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Home My WebLink About2.7-129LIST OF DRAWINGS CONVENTIONAL SYMBOLS — — — — — EXIST. CURB do GU TIER -- - - - - - - - - - - - -- EXIST A.C. FLOWLINE EXIST. EDGE OF PAVEMENT GUARD RAIL IMPRO VEMEN IS EA SEMEN T - - RI GH T- OF- WA Y CEN TERL INE RAILROAD TRACKS x CHAIN LINK FENCE w G ❑H TV n L-1 M.H. 0 P.P. ...E PIER CAP STRENGTHEN/NG FOR BEALE AVENUE OVERCROSSING UTILITY SYMBOLS EXIST WATER LINE EXIST GAS LINE EXIST AERIAL LINES EXIST UNDERGROU D TV CABLES EXIST OIL LINE MANHOLE POWER POLE EXISTING MONUMENT FUTURE MONUMEN T STREET LIGHT STREET LIGHT W/MAST , RM CLEAN OUT ^F W.M. El ® G.M. S SD E T F❑ FIRE HYDRANT WATER METER WATER VALVE GA S METER GAS VALVE BENCHMARK A U TO SCOPE EXIST SEWER LINE EXIST STORM DRAIN EXIST UNDERGROUND POWER LINE EXIST UNDERGROUND PHONE LINE EXIST FIBER OPTIC LINE PRE-EMPTION DEVICE (BRIDGE No. SOC -0 973) LOCATION MAP NOT TO SCALE FINAL PAY QUANTITIES PRESTRESSING STEEL 3, 400 LBS (1 %4" O GAL V POST- TENSIONING BARS) BEALE AVENUE OVERCROSSING m 2,7,12.," 11 09-18-09 STATE OF CALIFORNIA NO TE. - THE CONTRACTOR MUST POSSESS THE FOLLOWING VALID LICENSES: CL4ss A NO TE. - THE CON TRA C TOR SHALL CONTACT THE USA L OCA TOR SERVICE 1-800-642-2444, 48 HOURS PRIOR TO EXCA VA TION. QROFESS/ WARREN A. MINNER ?, No. 863 ;;0 xp. 2-31 `�� STRUCTURAL �P qTF of CA-\F�� fN Z I Lij APPROVED BY= � RAUL M. RCJAS, R.C.E. 39800, EXPIRES 12-31-11 DATE �Ny PUBLIC WORKS DIRECTOR Q. APPROVAL RECOMMENDED BY: A SISTAN PUBLIC WORKS DIRECTOR DATE i I � CIVIL ENGINEER IV — D SIGN ENGINEERING DATELu ! Ld co TRAFFIC ENGINEERINC PIER CAP STRENGTHENING FOR BEALE AVENUE OVERCROSS/NG NO OF 6 SHEETS 0 1 2 3 SHEET 1 TI TLE SHEET SHEET 2 GENE AL PLAN SHEET 3 STRENGTHENING DETAILS No. 1 - PIER 4 SHEET 4 STRENGTHENING DETAILS No. I - PIER 5 SHEET 5 STRENGTHENING DETAILS No. 1 - PIER 6 SHEET 6 GENE AL NOTES STATE STANDARDS A I OA - ABBREVIATIONS A I OB - SYMBOLS CONVENTIONAL SYMBOLS — — — — — EXIST. CURB do GU TIER -- - - - - - - - - - - - -- EXIST A.C. FLOWLINE EXIST. EDGE OF PAVEMENT GUARD RAIL IMPRO VEMEN IS EA SEMEN T - - RI GH T- OF- WA Y CEN TERL INE RAILROAD TRACKS x CHAIN LINK FENCE w G ❑H TV n L-1 M.H. 0 P.P. ...E PIER CAP STRENGTHEN/NG FOR BEALE AVENUE OVERCROSSING UTILITY SYMBOLS EXIST WATER LINE EXIST GAS LINE EXIST AERIAL LINES EXIST UNDERGROU D TV CABLES EXIST OIL LINE MANHOLE POWER POLE EXISTING MONUMENT FUTURE MONUMEN T STREET LIGHT STREET LIGHT W/MAST , RM CLEAN OUT ^F W.M. El ® G.M. S SD E T F❑ FIRE HYDRANT WATER METER WATER VALVE GA S METER GAS VALVE BENCHMARK A U TO SCOPE EXIST SEWER LINE EXIST STORM DRAIN EXIST UNDERGROUND POWER LINE EXIST UNDERGROUND PHONE LINE EXIST FIBER OPTIC LINE PRE-EMPTION DEVICE (BRIDGE No. SOC -0 973) LOCATION MAP NOT TO SCALE FINAL PAY QUANTITIES PRESTRESSING STEEL 3, 400 LBS (1 %4" O GAL V POST- TENSIONING BARS) BEALE AVENUE OVERCROSSING m 2,7,12.," 11 09-18-09 STATE OF CALIFORNIA NO TE. - THE CONTRACTOR MUST POSSESS THE FOLLOWING VALID LICENSES: CL4ss A NO TE. - THE CON TRA C TOR SHALL CONTACT THE USA L OCA TOR SERVICE 1-800-642-2444, 48 HOURS PRIOR TO EXCA VA TION. QROFESS/ WARREN A. MINNER ?, No. 863 ;;0 xp. 2-31 `�� STRUCTURAL �P qTF of CA-\F�� fN Z I Lij APPROVED BY= � RAUL M. RCJAS, R.C.E. 39800, EXPIRES 12-31-11 DATE �Ny PUBLIC WORKS DIRECTOR Q. APPROVAL RECOMMENDED BY: A SISTAN PUBLIC WORKS DIRECTOR DATE i I � CIVIL ENGINEER IV — D SIGN ENGINEERING DATELu ! Ld co TRAFFIC ENGINEERINC PIER CAP STRENGTHENING FOR BEALE AVENUE OVERCROSS/NG NO OF 6 SHEETS 0 1 2 3 26'-0'f 63'-0'f PIERS SYMMETRICAL ABOUT C BRIDGE f -0 V2 -0 f 26'-0'f 3'-6'f , n 4' 7 % 'f TYP ' n EXIST CONC BARRIER - � RAILING - TYP ,I I I -I-- -I L� -- ---- ----..............-t------------------------------------� fi L---- ----- ------ ------ J -----�--- -fir-------��------ t --------- EXIST STEEL PLATE ' ' ' I ' ' ' GIRDER TYP in --1--�---L-J--�--1--J--�---` J--�--L 1---•---L-J--�--l.--J---�--L-J--� I I I --------------------- -- — — — — ------------------------------------------------------- EXIST ANCHOR" EXIST HS RODS I OA ( B I , 1 EXIST PIER CAP EXIST CATCHER EXIST PIER ; II ,� EXIST PIER BLOCKS (NS) 12'-6'f 161- f ' I 16'-0"f 12'-6 Y ) 57' 0'f I I APPROX OG I APPROX OG 1—===1 I I 1 I I-------------------�T-----_---------.----- II—T=ITIT= —IiIiII=II=I=- .. --------- — -1 I I-1 I I-1 I I.. II---------------------� I ----------- I � I I , I 1-------------------- ----------------------- PIER -----------------------------------------JPIER PIER 5 TYPICAL ECTION 1/8 = 1' —0In EXIST ANCHOR 1? EXIST HS RODS EXIST CATCHER BLOCKS (FS) EXIST PIER CAP 3'-6 "f EXIST ANCHOR FL' EXIST HS RODS - EXIST PIER CAP - 26'-0 "f 63'-0'�& PIERS SYMMETRICAL ABOUT � BRIDGE 26'-O"& 3'- 6'f I ;H I ' EXIST CONC BARRIER RAILING - TYP �1-- f -l� `l ------------------------s------------------------------------- J r' EXIST STEEL PLA TE Ir—, r—, I r--, r--, I r r r—, i t—� r—, i t --I r—, i t—�—, i� GIRDER, TYP � L I , r�� I I I I i i 1 I i i I I i i I I I I I I t_______ L---��-----� L ----- J L----- L-- --� L -----j L ----- J L-----� EXIST ANCHOR F I , I I A I I I EXIST CA TCHER 1 EXIST PIER I I BL OCKS (NS & FS) 12-6.f I 16 -Of 16, 0'f I 12-6f I I 57, I 0 „� APPROX OG - APPROX OG ---l"IT=TIT=TfT Z7"I�•------------------- — ------- ------------- —� T=TIT=TIT=TIT -III—I � I—I � I—I I I� t S I I I—III—III—III• =1 I I—III—I I 1=1 Ir --------------------- i ---------------------J;111-111=111=1 11= I I I I I I r-1--------------- -----------------------------.i'-� I I L ----------------------- t I I ----------------------- PIER 6 TYPICAL SECTION 1/81'-0� 945'_4"f '(MEASURED ALONG BRIDGE) 99'-0'f 100'-0 "f 100'-0'f 145'-0 "f 100'-0 "f 100'-0'f 100'-0'�t 100'-0 "f 99'-O "f 20'-0'f 20'-O'�& 27.185'f T T BB 'I I� BRG! ! I EXIST HINGE I I FROM TOP I I I BRG I� EB OF RAL II I I I ____________-------------------- --- - _- _-- _---_- _ _ - ---- -- -_- ---- -- ----- — ---- --_--- _ --- --------- __________________________________ ---------------- = -------------- --- -- _ 1------------ -------- _ - - --------------- I I T---- •-------------- ---- ------ I I I - -_ ___ ; _----- APPROX OG '------------- III III III ,i, APPROX OG �------- 1 � III I � III III y� II ---------------------'1------------ ----- -III-------------- III _ _ _J'L--------------- ----- - ____ III _ III 111 II -- ---- - --- --------r=nr-riT—TIT T— ----------- ----- --- — I—STI—=11r=fir r--�}�------------------------------------ f I' -1 11-1 I—III—� 1 �- W = i i -� =LT 17[=- - I- 4a 1LL �--1,1.� C�7 C`i'� C�7 — TF — Cy _I_7 C+� — — — — Cts C+� X11_ a 7 T I A 25.019'± B A ^� of �' FROM TOP h jl �I �I ml ml mj zj zl zl �I ml WI WI WI OF RAIL Wj Wj W� I WI �I QI ml ml �I �I- �I ml mWl ml ml C EXIST TRACK - TYP EXIST HINGE 27'-1D%„f I I -------- --------- - I _- ----- --- - -- -------__1-----_-- - ----___--_-- -�1r 4I 'Nil --- --- I I 1 III 11 II I I I I 1 I I 27'-9'f ml WI WI WI QI m; ml m; Z ELEVATION 1"= 50' BURLINGTON NORTHERN SANTA FE RAILROAD TRACKS 16'-1 �21 "� 1 33'-8 Y2'� Q) 0 •T------------------------------- r------------- T------ ---------_----� ------------ ------------ �- -�- r-�- ---- --I - I I I II EB II � � I' 1-_' -' --'-- ' --' - ' -- ' ----� '--��---1 _ 1 -- L-------------------_ ------ _ _ _ ' BEALE AVE 1-----------------------------------------1----------_•--------- +---I�y _- ----- _ _- --- - - - --- ----_ _ _- 1 1 1 1 1 1 1 1 II -- - II ----------------------- ---- ----- - --- I N16°14'03'Ef --I T--r-------��y1� '------\- ' ' .�-111{ I I}}III I ________`_____________________ ___________---------T ------- ---- ------ --- +; 15'-11 %f DESIGN DETAILS ! �' I mi rnj �I �j 19'-6%"� �! 20'-8 2"f ml mi I I I I I I PLAN 1"= 50' BY D. KOO CHECKED W MINNER BY M. AQUTAN CHECKED D. KOO PREPARED FOR THE - WARREN A. MINNER CITY OF BAKERSFIELD ORIGINAL SCALE IN INCHES I I I I FOR REDUCED PLANS 0 1 2 3 QROFESS/�Nq! REGISTERED STRUCT RAL ENGINEER WARREN A. MINNER Lu rTi �•, lg No. 863 PLANS APPROVAL DATE * Exp. 12-31-10 STRUCTURAL �P MINNER, STINNETT, KOO & AGBAYANI qTF STRUCTURAL & CIVIL ENGINEERS 1716 OAK STREET, BAKERSFIELD, CALIFORNIA 93301 PHONE (661) 324-9724 FAX (661) 324-3416 JOB #: 07-075 PIER CAP STRENGTHENING LEGEND O: INSTALL (4) NEW POST -TENSIONING BARS O: INSTALL (5) NEW POST -TENSIONING BARS LEGEND ------- DENOTES EXISTING STRUCTURE --- ---------- DENOTES NEW CONSTRUCTION �� DIRECTION OF TRAFFIC NO TES: 1. HORIZONTAL CLEARANCES SHOWN ARE MEASURED FROM FACE OF EXIST/NG PIER TO � OF NEAREST EXISTING TRACK. 2. THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS BEFORE ORDER/NG OR FABRICATING ANY MATERIAL. BEALE AVENUE OVERCROSSING PIER CAP STRENGTHENING GENERAL PLAN DISREGARD PRINTS BEARING REVISION DATES (PRELIMINARY STAGE ONU EARLIER REVISION DATES — 01-18-0802-20-0812-30-0809-18-09 SHEET OF 2 6 6'_9 '�E i TYP' REGISTERED STRUCTU AL ENGINEER 2c I� _ f EXIST GIRDER TYP ( 0 WARREN A. MINNER ?, W rn I I I I I 9 • l� ' 09 � No. 863 ----- ---------I-------- -------- -------- -- — — I APPROVAL DATE * Exp. 12-31-10 -----PLANS ------------ I-------- I-------- I STRUCTURAL �P & AGBAYANI q�F l MINNER, STINNETT, KOO o �Fo`�`� F CAL i STRUCTURAL & CIVIL ENGINEERS 1 Q V N I I I I I I I I I I I I I I I ^ N 1716 OAK STREET, BAKERSFIELD, CALIFORNIA 93301 PHONE (661) 324-9724 FAX (661) 324-3416 °O i �- - I- - - -i-- - - -- - - - ----- - - -I - - --F-- I PIER 4 \N - - I- -fid- - -- r,� JOB #: 07-075 SUGGESTED PRESTRESSING PROCEDURE I FOR PIER 4 N I ( I I I I I I I I I I " MEANS AND METHODS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THE ----------------- - - ----- ------- -------I------- - - - ----� WORK. STRICTLY FOLLOW RECOMMENDATIONS AND GU/DEL/NES OF THE MANUFACTURER FOR - ------J-- THE POST TENSIONING BARS. THE FOLLOW/NG PROCEDURE IS SUGGESTED TO ENSURE �- I PROPER PRESTRESSING AND TO MINIMIZE ECCENTRIC MOMENT TO THE EXISTING PIER CAP. ----L�- I---------- ' ----1- 1 ---------------LJ- --------------- -- - ---------------1- ---J 1. INSERT NEW POST-TENSION/NG BAR No. 1 THRU THE EX/STING HOLE /N THE CONCRETE 3 CATCHER BLOCK. CLEAN AND ENLARGE HOLE AS NEEDED TO PASS BAR THRU. GREASE BAR EXIST CONC CATCHER BLOCK (2) NEW 1 %4 " 0 GAL V EXIST ANCHOR LL' 5x24 "x5'-3 % "f TO AVOID BONDING OF BAR TO THE CONCRETE. JACK THE BAR TO 50 KIPS N POST -TENSIONING BARS 2. REMOVE EXISTING HIGH STRENGTH ROD No.2. INSTALL NEW POST -TENSIONING BAR No.2 EACH SIDE - TOTAL 4 AND JACK TO 50 KIPS. PARTIAL PLAN 1/2 = 1 -O J. REMOVE EXISTING HIGH STRENGTH ROD No.J INSERT NEW POST -TENSIONING BAR No.3 PIER 4 THRU THE EXISTING HOLE /N THE CONCRETE CATCHER BLOCK. CLEAN AND ENLARGE HOLE AS TOTAL EFFECTIVE PRESTRESSING FORCE NEEDED TO PASS BAR THRU. GREASE BAR TO A VOID BOND/NG OF BAR TO THE CONCRETE. REQUIRED FOR (4) POST TENSIONING JACK THE BAR TO 50 KIPS. SYMMETRICAL ABO T BRIDGE BARS = 421 kips MINIMUM. 4. REMOVE EXISTING HIGH STRENGTH ROD N0.4. INSTALL NEW POST -TENSIONING BAR No.4 2'-0 "f 26'_0 "f 3'-6 "f AND JACK TO 50 KIPS. 5. INCREASE JACKING FORCE AN EQUAL AMOUNT A T BARS No. 1, No.2, No.3 AND No. 4 SEQUENTIALLY UNTIL REACH/NG THE FINAL JACKING FORCE. SEISMIC RETROFIT ' I I � ' THE BRIDGE WAS RETROFITTED IN 2002 WHEN SHEAR KEYS I AND CATCHER BLOCKS WERE ADDED. THE EXISTING HIGH PIER 4 STRENGTH RODS WERE SHEATHED WITH PVC TUBING WHERE NECESSARY TO PREVENT BONDING WITH NEW CONCRETE. -----------1--- EXIST STEEL GIRDER I ----------- j I —' ' ,------------------------------------ --------------+- ---------------------------------- -------------------------------------- I ' I I I -_-_____-_.-______�._ -_____-1----------_ __ I ,t -4 n II t ---_f --------------------------- ' ,r �—,r—� —., — J �� ry r, ii n ii „ II Ir" 11 I. ;-----------=-------------I-------------; F �—---------------------------------------- EXIST STEEL GIRDER .� a (2) NEW 1 %4 0 GAL V POST- TENSIONING BARS I I EX/ST BRIDGE BRG II II ' II EACH SIDE -TOTAL 4 I I I ' ' EX/ST 5" ANCHOR 9 A I I ; I -----� n I---------- ----I I; F- --------- ;; _ --- -- -----� fL',.. REMOVE EXIST HS RODS AND I „ � II, r--- ,, F---------------„ EX/ST ANCHOR �, I INSTALL NEW 1 /4 � GAL V !14"0 I I � /4 > I REPLACE WITH NEW 1 0 I POST ENSIONING BAR I GAL V POST -TENSIONING NING BARS-T I r ___ r---_ _, _JL THRU EXIST OPEN HOLE THRU EXIST HOLES i I I r I BAR No 1 BAR/ROD No. 2 - - - - z - - I �-------�-----y----- I I II I I I o REMOVE EXIST HS ROD AND I ,BAR/ROD No. 3 BAR/R00 No. 4 I z- ---� -� REPLACE WITH NEW 1 j4»O N GAL V POST- TENSIONING -------------------------- ------------ ---------------------------------------------------------------------------------------------------- ------------------------------------------=---------------------------------------------------------- ----------------------------- ------------------------ o BAR THRU EXIST HOLE I ` I I . I ----------------------------------- ------------------------------------------------------------------------------------------------------ ------------------------ J I I l i I I N I I t, I I I cfl ".f- � 1 »t EXIST HS RODS TO 3 0 I TYP - EXIST H RODS TO REMAIN 8 8 I S ------'----------------------------------------------------------- - REMAIN, TOTAL 6 EXIST CONC CATCHER BLOCK EXIST PIER CAP BEYOND EXIST CA TCHER BLOCK (NS ONLY) 34'f J4 EXIST PIER EXIST PIER CAP 5 -3 / �l 2 I 16'-0 "f I ” I 12'-6'�t S "f LEGEND Q NEW 1 !14"0 GAL V POST- TENSIONING BARS -1------------------ ----�k------------------------ NOTE + EX/ST 1 %4 "� POST -TENSIONING RODS TO REMAIN 1. FOR 'POST -TENSIONING BAR NOTES'; SEE "GENERAL PARTIAL ELEVATION 1/2"= T-0" NOTES" SHEET 6. 3 PIER CAP END DETAIL 1"=1'-0" PIER 4 PIER 4 - EAST END 7 -1 �- DESIGN BY D. Koo CHECKED W MINNER BEALE AVENUE OVERCROSSING PREPARED FOR THE - WARREN A. MINNER DETAILS BY M. AQUTAN CHECKED p Koo PIER CAP STRENGTHENING CITY OF BAKERSFIELD STRENGTHENING DETAILS No. _ 1 PIER 4 ORIGINAL SCALE IN INCHES I I I I I I I DISREGARD PRINTS BEARING REVISION DATES (PRELIMINARY STAGE ONLY) SHEET OF FOR REDUCED PLANS 0 1 2 3 EARLIER REVISION DATES — 01-18-0802-20-0812-30-0809-18-09 I I 1 1 7 3 6 (2) NEW 1 %4 " 0 GALV e OoF ESS /oNq EXIST CONC CATCHER BLOCK POST—TENSIONING BARS EXIST ANCHOR F 5'x24'x5'-3 2'f STRUCTU AL ENGINEER THIS SIDE TRHU CONC REGISTERED CATCHER BLOCK I I WARREN A. MINNER m I_ I I_ I_ I I I I I_ I I I I No. 863 12-31-10 PLANS APPROVAL DATE Exp. I I I I I I I I I I I I I I I I sXqT STRUCTURAL ----- --------1------- - ------- - - - - - - - - - - - _ _ _ _ _ _ _ _ _ _ _ _ MINNER, STINNETT, KOO & AGBAYANI F STRUCTURAL & CIVIL ENGINEERS OFF' CA��FO ----- --------1- 1 ( I I I I I 1716 OAK STREET, BAKERSFIELD, CALIFORNIA 93301 PHONE (661) 324-9724 FAX (661) 324-3416 v !� I I I I I JOB #: 07-075 W r I I I I I I ( I PIER 5\ SUGGESTED PRESTRESSING PROCEDURE �- - I- - - --I-- - ------ - - + - - --1-- - -�- - - -I - - --�-- - - i- --�-}- - -- ,� FOR PIER 5 MEANS AND METHODS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THE N I I I C I I I WORK. STRICTLY FOLLOW RECOMMENDATIONS AND GUIDELINES OF THE MANUFACTURER FOR I I I I I I I ____----_--___J______----------J—_______ I I --------J-------- I I ---J THE POST—TENSIONING BARS. THE FOLLOW/NG PROCEDURE /S SUGGESTED TO ENSURE PROPER PRESTRESSING AND TO MINIMIZE ECCENTRIC MOMENT TO THE EXISTING PIER CAP. _—_—_ ___—___—J_ I I I I EXIST GIRDER — I TYP ( 1. INSTALL NEW POST TENSIONING BAR N0.9. JACK THE BAR TO 50 KIPS. I I (3) NEW 1 %4 " O GALV �— »t 6 9 ' 1 TENSIONING POST— 2. REMOVE EXISTING HIGH STRENGTH ROD No. 1. INSTALL NEW POST TENSIONING BAR No.1 TENSIONING BARS I I 4 AND JACK TO 50 KIPS. THIS SIDE TYP J. REMOVE EXISTING HIGH STRENGTH ROD No.2. INSERT NEW POST TENSIONING BAR No.2 PARTIAL PLAN 1/277= 1'-0" THRU THE EXISTING HOLE /N THE CONCRETE CATCHER BLOCK. CLEAN AND ENLARGE HOLE AS PIER 5 NEEDED TO PASS BAR THRU. GREASE BAR TO AVOID BOND/NG OF BAR TO THE CONCRETE. TOTAL EFFECTIVE PRESTRESSING FORCE JACK THE BAR TO 50 KIPS. ' SYMMETRICAL A OUT � BRIDGE REQUIRED FOR (5) POST TENSIONING BARS = 526 kips MINIMUM. 4. REMOVE EXISTING HIGH STRENGTH ROD NO-J. INSTALL NEW POST—TENSIONING BAR No-3 AND JACK TO 50 KIPS. I 2 _0» 26'-0 �f 3'-6' 5. REMOVE EXISTING HIGH STRENGTH ROD No. 4. INSERT NEW POST TENSIONING BAR No. 4 THRU THE EXISTING HOLE /N THE CONCRETE CATCHER BLOCK. CLEAN AND ENLARGE HOLE AS NEEDED TO PASS BAR THRU. GREASE BAR TO AVOID BOND/NG OF BAR TO THE CONCRETE. SEISMIC RETROFIT r--- JACK THE BAR TO 50 KIPS. THE BRIDGE WAS RETROFITTED IN 2002 WHEN SHEAR KEYS 6. INCREASE JACKING FORCE AN EQUAL AMOUNT AT BARS No. 9, No. 1, BAR N0.2, BAR No.3 AND CATCHER BLOCKS WERE ADDED. THE EXISTING HIGH ; AND BAR No.4 SEQUENTIALLY UNTIL REACHING THE FINAL JACKING FORCE. STRENGTH RODS WERE SHEATHED WITH PVC TUBING WHERE ; I NECESSARY TO PREVENT BONDING WITH NEW CONCRETE. I I I , I I 1---� � � I PIER 5 -------------------- r r- ; I/� EXIST STEEL GIRDER J 1-------- - ------------------------------------------------- � I I I _ ---_� ----------------------------------- f----------------------------� r---_----------------.----_-- �t-,r_� ' I �"--------------t `- - I - ,I — ___ �_---� — ----------------------------- I (3) NEW 1 %4"0 GAL `r' I r EXIST STEEL GIRDER " POST— a THIS TENSIONING BARSIt SIDE, (2) NEW BARS ON f ------------I---------------------------------------------------� II II --------------------------------------- I----------------- �� THE OTHER SIDE — TOTAL 5 EX/ST BRIDGE BRG II II II " I 1 " LAM p ��--------� I—----------- -- ii------- II II —� Ii------- II I I �I I II I II " ' —� II " II EXIST ANCHOR FL' REMOVE EXIST HS RODS AND I EXIST 5" ANCHOR REPLACE WITH NEW 1 %4 "0 I I I =----Jr- III JL .1L---- 1 _ JL GAL V POST— TENSIONING BAR REMOVE EXIST HS 1 r----,r- I---- RODS AND REPLACE THRU EXIST HOLESI I I I I I ' I I I I I I I 1 1 I I WITH NEW 1 !14"0 GAL V I I I I I I I I I I I I POST— TENSIONING BARS F -L_____y_ �_____ , I I I THRU EXIST HOLES i BAR/ROD No. 1 BAR/ROD No. 2 BAR/ROD No. 3 BAR/ROD No. 4 -------------, -------------------- ------------------------------------------------------------------------------------------------------- ---------------- ------------ o N INSTALL NEW 1 j4 " O GALV I i - - - , - - - -------------------------------- ----------------------=-------------------------------- --------------- ---------1_J N II POST TENSIONING BAR I I I I EXIST CONC J .N d- THRU EXIST OPEN HOLE I I I I CA TCHER BL 0C ' I ' o p BAR/ROD No. 9 ' ------------------------------------------------------------------ � T ----------------------------- ----------------------------------------=-------------------------=--=---=--=-------=------------=------------------------------------------------- ---------- ------ -------- -- — , _= , — EXIST HS RODS TO REMAIN, TOTAL 5 4 ``� � � L I I — — — — — -------------------1— --- — I 1 � ,,t I 171 „t 8 TYP — EXIST HS ,,,— EXIST CA TCHER I RODS TO REMAIN ---' BLOCK (FS ONLY) 2'-4'i& '-fEXIST PIER CAP BEYOND I EXIST PIER EXIST PIER CAP 3 41 'f 3 41 "f I I 5'-3 % 'f 2 1 12'-6"f 5"f LEGEND -T------ L --------- — — — — — — — ------------------ —1- NOTE.• 1 0 NEW 1 /4 O GAL V POST— TENS/ON/NG BARS 1. FOR 'POST TENSIONING BAR NOTES"SEE "GENERAL + EXIST 1 %4 "0 POST— TENSIONING RODS TO REMAIN PARTIAL ELEVATION 1/2"= 1'—O" NOTES" SHEET s. 1 4 PIER CAP END DETAIL 1"=1'-0" PIER 5PIER 5 — EAST END Yt�rK DESIGN BY D. Koo CHECKED W. MINNER BEALE AVENUE OVERCROSSING PREPARED �o� THE - WARREN A. MINNER DETAILS I BY M. AQUTAN CHECKED D. Koo PIER CAP STRENGTHENING I CITY OF BAKERSFIELD _ STRENGTHENING DETAILS No. 2 PIER 5 ORIGINAL SCALE IN INCHES DISREGARD PRINTS BEARING REVISION DATES (PRELIMINARY STAGE ONLY) SHEET OF FOR REDUCED PLANS 0 1 2 3 EARLIER REVISION DATES — 01-18-0802-20-0812-30-0809-18-09 I I 1 1 4 6 EXIST CONC .CATCHER 2 NEW 1!14"0 GAL V E SS / pN�` 1 BLOCK - TYP POST- TENSIONING BARS EXIST ANCHOR �' S "x24 "x5'-3 %QROF 2 REGISTERED STRUCTU AL ENGINEER k) EACH SIDE TRHU CONC CATCHER BLOCKS — TOTAL 4) I W WARREN A. MINNER m 7 No. 8 63 0 12-31-10 PLANS APPROVAL DATE Exp. STRUCTURAL -- — — — — — MINNER, ,KOO GAGBAYANI STRUCTURAL &CIVILL ENGINEERS OF CAl-\F 1716 OAKSTREET, SFIE1 PHONE (661 324-9724 FAX (661) 3243416 j I 7-Q 075 JOB #: 0� PIER 6 SUGGESTED PRESTRESSING PROCEDURE FOR PIER 6 --T---- -- — — — — MEANS AND METHODS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THEJ-- I I WORK. STRICTLY FOLLOW RECOMMENDATIONS AND GUIDELINES OF THE MANUFACTURER FOR THE POST -TENSIONING BARS. THE FOLLOW/NG PROCEDURE IS SUGGESTED TO ENSURE I I I I I I I I PROPER PRESTRESSING AND TO MINIMIZE ECCENTRIC MOMENT TO THE EXISTING PIER CAP. I �j I I EXIST GIRDER — TYP I 5 1. REMOVE EXISTING HIGH STRENGTH ROD No. 1. INSERT NEW POST TENSIONING BAR No. 1 THRU THE EXISTING HOLE IN THE CONCRETE CATCHER BLOCKS. CLEAN AND ENLARGE HOLE AS NEEDED TO PASS BAR THRU. GREASE BAR TO A VOID BOND/NG OF BAR TO THE CONCRETE. PARTIAL PLAN 1 2�= 1'-O� � 7YP JACK THE BAR TO 50 KIPS. PIER 6 2. REPEAT THE PROCEDURE AS OUTLINED /N 1. ABOVE FOR BARS N0.2, No.3 AND No.4. TOTAL EFFECTIVE PRESTRESSING FORCE REQUIRED FOR (4) POST TENSIONING J. INCREASE JACKING FORCE AN EQUAL AMOUNT AT BARS No. 1, No.2, No.3 AND No.4 I SYMMETRICAL ABO T I� BRIDGE BARS = 421 kips MINIMUM. SEQUENTIALLY UNTIL REACHING THE FINAL JACKING FORCE. 26 ,-O', E I I SEISMIC RETROFIT I i THE BRIDGE WAS RETROFITTED IN 2002 WHEN SHEAR KEYS AND CATCHER BLOCKS WERE ADDED. THE EXISTING HIGH STRENGTH RODS WERE SHEATHED WITH PVC TUBING WHERE NECESSARY TO PREVENT BONDING WITH NEW CONCRETE. � ----------i --------- i L ----------- --------------------------------------------- I r j� �_ ---� I PIER 6 EXIST STEEL GIRDER L--------� ,------------------- --------------------------------------------- 7_ ----- ____ ,r-------- --------------------------------------------------- ------------------------------------------------- - (2) NEW 1 %4 " 0 GALV EXIST STEEL GIRDER ° POST- TENSIONING BARS EACH SIDE —TOTAL 4 r------------------------------------------------------------------------------------------------------- iiII i II ----------- REMOVE EXIST THREADED ---------------------------------------� EX/ST BRG I I I IBRIDGE EXIST 5" ANCHOR it �----I �-----� _ r----� II r - � F---� ii �---� r ------I ii (---- r---- � i� EX/ST ANCHOR FL' � II ROD AND REPLACE WITH NEW 1 %4"� GALV POST- I I i � I REMOVE EXIST HS I I JL----��----I JL TENSIONING ROD THRUI I I I I RODS AND REPLACE I I ---��=�L_�1---- I I I------------' ;---- EXIST HOLE I WITH NEW 1 /4 0 GAL V -- ------------------------ ' , I BARIROD No. 1 BARIROD No. 2 1 ( POST TENSIONING BARS I I I I I — ---`----y-- --it 1 vl _ I THRU EXIST HOLES BARIROD No. 3 BARIROD No. 4 - ----------------------- --------- ------------------- -------------- -------------------------------------------------�---------------------E-------------------------------------------------- --------------------------------------------------------------------- -------------------r-------------------------------------------- o N EXIST coNc I I I I I I iII� - -------------------- ------------------------- -------------------------------------------------+ ----------------------------------------------------------------------F------------------------------------------------t---------------------r ---------------------------------------- --------------------------- I --------------------------------------------------------[4-------------- I- L---I N CATCHER BLOCK EXIST CONC CATCHER BLOCK III cz i I L ------------J L------------� L------------ I----------- J- 1 Q) L - - I I - ---1------------------------ ----- l-- - - - - J 7 »t I ----------- 7 j- 1 ,- EXIST HS RODS TO 5 i TYP - EXIST HS —' REMAIN TOTAL 6 � REMOVE EXIST HS ROD AND RODS TO REMAIN REPLACE WITH NEW 1 %4 0 I 2'-4'Y 2 —4 ly J r ' ' GAL V POST- TENSIONING 3 EXIST PIER CAP BEYOND 3 f 3� f BAR THRU EXIST HOLE 4'-8'f I I I EXIST PIER CAP EXIST CATCHER I EXIST PIER I BLOCK (NS do FS) 5'-3 % "� I I 16,_0"f 12'-6"f L LEGEND rt ------ — — — — — — — — — — --------,k -- — — — — — — — — — — — — — — — — — — — — — — — Q NEW 1 %4"0 GALV POST—TENSIONING BARS NOTE. + EXIST 1 %4 " O POST TENSIONING RODS TO REMAIN 1. FOR 'POST—TENSIONING BAR NOTES" SEE "GENERAL PARTIAL ELEVATION 1/2�= 1'-O" NOTES" SHEET 6. 5 PIER CAP END DETAIL 1�=1'-0� PIER 6 PIER 6 - EAST END DESIGN BY D. Koo CHECKED W. MINNER BEALE AVENUE OVERCROSSING PREPARED r�oR THE - WARREN A. MINNER DETAILS BY M. AQUTAN CHECKED D. Koo PIER CAP STRENGTHENING CITY OF BAKERSFIELD _ STRENGTHENING DETAILS No. 3 PIER 6 ORIGINAL SCALE IN INCHES DISREGARD PRINTS BEARING REVISION DATES (PRELIMINARY STAGE ONLY) SHEET OF FOR REDUCED PLANS 0 1 2 3 EARLIER REVISION DATES - 01-18-0802-20-0812-30-0809-18-09 I I 1 1 5 6 QROFESS/ONS` REGISTERED STRUCT AL ENGINEER � GENERAL NOTES: LOAD FACTOR DESIGN` WARREN A. MINNER w m SCOPE. N0. 863 TO STRENGTHEN THE CANTILEVERED PIER CAP AT PIERS 4, 5 AND 6 WITH GALVANIZED POST—TENSIONING PLANS APPROVAL DATE * Exp. 12-31-10 BARS TO INCREASE THE ULTIMATE MOMENT CAPACITY OF THE PIER CAP `" STRUCTURAL & AGBAYANI TF MINNER, STINNETT, KOO OF CN -\F STRUCTURAL & CIVIL ENGINEERS 1716 OAK STREET, BAKERSFIELD, CALIFORNIA 93301 STANDARD SPECIFICATIONS AND STANDARD PLANS PHONE (661) 324-9724 FAX (661) 324-3416 ALL CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH THE STATE OF CALIFORNIA DEPARTMENT OF JOB #: 07-075 TRANSPORTATION 'STANDARD SPECIFICA TIONS " AND 'STANDARD PLANS" BOTH DATED MAY 2006. DESIGN: BRIDGE DESIGN SPECIFICATIONS (1996 AASHTO WITH INTERIMS AND REVISIONS BY CALTRANS) POST -TENSIONING BAR NOTES LIVE LOADING: 1. ALL POST TENSIONING BARS SHALL CONFORM TO ASTM A772 WITH ULTIMATE TENSILE HS20-44, ALTERNATIVE AND PERMIT DESIGN LOAD STRENGTH OF 150,000 PSI BEFORE GALVANIZING. 2. USE CONTINUOUS BARS WITH NO SPLICES FOR THE ENTIRE LENGTH OF THE PIER CAP. REINFORCED CONCRETE. POST—TENSIONING BARS INSIDE THE EXISTING HOLES THRU THE CONCRETE CATCHER BLOCKS EXISTING CONCRETE ( ASSUMED FOR STRENGTHENING DESIGN) SHALL BE PROPERLY GREASED TO AVOID BONDING BETWEEN THE BARS AND CONCRETE. = fy 40, 000 PSI f c = 4, 000 PSI 3. EFFECTIVE PRESTRESS FORCE REQUIRED (AFTER ALL LOSSES) IS SHOWN ON THE DRAWING FOR EACH PIER. THE EFFECTIVE PRESTRESS IS EQUAL TO APPROXIMATELY 60% OF THE TENSILE STRENGTH OF THE BARS. EACH BAR SHALL HAVE APPROXIMATELY EQUAL PRESTRESS STRUCTURAL STEEL: FORCE. JACKING FORCE SHALL BE DETERMINED BY THE MANUFACTURER TO ACHIEVE THE 1. GALVANIZED POST—TENSIONING BARS SHALL BE 'DYWIDAG" BARS OR APPROVED EQUAL CONFORMING TO FINAL EFFECTIVE PRESTRESS FORCE. THE FOLLOWING: ASTM A772, TYPE I (PLAIN) BARS (ENDS MAY BE THREADED FOR ANCHORAGE.) 4. TAKE EXTRA PRECAUTION TO REMOVE THE EXISTING HIGH STRENGTH RODS AS INDICATED ON f's = 150,000 PSI (ULTIMATE TENSILE STRENGTH BEFORE GALVANIZING) THE DRAWINGS. THE EXISTING RODS WERE POST—TENSIONED AFTER THE BRIDGE WAS BARS WILL LOSE APPROX/MATEL Y 5q OF STRENGTH AFTER GAL VANIZ/NG. CONSTRUCTED IN THE 1960s. PROTECT EXISTING HIGH STRENGTH RODS TO REMAIN. DO NOT USE EXISTING RODS AS ANY MEANS OF SUPPORTS DURING CONSTRUCTION. AVOID HANGING 2. AFTER INSTALLATION, REPAIR ANY DAMAGED GALVANIZING WITH 2 COATS OF COLD GALVANIZING COMPOUND. ANYTHING ON THE EXISTING RODS. SUBMITTALS. - SUBMIT MATERIAL SPECIFICATIONS FOR THE POST—TENSIONING BARS, BAR ANCHORS, AND JACKING PROCEDURE INCLUDING MAGNITUDE OF JACKING FORCE TO THE ENGINEER FOR HIS REVIEW AND APPROVAL PRIOR TO COMMENCEMENT OF WORK. TESTING AND INSPECTION: (PAID FOR BY OWNER) PROVIDE TENSION TESTS FOR ALL POST—TENSIONING BARS. MILL TESTS ARE ACCEPTABLE IF MATERIAL CAN BE IDENTIFIED. CONTINUOUS INSPECTION BY A SPECIAL INSPECTOR SPECIALIZING IN POST—TENSIONING WORK IS REQUIRED DURING ALL PHASES OF THE PROJECT THE CITY WILL EMPLOY THE INSPECTOR. RAILROAD: ' 1. ALL WORK WITHIN THE RAILROAD RIGHT—OF—WAY SHALL BE COORDINATED WITH THE RAILROAD AND PERFORMED IN ACCORDANCE WITH THE RAILROAD REQUIREMENTS. CONTACT THE UNION PACIFIC RAILROAD PRIOR TO DOING ANY WORK ON THE PROJECT. THE CONTRACTOR WILL NEED TO PROVIDE A PROPOSED ACCESS PLAN TO ENSURE PERSONNEL AND EQUIPMENT CAN SAFELY GET TO AND FROM THE WORK AREA. THE ADJACENT TRACKS CANNOT BE FOULED BY THE PROPOSED WORK. WORKING FROM A MAN LIFT OR JLG OR OTHER EQUIPMENT MAY NOT BE ALLOWED NEXT TO THE LIVE TRACK. 2. A RAILROAD FLAGMAN IS REQUIRED WHEN ANY WORK IS PERFORMED WITHIN 25 FEET OF THE NEAREST RAIL J. A VERTICAL CLEARANCE OF 21 FEET ABOVE THE PLANE OF THE TOP—OF—RAIL AND 12 FEET HORIZONTAL AT RIGHT ANGLE FROM CENTER LINE OF TRACK ON BOTH SIDES OF THE TRACK SHALL BE MAINTAINED THROUGH ALL PHASES OF CONSTRUCTION. 4. CARE SHALL BE TAKEN TO AVOID CONTAMINATING BALLAST. GENERAL NOTES: 1. TYPICAL DETAILS AND GENERAL NOTES APPLY IN ALL CASES UNLESS SPECIFICALLY SHOWN OTHERWISE ON THE DRAWINGS. 2. WHERE NO DETAIL IS SHOWN, CONSTRUCTION SHALL BE AS SHOWN FOR OTHER SIMILAR WORK. 3. NO DEVIATIONS FROM THE DESIGN DRAWINGS ARE PERMITTED WITHOUT THE PERMISSION OF THE ENGINEER. 4. ALL CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS AND ANY LOCAL ORDINANCES. 5. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO PROCEEDING WITH THE WORK IN A PARTICULAR AREA. 6. IF FIELD CONDITIONS ARE NOT AS SHOWN ON DRAWINGS, OR IF INTERFERENCES TO CONSTRUCTION ARE DISCOVERED, CONTRACTOR SHALL NOTIFY ENGINEER BEFORE PROCEEDING WITH WORK. F DESIGN BY D. KOO CHECKED W. MINNER BEALE AVENUE OVERCROSSING PREPARED FOR THE - WARRENEPROJECT A. MINNER DETAILS By M. aQulaN CHECKED D. KOO I CITY OF BAKERSFIELflPIER CAP STRENGTHENING I I GENERAL NOTES ORIGINAL SCALE IN INCHES DISREGARD PRINTS BEARING REVISION DATES (PRELIMINARY STAGE ONLY) SHEET OF FOR REDUCED PLANS 0 1 2 3 EARLIER REVISION DATES- 01-18-0802-20-0812-30-0809-18-09 I I 1 1 6 6