Attachment-3_LoadRatingRequirement.pdf

Addendum to required submittals, Section H.3 Submittals, Material Certifications and Testing Report

Calculate and develop load ratings for each new bridge using Load and Resistance Factor Rating (LRFR) methodology and the provisions of the AASHTO Manual for Bridge Evaluation, latest edition with interim updates. The load ratings for all new bridges will be prepared and completed by a registered professional bridge load rating engineer and all back-up documentation placed into one report with a summary sheet for all of the following live load vehicles:

1. The AASHTO HL-93 Notional Live Load

2. Type 3 AASHTO Legal Load

3. Type 3S2 AASHTO Legal Load

4. Type 3-3 AASHTO Legal Load

5. The Notional Rating Load (NRL) for Single-Unit SHVs meeting Federal Bridge

Formula B

6. The U80 Alaska Off-Highway Vehicle, with a GVW of 80 tons on five (5) axles

The report will be sealed, signed and dated by the load rating engineer of record.

6-66 THE MANUAL FOR BRIDGE Ev ALUATION

APPENIDX C6A-LRFD DESIGN LIVE LOAD (HL-93)

(LRFD DESIGN ARTICLE 3.6.1)

s n n

INDICATED CONCENTRATIONS ARE

AXLE LOADS IN kips

I -··· ·-~-~:~t--·-·--±-_!'!,0_'.'!Q_~~~ -·----·---- --·-·--J DESIGN TRUCK= 72 kips (36 tons) AxleNo. I 2 3

1--r-··1- i 1[-~I~T~T[_9I~~~=~[-~~I.~I-·'J ... _ DESIGN LANE LOAD= 0.64klf t _____ L ____ ____ ___t_ __ ____ __ _ __ --· -·- .. L_ _L_

Axle No.

25 25 l 2

DESIGN TANDEM= 50 kips (25 tons)

ADDITIONAL LOAD MODEL FOR NEGATIVE MOMENT AND INTERIOR REACTION

(REDUCE ALL LOADS TO 90%)

32 32 8 32 32 t:J~J ~:J __ :~ I 28.0' I > 50' . b 28.0' ==---L l~ ~, __,_I J-i-rnTtTTII[T LTIJ_LJ_ilj_J_LIIITI DESIGN LANE LOAD = 0.64 klf

Figure C6A-1-LRFD Design Live Load (HL-93) rdellandrea Highlight

SECTION 6: LOAD RATING

APPENDIX D6A-AASHTO LEGAL LOADS

a. AASHTO Trucks-Apply for all span lengths and load effects.

16 17 17 i 1 I I I 15.0' . I / 4.0' J r--·-·-···-"·"--'-------:..i

INDICATED CONCENTRATIONS ARE

AXLE LOADS IN kips

C.G. =CENTER OF GRAVITY . ' l I l __ . __ _,,,,,, ____ ,,,_J ____ , ....... _ _,_j Axle No. I CG 2 3

I ' I .

L' 3.~~.~ ~·- !

' ___ J..L~~--- ·-+-7.44~ ~-----.... J.2.Q.'. ........ ___ .J, Figure D6A-1-Type 3 Unit; Weight= 50 kips (25 tons)

10 15.5 15.5 15.5 15.5

Axle No.

I I ! I i !

~_kj_-{-'2L ___ +o~ 1 ---·--------4-----+--·--·-~D--------------j-~ I I ! ! I i

I ~-~ -11&L ___ J I l:=-~==~~~~~--=-_:_--:J

Figure D6A-2-Type 3S2 Unit; Weight= 72 kips (36 tons)

Figure D6A-3-Type 3-3 Unit; Weight= 80 kips (40 tons)

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6-68 THE MANUAL FOR BRIDGE Ev ALUATION

b. Lane-Type Legal Load Model-Apply for spans greater than 200 ft and all load effects.

9 9 9 12 10.5 10.5

I ____ ,1,Q_'._ 14.o·I _____ ).:~2.:.. ..... _ I ______ J_{~Q._ ____ J4_9. I t_ ____ -=:t_:t __________ r_ ________ .~ _ _, __ j

INDICATED CONCENTRATIONS ARE

AXLE LOADS IN kips (75% OF TYPE 3-3)

LEGAL LANE WE.lGHT/ft. = 0.2 kif

CCL_l_~rsss=rills:=1n=b::~~TJ Figure D6A-4-Lane-Type Loading for Spans Greater than 200 ft

c. Lane-Type Legal Load Model-Apply for negative moment and interior reaction for all span lengths.

9 9 9 12 10.5 10.5 9 9 9 12 10.5 10.5

I I J. l_ jJ I ____ 12.9: ____ L!i .... __ _)_~.g· ...... l ....... .J.Q,9'. ....... 1d C=~~k?,_9~~~c'_=~~~-=L~-=!.=~~-=-.::J.:~~ [ ___________ .. J .. _L ...... _ .... .......... ....... J ____ --· ·-·-·-·---J

L 54.0' i 30.0' I 54.0' I r····--·-·····-·-··----·---·--·--·--·---·-·-·----···-·--···· ·--··-·· ··· -·----·--·-··-r--···---········ ··--·---·-------····-···-····--·········-·- ··-··--··-····-··· ·············-··········-· --·········------····-···--·····-· --··············· ····· ··················· ··············· ················~1

CI~Irr-rcoTI=_lT[IIlL[l~]=]~~[I.I~~IJ=~r:~:r:~rJ=·~.[:·r.I~I]~::~L_[] Figure D6A-5-Lane-Type Loading (or Negative Moment and Interior Reaction

d. Notional Rating Load-Apply for all span lengths and load effects.

0 V'

V =VARIABLE DRIVE AXLE SPACING- 6'0" TO 14'-0". SPACING TO BE USED IS THAT

WHICH PRODUCES MAXIMUM LOAD EFFECTS.

AXLES THAT DO NOT CONTRIBUTE TO THE MAXIMUM LOAD EFFECT UNDER

CONSIDERATION SHALL BE NEGLECTED.

MAXIMUM GVW = 80 KIPS

AXLE GAGE WIDTH= 6'-0"

Figure D6A-6-Notional Rating Load (NRL) for Single-Unit SHVs that Meet Federal Bridge Formula B

SECTION 6: LOAD RATING

e. Single-Unit Bridge Posting Loads

L.

0 040404040 10'

L.5· l.· 1. · 17: l :. l.

0 04040404040 10'

L.5· l .· 1. ' 17: l :. l .· 1.

SU4 TRUCK

GVW=54KIPS

SUS TRUCK

GVW=62KIPS

SU6 TRUCK

GVW = 69.5 KIPS

SU7 TRUCK

GVW = 77.5 KIPS

Figure D6A-7-Bridge Posting Loads for Single-Unit SHVs that Meet Federal Bridge Formula B

6-69 n n

0 D

ALASKA REGION

OFF-HIGHWAY DESIGN VEHICLES

AXLE LOADS

U54 TRUCK - G. V. W. = 54 TONS

HIGHWAY LOG TRUCK

INVENTORY LOAD

12,000 24,000 24,000 24,000 24,000

LBS. LBS. LBS. LBS.

~ ~ A% A% ;:(\'%\ ~

I

14' -0" 14'-6'1 14' TO 30' 14' -6'~ ... .. . .. ..1,

UBO TRUCK - G. V. W. = 80 TONS

OVERLOADED HIGHWAY LOG TRUCK

OPERATING LOAD

12,000 37 ,000 37 ,000 37 ,000 37,000

LBS. LBS. LBS. LBS.

;(\'%\ I A~ 14' -0::~"' 14· -6'! ,..""~ 4' TO 307"' 14· -6·l """" ... ~ ... ~1.. .. ... ·1

L90 TRACKED LOADER G. V. W. = 90 TONS

90,000

LBS.

90,000

LBS.

FIGURE 1

I I I .

SD-OBO_NEW

May 2000 rdellandrea Highlight