70 Foot EZ Bridge Plans_0003.pdf

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End of beam 90' t II th Approach rood, ou -ou eng approach surfacing, 30; 40; so; 60' 70; ao; 90' lengths standard W" approach guard roi( 6" Non-standard Ieng hs available by request 7 CL beorin and all other on-stle I CL bearing CL span Bockwo/1 by Purchaser or per I g engineering by I Mohawk Metal Company Standard

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,'- \ ,. :i, 'I' W W w w w w ID $ w w w w w w w "' ll•Jl' -~:c_-_-__-_-~:j PLAN• 901 SPAN SHOWN, Purchaser lo determine appropriate '~ - -

Supplied end pieces, typ.

unless requested otherwise by Purchaser~ 4'-gif end post space

---\ I I ;5?;1 I 1:s;

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LC

OTHERS SIMILAR bridge roil_ ~nd fitting compatible w!lh trons1t1on to approach rot/ (or

3/32"=1'-o" absence thereof)

Single layer Grade 50, or double layer (A36), 12 ga thrie-beoin roil elements

5:..0; typ.

post space l

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Approach roils by Purchaser

Note:

ELEVATION -901 SPAN SHOWN,

OTHERS SIMILAR

Bockwol/s, bearing pods, foundations, span length determination, clearance requirements, and all other on-site engineering by Purchaser

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HL-g3 load is a combination of the HL -93 truck or tandem and o 640 lb/ft lone load

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14.0' 1.6.0'I

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3/32-=1'-0"

HL-93 TRUCK HL-93 TANDEM

NO SCALE NO SCALE

/4.0' c:i c:i '<I- '<I-

I I

I /4' To 30' 1 m m

C• •) ~L Fi i ,s· I~~ ~

Gross Wt. I c=J 140,000 lbs. ~

HS-25 TRUCK L70 TRACK LOADER

NO SCALE NO SCALE

REV.

USO TRUCK

NO SCALE

DESCRIPTION

m m

I .G2

Note:

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~ j \ I l (r) (.)

It) <\i '<I- :g :g

(r) Cr> .

14.5' .1 4.5' I 40' To 48'

I

U102 TRUCK

NO SCALE

1;t

This document contains confidential and proprietary trade secrets and request that this material be kept confidential and not disclosed lo third parties. This information is exempt from disclosure under the FO/A.

WARNING

E- :

IF THIS BAR DOES

NOT MEASURE 1 /2"

THEN DRAWING IS

NOT TO SCALE

BY I DATE

US, Potent No. 4073025

MMohewk \t\Me\a\ Co. EZ

BRIDGE

General Noles:

The designs shown ore engineered simple span bridge superstructures consisting of rolled steel construction and shall be regarded as the only design provided by Mohawk Melo/ Company. Mohawk Melo/ Company shall not be responsible for any engineering services, designs, or details required to complete the bridge at the intended site.

Bridges designed for HL-93 vehicle loading and live load deflection limited to (span length)/800 or fo, lit 93 >c,~i'ch: ,'ooefi·,,g 1ii'lhobl ,s·,c .'00.! .Jof.iecfie,q kwit and for other vehicle loadings as shown in the beam schedule tables in the detail plans. All design criteria is in accordance with the 2012 edition AASHTO LRFD Bridge Design Specifications, J,<cf £si;t, 'ar1 11y·,1,1:i 3B9§ e,qfi L"1f)?)g lr1.'-eri,<fl,S.

Roil designed to Test Level Two (TL-2) rea· s. Posts shall be ,4588 {neafi',c, ,i~'9) o, ASTM Specificafi n A7l59 Post plates and roil elements shall be AST, or higher,s_!pmgfh steel .

For galvanized contfE'._cfion, fasteners shall be ASTM A32S-golvonized per AASHTO M232. ,0c wcofhc, ,i"!i .3fc~l, o,·/ c/c,,,c,1f.3 a, c b.lcd, oh' po.37.3 a.r=11i lasl-e,"lers s.iie/1 else se wea.theri,"1§ slee.'. Repair damage to galvanized coatings according to ASTM A78Q V-----

Flore end fittings are supplied as temporary transitions to bridge roil until approach roil is in place and permanent transitions ore installed by Purchaser. Purchaser shall determine whether supplied transitions ore suitable for permanent use in applications where no approach roil is used ·

Wearing sur. ce shall consist of 3x!2 nominal, rough-s~ oug/os Fir-L Na. 2, untreated Every WS plank must overlap ;oin erlying deck planks by 3· minimum.

All roil element connections shall be as per AASHTO MIBO and AASHTO-AGC-ARTBA publication, A Guide to Stondordlzed Highway Barrier Hardware." Install roil elements and connections per the manufacturer's recommendations.

ST A TE OF OREGON

~ CONSULnNG

2235 MISSION STREET SE, SUfTE 1Clll

SALEM OREGON9730Z•1295

(503) 5B9-4100

'~ ~V,'..n",J rr?~t!

TITLE

Corporate Office:

920 COUNTRY CLUB ROJ,D, SUfTE 1000 EUGENE. OREGON 9740l-roB9

(541) 683.6090

1335 POPtM ORNE

MEDFORD, OREGON 97504-5207

701 EZ BRIDGE I

BLM Coos Bay District, Oregon Little Paradise Cr. Temp. Bridae

PLAN, ELEVATION & GENERAL NOTES HL-93 Load Roting Inventory RF = !.25 Operating RF= /.62

30011 Leghorn Lone Eugene, Oregon 97 402

{541) 744-3838 www.mohowkmetoi .com nw--•-.._.. EXPIRES: J2j]lj h~~3 0£SIGN£0: Jim Bollman, PE PROJ NO. 725-1.7 SHT / or 6

DRA\Yt>I RG/HUS CH<tl EEB FILE NO. DATE. Jon. 2013

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6'-3" I 6'-3"

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,I I < \ ./' 7 \.

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I ~I typ, >-zt webs J typ. j flangesG ft ~1 W 8 x 18 post

~/Jcfrs., ~~or

8'-0"

CL bridge I

I 7'-11-f' ft"

B'-0" Single Gr. 50 12 ga fhrie beam or 2- nested 12 ga (A36) thrie beam roil elements icL: I~ ; s, - \ I g z - 22 \ ! @I r-r

: - .. ~ ~ , ·m I~ : - s •< - ,zz - :I -'--t-

CL bridrze II t ~ 1-------.,,::./__ w_\; i : '/ ~. - ;;;s< s:;!:t@;apncagm) r; ; : ;1 See ''Deck Closure Detail"

W-30-4 welded steel bar grating

,' =;;::;:s :::;:4:.+s 'c I y' , l , --++--' · ~ W Bx 18 floorbeams

See Plan-Bearing Detail: Shi. 6

! I 't I! 1) \ /,><CJ ")(, - 1! : ___ supports by

· · ' .,- Purchaser t.._A '.j C /5 x 33.9 DECK EDGE DETAIL

Stiffeners near ends, at diaphragms and at lifting positions for details

All bridges

30'Bridge_

40' Bridge

50'Bridge

6"typ

25'-0"

FRAMING PLAN - 301

1 401 & 501 SPANS

3/32"=1'-0"

3/4"=1'-0"

'!20' to beam end (70' span

30' to beam eniT(B0' span) 40' lo beam end (90' span) c

(Note 2)

B-U3b or B-U3-GF backgouge, 70; 80' and 90' spans, typ.

flanges and webs at girder splices

Noles:

/. Beam splice welds lo conform to latest edition of AWS Dl.5

STEEL BEAM SPLICE DETAIL

2. Grind with final grind fool marks parallel to beam.

CL span

I C /5 x 33.9 diaphragm, fyp.

No Scale

3. For any two adjacent beams, a/female splice location

: :- __ ~RoJ!ed bmns]

(01 ~ if: 7

(\J-~ :7 \ -------- . 6'-3" I 6'-3" I I I

V "

_,,-Supports by C 15 x 33.9 diaphragm, typ. ~-./.:, Purchaser

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CL bridge l : 1 _ _ \ : , ~ ::-+ t (.): I \ - - - - - - - - - ---+--::? ,ll)

'<: I -f. --,-- - - - - .:--+ See ;:ion- ctif : ~ \ j \ 1 : i:::, Bearing Y. ""\"-._ , 1 , -'

Detail" "(:- ht-", - - - ~ Shi. 6, f ~ l'.::".: "'- \_ , : { :

for detail~__/· " "'-c /5 x 33.9 diaphragm, typ. I CL Lifting Loop, t):'P· See t.._A •-1~;6" t .

All bridges 6 (to end diaphragm) Ltffmg Loop Detail, Sheet 5 -l ~ 60' Bridg_e I 20'-0" I 20'-0" I 20'-0"

7(J'Bridge 23'-4" 23'-4" 23'-4" '"'- Not~ I J Floorbeams I tfU tfridge LO -cf LO -8 2b. -cf not ~hown for

90' Bridge 30'-0" 30'-0" 30'-0" clor tly, typ. ·

FRAMING PLAN - ~~@ao· & 901 SPANS

Note:

This document contains confidential and proprietary trade secrets and request fhaf this material be kept confidential and not disclosed to third parties. This i ,nformafion is exempt from disclosure under the FOIA.

REV DESCRIPTION l BY I DATE

US Potent No. 4073025

MMohewk ~ l.t\e\a\ Co.

30011 Leghorn Lane Eugene, Oregon 97402

(541) 744-3838 wwwmohawkmetal.com

EZ

BRIDGE .,., __ .,_._,,.

of 2'-6" cfrs.

I 'iaphragm, see

Rolled beam per schedule, Shi. 3

Shi. 4, ''Detail l" 4'-0" I 5'-0" I 4'-0"

18'-0"

SECTION A-A

3/16"=1'-0"

CL bfwn. units

I

•~ '-- WBx 18, typ.

Exterior unit Exterior unit

DECK CLOSURE DETAIL

1 112·=r-o·

ST A TE OF OREGON

~ CONSULTING

2235 MISSION STREET SE. SI.KTE 100

SALEM, OREGON 97302-1295

/50J) 589-4100

WARNING

5.:

IF THIS BAR DOES

NOT MEASURE 1 /2'"

THEN DRAWING IS

NOT TO SCALE

Corporate Office:

920 COUNTRY CLUB RONJ. SUITE 11Xll

EUGENE. OREGON 97401-6089

(!HI} 683-&190

1335 POPtNl DRIVE

MEDFORD, OREGON 9751)+52(]7

701.EZ BRIDGE I

EXPIRES: J2JJ1i ~t:J.f>

BLM Coos Bay District, Oregon Little Partidise Cr. Temp. Bridae

16' ROADWAY FRAMING & SECTION

DES1Gt£D Jtm Bollman, PE PROJ. NO. 725-!.7 SHT. 2 OF 6 DRAWN RG/HUS CH<ll EEB FILE ~'O DATE JCJ/1. 2013 a..

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TABLE I, HL-93 w/Truck Live Load deflection limit of (span length}/800, L70, HS-25, U-80 and U-102 Live Loads w/o deflection limit TABLE 2, HL-93, HS-25, U-80 and U-102 Live Loads w/o deflection limit TABLE 3, L-90 Track Loader Live Load w/o deflection limit

SPAN BRIDGE BRIDGE WEIGHT (kips) FOUNDATION

SPAN BRIDGE

LENGTH LENGTH

ROLLED DESIGN LI VE L DAD

LENGTH LENGTH BEAM /6 ft. 25 ft. /6 ft. 25 ft. (feet} (feet) Rdwy Rdwy Rdwy Rdwy (feet) (feet)

29 30 W24x76 301 45/ 103 207 29 30

39 40 W27x94 42.2 63.I 106 211 39 40

49 50 W33xl/8 57.0 85.2 116 232 49 50

59 60 W36x/35 72.7 108.7 125 251 59 60

W36xl70 94.0 ) 1406 ® W40xl67 273 69 70

932 1393

79 I 80 1 W36x230 126.9 1898 145 290 79 80

W40xl99 !!6.9 174.9

89 I 1 W36x280 160/ 2395

90 152 304 89 90 W40x249 1490 2228

Notes for Girder Selection Tables:

Bridge weight is total completed bridge superstructure above bearing pod, with all appurtenances, including roiltng and closure planks between units. The weight does not include any substructure such as bockwolls, p i le cops, or footings.

Foundation Live Load is the total unfoclored LL reaction of o bent.

To select girders for o porlicu/or set of design criteria, choose the lightest-weight section in the desired depth tho! meets oil the design requirements.

EXAMPLE I:

Design Criteria:

80 ft. bridge length; 25 ft. roadway width; HL -93 live load,· optional LRFD deflection !imilolion.

Girder Selection & Foundation Loads:

From table I, choose W 36 x 230 or W 40 x /99, and the corresponding bridge weight of 1898 k or /74.9 k respectively The unfoctored foundation LL reaction is 290 k and addresses oil the standard EZ Bridge live loads (note the reaction for the L90 frock loader is lower)

EXAMPLE 2 ·

Design Criteria· 70 ft. bridge length; /6 ft. roadway width; HL -93 and U-/02 live loads; no de/lee/ion limitation.

Girder Selection & Foundation Loads:

From fable 2, choose W 36 x 150 or W 40 x /49, and the corresponding bri dge weight of

88.4 k or BB.I k respectively The unfactored foundation LL reaclion is /36 k and addresses the standard EZ Bridge live loads (except the L90 frock loader)

EXAMPLE 3.-

Design Criteria· 70 ft. Bridge Length; /6 fl. roadway width; HL-93, U-80, U-/02, and L90 li ve loads;

optional LRFD deflection limitation (applies to HL-93 live load only)

Girder Selection & Foundation Loads:

From loble 3, choose W 36 x /82 or from lob/es I and 3, choose W 40 x /67, and the corresponding bridge weight of 97.4 k or 93.2 k respecti vely The unfocfored foundation LL reaclion from Table 3 is /60 k and addresses all the standard EZ Bridge live loads (L90 frock loader LL reaction is highest LL reaction for this bridge)

BRIDGE WEIGHT (kips)

ROLLED

BEAM /6 ft. 25 ft.

Rdwy Rdwy

W24x76 30! 451

W27x94 42.2 63.I

W30x/08 55.0 82.2

W36xl35 72.7 108.7

W36x/50 88.4 /32.2

W40x/49 BB.I /3/.8

W36xl82 ll/.5 /66.7

W40x/67 106.7 159.5

W36x230 142/ 2125

W40x/99 131.0 1958

·1· Note:

This document contains confidential and proprietary trade secrets and request that this material be kept confidential and not disclosed to third parties. This information is exempt from disclosure under the FOIA.

REV. DESCRIPTION BY I DATE

FOUNDATION

SPAN BRIDGE DESIGN LIVE LOAD

LENGTH LENGTH

ROLLED

/6 ft. 25 ft. BcAM Rdwy Rdwy

(feet) (feet)

103 207 29 30 W27x84

106 211 39 40 W30x!OB

116 232 49 50 W33xl/8

125 251 59 60 W36x/50

W36xl82 /36 273 69 70

W40x/67

W36x2!0 145 290 79 80

W40xl99

152 304 89 90 W36x230

W40x2!5

U.S Potent No. 4073025

MMohawk \j-1 W\e\a\ Co.

30011 Leghorn Lone Eugene, Oregon 97 402

(541) 744-363B www.rnohowkmetol.com

EZ

t;R/DGE 7111-------

BRIDGE WEIGHT (kips) FOUNDATION

DESIGN LIVE LOAD

16 ft. 25 ft.

Rdwy Rdwy

3/.0 46.5

44.4 66.5

57.0 85.2

72.7 /08.7

97.4 145.6

932 1393 I

1205 /802 I

116.9 174.9 I

1421 212.5

136.7 204.4

ST A TE OF OREGON

EXPIRES: J2jJlf,2p_/_3

16 fl. 25 fl.

Rdwy Rdwy

/60

I /60

I 163

I /65

~ CONSULnNG

~!G!!?!

WARNING

5 i

IF THIS BAR DOES

NOT MEASURE 1/ 2"

THEN DRAWING IS

NOT TD SCALE

Corporllte Ol'lice:

920 COUNTRY CLUB RON), SUITE 1008

EUGENE. OREGON 97401-6089

/541/ 683-6090

2235 MISSION STREET SE. SUITE 100

SJ.LEM. OREGON 97302-1295

1335 POPI.AR DRM

MEDFORD, OREGON 97504-5207 (503) 589-4100

70' EZ BRIDGE I

BLM Coos Bay District, Oregon Little Paradise Cr. Temp, Bridqe

GIRDER SELECTION TABLES & NOTES

DESIGNED Jim Ballman, PE PROJ. NO 725-1.7 SHT J Of 6 DRAWN RG/ HJ.11S Ot<.T>.EEB FILE NO. DATE Jan 2013

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:J" dia A325 bolts, typ.

WBx l8x8'--!I" at each end of bridge.

See also ''Section C-C"

Bulkhead {as required)

Stiffener spacing

Diaphragm, see "Detail /"

PL I

See Shi. 6 for anchor bolls & holes , Diaphragm, see "Detail /"

CL brg

I 6" ~I See Shi. 6 for Beorinq I 7 " 1 Plate dimensions 1

See ''Section C-C" for rail post spacinq

Spacer bar FB f6 x 3 x 0'--6"±

~.c 1>--L 3 X 2~ x .f

Stiffener bars on of! inferior web faces

VIEW 1-1

1/2"=1'-0'

4'-9 1

Deck grating. See "Deck Details; Shi. 5 for deck allachmenls to floorbeams l C

W 8 x 18 floorbeams at 2'--6" clrs. alternate 8'--11" long floorbeams @ ea rail post with 8'--2" long floorbeams (8'--2" length @ even numbered positions)

5'-0" end rail post spacing fyp. rai! post spacing

-1 -1 lyp

_· ________ I

Exterior main .girder

2'--6" W 8 x 18 floorbeoms @ 2'--6" clrs.

SECTION C-C REV

1/2'=1'-0"

4'--!0f' f "min. (increases with decreasing web lhickness1

,---------'t,.

r-D I , "

C 15 x 33.9, fyp. ./2- PL½ x 4 x 1-4

I :_f_ CL girder

I - ----

¼

L.-D 4- 7/4 " dia bolt

Fil tight to both fop and blm. flanges al all diaphragm locations

DETAIL 1

~--=-----,c----<(BTC-P4 or / if (/g) I'( BTC-P4-GF

I ~ 8 x 18 floorbeam flange

U--Girder fop flange

3/4'=1'-0'

I" '2

~" min. (increases with lb,;! d,ecreasing web thickness, f ' 17 (typ. webs

I /

I/

' i 17 <./yp. flanges

4" ~1fi. ~~

.,., ., -1,""' ~~ \l;i;c:)

<:i.----

0) Ii

4- 15/26 " dia holes for ¼" dio: A325 bolls, HDG

L plate= CL channel flange

SECTION D-D

3/4"=1'-0'

WELD DETAIL /" x 6" slot Cut one cross bar out of I bearing bar space o:~ l" dia 6x25 IWRC req'd. lo provide slot\

DESCRIPTION

No Scale

1/s" dia. holes in girder top flange n/"d;a 6x25!WRC

,i"' .. ' 1, II II n Deck grating

W 8 x /8 floorbeams W 8 x 18 floorbeoms

I fyp. lifting loop~

& diaphragm · Ifs " dia holes in girder top flange stiffeners

~-r 2" Stiffener each side {interior girders) or loop side only (exterior girders) stop 2" clear of bottom flange ,i" dia 6x25 IWRC

ELEVATION

Note:

I This document contains confidential and proprietary trade secrets and request Iha! this material be kepi confidential and not disclosed lo third parties. This

1 j information is exempt from disclosure under the F0!A.

WARNING

~ i

IF THIS BAR DOES

NOT MEASURE 1/2"

THEN DRAWING IS

NOT TO SCALE

BY I DATE

U.S. Patent No. 4073025

MMohewk \t\ 'N\e\a\ Co.

30011 Leghorn Lone Eugene, Oregon 97 402

{541) 744-3838 www.mohowkmetol.com

EZ

BRIDGE 11»-------

LIFTING LOOP DETAIL

3/4"=1'-0"

ST A TE OF OREGON -

EXPIRES: J2JJ1j,;z__a_/3

''Quickway" ferrule

1===kl==± =- Stop lifting loop stiffeners 2" clear of bottom flange, SECTION

~ CONSULTING

~!G!!:!~

2235 MISSION STREET SE, SU/TE 100

SALEM. OREGON 97302-1295

(503) 589-4700 see ''Detail /" for size

Corporate Office:

920 COUNTRY CLUB RONJ, SU/TE 1000

EUGENE, OREGON 97401·6089

(541) 68J-6090

1335 POPUII DRIVE

MEDFORD, OREGON 97504-5207

701 EZ BRIDGE I

BLM Coos Bay District, Oregon Little Paradise Cr. Temp. Bridoe

DETAILS - 1

DESIGNED Jtrn Ballman, P.E. PRO.I. NO. 725-1.7 SHT. 4 Of 6 MAWN RG/HMS Cff<ll EEB FILE NO DATE Jan. 20/3

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Grating lo floorbeam welds, lyp.

See "Typical Deck Hold-Down Details:

this sheet. Repair galvanizing ofter welding. Welding after galvanizing permitted following procedures in

AWS WZC D/9.0

D~ :: : :: : : : I I : : : :: : ! : : : : Rti

Dm :: :: ::

PARTIAL PLAN - DECK GRATING P"ANELS AND FLOORBEAMS

::SC:

r-E

L-E

Stationary diaphragm

W B x /8 floorbeoms al 2'-6" clrs.

al ternate 8'-1 /" long floorbeams with B'-2" long floorbeoms

Center all grating butt joints near CL floorbeams. Stagger butt joints of any two adjacent panels 2 floorbeam spaces, min.

3/4," square cross bars at 4" ctr. -ctr.

¼ x 3" bearing bars at I ¼·ctr. - ctr.

End floorbeam

Note:

DETAIL 2

1/2"=1'-O"

This document contains confidential and proprietary /rode secrets and request that this material be kept confidential and not disclosed to third parties. This information is exempt from disclosure under !he FOIA.

US. Patent No. 4073025

WBx!BxB'-/J"

-f' dio. 6x25 IWRC x 4'-0"

Jfg" dia holes in flanges, typ.

Ouickway ferrule

SECTION E-E

1 1/2"=1'-0"

3176 v, ¼

Note:

Weld @ every B bearing bor spaces (J '-3") max.

per panel with welds symmetric on panel width.

See Partial Plan, this sheet.

TYPICAL DECK HOLD-DOWN DETAILS

1 1/2"=1'-0"

ST A TE OF OREGON

~ CONSULTTNG

~!G:!~

2235 MISSION STREET SE, SUITE 100

SALEM, OREGON 97302-1295

(503) 589-4100

WARNING

15. i

IF THIS BAR DOES

NOT MEASURE 1 /2"

THEN DRAWING IS

NOT TO SCALE

Corporale Office:

920 COUNTRY CLUB ROAD, SU/TE /Cal EUGENE. OREGON 97401-608il

(541) 683-6090

1335 POPUVl ORNE

MEDFORD, OREGON 9750<-5207

701 EZ BRIDGE I

3: 30011 Leghorn Laie

:', ~, ~=n,~ ' ~ '" '"a=, O<•a~ ""°' - 1~,- ~mBoH=, PL ,-~ 725-UI~ 5 ~ ' g I (541)744-3838 11»--•----1 EXPIRES: 12/31/.2~}.S !DRAWN RG/HUS IOf<'l}.ffBIFILEN0 I0ATE Jan20l31 ..o I www.mohawkmetal.com ~ I

3/4"=1'-O" , MMohe.wk "'1Wle\a\ Co. EZ

BRIDGE

BLM Coos Bay District, Oregon Little Paradise Cr. Temp. Bridqe

DETAILS - 2

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Bar stiffener, typ.

see ''Detail I:

Sht. 4 for dimensions

Lc:,ng_slots, :(P· 2 mtn. X fi -----

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typ.) f I) ,.

Bearing PL

Double nuts, hond adjus I Io wer /I ock upper

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PLAN - BEARING DETAIL

1-1I2"=1'-o· br 30' to 60' varies 9" lo !!fg' 70' to 90' varies !!fg-" to !6f'

CL girder

Cope as req'd.

lo clear web- flange fillet, lyp.

·r <IJ :£:

~ 2' ..... <IJ

Q g, E ·t (j (j <IJ <I.I -.Q

30 ' - It" 40 ' - t· 50' - ,.

60' - J "

90' i"

~~T~ .. ropof suppwl

: ' :"- /f" dia. anchor Elastomeric bearing pods by purchaser or per Mohawk Metal Company Standard Bearing Pod plans

Bearing retainer bar i x I, lyp. ea side & eo. end (flotwise)

SECTION F-F

1-1/2"=1'-0"

, bolt by Purchaser

2 " min.

Stiffener

Girder bottom flange

BTC-P4 or BTC-P4-GF, typ. bearing pad side of retainer bars rdi)

'-- Bearing PL

SECTION G-G

No Scale

BRIDGE ANCHOR BOLT SPACING

LENGTH A B C

30'-50' l '-8./s" 2'-3}" 3'-3./s"

~ 60'-90' !'-!!f' 2 '-0}" 3'-oJ" D

Apply lo all roadway widths as applicable.

I Note.

See Shi. 2 for definitions of fl: 'B: & 'C'.'

Note:

This document contains confidential and proprietary trade secrets and request Iha/ this material be kepi confidential and not disclosed to third parties. This information is exempt from disclosure under the FOIA.

ST A TE OF OREGON

US. Potent No. 4073025

MMohawk \t,IMe\a\ Co. EZ

~ CONSULTING

2235 MISSION STREET SE. SlHTE 100 SALEM. OREGON 97:xl2-1295

(503) 589-4100

WARNING

~- l

IF THIS BAR DOES

NOT MEASURE 1 /2"

THEN DRAWING IS

NOT TO SCALE

Cocporele Office:

920 COUNTRY CLUB ROAD, SlHTE Jeni

EUGENE. OREGON 97401-6089

/5< 1) 683- 6000

1335 POP!.AR ORNE

MEDFORD. OREGON 97504-5207

70' EZ BRIDGE I

BLM Coos Bay District, Oregon Little Paradise Cr. Temp. Bridqe

BRIDGE

/ 0 TE 30011 Leghorn Lane ~ REV. DESCRIPTION j BY A Eugene, Oregon 97402

~ I (541) 744-3838 - ---- I -- rOESIGNEO- Jim Ballman, PE TPROJ. NO. 725-1.7 jSHT. 6 CT 6 / I wwwmohowkmelol.com Jllo- "' EXPJRES: 12/31/ 2.,_a/.3 IDRAYM RC/HMS IOf<l>.ffB JFILEHI). IDATE: Jan. 2013 • u I -

BEAM END DET Al LS

CL

t-- N "<I"

<O

"'l

N l{)

Cl

"O

II)

.E Q)

Cl C

Q)

(D t--

I l{) l{) N t-- _J (D

0 -t-

II)

C

CL

C u..

"<I" u u Q)

Cl "O (D

"'l l{) N t--l{) N t--

II)

CJ

Q) •oj ,._

C/1

CL girder

\___Elastomeric bearing pad See 'Bearing Schedule"

ELASTOMERIC BEARING PAD

1-1/2"=1'-0"

REV. DESCRIPTION BY

Note:

RECOMMENDED BEARING SCHEDULE (1) I SERVICE LIMIT STA TE REACTIONS I

BRIDGE BEARING PAD BEARING PAD BEARING

LENGTH LENGTH WIDTH (B) ELASTOMER I D. L. (kips) (2) I L. L. (kips) (3)

THICKIESS (TOTAL)

30' 6" 13-f' ,r 3.9 34.9

40' 6" 15· 1-r 5.6 40.3

50' 6" 16}" 1r 7. l 44.4

60' f;" lZ" /./.," ,..,, 47.7

W36 6" 18" 1r 122 p 11.o

, 1 W36 6" 19" 1r 159 53.3 80 I W40 6" 19" ,r 14.6 53.3

90' I ;~~ 6" l9t" 1r 20.0 55.8

6 " 19-f' If' /8.6 55.8

Table Notes:

(l) Bearing design by Method B of AASHTO LRFD Bridge Design Specifications for HL-93 loading While the bearings so designed can accommodate occasional overloads, they may not meet the cited specifications when subjected to regular daily long-term use by industrial vehicles.

(2) Average maximum per bearing ( varies slightly with beam position)

(3) L.L. is maximum bearing reaction from HL-93, without impact (for information only)

Elastomeric Bearing Notes:

Bearing sizes and thicknesses are based on steel plate/elastomer laminated construction with internal elastomer layers of }-inch.

The total elastomer thickness in the Bearing Schedule does not include top and bottom cover layers, unless such layers are f-inch minimum thickness.

Bearing pad design is based on elostomer with a shear modulus of 0./6 ksi al 73 "F (approx. nominal hardness of 60 on the Shore A scale)

For Alaska Bridges, use Low Temperature Elastomer Grade 5. For other bridges use Low Temperature Elastomer Grade 4.

WARNING

E-

1F THIS BAR DOES

NOT MEASURE 1/2"

THEN DRAWING IS

NOT TO SCALE

This document contains confidential and proprietary trade secrets and request that this material be kepi confidential and not disclosed lo third parties. This information is exempt from disclosure under the FOIA.

STA~GON

~ CONSULTING

~!Gf!~ Corporate Office:

920 COUNTRY CLUB RONJ, SUITE 10(ll

EUGENE. OREGON 97401-W89

(541) 683.6090

DATE

U.S. Patent No. 4073025

MMohawk \ti tJ\e\a\ Co.

30011 Leghorn lone Eugene, Oregon 97 402

(541) 744-3838 wwwmohowkmetol .com

EZ

BRIDGE ·--·---- EXPIRES: 12/31/ :21:>/g

223$ MISSION STREET SE, SUTTE 100

SAl.£M, OREGON 97302-1295

(503) 589-4100

1335 POPLAR DPJVE

MEDFORD, OREGON 97SOH207

701 EZ BRIDGE I

BLM Coos Bay District, Oregon Little Paradise Cr. Temp. Bridqe

STANDARD BEARING PAD DETAILS

OESIGI£[). Jim Bollman, P.E. PROJ NO. 725-1.7 SHT. / Cl' I DRAIIN RC/HMS CW.'D-ffB flLE NO. DATE· Jon. ,?()JJ