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2001-7143 I (2)City of Encinitas April 4, 2002 John Nabors, Project Manager Carltas Company 5600 Avenida Encinas, Ste. 100 Carlsbad, CA 92008 Re: Encinitas Ranch, Community Facilities District No. 1, Golf Course Bridge. APN 254 -610 -0 Permit No. 7143 II Gentlemen: Encinitas Ranch Golf Authority (ERGA) has contracted Hazard Construction Company for the construction of a golf cart bridge over Quail Gardens Drive at station 115 +25 of Quail Gardens Drive at the location of the current at -grade crossing of the cart path. The contract included the design and construction of die bridge, its abutments, and the bridge wooden components. The plans for the bridge include MBGR (metal beam guard rail), Cor -ten, Northbound lanes Southbound lanes Plans: Sta. 114 +80 to 115 +20 Sta. 115 +34 to 114 +94 Change: Sts. 114 +80 to 114 +99 Sta. 115 +34 to 115 +14 This change does not affect the starting points of the guard rail but shortens the lengths to a point one foot past the start of the center support column. If you have any questions, please call me at (760)633 -2778. Sincerely, Greg S ields, P.E. Sr. Civil Engineer cc: Leroy Bodas, Director of Engineering Services Dave Wigginton, Director of Community Services Phil Cotton, Community Services Mike Wells, Community Services Jim Knowlton, Geopacifica Mike Valles, Inspector TrL- r+i -63; -2(01 FAX -W- 63)'6'- nlcm Alcnue. Encmiia., Caldaxma 92024 -3633 TIM - 611-03 2710 �r recycledpaper Mt�IZ 145 t 3�-. o0 QUAIL GARDENS 1, , 1 1 IO_ DRIVE ro aa� ' � �1 N V �t 1 2� _0 1 1 Tc, 1154-4 rb 11¢ t99, 1 FT THE. STA2T of T'HC- CCU 9KVJ Su(>PcoR2T ) T5C N DICLfGS1o.�5 STA 115 +34.00 BEGIN MBGR TYPE SRT l 1 1 20 _Q' 1 k � N 1 ,1 ,J+ 1 v '1 b=„ 0 QUAIL GARDENS DRIVE WESTBOUND 1 , , , TOF 11 6 _0 '; � TO it 1 E8 1 1 1 1 ELE 1+50 s 1+75 2 +00 T BRIDGE- _ A N4T07'01 "E RECESSED I ` GHT FIXTURES ® 8' -6" �,a' 14'24'00" ' JD VARIES (STAGGERED) SKEW SEE SHEET 7 OF 12 QUAIL GARDENS ' 1 1 DRIVE 1 EASTBOUND iI EDGE OF 1� + TRAVELED WAY TYP STA 1 1 i STA 115 +07.00 q QUAIL GARDEP = STA 01 +66.00 N 972,920.21 I E 247,036.12 , 114+80.00 I 1 BEGIN MBGR I TYPE SRT I i LEGEND: SLOPE GRADES TO EXISTING. q BRIDGE 1 1 , 1 , 1 1 4 ' ' 1 •1 1 1 1 CITY OF ENCINITAS CITY COUNCIL AGENDA REPORT Meeting Date: April 10, 2002 TO: City Council '� ✓ VIA: Kerry Miller, City g J,VJ-1 �/ FOR YOUR RECORDS FROM: Leroy Bodas, Engineering Services Director From City Clerk 4prreg Shields, Senior Civil Engineer, Field Operations SUBJECT: Temporary closure of Quail Gardens Dr. from Swallowtail Dr. to Leucadia Blvd. Encinitas Ranch, Community Facilities District No. 1, Golf Course Bridge. APN 254- 610 -06 BACKGROUND: Encinitas Ranch Golf Authority (ERGA) has contracted for the construction of a golf cart bridge over Quail Gardens Drive at station 115 +25 of Quail Gardens Drive at the location of the current at- grade crossing of the cart path. The contract included the design and construction of the bridge, its abutments, and the bridge wooden components. The bridge was reviewed by the City of Encinitas Planning Commission and received Design Review approval as Case No. 00 -009 DR/CDP and Resolution No. PC 2001 -10 on March 1, 2001. Permit No. 7143 H was issued on January 31, 2002 to Hazard Construction Company. ANALYSIS: The construction of the mid -span base and the two concrete abutments will be completed while narrowing the two driving lanes and closing the two bike lanes. The contractor kept both of the DG paths open during construction of the foundations which is ongoing at this time. The road closure is necessary as a safety measure to prevent damage to automobiles and to allow space for on -site assembly of wooden bridge. No other flat areas are available for the assembly near the site. Upon the delivery of the wooden bridge components, both lanes of the road will be closed at Ranch Road at station 109 +75 of Quail Gardens Drive and at about station 128+00 just south of Ravean Court. Traffic will be warned of the road closure at both ends of Quail Gardens Drive. The southern warning sign will be posted at Leucadia Blvd. and the northern warning sign will posted on Saxony Drive at Quail Hollow Road. Testimony at two public hearings included the description of the scope of work and the requirement for a road closure of less than a month. The road closure will begin about April 15, 2002 and is estimated to last about two weeks. Notice of closure will be posted about a week before the closure as directed by the City. FISCAL: None. RECOMMENDATIONS: 1) Authorize the City Engineer to permit a road closure for approximately two weeks. ® OSTA A= city of escenitns Quail Gardens Drive road closure for golf couse bridge nN ' =E. A Ox of l.Yp ProEUCtlm: "&e �r� cW P.r.]W] �cn wa>a rr e ur[rmmnni � �•�^.n� M � a��wa� Gnmiuv M[T m v � snv von"• �� k o DR 1, t sr GZ a RD 'm r42 G- al 1 CT RAINEY Cq 1 1 1 - POO-IL (;ha -»�1c _. G5 I � ✓ �f ' S �� 3cco�r _ �a3 61�ubL G33 -2:o5 �. kz� �tic.cre� s_ (, 3 3 Z-,6 0 7 c�C � SSS 5c�1- r 2 6) .__ � SKo�s � Lf�c.P,a�•. ��2" r�sN� �trzt,�. -� (( .. r ' 1 lug lc� ,/ SSf - s Vr - Uoocr 63-1 - Z7.f 7 2vf3 5/oL, ,-L7 633 -2.705 h� dAec -e s 433 7,807 Po _� i- r i 1 r 1 :•f RA Zt-zv-- C4 0 - l2as No" Cq 33 " zlc -7- �33 -2705 _ 6 3 3 Z_B a 7 - -- -- 2 4� F I� iFiRS - V FzN C �Lq, _fL a t +4u�J ... J� Jl(pi -'`� C L�CaOI�. (. `- '__�.Z. FLS�}'ro `f�- C,'••c�,� r - -�. T`tP� L� r,- �,��•cao�.G �.� �yV�� cam' �utP `�v.�"�Cty a1 Fc� r �5 - «v�n� �T r t2�► rte % LAO -C • -- � JICoi -"`' � La)U*Olr>_ `- ?`-- _�Zc��- t^l. -S4iTo `f�zC.l.c�.� i - V-0J�-n e,-Cst _ s«-, Cti.Y. .. � ��- i✓„G��. _ _ __ x_33 - 27�f � _ - _ _ 2 61 oII ' 633 -1-7 S '� b Z-8-0-7- LAO -C • -- � JICoi -"`' � La)U*Olr>_ `- ?`-- _�Zc��- t^l. -S4iTo `f�zC.l.c�.� i - V-0J�-n e,-Cst _ s«-, Cti.Y. Q"IL, G+ -.osfAc It 33 - 2744 z __ X33 - IG SSE S %7 - CL CSlLb !1.- &SC C- L.C.5�2� � • 2`1 oZ �v�aa if 1� - �U O,I L, 6 K�o1,�.st p) R.1D.tz _ uT Rs 63 3 - Z - - - - �'►,�°', �'�' ✓ �� - � �� mar _ - 33 -lit L) -e es 633 .Zg07 EST Q�Lr �j r � r Ft-`r afzn — N-A UPL.1N CT 7 1 k� . &Z _- / LAO _ r -- �;. ��S�t�- �ft?4�a1L PAR -1Di� �`i�•G�� -. ____. - __. 6APL X33 05 6 3 3 Z8 0 7. SSE slb-7 C t,- ta(LS_ - QA u r t-j Cr _ !LRNUC� &Z- -- -`- AO V-it1J CT- r - --3 � `cPrz i� `�-,�.;��r o� �� i;;Dc�L•.r� c� EQ� cP �y��,� i'cU Apr-18-02 01:21pm From - Hazard Construction T -514 P DDI /002 F -587 Hazard Construction Company CONS DATE: TO: ATTN: RE: MESSAG UCTION * U�l:loZ�. s�lM C�fF`� IALk (wpv7Q5 . MANAGEMENT * SITE DEVELOPMENT FAX NO.'S (233 _18/8 NUMBER OF PAGES -2 (Including Transmittal) HAZARD JOB NO. OOO� _ 44 �_e P.O. Box 229000 AZARD CONSTCTION COMPANY FAX NO.: 58) 453 -6034 San Diego, CA 92192 -9000 • (858) 5873600 • 058) 453 -6034 Fax • License No. 750542A Apr -19 -02 01:21pm From - Hazard Construction T -514 P. 002/002 F -597 NOTICE 14 installation of the Golf Cart Bridge over Quail Gardens Drive will occur from April 29, 2002 to May 10, 2002. ing that time, will be closed to through traffic. At_ I�gRD�tiS �R�v. jwaU bw [��lr To lucr Din cud) Thank you for your patience. HAZARD CONSTRUCTION COMPANY 858 -587 -3600 17erqL. �. F a t+.. . 1.._ 1 r NOD' a r ,, Y. f r, IN As. l 1._ ., J STRUCTURAL DESIGN CALCULATIONS LEUCADIA BOULEVARD PEDESTRIAN / GOLF CART OVERCROSSING OCT 1 1ggF fA CARLTAS DEVELOPMENT COMPANY SUBMITTED BY SIMON WONG ENGINEERING STRUCTURAL AND BRIDGE ENGINEERS OCTOBER 1996 LEUCADIA BOULEVARD PEDESTRIAN / GOLF OVERCROSSING TABLE OF CONTENTS SECTION General....................................................................... ............................... Layout........................................................................ ............................... "BDS" Input / Analysis ................................................ ............................... "SEISAB" Input / Analysis ............................ Column Design ............. ............................... Bent Cap Design ........... ............................... Bent Footing Design ..... ............................... Abutment Design .......... ............................... Bearing Pad Design ....... ............................... Bottom Slab Reinforcement Design ............ Top Slab Reinforcement Design .................. Shear Design ................. ............................... Miscellaneous Slab Design .......................... Railing Design .............. ............................... •BDS" Output ........ ............................... "SEISAB" Output .. ............................... "RECOL" Output ... ............................... "FAD" Output ........ ............................... Preliminary Design ............................... Geotechnical Recommendations........... PAGE ..... ..............................1 ..... ..............................2 ..... ..............................8 .... .............................14 .... .............................21 .... .............................32 ... ..............................3 5 .............................................. ..............................3 7 ............................................... .............................53 56 ............................................... .............................73 ............................................... .............................82 88 ............................................... .............................91 APPENDICES .......................................... ............................... A .......................................... ............................... B .......................................... ............................... C .......................................... ............................... D .......................................... ............................... E .......................................... ............................... F GENERAL INFORMATION Location: Over Leucadia Boulevard in the city of Encintas, California. Client: Carltas Development Company 5600 Avenida Encintas, Suite 100 Carlsbad, CA 92008 PH. (619) 431 -5600; FAX (619) 431 -9020 Contact: Mr. Charlie Kahr Owner: Carltas Development Company Design Code: AASHTO Standard Specifications for Highway Bridges, dated 1983 with interims and revisions by Caltrans. Live Loading: H10 Light Truck or 85 psf Pedestrian Live Loading Geotechnical: Soil recommendations by: Geotechnics Incorporated 9951 Business Park Avenue, Suite B San Diego, CA 92131 PH. (619) 536 -1000; FAX (619) 536 -8311 Contact: Mr. Robert A. Torres, PE Civil: Civil Engineering provided by: Hunsaker & Associates Irvine, Inc. 3 Hughes Irvine, CA 92718 PH. (714) 583 -1010 Contact: Mr. Dru Mayers, PE Job Number: 500 -097 Project RDC Page SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS Proj. # Designed: S Date 1 y Checked : 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised La oui-, to" 'L - CA41apc iPLL. % �7C.�Nec� by 4,,,Lm -L� 4 -AcsvC Faro �LFzv so' ?A-0 CL i� ✓ S-Ok ACpproxA;,K, �-- Le-�t+iA --�' zz/o1' 1 J�'Ci f17�1y, �'(G^Tt 1014' �� IO�V" ^I CICN� ^fC IG S��L�•n. LMN:., _ To d C,, �,, L„,,, I, o.rer gLeJc40-41A B(_ vO V 'o.,... B n 3e C�' � Z4 tao — BS.gL ' 1+ 60. O S3'4� >^ I +(,O — I +JO = ('O.U1 vSc (oO.O , - e(n,O, (o £.O 5f�' r, �pC 1',!•4 �vc ogee Q Verlcc� Cwv�— -I Vey 1 ' 1 �u as be o C�- 1, A : 7; ELF V e S'1 Z +c>3.00 34 z. oS t FLry e Svc- 34o,St ncAfo(do) ° 3`t1.40' C z = 740. 140 7 EL�uf @ €uL • 34Z.Oti - 0.014 (44) - 391.4f (V — 1. 'f0 - 1'5%)& - —3,s?` r rN A. R /7L 11 39.,11 LC - 46 IN xJt.31 F, gf� S 348 \ S Pk 9 Cb ;b •k � dry. c� ti f / 1 U A-..< r / :.'M�S�ti•_ —� PR-PARED By pPOFESS, PANS PREPAR N0. m Ina Em. ]/3 n� renj,6 C".'uW NSmlep ~lf C�v�� Nor �•�(� REGISTE,REO C,70, . Project: Lr Page: L \\ �^ SIMON WONG ENGINEERING \v/ \ STRUCTURAL B BRIDGE ENGINEERS PrQj # : Designed: Pu� Date: 10161-76 Checked: 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised po;,, � 04- )1 :n. yc' . COQ. e Top O S- a ICY, &4 5 , S� Jt j 341. S3 F Lv. • a1 Lrx_ L3r �v FLv, @ 54.E Jr G9,0 FL. C Vl OF i / S -TQJL y= 3'1/1070 `z) C lt2 - 33r1, ro Z — 50°1.1 = Z 6, I t I ± d� r- L8 — ,IN� O� M,✓, V•er �'�nI CI�I� -..�r 3� 1 *iU lOI or Pe4o� s} - 341"1 -ZZ.e: -t $qf,a ELL f- Q Vff.O c 340..�O 4 OA14 l rza) ?trrZ of ty -WL4-7 = 340.tnZs- = 33845 Cam- 335.3- 330 L: CS7a33- Gazi.z3 2i= Sn Z9-St, (moo) S's�'4� �kp 01 Izoo (ion) Z u S - �yJ ZG, 211 �jeviwt. SI'IY15N� — II 0 53 iZ (?l:-z 2if k. Project : Page : S SIMON WONG ENGINEERING STRUCTURAL A BRIDGE ENGINEERS Proj. # Designed: Date Checked : 9968 Hibert street suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised 00ev4kian a{ JCin�InJc 3'(1C.5 1 �Ghrck tr1o� �rac�'n5J A ssdm� 2 6" $}- r�efvrc tkp-Eh VSr 3 CIr. a 'ber1c� 2 ! so -% slops as - VIII 3y6. =��k Ef�y fap Slops = 34O.S' I 1 I II � 1' 3 ` y -O bench 5!0 'n,;, ei de I b 4 r"kv 33Ys" Z or Loco {� �Q y 6� �TC+. {op v1 S)O'D< Brlcl5e �en5th = 2ly Z L = 211.x ' -2— 133 -1-=3 9-� Project : Page : 6 SIMON WONG ENGINEERING IS, TRUCTURAL 8 BRIDGE ENGINEERS Proj. #: Designed : c7 F Date Checked: 9968 Hlbert Street Sulte 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: j3enl: Ln „•. f 1 /, , LOc Cf r 1c, C.- G rC /f/Mn , 1V r" �f Cm 7r'e. Guru. I r I Roc,dwc, y = 3y -d ¢ I-C, rr of Gur6 ,-041/ r W/ cetwiSIv ^C • I / q LL II _Z ! O r pc.) c n rPC� .SOe n ' �- LSi Cle ` 63 -,3!/ f &nre' �ar4ne.e( ClPSiSn 5 r�s- !U M,n U.S.- 6CL / "i-/ L 6!Q� — (� G[fele.1 /cr a e(i Aonar Cfrr/Cnee) Project : Page: �7 SIMON WONG ENGINEERING 1 STRUCTURAL B BRIDGE ENGINEERS Proj. # Designed: Date Checked : 9968 HIGert Street Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566.6844 Revised: 50ffi lQuou LL f! VSe Ar, balq �,- ccirve 6 =c f) i17.6u) 4. 8 — 2. S =3�, O. oa 3z.(' A 194 4.W,08 - 2.S Or I h (t)o S )Or?" GL 'nbr.5 -ei n N// y— ZAY, t 8 0-3 --cy Project: L �= "} o c Page: SIMON WONG ENGINEERING � \v/ \ STRUCTURAL & BRIDGE ENGINEERS P,O . #: J SV0-0Qr7 Designed : Date: I f cry Checked : 9968 Hiben Street, Suits 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: g ALL FtiO Cwoc-I Tres br•_ Asc, 6# k t d '� 341.41 4.64� "r 5.o o(,, i7 i, s � Z 3 — 39e SD _I � � te z C / - I CFtieJ W'11c...� 5Fir- -7. r- NQ (-= M �M T3 IL 7S 7.f 7.s 75 '_''' T ,.r 7.t ZL' ZT '�.S T.i 7.� I� 0 : I i zo s 4 I I yt 1 I I I I A Ztsa Ms- Z•5 Yw- bo1;c p.5D Sean (a1 z _ 3 ( 4,z; i tso) i� ( 1µ, 4.zrl DUff2 U"&Lr 86A — — a l- t tf� ( (1) ALL FtiO Cwoc-I Tres br•_ Asc, 6# k t d '� 341.41 4.64� "r 5.o o(,, i7 i, s � Z 3 — 39e SD _I � � te z C / - I CFtieJ W'11c...� 5Fir- -7. r- NQ (-= M �M T3 IL 7S 7.f 7.s 75 '_''' T ,.r 7.t ZL' ZT '�.S T.i 7.� I� 0 : I i zo s 4 I I yt 1 I I I I A Ztsa Ms- Z•5 Yw- bo1;c p.5D Sean (a1 z _ 3 ( 4,z; i tso) i� ( 1µ, 4.zrl DUff2 U"&Lr d '� 341.41 4.64� "r 5.o o(,, i7 i, s � Z 3 — 39e SD _I � � te z C / - I CFtieJ W'11c...� 5Fir- -7. r- NQ (-= M �M T3 IL 7S 7.f 7.s 75 '_''' T ,.r 7.t ZL' ZT '�.S T.i 7.� I� 0 : I i zo s 4 I I yt 1 I I I I A Ztsa Ms- Z•5 Yw- bo1;c p.5D Sean (a1 z _ 3 ( 4,z; i tso) i� ( 1µ, 4.zrl DUff2 U"&Lr 3 ( 4,z; i tso) i� ( 1µ, 4.zrl DUff2 U"&Lr BPS - C.C>,-+ GN Uy E �' 1 — T ,41 - C' cl I Tl- -'a —l's '.-.. i- F O , 5ve Project: LE U,402, PQr— V� SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS Page z Pr0j. # <Zb -09 9968 HIbert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566.6844 Designed : Date: c Checked: Revised: BPS - C.C>,-+ GN Uy E �' 1 — T ,41 - C' cl I Tl- -'a —l's '.-.. i- F O , 5ve Q IZ F A A Y Q 135 zo 2700 - — B 144p 15 zl Goo C' �3s Zo a " 00 P 535.5 44 V3C5- z E I.3 e4 411.,7 �G 133 F S35•s l 4 4 Z3 (SL C- Is i1_ l 5srs 839/4 Of G r4 Y' X• b�T i 4° -fl k'cG -• z141�a /sc��s of 3.14 bs �s y. p.ief r p 10Y 2 S, x- 3d y. r s 9 a Y-30) * TGuu22, ititwve As "rj-Tt 17t—, 'o l .'('� 9a Project : Page : �O \\ �^ � SIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS Praj. # Designed: S Date: Checked : 9968 Hiberf street Suite 202 (619) 566 -3113 .. San Diego, CA 92131 FAX(619) 566 -6844 Revised: t- = 3ry&-1 2' /67353 ?-° 89381 !6iSO '314-1 .417,70 4 19S ;-� = 19 r?347. f:l Z�: Z64'1zg,6K ��ti %Y Y of Z 975 ,� 44 Z3bSZ C 3 i ( os 549`7, Z4 v3b� o.0 S(v(33 Sociis CoZ Zel •rS 535,5 4y 136SZ )3) )y 4s s4°r�,t�t IT1'L S ,f i'3'IfG 1'UZoC �b 131 = 3ry&-1 2' /67353 ?-° 89381 !6iSO '314-1 .417,70 4 19S ;-� = 19 r?347. f:l Z�: Z64'1zg,6K ��ti Project: Page: SIMON WONG ENGINEERING 7 +1 `V STRUCTURAL B BRIDGE ENGINEERS Pr0j # : coo -Q4'7 Designed: Date 9968 Hibert street, Suite 202 (619) 566 -3113 Checked: �L. S San Diego, CA 92131 FAX(619) 566 -6844 Revised I 0.1 (0 (�.�jL341 (fW, 23+) io B.2 a c„ vvw C i ,r e I Sgc 4-4 1 (6.u�I.V S=am 3 -3 iL I,o• ;go,i,w 1, oq Project: : L �'} \\ �^ � 51M0 N WONG ENGINEERING Page \v/ \ STRUCTURAL 8 BRIDGE ENGINEERS Proj. # Designed: Date: 9'1z 4 s Checked : j1, l 996E Hinen street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566-6844 Revised: Se( 1?rO ?. \/15¢ -T -JcAL HQ ,Aga. C "- x,17 ADDa -IzKj,#L D. L, ti -E F l_ 5,, 4 1 06-7 G SBC C -G t t'( Al n I4,3 L-4 / —7 4,s3 SE c- r7 - r? r J u d L tr ti � t Q k d spZ 5,1D, : a X (U,$)6) i 0 0 s -FCN L ,IS IOS SDL ' Z (aic6 ) = 6,2s Il /3} Oro Project: Page SIMON WONG ENGINEERING g t3 V� STRUCTURAL 8 BRIDGE ENGINEERS Proj. # Designed : Date: 9 't 9c Checked: 9968 Hiberl street, SUIle 202 (619)566-3 1 13 }7o San Diego, CA 92131 FAX(619) 566 -6844 Revised: L 0�0 F62c" U'aS 3'1�A.11 -3 L�= 85 �5�r v p,S 04 Zo Lo401,J.-) LIZ .r,5s) - l oz )a 1 o Lt- -1 3 Ar-K �'p ldffc A'x L : art Un. hw, 2z.or,t A55u✓, Cn ) 7 4 )L) -?' : 1(. lc �L{I 1 )L 13 1� 1 L^ �z 'f,-AjiYL c�1h fl^ ^f1 4tzr a," r)c ` Si ^'. . - I y 9 I1�1 Project : Page: SIMON WONG ENGINEERING \v/ \ STRUCTURAL d BRIDGE ENGINEERS Prof. # : Designed : Date: W/ rJ �'c Checked: 1 9968 Hihert Street suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: t L 3 4 ALLI.IJNr y On 0. is ¢v� a Y G',c 4d 4t.0 nri T11 e wl REL -i »nOt -l. r: L— :� -7 ^a< °t � V t t5'�Nac. I . + ti o 16 riot g o�...."y 3 Sys .� SCAr 1- t] � o.osz l'Z ' � : I,S3 O I - 0.00177- S,SL Project : L ''Cr— Page : s SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS Prof # Designed : PLC, Date Checked : 9966 Hieed street, suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: t} ^ A, 4. -Chi ((.\ = 3 6 Ste T-Y'Tz ` flrf,)t = 10Z) -St 4 LI Az-e ' 5(c) - Zs &j T-, (9,5� LT ) = 87,g-Si T, -L L (SA SL, Ibr9 kvG 5EC X-3.60 44-y tO Ate. = /4.o(4,s7) 18, z6 &+' 71., `CQ• 4 2.4) = 47.(�z SO Ta : ('742) W) = z4.3Z 4r" F �4 /,Z ) 31. 81 3t v 6- e0-t k-1�TC.s}L }Par ��ets 8 ry PC., k A,,( - 0'S 4a'; C, 0,1 Project : SIMON WONG ENGINEERING Page: \v STRUCTURAL 6 BRIDGE ENGINEERS Pr0j. #: Designed : Date : Q6 Checked: 9966 Hibert Street Suite 202 (619) 566 -3113 R-,S San Diego, CA 92131 FAX(619) 566 -6644 Revised: SE ZS+13 M Phi n J lL' M �OZ�L I QL'V 10'Z( I r _ a N J r M o J V Ell _ L Q Project : 1 _ Page t-F \\ �^ SIMON WONG ENGINEERING 1-2 \v/ \ ISTRUCWRAL 6 BRIDGE ENGINEERS PrOj. #: Designed : .P L5 Date : 717 Checked: 9968 Flibart Street Suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: ?0-0 �n 1 1 C SFc a { , Are A T%% . -. T2z i IY1 (t-Z I zo,o I z7.sL a.so z0,7s 332, is— 77.7? i Z 7t 7-8•0 � 2, cc I Zy.(4) 3341,sy 14• ?Z I 7•S Z9; 68 3,)3 37.01 347), Z3 Z/.53 7,S 37.83 % 3,41 63,31 '347.012 39.5E 7S 37.09 '� 5,a ioZ7q ass, zs W,( 1 I Z,a 39.44 S.o (u�.,� 3SS,z3 7S. c) Z G Z.O z 7, s 2 Z 7.S Z Zz.a z7,SL- z z 7" Z 4 7.- z S 7, i z TO 31.41,1 S 6 z.o 3 ¢ 3 3 3 z- 7.5 3 3, 4� A c,5,9s 36,00 (151.3 102 �I s G Tr I b,8o x 31.43. a4,sz ZZ,31i- 9 7a lrub 4r7. 6 1 -3I_.s1 '?Y,37 4j, of tv(r'W *- Ftio �toqw 1s (4-eco ) (Sx 5 ) Project: Lg ,A- ?OC— Page: \\ �^ SIMON WONG ENGINEERING \v/ \ STRUCTURAL 6 BRIDGE ENGINEERS Pr0j. #: Designed: Date: 9�1� 91 Checked: 9968 Hlbert Stree; Suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: S:F 7 ( CC>~-t l t*�(J(IttArvTS /I (/ L }y LLo . 14,0 s--. 1 / z ICA,-..d l I�l(= Dos' 07) C��e� /lc), k•� s a z� a� Irl S ` I_ ?�34o.s I z�1 � 9. 7k s.o1 t 3yb.5a — z q. SC) �.� k/5 s Project : Page: \\ �^ � SIMON WONG ENGINEERING � \v/ \ STRUCTURAL & BRIDGE ENGINEERS Praj. # : Designed: 'pLs Date : �O Checked: 9966 Hibet Street Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: Y v p �v 7-S Q T I ti Z o, I AEA- ID Uz- Z,s0 A.Sro) 3 -1. zS Srt' Fo(c en 'l C-1 ,0 X 9. ?s Sl,�r lug Forte _ (4' 7S+(3j.2,$)) (17. -7 ) (73/E,)Z- 33Z �-;e� Project: L Page SIMON WONG ENGINEERING 76 STRUCTURAL B BRIDGE ENGINEERS PrOj. # Designed: PL5 Date : fYes -/T` Checked : 9968 Hibert Street, Suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566-6844 Revised: I-oa-, -.jvv 5izc t �r I Icy I 44- +,c, r/�- = 14 k s r- ?- 535 + 4o -+ �D (10 06 ) (also) = rl -I S 4_'Ps t- �I4'(ib h� ire) d5 (19- 3, zl21) = 5',)00 1a } LCA)6.-L z L hl- _ rl �S(b- 14AyFi)) < grlo5 Ic - r, ►- Project : L Page SIMON WONG ENGINEERING z- � STRUCTURAL & BRIDGE ENGINEERS Proj. # Designed : TL S Date Checked : 9966 Hibert Street Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: CO lug 1��51 Lo4!95 `A/wn Leos 3.IS.7,1..3 W-= 50 15 / s i, ` A55v-t-- to 1-. I aiL A I 651 1 ipY '� OV$R T.JrNI nai 1� 14a •(a —a: 4 17—` 1 6.6 t SL •ou Ep 1- 0.07(w. t w. b)A (i4) — Z1.3 k:�s ho-T ' Z I.3 ( `X4 ) = 74. (. k- `>-t MT`. �(3111.(f- r,o43.w) - (3ol.� +(t,s /-I) IG.I - 518. k s-t (3 34.4i-3631.Dl (4) (0.04 -V 70 111 i) Project : Pa e : c o o � PDT \\ �^ SIMON WONG ENGINEERING S Z Z \v/ \ STRUCTURAL 8 BRIDGE ENGINEERS proj. # Designed : PLS Date : % � f Checked : 9988 Hebert street, suite 202 (619) 566-3113 -6844 San Diego, CA 92131 FAX(619) 566 -6844 Revised (« +) Fcwtw,l, c LC40 use L.) t — 3o° �Cea✓,� 1 F I O(- 0.00tc6 L= VZ (czx, 43,0 ( &-Cc %Yl i 3 �,, d< (0.0061 0 0 `b , or -fop : 540 k �+ I <2� loo- -r = h acr 7 -1 A 1 %DS 3zl I.z c-'oo fir,,. G ,# ) -z-+ S.o lCo,a v,a� c1 A--T(, 1h -MM0 L- 3ro.o% IF =�,o CAVE} lq CABS = Io� Project : L t ' oc Page: -Z3 3 S/MON WONG ENGINEERING V \ STRUCTURAL & BRIDGE ENGINEERS Proj. #: Designed: F5 Date: q /3� Checked : 9968 Hine^ Street, smote 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: Project: L Page: Z CJGf*D ,-A \\ ' SIMON WONG ENGINEERING Y \v STRUCTURAL 8 BRIDGE ENGINEERS Proj. # Designed : Date : b1z lqf, Checked: 9968 Hlben street Sufte 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: (f - Sheer (Cum LOON V -7000 WOO I Sb 3 Sy O 4.41 a Loa- e,4 s° �� Lg1S 0 rvv" I I �f U 16ub 0 0 �a..Ift II DOO �I pCC> > � s,no 46e� 1.10 M c UMW^ �- l�S, n�• � F- f N 1 i MMYI I" off-w o Project: nDC Page: SIMON WONG ENGINEERING \U/ \ STRUCTURAL 8 BRIDGE ENGINEERS Proj. #: Designed: 'P(S Date: Checked : 9968 Hibert Street, suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566.6844 Revised: C010'.1 SkeC.r V LL (393 f irLo ' .S ' ZZ,b 1�.Ps iV = 6s' t 1- lie) b 22.er r S b m ) - f7l.7- k ps vl� 0 1(0,l . 34.5(9)(0.0571= t3 k., PS C—rOyP l-0r�L'�'..4 Tri -T = l3 (50 + (zz.sj ) -= I iV = I.3 (5O t 22.er r S b m ) - f7l.7- k ps 4- = I. ZS- ( 504 2-L&r S .9 1 03 (z3)) ° 173, 3 Ic C=...4,OLS JC�J w.,c �np OQ 4,a1 Sqi.. co r— (S4SO t5(.1D) _ 34. S -t. A C"h P,>-- Gob b. 316 k ;�s Rr'-d 0, 4 A et. 7S _yo o G� � I- 3 LTS v , VA _ (&00 Tr 4 , o' V) -)2 3rib,t vl„ . vP_ s° ) /,u.* -r 3 -78.k,,, i�l n. G (Do " cc�'%vls Project : Page : 6 C- SIMON WONG ENGINEERING ZG \v/ \ STRUCTURAL & BRIDGE ENGINEERS Prej. #: Designed : PLS Date: p %Z Checked : 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566.6844 Revised: UL = 2 4 6c.- (O,' -) D CD I = 2 (szSo)o.Y' (Ut) (4b)Z/i oc36- Z IC) . Z Nc, ps (IDS (s c z) �5 - 4T' C � ) 4� (4 G %1) (3, ) — D .00Q 3WZCv�J= NS ( IS-7-1 I) Lo � 1Y�_ 1841.; 5Z1 -rt VS' CAS °�' 0•i 0C)L16 �15 -21 0 i ^Z �lrf S = 3,14 Z(4b)(_o.31) V-Z is loo BPS 8.1,14.21 �� - 0 1-Z i r�sy) (oS- A. I.uP�/V,>,� j = 0.)z s,c�Cod)/aS f I.:s(Goo)3,zs(luoj 0.0041 0.3 Z s ks /� Zr Project : Page: c' IOC- SIMON WONG ENGINEERING 8 Z \v/ \ STRUCTURAL & BRIDGE ENGINEERS Proj #: Designed: Date Checked : 9%8 Hiben street, sure 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6w Revised: COIWan p(fs'%t 1 (cc", }, S Si n (Ca" �-) VLI 59S go V5 - -� - VG o.,h \�s ' b �, 6j. V =, 4(uc') = 84o 1c -P, / C,1: q -t4. Z (0.3� ol fDSI 43 z u f L4P SPL-t S o f ""4 hap 5 ? ,(.'. r.7(ir) 2 (za, 2'Y" Project : Page :7 q� SIMON WONG ENGINEERING co Jtl en e3 Df 74, STRUCTURAL & BRIDGE ENGINEERS PrOj. # Designed : JT— Date Checked : 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566.6844 Revised: y �o" y -o A i A AA g 3 „ Q i III �I (dock FcG,�3 I s: GU 6!� 2 � V D P Coo« l.onc��rvO�nof ��PUu7�o� Project: Page: ZI SIMON WONG ENGINEERING \v/ \ STRUCTURAL & BRIDGE ENGINEERS Pr0j. #: Designed: lz� T= Date Checked : 9966 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: MM"Al AS M C.y\be' AYc 6.0 Oemb, K! 7, T 770 n Sye, Y Fle v a 336.`/ fat 336 -yS B3 sfr.- Ejcv 3 2 z.0 a c.sF 3ZI.o 43 EOev 306. z5 6Z 30 C. 2 5 63 Project: l Page: SIMON WONG ENGINEERING -Sb \v/ \ STRUCTURAL & BRIDGE ENGINEERS Proj. #: Designed: 5 Date: f Q Z g Checked: 9966 Hibert Street, Suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: 13o7 -r 5�.-r. 0 i Project: LtUCADT i'OL Page' 3� SlMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS Prof. # Designed: Date: Checked: 9969 tiinert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: CT�liS"�ZG � +l_tiY —FBI � i r S O N N n 47 `J I N y {fir' t !,v i:COL J52�2 - z— 0.5 1y�_S�H I I• ll I �' I Project : r A ,24 i�O G � SIMON WONG ENGINEERING Page : 32- `V STRUCTURAL 8 BRIDGE ENGINEERS Proj. # Designed: PLS Date : /C)1/0/?O( Checked: 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: (2344) fla `3479 p.s HP 04ml h0. -3tov J na r l T / r L. h? GUI 7,b o o I.. ; . 0.a w p C. GS (1i Soo ) : 3900 to s t Project : Page �c' \\ �^\ � SIMON WONG ENGINEERING --S3 \v/ \v/ STRUCTURAL 8 BRIDGE ENGINEERS Proj. # : Designed: Date: Checked: 9968 Hilbert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: l3F2,J-t Car SOtA2 Zrt iruFu2CR ,-7 TO-7/4 � ve, k col —. s Ic � I AA--A vco,'k 43.6b (o.z) = 8,74 Z - -ZO7o C� u. , SL-,k 43,6 1; (a, t 4.3'7 . - '�4S 114% 437/6 3p = )q.01 USC- jour 4I COi,.. ,S'6 LIS _ e.9 �Cl. E�G o, zo 11 .5 Igo z Qe;,. -SYCs L 1O Cv(� I 5t-rc I 43,6 1; (a, t 4.3'7 . - '�4S 114% 437/6 3p = )q.01 USC- jour 4I COi,.. Project : Page V� SIM & ON WONG ENGINEERING 3 STRUCTURAL BRIDGE ENGINEERS Proj #: Designed Date : 10/10.1n Checked : 9966 street to zoz (619) 566.3113 San Diego, CA 92131 31 FAX(619) 586 -68d4 Revised Project : n Pa e �� 0-4 Poc. SIMONWONGENGINEERING g 3S \V� ` STRUCTURAL & BRIDGE ENGINEERS Proj. #: Designed: Date: Checked: 9966 Hibert street, Suae 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: 7 - CUVF(Z t &n -z may, �� //_ Z7 3I � t V1.)3) f 32- (U5s 35 /(10 ?at_- Fovt-4fo (- - D,iso ( (i6) > \fi �PL - CD/122 = O IZV (3Z2 JD S6S.lr)�(i9)(16)— (61(6jj i 89 k:ps TOTOL - 37-9. y k:j t Vac- VVC«j I-.k �4' Q- tYT-tw o� �o1u1K� SeF- r4;co` F007 zN Fq « o� CSI,.,,' CG�o 3,sy s 4 SE R- FA-D Arc ?Li Project : Designed Checked 400 -IT Ov— as; nn SIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 Page Proj. # : Date : 1U (619)566 -3113 FAX(619) 566 -6844 Revised: /' 4 C—. I1 -1l2aJS [. -0 �:��..;C. r� LLC i Va,.gJ1 - 70�TcS 1 M; od (OA6 L�. fl 9u .5," 05C -,,.. yd� �a'0 -3,U L- b/d - (3,sy/,, = '7, 9. 23 (10 /2 _ rZ (7 -T 4yt = ro Zz 4 J _ (Ia %va 3.41 S v or 4o.e-z ,., CC, -�C) Is 7= - 40 -b-t t I.C(lJ -T) + 3 - 4S,9 �, L6 c- 4.o 4rE7 Project: �C7L Page \\ �^ SIMON WONG ENGINEERING \v/ \ STRUCTURAL 8 BRIDGE ENGINEERS Proj. # Designed: jig Date: Checked : 9966 Hibert Street, Suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566.6844 Revised D.5b rti �5 ( mow. O tis hDL = (Y" �'S>ol7 1I 9-L k - �� h COOL sod Cgs 7S�) C ��s ; .��.•, �� .� n = l,3 = L (. ZS \� - Siz [Srt, Lc Q��w� 2 Project : ?OL Page z1 SIMON WONG ENGINEERING �/n � STRUCTURAL 6 BRIDGE ENGINEERS Prof #: Designed: QLS Date: Checked : 9966 Hibert street, suite 202 (619) 566 -3113 San [Nego, CA 92131 FAX(619) 566 -6844 Revised: ,��J7MbtiTC �S�t 1-Yonl Sr- ',,kD lytot�-e-1 � `%1O.6 k;e' L 1�,�p, Si'C' t�s IvJtEo To dapi.� rii+v c, h ua ! c,l hlzrc ° f. o (I I'7z 4 So o Cw kr Io- Lzo' \1 f Stated/ z 410 lc St rLt / �551M� c i6 1 Z I -S• n G 5 man I, la v �S /►T D• 11 ar ((c�Jb.7Yoh5- (m) (3.Lso) = 1. 43 VN(1000 ` �1 �1�t i 1. OQJ - ��o� S,� k SrA A 6 r 141.0 ti.- tr +�sr Project : L d L Page: 3cr SIMON WONG ENGINEERING STRUCTURAL &BRIDGE ENGINEERS proj. # Designed : LS Date: L Checked : 9968 Hbert street. Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: uSE '4 S Gv C., ..1 k t,-r � Z 0.141 G z224 V,, , o,- I65'. e4 Imo - LE �t•U ve lop^. I- b For I C,0)4 bllrI I7�r For �5:qn C SS vw c co.,- II&JIN� Su, j7 fcSJ�,t ac-.ii bc1,;.,d -i-. wo, il. Cr-/ S.o+ oS. -.x.19 z (3ZSD,O.S �tz) (27)1400 Vti _ V` . o3os1 - 3G.5 = G.sO v�eF�o= Project : ?O c' \\ �^ � S1MON WONG ENGINEERING Page : 40 \v/ \ STRUCTURAL 8 BRIDGE ENGINEERS Prof. # Designed: PL 5 Date: j0/f4/C(, Checked : 9968 Hibe,t street Suits 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: Y1 ,fS G2z4o v TT— (j s L- ¢4 @ 1-L T- av%.41% � C- S)le'- �Cxx l J o' GYes;�v� C ..pi, -i. fts P., 5C. V>^1' c– ao ., cam= GS� 1Le A[.: (�Ib +37.q) j57.4 )La f. V,, V,., ' A,+ S y 4A 4%.UML A-A= /,dA = A6 (Lo) - 1. 6, vil , 1. Q(G6) Al, A zoo - 4. L_7 4 o,Yl6) ?(ov;r1 S - '/(o JOA)c sa . F-1 /ivy- 4.4 L,Z z)-k' Project : 1 — b� Pa g e L-r \\ / ^\ � SIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS PrOj # Designed: S Date: Checked; 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: ARLlrlM6ATf to ((On ") A1? c<o7 0,1zs "z14r ?(Vvid� A pw Vlc L_1t t�bc <� F r 16� t, �c(�in C 1�llS 9.4 -Z. 1 '6,4. c-. 'h «.. cc o3 rt `_� A57 ?'0V'D. (:+O - c_k. Project : Page ; �Z SfMON WONG ENGINEERING IS, TRUCTURAL 6 BRIDGE ENGINEERS Proj. # Designed Date: Checked : 9968 Hiberl street suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: ,XC i1Or A %'f Project : Page: 3 SIMON WONG ENGINEERING STRUCTURAL B BRIDGE ENGINEERS PfOj. tI Designed : Date Checked: 9968 Hiben Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised I i 3 IV0 Laac� VQ'L{ L� Project : Pa e V� SIMON WONG ENGINEERING g 4 STRUCTURAL 8 BRIDGE ENGINEERS Pro]. Al Designed: ,7F Date Checked: 9966 Hiben Street, Suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: I 0 e � N t b � I I .U' 3 , .9 AbA,,, nr? FoaL'I,s P14n Project : Page V� SIMON WONG ENGINEERING '4's — STRUCTURAL d BRIDGE ENGINEERS Proj #: Designed: —� Date Checked: 9968 Hiben Street, SUi1e 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: -/yf- 4y -t- /9b ✓i Re;n f _ BRIDGE DESIGN AIDS JANUARY 1988 1.4 9 BB or I I I ' -o" #5. 'Fr @- #6 tot 3 #4@18- #5 4 @q /B- Abutment bearing #5 � @ 6 Place between girders and overhang parallel to girders , I � l � r 1 #4@12 t1k / Q at each end of ` #4 abutment wall #61o13 See SDA 1 -2 When 0 bars > #B � I 16111 1 1 /' 6„ DIAPHRAGM ABUTMENT WITH FOOTING •I I W Project : Page : 4 SIMON WONG ENGINEERING IS, TRUCTURAL B BRIDGE ENGINEERS Prof #: Designed : U Date Checked : 9968 Hiberl Street Suite 202 (619) 5663113 San Diego, CA 92131 FAX(619) 5666844 Revised: De--C-JA oe lr S4yr, n Project: Page: WONG ENGINEERING rV \v/ \ STRUCTURAL & BRIDGE ENGINEERS Pre j. # Designed: v 1" Date Checked : 9966 Hibert Street, Suite 202 (619) 566 -3113 San Dogo, CA 92131 FAX(619) 566 -6644 Revised: BB ¢ toy S�prrs><rvcfv�C rr�n �, N E b I bU kGC .r -Srph. fr.n� 71�YPiZ C L 4 C 41 @ 12 � @V i 3N Clr 010) c 2 Project: \\ L^ SIMON WONG ENGINEERING \v/ \ STRUCTURAL 6 BRIDGE ENGINEERS Designed: Checked: 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Page: Irl Proj. # Date: Revised: I I ' � I � I E I I �Z •6 �� fir— i y• I I ( oh s s o e>) -r 3 Rt CotLI) 2 -3 z' -a Project Designed : Checked : c \\ �^ SIMON WONG ENGINEERING \v/ \ STRUCTURAL 8 BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 3t0' I }7r�, Yl - -o" (4 A It as e,eH Page: W Proj. # Date i i Revised: to , Project : L� Pa C- Page \\ �^ SIMON WONG ENGINEERING S) \v/ \ STRUCTURAL & BRIDGE ENGINEERS Pr0j. #: Designed: Date: 10 Checked : 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: 13l} -1 tM j'inr'1 1�PiS1C -+> O�sS� EIS« �k 9o0k"e t6 6� r7. O, 'kr, Ac -t t.k. 11b 13q,Y = k7.4 IL e, z, 1 ! p G .`` tL.7s)(7.sa) (114 (p 1zu� i (z! (7. IT) (t�l)(pLB� '10-7 04L DL - ISTLI PZ4. y 4 35,91 ° ZZrl. 1 I �`ps LLB 1.0 0 - 4y.z 1, ae6 7Cn4-L ?igSCx �Z z � •'Zt4�4 zJ 14 N) 7.17 8 )cif �_ I,)(ZZ�1.1 1,�9(4�•i) I = 391, 9`Z Imo, -TarlAt_ Tiess. - 3°11.97/14(0 : 4- 00 Ic,%s- ka� V k� T «(c 4 A.k;1A h- g,oD(I•o� z.zsZ /Z(,s Z a 24- 2o,G� 0.31 cam) C.) 7 Project : L Page 0 \\ �^ SIMON WONG ENGINEERING \v/ \ STRUCTURAL 6 BRIDGE ENGINEERS Proj #: Designed: �`S Date: /()/q/,,, Checked : 9968 Hiben Street Smote 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: T szsa I,ZMU • (z) (Z° 3 2 G FtOwev� �P «✓ `{�3 M2rc, �k, jDS Project: Pager \\ ,^ SlMON WONG ENGINEERING \v/ \ STRUCTURAL d BRIDGE ENGINEERS PrOj. # Designed: ?(_S Date: 10/ qL Checked : 9968 Hibert Street Suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised Ft- AS7p%-- ,n?:,r PAcd S1FA'-�- i-- "-1. - US, i/z Spt� Z a S�ti-, 3 b��z * pFS- (,ZS): r09.`)s 4F- Tc-Mpc —w'-c ..�.. -�� - t.,5E CQC.glok '?(T O.pO�lfi O.OpDIb ( lo1 '7T107-) 0s) - 0.3(e --Di L.�,�41t �� ,}ate- fw,�•n �A;.�7 Z'si�•s� (I�.o) (oils) = 35.4 k'.ps Lzval_a,c -1 TON - bs-�.� - "+I .Z k .eN CGS - L} 16 _ 3O.Z k.�s Ta-trL- 5 Lr»- .;, _ (39 y a 6 1 4y.-2 ZOz lr:r M:.,:..,.,.. 3, C-V . ' 7 n A f = 2 (ate ) < (c�- LC 1 (�J C;. c�. e�X S'op �s lJ= ZOL (1000/6) '-1 / USE �Z U(77) t Project : E xeD� �a L Page : SIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS PrOj. #: Designed: Date: /O 4 Checked: 9968 Hibert street, Sufte 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566.6844 Revised r? Fro P, > -:t 1G1 7 qtly O3i)S) -5-- 3L"G SI -�.2 h; CC C V I-S 51 I - (0,025)(1)= G•5'+, 5 �- b 02) = s76 :, z �s = 0,3G , i- I;, Fs , �l(S7() (6,21, 35 p5 >3).S t.�c P�c� >e _ zo 4C8 y5, c Sod C (-2z ) �c•_� 4.0 % Olc FS= 165(Q52) (630 V, (wool ZG. z5 ',r, pl r b� rs 3i L TZ ISAX-02 c,so t �. 1 • , C;7a d '• 0 Project : Page: QO L SIMON WONG ENGINEERING SS STRUCTURAL 8 BRIDGE ENGINEERS Proj. # Designed: Date: f p 4 Checked : 9966 Hibert street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566.6844 Revised: A 1e, . 1v T 1 13 (bl- -Z SIYcSS 7.6 .r-5 7 ZbG o ,SS, l3� 'Fro .!:c- Il C.44 F., 4�r%` pS. ST - S.Sy lsl e p = 4 9, < r% ;v O �C , 17 S- I G I (43Z. ) (Q36)/ILI00 ° Z6.3 k : (, G Sj:s L. -4 e `� OS12 3- or" X tvI �, I'� fc, Ln ems.. (,y - 5 ?ct.eA •.1- e«s 'h�l C Fgaa,.L Qe i -Oec a -O FL "UO w Rir T< pj ) Project : nd /CcR s SIMON WONG ENGINEERING Page: '('e Ce)/urnn Grle)), wl,ne( le .'/J 7 re" s iii` V� STRUCTURAL & BRIDGE ENGINEERS Proj. ## Designed: —T 9968 HIDert Street Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Date Checked : Revised: v %J l_ - iJSr° mrmb�°r w�iJhi 15C Ib /f�3 /9 del IC)L US 250 i6/ �t �r- 6 ur6 B /^�M) Wln[I JOodS /VO $lsn. %Cen nd /CcR s JO ,:5, ,el.5�rcrrNl`) '('e Ce)/urnn Grle)), wl,ne( le .'/J 7 re" s iii` yu S�rc.'e iw- . % ernllzl Lore- , USP M lrl >ttmp r4ns� i rroas{r� ar" J Dl = 0.0018 (L� L= t L� 0.008 = 0.0,73 S4 y 0.) to Tlr*1p U Ss 8 D S SIrl- Swey t ✓ %iS 9�f !o�umn (�'/L e- 4, cn_ v _. Project : Page: S SlMON WONG ENGINEERING \v/ \ STRUCTURAL A BRIDGE ENGINEERS Proj. #: Designed : �� Date 9966 Hibert SUeet, Suite 202 (619) 566 -3113 Checked : San Diego, CA 92131 FAX(619) 566 -6644 Revised: Iw,�r�a Ncfr ; Pe r- 8D5 J ;)ew'sS I r,on Co. -1.5rrVc L yr �.. r�<'"r -c • : frc� a of ecn tr,o% l x (.er711.2y 1 [ n l orJvr, r,N c- �I %oW Ccn hr 1 . G _ F r 1. 7 i c �.o ✓l� --� F,,.� 67/ .-+51( r st pt'Q .4- W,// '- Cn-76/ d;615 ;n pCS/ L ✓I� .?7o mrn L , s mut• m,d �'xr1 Use' fjareel <; -rIIcn 4,- GcNGr,1 ,/ b �,, sfpLOl Qp�T � AS 1-r MV — 1900 1-'' Mn= 2, 2-;7 k 0Mn= 2, 0Y9h' >MI, Olt d= 2.5—fz "-f �c t 8j �Z C/= 2.23 3250 Project : Page: Sfj SIMON WONG ENGINEERING STRUCTURAL 6 BRIDGE ENGINEERS Proj. # Designed : Date Checked: Ts 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: FEBRA MV= 1278 k' Try /G - 4 /U & r3 1% = 11Sy7k I r 0.6 po; nk z k r o lQ LJCrs 6t k Mv= 932k' 49 v. ypo'nt Tr y 8 ._ #Y /U br,--� Mr)- /, 3Z6"k f Pln _ 1, /93 k' vk Usr 8IV /0 &f s ol< ,is a' �Mn— 0 y7 k! Z Project : Page : SIMON WONG ENGINEERING STRUCTURAL &BRIDGE ENGINEERS PrOJ. #: Designed : t— Date Checked: 9966 Hibert Street, Suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: �GyL. ,i Oi Ucrr,r �c bCr S O M <I ly 20 v9 1c0 /yBz y 1(3s8 /7 y 6-00 FC,r r) r": ✓r m6rn-,q{, CG PC, <, dy C(rcf,s ✓f Oar Lh, Project : Page SIMON WONG ENGINEERING CPO STRUCTURAL & BRIDGE ENGINEERS Proj. # Designed : Date: Checked: RS 9966 Hibert Street, Suite 202 (619) 566.3113 _. San Diego, CA 92131 FAX(619) 566 -6644 Revised: /VP��lnirr�p,7�12Gn Z �n't 3 7� R' o �CCJI ✓rv1 n� I e . • o e e . o v 59 31 LI d -j �pfh is V�ri�b�C. C/mc,y � SLOr — 3r1— y -7.5, %rr,, 25 it )o dons A5 al - 7s;� 1 mr, - >�, 908 k 1 �Mn - ill 7 lz;,a &-S Try Za -# /67 be, s '4' — 58S'q I,1 6 Stfr£, Sa -Vi -n r ri r Project : Page : I SIMON \\ /^ � STRUC WONG ENGINEERING \v/ \ STRUCTURAL 6 BRIDGE ENGINEERS Pr0j. #: Designed : 3F Date Checked : 9968 Hiben street, suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: V-lx- e7_ y 0 � S/dr GloprcY) Ax 9.o x I.o > Y. L) It -L V ,Se' -so - #6 {=rs Q- /onJ nr1[ & /o rr Deue %p Lfr post pw, L W,<.< 7o &5ef reyGirrs I7y i� Q1 = 2• 5 ( vn �ss w i✓1 h6 rich sec Ei<n) iscfb m I. S r 20 9) ley, c.y pcsi po:nuL Whe, r r)JJ L l Srnr( 5r5ph;crl prcrrc�r.�r w �� rre !/SeJJ Project: Page: �Z S/MON WONG ENGINEERING \v/ \ STRUCTURAL &BRIDGE ENGINEERS Pref. # Designed: OF Date Checked: 9968 Hioert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: Project : Page: G 3 \\ �^ SIMON WONG ENGINEERING \v/ \ STRUCTURAL 8 BRIDGE ENGINEERS Prej # Designed: JF Date Checked: 9966 Hibert Street Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566.6844 Revised: WOMEN i' . G- l/ f//1O ✓i f,/C /YICiI'i �ii� STrCI X11 t15� CX TIn�i/7 /O ep 4/ b" 15 y /y = b) Per MTD 20 -6 (/x ,J, 1. CJ % ^Z /it posh 't� (/Si ni 2 7 , , 'Ibe r 1 rb ti�j i/ 33 bcrs 1. z7 Z yt tr - -7 j y2 45 pa; 15 12.937 %t CV Kdspo„ '' `�l _ 78. 51 /G v 6P be- L Me-r = (7 12A)i Project : Page S1MON WONG ENGINEERING g \v/ \ STRUCTURAL & BRIDGE ENGINEERS R,Oj. #: Designed: OF Date Checked: 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised De�rrr»I" -)e- lC-1 n- 13cr �L/i, I.1 r JOI GGloGIi l l dee- jresin, 1./ W/ ih i L Z) D✓( 7in, 4loProrirri L{ /rt e ii` ho .1 5 sef V, r pn JcLe il-L ^ a &i cam% Gbcirs (4c, 1�) tl 6 b Project : Page V� SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS Prof. # Designed : Date Checked : 9966 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: Crr,cAine McmeA @p den j-5 7cF ..3 �E `� �, f - Y. 6' m e'r Mr r— 3, z i's !< / Re Z T5 st /1/ 0 rE L i —/. P, tr y2Ass. l`�cr 6/612 / I. ZMer - 739k Z (%lrl 5 - +i1C b,r S� /-or m;,-, rrf' , f dw 16 I.ZMr� C?f PJ,� USr 5 41 lob,rf 7 'Mir) Si-- ! be,.n„c( 27- Ret- % (2 o) = 6.67 Scy 6 bc,�-s Z I. ZMcr- — $6crs a -lOe -s 1,)(:7 6 rorliru t h Pc s i. pS Jc 6ppj rn mcv M r/b = /-Z7 = S. 5 / 5 /i6 = 5. V r E- Con>'rc'�S -Z Project : Page S/MON WONG ENGINEERING CD � STRUCTURAL 8 BRIDGE ENGINEERS Proj. # Designed : r Date Checked: 9966 Hibert Street, State 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised 6he,c K Cfcclt n� mCrn�n� /Icr = Mer 1.LMzr .3 21_6 k � 616 k' Z 1. LMri = X39 k� Z � /2Bas: J') = '78 ;yt s /. 8 ,v- ben-L- or RL (g P,2 f L y jTum f b^� 6 Project: Page IMON \\ �^\ � STRUCTURAL WONG ENGINEERING \v/ \v/ STRUCTURAL 8 BRIDGE ENGINEERS PrOj # . Designed: Date Checked: 9968 Hlbert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: n ^1 a e N e Project : 1 Page : L \\ �^\ S1MON WONG ENGINEERING STRUCTURAL &BRIDGE ENGINEERS PfOj. N Designed: ks Date : /0 U 4 c Checked: 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Rey ised : POs, ;-.-c- ha, y - SP,. I Z C Q aYt-�tck C-, L C.� 7 I s5u� boot P,✓ Gh e �cc�,� -c. °i 1 a O«PTh oSi 3.5- \ ? t6 5) JII �l = 0.U3 dZ6X2 O✓ X= `,t(Z,o./1-4 'YO,00 ;L Lt (9 2s 34 C= t. I, O ffi i Q,aS I•S7?, p ?S �1.9) ,. (D.003i Zt,tm� �, 448; �Y c k, i.� tti n' - I- L(IVSZ)= 11716,5 U!n C3 (c - *1 U Q_(606 ("I'i Y�;,rr)(0- ss)(t�.1(it'- U.48,y hpw. o'er ((pr✓1 v- (A moo k_ I. L low 916 0) 34.3?_ I.ss%L1 = Zo,450 k - k• ar 11706 k - b� tti n' - I- L(IVSZ)= 11716,5 U!n C3 (c - *1 U Q_(606 ("I'i Y�;,rr)(0- ss)(t�.1(it'- U.48,y hpw. o'er ((pr✓1 v- (A moo k_ I. L low Values Span 1- Moment Envelopes Positive Service Loads Factor Loads Non t 5875 Sp 86 00 Sp 66.75 Location Envelo Deatl LOa LL -BS s LL -H510 DL +LL1 OL *LL2 DL +LL7 DL +LL2 LL -85 a rve LL -HS10 Servlu DL +LL1 Loads IDL +LL2 Factor DL +LL7 Loads DL +LL2 Earthquake Earth k Moments OL +EOK LL- HS10DL 0.0 0.00 -fVb.ul 123.01 61.0 -672.0 -734.0 -766.5 -901.1 -334.0 -193.0 - 1129.0 -988.0 - 1758.6 - 1452.5 -1950 - 2745.0 DL -EOK 1155.0 0.1 5.88 - 266.0 171 42.0 -182.0 -224.0 -163.4 -254.6 -1 M.0 88.0 410.0 -354.0 856.4 •536,6 -1365 - 1631.0 1099.0 0.2 11.75 111.0 75.0 72.0 186.0 183.0 307.1 300-6 -28.0 - 20.0 83.0 91.0 83.5 100.9 -780 - 669.0 8910 0,3 17.63 337.0 121.0 121.0 458.0 458.0 700.8 700.8 •12.0 -6.0 325.0 331.0 412.0 425.1 -195 142.0 532.0 0.4 23.50 411.0 183.0 151.0 594.0 562.0 931.6 862.1 -57.0 - 29.0 354.0 382.0 410.5 471.3 390 801.0 21.0 0.5 29.38 333.0 200.0 157.0 533.0 490.0 867.1 773.7 -102.0 -51.0 231.0 282.0 211.5 322.2 975 1308.0 -642.0 0.6 35.25 101,0 172.0 142.0 273.0 243.0 504.7 439.6 -147.0 -74.0 -48.0 27.0 -187.8 •29.4 1560 1681.0 •1459.0 0.7 41.13 -293.0 113.0 111.0 -180.0 -182.0 .135.6 -139.9 •206.0 -108.0 499.0 401.0 828.1 •615.4 2145 1852.0 •2438.0 0.8 47.00 -659.0 66.0 71.0 -793.0 -788.0 -973.4 -962.6 7321.0 •177.0 - 1180.0 •1036.0 -1813.6 71501.0 2730 - 1871.0 - 3589.0 0.9 5288 - 1610.0 40.0 33.0 - 1570.0 •1577.0 - 2006.2 - 2021.4 -503.0 -277.0 - 2113.0 - 1887.0 •3185.0 - 2694.4 3315 1705.0 - 4925.0 1.0 58.75 - 2563.0 35.0 19.0 - 2528.0 - 2544.0 - 3255.9 - 3290.7 -750.0 -4050 - 3313.0 - 2968.0 4960.2 - 4211.2 3900 1 1337.0 - 6463.0 an 2- Moment Envelo s Positive Service Service Loads 11 Factor Loads Negative Loads Service Loads Factor Loads Earthquake Moments LL- HS10DL Location DL +LL2 Dead Loa LL -85 sLL- H510DL +LL1 DL +LL2 DL +LL1 DL +LL2 LL -85 LL -H510 DL +LL7 OL +LL2 DL +LL7 DL +LL2 Earthk DL +EON DL -EOK 0.0 000 - 3354.0 94 0 51.0 -32600 - 3303.0 4156.1 4249.5 -994.0 -505.0 4348.0 -859.0 -6518.2 - 5456.6 -3900 - 7254.0 546,0 0.1 8.60 - 1754.0 80.0 46.0 - 1674.0 - 1708.0 - 2106.5 - 2180.3 -566.0 -302.0 - 2320.0 - 2056.0 - 3509.0 - 2935.8 -957.0 - 4874.0 1366.0 0.2 17.20 -568.0 970 82.0 471.0 486.0 -527.8 -560.4 -260.0 -148.0 828.0 -716.0 -1302.9 - 1059.7 -2510 - 2908.0 1772.0 0.3 25.80 246.0 154.0 1330 400.0 378.0 654.1 608.5 -88.0 -53.0 158.0 193.0 128.8 204.7 238.0 - 1314.0 1806.0 0.4 3440 721.0 250.0 175.0 971.0 896.0 1480.1 1317.2 -49.0 -28.0 672 0 693.0 530.9 876.5 524.0 .59 1501.0 0.5 4300 870.0 299.0 193 DI 1169.0 1063.0 1780.1 1550.0 -55.0 -31.0 815.0 839.0 1011.6 1063.7 613.0 ,0 870.0 870.0 0.6 51-60 696.0 255.0 1770 951.0 873.0 1458.4 1289.1 -62.0 -4.0 634,0 662.0 770.2 6.710 R=2340 14760 84.0 0.7 60.20 196.0 155.0 1360 351.0 332.0 591.3 550.1 -106.0 81.0 90.0 1350 24.7 122.4 206.0 1756.0 - 1364.0 0.8 68.80 844.0 88.0 85.0 -556.0 - 559.0 - 646.2 -652.7 •277.0 -155.0 •921.0 -7990 - 1438.6 - 1173.7 - 291.0 16960 - 2984.0 0.9 77.40 - 18550 620 41.0 - 1793.0 -18140 - 2276.9 - 2322.5 -582.0 -310.0 - 24370 -21650 - 36750 - 30845 -984 0 12650 - 49751.0 872 0 8600 - 34800 680 39.0 -412.0 - 3441.0 - 4376.4 - 4439.3 - 1012.0 - 513.0 -4492.0 - 3993.0 - 6721.1 •5637.7 4200, . - 7380.0 an 3- Mom nlEnvelopes Positve Service Loads Factor Loads N alive Service Loads Factor Loads Earthquake Moments Location Dead Loa LL-a5 LL- HS10DL +LL7 DL +LL2 DL +LL7 DL +LL2 LL -85 s LL -H510 DL +LL1 DL +LL2 DL +LL1 DL +LL2 Ea k DL +EOK DL-EOK 0.0 0.00 - 3094.0 22.0 13.0 -3072.0 -30810 - 3974.4 - 3994.0 847.0 448.0 - 3941.0 •3542.0 - 5861.0 4994.8 3900 806.0 - 6994.0 0.1 6.68 - 1897.0 30.0 30.0 - 1867.0 - 1867.0 - 2401.0 - 2401.0 -545.0 -297.0 - 2442.0 - 2194.0 - 3649.3 - 3110.9 3315 1418.0 - 5212.0 0.2 13.35 -957.0 61.0 75.0 - 895.0 882.0 - 1111.7 - 10813 -323.0 -178.0 - 1280.0 - 1135.0 - 1945.3 - 1630.5 2730 1773.0 -687.0 0.3 20.03 -2510 118.0 119.0 -133.0 •132.0 -70.1 -68.0 -185.0 - 99.0 4360 -350.0 -727.9 -541.2 2145 1894.0 - 2396.0 0.4 26.70 238.0 196.0 154.0 434.0 392.0 734.9 643.7 -126.0 83.0 112.D 175.0 35.9 172.6 1560 17980 • 1322.0 0.5 33.38 524.0 237.0 173.0 761.0 697.0 1195.7 1056.8 - 86.0 43.0 438.0 481.0 494.5 587.8 975 1499.0 451.0 0.6 40.05 613.0 220.0 168.0 633.0 781.0 1274.5 1161.6 46.0 - 23.0 567.0 590.0 697.0 747.0 390 1003.0 223.0 0.7 46.73 508.0 146.0 135.0 654.0 643.0 97).1 953.5 -7.0 -3.0 501.0 505.0 645.2 653.9 -195 313.0 7030 0.8 53.40 206.0 84.0 80.0 290.0 288.0 450.2 441.5 -37.0 -Z5.0 169.0 181.0 187.5 213.5 -780 - 574 0 986.0 0.9 60.08 - 291.0 800 420 •211.0 -249.0 -204.6 -287.1 -181.0 -106.0 472.0 -391.11 - 771.3 808.4 -1365 - 1656.0 10740 7.0 66.75 -984 0 112 0 56.0 872 0 -928.0 -1036 0 - 1157.6 420.0 -230.0 -1404 0 - 1214.0 -2791 0 - 1778.5 -7950 - 2934 0 966 0 Page 1 200C E -200C u_ N a Y -4000 o'ITI I M- 41111, Span 1 Snan 1 _ Mnmpnt Pnvpinnp Feet Cpl os--� Page 1 Sexiest — — — DL +EQK • • • • • DL -EQK — — DL + LL2 — — DL + LL1 DL + LL2 DL + LL1 Dead Load Span 2 Span 2 - Moment Envelope 3000 1000 _ .. 0. . _.. , -1000 - -3000 C6 Y -5000 -7000 -9000 Span 2 Span 2 - Moment Envelope r Feet C-? �j *L-- Cj- Page 1 r °�C Lela )0 — — — DL -EQK --- -- DL +EQK — — DL + LL2 — — DL + LL1 -- DL + LL2 DL + LL1 Dead Load _ .. . _.. , - o \ 0 1000 30 00 4000 5000 \ \ 60 00 000 80 00 90 IN \ r Feet C-? �j *L-- Cj- Page 1 r °�C Lela )0 — — — DL -EQK --- -- DL +EQK — — DL + LL2 — — DL + LL1 -- DL + LL2 DL + LL1 Dead Load 2000 1000 -1000 m -2000 d LL 6 x -3000 -4000 -5000 -7000 Span 3 G- Q Page 1 C✓t Lr c ,',u c `t Seriesl — — — DL -EQK • - - DL +EQK — — DL + LL2 — — DL + LL1 DL + LLl DL + LL2 Dead Load Phi Project : c Page: SlMON WONG ENGINEERING t 3 \VA STRUCTURAL 8 BRIDGE ENGINEERS Praj. # Designed: P1 S Date : c?/Z4 4 Checked: 9968 Hibert street, suite 202 (619) 566 -3113 San Diego. CA 92131 FAX(619) s66 -6644 Revised: Y SZkb Dom.• n Yyp -ia.O a2 ice,. 5�os a� iNa,-, LAC- ho ,+ a @,.,7s 14.00' .. .4 ' X 1.617 b >4 -z 1.43 s' C;s0 ` per. ho.•.. S 1 113 M IA < .Z 3 % Lf 1e-- frl A.- s.,nc.. b, 5. 1 J= 7-!;-- (7-4 47 18 —.*Ic) ?a,S a , Ib(I.z 7) (ca) (1M) (s.$) (DZ} = 719 `. 0.9(W) (it)(1.,,) CZ 23 - (�s��i = Z5S 0.14 S' V . Q- r.0 ICJ Project : Page: [74 V� � SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS Praj # : Designed: 5 Dale : L6 f� Checked : 9968 Hitler Strpet, sum 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: I I J G C I-i i ✓ii &� lit (S,. QTLM it � P 1 "VN Lest. 6S-T � I C 1/3 O5 St. l ,0v' D) -Qe' b J - ee � 36 3.O0- j> A 'LC1b a 1,Z7 l(2) = SCI. . k //(-) "€Iz) -Z Cc,. "ks (�� (o-O' n, � Qe, pcsA- PT ti0 Laz�.r KZK aJ d. Qe�,= 01: 36; Sf , (o (2, Aioi pjo5 Vs Z-3 ) ` b L) 5E C-0 N led `9. _ /•3 (4-N� = S(- :0 0 'p,o _ 1.s (.sy) _ .7t, K A-5 boa( 01 8•66 ., G ° /atb; (3z- ) f gso) (I2) = Z. G3 1^ M= 6.9 (k)(t3,co) (Z.Z3 - 91-(�-v- --�r� 12 3FAJ -r /s 1�3 l ZCo� ' T �yrs 60(Ir.43Y '5s(3-Z5lY4)((a) 1.)(1.27) (41 S- �5n /i�l(�h�� "— Z'�GO k' S' Project : I - V Page: L-Fc `\ � SIMON WONG ENGINEERING �s \v STRUCTURAL 8 BRIDGE ENGINEERS Prof #: Designed: L Date Checked: 9966 Hibert street, Suite 202 (619) 566 -3113 .. San Diego, CA 92131 FAX(619) 566 -6844 Revised: 7 - x(0 - A, � • 1,217 (zr.) = 33, oz ,-, a- 33. tri i6c��Y(t ic)14�Itt} 14.11 a tip• 0.9((�o)(33,uz)(S4- k'.S /z)- 8Z,4g3 1-, yr 6(;t I1 N44 t1 - 1. ZdM" = ). z (6y (7) = S 300 I4� -S,+ o lc (S.$)(Iz) M= 0.9 (Cc) (ro)(1.2�) (ZG- `c (/I ) , 10,1 8L le I, 870 )e- S+ mv, J- I. (43�-01 10 zo 1- b► 0.0034LG (loy ' a•3LG t �= fz(i.zn)(O•�.�s(s.zr)(S,z)(IZ) S. s (Q 9�(f.o)(1,77)(fz) (30- �� : Z21S0b.1 k\ or Ira9S Ic'7,1 1" p= c�• 4 z . C`Ittn z 6A (�1•t-1) (A-L — 3ZO4 Z Gg0 ikv 1� u Project : I p Page L \\ �^\ SIMON WONG ENGINEERING \�// \I" STRUCTURAL & BRIDGE ENGINEERS Proj. # Designed : -PLS Date: Checked: 9968 Hibert Street, Suite 202 (619) 566 -3113 .- San Diego, CA 92131 FAX(619) 566 -6844 Revised: Z3, 0 (40� Q� �.OSJ(szri(r.cc)(z) / r7 .54� Z3(rq)(o. -f) (2G — 7.se�Z) = Zrj, vs k =;� 23UC� 1< hip Z30o(( -t) = Zr7L.) k- 94 Project : Page SIMON WONG ENGINEERING STRUCTURAL d BRIDGE ENGINEERS Proj #: Designed: R—S Date : 9 Checked: 9968 Hi0ert Street, Sure 202 (619) 666 -3113 ._ San Diego, CA 92131 FAX(619) 566 -6844 Revised i C%1tLIC Sr-rJicS bV+- a`7.5Ccr11t Ar r (�•Lr(�a,4fi�)�s 45, h dd AsBd /1+ �'/�!�•oosaj�+ Z(aor�)(4) (O,�1i)(q) - 0, 2`7 S' 3 O, 9os h, = (aga r Sol) : I4 8c, k_ as. @ A1,oi 14$C.(l -q 3Z.0� ks J Z9.ZG }J.C- (05rz- 1,00 47.33 31, �r k' z (I1)(0.2'7)(14)()Zvz6 94,¢3 ,'� rcr O. C '• Z3 - y Prof S Project: P0 G Page : 7� S1MON WONG ENGINEERING STRUCTURAL 4 BRIDGE ENGINEERS Proj # Designed: PL S Date Checked : 9969 Hibert Street, State 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: �5 I r7c) 30. o3',�� e: ZO(i•zr) - 0. DOQ3 4661(4.15) UZ) k = 0.334 t'1C M uab T T.0 %z le Z, e�- Z' +' Try Z(o — 416 Io O6,c •� A= Z (17-) (o,�� (14) (IZ) �z6 = 41. e 1 5S- 3365 ks: Zb(t.t')Y4b)(57) - 4.0jZI 39,° 0,1' 7/ - C5,0fi l (3419 +tntr / (l7) Z6 z z W 2 O 2 1 SPAN $' MOMENT a' ..7LLln 1 Y a I i Y l> o ti 4.0- 1 00- 0 1 .0 2(.0 � I 0 4(.0 i .0 66.0 7(.0 00 33,c) SPAN ° =L� l~ Ben+. Z (SrEI IJ` "( C-I ) [o] Y 2 w 2 O - I $6� k ., SPAN 2 MOMENT DGO 1 /9, 0 I .0 U.0 I .0 R —I .0 I 8 0 1 .0 r-- 7(.0 DGG- _ -�- DGO I 1 I I I I B�n6 Z SPAN 91 iy., GI in 5810 k 0 f.,I B "as �a �4 z z W i 0 r 3 SPAN A MOMENT Doo /r sin xv� 10 ' sia o DGG— 60 1. 2(.0 .0 a .o , y1' s .o s '' .. -. DOG- i 5 - 9� o�A -b I I SPAN AbA- v Im Project : b To(— Page : �Z \\ /^\ SIM UC WONG ENGINEERING \v/ \v/ STRUCTURAL&BRIDGE ENGINEERS] #: Designed: i`LS Date Checked: 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566-6644 Revised: IV of-40c- c ', n (<d k, ' S�f�Z i�95 ��. $,16•�,I.Z 4.o ' (cD T.. h..w...._S cl'• � C7 G F GSSVw t V, s Z V T z (3Zsor(- (48) (39,) (ft = r q'7 I, . �s iar Z. Z3 s, Vr_- Z13Zso (S,$)(kq Zz1.3? pekes S= IZ;-1 — k IDS 18.`1,3 !� vp - O,?iS(zo z(-3 bk&�� lk @ 11f"O'. Ey i -;e1 p V4 , 0.r3r ( W1 + sy T72) = 797 . /— 36,0 1-:r_ !_; :- USA- ti @ ; s5 ; (D.ZI (�KGaI(t,z�)lril a G L(z) (Ga) V,\-, �4- b b Project: �O Page : LF_L� Ca -Iz L SIMON WONG ENGINEERING B3 STRUCTURAL 8 BRIDGE ENGINEERS Proj. #: Designed: PLS Date: Q/Z Checked : 9966 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566-6844 Revised: S�hocAL� . �Co, L RC fI>� �` ti ✓1GN 25 1 t ' �It (Zt xh Lc J = 3,,7S' ; Y l.� J, X- (02) (-Z)(4r0)(z.z3)(ly4j O.z(2) (k) (375)(t) = zcn tc:Y L 14`71 Zti-7) = 411.Q k:,•i 4 51� S tt3 ` c (O.-L) (2)(Go)(7-Zn) b2 I v,2 �Z)(Gol(3.7Sj(Iz = 1r11 �6 1ci. a '65(192+ 19 1 - -i�3d C 6.. �. �L C ec.lc 7o SF-F T 5�, L— 1 0 L.J,rI tM5 ", v"ry4 =T)a f1 ( k��yl o1c I, �� (60) 58 75 86 00 6675 Values Span 1- Shear Envelopes Service Loads 11 Factor Loads ✓ Location Dead Loac LL - 85 psi LL - HS10 DL + LL1 DL + 1-1-2 DL + LL1 DL + LL2 Mu max 0.0 0.00 102.3 40.5 39.5 142.8 141.8 220.9 218.7 220.9 0.1 5.88 76.5 32.8 35.1 109.3 111.6 170.7 175.7 175.7 0.2 11.75 50.7 25.5 29.7 76.2 80.4 121.3 130.4 130.4 0.3 17.63 24.9 19.1 23.8 44.0 48.7 73.8 84.0 84.0 0.4 23.50 -0.9 -14.3 -10.8 -15.2 -11.7 -02.2 -24.6 -246 0.5 29.38 -26.7 -17.7 -15.5 -44.4 -42.2 -73.1 -68.4 -684 0.6 35.25 -53.4 -22.2 -21.3 -75.6 -74.7 -117.6 -115.7 -115 7 0.7 41.13 -81.9 -27.7 -27.0 -109.6 -108.9 -166.6 -165.1 -1651 0.8 47.00 -112.2 -34.0 -32.3 -146.2 144.5 219.7 -216.0 -216.0 0.9 52.88 -144.9 -41.1 -36.8 -186.0 -181.7 -277.6 -268.3 -268 3 1.0 58.75 -180.6 -48.61 40.6 -229.2 -221.2 -340.3 -322.9 -322 9 Span 2- Shear Envelopes 11 Service Loads Factor 7 Location Dead Loa< IDead Loa LL - 85 Dw LL - HS70 DL + LO DL + LL2 DL + 1-1-7 DL + 11-2 Mu max 0.0 0.00 212.0 57.1 41.8 269.1 253.8 399.6 366.3 399.6 0.1 8.60 160.9 46.5 38.6 207.4 199.5 310.1 293.0 310.1 0.2 17.20 115.5 36.5 34.1 152.0 149.6 229.4 224.2 229.4 0.3 25.80 74.3 27.3 28.4 101.6 102.7 155.9 158.2 158 2 0.4 34.40 36.2 19.5 22.0 55.7 58.2 89.4 94.8 948 0.5 43.00 -1.5 -13.7 -15.2 -15.2 -16.7 -31.7 -34.9 -31 7 0.6 51.60 -39.2 -20.0 -21.8 -59.2 -00.8 -94.4 -97.9 -944 0.7 60.20 -77.4 -27.7 -28.0 -105.11 A05.41 -160.8 -161.4 -160.8 0.81 68.80 -118.6 36.8 -33.8 155.4 -152.4 234.1 -227.6 -2276 0.9 77.40 164.0 X6.8 -38.3 -210.8 -202.3 314.8 -296.3 -2963 1.0 86.00 -215.0 -57.4 -01 7 -272.4 -256.7 -404.1 -370.0 -3700 Span 3- Shear Envelopes T Service Loads 11 Factor Loads � Location Dead Loa< LL - 85 ps LL - HS10 DL + LL1 DL + 1-1-2 DL + LL1 DL + LL2 u max 0.0 0.00 199.8 51.6 41.3 251.4 241.1 371.8 349.4 371.8 0.1 6.68 159.5 43.1 37.9 202.6 197.4 300.9 289.6 300.9 0.2 13.35 123.0 35.2 33.5 158.2 156.5 236.3 232.6 236.3 0.3 20.03 89.3 27.9 28.3 117.2 117.6 176.7 177.5 177.5 0.4 26.70 57.9 21.6 22.4 79.5 80.3 122.2 123.9 1239 0.5 33.38 28.4 16.5 16.4 44.9 44.8 72.7 72.5 72.7 0.6 40.05 -0.9 -14.0 -18.5 -14.9 -19.4 -31.6 -41.3 -31.6 0.7 46.73 -30.2 -20.2 -24.5 -50.4 -54.7 -383511 . -92.4 31 0.8 53.40 -59.5 -27.4 -30.5 -86.9 90.0 6. -143.6 8 0.9 60.08 -88.8 -35.6 -36.0 -124.4 -124.8 -192.7 -193.6 .7 72408 110 66.75 -118.1 -44.2 -40.2 -162.3 -158.3 -249.5 -240.8 . Page 1 �.4 300.0 ........:..... 200.0 100.0 0.0 w 0. 0 CL Y -100.0 -200.0 -300.0 I -400.0 t -- �gi Yt i Feet I j Page 1 Span 1 Span 1 - Shear Envelope CSC' V1 n Y Span 2 Span 2 - Shear Envelope 5 (� b We Feet J bEJ Page 1 c�� 100.0^ i 500.0 200.0 { 1 100.0 I 0.0 0. 0 1000 2000 3,000 40 00 50 00 60 00 7000 8000 90 100.0 200.0 1. M o L ; 4- 100.0 We Feet J bEJ Page 1 c�� 400.0 300.0 200.0 100.0 a a Y 0.0 0 -100.0 dzwr>, -300.0 Span 3 Span 3 - Shear Envelope rJ - Feet A Page 1 � Project : Pa 7 �L SfMON WONG ENGINEERING e g STRUCTURAL & BRIDGE ENGINEERS - P,oj. #: Designed: PL S Date Checked : 9966 Hibert street, Suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6640 Revised (fA1'I$�Q LCn lcv�C. hrMS Tf v ),psi a� �I)�W,. ��a� a 4, Pu. Au LOA F c 0,007' 6.05 ° 0,3z /:"?R,1 0 001 ' ' OGO, ltA p,ctp ' - p.oDa, I" , . o.oza o�3y ' ' .z_ 3.vtll. 1- c' " $,#Q -L it, U. oos' o 06 " G z.' Up.oz)' G.zs t 1 (od yf�' U,o1l' z•)vDto> . o 00. A- - Q �,� � O S Project : L E V c- T L Pa e V� � SIMON WONG ENGINEERING g � STRUCTURAL & BRfOGE ENGINEERS PToj. #: Designed: PAS Date: 9/Z rJ 4 Checked: 9966 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566.6B44 Revised: Sl7S1Gr .S� Ww z 1 l r1.� � 0ytLNh�t�- -D�s� '1 1. a 9l N C O C LSt t- 0.& K k3.7S L. kl K, 3,Zs FOr kS 10 k>ps L.,) l fie. l (, RS Ztt AA , --:F -.IF CAPS 3,Z4,z.I) L� Ds. S.24,i,),I >-?, z r Cw�" X- 3,75 &- LL Project : �E T Pa g e : SIMON WONG ENGINEERING �t v STRUCTURAL 8 BRIDGE ENGINEERS Proj. #: Designed : S Date : C� z Checked : 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised I L:1 0,105- (Z. 75) ro.(�i(•�5)(1)(�+,zsl`fz 1A g„ , 1.3 (Z -°t(, a � l9.'rA k- 4a (4F A55uv`1rt Z- 8"(o e G" t ` • O,&b "'"t- ('0(0- �jh1= 09(�ol(o•�I N �V51� C (Z 4H, Project: �EvtROZR ?70( Page: 4 SIMON WONG ENGINEERING v STRUCTURAL & BRIDGE ENGINEERS Proj. #: Designed : pl— S Date: /p 4 Checked: 9966 Hiberl street suite 202 (619) 566 -3113 San Diego, CA 92131 FAx(619) 566 o" Revised: W R � ,DSU- ?. 7.1 Z.2 - vpA-�q l Cie- 0.1c - c,J = so (b /f, f b16 c ° °�� G000 �b000 31 6 C).k. wFas 2 /t. V `'`loo/ 3L,doo I. Ccl. oe-c -� SFGTTorJ ?_A Z- (t Project: Page: R)C SIMON WONG ENGINEERING G Z STRUCTURAL 8 BRIDGE ENGINEERS Proj. # Designed: Date: lUl7�96 Checked: 9968 Hiberl Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: 0,6U f� h t3,S _ 20. -L I rs; 0,6 (boy) = zr, (2 S rJ.GGO:.' ver> p4. �.✓JQZ � _ O.GC 2 — �� k -•K Sr iL_�3 = 0, 13i�� C75& A ZI'xz" FO_ )5/0.6CQ) = z2.46 ok, APPENDIX A "BDS" OUTPUT LISTING OF THE = INPUT FILE ARD 1 2 3 4 5 6 7 8 -._MEEK 3274567a9012345678901234567a9012345678901234567890123456789012345678901234567890 500 -097 LUCADIA BL PED BRIDGE -Final 10/10/96 500 -097 1 1 2 H 588 3250 250150 500 -097 2 2 3 H 860 3250 250150 500 -097 3 3 4 H 668 3250 25D150 500 -097 4 5 IF 65 1823 30 3250 15D 500 -097 5 6 2 334 40 3250 150 500 -097 6 7 3 344 40 325D 150 500-097 7 8 4P 65 1823 30 3250 150 500 -097 1 0 27 250 500 -097 1 0 + 1 250 1400 500 -097 1 0 - 5 175 425 500 -097 1 0 - 6 175 425 1400 500 -097 1 288 5 500 -097 1 428 5+ 4 82 550 425 500 -097 1 508 5+ 4 154 525 425 5OD-097 1 558 5+ 4 233 500 425 500 -097 1 588 5+ 4 250 475 425 500 -097 2 0 1 500 -097 2 30 2 500.097 2 80 3 500 -097 2 160 4 500 -097 2 300 5 500 -D97 2 560 5 500 -097 2 700 4 500.097 2 780 3 500 -097 2 830 2 500 -097 2 860 1 500 -097 3 0 1 500 -097 3 30 2 500 -097 3 80 3 500 -097 3 160 4 500.097 3 300 5 500 -097 3 668 5 500 -097 5 0 1 600 600 500.097 5 58 6 500 -097 5 178 1 400 400 500 -097 5 334 1 400 475 500 -097 6 0 6 500 -097 6 68 6 500.097 6 188 7 500 -097 6 344 8 500 -097 1 0 1400 250 1400 250 4800 000 1 1000 1000 10 10 DOD 2 1000 1000 10 10 000 3 1000 1000 10 10 000 1 40140 160 320 90 130 1000 LL HID 000 2 1020 1000 LL 85 psf 5 4 3 2 1 4S 4S 4S 4S 4S 4S 4S 000 100 100 100 100 l0D 100 100 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 250 400 400 400 401 401 1 2 3 4 5 6 7 8 12345678901234567890123456789012345678901234567890123456789012345678901234567890 IAI - BUS Version 4.0.14 Licensed to: Simon Wong Engineering LDCADIA BL PRO BRIDGE -Final 10/10/96 FRAME DESCRIPTION DEAD LOAD E ONI SEC 3250. 0.250 .150 3250. 0.250 .150 3250. D.250 .150 3250. D.000 .150 3250. 0.000 .150 3250. 0.000 .150 3250. 0.000 .150 Run time: 10- OCT -96 20:27:37 Page 1 CARRY OVER R FACTORS RECALL LT RT LT RT REM ---------- ll -ll 1 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 0.00 D.00 0.00 0.00 0.00 D.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 D.00 O.OD D.DO 0.00 O.DO 0.00 0.00 END SUPPORT REM JT. COND OR NO LT RT LT RT DIR SPAN I HINGE 1 1 2 H 58.8 0.00 0.0 2 2 3 H 86.0 0.00 0.0 3 3 4 H 66.8 0.00 0.0 4 5 1 P 6.5 18.23 3.0 5 6 2 33.4 0.00 4.0 6 7 3 34.4 0.00 4.0 7 8 4 P 6.5 18.23 3.0 DEAD LOAD E ONI SEC 3250. 0.250 .150 3250. 0.250 .150 3250. D.250 .150 3250. D.000 .150 3250. 0.000 .150 3250. 0.000 .150 3250. 0.000 .150 Run time: 10- OCT -96 20:27:37 Page 1 CARRY OVER R FACTORS RECALL LT RT LT RT REM ---------- ll -ll 1 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 0.00 D.00 0.00 0.00 0.00 D.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 D.00 O.OD D.DO 0.00 O.DO 0.00 0.00 IAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 10- OCT -96 20:27:37 Page 2 LUCADIA BL PED BRIDGE-Final 10/10/96 SECTION PROPERTIES - INPUT MEN RE NO LOC. CALL Z Y W D TOP HOT NO W T W FACT T W FACT L EX IN L BX IN B STORE +/ CODE V/D H Z Y AREA IZZ B E -STORE STORE 1 0.0 27 2.50 0.00 0.00 0.00 0.00 0.00 3250.00 0 1 0.0 + 1 2.50 14.00 0.00 0.00 0.00 0.00 3250.00 0 5 1 0.0 - 5 1.75 4.25 0. DO 0.00 0.00 0.00 3250.00 0 1 0.0 - 6 1.75 4.25 14.00 0.00 0.00 0.00 3250.00 0 1 28.8 5 it RECALL ONLY 1 42.8 5 + 4 0.82 5.50 4.25 0.00 0.00 0.00 3250.00 0 4 1 50.8 5 + 4 1.54 5.25 4.25 0.00 0.00 0.00 3250.00 0 3 1 55.B 5 + 4 2.33 5.00 4.25 0.00 0.00 0.00 3250.00 0 2 1 58.8 5 + 4 2.50 4.75 4.25 0.00 0.00 0.00 3250.00 0 1 SECTION PROPERTIES - OUTPUT MEN NO LOC. DEPTH Z -BAR Y -BAR AREA IZZ IYY B 1 0.0 2.5D 7.00 1.43 27.56 12.77 332.35 3250.DO 1 28.8 2.50 7.00 1.43 27.56 12.77 332.35 3250.00 1 42.8 2.50 7.00 1.17 32.07 26.14 343.72 3250.00 1 50.8 2.50 6.97 0.93 35.65 44.62 351.02 3250.00 1 55.8 2.50 6.93 0.66 39.21 73.18 357.13 3250.00 1 58.8 2.50 6.89 0.62 39.44 78.56 355.84 3250.00 MEMBER 1 PROPERTIES LENGTH: 58.8 MIN EtI: 0.415E +05 STIFF: 4.779 LT 9.999 RT C.O.: 0.849 LT 0.406 RT SECTION PROPERTIES - INPUT MEN RE NO LOC. CALL Z Y W D TOP HOT NO W T W FACT T W FACT L EX IN L EX IN B STORE +/- CODE V/D H Z Y AREA IZZ E B -STORB STORE 2 0.0 1 tt RECALL ONLY 2 3.0 2 it RECALL ONLY 2 8.0 3 it RECALL ONLY iAI-BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 10- OCT -96 20:21:31 Page 3 LUCADIA BL FED BRIDGE -Final 10/10/96 SECTION PROPERTIES - INPUT IM RE NO LOC. CALL 2 Y W D TOP BOT NO W T W FACT T W FACT L EX IN L EX IN E STORE +/ CODE V/D N Z Y APRA I2Z E E -STORE STORE 16.0 4 " RECALL ONLY 30.0 5 " RECALL ONLY 56.0 5 " RECALL ONLY 2 70.0 4 " RECALL ONLY 78.0 3 " RECALL ONLY 83.0 2 *' RECALL ONLY e 86.0 1 " RECALL ONLY CTION PROPERTIES - OUTPUT MBM D LOC. DEPTH Z -BAR Y -BAR AREA IZZ IYY E 2 0.0 2.50 6.89 0.62 39.44 78.56 355.84 3250.00 3.0 2.50 6.93 0.66 39.21 73.18 357.13 3250.00 8.0 2.50 6.97 0.93 35.65 44.62 351.02 3250.00 16.0 2.50 7.00 1.17 32.07 26.14 343.72 3250.00 30.0 2.50 7.00 1.43 27.56 12.77 332.35 3250.00 2 56.0 2.50 7.00 1.43 27.56 12.77 332.35 3250.00 70.0 2.50 7.00 1.17 32.07 26.14 343.72 3250.00 2 78.0 2.50 6.97 0.93 35.65 44.62 351.02 3250. DO 83.0 2.50 6.93 0.66 39.21 73.18 357.13 3250.00 86.0 2.50 6.89 D.62 39.44 78.56 355.84 3250.00 nenBER 2 PROPERTIES NGTH: 86.0 MIN E'I: 0.415E+05 STIFF: 9.868 LT 9.868 RT C.O.: 0.679 LT 0.679 RT SECTION PROPERTIES - INPUT F RE NO LOC. CALL 2 Y W D TOP BUT NO W T W FACT T W FACT L EX IN L EX IN E STORE /- CODE V(D H Z Y AREA IZZ B E -STORE STORE 0.0 1 " RECALL ONLY IAI - BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 10-OCT -96 20:27:37 Page 4 LUCADIA BL PBD BRIDGE-Final 10/10/96 SECTION PROPERTIES - INPUT MBM RE NO LOC. CALL Z Y W D TOP HOT NO W T W FACT T W FACT L EX IN L EX IN B STORE +(- CODE V/D H Z Y AREA IZZ B B- STORE STORE 3 3.0 2 t' RECALL ONLY 3 8.0 3 " RECALL ONLY 3 16.0 4 " RECALL ONLY 3 30.0 5 " RECALL ONLY 3 66.8 5 RECALL ONLY SECTION PROPERTIES - OUTPUT MEM NO LOC. DEPTH Z -BAR Y -BAR AREA IZZ IYY E 3 0.0 2.50 6.89 0.62 39.44 78.56 355.84 3250.00 3 3.0 2.50 6.93 0.66 39.21 73.18 357.13 3250.00 3 8.0 2.50 6.97 0.91 35.65 44.62 351.02 3250.00 3 16.0 2.50 7.00 1.17 32.07 26.14 343.72 3250.00 3 30.0 2.50 7.00 1.43 27.56 12.77 332.35 3250.00 3 66.8 2.50 7.00 1.43 27.56 12.77 332.35 3250.00 MEMBER 3 PROPERTIES LENGTH: 66.8 MIN B'I: 0,415E +05 STIFF: 9.210 IT 4.728 RT C.O.: 0.422 LT 0.821 RT SECTION PROPERTIES - INPUT MBM RE NO LOC. CALL Z Y W D TOP HOT NO W T W FACT T W FACT L BX IN L EX IN B STORE /- CODE V/D H Z Y AREA IZZ B B -STORE STORE 5 0.0 1 6.00 6.00 0.00 0.00 0.00 0.00 3250.00 0 6 5 5.8 6 " RECALL ONLY 5 17.8 1 4.00 4.00 0.00 0.00 0.00 0.00 3250.00 0 7 5 33.4 1 4.00 4.75 0.00 0.00 0.00 0.00 3250.00 0 8 IAI - BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 10- OCT -96 20:27:37 Page S LUCADIA BL PBD BRIDGE -Final 10/10/96 SECTION PROPERTIES - INPUT M RE NO LOC. CALL Z Y W D TOP HOT NO W T W FACT T W FACT L EX IN L EX IN E STORE t/- CODE V/D H Z Y AREA IZZ B B -STORE STORE CTION PROPERTIES - OUTPUT MEN O LOC. DEPTH Z -BAR Y -BAR AREA IZZ IYY B 5 0.0 D.DO 3.00 3.OD 36.00 108.00 108.00 3250.00 5.8 0.00 3.00 3.00 36.00 108.00 108.00 3250.00 S 17.8 0.00 2,00 2.00 16.00 21.33 21.33 3250.00 33.4 0.00 2.38 2.00 19.00 25.33 35.72 3250.00 4BER 5 PROPERTIES LENGTH: 33.4 MIN E'I: 0.693E +05 STIFF: 13.482 LT 5.51D RT C.O.: 0,379 LT 0,927 RT :TION PROPERTIES - INPUT MEN RE LOC. CALL Z Y W D TOP HOT NO W T W FACT T W FACT L EX IN L EX IN B STORE CODE V/D H Z Y AREA IZZ E B -STORE STORE 0.0 6 t' RECALL ONLY 6.8 6 tt RECALL ONLY 18.8 7 't RECALL ONLY 34.4 8 " RECALL ONLY SECTION PROPERTIES - OUTPUT NO LOC. DEPTH Z -BAR Y -EAR AREA IZZ IYY B 0.0 0.00 3.00 3.00 36.00 108.00 108.00 3250.00 6 6.8 0.00 3.00 3.00 36.00 108.00 108.00 3250.00 18.8 0.00. 2.00 2.00 16.00 21.33 21.33 3250.00 34.4 0.00 2.38 2.00 19.00 25.33 35.72 3250.00 FuriBER 6 PROPERTIES NGTH: 34.4 MIN E'1: 0.6938 +05 STIFF: 13.904 LT 5.519 RT C.O.: 0.371 IT 0.935 RT IAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LUCADIA BL PBD BRIDGR -Final 10/10/96 FRAME PROPERTIES Run time: 10- OCT -96 20:27:37 Page DISTRIBUTION FACTORS LT RT 0.110 0.303 0.205 0.220 0.265 0.097 0.000 0.890 0.000 0.492 D.000 0.515 O.DDO 0.903 + +' ++ IF MEMBER IS HORIZONTAL SUPPORT OR BINGE FIELD EQUALS LOCATION OF HINGE FROM LEFT END OF MEMBER ++r+e " "' IF MEMBER IS VERTICAL SUPPORT OR BINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION +r+++ END SUPPORT CARRY OVER MEM JT COND OR FACTORS NO LT RT LT RT DIR SPAN MIN E'I HINGE B LT RT /---/ 1 / ---- 1 - - / / -- --- / 2 / --- / B / ----- / 58.8 / -- - ---- / 0.4149E +05 / --- --- / 0.0 / ------- / 3250. / .............../ 0.849 0.406 2 2 3 B 86.0 0.4149E+05 0.0 3250. 0.679 D. 679 3 3 4 H 66.8 0.4149E +05 0.0 3250. 0.422 0.821 4 5 1 P 6.5 0.5925E +05 3.0 3250, 0.500 0.000 5 6 2 33.4 0.6933E +OS 4.0 3250. 0.379 0.927 6 7 3 34.4 0.6933E +05 4.0 3250. 0.371 0.935 7 8 4 P 6.5 0.59258 +05 3.0 3250. 0.500 0.000 Run time: 10- OCT -96 20:27:37 Page DISTRIBUTION FACTORS LT RT 0.110 0.303 0.205 0.220 0.265 0.097 0.000 0.890 0.000 0.492 D.000 0.515 O.DDO 0.903 + +' ++ IF MEMBER IS HORIZONTAL SUPPORT OR BINGE FIELD EQUALS LOCATION OF HINGE FROM LEFT END OF MEMBER ++r+e " "' IF MEMBER IS VERTICAL SUPPORT OR BINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION +r+++ AI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LUCADIA BL PBD BRIDGE -Final 10/10/96 f111#01J10M TOP TOP BOTTOM BOTTOM TOTAL FLANGE FLANGE FLANGE FLANGE WEB 4EM WIDTH THICK WIDTH THICK WIDTH 10. LOC (TFW) (TST) IBFW) (BST) (WEB) Run time: 10- OCT -96 20:27:37 Page 7 1 O.D 14.DD 2.50 14.00 2.50 48.00 -- RESULTANT SLAB AND WEB DATA -- LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT ,,,,MBER: 1 N ( FT) 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 TST ( IN J 2.50 2.50 2.50 2.50 TST ( IN ) 2.50 2.50 2.50 2.50 2.50 2.50 14.00 2.50 2.50 N f FT) 14.00 14.00 14.00 14.00 2.50 14.00 14.00 14.00 2.50 14.00 14.00 14.00 14.00 14.00 T I IN I 2.50 2.50 2.50 2.5D 14.00 2.50 2.50 2.50 14.00 2.50 1.50 2.50 2.50 WISH ( IN I 48.00 48.00 48.00 48.00 2.50 48.00 48.00 48.00 2.50 48.00 48.00 48.00 48.00 4BBR: 2 4 ( FT I 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 2.50 14.00 2.50 14.00 14.00 2.50 TST ( IN ) 2.50 2.50 2.50 2.50 2.50 2.50 14.00 2.50 14.00 2.50 2.50 14.00 2.50 14.00 2.50 2.50 14.00 2.50 2.50 I FT I 14.00 2.50 14.00 14.00 2.50 14.00 2.50 14.00 14.00 2.50 14.00 48.00 14.00 48.00 14.00 14.00 48.00 14.00 48.00 I IN I 2.50 48.00 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 ono ( IN I 48.00 48.00 48.00 48.00 48.00 48.00 48.00 48.00 48.00 48.00 48.00 IBER: 3 ( PT I 14.00 14.00 14.00 14.DO 14.00 14.00 14.00 14.00 14.00 14.00 14.00 TST l IN I 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 I FT) 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 I IN I 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 ( IN I 48.00 48.00 48.00 48.DO 48.00 48.00 48.00 48.00 48.00 48.00 48.00 iAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 10- OCT -96 20:27:37 Page B LDCADIA BL PED BRIDGE -Final 10/10/96 FIXED END MOMENTS TRIAL 0 MEN FIXED END MOMENTS MEN FIXED END MOMENTS MEN FIXED END MOMENTS NO LT RT NO LT RT NO LT RT 1 -979. -2130. 2 -3496. -3496. 3 -2695. -1269. 4 0. 0, 5 0. 0. 6 0. 0. 7 0. 0. IAI -BDS Version 4.0.14 Licensed to: Simon Nong Engineering LUCADIA BL PED BRIDGE -Final 10/10/96 QIDESWAY DIAGNOSTICS JSULTS OF 1 INCH SWAY TO THE RIGHT VERTICAL SHEAR (RIPS) MOMENTS (FT -RIPS) MEMBER LT RT 4 899.4 0. 5846. 5 573.3 - 12597. 6551. 6 517.3 - 11897. 5898. 7 801.7 0. 5211. BASED ON B = 3250. ESI. Run time: ID-OCT-96 20:27:37 Page 9 IAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LUCADIA BL PED BRIDGE -Final 10/10/96 "' SIDESWAY INCLUDED. HORIZONTAL MEMBER MOMENTS TRIAL 0 MEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT 6 PT 1 -795. -266. 111. 337. 411. 333. 101. •660.1 2 -3354. -1754. -568. 246. 721. 870. 696. ( - 2982.) 3 -3094. -1897. -957. -251. 238. 524. 613. I -2735.) HORIZONTAL MEMBER STRESSES TRIAL 0 BOTTOM FIBER 1 513. 207. -86. -262. -319. -246. -49. 2 164. 267. 188. -138. -561. -677. -541. 3 151. 217. 225. 97. -142. -407. -477. HORIZONTAL MEMBER STRESSES TRIAL 0 TOP FIBER 1 -384. -155. 65. 196. 239. 187. 44. 2 -495. -437. -206. 117. 420. 507. 405. 3 -454. -414. -290. -98. 118. 305. 357. VERTICAL MEMBER MOMENTS TRIAL 0 4 0. -79. -159. -238. -318. -397. -477. 5 822. 661. 499. 338. 177. 15. •146. 6 -275. -209. -142. -76. -10. 56. 122. 7 0. 98. 197. 295. 394. 492. 590. HORIZONTAL MEMBER SHEARS TRIAL 0 1 102.8 77.0 51.3 25.5 -0.3 -26.1 -52.9 2 212.0 160.9 115.6 74.4 36.2 -1.5 •39.2 3 199.5 159.2 122.7 89.1 57.6 28.1 -1.2 Run time: 10-OCT -96 20:27:37 Page 1D 7 PT .8 PT .9 PT RIGHT -293. -859. -1610. -2563. 395. •160. 226. I - 2239.) 196. -644. -1855. -3480. I - 3102,) 508. 206. -291. -984. -828.) 99. 173. 161. 123. 110. 214. 283. 171. 395. •160. 226. 644. 107. -242. -332. -372. 93. -234. -462. -515. 295. 120. -169. -482. 556, -636. -715. -795. 307. -468. -630. -791. 188. 254. 321. 387. 689. 787. 885. 994. -81.4 -111.7 -144.3 -180.0 -77.3 -118.5 -163.9 -215.0 -30.5 -59.8 -89.1 -118.4 iAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 10- OCT -96 20:27:37 Page 11 LUCADIA BL PED BRIDGE -Final 10/10/96 SIDESWAY INCLUDED. RTICAL MEMBER SHEARS TRIAL 0 MEN "0 LEFT .1 PT .2 PT .3 PT .4 IT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT -122.3 -122.3 -122.3 -122.3 -122.3 -122.3 -122.3 -122.3 -122.3 -122.3 -122.3 -48.3 -48.3 -48.3 -48.3 -48.3 -48.3 -48.3 -48.3 -48.3 -48.3 -48.3 6 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 151.3 151.3 151.3 151.3 151.3 151.3 151.3 151.3 151.3 151.3 151.3 "RTICAL MEMBER REACTIONS TRIAL 0 .. -.4 LT RT MEMBER NO REACTION REACTION WEIGHT 1 102.8 102.8 0.0 5 511.1 392.0 119.1 538.9 414.5 124.5 I 118.4 118.4 0.0 IAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 10- OCT -96 20:27:37 Page 12 LUCADIA EL PRO BRIDGE-Final 10/10196 TRIAL 0 TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT. END RT. END SPAN LT. END RT. END 1 0.000028 0.000413 2 0.000418 - 0.000308 3 - 0.000305 -0.000424 4 - 0.000275 0.000027 5 0.000000 0.000415 6 0.000000 - 0.000305 7 - 0.000049 - O,D00424 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 E= 3250. D.000 0.007 0.008 0.001 0.000 MEMBER 2 B= 325D. 0.000 0.027 O.D54 0.026 0.000 MEMBER 3 E= 3250. 0.000 0.005 0.021 0.017 0.000 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FROM LEFT END. MEMBER 4 B= 3250. 0.000 D ODO -0.001 -0.001 -0.001 MEMBER 5 E= 3250. 0.000 0.000 -0.002 -0.003 -0.001 MEMBER 6 B= 3250, 0.000 0.000 0.000 0.000 -0.001 MEMBER 7 B= 3250. 0.000 0.000 0.000 -0.001 -0.001 IAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LUCADIA BL RED BRIDGE -Final 10/10/96 DIVE LOAD DIAGNOSTICS Run time: 10- OCT -96 2D:27:37 Page 13 PERSTRUCTURE LIVE LOAD NUMBER OF LIVE LOAD LANES RESISTING MOMENT OF PLOT PLOT INFLU- M SUPERSTRUCTURE SUBSTRUCTURE UNIT STEEL M S SCALE ENCE ..0. --------------------------------------------------------------------------------------------------- LT.END RT.END LT.END RT.END POSITIVE NEGATIVE ENV. LINES GEN 1 1.000 1.000 1.0 1.0 0. 0. 0 0 NO NO 2 1.000 1.000 1.0 1.0 0. 0. 3 1.000 1.000 1.0 1.0 0. 0. VJE ----------- TRUCK -------------- UAD P1 Dl P2 D2 P3 1. 4.0 14.0 16.0 0.0 0.0 COMMENTS: LL B10 t. 0.0 0.0 0.0 0.0 0.0 COMMENTS: LL 85 psf IMPACT FACTORS CALCULATED BY PROGRAM MEM IMPACT NO t 1 27. 2 24. 3 26. --- - - - - -- LANE --- - - - - -- NO. LIVE UNIFORM MOM. SHEAR LL LOAD RIDER RIDER IMPACT LNS. SIDESWAY 0.320 9.0 13.0 YES 1.00 NO 1.020 0.0 D.0 YES 1.00 NO IAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering Run time: 10-OCT -96 20:27:37 Page 14 LOCADIA BL PED BRIDGE -Final 10/10/96 LL NO. 1. NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS MEM LEFT .1 IT 2 IT .3 PT .4 PT .5 PT .6 IT .7 PT B PT .9 PT RIGHT NO 1 -193. -88. -20. -6. -29. -51. -74. -IDS. -177, -211. -405. ( -166.) I -362.) SHEAR 20.3 15.2 8.0 -3.8 -3.8 -3.8 -3.8 2.6 -2.5 -19.1 -24.2 2 -505. -302. .148. -53. -28. -31. -34. -61. -155. -31D. -513. I -457.) ( -465.) SHEAR 25.7 21.3 14.9 -4.6 -0.4 -0.4 -0.4 4.6 -3.8 -21.3 -25.8 3 -448. -297. -178. -99. -63. -43. -23. -3. -25. -106. -230. ( -403.) ( -202.) SHEAR 25.0 19.7 2.8 -2.9 3.0 3.0 3,0 3.0 -7.0 -15.9 -21.4 HORIZONTAL MEMBER STRESSES LL MAX NBG BOTTOM FIBER 1 129. 69. 15. 5. 22. 38, 35. 37. 36. 28. 20. 2 25. 46. 49. 30. 21. 24. 26. 34. 52. 47. 26. 3 22. 34. 42. 38. 38. 33. 18. 3. 19. 82. 157. HORIZONTAL MEMBER STRESSES LL MAX NBG TOP FIBER 1 -97. -51. -12. -4. -17. -29. -32. -40. -50. -57. -60. 2 -76. -75. -54. -25. -16. -18. -20. -29. -56. -77. -77. 3 -67. -65. -54. -39. -31. -25. -14. -2. -14. -62. -118. �I -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LOCADIA BL PRO BRIDGE -Final 10/10/96 LL NO. 1. DEAD LOAD PUS NEGATIVE LIVE LOAD MOMENT ENVELOPE M LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT MV -987. -354. 91. 330. 382. 282. 28. -401. ( -826.) -3859. -2056. -716. 193. 693, 839. 662. 135. ( - 3439.) -3542. -2194. -1135. -350. 175. 481. 590. 504. ( - 3138.) .9 PT RIGHT -1036. -1888. -2968. RIZONTAL MEMBER STRESSES FOR DL +LL MAX NBG BOTTOM FIBER 642. 276. -71. -157. -297. -208. 189. 313. 237. -108. -539. -653. 3 173. 251. 267. 136. -105. -374. tIZONTAL MEMBER STRESSES FOR DL +LL MAX NEG TOP FIBER -481. -206. 53. 192. 222. 159. -571. -512. -260. 92. 404. 489. -521. -479. -344. -137. 87. 280. Run time: 10- OCT -96 20:27:38 Page 15 .8 PT .9 PT RIGHT -1036. -1888. -2968. -75. 265. ( - 2600.1 -799. -2165. -3993. -141. 309. 1 -3568.) 181. -397. -1214. ( - 1030.1 -13. 136. 209. 188. 143. 515. -75. 265. 330, 196. 459. -392. -141. 309. 801. 12. -147. -291. -389. -432. 385. 64. -290. -539. -592. 344. 294. 106. -231. -600. IAI-BDS Version 4.0.14 Licensed to: Simon Wong Engineering LOCADIA BL PRO BRIDGE-Final 10/10/96 LL NO. 1. POSITIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS MEM LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT NO 1 61. 42. 72. 121, 151. 157. 142. 111. 71. SHEAR -2.4 9.5 17.5 11.9 -12.0 -15.5 -13.5 -21.1 -18.1 2 51. 46. 82. 133. 175. 193. 177. 136. 85. SHEAR -0.9 10.8 17.6 15.4 10.1 -13.5 -17.2 -20.2 -22.5 3 13. 30. 75. 119, 154. 173. 168. 135. 80. SHEAR -0.1 11.8 18.0 16.1 13.5 1D.3 -13.4 -17.0 -17.4 HORIZONTAL MEMBER STRESSES LL MAX POS BOTTOM FIBER 1 -48. -33. -56. -94. -117. -116. -68. -38. -14. 2 -3. -7. -27. -74. -136. -ISO. -138. -76. -28. 3 -1. .3. -18. -46. -92. -135. -131. -105. -62. HORIZONTAL MEMBER STRESSES LL MAX POS TOP FIBER 1 36. 25, 42. 70. 88, 88. 62. 41. 20. 2 8. 11. 30, 63. 102. 112. 103. 65. 31. 3 2. 7. 23. 46. 76. 101. 9B. 79. 47. Run time: 10-OCT-96 20:27:38 Page 16 9 PT RIGHT 33. 19. -11.8 0.3 41. 39. -11.1 0.7 42. 56. -1D.1 1.9 -3. -1. -6. -1. -33. -43. 7. 1. 10. 6. 25. 33. IAI - BDS Version 4.0.14 Licensed to: Simon Wong Engineering LUCADIA BL PBD BRIDGE -Final 10/10/96 " NO. 1. DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE M LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT NO -734, -224. 183. 457. 561, 490. 244. -iB1. ( -604.) 2 -3303. -1709. -487. 379. 896. 1063. 872. 332. ( - 2932.) -3081. -1667. -882. -132. 392. 697. 782. 643. I - 2717.1 .9 PT RIGHT -788. -1577, -2544. .RIZONTAL MEMBER STRESSES FOR DL +LL MAX POS BOTTOM FIBER 1 469. 174. -143. -356. -437. -362, 161. 260. 161. -212. -697. -827. 150. 214. 207. 51. -234. -542. 2IZONTAL MEMBER STRESSES FOR DL +LL MAX POS TOP FIBER -351. -130. 107. 266. 327. 276. 2 -487. -426. -177. 180. 521. 619. -451. -408. -267. -52. 194. 406. Run time: 10- OCT -96 20:27:38 Page 17 8 PT .9 PT RIGHT -788. -1577, -2544. -186. 185. ( - 2215.) -559. -1814. -3442. -223. 193. 1 -3063.) 286. -249. -928. -117. 62. 159. 157. 122. -679. -186. 185. 277. 169. -608. -500. -223. 193. 603. 106. -66. -222. -325. -368. 508. 158. -2D3. -452. -508. 455. 374. 167, -145. -451. IAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LOCADIA BL PBD BRIDGE -Final 10/10/96 LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT POS. V 28.2 25.1 21.4 17.4 13.4 10.D 6.9 4.3 2.4 MOM. -105. 31. 116. 149. 139, 157. 142. 111. -6. NBC. V -4.5 -4.5 -5.0 -7.5 -10.7 -14.2 -17.9 -21.5 -25.0 MOM. 39. 134. 125. 192. 243. 264. 244. 181. 76. RANGE 32.7 29.6 26.3 24.9 24.1 24.2 24.8 25.8 27.4 LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER 2 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT POS, V 33.9 29.9 25.6 21.2 16.5 12.0 8.0 4.9 2.8 MOM. -312. -64. 119. 222. 241. 188. 96. 11. -35. NEG. V -1.9 -1.9 -2.9 -5.D -8.1 -12.0 -16.5 -21.2 -25.7 MOM. 29. 99. 142. 229, 318. 380. 384. 313. 165, RANGE 35.7 31.8 28.6 26,2 24.6 24.1 24.6 26.1 28.4 LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER 3 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT POS. V 32.4 29.1 25.5 21.8 18.0 14.1 10.3 7.D 4.4 MOM. -266. -79, 67. 164, 209. 201- 152. 81. 16, NEG. V -0.3 -0.9 -2,2 -4.1 -6.7 -9.8 -13.5 -17.7 -21.9 MOM. 7. 52. 108, 119. 154. 173. 298. 269. 185. RANGE 32.8 30.0 27.7 25.9 24.6 23.9 23.8 24.7 26.3 Run t .9 PT 1.1 -8. -28.3 -64. 29.4 .9 PT 1.5 80. -29.9 -49. 31,4 .9 PT 3.5 120. -25.9 49. 29.4 4e: 10- OCT -96 20:27:38 Page if RIGHT 0.5 11. -31.4 -235. 32.0 RIGHT 1,5 21. -33.9 -317. 35.4 RIGHT 3.4 35. -29.3 -132. 32.7 iAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LUCADIA BL PED BRIDGE -Final 10/10/96 LL NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE EMBER 1 LEFT .1 IT .2 PT .3 PT 4 PT .5 PT .6 PT .7 PT -)S. V 131.0 102.1 72.6 42.9 13.1 -16.2 -46.0 -77.1 3G. V 98.4 72.5 46.3 17.9 -11.0 -4D.3 -70.8 -102.9 TIT, N0, 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE 3MBER 2 LEFT .1 PT .2 IT .3 PT .4 PT 5 PT .6 PT .7 PT )S. V 245.9 190.8 141.3 95.5 52.8 10.6 -31.1 -72.4 ;G. V 210.1 159.0 112.7 69.3 28.1 -13.5 -55.7 -98.5 " NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE Run time: 10- OCT -96 20:27:38 Page 19 .8 PT .9 PT RIGHT 109.2 -143.2 -179.5 136.6 -172.6 -211.4 .8 PT .9 PT RIGHT 115.8 -162.4 -213.5 144.2 -193.8 -248.9 ,'MBER 3 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT S. V 231.9 188.3 148.3 110.9 75.6 42.1 9.1 -23.5 -55.4 -85.6 -114.9 G. V 199.2 158.3 120.6 84.9 51.0 18.3 -14.7 -48.2 -81.7 -115.0 -147.6 IAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LUCADIA BL PRO BRIDGE -Final 10/10/96 LL NO. 1. LIVE LOAD SUPPORT RESULTS MAX. AXIAL LOAD MAX. LONGITUDINAL MOMENT AXIAL - - - - -- MOMENT - - - - -- AXIAL ----- -MOMENT - - - - -- LOAD TOP BOT. LOAD TOP BOT. MBMBBR 4 Run time: ID- OCT -96 20:27:38 Page 20 POSITIVE 28.2 -105. 0. -3.8 61. 0. NEGATIVE -4.5 71. 0. 20.1 -190. 0. MEMBER 5 POSITIVE 49.2 -77. 71. 20.4 194. -180. NEGATIVE -2.4 38. -35. 28.3 -275. 255. MEMBER 6 POSITIVE 50.3 52. -48. 27.2 285. -267. NEGATIVE -1.8 -31. 29. 22.8 -235. 220. MEMBER 7 POSITIVE 29.3 132. 0. 21.2 22B. 0. NBGATIVB -3.4 -65. 0. -3.0 -56. 0. THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 1.000 Run time: ID- OCT -96 20:27:38 Page 20 IAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LUCADIA BL PED BRIDGE -Final 10/10/96 TTY NO. 2. NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS M LEFT 1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT 8 PT NO -334. -144. -28. -12. -57. -102. -147. -206. -321. ( -286.) SHEAR 37.2 26.3 12.1 -7.7 -7.7 -7.7 -7,7 -13.8 -24.9 -994. -566. -260. -88. -49. -55. -62. -106. -277, I -895.) ,„BAR 56.7 42.6 27.8 11.4 -0.8 -0.8 -0.8 -11.3 -27.8 3 -847. -545. -323. -185. -126. 46. -46. -7. -37. ( -757.) EAR 51.2 39.1 26.8 13.8 5.9 5.9 5,9 5.9 -13.1 R120NTAL MEMBER STRESSES LL MAX NBG BOTTOM FIBER 222. 112. 21. 10. 45. 76. 71. 70, 65. 49. 86. 86. 49, 38. 43. 48. 59. 92, 3 42. 62. 76. 72. 75. 67, 36. 5. 28. R120NTAL MEMBER STRESSES LL MAX NBG TOP FIBER - -166. -84. -16. -7. -33, -58, -64. -76. -90. -148. -141. -94. -42. -28. -32. -36. -50. -101. -126. -119. -98. -72. -62. -50. -27. -4. -21. Run time: 10- OCT -96 20:27:38 Page 21 9 PT RIGHT 503. -750. -36.3 -47.5 -582. -1012. I -912.1 -42.6 -56.9 -181. -420. I -366.1 -29.0 -41.1 50. 37. 89. 50. 141. 285. -104. -110. -145. -151. -106. -213. IAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LUCADIA BL FED BRIDGE -Final 10/10/96 LL NO. 2. DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE HER LEFT .1 PT .2 PT .3 PT 4 PT .5 PT .6 PT .7 PT NO 1 -1129. -410. 83. 324. 353. 231. -46. -499. 1 -946.) 2 -4348. -2320. -828. 158. 672. 815. 633. 90. I - 3877.) 3 -3941. -2442. -1280. -436. 112. 438. 567. 501. Run time: 10- OCT -96 20:27:38 Page 22 8 IT ( - 3492.) RIGHT 1180. 2113. -3313. -50. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX NEG BOTTOM FIBER 1 735. 319. -65. -252. -275. -170. 2 213. 354. 275. -89. -523. -634. 3 192. 279. 301. 169. -67. -340. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX NEG TOP FIBER 1 -550. -239. 49. 189. 206. 130. 2 -643. -578. -301. 75. 391. 474. 3 -579. -533. -388. -171. 56. 155. Run time: 10- OCT -96 20:27:38 Page 22 8 IT .9 PT RIGHT 1180. 2113. -3313. -50. 305. I - 2905.) -921. -2438. -4492. -132. 367. 1 - 4014.) 170. -472. -1404. 1 - 1194.) 22. 169. 238. 211. 160. -493. -50. 305. 372. 221. -441. -390. -132. 367. 929. -20. -183. -332. -436. -482. 369. 43. -334. -607. -666. 330. 291. 99. -275. -695. 1AI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LUCADIA BL PBD BRIDGE -Final ID/10/96 LL NO. 2. POSITIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS M LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT NO 123. 84. 75. 121. 183. 200. 172. 113. 66. EAR -7.7 -4.4 2.2 14.4 6.7 -0.9 -8.5 -10.0 -6.6 94. 80. 97. 154. 250. 299. 255. 155. 88. NEAR -2.9 0.3 4.2 9.8 11.1 0.3 -10.6 -10.9 -5.3 22. 30. 61, 118, 196, 237. 220. 146. 84. BAR -0.5 3.0 6.7 11.1 10.4 1.8 -6.8 -15.4 -5.0 RIZONTAL MEMBER STRESSES LL MAX POS BOTTOM FIBER 1 -96. -65. -58. -94. -142. -148. -83. -39. -13. -5. -12. -32. -86. -195. -233. -198. -87. -29. 3 -1. -3. -14. -46. -117. -184. -171. -114. -66. 2IZONTAL MEMBER STRESSES LL MAX POS TOP FIBER - 72. 49. 43. 70. 106. 113. 75. 42. 19. 16. 20. 35. 73, 146. 174. 149, 74, 32. 4. 7. 18. 46. 97, 138. 128. B5. 49. Run time: 10- OCT -96 20:27:38 Page 23 9 PT RIGHT 40. 35. -2.8 0.8 62. 68. -1.3 2.1 80. 112. 2.4 5.9 -4. -2. -9. -4. -62. -87. B. 6. 16. 11. 46. 65. IAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LUCADIA BL PED BRIDGE -Final 10/10/96 LL NO. 2. DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE MBM LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT NO 1 -672. -182. 186. 458. 593. 533. 274. -179. ( -547.) 2 -3260. -1674. -471. 400. 971. 1170. 951. 351. ( - 2891.) 3 -3071. -1867. -B96. -133. 434. 761. 834. 654. Run time: 10- OCT -96 20:27:38 Page 24 8 PT ( •2111.1 RIGHT -793. -1570. -2528. -196. HORIZONTAL MEMBER STRESSES FOR DL +LL MAX POS BOTTOM FIBER 1 425. 142. •144, -356. -462. -394. 2 159. 255. 156. -224. -755. -910. 3 149. 214. 211. 51. -260. -592. HORIZONTAL MEMBER STRESSES FOR DL +LL MAX POS TOP FIBER 1 -318. -106. 108. 266. 345. 300. 2 -480, -417. •171. 190. 565. 6B1. 3 -450. -408. -272. -52. 214. 443. Run time: 10- OCT -96 20:27:38 Page 24 8 PT .9 PT RIGHT -793. -1570. -2528. -196. 184. ( - 2202,) -556. -1793. -3413. -226. 164. ( - 3036.) 290. -211. -872. ( -724.) 131. 61. 160, 157. 121. 740. -196. 184. 273. 167. 649. -509. -226. 164. 563. 119. -66. -223. -324. -365. 553. 167. -202. -447. -504. 485. 3B1. 169. -123. -421. iAI-BDS Version 4.0.14 Licensed to: Simon Wong Engineering LOCADIA BL PRO BRIDGE -Final 10/10/96 LL NO. 2. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS IMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT S. V 37.2 29.7 22.8 16.7 11.6 7.7 4.8 2.8 1.6 M. -334. -142. -6. 74. 109. 112. 95. 71. 50. ucG. V -7.7 -7.B -8.5 -10.0 -12.6 -16.2 -21.0 -26.6 -33.1 w^M. 123. 82. 53. 34. 16. -14. -7D. -164. -305. NGE 44.9 37.5 31.3 26.7 24.2 23.9 25.8 29.4 34.7 LL NO. 2. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS ABER 2 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT "1. V 56.7 46.0 35.9 26.7 18.8 12.5 7.9 4.9 3.1 M. -994. -563. -242. -30. 87. 127. 119. 93. 69. .._G. V -2.9 -3.1 -3.9 -5.5 -8.5 -13.D -19.2 -27.1 -36.2 MOM. 94. 77. 79. 96. 115. 117. 74. -44. -258. NGE 59.6 49.1 39.8 32.3 27.3 25.4 17.1 31.9 39.3 LL NO. 2. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MBER 3 LEFT .1 PT 2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT DA S. V 51.2 42.7 34.8 27.5 21.0 15.6 11.4 8.5 6.8 N. -847. -541. -307. -140. -33. 24. 46. 52. 58. V -0.5 -0.6 -1.3 -2.6 -4.7 -7.9 -12.3 -18.0 -24.9 MOM. 22. 27. 45. 72. 1D4. 127. 128. 88. -10. 4GH 51.6 43.4 36.1 30.D 25.7 23.5 23.7 26.5 31.7 Run time: 10- OCT -96 20:27:38 Page 25 .9 PT RIGHT 1.0 0.8 37. 35. -40.1 -47.5 -499. -750. 41.1 48.3 .9 PT RIGHT 2.3 2.1 59. 68. -46.2 -56.9 -579. -1012. 48.6 59.0 .9 PT RIGHT 6.1 5.9 77. 112. -32.7 -41.1 -179. -420. 38.8 47.1 IAI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LUCADIA BL PRO BRIDGE -Final 10/ID/96 LL NO. 2. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT POS. V 140.1 106.8 74.1 42.2 11.3 -18.4 -48.1 NEG. V 95.2 69.2 42.8 15.5 -12.9 -42.4 -73.9 LL NO. 2, DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MEMBER 2 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT POS. V 268.1 207.0 151.5 101.1 55.0 11.0 -31.3 NEG. V 209.1 157.8 111.7 68.6 27.8 -14.4 -58.4 LL NO. 2. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MEMBER 3 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT POS. V 250.7 202.0 157.5 116.5 78.6 43.7 10.2 NEG. V 199.0 158.6 121.4 86.5 52.9 20.2 -13.5 Run t .7 PT .8 PT .9 PT -78.5 -110.0 -143.3 -108.0 -144.7 -184.4 .7 PT .8 PT .9 PT -72.5 -115.4 -161.6 -104.4 -154.7 -210,1 .7 PT .8 PT .9 PT -21.9 -52.9 -83.0 -48.5 -84.6 -121.8 ime: 10-OCT-96 20:27:38 Page 26 RIGHT -179.2 -227.5 RIGHT -212.8 -271.8 RIGHT -112,4 -159.5 AI -BDS Version 4.0.14 Licensed to: Simon Wong Engineering LUCADIA BL PED BRIDGE -Final 10/10/96 L NO. 2. LIVE LOAD SUPPORT RESULTS MAX. AXIAL LOAD MAX. LONGITUDINAL MOMENT AXIAL - - - - -- MOMENT - - - - -- AXIAL ------ MOMENT - - - - -- LOAD TOP HOT. LOAD TOP HOT. MEMBER 4 Run time: 10- OCT -96 10:27:38 Page 27 POSITIVE 37.2 -334. 0. -7.7 123. 0. NEGATIVE -7.7 123. 0. 37.2 -334. 0. "MEER 5 POSITIVE 104.2 -245. 227. 38.3 366. -339. NEGATIVE -3.7 59. -54. 62.2 -552. 511. MEER 6 POSITIVE 108.0 165. -154. 59.9 571. -534. NEGATIVE -2.6 -45. 42. 45.6 -451. 422. MBER 7 POSITIVE 41.1 420. 0. 41.1 420. 0. NEGATIVE -5.9 -112. 0. -5.9 -112. 0. THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 1.000 Run time: 10- OCT -96 10:27:38 Page 27 IAI -BDS Version 4.0.14 Licensed Co: Simon Wong Engineering LUCADIA BL PHD BRIDGE -Final 10/10/96 'APPROXIMATE QUANTITY' ""t CONCRETE SUPER 253 C.Y. tilt* " "t CONCRETE SUB 59 C.Y. f«<f THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UNIT WRIGHT OF CONCRETE SUPPLIED ON THE FRAME DESCRIPTION CARD. IT ASSUMES THAT ALL THE DEAD LOAD IS GIVEN IN TRIAL 0. THE CONCRETE SUBSTRDCTURE QUANTITY IS BASED ON TRIAL 0 ONLY. THE P/S QUANTITIES FOR STRAND ONLY ARE FOR EACH TRIAL, THAT WAS ENTERED AND IN THAT ORDER. STRAND USE IS BASED ON THE LENGTH FROM ANCHOR TO ANCHOR. Run time: 10- OCT -96 20:27:38 Page 28 sVY1 Mol "SEISAB" OUTPUT SSSSSSS BBBBBBBBB IIIIIIIII SSSSSSS SSSSSSSSS BBBBBBBBB IIIIIIIII SSSSSSSSS SS SS BB III SS SS SSE BE III SSE SSSSSS BBBBB III SSSSSS SSSSSS BBBBB III SSSSSS SSS BE III SSS SS SS BE III SS SS SSSSSSSSS BBBBBBBBB IIIIIIIII SSSSSSSSS SSSSSSS BBBBBBBBB IIIIIIIII SSSSSSS AAAAAAA BBBBBBBB AAAAAAAAA BBBBBBBBB AA AA BB BE AA AA BB HE AAAAAAAAA BBBBBBBB AAAAAAAAA BBBBBBBB AA AA BE BBB AA AA BE BB AA AA BBBBBBBBB AA AA BBBBBBBB + +ttytrtyrrrrerettttttettrtttrrt ***terry :reef r � + t ' Version: 4.0 Released: 1/93 ' + t r t t t I Imbsen and Associates, Inc. ' t t ' 9833 Born Rd., Suite C ' t , ' Sacramento, California 95827 + t t ' Telephone: (916) 366 -0632 t r t t t f t ' Written By: Roy Imbsen + r t + Jon Lea t f + ' Vic Baliakin + r t ' Ben Perano t r t ' James Gates + + t ' Susan Perano t t t t t + ttttrtttttttf ttttttttttrttttttrrttt + +ttttttt Date: 03-OCT-96 Time: 16:02:55 SEISAB 'Leucadia POC - SPR SUP; 10/3' RESPONSE SPECTRUM ANALYSIS SUPERSTRUCTURE JOINTS 3 COLUMN JOINTS 2 OUTPUT LEVEL 0 BLOCKING FACTOR 0 ALIGNMENT STATION 100.00 COORDINATES N 0.00 E 0.00 BEARING N 90 0 0 8 SPANS LENGTHS /28.000 7.5000 7.5000 7.5000 7.5000 2.0000/ /2.0000 7.5000 - 7.5D00 7.5000 7.5000 22.ODD 7.5000 7.5000 7.5000 7.5000 2.0000/ /2.0000 - 7.5000 7.5000 7.5000 7.5000 36.000/ ARRAS /21.560 28.000 29.680 32.830 37.090 39.440/ /39.440 37.090 32.830 - 29.680 28.DDO 27.560 28.000 29.680 32.830 37.090 39.440/ /39.440 37.090 - 32.830 29.680 28.000 27.560/ Ill /20.750 24.410 37.010 63.390 1D7.77 107.77/ /107.77 107.77 63.390 - 37.010 24.410 20.750 24.410 37.010 63.390 107.77 107,77/ /107.77 107.77 - 63.390 31.010 24.410 20.750/ I22 /332.35 334.54 340.23 347.92 355.23 355.23/ /355.23 355.23 347.92 - 340.23 334.54 333.35 334.54 340.23 347.92 355.23 355.23/ /355.23 355.23 - 347.92 340.23 334.54 332.35/ I33 /12.770 14.720 21.930 39.520 75.610 15.610/ /75.610 75.61D 39.520 - 21.930 14.720 12.110 14.720 21.93D 39.520 75.610 15.61D/ /75.610 75.610 - 39.520 21.930 14,720 12.77D/ DENSITY /0.15000/ /0.15000/ 10.15000/ E /432000.0/ /432000.0/ /432000.0/ WEIGHT /0.21700/ /0.21700/ /0.21100/ DESCRIBE COLUMN 'Type 1' LENGTH 6.5000 12.00D 7.2000 1.2000 AREA 36.000 25.000 16.800 18.280 Ill 182.30 87.900 39.860 47.620 122 108.00 52.100 24.520 31.810 133 108.00 52.1DO 22.350 24.370 DENSITY 0.15000 8 432000.0 COLUMN 'TYPE 2' LENGTH 7.50DO 12.000 7.2000 7.2000 AREA 36.000 25.000 16.800 18.280 Ill 182.30 87.900 39.860 47.620 I22 108.00 52.100 24.520 31.810 I33 108.00 52.100 22.350 24.370 DENSITY 0.15000 E 432000.0 ABUTMENT STATION 100.00 BEARING - NORMAL - NORMAL BLEV TOP 339.50 AT ABUT 1 4 CONNECTION FIR AT ABUT 1 4 BENT ELEVATION TOP 339.75 ELEVATION BOTTOM 302.00 301.00 COLUMN 'Type 1' AT BENT 2 COLUMN 'TYPE 2' AT BENT 3 COLUMN TOP FIX AT BENT 2 3 COLUMN HOT FIX AT BENT 2 3 COLUMN TOP END JOINT SIZE 3.3500 AT BENT 2 3 COLUMN HOT END JOINT SIZE 1.5000 AT BENT 2 3 FOUNDATION AT BENT 2 3 SPRING CONSTANTS KM1M1 700000.0 KM3M3 850000.0 AT ABUTMENT 1 SPRING CONSTANTS KF1F1 3500.0 KF3F3 1000.0 AT ABUTMENT 4 SPRING CONSTANTS KF1F1 0.010000 KF3F3 800.00 LOADS RESPONSE SPECTRUM MODE SHAPES 10 CALTRANS CURVE DEPTH TO BEDROCK 0 TO 10 A 0.5G GRAVITY 32.200 DAMPING COEFFICIENT 0.050000 ISH Page 1 S B I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 1013 SBISAB DATA INPUT t t t t f f f tflt*ttfftftff t t t t f f t f t t t f t e f e t t t t t t t t t f f f f I t ! RESPONSE SPECTRUM 1 f t t t t f t t t t t t f f t t t t t t t t t t l tfft t u l f l t t t t tt t t t f t t t l t /lf tft THE BRIDGE MODEL GENBRATBD IS BASED ON: 3 INTERMEDIATE JOINTS) ON BACK SPAN 2 INTERMEDIATE JOINT(S) ON EACH COLUMN Page 2 S B I S A B - - - - (Version 4.0.1) 03-OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 ALIGNMENT DATA INPUT ---------------------------------------------------------------- INITIAL REFERENCE POINT AND ALIGNMENT STATION ....OFFSET.... STATION COORDINATE DIR VALUE BEARING 100.00 N 0,00 0.00 N 90 0 0 E E 0.00 -- S 8 1 S A B - - - - Leucadia POC - SPR SUP; 10/3 Page 3 (Version 4.0.7( 03- OCT -96 Ibsen and Associates, Inc. SPAN DATA IIPUT SEGMENT LENGTHS / SECTION AND MATERIAL PROPERTIES SEGMENT ----•---- LENGTH AREA I11 122 ---- - ----- ---------- 133 ---------- SPAN 1 ---- 60.00 - - - - -- --------- -- -------- ------ - --- 1 28.00 27.56 20.75 332.35 12.77 4 2 7.50 2B.DO 24.41 334.54 14.72 432000. 3 7.50 29.68 37.01 340.23 21.93 4 7.50 32.83 63.39 347.92 39.52 0.217 5 7.50 37.09 107.77 355.23 75.61 4 6 2.00 39.44 107.77 355.23 75.61 432D00. SPAN 2 86.00 0.150 432000, 7 0.217 0.150 1 2.00 39.44 107.77 355.23 75.61 2 7.50 37.09 107,77 355.23 75.61 3 7.50 32.83 63.39 347,92 39.52 4 7.50 29.68 37.01 340.23 21.93 5 7.50 28.00 24.41 334.54 14.72 6 22.00 27.56 20.75 333.35 12.77 7 7.50 28.00 24.41 334.54 14.72 ELASTIC SEGMENT NT /LENGTH DENSITY MODULUS ------- -- SPAN 1 ---- - ----- ---------- ---- 1 0.217 0.150 432000, 2 0.217 0.150 432000. 3 0.217 0.150 432000. 4 0.217 0.150 432000. 5 0.217 0.150 432000. 6 0.217 0.150 432000. SPAN 2 1 0.217 0.150 432000. 2 0.217 0.150 432000. 3 0.217 0.150 432000. 4 0.217 0.150 432000. 5 0.217 0.150 432D00. 6 0.217 0.150 432000, 7 0.217 0.150 432000. S 9 1 S A a - - - - Leucadia POC - SPR SDP; 10/3 Page 4 (Version 4.01( 03-OCT-96 Imbsen and Associates, Inc. SPAN DATA INPUT (CONTINUED) SEGMENT LENGTHS / SECTION AND MATERIAL PROPERTIES (CONT.) SEGMENT LENGTH AREA Ill I22 I33 SPAN 2 (CONTINUED) 8 7.50 29.68 37.01 340.23 21.93 9 7.50 32.83 63.39 347.92 39.52 10 7.50 37.09 107.77 355.23 75.61 11 2.00 39.44 107.77 355.23 75.61 SPAN 3 68.00 1 2.00 39.44 107.77 355.23 75.61 2 7.50 37.09 107.77 355.23 75.61 3 7.50 32.83 63.39 347.92 39.52 4 7.50 29,68 37.01 340.23 21.93 5 7.50 28.00 24.41 334.54 14.72 6 36.00 27.56 20.75 332.35 12.77 ELASTIC SEGMENT MT /LENGTH DENSITY MODULUS SPAN 2 (CONTINUED) 8 0.217 0.150 432000. 9 0.217 0.150 432000. 10 0.217 0.150 432000, 11 0.217 0.150 432000. SPAN 3 1 0.217 0.150 432000. 2 0.217 0.150 432000. 3 0.217 0.150 432000. 4 0.217 0.150 432000. 5 0.217 0.150 432000. 6 0.217 0.150 432000. Page 5 S B I S A B - - - - (Version 4.0.7) 03 -ON -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 DESCRIBE DATA INPUT COLUMN INFORMATION N0. 1 TITLE: Type 1 INFORMATION: SEGMENT NTH AREA 1 6.5D 7.50 36.00 SEGMENT 182.30 1 108.00 108.00 2 12.00 0.150 25.00 3 87.90 432000. 52.10 52.10 3 7.20 16.80 39.86 24.52 22.35 4 7.20 16.80 18.28 39.86 47.62 24.52 31.81 24.37 NO. 2 TITLE: TYPE 2 INFORMATION: SEGMENT LENGTH AREA I11 _ 22 173 1 7.50 ELASTIC SEGMENT DENSITY MODULUS 1 0.150 432000. 2 0.150 432000. 3 0.150 432000. 4 0.150 432000. NO. 2 TITLE: TYPE 2 INFORMATION: SEGMENT LENGTH AREA I11 _ 22 173 1 7.50 2 0.150 36.00 3 0.150 182.30 4 0.150 108.00 10B.00 2 12.00 25.00 87.90 52.10 52.10 3 7.20 16.80 39.86 24.52 22.35 4 7.20 18.28 47.62 31.81 24.37 ELASTIC 1 0.150 432000. 2 0.150 432000. 3 0.150 432000. 4 0.150 432000. Page 6 S B I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 ABUTMENT DATA INPUT -------------------------------- GEOMETRY AND GENERAL INFORMATION SUPER CG MALL BOT ABUTMENT ABT STATION BEARING ELEVATION ELEVATION CONNECTION --- - --------- --- ------- ---- - ----- - - -- ------ - - -- --------- - -- 1 100.00 NORMAL 339.50 FIX 4 NORMAL 339.50 FIX Page 7 S E I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 BENT DATA INPUT BENT GEOMETRY, WEIGHT AND CAP INFORMATION BENT BEARING WEIGHT CAP TITLE NOTE 2 NORMAL 0.00 CAP NOT REQUIRED 3 NORMAL 0.00 CAP NOT REQUIRED BENT ELEVATION INFORMATION SUPER CG DIAPHRAGM BEAR. BLMT BENT CAP FOOTING BENT EHL VATIDN EBL VATION ELEVATION ELEVATION ELEVATION 2 339.75 302.00 3 339.75 301.00 BENT CONNECTIVITY INFORMATION SUPBRSTR BENT TO SUPERSTR BENT CONTINUITY CONNECTION TYPE 2 CONTINUOUS FIXED 3 CONTINUOUS FIXED Page B S R I S A B - - •• (Version 4.0.7) 03-OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 BENT DATA INPUT (CONTINUED) BENT COLUMN LAYOUT ....GROUP OFFSET... BENT SPACING M TITLE DISTANCE SPCNG OIR OFFSET 2 1 Type 1 SINGLE 0.00 3 1 TYPE 2 SINGLE 0.00 BENT COLUMN END INFORMATION ............TOP ........... ..........BOTTOM.......... LT LT IT LT UT M ASSTMM ERG BUT ONT SIZE ASSTMM BEG ELMT dNT SIZE 2 1 3.35 1.50 3 1 3.35 1.50 Page 9 S B I S A B - - - - (Version 4.0.7) 03- OCT -96 Imhsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 FOUNDATION DATA ABUTMENT FOUNDATION INFORMATION ROT. ABUTMENT WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 1 0.00 0.00 SPRING CONSTANTS 4 0.00 0.00 SPRING CONSTANTS ABUTMENT FOUNDATION SPRING CONSTANTS A@jZ RF1F1 RPIF2 RF1F3 RF1M1 RF1M2 RF1M3 1 3500. 0. RF2F2 RF2F3 RF2M1 RF2M2 RF2M3 DOF FIRD �R iF3_ RAF .M1_ KF3M2 �►PLL 1000. RMIM1 RM1MM2 RM1M3 DOF FIRD KM 2M2 RN2M3 DOF FIRD RM3M3 DOF FIRD Page 10 S B I S A B - - - - (version 4.0.7) 03- OCT -96 Imhsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 FOUNDATION DATA (CONTINUED) ---- ------------- -------- ............................. ------ ABUTMENT FOUNDATION SPRING CONSTANTS (CONTINUED) ABUT XF1F1 KF1F2 KF1F3 X 1M1 XF1M2 XFIM3 4 0. 0. KF2F2 KF2F3 RF2M1 KF2M2 KF2M3 OUR FIXD KF3F3 _ F3M1 KF3M2 KF3M3_ 800. RM1M1 KMIM2 KM1M3 DOF FIXD KM2M2 - SKM2M3 DOF FIXD KM3M3_ DOF FIXD Page 11 S B I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 FOUNDATION DATA )CONTINUED) ---------------------------------- ----- - - ------ ----------------- COLUMN FOUNDATION INFORMATION AT BENT 2 ROT. COLUMN WEIGHT ANGLE FOUNDATION TYPE FTNQ TITLE 1 0.00 0.00 SPRING CONSTANTS COLUMN FOUNDATION SPRING CONSTANTS AT BENT 2 (m RF1F1 RFIF2 RF1F3 RF1M1 KFIM2 RF1M3 1 DOF FIXD XF2F2 RF2F3 RF M1 KF2M2 RP2M3 DOF FIXD RF3F3 RF3M1 RF3M2 RF3M3 DOF FIXD R IM1 KM1M2 RMIM 700000. 0. R02 RM2M3 DOF FIXD XM M 850000. COLUMN FOUNDATION INFORMATION AT BENT 3 ROT. COLUMN WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 1 0.00 0.00 SPRING CONSTANTS Page 12 S B I S A B - - - - )Version 4.0.1) 03-OCT-96 Iobsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 FOUNDATION DATA (CONTINUED) COLUMN FOUNDATION SPRING CONSTANTS AT BENT 3 Ulm RF1F1 KFIF2 KFIF3 XFIMI _ _6FIM2 KFIM3_ 1 DOF FIXD RF2F2 XF2F3 RF2M1 RF2M2 BF2M3_ DOF FIXD KF.3F3 _ _RF3.M' RF)M2 A�F 3_ DOF FIXD KMIMI RMIN2 XM1M3 100000. 0. KKK KM2M3 DOF FIXD XM3M3 850000. Page 13 S E I S A B - - - - lVersion 4.0.71 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 LOADINGS DATA INPUT --------------------------------- ---- ------------- --- ----- - - - - -- THE NUMBER OF MODE SHAPES FOUND MILL BE 10 ACCELERATION SPECTRUM INFORMATION SPECTRUM TYPE = CALTRANS DEPTH TO BEDROCK = 0 TO 10 FT A =0.5G ACCELERATION DUE TO GRAVITY = 32.20 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALUE 1 0.000 0.0920 2 0.001 0.5580 3 0.025 0.6420 4 0.050 0.7460 5 0.075 0.8420 6 0.100 0.9420 7 0.125 1.0390 8 0.150 1.1300 9 0.175 1.2040 10 0.200 1.2410 11 0.225 1.2730 12 0.250 1.2950 13 0.275 1.3100 14 0.300 1.3150 15 0.325 1.3075 16 0.350 1.2920 17 0.375 1.2700 18 0.400 1.2430 19 0.425 1.2030 Page 14 S R I S A E - - - - (Version 4.0.1) 03-OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 LOADING DATA INPUT (CONTINUED) DIGITIZED ACCELERATION SPECTRUM ( CONTINUED) POINT PERIOD VALUE 20 0.450 1.1680 21 0.475 1.1240 22 0.500 1.0715 23 0.525 1.0290 24 0.550 0.9900 25 0.575 0.9550 26 0.600 0.9215 27 0.650 0.8580 28 0.700 0.8030 29 0.750 0.7550 30 0.800 0.7120 31 0.850 0.6710 32 0.900 0.6350 33 0.950 0.6000 34 1.000 0.5710 35 1.100 0.5220 36 1.200 0.4810 37 1.300 0.4500 38 1.40D 0.4150 39 1.500 0.3900 40 1.600 0.3660 41 1.700 0.3460 42 1.800 0.329D 43 1.900 0.3130 44 2.000 0.2980 45 2.200 0.2740 46 2.400 0.2500 47 2.600 0.232D 48 2.800 0.2180 49 3.000 0.2020 50 3.500 0.1800 51 4.000 0.1580 52 4.500 0.1320 53 5.000 0.1110 54 5.500 0.1110 -- SBISAB - - - - Leucadia POC - SPR SDP; 10(3 Page 15 (Version 4.0.1) 03-OCT-96 Iubsen and Associates, Inc. LOADING DATA INPUT (CONTINDBD) 2. o+ ! CALTRANS ACCELERATION SPBCTRUN 1.9+ 1.8+ 1.1+ 1.6+ A ! C 1.5+ C ! B 1.4+ L ! B 1.3+ X R ! xx A 1.2+ I x T ! Ix I 1.1+ x 0 !x x N 1.0+ x !z x 0.9+ I I !x x 0.8+ I !x z I 0.1+ I G !z x 0.6+ I !z x 0.5+ xx z 0.4+ xx zxx 0.3+ xx x x x 0.2+ x x x x x 0.1 +X x r 0.0+ 0 1 2 3 4 5 PERIOD (SECONDS) Page 16 S E I S A B - - - - Rersion 4.01) 03-OCT-96 Imbsen and Associates, Inc. Leucadia POC - SPR SOP; 10/3 LOADINGS DATA INPUT (CONTINUED) LOAD CASE AND LOAD CASE COMBINATION INFORMATION LOAD ,.......DIRECTION FACTORS....... CASH /COMB % P Z DESCRIPTION --- - - - --- ---------- ---- - - ---- ---- - -- --- --------------------- 1 1.DDO 0.000 0.000 LONGITUDINAL 2 0.000 0.000 1.000 TRANSVERSE 3 1.O*LONG + 0.3 *TRANS 4 0.3 +LONG + 1.0'TRANS Page 17 S R I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS PARTICIPATION FACTORS I OF TOTAL MASS MODE PERIOD CS Long Vert Tran Long Vert Tran -- -- - - - - -- ---- ------- ------- - ------ - - - ---- ------- - - ----- 1 0.738 0.77 0.000 0.000 -5.934 0.000 0.000 94.200 2 0.471 1.13 5.950 -0.049 0.000 94.712 0.006 94.200 3 0.465 1.14 0.000 0.000 0.490 94.712 0.006 94.841 4 0.282 1.31 -0.171 1.201 0.000 94.790 3.866 94.841 5 0.205 1.25 0.000 0.000 -0.427 94,790 3.866 95.329 6 0.181 1.21 0.819 2.257 0.000 96.586 17.503 95.329 7 0.142 1.10 0.433 -3.600 0.000 97.089 52.194 95.329 8 0.106 0.96 0.000 0.000 0.057 97,089 52.194 95.338 9 0.099 0.94 0.358 0.473 0.000 97.432 52.794 95.338 10 0.072 0.83 0.065 -0.548 0.000 97.443 53.600 95.338 -- S3ISAB - - -- Leucadia POC - SPR SUP; 10/3 Page 18 (Version 4.0.1) 03- OCT -96 Ibsen and Associates, Inc. RESPONSE SPECTRUM RESULTS ABUTMENT CQC DISPLACEMENTS LOAD CASK /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0'Long + 0.3'Trans 0.3'Long + 1.0'Trans ....LEFT FACE.... ....RGET FACE.... ... OPNNG /CLSNG... ITEM 1S LNGTUDNL TRNSVRSE LNGTUDNL RT NSVRSE LNGTUDNL TRNSVRSE ABU 1 1 0.203 0.000 0.203 0.000 0.000 0.000 2 0.000 0.260 0.000 0.260 B.000 0.000 3 0.203 0.018 0.203 0.018 0.000 0.000 4 0.061 0.260 0.061 0.260 0.000 0.000 ABU 4 1 0.209 0.000 0.209 0.000 0.000 0.000 2 0.000 0.339 0.000 0.339 0.000 0.000 3 0.209 0.102 0.209 0.102 0.000 0.000 4 0.063 0.339 0.063 0.339 0.000 0.000 LOAD CASK /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0'Long + 0.3'Trans 0.3'Long + 1.0'Trans -- SEISAB- Leucadia POC - SPR SUP; 10/3 Page 19 (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BENT CQC DISPLACEMENTS ttt LOAD CASE /COMB 1 2 3 4 Longitudinal Transverse 1.OtLong + 0.3tTrans 0.3tLong t 1.OtTrans ....LEFT FACE.... ....RGET FACE.... ... OPNNG /CLSNG... ITEM U LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE ENT 2 1 0.206 0.000 0.206 0.000 0.000 0.000 2 0.000 0.330 0.000 0.330 0.000 0.000 3 0.206 0.099 0.206 0.099 0.000 0.000 4 0.062 0.330 0.062 0.330 0.000 0.000 ENT 3 1 0.208 0.000 0.208 0.000 0.000 0.000 2 0.000 0.385 0.000 0.385 0.000 0.000 3 0.208 0.116 0.208 0.116 0.000 0.000 4 0.062 0.385 0.062 0.385 0.000 0.000 ttt LOAD CASE /COMB 1 2 3 4 Longitudinal Transverse 1.OtLong + 0.3tTrans 0.3tLong t 1.OtTrans Page 20 S B I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates. Inc. Leucadia POC - SPR SUP; 10/3 RESPONSE SPECTRUM RESULTS CQC COLUMN FORCES LOAD CASElCOMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 }Long + 0.3*Trans 0.3'Long + 1.OfTrans ....LNGITUDNL .... .... TRANSVRSE.... ,nr :1 IL LJ SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BHT 2 1 BOT 1 304.0 4363. 0.0 0. 35.2 0.0 2 0.0 0. 160.1 4621. 0.0 567.5 3 304.0 4363. 48.0 1386. 35.2 170.2 4 91.2 1309. 160.1 4621. 10.5 567.5 1 TOP 1 261.9 4981. 0.0 0. 35.0 0.0 2 0.0 0. 138.2 309. 0.0 567.5 3 261.9 4981. 41.5 93. 35.0 170.2 4 78.6 1494. 138.2 309. 10.5 567.5 BNT 3 1 BUT 1 275.7 4230, 0.0 D. 68.4 0.0 2 0.0 0. 180.1 5283. 0.0 217.3 3 275.7 4230. 54.0 1585. 68.4 65.2 4 82.7 1269. 180.1 5283. 20.5 217.3 1 TOP 1 231.8 4411. 0.0 0. 68.3 0,0 2 0.0 0. 153.5 399. 0.0 217.3 3 231.8 4411. 46.1 120. 68.3 65.2 4 69.6 1323. 153.5 399. 20.5 217.3 LOAD CASElCOMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 }Long + 0.3*Trans 0.3'Long + 1.OfTrans S 3 1 S A B - - - - Leucadia POC - SIR SUP; 10/3 Page 21 (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS ABUTMENT CQC FORCES LOAD CASE /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.OtLong + 0.3tTrans 0.3 *Long t 1.O*Trans N/R TO BRIDGE C.L. M/R TO ITEM C.L. ITEM U BV RT SHEAR LONGITUDNL TRANSVERSE NORMAL PARALLEL ABU 1 1 84.2 710.3 0.0 710.3 0.0 2 0.0 0.0 260.3 0.0 260.3 3 84.2 710.3 78.1 710.3 78.1 4 25.3 213.1 260.3 213.1 260.3 ABU 4 1 75.5 0.0 0.0 0.0 0.0 2 0.0 0.0 271.4 0.0 271.4 3 75.5 0.0 81.4 0.0 81.4 4 22.7 0.0 271.4 0.0 271.4 LOAD CASE /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.OtLong + 0.3tTrans 0.3 *Long t 1.O*Trans -- SEISAB - • - - Leucadia POC - SPR SUP; 1013 Page 22 (Version 4.0.7) 03-OCT-96 ImDsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BENT CQC FORCES * ** LOAD CASE /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 *Long + 0.3 *Trans 0.3 *Long 4 1.0 *Trans N/R TO BRIDGE C.L. N/R TO ITEM C.L. ITEM U VBRT SHRAR LONGITODNL TRANSVRRSS NORMAL PARALLEL ENT 2 1 34.9 244.6 0.0 244.6 0.0 2 0.0 0.0 126,9 0.0 126.9 3 34.9 244.6 38.1 244.6 38.1 4 10.5 73.4 126.9 73.4 126.9 BNT 3 1 68.2 213.9 0.0 213.9 0.0 2 0.0 0.0 140.1 0.0 140.1 3 68.2 213.9 42.0 213.9 42.0 4 20.5 64.2 140.1 64.2 140.1 * ** LOAD CASE /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 *Long + 0.3 *Trans 0.3 *Long 4 1.0 *Trans SSSSSSS EEEEEEEEE IIIIIIIII SSSSSSS AAAAAAA BBBBBBBB SSSSSSSSS EEEEEEEEE IIIIIIIII SSSSSSSSS AAAAAAAAA BBBBBBBBB SS SS BE III SS SS AA AA BB BB SSS BE III SSS AA AA BB BBB SSSSSS EEEEE III SSSSSS AAAAAAAAA BBBBBBBB SSSSSS EEEEE III SSSSSS AAAAAAAAA BBBBBBBB SSS BE III SSS AA AA BB BBB SS SS BE III SS SS AA AA BB BB SSSSSSSSS EEEEEEEEE IIIIIIIII SSSSSSSSS AA AA BBBBBBBBB SSSSSSS EEEEEEEEE IIIIIIIII SSSSSSS AA AA BBBBBBBB LA, + * + + * Version: 4.0 Released: 7/93 + * + * * Imbsen and Associates, Inc. + * * 9833 Horn Rd., Suite C + * * Sacramento, California 95827 + * * Telephone: (916) 366 -0632 + * + * + * * Written By: Roy Imbsen * Jon Lea + * * Vic Kaliakin + * * Ken Perano + * * James Gates * * * Susan Perano + + + * Date: 03- OCT -96 Time: 17:14:53 SEISAB 'Leucadia POC - SPR SUP; 10/3' STATICS ANALYSIS SUPERSTRUCTURE JOINTS 3 COLUMN JOINTS 2 OUTPUT LEVEL 0 BLOCKING FACTOR 0 ALIGNMENT STATION 100.00 COORDINATES N 0.00 E 0.00 BEARING N 90 0 0 E SPANS LENGTHS /28.000 7.5000 7.5000 7.5000 7.5000 2.0000/ /2.0000 7.5000 - 7.5000 7.5000 7.5000 22.000 7.5000 7.5000 7.5000 7.5000 2.0000/ /2.0000 - 7.5000 7.5000 7.5000 7.5000 36.000/ AREAS /27.560 28.000 29.680 32.830 37.090 39.440/ /39.440 37.090 32.830 - 29.680 28.000 27.560 28.000 29.680 32.830 37.090 39.440/ /39.440 37.090 - 32.830 29.680 28.000 27.560/ 37.010 24.410 20.750 24.410 37.010 63.390 107.77 107.77/ /107.77 107.77 - 63.390 37.010 24.410 20.750/ 122 /332.35 334.54 340.23 347.92 355.23 355.23/ /355.23 355.23 347.92 - 340.23 334.54 333.35 334.54 340.23 347.92 355.23 355.23/ /355.23 355.23 - 347.92 340.23 334.54 332.35/ 133 /12.770 14.720 21.930 39.520 75.610 75.610/ /75.610 75.610 39.520 - 21.930 14.720 12.770 14.720 21.930 39.520 75.610 75.610/ /75.610 75.610 - 39.520 21.930 14.720 12.770/ DENSITY /0.15000/ /0.15000/ /0.15000/ E /432000.0/ /432000.0/ /432000.0/ WEIGHT /0.21700/ /0.21700/ /0.21700/ DESCRIBE COLUMN 'Type 1' LENGTH 6.5000 12.000 7.2000 7.2000 AREA 36.000 25.000 16.800 18.280 I11 182.30 87.900 39.860 47.620 I22 108.00 52.100 24.520 31.810 I33 108.00 52.100 22.350 24.370 DENSITY 0.15000 E 432000.0 COLUMN 'TYPE 2' LENGTH 7.5000 12.000 7.2000 7.2000 AREA 36.000 25.000 16.800 18.280 I11 182.30 87.900 39.860 47.620 I22 108.00 52.100 24.520 31.810 I33 108.00 52.100 22.350 24.370 DENSITY 0.15000 E 432000.0 ABUTMENT STATION 100.00 BEARING - NORMAL - NORMAL ELEV TOP 339.50 AT ABUT 1 4 CONNECTION FIX AT ABUT 1 4 BENT ELEVATION TOP 339.75 ELEVATION BOTTOM 302.00 301.00 COLUMN 'Type 1' AT BENT 2 COLUMN 'TYPE 2' AT BENT 3 COLUMN TOP FIX AT BENT 2 3 COLUMN BOT FIX AT BENT 2 3 COLUMN TOP END JOINT SIZE 3.3500 AT BENT COLUMN BOT END JOINT SIZE 1.5000 AT BENT 2 3 FOUNDATION AT BENT 2 3 SPRING CONSTANTS KM1M1 700000 KM3M3 850000 AT ABUTMENT 1 SPRING CONSTANTS KF1F1 3500.0 KF3F3 1000.0 AT ABUTMENT 4 SPRING CONSTANTS KF1F1 0.010000 KF3F3 800.00 LOADS STATICS ANALYSIS FINISH Page 1 S E I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 SEISAB DATA INPUT xx+++ xx++ x+++ xxx+ x+++ +xxx + +xx + + *xx +x + + + + + + +xxx +xx +xx + * x x + + x x * STATIC ANALYSIS + x x * x + + x x+ xxxx+ x+ xx+ xx++ xx++ xxx + +xxx + + +x + +x +x + +x + + +xx +xxxx ++ THE BRIDGE MODEL GENERATED IS BASED ON: 3 INTERMEDIATE JOINT(S) ON EACH SPAN 2 INTERMEDIATE JOINTS) ON EACH COLUMN Page 2 - - - - S E I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 ALIGNMENT DATA INPUT INITIAL REFERENCE POINT AND ALIGNMENT STATION ....OFFSET.... STATION COORDINATE DIR VALUE BEARING 100.00 N 0.00 0.00 N 90 0 0 E E 0.00 -- S E I S A B - - - - Leucadia POC - SPR SUP; 10/3 Page 3 (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. SPAN DATA INPUT SEGMENT LENGTHS / SECTION AND MATERIAL PROPERTIES SEGMENT LENGTH AREA I11 I22 I33 --- - - - - -- ---- SPAN 1 - - - - -- - --- 60.00 - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - -- 1 28.00 27.56 20.75 332.35 12.77 2 7.50 28.00 24.41 334.54 14.72 3 7.50 29.68 37.01 340.23 21.93 4 7.50 32.83 63.39 347.92 39.52 5 7.50 37.09 107.77 355.23 75.61 6 2.00 39.44 107.77 355.23 75.61 SPAN 2 86.00 0.150 432000. 7 0.217 1 2.00 39.44 107.77 355.23 75.61 2 7.50 37.09 107.77 355.23 75.61 3 7.50 32.83 63.39 347.92 39.52 4 7.50 29.68 37.01 340.23 21.93 5 7.50 28.00 24.41 334.54 14.72 6 22.00 27.56 20.75 333.35 12.77 7 7.50 28.00 24.41 334.54 14.72 ELASTIC SEGMENT WT /LENGTH DENSITY MODULUS 422 it 1 0.217 0.150 432000. 2 0.217 0.150 432000. 3 0.217 0.150 432000. 4 0.217 0.150 432000. 5 0.217 0.150 432000. 6 0.217 0.150 432000. SPAN 2 1 0.217 0.150 432000. 2 0.217 0.150 432000. 3 0.217 0.150 432000. 4 0.217 0.150 432000. 5 0.217 0.150 432000. 6 0.217 0.150 432000. 7 0.217 0.150 432000. -- S E I S A B - - - - Leucadia POC - SPR SUP; 10/3 Page 4 (Version 4.0.7) 03- OCT -96 Imbsen and Associates, inc. SPAN DATA INPUT (CONTINUED) SEGMENT LENGTHS / SECTION AND MATERIAL PROPERTIES (CONT.) SEGMENT SPAN 2 8 9 10 11 SPAN 3 1 2 3 4 5 6 SEGMENT SPAN 2 8 9 10 11 LENGTH AREA I11 (CONTINUED) I22 I33 ---- - - - - -- --- - - - - - -- 7.50 29.68 37.01 340.23 21.93 7.50 32.83 63.39 347.92 39.52 7.50 37.09 107.77 355.23 75.61 2.00 39.44 107.77 355.23 75.61 68.00 0.217 0.150 432000. 2.00 39.44 107.77 355.23 75.61 7.50 37.09 107.77 355.23 75.61 7.50 32.83 63.39 347.92 39.52 7.50 29.68 37.01 340.23 21.93 7.50 28.00 24.41 334.54 14.72 36.00 27.56 20.75 332.35 12.77 ELASTIC WT /LENGTH DENSITY MODULUS (CONTINUED) 0.217 0.150 432000. 0.217 0.150 432000. 0.217 0.150 432000. 0.217 0.150 432000. 1 0.217 0.150 432000. 2 0.217 0.150 432000. 3 0.217 0.150 432000. 4 0.217 0.150 432000. 5 0.217 0.150 432000. 6 0.217 0.150 432000. - - - - S E I S A B - - - - Leucadia POC - SPR SUP; 10/3 Page 5 (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. DESCRIBE DATA INPUT COLUMN INFORMATION NO. 1 TITLE: Type 1 INFORMATION: SEGMENT LENGTH AREA 111 122 I 3 3 1 6.50 36.00 182.30 108.00 108.00 2 12.00 25.00 87.90 52.10 52.10 3 7.20 16.80 39.86 24.52 22.35 4 7.20 18.28 47.62 31.81 24.37 NO. 2 TITLE: TYPE 2 INFORMATION: 1 7.50 ELASTIC SEGMENT DENSITY MODULUS 1 0.150 432000. 2 0.150 432000. 3 0.150 432000. 4 0.150 432000. NO. 2 TITLE: TYPE 2 INFORMATION: 1 7.50 36.00 182.30 108.00 108.00 2 12.00 25.00 87.90 52.10 52.10 3 7.20 16.80 39.86 24.52 22.35 4 7.20 18.28 47.62 31.81 24.37 ELASTIC 1 0.150 432000. 2 0.150 432000. 3 0.150 432000. 4 0.150 432000. Page 6 - - - - S E I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 ABUTMENT DATA INPUT GEOMETRY AND GENERAL INFORMATION SUPER CG WALL BOT ABUTMENT ABT STATION BEARING ELEVATION ELEVATION CONNECTION - -- ---- - - ---- - ---- --- --- - -- ---- - - - - -- ---- - - - - -- ------ - - - - -- 1 100.00 NORMAL 339.50 FIX 4 NORMAL 339.50 FIX Page 7 - - - S E I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 IMal01 YwHeY W.w I O•lS ➢y BENT GEOMETRY, WEIGHT AND CAP INFORMATION BENT BEARING WEIGHT CAP TITLE NOTE 2 NORMAL 0.00 CAP NOT REQUIRED 3 NORMAL 0.00 CAP NOT REQUIRED BENT ELEVATION INFORMATION SUPER CG DIAPHRAGM BEAR. ELMT BENT CAP FOOTING BENT ELEVATION ELEVATION ELEVATION ELEVATION ELEVATION 2 339.75 302.00 3 339.75 301.00 BENT CONNECTIVITY INFORMATION SUPERSTR BENT TO SUPERSTR BENT CONTINUITY CONNECTION TYPE 2 CONTINUOUS FIXED 3 CONTINUOUS FIXED Page 8 - - - - S E I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 BENT DATA INPUT (CONTINUED) BENT COLUMN LAYOUT ....GROUP OFFSET... BENT SPACING QQL TITLE DISTANCE SPCNG DIR OFFSET 2 1 Type 1 SINGLE 0.00 3 1 TYPE 2 SINGLE 0.00 BENT COLUMN END INFORMATION ............TOP ........... ..........BOTTOM.......... LT LT LT LT BNT C2 ASS TMM BRG ELM T JNT SIZE ASSTNID7 BRG ELM T JNT SIZE 2 1 3.35 1.50 3 1 3.35 1.50 Page 9 - - - S E I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 FOUNDATION DATA ABUTMENT FOUNDATION INFORMATION ROT. ABUTMENT WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 1 0.00 0.00 SPRING CONSTANTS 4 0.00 0.00 SPRING CONSTANTS ABUTMENT FOUNDATION SPRING CONSTANTS ABUT KF1F1 KF1F2 KF1F3 KFIM1 KF1M2 KF1M3 1 3500. 0. KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3 1000. KM1M1 KM1M2 KM1M3 DOF FIXD KM2M2 KM2M3 DOF FIXD KM3M3 DOF FIXD Page 10 - - - - S E I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 FOUNDATION DATA (CONTINUED) ABUTMENT FOUNDATION SPRING CONSTANTS (CONTINUED) ABU KF1F1 KF1F2 KF1F3 KF1M1 KF1M2 KF1M3 4 0. 0. KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3 800. KM1M1 KM1M2 KM1M3 DOF FIXD KM2M2 KM2M3 DOF FIXD KM3M3 DOF FIXD - - - - S E I S A B - - - - Leucadia POC - SPR SUP; 10/3 FOUNDATION DATA Page 11 (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. (CONTINUED) COLUMN FOUNDATION INFORMATION AT BENT 2 ROT. COLUMN WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 1 0.00 0.00 SPRING CONSTANTS COLUMN FOUNDATION SPRING CONSTANTS AT BENT 2 COLUMN KF1F1 KF1F2 KF1F3 KF1M1 KF1M2 KF1M3 1 DOF FIXD KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3 DOF FIXD KM1M1 KM1M2 KM1M3 700000. 0. KM2M2 KM2M3 DOF FIXD KM3M3 850000. COLUMN FOUNDATION INFORMATION AT BENT 3 ROT. COLUMN WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 1 0.00 0.00 SPRING CONSTANTS Page 12 - - - S E I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 FOUNDATION DATA (CONTINUED) COLUMN FOUNDATION SPRING CONSTANTS AT BENT 3 COLUMN KF1F1 KF1F2 KF1F3 KF1M1 KF1M2 KF1M3 1 DOF FIXD KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3 DOF FIXD KM1M1 KM1M2 KM1M3 700000. 0. KM2M2 KM2M3 DOF FIXD Page 13 - - S E I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 STATICS ANALYSIS RESULTS ABUTMENT DISPLACEMENTS ....LEFT FACE.... ....RGHT FACE.... ... OPNNG /CLSNG... ITEM LC LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE ABU 1 1 0.001 0.000 0.001 0.000 0.000 0.000 ABU 4 1 0.001 0.000 0.001 0.000 0.000 0.000 Page 14 - - - S E I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 STATICS ANALYSIS RESULTS BENT DISPLACEMENTS ....LEFT FACE.... ....RGHT FACE.... ... OPNNG /CLSNG... ITEM JC LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE BNT 2 1 0.001 0.000 0.001 0.000 0.000 0.000 BNT 3 1 0.001 0.000 0.001 0.000 0.000 0.000 - -- S E I S A B - - - - Leucadia POC - SPR SUP; 10/3 Page 15 (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. STATICS ANALYSIS RESULTS COLUMN FORCES .... LNGITUDNL.... .... TRANSVRSE.... CL LQC SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BNT 2 1 BOT 1 20.5 -95. 0.0 0. 506.8 0.0 1 TOP 1 -20.5 -579. 0.0 0. -388.8 0.0 BNT 3 1 BOT 1 -15.9 108. 0.0 0. 531.2 0.0 1 TOP 1 15.9 430. 0.0 0. -407.8 0.0 Page 16 - - - S E I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 STATICS ANALYSIS RESULTS ABUTMENT FORCES W/R TO BRIDGE C.L. W/R TO ITEM C.L. ITEM L-Q VERT SHE LONGITUDNL TRANSVERSE NORMAL PARALLEL ABU 1 1 103.1 -4.6 0.0 -4.6 0.0 ABU 4 1 123.8 0.0 0.0 0.0 0.0 Page 17 - - - - S E I S A B - - - - (Version 4.0.7) 03- OCT -96 Imbsen and Associates, Inc. Leucadia POC - SPR SUP; 10/3 STATICS ANALYSIS RESULTS BENT FORCES W/R TO BRIDGE C.L. W/R TO ITEM C.L. ITEM !LC VERT SHEAR LONGITUDNL TRANSVERSE NORMAL PARALLEL BNT 2 1 388.8 20.5 0.0 20.5 0.0 BNT 3 1 407.8 -15.9 0.0 -15.9 0.0 APPENDIX C "RECOL" OUTPUT TITLE LBUCADIA - FINAL DSGN, 41, top 10/2/96 COLUMN TYPE 9 (CIRCULAR) CONCRETE LOOPS 1 TOTAL NO. OF CONCRETE COORD, 40 STEEL REBAR PATTERN 4 (CONCENTRIC LOOPS) NUMBER OF STEEL REBAR LOOPS 1 TOTAL NO. OF STEEL REBARS 28 PLOT TYPE 0 (NO PLOT) DESIGN TYPE 2 (CHECK) PERCENT STEEL LIMITS (1.00 1 MIN. 6.00 1 MAX.) PAGE 1 }+}r t tr r}t f f r BENT DATA r rrtttrt++ ttt+ rrtrrrrrtrtrerrttrtrt }trrrrrrrrff rff rfftrttrtrrrrtrtrtf ttttt NUMBER OF COLUMNS IN BENT 1 OUT TO OUT DISTANCE (DIAMETER) OF SPIRAL = 44.00 (INCHES) DISTANCE FROM TOP COLUMN PLASTIC HINGE TO CENTER OF GRAVITY OF THE SUPERSTRUCTURE = 4.75 (FEET) CENTER TO CENTER SPACING OF COLUMNS = 0.00 (FEET) tl l H t t r r r t r t t l t t l r t+ t+ r t t t} t+ t MATERIAL PROPERTIES (PSI) t rrrrrtttrtttttrrrrrttlf ttfl trtrtf it + + +rtffftt tltttt tfttrrrrrrrf frtrrrrrrt ULTIMATE CONCRETE COMPRESSIVE STRESS - PC = 3250. YOUNG'S MODULUS FOR CONCRETE - BC = 3249500. YOUNG'S MODULUS FOR STEEL BARS - ES = 29000000. ULTIMATE CONCRETE COMPRESSIVE STRAIN - BO = .003 YIELDING STRESS FOR STEEL BARS . FY = 60000. TITLE LEUCADIA - FINAL DSGN, 41, tap 10/2196 PAGE 2 CIRCULAR CROSS - SECTION HX 48.00 CONCRETE COORDINATES (INCHES) COOED X Y 24.00 0.00 23.70 3.75 22.83 7.42 21.38 10.90 19.42 14.11 16.97 16.97 14.11 19.42 10.90 21.38 7.42 22.83 3.75 23.70 0.00 24.00 -3.75 23.70 -7.42 22.83 -10.90 21.38 -14.11 19.42 -16.97 16.97 -19.42 14.11 -21.38 10.90 -22.83 7.42 -23.70 3.75 -24.00 0.00 -23.70 -3.75 -22.83 -7.42 -21.38 -10.90 -19.42 -14.11 -16.97 -16.97 -14.11 -19.42 -10.90 -21.38 -7.42 -22.83 -3.75 -23.70 0.00 -24.00 3.75 -23.70 7.42 -22.83 10.90 -21.38 14.11 -19.42 16.97 -16.97 19.42 -14.11 21.38 -10.90 22.83 -7.42 23 ,10 -3.75 TITLE LRUCADIA - FINAL DSGN, 41, top 10/2/96 PAGE 3 CONCENTRIC CIRCLE PATTERN LOOP RADIUS AREA BARS 1 20.67 1.56 28 STEEL RRBAR COORDINATES (INCHES) COOED % Y 1 20.67 0.00 2 20.15 4.60 3 18.62 8.97 4 16.16 12.89 5 12.89 16.16 6 8.97 18.62 7 4.60 20.15 8 0.00 20.67 9 -4.60 20.15 10 -8.97 18.62 11 -12.89 16.16 12 -16.16 12.89 13 -18.62 8.97 14 -20.15 4.60 15 -20.67 0.00 16 -20.15 -4.60 17 -18.62 -8.97 18 -16.16 -12.89 19 -12.89 -16.16 20 -8.97 -18.62 21 -4.60 -20.15 22 O.DO -2D.67 23 4.60 -20.15 24 8.97 -18.62 25 12.89 -16.16 26 16.16 -12.89 27 18.62 -8.97 28 20.15 -4.60 THE MAIN LONGITUDINAL STEEL IS ASSUMED TO BE # 11 BARS. TITLE LRUCADIA - FINAL DSGN, 4', top 10/2/96 PAGE 4 tttttttttttttttttttttttttt t INITIAL REFERENCE DATA t tttttttttttttttttt tttttttttttttttttt tttttt ttttttttttttttttttttttttttttttt TOTAL AREA OF THE SECTION AG = 12.51 FTtt2 NOMINAL AXIAL LOAD STRENGTH PO = 7478.50 KIPS TOTAL REINFORCEMENT AREA AST = 43.68 INtt2 PERCENT STEEL 2.42 1 GROSS MOMENT OF INERTIA ABOUT Y -AXIS IYC = 12.46 FTtt4 GROSS MOMENT OF INERTIA ABOUT X -AXIS IXC = 12.46 FTtt4 STEEL MOMENT OF INERTIA ABOUT Y -AXIS IYS = 0.4500 PTtt4 STEEL MOMENT OF INERTIA ABOUT X -AXIS IXS = 0.4500 FTtt4 TITLE LBUCADIA - FINAL DSGN, 41, top 10/2/96 PAGE 5 fttflttlttttltttutlttttttt / COLUMN LOAD DATA (X -FT) ! tttlffflf ttffi}l l// tttttt}f}f}} tt } }i}! }ffffffltffflt }tt}i}f}!lf ttlfffffl LOAD NAME: TOP OF COLUMN LOADS FOOTING DATA FILE: YBS TYPE FOOTING: SPREAD MOMENT DISTRIBUTION FACT COLUMN STEEL LOCATION DUCTILITY SEISMIC :--- TOP- - -: ... BOTTOM --- : PERCENT LENGTH TIB =1 TOP =1 FACTOR DESIGN SPC DAY DAX DBY DBX IMPACT (FEET) SPIRAL =O BOTTOM =0 (Z) CRITERIA CATEGORY 0.99 0.00 0.00 0.00 0.00 34.50 0 1 3.50 CAL COLUMN GROUP LOADS - SERVICE (K-FTI COLUMN SEISMIC AND ARBITRARY LOADS (X -FT) TARS) UNREDUCED SEISMIC ARBITRARY LOADS ARBITRARY LOADS CASE 1 CASE 2 SERVICE SERVICE FACTORED FACTORED MAX TRAN MAX LONG AL1 AL2 AL1 AL2 MY TRAN 681, 0. 0. 0. 0. 0. MX LONG 0. 4900. D. 0. 0. 0. P AXIAL 54. 54. 0. 0. 0. 0. NOTE: A FOOTING INPUT DATA FILE WAS NOT CREATED, THE LOADS ARE NOT LOCATED AT THE BOTTOM OF THE COLUMN. . - - -- LLtIMPACT - - -: CASE 1 CASE 2 CASE 3 DEAD PRE TRANS LONG AXIAL LOAD STRESS MY -MAX MX -MAX N-MAX WIND WL LF CF -MY TEMP SFSBY MY 0 0 100 100 100 75 0 0 0 0 0 MX 760 0 456 456 197 0 0 0 0 656 0 P 415 0 62 62 109 -22 0 0 0 0 0 PMY 0 0 0 0 PMX 0 0 0 0 P 0 0 0 0 COLUMN SEISMIC AND ARBITRARY LOADS (X -FT) TARS) UNREDUCED SEISMIC ARBITRARY LOADS ARBITRARY LOADS CASE 1 CASE 2 SERVICE SERVICE FACTORED FACTORED MAX TRAN MAX LONG AL1 AL2 AL1 AL2 MY TRAN 681, 0. 0. 0. 0. 0. MX LONG 0. 4900. D. 0. 0. 0. P AXIAL 54. 54. 0. 0. 0. 0. NOTE: A FOOTING INPUT DATA FILE WAS NOT CREATED, THE LOADS ARE NOT LOCATED AT THE BOTTOM OF THE COLUMN. TITLE LBUCADIA - FINAL DSGN, 41, top 10/2/96 PAGE 6 r tttttr ttttttttttttttttttttttttttttrtrtrrrt ttttttftt t FACTORED LOADS FOR COLUMN DESIGN CHECK (RIP -FT) ' rtrtttrrttrrttrref rrrrtrrttfffff tttf rrrrrrrtrrttre tttrrrrrtrrer rrttrrrttt APPLIED FACTORED MOMENTS ARE MAGNIFIED FOR SLENDERNESS IN ACCORDANCE WITH CALTRANS BRIDGE DESIGN SPECIFICATIONS. (ART 8.16.5) LENGTH = 34.50 FT FC = 3.25 KSI FY = 60.00 KSI STEEL = 2.42 4 AST = 43.68 SO IN : - - - - -- APPLIED FACTORED - - - - - -: CAPACITY GRODP CASE TRANS LONG COMB AXIAL (PHItMN) PHI RATIO MY NX M P MU MU /M IN 1 233. 1770. 1785, 539. 3172, 0.76 1.78 OR IH 2 233, 1770. 1785, 539. 3172. 0.76 1.78 OK IR 3 242. 1474. 1494, 776. 3253. 0.75 2.18 OK IF 1 72. 759, 762. 405. 3215. 0.80 4.22 OR IP 2 72. 759. 762. 405, 3215, 0.80 4.22 OR IP 3 99, 1021, 1026. 539. 3173. 0.76 3.09 OR II 102. 757. 764. 376. 3223. 0.80 4.22 OK III 1 170. 1363. 1374. 477. 3192. 0.78 2.32 01 III 2 170. 1363. 1374. 477. 3192. 0.78 2.32 OR III 3 175, 1291. 1303. 673. 3205. 0.75 2.46 OK IV 1 139. 2229. 2233. 485. 3192, 0.78 1.43 OK IV 2 139. 2229. 2233. 485. 3192. 0.78 1.43 OK IV 3 143. 2163. 2167. 681. 3209, 0.75 1.48 OK V 98, 1556. 1559. 362. 3228. 0.81 2.07 OK VI 1 163. 2141. 2147. 458. 3200. 0.78 1.49 OK VI 2 163. 2141. 2147. 458, 3200. 0.78 1.49 OK VI 3 168. 2076. 2083. 647, 3192. 0.75 1.53 OR VII 1 195. 760. 785. 469. 4158. 1.04 5.30 OK VII 2 80. 2160. 2161. 469. 4158. 1.04 1.92 OK NOTE: FOR CALTRANS AND SPC -C AND SPC-D ONLY THE UNREDDCED SEISMIC MOMENTS ARE REDUCED BY THE Z OR R FACTOR. FOR SPC -B BOTH THE UNRRDUCED SEISMIC AXIAL AND MOMENTS ARE REDUCED BY THE Z OR R FACTOR. TITLE LEUCADIA - FINAL DSGN, 41, [op 10/2/96 PAGE 7 etfuufet }ttrlt et tf utf ett }rfuutfyfrlf }Itfttr }} } MOMENT MAGNIFICATION AND BUCKLING CALCULATIONS t tfi f }!lf It lttf lttt11 /} }i}tt1 } }ftfff } }Iff } } }ttitittH lfffillYtf }if lfff }ttt REFERENCE: 'CALTRANS BRIDGE DESIGN SPECIFICATIONS' (ART 8.16.5) (COLUMN ASSUMED TO BE UNBRACBD AGAINST SIDESWAY.) MAGY = MOMENT MAGNIFACTION FACTOR ABOUT Y -AXIS MAGX = MOMENT MAGNIFACTION FACTOR ABOUT X -AXIS PCY = CRITICAL BUCKLING LOAD ABOUT Y -AXIS PCX = CRITICAL BUCKLING LOAD ABOUT X -AXIS KY = EFFECTIVE LENGTH FACTOR ABOUT Y -AXIS = 2.10 KX = EFFECTIVE LENGTH FACTOR ABOUT X -AXIS = 1.00 XY1L /R = SLENDERNESS RATIO ABOUT Y -AXIS = 73. KX1L /R = SLENDERNESS RATIO ABOUT X -AXIS = 35. IYS = STEEL MOMENT OF INERTIA ABOUT Y -AXIS = 0.4500 FTtt4 IXS = STEEL MOMENT OF INERTIA ABOUT X -AXIS = 0.4500 FTtt4 MOMENT :- MAGNIFICATION -: GR CA THAN LONG COMB MAGY MAGX MAG IR 1 1.077 1.024 1.024 IR 2 1.077 1.024 1.024 IB 3 1.116 1.042 1.043 IP 1 1.054 1.024 1.024 IP 2 1.054 1.024 1.024 IP 3 1.077 1.033 1.034 II 1.049 1.022 1.022 III 1 1.066 1.022 1,023 III 2 1.066 1.022 1.023 III 3 1.099 1.038 1.039 IV 1 1.067 1.019 1.020 IV 2 1.067 1.019 1.020 IV 3 1.100 1.031 1.032 V 1.047 1.015 1.015 VI 1 1.063 1.018 1.018 VI 2 1.063 1.018 1.018 VI 3 1.095 1.030 1.030 VII 1 1.000 1.000 1.000 VII 2 1.000 1.000 1.000 CRACKED CRITICAL - TRANSFORMED SECTION--: - - - -- BUCKLING - - - - : AXIAL R*IY EtIX TRAM LONG LOAD PCY PCX P 5291016. 3703715. 9949. 30711. 539 5291016, 3703715. 9949. 30711. 539 5291016. 3115453. 9949. 25833. 776 5291016. 2645511. 9949. 21937. 405. 5291016, 2645511. 9949. 21937. 405, 5291016. 2645511. 9949. 21937, 539. 5291016. 2645511. 9949. 21937. 376. 5291016. 3401371. 9949. 28204. 477. 5291016. 3401371, 9949. 28204. 477. 5291016. 2949044, 9949. 24454. 673. 5291016. 3951820. 9949. 32769. 485. 5291016. 3951820. 9949. 32769. 485. 5291016. 3596468. 9949. 29822. 681. 5291016. 3611800. 9949. 29949. 362. 5291016, 3951820. 9949. 32769. 458. 5291016. 3951820. 9949. 32769. 458. 5291016. 3596468. 9949. 29822. 647. 5291016. 2645511. 9949. 21937. 469. 5291016. 3913906. 9949. 32454. 469. TITLE LEUCADIA - FINAL DSGN, 41, Cop 10/2/96 PAGE 8 COLUMN SERVICE LOADS (K -FT) AND MAXIMUM WORKING STRESSES (PSI) YOUNG S MODULUS FOR CONCRETE - SC = 3249500. PSI MODULAR RATIO (ES /EC) - N B.9 : - - -- SERVICE LOADS (K -FT) ---- : ---- MAX STRESS (PSI) - -- TRANS LONG COMB AXIAL CONC STEEL STEEL GP CASE MY MX M P COMP TEN COMP IN 1 100, 1216. 1220. 411. 1689. 15906. 12755. IN 2 100. 1216. 1220. 477. 1689. 15906. 12755. IN 3 100. 957. 962. 524. 1331. 9617. 10231. II 60. 608. 611. 314. 845. 6449, 6478. III 1 98. 973. 978. 376. 1355. 12852. 10193. III 2 98. 973. 978. 376, 1355. 12852. 10193. III 3 98. 766. 772. 414. 1069. 7837. 8205. IV 1 80. 1498. 1500. 382, 2077. 24100. 15361. IV 2 80. 1498. 1500. 382. 2077. 24100. 15361. IV 3 80. 1290. 1293. 419. 1792. 18735. 13401. V 54. 1011. 1013. 281. 1404, 15751. 10419. VI 1 88. 1337, 1340. 336. 1854. 21634, 13702. VI 2 88. 1337. 1340. 336. 1854. 21634. 13702. VI 3 88. 1152. 1155. 370, 1599, 16842. 11955. DL 0. 760. 760, 415, 1052. 7619. 8125. TITLE LBDCADIA - FINAL DSGN, 41, top 10/2/96 PAGE 9 l rrrrrlretltfrrrff rrff rlrtrrrf rrrrffrlrr rf rrlrrtttlrf rrrffe ! PROBABLE PLASTIC MOMENT )1.3 X NOMINAL MOMENT) (RIP -FT) f fire nff nrrfle rffrrrrr+tf!!rellerff rfff ufr a tf urf!lrn rrrf utfffttff rf CODE (8.16.4.4) AND MEMO TO DESIGNERS 15 -10 PC = 3.25 XSI FY = 60.00 ESI SO = 0.0030 IN /IN AST = 43.68 SQ IN ANGLE TRANS LONG COMB AXIAL P- BALANCE MPY MPX MP P (APPROX) 90.0 0.45388+04 0.79158 -01 0.4538B +04 0.44816+04 2018 0.5123E +04 0.89368 -01 0.51238 +04 0.3739E+04 0,5587E +04 0.9746E -01 0.55878+04 0.29918 +04 0.59228+04 0.10338 +00 0.5922E +04 0.22438 +04 0.58488 +04 0.10208+00 0.58488+04 0.14968 +04 0.54486+04 0.95028 -01 0.54488+04 0.74858 +03 0.5161E+04 0.90028 -01 0.51618 +04 0.4155E +03 0.4728E +04 0.82468 -01 0.4728E+04 0.50258+00 0.4255E +04 0.7420E -01 0.42558 +04 - .37348 +03 0.36938+04 0.6441E -01 0.3693E +04 - .74748 +03 TITLE LBUCADIA - FINAL DSGN, 41, top 10/2/96 PAGE 10 DESIGN ASSUMPTIONS: 1. ALL COLUMNS ARE THE SAME I.B., PRISMATIC, EQUAL LENGTH, EQUAL SPACING. 2. PLASTIC HINGES FORM AT THE TOP AND BOTTOM OF THE COLUMNS, 3. THE DISTANCE BETWEEN THE PLASTIC HINGES IS TAKEN AS THE COLUMN LENGTH. 4. THE OVER- TORNING FORCE ACTS THROUGH THE C.G. OF THE SUPERSTRUCTURE AT A DISTANCE 'CGS' ABOVE THE TOP OF THE COLUMN. 5. THE COLUMNS ARE NUMBERED FROM LEFT TO RIGHT AND THE OVERTURNING FORCE ACTS TO THE RIGHT. DETERMINATION OF COLUMN LATERAL REINFORCEMENT NUMBER OF COLUMNS IN BENT = 1 OUT TO OUT DISTANCE (DIAMETER) OF LATERAL REINFORCEMENT = 44.00 IN DISTANCE FROM TOP COLUMN PLASTIC HINGE TO CENTER OF GRAVITY OF SUPBRSTURCTURB 4.75 FT CENTER TO CENTER SPACING OF COLUMNS = 0.00 FT COMPRESSIVE STRENGTH OF CONCRETE PC = 3,25 KSI YIELD STRENGTH OF REINFORCEMENT FY = 60.00 KSI CONCRETE GROSS AREA (2' COVER) AG = 12.57 FTtt2 CONCRETE CORE AREA AC = 10.56 FTtt2 TRANSVERSE DIRECTION BW = 44.00 IN TRANSVERSE DIRECTION - D = 35.20 IN LONGITUDINAL DIRECTION . BW = 44.00 IN LONGITUDINAL DIRECTION . D = 35.20 IN AMOUNT OF REINFORCEMENT CONFORMS TO THE FOLLOWING BRIDGE DESIGN SPECIFICATIONS: CASE A - CONFINEMENT REINFORCEMENT - (CODE 8.18,2.2) PSI = .45 (AG /AC - 1) FC /FY (.5 + 1.25 P /(FC t AG)) PS2 = .12 FC /FY (.5 + 1.25 P /(FC t AG)) PS3 = .45 (AG /AC - 1) FC /FY CASH B - APPLIED SHEAR REINFORCEMENT - (CODE 8.16.6) VU <-- PHI t VN (8 -46) VN = VC + VS (8-47) VC = 2 t SQRT(FC) t BW t D (8.51) VS = (AV t FY t D) / S (8 -53) CASE C - MINIMUM SHEAR REINFORCEMENT - (CODE 8.19.1.1) AV = (50 t BW t S) /FY (8 -63) TITLE LBUCADIA - FINAL DSGN, 41, [op 10/2/96 PAGE 11 rtttttttrtttrrretttxttt t TRANSVERSE DIRECTION t rtrrrtrttrrttrttt rttrtrtttrrttet trrrtrttttrrtrrrttrtetr rtrrttrtrrttttrrtr LOADS RESULTING FROM PLASTIC HINGING OF COLUMN N0, 1 TOP OF COLUMN AXIAL FORCE P = 415. KIPS CONFINEMENT SIZE PLASTIC MOMENT MP = 0. X -FT BOTTOM OF COLUMN AXIAL FORCE P = 480. KIPS 10.909 PLASTIC MOMENT MP = 5221. K -FT DESIGN SHEAR FORCE: VU 133, KIPS CONCRETE FACTORED SHEAR STRENGTH: .85 r VC = 126. KIPS STEEL FACTORED SHEAR STRENGTH: .85 t VS : 7. KIPS NOTE: THE AVERAGE COMPRESSIVE STRESS (P/AC) IS LESS THAN .10 t FC. THEREFORE, VC IS LESS THAN 2 r SQRT(FC) t B t D (CODE 8.16.6.11.4W) MAXIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT. (IN) BAR CASH A CASE B CASE C CONFINEMENT SIZE CONFINEMENT APP SHEAR MIN SHEAR RATIO EQUATION 4 3.874 103.028 10.909 0.00463 3 5 5.987 159.693 16.909 0.00463 3 6 8.461 226.661 24.000 0.00463 3 7 11.505 309.083 32.727 0.00463 3 8 15.102 406.959 43.091 0.00463 3 NOTE THE UNREDUCED ELASTIC ARS + DEAD LOAD MOMENT ( 681. K -FT) IS LESS THAN THE PROBABLE PLASTIC MOMENT ( 5221. K -FT) THEREFORE, PLASTIC HINGING DOES MOT CONTROL. (CODE 8.16.6.11.1) THE DESIGNER MUST CHECK THE SHEAR REINFORCEMENT (CASH B) FOR GROUP LOADS I TO VII (USE UNREDUCED ELASTIC ARS + DEAD LOAD SHEAR FOR GROUP VII) TITLE LHUCADIA • FINAL DSGN, 41, top 10%2196 PAGE 12 THE MAXIMUM SPACING OF LATERAL REINFORCEMENT SHALL NOT EXCEED ONE -FIFTH OF THE LEAST DIMENSION OF THE COLUMN, 6 TIMES THE NOMINAL DIAMETER OF THE LONGITUDINAL REINFORCEMENT, OR 8 INCHES. (8.21.1.1) THE MINIMUM SPACING SHALL NOT BE LESS THAN 1.5 BAR DIAMETERS, 1.5 TIMES THE MAXIMUM SIZE COARSE AGGREGATE, OR 1.5 INCHES. (8.21.1) FACTORED SHEAR STRENGTH .85 ' (VS + VC) BASED ON MAXIMUM AND MINIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT: NOTE THE ABOVE FACTORED SHEAR STRENGTH VALUES ARE BASED ON A FACTORED CONCRETE SHEAR STRENGTH (.85 f VC) OF 150. RIPS. IF THE APPLIED AXIAL LOAD IS LESS THAN 494, RIPS, THEN THE FACTORED CONCRETE SHEAR STRENGTH DECREASES FROM 150. KIPS TO 0. KIPS AND THE VALUES IN THE ABOVE TABLE MUST BE APPROPRIATELY ADJUSTED. IF THE DESIGNER SELECTS A LATERAL BAR SIZE DIFFERENT THAN THE ONE ASSUMED, HE SHOULD CONSIDER ADJUSTING THE RADIUS OF THE MAIN STEEL BAR LOOP AND RE -RUN THE PROBLEM. MAXIMUM SHEAR CAPACITY OF THE SECTION: VMAX = .85 + 10 t SQRT(FC) + B t D = 751. KIPS 1.0° AGG BAR MAX SHEAR MIN SHEAR SIZE PITCH STRENGTH PITCH STRENGTH (IN) (RIPS) (IN) (KIPS) 4 8.000 240. 2.000 509. 5 8.000 289. 2.125 674. 6 8.D00 348. 2.250 751. 7 8.000 419. 2.375 751. 8 8.000 505, 2.5D0 751. NOTE THE ABOVE FACTORED SHEAR STRENGTH VALUES ARE BASED ON A FACTORED CONCRETE SHEAR STRENGTH (.85 f VC) OF 150. RIPS. IF THE APPLIED AXIAL LOAD IS LESS THAN 494, RIPS, THEN THE FACTORED CONCRETE SHEAR STRENGTH DECREASES FROM 150. KIPS TO 0. KIPS AND THE VALUES IN THE ABOVE TABLE MUST BE APPROPRIATELY ADJUSTED. IF THE DESIGNER SELECTS A LATERAL BAR SIZE DIFFERENT THAN THE ONE ASSUMED, HE SHOULD CONSIDER ADJUSTING THE RADIUS OF THE MAIN STEEL BAR LOOP AND RE -RUN THE PROBLEM. MAXIMUM SHEAR CAPACITY OF THE SECTION: VMAX = .85 + 10 t SQRT(FC) + B t D = 751. KIPS TITLE LBUCADIA - FINAL DSGN, 41, top 10/2/96 PAGE 13 r t t t t r r l r t t t t r t r l r r t t t t t t ' LONGITUDINAL DIRECTION t rttt rrtettrtrrerrtreer tt trrrrrrtrrrrrrtttrrrr rrrtretrtrrtrrreettttttrrrtr LOADS RESULTING FROM PLASTIC HINGING OF COLUMN N0, 1 TOP OF COLUMN AXIAL FORCE P = 415. RIPS CASE PLASTIC MOMENT MP = 5161. K•PT BOTTOM OF COLUMN AXIAL FORCE P = 480. KIPS BQDATION PLASTIC MOMENT MP = 5221. K -FT DESIGN SHEAR FORCE: VU = 301. KIPS CONCRETE FACTORED SHEAR STRENGTH: .85 t VC = 126. KIPS STEEL FACTORED SHEAR STRENGTH: .85 t VS = 175. KIPS NOTE: THE AVERAGE COMPRESSIVE STRESS (P /AC) IS LESS THAN .10 t FC. THEREFORE, VC IS LESS THAN 2 t SQRT(FC) t B t D (CODS 8.16.6.11.0)) MAXIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT. (IN) BAR CASE A CASE B CASE C CONFINEMENT SIZE CONFINEMENT APP SHEAR MIN SHEAR RATIO BQDATION 4 3.874 4.106 10.909 0.00463 3 5 5.987 6.365 16.909 0.00463 3 6 8.461 9.034 24.000 0.00463 3 7 11.505 12.319 32.727 0.00463 3 8 15.102 16.220 43.091 0.00463 3 TITLE LBUCADIA - FINAL DSGN, 4', Cop 10/2/96 PAGE 14 THE MAXIMUM SPACING OF LATERAL REINFORCEMENT SHALL NOT EXCEED ONR -FIFTH OF THE LEAST DIMENSION OF THE COLUMN, 6 TIMES TER NOMINAL DIAMETER OF TER LONGITUDINAL REINFORCEMENT, OR 8 INCHES. (8.21.1.1) TER MINIMUM SPACING SHALL NOT BE LESS THAN 1.5 BAR DIAMETERS, 1.5 TIMES THE MAXIMUM SIZE COARSE AGGREGATE, OR 1.5 INCHES. (8.21.1) FACTORED SHEAR STRENGTH .85 ' (VS + VC) BASED ON MAXIMUM AND MINIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT: NOTE THE ABOVE FACTORED SHEAR STRENGTH VALUES ARE BASED ON A FACTORED CONCRETE SHEAR STRENGTH (.85 t VC) OF 150. RIPS. IF THE APPLIED AXIAL LOAD IS LESS THAN 494. NIPS, THEN THE FACTORED CONCRETE SHEAR STRENGTH DECREASES FROM 150. KIPS TO 0. KIPS AND THE VALUES IN THE ABOVE TABLE MUST BE APPROPRIATELY ADJUSTED. IF THE DESIGNER SELECTS A LATERAL BAR SIZR DIFFERENT THAN THE ONE ASSUMED, HE SHOULD CONSIDER ADJUSTING THE RADIUS OF THE MAIN STEEL BAR LOOP AND RERUN THE PROBLEM. MAXIMUM SHEAR CAPACITY OF THE SECTION: VMAX = .85 * 10 ' SQRT(FC) ' B * D = 751. KIPS 1.0" AGG BAR MAX SHEAR MIN SHEAR SIZE PITCH STRENGTH PITCH STRENGTH (IN) (RIPS) (IN) (NIPS) 4 8.000 240. 2.000 509. 5 8.000 289. 2.125 674. 6 8.000 348. 2.250 751. 7 8.000 419. 2.375 751. 8 8.000 505. 2.500 751. NOTE THE ABOVE FACTORED SHEAR STRENGTH VALUES ARE BASED ON A FACTORED CONCRETE SHEAR STRENGTH (.85 t VC) OF 150. RIPS. IF THE APPLIED AXIAL LOAD IS LESS THAN 494. NIPS, THEN THE FACTORED CONCRETE SHEAR STRENGTH DECREASES FROM 150. KIPS TO 0. KIPS AND THE VALUES IN THE ABOVE TABLE MUST BE APPROPRIATELY ADJUSTED. IF THE DESIGNER SELECTS A LATERAL BAR SIZR DIFFERENT THAN THE ONE ASSUMED, HE SHOULD CONSIDER ADJUSTING THE RADIUS OF THE MAIN STEEL BAR LOOP AND RERUN THE PROBLEM. MAXIMUM SHEAR CAPACITY OF THE SECTION: VMAX = .85 * 10 ' SQRT(FC) ' B * D = 751. KIPS TITLE LBUCADIA POC - FINAL DESIGN, BUTT 10/4/9 COLUMN TYPE = 9 (CIRCULAR) CONCRETE LOOPS = I TOTAL NO. OF CONCRETE COORD. = 40 STEEL RBBAR PATTERN = 4 (CONCENTRIC LOOPS) NUMBER OF STEEL REBAR LOOPS = 1 TOTAL NO. OF STEEL REBARS = 28 PLOT TYPE = 0 (NO PLOT) DESIGN TYPE 2 (CAECEI PERCENT STEEL LIMITS (1.00 1 MIN. 6.00 1 MAX.) PAGE 1 t f t l t t if r r if t BENT DATA t fiftft/f lrrref tfftrflt /t riitttrif tft /irrrrtfl }i irrfff lffrrf rtttff rffff tft NUMBER OF COLUMNS IN BENT = I OUT TO OUT DISTANCE OIAMETBR) OF SPIRAL = 44.00 {INCHES) DISTANCE FROM TOP COLUMN PLASTIC BINGE TO CENTER OF GRAVITY OF THE SUPERSTRUCTURE = 4.75 (FEET) CENTER TO CENTER SPACING OF COLUMNS = O.OD (PERT) t t t f t f f t t/ t f t t f t t t t t t t t t i t f i ft t MATERIAL PROPERTIES (PSI) f f tfffl}}}f Htf tell} //f tft1f 11}tf /f if }f tf}lrf tt}Iftfftt}H Hff rlrlffirl Hf ULTIMATE CONCRETE COMPRESSIVE STRESS PC = 3250. YOUNG'S MODULUS FOR CONCRETE EC = 3249500. YOUNG'S MODULUS FOR STEEL BARS BS = 29000000. ULTIMATE CONCRETE COMPRESSIVE STRAIN - BO = .003 YIELDING STRESS FOR STEEL BARS FY = 60000. TITLE LBOCADIA POC - FINAL DESIGN, BOTT 10/4/9 PAGE 2 CIRCULAR CROSS - SECTION E% 48.00 CONCRETE COORDINATES JINCHESI COORD & Y 1 24.00 0.00 2 23.70 3.75 3 22.83 7.42 4 21.38 10.90 5 19.42 14.11 6 16.97 16.97 7 14.11 19.42 8 10.90 21.38 9 7.42 22.83 10 3.75 23.70 11 0.00 24.00 12 -3.75 23.70 13 -7.42 22.83 14 -10.90 21.38 15 -14,11 19.42 16 -16.97 16.97 17 -19.42 14.11 18 -21.38 10.90 19 -22.83 7.42 20 -23.7D 3.75 21 -24.00 0.00 22 -23.70 -3.75 23 -22.83 -7.42 24 -21.38 -10.90 25 -19.42 -14.11 26 -16.97 -16.97 27 -14.11 -19.42 28 -10.90 -21.38 29 -7,42 -22.83 30 -3.75 -23.70 31 0.00 -24.00 32 3.75 -23.70 33 7.42 -22.83 34 10.90 -21.38 35 14.11 -19.42 36 16.97 -16.97 37 19.42 -14.11 38 21.38 -10.90 39 22.83 -7.42 40 23.70 -3.75 TITLE LEUCADIA POC - FINAL DESIGN, BOTT 10/4/9 PAGE 3 CONCENTRIC CIRCLE PATTERN LOOP RADIOS ARRA BARS 1 20.67 1.56 28 STEEL RBBAR COORDINATES (INCHES) COORD % Y 1 20.67 0.00 2 20.15 4.60 3 18.62 8.97 4 16.16 12.89 5 12.89 16.16 6 8.97 18.62 7 4.60 20.15 8 0.00 20.67 9 -4.60 20.15 10 -8.97 18.62 11 -12.89 16.16 12 -16.16 12.89 13 -18.62 8.97 14 -20.15 4.60 15 -20.67 0.00 16 -20.15 -4.60 17 -18.62 -8.97 18 -16.16 -12.89 19 -12.89 -16.16 20 -8.97 -18.62 21 -4.60 -20.15 22 0.00 -20.67 23 4.60 -20.15 24 8.97 -18.62 25 12.89 -16.16 26 16.16 -12.89 27 18.62 -8.97 28 20.15 -4.60 THE MAIN LONGITUDINAL STEEL IS ASSUMED TO BE $ 11 BARS. TITLE LBUCADIA POC - FINAL DESIGN, BOTT 10/4/9 PAGE 4 tttttttttttttttttttttttttt t INITIAL REFERENCE DATA t tttttttttt!t tttttttttttttttttttttttttttttttttttttt ttttttttttttttttttttttt TOTAL AREA OF THE SECTION AG = 12.51 FTtt2 NOMINAL AXIAL LOAD STRENGTH PO = 7478.50 RIPS TOTAL REINFORCEMENT AREA AST = 43.68 INtt2 PERCENT STEEL 2.42 1 GROSS MOMENT OF INERTIA ABOUT Y -AXIS IYC = 12.46 FTtt4 GROSS MOMENT OF INERTIA ABOUT X -AXIS IXC = 12.46 FTtt4 STEEL MOMENT OF INERTIA ABOUT Y -AXIS IYS = 0.4500 FTtt4 STEEL MOMENT OF INERTIA ABOUT X -AXIS IXS = 0.4500 FTtt4 TITLE LRUCADIA POC - FINAL DESIGN, BOTT 1014/9 PAGE 5 f trf ttflltlf fftl H l4H flf fl ' COLUMN LOAD DATA (X -FT) ' } tftltfttlifl }I}ltllfftlttffllif tff}}ittf tf if ll}}111Iff }fttftf }if}1f11f} LOAD NAME: BOTT OF COLUMN LOADS FOOTING DATA FILE: YES TYPE FOOTING: SPREAD MOMENT DISTRIBUTION FACT COLUMN STEEL LOCATION DUCTILITY SEISMIC :--- TOP --- : --- BOTTOM --- : PERCENT LENGTH TIE =1 TOP =1 FACTOR DESIGN SPC DAY DAX DBY DBX IMPACT (FEET) SPIRAL =O BOTTOM =O (Z) CRITERIA CATEGORY 0.99 0.00 0.00 0.00 25.00 34.50 0 0 3.50 CAL COLUMN GROUP LOADS - SERVICE (X -FT) WL LF CF -MY TEMP SF6BY 0 0 0 0 0 0 0 0 1376 0 D 0 0 0 0 0 0 0 COLUMN SEISMIC AND ARBITRARY LOADS (1-FT) (ARS) UNREDUCED SEISMIC ARBITRARY LOADS ARBITRARY LOADS CASE 1 CASE 2 SERVICE SERVICE FACTORED FACTORED MAX TRAN MAX LONG AL1 AL2 AL1 AL2 MY TRAN 5283. 0. 0. 0. 0. 0, MX LONG 0. 4363. 0. 0. 0. 0. P AXIAL 68, 68. 0. 0. 0. 0. -- LLrIMPACT - - -: CASE 1 CASE 2 CASE 3 DEAD PRE TRANS LONG AXIAL LOAD STRESS MY -MAX MX -MAX N -MAX WIND MY 0 0 100 100 100 866 MX 906 0 305 305 95 0 P 550 0 62 62 109 -22 PMY 0 0 0 PMX 0 0 0 P 0 0 0 WL LF CF -MY TEMP SF6BY 0 0 0 0 0 0 0 0 1376 0 D 0 0 0 0 0 0 0 COLUMN SEISMIC AND ARBITRARY LOADS (1-FT) (ARS) UNREDUCED SEISMIC ARBITRARY LOADS ARBITRARY LOADS CASE 1 CASE 2 SERVICE SERVICE FACTORED FACTORED MAX TRAN MAX LONG AL1 AL2 AL1 AL2 MY TRAN 5283. 0. 0. 0. 0. 0, MX LONG 0. 4363. 0. 0. 0. 0. P AXIAL 68, 68. 0. 0. 0. 0. TITLE LBUCADIA POC - FINAL DESIGN, BOTT 10/4/9 PAGE 6 t r t t r r t t e r t t t r t t t t t t t t t t t t e t r r t t t r t r t t r+r r r r r t t t tef + FACTORED LOADS FOR COLUMN DESIGN CHECK (KIP -FT) + tttttttrrtt: ttttrtterttttrttrrtttrr trrrtrtttrtttrrrttettttrrtttrr rr rrtrtt APPLIED FACTORED MOMENTS ARE MAGNIFIED FOR SLENDERNESS IN ACCORDANCE WITH CALTRANS BRIDGE DESIGN SPECIFICATIONS. (ART 8.16.5) LENGTH = 34.50 FT STEEL = 2.42 1 GROUP CASE TRANS MY IR 1 236. IB 2 236. IN 3 245. IP 1 97, IP 2 97, IP 3 133. II 1195. III 1 505. III 2 505. III 3 521. IV 1 140. IV 2 140. IV 3 162. V 1146. VI 1 484. VI 2 484. VI 3 499. VII 1 1509. VII 2 105. FC = 3.25 KSI FY = 60.0D KSI AST = 43.68 SQ IN APPLIED FACTORED - - - - - -: CAPACITY LONG COMB AXIAL (PHI +MN) PHI RATIO MX M P MU MU /M 1590. 1608. 671. 3203. 0.75 1.99 OX 1590. 1608. 671. 3203. 0.75 1.99 OK 1455. 1475. 951, 3324. 0.75 2.25 OX 909. 914. 536. 3173. 0.76 3.47 01 909. 914. 536. 3173. 0.76 3.47 OK 1225. 1232. 715. 3225. 0.75 2.62 OK 907. 1500. 506. 3188. 0.77 2.12 OK 1317. 1410. 608. 3171. 0.75 2.25 OK 1317. 1410. 608. 3171. 0.75 2.25 OX 1362. 1458. 848. 3284. 0.75 2.25 OK 3137. 3140. 617. 3173. 0.75 I.D1 OX 3137. 3140. 617. 3173, 0.75 1.01 OK 3194. 3198. 857. 3288. 0.75 1.03 OK 2613. 2853. 48B. 3194. 0.77 1.12 OK 3012. 3051. 585. 3157. 0.75 1.03 OK 3012. 3051. 585. 3157. 0.75 1.D3 OK 3065, 3106. 815. 3270. 0.75 1.05 OX 906, 1760. 618. 4109, 1.00 2.33 OK 2153. 2155. 618. 4112. 1.D0 1.91 OK NOTE: FOR CALTRANS AND SPC -C AND SPC -D ONLY THE UNREDUCED SEISMIC MOMENTS ARE REDUCED BY THE Z OR R FACTOR. FOR SPC -B BOTH THE UNREDUCED SEISMIC AXIAL AND MOMENTS ARE REDUCED BY THE Z OR R FACTOR, TITLE LBUCADIA POC - FINAL DESIGN, BOTT 10/4/9 PAGE 7 t t t t r t t t t t t t t r t t f t f t t t t f t t t f t u t t t tr t t t u t t f t to t t ' MOMENT MAGNIFICATION AND BUCKLING CALCULATIONS t ttt uttttrrrrttftrr rr rte ttttttt tfftututrt tttteffffff to tttt a ttttttttf +t REFERENCE: 'CALTRANS BRIDGE DESIGN SPECIFICATIONS' (ART 8.16.5) (COLUMN ASSUMED TO BE UNBRACED AGAINST SIDESMAY.) MAGY = MOMENT MAGNIFACTION FACTOR ABOUT Y -AXIS MAGI = MOMENT MAGNIFACTION FACTOR ABOUT I -AXIS PCY = CRITICAL BUCKLING LOAD ABOUT Y-AXIS PCX = CRITICAL BUCKLING LOAD ABOUT X -AXIS KY = EFFECTIVE LENGTH FACTOR ABOUT Y -AXIS = 2.10 RX = EFFECTIVE LENGTH FACTOR ABOUT X -AXIS = 1.00 KY'L /R = SLENDERNESS RATIO ABOUT Y -AXIS = 73. KX+L /R = SLENDERNESS RATIO ABOUT X -AXIS = 35. IYS = STEEL MOMENT OF INERTIA ABOUT Y -AXIS = 0.4500 FT "4 IXS = STEEL MOMENT OF INERTIA ABOUT X -AXIS = 0.4500 FT "4 MOMENT :- MAGNIFICATION -: GR CA IRAN LONG COMB MAGY MAGI NAG IN 1 1.089 1.030 1.031 IN 2 1.089 1.030 1.031 IH 3 1.131 1.051 1.053 IP 1 1.067 1.029 1.030 IP 2 1.067 1.029 1.030 IP 3 1.092 1.040 1.040 II 1.062 1.027 1.049 III 1 1.079 1.029 1.035 III 2 1.079 1.029 1.035 III 3 1.114 1.046 1.054 IV 1 1.080 1.012 1.022 IV 2 1.080 1.022 1.022 IV 3 1.115 1.034 1.034 V 1,058 1.017 1.023 VI 1 1.075 1.021 1.022 VI 2 1.075 1,021 1.022 VI 3 1.109 1.032 1.033 VII 1 1.000 1.000 1.000 VII 2 1.000 1.000 1.000 CRACKED CRITICAL - TRANSFORMED SECTION-- : - - - -- BUCKLING - - - - : AXIAL EtIY E'IX TRAN LONG LOAD PCY PCX P 5291016. 3365683. 9949. 27908. 607 5291016. 3365683. 9949, 27908. 601. 5291016. 2858101. 9949. 23699. 867, 5291016. 2645511. 9949. 21937. 473. 5291016. 2645511. 9949. 21937. 473. 5291016. 2645511. 9949. 21937. 631. 5291016. 2645511. 9949. 21937. 445, 5291016. 3130415. 9949. 25958. 545. 5291016. 313D415. 9949. 25958. 545. 5291016. 2777301. 9949, 23029. 764. 5291016, 4108374. 9949. 34067. 554. 5291016. 4108374. 9949. 34067. 554. 5291016. 3830874. 9949. 31766. 773. 5291016. 3976488. 9949, 32973. 425. 5291016. 4108374. 9949. 34067. 522. 5291016. 4108374. 9949. 34067. 522. 5291016. 3830874. 9949. 31766. 731. 5291016. 2645511. 9949. 21937. 534. 5291016. 3723733. 9949, 30877. 534. TITLE LBUCADIA POC - FINAL DESIGN, BUTT 10/4/9 PAGE 8 COLUMN SERVICE LOADS (K -FT) AND MAXIMUM WORKING STRESSES (PSI) YOUNG S MODULUS FOR CONCRETE - RC - 3249500. PSI MODULAR RATIO (ES /EC) N - 8.9 : - - -- SERVICE LOADS (K -PT) --- - : ---- MAX STRESS (PSI) ----: TRANS LONG COMB AXIAL CONC STEEL STEEL GP CASE MY MX M P COMP TEN COMP IE 1 100. 1211. 1215. 612. 1679. 13096. 12886. IE 2 100. 1211. 1215. 612. 1679, 13096. 12886. IB 3 100. 1001. 1006. 659. 1389. 8166. ID833. II 693, 725. 1003. 422. 1391. 12432. 10518. III l 288. 969. 1011. 484. 1401. 11382. 10702, III 2 288. 969. 1011. 484. 1401. 11382. 10702. III 3 288. 801. 851. 522. 1177. 7484. 9118. IV 1 80. 2070. 2071. 490. 2870. 34165. 21155. IV 2 80. 2070. 2071. 490. 2870. 34165. 21155. IV 3 80. 1902. 1903. 527, 2639. 29618. 19591, V 619. 1630. 1743. 377. 2413. 29504, 17663. VI 1 251, 1848. 1866. 432. 2586. 30899, 18964. VI 2 257. 1848. 1866. 432. 2586. 30899. 18964, VI 3 257. 1698. 1711, 466. 2384. 26899. 17616. DL 0. 906. 906. 550. 1254, 8110. 9748. TITLE LBUCADIA POC - FINAL DESIGN, BOTT 10/4/9 PAGE 9 fftttettrrrerrrrttxettftof rttfftrrrrrrtrrtrxrttt ttf + SERVICE LOADS FOR FOOTING DESIGN (UNITS RIP -FT) + rrtff tf ttterreerrrrf rff rtxrt rrrrtf ttterrrurrff rrt ufrrtru utrtre rtr a tr GROUP CASE TRANS LONG COMB AXIAL MY MX M P IN 1 80. 1150. 1153. 600. IR 2 80. 1150. 1153. 600. IS 3 80. 9B2. 985. 631. II 1 693. 125. 1003. 421. III 1 272. 920. 959. 474. III 2 272. 920. 959. 474, III 3 272. 766. 831. 504. IV 1 64. 2021. 2022. 480. IV 2 64. 2021. 2022. 480. IV 3 64. 1886. 1887. 510. V 1 619. 1630. 1743. 377. VI 1 243. 1604. 1821. 424. VI 2 243. 1804. 1821. 424. VI 3 243. 1684. 1702. 450. xrutfffttettrrtettturerrxfxtxtttrrtttfrrrrrrtrrtrr + FACTORED LOADS FOR FOOTING DESIGN (UNITS KIP -FT) + ttrerrrtf rtttttxttfff fff ttfffef tttf ttrrrrf rff xftxtf tf rttetttttf tff tf tt rtr GROUP CASE TRANS LONG COMB AXIAL MY MX M P IB 1 173, 1706. 1715. 822. IB 2 173. 1706, 1715. 822. IB 3 173. 1342. 1354. 904. IF 1 0. 1178. 1178. 715. IP 2 0, 1178. 1178. 715, IP 3 0. 1178. 1178. 715. II 1126. 1178. 1629. 686. III 1 442. 1495. 1559. 771. III 2 442. 1495. 1559. 771, III 3 442. 1277, 1351. 820. IV 1 104. 3284. 3285. 779. IV 2 104. 3284. 3285. 779. IV 3 104. 3065. 3067. 828. V 1083. 2853. 3051, 660. VI 1 425. 3158. 3186. 741. VI 2 425. 3158. 3186. 741, VI 3 425. 1948. 2978. 788. TITLE LEOCADIA POC - FINAL DESIGN, BOTT 10/4/9 PAGE 10 rrr rrrrrtrrf rrr frfrfrrfftrtf tttttrrtrrrtttt +rtetttrtrttettt t PROBABLE PLASTIC MOMENT (1.3 X NOMINAL MOMENT) (KIP -FT) t titter tetf rttf rt rf ttr tt rf ttrrrttt urtrtu urxxrxrrrrrrrtrtrr rrf rf rrrttttt CODE (8.16.4.4) AND MEMO TO DESIGNERS 15 -10 FC = 3.25 KSI FY = 60.00 KSI 90 = 0.0030 IN /IN AST = 43.68 80 IN ANGLE TRANS LONG COMB AXIAL P- BALANCE MPY MPX MP P (APPROX) 90.0 0.45388 +04 0.19158 -01 0.45388 +04 0.44878 +04 2018 0.51238 +04 0.89369.01 0.5123E+04 0.37398+04 0.55878 +04 0.9746E -01 0.5587E +04 0.29918 +04 0.59228 +04 0.10339 +00 0.59228 +04 0.22438+04 0.58488 +04 0.10206+00 0.58488 +04 0.14968+04 0.54488 +04 0.95028 -01 0.54489 +04 0.74859 +03 0.52919 +04 0.922B8 -01 0.52918 +04 0.55048 +03 0.47286 +04 0.82468 -01 0.47288 +04 0.50258 +00 0.42556 +04 0.74208 -01 0.42559 +04 - .37349+03 0.36936+04 0.64419 -01 0.36939 +04 - .74748 +03 TITLE LBUCADIA POC - FINAL DESIGN, BOTT 10/4/9 PAGE 11 DESIGN ASSUMPTIONS: 1. ALL COLUMNS ARE THE SAME I.E., PRISMATIC, EQUAL LENGTH, EQUAL SPACING. 2. PLASTIC HINGES FORM AT THE TOP AND BOTTOM OF THE COLUMNS. 3. THE DISTANCE BETWEEN THE PLASTIC HINGES IS TAKEN AS THE COLUMN LENGTH. 4. THE OVER- TURNING FORCE ACTS THROUGH THE C.G. OF THE SUPERSTRUCTURE AT A DISTANCE 'CGS' ABOVE THE TOP OF THE COLUMN. 5. THE COLUMNS ARE NUMBERED FROM LEFT TO RIGHT AND THE OVERTURNING FORCE ACTS TO THE RIGHT. DETERMINATION OF COLUMN LATERAL REINFORCEMENT NUMBER OF COLUMNS IN BENT z 1 OUT TO OUT DISTANCE (DIAMETER) OF LATERAL REINFORCEMENT = 44.00 IN DISTANCE FROM TOP COLUMN PLASTIC HINGE TO CENTER OF GRAVITY OF SUPBRSTURCTURB = 4.75 FT CENTER TO CENTER SPACING OF COLUMNS = 0.00 FT COMPRESSIVE STRENGTH OF CONCRETE FC = 3.25 KSI YIELD STRENGTH OF REINFORCEMENT FY = 60. DO KSI CONCRETE GROSS AREA (2' COVER) AG = 12.57 FTt*2 CONCRETE CORE AREA AC = 10.56 FTtt2 TRANSVERSE DIRECTION BW = 44.00 IN TRANSVERSE DIRECTION • D = 35.20 IN LONGITUDINAL DIRECTION - BW = 44.00 IN LONGITUDINAL DIRECTION • D = 35.20 IN AMOUNT OF REINFORCEMENT CONFORMS TO THE FOLLOWING BRIDGE DESIGN SPECIFICATIONS: CASE A - CONFINEMENT REINFORCEMENT - (CODE 8.18.2.2) PSI = .45 (AG /AC 1) FCJFY (.5 + 1.25 P /(FC ' AG)) PS2 = ,12 FC /FY (.5 + 1.25 P /(FC AG)) PSI = .45 (AG /AC 1) FC /FY CASE B - APPLIED SHEAR REINFORCEMENT - (CODE 8.16.6) VU <= PHI } VN (8 -46) VN = VC + VS (8 -47) VC = 2 ' SORT(FC) ' BW t D (8.51) VS = (AV t FY I D) / S (8 -53) CASH C - MINIMUM SHEAR REINFORCEMENT - (CODE 8.19.1.1) AV = (50 * BW + SOY (8 -63) TITLE LRUCADIA POC - FINAL DESIGN, BUTT 10/4/9 PAGE 12 A t t r r t f e t t f t t t t f t t r t f tt ' TRANSVERSE DIRECTION + ff tf rff rfffff lffffftrtfl tftf flf flt/ f ttf ffftffrff tf trerttf tttf ltrtttttttft LOADS RESULTING FROM PLASTIC HINGING OF COLUMN NO. I TOP OF COLUMN AXIAL FORCE P = 485. KIPS CONFINEMENT PLASTIC MOMENT MP 0. K -FT BOTTOM OF COLUMN AXIAL FORCE P = 550. KIPS +t +t + ++ PLASTIC MOMENT MP = 5290. K -FT DESIGN SHEAR FORCE: VU = 135. RIPS CONCRETE FACTORED SHEAR STRENGTH: .85 t VC 147, KIPS STEEL FACTORED SHEAR STRENGTH: .85 + VS = 0. KIPS NOTE: THE AVERAGE COMPRESSIVE STRESS (P /AC) IS LESS THAN .10 t FC, THEREFORE, VC IS LESS THAN 2 t SQRT(FC) t B t D (CODE 8.16.6.11.4(A)) MAXIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT. (IN) BAR CASE A CASE B CASE C CONFINEMENT SIZE CONFINEMENT APP SHEAR MIN SHEAR RATIO EQUATION 4 3.874 +t +t + ++ 10.909 0.00463 3 5 5.987 + + +} + ++ 16.909 0.00463 3 6 8.461 ffttffr 14.000 0.00463 3 7 11.505 ttttttt 32.727 0.00463 3 8 15.102 ttttttf 43.091 0.00463 3 NOTE: VU 135. KIPS, IS LESS THAN (.85 t VC) 147. KIPS. THEREFORE, NO REINFORCEMENT FOR APPLIED SHEAR (CASE B) IS REQUIRED. NOTE THE UNREDUCED ELASTIC ARS f DEAD LOAD MOMENT ( 5283. R -FT) IS LESS THAN THE PROBABLE PLASTIC MOMENT ( 529D. K -FT) THEREFORE, PLASTIC HINGING DOES NOT CONTROL. (CODE 8.16.6.11.1) THE DESIGNER MUST CHECK THE SHEAR REINFORCEMENT (CASS B) FOR GROUP LOADS I TO VII (USE UNRRDUCRD ELASTIC ARS f DEAD LOAD SHEAR FOR GROUP VIII TITLE LBUCADIA POC - FINAL DESIGN, BOTT 10/4/9 PAGE 13 THE MAXIMUM SPACING OF LATERAL REINFORCEMENT SHALL NOT EXCEED ONE -FIFTH OF THE LEAST DIMENSION OF THE COLUMN, 6 TIMES THE NOMINAL DIAMETER OF THE LONGITUDINAL REINFORCEMENT, OR 8 INCHES. (8.21.1.1) THE MINIMUM SPACING SHALL NOT BE LESS THAN 1.5 BAR DIAMETERS, 1.5 TIMES THE MAXIMUM SIZE COARSE AGGREGATE, OR 1.5 INCHES. (8.21.1) FACTORED SHEAR STRENGTH .85 t (VS + VC) BASED ON MAXIMUM AND MINIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT: NOTE: THE ABOVE FACTORED SHEAR STRENGTH VALUES ARE BASED ON A FACTORED CONCRETE SHEAR STRENGTH (.85 t VC) OF 150. KIPS. IF THE APPLIED AXIAL LOAD IS LESS THAN 494. KIPS, THEN THE FACTORED CONCRETE SHEAR STRENGTH DECREASES FROM 150. KIPS TO 0. KIPS AND THR VALUES IN THE ABOVE TABLE MUST BB APPROPRIATELY ADJUSTED. IF THE DESIGNER SELECTS A LATERAL BAR SIZE DIFFERENT THAN THE ONE ASSUMED, HE SHOULD CONSIDER ADJUSTING THE RADIUS OF THE MAIN STEEL BAR LOOP AND R8 -RUN THE PROBLEM. MAXIMUM SHEAR CAPACITY OF THE SECTION: VMAX = .85 r 10 * SQRT(FC) t B t D = 751. KIPS 1.0' AGG BAR MAX SHEAR MIN SHEAR SIZE PITCH STRENGTH PITCH STRENGTH (IN) (KIM (IN) (RIPS) 4 8.000 240. 2.000 509. 5 8.00D 289, 2.125 674. 6 8.000 348. 2.250 751. 7 8.000 419. 2.375 751. 8 8.000 505. 2.500 751. NOTE: THE ABOVE FACTORED SHEAR STRENGTH VALUES ARE BASED ON A FACTORED CONCRETE SHEAR STRENGTH (.85 t VC) OF 150. KIPS. IF THE APPLIED AXIAL LOAD IS LESS THAN 494. KIPS, THEN THE FACTORED CONCRETE SHEAR STRENGTH DECREASES FROM 150. KIPS TO 0. KIPS AND THR VALUES IN THE ABOVE TABLE MUST BB APPROPRIATELY ADJUSTED. IF THE DESIGNER SELECTS A LATERAL BAR SIZE DIFFERENT THAN THE ONE ASSUMED, HE SHOULD CONSIDER ADJUSTING THE RADIUS OF THE MAIN STEEL BAR LOOP AND R8 -RUN THE PROBLEM. MAXIMUM SHEAR CAPACITY OF THE SECTION: VMAX = .85 r 10 * SQRT(FC) t B t D = 751. KIPS TITLE LRUCADIA POC - FINAL DESIGN, BOTT 10/4/9 PAGE 14 tt t r t t t t r t t e t t t t r t t t t t r t f * LONGITUDINAL DIRECTION t f}}}}IItHtH ttt H /rtttti}}M}ftttt roll tfftr}ti}H frftttl ttttir /1t /rr Ht LOADS RESULTING FROM PLASTIC HINGING OF COLUMN NO. 1 TOP OF COLUMN AXIAL FORCE P = 485. RIPS CASE C PLASTIC MOMENT MP = 5234. R -FT BOTTOM OF COLUMN AXIAL FORCE P = 550. RIPS 3.874 PLASTIC MOMENT MP = 5290. K -FT DESIGN SHEAR FORCE: VU = 305, RIPS CONCRETE FACTORED SHEAR STRENGTH: .85 t VC = 147. RIPS STEEL FACTORED SHEAR STRENGTH: .85 t VS = 158. KIPS NOTE: THE AVERAGE COMPRESSIVE STRESS (P /AC) 1S LESS THAN .10 t FC. THEREFORE, VC IS LESS THAN 2 t SQRT(FC) t B t D (CODE 8.16.6.11.4(AI) MAXIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT. (IN) BAR CASH A CASE B CASE C CONFINEMENT SIZE CONFINEMENT APP SHEAR MIN SHEAR RATIO EQUATION 4 3.874 4.555 10.909 0.00463 3 5 5.987 7.060 16.909 0.00463 3 6 8.461 10.021 24.000 0.00463 3 7 11.505 13.665 32.727 0.00463 3 8 15.102 17.992 43.091 0.00463 3 NOTE THE UNREDUCED ELASTIC ARS + DEAD LOAD MOMENT ) 5269. K -FT) IS LESS THAN THE PROBABLE PLASTIC MOMENT ( 5290. K -FT) THEREFORE, PLASTIC HINGING DOES NOT CONTROL. (CODE 8.16.6.11.1) THE DESIGNER MUST CHECK THE SHEAR REINFORCEMENT (CASE B) FOR GROUP LOADS I TO VII (USE UNRBDUCRD ELASTIC ARS + DEAD LOAD SHEAR FOR GROUP VII) TITLE LRUCADIA POC - FINAL DESIGN, BOTT 10/4/9 PAGE 15 THE MAXIMUM SPACING OF LATERAL REINFORCEMENT SHALL NOT EXCEED ONE -FIFTH OF THE LEAST DIMENSION OF THE COLUMN, 6 TIMES THE NOMINAL DIAMETER OF THE LONGITUDINAL REINFORCEMENT, OR 8 INCHES. (8.21.1.1) THE MINIMUM SPACING SHALL NOT BE LESS THAN 1.5 BAR DIAMETERS, 1.5 TIMES THE MAXIMUM SIZE COARSE AGGREGATE, OR 1.5 INCHES. (8.21.1) FACTORED SHEAR STRENGTH .85 ' (VS + VC) BASED ON MAXIMUM AND MINIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT: NOTE: THE ABOVE FACTORED SHEAR STRENGTH VALUES ARE BASED ON A FACTORED CONCRETE SHEAR STRENGTH (.85 ' VC) OF 150, KIPS. IF THE APPLIED AXIAL LOAD IS LESS THAN 494, KIPS, THEN THE FACTORED CONCRETE SHEAR STRENGTH DECREASES FROM 150. KIPS TO 0. RIPS AND THE VALUES IN THE ABOVE TABLE MUST BE APPROPRIATELY ADJUSTED. IF THE DESIGNER SELECTS A LATERAL BAR SIZE DIFFERENT THAN THE ONE ASSUMED, HE SHOULD CONSIDER ADJUSTING THE RADIUS OF THE MAIN STEEL BAR LOOP AND RE -RUN THE PROBLEM, MAXIMUM SHEAR CAPACITY OF THE SECTION: VMAX = .85 1 10 * SQRT(PC) * B * D = 751. KIPS 1.0" AGG BAR MAX SHEAR KIN SHEAR SIZE PITCH STRENGTH PITCH STRENGTH (IN) (HIPS) (IN) (RIPS) 4 8.000 240. 2.000 509. 5 8.000 289. 2.125 674. 6 8.000 348. 2.250 751. 7 8.000 419. 2.375 751. 8 8.000 505. 2.500 751. NOTE: THE ABOVE FACTORED SHEAR STRENGTH VALUES ARE BASED ON A FACTORED CONCRETE SHEAR STRENGTH (.85 ' VC) OF 150, KIPS. IF THE APPLIED AXIAL LOAD IS LESS THAN 494, KIPS, THEN THE FACTORED CONCRETE SHEAR STRENGTH DECREASES FROM 150. KIPS TO 0. RIPS AND THE VALUES IN THE ABOVE TABLE MUST BE APPROPRIATELY ADJUSTED. IF THE DESIGNER SELECTS A LATERAL BAR SIZE DIFFERENT THAN THE ONE ASSUMED, HE SHOULD CONSIDER ADJUSTING THE RADIUS OF THE MAIN STEEL BAR LOOP AND RE -RUN THE PROBLEM, MAXIMUM SHEAR CAPACITY OF THE SECTION: VMAX = .85 1 10 * SQRT(PC) * B * D = 751. KIPS TITLE LHUCADIA - PLAST HINGE, top 10/2/96 COLUMN TYPE = 2 (RECTANGULAR) CONCRETE LOOPS = 1 TOTAL NO. OF CONCRETE COORD. = 4 STEEL REBAR PATTERN = 5 (ROWS) NUMBER OF STEEL REBAR ROWS = 1E TOTAL NO. OF STEEL REBARS = 40 PLOT TYPE = 0 (NO PLOT) DESIGN TYPE = 2 (CHECK) PERCENT STEEL LIMITS = (1.00 1 MIN. 6.00 1 MAX.) PAGE 1 tttttttrtrttt ' BENT DATA ' tt tttttertterrrttr tr tttttttrt tf tttef trrrfftttrrtttff tttrrrtrttttrrrrtrrrr NUMBER OF COLUMNS IN BENT 1 OUT TO OUT DISTANCE (DIAMETER) OF SPIRAL = 34.00 (INCHES) DISTANCE FROM TOP COLUMN PLASTIC HINGE TO CENTER OF GRAVITY OF THE SUPERSTRUCTURE = 4.15 (FEET) CENTER TO CENTER SPACING OF COLUMNS = 0.00 (FEET) rrrttrttr rrtrrrrrrrrerrtttttrr ' MATERIAL PROPERTIES (PSI) ' ttrrrtrrtrrtttttt tr rrrrrtrrrrttttttrtttttrtttrttrrrrttttttttrttttetfff trr ULTIMATE CONCRETE COMPRESSIVE STRESS - FC = 3250. YOUNG'S MODULUS FOR CONCRETE . SC = 3249500. YOUNG'S MODULUS FOR STEEL BARS - ES = 29000000. ULTIMATE CONCRETE COMPRESSIVE STRAIN - ED = .003 YIELDING STRESS FOR STEEL BARS . FY = 60000. TITLE LEUCADIA - PLAST RINGS, top 10/2/96 PAGE 2 RECTANGULAR CROSS-SECTION R% NY 57.00 48.00 CONCRETE COORDINATES (INCHES) COOED E Y 1 28.5D 24.00 2 -28.50 24.00 3 -28.50 -24.00 4 28.50 -24.00 TITLE LRDCADIA - PLAST HINGE, top 10/2/96 PAGE 3 ROW PATTERN STEEL RBBAR COORDINATES (INCHES) COORD X Y 1 %1 Y1 %2 2 Y2 AREA BARS ROW 20.67 -20.15 0.00 4.60 -20.67 0.00 20.15 1,56 2 1 -20.15 -20.15 4.60 -4.60 2D. 15 4.60 20.15 1.56 2 2 -20.15 18.62 -4.60 8.97 20.15 -4.60 -18.62 1.56 2 3 18.62 18.62 8.97 -8.97 -18.62 8.97 -18.62 1.56 2 4 18.62 16.16 -8.97 12.89 -18.62 -8.97 -16.16 1.56 2 5 16.16 16.16 12.89 -12.89 -16.16 12.89 -16.16 1.56 2 6 16.16 12.89 -12.89 16.16 -16.16 -12.89 -12.89 1.56 2 7 12.89 12.89 16.16 -16.16 -12.89 16.16 -12.89 1.56 2 8 12.89 8.97 -16.16 18.62 -12.89 -16.16 -8.97 1.56 2 9 8.97 8.97 18.62 -18.62 -8.97 18.62 -8.97 1.56 2 10 8.97 4.60 -18.62 20.15 -8.97 -18.62 -4.60 1.56 2 11 4.60 4.60 20.15 -20.15 -4.60 20.15 -4.60 1.56 2 12 4.60 0.00 -20.15 20.67 -4.6D -20.15 0.00 1.56 2 13 0.00 20.67 0.00 -20.67 1.56 2 14 -26.56 -20.67 -26.56 20.67 0.60 4 15 -8.52 -20.67 -8.52 20.67 0.60 2 16 8.52 -20.67 8.52 20.67 0.60 2 17 26.56 -20.67 26.56 20.67 0.60 4 18 STEEL RBBAR COORDINATES (INCHES) COORD X Y 1 20.67 0.00 2 -20.67 0.00 3 -20.15 4.60 4 20.15 4.60 5 -20.15 -4.60 6 20.15 -4.60 7 18.62 8.97 8 -18.62 8.97 9 18.62 -8.97 1D -18.62 -8.97 11 16.16 12.89 12 -16.16 12.89 13 16.16 -12.89 14 -16.16 -12.89 15 12.89 16.16 16 -12.89 16.16 17 12.89 -16.16 18 -12.89 -16.16 19 8.97 18.62 20 -8.97 18.62 21 8.97 -18.62 22 -8.97 -18.62 23 4.60 20.15 24 -4.60 20.15 25 4.60 -20.15 26 -4.60 -20.15 27 0.00 20.67 28 0.00 -20.67 29 -26.56 -20.67 30 -26.56 -6.89 31 -26.56 6.89 32 -26.56 20.67 33 -8.52 -20.67 34 -8.52 20.67 35 8.52 -20.67 36 8.52 20.67 37 26.56 -20.67 38 26.56 -6.B9 39 26.56 6.89 40 26.56 20.67 THE MAIN LONGITUDINAL STEEL IS ASSUMED TO BE $ 11 BARS. TITLE LBUCADIA - PLAST BINGE, top 10/2/96 PAGE 4 tt e t t t t t t t t t t t t t f t t t t t t t t t INITIAL REFERENCE DATA t tttttttttttttttttttttttttt ttttttttttttttttttttttttttttttttttttt ettttttttt TOTAL AREA OF THE SECTION AG = 19,00 FTtt2 NOMINAL AXIAL LOAD STRENGTH PO = 10410.44 KIPS TOTAL REINFORCEMENT AREA AST = 50.88 INtt2 PERCENT STEEL = 1.86 1 GROSS MOMENT OF INERTIA ABOUT Y -AXIS IYC = 35.12 FTtt4 GROSS MOMENT OF INERTIA ABOUT X -AXIS IXC = 25.33 FTtt4 STEEL MOMENT OF INERTIA ABOUT Y-AXIS IYS = 0.6211 FTtt4 STEEL MOMENT OF INERTIA ABOUT X -AXIS IXS = 0.5544 FTtt4 TITLE LBUCADIA - PLAST HINGE, [op 10/2/96 PAGE 5 ltf tti}ff llff}f H tttRtllf }} f COLUMN LOAD DATA (X -FT) f } f}!! ff} tttfff H} tllffftitf} t}}} R}} ff f }ff } } } }f } }ltttttlfff }ftttllilf } }ff LOAD NAME: TOP OF COLUMN LOADS FOOTING DATA FILE: YES TYPE FOOTING: SPREAD MOMENT DISTRIBUTION FACT COLUMN STEEL LOCATION DUCTILITY SEISMIC :--- TOP- - -: --- BOTTOM - - -: PERCENT LENGTH TIR =1 T0P =1 FACTOR DESIGN SPC DAY DAX DBY DBX IMPACT (FEET) SPIRAL =O BOTTOM =O (21 CRITERIA CATEGORY 0.00 0.99 0.00 0.00 0.00 34.50 0 1 3.50 CAL COLUMN GROUP LOADS - SERVICE (K -FT) WL LF CF -MY TEMP SF6BY 0 0 0 656 0 -- LL +IMPACT - - -: 0 0 0 0 0 CASE 1 CASE 2 CASE 3 DEAD PRE TRANS LONG AXIAL LOAD STRESS MY -MAX MX -MAX N -MAX WIND MY 760 0 456 456 197 0 MX 0 0 100 100 100 75 P 415 0 62 62 109 -22 PMY 0 0 0 PMX 0 0 0 P 0 0 0 WL LF CF -MY TEMP SF6BY 0 0 0 656 0 0 0 0 0 0 0 0 0 0 0 0 0 0 COLUMN SEISMIC AND ARBITRARY LOADS (X -FT) (ARS) UNREDUCED SEISMIC ARBITRARY LOADS ARBITRARY LOADS CASE 1 CASE 2 SERVICE SERVICE FACTORED FACTORED MAX TRAM MAX LONG AL1 AL2 AL1 AL2 MY TRAM 681. 0. 0. 0. 0. D. MX LONG 0. 490D. 0. 0. 0. 0. P AXIAL 54. 54. 0. 0. 0. 0. NOTE: A FOOTING INPUT DATA FILE WAS NOT CREATED, THE LOADS ARE NOT LOCATED AT THE BOTTOM OF THE COLUMN. TITLE LBUCADIA - PLAST BINGE, top 10/2/96 PAGE 6 f!lRitfftt!!1l11tttt if }ttf lfltitt ltfttttttllf tttl!!} FACTORED LOADS FOR COLUMN DESIGN CHECK (KIP -FT) t tttttfttttttitttttttttttt ttfttttt fftfll tttt ttttttttttttfttt11tttttttttttt APPLIED FACTORED MOMENTS ARE MAGNIFIED FOR SLENDERNESS IN ACCORDANCE WITH CALTRANS BRIDGE DESIGN SPECIFICATIONS. (ART 8.16.5) LENGTH = 34.50 FT PC = 3.25 KSI FY = 60.00 KSI STEEL = 1.86 1 AST = 50.88 SQ IN : - - - - -- APPLIED FACTORED - - - - - -: CAPACITY GROUP CASH TRANS LONG COMB AXIAL (PHItMN) PHI RATIO MY MX M P MU MU /M IH 1 1748. 226. 1762. 539. 4796. 0.81 2.72 OK IH 2 1748. 226. 1762. 539. 4796. 0.81 2.72 OK IH 3 1443. 231. 1461. 776. 4759. 0.77 3.26 OK IP 1 749. 71. 753. 405. 4808. 0.83 6.39 OK IP 2 749. 71. 753. 405, 4808. 0.83 6.39 OK IP 3 1003. 96. 1008. 539. 4828. 0.81 4.79 OK II 749. 100. 755, 376. 4769. 0.84 6.31 OK III 1 1348. 165. 1358, 477. 4794. 0.82 3.53 OK III 2 1348. 165. 1358. 477. 4794. 0.82 3.53 OK III 3 1266. 168. 1277. 673. 4795. 0.79 3.75 OX IV 1 2206. 135. 2210. 485. 4848, 0.82 2.19 OK IV 2 2206. 135, 2210. 485. 4948. 0.82 2.19 OK IV 3 2128. 138. 2132. 681. 4856. 0.79 2.28 OK V 1543. 96. 1546. 362. 4825. 0.84 3.12 OK VI 1 2120. 159. 2126. 458. 4833. 0.82 2.27 OK VI 2 2120. 159. 2126. 458. 4833. 0.82 2.27 OK VI 3 2044. 161. 2050. 647, 4845. 0.79 2.36 OX VII 1 955. 80. 958. 469. 6269, 1.09 6.54 OK VII 2 760. 1400. 1593. 469. 5528, 1.09 3.47 OK NOTE: FOR CALTRANS AND SPCC AND SPC -D ONLY THE UNREDUCBD SEISMIC MOMENTS ARE REDUCED BY THE Z OR R FACTOR. FOR SPC -B BOTH THE UNREDUCED SEISMIC AXIAL AND MOMENTS ARE REDUCED BY THE Z OR R FACTOR. TITLE LEUCADIA - PLAST HINGE, top 10/2/96 PAGE 7 }t }fiftttilf f f l R t}f t t f}} t f t t l e R R R R t f 1111} t f R f f f t ff ' MOMENT MAGNIFICATION AND BUCKLING CALCULATIONS ' t}tfllllf }fflR }tffi }tl2f } }1ltt tf /1/1t 1t if }1fft1 }1111 l}ff if lttt lffifftttt} REFERENCE: 'CALTRANS BRIDGE DESIGN SPECIFICATIONS' (ART 8.16.5) (COLUMN ASSUMED TO BE UNBRACRD AGAINST SIDESWAY.) MAGY = MOMENT MAGNIFACTION FACTOR ABOUT Y -AXIS MAGX = MOMENT MAGNIFACTION FACTOR ABOUT X -AXIS PCY = CRITICAL BUCKLING LOAD ABOUT Y -AXIS PCX = CRITICAL BUCKLING LOAD ABOUT X -AXIS KY = EFFECTIVE LENGTH FACTOR ABOUT Y -AXIS = 1.00 KX = EFFECTIVE LENGTH FACTOR ABOUT X -AXIS = 2.10 KY'L /R = SLENDERNESS RATIO ABOUT Y -AXIS = 25. KX'L /R = SLENDERNESS RATIO ABOUT X -AXIS = 63. IYS = STEEL MOMENT OF INERTIA ABOUT Y -AXIS = 0.6217 FT "4 IXS = STEEL MOMENT OF INERTIA ABOUT X -AXIS = 0.5544 FT "4 MOMENT :- MAGNIFICATION -: GR CA TRAN LONG COMB MAGY MAGX NAG IN 1 1.011 1.044 1.011 IH 2 1.011 1.044 1.011 IM 3 1.020 1.068 1.021 IP 1 1.011 1.032 1.011 IP 2 1.011 1.032 1.011 IP 3 1.015 1.044 1,016 II 1.010 1.029 1.011 III 1 1.010 1.038 1.011 III 2 1.010 1.038 1.011 III 3 1.018 1.057 1.018 IV 1 1.009 1.039 1.009 IV 2 1.009 1.039 1.009 IV 3 1.015 1.058 1.015 V 1.007 1.028 1.007 VI 1 1.008 1.036 1.009 VI 2 1.008 1.036 1.009 VI 3 1.014 1.054 1.014 VII 1 1.000 1.000 1.000 VII 2 1.000 1.000 1.000 CRACKED - TRANSFORMED SECTION - -: BtIY 8'IX 7490822. 8442738. 7490822. 8442738. 6301052. 9442738. 5350587. 8442738. 5350587. 8442138. 5350587. 8442738. 5350587. 8442738, 6879326. 8442738. 6879326. 8442738. 5964487. 8442738. 7992618. 8442738. 7992618. 8442738, 7273913. 8442738. 7304922. 8442738. 7992618. 8442738. 7992618. 8442738, 7273913. 8442738. 5957778. 8442738. 5350587, 8442738. CRITICAL --- BUCKLING - - - - : AXIAL TRAN LONG LOAD PCY PCX P 62114. 15875. 539, 62114. 15875. 539. 52249. 15875. 776, 44367. 15875. 405. 44367. 15875. 05. 44367. 15875. 539. 44367. 15875. 376. 57D44. 15875. 477. 57044. 15875, 477. 49458. 15875. 673. 66275. 15875. 485. 66275. 15875. 485. 60316. 15875. 681, 6D573. 15875. 362. 66275. 15875. 458. 66275. 15875. 458. 60316. 15875. 647. 49402. 15875. 469. 44367. 15875- 469. TITLE LRUCADIA - PLAST HINGE, top 10/2/96 PAGE 8 COLUMN SERVICE LOADS fl-FT) AND MAXIMUM WORKING STRESSES (PSI) YOUNG S MODULUS FOR CONCRETE EC = 3249500. PSI MODULAR RATIO (RS /EC) N = 8.9 : - - -- SERVICE LOADS (K -FT) --- - : - - -- MAX STRESS (PSI) - - - -: TRANS LONG COMB AXIAL CONC STEEL STEEL GP CASE MY MX M P COMP TEN COMP IN 1 1216. 100. 1220. 477. 1008. 10875. 8232. IE 2 1216. 100. 1220. 477. 1008. 10875. 8232. IE 3 957. 100. 962. 524, 772. 5418. 6398. II 608. 60. 611. 314. 492. 3774. 4068. III 1 973. 98. 978. 376. 827. 8995. 6734. III 2 973. 98. 978. 376. 827, 8995. 6734. III 3 766. 98. 772. 414. 634. 4574. 5246. IV 1 1498, 80. 1500. 362. 1246. 18715. 10004. IV 2 1498, 80. 1500. 382. 1246. 18715. 10004. IV 3 1290. 80. 1293. 419. 1066. 13635. 8638. V 1011. 54. 1013. 281. 836, 11962. 6737. VI 1 1337. 88. 1340. 336. 1132. 17005, 9080. VI 2 1337. 88. 1340. 336. 1132. 17005. 9080. VI 3 1152. 88. 1155. 370. 970. 12452. 7853. DL 760. 0. 760. 415. 546. 3768. 4564. TITLE LBUCADIA - PLAST HINGE, top 10/2/96 PAGE 9 7tttt }trtlf +ttfettttrftttfrtltffttf }tart +ttfffffefrrffffft t PROBABLE PLASTIC MOMENT 0.3 X NOMINAL MOMENT) (KIP -FT) t tlttt }Hfflf ttt+ft}ftf }7ti}fff Hfttrtf tf ttfff }ffftff lt} } } } +fftlH tttllH} CODE (8.16.4.4) AND MEMO TO DESIGNERS 15-10 PC = 3.25 KSI FY = 60.00 KSI BO = 0.0030 IN /IN AST = 50.88 SQ IN ANGLE TRANS LONG COMB AXIAL P- BALANCE MPY MPX MP P (APPROX) 90.0 0.77966 +04 0.1360E +00 0.77966+04 0.6282E +04 0.86946 +04 0.15166 +00 0.86948 +04 0.52346 +04 0.9330E +04 0.16286 +00 0.93308 +04 0.41876 +04 0.96368 +04 0.16818 +00 0.96368 +04 0.3142E +04 0.92928+04 0.16216 +00 0.92921 +04 0.20958+04 0.83458 +04 0.1455E +00 0.83458 +04 0.10481 +04 0.75208 +04 0.13118+00 0.75201 +04 0.41568 +03 0.68981 +04 0.12031 +00 0.68981 +04 0.7905E +00 0.60118 +04 0.10488 +00 0.60111 +04 - .52296+03 0.49996 +04 0.87168 -01 0.49991 +04 - .10466 +04 75.0 0.71486 +04 0.19158+04 0.74006+04 0.62816+04 0.78478 +04 0.21038+04 0.81246 +04 0.52356 +04 0.8249E +04 0.22108+04 0.85398 +04 0.41886 +04 0.8417E +04 0.22558 +04 0.81148+04 0.31408 +04 0.83536 +04 0.22386 +04 0.86476 +04 0.20958 +04 0.76288 +04 0.20446 +04 0.7897E +04 0.10488 +04 0.69358 +04 0.1856E +04 0.1179E +04 0.4157E +03 0.63938 +04 0.1713E +04 0.66188 +04 0.7829E +00 0.55948 +04 0.1499E+04 0.5791E+04 - .5230E +03 0.46708 +04 0.12516+04 0.4834E +04 - .10478 +04 60.0 0.60606 +04 0.34996+04 0.6998E +04 0.62818 +04 0.66118 +04 0.38206 +04 0.7640E +04 0.52358 +04 0.69208+04 0.39958+04 0.79918 +04 0.4188B +04 0.7006E +04 0.40458 +04 0.80908 +04 0.31409 +04 0.69458 +04 0.40098+04 0.80198 +04 0.20958 +04 0.64668 +04 0.31336+04 0.74616 +04 0.10486 +04 0.5932E+04 0.34258 +04 0.6850E +04 0.41568 +03 0.54918+04 0.3170E+04 0.6341E +04 0.7524E +00 0.48358 +04 0.27918 +04 0.55838 +04 - .5226E +03 0.4078E +04 0.23548+04 0.47089 +04 - .1046E +04 3140 2669 2826 TITLE LBUCADIA - PLAST BINGE, [op 1012/96 PAGE 10 trrrrerrrrrrr tfff ttttttttrrrrrrrrrrrr ++t +t +ff rf rr er eerrrrrr+rrr r PROBABLE PLASTIC MOMENT VALUES (KIP -FT) AST = 50.88 SQ IN r rrrrrrr rr+r + ++tr + ++++r+r +rrrrrrrrrer rrrrrrrrr rr +r +errrreer +r+rrrrrrrrrrrr ANGLE TRANS LONG COMB AXIAL P- BALANCE MPY MPX MP PH (APPROX) 45.0 0.47858+04 0.47858 +04 0.6768E +04 0.62818 +04 0.52138+04 0.52138 +04 0.73728+04 0.52358 +04 0.54378 +04 0.54378 +04 0.7689E +04 0.4187& +04 0.55008 +04 0.5500E +04 0.71788+04 D.31409 +04 0.5456E +04 0.54568 +04 0.7116E +04 0.20958 +04 0.50948 +04 0.50948 +04 0.72049 +04 0.10488 +04 0.46928 +04 0.4692E +04 0.6635E +04 0.41568 +03 0.43438 +04 0.43438 +D4 0.61428 +04 0.69563 +00 0.38378+04 0.38378 +04 0.54276+04 - .5227B +03 0.32416 +04 0.3241E +04 0.45836 +04 - .10466+04 30.0 0.3342E +04 0.57898+04 0.66848 +04 0.6281E +04 0.36628 +04 0.6344E +04 0.73258 +04 0.52356 +04 0.3841E +04 0.66528+04 0.76818 +04 0.4188E+04 0.39108+04 0.67736 +04 0.18216 +04 0.3140E+04 0.38886 +04 0.6135E+04 0.71178+04 0.20958 +04 0.35818 +04 0.62031 +04 0.7162E +D4 0.10488 +04 0.32758+04 0.5673E +04 0.65508 +D4 0.41576 +03 0.3027E +04 0.5244E +04 0.60551 +04 0.81618 +00 0.26531 +04 0.4596E+04 0.5307E +04 - .52268 +03 0.22238 +04 0.38508+04 0.44466 +04 - .10468 +04 15.0 0.11518 +04 0.65358 +04 0.67658 +04 0.62818 +04 0.19418 +04 0.72458 +04 0.7500E +04 0.52358 +04 0.2063E +04 0.77008+04 0.7972E +04 0.41888 +04 0.21328 +04 0.79568 +04 0.8236E +04 0.31406 +04 0.20869 +04 0.77848+04 0.80598 +04 0.20958 +04 0.18868+04 0.70396+04 0.72879 +04 0.10488 +04 0.17078+04 0.63726+04 0.6597E+04 0.41578 +03 0.15686 +04 0.58548+04 0.60609 +04 0.97368 +00 0.13628 +04 0.50836+04 0.5262E+04 - .5229E +03 0.1128E +04 0.42108 +04 0.43598 +04 - .10466 +04 0.0 0.12146 +00 0.69548 +04 0.69546 +04 0.62829 +04 0.13648+00 0.78149 +04 0.78148 +04 0.52349 +04 0.14798+00 0.8475E +04 0.84158 +04 0.41876 +04 0.1532E +00 0.87788+04 0.8778B +04 0.31428+04 0.14738 +00 0.84418+04 0.8441E +04 0.20958 +04 0.1320& +00 0.75658 +04 0.15656 +04 0.10485 +04 0.11876 +00 0.68028 +04 0.6802E +04 0.41568 +03 0.10848 +00 0.6211E +04 0.62118+04 0.8956E +00 0.93418-01 0.5354E +04 0.53546 +04 -.52296 +03 0.1660E -01 0.43916 +04 0.43918 +04 - .1D469 +04 3559 2669 2931 31?2 TITLE LRUCADIA - PLAST HINGE, top 10/2/96 PAGE 11 DRSIGN ASSUMPTIONS: 1. ALL COLUMNS ARE THE SAME I.B., PRISMATIC, EQUAL LENGTH, EQUAL SPACING. 2. PLASTIC HINGES FORM AT THE TOP AND BOTTOM OF THE COLUMNS. 3. THE DISTANCE BETWEEN THE PLASTIC BINGES IS TAKEN AS THE COLUMN LENGTH, 9. THE OVER- TURNING FORCE ACTS THROUGH THE C.G. OF THE SUPERSTRUCTURE AT A DISTANCE 'CGS' ABOVE THE TOP OF THE COLUMN. S. THE COLUMNS ARE NUMBERED FROM LEFT TO RIGHT AND THE OVERTURNING FORCE ACTS TO THE RIGHT. TITLE LEUCADIA - PLAST RINGS, BOTT 1012/96 COLUMN TYPE 2 (RECTANGULAR) CONCRETE LOOPS 1 TOTAL NO. OF CONCRETE COORD. : 4 STEEL SHEAR PATTERN = 5 (ROWS) NUMBER OF STEEL REBAR ROWS = 18 TOTAL NO. OF STEEL RBBARS = 40 PLOT TYPE = 0 (NO PLOT) DESIGN TYPE = 2 (CHECK) PERCENT STEEL LIMITS (1.00 1 MIN. 6.00 4 MAX.) PAGE 1 tttttttttttff t BENT DATA f rrrrrrrrrt urrttrt of er urrrruff ufurtetf trrrtrtrttrtttttrt n rtrrt utf tf NUMBER OF COLUMNS IN BENT = I OUT TO OUT DISTANCE (DIAMETER) OF SPIRAL = 44.00 (INCHES) DISTANCE FROM TOP COLUMN PLASTIC RINGS TO CENTER OF GRAVITY OF THE SUPERSTRUCTURE = 4.75 (FEET) CENTER TO CENTER SPACING OF COLUMNS = 0.00 (FEET) f tetrrrf irrtrrtlfxtrtt /irf lift f MATERIAL PROPERTIES (PSI) t of rrt rte trrrtrttr rrff rrffff rrf tttttttrrrtrtf tf tttf tffff rff trrrrrf rrrrrrfr ULTIMATE CONCRETE COMPRESSIVE STRESS - FC = 3250. YOUNG'S MODULUS FOR CONCRETE - RC = 3249500. YOUNG'S MODULUS FOR STEEL BARS - BS = 29000000. ULTIMATE CONCRETE COMPRESSIVE STRAIN - BO = .003 YIELDING STRESS FOR STEEL BARS - FY = 60000. TITLE LEUCADIA - PLAST HINGE, BOTT 10/2/96 PAGE 2 RECTANGULAR CROSS - SECTION HX HY 72.00 72.00 CONCRETE COORDINATES (INCHES) COOED X Y 1 36.00 36.00 2 -36.00 36.00 3 -36.00 -36.00 4 36.00 -36.00 TITLE LEOCADIA - PLAST NINGR, BOTT 10/2/96 PAGE 3 RON PATTERN X1 Y1 X2 Y2 AREA BARS ROW 20.67 0,00 -20.67 0.00 1.56 2 1 -20.15 4.60 20.15 4.60 1,56 2 2 -20.15 -4.60 20.15 -4.60 1.56 2 3 18.62 8.97 -18.62 8.97 1.56 2 4 18.62 -8.97 -18.62 -8.97 1.56 2 5 16.16 12.89 -16.16 12.89 1.56 2 6 16.16 -12.89 -16.16 -12.89 1.56 2 7 12.89 16.16 -12.89 16.16 1.56 2 8 12.89 -16.16 -12.89 -16.16 1.56 2 9 8.97 18.62 -8.97 18.62 1.56 2 10 8.97 -18.62 -8.97 -18.62 1.56 2 11 4.60 20.15 -4.60 20.15 1.56 2 12 4.60 -20.15 -4.60 -20.15 1.56 2 13 0.00 20.67 0.00 -20.67 1.56 2 14 -33.06 -33.06 -33.06 33.06 0.60 4 15 -11.02 -33.06 -11.02 33.06 0.60 2 16 11.02 -33.06 11.02 33.06 0.60 2 17 33.06 -33.06 33.06 33.06 0.60 4 18 STEEL REBAR COORDINATES (INCHES) COORD X Y 1 20.67 0.00 2 -20.67 0.00 3 -20.15 4.60 4 20.15 4.60 5 -20.15 -4.60 6 20.15 -4.60 7 18.62 8.97 8 -10.62 8.97 9 18.62 -8.97 10 -18.62 -8.97 11 16.16 12.89 12 -16.16 12.89 13 16.16 -12.89 14 -16.16 -12.89 15 12.89 16.16 16 -12.89 16.16 17 12.89 -16.16 18 -12.89 -16.16 19 8.97 18.62 20 -6.97 18.62 21 8.97 -18.62 22 -8.97 -18.62 23 4.60 20.15 24 -4.60 20.15 25 4.60 -20.15 26 -4.60 -20.15 27 0.00 20.67 28 0.00 -20.67 29 -33.06 -33.06 30 -33.06 -11.02 31 -33.06 11.02 32 -33.06 33.06 33 -11.02 -33.06 34 -11.02 33.06 35 11.02 -33.06 36 11.02 33.06 37 33.06 -33.06 38 33.06 -11.02 39 33.06 11.02 40 33.06 33.06 THE MAIN LONGITUDINAL STEEL IS ASSUMED TO BE N 11 BARS. TITLE LEUCADIA - PLAST BINGE, BUTT 1012196 PAGE 4 t t t t t i i t i t t t t t t i i t t t t t t t t t INITIAL REFERENCE DATA t trtttttttttt ttt tttttttttttttttttttttttttttttttttttttttttttttttttttttttttt TOTAL AREA OF THE SECTION AG = 36.00 FTtt2 NOMINAL AXIAL LOAD STRENGTH PO = 17233.04 KIPS TOTAL REINFORCEMENT AREA AST = 50.88 INtt2 PERCENT STEEL 0.98 1 GROSS MOMENT OF INERTIA ABOUT Y -AXIS IYC = 108.00 FTtt4 GROSS MOMENT OF INERTIA ABOUT X -AXIS IXC = 1D8.00 FTtt4 STEEL MOMENT OF INERTIA ABOUT Y -AXIS IYS = 0.7170 FTtt4 STEEL MOMENT OF INERTIA ABOUT X -AXIS IXS = 0.7170 FTtt4 TITLE LBUCADIA - PLAST HINGE, BOTT 10/2/96 PAGE 5 t t t t/ t t e t t t t t r f f f t t t t t t t f tf t COLUMN LOAD DATA (X -FT) t tfeet tttttrttt tttttttt et ttttttrttt tttttef ettrrt ttrrtff etttttftf tf tetttet LOAD NAME: TOP OF COLUMN LOADS FOOTING DATA FILE: YES TYPE FOOTING: SPREAD MOMENT DISTRIBUTION FACT COLUMN STEEL LOCATION DUCTILITY SEISMIC :--- TOP --- : --- BOTTOM - - -: PERCENT LENGTH TIE =1 TOP =1 FACTOR DESIGN SPC DAY DAX DBY DBX IMPACT (FRET) SPIRAL:O BOTTOM =O (Z) CRITERIA CATEGORY 0.99 0.00 0.00 0.00 0.00 34.50 0 0 3.50 CAL COLUMN GROUP LOADS - SERVICE (X -FT) -- LL +IMPACT - - -: CASE 1 CASE 2 CASE 3 DEAD PRE TRANS LONG AXIAL LOAD STRESS MY -MAX MX -MAX N -MAX WIND AL IF CF -MY TEMP SF&BY MY 0 0 100 100 100 866 0 0 0 0 0 MX 906 0 305 305 95 0 0 0 0 1376 0 P 535 0 62 62 109 -22 0 0 0 0 0 PRY 0 0 0 0 PMX 0 0 0 0 P 0 0 0 0 COLUMN SEISMIC AND ARBITRARY LOADS (X -FT) (ARS) UNREDUCED SEISMIC ARBITRARY LOADS ARBITRARY LOADS CASE 1 CASE 2 SERVICE SERVICE FACTORED FACTORED MAX TRAN MAX LONG AL1 AL2 AL1 AL2 MY TRAN 4080, 0. 0. 0. 0. 0. MX LONG 0. 3540. 0. 0. 0. 0. P AXIAL 54. 54. 0. 0. 0. 0. TITLE LBUCADIA - PLAST HINGE, BOTT 10/2/96 PAGE 6 t t t t t t t t t f e t t t t t t r t t r t t t t t t t t t t t t t t r t t t t t t t f t f r t t trt t FACTORED LOADS FOR COLUMN DESIGN CHECK (RIP -FT( }}}}}}}if }}}!l HftttHtft}!}}H Htttllff riff MlHiit}tttf tttt ti /II}}tfltt APPLIED FACTORED MOMENTS ARE MAGNIFIED FOR SLENDERNESS IN ACCORDANCE WITH CALTRANS BRIDGE DESIGN SPECIFICATIONS- (ART 8.16.5) LENGTH = 34.50 FT FC = 3.25 XSI FY = 60.00 XSI STEEL = 0.98 1 AST = 50.88 SQ IN : - - - - -- APPLIED FACTORED - - - - - -: CAPACITY GROUP CASE TRANS LONG COMB AXIAL (PHIrMN) PHI RATIO MY MX M P MU MU /M IH 1 219. 1544, 1560. 656. 7196. O.B4 4.61 OX IH 2 219. 1544. 1560. 656. 7196. 0.84 4.61 OX IH 3 221. 1384. 1401. 932. 7426. 0.82 5.30 OR IP 1 121. 883, 892. 522. 7072. 0.85 7.93 OX IP 2 121. 883. 892. 522. 7072, 0.85 7.93 OX IP 3 162. 1178. 1189. 695. 7235. 0.84 6.09 OR II 1135. 883. 1438. 493. 6870. 0.86 4.78 OX III 1 473. 1280. 1364. 594. 7025, 0.85 5.15 OX III 2 473. 1280. 1364. 594. 7025. 0.85 5.15 OX III 3 475. 1301. 1385. 829. 7220. 0.83 5.21 OR IV 1 140, 3069, 3072. 602. 7211. 0.85 2.35 OX IV 2 140. 3069. 3072. 602. 7211. 0.85 2.35 OX IV 3 196. 3090. 3096. 837. 7415. 0.83 2.39 OX V 1090. 2569. 2791. 474. 6902. 0.86 2.47 OX VI 1 454. 2951, 2985. 571. 7109. 0.85 2.38 OX VI 2 454. 2951. 2985, 571. 7109. 0.85 2.38 OX VI 3 456. 2971. 3006. 797. 7316. 0.83 2.43 OX VII 1 1166. 906. 1476. 589. 8978, 1.13 6.08 OX VII 2 135. 1917. 1922. 589. 9259. 1.13 4.82 OX NOTE: FOR CALTRANS AND SPC -C AND SPC -D ONLY THE UNREDUCED SEISMIC MOMENTS ARE REDUCED BY THE Z OR R FACTOR. FOR SPC-B BOTH THE UNREDUCED SEISMIC AXIAL AND MOMENTS ARE REDUCED BY THE Z OR R FACTOR. TITLE LEUCADIA - PLAST HINGE, BOTT 10/2/96 PAGE 7 !t }if ff} }tiff }1111 11tH lffftrt1 1111 } }f t}M }Ittif}t ! MOMENT MAGNIFICATION AND BUCKLING CALCULATIONS t rrf ttrtrrrrrtrrtt!l rrrt trtrt rtttttrtlff!lf ttf turf !!!lrtrrr trtlrttr lttrtt REFERENCE: 'CALTRANS BRIDGE DESIGN SPECIFICATIONS' (ART 8.16.5) (COLUMN ASSUMED TO BE UNBRACBD AGAINST SIDESNAY.) NAGY = MOMENT MAGNIFACTION FACTOR ABOUT Y -AXIS MAGX = MOMENT MAGNIFACTION FACTOR ABOUT X -AXIS PCY = CRITICAL BUCKLING LOAD ABOUT Y -AXIS PCX = CRITICAL BUCKLING LOAD ABOUT X -AXIS KY = EFFECTIVE LENGTH FACTOR ABOUT Y -AXIS = 2.10 KX = EFFECTIVE LENGTH FACTOR ABOUT X -AXIS = 1.00 KY*L /R = SLENDERNESS RATIO ABOUT Y -AXIS = 42. KXtL /R = SLENDERNESS RATIO ABOUT X -AXIS = 20. IYS = STEEL MOMENT OF INERTIA ABOUT Y -AXIS = 0.1170 FTtt4 IXS = STEEL MOMENT OF INERTIA ABOUT X -AXIS = 0.7170 FTtt4 MOMENT CRACKED CRITICAL :- MAGNIFICATION- :-- TRANSFORMBD SECTION--: - - - -- BUCKLING ---- : AXIAL GR CA TRAN LONG COMB EtIY EtIX THAN LONG LOAD MAGY MAGX NAG PCY PCX P IN 1 1.012 1.000 1. DOD 24892903. 15834676. 46806. 131302. 474. IH 2 1.012 1.000 1.000 24892903. 15834676. 46806. 131302. 474. IH 3 1.018 1.000 1.000 24892903. 13446631. 46806. 111500. 689. IP 1 1.009 1.000 1.000 24892903. 12446451. 46806. 103207. 340. IP 2 1.009 1.000 1.000 24892903. 12446451. 46806. 103207. 340. IP 3 1.012 1.000 1.000 24892903. 12446451. 46806. 103207. 453. II 1.008 1.000 1.005 24892903. 12446451. 46806. 103207. 311. III 1 1.010 1.000 1.001 24892903. 14727802. 46806. 122124. 412. III 2 1.010 1.000 1.001 24892903. 14727802. 46806. 122124. 412. III 3 1.015 1.000 1.002 24892903. 13066489. 46806. 108348. 586. IV 1 1.011 1.000 1.000 24892903. 19328847. 46806. 160276. 421. IV 2 1.011 1.000 1.000 24892903. 19328847. 46806. 160276. 421. IV 3 1.016 1.000 1.000 24892903. 18023280. 46806, 149450. 595. V 1.007 1.000 1.001 248929D3. 18708359. 46806. 155131. 292. VI 1 1.010 1.000 1.000 24892903. 19328848. 46806. 160276. 389. VI 2 1.010 1.000 1.000 24892903, 19328848. 46806. 160276. 389. VI 3 1.014 1.000 1.000 24892903. 18023280. 46806, 149450. 555. VII 1 1.000 1.000 1.000 24892903. 12446451. 46806. 103207. 347. VII 2 1.000 1.000 1.000 24892903. 16905107. 46806. 140178. 347. TITLE LEUCADIA - PLAST HINGE, BOTT 10/2/96 PAGE 8 COLUMN SERVICE LOADS (K -FT) AND MAXIMUM WORKING STRESSES (PSI) YOUNG S MODULUS FOR CONCRETE - EC = 3249500. PSI MODULAR RATIO (ES /EC) - N = 8.9 : - - -- SERVICE LOADS (K -FT) --- - : - - -- MAX STRESS (PSI) ----: TRANS LONG COMB AXIAL CONC STEEL STEEL GP CASE MY MX M P COMP TEN COMP IN 1 100. 1211. 1215. 597. 455. 3225, 3755. IB 2 100. 1211. 1215. 597. 455. 3225. 3755. IH 3 100. 1001. 1006. 644. 355. 1191. 2979. II 693. 725. 1003. 410. 516. 4510. 4213. III 1 288. 969. 1011. 472. 442. 3443. 3626. III 2 288. 969. 1011. 472. 442, 3443. 3626, III 3 288. 801. 851. 510. 344. 1582, 2873. IV 1 80. 2070. 2071. 478, 999. 20162. 7678. IV 2 80. 2070. 2071. 478. 999. 20162, 7678. IV 3 80. 1902. 1903. 515. 885, 15839. 6886. V 619. 1630. 1743. 366. 1104, 19418. 8605. VI 1 257. 1848. 1866. 422. 998. 19112. 7713. VI 2 257. 1848. 1866. 422. 998. 19112. 7713. VI 3 257. 1698. 1717. 455, 890. 15200. 6955. DL 0. 906. 906. 535. 300. 1209. 2512. TITLE LEUCADIA - PLAST RINGS, BUTT 10/2/96 PAGE 9 fe Nl }} }1r}f H I}f lrr}fff if ttffH H}f tff11 /111111 /1t t SERVICE LOADS FOR FOOTING DESIGN (UNITS RIP -FT) t ftltf!lttt } } }ffttt Hf }f1H 1f 1f t!lttffffffffffffffffff if ttftll }f rift li tlff GROUP CASE TRANS LONG COMB AXIAL fe�ef tttrrrrrfftlrrfffttt if rrrlrf rtfffftf tffetfffftt t FACTORED LOADS FOR FOOTING DESIGN (UNITS RIP -FT) ' fftttttlf tff of ttttttt rt trftt }ttfffrf rrr1r11f rff if trrrrrrrf rf ttetf tf ttrfff GROUP CASE MY MX M P IM 1 100. 1211, 1215. 597. IN 2 100. 1211. 1215. 597, IN 3 100. 1001. 1006. 644. II 3 693. 725. 1003. 410. III 1 288. 969. 1011. 472. III 2 288. 969. 1011. 472, III 3 288. 801. 851. 510. IV 1 80. 1070. 2071. 478. IV 2 80. 2070. 2071. 478. IV 3 80. 1902. 1903. 515. V 3 619. 1630. 1743. 366. VI 1 257. 1848. 1866. 422. VI 2 257. 1848. 1866. 422. VI 3 257. 1698. 1717. 455. fe�ef tttrrrrrfftlrrfffttt if rrrlrf rtfffftf tffetfffftt t FACTORED LOADS FOR FOOTING DESIGN (UNITS RIP -FT) ' fftttttlf tff of ttttttt rt trftt }ttfffrf rrr1r11f rff if trrrrrrrf rf ttetf tf ttrfff GROUP CASE TRANS LONG COMB AXIAL MY MI M P IN 1 217. 1839. 1851. 830. IS 2 217. 1839. 1851. 830. IB 3 217. 1384. 1400. 932. IP 1 0. 1178. 1178. 695. IP 2 0. 1178. 1178. 695. IP 3 0. 1178. 1178. 695. II 1126, 1178. 1629. 667. III 1 468. 1574. 1642. 768. III 2 469. 1574. 1642. 768. III 3 468, 1301, 1383. 829. IV 1 130. 3363. 3366. 776. IV 2 130. 3363. 3366. 776. IV 3 130. 3090. 3093. 837. V 1083. 2853. 3051, 641. VI 1 450. 3234. 3265. 738. VI 2 450. 3234. 3265. 738. VI 3 450. 2971. 3005. 797. TITLE LBUCADIA - PLAST BINGE, BOTT 10/2/96 PAGE 10 ltffif fftt lfflrtf tffff}f} 1}t 1f} }t}tt } t I}It lllllf } }1f 1f }tffl ' PROBABLE PLASTIC MOMENT (1.3 X NOMINAL MOMENT) (KIP-FT) ' tf } }i Hlfftff }ftf } }f4 }tittifftf }} } }f itf ltttf111lfffttf llt } }f lfftfff if 1f 11 CODE (8.16.4.41 AND MEMO TO DESIGNERS 15-10 PC = 3.25 XSI FY = 60.00 ESI BO = D.0030 IN /IN AST = 50.88 SQ IN ANGLE TRANS LONG COMB AXIAL P- BALANCE MPY MPX MP P (APPROX) 90.0 0,15508 +05 0.27048 +00 0.15508+05 0.10346+05 0.16168 +05 0.29236 +00 0.16768 +05 0.86156 +04 0.1723E +05 0.30068 +00 0.17236 +05 0.6892E +04 0.17036 +05 0.29708400 0.1703E+05 0.5171E +04 0.15668 +05 0.27318 +00 0.15668+05 0.34486 +04 0.13082 +05 0.22818 +00 0.13088 +05 0.17258 +04 0.10758 +05 0.1874E +00 0.10758 +05 0.53668 +03 0.95478 +04 0.16658+00 0.95478 +04 0.97968 +00 0.73978 +04 0.1290E +00 0.73976 +04 - .86018+03 0.47938 +04 0.8354E -01 0.47932 +04 - .17228 +04 75.0 0.14398 +05 0.3855E+04 0.14908 +05 0.10348 +05 0.15488 +05 0.41479 +04 0.16028 +05 0.86158 +04 0.15788+05 0.42288 +04 0.16346 +05 0.6892E +04 0.15428 +05 0.41318 +04 0.15968 +05 0.51718 +04 0.14489 +05 0.38789+04 0.14998+05 0.34489 +04 0.12298 +05 0.32926 +04 0.12729 +05 0.1724E+04 0.10158 +05 0.2718E +D4 0.10509+05 0.5360E +03 0.9016E+04 0.24158 +04 D.93348 +04 0.1053E +01 0.70058 +04 0.18768 +04 0.72528 +04 - .86078+03 0.47168 +04 0.12628+04 0.48828+04 - .17229 +04 60.0 0.12508+05 0.72188 +04 0.14448 +05 O.ID34E405 0.13402 +05 0.77348 +04 0.15478 +05 0.86158404 0.13608+05 0.7853E +04 0.1571E +05 0.68928+04 0.13218 +05 0.7625E +04 0.1525E +05 0.51718+04 0.12368 +05 0.7133E +04 0.14276+05 0.34488+04 0.10758 +05 0.62058 +04 0.12418 +05 0.17248 +04 0.89878 +04 0.51888404 0.10388 +05 0.53639 +03 0.80418 +04 0.46428 +04 0.92848 +04 0.1475E +01 0.63078404 0.36418 +04 0.72838 +04 - .86068 +03 0.4321E +04 0.24948 +04 0.49898+04 - .17228 +04 6374 7150 7322 TITLE LEUCADIA - PLAST HINGE, BOTT 10/2/96 PAGE 11 ttrrrttttt++ tretfrffrrtttr++++++ tttttrtttttttffffettff + +ttrrttr t PROBABLE PLASTIC MOMENT VALUES (RIP -FT) AST - 50.88 SO IE t tttttttrtef tef ttttu t++ ttttttttttttrtttttettttt rtttrtttttu ttttffrttf cell ANGLE TRAMS LONG COMB AXIAL P- BALANCE MPY MPI MP PN (APPROX) 45.0 0.10101 +05 0.10109 +05 0.14288 +05 0.10348 +05 0.10799 +05 0.10799 +05 0.15266 +05 0.86151+04 0.10938 +05 0.10939 +05 0.15468+05 D.68926 +04 0.10606 +05 0.10606 +05 0.14999 +05 0.51719 +04 0.98858 +04 0.98858 +04 0.13986 +05 0.34486 +04 0.86929 +04 0.86926 +04 0.12299 +05 0.17241+04 0.73129+04 0.73128 +04 0.1034E +05 0.53628 +03 0.65739 +04 0.65736 +04 0.92951 +04 0.15069 +01 0.51936 +04 0.51938+04 0.73449+04 - .86016 +03 0.36018 +04 0.36019 +04 0.50938+04 - .17229 +04 30.0 0.12188 +04 0.1250E +05 0.14446 +05 0.10348 +05 0.77346+04 0.13409 +05 0.15418+05 0.86156+04 0.78538+04 0.13609 +05 0.15716+05 0.68929 +04 0.7625E +04 0.13211 +05 0.15258 +05 0.5171E +04 0.71338 +04 0.1236E +05 0.14272 +05 0.34488+04 0.62058+04 0.10758 +05 0.12419 +05 0.17246 +04 0.51888 +04 0.89871 +04 0.10388 +05 0.53636+03 0.46429+04 0.80418 +04 0.92848+04 0.14758+01 0.36416+04 0.63078 +04 0.7283E+04 - .86068 +03 0.24946 +04 0.43218 +04 0.49899+04 - .17228 +04 15.0 0.38558+04 0.14396 +05 0.14906 +05 0.1034E +05 0.41478+04 0.15481 +05 0.16028 +05 0.86158 +04 0,42288 +04 0.15788 +05 0.16348 +05 0.6892E +04 0.41311 +04 0.1542E +05 0.15968+05 0.5171E +04 0.3878E +04 0.1448E+D5 0.14998 +05 0.34488 +04 0.32926 +04 0.12298 +05 0.1272E +05 0.17246 +04 0.27188 +04 0.10158 +05 0.1050E+05 0.53608+03 0.24158 +04 0.9016E +04 0.9334E +04 0.10538+01 0.18761 +04 0.7005E +04 0.72528+04 - .86079 +03 0.1262E +04 0.47161 +04 0.48828 +04 - .1722E +04 0.0 0.2706E +00 0.15508 +05 0.15506 +05 0.1034E+05 0.2925E+0D D.1676E +05 0.16768 +05 0.86151 +D4 D.30081+00 0.17236 +05 0.17236 +05 0.68926+04 0.29716+00 0.17038 +D5 0.17036+05 0.51716 +04 0.27338 +00 0.15668+05 0.1566E +05 0.34486 +04 0.22838 +00 0.1308E +05 0.13088+05 0.17256 +04 0.18768+00 0.1075B +05 0.10758+05 0.53668 +03 D.1666B +00 0.95476 +04 0.95478 +04 D.9796E 40 0.12908+00 D.73979 +04 0.73978+04 - .8601& +03 0.83586 -01 0.47936 +04 0.47938+04 - .17226 +04 7236 7322 7150 6374 TITLE LBUCADIA - PLAST HINGE, BOTT 10/2/96 PAGE 12 DESIGN ASSUMPTIONS: ALL COLUMNS ARE THE SAME I.B., PRISMATIC, EQUAL LENGTH, EQUAL SPACING. PLASTIC HINGES FORM AT THE TOP AND BOTTOM OF THE COLUMNS. THE DISTANCE BETWEEN THE PLASTIC HINGES IS TAKEN AS THE COLUMN LENGTH. THE OVER- TURNING FORCE ACTS THROUGH THE C.G. OF THE SUPERSTRUCTURE AT A DISTANCE 'CGS' ABOVE THE TOP OF THE COLUMN. THE COLUMNS ARE NUMBERED FROM LEFT TO RIGHT AND THE OVERTURNING FORCE ACTS TO THE RIGHT. APPENDIX D "FAD" OUTPUT Date: 10- OCT -96 Time: 08:29:34 Page: 1 Project Title: LBUCADIA POC - FINAL DESIGN, foot 10/4/9 ftrttttlrltlrf}/ t f t t r t t t l l t t t t t r t ttt t t t t t t t t t t r t t f e t tf tt l f t f tiff f t t if tiff = Footing Analysis and Design t t VERSION 3.0.10 05- NOV -93 t meet rffrt rr nrr rtt tf tt} ett} ltfftttu flttftetrrrtrrrfftrrr rttrfrtrrrtftrt t e t e f f f t t i t t t ft t COLUMN DATA t ertt utret a rrrrrtttttttttt rrrr tf ttttrrrrrttf ttrrrtfttrtrt rt tt tfrrtrrrflt COLUMN WIDTH X -DIR (TRANS) 4.00 FT COLUMN DEPTH Y -DIR (LONG) 4.00 FT COLUMN AREA 12.51 FTtt2 EQUIVALENT WIDTH X-DIR (TRANS) = 3.54 FT EQUIVALENT DEPTH Y -DIR (LONG) = 3.54 FT LIVE LOAD PERCENT IMPACT = 25.00 PBRCBNT END CONDITION ABOUT X -AXIS = FIX END CONDITION ABOUT Y -AXIS FIX NUMBER OF COLUMNS IN BENT 1 COLUMNS f} t t l f l t t t t t l t t t FOOTING DATA t tlfffff}ftf}If tf It if lfifi}lfif iTTT}ff }11f t1 tl Mlttf }ffftffft Hffftt ttttit TYPE OF FOOTING ANALYSIS FOOTING LENGTH X -DIR (TRAN) FOOTING WIDTH Y -DIR (LONG) MIN FOOTING DEPTH CONSIDERED MAX FOOTING DEPTH CONSIDBRED TYPE OF FOOTING DESIGN 18.00 FT 16.00 FT - 4.00 FT 10.00 FT SPREAD t t r r t t r r r r t r l r r t t t t t f t t t t t f t t tf * FOOTING MATERIAL PROPERTIES t rr tt teat tf ttttttttrttrrrrtlr rrtfrttt }ffflttfffllrett }t }ttttrttt }rrrr t }tt ULTIMATE CONCRETE COMPRBSSIVB STRESS (FC) = 3250.0 PSI YIELD STRESS OF STEEL REINFORCEMENT (FY) = 60000.0 PSI UNIT WEIGHT OF CONCRETE 150.0 PCF MODULAR RATIO IBS /EC) (N) 8.9 Date: 10- OCT -96 Time: 08:29:34 Page: 2 Project Title: LBUCADIA POC - FINAL DESIGN, foot 10/4/9 tf t ttt t rtt t***t*tf! }tt t***t*tf }f * TOP FLEXURE REINFORCEMENT DATA }! } }1R}if ffftt!!I!1lff }llff }! }f }tilt }ifi }f tftltt}f It tff }**t**tt }t1111ffff BAR SIZE IN X -DIR (TRAY) = 6 BAR SIZE IN Y -DIR (LONG) 6 TOP BAR CLEARANCE 3.00 INCHES DIRECTION OF TOP BARS = X DIRECTION tttttt tttttttttftttrtttttttfttttt*ttt t BOTTOM FLEXURE REINFORCEMENT DATA t ttrtttttttttttttttttttttrttt tttttttr tttttttttttrttt ttttttttrtrrtttttttttt BAR SIZE IN X -DIR (THAN) = 9 BAR SIZE IN Y -DIR (LONG) 9 BOTTOM BAR CLEARANCE = 3.00 INCHES DIRECTION OF BOTTOM BARS = X DIRECTION tttttftt*kf***tftfftfttttttt * SHEAR REINFORCEMENT DATA t i* tttttttttttttt tttt ttttttttfttttttttttttttt ttttttttttfttffttttfttttttttt STIRRUP BAR SIZE 5 STIRRUP SPACING X -DIR (THAN) = 12.00 INCHES STIRRUP SPACING Y -DIR (LONG) = 12.00 INCHES tf*t et* *t*tff * SOIL DATA f of tf fff} }1lftttrrrrrtrrrfftrrrrrrf rtt :tttf rrrrrf ttf tttterf rf refferlef elf DEPTH OF EARTH COVER = 4.25 FT UNIT WEIGHT OF COVER = 120.00 PCF ENVIRONMENTAL FACTOR M = 170.00 X /IN NET BEARING CAPACITY (SERVICE) = 4.00 TONS /FTt *2 MAX BEARING CAPACITY (SERVICE) = 4.50 TONS /FTt *2 (INCLUDES WEIGHT OF OVERBURDEN) to tf n trrrfen utf tl tf tf tf * SPREAD FOOTING COST DATA t ettff if }1rf}ftetttttttfttltl}te to tfffte} /f }t}t}eftttettf tlfefeteffff tl } }f CONTRACT ITEM PRICE UNIT STRUCTURE EXCAVATION (BRIDGE) 25.00 $ /CY STRUCTURE BACXFILL (BRIDGE) = 28.00 $ /CY STRUCTURAL CONCRETE BRIDGE FOOTING = 247.00 $ /CY BAR REINFORCEMENT (BRIDGE) = 0.41 $ /LB Date: 10- OCT -96 Time: 08:29:34 Page: 3 Project Title: LEOCADIA POC - FINAL DESIGN, foot 10/4/9 tfttttftf}tffrtttffflttttttt ' FOOTING LOAD DATA (X -FT) ' SEISMIC ANALYSIS SPECIFICATIONS: DESIGN CRITERIA PERFORMANCE CATEGORY MODIFICATION FACTOR (SDC) (SPC) (R) CAL 0.000 BOTT OF COLUMN LOADS (ARS) UNREDUC CASE 1 MAX IRAN MY TRAN 5283. MX LONG 0. P AXIAL 68. WL LF CF -MY TEMP SF&BY 0 0 0 0 0 0 0 0 1376 0 0 0 0 0 0 0 0 0 iD SEISMIC ARBITRARY LOADS ARBITRARY LOADS CASE 2 SERVICE SERVICE FACTORED FACTORED MAX LONG AL1 AL2 AL1 AL2 0. 0. 0. 0. 0. 4363. 0. 0. 0. 0. 68. 0. 0. 0. D. PROBABLE PLASTIC (PB) LOADS (1.3 X NOMINAL MOMENT) (X -FT) PB1 PB2 PB3 PB4 PBS PB6 PB7 MAX TRAN 75-DEGRER 60-DEGREE 45- DEGREE 30- DEGRBS 15-DEGREE MAX LONG MY 5291. 5110. 4582. 3741. 2645. 1369. 0. MX 0. 1369, 2645. 3741. 4582. 5110. 5291. P 550. 550. 550. 550. 550. 550. 550. -- LL +IMPACT - - -: CASE 1 CASE 2 CASE 3 DEAD PRE TRANS LONG AXIAL LOAD STRESS MY -MAX MX -MAX N -MAX WIND MY 0 0 100 100 100 866 MX 906 0 305 305 95 0 P 550 0 62 62 109 -22 PNY 0 0 0 PMX 0 0 0 P 0 0 0 (ARS) UNREDUC CASE 1 MAX IRAN MY TRAN 5283. MX LONG 0. P AXIAL 68. WL LF CF -MY TEMP SF&BY 0 0 0 0 0 0 0 0 1376 0 0 0 0 0 0 0 0 0 iD SEISMIC ARBITRARY LOADS ARBITRARY LOADS CASE 2 SERVICE SERVICE FACTORED FACTORED MAX LONG AL1 AL2 AL1 AL2 0. 0. 0. 0. 0. 4363. 0. 0. 0. 0. 68. 0. 0. 0. D. PROBABLE PLASTIC (PB) LOADS (1.3 X NOMINAL MOMENT) (X -FT) PB1 PB2 PB3 PB4 PBS PB6 PB7 MAX TRAN 75-DEGRER 60-DEGREE 45- DEGREE 30- DEGRBS 15-DEGREE MAX LONG MY 5291. 5110. 4582. 3741. 2645. 1369. 0. MX 0. 1369, 2645. 3741. 4582. 5110. 5291. P 550. 550. 550. 550. 550. 550. 550. Date: 10- OCT -96 Time: 08:29:34 Page: 4 Project Title: LBUCADIA POC - FINAL DESIGN, foot 10/4/9 f RRRT } } } }tftt }tttR1111tttt ttttlrH RR }t } } }t }tltt }t + SERVICE LOADS (SBA) FOR FOOTING DESIGN (K -FT) + trrr tr rrrrrrtrrterr rrrrrrrrrrrrrrrrrrrrrrrrrtrrtrrrttrf tf tt tt rf trtttttrrr NOTE: RATIO = MAX BEARING CAPACITY / MAX PRESS MAX BEARING CAPACITY (KSF) 8.99 -------- - - - - -- APPLIED LOADS ------ -- - - - - -: MIN MAX LOADING TRAM LONG COMB AXIAL PRESS PRESS RATIO GRP CA MY MX M P (KSF) (KSF) IR 1 80. 1150. 1153. 913. 1.58 4.76 1.89 OK IH 2 ED. 1150. 1153. 913. 1.58 4.76 1.89 OK IN 3 80, 982. 985. 950. 1.93 4.67 1.92 OK II 693. 725. 1003. 736. 0.81 4.30 2.09 OK III 1 272, 920. 959. 788. 1.22 4.25 2.11 OK III 2 272. 920. 959. 788, 1.22 4.25 2.12 OK III 3 272. 786. 831. 818. 1.50 4.18 2.15 OH IV 1 64. 2021. 2022. 793. 0.05 5.46 1.65 OX IV 2 64. 2021. 2022. 793. 0.05 5.46 1.65 OX IV 3 64. 1886. 1887. 823. 0.33 5.39 1.67 OX V 619. 1630. 1743. 690. 030 5.25 1.71 OX ZERO STRESS LINE BETWEEN COORD. ( -9.0, -6.3) E ( -3.3, -8.0) WARNING: UPLIFT CONDITION - 98 1 OF THE FOOTING AREA IS IN COMPRESSION. tt VI 1 243. 1804. 1821. 737. 0.00 5.19 1.73 OK ZERO STRESS LINE BETWEEN COOED. ( -9.0, -7.8) 6 ( -6.7, -8.D) tt WARNING: UPLIFT CONDITION - 99 1 OF THE FOOTING AREA IS IN COMPRESSION. }+ VI 2 243. 1804. 1821. 737. 0.00 5.19 1.73 OX ZERO STRESS LINE BETWEEN COORD. ( -9.0, -1.8) 6 ( -6.7, -8.0) tf WARNING: UPLIFT CONDITION - 99 1 OF THE FOOTING AREA IS IN COMPRESSION. ti VI 3 243. 1684. 1702. 764. D.18 5.12 1.75 OK THE FOLLOWING ARE INCLUDED IN THE APPLIED LOADS ABOVE: WEIGHT OF COVER = 140. KIPS WEIGHT OF FOOTING = 173. KIPS TOTAL = 313. KIPS FOR GROUP IV CASH 2 THE FOOTING STRESSES AT EACH CORNER ARE: 5.31 5.46 0.05 0.20 Date: 10- OCT -96 Time: 08:29:34 Page: 5 Project Title: LEUCADIA POC - FINAL DESIGN, foot 10/4/9 rttrtlt tltlf rttettttttttttt}rr }Il111111tt1f tt ttttt t FACTORED LOADS MC) FOR FOOTING DESIGN (X -FT) 1 tff }tt}t11f} }Ittff}fif } }t ltt}t11f}f } } } }!ft}t}f tllif It }ttffff}11tf11tf }YfY NOTE: RATIO = MAX BEARING CAPACITY / MAX PRESS PHI = .50 MAX BEARING CAPACITY (RSF) 12.99 :------- - - - - -- APPLIED LOADS -------- - - - - -: MIN MAX LOADING TRAN LONG COMB AXIAL PRESS PRESS RATIO GRP CA MY MX M P OF) (RSF) IH 1 173. 1706. 1715. 1230. 1.85 6.69 1.94 OR IH 2 173. 1706. 1715. 1230. 1.85 6.69 1.94 OX IH 3 173. 1342. 1354. 1311. 2.61 6.50 2.00 OH IP 1 0. 1178. 1178, 1122. 2.36 5.43 2.39 OR IP 2 0. 1178. 1178. 1122. 2.36 5.43 2.39 OX IP 3 0. 1178. 1178. 1122. 2.36 5.43 2.39 OR II 1126, 1178. 1629. 1094. 0.96 6.63 1.96 OR III 1 442. 1495. 1559. 1178. 1.64 6.55 1.98 OR III 2 442, 1495. 1559. 1178. 1.64 6.55 1.98 OX III 3 442. 1277. 1351. 1227. 2.09 6.43 2.02 OX IV 1 104. 3284. 3285. 1187. 0.00 8.52 1.52 OR ZERO STRESS LINE BETWEEN COORD. ( -9.0, -7.5) 6 ( 9.0, -7.91 it WARNING: UPLIFT CONDITION - 98 1 OF THE FOOTING AREA IS IN COMPRESSION. it IV 2 104. 3284. 3285. 1187. 0.00 8.52 1.52 OR ZERO STRESS LINE BETWEEN COORD. ( -9.0, -7.5) 6 ( 9.0, -7.9) it WARNING: UPLIFT CONDITION - 98 1 OF THE FOOTING AREA IS IN COMPRESSION, it IV 3 104. 3065. 3067. 1236. 0.18 8.40 1.55 OR V 1083. 2853. 3051. 1067, 0.00 8.76 1.48 OX ZERO STRESS LINE BETWEEN COORD. ( -9.0, -5.0) 6 ( 0.7, -8.0) it WARNING: UPLIFT CONDITION - 95 1 OF THE FOOTING AREA IS IN COMPRESSION. it VI 1 425. 3158. 3186. 1149. 0.00 8.61 1.51 OX ZERO STRESS LINE BETWEEN COORD. ( -9.0, -6.7) 6 ( 2.6, -8.0) it WARNING: UPLIFT CONDITION - 97 1 OF THE FOOTING AREA IS IN COMPRESSION. it VI 2 425. 3158. 3186. 1149. 0.00 8.61 1.51 OR ZERO STRESS LINE BETWEEN COORD. ( -9.0, -6.7) 6 ( 2.6, -B.0) it WARNING: UPLIFT CONDITION - 97 1 OF THE FOOTING AREA IS IN COMPRESSION. it VI 3 425. 2948, 2978. 1196. 0.00 8.48 1.53 OX ZERO STRESS LINE BETWEEN COORD. ( -9.0, -7.6) fi ( -5.7, -8.01 it WARNING: UPLIFT CONDITION - 99 1 OF THE FOOTING AREA IS IN COMPRESSION. It THE FOLLOWING ARE INCLUDED IN THE APPLIED LOADS ABOVE: WEIGHT OF COVER = 183. RIPS WEIGHT OF FOOTING = 225. KIPS TOTAL = 407. KIPS FOR GROUP V CASE THE FOOTING STRESSES AT EACH CORNER ARE: 6.16 8.16 0.00 1.21 Date: 10- OCT -96 Time: 08:29:34 Page: 6 Project Title: LBUCADIA POC - FINAL DESIGN, foot ID/4/9 t t t ttttttt t t t t t t t t t t It t l t t t t t t t t t t t t t t t t t t t t t t t t t EARTHQUAKE LOADS (EQ) FOR FOOTING DESIGN (K -FT) t ttttttttttttttt ttttt ttttttttttttttttttttt tttt tttttttttttttttttttttttttttt NOTE: RATIO = MAX BEARING CAPACITY / MAX PRESS ARS UNREDUCED SEISMIC (VII) 6 PROBABLE PLASTIC (PHI PHI = 1.00 MAX BEARING CAPACITY (KSF) 24.99 -------- - - - - -- APPLIED LOADS -------- - - - - -: MIN MAX LOADING TRAN LONG COMB AXIAL PRESS PRESS RATIO GRP CA MY MX M P (KSF) (KSF) VII 1 5283. 906. 5360, 931. 0.00 0.00 0.00 NA VII 2 0. 5269. 5269. 931. 0.00 0,00 0.00 NA PHI 1 5291. 0. 5291. 863. 0.00 12.53 1.99 OK ZERO STRESS LINE BETWEEN COOED. ( 0.4, 8.0) fi ( 0.4, -8.0) it WARNING: UPLIFT CONDITION - 47 t OF THE FOOTING AREA IS IN COMPRESSION. it PB2 1 5110. 1369. 5290. 863. 0.00 15,69 1.59 OK ZERO STRESS LINE BETWEEN COORD. 1 -2.4, 8.0) 6 ( 3.0, -8.0) tt WARNING: UPLIFT CONDITION - 48 1 OF THE FOOTING AREA IS IN COMPRESSION. it PB3 1 4582. 2645. 5291. 863. 0.00 17.66 1.41 OK ZERO STRESS LINE BETWEEN COORD. ( -5.7, 8.0) E ( 6.0, -8.0) it WARNING: UPLIFT CONDITION - 49 1 OF THE FOOTING AREA IS IN COMPRESSION. it PB4 1 3741. 3741. 5291, 863, 0.00 18.92 1.32 OR ZERO STRESS LINE BETWEEN COORD. ( -9.0, 7.5) 8 I 9.0, -6.1) it WARNING: UPLIFT CONDITION - 47 1 OF THE FOOTING AREA IS IN COMPRESSION. it PB5 1 2645. 4582. 5291, 863. 0.00 20.03 1.25 OR ZERO STRESS LINE BETWEEN COORD. ( -9.0, 5.1) E ( 9.0, -2.6) tt WARNING: UPLIFT CONDITION - 42 1 OF THE FOOTING AREA IS IN COMPRESSION. it PB6 1 1369, 5110. 5290. 863. 0.00 19.97 1.25 OK ZERO STRESS LINE BETWEEN COOED. ( -9.0, 3.7) 6 ( 9.D, 0.4) it WARNING: UPLIFT CONDITION - 37 4 OF THE FOOTING AREA IS IN COMPRESSION. it PB7 1 0. 5291. 5291, 863. 0.00 17.09 1.46 OK ZERO STRESS LINE BETWEEN COORD. ( -9.0, 2.4) ( 9.0, 2.4) it WARNING: UPLIFT CONDITION - 35 % OF THE FOOTING AREA IS IN COMPRESSION. it THE FOLLOWING ARE INCLUDED IN THE APPLIED LOADS ABOVE: WEIGHT OF COVER = 140. KIPS WEIGHT OF FOOTING = 173. KIPS TOTAL = 313. KIPS FOR GROUP PB5 CASE 1 THE FOOTING STRESSES AT BACH CORNER ARE: 5.57 20.03 0.00 0.00 Date: 10- OCT -96 Time: 08:29:34 Page: 7 Project Title: LEUCADIA POC - FINAL DESIGN, foot 10/4/9 f DESIGN OF BOTTOM FLEXURAL REINFORCEMENT { ftflftllHT } ;f! }f }Tfff}!1f}}t Hfffltrttfff llfff 111tf 111t}1}11f }}IR}if tf }t NOTE: AREA OF STEEL IN THE SHORT DIRECTION FOR FACTORED AND EARTHQUAKE LOADS HAS BERN INCREASED BY 1.06 (ART 4.4.6.3.2) KEY TO TYPES OF LOADS: SEE = SERVICE LOADS FAC = FACTORED LOADS PHI = 0.90 EQ = EARTHQUAKE LOADS PHI = 1.00 MINI = MINIMUM REINFORCEMENT (ART 8.17.1.1) BASED ON 1.2 X THE CRACKING MOMENT MIN2 = WAIVER OF MINIMUM REINFORCEMENT WT 8.17.1.2) BASED ON STEEL AREA ONE THIRD GREATER THAN REQUIRED BY ANALYSIS MAX = MAXIMUM REINFORCEMENT (ART 8.16,3.1) BASED ON .75 X BALANCED STEEL RATIO FOOTING DEPTH = 4.00 FT BAR BAR LOAD CONTROL DEPTH APPLIED REQUIRED NO SIZE DIR TYPE GRP CA EFFECTIVE MOMENT STEEL AREA BARS (INCHES) (K -FT) (SQ IN) 9 X SEE IB 3 44.38 945. 11.17 12 9 Y SEE IV 1 43.12 1255. 15.35 16 9 X FAC II 44.38 1384. 6.99 7 9 Y FAC IV 1 43.12 2043. 11.29 12 9 X BQ PHI 1 44.38 3310. 15.21 16 9 Y BQ PB7 1 43.12 3376. 16.89 17 9 X MINI 44.38 3152. 16.12 17 9 Y MINI 43.12 3546. 18.68 19 9 X MIN2 44.38 4413. 20.28 21 9 Y MIN2 43.12 4501. 21.27 22 9 X MAX 44.38 23979. 148.00 149 9 Y MAX 43.12 25478, 161.81 162 ffrrrr! }Ifftrrrr CONTROL rf }f }fltrtrrrf rllff tfffffff }f }tlf rlrrrte :trrrrrf 9 X MINI 44.38 3152. 16.12 17 9 Y MINI 43.12 3546. 18.68 19 Date: 10- OCT -96 Time: 08:29:34 Page: 8 Project Title: LEUCADIA POC - FINAL DESIGN, foot 10/419 tttttttttttttttttttttttttttttttttttrtrrt ' DESIGN OF TOP FLEXURAL REINFORCEMENT t ttttttttttttttttttttttttlttttttttttttttttttttttttttttttttttttttttttt ttttt NOTE: AREA OF STEEL IN THE SHORT DIRECTION FOR FACTORED AND EARTHQUAKE LOADS HAS BEEN INCREASED BY 1.06 (ART 4.4.6.3.2) KEY TO TYPES OF LOADS: SER = SERVICE LOADS FAC = FACTORED LOADS PHI = 0.90 BQ = EARTHQUAKE LOADS PHI = 1.00 MINI = MINIMUM REINFORCEMENT (ART 8.17.1.1) BASED ON 1.2 X THE CRACKING MOMENT MIN2 = WAIVER OF MINIMUM REINFORCEMENT (ART 8.11.1.2) BASED ON STEEL AREA ONE THIRD GREATER THAN REQUIRED BY ANALYSIS MAX = MAXIMUM REINFORCEMENT (ART 8.16.3.1) BASED ON .75 X BALANCED STEEL RATIO MIN3 = MINIUMUM REINFORCEMENT (TEMPERATURE) (ART 8.20) BASED ON 18" MAXIMUM BAR SPACING FOOTING DEPTH = 4.00 FT BAR BAR LOAD CONTROL DEPTH APPLIED REQUIRED NO SIZE DIR TYPE GRP CA EFFECTIVE MOMENT STEEL AREA BARS (INCHES) (K -FT) (SO IN) 6 X SER V 44.56 385. 4.45 11 6 Y SER V 43.68 5. 0.05 1 6 X FAC IV 1 44.56 590. 2.96 7 6 Y FAC V 43.68 228. 1.23 3 6 X EQ PHI 1 44.56 455. 2.05 5 6 Y BQ PB1 1 43.68 380. 1.85 5 6 X MINI 44.56 3152. 16.05 37 6 Y MINI 43.68 3546. 18.43 42 6 X MIN2 44.56 513. 5.93 14 6 Y MIN2 43.68 507. 2.33 6 6 X MAX 44.56 24179. 148.62 338 6 Y MAX 43.68 26138. 163.90 373 6 X MIN3 44.56 1052. 5.28 12 6 Y MIN3 43.68 1117. 5.72 13 tttttttttttttttt CONTROL tttttttttttttte ttttttttttttttttttttttttt tttttttt 6 X MIN2 44.56 513. 5.93 14 6 Y MIN3 43.68 1117. 5.72 13 Date: 10- OCT -96 Time: 08:29:34 Page: '. Project Title: LEUCADIA POC - FINAL DESIGN, foot 10/4/9 tti} }flltt tf }}}l1111}tttttf } }f } }}fff ' FINAL RESULTS FOR FOOTING DESIGN ' f }f ttf}f }ff }t}}I/ffltttffff lAf eftltlllff}itt} tiff }tttttllf}fftfffll }lfftt FOOTING LENGTH = 18.00 FT FOOTING WIDTH = 16.00 FT INPUT DEPTH = 4.00 FT FOOTING DEPTH REQUIRED FOR SHEAR = 4.00 FT FOOTING DEPTH REQUIRED FOR MOMENT = 4.00 FT ttttttttttttrtt tttttftttttttttttt} t SPREAD FOOTING STRESS RESULTS ' rf+tl /t /rill llttttf tf+te+f et ltltttttlltttttttef }t +tlltttlll tr rf tlrtrltett LOAD CONTROL MIN FOOTING CONTROL MAX FOOTING MAX BEARING TYPE GRP CA STRESS GRP CA STRESS CAPACITY ( %SF) (KSF) (KSF) SER V 0.00 IV 2 5.46 8.99 OR FAC V 0.00 V 8.76 12.99 OK BQ PB7 1 0.00 PBS 1 20.03 24.99 OK uttlee lttrtttf if ' SHEAR RESULTS ' tltttttttttt ttttttttttttt* ttttt ttttt ette- trttlttt ttlttttrrrtttttttttttttrt DEPTH = 4.00 FT PERIMETER )BO) = 28.73 FT LOAD CONTROL DEPTH SHEAR TYPE GRP CA EFFECTIVE APPLIED (INCHES) (RIPS) FAC II DX = 44.38 VX = 192. FAC IV 1 DY = 43.12 VY = 297. FAC IN 3 DP = 43.75 VP = 735. BQ PHI 1 DX = 44.38 VX = 500. IQ PB7 1 DY = 43.12 VY = 568. IQ DP = 43.75 VP = 0. tttttrlt +ttt +tteterttttrrtttlttttll } TOP AND BOTTOM FLEXURE RESULTS ' rf ll tf ttltr++ lttt ttttttlltlf tllllfftlf left tfe FOOTING DEPTH = 4.00 FT RATIO = CAPACITY / APPLIED SHEAR CAPACITY RATIO (RIPS) VUX = 1761. 9.16 VUY = 1925. 6.49 VUP = 3118. 4.24 VUX = 1761. 3.52 VUY = 1925. 3.39 VUP = 3118. 0.00 f } }itt errffffff } }} }11111 }!!} BAR BAR LOAD CONTROL EFF APPLIED BAR AREA BARS ERROR SIZE DIE TYPE GRP CA DEPTH MOMENT SPACE RBQ RBQ CODE (IN) (K -FT) (IN) (SI) TOP 6 X MIN2 44.56 513. 14.24 5.93 14 6 Y MIN3 43.68 1117. 17.43 5.72 13 BOTTOM 9 X MINI 44.38 3152. 11.55 16.12 17 9 Y MINI 43.12 3546. 11.60 18.68 19 Date: 10- OCT -96 Time: 08:29:34 Page: 10 Project Title: LBUCADIA POC - FINAL DESIGN, foot 10/4/9 tttttttrtttttttttrtrrrtrtt ttttttr t BOTTOM FLEXURAL REINFORCEMENT t tt ettt ttrt tt tttettrttttutrtru utt trttttttttetetrterreereertttrrrrrtttrt (AREA OF STEEL REQUIRED FOR DIFFERENT BAR SIZES) BAR BAR LOAD APPLIED ALLOWABLE EFF BAR RBQ NO FOOT ERROR SIZE DIR TYPE STRESS STRESS DEPTH SPACE STEEL BARS DEPTH CODE (PSI) 5 X MINI 16842. 5 Y MINI 19643. 6 X MINI 16717. 6 Y MINI 19900. 7 X MINI 16821. 7 Y MINI 19859, 8 X MINI 16461, 8 Y MINI 19582. 9 X MINI 16097. 9 Y MINI 19626. 10 X MINI 16598. 10 Y MINI 19710. 11 X MINI 16021, 11 Y MINI 18675. 14 X MINI 15339. 14 Y MINI 18873. 18 X MINI 13948. 18 Y MINI 19545. (PSI) 36000. 36000. 34304. 31745. 30432. 28037. 27550. 25124. 25298. 24000. 24000. 24000. 24000. 24000. 24000. 24000. 24000. 24000. (IN) (IN) 44.66 3.63 43.97 3.55 44.56 5.14 43.68 5.10 44.50 7.12 43.50 6.97 44.44 9.24 43.31 9.08 44.38 11.55 43.12 11.60 44.28 15.38 42.84 14.90 44.19 18.44 42.56 17.36 44.06 26.30 42.18 26.02 43.75 45.88 41.25 51.88 ISQ IN) (FT) 16.01 52 4.00 18.31 60 16.05 37 4.OD 18.43 42 16.07 27 4.00 18.51 31 16.10 21 4.00 18.60 24 16.12 17 4.00 18.68 19 16.15 13 4.00 18.81 15 16.19 11 4.00 3 18.94 13 16.24 8 4.00 3 19.12 9 34 16.36 5 4.00 34 19.57 5 34 NOTE: THE DESIGNER MUST CHECK THE ERROR CODE FOR ADEQUATE DEVELOPMENT LENGTH AND BAR SPACING. ttt ERROR CODES: 1 = BAR SPACING LESS THAN THE AASHTO MINIMUM. (CODE 8.21.1) 2 = BAR SPACING LESS THAN THE PREFERRED CALTRANS MINIMUM. (BR. DRS. DET.) 3 = BAR SPACING MORE THAN THE AASHTO MAXIMUM (181). (CODE 8.20) 4 = INADEQUATE DEVELOPMENT LENGTH. (CODS 8.25) Date: 10- OCT -96 Time: 08:29:34 Page: 11 Project Title: LBUCADIA POC - FINAL DESIGN, foot 1D/4/9 ttrrrrrttttttttttttrtttttttttt t TOP FLEXURAL REINFORCEMENT t ttettttttrtrrtrrttre rrrrrttttttttttrrt ttrttt tt rt rttttrrttttttttttttttteee (AREA OF STEEL REQUIRED FOR DIFFERENT BAR SIZES) BAR BAR LOAD APPLIED ALLOWABLE BFF BAR RBQ NO FOOT ERROR SIZE DIR TYPE STRESS STRESS DEPTH SPACE STEEL BARS DEPTH CODE (PSI) (PSI) (IN) (IN) (SQ IN) (FT) 4 X MIN2 20520. 31340. 44.72 7.42 5.02 26 4.00 4 Y MIN3 554. 24000. 44.16 17.45 2.60 13 5 X MIN2 18181. 27731. 44.66 10.30 5.68 19 4.00 5 Y MIN3 361. 24000. 43.97 17.44 4.03 13 6 X MIN2 17435. 24428. 44.56 14.24 5.93 14 4.00 6 Y MIN3 257. 24000. 43.68 17.43 5.72 13 7 X MIN3 14979. 24000. 44.50 16.82 7.20 12 4.00 7 Y MINI 191. 24000. 43.50 17.42 7.80 13 NOTE: THE DESIGNER MUST CHECK THE ERROR CODE FOR ADEQUATE DEVELOPMENT LENGTH AND BAR SPACING. ttt ERROR CODES: 1 = BAR SPACING LESS THAN THE AASHTO MINIMUM. KODR 8.21.1) 2 = BAR SPACING LESS THAN THE PREFERRED CALTRANS MINIMUM. (BR. DES. DET.) 3 = BAR SPACING MORE THAN THE AASHTO MAXIMUM (18') , (CODE 8.20) 4 = INADEQUATE DEVELOPMENT LENGTH. (CODE 8.25) Date: 10- OCT -96 Time: 08:29:34 Page: 12 Project Title: LBUCADIA POC - FINAL DESIGN, foot 10/4/9 fffttt}tftltftttttff}l t t t t f f t t t t t t t t t t f f t t t t t f t f t f t t if f MINIMUM, PREFERRED BAR SPACING 6 DEVELOPMENT LENGTH ' tt }iHt/lffilf Httitti }ltttf lffflfff} } }fffti ttt }titttlllffffff lttllfff }If UNITS INCHES THE CLEAR DISTANCE BETWEEN PARALLEL BARS SHALL NOT BE LESS THAN 1.5 BAR DIAMETERS (NOMINAL), 1.5 TIMES THE MAXIMUM SIZE COURSE AGGREGATE, NOR 1.5 INCHES. (CODE 8.21.1)) PREFERRED CENTER TO CENTER SPACING BASED ON BRIDGE DESIGN DETAILS P 13 -20 BAR BAR NOMINAL MIN CLEAR DEFORMED MINIMUM PREFERRED DEVELOPMENT SIZE AREA DIAMETER DISTANCE DIAMETER C. TO C. C. TO C. LENGTH SPACING SPACING SPC<6' SPC> =6' 4 .20 .S00 2.250 .563 2.813 3.250 12 12 5 .31 .625 2.25D .688 2.938 3.500 15 12 6 .44 .750 2.250 .875 3.125 3.750 19 15 7 .60 .875 2.250 1.000 3.250 4.000 26 20 8 .79 1,000 2.250 1.125 3.375 4.250 34 27 9 1.00 1.128 2.250 1.250 3.500 4.500 42 34 10 1.27 1.270 2.250 1.438 3.688 4.750 54 43 11 1.56 1.410 2.250 1.625 3.875 5.000 66 53 14 2.25 1.693 2.539 1.875 4.414 5.500 90 72 18 4.00 2.257 3.386 2.500 5.886 6.000 116 93 !11 ERROR CODES: 1 = BAR SPACING LESS THAN THE AASHTO MINIMUM. (CODE 8.21.1) 2 = BAR SPACING LESS THAN THE PREFERRED CALTRANS MINIMUM. (BR. DES. DET.) 3 = BAR SPACING MORE THAN THE AASHTO MAXIMUM (18'). (CODE 8.20) 4 = INADEQUATE DEVELOPMENT LENGTH. (CODE 8.25) Date: 10- OCT -96 Time: 08:29:34 Page: 13 Project Title: LBUCADIA POC - FINAL DESIGN, foot 10/4/9 r t t t t t t t r t r r r r t t t t t t t t t tt t BAR REINFORCING STEEL t r rrrtrrrrrrrrrrrtrrrrrrttrrttttrterr trrrrrrttttrrrtittttrrr ttrrtrrr tr rrtt BAR TYPE BAR NO LENGTH WEIGHT WEIGHT SIZE BAR IFTI (LB /FT) (LES) TOP t QUANTITIES AND ESTIMATED COST - SPREAD FOOTING t X-BAR 6 14 17.5 1.502 368. Y -BAR 6 13 15.5 1.502 303. BOTTOM 2750. STRUCTURE BACEFILL (BR) CY 67. 28.00 X -BAR 9 17 17.5 3.400 1012. Y -BAR 9 19 15.5 3.400 1001. STIRRUP 5 322 4.8 1.043 1623, NOTE: STIRRUPS ARE REQUIRED IN A BAND EXTENDING 6 INCHES MAXIMUM FROM THE COLUMN REINFORCEMENT TO 86 INCHES FROM THE FACE OF THE COLUMN IN THE 'X" DIRECTION AND 74 INCHES FROM THE FACE OF THE COLUMN IN THE 'Y' DIRECTION. rttttrtttttrrrrrrrrrttrrttrrrtrr4 '4'rtrrrrrrrtrrrtrr t QUANTITIES AND ESTIMATED COST - SPREAD FOOTING t rttrrrrrrrrrttttttttttttt tttttt ttt ttrrrrrrrrerteeeettrttrrrrrrrrrrrrrtttr CONTRACT ITEM UNIT QUANTITY PRICE AMOUNT STRUCTURE EXCAVATION (BR) CY 110. 25.00 2750. STRUCTURE BACEFILL (BR) CY 67. 28.00 1885. STRUCTURE CONCRETE, BR FTG CY 43. 247.00 10539. BAR REINFORCEMENT (BR) LB 4307. 0.41 1766. TOTAL COST 16940 APPENDIX E PRELIMINARY DESIGN Project: Page: \\ �^ � SlMON WONG ENGINEERING \v/ \ STRUCTURAL & BRIDGE ENGINEERS Prof # Designed: `j F Date Checked : 9968 Hibert street Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: SDTY1 � C],1nri'�' T N 661 -91I fi 3,. •3 I f V 4 Project : Page \\ �7 r SIMON WONG ENGINEERING \v/ \ STRUCTURAL & BRIDGE ENGINEERS PrOj. # Designed : � F Date Checked: 9966 Hlbert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: Ai 31.5 %E z .6 1 It ( f/z C) y 72.35 qty L� = 9y_sc qty 5« {Te„ 3 ealurnm 7 ° 3.0 tt 171 :, / 2 /. S /t y Z'z- -, 133.774 Ty- 23 Z, Z 1Z '/ A- y o%/ 1 - 9.31 le (rrnv•) JTy = 29.6 A V (fors,..,) Ai 31.5 %E z .6 1 It ( f/z C) y 72.35 qty L� = 9y_sc qty 5« {Te„ 3 ealurnm 7 ° 3.0 tt 171 :, / 2 /. S /t y Z'z- -, 133.774 Ty- 23 Z, Z 1Z '/ Project : \\ �^ � SIMON WONG ENGINEERING \v/ \ STRUCTURAL 8 BRIDGE ENGINEERS Page PrOj. # 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Designed: — Date Checked: Revised: Z ,611 1y'O" L= 6 -vs' LPInedc'i 6c5< 7 h Z �y = 57/.67h -Tx = 6y. d 7 /t y Z ,611 1y'O" L= 6 -vs' LPInedc'i 6c5< 7 Project : Page SIMON WONG ENGINEERING \v/ \ STRUCTURAL 8 BRIDGE ENGINEERS Pfoj. #: Designed: J F Date Checked : 9968 Hiben Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: USr \' QDS ' Pr03rcnl, 4r DL, LL Z Wi'rrl L.ocr(s Propc -5e QOF eleyc� a S 1-r9oOSc -c( i-op O-e lc Srac( -j y Ll I8 I Q0 P 0 L67e Lo Fe F 0 A 1 $31.0 2 •a 33 3.6 13 2 303.5 2.75 3b6•u 63 302.5 2.7s 305.25 / y 331.0 2.0 333.0 1-r9oOSc -c( i-op O-e lc Srac( -j y Ll I8 I Q0 P 0 L67e E7ey 1 YZ -<Awe Ele).1 e-- A1 3yaS l.oz 339.99 a I t3z 3y1. v1 339.63 133 341.1S r.�s 3.3 0 Ay 3yaS l.oZ 339•y8 �I 4&1- I — L = G- 1/8 Ben f 2 - L = 33.38 Bent 3 - L> 3Y.VZ' Rbvt') - L= 6 -V3' Project : \\ �^ SIMON WONG ENGINEERING \v/ \ STRUCTURAL 8 BRIDGE ENGINEERS Page Prej # 9968 Hibert street, Sutte 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566.6844 Designed: ✓ Date Checked: Revised: P! 10 S / J;Z{-G i I N 1 ly jI.o ~ s t o ttrn) E(i OB I I I I I I J Project : Page SIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS Proj. #: Designed : v Date Checked: 9968 Hibert street suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: ., 2 '3 21-30 H bvL (2'-6„) J =d' fro Project : V� SlMON WONG ENGINEERING � STRUCTURAL B BRIDGE ENGINEERS Page: Prof #: 9968 Hibert Street. Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Designed : Date Checked : Revised: COmPo,r fri G i $V� FOrt ECG e�IGn s W/ hQn -� GG /CrJ /C 77Gr J Spc, n I- f-rp i c< 1 see E A = 28,56 - / O — 27, SG � e � yne, ns G ✓rb� LA-,J > C /5A G y_/3Y /�S'Jmf �/� WPish-E oT IIG;/ <pr�b/Z-S fU cc bmn Sapp:7,- Aye = s_ �Y z Wove ° O. fJ'9/ ,V% ScJ /Opo r-. Rrc" c L c r 3 t 2 A = w (25? , Yf y3 ) t WQ,,e (30,Y-Z' ) = 2 97. 3 t 53.5 353 k iA,(d DL= 19. 1' GDS resv��s = 3 92.5k 1S %d {>;She� Project : Page : \\ /^ SIMON WONG ENGINEERING \v/ \ STRUCTURAL 8 BRIDGE ENGINEERS PrQj # Designed : J Y Date: Checked: 9966 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: SL,per S�rVclurr SPcZ10r1s %p prorLo,n wJ1 6e /vnchcn ee( thrcv,hc�L 5pr•fl, �unahrc' �OOr�c� w. /� yrJ/lOw jjarcbUl4 n 2 �6 y I6 J9 I � U L i T , T �� 9r" ZJ0„ 2J -0" 9" 0 (Are) g' 6Y2.11 fi' 1 -a3 /dw o J -7 IA, r 6 , ZO' —0 G -37/8- D X LOCA19n Me4ZU(4 krn b6) �w4rci /� span Project : Page \\ �^ SIMON WONG ENGINEERING \v/ \ STRUCTURAL & BRIDGE ENGINEERS Proj. # Designed : Date Checked : 9968 Hiben Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised SVT rS3LCt /4/rP y � , tW. y. z8 '/f CL I ,q= 28.56 ft z y (.C2' Iy� rs7 S,'�aI. ZIts.. /Y' -O �= 3s - /.yyt /.0 = Ze �L i = [33(1.25) - 7- 41 Y(1.9Z') z ? 3G �� = 18.234,— I. z7 73/y(1.92 -Icz� + 33 (r. as -1.oz)Z r Iz.�'9 Z 2(3.73)- 7./Y('it Z)�( 332.6 A`� Z Q 63 S. 33 - 3.3�u = y2• s 1t `/ (fr'cfcns vlcr� zu. =s. S f- .75 mss. ;Fs 'J Project : Page \\ �^ SIMON WONG ENGINEERING \v/ \ STRUCTURAL & BRIDGE ENGINEERS Proj. #: Designed : v Date Checked: 9966 Hibert street, suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -66aa Revised: Ce.1 «lc in,( rs Ts I� = 332.d-li r � 70 '/ o . 3. 3;7 Z. = 5_Zj !iY 1 0.65/ i!y + 7S-3.45)Z t I.eo9 (s. 6,5 — 3 _33) Z 6.1y><ty I yA. = (6 pproy ) = 16 -0 fE y LUmoas; .SeA,c , TTy 1Z. 12.x% f LS- St3(I.OZ'1.8G)t� (�. /S/1 11.5811.8 78.31 h y a37 G 1- IG•c - 3YR.K>Z I� Project : Page : SIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS proj. # Designed : —rte Date Checked : 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: St,Gn Drsc� -E.onS S a Sc o. o Ss (no r z8 -�5 55 4 2. 7S 54i / so . 2S 63 J 55-,7s 5 z f 58.5 -51 Z 0.0 5) Z 3.0 52 2 8 -d i 53 Z )6.o f Sy Z 3 0. 0 SS Z 56.0 5S Z �O_o Sy Z 7o °.0 53 Z 83.a 52. 2 3 3 3 U SZ 3 R. 53 3 16. o Sy 3 30-0 55 3 . 5 s� Project : Page : NIINPSIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS Proj. #: Designed : Date Checked: 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised Project: Page: SIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS Proj # Designed: Date Checked: 9968 Hioert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: SLer 66x y dP,oE�1 = 6/'. s I Z9 -zSf4 Z z % 0r1� = 12 `f1,3J(G, 6G) (7 7) _ 1,50 ►c -5 Z,S a II. 2-5 f- S�z Free, — (zr- 2s)(a66)(7�) >a T ><. ( J5; z s s 2 OL z /Uc Fx . 5 Project: Page : SIMON WONG ENGINEERING \v/ \ IS, TRUCTURAL 6 BRIDGE ENGINEERS Proj. # Designed: BLS Date Checked : 9968 Hibert Street, suite 202 (619) 566.3113 San [Nego. CA 92131 FAX(619) 566 -6844 Revised: FC?tnv>r -L- thTi S-r4- z -1,1 4�gi)L� �ssv.^,c� Sze Couaz- ,zo1�s Dcpjn lo'-&a' %c, k O, 4 g . SF, ^ I oC -1 2 ti D I L77 I ?L.bq 1Lty I nsb I ZG Dy z5 D� Vo L, WA, s+' 117 WID (ZmA)z 0,-IS L) 62.96 zz.tn «z1.s.`_ Z310 Z4a o•'ro 37.zD Dt : 16 �u �� i r6) °Z79.s o,1�a 91.93 k) ( saz = 3zz. 4 = z 0(4.5z,) ° 0. It 0.tsd 10, 37 9 * 156 q. 49 >t' 2: 7- 35, 4 k -r, 341X. s45-& AD6L Q - 021 (o. S (o.z,) I' ; �� Project: Page: � � SfMON WONG ENGINEERING �v STgUCTUAAL &BRIDGE ENGINEERS Proj #: Designed : Date : Checked: 9968 Hibert street, suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6848 Revised 3,m Z.3 441-82 st' 2; 4 z(.13 k;p> S ?A4D 3 VA z (10.30 -13 .74 1 4 LO o. t3o Z(174 Z 198.42) = C%.Z o,t�� `iL, G3 rp U Z (z71.5) = 5S°tD 0,1s'0 i33,8S L z ( Z49o) - 91c,o 6, 1556 74.4 a b -Z Z3 1,o) ' 647.. C> Q,so r.9. 3o 1 (,o)(rt.cr )- 0.10 1 C. 81 Z.3 441-82 st' 2; 4 z(.13 k;p> S ?A4D 3 �_,�J1W1.i,�s — U�� To � L, q►3 L.,, �� Z t50) 4 I.Gz) �1�.Z9 k :P3 AAS4 !L I Ic',Ps A WL =0,7. 1 ((R, tor, 14,33 k;�y I , t,, . LO gro.zo(Zz.6e) -574, Q49D B°r, 13 Z -1,0 6d5D 3Q. G5 Z4 8,0 0 ,tso 37,20 (� 2'7K.Z (5,150 41.r,-3 322.1 0.150 48.32 b .1 0,150 1 C) .3'1 �_,�J1W1.i,�s — U�� To � L, q►3 L.,, �� Z t50) 4 I.Gz) �1�.Z9 k :P3 AAS4 !L I Ic',Ps A WL =0,7. 1 ((R, tor, 14,33 k;�y Project : BLVD Page: SIMON WONG ENGINEERING \v/ \ STRUCTURAL &BRIDGE ENGINEERS Pr0j. #: Designed: Date: Checked: 9966 Hiben sweet, Suns 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: S -r S 1n p pTzS t C0)0~5 os% f5oi'IC"y Colin n plo a;�� i a.�titl SEct �o� v -, �c_ = 3isp� E� = 5000 3z = 3250 E5 I ocY� J-yyIIT- - Z14 /IL = 7-I -33 r,,9 w -44-Z :%b i,4 t'.e. ' 3b, £3'-I Si 4- or 370'l t, I %SLA, �,,,.a -» A•A i_�, _ '6 _ iz r57soi (44z3GBj�Z 701)3 �ta sWltc� — HSStJ+�D �lue— Ft,..4 3E1 S(3zso)(yyZSLe1 \L 3 � - V /(-- vo.1) 9S7 3 z c> F� — 7 r2 (6 S) i4� (c.r�lt �G Z. 58 k:fs L ZS(G3) (rt) = zz'7s V; , CACO Project: LT 'per Page: c \\ /^ SIMON WONG ENGINEERING \v/ \ STRUCTURAL 8 BRIDGE ENGINEERS Pr0j. #: Designed: PL S Date: 9 113 b=L Checked: 9968 Hinart street Suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: F- S a (�a.. ,- ) X-vH ( L)r <rrt� k..% CO1�0 z35.Y + 11.), + 4Z(..3 + 1&0(, t ZLI.(.o } I.%es r 44.2`7) VAU,� Z(39Q 5Z) + (zZr7s) = ZCY SS. L'I k /�h 6 "- 1 0,3Z z4ss�y� _ O. 19zs« Fs_v 0.4 fol -5c� ADD .; ,arts= 1.y !�- I.Li ((067, 7) o.S) zy sr.r'+ r\.' Ir'lk ^SVGS¢ ABUT I WJTcn D,9� �J3 ?a 1) - 6.4S(z3s.ti) �- Izoi = 1/S. 6 7= 0. 3-L A- 2g _ ). K O.10 z ',n 1��5r DI z u'to, � 6,�(U�p..,,) r c.r(s�.... z) +c.r(IIOa'�l�)• Q,S'S['23i.ti)+as ( gzc,13) toS�l &writ.a� 4oR4 tIL Project: b C Page 1 SIMON WONG ENGINEERING \v/ \ STRUCTURAL 8 BRIDGE ENGINEERS Proj. If Designed: Date: q %f3 0-c Checked : 9968 Hihert street suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6644 Revised: FS CC,n 3- Col z (cow 4-) A-0-5 - 1. o _ ) cam. - _ '9.7P� ss,z - �. Cc) 3 "oYr O.S(4Z(.13) +O.ss(Zcx.60)I O,S(ibo6tImo,37) 42Z.£3 kips -T- 0.3Z (422.8 /sSZ�o� 0,�f I,Q-5 = i.o 't'�j - Lo ) . 4q(, n GS. Z A So-r 4 � -i-t�, _ �•$S(z61.co) � 6.s(fti.33) = 1Zq,>�� ti;�� 0.3z 0.0fE' s e d j}(zS • I. f S l �L -Lwo i»s, , zzas/45S.y % = 1 } 5-0. r7 19 1-5 FICU F wg 1 - I, +5-0Inca) FCo (4O7.1) 4G7, C \ <.y1 r �, (.0(42 GZT.L l�y F:.', : IJs (Y2y.ba) 143. b lz.r> Project : _ R V� SIMON WONG ENGINEERING Page STRUCTURAL 8 BRIDGE ENGINEERS PTOj. # Designed: Date: fl Checked: 9968 Hibert Street Suite 202 (619) 566.3113 San Diego. CA 92131 FAX(619) 566-6844 Revised: L)'5-t nu Gi F�,- -�o,- 4 kVA Y -S+ k -s�- k. s> Foo�zrx5 �Dcs2`ti1 412,6 I ?.C+ (09.6 - S4o lc:pz, W14 ili 4 )cs 1 C,a l 0 Z 13S r& P IQL t 7-c- 3o-r S140 a RL46 m) , �L -A�:al 5i�a3 409.6 For 4zy.T 4Az't i.5 5,V - 1•s (4)= 6 k:� 42Z 341 —Z-t!5--S 3 � 41z.9 + 17.6 - 430.5 t- .Q 1 e= �: 41 so, 2z = 10.4r7 ;4 P 410.5 19 8 f� Ear - h ras /a 7;7 4058 , t 1 4f71 Foo�zrx5 �Dcs2`ti1 412,6 I ?.C+ (09.6 - S4o lc:pz, W14 ili 4 )cs 1 l x,10 yW.GSYr I A - S4o = 13S r& P IQL t 7-c- 4 S140 a RL46 m) , For Sc i.5 5,V - 1•s (4)= 6 k:� M 13 Mcvl C�z6�M19 k S1 41z.9 + 17.6 - 430.5 t- .Q 1 e= �: 41 so, 2z = 10.4r7 ;4 P 410.5 l x,10 yW.GSYr I Project: 1 pO L Page: L C t " ,^ SIMON WONG ENGINEERING \v/ \ STRUCTURAL 8 BRIDGE ENGINEERS proj. # Designed: PL Date: q � 9C Checked: 9968 Hibert Street, Suite 202 (619) 566 -3113 San Diego, CA 92131 FAX(619) 566.6844 Revised: 3b�, Ytt ° n3.4b s r r 6� o Iii ry r � _W W C\ T Project : Ca o z OG Page SIMON WONG ENGINEERING \v/ \ STRUCTURAL & BRIDGE ENGINEERS Prej. #: Designed: P L S Date Checked : 9968 Hibert Street, Suite 202 (619) 566.3113 San Diego, CA 92131 FAX(619) 566 -6844 Revised: L ly.�C%r T I 15? t7" 01 O O C-D A 4 5.50 4ts Lq = 1.-3 ( Ilt7aj) - IS3z, r7 Ic -3 or Sy = (oo Icy; IN(Iz = fG`o A:53, e- F 10 bW s As-t J- 30- I,S- (LZn�t i 2�.8,7 :n ✓:3311, C4 _ IZ. 2-Z /7 r. D.7t I. 7S It 39e, ct t J' VS 14- 16 — � Ip , 1�, = %2.'? 0 �•�o �t .�. � = l�ty _ �7. OS"t 6 )rq e a CO ?7 7 oC APPENDIX F GEO TECHNICAL RECOMMENDATIONS 02/10/1994 22:46 619 - 536 -8311 GEOTECHNICS INC. PAGE 01 Addehhhhh, G e o t e c h n 1 C S Incorporated P.O. Box 26500 -224 phone: (619) 536 -1000 San Diego, CA 92196 FAX: (619) 536 -8311 TO: Simon Wong Engineering 9968 Hibert Street, Ste. 202 San Diego, CA 92131 DATE: October 3, 1998 ATTENTION: Mr. Jim Frost REGARDING: Encinitas Ranch GEOTECHNICS PROJI. NO. 0054- 002 -02 We are transmitting the following attached items by: FAX X FAX No.: 568 -8844 Number of Pages FAXed Mail X Messenger 2 Including transmittal letter Express Mail Client Pick -Up copies Del: Do I 1 10 -3 -96 GEOTECHNICAL DESIGN PARAMETERS FOR PROPOSED CART BRIDGE AT LEUCADIA BOULEVARD Remerl® Please call if you have any questions. Signed: _ -_ Anthony F. elfast Copy To: 02/10/1994 22:46 619 - 536 -8311 GEOTECHNICS INC. Geotechnics Incorporated October 3, 1996 Caritas Company 5600 Avenida Encinas, Suite 100 Carlsbad, CA 92008 Attention: Mr. Charlie Kahr PAGE e2 Principals: Andes y F. Bellaat Mich.d P. Imbrigho W. L« Vawlc hurt Project No. 0054 - 002 -02 Doc. #8 -0644 SUBJECT: GEOTECHNICAL DESIGN PARAMETERS FOR PROPOSED CART BRIDGE AT LEUCADIA BOULEVARD Encinitas Rands - Mesa, Carlsbad, California Dear Charlie: At the request of Mr Jim Frost of Simon Wong Engineering, we are providing the following design parameters for the design of the proposed golf cart bridge. Based on our review of the geologic conditions and planned grading, we anticipate that the foundations for the structure will bear on the Lindavista Formation The following should be applicable to those conditions. Allowable bearing capacity: Ultimate bearing capacity: Setback from slope face Peak rock seismic acceleration. ARS Curve: 8,000 Ibs /ft2 with at least two feet embedment into sandstone. 14,000 Ibs /ft2 with at least two feet embedment into sandstone Top outside edge of foundation should be a horizontal distance of at least 5 feet from the face of slopes. 0.48g based on maximum credible event 0.41g based on maximum probable event 0 to 10 feet of alluvium (CALTRANS bridge design specification, Figure 3.21.4.3A) Please call at your convenience if you should have any questions regarding this correspondence. We appreciate this opportunity to be of continued service. -� GEOTECHNICSINCORPORATED ~ ° Robert A Torres, P.E. 43077 cAr Egp,331 0o Zr Senior Engineer 91E. CIVIC `�Q" OF C.4 9951 Business Park Ave., Ste. B • San Diego California • 92131 Phone (619) 536-1 OW • Fa (619) 536 -6311 SUPPLEMENTAL STRUCTURAL DESIGN CALCULATIONS INDEPENDENT CHECK CALCULATIONS LEUCADIA BOULEVARD PEDESTRIAN / GOLF CART OVERCROSSING PREPARED FOR CARLTAS DEVELOPMENT COMPANY � IQ SUBMITTED BY DEC 06 1996 ENGINEERING SERVICES CITY OF ENCINITAS SIMON WONG ENGINEERING STRUCTURAL AND BRIDGE ENGINEERS LEUCADIA BOULEVARD PEDESTRIAN / GOLF OVERCROSSING U1I: \"10 W411MIM,ho1[: SECTION PAGE Supplemental Structural Design Calculations ........................................... ............................... S 1 Supplemental Independent Design Calculations ...................................... ............................... S6 APPENDICES "SEISAB" Output ................................................................................... ............................... A Geotechnical Recommendations ............................................................... ............................... B GENERAL INFORMATION Location: Over Leucadia Boulevard in the city of Encintas, California. Client: Carltas Development Company 5600 Avenida Encintas, Suite 100 Carlsbad, CA 92008 PH. (619) 431 -5600; FAX (619) 431 -9020 Contact: Mr. Charlie Kahr Owner: Carltas Development Company Design Code: AASHTO Standard Specifications for Highway Bridges, dated 1983 with interims and revisions by Caltrans. Live Loading: H10 Light Truck or 85 psf Pedestrian Live Loading Geotechnical: Soil recommendations by: Geotechnics Incorporated 9951 Business Park Avenue, Suite B San Diego, CA 92131 PH. (619) 536 -1000; FAX (619) 536 -8311 Contact: Mr. Robert A. Torres, PE Civil: Civil Engineering provided by: Hunsaker & Associates Irvine, Inc. 3 Hughes Irvine, CA 92718 PH. (714) 583 -1010 Contact: Mr. Dru Mayers, PE Job Number: 500 -097 Project : �-E Pa : ee o tab �- S/MON WONG ENGINEERING Page JCJPPL r M Anl'l HrL < CNtc. "� STRUCTURAL d BRIDGE ENGINEERS PTO j # . Designed Date : JZ 9966 Hibed Street, Suite 202 (619) 566 -3113 Checked : San Dlegp, CA 02131 FAx(619) 566 -6844 Revised: Rgo, , -V -1-uppoa, wot., tai= (17 1 03L � 0,1tH) (11 /g000l �c Z14, 0' S o. ht 4. 0_63 (ZI4l t O� 17— (Zb) ) 'Z 1.7 e . J uS e Z'- C �J�av��G'i•• Z' -6" fi Z'-3F - 4�-5 a. Si,,, T- z wlive ire - 530 k: 4b . 50 sSo , V, Wp. 0115(4)(100b) = 1173 \e �5 CA a cl(a) (�1� hF= ir7S3) {�8 -27 4)' z 0 \ <, MC, 4 \1 C V c. 4 Z wl��n � � �; 1•.:. 5450 I bD(�7) = S7p(� k S < hp:cw�l z N.tvtt Sirtbl�\-t'1 �( w/ too-' b Project: Lc�uc�a�a ao L 5� SlMON WONG ENGINEERING Pa g e: `• ` VA STRUCTURAL 6 BRIDGE ENGINEERS PrOj. # Designed Checked: S 9968 Hibert Street, Suite 202 San Diego, CA 92131 U� Date: (619) 566 -3113 FAX(619) 566 -6844 Revised: r-- T.„1- Sq« dS Cdt2 G i�r'(zlZ' 3,S4 5,F n �ecpI = '7.5(rq -3,54A) -�Z.24 /,)~ QCOO ,y3 t4F - LSO•R k I Z k -Sr- I (1.00) - Z7.SO + Zd,,- - G(a) 4 Z 04-1.31b) A= lao(u� 3,57 (o.ci) 44 38- 3sylZ) S! X77 f 3 15' 4` Col„ .^ /1 v, rav F sl.1, �/ i �t i s v+cJ � G lass � �:ccL GS '✓L.pGr�c.� }• r-oo -r -Fuc- Spud -4a via cxc��A LM GC✓t _!-1'4 = iL� A-dv'„1,, Qa'Ck-w0k 1�i /��1s cv� C'p(w1' -CL t' C- I'd,, a se Iz'` t -k, ��5 t^/ �w...� )J a.S "�Urh .o� p.l�+.>•.sl. Fad-i rN6-- \707.n4 51ti92 1- .'1Gt_ 7.-l t�s'tzG- rt?'�fJ. Project: rrocAq V/� SIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS <, —t — --- %— . Page: 53 Proj. #: Designed: p L Date: /i Checked : 9986 Hebert suite 202 (619) 566 -3113 San Diego, CA A 921 92131 FAX(6 19) 586.6844 Revised 1 ,el El it 4- C' LJ �4,, TS = z (o,z) z4 d= cl - z.: H r -,16t z z4 ( 7- oi�, Z sa3 c p.Ot4 �Y ° OOCJ G• OO ZO-7 f c�)Qi Project: G Page V� SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS PrOj. # Designed: l_S Date 2z 4b Checked : 9966 Fliben street, suite 202 (619) 566-3113 San Diep, CA 92131 FAX(619) 586 -6644 Revised: rG13 Vsus -,L S' -'1r'• �� my '3 al `S Aga, . iLS e G..raJ�-- 7 To-L ,.. it. (4) (ri.r7) = 44o k: e s el 7I0. nS V'e5L S p/ 4z i I�L� 1w �'�wngyp/S G V'- Project : rC �//��SIMON WONG RIDG ENGINENG STRUCTURAL & 8RlDGE ENGINEERS Designed: p(.S Checked: 9968 Hilbert Street, Suite 202 San Diego, CA 92131 Page: 5�- Proj. #: Date (619) 566 -3113 FAX(619) 566.6844 I Revised: Pty Y-' -Vo Ao f Sacp'i Corlcick- sJ=-pS' (r�-, sv s r 1 4 w J 7. 12,,.., , II', ./.7C1 T, P6o EL FaJ 330, zc' ± TOP PFV Et_EV _ 3io•s61 ZFLX, - 31to.sc' - 330.za = 10.3o, flsss c 65" , oz 0. 54Z c.sc -Y 10.0/ S�cps - ost,Z l9 s ;-cam Rug- Z1.6L/CY>:)= 2' 3.e) slp� e k , �c� aac�c /i�,t Ttanv IZ�• - 211 -101 _ iz - )z lo.� 14.8 33 nest S/MON WONG ENGlNEER/NG Page: S 6 v� STRUCTURAL d BRIDGE ENG /NEEAS 1?roi. # IIP__1wSTra a yi1tASTbR W7.jAj 2OX2- = ¢off lox z 4o � T07'A b 'D L L To-/AL ZSB. 3 3oq, S / / J Designed: s Date: Checked: 9966 Dbert Street Silte 202 San Diego. CA 92131 (619) 5663113 FAX(619) 566 -6844 [Revised: ANK. 64 AB I 62 63 Aa4 DL 112.3 496.3 .51913 133.5 DL (1901W i 44. l 132.6 17X. 8� 49: / bL (W,4 31.9 b� (S.OiL) 0 + 43 =bo 6os 60•S 43 = 60 0,12%FT3 &-o7 6xY TorA(_ _ 248.3 130 269.5 IIP__1wSTra a yi1tASTbR W7.jAj 2OX2- = ¢off lox z 4o � T07'A b 'D L L To-/AL ZSB. 3 3oq, S / / J Project: Lp� L of SIMON WONG ENGINEERING STRUCTURAL 6 BRIDGE ENGINEERS Page : S. Praj. #: Designed: S, V Date 9968 Hibert Street Suite 202 (618) 566.3113 Checked : San Diego, CA 92131 FAx(619) 58&88x4 Revised: aA I I-1 IV (� i I O � a 4 -o �e�Of CaN� BARB 1 E1C Au- rlE^5643 4ar= /NAOE OF 2x2 ��61, 17EE� 7V96 (.rrP) w= So I//- F / 061uV,e fi = 36 KsI 14�v Skw (4SIV Sr2ESS m6 Fb : o. SS F; per 64 L, / 41.461,E lo. 32, ).A. A_ /.2-�Iyt- S = o, 668 1413 666 Ia It cItEC14 POSTS 1 P- So }x S 2So M: 25oO x 41 : /0 00 J, -F7 P. wL 4t . f7 ib= M — I �o '`� z /�1 964 )0 3 ks. ks' 4 aSs(16)= 19.8x51 S a, 668 oC r 2SO# -1 ks; Fy c o 9 (36) = /f, 4 �`s' o� Project Designed: S V Checked : V� S1MON WONG ENGINEERING Page STRUCTURAL 6 BRIDGE ENGINEERS Prod # 9968 Hlbert Street, Sutra 202 San DkW. CA 92131 cl +IrCr- 2a/I -141) D2 Z M _ W G _ 5o f1F7 x (5- F7) = IS ;' -F7 S $ -ay "yoe-a �-" &Y- Date: (619) 566 -3113 FAX(619) 566 -6644 Revised: .--- // 9SO� F7 vs 2x 2 x 3//6 - woe- 7 APPENDIX A "SEISAB"MODEL Page 3 - - - - S E I S A B - - - - (Version 4.0.7) 05- DEC -96 - - - - -- ---- - - - - -- I Imbsen and Associates, Inc. Be 9'5t S'.��jn�g - � T C.J 3 0.217 0.150 432000. d 0.217 0.150 432000. ---------------------------------------------------------------- 0.217 SPAN DATA INPUT 6 0.217 SEGMENT LENGTHS / SECTION AND MATERIAL PROPERTIES SEGMENT --- -- - - -- ---- LENGTH - - - - -- ---- AREA I11 I22 I33 SPAN 1 60.00 - -- - -- ---- - - - - -- ---- - - - - -- ---- - - - - -- 1 28.00 27.56 20.75 332.35 12.77 2 7.50 28.00 24.41 334.54 14.72 3 7.50 29.68 37.01 340.23 21.93 4 7.50 32.83 63.39 347.92 39.52 5 7.50 37.09 107.77 355.23 75.61 6 2.00 39.44 107.77 355.23 75.61 SPAN 2 86.00 1 2.00 39.44 107.77 355.23 75.61 2 7.50 37.09 107.77 355.23 75.61 3 7.50 32.83 63.39 347.92 39.52 4 7.50 29.68 37.01 340.23 21.93 5 7.50 28.00 24.41 334.54 14.72 6 22.00 27.56 20.75 333.35 12.77 7 7.50 28.00 24.41 334.54 14.72 ELASTIC SEGMENT --- - - - - -- WT /LENGTH ---- DENSITY MODULUS SPAN 1 - - - --- ---- - - - - -- ---- - - - - -- 1 0.217 0.150 432000. 2 0.217 0.150 432000. 3 0.217 0.150 432000. 4 0.217 0.150 432000. 5 0.217 0.150 432000. 6 0.217 0.150 432000. SPAN 2 1 0.217 0.150 432000. 2 0.217 0.150 432000. 3 0.217 0.150 432000. 4 0.217 0.150 432000. 5 0.217 0.150 432000. 6 0.217 0.150 432000. 7 0.217 0.150 432000. - - - - S E I S A B - - - - Bent Transverse Spring Page 4 (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. SPAN DATA INPUT (CONTINUED) SEGMENT LENGTHS / SECTION AND MATERIAL PROPERTIES (CONT.) SEGMENT LENGTH AREA I11 I22 I33 SPAN 2 (CONTINUED) 8 7.50 29.68 37.01 340.23 21.93 9 7.50 32.83 63.39 347.92 39.52 10 7.50 37.09 107.77 355.23 75.61 11 2.00 39.44 107.77 355.23 75.61 SPAN 3 68.00 1 2.00 39.44 107.77 355.23 75.61 2 7.50 37.09 107.77 355.23 75.61 3 7.50 32.83 63.39 347.92 39.52 4 7.50 29.68 37.01 340.23 21.93 5 7.50 28.00 24.41 334.54 14.72 6 36.00 27.56 20.75 332.35 12.77 ELASTIC SEGMENT WT /LENGTH DENSITY MODULUS SPAN 2 - - - - -- - (CONTINUED) - -- ---- - - - - -- 8 0.217 0.150 432000. 9 0.217 0.150 432000. 10 0.217 0.150 432000. 11 0.217 0.150 432000. SPAN 3 1 0.217 0.150 432000. 2 0.217 0.150 432000. 3 0.217 0.150 432000. 4 0.217 0.150 432000. 5 0.217 0.150 432000. 6 0.217 0.150 432000. - - - - S E I S A B - - - - Bent Transverse Spring Page 5 (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. DESCRIBE DATA INPUT COLUMN INFORMATION NO. 1 TITLE: Type 1 INFORMATION: SEGMENT LENGTH AREA 1 6.50 36.00 2 12.00 25.00 3 7.20 16.80 4 7.20 18.28 ELASTIC SEGMENT DENSITY MODULUS 1 0.150 432000. 2 0.150 432000. 3 0.150 432000. 4 0.150 432000. NO. 2 TITLE: TYPE 2 INFORMATION: Ill I22 133 182.30 108.00 108.00 87.90 52.10 52.10 39.86 24.52 22.35 47.62 31.81 24.37 SEGMENT LENGTH AREA Ill 22 I33 1 7.50 36.00 182.30 108.00 108.00 2 12.00 25.00 87.90 52.10 52.10 3 7.20 16.80 39.86 24.52 22.35 4 7.20 18.28 47.62 31.81 24.37 ELASTIC SEGMENT DENSITY MODULUS 1 0.150 432000. 2 0.150 432000. 3 0.150 432000. 4 0.150 432000. Page 6 - S E I S A B - - - - (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. Bent Transverse Spring ABUTMENT DATA INPUT GEOMETRY AND GENERAL INFORMATION SUPER CG WALL BOT ABUTMENT ABT STATION BEARING ELEVATION ELEVATION CONNECTION - -- - - -- -- -- - -- - -- ------ - - - - -- 1 100.00 NORMAL 339.50 FIX 4 NORMAL 339.50 FIX Page 7 - - - - S E I S A B - - - - (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. Bent Transverse Spring BENT DATA INPUT BENT GEOMETRY, WEIGHT AND CAP INFORMATION BENT BEARING WEIGHT CAP TITLE _ NOTE 2 NORMAL 0.00 CAP NOT REQUIRED 3 NORMAL 0.00 CAP NOT REQUIRED BENT ELEVATION INFORMATION SUPER CG DIAPHRAGM BEAR. ELMT BENT CAP FOOTING BENT ELEVATION _ELEVATION ELEVATION ELEVATION ELEVATION 2 339.75 302.00 3 339.75 301.00 BENT CONNECTIVITY INFORMATION SUPERSTR BENT TO SUPERSTR BENT CONTINUITY CONNECTION TYPE 2 CONTINUOUS FIXED 3 CONTINUOUS FIXED - -- S E I S A B - - - - Bent Transverse Spring Page 8 (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. BENT DATA INPUT (CONTINUED) BENT COLUMN LAYOUT ....GROUP OFFSET... BENT SPACING COL TITLE DISTANCE SPCNG DIR _OFFSET 2 1 Type 1 SINGLE 0.00 9 BNT QU 2 11 3 11 1 TYPE 2 SINGLE BENT COLUMN END INFORMATION ............TOP........... LT LT ASSTMM BRG ELMT JNT SIZE 3.35 3.35 ..........BOTTOM......... LT LT ASS TMM BRG ELM T TNT SIZE 1.50 1.50 Page 9 - - - - S E I S A B - - - - (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. Bent Transverse Spring FOUNDATION DATA ABUTMENT FOUNDATION INFORMATION ROT. ABUTMENT WEIGHT ANGLE _FOUNDATION TYPE FTNG TITLE 1 0.00 0.00 SPRING CONSTANTS 4 0.00 0.00 SPRING CONSTANTS ABUTMENT FOUNDATION SPRING CONSTANTS ABUT KF1F1 KF1F2 KF1F3 KF1M1 KF1M2 KF1M3 1 1750. 0. 0. KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3 1000. 0. KM1M1 KM1M2 KM1M3 1000. KM2M2 KM2M3 DOF FIXD KM3M3 DOF FIXD Page 10 - - - - S E I S A B - - - - (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. Bent Transverse Spring FOUNDATION DATA (CONTINUED) ABUTMENT FOUNDATION SPRING CONSTANTS (CONTINUED) ABU KF1F1 KF1F2 KF1F3 KF1M1 KF1M2 KF1M3 4 1750. 0. KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3 1000. KM1M1 KM1M2 KM1M3 DOF FIXD KM2M2 KM2M3 DOF FIXD KM3M3 DOF FIXD - - - - S E I S A B - - - - Bent Transverse Spring FOUNDATION DATA Page 11 (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. (CONTINUED) COLUMN FOUNDATION INFORMATION AT BENT 2 ROT. COLUMN _ WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 1 0.00 0.00 SPRING CONSTANTS COLUMN FOUNDATION SPRING CONSTANTS AT BENT 2 COL UNIN KF1F1 KF1F2 KF1F3 KF1M1 KF1M2 KF1M3 1 DOF FIXD KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3 DOF FIXD KM1M1 KM1M2 KM1M3 700000. 0. KM2M2 KM2M3 DOF FIXD KM3M3 850000. COLUMN FOUNDATION INFORMATION AT BENT 3 ROT. COLUMN WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 1 0.00 0.00 SPRING CONSTANTS Page 12 - - - S E I S A B - - - - (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. Bent rransverse Spring FOUNDATION DATA (CONTINUED) COLUMN FOUNDATION SPRING CONSTANTS AT BENT 3 COL = KF1F1 KF1F2 KF1F3 KF1M1 KF1M2 KF1M3 1 DOF FIXD KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3 DOF FIXD KM1M1 KMlM2 KM1M3 700000. 0. KM2M2 KM2M3 DOF FIXD KM3M3 650000. Page 13 - - - S E I S A B - - - - (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. Bent Transverse Spring LOADINGS DATA INPUT THE NUMBER OF MODE SHAPES FOUND WILL BE 10 ACCELERATION SPECTRUM INFORMATION SPECTRUM TYPE = CALTRANS DEPTH TO BEDROCK = 0 TO 10 FT A = 0.5 G ACCELERATION DUE TO GRAVITY = 32.20 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALUE 1 0.000 0.0920 2 0.001 0.5580 3 0.025 0.6420 4 0.050 0.7460 5 0.075 0.8420 6 0.100 0.9420 7 0.125 1.0390 8 0.150 1.1300 9 0.175 1.2040 10 0.200 1.2410 11 0.225 1.2730 12 0.250 1.2950 13 0.275 1.3100 14 0.300 1.3150 15 0.325 1.3075 16 0.350 1.2920 17 0.375 1.2700 18 0.400 1.2430 19 0.425 1.2030 Page 14 - S E I S A B - - - - (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. Bent Transverse Spring LOADING DATA INPUT (CONTINUED) DIGITIZED ACCELERATION SPECTRUM (CONTINUED) POINT PERIOD VALUE 20 0.450 1.1680 21 0.475 1.1240 22 0.500 1.0715 23 0.525 1.0290 24 0.550 0.9900 25 0.575 0.9550 26 0.600 0.9215 27 0.650 0.6580 28 0.700 0.8030 29 0.750 0.7550 30 0.800 0.7120 31 0.850 0.6710 32 0.900 0.6350 33 0.950 0.6000 34 1.000 0.5710 35 1.100 0.5220 36 1.200 0.4810 37 1.300 0.4500 38 1.400 0.4150 39 1.500 0.3900 40 1.600 0.3660 41 1.700 0.3460 42 1.800 0.3290 43 1.900 0.3130 44 2.000 0.2980 45 2.200 0.2740 46 2.400 0.2500 47 2.600 0.2320 48 2.800 0.2180 49 3.000 0.2020 50 3.500 0.1800 51 4.000 0.1580 52 4.500 0.1320 53 5.000 0.1110 54 5.500 0.1110 - - - - S E I S A B - - - - Bent Transverse Spring A C C E L E R A T I 0 N I X G 2.0+ i 1.9+ ! 1.8+ 1.7+ ! 1.6+ ! 1.5+ 1.4+ 1.3+ 1.2+ 1.1+ ! X 1.0+ ! X 0.9+ ! X 0.8+ ! X 0.7+ !X 0.6+ !X 0.5+ ! 0.4+ 0.3+ 0.2+ 0.1 +X 0.0+ Page 15 (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. LOADING DATA INPUT (CONTINUED) X X X X X X X X X X X X X X X X X X X XX X XX XXX XX CALTRANS ACCELERATION SPECTRUM X X X X X X X X X +---------+--------- +--------- +-------- - +---- - - - - -+ 0 1 2 3 4 5 PERIOD (SECONDS) Page 16 - - - - S E I S A B - - - - (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. Bent Transverse Spring LOADINGS DATA INPUT (CONTINUED) LOAD CASE AND LOAD CASE COMBINATION INFORMATION LOAD ........DIRECTION FACTORS....... CASE /COMB X Y Z DESCRIPTION -- -- - - - - -- --------------------- 1 1.000 0.000 0.000 LONGITUDINAL 2 0.000 0.000 1.000 TRANSVERSE 3 1.0 *LONG + 0.3 *TRANS 4 0.3 *LONG + 1.0 *TRANS Page 17 - - - S E I S A B - - - - (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. Bent Transverse Spring RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS PARTICIPATION FACTORS a OF TOTAL MASS MODE - - -- PERIOD - - - - -- CS - - -- Long - - -- - -- Vert - - - Tran Long Vert Tran 1 0.727 0.78 0.000 - --- 0.000 - - - - - -- -5.947 - - - - - -- 0.000 - - - - - -- 0.000 - - - - --- 94.595 2 0.469 1.13 5.951 -0.051 0.000 94.723 0.007 94.595 3 0.453 1.16 0.000 0.000 0.006 94.723 0.007 94.595 4 0.282 1.31 -0.159 1.200 0.000 94.791 3.865 94.595 5 0.204 1.25 0.000 0.000 0.492 94.791 3.865 95.242 6 0.181 1.21 0.820 2.257 0.000 96.592 17.505 95.242 7 0.142 1.10 0.435 -3.599 0.000 97.098 52.194 95.242 8 0.106 0.96 0.000 0.000 0.049 97.098 52.194 95.248 9 0.099 0.94 0.358 0.473 0.000 97.441 52.794 95.248 10 0.072 0.83 0.067 -0.548 0.000 97.453 53.600 95.248 S E I S A B - - - - Bent Transverse Spring Page 18 (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS ABUTMENT CQC DISPLACEMENTS * ** LOAD CASE /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 *Long + 0.3 *Trans 0.3 *Long + 1.0 *Trans ....LEFT FACE.... ....RGHT FACE.... ... OPNNG /CLSNG... ITEM LLC LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE ABU 1 1 0.205 0.000 0.205 0.000 0.000 0.000 2 0.000 0.289 0.000 0.289 0.000 0.000 3 0.205 0.087 0.205 0.087 0.000 0.000 4 0.061 0.289 0.061 0.289 0.000 0.000 ABU 4 1 0.205 0.000 0.205 0.000 0.000 0.000 2 0.000 0.287 0.000 0.287 0.000 0.000 3 0.205 0.086 0.205 0.086 0.000 0.000 4 0.061 0.287 0.061 0.287 0.000 0.000 * ** LOAD CASE /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 *Long + 0.3 *Trans 0.3 *Long + 1.0 *Trans - -- S E I S A B - - - - Bent Transverse Spring Page 19 (version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BENT CQC DISPLACEMENTS * ** LOAD CASE /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 *Long + 0.3 *Trans 0.3 *Long + 1.0 *Trans .LEFT FACE.... ....RGHT FACE.... ... OPNNG /CLSNG... ITEM ILQ LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE BNT 2 1 0.206 0.000 0.206 0.000 0.000 0.000 2 0.000 0.353 0.000 0.353 _ 0.000 0.000 3 0.206 0.106 0.206 0.106 0.000 0.000 4 0.062 0.353 0.062 0.353 0.000 0.000 BNT 3 1 0.206 0.000 0.206 0.000 0.000 0.000 2 0.000 0.360 0.000 0.360 0.000 0.000 3 0.206 0.108 0.206 0.108 0.000 0.000 4 0.062 0.360 0.062 0.360 0.000 0.000 * ** LOAD CASE /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 *Long + 0.3 *Trans 0.3 *Long + 1.0 *Trans -- S E I S A B - - - - Bent Transverse Spring Page 20 (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS CQC COLUMN FORCES IW Vl ! 1 BOT 1 273.5 4189. .... LNGITUDNL.... .... TRANSVRSE.... 68.0 0.0 CL LOC LQ SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BNT 2 1476. 68.0 122.6 4 82.0 1257. 164.7 1 BOT 1 303.8 4363. 0.0 0. 35.4 0.0 0.0 2 2 0.0 0. 144.9 4809. 0.0 450.4 229.6 4376. 3 303.8 4363. 43.5 1443. 35.4 135.1 139.2 255. 4 91.1 1309. 144.9 4809. 10.6 450.4 1 TOP 1 261.3 4967. 0.0 0. 35.2 0.0 2 0.0 0. 121.6 403. 0.0 450.4 3 261.3 4967. 36.5 121. 35.2 135.1 4 78.4 1490. 121.6 403. 10.6 450.4 IW Vl ! 1 BOT 1 273.5 4189. 0.0 0. 68.0 0.0 2 0.0 0. 164.7 4919. 0.0 408.8 3 273.5 4189. 49.4 1476. 68.0 122.6 4 82.0 1257. 164.7 4919. 20.4 408.8 1 TOP 1 229.6 4376. 0.0 0. 67.8 0.0 2 0.0 0. 139.2 255. 0.0 408.8 3 229.6 4376. 41.8 77. 67.8 122.6 4 68.9 1313. 139.2 255. 20.3 408.8 * ** LOAD CASE /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 *Long + 0.3 *Trans 0.3 *Long + 1.0 *Trans - - - - S E I S A B - - - - Bent Transverse Spring Page 21 (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS ABUTMENT CQC FORCES * ** LOAD CASE /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 *Long + 0.3 *Trans 0.3 *Long + 1.0 *Trans W/R TO BRIDGE C.L. W/R TO ITEM C.L. ITEM LC VERT SHEAR LONGITUDNL TRANSVERSE NORMAL PARALLEL ABU 1 1 83.2 358.3 0.0 358.3 0.0 2 0.0 0.0 288.5 0.0 288.5 3 83.2 358.3 86.6 358.3 86.6 4 25.0 107.5 288.5 107.5 288.5 ABU 4 1 76.0 358.7 0.0 358.7 0.0 2 0.0 0.0 287.0 0.0 287.0 3 76.0 358.7 86.1 358.7 86.1 4 22.8 107.6 287.0 107.6 287.0 * ** LOAD CASE /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 *Long + 0.3 *Trans 0.3 *Long + 1.0 *Trans - - - - S E I S A B - - - - Bent Transverse Spring Page 22 (Version 4.0.7) 05- DEC -96 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BENT CQC FORCES * ** LOAD CASE /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 *Long + 0.3 *Trans 0.3 *Long + 1.0 *Trans W/R TO BRIDGE C.L. W/R TO ITEM C.L. ITEM LC VERT SHE LONGITUDNL TRANSVERSE NORMAL PARALLEL BNT 2 1 35.2 243.8 0.0 243.8 0.0 2 0.0 0.0 109.3 0.0 109.3 3 35.2 243.8 32.8 243.8 32.8 4 10.5 73.1 109.3 73.1 109.3 BNT 3 1 67.7 211.7 0.0 211.7 0.0 2 0.0 0.0 126.2 0.0 126.2 3 67.7 211.7 37.9 211.7 37.9 4 20.3 63.5 126.2 63.5 126.2 * ** LOAD CASE /COMB 1 2 3 4 DESCRIPTION Longitudinal Transverse 1.0 *Long + 0.3 *Trans 0.3 *Long + 1.0 *Trans APPENDIX B GEOTECHNICAL RECOMMENDATIONS 02/10/1994 22:46 619 - 536 -8311 GEOTECHNICS INC. PAGE 02 AddhL� eotechnics Incorporated October 3, 1996 Caritas Company 5600 Avenida Encinas, Suite 100 Carlsbad, CA 92008 Attention: Mr. Charlie Kahr Principals: Anthony F. Belfast !Michael P. lmbnalio W, Lee V andcrh.r t Project No. 0054 - 002 -02 Doc. ft8 -0644 SUBJECT: GEOTECHNICAL DESIGN PARAMETERS FOR PROPOSED CART BRIDGE AT LEUCADIA BOULEVARD Encinitas Ranch - Mesa, Carlsbad, California Dear Charlie: At the request of Mr. Jim Frost of Simon Wong Engineering, we are providing the following design parameters for the design of the proposed golf cart bridge. Based on our review of the geologic conditions and planned grading, we anticipate that the foundations for the structure will bear on the Lindavista Formation. The following should be applicable to those conditions. Allowable bearing capacity: Ultimate bearing capacity: Setback from slope face Peak rock seismic acceleration. ARS Curve: 8,000 Ibs /ft2 with at least two feet embedment into sandstone. 14,000 Ibs /ft2 with at least two feet embedment into sandstone. Top outside edge of foundation should be a horizontal distance of at least 5 feet from the face of slopes. 0.48g based on maximum credible event 0.41g based on maximum probable event 0 to 10 feet of alluvium (CALTRANS bridge design specification, Figure 3.21.4.3A) Please call at yourconvenience if you should have any questions regarding this correspondence. We appreciate this opportunity to be of continued service. GEOTECHNICS INCORPORATED q-1 w To `Ff' Robert A_ Torres, P.E. 43077 1 E XP. 15 0o0 Senior Engineer 9l clvtti OF C�L�t`� 9951 Business Park Ave., Ste. R • San Diego California 92131 Phone (619) 536 -1000 Fm (619) 536 -8311 12/05/1996 15:35 619 - 536 -8311 GEOTECHNICS INC. PAGE 01 Geotechnics Incorporated NOWN December 5, 1996 Carltas Company 5600 Avenida Encinas, Suite 100 Carlsbad, California 92008 Attention: Mr. Charlie Kahr Post -Ir Fax Note 7671 D"'/Z, _� pages► 2 to / ikof Fran �f3 ,e�3 Ca .M" m c0 - GS pho B a Phone I 5 ri —IOOo F"# 501 F"# 53 03 /` SUBJECT: ADDENDUM TO FOUNDATION RECOMMENDATIONS Leucadia Boulevard Pedestrian /Golfcart Overcrossing Encinitas Ranch Encinitas, California Dear Mr. Kahr. This letter is an addendum to the bridge foundation recommendations provided in our previous letter dated October 3, 1996 for the subject project. We have reviewed the project plans for the subject bridge dated October 14, 1996 prepared by Simon Wong Engineering. We are also currently providing observation and testing services during grading at the subject site. The referenced plans indicate the center bents for the bridge will be 16 feet by 18 feet in plan and will be embedded at least 7 -'f, feet below finished subgrade. Based on our field observations of the grading, the excavations at the center bent foundation locations have exposed firm, moderately cemented sandstone materials. We anticipate the bent foundations will be founded on these materials, as previously recommended. Accordingly, for the footing size and depth proposed, the allowable bearing value may be increased from 8,000 psf to 12,000 psf. The previously recommended ultimate bearing value of 14,000 psi may be increased to 21,000 psf. All other previous recommendations remain applicable. All foundation excavations should be observed by personnel of our firm to verify suitable bearing into the firm sandstone. Footing excavations should be cleaned of loose soil prior to placing steel and concrete. Any required soil backfill should be compacted to at least 90 percent of the laboratory maximum density in accordance with ASTM D1557 -91. `+ 9951 Baslnew Park Ave_ Ste. B Ssn Diego CaW mi, • 92131 `� Phone (619) 536 -10M Fm(619)536-8311 12/05/1996 15:35 Caritas Company Dxrmber 5, 1996 619- 536 -8311 GEOTECHNICS INC. PAGE 02 Project No. 0054-002 -02 Document No. 6 -0780 Page No. 2 The recommendations presented in this letter have been developed using the degree and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional opinions included in this letter. We appreciate this opportunity to provide continued services on this project. Please call if you have any questions or require additional recommendations. GEOTECNNICSINCORPORATED OQpOfESS /p, m Robert A. Torres, P.E. 43077 m� EXP,3.31, Senior Engineer = 9l CIV1� Q RAT 142 !r nc Distribution: (2) Addressee (1) Mr. Ron Brockhoff, Harrison Company (1) Mr. Jim Frost, Simon Wong Engineering Geotechnlcs Incorporated STRUCTURAL DESIGN CALCULATIONS GARDEN VIEW ROAD WILDLIFE UNDERCROSSING PREPARED FOR O'DAY CONSULTANTS rMHI 2 3 20W D SUBMITTED BY ENGINEERING SERVICES CITY OF ENCINITAS SIMON WONG ENGINEERING STRUCTURAL AND BRIDGE ENGINEERS JOB NO. 500 - 286 APRIL 2000 STRUCTURAL DESIGN CALCULATIONS GARDEN VIEW ROAD WILDLIFE UNDERCROSSING Job No. 500 — 286 TABLE OF CONTENTS SECTION GeneralNotes ................................................................ ............................... Geometry& Layout ....................................................... ............................... Arch Culvert Design Check ............................................ ............................... Arch Culvert Footing Design ............................................ ............................... Quantities........................................................................... ............................... APPENDICES WIr4fCiNTA PAGE ..................I ...................2 ...................9 .................12 .................19 Geotechnical Report Excerpts ........................................................................ ..............................A ReducedPlan Set ........................................................................................... ..............................B Page l DESIGN CRITERIA GARDEN VIEW ROAD WILDLIFE UNDERCROSSING Design: Bridge Design Specifications (1983 AASHTO with interims and revisions by Caltrans) Live Load: HS 20-44 Reinforced Concrete: fy = 60,000 psi V, = 3250 psi n =9 Soil: Active EFP = 35 pcf (Level Backfill) Active EFP = 55 pcf (2:1 Backfill) At -Rest EFP = 55 pcf (Level Backfill) At -Rest EFP = 85 pcf (2:1 Backfill) Allowable Bearing Pressure: 3000 psf (Compacted Fill) 4000 psf + 1000 psf / fi> 1.5' deep = 6000 psf max (Torrey Sandstone) Allowable Passive: 350 pcf (Level Face) 150 pcf (2:1 Face) Internal Friction Angle: � = 27° Project: & A P 067" V(ew P 0 wl�vwpa, Designed: K T G Checked: EXIST. LATCH SIMON WONG ENGINEERINd Page: 2_ STFXCTUR4L A BRIDGE ENGINEERS Prof. #: SOU. 266 Date: q113100 9988 Hiberl Street, Suits 202 (858) 566-3113 San Diego, CA 92131 FAx (858) 566-6844 Revised: J7- --------- &,tAv,N<* rl.Aq SHT 319 q/7/9 ---- — -- – --- – --------- SLMC" 0 THIS I CA I- I 9.3 16' ... ... MR -T, II L l 01VA " C "'l ,L I -A. H 140. Ara C4\ Hit W, WA 1'4136`W 21 so j60 ARDCA 0 45 +38.36 C. L. 5' TYPE 'B -1 ' INLET INSTALL 8" ME & 2 -8" G. V. 's, 1- M.A.R., 1 -B.0. INSTALL CAP ASSEMBLY ® R/W (45.14' LT.) TP =133.5 ® R/W 45 +90 9EG1N GUA 46 +05.36 WILDLIFE UNOERCROSSING SEE PROFILE SHEET No.3 UNDERCROSSING 46 +15.36 1- M.A.R., 1 -B.0. INSTALL CAP ASSEMBLY ® R/W (47.42' LT.) TP =137.5 0 R/W � 64' dil 32'i I 32'i 10 5,5' n 'T O �I o �+a 10' lj o jh- Ti 1 5' 0 JOIN EXIST. 12" RECYCLED WATER INSTALL 12"x8" REDUCER GUTTER & SIDEWALK BEGIN GUARDRAIL 15+66.40 60.41' LT., WILDLIFE UNDERXING rn FUTURE _ ACCESS ROAD K46i.5449 t45 +7636 110.65' LT. END S.D. 0 R£T. WALL 46 +37.77 PRC t BEGIN CURB & GUTTER, GUARDRAIL II o END A.C. BERM & A.C. 510EWALK y e a 4 m z m 2 y z S b ' ° a Z � m � o d� �m o= o m D �» N m N n x m� �m �m mrn m A 4l z O y S u 0 0 y 3 � 2 gz T 1n rn a m 2 m � a '2 s �w 4 e N n Project. Gq/tdEN VIEW PO WILOt -IFg U G Designed: K f F Checked: SIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 �tOMETR - GRKOEN VIEW R °�1J VERT1cgL NVFrLE -. � GVR .STA 4flT+S0.00 syc' STq '19 +30.00 EVC Page: L4 Prod. #: o0- 2 8 Date: Y X13 /00 (858) 5663113 FAX (8619) 566.6844 Revised: wEA PLnn SHT °1 N /7/00/ Ia.EY. 137.J7 6'tAor; +7.00 7 EI-EY, IJ7.Sf GrtR0E ° +3,2Y % 0ERrtrn4 S W-11"36 E . ¢ GARDEI VIEW 2n GEGINMETAI - WILOLIPH LI/G S°✓THwEjr 4_ - CvVR y6+'18.06 52.69' 2T ELEY. 130.0 NVRTI-(E7r 111- I = GY2 NS *66, L(O 60,'11' t—T EL.EV 121,y L- EN&T-14 _ I- +- (52- .59'+60.Y1)i] _ ` 139. s0 (130.0 - /y /. N)100 = *6.ILS yo (Rll ✓mac 9EGrnl� qT u °aTRE01T En.0) 13 y, ro SKEW e = SIN -t /y6Y8. °6- HJ66.y0� = 3SOY9r`(6,S- 1 137.rd G✓LVEAT" IM'iiR�EtTJ ¢ GAfee"r YfeI RO ° L0 -Y1 �7nn�J- s'Y4�'/6.S�f (4S+L6•Y0� c S'rH '16+10.°2 DEAR SIG = I15 of�YI36 f — 90 °1 — 3f0Yy H6.T` = 35-7,°z8'37.,Y Project: -rAROEly VIEW Rn Page: 5- SIMON WONG ENGINEERING W 11. O 1L I F 6 U/ C. STRUCTURAL 8 BRIDGE ENGINEERS Proj, #: j'U 0 - 2 06 Designed: K T C, Date: q/13/00 Checked: 9968 Hibert street, Suite 202 (858) 566 -3113 San Diego, CA 92131 FAX (858) 566 -6844 Revised: C401.noiN& I"qn CGra 5HT 3A H /%/QO R VARIP; — R!' M 11W R - I Z7 W t 7RAIEZ LANES 0" TO 1t TO 5' I P.CC SIDEWALK �`ML17Lf1ED TYPE 8' MEDIAN CURB, AG PAbfVfVT OWER APPROW2'D BASF SECTION 'A —A ' Nn SC&f' Vol EA75PNG CONCRETE 20 OITCN t KEYSTwl RETAINING WALL I/ / 8 kEGETATEO SWALE � FUTURE 6 E HIGH 4 � � FENCE SECTION W —B' NO SG4LE RETAINING WALL, HEIGHT ✓ARIES — �—BROW LVTLN CURB & GUTTER KEYSTONE RETAINING WALL FUTURE RETAINING WALL II n rn II Av L ---- I Project. L[gROEN View R p w(r'OL.II;E UJG. Designed: K Checked: TYPILg6 SbGT(aN DE SIMON WONG ENGINEERING STRUCTURAL 6 BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 Page: 6 Pro . 0: Soo - 2 86 Date: Y 113 loo (958) 566 -3113 FAX (es9) 5W6Syy Revised: TOP OF CVLy EqT Ij 9,0 gOuVE dc GVr -yEQT P2 ur rcE LLEV, (RS3Vr+Ep) Nat TH E A✓r 15 0 Top CvwE i1T ° (11. it + `J.0 = 130.4 F Cx. N rc: (135,3+ 135,0) = 136. 6T ( /"' o ocpmro BETwrr-m roP d. wn LL- 4QgpE�� FI,. oee-rH : 136.6,r-17a.`1= 6,z-s-' ERJT R /L✓ (APIANX, H3' L-T' it 6 ,(09NV /Fw Re)' CvLvoar 3T-A (60•YI- v3') 1C.,7e ° 21,5' Tap cvLVEILT = 130.4 + 0,0616T(21.$) - 13p1.72 6VQ 07-A (q,�66.Y0 � ZI.SJ /N0 /- HS +75.� 1�i F4. e ¢ = 137.37 + o.a7(zS. +9)- 0.00009Y(s t. +1J %z = 139.36 F.4. a R /a/ = 139.36 - O, o2 (33'� F O.S'cuKO + 0.0L (IOC) = 139•YO FILL OEQTH ' EAJT CyxaL(N e (nPpolx 34'LT 4Ad.J¢.v VIEw90) CVLVERT 3T04 (60.Y1 -3Y I /c0J 8- 32,57 / TuP CV�VfFkT = 132.4 1 6VR srra � y5* 8s Y7 F. fit. @ cvAa ° �3i.37 +R07 CSS- 461-0. oov0lY��r,Y6J� -0.u2 C34) = 13 y. 11 PILL DEPTH c 139.1 f - ( eaTre.. C va 6) (ZEc7"e -i 6/ATE2- $„PVC (R�gpx, LB LT GgRpEN Y/Ew (tp c ✓LVeRr SrA Joe CVLVCgR c 132,$7 (vs- 133.86 aw Pb P,VJ .: PLAmj R.uv,,r 10' 6L2 AK4H,N.T (<V(2 srx� _ `is-* $9.51 Vs. PvpNJ NJ' +$9.77 ✓ F.6. a PIPr = 137., 3' 7+ o .o7(39.79J- 0.o00o9Y�31.T1)j2 -0, 0a(25'J= 139.s2 FILL OEPTN c 139.52 - 132.57 - 6.65' Nv1E- Toe of 6pr wLLL as An/3!f2 r0 ISa TTVn 101,0E - 139.-72 - 3..T- 9' 00 = 135.27' Pr,-v 8E7wk -C� -TOP cVtV"7 nn✓ 00T70^ P,PE -- 2.N' 7 1.0'_n114 ✓ 0K Project: CxprtoErl VIEvv Rn W'�OLIFG U/C- Designed: K TG Checked: SIMON WONG ENGINEERING STRUCTURAL 6 BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566 -3113 San Diego, CA 92131 FAX (858) 566.6844 Ty1piLgL, SECTION OEPTHI - cOKr/NVEb... Page: 7 proJ• #: -700-7.g6 Date: if /13/00 Revised: \M1IRTER Maus - 10"evC. (Apiftvr- 13 -7 LT ¢ GAL of" VIE RU) <V1.v ERr Jrp (bo.4l'- r3.T ") /c v)B= 57.86' Toe CVLVE2T - IVI.'f +7.0 '-V 0.0616T(577.(6')- 133.77 (vi. 13Y.97 ON /s -nrJ vN�cw vlre Ic GVR 6TA ` H- 766.40+S7,666,NC)= 46+00.27 vj. Pvr+NJ '(6 +00.31 F. 6. a Pier = 137.37 *0.07(50.31)- 0.010007y(5-0.3 l)� /Z - 0.oz(r5•s)= 1110.50 FtoL OE�TH ° 110-1-0- 03.11"7 = b-53;1 NY re : Toe •i P,Pe w,L, of 2grJEV rY 3.5 <vvER 950TTw OF P1PE : /HO.SO - 3.S f- 12'00 = 136.0a' FtL� 6E7 wFYL/ TuP a ✓wEl1T 4 ri1+'rTOM Pipe LCJJ 24 -.4 AY(q.�, •RAJ I L GAROEI 1((E- Ad (3rA L16 f Id. 0 2) CVLVER.T ern (6d.yr)/cvJ 0 = -711-TI 1 Top cvLyev r = 13d.L( + 0.0616r(-71+.TI') = 135-.U0 F, 6, = 137.37+ 0.07(60.02) -a wovi (6u02)2A = 1Y1,`lo FILL OEPrN = IY(.'(d- 135.00= 6 -'(0 vVc5r C✓ROLfIY6 c- -Adof„ VIE, RO) cmL VE&r srp (60.'1(+31- •0) /c °3B 113. 9T TOP CVIy SILT Y 130.'{ + 010616r (113.90) = 137. N3 ciVR 57A 46 +33.12 C F. G. a 817TVh 4vR6 ` 137,17 0. o7 (8J.1z) -o,�o a9Y(91.12I /t -o. oz(az� = !42.22 Fr�L Orelo : I12.22 - 137,43 = 4.77' WFJT R/v ('f2 RT It e-gA06N ViEv rtO C✓L -vflaT JTp (6o,Nr +112) /c oJB = fZ63/ TOP cvC VE27 = 135• 1 % 67A L(6 +Iya.34 X. yu.3v' F. &, e F,(, = 143.31 - d,02 (32) 7 0.5- cv.10 + 0.02 (io') = /43.37 F,LL OE-PT)4 = S 181 SaWFH�E-Jr EN-0 F(LL OeyTH = 1'12.0 (Irnx(•In12rorp WA, G)- 130,o -g0 c 3,0f Project' GgAOEN Vre w R o WiooLIfE VIc _ Designed: K Trt Checked: SfMON WONG ENGINEERING Page: 8 STRUCTURAL 8 BRIDGE ENGINEERS Proj. * 5 00- 2 86 Date: y /1300 9968 Hibert Street, Suite 202 (858)566,3113 San Diego. CA 92131 FAX (858) 566-6B44 Revised: MqurM✓n OapT>•1 oOr FI,,1, 7.68 r �l 0E31G/J BNTME FooTt"6 b• CgCtlC ARCH Fort ii = fT.U1 (OEAO "q D) MIN /N ✓M OEIOTH of FIt,L = `1.791 —� OEJ(f'" ✓JIN4 1..TOI Faa LIVC "AOJ. It y ,5EcTION C � WOVOLIf£ L) 4c i ✓ fO NOaTHrhJf I EN ENO, ENO 179,50' ' - L/ Z S.s2 ms-7, 74.s I '- m • i~. 17.19 ' o u5_ b lo•aa hp4' s.n' 7 I >0- GsJ• i.Na' I'C"ck 130.0 IZ1.•Io MqurM✓n OapT>•1 oOr FI,,1, 7.68 r �l 0E31G/J BNTME FooTt"6 b• CgCtlC ARCH Fort ii = fT.U1 (OEAO "q D) MIN /N ✓M OEIOTH of FIt,L = `1.791 —� OEJ(f'" ✓JIN4 1..TOI Faa LIVC "AOJ. r� { ProjeCt: 6A(LOEN VIEW R,U WI401 -IFt U/< Designed: K j-4 Checked: SIMON WONG ENGINEERING STRUCTURAL 6 BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 Art CW GVL yE2T Or, sI&N UHF A RE F. A131 MAN V'gIJ Page: 9 P[OJ. #: SOU _ 286 Date: I /Z O /0 0 (858) 566 -3113 FAX (858) 5W -6800 I Revised: CON-UGH Aar,r-t SPA" c 2 0'00 R sF = 10,00' 6AV4C = 0.I39" cdArtvcnTraN : 6"x Z 1-OAo FAC7 aft 5 tr45AaOV10 X I Y (1.00 + (L,+ 7,)H r'AE ) = 1.301, f 2.17LI, + 1,95"E 0 90 FoA Ftc -x�R6 Fy = 29000,000 PJ; F7 = 33,000 pr: /VO JnfAcT w/ H 73 (CAS 6.1,4 (y I Project: 4Art0Fr-( VIEw Ro V1I1,01.tFE U(G Designed: K T6 Checked: SIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 c- (/L,vEkT OE.sr 6N FAFSf vR E , Py Py - DL + LL Page: ) 0 Proj. #: 5-00-286 Date: q/10(00 (658) 566 -3113 FAX (858) 556 -6B" 1 Revised: 01- : HXW= 2F.0 1X (130e�f)= 16y0Pflp LL - 35-0 p iFN9eRpm Arc-u pa... ArJ1 TAoie N Ay = O + -A, 1'7 (3,r -0) + I. ys(IoKU) = Z-798 pf CFp6TORE0, RING GoMPAE!!!Or -t ! C- G 270 F ZZ Zil 7i %T �F aF AQGH CFALTOREOJ WALL, Ga,OJJ -SgcT1ONRL AALA) A G 27. T77- 2 Aaea'0 0 {7 - (0.90)(33,000) = O. 939 IN /sT 7-= 0.138 Jr 6"x2„ 1". /pr (AU( TPALE 11.3, V/0K FLExjaj/ F,-,c-root FF D` (ZUrr YL'1 / �F = - • 0.939 O, U27y U. U3 MqX prit Bpf 12.T, ).''I ✓OK EL /z9r(o (' 12) SEAM 571ZE Ir 6T}{ 5EPM 57Q6r16TH REG'U = A, = 2 = 3U1 972 P! Vi- TrMRTE 3e-AM 5T1LErr4&7-l4 = 62,000 /r: (Alit -fRocc H,N) /Vk Project: LTAii VIEW R Wff r.rP U G Designed: IC SG Checked: 4-s6 OF 3 SIMON WONG ENGINEERING STRUCTURAL a BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 Table 4.1 Highway and Railway Live Loads (LL)* Page: Proj• #: 5-00.2 96 Date: y /1 -0(00 (858) 566-3113 FAX(858)566 -6844 Revised: See ASTM A 796 " Neglect live bad when less than 100 PSI; use dead load only. Table 4.2 Flexibility Factors for Spiral Rib Pipe Type Highway Loading- Railkw"ay E e0 Depth of L .09 Depth of 0.022 0.025 0.028 0.027 0.030 0.033 0.033 0.040 0.044 H 20 H25 Cover. Feet Cover, Feet Load. psi 1 1800 2260 2 3800 2 800 1150 5 2400 3 600 720 8 160D 4 400 470 10 1101) 5 250 330 12 900 SU 6 200 240 15 600 7 175 180 20 300 8 100 140 30 100 9 3 x 1 110 .1039 .1306 See ASTM A 796 " Neglect live bad when less than 100 PSI; use dead load only. Table 4.2 Flexibility Factors for Spiral Rib Pipe Type Specified Thickness Inches Specified Thickness Inches Irtcltee- 0.064 0.079 0.109 0.064 0.079 0.109 0.138 1 II 111 0.022 0.025 0.028 0.027 0.030 0.033 0.033 0.040 0.044 0.022 0.026 0.028 0.0368 0.028 0.032 0.038 0.0426 0.035 0.044 0.050 0.0564 0.109 0.138 10.111 10.140 0.168 10.170 0.188 Table 4.3 Moment of Inertia (1) and Cross - Sectional Area (A) of Corrugated Steel Pipe for Underground Conduits corrugation Pitch x Depth , inches 6 x 2 in. 4 Bolls 3 ne0 I ntcxness Irtcltee- 0.052 0.064 0.079 0.109 0.138 10.111 10.140 0.168 10.170 0.188 0.218 0249 0280 Manttentt of Inerse I Inchat"aar Plate R Foot of Width Rivet R I It x1h .0041 .0053 .0068 .0103 .0145 0.0198 0.079 3 2 x'h .0184 .0233 .0295 .0425 .0586 0.0719 42,000 2 23.400 2%x'h .0180 .0227 .0287 .0411 .0544 0.0687 3 x 1 .0827 .1039 .1306 .1855 .2421 0.3010 5 x 1 .1062 .1331 .1878 .2438 0.3011 �j 6 x 2 .725 .938 1.154 1296 1.523 1.754 1.990 0.1157 1h x 44 x 71Y' .0431 .0569 .0858 .0730 iS x 1 x 11114° .0550 .1111 Cross-Sectional Wall Area Inches bar Foot of Width 1114 x 9. .608 .761 .950 1.331 1.712 2.093 2 x th .652 .815 1.019 1.428 1.836 2.249 2%x'14 .619 775 .968 1.356 1.744 2.133 3.1 .711 .890 1.113 1.560 2.008 2.458 5 x 1 .794 .992 1.390 1.788 2.196 1 6 x 2 1.556 .003 2.449 2.739 3.199 3.658 4.119 1.729 ;'. x 44 x Th" .511 .715 1.192 Y. x 1 x 11114' .374 .524 .883 Where two thicknesses are shown top is corrugated steel pipe and bottom is structural plate. " Ribbed pipe. Properties are effective values. Table 4A Ultimate Longitudinal Seam Strengths (lb/8) Thickness. 2 6 x 2 in. 4 Bolls 3 3 x 1 in. a 2% x +h in. Rivet Seams a„ in 4 41 in. 4 41 in. Corrugated S Structural P Per Ft S Standard seams not shown develop full yield strength of pope wall. Single S Single D Double Sleet Pipe P Plate R Rivet R Rivet R Rivet 0.064 2 28,700' 1 16.700 0.079 3 35,700' 1 18200 0.109 0 0.111 4 42,000 2 23.400 7-R6LE1 Faulr1 A15 ! 5 2`1 ED- (6,nii 500K ] See Chapter 2 for seam details. Standard seams not shown develop full yield strength of pope wall. 'Double % -in. rivets. 6nn�iNO A...in mmrc 7-R6LE1 Faulr1 A15 ! 5 2`1 ED- (6,nii 500K ] Project: Gr1KOEN VIEW Rp Page: 12 S/MON WONG ENGINEERING wIL 0 L f FC ✓ r- STRUCTURAL d BRIDGE ENGINEERS Plpi, #: 3-00 - 2 $6 Designed: K T 4 Date: y /2,0 (00 Checked: 9968 Hibert Street, Suite 202 (856) 566 -3113 San Diego, CA 92131 FAX (859) Sss -6844 Revised: FUOTIwcg 0ES16/Y : Assume q' w-oo PdoT("6S . V i DL7 SOIL = (ZO x($ - 41 4- xl30Pcl = 26,380 '7/Fr LL 7.329 AXLEX ¢ f'{'0,c. FRunr f?"X AXLE) wILI� 0ve"ttsM e 7 OEPTN L FT6 9L177H i _ 61 — :. d3 E 6&f K T7� I�'�'�ll 6q ", T71' r i / ♦ / ♦ r 1,L, 3 LANES = 3 (6Lf `) x 0.90 -1-7 * /Fr gf (I4,SX 7 /a) i L NLA N (6 7r S-7S3'1 /sr �� CON�ROLJ 8a 2 (Iy.i.7 /bi RE�'1c7ra,y It-? EACH F74 , V 310 '/4 -0- S75- ��F� = 16,067 � /LF iea F74 Project: G420Ely VIE✓-' iQ0 WILOLIFE d/C. Designed: 1< S G Checked: SIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 P 1, t, "no LE BEnf rr. G PI¢Er3✓rzE Page: 13 Proj. #: SUO- Z 86 Date: 4 /Z 0/0 a (858) 566 -3113 FAX (858) 566 -6844 Revised: ^1J U1 1C 01770" OF F74 If 3 -0 " aEl-ov F6- BOTTOM F7G ClEY VMIiff -1 lfr eY12L) F-kvv rrs.Y AT ME ENO TO 1270 /1T 5W EN0 GEdTEcH TEST I2FNcH GoGS JHo. Tortriel SANOJTRnE AT EI-ev. x26.7 (T -y) To 67Ey H5.0 (T -2 THE IiEFs/(f/ F. -T,N& WILL 6EY1t IN r-orthm((#"A (- A"LLfiv HQcE I�E7�IRrl`rG ° YUUO on t 1000 041 - ftd lr rptI IS 0vcia�,,, F.G. AT 3f 9910✓ FGT A"ow, 1124 ' Yo06 t 1'5-0006 ) = SSoo ems' Project: 6AA06r, VlEw Kn WILDLIFE U/r- Designed: K S C. Checked: SIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 F00-rlNCy I`ACfl VI(E 007RIDU7I4M Page: I i Prof. #: roo-2art Date: y /2' 0 /0 0 FAX(858) 566 -3113 I Revised: (858) 568 -Ba44 Z7ERHTE A Stun E' if Loo -tor F74 wf AC,H Cs N7�1QEV Soft, VT- = Z' l`J.s 130��f = S-0-70 P =,Y-070 +/6067 : ZI0-7 i0 RFfV�7Nr. r L.. -nna.� X : f 16967%2 1-(.7--670) 131:z t I)7 ° 1.76 P + fmAx, P" yII)7 MIN p P� qX ULUILL110MIN QMgX 7I F6 pf > = 33 a '2- P,, f P/ 5-z r'( ofi < s,-ao P.,f FO67Ik4 J17,E 46Y64J wOItK IF 60Hpl w "f Ane,i,rrcEro. �4 MOYC AA CH Svpf "T Pr INwRRJ 3" %r 06YP&7v F—t4 a� -1-b AL I6v ExTR,A 5-0D fly GnPHC I+/ . Project. &ARt7E" VIEW Rn Wt�o�IFC U(G Designed: I( J G Checked: FvaT(P44 PAEJ)V/!f V SIMON WONG ENGINEER/N( STRUCTURAL A BRIDGE ENGINEERS Page: 1,7- ProJ• #: 5-OO.2$( Date: N %2 a 10" a o 9988 Hiben Street, Suite 202 (858) 588 -3113 San Diego, CA 92131 FAX (856) 588 -8844 1 Revised: FElvL7T N T V = 16,067 # Sett. vr= 2.2J"Xld'03o/dk S76TR` t1m ( FOR s WT 5'fLo a/ F' r'- z'> H'x 130+ 1.5-.v1K15-o = 1 9yo" • ToT-iL wT= 1-32720 „ RE)vl,7�rf.T liu�s+77o/.I ; 23,277- 1.97 /Z 2 4�.w UNIFryfM P2EJJ0Af 0IJ7218✓II .fN n2EJJ�ac = 27y,z fl ° sPld rpJf- < 60a6I„ PTOJecl: GqR OEIJ \/Ir RQ WIIOr lFe u/G Designed: rC T 4 Checked: SIMON WONG ENGINEERING EXSTRUCTURAL A BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 586 -3113 San Diego, CA 92131 FAX (858) 566 -6844 DEJIGN FOOTInf[, STEEL 5oTTUM OF FacTINr,, : /1.7.1vME LooO yid VNIF'Ot" VPWAAC " -K. 1111A= z.n (c.7r� K) _ w, 6T "'K c0N1eaVA7IVE) Page: 1 6 ProJ• #: 3-0 U -7- 86 Date: N 17"( X 0 0 Revised: 181 IK" 1% n PItEU�rrt, � (8 TR7x5' r12 „0 c. (ry' +0. -3 I IN' Ir- T) r3 c�2 6000 P,f (0.7 1 I N rt 6 o K/N`J ” j K G= o,BTI.,T b 0. FT- (3.zS %n')CIL62�= (33.ITin)0. T - G -► w ; O.-r6 LeT Ot = lIf "- 3 c/-R - y2„ (osds) = (T �o�' psi /� = O. 9Ur16.6 "(Iy.J ' 4r1„ i /`t„ V16VOV Toe of Fa CTIN & ' *. ✓JG .4i)7eP2 517TO" JrgYL ✓lE MIN(rVv Kra'n (A J= U.(IUZ AJ. A te, ° 12 ` h 18 7, 16 h.' A} RE Q. 0.002- (2167 — 61.3 1 (QAnvrn 0) *5- 2 e 1 IH 3r,7Ta� ) 0. 122 IN` /ir n .. V, C- *I"6( c /'Z I;. c. Tnp ✓itlrL- (4 = U.2dLtii 0.l22�n�aEa'. Project: GAROEN VIEV R O SIMONWONG ENGINEERING Page. 17 W It.O L I C E U (G STRUCTURAL 8 BRIDGE ENGINEERS prof. 0: 500.2 $6 Designed: K J x Date: H 12-y (00 9966 Hlbert Street, Suite 202 (858) 5663113 Checked: San Diego, CA 92131 FAX (858) 566 -6844 Revised: (.ONGI T I/OINR I. 37b'kZ VfE AM0UP47 Rea'o FdH IHIZlN1(RGC (/I, = 0,002 A� AfAFU'v= O.ud2(1050� c 2,16 /N2 FWVuf (O g 'mKJ VJE0j As = L.I6 rNX0 = 0.7- 16 wr /OA,c ys r 4s -rM 10 ,STer7- Rc2.lJ G.NJTILVG'Jt.N TT e' A, ` ld(0,3 /'- v 3.10 /n/' > Z•l` I ", Reaw) DE5I6N Hoailor rWL Jv, -Ir Jr",C 7 lg3JW,eO MA, PA JP 6 = DC- J9ltN6 % 6000,4j; v Eovo ✓a» GMs» V = (6000eJfx1,3-•) = 9,0" Yu c 2.17 (9.0 `) = 19.•3"3 " 0,.16HTL? dvNJL`tvHT,vE) t/stn46 3lre„k FKIcT /u-!/ V/, ° A O'O,iT (&w t,16.6.'f-4) 17 =60'V, a• 60 (C -NJT. TT) 19. YJ" c ,� A.,f itEQ'o Io.BTk'6a %(0.66) = 0.6L( p *Lfl) IJ J+cTwTCOy ALO.W OvE T� Can.,PtFJJI.N OF -T-i E J,r6V7- (001 $./6.6•I/.�"), I WE #.i ©L° 12 O.L. (A, - Z6E[,J A 0.3 /IAI° ° 0.62. I" ) PI'O /eCt' TA/L19EN VIEW RO, WoOLIFC V/G Designed: fl T G f i Checked: SIMONWONG ENGINEERING STRUCTURAL 6 BRIDGE ENGINEERS 9968 Hilbert Street, Suite 202 San Diego, CA 92131 FIlgA f °0 It" Z. rl d' G FTG Sir Page: I $ PrOj. #: SoO - Z 8 6 Date: K /2Y (00 (858) 566 -3113 FAX (858) 566..6844 Revised: 5a oerA /L IJ 61.uv 'f%S © a 2 cL2 *rP, t.o•, '95--MT. 10 -4 .. I I I ' I Ir -6° 3 3'� Xf se I . Ii 6 Ir b,. I, o. 4l -O° 8ASE CHANNEL QE'(}jIL PFA CON rSC :r LHAN/YE1- ��6•'Tf11LK R LVGI NuT SHu,p/J Project. GARoEN VIEW A0 Wrb0� IGL V rG Designed: f< TC-r, Checked: QVANT(T(El SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS 9966 Hibert Street, Suite 202 San Diego, CA 92131 Page: 1 c) Prof. #: 5,00 - 2 8 6 Date: N /Z7 /00 (856) 566 -3113 FAX (858) 566-6844 1 Revised: PER SECTION (-i OF 57 -ANO. SP6GJj EKGq yqT( /v A DACrCGILL hrl_E I/JGLvOOO II-! v"'T PAlce FaA ITA, 5-/Ml- f ✓Ai2 AIrCH- .5T2- 39F>,_ P &-ATE AP-CH L-= 13 9.50 I RisE = (I3o,uo )— (12r,Yo ") = 6607 5cVPE L -ENcrH z (139,50`+ - 5.60')x? = 139.76/ Vie /YO Lf STR. Co"CAETE (A"wl Poo-rINU)-' AREA = 0') +- (K.n'J(r.r') : 7r FT` TVTYtL dVLvr E ;' .' = 77.6 c7 UJE so G DAR REItrF-ortcllvG STEZ2 rq> 1,V-reT. to LO N, O' l: x" e 12.. ijSGl2 0 n Project. GHICO,,, Vte Iy RO wl ✓1i ✓IFe. tJ /G Designed: K TG Checked: S1MON WONG ENGINEERING I Page: 2 0 STRUCTURAL A BRIDGE ENGINEERS Prof. #: SDO - Z- f f 9988 Hibert Street, Suite 202 San Diego, CA 92131 REINFaRcer,6 57rr --- Q7n'J V #s -rd :- IG LENrrrlr Fr x W7- Xp 6'- 11 1, o N3 # 3' -.8 a. 669 * 3'- 4$ ' 16'- 0', 1.OY3 # I.ON3 " Date: H I Z7 106 (858) 588 -3113 FAX (858) 588 -8844 1 Revised: Z. Ns w :3.f2# i o. W3 # y T, s 2.x.9 I */,, 'TD7A(, IlLeoF1R W r _ (23,91 '* &r ((39.76 �)(2 r--r4J1Y1.O2 JlLlcss) = 6817 W w G 8S0 GAt.w y T %) �► S e I'L V #s -rd :- IG LENrrrlr Fr x W7- Xp 6'- 11 1, o N3 # 3' -.8 a. 669 * 3'- 4$ ' 16'- 0', 1.OY3 # I.ON3 " Date: H I Z7 106 (858) 588 -3113 FAX (858) 588 -8844 1 Revised: Z. Ns w :3.f2# i o. W3 # y T, s 2.x.9 I */,, 'TD7A(, IlLeoF1R W r _ (23,91 '* &r ((39.76 �)(2 r--r4J1Y1.O2 JlLlcss) = 6817 W w G 8S0 GARDEN VIEW ROAD WILDLIFE UNDERCROSSING STRUCTURAL DESIGN CALCULATIONS APPENDIX A- GEOTECHNICAL EXCERPTS A GTG Company Leighton and Associates GEOTECHNICAL CONSULTANTS LIMITED GEOTECHNICAL INVESTIGATION, PROPOSED WILDLIFE UNDERCROSSING, GARDEN VIEW ROAD ENCINITAS TOWN CENTER — PHASE 11 ENCINITAS, CALIFORNIA Project No. 940028 -026 November 24, 1999 Prepared For ENCINITAS TOWN CENTER ASSOCIATES 11, LLC 707 Wilshire Boulevard, Suite 3036 Los Angeles, California 90017 3934 Murphy Canyon Road, A13205, San Diego, CA 9213 -4425 (619) 292 -8030 • FAX (619) 292.0771 • www.lelghtongeo.eom 940028 -026 6.2.1 Shallow Spread Footings Foundations The proposed structures may be supported by conventional, continuous perimeter, or isolated spread footings. Footings should extend a minimum of 18 inches beneath the lowest adjacent finish grade. At these depths, footings founded in properly compacted fill soils may be designed for a maximum allowable bearing pressure of 3,000 psf. Foundations founded in competent Torrey Sandstone materials may be designed for and allowable bearing capacity of 4,000 psf. The allowable bearing capacity may be increased by 1,000 psf for each additional foot of burial, to a maximum of 6,000 psf. The allowable pressures may be increased by one -third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 18 inches for continuous footings and 24 inches for square or round footings. Footings should be designed in accordance with the structural engineer's requirements and have a minimum reinforcement of four No. 4 reinforcing bars (two top and two bottom). We recommend a minimum horizontal setback distance from the face of slopes for all structural footings and settlement- sensitive structures. This distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2, where H is the slope height (in feet). The setback should not be less than 10 feet and need not be greater than 15 feet. Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and /or differential settlement. Appropriate measures should be incorporated into the project design by the civil engineer to assume that scour of the foundation soils does not occur. 6.2.2 Slabs -On -Grade The slab -on -grade should be at least 5 inches thick and be reinforced with No. 3 rebars 18 inches on center each way (minimum), placed at mid - height in the slab. Slabs should be underlain by a 2 -inch layer of clean sand or clean crushed gravel. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. The potential for slab cracking may be reduced by careful control of water /cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. All slabs should be designed in accordance with structural considerations. If heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. 16_R_ =- 14- ANN 6.4 a 940028 -026 62.3 Settlement The recommended allowable - bearing capacity is based on maximum total and differential settlements of 3/4 inch and 1/2 inch, respectively. Since settlements are a function of footing size and contact bearing pressures, some differential settlement can be expected between adjacent columns or walls where a large differential loading condition exists. With increased footing depth to width ratios, differential settlement should be less. Mat Foundations A soil modulus of 200 pounds per cubic inch is recommended for design of mat foundations. The mat foundation should be designed by the project structural engineer utilizing parameters outlined for above and an allowable bearing pressure of 1,500 psf. Lateral Earth Pressures For design purposes, the following lateral earth pressure values for level or sloping backfill are recommended for walls backfilled with very low (EI < 20) expansion potential. Select materials should be used within the zone defined by a 1:l plane extending up from the base of the wall. Table 2 Static Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 35 55 At -Rest 55 85 Passive 350* (Maximum of ksf) 150 (sloping down) Unrestrained (yielding) cantilever walls up to 25 feet in height may be designed for an active equivalent pressure value provided above. In the design of walls restrained from movement at the top (nonyielding), the at -rest pressures should be used. Due to the increased compaction associated with construction of the undercrossing, design for at -rest conditions is recommended for walls influenced by pipe zone backfill. If conditions other than those covered herein are anticipated, the equivalent fluid pressure values should be provided on an individual case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulting from automobile and truck traffic may be assumed to be equivalent to a uniform pressure of 75 psf and 200 psf, respectively, which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform pressure equal to 0.35q should be applied to the wall (where q is the surcharge pressure in psf). Surcharge from heavy moving trucks can TRAPFrc : UrC 100 P.57 orak 7oY 10� PEN GEaibLfl -15- A&__ 940028 -026 be analyzed by this office once design traffic loads are determined. The wall pressures assume walls are backfilled with free draining materials and water is not allowed to accommodate behind walls. A typical drainage design is contained in Appendix D. Wall footings should be designed in accordance with the foundation design recommendations and reinforced in accordance with structural considerations. For all retaining walls, we recommend a minimum horizontal distance from the outside base of the footing to daylight of 10 feet. Lateral soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, the friction coefficient of 0.33 may be used at the concrete and soil interface. These values may be increased by one -third when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of the frictional and passive resistance provided that the passive portion does not exceed two- thirds of the total resistance. 6.6 Geochemical Considerations Geochemical screening of the onsite soils was performed. The screening is meant to serve as an indicator for the design professionals in determining the level of input necessary from a qualified corrosion engineer. Review of geochemical test results by a corrosion engineer is recommended. Concrete in direct contact with soil or water that contains a high concentration of soluble sulfates can be subject to chemical deterioration commonly known as "sulfate attack." Soluble sulfate results (Appendix C) indicated a soluble sulfate content of 0.04 percent. Uniform Building Code Table 19 -A -4 provides minimum concrete design requirements based on sulfate exposure conditions. Although test results indicate negligible exposure according to Table 19 -A -4, we recommend moderate exposure conditions be assumed. Additional testing of the finish grade soils should be performed. Our geochemical testing included pH, chloride content, and resistivity testing on samples of subgrade soils (Appendix Q. Based on our results, the site soils are believed to present a mild to moderately corrosive environment to buried metal piping and conduits. We recommend the undercrossing supplier review geochemical test results and provide necessary corrosion protection. A corrosive engineer should be consulted to provide additional recommendations to mitigate corrosion. 6.7 Undercrossine If backfill is to be placed at the inside base of the undercrossing, the backfill soils should consist of granular soils with a very low to low expansion potential (a less than 30 per UBC 18 -2). In order to avoid an accumulation of water, we recommend a subdrain be installed at the low point of the structure. The subdrain should consist of a minimum of 1 -cubic foot of clean 3/4 -inch gravel wrapped in Mirafi 140N geofabric or equivalent and outlet into a stormdrain or some other collective drainage system. As an alternative, a linear slotted drain may be used at both entrances to the tunnel to intercept surface water provided all tunnel joints are waterproofed. 16- R 9 J J 940028 -026 Based on our experience, there has been previous concern over the deflection of the arch(s) that may occur as part of site construction. Therefore, we recommend the implementation of a monitoring program during site construction. This should include monitoring during construction to verify that the observed deflections are within 2 percent the deflections in accordance with ASTM D798 -88 (shape control). During installation, we recommend that the contractor implement a deflection monitoring program that can be monitored continuously throughout the construction process by the contractor, civil and geotechnical engineer and representative of the City of Encinitas. In addition, the top of the arch should be surveyed at various locations by the project civil engineer prior to and during backfilling operations. All backfill operations shall be performed to comply recommendations previously stated. Where manufacturer' contained in this report, this office should be advised recommendations can be developed. with the relative compaction s requirements differ from those of the conflict so that revised After backfill operations are complete and prior to installation of utilities above the arch, we recommend that load testing of the arch be performed. The arch should be loaded to design loading (H -20) and monitored for deflection by the City inspector, civil and geotechnical engineers. The civil engineer will provide tolerable limits for deflection of the proposed utilities on the project plans. Should these deflections be exceeded, additional recommendations to protect the proposed utilities will be warranted. If measured deflections are within acceptable tolerances, installation of the proposed utilities may proceed after written approval is received. During construction of the undercrossing, continuous observation and testing of the backfill process should be performed. In addition, prior to backfill, the chemical characteristics of the proposed backfill soils should be tested prior to use to assure conformance with the project specifications and the recommendations provided herein. 6.8 Stability Fill We understand the finish slopes up to 55 feet in height are planned at inclinations of 2:1 (horizontal to vertical). To mitigate the potential for seepage at the slope wash/formation contact, we recommend a stability fill be constructed to replace the slope wash materials in the cut slope. Figures 3 and 4 show the limits and details of the recommended stability fill with two horizontal back drains. Also provided on Figure 3 are keyway elevations for the stability fill. The elevations assume the keyway is founded entirely on formational materials. If slopewash remains at the elevation indicated, deeper excavation will be required as appropriate. 6.8.1 Deep- Seated Stability The proposed configuration was analyzed for gross stability. Analysis of the proposed slope configuration was performed using the computer program GSlope. Based on our field observations and previous testing of similar materials. strength parameters of m = 32 and e = 100 psf were used for Artificial Fills. Our analysis indicates that the _17- =� • Y Y Y I I I r 1 I L 1oY/ _ - -T' I CALLEr --•— - RARC£�LONA -� •SlY Y Y I I 1 T -5 Y Y Y 4 Afd Tt A, See text for description of units, C NORTH . +; �� ... 1.. .. - -� _ Af d... T -4 _GA R0 �►�i. �� i �Ti TRENCH LOCATION MAP Encinitas Town Center Associates II, LLC Wildlife Undercrossing Garden View Road Carlsbad. California z Sq Div zzr i 1 - y1-t •, Cq p -� EN Y/i Y t I § rl Project No. 940026 -026 / Scale Reduced Engr. /Geol. SAC /MRS Drafted By KAM Date November 1999 Leighton and Associates, Inc. Figure No. 2 LOG OF TRENCH NO.: T -1 Project Name: ETC Plaza -2 Wildlife Cooridor Logged by: KAB ENGINEERING PROPERTIES Project Number: 940028 026 Elevation: ±162.6 Feet Equipment:-John Deere 710 Backho 24" Bu ket Location: W. of Garden View Rd. GEOLOGIC GEOLOGIC Sample Moist. Density ATTITUDES DATE: 10-1-99 DESCRIPTION: Test Pit UNIT USCS No. ( %) (pcf) QUATERNARY SLOPE WASH Qsw @ 0' -10': Light brown to brown, damp, porous, loose, silty, fine to medium sand. Weakly bedded with coarse sand channels and lenses visible throughout. TERTIARY TORREY SANDSTONE Tt @ 10' -13': Yellow -brown (oxidized), damp, slightly to moderately indurated, silty, fine to medium sand to sandstone. SM I 1 SM Q, GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 3 0E TREND: NS n . . III N Iaas__ w Am � � NEEM TOTAL DEPTH AT 13 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 10/01/99 LOG OF TRENCH NO.: T -2 Project Name: ETC Plaza-2 Wildlife Cooridor Logged by: KAB Project Number: 940028 -026 ENGINEERING PROPERTIES Elevation: ±158.0 Feet Equipment: John Deere 710 Backhoe 24" Bucket Location: W, of Garden View Rd = 5' SURFACE SLOPE: 5 0E TREND: GEOLOGIC ATTITUDES DATE: 10 -1 -99 DESCRIPTION: Test Pit GEOLOGIC Sample Moist. Density UNIT USCS No. (X) (pcf) QUATERNARY SLOPE WASH Qsw c n 'o @ 0' -10': Light brown to brown, damp, porous, loose, silty, fine SM 1 D to medium sand. Weakly bedded with coarse sand channels . � and lenses visible throughout. TERTIARY TORREY SANDSTONE Tt @ 10' -13': Yellow -brown (oxidized), damp, slightly to moderately SM 2 indurated, silty, fine to medium sand to sandstone. ; GRAPHIC REPRESENTATION SCALE: 1.. = 5' SURFACE SLOPE: 5 0E TREND: NS c n . � QSW I TOTAL DEPTH NO GROUND WA ENCOUNTERE BACKFILLED: Project Name: ETC Plaza -2 Wildlife Cooridor Logged by: KAB Project Number: 940028 -026 Elevation: ±153.3 Feet Equipment: John Deere 710 Backhoe 24" � Location: W. of Garden View Rd GEOLOGIC GEOLOG LOG OF TRENCH NO.: T -3 ENGINEERING PROPERTIES I ATTITUDES DATE: 10 -1 -99 DESCRIPTION: Test Pit IC UNIT USCS QUATERNARY SLOPE WASH Qsw @ 0' -3': Light brown to brown, damp, porous, loose, silty, fine SM ? to medium sand. Weakly bedded with coarse sand channels and lenses visible throughout. TERTIARY TORREY SANDSTONE Tt @ 3' -5': Yellow -brown (oxidized), damp, slightly to moderately SM indurated, silty, fine to medium sand to sandstone. Sample Imoist.lDensity No. I (%) I (pcf) Q, GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 8 °NW TREND: EW w °n QSW . r Tt TOTAL DEPTH AT 5 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 10/01/99 LOG OF TRENCH NO.: T -4 Project Name:_ ETC Plaza -2 Wildlife Cooridor Logged by: KAB Project Number: 940028 -026 ENGINEERING PROPERTIES Elevation: ±134.7 Feet Equipment: John Deere 710 Backh e 24" Bu k t Location: E. of Garden View Rd fGEOLOGIC t D. ATTITUDES DATE: 10 -1 -99 DESCRIPTION: Test Pit GEOLOGIC UNIT Sample Moist. Density USCS No. M (pcf) ' ARTIFICIAL FILL DOCUMENTED Afd D_ @ 0' -5': Visible lifts 8 " -12" thick of reddish brown, brown, and SM 1 light brown, damp, dense, silty fine to coarse sand. Some lifts are slightly clayey. Scattered gravel -sized clasts common. TERTIARY TORREY SANDSTONE Tt @ 5' -8': Yellow -brown (oxionized), damp, slightly to moderately SM indurated, Silty, fine to medium sand to sandstone. GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 2 0NE TREND: NE 7777777� 77777777 TOTAL DEPTH AT 8 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 10/01/99 Project Name: ETC Plaza -2 Wildlife ooridor Logged by: KAB Project Number: 940028 026 Elevation: ±124 B Feet Equipment: John Deere 710 Backhoe 24" B ket Location: E. of Garden View Rd. GEOLOGIC GEOLOGIC D ATTITUDES DATE: 10 -1 -99 DESCRIPTION: Test Pit UNIT LOG OF TRENCH NO.: T -5 ENGINEERING PROPERTIES Sample Moist. Density USCS No. (X) (pcf) ARTIFICIAL FILL DOCUMENTED Afd @ 0' -4': Visible lifts 8 " -12" thick of reddish brown, brown, and SM 1 light brown, damp, dense, silty fine to coarse sand. Some lifts are slightly clayey. Scattered gravel -sized clasts common. TERTIARY TORREY SANDSTONE Tt @ 4' -8': Yellow -brown (oxioized), damp, slightly to moderately indurated, silty, fine to medium sand to sandstone. GRAPHIC REPRESENTATION SCALE: 1" = 5' Afd Tt SURFACE SLOPE: 00 SM TREND: EW TOTAL DEPTH AT 8 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 10/01/99 RETAINING WALL DRAINAGE DETAIL RETAINING WALL WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS FINISH GRADE —= __ - -COMPACTED FILL- WALL FOOTING Effs NOT TO SCALE SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size % Passing 1" 100 3/4" 90 -100 3/8" 40 -100 No. 4 25 -40 No. 8 18 -33 No. 30 5 -15 No. 50 0 -7 No. 200 0 -3 Sand Equivalent >75 SOIL BACKFILL. COMPACTED TO 80 PERCENT. RELATIVE COMPACTION* I 3' MIN, COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT *BASED ON ASTM D1557 * *IF CALTRANS CLASS 2 PERMEABLE MATERIAL (SEE GRADATION TO LEFT) IS USED IN PLACE OF 3/4'- 1 -1/2' GRAVEL. FILTER FABRIC MAY BE DELETED. CALTRANS CLASS 2 PERMEABLE MATERIAL SHOULD BE COMPACTED TO 90 PERCENT RELATIVE COMPACTION * NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J -DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. OVERLAP FILTER FABRIC ENVELOPE - o a O (MIRAFI 140N OR APPROVED EQUIVALENT) ** I - -- = =- 3/4'- 1.1/2' CLEAN GRAVEL* 1' MIN. I° ° Io _- 4' (MIN.) DIAMETER PERFORATED o ° o PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED o MINIMUM 1 PERCENT GRADIENT TO SUITABLE OUTLET -- I 3' MIN, COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT *BASED ON ASTM D1557 * *IF CALTRANS CLASS 2 PERMEABLE MATERIAL (SEE GRADATION TO LEFT) IS USED IN PLACE OF 3/4'- 1 -1/2' GRAVEL. FILTER FABRIC MAY BE DELETED. CALTRANS CLASS 2 PERMEABLE MATERIAL SHOULD BE COMPACTED TO 90 PERCENT RELATIVE COMPACTION * NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J -DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. GARDEN VIEW ROAD WILDLIFE UNDERCROSSING STRUCTURAL DESIGN CALCULATIONS APPENDIX B- REDUCED PLAN SET � K •K OMf/51] ILLY 1]1]]' PROFILE GRADE C nagrt �� w'iowbR ac hoc.[]r -- -a -ry __ ____ 4MIN N i-_-- .ifiYRIL FrLL I rnmurt rc uaK ]eSi ear -or -r. � G°IeaYnE rc uaw w3[ a eEimbo ru] aLion wmn - ;xav tm wKn soul it W (awi CLKe1) � ww O(MIOI - rmv I 4300 eeKO ei.Op ELEVATION PLAN VIEW C.M B. wE16b I� w1f IUII -a -wry I f] M IIFMAEO I �� wrfll IIt M �4e M rtp ylt v -frY eaY GwU Ml - S¢ CGa w.ee:s. Q tartar ma . �o-f. Io uc �umw.rt srtu .ea. r¢ CMlppl vlf 1pW G4vPr ]GPI .f-0 m KA W TYPICAL SECTION r - rb INDEX TO PLANS YI¢r ubeE. ascwiax e awnu nw e rueana ra. .o uroi mGis QUANTITIES snKVw snn rbrt .c. �ro v srtixmr] wrlafn. nu. raaw ea c ew eafarac YEn e.rw u aeKn TwG f41 ofl�GNLL SGKE a NlL Y2f P1N15 fJ ,KIKs) �� e. sa o t ) = - ENCINITAS OOImYp paYI1M psOp p, aA r ry -m GARDEEN N VIEW IEW R R OAD WILDLIFE UNDERCROSSING xpEx -x DESIGN SPECIFICATIONS GENERAL NOTES: / DLigx. w K='I mttw W* Ow .. I. 9u fxmutgxs swu K v . $r.NOwo nttnurgla. Prix Y s YO RwlSd6 w UlrWq) sr.n w CyRgb1w pp.I. C r0.wsPoxr.rgx. MIfAI Mr 1. Iw) uxPOr alKnr6 ccoc \ z. aKau wmYa sw. R coxP.crEO ro M mart lM lOrO. r15]Fw YELRO F M sYS POl rt 40 M MhECIM 196 /, MIX91 9WL ![ 116.FCrf9 rp KMp.LU w M ASCR KNrOMd J. EWML FIX/vrgx9 SrWI E PNELrfO YID .VNO:m .NI I SOTS OIGILflr VIUPr r0 IWLIdr R RENWCMe Sim OP L9961E. `. `• i ♦. BTipl V SMFb rODMLS 4W1 Y PoVReD /� I (I � LNpS1Y119Ey LASTING LRJ1x6 p wrro f wou 19b wv +uu xwc a. . w wE N�MI� im DLLE[rEPS "U'I a1. a usEO. \ .y s♦I'Lr -..6f CS: JKO .I (NMCm w IY ALAIN DEV. "0:° w' ECM. eNm (suer s `wr) SUMMARY OF SPECIAL INSPECTION: KKK YI9YY[ 1 — -� H.mc I svECw xa.ECmx ar coxcPfrE caxsiPUCnox IiauKD W (21 I M CC.eAx tK wE sUwr.UIULV .Y reD M (xn r 1cq YMI" r NLE M rNE saL MT n' T ,Karl / n. «.IDm t woa ar PDID � J. �n rwxD.i� E.uv.rloxs $xrtlu ro wrou rcml STANDARD fags PLANS 995 F a R� As DATED JULY Pa110ar eJ1 5. CEM✓KAr[ a vwlI 1 E I KMP PEW WN6 $ CM WSRCIIW LTI K C9MlR➢ MG 91LUIriED io M rm PISRCMM M,W, g ` iN[ lCLLp6l6 Sr1tC C/ CWiCANN MI .1 1 Di / / f � IIYI p rjx(y CCxrRCI D0.MM3. RO Mr IWJ. ME AID. bCPfK Wn SOIL NOTES: UCw MO WKFU - xCrx .wp I M� K.' Ex O •LYi(D aort[xK/.L .w(siKJrgx. VKWSFL PVSrL' MYLAI$ lC1Y[ Ux0[aCROESWG. GMFII xfY MWD. FY-IM9 10Px flxra - la-O Me C6KiRIlCigx GUN$ . CULK 1 N YUIIM "' c #mm Y D(W fJIi�11M�91>}M�ie. w{ t `\ • \ \ (eb) 191 -eUJO. P u MD. NWlb -Oli. mm MMLtM N. ME. O° aaK.r PLAN SYMBOLS nS ♦Pwa t aAlaa xo Ppp .a __I I C ran6e 411, ` SECigv lCExmCrrgx I \ \ I V l $i.NLW10 HM SgCI NWPEx OE m.IL xuxux PLAN VIEW •� '- i acres on LJ SEYE s l �PYK ♦iE5 D]rrpl W EWIXL pCtligx Y f1D (6E V N EM ({Qr, yql ML LIE PLWS ♦P I 116 50 �W � EWML �� v1IK5 VYYRP EEIP[p [xD fDf[ ¢ivr6x5 ypw. (IrIEN(S) - T, `JAL Jest 1 rM Ti uu tt C.I. .wD 4[nfu Iqr yY . Y{ OOe y6 rPp yyP/r.Ely6AE yE9FJrW5 D I 1 J PISS pR PYO�m Wrt �• WR aer .riI9615 I CITY OF ENCINITAS auLmso DOwnxDrt 69rY Ip O�P� wnLJtl01 �P RYO PIIa.SD IxMI[P M SIiOMypl Y M[aVOICFD M MIIV•m w: WMR DCr/lS PoII P,•.aP_zzES =:.; ::, ""' b ,,,9 .axai -x GARDEN NEW ROAD WILDLIFE UNDERC ROSSING .�>� x 6� y� CdC'RI[ Gifts - WE w mne�L .ECN MEPEW - Itl-0 0-0 . n.a.otx CaeUf4.np.. f . t f, M.— P ,I mt P ARCH GEOMETRY . •E.swE.x»rs urc w 4a(( w„n onouY rom ] YE [M14 OLnKi .M CG•p1[ yy.Q py, aiyLi .1pp1Fgcw rwLmrf"" ( roonc art. x-o att euE rxwn - s¢ a,r t ra HD. e...x ('BE 4 ca�meLetn. � p - touL Io � ARCH CULVERT FOOTING SECTION K— (6*( ' (rows sta — w4n -w,tE eat - m•orts�wx �x ,nt n.o- eLY GLe.e•, — � wLn -n.rz s.En 9 .rzE Gw.6 wGn Lu¢ (eoc aw. Ga resat. x oc� BASE CHANNEL DETAIL r.V• W R5 � Ka15 .M wA5 SwLL K 4wt[o .u0 uE(t M MTSXM a ISfY 1 -yl. G4p{ 4 Mt h]IY . -%,. GICt h 16°([146. x s.o1n ear ca...cro. m M use n...EL vw. owavlE s.e ar stxL¢rL.E esann r wxc eats eh,c crw.¢ cowun 1/r . u.' s�mrto �ixn vao wt r .so }r oc .LrzxumL �.am wa4 M swEr..YO4 a� ameoseo �': '/.e.1tm .Y o ffi:� ew NLt AZE PIANa flriCNES) ��_ UNDERCROSSING 4 . l O / / i �I 1 ,3 �m _3 cn- o o E i r _71 i �., w•�,�� Via•••— r I 5 m ' 73 o G- `3- i i 7