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10200 SW GREENBURG ROAD-24 t' m 1 N 0 R �plN� DRAWING INDEX GENERAL STRUCTURAL NOTES " NL10�1 �9 0 N S1.O GENERAL STRUCTURAL NOTES, DRAWING INDEX GENERFL_ STIJUCT— URAL-NQT(.5 ry 30 cQpE R UIREMENT!L CONFORM TO THE UNIFORM BUILDING CODE, 1938 EDITION, AS AMENDED MORTAR: MORTAR SHALL BE TYPE S WITH A MINIMUM COMPRESSIVE STRENGTH AT ,'8 DAYS S2.1 F O' `N V A T T O N/G R O t 1 N D FLOOR PLAN BY THE STATE OF OREGON AND THE CITY OF PORTLAND. OF 1800 PSI AND SHALL CONFORM TO UBC SECTI'_'NS 2402 AND 2403. TEMPORARY CONDITIONS: THE CONTRACTOR. SHALL BE RESPONSIBLE FOR STRUCTURAL MASONRY GROUT: GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH Al 28 DAY') OF 2000 STABILIiY DURING CONSTRUCTION. THE STRUCTURE SHOWN UV THE DRAWINGS HAS BEEN PSI AND SHALL CONFORM TO UBC SECTIONS 2402 AND 2403. GROUT SHALL CONSIST I_F A S2.2 2ND FLOOR FRAMING PLAN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY. MIXTBEENURE OF ADDED OMAUSE1THEENII JMItXTUREALS AND TO LOW WITHOUTTE TO WHICH SEGRE SEGREGATION OF THEIENT CON`,IIITUENIAlER +AS QFSIGN LOADS: IN ADDITION TO THE DEAD LOADS, THE FOLLIWING LOADS AND ALLOWABLES ALL CELLS CONTAINING VERTICAL BARS AND ALL BOND BEAMS SHALL BE FILLED WITH GROUT . WERE USED FOR DESIGN, WITH LIVE LOADS REDUCED PER UBC: MASONRY REINFORCING-STEEL: REINFORCING SHALL CONFORM (0 UL'C SECTION 7402(b)10. S2.3 3RD-6TH FLOGR FRAMING PLA N DEFORMED BARS SHALL BE GRADE 40 OR GRADE 60, AND SHALL BE SECURELY PLACED IN FLOORS: ACCORDANCE WITH UBC SECTION 2404(e). UNLESS OTHERWISE: NOTED ON THE PLANS -THE OFFICE 50 PSI L.L. + 20 PSF PARTITIONS MINIMUM WALL REINFORCEMENT SHALL BE AS FOLLOWS: /' CORRIDORS, STAIRS 100 PSF L.L. S 2.4 7TH F L O O R F R A MING PL A N PILES 200 KIP CAPACITY MOORE DATED PER SOILS REPORT RY DAMES ) HORIZONTAL BARS(N BOOND_BEA_M_S1 WIND 80 MPH - EXPOSURE B WALL THICKNESS VERTICAL BARS RUNNING BOND ST CK Nj1 S2.5 ROOF FRAMING PLAN EARTHQUAKE DESIGN K. BASED = 2 751E FOLLOWING:43K AT „ASE 6" #5 @ 48" O.C. #5 @ 48" O.C. #6 @ 48" O.C. 8" #6 @ 48" P.C. (2)#4 @ 48" O.C. (2)#5 @ 48" O.C. 10" #6 @ 48" O.C. (2)#5 @ 48" O.C. (2)#6 @ 48" O.C. S2.6 P E N T H O TJ S N. IZ O O F F R A MING PLAN A N D DETAILS SUBMITTflLS , SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO 12" #7 @ 48" O.C. (2)#5 @ 48" O.C. (2)#6 @ 48" O.C. FABRICATION AND CONSTRUCTION FOR ALL STRUCTURAL ITEMS INCLUDING THE FG!LOWING: CONCRETE MIX DESIGNS, CONCRETE AND MASONRY REINFORCEMENT INCLUDING MILL TEST BOND BEAMS WITH TWO #5 BARS HORIZONTALLY SHALL BE PROVIDED AT ALL FLOOR AND ROOF REPORTS, PRECAST OR PRESTRESSED CONCRETE MEMBERS, EMBEDDED STEEL. ITEMS, LINES AND AT THE TOP OF WALLS. PROVIDE A BOND BEAM W11H TWO #5 BARS HORIZONTALLY S3.1 SHEAR WALL E L E IVA TIO N S STRUCTURAL STEEL INCLUDING MILL TEST REPORTS, STEEL DECK AND STEEL STUDS. ABOVE AND BELOW ALL OPENINGS, AND EXTEND THESE BARS 2'-0" PAST THE OPENING AT EACH SIDE. PROVIDE ONE BAR, MATCHING VERTICAL BAR SIZE, FOR THE FULL HEIGHT OF IF THE SHOP DRAWINGS DTFFFR FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THE WALL. A( EACH SIDE OF OPENINGS, WALL ENDS AND INTERSECTIONS. DOWELS TO THEY SHALL BEAT. THE JE",L AND SIGNATURE OF A STRUCTURAL ENGINEER, REGISTERED 1N MASONRY WALLS SHALL BE EMBEDDED A MINIMUM OF 1' -6" OR HOOKED INTO THE SUPPORTING THE STATE OF ORE,OI;. STRUCTURE_ AND BE OF THE SAME SIZE AND SPACING AS WALL REINFORCING. PROVIDE S4.1 COLUMN SCHEDULE AND DETAILS CORNER BARS TO MATCH THE HORIZONTAL WALL REINFORCING AT WALL INTERSECTIONS. LAP DESIGN DRAWINGS, SHOP ORA. TNGS, AND CALCULATIONS FOR THE DESIGN AND FABRICATION ALL BARS AT SPLICES 40 DIAMETERS, WITH A MINIMUM LAP OF 18", EXCEPT AS NOTED. OF ITEMS THAT ARE OLSIGNED BY OTHERS, SUCH AS: PRECAST PANELS, PRESTRESSED CONCRETE, BRICK. PANELS, AND WINDOW WALL, SHALL BEAR THE SEAL AND SIGNATURE Of STRUCTURAL STEEL.: STRUCTURAL STEEL SHALL BE ASTM A36 OR ASTM A572 GRADE 50 AS S4.2 P.T. SLAB AND P.T. BEAM SCHEDULES AND DETAILS A STRUCTURAL ENGINEER, REGISTERED IN THE STATE OF OREGON, AND SHALL BE SUBMITTED NOTED. TUBES SHALL BE ASTM A500 GRADE B (Fy - 46 KSI). PIPES SHALL BE ASTM A501 � �I TO THE ARCHITECT PRIOR TO FABRILATION. OR ASTM A53, GRADE B. DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE. DESIGN, FABRICATION AND ERECTION OF S 5.1 T Y P. CONCRETE DE'T'AILS FORMED SPECIAL IMPAUjONN BY AN APPRO'JEC SPECIAL INSPECTOR, SHALL BE STRUCTURAL STEEL FOR BUILDINGS".NGTH BOLTS SHALL CONFORM TO THE ASTM SPECIFICATION PERFORMED FOR 50 �.I�TALLATION CONCRETE AND REINFORCING FOR A325 OR A490, NIGH STRENGTH BOLTS. WELDING SHALL CONFORM TO THE: AWS CODES DEMENT, PRECASrl2) CRETEaA.__,CEMENT, PLACEMENT AND STRE NG 0 N FOR ARC AND GAS WELDING iN BUILDING CONSTRUCTION. WELDS SHALL BE MADE USING TENDONS, STEEL FABRICATION AND ERF.CTICT, EXPANgON ANCHQL PLACEMENT, E70XX ELECTRODES AND SHALL BE 3/16" MINIMUM UNLESS OTHERWISE NOTED. WELDING SHALL H1IK 1 �TBIW BOLTING, WELDING, STRUC RAL MASO JACEMM fi, SPRAY-APPLIED BE BY CITY OF PORTLAND CERTIFIED WELDERS. S5.2 CONCRETE. DETAILS INLT RO9LLAILONOELtjG� SHAL AND OBE-IN�SPAI�PEC EDSTA THESOILSENGINEER SOI ePRIOR TO APL.ACEM NT STEEL DECK: STEEL ROOF DECK SHALL BE 1-112" TYPE B OR 3" TYPE N. STEEL DECK REINFORCING .UU L. INS;'.CTORS REQU FED Tb-B-rPRESENT DU CRETE SHALL CONFORM TO ASTM A446, GRADE A. THE GALVANIZED COATING SHALL CONFORM TO ASTM PLACEMENT TND POST-TENSIONING OF TENDONS._ A525, G60; G90 WHERE LEFT PERMANENTLY EXPOSED TO WEATHER. PHOSPHATIZED/PAINTED �{ O DECK MAY BE USED IN LIEU OF GALVANIZED IF FIRE RATING IS UNCHANGED, U' CONCRETE: CONCRETE WORK SHALL CONFORM TO CHAPTER 26 OF THE UNIFORM BUILDING E r CODE. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER TESTS MINIMUM DECK GAGES ARE SHOWN ON PLANS AND ARE BASED ON 3-SPAN, AND MINIMUM W AND SHALL BE AS FOLLOWS: - PROPERTIES AS FOLLOWS: [y W f'c (PSI) UST I_ IN'LLTI S-LIN'- L�1 3000 v' STAB-ON-GRAUE AND TOPPING ROOF DECK: j' O 4000. STRUCTURAL SLABS, BEAMS, COLUMNS, WALLS 1-1/2"-20 GAGE 0.195 0.234 5000- FOOTINGS, COLUMNS AND WALLS BELOW SECOND FLOOR 3"-20 GAGE 0.780 0.486 6000V AS NOTED ROL ' DECK SHALL BE ATTACHED TO SUPPORTS AND AT SIDE LAPS AS REQUIRED TO RESIST �� v THE TAPHRAGM SHEARS SHOWN ON THE DRAWINGS. _ THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS TWO WEEKS PRIOR TO PLACING J COf\'CRETE. THE MIX DESIGN SHALL CONFORM TO UBC SECTION 2604. � STEEL (,ICES: STEEL PILES SHALL BE 9 5/8" DIAMETE! X .44" AND SHALL CONFOkM TO ASTM A-36. PILES SHALL BE CAPABLE OF DEVELOPING A )ESIGN LOAD OF 100 TONS EACH. �t A WA1:R REDUCING ADMIXTURE CONFORMING TO UBC STANDARD N0. 26 9, USED IN STRICT PILES SHALL BE D!;1VEN TO REFUSAL INTO THE BASALT LAYER AS SPECIFIED IN THE SOILS ACCORDANCE WITH THE MANUFACTURERS' RECOMMENDATIONS, SHALL BF INCORPORATED IN REPORT. CONCRETE DESIGN MIXES. AN AIR ENTRAINING AGENT, CONFORMING TO THE UBC STANDARD O NO. 26-9, S4ALL BE USED IN CONCRETE MIXES FOR EXTERIOR HORIZONTAL SURFACES EXPOSED TO WETHER. THE AMOUNT OF ENTRAINED AIR SHALL BE 5% ± 1% BY VOLUME. POST-TENSIONED CONCRETE SHALL NOT CONTAIN MORE THAN .06 PERCENT CHLORIDE ION BY -•� WEIGHT. rr7 REINFORCING STEEL: REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A615, C� INCLUDING S1, GRADE 60, FOR OEFORMED BARS AND ASTM A185 FOR F•'')OTH WELDED WIRE FABRIC (WWF), UNLESS OTHERWISE NOTED. COLUMN SPIRALS SHAL'. 'LAIN BARS WITH A / A MINIMUM YIELD STRESF uF 50,u09 PSI. REINFORCING STEEL SHALL 61 SECURELY TIED 1;T 7-JE. J P FO J N • / 0 (V 's IN PLACE WITH #16 PDUBLE ANNEALED IRON (WIRE. REINFORCING `TEF' TI BE WELDED, � SHALL BE IN ACCORDANCE WITH ASTM A706. i PARS IN BEAMS AND SLABS SHALL BE SUPPORTED ON WELL-CURED C"''►C!(FTE BLOCKS OR �K APPROVED METAL CHAIRS AS SPECIFIED BY THE CRSI MANUAL OF SIW41)ARD PRACTICE, Lu MSP-1. REI1'FORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE "ACI MANUAL OF STANDAR) PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES," ACi 315. Comae y1 0 G SHOP DRAB;INGS ARE TO INCLUDE ELEVATIONS OF ALL BEAMS AND COLUMNS SHOWING BAR J LOCATIONS. LAP ALL REINFORCING BARS AT SPLICES 36 DIAMETERS, WITH A MINIMUM LAP OF 18", EXCEPT AS NOTED. REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS: USE MV EE DG BEAM AND COLUMN BARS 1-112" (TO STIRRUPS OR TIES) 9 SLAB BARS I" 6 '• I / �� JOIST BARS 1-1/2" (TO STIRRUFS) I x WALT_ BARS: INTERIOR FACES 3/4" EXPOSED TO EARTH OR WEATHER 1-1/2" (#5 AND SMALLER) -� 2" (#6 AND LARGER) -•! �.._, FOOTING BARS 3 0,N9RETE CS WALL REINFORCING (UNLESS OTHERWISE NOTED): f - t� �` sLOCATIONV V WALL CKN( THIES� HQRIzorIT - VERTICAL BAR. 4 . 6" #4 @ 16" O.C. #3 @ 12" C.C. @ CL OF WALL Q 8" #4 @ 12" U.C. #4 @ 16" C.C. @ CL OF WALL 10" #4 @ 18" O.C. #3 @ 14" O.C. @ EACH FACE // >, 12" #4 @ 16' O.C. #3 @ 12 O.C. @ EACH FACE Z Q AT OPENINGS PROVIDE A MINIMUM OF TWO #5 BARS OVER, UNDER AND AT THE SIDES, OF Q THE OPENINGS. EXTEND THESE BARS LAP DISTANCE OR A MINIMUM OF 24" PAST THE a` /s<� �•J OPENING. PROVIDE ONE #5 FOR SINGLE LAYER REINFORCING AND TWO 05 FOR DOUBLE LAYER ( 1= REINFORCING, 4'-0" LONG, DIAGONALLY AT EACH CORNER OF ALL OPENINGS. REFER TO TYPICAL DETAILS FOR DISPOSITION OF CORNER BARS AND BARS IN SMALL WALL SECTIONS. SLOB BARS SHALL BE HOOKED INTO WALLS OR HOOKED DOWELS SHALL BE PROVIDED TO MATCH l0 SZ,�J�icr/yUrr� afLi SLAB REINFORCING. POST TENSIONING SYSTEMS: ALL POST-TENSIONED CONCRETE SHALL HAVE A MINIMUM --- ---- - STRENGTH OF 3000 PST AT TRANSFER OF PRESTRESS FORCE AND A MINIMUM STRENGTH OF 4000 PSI AT 28 DAYS, U.N.O, AS SUBSTANTIATED BY STANDARD CYLINDER TESTS (FIELD � CURED FOR VERIFICATION OF TRANSFER STRENGTH). EXTRA FIELD-CURED TEST CYLINDERS MAY BE REQUIRED AT THE CONTRACTOR'S OPTION. p" POST•TENSIONING SHALL BE INSTALLED TO PROVIDE THE REQUIRED FINAL PRESTRESS FORCE Mme' r (AFTER ALL LOSSES) Al THE LOCATION SHOWN ON THE PLAN OR DETAILS FOR EACH MEMBER. ►� -o POST-TENSIONED REINFORCEMENT SHALL CONFORM TO ASTM A416 FOR UNCOATED SEVEN WIRE ,...I u y:.1.0 STRESS RELIEVED LOW RELAXATION GRADE 270 STRAND. POST-TENSIONED REINFORCEMENT A OFD SHALL BE 1/2" DIAMETER UNBONDED TENDONS UNLESS OTHERWISE NOTED. FOR UNBONDED `~ ►. s TENDONS, FULL. LENGTH PROTECTION SHALL BE PROVIDED TO PROTECT THE TENDON FROM ul CORROSION 'IND PREVENT INTRUSION OF MOISTURE AND CEMENI PASTE. \ oa, o:r SHOP DRAWINGS ARE 1'0 INCLUDE ELEVATIONS UE ALL BEAMS, AS WELL AS PLANS OF ALL \ uQ SLABS SHOWING ALL TENDON LOCATIONS. SPACING OF TENDONS OR GROUPS OF IN THE 0 0 r- DISTRIBUTED DIRECTION SHALL. NOT EXCEED 8 TIMES THE SLAB THICKNESS, NOR 5 FEET. a, m � cNv CONCRETE COVER FOR TENDONS SHALL HF AS SHOWN ON THE PLANS. TENDONS SHALL BEa'" p g " N ji 4 INSTALLED WITH A PARABDL'.0 URAPF WITH + 1/8" OF THE ELEVATION SHOWN ON THE PLANS FOR HIGH AND LOW POINTS AND WITHIN 1 1/4" AT OTHER LOCATIONS. THE MINIMUM RADIUS C7 � °0°N m OF CURVATURE FOR TENDONS IN 1HE VERTICAL M W L OR HORIZONTAL PLANE SHALL BE 21' . WHEN V'JASNINGTON COUNTY ;3 0 °' o TENDONS ARE TERMINATED AT INTERIOR SPANS, EXTEND TENDONS A DISTANCE OF 1/3 THE LAND USE AND TRANSPORTATION Z w ! o SPAN BEYOND THE SUPPORT, MAY 1. 11999 PZECAST CONCRET L CONCRETE MIXES AND CODE CONFORMANCE SHALL BL AS REQUIRED BY NOTES UNDER "CONCRETE" ABOVE: F'c - 4000 PSI MINIMUM. THE DESIGN Of THE PRECAST RECEIVED CONCRETE UNITS AND THEIR CONNECTIONS TO THE STRUCTURE SHALL COMPLY WITH THE REQUIREMENTS OF THE UNIFORM BUILDING CODE, 1985 EDITION. EMCRETE,MASONRY: CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C90, GRADE N-I. ASSEMBLIES SHALL.. HAVE A MINIMUM COMPRESSIVE STRENGTH OF F'm = 1500 PSI AS VERIFIED BY PRISM TESTS. CONCRETE MASONRY WALLS SHALL BE REINFORCED AS SHOWN Own ON THE PLANS AND DETAILS AND IF NOT SHOWN SHALL BE AS NOTED UNDER "MASONRY \ REINFORCING STEEL". c / 7/1 \ � ' as7nlnr M ! L L ! lRarS1 . 0 i► r: v w .rwA• �. - s, o �..q...- ,.�rw+.u�_..... ,...•.•n.,..,•,.. ... ./NlRTrw.,w.. ,r. -:S:EYE':'?P�. 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OE 6,7 0Z L2 92 SZ f2 ez ZZ I2 OZ 61 81 LI vi SI 41 EI a II 01 6 0 [ 9 S IF _ E30X 2 I"•' ,_ ,,Iduu1NIILNIIIN,LI,duNII,NINI�IInlunhmhndm�LI�IINIk,,Nlun{nNlnn{�INIrMulu11Hn11nuhlllhnTlnnhnlh�unlnulllnhnlhluluubndPmhmbnlluulwl�lwluuhNllunhn1hl711u11hIW11�lls�ulVlul�wtl�.ulnulnu�lwlul FEBRUARY1 28 1992 ! p M �pIN� w 1 9 A oru yvA w.d�N O , ("/a, 20-0,. 20•D� 2C%G.� 2U-O" 'ZZI_.r�„ 1-0�� � I•.yj- O�i - �-O'1__— r-------2c7�-O�� 2o'-p" 3 O' O - — - - - _..,.� _ -- — - - --- -- ---- --- - -- LI I \Y Tm -- _ L11 _ - — L i+ - + + U _a ,� , - I I S -I III I I I I � I I I � -� � ,\, � � �-►--• tall - Of. 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II I ! -II I I li , I II — I II it A WON Iasi r< --- - -- —. --- - — ---— - — -- — — - - ~" Ir 0 r 0 Y7 j;Z n 0 40 N 01 d N \ O a d LN 4J y I v vroio�' mo 0 ■ ` o to w 'Ron,LT I INC 01 N V i 3RD-6TH FLOOR FRAMING FLAN IATR MA r 'S, 1u8`1 RxvmoN ■ r 1 L L •� S2. 3 ■ ► ! � ' r � : � _. _. I+ ( 11 1�I I S I M I I I I I I I III I I III I I I�ti III (I r I I 1 f 11�1��y I I��I I`I I ._y" :,�1 w.r...-.r•-.r-3'°'"fti"�„ '-„r ... .-'�I�M-._ NOTE: IF TH1S MICROFILMED I 2 3 _, --- �' — 7 118 9 I0 DRAWING IS LESS CLEAR THAN THIS 140TIC6. IT IS DU" TO IFf QUALITY OF THE ORIGINAL DRAWING. QE 62 92 LZ 9; Sd I1z Ea ZZ Iz 02 61 91 L 91 91 bl f'1 a 11 01 6 9 L 9 S > E Z 131`i 30X �nlluulnuluuluulnnlnlllNnlul�Lnllun�llallltfl,d111�r�1lrtm�,ulunlrndnn�ll�nnlNadtl�r�rollut�nulnnlind�unl►nlllulhminuhlu�u111o11�u1111u1luuhul�llultlulludnnlnnhnlllndlLU�llll,�lullul�111llllubluhul�IlUlu1 I _ FEBRUARY 1 w 2� 9 �' 2U"01 �01'iQj1 20�-Q.. 20-v,. �LI- J11 l�ll �� D�� 120-0j1 Z0� 11 �GQIOn � 11 �T I O O Ell" LJ ►- � U01 T7 - ► - � U � II II II I II I I I I II I I o I I I II I II I — I c� -— - - I -- - = I I II -- - - - --- -- - - - - I - -- - --I - - - - li u _we& =�s A _ -- — — - — -- --- -- —--- -— — —- ---- — - —----- A y w U7 J 3= +V+ Oo, M•J qD u-t m [ 0 P L, O [ r. q0 N IL Vo J ° O . r U m to to cn O � 6 o 61 !a PPXnM LINCOLN V DATA MAY 15, 19N9 7TH FLOOR FRAMING PLAN aansor r'}'? 1 P -F ■ Y I I. L S2 . 4 ■ I j , a I _ .ria: ,".""wr•t~.�: .. . 1 I I I I �1 I I �I� 1 'R41 I 1 I i I I 1 � I �j�I f I����!�.-......,... i 11,+111 t l l 111 I l ly'����,_ :..<......L.--z-:+cs:-ry� --- -. ter. _._ ' _ r i 1 �1��II 11� ► � ►1�► 1 1� 1 III 111 I�I"1 1 111 111 l�l i,� 111 I - I I I a� I,� .Fl,`j- 11111►I'11�111J11'lll►I'I'1'lll'III►1'I►I'1'I'�rlllrl�l�ll�l,�;llll►I►I11111►1;;! •. . __ �►. � ' ' � NOTE: 1F THIS M1CROVILMED ---may- 1 _,T 3 4 5 6 7 B 9 10 I I I A _ DRAMINC IS LESS CLEAR THAN THIS NOT ICF; TT t DUE !0 THE QUALITI OF THE ORIGINAL -- DRAWING. 0E 62 92 l.2 62 St b2 EZ 22 It OZ' Al 81 LI 51 SI b1 EI 21 11 01 6 a [ P S b E Z 1°i•+ ;nlluulnulnnlnuhn►I►►nh►ulln�tullunlnnlla�Im►Innl>tilalu►►{�►nhnlhnllunlnulnnlnah►nllminll�ndnllhnlh�nnhlulunilullnlliuu�Indnu�nnlnulunllul�luVlulluulculhnlhmhlubllt�u�l�wlVw�wllflullullnn�wlln FEBRUARY 28 19 92 t I N 7 8 10 - --------_— --.—.._----- --- --------- 185' - 4" -- - 20 -- 20-0�1 r ill IL w II I I i1 I � I i II II � it II I I it I II i � II I I I ; II I II II I , -- - I - I ---- --Lj - _ - 1_� r II �� II I II II L I II � II � I II L � II I -z ( I II O �n I I oc I 11 I � =a I II SII I ! 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F i p- Y L S2 . 5 ■ FIyw�;; �.MW9AWrMMiifirwM+,r f . r+«,:... �,. 1�yAi°a,rwx...F, ` `"'ww^v'r •'�� 11�1f1I111I111I111��t�� 'jyilt�ll��►11�11tIiI��11i�1111111�tiilIi�l�i�1�IlI�iII�IIr111�11 IIII�IIil111111111Jill 11,�11�111111i�IlI�III�IIIIiII�IIIIIII�ilI�111�hI�Il���lllili�illlli+til NOTE: IF THIS MICROFILMED '� 4 -- 5 8 7 8 9 IQ DRAWING IS LESS CLEAk THAN 4 THIS NOTICE, IT lS DUE iJ T►f QUALITY OF THE ORIGINAL DRAWING. oc Ez 92 a 9? sz bt Ez zz Iz oz 61 91 V 91 •I 11 cl al 11 of `-- 0 1 9 s tr `E ��111unlmllnnhm6Nlhlnlnnhn�(uulunitnFMnr�nnln��alnn�wnlr►nlnnhm�oillMulHr'fltluEmlltflt�ftnhm�ludt�nHln�l�nitltff1�111thtit�ttt�fut�ituhut�tfuhu1�11111un1n1d1minuhmllfuluu�u�uulltullltllltu�uubul�Wlbu j 'FEBRUARY28 9 1 92 I■1�� 4, goll URW.J ;z nL-L- xv)L�r � -77-r- IL A. _ FL _. _ 1 - - r I I • • t 7TH FLDOlC — - - --T — — -- — — --- -- -- - F i — I '• I I � '' --- - STN FLOOR. 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TNIGKIJ�*ses _lOs—Y --- 't111GK•►� 10" THIUJ�IE��= lo' ` TI•:IGILLlE�aS : DA" MAY 15, 1otio SHEAR WALL ELEVATION- SHEAR WALL ELEVATION A SHEAR WALL ELEVATION �, SHEAR WALL ELEVATION � - �. � --- ,/ w I I/4 11 (I_ 1/4 , RYPLQ011 _ O11 11 L S3 . 1 ■ ■ Y .. . . ...f.- _ :� `� .�•+F.G, .. ,.( { 111 1 ( 1 1 I 1 ....:•n,ngtlft'.wo,: I - - - �_ ( i •1 1 1 �1► 1 !! I Il•I ill Y 1 111i off rl� 1�'1 il1 11� 1�1 11, 1111111 III 111 III 11. Ill 111 III 111 111 III 111 111 111 111 ill Ilt 111 111 1111 1 111111. I�t I I I I 1 11 11 "I 111 11 I III f 1 I f I I I I I ► I I 1 I I 1 I 1 I 1 1 ( 1 ( I ' _ I 2 3 4 5 6 - 7 8 9 10 NOTE: IF THIS MICROFILMED DRAWING IS LESS CLEAR THAN THIS NOTICE, IT IS DUE TO TIE QUALITY OF THE ORIGINAL _ ----- --- -- - - ---- DRAWING. OC 62 92 RZ 9? St I`? CZ ZE I 07. S'1 BI L`I 91 St bl EI 21 11 M d 9 of 9 SI J Is c Ir11111111111111111111111N11I1N1111111111{�111111111�NI�MIIIII�IIIINI�NIIIt11iI11�IN1N1111�If11III11fIN1111111IIIIII�IIIIIIIII)IIIIItilllil1111111111111111111111IIIIIIIIIIIIIIIIIIIIf11N11[III11111111111111111NIIW1lIN1UUi11111111111111UlillllltllllllWlN ( w FEBRUARY 28 19 92 w - -- A ♦ out:" - _ COLUMN SCHEDULE AA mow: -3 A P-4 4 � P- 5 +M P-3 GOLUt'Il.l G 1,G lo, D-1 , D-10 E-2 . C-9 0-7 E E-- 7 E- 3 E'8 F ID P-J . 0-0) w t� — -- - _ ROOF ioA- COL. TYPE TIG �sPAGI H.1L� ��L (1 Q Re-kp I DAD v N -2IVF— LOAD a — — — — -- - - - V 3 7 TN FI-R -- - -- -- --- fr U- (') - Q TIE SPtGI�IU 0. DEAD Lc)AD (I1 n LI VF- LUP.D T H F U2, — '----- - -- - \ 1 coy.. -rYrE 9MAD I-OAD LIVF— LOAD 5TN FLK , COL. 'TYM TIE 15PA44Qv TYP. COLUMN TIE SPACING 2� TY•P. BOUNDARY MEMBER TIE SPACING LOAD L-IVEr I.O�.D GULS T`�PC G � D OIyL`' 4 TH FLR. F—L- - I > >" COL. -TYPE TIE --jPALIsIC3 n< DF,O.o I.DAp W I� LIvF LOAD 3 RD FLR. EL. — 7 - CO, REIl,IF, - _ Fp1Z IZF,I IJF SEIE WAU- 40L, TYer- � O 0 SE ✓T E SCHEDULE Zl:r10l,IGj T101.1� TIE ZP�•G.;uV I C DEP.D I-O^D W LIVE LGod-%D 1�D FLK. O W COL, REIIJF, W µ LL. -T- Ir EE �G F.DULE �— A --------v-- COL. TYPE A A A t✓ G G D lt�z _i -rte 'bp"-IN(a ICo leo Ido Ico 9 r DEAD LOAD A-)r-2 537 CaBca 0 530 1303 Com, 709 821 FO(t L I V6 LOAD 67 75 117 1011 I(oI 117 117 117 _ _ O WAJ-L- EI.F VATI OIJS G ICo U D F q _ _ w r L � USE T'E1�tSlol.l SPLI�.r. WALL AT COLUMN WALL, AT COLUMN Ot —FT-W-7 T—U— LLJ Ll al I,LLA L.LJ TYPE 'TYPE G Z Iz U 8 P P.RS 3G, P.�a.KZ -TYPE b TyrI- g TYPICAL COLUMN TYPES U 0. M � -M V r rww 0 00 r�` 0 t3�IZ 5rze. KSI 5 r- 1« ot u rn .Q u� -- --- u 20 ) 4�. 01 �r a g o v IL 0 0 -- V a CD o h C4 co to ■ lad q � .�u� �5� paot><cr I I N C O L N V DATS MAY 15, 1989 Rrimow 13 COL. TENSION SPLCE SCHEDULE ■ m I L T. 9 S4. 1 ■ 1 I'1,I'1'Il1'I�111111I'+'j'F1 N ItI�ItIIltt�i�illtllllillll'tl'l'�I���llijlllll�l111111�111,.111,1, Ia.r�rrrt��'1lItr111111IIIIlllltlll11l11111I11ltIIII11111I111.11111�111tI111111t111111111111i11t111.. _. � ' , NOTE: IF THIS MICROFILMED -- t 2 3 4 5 6 7 e 9 10i 11 I DRAWING IS LESS CLEAR THAN THIS NOTICE IT 15 DUE TO THE (DUALITY OF THE ORIGINAL DRAWING. 01 62 92 LZ 9Z S7- fZ 6Z ZZ IZ OZ 61 •1 LI 91 51 `I EI ZI 11 01 6 6 L 6 S v f .�I11unIINIhIHlnnhmlmFl�Fulnll�unluubnfllfaNlwien�anlwFINNI11H�1(d1iM��M1tIM�li(tli�lilllllll1111I1�nnlnuhlufi+altnnhlululdlndnnhnlltntbut�Itultllllnulnnhullnuhlubw�t�'it�lruUlu�wlluu�nl11u1tr♦tculul 281992FEBRUARY 30X. =- �0' - I"�W GU1•(�A rJ��F.1''I� pP.Y f'Fi V`�UR� ----- �W.J� -�— .,fir•—•- . iFIL.L `^;�Jp11.1T �I'_A!_E-fZ . � -- -J I •�' Ve' PREMOL.DE© �r21P. EXPPJJ51oN Jp11.IT �'%/i �>< I'-D" �o FILL "�/.lDI►JT SV?.�.LE'.R ) /bRE.pfsED Wv�/ELS @ I$" P TU 2- / 2-o TO I-Co I -D �IGUKIW62 GOMF'O7U►JD 7:11 +� � — �. � to _T v✓saLl. a _� �j r ` . '5H0KT WAY "10 als, WI'THlw ?WI-011Oi WALL. NOTE CONTROL JDItJ TO DE 2o'-OII O,G, N1AX. �7LAP� "fH1GKj.I � �u t5ARZS IN 5t1ALL SEC.TIOW (::;0KwE.K DETAILS SAW GL1'f .ioI Pro P.-Hw JDIwT coWc.7T?,L)cwQ ioiwT Afx�E �ETAILJo:�, APPLY IN b0'TH HoRIZ. 4 \/ERT. D12eG-rio J re _ =4 TYPICAL WALL DETAILS TYPICAL S.A.G. CONTROL JOINTS 3 STEP Ir' SLAB DETAILS 4 TYPICAL THICKENED SLAB EDGE NO SGAL.E NO SG�t-E NO SGAI.E CJD G1Ci�L rT'7 0 K Iq 02 3 F� 5`- --- - C2 dog _. _— -9. i _m I' 3 �`.p"3'-O 3,d, -d % II -O" Gol. �GHE,t7• I'-3� I'- " 11-1!0' I'-3' II-3� I'-(r1 I'-(v I-3° I'-�" I'-(o 11-(y' 11-3•' II-3' 21-II/2'I - ZI-1i2' _I�•3' o c� o , I -LIT_� 12 a -- _4 - - - -o- .o E--i 0 L �4 SA 7 1 ; ,� 1- - '�► ` T _ t O 0 2V LLJ r N I n -�u0 . a` 2, # { W +� J' +- ' _ \ IN 10(� 7 0.(/ �"I IZ D.6. "foP _ p OVER. PILEA2 , _°� xry W-102� 0 -- o,G, 01 t = z-o t = Z- qIt I �• - CL7 � 0 lop A°X �e ���' PILE GAP 20 PILE GAP fel�.E GP�P ® FI L� GAP � - � � — ,A I ��. ► f�l'z x lo" � � TYPICAL, PME CAI' SECTION7 PILE CAP DETAILS 8 SHEAR WALL PILE CAP r---� No ZGp.L _ NO SGAI_E I•? �A Ln - 1/8" LOW VEL.AGIT`( FAF2TE4ER �_P 12 O,G, LA f Q GRALIULAR FILL -I W I -TY E ANC7 DEPTH SEE�GHE ;)U P_ - G U VIA,LL SEE Tv 11 ^^ tlI 1 L.J (.— GIEI.IER.AL. QOTt=fa ,� GlOWE A TO MATCH FOK REIwr-, W V E FZT, REI N F. TYP H�A�EFL.f:GTlo� c,a 1T, ` NT. CSG �( ) V DILE GAf' j\� _A (2��S GUIJT, -- 12 4A. SENT FL GOUT, �. --�- IIJ �r.ID MARK WIDTH t2fcPTH Lowell, RI:IIJF, SrTIICRUP+rs �IIJUL.E LP.YEIZ r-. Q Gb2 d' ' E _ - U CL I-O �� GRANULAR FILL �C�• GoIJT, LA.P ZEE SPEC. I'-fig" Cr-' SPLIGF�� � GRADE BEAM AT PILE CAP io TYPICAL GRADE BEAM DETAIL I I THICKENED SLAB AT CMU WALL 12 TOP OF CMU WALL 13 CMU CORNER DETAIL NO ��^LE M C WOO WOO r-a Oq0 Z F Z • C A r~R x�1'.0 MC rC. M U1 F x J � \ 0 A 0 O N R: Ij 00 G n m u vc, C) ` O u rno I INCOLN V uATZ MAY 15, 1989 RUMON ■ I L L a weer S5. 1 ■ �, . �:,. I i I �,,.....I ( I� .`. f .I .►, III( I ��•�I�I,e'!�-'I- -L_.-� I � �-I ,-. I I . I. I � ��•�re�- I I I ( : I I I _. f t Y I ' ' 1C 111 111 III 111 111 1� 111 ill tll 111 I I I I 1 1 1 1 �II I I I III I I I I I I I 1 1 III III III ill III 111 I 1111 III 111 III III 11 1 I I I I11 III III 111 I 1 111 111 IIG' .,,. i } 1 • _ __ ( :� 4 5 6 7 8 8 10 NOTE; 1F THIS MIGROFILMED 2 """" "-- —` —'"-- DRAWING IS LESS CLEAR THAN THIS NOTICE, 17 IS DUE TO THE QUALITY OF THE ORIGINAL DRAWING. Of 62 92 Lc 9Z .Z OZ EZZZ It 611 61 91 LI 91 SI til fl dl II 01 6 9 C 9 SI--,_ Y Z 1„" 1lNtINtlnMtl�tl1111lu�tNtln11�I11111nIIttlll�fNihlnlllllhluhtidln111nLI11uIINihlulullhul{1111�UIlIuulnlllluduulullhwW�IlIuI1�IIl1UlJllllullndlllllllll�ll ItllunhnillntbullHnhnilnnlmr,�lulluttlttultmtindnnhtaln 1�J " 28,EBRUARY1992 ,