F ,,2,24 �:_ _ . ,. ,,. ;."2' __,_ Y' 9 7 111 70.00 28.24 F 9 111 97.79 27.56 F 17.90 0,37!0 9.00 0.5000 8.00 0.2500 44,00 26.00 5.00 5-00 9 9 111 97.79 27.% F 10 111 122:.66 24.44 F 32.00 0.2`00 6.00 0-7500 6.00 0.197! 26.00 26.00 5.00 -tTr w4'r6,K) 10 10 111 125.66 24.44 F 11 111 136.61 13.29 F 11.01 0.2500 6,00 0.2500 6.00 0.1975 26.00 32.00 5.00 5.00 13 13 111 137.77. 21.45 F 14 001 138.70 0.00 F 21,97 0.2!00 t.00 0.37!0 6.00 0,1875 32.00 10.00 7.50 7.50 -------------------------- --------------------------------------- ------------------------------------------------------------- r i36QSA8D 6 140-1P-25-26 25180A 1:12 Maximum Positive Displacements and Reactions -- ------------------------------------- ----------•---..�...-»-»------ ---------------------------------- Reaction Displacement Joint Horizontal Load Vertical Load RotatiOn11 :aad Horizontal Load Vertical Load Rotational Load Ni lion Com. lint Com, (rad) Com. (kip) Com. (kip) Cam. ----- --(k------------ -------------------------- ft) Com, - ------------------•--0--- -- ----------------- - -- -----------••----- ---1- - 0,0040 0 0.0004 0 0.0259 2 9.22 2 5.51 2 0,00 2 4.6861 2 0.0000 0 0.0139 3 4.8154 2 0.0000 0 0.4137 3 a a 4,3!6" 2 0.0440 4 4.013 3 S 4.9999 3 MOO 0 0,01_0 4 O.OU44 0 0.0000 U 6 4.965. 4r, 7 4.4055 3 0.4113 2 0.0000 0 a 0.00 0 10. 0.00 0 8 0.000' 0 0.0000 0 0.01 5 2 ..4 9 4.9645 2 1.5149 2 0,0090 1 to 4.99`_8 2 1.8688 2 0,0089 11 4.85`6 3 0.3860 2 0.0131 2 12 4,8154 3 0.2.520 2 0.0134 2 4.5896 3 0,2065 L 0.0136 2 13 .;; 10.18 4 2.61 2 4.00 0 14 0.0004 0 0.0004 0 0. ------------------------------------------------------- 02`.7 --------------------------------------------------------- 140-tP-�`.-2h 251Op 1:12 Shear Sti{fever Spacing ----- ---------------•--------------- Point Foint point Point F_in'. Paint Point Feint 'cia Sec. No. Lth, Lead PoPoint .o2 .03 .04 .05 .06 .07 .08 .09 No. Fie, (in) Com. .00 ,01 -------------- ----- 1 26.',.64 all none recuired 4 13:.12 1 60,96 7C,4 1. 5 8 4`6.00 all n,re r_oe rs'- 97,97 6 3 213,50 1 7 2 3'8,89 all none repuire3 8 3 213.60 1 97,97 �) 9 9 4`6.00 all none re:uired 10 5 132,12 1 1 26? all none reouirs' --------------------------- --------------------------------- - V�VV +i 140-1P-25-26 25/80A 1:12 rPr d�5S5ASQ 8 Reaction Summary r Com, Jt. I Jt, 8 A. 14 Q•" Hartz. 1 -8.39 0,00 8.39 Vert, 1 -25,24 -65,14 -25.24 Rota. 1 0100 0.00 0.00 Hurir, 2 9,22 0,00 5,2; Vert. 2 5.51 10.34 2,67 Rota. 2 0100 0.00 0.0 Hartz, 3 5.85 0,00 8.60 Vert. 3 -4,40 -I5.34 -7,24 Rota. 3 0.00 0.00 0.00 Hartz. 4 -2,96 0.00 10.18 Vert. 4 -19.77 -53,38 -21,20 Rota. 4 0,00 0,00 0.00 Paw, Complete , 4a: w J6°`AC➢ 1 BASE PLATE : Joint 1 Column Ma,cimum Vertical = 25.24 kip Ma.cimum Horizontal = 8.79 kip Maxilum Uplift = 10.20 kip t Memta.r plate sires . Left flame thickness = 0.2500 in. Le't flange width = 6.0000 in. Right flange thickness = 0.3150 in. Right flange width = 6.0000 in, Web thickness = 0.1815 in, Member decth = 10.0000 in. (2) Bolt base olate : Use : !0 in. ; 6 in. x .62` in, plate Use : 2 - .'5 in, dial. A-36 bolts Y - gage = 3.5 in. (4) Bolt base plate : Use 10 in, x 6 in, x .625 in, plate Vie 4 - in, diam, A-36 bolts X - g_ge - in, Y - gage - 3.5 in. Note : fcr:ss that ire f:llowed by an I are the results of a wind load comtination. The allowable stresses for these Forces will be increased by 1/3, .6°94949 2 J3655ACD 2 .r =4 MOMENT CONNECTION : Section 4.00 �r 1{. :S Applied forces Maximum negative moment = 148.11 kip it Asaosiated axial force = -10,52 kip Maximum positive moment = 122.76 kip it S Assesiated axial force = 1.01 kip t Maximum shear = 20.8E kip Member plate sites Left flange thickness = 0.2500 in. Left flange width = 6.0000 in. Right flange thickness = 0.2=.00 in. Right flange width = 6.0000 in. Web thickness = 0.1815 in. Memher depth = 32.0000 in. End Plate Connection Use s 8 - .15 in. diam. A-325 bolts Left Flange Weld : .25 in. D.F. Warning Flange Rein'orcement Required Use : .25 in. x 3 in. x 5 in. plate Right Flange Welds .1815 in. D.F. Standard End Plate : .75 in. x 6 in. Motional End Plates .625 in. x 6.9 in. W0 Weld s .1e75 in. D.F. x 7 in. Mote s forces that are followed by an 1 are the results of a wind load combinati:n. The allowable stresses for these fo,ces will be increased by 1/3. 1.351514 1 J11655ACD 3 r. Jf MOMENT CONNECTION Section 5,08 Applied forces Maximum re:A,ive moment z 77.64 kip ft ASSCSIE'ted axial force z -6.92 kip Maximum P r--t I ve v men t = 70,81 kip ft I Ass�sia'ed a;pial force Z 1.52 kip t Mv I Tu I Z 19.14 kip Member plate sizes I Left flange thickness = 0.2500 in. Left 41anoe width = 6.0000 in. Richt flance thickness = 0.2500 in. Right flange width 6,0000 in. Web thickresi 0.1975 in. Member depth 1.6.0000 in, End Plate Connection Use : 9 - .75 in. diam. A-325 bolts Lift Flange Weld : .1875 in. D.F. Right Flange Weld 1 .125 in, D.F. Standard End Plate : .625 in. x 6 in. Optional End Plate : .5 in, x 6.9 in. Nib Weld : 1875 in. D.F. x 6 in. Note : forces that are followed by an t are the res-,!Its of a wind load co.*binati:r. The allowable stresses for these forces will be increased by 1/7. .9483609 1 4.fH.NI.UIy.Mrw..ow....- J3655ACD 4 .t.. LR MOMENT CONNECTION : Section 6.00 ro Applied forces �z Maximum negative moment 77.64 kip ft *jy Asaosiated axial frrce -7.76 kip Maximum ccsitive momert - 3?.E1 kip ft t - t As575:2`.ed a::ial force 1.59 k i c kip +fi Mvlm.' Shea' :C i A, t> Member plate .::es a Left flange thickre=_s = 0.31`,0 in. Left flange width = 6.0000 in. Right +large thickness : 0.5000 in. Fioht flange width = 6.0000 in. Web thickness = 0.2500 in. Member de;th : 26.0000 in. End Plate Correction Use 1 9 - .75 in. diam. A-!" bolts Left Flange Well : .18'5 in. D.F. Fight Flange Weld 1 .1975 in. D.F. Standard End Plate : .625 in, x 6 in. Web Well : .25 in. D.F, x 4 in. Ncte : forces that are followed b; ar, t are the results of a wind load co1bination. The allowable stresses for 'hese fcr:es will be increased by 113. .94?12A` 1 F1 J365`ACD 5 r BASE PLATE : Joint B .r Column Reactions : .,t Maximum Vertical = 65.74 kip Maximum Hcrizcntal = 0.00 kio Masimux Uplift = 10.34 kip t Member olate sues s Left flange thickness = 0.6250 in. Left flange width = 8.0000 in. kigh`. flange thickness = 0,6250 in. Right flange width = 8.0000 in, Web thickness = 0,1975 in. Member depth = 8.0000 in. (2) Bolt base plate Use 10 in. x 9 in. x .75 in, plate Use 2 - .75 in, diem. A-36 bolts Y - cage = 5,5 in, (4) Balt base plate Use 10 ir. N, Q in. r .75 ir. plate Use : 4 - .'5 in, dian. A-7� bolts X - gape = t.f in. . Y - ga_2 = 5.5 in. N:te forces that are followed by an t are the results of a wind load ccmbination. The allowable stresses for these forces will be increased by l/a, .4060209 2 s m Xm �3655RCD 6 MOMENT CONNECTION : Section 8.03 Applied forces : Maximum negative mcment = 17.64 kip it Assasiated vial force = -1.16 kip Ma'�imum positive mo1,ent - 0.00 kip it Asa7siated vial fc�ce 0.00 kip _ Ma;�imum shear 17.8? kip Msmher plate sills Left flang? thickness = 0,17c.0 in. Left flange width 6.0000 in. kight flarge thick,ess 0.5000 in. F;igh`, flange Width _ 0.250 in. Web thickness _ ^.,,0000 in. Meaber decth _ ` End Plate Connection e in, '!am. A-3'A5 bolts Let, F,a l, y>>r 1e1� in. O.F. Fight Flange Weld .1975 in. D.F. Standard End Flat= .625 in. a 6 in. Web Weld .:5 in. O.F. x 4 in. ,043124e 1 �Y J365!ACD 7 MOMENT CONNECTION Section 5,00 Apolied forces Magisum negative mcment 77.64 kip ft Assosiated aiial force x -6.92 kip Maximum positive moment = 0.00 kip it - Assesiated a:;ial fore = 0.00 kip Ma.fimum shear = 18.14 kic Member Plate sizes Left flange thickness = 0.2500 in. Le't flange width = 6.0000 in. Right (lance thickness 0.2!00 in, Pight flange width 6.0000 in. Web thickness Z 0.1875 in. Member depth z 26.0000 in, End Plate Connection Use : 8 - .75 in, diam. A-325 bolts Left Flange Weld .167! in, D.F. Right Flange Wild .125 in. D.F. Standard End Flate : .625 in. ! 6 in, Optional End Plate i .5 in. x 6.9 in. Web Weld 1 .187! in. D.F. x 6 in. J7655AC0 8 MOMENT CONNECTION : Section 10.05 Applied forces : Maximum ne,ative moTent : 148.12 kip ft Assasia+ed Axial force = -10.62 kip Maxi%m ecsitive mvent - 0.00 kip ft Assesiated axial force 2 0.00 kip Masilum shear - 20.88 kip Member elate sizes : Left flange thickness = 0.2500 in. Left flange width s 6.0000 in. Right flange thickness = 0.2500 in. Right flange w:Jth = 6.0000 in. Web thickness = 0.1875 in. ;. Member depth = 32.0000 in. End Plate Conne_tion ; Use s 8 - .15 in. diam. A-325 bolts Left Flange Weld : .2` in. O.F. - Warning Flange Reinforcement Required Use : .25 in. x 3 in. x 5 in. plate Right Flange Weld : .125 in. D,F. Standard End Plates .75 in, x 6 in, Optional EnJ Plate : .525 in, x 6.9 in. Web We'd : .1975 in. D.F. x 7 in. 1.351.;8 1 J3655AC0 9 BASE PLATE Joint 14 Column Reactions : Cay:imus Vertical = 25.24 kip Maximum Horizcrtal = e.39 ki; Maximum Uplift = 10,20 kip 2 Member plate sizes ; Left flange thickness = 0.:500 in, Left flange width = 6.000 in. Right flange thickness = 0,3?50 in. Right flange width 2 6.0000 in, Web thickness : 0.1975 in, Member depth = 10.0000 in, (2) Bolt base plate : Use : 10 in, x 6 in. x ,62° in. plate Use : 2 - .75 in, diam, A-36 bolts Y - gage = 3.5 in f (4) Bolt base plate : Use : 10 in, x 6 in, x .62, in, plate Use : 4 - .'° in. diam, A-36 bolts J - gage - °.5 in, : Y gage - 3,5 in, Note : forces that are follnwet bo an I are the results of a wind load conbinatiaa, The allowable stresses for t`ese forces will be increased by 1/3, .3962121 2 •. - O B NO. 5 9z- 15;0 GuSSE7 I't. VV CA)-'.✓4� ( A-X2.5 �!>L75 �P A-325 Bac7S END FP—. 7 6,e -s SFrf2. —co qo� eP A-2-315 BoLTS �8)-�i¢" Ck A-�� Potr-- &VD f: . 8 C_ A10. DIAM. J RASE /VU. 23002 P_(JL-5 PLA-rE C POLITE A-525 DOLTS toL. CAP. R-1 . 11#1##tit###t illi#lttlitttlt#tt 1 t I Truss - T Structures Inc. 1 1 # 1 2100 N. Pacific Highway 1 - t t 1 Woodburn, Oregon 97071 1 t t t Phone 503-981-9°81 1 t t !t#####1 ittfit1t11ttlttl#tttii� File Name s J36552SD a Frage Title s 78C-25-22:�567 2a/BOA m2 Premed by t CGF 04-28-92 Execution Ovtions : Analysis Orl: Number of Analvsis Cvcles = 1 Reports Generated : 1. Member Design Data 2. Forces Moments and Stress?s 3. Disrlacements and Reactions Buildieg Configuration e Building width = 78.00 ft. Bay Spacing - 22.67 ft, 5aan Width(s) (ft.) = 78.00 Cclumn Base Elevations 14t,) = 0.00 0.00 Left Pave Height - 25.00 ft. Left Column Sloce = O.00i12 Left Rafter Sleoe = 1.00/12 Right Palter Sioce = -1.00112 Fight Column Slooe = 0.00/12 Right Eave Height = 30.17 ft. Left Girt Depth 10.00 in. Purlin Dacth = 8.00 in. S Right Girt Decth - 10.00 in. 1 Struct.ral REE! Flance Plate Yield Strength = 50.00 ksi Web Flate Yield Strength - 50,00 ksi Modules ci Elasticity - 29000 ksi Coe{, of Linear Exsoansion - (.0000@65 J76tZESD 79C-25-22.6667 Y 1-00 + Load Case no. l 5 i + Load CasE no. 6 X 0-50 + L u d U' (Cass no. 7 X 0.63 4 DL + LL + li? WL'- hU Load Coibinat:ort no, Load Case r c 1.00 + Load Case no. 2 X 1-00 + Load Cast M 3 X 0,!0 + Load Case no. 5 X 1,00 + Load Case no. 6 X 1,00 + Load Case n:, 7 X Load Combination no. .1; s DL + WIA I + Load Case no. 1 X 1-00 + Load Case nc, 4 X 1-00 + Load Case no. 5 x 1.00 + Load Cast nc. 7 X -1:'10 Load Combination no. 6 DL + 1!2 LL + WLR + Load Cass no. I X 1,00 + Load Cass no. 2A O-N Loat Case no. 4 x 1.00 + Load Case ro. X 1.00 + Load Cass no. 6 X 0-50 + Load Case no. 7 X -1-00 Lead Cim',ination no. 7 1 % + LL + 1!2 WLR k + Load Case no, 1 X 1-00 + Load Case no. 2 X I-00 + Load Case no, a X 0-9 Lcad Case no. X IAO + Load base no, 6 1 1.00 + Lca� cls? no, 7 X -0.50 79C-25-72.6667 2V90A 1:12 Member Data ------------------------ ---------------------------------- ---------------------------- -------------------------------------- ----- Initial End ------ Ter4inil Eno ------1 Sec. Left FIg. Right Fig. Web Sec. Depth Bracing E Lth. Thick Width Thick Width Thick Ini. Tr3, Left Right Sec. Jt. it. Coor. E it. it, Coor. C ift) tin) tin) line (irl lin) el,d en P.C. D.C. no. no. type her. ver. r no. type her. ver. hvr (ft) (ft) hyr ift) (ft) lint (in) (ft) I;tl ------------------------------------------------------I------------------------ ----------------------- ---------------------- I 1 001 t.16 0.00 F 2 111 2.15 21.33 F 21.37 0,310 1.00 0.3750 7.00 0.19''5 12.00 40.00 7.50 7.50 4 4 111 4.03 22.96 F 3 111 18.94 24.64 F 15.01 0.2500 5.00 0-79500 k-00 0-2500 40,00 30-00 "0 5,00 5 111 19.04 24.64 F 6 111 38,e7 26.16 F 20.00 0.3750 6.00 0.3750 6.00 0.181 30-00 30-00 5-00 10-00 6.00 0.2500 6.00 0.2500 30.00 46.50 !.00 10.00 F 31.19 0.3750 6 111 18.87 26.36 F 7 111 70.00 29.21 A 7 7 111 70.00 2e.2i F 9 111 73.80 27.9.7 F S.81 0,2100 5.00 v �lI'll 6.00 0.2500 46.50 42.00 5.00 5.0010 10 111 7.10 7.50 75,11.1 26.'.!! F It 001 76.64 0.00 F 26.3p 0.3750 6.00 0.3750 8.00 0.1571 42.00 12.00 ------------------------------------------------------------------------------- ------ ------------------------------ WN r+S 7BC-25-22.6667 25180A 1:12 J3655ESD 5 ? Maximum Combined Stress Ratios --------------------------------------------------------------------------------------------------------------•------ Member Forces Member Stresses Allowable Stresses Unity Check Max. Sec. Load Shear Axial Bending Shear Axial Bending Axial Bending Components Comb No. Com, Force Force Moment Stress Stress Left Right Stress Left Right Axial Bending Stress No. (kip) (kip) (k-ft) (ksi) (ksi) Iksi) (ksi) (ksi) (ksi) Iksi) Left Right Ratio -----------------------------------------------------------------------------------------------------.-------------- 1.05 1 11.52 -30.73 -245,63 1.56 -2.51 21.28 -70.03 19.94 30.00 115.93 -0.13 0.71 -0.77 -0.90 23.65 -22.13 19.01 30.00 27.58 -0.07 0.79 -0.92 -0.89 4.00 1 -25.25 -16.06 -228.84 -2.56 '-1.27 5.04 1 0.94 -13.17 191.30 0.17 -1.32 -25.76 25.76 13,97 29,31 34.00 -0.09 -0.88 0.86 -0.91 6.04 1 24.67 -1!.87 -195.44 2.15 -0,78 13.02 -14.29 7.71 30.00 15.18 -0.1C 0.43 -0.94 -1.04 1.02 1 2..99 -14.99 -288.94 2.51 -1.08 26.24 -22.85 20.42 30.00 28.14 -0.05 0.87 -0.81 0,87 10.00 1 -11.4a -74.16 -301.22 -1.48 -2.79 2'..94 -21.35 21.31 30.00 26.74 -0.13 0.80 -0.80 -0.93 ---------------------------------------------------------------------------------------------------------•---------- 7BC-25-22,6667 7S/80A 1,12 J3655E5D 6 Maximum Neantive Disolacements and Rea_'ions ----------------------------------------------------------------------------------------------------------- Dis,lacement Reaction Jair'. PTr;:ontal Load Vertical Load Fotational Load Horizontal Load Vertical Load Rotational Load No. (i n) CGL, (in) cm, (rad) CCR" (lip) Ccm. (kio) Com, (k-ft) Coo. ------------------------------------------------------------------------------------------------------------ 1 0.0000 0 0.0000 0 -0.0116 6 -14.,9 ? -"•'= 1 0.00 0 2 -1.8508 5 -0.0778 3 -0.0051 5 3 -1.9254 5 -0.0994 4 -0,00`0 5 4 -1.9494 5 -0.19"2 4 -0,0048 5 5 -2,0174 5 -1.9441 1 -O.C'019 2 6 -2,0019 5 -3,2039 1 -0,0017 3 7 -1.9`.70 5 -0.4791 7 -0.0081 1 8 -1.9558 5 -0.1641 7 -0,0063 1 9 -1.9509 5 -01;:"9 6 -0.0061 1 10 -1.9315 5 -0.0930 6 -0.0057 7 11 0,0000 0 0.0000 0 -0.0115 5 -9.62 5 -36.47 1 0.00 0 ----------------------------------------------------------------------------------•--------------------------- 78C-2`-22.6667 2510A 1:12 J3655E5D 7 Maximum Positive Displicements aoa Reactions ------------------------------------------------------------------------------------------------------------ Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Varti:ai Load Rotational Load No. (in) Com. (in) Com. (red) Com. (kip) Com. (kip) Com. (k-ft) Com. ----------------------------------------------------------------------------------------------------------- 1 0.0000 0 0.0000 0 0.0085 2 8.80 2 6.66 2 0.00 0 2 1.3149 3 0.1043 5 0.0069 4 3 1.3786 3 0,1269 5 0.0072 1 4 1.:994 3 5 010078 1 5 1.466` 3 0.796° 5 0.0101 1 6 1.4654 3 0.6186 5 0.0024 5 7 1.4134 S 0.2039 2 0.0021 2 8 1.419,2 3 0.1034 2 0,0023 2 9 1.4161 3 0.0715 Z 0.0024 2 111 1.4146 3 0.0605 Z 0,0024 2 !1 n.0000 0 0.0000 0 0.0115 4 13.21 1 3.71 5 0.00 0 'SC-25-22.6667 25I80A 1:12 J3655E50 B Shear Stiffener Spacing ------------------------------------------------------------------------------ Sec. No. Lth. Load Point Pcint Point Point Point Point Point Point Foint Point No. Ele, (in) Cos. .00 .01 .02 .03 .04 .05 .06 .07 .08 .09 --.--------------------------------------------------------------------------------- 1 5 256.44 all none required 4 4 180,1 all none required 5 4 149.00 all none requiree E 4 37^."1e all nose required 7 2 45.72 all none required 10 5 316.56 211 none required ------------------------------------------------------------------------------------------- i J3655E30 9 78C-25-22.6667 151COA 1:12 Reaction Summary Com. Jt. 1 Jt. 11 4 Horiz. 1 -13.21 1 .21 Vert. 1 -30.74 -36.47 1 0.00 0.00 Rata. ,Yl.. Lw ` 9.90 2.65 Narl:. - Vert. 2 6.66 2.`3 c„t, ? 0.00 0.00 Horiz. 1 7.86 Vert. 7 -5.21 -11.53 Rata. 0.00 0.00 4 -7.42 13.15 Vert. a -23.91 - 1.02 Rcta. 4 0.00 0.00 Hari:. 5 -�.`.2 -8.62 vsrt. O.BS 3.71 Rota. 5 0.00 0.00 Horiz. 6 -10.73 -3.41 Vert. 6 -10.09 -10.34 Rota. 6 0.00 0.00 Hor z. 7 -14.58 7.51 Vert. 7 -26.80 -30.43 Rota. 7 0.00 0.00 Report CoU lete Midi�.z J36JSECD 1 arc }i BASE PLATE ; Joint 1 �y. Column Reactions Ma,imum Vertical - 30.67 kip ... Ma::imup Horizontal -- 13.36 kip Maximum Uplift - 7.28 kip t Member plate sites s Left flange thickness 0.2500 in. Left flange width = 5.0000 in. Right flange thickness 0.3750 in. Right flange width 6.0000 in. Web thickness 0.1975 in. Member depth 12.0000 in. (2) Balt base plate Use 12 in. x 6 in. x in. plate Use ; 2 - 1 in. diam. A-76 bolts Y - gage = 3.5 in. (4) Bclt ba3e elate Use 11 in. x 6 in. x .5 in. plate Use 4 - .7° in. diam. A-36 belts x - gage = 5.5 in, : v - gage = M in. Note : forces that are f:]lowed by an t are the results of a wind load combination. The allowable stresses for these fcrceB will bi increased b'; 113. .6901 2 J3655ECD 2 s� MOMENT CONNECTION ; Section 4.00 1� Applied forces ; M Mafimum necative moment - 233.72 kip ft Assesiated axial force = -16.21 kin Maximum positive moxen„ 121.56 kip ft t Assosiated axial force 1.16 kip R i.. flvimua shear - 25.25 kip Member plate sizes : Left flange thickness = 0.2500 in. Left flange width = 5.0000 :n. Right flange thickness = 0.2500 in, Right flange width = 6.0000 in. Wtb thickness = 0.2500 in. Member depth = 40.0000 in. End Plate Connection t Use : 9 - .15 jr. diem. A-325 bolts Left Flange Weld : .25 in. D.F. Warning Flange Reinforcement Required list : .4375 in. x 3 in. z 9 in. plate Right Flange Weld t .1875 in. D.F. Standard End Plate : .'! ir, x 6 in. Web Weld t .24 in. D.F. x 6 in. Note t forces that are followed by an 1 are the resalts of a wind lea3 comtiration. The a:lowable stresses fcr these forces will be increased by 113. 1.6eeole i J.655EC0 3 MOMENT CONNECTION ; Section 5,04 Applied forces ; Maximum negative moment = 35.05 kip it $ Assosiated a;:ial force = 1.42 kip 1 Maximum positive mcment = 192.62 kip it Asscsiated axial force = -13.32 kip Ma,:isum shear 2 3.76 kip t Member plate sires : Left flange thickness = 0.3750 in. Left flange width = 6.0000 in. Right flange thickness = 0.3750 in. Right flange width = 6.0000 in, Web thickness = 0,1875 in, Member death = 30.0000 in. End Plate Connection : Use 1 8 - .75 in, diam. A-325 bolts Left Flange Wed : .1e75 in. O.F. Right Flange Weld : .3125 in. O.F. Warning Flange Reinforcement F.eauired List 1 .25 in, x 3 in. x 5 in, plate Standard End Plate 1 .875 in, x 6 in, Optional End Plate 1 .75 in, x 6,9 in. Web Weld 1 .1875 in. D.F. x 2 in. Note : forces that are followed by an ! aro the results of a wind load combination. The allowable stresses for these forces will be increased by 113, 1.751091 1 I %i d1.655ECD 4 hr MOMENT CONNECTION Section 6.00 .�� Applied forces : 4ey Ma:cimum negative moment = 35.05 kip it I Assosiated axial force = 1.32 kip 1 MaximLl positive moaent = 192.62 kip it Asscsiated axial force = -13.46 kip Ma;imui shear - 3.75 kip I Member olate sizes : Left flange thi:kne = 0.3750 in. Left flange width = 6.0000 in. Right flange thickness = 0.2500 in. Right flange width = 6.0000 in. Web thickness = 0.2500 in. Member depth = 30.0000 in. End Plate Connecticn ; Use s 8 - .75 in, diam. A-325 bolts Left Flange Welds .187! in, D.F. Right Flange Weld ; .25 in. D.F. Warning Flange Reinforcefient Required Use : .5 in. z 3 in. z 8 in, plate Standard End Plate : .75 in. :: 6 in. Web Weld : .25 in. D.F. x 2 in. Note : forces that are {ollowed by an I are the results of a wind load ccmbination. The allowable stresses for these forces will be increased by 113. 1.751091 1 J?655ECD 5 MOMENT CONNECTION Section 7.02 Applied forces ti�L Ma;�imum negative moment = 293.05 kip It Asscsiated axial farce = -15.04 kip Maximum pcsitive mcment = 180.25 kip It i Asscs:ated axial fore 1.99 kip t My imum shear - 25.96 kip Member plate sizes s Left flange thickness 0.2500 in. Left flange width = 5.0000 in. Right flange thickness 0.37!0 in. Right flange width = 6,0000 in. 2t1)0 Web thickness = 0.�_, in. Member depth = 42.0000 in. Eni Plate Connection i Use 1 8 - .975 in. dime. A-325 bolts Left Flange Weld : .25 in. D.F. Warning Flange Reinforcement Required Use : .625 in. x 3 in. x 11 in. plate Right Flange Weld : .25 in. D.F. 8tardard End Plate s .75 in. x 6 in. Web weld : .25 in. D.F. x 6 in. Note : force=_ that are followed by an t are the results of a wind lead combination. The allcwable stresses for these forces will to increased by 1/3. 1.947138 1 J3655EC0 6 BASE PLATE Joint 11 Column Reactions Maximus Vertical = 36,45 kip Maximum Horizontal = 6 kip 3 Maximum Uplift �.87 kip I Member plate sizes I Left flange thickpess = 0.3750 in, Left flange width 6,0000 in. Right flange th'CkneSS 2 0.3750 in, Right flange width a 8.0000 in, Web thickness 0.1875 In. Member depth 12.0000 in. 2, Dolt base plate t Use 1 12 in. X 8 in. x 6— in. plat! Use 1 2 - I in, Cam. A-31* 6 belts Y gage - 5.5 in. 141 Pal! base Plate I Us? : I" in, x 2 in. x 625 in, plate U-e 4 .7. in. diam. A-36 bolts 5.5 in, I Y - gigs in. Not? forces that are 40110ked by in I are the resull L s Of a wind load "Ibinstion. The allowable Stresses for these f' to ircr?lsed by 1/7. rces will .6666667 t tltttltttt#tl#tltttttitttl#tttt x I Truss - T Structures Inc. 1 2 210n N. Pacific Highway t T t 1 1 Ngcdburr, Oregon 97071 t 2 ?hone 5071-981-0581 t # # 122#22titttittttitt#tittitltt#t File Name : J365RBSD taS6 T.-,6r3Es0) Fraee Title : 70C-1`-:2,6661 25180A 1:12 Frear!: by : CSF 04-28-91 EVetCtlOn CCtiCng s Aralvsis Only; - Nutt!" ct F.*a'.;eis Cvtles = 1 Pec:rte Sv erated : 1. M!tber Deign :ata 2. Forces ft:en`.= and Stresses 3. Displacemv is and 43:tions Buildirg Configuration : Building width = 78.00 ft. Ba; Spacing = 22.61, ft. Scan Witthls) Ift.) a 78.00 Colurtr. Base Elevations (ft.) = 0.00 0.00 Lv4t Ease Height ° 2,`+.00 ft, Lett Colutn S'.eoe - 0.00/11 Left Rafte► SIM - 1.00/12 kicht Parte- Sloce = -1.04!12 Riint Column Slcoe = 0,00/12 Right Eave Height - 30.17 ft. Left Girt Deoth - 10.00 in. Purlin Deeth - 6.00 in, Right Girt Denth - 10.00 ir. Structural Ste!1 t Flange Plate Yield Strength = 50.00 ksi Net Flate Yield Strength - 5040 ksi 4cdulus ct Elesticity - 29000 ksi Cost, of Lineir E-,scansion = 0.000001,5 f. 79C-25-22.bb6? 251904 1;12 336559SD 2 Load Cases Load Case No. 1 Dead L3ad = 5.00 psf + frame Weight Load Case No. 2 ; Live '-cal = 25.00 psi Load Case No. 3 ; hind Left = 11.:0 psf cq = 0.90 for Member no. 1 cq = 0.70 for Member no. 2 cc : 0.70 for Member no. 3 cc -- 0.50 for Member no. 4 Lc2d Cass No. 4 ; Wind P.i3ht = 11.20 psf co = -0.50 for Menber no. 1 cq a 0.70 for Member no. 2 cq = 0.?0 for Melber no. 17 cq : -0.90 for Membe, nc. 4 0i:inI lona Z Load Ccitinaticr, no, 1 ; DL + LL + Load Case no. 1 X 1.00 + Lcad Case no. 2 X 1.00 Laid Cc:bination no. 2 ; DL + WLL 1 + Leal Cass no. 1 % 1.00 + Lcad Case no. 3 X 1.00 Loa! Combiration rc. : DL + 1/2 LL + WLL t + Lcad Case no. 1 X 1.00 + Load Case no, 2 X 0.50 + Lcal Cast no. 3 X 1.00 Load Combination no, 3 : D'. + LL + 112 WU 1 + Load Case nc. 1 X 1.00 + Lo34 Case no. 2 X 1.00 + Lcad Case no. 3 X 0.50 Lcad Cottina`.icm nc. 5 : DL + W_? t + Load Case nc. 1 X 1.04 + LoaJ Case r,. 4 X 1.02 Load Ccmtination no. 6 : DL + 1/2 LL + WLF ! + Lord Case no. 1 X 1.00 + loal C=-se no. 2 X 0,!0 + Lcad :ase no. 4 X 1.00 Lcad Combinaticr no. 7 ; DL + LL + 1/2 WLc t 7EC-2E-22.6667 2E/80A 1:12 d3b55BSD 3 + Load Case no. 1 X 1.00 + load Case no. 2 X 1.00 + Load Case no. 4 X 0.50 J16E='eD 4 "mbar Data ----- Initia: End ---- --- Tersinsl End ---- Se:. :eft Flg. fight Flg. Set, Sac. Depth Bracing Sec. Jt, R. Ccor. E R. JR. Cuor. E Lth. Thick Width Thick Width Thick Ini. Tre. Left Right nc. nc. tvice her. ver, C no. tyoe her, ver. C (ft) (in) (in) (in) (in) (in) and end o.c. o.c. hvr (ft) (ft) hvr (ft) (ft) (in) (in) (ft) (ft) ----------------------------------------------------------------------------------------------------------------------------- 1 1 001 1.42 • 0.00 F 2 111 1.6` 14.8= F 14.9E 0.500 5.00 0.3750 6.00 0.197 12.00 40.00 7.50 7..0 4 4 111 4.03 22.96 F E 111 18.94 24.64 F 15.01 0.2500 5.00 0.7500 6.00 0.2500 40.00 30.00 5.00 5.00 5 5 111 18.94 24.64 F 6 111 36.81 26.!6 F 20.00 0.3750 6.00 0.::7`0 6.00 0.1915 70.00 30.00 ..00 5.00 6 6 111 38.87 26.36 F 7 111 70.00 29.21 F 31.19 0.3750 6.00 0.290 6.00 0.2500 30.00 46.50 5.00 5.00 7 7 111 70.00 29.21 F 9 111 73.80 27.97 F 3.81 0.2900 5.00 0.3750 6.00 0.2600 4�.E0 42.00 5.00 °.00 10 10 111 7!.32 26.3` F 11 001 76.62 0.00 F 26.38 0.3750 5.00 0.3750 8.00 0.1975 42.00 12.00 7.50 7.50 ---------------------------------------------------------------------------------------------------------------------------- '8C-25-22.666, 25/BOA 1:12 d36EEBU 5 Maximus Combined Stress Patios ------------------------------ -------------------------------------------------------------------------------------- Member Forces Member Stresses Allow.-'It Stresses Unity Check Max. Sec. Load Shear Axial Be-jing Shear Axial Bending Axiel Bend'ng Coaoenents Comb No. Cc.n. Force Force Mount Stress Stress Left Right Stress left Right Avial Bending Etress Mc. (kir' Rio) ('�-f t; Os-1) (k!i) RC-4) (ksi) (ksi) (ks0 (ksi) Left Right Ratio --------------- I---------------------------------------------------------------------------------------------------- 1.C` 1 10.07 -29.2^ -19.22 1.',6 -2.68 17.09 -14.31 15.40 30.00 2!.97 -0.17 0.58 -0.61 -0.78 4.00 -2x.59 -15.10 -217.37 -2.39 -1.20 77.46 -21.59 19.07 30.00 27.58 -0.06 0.75 -0.78 -O.Q5 5104 1 0.88 -12.41 190.64 0.16 -1.24 -;:3.59 23.59 19.99 :9.37 30.00 -0.06 -0.90 0.70 -0.8" 6.00 1 0.55 -12.53 190.64 0.09 -1.13 -22.66 25.73 19.99 30.^9 30.00 -0.06 -0.76 0.95 0.86 7.02 1 24.31 -14.01 -274.10 2.!`. -1.01 24.90 -.1.55 20.4: ?0.00 29.14 -0.05 0.93 -0.77 0.8! 1.0.00 1 -11.03 -28.84 -290.40 -1.47 -2.22 23.08 -20.58 21.31 30.00 26.74 -0.10 0.77 -0.?7 -0.87 ----------------------------••--------------------------------------------------------------------------------------- air a3655esD 6 a 98C-25-22.6667 25/90A 1:12 :R Maxioum Negative Displacements and Reactions __________________ ----------- j"; ------------------------Cisplacement --------- ---- Reaction 4 Joint Horizontal Load Velticdl Load Rctational Load Horizcrtal Load Verti_al Load Fota}i anal Lca No. (in) COIL. (in) Com. rad) Co,-11. (kip) Cow. (kip) Com. (k-'t1 Coe. :., --------- ------------------------- ----'-------------------- -----------•----•---------------------------••------- 1 0.0000 0 0.0000 0 .0.0105 6 -11.74 7 -:9.69 1 0,00 0 2 -1.'8_6 C -0.08`5 _0.0064 5 -1.8:49 5 -0.1/i65 3 -•0,0055 5 4 -1.9441 5 -0.175' 4 -0.0i52 5 5 -2,0161 5 -1.7307 i -0.0015 2 6 _�,ppp6 5 -2.8256 1 -0.0018 3 7 _l,o ,n 5 -0.4112 7 -0.0013 1 8 1.9534 5 -0,17n 6 -0.0060 1 q 1.9494 5 -0.0983 6 -0.0054 1 10 -1.9.32 5 -0.0871 5 -0.0950 17 1 0.00 0 11 0.0000 0 0.0000 0 -0.0121 5 ---- t' "ESD 7 780-25-22.666? 25180A 1:12 Maximum Pcs:titiE and Reactions ------------_----------Fraction -------------------------------------------------- --- Displacement Joint Ha►iierta: 78C-25-22,6661 25/80A 1:12 336`,585D 9 Reaction Summary Cam. it. i it. ll Hiriz. 1 -12.44 12,44 Ve-t. 1 -28.69 -29,17 Ra`.a. 1 0,00 0,00 Horiz. 2 8,07 4,09 V"';• 2 6.70 1,14 Rota, 2 0.00 0,00 Hor z. 3 3.18 Me Vert, 3 -4,35 -9,91 Rota, 0.00 0.00 Horiz. 4 -7.07 13,15 Vert. 4 -22.05 -25.06 Rota. 4 0.00 0.00 Horiz, Vert, 077 7.06 Rota. 0.00 0.00 Horiz. 6 -10,16 -°.47 Ve,t, 6 -10,29 -3,98 Rota. 6 0.00 0,00 Horiz, 7 -13.74 5.Pl VErt. 7 -2!.02 -27,10 Rcta. 7 0,00 0.00 Pe^art Camplete i J"WECD ! BASE PLATE : Joint I 1 Column Reactions ti Meximum Vertical - o Maximum Horizertal = `8.69 kip Maximum tlolift 1:.44 kip - 6.70 kip 1 M11b,r plate sizes Left flange thickness ' 0,2sOn in. Left flange width Right flange thickness = 0.0000 in, 0.3750 in. Fight flange WidthMeb thickness ° 6.0000 in, Member depth 0•I81s in, 12.!`000 in, 121 Bolt base plate ; Use 12 in, x 6 in, x ,5 in, plate Use ; 2 - 1 in, diam, A-36 bolts Y - gage ° 3,` ir, f41 Bolt base plate Use t 12 in, x 6 in. x .5 in, plate Uses 4 - .71 in. diam, 4-36 bolt. i X - gage ' s.s in. : Y - gagi - 3,5 ir. Mote s forces that are followed by an t are the reeults of a wind load ccmtinatj_r, The allowable .treeses for these forces will be increased by 1/3, .61678 2 I I i I I I 1 I J3635BCD 2 MOMENT CONNECTION Section 4.00 Applied forces Maximum reptive moment = 217.37 kip it AssDsiated axial fcrce = -15.10 kip Maximum positiv? moment = 121.31 kip it $ Ass3sjited axial fcrce = 1.19 kip I M A'I i mu'l shear -- 2:.59 kip Member Elate sizes Left flange thickness 0,2500 in. Left flange width 5.0000 in. Right flange thickness 2 0.2500 in, Right flange width a 6.0000 in. Not thickness 0.2!00 in. Member depth = 40.0000 in, End Plate Conre--tion Use 1 8 - .75 in. diam. A-325 bolts Left Flange Weld : .25 in. D.F. Warning Flange Reinforcement Reouired Use : .4375 in. x 3 in. x 7 in. plate Right ;lance Weld 1 .1875 in. D.F. Standard End Fl?te : .75 in. x t in. Web Weld : .25 in. D.F. x 6 in. Note : forces that are followed by an I are the results of a wind load combination. The allowatle stresses fcr these forces will be increased by 1/3. 1.57161' 1 J3655BCD 3 MOMENT CONNECTION Se:ticn 5.04 Applied forces Maximum negative moment x 30.69 kip ft I s 0 51 at ed a,,J a I j i,.C = 1.43 kip I Ma."imLm rcsit.ve mole't 180.64 kip ft -12.41 kip Ma'(Inum shoe' 3.60 kip I Meraber elate sizes Left flange thickness x 0.3750 in. Left flange width 2 6.0000 in. Fight flange thickness z 0.3750 in, Right flange width z 6,0000 in. Web thickness z 0.107! in, Member depth L 30.0000 in. End Flate Connection I Use 1 8 - .75 in. diem. A-125 bolts Left Flange Weld I AM! in. D.F. Right Flange Weld 1 .3125 1n. D.F. Warning Flange Reir4or:93ent Peouired Use : .25 in, x 3 in. x 4 in. plate Standard End Plate t 875 in. x 6 in. Octioral End Flate .73 in. x 6.P in. Not Weld : .181! in. D.F. x 2 in. Note : forces that are fcllowed by an I are the results of a wind load Combination, The allowable Stresses for these forces will be increased tv 1/3. 33655BCD 4 MOMENT CONNECTION : Section 6.00 Applied forces : Ma;fiMLm negative moment = 30.6P kip ft t :. Ass.siated vial force = 1.33 kip t Maximum acsitive monent = 180.64 kip ft Asscsiatei a:;ial force = -12.53 kip Maxiaum shear - 3.E9 kip 1 Member plate sizes : Left flange thickness = 0.'7;0 in. Lett flange width = 6.0000 in. Fight flange thio ness 0.2`00 in, Fight flange width = 6.0000 in. Wet thi:Mness = 0.2500 in. Member depth = 30.0000 in. End Plate Connection Use s 8 - .7° in. diam. A-325 bolts Left Flange Weld s .1875 in, D.F. Right Flange Weld : .25 in. D.F. Warning Flange Feinforcesent Required Use : ,4375 in, x 3 in. x 7 in. plate Standard End Plate s .75 in, x 6 in, We: Weld s .25 in. D.F. x 2 in. Note s forces that are followed by an 1 are the results of a wind load combination. The allowable stresses for these forces will be inc-eased by 113. 1.642182 1 J3655BCD 5 MOMENT CONNECTION Section 7.02 Applied forces Maximum negative moment = 214,10 kip it Assoslated axial forge = -14,01 kip Maximum positive moment = 169.90 kip it t Assosiated axial fcr:e = 1.59 kip t MaximL'm shear - 24,31 kip Member plate sites Left flange thickness 0.2500 in, Left flange width = 5.0000 in. Right flange thickness = 0.7v750 in. Right flange width = 6,0000 in. Web thickness = 0.2500 in. Member depth = 42,0000 in. End Plate Crnne:tion : use : 8 - .515 in, dies. A-325 bolts Left Flange We'd : .2`, in. O.F. Warning Flange Reinforcement Required Use : .56"c5 in, x 3 in, x 10 in, plate Fight Flange Weld : .1075 in. B.F. Standard End Flete : ,75 in, x 6 in. Web Weld : ,25 in. O.F. x 6 in. M:,te : forces that are follow9d by an t are the results of a wind load combination. The illowat!le stresses for these forces will be increased by 1/3. 1.8216?b 1 JT655BCD 6 i' n: BASE PLATE Joint 11 Column Peacticns : Maximum Verticalz 29,17 kip Maximum Hon:ental 12.44 kip My imam Uvlift = 7.06 kip t Member plate si:es : Left flange thickness = 0.3150 in, Left flange width = 6.0000 in. Right flange thickness = 0.3150 in. Ri;ht flange width = e.0000 in. Web thickness = 0,1875 Merber de:th 12.0000 in. 121 Bclt `_ase Plate Use a 12 in. x 8 in, x .625 in, plate -�{ Use : 2 - 1 in. dial. A-36 bol'.s y - gage - 5,5 in, 141 Bolt base plate t Use s 12 in, x 8 in, x .625 in. plate Use s 4 - .75 in. dial. A-36 bolts >! _ gage : 5,R in. : y - gage = 5.5 in. Note : for_e=_ that are followed tv an 1 are the result=_ of a wind load combination, The allowable stresses for these forces will be increased by 1/3. .1349495 5 J 0 B N 0. `� WsSPT At. Gt,SS�Tft. of(oN �yb� '(4 �4i END At. r— 3/lt` Nib u bn c"i-MITIO IOU yc' NC 3n/ EQ[/-I S/D y M 14P �J &01_7- (8)-y/8 > A-B25 A._ A"< lam' GUSSET At, b.co Ale _ i / w r i d7 A-325 Ba� �')— Ts �.. �-- �¢-- � A-�-� BOLT;, &-VD EtL. 3/rb �OL. NO, DIAM. P�sE /✓o. BOOSp�ILTs pLA-rE CTROuTE _- ----- •_--- - 8x12" "yo _ \ CAP. \� »- EAa _ _ s« 24--4 13/ler STL g fr »a 13 s e .4�, 20'-0'- / � \ ` k \ o A , z ■ \ ' ~ \ Fir g iA � �r M w ; \ j - � ., \ ` � E \ � Iwo { � \ CD � �) 9t!�-��l /t .,\,_ ;|■;��k2,§ �. t; F |._�/' ;mp■ .gq■m¥ �R§!`;©'«. . §�|.6 - � . °.-. , . , . .°. . , , . . �| .q �■||if■� f ff §: . • . " - � � � ,..,�■ ; � m� VNEZ _: _-27-02 . . —-- __ e _r _ _: o _4 _m __ �__, 7=, 777- c "N. 1 P139 mammos m _: �w, �,,• „ f � _. _ I &_ _.__ _ #202 15'-G" LVE _ 5-1fr 14'-4 13/10 M + a 1J'-4 13/10 SLATS n � I <j (T7 f 9 I N � U I O IZ t� IW �` w CJr IT O N U o � } O rl I I b � P r I t4 � Ir J I u Im I I t J N11 a �IO I N ��t7 I I 1 .„wuw 1 wwu■w .11�,�+ 1 /4�f� ;spew:rltt_xmwmenmsla �IS�j�ji (�:C��o:°IioF OO11 OO11 OO11 Wy�yy�� ww�� C w www.r ��- �T li�i. . . . . . . . . . . "a REVISION Wl PROD: NNEZ MrF nA-77--92 TICARD OR TMU: RIGID FRAME Dwo Re Mita DEALER: Centrax Consbuctian L3s vircxEO ay: PACIFIC BUILDING SYSTEMS PAOE:7.l r I I W�.werw r4n p�i1 M w w wncvr wrn rtbMw rt n�� uwr�c*lxm w wUw-r nwrrnxn wc. nrrn:rw`wv""'sen io nn�.wmx i.�+ M froo x.wc rwv xmowwx.owaa�gran mare�o�i nr-�e.r JOB: 92-3655 ------------ m 0 U rDDD"I cl it } -_ � _ 1m ul G� (- 29•-6 13/16' STL _ �— W JG YFIVE --It- tr W I p m n A p > m 1 F" llJ Y Q A n � r p f" �1 7 t: (7 C 4Z I� e (a t7 C _ H n1 m NZ CI w n� .Au. iS..t��l NBC rn 71 e �GAII — p �� vy r ... DATE: (14 nrns�ai or'P PRQI KGAR ---- TIGARD OR nw0 RY. MRD TM E: RIGID FRAME CHECKED Fly: DEALER: Cent.sx C"ltr ctlnn ne .'nw„A oni`w r«cwrnr.dhF•a PACIFIC135 BUILDING SYSTEM, mar: ly o t l UMI,K/M WIL wR t[ M'!D fM yrM/MTIr/D F AUN-�rA/C.IMf.K o10urn�iar'�^[�n"ww'-i rm;��`3 e+c°�M.M rlro w.r.uc iw+ weoo(awol.aroew�ro,� AO.[Wl/NI-rN� JDB: 92- s g r n w S i� y µ -------------- ------------- z -- 41 a i s'=�r 8 I M .. _ °TE.-- CO " �[yl5inv-- _ CN[Cx[D n -- CONNECTIDN DETAILS P^6 9 ------ a. PACIFlC BUILDING SYSTEM ,les Hwy ,qeq Y.rgM rwnr, n WM/�LTrM"H rwrrr-r wwrcr.+r�wt. f°I-Nrl ro w sco w wn rr+rrnr rwr y` r'or*n� owari.a ra+rtrnr ro r"uu-r rmrcnpn.rrc- A – / W I n � !p Z li O 4 � n 1 0 9 Z I m n o \ M1 A [ r •v� I 7 r � 'I �" � � � I' 4" IN nil g A r s t' i14" iTz - W w nU1 d ✓I � }'�' � j � r � '0 0 �"I I I 9 I I 1 I 99 1 L' ~ / / A 1 h s I l e.,a --- ., •+� e>a�f � � -i- � o � '` I O a 0 '-1 d y w.. �l �� \ o i •e N r, d O _— `T ■ �z s $ > MQ d � N - r � k �`i 1' � •r P UL" RrAsioN D"TE PROW: !� Drlf'. Tm, ENDWALL OFTAIL DWD IEy! CDHTR CHECKED B•r. "a '""'M0°0O " ° "["'°OM1 0" PACIFIC POIL�ING SYSTEMS PAr.E:Gb.P// rRuu- n�w.rlo rvu w N�o.. alm M I� - - — JIn40 M.Mr 7• w�l[wnoJt wrtt{• •rm WMw.rnAm n'wra-r—.m"c JOB:3=2.ti� p M U[O:M Mf/•V"1P�r WV OOURNrt 4 pnu•[M OKCR M)""V['Lr r. M-1 fAiLT/Ip,ML 71M N.pF-�IC 11M'. FnEOMM.1111(YN[)011 11QM/OS/[II-[yl -T •i I O v m I ; tv G � g88y� L [�1 0 f*t FI 4 , Q7 y a t a t m ti r- q n 7 - _ • r a "Vr 0 2 Z f i r- J p i r TG f' fTp' "'A°10N 1,"TF TITLE: BRIDGING, FLANGE 84ACE, do BRACING --�---^ n.�w .run+»�o[uox.+.Icsln a na rwun v .a.r m" +�"c uwi xm a inevc[e.cwm PACIFIC135 9UIL0!40 SYSTEMS PACE: 1 I e* rowto w run a xxat+mwn.•m[x rownnox.n n Jnr urxu..rnwts n nim-�rn..en,.la wa "SS, b•[C11�M MMr[Cn '"IM/-!Ttfilt [f,rx:. 11110 x.1u'1110 Mn, e000lUMl,011[r101r 11011 111011[007 I+:1.011' J(�Bi ml P.5 -7 o m M —0 js zg( gs O J U Z o N N R °• `� N, S� L1l Q x x a X s) N X W o o x iLJJ m Co 0- Ir 3 3 I S) t.(_ 00 O n d Oo rl / U �� dl to ccl V l,� tY) 00 00 0 F- 9 Q cr 7 7 L� J 9 W F W a q C a - I 1� o C) Q m -9 � � (o m rtl r(1 A) � `Q i zFQi N O O O O O O O 14' xx-7 2a•-M 2a•-P 2a'-r xa'-+• za� ,+• I le 4 (1IN �7 --- + ------- /F - — + N 1 I �1 I 9 I �� rvm I NO + y 1 I ! p - ----- `I � I N o I S + i I I ® + nib nm I NU � I 1 Na \+ �+ fiK � I I ® + — ^j i IFIL.\ 11 L 1- 1� '/�il•i/ N J -- +n�T r - E 2�=to" 2i=fo• 24'-17 14' 2e'-U' 20'�r 140'-Cr OA 05 OM Mtt !!-Y. PRW! NNFZ DATES 92 TIG TM-F: U ARD OR TE: ANCHOR e0lT SETTING PN 0""Y! COM COM DFAtfR: Centrax Construction CNECwfD RY 135 Iw M r1oi1°'�lo0Og1 w""c. "'ri '.ie ew PACIFIC BUILDING SYSTEMS PADE: F1 or F2 e�el��il��ieu�w�k��'1 a wm rwsrcnwm n Iwrs-1 mllcn�r>t uc el. la "ereen.r n nlei-r rc nee w.rran vx+ anoewAlw,Gamow erorl nowt 1bi/en�_wl Joe: 92-3655 w �,9 W [ •t�� rf to ��-- VI o a m K Wlq_) N 'TTI' �) _ N—.LI�J�J r� C911q„ to 14" r ®oL. d C I W i s.. ci m Ul vt - .i[ Lot EbT.lt � ry t • � � l i l ! � � A —t • � f\ O � 1 s N f LaM � p s II ; ; II III III � I : cI '� p � D n � � � i � � � ► EI Z y / SIOEE DATE Y. fi•nr 6./Af S-iL�_ PROD: KNEZ DATE: D•-27-82 TCARD DR TTt: ANCHOR BOLT DETAILS DWfI BP F2 OF F? DEALER: Cmtrow Constructlon CNECNE6 91: W N[[/iuw IN[{1/•10 e[/�1•MM r/erEtlr d ,/„�-.mu,cn[�rlc,Ne►w.."`w[�oalom IxNm,,, P135 9t11L01PIG SYSTEMS PAO6 F2 ofF7 --.----_._.._— ------ �pWrD N.M.dl MA[wnWr w•rIN�r[Ndgi�A•we. IYMIIKT/Im/r.N�-1[.NK'N[[/.K. 10/t Ufm N Mh YVMI 11M1 W�CdA.INM1.M+RWf aw.--n.on•-..crnr ro Iwle-.[�vr..we t:ro rl...rnc w.r. /000/urN.a�a.[wrl rwwr[el�NI-wl JOB• 97-1E!f5 .- -r^.�•w.-.__ _.-....--..-•-..•�r�- y -- '..•.__..-ew•-r-^"--�^'7�M{nA ^T�• �^-...+�v�-+•-•wT..-.w-... APPLICATION - STREET IMPROVEMENT/EXCAVATION Srly WPY TO: (WHITE)-FILE ORDINANCE NO. 74-14 ® (YELLOW)-INSP. ` " Z (PINK)-OTHER AGENCY bldg (INSTRUCTIONS ON`SEPARATE SHEET) I �/�' , (BLUE)-APPLICANT D APPROVED )KJ - APPLICATION IVO.: 3.3 NOT APPROVED El CITY OF TICARD, OREGON FE'[ AMT, i 130"00 PENDING FEE. PMT. ❑ CITY BALI, RECEIPT NO.: PENDING SECURITY ❑ PUBLIC WORKS DEPARTMENT By _-.._...... DATE-I l PENDING AGENCY ''OK" ❑ Application and Progress Record MAINTENANCE BONR* _- PENDING INFORMATION 1 FOR STREET IMPROVEMENT/EXCAVATION AS RF(JUIRED ' ANNUAL. L] PENDING VARIANCE Ll EXPIRATION DATE: PERMIT NO : �J1'L`.i - '7-2 DATE ISSUED: --� �_- - BY: C ONCR ,TE DRIVEWAY APRON, EIRELINE (1) APPLICATION IS HEREBY MADE TO EXCAVATE FOR AND INSTAL(_ (WA'1'ER),SAN. TAP, 0[17'Li'ALL: AS DESCRIBED HEREIN, IN FULL ACCORDANCE WITH CITY REQUIREMENTS. APPLICANT Knex Building Maturials 6185 SW Hunziker St.--_ Tiyacd, OR 97223 -- # 620-6142 CITU PHONE Centrex Construction 6250 SW Hunxiker St. Tigard, OR 97223 4 684-0443 CONTRACTOR, __ -------`__ _ ---- --NAME ADORE CITY PHONE PLANS BY David Evans & :�scx;. Inc. 2828 SW Corbett Ave.�Pottland, OR 9'7201-4830` 4223-2701 NAME ADDRESS CITY PHONE ESTIMATED IMPROVEMENT TOTAL VALUATION ( COST): $ z-=_..�-- -- ---=.c--- .�-- .-- DOLLARS ( A: FOR OFFICE us 130.00 MIN. 2) EXCAVATION DATA: - _ 0.04 x s 3,2.'.io U s—_-- . STREET _DESCRIPTION_ PROGRESS & INSPECTION STATUS NAME SURFACE CUT C, ':UT MATERIAL INSTALLED ITEM DATE REMARKSITYPE BY TYPE LE IGTH WIDTH DEPTH ITEM & QUANTITY STREET PEN D .5.W. 'iwmiker 5 ;:� attach plan - R TION E Q ESI,MATED STREET OPENING DATE:..-_— / S ESTIMATED STREET CLOSING DATE: E _ D ^- 3,250.00 STREET (3) SECURITY NO. _ SECURITYAMT: S _ / CLOSED SURETY CO.: I,,11�_/ IV ---- -- - - FINAL CFRTIFIFD CHECK U CASH 17 BOND ' INSPEC. (4) PLOT PLAN: INDICATE SITE PERTINENT PHYSICAL SPECIAL PROVISIONS/CONDITIONS: FEATURES; EXCAVATION LOCATION AND EXTENT. 1 • Notify City Inspector Carl ViewQg SIVE: 8189 S.W. i� rs• before starts I I I work covered by this pewit. Hun�iker St. tl I I I , � 2. All work shall cors ora to CItyr Standards & Specifictions & to the i City approver? plans. S.W. HUNZIKEFR ST r_ -- _— --- -- 3. SDR91--0001 & SLR91-0001 apply. I _ _ Permittee d5c-ill ppyee•- n- eu of undergrounding ex a ng OV-0-F--He-ad, 1 I ' along Hunzixec St. rfontage, o>r i I I I I I I shall underground said overhead$ flee to be determined yet. (5) NOTE THE CITY OF TIGARD DOES NOT. HEREBY, :RANT PERMISSION TO APPLICANTS TO coNDUCT WORK WHERE RIGHT-OF-WAY JURISDICTION IS THAT OF WASHINGTON COUNTY OR THE STATE OF OREGON. THE APPLICANT AGREES TO DEPOSIT THE REQUIRED SECURITIES. TO COMPLY WITH ALL PERTINENT LAWS AND CONSTRUCTION SPECIFICATIONS PERTINENT TO CONDUCT OF THE WORK, AND TO SAVE HARMLESS THE CITY AND EMPLOYEES AGAINST ANY INJURY OR DAMAGE WHICH MAY RESULT FROM APPLICANTS A( TIONS APPLICANTS SIGNATUREr __ r , t6� IATi DATE i �'� S-11TE WORK PERM I T C17Y®FT'GrARDi'ERMIT 0 #. . . . . . . : s vrLm -0013 COMMUNITY DEVELOPMENT DEPARTMENT 13126 Stijl HWI Blvd. P.O.Box M- 97,Tgod,Or"pn 9Z=(603N8P9-4176 DATE ISSJED: 09/11/91 SITE ADDRESS. . . : 8185 SW HUNZIKER ST PARCEL: 2SIOIBC-0010L, SURD I v I S I GN. . . . : ZONING: I --I- BLOCK. . . . . . . . . . .* LOT. . . . . . . . . . . . . TYPE OF WORK:NEW 0AVING... . . . . . . . . .. REGO. NO. - EXCV VOLUME. : CY GRADING?. . . . . . . . . VALUE. . . 0 F 11-L VOLUME. :8655) cy LANDSCAPING?. . . . : ENG FILL?. . . . . . : SITE PREF-"?. . . . . . .. SOILS RPT REED?: STORM DRAINS?. . . . IMPERV SURFACE. . : sf Remarks : FILL PERMIT -- PROPER EROSION CONTROL. MUST BE IN PLACE Owner: FEES KNEZ BUILDING MATERIALS type aMOUnt by date recpt 8185 SW HUNZIKER RD. PRMT $ 189. 00 JLH 09/11/91 5PCT $ 9. 45 JL.H 0')/11/91 TIGARD, OR CD7223 PLCK $ 30. 00 JLH 0 )/11./91 Phone #: 6,---,0-6142 1 Con'ttact or . GENE MCMURRIN, INC 2424 MCGTLCHRIST SE SALEM OR 97302 --- Phone #: 581--2274 Reg #. . : 31362 REQUIRED INSPECTIONS This permit is issued subject to the regulations contained in the Erosion Control Tigard NklniCiDdl Code, State of Ore. Specialty Codes and all other Excavation Insp applicable laws. All work will be done in accordance with Fill Inspection approves) plans. This permit will expire if work is not started Grading Insp within 190 days of issuance. or if work is suspended for more StrM Drain Insp than 180 days. Final I n 9 pect i or. 41 e r m i t t e Si gnat 1.trJ— e T s s 1.t e d Ely : Call for insper.,t ion — 639-4175 1414 7,2 r4 CITY OF TIGARD RECUIPT OF' PAYMENT RECEIP-T NO. t 91 CHECK AMOUNT : . 45 NAME n KNEZ BUILDING CASH AMOUNT ADDRESS a 8185 SW HUNZIKER RD PAYMENT DATE' V19/11/91 TIOARD, OR 97223--- SIJSD I V 11--,1 ON PURPOSE OF PAYMENT AMOUNT PAID PURPOSE OF PAYMENT HMOLJN*r ,ID BUILDINGo PERM 189 ST. BUILD PER 9. 45 PLAN CHECK FF I F)ITF WORK I-PEISM IT io-rAt., nmouwr opir) 228. 45 flu MR ws a► +�r Q ..i 1 SCALE: APPROVED BYt [LR:l�lIV?4DY DATE: 'S —1 S ",.",ED MEGH�'�N.1-C/iL "��'N�•F.x /V r+T�(�l��,T'z0 N , _,�►..N�,- . DRAWING NUMBER �"r_oo 2 PSN A 19'x !G' Da'OR_ ON oJ� DOOM LNNOZnIC� t N 'b i l] S Ile Fi ti Q � !! 6` —• H El f� El 26'--T 26'-d' 26'.-a" 26'-0" y y 26'-d' _26'-0" 26'-C7" -- --- 380'- 1 2 34 5 6 7� SLE : 1/247 1'-T a O O �� g CA -G,7 W." c)H 00OX. bA"C-K7,onm v,I--T 11-AZID M u"to: i - 26'.-0(* 26'-0r 26'—Cr -cr O-AL 22 --Er 10, 104 @5 16 .......... 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