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14140-14160 SW 72ND AVENUE v a s I; Acte // D�Ly 14140 & 14160 SW 72ND Avehuc— AN INSPECTION NOTICE City of Tigard Building Department 13125 8R Hall Blvd. Tigard. Oregon 97223 Inspection Line (Rec-O-Phone)i. 6/399-4175 Business Phone: 639-4171 Inspoctiont Footing Plbg. Underslab Koch. Rough-in Appx/Sdwlk Found. Plbg. Top Ovt Can Line PIN Poet/Beam Struct. San. Sewer Framing ld 1 Poet/Beam Mech. Rain Drain Insulation -Plumb. Plbg. Underfloor WaterLine � 7 Line Gyp. Bd. -Meeh. Date Requested: /ti) _.. Tom- �1�-�M PM /y/yp S4c/ Permit. #:dVP 92-Gi 0 3J Builder• ��lT •L1�� —._ — -----THE FOLLOWING CORRECTION8 ARE REQUIRED: --�'7^-•Z-�-r-rr-t-rte .c - Inspectors _ Datet —ZAPPROVED ��— DISAPPROVED APPROVED SUS43M TO AMM Call For Reinsp. INSPEITION NGTICE City of Tigard Building Department 19125 SW Ball Blvd. Tigard, c�regrin 97223 Inspection Line (Rec-O-P Ine): 639-4175 Business ^::_^a: 639-4171 Inspec:tion:�� � � -- Footing P1 Undereleb Mech. Rough-in Appr/Sdwlk Found. Plbg. Top Out Gas Line FINAL: Post/Beam ;9truct. San. Sewer Framing -Bldg.. Poet/Beam Mech. Rain Drain Insulation --Plumb. Plbq. Underfloor Water Line Gyp. Bd. -Nec . Date Requesteedt hddreee: �7��!/n ~� _ Permit OtdilP 2 Builder: TBE FOLLOWING CORRECTIONS ARB REQUIRED: : Y Inspector: =�.- — Date: APPROVED DISAPPROVED APPROVE D SUBJECT TO ABOVE Call Fur Reinap. S I"'E W 0 R!-, 1.0,1TYOFTIGARD RD PERM I T '-kAMUN[TY DEVELOPMENT DEPARTMENT ORMON PERMIT #. . . . . . . siTc)2--o001 .,)Vv HWI Blvd. F O.Box 23397,Tigairl,Oregon 97223(GW)630-4175 --------- --CT-TT=77-301=0. TF ADDRESS 14 i 40 SW 72ND AVE PARCEL: 2S112AA--00100 .jUBDIVISION. . . . : ZOWING, I-H DLOCK. . . . . . . . . . : LOT. . . . . . . . . . . . . 'IYF"'E. OF WORK:NEW PAVING?. . . . . . . . . :Y RESO. NO. : 1:7XCV JOLUI'IE. - Cy GRPDING... . . . . . . . :Y VALUE. . . �- lLL VOLUME. . Cy LANDSCAPINW). . . . Ily ENG FILL?. . . . . . zN SITE PREP?. . . . . . ..Y SOILS RPT REQD? :Y ST9RM DRAINS?. . . CY IMPERV SURFACE. - :220000 s1' Remarks : Site prep, paving and i.itilities for 2 tilt-UP wvarehoi-tslr b1dqs- Permit incll-tdes all sewer lines, .,to,--M lines, catch basins & paving. Uwnpr: FEES _____________ SPIEKER iDARTNERS type amol.tnt by date reept OPMT $ 733. 00 JLH 02/28/9 - I-to BOX �1909 a' '5P(-,T $ 36. 65 JLH 02_/2A/92 -- PORTLAND PORTLAND OR 97`2,8 PLCH, 1- 476. 45 JI-H 081E'811& - qSDC $ 21 3 5,?0. O0 JLH 1212128/92 Phone #- Contractor: L. SLHIEWE & ASSOCIATES 1024 NE DAV TS PORTLAND OR 97232 PI-ione It: 2`34-6617 It 24766. 10 TOTAL Req #. . : 54105 REQUIRED INSPECTIONS This permit is issued subj%ct to the regulations contained in the 1-D-osion Control ------ Tigard Municipal Code, State of Ore. Specialty Codes and all other Excavation lnsp applicable laws. All work will be done in accordance with Fill inspection approved plans. This permit will expire if work is not started Grading Ins within 180 days of issuance, or if work is suspended for more Strm Drain I n s p _ than 180 days, F: inal Inspection e r mitt e e S-i q T'A t 1-W e By ! ------- Call for 1tisf:)ection - 639-4175 LAG`=�1._'-r►J F�A.Q.l�M CT's<LS Y p1J �c� ,y�a.2 S2ti-� A.S� Wn.S,-� I ►JV,�U►J Gc=�c I- t= L G •�=c S R17oc- �� P�ncS O SG,r��rrL Cay►`1G, To c- 4, 15504 2.�•r� lac.-..-�-"� OREGU RECEIVED MAR 0 61992 COMMUNITY DEVELOPMENT �r G_�o� 6L�51►�r C-T'tL. �7•a "ice__ By 1L. \Go1Z�w r DATE __� �<ZM � P``r�/�.0-•E, Iia 1.)I•�.l..d'! �1�_ JOB NO. MACKENZIE ENGINEERING INCORPORAT'E'D 06905VV BANCROFT STREET PORTLAND.JREGON 9720!150312.4 9580 3M f._�OF P O BOX 119039 PORTLAND,OREGON 97201 FAX 15031 228 1 285 MACKE,11E ENGINEERING INCORPORATED 990 ALL RIGHTS RESERVED J 1`RU�CCI:— bESIGN FREQUENCY: CESIGNFb AY: bralu1e003tin Runnff Equly, Arca lnlal lime of Intal Average bes�rt nverl Pipe Capaclly Velocity Cnelf. for 1f107i brnlnnRe Cnncenl, lime of Rainfall bltcharlr, Slope Slte flf\dlri fl full Lrrr{th PIVC Area iron(*% Arra orConceol. Inlen%ity Q n` No. Flnw Ihnc Q�MAa`Gg Ol a M % Inchrs cls 1pt feet hlsq. curs acres minutes mhnrles 1ncllllrt• cis s A _ _.— L N O. ---- - --- --- 1. '1.25 2•C� 1 ,`-t• _ —__.------- 7 Z _.— � -� 2•lei� e.•TL 11 0.2-9 a•ti o.2 I 0 2 _ I 0.71:` O.tq d,2� t t HO ii.— 2.OL 3.15cD 1 0. V) _ _r__-----•- 1ti 1q O 1G -- DESIGNEII BY: _ DATE: --- ITOJEGi: bESIGN FREpUENCY -- _ ( Utaloale Bail n Runn►f Emuly Area "Intal "IIme of lime of Average Dl�ehar�e, Slnpe �:he Flowing Flowing 1 engtlt Q Ifo[ Area coelf In? 10096 Dralnnge Concent_ rull full n► tjJ No. Rtmoff Area of cmtcenl. IntensllV rlow Ihne _ RBMA0.�-'b (3) x(4) acres minules minules Inchftu. efs ^6 inchr, cfs fps feet f4joX acres _ 3 4 — = 1"I x•11 0.'1 o. Ir o. 1 Y�2. zao14,0 10 10 Odb H• 1 35 sZ N."e) .11 L15 H.lsg. 1•.Sp IL tl.'1?r ,lr 7Z. 3S_- p.lt� _ ----- L t3 0.'y1 -- 1.15 B 27-c' i:�SU -1c� 0.1 z3A p' — M t•. p,7.fi o•nU O•�-' o•L "7 2•C.b O.C,1 tl C• Z. 1'1 tW,b __ y 1.10 7•q 'S� Ma 10 �,� �� Z•�I ^'I.aj 1,10 1':l �l. 5 .q- �U (.I•F�I _--_- ---�- r r•I Z .1(� —- u �1 0.*0 o.nS D 3'_I c�.�i ? � a•C.D o•q'L z,L"s `'i _wT-- y O_n1L '�•H � 1.17- 'v•"II H5 -s•I• - Ct.S'? 2•-11 1 .L 1,13 '1.r,1 2'S L-1 1S 12 3_3,M H• CIS) ) O.ii 32 — - I'Ru�FCI; t)ESIGN FREouENCY: IIESIGNED BY: DALE: Dralnagellasin Rurmff Equiv. Area Inial Ilme of Total Average Design river# Pipe Capacity Velocity Q DIOL /ueR eoerr, rnr ION Oralnage Concent, 1,me of Rainfall t)lschargr, Slop. Slre Ftowing flowing i enRdr Itunoff Area or Cnncent. Intensl#y ►utl lull F►+7t1 Nn. nMC f tow 1 hnr 1ASLS Q 171 ■1�1 Q6NL-"� ---- acres acres minutes minutes htch�ly, cls % inches efs fps feel Mso. R 3'sO•''� C.n O.3r-r o•3ti z 7 2. O dZ l,3fi t .°1 N U•l 1 S 34 O,b t�.qr� 0.20 0.20 -I Z, o.Sj 3.toU 3Z l•tot A4.101 0.�� 1�j H.9S A4 01% ;)t7 S rSfi c�.as c.Sri n•y# �. "\L g'22' c� '1� 1•'-t°I Sv o.11_ �_�� �Sk Z-'-I 5 14.3 U.S 1 3Q O.Z°� o.=+U o,Zt_ o•z� Z -7 L•t.Ya U•CoU 16.3 lm 2•teo \'s.7_ 1p Z•Z L O. r-IU S '�(. O•'15 1 pa '1.9 tto cr —! do s.z3 9 _ ,U b _ c 0.%6j o c3" ►�r OAO 0.25 ' y. O.toL O, tV \. 4.') 11 2 10 O.�\ O �\ z '� 2•rSP� a.z°\ o,s tr o.r-►2 .\ w o. 13 a°, to ,c x�st . t?3_,. z.ow E5 17- TABLE IX RAINFALL INTENSITIES FOR EAST WASHINGTON COUNTY (for Ranges 1 & 2 West) Rainfall Inten.,ity (inches/hr) TIME OF STORM EVENT - YR/(PROBABILITY) CONCENTRATION _ (MIN) 2 5 10 25 50 100 (50%) (20%) (10%) (4%) (2*) (10,61) 0 1.90 2.50 3.00 3.40 4.00 4„50 5 1.90 2.50 3.00 3.40 4.00 4,.50 1C 1.30 i.70 2.20 2.50 3.00 3,.50 1p 1.10 1.40 1.80 2.10 2.50 2.90 20 0.90 1.20 1.50 1.80 2.10 2.40 30 0.75 0.95 1.20 1.40 1.65 1.90 I 40 0.60 0.75 1.00 1.1.5 1.30 1.60 50 0.55 0.70 0.85 1.00 1.15 1.35 70 0.45 0.53 0.70 0.82 0.95 1.10 100 0.40 0.45 0.55 0.67 0.75 0.90 180 or 0.35 0.40 0.50 0.60 0.70 0.85 more 42 - �1c` 5e14.ee��S'p� (:)pi1 P�pel�we tv� ��a,,.TE �S aPyµ.��.4 S tC\��CP(1S1 N IgG1 lnlrn':"�eb� a�W� 411A 35 C2 9- M ZZ. 9- 23.E M 193 . ,3 l 5►� : 1�qo,�- Ate. 04, 9. 'r M 33 vNr-li4t. Mt = I z1, -7 c7\ G I N F e y r—AoVT 4ZFqV LC 15 004 f-kN r3,I f9►M n1 -2E- N P \ 591, C,L 613/4 -x 7 6k:._ _ 8Y i r DATE I �� MAcrENZIE ENGINEERING INCORPORATED JOB NO.---- �';_--�_L 0890 SW bANCROFT STREET PORTLAND.OREGON 137201-0039 15031224-y380 SHT Kt-L— OF[LIU PO BOX 89039 PORTLAND OREGON 91201 FAX 15031 228.1288 � INCORPORATE MLL2! OREESRRiEO D _ �M v y}1.�r� 23,CO 7� - c'L �3 x Z31�tr Co U S -- T 2�, , � � rpt _ , >��, ► �. X74 3� x z z ►.5 �v,- 4- _ lroov V I ''Z 9 _1 —���——� — •' �' hal - Z 2 S, Z r1,4- : 2 3�•9 59 �,g 51 I' By DATE JOB _ JOB NO. MACKENZIE ENGINEERING INCORPORATED SHT Y OF - - 009(j 5 W BANCROFT STREET PORTLAND,OREGON 91.01-0039 15031 22a-9500 IAACRENZIE ENOINEERMO INCORPORATED PO BOX 69039 PORTLAND,OREGON 97201 FAX 15031 228-1285 O 1991 ALL RM3HT5 RESERVED_� BBWKIWA z Z4, 7-- H H 4x I &JTE12wrz S�I�A'►�- �� - 32 . '� L00014,01 i p WT G 3/ r•3'i �� = 2,vg I�S� 1 39' i 1� 39, � -;-L.9.%v) I Z- —dD�a - 2Z6 ,a 1, =zaz,,, 7 L 24 2. v 3, li or �M ifp'G ra I v `. '1 r�^r, DATE 119 JOB NO. (aZy MACKENZIE ENGINEERING INCORPORATED SHT 0890 S.W BANCROFT STREET PORTLAND,OREGON 97201.003918031224.9580 OF P.O.BOX 88039 PORTLAND.OREGON 97201 FOX 15031228-12815 A4ACKHNL�&'OlmeRR�1O INCORPORATED tgo,ALL RIGHTS RESEINED I" i i M� Z77,k' T M , zoo.1.0 rryq,� Ex r, SO F fff V = Z1 ? � M Ar,,,. = 2ZZ•q 41. 4- M _ C 41 . 4� — 9, 9-7) 2c.o 9.' r-W 3)1 1 cc — q9, + = v4e!), 5 Loo 117E) 33 - (0 3,� P� r/ 1 X1, 5 ►'� = 41 -1 r-,.9 S _ Z�v?-4 _= 13 3 GSLto"' X IGj '&_ , 39 1�.� rw Ell _ BY � N T� DATE JOB NQ MACKENZIE ENGINEERING INCORPORATED sNT fib¢ of 0690 S.W BANCROFT STREET PORTLAND,OREGON 97201-003916031224.9660 PO.BOX 69039 PORTLAND,O4EGON 91201 FAX(503)228-1285 ENINN691MN01NCp11'Ot1AtED� tN�ALL RK1M1>!al9pg tA M K z 54 , _ -N1 AX ��S M-� fu►�r��t- 5��. r M+_ 38• z - 111 z� C — . 11-7e 177, (a G 3� x 340 39 x Cv--T. v - Z4-• 2- I I NT. z. 32. 41 = ZSG . 1 > 2,^c2 59- L gL 4, r tj By �.S DAA I f 19z, r MACKENZIE ENGINEERING INCGRPORATED JOBNO. 2�j 0696S W 8ANCROF-T STREET PORTL AND OREGON 91201 )039/50:3)224 4560 SHT. OF PCl 8OX hq0 9 P(lRTLANO,OPE(JI'N 97 21 1 FAX 15031 228 1295 MACKENZIE ENONEERNOINCORPORATED - '� 1001 ALL ROWS RESERVED-� r v AVL- ?�3,1Qv T BY a, v -- -� --� DATE JOB NO. MACKENZIE ENGINEERING INCORPORATED Cr, (A 0690 SW F,ANCROFT S T REFI PORTLAND,OREGON 97201-0039 15031 224.9580 SHT. ._�Q OF PO BOX 69039 PORTLAND,ORECiCN 91201 FAX 150x1 220-1285 �� , C491KAN I E 9 HE RMI ORPORATED V p M dr yb r4 &4 tin 10 2 G• p )) A a• gMIL G L ism I I i . T T -�`- e5f �.� ►f i V Fan ►h a amtw" J Zoe 'x7 rA x Vim,,,,, �R. B _ — I I Z-7 W4 125, 7 19,33 54(o,4- 1r->2,E3 (o 3/4 x IA- - gM ►0 15 I ►I9 < 1, �ZD,� S 3� Z7- 3 3rm I I 7- 5e;, I f 5r1.4- Z. .9 3, 4 Z►'�. BM.2 _�o-r9 1 .515 30 0�9• Co 14000 60-3/4 'v is z-- 9171,9'►1, t 5 lw gwt Z23, 3 2 16 c a 60 yd V 3 21 (000 3'd )9% 7 '3 , F�M 2.Z9,5 tJ&i Z-1 991. 1 Z 13A v I r:7 P,-M I►0 44, 'zj — N 19 2. 3 06 1 -2-00 f i 9Y J rJ DATEFr 1 -'-�+—�`— MACKENZIE ENGINEERING INCORPORATED JOB NO. Z-'? 0890 S.W.BANCROFT STREET PORTLAND.OREGON 972014039(")224-9880 SHT =��,�►�— OF PO.BOX 890.19 PORTLAND,OREGON 97201 FAX(503)228.1288 VHW ENOMIE[f1NO Mrlx WORATE0 � 11N/ALL RIOHTd RESpNE0 �, = 13 4 ►.� � mow - 94 .E BY —— DATE a. 3 JOB NO. MACKENZIE ENGINEERING INCORPORATED 3HT. �^ OF J %90 SW BANCROM STREET PCRTLAND.OREGON 97201-0039 15031 224-4.580 Po Br)x 89039 PORTLAND.OREGON 9'201 FAX 15031 228-1285 MACKENLIE ENOME:FMO ANCON-PONAtED� T i"i ALL ROGHTB PF9ERVED-� I 14 1 , % J yr y� G'•l I l � C•I Gr t 'a 1� —.�) C'f �,.. �yyG5�' Co�-lk3"'L 1 Flo 37- , - G 7`- A Z - I,S7 o Sca k < UX qtt c.� µ,,Ju 3 ,'3'7S_ 17 7 < 75 1,7 9L. -- I ��—/ --- --� 8Y OATE EllPO MACKENZIE ENGINEERING CORPORATION JOBNO.,k•90 SW BANLROFT STREET PCjRTIAND OREGON 97201 M3915011224-9580 SNT OF 9C1X 89039 PORTLAND.OREGON 97201 FAX 15031 228.1285 I MACKENZIE ENGINEERING INCORPO-PATE 1 1D91 ALL R10NTS RESERVED 1 �YP. H4NG � �.. 77 _ OIL k51 < .C.,Sb lc S! bIC ��77 2 C ,oma_,) z „ct(o 9"b,,[% A !' 7 � M= � �C�- 9c � � o a1rU14:� l.✓ _ , c•!'S ZS7s�� Zrllk 3(-'►3) 3 7G� ZZ leS� n l� C G�L-aM N S TX -7 x Z GG,KC � � \7\7 I lr r11�z-. o �713C44.5 1 2 / q / I By DATE_ JOB NO. ��(=cZ•y.� MACKENZIE ENGINEERING CORPORATION SNT OF 0690 SW BANCROFT STREET PORTLAND OREGON 97201-0039 15031 2,14'a5Fri PO BOX 69039 PORTLAND,OREGON 97201 FAX 15031 228.1285 M CNLN2IE ENOINEERINO INCORvgRA•ED '� t991 All RI(3Hf5 RE9ERVEl7 t OFc _ uLt�' CA*jT L)c-,E- tNI C� P,+jT. �L 3 I ` r.'�� l� z M� 4- '2 91-11( � ¢ 57 5 D — 3 —5 iNr',.t G T 1i 19 +7(Y3.19L t�N T1 — BY J� _ DATE �--r-9(-- ---' JOB NO. �� ��',�-=-L-- MACKENzIE C NGINEERING INCORPORATED SHT. �L OF LJ 0650 SW BANCROFT SI FEET PORTLAND,OREGON 97201 OO:,915031 224.9590 PO BOX 69039 POFTL.PND,OREGON 97201 FAX 15031 228-1KENZIE ENGINEERING INCORPORATED'D 1991 ALL RIGHTS RESERVED Ute a� G� A-T- 8L�_ G -47c S+r-%E FtiC fir- 4/41 ,"1 cll 14 Z- C �J = lzDv - P�►'1 I QP = \r 7--3 , zZI a G, .-,)i1 N o < R,�►� 99 - ' _ ✓�1 Ili _ i BY -- CATE — ------- — - -- ---- -- JOB NO. MACKENZIE ENGINEERING INCORPORATED SHTWZ of _ (:890 S W BANCROFT STREET P(,—"AND OREGON 97201-003915033,124 9560 PO,BOX 69039 PORTLAND.OREGON 97201 FAX 15031 228.1285 MACKENIJE ENOMIEEPM,G NCORMAATCD ippt ALL ,,,TyR&�ENVED - F3 M 4 x 2 1 = 44Co "1 � 41 , g �1 = z10, z 2Z7 . Z )1-7 x- ACT0AL LID)--- � Q 121 A,, AcTva-L L D T- 0k. BY DATE ' JOB NO. MACKENZIE ENGINEERING INCORPORATED of"or SW BANCROFT STREET PORTLAND OREGON 97201-003915031 22a U56V SHT U OF LTA P() BOY 69039 PORTLAND OREGON 97201 FAX 15031 228-1285 MA�C�cENLIE ENGINEERiN61NCORPORATED '� 1pY1 ALL RgHTS RESERVED 2 rL . I 41� - c �. o22 zoo i DATE -- -- -- ---------------------------- � JOB NO. — MACKENZIE ENGINEERING INCORPORATED SHT 14: OF - c690 SW BANCROFT STREET POPTLAND.OREGON 9720140039(503)224.9580 PO BOX 99039 PORTLAND.OREGON 97201 FAX(503)228.1285 MACKENIIE EEX3MrEERM6 INC011PORAtED, i i ALL RpNTg RE9ERVEU rill! IWAT I(o A . 2 '7, 'A 16�4kIZ M ;r 8 — paM 9 �rZ - i 4- 1 4 9 G x I/ — FSM li c�� 12�.Co 44f,-, 344 2- V cx- R r I SZ91 VIL A-tt. - z?► . � r M I4 5rkI c1� �3,a �� ►Z � Lo c ) Ar � ¢ -----_ — _._ BY ^ 9=-- DATE -- _. _ -- —�_ --- JOB NO. — MACKENZIE ENGINEERING INCORPORATED Q\, BHT. OF 0990 S W BANCROF T STREET PORTLAND.OREGON 97201-003915031 224.9 PO BOX 69039 PORTLAND.OREGON 97201 FAX 15031 228-128.5 AALL NG MTSRENOPPORATFD ® pDII M � �� � 37r� L41GaEl� jN►AN c �— � J ,f x4C '/Z- 2 /ZZ 7, �L rL 1�n :- 13j9 C 1. (o 214- - Sa. - �-7 2, zr 5'13 , 1 / 3 CI✓ (o -2- 9 SLG X40 v I LIE I -�/ N-� .7--- BY�'Y---- DATE_ I r — -- — JOB NO. '7q �27—(.1 MACKENZIE ENGINEERING INCORPORATED NilOF 905W BANCROFTSTREETPOWLAND OREGON97201-0039(5031224-956,"I r SHt. I?11(e OF PO BOX 69039 PORTLAND.OREGON 97201 FAX(503)228.1285 I 0 tq(;ALL IE ENGINEERING REBENG I oR�RATE� N.B.C. CONCENTRATED LOADS: CONCENTRATED LOADS: P - 1 OL - 3.36 kips P - 1 DL a 6 ,38 pksips LL - 6 kips LL X . 6 ft X - 7.5 ft P - 2 OL - 3.36 kips P - Z OL - 3.36 kips LL - 6 kips LL - 6 kips X 15.5 ft X = 14 ft P - 3 OL - 3.36 kips P - 3 DL . 36.36 kips LL = 6 kips X 22 ft kips X - 23.5 ft P 4 OL - 3.36 kips P - 4 OL - 3.36 kips LL - 6 kips LL - 6 kips X - 31.5 ft X - 30 ft p - 5 OL - 3.36 kips P - 5 LL - 6.36psips LL - 6 kips X 38 ft X - 39.5 ft P - 6 OL - 3.36 kips LL - 6 kips X - 47.5 ft 12.5 ft I <------' { <--- hinge BM-1 1 BM- L - 6 75r. 36 s ' 65. 14 k IL° .j-L-� 18.72 k 19. 1 k ; <-------------- 39.5 Pt 49.S ft Beath Mark. 1 ------------------ BEAM SIZE 6.75 .. 36 GLU-LAM BEAM - DESIG14 CRITERIA ------___ ------------------------------- 1 . Allowable Bending,pai Fb - 2400 Bending stress: +M fb 1844 psi for +M 324.06 k.- ft 2. Allowable Sheer, psi Fv = 165 -M fb --2399 psi 3. Mod of Elasticity, psi ' E - 1800000 for -M --230. 16 k-ft 4. Duration of load factor - 1 . 15 S. Live Load Deflection L 1 Shear stress; fv - 173 Psi 6. D+L Load Deflecti011 L 1 for V - "8.08 kips 7. i_!rbraced top edge -/ " in region of +M ( ft ): Lu 0 Dead Load Deflection 611 in - 8 . Unbraced bottom edge Live Load Deflection 1 .091 in in region of -M � ft > Lu = 0 e L S44 9. cff span lgth ratio le. lu= 1 .3- � hl i 10'. Allowed overst^ess (1: )!100- .01 D+L Load Defl.ectlo , - 1 .702 n 11 . Exact Bear WIDTH ( in ): b - 6.75 - L/ 349 Allowable bending 5tre55: for +M: Pb = 2442 psi for -M: Pb = 244:: psi CANTILEVER DEFLECTIONS ------------------------ RGHT CANT: DL Defl = .001 in RGHT CANT: LL Defl - .007 1n RGHT CANT: D+L Defl - .003 1n Beam Mar k Z `�4i. �p r1,. �. � �(i•, GLU_LAt_t-BEAM -_-DESIGN-CRITERIA BEAM-'SIZE 6."� �22 .5 1 . Allowable Bend1 p51 Fo - _400 Bending stress f+M f 216996p51 2. Allowable Shear, ps - Fv - 16� 3. Mod of Elasticity, p51 = 1800000 -M fb 0 psi 4. Duration of load factor - . 15 for -M - 'D k-ft S. Live Load Deflection L / 1 : �,-7 6. O+L Load Deflection L / 1 S r stress : fv - 185 p5 7. Unbraced top edge for V kips in region of +M ( ft ) Lu 0 8. Unbraced bettor edge Dead Loa efl.ection . 15 in in region of -M ( ft ) 0 Live Load Del ction. .268 in 9. Eff span Igth ratio. e/lu- 1 .92 L/ 1 08 10. Allowed over5tr ( % )/100- .01 D+L Load Deflection .418741n 11 . E.Kact Bear H ( inn b 6.75 Allowable bending / stress for +M• F'b = 2573 p5'1-,, for -M: F'b 2S73 psi N.B.0 CONCENTRATED LOADS CONCENTRATED LOAGS P - 1 DL -= 3.36 kfps P - 1 DL = 3.36 1 10 5 LL = 6 1..1135 LL - 0 115 X 7.5 ft X - 6 ft P - Cl 3._'6 1 1133 P - 2 3.76 F 105 LL = S lips LL 0 kIP5 15.5 ft = ld ft I F - DL s F - 3 DL - 3.36 1 1ps LL = b fps LI_ - 0 1 1p5 ft L 1C)9 'F l 'FIB LL = 0 'NF1 i . -0 t i P - 5 DL = 3.36 kips P - S DL = 3.36 kips LL = 6 kips LL = 0 kips x = 39.S ft x = 38 ft P - 6 DL = 3.36 kips LL = S kips X = 47.S ft 12.5 ft 1 <------> 1 <--- hinge BM-•1 ) BM- Z 6.75x 37.5 5. 125x 1S 1 1 22.86 k 43.38 k 6.72 k 1 I ----------------------i! <----------- ------------ 49.5 ft 39.5 ft Beam Mark: 1 - GLU--LAM BEAM - DESIGN CRITERIA BEAM SIZE 6.75 39 ------------------------------- 1 . Allowable Bending,psi Fb - 2400 Bending stress +M f p s 1 2. Allowable Shear, psi Fv = 165 for +M - 312.4 k-ft 3. Mod of Elasticity, psi E - 1800000 -M fb =7i4P---p51 4. Duration of Load factor - 1 . 1S for -M =-194. 1.6 k-ft S. Live Load Deflection L / 1 o t 6. D+L Load Deflecticn L / 1 Shear stress : fv - 142 psi 7. Unbraced top edge for V 23.94 kips in region of +M ( ft ) Lu = 0 8. Unbraced botLom edge D-,d Load Deflection = .541 in in region of -M ( ft ) : Lu - 0 Live Load Deflcctlon = 1 .887 in 9. Eff span lgth ratio 1e/lu- 1 . 92 L/ 314 10. Allowed overstress ( 9: );'100- .01 D+L Load Deflection - Z.428 in 11 . E,<act Beam WIDTH ( Ln ) b - 6.75 = L/ 244 Allowable bending stress for +M: F'b -4*94- psi for -11• F'b - +i*}+ ps1 iANTILEVER DEFLECTIONS ----------------------- i RGHT CANT DL Oefl - .001 Ln RGHT CANT Ll- Defl --1 .5:9 in RGHT CANT D+L DefI --1 .529 Ln Bean Mark 2- GLU-LAM BEAM - DESIGN CRITERIA BEriM SI:E 5. 125 15 1'. Allowable Bending,psi : Fb _ 40Z Bending stress : +M +M = 36096 pklft 2. Allowable Shear, psi ' F'v _d5 for E 180000 -M fb = 0 psi 3. Mrd of Elasticity, psi for -M = 4. Duration of load factor m 1 0 k.-ft S. Live Load: Deflection < L / 360 6. D+L Load: Deflection < L / 240 Shear stress for fV = 6372 Psi kips 7. Unbraced top edge in region of +M ( ft ): Lu = 0 Dead Load Deflection 668 in 8. Unbraced bottom edge in region of -M ( ft ): Lu = 0 Live Load Deflection = 0 in 9. Eff span lgth ratio; le/lu- 1 .92 10. Allowed over5tretion/ )/ 668 10Din 11 . Exact Beam WIDTH ( in ): b - 5. 125 = L/ 485 Allowable bending stress for +M: F'b - 2341 psi for -M: F'b - 2341. psi CONCENTRATED LOADS: CONCENTRATED LOADS: CONCENTRATED LOADS' P - I DL - 3.36 kips P - 1 OL - 3.36 kips P - 1 OL - 3.36 kips LL - 6 kipsLL - 6 kips LL - 6 kips X = 1.5 ft X - 4 ft X - 2 ft P - 2 DL - 3.36 kips P - 2 DL - 3.36 kips P - 2 OL - 3.36 kips LL - 6 kips LL - 6 kips LL - 6 kips X - 9.5 ft X - 12 ft X - 10 ft P - 3 DL - 3-;G kips P - 3 UL 3.36 kips P - 3 DL - 3.36 kips LL - 6 kips LL - 6 kips X - 17.5 ft X - 20 ft X - 18 ft P - 4 OL - 3.36 kips P - 4 OL - 3.36 kips P - 4 OL - 3.36 kips LL - 6 kips LL - 6 kips LL - 6 kips X - 25.5 ft X - 28 ft X - 26 ft P - 5 OL - 3.36 kips P - 5 OL - 3.36 kips P - 5 OL - 3.36 kips LL - 6 kips LL - 6 kips LL - 6 kips X - 33.5 ft X - 36 ft X - 34 ft P - 6 OL - 3.36 kips LL - 6 kips X - 44 ft i0.5 ft 12 ft � hinge ---? : <------> I � .------?I <--- hinge BM-2 I I SM-3 I I SM-4 8.75x 21 6.75x 34.5 6.75x 21 I I I leit 56.68 I, 58.95 k q,,6 4. 15.42 k. 18.72 k ' ---------------, II <-------------------- I <------------------------ --------- 37.5 ft 37.5 ft 50 ft Beets Mark 2 GLU--LAM BEAM - DESIGN CRITERIA BEAM-SIZE 6.75 21 ------------------------------ Allowable Bending,psi Fb - 2400 Bending stress: f - ++h fbor +M a-&44 96kft ps _ ' T 2. Allowable Shear, psi : Fv - 165 -M fb - 1 psi 3. Mod of Elasticity, psi : E - 1800000 for -M - 0 k-ft 4. Duration of load factor - 1. 15 S. Live Load: Deflection L / 1 S. 0+L Load: Deflection L / 1 Shear stress: fv - 11: psi 9•'SV for V - l�a. ios 7. Unbraced top edge / in region of +M kft ): Lu - 0 S. Unbraced bottom edge Dead Load Deflection - .5"a2 in in region of -M ( ft '! Lu - 0 Live Load Deflection - .95 in 9. Eff span lgth ratio leilu- 1 .92 - L/ 341 ��L 10. Allowed overstress ( °: )/100- .01 D+L I.:,ad DeFlect.ton = 1 .482 in 11 . Exact Beam WIDTH ( in ): b = 6.75 = L/ 218 Allowable bending sty-ess: for +M: F'b = 2593 psi for -M: F'b _ 2593 psi Beam Mark 3 ------------------------------ --------- GLU-LAM BEAM - DESIGN CRITERIA BEAM SIZE 6.75 x 34.5 1 . Allowable Bending,psi : Fb - 2400 Bending stress: +M fb = 1050 psi 2. Allowable Shear. psi : Fv - 165 for +M = 117. 19 k. ft 3. Mod of Elasticity, psi : E - 1800000 -M fb == 1 4. Duration of load factor - 1 . 15 for -M264.28 � -ft S. Live Load. Deflection : L / 1 G . O+L Load Deflection < L / 1 Shear stress : fv - 184 psi 7. Unbraced top edge for- U = 28.6 kips in region of +M ( f' ' ' Lu = 0 8. Unbraced bo►:,_,m edge Dead Load Deflection - .268 in G=(� in region of -M ( ft ): Lu - 0 Live Load Deflection = .479 in 9. Eff span lgth ratio: le/lu= 1 .92 - L/ 1253 10. Allowed overstress (% )/100- .01 O+L Load Deflection - .747 in 11 . Exact Beam WIDTH ( in ) b - 6.75 - L/ 803 Allowable bending stress for +M: F'b - '2454 psi for -M: F'b - 2454 psi CANTILEVER DEFLECTIONS ------------------------ IFFT CANT DL Defl - . 11 in LEFT CANT LL Deft _ . 197 in LEFT CANT D+L Defl = in RGHT CANT DL Defl - .213 in RGHT CANT: LL Defl = .3B in RGHT CANT. D+L Defi - .594 in Beem Mark 4 ----------------•-------------- --------- GLU-LAM BEAM - DESIGN CRITERIA BEAM SIZE : 6.75 1 . Allowable Bending,psl : Fb - 2400 Bending stress +M fb 2440 psi 2 . Allowable Shear, psi : Fv - 165 for +M 100.9 F -ft 3. Mod of Ela8t1C1ty, p51 27 = 1800000 -M fb - 0 psi 4. Duration of load factor - 1 . 15 for -M - 0 k-ft S. Live Load Deflection L 1 G . D+L Load Deflection L 1 Shear stress - f. - 163 psi 7. Unbraced top edge for V - 15.42 Lips in region of �M Ift ) Lu v7 8. Unbraced bottom edge Deed Load Deflection - .083 in in region of -M ift Lu Live Load Oeflec`. i -�n - . 148 in r, 'r, rM 9. Eff span lgth ratio le/!,j- 1 .92 L/ 2064 10. Allowed overstress ( % )/100 .01 D+L Load Deflection = .231 in 11 . Exact Beam WIDTH ( in ): b - 6.75 = L/ 1323 Allowable bending stress - for +M: F'b = 2593 psi for -M: F'b = 2593 psi N.B.C. CONCENTRATED LOADS: CONCENTRATED LOADS: CONCENTRATED LOADS: P - 1 OL - 3.36 kips P - 1 OL - 3.35 kips P - 1 OL = 3.36 kips LL - 0 ktps LL 6 kips LL - 0 kips X = 1 .S ft X - 4 ft X - 2 ft P - 2 OL - 3.36 kips P - 2 OL = 3.36 kips P - 2 DL - 3.36 kips LL - 0 kips LL = 6 kips LL - 0 kips X - 9.5 ft X = 12 ft X = 10 ft P - 3 DL = 3.36 kips P - 3 DL - 3.36 kips P - 3 DL - 3.3R kips LL = 0 kips LI- = 6 kips LL = 0 kips X = 17.S ft X - 20 ft X - 18 ft P - 4 OL = 3.36 kips P 4 DL = 3.36 lips p - 4 DL = 3.36 kips LL = 0 kips LL - 6 kips L.L - 0 kips X - 25.5 ft X - 28 ft X 26 ft P - 5 OL = a.36 kip! P - S DL - 3.36 I,tps P - 5 DL 3.36 kip, LL = 0 kips LL - 6 kips LL = 0 kips X = 33.5 ft X - 36 ft X : 4 ft P - 6 DL = 3.36 kips LL - 6 k ins •( - 44 ft 10.5 ft 12 ft. hinge --- I ------- I ----- I <--- hinge BM I I BM-4 S. 125x 16.5 6.7S:-. 36 s 5. 125-. 1S 6 .72 l 39.07 k 38.44 I 5.53 k I :----------------------- -------------------- ----•-----•------------ -- 37.5 ft 50 ft 37.5 ft Beam Marl 2 GLU-LAM BERM - DE=ISN CRITERIA BEAM SITE 5. 1:'5 15.5 ------------------------------ ---------- 1 . Allowable Der'ding,psi : Fb - 2400 Bending stress: +M fb - 1907 psi 2. Allowable Shear, psi Fv - 165 for +M - 36.96 k-ft 3. Mod of Elasticity, psi E - 1800000 -M fh I ngi JRKJRKI 4. Duration of lead factor = 1 for -M = a k-ft S. Live Load Deflection L ! 360 6. D+L Load Deflection L 11 240 Shear stress ' fcrfv - 915. 15P51 7. Unbraced top edge kips in region of +M ( ft ) Lu = 0 Dead Load Deflection 1 .444 in 8. Unbraced bottom edge 1 region of -M ( ft ) Lu 0 Live Load Deflection = 0 in 9. E. f span lgth ratio: le/lu- 1 .92 10. D+LowLoadverDeflection•• )-1044:01 -n - L/ 724 11 . Exact Beam WIDTH ( in ) b = 5. 125 Allowable bending stress for +M; F'b - 1316 psi for -M: F'b = 2316 psi Beam Mark 3 ------------- GLU-•LAM BEAM - DESIGN CRITERIA BEAM-SIZE : 6.7S x 36 -------------------------------- 1 . Allowable Bending,psi � Fb = 2400 Bending stress +M fb 2 . Allowable Shear, psi Fv = 16S for +M -,2;77.1817 k-ft psi E = 1800000 -M fb =_ psl .3. Mod of Elasticity, for -M =-94.8? k-ft 4. Duration of load factor = 1 . 15 S. Live Load Deflection L / 1 G . D+L Load- Deflection L / 1 Shear stress fv = 179 psi Unbraced top edge for V 28.99 kips to region of +M ( ft ): Lu - 0 = Dead Load Deflection 236 in 8. Unbraced bottom edge in region of -M ( ft ) Lu - 0 Live Load Deflection = In 9. Eff span Lyth ratio I.e.'lu- 1 .92 = L/ 267 483 in 10. Allowed overstress _- ( : )-100' .01 D+L Load Deflection - 2. 231 11 . E.�act E-am WIDTH ( in ) b - 6.75 Allowable bending stress for +M: F'b = 2442 psi for -M F'b = 2442 psi CA14TILEVER DEFLECTIONS ----------------------- LEFT CANT: DL Defl = .097 in LEFT CANT LL Defl --1 .515 in LEFT CANT D+L Defl =-1 .418 in RGHT CANT DL Defl - . 188 in RGHT CANT LL Defl --1 .724 in RGHT CANT D+L Defl -1 .537 in Beam Mar) .1 GLU-LAM BEAM - DESIGN CRITERiA BEAM-SIZE 5. 15 15 ------------------------------- Allowable Bending,psi : Fb - 2400 Bending stress +M fb - 2261 psi Hllowaole hear, psi FV - 165 for +M - 36.22 k-ft 3. Mod of Elasticity, psi E - 1800000 -M fb = 0 psi 4. Duration of load factor = 1 for -M = 0 k-ft S. Live Load Deflectior L / 360 G. D+L Load: Deflection < L / 240 Shear stress fv = 108 psi 7. Unbraced top edge for V - S.53 kips in region of +M ( f t ): 0 3. Unbraced bottom edge DeEd Load Deflection - .3 in in region of -M ( ft ) Lu = 0 Live Load Deflection = 0 in 9. Eff span lgth ratio: le/lu= 1 .92 I'J. Allow.:d over5tre55: ( % )/100- .01 D+L. Load Deflection = .3 in 11 . Exact Beam WIDTH ( in ) ; b = 5.135 = L/ 1090 Allowable bending stress: for +M: F'b - 2341 psi for -M F 'b - 2341 psi N.B.C. CONCENTRATED LOADS: CONCENTRATED LOADS CONCENTRATED LOADS P - 1 DL - 3.36 kips P - 1 OL - 3.336 kips P - 1 DL = 3.36 Lips LL = 6 kips LL = 6 kips LL - 0 kips X = 1 .5 ft X = 4 ft X = 2 ft P - " DL - 3.36 kips P - 2 OL - 33.36 kips P - 2 OL - 3.36 kips LL = 6 kips LL . 6 kips LL - 0 kips X = 9.5 ft X - 12 ft X - 10 ft P - 3 UL = 3.36 kips P - 3 OL = 3.36 lips P - 3 DL = 3.36 Dips LL = 6 kips LL - 6 kips LL = 0 kips X = 17.S ft X - 20 ft X - 18 ft P - 4 DL = 3.36 kips P - 4 DL = 3.36 Lips P - 4 DL = 3.36 b, 10 5 LL = 6 Lips Ll_ = 6 kins LL- = 0 I. ips X = 2S.S ft X = 28 ft X - 26 ft P - S OL - 3.36 Lips P - S OL - 3.36 Kips P - S DL - 3.36 kips LL = 6 kips LL = 6 hips LL - 0 kips X - 33.5 ft X - 36 ft X - 34 ft P - 6 DL - J.36 b ips LL - 6 kips X = 44 ft 10.5 ft 12 ft { ------>1 ------ l --- hinge BM-2 I BM-3 I 811-a S. I-S., 9S.Sj 6.75x 37.5 S. 125.. 1S 18.72 60.07 k 35.44 k S.S 3 k I ------------------------- -------------------- ------------------------- '7 --- - 37.S ft 50 ft 37.5 ft Beam Marl Z� GLU-LAM BEAM - DESIGN CRITERIA BEAM SIZE 5. 1_'S x 25.S ------------------------------- --------- 1 . Allowable Eending,psi : Fb - 2400 Bending stress: +M fb = 2724 psi 2. Allowable Shear, psi Fv = 165 for +M 102.96 k-ft 3. Mod of Elasticity, psi : E = 1800000 -M fb = 0 psi 4. Duration of load factor = 1 for -M = 0 k-ft S. Live Load: Deflection <. L / 360 G. O+L. Load: Deflection < L / Z40 Shear stress : fv - 107 psi 7. Unbraced top edge for V - 9.36 kips in region of +M ( ft ): Lu - 0 8. Unbraced bottom edge Dead Load Deflection - .391 in in region of -M ( ft ): Lu - 0 Live Load Deflection - .699 in 9. Eff span lgth ratio: le/lu= 1 .9 - L/ 463 10. Allowed overstress (% )/100- .01 D+L. Load Deflection = 1 .09 ir, 11 . Exact Beam WIDTH ( in ): b = 5. 12S = L/ 297 Allowable bending stress: for +M: F'b - 2207 psi for -M F'b = 2207 psi Beam Mark 3 ------------------------------ GLU-LAM BEAM - DESIGN CRITERIA SEAM SIZE 6.75 x 37.5 1 . Allowable Bending,psi : Fb - 2400 Bending stress +M fb 1596 psi 2 . Allowable Shear, psi : I = ISS for +M = 210.37 k -ft 3. Mod of Elasticity, psi : E - 1800000 -M fb =-1-7=7S ps.i 4. Duration of load factor - 1 . 15 for -M b-234 Ik-ft S. Live Load Deflection L i 1 G . D+L Load: Deflection ° L / 1 Shear stress f = 190 ps i 7. Unbraced top edge for V - 31 .99 kips in region of +M ( ft ): Lu - 0 8. Unbraced bottom edge Dead Load beflection - .209 in in region of -M ( ft ): Lu - 0 I.,ve Load Deflection - 1 .229 in 9. Eff span lgth ratio: le/lu- 1 .92 - L/ 488 10. Allowed over5tre5s: (% )/100- .01 D+L Load Deflection - 1 .438 in 11 . E.,,act Beam WIDTH in b 6.75 - i. ' 417 Allowable bending stress: for +M: F'b - 2431 psi for -M: F'b - 2431 psi. CANTILEVER DEFLECTIONS ---------------------- LEFT CANT: DL Defl - .086 in LEFT CANT LL Defl --.-72S in LEFT CANT: DfL Def! --.241 in RGHT CANT: OL Defl = . 166 in RGHT Ct�NT: LL Defl =-1 .04 ;n RGHT CFAT- D+I- Deft =-. S74 in Beam Clark 4 ---------- BEAM SIZE S. 125 x 15 GLU-LMM BEf+M •- DESIGN CRITERIA --------- 1 . Allowable Bending,psi ' Fb - 2400 Bending stress +M fb 2361 psi fcr +M = 36.23 k-ft Allowat,le Shear, psi Fv = 165 -M fb 0 psi 3. Mod of Elr.sticity, psi : E - 1800000 for -M = 0 k-ft 4. Duraticn of load factor = I S. Live Load: Defleci:ion L / 360 fv = 108 psi 6. D+L Load; Deflection L / 240 Shear stress for V = 5.53 kips 7. Unbraced top edge in region, of +M ( ft ): Lu = 0 Dead Load Deflection .3 In 8. Unbraced bottom edge Live Load Deflection 0 in in region of •M ( tt ): Lu = 0 = 9. Eff span lgth ratio: le/lu- 1.92 i0. D+Lowedover5tre55: (% )/l00- -01 Deflection = .3 in = L/ 1020 11 . Exact Bean WIDTH ( in) : b - 5. 125 Allowable bending stress for +M' F'b = 2341 psi for -M: F'b = 3341 n5l N.B.C. i CONCENTRATED LOADS: CONCENTRATED LOADS CO(ICENTRATED LOADS i P - 1 DL - 3.36 kips P - i DL = 3.35 I: IP5 P - 1 OL = 3.36 kips LL = 0 kips LL - 6 kips LL = 6 kips X = 1 .5 ft � = 4 ft X - 2 ft 2 OL = 3.36 41ps P - 2 DL 3. 36 kips P - Dl = 3.36 kips P - LL 6 kips LL = 0 kips LL = 6 kip= ;t 9.5 ft X - 12 ft X 10 ft P - J El = 3.36 1• Ips P - 3 OL 3.36 1 1 P P - 3 OL 3.:;6 k 1 P LL = 0 kips L.L = G kips LL 1 6 kLP5 ( _ 110 ft �( s 19 ft X - 17.5 ft - 4 DL - 3.36 kips P - 4 OL = 3.ZG klps p - 4 DL = 3.36 kips P _L 0 kips LL - 6 kips LL 6 kips X - I5.5 ft X 28 ft _ 26 ft p - 5 CI_ 3.36 F 1135 P - S DL - 3.36 1:'Ps P - 5 DL = 5.36 1 Ips 0 kips LL - G kips LL 6 kips LL K ki = 36 ft X 34 ft P - 6 OL - 3.36 kips LL - 6 1 1135 - 44 f t 10.3 f, 12 ft --- hinge h i nge --- 8M-11 SM BM 5. 125x 16.5 6.75x 36 5. 125,<. 28.5" 6 .72 k 35.68 k 61.95 k 15.42 k I <------------------------il<-------------------->1 <-----------------------, I 37.5 ft 50 ft 37.5 ft Beam Mark GLU-LAM BEAM - DESIGN UH11tN in BEAM SIZE 5. 125 f 16 .5 1 . Allowable Bending,psi Fb - 2400 Bending stress +M fb 1907 psi 2. Allowable Shear, psi Fv = 165 for +M a 36.96 k-ft 3. Mod of Elasticitv, psi F = 1800000 -M fb 0 psi 4. Duration of load fector = for- -M - 0 k-ft S. Live I-oad: Deflection L ;60 6. D'-L Load Deflection L / L40 Shear stress: f-V = 91 psi 7. Unbraced top edge for V - 5. 15 kips in region of +M ( fi ) : Lu = 0 9. Unbraced bottom edge Dead Load D3flectlon - 1 .444 in in region of -M ( ft ) Lu 0 Live Load Deflection = 0 in 9. Eff span lgth ratio le/lu- 1 .9Z 10. Allowed overstress ( % )/100= .01 D+L Load Deflection - 1.444 in 11 . Exact Beam WTO H ( in ) b - 5. 125 L/ 224 Allowable bending stress for +M F'b - 2316 psi for -M F'b - 2.316 psi Bear, Mark. 3 GLU-LAM BEAM - DESIGN CRITERIA BEAM SIZE 6.75 x 36 1 . Allowable Bending,psi Fb = 2400 Bending stress +M fb 1673 psi Allowable Shear, pc. Fv - 165 for *M 203.31 I:-ft 3. Mod of Elasticity, psi E = 1800000 -M fb =-2175 _ psi 4. Duration of ioed factor - 1 . 15 for -M --264.28 k-ft S. Live Load: Deflection L / 1 G. D+L Load Deflection L 1 Shear stress fv - 129 psi ^r . Unbraced top edge for V - 30.56 kips in region of +M . ft ' Lu = 0 3. Unbraced bottom edge Dead Load Deflection = .236 in in region of -M ( ft ): Lu 0 Live Load Deflection - 1 .279 in 9. Eff span lgth ratio: le lu= 1 .92 - Li 469 10. Allowed overstress ( )/100= .01 D+L Load DFrlection - 1 .E15 in 11 . E..act Beam WIDTH ( in): b = 6.75 - L/ 396 Allowable bending stress for +M! F'b - 2442 psi for -M F'b - 2442 psl CANTILEVER DEFLECTIONS ---------------------- LEFT CANT OL Defl - .097 in LEFT CANT LL Defl =-.972 in LEFT CANT: D+L Defl =-.87S in RGHT CANT: DL Defl - . 188 in RGHT CANT: LL Defl --.214 in RGHT CANT D+L Deil --.026 in Buam Mark 4 -------------------------------- GLU-LAM BEAM - DESIGN CRITERIA BEAM SIZE 5. 125 x 28.5 1 . Allowable Bending,psi : Fn = 7400 Bending stress : +M fb 1745 psi 2. Allowable Shear, psi Fv - 165 for ',Ms 100.9 k.-ft 3. Mod of Elasticity. psi E 1800000 -M fb 0 psi 4. Duration of load factor - 1 for -M - 0 k-ft S. Live Load: Deflection L / 360 6. D+L Load: Defection < L / 240 Shee.' stress fv - 158 psi 7. Unbraced top edge for V = 15.42 kips in region of +M ( ft ) Lu - 0 B. Unbracei bottom edge Dead Load Deflection = .044 in in region of -M ( ft ) Lu = 0 Live Load Deflection = .078 in 9. Eff span lgth ratio: ICilu=' 1 .92 = L/ 3918 10. Allowed rverstress ( )/100= .01 D+L Load Deflection - . 122 in 11 . E,:act Beam WIDTH ( in ) b - 5. 125 - L/ 2511 Allowable bending stress for +M F'b - 2180 psi for -M! F'b - 1.180 psi CONCENTRATED LOADS: CONCENTRATED LOADS: CONCENTRATEn LOADS: P - 1 DL - 3.36 kips P - 1 DI_ - 3.36 kips F - 1 OL - 3.36 kips LL - 6 kips LL - 6 kips LL - 0 kips X - 6 ft X - 8 ft X - 6 Ft P - Z DL - 3.36 kips P - 2 OL - 3.36 kips P - 2 DL - 3.36 kips LL - 6 kips LL - 6 kips LL - 0 kips X - 14 ft X - 16 ft X - 14 ft P - 3 OL - 3.36 kips P 3 OL - 3-36 kips P - 3 OL - ?,.36 kips LL - S. kips LL - 6 kips LL - 0 kips X - 22 rt X - 24 ft X - _72 ft r - OL - 3.36 laps P - 4 OL - 3.36. kips P - 4 CL - 3.36 kips LL - 6 kips LL - 6 kips LL - 0 kips X - 30 ft X - 72 ft x - 30 ft P - 5 OL - :-U 1 tps P - 5 DL - 3.36 kips P - 5 CL - 3.36 kips LL - 6 kips LL = 6 kips LL - 0 1•45 X - 38 ft X - 40 ft - 38 ft P - 6 DL - 3.36 hips LL - 6 kips X - 48 ft 1.:.5 ft 11 .5 ft hingr.. ---. __-- 1 <------ I --- hinge BM-4 { - I BM-5 I { BM-5 _ B.?5x .`li .. ._._... ._... ....__.6.;,5, ;a.J._.. _....�......_..-.- I I I 1:.66 k 62.?5 k 38.13 k 6.72 k 1 1 ---- I --------------------', I ;:-----------------------?. I .-------'8 f ------- 50 ft 40.5 Ft Beach Mark 4 C-L11-L,-M BEf)M+- CEF-1--44 ;FiTEPIr SEMM SIZE 1 . �tllewable Bendin3,p 1 - rb - :.400 Biding stress! +Ia Fb :440 pst 1 icwr+ble _hear, ra: I:" - '.b5 fcr •�Cd �f Eldstic-I' . v' E - 181100 0 -111 'b - 0 P'31 i lr!It LOn ?f U*L L: ,::d r,ei 'n I _- iM '' - ip'.!i '. Urbr4cid top ed'3e f: - 1S.4: + :ps tr :)f +M ft Lu - in •�i .:n .r -M , Live ._;,jr1 C'' 'lr.�it :n - . r7 n :3. Eff :oa^ 1 g t h r 12 1 _ i Az L/ 2?~ ZQ1� I@. Allowed overetr•ess: (%)/100- .01 D+L Load Deflecticn - 1 .2.1E in 11 . Exact Beam WIDTH ( in): b - 6.75 - L; `r.l Allowable.. bending - stress: for +M: F'b - 7Sy3 Pei for -M: F'b - 2593 psi Beam Merl; 5 ------------------------------ ---------- GLU-LAM BEAM - DESIGN CRITERIA BEAM SIZE 6.75 x 34.5 ------------------------------- I . Allowable Rending,Psl : Fb - 2400 9ending stress: +M fb - 1638 psi 2. Allowable Shear, p31 : Fv - IES for +11 - 182.74 k-ft 3. Mod of Elasticity, psi : E - 1800000 -M fb --2398 psi 4. Duration of load factor - 1 .15 for -IM --2&7.59 k-ft S. Live Load Deflection L / 360 G. D+L Lcad• Deflection L / 340 Shear stress: fv - 181 psi 7. Unbraced top :dge for V -128. 111 kips in regio of +M % ft ): Lu - 0 S. Unbracei. '-jttom edge Deed Load Deflection - .151 in In region of -M tft ): Lu - 0 Live Load Defliction - 1 .4 in 9. Eff span lgth ratio: le/lu- 1 .92 - L/ 428 10. Allowed overstress: ('%. )/100- .01 O+L Load DetflectlDn - 1 .551 in 11 . Exact Seem WIDTH ( in ): b - 6.75 - L/ 386 Allowable bending stress: for +M: F'b - 2454 psi for -M: F'b - 2454 psi CANTILEVEF DEFLECTIONS ---------------------- LEFT CANT: OL Defl - .329 in LEFT CANT: LL_ Gerl --. 166 in LEFT CANT: O+L Oefl - . 153 in RGHT CANT: OL Drf.l - .285 in RGHT CANT: LL Deft --1 .173 in RGHT CANT: 0+1_ Oif1 --.889 in Seem Mart, 5 GLU-LAM GEt+M - M::,=N CRITERIA EE7M -;12E ,.. 1-.5 16.G ! . 6ilcwebie =erd.1O,,:5. cb 2400 Bend.ig atrass `h h -254 ra ane Allcwabit 185 ar. Del : F,� �. flod of Ei sticlt;:', pet : E - 1Likjki�i " rh - 0 p91 4. Dura • ic^ -.i. Toed 'w. ;r a r•_ -M , _. Live L:eo7 Oefiectior. _ 'G0 t 6. O+L Lzso: neflecti,:n L -40 ihe3r stre3t jnorl.ed to t*ri7e `7- h. Lll:e in ry +M u 1 ;1 C . Unbr is-: t, .:r^ _ •^.v �,.� _ - - - ! r Lu 0 Li a L33o f!e'! . - 0 in i i EFf span lath ratio: leilu- 1 .52 10. Allowed oversir•a33: ( %)l100- .01 � +L Load Deflection 1.029 in 11 . E%act Beam WIDTH ( in `! b 5. 125 - L/ 3.38 Allowable hena,ng strese: for +M Pb - 7.316 psi for -M: F'b 16 asi CONCENTRATED LOOS• CONCENTRATED LO!iD-S: CONCENTRATED LOr�05 P - 1 OL - 3..'', kips P - i DL - 3.36 kips P - 1 OL - 3.7S Eipg LL - Q kips LL - 6 kips LL - 0 Fips X - 6 ft X - a" ft u - o ft P - 2 OL - 3.36 kips P - 2 OL - 3.36 kips F - 2 OL - 3.36 kips LL - 0 kips LL - 6 kips LL - 0 kips X - 14 ft X - i6 ft X - 14 ft P - 3 OL - 3.36 1.ips P - 3 OL - 3.36 kips P - 3 DL - .3.36 1c ips LL - d kips LL - 6 kips LL - 0 '.ips X - 22. ft X - 24 ft X - 29' ft P - 4 OL - -.36 Lips F - 4 DL - 3.36 k.ps P - 4 DL - 3.36 baps LL - 0 Lips LL - 6 kips LL - 0 kips X - 30 ft X - 32 ft x - 30 ft P - 5 OL - 3.36 kips 'r' - 5 DL - 3.36 kips P - 5 OL - 3.36 Kips LL - 0 kips LL - 6 kips LL - 0 kips x - 3B ft x - 10 ft - 38 ft P - 6 OL - 3.36 kips LL - 6 kips X - 48 ft 1Z.5 ft 11 .5 ft hinge -- ----`! f<'----- I --- hinr}e 69-4 I 1 BM-5 i I P.M- 5. 125:, 15 -...... - 6.7iSx 34.5 5. 1:5,, 16.5 I ! ! I 4.55 k ;6.94 E 41 .56 I. t Ee,,gm r•leri 4 r i GLU-L•,r.t . ;.� - -F�, .rd .,. ITPIA EE�h1 r 1 . Aliowdi_ , . `�r...�q._ t sh - �•10it3 E-ted:'Ig IES f:r rb1 'F, Mod E;. ... psi E 1600000 -M b - j �•, i_r l 4. Ouraticn of load factor 1 for -M - 0 k-ft S. Live Load: Deflection < L / 360 6. D+L Load; Deflection < L / 240 Shear stress: fv - 1+08 psi 7. Unbraced top edge for V - 5.53 kips in region of +M ( ft ): Lu - 0 8. Unbraced bottom esdge Dead Load Deflection - 1 .578 in in region of -M ( ft ): Lu - 0 Live Load Deflection - 0 in 9. Eff span lgth ratio: le/lu- 1 .92 10. Allowed overstre55: (% )/100- .01 D+L Load Deflection - 1.578 in 11 . Exact Beam WIDTH ( in ): b - 5. 1225 - L/ 193 Allowable bending stress: for +M: F'b - '341 psi for -M: F'b - 23041 psi Beam Mark 5 GLU-LAM BEAM - DESIGN CRITE,;IA BEAM SIZE 6.75 x 34.5 1 . Allowable Bending,psi : Fb - 2400 Bending 'stress= +M fb - "421 psi 2 . Allowable Shear, psi: Fv - 165 for +M k-ft 3. Mod of Elasticity, psi : E - 1600000 -M fb --873 psi A. Duration of load factor - 1 . 15 for -M --97.44 k.-ft S. Live Load: Deflection L / 1 6. D+L Load: Deflection L / 1 Shear stress : fv - 159 pal 7. Unbraced top edge for ',) - 24.68 kips in region of +M ( ft - Lu > 0 e. Unbraced bottom edge Dead Load Deflection - . 151 In in region of -M ( ft ): Lu - 0 Live Loac. Deflection - '..514 in 9. Eff span 19th ratio: le/lu- 1 .9-2 - L/ 238 10. Ailowed oreretress (:6 )/100- .01 D+!- Load Deflection - :.b65 in 11 . Exact Beam WIDTH ( in ): b - 6.7S - L.' ,'Z5 Allowable, bending str-5s; for +M: F'b - :454 psi for -M: F'b - 2454 psi CANTILEVER DEFLECTIONS ---------------------- LEFT CANT DL Defl = .3 a in LE--T CANT: LL Gefl s-i . 1n LEFT CANT: O+L Defl --I S'iz in RGHT CANT OL Ocfl in RGHT CANT: LL Dell =-1 . == !n RGHT C;)N T O+I_ 0-f 1 l .5' a r. beam Mari n BUill - OE_IGN :FITEFIH BEnM aIiE E. 1.5 16.5 ------------------------------ i:low+iuIt 2e,-:ing.,•31 Pb v �400 8endarg s'.^e. -r•1 ft; .a -E4 p: i ✓ . . '�li_W1II1' :l ...1• ?�1 =v - 165 for +M 3. Mod of Elasticity, psi : E - 1800000 -M fb - 0 psi 4. Duration of load factor - 1 for -M - 0 k-ft 5. Live Load Deflection L 11 3360 G. D+L Load: Deflection < L / 240 Shear stress: fv - 11y psi 7. Unbraced top. edge for U - 6.72, kips in rr,jien of +M ( ft ): Lu - 0 8. Unbraced bottom edge Dead Load Deflection - 1 .049 in in region a -M ( ft ): Lu 0 Live Load Deflection - 0 in S. Eff span 1„th ratio: le/lu- 1 .92 10. Allowed overstres5: (X )/100- .01 D+L Load Deflection - 1 .102in 11 . Exact Beam WIDTH (in): b - 5.125 - L/ 338 Allowable bending stress: for +M: F'b - 2315 p'si for -M: F'S - 2316 psi CONCENTRATEf1 LOADS: CONCENTRATED LOADS: CONCFNiR81'En LOA05: P - 1 01. - 3.36 kips P - 1 OL - 3.36 trios P - 1 OL - 3.36 kips LI.. - 0 kips LL - 6 'nips LL - 6 k.ip,a X - 6 ft X - 3 ft X - 6 ft P - OL - 3.36 kips P - 2 OL - 3.36 1•ips P - 2 OL - 3.36 .ips LL - 0 kips I_L - 6 kips LL - C kips X - 14 ft X - 16 ft X - 14 ft P - 3 OL - 3.36 kips P - 3 OL - 3.36 kips P - 3 OL - 3.36 kips LL - 0 kips LL - 6 kips LL - 6 kips X . :2 ft X - 24 ft - f+. P - 4 DL - 3.3b Lipa P - 4 DL - .5.36 kips P - 4 OL - 3.3E lips LL - 0 kips LL - 6 kips LL - 6 kips X 30 ft X - 34,. ft X - 30 Ft P - 5 OL - 3.36 kips P - 5 OL - 3.36 kips P - 5 OL - 3.36 kips LL - 0 kips LL - 6 kips LL - 6 kips X - 39 ft X - 40 ft +' - 39 ft r - 6 OL - 3.36k:,as LL - 6 kips X - 48 f-t 11 .5 ft 77- 6.-S, i �r�1� ------------------------------ --------- GLU-LAM BEAM - DESIGN CRITERIA BEAM SIZE 5. 125 x 1S ------------------------------ --------- 1 . Allowable Bendino,psi : Fb - 2400 Bending stress: +M fb 2261 psi 2. Allowable Shear, psi : Fv - 16.5 for *M 35..612. k-ft 3. Mod of Elasticity, psi: E - 1800000 -M fb - 0 psi 4 . Duration of load factor - 1 for -M - 0 k-ft S. Live Load: Deflection < L / 360 S. D+L Load: Deflection ' L / 240 Shear stress: fv - 108 psi 7. Unbraced top edr}e for U - S.53 kips in region of +M ( ft ): Lu - 0 8. Unbraced bottom edge Deed Load Deflection - 1 .578 in in region of -M ( ft ): Lu - 0 Live Load Deflection - 0 in V. Eff span lath ratio! le/lu- 1.92 10. Allowed over5tre55: (% )/100- .01 D+L Load Deflection - 1.578 in 11 . Exact Beam WIDTH in): b - S.1'.5 - L/ 193 Allowable bending stress: For +M= F'b - :341 psi for -M; F'b - 234.1 psi Beam Mark 5 ------------------------------- --------- GLU-LhM BEAM - DESIGN CRITERIA BEAM SIZE 6.75 37.5 1 . Allowable Bending,psi Fb - ?400 Bending stress: +M fb - 1423p, 2. Allowable. Shear, psi : Fv - 16S for +M - 197.56 i�-ft 3. Mod of Elasticity, psi: E - 1800000 -M fb --2059 si 4. Ouration of load factor 1 for -fit -'271 .44 k-ft S. Live Load: Deflection L ! 1 B. D+L Load: Defiection L / 1 Shenr stress r , - 16.6 Pei 1 . Unbraced top edge for 'J - 28.08 r.lps in region of +M ( ft ,, Lu - 0 d. Unbr.sced bottom edrle Dead Load Deflection - .119 in in region of -M ( ft ): Lu - 0 Live toad Deflection - 1 .078 in 9. Eff spin Igth -•atio: le/lu- 1 .9,' - L 556 10. Allowed cverstre5s; (% )/100- .01 n+L Load Deflection - 1 . 1?S in 11 . E;..ac t Beam WIDTH ( in ): b - 6.'S - L:' 50 1 Allowable bending stress: for +M: F'b - --1:4 Pal for -M: F'b - 2114 Psi CANT II.EYER DEFLECTIONS LEFT CANT: DL OaF1 - .-S6 :n LEFT CANT LL Dr.fl --.' 9 1n !UT CANT C-IL ne'l --, in RGHT CANT - OL Oef1 - to RrHT .r-01T• LL Cef 1 -. 1.76 1 RGHT CrV.j i U+I, Eeam Marts: 6 GLU-LAM 6EOM - DESIGN CRITENIA BEAM SIZE 6.75 x 22.5 1 . Allowably Bending,psi Fb 2400 Bending. s'.ress: +M fb a 2564 psi 2. Allowable Shear, psi : Fv - 165 For +M - 121.68 k-rt 3. Mod of Elasticity, psi : E - 1800000 -M fb - 0 psi 4. Duration of load factor - 1. 15 for -M - 0 k-ft S. Liv- Load: Deflection < L / 1 6. D+L Load: Deflection < L / 1 Shear stress: fv - 185 psi 7. Unbrace+.d top edge for V - 18.72 kips in re0ion of +M ( ft ): Lu - 0 8. Unhraced bottom edgr Dead Load Deflection - .308 in in region of -M ( ft ): Lu - 0 Live Load Deflection - .S5 in 9. Eff span lgth ratio le/lu- 1.92. - L! 632 10. Allowed over5tress: (% )/1.00- .01 D+L Load Deflection - .8SU in 11 . E.-,act beam WIDTH ( in): b - S.75 - L/ 405 Allowable bandin,3 stress- for +M: F'h - 2573 psi for -M: F'b - 2573 psi � r I CONCE"JTkATEn LI AE) ,: CCINCFNTRAIE.Ci 1.GADS.- GIiNCFNTRhTE'I) LOADS: P - i nu - 3.55 kips P - 1 OL - .3.16 k.i.ps P - 1 DI. - 3-56 kips 0 k.ip1 LI - 5 kips I..L - 6 kips x - 2.5 't X O f t X _-'. Fl-, 3.?o kip.'m P - L1l - 3.-6 i-, F- 01. - 3.31; ki.p:s LL - 0 k. i.ps 11_ = R kips I1- - 6 ktps X 10.5 f+, X - 12 ft X - 1.0 ft P - 3 OL - 3.36 kips P - 3 01- - 3.39 kips P - 3 hl. = 3.3R kips L.L. - 0 kips L. = 6 k.ip, LI. _' R ki.ps X - 18.5 f t X - ?0 ft X - 18 ft P - 4 01. - 3.31; kip"t P - 4 OL - 3.3E1 k:ipP. P - 4 OL - 3.7i6 kips I.L - 0 kips I-L. - S kips U- - 5 kips X - 2Ei.5ft X - Z.8 ft X - 2b ft P - 5 OL - 3.36 kips P - 5 nL - 3.36 kips P - 5 01 - 3.36 kips LL - 0 kira LL - 6 kipa LI. = 5 1 Lps X - 34.5 ft X - 36 IF t X = 34 f t P - G OL - .i. 5 ips P - 6 0L = 3.3b i 1,'33I.L - 6 kips LL - 5. kips X - 44 Ft X = 42 ft 9.5 ft e.5 Ft --- hinge BM-6 1 { SM-7 I I 9M-8 5.75 15.5 6, 75x 36 .S.75x 33 I 1 t h.7'' k 35.99 k F6.53 k 19.58 k I I -----------------•-----i1 <--------------------- I -- -------------------------- ft ------------------------ft 50 ft 49.5 ft Beam Merl 6 GLU-LAhI ?EAM - DESIGN CRITERIA 9EAM SIZE 6.75 �, 16.5 1 . Allowable Pendinq,psi : Fb - 400 Bendi-g 5treem +M ib - 1711 Pei I rill:wabie shear, psi ; Fv - : .5 fpr 411 = 43.b° -it r. MQ0 of Elasticit,. , p-i ; E - !E,:00000 -iN fb = 0 psi d. Dura* i-in of load +er`or = +tor -ri • 0 I'-f t. E. LiV'-, -cmd: De+ 'ection o . 04L Load Def lec t icn L - psi Jnbrycrd top eHCM �c- ', - G.% lips .n region of +M f! Lu - 0 . . +.'nbr Nd bottom edge .d _ ;e,.i ,s '._v.t i :r = 1 in reoion of -M �t Lu - 3 Li . t-Dic Def:±cticII - a in 9. 5f f :span 19th reit io: it, i a- O+L Load Deflection . 1.495 in - L/ 732 Allowable bending. stress: for +M' F'h -' 316 Psi 7316 Psi for -M� Beam Mark 7 ------------ ------------------ BEAM-SIZE 6.75 x 36 6LU-LAM BEAM - DESIGN CRITERIA --- --_ Fb - 2400 Bending stress +M fb - 1764 psi 1 . Allowable Bendinq,psi Fv - 16.5 for +M = 214.37 k-ft Allowable Shear, psi -M fb -- '.0:�1 Psi 3. Mod of Elasticity, psi : E 1800000 for -M 246,73 k-ft 4. Duration of load factor % z605 S. Live Load: Deflection 1 �hrsr 9tr=:s ' fv - 187 psi `a© 6. D+L Load: Deflection L for V - 30.35 kips 7. Unbraced top edge in region of +M ( ft ) Lu = 0 8. Dead Load Deflection .31 in Unbraced bottom edge Live Load Deflection - 1 .343 in in region of -M ( ft ) Lu ' 0 - L/ 446 9. Eff span loth ratio: leilu- 1 .92 D+I_ 1-0adD °lection - 1 .653 in 10. Allowed overstress: (.)/100- •01 - L/ 362 11 . Exact deem WIDTH ( in)t b 6.76 Allowable bending strew: for +M: F'b - 2442 psi for -M; F'b - 2442 psi CANTILEVER DEFLECTIONS ------------------- LEFT CANT: DL Defl - .015 in LEFT CANT L Deal =-.91�. in LEFT CANT: D-L. Oef l --.39n in RGMT CANT- OL Defi - .045 in RaHT CANT: LL Defl =-.=' in RGHT CANT- U+L Defl --.« In Berm Mary 9 -d-LAII SEatt - 33 H;IGH OPITEnI 3EfeM -i=E h 'S : too Pending 9fres5 : �i� :� � _397 psi .1 owit le _ending,P i s rb - p ,r -�9 4a.89 ►.-��• 11Cw9' iC hear, Psi : Fv ' lbs +�d n ' ElastI::j y, psi ' E 1s:00000 -M Fb 0 ~,f s . For .vra�. .�n —Ive L.,ad C'e� act or L 1 LLi .t^'s= i Load: Lief iectlon Shear ps L 1 f .,. _l . -t Ips .nbrsced t:p edge ;^1 r^.Cit,L1., Lu DCN d L. leCti^." lt7 �7 ,,wr �9f 18'JtiJr� s tf "I region Lu 0 9. Eff span .lath ratio: le/lu- 1 .92 - L/ 383 10. Allowed overstre5s: l%)/100- .01 D+L Load Deflection . '2.002 in 11 . Exact Beam WIDTH ( in)l b - 6.75 - L/ 2AS Allow;ible bendlno stress- fur +M: F'tJ - 2466 pal for -M• F'b - 2466 pal CONCENTRATED L.OADa CONCENTRATED LOADS: CONCENTRATED LOADS; P - 1 OL - 3.30 Lipa P - 1 DL - 3.36 kips P - 1 OL - 3.3b kips LL - 0 kips Li- - 6 kips LL - 0 kips X - Z.S t A - 4 ft X - = lit P - 2 OL - 3.36 kips P - 2 OL - 3.36 kips P - 'L' DL - .3.36 kips LL - 0 I Lp3 LI.. - 6 kips LL - i I 1p3 X - 10.5 ft X - 12 ft X - 10 ft F - OL - 3.36 J- Lps F - 3 DL. - 3.36 ►:ips P - 3 OL - 3.3b k Lpg LL - 0 klp3 LL - 6 kips LL - 0 kips X - le.s ft X - 20 ft X - 18 ft P - 4 DL - 3.36 kips P - 4 OL - 3.76 kips P - 4 OL - 3.36 kips LL - 0 1 o!3 LL - h 1.1ps LL - 0 kips X - 26.5 ft X - 28 ft X - 26 ft F - DL - 3.36 11Ps F - 5 oL - 3.36 kips P - 5 OL - 3.36 . Lps LL - 0 kips LL - 6 kips LL - 0 kips X - 34..5 ft X - 36 ft ! Z,4 ft P - 6 01. - 3..i6 k.ip;l P - 6 DL - 3.36 kips LL - 6 kips LL 0 k.ipa 4 - 44 ft X - 41 ft 9.S ft 5.5 Ft hinr3e --- f ------ - 1 ------ I --- hinge EM-6 I I BM-7 I I P.M-8 5. 1Z5,-, ..4 1 k 39.06 1 40. 17 1 7. 17 k I -------------------------- ----------------------->1 3?.5 ft SO ft 13.5 ;t Ei2m Mark n --------------------------- ------------------------------- 1 . ' LI --W. Uf C " . 'd1nr4,P51 Fh 2470 Lend: -, . 1^weble ^haer. pat Fv - l65 Mid f• E.•9:t Ll lf . (7n1 00000 d. Duration of load r•:!ctor 1 for -M = 0 k-ft S. Live Load: Deflection : L / 360 6. D+L Load Deflection <' L / `40 Shear Stress: fv - 109 psi 7. Unbraced top edge for V = 6.72 kips in region of +M ( ft ): Lu 0 8. Unbraced bottom edge Dead Load Deflection 1 .517 in in region of -M ( ft ): Lu 0 Live LoaU Uaflection 0 in 9. Eff span 1gth ratio: le/l.u- 1.92 10:. Allowed overstress: (:'. )/1.00= .01 D+L Load Deflecticn - 1.517 in 11 . Enact Beam W1DrH ( in): b - 5. 125 = L/ 229 Allowabl.r bending stress: for +M: F'b - 4294 psi for -M: F'b - 'Z"1.94 psi Beam Mark 7 - - GLU-LAM REAM - DESIGN CRITERIA BEAM SIZE 5.75 ,. =6 ------------------------------- --------- Allowable Qendinrl.psi : Fb - ':400 Bendtng tress +M fb - 1340 Psi 2. Allowable Shear, pyi : Fv - 1.65 far +M r 284.25 k-ft 3. Mod of Elasticity, psi: E - 1600000 -M fb --729 psi 4. Duration of load facto. - 1 . 1.5 For -M --38.57 k-ft 5. U ve Load: Deflection 4 L / 1 6. O+L Load: Deflection < L. / 1 ShPnr stress: fv - 1.79 psi 7. Unbraced top edge for V - 28.98 Ltps in region of +M ( ft ): Lu - 0 S. Unbraced bottom edgy Dead Load Deflection - .31 in in ragian of -M ( ft ): Lu - 0 Live Load Deflection - 2..247 in 9. Eff span lrlth ratio: le/lu- 1 .9.' - Li 26t' 10. Allowed overstres5: (`: )/100- .01. D+L Lead Jeflecti:n - d'.5;7 in il . E:-:act Beam WIDTH kin b - 5.75 - L/ %34 Allowable bending stre-�- fr?r +M: F'b - 2d42 p91 fcr -•M: r"'b - 2442 psi CAM i it-El1ER L)EFLECTIOMS ---------------------- _E_' CANT: )L Oefl = .4115 in CANT: L_ Oei1 --1 .37 in -EFT CANT• O+L Def! --1 ,356 in FGHT :ANT: OL Defi - .049 to RGHT CANT: LL 'jefl --1 .=21 :n RGHT CANT: 0+1, ref 1 --i. i.'_ it, spam Mari, 8 61.'J-LAM aE-M SEAM -i it: -------------------------------- i . HIi _ •i•±C1w Bend)^�.P3. Fb - _.ia:47 GenClrg =,tree= >1� .h ,. ;11 �= r11I wdrla 5hr.ar. u:.i � . ��� fir �i1 -r` �fjG4- 3. Mod of Elasticity, psi: E 1.800000 -M Fb - 0 pni 4. Duration of load factor - 1 for -M - 0 k-ft S. Live Load: Daflection L / 360 6. O+L Load: Deflection < L / 240 Shoar stress: fv - 117 psi 7. Unbraced top edgy for V - 9.63 kips in rrpion of *Ff i ft ,: Lu - 0 8. Unbraced bottom edgh Dead Lcad Defl.ectlon - 2.461 in in region of -M ( ft )= Lu - 0 Live Load Deflection - 0 in 9. Eff span lgth ratio: l.e/lu- 1 .9Z 10. Allowed over5tress: ( %)/100- .Zl D+L Load Deflection - 2.461 in 11 . Exact Beam WIDTH ( in ): b - 5. 125 - L/ 199 Allowabie hpndj.ng stress: for +M: F'b - 222:.' pei for -M: F'b - 4"227.2 F,si CONCENTRATED LOADS: CONCENTRATED LOADS: CONCENTRATED LOADS: P - 1 OL - 3.36 kips P - 1 OL - 3.76 kips P - 1 DL. - 3.36 kipe LL - 6 kipe LL - 6 kips LL - 0 kips X - 2.5 ft X - 4. f t X 1, f t P - OL - 3.36 kips P - 2 OL 3.3E kip:, P - 2 DL - 3.36 1;ips LL 6 kips LL 6 kips LL 0 kips x - 10.5 Ft X - 12 ft X - 10 ft P - 3 OL - 3.36 +-.1p5 P - 3 OL - 3.3E kips P - 3 DL n 3.'6 ;- ins LL - 6 kips LL - 6 kips LL - 0 laps X - 18.5 ft X - ZO ft X - 1.8 ft P - 4 OL - 3.36 kips P - 4 DL - 3..56 kips P - 4 OL - 3.36 1, ips LL - 6 kips, LL - 6 kips LL - 0 kips ( - 26.5 "t X - :8 f K - ::6 ft F - 5 DL - 3.36 kips P - 5 OL - 3.36 kips P - S OL - 3.36 kips LL - 6 kips LL - 6 kips LL - 0 kips X - 34.5 f t X - 36. ft X - 34 ft P - 6 OL - 3.36 kips P - 6 OL - 3.36 :ips LL - C 1:if s LI- - 0 1 :R • '.4 ft < - 4c ft 9.S ft 6.5 :t hinge --- , .------ I ------ BM-7 ,r!- 6.75= ":. ,S 6. 'S:• 37.5---. t -•------------• - -------------------- -- -- ------_ _ ------------------------------ ---------- BLU-LAM BEAM - DESI'jN CRITERIA OE AM SIZE 6.75 x 22.5 ------------------------------ --------- 1 . Allowable Bending,psi : Fb - 2400 Bending stress: +M fb 2554 psi 2. All.owabl.e Shear, psi.: Fv - IGS for +M - 141.66 L-f t 3. Mod of Elasticity, psi : E - 1300000 -M fb - 0 p57. 4. Duration of load factor - 1 . 15 for -M - 0 k.-ft G. Live Load: Deflection L / 360 G. D+L Load: Deflection L / 2.40 Shear stress: fv - 185 psi 7. Unbraced top edge For V - 18.72 kips in region or +M eft ): Lu 0 B. Unbraced bottom edge Orad Load Deflection - .61 in ir-r region of -•M ( ft ): Lu - 0 Li.va Load Deflection - 1..Or.,3 zn 9. Eff span loth ratio: le/lu- 1 .9.'. - L/ 330 10. Allowed overstre5s: (% )/100- .01. O+L Load Oeflortion - 1 .644 in 11 . Exact Beam WTOTH ( in ): b - 6.75 - L/ 211 Allowable bending stress For +M: F'b - .1573 psi for -M: F'b - 2.Fi7 psi Beam Mark. 7 GLU-1_AM BEAM - OE5IGN CRITERIA BEAM SIZE 6.75 x 37.5 ---------------------------•--- --------- 1 . Allowable 3ending,p5i : Fb - 2100 Benning stress *M fb - 1686 psi 2. All.owr.ble Shear, psi: F-/ - 165 for +M - c1..:E w -1't 3. Mod of Elasticity, psi E - 1810000 -M fb --1633 psi 4. Oura+. ion of load factor - 1 . 15 for -M --•215.29 k-ft 5. Live Load= Oeflection L i 350 S. O+L Load= Deflection L ! 240 Shear ,tress: P - 186 psi 7. Unbraced top edDe For V - 31 .74 kips in region of +M ( ft ' : Lu - 0 8. Unbraced bottom edge Dead Load Deflection - .275 in in region of -M ( ft ): Lu - 0 Live Load Deflection - 1 .29 in 9. EFf apmn loth rattn: leilu- 1 .92 • L.' 4GG 10. m1lowed overstress: ( % V 100- .01 D+L Load Deflection - 1 .565 in It . EAact 9rem WIDTH ( in �: b - 6.75 L, 383 Allowable bending strese: for +M: , 'b - 21=1 psi for -M: ! 'o - Z431 psi CANTILEI.ER DEFLECTIONS ---------------------- I-EFT CANT: OL Defl - .rel:; in LEFT Cr�N- LL D-il --.wS," 1n L EFS 1-1= -GHT t-ANr Ol Def 1 - .04<1 , RtiHf :AN . LL OeFl -. .'S•t in 9GHT CAH nef l ■ .7 r krj:(D ,t e Beam Mark 8 ----------.----DESI.GN CRITERIA BEAM-SIZE S.1r.S 24 GLll-LRM BEAM - ------_-- ------------------------------- 1 . Allowable Bending.P"i ' Fb - 7­400 Beridi.ng Stress; f++rl or +M - d7�84 PkIft 4. Allowable Shear, Psi Fv 105 -M fb - 0 Psi 3, Mod of Lia&ticity, Pei: E 1000000 for -M - 0 k-Pt 4. Duration of load fnctur• - 1 S. Live Load; Deflection L / 360 6. D+L Load; 0nfle:^tion < L / Z40 Shear stress' fortV -yi67 psi 7. Unbraced tar edQR in region of +M ( ft t. )_u - a D 1'1 - '2..1E1 in wpd LoBci ^flection S. Unbraced hottom edQ'* Live I.oad Deflectiun - 0 in in region of -M ( ft ): Lu - 0 9. Eff span lgth ratio: le/lu- 1 ,97 10. 0�L°W�oadvDefloction/�)/101 2.461 in I_/ 199 11 . Exact Beam WIDTH ( in ); b Allowable bandi.nct stress for FM: F'b - 4422 Psi for -M: F'b - 2222 ctei rj C- z- .�Z 2= ?-coo p t -71 G , . 'o;, I rz- - Z,� ,=Lz <z I � wo BY DATE—� JOB l MACKENZIE ENGINEERING INCORPORATED 0690 SW BANCROFT STREET PORTLAND OREGON 97201-003915031 224-9590 ( SHL - � _ �F PO 3CX 690.79 PORTLAND.OREriON 97201 FAX 15031 2281285 19 4ACKEN IE 51 gE RNG I ORPOR�1En IfjTsCU0 Tz- T-7 C. P5L;D D i v Ar w1 MessE(Go 0 a.?.) 4- T � 12 9Y_ DATE Z9GYcZ�'` MACKENZIE ENGINEERING INCORPORATED JOB NO. ;:7CIVIL • STRUCTURAL • -RANSPORTATION 9HT. T 1_ OF 0690 SW BANCROFT STREET • PO BOX 69039 �o NW �p ATW j PORTLAND.OREGON 97201.0039 0 15031 224.9560 • FAX 15031 228.1285 p tM�ALLAI0FRSttAVEO -" l..- 7 cA- 4 —L 7 — � L � P-Prf)E I Z .1 f 3G( o,59)Ca) = U(,-+ �n C 4 4 S 5 f - _ Ca DATE �- JOB NO._ MACKENZIE ENGINEERING INCORPORATED I' T/ OF CIVIL • STRUCTURAL • TRANSPORTATION BHT J690 5W BANCROF T STREET • PO BOX 69039 MACKENZIE ENGINEERING"CORPORAM PORTLAND,OREGON 97201-0039 1 (503)224.9560 • FAX,5)3)228.1285 0 1991 ALL RIGHTS RESEPVED z C..) d —Lo 7 1 -74- + 7".s� 13�`. z� — �o( �,) _ HT1 co f 5 S � II� 4�/ o 111 + 1 -7, q' I � � x9 r DATE 1 =- JOBNO i��� Z✓� MACKENZIE ENGINEERING INCORPORATED -r,IL • STRUCTURAL • TRANSPORTAT101`1 ;HTL- OF L� I 0690 SIN. BANCROFT STREET • PO BOX 69039 f----' — PORTLAND.OREGON 97201-0039 • (503)224.9560 • FAX(503)228.1285 MA 1 AL LIEENGINEERINGHISRERV INCORPORATED 1" 19pt ALL AIUHi 9 RESERVED 4 r� P.P 4 -Lo v S-'4 t 5-4 -i4N`� �'''1�,, � �Z .�Gj 1 C► , lrl'Z35) 2 s �4,Z � =� �, � , 4: 2:3 s) By DATE l� i� �.._ -z- JOB NO. MACKENZIE ENGINEERING INCORPORATED CIVIL • STRUCTURAL • TRANSPORTATION 8HT. —�A_ OF _ 0690 SW BANCROFT STREET • PO BOX 69039 ME PORTLAND,OREGON 97201.0039 • 15031 224.9560 • FAx(5031228-1285 ( MIkXclNZ*ENOINELII�ci INCON�RATED tNt ALL iMOHtB N[UERVED 1 �pGc�r I MCI S C, 32 d- 5 r — Pj—,DG Ali \> 1 5 4— cv) \ 'y A -3 ')�5(-I '39( f 8Y tel" DATE MACKENZIE ENGINEERING INCORPORATED JOB NO. r L_ CIVIL • STRUCTURAL • TRANSPORTATION SHTOF 1690 SW BANCROFT STREET • PO BOX 69039 -- DORTL.AND.OREGON 9>201.0039 0 1503)224.9560 0 FAX(503)228-1285 MACKE L RI HTS ESERV INCORPOR/TEo 1 tAgt all aH)NtS RESERVED J _ -L-1p 4- -- '7, COL 7C �;Ip = 9u 14 Z k= �a lam = 127 . 5 °_ � 19� . co A- r BY A � )4.T %�`t\ — DATE 13 MACKENZIE ENGINEERING INCORPORATED JOB NO. /� CIVIL • STRUCTURAL • TRANSPORTATION SHT _E_l[%__ OF )690 SW BANCROFT STREET • PO BOX 69039 ?ORTLAND.OREGON 97201-0039 • 15031 e14-9560 • FAX(503{22B-1285 MACMENLRI HTS ENGINEERING INCORPORATED � 19p1 ALL RIGHTS RE9ER1frD I FcV71NL B�oC, L -�-A 2o (O lot, s 3Z, Ox ) 4- gc� 17 — 2 z- 1 'X = 3 Y? 4,o6 IC 3 �5 e-1 r �0- 3 Le j 1> C4.1(z,15) zb"? -K-I 1 1 1:5) + 3 'k 7.1 1 J 7-1 +-1, 9 ;7 Zt,,g -7. 3 �JLY - BY DATE JOB NO. :: �-- MACKENZIE ENGINEERING INCORPORATED CIVIL • STRUCTURAL • TRANSPORTATION BHT. -E-7— OF 0690 SW BANCROFT STREET • PO.BOX 69039ME �A4pttNtlk EIpNlEt111N0pgrOpAtED PORTLAND,OREGON 97201-0039 0 (5031224-9560 • FAX(5031228-1285 p �N1 Au ppMTspp HID T) peP. = s; .4 i- 9 , 4 = 34-15 ?, 7,)z. `t 29 + 9�4 : 33 .4 .9 ,-. $) _ z y : 4 Z:'7 ' '?Lt-2 S) (y b87 IS) Z 15 Pt r a`� GLK) zf `� � = 3 . 25x) _ � ► 3 4.�� ►.1 F t fir,r•_1 r' 7 - BY J�! ------ DATE 1 Z JOB NO. MACKENZIG I E ENGINEERING CIVIL TRANSPORTATION sHt. _tZ2_ of 0690 SW BANCROFT STREET 0 PO BOX 69059 PORTLAND.OREGON 97201-0039 • 15031 2,4•£560 4 FAX 15031 228.1285 �11"1 ALL e ppKt��p' � 1 M}4 ( F25 Z Z5 �14 1`2E cv Iv� 25v � I �u � = 32 �• 13'�C.� L �)+�u + �DEF. F ^- 4 Z C' S'� ► 1 s zZ , BY DATE 4. 9 y MACKFNZIE ENGINEERING INCORPORATED JOB Nr.. CIVIL • STRUCTURAL • TRANSPORTATION SMT ,E3 OF —_ 0690 SW BANCROFT STREET • PO BOX 69039 PORTLAND,OREGON 97201-0039 • (503)224.9560 • FAX 15031 228.1285ENdN EERING INCORPORATED � �Yf i ALL RgMt9 REBERVED ti a 4 5 4Z1 �*� = 7'75 C' 4 3 ZCp d2. 1 s� Co 14 14 > f 33 F5. ,A90 ITH ?Lp"A LOOM ++ 1 i 455 95IAC- r w+au, f, � d, k� TL = 4�v zz5 nt/�+ BY DATE �-- N� Y JOB NO - MACKEN21E ENGINEERING INCORPORATED CIVIL • STRUCTURAL • TRANSPORTATION SHT. �1y OF 0690 SW BANCROFT STREET • PO BOX 69039 MACKENIIEEN6iNEERNONCORPORATED PORTLAND OREGON 97201.0039 0 1503)224.9560 • FAX (503)228.1285 �qg�ALL RN3MT9 RE9F.RVED Cor�L. /� 4 LKE- 8� --t R0 2 CLf-A 4 \ r ri UR-gNu� IZ -f f�e 14 114 � ltn� Ho(Lti- Sl r ``'��ZI `�X (a" AJWS -15 ta.is v Sn 1 1. L)ST ate. rc pA Fnc,o "7U iHi5 Lx VEL $F,ro(u, �,AUY- FI LL- r�� By— DATEiFT A0690 MACKENZIE ENGINEERING INCORPORATED J08 NO. ��0�IVIL • STRUCTURAL • TRANSPORT4TIOt4 SHT. —� II� OF SW BANCROFT STREET • PO BOX 69039 PORTLAND OREGON 97201.0039 • 503)224-9560 • FAX 15031228,•;285 1991 AL R HN ESERV INCORPORATED � 19pI ALL HIONTI RESERVED f w1ND Ii^'CI 1. 9 volt- 14,;��, 3�= '�� ,7 V7 + i u J > / 1L L 2 L (moi yi,) _ 19 (1 No) ArBY Lo DATE JOB NO._ MACKENZIE ENGINEERING INCORPORATED SHT I_ OF _ 0690 S W BANCROFT STREET PORTLAND.OREGON 91201-0039(503)224.9580 _ PO BOX 69039 PORTLAND,OREGON 97201 FAX(503)228-1288 MACKENZIE ENOLNEERINO INCORPORATED 19Y1 ALL RIOHTS RESER'4k, i 1 � 3a4 -- - ---- 3 w, s ,dam 1 sog �►� - r - ti 3 ; -70( � .7) � 14 -v= A'GoIKTTIEfIori F14fL (w+4U,. M► oI.tJl4r BY I DATE MACKENZIE ENGINEERING INCORPORATED JOB NO. 0690 -- TLI0690 S.W.BANCROFT STREET PORTLAND.OREGON 97201-003915031 224.9560 SHT L OF PO.BOX 69039 PORTLAND.OREGON 97201 FAX 15031 228-,285 9 SCK NN2EEENGINE RING INCORPORAM Z a� 309 l� a 17.v Zo, 15,9 24.a 3. 7 —A. 4- 44 ij i 100 + + 91 "AX 01fl-PH •1J .390 ���Z) 23, s 7140) 140 P 10k s- 4''a� 1 OA14 1 11 adv �cT C�4 F, jr N t l.5ot� C, BY NJ DATE J 9 9 7, MACKENZIE ENGINEERING INCORPORATED JOB NO._ CIVIL • STRUCTURAL • TRANSPORTATION SHT. L �) OF _. 0690 SW BANCROFT STREET • PO BOX 69039 Z-K,NN 1E EN4x�EERNrO INCORPORATED PORTLAND,OREGON 97201-0039 0 (503)224-9560 0 FAX(503)22b 285 �A'29,ALL RIOMTS RESERVED � v )WH l rl in 1 M 2 G, _ CZ'4t)L U V-1 GE I✓rr p�LD Ca C '{j 7F SSM It✓ r 3g3 9 Z( I �1 1 I Z L •L �- I �•7 - NOTE -�r)F(c. I f',) 4-- 1 tv t4 1 G tj BY DATE MACKENZIE ENGINEERING INCORPORATED JOB NO. IVIL • STRUCfUFAL • TRANSPORTATION SHT. I--a..._ OF _ 0690 SIN BANCROFT STREET • PO BOX 69039 --- ------III ML PORTLAND.OREGON 97201.0039 • 15031 224.9560 • FAX 15031 228-1285 MACKENZIE E T&NEER,NG INCORPORATED ® 1991 ALl RIQHT9 RESERVED J i USE 6� R 5 6 ►3 z S,IZ I.'1, 3� , ►JG(,� l.F•�' �f�� L IL 4 ZI, - R j 12` tl 2 .75 4 -MY 3 w Cru N t, l� w�t-O 2,76 BY I _ DATE 1 19 z- _ MACKENZIE ENGINEERING INCORPORATED JOB NO. Z9 L� CIVIL • STRUCTURAL • TRANSPORTATION 9HT. �� I OF 0690 SJV BANCROFT STREET • PO BOX 69039 ALPORTLAND.OREGON 97201.0039 • (503)224.9560 0 FAX(5031228-1285 MMM1^�P000 RPORAM W1111 ..,.y ,.�yn�ti o f V.'I,�� .:. . 1. "'i�,y t fi"y ,:i•' 7fi J �� f' r �i;. dk'I�' .. ..,, .... . ..,� ..� '�: r ! (fit, qc- I�o �$ usm JA 40 o � S a• 2 ` TyZ,6 . c- H->eom to VA PO 1 1`1 c PRODUCTItlON P NEOW =�1 'twou, L5L � Noir • ILLoHIHATiEP Y H ATH ' I! Y �, " • �� , Zit NO. R2 cAL[ _� V • W I R7 A— TK� ( .O1cey hha.4�014 Fm_eU14---Lr� t USTOMI[19 ♦ I LOCATION • ; r .. e i A.J... , fAL[s A►PROV AL C ., Z CITY OF TICARD DATt _ " $ s N DESCRIPTION P R V175,71 cm r s .Byy1gog cim lkrl C. Id�l�— _ c r Title A*-v-)p Irm 17 M t~ Date_ ALL MEASUREMENTS ARE APPROXIMATE AND MUST BE VERIFIED BEFORE PRODUCTION 14140- 1416() SW ;'.2ND ()VEISIlJE or- IF THIS DOCUMENT IS LESS ESS l � 1.� �` ili � � � I � ll 1 � ifli ! 1 ! 1111 ! II III III !ION ! IIII II III IIII II ( I-jr T - � II ( IICIIII 1TT rIli 118 IIII 1 93a , LFGIHLE THAN THIS NOTATI lIIIIIOCTOBE IT IS DUE TO THE QUALITY OF IIII III—I�I111 IIII LI8II ZIII) _I_ILII ZIIII II9II Z.III IIII ZIIII II�II Zilli 1-1£1 1 ZILII IIIII ZIIII IIItI ZI_III�IIUII .7_I,_II!1III6II tIIII _IIII rI__ LT lI I I � � ll I _ 36 THE ORIGINAL DOCUMENT . L9tI ZI it t 6i 98titI illi llIl!II►II1i1 IIII �E 6Z _ 11 iar�ure " II III 11l Illl�lill!Illll.. �1( llli III�NIII (jk\ Vpto N *015�o L1SON BUSMSS C—El-N, 3 Ticyard, Oreoron AI)PROVED CITY ov j'Ir,ARD fly Titler M"o Date_ /0'•f��y 1 0 1 1 : 1t . 1 � I : f11111f11 , 111 III �• � 111111 � � •. %� I � 111111lIII . r"�- II { Ilitf ' lir"""? � Illlll �lillllilllr-1 it I = � � r.. Buildint F . �) 0,960 of •• Ill ) _� 'a WILLIAMS CON"rROLB o SIGN L0CATI0 - 1 gwmin G =- 0 flll lilt ! ' II II ' I1 —� . Illllii �. 1 eriIII Illil IIII IIII II '' 111111111 Ii0lIII / ._ G, g II •-- 111111 IIIIIIII 1111111 Illill � ///J/ GERBER c\1 8uildinc N lluil&4 E 6:,000 :f ' i _ . . .I . . . . . . 1 I� r� . I � Iil + II I III IIII 111111111 IIII •� • buiWit; B ILI 76.SM rf - ��'11 • Lbw KIkC C • r'� 84.004 sf w U r... — 0 0 > -~ • I) I Buildir4 78,750 sf— Buildin; AII i A 49.900 sf t I o II 9 L 7'(S-1,�l z' aw.ia«,et.hw.d • RDE ,1 '11 • /'� Ltd 0 s0 um Rio v v pr��a I�wn 1.414(l)-.141.60 SW 72ND AVENUE r car-- , 1 F THIS DOCUMENT IS LESS I I I i t , 4rTTT Ijil II Illilli i� 1� iilli r��lilll�llliMMT//gy�pp LEGIBLE THAN THIS NOTATION, I ^n I 7j0177TT 11, 1G OCTOBER wE� 26 ' 9 ^� • G IT IS DUE TO THE QUALITY OF - -�--- -� -- -- --- - ���� -- THE ORIGINAL DOCUMENT. �II�I VIIII II8II ZIIII IIII �illl III I _9 4 ibNo.90 88i 81 L1iiIbi �lII � � IQI►II1 8 ; LZ Z �E�'�✓i�lr IIgI)N I�„�IIIIIIIIIIIIIIII IIT III. III IIII{Illllllll�lll ►� l�lll I I G sLo r 00 yx �xCc� - �L 1 3 ( yZ >< 4 x Iv �ac►cE K- 3 r x-34 X �ygx i SPl.rr (A ��1Z A+,Mf, WPI N� SIM - � I 3� x Nw 5 C;C_ I � 3 KwxLGI�J z-G� Lb I I BY DATE Q --- � JOB NO. MACKENZIE ENGINEERING INCORPORATED VII_ • STRUCTUR41- • TRANSPORTATION 8W.. _l—lL OF ;690 SW BANCROFT STREET • PO BOX 69039 �lr')PTLAND OREGON 97201.0039 0 (503)224.9560 • FAX 15031 228.1285 ® ,�, sEm o o�'on4rEo LF%Frz- u + x 3 z Y 5 Z N �N y v �� � o �` 4 U 6ri 6ED ?PcE L Jo I ►.�i WALL -17 E5 e- 4j)I-U Q`� Mac T T ti Z ► o r T 30'��" ptti BY DATE ATF Lr - Z` -'- .JOB NO. MACKENZIE ENGINEERING INCORPORATED OF CIVIL • STAUCTURAL • TRANSPORTATION SHT. - 0690 SW BANCROFT STPEET • PO BOX 69039 MACKEN21@ ENOINEERNNJ(i INCORPORATED PORTLAND.OREGON 97201.0039 • (5031224-9560 6 FAX(503)229.1285 (� i991 ALL gI0HT9 RESERVED rti4-c 7-e- P>WN, 1� � r 7= 3, i LZI.9, ZC25,�� 'L33 CEJ = 93Z� ►►.rT F,r2�o(Z- 5- w A•t,1.5 131,(X� D -7 k. PP Pf, Pte) DL - 7. a }�Q : Z'1,4�����J =roto•to Z4,� 49.4 fo 4 c10, k 4c15M � WL Y _I L t by -- -- - — �/ DATE JOB NO. MACKENZ,E ENGINEERING INCORPORATED CIVIL • 51RUCluh�L IRnr�;P(jFaTAliC�ti SHT. OF _� _—_- 0690 SW BANCROFT STREET • PO BUY 611039 IAACKENZIE ENGINEERINCORPORAIED PORTLAND.OREGON 97201-0039 0 15031 224.9560 0 FAX(5031228-1285 1'4 1"1 ALL Rlplvg RESERVED gjf poRr Gl Li,r4?4 /w/ SEm L No(iM4L 7-0 E No put, I a Z z. 4/7- 6L.ID /z6L.ID G p�ptQ -Te N---x0Q v � r � J 1`1 t 5 3Z5 -, 374(ZSJ!� Z �1 r'v YL L y > Loc 11K- -1/ 41 .�' BY_ DATE y Zr MACKENZIE ENGINEERING INCORPORATED JOB NO. CIVIL • STRUCTURAL • TRANSPORTATION SHT. � OF 0690 SW BANCROFT STREET • PO BOX 69039 MACKE PORTLAND OREGON 91201.0039 0 15031 224-9560 0 FAX(501228-1285 L RI ENGINEERING INCORPORATED[ �9Y�ALL MOMi9 RE9EPVED hE�Sr1!G w = o9Z t2Cj4po� 4-- 4( 75) 7> 3c1 (316 4 loci e- Z �, f I I'Z-S T tj�. r CIL }W:F lam T7'b 12- D) 'TFN S i o N I 3-1 J � � I � + I F I 1 I Y I J \z 4C3L) ISS �-- � � r X13,1 ri . 0.a Z o�- BY -i K1 DATE / 14 19 v MACKENZIE ENGINEERING INCORPORATED CIVIL • STRUCTURAL • TRANSPORTATION SHT _ OF 0690 SW BANCROFT STREET • PO BOX 69039 PORTLAND.OREGON 97201.0039 • (503)224-9560 • FAX(503)228.1285 KENIIE EW11NEERINO INCOIIPORATED t9Bt ALL FRUHTS RESERyED 1-7 4 Z9. 4 :F►NT7 rAjg1C -Mg4VN � bN WF., j)E►2 Cam(- . `r, = � . 3 A 1� c. -2: n z�-1 J I G-7" GT = ` 144 11 = 9c� , 15 Y— '�- �x y = ry-,5 -- K& AOrr-q tv j v rat MACKENZIE ENGINEERING INCORPORATED JOB NO. Z�%Z G890 S W BANCROFT STREE T PORTLAND,OREGON 97201-0039(503)220.9580 SHT 1� OF PO.BOX 89039 PORTLAND.ORE13ON 97201 FAX(503)228.1285 11�ALLL NGHT RE�981MD ORP(1RA1ED L 17F C,N �A1Nz l S Fed- Lfl-rl-v W AL 5UPP012-T- c,cv E L bF, '4 Fro" 5' r-Ifl�d ivrt��of 2 Z.r 3L�„ zl(z �� 5 = Zorn kC�3I a q ) Sur1E I G s 2- -7 �- A' A Ki � t _ , c5-7 BY. DATE JOB NO. 7 90 - 1 MACKENZIE ENGINEERING INCORPORATED ''1 �fJ )690 S W BANCROFI STREET PORTLAND OREWN 97201-0019(50 )2 4 45N) SHT �F PG BOX 69039 PORTLAND,OREGON 97201 FAX 15091 22&1285 =ENaE ENGpgjMM10 rCORPOHATED U © t0Y1 ALL RIO M REEEIIVEO Oc, -- taE6i4 n.1 aEL l irCc s v 5r- .-oc:lE P fit: 'P !FRoM LAJ Z'T7 rf � z l 1Z7 1,4D t I ,-7LA b 4 + .37( ' 1 L v+ Z34(1�� 15�1�1 4 lc,(15��,�i,to ,lS f 19s(l,)�,oS By DATE JOB NO. MACKENZIE ENGINEERING INCORPORATED SHT. _itL)'�M_ OF --. 0890 S.W BANCROFT STREET PORTLAND.OREGON 97201.003915031 224.9680 PO.BOX 69039 PORTLAND,OREGON 97201 FAX(503)228 t 285 I T, ,Ag91%ALL RNiH 9 RESERVED ON�pATFA r+rt+#rrR+r#Ar#rr##ARrrRr#rrArrrrRrt+rrrrr+rrrtr#rRr Filename jn.out Date 1/13/1992 SAI : PLANE - Planar Frame and Truss Analysis Version 1.52 - 03/30/87 - C4.0 Copyright (C) 1986, Structural Analysis, Inc. Boca Raton FL 33432 (305) 392-6597 User 487P377 Input dates filename-, nbc.jn DATE: 1-13-1992 TIME: 6:54: 5 PROJECT: nbc *•* GENERAL DATA *** Members: Z Joints 3 Load Conditions: <' Elasticity: 3600.0 ksi Structure: PLANE FRAME **• JOINT DATA ( feet ) *** JT K y RV !i 1 .00 .00 0 1 1 2 .00 1^.50 0 0 1 3 .UO 27.70 0 Z 1 «*+ ME11SER DATA ++« MEM FM TO TYPE AREA INERTIA E LENGTH sq in. in*•4 ksi feet 1 1 2 0 12.00 12.0 3600. 12.50 2 3 0 12.00 112.0 3600. 15.110 •A#wr+#r###+##+R#Rrr#rr+#r►A#r+rR##A♦#+ «•+ OUrPVT FOR LOADING CONDITION 1 +*+ arrA#rr#Air##Rrr+RA#1ArrA##r##rr•##R#►# *•+ MEMBER LOADS (UNIF-kif, CONC-kips ) •++ TYPE MEM LI'll AD ALPHA BE3IN END UNIF 1 14.30 .00 .00 12.50 UNIF 2 1,1.20 -00 .00 7.50 UNIF 2 '6.30 .00 -.so 15.1-0 +«* JOINT DEF0]FMATJONS *«* JT ROTATION 1.1EPT HOP 1Z radians inches inches 1 -1 .33165 .000 .000 2 -1 .21582 .000 .000 3 4.43544 .000 .000 *** MEMBER FORCES *** MOM - Negative when clockwise SHR - Positive when acting in the positive Y-direction AXIAL - Positive when ,cting in the positive X-direction MEM S-MOM E-MOM S-SHR E-SHR S-AXIAL E-(AXIAL kip-ft kip--ft kips kips kips kips 1 .0(0 -366.84 60.03 118.72 .00 .QO 2 366.34 .00 136.71 96.05 .00 .00 *** RESTRAINING FORCES AT SUPPORTS *** JT MOMENT RY RX kip-ft kips kips 1 .0 .00 -60.03 2 .0 .03 -255.44 3 .0 .00 -96.05 *** OUTPUT FOR LOADING CONOITION 2 *** ** JOINT LOAOS **M JT MOMENT Py PX kip-ft kips kips 2 ;'.a 0@ .00 *** JOINT DEFORMATIONS ** JT ROTATION VERT HORIZ radians inches inches 1 -.08917 .000 .000 2 .17834 .000 .000 3 -.08917, .000 .000 *** MEMBER FORCES *** MOM - Negative when clockwise SHR - Positive when acting in the positive Y-d'rection AXIAL - Positive when actinr, in the positive X-direction MFM S-MOM E-MOM S-SHP. E-S R +<IAL E-AXIAL k113-ft kip-ft k..tps ! :p3 G.1Ps kits 1 .410 I.'.-z4 1 .0 -11 .0-- .00 . JO 10.56 .00 .69 -.69 .00 .00 *•# PE;TPAINING FORCES ,)T 5LIPPORTS •#• JT MOMENT FY RX I,tp-ft kips kips 1 .0 .00 -1 .03 " .0 .00 .33 End of FLtiNE Elapsed Time! 0 min 0 sec i 74 'v ?I PL, f I LL, Rl 1 = 9 , 4-4 : 1�. a(Ep(), z9�1 , 3� L)y 4- 1 Z96a)(1tozS) �- 4,111`9) 4 � 7(2 �ZZ) = 75 Q- L �1 r Isy ?,s 7Z N E LS_ oKj G By J Q �, Z- DATE_��9- MACKENZIE ENGINEERING INC ORPORATED JOB NO.�� {],� CIVIL • STRUCTURAL • TRANF;JORfAT10N SHT -J�.A-^ OF 0690 SW BANCROFT STREET • PO BGA 69039 -- PORTLAND,OREGON 97201.0039 0 15031 224.9560 • FAA 15031 228-1285KENZIE ENGINEERM INCORPORATED ® IgoI ALL RIGHTS RESERVED 1 rr 4 S Lr� z M i ilil i G L� BY - J 1! _ DATE- ✓� _ MACKENZIE ENGINEERING INCORPORATED JOB NO._ ✓ In`Z CIVIL • STRUCTURAL • TRANSPORTATION - SNI. �Y\\1111 OF )690 S.W.BANCROFT STREET 6 PO BOX 69039 J_ LJ PORTLAND.OREGON 97201-0039 0 (503)224.9560 6 FAX (503)229.1285 ?J M CKEN MIINCORPORATED pPOQATEDpgRE9FAED �n MM _ cl D } Z 1. 7 r� s GO Ic�71 n C wit 3 2.91 k LF L 1•"18 IL l.IN top r � Pu z. z� 7 ) w M I, �� d`S�3•Z�/ i v� . j ZZ� Lb. ZIG h S= 2 �GIkA e. t> By DATE JOB NO. 2 - - MEMACKENZIE ENGINEERING CORPORATION SHT _ OF �. 0890 S W BANCROFT STREET PORTLAND,OREGON 91201-0039 1`,031 224'9580 MACKENLIF ENGINEERING IpgpONAtEO PO BOX 69032 PORTLAND.OREGON 97201 FAX 15031 2291295 2J 1pg1 ALL IE ENGI RESERVEDRIGI JWAF AWA IW t ).94- So 94Zo L1835 �C D L t �1 Dl. Ow -pIA1 = .0-1 �3. 9kL, ( j-}- .F -�_ G ^ �s ^ ' eA rJc- Vt4A i44,S Z•- By OATS � —— JOB NO. i'�1— MACKEAZIE ENGINEERING INCORPORATED SHT OF L 0890 SW BANCRnn,TREET PORTLAND OREGON 97201{ 39(503)224-95W PO BOX 890:19 PORTLAND OREGON 97201 FAX(503)2281285 MACKENZIE Eri01NEERINO INCORt•ORATED '� �g91 ALL R10Hf9 RESERVED uu� sw •-rtZ� �,-ca �U � g�� ��f 3�,� p�'� Co,v� �S 1 -z _ -�o + 1) 14 Z _ 4 . mak' y-t1 C—, r oy�) �-DJ. -rte PgJ UE vi" �x i 3,S'1 By 7 t%jJ I DATE Z - ---- -- --- JOB NO. i �G(QZii MACKENZIE ENGINEERING INCORPORATED sHr (a OF — 0890 SW BANCROFT STREET PORTLAND.OREGON 972014V39 PO 80X 69039 PORTLAND,OREGON 97201 FAX 1503)228-1285 � MOI�pR/OMTEU� •�CU� r� T�r�-i= (N i X02- ����� ��o ,4k/+4-i_/ 4 , � � I ,Z� I , z, = -7 , 45K S C.F. k I - = 1. 290 -74.9 yK-, T-i C-rk i BY -- DATE�11I_� z— -- --- - '� JOB NO _L 92& a� MACKENZIE ENGINEERING INCORPORATED 1 c:IVIL • STRUCTURAL • TRANSPORTATION SHT. W� OF )690 SW BANCROFT STREET • PO 8OX 69039 -- PORTLAND OREGON 97201.0039 0 15031 224-9560 • FAX(503)228.1285 MACKENZIE ENGINEERING iNC—ORPONAiED� � 1991 ALL RIGHTS RESERVED__ z.� MAX. 77Z4i j - 1�5 Z � P I � (4 3 HA4 I , 19l 60;�11�I 3) N / 41 .9K Mg . I I L,y IL + (e.2S( 9i5 t92t�1 1 - go _ 3 � X0)2- A Q - �� 8 � a►L 1, E,L6:;r� ) T% - --- BY �. DATE I I I Lp 'j Z - - --- ------- .�� MACKENZIE ENGINEERING INCORPORATED JOB NO. Z �G CIVIL • STRUCTURAL • TRANSPORTATION sHr. ��'_ _ of 0690 SW BANCNOFT STREET • PO BOX 69039 PORTLAND.OREGON 97201.0039 • (503)224.9560 • FAX(503)228.1285MACKENZIE ENGINEERING IN ORPORAM ® 491 ALL RIGHTS RESERVED �l,i7 L1 c, tJiL( wAu_ G.o t-r n i Rq .. �ol,ro C ��'6T _ _ �T w�t.lS '�� DR► IF 'TH/W PC.L = Zz .9K- 1, a i Oki- 5, 9 k �I 4T) - I,2914 I�(� lr► 2. s J \\ 3 9,9)'A- 2 , 09(1 ,9) + Z ,zZ(g, 21) -71.0It. � q s r, A. L A s 2 ZI a cry.k- N I_ ►.� C 17 BY r, _ DATE MACKENZIE ENGINEERING INCORPORATED JOBNO. CIVIL • STRUCTURAL • TnANIrORTATIC)"J S H T f OF 0690 SVV BANCROFT STREET • PO BOX r'^ PORTLAND.OREGON 97201.0039 + (5031 '0 • FAX 1503)228.1285 t MACKENZIE ENGINEERING W-014 ORATEO :191 ALL RIGHTS RESERVED 7,4 o CO � 3 ,-7 4, w! TT FILL 3 l 3 , z4- ?�'tz % �o rjL W,nN) Z4 , u,l, 1 Z�(I Z 4 ,Gl e / (•L�( 4- �1 ,�� + 1 , 3Z) 1, 9 2, Zz �5 ,9) 4 olti L i BY —_ • DATE JOB 14"), MACKENZIE ENGINEERING INCORPORATED CIVIL • STQUCTURAL • TRANSPORTATION SHL )I OF 0690 SW BANCROFT STaEET • p0. BOX 69039 _ PORTLAND OREGON 97201-0039 6 (503)224.9560 0 FAX(5031228-1285 991 ALL IEiaH s RESERVED INCORPORATED 2.9 b 1LL = lot 44 RxLk = II vs � zt ) 2, 105 PuZ rg ov k-A = 11(c I M Ir^ = i 0-7 : - I C BY DATE Z�J MACKENZIE ENGINEERING INCORPORATED JOB NO. CIVIL • STRUCTURAL • TRANSPORTATION BHT L OF 0650 SW BANCROFT STREET • P(` BOX 69039 �4Ac�tENtIE Erg1NEEgMp INCORPORATED PORTLAND.OREGON 97201.0039 0 (5031224-9560 0 FAX(503)228-1285 O INt ALLRIOMTSRE�ERVED •1r N � d :2-4 3.C,9- 47 N of2: ' c�sE go i 1. �CL. i30 PI � YILU ZP(, L f— 12 9' f 7�O + �a1 f , Igv rs_ z , z NFTp BY DATE MACKENZIE ENGINEERING INCORPORATED JORNO CIVIL • STRUCTURAL • TRANSPORTAHON SFT _x` =—_ OF _ 0690 SW BANCROFT STREET • PO BOX 69039 PORTLAND.OPEGON 91201.0039 • 15031 224.9560 • FAX 15031 228.1285 MAC'(EN-ZIE ENGINEEF ING INCORPORATED 1991 ALL RIGHTS RESERVED A l L- X DIST FROM LEFT END M Cd X LOCATION V ,tl x X/L x (ft) ([:-ft) (ins) (TQp/Pot) (I'::ips! . 1 22. 75 81 . 34 Bottom 1 • 5. 5 9. �_ . 4e Bre L t. am . 71 afTl �' i- . 4 1 1 E3.7t to 1 . 42 Bot tom -. :74 . 5 1'. 75 7. 6 . :.6 Bottom -. 4 . 6 1 5 6. 1 . _ Hot_' _?m -. 45 . 7 19. ^4; 7 11 4'• a - Pcttorn '7; . 8 ii _ , 4 !6 Battr-I V m 9 24. 75 1 . 74 . ! Bni-tom -. 61 1 27. 5 t_i6 X DIST FROM ;-EFT END M @ x X/L X ( ct) tr -ft) A� LOCATION4' C X (i n ) (Tnp/Bot) ------ -------- -___ -------------------- G- i P=) • 1 2. 750 B 17 4. 9 ` . 41 Pott.,m 1 . B 5• J S.1'.1. 7C . 56 Bottom . 4 8. �r 1C). 11 .5 L'ottm �q . 5 11 r p• '`58 . 44 _• �. 7. • 6 16. 5 5. 78 ^`S PottC7rn . 7 . �9 Bottom 19. .J 4• } �•: 8 `y 1 Bottom - r- C? r • B9 14 Pott_om • �� 4. 1 -• •J.• 1 27. 5J 1 . 45 Ba`tarn -. 5. ►�� CIJrO �Ti> S> C E- 129 1 2c> = 3Co c-I-rT -oFP => , ���(z� �1 j ,zab = -�� d 4- I Z'oL� NDa- �J 77L -001 1 FF, i BY J' J - \,k DATE------- - DATE I I 9 - JCB NO.�2( MACKENZIE ENGINEERING INCORPORATED CIVIL • STRUC�URl',L • TRANSPORTA110N SHT ,�_ OF �69C SW BANCROFT STREET • PO BOX 69039 -- PORTLAND.OREGON 97201.0039 • 15031 224.9560 • FAX 15031 228.1285 O MACNENZIE ENGINEERMG INCORPORATED __, 991 ALL RIGHTS RESERVED �1L \ c� 15�►� 3Z �� �►�c. — I Z.SCI 5� 3Z� ��Z7 �uI luz = 4- 1-17-- 7-) 7vZ) c1 Z) Z l O IVC I..�Z N CAT- BY J f DATE C' JOB NO. MACKENZIE ENGINEERING INCORPORATED SHT Ip I OF _ CIVIL • STRUCTURAL • TRANSPORTATION iTi 1690 SW LANCROFT STREET • PO BOX 69039 MACKENZIE ENOM�EEAMKl iNCOAPORAtEO PORTLAND.OREGON 97201.0039 0 (503)224.9560 0 FAX 1503)228.1285 ,��A�A TS RESERVED II 10 I I �I �Lr'C, 17 I�tJISE I2Efl-� wi4tr(.S � � low= t3o i �rrj"J la fi r �GINp Q� 15.004 9 _� UliElaC�� O 't 4 � BY 2 DATE MACKENZIE ENGINEERING INCORPORATED JOB NO, CIVIL • STRUCTURAL • TRANSPORTATIGN SHT. � OF ._ 0690 SW BANCROFT STREET • PO BOX 69039 PORTLAND OREGGN 97201-0039 • 15031 224-9560 • FAX 15031 228-1285 MACKENZIE ENGINEERING INCORRORATFD 1"1 ALL RIGHTS RESERVED P a KEYNOTES c �r1 E/ H 1, 4' x 4' RELITF, DEAD HEIGHT TO MATCH DOORS, C ��- —_- -_ _- 0"' I I 2. PROVIDE SIDEWALt. AIR CONDITIONING AND BASEBOARD HEATER, 31'-0" 25'-0" 25'-0" 25'-0" --- _ —_ .---.—__ _---- — _ _ 32'-0' CD1N FOI , W1TENANT. PROVIDE R- 11 BATT25 -025 -v25 -0INSULAT!ONAT WALLS, -19AT CELNG �- -� ----- -- - --- 3. 10' x 10' OVERHEAD DOOR INSULATED N � � 4. FUR EXISTING CONCRETE PANEL WALL, PROVIDE R-11 BATT O N O --- INSULA TION. Q cn c 1 v 5. CLOSE, LOCK, AND FURR EXISTING U.H.D., PROVIDE R-11 BATT U x np INSULA f 04 o 6. PAINTEDI SNTN ON DOOR "NO EXIT" � .4) c N 7. PROVIDE GAS SPACE: HEAT, TYPICAL. W n U Q 8. 15' x 12' OPENING. PROVIDE E X'RA STUD SUPPORT Q 0 a FOR 1!FADER AT DANEL AND/OR STOREFRONT AS REQUIRED. m r 2 ° ° • ■ 9. EXISTING SPRINKLER RISER. c M Q 10. CLOSE AND LOCK DOOR; PAINTED SIGN ON EXTERIOR "NO ACCESS" v C) 18 11. RELOCATED STAIR. 0 ■ _� ( ■ R 1 12. .`NF-ILL EXISTING OPENING (R-WALL OR DRYVIT EXTERIOR. FINISH 1- ctn o O 0 SYSTEM). .:OLOR AND TEXTURE TO MATCH ADJACENT WALL �( - + N I'- oM - y- p, tr) SURFACES. (/) corn rn 13. 12' x 10' OVERHEAD DOOR AND 3' x 7' MANDOOR d c �r4�) 7INFILL REMAINDER OF EXISTING OPENING PER KEYNOTE 12, VERIFY W q Q N LOCATION OF DOORS IN OPENING WITH TENANT N m W 3 _- - --.- -- ° ° ■ ■ 14. STUB OUT HOT AND COLD WATER. PROVIDE DRAIN PEND 5 GALLON Z m 3 00 I WATER HEATER. uj I 15. SA WCU T FOR NEW 3' x 7' H.M. DOOR Y vi T. L EXIST. I10 L 16. ELECTRIC PANELS U t O o I (10-u" CI.G.) �- ��� 17, NEW RAMP UP TO OVERHEAD DOOR. C; �- 0 0 t 0 o 18. PROVIDE ALTERNATE PRICE FOR FLOOR FINISH .Z Q O a a- WABEHOUSE GRIDS A TO E, 1 TO 6 FOR EXPOSED CONCRETE. F-1111 19. NEW INTERIOR PARTITION WALL, SEE DETAIL 7/A2 SIMILAR 113 -- 0 V) I t09� MEN 01 y 4— LLJ L 112 � � Lj_ >�- ` M 108 1 108 0 WOMEN ','— "'� 0 0 i ;05 GENERAL NOTES 0 w C �, rs� 7 I • A. VERIFY AND CONFIRM ALL. DIMENSION. AND CONDITIONS. ~ (� — - NF. VCT ° D.2 ° • ■ ' •Y 107 T E 51M. NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO START O I � � toy 10a 1_2'_.0' --3'-0" F � � LJ.J Qs� OMCE _ o WORK. R�' P N 114 2 19 9. THESE DRAWINGS FOR TENANT MODIFICATION WORK AND 0 MI 101 OFFlCE _ -- I OCCUPANCY ONLY. v I 102 o �. � L_ O ( I Mr 4 ON I C. OCCUPANCY B-2, BUILDING SHELL CONSTRUCTION 1fIN. 4— m D. MECHANICAL, ELECTRICAL AND PLUMBING BY SEPARATE PERMIT. C z 6 n _ -------- -- ---- ^ " - -- �___-___- ____ E. 100% SPRINKLERING TO BE MAINTAINED THROUGHOUT IN 0� e� 0 F— M,_ _ ♦ ♦ h ♦ ♦ ♦ ♦ ♦ �' ACCORDANCE WITH THE LATEST EDITION OF N.F.P.A. PAMPHLET W #13, BY SEPAR;'•,TE PERMIT. �-- 5 F-- 4? F. WOOD STUDS AT CONTRACTOR'S OPTION. �Lj F G. 2' x 4' SUSPENDED ACOUSTICAL TILE CEILING AND GRID FQ Y Building (�f�C�,2-Cjz�? THROUGHOUT NEW OFFICE AREAS AT 9'-0" A.F.F. - SEE DETAIL 9/A2. (10'-0" A.F.F. CEILING HEIGHT AT ROOM 110). H. HVAC THROUGHOUT OFFICE. VERIFY LOADS WITH T VANT PRIOR TO INSTALLATION. J. PATCH AND REPAIR EXISTING WORK DAMAGED BY NEW WORK TO NEW CONDITION. K. PROVIDE INSULATION FOR ALL EXPOSED HOT WATER PIPING AND WASTE LINES UNDER SINKS, TYPICAL. Q H H J LEGEND G _ — O NEW INTERIOR, PARTITION WALL I 0 0 400 -0" - ----------- 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'--0" ?.5'-0" 25'-0" _ 25'-0' x_25'-0" NEW FULL-HEIGHT WALL F L.L� V.. - ---------- --- �- -- - -- --- '-`-� - --�--- ----�--� -----� 13--- - —^— EXISTING CONCRETE PANEL WALLS 12 ____- _-____ _.-___ ✓ ✓ �J �T _J1 �' EXISTING WALL BY PREVIOUS PERMIT TO REMAIN �� -�----- . 11 4`_� NEW INFILL WALL (SEE KEYNOTE 12) R P 102 103 14 101 LEGEND N rh I vcr � 120V DUPLEX OUTLET AT 12" A.F.F. UNLESS NOTED OTHERWISE m M ■ . . 107 EN 120V QUADPLEX OUTLET AT 12" A.F.F. UNLESS NOTED OTHERWISE_ KI TELEPHONE/DATA OUTLET AT 12" A.F.F. UNLESS NOTED OTHERWISE 104 - 108 N ............CITY OF T:+aAFD..................37 ... approved. t t: ConditionTilly Ranraved............................. to For only the;jo-k;; oq r' d in: 1 PERK^IT NO. —O.L�s Hi DQpkMpH1 See letter'o:f=ollow. .................. If Attach................................................( ]: 105 7AT�S I ,^ ' Job A re s:,1��� S� ° By: DATE: tl _ A2 s --�_. / 8-11-92 oo W 1 SE A2 SIM CITY OFT '-'---'r approved.............................LARD DRAWN BY: (:arlditlor.�ly A.^, o1,E� f'ar o11ly Ine '......... ...... . . PE�IMIT NC). d CHECKED BY: See tatter to:F'v - -- -- - — //�� //,/� �^Y` I IREVISIONS: Job A duc.. luo �L I)� ------ Date. By: _ _ b I OF WORK I 3'-0" r, uuul c J O AI R ° ° I 109 Oonuu c o� OFFICE 12'-0" b 114 2 ' 19 I �_•I�J � VCT ��✓ _ r�_�rtrrti..Jrm,mmmnimr*mrr O A2 16 9 8 �� wnr9ro MACKENZIEj;AITO tr ASSG:IA TES,P C ,t,,�,,, 1992. ALL RIGHTS RESERVED 1° I _ 6 - ......... w4�. THESMA-KE DR1 W,,S k ASSOfIATES. FT M S pa _ THESE NRA/WLS ARE TME PROPERTY(O/r l\+ F - A AND ARE NGT TO DF USED OR C PRO- (m/ r D�Cr,IN ANY MANNER, EXCEPT WITH TME \ PRIOR WRITTEN PERMISSION Of M/SA .. . . . . . SHEET !r7 11 10 ■wovw A l cu 17 11 F A 1 Buildin OF 2 '/16"=''-°" VICINITY MAP JOB N0. N rS I Q 290628.03 1 4 1 411-1 4 t 61) SW 72ND a1VEIVtJE — - -- -� _ _ ._.__.�_ __ __ _.__ ____ A5 SUBMITTED FOR PERMIT 8-11-92 _ I� f I I I I I I 11 I I'I I I "I I I I I I I I I I III - 1 T I?I 11P1,1111 I I I I" .,� iI�1 f I ,� � � � � � OCrOecR �� iS�s3�b �� ��IFTHIS DOCt►MENT I5 LE$S I'I' 1 1 11111 I I I I J I I I IIIII �LEGIBLE TITAN CHIS NOTATION, 8 L IT IS DUE TO THE QUALITY OF No 30 THE ORIGINAL. DOCUMENT. Full iL1 41 b�i i I Z 2 i i II 0��8 I I I �ill ILILII ILII ILII III,IIIII ILII ILII ILII ILII II�IIIIL ILII IlU Illlllllllil,l ILII ILII ILII III IIlI ;III ILII IIIIIIIII Il IIIINII ` ,I 12'-10"f A B -5,-0" 2,_6" 5" 4,_.;,,, KEYNOTES 15 0- f- 1YP, 1. VERIFY ELECTRICAL REQUIREMENTS WITH TENANT FOR ROOM 110. ! E If 2. 2'-0" DEEP x 6'-0" LONG PLASTIC LAMINATE FACED CABINETS L -1 WITH DOORS AND ADJUSTABLE SHELVING. PROVIDE 20" x 20" S.S. SIP K WITH GOOSENECK FAUCET. PROVIDE DRINKING FOUNTAINM Loo BUBBLER AT SINK. f-- O lV V'!kLN 3. STUB OUT COLD WATER FOR COFFEE MAKER. Q a) LL to I 113 4. LOCKERS BY TENANT. Lou 10 _-{ 8 ) I 5. 3' x 7' FURRED OPENING. 0 v, o N 10 _ 11 _ of 6. 36" GRAB BAR, MOUNT AT 34" A.F.L'. (/) L) m j A B 7 -- 0 7. 42" GRAB BAR, MOUNT A' 34" A.F.F _ Cj O Ln 14 <<91) 8. DISABLED APPROVFU PUSH/PULL HANDLE AND DISABLED ACCESSIBLE Q ,o a; n,g 11 SYMBOL ON DOOP ui .- • 01 X 31'--7 1/2":f 9. 3'-0" HIGH x 4'-0" WIDE MIRROR, MOUNT AT TOP OF BACKSPLASH. c M Q - 19 I J 10. TOILET TISSUE DISPENSER, MOUNT AT 19" A.F.F. 0010 e I 6 11. 4'•-0" HIGH PLASIC LAMINATE WAINSCOT (INDICATED W/DASHED LINE). 0Al It lu • _� I • A2 - -- ------- 12. FINISH WALL TO OFFICE STANDARDS f"' c 000 ' Q cwNu. p-. � 13. 3'-0" HIGH x FULL. WIDTH MIRROR, MOUNT AT IV1 OP OF BACKSPLASH. q (D `n 9 14 14. WALL MOUNTED SINK. a c c qi 15 FUR OUT EXISTING CCLUMN AS REQUIRED TO CONCEAL BASE PLATE. u_ o o cv 6 7 10 112 ^ 16. FUR EXISTING CONCRETE PANEL. PROVIDE R-11 BATT INSULATION. N • m CrO j 5'--o" 17. 4' x 4' RELITE, HEAD HEIGHT TO MATCH DOORS. CENTER z p O RELITE IN WALL, -- OR CENTER BETWEEN DOOR FRAME AND END OF WALL. W '8. FIELD VERIFY ENCLOSURE LOCATION FOR SPRINKLERS 0 N r- 9. 9. SANITARY NAPKIN DISPOSAL U o c ��;� - — - rn 0 o J -•-� 1 .^ ►. cn or MEN 10 Qoa, a A 108 12 - A2 ! I . ELECT. OFFICE / 14 a EXIST. I K110 I �2E r1031 17 1 11 n VCT R EPTION CPT - 9 (10'-0' CLG.) M K1 CPT __- 101 17 .- 18 CPT �•• 00 U 4 -�-• � As VCT .,— -� 7 11 t � O s I \ tD4 3 14 19 16—+- Q� -00 0 1 tf2" 5'-1" _-12'-10"f 1oi 10c N 10 I -- ` I I M ,.+- LEGEND 1S _ Sv 4 ---- - — - WOMEN " � Z) � L. S I +411 N 'k 120V DUPLEX OUTLET AT 12 A.F.F. UNLESS NOTED OTHERWISE •--- � ,7 �� o I I � � W � O I I I 02 -- _ Sim a o �._ .- 120_ QUADPLEX OUTLET AT 12" A.F.F. UNLESS NOTED OTHERWISE : - N C� 104 V �- b TELEPHONE/DATA OUTLET AT 12" A.F.F. UNLESS NOTED OTHERWISE b _ GPT I �.I s Enlarged Floor Plan - Building F _ Ucin 0 VCT MEN I o 0 L-1021 17 v A2 1/4.._1'-0'� `0 � 1 _ I I - sv sv I N 5'-0' _2'-6" 2'-6., 2,_A„ 5„ 7,_6.,f •_ •- -CLR. CLR. C(R. CLR. WALL LEGEND C w � ~ M N I (n r M - 17 I los +48- I ,' a as sv 68 'co F c e l DED 2440V J 1 I NEW INTERIOR PARTITION ►;ALL VCT O - I '� DED -- [� --t -- TYP — — o - NEW FULL-HEIGHT WALL D CH \ SE; WOM i4 +48- J 104 105 I 1 105 CT o M °Q EXISTING CONCRETE PANEL WALLS j vcr Sv �' - / I M 05 4'-5" 81-1 0"± L 4 EXISTING WALL BY PREVIOUS PERMIT TO REMAIN CON RENCE �-- -- 1 240V 30A 50A O40V 30A �___ - 10 1 107 -- —_ -- DED DED DED DED N CPT 17 a 3 _ ----- -- --- - -- Q sr 44 ------ 0 7 10 11 19 13 11 _ �T 6 k' I A2 -- 3 13 R 'PTI N ?2'-4" 5'-1' 20'-$"-L rte'" 101 - ------ - * - --B"± 0 TYP CPT 0 11 19 6 0- .3 141 3 •� • SIM CPT 17 I 11 pn 4 10 11 Q� J ---- -- - 108 N L .�. Z 00 I T YP. 1 Enlarged Floor Plan - Building F Enlarged Floor Plan - Building E _ 5'-0" J± 3=o"f A2 A r1 1/8"-1'-0" _8�-�__-- CLR. I ?'-59._3..� .. 4 Enlar ed Floor Plan - Buildin " E �2 GA. 3 5/6- MTL. STUDS '�- TO FLOOR STRUCTURE AT 8'-0" '.>> O.C. W 16 GA. CLIP ANGLE 2 X SOLID BLOCKING 2- X 2" X 3" W/ (2) #8 SHEET TO MATCH SUBPURLINS 45• METAL SCREWS AT A. END. BRACING DATE. + * TO BE PROVIDED WHERE DISTANCE EXISTING SUB-PURLINS ` BETWEEN PERPENDICULAR r- INTERSECTING WALLS OR HORIZONTAL r-P,-11 BATT INSULATION P ,1-_q2 CLR. - I BRACING BETWEEN WALLS EXCEEDS -FLOOR OR ROOF STRUCTURE -EXISTING PURLIN w 8'-0" O.C. iN BY: a ( � ( l STABILIZER BAR BETWEEN ALL MEMBERS OR BEAM 3 o IF APPLICABLE \^!� AT PERIMETER, (ALT.) v 1— - \ ADDITIONAL HANGERS AT ALL MEMBERS WITHIN 8" CHECKED BY: B/BEAM '•- I I i a OF PERIMETER DRW L J n - LATERAL BRACING WITH APP„ <6 w -- R--11 BATT INSULATION c1 3/4" PLYWOOD AT --- ' OVLD VERTICAL STRUT REQ iSI0N5: WATER HEATER _ AT 12'-0" U.C. EA. WAY SUSPENDED CEILING 2" DEEP TOP TRACK TO BEAM 3 z - $" X 22 GA. METAL STUDS COUNTERSLOPE HANGERS IF MORE THAN 1:6 OUTOFPLUMB --A T 1'-4" C.C. WI TH ��-----6" 20 GA. METAL STUDS Q - ! R-11 BATT INSULATIONAT 2'-0" O.C. _/ �_ �__, --5/8- (GYPSUM BOARD) FASTEN TO STUDS WITH TYPE S' ��- -R-1�, BATT INSULA71ON --T � _1 --- - -------� Q SCREWS AT 8" O.C. AT --3 1 2" METAL STUDS AT PANEL EDGES AND 12" O.C. I / �- �(AT ROCM 1179 BLDG. E ONLY) SUSPENDED CEILING - SEE DETAIL 9/A2 AT INTERIOR SUPPORTS j�� 24" O.C. l � \ � flLOCKING O� �- GYPSUM BOARD TER SAT ANT ---ALUMINUM TRIM PIECE GYP. RD. `=A. SIDE TOILET ROOM SIDE (FINISH TO MATCH WINDOW cc J ' "SECURE TO ;'09S WITH TYPE -fZ-i1 BATT INSULATION AT - �j INSULATION ASSEMBLY) S' SCREWS A7 5"-7" O.C. j o / I PERIMETER TOILET - - ------- ALL -- --" - � ° ) -ROOM WALLS I ry 8„I CROSS RUNNERS FIT BETWEEN MACKEN2TE/SAi10 k ASSOCIATES,PC. TOILET ROQ�( MAIN RUNNERS 1992, ALL RICITS RESERVED X ” __--3 1/2" OR 3 5/8" 25 GA. > _j 3 112- OR 3 5/8 25 GA. Lu �� O � '� -,__---3 METAL STUDS T 2'-0" O.C. C METAL STUDS AT 1'-4" O.C. MAX THESE URAWIN(S 1RE THE PROPERTY OE o _._._._._._._ AIN RUNNERS AT 4'-0" O.C. CNEN AR1714 TD l OE LMETFs, Rc \ / Cl 1A�)A AILD ARE NOT U R.USED T REPRO- 4- r _ I � ALT. 2 x 4 WOOD STUDS - I SUPPORT' WITH �12 WIRE AT 4'--0" UINYD IN ANY MA4NER,EXCFPi WITH THE � .---- PRIOR WRITTEN PERMISSION OF M/SA or -- I � - O.C. OR WITH # 0 WIRE A T 5'-0" -�� •.. 5/8" TYPE 'X' (EYP. BD. EACH O.C. EA. WAY SIDE FIRE TAPE BOTH SIDES '---BOTTOM TRACT, TO FINISH ----BOTTOM TRACK TO FINISH \`� ^ I SHEET / FLOOR WITH POWDER DRIVEN FLOOR WITH POWDER DRIVEN , -- l--SEALANT TAPS Y —LATERAL- BRACING AT 12'-0" 0.1;. /---BOTTOM TRACK TO SLAB ANCHORS AT 4'-0" O.C. 6" RUBBER BASE---\ ice_ ANCHORS AT 4'- 0" O.C. EA, WAY MAIN RUNNER TO STRUCTURE / WITH POWDER DRIVEN �_� BEGIN BRACING WITHIN 6'-0 OF ANCHORS AT 4'-U" O.C. o ---4' BASE TYPICAL (" �--4" RUBHER BASE -__:—___-_...._._ __ --_-t - EXISTING WINDOW SYSTEM PERIMETER AND 2" FROM CROSS ' (� f / EXISTING --EXISTING CONCRETE SLAB '-' — MEMBER. r j ._ N CONCRETE SLAB _I A 2 X11 .-EXISTING SLAB J, STRUCTURF.SECURE ALL HANGERS TO BLDG. --------- `- r -_ ----- - -.--_ - -� - --- ------ - - - - - AND OTHER LARGE TRAPEZE DUCT WORS.K s TYPICAL FULL HEIGHT WALL 6 TYP. NON-BEARING PART. WALL , TYPICAL TOILET ROOM WALL E� PARTITION WA�.L AT WINDOW MULL. s LATERAL BRACING FOP? SUSP_ . CEILINGS OF 2 C.3 A2 3"=l -U" 3"=1'-0" 2 3"-1'-5;; AG NOTE: ALL APPROVED CTIOTYPAND H c' 100HE OF AN CAPABILITY N 1..�. r - JOB NO. --- cu 290628.03 114140- 14le-J-1 72ND AVE NUE AS SUBMITTED FOR PERMIT 8-11-J2 1 ter 6 wry IF THIS DOCUMENT IS LESS I I I I f �y•� p ^ ..,.....�..-,..,.,..........,.,.r_,...__�-.__.._....___.�_.......",,.,.�.. � uta. . _ . r . r I I I I III 111 11� 1 1111 III I�t 111 111 III "III III 111 I I I I III 111 II III 111 III 1 1'731 TJ1 III III 111 III 111 1 I IIII I ill I 'i L " r LEGIBLE THAN THIS NOTATION, I I 11 � I I � I I I I I II I I I I I I I � � I I I I I I `I � W i vE;�� V � .793 IT IS DUE TO THE QUALITY OF -�_ `�-- ----_--�-- �1- 6 -�-� - ----- �` THE ORIGINAL DOCUMENT. - 27111-111`1,1 --- - - T- T - - _ 011 £ �11 L L9"I, Z jitivil fv- �II11-111-1II�IIIII!III�IIIIIIIIIII�IIII�IIII IIII IIIIIIII IIIIIIIII IIII�IIIIIIIII�IIII IIII�IIII1111IIII IIII �illl�llll IIII IIII IIII IIIIIIII�IIII1111JIII IIII�IIIIIII IIII IIII IIII IIII IIII III ll.ullll� II IIII11W1�111111! II�NII GENERAL NOTES: 1. ROUGH GRADING: BRING ALL FINISH GRADES TO APPROXIMATE LEVELS LaJ M 00 NA9'52rO1?"E 1Q9�3.74' (-ALC. PROVIDE SOIL STABILIZATION FABRIC INDICATED. WHERE GRADES ARE NOT OTHERWISE INDICATED, FINISH GRACES ( ) (1U88.9 DEED) WITH 1' ROCK BLANKET APPROX. ARE TO BE THE SAME AS ADJACENT SIDEWALKS, CURBS, OR THE OBVIOUS Q 70 SQ. YD. FABRIC, APPROX. 60 CY GRADE OF ADJACENT STRUCTURE. GRADE TO UNIFORM I �VELS OR SLOPES C 00 ' 12'-0" ROCK. ANCHOR FA?:IC MIN. BETWEEN POINTS WHERE GRADES ARE GIVEN. ROUND OFF SURFACES, AVOID U %� 04 N8q*52'00"-, 450M' 1' 01"EF to UPHILL EDGE TO PREVENT ABRUPT CHANGES IN LEVELS. ROUGH GRADE TO ALLOW FOR DEPTH OF Q v m -- 177A7 0 UNDERMINING. SEE DE / D2• _ �iftHAl* '4; r TA 1 CONCRETE SLABS WALKS AND THEIR BASE COURSES GRADE FOR PAVED �' b "1 �1w DRIVES AND PAVED PARKING AREAS AS INDICATED AND SPECIFIED HEREIN, O `f ��• I7e.n G ,� �` �4!r ry .•�.� � ::'-:++-:>t:-�'•��-:.x.-••� T_, y •�4._.._.__. x.....__._ .. ._ -,�,,, ^__� •-. _.. - AND PROVIDE FOR SURFACE DRAINAGE AS SHOWN, ALL-OWING FOR THICKNESS Q Q T. ' ~ �� "� s. y, •" �1... ^--, %-,I�rH , 2� �+ 's-.-` RLT w,L -- 175 75SURFACING OF SURFAC ING MAERIAL. 6 7 - " �`• • rn iuQ•s JOB AND AFTER BACKFILLING tit'COMPLETION OF ojc M RENCLETED, REFILL AND COMPACT AREAS WH CH ' mQ HAVE SETTLED ERODED TO BRING TO FINAL GRADES. �J ° GRADING TOLERANCES: I p'N e" T - _ O Q �, i� p� i,� - - - r;, . •'a, - ^'"'fr -' "�.. , l; ROUGH GRADE AT PAVED OR LANDSCAPED AREAS: f0.i FT. Q N AHALT FINISH GRADE PRIOR TO PLACING FINAL SURFACING: ±0.03 FT. in •s C 0 pT cA ` 1� 1 �� �� - - _ -" '~" r~'f� ~ ,ma �� (� • 2. EXCAVATION: EXCAVATE FOR SLABS, PAVING, AND OTHER IMPROVEMENTS TO Q �` c .It �, ^ - -- . ,�� `' ✓' ~ '"m SIZES AND LEVELS SHOWN OR REQUIRED. ALLOW FOR FORM CLEARANCE AND W o 0 cV FOR PROPER COMPACTION OF REQUIRED BACKFIUING MATERIAL. N • M y� ,1124.8 ^ �..-~ M , •- - .__-_ --»- "' '" •> EXCAVATOR(S) MUST COMPLY WITH O.R.S. 757.541 THROUGH 757.571; m '`on 171.07 c rN -� ^-- -" -_^_ --� - -;' -"" •s�� FXCAVATOR(S) SHALL NOTIFY ALL UTILITY COMPANIES FOR LINE LOCATIONS Z a 3 O SEVENTY-TWO (72) HOURS (MINIMUM) PRIOR TO START OF WORK. DAMAGE TO LsJ NOD'08'4$"E �� " r~^ - r Y -,..___.......-...................._.._.._........_..._................____..._.__..._.__........ UTILITIES SHALL BE CORRECTED A,T THE PERMIT HOLDERS EXPENSE. - - - s cv Y W vi C 1711.30c n. •j •�� ~. ?,O _- __..'~~ C� 0 C 17J,56'(CALL;.) ,166.65_ -_.�. ..____- _ __ _... a a� t o (180O'DE D) __ -. _- .-- -- - 6 p � �ull� n� ~--- --- - _ _,` �'`12'I N `s.. '� 3. SEE GEOTECHNICAL REPORT PREPARED FOR 'THIS PROJECT FOR BACKFILL ct' 0 _c ~ �. F.F. 7.00 .,'� •� "• -- - AND COMPACTION REQUIREMENTS. Qoali if, 12"cp I 163.8•?. ., -•-' „' , � ,." ,..- "' ,•yg PALO 014- , 4. EFFECTIVE_ EROSION CONTROL IS REQUIRED. EROSION CONTROL DEVICES MUST BE INSTALLED AND MAINTAINED MEETING THF D.E.Q. REQUIREMENTS. THE CITY MAY, AT ANY TIME, ORDER CORRECTIVE ACTION AND STOPPAGE OF 166 -`--� • �,' /� • f, r • !`117.93 WORK TO ACCOMPLISH EFFECTIVE EROSION CONTROL. � I •, r r 16�Q r 5. EFFECTIVE DRAINAGE CONTROL. IS REQUIRED. DRAINAGE SHALL BE r ' ?vat IR;.M CONTROLLED WITHIN THE WORK SITE AND SHALL UE SO ROUTED THAT 1 llfz ',� 1Sz�4, , 1 ca / .� ('�►'? � ADJACENT PRIVATE PROPERTY, PUBLIC PROPERTY, AND THE RECEIVING �� AI24=A I f, Z 9 ..., ' 166 - - Th r, 1 16 SYSTEM ARE NOT ADVERSELY IMPACTED. THE CITY MAY, AT ANY TIME, ORDER H -' ♦ ♦ ♦ ♦ ♦ � ♦ � � 1 �� CORRECTIVE ACTION AND STOPPAGE OF WORK TO ACCOMPLISH EFFECTIVE pr>,�S n ♦ ♦ ♦ w ♦ ♦ ` 1 DRAINAGE CONTROL. V) t (l ALC:j <<</-I1 ,'•;UR VE. c� _.. 186 166 'Ca N NO Q) n_..._.__ 165 r Ci L 8'47'51' I a, \ ,' p CN EXISTING •._ R = 425.00' 4 4]§5.4 RIM=165.0 164 . r�j (D 0 L = 65.26' 165 „ ( Q h V M o DU1LUilvv � � G = 65.19 V �:, 43n 16`, i 163 't VI' m C ^b1 n9 -� ti r c, 164 CURB I RIM==158.45' CL S` �•. I x , f 6c I ► 163 ^oo �t SW LANDMARK LANE `6 �� _...�___.. � 164.4 AR-S� � � n, � 162 - Q •� I ats2,7o v• � Atm v-4 ._._ RIM=162.0 ' C,''-z% AC_ 161 , b� 3 -� 162.8 ✓ .IM=161.50 �►,� Y;., ,� I ;2 t JAY' DEEP ANCHOR tic, t•-__.,. .. _ f, 1 .Z C'JR6 {yr' ': 162. .E I^ A I.. sT r ti S2 •2 t° r ---... APPROX. 60 C.Y. 12"--0" �- I K MIN. 1 FT. ANGULAR ROC 6 f,r.c. _... O A WITH �,zr. , RI 7 THICK. COORDINATE � 160.0 �o �� '` ~` 'f u , A E PRIOR TO = '� W COMMENCING WORK _ I _ �- I tb8.55 /iii APPROX. 70 SQ. YD. SOIL BILIZATION 8 1`$4 ''S7 FABRIC. A I 15 .1 158• 15$�J �,' �,,• � l�I '.. I ` ��a 1 - 5a '158ash •- -. 15b.2 -- �7 5 [ . .-1 ht-. e"SYC -- � - _ RIM=157.0 _ s, KIR-Aa. %45' �T ,p..�qG- , ,� .y°I�' I - .. ..._ 1 1 ''' IM=157.0 RI 7. s`;;� _ 9'50 ,O W 654.31'(f�E E I7) CL EXISTING CURB OR " .. _/` •_ '.. _ I �157.85 o 1© RETAINING WALL. 15 7.5 C• ^ -1- ca 1.J X 7 1 ,,...-. r+ 7'c'� 157'9' 0 D I RIM=156.85 S5.7 Cil �G, �' -•-'1„•_,_.,,,.,.._.�._..----•••sNip `1 bap I SOIL STABILIZATION BLANKET �_ 2 N.T.S. � 815YC QI 156.70 /, r�'' vJTOO V Ill I 11 � I .1e•'�...__. �� ~ ' `� I Nota: See City of T,gort Street L0 II ,' � ,�!" "'•-' ,,; • , Improvement "Ai-GUILTS" +pF It , - �?� -• y r' O •, utilities in SW 72nd Ave. I " e y 1 7. .,_- AQP p B"SYa. ;>�_ LEGEND co �" `��_._•--- L' I "E 161 PRPOSED CONTOUR LINE _ _ _ _ _ _rte. f �M1 yy ~ 6"M EXISTING CONTOUR LINE ' � �g~t•16 504 t� Buil in C' %61 N) LN 1 / '�2C MDE RAIMAA EASEMENT �^ "> ! IM1 20 S , CYr f - - Rec. Get 1©, 113ft1 - U.1 „ 5� • ,.� -� .� . 7.5 aC; rr �. •�" � �-<- d F I 11"� PROPOSED SPOT ELEVATION U�GOIy � I �"M `�'' 26, I I .s RC K0R O f 1 1 154 154. 154. 1 54. 1 4. t s1, - - _77 �, EXISTING SPOT ELEVATION --- - 156 ♦ ♦ w w w ♦ ♦ ♦ ♦ ♦ ♦ 1 ♦ ♦ ♦ ♦ - DATE: ! 1 , 153,8 153 5� .8_ .._ "M •,°3`' 1/27/92 G2A� /--'- --� EXIST. BLDG. DRAWN BY: M=154.9 t�5•z� S. SHUMAKER RIM=1 3.2 /MATCH FINISH �..w i35.z 1 3' CHECKED BY: GRADE (154.25) 1 '� `" --- i K. KOROCH 1` 4.61 y �0 1 = 53 REVISIONS: __. _ __._ _^yoa --- -- ---- -- ,, - _ s� x •SSSS_..___. x __... ISL RIM 0 .• 1°30 , _._SSSS._. _. s _ SSSS._.. � �.... p•.._.._.-- X_ 32 - _ x__._.._.. -_ "'""": _ , _._..�L. "c _ _c..it -- `'`�---........ ��.32 153.40 G 1 c _ ___�.� . _-b. __. _ _ f9."�:GB:"Ai� _ -' - --_ ` _..__. 5� _ ' _ q CO RIM 152'6'.GS _.. . _ SSSS. ._ ._. ,- 's ~ `4 2� '3,e N 89'A 9 UO"1�J 'SJ �•l9,4'T � .. 4•, �H.r� tE 131.38 � 153.35 G 1St_ ._...�._._ ._._._.. `t k i'U4 �'v �' i� i AUJQA fit.' 08 G aye hti, d.Z-S ,... - �.__..... IiNl a .,. ,« ,�•.C•UR0 �.._ � ... ___ .�.. r-.. ..._ .....__.rµ�_...._........_. ___•^..__._._..__.____..•�_. __.. _ _..._ � 15?:72 A5Phi. ,�•2+�•7` aD 5 M 5"M orb"M 1 R� • :X110 G Orr- CIO � h. 1 • 'A • fl V C> ASPr�ALT EXiS'f, r3Lf)C. yw c 1 7 R ' PARxINC <. u r• , ` 'r ` 131.1 2 h C �� 589'49 00"W 479.'_,5 (CALL) (449.77 DEED) , g 51.7 .. r !( °� CONTRACTOR 1'0 COMPACT P`s •��- '"^•151.79 r, �CaC. �••"'tC2.�x� I `�/�1� � �y 1e2.eD • AROUND VAULT TO LIMIT T•i. •161 57 �'�F N139'49'00"E SETTL.EMEN1 OF ASPHALT •aP A . v61,u _.... dlG" P ._._..,,,,,,,,._.„._.,,,,, Y._....,_......_._...__.......-._..- ------ C HACKCNZIE/SA,iU !Y ASSOGATE S.P.C. SE EDGE OF VAULT. 5� ' 1 1 151.1 - - Fi4f.50' �- '`��- 4 IQG2. ALL RIGHTS RESERVED I".1.H]O • THESE.DRAWINGS ARE THE PROPERTY OF 1�1 •:4t.Ai MACKENZIE(SANTO h ASSOCIATES, PC MrS RO- 40.34 IE , MID ARC NOT N R, USED EXCEPT Rii TH 11 PACED IN ANY M ERMIS A-AOF ,3 THE \ "� •141 83 PRIOR WRITTEN PERMISSHiN OF Mj SA 1 � SHEET '-0 REM IV SD2 N GRADING PLAN EXIST BLDG. _ 5 1'_30' CI Or 5 CJ V) JOB NO. ao Lv j 290628 AS SUBMITTED FOR PRICING AND PERMIT 1/27/92 14.40-14160 SW 72ND AVENUE' "- 5 Or 6 7.017 Rt1uW „ r IF THIS DOCUMEOT IS LESS I II 'I"II II! !`t III" ! II I III I�I III III I! III III III I 11111111 lil II lil III lil 1111 I�1 III I I III li! III I I I!I I11 1 11 ii I!IIIII Iil III III I'll L 1 11I II ' I I I i 1 6 I l 8 �I I 1 I 11 I }� OCTOBER 26 1993 LEGIBLE THAN 'CII?,, NOTATION, _L _-�1,_..�_�-,--_`,.1-.��___� --- _�-�-- -1_------ --. L.---� IT IS DUE TO THE QUALITN OF Nb 30 THE JR1 SINAL DOCUMENT. T L1L ! 61 181 L1 91 i 61 i t ii �1� 8 L Fqii �I� ��9��� I £ I GIT111111lih�lll 1111IIIIIIIIIIIII IIII IIII IIII III; II!I IIIIIIIIIllll1111i111111 HIIIIIII Illllllil 1l1W1I 11111N111 U �- SAN MH GENERAL N® rES" RIE bIM S9R9 rr'y3�"j'%'(�n,„T 1U98.14' CALL 1088.9' DEED) ��° 1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CITY OF TIGARD, - - TIGARD WATER DISTRICT. UNIFIED SEWERAGE AGENCY, AND THE 1988 EDITION � rn Ln 8" O 6.0% CONNECT T ,fKIST. W - SX15T. -- OF THE UNIFORM PLUMBING CODE AND UNIFORM BUILDING CODE. 0) � ' •...--"''fes ._ 8'` CMP INSTALL C.O. F_.._. 0 cV IE 178.06 x� k I� 1a „o Q rn r-- CONN T�` EXCS G 12' C WATERLINE MATERIAL,I _ - SS 52 _ =_y.."-.__,,.,-.__. x_--xlw• ,%..�..•• ___ .. -. - -+r �_ F IRON, TITANhIN JOINVE T CONFORM NBUILDING: G GTO AWWA C 151, CLASS o> x c�xl .. .. � IE=169. W R N Mb.!53 `r., + -M - _.-_ __. __. " :�.._ � 11a ___-__ _._.__.__-._....__.____.-...___._.. _ i ES _ ZE AS REQUIRED BY TIGARD WATER DISTRICT AND m C ^ IF Is `� _ _. . ._- --- - - - co - - - _ UNIFORM PLUMBING CODE. O 0 M INSTALL C.O. \ �. ��_.�.._- C - -..----- p AND S FRlll' --- - . ...._.._.,.,- -�.. .. _ ,..._ __ ,.._... ` ..__.,._ - .. •----•--- J > RE?. WALL je 9> _ L- 6 IE=169.60 12 l�� CO � I" .�_..__ _61. r i ..i t�t'��a/C/^- e • o �. O �} �' , 1 �;'. 3. SANITARY SEWER MATERIALS: Q FOUNDATION DRAIN • " --- _�. �r --- ', ,__• 1E= 65.3r 1 PIPE: PVC CONFORMING TO AS CM D-3034. ma REMOVE 10 LFt 12" CONC. STM. ,--- A PERF. 0 0.25% 14 ' ~N +- • rn X CONNECT 12 STM. INSTALL �' ._ i / -J • '� • - --^� •�" °,• 'i - • �l ASPHALT c M d 0 l IE=164.40 - ._ .r „. to on • 4 THE WORKING DRAWINGS "- L`- --- �� x�' p - A9= y d'~ ARE GENERALLY DIAGRAMMATIC. THEY DO NOT p CLEAN OUT "` !`�ti x ENG PERF. INSTALL ;! _ _ _ .._. _ �. �' e� ,b1 SHOW EVERY OFFSET, BEND OR ELBOW REQUIRED FOR INSTALLATION IN THE • 4) p • IE=165.00 (VERIFY) F ..__ ..._.._ _.- 8" x 6" REDUCER - . �__ _ \y • , 0 L I 1 SPACE PROVIDED. THEY DO NOT SHOW EVERY DIMENSION, COMPONENT BEGIN 6" SOLID PIPE - -- -- s H-- rntn � •.� _..._ .-•- / "- �T fit: PIECE, SECTION, JOINT OR FITTING REQUIRED TO COMPLETE THE PROJECT. �- c 4 p CONNECT TO EXISTING SAN- LINE, „ `� �,.�--' -- __,..- --•.-• --- "" `t I ALL LOCATIONS FOR WORK SHALL BE CHECKED AND COORDINATED WITH c �: h Ln - J '� Q IE=159.10 EXISTING VERIFY. '"" '' -- �- n _ ��.C� _• -______._.. /. _ err' r ; • , 1 ' EXISTING CONDITIONS IN THE FIELD BEFORE BEGINNING CONSTRUCTION. a' EXISTING UNDERGROUND UTILITIES LAYING WITHIN THE LIMITS OF EXCAVATION CL SHALL BE VERIFIED AS TO CONDITION, SIZE AND LOCATION BY UNCOVERING, W p c0 N -- _-_ __ ��toe.w __ .__ ....._......____.... __'_.__._._____._.___.______._.__._._.___ PROVIDING SUCH IS PERMITTED BY LOCAL PUBLIC AUTHORITIES WITH - • m t cV 173,;f,'(CALC.1 \ I 12" 0 6.6% FDC - •!dam •!�.„ !p ,� 1�5.t,., N (1$O.O DEED) \l`., ! �..- `''" ,.� Building D / /`�� "" " -`- -•-- __ _ / I I '�! •, JURISDICTION, BEFORE BEGINNING CONSTRUCTION, CONTRACTOR TO NOTIFY M �J ENGINEER IF THERE ARE ANY DISCREPANCIES. �- L_ 3 a �� . . . FF.B SV.187.00 • / .y /r-- w-- r"_. ,.^' -- • --. - 5. PROVIDE CLEANOU'TS AS REQUIRED 1N 1988 UNIFORM PLUMBING CODE 0 vl c CO / �' .,/� Qs CHAPTER 4, SECTION 406, AND CHAPTER 11, SECTION 1107. U = O ! / L O c M1tO l P / i 16"�v Q vrn 'C o C - �; STM. IE=163.20 --' J SAN. IE=160.05 r^' - / IE=164.00 °j f / 6. FOR WATER LINE CONSTRUCTION, SEE SHEET W1. '� - a a _c ST MN o 1= T; W / r .a .G R'M 1 :;. tt.. l IE rl)16, � •-_L_ • / f j ! �7 o� a� 7. CONTRACTOR SHALL VERIFY AND CONFIRM EXISTING CONDITIONS PRIOR TO lE ,�162.�; I 4 �j li Ef 152.26 ! �tcs 4" ® 1.0q Co 10' CO ", • -� COMMENCING WORK. NOTIFY ENGINEER OF DISCREPANCIES. 1 • 4-_SS: O 9G '�0 i/ 4" 6 1 0% C CITY OF TIGARD STREET _ -8' 1E=160.5 �TYF. I RIM 1S7.71 r + �- / �+ ❑ / C 8. EFFECTIVE EROS.JN CONTROL !S REQUIRED. EROSION CONTROL DEVICES OPENING PERMIT REQUIRED J ,�, �c< SEE DETAIL 11 A9 '�;.'� s,.7o cacPt MUST B17 iNSTALLED AND MAINTAINED MEETING THE D.E.Q. REQUIREMENTS. Q? FOR PAVEMENT REMOVAL AND i , �c�c;�, `S�•`�SS DS DS DS DS e' i THE CITY MAY, AT ANY TIME. ORDER CORRECTIVE ACTION AND STOPPAGE OF 4- REPLACEMENT ASSOCIATED WITH ��`' O� _ _ -- _ WORK TO ACCOMPLISH EFFECTIVE EROSION CONTROL. WATERLINE CONNECTION. I �� I �. ll) I _ fi■ 0'1.75% I, 1. 9. EFFECTIVE DRAINAGE CONTROL 1S REQUIRED. DRAINAGE SHALL BE + 1 \1L 0 1.0 _ ___._6 ® 1.7% 6" 0 8.5.0 6" ® 9.0� • "m (CALL) RjW CURVE I i 1 I I ___----- -- z / I. CONTROLLED WITHIN THE WORK SITE AND SHALL BE SO ROUTED THAT U 1 7.8'7 �, (r' Ll7 8.4? ) `t �`' � - `.�'( IE=159.05 11 ADJACENT PRIVATE PROPERTY, PUBLIC PROPERTY, AND THE RECEIVING > RI , S q IE=159.15 8" - SYSTEM ARE NOT ADVERSELY IMPACTED. THE CITY MAY, AT ANY TIME, ORDER 4.2.5.a0 _ I � E-� � O RIM 154,a3 65.26' k p�S - / ` 'ry r XL�TlNG CORRECTIVE ACTION AND STOPPAGE OF WORK TC ACCOMPLISH EFFECTIVE W C - Fi5.19' SAID Mi{ � t I jX1b4.3C __ � LP ;' �s� �r'. BUILDING DRAINAGE CONTROL. � 0) RIM 16&211 _ ^` IE `156.2 CURB ••_`... RIM=1 4 r .� } l = RIM=165.00 8' ® 1.5% ow I •--•- SW LANDM/IRK LANE--- ___ __ _-_ _l IE=1i 2.50 --- " m 0 I {� I .' INSTALL BACKFLOW " RIM=162.0 ,� •"_`... 6 CLASS. 52 D.I. 'y �, > f w PREVENTION DEVICE _6 O 3•q% 1E=159.506 IE=157.85 ��•� ° a IN C.B. 0 INLET OF �'-- 6" 0 1.857• c ST MM 63.20 6�ti �►? I FOUNIPE FROMDATION DRAIN,._ �`•. ' 8" O 3.259: �„ ;" IE=157.85 ! t x =J _... ,�._ - ss ,�. I _ CO lam;Y �• • 1e �154.9acuRa a• �. - � .�....._ � � 6" ® 9.07 i U) .15 I 17 4 7 - 57 W IE=156.55(10" / E1M155.10 p NG 1�1Ett __. l SANITARY 5E 10" 6 1.5% �. '3 S rC , - \ 8" O 3.Q% �"� 6" ® 1.090 1 raaA"'rlipN 1 � IE=157.45(10") 6" 0 9.5% tp ,,•10" 0 1.75% I dry' i ` RIM1.160.0 " .7.87 6" w-VA.._... ._._._..n SAN EN160,60 I I x _ 7 CO 10 O 4.25% U UNG/M of -. - - IE=155. 0 A'0" " r. _ �, r IE=154.5 • IE='.52.75 15" IE=152.10 15) __; r-^ 15 x -e AQ RIM 157.0 IE=151 $5 1 h6 0_0175%­ N." Cs �� x -•x �a > IE=153.75 r. i 0° ' '� -� ►"+ 15" 0 0.75% 1500.75% " i c 950'?0"W 654.31'(DEED) \+ 11 1 6" 0 15_0% 6" 0 41.0% I �o s�, 10.00' r �I I Q t x ",a RIM=157. I IEj Z.1.. _ f p I ' RIM=156.85 ---- ` ,S "ry IEM154.50 IE=154.5 , I�,� W I po IE•154:. " 's. -'60 I i .7 t j co 4 O 1.076 r CO 4" 0`'1.4 76 S. 1.OR CO ✓1 -14" ® 1.0% CO e- •_ 10 ,.yet` 1E=155.0 �� IE=155.0 I - 1E=153.0 ,.� /.a '""•� ' R,' pa + s•M PROPOSED STORM LINE REMOVE EXISTING 10" CP I ;t I -- - ''-'- - 10' <- ! I Qs PROPOSED SANITARY SEWER LINE syc a 156.70 OLP ee City of Tigan a,re�'; I I I n �� _�. _ v, .- Imllrovement "AS-9UILT5' forI y �_ 4 • ,/ •''' �� ■ • 15�j p • ��- utilities In SW 72nd Ave. f /(r � I n` •I-� + !' P"SYC R f l �•M s PROPOSED WATER LINE V i J I �G -r` " f 4" 0 1.0% - M ^I a0 C� 8 00.6876 L 5 .83 EXISTING STORK LiNE 5 _ _. . . _ MISTING SANITARY SE.NER LINE I ( I ,/ 1 ti. Com_._ _ .. - �Y4 y' To _31 .� �.... _-O WOL RAILROAD EAMMEN! B �I�IR l _ P 0 1 •S, i' �� _ -- gN.n3i r�.zs,� �•/ + {5 1 .9� _....___... ..__.... N ________ _-- -- EXISTING WATER LINE Uj __ -._ R"c. Oct. to 1 FF.8,1`1/.158,00 ` "` i GO -- 4 ,f- i 15" 0 1.1% PA �7 i - ~ "%� 12•p IE=151.0 I ® PROPOSED CATCH BASIN /•\�� 00 c:' r _ •�o IE=151.0 IE=151.0 �'+u IE=151.7 I 1 iI 151.0 SEE DETAIL r g �G i N�♦ Itis �,. I -- � J' �c•: 4, 15 ,p I( -� o's L• 11 A9 TMP. / x� � pC8 EXISTING CATCH BASIN Q� DS �- DS DS FDC - " 1 0FaWN IE=153.16_ I • CO PROPOSED CLEAN OUT t EXIST. 8" C.P. CONNECT , 1 i� 4 0 3 % U _..__....._.__ a``Fh .► 25.� OGS TO NEW 8" AND 6" FROM R E KOR CATCH BASINS. ;'; ! I a 6 O 1.0% in 6" ® 5.0% PROPOSED DOWNSPOUT { ( '� SAN. IE=15J.00 � DS 9 5" O 14.0% o o0 5 `✓. 857 I ! COTM. IE=149.00 EXIST. BLDG. 6' 0 5. 5 RIM 154.0.. w DATE: r. N RIM=1 6"-0 2.25% 6 ® 3.47 . v .IE=1.18 45 15 E-148.40 15 �t` rdM IE=147.7 I u -^ C ' IE=153 5 .� 11 MH IN MH IE=149.800") 6" 0 21.0% IE=149.2 12") �3 4. h ,KNIT Y SEWER rl'' 1/27/92 " F �• 6"035,_0% " IE 15c +AUS' iNC ,..'',N, Y PROPOSED FIRE HYDRANT g RIM 155.46 2 �y' ( I STATION r�"_.p _.. --- 10 O 0..% z w DRAWN BY: IE 1tia.35 _- __.. c. 1 �% N CO 15 ® 0.50 r_ W -- .._...... ._ �•r-.._�•"•� _. _. 0 ' g3.5^ 2�,•_w- •."'"��__...-----W."•" t7 EXISTING FIRE HYDRANT S. SHUMAKER co RIM `•` - _ _ -x - ..__ -Y W 15" .O O,b7& ....._.._ 15 r0 0.5 -' 'ISt /'� Y.__.. __.. _--_•t--moi"'9f� _ :,,,". ._a.. _'•� _.. -�� --� _ �i wK,z-__*-tz t 54,82 W/� _ - --w _�t�".w - i`�1'°�:°r- _ _ / _ ____._.__ _._ _ �+ 9") "') CK IE W)152.4 1 - _.._._.___- �- �_-.... . .. _ 5 xr _ _�.._ q _ ao c CHECKED i<.0 _ ,_ -W. --- it=1 - -- i.5' E�1_ xT Rtu ,yz.rK EVI KORO CH K 52.8 - I 5.3.0 _ �.._ 1 CH E 150.5 M=153.0 I 4 -- R SIONS: �'�"I cf -. •r 153.35 G r 1 s `'r • AsrH�1x hF.=1,50.5 �� CONNECT TO EX15T,' 8" �� °-,IE=14&66 15" N SAN MH u.�'' - �► PROPOSED PUBLIC 6"'-6 18.3% R:!d 55.10 S i * o` ,fir �R i 3o PUBLIC SAN. IE=147.74(8") - �-- - (_38 IE=147 35(35 NW) M 143.50 ( 154.34 `g GI:UR _...__ $ _-_ • __ _ SANJARY EASEMENT IE(E) 45.Q5 _..__ ....• +" - I •t ASPH. 63.72 15" 0 6.75%/` �- � ya 15 I CONC G/ta =,I.sn E .,:3+11:,:T c '�' �' ■1r•r�l•11 ,Y - ' _ 1 S89.49'00"W 4.79.5 a'(CAI_ 1S" ® 3.o7c � _ SAN. IE=150.10 EXISTING 8" SAN. SEWER TO sa.eo • �_________-__...._�__.._____ -__a�_�.�_--��__..___ STM. IE=148.95 BECOME PUBLIC. SEE RECORD I 4191.5! " DRAWINGS PREPARED BY •T�T.•D _ Ntj9�49 00 E MACKENZIE EKIGINEE^1NG INC. Teo.aDa �� � 646.50' -V �140.34 IE •141.63 »..""""-.• 4 AACKENZIE/SAITO✓M ASSOCIATESP.C. 1442. ALL RIGHTS RESERVED 1 IM ' .nC+ THESE DRAWINI,'S ARE THE PROPERTY OF O" CMF' ,� MAC`(ENZIE fWTO&ASSOWTI_S,PC(M/S A))AND ARI: NOT TO 111, VSED OR REPKO OII^.ED "ARI MANNER, EXCEPT WITH THE PP104 WRITITN'ERMISSION OF M/SA CONNECT TO EXIST. _ c� SHEET 90 CMP. IE=144.0 . �sry? CONTRACTOR TO PROVIDE ' UTILITY PLAN SHOP DRAWINGS FOR CITY OF I c' ----- ----••-••---•----- - TIGARD REVIEW 10 DAYS PRIOR TO CONSTRUCTION OR FABRICATION. EXIST 3LDG. 1"=30' CITY OF TIGARD STREET OPENING 4 SD3 PERMIT REQUIRED PRIOR TO SHOP N DRAWING REVIEW. V) _j J $ I ro OF 5 rn ,JOB NO. 290628 I AS ISSUED FOR PRICING AND PERMIT 1/27/92 1414u-14Iho saw 7'�NSJ AVE;,, - - --- IS (I r__ 6 LEGIBLE F THIS DOCUMENTAN ,I9 LES • I'I'I IIIIIII IIIr"II'i IIII I IIIIII' I IIIIIiI 'IIIIIII V I I I ' Illllli'IIIIIIt 11111 I I I I T 1 1 l 1 1 1 1 1 1 I I I'I I I I I I I I III I I I D L n I ill 1 1 1 1 1 I I I I II IIIIIII III III 'I; ,"I r r W 1 �I ( 4 6 _ 8I �I 1b 11 �21 OCTOBER 26 1993 I ITGISI'DUE IITO THE QUALITY UA1,1Tt0O, -- -�-_� �` ---"J_--��----.-_ Q Y C THE ORIGINAL DOCUMENT. - r-- - �- - -- --�- £ ill L 8t BI Lt tlt 9I , bi t l l tT i I8 L 18 9 I I £ L Y ir•n" IIII I!IIIIIIIIIIII II i�lll it{IIIIII IIII IIII IIII�IIII Ilii Illi IIII I�III�III II�IIIIIII�III IIIIIII�II IIII�IIIIIIIII illi III Illl�lullll!►�������I�� �►����lllill�l���► ��s� Illl��l��i���► �I�� IIII �I��I����I���IIW�I��I�I>���I��III��►�I�►�,Il�lllilil��►�! �� II. IIII III u . M