Bailey Bridge

..- .. - .. - THE ._ .. MANUAL - .. .. (mCdBUY) - 1\ ronl' -r rv-t o BAILEY BRIDGING '. INTRODUCTION • .. ... .. oiiiIadey is a "through-type" bridge, i.e, the roadway is ar r ied between the main qlrders, It is designed on the unit construction" principle, The basic unit of bridge being a "bay" 3.05 m, (10' 0") long_ Assembling a num-er of identical bays produces bridges of various lengths, 1 multiples of 3.05 m (10' 0"). 3. Extra Wide Bailey Bridge (EWBB)_ Width of roadway: 4.190 m. (13' 9"). 4. Mabey Super Bailey Bridge. Width of roadway: 4.293 m. (14' 1")_ 5. Bailey Footbridge. Width of walkway: 2.000 rn. (6' 1"1. 6_ Dual Carriageway Bailey Bridge. In this type the roadways are provided, between three main girders: the roadways may be any of the widths listed at 1,2 & 3 above. _ ailev system has been devised to enable erection to c carried out by relatively unskilled labour under the ipervision of a qualified engineer. The heaviest component may be carried by four men, and all components Oii'ilY be transported to site in normal 3-ton trucks. In addition to the main roadway, separate pedestrian foatwalks may be provided. These are separated from the roadway by being cantilevered outside the main girders, on either one or both sides of the bridqe. Footwal ks are available in alternative widths of 1.0 & 1.5 m. {3' 3-3/8") (4' 11 ") and they may be fitted to any of the br idqes listed under 1, 2, 3, 4 or 6 above. alley Bridges are further classified according to the width of roadway supplied, and the six types currently -Ipplied by Mabey and Johnson may be summarised as Illows:- 1. Standard Bailey Bridge (Std,B.B.l Width of roadway: 3.277 m. (10'9")_ 2_ Standard Widened Bailey Bridge (SWBB)_ Width of IUddvvdY: 3.010 m. 112'6"). ... The principle dimensions for these six types of bridge are given in Table 1. l (mfd Bta y) Basic .Dimen~ions r=; ~ I 1i I t - \ ..... . r h a I = :II ~ :rz l I t ! A \ t I r • L c B C D F* B Imperial Units A B 8'-7h" Type Mt:llil,; Ullil;:, c o E" 2257 A I i 3'_61,:,' i I .. -»' 0" I 10'-9" _,0'0 .. 1,26' :'0'-0" 113,.9" I 12'4' 2'·4" 14'·3" 2'6" I 3'-4'/;' 8'·5~I 3'- 4'/";' 8'-5'1.." - 10',6" _~----+------r-----r----~----_'------r-----------------~----'_-----+------+-----+------r----- 3'.5%"1 1 1067 14'·1" 15'·8" Standard Bailey Standard Widened Bailey Extra Wide Bailey Mabey Super Bailey Bridge 1073 2622 3759 5486 3277 711 3810 762 1022 2571 6096 4343 1022 6096 762 2571 4190 4775 708 4293 4775 6528 1248 4'-1 " , ·11 %,,1 I 6'7" • ! f bridge is Chord Reinforced add - "1" to this dirnen~iOr"J Mabey Footbridg@ 2000 3200 590 • I f bridge is Chord Rei nforced add 102 to this dimension, - t FOOIWalkc, ror cdch Footwalk, 1m 13' 3·3(8"1 wide, add to Dimension 'A' 137514' 6"1, " 1,5m 14' 11") 'A' 1911 16' 3"1. Dual Carriageway Bailey Bridge c C -I~ 1-'_-- B 8 n I LL --- I I ~ LI[/~ I w n ri h_ ! a I. I H U I ...... ........ = = 1 t . : I H t I - - .. .. Dimensions B, C, D, E & F as in above table . With two Roadways, each 3227 (10' 9") wide, dimension H = 9880 " 3810(12'6"1" .. H=11070 " 4190 (13' 9") H'" 11500 (32' 5") (36' 4") (37' 9") t CU'J(.·,alk,;· lor each F()()tw~lk 1m 13' 3·3m") wide, add to Dirnension 'A' 137514' 6") 1,5mlf\'11"\ 'A'191116'3") 312.A TABLE 1. • T'1e two main girders of a Badey Bridge span between the +oundations on one bank and those on the other and • there tore. between tnern, carry [he totai weight of ll"" I." idqe and the traffic loads on It. For bridges of different spans, carrying different forms of loading, girders of v.ir ious strengths are required. Because of the unit con- ... su uction principle adopted in Bailey, wherein the main qirders are composed of a series of identical panels, the strenqt h of the girders may be varied by varying the nurn- _ bf.,rs of panels from which they are constructed. III the simplest. and lightest form, the main girders consist 'ot a single truss on either side of the bridge. Each truss is formed by pinning together end-to-end a number of ... Single Single-55 - ... .. Double Single Reinfon;ed - DSR Double Single-oS 1"'; " .. - Triple Single ReinfOf"ced - T S R Quadruple Single Reinforced - QSR Triple Single - TS Quadruple Single - OS Bailey Bridge - Main Girders Girders may be further increased in strength by making them twice as deep. Such girders ore formed by bolting panels together on top 01 each other (,,' :.dd,t,nn 10 pinning them together end-to-end! to form double storey girders. The minimum construction for such trusses is known as Double Double - that IS two double storey trusses each side of the br idqe. A sinqle truss two storeys high is not sufficiently stable. Triple Double girders and in some cases Ouadruple Double girders are similarly formed. Both single and double storey 91 rders carl be further strengthened by the addition of chord reinforcements top and bottom . Double Double - DO Double Double Reinfo.-ced - DDR I~ fir I' .' I' " " " II " " " -r-r 1,.. 1'" Triple Double Reinlor~..cl - TOR Quadruple Double Reinlorc:ed - aD R Triple Double - TO Ouodruple Double - 0 0 Fig. 1 NOTE Quadruple Single and Quadruple Double constructions (shown dotted) apply only to Standard Widened <JIIU .. Mabey Super Bailey type bridges identical panels; each panel being one bay 13.05 rn, or 10' 0") long. This construction is known as Single Single. • Adding a second, and similar. truss either side of the bridge doubles the strength of the main girders. This is Double Single construction. Similarly a third and in some cases a fourth truss can be added to give Triple Single and Quadruple Single construction. . - (mljIBUY) .. The thirteen possible constructions for main girders are Illustrated in Fig. 1. These are theoretical diagrams since they show both reinforced and un-r einforced girders in the same bridge. In practice it is very rare for bridges to be built with girders of unequal strength; Qnp sur-h special case is the centre girder of a dual carriageway bridge. which has to carry approximately twice the load of eithe: of the two outer [lirders . ... ... ... .. ... BAILEY BRIDGING - CONTENTS ... Introduction Super Panel .. Fdliyue Test Report Super & Superlife Panels Page Ref. No . No. of Sheets _ Description of Parts: Standard Bailey MUlti-span Bridges BI 1-0 Inclusive BS 1,2 RT 73-76 inclusive BT 77-78 BT 1,2 BT 59, 60 BT 3A,4A BS ~,4 BP 1-10 inclusive RP 27-32 BP 33-36 BP 37-40 BT 49-58 BT 39-48 BE 11-14 BE 1-10 inclusive and BE 15. 16 - Design Data Safe Loads - Single Vehicles - L .• <lsh & American Standard Highway Loading Super Deck Bailey Standard Widened & Extra Wide Cantilever Footwal ks Tables: Available Moments & Shears .. Strength of Pa rts End of Bridge Details • Site Layout - .. 3 2 5 3 2 2 5 5 2 6 i < I '. Bailey Bridge - Basic Components E.leh bay is composed of PANELS, which form the main Ijlrders. TRANSOMS. connected across the bottom chords '. : the panels to Carry the roadway. RAKERS, connected l",·tween panels and transoms to provide stability, and ')'.VAYBRACES connected diagonally between the panel • Inttom chords to form. ,,,ith the transoms a lateral bracing svsrern. This is the basic structure. BRACING FRAMES Yld TIEPlATES are used to connect together panels in u.ul tpletruss side girders. - 1 u carry the roadway, PLAIN and BUTTON STRINGERS .ne placed on top of the transoms. The Button Stringers. II, the two outer positions, having a series of buttons vvnich locate timber CHESSES which form the actual r..udwav. R I BAN DS, acting as kerbs at either side of the deck, are anchored to the Button Stringers, retaining the Chesses in position. At each end of the bridge EN D POSTS are attached to the panels to transfer the loads through the BEARINGS to the BASEPLATES, and the roadway deck may be continued down to ground level: instead of stringers. PLAIN and BUTTON RAMPS are used to support the chesses, These have tapered ends to accommodate changes in gradient. Where such ramps are more than one bay long, intermediate supports are prnvirlp.rl hv transoms sitting in RAMP PEDEST ALS. Transoms are available in various lengths, enabling bridges to be built with different roadway widths, as set out in Table 1, page 61.1. ... BB10 Riband BBJ Raker ~ BB4 Panel Bolt BB11 Bracing Pin Bolt~ ~ BB2 Bracing ?>-.J~_..... Frame MBB1001 Panel~~ Position for ~ -, , Chord Bolt,BB 9 BB8 Button Stringer BB7 Plain Stringer ... .. BB14Chess ... BB63 Male End Post ~-~+--.!.O.l-'V .. ... ... <, B8 31 Baseplate / BSS Transom 8815 Swaybrace .. ... Standard Bailey. in addition to 2 Button Stringers, requires 3 Plain Stringers per bay. Standard widened requires 4 Plain Stringers per bay and Extra Wide, 5 Plain Stringers per bay I n the Mabey Super Deck B, iuge the transoms and plain and bu tton stringers are of stronger construction, designed to carrv the new generation of heavy earthmoving vehicles. Each bay of decking requires 2 Button Stringers and 8 Plain Stringers. Fig. 2 bay construction ILe. with transoms at approximately 1.5 rn, (5' 0'] centres) be Standard, Standard Widened and Extra Wide Bailey Bridges may be built with either 2 or 4 transoms per bay, in all constructions except Single Single, wrucn can only be fltwd wi\\> 2 tr arrsorns per boy. With 2 transoms per "I". ,1 Constructed with 4 transoms per bay, the maximum axle load is 20.3 tonnes, and such axles may not occur at less than 1.22 m. (4' 0") centres. These loads are the absqlutif maximum which may be used for emergency bridges,rFoft more permanent installations where continuous traffic is to be expected, the question of fatigue must be considered, and the maximum permissible loads reduced accordingly. The Mabey Super Bailey Bridge is built with 2 transom. per bay: the transoms are positioned in the end seatings of the panels and thus occur in pairs at 3.05 m. (10' 0") centres throughout the bridge. This decking system will accept British Ministry of Transport Type IIA Loadinq, or axl a loads nf 54 tonnes at not less than 3.05 m. (10. 0") centres. • The footbridge may also be used as a conveyor bridge, or to carry pipelines and similar services. No stringers are recurred ~ the decking sinirlY directly on the transoms. A basic principle of the Bailey Bridge, is that it is designed to be completely erected on rollers on one side of the gap ,. to be bridged and then "launched" across, wiurou t requirlilg any temporary supports rn the gap. This is achieved by bu. Iding onto the front end of the bridge a temporary skeleton structure ~ called the "Launching Nose" ~ which • IS constructed from the same standard components as the bridge. The nose is built of such a length that when the whole structure is rolled forward. the tip of the nose lands on rollers on the far bank before the poi nt of balance is reached. (See fiO .?) Once the bridge is in position across the gap the launching nose is dismantled, and the bridge jacked up off the rollers and lowered onto its permanent bearing<; on the abutments . • Fig . .3 - 1 n addition to simple spans, Bailey may be bu ilt as a multispan bridge over a number of supports. The simplest method is to construct the bridge with the _ side girders continuous over the whole length of the bridge '~e fig. 4). This may lead to econnmy in the construction ~r the side girders, since the maximum bending moment may well be less than in the equivalent simple span. There .. IS an advantaqs, inasmuch as the intermediate supports may be sited illlywhere <11009 the lengtn of the bridge and are not restricted to being at exact multiples ot 3.05 m. There are, however, inherent dangers in this system. Should an end span be shorter than the adjacent intermediate "pan, the end posts will tend to lift off their bearings when a heavv load passes over the intermediate span. Also, if the nature of the ground is such tnat settlement of an intermediate support is likely, then the side girders may be subjected to stresses beyond the safety limit . .. • Fig. 4 .. In either of these cases, the correct solution is to build the bridge as a series of broken-spans (See fig. 5). This is achieved by including 'Span Junction Posts' at each inter.iediate support. These are so designed that the joints may be 'locked' during erection and launching, and released as the bridge approaches its final position. A set of span junction posts occupies a length of 0.61 m (to") and this increase in length must be allowed for when setting out the intermediate and end supports. The resultant gap in the deck at these points is filled with Junction Chesses . .. . ., Fig. 5 .. ... ... rc f 81 c· VARIOUS APPLlCATIONS 21 St-'""idlly d~i9ned to curry 200 ton f co.ds, thi& 11.3rn (70ft) Super Deck bridge was erected under our supervision . • 1) "Side Launch type" gantry for 45 ton precast beams, designed, sc cp lied and er&Cted under our supervision, 4) A 91 m l;.loott) connnuous 3 span Bailey Conl/eyarl Footbridge, designed, supplied and erected by us. - 31 3 spen bridge 70m (230ft) long, de$igned to tEike 32 ton g.I/.W, .ucoried, erected and maintained by us for the C.E.G.B. - - 51 Tilt: IdUIl<.hing of" 94.5m IJl0fti l3ail".,. gOntr.,., suppf ied ,Hld erected under our supervision. 61 50m (165ft) clear span to carry 3 vehicles, 28 ton gross, over a dock entrance, desIgned, SUpplied, erected under our supervislcn and load tested by us, - - Mabey & Johnson are Government approved manufacturers of Bailey B ridging. Exact compliance With the original specification is therefore maintained with respect to quality control of materials and workmanship, inter· changeability of components, and proof-test loading of panels . .... ·;f!'o super pane s _Two Bailey Bridges doing similar jobs a few hundred yards apart during the construction of the reservoir and motorway at Scammondon - yet the bridge above has 25% less panels than the one below. How is this achieved? By the use of Mabey & Johnson's Super Panels - the one major development that has brought Bailey Bridging up-to"date with today's construction needs, Super Panels have a 33j% increase in shear strength; saving panels, fittings, storage, handling and transport costs.and of course bridge-building manhours. (mC~B(IY) ... - BS1 STANDARD & SUPER PANELS ). ii' all cases where the loading I~ limited by shear, the substitu- ,_ ',Hl of Supe Panels MOO 1001 for Pone!s BB1, increases th" c.urvinq capacrtv of a bridge bv 20% to 40%. When long term nvestrnent in Bailey Bridging is considered, the initial purchase oi Super Panels will show a considerable saving. .. Tile use of Super Panels reduces the total number of cornpo!)I,nts required for a given bridge· carrying the same load at a .. .r-wer cost. This is particularly relevant to chord reinforced brrdqes which have double the resistance to bending, The Super Panel has additional shear strength and the same character is:ICS for bending as the Standard Panel, Super Panels and chord - r~lnforcemems together o lf er the 1110,t economical solution. Consider a 30 m (100 ft) span bridge, required to carry a 45 ton vehicle. Using Standard Panels BB 1, the required construction is Triple Single Reinforced . load capacity 48.7 tonnes, Using Super Panels MBB 1001, the required construction is Double Single -ntorceo . load caoacnv 52,8 tonnes. The relevant quantities '"' components required are as follows:- No, of Components urqulred Components using using saved by using BB,1 MBB.l001 Super Panels Panel 60 40 lO Chord 96 64 32 Chord Bolt 192 128 64 Chord Bolt Collar 192 128 64 Panel Pin 216 144 72 Safety Pin 216 144 72 Tieplate 22 n Bracing Bolt 168 124 44 End Post 12 8 4 Transom Clamp 180 120 60 1.354 900 Total saving in components = 454 The TSR bridge, whilst not carrying so heavy a load. IS 25% heavier and more expensive than the DSR bridge with Super Panels, and - having 454 more components would cost nearly 50% more to erect. Furthermore, if this bridge were required for overseas, there would also be a considerable saving In shipping costs, The TSR brid9B has a shippinO wp.ight of 52 tons. The DSR bridge, at only 35 tons, shows a saving 01 one-third in shipping charges. SAFE LOAD TABLES STANDARD WIDTH BAILEY - 2 transoms per bay STANDARD PANELS BB1 (STD) - and SUPER PANELS MBB10Ql (SUP) - _ The safe load includes 3 25% :rnpt'l(;t lind maldistribution factor. ~'Ioads for static, ccncantric .JS are obtained bv addong 25% I{J th.; V ... tU91i tiSt:9d in tnA t~hI9~. 'hese safe load tables FIre for .i.rders only to carry 3 single 12ftc 0"9 tr ack ed vehicle, and take icccuot of the se lf-wa.qht of the ~an"ls and Decking, TI'e d"ck loading must be checked ,.. .ndependent Iy against any ',Decific application. These values can be used for temporary "ridges- for permanent br idqes or where Fatigue is likely to 'occur, special consideration shoe-d be given to the stresses I nv.rlveo. Loads in tons (2,240 lbs, en 1,016 kgs,1. Values above th .. una are lirnhtn.l lry :~hecu- .. 1Ild t be ,,,lu8s below the line are lImited _ by \)ending. span I I I I SS DS D5R T5 TSR OD DDR I TO , TOR Ft. M, std sup std sup std sur: std sup std SUlJ sto suo SId ::,ur'J std "pi std SUD 30 9,1 26 36 56 76 54 74 74 100 I 40 12.2 24 34 52 70 50 70 70 94 50 15,2 22 32 49 66 46 66 66 B8 64 8£i 60 18.3 11 25 47 53 44 62 62 81 60 87 - 70 21.3 19 10 42 12 42 60 (;0 66 56 flO 76 69 80 24,4 15 15 35 35 40 58 54 54 54 76 .11. 74 71 RR 100 in 90 27,4 12 12 29 29 39 56 46 46 52 74 62 62 68 86 96 96 100 30,5 24 24 38 54 38 38 50 72 53 53 66 83 82 82 88 110 110 33,5 19 19 36 46 32 32 48 70 45 45 64 80 70 70 86 108 120 36.6 16 16 34 40 27 27 46 63 38 38 62 78 60 GO 82 104 130 39.6 13 13 32 34 ?2 22 44 54 32 '~~J 60 7f, S:2 57 80 1m JL 140 42,7 , 29 29 13 18 42 47 27 77 58 70 4 44 78 98 150 45.7 24 24 15 15 40 40 22 22 56 G1 3 31 74 9f) 160 43.8 20 20 11 11 34 34 18 lfl 54 51i 3 31 72 85 170 SUI 16 16 8 8 29 29 14 14 147 47 25 25 70 IS 180 54,9 24 24 lU 10 41 41 20 20 GO 5" 190 57,9 I 19 19 7 7 35 35 15 15158 58 '200 61,0 I 15 15 30 30 11 11 150 SO EXTRA WIDE BAILEY - 2 transoms per bav span I ss os DSR TS TSR DO DDR TD TOR Ft Mt r«. SId .'AI~ SId ,up <td sup SId sup sro sup SId suo 'ld sup SId ',up std sup 30 9.1 26 36 54 74 54 74 84 114 40 12,2 22 32 50 68 48 68 76 106 50 15c2 21 30 46 6i) 46 fA 72 100 70 96 60 13,3 20 22 44 51 42 60 68 T9 66 92 -- 70 21.3 17 17 .m 40 40 58 63 63 62 88 74 HI) 72 H8 114133 80 24,4 12 12 32 32 38 ,A 52 52 60 86 ?_Q J 1 b8 86 I_!_Q 11 t 90 27.4 9 9 26 26 36 52 42 42 58 82 59 5'1 64 82 93 g3 100 30.5 20 20 34 50 35 35 54 80 49 49 62 (1) 79 79 98 1:>4 110 ]],5 16 16 32 43 28 28 52 69 41 41 60 16 67 61 96 '70 120 36,6 12 12 30 JG 23 2, 50 5'1 :14 ,·1 58 l-1 ,,6 ~~n 92 1'5 130 39,6 8 8 28 30 18 18 48 50 28 :'8 ,S4 n 47 ,I! 88 ~ 1l', 140 42,7 24 24 42 42 22 c,.") 52 ~;s 39 J!) 86 c104 . - 150 45,7 19 19 35 35 17 ' ! 50 ';6 32 J~ 82 Q 1 160 45,7 12 ; 2 ~ 4,) 26 )6 80 Ill) \70 51.8 41 il1 20 )0 fi<i W \80 54.9 35 35 14 14 so GO 190 579 29 ;'9 I 51 51 :>00 61.0 23 Tl 43 4] BS2a The Super Panel has been designed and developed by Mabey Group engineers ar 73 ... MILIT ARY VEHICLES & ENGINEERING ESTABLISHMENT .. CHRISTCHURCH ... - ADYISORY REPORT A 225 - SUMMARY .. Constant amplitude fatigue test results for Mabey & Johnson "Super-Life" bridge panels are compared with results for previous Mabey & Johnson Super and new Bailey BEl panels. 'l'he results show an appruxlmaLely fourfold and twofold increase in life respectively at similar stress levels. Failure now tends to occur from the end of the swaybrace securinq plate r~mot~ from the male jaw . • - ARMOUR & MATERIALS BRANCH Test Officer: D Webber Assistant Director, Armour & Mat~t#J (Dr eLM Cottrell) - APPROVED - - ..., ........ 1 .... M4c;J .. 1973 Vatu' " Head of •.. r:~ .. ~d.:~ .. ~ .- Barrack Road Christchurch - BH23 2BB DW/CEA .. • .. o N' - I I J I I~:i I 1 I I L':; I I I - .. / ~Vo' '>'i" ooooo~ J:~ /. ~ / ~~---+--~I~--4-~~~~.~~--~/~~~--~/~~~ .. ~ ~--~~--~---+--~ o~o. .... ~ ~'" \0 V'o;o .... - • .. / ooooooo~ I DOOOOO. 0000001 000000,. OOOOOOi OOOOOO~ 000001 00000' ooooot OOOGOZ • OOOO~ L 1-:~~+-+--t---+--+--+---t--+--+--I---i--+--+---1 0001 r-~~-+---+-+--+---+---t-~--~--~--~--+--+-~ IMI .. oon STRESS RAf\ICE (tmax _ fmin) Ton ¥sq.in. en u.. BT 75 - - .. - - - - ._ o~1 '" <II '" -.; ~ ~ <: c c '" '" '" 0.. 0.. 0.. ... - ~ r co '" - a.~ co :::J t U'J <>. -. :::J ~ <II ~ ..., aIS ~ I I r' rrI rt ri r1I r rlr. _ - - - M o co N - 3~N"l:I SS3l:11S 6T76 ooo oooi 000006 000 009 000 OOL 000009 u.J 0:: 3 ~ 000 oos 0 l- (J) u.J ..J U >- 000 ooe U 000 OOt ooo ooe OOOOO~ ·e - VEHICLES AND ENGINEERING ESTABLISHMENT (CHRISTCHURCH) ,. The modification was successful in that the fatigue life was approximately double that obtained from standard Bailey Panels at the same stresses and no sway-brace slot failures occurred. The most likely point of failure was transferred to the toe of the male jnw fishtail weld at the outer, i.e. lower, flanges of the chord channels. There were also some instances where the vertical member cracked adjacent to the chord at the highest stressed male end of the Panel. MABEY & JOHNSON LTD XAD!CWj6l6 Further Fatigue Tests on Mab & Johnson Br Panels INTRODUCTION - A previous series of tests was made on Mabey & Johnson "Super" Panels, which had channel section verticals and diagonals in place of the jOist sections of the original Bailey Panel. This modificalion was made to increase the shear capacity of the Panel. Another modification aimed specifically at improving the fatigue life of the panel was to extend the length of the sway-brace retaining plate so as to remove the location of failure from the known weak spot - the sway-brace slot. - .. It may be seen in Figure I that a significant increase in minimum life has been obtained from the "Superlife" Panels compared with the original Mabey & Johnson "Supertl Panels, which themselves were substantially better than standard Bailey Panels. Reference should be made to Figure 1 for results, but in round figures the original Mabey & Johnson "Super" Panels lasted approximately twice as long as standard Bailey Panels and the present "Superlife" Panels four times as long. - In view of the nature of the failures, it was felt that further improvements in fatigue life could be made. As a result a further series of tests was request~d by the firm for their new "Superlife" Panel. DISCUSSION - .. - - - BT 74 '. SUPER & SUPERLIFE PANELS Janel, B 6.1 e original Bailev Panel (B.B.l) was designed over 30 years iqo Knowledge gained over this period indicated that -nodrticetion to certain details of the design would result in -fJl oved performance. .iper Panel, MBS.1001 ·,e Super Panel. incorporating these modifications was .roduced by Mabey & Johnson ltd. The original B.B.l panel had its vertical and diagonal members 'WIde from 3" x W;' joist sections: in the Super Panel these er s are made from 3" x 111," channel sections. Althouqh e vverall dimensions are the same, the channel section has ooth a greater cross-sectional area and a greater strut stiffness Wictor. The higher loads which can be carried in these members .5 enabled the Super Panel to resist up to 1/3rd greater shaar ,,-,am than the B.B.l panel. This is of considerable importance in ondqes which are chord reinforced, since the reinforcements ~Iy Increase the bending resistance of the panels and offer no sisrance to shear. Example - .onsider a 30 m (100 ttl span bridge, required to carry a 45 ton vehicle. Using Standard Panels B.B.l, the required -:lnstruction in Triple Single Reinforced ~ load capacity 48.7 mncs. Using Super Panel, MBB.1D01. the required construction is Double Single Reinforced - load capacity 52.8 tonnes. The relevant quantities of components required are as -Jllows:- No. of Components required using using B.B.l MBB.l00l - Panel 60 40 Chord 96 64 Chord Bolt 192 128 Chord Bolt Collar 192 128 Panel Pin 216 144 Safety Pin 216 144 Tieplate 22 Bracing Bolt 168 124 End Post 12 8 Transom Clamp 180 120 1,354 900 . _ The TSR bridge, whilst not carrying so heavy a load, is 25% .rcuvinr end more experh;Vf' than the DSR brides with Super Panels, and - hailing 454 more components ~ would cost -nedrly 50% more to erect. Furthermore, if this bridge were required for overseas, there , .. would also be a considerable saving in shipping costs. The TSR br rdqe has a shipping weight at 52 tons. The DSR bridge, at only 35 tons. shows a saving of one-third in shipping charges. Fatigue There was a known weakness ill the original B.B.l panel, fatigue failure almost always occurring in the lower chord. In the Mabey Super Panel, detailed re-design at this point has el iminated this weakness, doubling the usefu I life of the panel. This has been proved by exhaustive tests by the MiflbllY of Defence Military Vehicle and Engineering Establishment. All its component members are fully exposed for shotblastinq, painting, or galvanising and reqular inspection: there are no traps for water or dirt. The minimum wall thickness for any section is 5.1 mm (0.2 inches). Since the Super Panel is produced at the same price as the original B.B.l panel and has double the fatigue life and a third more shear strength, Mabey & Johnson have discontinued the manufacture of the B.B.l. panels. Superlife Pane1,MBB.1001 SL Subsequently, a further development produced the Superlife panel, having the same strength characteristics as the Super i-'anel, but four limes til", fdtigue life of the old B.B.l Panel. This break-throuqh has been achieved as a result of intensive design study and exhaustive testing: the modification being confined to detail improvements further removing the known sources of fatigue weakness. The extended program of fatigue tests was carried out at the British Ministry of Defence's Military Vehicles and Engineering Establishment, birthplace of the Bailey Bridge just before World War II, and to-day acknowledged, among other achievements. as a leading authority on metal fatigue. As a result of their tests, they report: 1. Tho? minimum lives obtained from the present series 01 tests on Mabey & Johnson Superlife panels were approximately four times greater than results previously obtained for Standard B.B.l panels and twice that obtained in a first series of Mabey & Johnson Super panels at similar stress levels . 2. The improvement in life was due to detail design modifications that were successful in eliminating the type of f'ailur '" previouslv encountered. 3. There are indications that further substantial improvements in life will be difficult to achieve. The comparative fatigue lives of B. B. 1 SUper aru l Superlifc panels can be seen in the bar chart opposite. I n view of its extended life characteristics, the Superlife panel will normally be supplied with a galvanised finish. Alternative finishes, to suit customers individual requirements, can of course be arranged. BT77 lit) Super a n d Superlife Panels are completely ,(p,changeable with B.B.1 panels: they are manufactured to :he same exactinq toler ancas ano checked against the same '-Js:er gauges. I ransoms and swavbreces t Stond ard, Standard «Ieneo and Extra Wide:, r ak er s, bracing frames, tieplates, ::rllJr:j reinforcements and end posts are all fitted in exactly the ~rne manner, .n.e they have the same overall structural stiffness a, B. B.1's, supplies of both Super, Superlife and B.B.1 panels may be ~I'ed Indiscriminately in the same bridge. In this case the esiqn must be based on the lower strength values of 8 8.1. However, If the panels are seqreqated, Super or Superlife oItAnels being used in positions of high shear and B.B.1's where hear is at a minimum, then the higher values ot the Super r'onel can be used to advantage. '"'Jur published Lriari Tables continue to Include the properties It the B.B.l. panel to enable bridges to be evaluated wh ich contain a mixutre of B.B.1 '5 and Super Panels. These remarks .rpply equally to B.B.1 panels originally manufactured in the J n i ted States. - 14 13 .!: u 12 .~ ... If <Il ~ ill 11 o, (J) C ~ 10 - 9 w f.9 s 2 <! ex: CFJ 7 (/J u.J c: t- CFJ 6 5 - BT78 The Super Panel is usuallv adequate for normal bridges. UI' 0 number of occasions however a bridge has to carry higher density traffic for a considerable period and the question of filtiglle becomes a major factor in design. In these circumstances, the use at the slightly more expensive Superlife Panel is fully justified. In view of its extended life, the Superlife Panel is normally suppl ied With a galvanlsed finish. There IS one application in which we must recommend the use at Superlife Panels without reservation, viz. the use of Bailey for temporary bridges on earthmoving contracts. This is because virtually ellery loading cycle IS at a maximum and consquently when such a bridge IS in use it can be subjected to half a million to a million cycles In a very short time. From our experience of such contracts in the United Kingdom, the fatigue life uf d bridge using B.B.1 panels can hp reached within six months. If then your Bailey equipment is likely to be used for such contracts and If your Highw<lY UI Public Works Deparlment is likely to loan the equipment for such purposes to contractors, then without hesitation we recommend that Superlife Panels should be purchased in preference to Super Panels. ~ BB' Panels Cl M & J Super Panels c::::::J • M & J Superlife Panels err ~ b==k, r--:t t=-l : .. .-.,' .' ~'. ,' .. 1 o o o o o o n o o g o 8 o o M o o u o o .r o o o 8 o o o o o >l) o o ,-, o o r-, o o o o o !X) o o o o o m "Based upon M.V.E.E. test reports, copies of which will be forwarded on application." CYCLES TO FAILURE Super and Superiite Pane/s are covered by British Patent No: 1322011 and 56553172 BAILEY BRIDGE DESIGN DATA • : operties of the various Bailey constructions GI'~n In units or Tons (2240 pounds) and fee1 ~lIlistructlorl I I Allowable Bendlllg Moment Allowable End Reaction Con .. truct I on U,ing Panels B_B_1-r-~_ U"~.!:'.E!" Panel!MBB 1001 _~. rs-I-,;;;d~rdTSta"d~d Standard Stand~ Extra ISuper i ____ ~--_--~-----I-~w~,-d-~-C-d-+----~-----~-w~,d~e~M-e~id~+ 1_~Wlde I: O~ I. Tons f I'el I 1 UIIS Tons Tons Tons I Tons Tuw. I I .55 ~)OO 30 JO 30 40 40: 40 I os 1000 GO GO '30 1';(1 80 80 80 I OS R 2000 60 60 60 30 80 80 80 TS 1500 80 80 90 lOG • TSH 3000 80 80 90 106 OS )000 105 GSA 4000 105 DO 2000 100 100 DOR 4000 100 100 •. 3000 1 J S 1 35 6000 135 135 ~OOO 170 3000 170 .~ 00 OOR 106 106 126 126 120 120 160 150 204 204 120 170 180 ISO 120 120 '10 ~20 160 160 120 120 180 180 240 240 100 100 150 150 120 120 160 160 .. !eight per bay of Bailey Bridges - Imperial Tons 10"e bay 10leet 3.04m) • Super I Deck , Construction i ----1 SS OS USR TS TSR as asH DO DOR TO TOA 00 aOR 4.33 Construction 745 304 386 361 4.83 4.25 5.86 42 5.01 5.32 G5li 6.55 ---;;~ I ;;: IS (RI 2.25 197 C6 (RI 2.24 2.91 I 1 ':J\) OOIA) 1.74 2.02 1 74 242 1 74 242 1.48 TO IAi 201 2.29 Z.Q 1 7.69 :' 1)1 2 (;9 I; ,74 ONE-R:;~Che,~~I~!-TI' .. '---6-3-5-- ·--~I· -_2_3 __ 0_'73 2.97 +---=--0-.1~ _-t+~9-t Srrrrvqers 0.42. 05 , 058 ' 1 0 I c_AUNCHING" oec:s ~.;~ ~ii--I --~:; J' ~ :j-i----ss-- NOSES ~~, ~:~ ~.~~ ~.~~ __ ~_~_ ~ __ ~~ __ wittv bu t tum SS -t-.~.- -1.-1-:;--' -- 1.13 \ 1', SS chord OS UlJ 1.92 1.92 2Y:, 05 DO JOO .. ~.I':l ss DS OSR TS TSH 1.8 ? 4 In 1.% 419 26 32 40 3.78 50 2.81 3.63 3.33 461 3.79 ~.59 4.38 5.6 36J 4.4!J 42 5.43 486 6.5 4.8 5.6 5.92 ~.'.,.~I~ght~ nlclude ... r .mber lleck 488 6.11 543 1.07 4.94 b57 5.75 (;.33 6.1 6.58 7.16 6.73 733 7.91 __ 8_7'_:'_t -1--.-32-- ~._~_.~_3_ 2.Jll i 1.7 2.::10 118 ~ i Hl):,ldway OS ["'I QSR fJQ Footwolk, DO .. ODR TO TOR 00 I aOR , --55--1 ·\dd tor Extra OS (RI ' 3.56 4.38 4.69 592 3.97 4.79 5.11 634 4.35 516 55 .. 1.32 1 7 1.97 1.97 265 2.65 1 74 ~ ornponenrs ... 1: 2 ends d brlogf! ~ '''Jt NO Harnps ... .. J 08 J,08 ss DS DSA TS TSR as asR DO OOA TD TDR 00 OOR SS ns IRI TS IR) OS IR) DOrR) TOIR] aOIA] DO ~.: . i\ .' '! BAILEY BRIDGE DESIGN DATA - Properties of the various Bailey constructions G;Ii('-n In units ot Ton noes (1000 kg ) and metres Co nc t r-u c tr.ort Allowable End R6iJcrion I Construcllon Bending _. -_ .. - - I I I USing Panels 8B 1 USing Sup", Panel, MBS 1001 Mument I , i Stand-;;;d~St.ndard I _- 1 Standard-:- Extra Standard Extr. Super Widened Wide I Widened WIde i Deck Tl'fllH.':; Ml::'lr~',) Tonnl::) TOr"\n~ 1 (,H-'nPl;: Tnno6 Tonrves Tonnes l onn es , SS 1~" 30.8 30.5 30.5 406 ·llJ.b -+ll;-' SS OS 3 I 'J G1.0 610 610 :31 ., H ~J ~.~ 1 _~! .',1 .: DS nsR G2J 51.0 61.0 61.0 8~ _3 SlJ ~';l.; ~-) 1 3 OSR TS i 41:i5 81.3 813 91.5 1077 T$ ~ 107 I ',21.0 Ln.~ TSR g:lJ 813 I 81.3 ; 91.5 ' 07.7 1077 1,'1.9 1.21.9 TSA. as 620 106.7 - 1 L80 I tilE as I : OS A. 1240 _ 106.7 - 128.0 i (J2G asR DO 620 1016 101.6 1016 171." 121.9 121.9 '" 1.9 DO DOR 1240 101.6 I 1016 101.6 1219 1219 121.9 1119 DOR TO 930 137.2 137.2 152,4 162.6 162.6 182.9 182.9 TO TOR i 1860 137.2 I 137.2 152.4 1626 I 162.G ! 1829 182.9 TDR GO 1240 .. - 1/2.8 - - 207.3 I 2,j3Cl GD aDR I 2480 - 172..8 - - 207.3 I _ 24J~) ODR .. - ... lOne bay 10 feet 3.04 m) Weight per bay of Bailey Bridges - Metric Tonnes I Standard Standard Widened ExtrnWide Super I No. of Transoms per bay No. of Transoms per bay No. of Transoms per bay Con struct ion 2 4 2 4 2 4 Deck Construction SS 1.82 2.49 I 2,64 ss - - _ i [ Thl'se OS 2.43 2.85 3.08 3.68 3.25 3.85 4.40 1 DS weiqhts OSR ! 3.27 3.68 3.92 4.52 406 4.66 5,23 DSR H .... Cll.H.i;~ TS 100 :1.43 3.66 4.26 3.84 445 4.96 TS Ti mncr Deck TSR 425 4.68 490 5.51 5.08 5.69 o.L1 TSR tlOi~ciwi1Y OS - 1 4_31 4.93 - - 5.51 as but asR - - 5 6_6 e_ - 7.18 GSR 59 DO 3.61 4.03 4.26 OOR 4.45 4.86 5.09 TO 4.76 5.19 5.40 TOR 6.01 6.44 6.66 00 6.65 ODA. I 832 c_~ ... ---- __ -+ +-- ---,1--- _ SS 1.~ 1.~ DS IRf 1.72 2.01 1.72 TS IRf 2.00 2.23 2.00 OS IRf 2.27 OOIR) 1.76 2.05 1.76 TD IRI 2.04 2.32 204 OOIRI 1.34 2.41 1.72 2.41 1.50 269 1200 2.09 1.76 ~:!.Je ~ .•. 76 246 ~.~~ 2.73 2.04 2.73 1 76 233 3.01 - 2.02 , ---- ----- r= 0.74 0.50 ... - AdLi for E x tra - at 2 ends 01 bridqs - bur 'JO Ramps ONE B~y of Chesses +-C _ 0.35 .. Stringers 0.42 . '_' Del'_k___ ._0 __ 7.:..,8 _ L/\LJNCHING SS 0.84 NOSES OS 1.44 2.62 - DO , -~_~ 1.04 186 3.04 with bottom choro r~1r1forcl't1 - .. o 4.87 5.69 6.01 727 7..27 8.94 566 6.45 6.78 8.03 7.92 9.~O 4.42 5.24 5.59 6.84 Se02 b ti4 6.19 7.45 0.94 1.54 2.69 1_ ~:~~ ~:~~ II ~~: 3_13 3.13 00 DDR TO TOR aD ODR SS oS IRI TS IRI as 11"11 OOIA.f TOIR) OOIR) ss OS DO ss OS DO The Super Panel has been designed and developed by Mabey Group engineers, SAFE LOAD TABLES USING STANDARD PANELS B B 1 [stdl AND SUPER PANELS MRR 1001 (sup) '" - V.:lh..t~~ ~bovlB thlil line are I"" ited by <hear and the "BluDS below the line are hmited b'y bending. The safe load includes a 25% Hnpac::t and maldlstribution Iactcr. - <: .Ie loads for static. coocentric s an obtained by .<!ding 25% to tho values listed in the tabiM. Loads in Tons 01 2240 Ib (1016 kg) STANDARD WIDTH BAILEY - 2 transoms per bay span , S5 ns DSR TS TSR DO DDR TO TOR F, MIre, SId sup std sup Sid sup std ~lJP std sup std ~UD SId su ~~ SId sup SId sup 30 9.1 26 36 56 76 74 100 40 122 ~~ 34 52 70 70 94 50 15.2 32 49 66 46 66 66 88 64 86 60 18.3 I! 25 ±Z 53 44 62 62 81 60 82 70 21.3 19 19 42 42 42 60 §Q 66 56 80 76 §9 80 24.4 15 15 35 35 40 58 54 54 54 76 74 74 71 88 lQQ 113 90 27.4 12 12 29 29 39 56 46 46 52 74 62 62 68 86 96 96 100 30.5 24 24 J8 54 J8 38 50 72 53 53 66 83 B2 82 B8 ,., 0 110 33.5 19 19 36 46 32 32 48 70 45 45 64 80 70 70 86108 120 36.6 16 16 34 40 27 27 46 63 J8 38 62 78 60 60 82104 130 39.6 13 13 14 34 22 22 44 54 32 32 60 16 52 52 80 102 140 427 29 29 42 47 27 27 58 70 44 44 78 98 150 45.7 24 24 40 40 22 22 56 61 37 37 74 96 160 48.8 18 18 54 54 31 31 72 ~ 170 51.8 14 14 47 41 25 25 70 75 180 54.9 41 41 20 20 ~ 66 t90 57.9 I 35 35 15 15 58 58 200 61.0 30 30 50 50 STANDARD WIDENED BAILEY - 2 transoms per bay s-PJlr"'I SS os OSR TS TSR as asR DO DOR TO TDR uo aDR Fl. MIre SId sup std sup SId ,up std <up std sup std sup std sup std sup SId sup SId sup std sup std sup qd sup lO 91 26 36 55 !-j 40 122 23 33 51 t;~) 69 92 66 89 50 15.2 22 31 47 65 45 63 64 87 62 84 85104 82101 GO IK3 19 23 45 S1 42 60 61 83 58 80 82 100 77 96 70 21.3 17 I 7 43 41 40 58 58 64 55 77 79 87 73 92 74 87 72 B9 101123 98 120 128158 123153 80 24.4 13 13 3J 33 38 55 52 52 52 73 76 72 70 89 72 72 69 86 98m 94 116 124 150 118148 90 27.4 9 9 26 26 36 53 43 43 50 71 60 60 67 86 60 60 66 83 94 94 9011 I 120127 114143 100 30.5 21 21 35 51 36 36 47 69 50 50 64 82 50 50 64 81 80 80 87 108 108108 110139 uo 33.5 16 16 33 43 29 29 44 66 42 42 62 79 42 42 61 78 67 67 84 105 92 92 105134 120 36.6 12 12 31 36 24 24 43 64 34 34 59 76 35 35 59 76 57 57 80101 79 79 102130 130 396 q ') ?q 30 19 19 40 51 28 28 56 7T 28 28 56 73 48 48 77 98 67 69 98126 140 42.7 75 25 38 43 53 61 23 23 53 m; 40 40 14 \:I~ ~I 'j7 93 r 23 , 45.7 20 20 36 36 §1 52 18 18 51 57 33 33 71 92 48 48 90 ill 48.8 13 13 50 50 27 27 68 81 39 39 86112 110 51.8 43 43 21 21 65 71 32 32 83 98 HIO ~9 3;; .10 10, 15 ea 61 7!J 25 79 86 ;90 57.9 30 30 10 10 53 53 18 18 74 14 200 61.0 24 24 5 5 45 45 12 1 ? 64 b4 - - - - Th~!;Q ~f,g. I04id t;abl~t ;;HQ for g"ders only to Garry a single 12ft long tracked vehicle, and lake - account olrhe selfweiqht of the Panels and Deckrnu , The deck loading must be checked 'nrtependently against any - snecif ic a pulication These J'llues can be used for temporary ~)·Irtgp.s-for uer rnanent bridges u- wh er e fatigue IS likely to - oucur , special consideration ,nould be given 10 the stresses Involved ... EXTRA WIDE BAILEY - 2 transoms per bay span SS OS OSR TS TSR DO OOR TO TOR Fl. MIre. std ,up SId sup std sup std sup SId sup sId sup SId sup std sup SId sup 30 9.1 26 36 54 14 84 114 40 12.2 22 32 50 68 76106 50 15.2 21 30 46 65 46 64 72 100 70 96 60 18.3 20 22 44 51 42 60 68 79 66 92 - 70 :11.3 17 17 42 40 40 !OR n:l 63 62 88 74 86 72 88 114133 80 24.4 12 12 32 32 38 54 52 52 60 86 IQ 71 68 86 1J.Ql11 90 27.4 9 9 26 26 36 52 42 42 58 82 59 59 64 82 93 93 100 30.5 20 20 34 ~ 35 35 64 80 49 49 62 80 79 79 98124 110 33.5 16 16 32 43 28 28 52 69 41 41 60 76 67 67 96120 120 35.6 12 12 30 :36 23 23 50 59 34 34 58 ld 56 "6 92 1 If) 130 39.6 8 8 28 30 18 18 48 50 28 28 54 72 47 47 88114 140 42.7 24 24 42 42 22 22 52 ii5 39 39 86 \04 150 45.7 19 19 35 35 17 17 50 "G 32 32 82 91 160 45.7 12 12 48 49 26 26 80 dO 170 51.8 4i 41 20 20 G9 G0 180 54.9 35 35 14 14 60 GO 190 57.9 29 29 51 51 200 61.0 23 23 43 43 The Super Panei has been designed and developed by Mabey Group engineers - 8T598 - .. - - - - - - - .. - - .. ',j""ues o:lbove the- line are Imlted by shear am! the \lLllues be.ow the hne are I,m,t.d by beridrnq rhe sat e load Includes a 25"10 Impact ~.nd metdrstribu no» lilctOt ~j.ate IO.llds. tor vta nc t;U'U~t,1lllIIC loads are obramed by addIng 25% 10 the values listed In the tames. STANDARD BAILEY - 4 transoms per bay span DS OSR TS TSR 00 OOR TO TOR Ft. Mtre std sup SId sup SId ~LJP std wp SId ,up std sup "d sup SId sup 30 9.1 56 /6 15 WI 40 127 1)1 10 69 93 50 15.2 48 (,6 46 fA 64 88 62 85 60 18.3 45 52 43 61 62 80 58 R2 70 21.3 4i 41 41 58 59 65 56 79 75 88 80 24.4 34 34 39 5(, 53 53 53 76 72 13 59 HI ~ iTI - - 90 27.4 27 ., 37 :]""1- 44 44 50 71 61 61 67 H4 94 94 .. 100 305 22 72 36 5:3 37 37 48 61 51 bl 64 81 80 80 87 109 110 33.5 18 18 34 45 30 30 46 :.; 43 43 62 79 68 58 84 106 120 36.6 14 14 32 J8 25 25 44 45 36 36 60 76 58 58 82 103 130 39.6 10 10 30 32 20 20 38 38 30 30 58 74 49 49 79 100 '''0 "2.] 76 ::>6 32 .12 24 24 55 61 42 42 75 96 150 457 22 n 26 26 19 19 53 59 35 35 72 ~3 160 48.8 15 15 50 51 28 28 70 82 170 51.8 11 11 44 44 22 22 67 72 180 54.9 38 38 17 17 G3 G3 190 57.9 32 D 12 12 54 54 200 61.0 26 26 46 46 STANDARD WIDENED BAILEY - 4 transoms per bay S-PJrI DS OSR TS TSR as OSR DO OOR TO TOR aD OOR Fr Mire .;; (I~ <,I_~p 51d s up ltd sup SId :;up sId sup sto sup std suo srd 5Up std sup std .:,up std suo std sup 30 91 b4 14 40 12.2 50 fiB 66 88 50 15.2 4fi ~ 4~ 63 63 85 60 83 84 103 81 100 60 183 1] 4~ 41 58 59 78 57 19 80 98 75 95 75 93 In :11 .1 3~ 39 38 Sf, 57 67 53 75 77 85 71 90 72 85 70 87 100 121 96 118 127156 121 1:'1 80 24.4 31 31 36 53 50 50 50 72 70 70 bll 86 ill 10 GO 84 06 109 91 113 17? \:1S 1161d6 90 274 24 24 34 51 41 41 47 68 57 57 65 83 57 57 64 81 91 91 B8 109 !..l§ 124 11' 140 100 30.5 If' lfl 32 49 33 :JJ 45 66 4) 47 61 80 47 47 61 7B 77 77 84 105 105105 107 136 110 33':' 14 14 29 41 26 26 42 63 39 39 58 76 39 39 58 75 54 64 80 101 89 89 102132 120 30.[3 10 10 28 33 :21 21 39 57 11 31 55 73 32 :12 55 72 54 54 77 98 76 76 98 127 130 39.6 l§ 27 16 Hi 37 48 25 25 53 68 25 25 53 69 45 45 74 94 64 04 94 173 140 42. I 22 22 35 40 49 57 19 19 51 63 37 37 71 92 53 53 90 118 150 45.! 16 16 32 33 ~6 48 14 14 48 54 29 29 67 BB 44 44 B6 115 160 488 - 45 23 65 77 35 35 82 107 46 23 170 518 38 3S 17 1/ 61 hO 27 27 79 94 180 SA.9 32 32 II 11 57 57 20 20 I':> 81 190 5/.9 25 25 48 411 13 13 70 70 200 61.0 20 20 40 40 59 59 These safe load r ab I es are for girders only to carry a single 12ft long trucked vehrcte and take account ot the ,elf.'NeigtH of [he Panels and Deckmq The deck loadinq must be checked Indcrenflently against any soecu.c (jiJ~IJI ... c t Ion Tb eee values can be used for temporary bridges-for permanent bndges or where fat ique rs I, ketv 10 oc:-cu" . ~pgc~al -C0r1~ld~ra1Inn should be g rve n to the stresses Involved EXTRA WlDf BAILEY - 4 transoms per bay span os OSR TS TSR DO OOR TD TOA Ft. MhQ "d Soup <ffl s c p SId sup std vuo SId SUP SId SdD srd suo std 'cJlI 30 9.1 54 14 83 113 40 12.] 49 6B 76 105 50 15.2 45 63 43 62 72 99 69 96 60 183 12 .1g 41 5£ 68 71 65 91 70 113 38 38 38 56 61 61 61 87 T2 A5 10 87 112lJi 80 24.4 30 30 35 53 50 ~O 58 84 69 69 66 8·1 l.Q§ 108 90 27.4 23 23 33 SO 40 40 56 81 57 57 63 80 91 91 100 305 18 18 31 48 32 32 ,,3 7R 47 ·17 60 11 76 76 96 121 110 3J.J 1:1 1 j 20 40 J6 :?li SO GG 3H ]il ':>1 7.1 64 ti4 9/ 11/ 120 36.6 9 9 27 33 20 20 47 56 31 JI 54 n ,)3 53 89 114 130 396 25 26 15 15 44 47 24 2·1 ::,:.! (;<) 44 44 8S t 10 140 4] 7 21 21 39 39 19 19 5U fj] 36 :J(i 87 10':1 150 457 16 Ili 31 31 13 13 47 ~J 28 28 19 87 160 483 ') 8 :§ '15 n 22 7~ lG 170 si.s 31 .17 15 1" f'S Ei5 180 54.9 Jl :n 10 10 56 ';G 190 579 74 :'4 4 J 17 200 610 18 31:l ." 1" The Super Panel has been designed and developed by Mabey Group engineers - BT60 B BAILEY BRIDGE DESIGN DATA BRITISH AND AMERICAN STANDARD HIGHWAY LOADING . he charts show constructions required to carry Highway loadings calculated on one 3.04 m (10 feetllane, in accord-',I,;" with British Standard 153, Type H A lo"rling. parts 'a' and 'b', and American Association of State Highway Officials Standard Specifications for Highway Bridges, Hand H S loadings. No footwalks are included. ::itandard Bailey • teet 30 40 50 6U 10 80 90 '00 110 120 130 140 150 160 170 180 190 20<1 - MBB DS DS OS OS OS TS OSR OSR TSR TSR DDR DOR OOR TOR TOR TOR British 1001 HA BS t OS OS OS OS OS TS DO DO ODR DOR DOR OOR TOR TOR TOR TOR • MBB SS SS ss SS S5 OS OS OS OS TS TS DSR OSR OOR DDR OOR OOR OOR H - 15 1001 BB 1 SS SS SS SS SS OS OS OS OS TS TS DSR OSR DDR OOR OOR OOR OOR • MBB SS S5 SS SS OS OS OS OS TS TS TS OSR DSR OOR OOR UUH DDR DOR c HS-15 1001 <C u 68 t SS SS 5S OS OS OS OS OS TS TS TS DSR DSR OOR DDR OOR ODR DOR ... Q) MBS E 1001 OS OS os OS OS DS OS TS TS DSR DSR TSR TSR DDR DOR OOR TOR TOR -c H -20 BB I OS OS OS OS OS OS OS TS TS OSR OSR TSR TSR DOR ODR DOR TOR TOR MBB OS OS DS OS OS OS TS TS TS OSR DSR TSR TSR OOR ODR OOR TOR TOR 1001 HS-20 8B I OS OS OS OS OS OS TS TS TS DSR DSR TSR TSR OOR DOR OOR TOR TOR ... - .. ... metres 9.1 12.2 15.2 18-3 ::>1.3 24.4 27.4 30.5 335 36.6 39.6 42.7 45.7 4B.8 51.8 54.B 57.9 60.9 -"itandard and Standard Widened Decks, with 2 transoms per >0." will take bogillll of 18 tonn"" hon~) on two axles of 2 wheels each at not less than 1.22 m (4 teet] centres, and Jingle axles of 9 tonnes (tons) on two wheels at 1.52 m ,5 feet) minimum centres. With 4 transoms per bay, these decks will take bogies of 32 tonnes (tons) on two axles of 4 wheels each at not less than 1.22 m (4 feetl centres, and single axles of 9 tonnes [tons) on two wheels, 16 tonnes [tons] on four wheels, at 1.52 m (5 feet) minimum centres. The maximum allowable tyre load on these decks is 4.5 tonnes [tons]. feet 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 - MBB DS OS OS DS TS TS DSR DSR TSR TSR DDR DDR TOR TOR TOR OOR OOR British 1001 HA BB 1 DS OS OS OS IS TS rrSR bOR OOR TO h"OR TOR TOR TOR TOR CDR OOR ... MB8 S5 55 55 55 SS DS OS OS TS TS DSR DSR TSR DOR OOR OOR DOR TOR 1001 H - 15 BB 1 55 SS 5S SS S5 OS OS OS TS TS OSR DSR TSR OOR ODR DOR OOR TOR * MBS SS SS S5 5S OS OS OS TS TS TS DSR DSR TSR DOR ODR OOR DOR TOR ~ HS15 1001 ra o 68 1 SS SS OS OS OS OS OS TS TS TS OSR DSR TSR OOR DOR DOR DOR TOR ... III MBB E 1001 OS OS OS OS OS OS OS T5 TS DSR OSR TSR TSR DOR OOR TOR TOR TOR <! H - 20 BB 1 05 OS DS OS OS OS OS TS TS DSR TSR TSR TSR DOR OOR TOR TOR TOR MB6 os DS os OS OS DS IS IS rSR TSR TSR TSR TSR DDn ODR TOR TDR TDR 1001 HS-20 BB 1 OS OS OS OS 05 OS TS TS TSR TSR TSR T5R TSR OOR OOR TOR TOR TOH - - - - me rr e s Cj' 122 1:'.2 18.3 2:.3 ?4.4 27.4 :.l05 33.5 36_6 39.6 42.7 45.7 48.8 518 54.8 57.9 60.9 - The Super Panei has been designed and developed by Mabey Group engineers * These brtdgf!,s bud! With 2 transoms per bay - .~ - MABEY SUPER PANELS AND SUPER-DECK bring the Bailey system up to date with todav's wheel and axle loadings to give this wartime design a new lease of life. • SUPER PANELS give a third Increase In shear strength for an overall briu\l" pr iue increase of only auo ut 2%. SUPER PANELS-designed and manufactured by Mabey & Johnson-are the first major new development of • the panel system since Bailey Bridging originated in 1942. SUPER-DECK-another M & J first-enables full advantage to be taken of the exceptional SUPER PANEL strength. • - .. - -- .. PhoJ09faDh b~ coortesr 01 SJ' Aifred McAlpine" Sons LId. SUPER PANELS-FOR SHEAR STRENGTH SUPER PANELS-FOR ECONOMY The Super Panet has been designed and developed by Mabey Group engineers - - ... .• • - • .. • - - • • • .. • BRITISH & AMERICAN STANDARD HIGHWAY LOADING Extra Wide Uecks, with 2 transoms ~t:r IJdy will take bogies of 20 tonnes (tons] on two axles of 2 wheels each at not less than 1.22 m (4 feet) centres, and single axles of 10 tonnJ><: {tons) on two wheels at 1.53 m (S feet) minimum centres. With 4 transoms per bay, the deck will take bogies Extra Wide of 36 tonnes (tons) on two axlQS of 4 wheels each at not less than-1.22 m (4 feed centres, and single axles of 9 tonnes (tons) on two wheels, or 18 tonnes ltonsl on four wheels at 1.S2 m Is feet} minimum centres. The maximum allowable tyre load on this deck is 5 tonnes (tons). feet 30 40 50 60 70 80 90 100 lTD 120 130 140 150 160 170 180 190 200 MBB OS OS OS OS T8 T5 pSR DSR jTSR TSR DDR OOR TOR TOR TOR Br iti sh 100, HA BS 1 OS OS OS OS T8 T8 DO T8R TSR ODR TOR TOR TOR TOR TOR '* MBB 55 SS SS SS SS OS OS DS TS TS OSR OSR T5R DOR DDR OOR DOR' TOR H - 15 1001 BS 1 SS SS SS SS SS OS OS OS T8 T5 D8R DSR TSR DOR DDR DDR DOR TUK * MBB SS SS SS SS OS OS OS TS TS TS DSR OSR TSR DOR OOR OOR OOR TOR c: HS-15 1001 ro u BI3 1 55 SS OS DS DS OS OS TS TS TS OSR DSR TSR DDR ODR DDR OOR TOR .... II) MBB E 1001 OS OS OS OS OS OS OS TS DSR OSR TSR TSR TSR DDR OOR TOR TOR TOR « H -20 BS 1 OS OS OS OS OS OS OS TS TSR TSR TSR TSR TSR OOR OOR TOR TOR TDR MBB OS OS OS OS OS OS TS TS DSR DSR TSR TSR TSR DOR DDR TOR TOR TOR 1001 HS20 BBl OS OS OS OS OS OS TS TS TSR TSR TSR TSR TSR OOR OOR TOR TOR TOR metres 9.1 12.2 15.2 18.3 ?1.3 24.4 27.4 30.5 33.5 36.6 39.6 42.7 45.7 48.8 51.8 54.8 57.9 60.9 Super Oeck has pairs of transoms at 3.04 m (10 feetl centres and will carryall standard highway loading, or a train of axles of approximately 45 tonnes [tons] at Super Deck 3.04 m (10 feet) minimum centres. The 45 tonnes (tons) loading is controlled by tyre width and area of contact. feet 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 <'OU British MBB DS DS OS DS TS TS OSR TSR TSR TSR OOR DOR frDR TOR TOR aOR aOR HA 1001 * MBB TSR TSR DDR DOR DOR TOR TOR H -15 1001 OS OS DS OS DS OS OS TS TS DSR OSR c: .. MBB <U .~ HS-15 1001 OS OS OS OS OS DS OS TS TS OSR OSR TSR TSR DOR DDR ODR TOR TOR ... IV * MBB E H -20 1001 OS OS OS DS DS OS TS TS DSR DSR TSR TSR DDR DOR ODR TOR TOR aDR 0<:( * MBB HS-20 1001 os OS DS DS OS DS TS TS DSR OSR TSR TSR DDR DOR ODR TOR TOR GOR metres 9.1 12.2 15.2 lB.3 ;».3 24.4 27.4 30,5 33.5 36.6 39,6 42.7 45.7 4B.8 51.8 54.8 57.9 60.9 * These bridges b"ilt wilh 2 Iransom. per bay JIll other brodges require 4 'ransom$ per bay The Super Panel has been designed and developed by Mabey Group engineers •• SUPER PANEL & SUFER-DECK Pholograah b, cooriesv of S" Alfred McAlpme " ~ons Uri. '" 200 ton transformer and transporter crossing a SUPER-DECK Bridge - .iver a canal in the Midlands. This transformer, one of four for the C.E.G.B. ':) ClOSS this bridge, is believed to be the heaviest load ever - Tied hy a Bailey Br idqe. The Super Panel ~-his III It. quarirupre/sinqle br idqe u~illg both surcn PANEL and ··,UPE R-OECK, has a shear strength of 160 tons, and incorporates a total .. \ __ d 56 SUPE R PAN E LS. has been designed Uy comparison a 70 ft triple/double Bailey Bridge using Standard Panels II1II .vould have ~ shear strength of 150 tons, and would need 50% more panels, i .8. 84 in totaL and developed by Mabey Group ... SUPER PANELS, although of special design and construction, will accept either ;tandcHd or SUPE ROECK engineers .. :iUPF R DECK transoms are of deeper section than Standard, but will fit either ';tdnddrd or SUPE R PAN E LS. - (mrOBUY) PATENTS API'LIED FOR - BS4 - DESCRIPTION OF BRIDGE PARTS The chords at top and bottom of the Panel terminate at one Pflrt in a male lug and at the other in a female lug. These male Since the top and bottom chords are unaltered, the Super and female lugs enable the ,..---------------------.., Pdllel has the serne bending leis to be connected end to moment characteristics as the ._ end with PANEL PINS. original panel, but the channel verticals and diagonals increase the shear strength by a third. .. .. Panel BB1 -: 1 I • - iibo ~':' ~ .. I" • - Panel BB1 - The Panel is the basic bridge member, constructed of high tensile structural steel, with "II welded joints. Holes in the top and bottom - chords take CHORD BOL T5 to connect Panels together and to chord reinforcements forming - doubte storey and/or chord reo I nforcl'd tru ss p~ BB1 MBB1001 ". Four transom seatings are prolIided on the bottom chorrt, which also has two slots into which the SWAYBRACES are pmned. - In both chords and end verticals, holes are provided for f')(109 BRACING FRAMES; the top hole in the end verticals also being used for fixing the RAKERS or TIE PLATES. All verticals have a slot above the T ransom seal to take a TRANSOM CLAMP, Super Panel MBB 1001 A Holes for Panel Pins B Holes for Chord Bolts C Holes for Bracing Frames D Holes for Raker, Bracing Frame or Tieplate E Connections for SWBybracBs f 5elllings for Tnm50nl:> G Holes for nO$IIS of Transom Clamps I 4"x2 (102x511 Panel Chord channels IT Panel Verticals and Diagonals BS 1 3'x l't'i" Joist MBB 1001 3 x1:'2 Channel Super Panel MBB 1001 The Super Panel is interchangeable With the panel BB. 1, - transoms, rakers, sway braces, bracinq frames and tieplates being fitted in exactly the same manner. In the Super Panel, all vertical and diagonal members are fabr icated from 3" x 1 y," channel section, making it readi Iy distinquishable from the Bailey Panel, SB, 1 which employs 3" x 1 :/," joist section. Where stocks of Panels BS, 1 are in existence, these can of course be used mterchanqeaolv with Super Panels, in any bridge; the brrdqe must be restricted to the lower load classification available Wit., Panels, B B 1. BP1A The BASIC PROPERTI ES of the panels are as follows:- Moment of resistance BS1 MBB1001 77.4 tonnes.m 250 tons. ft. 77.4 tonnes.rn 250 tons. ft. , 15 tons 15.21onnes 20.3 ronnes 20 tons 25.4 .. 25 305 30 10.2 10 127 12.5 " lEi~';~"~' 15 20.3 20 ; i·'---;l-- ~~ •• ~ 30.5 .. 30 405 4(1 End shear reaction Single storey with End Post Double storey End shear reaction without End Post . ., Sheaf acro~ single storey truss at any section Shear across double storev truss at any section • p~ nel chord - plHP. tension or compression May be limited by method of end support 55.9 55 55.9 55 30.5 30 35.5 35 102:':;t;"f4 10 .. 12.7 12.5 .. 6:\~:" 6 6.1 6 263.1 kg 5801b 263.1 kg 580 Ib • Max. distributed load applied along panel chord Max. point load on chord at panel vertical - .1ax. pomt load on chord at any other position Weight at Panel - NOTE - that the above tabulilted values are BASIC properties for design purposes. Nllrmal allowances for mal·distribution, ecce~tricity and effects due to dynamic loading must be considered in all design - ... SUIJ~r Panels are completely interchangeable with Panals, RR.1 . .. The Super Panel has been designed and developed by Mabey Group engineers .. BB 150 Chord Reinforcement - /17817"i ~ ~=~ .... a~. S "<' ='=iCj® L;;- ~r honnel broken 10 shaw chord bG11 block \4"1 04 ·---------=10~·~a~·----------------~ This is basically similar to the bottom chord of the BAILEY PANEL, but the sockets for the chord bolts are set back, so that when attached to the panel, the heads of the chord bolts are housed inside the chord, - Weight: 92. 5 kg (204 Ibs) - .. BP2A BS 5 Standard Transom MBB 1005 Transom BB3 Raker .. - BB 15 Swaybrace .. ... Properties Tension Weight; ... BB2 Bracing Frame .. .,. Properties Lateral Shear Weight: 0.5 tonnes 18. 1 kg (0.5 tons) (40Ibs) .. The Transom is composed of an R.S.J. manufactured from high tensile steel. On its underside it has recessed dowel holes, three at each end, which IUL~t" ov e tl ie 0uvvels on the PANEL seating. By means of these, the ma In girders of the bridge are fixed laterally. On its upper side, in the centre, are welded five positioning lugs for the STRINGERS and at the outer ends, two lugs which locate the lower end Of the RAKER. FOOTWALK BEARERS slide over the web of the Transom and are fixed by one lug on the web and one lug on the bottom flange. Properties Normal oosition: Moment of resistance 8i8.n.n.....eui (26 ton tt} Maximum vertical shear IS~es" (18 tons ) Lying on side: Moment of resistance Weight: 0.93 tonnes m 204.1 kg (3 ton ft) (450Ibs/ This is fully interchangeable with the Standard Transom, B95, properties and weight being similar. The Raker is an R.S.J. made from high tensile steel. It connects the end of the TRANSOM to the top of the inner truss and gives the truss lateral stability. Hollow conical dowels are fitted at each end, which serve to draw the PANELS into correct alignment by engaging the holes in the Panel and Transom. One Raker is used on each side of the bridge at every Panel Junction point. It is fastened by means of the BRACING BOLT . 23 tonnes 8.2 kg (2,25 tons) (18 fbs) Prop .. r+ias Tension or compression Weight: 7.1 tonnes 29.5 kg (7 tons) tes u») This provides diagonal bracing on the underside of the bridge and is connected to opposite ends of the two inner PAN ELS in a bay. Two are used in each 3.04m (10ft) bay. A Sway brace consists of a mild steel rod hinged at the centre, with an eye and a pin retained by a chain at each end for connecting to the Panel. An adjustable turn-buckle is included, which can be rotated by the tail of an erection podqer spanner, The Swaybrace is correctly tensioned when both ends of the rod are against the sliding block gauge; a lock nut is incorporated . A bracing frame is a light mild steel welded frame with a hollow conical dowel at each corner. It is used to brace together panels in multiple truss girders in the fallowing positions> [i) In a multiple truss single storey bricl(}I', hnr iz ontallv across the top chords of the panels. Iii) In double storey bridges, in a similar position, horizontally across the top chords of the panels. and, additionally, in a vertical position across the rear verticals of second storey panels. (iii) In double storey bridges, vertically across the front end verticals of the second storey panels in the first bay at the head end of the bridge. -1l:) 4 Panel Pin ' .. This is used to connect PANELS together and is made from special alloy steel and plated to resist rust, It is inserted through holes in the male and female lugs in the Panel and secured with a SAFETY PIN. The hole in the nose and groove ill the Panel Pin head must be parallel to the chord to fucili rato insertion of the Safety Pin. In the inner trusses of all bridges the Panel Pins must be fitted from the inside of the truss as fitting from the outside reduces the clear<lnce between the trusses, Properties Double Shear Weight: 55.9 tonnes 2.7 kg (55 tons} 1'6Ibs) .. BB4a Safety Pin This secures the PANEL PI N and IS made from spring steel. Weight: 0,06 kg (0. rib) This is a mild steel bolt treated against rust used to connect a PANEL or CHORD REINFORCEMENT above Of below a Panel to form multistorey and/or Chord Reinforced bridges. The shanks of the Bolts are tapered to assist drawing the Panels or Chord Reinforce- ments into correct al ignment during assembly. Properties Single Shear Direct tension Weight: 15_2 tonnes 8_ r (onnes 3.63 kg (15 rom) (8 cons) (8Ibs) 8B 9 Chord Bolt - • • When using CHORD REINFORCEMENTS the chord bolts project further into the panel; Chord Bolt Collars must be placed over the tails to enable the nuts to be tightened. B B 151 Chord Bolt Collar Weight: 0,68 kg (1_5 Ibs) • The Bracing Bolt is rust proofed, and fitted with a special lug on the head to prevent rotation when tightening the nut. It i~ used for the following purposes: B811 • Bracing Bolt (il Attachment of RAKERS to TRANSOM and PANELS (iii Attachment of BRACING FRAMES to Panels {iii) Attachment of TIEPlATES to Panels. In each it is inserted into the hollow conical dowels and serves to draw the components into aliqnment. Properties Single shear or tension Weight: 2.5 tonnes 0.5 kg (2.5 tons) IIlb) BB 10 Riband Bolt This is used fo fix the RIBAND to the BUTTON STRINGER, the 'T' head of the Bolt being turned through 900 to lock in the slotted button of the Button Stringer. The nut IS Similar to that used for fasle"i"~ Lllacill9 throughout the bridge, and is captive on the bolt. Weight: 0.68 kg (1.5Ibs) • - - B 136 Long Plain Stringer BB 137 Long Button Stringer - - BB 14 Chess ,. - 8B13 Riband • - 88142 Long Riband - These form the support for the roadway CHESSES between the TRANSOMS. They consist of three mild steel R.S.Js. and stiffeners welded into a frame. The Stringer is positioned by lugs on the Transom and J positioning cleat on the Stringer itself. , ; Proper ties Moment of resistance as a whole aflowing for reasonable maldistribu cion Moment of resistance per joist Weight: 0.93 tonnE'S m 0.46 tonnes 82.9 kg (3 ton ftl 11.5 ron it) (185Ibs) This is ldent tcal to the PLAIN STRINGER axcent that its outside joist has twelve buttons for positioning the roadway CH ESSES, four of which are slotted to take the T head of the RIBAND 80 L TS. W~ight: 86.18 kg (190Ibs) These are similar to the standard PLAIN and BUTTON STRINGERS, but are 304.8111m (1ft) longer. One bay of Long Stringers is used in all 'four Transom per bay' bridges to mak e up the extra 304.Bmm (1 tt) of deck length. It is recommended that the end-to-end joints of the Stringers are staggered to ensure gooo load dlstr ibu uon. I n a standerd bridge this is achieved bv placing the two Long Button Stringers and the central Long Plain Stringer in the first bay, and the two remaining Long Plain Stringers in the last bav. In Standard Widened and E.W. bridges the Long Stringers are staggered in a similar manner. Weight: Long Plain Stringer Long Burton Stringer 89_81 kg 93.44 kg (198Ibs) (2()6Ibs) These provide the decking to the bridge, and ar e placed at right angles to the STRINGERS. The Chess is made of nominal 50.Bmm (2in) thick timber and is fixed by the RIBANDS seating between the buttons of the BUTTON STRINGER. Weight: 22.68 kg (50 tbs) This acts as a kerb and holds down the decking, being tixed to the BUTTON STRINGER with 4 RIBAND BOl T~. It is made of timber and one is fixed each side of the roadway. Weight: 28_12 kg (62Ibs) Basically similar to the normal riband, but 305mm ("-0") longer, to be USEld wherever I nnq Button Str inqers are fitted to the bridge. Weight: 30_9 kg (68 lbs) BP ~ . . , .. ' ~"; .... ~ ;. :' ". ,,;c· ,,as 6 Transom Clamp ._ .a B 29 TIeplate ~~ --~ - ... This secures the third truss to the second in triple truss bridges with ST ANDARO TRANSOMS and is a flat steel plate with a hollow conical dowel at each end. It is fixed to the PANELS and END POSTS with BRACI NG SOL TS. - (mCOaQY) BP6 This is an articulated fastening used to hold a STANDARD TRANSOM in its "eating on th" PANEL. It connects at the slots in the Panel vertical and the Transom seat, and is tightened by 11 vice-handle type of screw. JACKS must not be placed under a Transom held by Clamps as the connection is not designed for an upward load. Properties Ernerqencv verticst tosd 2.0 tonnes (2 tons) Weight: 2.7 kg (61/;,,) It is used in the following positions: til I n a triple truss single storey bridge, between the unoccupied RAKER holes in the Panels at each joint. One Tie Plate is used on each side of the bridge at each joint, between the front Panel verticals, (ii) In a trspte truss double storey bridge, in the same holes as in HI above, and, in addition. in the corresponding holes in the upper storey. between the front-end Panel verticals. Tieplates cannot be used on the ends of triple trusses where a BRACING FRAME is fitted. (iiil Across the tops of End Posts in triple truss bridges. Weight: 1.36 kg (3Ibs) 5B 19 Bearing 38 31 Baseplate • This spreads the load of the bridge to the BASEPLATE. It I~ a welded steel assembly carrying a round bar upon which the half-round bearing of the END POST rests. This bar is divided into three lengths by two stiffeners. In the single truss bridge the End Post IS arranged to bear on the centre length; in th s douhle truss bridge. two Bearinqs are used. so that each truss rests on the centre length of each Rearing; in the triple truss bridge. the Inner truss bears as before. but the outer trusses bear on the two outer positions of the second Bedring. rhus it is never nece~<;arv to use more than two Bearing, ot each end of each main girder for any bridge. Properties C8ntrl'lo;!r/ 40.6 tonnes (40 tons) Maximum total load, loading must notbe eccentric 61. a tonnes (60 tons) Weight: 31.75 kg (10Ih5) BS 63 Male End Post B862 8862 Female End Post - The Baseplate is designed to spread the load from the BEARINGS evenly. I t is a welded steel assembly of which the centre forms a sunken plat lcr in to lake the Gearings. One Bn~gplat" is sufficient for one corner of the bridge. whether the construction is of a single. double or triple truss. but the Bearing pressure on the ground must be checked. Certain numbers (1. 2 and 3) will be found embossed on the edges of the Baseplates. These indicate the correct position for the centre line of the inner truss of single. double or triple truss bridges respectively. and by aligning the appropriate number nearest the decking With the inner truss, the correct transverse position for the Baseplate is found for each type of bridge . The Bearing can move 22gmm (9in) longitudinally on the Baseplate. For bridges on fixed supports. this movement is largely to assist in erection and also allows for expansion of the bridge. Properties Maximum allowable load applied symetrically to base plate Weight: 91.4 tonnes 1815 kg (90 tons) (400Ibs) .. co = 00 (71 (71 ":I' , "" ~ "" .... v . <WI • - ... .. .. , .• 8B63 An End Post must be attached to each end of every main girder truss to transmit the end reaction of the bridge to the BEARING. The Female End Post connects to the male lugs at the ends of the PANELS: two holes are provided at the top end of the post, the lower one for connecting to the bottom storey Panel. and the upper one for the second storey Panel. Connections are made with PANEL PINS. The bottom end of the post embodies a half-round bearing block, which fits over the BEARING. A step j" fitted to the End Post to carry the TRANSOM. which has alwavs to be placed outside the end Panel vertical at the head of the bridge only, when using two TRANSOMS per bay This step is used for jacking. Weight: 66.2 kg (146Ibs) This is similar in use and construction to 11 FEMALE END POST but connects tothe female lugs at the ends of the PANELS . Weight: 59.0 kg (130Ibs) Properties End Post Reaction (i) Sinyl," store» trusses (ii) Double storey trusses Jacking Loads in Female End Post For B.B.l 15.2 tonnes 25.4 tonnes For MBB1001 20.3 tonnes (20 tom) 30.4 tonnes (30 tons) (15 tons) (25 tons) 12.2 tonnes (12 tons) without transom 15.2 tonnes lib tons) with transom 15.2 tonnes (15 tons) with or without transom UP ? (ii) Male End Post ......• -- .------------ BB24 Plain Ramp - ~. BS 25 Button Ramp .. BB 23 Ramp Pedestal ' . • Plain and Button Ramps are similar to Plain and Button Stringers, but fabricated from heavier section. The ends are tapered and fitted with halfround bearings. Properties Moment of resistance as a whole, allowing for msldistribution Moment of resistance per joist Weight: Plain Ramp Button Ramp 1.55 tonnes m 0.775 tonnes m 163.3 kg 767.8 kg (10 tons tt) (5 tons tt) (360Ibs) (370Ibs) Ramp Pedestals are fabricated buttresses, used in sets of four, to support the transom at the rnid-lenqth of a double bay of approach ramps. Weight: 43. 1 kg (95Ibs) - - BP 8 STANDARD BAILEY PARTS _SS 65 Launching Link MkU SB 58 Plain Roller ... .. BS 54 Plain Roller Template - Launching Link comprises a male lug and female jaws which can be pinned between the bottom chords of two panels in the launching nose. raising the far end of one panel O.34m (1 :1'I? inches). Where a launching link is used, the shear across the panel junction must be limited to 10.2 tannes (10tons). Weight: 12.7 kg (28Ibs) This consists of a wi>lden housina containing a single railer, in two halves. It is immaterial on which half roller single trusses are carried, but the second and third trusses together fill most of the available width. The maximum allowable load on one Plain Roller is 6.09 tonnes (6 tons) for any make-up of bridge. The total height including TEMPLATE is 203mm (Bin). Properties Allowable load Weight: 6.1 tonnes 47.6 kg (6 tons) (T05/bsj This is used to assist in setting out a PLAIN ROLLER, and consists of a timber base with ba1tf'n~ screwed to the too, forming a platform in which the base of the Bearing plate supporting the Roller is placed. Two angle iron cleats are provided at one end, so that with the end cross member of a STRI NGER butted against them the Template can be correctly positioned on the centre line. Weight: 13.G1kg (30Ibs) ... .. Properties Allowable load: (i) For single storey bridges ,_ rii) For double or triple storey bridges (iii) In any other case not to exceed • Weight: 15.2 tonnes 18.3 tonnes 18.3 tonnes 91.6 kg (15 tons) (18 tons) (18 tons) (202Ibs) tn taunching long spans, severe local bending stresses occur in the bottom cnorc of a bridge CIt the point where it passes over the bankseat roller. The ROCKING ROLLER has been designed to overcome this difficulty, by spreading the load over a length of 1.06m 13ft 6in), Three rollers are housed together in a balanced arm, which tits over, and is free to rock on, the bridge BEARING. Side rollers are provided on each side of the Rocking Roller frame to act as guides for the trusses. These can be removed easily if necessary. For double or triple truss bridges, the number of Rock ing Rollers to be used on the near bank depends on the launching weight of the bridge. The maximum allowable load on one Rocking Roller is 18.3 tonnes (18 tons). but in single storey bridges the allowable stress on a PANEL chord limits this to 15.24 tunnes (15 tons). The total height including TEMPLATE is 490mm 116%in). 9P 9 ,_ Ratchet Jack Hydraulic Jack BB 18 Jack Shoe .. The normal jack supplied for erecting Bailey Bridges IS of the ratchet type. The safe load on the head is 15.2 tonnes (15 tons] and on the toe (which fits under the step on the End Postl is 7.6 tonnes (7\1, tons}. For very heavy bridqes and special uses, a hydraulic jack IS supplied. The safe load on the head is 25.4 tun nes (25 tons) and on the toe 12.7 tonnes ( 12'/, tons). Weight: Ratchet Jack Hy drsulic Jack 59 kg 33.5 kg (7301b) (72lb) - BB 26 BB 32 BB 33 BS 34 1V4" Ratchet Spanner 1 Y4" Podger Spanner 3/4" Podger Spanner Jack Shoe forms a fabricated base an which the jack stands. It fits into the BASE· PLATE and allows limited movement to the BEARING, so that the latter can be finally adjusted as the END POST is lowered onto it. Weight: 16.33 kg (36 fbs) The podger spanners are open-ended spanners with a tapered tail. The 'Y.in size is used for BRACING and RIBAND BOLTS, the min size for CHORD SOL TS, and SWAYBRACES. The %in cranked box spanner is also used for 8 RAe I NG and R I BAND BO L TS. The lY.in ratchet spanner is used for CHORD BOLTS. - (mCDBAY) .. BP10 3 u .~ Box Spanner .. .. • - DESCRIPTION OF MULTISPAN BRIDGE PAR I S SECTION 1 CONTINUOUS BRIDGES '. A small fabrication with shouldered plate head, and containing two panel pin holes, the Chord Clamp, is inserted through the bottom chord of a panel to retain a Crib CapsllI, BB. 72, using one Panel Pin, BB. 4. It b abo used at each end of the Junction Link Bearing, BB. 71, to attach to a Crib Capsill: in this case two Panel Pins are required in each Chord Clamp. SS 72 Crib Capsill - ". .. • BS 75 Chord Clamp ' .. Weight: This is similar in appearance to a panel chord, being fabricated from two 102 x 51 mm. (4" x 2") channels. but having a series of panel pin holes ranged along its length. Six of these holes (marked . A' in the illustration I are arranqed in pairs to pin across the male lugs of panF!l~ Tha two most central holes are also used for pinning in a Crib Bearing, BB. 78. These six holes are reinforced to take heavy loads. The remaining holes are to retain Chord Chimps, SS. 75. Weight: 113 kg 2501bs. 5 kg (11 /bliJ This comprises a male lug containing two standard panel pin holes, welded to a base having on the underside a half round bearing. The base extends beyond the male lug at each end, where it is holed to enable it to be spiked or screwed to timber. The half-round bearing on the underside enables the Crib Bearing to sit on a Bridge Bearing, BB. 19, and when so positioned. the height to the centre of the panel pin holes is 175 (67/8") above the underside of the Bearing. It ce n perform several functions. Lind can be attached to the following'- Weight: (i) To the underside of a Junction Link Bearing BB. 71. (iii To the centre of a Crib Capsill. BB. 72. (iiil To the female jaws of a panel or to two p3nels chord bolted together. 17 kg (37Ibs) • ' . . _ BB 78 Crib Bearing • 70 • BB 154 Distributing Beam .. ~- , I [ 0 ~ro u 0 ! cfr'"8li"" 0 re The Distributing Beam IS formed from a length of high tensile 254 rnrn x 114 rnrn, 110" x 4%") [oist. Under the centre of the bottom flange is welded a halfround bearing block, and at each end IS a hoi ed diaphragm to accept End Plates. Note that, in use, when supporting the trusses of bridqes, a minimum of two Distributing Bcams must be used with End Plates secured by Bracing Bolts: a single unbraced Distrtbuting Beam is not stable, Weight: 111 kg 2451bs. '. .. SS 155 Distributing Beam End Plate "')& r- fi., 'It __ b 0 "'j ~u ~' This is a stiffened plate with three sets of round dowels which locate in the end ... .. diaphragms of Distributing Booms and set them at the correct r.pntr"'" under the bridge trusses. Lugs on the End Plate project upwards between the bridge trusses to provide sideways location to the assembly. At each end is a hole by which the End Plate is attached to the assembly with Bracing Bolts. • Weight: 16 kg (36 lbs} .. MBB 1517 Distributing Beam Long End Plate ~" <, """'- <9 ,,)~~h ''>~~ -, To enable sets of Distributing Beams, BB, 154, to be used under bridge trusses of triple or quadruple construction, this component has been introduced, It can be distinguished from BB. 155 by its length and by the four sets of round dowers provided. Weigh.: 23 kg 501bs. - . ,_ SECTION 2 BROKEN SPAN BRIDGES BS 68 Mate Span Junction Post BB 69 Female Span Junction Post -2 " . ' .. ' .... ~ ~ • <Xl • " Ol '\J " -' - q- '. 0 ~ ~ • <. ~ '. BB 69 • • .. SS 70 Junction Link .> • "JW/" I /\'L r/ • .. BB 71 Junction Link Bearing These posts are of two types, male and female, for connecting to the female and male ends of panels with normal panel pins. Each post also has two further connecting lugs with panel pin holes, male or female at the top, according to type, and a universal jaw at the base. Thus, all span Junction posts can be pinned together at the base; when so pinned roqether. a L~ulIL.:hilly Link, BB, G5, can be pinned across the top lugs, thus 'locking' the joint during erection. A fifth panel pin hole occurs at the centre of the base, which in conjunction with a recess in the base enables a junction link, BB. 70 to be pinned across a pair of Span Junction Posts. Each post contains a dowelled seating for a transom, but note that transom clamps and rakers cannot be fitted. The posts will accommodate a change of slope between adjacent spans from 1 :6.7 upwards to 1:5 downwards, This slope may be restricted by the deckinq system - see Junction Chess BB. 38. Weight: Male: Female: 88 kg 92 kg 1941bs, 2021bs. This is a triangular fabrication having two projecting male lugs at the top holed for normal panel pins and a hollow round bearing at the base. The male lugs attach it to Male or Female Span Junction Posts, BB. 68 and BB. 69, and the bearing sits in the Junction Link Bearing BB. 71, where it is retained by a pin through its hollow bearing. Weight: 16 kg 361bs, This is a fabricated unit based on two 203 mm (8") deep channel section, welded back to back. At each end the channels are reduced in depth to form standard panel female jaws, with standard panel pin holes. Two further panel pin holes are provided at the centre close to the bottom flange. Also at the centre, a V-shaped seating is located between the top flanges of the channel and a small hole across this seating is provided With a captive pin. A lug on the pin engages d k ev-hol e slot to retain it in position. The function of the Junction Link Bearing is to support the Junction Link. BB, 70 which is pinned into the V' seating. I n turn it is supported by one of the following methods:- (i) by pinning to the male lugs of a vertical panel (IiI by sitting on a Crib Capsill, BB. 72. In this case it is retained in position by two Chord Clamps, BB. 75 pinned Into the two end pin-holes and also pinned into the Capsill. (i ii] by a Crib Bearing, BB, 78 pinned into the two centra I pin-holes, The Crib Bearing, III turn, will sit on a standard bearing, BB. 19, ~~: ~~ I%~ BS 166 E.W. Junction Link - ~ .. - BS 38 Junction Chess .. 292 - 6" .. .. '"' .. ... v, '" 0 N- A triangular fabrication similar to the Junction Link, BB. 70, this has a solid round bearing at the base and the two ears contain sliding blocks for the panel pin holes. This stronqer construction enables it to carry heavier loads and it requires to be supported on Crib Bearing Beams, BB, 165 Weight: 18 Kg. (40Ibs) When two bridge spans are COIHII;lI.:l...J with Span Junction equipment, a gllp occurs between the normal stringer and chess decking. This gap is fillOO by Junction Chesses which span between the transoms in the span junction posts. Tit e Jum;liUIi Cht::>:> comprises a series of short lengths of stringcr joist interconnected by a steel tray containing the decking timber. Three such Junction Chesses, BB. 38 are required across the width to fill the gap between two Standard Type bridges (3.277 m .. 10' 9" roadway). When so fitted, the change of slope between spans is limited to 1 :25 upwards and 1:9 downwards. Weight: 28 kg (62 IbsJ B 38 .. (mC;1sDY) SECTION 2 BROKEN SPAN BRIDGES ... BB 141 Long Junction Chess 241 BB 161 Short Chord Reinforcement - .. .. BS 165 Crib Bearing Beam Basically similar to the Junction Chess, 8B. 38, two Long Junction Chesses are required to fill the gap between two spans of Standard Widened or two spans of Extra Wide. Weight: 82 kg (180 lbs} Where two chord reinforced spans are connected with Span Junction equipment, a gap occurs in the bottom chord reinforcement equal to the length of the two Span Junction Posts. To facilitate launching the spans over rollers this gap is temporarily filled by a Short Chord Reinforcement, pinned between the normal chords. Once the bridge is in its correct position, the Short Chord Reinforcement is removed and replaced by the Junction Link. Weight: - 125 148 - - . - 18 kg (39/bs) A fabrication composed of two 152 mm. (6"1 channels back to back, this component houses between the channels, on one face a half round concave bearing and on the other a half round convex bearing. At each end of the latter face is a hollow taper dowel which accepts the Standard Bracing Bolt. On all the other flanges is a series of holes which will accept this taper dowel. Weight: 75 kg (166 Ibs} This is a multi-purpose component, which will fulfil the following functions> (a) With the concave bearing uppermost it will support Junction Links 88, 70 or BB.166. • (b) With the convex bearing uppermost it will support> Ii) t::nd Posts, !:lB. 62, BB. 63, BB. 146 or BB. 147. (ii) Distributing Beams. BB, 154. (iiil Rocking Rollers, 88.59. (c) A number of Crib Bearing Beams <,;<lJI lie lIolted on top of each other to form pyramids up to four layers high, enabling the tops of piers to be adjusted In height in increments of 152 mm. (6"). (d) When bolted across the ends of the top flanges of a group of Distributing Bl'ams (convex face uppermost) they provide a Heavy Rocking Roller assembly . FUNCTIONS OF CRIB BEARING BEAM • 0, (,,)M M - Deck l.evel - Supporting Span Junction - - ... .... .. Supporting End Posts .. . A B C A B C 2'-9'/: i-3:Y~' 3'-1)t" Standard Bailey 644 705 943 i 2·11K 2'-5Y; 3'-3)18 sw ft EW 895 755 99::1 _ .. - - (mf;1Bgy) Deck Level Supporting Distributing Beams Supporting Rocking RoIler-s Pyramid of Crib Bearing Beams ,_ PARTS FOR SW & E\N. BAILEY B"lIDGES - BB 105 Long Transom ·a The transom i~ fabricated from a 305 x 127 112" x 5"~ R .S.J .. with the ends reduced in section to enable it to be secured in the panel seatings with normal transom clamps. On the underside, at each end. is a series of four holes which register o .... cr the dowels in the panel transom seats. At each of these dowel holes, the web of the joist is cut away. to enable a bracing bolt to pass through when required to fasten a vertical bracing frame. On the top flange, six sets of cleats are symmetrically disposed 10 locate stringers, and at each end a lug is provided for attaching a raker. Lugs are also provided at each end to accommodate footwalk bearers. PrnpertiRlI Normal position: Moment of resistance 12.1 tonoes m Maximum verticafshear 21.8 tonoes (39 ton fO (21.5 ton~ Lving on side: Momen t of resistance 1.27 tonnes m Weight: 295 kg (4.1 ton ft) (650fbs) BB 10ti Long Chess .,. The Long Chess forms the roadway deck and comprises a length of l00mm (4'" thick timber. This thickness is reduced to 50mm (2"' at each end, to enable the ribands to be attached with standard riband bolts. Shoulders are formed at each end to locate the chess between the stringer buttons. " \66 • __ ~-----~ ----- ~3=e-- ~- 222 _,~ Weight 52 kg (715Ibs) '\i 2L~-2" - BB 107 Long Sway brace Y."ow bond l ~~~ a The sway brace provides horizontal cross bracing to the bridge, a pair being fitted in ecch bay between the bottom chords of the panels in the inner trusses- Each sway brace comprises a mild steel rod, hinged near the centre. and having an eye with a chained pin at each end for attachment to the panels. A turn-buckle is incurpor ated, which can be turned with the tail of a podger spanner: the swaybrace is correctly adjusted to length when the two screwed ends in the turn-buckle are butting onto the sliding gauge block. A lock-nut is provided. As this component only varies from Standard and EW. Swaybraces by length, two collars are welded on, with a band of yellow paint between them, ttl facilitate identification. - ··a 5105 '---,--. 16'9 .. Weight: 32.2 kg (7flbs) BB 108 Ramp Pedestal No 2 .. Ramp Pedestal No.2 is a fabricated buttress similar to the original Kamp Pedestal SB_ 23, but of deeper construction to accommodate the heavier transom section. The intermediate transom in a two-bay ramp must be supported by two-Ramp Pedestals. BB. 108 near the centre and two-Ramp Pedestals BS. 23 at the ends. Weight: 45.4 kg (100 lbs} .- r:p.1J "O///'~;;;~<:~. \Xi ( .. • V//··.·.// boo- /t' .~.,,(f.-:., ':38 ~ .. ~// ./ /(',~ ~ .J <T',!... !'1~ ,- /u . .:..:: 7 Lonqer and heavier br idqes "0" ire do" ble ,,""09 rollers at tbe 1,"",h'09 position . r Balance Beams are supplied for this purpose. Each assembly cornpnses a pair Of 472mm x 236mm (12" x 6") beams interconnected by diaphragms fastened with Bracing Bolts, enabling them to be dismantled for easy transport. Each beam has at each end of its tap flange a round bearing to carry a Rocking Roller, and at the centre of its bottom flange a half round bearing to sit on a Bearing, BB. 19. Weight: 285 kg (6301bs) ... - SB 128 Balance Beam Assembly • .. - .. BB 130 Headless Panel Pins H~ 0:-:)) The Headless Panel Pin, as its name implies, is a normal panel pin from which the head has been removed: it can therefore pass right tllIuuyh d panel pin hole. It is required in certain positions where there is insufficient clearance to insert a normal panel pin . ... Weight: SB 133 EW Transom .. .. BP34A 2.7 kg (6Ibs) The transom is fabricated from a 305mm x 127mm (12" x 5"1 R.S.J. with the ends reduced in section to enable it to be secured in the panel seatings with normal transom clamps. On the undl'rsidl'. at each end, is a series of three holes which register over the dowels in the panel transom seats. At each of these dowel holes, the web of the joist is cut away, to enable a bracing bolt to pass through when required to fasten a verticel bracing frame in triple truss constructions. On the tnp flange, seven sets of cleats are symmetrically disposed to locate stringers, and at each end a lug is provided for attaching a raker. lugs are also provided at each end to accommodate footwalk bearers. Properties Normal posicion: Moment u( re5i5Cdl1Ce Maximum vertical shear 12. 1 tonnes m 21.8 tonnes (39 ton Ft} (21.5 tons) Lying on side: Moment of resistance 1.21 tonnes m (4.1 ron tt} Weight: 295 kg (6501bs) EXTRA PARTS FOR - sw. & E\N BAILEY BRIDGES .. B8 134 EW Swaybrace - Red band , a • • The swaybrace provides horizontal cross bracing to the bridge, a pair being fitted in each bay between the bottom chords of The panels ill tilt: inner tru~s. Each swaybrace comprises a mild steel rod, hinged near the centre, and having at each end an eye with a chained pin for attachment to the panels. A turn-buck Ie is incorporated, which can be turned With the tail of a podger spanner: the sway brace is correctly adjusted to length when the two screwed ends in the turn-buckle are buttinq onto the sliding gauge block. A lock-nut is provided. As this component only varies from Standard and S.W. Swaybraces by length, two collars are welded on with a band of red paint between them, to facilitate identification Weight: 34 kg (751bs) This is a light fabricated mild steel frame having at each end a series of three hollow conical dowels, by which it is located, and through which it is fastened with bracing bolts, to panels either horizontally across the top chords, or vertically across the end verticals. The frame is not reversible, since the spacing of the dowels is 241mm (9%"1 and 216mm (8%"): an embossed letter 'I' indicates the side which must be attached to the inner truss. Weight: .. 88143 EW Transom Clamp .. -_ .• .. BB 144 EWChess .. - '. 18.1 kg (40Ibs) This is an articulated fastening sim ilar to the Transom Clamp BB. 6, but having a reduced nose where it is inserted through the panel vertical, to avoid fouling a bracing frame attached to the end verticals in triple truss construction. Weight: 2.7 kgs (6Ibs) The E.W. Chess forms the roadway deck and comprises a length of l00mm (4~) thick timber. This thickness is reduced to 50mm 12H) at each end, to enable the ribands to be attached with standard riband bolts. Shoulders are formed at each end to locate the chess between the stringer buttons. Weight: 57 kg (126 Ibe) ~--------------".'.",~-~~- - .. 88146 EW Male End Post 88147 EW Female End Post • .. - - • 88146 88147 - MBB 1129 Wide Bracing Frame • Basically similar to End Posts BB62 anc ~H(d :;1:, c,,'h the transom gate and bracket omitted. This enables rakers to be f,tml to w .• ' !'''C'''llm in the End Posts of:- (i) S.W. quadruple truss briOljf'" (ii) E.W. triple truss bridges In both cases the E.W.End Posts are fitted (lilly ii' I~'f' ,;,'C(:nd truss; all other trusses being fitted with normal End Posts. 8862 and I:lBbJ Wei!jlt: 88141) f.H:lI~l 56.5kg (125 lbs} 63,5kg (140 Ibs) Properties End Post Reaction it! Single storey trusses (ii) Double storey trusse« Jacking Loads (i) Female End Post For MBB100l 20.3 tonne: (20 tons I 30.4 tonnes 130 tons) For B.B.1 15.2 tonnes 25.4 tonnes (15 tons) (25 tons) 12.2 tonnes i 12 tons) without transom (ii) Male End Post 15.2 tonoes I 15 tons) with or without transom The Wide Bracing Frame IS a I'ght fabricated mild steel frame having at each end a senes of four hollow conical dowels. Designed primarily for quadruple truss girders. where it is used horrzontatlv across the top chords of panels. and vertically On th" p.nel end vlII'tiealc; it can also be used to advantage on tr!ple truss construction in both Standard Widened and Standard Bridges. Wherever it is used, tieplates can be omitted. Weight: 34 kg (751bs) .. 1W36A ---------------------- .... ,. .,." ".,--.--,. .. ~ .. -------- - - • CANTILEVER FOOl WALKS Footwalks for Bailey Bridges are provided outside the main girders by cantilevering out from the ends of the transoms. All transoms carry the necessary fittings for this purpose. In addition to the original (Military type) footwalk. with a nominal width of 0.75 m. (2' 6"1. Mahf!.y & Johnson offer an alternative type specifically designed for civilian use, This is available in two sizes to give a footwalk of either 1 metre or 1.5 metre wide. The handrail system is based upon scaffold tubes and fittings, and infill panels can be fitted to give complete safety. • MILITARY TYPE .. Footwalk BB12 • - .- This is a section of decking, one bay long, cornprrsmq reinforced timber planks and cross battens. the end battens prov iding longitudinal location between the tootwaik bearers. Weight: 44.5 Kg. (98/b.J Footwalk Bearer 6627 .. .. • hbncated from two pressed steel channels. tne bearer is bifurcated at one end to fit around the vertical web of the transom. At the bifurcated end, two upstand cleats engage the- round bar welded into the transom to re te i n it in position. The opposite end carries a vertical socket into which the footwalk post is inserted. Further cleats on the top surface locate the timber footwalk tran5ve""ly~ Weight: 9.1 Kg. (20 lb.} '. • All Footwalk Bearers. both Military and Civilian patterns. are made to slide around om: end of the transom web, until the upstand at the end of the bearer hooks around the round bar welded to the transom web. Footwalk Post BB 28 '. 0 ~ I '. N 0 , '" -, ~ ~ ~ .. The post comprises a length of steel tube with a flange near the bottom end to form a shoulder when inserted into the footwalk bearer.Lenqths of 50 mm. 0") circumference rope are threaded through the heavv-qauqs Wife f rtrnents welded to the top and centre of the post. Weight: 3.2 Kg. (7 lb.) BP37 CIVILIAN TYPE .. Deck Side MBB 2030 .. ... .. Deck Centre MBB2031 3043 ___,.-- -3 I II : ---- 9'_11 ,4 ~====----::::::;;;;===--- • • Footwalk Stanchion MBB 2032 .. Footwalk Stanchion, High MBB 2033 til - 1593 Dimension 'A' • MBB 2032 1213 31_11 %11 MBB 2033 J " I'. : \~ .. ~~ .. Handrail Tube MBB2034 Handrail Tube MBB 2035 Handrail Tube MBB 2036 Handrail Tube MBB2037 .. Handrail Coupler MBS 2038 ... .. • - - BP38 550 1'-95/6" 492 t'-7%" For {he 1 metre wide footwalk, this provides half the width of the deck, having along one edge an upstand kerb, or kick-board, Two of the cross battens project to interlock with the next deck panel. At each end, a counter-bored hole is provided, whereby the deck is attached to the footwalk bearer with 1'Y." x 3/8" B.S.W. setscrews . Weight: 50 Kg. (112Ib.) To achieve the oreater width for the 1 5 mptfl> footwall<:, the deck centre unit IS provided, It is located between a pair of deck side units, and projecting battens lock all three units together. Two counter·bored holes at each end allow for its attachment to the footwal k bearer with 11." x 3/8" B,S, W. setscrews, Weight: 40,5 Kg. (88.5 lb,) This is a length of tube with a shaped and holed plate welded to the lower end, The plate is inserted in a slot in the footwalk bearer, to which it is attached, through the holes provided, with two 1 Yo" x 'y." B.S.W, bolts and nuts, Weight: 6,5 Kg, (14,5 tb.] The Footwalk Stanchion, High MBB. 2033 is basically similar to MBB, 2032, but-as its name implies-longer to give side protection to 0 greater height. Weight: 8.25 Kg_ (l8Ib_) These are standard 1 %"nom. bore (50 rnrn. outside diameter) tubes varying only in their lengths, which are as follows:- MBB 2034 a_84m (2' 9N) MBB 2035 2,36m (1' 9~) MBB 20'16 541m f1J'9N) MBB 2031 6.09m (20' ON) Weight: 3.2 Kg. (7 lb.) Weight: 10,7 Kg. (22.5/b.) W .. ight· 235 Kg (5) IIJ_) Weight: 27,2 Kg. (60Ib,) Used to connect together two lengths of handrail tubes . Two clamp screws are provided Weight; 0.9 Kg_ 12Ih,) CANTILEVER FOOTVVALK Handrail/Stanchion Coupler MBB2039 - DesiQned to clamp together two tubes crossing at riqht angles, this fitting is used to attach each handrail tube to each stanchion, Two clamp screws are provided . .. WRight: 0.82 Kg. (1.75Ih.) Handrail Stop End MBB 2040 ... .. Guard Panel Clip MBB 2044 - A light·gauge steel fitting which attaches a guard panel to either the handrail or stanchion. It is supplied complete with a~" x Yo" B.S.W. bolt and nut. Weight: 0.045 Kg. (0. , lb.) Stanchion/Deck Fitting MBB 2046 .. ... .. - Footwalk Bearer(1metre) MBB2041 .. ,_ Footwalk Bearer(112metre) MBB 2042 ------1 .. Used at the ends of the footwalk only, this fitting closes off the open ends of the handrail tubes. Weight: 0.23 Kg. (o.Slb.) 19 Assembled near the base of the handrail stanchion, the toe on th is fitting sits over the upstand kerb of the deck unit and holds it down. A clamp screw IS provided, Wetght: U.82 Kg. (1./b to.) Fabricated from two rolled steel channels, the bearer is bifurcated at one end to fit around the vertical web of the transom. On the top surface at this end is an upstand stop which engages the round bar welded into the transom, Also near this end are two holes in the web for the attachment of the stanchion baseplate. I none channel these holes are large enough to accommodate the head of the fixing bolts, so that the stanchion is bolted to one channel only, At the opposite end, one channel projects further than the other and this again has two holes in the web for attaching a stanchion. Spaced along the top flanges are holes (with captive nuts on the underside) by wh ich two deck side units are bolted to the bearer. Weight: 22 Kg. (48Ib! Basically similar to MBB 2041, but longer and made from deeper channel sections, this component has additional holes in the top flanges (with captive nuts) to enable two deck side units and one deck centre unit to be bolted to the bearer. Weight: 44.3 Kg. (911b.! BP39 Guard Panel, High MBB 2043 .. " Guard Panel, Low MBS 2045 1 ~- --------------I 1 ~---51-O" _ r-- -.-- r- lid I, eo I·::; <,,>0 ~i~ J_lh=r==~- • These are panels of expanded metal mesh, with steel re inforcing strip around the periphery. holed for attachment to the handrail system . Weight: MBB.2043 MBB.2045 13.6 Kg_ (30Ib) 9_] Kg. (20 lb.) ... .. MBB2034 or 2035 or2036 or 2037 .. MBB2039 MBB2038 .. MBB2046 MSB2044 ' . .. MBB 20430r 2045 L---MBB2030- MBB2040 MBB2031 MBB2032 or 2033 MBB2041or2042 .. .. BP40A - Table of Bending Moments & End Reactions Available for Live Loads _l.~"fldlnq M(~renL '.lOfIS feC!!_~ .... _---r_---11 '·,·d Reaclion 1101 lSI _.. I .. t~'. Panel 881 __ End ReaclI011Ilor1S) for Super Panels MBS 1001 Type Standard TransomS/BaY 2 .- q,. n 55 DS D5R TS TSR DO OOR TO TOR s p a n • 480 973 1467 3U 27137 56176 I 751101 I I I I I 30 464 r 952 1440 40 261361 55175 L 741100 I 1 I 1 1 40 - 444' I 925 190J 1408 2869 50 25135~' 54174 52172 72198 XI 1 95 I I 1 ! 50 - 419 892 1855 1367 2811 60 24134 53[73 50170 71197 67193 I [ [ 1 00 - 390 853 1803 1319 2743 1782 70 24134 521 72 49169 69195 65] 91 871107 I I I 70 356 808 ,1742 1263 2665 1715 3650 2625 80 23] 33 50 I 70 47/67 68194 63189 86 ! 106 821102 116 j 141 1 80 - 318 757 1674 1200 2576 1640 3557 2521 90 90 22) 32 49 ) 69 46166 66192 61 1 87 841104 80 1100 114 1139 ] - 275 700 1598 1130 2476 1555 3453 2414 5260 100 100 ~lJ;1 • 44164 ~l ~1. 59[85 82 ! 102 78198 1111136 1051'30 48 j 68 ~. .. 110 637 1513 1052 2366 1462 3338 2290 5105 110 j -17167 42162 64j90 57183 80 j 100 76196 tn91134 1021127 568 1420 967 2246 1359 3212 2156 4934 120 J "!!J ~1. 62188 78/98 74 194 1071'31 99 [124 120 46 j 66 5~J 81 . _. 493 1320 575 21'5 1248 ::5J75 2009 4750 130 I 44164 39159 60187 53[79 77197 71 I 91 1041'29 961'21 130 1211 775 1973 1128 2927 1850 4550 140 r: I 37157 59185 51 I 76 75195 69[89 102 1'27 93 1118 140 1094 668 1821 1000 2768 1680 4335 150 ! I 36156 58184 49174 73[93 67 187 1001'25 901115 150 970 553 1659 860 2598 1500 4105 160 I I 34154 56182 46172 71 I 91 65185 97 [122 871112 160 837 431 148G 714 2418 1305 3861 170 170 I I 33153 55181 44170 70 190 63183 95 1120 841109 301 1303 558 2226 1100 3002 180 I I I 53 I 79 42168 68188 60 I BO 93 1"8 821107 180 164 1109 393 2024 883 3328 190 I I J 521 78 40166 66186 58! 78 90 1"5 791104 190 20 905 220 1810 655 3040 200 " 200 I I I 50176 38164 64184 56176 88 1/13 761/07 - ' .. .- .'. ,,,. (mfi) BPY) NOTE No allowance made for impact, fatigue or other effects - Dr-idge3 bolo ...... - - - Q>:cgg.d depth /;;_p.=atl r a t i o of 1/?O Bridges below exceed depth/span ratio of 1/25 BT49A .. .. - .. .. .. ... Table of Bending Moments & End Reactions Available for Live Loads ~-: >, (~Ii".' l'v11 :.I·!i .. " TYpe Standard f Transoms/Bay 4 ! -, d ~.',!" L' f:! ~5 :. p n n OS OSR TS TSR DO ODR TD TDR spa n (J6i3 1462 30 561 76 --1- -is--r'07 I I I 30 i I Cl44 1432 40 54 I 74 1 73-[99 1 1 1 I 40 I 012 1887 1394 2856 50 53173 -- 51 I 71 71 197 68 194 I I I I 50 874 1837 1348 2792 60 -51 fiT 49 169 66 1 92 ! 1 1 I 60 70 i 96 828 1778 1293 2717 1757 3707 2687 70 50 I 70 47 I 67 68 194 64 190 86 1106 83 1103 777 1142 I 70 gO /75 1710 1230 2631 1682 3617 2591 19 I 69 ----_"-,. 60 I D2 774 I 7::19 I 80 15 ; 65 61 187 84 i 704 80 1101 115 1632 1158 2533 1598 3515 2482 90 --47l67 90 43 i 63 65 I 97 59 85 82 1102 78 198 172 1137 I 54/) 1546 1078 2<123 1504 3400 2361 5207 100- 46T 66 80 I 700 76 196 1091134 103 1128 100 42 162 63 i 89 57 83 • • • • ... - 110 575 1450 988 2303 1400 3275 2227 5040 '10 44 I 64 40 I 60 61 I ll7 54 80 ro I 98 74 I so 107 I 132 TOO 1125 4-.94 134E) 892 2170 1285 3138 2080 4858 '20 1?0 -43 r 63 76 196 71 I 97 - i04l 129 97 1122 38 I 58 60186 52 : 78 r- • 1~3·3· . - - - 406 786 2026 1160 2900 1820 4660 130 1:30 -- 42162 36156 58184 50 I 76 74 194 69 [89 702 1127 94 1179 312 1111 672 1870 1028 2826 174H 4467 140 40160 34 i 54 56182 48 ! 74 72 192 66 186 99 1724 90 1115 '40 209 979 550 1703 1183 2653 156J 4217 150 - 39I58·~· -33[53-- ~-54r80- 45-,· 71---- -70 1 90 64 I 84 96 1,21 871112 150 101 U3t3 4113 1~24 730 2407 13()~ :3970 160 160 -,------:- 37f5J 53 179 431 69 68188 67 I 87 94 I 71.9 841109 37 i 57 t389 280 1335 565 2270 ~154 3710 ~7C 170 I 29149 51 I 77 41 i 67 66186 59 r79--- -9fT 116 81 1106 530 131 lLU 392 2060 930 3430 180 lHO I 27 j 47 49 J 75 38164 64184 56177 89 1114 781103 362 920 208 1838 694 3140 190 190 ----r-- ·--25145 I 36 i 62 62 182 54 [ 74 861111 751100 6% 1605 445 2830 200 20D -- - r---- - T-- i 34160 1 r------~- ~84 I f09 71196 52 I 72 No allowance made for impact, fatigue or other effects Bridges below - - - exceed depth .span ratro of 1/20 Bridges below exceed depth/span ratio of 1/25 (mf;1BUY) NOTE BT50A Table of Bending Moments & End Reactions Available for Live Loads Type Stondero Widened fur Sup,er Pimei:; i\W8100i Transoms/Bav 2 B P • n ss os DSR TS TSR QS QSR spa" '. 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 (mCOBOy) NOTE No allowance made for impact. fatigue or other effects Bridqes below - - - exceed depth /span ratio of 1/20 B ridges below exceed depth /span ratio of 1/25 BT51A ". - •• - - ... - - Table of Bending Moments & End Reactions Available for Live Loads Type Standard Transoms/Bay 2 I Widened • - - span DD DDR TD TDR aD aDR 5 pan 30 !-----~-- 30 I I I I I I 40 - ------ 40 I I I I I I 50 50 I I I I I I 60 1----- 60 I I I i I I 1742 2683 7074 J5R2 3598 47::10 10 70 f------- 82 I 102 116 I 141 172 I 147 I 181 747 I 85 I 105 137 175 1664 2854 2574 3812 3476 5040 80 80 R3 I 103 80 ! 100 113 I 138 109 I 134 144 I 178 137 I 171 1574 3023 2461 4039 3337 5349 90 90 87 I 101 771 111 I 136 105 1 130 140 I 175 133 I 767 97 100 147[i 3188 2335 4261 3181 :]650 100 f-- 79 I 99 75 I 95 108 I 133 702 I 127 137 I 771 129 I 163 1364 3242 2195 4474 3009 5940 110 110 77 I 97 72 I 92 7U5 I 130 99 I 124 134 I 168 125 I 159 1244 3098 2042 4673 2821 6214 120 120 75 I 95 70 I 90 103 I 128 95 I 120 131 I 165 127 I 155 130 1112 2941 1876 4614 2616 6270 130 73 I 93 67 I 87 100 I 125 92 I 717 127 I 761 717 I 151 971 2772 1696 4393 2395 5993 140 140 70 r--9O- 65 I 97 I 122 89 I 114 124 I 158 112 I 147 85 818 2591 1504 4155 2158 5698 150 150 68 I 88 62 I 82 95 I 120 86 I 117 121 I 155 108 I 143 656 2397 1298 3900 1904 5379 160 160 66 I 86 60 I 80 92 I 117 82 I 107 117 I 152 104 I 738 483 2190 1078 36.10 1014 5041 170 170 64184'" 57 I 77 89 I 114 79 I 104 114 I 748 700 I 134 299 1971 845 3343 1347 4683 180 180 62 I 82 55 I 75 87 I 112 76 I 101 111i 14.1=; .96 J 130 104 1739 599 3040 1034 4304 190 190 721 108 I 921 126 60 I 80 52 I 72 84 I 109 97 142 14!)5 340 2720 725 3905 20U 200 I 50 I 82 I 107 69 I 94 704 I 139 88 I 722 70 .- NOTE No allowance made for rmpact. fatigue or other effects tlrlcges Ilelow - - - exceed depth Ispan ratio of 1/20 Bridges belOW exceed oeprn.span rat-e of 1/25 BT52 Table of Bending Moments & End Reactions Avai!able for Live Loads Bending MorTier;[ [IC"S fPf~ll I'" I End ReacliOn IlonSI t--"""T""-...... End Reacllonllons' ----t------ ___i___:"'~ -101 Panel BB I _ _ -o- Sc.per r"neb MBB100l Type Standard WIdened Transoms/Bay 4 8 p. n DS ,. 959 , , 30 . , .... QSR spa n DSR TS TSR as _:~ -~ _·~'f~-·' 15; !*~~o r----,.-----+-------.-~+--_y_--+_-~~:---+_--r__-___,f_~___:_;_=-:--__t - .. NOTE No allowance made for impact. fatigue or other effects Bridges below - - - exceed depth /span ratio of 1/20 Bridges below exceed depth (span ratio of 1/25 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 BT53.A ... - • Table of Bending Moments & End Reactions Available for Live Loads Type Standard Widened • , ,'" .11" ':1 V: nip,'l !',', : '~":E' .. I ;-'(: ~h:' I;\,;n qCI1~:.' r P,lr'~" H f~ J Transoms/Bay i 4 ... sp(ln DO OOR TO TOR QD QDR S p <J n 30 30 I I I j l I 40 ' - '[--- 40 I I I 1 _j 50 -~-- 50 1 I 1 j I I 1784 60 85 1 105 I I I 1 I 60 1706 3657 2637 5561 3561 7461 70 83 I 103 80 I 100 114 I 139 lTDj 135 145 [ i79 139 I 173 70 1616 3552 2526 5427 3427 7296 80 81 i !O1 T7 I 97 111 ! 136 106 j 131 141 I 175 135 I 169 80 90 1514 3433 2400 5275 3275 7109 78 i 98 75 I 95 108 I 133 103 I 128 138 I 172 130 I 164 90 100 1400 3300 2260 5105 3105 6~OO I 96 1 92 105 I 130 99 1 124 134 1 168 126 1 160 100 76 72 1274 3153 2104 4917 2917 6669 110 110 73 1 93 69 I 89 102 j 127 95 I 120 130 I 165 121 I 756 120 1136 2992 1934 4711 2711 6416 120 71 l 97 66 I 86 99 I 124 92 I 117 127 I 161 117 I 151 986 2817 1749 4487 2487 6141 130 69 j 89 63 183 96 I 121 88 1 113 123 1 157 113 1 147 130 824 2628 1549 4246 2246 5844 140 68 I 86 1 81 I 118 I 110 120 I 154 108 1 142 140 61 93 85 650 2425 1335 3986 1986 5525 150 150 64 I 84 58 I 78 90 I r15 81 I 106 116 I 150 104 I 738 160 464 2208 1105 3709 1709 5184 160 61 j 81 55 I 75 87 I 112 78 1 103 713 1 147 99 1 734 170 266 1977 861 3413 141:) 4821 170 59 1 79 52 1 72 84 I 109 74 j 99 109 I 143 95 I 129 56 1732 602 3100 1100 4436 180 r-5T-r-n 49 I 69 I 106 I 95 105 I 139 I 125 180 81 70 91 1473 328 2769 769 4029 190 1 47 167 79 1 104 67 j 92 102 I 136 86 1 120 190 1200 2420 4C'U :3bUU 200 200 1 45 I 65 I 63 j88 98 I 132 82 I 116 ". • '. • .. .• .. • NOTE - No allowance made for impact, fatigue or other effects (meDBAy) Bridges below - - - exceed depth /span ratio 01 1/20 Bridges below exceed depth/span ratio of 1/25 BT54 Table of Bending Moments & End Reactions Available for Live Loads [lending Momenl :\(); IS ieeel t:"--"~--3 End ReClClI(Jlllttl'"'SI _-I--- I _ ". lor Panel BH 1 _ EnG Peaclloflllorl:3' lOr Super PJrlclc MBB 1001 Type Extra Wide Transoms/Bay 2 .pan 55 05 T5A DO TO TOR spa n 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 Bridges below - - - exceed depth /span ratio of 1/20 Bridges below exceed depth/span ratio of 1.'25 DSR T5 .. NOTE ODR No allowance made for impact, fatigue or other effects BT55A - ._ .. - Table of Bending Moments & End Reactions Available for Live Loads ~elldlng Mcment I tons teet I ~.. I emj Reilctlon ttons: _ I Eoo Aeactionltcns) "or Panel B B 1 - _ ...... f--i'-- for Super Panels MBB 1001 .... Type Ext fa Wide Transoms/Bay 4 .• 5 D ~ n DS DSR TS TSR DD DDR TO TDR span 957 1451 30 54 I 74 I 83 I 113 I I 1 I I 30 40 924 1412 52 I 72 / 81 / 112 1 I I 1 / 40 882 1856 1363 2825 50 I- 50 50 / 70 4R I 68 79 I 109 76 1106 / / I I 829 1793 1303 2748 60 48 168 46 / 66 77 /107 73 1103 ! I I 1 60 767 1719 1232 2657 1697 3648 2626 70 47 167 44 164 74 1'04 70 [700 82 1102 80 1'00 128 1158 1 70 697 1632 1150 2552 1604 3540 2512 5413 80 45 /65 41 I 61 T2 I 1(JL 07 / 91 80 I TOO 77l 97 '25 1'55 121 I 751 80 616 1535 1057 2433 1500 3418 2382 5258 90 43163 39 \59 70 I 100 65195 78 I 98 74 1 94 122 j 152 117 1'47 90 526 1426 953 2300 1382 3281 2237 5084 100 41 161 37 1 57 ~8.1.~ 62 192 75 195 71 I 91 119 1 149 113 1143 100 ..... 427 1306 Bela 2153 1253 3130 2077 4891 110 39 I 59 - .. 34 154 66 196 59 189 73 I 93 68 I 88 116 I 146 109 1'39 110 318 1174 712 1992 1110 2965 1902 4680 120 120 ._- 37 157 32 152 64 1 94 ;6.1.B! 70 190 65 L 85 113L 143 106 1'36 .... 199 1030 575 1817 956 2785 1711 4451 130 _. 30 / so 61 I 91 53 /S3 68 188 62 182 110 I 140 102 1'32 130 35155 875 426 1628 790 2591 1505 4204 140 1 28 I 48 59 [89 51 [81 65185 60 lao 707 1 137 98 /128 140 709 268 1425 610 2383 1284 3938 150 150 _. I 25 145 57 I 87 48 178 63183 57 177 104 I 134 95 1'25 531 98 1208 419 2160 1048 3654 160 160 I -~ 23 I 4_'1 55 /85 45 I 75 60 180 54 I 74 101 I 131 91 / 121 342 977 215 1923 796 3352 170 I 21 I 41 1 42 1 72 581 78 51 I 71 98 1'28 87 I 117 170 180 732 180 1671 529 3031 ~r 1 1 39 J 69 55 / 75 48 I 68 95 /125 84 j 174 180 473 1405 247 2692 190 I I I 37 I 67 I 45 I u5 95 1122 80 [ 710 190 200 1125 2335 200 200 r-[ I I 341 64 I 41 I 62 1 76 1106 • - .... ,_ -. NOTE No allowance made for impact, fat igJe or other effects Bridges below - -- - exceed depth /span r atio of 1;20 Bridges below exceed depth/span ratio Df 1/25 (mlaBAY) BTS5A Table of Bending Moments & End Reactions Available for Live Loads r: , - Bending Mcmenl '10r"'ICel' tt--_ .. _- .... :: __ End Reactlorl \ tons' • tor Super Pane1s f'v~ 88 1001 Type Super Deck Transoms/Bev 2 TS TSR span span os 1280 DSR QSR 30 os 40 2809 1839 1348 1768 100 110 120 •••••• 2506 130 140 473 2011 150 262 160 170 1830 1565 3434 50 60 70 80 90 180 190 200 NOTE No allowance made for impact. fatigue or other effects Bridges below - _. - exceed depth /span ratio of 1/20 Bridges below exceed depth/span ratio of '/25 .!~ ... ----------------. ... BT57A jL&ZB&tkJtAil. fl._!{ Rk'l~t~~ Table of Bending Moments & End Reactions Available for Live Loads ' .. Type Super Deck Transoms/Bay 2 ~nd ~aClIOlll\',,' lor Super Pane:; ~,,'1j81001 - 9 Dan DO DOR TO TOR QO QDR span 30 30 40 --_._-- 40 50 - 50 1749 60 102 60 1658 70 70 100 1554 3489 2465 5367 3376 80 97 94 '52 148 209 80 1436 3354 2323 5199 3210 90 94 91 149 90 144 205 100 1303 3202 2165 5011 3025 6821 100 91 88 145 140 201 193 1158 3035 1989 4803 2820 6574 110 110 - 88 85 142 136 197 188 120 997 2851 1797 4576 2596 6302 120 85 82 138 132 793 183 823 2652 1589 4329 2352 6008 130 130 82 78 135 128 189 179 635 2437 1363 4062 2089 5689 140 140 79 75 132 724 185 174 433 2205 1121 3775 1806 5348 150 l!'iO 128 {20 181 169 77 12 218 1958 862 3469 1504 4982 160 164 160 74 69 125 117 177 1695 587 3142 1182 4593 170 121 174 160 170 66 113 1416 294 2796 841 4181 180 - 180 62 118 109 170 755 1121 2430 480 3745 190 150 190 59 105 166 810 2045 100 3285 200 200 56 101 162 146 - '. ,_ - - ' .... ... '. - .. .,-. .. (mmBgy) No allowance made for impact, fatigue or other effects Bridges below - - - exceed depth /span ratio of 1(20 Bridges below exceed depth/span ratio of 1/25 NOTE '.. BTS8 STRENGTH OF PARTS - Allowable Loads are given in metric tonnes , thus: - 15.2 and in Imperial tons of 2240 pounds, thus ,- '5.0 NOTE - the following tabulated values are BASIC properties for design purposes. Normal allowances for mal- distribution . eccentricity and effects due to dynamic 10000ing must be considered in all design Panel Using Panels I B B 1. Using Super Panels, MBB 1001 End Reaction - , ... .. JRDK 15.2 t 75 or) K K)K) K 25.4 t 25 OOK K)OK 30.5 t 30 ,. ~g ~f .. _ 102 t 70 12.7t 72.5 Shear ~5I iIi ,. .. 15.2 t 15 20.3 t 20 .. 30.5fO 40.5 + 40 ". B~ B~ .'_ 30.5 t30 40.5 tfto - The Super Panel MBB 1001 is completely interchangeable with Panel BB1 The Super Panel has been designed and developed by Mabey Group engineers 8T 39 - . - Panel (cont'd) Using Panels, BB1 . Using Super Panels, MBB 1001 Bending ~~E:b~ ~~w~ ~ l Pa(l-a)";f- 7741.m Pi! (l-a) j>.- 774 r.rn T 250 TIt T 250 lit Panel - as unit 55.9 S:l9 55.9 ~~.~ -~-- -~- 55 rjh 5S 55 55.9 559 55.9 55.9 -K%2I- 55~55 55 55 30.5 30 35.5 35 ~ JUHUJI UntJHl KD KD: 10.2 J 70 12 7 J I) t: T j L "'-) ~ ~ 102i 70 RD ~ 6.1.6 6.1 + 6" K%~ ~l:~ • .. - .- ... ... .. .. NOTE + that the above tabulated values are BASIC properties for de:>lyn ~u'po~c:. Normal allowances lor mal-drstnbuunn . eccentncitv ann effects due to dynamic loading must be considered in all design ... The Super Panel MBB 1001 is cornpletelv interchangeable with Panel BB1 The Super Panel has been des~}lltXl ilnd developed by Mabey Group engineers - STRENG-rH OF PARTS - Panel (cont'd) Using Panels,BB 1_ Using Super Panels, MBB 1001 6.1J 6.0 15 75 .:-- <~! / ,;" ,i,ofO a ~ B B -~._ Panel Junction with 10.2 ~ 10.0 1." i '.~.5 launching link Mk.ll K%~~ K>K;j,W 102t1O.0 L! 7172,5 - - .... • - OIl The Super Panel MBB 1001 is completely interchangeable with Panel 8Bl The Super Panel has been designed and developed by Mabey Group enqrncer s - NOTE - that the above tabulated values are BASIC properties for deslq" fHHV"""'" Normal allowances for mal-distnbution. eccentricity ann eltccb due 10 [Jynamic loading must be considered in all design Chord Reinforcement ~ GC====================~· ~ 55 55 ,. dB 150 • ]- a iP ( .. II ~ L j Pa (l-a) '1 1. b I III T 5 .. ' Tit , .. Panel Pin B84 27'9~ Vs 27,9 - 27.5 5fjD 55.9 -- BT41 ... Transom r B85 I. • , . B8105 Bending I· 1 BB 133 r a iU E II :B II I 3! ---1. .. For Transom, BB 5 For Tr ansoms, BB 105 & BB 133 Pa(L-a)'j> 8.11.m ~ ll-a) ':/> 12.11 m L 26 T.1t l 39 T.ft Qa ll- a) j> 0.931.m ~a (l-a) p 127 t.rn l 3.0 1ft 4.7 lit Shear 18.~180 For 88 5 18.31,8.0 21.8~2r.5 For RS 105 and 88133 21.81215 2.3 } 2.3 ---- (. 2.25 • ---ns -11 ( • ) .2L 220 • ) 25 ... • • .,_ .. • Raker BB 3 • .- Bracing Frame • BB 2 0.5 07~ 0.5 --- ' .. 0.5 • 71 5 brace _...ZJ_ e=======~eG:· !)====r::' E!E!!!Dii·t=:===3 --:0 way 7.0 I B815, BB 107 or 88134 (mf;] Bla y) .... STRENGTH OF PARTS .. Chord Bolt BB 9 _Jg 15.0 ---L-~ ...... ~r--.-- 15.2 - €t c:l1---r--.~bb ~ 8.0 8.0 8.1 J5.0 - • • • Bracing Bolt 6611 _ 2.5 2.5 2.5 25 .. 25 2.5 J j J' '. 'Transom Clamp . BB 6 BB 143 .~ . • '1' .J:, ~;~ . I • I i2DL Emergencv I Dnly a p Stringer, Plain I B 8 7 & 136 or Button, BB 8 & 137 l Pla (l- a) "J> 0,93 t.m 3.0 1ft .e,:' It..,. ~'.f.'- ., ..;;~", .'.' End Posts ) .. BB 62 & BB 146 (Male) .. -: BB 63 & BB 147 (Female) 0;' ~A .. Fitted to B B 1 " Supp.r Panel MBB 1001 25.4 25.0 t t Value of 'A' tons tonnes 30.0 30.5 Bearing B819 40.6 J40 • I I • 30,5 ~_]Q3O_~Tl'() t I I I BT43A - F a iP .carnp, Plain SB 24 - or Button 8B25 ===4 ,_ L Pa (L-al:p. 4.0 t.m • L 73.0 T.lt 91'J - Baseplate BS 31 .. To carry this load the Baseplate must beonafirm and uniform Ioundauon - Un-reinforced panels Chord reinforced panels - ~ ~ Plain Roller BB 58 - • li1 6.0 6.1 6.0 - • Rocking Roller SB 59 ._ • ~ • r-. OJ , 78 ,1 (\"-' T ,U 18.3 t J8.o .. I3T44A .STRENGTH OF PARTS Launching link I Mk II "BB65 55.9 -- 55 Span Junction Posts -SB 68 & 8869 See 'Design Notes' .. Junction Link BS 70 & 88166 • 22.9 t 22.5 8870 88166 • Junction Link Bearing BB 71 - 12.7 t 12.5 rJ D t t 22.9 r2.5 77~J777'777)J7 - Using Super Panels. MBB1001 .. Crib Capsill BB 72 .. Si nglo Storey Of Double Storey .... '" • • Using Panels, BB 1 15.2 15.0 20.3 20.0 30.5 30.0 -., ... ~~ .. "Il '.11/ 'I' , '" .... ,.., ,x ~ Panel junction on ¢_ of capsill The Super Panel MBB1001 is completely interchangeable with Panel BB1 The Super Panel has been designed and developed by Mabey Group engineers BT 45 - Chord Clamp BS 75 - - 15.2~15 - Using Super Panels, MBB 1001 Distributing Beam SB 154 • ,. - Single Storey Dr Double Storey • Using Panels, BB 1. ..., .. ~- .. . ~ '~K ' , #, , .. ~x Panel junctiou on !l of distribul111q beam TI1e Super Panel MBB 1001 is completely intercnanqeable with Pollei 6E1 ~ .. The Super Panel has been designed and devek:lped by Mabey Group enqroeers Crib Bearing Beam .. _ SB 165 Bolted at -------.C~-_=:J~ each end ~ ~ ,'_ • '. ,'. BT4BA - DESIGN NO I ES - SPAN 0UNCTION POSTS B B G8 and B B 69 - a) As End Posts - .. w U~ing Penela, BB 1 Single Sturey W "j. 15.2 tonnes 15 TUnG DouDIe Storey W j.. 25.4 25 Using Super Panels,MBB1001 Single Storey W 'J 20.3tonnes 20 Tons Double StDrey W ';f 30.5 30 - b) Supported on Junction Links .• Note:Wr W1 :t16.2tonnes ._ Using Junction Link BB 10 P = W1 +W2 ::J- 22.9tonnes 22.5Tons Using Junction Link BB 166 P = W1 + W2 ;f 45.6 tonnes 45.0 Tons .,. Using Panels. BB 1 Single Storey W1 or W2 ::;.. 15.210nnes 15 TOils Double Storey W, or W2 j. 25.4 25 USing Super Panels, MBB100l Single Storey W1 Dr Wz '.f- 20.3tunne3 20 Tons Double Storey W1 or W2 :-f 30.5 30 ,_ Note In some cunstrucnons trusses occur at unequal centres. and factors must be Introduced to allow lor mat-dtstnbuncn. These are as follows : . Triple Truss, Standard and Standard Widened bridges. reduce total value hy ~ (89 % I 9 Uuadruple Truss, Standard Widened bridges. reduce total value by 11 (7B %) 14 :'. BT 47 A SPAN 0UNCTION POSTS cont'd - c) launching with Span Junction Equipment • - - .. Max. Shear across [eint.Il - 16. 2 tonnes 76 Tons (See foolnot8 on Max.Moment 77.4 t.m 250 T.ft previous page) Max. Moment across joint with 16.2 tnnnss shear 65.0 tonnes metres 270 Tons feet .. d) Supporting Suspended Span .. .. Suspended Span Cantilever span .. ._ ._ 16.2 16.0 tonnes Tons (See footnote on .prev ious page) .. (mCOBCSY) BT48 END OF BRIDGE DETAILS - The original Bailev bridge was designed to fulfil two distinct functions. Firstly, it was required to enable - assault troops to cross natural barriers, such as rivers, and get into action with the minimum of delay, Since engineer officers in the front line could not be expect • ed to do design studies, all end-at-bridge details had been pre-designed. A series at standard timber grillages ';J;, for bridge foundations was provided and special Bailey .. it ramp approaches were also available. Military handbooks, produced to assist the field engineer therefore concentrated on these types of end-of-bridge details. _ That timber foundations may quickly deteriorate, or mat a one bav lamp has a slope of 1 in 4 (25%) or even that parts of the bridge may be over-stressed, are • not serious objections under these conditions, where the bridge "life" is distinctly short term. But its second function was as a line-of-cornmunications bridge in back areas, where the position was consolidated and where the bridge was expected to carry a continuous flow of all types of vehicles, for a considerable period: in fact, to perform as a perma- - .. - ._ ; .... In aU bridges requiring 4 transoms per •• baY,ramps must have solid supports at their mid-spans. ... Fig' ~ 3119 10'-2%" nent structure. Here, lines of approach were carefully laid out, special foundations were designed and constructed and every care taken to ensure that traffic flowed smoothly and easily onto the bridge. Such works could not be detailed in military handbooks, and it is for this reason that the following end ofbridge details have been prepared, based on normal engineering practice, to assist in selecting a suitable arrangement. Assuming that the bridge bearings are at the level of the approach road, the following alternatives are avail ab Ie to bring traffic up to the bridge deck levElI:- A one bay Bailey ramp, 3.05 m. ~ 10') long. Fig.l II A two bay Bailey ramp, 6,1 m. (20') long. Fig 2 III An infill hardcore ramp. FIg4 The one bay Bailey ramp hasa gradient of 1 in 4 (25%) and is therefore only used where a lunqer approach cannot be provided or where the ramp seat can be set at approximately 360rnm (1 '2") above the bearing . Dimension 'A' Metric Imperial Standard B.8. 711 2"4' S Wand EWBB 762 i-6' BE\1A _______________ ~~~AJ'l.;~Jo!;::>a1:" ........ !"\...,~~i"'P',- - ,~I'prr:Jtlvf:'ly the two bay ramps {II), see fig. 2, has a .r ariient of 1:tlI12C~) this can only be recommended :.:' bridqes of J very temporary nature, since the sudden halllW of stope onto the bridge deck induces consider 1)1" imuact effects The resultant Vibration wilt require rl'!jlll.Jr pr nqr arnrne of inspec uun and me mtenancc I'"",::~ to check that the ;, :'",i remain tightly scr ramp the end tr a '.,,c' br idqe will require reduce the bendin.: the load at the cha os. sway or aces, etc. .J, with this type of of transoms, III the under the centre to to concentrauon of ;;.' ... In .111 bfldqp.s reQUlrtng 4 transo-ns per tJdY. ramps must have solid supports at the" rrud-spans 30", ... 91 -1 ~ . , I h B. 711 762 2'-4' 2'~ 6" Dimension A' Metric lmperiai .. "~~ _j OJ .:~"'-~' . « ~a . _\ --=A.... .-..s-';;;=-~ _;--l ,-~.- - .~ ..... " ~ -". - '_ - .~,~.: .... s . " - " ','-' .,.... -.",. ,,'; -' ... I r __ -+- ... __ _:;3~1T'_5B 10~4: ., _~ Alternat ivel positions ----- _- ------.... - Standard Bailey .. .. 0 1."""J '" t l~ ... 7 ,~ 10 I' 1 105 1 842 Standard Widened _I~ ,j)N ... I 1842 I----~- --. ~-~~---' 7 '·10" Extra Wide - (mmBQY) RF17 -END OF BF~IDGE DETAILS The two bay ramp r equ i res an in termediate support, and this is provided bv a Bailey transom sitting in four - ramp iJedestnls. The transverse lay ()IH" Me shown In flg.3. -_,1ltcrn3tive {iiil the inf ill hardcore ramp is the preferred solution. Generallv, srnce the materials are ob tdlnable locally, It is cheaper than Bailey ramps, and - Since it can be built to any required length (a 10 rn 130 ft.) ramp will have a gradient of 1 in 12 or 8%), provides a more satisf actorv approach gradient to the - br idqe. Such ramps requ Ire a wall to be bui It across each end • of the br idqe to rera-n the till. A general indication of ._ "- ~ ~-r-Jll~ ;': Fender I PoSt I I I \----_ ... centro of be e r mqe ,_ Curb ,_ I'-",:.~,,::: ... o Ul[,lr dimensions is ,;\,,/, ; ,j ,. 1"1 le,:" ,', t.on, retaining wall- ,li" -,:.: , ,,"1" -ii" to ! n' has been launched a",1 ;,il~~t::(j ':'.,', Normal hardcore fill '.om's (U , '"; :',JL't ,,'II,: ,::If I' the roadway level, d.' , '",:',,01..:·, -( I' causing traffic to bO;;IICL' unto ,i;, 111,:;11" ;\11"; , erable impact, Regliidf :!,,,W,I,-r'j! ".' ,·:,01 ":,!', but a better <;Olllti'Hl :" -:.' '>';'·C\' ,)1 '.":',:'1;':',," d ;",.' i level approach for ,I :list"'lCI~ ,;.j ~, !_;i t~ T.-tk'.; '"I 20 +t.) at both ends ut :!w 1)[ ICI\jt' The most frequent xt.unaqe eel h,j;!t''I t)llri(:e:; .i ;, at the end posts, ElI'I] \Vi-,c:i,; Iti,.' ['ad,e IS i\nc:,'i' i' Centre Line of ~~g! _ 51 2" ._ In·fill SHips (liidl k.ed Yebove I must be notched thus to clear the cleats on the transoms, DimansionD Metric Dimension B Me!r ,r: > :anddrd [l R. 667 5VV .u u: EWBB 18 I in pe';l!,i~1 L 2 ' L ~ Imperial U Jnle 11 s ion C___.__M_"_ll_ol_, _._'_' ".;'c.',~1',~' I sir ~·t,_HHl;_lfd H 2, ~ ~~~G r 8 rr ~~ \;\_' [3 ~ i_' ;_13'~ l \/\" H B . ,i:_~ Standard B.8, 152 SW and EWBB 203 Fig.4 comprise very heavy, very wide or very long vehicles, protection should be provided in the form of fender ;JOSlS, !\ su it ab lc arrangement IS shown III fiy. 4. where the posts are of 300 mm (12") square timber, sited some 3 metres 110') from, and in line with, the end posts of the Inner trusses. Fender curbs fixed betvveen these posts and the ribands on the bridge deck will further assist In guiding vehicles onto the bridqe .. Some such arr anoerner ts should always be adopted .vher e the bridge is in open country or an outlvinq • .. 4'·, ," .. E ,_ / Packing 1423 4'-8" - []E14A area where the r.-.«: -,- II, clearly defined edges. Wtlcre the bridge ,,' line of e xrstmq prepared for toui ': ':, rollers. I f1 this cas, to be built at thisp the gap be tween ", hndye can be sp,' flg.5. Note that' ,:,',' the tapered ends abutment . IUlred to continue the . ~avatlons have to be , bridge and launching '.all will probablv neeu , ,~ bridge IS In position, .. all and the end of the of ramps as shown in lust be inserted under tunq on the concrete E Packing 142J 4 tJ Dimension E Metric Impenal ",,1':," : ;; B. 178 7" s ',\ H ,.J [',,,, 8 B 229 9 " '800 '------=5'-·c;-11'"",-----~ SITE I r LAYOUT Nose l Bridge ... .. • CI '" CI Construction Rollers .§ t c <II, 151 '" <I> a:: <1>1 CD CD -- OJ -- '" .S: '" .. CI .. <II s: rQ n c o Q. Ii> il " ., oil C :::I ., II) <II <II ra CD ...J ...J CD Fig 1 . _ .. ... ._ I. Foundations The design of suitable foundations will depend not _only upon the loads to be carried and the bearing cepecitv of the soil, but also upon the length of time for which the Bailey Bridge is to be in service. .For small temporary bridges, timber grillages will suffice; for '(he longer and heavier spans, and for long term projects, concrete foundations will be required. '', .. When designing foundations, remember that during launching, at the point of balance the whole weight of the bridge and nose is carried on the launching .• ers. This can sometimes be the heaviest load which the foundations will have to carry. On the Typical Plan of Site (See fig. 4 ) the positions ... of the bridge bearings and/or baseplates are indicated dl Posi lions 1 and 4. Transverse settinq uu l tJ i rnensions for baseplates are given in fig. 2 . 2 Launching and Construction Rollers Rollers are required in the following positions (See ',. Typical Plan of site, fig. 4 ):- (i) Launching r otler s uri the home bank IPoaition 3) (ii) Landing rollers on the far bank (Position 2) _(iii) Construction rollers spaced out behind the launch i ng roll ers at specified intervals, (Positions 5,6,7 and 8). _Launching and construction rollers should be set accurately tn the Same plane within ± 1 mm (±.). inch). 8 The landing rollers should never be set above this , .• Ievel, but preferably 150 mm (6 inches) below. All rollers can be set to a 51 ioht downward gradient to ease the launching operation. Where the gradient exceeds 1 in 40 (2'1,'1,,) restraining gear will be needed, fUI d ~leefJ gradient substantial ground anchors will need to be installed and connected to the bridge with running tackles. (i} Launching Rohcrs (Position 3) For light bridges two Rocking Rollers, 88 59, are required, . one either side of the bridge, positioned under the inner truss For heavier bridges, four Rocking Rollers are required, one pair either side of the bridge, under the inner truss (as above) and under the truss at 457 mm (1' 11") outside this. The transverse setting out for the various types of bridge is ill ustrated in fig. 3, 7 and 8 The maximum allowable load per rocking roller is 18.3 tonnes (18 tons): in the case of single storey bridges this will be limited to 15.2 tonnes (15 tons) by the strength of the hridge girrler~, hut, for easp. of rolling, it is advisable to limit the load per rocking roller to 16 tons. On the longer and heavier spans, R ocki nq R oilers have to be used in tandem on Balance Beam Assemblies, enabling much heavier bridges to be launched. Full details of the loads which rollers will carry are given in Fig.13 The transverse setting out for Balance Beams is the same as for Rocking Rollers. Launching Rollers are normally positioned between the bridge baseplate/bearing posrtion and the edqe of the gap; this reduces to a minimum the length of cantilever during launching. (See eievat ion In fig. 1 ) Note that the minimum centre to centre distance for the rocking roller from the baseplate/bearing is 762 mm (2' 6"). Similarly, for the Balance Beam Assembly this distance is 1422 rnrn (4' 8"). BElA - Where it is not possible to site launching rollers in the normal position, Rocking Rollers should be set a similar distance behind the baseplate/bearing position, or on the bridge bearings themselves. Balance Beam Assemblies should be set on the actual bridge bearings, I n either case it wi II be necessary to attach a launch Ing tall to the bridge to enable launching to be completed, It will also affect the design of the launching nose and the amount of any counter weight required, This is dealt with in the section on launching noses. Iii) Landing Rolers (Position 2) Since the load on landing rollers is normally much less than on the launching rollers, balance beam assemblies are only required on the far bank in exceptional cases. Otherwise, the information given above for launching rollers applies equally to landing rollers. (iii) Construction Rollers (Positions 5,6,7 and 8) These are usuallv set out at a maximum of 7,750 m (25 ft) intervals behind the launching rollers (See Typical Plan of Site), and for the lighter bridges Plain Rollers, BB 54, are used, At Position 5 one plain roller is used either side, placed under the inner truss. At Positions 6. 7 and 8 for all constructions except Single Single, a pair of plain rollers is used either Side, set out transverselv as shown in fig.6and 7 Rocking and plain roller templates were designed by the military to make setting out more simple, They - - .... - ._ • also act as a re.iuv '-1~1'h' (Or,' <1ge. These now are not often used sine- ~!:t' "":il' '.)lIers and the bearings supporting the ·(,Co.'-i'i ce. ,"s can be quite easily seated on timbo: 'J: ii!."l'" For heavier bridqes WI' r':cutl1l1lend that rocking rollers arf! used either ,iltcrndt(;lv l.Positions 5 Lind 7) with plain rollers (PUSI11(HIS b .ind 8) or throughout (Positions 5, 6 7 ,lild /).i I n either case, rocking rollers are set to thp irl/ll't truss only. It will he f ound when using rod "'I "",, .hese positions. that the side guide roll-» 'I' 'he bridge in accurate alignment' thro.iuu: ,1'· c.Jildlng and launching; and since the ruc~ I",i) ! ,\ii,'[', -rt on bearings they are able to adiust :'; I' I 't';'; iii: of the bridge during launching. lnde-.: "'.\'1; : "ting Just two rocking rollers at Positror .i' !.,tly ease the launching operation. Wher,:' .. j CC,lfl:el ,,v,)ight is required on the tail for launching tl u: load concentrated on the last bay may well be tJPVOflll uie capacity of plain rollers: rocking rollers shoutcl theretore be used throughout in this case, and tdli I),,[lf,is I!."rh launching links in the bottom chords 'jlic)uld t«: i ned, as described in the section on lauru.runu 11')",', Erection of the firS! :wo [Uv' of the launching nose can often be rr,lde ,';,",er b-, setting the first set of construction rollers If:(lsltlO;~ S) approximately 4.5 m (15 ft) behind trw 1",;[',:'11111) rollers. SETTING OUT DIMENSIONS. Baseplates. Positions 1 &4 r ._ ._ • No of Trusses In Main Girder No 01 Tr us se s In Single looublB I Single Double Triple Quadruple iTt 2 ~40 2997 J 290 3213 Stllnderd 8' 4' I l I i 3 1 ~)4 :3 581 3874 3798 Standard Wid8tl8d 10'3" I . , J :':)6 4013 4013 - Ext ra Wide 11' 8' I I I I 11' s' .' • ! :l S '56 4255 4324 4255 Super- deck I I Q a I [" I~ ~. I ~. 1397 8 4'-7" -,- Dimension '8' r-1 ~C~8~n~t'-!.r.!!8~I...!af~ • .!!!!~...!!.==---",'--.!.I.!:I.s,,-,ee~a!.~' u,~-; o • -. Rocking Rollers. Positions 2 & 3 .. Fig 3 .. (mC:1Bgy) - .. Bf.:.2 Fig 2 I P i 8 Quadruple . ,// 10' h~.~" ,:,/' 12' S!.:>' " ·~:.II'I'·"·" t . SITE LAYOUT .. TyPICAL PLAN OF SITE 0 c .o I'- u; I'- 0J • Pnition 6 .. Construction I 0 b Rollers U;) /1'~ r--, Ln '. f'-.- N /1 Position 7 .,. .- ... .. .. .. CII ... .... a::l - c:: III CL 11'1 .. ";. , ... Fig 4 -,.- .. _- Position 1 Position 2 c. '" <:.:> _l r- __ --~----~--- Launchm Rollers POSition 3 POSition 4 Position 5 - Position 8 BE3 SETTING OUT DIMENSIONS. CROSS CENTRES - .. Plain Rollers, Position 5 .. ... Fig 5 .- - Plain Rollers. Positions 6,7&8 • • r i-oo>- __ C.::..::e:.::_nt.:.:_re:..:.s__:of Inner Trusses C I I'''' to,,'" of l Elaats E rrl).eCl~ • I ,..P0. (brl\~ Fig 6 Dimensions C, D & E o C D E ;; 933 8'-11 :~> 3518 alO'_ld-? 3950 bI2,- 31? c E JJJ7 4521 4 C)53 1::'11' 14101 16'- 3' 9' - '/ I' 11' _ 6 '-7' 12'-11 \-::. c: 7J U Standard J J 1 5 ' Standard Widened ,_. 747 b Extra Wide .... a Except Quadruple truss b Except Triple (russ ... . - (ml~BDY) BE4 '1'=." Staggered Plain Rollers. Positions 6,7 & 8 For S.w. Triple & Quadruple truss and E.W. Triple truss .. 216 241 • • , a I I II I a D I ft J D • 3747 .. ~ 4 ~O4 Fig 7 15r31/ ---. __ Rocking Rollers. Positions 2 & 4 For Super-Deck I I "'I .. r :,g:+'l 4 953 16'- 3' -"~----'--:'---:-~"II , , I ... I ~ I n~~ b ~ ~ I , ~~"-ri Fig 8 I:) d • .. ,. Rocking Rollers Positions 5; 6,7 & 8 For Super-Deck .1953 - f- ._ 16"- 3' ~. ~Jkr1 1- J 950 12' 11 Ve' tan e· 'J Fig 9 BE5 D cpc tJ D , c I I I 1 0 SETTIr'.lG OUT DIMENSIONS. - Plain Roller, BB 58 on Plain Roller Template, BB 54 - Rocking Roller, BB 59 on Bearing l BB 19 on Rocking Roller Template, 8860 - ._ Rocking Roller, BB 59 on Balance Beam,BB 128 on Bearing, BB 19 on Rocking Roller Template, BB 60 I Bridge with End Posts - on Bearings, BB 19 on Baseplates,BB 31 Jacking Down. Dimension A - Rocking Roller to Baseplate 305 on 700 12~31'2") ... Balance Beam Ass',!" to Baseplate r.hnrri R",nlnrr"d br idqe s .. Rocking Roller to Baseplate Balance Bean: Ass'y to Baseplate 405 1'~4") 800 12'"71:,") .. BE6A D-·~.··"-- OIC() .p Cd "', i -J 457 r--~·-·~,. ----~ I I'~I~ l~ ""'rN W N . ~t -----r-- ~lM I, I II ________ .JJ,J In all cases, the hr mqe has first 10 be jacked up 75mmIJ') to ramove [hQ r orlar s an d this has bsan included in Ihe figures 0PP051IC. wh,ch th~lelore give the total distance through whld, lh~ JiIC~~ must operate. FSETTING OUT DIMENSIONS. PACKING r~equlred for Level Launching Plane - ._ I· I 762 I 2'- 6" I I Launching Plane ... ... 165 Rocking Rollers B3!OI!plates Plain Rollers Fig 10 - 1422 ---j 4"- s' I Launching Plane - [ '. i.E".< N '2 Packing r-, ,I Ln .. Balance Beam Baseplates Plain Fig 11 ... Assemblies Rollers .. .. .. ~;.......;l~:a-,~ Packing :g:ot '¢ ~ ... Balance Beam Assemblies Baseplates Hocking Rollers Fig12 BE7B ROLLER DATA On single and double truss constructions, all Rocking Rollers must have all Guide Rollers in position. foul ~nrl mil'! be rp.mnvp.n as fnllnws:- On triple and quadruple truss constructions, where trusses occur at 216mm (8\:>'') centres, Guide Rollers ,. ._ Standard Triple Truss Std. Widened Triple Truss - - Standard Widened Quadruple Truss - Extra Wide Triple Truss ... Super-deck Triple Truss - Super-deck UUildruple Truss .... Maximum Loads on Rollers Tonnes Tons One Plain Rtllier single storey bridges 5.07 5 double st 0 r ey bridges 6.D9 6 Olle Rocking Roller s'ngle storey bridges 15.2 15 double storey bridges 18.3 18 One Balance Beam Assembly 710 72 Inner Outer Truss Truss l~Fl~r l~~ 1~~ i~r ;~F l~F ;~F l~r ;~F Fig 13 Maximum weight of bridge-plus-nose which can be launched > Tonnes Tons On 2 Rocking Rollers (single storey bridges I 3D.5 3D (double storey brid ges ) 36.6 36 On ., Rocking Rollllrs (single sto,gy bridges I 60.Q 60 (double storey bridges) 73.0 70 On 2 Balance Beam Assemblies 146.0 144 - Note: Single storey bridges are limited by erection stresses to the reduced values given above; double storey bridges m"y alsn hI! !Invf!rnf!rl hy this factor. - Chord Reinforced Bridges. The strength of the rullers is the deCiding factor - the ligures for double storey may be used in all cases. - BE8 "rSETTING OUT DIMENSIONS. CROSE~ F"'J:, ES CROSS CENTRES of BRIDGE BEARINGS standard Bailey 3937 r~ 12'-11' - . --j SS L I I 1 1 I I 1 ,- 457 1- 3937 -~----_._-- 457 1~ 6' 12'-11' ! Ts[ DS,DSR , - DD,DDR I I I I I I I t t t I I I .,_ I' 2161' 457 "I- 3937 457 r2161 {6' --~--+-- 1'-6' .,. 121-11' I 81f2' TS,TSR Bt2 I TD,TDR I t I , I ' I I I I t t ' I I ' I I ' I .. ~ , 565 -I t' 10114 ~ Standard Widened .. 4521 ,. 14'-10' -1 i ' . 55 I I I ' I 1 ... 457 4521 457 1 r 1'_6" T 141-10- -t-- 1',6" I I DS,DSR , I ' I I I I ' I t r 1 r J DD,OOR - 12~~t 457 .. 521 457 216 1'-SI r" 141-10' ~14 1'-6' .)"" 8Yl'! , .... TS,TSR I ' I ' t 1 I I I TD,TDR I . I I . I I 1 I I ~ , 565 .1 ,. 1'-lOY4~ QS,QSR QD,QDR r 216r241 T 216 r' 4521 8h 9b" 8Y2M" I . I I' I I' I I' I ~ 457 .1 1'-6" 14'-10' BE 9 SETTING OUT DIMENSIONS. CROSS CENTRES CROSS CENTRES of BRIDGE BEARINGS corrti'o .. Extra Wide 4953 5S 16'-3" ._ I 457 4953 457 1'-6~ -I- 16'-3" -I ' 1'-6" l D5,DSR elO DD,DDR I ' , I i , l I ' I I , I I • 216 241 4 953 241 216 - r -r 9Y2',- 16'-3" · r 9h"o,- 8YlIl TS,TSR t ' t , I TD,TDR I I t:1 I I', 1'1 I I .. , , ~ 457 ~ 1'-6- ... Super Deck 55 .... as for Extra Wide (above) ... I 699 4953 -r· 699 2'- 3 y"!" -1- 16' -3" 2'-3~' .. DS,DSR DD,DDR I . I I I I ' I 1 I ' I I I I ' I ... ... Using Special Bearing MBS 2019 i24'r 2'6 ,,24'r 4953 .. 241 216 241 .. .," 9Yl1" aB1° 9Yl1 T5,TSR 16'-3" 91f.2 B~!I' 9Y2 TD,TDR ,'I I', ,'I 1'1 I ' I I ' I I ' I I I QS,QSR .. , QD,QDR l ~ 5651 ... 18'-6}2' ... - (mlilBBy) ... ... BE10A LAYOUT of BRIDGE BEARtNGS - For Single Single - Standard, S.W. and E.W. bridges . .. ----~. ---- ~ _'3 ~--t- .c E C I ---~-- ------L- -- ' .. ~----- No_ of bays x 3 048 +57 No. of bays x 10'-0'+ 2%" - Standard Standard Widened Extra Wide Dimension 3937 4 521 4 953 'A' '2~11· 14'·10" 16'- 3" • For all other constructions of Standard, S.W. and EW. bridges • -___,t--t-t-~ 3 --+++-~3 ... .. ----t++-:3 ~3 • ---- ----_-- - ~-- .. No. of bays x 3 048 +57 -,---cc.--=-l'....,,·------~ No. of bays x 10-0 + 2/4 ... Standard Dimension A Dimension B OS [JSR DO ODR 3937 12·-11" 457 "-6" TS TSR TO TOR 3937 12'-11' 565 '~101/4' Standard Widened OS USR DO OOR 4521 14'-10" 457 1'·6" TS TSR TU TOR 4521 14'- 10" 565 ,.·1O~/4· os OSR no nOR 4737 15'- 6'/2' 457 1~6' Extra Wide OS I)SP DO nOR 4953 16'- 3" 457 "·6' TS TSR TO TOR 4737 15'- 61/2" 457 f'6" This layout may also be used for the following Su per Deck constructions i- 2'-31;2" OS OSR 00 OOR 4953 16'-3' 699 BE 15 LAYOUT of BRIDGE BEARINGS oorrti'd ._ For Super Deck bridges - -t-J ~--~-. ~t-~ _ct i_ . ~! - - --ffi--- -- ---~.-- No_ of bays x. 3048+57 .. .. 1./ • No.of bays x 1O~0+274 ... All constructions Using Bearings MBS 1019 - Detail of Holding- down Bolt holes in Bearings 457 1 - f-s" .. !.." roM M .1 .. - 20 rS'~6' BB 19 Bearing 19 ~. - 20 1~'16- Detail of Bolt Holes _- R F 1 fj 457.--------1 1'-6' I T-- I • _~1~ 184 184 M BB 1019 Bearing I , - ChepSl<)W ~"o,k 5 ·tn' ted 115 v aa r s ago to build the histone Cneps tow railway _ brid'}P ito»: rlluSilano" designed by I.K. BruneI. When, In 1962, British Railways designed a repl acernent bridge, (second ilfusrrarion) Fair+reld again fabricated and erected the new 91·4 m (300ft) span. - During the intervening years, although bridge5 always occupied a large proportion i production, snipwavs enabled up 10 eight cargo vessels of 10,000 tons to be under coustruc rion at Clny one time. Pontoons, lock gates, pressure vessels, .. rtl!l!l.framed buildincs and chimneys occurred frequently In the order book . Over 60 tank landing craft were bu ilt .. durin9 World War II. The first all-welded dockgates in Britain were constructed here. Another first was the all-welded railway TIlt' Suspl:rl"OI1 br:dge over the River Severn VlJ'rl ,Pdl', between towers 996.5 m (3.240 11 i. 10;""11', :Jctwcon anchorages 2450 I', ',s:n() 11 The deck of high yield and l'llrd .,IH! ,:,:·worises 88 box sections eal,h31 w) :1, ,\ ,.!" X 18.29 m long x 3.05 m dp,:p Ill}] I; >; 1.,1' x 10']. the to tel w(light bf'l!lq 1 i )ULJ I:' S:,1~':T'! :),,",,'!" ",'f the boxes were SPilt IT '.l:" ll,,:,'."" S of the constituent fi["l< u:'\"~.u,.I,,,·j Bridge Builders Ltd" th.' ';upl'rqru<'\lI'" contractors, to CI"'()',[(J':.- \"n,',., .vhere Fairfield assembled antl 'T',:l',"c'" 1 th' i.oxes on their slipwavs. F,llrfl'~ld ",dell' nr.m buoyant and launched r,ern IlllJ til\' '~"'I,r Wye preparatory to t:w""q l',',:I" 'i' t"e bridge site. mineral wagon, of which 12,500 were produced. - Today, Fairfield is still III the fore-from f structural engineertng and is involved - with three of the biggest br rdqos in tn" network of modern motorways now spreading - acrn", Britain. The salient features of these three contracts are given in this leaflet. .. A ~Yv,'r') i'l 'i1:1" .u.ck box being launched. T:»: ,\,",', ':';1I"',,!1 '1 spans were fabricated b. ": I" "I d 'I Main Contractor 0- ",,",',' ,:",' :·,ust Approach) J, i 1:.,,', " .1. Ltd. J "I . : t ngineers lor Suspension EI .t.i-: '-'1 'ii' I.etH'S: Mes~r~ Mott, ! l uv & .1\"1"['",,, ;' i i :",!rnan, Fox & Partners. / , ~ - - - - ERSKINE BRIDGE Erskine Bridge, west of Glasgow, provides a link between the A.8 (Glasqow-Gour ock) and the A.82 (Glasqowlnver ness) tru nk roads. The approach v.aducts are curved, with spans generally 68.27 rr 12:~4 ttl long. The spans either side of the main span are 109.73 m (360 It) and the main span Itself, at 305 m (1,000 f t] will be the 10nO""t ""hle·stayed span in the world. Total length of the bridge is 1,321 m (4,334 tt~ • and clearance for shiPPing on the Clyde is 548 m (180 hi. The bridge is a continuous, all-welded box girder, shaped rather like an aeroplane wing for minimum wind resistance, being 19.8 m (65 fH wide and about 3 m no ttl deep, with cantilevered wings for pedestrian and cycle - - ways. Sections of this bux yiru"" u:>ually about 17 m (56 tt) long, are pre-fabricated in sections at Chepstow and welded on site to form units weighing b.,tw""n 1?0 and 160 tons. These are rolled out over the alr eadv-compteted spans and lowered into place with special cantilevered launching beams for final connection by welding. Altogether, some 11,000 Ions of steelwork is Involved. AVONMOUTH BRIDGE 120 ft) wide, which d"lT"" '[:' t; .'[ ,15 ft) over the piers - The Avonmouth Bridge h 1,387 m (4,550 ttl long, composed to the main span. Fat)",,,:,.CI: "tee' ""')SS girder. link the - of seventeen approach spans, a main span of 173.75 m (570 It) box girders, acting C()I'l(l()Slte'y <",,:t, d concrete deck on and twosidespansof 112.8 m (370 ttl. It comprises two continuous steel box girders 3.05 m (10 ttl deep by 6.1 m the approach spans, 'I'i!.l '~jl':j,)I~;[''',I" ;.tiffened steel plate deck on the main SPb1h l . td. c:ee',"i!ck involved is 11,500 tons. FAIRFIELD·MABEY LIMITED CHEPSTOW BRIDGE WORKS CHlYST(li .... rMH" o~"6 5YL Telephone. l:hepslow 2377 Cables Fatr' Telex 491019 AnswerbackFMLTD C!,.';" Pr[nted m E nglano - - - « FAIRFIELD m y • ... • - - .. .. - A SELECTION OF fJH()'OCHAPHS ILLUSTRATING THE \/v/IDC rlANGE OF USES FOR BAiLf'; t:;RIDGING (~~ ~/ ... To relieve the picturesque Kent village of Aylesford , with its mediaeval bridge, from heavy through traffic, this 150 feel (46 metre) Standard Double Double Reinforced Bailey Llridge with steel deck, was erected across the River Medway . ... .. ... - .. - - .. • - - - - - - One of a number used duung the construction of the trans-Pcnnine Motorway , this 27m (90 ft) long Double Single Super-deck Bailey Bridge was designed to withstand the high impact loads ot a continuous now of heavy earth-moving vehicles . ... .. - - ... ... - - .. .. ,_ Linking the halves of a motorway contract, this Bailey Bridue. nt97m(310 feet) over.r.l k",I'L _!I:",: '!'"~!!' '1:1,,,,, ,'_: "> J:!,fU~~ laden weight ,lcrOS~ the River Thames at Marlow. The rnam 'pan was S2m ( 170 : Ll' t I ,'d ,11'(:,1),': I ),'il!_,:'" I),,!: bk I{,': I! t.: supported at each end on L-trestle piers; the approach spans comprised 330m (100 "",'11 Il'ilh!c' \1 II'~ ,I ,'Ill I "U 'll: Single Single. ' .. ' .. • emf;) Bta y) - ... - - - - • .. .. .. ... Forming part of a by-pass to the town of Irvine, in Scotland, this galvanised semi-permanent dual-carriageway Super-deck Halley Bridge utilises {he existing river piers of a demolished railway bridge. The 43m (140 feet) structure IS continuous over three spans and is designed for full British Standard 153 Type HA loading, the centre girder being Double Double construction, and the two outer girders Double Single ~ these girders being supported on distributing beams at the piers . ... • - - - - - .. .. .. • - 1 his Ex t ra W Ide Hailey 13 ridge forms part of a permanent rel ief road to the town of Carm.: [ III c I' II 'c' 11!.i::, ,! ,,' 'J .. 1120 feet) Double Double Reinforced construction, and the two approach spans are l Sm [1;1' ),:,', I I ),,111c " . ':',' I!, :c1rders are uesigr.ed fUI rull BJilish Standard 153 Type IlA loading, the deck will ~ccept:a trnu; . \,1 '11:,,:; ",', Construction and l Ise regulations, ... .. - - (mCjlBDy) - - - - ._ - - - - Extra Wide Triple Double Reinforced Bailey Bridge, 180 ft. (54.9 rn.) span, with two ,;1) 11 I 'II.': ),'ublc Single approach spans. Liverpool, England, - ... - - - ... '10' (DAm) span Standard Triple Single Super Panel Bailey Bridge fitted with Mabey Steel Panel Deck . • ... .. - - - - - - Launching Extra Wide Double Double Reinforced Bailey Bridge. 100 ft. (30.5 rn.) span, with 50 ft. (15 ~ TIl ) nose (3 bay, Single Single and ~ hays Double Single). London-Leeds mo to rway , England. - - - .. - - Launching a St.mdanl D!l~11-l'arrIageway Hailey Bridge. [he completed bridge will hove two ro.idwav, l'~dl I O'l)" (3,2(\ Ill,' wide ... - Documents Similar To Bailey BridgeSkip carouselcarousel previouscarousel nextCatalogo Componentes PUENTE ACROWuploaded by Carlos A. Serrano MACROW Bridges - Military Bridgesuploaded by Abhisek BasnyatTM 5-277 FIXED STEEL PANEL BRIDGE BAILEY TYPEuploaded by AdvocateThe Bailey Bridge - John a Thierryuploaded by Sanjeev Gopinathfm 5-212 medium girder bridgeuploaded by Mark CheneyThe Bailey Bridgeuploaded by SciFi25METRADO ACROW AREAS.xlsxuploaded by lpgdarkfirefm 5-277 bailey bridgeuploaded by Mark CheneyBailey Bridges Fm5 277uploaded by jmcc2Planos Puentes Montaje Lanzamiento 24 m x 4.2 muploaded by Oscar MongrutInstalacion de Un Puente Acrow 57 91 Hasta 60 96uploaded by Jorge Luis TapiaBailey Bridge Scheduleuploaded by FernandoPintoMachacaTrilateral Design and Test Code for Military Bridging and Gap-Crossing Equipmentuploaded by Syazwan AhmadMe x e Flote Pontoonsuploaded by ThinkDefenceDesign of Abutmentsuploaded by nour64Tm 9-768 DIAMOND T 980 AND 981, M9 TRAILERuploaded by AdvocateBridge Manual 2012uploaded by Andrés TenorioMb.delta.bridge.system.2012uploaded by eargmdroTM 5-272 1944 STEEL-TREADWAY BRIDGE M2uploaded by AdvocateACROW PANEL BRIDGE .pdfuploaded by নীল জোছনাPuente Acrowuploaded by Greg ArabazFooter MenuBack To TopAboutAbout ScribdPressOur blogJoin our team!Contact UsJoin todayInvite FriendsGiftsSupportHelp / FAQAccessibilityPurchase helpAdChoicesPublishersLegalTermsPrivacyCopyrightSocial MediaCopyright © 2018 Scribd Inc. .Browse Books.Site Directory.Site Language: English中文EspañolالعربيةPortuguês日本語DeutschFrançaisTurkceРусский языкTiếng việtJęzyk polskiBahasa indonesiaYou're Reading a Free PreviewDownloadClose DialogAre you sure?This action might not be possible to undo. Are you sure you want to continue?CANCELOK