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10200 SW GREENBURG ROAD-26 !IM' s.•► ."'-....� �►� /^•� // - l,'---�. •.y,._-_,_\ ter..`' �_`\ ,� , 4 ' r ( y� / 1 " ( f "� i �� I- 1 ( � 1 G- i l 1 .�J 4 I M ,�,L r�' "'E►�; FI ,V , 1 / r - - - — r� KW'� P I -� L� �II�wL ;uf' T� ; fi REVISIONS- _. /� - \� � i � 1 � • I It (�w 1. I.l lrr- ..�. I I l ( l, Al.l, Y�, I bre M1.1N L .,►Irl 1►, ` •. j/+v v ' , f{ '(/ .:. + 4 ice• - 1 ,• ' r �♦ f1� f �'♦ t I r-� I r A. ,.i , _4 r ..r �• �.�•� .. r I .�1 r- tri r.• •, •. , 11 �� , .Yr, �• M ' ,�-.� t �� + 10 ,.•,rt. r' + � .M•'`- 1. �•�1/ ''+��J"�t ��•��? 11, '1 l�� 1f�i KVS/I'a I � � ��v 1 it •". i:... v �. ��^\w. T^ 'fir. I I I �- __ •� 1-61 1 «r. t 04 40`0 10 f cr �• ( �v , CL i • I CI H.V.A.C„ PIPING, PLUMBING, ENERGY MANAGEMENT • { I $ FIRE PROTECTION CD r w. ivy,. r v � '•,-. Te �.,� L►,r; � � -'t__ . _._ / y,,•'� -•--r; l:wL U N � .; ;w:, ,�v I �4 *fir-F=A r I F:,b. II.I �, {'�iCy: E4IO-Y laaoP p1 CTILII- R�.0U GK,aT� MCKINSTRY C �, ! „ r .•� =�' MECHANICAL ENGINEERS I AND CONTRACTORS 855 S BARTOWST 5116 P O BOX 24idT KOPF./AKr_^ FIF'I'J(j SE''ATTLE. WA. 96124 / 223-01 MMC-KI-N-J72N0 ��•_ . . I �LA151 �1•I�LL I� � �` (206) 762-3311 sA G WA_rm T® t-N-Al To �• T I A L r.2 fTZ DRAWN 8Y. CHECKED !(Y R V + rr1 ! A0-'0 `• �'' �► ,/i I I tQ GIl�1`J( •�' I'�I F.1�i.•'�r� �„,► ' ��'. '�•O �7•_-A�.. DATE OCT. 1U, 19810 ,1► , �► .�p,,A�r "•t 1 1►l G% ' I Ir�t3� . .-F Ta', ----_ I — - - ... .•�---- _ __ __ PH0AFCT LINC0 h CENTER V •b. ;�--- r1A PMKING STRUCTURE FIRST LEVEL PLAN P H. ,,f E(:T N U M B E R e Crft ITY OF r tQARD PACE , `� r t N E�_N SCALE: 1/1e - o Approved ...........................................r.'1` v /�,d FP onditlonpffl Approved .{ ►: - 11,1)2 M r Y pP ••••••••••••••••••••••••••••••'• CONSULTING Tr F: PARKING STRUCTURE 14: I � 3 For only the work as described in: ,T, G R n U P FIRST LEVEL PLAN PERMIT NO. __ C-0 W - IRE60N L See letter to:Follow... ........ .�. ••••••• . ! I vo?, IAN 10 1989 /ems Attach............................... ............. .( i � ,0/n ; � ' r" ::� 1•-I ► - Job Addy®98: .LS?s�� ► �'"zeg,y�jyj�z , 5005 3rd Ave. S ! 4 Sea(tle, WA 96134 SHEET 10200 SW GREEIJ> IJk� kutii; 11f�6I 761 34Q0 JCB tJ) ; 1 E Date: p OF1 `1►. - _ I, S _D FOR _ NS RULT N . ... www -.,,.-..rr.w...w"�+•• - ......�. •v,.+wo .•._. .r. �.,... r_ - • --•t� .M.y,.r.�...-,.r-.. .. •tr.+ 1�„": •t� n..� .-..- - r..1w.�Rw—•.. -__ ..-..........,.-..•s+wrM.••. R '' lIF I'�J T I4i I w ? I ¢ •• 1 l (1•t�11�qr'I1�1IIgI'IIIIIgI�q1llqll�q111�r11111gi11(rll�lll'��III III111(IrIIrIIg111lIIll IIIIItIIIt(IIt�lIIgl�lgillqlllql�lllllq1lllIIIIIII(IIIIIIIIIIIIIIIigI fg111gI IIII111I111IIIIItI1 � ' � 4 1 NOTE: I F THIS MICROFILMED 2 ` 4 — 5_ -� ____-- 7 -- 8 9 I O I l 12 DRAWING IS LESS CLEAR THAN + THIS NOTICE; IT 15 DUE TO THF QUALITY OF THE ORIGINAL DRAW ING. OE 62 BZ LZ 92 SZ 02 EZ ZZ IZ OZ 61 of LI 91 SI b► EI ZI II 01 6 9 L 9 S tt, F Z ►'11"" IlluullllIll llIll IIIll III IIIIIIIIIlilt I�(IIn►IIIIIIu(�IIIIIIIIrIrr�IrrF�q��1.�Ililt 11111Irluulrrulmrluulu�111►I'ftml�ul�Iullrr�l�r lilt(l11►illIIIIIIIlllulIIIIII rilunlurlllnllul,�lu�Ilwlu1111II1I1II111IuIlIIIluul� uul�auGulluui�rullw�l�Ullm APRIL 20 . 1992 } ( 11 ) Y2 13\ 14 1 � li� j l 43 cp- 1 , ! q { HE�,S IONB� ....� ' 1 ad I� 5"p . ► 1. "� r-' �. ~. �NR•r�� Lu UJ cccc) y 94 i 4 �� • ! H V A.C., PIPING, PLUM011' r ENERGY MANAGEMFN1 r a- / ~ M a FIRE PROTECTION CK , K,R. r/ - � McKINSTRI MECHANICAL ENGINEEF '� / C •�' AND CONTRACTORS ,'fife` + \ i ! 1�„•. � l '. w�""� I 855 S. BARTON ST P.O BOX 24567 SEATTLE„ WA 98124 I • 223-01 MMC-KI•N-372ND • �� / (206) %l -3311 i TZw , RV IlATS_ T ` PROJECT LINCOLN CENTER PARKING; STRUCTURE PLAN PROJECT NUMBER:0 FIR I LF.' ► SCALE: 1/16' : V - 0' PACE NSIN � Cl7NSULT414G 14,2 � TITLE PARKING STRUCTUP U S IAN 29 9i! Q� �✓ � GC _.,../•p� \ SUDS 3rd Ave.t. S. JOB NO Seattle, WA 98114 12061 762-JAM-- AL ANSIM • � ! f � � {I' �r�' I'{I if'1I1'II 1{11111 !{11{1 Ilillll-1��11{I 111111) Ijl'{Ill (�1 'I`i lll�lll it ' 111 Il III III III Ill�lll III III 1111111 III III 1111111 III IIIIIIIIItltll`II NOTE: IF THIS MICROFILMED 10 II 12 DRAWING IS LESS CLEAR THAN THIS NOTICE, IT 1S DUE TO IHF QUALITY OF THE ORIGINAL --- — 'DRAWING, OE 62 BZ LZ 9`Z SZ bZ EZ ZZ IZ OZ 611 61 L1 01 SI bI EI 7,1 11 01 6 9 1I 9 IS11 E IZ 1 rim Ll/ �N1111111111111111111111111111111111UI11111111111111111111111111111111111111,1uI11fl11111111H11111111110111111111111111111•.111111111111111if IiiiI it I if Ill i I i Ill I Ill I I Ill 11 Ill I I Ill III I 1111111111111111111�1111l11111111111111111ii1111i1111111111WAlllllf11111�111�lIllIliI11111111�1WIIN1 APRIL 20 1992 Ji l � /y I�1 1 I l �rlJ 1w_}` Y 10200 SW GRERNBURG - PARKING STRUCTURE noun SIGY PERMIT PERMIT N: SGN91-0093 DATE ISSJED. . . . : 07/18/91 EXPIRATION DATE: m//?1W PARCEL. . . . . . . . . : 1S135AB-00900 ZONE. . . . . . . . . . . . HUSINF.SS NAME.. . : US WEST DIRECT SIGN IX)CATION. . * ]0200 SW GRF.ENBURG RD APPLI('ANT/AGENT: STAN LACKEY HIISTNESS TAX NO: SIGN: PERMANENT (X) FREESTANDING (X) FREEWAY ( ) TEMPORARY ( ) WALL. ( ) ELECTRONIC ( ) OTHER ( ) BILLBOARD ( ) BALLOON ( ) :IGN DIMENSIONS. . : 8 X 6 TOTAL. SIGN AREA. . . . . . . 46 eq.ft. WALL AREA. . . . . . . . . . . . . sq.ft. WALL FACE (DIRECTION) : NA SIGN HEIGHT. . 6 ft. PROJECTION FROM WALL. : in. ILLUMINATION. . . . . . . . . : NON DESCRIPTION OF SIGN: PERMI'IENT FREESTANDING SIGN. 8 X 6 = 46 MATERIALS. . . . . . . . . . . . : VINYL EXISTING SIGNS. . . . . . . : 0 ELECTRICAL PERMIT REQUIRED: NO BUILDING PERMIT REQUIRED. . : NO ADMINISTRATIVE EXCEPTIONS. : N/A PERMIT FEE: $ 25.00 i APPROVED BY: DATE: 07/18/91 Permit No. CITY OF TIGARD SIGN PERMIT' APPLICATION 'I'he appl-tcant hereby applies for a pei:, it for the work indicated or as shown in the , xmpanving plans and specific.3tions. SIGN LOCATION ADDPESS: I C-1-7(>�j y^�,� 2 J,J��26, T ZONING: P NAME OF BUSINESS: _ Cj5, ApI'LICANT/AGFN I':--?- ) L-Arc_- - CXIMPAT?Y: tea k R-_ The City of Tigard imposes an annual Buu:iness Tax which must be kept current on all persons doing business in the City. Do you presently have a current business tax? YES ( ) NO (,� U.L. Lakel _— PROPOSED SIGN: (Check as many as apply) _ PERMANENT FREESTANDING FREEWAY ( } TEMPORARY ( ) WALL ( ) ELECIPONIC ( ) OTHER ( ) BILLBOARD ( ) BALLOON ( ) SIGN DIMDI5IJNS: —�-- X cs7 EXPIRATION DATE: TOTAL SIGN AREA (Sq. Ft.) : - �{-5 •"1 S �Q F�- --_ -- ,- _- WALL AREA (Sq. Ft.) : WALL FACE: PROJEM- ON FROM WALL,: IZJIMINAT-ION: YES (-1:4 NO (✓'f TYPE: MPY: MATERIALS: V!^ry L. cav A �n-�- ?-,r�k �1�r 6k EXISTING SIGNS AONIINIL.LRA`Z`IVE EXC=-ON: N/A ( ) APPROVED ( ) HOW mLui-- -% AREA ( ) HEIGHT ( ) CTJMM NI"S: PLANNING DLTAR.IMEVr Ali sign permits must lx-- acc ompani�c)d by a scale Permit Fee: J,') ` drawing and plot plan. If work authorized under Reoei No: '41 - ' a sign permit has not been cxmpleted within ninety A-oroved_ By• V 1c f days after the issuance. of the permit., the permit Date�,--- , - - shall becam null and void. ELWIRICAL PERMIT I CERTIFY THAT I AM THE RECORDED OWNER OF THE REQUIRED: YES ( ) NO PROP IT OR AN AGWr AT.TIIVI-dZED BY THE OMIEW.. BUILDING PERMIT _t i n o RDQUIPM: YES ( ) NO (`�� Applicant's Signature - W J,90,2 0 -rL cP/RQ4MW Address Telephone N:\W0M\CCHIDEV\ n- 'Xz p F-F- F1 3Ln 0 � a 1r _ Ll < w _ �— u W R N O ilia RT H i=. H.1 z - I IIr = y-- Y YYYr V f o (I O I'. rJAG LAVA�J i I PYp CAL � 25'rj.G, ANN L4" i HEI- (e))PHo JEA lw // l _A RG uV� vp w ,� uva ti 60) t _ M)F'(RCAL Aza (5)RHO Date. '1 1�--� Pc x�o�Cnr.IG Wert ykau. tats PL-jc D ra rw�Ril. \ LOCUST STREET ( AWP J AHO em .x-. Arowr4p 'LAW N IPX*+.t ` I LAw (71 l cury OF TIOARD -E-CEIPT OF PAYMENT RECEIPT NO. a 9.1-i--:'15 179 CHECK AMOUNT 5. ft NAME s s,rAN THE SIGNMAN CASH AMOUNT a 0. 00 ADDRESS s US WEST DIRECT PAYMENT DATE s 07/10/4' leallo SE HOME SUBDIVISION MILWAUKIE, OR 97222— ruRPOSE OF PAYMENT AMOUNT PAID PURPOSE OF PAY ME=NT AMOUNT PAID SIGN PERMIT F 25.00 MN PERMIT 91 —93 ffil"AL AMOUNT PAID 25. 00 W w t MEMORANDUM CITY OF TIGARD, OREGON DATE: June 11, 1990 TO: Gary FROM: George Steele SUBJECT: Lincoln V & SDR 89-12/V, 89-1';/M, 89-11 Baugh Construction, the contractors for the Lincoln V building and parking structure, have requested a final inspection for both structures. Conditions N9, 10, and 1.1 of the SDR addresses improvements to 92nd and 93rd streets. Conditions 13 & 14 addresses storm drainage to be extended to Locust St. As the project now sits, drainage from the upper level of the parking structure is pumped to a small pond which overflows to school property and the storm drainage for the new paved parking lot area is not connected to a storm drainage system or anything else. Pleasn advise ASAP. Ix v�41 "a I rl / MEMORANDUM CITY OF TIGARD To: George Steele, hailding Inspector r1 ' From: Brad Roast, Bcuilding Official'- C_ Date: 4-6-90 Subject: Lincoln Five parking structure Since you brought. to my attention, the problem with the storm drain system for the parking structure, I have considered what needs to be done until the public storm sewer is available to the Ptructure. A sand/oil separator must be installed, in order to keep the oils and chemicals from discharging into the ground. An adequate sump pump must be installed, and must discharge to the storm drain system on the Lincoln Center property. The above must be done in order to approve a temporary occupancy of the structure. The permanent occupancy permit can be issued after the i'..blie sewer is installed and the structure is connected to it. Thanks led e,6 A.tAt �GWJEMMULIMIRLAL��MUMMMMMMAK ME Astragals � _°8'ao'RE�- i iC� EluyLine 3099 86AP 860P 86GP Ir l y 76)( Z� - A 1A 114 r % inyl / ID 64A bac 640 64G vinyl DB591 AN 06591 DN DB591 GN -- - Neovene / Weather Strips for the Pivot Edge of Double Acting boors 126AV 126DV 126GV L J7 DS63A r OS63G DS63D DS63G vinyl\ Nall size •/LJ •,I 25 CENCo fax architectural wood transmission (503) 284-017 1/3 DATE: __-- __...r. TIME rAGIL_ SUBJECT: Comments/Special Instructions: of _ — { W there is any problem with this trAnIM1112I0no 0111: 173 CENCO Portland 503.284.002A Nsma: n -- --- - - — Naime _..._ Fax nu Y1ber if other than CFNCO Portland. i Disposition of Original Documents. �3 Destroy n Mail L' RAturn to _-_ _ oh No. F{le Nn. 714 N.E. 55th AvenuesPortland, Oregon 97213•(503) 284 0024 k 9 CENCID ar.-hiteclura, wood Se�ort 0W;S-RW,1U transmin "46H.KAPONNW (503) 284-0-170 DAI E: TIME TO! /"-j ....... S1,113JECT: L A( Comments/Special Instructions: It there is any problem with this tran;,-mission, C311: CENCO Portland 503 284-0024 Name: Name-, Fax number if other than UNCO Portland: nisposition of Original Documents, Ll� Destroy Ll Mail fl Return to 'lot) NO POP No 71,6 N E. 55th Aver,Lie*Portlard, Oregon 972,3o(503) P84 0024 CE111*=0 fax arch0C-Ctural wood . �� transmission fv11LL1NC�R�•Ci4�YK�1( { (503) 234--0170 r� 4 CF `� �/ _ -._ TIML _..__. PAGE 1 OF FROM; 'a=----- 4 r Comments/Special Instructions: fj i If there is any problem with this transmission, call: ;..J Cr-"(.0 Portland 503.2e.1.002il Name: .. ------ --�- Name: FAx number if other than CFNCO Portland. Disposition of Origiral Documents: O Destroy 1 Mall Return to —__ Job No. File No _ .. 714 N F" 55th Avenue•F'ortland Oregon 912136(503) 294.002,4 ... ... MMULMM Reese Enterprises,Inc. RO BOX 459 • AQ8FMOUNI,MN 55M 0515 • (812;423.1128 April 3, 1990 Attr.r Barry Cenco Company F'tx# (503) 284-0170 RE: U) Ratinf3 of Product #F-06 Dear Barry: j I Our product nuRI,ei F"-86 has been i,iveatigated by Underwriter Laboratories to dctdrmine that whr;n tnatalled in accordanco With our ins+-.,dation instruct ions, it. doe.s not adversely � affect. :w firF tesisten(:in ,performance of the classified fire door . The "F" prefix designates that the Product has been j fire trsted, and that each pip,, has the UL label attached. This material is intended for appiicat-lon to steel covered Composite and hollow metal type fire doorn rated up to tt)rn,;, hours. i This Information and this following page is all of the ULA information that T am at-ie to send. Hope this answers all ^• your. questions. Sincerely, REFY, ENTERPRTSES, ZNc Sandy Qvarsitau Custcmer Sar-vice i I r APR—D3-'?0 06548 JVIRL`t5E 1` INNE507R UUU2 ItL N-JS t Virtually all of our seals v o ,z have earned :. this seal. (jatklr!islot Iri rJ�p►f{('llltlllrlld by IJr,QArwri) �" sit l�bnllltorlea, Mc In• ,� li►rdod 101 rppt c&bon 10 61661 r Qw4f"ownp)la P,id r+0,10- .0 A/tIM type i+e &r)0'14 roti^ UD IIQ!h0+,N1 e% It's Important to you, bacause It takes the ahout our quality, our craftsmanship, our ad• guesswork out of your gasketing selection. vanced protective features. But most of all, it Now you can go to one dependable source for says that now you have a3*vranc.o of choice-- all your gasketing materials, Ruese Enter- from inexpensive self-adhesive strips to top- prises. Becauae now only Reese can claim vir- of-the-line sound r. Write us for complete in- line door bottoms and ad- u tualiy every Item in its complete weathershstable doorstops.�ormation on our QUI_ classified products. All to be UL approved for use on tiro ratod at one Ul. approved manufacturer, ri openings, Reese. Depend on It We think the UL. stamp of approval says a WA � �IIrtM rE Re eS e ►o bc+1A614031mouie Vw"Ora.prtt$R7 tin TOIL FAFE (800) 328.0953 IMr 11�tMAf fly 0 I(XA1"F V � nru��.►sn..+c.L�<<a,•*e[°i'�"N.1u.. TOLL FiiEt: (800) 334 8823 TIGARD PUBLIC SCHOOLS,DISTRICT 21.1 I Administration Office 13137 S.W. Pacific:Highway Tigard,Oreqon 97223 Area Code(503)620.1620 March 30, 1990 Mr. David C. Blake Trammell grow Company 10260 S. W. Greenburg Road, Suite 750 Portland, OR 97223 Dear Mr, Blake: This letter is to follow up and confirm our telephone conversation of ,June 1, 1989, wherein I granted permission to store fill material on the portion of land south of the playground of Metzger School Per our conversation, you are not to disturb ani• of the trees and are to relocate the dirt «vhen Lincoln Street is Built which should be in ,June of 1990. Upon construction of the road, the site is to he returned to a condition equal or better than its current state. Sincerely Bud Hillman Director of Operations. Post 0110.Box 5396 10260 SW GrL.Iburg Road Portland, Oregon 97228 Portland, Oregon 91123 503/245-9400 March 27, 1990 City of Tigard Building Department Mr. George Steele PO Box 23397 Tigard, Oregon 97223 Dear Mr. Steele, This letter is to i.nform you that the Trammell Crow Company intends to remove the large pile of dirt located at the east end of Lincoln 'Power parking lot within the next six months. The dirt is going to be used to build the berm along the sides of the Lincoln Street addition. Attached please find a letter from myself to Mr. Bud Hillman of the Tigard School District which confirms that the School District has approved our storing fill ..,aterial on their property, next to the parking garage and the corner of Metzger School for the Lincoln Street addition. Please let us know if we need to provide any further information. Sincerely, TRAMME' 1. CPOW`COMPANY David C. Blake Partner WKINSTRY CONFORIMAMO H OF COHWERSA70H Mechanical Contractors P.O. Box 12149 Portland, OR 97212 (503) 238-,,620 223-01 MC-KI-N-372ND PROJECT- JOB NUMBER SUBJECT_ DATE, .TIME CONVERSATION BETWEEN OF WKINSTRY COMPANY AND* OF— F] IN PERSON AT-- PHONE Al ko '::?o'X Z/ 4y '70ui e X? 0 /,Of eve C_ COPY *If a party to this conversation does not agree with the understanding stated above, provide any correction and return a copy, within -10 days, to McKinstry Company. White-Customer Yellow-Job File Pink-Originator r I f I 7� I loft. xYz T1�fE' CEc, -DFfAiL 7'yo 6 x ,1 YK�n.,•Mu,a„+wat,sr,.raartr.-..�...,.:vr::r•�:11!. r� I I 16s Aft"I)ty c. fir// I v•' .......... . . .. ..... ................. -07 N.V.A.C., PIPING,PLUMBING,EMERGY YANAGEMEMT A PNIE PROTECTION PROJECT: PROJEC KA MCKINSTRY �AW" . Z V .v tss t,BAR10I1 tT C�rtCKfD BY, P.O.BOM NNT DATE: • /.._�� Ot WATILE,WA MIN �t>♦I�MC�11•b�.pTYO TITLE: tNfCMANICAI tNGINttRt AND COIETRACTOIIt ON?M-3301 37' bQ . -�'.. .. � . •vxAu.t•�ntr...-,,.r.00+YilAltla�'/'iwf•n�Y itY#riv'.xafar.^..-CCT:^:?.•D.t:'+7t.•:'i•...:7•vv,.'nc+Y'�yrn�rn.o.�o••r.cru'nw+Burr wc!'altitrn �54 " II � l a-4 i I l M I = ---- 216. �✓,�It it , �,2 � I � I �© Lbs uj IS/14 4 ---- - --_.�_---{I-P 1i - - --- • ____ I I*44 11 II 11 - _- � ✓'y 3 ti.L r 7" ;P. Y►' '' 3/9 kpff Consulting Engineers March 21, 1990 M George Steele CITY OFTIGARD 13125 S.W. Hall Boulevard Tigard, OR 97223 RE: Lincoln dive Parking Structure KPFF Project No. 89322 Dear George: As discussed in our telephone conversation on March 19, 1990, we visited the site to inspect the condition of the cracked beam on Grid Line 15. The cracks have been epoxied by method of injection aF recommended in our letter dated January 10, 1990. The repaired beam appears to be in satisfactory condition. If you have any questions or need further information, please call. Very truly yours, Ga ar H. Gaaf. , P. . Aociate GHG/jkd 707 S.W. Washington St., Suite 600, Portland, OR 97205-3523(503)227-3251 FAX (503)274-8029 Los Angeles Portland Seattle •meMan,. IMI'�N,*'.:nF.1�.t;diASM"k:NIW►iN INP'"µW4iM' WtF„ ,. '�Ai�T• d'^� ',�^'nP✓✓ fiU'Xii�l�. IN Vq� TUALATIN VALLEY FIRE & RESCUE AND BEAV_ERTON FIRE DF PARTMENT FIRE MARSHALS OFFICE _ �i9c GJ� (503) 526-2469 POSTED OCCUPANT CONTRACTOR _ BLDG. PERMIT (k PROJECT NAME //, / yy C,r) PLAN REVIEW 0- LOCATION r' JURISDICTION: 1= Be. 9= Du, 3= K.C 4 -6s Sit--Z= Wi, 8= CC 9= WC 0= PIC COVER FINAL SPECIAL FOLLOW-UP/REINSPECTION ATTEMPTED FINAL Framing � Separation Walls � Sprinkler System Shaft Fire Dampers (Overhead/Underground) ElAlarm System El Hood' Extng Systems Conference F] Spray Booth ❑ Ceiling Cover � Other 1,s Date: Inspector: ��--• q s 10200 SW Greernburg - -- --- -- --�---i PLUMBING PERMIT (' C17YOFTIG P IT N. . . . . . . : PLM90-003 RDPERMIT #. : PLM90-0035 7 ED: 03/07/90 COMMUNfTY DEVELOPMENT DEPARTMENT OREOM S 1 TlDI "d A.flggM JWW 94t�1lA$�R( t 4175 A CEL: 1613 5AB-00900 80004YISTON. TOWN 13L�CK. . . . . . . . . . . LOT. . . . . . . . . . . . . :8 ------------------------------------------------------------------------------ CLASS OF WORK. . :ADD GARBAGE DISPOS4LS. . : MOBILE 11014E SPACES. : TYPE OF USE. . . . :COM WASHING MACH. . . . . . . : BACKFLOW PPEVvTRS. . :l ()C(7UPANCY GRP. . :B2 FLOOR DRAINS. . . . . . . . TRAPS. . . . . . . . . . . . . . . STORIES. . . . . . . . . WATEP HEATERS. . . . . . . CATCH BASINS. . . . . . . : FIXTURES-------------- LAUNDRY TRAYS. . . . . . : SF RAIN DRAINS. . . . .. : SINKS. . . . . . . . . . . URINALS. . . . . . . . . . . . . GREASE TRAPS. . . . .. . . LAVATORIES. . . . . : OTHER FIXTURES. . . . . : TUB/SHOWERS. . . . : SEWER LINE. (f-t) . . . . : WATER CLOSETS. . : WATER LINE (ft) . . . . : DISHWASHERS. . . . : RAIN DRAIN (ft) . . . . : Remarks: Owner: ---------------------------------- ---------------- FEES ----------------- TRAMMELL CROW type amount. by date recpt 10200 SW GREENBURG RD PRMT $ 25.00 5PCT $ 1.25 TIGARD OR 97223 PAYM $ 26.25 JLH 03/07/90 Phone 1: Contractor: ----------------•------------- NORTHWEST LANDSCAPE INDUSTRIES 16075 SW UPPER BOONES FRY RD TTGARD OR 97224 ----------------------------••--•----- Phone #: 684-1450 $ 26.25 TOTAL Reg V . : 5314 ------- REQUIRED INSPECTIONS -- ----- This permit is issued subject to the regulations ccntained in the Final Inspection, Tigard Municipal Code, State of Ore. Specialty Codes and all other applicable laws. All work will be done in accordance with approved plans. This permit will expire if work is not started -_ - — within 180 days of issuance, or if work i.s suspended for mor( than 180 days. Permittee Signature: — Issued By: Call for i.nspectlon - 639-4175 I CITY OF 1'IGAFD — RECEIPT OF PAYMENT REC NOk 00107654 CH CE- AMOUNT 26.25 11HIgEc NORrliWEST LANDSCAPE: CASH AMOUNT o .CEO HDOPESSe 1607SW UPPEP 9001*5 PAYMENT DATE_ a 03--07-90 TIGAf:D. OF 9721210 EiI...00k: NO/FaCDRI 10200 SW GREEEN1 URIS PURPOSE OF PAYMENT AMIlL4NT FAIL E'UF'F05E. OF PAYMENT AMOUNT PA 11) ----_—__-.__ PLUMPING PERMIT (90-0075) 25.001 STATE BUILD PERMIT TAX (5%) 1.25 I. i PERMIT WtLL RE' MAILED TO CONTRACTOR WHEN PRINTED I � i I i I 'i TOTAL AMOUNT PAID — I I I I� r �NSiN vq� TUALATIN VALLEV FIRE & RESCUE rl �4 AND ® i BEAVERTON FIRE DEPARTMENT FIRE Iv1ARSNALS OFFICE (503) 526-2469 POSTED: FGRE OCCUPANT — CONTRACTOR r T _BLDG, PERMIT I{ PROJECT NAME �, / ti�G 0 L, Aj `� –~`"' _ PLAN REVIEW 0 LOCATION JURISDICTION: 1= Be. 2= Du. 3= Ii.C.(,�4t(T )-5= Tu. 6= Sh. 7= Wi. 8= CC 9= WC 0= MC COVER FINAL SPEC`IA FOLLOW-UP/REINSPECTION ATTEMPTED FINAL Framing Separation Walls Sprinkler System Shaft Fire Dampers (Overhead/Underground) Alarm System El flood' Extng Syscems Corference Spray Booth Ceiling COVel Other 1 1 1 w —T Date: / — Inspector: �P?►N �.�� ' ' TLIAL,ATIN VALLEY FIRE & RESCUE l��P rl ��< AND BEAVERTO'N FIRE DEF ARTMENT FIRE MARSHALS OFFICE (503) 526-2469 [POSTED: FaaEs / OCCUPANT CONTRACTOR BLDG, PERMIT 0 51'l� PROJECT NAME PLAN REVIEW Ik LOCATION % L' JURISDICTION: 1= Be. 2= Du, 3= K.C. 4= 'll 5= Tu. 6= Sh. 7= Wi. F,= CC 9= WC 0= MC COVER FINAL SPECI FOLLOW-UP/REINSPEC'.ION ATTEMPTED FINAL 0 Framing Separation Walls Sprinkler System 11 Shaft Ll Fire Damper,; (O,,c;.;iead/Underground) ❑ Alarm System El Hood Extng Systems Conference Spray Booth Ceiling Cover Other 25-7 �Pooiz /llcT¢ ; _ ��, V CC Q 12 r Date: � c�G� ' Inspector ..N•"F iib:-�tA'`Mitk:.Y4Mi�111'�w�k`,.;;y�,jw:(,rK'i"'S,,,. �ptIN q< TUAL ATIN VALLEY FIRE & RESCUE AND BEA_VERTON FIRE DEPARTMENT _ FIRE MARSHALS OFFICE 4 REg (503) 526-2469 POSTED: OCCUPANT CONTRACTOR r V Q-13 BLDG. PERMIT it PROJECT NAME PLAN REVIEW 0 LOCATION JURISDICTION: 1= Be, 2= Du, 3= Ii,C�, 4 "S-Tu- 6= Sh. 7= Wi, 8= CC 9= WC 0= MC COVER FINAL (SP FOLLOW-UP/REINSPECTION ATTEMPTED FINAL �..._._4 ❑ Framing ❑ Separation Walls ❑ Sprinkler System ❑ Shaft ❑ Fire Dampers (Overhead/Underground) ❑ Alarm Sys -.em ❑ Hood Ext.ng Systems ❑ Conference rl LJ Spray Booth ❑ Ceiling Cover ❑ Other G i //i/ 5 Q v Date: —. ql]/�a�/\f{ Inspector: �a,TIN u 'fUALATIN VALLEY FIRE & RESCUE Q BEAVERTON FIRE 1,EPARTMENT_i FIRE MARSHALS OFFICE k9 GJ� (503) 526-2469 POSTED: ARE l OCCUPANT njC oh Aj CONTRACTOR O b BLDG. PERMIT 0 PROJECT :LAME PLAN REVIEW 0- LOCATION JURISDICTION: 1= Be. 2= Du. 3= K.C. 4�_ Tu. 6= Sh. 7= Wi. Il= CC 9= WC 0= MC COVER FINAL ( SPE FOLLOW-UP/REINSPECTION ATTEMPTED FINAL Framing ❑ Separation Walls ❑ Sprinkler System ❑ Shaft ❑ Fire Dampers (Overhead/underground) ❑ Alarm System ❑ Hood' Exti.g Systems ❑ Conference ❑ Spray Bcoth ❑ Ceiling Cover ❑ Other �)oTL- 1�(L - � '��_ ems— /,fyl L, P,1 A,�J el ' /1++ (ars usjA-1 _Alp rQ,' IyAa �Z*+ �/ o/•� �/�+ 7>Ce �o'wS 6 � s f 6 [oil c- A /1V`(/o-q fy a/t Da te: l �- Inspecto1 . Q �k FES 14 190 10:48 INGRIMMILLS9P.C. 477 P02 ■ INGRIM / MILLS , P . C . Architecture/Plunninu/Inturtur Design f rrrn rA-44, 4,1 WAD 6,tJ FEB 14 190 10:49 INORIM/MILLSoP.C. 477 P03 1 I r IT i I I D.F. SECTION D.F. PLA ---- i LAV. COUNTERTOP SECTION r ■ IMGRIW / M ILLS. P. C; LINCOLN CENTER V X17-11i1e�ttjr P'laeein'sAnItoiar e:1111 TIGARD, OREGON tnIcrCalore Drive Luite U)", `TRAMMELL CROV L"kUl'Lk T 1 L: 9. .5 7 e uswefe,brelen 9703 ((-aos)62%)-202$ fn?f (303166-4-1227 phulkClN0, t Magi F COIN vie TtIALATIN VALLEV HIRE & RESCUE AND I� _BEAVER CON FIRE DEPARTMENT FIRE MARSHALS OFFICE; k9 (503) 526-2469 P05N-- �Fd RESG OCCUPANT CONTRACTOR BLDG. PERMIT 0 PROJECT NAME 1 J YU G ltv--- L(__--- PLAN REVIEW 1t LOCATION __(yL ✓ 11 —� 1 JURISDICTION: 1= Be. 2= Du, 3= R.0 4= = Tu. 6= Sh, 7= Wi. H= CC 9= WC 0= MC COVER) FINAI, SPECIAL FOLLOW-UP/REINSPECTION ATTEMPTED FINAL ❑ Fraiding � Separation Walls Sprinkler System u Shaft El Fire Dampers (Overhead/Underground) Alarm System lI Hood Extng Systems LJ Conference El Spray Booth Ceiling Cover Other �uo 7__•_ _. Date: Inspector : ( -la— I CITYOF TII ARD 77OREGON - February 2, 1990 i Ross Crosby General Foreman Christenson Electric, Inc. 111 S.W. Columbia, Suite 480 Portland, OR 97203. Projects Lincoln Center V 10200 R.W. Greenburg Rd. Dear Mr. Crosby: Yrrir request for permission to install the disconnects for the roof-top mechanical units as outlined in your letter of January 22, 1990, has been .reviewed and is granted. We discussed your cequest with the Fire Marshal's office and with the general contractor. Both parties concur with this action. If you havr, further questions, or if we ntay be of assistance, contact us at any time. Sincerely, Jim Jaqu�, ' Plans Exeminer 13125 SW Hall Blvd.,Fl.0.Box 23397,Tigard,Oregon 97223 (503)639-4171 ------- FEB 02 190 16t57 INGPIMiMILLS.P.C. 403 P02 i 1 -7 a x r ■ IXrrklit / YILISS. P. C. LfNML.NCMIRQ000 , �a.• LWW ocetw.�w�i�itv,?7015 a 300 YAJ►Y1[EI.L CROV PstaptlTm • rso3t azo-2o� 'NK.IS0 19A� I&V 'AO.KC:N0. OWE V TELEPHOW.' Ml;'MO(;h'AM. CITY OF TICARD/BUILDINC nEPARTMENT Rl'ASON FOR CALL/;;UB.IECT MATTER: -vco/^/ DATE: /V_> C/ ' % e '!'IMF, PHONE NUMBER: - PERSON SPOKE TO: TION/JOB 7'1TLE:'_ _A�,u � ert .5 �-rdo v CON l'l'RSAT I ON: /S��`Qr+r a.��Fti, Sq T.q<<c�►� Cts/%� 'See lfo, oc �y p/�O�POv�E O v/Z1t'c�t RESULTS/ACPtON TAKEN: . . . . . . NOTES/COMMAWTS: FROM THE DESK OI'r �7 a� M MORANDUM CITY OF TIGARD, ORNGON TO: Brad January 29, 1990 r' FROM: Ed MurphQ�e RR: Trammell--Crow/Lincoln V We have received the materials we needed from Trammell-Croy, on Lincoln V. You may now release tenant improvement permits, or ary other necessary building permits, for the Lincoln V building. d j/m-b&!c.EU Constniction Inspection & Re!(.ted Tests Carlson Testing,Inc. PO Bax 23814 Tigard Oregon 97223 Ph,>nf (503)684-3460 _ F-1X 684-0454 ,1dHUal y 2`J, 1990 #cn-4ss� FIELD INSPECTION REPORT DATES COVERED: Ja►uldr y 24, ]990 PROJECT: L' ncoln V Parking Garage ADDRESS: S.W. Greenberg Road INSPECTOR: C. Stasch 1-24-90: CTI representative visited the above referenced projec,� fur inspection. Gaeffer from KPLE- came out to look at the cracked beam at 13 line. He instructed the ironworker to de-tensiun all cable in the beam. The ironworker released all tension on all cables in the beam on 13 line. - *W--es-eV.a t i ve did not notice any Change in the crack in the beam. Cables were stressed again. One cable broke two strands inside of the beam. Anchlol wedges would not Bold due to smaller diameter of cables. All other cables were stressed to 33 Kips arid proper elongatiorl. CTI inspector did r►ot note any change in the crack in beam. Gaeffer was notified and he stated not to take resl-►ore Crum under beam around the crack until the beam could be epoxied. Respectfully submitted, CAR SON TESTING, INC. Duugl s W. Lea .1 President. Att, CS:sam cc: Trammell Crow Cu. Baugh Construction Cu. KPFF ' l P f4,(. .10. Yrigrahm R Mills City of Tigard C:r�oo Ingwdon&ReLrrd Tera Carlson Testing, Inc. R0.Sol 23e14 STRESSING RECORD 'ngerd,Oregon 07223 Phone(503)664-3460 Date: 1-24-90 Jos No: CP-4884 ?ermit No: Cl lent: Tr&-rnell Crow Inspector: C. Stzoo�-ch 4485 rcject: Lincoln Parkinr, - — _ _— Location of Work: - ---_ -- - -- s Tigard, Oregon Bearn 13 line Re-tension carnet•s/e/S di='ABROOM*USE*ONO&NO..r.-...too,.c..s:..e.r... r_crx ...its...It,........n n....... E'4aDWI E L'JNG I FA ! F I NAL I Op I G I NAL !— E 1 J'JGAT-ON I TOTAL ! A1JCHOR ,JD. I RE,1'JIRED 2E0'JiRED I LENGTH I LENGTH L I EL0'64T1014_1F0;�CE _ 1 _�- 18" ; v33 Kips v 17 l 18 33 KIPS 2 I 18" I to I I I 17 ! 1 I 18 I t. 3 18" to I I I 17 I 1 I 18 ! " I 4 18 to I I ! I 16 I 2 ! 18 I " I I I I I I I I 5 I 18" ! t. I I I 16 I 2 I 18 I " 6 18" I 17 1 18 " I tt I tt ! I I I I I to —7 I 18 I I I I 17 I 1 I 18 I 8 18" of I I 3 I I 3 1 8 KIPS 9 I 18" I tt I I I 17 I 1 I 18133 KIPS I I I I I I I I ' 10 I 18" I of I I I 17 I 1 I 18 I " I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ELECTRIC, INC. • • - - :� •• • -: • �,16� - - : January 22, 1990 City of Tigard Community Development Department 13125 S.W. Hall Blvd. P.O. Box 3397 Tigard, Oregon 97223 Attention: Jim Jaqua Regarding: Lincoln V 10200 S.W. Greenburg Road Dear Sir: I am writing concerning the electrical disconnects for the HVAC units on the roof of Lincoln V. 10200 S.W. Greenburg Road, there are tnree units involved. In the electrical/mechanical room located on the roof centrally between the three units are three disconnect switches which will be properly labeled for each of the roof top units. These disconnects are within 50' of the units and are lockable type disconnects. These disconnects will shut dawn all power to the units. sill provide signage on the electrical room and on each unit spellit.,_ out the location of the disconnect for each unit. I am requesting permission from you to install the disconnects as outlined above, as my company believes this is a safe and reasonable installation, and satisfies the intent of the Code,. Please respond as soon ata is practical. Respeotfully, Christenson Electric, Inc. RECEIVED loisxs'CACjr�mohb �- General. Foreman °^"r"''"'''"gplf1ij MIN! 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Supply Roans• rt�ll ?acme 1 Cie, , _ 151899 Cool Whin 1 STAIR r � it II IIµ �z:: ELEE:J I � I I t3TAIR V �� TEL�•.. I CASEWORK _ E.LEv. tumh Rano - UI+peL7 ud Wwre (Buildirtq Standard) u.� _ 111011 N MEN -._<« .—.-r a I GENERAL NOTES: E K r t OFSN OFf ICE � OPEN OFFICE �. 306 s _ _ CO 1 LO55Y I F-�y•a 3110 _ TOILET l .v ♦�'awe% TOILET _ ^ - KAY NOTES �-^ 4r tG ELEV'. 1. 14 1'.� �AME'1It' g'IAIrT '^I 03 RECEPTION I t >� 1a r 31 � „��_:- _ �♦ I i one Hour Corridor wall. s - � 1_ �-- _ __ ,�-----•- � � Plumb for 'hro vending MAchinaejspecs are Available from 312A 1 0 ' 1.L - �� Tenant. l._ Wil_ IL _J IIA �..cnn t" ` �, t' �' corcE�ENCE _ L �c `�--a �1 I Building Standard Uppers and Lowers with Si ik. _ E `ML�AIIL` 9l:PPLIE9 Q LU1JC►a - 317 313 314 , I 4 Refrigerator by Tenant. , ^ ami " * I�''� e O- Provide Sound Insulation in Wt.l. v ' i ' 14 Relite Verity Dimension n Q I Om- OFf'CC 316 7 Closet shelves � ) Lz q►rRnT1oN Oe Closet - She1L and Rod. - - _ � � 91FoA _ 9 Electrical Requirements will be Provided by Tenant. � � ' - CCwEMACE _ - I 114 1 • �. 30Es - --�� _ __elevator Shalt Wall and Corridor Wall ort*1 ofFl�� I _ ` 311 II - - - _ _ _ _ _• - I ii Align with Elevator Shalt Wall. al p1 1 OFFICE 12 Partition to be on Center Line of Existing Column. � 9 - � q �e 13 Partition to be on Center Line of Existing Mullion. IIN II I -----Partition to Align with race of Existing Column. a' - _ 310 , I I 13; __G_�. II _ 'jam ! DN1't C/l7NPLG1 it�d 1 b N fJT v — - _ - - 1� Ft- 1� - 8 f TE a dTt�GMI�F`�_ •+ o Ao tx'(Yrlt7 ti1UtrS phl�nr'c~` �,�L 93 -t.✓ p o r- ,o �, 2,IZ vo'1ND x Er N I �I C7 e' ee N 0 I' iriH %,ItatFSyIt7L � o o op ryrsr,Tlor� --1 _ W `" 1/at x �l.1�2�t1C0p�N1 ° E � ° 1 ~ o _e � =�y'�Z' �aUr�flGf•v I r/iULArn0" PARTITION PLAN _ tIe' .g11a1. t'•e' � -.r; -__ �F Ra.I�bC•p�-b.7Fi + DATS I/ Iti�n 1 r ---"1 Standard Partition I � aevtswe ) Tenants Softwa'_1.;Panel. System sound Insulated Partition DEMISING WAL.UPARTITION WALL. wm-=x Demi sing Wall I TENANT SIGN OFF One Hour Wall Extension L OWNER SIGN OFF CW tSri(ENB'.in, P,-J,7, . .p, r 1 } 4 NOW "mum4� .sew .. .. ._.. 1 r ill1A,1II,� 111111E IlF' p Ip�� r I� i`�i Fplll.�r Ips p�l� I'llI f llrl11 1 111', III FII III flp tpl Ipl FII IpF Ipl Ipl III FII III Ilr FIF III 111 rIF FII III III Fll FIF 111 .,• � I � I � � � � �� NOTE: IF THIS MICROFILMED �"""'»" 2 3 .. 4 5 Fi 7 8 9 I0_ 11 IQ - - DRAWIIIG IS LESS CLEAR THAN THIS NOTIGi1-'11T IS DUE TO JI.1E QUAL I I Y OF THE ORIG INAI_ + f - — - - — I r DRAW RIG, nE 6z 9Z a 9? fiZ IZ F:1Z Z1Z I'Z OZ 61 11 LI 'dl SI I'1 EI ZI 1! 01 6 1 L 9 S ► E Z 1"»'" . IEnluNluNlunFr 11LIIEIINf>11lnhutlln111w61n1u111E1E/ItiMMIMIIIENItllduuhndnnlnuhrnitntlrrtlru'Irthlwllrlrllrrrlrbn�nrinnlllui,lullndlnrlrnrbluluullu�rhgnllnllnnhlnlnnlnnllul>�III�Wuubiullurllrl►Iunllu!Jwlnll � ..._ ' APRIL ` 01 � Ax. JAN 12 190 10:00 INGPIM/MILLS+P.C. 289 P02 PiPC �N I�"R-,�►T!��t S lyx;4T mIh1.'2 N� 40 r4 22 OU r, -n Sufi I'll 77AL 67Q To �t)PE LJsF-r. i'G 7• 'r�t'1 M IZY H/-"-VE MIN - 'Z-NR- LJ.L-. JAN 12 '90 09:59 INGPIM/MILLS,P.C, 289 Pcill C R. I I L L S. P. ArchitecturO/PlOmMms/luterimr Design TELECOPIER COVER LETTER mO TK2COPMR PHONE NVIMER:—41A* dr i:- DELTM PlIONT NTWER FROM NAME. COMPANY: lNGWM/MjUS, P C, FAX NUiMER (503) 884-1227 MESSAGE TRANSMITTAL INFORMATION TOTAI. NUMBER OF PAGES ...... ...... (INCLUDING THIS PAGE) DATE OF TRANSMITTAL .-- ' Tw: I'acr --- plakNee call (503) 820-2025 if there are any problsmm wffli transmission of these pages. Thank you. One Canterraints Drive ftite 30C Lake Orwelo, Oregon 07035 (503) 620-2026 FAL(503) $84-1227 .v v psi v ie n INSVECTION NOTICE City of Tigard Building Dopertment 1� P . Box 2?397 Tigard, O egon 972?3 !^ Phone: 839-4175 Type of inspoction Date Requested Time A.M. _P.M. Address Lfly Pe�ti # / � Owner-- lot Builder The following Building Cone deficiencies arsi required to he corrected.. Presented to -_ _ qANproved Inspector - ❑ Disapproved Date CALL FOR REINSPECTION YFS 0 NO INSPEMON NOTICE Cit oand Builoinc! Department,, � r1 City Tigard ^. P ,, I P O. Box 2J3; it Tigard, Orogon 97223 �'«</// /,//1"'�'✓ Phone: E39-1175 Type of Inspec+.inn A Date Request,d A.M. P• tee' Address � — ---- Owner_ — Lot Builder —The folloNing Building Code deficiencies are required to be corrected: Presented to ___—_ AAPproved Insp^ctor d __ [ ) Disapproved Date T� CALL FOR REINSPECTION E-1 YES Cl NO January 8, 1990 D.rvid Blake, Partner CITYCW TII ARD Trammell Crow Company 10260 S.W. Greenburg Road OREGON Tigard, OR 9722.3 RB: Conditions of approval - Lincoln V �IN, File No. SDR 89-'.2 Dear David: I have reviewed tho status of the conditions of approval pertaining to the development of Lincoln V with Ed Murphy and Randy Wooley. Before permits to completf, th!i building and the tenant improvements may be rrleased, three items remain to be compi.eted: 1. An bgree:n:ant relating to the drainage system must be finalized. This agreement was a condition of forming the LID and the attorneys are working to resolve this. Ed Murphy should b,s contacted if you have any questions regarding this item. 2. The Mapleleaf inters :tion issues must be resolved as noted in conditions 6. and 7. in the decision. A copy of SDR 89-12 is attached. These conditions can potentially be covered by the LID if the County concurs with the ATEP report recommendations. 3. A waiver of remonstrance must by provided (condition 17. ) . A copy of this agreement form is attached. All other conditions of approval have either been satisfied or will be secured by the formation of the LID. Please call if I can be of any further. assistance. Sincerely, Keith S. Liden Senior Planner c: Ed Murphy Randy Wooley Alad Roant m Jaqua l,INCV/kl 131;5 3W Holl Blvd.,PO.Box 23397,Tigard,Oregon 97223 (503)639-4171 — -- ---- KM 11 AA II L' G�^/� INSPECTION rJOTICE f Ity of Tigard Building Department �/� P.O. Box 23397 _! � 'Tigard, Oregon 97223 Phone: 639-4175 c. Type Inspection DAtP. Requested J �J �' Time A.N;. P.M. Address tL ' AL 40-1 _ Permit # `/Z IJ Owner Lot # Builder The following Building Code deficiencies Are required to be corrected: Presented to _ Approved Inspector `..� -- -- i._,I II----11 I --- ------ Disapproved Date CALL FOR REINSPECTION YES I 1 NO INSPECTION NOTICE f' City of Tigard Building Department P.O. Box 23397 Tigard. Oregon 97223 ! Phone: 639/-4175 LEt..0 �-�� Type of Inspection _ Date Requested /- Time A.M./\ _P.M. Address _ 4 JI-X.�,�x Permit Owner Lot #� Builder _ - _-��-- The following Building Code deficiencies are required to be corrected: --- ;�ll '7 Presented to �— - _ } pproved o Ins P-Por Disapproved _ }_, Date - — -f--+ - — -- CALL FOR REINSPECTION YES ❑ NO i INSPECTION NOTICE City of Tigdrd Building Department F.O. Box 23397 Tigard. Oregon 97223 Phone:x6`339-4175 Type of Inspection --- Date Requestod In A.M. P.M. Address 1✓4 1401 :'7 J Permit # � Owner rly _ Lot # Builder The following Building Code deficiencies are required to be corrected: �b l Presented to -- __,-- VApproved Inspector r Disapproved i Date �� t CALL FOR REINSPECTION YES Cl NO o•. s INSPECTION NOTICE City of Tigard Building Department P.O. Bur. 23397 TI ar , O,egon 97223 639-4175 Type of Inspection . z.C'ZL Al5-C—/ Date Requested_ � � � Time��! A.M. P.M. Address _--_�� -�i �.. _--_ Permit Owner — Lot #------------- Builder_—_ z, L• The following Building Code deficiencies are required to he corrected: Presented to Approved fnspector — -- —. ❑ Disapproved Dat( _ /L- ----- CALL FOR REINSPECTION 1-1 YES FA NO INSPECTION NOTICE �.J City of Tigard Building Department C. F O. Box 23397 Tigard, Oregon 97223 L Phoae. 639-4175 Type of Inspection Date Requested Y.2 Q,[ Time A.M. /A. Address oZ "` t 7�-- ` _ Permit #E°' r_�l Owner Lot __ Builder --- The followinq Building Code deficiencies are requirod to be corrected: Presented to _-- --__ -_- Apiorovqd - - Inspector j Disapproved Date —. Z ./7 M-19_ C LL FOR REINSPECTION YES 1-1 NO a w. INSPECTION NOTICE City )f 1 igard Building Department J P.O Box 23397 Tigard, Oregon 97223 Phone: 639-4175 Type of Inspection / r – Date Requested _ Time A.M. PA.. Address , `'�' —_ Permit # ! --— Owner --- Lot #__ Builder '" � .L The following Building Code deficiencies are required to be'eorreated: Presented to _— —_–. Approved Inspector �, /� 9 _ ❑ Disapproved Date CALL FOR REINSPECTION YEE 0 NO A INSPECTION NOTICE City of Tigard Building Department D P.O. Box 23397 Tigard, Oregon 97223 n Pnone: 839-4175 V� Type of Inspection Date Requested Time A.M. P.M.MQ Address _� �` � r Permit #&�:0 !Z Owner , �Lt _x/��:. _ Lot #, M Builder The following Building Code defirienries are required to be corrected: _ V V.✓Lts7�rtl(, �� ✓ Presented to _. .Approved Inspector - - �� Q Disapproved Date /--gr CALL FOR REINSPECTION ❑ YE! (l NO I i INSPECTION NOTICE City of Tigard Building Department P.O Box 23397 Tigard, Oregon 97223 Phone: 639-4175 Type of Inspection Date Requested Z Time A.M. P.M. C/ Address �L�! L�U �1i _ Permit #� S Owner Lot # Builder __ — ^— The following Ruilding Code deficiencies are required to be corrected: /v' — -— ----• .y�T�..ta.•••0 �L..ee'LLd.�'_~--�.1d�7.LSc- Presented to _____--_--- --- KApproved Inspr.;tor �.-----_____ _. U Disapproved Date — c -- CALL FOR REINSPECTION YES NO I , py ' I cw Irw ILA .i i 20d 690 �'d'S��IWiWIa9N1 bS1ti 68, 90 330 INSPECTION NOTICE City of Tigard Building Der,3rtment P.U. Box 2339 Tigard, Oregon 9722', Phone: 639-4175 /0/0t Type of Inspection -e &.'r'!LJ 'r- -- Gate Requested_ __,l_ , __—/�_ Time____A. __,L_P.M. Address Permit #" Owner Lot # .._—. --- -- BuilderThe following Building Code deficiencies are required to be corrected: Presented to -- _ fJ-II Approved Inspector — �.. _ _ _- -- u Disapproved Date -1/4 CALL FUR REINSPECTION ❑ YES [A NO WNRALRRMUMPT t INSPECTION NOTICE �yy� City of Tigard Building Department P.O. Box 2.3391 Tigard, Oreqon 97223 Phone: 639-4175 Type of Inspection Date Rcquested �� –� Time___ K A.M. P.M. Address Permit Owner `J Lot # Builder --------------- The following Building Code defleiencies are required to be corrected: X L _—t— ti L G Presented to — — Approved Inspector �— �_� Disapproved Date CALL FOR REINSPECTION F I YES f J NO INSPECTION NOTICE City of Tigard Building Department P.O. Box 23397 Tigard, Oregon 97223 Phone: 639-4175,' , Type of Inspection �L�, ��1C�C,/3f � r52 Date Requested 6 ` Time ._L_P.M. Address or # L/ Owner Lot #__ Builder The following Building Code deficiencies are required to be corrected: Presented to [Approved Inspector _ _ ❑ Disapproved Date - CALL FOR REINSPECTION F1 YES C_) NO CIT"Y"OFT11FARD BUILDING PERMIT PERMIT NO, : NU89208 CITY 0 COMMUNITY DEVELOPMENT DEPARTMENT TE ISSUED: 11/28/89 13125 S W Hall Blvd..RO Box 23497,Tigard,Oregon 97223,(503)6394175 - - 1 M. r M T --- 8.31..37 JOB ADDRESSe 10200 SW GREENBURG RD TAX MAP/LOT IS135AP SUBe LINCOLN CENTER I-T: 14K,- LAND KeLAND USE: CP LOT SIZE: VALUATIONe SETBACKS FRONTa PEARe WORK CLASSe NEW DWELL.UNITS: LEFT: RIGHT: USE TYPE: COMMERCIAL NO.BEDROOMSe EXT.WALL. CONST: CONST.TYPE: IIFR NO.BATHS: N: S: E. We OCCUP.GRP. : B3 P"UT.OPENINGSe OCCUP.1-OAD 700 IJ: S: E. We TOTAL ARFAe 140360 NO.STORIESe 2 1ST: 70180 ROOF CONST: FIRE RET? HEIGHTe 12 2NDe 70180 AREA SEPAR? NO RATED: BASEMENT? NO 3RD: OCCUP.SEPAR? NO RATED: MEZZANINE? NO BASEM'l FLOOR LOADe 50 GARAGEe FIRE SPRKLR? NO ALARM, NO FLOW(GPM) DETECT? NO HEAT TYPE: HDCP.ACCESS? YES _ ORR? PLAN rAECK BYa JhJ REMARKS: Lincoln Center V Parking Structure REISSUE OF NO. LAST REISSUE FEES: C Trammell Craw ,ompany PERMIT N ]OP60 SW Greenot.trq Rd PLAN REVIEW f30.00 R R Tiqard OR 97223 FIRE DEPT PHONE. (503) 245-9400 STATE TAX OTHER DEVELOPMENT CHARGESe SDC(STORM) f .00F7.00 N BAUGH CONSTRUCTION COMPANY SDC(STREET) R 14155BRIGADOON CT. PDC(N ) C Beaverton OR PREPAID < > p PHONE 641-2500 R REDISTRATIO14 NO. Haugh TOTALe $2,830.08 This permit is reseed subject to the regulations contained in Title 14 RECEIPT NO. ------- of the TMC, State of Oregon Specialty Codes,zoning regulations _.__ and all other applicable codes and ordinances, and It Is hereby REQUIRED INSPECTIGNS agreed that the work will be done in accordance with the plans and FOOT 1 NG specifications and in compliance with all applicable, codes and FOUNDATION WALL ordmanres The Issuance of this permit does not waive restrictive SLAB covenants Ccntractor and subcontractors shall have current city SHEAR WAL;. husiness tax permits This permit will expire and become null and void if work is not started within 180 days,or If work is suspended or F I NAI. abandoned for a period of 180 days any time .after work hes commenced It shall be the responsibility of the permittee to assure All required Inspections are requested and approved PermitteeSignature Iss+led ByCALL FOR INSPECTI['N E3q—A17 SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE ©e■1rM INSPECTION NOTICE City of Tigard Building Department P.O. Box 23397 Tigard, Oregon 97223 Phone: 639-4175 Typo of Inspection zu x-1 - Date Requested �%;;2�{ �� Time A pp ,IRA / Address LL��Ql % �� 7 IL Permrt #12 j/3/k _ Owner Lot # __ Builder The following Building Code deficiencies are required to be corrected: Presented to M--Approved Inspector ��. [f Disapproved Date GALL FOR REINSPECTION 0 YES ❑ NO INSPECTION NOTICE Cily ul Tigard Rulldinq Department P O Box 23397 Tigard, Oregon 97223 Phone 639-4175 Type of Inspection -- � Date Requested Time _._P.M. Address _--`�L��`Z'-1.�� Permit #_ azz Owner _ e7 _ Lot # BuilderThe following Bui:dingCodedeficiencies are required to be corrected: �wr, t4—L. �. --- Presented to ___ _e_ Approved Inspector ,,'�, � Disapproved Date CALL FOR REINSPECTION YES NO CITY OF TIIFARD OREGON November 27, 1989 Bart Mille Ingria Mille Architects One Canter Pointe Drive, Suite 300 Lake Oswego, OR 97035 Project: Parking Structure, BP 892508 Lincoln Center V Dear Mr. Mills: The revised column elevation information for this project were reviewed for conformity with applicable codes, and appear to be acceptable. When the plan noter3 are checked against the FAX data for the changes we note some differences in the listed elevations. All the differences appear on the original elevations on Grid Line "E". The data should agree with the plan information. Please submit three sets of plans which show the structural changes send associated details, listing the correct elevat.ic,i data. The building permit for the parking structure may be i.equed when we recieve re'lised plans. Thank you for your. assistance. If you have questions, or if we may be of assistance, please contact us at any time. Sincerely, '/Jim ,7aquav G Plans Examiner FAX (503) 684-72.97 13125 SW Nall Blvd.,F.O.Boy 23397,Tigard,Oregon 97223 (503)639-4171 -- - INSPECTION NOTICE City of Tigard Building Department P O. Box 7.3397 Tigard. Oreaon 97223 Phone: 639-4175 Tyre of Inspection Date Requested Time A.M... . P.M. Address / r „ G c.', / .CG~ 1 - --- Permit # Owner Lot Builder --------- The following Building Code deficiencies are required to be corrected: Presented t _ Approved -- Inspertor _ ❑ Disapproved Date CALI, FOR REINSPECTION ❑ YEs Cl NO 7 INSPECTION NOTICE -- t City of Tigard Building Department P.O. Box 23397 Tigard, Oregon 97223 Phone: 639-4175 Type of InspectionAI � Date Requested r� A.M. P.M Addresses - L — Permit # Owner_.__ ---------------- Lot # Builder - C The following Buildin^„ Code deficiencies are required to be corrected: Presented to -_ T Approved Inspector -—. _� Disapproved Dates CALL FOR REINSPECTION ❑ YES 0 NO atit MR INSPECTION NOTICE City of Tigard Building Department P O. Box 23397 igard, Oregon 97223 Phone. 639-4175 W O"N Type of lnspec�tinn r 4 Date Requested- TIMO A.M. P.M. Address Permit Owne! Lot Builder The foodWing Building Code deficiencies are required to be correcte6i A-/ Presented to Approved Inspector Disapproved Date CALL FOR REINSPECTION YES 01 No FROM KPFF PDX 11. 17. 19119 14126 P. 2 kpff CONFIRMATION consulhnp enginCcrn RECORD 421 S w 6th Qvl;r vt p .su,Is.- 91 1 portlonel nr V7104 (W3) 227-3,15 1 JOB NO. CLIONT - ///� ----- --� _ G S L T,:LEPIiOrgF DIfiE:T PAOJHCT D T6 LOCATION � j� TIME INOIVICUAL INOIVIOVAL COMPANY COMPANY P fION ��,.�T_—�''-- G/ T• .._ 49r J ion o� �oc��.•� Cc�'��/a,�s ��-�- I, Oie 71 TW T _ V . '� 9 ""!ryEG TLOCATION n In , c AEQ. ONLY I aWK FP011 YPFF rc,X 11 . 17. 1999 14. 27 P. 3 TEL N0 NOV l e -�$J 11 ' 10 r ,v4 i 1 I, I� t#3 o 044r, 913 f ..wN'r�♦^.'w'�r�-...�....V�♦.�.r..rl...w� ��..�,w��M.w1.�rw.... .�....w..+-..w.v +..;._...r+r�. v .. ��• � i, '1'Tl. 6 J l V,i ,1'l A N4"M f. T♦ e A 2 1..n FROM KPFF PAX 11 . 17. 198? 14127 P. a its NO Nov 17 , $q 11 : 13 x .02 V L '• � ( -C--ti't-f� l'tW .-'`-�., -fit,-cJ1.-C.�' r �ii�y y� I1:�1b3^HSP. P,7, IT, T i ,� w asst ss wn s>♦ w ■ INSPECTION NOTICE City of Tigard Building Department P O. Box Tigard, Oregonon 97 97223 Phone: 639-4175 1 ype of Inspection Data Requested—� -a Time Address ,Address 7�77�7-- Pormit 4 11LL-�± Owner ?4slJLot Builder The following Building Corse deficiencies are required `o be corrected: �i F're�oiled to _ _� VApproved Inspector ' � --�' Olut proved DateT-------- - – --- CALL FOR REINSPECTION ❑ YES ❑ NO tti � INSPECTION NOTICE City nt Tigard Buildlny Department P.O. Box 23397 'Tigard. Oregon 97?23 Phone: 839-4175 Type of Inspection ,n Date Requested Time A.M. P.M. Address Permit lk Owner --- --- Lot Builder The following Building Code deficiencies are required to be corrected: Presented to / - -------- —.. �y!I Appvoved Inspector _ I I Disapproved Date ---- CALL FOR REINVECTION 0 YES ❑ NO INSPECTION NOTICE City of Tigard Building Department P.U. Box 23397 Tigard, Oregon 97223 Phone: 639-4175 Type of Inspection Date Requested _ �� ` "f Time )eL' / A.M Address .� Permit Owner Lot # Builder The following Building Code deficiencies are required to be corrected: — v Presented toApproved Inspector i — ( 1 Disapproved Date Disapproved� ' � l CALL FOR REINSPECTION O YE2 ❑ NO a w w INSPECTION NOTICE City of Tigard Building DepArtment P.O. Cox 23397 Tigard, Oregon 97223 Phone: 639-4175 Type of Inspection.. — Date Requested_ ��_ 7 Time _. _ A.M. ( P.M. Address 1��'<'�L�L� /° -�J1d�A Per,nit Owner _ Lot # Builder -- _ --- - --- ---—The following Building Code deficiencies are jequired to be corrected: ---------- Presented to Approved Inspector _ -- -_ _--. L] Disapproved Date CALL FOR REINSPECTION El YES ❑ NO INSPECTION NOTICE City of Tigard Building Department r" P.O. Box 23397 Tigard, Oregon 97223 Phone: 639-4175 Type of Inspection --�l` � -t � Date Requested __� _ �y Time f.-M. P.M. // ,��; JC ,�, Permit #_ ` A,ddres. ��i � r .., Owner------_ � � Lot # Builder -- �— The foliowine 'riu.l-. C,)de deficiencies are required to be corrected: Presented to - --_ -----.. Approved Inspector ❑ Disapproved Date -- CALL FOR REINSPECTION ❑ YEs Cl NO INSPECTION NOTICE City of Tigard Building Department P O Box 2.1397 Tigard Oregon 97223 Phone: 639-4175 Type of Inspection Date Requested._t1,t — b= A M• P.M. —1 ermlt Address ress Owner _ ` —_ -- Lot n Builder — -- ' 'tet — -------- _ The following Building Code deficiencies are required to be corrected: Presl►nted to — InspectorJ — - Disapproved Da-:e - CALL FOR REINSPECTION [] YES C.] NO INSPECTION NOTICE City of Tigard Building Department P.O. Box 23397 Tigard, Oregon 97223 Phone 639-4175 Type of Inspection Date Requemd �� Time _X-- A.M.__._.—.P.M. Address �U�ll�?�•ldc� a - Permit Owner _--_--.-__—�-- Lot #_ Built e,The following Buildir4 'Code deficiencies are required to be corrected: Presented to _� _ Approved Inspector ❑ Disapproved Date CALL FOR REINSPECTION D YES LJ NO INSPECTION 140 ICE City of Tigard Building department P 0 Box 23397 Tigard, Oregon 97223 /Phone 639-4175 Type of Inspection ` L 1,AZ Bate Requested "[o Time . _ A.M. _P.M. Address L'� Permit #Rj/ .31 r� Owner Lot # Builder The following Building Co a deficiencias are required to be corrected: of Presented to Approved Inspector ., �`�d - --- ❑ Disapproved Date CALL FOR REINSPECTION ❑ Yids ❑ NO INSPECTION NOTICE i C;i!y of Tigard Building Departnient P O Box 23397 Tigard, Oregon 97223 i Phone 639-4175 Type of Inspection �.G(,l� 7.`��`_--- Date Requested _ C _ Tim A..I�IJ/7 _P.M. Permit . . Address Lot Builder ___--�___------- The following Building Code deficiencies are required to he corrected: G I Presented tn ._-- - _-- __ - --_ Approved nspertor i Disapproved --ALL----- ------- Date ---- ------- --- CALL FOR REINSPECTION C7 YES F-1 NO INSPECTION NOTICE City of Tigard Building Department P.G. Boz 23397 Tigard, Oregon 97223 Phone: 639-4175 Type of Inspection _-_ ��- — � � —.---- ----- Date Requested__ Arl Tuns} zd A.M. P.M. – Permit *-,-rAddress �)7 =--�—�0A i` . Owner 80der '!L ---- The following Building Code deficiencies are required to be corrected: Presented to _ �'i Approwid i Inspector `)i� �--�--- i � Disefiproved Dote CALL FOR REINSPECTIOP ❑ YES 0 NO s PLUMBING PERMIT CIT"YOFTIFARD Lrf 1'rrMIT NO. c pL892136 sirRnCOMMUNITY DEVELOPMENT DEPARTMENT MM TE ISSUED: 18/16/89 13125 S W Hall Blvd P O Bn%)XIV iignrq Orngon 97223,(5031639-4115 p IM.pMT.NO. 891288 TOP ADDRESS: 102`0 SW GREENBURG RD TAX MAP/LOT 1S135AP SUB: LINCOLN FIVE LT: BK: LAND USE: CP LOT SIZE: ITFM: N0: NO: WORK CLASS: NEW WATER CLOSET TRAM' USE TYPE: COMMERCIAL URINAI- BKFL.OW PRVNTR CONST.TYPE: IrR LAVORATORY TRAP PRIMER i OCCUP.GRP. : B1 TUB SHOWER GREASE TRAPS DISHWASHER GARBAGE DISPOSAL HO.STORIES: 2 WASHING MACHINE DWELL.UNITS: LAUNDR',? TRAY BLDG.DRAIN (DIA FL.00P DRAIN SINK SEWER (FT) WATER NEATER STORM/RAIN (FT 744 OTHER 1P kEMARKS: Parking gararge Other is 11 area drains 1 oil separator FEES: W Trammell Crow Company PERMIT $225.00 N 10260 SW Greenburq Rd E ligand OR 97223 FIXTURES PHONE (503) 245--9400 STATE TAX $11.25 OTHER $56.25 C O MCKINSTRY CO N T MCKINSTRY CO. R po BOX 12149 C portland or 97212 T PHONE (503) 238-4620 R REGISTRATION NO. 40981 IOTA1_: $292.50 This permit is issued subject to the regulations contained in Title 14 RECEIPT NO. of the TMC, State of Oregon Specialty Codes,zoning regulations REQUIRED INSPECTIONS and all other applicable codes and ordinances. and It is hereby agreed that the work will he done in accordance with the plans and PLP.UNDERSLAB sper.ificatlons and In compliance with all applicable codes and STORM DRAIN ord nanres The issuance of this permit does not waive restrictive FINAL covenants Contractor and subcontractors shall have current city business tax permits this permit will expire and become null and void If work i3 riot started within 180 days.or If work is suspended or abandoned for a period of 180 days any time after work has commenced It shall be'he responsibility of the permittee to assure all inquired inspections are requested and approved Permittee Signatures issued By:;f'_'_ —_ _- -.--- L 3 —FOR IN64'F.ET44W X39- 175 SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE INSPECTION NOTICE City of Tigard Building Department P O. Box 23397 Tigard, Oregon 97223 Phone: 639-4175 Type of Inspection Date Requested -3 Time A.M. ---------_P.M. 9' Address - Y. _ 'r3,•n�,d i-r=j'4kd i. Permit #_.��, Owner f _ LotBuilder The following Building Code deficiencies are required to be corrected: Presented to __ ___—_— ( 'Approved Inspector DilgWovdd Date Ls CALL FOR REINSPECTION ❑ YES 0 NO INSPECTION NOTICE City of Tigard Building Department P.O Box 23397 Tigard. Oregon 97223 Phone: 639-4175 Type of Inspection - Date. ,iequested � � � �- �e! Time____ A.M.-,2c__P.M. � =n $s.-mac - 4W-C& Permit Address �- -;2 S' - - - _ ►+ - Owner- J1 J e- r 4� --"� ---- Lot # BuilderThe following Building Code deficiencies are required to bu corrected: d Presante" to --_ --- ❑ Approved Inspector _- y``��- ❑ Disapproved Date CALL FOR RFINSWECTION El YES C) NO J INSPECTION NOTICE City of Tigard Building Department P.O. Box 23397 /J/J Tigard, Oregon 97223 Phone: 8 -4175 i 7 Type of Inspection _ — f Time A.M Date Requested _ Permit # Address Lot Owner _-- l� Builder The following Building de deficiencies ire required to be cortected: Presented to �-'improved Inspector �t`� Disapproved Date _ --- CALL FDR pi INSPECTION El YES FJ NO �► CITY F TIGARD �� PERMITBUILDINONsGSUB91987 GTT Or TWA RD COMMUNITY DEVELOPMENT DEPARTMENT D TE ISSUED: 10/ 5/89 13125 B.W.Hall Blvd•,P.O.Box 23397•Tigard,Oregon 97223.(503111139-4175 I M.PMT,NO. 891288 JOB ADDRESS: 182e9 SW GREE:NBURG RD TAX MAP/LOT 18135AP SUB: LINCOLN FIVE !T: PK: LAND USE: CP LOT SIZE: VALUATION: f 987,000 SETBACKS FRONT: REAR: WORK CLASS: NEW DWELL.UNT.TS: LEFT: RIGHT: U'3E TYPE: COMMERCIAL NU.BEDROOMS: EXT.WALL CONST: :ONST.1'YPE: IIFR N0.PATHS: N: E: W: OCCUP.GRP. : B1 PROT.OPENIIJGS: OCCUP LOAD N: S. F.'- W: TOTAL AREA: 145413 NO.STORIES: 2 1ST: 71769 ROOF CONST: FIRE RET? HEIGHT: 2ND: ;3644 AREA SEPAR? RATED: BASEMENT? 3RD: OCCUP.SEPAR? RATED: MEZZANINE? DASEM'T FLOOR LOAD: GARAGE: FIRE SPRKLR? ALARM? FLOW(GPM) DETECT? HEAT TYPE: HDCP.ACCESS? YES CORR? PLAN CHECK BY: bcr — _-------- -^ — —v-- REMARKS: Foundation only parking garage REIISUE OF NO. LAFT REISSUE o Trammell Crow Company PERMIT $2,650.50 N 10260 SW G-venburg Rd PLAN REVIEW $1,7P.2.83 F Tiga•r•d OR 97223 FIRE DEPT $1.060.20 H PHONE (503) 245-9400 STATE TAX $132.53 OTHER c: - —------�-- ------ DEVELOPMENT CHARGES: o SDF (STORM) N BAUGH CONSTRUCTION COMPANY SDC(STREET) T F, 141.55PRIGADOON CT, PDC(# ) A Beaverton OR PREPAID ( $2,325.7 :) C PHONE 641-2500 o REGISTRATION NO. Baugh TOTAL: $3,240.31 H RECEIPT NO. This permit is issued sublect to the regulations contained in Title 14 —•___. _____________ of the TMC. State of Oregon Specialty Codes, zoning regulations REOUIRED INSPECTIONS and all other applicable codes and ordinances, and it i nereb, FOOTING ayrPPd that the work will be done in accordance with the plans and FOUNDATION WALL specifications and in -implianre with all appli�able codes and SLAB ordinances The issuance of this period does not waive restricts, rovenanis Contractor and subcontractors shall have current c'?, business tax permits This permit will expire and become null enc' void if work is not started within 180 days,c r it work Is suspended or abandoned for a period of 180 days any time after work ha! commenced It shall be the responsibility of the permittee to assure all required inspections are requested and approved. Permittee Signature - — lasuPd By 'J' CALL ; OR INSPECTION 639-4175 SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE INSPECTION NOTICE City of Tigard Building Department P O Box 23397 Tigard, Oregon 97223 Phone 639-4175 Type oti lnspeudon __ Date Requested_— U Time A.M._ P.M. Address /AV /M - -w� Permit # LL��v� Owner__-_.— _ Let # __ Builder_The following Building Code deficiencies are required to be ccrrected: Presented to _ (7--Approved Inspector �J Disapprow 1 Dote CALL FOR REINSPECTION ❑ YES ❑ NO wr ■o, w w w �R w as es kp]Ff Consulting Engineers October 4, 1989 Mr. Brad Roast CITY OF TIGARD P.O. Box 23397 Tigard, OR 97223 RE: Lincoln V Parking - Foundation Design #89322 Dear Brad: As stated in the General Notes for this project, the foundations are designed for 2500 PSF ,allowable soil bearing pressure. The allowable bearing pressure was teased on a Dames & Moore report for the Lincoln Tower and confirmation by Dames & Moore of its applicability to the parking garage area, Please call if you have any questions or need further information. Very truly yours, baa r N. Gaa ar, P. Associate cc: Baugh Construction _. ►-1 /IL6- 707 S.W.Mshington St., Sulte 600, Portland, OR 97205-3523(503)227-3251 FAX(503)274-8029 [es Angeles Portland ;Seattle INSPECTION NOTICE City of Tigard Building Department P.Q. Box 23397 Tigard, Oregon 97223 Phone. 639-41,75 70, Type of Inspection c A.M. P.M Date Requested 1 tet= Permit Address L Lot #_ OwnerBuilder The The following Building 9de deficiencies are required to be corrected: i Ll Approved Presented to — inspector _._ -- ❑ Olnpproved 1 Date —�—_.----- `–` CALL FOR EINSPECTRuN YEG 0 No BAUGN construction P.O. Box 767 Beaverton, Oregon 97075 503 641.2500 October 2, 1989 Mr. Brad Roast City of Tigard 13125 SW flail Blvd Tigard, OR 9722.3 R erence: Lincoln Five Perking Structure Foundation Permit Dear Mr. Roast: Please find attached a copy of the Soils Report for the above referenced project as requested per your letter dated September 22, '989. KPFF has forwarded a stamped and signed copy of structural calculations and addressed the use of the 1988 Uniform Building c -.)de for this structure. Carlson's Testing will be the testing agency for this ,-,truclure and Claus Stasch will be assigned as their fill time inspector. f',?ase contact me it any additional informatio+i is required to complete the plan review 0.3 submitted. We anticipate pouring footings Wednesday, October 4, 1989, if the permit is ready to be issued. Thanks once again for your cooperation and expedience with the review and permit process, Sincerely, BAUGH CONSTRUCTION COMPANY Tim Stulc Project Manager TS/be Enclosure 223-01-BA•UQ-HG-376NO INSPECTION NOTICE City of Tigard Building Department P.O. Box 23397 Tigard, Oregon 97223 Phone: 639-4175 Type of Inspection C Time__�A.M. — P.M. pate Requested_ � Permit #Q Address Lot _ lot # - Owner_ Builder The following Building Code deficiencies are required to be corrected Presented to _ --- �] App-oved Disapproved Inspector Date CALL FOR REINSPECTION 17 YES 0 NO i CITY OF TIC�A RD OREGON 9-22-89 / Mr. Eric Wilcox Ingrim Mills, PC One Center Point Driv3 Suite 30U Lake Oswego, Ore 97035 Re: Lincoln Five Parking Structure, Foundation permit Dear Mr. Wilcox, The plane for the above referenc4d project are not approved. The following is noted: 1. The plane indicate they have been designed under the 1988 Uniform Building Code (as amended by the State of Oregon) . The code in effect is the 1985 Uniform Building Code (an amended by the State of Oregon) . 2. A full time special inspector will be required during the construction of the foundation system (per section 306) . Submit the name and qualifications of the special inspector for approval. 3. The structural calculations must be :tamped and signed by the design engineer. 4. Submit a copy iif the soils report verifying the 2.5,,^,0 pef bearing capacit=y of the soil . Ple - provide the necessary information to complete the review. Sincerely y- `�2 Brad Roast P E'ui.lding official 13125 SW Nall Blvd ,P.O.Box 23397,Tigard,Oregon 97223 (503)639 4171 — -- -- — am WX INA Wcif iNSPECTION NOTICE i City of TigrsrJ Building Department P.O Box 23397 Tigard, Otogon 97223 Phone 839-4175 Type of Inspection Date Requested - nme A.M. P.M. Address _ _,C Permit L�= Owner �-� Lot Builder -----The following Building Code deflJoneiei are required to be corrected: -7 ----�- Presented to f Arproved Inspector [_� Disapproved Sll Ds to ` Z, -9-Z CALL FOR REINSPECTION [] yER C7 NO MECHANTICAL PERMIT CITY OF T'FA RD C PERMIT NO. : ME99-1896 COMMUNITY DEVELOPMENT DEPARTMENT MOM 13125 S W Hall Blvd,P 0 Box 23397,Tigard.0:,tw,*q 972"3.(503)6394175 L DATE' ISSUED: 9/11 09 __-Palm W X-11SIO JOB ADUPES45 : 10200 SW UPEKENSUAG. PD B. 3 IAX MAP/L.0.1' SUB: LINCOLN (:*,E:N'T'E:P L.T : IRI( LAND USE . LOT SIZE : ITEM: NO : NO WORK 11:LASS : Nr-'.:W FURNACE (1.00K AIR HANOLP (10 USF.': TYPE : COMMIFKPICIA11 F'tJPNAi',r-.- 100K+ AIR HANIJILV1 10K COWil'.TYPE : :1.wC4 FLOOR FURNAC ' EVAP. COO1..TA-1 Be 1-0::ATEW VENT F=AN 8 VENT VENT . SYSTEM BL.R/COMP (31-IP HOW NO. STORIES : 81..P/C(*)MP 3-1,51111) INCINEPATOP(DOM DWELL - UNITS : BLI-4/11"OMP 15-301-41P INCINERATOR(COM F UEL TYPE. ELEC. BBA/COMP 30-1501.44, 3 RIn"PAIP UNITS MAX . INPUT KlL.P/GOMPI 504-HP 0,11"HEP I::.IPE Dmpns? (:,AS P-I:P]:N(*.,' OUT1.1-AS 1 4IGH 11PE15S'? 4' . ......... _J 116-MARKS : Struc.ti.irml Pcit r m i t is Lib jest t li r e v J.ew 6 iad cI I faaeig . 0 W TrilLMINIM3.1 Crow (nmp&ny PEI4MI'":* N $10 .00 E J-0260 !-i6l Greenbi.irg PcI PLAN WI-'_VIF:.W 111128.75 Ti 9 ML r d (314 FIXTUPCKS $105.00 PWINE (.503) 2A.1--9,ej00 %1 ATE TAX $5.75 OTHEI:4 W.'KINSTRY CO RT MCK.-INSTAY CO. A P 4*1 BOX 1.21A9 p li r t 3.a 11 d or 9*721�:! O PHONE (303) P38--ZI1620 I R r;jr-.:(.,vi'J'RA7J0N NO. 40981 TOTAL $1.4.9. 30 This permit is issued subject to the regulations contained in Title 14 NECEIPT NO./ of the TMC. State of Oregon Specialty Codes, zoning regulations and all other applicable codes and ordinances, and it Is hereby AEQUIpF:1D INF:PECTIONS agreed that the work will be dune in accordance with the plans and GAS L INIE -specifications and in compliance with all al.,.licable codes and ordinances Tho issuance of this permit does not waive restrictive MEECHANCI.. . SYSTEM covenants. Contractor ano subcont actors shall have current city OTHI-KPI1111 business tax permits This permit will expire and become null and FINAL void if work is not started within 180 days.or if work Is suspended or abanconed for a period of 180 days any time after work has commenced It shall be ti ie responsibility of the permittee tonq%tiro all required inspections are requested and approve d P/� mlttll a Signature 1114e.titer unit ima(i*- Issued Ely CALL. F UA INSIP I f ION A39---117!i SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE as =-&T -w-JL!wAL=-Fj—mm CITY OF T'FA RDPLIJIMBINCy PF:-RMS-T- C IM PEAMI'V NO. : PL891895 COMMUNITY DEVELOPMENT DEPARTMENT one" 13125 S.W.Hall Blvd.,P.O.Box 23397,Tigard.Oregon 97223,15031639-4175 1 S SUED 9/:1.1/010 F.140. 091.air4q 0013 ADDRESS : 10200 SW GWEENBURG 1417 'TAX MAP/1 01' SUB: I INCOI IN CE'N'TER I T: 1. AND USE: ITEM: NO: No WORK CLASS : NEW WATER C L.Of 5 E'T' 'rPAP USE *T*Yl*-IE; CUMMEACIAL. URINAL. 14 BKF:'L(:)W PPVN*T'R CONS J' .I'YPE' 1:1:F*A LAVOPAI'OPY 28 I'AAP PPIMEA OCCUPA.IPP. Be 'T'Lle? SHOWEA GREASE': 'TRAPS DJ Si HWASHER GARDAUE'. DISVIOSAL NO . S'TOAIES : 7 WASHING; MALIHINE DWE"L.L.UNI'T'S ; LAUNDAY 'MAY BLUG. L)RAIN (DIA F1-01(31:4 I)PAIN 4.1 SINK ? WA'T'ER 1AEATSH 51(:)HPI/PlAIN (F1' (xri-wri REMARK S' !ii .)tI"LlVZturm3. %hell foi- %f-?vein---%tcir-y b1d(j . L Permit %t.i1:)jii4c!t tci ir,eview Ts nd;j :1. fees 0 w I r -amme'.1 Craw CUMV111111.11y PEAMI'T $WW . 00 N 1.0260 9114 Gr-eellbur-g Ad E I :I.g R r d OP 97PP—*13 F-3:X'T PHONE-'.'. ( '90:5) SI'Allir". 'T'AX $4,?. Oo (:)'T'HF--A $210 - 00 C 0 IMI N CKINGI-PY CO T W*AA451AY CO. R A P(3 BJX 12149 C Pc1r-t1istrid or 972ip T 0 PHDW: (303) 23(3-46E-20 R r&c4xs,rr4A'TJ(:)N NO. 10981 I'01'Al This permit Is Issued subject to the regulations contained in Title 14 44 of the TMC, Sidle of Oregon Specialty Codes.zoning regulations and all other applicable codes and ordinances, and it is herebyRK'QUI AI-K 1) :rNSPFECIJONS agreed that the work will be done in accordance with the plans and S EL.IJ I;-,t 4 specifications and in compliance with all applicable codes and ROUGH-IN ordinances The issuance of this permit does not waive restrictive covenants Contractor and subcontractors shall have current city W A I'E. L 3:N '. business tax permits. This permit will expire and become null and c3T*(JPM DRAIN void it work is not started within 1,80 days,or if work is suspended or PAIN DAA.1'NS abandoned for a period of 180 days any time after work has PLS . UNDEASLAB commenced It shnil bc.,the responsibility of the permittee to assure all required insp ns are requested and appro PI-8 . 111FIDLY7, 77 F':I: Permittee Signature *ei-iter- nriy made Issued By (r CALL F:*V)P INSPECIJOR, SEPARATE PERMITS REOUIRED FOR WORK OTPER THAN DESCRIBED ABOVE CirfOF I ARD September 8,1989 OREGON Ms. Ann Cresswell Trammell Crow Company 10260 S.W. Greenburg Road Tigard ,Oregon 97223 Subject: Sewer easement agreement recorded in document 84012931 Dear Ann, the above sewer easement agreement was intended to provide service lateral access between two properties that the Trammell Crow Company has since acquired . The agreement states that the Unified Sewerage Agency is required to approve any action that would terminate the agreement. USA no longer has jurisdiction over this area due to annexations that occurred several years ago and has requested that the City approve any actions regarding this private easement. Because the Trammell Crow Company has received approval to redevelop the area and has received, thus far, appropriate permits, we no longer see a need to retain this easement for sewer service. Therefore please consider this letter as approval to terminate the above agreement. Please give we a call if you have any questions. Sincerely, Randy S Clarno Development Services Manager Rac/Team.ltr- 13125 SW Haft Blvd.,P 0 Box 23397,Tigard,Ctegon 97223 (503)639-4171 ----- - - a -A INSPECTIOR NOTICE City of Tigard Building Department R.O. box 23397 Tigard, Oregon 97223 �� Phone: 639-4175 Type of Inspection-►��✓ r� Date Requested — Time-=— A.-4 - Addrest _ / L �A Permit Owner # Builder ✓< < Lot The following Building Code deficiencies are required to be corrected: ---------- - Presented to --- -� - / VAprroved inspector U Disapproved Date 13, CALL FOR R&NSPF,CTION ❑ YE! ❑ 1110 SEP 07 189 05:06 1NGPIM/MILLS,P.C. 575 P01 0 INGR ! .Nl / MILLS , P . C . Arr:htteuturt:;Plunmrig,lur„IVr Desivii mow« TELECOVIER COVER LETTER *iriFfrirAr# Rilrik,Rdr*k*�rlr#•k#kit*##ylr##pie#ik*t4#ilr##yF** t**##*####*#*#' *#•k##*fF*.�•k TC *�**#�#********##*#**#�,4��,k# ►*r►*�**#+err#*#*�*•k#****��*####*�,��,r#* TFLECOPIER. PHONE NUMBER:COMPANY:--6-)1T ah -- - - — - --- DELIVER Tb:_ PEIONE NUMBER: L..--1 --'`1-77- _-------- ------..___ FROM NAME;_� _ , l�L� --- - ---- --- COMPANY: !NGRIM/MILLS , P.C. FAX NUMBER: (503) 654-1.227 ***11#ArOr#1t###****kiOr /r*Ark*k I�]t86AAE 1 *•4##**#*#•k*******#***##l<###**hlt* Ik***#**•k*lF**1r*•kllr*#**####***•k*+k*rt 7-•40-•�e-11.73+- ------ J..a.._3�-- !T ► ' - 4w 1 ,,►J-1 1�1.i�lc _ •k#iM�l'#r�r�•49:tkIF1 *#'##t4#fi#iM>klrt*##***'k*##*##'k*ih*lelF*lri7lr#**lt#•k###*# It#fie#�F•k*Ar TRP.NSMIT.TAL INFORMATION k,t###i.*#*##****#fi*******ltiF****k##r4**�:*•;r##**#Ar*+F*#*it#'*#�M** k•kir#***k TOTAL NUMBER OF PAGES: 'L _�__ (INCLUDING THIS PAGF.) DATE OF TRANSMITTAL: .__ `� �� ___._____ TIME: le AIL - Please call (503) 620-2025 if there are any problems with transmission -,f these pages. Thank you. 'n. t ';it�rt iut: L>ri r iWi Lake O%wega Oregon 97033 Tttlevhone: (5031 6_'0.20- FAX. (5031 68x-1 SEP 07 '69 09:06 INGRIM/MILLS,P.C. 575 P02 pap 000, Ar 'I N Q" 4 ¢ I INSPECTION NOTICE ^ City of Tigard Building Department P O. Box 23397 Tigard, Oregon 97 223 1 Phone: 639-4175 Type of lnspertion1 Date Reque:ted.— C=;0._ - t-j c� 1-o-, '7`-- Time .A.M. P.M. Address _._l C) Owner (/ '_'C. _ Permit .. Lot #_ Builder —' The fe,lloa ing Building C(Ae deficiencies are vequired to be corrected: Presented to — _,_ �- r"1 Approved Inspector. Date Disapproved � — 1 CALL FOR REINSPECTION C7 Yea I.j No l INSPECTION NOTICE L) City of Tigard Building Department P.O. Box 23397 I t ) Tigard, Oregon 97223 Phone. 639-417,c Type of Inspection Date Requested Time A.M. P.M. ? , Address --- i�� - ) Permit Owner _ -- Lot # Builder 1* The followingBuildingCode deficiencies dM required to be corrected: ^ Presented to - 7� - - R Approved Inspector /1r.�iJ ----- --- __-� Disappruved Date CALL, FOR REINSPECTION El YES ❑ NO NEEL ' 89 09/01 00-25 V503-'293-9409 TRAMMELL PDX 1;002 U,a,f•G;ii h;hdc�h►matin.ui..f..�r:�. ="•':r &A-- A; a• base, 4 �_..�:.....:.t�-.Li4w4�.�..rL••r..rw: :`..urru•w��i�i.irL::::�+:..�..• �.,.t..._..-„...,,r,,,, rMM M►-4e111W tWaern. -r tiw• 40 ' . r,.....,. - .�::i'�iii'�w-'i,T."l M.�--�._•s.r,.•SfaOt� , V/ „aas�lr.tr•r My tastMwt 8 4 0 1 293 1 }�, rHIS ACREE1Nt Nr, !iadr aid ewer d inl r time 16th ._day�r ',,T by and brfw#rn Raymond I., 9n7der and Mar ggarst,P. stly't7ir,_huMbntl,>�,_ab$• ! llrt«ndtn eal!#d the (int party, ar+d I11a11 - twnrrefter silted the ae1,.:,td Marl IwfM dllrf 1!1 WHEREAS- The firm Patti,is Me"VOM owner Ot the k4rawrne itt".lbad real sedges in 1�aehiflgtClA,. �I County,Staff 01 Oregon,to wee: duly Lots 7 and 8 block 7, '” e!' • y recorded Plat In �Yasbi.Zgton curdy, oa. and lMe rhe unrestricted rilhf to 1, arse the carernrnr hereinafter drrerih»d reLtil•. to•aid real eche•! /Vot,. THQR6P0RR,in View Or the prrmi#re and In oonsidrrarion d One Daher ($I) by tier eeeeml I' rrly to rhe first party Paid end other voluablr MRddrrMiMe, Iho r~ipt of all d whkh hM#by IN 4w-kfwRl- ` ,.,fes by ch. fine Pub', (her ait— a1 (allows- III r/w fine Pant Veer hereby ;;rare,arsitn and we ova to rhe second Party a ten (evemnt, the -10 foot ine f which hall be @anteofaaideparalls).cty the twest oproperty sline of Lot•7eand it extend the 1`i11 depth (700 feet) of Lot 7. This easroent is ,granted se that s serer j Cafujection exid water servies /nay be ■Quired, through this easement. for Lots 5 ani 8 to or froo existing mains !'t S, W. bapl.elsa,T 8tras rr ( Hurt her#a fult drralareon of the narure and type of flew rer,r.rnf panted to the eweond party.) '"rr"rcvndlnrsT fi.wfei %ne'r#ee w ne•l rw•wwr•woo nlr•-r . �} -ehf-e •rnwnYiTrn y--s IlEeeepr a1 to the right@ herein granfrl.IM fief parfY shell ha.-e the hull use And cantrwl d the aboea dr• II samw Nal earall rho ,nC ew party hweby •prat to hod and NVe Phe find parlY hannlernt a!toany u+d aJl rJafane n/ third 100-ors arising from bee" /any's used the, lights hrrrin grerlted• The easement deKrlblVd.�y/1'/Mall r!/Ifir111e M/ ..�-nda,tiiiibe .,..�... always wtbJ«f, • >bweeeItroto and rst dd and dagrsed that no building &hall be erected l f over said easement are• withat the written concent o! ��'41i°I'"f`r"s',.Ir�? 1 _J,g+na� of Washington County and first part?. �f 1 11�1s instrument does no grant or oonbe7 to second party my right or tiyle to the surfe.oe of the soil glannsg tho rcute Of said s&rsr or water line except for the purpose of..1.07 down. lrtapsctissge restoris>a • and replacing the came. r, .;,,, t:?'Iry �+�xi•da mfr: �..;. 1 •,..rte,,.-.wwrr.ww a..wr w.-.w.. .tvw..r+rnrwr!►'s �.., r+.w.�..�,..a-*. t-1 17,y,w.I ��11',:,-1�•.rrt`+r.1 >t 0•1 t 1 A ' 89 09/01 00:25 0503-283-9409 TRAMMELL PDX 03� Of ....W�_........�t ,:hw...........r_..r.i'�l.w wtir—►.r....... r.ri-r..-..r...._.,._...r.r_...r.... ......_�._ 11 INN earinent to Por• "/ht of way over w )cress lint parrl7l said mal wale, the Cattle,liar of■■id e.,,,rent is Ie.s.ibed es lolls", F f� r f 1 end s.eenl p■ert'$ ,Ohl of-'Av $hall be patella/with sold earlier line end Mdl that* then feel , 'I{I' distant Item—her hrdr there/. This •/nelwettl ■hell bind and i»usr to the Mnelli of. a/ the elrprmetenon in*)-tpvirr, Mot oN► the ' ilnrnedistr pori.9 hereto but .Iq thrie trepeEfMe heirs,ritecutore,edmInisgetorl and suo$Muors in inrtrelr N r well. j I1 !n eonuw,se this a/rronam and.»Irn ehe none■rase rrruirn,word$fn the singular irsdude the f$iwsd; the Milbeuline includes The feminine and the IMlrl.r; and /errt.11,, J/ ehanoos shelf be made a implied w $hal this nrsrrllrnenl shot?*m+h•both re indirid.W. and to sb,perlsoum. IN WI1'NtSS WN[RIOf,the iseriwi hereto he,rrub�fllyd ?him instrument in tuplieasel on this, the dAY end Y►al first hernnobere rr(tran. =�. r%�� _ Vile: �;��t:%�.�'.�"., Massasoit 97Arf ter Mea6pn• ) *rArt Or ORBOOR.fCasnr/M, —)OL 41/.S T cava. d N MGTQM..� —""----• ___ .Ir MARCH 1 6 8 k— P.SWWI► ffl—l1r.■■.all PA.dw.L..—I...�__—.__ .........._ .___....._.«..• ..«�.....___........ lira h ne eely swem. RAY'CND L. AND-URCARL-T E.StiYl]F.R let hlarsll est wat aro hr Ma ahs•eN..r shat rhe Isruw is itw ...e v4o...r.e t. I,r. ^•...... a"Ll.re...I thu IN I■tep M the i-a Ir•V IMIY.r.e♦d .. .n.r.t a.► a/..._«.,.,,..r. II a tl.pers, a.. •^--- .M IA.: rhe.W illi.nl N IN Iw(eIN irrtrwas,w ie e/y wrparan seal Ml�.. rN• N YiI,w■a.—lp t and M.,rd Im,Narm»..ven"■IM wal,d 111 WWI foulCIAL of"Id_— ran.by.Carl.,,,ei Jr.h..r/al drn.,.rs,..d e—h a 0.6114 r*.rmrelaM;,d inetusa,rs/to be in,alonen set one sa d $, I NOTARY 7U5LtC rCf!J"t.c foo -- .. _- , (OFFIUAL !M►aaeMv4M sr■. )W...,e lwblk 1. ov.,r.. MMm. 1 IIATT 17.E t1AItM ` ab AGREEMENT Gm■ay a@ W 0,1 1 FOR EASEMENT ■l T tri. I I,Ddr,sto W,Mawr„ .Dv■.ta of t,rAa■ssarr,.r.r Yleymnd L. 3t33pder ■4 T...rwn a”C-0.Ka Aeoerew or Ge— �! .,,.nc■s rot ease adunte do Arose 604IN nut _ ,r'r''9xgpr*t P. 3alder I m. wnn,. ilei,.rrnenf M •rMna,veva rw...tl aM rea0oae,n eee.d tenero.el Mb OOVner 1 us I ser.....e•rw # tOonaW Wmew den,atere/M t' ls"apegry ens Tt■vasoA. !■• 1 CA-% (, ' � r� coutil+. heel■.ecown," ■s»sl i ■nu■».e^ - � .. mit 4Pfi { / INSPECTION NOTICE U % City of Tigard Building Department P O Box 23397 Tigard Oregon 97223 Phone 639-4175 Type of Inspection - % 2 (--- , / Date Requested �� ' Time Z' _ A.M, P.M. Address e Permit #.� z_ Owner Lot Builder / f Y. 5.��.. :.- --------- -------�^� The following Building Code deficiencies are required to be corrected!. --- 3 — C- Presented to _ Approved Inspector _ -- - I Disapproved Date 1 -x' P CALL, FOR REINSPECTION DYES ONO INSPECTION NOTICE City of Tigard Building Department I 1 P.O. Box 23397 Tigard, Oregon 97223 Phone. 639-4175 1,ipe of Inspection Date. Requested _.� .�. —, Time._ – A.M. P.M. Address _ �� 1%��`� -- -- Permit Owner ___ G/ —__— Lot #– Builder —4 � – — --- The following Building Code deficiencies are required to be corrected: Presented to ___ c ApOroved Inspector Disapproved Date ---- CALL FOR RE.iN.SPECTION DYES ❑ NO i DOSS iu�nuct�n n / �J „.,•_ a U�ttiettn „`_..-l.-, may:,.. r._.��.... .____ ._.._.. --....-- ---•---_.__ _____ AGREEM?NT DATI?D: August 28, 1989 PARTIES: Crow S-H #88 Limited Partnership, a Texas limited partnership; Lincoln II North Limited Partnership, a Delaware limited partnership; Lincoln Center Phase IV Limited Partnership, a Texas limited partnership; and Lincoln. Center Phase V Limited Partnership, a 'Texas limited partnership (collectively, "Declarant" ) AND: City of Tigard, as municipal corporation Declarant owns the property (the "Property" ) with respect to which the City of Tigard issued a decision under Lot Line Adjustment No. M89-15, dated August 18, 1989 . In order to satisfy Condition No. 3 to such decision, Declarant hereby agr(!es as follows : 1 . In the event Declarant sells any part of the 1'r.opercy to a person or entity unaffiliated with (a ) any of the entities comprising Declarant, or (b) any person or Entity affiliated with Trammell Crow Company and, as a condition to such sale, the p0rchaser of the Property demand.; in writing in its offer to purchase which is accepted by Declarant. that "ecl.arant cause that portion of the Property pertaining to such offer to be ii, full compliance with all applicable budding codes relating to separation of structures and wall. penetrations at lot lines, then Declarant shall bear the cast of bringing the sold portion of the Property into full compliance with any such applicable building codes .relating to separation of structures and wall penetrations at lot lilies. Declarant acknowledges that each party comprising beclar.ant is affiliated with Trammell. Crow Company. 2. Declarant shall indemnify and defend the City of Tigard against all claims arising from this Declarat _on and Declarant ' s failure to cause thF Property to be in -�tri-t compliance with applicable building codes relating to separation of structures and wall penetrations at lot lines . 3. In the event of any action to enforce :any provision of this Agreement, the prevailing party shall. be entitled to receive from the losing party the prevailing party' s reasonable attorneys ' fees and costs whether prior to trial, at trial , or upon appeal. IN WITNESS WHEREOF, Declarant has executed this Agreement as of the date per set forth above. CROW-S-H #88 LIMITED PARTNERSHIP By: Trammell Crow Foundation, a Texas general partnership, a general. partner By: Trammell Crow Foundation, Inc. , a general partner LINCOLN II NORTH LIMITED PARTNERSHIP By: Trammell Crow Foundation, a Texas; general, partnership, a general. partner By: Trammell Crow Foundation, Inc. , a generalp�tner �o% LINCOLN CENTER PHASE IV LIMITED PARTNERSHIP By: Crow-Beaverton, Inc. , General Partner LINCOLN CENTER PHASE V LIMITED PARTNERSHIP By: Crow-Beaverton, Inc. , General Partner. CITY OF TIGARD, a_ys�picipal corp gt ion By- Brad Roast, Building Official 1AW INSPECTION NOTICE City of Tigard Building Department P.O. 80), 23397 Tigard, Oregon 97223 Phone: 639-417r, Type of Inspection Date Requested ff - k) 'nnU ✓- A.M.^ P.M. Address Ze)24Z) -0�1- Permit Owner P01- 7 4 Lot Builder I .. 'The following Building Code dinfiriencies are required 1 he cr-re"q(41- -7 A Presented to 7'Approved Inspector 11 Disapproved Date CALL FOR REINSPECTION CJ YES 0 No m CITYOF WARD OREGON 8-24-89 Trammel Crow Co, 10260 SW Greenburg R-'. Suite 750 Tigard, Ore 97223 Dear Sir(s), The City has received a complaint of construction and delivery vehicles using SW locust Street from SW Hall Blvd to access and exit the Lincoln V project. Item 25 of the Site Development Review report, requires that the construction tra,F,ftc shall access the area from SW G.reenburg Rd only. Please notify your contractors and suppliers of this restriction. Thank you for your cooperation. Sincerely Brad Roast. Bcnilding official 13125 SW Hall Blvd.,P.O.Box 23397,rgard,Oregon 97223 (503)639-4111 INSPECTION NOTICE City of Tigard Building Department P.O Box 23397 Tigard, Oregon 97^23 / Phone: 639-4175 Type of I lupecti on '` 1( Ce p Date Requests TIMi—P . A. Address I �, Permit #_ Owner Lot # Builder _ The following Building Code deficiencies are required to be corrected: Presented to -— Approved Inspector Date Disepprnved CALL FOR REINSPECTION 0 YES ONO MEMORANDUM CITY OF TIOARD TO: Ji:. Jaqua, Plane Examiner Respond By`_ FROM: Brad Roast, Building Official / For Your Information DATE: 8-18-89 —_Si.gn and Return SUBJECT: Lincoln V Be sura to add an additional $70.:.'0 to the plan review fear, for review by WASH CO on the foundation system revision. Thanks INSPECTION NOTICE City of Tigard Building Department P.O. Box 23397 Tigard, Oregon 97223 Phone: 639-4175 Type of Inspections /�9�� Date Requested — — lint ----P.M. Address Permit #_ Owner .L; Lot # Builder _ A - --� The following Buildin Code deficiencies are required to he corrected: Presented to Approved I' InspectorDate Disapproved TICALL FOR REINSPECTION Gl YES f-1 No CITY OF TIGAM OREGO14 August 16, 1989 Eric Wilcox Ingrfm Kills Architects One Center Pointe Drive, Suite 300 Lake Onwego, OR 97035 Project: Lincoln V Elevalzor Peathouse 10200 SW Greenburg Road Dear Eric: This will confirm our conversation of August 16, 1989, regarding the code requirements for the pent.houede on Lincoln V. To begin, a review offering general code requirements is in order. The elevator shafts are required to be of two-hour fire-resistive construction, as stated in UBr: Table 17-A. The shafts may terminate above the roof slab. Table 17-A also states that the roof will be of non-combustible construction and will be covered with iire-retardant roofing. The elevator penthouse may be unprotected noncombustible construction an stated in UBC Secti.,n 3601 (d), Exception 3. Thin appears to concur with the design outlined in our conversation. If ycu have questions, or if we may be of assistance, plea+;e contact us at any time. Sincerely, Cum Jaqu Plane Examiner FAX (503)684-7297 13125 F)W Fir A Blvd.,P.O.Box 2.3397,Tigard,Oregon 97223 (503)639-4171 ------ - �- WMRALMRKMIRALM�Mffiuum-ffx�� AUG, 16 req 10:26 I NGR I M/M I LLS,P. 490 P02 ■ 1 NGR INI / M ILLS , P . C . �rchhccturr/Piumm��/Intrrtur Design Owe Curt- TM 'nn, (-Al f9,,Agj-.J1r _AeAJO_ AN r i L L J 1 1. c��/C/• � ..1 �� C�t ct _ U dZL.Cc c lit tc d�4ctc w w w w INSPECTION PIUTICE City of Tigard Building Department P O Box 23397 Tigard, Oregon 97223 Phone: 639-4175 Type of Inspection Date Requested �s L Thne P.M. Address �t � � .S L[ Lr t°f rl huf Cry _ pe- Owner -.._ J ------------ – _ —--- Lot Builder IlIa,ua) —L—'_U1�ALLL----— The 1 -----The following Building Code deficiencies are req aired to be corrected: - --> 0 Presented to ------------•--- Approved - I Inspector ✓ � ] Disapproved Date CALL FOR REINSPEC 'ION F1 YES 0 w:o ■ INGP. IM / MILLS , P . C . 1rcfJlectuie/Planning/Inteiwr Design UJA.%N I►UWt-bO,,� _- T>11L P114v C'af 1 AVtN F-Pw'f 65TItc— le. "n R:�t� C�r�VT �'rltS Stt!!�`Cl'i'V'1"1bVa LIIJ L•O l.h'► � r�Y — T['%R- OVK. 'PNo�E _Gr�r��/Ef2..`�ATI�r,� rNiS 1�1c�R-�Jln/c.fl c,�Es t�xti��.d� (✓ir�1 rb4j6nllT Jtfl 1�+4?�61-�fNLa�t�t� ('-A!3 Ij Kn--( rt o f TI(VAR-0 : TAMES & MOORE APRGrtjWUNALLIMICAO PARTNkMSHIP ;T :•euRA!sL)N ST, SLITE 404, D(`R _AIrD JREc;r,»; J]1:i•:2u� i�1; l:i•]'r• August 2, 1969 Baugh Construction P.n. Box 767 Beaverton, Oregon 97075 Attention: Mr. Tim S►tic Geotechnical Consultation Alternate Foundation He Type Provos r ln.V Develq menl Gentlemen: I`LIT.NDUMON This letter provides a summary of our recent evaluation in regards to driven- grout piles as proposed by Dewitt Construction for use at the Lincoln V site. Our evaluation included a review of pile lead test data developed at the Kruse Woods acid Embassy Suites sites, and monitoring installation and pull-out of 12 test piles at the Lincoln V site. The scope of our evaluation is outlined in our proposal dated July 6, 1989. After the initial series of test piles were pulled, the scope was modified to include two subsequent series of test piles. Our further involvement was authorized by Mr. Tim Stulc of Baugh Construction. ,5MMARX Modifications to the driving mandrel had been made just prior to installation of the initially planned 4 test piles at the Lincoln V site on July 11, 1989. Three of these test piles were pulled on July 14. These piles were unacceptable due to large amounts of soil contamination in the concrete. The contamination was believed to be due to a ring placed on the driving mandrel in an attempt to maintain a more uniform diameter for the piles. Further, the pile sections were "necked down" to relatively small diameters ir. some regions. The mandrel was modified and, another set of test piles was scheduled for installation in pre•augered holes. Three piles were installed July 1,9 in holes that were pre- augered the previous dq. Althou'91 a 10-inch diameter auger was used, the diameters of the holes exceeded that of the "boot" (bottom piece of steel pipe on the piles) and proper installation was not achieved. A fourth pile was subsequently driven on July 19 without pre-boring. Upon pulling the latter pile on July 22, the problems previously encountered appeared to be corrected. This test pile had a relatively uniform section without severe "necking' and the soil/grout contamination problem was not evident. On this basis, another set of 5 test piles was scheduled, These piles were installed immediately adjacent to the build ng area on July 26 and were pulled on Jsly 29. The final tests pills were pulled with uplift loads ranging from 76 to 105 tons. Average pile diameters of 10-inches or more and very minor amounts of soil contamination in the pile grout were evident. T 41 DAMES &. MOORE A PkCVhii10 L L I M I I g„it ,tTvI:NaHIY Baugh Construction August 2, 1989 Page 2 Ca CQN CLUSI�I Based on the test pile results and our visual observations, it is our opinion that the driven grout piles will provide adequate support for the planned T_incoln V structure. Design downward capacities of 100 tors per pile are feasible for these piles at this site. Out acceptance of this alternative 10 type and design load is contingent on production Piles being driven to refusal n the bedrock and installation procedures and equipment being consistent with those used for installing the last 4 test piles on July 26. We recommend that pile design be based on a minimum diameter of 10-inches in consideration for downward loads and that design uplift loads be limited to 30 tons per pile. The piles will have adequate lateral resistance provided they meet or exceed the structural property of the planned pipe piles. Currently we are coordinating with Dewitt Construction and developing installation specifications. Installation of production piles should be monitored by our technician under the supervision of our senior engineer who observed installation during this evaluation. We envision that our senior engineer would need to be In the field for the initial day or so of installation and on a periodic basis thereafter. We appreciate the opportunity to conduct this evaluation and look forward to working with you in the future. PROFF� Yours very truly, DAMES & MOORE oe a 6 OREGOI4 r2'soNarate ames W. J nson, Senior Eng neer cc: KPFF Engineers Attn: Mr. Gaafar H. t3safar / Trammell Crow At!n; Mr. David Plake B:BaughCon.ltr JWJ:KC.R:crne.tb 07941-069-041 1 DAMES �. MOa_ RE A PAQ%W0WAL WWITao FARTNUUHir w.+ 1220 S.W, MORRISON ST., SUITE 404, PORTLANO, OREGON 97205•22W (503)274,714W TEL=" TRA""ITTA4 BHECT TO rROM 6irr .. ox TI M9 NUMBEA of PAGES TO t" LLOW INrLUUING CQVER $MEET: CHAAGE NUMB 1;Rt »��a1 -ca (:4,0) - TELICOPY NUMBEiI (50 3) 233-60 A I CONPIRMATIOff NUMBERI (303) 224-7668 OTHER 'lHtiTRI3CTI098, __J►GS1`+ �'�_`��....�.�?$C�.._--_.,,,,....,... __ HOW TO/Tt LECOPY t lojEw w• 02350 �$IY�N_.S'iROUT p1.�Sa A. DESCRIPTION: 1- Work Includcd: a Provide all labor, materials, necessary equipment and services to complete the Driven-Grout File work, as indicated on the Drawings, as sptcified herein or both, except as for items specifically indicated as "NIC ITEMS". b. Including but not ntacessarily limited to the follow10g: 1) The furnishing, installation, and testing of Driven-Grow► piles, 2) Furnishing and placement of reinforcing ,steel, C. The extent of Driven-Grout pilings is shows on the drawings, including locations, diameters and details of construction. Piling shall be of length per soils report by Dames do Nfoure, May 13, 1989 a.nd as shown on drawings. Driven-Grout piles shall be installed with a specially designed mandrel, 9-5/8 inch O.D. seated in a 2-foot-long, 12.3/4 inch O.D. stcel pipe 'loot" section with a closure plate on the bottom. The mandrel shillI be filled with Intrusion grout of sufficient quantity to assure complete filling of the pile hole when the mandrel is witbdrawn. The gra►it-filled mandrel and boat shall be driven to refusal in the underlying rock while maintaining 30 to SO psi air pressur(„ Inside the mandrel. Refusal shall be defined as 10 blows per inch over tLe last several inches of penotraticn, d. Related Work Specified Elsewhere; 1) Earthwork 02200 2) Cast-In-Place Concrete 03300 3) Reinforcing Stcci 03200 B. C,UA.LI1 Y ASSURANCE: 1. In-stallation Tolerances: IL Deviation shall not be more than 1/4 inch per foot front the Vertical or batter line, with a total deviation of the head of pitfa not more than 3 inches or beyond adjacent property lines, b, Finished elevation to be no more than 1.1/2 inch above or bolow the Elevation Indicated, e. Locate the centerline of piles as shown on the drawings, 0.2350 - 1 d. if above tolerances are exceeded, provided additional corrective constructian,jacceptable to tile A/E, to compensate for the excessive eccentricity. ftview ubmit the proposed corrective construction methods to the A/E for before proceeding. 2. Testing of Grout; a. One set of s 12 iTjch cubes made each da while Y pile casting, with two cubes of each set broken after 28 days, Cubes shall be made and tested in accordance with AST?Yj C.109, b• The Owner vYm employ a separate testing laboratory to perform field quality contrgl tests. C Materials an,i Installed work may require testing and retesting, as directed by the A/E at any time during the progress of the work. Allow fres access to material stockpiles and facilities at all times, Tests, not specifically indicated to be done At the Owner's expense, including the retesting Of reljectcd materials ,And installed work, shall be done at the Contractors Qxpense, d. Certificates of material properties and compliance with specified requirements pha;l be submitted to the A/E, Certificates of compliance must be, signed by the materials producer and the Contractor. 3. Volume of Pilo; Thee volume of grout per linear foot of pile shall be equal to the applicable test pile. Furnish a method for the positive determinatlon of the volume of grout injected per pile, POes exhibiting an insufficiency of grout will be rcjecte� or load tested as directed by the Soil En ''neer. 4• Depth and Alignment of Mandrel: Prcvide an vecurate means of determining the depth and alignrjlent of the mandrel, �• Pressure Gauges: rovide air pressure gauges which accurately indicate displacement pressute at the leads during driving, Cleanau es daily to t5, prevent grout blockaO. Replace inaccurate gauges with new gauges, ges, Codes and Standards; Perform piling work In compliance with the applicable requirements of gave ning authorities having luri:tdiction, including provisioru for adequate protect on to persons and property. 7. Survey Work: Tho ontractor shall conduct the la out work for each pile to the lines and levels rtrquired before excavation, and the actual measurements of each pile's horix4 til axial locations. 8, Existing Utilities: a. Locate existin underground utilities by careful excavation before stating pile i tallation opperations. Where utilities arc to remain In place, provide , rotectlon Gom damage during pile operatlow, b. Should uncharI ed or incorrectly chatted piping or other utilities be encountered during excavation, consult the A/E immediate] for directions as t� procedure. Cooperate with the Owner, apd public or Frivate utllity c9mpanles In keeping their resgectivc service and facilities n operation, epair damaged utilities to the satlifa,ction of the utility ry 02350 - 2 a• Do not interrupt existing utilities servicing facilities occupied and used by tht; Owner or others, except when permitted in writing by the A/E and then only after acceptable temporary utility services have been provided. 9. Cold Weather Placing: Comply with all applicable provision of Section 03300 CAST-IN-PLACE CONCRETE. 10. Field Quality Control: Comply with all applicable provisions of Section 03300 C,-,ST-1N-PLACE CONCRETE, C. S UBMI77ALS: i• In accordance with Section 013GO SUBMITTA-LSA submit the following: 2. Fxpericnce: a• Pile contractor shall submit evidence to the A/E that he has successfully Installed and tested Driven-Grout piles and that his pile crew or "keymen" who give directions to the pile crew have participated In the Successful Installation of Driven•Orout piles. b. The Contractor, shall furnish test records and shall submit to the A/E for rev:.;w a description of the material! used and methods of operations. The infomlatinn furnished shall demonstrato that the finished piles complied, in a'1 respects, with the quality and properties required by the specifications. 3. Shop Drawings: a, Indicate metbnds of driving and placing of grout and cei-Joreing steel. b, Inrlic?te 7 and 28 day compressivw strength of grout. C, Indicate the size, number and the installation sequence for each of the schedulediles. d. Concrete reinforcement in accordance wi;h Section 03200. 't• Reports: DRIVF.N•GROU*I' PILING - Submit three (3) copies of 1,1e following reports directly to the A/E with mpy to others as designated, a• t✓crtlhed Piling Report, for each pile record actual elevation V bottom and top, elevation of rock, final centerline location at tup. vrtiation of Shaft from plumb, result of all tests F- rformed, and a r� unn.�,a( conditions, dates of starting tatcava;,nn, completion Of excavation, inspection, testing, and placement of concrete (include any delays in concreting and location of construction joints In shafts), attc; ^v n!he* data As may be required_ b. Certification of Grout Design Mix atnting compl IanCe with i cquired compressive strengths. C. All other applicab!e submittal requirements As noted in Section 03300 CAST-IN-FLACP. CONCRETE. 02350 - 3 C. Do not interrupt existing utililies servicing facilities occupied and used by the Owner or others, except when permitted in writing by the A/E and theft only after acceptable temporary utility strvices have been provided. 9. Cold Weather Placing: Comply with all applicable provision of Section 03300 CAST•1NTLACE CONCRETE. 10. Field Quality Control: Comply with all applicable provisions of Section 03300 CAST-IN-PLACE CONCREM C. SUBMI'17AL.S: I. In accordance with Section 01360 SUBMITTALS, submit the following, 2. Experience: a. Pilo contractor shall submit evidence to the A/E that he has successfully 'nstidled aatd tested Drivea•Grout piles and that his pile crew or "keymen" who give directions to the pile crew have participated In the Successful installation of Driven-Grout piles. b. The Contractor, shall futrish test records and shall submit to the A/E for review � description of the materials used and methods of operations. The information furnished shall demonstrato that the finished p+les complied, in a'1 respects, with the quality and properties required by the specifications. 3. "'-op Drawings: a, Indicate methods of driving and placing of grout and reinforcing stee;i, b. Indicate 7 and 28 day compressive strength of grout. C. 1Ldicate the Size, number and the installation sequence fot each of the scheduled ppiles. d. Concrete Reinforcement In accordance with Section 03200. a. Repof ts: DRIVEN-GROUT PILING - Submit three (3) copies of the followinrs reports directly to the A/E with copy to others m designated, a, Certified Piling Rcport, for each pile record actual elevation at bottom and top, elevation of rock, final centerline location at trip, variation of shaft from plumb, result of all tests performed, and any unusual conditions, dates of starting excavation, completion of excavation, inspection, testing, and placement of concrete (include any delays in concreting and location of construction joints in shafts), and any other data as may be required. b. Certification of Grout Design Mix stating compliance with required compressive strengths. C. All other applicable submittal requirements as noted in Section 03300 CAST-IN-PLACE CONCPH'TE. 02350 • 3 Grout Mix Design: a. General: Prepart design mLx for the grout. Use an lndepcndent testing facility acceptable to the Owner for preparing and reporting proposed mix design. The testing facility shall not be the same as used for field quality control testing, b, Proportion mix by either laboratory trial batch or field experience methods, using materials to be employed on th,- project for the class Of grout required, complying with ACI 211.1. C. Submit written reports to the A/E of the proposed mix for concrete pnor to start Of work. Do not begin concrete production until .mix has been 14viewed by the A/E, d. Laboratory 'Trial Batches: When laboratory trial batches are used to select grout proportions, prepare test specimens in accordance with ASTM C 192 and conduct strength tests in accordance with ASTM t✓39, Specified in ACI 301. e. Establish a curve showing relationship between water-cement ration (or cement content) and contpres,ive strength, with at least 3 points representing batches which produce strengths above and b required. Use not less than 3 specimens tested aow that t days, or below earlier age when acceptable to the A/E, to establish each point on the curve. f. Field Experience Method: When field experience meth04 are used to Select grout proportions, establish proportions as specified in ACI 302, g. Strength data for establishing standard deviation will be considered suitable if the grout production facility has certified rerords consisting of at least 30 consecutive tests in one group of the statistical average. for 2 groups totaling 30 or more tests, representing sIMUr materials and project conditions. h• Standard Deviation; If standard deviation exceeds 600 psi or if no suitable records are available, select proportions to produce an average strength of at least 1100 psi greater than the requlred compressive strength of mortar, i. After sufficient experience and test data become. available from the job, using ACI 214 methods of evaluation, the st Andard deviation may be reduced when tests below required compressivis strength will not exceed 1 In 100, jAdjustment to Grout Mixes: 1) Mix design ^ 4i;istments may be requested by the Contractor when char(-teras. s LI materials, job conditions, weather, test results, or c ther circum;Wnces warrant (no additional cost to the, t✓:vrer and as accepted by the A/E). 2) laboratory test dam for rc,Jsing mix designs and strength results must be submitted to and ac.-ntP, bJ rhe A/E before using In the Wof 02350 - 4 rz: I D. SOIL BORINGS: L Soli borings have been taken at the bite. The location, log of each boring, and core samples are available for information only. E. INSPEC??ON OF PILING PLACEMENT: 1. Solis Eng+nee2- shall be present during all pile installation operations. Contractor shall notify the Soils Eilgineer at least 2 days prior to starting pita in,tallation operations. 2. The Soils Engineer Hill keep a record for each pile placed. The record will give the total length, additional unit pricepay length,location, type and results of any tests. The Contractor shall cooperate with the E?ng.tncer to facilitate the keeping Of these records, 3. Provide imilitles as required to assist In the inspection and testing of pile I installation and cooperate with the inspecting an expedite the work, d testing personnel to 1'ARxZ--2.,R A. GROUT: 1. Mixture of Portland cement, a pozzolanic material when approved, fluidified retarder whey, approved, sand and water proportioncd and m.Ixed to product a grout capablc 0 heing Pumped and having a minimum compressive, strength of 6000 pit ar 28 days, ether admixtures shall not be used. z Portland Ctmen': ASIV C150 3. Fly Ash shall be the pozzolanic maierial and shall be a finely powdered Material comprised essentially of compounds of amorphous silica, alumina,and iron, which possesses the property of combining with lime liberated during the process of hydration of Portland Cement, and shall coliform to ASTM - 618, Class F. C 4. Grout ><:luidifier shall Inhibit early stiffening, decrease bleeding, eliminate setting shrinkage, increase fluldity, produce the effect of aij air entraining Agent with respect requirements of Corps of Engineers Speclflcation (...RD- C-566 except that expansion as described in paragraph 4 shall be a maxim t 0( 4%. t m 5. Retarder: Wben approved, cun.orming to :ASTM C494, Type n, >�001ge rate shall not exceed manufacturer's recommendation:, Maxlmum retardation shall not exceed 30 minutes, 6, Water: Fresh, clean and potable free from sewage, 011, acid, alkali, salts, and Organle matter. 02350 - 5 7. Fine Aggregate: ASTM C33. If washed, use a washing method that will not remove desirable fines. Allow aggregate W drain until the residual free moisture is reasonably uniform and stable. Use aggregate will-graded from fine to coarse, with fineness modules between 1.30 and 3.40, The fineness modules is defined as the total divided by 100 of the cumulative percentages retained on U.S. Standard Sieve Numbers 4, 8, 16, 30, 50, and 100, 8. The sand shall consist of hard, dense, durable, uncoated rock fragments and shall be free from injurious amounts of silt, lumps, loam, soft or flaky particles, shale, alkali, organic matter, mica, and other deleterious substances. Washed sand shall be permitted to drain until the residual free moisture is reasonably Lnlform and stable, 13. REINI=ORCF,MENT: -Materials, assembly and placement of reinforcement shall conform to the rcquiraments of Se,-.tion 03200 CONCRETE REINFORCEMENT and Section 03300 CAST-IN-PLACE CONCRETE, C. EQUIPMENT. ; 1. Grout pump: use a positive displacement pistol pump of an approved design, capable of developing displacing pressure at the pump up to 350 psi. Calibrate the pump discharge capacity in strokes per cubic foot or revolutions per cubic or other rust inhibitors from mixing drums and pressure grout pumps prior to mixing and pumping. Equipment pump with digital counter for counting pump strokes to determine volume of grout pumped. 2. Pitt Haim-nor: provide a pile hammer exerting at least 24,000 foot-pounds of snargy per blow. 3. Mandrel: use a mandrel of heavy-wall pile (0.44 inch wall thickness), 9 5/8 Inch minimum n D., with 1-.1/2 inch diameter grout holes in the bottom 2 feet and equipped with a slide mcchatvsm to close the grout holes as the mandrrl It, with drawn. Provided an air lire to top of mandrel to maintain air pressure ort the grout during driving and withdrawal of the mandrel. A GENERAL; Z. Estimated dp elevations can be appronimated based upon subsurface explorations. 2 If rock, boulders, or other unforeseen obstructions are encountered which cannot be removed by standard methods, and If such obstructions are not Indicated by available subsurface data, removal of such obstructlom will be paid fur in accordance with the terms of the Contract relative to changes in the work, 02350 - 6 3. Dewatering: a. Provide and maintain pumping equipment to keep the excavations free of water before placing concrete. If excessive water is encountered and drilling operations must be halted, consult with the: A/E before uAing alternate methods of construction. b. Conduct wF ter to general site run-off ditches and disposal areas with sufficient discharge lines. Provide additional ditching or drain pipes as required to connect water to side drainage facilities. B. PILE UNGTHS: 1. Lengths of bearing piles to be installed shall be determined by the Soil Engineer daring the installation ;process. The lengths shall represent the lengths which � e to remain in tY a completed structure, C. INST".:..CATION OF PILES: 1, Oeneral: Provide pilin; of the length ani configuration necessary 'to: a. Achieve the required penetration determined by the Soils Engineer, b. Extend into the pile cap or structure footing the indicated length. C. Attain the indicated bearing capacity. 2, PILE INSTALL-A770N A. Position 2-foot Boot section at pile location. b. Insert reinforcement cage Into mandrel, C. Insert mandrel and cage into boot. d. Seat mandrel seal Sleeve 2 feet into soil. e. '.'ill mandrel with grout allowing about 20 percent more grout than t; et volume required based on the estimated pile length, Record volume Of grout added. f, Began dri•,ing pile; when tip has reached 1/2 of the estimated p`le length, put 30 psi air pressure in the mandrel. Continue driving mandrel and boot for refusal in the underlying rock. Refusal is defined as 10 blows per inch over the last few Inches of driving. Increase air pressure to 45 psi, Measure Mendrel penetration Into ground. Record pile length below cut-off elevation. Begin Mandrel withdrawal and reduce air pressure slowly to 30 psi by time the Mandrel is 1/2 way out. Out off air pressure and remove mandrel, add gout as necessary, to maintain positive head as liandrel i+ M!moved. h. Withdraw seal sleeve:, place sono-tube section to cut-off elevation and remove grout or fill as necessary to being grout level to top of sona- tube. 02350 - 7 t. Swing leads away from pile area and thoughly wash the slide mechanism at the lower end of the mandrel. Make sure slide moves freely. 3. GROUT MIXING: A• Only approved mixing and pumping equipj;icr;t shall be used in the preparation and !candling of mortar. A screen no larger than 3/4 inch mesh shall be used between the mixer and pump, or between the mixer and agitator. AN oil or other rust inhibitors shall be removed from the mixing drums, stirring mechanisms, and other portloras of the equipment in contact with the grout before the mixers are used. b All materials hall be accurately measured by volume or weight as they are fed to the mixer. The order of placing the materials In the mixer shall be as follows,- ') ollows;1) waier 2) fluldifier 3) other solids in order of Increasing particle size. c. The quantity of water used shall be such as to produce a grout having a consistency of not less than 21 seconds wh.n tested with a flow cone in accordance with Corps of Engineers Specification CRL) C-79. Time Of mixing shad be not less than one minute. 11 agi`ated continuously, the grout may be held in the mixer or agitator for a period not exceeding two hours at temperatures below 70 degrees fahrenheit and for a period not exceeding one and one-half hours at higher temperatures, If there is a lapse :n the operating of groat injection, the grout shall be recirculated through the pump, or through the rtuxer drL m (or agitator) and pump. d. Accurate records shall he maintained sLutiinn the depth to which each Pile is placed and the aniount of material used in ca"; rel Anyunusual conditions .-ncountered during pile installation shall be noted. e, For injection of grout, the mandrel or grout Injection equipment ohall be provided with a grout pressure gauge in clear vievi of the equipment operator. Rate of grout injection and rate of Mandrel withdrawal from the soil shall be so coordinated as to maintain at all times positive pressure on this gauge. a 4. After installation of the piles, the pile ca base shall be cleaned until reasonably free of excess grout, Dispose o material outside the limits of footing area, unless otherwise directed. 5, Grout Volume: The volume of grout per linear foot of pile shall be equal to or greater than the volume of grout per foot of e,pplicaule test pile. Volume measurements shall bt made by the Engineer or his representative, but the 6. Contractor shall provide calibrated equipment to snake such measurements. Protection of Plies: Provide a sequence of pile installation such that adjacent 02350 - 8 I piles ar(: not disturbed, Keep the equipment far enough away from the pile being to avoid compressing or shearinj of the soil which tnay in turn displace or squeeze off the grout oo,Iumn. Do not place piles within six feet of adjacent piles until the grout,in the piles has set for at least twelve hours. D. MEASUREN ENT OF PAYMENT; 1. hfeasuremcnt: nrivcn Grout piling incorporated in the completed work will be measured on the basis of a 35-foot unit pile length with a per foot unit for length greater than or loss than 35 ft, 2. P.x[ept as provided in paragraph 6 below, all equipment, material and labor necessary for a complete installation will not be measured separately but will be considered included in the linear foot measurement of completed piling, 3. The length of pile to be measured for payment shall extend from the tip of the pile up to the specified cut off elevation, 4. Refected piling will not be measured for payment. PAYMENT; 1 1. Driven Grout piling will be paid for at the Contract unit price per 35-toot length incorporated in the completed work as moasured above with add or ' deduct for length greater or less than 35 ft. 2. Payment will be made under; e.. Driven Grout Piles - per 35 ft. basic length b. Drivcn Grout Pile longer than 35 ft. - per linear foot add on. c. Driven Grout Pile shorter than 35 ft. - per linear foot deduct. t 02350 - 9 i I1 r i 1 Jt n c m ru 00 A r �._ „z, YA- 1 L,1 AUG 02 '89 14:18 I NGR I M/M I LLS,P.C. _436 P0; ■ INGRlvl / ,rt1LLS , P . c , Architl,-cturc/PlunnutN/'Intnriuf Clr„gr, 5u;�tcct� 3'a.�'J.-.�-•- �-�----�IV-�atlL_�r,��_ --------js— hm -_..,caac» .----�.,i�t.a. a rpl�_�,, da__�ani_r►�s��r -- �4Pd�-_ - - •a��l1M �G_ AM”' J64 _-- - - -- -- NG PEPM]"T PI!-':AM:r.T NO. : E3LIU913AAJ CITY OF TIGA 1W Bt-111 "" COMMUNITY DEVELOPMENT DEPARTMENT U/ 1/09 1312!)SW Hall Blvd.PA.Box 23397.Tigard.Oregon 97223.(503)639-4175 PRTM . PMT.NO . 891 n 10191 Al'.)DPESS . 1.0200 SW 1,'PRF::It..NFAJPG AD i (iX MAI-1/1—OT SUB: L..T : UK : 1. AND USE : I...01 t*.'s 3:Z E. VAI UA'IA:ON: 0 000 SETERAC.IKS FPONT': HEAR : WORK (:,I ASS NF.-".W DWEI.A... .LIN171."s : L..EF'T: RIGHT : USE TYPE; NO. BEMPOOMS : EXT WAL-L. CONST ! C 0 N S I . TY PF L 3:FP NO. BATHS . N S 1:-: : W OCCUP . GIRP , 02 PPOT . LK.C'UP. L.OAD N 1,..: : W TOTAL- ANE.A . NO . GTOPT.F.:fi 1 11.51' : 0 ROOF" (.UN!:*"T* : A F136i: PEA-? Y Ii.S (3HT 'i':'.) P.ND: A141A GW.PAP? NO 11AI'1l.1' RAGES MEN'T"? NO 3RD: OCCLIP. %r--':PAP7 YES PATCA) : P. 1-1 A M-.7ZANINE7 NO RASEM''I F L.00A I—OAD: :9U FEPE. SPRKI—P7 Y 1--:li-i AL.APM'? YL(:t 1.)E.-I- c'-I-'? Y I: c, HEAT TYPE,. : GAG HDCP .ACXI-'-.SS'-? YES CURA7 1'1:.5; 1':,I-.AN Cl-Ki.CK BY : jl'),j IA:.MA RKS - - 11 L-3 t 1:1 r y cI(A RE:-A:t5SI.JE: OF NO . �11.1,1.1c,till KiLl. "11111110: 13. f .11, !Ievra LLAST REA:SGUE." F EEKS : 0 frvtmmell Craw Gilinpamy PI P14111 1111121023. 00 W I.W.'?60 SW Gr,eer11:)mr-g Act PI AN REVSEW $7 ,8:1.1.95 N r E T 1,9 liL I"(J ('11P 97*23 I" EPE DEPT $,e.1,j409.p 0 li PHONE. (!303) 2-1.15-94,00 STATE TAX $60:1. . 11.5 cai-4EP DEVE -.(:)PMF.:.Nl' ("HAPOES : C SOL,(S I'OPM) N CONS'T'RUCTION COM171ANY SDC: ST RE F T 1 $2.7 oo T III 558PV'.,ADOON CT . R 'I. FID(.'(* A HIOUVO!"11,01-1 DP <$1 e2 'Em 6 . e)'4> P I-IONE' 6-14 1.-R 1*5 0 0 T 0 14U.'3` 1111ATION NO . Pat.igli 'I(I'T'Al $39 ,PE)I. . 6!) L2L AUXIPT NO T his rermit is issued Subject to the regulations contained in Title 14 ,f the TMC. State of Oregon Specialty Codes, zoning regulations PE:QU*l:PED T NSPEX.-11.ONS and all other applicable codes and ordinances, and it is hereby 1! ('11OTTINIG agreed that the work will he done in accordance with the plans and F—OUNDATTON WAI I... specifications and In compliance with all applicable codes and LA ordinances The issuance of this permit does not waive restrictive 5 -AP covenants Contractor and subcontractors shall have current city FRAMT Nit.. tnisiness tax permits This permit will expire and become null ind POST & HIMAM void if work is not started within 180 da,,,s,or if work is suspended or PFJNF' . MASONRY abandoned for a period of 180 days any time after work has POOF NATLJNG commenced It shall tie the'responsibility of the permittee to assure all required inspections are requested and approved SHEAR WALL. TNS1.11-ATION OTHEAllill F a:NAL.. Permittee Sign awrtL *k�rlte.r' ml-ly lnlacic� Issued By A— FAIR INWILUT-11LIN 639--/ " : SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED APOVE WASHINGTON COUNTY, OREGON LINCOLN CENTER V Structural Engineer:KPFF Consulting Engineers (Engineer Gaafar Gaafar ) 421 SW.6th, suite 911 . Portland.OR. 97204 Telephone : 227-3251 The structural review of this project is approved with the following conditions: 1. If the system of foundations already approved is to be changed,the design of the new system will be submitted for approval prior to implementation. 2. Special inf�pection required is as shown in the General Structural Notes,page S.1.0 of the plans. July 17 1Q89 Chau Tran, P.E. Building Engineer Copy to :Buil.ding Official,City of Tigard KPFF Conoulting Engineers . Department of Land Use And Transportation, l and Deve,opment Services Division 150 North First Avenue Hillsboro,Oregon 97124 Phone:.,03/648.8781 0LqffAL=—AL=&J11W�OR&ERRMRXMW—�� -WEA PC 1:41VII'T LIE CRY OF T'GA RD M-4, PE..1414111, NO . cavo TWA 0 COMMUNITY DEVELOPMENT DEPARTMENI 0111#60H 1)Alli: :15 S L)E 1) 4.1. 11125SW Hall Blvd.PO Box 23391,Tigard,Oregon 97223,(503)639-4171; 1:)M*T' .NO (a ,10H I.0:?00 l:M GPF.:F:N9kJAG PC) LMA NUM!' : 03,759:1. 16)9 MAP/1 (TT SUB: 1-INCOLN CE*.:NTI;.::A V L.J : HK I AND USE ':ilF'I-J TON: 'TUP : IING: LJOWK (::LASS : NEW (Vit-'r TYPE : CX)MMl'.PC1:1.f-)1 lhe Il.kpp:lAvat.nt ac.are"111 to cclmply w1th at.13. r'l.13eiii at,ntJ thel.fivi.f.i.r4cl ehqenc±y . 'Th(A p e I,m 1.t e x p j.I,,mi tit 1.20 d at y tit f 1-,(3 in t h h? (J is.t a :1.is tit 1.11..?d I . 1'h(--.4 t.c)t R0. I Irt 1.)U I I t p Oki.(I WJ.1.1 lana it cl r-F lvA.t w id t-F t h e 1:1 e I--m:1.1. it..?x p:1.r-(--p tit . 'The, Aqeric.:y cicieis ricit 4matr-- thf.0 ac,cmtr,ifmy c)-F thct cif t.hol liticiv.1 ifiewer, Inter-la.11N . T 4? t h 0 fil4r.4w(ol, 1.19 11(li, 1cm!iste(I ilit the cll.viorl , thm prCilapec't 3 floet J.1-1 411--(3i" tile (ji.tilitanc.'o 9:[Ven . T-F ricit fact 1shia.11 " y*FL11a nric) Si.cle !viewer," Ppr-ini'-t' etrlrl t"'" Wijj' j'I-1!%tE-IL:l1:l. at. 'Illttel-.410 11`41-1 FAL.L. , TYPE: 91.111-13ING, NEMEFA 1141:1"IMUJUS APEA: l '1X'T1.JPF:*. (IM-115 : 381 TENANI JAPPOVEMEN'T' : NO DWEA I ING) UNTVi 2di NO. Of- 81 Drvfi 1. I i-attrimell]. Craw C,a in p la 1-14 !Ii/115 00 N 10r60 5W Gr armibi.trg Rd (TONNEUT6 -e100 . 00 E *I j 9 t.I,tj OW 97P.P3 L INE. 'TAP INSIALL . PIAONC'. ( 1503) P.A.15 9400 MCk1N!'.s'TAY C.0 N MCK-ENS-T-PY C.O. I R 1:)m WIX 1.2149 A p 1:1 r t.l.a In d ci,r- 97'e.?J.*(.? G i 1:44ONE' (1503) 23R-1620 0 14F.C.,V-51RAT ION NO. -10901. T01AI $P6,44A,15 . 00 REX.E14-111' NO. This permit Is issued subject to the regulations contained in Title 14 ... ........... of the TMC. State of Oregon Specialty Codes, zoning regulations r4j;:(4tj PE-1) INSPECTIONS and all other applicable codes and ordinances. and It is hereby agreed that the work will be done in accordance with the plans and I..:1h.. specifications and in compliance with all applicable codes and F-C NAI ordinances The Issuance of this permit does not waive restrictive covenants Contractor And subcontractors shall have current city husiness tax permits. This permit will expire and become null and vnirl if work is not started within 180 days.or if work Is suspended or abandoned for a period of 180 days any time after work has commenced It shall be the responsibility of the permittee to assure all requi•ed inspections are requested and approved Permittee Signature Issued Ry - - — ---- - - 111"Al 6 $43A j;04 114 1", &49-41444— SEPARAIE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE A JILL 05 ,79 11;39 I NGR 1 M,M I LLS,P.C. 272 P01 �l�cG f o 1,-7 ■ t � GRiNI / NIILLS , P . C.' >,r�!utec:ur� l'I.�nnln_ Inlrralr J�,1�{ct TELECOVIER CCVMR LETTER **++**+#***# It4+M*M1rtM+4tM#'ktF***�r>te** M1►r' M#ik7M**'R#tltle'k7YA/+t#1M* M*7k t►*'k'A�Iflr4*#'k tit TO TELFCOPIER PHONE =48ER: -- COMPANY DELIVER TO 1 PHONE NUMBER: ( 1 Co Q - C.• 1 �_L_ �_ -- FROM NAME:- COMPANY: AME•.COMPANY: INGRIM/:TILLS , P.C. FAX NUMBER: (503) 684--1227 MEa!lAGE TRANSMITTAL INFORMATION 1r,1,i#Ar#**i*yle*tiM**#Ilr*A�'*#M*#**71t#**,Y*�e#i# Ir*#1t#***tiY* Ir#r�+#**#lrktiF# dtiM*kt4* TOTAL NUMBER OF PAGES : (INCLUDING THSS PAGE) DATE OF TRANSMITTAL: ,� �� 7�[ TIME: Plea:Ra call (503) 620•-2025 if there are any problems w r_h transmission of these pages. Thank you. oIIC l�'I l�rl' II'I!. 11",` ' r. _ .,Iw T..t��' 11\N�'y.` 1)CCti' • ,!"II?. i . ^'tiIK ,' - - - \� `11:1 n�� JUL 05 '89 11:39 1 1 JGP I M/M I LLS,P.C. 272 P01-' ,June 26, 1959 LIN(,t)T,N CENTER � 1 , standpipe to roof for main stairwell. .7TMM WILL rEI e21U V-095 A� WILL �.. SI-il7WF1 4N ��NOP ta•l( C� '2 . Identify fire resistive assemblies by test laboratory or 1CB0 evaluations. etc . Stell out fastenin of. all assemblies . �1��►-� ilsto b�rated cin fir that 3 . Floor slab to curtain wall. D_ connection and fire#afros. of that area. Ls �'1' N"L,� t e:r&lr5 4 . Material syst;rms, listed systems for proter7ion of all pertetrat.ions leed to be p rot-ide . A .. ;' AU.. J II.J(�t�l,Jl71 uG� r 1�F-�� Elevat,r doo."; need to be specified 1. 112 hour t,-L. listed fire assemblies. t?.' S fig' 5r= J.L- L"3,7M 94 HIH h i;e rleP'j alarm plans. Wju- f!s TP2%,lIVF-T7) IW F'I1�4AL 1011Ti"�•� 7 we need to inclurie a Knox Bo:: system. WILL. -6M tf-OVIt7ET) aT WJTH r,47- R . Feed to include stairway identification per Uniform Building Code I 3306(gj . See A-TT'P<<,A IM Z ',b.IL, Q We need a hardware s,�hedulw_. "IL-L. ?Z-(7N -)ETA I1.1 10 . Twenty minute doors required per Uniforn Building Cede Sect:inr. 3305(g4h) equipped with smoke gaskets. Doors nuwnters 0112 , 0115, ?.207 , 6209, 0211 , 0303, #403 , 06503 . 0603 , and 0701 . and 0307, 10309, 0404 . 4:405, 0406 and 0/0-1 , 1.)W� 'S(r W- LJL.E 1). . Nend complete drawings t,)f 7th f.lc�or , Need complete drawing ''IA4 . :' showing all. doors . f16Jtbt.. 1:;W�- GOyt11 oO LL. t-� WWF- uIa Tt5,10 + r IF c .His' 12. Regarding plumbing run for note on sheet A2. 4. Provide 4 listed system for pacFing penetrations of plumbing runs through floors cr will evaluate as a shaft- SC% pgTb-e-44 1---) 17I!! ' IL, 13 . Elevator shaft venting at the top. 4, aYY, 14 . Automatic sprinkler plans. WILL " Fg.O /IVEIG P71' I VA%T. 5 Nj openings into stairways and e:tit extensions other than eNit doors duct passing through stair 0111. - 24I•-IPWW-PIL. t'1Mt1ft-VA P, 1^11U, " fv'v Ive'v NP-UftN -OUr,-r ,6wv gall=.. III �,C.IuNu. 16. Need ele,-trical plans relating to emergence power axit lighting, exit illwnination and fire protection circuits, rWVIVr--0 aS pNvf' d� �IWaL sU�,M1TT�l.- _ JUL ,05 '89 11.40 I NGR I M/M I L.LS.P. C. 272 P03 WALL TYPES �^, � �our� Wa u---�`-'�Gr-�e,��'•acr�ll�r►G GAG �°i) Gypsum wallboard, Metal Studs One layer_ 5/8', type X gypsum wallboard or veneer basR applied at right angles or parallel to each side of 3 5/811 metal studs 24" o. c. with 1" Type S drywall screws 81, o.c. to vertical edges and 12" o.c. to top and bottom runners and : ntermediate Stuffs. stagger all vertical and horizontal 'joints 2411 o.r_, each side and opposite sides. (NLA) r JUL 05 '89 11:41 INGPIM/MILLS,P.C. 272 PO4 WAL'► TYPES 4 wCT pdFz a"jvlic- "71H6u (471 A 2 �Iou a �1�-FT P�t�'1"�� `yTG 4'i•� �.�r.~�e�I Cv� W♦T cFZ O..4�p Of('d.MT G-! '%W 1-'1- a va,R P' po-4 ia�pH Qyipsum Wallboard, Metal C-g Stud* 1" x 24" proprietary type X gypsum panels inserted between 2 floor and ceiling J runners with 2 1/2 proprIetarY Vented C--H studs between panels. Two layers 1/2" proprietary type X rypsua ode -)PPsiti wallboard or veneer basT a�P 8i 11 screws3 2 4'd's o.c s i n thepbaof gypsum panels with " Type layer and 1 5/8" TypA S screws 12,, o.C. in studs and runners fol the =aCe layer. usingayer nts t 2411 Gl,N1JB} m base ]_ayer. Sound tested4 l" 1 ��MKKMMMNIK� out IUL 05 189 11:41 IHGP IM/MILLS,P.C. 272 P05 PA.N � o N i iH dOTrl �I DG�a ?. - r�r-'�►2_ ��iAFT a.coLJ ''-"bTe- tot) '"L-Yt aU QL 9 rt.&F'r �•laT LF Q `g Tar IT ra`�P. Ir3v, C'Ta i LSI Gypsum Wallboard, Metal C-g studs I" x 24" proprietary type X gypsum panels inserted between 2 1/2' floor and ceiling J runners with 2 1/2" proprietary vented C-F studs between panels. One layer 1/2" proprietary type X gypsui wallboard or veneer base applied parallel to each side or stud: with 1" Type S drywall screws 12" o.c. Joints offset 24" o. c. (NLB JUL 05 '89 11:42 1NriPIM. MILLS,P. -. 272 pC,n- WAI ! DNS 1 � .__..� 4 R U� �p L'L'�► �IS'7 (aYPyvur( t7 C?' 'FiN► ciNa as1Dt UL.- LJ4:!�b� l•! f' -10145) GYPSUM Wallboard, Metal C-H Studs 1 ' x 24" proprietary typo X gypsum panels inserted between 2 1/2" .floor and ceiling J runners wit.. 2 1/2" proprietary vented C-H studs r:.:Lween panels. One layer :./2" proprietary type X gypsum wallboard or veneer base applied parallel to each side of studs with 1" Type S drywall screws 12" o.c. Joints offset 24" o. c. (NLB) TL IL 05 189 11:42 ?NGR1M/MiLLS,P.C. 272 ?07 i I 1 �y f .....,._...... �n s I I-<2 r S�if� fN F-) MIN. ?_u WIVE W►r=��.� Ga•IL4 -b9 Tl-I[- nlF Pq I I I M I L L c,-P 272 P08 STAIR 1 ROOF ACCESS ryr AL 1 THRU 7 1_51 JJL 05 '89 11:43 IIJGRIM/MILLS,P. . 272 P09 r 5,7 y` I � 1 o J W z 17 Z 1 - Z 72 r r r-- r �� j `Acp r J ; It 00.) co ger JUL 05 '89 11:43 INSPIM:MILLS,P,C. e72 Flo cam! -71 1 I z T � J m r" w W I I f a a � 66 ob fA ,.7 * -- — �= I �F W � �� :,) of � I cG.) •V � of o'� vn a. JI 1L 05 'e9 11:44 1 NGR i M:M I LLS P.C 272 P] 1 M 17 i I W O Z i r J V J I W rJ III I i rl7 I 1 �6v \ � I w -7 7p ti/ N �t(� �(` Oro °l� I ein 0111 I JUL 05 189 11:45 INGRIM/MII_LS,P.'-. 272 P12 I vi W i 0 d L 7. � I � u DD r < � I 0 a v; W t � I J — u� 1- � � 66. � D 43 CL %A- IL IL ILW Z �` r" Ir' r- fir t- � r- ; r- r i idJ Id 14!WI69NI sb:TT 69, s0 ini __ 3 O O �J .J Q� kK Q H W 1 z V ti r n t/h z �+ I%L-L O � J W W uj W W v = W `^ n� d < G1 --- �' a btd ZL 7'd'STiiW!W1a�IJ1 9tb:TT 69, S0 -Iflf -- TUL 05 "eq 11:46 INGPIM/MILLS,P.C. 272 P15 Fife STEP raaM " a MIN • - �I--�-- ��"I IJ� � �vraa- - Ptst�/IDla SUf51'II �L oIJ 5`('ST�''ITP til4t S7'Sr ErM M 1-jr�7' Ht-VE M10. ?_.HrL l.J•L-. LAP-)L-9" June 26, 1989 LINCOLN CENTER V 4': Standpipe to roof for main stairwell , ¢--. Identify fire resistive assemblies by test laboratory or ICBO evaluations, etc. Spell. out fastening of all assemblies. 9. Floor slab to curtain wall. Details need to be elaboratr.d on for that connection and fire safing of that area. W Material systems, listed systems for protection of all penetrations need to be provided. Y Elevator doors need to be specified 1 1/2 hour U.L. listed fire assemblies, kr We need alarm plans. .7' We need to include a Knox Box system. Need to include stairway identification per Uniform Building C,)(I,- Section 3306(g), 8; We need a hardware schedule. Le' 'Twenty minute doors required per Uniform Building Code Section 3305(8&h) equipped with smoke gaskets. Doors numbers 411.13, 11115, 41207, #209, 41211, 0303, 0403, #503, 0603, and 0703, and 0307, 0309, 0404, #405, 0406 and 0407. te'. Need complete drawings of 7th floor. Need complete drawing 2/A4.2 showing all doors. IZ, Regarding plumbing run for note on sheet A2.4. Provide a listed system for packing penetrations of plumbing runs througl, floors or will evaluate as a shaft. Elevator shaft venting at the top. LA' Automatic sprinkler. plans. No openings into stairways and exit extensions other than exit doors duct- passing through stair 0111. V9. Need electrical plans relating to emergency power exit lighting, exit. Illumination and fire protection circuits. BUILDINU FERMI T CITY OF T'VA RD Co�taw PE.:PMI*T NO . : StA391*318 COMMUNITY DEVELOPMENT DEPARTMENT one"A 1:)A'Y'E-: TEOvUEO: 612,13/89 13125 5 W.Hall Blvd.P.O.Box 23397,Tigard.Oregon 9722.15031639-4175 PP 1 M . PM T .NO . 1391.131.8 J013 ADUPF.:SS : 1.02.00 15W RD (AX MAP/1-11:11' 1151.35AD k I.,ONIJ LISE 1 01 4;i I'ZF.. : VO UAIJON. SLUAGIVii F-W.)N'T : WE AH WORK (:.L.ASG . 1`41-EV DWEI A.. .UNI TG I—E.FT : P I kJ51-K *T*YPF,. : COMMI~:I•TC IA1 NO 1:::X*l . WALL. CONSI (:',ON5'1' . T'YPI;.:: : 1::I:F:'14 NO. hIA'THS : N: S : W JI.:1 .GRP. : E)2 PIAUI' . Or)k;:N:I*N(.*.#S : OCCUP , I OAD N !i : E W 1111"I'AL ARF:A . .1 '150 11,10 . STORIK"S : I.ST : A FIRE PE-T"? YE5 HL:L(..',H*I* : 40,1 2ND: ARLA Ski PAP7 NO RATED BASrEMENT7 NO SRD 0('.,C(.J1P . SI;J*,AP7 YEKS RA TED: 21 HR MEZZANINE.'? ND E4A51F-M' 'I FIAJOR LOAD: 50 GARAGE F-IRE- GI:*1PKI..,P7 YES AIL-ARM7 YES FL.OW(GPM) DEJEC1,11"? YE:% HEAT TYPE: A S Hl:)(:'I:).AGUESS7 YES CORR,? YIN'S L PLAN CHECK DY : JhJ RIEMARKS : i:;C)Unchittian mrily for Linouln Fi.virii PF:15SUE OF NO . I AS'T Tratinint-70.1. Crow C, M p tit 1-1 y ,D 1, 11176H. 00 W 10P60 SW PcI PLAN r4l--.V.i'k::W "199A20 N . E :I.y aL 1-d 0A 97223 -`F:JWI;:. DEP*T' $30 1 . 20 R r)l--I(.)NF' ('503) 2.115-9/100 51WTE 'TAX $30 . Z10 L)I'WE:I E-,.:r 4 DEIVE.I.-OPME,NI CHAPLPES : C SOU( Si TOPM) 0 N BAL11131-1 CONSiTRUCTION 11.,L1MPANY S nc,( s,v nE,.E.T, T P I:)G 1 11 R A F0.6-,4m vear 1.a ri OR P RE PA 11) < $1306 C 6411-2500 01 T NO Dni.tgh I ITT AL : R NO. 1011(39 This permit is issued subject to the regu Vlons contained in Title 14 of the TIAC. State of Oregon Specialty Codes zoning regulations PE.QUIPED INSPECTIONS and all other applicat -, codes and ordinances. and it is hereby FOO1 ING agreed that the work will be done in accordance with the plans and FOUNDAIJON WAI L specifications and In complion,-e with all applicable codes and ordinances T;te issuance of this paiaiit coea not waive restrictive 5 L.A 8 covenants Contractor and subcontractors shall I-vive current city FJ NAI.. business tax permits This permit will expire and bpcome null and void if work is not started within 180 days.or if work Issuspended or abandoned for a period of 180 days any time after work has commenced It shall be the responsibility of the permittee to assure all required inspections are requested and approved Patmittee Signalu Issued By CALL, L OR INSPEC11:004 639-4175 SEPARATE PERMITS REQUIRE[' FOR WORK OTHER THAN DESCRIBED ABOVE t r JUN 23 '89 11:25 1 NGR I M/M I LLS.P. 1 I � u _ --- 3YZ- �w / JUN 23 189 11:1H 114GR 1 M/111 LLS+N.U. ,- WALI TYPES b NO �:'1��" �T�C oof-lla,� P -20 USN P ¢TT'V4 U,kTI ON � l iA 40012. Wau• res r�l:�.'�•�►66 UtPT16 Gyi"� `r1) `1 i-� w JUN 23 189 11: 18 1 IJGR I M/1 I LL-b,f . _. qua rW WALL TYPES C•t� d�ldrIl to CZ f2 (�g.a &L.&HKCT ►CFZ A4.oue3►','i-,- F=..*.,r1r-Gr U L. Fr e>I4 e:. eZI o t�64JFz rip CSG 4I - F.�05N-� ,.--- -----Gt'� eTLly C 2'2 C � CD 2'rlid.c,, C)J' �( Pei N sM apT 91 p er) J (' Cr-N►SH r1a7W SMS) 12-4, W dbH dF T - W*TI-LF?- r2 E.5 61�-4T g`(F, go, ( I071 L+ZN OM (FINISr-� ;F30Ttl 'SIc�P_'Sj C't`rP6 �) 1, ?UN 23 189 11:19 1NGRIM/MILL5,H.(.. e44 f+b4 WALL TYPES �I e�v,� u��- p�O►N� Ck AT 9p, / . INGRIM / MILLS . P. C . TRANSMITTAL Architecturei?funning/interior Design One Centetpointe Drive Suite 300 Lake Oswego,Oregon 97035 DATE , o y JOB N0. (503)620-2025 _ 'Z ', FAX:(503)684-1227 ATTENTION JA c-Q TO /j n /C�Ast.n RE: .r L —. WE ARE SENDING r0U el- A ached ❑Under separate cover vie — the following items: O Shop Drawings 191rints ❑Piens ❑Samples O Specif:_,itions O Copy of letter U Change order p COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: []For approval O Approved as submitted OResubmit _ copies for approval Q706 your use [3Approved as noted O Submit copies for distribution O As requested []Returned for corrections O Return corrected prints 104-crt review and comment O O FOR BIDS DUE — 19— O PRINT, RETURNED AFTER LOAN TO US REMARKS COPY TO -- __ SIGNED: ■ INGRIM / MILLS . P. C. 'TRANSMITTAL ;architecture/Plunning/Interior Nsign One Centerpointe Drive Suite 300 �— O. Lake Oswego.Oregon 97035 DATE JOB N (503)620-2025 FAX:(503)684-1227 ATTENTION TO / -- RE: — WE ARE SENDING TOU Attached ❑Under separate cover via the following items: O Shup Drawings O Prints ❑Plans Q Samples U Specifications l O Copy of letter ❑Channe order COPIES DATE N0. DESCRIPTION --J----�— THESE ARE TRANSMITTED as checked below: (]for appr,)val i° ,pproved as submitted ❑Resubmit copies for approval ]For your use 13 Approved as noted U Submit �— copies for distribution O As requested O Returned for corrections t7Return _— corrected prints p For review and comment p FOR BIDS DUE 19_ 0 PRtNT!i RETURNED AFTER LOAN TO US REMARKS COPY TO _r— _—�....__ �__— S I G N E D:` — -------- � '. Il CITY'OF T1��.4 RD I OREGON June 21, 1967 \ Mr Ray Wold \� Washington Counicy Dept-. of Land Use & Trans. 150 N let ave Hillsboro, or, 97124 Dear Mr. Wold, I am submitting to your department, plane fr.r the structural review on the building portion of tho Llnu,ln Five nroiect (10200 SW Greenburg Rd) I would like to request that your depcotnent submit billing on a monthly basis, with an accounting of thr, time i..volved with the review. Please make not of any time spent on review of revised plans. If you have any question, please call me at 639-4171 . Thank you for your assistance Since y Brad Roast Building official 13125 S`JU Hall Blvd.,P.O Box 23397,Tigard,Oregon 91223 (503)639.-4171 --- ----w --- 90 03/28 18'33 0503-293-9408 TKAMMELL PI)X ujl .lune 21, 1989 Mr. David C. Blake Trammell Crow Company 10260 S.W. Greenburg Road, Suite 750 Portland, OR 97223 Dear : t. Blake: This letter is to follow up and confirm our telephone conversation of Jump 21, 1989, wherein i granted permission to store fill material on the portion of land south of the playground of Metzger Schoal. Per our conversation, you are not to disturb any of the trees and are to relocate the dirt. when Lincoln Street is built whish should be Spring of 1990. Upon construction of the road, the site is to be returned to a condition e�jual or better than its current state. Sincerely, Mr, Bud Hillman Operations Manager II Post-It'"band lax Irensmmal m*mo 7671 •or p.y.. Fl( C —.Lic-_��___ 2EIrs 1""1101110,1 Post Office Box 5396 10260 SW Greenburg Road Portland, Oregon 97228 Portland, Oregon 97223 503/245-9400 June 2.1, 1989 Mr. Bud Hillman Operations Managar Tigard School District 13137 SW Pacific Fltvy Tigard, OR 97223 Dear Mr. Hillman: This letter is to follow up and confirm our telephone conversation on June 21, 1989, wherein you granted permission to store file material on the portion of land sough of the playground of Metzger School . We will not disturb any of the trees and will relocate the dirt when the 93rd Street road is built which should be Spring of 1990. Upon construction of the road we shall return the affected site to a condition equal or better than its current state. We appreciate your accommodation in this tnattPr. Since! ely, David C. Blake Partner tic 1,1: 100:1m MIN. -V,WHEINMN� MONA R I NI NI I L L P . c Date. Tu: ILII-d�-a F! From; Subjcvt: AQ'r 66K.LoSi J145 y :rag d%4(w&jerlg,.e Ald cc. MEMORANDUM City of Tigard, Oregon To: Jerree Hrdins, Building Bonnie Mulhearn, Planning Phyllis Harris, Finance/Accounting FROM: Laura Freeman, Engineering Technician DATE: June 19, 1989 RE: WCTM 1S1 35AB, TL 900 1002 SDR 89-12, V 89-17, M 89-11 Lincoln V Tower An address for the above .listed building has been assigned by this office. This address is as follows: Lincoln V 10200 Sw Greenburg Rd Tiqard, OR 97223 CiTfOF Ti17.ARD OREGON June 19, 1989 E. Daniel Ingrim Ingrim / Hills, F.C. One Centerpointe Drive Suite 300 Lake Oswego, OR 97035 Project: Lincoln Center V BP 891318, Foundation Only Dear Mr. Ingrim: Plans for this project have been approved and permits may be obtained at your convenience. Prior to the beginninq of sitework or construction, we wish to meet with representatives of the firms who will be immediately involved in the project activity. The purprise of the meeting is to give al.1 involved an overview of our plan review, discuss any special datails which will be required, and to outline our inspection requirements and procedures. You or your staff may also have questions about the project plan review comments that we may explain to you. We wish to have this meeting prior to the start of any work on the site. Please call us when you have chosen a day end time which will be most convenient for those involved. our inspectors, and also plane examiners if you wish, will attend the meeting. We look forward to discussing this project with you, and to working with you to assure its timely completion. If you have any questions, or if we may be of assistance, contact us at any time. Sincerely, --� Brad Roast Building official FAX (503)684-7297 13'125 SW Neill Blvd.,P.O.Box 23397,Tigard,Oegon 97223 --- C01Y OF T16A RD OREGON June 14, 1989 Mile Grizzle McKinstry Company P.U. Box 12149 Portland, OR 97212 Project: Lincoln Center V 10200 SW Greenburg Rd.. Dear Mike: Your proposal to install an interior rain drain overflow scupper system connected to an automatic alarm circuit has been discussed, and we will accept such a system. Our only additional requirement Is that. we have engineered and stamped drawings for the system. The drawings shall show the piping connections, and the alarm system, for the overflow drains. There is no specific plumbing code section which provides for this type of system, but we feel it will meet the intent of the rode. If you have questions, or if we may Iq of assistance, contact us at any time. Sincerely, Jim Ja a Plans Examiner. FAX (503)684-7297 cc: Ingri.m / Hills, f .C. 13125 SW Hall Blvd.,P.O.Box 23397,Tigard,Oregon 97223 (503)639-4171 ---------- -- MEMORANDUM TO: Building Division FROM: Keith Li.den, Senior Planner RE: Lincoln Center V (SDR 89-12) conditions of approval DATE: 6/9/89 On June 6, 1989, tht: Planning Division approved the above development subject to 27 conditions of approval. Conditions 3 through 5 are shown to be satisfied prior to issuance of foundation permits. Conditions 6 through 20 are intended to be completed before building permits are issued. The applicant has requested that a permit for the building shell be allowed after compliance with conditions 3, 4, and 5 and holding the issuance of the 'wilding permits for interior work including electrical, mechanical, and plumbing until conditions 6 through 20 are satisfied. This minor amendment to the timing for satisfying the conditions has been approved by Ed and myself. It will allow for the construction to prr::eed while the traffic studies and organization of an LID are being completed. It is anticipated that the "full" building permit will be requested during the later part of August. c: David Blake GIIT: PERM11, CITY OF TIGA RD -:PMI'T' NO. : 51891.288 CltTy . 10 C.A-6, 10 COMMUNITY DEVELOPMENT DEPARTMENT DATE ISSUEO : 6/ 8/89 1312F '.W.Hall Blvd..P.O Box 23397,Tigard,Oregon 97223.(503)639-4115 ISR IM. PH'r.NO. (39:1.28113 J0114 ADI)PE:SS - 1.0200 SW (.;PI'-::ENrAJI1G' PD TAX MAP/L.01' !-.iL)B: NO ('. (:)NS*T' (.)N'T':I:I- CMUNUII APPP L.T : SK : I AND 1 01 SIZF:' ' WORK (:'11-ASS : S17'Ei:WOAK USE TYPE : C(:)MML'-*.:P("1AI (7UBIC, YAPOG : V A L.U 111 2 lei IMPFPV AREA : F,I I.A..'? NO i-:NG No . rplil`&:FiA�.J) F'11-1 7 : PAVJ.NG7 : Y1:::S (.,RAI:):I:N('.-'o7 : YES I AN D%-(,AP I NG.7 YES S3"TE: P;41:V)Ar4AI':I:(:)N7 : YES !i1*OPM DWAINS? Y F.:S 0 1'riamlaell. (::raw M p IIL 1-1 y PEP110111, *783. 00 W 10260 Stall Greenbi-irg Rcl PLAN AEVIEW 1111509.9".11 'NI E Tigetrd 11:114 9,723P3 R PHONE (503) P.45-9400 15*T'A'T'E;, TAX $39 . :1.5 C 0 N HAUGH ION COMPANY T R 1.411.550111GAUDON A F.iliPjkVF.-�r t m n Op C PHON11:1. 6e4J.----P'30() NO . HEILLIgh R PFCEIP't NO . 101119 This permit is issued subject to the regulations contained in Title 14 of the TMC. State of Oregon Specialty Codes.zoning regulations PEQtJJ:P1'-'.D INSSPE('J'IONS and all other applicable codes And ordinances, and it is hereby UITY AP144UH/SW Agreed that the work will be done in accordance with the plans and STOPM 1*)I:*.,A'I:N specifications and in compliance with all applicable codes and ordinances The issuance of this permit does not waive restrictive FJ NAI.. covenants Contractor and subcontractors shall have current city business tax permits This permit will expire and become null and void if work is not started within 180 days,or if work is Suspended or abandoned for 9 perioa of 180 days any time after work has commenced It shall be the responsibility of the permittee to assure all required inspections are requested and approv,3d Permittee Signature Ii Issued By FUR_:I'NSPF.:(. I ION 639-41175 SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE MEMORANDUM TO: Building Division FROM: Keith Liden, Senior Planner HE: Grading or Site Work Permit for Lincoln Ctr. V DATE: 6/8/89 The recent decision approving Lincoln Center V (SDR 89--12) , did not include any cc-,nditions regarding :grading or site work permits. These permits may be obtained at any time provided the following issues are addressed: 1 . Sufficient parking spaces shall remain to serve the exist+ng Lincoln Center development. 2. Adequate access shall be provided for the buildings and parking spaces. 3. Landscaped area shall not be reduced below IE%. 4. No work within the street right-of-way until authorized by the City through either a licensing agreement or. vacation. It is anticipated that Council will approve a licensing agreement: on 6/12/89 followed by a vacation later this si.immer. . WASHING'T'ON COUNTY, OREGON 'fes LINCOLN CENTER V t ;:)tructural Engineer KPFF Consulting Engineers 421 SW 6th, Suite 911 Portland OR 97204 Telephone: 227-3251 The foundation permit has been approved with the following conditions : 1 . the bearing capacity of one driven steel pile is 200 Kips , with a safety factor, of 2 . The formula used to calculate the bearing capacity at refusal , will be submitted and verified later in agreement with the pile driving data , from the pile driving report . 2 . Special inspection required is as mentioned in the General Structural Notes , page 5. 1 . 0 of the plans . June 5 , 1989 Chau Tran , P. E . Building Engineer c;t� 4- ,,, r-Ja L6 k P F F LtCt'r-' Fn cr;neQ't.o . 0 t S w . C}� _ �«tc �l J 1 i Decearlment of Land Use And Transportation,Land Development Services Livision ',u Nnrth First Aven-je Hlllsbo,o,Oregon 97124 Phone:503/649-8761 ■ INGRIM / MILLE. , P . C . Architecture/f'lanning!Intenur Design I rim ��/L� f l. �i•._J I LC.O,iC. , . f'lorst"Ve$ �'1�-�Gn. / FIR-ESwF/N�1 k fa — 1�''cft.. �.�R- P+�o�G c �� ?"Nts M�x..►.Ill�cC.a R.E�f /r��a (-.tvC-An) 1� �• w�•MC-o ;L.-� �r.�v r-'r�.� THS Fri C.c..ou�lnic.o ItG"r1s a6L-Y ,47 TH5 w400Lo I-4CApS -tri SVT FI,ti1Ca �1� i lfF �CX i2 �� c�faL.C. II.Y1EILc;GGj 1O 0 tl t S TO K4�F F;�1 W-6 ,7U MT1, TU ASSI�r��.r.��,�r -rim �. CITY OF TINA RD OREGON May 1.7, 9 Mr. Ray Wold Washington County Dept. of Land Use and Transportation 150 N. First Ave Hillsboro, Ore 97.124 Dear Mr.. Wold, As per our telephone conversation of May 16, 1989, I am submitting to your department, plans for structural .review for foundations only on: o one Embassy Centre 9020 SW Washington Sq. Dr. o Linwl.n Five 10200 SW Greenburg R9. I would like to request that your dF-partment submit billings on a monthly basis, with an accounting of the time involved with each review. Please make note of any time spent on review of revised plans. If you have any questions, please call me at 639-4171. Thank you for your aesi-stance Sincerely Brad Roast Building Official 131 25 SW Hall Blvd„P.O.Box 23397,Tigard,Oreg-)n 9 7 223 (503)639-4171 --- -- -- — — ■ INGRIM / MILLS , P . C . Architecture/Planning.,Interior Design I o:—AO tQ� FromG � / � —__-- ---- --------------------- — I .��r!_r'1'U[c�.1►�1fT�—�In Jb4�u�. . Cr1^f �►_-�;��a.�z.►� _ fi.t�,�s G�ya+�l,•ru��z CC: �M- u ---G�t^{ o �vID_ �1Y1�MM�✓�9!+�� Iry C C w w w Arr w w w ■_ INGRIM / MILLS , Y . C . \tchurrutrr:f'I�nnntE�IrtcrtnUr,i�n SubjCLt. __ — -- ---- — — -- �._.._._$urVx�IN� -___PSR-1!�l'r•-.___._-___--___� r. S t7 E Pi.A.►' C11�5.t►.W��ar, _M4IS_' _A► tid _�lYI�1#Ata�—�'� ±e►ID�Q1��'l .—_ #� 4nc,4T/aN_ -,•w .G�—_1eL�1 _l.lnlL �_-fti a wL �i�n��v. uZ'14t�iFsS. �Pr-e9b`'e 90-95 ---------_�• 5rhiic.. �C1�4.�.!lrt�,.._�ttA•PIS.-.- � Es=(�vp-�ryS --.----...----�.---�--.'1.!'+1�c4�cL��rE1t,�t?.__LrJ.I',�G�•__��'_T,it1i?S-_..__PSSlGJ7��.�--tea._-�rl7f�A_------ -.__. CU ■ INGRIM / MILLS , P . C . Planning/Ititcrioi Design o: From: SUhJCLt: (P IT, TIM ■ INGRIM / MILLS , P . C . Architecture/Planning/Intcriur Design From: _ SubjeLt: ------ t Cc; _— —� .... «....+Ma.U11WrnY`r6: ._u...e.,..�.,...+..ao+w,..•nw:dliY+.u�+IWC.eWwY{aus•.+�aiWv�YYo-iW""r`rG.+t`.�uaw.u�.uuww...wv-..-...••_.,.ui+AYur"�wwu.�..�"•.�•.MY.IIWY(.�.yn.� ... .......:::�- 1 1 1 nr s w �► w REPORT GEOTECHNICAL INVESTIGATION PROPOSED LINCOLN CENTRE V S.E. LOCUST ROAD AND LINCOLN STREET WASHINGTON COUNTY, OREGON MAY 15, 1989 JOB NO. 7941-056-041 DAMES &. MOORE t I PORTLAND, OREGON 1 NAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP I, i ,.l `,,W M0 RRII r SUITE 404 PORTLAND. OREGON 97205.2260 (503)228.7688 .ti� N Sr., SLI May 15, 1989 Ingrim/Mills one Centerpoint Drive, Suite 300 Lake Oswego, Oregon 97035 Attention: Mr. Bart Mills Gentlemen: We submit herewith our "Report of Geotechnical. Investigation, Proposed Lincoln Centre V, S.W. Locust Road and Lincoln Street, Washington County, Oregon" for Trammell Crow Company. The scope of services for our investigation I is outlined in our proposal dated February 22, 1989. Authorization was provided by Mr. David Blake of Trarrunell Crow Company on March 29, 1989. I During the course of our study we have maintained contact with members of the design team and have provided our recommendations as they have been deve- loped. We appreciate the opportunity of conducting this investigation. If you I have any questions or if we can be of further service, please call. Yours very truly, DAMES 6 MOORE 1 1 S c7hn P. Martin, A ociate James W. Ja on, OREGON / Senior Eng eer I WD45/Crow.L �.'yiv p`N,{�c' 7WJ:rmf 7941-056 cc: RPFF Consulting Engineers Attention: Mr. Gaafar H. Gaafar I Baugh Construction Attention: Mr. Don Quatier Trammell Crow Company Attention: Mr. David Blakp I IORUTS WORLnW DE Geotechnical investigation Lincoln Centre V S.W. Locust Road and Lincoln Street Washington County, Oregon for Trammell Crow Company INTRODUCTION This report presents the results of our geotechnical investigation at the site of the planned Lincoln Centre V office building. The site is located just south of Locust Street. in the vicinity of the existing Lincoln Centre development. The planned building and parking structure are shown in relation to existing site features on the Site Plan, Plate 1. PROJECT DESCRIPTION The office structure will be located ju.at north of the existing Lincoln Centre III building as shown on the Site Plan, Plate 1. The parking structure is planned just east of the office building. T;ie planned building structure, measuring approximately 100 by 170 feet in plan, will be 7 stories in height. Although a finish floor elevation has not been established at thi, time, recent conversations with Mr. Bart Mills of Ingrim/M.ills indicate that the lower level grade will be established very close to existing site grades. From discussions with Mr. Gaafar H. Gaafar. of KPFF, we understand that downward column real loads are expected to range from 400 to 800 kips. hn additional approximately 800 kips would result from seismic loading conditions. Further. , we understand that uplift loading will be on the order of 200 kips per column. SCOPE The purpose of our geotechnical investigation is to provide recommenda- t'.�nns & f MIIKMKM 1 -2- tions for site preparation and foundation support of the planned Lincoln V nuilding based on the results of our site exploration, laboratory testing, and engineering analysis. Specifically the scope of our services includes: 1. site exploration by means of 5 drilled borings. 2. Laboratory testing to assess the pertinent physical characteristics of the soils encountered for correlation with previous laboratory informa- tion developed on the site. 3. Review of information in our files regarding site preparation and foun- dation support methods utilized on other sites in the development. 4. Evaluation of feasible foundation types and specific recommendations for foundation support of the proposed office building. Recommendations for pile supported foundations includes allowable down- ward and uplift capacities, lateral load vs. deflection criteria, esti- mates of foundation settlement, and pile installation and driving criteria. 5. Recommendations regarding site grading, subgrade preparation and base course for floor slabs-on-grade. SITE CONDITIONS SURFACE CONDITIONS The Linccln V site is presently a paved parking area, north of the existing Lincoln Centre III building. Current site grades are relatively level, generally slightly higher than the slab grade of the Lincoln Centre III building. The property to the east, site of the planned parking structure, con- tains occupied single family residences. DAMES & MOORE i -3- SUBSURFACE CONDITIONS Our understanding of subsurface soil and groundwater conditions under- lying the tower site was developed by drilling 2 borings. The borings were I advanced to refusal in the underlying basalt at depths of about 37 feet beneath existing site grades. In addition, logs of borings 3rilled by Shannon .i Wilson, Inc. during a previous site investigation in 1980 were reviewed. Three borings d were also drilled in the vicinity of the planned parking structure to the east for preliminary design information. The locations of the borings are shown on the Site Plan, Plate 1. The logs of the borings, in Addition to the a descrip- tion of the exploration equipment: and proceduree,, are presented in the Appendix. The planned office building site is underlain by relatively uniform deposits of clayey silts and silty clays abox;e basalt rock. Competent rock was typically encountered at the building site at depths of about 37 feet beneath PxiFting site grades. The rock was encountered at shallower depths southeast of ;hf- building site (23 foot depth at the location of Boring 89-5 and an 11 foot depth at Boring 89-4). Medium stiff to stiff clayey silts were encountered immediately beneath current site grades. These soils extend to depths ranging from about 18 to 20 feet at the Lincoln V site and are underlain by residual silty clays. The silty clays are generally stiff and grade into the weathered basalts. The overlying clayey silts are characterized by low to moderate strength and moderate compressibility characteristics. The underlying residual silty clays possess moderate strength and low to moderate compressibility DAMES & MOORF -4- characteristics. The competent basalt rock has very high strength and very low compressibility characteristics. DISCUSSION AND RECOMMENDATIONS GENERAL, We recommend that the Lincoln V stricture be supported on piles driven to refusal in the competent basalt. Due to the magnitude of the building loads, it is our opinion that open-end pipe piles would be most suited to the site con- ditions. As an alternative timber piles could be used. However, due to the relatively low capacity (40 tons) and thus large groups required, it is our opi- nion that the higher capacity pipe pi'.es would be the preferred alternative. As requested by Baugn Cc^s:ruction, we have also evaluar.ed augercast_ concrete piles. Allowable capacities have been provided for various diameters. in view of the relatively low design end-bearing values that can be assigned to an augercast pile due to the installation methods, it is our opinion that augercast piles would not be well suited to site conditions. This, however, is reflected in the allowable capacities provided. From recent discussions with Mr. Gaafar, we understand that current designs are based on 9-5/8 inch diameter pipe piles. Augercast piles are proposed as a substitution. From discussions with Mr. 'rim Stulc of Baugh Construction, we under- F;tand that concrete caissons are under consideration. A single caisson would be placed at each column location. It is our opinion that this approach is not appropriate for site conditions. Due to high groundwater conditions, casing of the �,xcavation would be required. This installation procedure would result in DA MES 6 MORE . wr nw -J- disturbance of soils aujacent to the shaft and a resulting low shaft friction capacity. In addition, due to the high groundwater and nature of the bearing rock, it: would be extremely difficult to clean the bottom of the hole to provide a high end-bearing capacity. On this basis, we recommend that this alternative not be considered. As previously discussed, it is our understanding that the Lincoln V structure will be constructed with a lower level finish floor grade near exist- ing site grades. On this basis, we recommend that the Boor slab section be designed and constructed on-grade bearing on a properly prepared subgrade. Recommendations for floor slab support and subgi&.Ie preparation are provided in suhs�_-quent sections. PILE FOUNDATION SUPPORT Driven Piles We recommend that pile support be obtained by open-end pipe piles dri- ven to refusal in the underlying basalt ,. These pile secticns have been success- fully used in the past on the site and are suitable for support. Piles should ho driven to refusal in the weathered and fractured basalt. We anticipate that refusal will be encountered several feet below the refusal elevation -! our 'cor- ing explorations. We recommend that the vertical capacity per pile be limited to a maximum of. 100 tons. Further, we recommend that an allowable uplift capac- ity of 20 tons be used in design. This loading applies to dead plus permanently and/or frequently applied !ive loads. For the total of all loads (dead, live, and wind or seismic) the downward value may be increased by one-third. The -6- structural rapacity of the pile may limit loads to a lesser amount. The pile size and cross-sectional area must be selected to withstand the structural stresses as well as high driving stresses. From discussions with Mr. Gaafar, we understand that piles will be placed in 3 and 4 pile groups. We recommend that piles be spaced a minimum of 3 feet, center to center. On this basis, a reduction .in allowable downward and uplift capacities are nest required for group action. Laceral Pile Criteria Design criteria for lateral pile design is presented on ' late 2. Estimated horizo•ital deflection at the pile cap can be predicted for a particu- lar applired load and an assumed degree of fixity. The approximate magnitude and location of maximum bending moments in a pile has been determined fir each point shown on the curve. This informalion can be pr.rvided, as required. Tne pile length is based on the penetr.aticn depth is recommended for downward act '.ng axial loading. For 3 and 4 pile groups, the cumulative capacities should be reduced by a factor of 9.5 to account for group action. These deflection values are our br, estimate of the values that are likely to develop under applied long-term or transient loads. No modification for factor of safety or reduction for repeated loading conditions have been made. Actual deflection and bending moments that will occur may vary from the estimates as a result of variability of the near.-surface soils, and limitations associated with our assumptions of the lateral moJulus of the material and the actual degree of fixity of the pile cap. 1)�nn� �, 111�u�►tt For pile caps properly backfilled as recommended, the passive lateral earth pressures can be approximated using an equivalent fluid density of 250 pounds per cubic foot. (pcf) . This value includes a safety factor of about 1.5. Installation Criteria We recommend that the piles be driven using a hammer exerting at least 24,000 foot-pounds of energy peg blow through the residual clays and wea*hered basalt to refusal in the und-rlying competent basalt. Although refusal criteria will be developed in the field during initial driving activities, refusal would be defined as about 10 blows per inch for. the Last several inches of penetration. We recommend that pile driving be observed by a representative of Dames b Moore. Continuous driving records should be maintained for each pile by recording the number of hammer blows required to drive the pile each foot of penetration. We recommend that the first 10 piles be installed to serve the dual function of production pile and indicator pile. The driving criteria and the range of lengths of the remaining production piles should be established from these first 1.0 piles. The contractor should use the same driving equipment for indicator piles as he plans on using for driving the remaining piles. 1n the event a change in equipment is necessary, driving criteria will have to be reestablished. FLOOR SLAB SUPPORT We recommend that the building floor slab be underlain by a minimum 6 inch thick granular base course to provide uniformity of support and to act as a DAMES 6 MO ORF -S- capillary break a(lainst moisture accumulation through the slab. We recommend that additional moisture protection be provided by placement of a plastic vapor barrier immediately beneath the slab. A 2-inch sand blanket should be placed above the plastic to provide protection from construction activities and to aid in the curing of the concrete. After any cutting and prior to the placement of any fill soils required to achieve planned grades in the building area, the subgrade should be compacted and proof-rolled with a loaded dump truck. Soft areas, as defined by the soils engineer, should be overexcavated and replaced with compacted granular fill. Criteria for fill materials, placement, and compaction are provided in a subsequent section of this report. Recommendations for construction during wet weather periods are also subsequently provided. Tlie granular base material should consist of well-graded sandy gravel or crushed rock of up to 3/4 inch maximum nominal size, having less than 5 per- cent passing the No. 200 sieve (silt- and clay-si+ed particles). The upper 6 inches of subgrade soil and crushed rock floor slab base coarse should be com- pacted to a least 95 percent of the maximum density as determined by the ASTM D-1557 test designation. SITE PREPARATION AND FILL PLACEMENT During the dry season, excavated on-site sols should be suitable for reuse as engineered fill material provided the moisture contents are near opti- mum. on-site silt fills should be placed in approximately horizontal lifts, not exceeding about 8-inches in loose thickness, and compacted to a dry density of at D'\\11 h Ni()()11! WAR -9- least 95 percent of the maximum density as determined by the ASTM D-1557 test desi.gi.ation. Close moisture control of fill materials wi; l be required in order to achieve the recommended degree of compaction. On-site silts are extremely moisture sensit;ve are not suitable for use as fill during wet weather periods. We recommend chat import granular fill materials be utilized consisting of free-draining sand and gravel with 6-inch maximum size and less than 5 percent passing thi> No. 200 sieve. Granular fills Abould be placed in maximum 10 inch thick loose horizontal lifts a.,d compacted to the criteria as recommended in the previous paragraph. During wet weather, we recommend the installation of a granular work- _nI base in the building area for construction equipment support. The blanket should consist of import fill material graded and compacted as previously recom- mended. 'Phis working blanket should be at least 12 inches in thickness and would oe incorporated into the permanent base rock section required for slab support. This thicker base rock section may be required depending on subgrade conditions at the time of construction. A geotextile construction fabric (Mi.rafi 500X or equivalent ) may be required beneath the blanket to stabilize soft, wet., or heavily traveled areas. Beneath heavily used haul roads, the thickness of the granular working base should be at least 18 inches placed above the recommended 4potextlle fabric. During wet weather, excavation shoal.d be performed using a smooth bladded, tracked backhoe working from the areas where material is yet t.o be removed. Sul-grade surfaces should be cut cleanly to undisturbed soil. Fabric DAMES 6 MOOR@ air �! rw -10- and fill. installation should immediately follow excavation to prevent distur- bance of subgrade soils or water ponding. CLOSURE The analyses, conclusions, and recommendations contained in this report are based on site conditions as they presently exist and assume that the explor- ations are representative of the subsurface conditions across the study area. We have further assumed that the subsurface conditions everywhere are not signi- ficantly different from those disclosed by the investigation. If., during any future construction, subsurcace conditions different from those encountered in the explorations are observed or appear to be present beneath excavations, we should be advised at once so that we can review these conditions and reconsider our recommendations, where necessary. If there is a substantial lapse of time between the submission of this report and the start of work, or conditions have changed due to natural causes or construction operations at or adjacent to the project area, it is recommended that this report be reviewed to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. We further recommend that Dames 6 Moore be retained to review the final design drawings and specifications that pertain to earthwork and that we be retained to provide construction monitoring during site grading, filling, and pile installation. This report was prepared for the exclusive use of the 'Pr.ammell Crow Company and their consultants. It should lie made available to pro- spective contractors for information on factual data only and not as a warranty 1►,,trti �1,�„ut -.11- of subsurface conditions, such as those interpreted from the logs presented or in discussions of subsurface conditions included in this report. The following items are attached and complete this report: Plate 1 - Site Plan Plate 2 - Lateral Load vs. Deflection Appendix A Site Exploration and Laboratory Testing WD45%Cr.ow. 1-8 I • I !►�.. . :'''�� i i� nihil:�.1?..- j 'ii�l:, � i,i . �� 11■1 ' Il + ill.:a i ;.�,?., ,.I ii � Ei �■ i{i 1 {1i't1,1�f I R� r, !t ��:1� �:i i�I�f�j{{I��tl��{!I I I► � ,� 1 w !+ �/�►.�A.!��,;�r !Illi! ; 'YI � •_.+� S!EXISTING LINCOLN CENTRE III oil I "A w • Lei WILI LH I IT, I U -71" "1 PROPO$13D 9 LEVEL PANKINQ 14T UCTIlRV. ';'• _ • I �1;: c 14-4 i k9-4 I s s BV ING RIM / MILLS SITE PLAN ') 'LANDSCAPE PLAN / ,N •B• DATED 4111/89 LINCOLN CENTRE V DAMES & MOORE PLATE 1 100 ----------------------------------------------- ..---- ----------------- ----•--------- ...............------- !f ! i ! 80 ------------------------i yw .---1----------------------- ! ... ---------- 60 — -------------------t---L--------------- ------------------------------ ---------- --r-r----r----T-----_-- .....................•-- ........................ ..................... -.. 20 # - }--------------------- 0.0 1 0.5 1-0 1 .5 2.0 2.5 LATERAL DEFLECTION (INCHES)* * Load applied, and deflection measured at ground surface - --- Fixed head condition Free head condition NOTE: Analysis is used on soil and soil—structure interaction considerations. Structural constraints should be evaluated by the st uctural engineer. LATERAL LOAD -- DEFLECTION 9-5/8" OPEN END STEEL PIPE PILES LINCOLN CENTRE V Dames do Moore ,lob No. 07941-056-041 Plate 2 I i 1 1 1 1 M 0 1 �`� 1 APPENDIX SITE EXPLORATION AND LAL:ORATORY TESTING SITE EXPLORATION Subsurface conditions at the study site were explored by drilling 5 borings. Two bor. 'ngs, drilled at the site of the proposed Lincoln V structure, were advanced to refusal in the underlying basalt at deptts of about 37 feet beneath existing site grades. In addition, logs of borings drilled by Shannon & Wilson, Inc. during a previous site investigation in 1980 were reviewed. Three ti borings were also drilled in the vicinity of the propos.-d parking structure to th, east for preliminary design information. Due to access and authorization rE-strai.nts, the oori;.3s were drilled in the vicinity of the west portion of the planned structure. The borings were drilled at the locations as shown on the Site Plan, Plate 1, using a Lrailor-mounted hollow stem auger drill. rig. The locations shown are approximate only and are based on tape measurements fro[^ surveyed building corners. Logs of the borings are presented on Plates A-1 through A-3. The elevations shown on the logs are based on Band-level measure- ments from the existing Lincoln III floor slab grade. The soils were classified Classification System which is outlined on in accordance with the Unified Soil Plate A-•4. Soil samples from the drilled borings were obtained at frequent. inter- vals using a standard split-spoon sampler. The sampler was driven by a 14u-pound hammer falling 30 inches. The number of blows �equir._ , to drive the sampler 1 foot, or as otherwise indicated, into undisturbec soiis is noted adja- cent to the appropriate sample notations on the boring logs. Groundwater levels were meisured during drilling. 0 DAM'S & MO ORE A-2 LABORATORY TESTING Samples of the soils obtained during our subsurface exploration program were returned to our Portland laboratory for further examination and selection of representative samples for testing. The testing program consisted of mois- tures determinations for correlation with data previously developed on the site. The result-- of the moisture determinations are presented on the boring logs at i the appropriate sample depth. The followir.q plates are attached and complete this Appendix: Plates A-•1 through A-3 Log of Borings Plate A-4 Unified Soil Classification WD45/Crow.A I DAMEC MO()RR Boring B--89-1 Boring B-89-2 Depth _Sampl, Depth SamPlo in Foot F Symb,il Elovatlon 0.5 ± in Foot F Symbol Elovotion 1 ± n—, rOAR ]BROWN WY EY STIFF) '1LT (MEDIUM 0— ML DAsrIFrDTo CLAYEY STIFF) SILT (MEDIUM I STT H /x lu 31.7X 10 Q Q 5-- 30.3% Q 31 lX Q TRACE OF FINE SAND I 1 , 10 s 14 Q TRACE OF FINE SAND 34.4X Q GRADES WITH INCREASING FINE SAND CONTENT GRADES WITH INCREASING FINE SAND �,ONTENT 15-- li 15 7 35. 1 X Q 313.Az Q INCREASED RESISTANCE TO DRILLING — CL_ RED-BROWN SILTY CLAY WITH _ TRACE OF FINE SAND AND 20 DARK REO CLAY NOOULES(MEOIUM 25.8X STIFF TO STIFF) 20.51 RFD-BROWN. SILTY CLAY WITH GRADES WITH INCREASING LI TRACE OF FINE SAND AND DARK RED CLAY NODULES AND DARK REO CLAY NfaOULES(ST[FF) DARK GRAY WEATHERED BASALT NODULES 25— 25 33.BX INCREASED RESISTANCE TO 27'Wz INCREASED RESISTANCE TO GRILLING DRILLING GRADES WITH INCREASING DARK GRAY WEATHERED BASALT NODULES 30 a �x 93z GRADES WITH ?HCREASING DARK GRAY WEATHERED BASALT NODULES �5 50 35 50 9A.IX GRADES TO DARK GRAY WEATHERED 30.3X GRADES TO DARK GRAY WEATHERED BASALT IN A RED-BROWN CLAY BASALT IN A RED-BROWN CLAY -- MATRIX (HARD) MATRIX(HARD) BORING TERMINATED AT REFUSAL_ BORING TERMINATED AT REFUSAL AT 36.5 DEPTH ON 3/28/89. AT 37. 5'DEPTH ON 3/28/139. - GROUNDWATER ENCOUNTERED - GROUNDWATER ENCOUNTEEED AT 8.5'DEPTH DURING DRILLING AT 8.5'OEFTH DURING DRILLING a 40 Log of Borings v,�rticol Scale, 1 Inch n 5 Peet Dames & Moury Ji h Ho. '9 11 056-041 Plate i\ I Boring B-89-3 Hor1ng B-89--4 DcPth iornF lu Depth S,amhlo 1n Feat FSymhnl Elavatlor 1 + In Feel. Symbol Elevation 0.5 +_ 00 DARK BROWN CLAYEY S1L'(ME9IUM 0 MI DARK BROWN CLAYEY SILT (MEDIUM STIFF TO STIFF) - STIFF) 5 I 5 10 CL RFD-EJROWN SILTY CLAY WITH 30.2% (a 31.C% Q TRACE OF FINE SAND(MEDIUM STIFF) Q 50 Irl 18 -�0 2r 2XQ TRACE OF FINE SANG 38.8% GRADES 10 DARK GRAY WEATHENEO BASALT IN A RED-BROWN CLA" - MATRIX(HARO) BORING TERMINATI-0 AT REFJSAL AT 1 1.25'DEPTH ON 31281 BY GROUNDWATER ENCOUNTERED 15 15 AT 10'OEPTH DURING DRILLING --- � — 32.3Y INCREASED RESISTANCE TO DRILLING 2U— 40 20.4% Q RED-13RUIIN SILTY CI-AY WITH C� TRACE OF FINE SAND AND DARK RED TO GRAY CLAY NODULES (MEDIUM STIFF TO STIFF) 4 40.1% GRADES WITH INCREASING DARK GRAY WEATHERED BASALT N0001_E 5 30 a 34.IX GRADES TO DARK GRAY WEATHERED BASALT IN A RED-BROWN CLAY MATRIX(HARO) I 50 25.5% -- BORING TERMINATED Al REFUSAL JS AT 34.5'DEPTH ON 3/28/89. GROUNDWATER ENCOUNTERED AT 6.5' DEPTH OUR[NG DRILLING Log of Barings I Vertical Scale: 1 inch = 5 Feet Dames & Moore Job No. 7941 -056-041 Plate A-2 Boring B-89-5 Dopth ScampIU t11 Fact F—Symbo I E 1.nvat 1 on 0.5 0— DARK BROWN CLAYEY 511_T (MEDIUM MI STIFF) 28.2% 7 0 5— 3?.BX 1(J 1Ll- g 29.22 Q 1.L PEI1-DROWN SILTY CLAY WITH DARK RCD AND GRAY WEATHERED DA5AI T NE)DULESkVERY STIFF) 15 20-- 34.52 GRAOCS TO DARK GRAY WEATHERED BASALT IN A RED-BROWN CLAY MATHIX(HARO) PDRING TERMINATED AT REFUSAL A� 23' DEPTH ON 3/28/88. GR611NDWATER ENCOUNTERED 25— AT 4.5' DEPTH DURING DRILLING KEY: STANDARD PENETRATION TEST SAMPLR NUMBER OF FLOWS REQUIRED TO DRIVE SAMPLER 6 1 FT WITH 140 POUND WEI5HT FAI.IING 30 IN. NOTE: 0 O1STUkBF.O SAMPLE DISCUSSION IN TNF TryT OF THIS REPORT IS NECESSARY LABORATORY TEST DATA FOR A PROPER UNDERSTANDING OF SUBSURFACE CONDITIONS FIELD MOISTURE CONIhI, I ORY SO i. WIGHT REVEALED BY THE BORINGS. 30% E1EVATIO16 11DICATED ON THE LOG:, YU REFERLNCED TO THE FRU SHED FLOOR ELEVATION Ai THE LNTkANCE OF EXISTING LINCOLN CENTRE 111. Lug of Borings Vertical Sccle: 1 1nCh = 5 feet Dames & Moore Job No. 7941 -056-041 Plato R-3 MAJOR DIVISIONS GRAPHIC Lc! OL SYMBOL SYMBOL TYPICAL DESCRIPI IONS r i #41 WELL GRADED GRAVELS,GRAVE SAND MIXTURES,LITTLE OR NO 106 �W FINES GRAVEL AND CL[AN GRAVELS r • 0 GRAVEL) —�— SOILS U ITTI F OR NO '!'y;."' POORLY GRADED GRAVELS, FINES) x""�"' GP GRAVEL-SAND MIXTURES,LITTLE •� OR NO FINES COARSE GRAINED SOILS SILTY GRAVELS,GRAVEL SAND GM SILT MIXTURES GRAVELS WIIH IINES MORE.THAN 5091 OF COARSE FRAC (APPRFCIA01 F TION RETAINED AMOUN1 Of FINFSI ON NO. 5—T 17•VT- CLAYEY GRAVELS,GRAVEL SAND / GC CLAY MIXTURES WELL GRADED SANDS.GRAVELLY e•.°°, SW SANDS,LITTI E OR NO FINES SAND CLEAN SAND '•°o: •o . /,ND (LITTLE OR NO SANDY FINES) — — SOILS POORLY GRADED SANDS,GRAVE I SP LY SANDS,LITTLE OR NO FINES MORE THAN 50% OF MATERIAL IS LARGER THAN NO. --- '— 20f'SIEVE SIZE SILTY SANDS,SAND-SILT SANDS WITH FINES SM MIXTURES MORE THAN 50% OF COARSE FRAC- )APPRECIABLE TION PASSING AMOUNT OF FINES) - -- NO.1 I VE CLAYEY SANDS,SANDCLAY Sc MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS,ROCK FLOUR,SILTY LR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY FINE GILTS INORGANIC CLAYS OF LOW TO GRAINED AND LIQUID LIMIT / CL MEDIUMPLASTICITY,CLAYS, Iv SOILS CLAYS THAN SO CLAYB,SANOYLAYS SILTY CLAYS,LEAN CLAVE ORGANIC SILTS AND ORGANIC ( V I I I OL SILTY CLAYS OF LOW PLASTICITY I�I�I�I�I INORGANIC SILTS,MICACEOUS OR MI, DIATOMACEOUS FINE SAND OR SILTY SOILS MORE THAN 50% SILTS /�/ OF MATERIA, IS AND LIQUID LIMIT / CH INORGANIC CLAYS OF HIGH SMALLER THAN NO. CLAYS GREATER THAN 50 / PLASTICITY,FAT CLAYS 2(M7 5151 V E 5171' j/ ORGANIC CLAYS OF MEDIUM TO OH HIGH PLASTICITY,ORGANIC SII TS HIQHL V ORGANIC SOILS RT PEAT,HUMUS,5,-AMP SOILS WITH HIGH ORGANIC CON I TS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS .1 I UNIFIED SOIL CLASSIFICATION SYSTEM „ Dames rBl Moore pLATF A-4 P.M 3/30/89• ■ INGRIM / MILLS , P . C . Arch itecture/Planning/tnterior Ursign RECEIVED MAR 3 0 1989 C"Mo ►off ftment M_EETINQ 1+IEMOF_ANDUM PPOJECT! LINCOLN V - A TRAMMMELL CROW PROPERTY SUBJECT: NEW PARKING GARAGE LAYOUT, FLOOR & BUILDING HEIGHT AND MUNICIPAL TIME TABLE. DATE: March 21, 1989 PRESENT: City of Ti and Consolidated _Fire and Rescue J:1m Jaqua Gene Bi.rch.ill In -r._.imMi11sL P.C. Bart Mills Jim Jaqua and Gene Birchill approved the new parking layout, contingent upon keeping parking sides open and one level on grade. Standpipes will be required. Both reaffirmed memo dated March 16, 1989, allowing seven floors, contingent that the seventh floor not exceed 75 ' above the fire department vehicle access. Jim recommended issuing drawings to City Planning as soon as possible, in order to expedite per-miting process, which may be broken out into phases: sil-.e utilities and development, foot.inq and foundation, etc. cc: David Blake, Trammell Crow Company Dan Boyden, Trammell Crow Company David Browning, MKBT Brad Nydler, Baugh Construction Gaafar, H. Gaafar, KPFF John Martin, Dames & Moore One Centerpointe Drive / Suite 300 / take Oswego, Oregon 97035 / Telephon:a: (503) 620-2025 / FAX: (503) 6841227 INSPECTION NOTICE City of Tigard Building Department P.O. Box 23397 Tigard, Oregon 97223 Phone: 639-4175 Type of Inspection 1r_1__ &L''`'"' f� �- �. Date Requestedy _AL1 Tlttte . A.M. P.M. Address e-t—^—Zv_L''L r Permit * Owner _ ___. Lot # _ i Budder l i 1=1/ .-- The following Building Code deficiencies are required to be corrected: Presented to __--_ __ t' I Approved Inspector Ditepprow, Date CALL FOR REINSPECTION f_7 YE! ❑ NO 9. 29. 1989 161.39 F. kpff LINCOLN FIYS_P_AMN2MAUCTURE STRUCTURAL CALCULATIONS pix , 40IJI, $` � M 80Z 1 y r BAR A ah 1,V��T/ rxaect by tne,.f no K f )f' location_ _ date consulting engineers client checked fob nn --- txxflond arpgon date A t J ` KP 101 110,98) NMOL no kpff L - I location 4ata consulting engineers client checked lob no acre w v LISIS EAI- WALLS (30 x,-12), txs A►rl S Ir 563 z 403 � 2�2 is 223X'W,8� 4 '�j� 4 I �¢ Eq _ I S �-rS o• c • r1�� . �TA I r-4 W(a SNA 1.L- -� r4,, = 11714 ssx io)�, zs3� is _ G� z , (10) .O • o�!o LT �t 92 S5 e PLf / 7 ��' o� L = •92 323 ) � 29(c �`' — � � � :s p : 4 — 14,4 �1 �iYL�c-Trc� s ' 3(��9�v J _ 2,3� ►`/i r i KP 101(10/86) - — --- — _ _------ �_ KM tJ/OPSC/ -- by shoot np kpff ,archon — date �, Z consulting engineers client checked IOC^� rxntldnd«epon _ dote od Dill Le 10 i 2 0 300 l 44 I�s�at�� • �0�7L---� �^�. iG f�sS,J�. � ��3 - �o � � 2�c►� � ��w•t IL w)�� F;C-rte o` i I L I• I y l f _ 2) # 7 + (2)# 7 Kr-101 (10"86) py fhpet ru, kp location -- - - _L consulting engineers cab"t cnr►ny 106"0— pdtland orogon date L,A T __ +s-r. _ n�►zap . 70 on K' r � L 7i- NOO z J i i KI'-101(10,86) ---- p"'Iel t ��(�.��,.I I� try Sh"I nO —_ kpff .fi- T'Ca a � _ dole I consulting engineers mr,"O pwin"d VRQOn — dale 76t15i o-j v ir,!? L,6,6s L,L, d Pis 151 i5 13X ) FZ" iS Ica IS- I � 41 rz i - Z ---- - - - - --- j w, 101 (10,86) K P F F SHEET No. - L S.W. 6th AVEMk, SUITE 911 PORTLAND, OREGON 92784 == Copyright 1985 Structural Cata Inc. S 213P ONE - WAY POST - TENSIONED SLAB DESIGN PROKCT: LINS 09-07-19R9 SLAB ID- S1 Copyright 1985 Structural Data Inc. S 2138 =�--_�------� 4 SPW 1 CANTILEVERS SKIP LL DI FACTOR - 1.48 LL FACTOR = 1.78 CONCRFTE: SLAB 4@8@psi IW.f E-3834ksi I END SPANLS LEFT 1 EN) SPAW RIGfT MOMENTS REDUn TO FACE COLUIf( 40Wsi 15@pcf E=3834ksi FORCE IATA: 156psi MINIMI( F/A @.78DL MINIMUM BALANCED LOAD A11.0NC`WE TENSILE STRESSES: TOP 6.09 SORT f'c = 379psi BUT 6.08 SORT f'c = 379psi TENDON COWER: INTERIOR SPANS TOP 1.25in EXTERIOR SPANS TOP 1.25in BOTTOM e.75in BOTTOM 1.5ein ROAR REOUIRETMENTS: 0.04A AT T i B OL+LL/4 REBAR TENDON DIPEETER= 8.59in MAX. BAR SIZE= 4 RFBAR 0OVER: 1.60in 70P e.75in BUT REBAR YIELD= 6eksi Ccpyright 1985 Structural Data Ina S 2138 SLAB DATA SPAN Lift) t(in) ADL(ksf) DL(ksf) LL(ksf) TL(ksf) 1P(ksf► UDL(ksf) U L(ksf) UTL(ksf) 1(in4) S(in3) CANTL 4.58 5.80 0.810 0.072 0.KA 9.123 8.051 0.181 0.885 0.186 125.08 58.88 1 18.25 5.00 @.@ 10 0.87L P 0W 1.!23 0,651 ,,11 1 8.1'<<5 6.1 tl< 125 '!'N 54.00 2 18.25 5.0 0.810 0.072 8.eye 0.123 0.051 0.181 0.085 0.186 125.@9 59.0 3 18.25 5.08 0.818 0.072 0.858 0.123 8.051 9,181 0.885 d.186 125.88 58.88 4 18.25 5.98 0.919 9.072 9.@59 9.123 0.051 9 191 0.885 8.186 125.88 59.88 COLUMN DATA (---BOTTOM COLUMN—) (-._--TOP COLL --) JOINT H(ft) B(in) Win) Hlft) BGn) D(W 1 0.00 e.M 0.e@ 0.00 0.@@ 9.60 2 8.08 0.e@ 14.08 0.0 0.09 0.80 3 0.of e.e@ 14.is 0.6@ 0.00 0.@@ 4 0.00 0.10 14.00 6.80 @.@@ 0.00 5 8.0@ @.@@ 14.0@ 0.00 9.09 0.00 ELASTIC MOENfS AT CENTERLINES (------NET LOAD K's-----) (---FACTOP-rD (ft-kips/ft)--) l-@.9(DI+LL/4)(ft--kips/ft)-) SPAN K1. KM IX) KR ML (X) MR ML M+ (X) MR CANTL 2.00 1.89 8.77 1 --32.99 11.31( 8.96) 8.77 -1.89 4.94( 8.00) 6.76 -0.77 1.731 7.91) 2.60 2 -8.77 14.31( 9,36) 18.15 4.76 3.68( 9.44) 5.58 -2.69 1.16( '3.54) 2.01 3 -19.15 14.96( 8.72) 8.60 -5.58 3.48( 8.65) 7.82 -2.01 1.@7( 8.56) 2.77 4 -8.60 10.78(18.39) 9999.99 -7.82 5.42(10.62) 8.89 -2.77 2.K(1@.93) 0.80 110MN1S REDl10ED TO FA0ES OF RiPPORTS i------NET LOAD K's-----) (--FAMORED (ft-kios/ft)-) (-@.9(DL+LL/4)(ft-kips/ft)-) SPAN KL KM 1X) KR ML N+ (X) MR MI_ M+ (X) MR CANTL 2.00 1.89 8.77 1 -32.99 11.661 8.86) 9.68 -1.89 4.77( 8.80) 6.18 -4.77 1.67( 7.91) 2.33 2 -9.68 15.49( 9.36) 11.39 -6.10 3.35( 9,44) 4.92 -2.33 1.82( 9.54) 1.74 3 -11.39 16.26( 8.72) 9.46 -4.92 3.15( 8.65) 6.35 -1.74 0.94( 8.56) 2.50 -9.46 11.44(10.39) 9999.99 4.35 5.e9(10.62) 11.00 -2.58 1.92(le.93) 0.00 4t NPFF Sim No. - � S.W. 6th AVEKJE, SUITE 911 LINS PORTLAND, OREBQ! 92704 SI PAGE 2 --- ---- =='- Copyright 1985 Structural Data Inc. S 2138 == -=--=�--- FORCE SELECTION DATA CANTL 1 2 3 4 FE -2.23R 13.87R 10.901_ 11.12R 17.3.8. F/A 9.00 WPRE 14.49 20.28 FINAL FORCES AND PROFILES SECONDARY MOMENTS JOINT MOMENT5 (--CA5(inches)--) (ft.kips) (ft.kips) SPAN FE(kips/ft) L@TOP MIDW RKOP WPRE(ksf) F/A(ksi) SPAN ML MR JOINT MOMENT CAVIL 12.9f 2.50 1.75 0.074 0.2% 1 0.00 1 12.r: 1.75 1.00 1.50 0.057 0.200 1 0.00 -8.85 2 0.00 2 12.00 1.50 1.09 1.50 0.060 0.200 2 0.85 -0.60 3 0.00 3 12.00 1.50 1.00 1.50 0.068 0.200 3 0.60 -0.73 A 0.00 4 17.00 1.50 1.75 2.50 0.043 0.283 4 0.32 0.00 5 0.00 TENDON FPSs 178.91 ksi TENDON WEI6P= 0.975 Psf FIASTIC MOMENTS (NO REDISTRIBUT13fli--REBAR WEIGW= 50.33 lbs 0.65 ^sf (--4AC'ORED MOMENTS (ft.kips)---) (-------------------L'ONTROLLIN6 REAAR (sq.in.1------- ---------r SPAN ML M+ MR JOINT TOP No 4 P BOT MIDSPAN TOP BOT No 4 p CANTI. 1.89 1 -1.89 5.14 5.25 1 (1.120(%) 20.0inT 0.000! 1 1 0.0000 0.1201%) 28.BinB 2 -5.25 4.07 4.32 2 9.143(D) 16.601 0.0+801 ) 2 0.0001 ) 0.120(%) 20.60 3 -4.32 3.81 5.62 3 0.120(%) P4.616 0.0x0( 1 3 0.01!01 I 0.120(%) 2O.80 4 -6.04 5.22 0.00 4 0.160(D) 15.00T P.0080 4 B.NO( 1 0.120(%1 PO.BinB 5 0.120(%) 20.801 0.000( ) REBAR DATA (sq.in.) (--TOP--) JOINT LLT DL+LI./4 % ULT M+ SPSW ULT M- LILT DL+LL/4 X 1 0.000 6.051 0.120 0.000 0.000 1 0.000 0.000 0.090 0.097 0.120 2 0.130 0.143 1.120 0.000 0.000 2 1.01210 0.000 H.020 0.061 0.120 3 0.070 0.110 0.120 0.000 0.000 3 0.080 0.000 0.OW 0.057 6.120 4 0.100 0.160 0.120 0.000 0.008 4 0.P,08 B.BBQ 0.070 0.117 1.120 5 4.000 0.008 0.120 1.00 I'm K P F F SM-TNo. S S.W. 6th AVENUE, SUITE 911 I.IK5 PORTLAND, OREBOM 92714 61 0,111: 3 -----_ ---. --- Copyright 19&5 Structural Hata Inc. S 213EI KMffS REDISTRIWMI 1NaMICALLY-AM WEIGHT= 48.41 lbs 1.62 psf (--4(1CTORED MUE?R5 Ift-Nips?----) ( - -MRGLLIKG AEBAR (sq.in.? - -- -) SPAN Ml Mf MR JOINT TOP No 4 0 91.11 MIDSM TOP BOT No 4 CANTL 1.89 1 1.89 4.96 4.59 1 1.121(%) 21L1inT LING I L111O 1.124(tl 21.hnB 2 4.59 3.72 3.73 2 LIN(%) 21.1inT 1.611( 1 2 LM( 2LIinB 3 -2.73 3.46 5.10 3 1.121(%) 29.1inT 1.018( 1 3 LING L 121(%) 21.1znB 4 -5.38 5.13 1.11 4 4.132(D) 1.8.1inf 1.111( ? 4 0.1111 1 1.128(%) 2L 1ir11 5 1.121(x) 21.10T 1.111( ) REMR DATA (sq.in.) (---T(P-) ( -_-BOTTOM---) ,1(IINT 11 DL+LL/4 % LLT W C;" LLT M- LILT DL+LL/M % 1 R.101 1.151 1.121 1.111 1.011 1 1.111 1.111 1.181 1.101 8.12Q , 0.191 1.117 1.121 1.m" 1.111 2 1.111 1.111 6.1111 L165 1.121 t 6.130 0.187 1.128 1.111 1.011 3 1.111 1.911 1.8'11 1.162 1.121 4 1.N61 1.132 1.121 1.111 1.111 4 1.111 0.[111 L 858 L 120 1.l.1 5 1.m 1.111 1.129 1.001 1.111 (--.9(DL+LL/4) MOMENTS (ft.Nips)-) b" ML M+ MR CAME 1.77 1 •4.77 1.74 1.91 2 -1.91 1.12 1.42 3 1.42 1.15 2.16 4 -2.16 1.99 1.N .w sme I( P F F Sim No. S.W. 6th AVENLF, SUITE 911 LIN5 PORTLAND, ORE301N 92704 $1 PAGE 4 Copyright 19K Structural Data Inc. S 2138 PCTIIAL NET LO9D IC'1£NTS (f t•-kips/f t) (- --SERVICE LOADS-----) (--T FR OF PR STRESS--) SPAN ML M+ IX) MR ML M+ (X) MR CANTL 0.49 -1.24 1 -0.49 2.01( 7.91) 2.32 0.24 -4.100,1116) 4.08 2 -2.33 1.44( 9.56) 1.T7 0.97 -0.1_0( 7.36) •6.31 3 -1.77 1.26( 8.28) 2.1:3 8.31 -1.29(13.10) 0.20 4 -2.56 2.36118.31) 01 A -9.15 0.42( 9.96) 0.08 FLEXURAL STRESSES AT SERVICE LOADG (ksi) CANTL (--SPAN 1 ---1 (---SPAN 2 --1 (-SPAN 3 -) (---SPAN 4 - -) R L p R L M R L M R L M R TOP -0.082 4.062 -0.682 0.356 1.359 -0.547 0.225 0.225 -9.503 0.347 0.332 •-1.855 -0.283 BUT -0.318 -4.318 8.282 -0.756 •6.759 8.147 -4.625 -1.625 0.103 -6.913 -0.899 0.288 -0.283 FLEXURAi STRESSES AT TRANSFER OF PRESTRESS (ksi) CANTL (---SPAN 1 --) (-----SP,'MI 2 -) (--•--SPAM 3 --1 i----SPH!( 4 ---) R L M R L M R L M R L M R TOo 1.291 -9.291 -9.c32 -0.253 -9.258 -0 211 -1.308 -1.388 -8.165 -4.284 4.295 -0.431 -0.331 807 -9.175 4.175 -4.234 -8.214 4.217 -0.256 -8.158 -0.1.58 -8.382 -6.377 -1.367 -0.238 -8.331 UIFACTOREL DL I LL MOMENTS (ft-kips) AT CENTERLINES DEAD LOAD LIVE LOAD SPAN ML MR ML MR CANTL 8 73 8.51 1 -0.73 2.39 -0.51 1.01 2 -2.39 1.78 -2.81 t.82 3 -1.78 2.57 -1.82 2.81 4 -2.57 0.88 -e.81 0.80 44XIMIM SPAN DEFT-ECTIONS IN INCIES (Numbers in parentheses are SPAN/DELTI ratios) Ieff/Igruss=1.00 SPAN 10 CREEP LL DL+CREEP+LL CANTL -1.8035 -8.0070 0.8165(3270) 0.8861(8917) 1 0.8418 8.0837 8.1934(113?) 0.3199( 687) 2 a.8120 8.8241 0.1563(1482) 8.1923(1139) 3 -6.8171 -8.8341 8.1498(14721 9.#-db(2244) 4 6.0939 0.1877 8.1..94101281 8.4757( 460) w s K P F F SHEET No._S__--_�_G_' S.M. 6th AVENUE, SUITE 911 -- PORTLAND, OREGON 92704 -------------==-------=-==---===--=-=-- == Copyright 1985 Structural Data Inc. S 2138 ONE - MAY POST - TENSIONED SLAB DESIGN PP,O,,ECT: LIN5 09-07-1989 SLAB ID: 52 STORAGE NAME: LINS2 ---=--- -=_==--_--- -=-= =-==-=--=--- Copyright 1985 Structural Data Inc. S 2136 10 SPANS 0 CANTILEVERS SKIP LL OL FACTOR = 1.40 LL FACTOR = 1.70 CONCRETE: SLAB 4000psi 150pcf E=3834ksi 1 END SPANS LEFT 1 END SPANS RIGHT M(MENTS REDUCED TO hACE COLUMN 4000psi 150pcf E=3034ksi FORCE DATA: 150psi MINIMUM F/A 0.700L MINIMUM BALANCED LOAD ALLOWABLE TENSILE STRESSES: TOP 6.00 SQRT f'c = ''9psi BOT x.00 SQRT f'c = 379psi TENDON COVER: INTERIOR SPANS TOP 1.25in EXTERIOR SPANS TOP 1.25in BOTTOM 0.75in BOTTOM 1.50in REBAR REQUIREMENTS: 0.004A AT T 6 6 OL+LL/4 REBAP TENDON DIAMETER= 0.50in MAX. BAR SIZE= A R`BAR COVER- 1.00in TOP 0.751n BOT REBAR YIELD= 60ksi ------------------------------------------- Copyright 1985 Structural Data Inc. S 2138 ----------- - -- SLAB DATA SPAN L(ft) t(in) ADL(ksf) OL(ksf) LL(ksf) TL(ksf) WP(ksf) UDL(ksf) ULL(ksf) UTL(ksf) I(in4) S(in3) 1 18.25 5.00 0.010 0.072 0.050 0.123 0.051 0,101 0.085 0.186 125.00 50.00 2 18 25 5.00 0.010 0.072 0.050 0.123 0.051 0 i01 0.085 0.186 125.00 50.00 3 18.25 5.00 0.010 0.072 0.050 0.12: 0.051 0.101 0.085 0.186 125.00 50.00 4 18.25 5.00 0.010 0.072 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 5 18.25 5.00 0.010 0.072 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 5 18.25 5.00 u.010 0.012 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50 00 7 18.25 5.00 0.010 0.072 0 050 0,123 0.051 0.101 0.085 0.186 125.00 50.00 8 18.25 5.00 0.010 0.072 0.050 G.123 0.051 0.101 0.085 0.186 125.00 50.00 9 18.25 5.00 0.010 0.072 0.050 0.12.3 0.0Ri 0.101 0.085 0.186 125.00 50.00 10 19.25 5.00 0.010 0.072 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 COLUMN DATA <---BOTTOM COLUMN--> <-- -TOP COLUMN- - > JOINT H(ft) B(in) D(in) H(ft) B(in) D(in) 1 0.00 0 00 14.00 0.00 0.00 0.00 7 0.00 0.00 14.00 0.00 0.00 0.00 3 0.60 0.00 14.00 0.00 0.00 0.00 4 0.00 0.00 14.00 0.00 0 00 0 00 5 0.00 0.00 14.00 0.00 0.00 0.00 6 0.00 0.00 14.00 0.00 0.00 0.90 7 0.00 0.00 14.00 0.00 0.00 0.00 8 0.70 0.00 14.00 0.0c 0.00 0 00 9 0.00 0.00 14.00 0.00 0.00 0.00 10 0.00 0.00 14.00 0.00 0.00 0.00 1� 0.00 0.00 14.00 0.00 0.00 0.00 a w K P F F SHEET No. S_'__�__ S.N. 6th AVENUE, SUITE 911 TINS _ PORTLAND, OREGON 92704 52 PAGE 2 -"---'- -'-"--'----'---"--'----== Copyright 1985 Structural Data Inc. S 2138 - ------------------------ -------- ELASTIC MOMENTS AT CENTERLINES <------NET LOAD K's-------> <--FACTORED (ft-kips/ft)--> <-0.9(DL+LL/4)(ft-k)0s/ft)-> SPAN KL KM (X) KR ML M+ (X) MR ML M+ (X) MR 1 0 00 10.16( 7.87) 6.66 0.00 5.44( 7.64) 6.s6 0.00 2.06( 7.34) 2.75 2 -8.66 15.26( 9.46) 9.96 -6.96 3.39( 9.51) 5.74 -2.75 1.03( 9.60) 2.u9 3 -9.96 13.86( 9.03) 9.47 -5.74 3.87( 9.02) 6.12 -2.09 1.21( 9.00) 1.28 4 -9.47 14.22( 9.15) 9.59 -6.11 3.74( 9.15) 6.02 -2.28 1.20( 9.16) 2.23 5 -9.59 14.13( 9.11) 9.55 -6.02 3.77( 9.12) 5.05 -2.23 1.22( 9.11) 2.24 5 -9.55 14.13( 9.13) 9.59 -6.05 3.71( 9.13) 6.02 -2.24 1.21( 9.14) 2.23 7 -9.59 14.22( 9.10) 5.47 -6.02 3 74( 9.10) 6.12 -2.23 1.20( 9.09) 2.28 8 -9.47 13.86( 9.22) 9.96 -6.12 3.87( 9.23) 5.74 -2.28 1.27( 9.25) 2.09 9 -9.96 15.26( 8.79) 8.66 -5.74 3.39( 8.73) 6.96 -2.09 1.03( 8.65) 2.75 10 -8.66 10.76(10.38) 9999.99 -6.96 5.44(10.61) 0.00 -2.75 2.06(10.S1) 0.00 MOMENTS REDUCED TO FACES OF SUPPORTS <- -----NET LOAD K's-------> <--FACTORED (ft-kips/ft)--> <-0.9(D1.+L1./4)(ft-kips/ft)-> SPAN KL KM (X) KR ML M+ (X) MR ML M+ (X) MR 1 0.00 11.41( 7.81) 9.54 0.0c 5.11( 7.64) 6.30 0.00 1.92( 7.34) 2.47 2 -•9.54 16.51( 9.46, 11.14 -6.30 3.06( 9.52) 5.08 -2.47 0.90( 9.6U) 1.82 3 -11.14 14.97( 9 03) 10.53 -5.08 3.54( 9.02) 5.45 -1.82 1.13( 9.00) 2.00 4 -10.53 15.38( 9.15) 10.68 -5.45 3.41( 9.15) 5.36 -2.00 1.07( 9 16) 1.96 5 -10.68 15.28( 9.12) 10.63 -5.36 3.41( 9.12) 5.39 -1.96 1.08( 9.11) 1.97 6 -10.63 15.28( 9.13) 10.68 -5 39 3.44( 9,13) 5.36 -1.97 1.08( 9.14) 1.96 7 -10.68 15.38( 9.10) 10.53 -5.36 3.41( 9.10) 5.45 -1.96 1.07( 9.09) 2.00 R -10 53 14.97( 9.22) 11.14 -5.45 3.54( 9.23) 5.08 -2.00 1.13( 9.25) 1.82 9 -11.14 16.61( 8.79) 9.54 -5.08 3 06( 8.1.3) 6 30 -1.8;! 0.90( 8.65) 1.47 10 -9.54 11.41(10.38) 9999.99 -6.30 !.11(10.61) 0.00 -2.47 1.92(10.91) 0.00 FORCE SELECTION DATA 1 2 3 4 5 6 7 8 9 10 FE 17.20R 11.051. 10.07R 10.07L 9.991' 9.98L 10.01R 10.07L 11.C5R 17.20L /A WPRF 20.28 10.14 10.14 10.14 10.14 10.14 10.14 20.28 FINAL FORCES ANP PROFILES SECONDARY MOMENTS !O1NT MOMENTS <----CGS(inc�es)•---> (ft.kips) (ft.kips) SPAN FE(kips/ft) LOTOP MID&BOT ROTOP NPRE(ksf) F/A(ksi) SPAN ML MR JOINT MOMENT 1 0 00 1 17.00 2.50 1.75 1.50 0.043 0.293 1 0.00 -0.18 2 0.00 2 10.00 1.50 1.00 1.50 0.050 0.167 2 0.76 -0.51' 3 O.00 3 10.00 1.50 1.00 1.50 0.050 0.167 3 0.50 -0.57 4 0.00 4 10.00 1.50 1.00 1.50 0.050 0.167 4 0.57 -0.55 5 0.00 5 10.00 1.50 1.00 1.50 0.050 0.167 5 0.55 -0.56 6 0 00 6 10.00 1.50 1.00 1.50 ' 050 0.47 6 0.56 -0.55 7 0 00 7 10.00 1.50 1.00 1.50 0.050 n 167 .1 0.55 -0.58 d 0 00 P 10.00 1.50 1.00 1.50 0.050 0.167 8 0.58 -0.45 9 0 00 9 10.00 1.50 1.00 1.50 ^.050 0.167 9 0.45 -0.94 1C. 0.00 10 20.28 1.50 1.75 2.50 0 051 0.338 1r, 0.09 0.00 11 0.00 TENDON FPS= 180.21 ksi TENDON WEIGHT= 0.243 psf K P F F SHEkf No._s___-_ �1 S.N 6th AVENUE, SUITE 911 LIN5 PORTLAND, OREGON 92704 PAdE 3 "-- - -"'-"---'---'--"'-" Copyright 1985 Structural Data Inc. S 2138 ---- -- ------------ ----- ELASTIC MOMW. (NO REDISTRIBUTION)--REBAR 0e16HT= 116.72 lbs 0. 4 psf <----FA,.TO°EC AOMENTS (ft.kips)----> <---------------------CONTROLLING FEBAR (sq.in.)----------------------> SPAN ML M+ MR JOINT TOf No 4 0 BOT MIDSPAN TOP BCT No 4 0 1 0.00 5.18 6.13 1 0.120(1) 20.OinT 0.000( ) 1 0.000( ) 0.j, _ 20.OinB 2 -5.54 3.68 4.58 1 0.159(0) 15. 1inT 0.000( ) 2 0.000( ) 0.120(1) 20 OinB 3 -4.58 4.08 4.88 3 0.120(1) 20.OinT 0.000( ) 3 0.000( ) 0.120(1) 20.PinB 4 -4.88 3.97 4.80 4 0.140(F) 1i.1inT 0.000( ) 4 0.000( ) 0.120(1) 20.Oinb 5 -4.80 4.0n 4.83 5 0.137(F) 17.5inT 0.000( ) 5 0.000( ) 0.120(1) 20.OinB 6 -4.83 4.00 4.81 6 0.138(F) 17.4inT 0.000( ) 5 0.000( ) 0.120(1) 20.OinB 7 -4.81 3.97 4.87 7 0.137(F) 17.51riT 0.000( ) 7 0.000( 0.120(1) 20.0inB 8 -4.87 4.06 4.63 8 0.139(F) 17.2inT 0.000( ) 8 0.000( ) 0.120(1) 20.OinB 9 -4.63 3.75 5.36 9 0.120(1) 2q.OinT 0.000( ) 9 0.000( ) 0.120(4) 20.OinB 10 -6.22 5.14 0.00 ;0 0.159(0) 15.1inT 0.000( ) 10 0.000( 0.12r(%) 20.1inB 11 0.120(1) 20.OinT 0.000( ) REBAR DATA (sq.in.) <-------------------JOINTS---------------------> <--------------------SPANS---------------------> <---•-----TOP--------, <--BOTTOM---> <----TOP----> <---- BOTTOM--- --> JOINT ULT O1.+LL/4 1 ULT M+ SPAN ULT M- ULT DL+LL/4 1 1 0.000 0.000 0.120 0.000 0.000 1 0.000 0.000 0.060 0.117 0.120 2 0.110 0.159 0.120 0.000 0.000 2 0.000 0.000 0.030 0.056 0.120 3 0.120 0.113 0.120 0.000 0.000 3 0.000 0.000 0.060 0.065 0.120 4 0.140 0.130 0.120 0.000 0.000 4 0.0Co 0.000 0.050 0.063 0.120 5 0.137 0.128 0.120 0.000 0.000 5 0.000 0.000 0.050 0.063 0.120 6 0.138 0.129 0.120 0.000 0.000 6 0.000 0.000 0.050 0 063 0.120 7 0.137 0.128 0.120 0.000 0.000 7 0.000 0.000 0.050 0.063 0.120 8 0.139 0.130 0.120 0.000 0.000 8 0.000 0.000 0.060 0.065 0.120 9 0.120 0.113 0.120 0.000 0.000 9 0.000 0.000 0.040 0.056 0.120 10 0.060 0.159 0.120 0.000 0.000 10 0.000 0.000 0.010 0.117 0.120 11 0.000 0.000 0.120 0.000 0.000 K P F SHEET No. S_ S.M. 6th AVENUE, SUITE. 911 LINS _ PORTLAND, OREGON 92704 S2 PAGE I Copyright 1985 Structural Data Inc. S 2138 ------- ------------------------ ----•--.. MOMENTS REDISTR13UTED INELASTICALLY--REBAR WEIGHT= 111.20 lbs 0.51 psf <----FACTORED MOMENTS (ft.kips)---•-> <----------••---- •---CONTROLLING REBAR (sq.in.)-------------- --•.-> SPAN MI. M+ MR J^INT TOP No 4 0 BOT MIDSPAN TOP BOT NL 4 0 1 0.60 4.99 5.47 1 0.120(%) 20.OinT 0.000( ) 1 0.000( ) 0.120(%) 20.0in8 1 -4.9E 3.32 3.96 2 0 131(D) 18.3ini 0.000( ) 1 0.000( ) 0.120(%) 20.OinB 3 -3.96 3.72 4.24 3 0.120(%) 20.010 0.000( ) 3 0.000( ) 0.120(%) 20.OinS 4 -4.24 3.60 4.17 4 0.120(%) 20.OinT 0.000( ) 4 0.000( ) 0.120(%) 20.0inB 5 -4.17 3.53 4.19 5 0.120(%) 20.OinT 0.000( ) 5 0.000( ) 0.12.0(%) 20.0in8 5 -4.19 3.63 4.17 6 0.120(%) 20.0iiiT 0.000( ) 5 0.000( ) 0.120($) 20.Oin8 7 -4.17 3.60 4.13 7 0.120(%) 20.OinT 0.000( ) 7 0.n00( ) 0.120(%) 20.0inB 8 -4.23 3.70 4 00 8 0.120(%) 20.OinT 0.000( ) 8 0.000( ) 0.120(%) 20.OinB 9 -4.00 3.39 4.81 9 0.120(%) 20.OinT 0.000( ) 9 0.000( ) 0.120(%) 20.0in8 10 -5.58 4.95 0.00 10 0.131(0) 18.3inT 0.000( ) 10 0.000( ) 0.120(%) 210.00 11 0.120(%) 20.OinT 0.000( ) REBAR DATA (sq.in.) <-------------------JOINTS---------------------> <--------------------SPANS- ----------> <--------TOP-----••--> <--BOTTOM---> <----TOP----> <-- --BOTTOM-------> JOINT ULT DL+LL/4 % ULT M+ SPAN ULT M- ULT OL+LL/4 % 1 0.000 0.000 0.120 0.000 0.000 1 0.000 0.000 0.050 0.120 0.120 2 0.060 0.131 3.120 0.000 0.000 2 0.000 0.000 0.010 0.061 0.120 3 0.080 0.100 0.120 0.000 0.000 3 0.000 0.000 0.030 0.069 0.120 4 0.100 0.106 0.120 0.000 0.000 4 0.000 0.000 0.030 0.066 0.120 5 0.090 0.104 0.120 0.000 0.000 5 0.000 0.000 0.030 0.067 0.120 6 0.100 0.105 0.120 0.000 0.000 6 0.000 0.000 0.030 0.067 0.120 7 0.090 0.104 0.120 0.001 0.000 1 0.000 0.000 0.030 0.066 0.120 8 0.100 0.106 0.120 0.000 0.000 8 0.000 0.000 0.030 0.069 0.120 9 0 080 0.100 0.120 0.000 0.000 9 0.000 0.000 0.020 0.961 0.120 1n 0.010 0.131 0.110 0.000 0.000 10 0.000 0.000 0.900 0.120 0.120 11 0.000 O.DOC 0.120 0.000 0.000 <--.9(DL+LL/4) MOMENTS (ft.kips) - SPAN ML M+ MR 1 0.00 2.00 :.04 2 -2.04 1.02 1.49 3 -1.49 1.21 1.64 4 -1.64 1.16 1.60 5 -1.60 1.17 1.61 6 -1.61 1.17 1.60 7 -1.60 1.16 1.54 8 -1.64 1. P1 1.49 9 -1.49 1.02 2.04 10 -2.04 2.00 0.00 .s K P F f SHEET No S.M. 6th AVENUE, SUITE 911 LINS - PORTLAND, OREGON 92704 S2 PAGE 5 -----------------�_------------- --__�____: Copyright 1985 Structural Data Inc. S 2136 ACTUAL NET LOAD MOMENTS (ft-kips/ft) - <-------SERVICE LOADS-------> <--TRANSFER OF PRESTRESS--•--> SPAM ML M+ (X) MR ML M+ (X) MR 1 -0.00 2.33( 7.87) 2.67 -0.00 0.36( 7.68) 0.29 2 -2.70 1.39( 9.62) 2.12 -0.33 -0.00(12.94) 0.04 3 -2.12 1.62( 8.99) 2.30 -0.04 0.07( 8.10) 0.12 4 -2.30 1.56( 9.16) 2.25 -0.11 0.04( 9.40) 0.10 5 -1.25 1.57( 9.11) 2.27 -0.10 0.05( 9.05) 0.10 6 -2.27 1.57( 9.13) 2.25 -0.10 0.05( 9.15) 0.10 7 -2.25 1.56( 9.10) 2.29 -0.10 0.05( 9.10) 0.10 8 -2.29 1.60( 9.21) 2.17 -0.10 0.05( 9.18) 0.10 9 -2.17 1.45( 8.80) 2.51 -0.10 0.05( 8.92) 0.11 i0 -2.52 2.09(10.39) 0.00 -0.11 0.08(11.23) 0.00 FLEXURAL STRESSES AT SERVICE LOADS (ksi) <----SPAN 1 ---> ----SPAN 2 ---> <----SPAN 3 ---> <----SPAN 4 ---> <----SPAN 5 ---> L M R L M R l M R L M R L M R TOP -0.283 -0.843 0.357 0.364 -0.500 0.341 0.341 -0.556 0.385 0.385 -0.540 0.374 0.374 -0.544 0.377 80T -0.283 0.276 -0.924 -0.930 0.167 -0.675 -0.675 0.273 -0.718 -0.718 0.201 -0 '107 -0.707 0.211 -0.711 <----SPAN 6 ---> <----SPAN 7 ---> <----;PAN 8 ---> <----SPAN 9 ---> <----SPAN 10 I M 9 L r, R L M R L M R L M R TOP 0.377 -0.544 0.374 0.374 -0.542 0.382 0.382 -0.552 0.353 0,353 -0.515 0.265 0.26f ,.840 -0.338 BOT -0.711 0.211 -0.708 0.708 0.298 -0.715 -0.715 0.218 -0.686 -0.686 0.182 -0.941 -0.942 0. 164 -0.338 FLEXURAL SIREScES AT TRANSFER OF PRESTRESS (ksi) <----SPAN 1 ---> <----SPAN 2 ---> <----SPAN 3 ---> <--.-SPAN 4 ---> <----SPAN 5 ---> L M R L M R L M N l M R L M R TOP -0.331 -0.416 -0.260 -0.252 -0.194 -0.185 -0.185 -0.212 -0.167 -0.167 -0.205 -0.172 -0.172 -0.207 -0.170 BOT -0.331 -0.245 -0.401 -0.A09 •0.195 -0.204 -0.204 -0.177 -0.222 -0.222 -0.184 -0.217 -0.217 -0.182 -0.219 <----SPAN 6 ---> <-••-••SPAN 7 -- <----SPAN 8 ---> <----SPAN 9 -- > <--••-SPAN 10 -- > L M R L M R L M R L M R L M R TOP -0.170 -0.206 -0.171 -0.171 -0.206 -0.170 -0.170 -0.207 -0.171 -0.171 -0.205 -0.368 -0.367 -0.412 -0.394 BOT -0.219 -0.183 -0.218 -0.218 -0.183 -0.219 -0.219 -O.1R2 -0.218 -0.218 -0.184 -0.421 -0.422 -0.37b -0.394 UNFACTORFD OL 6 LI- MOMENTS (ft-kips) A' CENTERLINES DEAD LOAD LIVE LOAD SPAN Ml MR ML MR 1 -0.00 2.55 0.00 2.00 2 -2.55 1.87 -2.00 1.84 3 -1.87 2.05 -1,84 1.91 4 -2.05 2.00 -1.91 1.89 5 -2.00 2.02 -1.89 1.90 6 -2.02 2.00 -1.90 1.89 7 -2.00 2.05 -1.89 1.91 8 -2.05 1.87 -1.91 1.84 9 -1.87 2.55 -1.84 2.00 10 -2.55 0.00 -2.00 0.00 K P F F SHEET No. S.W. 6th AVkNUE, SUITE 911 LINS PORTLAND, OREGON 92704 S2 PAGE 6 ------- Copyright 1985 Structural Data Inc. S 238 ------- ----------- ___=-__-= MAXIMUM SPAN DEFLECTIONS IN INCHES (Numbers in parentheses are SPAN/DELTA ratios) lett/Igross=1.00 S.°AN DL CREEP LL DL+CREEP+LL 1 0.0858 0.1715 0.1952(1122) 0.1525( 484) 2 -0.0071 -0.0142 0.1467(1493) 0.1253(1741) 3 0.0284 0.0569 0.1597(1312) 0.2450( 894) d 0.0222 0.0441, 0.1562(1402) 0.2228( 9R3) 5 0.0238 0.0476 0.1511(1394) 0.2285( 958) 6 0.0236 0.0471 0.1571(1394) 0.2218( 962) 7 0.0229 0.0458 0.1562(1402) 0.2250( 913) 8 0.0257 0.0515 0.1591(1312) 0.2358( 925) 9 0.0152 0.0305 0.1461(1493) 0.1924(1138) 10 0.0565 0.1131 0.1952(1122) 0.3648( 600) K P F F SHEET No. G- S.W. 6th AVENUE, SUITE 911 - "--""- PORTLAND, OREGON 92704 Copyright 1985 structural Data Inc. S 213B -----==_-==____ ONE - NAY POST - TENSIONED SLAB DESIGN PROJECT: L1N5 09-07-1989 SLAB 10: 53 STORAGE NAME: LINS3 -----'------------------------------------- Copyright 1985 Structural Data Inc. S 2138 10 SPANS To CANTILEVERS SKIP LL DL FACTOR = 1.40 LL FACTOR = 1.70 CONCRETE: SLAB 4000psi 150pcf E=3834ksi 1 END SPANS LEFT 1 END SPANS RIGHT MOMENTS REDUCED TO FACE COLUMN 4000psi 150pcf E=3834ksi FORCE DATA: 150psi MINIMUM F/A 0.700L MINIMUM BALANCED L7AD ALLOWABLE TENSILE STRESSES: TOP 5.00 SQRT f'o = 379psi BOT L.00 SQRT f'c = 379psi TENDON COVER: INTERIOR SPANS TOP 1.25in EXTERIOR SPANS TOP 1.25in BOTTOM 0.7cin BOTTOM 1.50in REBAR REQUIREMENTS. 0.004A AT T 6 B DL+LL/4 REBAR TENDON DIAMETER= 0.50in MAX. BAR SIZE= 4 REBAR COVER: 1.00ir. TOP 0.75in BOT REBAR YIELD= 60ksi - -------------------- -------------------- Copyright 1985 structural Cata Inc. S 2i3B - --- ------------------------------._.. SLAB DATA SPAN L(ft) t(in) ADL(ksf) OL(ksf) LL(ksf) TL(ksf) WP(ksf) UDL(ksf) ULL(ksf) UTL(ksf) I(in4) S(in3) 1 13.50 5.On 0.010 0.072 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 2 15.00 5.00 0.010 0.072 0.050 n.123 0.051 0.101 0.085 0.186 125.00 50.00 15.00 5.00 0.010 0.072 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 4 18.25 5.00 0.010 0.072 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 5 18 25 5.00 0.910 0.072 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 6 18.25 5.00 0.010 0.072 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 7 18.25 5-OC 0.010 0.072 0.050 0.123 0.051 0.101 0.085 f 186 125.00 50.00 8 15.00 5.0u 0.010 0.072 0.050 0.123 0.051 0.101 0.085 0.186 115.00 50.00 9 15.00 5.00 0.01^, 0.072 0.050 0.123 0.051 1.101 0.085 0.196 125.00 50.00 10 13.50 5.00 0.010 0.072 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 COLUMN DATA <---BOTTOM COLUMN---> <---•--TOP COLUMN---.,) JOINT H(ft) B(in) D(in) H(ft) B(in) b,in) 1 0.00 0.00 14.00 0.00 0.00 0.00 2 0.00 0.00 14.00 0.00 0.00 0.00 3 0.01 0.00 14.00 0.00 0.00 0.00 4 0.00 0.00 14.00 0.00 0.00 0.00 5 0.00 0.00 14.00 0.00 0.00 0.00 6 0.00 0.00 14.00 0.00 0.00 0.00 7 0.00 0.00 14.00 0.00 0.00 0.00 8 0.00 0.00 14.00 0.00 0.00 0 00 9 C.00 0.00 14.00 0.00 0.00 0.00 10 0.00 0.00 14.00 0.00 0.00 0.00 11 0.00 0.00 14.00 0.pd 0.00 0.00 K P F F SHEET No,s__ _ -13 S.M. 6th AVENUE, SUITE 911 LINS PORTLAND, OREGON 92704 S3 PAGE 2 Copyright 1985 Structural Data Inc. S 2138 ------ ELASTIC MOMENTS AT CENTERLINES <------NET LOAD K's-------> <--FACTORED (ft--kips/ft)--> <-0.9(DL+LL/4)(ft-kips/ft)-> SPAN KI. KM (X) KR ML M+ (X) MR ML M+ (X) MR 1 0.00 10.61( 5.86) 7 70 -0.00 2.95( 5.63) 4.25 -0.00 1.09( 5.33) 1.65 2 -9.51 14.36( 7.90) 9.82 -4.25 2.50( 7.86) 3.88 -1.66 0.80( 7.81) 1.39 3 -9.82 13.P8( 7.58) 7.58 -3.88 2.48( 7.39) 5.16 -1.39 0.74( 7.15) 1,92 4 -11.22 14.54( 9,13) 9.66 -5.16 3.78( 9.10) 5.07 -1,92 1.29( 8.93) 2.30 5 -9.66 14.58( 9.24) 9.83 -6.07 3.66( 9.23) 5.89 -2.30 1.19( 9.22) 2.19 6 -9.83 14,58( 9.01) 9.66 -5.89 3.66( 9.02) 6.07 -2.19 1.19( 9.0) 2.30 7 "9.66 14.54( 9.02) 11.22 -6.07 3.78( 9.15) 5.16 -1.30 1.29( 9.32) 1.92. 8 -7.58 13.8P( 7.42) 9.82 -5.16 2.48( 7.61) 3,88 -1.92 0.74( '1.85) 1.39 9 -9.82 14.36( 7.10) 9.51 -3.89 2.50( 7.14) 4.25 -1.39 0.80( 7.19) 1.66 10 -7.70 10.61( 7.54) 0.00 -4.25 2.95( 7.87) -0.00 -1.66 1.09( 8.17) 0.00 MOMENTS REDUCED TO FACES OF SUPPORT; <------NET I.OAD K's-------> <--FACTORED (ft-kips/ft)- > <-0.9(DL+I!/4)(ft-kips/ft)-> SPAN KL KM (X) Kk ML M+ (X) AR ML M► (X) MR 1 0.00 11.49( 5.86) 8.67 -0.00 2.71( 5.63) 3.76 -0.00 0.98( 5.33) 1.46 2 -10.85 15.84( 7.90) 11.25 -3.71 2.23( 7.86) 3.34 -1.44 0.69( 7.81) 1.17 3 -11.25 15.25( 1.58) 8.4i -3.34 2.21( 7.391 4.61 -1.17 0.62( 7.15) 1.69 4 -12.74 15.16( 9.23) 10.77 -4.49 3.45( 9.10) 5.41 -1.64 1.16( 8.93) 2.03 5 -10.77 15.80( 9.24) 10.9E -5.41 3.33( 9.23) 5.23 -2.03 1.05( 9.22) 1.92 6 -10.98 15.80( 9.01) 10.77 -5.23 3.33( 9.02) 5.41 -1.92 1.05( 9.03) 2.03 7 -10.77 15.16( 9.02) 12.74 -5.41 ?.45( 9.15) 4.49 -2.03 1. 6( 9.32) 1.64 8 -R.41 15.25( 7.42) 11.25 -4.61 2.21( 7.61) 3.34 -1.69 0.6'( 7.85) 1.17 9 -11.25 15.84( 7.10) 10.85 -3.34 2.23( 7.14) 3.71 -1.17 0.65( 7.19) 1.44 ;0 -8.67 11.49( 7.64) 0.00 -3.76 2.71( 7.87) -0.00 -1.46 0.98( 8.17) 0.00 FORCE SELECTION DATA. 1 2 3 4 5 6 7 8 9 10 FE 6.01R 4.30L 6.34R 9.85R 9.85L 9.85R 9.85L 6.34L 4.30R 6 011" F/A 9.00 9.00 9.00 9.00 MPRF 11.10 10.1A 10.14 10.14 10.14 11.10 FINAL FORCES AND PROFILES SECONDARY MOMENTS ,OINI MOMENTS <----CGS(irches)----> (ft.kips) (ft.kips) SPAN FE(kips/ft) LQTOP MIDQ80T RQIOP WPRE(Ksf) F/A(ksi) SPAN ML MR JOINT MOMENT 1 0.00 1 10.00 2.50 1.75 1.50 0.046 0.167 1 0.00 -0.38 2 0.00 2 10.00 1.50 1.00 1.50 0.074 0.167 2 0.38 -0.60 3 0.00 3 10.00 1.50 1 bo 1.50 0.074 0.167 3 0.60 -0.54 4 0.00 4 10.00 1.50 1.00 1.50 0.050 0.167 4 0.54 -0.56 5 0.00 5 10.00 1.50 1.00 1.50 0.050 0.167 5 0.56 -0.55 6 0.00 6 10.00 ;.50 1.00 1.50 0.050 0.167 6 0.55 -0.56 7 0.00 7 10 00 I.50 1.00 1.50 0.050 0.167 7 0.56 -0.54 ° 0.00 R 10.00 1.50 1.00 1.50 0.074 0.167 R 0.54 -0.60 0.00 10.00 1.50 1.00 1.50 0.074 0 167 9 0.60 -0.38 10 0.00 10 10.00 1.50 1.75 2.50 0 046 0.167 10 0.18 0.00 11 0.00 TENDON I'PS= 184.96 ksi TENDON HEIGHT- 0.199 psf � r K P F F SHEET No. S.N. 6th AVENUE, SUITE 911 LIN5 PORTLAND, OREGON 92704 S3 PAGE 3 ------------------------------- ---------- Copy.�ight 1985 Structural Data Inc. S 1138 ELASTIC MOMENTS (NO REDISTRIBUTION)--REBAR WEIGHT= 98.55 lbs 0.62 psf <----FACTORED MOMENTS (ftAips)----> <--------------------CONTROLLING REBAR (sq.in.)----------------------> SPAN ML M+ MR JOINT TOP No 4 0 BOT MIDSPAN TOP BOT No 4 0 1 -0.00 2.87 3.38 1 0.120(%) 20.OinT 0.000( ) 1 0.000( ) 0.120(%) 20.OinB 2 -3.33 1.12 2.74 2 0.120(%) 20.01nT 0.000( ) 2 0.000( ) 0.120(%) 20.0inB 3 -2.74 2.78 4.07 3 0.120(%) 20.OinT 0.000( ) 3 0.000( ) 0.120(%) 10.0in8 4 -3.55 4.00 4.85 4 0.120(%) 20.OinT 0.000( ) 4 0.000( ) 0.120(%) 20.OinO 5 -4.85 3.89 4.67 5 0.134(F) 18.OinT 0.000( ) 5 0,000( ) 0.120(%) 20.0inq 6 -4.67 3.89 4.85 6 0.120(%) 20.01nT 0.000( ) 6 0.000( ) 0.110(%) 20.OinB 7 -4.85 4.00 3.95 7 0.134(F) 18.0inl 0.000( ) 7 0.000( ) 0.120(%) 20.0in8 8 -4.07 2.78 2.74 8 0.120(%) 20.0inT 0.000( ) 8 0.000( ) 0.120(%) 20.OinB 9 -2.74 2.72 3.33 9 0.120(%) 20.OinT 0.000( ) 9 0.000( ) 0.120(%) 20.Oin8 10 -3.38 2.87 -0.00 10 0.120(%) 20.OinT 0.000( ) 10 G.b00( ) 0.120(%) 20.OinB 11 0.120(%) 20.OinT 0.000( ) REBAR DATA (sq.in.) <-------------------jOINTS---------------------) <--------------------SPANS---------------------> <-----•---TOP--------> <--BOTTOM---> ----TOP----> <-----BOTTOM-------> JOINT ULT DI.+LL/4 % ULT M+ SPAN ULT M- ULT UL+LL/4 % 1 0.000 0.000 0.120 0.000 0.000 1 0.000 0.000 0.020 0.059 0.120 2 0.049 0.088 0.120 0.000 0.000 2 0.000 0.000 0.000 0.048 0.120 3 0.000 0.077 0.120 0.000 0.000 3 0.000 0.000 0.000 0.035 0.120 4 O.JBO 0.108 0.120 0.000 0.000 4 0.000 0.000 0.050 0.066 0.1?0 5 0.134 0.131 0.120 0.000 0.0 0 5 0.000 0.000 0.040 0.062 0.120 6 0.120 0.111 0.120 0.000 0.000 4 0.000 0.000 0.040 0.062 0.120 7 0.134 0.131 0.120 0.000 0.000 7 0.000 0.000 0.050 0.066 0.120 8 0.080 0.108 0.120 0.000 0.000 8 0.000 0.000 0.000 0.035 0.120 9 0.000 0.077 0.120 1.000 0.000 9 0.000 0.000 0.000 0.048 0.120 10 0.040 0.088 0.120 0.000 0.000 10 O.OLO 0.000 0.020 0.059 0 120 11 0.000 0.000 0.120 0.000 0.000 A P F F SHEET No. S.N. 6th AVcNUE. SUITE. 911 LIN5 PORTLAND, OREGON 92704 S3 PAGE 4 - ------- ---=--=----=---=---=-===--=------ Copyright 1985 Structural Data Inc. S 2138 -=-=_==--__----------==z-_____'---==.•_-==as MOMENTS REDISTRIBUTED 1NELASTICALLY--REBAR WEIGHT= 97.52 lbs 0.61 psf 1 <----FACTOREO MOMENTS (ft.kips)----> <--------------------CONTROLLING REBAR (sq.in.)----------------------> SPAN ML M+ MR JOINT TOP No 4 0 BOT MIDSPAN TOP BOT No 4 1 -0.00 2.11 2.88 1 .120(1) 20 OinT 0.000( ) 1 0.000( ) 0.120(1) 20.OirB 2 -2.83 2.47 2.31 2 0.120(1) 20.0inT 0.000( ) 2 0.000( ) 0.120(1) 20.OinB 3 -1.31 2.54 3.49 3 0.120(1) 20.OinT O.OnO( ) 3 0.000( ) 0.120(1) 20.0inB 1 -3.39 3.62 4.21 4 0.120(1) 20.OinT 0.000( ) 4 0.000( ) 0.120(1) 20.OinB 5 -4.21 3.51 1.04 5 0.120(1) i:.�inT 0.000( ) 5 0.000( ) 0.120(1) 20.OinB 5 -4.04 3.51 4.21 6 0.120;1) 1C.OinT 0.000( ) 6 0.000( ) 0.120(1) 10.Oin8 7 -4.21 3.62 3 39 7 0.120(1) 20.OinT 0.000( ) 7 0.000( ) 0.120(1) 20.OinB 8 -3.49 2.54 2.31 8 0.120(1) 20.OinT 0.000( ) 8 0.000( ) 0.110(1) 20.0inB 9 -2.31 2.47 2.83 9 0.120(1) 20.OinT 0.000( ) 9 0.000( ) 0.120(1) 20.00B 10 -2.88 2.74 -0.00 10 0.120(1) 20.OinT 0.000( ) 10 0.000( ) 0.120(1) 20.OinB 11 0.120(1) 20.OinT 0.000( ) REBAR DATA (sq.in.) <-------------------JOINTS -----------••--------> <--------------------SPANS---------------------> <--------TOP---------> <--BOTTOM--•> (•----TOP----> <------BOTTOM-------> JOINT ULT D1_+LL/4 1 ULT M+ SPAN ULT M- ULT DL+LL/4 1 1 0.000 0.000 0.120 0.000 0.000 1 0.000 0.000 0.010 0.061 0.120 2 0.010 0.077 0.120 0.000 0.000 2 0.000 0.000 0.000 0.050 0.120 3 0.000 0.058 0.120 0.000 0.000 3 0.000 0.000 0.000 0.046 0.120 4 0.040 0.085 0.120 0.000 0.000 4 0.000 0.000 0.020 0.081 0.120 5 0.090 0.106 0.120 0.000 0.000 5 0.000 0,000 0.020 0.001 0.120 6 0.020 0.103 0.120 0.000 0.000 6 0.00b 0.000 0.020 0.067 0.120 7 0.090 0.106 0.120 0.000 0.000 7 0 000 0.000 0.020 0.081 0.120 8 0.040 0.085 0.120 0.000 0.000 8 0.000 0.0c0 0.000 0.046 0.120 9 0.000 0.058 0.120 0.000 0.000 9 0.000 0.000 0.000 0.050 0.120 10 0.010 0.017 0.120 0.000 0.000 10 0.000 0.000 0.010 0.061 0.120 11 0.000 0.000 0.120 0.000 0.000 <--.9(DL+LL/4) MOMENTS (ft.kips)---> SPAN ML M+ MR 1 -0.00 1.02 1.18 2 -1.17 0.76 0.95 3 -0.95 0.66 1.38 4 -1.34 1.28 1.65 5 -1.66 1.16 1.57 6 -1.57 1.16 1.66 7 -1.65 1.28 1.34 P -1.38 0.66 0.95 9 -0.95 0.76 1.17 10 -1.18 1.02 0.00 K P F F SHEET No,_s___- S.N. 6th AVENUE, SUITE 911 LIN5 PORTLAND, OREGON 92704 S3 PAGE 5 -----------------------------=--'-_ -_= Copyright 1985 Structural Data Inc. S 2138 ------- ---------_ _______---------------- ACTUAL NET LOAD MOMENTS (ft-kips/ft) <----- -SERVICE LOADS-------> <--TRANSFER OF PRESTRESS——) SPAN ML M+ (X) MR ML M+ (X) MR 1 0.00 1,31( 6.05) 1.36 -0.00 0.[!'( 7.50) -0.09 2 -1.42 0.19( 8.70) 0.92 0.02 -0.31( 6.03) -0.55 3 -0.92 0.82( 7.05) 1.82 0 55 -0.29( 8.90) -0.05 4 -1.70 1.59( 9.04) 2.29 0.12 0.11( 5.13) 0.17 5 -2.29 1.51% 9.30) 2.17 -0.17 0.04(10.46) 0.07 6 -2.17 1.51( 8.95) 2.29 -0.07 0.04( 7.79) 0.17 7 -2.29 1.59( 9.21) 1.70 -0.17 0.11(13.12) -0.12 8 -1.82 0.81( 7.95) 0.92 0.0" -0.29( 6.10) -0.55 9 -0.92 0.19( 6.4) 1.42 0.55 -0.31( 8.97) -0.01. 10 -1.36 1.31( 7.45) -0.00 9.09 0.25( 6.00) -0.00 FLEXURAL STRESSES AT SERVICE LOADS (ksi) <----SPAN 1 ---> <----SPAN 2 ---> -__.._.SPAN 3 ---> <----SPAN ---> <----SPAN 5 ---> L M R L M R L M R L M R L M R TOP -6.167 -0.480 0,159 0.174 -0.355 0.055 0.055 -0.362 0.270 0.242 -0.549 0.383 0.383 -0.529 0.353 AOT -0.167 0.147 -0.492 -0.507 0.022 -0.388 -0.389 0.029 -0.603 -0.575 0.216 -0.716 -0 716 0.195 -0.687 <----SPAN 6 ---> <----SPAN 7 ---> <----SPAN 8 ---> < -SPAN 9 ---> <_.-SPAN 10 ---> L M R L F R L M R L. M R L M R TOF 0 353 -0.529 0.383 0.383 -0.349 0.242 0.270 -0.362 0.055 0.055 -0.355 0.174 0.159 -0.480 -0.167 BOT -0.687 0.195 -0.716 -0.716 0.116 -0.575 -0.603 0.029 -0.388 -0.388 0.021 -0.507 -0 492 0.147 -0.167 FLEXURAL STRESSES AT TRANSFER OF PRESTRESS (ksi) <-•---SPAN 1 ---> <----SPAN 2 ---> <----SPAN 3 ---> <----SPAN 4 ---> ----SPAN 5 ---> L M R L M R L M R L M R L M R TOP -0.194 -0.253 -0.217 -0.200 -0.11.1 -0.326 -0.326 -0. 124 -0,206 -0.223 -0.234 -0,154 -0.154 -0.203 -0.179 ROT -0.194 -0.136 -0.172 -0.189 -0.268 --0.062 -0.062 -0.264 -0.183 -0.166 -0.155 -0.234 -0.234 -0.186 -0.210 <----SPAN 6 ---> <----SPAN 7 ---> <----SEAN 8 ---> <----SPAN 9 ---> <----SPAN 10 ---> L M I L M R L M R L M R L M R TOP -0.179 -0.203 -0.154 -0.154 -0.134 -0.223 -0.206 -0.124 -0.326 -0.326 -0.111 -0.200 -0.217 -0.253 -0.194 BOT -0.110 -0.186 -0.234 -0.234 -0.155 -0.166 -0.183 -0.264 -0.062 -0.062 -0.268 -0.189 -0.172 -0.136 -0.194 UNFACTORED OL 6 LL MOMENTS (ft-kips) AT CENTERLINES DEAD LOAD LIVE LOAD SPAN ML MR ML MR 1 -0.00 1.53 0.00 1.24 2 -1.53 1.22 -1.24 1.28 3 -1,22 1.73 -1.28 1.61 4 -1.71 2.09 -1.61 1.85 5 -2.09 1.97 -1.85 1.84 6 -1.97 2.09 -1.84 1.85 7 -2.09 1.73 -1,85 1.61 8 -1.73 1.22 -1.61 1.28 9 -1.22 1.53 -1.28 1.24 10 -1.53 -0.00 -1.24 -0.00 ear � K P F F SHEET No.S- S.M. 6th AVENUE, SUITE 911 LINS PORTLAND, OREGON 92704 S3 PAGE 6 __==--=---==-----•--=-'----=_---_=-_=--= Copyright 1985 Structural Data Inc. S 2130 MAXIMUM SPAN DEFLECTIONS IN INCHES (Numbers in parentheses are SPAN/DELTA ratios) Jeff/Igross=1.00 SPAN OL CREEP Ll OL+CREED+LL 1 0.0287 0.057. 0.0617(2626) 0.1478(1036) 2 -0.0109 -b 0218 O.Ob97(2582) 0.0370(4859) 3 -0.0123 -0.924 0.0172(2331) 0.0404(4455) 4 0.0385 0.0770 0.1451(1509) 0.2607( 840) 5 0.0205 0.0410 0.1500(1460) 0.2115(1035) 6 0.0205 0.0410 0.1500(1460) 0.2115(1035) 7 0.0385 0.0110 0.1451(1509) 0.2607( 840) 8 -0.0123 -0.0245 0.0172(2331) 0.0404(4455) 9 -0.0109 -0.0218 0.0691(2582) 0.0370(4859) 10 0.0287 0.0574 0.0611(2626) 0.1418(1096) I 1 K P F F SHEET No.S.W. 6th AVENUE, SUITE 911 PORTLAND, OREGON 92704 Copyright 1985 Structural Data Inc. 5 2.138 ONE - MAY POST - TEN310NE0 SLAB 0f. 51GN PROJECT: LINS 09-07-1989 SLAB IC 54 STORAGE NAME: L;NS4 Copyright 1985 Structural Data Inc. S 2138 ==------ --------_-----------____ ______-_____ 10 SPANS 1 CANTILEVERS SKIP LL DL FACTOR = 1.40 L1. FACTOR = 1.70 CONCRETE: SLAB 4000psi 150pcf E=3834ksi 1 END SFANS LEFT 1 END SPANS RIGHT MOMENTS REDUCED TO FACE COLUMN 4000psi 150pcf E=3834ksi FORCE. f',TA: 150psi MINIMUM F/A 0.50DL MINIMUM 9ALANCED LOAD ALLON.ABLE TENSILE STRESSES: TOP 6.00 SQRT f'c = 379ps. BOT 6.OJ SQRT f'c = 379psi TENDON COVER: INTERIOR SPANS TOP 1.15in EXTERIOR SPANS TOP 1.251n BOTTOM 0.75in BOTTOM 1.50in REBAR REQUIREMENTS: 0.004A AT T A 8 OL+LL/4 REBAR TENDON DIAMETER= 0.50in MAX. BAR SIZE= 4 REGAR COVER: 1.00in TOP 0.75in BO1 REBAR YIELD= 60ksi Copyright 1985 Structural Data Inc. S 2138 SPAN L(ft) t(in) ADL(ksf) DL(ksf) LL(ksf) TL(ksf) NP(ksf) UDL(ksf) ULL(ksf) UTL(ksf) I(In4) S(in3) 1 15.00 5.00 0.010 0.072 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 2 15.00 5.00 0.010 0.072 0.050 0.113 0.051 0.191 0.085 0.186 125.00 50.00 3 18.25 5.00 0.010 0.072 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 4 18.25 5.00 C.010 0.072 0.050 0.123 0.051 0.101 0.085 0.185 115.00 50.00 5 18.25 5.00 0.010 0.972 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 6 18.25 5.10 0.010 0.012 0.050 0.123 0.051 11.101 0.085 0.186 125.00 50.00 T 18.25 S.JO 0.010 0.072 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 8 18.25 5.00 0.010 3.072 0.050 0.123 0.051 0.101 0.085 0. 186 125.00 50.00 9 a.00 5.00 0.010 0.012 0.050 9 123 0.051 0.101 0.085 0.186 125.00 50.00 10 15.00 5.00 0.010 0.071 0.050 0.123 0.051 0.101 0.085 0.186 125.00 50.00 COLUMN DATA <---BOTTOM COLUMN---> <-----TOP COLUMN---- JOINT h(ft) Bain) D(in) H(ft) 8(in) D(in) 1 0.00 0.0C 14.00 0.00 0.00 0 O() 2 0.00 0.00 14.00 0.00 0.00 0.00 3 0.00 0.00 14.00 0.00 0.00 0.00 4 0.00 0.0(1 14.00 0 00 0.00 0.00 5 0.00 0.00 14.00 0.00 0.00 0.00 6 0.00 0.00 14.00 0.00 0.00 0.00 T 0.00 0.00 14.00 0.00 0.00 0.00 8 0.00 0.00 14.00 0.00 0.09 0.00 9 0.00 0.00 14.00 0.00 0.00 0.00 10 0.00 0 c 14.00 0.00 0.00 0.00 11 0.00 0.00 14.00 0.00 0.00 0.00 mmwKmwKmw K P F F SHEET No. S.M. 6th AVENUE, SUITE 911 LINS PORTLAND, OREGON 92704 S4 PAGE 2 ------------------------------------------- Copyright 1985 Structural Data Inc. S 2138 =_=__=_=__=='-=_____=--------------------- ELASTIC MOMENTS AT CENTERLINES <------NET LOAD K's-------> <--FACTORED (ft-kips/ft)--> <-0.9(DL+LL/4)(ft-kips/ft)-- SPAN KL KM (X) KR ML M+ (X) MR ML M+ (X) MR 1 9999.99 10.36( 6.59) 8.51 0.00 3.84( 6.39) 4.64 0.00 1.43( 6.12) 1.78 1 -8.61 14.94( 7.84) 7.80 •4.54 2.20( 1.72) 4.97 -1.78 0.58( 7.')B) 1.82 3 -11.54 14.28( 9.17) 9.58 -4.97 3.87( 9.02) 6.13 -1.92 1.33( 8.84) 2.32 4 4.58 14.60( 9.?6) 9.72 -6.13 3.65( 9.25) 5.94 -2.32 1.18( 9.23) 2.20 5 -9.72 14.19( 9.12) 9.51 -5.94 3.17( 9.11) 6.05 -1.20 1.22( 9.10) 2.25 6 -9.57 14.19( 9.13) 9.72 -6 05 3.71( 9.14) 5.94 -2.25 1.22( 9.15) 2.20 7 -9.!2 14.60( 8.99) 9.58 -5.94 3.65( 9.00) 6.13 -•2.20 1.18( 9.02) 2.32 8 -9.58 14.28( 9.08) 11.54 -6.13 3.87( 9.23) 4.9" -2.32 1.33( 9.11) 1.82 9 -7.84 14.94( 7.16) 8.61 -4.97 2.20( 7.28) 4.64 -1.82 0.58( 7.42) 1.78 10 -8.61 10.36( 8.41) 0.00 -4.64 3.80( 8.61) 0.00 -1.78 1.43( 8.88) -0.00 MOMENTS REDUCED TO FACES OF SUPPORTS <------NET LOAD K's-------> <--FACTORED (ft-kips/ft)--> <-0.9(DL+LL/4)(ft-kips/ft)-> SPAN KL KM (X) KR MI M+ (X) MR ML M+ (X) MR 1 9999 99 11.11( 6.59) 9.70 0.00 3.53( 6.39) 4.09 0.00 1.32( 6.12) 1.56 2 -9.70 16.54( 7.84) 8.67 -4.09 1.93( 7.72) 4.42 -1.56 0.47( 7.58) 1.60 -13.16 15.46( 9.17) 10.56 -4.31 3.33( 9.02) 5.46 •1.55 1.20( 8.80) 2.05 4 -10.66 15,83( 9.26) 10.84 -5.46 3.32( 9.25) 5.28 -1.05 1.04( 9. 3) 1.93 5 -10.84 15.34( 9.12) 10 65 -5.28 3.44( 9.11) 5.39 -1.93 1.09( 9.10) 1.98 6 -10.65 15.34( 9.13) 10,84 -5.39 3.44( 9.14) 5.28 -1.98 1.09( 9.15) 1.93 7 -10.84 15.83( 8.99) 10.66 -5 28 3.32( 9.00) 5.46 -1.13 1.04( 9.02) 2.05 8 -10.66 15.46( 9.08) 13.16 x.16 3.53( 9.23) 4.31 -2.65 1.20( 9.41) 1.55 9 -8.67 16.54( 7.16) 9.70 -4.42 1.93( 7.28) 4.09 �1.6b 0.47( 7.42) 1.56 10 -9.70 11.11( 8.41) 1.00 -4.09 3.53( 8.61) 0.00 -1.56 1.32( 8.88) -0.00 "JRCE SELECTION DATA 1 2 3 4 5 6 7 8 9 10 FE 8.12R 6.10R 9.946; i.94L 9.95R 9.95L 9.94R 9.94L 6.10L 8.12L F/A 9.00 9.00 h^?E 9.79 9.79 FIN11 FORCES AND PROFILES SECONDARY MOMENTS JOINT MOMENTS i----CGS(inches)----> (ft.kips) (ft.kips) SPAN FE(kips/ft) '@TOP MID@BOT R@TOP NPRE(ksf) F/A(ksi) SPAN ML MR „gINT MOMENT 1 0.00 1 10.00 ?.50 1.75 1.50 0.037 0 167 1 0.00 -0.3'; 2 0.00 2 10.00 1.50 1.00 1.50 4.074 0.167 2 0.37 -0.60 3 0.00 3 10 00 1 59 1.00 1.50 0.050 0.167 3 0.60 -0.54 4 0.00 4 10.00 1.50 1.03 1.50 0.050 0.167 4 0.54 -0.56 5 0.0( 5 10.00 1.50 1.00 1.54 0.050 0.161 5 0.56 •0.55 6 0.00 6 10.00 1.50 1.00 1 50 0.050 0.167 6 0.55 -0 56 7 0.00 7 10.00 1.50 i.OU 1.50 0.050 0 167 7 0.56 -0.54 8 0.40 8 10.00 1.50 1.00 1.50 0.050 0.167 8 0.54 -0.60 9 0.00 9 10.00 1.50 1.00 1.50 0.074 0.167 9 O.GO ••0.37 10 0.00 10 10.00 1.50 1.75 2.50 0.037 0.167 10 0.37 -0.00 11 0.00 TENDON FPS= 181.26 ksi TENDON WEIGHT= 0.199 psf SHEET No. K P F F LIN5 ----S.W. 6th AVENUE, SUITE 911 S4 PORTLAND, OREGON 92704 AGE 3 --------------------- ------------------- Copyright 1985 Structural Data Inc. S 2138 ELASTIC MOMENTS (NO ..FDISTRIBUTION)--RE3AR WEIGHT= 105.05 lbs 0.63 psf <--.-FACTORED MOMENTS (ft.kips)----> <•--------------------CONTROLLING REBAR (sq in.)-----------------------> SPAN ML M+ MR JOINT TOP No 4 0 BOT MIDSPAN TOP BOT No 4 p 1 0.00 3.69 3.72 1 0.120(%) 20 OinT 0.000( ) 1 0.0000 0.120(%) 21.0inB 2 -3.72 2.42 3.82 2 0.120(%) 20.0inT 0.000( ) 2 0.000( ) 0.120(%) 20.04nB 3 -3.71 4.11 4.92 3 0.120(%) 20.OinT 0.000( ) 3 0.000( ) 0.120(%) 20.6inO 4 -4.92 3.81 4.72 4 0.140(F) 17.1inT 0.000( ) 4 0.000( 0.120(%) 10.0i4 5 -4.72 3.99 4.83 5 0.132(F) 18.11nT 0.000( ) 5 0.000( 0.120(%) 20.OinC 6 -4.83 3.99 4.72 6 0.137(F) 17.5inT 0.000( ) 6 0.000( } 0.120(%) 20.0inB 7 -4.72 3.37 4.92 7 0.132(F) 16.1inT 0.000( ) 7 0.000( ) 0.1200) 20.04nB 8 -4.92 4.11 3.71 8 0.140(F) 11.1inT 0.0001 ) 8 0.000( ) 0.120(%) 20.0inB 9 -3.82. 2.42 3.72 9 0.120(%) 20.OinT 0.090( ) 9 0.000( ) 0.120(%) 20.0in8 10 -3.72 3.69 -0.00 10 0.120(%) 20.0inT 0.000( ) 10 0.000( ) 0.120(%) 20.OinB li 0.120(%) 20.OinT 0.000( ) REBAR DATA (sq.in.) <--------------------JOINTS---------------------> <--------------------SPANS---------------------> <--------TOP--------> <--BOTTOM---> <----TOP--••-> <------BOTTOM-------> JOINT ULT DL+LL/4 % ULT M+ SPAN ULT M- ULT DL+LL/4 % 1 0.000 0.000 0.120 0.000 0.000 1 0.000 0.000 0.010 0.083 0.120 2 0.060 0.102 0.120 0.000 0.006 2 0.000 0.000 0.000 0.029 0.120 3 0.070 0.104 0.120 0.000 0.000 3 0.000 0.000 0.060 0.068 0.120 4 0.140 0.132 0.120 0.000 0.000 4 0.000 0.000 0.040 0.062 0.1110 5 0.132 0.117 0.120 0.000 0.000 5 0.000 0.000 0.050 0.063 0.120 6 0.137 0.129 0. 120 0.000 0.000 5 0.000 0.000 0.050 0.063 0.120 7 0.132 0.117 0.120 0.000 0.000 7 0.000 0.000 0.040 0.062 0.120 8 0.140 0.132 0.120 0.000 0.000 8 0.000 0.000 0.060 0.068 0.120 9 0.070 0.104 0.120 0.000 0.000 9 0.000 0.0V 0.000 0.029 0.120 10 0.060 0.102 0.120 0.000 0.000 10 0.000 0.000 0.070 0,083 0.120 11 0.000 0.000 0.120 0.000 0.000 K P F F SHEET No._S-Z S.N. 6th AVENUE, SUITE 911 LIN5 PORTLAND, OREGON 42704 S4 PAGE 4 --- Copyright 1985 Structural Uata Inc. S 2138 ---- ------- _-= _=:=== MOMENTS REDISTRIBUTED INELASTICALLY--REBAR WEIGHT= 102.93 lbs 0.61 psf <----FACTORED MOMENTS (ft.kips)----> <--------------------CONTROLLING REBAR (sq.in.)----------------------� SPAN ML M+ MR JOINT TOP No 4 e BOT MIUSPAN TOP BOT No 4 f 1 0.00 3.55 3.18 1 0.120(%) 20.OinT 0.000( ) 1 0.000( ) 0.120(%) 20.0inR 2 -3.18 2.12 3.27 2 0.120(%) 20.OinT 0.000( ) 2 0.000( ) 0.120(%) 20.0inB 3 -3.17 3.74 4.27 3 0.120(%) 20.0inT 0.000( ) 3 0.000( ) 0.120(%) 20.OinB 4 -4.21 3.48 4.09 4 0.120(1) 20.OinT 0.000( ) 4 0.000( ) 0.120(%) 20.0inB 5 -4.09 3.62 4.19 5 0.120(%) 20.OinT r 000( ) 5 0.000( 0.120(%) 20.OinS 6 -4.19 3.62 4.09 6 0.120(%) 20.OinT 0.000( ) F 0.0000 0.120(%) 20.OinB 7 -4.09 3.48 4.27 7 0.120(%) 20.OinT 0.000( ) 7 0.000( ) 0.120(%) 20.9inB 9 -4.27 3.74 3.17 0 0.1203) 20.OinT 0.009( ) 8 0.0000 0.120(%) 20.0inB 9 -3.27 2.12 3.13 9 0.120(%) 20.UinT 0.000( ) 9 0.000( ) 0.120(%) 20.0in8 10 -3.18 3.55 -0.00 10 0.120(%) 20.0inT 0.000( ) 10 0.000( ) 0.120(%) 20.OinB 11 0.120(%) 20.OinT 0.000( ) REBAR DATA (sq.in.) <---- --•-----------JOINTS---------------------> <--------------- -----SPANS----------------------> < -------TOP--------> <--BOTTOM---> <----TO,----> <------BOTTOM-------> JOINT ULT OL+LL/4 % ULT M+ SPAN ULT M- ULT DL+LL/4 % 1 0.000 0.000 0.120 0.000 0.000 1 0.000 0.000 0.060 0.084 0.120 2 3.030 0.081 0.120 0.000 0.000 2 0.000 0.900 0.600 0.031 0.120 3 0.030 0.082 0.120 0.000 0.000 3 0.000 0.000 0.030 0.082 0.120 4 0.100 0.107 0.120 0.000 0.000 4 0.000 0.000 0.020 0.066 0.120 5 0.090 0.103 0.120 0.000 0.000 5 0.000 0.000 0.030 0.067 0.120 6 0.090 0.105 0.120 0.000 0.900 6 0.000 0.000 0.030 0.067 0.120 7 0.090 0.103 0.120 0.000 0.000 7 0.000 0.006 0.020 0.066 0.120 6 0.100 0.101 0.120 0.000 0.000 8 0.000 0.000 0.030 0.082 0.120 9 0.030 0.082 0.120 0.000 0.000 9 0.000 0.000 0.000 0.031 0.120 10 0.030 0.081 0.120 Iv.000 0.000 10 0.000 0.000 0.060 0.084 0.120 11 0.000 0.000 0.120 0.00 0.000 <--.9(OL+LL/4) MOMENTS (ft.kips)---> SPAN 4L M+ MR 1 0.00 1.36 1.27 2 -1.27 0.53 1.10 3 -1.25 1.31 1.68 4 1.68 1.15 1.58 5 -1.58 1.18 1.62 6 -1.62 1.18 1.50 7 -1.58 1.15 1.68 8 •1.68 1.31 1.26 9 •1.30 0.53 1.27 10 -1.27 1.36 -0.00 ... .. K P F F SHEET No. S.M. 6th AVENUE, SUITE 911 LINS PORTLAND, OREGON 92704 S4 PAGE 5 ======_-=---=---- ----------------------- Copyright 1985 Structural Data Inc. i 2138 -- ACTUAL NET LOAD MOMENTS (ft-kips/ft) <--------SERVICE LOADS-------> <--TRANSFER OF PRESTRESS—-> SPAN ML Mi (X) MR ML M+ (X) MR 1 0.00 1.84( 6.78) 1.56 0.90 0.51( 7.49) 0.00 2 -1.67 0.54( 8.33) 1.63 -0.00 -0.51( 6.14) -0.20 3 -1.52 1.67( 8.87) 2.34 0.27 0.28( 2.61) 0.20 4 -2.34 1.49( 9.35) 2.20 -0.20 0.02(10.89) 0.07 5 -2.20 1.57( 9.09) 2.27 -0.07 0.06( 8.54) 0.11 6 -2.27 1.57( 9.16) 2.20 -0.11 0.06( 9.71) 0.07 7 -2.20 1.49( 8.90) 2.34 -0.07 0.02( 7.36) 0.20 8 -2.34 1.67( 9.38) 1.52 -0.20 0.28(15.61) -0.27 9 -1.63 0.54( 6.67) 1.67 0.20 -0.51( 8.26) 0.00 10 -1.56 1.84( 8.22) 0.00 -O.GO 0.51( 7.51) 0.00 FLEXURAL STRESSES AT SERVICE LOADS (ksi) <----SPAN 1 ---> <----SPAN 2 ---> <----SPAN 3 ---> <----SPAN 4 ---> <----SPAN 5 ---> L M R 1. M R L M R L M R L M R TOP -0.167 -0.509 0.209 0.234 -0.297 0.226 0.198 -0.568 0.396 0.396 -0.524 0.361 0.361 -0.544 0.379 BOT -0.167 0.275 -0.542 -0.568 -0.036 -0.559 -0.x-31 0.235 -0.729 -0.729 0.191 -0.694 -0.694 0.111 -0.712 <----SPAN 6 ---> <----SPAN 7 ---> ---SPAN 8 ---> <----SPAN 9 - -> <----SPAN 10 ---> L M R L M R L M R L M R L M R TOP 0.379 -0.544 0.361 0.361 -0.524 0.396 0.396 -0.5G8 0.198 0.226 -0.297 0.234 0.209 -0.609 -0.167 BOT -0.712 0.211 •0.694 -0.694 0.191 -0.729 -0.729 0.235 •0.531 -0.559 -0.036 -0.568 -0.542 0.275 -0.167 FLEXURAL STRESSES AT TRANSFER OF PRESTRESS (ksi) 1 ---> <----SPAN 2 - " <---SPAN 3 ---> <-- -SPAN 4 ---> <----SPAN 5 ---> L M R L M R L M R L M R L M R TOP -3.194 -0.318 -0.194 -0.194 -0.072 -0.242 -0.255 -0.261 -0.146 -0.146 -0.199 -0.178 -0.178 -0.208 -0.167 BOT -0.194 -0.071 -0.195 -0.195 -0.317 -0.146 -0.130 -0.120 -0.243 -0.243 -0.190 -0.211 -0.211 -0.181 -0.122 <----SPAN 6 -- <----SPAN 7 ---> <----SPAN 8 ---> <----SPAN 9 ---> <----SPAN 10 ---> L M R L M R L M R L M R L M R TOP -0.167 -0.208 -0.178 -0.178 -0.199 -0.146 -0.146 -0.261 -0.1.59 -0.242 -0.072 -0.194 -0.194 -0.318 -0.194 BOT -0.122 -0.181 -0.211 ••0.211 -0.190 -0.243 -0,243 -0.128 -0.130 -0.146 -0.317 -0.195 -0.195 -0.07 -0.194 UNFACTORED 01. 6 LL MOMENTS (ft-kips) A' CENTERLINES DEAD LOAD LIVE LOAD SPAN ML MR ML MR 1 -0.00 1.63 0.00 1.38 2 -1.63 1.63 -1.38 1.5P 3 -1.63 2.12 -1.58 1.86 4 -2.12 1.98 -1.86 1.85 5 -1.98 ?.03 -1 86 1.89 6 -2.03 1 98 -1 89 1.86 7 -1.98 2.12 -1.86 1 86 8 -2.12 1.63 -1.86 1.58 9 -1.63 1.63 -1 58 1.38 10 -1.63 0.00 -1.38 0.00 f( F' Ff S.N. 6th AVENUE, SUITE 911 SHEET No. PORTLAND, OREGON 92704 LIN5 S4 PAGE 6 ------ ----- -------------- ------------ Copyright 1985 Structural Data Inc. S 2138 =_=__=_=-- = MAXIMUM SPAN DEFLECTIONS IN INCHES (Numbers in parentheses are SPAN/DELTA ratios) teff/Igross=0.99 SPAN OL CREEP LL DL 0EEP+LL 1 0.0534 0.1268 0.0952(1891) 0.2654( 631) 2 -0.0358 -0.0715 0.0139(2437) -0.0334(5388) 3 0.0482 0.0964 0.1493(1467) 0.2940( 745) 4 0.0174 0.0348 0.1519(1442) 0.2041(1073) 5 0.0149 0.0499 0.1572(1394) 0.2320( 944) 6 0.0249 0.0499 0.1572(1394) 0.1320( 944) 7 0.0174 0.0348 0.1519(1442) 0.2041(1073) 8 0.0482 0.0964 0.1493(1467) 0.2940( 145) 9 -0.0358 -0.0715 0.0739(,-437) -0,0334(5388) 10 0.0634 0.1168 0.0952(1891) 0.2854( 631) K P F F 9EF_T No.. ___-- S.W. 6th AVENUE, SHITE 911 PORTLAND, OREGON 927@4 Copyright 1985 Structural Data Inc. S 2138 -------- -- --------- 0NE - WAY POST - TENSIONED SLAB DESI6N PROJECT: LIN5 89-07-1989 SLAB ID: 55 --:-�- -� - - Copyright 1985 Structural Data Inc. S 2138 ------__------- - 2 SPANS ! CSWTILEVERS SKIP LL D(_ FA(:TOR = 1.40 LL FACTOR = 1.78 CONCRETE: SLAB 4888psi 158pcf E=3834ksi I END SPAPS LEFT I END SPANS RIGHT MOMENTS REDUCED TO FACE COLUMN 4808psi 158pcf E=3834ksi FORCE DATA: 158psi MINIMUM F/A 8.70DL MINI" BALANCED LOAD ALLOWABLE TENSILE STRESSES: TOP 6.88 SORT V c = 379psi BOT 6.88 SORT f`c = 319psi "VON COVER: INTERIOR SPAM; TOP 1.25in EXTERIOR SPANS TOP 1.25in BOTTOM 8.75in 801TON 8.75in REMR REQUIREMENTS: 8.8W►A AT T 1 B DL+LL/4 REBAR TENDON DIAMETER= 8.58in MAX. BAR SIZE= 4 REBAR COVER: 1.08in 1OP 8.75in BUT REBAR YIELD= 68ksi Copyright 1485 Structural Data Inc. S 2138 --- -------- - --__- SLAB DATA SPEW L(ft) t(in) ADL(ksf) D1.(ksf) LL(ksf) 1L(ksf) WP(ksf) U)Llksf) ULL(ksf) UTL(ksf) H04) Slin3) 18.25 5.00 8.818 8.072 8.858 8.123 8.851 8.III I.K5 8.186 125.88 50.88 2 16.25 5.08 8.818 8.072 8.858 0.123 8.851 8.181 8.885 6.186 125.88 50.80 C 0 ! U N N DATA (---BOTTOM COLIM-) (--TOP COLUMN----) JOINT H(ft) B(in! D(in) H(ft) Pin) D(in) 1 0.00 0.88 14.w 0.08 8.88 8.88 ? 0.80 8.88 14.80 1.CO 8.80 0.00 3 8.80 k.M 14.88 6.00 1.00 0.80 ELASTIC MOMENTS AT CENTERLINES 1•----••INET LOAD K's----) (--FACTORED (ft-kips/ft)--) (-8.9iDL+LL/4)(ft-kips/ft)-) SPAN KL KM (X) KR ML M+ (X) MR ML M+ IX) MR 1 9999.99 11.42( 7.64) 8.88 8.80 5.86( 7.36) 7.76 0.0 1.88( 7.81) 3.18 2 8.88 11.42(18,61) 0.88 -7.76 5.86(19.89) 8.88 -3.18 1.88411.24) 8.00 MORN'S REDUCED TO FACES OF SUPPORTS ------NET LOAD K's ----) (-•fACTORED (ft-kips/ft)-) (-8.9(DL+LL/4)(ft-kips/ft)-) SPAN KL KM (1) KR ML M+ (X) MR ML M+ IX) MR 1 9999.99 12.16( 7,64) 8.75 0.88 4.73( 7.36) 7.16 0.88 1.Y4( i.811 2.91 2 -8.75 12.16(18.61) 8.88 -7.10 4.73(10.89) 8.88 -2.91 1.74(11.24) 8.88 FORCE SELECTION DATA 1 2 FE 13.98R 13.981. F/A ERRE K 7 F F SHEET No. 5.'a. fth AVENUE, SUITE 911 L IN5 ------ POkfLAND, OREGON 92704 55 PAGE 2 ------ ---- - -- Copyright 1985 Structural Data Inc. S 213F, -�--�-- FINAL. FORCES AND PROFILES SECOWRY MOMENTS JOINT 40MENTS (---C6Stinchesl--1 (ft.kips) (ft.kips) SPAN FE(kips/ft) LPTOP MIDPWT RPTOP NPRE(ksf) F/A(ksi) SPAN ML MR JOINT MXPT 1 0.00 1 13.90 2.50 1.88 1.50 8.056 0.232 1 8.80 -1.16 2 0.80 2 13.94 1.58 1.00 2.50 61066 0.232 2 1.16 0.80 3 8.80 TFJNDON FPS-- 178.15 k s i TENDON WEIGHT= 8.300 ps f ELASTIC MOEMS (NO REDISTRIBUTION)-fEBAR UEIBKT= 24.52 Ibs 0.67 psf (--fACTORED MX'4TS Ift.kipsl--- 1 -•---CONTROLLING REBAR SPAN ML M+ MR JOINT TOP No 4 P 8GT MIDM TOP BOT No 4 P 1 0.00 5.19 5.94 1 8.1281x1 28.8inT 0.880( 1 1 0.8801 1 8.128(%) 21@.808 2 -5.94 5.19 8.88 2 8.187(D) 12.9inT 0.0801 1 2 8.880( 1 8.120(%) 20.8in8 3 8.128(%) 29.8inT 0.0081 ) REBAR DATA (sq.in.) ( JOINTS. -- (-------TW----) 1--B(MM•--) (---TOP--•-) ( POTTOM-•-• - ) JOINT ULi DL41/4 % SILT M+ SPM SILT M- ULT DL+LL/4 % 1 e.Bee B.Bee 8.128 e.m e.Bee 1 @.m e.Bee 0.060 0.10 8.120 0.150 0.187 8.128 e.we @.@@@ 2 e.Bee e.Bee 0.060 0.100 0.120 AL V W V.%mm tIOIENTS REDISTRIBIM 1NE1A5TICALLY--REBAR WEIGHT= 23.39 . 8.64 psf (---4ACTORED MOMENTS (ft.kips)-) l - �.�ROU.INS REBAR (sy.in.l- ---- 1 SPAN ML 4+ MR JOINT TOP No 4 1 NOT MIDSWkI TOP SOT No 4 N 1 9.68 5.98 5.27 1 9.129(x) 29.9inT 9.199( ) 1 9.988( ) 6.11N(%) 29.010 2 -5.27 5.99 8.98 2 8.156(D) 15.3inT 9.999( 2 9.k*( 1 8.128(x) 26.8id 3 9.1291X1 20.8iny 9.898( IEIIAR DATA (sy.in.) (--- --TOP--- > (--BOTTOM--) (-TOP-.) (--BOTTOYr--) JOINT Lt DL+LL/4 x ULT M+ SPAN 11.T M- ULT OLx 1 8.969 9.898 9.128 9.989 0.W, 1 9.999 9.998 9.948 8,114 8.129 2 0.IN, 9.156 6.128 9.999 9.9N6 2 8.989 8.888 9.049 x.114 8.129 3 6.W P.888 8.129 8.998 9.988 (--.9(DL+LL/4) MOMENTS (ft.kips)--) SPAN ML M+ MR 1 8.98 1.85 2,41 2 -2.41 1.85 9.90 K P F F SICET No. -_ S.W. 6th AVENUE, SUITE 911 LINS PORTLAND, OREGON 92794 S5 PAGE 3 -- ---------------------- --- --= Copyright 1985 Structural Data Inc. S 2138 == =----------- -------------_- ACTUAL FET LOAD MOMENTS (ft-kips/ft) (-------SERVICE LOADS-- -) (---TRANSFER OF PRESTRESS----) SPAN ML M+ (X) MR ML M+ (X) MR 1 -8.99 1.86( 7.79) 2.55 9.99 -0.95( 6.84) -8.99 2 -2.55 1.86 l 19.531 8.98 8.89 -0.9501.41) 9.88 FLEXURAL STRC:SSES AT SERVICE LOADS (kai) (--SPAN 1 --) (----SPAN 2 -) L M R L M R TOP -9.2.V -4.678 8.379 8.379 4.67P -8.232 BOT 9.232 8.215 -8.943 -4.843 9.215 -8.232 FLEXURAL STRESSES AT TRANSFER OF PRESTRESS (ksi) ( - SPAN 1 --_) (--Sr1AN 2 ----) L M R L M R TOP -8.270 -8.259 -0.292 4.,292 4.258 -9.279 BUT -9.27f -8.283 -9.249 -9.24& -1.283 4.278 UNFACTM OL I LL MOMENTS ((`t-kips) AT CENTERLINES DEAD LOAD LIVE LOAD SPTW ML MR ML MR 1 9.89 3.02 -0.19 2.98 2 -3.02 8.19 -2.98 8.99 MAXIMI SPEW DEFLECTIONS IN INDIES (Numbers in parentheses are SPAN/DELTA ratios) leff/Igross=1.11 SPAN OL CREEP LL DL+CIZt>LNU 1 1.6364 1.6729 1.1825(121/) 1.2917( 751) 2 1.1364 1.6729 1.1825112111 1.29171 751) ��11 wcAect by rf+eet no k pf locahan _ dots ✓ client checked lob no consulting engineers pWlond otepcn dale c TEtiI6►o dE-A.r'IS PT l IL'-yk loo 54r 23 Iw i r4v S-4 N It 14n rile, U�1yr : is IS,is 31_t_ -r" L 75 !At (_C,0) P6F Ldmlla� s I� f 90(3,5� G'7.� - f6, LOL IWLIPZV hi- 2 N KP-101(to/ea) K P F F C4CCT VC. S.W. 6th AVENUE, SUITE 911 -------- PORTLAND, OREGON 92704 rcpyright 1985 St-vctural Oa*a Inc. B 1138 POST - TkN510NE0 9EAM 0ES ; GN UY90NOE0 TENDONS PROJECT: LINCOLN FIVE 09-06 i BEAM ID: PT-1 -=-----------------..._-_-----_---- :xa copyright 1985 Structural Data Inc. B 2138 x:azzxaaxxxaxx=aaaxsax=ax=aazzx=sasxea:=z:= 4 SPANS 0 CANTILEVERS SKIP LL OL FACTOR = 1.40 LL FACTOR = 1.70 CONCRETE: BEAM 4000psi 150pcf E=3834ksi 1 END SPANS LEFT 1 END SPANS R13HT MOMENTS REr,UCED TO FACE COLUMN 4000ps! 150pcf E-3834ksi FORCE DATA: 250psi MINIMUM F/A 0.700L MINIMUM BALANCED LOAD ALLOWABLE TENSILE STRESSES- TOP 6.00 SQRT f'c = 379ps! 90T 5.00 SQRT f'c = 379psi TENDON COVER: INTERIOR SPANS TOP 3.75in EXTERIOR SPANS TOP 3.75in BOTTOM 3.75in BOTTOM 3.75in REBAR REQUIREMENTS: 0.004A AT T b B OL+LL/4 REDAR TENDON DIAMETER= 0.50in MAX. BAR SIZE= 11 REBAR COVER: 2.00in TOP AND BOTTOM STIRRUP SIZE= 4 REBAR YIELD= 50ksi FULL LL= 1.67(REDjCE0 LL) Copyright 1985 Structural Data Inc. B 2!38 BEAM DATA <----------------------------------GEOMETRY-----------------------------------------> <----UNIc LOADS (ksf)•--> SPAN L(ft) 8(in) 0(in) t(in) TRIB(ft) FLANGE(ft) X1(4n) X2(in) X3(1n) X4(in) LL AOL WPRE/DL 1 60.00 14.00 36.00 5.00 18.21 7.83 0.00 0.00 0.00 0.00 0.030 0.010 0.70 2 60.00 14.00 36.00 5.00 18.21 7.83 0.00 0.00 0.00 0.00 0.030 0.010 0.10 3 54.00 14.00 36.00 5.00 18.21 7.93 0.00 0.00 0 0.00 0.030 0.0!0 0.70 4 54.00 14.00 36.00 5.00 18.21 7.83 0.00 0.00 U.00 0.00 0.030 0.0!0 0.?^ COLUMN DATA <---BOTTOM COLUMN---> - <-----TOP COLUMN.----> JOINT H(ft) 8(in) O(in) H(ft) 13(ir,) 0(4n) 1 10.00 0.00 14.00 0.00 0.00 0.00 2 !0.90 0.00 14.00 0.00 0.00 0.00 3 10.00 0.00 14.00 0.00 0.00 0.00 4 10.00 0.00 14.00 0.00 0.00 0.00 5 10.00 0.00 14.00 O.Or 0.00 0.00 (--------------SECTION PROPERTIES------------) <--------UNIFORM BEAM LOADS (klf)-----------> SPAN A(in2) Yt(in) !(in4) St(ir3) Sb(!n3) DL LL TL WPRE A ULL 'J T'. 1 904.00 11.14 108843.20 9169.09 4378.53 1.772 0.546 2.319 1.241 2.481 0.929 3.410 2 004.00 11.14 108843.2E 9769.09 4378.53 1.772 0.546 2.319 1.241 2.481 0.929 3.410 3 904.00 11.14 108843.2.0 9749.09 4378.53 1.771 0.546 2.319 1.241 2.481 0.929 3.410 4 904.0'0 !1.14 108843.10 9759.09 4378.53 1.772 0.545 2.319 1.241 2.481 0.929 3.410 ELASTIC MOMENTS AT CENTERLINES <-------NST LOAD K'!;------ <----FACTORED > SPAN KL KM (X) K14 ML M+ (X) MR ML +!+ (X) wR 1 0.00 11.47(25.0',) Fi.7P -0.00 '008.59(24.32) 1369.35 -0.00 511.16(23.83; 712.4? 2 -8.78 17.08(31.51) 12.27 -13E9.35 607.70(32.06) 906.59 -112.43 281.51(32.39) 44!.?0 3 -9.94 17.06(25.57) 8.79 -905.59 463.65(25.62) 109C.59 -445.30 202.32(25.65) 561.32 0 -8.79 11.16(31,14) 9999.99 -1090.59 836.59(31.85) 0.00 -561.32 422.94(32.32) O.H K P F F SHEET No. v_5 S.W.. 5th ,AVENUE, SUITE 911 LINCOLN FIVE PORTLAND, OREGON 92704 PT-1 PACE 2 ---==----=-----------------------=--------= Copyright 1985 Structural Data Inc. 8 2138 MOMENTS REDUCED TO FACES OF SUPPORTS <-------NE' LOAD K's------> <----FACTUm:O (ft-kips)---> <--0.9(DL+LL/4) (ft-kips)-> SPAN KL KM (X) KR ML M+ (X) MR ML M+ (X) MR 1 0.00 11.69(25.05) 9.03 -0.00 989.69(21.32) 1329.51 -0.00 500.66(23.83) 591.43 2 -9.03 11.51(31.57) 12.78 -1329.57 587.81(32.06) 856.80 -591.43 271.01(32.39) 424.29 3 -10.31 11.60(25.51) 9.08 -870.78 445.75(25.62) 1054.77 -426.39 192.87(25.65) 542.42 4 -9.08 11.39(31.14) 9999.99 -1054.77 818.69(31.95) 0.00 -542.42 411.48(32.32) 0.00 FORCE SELECTION DATA 1 2 3 1 FE 320.32M 229.63M 161.71M 248.19M F/A 226.00 WPRE 239.26 FINAL FORCES AND PROFILES SECONDARY MOMENTS JOINT MOMENTS <----CCS(inches)---- (f`,.kips) (ft.kips) SPAN FE(kips) L@TOP MIDOBOT R@TOP WPRE(klf) F/A(!<si) SPAN ML MR JOINT MOMENT 1 n nn 1 320.00 11.14 4.00 4.00 1.448 0.354 1 0.00 -351 71 2 0.00 2 260.00 4.00 4.00 4.00 1.349 0.238 2 386.72 -195.67 3 0.00 3 250.00 4.00 4.00 4.00 1.664 0.288 3 195.67 -325.65 4 0.00 4 260.30 4.00 4.00 11.14 1.452 0.288 4 325.65 0.00 5 0.00 TENDON FPS: 199.46 ksi TENOON 4EIGHT=1302.0 lbs ( 0.314 psf) ELASTIC MOMENTS (NO REDISTRIBUTION)--REBAR WEIGHT= 3420.75 lbs 0.82 psf <----FACTORED MOMENTS (ft.kips)----> <-----------------CONTROLLING REBAR (sq.ir,.)--------------------> SPAN ML M+ MR JOINT TOP ?OT MIDSPAN TOP BOT 1 -0.00 1130.98 978.56 1 2.224($) 0.000( ) 1 0.000( ) 3.381(0) 2 -942.95 812.45 671.13 2 5.141(0) 0.000( ) 2 0.000( ) 1.906(;' -675.11 703.08 729.12 3 3.069(D) 0.000( ) 3 0.000( ) 1.392;$; 1 -729.12 952.27 0.00 4 3.913(0) 0.000( ) 4 0.000( ) 2.797(D) 5 2.224($) 0.000( ) REBAR DATA (sq.in.) ------------------,JOINTS--- ----------------? <--------------------SPANS--•------------------> <--------TOP--------> <--BOTTOM---> <----TOP----> <------BOTTOM-------> JOINT ULT OL LL/4 % ULT M+ SPAN ULT M- ULT OL+LL/4 % 1 0.000 0.000 2.224 9.000 0.000 1 0.000 0.000 1.500 3.391 1.392 2 1.500 5.141 2.224 0.000 0.000 2 0.000 0.000 0.900 1.906 1.392 3 0.000 3.069 2.224 0.000 0.000 3 0.000 0.000 0.000 1.371 1.392 4 0.400 3.913 2.224 0.000 0.000 4 0.000 0.000 1.400 2.797 1.392 5 0.000 0.000 '.224 0.000 0.000 K P F F SHEET No. S.W 6th AVENUE, SU?TE 911 LINCOLN FIVE PORTLAND, OREGON 92704 PT-1 PAGE 3 ----------- ----------- Copyright 1985 Structural Data Inc. 8 2138 ----------- --------------------_--==_= == MOMENTS REDISTRIBUTED INELASTICALLY--REBAR WEIGHT= 3324.01 lbs 0.30 psf <----FACTORED MOMENTS (ft.kios)--- > <--------------- CONTROLLING REBAR s in. ------------> SPAN ML M+ MR JOINT TOP BOT MIDSPAN TOP 90T 1 -0.00 113, 978.55 1 2.224($) 0.000( ) 1 0.001( } 3.568(:', 2 -942.85 6-15 615.27 2 4.470(0) 0.000( ) 2 0.000( ) 2.070(0) 3 -618.91 664.59 6?3.22 3 2.605(0) 0.000( ) 3 0.000; ) 1.497(0) 4 -673.22 935.56 0.00 4 3.388(0) 0.100( ) 4 0.000( ) 2.911(0) 5 2.224($) 0.000( ) REBAR DATA isq.in.) <-------------------JOINTS---------------------> <--------------------SPANS---------------------> <--------TOP--------> <--POTTOM-- <----TOP----> <------BOTTOM-------> JOINT LILT DL+LL/d % ULT M+ SPAN ULT M- ULT OL+LL/4 % 1 0.000 0.000 2.224 0.000 :.000 1 0.000 0.000 1.500 3.568 1.392 2 1.500 4 470 2.224 0.000 0.000 2 0.000 0.000 0.700 2..070 1.392 3 0.000 2.505 2.224 0.000 9.000 3 C 000 9.000 0.000 1.497 1.392 , 4 0,000 3.388 2.224 0.000 0.000 4 0.000 0.000 1.300 2.971 1.372 5 0.000 0.000 2.224 0.000 0.000 <--.9(OL+LL,4) MOMENTS (ft.kips)---> SPAN ML M+ MR 1 -0.00 516.27 606.65 2 -606.65 300.54 359.03 3 -360.8' 215.53 465.89 4 -455.99 426.94 0.00 SHEAR DESIGN X 'Al MU D VCN VCI Vr,W AV 44 SPCNG CCH ft ki,,:s ft-kips in kips kips kips int/ft in SPAN 1 0.58 83.58 -0.00 28.80 '27.50 9999.99 132.07 0.052 24.90 SPC 2.08(h/2) 78.56 126.97 28.80 127.50 209.95 132.07 0.062 24.00 SPC 5.47 63.51 454.04 28.90 80.44 77.37 132.07 0.062 24.00 SPC 12.35 43.55 790.06 28.80 51.00 46.23 132.07 0.062 24.00 SPC 19.23 23.49 1008.04 29.54 52.49 44.52 135.93 0.061 24.00 SPC 24.12 3.43 1108.00 31.76 56.24 47.81 145.65 0.000 42.00 NR 30.00 -16.53 1089.92 32.03 56.57 48.17 146.74 0.000 42.00 NR 35.88 -36.59 953.81 30.36 53.76 46.52 139.2? 0.060 24.00 SPC 41.11 -55.76 599.59 29.8u 55.51 58.01 '32.07 0.C52 24.00 SPC 47.55 -76.82 321.5' 29.90 127.50 192.21 132.01 0.062 24.00 SPC 53.53 -95.88 -349.56 28.90 127.50 211.94 132.07 O.C)2 24.00 SPC, 51.92(h/2) -111.83 -806.99 28.80 108.11 141.41 132.07 0.062 2'.00 SPC 59.42 -116.94 -979.56 30.99 110.19 134.15 142.11 0.C59 24.00 SPC H P 'r E SMEET Nc.6-rte--__ S.W. 6th AVENUE, SUITE. 911 LINCOLN FIVE. PORTLANO, OPEGON 92104 PT-1 PAGE 4 1 ------------ -------------=---- Copyrigh: 1985 Struc;ura' Data Ir 8 213E - ------- X V'J MU D VCN VC 1 VCW AV 44 SPC.NG CODE f. kips ft-kips in kips kips kips int/ft in SPAN 2 0.58 104.93 -942.85 30.92 "3.33 111.60 133.18 0.050 24.00 SPC 2.08(h/2) 99.91 -789.29 28.80 99.3' 122.45 124.04 0.051 24.00 SPC 5.47 84.87 -384.54 28.90 120.50 166.18 124.94 0.051 24.00 SPC 12.35 64.80 272.12 28.80 127.50 173.31 124.04 0.051 24.00 SPC 18.23 44.14 590.2? 29.80 64.57 56.54 124.04 0.051 24.00 SPC 24.12 24.68 790.31 30.92 54.76 4E.55 133.19 0.050 24.00 SPC 30.00 4.62 P,72.35 32.00 55.57 49.17 137.82 0.000 42.00 NR 35.88 -15.44 836.37 30.92 54.16 45.55 '33.19 0.000 42.00 NR 41.77 -35.51 502.35 28.80 51.00 43.35 123.04 0.951 24.00 SPC 41.6`. -55.57 410.31 28.80 85.36 69.16 124.04 0.05, 24.00 SPC 53.53 -75.63 -1671.17 28.80 127.50 297.87 124.04 0.051 24.00 SPC 57.92(h/2) -90.58 -531.43 28.80 127.50 145.56 12.4.04 0.051 24 DO SPC 59.42 -95.69 -571.13 30.92 127.76 133.10 133.18 0.050 24.00 SPC SPAN 3 0.53 89.06 -576.11 30.90 118.58 124.20 132.57 0.050 24.00 SPC 2.09(h/2) 83.94 -545.36 28.90 116.11 131.70 12..04 0.051 24.0-2 SPC 5.87 71.04 -252.19 28.80 127.50 189.62 124.04 0.051 24.00 SPC 1.1.15 53.03 312.80 28.80 104.41 126.64 124.04 0.051 24.00 SPC 16.43 35.01 538.24 28.80 57.69 49.46 124.04 0.051 24.00 SPC 21.72 1E.99 668.60 30.93 54.77 46.55 133.21 0.000 42.00 NR 11.00 -1.02 703.72 32.07 56.61 43.17 131.92 0.000 42.00 NR 32.23 -19.04 643.6E 30.93 54.77 46.55 133.21 0.000 42.00 4P 37.57 -31.05 488.42 28.80 64.75 57.08 124.04 0.051 24.00 SPC 42.95 -55.07 237.99 28.80 127.50 162.94 124.04 0.051 24.00 SPC 48. 13 -73.79 -295.40 28.90 127.50 177.86 124 04 0.051 24.00 SPC 51.92(h/2) -85.99 -59E.31 28.80 109.74 132.03 124.04 0.051 24.90 SPC 53.42 -9'.10 -729.12 30.80 11.3.19 125.97 132.57 0.050 24.00 SPC SPAN 4 0.58 103.39 -729.12 30.98 121.35 142.62 132.99 0.050 24.00 SPC 2.08(h/?) 99.76 -577. 14 2A.80 127.50 155.21 124.04 0.051 24.00 SPC 5.97 85.95 -227.98 29.99 127.50 263.65 124.94 0.051 24.00 SPc 11.15 67.85 336.36 28.80 117.23 168.49 124.04 0.051 24.00 SPC 16.43 49.83 627.46 28.40 55.41 59.97 124.04 0.051 14.00 SPC 21 72 31.82 82?.38 30.31 51 77 45.71 130.79 0.050 24.00 SPC 21,00 13.80 924.11 32.30 56.97 48.17 :37.92 0.000 42.00 NR 32.29 -4.22 929.55 3'.76 5E.25 47.91 135.90 0.000 42.60 NR 37.57 -22.23 840.02 29.56 52.52 44.64 127.73 0.000 42.00 NR 42.85 -40.25 655.19 28.90 52.40 44.39 124.04 0 051 74.00 SPC 48.13 -58.26 375.19 28.80 81.12 74.53 124.04 0.051 24.00 SPC 51.92(h/2) -71.16 116.20 28.80 127.50 189.35 12:.04 0.051 24.00 SPC 53 42 -76.28 0.00 28.80 127.50 9999 99 121 04 0.051 24.00 SPC STIRRUP WEIGHT= 895.69 lbs TOTAL BEAM WEIGHT= 4220.70 lbs ( 1.02 psf) K P F c SHEET No. S.W. 6th AVENUE, SUITE 911 LINCOLN FIVE PORTLAND, OREGON 92704 pr-i PAGE 5 ------------ ------------------------------ Copyright 1985 Structural Data Inc. B 2138 ----------------------____--------------- - ACTUAL NET LOAD MOMENTS (ft-kips) <-------SERVICE LOADS-------> <--TRANSFER OF PRESTRESS---- SPAN ML M+ (X) MR ML M+ (X) i6R 1 0.00 265.82(24.94) 376.33 0.00 -39.40(28.46) -7 O^ 2 -375.1? 231.35(31.82) 244.75 9.13 36.10(56.45) -36.70 3 -249.20 106.13(25.80) 249.97 33.00 -11.71(25.04) -70 15 4 -247.74 244.93(30.00) 0.70 72.75 -9.41(40.16) 9.OU FLEXURAL STRES'3ES AT SERVICE LOADS (ksi. . . + = tension, - = compress4on) <----SPAN 1 ---> <----SPAN 2 ---> <----SPAN 3 - > <----SPAN 4 ---> L M R L M R I_ M R L M R TOP -0.354 -0.681 0.108 0.10? -0.572 0.013 0.01E -0.41P 0.019 0.0'7 -0.588 -0.288 BOT -0.354 0.315 -1.385 -1.382 0.346 -0.958 -0.971 0.003 -0.973 -0.951 0.384 -0.298 FLEXURAL STRESSES AT TRANSFER OF PRESTRESS (W... + = tension, - -- compress4cn) <----SPAN 1 ---> <----SPAN 2 ---> ----SPAN 3 -••-> <• --SPAN 4 ---> L M R L M R L M R L M R TOP -0.413 -G.36F -0.423 -0.424 -0.381 -0.391 -0.316 -0.247 -0.422 -u.125 -0.324 -0.336 9OT -0.:13 -0.52' -0.391 -0.382 -0.235 -0.235 -0.245 -0.532 -0.143 -0.136 _1> 1 -0 ?16 L'NFACTORED OL 6 LL MOMENTS (ft-kips) AT CENTER'_INES DEAD LOAD LIVE LOAD SPAN ML MR ML MR ' 0.00 693.86 -0.90 234 119 2 -593.26 4141.12 -231.09 191.75 3 -414,72 542.33 -191.75 194.89 4 -542.33 0.00 -194.89 -0.00 MAXIMUM SPAN OEcLECTIONS IN INC4E5 (Numbe-s in parentheses are SPAN/DELTA at os IPff!igross=1.00 SPAN DL CREEP LL OL+CREEPiLL 1 0.0891 0.1782 0.2183(2581) 0.545"(1320) 2 0.0960 0.1919 0.2092(344') r 4911(1448) 3 -0.0460 -0.0919 0.1510(1292) 0.0131(9999) 4 0.1006 0.2012 0.1918(3319) 0.4937(1213) CENTERLINE JOINT REACTIONS <----MAX COLUMN MOMENT-----> <----MAX COL AX?AL LOAD----: BEAM --COL MOMENT--) REAM <--COL MOMENT--> SHEAR TOP BOTTOM SHEAR TOP BOTTOM JOINT (kips) (ft-kips) (ft-kips) (kips) (ft-kits) (F' ps) 1 88.79 0.00 0.00 Re." 0.00 0.00 2 1195.50 0.00 0.00 230.20 0.00 0.00 3 164.72 0.00 0.00 197.95 0.00 0.00 4 172.19 0.00 0.00 204.81 0.00 0.00 5 81.56 0.00 0.00 81.56 0.00 0.00 K P F F SHEET No. -� S A. 6th AVENUE, SJITF 911 PORTLAND, OREGON 92704 Copyright 1985 Structural Data Inc. B 2138 P 0 5 T - T E N 5 1 0 N E 0 BEAM DESIGN U N 8 0 N 0 E 0 TEN00NS PROJECT: !INCOLN FIVE 09-06-1989 BEAM 10: P1-2A Copyright 19P5 Structural Data Inc. B ?138 4 SPANS 0 CANTILEVERS SKIP LL DL FACTOR = 1.40 LL FACTOR = 1.70 CONCRETE: BEAM 4000psi 150pcf E=3834ks' 1 END SPANS LEFT 1 END SPANS RIG4T MOMENTS REDUCED TO FAC' COLUMN 4000psi 150pcf E=3834ks4 FORCE DATA: 250psi MINIMUM F/A 0.700L MINIMUM BALANCED t9AO ALLOWABLE TENSILE STRESSES: TOP 6.00 SQRT f'c = 379Fsi BOT 5.00 SART f'c = 379psi TENDON COVER: INTER;OR SPANS TOP 3.75in Ey'C*RIOR SPANS TOP 3.15in BOTTOM 3.754n BOTTOM 3.75in RE84R REQUIREMENTS: 0.004A AT T 6 8 DL+LL/4 REBAR TENDON DIAMETER= 0.50in MAX. BAR SIZE= 11 REBAR COVER: 2.00in TOP AND BOTTOM STIRRUP SIZE= 4 REBAR YIELD= 60ksi FULL LL= 1.67(REDUCEn 'L; Copyright 1985 Structural Data Inc. 8 2138 9E .AM OA TA :-----------------------------------GED'aE'RY------------------------------------------- ----UN1F LOADS (ksf)---> SPAN L(ft) 8(4n) D(in) t(in) TR19(ft) FLANGE(ft) X1(in) X2(1.n) X3(4n) X4(4n) '_L ADL WPRE/OL 1 44.00 14.01] 36.00 5.00 15.00 7.8? 0.00 0.00 0.00 0.00 0.030 0.010 0.70 50.00 14 00 35.00 5.00 15.00 1.9? 0.00 0.00 0.00 0.00 9.730 0.010 0.10 3 54.00 14.00 36.00 5.00 15.30 7.83 0.00 0.00 0.00 0.00 0.030 0.010 0.10 d 54.00 '4.00 35.00 5.00 15.00 7.93 0.00 0.00 0.00 0.00 0.930 0.010 0.70 COLUMN OA1A <---.ITTOM COLUMN---> <-----TOP COLUMN- ---JOINT H(ft, H(in) D(in) H(ft) 9(in) D(in) 1 10.00 0.00 14.00 0.00 0.00 0.00 2 !0.00 0.00 14.00 0.00 0.00 0.00 3 10.00 0.00 1d.00 0.00 0.00 0.00 4 10.00 0.00 14.00 0.00 0.00 0.00 5 10.00 0.00 14.00 0.00 0.00 0.00 <--------------SECTION PROPERTIES-----------> <--------UNIFORM BEAM LOADS (klf)-----------> SPAN A(in2) Yt(in) 1!4nd) St(in3) Sb(in3) OL LL TL WPRE UDL 'JLL L''! 1 904.00 11.14 108843.20 9769.09 4378.53 1.540 0.450 1.990 1.078 2.155 0.765 2.921 2 904.00 11.14 108813.20 9769.09 4318.53 1.540 0.450 1.990 1.078 2.155 0.765 2.920 1 904.00 11.14 109843.20 9759.09 4319.53 1.540 0.450 1.990 1.078 2.155 0.765 2.920 4 904.00 11.14 108843.20 9169.09 4378 53 1.540 0.450 1.990 1.078 2.155 0.765 2.920 ELASTI: MOMENTS AT CENTERLINES -------NET LOAD K's- <----FACTORED (ft-kips)----> <--0.9(OL+LL/4) (ft-kips)-) SCAN XL KM (X) KR ML 4' (X) MP ML M+ (X) MR 1 9999.99 i?.03(17.94) 6.30 0.00 411.98 16.80) 868.21 0.00 199.97(16.04) 451.93 2 -1, 7' 16.24(30.19) 11.36 -969.24 583.75(�u.59) 831.58 -451.93 283.42(30.41) 423.10 ? -9.61 18.76(6.36) 9.04 -831.58 355.56(26.36) 909.36 -423.40 154.64(26.35) 472.51 4 -9.04 11.16(31.14) 9999.99 -909.36 720.31(?1.79) 0.00 -412.51 368.66(32.22) 0.00 K P F F 5 W. 6th AVENUE, SUITE 911 SHEET Nc.-& - PORTLAND, OREGON 92704 LINCOLN FIVE P -2A PEGE 2 Copyright 1985 Structural Data Inc. B 2138 MOMENTS REDUCED TO FACES OF SUPPORTS <--------NET LOAD K's------ <----FACTORED (ft-kips)---) <--0.9(DL+LL/4) (ft-kips)-) SPAN KL KM (X) KR ML M+ (X) MR ML M+ (X) MR 1 9999.99 12.35(17.94) 6.48 0.00 399.49(16.80) 843.25 0.00 193.32('6.04) 438.63 2 -12.18 16.68(30.79) 12.34 -934.17 566.7.(30.59) 797.51 -133.79 279.35(30.41) 405.25 3 -9.95 19.42(26.36) 9.34 -800.92 340.22(25.36) 878.70 -407.07 145 48(26.35) 456.18 4 -9.34 11.38(31.14) 9999.99 -878.70 704.98(31.19) 0.00 -456.18 360.50(32.22) 0.00 FORCE SELECTION DATA 1 2 3 4 FE 100.65N 191.06M 117.46M 202.39 F/A 225.00 225.00 226.00 225.00 WPRE FINAL FORCES AND PROFILES SECONDARY MOMENTS JOINT MOMENTS <----CGS(inches)----> (ft.kips) (f-kips) SPAN FE(kips) LATOP M1160T R@TOP WPRE(klf) F/A(ksi) SPAN ML MR JOINT NOM ENT I O.00 1 226.00 11.14 14.50 4.00 1.084 0.250 1 0.00 -180.28 2 0.00 2 226.00 1 00 4.00 4.00 1.172 0.250 2 180.29 -213.68 3 0.00 3 226.00 4.00 4.00 d.O0 1 447 0.250 3 213.68 -272.16 4 0.00 4 226.00 4.00 4.00 11.14 1.262 0.250 d 272.16 0.00 5 0.00 TENDON FPS= 200.72 ksi TENDON 'WEIGHT=1020.6 lbs ( 0.321 psf) ELASTIC MOMENTS (NO REDISTRIBUTION)--REBAR WEIGHT= 2569.36 lbs 0.91 psf <----FACTORED MOMENTS (ft.kips)----> <------------------CONTROLLING REBAR (s in. MI -------------------- BOT SPAN ML M+ MR JOINT TOP „IpSPEN TOPT 1 0.90 458.31 562.97 1 2.224($) 0.000( ) 1 0.000( 2 -653.99 764.03 583.93 2 3.13'1(0) C 000( ) 2 0.000( ) 1.952(0` 3 -567.24 582.45 606.54 3 2.962(0) 0.000( } 3 0.000( ) 1.392($; 4 -606.54 816.92 '0.00 4 3.334(D) 0.000( ) 4 0.000; } 2.5O3(D) 5 2.224($) 0.000( 1 RF9AR DATA (,sq.in.) <-------------------JOINTS----------------------) <--- ---••-------------SPANS------- --------------) <--------?OP--------> <--BOTTOM---> <----TOP----> <------BOTTOM-------) JOINT U'_' OL+LL/4 % UL? M, SPAN ULT N- ULT OL+LL/d % ' 0.000 0.000 2.224 0.000 0.000 1 0.000 0.907 0.290 1.374 1.392 2 0 500 3. 131 2.224 0.000 0.000 2 0.000 0.000 0.700 1.952 1.392 3 7.900 2.962 2.224 0.700 0.000 3 0.000 0.700 0.000 l.Old 1.392 4 0.000 3.334 2.224 0.000 0.000 d 0.000 0.000 1.100 2.503 1.392 5 0.000 0.000 2.22; 0.000 0.000 � d � K P F F SHEET No.-Q7!- 5.'W. 6t'' AVENUE, SUITE 911 LINCOLN FIVE PORTLAND, OREGON 92104 PT-2A PAGE 3 ----------------------------- --=-= Copyright 1985 Structural Data Inc. 8 2139 ------ ------'-""---'--"----=== ==== MOMENTS REDISTRIBUTED INELASTICALLY--RE9,4R WEIGHT= 2439.18 lbs 0.,'i psf <----FACTORED MOMENTS (ft.kips)----> <------------------CONINOLLING KEBAR (sq.in.)--------------------> SPAN ML M+ MR JOINT TOP 90T MIDSV.AN TOP 90T 1 0.00 452.45 603.53 1 2 224(%) 0.000( ) 1 0.000( ) 1.422(0) 2 -595.26 729.49 525.69 2 2.665(D) 0.000( ) 2 0.000( ) 2.164(0) 3 -529.77 539.83 547.18 3 2.410(0) 0.000( ) 3 0.0001, ) 1.392(°) 4 -547.18 798.71 0.00 4 2.155(0) 0.000( ) 4 0.700( 5 2.224(1) 0.000( ) RE9AR DATA (sq.in.) -------------------JOINTS-------------------- < •-- ----------------SPANS-------------------- <---- -- TOP--------> <--9OTTOM---> <----TOP---- ------90TTOM-------> JOINT ULT OL+LL/4 % ULT M+ SPAN ULT M- ULT OL+LL/4 % 1 0.000 0.000 2.224 0.000 0.000 1 0.000 0.000 0.100 1.422 1.392 2 0.000 2.655 2.224 0.000 0.000 2 0.000 0.000 0.500 2.164 1.392 3 0.700 2.410 2.224 0.009 0.000 3 0.000 0.900 0.000 1.291 1.392 4 0.000 2.755 2.224 0.000 0. !00 4 0.000 0.000 1.000 2.500 1.392 5 0.000 0.000 2.224 0.000 0 000 -.9(OL+LL/4) MOMENTS (ft.kips)---` SPAN ML M► MR 1 0.00 201.98 371.61 2 -367.51 317.57 342.27 3 -3&3.80 176.59 387.84 4 -391.9& 371.46 0.00 SHEAR DESIGN X VU MU 0 VCN VCI VCW AV 14 SPCNG3 CODE ft kips ft-kips i^ kips kips kips ^.2/f' in SPAN 1 0.58 47.07 0.00 29.80 121.50 9999.99 119.49 0.000 42.00 NR 2.09 0!2) 42.69 74.31 28.80 127.50 159.89 119.49 0.100 42.00 NR 4.87 34.56 194.78 28.80 81.37 67.19 119.49 0.000 42.00 NR 9.15 22.05 335.98 28.80 51.00 43.35 119.49 0 041 24.00 SPC 13.43 9.54 423.50 28.90 51.00 43.35 119.49 0.900 42.00 NR 17.72 -2.97 457.64 29.90 51.00 43.35 119.&9 0.000 42.00 NR 22.00 -15.49 438.10 28.SO 51.00 43.35 119.49 0.000 42.00 NR 26.28 -27.99 364.98 28.80 51.87 47.13 119.49 0.041 24.00 SPC 30.57 -4-0.50 238.29 28.80 81.24 16.45 119.49 0.041 24.00 SPC 34.95 -53.^' -101.73 29.80 121.50 299.11 119.49 0.000 42.00 NR 39.13 •65.51 -355.55 29.90 125.80 133.53 119.19 0 041 24.00 SPC 41.92(h/2) -73.64 -549.22 19.15 109.52 111.50 12.94 0.041 24.00 SP!; 43.42 -78.02 -652.97 31.18 109.98 105.95 129.35 0.040 24.00 SPC AL K P F F `HEET No. ( _I S.W. 6th AVENUE, SUITE 911 LINCOLN FIVE PORTLAND, OREGON 92704 PT-2A PAGE 4 ------ --------- --------=----=-=---=-=---= Copyright 1985 Structural Data Inc. 8 2138 X VU MU D VCN VCI VCW AV 44 SPCNG CODE ft kips ft-kips in kips kips kips in?/ft in SPAN 2 0.58 87.10 -653.89 30.92 120.44 114.11 128.30 0.040 24 00 SPC 2.08(h/2) 82.72 -526.52 28.80 119.67 123.50 119.49 0.041 24.00 SPC 6.47 69.92 -191.99 28.80 127.50 218.86 119.49 0.941 24.00 SPC 12.35 52.74 267.52 28.80 118.73 X8.98 119.49 0.041 24.00 SPC 19.23 35.55 533.99 28.80 58.67 46.94 119.0 0.04! 24.70 SPC 24.12 18.37 699.39 30.92 54.76 46.55 128.3r 0.000 42.00 NR 30.00 1.19 763.68 32.00 56.61 48.17 132.77 0.700 42.00 NR 35.88 -15.99 726.89 30.92 54.76 46.55 128.30 0.000 42.00 NR 41.77 -33.17 589.02 28.80 5'.99 43.35 119.19 0.041 21.00 SPC 47.65 -50.35 350.06 28.80 90.77 69.56 119.49 0 041 24.00 SPC 53.53 -67.54 -135.95 2e.80 127.50 304.93 119.49 O.C41 24.00 SPC 57.92P/2) -80.34 -460.04 28.10 127.50 140.61 119.49 0.041 24.00 SPC 59.42 -84.72 -583.93 30.92 125.74 127.98 128.30 0.040 24.00 SPC SPAN 3 0.58 16.78 -587.24 30.°J 117.58 115.71 121.80 0.040 24.00 SPC '.08(h/2) ;2.40 -475.35 28.80 115.05 122.74 119.49 0 041 24.00 SPC 5.87 61.35 -222.33 29.80 127.50 176.13 119 49 0.041 24.03 SPC 11.15 45.92 229.17 28 30 120.65 134.49 119.49 0.000 42.00 NR 16.43 30.49 418.6& 23.80 6!.67 A 8.P 6 119.49 0.041 24.00 SPC 21.72 15.06 546.60 30.93 54.77 46.55 129.32 0.000 42.00 NR 27.00 -0.37 583.03 32.00 56.67 48.11 132.77 0.000 42.00 NR 32.28 -15 79 531.95 30.93 54.77 45.55 128.32 0.000 42.00 NR 37.57 -31.22 411.35 28.80 64.77 51.96 119.49 0.041 24.00 SPC 42.85 -46.65 2.03.23 28.80 127.50 151.04 11.49 0.000 42.00 NR 49.13 -52.98 -231.17 28.30 127.50 172.Oe 119.49 7.041 24.00 SPC 51.92(h/2) -73.13 -493.55 28 80 112.35 123.45 119.49 0.04! 24.00 SPC 53.42 -77.51 -506.54 30.80 115.39 116 92 127.90 0.940 29.70 STC ': AN 4 0.58 89.63 -506.54 30.88 130.19 133.43 128.12 0.040 24.00 SPC 2.08(h/2) 94.25 -476.88 28.90 127.50 146.34 119.49 0.01! 24.00 SPC 5.81 73.20 -179.05 28.90 127.50 252.52 119.49 0.041 24.00 SPC 11.15 57.77 290.13 28.80 115.92 89.14 119.49 0.041 24.00 SPC 16.43 42.34 539.1e 20.00 54.91 54.30 119.19 C.^41 24.00 SPC 21.72 26.91 706.72 30.3" 53.11 45.71 125.99 0.04^ 24.00 SPC 27,00 11.4E 792.73 32.00 55.67 4!.17 132.77 0.000 12.70 `19 32.28 -3.95 797.22 31.75 55.25 41.91 131.19 0.000 42.011 NP 37.57 -19.38 720.20 29 55 52.52 44.54 123.04 0.700 42.70 NR 42.95 -34.81 561.65 28.90 52.73 43.35 119.49 0 041 24.00 SPC 48.13 -50.24 321.58 28.90 88.16 69.99 119.49 0.041 24.00 SPC 51.92(h/2) -51.29 99.59 28.80 127.50 179.52 119.49 0.041 24.90 SPC 53.42 -55.67 0.00 2e.90 127.50 9999.99 119.49 0.04! 24.00 SPC STIRRUP WEIGHT= 787.21 lbs TOTAL BEAM WEIGHT= 3226.39 lbs ( 1.01 ps`) K P F F SHEET No. S.W. 6th AVENUI., SUITE 911 _ ,,NCOLN �TVE PORTLAND, OREGON 92704 PT-24 "AGE 5 .. ---------------------------=:�==n:=:-_-_--- Copyright 1985 Structural Data Inc. B 2136 ACTUAL NET LOAD MOMENTS (ft-kips) l-------SERVICE LOADS-------> <--TRANSFER OF PRESTRESS---- SPAN Ml M+ (X) MR ML M+ (X) M4 I 1 0.00 144.13(18.08) 265.90 0.00 16.49(16.51) 29.09 2 -264.11 191.80(32.05) 203.04 -29.90 39.91(60.00) -40.04 3 -205.93 78.14(26.63) 103.59 36.90 -57.61(25.79) -56.35 4 -201.75 205.23(30.02) 0.00 58.51 -7.39(40.27) 0.40 FLSXURAL STRESSES AT SERVICE LOADS (ksi... • = tension, - = conpressiv) <----SPAN 1 ---> <----SPAN 2 ---> <----SPAN 3 ---> ----SPAN 4 ---> L M R L M R L M R M R TOP -0.250 -0.421 0.077 0.074 -0.496 -0.401 0.004 -0.347 0.000 -0.002 -e.5e2 -0.250 BOT -0.250 0.145 -0.979 -0.974 0.276 -0.806 -0.817 -0.034 -0.808 -0.903 0.312 -0.250 FLEXURAL STRESSES AT TRANSFER OF PRESTRESS (ksi... + = tension, - = compression) <----SPAN 1 ---> <----SPAN 2 ---N (----SPAN 3 ---) (----SPAN 4 ---> l M R L M R L M R L M R TOP -0.292 -0.312 -0.25, 1.255 -0.341 -0.341 -0.337 -4.221 -0.361 -0.364 -4.283 -0.292 DOT -0.292 -0.246 -0.37 .371 -0.182 -0.182 -0.191 -0.154 -0.137 -0.131 -0.312 -0.292 UNFACTOREO DL & LL MOMENTS (ft-kips) AT CENTERLINES DEAD LOAD LIVE LOAD S P AN NL MR ML MR 0.00 410.30 -0.00 148.13 2 -410.30 405.70 -148.13 155.06 3 -405.70 459.75 -155.06 156.30 4 -459.15 0.00 -155.30 0.00 MAXIMUM SPAN DEFLECTIONS IN INCHES (Numbers in parentheses are SPAN/DELTA -stios) leff/Igrow l.00 SPAN OL CREEP LL OL+CREEP+LL 1 0.0313 0.0625 0.0756(6988) 4.1695(3115) 2 0.0871 0.1743 0.1523(4435) 0.4238(1699) 3 -0.0409 -0.0819 0.1142(5674) -4.0085(9999) 4 0.0873 0.1746 0.1567(4135) 0.4185(1549) CENTERLINE JOINT REACTIONS <----MAX COLUMN "0EN1---- <----MAX COL AXIAL LOAD----> BEAM -COL MOMENT--) BEAM c--COL MOMENT--> SHEAR TOP BOTTOM SHEAR TOP BOTTOM JOINT (kips) (ft-kips) (ft-kips) (kips) (ft-kips) (ft-kips) 1 53.15 0.00 0.00 53.15 0.00 0.00 2 151.02 0.00 0.00 111.51 0.00 0.00 3 143.18 0.00 0.00 170.65 0.00 0.00 4 146.89 0.00 0.00 173.77 0.00 0.00 5 69.90 0.00 0.00 59.90 0.00 0.00 y WERA&MOULMOUL M��m K P F F SHEET No. S.W. 6th AVENUE, SUITE 911 PORTLAND, OREGON 92704 Copyright. 1985 Structural Data Inc. 9 2139 POST - TENSIONED BEAM DESIGN U N 8 0 N D E D TENL' ONS PROJECT. LINCOLN FIVE 09-06-1989 BEAM I0: PT-28 Copyright 1985 Structural Data Inc. 9 2139 4 SPANS 0 CANTILEVERS SKIP LL DL FACTOR = 1.40 LL FACTOR = 1.7C CONCRETE: BEAM 4000psi 150pcf E=3834ksi 1 END SPANS LEFT 1 END SPANS RIGHT MOMENTS REDUCED TO =ACE COLUMN 4000psi 150pcf E=3834ksi FORCE DATA: 250ps4 MINIMUM F/A 0.70DL MINIMUM BALANCED LOAD ALLOWABLE TENSILE STRESSES: TOP 6.00 SQRT f'c = 379psi 80T 5.00 SQRT f'c = 379psi TENDON C01ER. INTERIOR SPANS TOP 3.75in EXTERIOR SPANS TOP 3.754n BOTTOM 3.75in BOTTOM 3.754n REBAR REQUIREMENTS: 0.004A AT T 6 8 DL+LL/4 REBAR TENDON DIAMETER= 0.50in MAX. BAR SIZE= 11 REBAR COVER: 2.00in TOP AND BOTTOM STIRRUP SIZE= 4 RE9AR YIELD= 60ksi FULL LL= 1.61(REDUCED LL) ------------------------------------------- Copyright 1985 Structural Data Inc. B 2138 ------------`------ -"" 9 E A 0 DATA <----------------------------------GEOMETRY-----------------------------------------> <----CNIF LOADS (ksf)---> SPAN L(ft) 9(in) D(4^) t,in) TR:B(ft) FLANGE(ft) X1(4n) X2(ir,) X3(ir) X4(in) !L ADL WPRE/0L 1 29.00 14.00 35.00 5.00 15.00 7.00 0.00 0.0C 0.00 0.00 9.02€ 0.010 0,10 2 50.70 14.00 36.00 5.00 15.00 7.93 0.00 0.90 0.00 0.00 0.030 0.010 0.70 ? 54.00 14.00 36.00 5.00 15.00 7.83 0.00 0.00 0.00 9.00 0.030 0.010 0.70 1 54.00 14.00 36.00 5.00 15.00 7.83 0.00 0.10 0.70 0 ^0 0.930 0.0!0 0.70 COLUMN DATA <---BOTTOM COLUMN---> <-----TOP COLUMN---- JOINT H(ft) 8(;,,) D(in) H(rt) B(in) D�,-) 1 10.00 0.0',,' 14.00 9.00 0.00 0.00 2 10.('0 0.00 14.00 0.00 0.00 0.00 3 10.00 0,00 14.00 0.00 00.00 0.00 4 10.00 0.00 .!.60 0.00 0.00 C.00 5 ?0.00 0.00 14.00 0.00 0.00 0.00 <--------------SECTION PROPERTIES-----------> <--------UNIFORM SEAM LOADS (klt)-----------> SPAN A(in2) Yt(in) I(ine) St(ie3) Sb(10) OL LI. TL WPRE UOL ULL UTL 1 854.09 11.65 104786.59 8995.46 4302.92 1.540 0.540 2.090 1.078 2.1!5 0.918 3.073 2 904.00 11.14 108843.20 9769.09 4379.53 1.540 0.450 1.990 1.078 2.155 0.755 2.920 3 904.00 11.14 '08843.20 9759.09 4318.53 1.540 0.450 i.990 1.078 2.155 0.765 2.920 1 904 00 11.14 108843 20 9769.09 4378.53 1.540 0.450 1.990 1.079 2.155 0.765 2.920 ELASTIC MOMENT5 AT CENTERLINES <-------NET LOAD K's----- <----FACTORED (ft-kips)---> <--0.9(DL4-LL/4) AN K' KM (X) KR ML ML (X) MR Ml M+ (X) MR 1 0.00 15.21L10.15) 3.13 0.00 98.63( 8.01) 751.92 0.00 33.43( 6.49) 386.42 2 -13.29 16.19x30.74) 11.78 -751.92 506.15(30.13) 951.54 -3?5.42 307.10(29.13) 43e.96 3 -9.54 19.58(26.75) 9.15 -851.64 339.01(25.59) 898.79 -43e.95 14E.61(25.55) 46?.39 4 -9.15 t1.15('1.13) 9999.99 -898.19 122.14(31.16) -0.00 -457.39 310.19(32.18) 0.00 SHEET N K P F F c._ ------ � S.W. 6th AVENUE, SUITE 911 LINCOLN GIVE POR!LAND, OREGON 92704 PT-2? PAGE 2 --- -------------------------------------- Copyright 1985 Structural Data Inc. B 2138 --------.._...----------------=___==_____=_== MOMENTS REDUCED TO FACES OF SUPPORTS <-------NET LOAD K's------> <----FACTORED (ft-kips)---> <--0.9(DL+I.L/4) (ft-kips)-) SPAN KL KM (X) KR ML M+ (X) MR P.L M+ (X) MR 1 0.00 16.06(10.15) 3.25 0.00 90.26( 8.01) 735.19 0.00 19.11( 6.49; 377.77 2 -13.88 16.62(30.74) 12.25 -717.95 589.11(30.13) 5.7.56 -252.29 29?.63(29.73) 420.3 3 -9.88 20.29(26.75) 9.47 -820.97 323.68(26.69) 869.13 -422.64 133.51.(26.66) 451.06 4 -9.47 11.38(31.13) 9999.99 -869.13 706.81(31.16) -0.00 -451.05 362.02(32.18) 0 ".0 FORCE SELECTION DATA 1 2 3 4 FE 37.19R 191.57M 111.40M 202.39M F/A 213.50 i26.00 226.00 226.00 WPRE FINAL FORCES AND Pti0`ILES SECONDARY MOMENTS JOINT MCMENTS <----CGS(inches)----> (ft.kips) (ft.kips) SP" FE(kips) LIaTOP MID@BOT RWTOP WPRE(klf) F/A(ks;;) SPAN ML MR JOINT MOMENT 1 0.00 12:6 .00 11.E5 22.50 4.00 1.091 0.265 1 -0.0" -130.52 2 0.30 2 22 .00 4.00 4.00 4.00 1.172 0.250 2 130.1,2 -2?7.69 3 0.00 3 225.00 4.00 4.00 4.00 1.447 0.250 3 227.60 -268.68 4 0.00 4 226.00 4 00 4.00 11.14 1.262 0.250 4 268.68 0.00 5 0.00 TENDON FPS= 199.75 ksi TENDON 4EIrHT= 945.0 lbs ( 0.321 psf) ELASTIC MOMENTS (NO REDISTRIBUTION)--REBAR WEIGHT= 2377.30 lbs 0.91 psf <••---FACTOREO MOMENTS (ft.kips)----> <-----------------CONTROLLING REBAR s in. ----------> SPAN ML M+ MR JOINT TOP BOT MIDSPAN TCP BOT 1 -0.00 127.6' 694.57 1 2.052('4) 0.000( ) 1 0.900 ) 1.364(` ) 2 -597.33 7E8.38 589.96 2 2.699(0) 0.000( ) 2 O.ou0( ) 2.059(0) 3 -593.37 571.59 599.44 3 3.043(0) 0.000( ) 3 0.000( ) 1.392(l) 4 -599.44 817.45 -0.00 4 3.206(0) 0.000( ) 4 0.000( ) 2.511(D) 5 2.224($) 0.000( ) REBAR DATA (sq.in.) <-------------------JOINTS---------------------> <--------------------SPANS---------------------) <--------TOP--------> <--F,)TTOM---> <----TOP-- .> <------BOTTOM-------) JOIN.. ULT oL+LL/! % ULT N+ SPAN UL? M- ULT DL*LL/4 % 0.000 0.000 2.052 0.000 0.000 1 0.000 0.000 0.000 0.262 1.364 l 0.000 2.699 2.224 0.000 0.000 2 0.900 0.000 0.800 2.059 1 392 3 0.000 3.049 2.224 0.000 0.000 3 0.000 0.000 0.000 0.970 1.392 4 0.000 3.205 2.224 0 000 0.000 4 0.000 0.000 1.200 2.511 1.392 5 0.000 0.000 2.224 0.000 0.000 K P F F S,IEET No. 4 S.W. 60 AVENUE, SUITE 911 LINCOLN FIVT PORTLAND, OREGON 92704 PT-2B PAGE 3 Copyright 1985 Structural Data Inc 0 2138 MOMENTS REDISTRIBUTED INELASTICALLY--REBAR WEIGHT= 2279.56 Ibs 0.78 psf <----FACTORED MOMENTS (ft.kips)----> <-----------------CONTROLLING REBAR s in. ----------> SPAN ML M+ MR JOINT TOP BOT MIDSPAN TOP BCT 1 -0.00 117.19 544.89 1 2.052(11) 0.000( ) 1 0.000! ) 1.364(`:; 2 -529.26 759.55 531.63 2 2.26!(D) 0.000( ) 2 0.000( ) 2.298(;) 3 -534.70 527.42 540.18 ? 2 585(0) 0.000( ) 3 0.000( ) '.392(`; 4 -540.18 799.07 -0.00 ! 2.72F(D) 0.000( ) 4 7.000( ) 2.592(0) S 2.224(%) 0.000( ) RE9.AR DATA (sq.in.) <-------------------JOINT:--------------------- --------------------SPANS -•------------------- <----- --TOP--------> <--90TTOM---> <----TOP----> <------BOTTOM-------> JOINT ULT DL+I_L/4 % ULT MA. SPAN ULT M- ULT DL+L1_/4 % 1 0.000 0.000 2.052 0.000 0.000 1 0.000 0.000 0.000 0.278 1.364 2 0.000 2.264 2.224 0.000 0.000 2 0.000 0.000 0.300 2.288 1.392 3 0.000 2.58E 2.224 0.000 0.000 3 0.000 0.900 0.000 !.15i 1.392 4 0.000 2.726 2.224 0.000 0.000 4 O.ODO 0.000 1 000 2.592 1.392 5 0.000 0.000 2.224 0.00( 0.000 ` <--.9(DL+LL/4) MOMENTS (ft.kips)--- SPAN ML M+ MR 1 0.00 32.04 317.55 2 -309.59 339.86 355.96 3 -357.50 172.?2 382.62 4 -3?2.62 3.5.59 0.00 SHEAR DESI9N X VL1 MU D VCN VC! VC'w AV 44 SPC% CODE c: kips f'-kips in kips lops kips int/`', in SPAN 1 0.59 18.70 -0.00 28.90 127.50 9999.99 '.2'.25 0.000 42.00 NR 2.08(h/2) 14.09 37.82 28.80 125.09 104.50 12'.26 0.000 42.00 NR 3.27 10.45 52.77 29.30 66.59 55.86 121.26 0.000 42.00 NR 5.95 2.21 103.x^ 28.90 51.00 43.35 121.25 0.000 42.100 NP, 8.F3 -5.04 121.93 28.80 51.00 43.35 121.26 0.000 42.00 NR 11.32 -14.29 118.3! 28.99 55.13 83.12 121.26 0.000 42.00 NP. 14.00 -22.53 92.57 28.80 92.50 144.90 121.26 0.000 42.00 NR 16.68 -30.78 -97.25 28.80 127.50 180.45 121.2E 0.009 42.00 NR 19.37 -39.03 -10.91 28.80 127.50 129.36 121.25 0.000 42.00 NR 22.95 -41.29 -306.70 28.80 111.65 108.04 121.26 0.000 42.00 NR 24.73 -55.52 -144 ;2 28.30 99.79 95.96 121.25 0.941 24.00 SPC 25.92(h/2) -59.16 -:12.41 29.87 99.97 94.17 125.75 0.040 24.00 SPC 27.12 -63.77 -604.67 31.39 101.47 91.19 132.12 0.039 24.30 SPC A K P F F SHEET No._ ��S S.W. 6th .AVENUE, SUITE 911 LINCOLN FIVE PORTLAND, OREGON 92704 PT-28 PAGE 4 - - -----------------'-------------__ Copyright 1985 Structure', Data Inc. 8 2138 ---- X VU MU 0 VCN VC! VCW AV 44 SPCNG CODE ft kips ft-kips in kips kips kips in2/ft in SPAN 2 0.58 85.85 -587.33 30.92 130.58 121.00 128.30 0.040 24.00 SPC 2.08(h/2) 01.48 -461.82 28.80 127.50 132.99 119.49 0 041 24.00 SPC 6.47 68.58 -132.71 28.80 127.50 295.53 119.49 0.041 L4.UG SPC 12.35 51.50 277.77 28.80 112.58 82.41 119.49 0.04' 24.00 SFC 18.23 34.32 542.48 28.90 56.51 44.18 119.49 0.041 21.00 SPC 24.12 17.14 106.10 30.92 54.76 46.55 128.30 0.000 42.00 4R 30.00 -0.04 768.54 32.00 56.57 48.17 132.71 0.000 42.00 NR 35.88 -17.23 730.09 30 92 54.76 45.55 128.30 0.000 12.00 NR 41.77 -34.41 590.45 28.80 53.25 43.95 119.49 0.041 24.00 SPC 47.65 ••51.59 349.74 28.80 92.70 71.85 119.49 O.Ud1 24.00 SPC 53.53 -68.77 -134.81 28.80 127.50 311.92 119.49 0.041 24.00 SPC 57.92(h/2) -81.57 -464.32 28.80 127.50 141.92 119.49 0.041 24.00 SPC 59.42 -95.95 -589.96 30.92 130.19 129.90 123.30 0.040 21.^O CPC SPAN 2 0.58 77.93 -593.37 30.90 116.95 115.09 127.90 0.0d0 24.00 SPC 2.08(F12) 72.C5 -481.11 28.80 114.20 121.87 119.49 0.O4' 24.00 SPC 5.87 61.60 -227.14 28.89 127.50 173.18 119.49 0.041 24.00 SPC 11.15 46.17 207.45 29.80 127.50 144.72 119.49 0.000 42.00 NR 16.43 30.74 410.55 28.80 64.11 50.49 119.49 0.041 24.00 SPC 21.72 15.31 532.13 30.93 54.77 46.55 128.32 0.000 42.00 NR 27.00 -0.11 572.18 32.00 56.67 48.17 132.77 0.000 42.00 NR 12.28 -15.5c 530.7230.91 54.77 46.55 128.32 0.000 42.00 NP, 37.57 -30.97 407.73 28.80 64.81 51.59 119.49 0.041 21.00 SPC 42.85 -46.40 203.23 28.80 127.50 150.00 119.49 0.000 42.00 NR 49.13 -61.83 -232.00 28.90 127.50 174.35 119.49 0.041 24.00 SPC 51.92(h/2; -72.88 -496.84 28.80 11?.35 123.87 119.19 0.041 24.00 SPC 53.42 -77.25 -599.44 30.80 116.24 117.14 127.80 0.940 24.00 SPC SPAN 4 0.58 88.49 -199.44 30.3F 131.36 134 22 128.12 0.040 24.00 SPC 2.08(h/2) 84.11 -469.99 28.80 127.50 147.56 119.49 0.041 24.0 SPC 5.81 73.06 -172.66 29.80 127.50 270.12 119.49 0 Oft 24.00 SPC, 11.15 57.63 290.90 28.90 115.42 88.66 119.49 0.041 24.00 SPC 16.43 42.21 539.86 28.80 64.59 54.08 119.49 0.041 24.00 SPC 21.72 26.78 7C7.29 30.37 53.77 45.71 125.99 0.04!+ 24.00 SPC 27.00 '1.35 ?93.21 32.00 56.57 49.17 132.77 0.000 42.00 NR 32.28 -4.08 197.61 31.76 56.25 47.81 131.79 0.000 42.00 NP, 37.57 -19.51 720.48 29.66 52.52 44.64 123.04 0.900 42.00 NR 42.85 -34.94 561 8d 28.80 52.86 43.35 119.49 0 041 24.00 SPC 48.13 -50.31 32' 68 28.80 89.33 70.13 119.49 0.041 24.00 SPC 51.92(h/2) -61.42 99.62 28.80 127.50 178.84 119 49 0.O41 24.00 SPC 53.42 -65.80 0.00 16.80 127.50 9999.99 119.49 0.041 24.00 SPC STIRRUP WEIGHT= 755.93 les TOTAL BEAM WEIGHT= 3035.59 lbs ( 1.03 psf) K P r F SHEET No._b-I b S W. 6th AVENUE, SUITE 911 LINCOLN FIVE PORTLAND, OREGON 92104 P?-28 PAGE 5 Copyright 1985 Structural Data Inc. 8 2138 ------------- -- --- -------==_== ACTUAL NET LOAD MOMENTS (ft-kips) -------SERVICE LOADS-------> <--TRAN3f R OF PRESTRE"5----> SPAN ML M+ (X) MR 4L M+ (X) MR 1 0.0C 52.75(10.59) 228.18 0.00 4.45( 9.03) 15.64 2 -233.55 191.64(32.07) 204.24 -27.13 39.13(60.00) -39.26 3 -208.08 13.23(27.25) 200.12 36.13 -57.92(25.73) -56.54 4 -198.18 205.21(30.03) 0.h 58.90 -7.34(40.31) 0.00 FLEXURAL STRESSES AT SERVICE LOADS (',si... + = ision, - = compress4on) <----SPAN 1 ---> <----SPAN 2 ---> <----SPAN 3 ---> (----SPAN 4 ---> L M R L M R I- M R I- M R TOP -0.255 -0.335 0.040 0.031 -0.495 0.001 0.005 -0.340 -0.004 -0.007 -0.502 -0.250 BOT -0.265 -0.118 -0.901 -0 990 0.275 -0.810 -0.820 •0.049 -0.798 -0.793 0.312 -0.250 FLEXURAL STRESSES AT TRANSFER OF PRESTRESS (ksi... + = tension, - = compression) <----SPAN 1 ---> <----SPAN 2 ---> <----SPAN 3 ---> <----SPAN 4 ---� L M R L M R L M R L M R ?OP -0.309 -L.315 -0.299 -0.258 -0.340 -0.340 -0.336 -0.221 -0.361 -0.364 -0.283 -0.292 BOT -0.309 -0.296 -0.352 -0.366 -0.184 -0 184 -0.193 -0.110 -0.137 -0.131 -0.312 -0.292 UNFA.CTOREO DL b l.'_ MOMENTS (ft-kips) AT CENTERLINES DEAD LOAD LIVE LOAD SPAY ML MR ML MR 1 0.00 372.91 -0.00 135.20 2 -312.91 424.55 -135.20 151.33 3 -424.55 455.04 -151.33 153.96 4 -455.04 0.00 -153.95 -0.00 MAXIMUM SPAN DEFLECTIONS IN INCHES (Numbers in parentheses are SPAN/DE!T,A ratiCS) Ief`/lgross=1.00 SPAN OL CREEP LL DL+CREEP,:: 1 -0.0072 -0.0143 0.0194(9999) -0.0021(9999) 2 0.0982 0.1965 0.1502(4794) 0.4449(1618) 3 -0.0437 -0.0874 0.1087(5960) -0.0224(9999) 4 0.0882 0.1763 0.1559(4160) 0.4203(1542) CENTERLINE 'OINT REACTIONS ----MAX COLUMN MOMENT-----> <----MAX COL AXIAL LOAD---- 9 9E4M <--COL "C"!L.'i i--> BEAM <--COL MOMENT--> SHEAR TOP BOTTOM SHEAR TOP BOTTOM JOINT (kips; (ft-kips) (ft-kips) (kips) (ft-kips) (ft-kips) 1 29.28 0.00 0.0C 29.29 0 00 0.00 2 140.32 0.00 0.00 155.52 0 00 0.00 3 144.87 0.00 0 00 171.25 0.00 0.00 4 146 2" 0.00 0.00 172.98 0.00 0.00 5 69.91 0.00 0.00 59.92 0.00 0.00 MOWN K P F F SHEET No. �_ I S.W. 6th .AVENUE, SUITE 911 ' PORTLAND, OREGON 92704 Copyright 19215 Structural Data Inc. 9 2138 P05T - TENSIONED BEAM DESIGN UNB0NOEO T E N D 0 N 5 PROJECT: LINCOLN FIVE 09 06-189 BEAM ID: PT-3 Copyright 1985 Structural Data Inc. 8 2138 4 SPANS 0 CANTILEVERS SKIP LL DL FACTOR = 1.40 LL FACTOR = 1.70 CONCRETE: BEAM 4000psi 150pcf E=38344cs': 1 END SPANS LEFT 1 END SPANS RIGHT MOMENTS REDUCED TO FACE COLUMN 4000psi 150pcf E=3834ksi FORCE DATA: 250W MINIMUM F/A 0.700L MINIMUM BALANCED LOAD ALLOWABLE TEASILE STRESSES: TOP 6.00 SQRT f'c = 379psi BOT 6.00 SART f'c = 379p-c+ TENDON COVER INTERIOR SPANS TOP 3.75in EXTERIOR SPANS TOP 3.75ic BOTTOM 3.154-. BOTTOM 3.75in REBAR REQUIREMENTS: 0.70dA AT T 6 8 UL+LL/4 REBAR TENDON DIAMETER= 0.50in MAX. BAR SIZE= 11 REBAR COVER: 2.00in TOP AND BOTTOM STIRRUP SIZE= 4 REBAR YIELD= 60ksi FUL,. LL= 1.67(REDUCED L!) Copyright 1985 Structural Data Inc. B 2139 -_____-_=-___•_==________=_--________:___:_ B E A M DA T A <------------------------------------GEOMETRY------------------------------------------> <----UNIF LOADS (ksr) SPAY L(ft) 8(4n) D(in) t(in) TRIS(ft) FLANGE(ft) X1(in) X2(in) X3(in) X4(in) L! AOL 4PRE/7L 1 16.75 14.00 36.00 5.00 5.75 2.58 0.00 0.00 0.00 0.00 0.050 0.Od6 0.7C 2 60.00 14.00 3E.09 5.00 5.75 2.58 0.00 0.00 0.110 0.00 0.050 0.046 0.11 3 54.00 14.00 36.00 5.00 5.75 2.58 0.00 0.00 0.00 0.00 0.050 0.046 0.'': 4 13 00 14.00 36.00 5.00 5.75 2.58 0.90 0.00 0.00 0.00 0.050 0.0115 0.10 COLUMN DATA <---BOTTOM COLUMN---> <-----TOP COLUMN ---> JOINT H(ft) 8(in) D(in) H(ft) B(in) D(in) 1 10.00 0.00 14.00 0.00 0.00 0.00 2 10.00 0.00 14.00 0.00 0.00 0.00 3 10.00 0.00 14.00 0.00 0.00 0.00 4 10.00 0.00 14.00 0.00 0.00 0.00 5 10.00 0.00 14.00 0.00 0.00 0.DO <--------------SECTION PROPERTIES-----------> <---------UNIFORM BEAM LOADS (klf)-----------> SPAN A(in'!) Yt(-;n) I(in4) St(in3) Sb(4n3) DL LI. TL WPRE UDL ULL U T L 1 5P8.80 15.77 72047.69 4569.33 3551.02 1.184 0.338 1.522 0.829 1.658 0.574 2.232 2 589.90 15.77 72141.69 4569.33 3561.02 1.184 0.338 1.522 0.829 1.658 0.574 2.232 3 588 80 15.11 72047.69 4569.33 35C1.02 1.184 0.338 1.522 0.829 1.558 0.574 2.232 d 598.80 15.11 72041.69 4559.33 3551.02 1.184 0.339 1.522 0.829 1.558 0.574 2.232 ELASTIC MOMENTS AT CENTERLINES <-------NET LOAD K's------ <----FACTORED (ft-kips)---> <--0.9(DL+LL/4) (ft-kips)-> "'AN KL KM (X) KR ML M+ (X) MR ML M+ (X) MR 1 9995.99 101.20( 2.35) 1.06 0.00 -371.31(16.75) 565.58 0.00 -249.64(16.15) 292.58 2 -1"1.54 19.10(30.35) 11.59 -555.59 420.73(29.65) 689.29 -292.58 217.06(29.20) 366.99 3 -3.38 18.30(21.66) 14.72 -689.25 324.31(28.56) 410.24 -366.89 162.85(29.15) 208.07 4 -2.67 14.26(14.39) 9999.99 -410.25 47.59(16.41) 0.00 -208.07 15.91(11.83) 0.00 K P F F SHEET No _-�� S.W. 6th AVENUE, SUITE 911 LINCOLN FIVE Fol'TLAND, OREGON 92704 PT-3 PAGE 2 -- ------------------------ ------------- Copyright 1985 Structural Data Inc. B 2138 =---------------------------------------- MOMENTS REDUCED TO FACES OF SUPPORTS <-------NET LOAD K's------ <----FrCTORED (ft-kips)---) <--C 9(DL+LL/4) (ft-kips)-) SPAN KL KM (X) KR ML M+ (X) MR ML M+ (X) MR 1 9999.99 245.28( 2.ab) 1.01 OAC -311.31(16.15) 558.31 0.00 -249.54(16.15) 286.59 2 -14.17 18.65(30.35) 12.04 539.54 401.11(29.55) 66.25 -218.56 210.10(29.20) 352.98 3 -9.71 18.92(27.66) 15.54 -665.95 312.60(29.56) 396.81 -354.31 156.58(29.15) 195.54 4 -2.73 15.19(14.39) 9999.99 -400.25 42.50(16.47; 0.00 -202.73 13.25(11.93) 7.00 FORCE SELECTION DATA 1 2 3 4 F� 17.56R 141.37R 121.6: 24.851, F/A 147.20 147.20 141.20 WPRE 159.90 FINAL FORCES AND PROFILES HCCS DAR" MOMEyTC JOINT MCMW S <----CGS(inches)----) (+t.f<ips) (ft.kips) SPAN FE(kips) ATOP MID98OT R%5TOP WPRE(�<If) F/A(ksi) SP!'N ML MR JOINT MOMENT 1 0.0c j 1 150.00 15.77 23.50 4.00 0.932 0.255 1 O.O" -30.74 2 O.H 2 150.00 4.00 4.00 4.00 0.779 0.255 2 30.74 -116.20 3 0.00 3 150.00 4.00 4.00 4.00 0.960 0.255 3 116.20 -21.40 4 0.00 4 150.00 4.D0 22.00 15.17 0.778 0.255 4 21.40 0.00 5 0.00 TENDON EPS= 194.,2 ksi TENDON WEIGHT= 495.9 lbs ( 0.479 ps`) ELASTIC MOMENTS (NO REDISTRIBUTION)--REBAR WE!GHT= 1256.19 lbs 1.22 psf <----FACTORED MOMENTS (ft.kips)--- <-----------------CONTROLLING REBAR (sq.ir..)--------------------) SPAN ML. M+ MR !OINT TOP 90T MIDSPAN TOP 80T i 0.00 -340.51 521.5"i i 1.222($; 0.000( ) i 0.000( ) 0.00% ) 2 -508.90 480.68 54715 2 2.004(D) 0.000( ) 2 0.000( ) 1.457O) 3 -549.66 378.55 365.40 3 2.569(0) 0.000( ) 3 0.000( 4 -378.95 4P.0 0.9: 4 1.425(0) 0.000( ) 4 0.000( 5 1.222($) 0.000( ) REBAR DATA (sq.in.) <--------------------JOINTS---------------------> <---------------------SPANS---------------------) <----- --TOP--------> <•-BOTTOM---> <----TOP----> <------SOTTOM-------> JOINT ULT DL+LL/4 $ ULT SDaN ULT M- ULT OL LL'_/1 % 1 0.000 0.000 1.222 MOD 0.000 1 0 000 0.000 0.000 0.000 0.^00 2 1.000 2.On4 1.222 7.000 0.000 2 0.000 0.000 0.500 1.467 1.133 3 1.150 2.569 1.222 7.000 0.900 3 0.000 0.000 0.000 1.010 1.123 0.00^ 1.426 1.222 0.000 0.000 4 0.000 0.000 0.090 0.174 1.133 5 0.000 0.900 1.222 0.000 0.000 K P F F SHEET No. _I� S.W. 6th AVENUE, SUITE 911 LINCOLN FIVE DORTL.ANO, OREGON 92704 DT-3 PAGE 3 -==-----=---- __-=-_-==-==-==-=-==_--_= COP7right 1985 Structural Data Inc. B 218 MOMENTS REDISTRIBUTED INELASTICALLY--REBAR WEIGHT= 1269.35 lbs 1.22 psf <----FACTORED MOMENTS (ft.kips)----> <-----------------CONTROLLING REBAR (sq.in.)-•-------------------> SPAN ML M+ MR JOINT TOP 80T MIDSPAN TOP BOT 1 0.00 -':'40.51 465.39 1 1.222(1;) 0.000( ) 1 0.000( ) 0.000( ) 2 -448.83 499.40 "83.93 2 1.731(0) 0.000( ) 2 0.000( ) 1.804(0) 3 -485.23 319.95 316.34 3 2.151(0) 0.000( ) 3 0.000( ) 1.355(0) 4 -327.99 49.14 0.00 4 1.225(0) 0.000( ) 4 0.000( ) 1.133(%) 5 1.222($) 0.000; ) RE?.A4 DATA ------ -------JOINTS---------------------- ------•------------SPANS-------------------- <--------TOP--------> <--BOTTOM--- <----TOP----> <------BOTTOM------- JOINT ULT DL+LL/4 % ULT M+ SPAN ULT M- ULT OL+LL/4 % 1 0.000 0.000 1.222 0.000 0.000 1 0.000 0.000 0.000 0.000 0.700 2 0.500 1.131 1.222 0.000 O.DOC 2 0.000 0.000 0.600 1.804 1.133 3 0.700 2.151 1.222 0.000 0.000 3 0.900 0.000 0.000 1.355 1.133 4 0.000 1.225 1.222 0.000 0.000 4 0.000 0.000 0.000 0.191 1.132 5 0.000 0.000 1.222 0.000 0.000 --.9(OL�LL/4) MOMENTS (ft.kips)---> SPAN ML M+ MR 1 0.00 -249.64 239.66 2 -231.33 252.73 • 296.03 3 -291.20 189.82 160.63 4 -156.54 14.6! 0.00 SHEAR DESIGN x VU Mll D VCN VC1 Vr'q AV a4 SPCNG CCDE ft kips i'-kips in kips kips kips int/ft in SPAN 1 0 58 -15.45 0 00 29.90 121.50 9999.99 120.07 0.000 42.00 NR 2.08(h/2) -19.81 21.21 28.80 127.50 193.86 120.07 0.000 42.011 NR, 2.14 -19.94 -28.37 28.90 121.50 197.89 120.07 0.000 42.00 NP 3.70 -23.42 62.15 28.80 127.50 111.18 120.07 0.000 41.00 N1, 5.26 -26.90 -10' 36 28.80 127.50 85.83 120.07 0.000 42.00 NR 6.8? -30.38 -145.99 29.90 125.40 73.45 120.07 0.009 42 00 NR 8.38 -33.65 -196.03 29.93 110.75 66.33 120.01 0.000 42.00 NR 9.93 -37.33 -251.50 28.80 101.49 61.88 120 07 0.000 42.00 NR 11.19 •40.91 -312.39 ?9.90 95.35 58.98 120.07 0.931 24.00 SP; 13 05 -44.29 -378.69 28.90 91.22 51.0° 120.07 0.031 24.00 SPS 14.51 -47.11 -450.42 29.33 90.08 56 14 122.27 0.031 24.0.^, apC 14.61(h/2) -47.90 -453.21 29.40 90.20 56.14 122.55 0.03' 24.00 SPC 15.17 -51.25 -527.57 31.24 94.01 56.41. 130.23 0.030 24.00 SPC s K P F F SHEET 40.'-LCA S.W. 50 AVENUE, SUITE 911 L!NCO-N F!V;- PORTLAND, OREGON 92704 PT-1 �'Aicc 1 CoFyright !935 Structur.il Data !nc. 8 .113E X VU Ml1 0 VCN VCI VCW AV Q4 SPCNG CODE ft kips ft.-kips in kips kips kips in2/1' in SPAN 2 0.58 6.1.01 •-508.80 30.92 116.20 68.18 128.91 0.030 24.00 SPC 2.08(h/2) 61.66 -413.80 28.80 114.29 70.93 120.07 0.031 24.00 SPC 5.47 51.88 -14.97 28.80 127.50 106.82 120.07 0.300 42.00 NR 17.35 38.74 122.03 29.30 127.50 89.88 120.07 0.000 42.00 NP, 1r,, 23 25 61 319.08 28.80 51.58 43.35 120.07 9.000 42.00 NR 12 12.49 439.88 30.92 54.76 45.55 129.92 0.000 42.00 NR 30.00 -0.55 481.42 32.00 56.67 48.11 133.41 0.000 42.00 NR 35.88 -13.78 445.70 30.92 54.16 46.55 128 92 0.000 411.00 NP 41.77 -25.9' 334.73 28.30 67.67 43.35 120.07 0.000 41.00 NR 47.65 -40.04 145.50 28.80 127.50 84.25 11(1.07 0.009 42.00 NR 53.53 -53.18 1.195.57 28.80 127.50 101.94 120.07 0.000 42.00 NR 57.92(h/2) -62.96 -450.10 28.80 108.13 72.99 120.07 0.031 24.00 SPC 59.42 -66.31 -541.05 30.92 111.97 70.50 128.91 0.030 14.00 SPC SPAN 3 0.58 52 45 -549.56 30.90 104,40 67.26 12°.42 0.030 24.00 SPr 2.08(h/?) 59.1^ -458.49 28.90 99.?2 68.01 1?0.07 0.031 24.00 SDC 5.87 50.6E -250.87 28.90 115.11 79.87 120.71 0.031 24.00 SPr 11.15 38.86 70.59 28.80 127.50 152.45 120.07 0.000 41.00 NR 16.43 27.07 235.11. 28.60 90.16 53.58 120.0 0.000 42.00 NR 21.72 15.28 338.53 30.93 54.11 46.55 128.94 0.000 42.00 NR 27.00 3.19 379.05 32.90 56.67 44.17 133.41 0.000 42.00 NR 31.29 -9.30 357.25 30.93 54.77 46.55 128.94 0.000 42.00 NR 37.57 -70.':u 273.17 28.80 63.25 43.35 120.07 0.000 42.00 NR 42.85 -31.89 125.18 28.80 127.50 76- 120.07 0.000 42.00 NR 49.13 -43.68 -103.46 28.90 127.50 136.53 129.07 0.900 42.00 NR 51.92(h/2) -52.13 -284 70 28.80 12?.50 82.1? 120.07 0.000 42.00 NR 53.41 -55.47 -365.40 30.80 134.01 77.99 128.52 0.000 42.00 NR SPAN 4 0.58 41.72 -371.96 31.29 104.70 61.83 130.47 0.000 42.00 NR 2.08(h/2) 38.37 -313.79 29.58 101.71 62.33 123.31 0.000 42.00 NR 2.11 36.84 -29:1.09 29.94 100.13 62.75 120.21 0.000 42.00 NR 4.9E 31.97 -217.97 29.80 107.37 65 30 120.07 0.000 42.00 NR 7.13 27.10 -153.48 28.80 118.40 72.13 120.07 0.000 42.00 NR 9.32 22.23 -99.64 28.80 127.50 e2.16 120.07 0.000 42.00 NR 11.50 17.35 -55.13 28.80 127,50 101.41 120.07 0.700 42.00 NR 13.69 11.48 38.18 29.80 127.50 1r,4.15 120.07 0.000 42.00 NR 15.97 7.5' 11.54 29.80 19.04 48.55 120.01 0.000 41.90 No 18.05 1.73 40.31 28.9u 51.09 43.35 120.0' 0.000 42.00 NR 20.23 -2.14 25.50 29.90 51.00 43.35 120.11 9.007 42.00 NR 20.92(h/2) -3.6? 18.67 28.80 89.,+7 53.51 120.0' 0.000 42.00 NR 22.42 -7.01 -0.00 29.80 127.50 9999.99 120.07 0.900 42.00 NP, STIRRUP HEIGHT= 604.75 1bs TOTAL BEAM 4FIGHr= 1870.93 lbs ( 1.80 ps$ X P F F SHEET No._: -V 5.0. 6th AVENUE, SUITE 911 LINCOLN FIVE DORTL.ANO, OREGON 92704 PT-3 PAGE 5 ------------------- --------------------- Copyright 1985 Structural Data Inc. 9 2138 ----- ---------------- ------------ ACTUAL NET LOAD MOMENTS (ft-kips) -------SERVICE LOACS---- -> <--TRANSFER OF PRESTRESS---- SPAN ML M+ (X) MR ML M+ (X) MR 1 -0.00 -90.65(16.75) 2.03.91 0.00 -8.13( 8.90) 1.89 2 -196.25 150 96(30.99) 197.60 -1.89 -3.22( 9.56) -33.13 3 -200.38 79.33(28.49) 102.00 36.54 -44.05(26.19) -47.3`. 1 -104.57 39.55(12.17) 0.90 49.16 $9.91( 0.00) 0.1j0 FLEXURAL SikES5E5 AT SERVICE LOADS (ksi... + _ tersion, - = compression) <----SPAN 1 ---> <----SPAN 2 ---' ---- P4N 3 ---> <----SPAN 4 ---> L M R L M R L M R L 4 R TOP -0.255 -0.017 0.278 0.261 -0.651 0.264 0.271 -0.463 0.013 0.020 -0.359 -0.255 BOT •0.255 -0.560 -0.939 -0.915 0.254 -0.921 -0.930 0.013 -0.59 -0.507 -0.121 -0.255 F_ NU RAL STRESSES AT TRANSFER OF PRESTRESS (ks ... + = tFns an, - _ :cmpressicrI ----SPAN 1 ---> <----SPAN 2 ---> <----SPAN 3 ---> <----SPAN 4 ---> L M R L M R l M R L M R TOP -0.297 -3.275 -0.292 -0.292 -0.289 -0-99 -0.393 -0.182 -0.421 -0.42? -0.429 -0.297 BOT -0.297 -0.325 -0.304 -0.304 -0.308 -0.167 -0.174 -0.446 -0.138 -0.130 -0.129 -0.297 UNFACTOREO DL & LL MOMENTS (ft-kips) AT CENTERLINES DEAD LOAD LIVE LOAD SPAN ML MR ML MR 1 0.00 283.75 -0.70 99.12 2 --283.75 363.25 -99.02 101.29 3 -353.28 198.78 -106.29 11.61 4 -199.1E 0.00 -77.61 0.00 MAX?MUM SPAN DEFLECTIGNS IN INCHES (Nur,bers in parert�eses are SPAN/DELTA ^atias) leff/Igross=1.00 SPAN OL CREEP LL DL+CREEP+Lf. 1 -0.0104 -0.0207 0.0039(9999) -0.7212(7384) 2 0.1395 0.2790 0.1395(5167) 0.5580(1290) 3 -0.0138 -0.0275 0.1016(6378) 3.0603(9999) 4 0.0732 0 0064 0.0105(9999; 0.0271(9999) CENTERLINE JOINT REACTIONS <----MAX COLUXIN MOMENI----- <----MAY, COL AXIAL LOAD,----, BEAM <--COL MOMENT--> BEAM :--COL MOMENT--> SHEAP, TOP BOTTOM SHEAR TOP BOTTOM JOINT (�:ps) (ft-kips) (ft-kips) (kips) (ft-kips) (ft-kips) 1 -17.75 0.00 0.00 -1.64 0.00 0.00 2 11.3 13 0.00 0.01 118.34 0.00 0.00 3 115.84 0.00 0.00 132.79 0.07 0.00 4 93.96 0.00 0 00 101.10 0.00 0.00 5 15.51 0.00 0.00 15.51 0 00 0.00 P7',A D A �/� pasct LII /�G� .Y AP—r—IM61' by (hoof no �J kfflocation dot@ consulting engineers C°eht checked oO no Portland aogo i -- delle . I,�N(�ALAN�E 17 LC��OS p� P-z ►� -o M�,�►� X120 + 1 CtZ I Z K 7/5 .715 1 iV IN gEINF F,T) = ,0175)(S7) _ $3.0 9,S -7-1 Z 71 + -Z Z 5y0 K 007 Z,q(�I �"�y TENDG�NC ) fps = ! 1 t 10 4_,�-- 185 K:- /UO(,OC7) KP-101 (10/891 -- y� by fneet no kpocatton ---------- dote client Checked lob no consulting engineers deity '4=HECK. Ar SUPPORT Fu577 VMu� > 1'0 USE ira Tor ) = 'LSD K I 1 Igo u� -MIN 9.F_QTj f-A6K.IN6n MOMENT - ------------------6666 -('r = ,y r y PIA -t Pc%tl SIS 2,3y �NC/_\V_ 0415 r- 7 K vU 1-71 I, ��." l• '� 4-700 C.1=I?ICAL- e5COWN Al P7. LOAD I fcFS 31 & tiQC)O 4 7066' ?32v Zy13) V5r�c� = Ilk-�� (.�?y�. a _�p�_K _... Kin101 (10/86) WOW, LINCOLN ]� PARKJtiGi Shed no �,yl n pff Uienl checkod Wb nn consulting engineers _ �wrtir�n.f«wgnn r1a,e MIN, IMI_ — — ----- K= I.7`a w/0=79 �— a5 - g, a V5E (G)#IC),tZ)*q -1N YT-,z4 i t,k .)p ULT I MA Ftp r'l 4 - � U/6f20 = 2,271K ' rK � i Ftp 75 \ p :M jn F5K= Igr�(Z,�k,IS3� OyC� K i c-1-7 T E FF = GI g K �3 TENDDNS� F�TUT " I`�Z(o 104a = '571 lI Z.= 5(t3 K srE Y-r-AI STgF-SS E KP-101(10/8E) t by fMe1�o irxahon �� —`—_ — darn kpff riierr cnecYed lob no consulting engineers r_omand.Oregon dal. F; .. (07¢ l� 09 02-/ a ¢7 = s Zc-, w (V-1 14, zo 1 7 , i 937 �Icfl s UO11 7 se •Z � Fj Kr' 101 (10/89) sheer no \ ■\p I«-ghiin — ------- dale � lob no caenl checked C0175U1}I�1Q 6n91n0e(5 —� L,niond orepon Cf(71p I — r �u - 1319 r1L-- .rw �5 CcI� — i + As (a'-dp) w -rrs 1 5�rs t �S - •�J ��+-bwJ — 27 �l`1( BOJ ! + S '�3- (4)f'�)S "1 9 J (,4 )(30) : 77-�r�S r r 9 -7,� � C z (31 120 KP 101 (lorae) — - -- — -- -- ------ ----- _ prgecr bV Itwetno kpff location _ - - dare ` -! consulting engineers cn I checked lob no Portland arepon Rale .� 6xT. ()L, _7Y� ►�,r cmc. _ ' _ . ___'�_. A - �° ( � a zs � X48 0 ' A, a 120 (15'ZO) r /07g R Los r�V = (.03) r 1 1 ffi Ll i S �-�- �-��_ Irr,2 (2oh) 210 ATII�, lit i IlL—.AILImUK—LALI�-1.0 rxotect by shA(e/t1�nn kpff torohon dote `� L 1 G1ent checked lob no consulting engineers pptlt7nd.oregon dote 0'C,) z 157 7, IJ l 1, 3,7 ML,/kc�- gil- -7 40 14 z .. f I potect by ,neet no kpfflocation dote consulting enpinesn Client checked lot,no -- pofftdnd de0o^ - clote � 7t �jN� r� ole t r c w 7J -7E0. t 1 V. 170 r' v z lylz J r c ' KP-101 (10/89) GrMctl Sheer no kpff — �ocahon da,e consulting engineers rhecked ioa no Pornanc oregon - care Z's 2 K P, ' - 97 P 12 = 5r ZF r� r C . VO 7, s r�SZ KC 10 (10,961 -- �� CITY OF TIGA RD '"'y 27' 1988 OREGON 25 Years o/SeM'ce 1961-1986 Baugh Construction 14155 Brigadoon Ct Beaverton, OR 97075 Dear Sir(s) : I have both received complaints of, and observed, construction work on the Lincoln Tower Project beginning prior to 7:00 a.m. Most recently I stopped by the job at 6:45 a.m. on July 27, 1988. There were numerous sounds of construction work taking place. 1. have asked previously for control of start-up of construction until after 7:00 a.m. (as required by the Tigard Municipal Code, Sec. 7.4.040) and must Insist again that work not be conducted until. allowed. Thank you for your cooperation. Sincerely, Arad Roast Building Official ht/6163D rr• Trammel-Crow Co. 13125 SW Hall Blvd.,P.O.Box 23397,llgard,Oregon 57223 (503)639-4171 --