Wilburton Trestle – Eastside Rail Corridor Regional ... · Wilburton Trestle (Bridge SA-9) Preliminary Design Report 1 Executive Summary This report presents our evaluation of the

Wilburton Trestle – Eastside Rail Corridor Regional Trail Bridge No. SA-9 Preliminary Design Report

Department of Natural Resources and Parks Parks and Recreation Division Capital Planning and Land Management Section King Street Center 201 South Jackson St., Suite 700 Seattle, WA 98104-3856 March 10, 2016

Table of Contents

W i l b u r t o n T r e s t l e ( B r i d g e S A - 9 ) P r e l i m i n a r y D e s i g n R e p o r t

Executive Summary ....................................................................................................................................... 1

Introduction ................................................................................................................................................... 2

Project Background .............................................................................................................................. 2

Bridge Description ........................................................................................................................................ 3

Year of Construction and Previous Repairs ..................................................................................... 3

Bridge Inspection........................................................................................................................................... 4

Structural Analysis ......................................................................................................................................... 5

Load Rating Vehicles ........................................................................................................................... 5

Methods and Assumptions ................................................................................................................. 6

Results and Recommendations .................................................................................................................... 7

Trail Width and Decking Options ..................................................................................................... 8

Timber Stringers ................................................................................................................................... 9

High Level Caps ................................................................................................................................ 11

Posts and Above-Ground Piles ....................................................................................................... 12

Mid- and Low- Level Caps ............................................................................................................... 13

Foundation Piles ................................................................................................................................ 14

Lateral Bracing ................................................................................................................................... 14

Steel Girders ....................................................................................................................................... 15

Rehabilitation Cost and Constructability ................................................................................................ 15

Rehabilitation Cost Summary .......................................................................................................... 15

Equipment and Access ..................................................................................................................... 16

Concrete Deck, Stringers, and High Level Cap Replacement .................................................... 16

Posts ................................................................................................................................................ 16

Mid- Level Caps ................................................................................................................................. 17

Piles ...................................................................................................................................................... 17

Lateral Bracing ................................................................................................................................... 17

Additional Member Replacement ............................................................................................................ 17

Continued Monitoring and Maintenance ................................................................................................ 18

Full Bridge Replacement ........................................................................................................................... 18

Appendices .................................................................................................................................................. 18

W i l b u r t o n T r e s t l e ( B r i d g e S A - 9 ) P r e l i m i n a r y D e s i g n R e p o r t 1

Executive Summary This report presents our evaluation of the Wilburton Trestle for proposed use as a pedestrian bridge along the planned Eastside Rail Corridor Regional Trail. In addition to pedestrian use, King County identified several maintenance vehicles to be considered in the evaluation. At the time of this report, a construction date had not been established. The trestle is a historic structure and we limited our evaluation to rehabilitation of the existing bridge and did not consider a full replacement structure. Our scope of work included: 1) bridge inspection, 2) site survey, 3) inspection summary report, 3) creating as-built drawings of the bridge, 4) structural assessment of the bridge considering pedestrian loads and King County-specific maintenance vehicles, 5) consideration of multiple decking types, and 6) preliminary cost estimates for various levels of repairs that depended on desired lifespan and type of vehicle use. The trestle consists of 60 timber trestle spans and one steel girder span with a total length of approximately 975 feet. The timber trestle spans were most recently reconstructed in 1944 while the steel girder span was constructed in 1972. Minimal previous inspection and bridge repair data were available at the time of our evaluation. Based on our evaluation, we recommend repairs in order to utilize the bridge for the multi-use trail. Our site inspections revealed numerous defects and deterioration in the bridge members. This typically consisted of internal decay in the timber stringers, posts, and cap beams and deterioration of the steel girder paint system. Our rehabilitation recommendations account for: 1) the severity of the deterioration; 2) the desired lifespan for the structure along with the estimated remaining lifespan of the member; and 3) the size of the maintenance vehicles using the bridge. In addition to rehabilitating the existing components of the bridge, new decking and railing will be installed. Based on these considerations, the estimated costs for rehabilitation range from $4.2 million for light vehicles with a 25-year lifespan, to $9.3 million for heavier vehicles with a 50-year lifespan as shown below.

Vehicle Group

Vehicle Use Estimated Life

Span 14' Concrete

Deck 12' Concrete

Deck 14' Asphalt

Deck 12' Asphalt

Deck

1

Truck + Trailer

with 75,000 Lb.

Excavator,

AASHTO HS20

Up to 25 years $5.51M $5.16M $4.95M $4.67M

Up to 35 years $7.39M $7.04M $6.83M $6.56M

Up to 50 years $9.29M $8.94M $8.73M $8.46M

2 Loaded 10‐yard

dumptruck

Up to 25 years $5.06M $4.72M $4.49M $4.24M

Up to 35 years $6.94M $6.61M $6.38M $6.12M

Up to 50 years $9.14M $8.79M $8.58M $8.30M

3

AASHTO H10,

AASHTO

Pedestrian Load

Up to 25 years $5.06M $4.72M $4.49M $4.24M

Up to 35 years $6.94M $6.61M $6.38M $6.12M

Up to 50 years $9.14M $8.79M $8.58M $8.30M

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Bridge Description The trestle consists of 60 timber trestle spans and one steel girder span with a total length of approximately 975 feet. The timber trestle spans are supported on driven timber pilings. The steel girder span is supported on tall concrete piers. The trestle crosses over SE 9th Street, Richards Creek, and SE 8th Street. The south end of the bridge has a slight horizontal curve through about Bent 9 with a straight alignment beyond. The bridge deck is roughly 100 feet above ground at its maximum height. Year of Construction and Previous Repairs Based on the HAER report referenced above, the bridge was originally constructed in 1904 and completely rebuilt in 1913, 1924, 1933, and most recently in 1944. The concrete piers and steel girders were installed in 1972. All timber is assumed to be fir based on information in the HAER report. Numerous piles have been repaired with what appears to be a patching compound. A timber cover piece is placed over the patch and secured with metal banding. The age of these repairs is not known. We are referring to these types of repairs below as banded patch repairs. It also appears numerous members have received a fumigant or other internal treatment. We observed plugged access ports for the treatment and metal ID markers indicated Osmose treatment. Bents 1 – 11: These bents consist of six driven timber piles that are full height extending up to the deck level. The piles have lateral and longitudinal timber bracing in the horizontal and diagonal directions along their height, creating a frame with several levels. The pile diameter increases from the ground level up. Sizes averaged 12” at the bottom and roughly 22” at the top. All timber is creosote treated. Bents 12 and 13: These two bents are unique and consist of seven timber piles, continuous up to the deck level, that are slanted in the longitudinal direction in order to make room for SE 9th Street at the base while maintaining desirable span lengths for the stringers at the top. Timber framework spans between these two bents to provide stability for the slanted piles. Unlike the longitudinal bracing members in other spans, these are considered as primary load members. Lateral bracing between the piles is also present. All timber is creosote treated. Bents 14 – 35: These bents are similar to Bents 1 – 11. At the time of our inspection, the piles at Bents 20-31 were submerged in approximately 12 inches of water. Bents 36 – 46: These bents consist of six driven timber piles that extend several feet above ground. On top of the piles are six square timber posts with caps and framing above. The square piles are discontinuous between levels with a timber cap beam between levels. The posts are braced to one another with lateral and longitudinal bracing members. The driven piles are creosote treated, however, the square


posts and framing likely were treated with Wolman salts based on the HAER report. Wolman salts are a wood preservative treatment used in the early and middle part of last century but do not appear in newer construction. Bent 47: The foundation for this bent consists of driven steel H-piles with steel framing supporting six square timber posts with caps and framing above. Bents 48 and 51: These are short timber pony bents with five square posts that sit on top of the tall concrete piers and support the end of the timber stringer span just prior to and after the steel girder span. Bents 49 and 50: These bents are the tall concrete piers that support the steel girder span. Bent 52, 53, and 54: These bents have steel piles and framework at the base supporting 5 square posts with caps and framing above. The timber framing on top of the steel assembly is not creosote treated and likely treated with Wolman salts. Bents 55 – 60: These bents have five driven piles that support five square posts with caps and framing above. The timber framing on top of the steel assembly is not creosote treated and likely treated with Wolman salts. Bents 61 - 64: Bents 61 - 64 are circular continuous piles with the top pile cap extending beyond the horizontal limits of the superstructure. These bents have old, relic piles from previous portions of the bridge. Many of them show severe defects but are not considered to be a load carrying portion of the structure. Superstructure The existing superstructure consists of steel rails and 8”x8”x10’-0” long timber cross ties supported on timber stringers or steel girders. The timber stringers are 9x17 solid sawn lumber. Twenty-one (21) of the 60 spans have 8 stringers total while the rest have 6. The steel girders are plate girders with both riveted and bolted connections. The girders are 8 feet deep and spaced 8 feet apart.

Bridge Inspection We conducted a bridge inspection for the purpose of obtaining and confirming sufficient information to perform a structural assessment of the bridge. The inspection report, “Wilburton Trestle – East Rail Corridor Bridge No. SA-9 Bridge Inspection Summary”, dated 3/10/16, was prepared as a stand-alone document and is not included with this report.

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Timber (AASHTO SSHB Table 13.5.1A)– Douglas Fir #1 for stringers and Douglas Fir Select Structural for all other timber (WSDOT BDM 13.2.14 – “Unless the species and grade is known, assume Douglas Fir. Use select structural for members installed prior to 1955 and No. 1 after 1955. The allowable stresses for beams and stringers shall be as listed in the AASHTO Specifications.”)

a. Allowable bending stress in timber stringers, Fb = 1,350 psi b. Allowable bending stress in timber posts and caps, Fb = 1,200 psi c. Allowable shear stress in all members, Fv = 85 psi d. Allowable compression parallel to grain in timber posts, Fc = 1,000 psi e. Allowable compression perpendicular to grain in timber posts and caps, Fpc = 625

psi f. Wet Service Factors, CM = 1.0 for shear and bending, 0.91 for compression, 0.67 for

bearing g. Load Duration Factors, CD = 1.15 for all loadings except compression perpendicular

to grain, for which a value of 1.0 was used h. Shear Stress Factor, CH = 1.0 for timber stringers (conservative assumption to

account for uncertainty in aging wood structure and difficult inspection access) i. Allowable stress values are to be modified by additional modification factors such as

size factor and beam stability factor, see load rating Structural Steels (AASHTO MBE 6A.6.2.1)– ”The minimum mechanical properties of structural steel…may be assumed based on the year of construction of the bridge when the specification and grade of steel are unknown.”

a. Structural steel yield strength, Fy = 36 ksi (steel built after 1963, AASHTO MBE 6A.6.2.1)

b. Condition factor, c = 1.00 (Structural condition good or satisfactory, AASHTO MBE 6A.4.2.3-1)

c. System factor for flexure and axial effects, s = 0.90 (Riveted members in two-girder bridges, AASHTO MBE 6A.4.2.4-1)

Results and Recommendations Based upon the results of the load rating and observations made during inspection, we recommend repairing or replacing certain bridge components in order to utilize the bridge for maintenance vehicle and pedestrian access. We are recommending repair or replacement when:

Any member has a rating factor (RF) less than one; The member has defects or deterioration to an extent that we believe will limit its remaining

lifespan, even if the member currently has sufficient load carrying capacity. The overall level of repair for the bridge will depend on which maintenance vehicles will be allowed to use the bridge, the desired lifespan of the structure, and the desired decking type and width..

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A - 9 ) P r e l

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ng approxima

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ith either a coor any of the paced to prov

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R e p o r t

with three diff

SHTO HS20

ds.

ate lifespans –

these differed costs.

oncrete or asthree vehicle

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b u r t o n T

Figu

crete DeckinCounty is conng could eithecommend ptive and we apreliminary dld be designessible. We prls on top of tture on the tors using conc

halt Wearingsphalt wearince beneath fo

be achieved waced between cost effectiv

ber Stringersstringers are 9bserved som

west side of thficant decay. gers. Lookinggers were rep

he new deckitogether as i

ger and deck red per span

r e s t l e ( B

ure 3: Example

ng Wearing nsidering bother consist oprecast panelsalso recognizdesign drawined to minimizropose to remthe timber strops of the strcrete inserts o

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with precast cn the asphalt ve and are ind

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me type of defhe structure (This is likely

g north, the splaced when t

ing configurais currently thdesign whenwill vary dep

B r i d g e S A

e of steel rail sim

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ngs and cost ze the gap bemove all of thringers and sringers and gon the under

also feasible placement a

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dicating this

e by 17 inchefect in appro(Stringer A) ry due to highestringers are cthe most rece

ation, we prohe case. This

n consideringpending deck

A - 9 ) P r e l

milar to rail on o

decking and anels or a cast-n-place as were common testimates ref

etween adjacehe existing crsteel girders, girders. The prside of the p

for this strucand to providreated timber

porting surfacin our prelim

es deep and voximately 30 represented ter exposure tcalled out A ent bridge re

opose to evens will allow eag AASHTO tk width and w

l i m i n a r y

other King Co. R

asphalt as we-in-place dece believe the throughout tflect a precasent panels toross-ties, railseparated byplanks can beplank so they

cture. The asde the structur crossties. Wce below. We

minary design

vary between% of the strithe vast majoto sunlight ththrough F fr

econstruction

nly spread ouasier access atruck loadingwhich vehicle

D e s i g n R

Regional Trail c

earing surfacck with stay inprecast panethe County Rst panel systeo produce as ls, and walkwy a rubber she attached to

y are not visib

sphalt would ure componeWaterproofine believe trean drawings an

n eight per spingers. The oority of the shey receive crom left to rin was done, a

ut the stringeand result in gs. The numbe group they

R e p o r t

crossings

e options. Con place formels will be moRegional Traiem. The panesmooth of a

ways and placheet to minimo the stringerble.

require a conent of the decng membraneated timber wnd estimate.

pan and six poutside stringtringers with

compared to ight. We susparound 1944.

ers versus grothe most eff

ber of stringey are designed

9

oncrete mwork. ore cost il System. els a surface ce the

mize rs and

ntinuous ck. This e should will be

per span. gers on h the other pect the .

ouping ficient ers d for. If

W i l

all strbeam

Vehic

Table

ReplOur rinspeminimfound In ordstringcycle appealimitelevel includan ad Our lratingdeteriusingthe lo

b u r t o n T

ringers are rems. This is sum

cle Group #

1

2

3

1: Proposed nu

acement Rereplacement ction, the loa

mum for all rd during insp

der to re-usegers are approto stringers

ared to be in ed basis. For of deterioratde existing st

dvanced level

load rating ang factors for ioration or w

g existing strinoad rating ma

Fig

r e s t l e ( B

placed, glu-lammarized in

Vehic

Truck + Tra75,000 Lb. E

AASHTO

Loaded 1dumpt

AASHTOAASHTO Pe

Loadumber of stringe

ecommendarecommendaad rating anarehabilitationpection.

e existing strinoximately 71so they have suitable conthe purpose

tion after 25 ytringers in anof deteriora

nalysis took ieach vehicle

worse had ratingers for Vehay be unsatisf

gure 4: Existing

B r i d g e S A

aminated striTable 1.

les

iler with xcavator, HS20

0‐yard ruck

O H10, edestrian d ers per span bas

ations ations are ba

alysis, and estn options, we

ngers, it is ne years old. Kexceeded th

ndition even aof estimatinyears, an adv

ny of the optition after 50

into account group. For Ving factors lehicle Group factory. For

g stringer layou

A - 9 ) P r e l

ingers could

Deck Width

MSaw

14

12

14

12

14

12

sed on vehicle g

sed on the cotimated remae proposed to

ecessary to esKing County this by over 20after 71 years

ng the lifespanvanced level oions with a 5years.

these estimaVehicle Grouess than 1.0. 1, or even usthis reason, w

t

l i m i n a r y

be used to re

Minimum No. wn Stringers p

NA

NA

7

6

6

6

group and deck

ondition of taining lifespao replace all s

stimate their typically assig0 years. Hows and we belin of existing of deteriorati

50-year lifesp

ated amountsup 1, stringerFor this reassing new soliwe are propo

Figure

D e s i g n R

educe the ov

of Solid per Span L

width

the stringers an of existingstringers with

r remaining ligns a 40-50 y

wever, numeroieve they canstringers, we

ion after 35 yan. For a new

s of deteriorars with a modson, we do noid-sawn strinosing glu-lam

5: Proposed str

R e p o r t

verall number

Minimum NoLam Stringers

6

5

5

4

4

4

observed dug stringers. Ah an observe

ifespan. The year replacemous stringers

n be re-used oe assigned a myears. We didw stringer, w

ation for detederate level oot recommen

ngers since atminated string

ringer layout

10

r of

o. of Glu‐s per Span

uring our t a d defect

existing ment s on a moderate d not

we assume

ermining of nd re-t 25 years gers for


Vehicle Group 1. Glu-laminated stringers have higher allowable stresses and can therefore be considered to have higher structural capacity at the same age as solid sawn timber assuming the same level of deterioration. For Vehicle Groups 2 and 3, stringers with an advanced level of deterioration had rating factors just above 1.0, and less than 1.0 for severe level of deterioration. Therefore, for Vehicle Groups 2 and 3, we believe existing stringers may be used up to the 35 year design life. For a 50-year design lifespan, remove and replace all stringers. Based on the above discussion, our stringer replacement recommendations are summarized as follows:

Vehicle Group 1 - Remove and replace all stringers for all design lifespans. Replace with glu-laminated stringers.

Vehicle Groups 2 and 3 – Replacement recommendations are based on anticipated lifespan as follows:

o 25- and 35-year design life: Replace all stringers with an observed defect. Existing stringers with no observed defect may be re-used. However, during construction each of these stringers will be inspected to ensure suitability for re-use. Assume that this inspection results in an additional 33% of the existing stringers requiring replacement.

o 50-year lifespan: Remove and replace all stringers with glu-laminated stringers. High Level Caps The high level caps typically consist of two 8-inch wide by 15-inch deep members placed side by side. This configuration was likely used to provide increased bearing width for the piles at the top since the pile diameters here are greater than 12 inches. Cap beams are critical for equal load distribution amongst piles. Replacement Recommendations Numerous caps are being recommended for replacement due to observed levels of deterioration. Cap beams with deterioration are prone to crushing on the tops at the stringer locations or bulging along the sides due to internal decay. These conditions are typically observed at the advanced deterioration level and will likely affect the load rating of the bridge. Cap beams with minor to no decay are less sensitive to the load rating than the stringers since their spans between piles are short and the caps act primarily in bearing. Therefore, replacement recommendations are based primarily on inspection observations and estimated lifespans and less upon which vehicle group is applied. For the 50-year lifespan, we recommend replacing all of the high-level caps. We estimate that caps in good condition will be suitable for up to 35 years. For the 35-year lifespan, we recommend replacing all of the caps with an observed defect plus 50% of the remaining existing caps considered to be in

Photo 1: Stringer group and high level cap

W i l

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Posts and above-ground piles were analyzed for compression parallel to grain and end bearing. The area of decay was deducted from the load bearing area when calculating capacity. The maximum unbraced length of the post or pile was taken as the distance from the cap to the mid-height brace, approximately 10-15 feet. Looking northwest, the posts are labeled A, B, C, D,… from left to right. In our analysis, we distributed loads equally to each post. In our experience, it is infrequent that these members load rate below 1.0 for compression, except for cases where post have severe rot. The redundant nature of trestles and the compressive strength of timber typically result in adequate load carrying capacity. We analyzed individual posts and piles as well as trestle bents as conglomerate units, where appropriate. When considered as a unit, the total compressive area of the bent, less any decayed area in the piles at that bent, is compared against the total dead and live load. This approach is intended to capture load transfer from decayed piles to adjacent piles. When considered as a unit, all trestle bents have RF’s > 1.0 for all vehicles. When analyzing individual posts and piles, the tributary dead and live loads are applied to the member and compared against the compressive capacity, considering decay. This approach resulted in four piles with RF’s less than 1.0 – Bent 18 Pile 6F, Bent 25 Pile 6A, Bent 30 Pile 6A, and Bent 47 Pile 6B. Replacement Recommendations Only piles or posts with severe decay load rated less than 1.0, so the majority of replacement recommendations are based on estimating the remaining usable lifespan of the member. King County typically assigns a lifespan for piles of 60-72 years, so the existing bridge members are at the upper end of this range. However, many of the posts still appear in suitable condition for continued use. The number of existing members to be replaced depends on existing condition and desired lifespan. Our recommendations are based on estimating how long an existing member will remain in suitable condition before becoming severely deteriorated, and therefore no longer structurally sufficient. Our post and pile replacement recommendations are summarized as follows:

Up to 50-year lifespan – Replace posts with moderate deterioration or worse, as well as members with advanced checks and splits or worse as these can be conduits for water intrusion into member.

Up to 35-year lifespan – Replace posts with moderate, advanced, and severe deterioration. Up to 25-year lifespan – Replace all posts with severe or advanced deterioration.

Mid- and Low- Level Caps Mid- and low-level caps consist of 12”x12” members at Bents 35-47 and 52-60. The posts are sufficiently aligned above one another so that minimal to no shear or bending moments are produced. Based on our inspection and analysis, we recommend replacing several caps due to observed deterioration and in some cases, crushing beneath a portion of the post. While bearing


capacity appears to be sufficient, replacement should be done to meet the desired lifespan of the bridge. Our repair recommendations are based on the following:

Up to 50-year lifespan – Replace caps with moderate deterioration or worse, partially replace cap where end grain rot is observed, where significant checking was observed, and fully replace when a cap is crushing beneath the post;

Up to 35-year lifespan – Replace caps with moderate deterioration or worse, partially replace cap where end grain rot is observed, and fully replace when a cap is crushing beneath the post;.

Up to 25-year lifespan – Replace caps with advanced deterioration or worse, partially replace cap where end grain rot is observed, and fully replaced where the cap is crushing beneath a post.

Foundation Piles Foundation piles are the pile portion extending up from the ground to the lowest cap or main horizontal brace. Pile diameters at the ground level were primarily in the 12-inch range. Several bents had submerged foundation piles at the time of our inspection. We checked the piles at the water surface elevation and just below, and up to the low cap.

We observed moderate or advanced deterioration in several piles at Bents 9 - 12, 14, 15, 17, 22, 25, 28, 30, 31, 32, 33, 38, 42, 43, and 60. Even with this rot, our analysis indicates that the piles have sufficient capacity for all vehicle groups. However, we recommend replacing these piles, or a portion of them, to achieve desired remaining lifespan. Our basis for replacement is similar to that of posts and above-ground piles as described above. Our visual observations during inspection did not reveal any existing scour around the piles at Bent 41

within Richards Creek. It is unclear whether the creek channel has migrated horizontally during the lifespan of the bridge and how long the piles have been exposed to the stream. This will be an item for future monitoring. Lateral Bracing Lateral bracing members are critical to provide bracing for the posts and load distribution from lateral loads. These members were typically 3”x9” for the lateral bracing members and 4”x10” or 6”x 10” for the longitudinal bracing members. Our load rating assumes that all braces are connected and capable of providing lateral restraint to the posts. We sounded each bracing member to check for internal decay where accessible and visually inspected each member. We paid particular attention to the end condition of the brace to check for end grain rot or end splitting.

Photo 2: Foundation piles (partially submerged)


We observed numerous members with end grain rot or split ends and recommend replacing the entire length of brace with this condition. Braces with split ends were prevalent especially at Bents 35-47 and 52-60. These timbers were originally treated with Wolman salts as opposed to creosote like the other timbers. Steel Girders The steel girders are structurally sufficient but we are recommending repainting to extend their lifespan by preventing future corrosion from taking place. The existing paint system is about 44 years old and beginning to show areas of paint failure. Repainting requires full containment, cleaning/preparation, painting, and testing/disposal of containment waste. Approximately 25% of the paint surface has failed and specifically about 15% is in distress. Because of the scale of partial removal compared to full removal, the presence of lead paint, and the containment measures necessary over the roadway, the costs for partial removal and full removal are probably very similar and the partial removal option is not a significant benefit. Additionally lead paint would remain as part of the paint system. Therefore we recommend full removal and repainting.

Rehabilitation Cost and Constructability Rehabilitation Cost Summary The table below summarizes the estimated construction cost for the various vehicle groups, lifespans, and decking types. The cost tabulations are included in Appendix A – Cost Estimates and Preliminary Details.

Ve hic le Gro up

Ve hic le Us e

Es t im a te d Life S pa n

14 ' C o nc re te

D e c k

12 ' C o nc re te

D e c k

14 ' A s pha lt D e c k

12 ' A s pha lt D e c k

Up to 25 years

$ 5,511,138 $ 5,156,525 $ 4,946,700 $ 4,672,800

Up to 35 years

$ 7,394,475 $ 7,039,863 $ 6,830,038 $ 6,556,138

Up to 50 years

$ 9,293,900 $ 8,939,288 $ 8,729,463 $ 8,455,563

Up to 25 years

$ 5,059,175 $ 4,723,813 $ 4,494,738 $ 4,240,088

Up to 35 years

$ 6,942,513 $ 6,607,150 $ 6,378,075 $ 6,123,425

Up to 50 years

$ 9,140,450 $ 8,785,838 $ 8,576,013 $ 8,302,113

Up to 25 years

$ 5,059,175 $ 4,723,813 $ 4,494,738 $ 4,240,088

Up to 35 years

$ 6,942,513 $ 6,607,150 $ 6,378,075 $ 6,123,425

Up to 50 years

$ 9,140,450 $ 8,785,838 $ 8,576,013 $ 8,302,113

1

2

3

AASHTO H10, AASHTO

P edes trian Lo ad

Lo aded 10-yard

dumptruck

Truck + Tra ile r with 75,000 Lb.

Excava to r, AASHTO

HS20

Construction costs to replace and repair members will likely be influenced more by labor and equipment than by material costs. Labor and equipment costs will be higher than what would be


seen for most bridge rehabilitation work due to the difficult access and time-consuming nature of this work. Members located at mid-height or lower on the trestle will require considerably more time and effort to access and to install temporary shoring and bracing than members located at or near the deck level. We are currently working with King County on the Tokul Creek Trestle Rehabilitation project and recently went to bid on a trail project with City of Redmond involving a trestle rehabilitation over the Sammamish River. We have taken unit costs and construction approaches from those projects and applied them to Wilburton Trestle. Equipment and Access Ideally the contractor will have access along the side of the bridge to set up a crane. This will be the most efficient approach from a constructability standpoint. However, this may not be feasible due to the impact to sensitive areas or due to ground slopes, existing features, etc. If that approach is not feasible, a truck-mounted crane or a carry deck crane with a capacity of 3-4 tons could be placed on the deck to remove, set, or deliver the majority of the materials. The crane can sit on a temporary platform on top of the stringers (see photo below). Work could progress from one end of the bridge so that the crane is always setting up on a refurbished bent with appropriately spaced stringers.

Other equipment that will be employed will likely be man buckets that can be raised or lowered for worker access as well as adjustable shore posts for cap, post, and pile repair. Since the bridge crosses a slough and sensitive natural area, it should be confirmed during final design whether the contractor can gain access alongside of the bridge with equipment. This will have an impact on the construction cost. Our cost estimates are based on access primarily from the deck.

Concrete Deck, Stringers, and High Level Cap Replacement This work will be fairly straightforward due to ease of access from the deck. If concrete planks are proposed, the weight of the plank versus capacity of the crane will need to be verified. This work will involve removing and replacing concrete planks, or timbers and asphalt, rails, stringers, and high level caps as well as disassembling and reassembling lateral braces. Equipment and personnel will access this work from the bridge deck. Each stringer to be replaced is roughly 15.5 feet long and is supported by two trestle bents. The high level caps will be replaced concurrently with the stringers and it is also likely that the contractor will elect to perform all the work on one bent at a time. If this is done, some disassembly and re-assembly time for the stringers and decking will be shared with the repairs on the lower portions of the bent. Posts Our costs assume that deteriorated posts will be fully replaced. Installing a splice appears to present a slight cost savings, but we believe the value of having a new post outweighs the cost savings. Work access and shoring installation represent the bulk of the cost for post repair. Disassembling and re-

Photo 3: Work access from deck (Tokul Creek Trestle)


assembling lateral bracing will require additional time. Based on our experience, the contractor will prefer to shore off of the ground or if that is not possible they may shore off of the cap level below. Shoring is necessary to release the load off of the member to be replaced. Mid- Level Caps We anticipate that access to these members will be similar to that of the posts with material, personnel, and tools being lowered from the deck level. We recommend fully replacing the caps rather than partial replacement due to significant deterioration along their length. Each post will have to be temporarily supported during cap replacement, and therefore the shoring system will be more expensive and time consuming than for posts. Friction collars will likely be employed for this temporary support where numerous posts need to be lifted off of the cap for replacement. Piles Pile repair will consist of removing only the length of exposed decayed pile above ground and splicing on a new section. We are not proposing to drive any new piles. The cap beam, along with posts above, that bears on the pile will need to be temporarily shored. This work may have to be done in wet conditions and it should be anticipated that small cofferdams will be installed around the piles to dewater to ground level. Lateral Bracing Replacing lateral braces will require disassembly of the existing brace and lowering new material from the deck. The braces will be lighter and easier to handle than the posts or mid-level caps. Lateral bracing members could be accessed from either the deck or the ground, depending on where the braces are located. We anticipate minimal temporary shoring, if any when replacing lateral braces. The construction documents should include a construction sequence and approach information that clearly defines the limitations that the contractor must follow. This should include, at a minimum, maximum construction loads on the deck, sequencing requirements, and the submittal requirements for a demolition and construction plan to be prepared by the contractor’s engineer.

Additional Member Replacement Our cost estimate includes a line item for an extra 10% of the proposed timber quantities. During construction of the trestle repair, each member that is detached and re-installed, or exposed during detachment of adjacent members, should be inspected by a qualified inspector to check for decay or deterioration not previously found. Given the age of the bridge and number of bridge components, it is possible that members in addition to those specified in the contract quantities, will need to be replaced. The contractor can be compensated for this work in a number of ways – per unit price if the quantity does not exceed 25% of original contract quantity (in the case of a WSDOT contract) , by negotiated unit price, by force account, or by having the contractor purchase additional materials at the beginning of the work. Larger treated timber material typically has a long lead time. We recommend including in the contract extra material for the contractor to furnish and have on hand. Having this on hand will


avoid delays in construction if additional material needs to be ordered. The contract should have language that defines how the contractor will be paid if this material is then installed due to unforeseen condition.

Continued Monitoring and Maintenance Due to the nature of timber structures exposed to the environment, decay will continue to occur regardless of the level of rehabilitation done. Inspection of both newly installed members and existing members should continue to occur at regular intervals established by King County, and maintenance performed as necessary.

Full Bridge Replacement Full replacement of the bridge was not part of the scope of work nor was it discussed with the King County. Wilburton Trestle is a historic structure and preservation is the preferred option. If the County desires, a comparison of the lifespan of a new bridge, which is on the order of 75 years, and its associated cost could be done against the lifespan of the selected repair alternative and its associated cost.

Appendices The following appendices are included as part of this report: Appendix A - Cost estimate tabulations and the repair schedules per bridge component. - Concept-level typical deck sections and trestle bent elevations with repairs of various

substructure components. Appendix B - As-built drawings of the bridge. Appendix C - Load rating calculations.

Appendix A – Cost Estimates

Alternatives Matrix Wilbutron Trestle Rehabilitation Cost Estimate

Bridge # SA‐93/10/16 King County Department of Natural Resources and Parks

The following are the alternativs we considered:

Vehicle Groups

Group 1Truck + Trailer with 75,000

Lb. Excavator, AASHTO

Group 2Loaded 10‐yard

dumptruck

Group 3AASHTO H10, AASHTO

Pedestrian Load

Lifespan Options

Up to 25 years

Up to 35 years

Up to 50 years

Deck Type Options

Concrete deck

Asphalt wearing surface

Deck Width Options

12 feet

14 feet

STRUCTURE COST ITEMS ‐ ALL VEHICLES

Vehicle Group Vehicle Use Estimated Life Span 14' Concrete Deck 12' Concrete Deck 14' Asphalt Deck 12' Asphalt Deck

Up to 25 years 5,511,138$ 5,156,525$ 4,946,700$ 4,672,800$

1 Up to 35 years 7,394,475$ 7,039,863$ 6,830,038$ 6,556,138$

Up to 50 years 9,293,900$ 8,939,288$ 8,729,463$ 8,455,563$

Up to 25 years 5,059,175$ 4,723,813$ 4,494,738$ 4,240,088$

2 Up to 35 years 6,942,513$ 6,607,150$ 6,378,075$ 6,123,425$

Up to 50 years 9,140,450$ 8,785,838$ 8,576,013$ 8,302,113$

Up to 25 years 5,059,175$ 4,723,813$ 4,494,738$ 4,240,088$

3 Up to 35 years 6,942,513$ 6,607,150$ 6,378,075$ 6,123,425$

Up to 50 years 9,140,450$ 8,785,838$ 8,576,013$ 8,302,113$

Truck + Trailer with 75,000

Lb. Excavator, AASHTO

HS20

Loaded 10‐yard

dumptruck

AASHTO H10, AASHTO

Pedestrian Load

Estimated Construction Cost

K:\project\32400\32499A\Structures\Cost Estimate\Final\RepairSummary&Costs_Final.xlsx 3/10/2016

A-1

Rep

air Cost Estim

ate Tabulation

Wilb

utron Trestle Rehab

ilitation Cost Estim

ate

Bridge

# SA‐9

3/10/16

King County Departm

ent of Natural R

esources an

d Parks

STRUCTU

RE COST ITEM

S ‐ ALL VEH

ICLES

Item

Unit

Quantity

Unit Cost

Total

Quantity

Unit Cost

Total

Quantity

Unit Cost

Total

TESC

LS1

45,000

$

45,000

$

155,000

$

55,000

$

165,000

$

65,000

$

SPCC

LS1

5,000

$

5,000

$

15,000

$

5,000

$

15,000

$

5,000

$

Construction Survey

LS1

8,000

$

8,000

$

110,000

$

10,000

$

112,000

$

12,000

$

Restoration

LS1

6,000

$

6,000

$

18,000

$

8,000

$

110,000

$

10,000

$

Bridge Railing

LF1950

135

$

263,300

$

1950

135

$

263,300

$

1950

135

$

263,300

$

High Level Cap

Rep

lacemen

tEA

33

5,000

$

165,000

$

48

5,000

$

237,500

$

62

5,000

$

310,000

$

Mid and Low‐Level Cap

Rep

lacemen

tEA

21.5

20,000

$

430,000

$

24.5

20,000

$

490,000

$

46

20,000

$

910,000

$

Square Post Rep

lacemen

tEA

914,000

$

126,000

$

19

14,000

$

266,000

$

40

14,000

$

560,000

$

Above Ground Pile Rep

lacemen

t and Splice

EA28

10,000

$

280,000

$

76

10,000

$

760,000

$

103

10,000

$

1,030,000

$

Foundation Pile Rep

lacemen

tEA

420,000

$

80,000

$

14

20,000

$

280,000

$

17

20,000

$

340,000

$

3x10 Lateral Bracing

LF2179

55

$

119,900

$

4340

55

$

238,700

$

5132

55

$

282,300

$

6x10 Longitudinal Bracing

LF2819

75

$

211,500

$

3643

75

$

273,300

$

4072

75

$

305,400

$

6x12 Cross Bracing at Cap

Levels

LF1370

80

$

109,600

$

2536

80

$

202,900

$

3010

80

$

240,800

$

Steel G

irder Painting

LS1

250,000

$

250,000

$

1250,000

$

250,000

$

1250,000

$

250,000

$

Extra Material O

n Hand and Installation (10%)

LS1

152,200

$

152,200

$

1274,840

$

274,900

$

1397,850

$

397,900

$

Treated Tim

ber Disposal (Excl. Stringers)

TON

169

200

$

33,800

$

202

200

$

40,400

$

273

200

$

54,700

$

SUBTO

TAL

2,285,300

$

3,655,000

$

5,036,400

$

DEC

KING COSTS ‐ ALL VEH

ICLES

Item

Unit

Quantity

Unit Cost

Total

Quantity

Unit Cost

Total

Quantity

Unit Cost

Total

Concrete Deck (12' W

ide Trail)

SF11700

75

$

877,500

$

11700

75

$

877,500

$

11700

75

$

877,500

$

Asphalt Deck (12' W

ide Trail)

SF11700

45

$

525,700

$

11700

45

$

525,700

$

11700

45

$

525,700

$

Concrete Deck (14' W

ide Trail)

SF13650

75

$

1,023,800

$

13650

75

$

1,023,800

$

13650

75

$

1,023,800

$

Asphalt Deck (14' W

ide Trail)

SF13650

45

$

613,300

$

13650

45

$

613,300

$

13650

45

$

613,300

$

STRINGER

COSTS ‐ GROUP 1 VEH

ICLES

(Glu‐lam

Stringers)

(Glu‐lam

Stringers)

(Glu‐lam

Stringers)

Item

Unit

Quantity

Unit Cost

Total

Quantity

Unit Cost

Total

Quantity

Unit Cost

Total

Stringer Rep

lacemen

t (12' W

ide Trail)

LF4650

120

$

587,400

$

4650

120

$

587,400

$

4650

120

$

587,400

$

Strin

ger D

isposal

TON

147

200

$

29,400

$

147

200

$

29,400

$

147

200

$

29,400

$

Stringer Rep

lacemen

t (14' W

ide Trail)

LF5580

120

$

699,000

$

5580

120

$

699,000

$

5580

120

$

699,000

$

Strin

ger D

isposal

TON

147

200

$

29,400

$

147

200

$

29,400

$

147

200

$

29,400

$

Up to 50 years

Up to 25 years

Up to 35 years

Up to 25 years

Up to 35 years

Up to 50 years

Up to 25 years

Up to 35 years

Up to 50 years

K:\project\32400\32499A\Structures\Cost Estim

ate\Final\Rep

airSummary&

Costs_Final.xlsx

3/10/2016

A-2

Rep

air Cost Estim

ate Tabulation

Wilb

utron Trestle Rehab


ate

Bridge

# SA‐9

3/10/16

King County Departm

ent of Natural R

esources an

d Parks

STRINGER


ICLES

(Re‐use Existing plus New

Solid

Saw

n Stringers)


Solid

Saw

n Stringers)

(Glu‐lam

Stringers)

Item

Unit

Quantity

Unit Cost

Total

Quantity

Unit Cost

Total

Quantity

Unit Cost

Total

Stringer Rep

lacemen

t (12' W

ide Trail)

LF2454

105

$

272,700

$

2454

105

$

272,700

$

3720

120

$

475,800

$

Strin

ger D

isposal

TON

75200

$

15,000

$

75200

$

15,000

$

147

200

$

29,400

$

Stringer Rep

lacemen

t (14' W

ide Trail)

LF3384

105

$

370,300

$

3384

105

$

370,300

$

4,650.00

120

$

587,400

$

Strin

ger D

isposal

TON

75200

$

15,000

$

75200

$

15,000

$

146.74

200

$

29,400

$

STRINGER


ICLES


Solid

Saw

n Stringers)


Solid

Saw

n Stringers)

(Glu‐lam

Stringers)

Item

Unit

Quantity

Unit Cost

Total

Quantity

Unit Cost

Total

Quantity

Unit Cost

Total

Stringer Rep

lacemen

t (12 foot trail)

LF2454

105

$

272,700

$

2454

105

$

272,700

$

3720

120

$

475,800

$

Strin

ger D

isposal

TON

75200

$

15,000

$

75200

$

15,000

$

147

200

$

29,400

$

Stringer Rep

lacemen

t (14 foot trail)

LF3384

105

$

370,300

$

3384

105

$

370,300

$

4,650.00

120

$

587,400

$

Strin

ger D

isposal

TON

75200

$

15,000

$

75200

$

15,000

$

147

200

$

29,400

$

TOTA

L CONSTRUCTION COST PER

VEH

ICLE GROUP AND DEC

KING OPTION

Addition Project Costs Include:

Mobilization

10%

Contingency

25%

Lifespan

14' W

ide Trail ‐

Concrete

12' W

ide Trail ‐

Concrete

14' W

ide Trail ‐

Asphalt

12' W

ide Trail ‐

Asphalt

Up to 25 years

5,511,138

$

5,156,525

$

4,946,700

$

4,672,800

$

Up to 35 years

7,394,475

$

7,039,863

$

6,830,038

$

6,556,138

$

Up to 50 years

9,293,900

$

8,939,288

$

8,729,463

$

8,455,563

$

Up to 25 years

5,059,175

$

4,723,813

$

4,494,738

$

4,240,088

$

Up to 35 years

6,942,513

$

6,607,150

$

6,378,075

$

6,123,425

$

Up to 50 years

9,140,450

$

8,785,838

$

8,576,013

$

8,302,113

$

Up to 25 years

5,059,175

$

4,723,813

$

4,494,738

$

4,240,088

$

Up to 35 years

6,942,513

$

6,607,150

$

6,378,075

$

6,123,425

$

Up to 50 years

9,140,450

$

8,785,838

$

8,576,013

$

8,302,113

$

Construction Cost Notes:

Costs are in Spring 2016 dollars

Costs do not include any utility relocations

Costs do not include final engineering or construction administration

Up to 25 years

Group 1 Veh

icles

Group 2 Veh

icles

Group 3 Veh

icles

Up to 35 years

Up to 50 years

Up to 25 years

Up to 35 years

Up to 50 years


ate\Final\Rep

airSummary&

Costs_Final.xlsx

3/10/2016

A-3

Stringer Rep

air Summary and Unit Cost

Wilbutron Trestle Rehab


ate

Bridge

# SA‐9

3/10/16

King County Departm

ent of Natural R

esources an

d Parks

Assumptions:

Rep

lace all stringers with observed

defect for all cases.

Reconfigure stringer layout.

For Veh

icle Group 1, rem

ove and rep

lace all stringers for all design lifespan

s. Rep

lace with Glu‐lam

beams.

For a 50‐year lifespan

, rem

ove and rep

lace all stringers for all veh

icle groups.

For Veh

icle Groups 2 and 3 and lifespan

up to 35 years, re‐use existing stringers with no defect but assume 33% additional stringers need rep

lacing as determined

during construction.

Lifespan

of new

stringer

50

years

Rem

aining lifespan

of existing stringer with no observed

defect

25

years

Input:

Total number of stringers

396

Total number of stringer span

s60

Number of stringers with defect observed

106

Num

ber o

f stringers with

severe deterioratio

n ob

served

13

Num

ber o

f stringers with

advan

ced deterio

ratio

n ob

served

7

Num

ber o

f stringers with

mod

erate deterio

ratio

n ob

served

30

Num

ber o

f stringers with

minor deterioratio

n ob

served

24

Number of stringers with other form

of defect observed

32

Total number of au

xilary stringers

42

Required Stringer Configuration for Different Options

Veh

icle Group #

Veh

icles

Deck Width

Minim

um No. o

f Solid

Sawn Stringers

Minim

um No. o

f Glu‐Lam

Stringers

14

76

12

65

14

75

12

64

14

65

12

54

1

Truck + Trailer with

75,000 Lb. Excavator,

AASH

TO HS20

2Load

ed 10‐yard

dumptruck

3AASH

TO H10, A

ASH

TO

Ped

estrian Load


ate\Final\RepairSummary&

Costs_Final.xlsx

3/10/2016

A-4

Stringer Rep




ate

Bridge

# SA‐9

3/10/16

King County Departm

ent of Natural R

esources an

d Parks

Removal and Replacement Quan

tities for Different Options

Veh

icle Group #

Veh

icles

Lifespan

No. o

f Existing Stringers to

be Rem

oved

No. o

f New

Stringers to be

Installed

No. o

f Existing Stringers to

be Rem

oved

No. o

f New

Stringers to be

Installed

Up to 25 years

396

360

396

300

Up to 35 years

396

360

396

300

Up to 50 years

396

360

396

300

Up to 25 years

202

218

202

158

Up to 35 years

202

218

202

158

Up to 50 years

396

300

396

240

Up to 25 years

202

218

202

158

Up to 35 years

202

218

202

158

Up to 50 years

396

300

396

240

12 foot wide deck

Rep

lace all stringers

Rep

lace stringers with observed

defect plus 33% of remaining

Rep

lace only stringers with observed

defect + 33% rem

aining stringers

Rep

lace all stringers

Rep

lace stringers with observed

defect plus 33% of remaining

Rep

lace only stringers with observed

defect + 33% rem

aining stringers

Rep

lace all stringers

14 foot wide deck

Rep

lace all stringers

Rep

lace all stringers

Recommen

dation

3AASH

TO H10, A

ASH

TO

Ped

estrian Load

1



AASH

TO HS20

2Load

ed 10‐yard

dumptruck



Costs_Final.xlsx

3/10/2016

A-5

Stringer Rep




ate

Bridge

# SA‐9

3/10/16

King County Departm

ent of Natural R

esources an

d Parks

Veh

icle Group #

Veh

icles

Lifespan

Disposal Q

uan

tity (TO

N)

Stringer Quan

tity (LF)

Disposal Q

uan

tity (TO

N)

Stringer Quan

tity (LF)

Up to 25 years

147

5580

147

4650

Up to 35 years

147

5580

147

4650

Up to 50 years

147

5580

147

4650

Up to 25 years

75

3384

75

2454

Up to 35 years

75

3384

75

2454

Up to 50 years

147

4650

147

3720

Up to 25 years

75

3384

75

2454

Up to 35 years

75

3384

75

2454

Up to 50 years

147

4650

147

3720

Unit Costs

Disposal of Creosote Treated

Timber

TON

200.00

$

Unit costs from Tokul Creek Trestle Bid Tab

as a guide

Solid

Saw

n Stringer

LF105.00

$

Glu‐Lam

Stringer Stringer

LF120.00

$

1 2 3



AASH

TO HS20

Load

ed 10‐yard

dumptruck

AASH

TO H10, A

ASH

TO

Ped

estrian Load

14 foot wide deck

12 foot wide deck

Use

Tokul Creek Trestle bid tab

as a guide but reduce unit price since Tokul unit prices included

removal of existing concrete planks.



Costs_Final.xlsx

3/10/2016

A-6

Post and Pile Repair Summary and Unit Cost Wilbutron Trestle Rehabilitation Cost Estimate

Bridge # SA‐9

3/10/16 King County Department of Natural Resources and Parks

Assumptions and Approach:

Replace full length of square posts (no mid‐height splices)

Replace full pile section between cap, splice at cap

Key (from field observations):LR ‐ Light RotMR ‐ Moderate RotAR ‐ Advanced RotSR ‐ Severe RotAC ‐ Advanced CheckingSC ‐ Severe Checking

For 25 year lifespan, replace posts and piles with advanced or severe rot (AR, SR)For 35 year lifespan, replace posts and piles with severe rot, advanced rot, and moderate rot (SR, AR, MR)For 50 year lifespan, replace posts with severe rot, severe checking, advanced rot, advanced checking, and moderate rot(SR, SC, AR, AC, MR)

Bent Pile # LevelInspection

ObservationStart End

Square /

RoundFdn. Pile?

Above Ground

Post or PileFdn. Pile

Above Ground


Above Ground


3 B‐1 1 MR 0 3 round 1 1

3 C‐1 1 MR 0 3 round 1 1

4 C‐1 1 MR 0 3 round 1 1

5 B‐1 1 LR 1 8 round6 A‐1 1 MR 2 7 round 1 1

7 B‐1 1 LR 2 3 round

7 B‐2 2 LR 0 2 round

8 A‐2 2 MR 0 2 round 1 1

9 B‐1 1 MR round 1 1

9 B‐3 3 MR 0 1 round 1 1 1 1 1

9 C‐3 3 LR round 1

9 F‐3 3 LR 0 2 round 1

10 A‐1 1 AR ‐2 10 round 1 1 1

10 B‐2 2 MR 0 6 round 1 1

10 E‐2 2 LR 2 5 round

10 A‐3 3 AR 0 5 round 1 1 1 1 1 1 1

10 B‐3 3 MR 0 2 round 1 1 1 1 1

10 F‐3 3 MR 0 3 round 1 1 1 1 1

11 A‐1 1 LR 2 5 round

11 E‐2 2 MR 3 6+ round 1 1

11 A‐3 3 LR 0 2 round 1

12 A‐1 1 MR 4 10+ round 1 1

12 G‐1 1 LR ‐1 10+ round

12 D‐2 2 MR 1 4 round 1 1

12 A‐3 3 MR 0 3 round 1 1 1 1 1

13 B‐1 1 MR 2 8+ round 1 1

13 F‐2 2 LR 1 4 round

14 A‐1 1 AR ‐2 10+ round 1 1 1

14 E‐1 1 LR ‐2 10+ round

14 E‐2 2 MR 4 10 round 1 1

14 F‐2 2 AR 0 10+ round 1 1 1

14 B‐3 3 BR ‐2 8 round

14 D‐4 4 LR round 1

15 A‐1 1 AR ‐2 8 round 1 1 1

15 D‐1 1 LR 2 10 round

15 F‐1 1 LR 2 5 round

15 A‐2 2 AR 0 10 round 1 1 1

15 D‐2 2 LR 0 10+ round

15 A‐2 2 AR 0 10+ round 1 1 1

15 D‐2 2 LR 0 10+ round

15 A‐3 3 LR ‐2 6 round

15 D‐3 3 AC 0 14 round 1

15 A‐4 4 LR 0 2 round 1

15 B‐4 4 LR 0 2 round 1

16 A‐1 1 LR 0 7 round

16 D‐1 1 MR ‐2 10+ round 1 1

16 D‐2 2 LR 0 10 round

16 F‐2 2 MR 4 8 round 1 1

16 D‐3 3 LR 4 6 round

16 E‐3 3 LR 0 15+ round

17 B‐1 1 AR 0 7+ round 1 1 1

17 E‐1 1 AC FH round 1

17 F‐1 1 AC 0 10 round 1

17 A‐2 2 LR 0 6 round

Replacement Schedule

50 Year 35 Year 25 Year


A-7


Bridge # SA‐9









Square /

RoundFdn. Pile?

Above Ground


Above Ground


Above Ground




17 B‐2 2 MR 0 6 round 1 1

17 D‐2 2 AC 0 10 round 1

17 E‐2 2 AC 0 10 round 1

17 F‐2 2 LR 4 10 round

17 A‐3 3 MR 0 5 round 1 1

17 D‐4 4 AC 0 4 round 1 1 1

18 F‐1 1 AR ‐1 10 round 1 1 1

18 A‐2 2 MR 0 6 round 1 1

18 F‐2 2 SR 0 10 round 1 1 1

18 A‐3 3 LR 0 2 round

18 F‐3 3 LR 2 4 round

19 C‐1 1 AC ‐15 10 round 1

19 F‐1 1 AR 0 7 round 1 1 1

19 B‐2 2 AC ‐4 10 round 1

19 F‐2 2 AR 2 10 round 1 1 1

20 A‐3 3 LR 0 2 round

21 A‐1 1 AR 8 10 round 1 1 1

21 B‐1 1 LR 6 10 round

21 D‐1 1 AC FH round 1

21 D‐2 2 SC ‐5 15 round 1

22 A‐1 1 MR ‐2 10 round 1 1

22 C‐1 1 AC ‐20 0 round 1

22 A‐2 2 AR 0 6 round 1 1 1

22 A‐3 3 MR 0 6 round 1 1

22 A‐4 4 AC 0 6 round 1 1 1

22 C‐4 4 MR 0 3 round 1 1 1 1 1

23 A‐1 1 LR ‐2 0 round

23 F‐1 1 MR ‐2 10 round 1 1

23 F‐2 2 LR 0 3 round

24 A‐1 1 MR ‐2 6 round 1 1

24 A‐2 2 AR 0 10 round 1 1 1

24 D‐2 2 SC FH round 1

24 A‐3 3 AR 0 6 round 1 1 1

24 B‐3 3 MR 0 3 round 1 1

24 D‐3 3 SC FH round 1

24 D‐4 4 SC FH round 1 1

25 B‐1 1 AR ‐15 0 round 1 1 1

25 F‐1 1 AR ‐1 10 round 1 1 1

25 B‐2 2 AR ‐2 8 round 1 1 1

25 C‐2 2 MR 3 6 round 1 1

25 D‐2 2 AC ‐5 10 round 1

25 E‐2 2 LR 0 9 round

25 A‐3 3 AR 0 20 round 1 1 1

25 A‐4 4 AR 0 10 round 1 1 1 1 1 1 1

26 A‐1 1 MR ‐2 0 round 1 1

26 A‐1 1 MR ‐1 10 round 1 1

26 B‐1 1 MR ‐1 10 round 1 1

26 A‐2 2 MR ‐1 10 round 1 1

26 B‐2 2 LR ‐1 10 round

26 B‐3 3 MR 0 8 round 1 1

26 D‐3 3 MR ‐2 0 round 1 1

27 D‐1 1 MR 0 12 round 1 1

27 A‐3 3 LR 2 4 round

28 C‐1 1 AC FH round 1


28 C‐2 2 SC ‐1 7 round 1


28 E‐3 3 AR 0 5 round 1 1 1

28 E‐4 4 AR 0 8 round 1 1 1

29 B‐1 1 MR 1 6 round 1 1

29 D‐1 1 AC ‐20 0 round 1

29 E‐1 1 MR 1 6 round 1 1

29 B‐2 2 AR ‐2 8 round 1 1 1

29 D‐2 2 AC ‐2 8 round 1

29 E‐2 2 AR ‐2 8 round 1 1 1

29 B‐3 3 MR 0 8 round 1 1

29 E‐3 3 MR 0 2 round 1 1

30 A‐1 1 LR ‐1 10 round

30 E‐1 1 AC FH round 1

30 F‐1 1 MR 2 8 round 1 1

30 A‐2 2 SR ‐1 10 round 1 1 1

30 F‐2 2 MR 0 6 round 1 1

30 A‐3 3 LR 0 6 round


A-8


Bridge # SA‐9









Square /

RoundFdn. Pile?

Above Ground


Above Ground


Above Ground




30 A‐4 4 MR 0 4 round 1 1 1 1 1

31 A‐4 4 MR 2 5 round 1 1 1 1 1

32 B‐1 1 LR 0 8 round

32 E‐2 2 MR ‐2 4 round 1 1

32 C‐3 3 AR 0 3 round 1 1 1

32 F‐3 3 LR 2 4 round

32 A‐4 4 MR 0 2 round 1 1 1 1 1

32 C‐4 4 AR 0 3 round 1 1 1 1 1 1 1

33 B‐4 4 MR 0 1 round 1 1 1 1 1

34 A‐1 1 MR ‐1 6 round 1 1


34 A‐2 2 MR 0 6 round 1 1

34 D‐3 3 LR 2 6 round

35 A‐1 1 SC FH Square 1

35 D‐3 3 AC 0 8 Square 1

35 A‐5 5 AC FH Square 1

37 C‐1 1 MR ‐1 8 Square 1 1

37 A‐4 4 MR Square 1 1

37 F‐5 5 LR


40 B‐1 1 AC ‐10 0 Square 1

40 B‐2 2 MR 0 2 Square 1 1

40 B‐2 2 MR 0 3 Square 1 1

41 A‐2 2 AC 0 1 Square 1

41 D‐3 3 AC 0 1.5 Square 1

42 A‐2 2 MR 0 2 Square 1 1

42 B‐3 3 AC FH Square 1

42 D‐3 3 AC Square 1

42 A‐5 5 AC FH Square 1 1 1

42 F1‐5 5 AR FH Square 1 1 1 1 1

43 A‐1 1 SC FH Square 1

43 C‐2 2 AC 0 3 Square 1


43 B‐5 5 AR 0 3 Square 1 1 1 1 1 1 1

44 F‐2 2 AC 0 1 Square 1

44 B‐3 3 MR 0 2 Square 1 1

45 C‐2 2 AC FH Square 1

46 C‐1 1 AC 0 2 Square 1

46 E‐1 1 AC FH Square 1


46 C‐3 3 S FH Square

47 B‐2 2 SR 0 3 Square 1 1 1

47 E‐2 2 SR 0 1 Square 1 1 1

52 B‐3 3 AR 0 1 Square 1 1 1

53 B‐1 1 AC FH Square 1

53 D‐1 1 LR 0 2 Square

54 A‐1 1 MR 0 ‐1 Square 1 1

54 B‐1 1 MR 0 6 Square 1 1

55 C‐1 1 AR 0 1 Square 1 1 1

57 A‐1 1 AR 0 1 Square 1 1 1

57 D‐2 2 AR 0 2 Square 1 1 1

58 D‐1 1 AR 8 10 Square 1 1 1

59 D‐1 1 AC FH Square 1

60 C‐1 1 AC FH Square 1

60 D‐1 1 MR 0 4 Square 1 1

60 E‐3 3 MR FH Square 1 1 1 1

Total # Above Ground Piles at Bents 1 ‐ 35 103 76 28

Total # Square Posts Bents 36 ‐ 61 40 19 9

Total # Fdn Piles Into Ground Bents 17 14 4

Summary ‐ Square Post Replacement (Bents 36 ‐ 61)

LifespanEstimated Post

ReplacementsUnit Costs Disposal Quantity

Up to 25 years 9 14,000.00$ 5

Up to 35 years 19 14,000.00$ 11

Up to 50 years 40 14,000.00$ 23

Summary ‐ Piles Above Bottom Cap (Bents 1 ‐ 35)

LifespanTotal Estimated Post

Replacements*Unit Costs Disposal Quantity

Up to 25 years 28 10,000.00$ 12

Up to 35 years 76 10,000.00$ 34

Up to 50 years 103 10,000.00$ 45

*Unit Costs Include Splice Req'd Btwn. Post Sections at Cap Locations

Summary ‐ Foundation Piles

Lifespan

Total Estimated

Foundation Pile

Replacements

Unit Costs Disposal Quantity

Up to 25 years 4 20,000.00$ 0

Up to 35 years 14 20,000.00$ 1

Up to 50 years 17 20,000.00$ 2

Costs include removal of exposed existing pile and installation of concrete footing

with pin piles


A-9

Cap Repair Summary and Unit Cost Wilbutron Trestle Rehabilitation Cost Estimate



Replace full length of cap

Key (from field observations):

S ‐ Split

C ‐ Crushing

LR ‐ Light Rot

MR ‐ Moderate Rot

AR ‐ Advanced Rot

SR ‐ Severe Rot

AC ‐ Advanced Checking

SC ‐ Severe Checking

MC ‐ Moderate checking

LC ‐ Light checking

Top‐most cap (Cap 0) Replacement:For 25 year lifespan, replace caps with observed defect

For 35 year lifespan, replace all caps with observed defect plus 50% remaining

For 50 year lifespan, replace all caps

BentInspection

Observation50‐year 35‐year 25‐year

1 1

2 S 1 1 1

3 1

4 1

5 1

6 1

7 1

8 1

9 MR 1 1 1

10 1

11 1

12 MR 1 1 1

13 MR 1 1 1

14 1

15 C 1 1 1

16 1

17 1

18 MR 1 1 1

19 LR 1 1 1

20 1

21 LR 1 1 1

22 AR 1 1 1

23 1

24 MR 1 1 1

25 MR 1 1 1

Topmost cap (Cap 0) Replacements


A-10



26 1

27 1

28 LR 1 1 1

29 MR 1 1 1

30 1

31 1

32 1

33 MC 1 1 1

34 MR 1 1 1

1

135 MR 1 1 1

36 AR 1 1 1

37 AR 1 1 1

38 AR 1 1 1

39 AR 1 1 1

40 AR 1 1 1

41 1

42 MR 1 1 1

43 AC 1 1 1

44 AR 1 1 1

45 AR 1 1 1

46 1

47 C 1 1 1

52 MR 1 1 1

53 LR 1 1 1

54 MR 1 1 1

55 AR 1 1 1

56 MR 1 1 1

57 1

58 1

59 AC 1 1 1

60 1

61 1

62 1

63 1

64 AR 1 1 1

Total Cap 0 62 48 33

Summary ‐ Top‐Most Cap Replacements

LifespanEstimated Top‐Most

Cap ReplacementsUnit Costs

Disposal

Quantity

25‐year 33 5,000.00$ 10

35‐year 48 5,000.00$ 15

50‐year 62 5,000.00$ 20


Bent


A-11



Mid and Low‐Level Cap (Caps 1‐4) Replacement:

For 25 year lifespan, replace full length of caps with severe and advanced rot, partially replace cap for end grain rot

and fully replace for caps with crushing

For a 35 year lifespan, replace full length of caps with severe, advanced, and moderate rot, partially replace cap for end grain rot

and fully replace for caps with crushing

For a 35 year lifespan, replace full length of caps with severe, advanced, and moderate rot, partially replace cap for end grain rot

, fully replace for other defects such as checking, and fully replace for caps with crushing

Note: End grain rot (EGR) and light crushing (LC) are tabulated as half a cap replacement since these can be a local repair versus

a full cap replacement. This will result in half the cost of a full cap replacement.

Bent LevelInspection

Observation25‐year 35‐year 50‐year

Bent

36 1 LR

2 MC 1

3 MC 1

4 SR 1 1 1

36 1 MC 1

2 MC 1

3 EGR 0.5 0.5 0.5

4 AR 1 1 1

37 1 MC 1

2 MC 1

3 MC 1

4 AR 1 1 1

38 1 MC 1

3 EGR 0.5 0.5 0.5

4 AR 1 1 1

39 1 MC 1

2 MC 1

3 MC 1

4 AR 1 1 1

40 1 S

40 2 MC 1

3 MR 1 1

4 AEGR 0.5 0.5 0.5

41 1 MC 1

3 RS

4 SR 1 1 1

42 2 MC 1

3 SR 1 1 1

4 SR 1 1 1

43 2 MC 1

Mid and Low‐level Cap Beams (Caps 1 ‐ 4)


A-12



3 SR 1 1 1

4 AR 1 1 1

44 2 C 1 1 1

3 LC

4 EGR 0.5 0.5 0.5

45 1 S

3 MC 1

4 SR 1 1 1

46 1 MC 1

2 LC

47 3 MC 1

4 SR 1 1 1

3 EGR 0.5 0.5 0.5

52 3 AR 1 1 1

53 1 LC

54 1 C 1 1 1

55 1 C 1 1 1

56 2 AR 1 1 1

57 1 C 1 1 1

2 AR 1 1 1

58 2 AR 1 1 1

59 1 C 1 1 1

2 MR 1 1

60 2 MC 1

61 1 MR 1 1

62

63

64

21.5 24.5 45.5

Summary ‐ Mid and Low Level Cap Replacements

Lifespan

Estimated Mid and

Low‐Level Cap

Replacements

Unit CostsDisposal

Quantity

25‐year 21.5 20,000.00$ 7

35‐year 24.5 20,000.00$ 8

50‐year 45.5 20,000.00$ 14



A-13

Bracing Replacement Summary Wilbutron Trestle Rehabilitation Cost Estimate

Bridge # SA‐9


Longitudinal Braces 6x10

50‐year 35‐year 25‐year

1

2 30.5

3

4

5

6

7

8

9 61

10 122

11 30.5

12 278.5

13 267

14 152.5

15

16

17

18

19

20 30.5

21

22 103

23 30.5

24 30.5

25 30.5

26

27 30.5

28 122

29

30 61

31

Replacement Schedule (Shown as lengths per bent)

Bent


A-14


Bridge # SA‐9


32 61

33

34 61

Bent

35

36 61

37 122

38 206

39 93.5

40 164

41 84

42 175.5

43 42

44 248

45 93.5

46 208

47 61

52

53

54 82

55 63

56 227

57 30.5

58 93.5

59 91.5

60 288

61 84

62 51.5

63

64

429 824 2819

Summary ‐ 6x10 Longitudinal Braces

Lifespan

Estimated Linear

Feet of

Replacement


25‐year 2819 75.00$ 23

35‐year 3643 75.00$ 30

50‐year 4072 75.00$ 33

Unit costs from Tokul Creek Trestle Bid Tab as a guide


A-15


Bridge # SA‐9


Lateral Braces 3x10

50‐year 35‐year 25‐year

1

2

3

4

5

6

7

8 19

9

10

11

12

13

14

15

16 68

17

18 136

19

20

21

22

23 136

24 87

25

26

27

28 136

29

30

31

32

33

34

Replacement Schedule (Shown as lengths per bent)Bent


A-16


Bridge # SA‐9


Bent

35 261

36 290

37 120

38 348

39 200

40 406

41 377

42 290

43 340

44 442

45 374

46 348

47 100

52 48

53 16

54 32

55 95

56 57

57 48

58 48

59 32

60 48

61

62 80

63 150

64

792 2161 2179

Summary ‐ 3x10 Lateral Braces

Lifespan

Estimated Linear

Feet of

Replacement


25‐year 2179 55.00$ 7

35‐year 4340 55.00$ 14

50‐year 5132 55.00$ 17



A-17


Bridge # SA‐9


6x12 Cross Braces on Round Piles (At Cap Levels 1 ‐ 4)

Bent 50‐year 35‐year 25‐year

1

2

3

4 16.5

5 16.5

6

7

8

9

10

11

12 112

13 164

14

15

16 100

17 150

18 100

19 100

20 100

21 100

22 100

23 123

24 100

25 235

26 100

27 150

28 150

29 100

30 94

31 100

32

33 50

34

Replacement Schedule (Shown as lengths per bent)


A-18


Bridge # SA‐9


Bent

35 28

36

37

38 111

39 37

40 28

41 56

42 50

43 150

44

45 164

46 56

47 41

52

53

54

55

56

57 28

58

59

60

61

62

63

64

474 1166 1370

Summary ‐ 6x12 Cross Braces

Lifespan

Estimated Linear

Feet of

Replacement


25‐year 1370 80.00$ 14

35‐year 2536 80.00$ 25

50‐year 3010 80.00$ 30



A-19

Railing, Decking, Steel Girders Unit Costs Wilbutron Trestle Rehabilitation Cost Estimate

Bridge # SA‐9


RAILING

Unit Quantity Unit Cost

Steel Railing LF 1950 135.00$

Unit Cost Examples

Steel Railing ‐ Basic Rail LF 115.00$ Redmond Central Connector Bid Tab (11/15)

Steel Railing ‐ Aesthetic Rail LF 200.00$ EstimateSteel Railing ‐ Average LF 135.00$

DECKING ‐ ASPHALT WEARING SURFACE


Asphalt Deck ‐ 14 foot wide deck SF 13650 45$

Timber Cross Ties 10"x10" SF 13650 43.00$ Asphalt Wearing Surface TON 239 110.00$

Asphalt Deck ‐ 12 foot wide deck SF 11700 45$

Timber Cross Ties 10"x10" TON 11700 43.00$ Asphalt Wearing Surface SF 205 110.00$

Unit Cost Examples

Timber Cross Ties SF 40.00$ Redmond Central Connector Bid Tab (11/15)

Asphalt Wearing Surface TON 110.00$ Redmond Central Connector Bid Tab (11/15)

DECKING ‐ PRECAST CONCRETE PANELS


Concrete Deck Planks ‐ 14 foot wide deck SF 13650 75.00$

Concrete Deck Planks ‐ 12 foot wide deck SF 11700 75.00$

Unit Cost Examples

Concrete Deck Planks SF 175.00$ Unit costs from Tokul Creek Trestle Bid Tab

" SF 65.00$ Redmond Central Connector Bid Tab (11/15)

PAINTING STEEL GIRDERS

Unit Cost

Painting LS 185,000$ Engr calculation and estimate

Surface Area SF 6556Cost/SF 28.22$

Painting LS 285,000$ Tokul Creek cost

Surface Area SF 4601Cost/SF 61.94$


A-20

Appendix B – Bridge As-Builts and Proposed Rehabilitation Details

B-1

B-2

B-3

B-4

B-5

B-6

Department of Natural Resources and

Parks - Parks and Recreation Division

Capital Planning and Development

201 S. Jackson St, Suite 700

Seattle, Washington 98104

Tel (206) 296-4232 | Fax (206) 263-6217

FILE #

REVISION

CHECKED

DRAWN

DATE

PROJ #

12/11/15

NJB

DLS, PRO

32499A

WILBURTON TRESTLE

EASTSIDE RAIL CORRIDOR

KING COUNTY, WA

CONTRACT NO. E00341E14

OF X

STEEL SPAN SECTION W/14 FT WIDE TRAIL

TYPICAL DECK

SECTIONS - CONCRETE

DECK

S-1

1

STEEL SPAN SECTION W/ 12 FT WIDE TRAIL

TIMBER SPAN SECTION W/14 FT WIDE TRAIL

TIMBER SPAN SECTION W/ 12 FT WIDE TRAIL

PRECAST CONCRETE DECK

PANEL WITH 2% SLOPE

EXISTING STEEL PLATE

GIRDERS

12'-0"

12'-0"

STRINGERS EQUALLY SPACED.

NUMBER OF STRINGERS VARIES

DEPENDING ON VEHICLE LOADING

REMOVE EXISTING TIMBER

TIES, STEEL RAILS, WALKWAY

AND RAILING.



AND RAILING.


PANEL WITH 2% SLOPE

PLACE WATERPROOFING

BARRIER. SHIM AS NECESSARY

TO ENSURE FIT UP OF PANELS

PLACE WATERPROOFING




PANEL WITH 2% SLOPE


GIRDERS

14'-0"



AND RAILING.

PLACE WATERPROOFING



14'-0"






AND RAILING.


PANEL WITH 2% SLOPE

PLACE WATERPROOFING



B-7






Tel (206) 296-4232 | Fax (206) 263-6217

FILE #

REVISION

CHECKED

DRAWN

DATE

PROJ #

12/11/15

NJB

DLS, PRO

32499A

WILBURTON TRESTLE


KING COUNTY, WA


OF X


TYPICAL DECK

SECTIONS - ASPHALT

DECK

8"x8"x12'-0" TIMBER CROSS

TIES

S-2

2




ASPHALT CONRETE WEARING

SURFACE WITH 2% SLOPE


GIRDERS

12'-0"

14'-0"


TIES




TIES





12'-0"





TIES





14'-0"






AND RAILING.



AND RAILING.



AND RAILING.



AND RAILING.


GIRDERS

B-8






Tel (206) 296-4232 | Fax (206) 263-6217

FILE #

REVISION

CHECKED

DRAWN

DATE

PROJ #

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NJB

DLS, PRO

32499A

WILBURTON TRESTLE


KING COUNTY, WA


OF X

TYPICAL TRESTLE BENT REPAIR

REPLACE EXISTING PILE WITH

NEW 12" DIA. SAWN TIMBER POST.

S-3

3

TYPICAL REPAIRS - BENTS WITH FULL HEIGHT PILES

PLACE 12X12 CAP BETWEEN

NEW POST AND EXISTING PILE,

FASTEN NEW CAP TO EXISTING

HORIZONTAL BRACE

TYPICAL EXTENTS OF

OBSERVED DEFECT IN PILE

TYPICAL REPAIRS - BENTS WITH DISCONTINUOUS POSTS

REMOVE

SUPERSTRUCTURE

AND UNLOAD BENT

FOR ALL REPAIRS

REMOVE

SUPERSTRUCTURE

AND UNLOAD BENT

FOR ALL REPAIRS

REPLACE FULL HEIGHT OF

POST. SHORE CAP BEAM

ABOVE REPLACED POST USING

TEMPORARY STEEL POST AND

HYDRAULIC JACK

REPLACE FULL OR PARTIAL

LENGTH OF CAP BEAM.

EXTENSIVE SHORING WITH

JACKING REQUIRED.

REPLACE FULL LENGTH OF

BRACING MEMBER. MINIMUM

TO NO SHORING REQUIRED

REPLACE FULL LENGTH OF

BRACING MEMBER. MINIMUM

TO NO SHORING REQUIRED

BENTS 35 - 47, 52 - 60BENTS 3 - 34

B-9

Appendix C – Load Rating Calculations

C-1

Wilburton Trestle – Bridge No. SA-9 East Rail Corridor King County, WA

Load Rating Calculations and Data Otak, Inc. March 2016 11241 Willows Road NE, Suite 200

Redmond, WA 98052

Project No. 32499.A

TABLE OF CONTENTS

DIVISION PAGE

TIMBER MEMBER LOAD RATING COVER SHEET 1

TABLE OF CONTENTS 2

BRIDGE AS BUILT DRAWINGS 3

TYPICAL DECK SECTIONS WITH CONCRETE AND ASPHALT 9

LOAD RATING VEHICLES 11

TIMBER STRINGER LOAD RATING – EXISTING AND NEW SOLID SAWN STRINGERS

12

TIMBER STRINGER LOAD RATING – GLU-LAMINATED STRINGERS 46

TIMBER SUBSTRUCTURE LOAD RATING 80

STEEL GIRDER RATING COVER SHEETS 91

STEEL GIRDER LOAD RATING CALCULATIONS 93

C-2





Seattle, Washington 98104Tel (206) 296-4232 | Fax (206) 263-6217

FILE #

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CHECKED

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PROJ #

12/11/15

NJB

DLS, PRO

32499A WILBURTON AS-BUILTSEASTSIDE RAIL CORRIDOR, BELLEVUE, WA.

KING COUNTY, WA

CONTRACT NO. E00341E14 OF X

BRIDGE PLAN AND

ELEVATIONS-1

MA

TC

HLIN

E S

EE

SH

EE

T S

-2M

AT

CH

LIN

E S

EE

SH

EE

T S

-2

C-3






FILE #

REVISION

CHECKED

DRAWN

DATE

PROJ #

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NJB

DLS, PRO


KING COUNTY, WA


MA

TC

HLIN

E S

EE

SH

EE

T S

-1M

AT

CH

LIN

E S

EE

SH

EE

T S

-1

S-2BRIDGE PLAN AND

ELEVATION

C-4






FILE #

REVISION

CHECKED

DRAWN

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DLS, PRO


KING COUNTY, WA


S-3BENT 7, 12, 30 ELEVATIONS

C-5






FILE #

REVISION

CHECKED

DRAWN

DATE

PROJ #

12/11/15

NJB

DLS, PRO


KING COUNTY, WA



C-6






FILE #

REVISION

CHECKED

DRAWN

DATE

PROJ #

12/11/15

NJB

DLS, PRO


KING COUNTY, WA



C-7






FILE #

REVISION

CHECKED

DRAWN

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PROJ #

12/11/15

NJB

DLS, PRO


KING COUNTY, WA


S-6STEEL GIRDER ELEVATION,

SECTION AND DETAILS

C-8






Tel (206) 296-4232 | Fax (206) 263-6217

FILE #

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DRAWN

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PROJ #

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NJB

DLS, PRO

32499A

WILBURTON TRESTLE


KING COUNTY, WA


OF X


TYPICAL DECK

SECTIONS - CONCRETE

DECK





PANEL WITH 2% SLOPE


GIRDERS

12'-0"

12'-0"






AND RAILING.



AND RAILING.


PANEL WITH 2% SLOPE

PLACE WATERPROOFING



PLACE WATERPROOFING




PANEL WITH 2% SLOPE


GIRDERS

14'-0"



AND RAILING.

PLACE WATERPROOFING



14'-0"






AND RAILING.


PANEL WITH 2% SLOPE

PLACE WATERPROOFING



C-9






Tel (206) 296-4232 | Fax (206) 263-6217

FILE #

REVISION

CHECKED

DRAWN

DATE

PROJ #

12/11/15

NJB

DLS, PRO

32499A

WILBURTON TRESTLE


KING COUNTY, WA


OF X


TYPICAL DECK

SECTIONS - ASPHALT

DECK


TIES







GIRDERS

12'-0"

14'-0"


TIES




TIES





12'-0"





TIES





14'-0"






AND RAILING.



AND RAILING.



AND RAILING.



AND RAILING.


GIRDERS

C-10

C-11

Bridge Load Rating ‐ Re‐Use of Existing Timber Stringers

Bridge Name: Wilburton TrestleCo. Bridge No.: SA‐9Rating Date: 3/10/16Year Built: Varies, most recent construction in 1944

Owner: King County Department of Natural Resources and ParksDescription:

Load Rating Method: Allowable Stress DesignReferences: AASHTO Manual for Bridge Evaluation (MBE), AASHTO Standard Specifications

for Highway Bridges, 17th Editions, WSDOT Bridge Design Manual Chapter 13

Load Rating Comments:

The trestle consists of 60 timber trestle spans and one steel girder span with a total length of

approximately 975 feet. The timber trestle spans are supported on driven timber pilings. The

steel girder span is supported on tall concrete piers. The trestle crosses over SE 9th Street,

Richards Creek, and SE 8th Street. The south end of the bridge has a slight horizontal curve

through about Bent 9 with a straight alignment beyond. The bridge deck is roughly 100 feet

above ground at its maximum height.

The analysis assumes the beams are spread out equally beneath the deck versus the existing two groups of side‐by‐

side beams. The load rating is done for both King County maintenance vehicles as well as AASHTO design vehicles.

See beginning of load rating report for axle loads and spacing configurations. In addition, live loads per the AASHTO

Guide Specificiations for LRFD Pedestrian Bridge Design and Standard Specifications for Highway Bridge Bridges,

including the HS20 design truck, 90 psf pedestrian load and H10 design truck are included to check the bridge against

AASHTO design loads. The AASHTO design vehicles are done at the Inventory Level while the King County

maintenance trucks are done at the Operating Level. Key assumptions include: 1) Distributing all dead loads equally

to all stringers; 2) the live load distribution factors per the AASHTO Standard Specifications for Highway Bridges Table

3.23; and 3) using a load duration factor of 1.15 (associated with vehicle live loads) for bending and for shear. The

worst case shear and moment from a 2 span continuous and a simple span beam layout are used.

This load rating is intended to evaluate the re‐use of existing solid sawn timber stringers. In order to re‐use existing stringers, the stringers must have a rating factor of at least 1.0 at the end of its desired lifespan for the desired vehiclegroup.

C-12

Load Rating Calculations Wilburton TrestleSummary 3/10/16

King County Department of Natural Resources and Parks

Controlling Ratings

Below are several tables for the following conditions:

Deck Option 1 ‐ 14‐foot wide concrete deck

Deck Option 2 ‐ 14‐foot wide asphalt and timber deck



These results come from changing deck type, deck width, and number of stringers on the following sheet

Deck Option 1Deck Width = 14 No Stringers = 7 Type = Concrete

Group # Vehicle Rating Level Severe DecayAdvanced

Decay

Moderate

Decay

Special 2 Operating 0.32 0.66 0.79

AASHTO HS20 Inventory 0.14 0.56 0.73

2 SU5 Operating 0.55 1.14 1.38

AASHTO H10 Inventory 0.30 1.19 1.55

90 PSF Inventory 0.55 2.21 2.87

*Note: 7 is the maximum number of stringers considered for a 14‐foot wide deck

Deck Option 2

Deck Width = 14 No Stringers = 7 Type = Asphalt


Decay

Moderate

Decay



2 SU5 Operating 0.61 1.20 1.44


90 PSF Inventory 0.77 2.43 3.09


3

Minimum Rating Factors

1

1

3


Timber Stringer Load Rating

C-13



Controlling Ratings





Deck Option 4 ‐ 12‐foot wide asphalt and timber deckDeck Option 3Deck Width = 12 No Stringers = 6 Type = Concrete

Group # Vehicle Rating LevelSevere Decay

Advanced

Decay

Moderate

Decay



2 SU5 Operating 0.55 1.14 1.38


90 PSF Inventory 0.54 2.20 2.86


Deck Option 4Deck Width = 12 No Stringers = 6 Type = Asphalt


Decay

Moderate

Decay



2 SU5 Operating 0.61 1.20 1.44


90 PSF Inventory 0.76 2.42 3.08



1

3

1

3



C-14

Load Rating Calculations Wilburton TrestleDeck Stringer Material and Section Properties 3/10/16


Bridge Data:

Material: Assume Douglas Fir No. 1 for members installed after 1955 when grade and species are unknown

(WSDOT Bridge Design Manual 13.2.14)

Stringer Height, H (in) 17

Stringer Width, B (in) 9

A (in2) 153

S (in3) 434

I (in4) 3685

Observed Levels of Deterioration and Corresponding Section Properties:

H2 B2 A (in2) S (in3) % Area Reductions% Sect. Mod.

ReductionsMinor Center Rot 4 9 1 144 426.4 5.9% 1.6%

Moderate Center Rot 3.5 10 2 133 413.9 13.1% 4.5%

Advanced Center Rot 3 11 3 120 394.4 21.6% 9.0%

Severe Center Rot 2 13 5 88 325.8 42.5% 24.8%


A (in2) S (in3) % Area Reductions% Sect. Mod.

Reductions

Minor Top Rot 2 144.0 400.2 5.9% 7.7%

Moderate Top Rot 4.5 132.8 360.4 13.2% 16.9%

Advanced Top Rot 6 126.0 337.5 17.6% 22.1%

Severe Top Rot 8 117.0 308.2 23.5% 28.9%

Section Property Calculation for Rectangular Members (excerpt from WSDOT Inspection Manual 2002):

Span Length Stringer Inspection Observation Assigned DefectBegin Defect

Location*10th Pt. End Defect Location *10th Pt. A (in2) S (in3)

1 15.917 A Rot Pocket Moderate Center Rot 0.0 0.00 7.5 0.47 133.0 413.9

1 15.917 DMod. Rot mid ht. on side at 4.5

ft, minor soft top at 8.5ftModerate Center Rot 4.5 0.28 8.5 0.53 133.0 413.9

2 15.917 B Minor top rot 0'‐2' from Bent 2 Minor Top Rot 0.0 0.00 2.0 0.13 144.0 400.2

3 15.917 ARot in bottom 6" of stringer,

middle 2/3 of spanAdvanced Top Rot 5.3 0.33 10.6 0.67 126.0 337.5

3 15.917 CSuspected rot in lower portion of

memberMinor Top Rot 13.9 0.87 15.9 1.00 144.0 400.2

3 15.917 D Soft side at bent 3 Minor Center Rot 0.0 0.00 0.0 0.00 144.0 426.4

3 15.917 F Seat twist Bearing Area Reduction 0.0 0.00 0.0 0.00 153.0 433.5

4 15.917 A Moderate to severe top rot Advanced Top Rot 1.0 0.06 14.9 0.94 126.0 337.5

4 15.917 F‐AUXMod. Soft mid at 4', minor soft

mid. At 4.5 ft from B5Moderate Center Rot 4.0 0.25 8.5 0.53 133.0 413.9

5 15.917 A Severe rot Severe Center Rot 1.0 0.06 14.9 0.94 88.0 325.8

5 15.917 B Minor top rot at B6 Minor Top Rot 13.9 0.87 15.9 1.00 144.0 400.2

5 15.917 C Minor center rot at B5 Minor Center Rot 0.0 0.00 0.0 0.00 144.0 426.4

5 15.917 D Moderate rot 2' from bent 6 Moderate Center Rot 13.5 0.85 15.9 1.00 133.0 413.9

5 15.917 F Split at seat at Bent 6 None 15.9 1.00 15.9 1.00 153.0 433.5

6 15.917 A Moderate to severe rot midspan Advanced Center Rot 4.0 0.25 11.9 0.75 120.0 394.4

6 15.917 F Check and minor soft at midspan Minor Center Rot 5.8 0.36 9.8 0.61 144.0 426.4

7 15.917 ASevere top rot middle 2/3 of

spanSevere Top Rot 5.3 0.33 10.5 0.66 117.0 308.2

7 15.917 D Soft seat at B8 None 15.9 1.00 15.9 1.00 153.0 433.5

7 15.917 F‐AUX Soft seat at B8 None 15.9 1.00 15.9 1.00 153.0 433.5

8 15.917 A Severe rot, middle 2/3 of span Severe Center Rot 5.3 0.33 10.5 0.66 88.0 325.8

8 15.917 B Possible end rot area Minor Top Rot 13.9 0.87 15.9 1.00 144.0 400.2

8 15.917 F Bottom edge damage at midspan Minor Top Rot 5.8 0.36 9.8 0.61 144.0 400.2

9 15.917 DModerate hollow, soft at 2' from

B10Moderate Center Rot 11.5 0.72 15.9 1.00 133.0 413.9

10 15.917 A Severe rot, replace Severe Top Rot 0.0 0.00 15.9 1.00 117.0 308.2

10 15.917 F Small wet check None 6.4 0.40 9.6 0.60 153.0 433.5

11 15.917 AModerate, slightly severe middle

rot, midspanAdvanced Center Rot 5.3 0.33 10.7 0.67 120.0 394.4

11 15.917 D Side check None 0.0 0.00 15.9 1.00 153.0 433.5

11 15.917 F‐AUX Wet/soft top and hole to middle Minor Top Rot 5.8 0.36 9.8 0.61 144.0 400.2

13 15.917 E Bad….. 5.8 0.36 9.8 0.61 153.0 433.5

Assigned Defect Based

on Observed Level of

Deterioration



Deterioration

Shell Thickness

Depth of Top Rot, H1

Center Rot

Top Rot


C-15



14 15.917 C Hollow at B15 Moderate Top Rot 13.9 0.87 15.9 1.00 132.8 360.4


15 15.917 A Severe top rot midspan Severe Top Rot 5.3 0.33 10.7 0.67 117.0 308.2


16 15.917 C Moderate rot at B17 Moderate Top Rot 12.9 0.81 15.9 1.00 132.8 360.4

17 15.917 A Severe top rot over B18 Severe Top Rot 11.9 0.75 15.9 1.00 117.0 308.2

18 15.917 A Severe rot to midspan Severe Top Rot 0.0 0.00 8.0 0.50 117.0 308.2

18 15.917 A Moderate rot to B19 Moderate Top Rot 8.0 0.50 15.9 1.00 132.8 360.4

18 15.917 C Hollow over B19 Moderate Center Rot 12.9 0.81 15.9 1.00 133.0 413.9

18 15.917 D End damage at bolt at B18 None 0.0 0.00 0.0 0.00 153.0 433.5

18 15.917 D End split/twist at B19 Bearing Area Reduction 15.5 0.97 15.5 0.97 153.0 433.5

19 15.917 ASevere rot top of stringer, last

1/3 of spanSevere Top Rot 10.6 0.67 15.9 1.00 117.0 308.2

19 15.917 F‐AUX Soft end None 5.8 0.36 9.8 0.61 153.0 433.5

20 15.917 A Moderate rot at midspan Moderate Center Rot 5.3 0.33 10.6 0.67 133.0 413.9

20 15.917 D Split, twisted end at B21 Bearing Area Reduction 15.5 0.97 15.5 0.97 153.0 433.5

21 15.917 A Minor/Moderate rot at B22 Moderate Top Rot 13.9 0.87 15.9 1.00 132.8 360.4

21 15.917 D Minor split at midspan None 6.4 0.40 9.6 0.60 153.0 433.5

22 15.917 CDeep check at B23, 3" brg. At

B23Bearing Area Reduction 15.9 1.00 15.9 1.00 153.0 433.5

23 15.917 ASevere top rot, middle 1/3 of


23 15.917 D End twist at B23 Bearing Area Reduction 0.0 0.00 0.0 0.00 153.0 433.5

23 15.917 D Side split at B24 None 0.0 0.00 15.9 1.00 153.0 433.5

24 15.917 AMinor/moderate rot from B24

to midspanModerate Center Rot 0.0 0.00 8.0 0.50 133.0 413.9

25 15.917 ASevere top half rot, middle of


25 15.917 A Minor rot at B26 Minor Top Rot 13.9 0.87 15.9 1.00 144.0 400.2

25 15.917 DWet, checked and soft at

midspanMinor Center Rot 5.8 0.36 9.8 0.61 144.0 426.4

26 15.917 A Moderate top rot middle of span Moderate Top Rot 5.3 0.33 10.6 0.67 132.8 360.4

26 15.917 D Minor soft at midspan Minor Center Rot 5.8 0.36 9.8 0.61 144.0 426.4

26 15.917 D Twist, split end at B27 Bearing Area Reduction 5.8 0.36 9.8 0.61 153.0 433.5

27 15.917 AModerate rot middle .4 ‐ .8 of

spanModerate Top Rot 6.4 0.40 12.7 0.80 132.8 360.4

27 15.917 C Top corner hollow at B27 Moderate Top rot 13.9 0.87 15.9 1.00 132.8 360.4

28 15.917 A Moderate top rot, .2 ‐ .8 of span Moderate Top Rot 3.2 0.20 12.7 0.80 132.8 360.4

28 15.917 B Minor rot suspected Minor Top Rot 0.0 0.00 15.9 1.00 144.0 400.2

29 15.917 A Moderate rot at B29 Moderate Top Rot 0.0 0.00 3.0 0.19 132.8 360.4

29 15.917 A Moderate/Severe at .7 ‐ 1.0L Advanced Top Rot 11.1 0.70 15.9 1.00 126.0 337.5

29 15.917 D Soft with rot at end at B30 Moderate Center Rot 13.5 0.85 15.5 0.97 133.0 413.9

30 15.917 A Moderate top rot at B30 Moderate Top Rot 0.0 0.00 2.0 0.13 132.8 360.4

30 15.917 A Moderate center rot .3 ‐ .8 Moderate Center Rot 4.8 0.30 12.7 0.80 133.0 413.9


32 15.917 ACorner peeling 1/2" x 1/2" full

lengthMinor Top Rot 0.0 0.00 15.9 1.00 144.0 400.2

32 15.917 BCorner peeling 1/2" x 1/2" full


32 15.917 F‐AUX4th stringer soft at south end

(B31)Minor Top Rot 0.0 0.00 3.0 0.19 144.0 400.2

34 15.917 C Hollow, minor rot at B35 Minor Top Rot 13.9 0.87 15.9 1.00 144.0 400.2

35 15.917 A Moderate rot .1 ‐ .6L Moderate Center Rot 1.6 0.10 9.6 0.60 133.0 413.9


37 15.917 C Short check middepth None 6.4 0.40 9.6 0.60 153.0 433.5

38 15.917 AHeavy deterioration, large check,

replace, 8' from B39Severe Center Rot 7.9 0.50 15.9 1.00 88.0 325.8

38 15.917 C Full length, mid‐depth check None 0.0 0.00 15.9 1.00 153.0 433.5

39 15.917 A‐AUX Minor soft spot, midspan Minor Center Rot 5.3 0.33 10.6 0.67 144.0 426.4

39 15.917 F Large side split None 0.0 0.00 15.9 1.00 153.0 433.5

41 15.917 D Side split at bearing at B42 None 0.0 0.00 0.1 0.00 153.0 433.5

41 15.917 A knot at bottom, midspan None 8.0 0.50 8.0 0.50 153.0 433.5

42 15.917 C Mid‐depth check full length None 0.0 0.00 15.9 1.00 153.0 433.5

43 15.917 A3' long check at bottom, small

(1') hollow ~4' from endMinor Center Rot 11.9 0.75 15.9 1.00 144.0 426.4

44 15.917 AHeavy (1" shell) rot, ~8' long,

replaceSevere Center Rot 7.9 0.50 15.9 1.00 88.0 325.8

44 15.917 F Moderate soft 2.5' from B45 Moderate Center Rot 13.0 0.82 15.5 0.97 133.0 413.9

45 15.917 ASmall (1') hollow shell ~4' from

endModerate Center Rot 0.0 0.00 4.0 0.25 133.0 413.9

51 15.917 D Mid‐depth check 4' from B52 None 0.1 0.01 0.4 0.02 153.0 433.5


C-16




53 15.917 F Minor damage near B54 Minor Top Rot 10.5 0.66 15.5 0.97 144.0 400.2

54 15.917 A Small hollow at 4' and 8' Moderate Center Rot 4.0 0.25 8.0 0.50 133.0 413.9

55 15.917 A‐AUX Weathered but ok, split None 0.0 0.00 15.9 1.00 153.0 433.5

55 15.917 C Minor hollow end at B55 Minor Center Rot 0.0 0.00 2.0 0.13 144.0 426.4



56 15.917 A ~4' mod. Sounding shell Moderate Center Rot 6.0 0.37 10.0 0.63 133.0 413.9

57 15.917 A Hollow shell, probably replace Advanced Center Rot 0.0 0.00 15.9 1.00 120.0 394.4

58 15.917 A‐AUX Weathered but ok None 0.0 0.00 15.9 1.00 153.0 433.5

58 15.917 C Mid‐height check full length None 0.0 0.00 15.9 1.00 153.0 433.5

59 15.917 A Decay block at B59 Moderate Top Rot 0.0 0.00 3.0 0.19 132.8 360.4

59 15.917 A Hollow at top, 4' in Moderate Top Rot 4.0 0.25 15.9 1.00 132.8 360.4

60 15.917 C Tight, full length check None 0.0 0.00 15.9 1.00 153.0 433.5

61 15.917 A Hollow shell at 7' Advanced Center Rot 7.0 0.44 9.0 0.57 120.0 394.4

61 15.917 DSmall mid‐height check at mid‐

spanNone 8.0 0.50 8.0 0.50 153.0 433.5

61 15.917 D Soft end near B62 Minor Center Rot 13.5 0.85 15.5 0.97 144.0 426.4

62 15.917 A Moderate rot 0 ‐ 3' Moderate Center Rot 0.0 0.00 3.0 0.19 133.0 413.9


63 15.917 FChecking mid‐height of stringer

at mid‐spanNone 8.0 0.50 8.0 0.50 153.0 433.5

NEW STRINGER 15.917 ‐ ‐ None 0.0 0.00 15.9 1.00 153.0 433.5

SEV. CTR. ROT 15.917 Severe Center Rot 0.0 0.00 15.9 1.00 88.0 325.8

SEV. TOP ROT 15.917 Severe Top Rot 0.0 0.00 15.9 1.00 117.0 308.2

ADV. CTR. ROT 15.917 ‐ ‐ Advanced Center Rot 0.0 0.00 15.9 1.00 120.0 394.4

ADV. TOP ROT 15.917 ‐ ‐ Advanced Top Rot 0.0 0.00 15.9 1.00 126.0 337.5

MOD. CTR. ROT 15.917 ‐ ‐ Moderate Center Rot 0.0 0.00 15.9 1.00 133.0 413.9

MOD. TOP ROT 15.917 ‐ ‐ Moderate Top Rot 0.0 0.00 15.9 1.00 132.8 360.4

MINOR CTR. ROT 15.917 ‐ ‐ Minor Center Rot 0.0 0.00 15.9 1.00 144.0 426.4

MINOR TOP ROT 15.917 ‐ ‐ Minor Top Rot 0.0 0.00 15.9 1.00 144.0 400.2


C-17

Load Rating Calculations Wilburton TrestleDead Loads 3/10/16


Dead Loads:

Deck Type = Concrete ‐ Change between Concrete and Asphalt to change load rating parametersDeck Width 12 ft ‐ Change between desired deck widths to change load rating parametersNumber of Stringers 5Deck Thickness 7 in ‐ thickness of concrete panel or thickness of timber decking beneath asphalt wearing surfaceWearing Surface Thickness 0 ft ‐ Asphalt wearing surface

Component A (SF) Density (pcf) Weight (plf)Decking 7.0 155 1085 Change density depending on decking type

Wearing Surface 0.0 140 0

Railing ‐ ‐ 50

Stringer 1.06 50 319 (50 pcf for timber (WSDOT BDM))Total 2728.8 Total dead load per foot of superstructure

Shears and Moments:

Two‐Span Continuous (lb, lb‐ft) Simple Span (lb, lb‐ft) *For Use in Load Rating

Location Shear Moment Location Shear Moment Location Shear Moment

0.0 ‐16288 0 0.0 21717 0 0.0 27146 86416

0.1 ‐11944 21307 0.1 17373 31110 0.1 22803 44253

0.2 ‐7601 36058 0.2 13030 55306 0.2 18459 55306

0.3 ‐3258 44253 0.3 8687 72590 0.3 14116 72590

0.4 1086 48609 0.4 4343 82960 0.4 9773 82960

0.5 5429 40975 0.5 0 86416 0.5 5429 86416

0.6 9773 29502 0.6 ‐4343 82960 0.6 9773 82960

0.7 14116 11473 0.7 ‐8687 72590 0.7 14116 72590

0.8 18459 ‐13112 0.8 ‐13030 55306 0.8 18459 55306

0.9 22803 ‐44253 0.9 ‐17373 31110 0.9 22803 44253

1.0 27146 ‐86416 1.0 ‐21717 0 1.0 27146 86416

1.1 ‐22803 ‐44253 *Worst case shear and moment at

1.2 ‐18459 ‐13112 tenth points. This is a conservative

1.3 ‐14116 11473 86416.4 simplification.

1.4 ‐9773 29502

1.5 ‐5429 40975

1.6 ‐1086 48609

1.7 3258 44253

1.8 7601 36058

1.9 11944 21307

2.0 16288 0

Dead Load Distribution:

Dist. Factor 0.200 Divide total dead load by number of stringers

‐100000

‐80000

‐60000

‐40000

‐20000

0

20000

40000

60000

0.0 0.5 1.0 1.5 2.0

Force (LB, LB‐FT)

Span Point

Dead Load Forces ‐ Two‐Span Cont. Shear

Moment

‐40000

‐20000

0

20000

40000

60000

80000

100000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point

Dead Load Forces ‐ Simple Span Shear

Moment

0

20000

40000

60000

80000

100000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point

Worst Case Shear and Moment (Dead Load) Series3

Series4


C-18

Load Rating Calculations Wilburton TrestleLive Load Distribution and Allowable Stress 3/10/16


Live Load Distribution and Impact:

Load Distribution 0.208 Lanes per stringer = (S/6) * (1 lane/2 wheels) (AASHTO Std. Specs. Table 3.23.1)Impact 1.00 Impact is not applied to timber structures (WSDOT 13.1.3)

Allowable stresses (per AASHTO Std. Specifications 17th Edition)

Unmodified Design Values

Visually Graded Lumber (AASHTO Table 13.5.1A) ‐ Douglas Fir No. 1

Fb 1350 psiFv 85 psiE 1600000 psi

Recall Section DimensionsStringer Height, H (in) 17Stringer Width, B (in) 9

Adjustments to Design Values

Fb Fv EWet Service Factor, CM 1.00 1.00 1.00Load Duration Factor, CD 1.15 1.15 ‐ AASHTO 13.5.5.2Size Factor, CF 0.96 ‐ ‐Beam Stability Factor, CL 0.99 ‐ ‐ AASHTO 13.6.4.4

lu 191 ‐ ‐ Unsupported length measured between bents (in)

lu/d 11.24 ‐ ‐

le 362.33 ‐ ‐ Effective unsupported length = 1.63*lu + 3d when 7 ≤ lu/d ≤ 14.3 (in)

Rb 8.72 ‐ ‐ sqrt(le*d/b^2) <= 50

E` 1600000 ‐ ‐ AASHTO 13.6.3KbE 0.438 ‐ ‐

FbE 9215.65 ‐ ‐ KbE*E'/RB^2 AASHTO (13‐8)

F*b 1493.56 ‐ ‐ Fb*CM*CF*CD3.77 ‐ ‐ 1st term in beam stability factor coefficient equation14.24 ‐ ‐ 1st term in square root6.49 ‐ ‐ 2nd term in square root

Modified Design Values for Visually Graded Lumber (AASHTO Table 13.5.1A)

Inventory Level Capacities

Fb 1479.42 psi

Fv 97.75 psi

Operating Level Capacities (AASHTO MBE 6B.5.2.7)

Fb 1967.63 psi

Fv 130.01 psi


C-19

Load Rating Calculations Wilburton TrestleRating Factors 3/10/16Special 2 King County Department of Natural Resources and Parks

Shears and Moments:

LL Forces for Load Rating CalcsLocation Shear Moment

0.0 59090 926000.1 49080 935500.2 39070 1489400.3 34060 1642150.4 26360 1890350.5 23670 1985800.6 26360 1890350.7 34060 1642150.8 39070 1489400.9 49080 935501.0 59090 92600

Recall Dead Load ForcesLocation Shear Moment

0 27145.94609 86416.404790.1 22802.59472 44253.395810.2 18459.24334 55306.499070.3 14115.89197 72589.780030.4 9772.540594 82959.74860.5 5429.189219 86416.404790.6 9772.540594 82959.74860.7 14115.89197 72589.780030.8 18459.24334 55306.499070.9 22802.59472 44253.395811 27145.94609 86416.40479

‐50000

0

50000

100000

150000

200000

250000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point

Worst Case Shear and Moment

Series3 Series4

0

20000

40000

60000

80000

100000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point

Recall Dead Load Forces For Load Rating Calcs Series3

Series4


C-20


Rating Factors:

Flexure Operating

Span StringerTenth Point

Begin

Tenth Point

EndS MDL (lb*in)* MLL (lb*in)* fDL fLL RF RF < 1.0?

1 A 0.00 0.47 413.89 207399 496450 501.10 1199.47 1.22

1 D 0.28 0.53 413.89 207399 496450 501.10 1199.47 1.22

2 B 0.00 0.13 400.17 207399 372350 518.28 930.49 1.56

3 A 0.33 0.67 337.50 207399 496450 614.52 1470.96 0.92 1

3 C 0.87 1.00 400.17 207399 372350 518.28 930.49 1.56

3 D 0.00 0.00 426.35 207399 231500 486.45 542.98 2.73

3 F 0.00 0.00 433.50 207399 231500 478.43 534.03 2.79

4 A 0.06 0.94 337.50 207399 496450 614.52 1470.96 0.92 1

4 F‐AUX 0.25 0.53 413.89 207399 496450 501.10 1199.47 1.22

5 A 0.06 0.94 325.80 207399 496450 636.58 1523.77 0.87 1

5 B 0.87 1.00 400.17 207399 372350 518.28 930.49 1.56

5 C 0.00 0.00 426.35 207399 231500 486.45 542.98 2.73

5 D 0.85 1.00 413.89 207399 372350 501.10 899.63 1.63

5 F 1.00 1.00 433.50 207399 231500 478.43 534.03 2.79

6 A 0.25 0.75 394.35 207399 496450 525.92 1258.90 1.15

6 F 0.36 0.61 426.35 207399 496450 486.45 1164.41 1.27

7 A 0.33 0.66 308.17 207399 496450 673.01 1610.98 0.80 1

7 D 1.00 1.00 433.50 207399 231500 478.43 534.03 2.79

7 F‐AUX 1.00 1.00 433.50 207399 231500 478.43 534.03 2.79

8 A 0.33 0.66 325.80 207399 496450 636.58 1523.77 0.87 1

8 B 0.87 1.00 400.17 207399 372350 518.28 930.49 1.56

8 F 0.36 0.61 400.17 207399 496450 518.28 1240.61 1.17

9 D 0.72 1.00 413.89 207399 410538 501.10 991.89 1.48

10 A 0.00 1.00 308.17 207399 496450 673.01 1610.98 0.80 1

10 F 0.40 0.60 433.50 207399 496450 478.43 1145.21 1.30

11 A 0.33 0.67 394.35 207399 496450 525.92 1258.90 1.15

11 D 0.00 1.00 433.50 207399 496450 478.43 1145.21 1.30

11 F‐AUX 0.36 0.61 400.17 207399 496450 518.28 1240.61 1.17

13 E 0.36 0.61 433.50 207399 496450 478.43 1145.21 1.30

14 C 0.87 1.00 360.38 207399 372350 575.51 1033.23 1.35

14 D 1.00 1.00 433.50 207399 231500 478.43 534.03 2.79

15 A 0.33 0.67 308.17 207399 496450 673.01 1610.98 0.80 1

15 C 0.00 0.13 360.38 207399 372350 575.51 1033.23 1.35

16 C 0.81 1.00 360.38 207399 372350 575.51 1033.23 1.35

17 A 0.75 1.00 308.17 207399 410538 673.01 1332.19 0.97 1

18 A 0.00 0.50 308.17 207399 496450 673.01 1610.98 0.80 1

18 A 0.50 1.00 360.38 207399 496450 575.51 1377.59 1.01

18 C 0.81 1.00 413.89 207399 372350 501.10 899.63 1.63

18 D 0.00 0.00 433.50 207399 231500 478.43 534.03 2.79

18 D 0.97 0.97 433.50 207399 233875 478.43 539.50 2.76

19 A 0.67 1.00 308.17 207399 472588 673.01 1533.55 0.84 1

19 F‐AUX 0.36 0.61 433.50 207399 496450 478.43 1145.21 1.30

20 A 0.33 0.67 413.89 207399 496450 501.10 1199.47 1.22

20 D 0.97 0.97 433.50 207399 233875 478.43 539.50 2.76

21 A 0.87 1.00 360.38 207399 372350 575.51 1033.23 1.35

21 D 0.40 0.60 433.50 207399 496450 478.43 1145.21 1.30

22 C 1.00 1.00 433.50 207399 231500 478.43 534.03 2.79

23 A 0.33 0.67 308.17 207399 496450 673.01 1610.98 0.80 1

23 D 0.00 0.00 433.50 207399 231500 478.43 534.03 2.79

23 D 0.00 1.00 433.50 207399 496450 478.43 1145.21 1.30

24 A 0.00 0.50 413.89 207399 496450 501.10 1199.47 1.22

25 A 0.33 0.67 308.17 207399 496450 673.01 1610.98 0.80 1

25 A 0.87 1.00 400.17 207399 372350 518.28 930.49 1.56

25 D 0.36 0.61 426.35 207399 496450 486.45 1164.41 1.27

26 A 0.33 0.67 360.38 207399 496450 575.51 1377.59 1.01

26 D 0.36 0.61 426.35 207399 496450 486.45 1164.41 1.27

26 D 0.36 0.61 433.50 207399 496450 478.43 1145.21 1.30


C-21


27 A 0.40 0.80 360.38 207399 496450 575.51 1377.59 1.01

27 C 0.87 1.00 360.38 207399 372350 575.51 1033.23 1.35

28 A 0.20 0.80 360.38 207399 496450 575.51 1377.59 1.01

28 B 0.00 1.00 400.17 207399 496450 518.28 1240.61 1.17

29 A 0.00 0.19 360.38 207399 372350 575.51 1033.23 1.35

29 A 0.70 1.00 337.50 207399 410538 614.52 1216.41 1.11

29 D 0.85 0.97 413.89 207399 372350 501.10 899.63 1.63

30 A 0.00 0.13 360.38 207399 372350 575.51 1033.23 1.35

30 A 0.30 0.80 413.89 207399 496450 501.10 1199.47 1.22

31 A 0.87 1.00 360.38 207399 372350 575.51 1033.23 1.35

32 A 0.00 1.00 400.17 207399 496450 518.28 1240.61 1.17

32 B 0.00 1.00 400.17 207399 496450 518.28 1240.61 1.17

32 F‐AUX 0.00 0.19 400.17 207399 372350 518.28 930.49 1.56

34 C 0.87 1.00 400.17 207399 372350 518.28 930.49 1.56

35 A 0.10 0.60 413.89 207399 496450 501.10 1199.47 1.22

35 C 0.00 0.13 400.17 207399 372350 518.28 930.49 1.56

37 C 0.40 0.60 433.50 207399 496450 478.43 1145.21 1.30

38 A 0.50 1.00 325.80 207399 496450 636.58 1523.77 0.87 1

38 C 0.00 1.00 433.50 207399 496450 478.43 1145.21 1.30

39 A‐AUX 0.33 0.67 426.35 207399 496450 486.45 1164.41 1.27

39 F 0.00 1.00 433.50 207399 496450 478.43 1145.21 1.30

41 D 0.00 0.00 433.50 207399 233875 478.43 539.50 2.76

41 A 0.50 0.50 433.50 207399 496450 478.43 1145.21 1.30

42 C 0.00 1.00 433.50 207399 496450 478.43 1145.21 1.30

43 A 0.75 1.00 426.35 207399 410538 486.45 962.91 1.54

44 A 0.50 1.00 325.80 207399 496450 636.58 1523.77 0.87 1

44 F 0.82 0.97 413.89 207399 372350 501.10 899.63 1.63

45 A 0.00 0.25 413.89 207399 410538 501.10 991.89 1.48

51 D 0.01 0.02 433.50 207399 233875 478.43 539.50 2.76

52 D 0.01 0.02 433.50 207399 233875 478.43 539.50 2.76

53 F 0.66 0.97 400.17 207399 472588 518.28 1180.98 1.23

54 A 0.25 0.50 413.89 207399 496450 501.10 1199.47 1.22

55 A‐AUX 0.00 1.00 433.50 207399 496450 478.43 1145.21 1.30

55 C 0.00 0.13 426.35 207399 372350 486.45 873.34 1.70

55 C 0.00 1.00 433.50 207399 496450 478.43 1145.21 1.30

55 C 0.87 1.00 426.35 207399 372350 486.45 873.34 1.70

56 A 0.37 0.63 413.89 207399 496450 501.10 1199.47 1.22

57 A 0.00 1.00 394.35 207399 496450 525.92 1258.90 1.15

58 A‐AUX 0.00 1.00 433.50 207399 496450 478.43 1145.21 1.30

58 C 0.00 1.00 433.50 207399 496450 478.43 1145.21 1.30

59 A 0.00 0.19 360.38 207399 372350 575.51 1033.23 1.35

59 A 0.25 1.00 360.38 207399 496450 575.51 1377.59 1.01

60 C 0.00 1.00 433.50 207399 496450 478.43 1145.21 1.30

61 A 0.44 0.57 394.35 207399 496450 525.92 1258.90 1.15

61 D 0.50 0.50 433.50 207399 496450 478.43 1145.21 1.30

61 D 0.85 0.97 426.35 207399 372350 486.45 873.34 1.70

62 A 0.00 0.19 413.89 207399 372350 501.10 899.63 1.63

62 D 0.97 0.97 433.50 207399 233875 478.43 539.50 2.76

63 F 0.50 0.50 433.50 207399 496450 478.43 1145.21 1.30

NEW STRINGER ‐ 0.00 1.00 433.50 207399 496450 478.43 1145.21 1.30

SEV. CTR. ROT 0 0.00 1.00 325.80 207399 496450 636.58 1523.77 0.87

SEV. TOP ROT 0 0.00 1.00 308.17 207399 496450 673.01 1610.98 0.80

ADV. CTR. ROT ‐ 0.00 1.00 394.35 207399 496450 525.92 1258.90 1.15

ADV. TOP ROT ‐ 0.00 1.00 337.50 207399 496450 614.52 1470.96 0.92

MOD. CTR. ROT ‐ 0.00 1.00 413.89 207399 496450 501.10 1199.47 1.22

MOD. TOP ROT ‐ 0.00 1.00 360.38 207399 496450 575.51 1377.59 1.01

MINOR CTR. ROT ‐ 0.00 1.00 426.35 207399 496450 486.45 1164.41 1.27

MINOR TOP ROT ‐ 0.00 1.00 400.17 207399 496450 518.28 1240.61 1.17

MIN RATING FACTOR 0.80

NO. STRINGERS WITH FACTOR < 1.0 14


C-22


Shear Operating


Begin

Tenth Point

EndA VDL (lb) VLL (lb) fDL fLL RF RF < 1.0?

1 A 0.00 0.47 133 8144 15338 61.23 115.32 0.60 1

1 D 0.28 0.53 133 5538 12209 41.64 91.80 0.96 1

2 B 0.00 0.13 144 8144 15338 56.55 106.51 0.69 1

3 A 0.33 0.67 126 4235 10644 33.61 84.47 1.14

3 C 0.87 1.00 144 8144 15338 56.55 106.51 0.69 1

3 D 0.00 0.00 144 8144 0 56.55 0.00 1.00

3 F 0.00 0.00 153 8144 0 53.23 0.00 1.00

4 A 0.06 0.94 126 8144 15338 64.63 121.73 0.54 1

4 F‐AUX 0.25 0.53 133 5538 12209 41.64 91.80 0.96 1

5 A 0.06 0.94 88 8144 15338 92.54 174.29 0.21 1

5 B 0.87 1.00 144 8144 15338 56.55 106.51 0.69 1

5 C 0.00 0.00 144 8144 0 56.55 0.00 1.00

5 D 0.85 1.00 133 8144 15338 61.23 115.32 0.60 1

5 F 1.00 1.00 153 8144 0 53.23 0.00 1.00

6 A 0.25 0.75 120 5538 12209 46.15 101.74 0.82 1

6 F 0.36 0.61 144 4235 10644 29.41 73.91 1.36

7 A 0.33 0.66 117 4235 10644 36.19 90.97 1.03

7 D 1.00 1.00 153 8144 0 53.23 0.00 1.00

7 F‐AUX 1.00 1.00 153 8144 0 53.23 0.00 1.00

8 A 0.33 0.66 88 4235 10644 48.12 120.95 0.68 1

8 B 0.87 1.00 144 8144 15338 56.55 106.51 0.69 1

8 F 0.36 0.61 144 4235 10644 29.41 73.91 1.36

9 D 0.72 1.00 133 8144 15338 61.23 115.32 0.60 1

10 A 0.00 1.00 117 8144 15338 69.60 131.09 0.46 1

10 F 0.40 0.60 153 2932 8238 19.16 53.84 2.06

11 A 0.33 0.67 120 4235 10644 35.29 88.70 1.07

11 D 0.00 1.00 153 8144 15338 53.23 100.25 0.77 1

11 F‐AUX 0.36 0.61 144 4235 10644 29.41 73.91 1.36

13 E 0.36 0.61 153 4235 10644 27.68 69.57 1.47

14 C 0.87 1.00 132.75 8144 15338 61.35 115.54 0.59 1

14 D 1.00 1.00 153 8144 0 53.23 0.00 1.00

15 A 0.33 0.67 117 4235 10644 36.19 90.97 1.03

15 C 0.00 0.13 132.75 8144 15338 61.35 115.54 0.59 1

16 C 0.81 1.00 132.75 8144 15338 61.35 115.54 0.59 1

17 A 0.75 1.00 117 8144 15338 69.60 131.09 0.46 1

18 A 0.00 0.50 117 8144 15338 69.60 131.09 0.46 1

18 A 0.50 1.00 132.75 8144 15338 61.35 115.54 0.59 1

18 C 0.81 1.00 133 8144 15338 61.23 115.32 0.60 1

18 D 0.00 0.00 153 8144 0 53.23 0.00 1.00

18 D 0.97 0.97 153 8144 15338 53.23 100.25 0.77 1

19 A 0.67 1.00 117 8144 15338 69.60 131.09 0.46 1

19 F‐AUX 0.36 0.61 153 4235 10644 27.68 69.57 1.47

20 A 0.33 0.67 133 4235 10644 31.84 80.03 1.23

20 D 0.97 0.97 153 8144 15338 53.23 100.25 0.77 1

21 A 0.87 1.00 132.75 8144 15338 61.35 115.54 0.59 1

21 D 0.40 0.60 153 2932 8238 19.16 53.84 2.06

22 C 1.00 1.00 153 8144 0 53.23 0.00 1.00

23 A 0.33 0.67 117 4235 10644 36.19 90.97 1.03

23 D 0.00 0.00 153 8144 0 53.23 0.00 1.00

23 D 0.00 1.00 153 8144 15338 53.23 100.25 0.77 1

24 A 0.00 0.50 133 8144 15338 61.23 115.32 0.60 1

25 A 0.33 0.67 117 4235 10644 36.19 90.97 1.03

25 A 0.87 1.00 144 8144 15338 56.55 106.51 0.69 1

25 D 0.36 0.61 144 4235 10644 29.41 73.91 1.36

26 A 0.33 0.67 132.75 4235 10644 31.90 80.18 1.22

26 D 0.36 0.61 144 4235 10644 29.41 73.91 1.36

26 D 0.36 0.61 153 4235 10644 27.68 69.57 1.47

27 A 0.40 0.80 132.75 5538 12209 41.72 91.97 0.96 1

27 C 0.87 1.00 132.75 8144 15338 61.35 115.54 0.59 1

28 A 0.20 0.80 132.75 5538 12209 41.72 91.97 0.96 1


C-23


28 B 0.00 1.00 144 8144 15338 56.55 106.51 0.69 1

29 A 0.00 0.19 132.75 8144 15338 61.35 115.54 0.59 1

29 A 0.70 1.00 126 8144 15338 64.63 121.73 0.54 1

29 D 0.85 0.97 133 8144 15338 61.23 115.32 0.60 1

30 A 0.00 0.13 132.75 8144 15338 61.35 115.54 0.59 1

30 A 0.30 0.80 133 5538 12209 41.64 91.80 0.96 1

31 A 0.87 1.00 132.75 8144 15338 61.35 115.54 0.59 1

32 A 0.00 1.00 144 8144 15338 56.55 106.51 0.69 1

32 B 0.00 1.00 144 8144 15338 56.55 106.51 0.69 1

32 F‐AUX 0.00 0.19 144 8144 15338 56.55 106.51 0.69 1

34 C 0.87 1.00 144 8144 15338 56.55 106.51 0.69 1

35 A 0.10 0.60 133 6841 15338 51.43 115.32 0.68 1

35 C 0.00 0.13 144 8144 15338 56.55 106.51 0.69 1

37 C 0.40 0.60 153 2932 8238 19.16 53.84 2.06

38 A 0.50 1.00 88 8144 15338 92.54 174.29 0.21 1

38 C 0.00 1.00 153 8144 15338 53.23 100.25 0.77 1

39 A‐AUX 0.33 0.67 144 4235 10644 29.41 73.91 1.36

39 F 0.00 1.00 153 8144 15338 53.23 100.25 0.77 1

41 D 0.00 0.00 153 8144 15338 53.23 100.25 0.77 1

41 A 0.50 0.50 153 1629 7397 10.65 48.35 2.47

42 C 0.00 1.00 153 8144 15338 53.23 100.25 0.77 1

43 A 0.75 1.00 144 8144 15338 56.55 106.51 0.69 1

44 A 0.50 1.00 88 8144 15338 92.54 174.29 0.21 1

44 F 0.82 0.97 133 8144 15338 61.23 115.32 0.60 1

45 A 0.00 0.25 133 8144 15338 61.23 115.32 0.60 1

51 D 0.01 0.02 153 8144 15338 53.23 100.25 0.77 1

52 D 0.01 0.02 153 8144 15338 53.23 100.25 0.77 1

53 F 0.66 0.97 144 8144 15338 56.55 106.51 0.69 1

54 A 0.25 0.50 133 5538 12209 41.64 91.80 0.96 1

55 A‐AUX 0.00 1.00 153 8144 15338 53.23 100.25 0.77 1

55 C 0.00 0.13 144 8144 15338 56.55 106.51 0.69 1

55 C 0.00 1.00 153 8144 15338 53.23 100.25 0.77 1

55 C 0.87 1.00 144 8144 15338 56.55 106.51 0.69 1

56 A 0.37 0.63 133 4235 10644 31.84 80.03 1.23

57 A 0.00 1.00 120 8144 15338 67.86 127.81 0.49 1

58 A‐AUX 0.00 1.00 153 8144 15338 53.23 100.25 0.77 1

58 C 0.00 1.00 153 8144 15338 53.23 100.25 0.77 1

59 A 0.00 0.19 132.75 8144 15338 61.35 115.54 0.59 1

59 A 0.25 1.00 132.75 8144 15338 61.35 115.54 0.59 1

60 C 0.00 1.00 153 8144 15338 53.23 100.25 0.77 1

61 A 0.44 0.57 120 2932 8238 24.43 68.65 1.54

61 D 0.50 0.50 153 1629 7397 10.65 48.35 2.47

61 D 0.85 0.97 144 8144 15338 56.55 106.51 0.69 1

62 A 0.00 0.19 133 8144 15338 61.23 115.32 0.60 1

62 D 0.97 0.97 153 8144 15338 53.23 100.25 0.77 1

63 F 0.50 0.50 153 1629 7397 10.65 48.35 2.47

NEW STRINGER ‐ 0.00 1.00 153 8144 15338 53.23 100.25 0.77

SEV. CTR. ROT 0 0.00 1.00 88 8144 15338 92.54 174.29 0.21

SEV. TOP ROT 0 0.00 1.00 117 8144 15338 69.60 131.09 0.46

ADV. CTR. ROT ‐ 0.00 1.00 120 8144 15338 67.86 127.81 0.49

ADV. TOP ROT ‐ 0.00 1.00 126 8144 15338 64.63 121.73 0.54

MOD. CTR. ROT ‐ 0.00 1.00 133 8144 15338 61.23 115.32 0.60

MOD. TOP ROT ‐ 0.00 1.00 132.75 8144 15338 61.35 115.54 0.59

MINOR CTR. ROT ‐ 0.00 1.00 144 8144 15338 56.55 106.51 0.69

MINOR TOP ROT ‐ 0.00 1.00 144 8144 15338 56.55 106.51 0.69




C-24

Load Rating Calculations Wilburton TrestleRating Factors 3/10/16AASHTO HS20 King County Department of Natural Resources and Parks

Shears and Moments:

Two‐Span Continuous (lb, lb‐ft) Simple Span (lb, lb‐ft)

Location Min. Shear Max. Shear Min. Moment Max. Moment Location Min. Shear Max. Shear Moment

0.0 ‐31560 3073 0 0 0.0 ‐34623 0 0

0.1 ‐27156 4401 ‐4685 42090 0.1 ‐28223 3200 43920

0.2 ‐22925 9504 ‐9370 69920 0.2 ‐25023 6400 78080

0.3 ‐18900 11924 ‐14055 86467 0.3 ‐22401 8578 102481

0.4 ‐15121 18407 ‐18740 92236 0.4 ‐18623 12800 117120

0.5 ‐11622 22079 ‐23425 88616 0.5 ‐15423 16000 122000

0.6 ‐8440 25234 ‐28110 77218 0.6 ‐12223 19200 117120

0.7 ‐5610 26614 ‐32800 59874 0.7 ‐9600 21378 102480

0.8 ‐3167 29981 ‐37480 38636 0.8 ‐5823 25600 78080

0.9 ‐1150 31576 ‐59125 15774 0.9 ‐2623 28800 43920

1.0 ‐35274 33689 ‐93340 0 1.0 0 32578 0

1.1 ‐31327 1833 ‐59271 25145

1.2 ‐29638 4096 ‐34844 49972

1.3 ‐27430 5375 ‐23764 71993

1.4 ‐24702 9728 ‐13480 89012

1.5 ‐21456 13000 ‐8015 99125

1.6 ‐17689 16512 ‐6412 100724

1.7 ‐13404 18343 ‐4809 92489

1.8 ‐8599 24064 ‐3206 73396

1.9 ‐3275 28008 ‐1603 42713

2.0 ‐1052 31581 0 0

‐120000

‐100000

‐80000

‐60000

‐40000

‐20000

0

20000

40000

60000

80000

100000

120000

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0

Force (LB, LB‐FT)

Span Point

Forces for 2 Continuous Spans

Min. Shear

Min. Moment

Max Shear

‐50000

‐30000

‐10000

10000

30000

50000

70000

90000

110000

130000

150000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point

Forces for 1 Simple Span

Min. Shear

Moment

Max. Shear


C-25


LL Forces for Load Rating Calcs (Max. of 2 cases above)Location Shear Moment

0.0 35274 933400.1 31327 591250.2 29638 780800.3 27430 1024800.4 24702 1171200.5 21456 1220000.6 24702 1171200.7 27430 1024800.8 29638 780800.9 31327 591251.0 35274 93340


0 27145.9 86416.40.1 22802.6 44253.40.2 18459.2 55306.50.3 14115.9 72589.80.4 9772.5 82959.70.5 5429.2 86416.40.6 9772.5 82959.70.7 14115.9 72589.80.8 18459.2 55306.50.9 22802.6 44253.41 27145.9 86416.4

‐50000

‐30000

‐10000

10000

30000

50000

70000

90000

110000

130000

150000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series3 Series4

0

20000

40000

60000

80000

100000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series4


C-26


Rating Factors:

Flexure Inventory


Begin

Tenth Point


1 A 0.00 0.47 413.89 207399 305000 501.10 736.91 1.33

1 D 0.28 0.53 413.89 207399 305000 501.10 736.91 1.33

2 B 0.00 0.13 400.17 207399 233350 518.28 583.13 1.65

3 A 0.33 0.67 337.50 207399 305000 614.52 903.70 0.96 1

3 C 0.87 1.00 400.17 207399 233350 518.28 583.13 1.65

3 D 0.00 0.00 426.35 207399 233350 486.45 547.32 1.81

3 F 0.00 0.00 433.50 207399 233350 478.43 538.29 1.86

4 A 0.06 0.94 337.50 207399 305000 614.52 903.70 0.96 1

4 F‐AUX 0.25 0.53 413.89 207399 305000 501.10 736.91 1.33

5 A 0.06 0.94 325.80 207399 305000 636.58 936.15 0.90 1

5 B 0.87 1.00 400.17 207399 233350 518.28 583.13 1.65

5 C 0.00 0.00 426.35 207399 233350 486.45 547.32 1.81

5 D 0.85 1.00 413.89 207399 233350 501.10 563.79 1.74

5 F 1.00 1.00 433.50 207399 233350 478.43 538.29 1.86

6 A 0.25 0.75 394.35 207399 305000 525.92 773.42 1.23

6 F 0.36 0.61 426.35 207399 305000 486.45 715.37 1.39

7 A 0.33 0.66 308.17 207399 305000 673.01 989.72 0.81 1

7 D 1.00 1.00 433.50 207399 233350 478.43 538.29 1.86

7 F‐AUX 1.00 1.00 433.50 207399 233350 478.43 538.29 1.86

8 A 0.33 0.66 325.80 207399 305000 636.58 936.15 0.90 1

8 B 0.87 1.00 400.17 207399 233350 518.28 583.13 1.65

8 F 0.36 0.61 400.17 207399 305000 518.28 762.18 1.26

9 D 0.72 1.00 413.89 207399 256200 501.10 619.00 1.58

10 A 0.00 1.00 308.17 207399 305000 673.01 989.72 0.81 1

10 F 0.40 0.60 433.50 207399 305000 478.43 703.58 1.42

11 A 0.33 0.67 394.35 207399 305000 525.92 773.42 1.23

11 D 0.00 1.00 433.50 207399 305000 478.43 703.58 1.42

11 F‐AUX 0.36 0.61 400.17 207399 305000 518.28 762.18 1.26

13 E 0.36 0.61 433.50 207399 305000 478.43 703.58 1.42

14 C 0.87 1.00 360.38 207399 233350 575.51 647.52 1.40

14 D 1.00 1.00 433.50 207399 233350 478.43 538.29 1.86

15 A 0.33 0.67 308.17 207399 305000 673.01 989.72 0.81 1

15 C 0.00 0.13 360.38 207399 233350 575.51 647.52 1.40

16 C 0.81 1.00 360.38 207399 233350 575.51 647.52 1.40

17 A 0.75 1.00 308.17 207399 256200 673.01 831.37 0.97 1

18 A 0.00 0.50 308.17 207399 305000 673.01 989.72 0.81 1

18 A 0.50 1.00 360.38 207399 305000 575.51 846.34 1.07

18 C 0.81 1.00 413.89 207399 233350 501.10 563.79 1.74

18 D 0.00 0.00 433.50 207399 233350 478.43 538.29 1.86

18 D 0.97 0.97 433.50 207399 233350 478.43 538.29 1.86

19 A 0.67 1.00 308.17 207399 292800 673.01 950.14 0.85 1

19 F‐AUX 0.36 0.61 433.50 207399 305000 478.43 703.58 1.42

20 A 0.33 0.67 413.89 207399 305000 501.10 736.91 1.33

20 D 0.97 0.97 433.50 207399 233350 478.43 538.29 1.86

21 A 0.87 1.00 360.38 207399 233350 575.51 647.52 1.40

21 D 0.40 0.60 433.50 207399 305000 478.43 703.58 1.42

22 C 1.00 1.00 433.50 207399 233350 478.43 538.29 1.86

23 A 0.33 0.67 308.17 207399 305000 673.01 989.72 0.81 1

23 D 0.00 0.00 433.50 207399 233350 478.43 538.29 1.86

23 D 0.00 1.00 433.50 207399 305000 478.43 703.58 1.42

24 A 0.00 0.50 413.89 207399 305000 501.10 736.91 1.33

25 A 0.33 0.67 308.17 207399 305000 673.01 989.72 0.81 1

25 A 0.87 1.00 400.17 207399 233350 518.28 583.13 1.65

25 D 0.36 0.61 426.35 207399 305000 486.45 715.37 1.39

26 A 0.33 0.67 360.38 207399 305000 575.51 846.34 1.07

26 D 0.36 0.61 426.35 207399 305000 486.45 715.37 1.39

26 D 0.36 0.61 433.50 207399 305000 478.43 703.58 1.42


C-27


27 A 0.40 0.80 360.38 207399 305000 575.51 846.34 1.07

27 C 0.87 1.00 360.38 207399 233350 575.51 647.52 1.40

28 A 0.20 0.80 360.38 207399 305000 575.51 846.34 1.07

28 B 0.00 1.00 400.17 207399 305000 518.28 762.18 1.26

29 A 0.00 0.19 360.38 207399 233350 575.51 647.52 1.40

29 A 0.70 1.00 337.50 207399 256200 614.52 759.11 1.14

29 D 0.85 0.97 413.89 207399 233350 501.10 563.79 1.74

30 A 0.00 0.13 360.38 207399 233350 575.51 647.52 1.40

30 A 0.30 0.80 413.89 207399 305000 501.10 736.91 1.33

31 A 0.87 1.00 360.38 207399 233350 575.51 647.52 1.40

32 A 0.00 1.00 400.17 207399 305000 518.28 762.18 1.26

32 B 0.00 1.00 400.17 207399 305000 518.28 762.18 1.26

32 F‐AUX 0.00 0.19 400.17 207399 233350 518.28 583.13 1.65

34 C 0.87 1.00 400.17 207399 233350 518.28 583.13 1.65

35 A 0.10 0.60 413.89 207399 305000 501.10 736.91 1.33

35 C 0.00 0.13 400.17 207399 233350 518.28 583.13 1.65

37 C 0.40 0.60 433.50 207399 305000 478.43 703.58 1.42

38 A 0.50 1.00 325.80 207399 305000 636.58 936.15 0.90 1

38 C 0.00 1.00 433.50 207399 305000 478.43 703.58 1.42

39 A‐AUX 0.33 0.67 426.35 207399 305000 486.45 715.37 1.39

39 F 0.00 1.00 433.50 207399 305000 478.43 703.58 1.42

41 D 0.00 0.00 433.50 207399 233350 478.43 538.29 1.86

41 A 0.50 0.50 433.50 207399 305000 478.43 703.58 1.42

42 C 0.00 1.00 433.50 207399 305000 478.43 703.58 1.42

43 A 0.75 1.00 426.35 207399 256200 486.45 600.91 1.65

44 A 0.50 1.00 325.80 207399 305000 636.58 936.15 0.90 1

44 F 0.82 0.97 413.89 207399 233350 501.10 563.79 1.74

45 A 0.00 0.25 413.89 207399 256200 501.10 619.00 1.58

51 D 0.01 0.02 433.50 207399 233350 478.43 538.29 1.86

52 D 0.01 0.02 433.50 207399 233350 478.43 538.29 1.86

53 F 0.66 0.97 400.17 207399 292800 518.28 731.70 1.31

54 A 0.25 0.50 413.89 207399 305000 501.10 736.91 1.33

55 A‐AUX 0.00 1.00 433.50 207399 305000 478.43 703.58 1.42

55 C 0.00 0.13 426.35 207399 233350 486.45 547.32 1.81

55 C 0.00 1.00 433.50 207399 305000 478.43 703.58 1.42

55 C 0.87 1.00 426.35 207399 233350 486.45 547.32 1.81

56 A 0.37 0.63 413.89 207399 305000 501.10 736.91 1.33

57 A 0.00 1.00 394.35 207399 305000 525.92 773.42 1.23

58 A‐AUX 0.00 1.00 433.50 207399 305000 478.43 703.58 1.42

58 C 0.00 1.00 433.50 207399 305000 478.43 703.58 1.42

59 A 0.00 0.19 360.38 207399 233350 575.51 647.52 1.40

59 A 0.25 1.00 360.38 207399 305000 575.51 846.34 1.07

60 C 0.00 1.00 433.50 207399 305000 478.43 703.58 1.42

61 A 0.44 0.57 394.35 207399 305000 525.92 773.42 1.23

61 D 0.50 0.50 433.50 207399 305000 478.43 703.58 1.42

61 D 0.85 0.97 426.35 207399 233350 486.45 547.32 1.81

62 A 0.00 0.19 413.89 207399 233350 501.10 563.79 1.74

62 D 0.97 0.97 433.50 207399 233350 478.43 538.29 1.86

63 F 0.50 0.50 433.50 207399 305000 478.43 703.58 1.42

NEW STRINGER ‐ 0.00 1.00 433.50 207399 305000 478.43 703.58 1.42

SEV. CTR. ROT 0 0.00 1.00 325.80 207399 305000 636.58 936.15 0.90 1

SEV. TOP ROT 0 0.00 1.00 308.17 207399 305000 673.01 989.72 0.81 1

ADV. CTR. ROT ‐ 0.00 1.00 394.35 207399 305000 525.92 773.42 1.23

ADV. TOP ROT ‐ 0.00 1.00 337.50 207399 305000 614.52 903.70 0.96 1

MOD. CTR. ROT ‐ 0.00 1.00 413.89 207399 305000 501.10 736.91 1.33

MOD. TOP ROT ‐ 0.00 1.00 360.38 207399 305000 575.51 846.34 1.07

MINOR CTR. ROT ‐ 0.00 1.00 426.35 207399 305000 486.45 715.37 1.39

MINOR TOP ROT ‐ 0.00 1.00 400.17 207399 305000 518.28 762.18 1.26




C-28


Shear Inventory


Begin

Tenth Point

EndA VDL (lb) VLL (lb) fDL fLL RF RF < 1?

1 A 0.00 0.47 133 8144 9262 61.23 69.64 0.52 1

1 D 0.28 0.53 133 5538 9262 41.64 69.64 0.81 1

2 B 0.00 0.13 144 8144 9262 56.55 64.32 0.64 1

3 A 0.33 0.67 126 4235 8572 33.61 68.03 0.94 1

3 C 0.87 1.00 144 8144 9262 56.55 64.32 0.64 1

3 D 0.00 0.00 144 8144 0 56.55 0.00 1.00

3 F 0.00 0.00 153 8144 0 53.23 0.00 1.00

4 A 0.06 0.94 126 8144 9262 64.63 73.51 0.45 1

4 F‐AUX 0.25 0.53 133 5538 9262 41.64 69.64 0.81 1

5 A 0.06 0.94 88 8144 9262 92.54 105.25 0.05 1

5 B 0.87 1.00 144 8144 9262 56.55 64.32 0.64 1

5 C 0.00 0.00 144 8144 0 56.55 0.00 1.00

5 D 0.85 1.00 133 8144 9262 61.23 69.64 0.52 1

5 F 1.00 1.00 153 8144 0 53.23 0.00 1.00

6 A 0.25 0.75 120 5538 9262 46.15 77.18 0.67 1

6 F 0.36 0.61 144 4235 8572 29.41 59.53 1.15

7 A 0.33 0.66 117 4235 8572 36.19 73.26 0.84 1

7 D 1.00 1.00 153 8144 0 53.23 0.00 1.00

7 F‐AUX 1.00 1.00 153 8144 0 53.23 0.00 1.00

8 A 0.33 0.66 88 4235 8572 48.12 97.41 0.51 1

8 B 0.87 1.00 144 8144 9262 56.55 64.32 0.64 1

8 F 0.36 0.61 144 4235 8572 29.41 59.53 1.15

9 D 0.72 1.00 133 8144 9262 61.23 69.64 0.52 1

10 A 0.00 1.00 117 8144 9262 69.60 79.16 0.36 1

10 F 0.40 0.60 153 2932 7719 19.16 50.45 1.56

11 A 0.33 0.67 120 4235 8572 35.29 71.43 0.87 1

11 D 0.00 1.00 153 8144 9262 53.23 60.54 0.74 1

11 F‐AUX 0.36 0.61 144 4235 8572 29.41 59.53 1.15

13 E 0.36 0.61 153 4235 8572 27.68 56.03 1.25

14 C 0.87 1.00 132.75 8144 9262 61.35 69.77 0.52 1

14 D 1.00 1.00 153 8144 0 53.23 0.00 1.00

15 A 0.33 0.67 117 4235 8572 36.19 73.26 0.84 1

15 C 0.00 0.13 132.75 8144 9262 61.35 69.77 0.52 1

16 C 0.81 1.00 132.75 8144 9262 61.35 69.77 0.52 1

17 A 0.75 1.00 117 8144 9262 69.60 79.16 0.36 1

18 A 0.00 0.50 117 8144 9262 69.60 79.16 0.36 1

18 A 0.50 1.00 132.75 8144 9262 61.35 69.77 0.52 1

18 C 0.81 1.00 133 8144 9262 61.23 69.64 0.52 1

18 D 0.00 0.00 153 8144 0 53.23 0.00 1.00

18 D 0.97 0.97 153 8144 0 53.23 0.00 1.00

19 A 0.67 1.00 117 8144 9262 69.60 79.16 0.36 1

19 F‐AUX 0.36 0.61 153 4235 8572 27.68 56.03 1.25

20 A 0.33 0.67 133 4235 8572 31.84 64.45 1.02

20 D 0.97 0.97 153 8144 0 53.23 0.00 1.00

21 A 0.87 1.00 132.75 8144 9262 61.35 69.77 0.52 1

21 D 0.40 0.60 153 2932 7719 19.16 50.45 1.56

22 C 1.00 1.00 153 8144 0 53.23 0.00 1.00

23 A 0.33 0.67 117 4235 8572 36.19 73.26 0.84 1

23 D 0.00 0.00 153 8144 0 53.23 0.00 1.00

23 D 0.00 1.00 153 8144 9262 53.23 60.54 0.74 1

24 A 0.00 0.50 133 8144 9262 61.23 69.64 0.52 1

25 A 0.33 0.67 117 4235 8572 36.19 73.26 0.84 1

25 A 0.87 1.00 144 8144 9262 56.55 64.32 0.64 1

25 D 0.36 0.61 144 4235 8572 29.41 59.53 1.15

26 A 0.33 0.67 132.75 4235 8572 31.90 64.57 1.02

26 D 0.36 0.61 144 4235 8572 29.41 59.53 1.15

26 D 0.36 0.61 153 4235 8572 27.68 56.03 1.25


C-29


27 A 0.40 0.80 132.75 5538 9262 41.72 69.77 0.80 1

27 C 0.87 1.00 132.75 8144 9262 61.35 69.77 0.52 1

28 A 0.20 0.80 132.75 5538 9262 41.72 69.77 0.80 1

28 B 0.00 1.00 144 8144 9262 56.55 64.32 0.64 1

29 A 0.00 0.19 132.75 8144 9262 61.35 69.77 0.52 1

29 A 0.70 1.00 126 8144 9262 64.63 73.51 0.45 1

29 D 0.85 0.97 133 8144 9262 61.23 69.64 0.52 1

30 A 0.00 0.13 132.75 8144 9262 61.35 69.77 0.52 1

30 A 0.30 0.80 133 5538 9262 41.64 69.64 0.81 1

31 A 0.87 1.00 132.75 8144 9262 61.35 69.77 0.52 1

32 A 0.00 1.00 144 8144 9262 56.55 64.32 0.64 1

32 B 0.00 1.00 144 8144 9262 56.55 64.32 0.64 1

32 F‐AUX 0.00 0.19 144 8144 9262 56.55 64.32 0.64 1

34 C 0.87 1.00 144 8144 9262 56.55 64.32 0.64 1

35 A 0.10 0.60 133 6841 9262 51.43 69.64 0.67 1

35 C 0.00 0.13 144 8144 9262 56.55 64.32 0.64 1

37 C 0.40 0.60 153 2932 7719 19.16 50.45 1.56

38 A 0.50 1.00 88 8144 9262 92.54 105.25 0.05 1

38 C 0.00 1.00 153 8144 9262 53.23 60.54 0.74 1

39 A‐AUX 0.33 0.67 144 4235 8572 29.41 59.53 1.15

39 F 0.00 1.00 153 8144 9262 53.23 60.54 0.74 1

41 D 0.00 0.00 153 8144 0 53.23 0.00 1.00

41 A 0.50 0.50 153 1629 6705 10.65 43.82 1.99

42 C 0.00 1.00 153 8144 9262 53.23 60.54 0.74 1

43 A 0.75 1.00 144 8144 9262 56.55 64.32 0.64 1

44 A 0.50 1.00 88 8144 9262 92.54 105.25 0.05 1

44 F 0.82 0.97 133 8144 9262 61.23 69.64 0.52 1

45 A 0.00 0.25 133 8144 9262 61.23 69.64 0.52 1

51 D 0.01 0.02 153 8144 0 53.23 0.00 1.00

52 D 0.01 0.02 153 8144 0 53.23 0.00 1.00

53 F 0.66 0.97 144 8144 9262 56.55 64.32 0.64 1

54 A 0.25 0.50 133 5538 9262 41.64 69.64 0.81 1

55 A‐AUX 0.00 1.00 153 8144 9262 53.23 60.54 0.74 1

55 C 0.00 0.13 144 8144 9262 56.55 64.32 0.64 1

55 C 0.00 1.00 153 8144 9262 53.23 60.54 0.74 1

55 C 0.87 1.00 144 8144 9262 56.55 64.32 0.64 1

56 A 0.37 0.63 133 4235 8572 31.84 64.45 1.02

57 A 0.00 1.00 120 8144 9262 67.86 77.18 0.39 1

58 A‐AUX 0.00 1.00 153 8144 9262 53.23 60.54 0.74 1

58 C 0.00 1.00 153 8144 9262 53.23 60.54 0.74 1

59 A 0.00 0.19 132.75 8144 9262 61.35 69.77 0.52 1

59 A 0.25 1.00 132.75 8144 9262 61.35 69.77 0.52 1

60 C 0.00 1.00 153 8144 9262 53.23 60.54 0.74 1

61 A 0.44 0.57 120 2932 7719 24.43 64.33 1.14

61 D 0.50 0.50 153 1629 6705 10.65 43.82 1.99

61 D 0.85 0.97 144 8144 9262 56.55 64.32 0.64 1

62 A 0.00 0.19 133 8144 9262 61.23 69.64 0.52 1

62 D 0.97 0.97 153 8144 0 53.23 0.00 1.00

63 F 0.50 0.50 153 1629 6705 10.65 43.82 1.99

NEW STRINGER ‐ 0.00 1.00 153 8144 9262 53.23 60.54 0.74

SEV. CTR. ROT 0 0.00 1.00 88 8144 9262 92.54 105.25 0.05

SEV. TOP ROT 0 0.00 1.00 117 8144 9262 69.60 79.16 0.36ADV. CTR. ROT ‐ 0.00 1.00 120 8144 9262 67.86 77.18 0.39

ADV. TOP ROT ‐ 0.00 1.00 126 8144 9262 64.63 73.51 0.45

MOD. CTR. ROT ‐ 0.00 1.00 133 8144 9262 61.23 69.64 0.52

MOD. TOP ROT ‐ 0.00 1.00 132.75 8144 9262 61.35 69.77 0.52

MINOR CTR. ROT ‐ 0.00 1.00 144 8144 9262 56.55 64.32 0.64

MINOR TOP ROT ‐ 0.00 1.00 144 8144 9262 56.55 64.32 0.64




C-30

Load Rating Calculations Wilburton TrestleRating Factors 3/10/16SU5 King County Department of Natural Resources and Parks

Shears and Moments:

LL Forces for Load Rating Calcs Location Shear Moment

0.0 33340 669000.1 28090 535500.2 22840 870900.3 20215 958550.4 16895 1073750.5 16200 1101300.6 16895 1073750.7 20215 958550.8 22840 870900.9 28090 535501.0 33340 66900


0 27145.94609 86416.404790.1 22802.59472 44253.395810.2 18459.24334 55306.499070.3 14115.89197 72589.780030.4 9772.540594 82959.74860.5 5429.189219 86416.404790.6 9772.540594 82959.74860.7 14115.89197 72589.780030.8 18459.24334 55306.499070.9 22802.59472 44253.395811 27145.94609 86416.40479

‐50000

‐30000

‐10000

10000

30000

50000

70000

90000

110000

130000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series3 Series4

0

20000

40000

60000

80000

100000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series4


C-31


Rating Factors:

Flexure Operating


Begin

Tenth Point


1 A 0.00 0.47 413.89 207399 275325 501.10 665.21 2.20

1 D 0.28 0.53 413.89 207399 275325 501.10 665.21 2.20

2 B 0.00 0.13 400.17 207399 217725 518.28 544.09 2.66

3 A 0.33 0.67 337.50 207399 275325 614.52 815.78 1.66

3 C 0.87 1.00 400.17 207399 217725 518.28 544.09 2.66

3 D 0.00 0.00 426.35 207399 167250 486.45 392.28 3.78

3 F 0.00 0.00 433.50 207399 167250 478.43 385.81 3.86

4 A 0.06 0.94 337.50 207399 275325 614.52 815.78 1.66

4 F‐AUX 0.25 0.53 413.89 207399 275325 501.10 665.21 2.20

5 A 0.06 0.94 325.80 207399 275325 636.58 845.06 1.58

5 B 0.87 1.00 400.17 207399 217725 518.28 544.09 2.66

5 C 0.00 0.00 426.35 207399 167250 486.45 392.28 3.78

5 D 0.85 1.00 413.89 207399 217725 501.10 526.04 2.79

5 F 1.00 1.00 433.50 207399 167250 478.43 385.81 3.86

6 A 0.25 0.75 394.35 207399 275325 525.92 698.17 2.06

6 F 0.36 0.61 426.35 207399 275325 486.45 645.77 2.29

7 A 0.33 0.66 308.17 207399 275325 673.01 893.43 1.45

7 D 1.00 1.00 433.50 207399 167250 478.43 385.81 3.86

7 F‐AUX 1.00 1.00 433.50 207399 167250 478.43 385.81 3.86

8 A 0.33 0.66 325.80 207399 275325 636.58 845.06 1.58

8 B 0.87 1.00 400.17 207399 217725 518.28 544.09 2.66

8 F 0.36 0.61 400.17 207399 275325 518.28 688.03 2.11

9 D 0.72 1.00 413.89 207399 239638 501.10 578.99 2.53

10 A 0.00 1.00 308.17 207399 275325 673.01 893.43 1.45

10 F 0.40 0.60 433.50 207399 275325 478.43 635.12 2.34

11 A 0.33 0.67 394.35 207399 275325 525.92 698.17 2.06

11 D 0.00 1.00 433.50 207399 275325 478.43 635.12 2.34

11 F‐AUX 0.36 0.61 400.17 207399 275325 518.28 688.03 2.11

13 E 0.36 0.61 433.50 207399 275325 478.43 635.12 2.34

14 C 0.87 1.00 360.38 207399 217725 575.51 604.16 2.30

14 D 1.00 1.00 433.50 207399 167250 478.43 385.81 3.86

15 A 0.33 0.67 308.17 207399 275325 673.01 893.43 1.45

15 C 0.00 0.13 360.38 207399 217725 575.51 604.16 2.30

16 C 0.81 1.00 360.38 207399 217725 575.51 604.16 2.30

17 A 0.75 1.00 308.17 207399 239638 673.01 777.62 1.66

18 A 0.00 0.50 308.17 207399 275325 673.01 893.43 1.45

18 A 0.50 1.00 360.38 207399 275325 575.51 764.00 1.82

18 C 0.81 1.00 413.89 207399 217725 501.10 526.04 2.79

18 D 0.00 0.00 433.50 207399 167250 478.43 385.81 3.86

18 D 0.97 0.97 433.50 207399 167250 478.43 385.81 3.86

19 A 0.67 1.00 308.17 207399 268438 673.01 871.08 1.49

19 F‐AUX 0.36 0.61 433.50 207399 275325 478.43 635.12 2.34

20 A 0.33 0.67 413.89 207399 275325 501.10 665.21 2.20

20 D 0.97 0.97 433.50 207399 167250 478.43 385.81 3.86

21 A 0.87 1.00 360.38 207399 217725 575.51 604.16 2.30

21 D 0.40 0.60 433.50 207399 275325 478.43 635.12 2.34

22 C 1.00 1.00 433.50 207399 167250 478.43 385.81 3.86

23 A 0.33 0.67 308.17 207399 275325 673.01 893.43 1.45

23 D 0.00 0.00 433.50 207399 167250 478.43 385.81 3.86

23 D 0.00 1.00 433.50 207399 275325 478.43 635.12 2.34

24 A 0.00 0.50 413.89 207399 275325 501.10 665.21 2.20

25 A 0.33 0.67 308.17 207399 275325 673.01 893.43 1.45

25 A 0.87 1.00 400.17 207399 217725 518.28 544.09 2.66

25 D 0.36 0.61 426.35 207399 275325 486.45 645.77 2.29

26 A 0.33 0.67 360.38 207399 275325 575.51 764.00 1.82

26 D 0.36 0.61 426.35 207399 275325 486.45 645.77 2.29

26 D 0.36 0.61 433.50 207399 275325 478.43 635.12 2.34

27 A 0.40 0.80 360.38 207399 275325 575.51 764.00 1.82


C-32


27 C 0.87 1.00 360.38 207399 217725 575.51 604.16 2.30

28 A 0.20 0.80 360.38 207399 275325 575.51 764.00 1.82

28 B 0.00 1.00 400.17 207399 275325 518.28 688.03 2.11

29 A 0.00 0.19 360.38 207399 217725 575.51 604.16 2.30

29 A 0.70 1.00 337.50 207399 239638 614.52 710.04 1.91

29 D 0.85 0.97 413.89 207399 217725 501.10 526.04 2.79

30 A 0.00 0.13 360.38 207399 217725 575.51 604.16 2.30

30 A 0.30 0.80 413.89 207399 275325 501.10 665.21 2.20

31 A 0.87 1.00 360.38 207399 217725 575.51 604.16 2.30

32 A 0.00 1.00 400.17 207399 275325 518.28 688.03 2.11

32 B 0.00 1.00 400.17 207399 275325 518.28 688.03 2.11

32 F‐AUX 0.00 0.19 400.17 207399 217725 518.28 544.09 2.66

34 C 0.87 1.00 400.17 207399 217725 518.28 544.09 2.66

35 A 0.10 0.60 413.89 207399 275325 501.10 665.21 2.20

35 C 0.00 0.13 400.17 207399 217725 518.28 544.09 2.66

37 C 0.40 0.60 433.50 207399 275325 478.43 635.12 2.34

38 A 0.50 1.00 325.80 207399 275325 636.58 845.06 1.58

38 C 0.00 1.00 433.50 207399 275325 478.43 635.12 2.34

39 A‐AUX 0.33 0.67 426.35 207399 275325 486.45 645.77 2.29

39 F 0.00 1.00 433.50 207399 275325 478.43 635.12 2.34

41 D 0.00 0.00 433.50 207399 167250 478.43 385.81 3.86

41 A 0.50 0.50 433.50 207399 275325 478.43 635.12 2.34

42 C 0.00 1.00 433.50 207399 275325 478.43 635.12 2.34

43 A 0.75 1.00 426.35 207399 239638 486.45 562.06 2.64

44 A 0.50 1.00 325.80 207399 275325 636.58 845.06 1.58

44 F 0.82 0.97 413.89 207399 217725 501.10 526.04 2.79

45 A 0.00 0.25 413.89 207399 239638 501.10 578.99 2.53

51 D 0.01 0.02 433.50 207399 167250 478.43 385.81 3.86

52 D 0.01 0.02 433.50 207399 167250 478.43 385.81 3.86

53 F 0.66 0.97 400.17 207399 268438 518.28 670.81 2.16

54 A 0.25 0.50 413.89 207399 275325 501.10 665.21 2.20

55 A‐AUX 0.00 1.00 433.50 207399 275325 478.43 635.12 2.34

55 C 0.00 0.13 426.35 207399 217725 486.45 510.67 2.90

55 C 0.00 1.00 433.50 207399 275325 478.43 635.12 2.34

55 C 0.87 1.00 426.35 207399 217725 486.45 510.67 2.90

56 A 0.37 0.63 413.89 207399 275325 501.10 665.21 2.20

57 A 0.00 1.00 394.35 207399 275325 525.92 698.17 2.06

58 A‐AUX 0.00 1.00 433.50 207399 275325 478.43 635.12 2.34

58 C 0.00 1.00 433.50 207399 275325 478.43 635.12 2.34

59 A 0.00 0.19 360.38 207399 217725 575.51 604.16 2.30

59 A 0.25 1.00 360.38 207399 275325 575.51 764.00 1.82

60 C 0.00 1.00 433.50 207399 275325 478.43 635.12 2.34

61 A 0.44 0.57 394.35 207399 275325 525.92 698.17 2.06

61 D 0.50 0.50 433.50 207399 275325 478.43 635.12 2.34

61 D 0.85 0.97 426.35 207399 217725 486.45 510.67 2.90

62 A 0.00 0.19 413.89 207399 217725 501.10 526.04 2.79

62 D 0.97 0.97 433.50 207399 167250 478.43 385.81 3.86

63 F 0.50 0.50 433.50 207399 275325 478.43 635.12 2.34

NEW STRINGER ‐ 0.00 1.00 433.50 207399 275325 478.43 635.12 2.34

SEV. CTR. ROT 0 0.00 1.00 325.80 207399 275325 636.58 845.06 1.58

SEV. TOP ROT 0 0.00 1.00 308.17 207399 275325 673.01 893.43 1.45

ADV. CTR. ROT ‐ 0.00 1.00 394.35 207399 275325 525.92 698.17 2.06

ADV. TOP ROT ‐ 0.00 1.00 337.50 207399 275325 614.52 815.78 1.66

MOD. CTR. ROT ‐ 0.00 1.00 413.89 207399 275325 501.10 665.21 2.20

MOD. TOP ROT ‐ 0.00 1.00 360.38 207399 275325 575.51 764.00 1.82

MINOR CTR. ROT ‐ 0.00 1.00 426.35 207399 275325 486.45 645.77 2.29

MINOR TOP ROT ‐ 0.00 1.00 400.17 207399 275325 518.28 688.03 2.11




C-33


Shear Operating


Begin

Tenth Point


1 A 0.00 0.47 133 8144 8778 61.23 66.00 1.04

1 D 0.28 0.53 133 5538 7138 41.64 53.67 1.65

2 B 0.00 0.13 144 8144 8778 56.55 60.96 1.20

3 A 0.33 0.67 126 4235 6317 33.61 50.14 1.92

3 C 0.87 1.00 144 8144 8778 56.55 60.96 1.20

3 D 0.00 0.00 144 8144 0 56.55 0.00 1.00

3 F 0.00 0.00 153 8144 0 53.23 0.00 1.00

4 A 0.06 0.94 126 8144 8778 64.63 69.67 0.94 1

4 F‐AUX 0.25 0.53 133 5538 7138 41.64 53.67 1.65

5 A 0.06 0.94 88 8144 8778 92.54 99.75 0.38 1

5 B 0.87 1.00 144 8144 8778 56.55 60.96 1.20

5 C 0.00 0.00 144 8144 0 56.55 0.00 1.00

5 D 0.85 1.00 133 8144 8778 61.23 66.00 1.04

5 F 1.00 1.00 153 8144 0 53.23 0.00 1.00

6 A 0.25 0.75 120 5538 7138 46.15 59.48 1.41

6 F 0.36 0.61 144 4235 6317 29.41 43.87 2.29

7 A 0.33 0.66 117 4235 6317 36.19 53.99 1.74

7 D 1.00 1.00 153 8144 0 53.23 0.00 1.00

7 F‐AUX 1.00 1.00 153 8144 0 53.23 0.00 1.00

8 A 0.33 0.66 88 4235 6317 48.12 71.79 1.14

8 B 0.87 1.00 144 8144 8778 56.55 60.96 1.20

8 F 0.36 0.61 144 4235 6317 29.41 43.87 2.29

9 D 0.72 1.00 133 8144 8778 61.23 66.00 1.04

10 A 0.00 1.00 117 8144 8778 69.60 75.03 0.81 1

10 F 0.40 0.60 153 2932 5280 19.16 34.51 3.21

11 A 0.33 0.67 120 4235 6317 35.29 52.64 1.80

11 D 0.00 1.00 153 8144 8778 53.23 57.37 1.34

11 F‐AUX 0.36 0.61 144 4235 6317 29.41 43.87 2.29

13 E 0.36 0.61 153 4235 6317 27.68 41.29 2.48

14 C 0.87 1.00 132.75 8144 8778 61.35 66.13 1.04

14 D 1.00 1.00 153 8144 0 53.23 0.00 1.00

15 A 0.33 0.67 117 4235 6317 36.19 53.99 1.74

15 C 0.00 0.13 132.75 8144 8778 61.35 66.13 1.04

16 C 0.81 1.00 132.75 8144 8778 61.35 66.13 1.04

17 A 0.75 1.00 117 8144 8778 69.60 75.03 0.81 1

18 A 0.00 0.50 117 8144 8778 69.60 75.03 0.81 1

18 A 0.50 1.00 132.75 8144 8778 61.35 66.13 1.04

18 C 0.81 1.00 133 8144 8778 61.23 66.00 1.04

18 D 0.00 0.00 153 8144 0 53.23 0.00 1.00

18 D 0.97 0.97 153 8144 8778 53.23 57.37 1.34

19 A 0.67 1.00 117 8144 8778 69.60 75.03 0.81 1

19 F‐AUX 0.36 0.61 153 4235 6317 27.68 41.29 2.48

20 A 0.33 0.67 133 4235 6317 31.84 47.50 2.07

20 D 0.97 0.97 153 8144 8778 53.23 57.37 1.34

21 A 0.87 1.00 132.75 8144 8778 61.35 66.13 1.04

21 D 0.40 0.60 153 2932 5280 19.16 34.51 3.21

22 C 1.00 1.00 153 8144 0 53.23 0.00 1.00

23 A 0.33 0.67 117 4235 6317 36.19 53.99 1.74

23 D 0.00 0.00 153 8144 0 53.23 0.00 1.00

23 D 0.00 1.00 153 8144 8778 53.23 57.37 1.34

24 A 0.00 0.50 133 8144 8778 61.23 66.00 1.04

25 A 0.33 0.67 117 4235 6317 36.19 53.99 1.74

25 A 0.87 1.00 144 8144 8778 56.55 60.96 1.20

25 D 0.36 0.61 144 4235 6317 29.41 43.87 2.29

26 A 0.33 0.67 132.75 4235 6317 31.90 47.59 2.06

26 D 0.36 0.61 144 4235 6317 29.41 43.87 2.29


C-34


26 D 0.36 0.61 153 4235 6317 27.68 41.29 2.48

27 A 0.40 0.80 132.75 5538 7138 41.72 53.77 1.64

27 C 0.87 1.00 132.75 8144 8778 61.35 66.13 1.04

28 A 0.20 0.80 132.75 5538 7138 41.72 53.77 1.64

28 B 0.00 1.00 144 8144 8778 56.55 60.96 1.20

29 A 0.00 0.19 132.75 8144 8778 61.35 66.13 1.04

29 A 0.70 1.00 126 8144 8778 64.63 69.67 0.94 1

29 D 0.85 0.97 133 8144 8778 61.23 66.00 1.04

30 A 0.00 0.13 132.75 8144 8778 61.35 66.13 1.04

30 A 0.30 0.80 133 5538 7138 41.64 53.67 1.65

31 A 0.87 1.00 132.75 8144 8778 61.35 66.13 1.04

32 A 0.00 1.00 144 8144 8778 56.55 60.96 1.20

32 B 0.00 1.00 144 8144 8778 56.55 60.96 1.20

32 F‐AUX 0.00 0.19 144 8144 8778 56.55 60.96 1.20

34 C 0.87 1.00 144 8144 8778 56.55 60.96 1.20

35 A 0.10 0.60 133 6841 8778 51.43 66.00 1.19

35 C 0.00 0.13 144 8144 8778 56.55 60.96 1.20

37 C 0.40 0.60 153 2932 5280 19.16 34.51 3.21

38 A 0.50 1.00 88 8144 8778 92.54 99.75 0.38 1

38 C 0.00 1.00 153 8144 8778 53.23 57.37 1.34

39 A‐AUX 0.33 0.67 144 4235 6317 29.41 43.87 2.29

39 F 0.00 1.00 153 8144 8778 53.23 57.37 1.34

41 D 0.00 0.00 153 8144 8778 53.23 57.37 1.34

41 A 0.50 0.50 153 1629 5063 10.65 33.09 3.61

42 C 0.00 1.00 153 8144 8778 53.23 57.37 1.34

43 A 0.75 1.00 144 8144 8778 56.55 60.96 1.20

44 A 0.50 1.00 88 8144 8778 92.54 99.75 0.38 1

44 F 0.82 0.97 133 8144 8778 61.23 66.00 1.04

45 A 0.00 0.25 133 8144 8778 61.23 66.00 1.04

51 D 0.01 0.02 153 8144 8778 53.23 57.37 1.34

52 D 0.01 0.02 153 8144 8778 53.23 57.37 1.34

53 F 0.66 0.97 144 8144 8778 56.55 60.96 1.20

54 A 0.25 0.50 133 5538 7138 41.64 53.67 1.65

55 A‐AUX 0.00 1.00 153 8144 8778 53.23 57.37 1.34

55 C 0.00 0.13 144 8144 8778 56.55 60.96 1.20

55 C 0.00 1.00 153 8144 8778 53.23 57.37 1.34

55 C 0.87 1.00 144 8144 8778 56.55 60.96 1.20

56 A 0.37 0.63 133 4235 6317 31.84 47.50 2.07

57 A 0.00 1.00 120 8144 8778 67.86 73.15 0.85 1

58 A‐AUX 0.00 1.00 153 8144 8778 53.23 57.37 1.34

58 C 0.00 1.00 153 8144 8778 53.23 57.37 1.34

59 A 0.00 0.19 132.75 8144 8778 61.35 66.13 1.04

59 A 0.25 1.00 132.75 8144 8778 61.35 66.13 1.04

60 C 0.00 1.00 153 8144 8778 53.23 57.37 1.34

61 A 0.44 0.57 120 2932 5280 24.43 44.00 2.40

61 D 0.50 0.50 153 1629 5063 10.65 33.09 3.61

61 D 0.85 0.97 144 8144 8778 56.55 60.96 1.20

62 A 0.00 0.19 133 8144 8778 61.23 66.00 1.04

62 D 0.97 0.97 153 8144 8778 53.23 57.37 1.34

63 F 0.50 0.50 153 1629 5063 10.65 33.09 3.61

NEW STRINGER ‐ 0.00 1.00 153 8144 8778 53.23 57.37 1.34

SEV. CTR. ROT 0 0.00 1.00 88 8144 8778 92.54 99.75 0.38

SEV. TOP ROT 0 0.00 1.00 117 8144 8778 69.60 75.03 0.81

ADV. CTR. ROT ‐ 0.00 1.00 120 8144 8778 67.86 73.15 0.85

ADV. TOP ROT ‐ 0.00 1.00 126 8144 8778 64.63 69.67 0.94

MOD. CTR. ROT ‐ 0.00 1.00 133 8144 8778 61.23 66.00 1.04

MOD. TOP ROT ‐ 0.00 1.00 132.75 8144 8778 61.35 66.13 1.04

MINOR CTR. ROT ‐ 0.00 1.00 144 8144 8778 56.55 60.96 1.20

MINOR TOP ROT ‐ 0.00 1.00 144 8144 8778 56.55 60.96 1.20




C-35

Load Rating Calculations Wilburton TrestleRating Factors 3/10/16AASHTO H10 King County Department of Natural Resources and Parks

Shears and Moments:


0.0 16330 286800.1 14000 266900.2 12000 457500.3 11000 514700.4 9935 590950.5 9870 610000.6 9935 590950.7 11000 514700.8 12000 457500.9 14000 266901.0 16330 28680


0 27146 864160.1 22803 442530.2 18459 553060.3 14116 725900.4 9773 829600.5 5429 864160.6 9773 829600.7 14116 725900.8 18459 553060.9 22803 442531 27146 86416

‐50000

‐30000

‐10000

10000

30000

50000

70000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series3 Series4

0

20000

40000

60000

80000

100000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series4


C-36


Rating Factors:

Flexure Inventory


Begin

Tenth Point


1 A 0.00 0.47 413.89 207399 152500 501.10 368.45 2.66

1 D 0.28 0.53 413.89 207399 152500 501.10 368.45 2.66

2 B 0.00 0.13 400.17 207399 114375 518.28 285.82 3.36

3 A 0.33 0.67 337.50 207399 152500 614.52 451.85 1.91

3 C 0.87 1.00 400.17 207399 114375 518.28 285.82 3.36

3 D 0.00 0.00 426.35 207399 71700 486.45 168.17 5.90

3 F 0.00 0.00 433.50 207399 71700 478.43 165.40 6.05

4 A 0.06 0.94 337.50 207399 152500 614.52 451.85 1.91

4 F‐AUX 0.25 0.53 413.89 207399 152500 501.10 368.45 2.66

5 A 0.06 0.94 325.80 207399 152500 636.58 468.07 1.80

5 B 0.87 1.00 400.17 207399 114375 518.28 285.82 3.36

5 C 0.00 0.00 426.35 207399 71700 486.45 168.17 5.90

5 D 0.85 1.00 413.89 207399 114375 501.10 276.34 3.54

5 F 1.00 1.00 433.50 207399 71700 478.43 165.40 6.05

6 A 0.25 0.75 394.35 207399 152500 525.92 386.71 2.47

6 F 0.36 0.61 426.35 207399 152500 486.45 357.68 2.78

7 A 0.33 0.66 308.17 207399 152500 673.01 494.86 1.63

7 D 1.00 1.00 433.50 207399 71700 478.43 165.40 6.05

7 F‐AUX 1.00 1.00 433.50 207399 71700 478.43 165.40 6.05

8 A 0.33 0.66 325.80 207399 152500 636.58 468.07 1.80

8 B 0.87 1.00 400.17 207399 114375 518.28 285.82 3.36

8 F 0.36 0.61 400.17 207399 152500 518.28 381.09 2.52

9 D 0.72 1.00 413.89 207399 128675 501.10 310.89 3.15

10 A 0.00 1.00 308.17 207399 152500 673.01 494.86 1.63

10 F 0.40 0.60 433.50 207399 152500 478.43 351.79 2.85

11 A 0.33 0.67 394.35 207399 152500 525.92 386.71 2.47

11 D 0.00 1.00 433.50 207399 152500 478.43 351.79 2.85

11 F‐AUX 0.36 0.61 400.17 207399 152500 518.28 381.09 2.52

13 E 0.36 0.61 433.50 207399 152500 478.43 351.79 2.85

14 C 0.87 1.00 360.38 207399 114375 575.51 317.38 2.85

14 D 1.00 1.00 433.50 207399 71700 478.43 165.40 6.05

15 A 0.33 0.67 308.17 207399 152500 673.01 494.86 1.63

15 C 0.00 0.13 360.38 207399 114375 575.51 317.38 2.85

16 C 0.81 1.00 360.38 207399 114375 575.51 317.38 2.85

17 A 0.75 1.00 308.17 207399 128675 673.01 417.55 1.93

18 A 0.00 0.50 308.17 207399 152500 673.01 494.86 1.63

18 A 0.50 1.00 360.38 207399 152500 575.51 423.17 2.14

18 C 0.81 1.00 413.89 207399 114375 501.10 276.34 3.54

18 D 0.00 0.00 433.50 207399 71700 478.43 165.40 6.05

18 D 0.97 0.97 433.50 207399 71700 478.43 165.40 6.05

19 A 0.67 1.00 308.17 207399 147738 673.01 479.41 1.68

19 F‐AUX 0.36 0.61 433.50 207399 152500 478.43 351.79 2.85

20 A 0.33 0.67 413.89 207399 152500 501.10 368.45 2.66

20 D 0.97 0.97 433.50 207399 71700 478.43 165.40 6.05

21 A 0.87 1.00 360.38 207399 114375 575.51 317.38 2.85

21 D 0.40 0.60 433.50 207399 152500 478.43 351.79 2.85

22 C 1.00 1.00 433.50 207399 71700 478.43 165.40 6.05

23 A 0.33 0.67 308.17 207399 152500 673.01 494.86 1.63

23 D 0.00 0.00 433.50 207399 71700 478.43 165.40 6.05

23 D 0.00 1.00 433.50 207399 152500 478.43 351.79 2.85

24 A 0.00 0.50 413.89 207399 152500 501.10 368.45 2.66

25 A 0.33 0.67 308.17 207399 152500 673.01 494.86 1.63

25 A 0.87 1.00 400.17 207399 114375 518.28 285.82 3.36

25 D 0.36 0.61 426.35 207399 152500 486.45 357.68 2.78

26 A 0.33 0.67 360.38 207399 152500 575.51 423.17 2.14


C-37


26 D 0.36 0.61 426.35 207399 152500 486.45 357.68 2.78

26 D 0.36 0.61 433.50 207399 152500 478.43 351.79 2.85

27 A 0.40 0.80 360.38 207399 152500 575.51 423.17 2.14

27 C 0.87 1.00 360.38 207399 114375 575.51 317.38 2.85

28 A 0.20 0.80 360.38 207399 152500 575.51 423.17 2.14

28 B 0.00 1.00 400.17 207399 152500 518.28 381.09 2.52

29 A 0.00 0.19 360.38 207399 114375 575.51 317.38 2.85

29 A 0.70 1.00 337.50 207399 128675 614.52 381.26 2.27

29 D 0.85 0.97 413.89 207399 114375 501.10 276.34 3.54

30 A 0.00 0.13 360.38 207399 114375 575.51 317.38 2.85

30 A 0.30 0.80 413.89 207399 152500 501.10 368.45 2.66

31 A 0.87 1.00 360.38 207399 114375 575.51 317.38 2.85

32 A 0.00 1.00 400.17 207399 152500 518.28 381.09 2.52

32 B 0.00 1.00 400.17 207399 152500 518.28 381.09 2.52

32 F‐AUX 0.00 0.19 400.17 207399 114375 518.28 285.82 3.36

34 C 0.87 1.00 400.17 207399 114375 518.28 285.82 3.36

35 A 0.10 0.60 413.89 207399 152500 501.10 368.45 2.66

35 C 0.00 0.13 400.17 207399 114375 518.28 285.82 3.36

37 C 0.40 0.60 433.50 207399 152500 478.43 351.79 2.85

38 A 0.50 1.00 325.80 207399 152500 636.58 468.07 1.80

38 C 0.00 1.00 433.50 207399 152500 478.43 351.79 2.85

39 A‐AUX 0.33 0.67 426.35 207399 152500 486.45 357.68 2.78

39 F 0.00 1.00 433.50 207399 152500 478.43 351.79 2.85

41 D 0.00 0.00 433.50 207399 71700 478.43 165.40 6.05

41 A 0.50 0.50 433.50 207399 152500 478.43 351.79 2.85

42 C 0.00 1.00 433.50 207399 152500 478.43 351.79 2.85

43 A 0.75 1.00 426.35 207399 128675 486.45 301.80 3.29

44 A 0.50 1.00 325.80 207399 152500 636.58 468.07 1.80

44 F 0.82 0.97 413.89 207399 114375 501.10 276.34 3.54

45 A 0.00 0.25 413.89 207399 128675 501.10 310.89 3.15

51 D 0.01 0.02 433.50 207399 71700 478.43 165.40 6.05

52 D 0.01 0.02 433.50 207399 71700 478.43 165.40 6.05

53 F 0.66 0.97 400.17 207399 147738 518.28 369.19 2.60

54 A 0.25 0.50 413.89 207399 152500 501.10 368.45 2.66

55 A‐AUX 0.00 1.00 433.50 207399 152500 478.43 351.79 2.85

55 C 0.00 0.13 426.35 207399 114375 486.45 268.26 3.70

55 C 0.00 1.00 433.50 207399 152500 478.43 351.79 2.85

55 C 0.87 1.00 426.35 207399 114375 486.45 268.26 3.70

56 A 0.37 0.63 413.89 207399 152500 501.10 368.45 2.66

57 A 0.00 1.00 394.35 207399 152500 525.92 386.71 2.47

58 A‐AUX 0.00 1.00 433.50 207399 152500 478.43 351.79 2.85

58 C 0.00 1.00 433.50 207399 152500 478.43 351.79 2.85

59 A 0.00 0.19 360.38 207399 114375 575.51 317.38 2.85

59 A 0.25 1.00 360.38 207399 152500 575.51 423.17 2.14

60 C 0.00 1.00 433.50 207399 152500 478.43 351.79 2.85

61 A 0.44 0.57 394.35 207399 152500 525.92 386.71 2.47

61 D 0.50 0.50 433.50 207399 152500 478.43 351.79 2.85

61 D 0.85 0.97 426.35 207399 114375 486.45 268.26 3.70

62 A 0.00 0.19 413.89 207399 114375 501.10 276.34 3.54

62 D 0.97 0.97 433.50 207399 71700 478.43 165.40 6.05

63 F 0.50 0.50 433.50 207399 152500 478.43 351.79 2.85

NEW STRINGER ‐ 0.00 1.00 433.50 207399 152500 478.43 351.79 2.85

SEV. CTR. ROT 0 0.00 1.00 325.80 207399 152500 636.58 468.07 1.80

SEV. TOP ROT 0 0.00 1.00 308.17 207399 152500 673.01 494.86 1.63

ADV. CTR. ROT ‐ 0.00 1.00 394.35 207399 152500 525.92 386.71 2.47

ADV. TOP ROT ‐ 0.00 1.00 337.50 207399 152500 614.52 451.85 1.91

MOD. CTR. ROT ‐ 0.00 1.00 413.89 207399 152500 501.10 368.45 2.66

MOD. TOP ROT ‐ 0.00 1.00 360.38 207399 152500 575.51 423.17 2.14




C-38


Shear Inventory


Begin

Tenth Point


1 A 0.00 0.47 133 8144 4375 61.23 32.89 1.11

1 D 0.28 0.53 133 5538 3750 41.64 28.20 1.99

2 B 0.00 0.13 144 8144 4375 56.55 30.38 1.36

3 A 0.33 0.67 126 4235 3438 33.61 27.28 2.35

3 C 0.87 1.00 144 8144 4375 56.55 30.38 1.36

3 D 0.00 0.00 144 8144 0 56.55 0.00 1.00

3 F 0.00 0.00 153 8144 0 53.23 0.00 1.00

4 A 0.06 0.94 126 8144 4375 64.63 34.72 0.95 1

4 F‐AUX 0.25 0.53 133 5538 3750 41.64 28.20 1.99

5 A 0.06 0.94 88 8144 4375 92.54 49.72 0.10 1

5 B 0.87 1.00 144 8144 4375 56.55 30.38 1.36

5 C 0.00 0.00 144 8144 0 56.55 0.00 1.00

5 D 0.85 1.00 133 8144 4375 61.23 32.89 1.11

5 F 1.00 1.00 153 8144 0 53.23 0.00 1.00

6 A 0.25 0.75 120 5538 3750 46.15 31.25 1.65

6 F 0.36 0.61 144 4235 3438 29.41 23.87 2.86

7 A 0.33 0.66 117 4235 3438 36.19 29.38 2.10

7 D 1.00 1.00 153 8144 0 53.23 0.00 1.00

7 F‐AUX 1.00 1.00 153 8144 0 53.23 0.00 1.00

8 A 0.33 0.66 88 4235 3438 48.12 39.06 1.27

8 B 0.87 1.00 144 8144 4375 56.55 30.38 1.36

8 F 0.36 0.61 144 4235 3438 29.41 23.87 2.86

9 D 0.72 1.00 133 8144 4375 61.23 32.89 1.11

10 A 0.00 1.00 117 8144 4375 69.60 37.39 0.75 1

10 F 0.40 0.60 153 2932 3105 19.16 20.29 3.87

11 A 0.33 0.67 120 4235 3438 35.29 28.65 2.18

11 D 0.00 1.00 153 8144 4375 53.23 28.59 1.56

11 F‐AUX 0.36 0.61 144 4235 3438 29.41 23.87 2.86

13 E 0.36 0.61 153 4235 3438 27.68 22.47 3.12

14 C 0.87 1.00 132.75 8144 4375 61.35 32.96 1.10

14 D 1.00 1.00 153 8144 0 53.23 0.00 1.00

15 A 0.33 0.67 117 4235 3438 36.19 29.38 2.10

15 C 0.00 0.13 132.75 8144 4375 61.35 32.96 1.10

16 C 0.81 1.00 132.75 8144 4375 61.35 32.96 1.10

17 A 0.75 1.00 117 8144 4375 69.60 37.39 0.75 1

18 A 0.00 0.50 117 8144 4375 69.60 37.39 0.75 1

18 A 0.50 1.00 132.75 8144 4375 61.35 32.96 1.10

18 C 0.81 1.00 133 8144 4375 61.23 32.89 1.11

18 D 0.00 0.00 153 8144 0 53.23 0.00 1.00

18 D 0.97 0.97 153 8144 4375 53.23 28.59 1.56

19 A 0.67 1.00 117 8144 4375 69.60 37.39 0.75 1

19 F‐AUX 0.36 0.61 153 4235 3438 27.68 22.47 3.12

20 A 0.33 0.67 133 4235 3438 31.84 25.85 2.55

20 D 0.97 0.97 153 8144 4375 53.23 28.59 1.56

21 A 0.87 1.00 132.75 8144 4375 61.35 32.96 1.10

21 D 0.40 0.60 153 2932 3105 19.16 20.29 3.87

22 C 1.00 1.00 153 8144 0 53.23 0.00 1.00

23 A 0.33 0.67 117 4235 3438 36.19 29.38 2.10

23 D 0.00 0.00 153 8144 0 53.23 0.00 1.00

23 D 0.00 1.00 153 8144 4375 53.23 28.59 1.56

24 A 0.00 0.50 133 8144 4375 61.23 32.89 1.11

25 A 0.33 0.67 117 4235 3438 36.19 29.38 2.10

25 A 0.87 1.00 144 8144 4375 56.55 30.38 1.36

25 D 0.36 0.61 144 4235 3438 29.41 23.87 2.86

26 A 0.33 0.67 132.75 4235 3438 31.90 25.89 2.54

26 D 0.36 0.61 144 4235 3438 29.41 23.87 2.86


C-39


26 D 0.36 0.61 153 4235 3438 27.68 22.47 3.12

27 A 0.40 0.80 132.75 5538 3750 41.72 28.25 1.98

27 C 0.87 1.00 132.75 8144 4375 61.35 32.96 1.10

28 A 0.20 0.80 132.75 5538 3750 41.72 28.25 1.98

28 B 0.00 1.00 144 8144 4375 56.55 30.38 1.36

29 A 0.00 0.19 132.75 8144 4375 61.35 32.96 1.10

29 A 0.70 1.00 126 8144 4375 64.63 34.72 0.95 1

29 D 0.85 0.97 133 8144 4375 61.23 32.89 1.11

30 A 0.00 0.13 132.75 8144 4375 61.35 32.96 1.10

30 A 0.30 0.80 133 5538 3750 41.64 28.20 1.99

31 A 0.87 1.00 132.75 8144 4375 61.35 32.96 1.10

32 A 0.00 1.00 144 8144 4375 56.55 30.38 1.36

32 B 0.00 1.00 144 8144 4375 56.55 30.38 1.36

32 F‐AUX 0.00 0.19 144 8144 4375 56.55 30.38 1.36

34 C 0.87 1.00 144 8144 4375 56.55 30.38 1.36

35 A 0.10 0.60 133 6841 4375 51.43 32.89 1.41

35 C 0.00 0.13 144 8144 4375 56.55 30.38 1.36

37 C 0.40 0.60 153 2932 3105 19.16 20.29 3.87

38 A 0.50 1.00 88 8144 4375 92.54 49.72 0.10 1

38 C 0.00 1.00 153 8144 4375 53.23 28.59 1.56

39 A‐AUX 0.33 0.67 144 4235 3438 29.41 23.87 2.86

39 F 0.00 1.00 153 8144 4375 53.23 28.59 1.56

41 D 0.00 0.00 153 8144 4375 53.23 28.59 1.56

41 A 0.50 0.50 153 1629 3084 10.65 20.16 4.32

42 C 0.00 1.00 153 8144 4375 53.23 28.59 1.56

43 A 0.75 1.00 144 8144 4375 56.55 30.38 1.36

44 A 0.50 1.00 88 8144 4375 92.54 49.72 0.10 1

44 F 0.82 0.97 133 8144 4375 61.23 32.89 1.11

45 A 0.00 0.25 133 8144 4375 61.23 32.89 1.11

51 D 0.01 0.02 153 8144 4375 53.23 28.59 1.56

52 D 0.01 0.02 153 8144 4375 53.23 28.59 1.56

53 F 0.66 0.97 144 8144 4375 56.55 30.38 1.36

54 A 0.25 0.50 133 5538 3750 41.64 28.20 1.99

55 A‐AUX 0.00 1.00 153 8144 4375 53.23 28.59 1.56

55 C 0.00 0.13 144 8144 4375 56.55 30.38 1.36

55 C 0.00 1.00 153 8144 4375 53.23 28.59 1.56

55 C 0.87 1.00 144 8144 4375 56.55 30.38 1.36

56 A 0.37 0.63 133 4235 3438 31.84 25.85 2.55

57 A 0.00 1.00 120 8144 4375 67.86 36.46 0.82 1

58 A‐AUX 0.00 1.00 153 8144 4375 53.23 28.59 1.56

58 C 0.00 1.00 153 8144 4375 53.23 28.59 1.56

59 A 0.00 0.19 132.75 8144 4375 61.35 32.96 1.10

59 A 0.25 1.00 132.75 8144 4375 61.35 32.96 1.10

60 C 0.00 1.00 153 8144 4375 53.23 28.59 1.56

61 A 0.44 0.57 120 2932 3105 24.43 25.87 2.83

61 D 0.50 0.50 153 1629 3084 10.65 20.16 4.32

61 D 0.85 0.97 144 8144 4375 56.55 30.38 1.36

62 A 0.00 0.19 133 8144 4375 61.23 32.89 1.11

62 D 0.97 0.97 153 8144 4375 53.23 28.59 1.56

63 F 0.50 0.50 153 1629 3084 10.65 20.16 4.32

NEW STRINGER ‐ 0.00 1.00 153 8144 4375 53.23 28.59 1.56

SEV. CTR. ROT 0 0.00 1.00 88 8144 4375 92.54 49.72 0.10

SEV. TOP ROT 0 0.00 1.00 117 8144 4375 69.60 37.39 0.75

ADV. CTR. ROT ‐ 0.00 1.00 120 8144 4375 67.86 36.46 0.82

ADV. TOP ROT ‐ 0.00 1.00 126 8144 4375 64.63 34.72 0.95

MOD. CTR. ROT ‐ 0.00 1.00 133 8144 4375 61.23 32.89 1.11

MOD. TOP ROT ‐ 0.00 1.00 132.75 8144 4375 61.35 32.96 1.10




C-40

Load Rating Calculations Wilburton TrestleRating Factors 3/10/1690 PSF King County Department of Natural Resources and Parks

Shears and Moments:


0.0 9610 358700.1 7360 184800.2 5400 274700.3 5400 274700.4 3750 343400.5 4100 366300.6 4100 343400.7 5670 274700.8 7540 274700.9 7540 184801.0 9650 35870


0 27146 864160.1 22803 442530.2 18459 553060.3 14116 725900.4 9773 829600.5 5429 864160.6 9773 829600.7 14116 725900.8 18459 553060.9 22803 442531 27146 86416

‐50000

‐40000

‐30000

‐20000

‐10000

0

10000

20000

30000

40000

50000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series3

Series4

0

20000

40000

60000

80000

100000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series4


C-41


Rating Factors:

Flexure Inventory


Begin

Tenth Point


1 A 0.00 0.47 413.89 207399 91575 501.10 221.25 4.42

1 D 0.28 0.53 413.89 207399 91575 501.10 221.25 4.42

2 B 0.00 0.13 400.17 207399 89675 518.28 224.09 4.29

3 A 0.33 0.67 337.50 207399 91575 614.52 271.33 3.19

3 C 0.87 1.00 400.17 207399 89675 518.28 224.09 4.29

3 D 0.00 0.00 426.35 207399 89675 486.45 210.33 4.72

3 F 0.00 0.00 433.50 207399 89675 478.43 206.86 4.84

4 A 0.06 0.94 337.50 207399 91575 614.52 271.33 3.19

4 F‐AUX 0.25 0.53 413.89 207399 91575 501.10 221.25 4.42

5 A 0.06 0.94 325.80 207399 91575 636.58 281.07 3.00

5 B 0.87 1.00 400.17 207399 89675 518.28 224.09 4.29

5 C 0.00 0.00 426.35 207399 89675 486.45 210.33 4.72

5 D 0.85 1.00 413.89 207399 89675 501.10 216.66 4.52

5 F 1.00 1.00 433.50 207399 89675 478.43 206.86 4.84

6 A 0.25 0.75 394.35 207399 91575 525.92 232.22 4.11

6 F 0.36 0.61 426.35 207399 91575 486.45 214.79 4.62

7 A 0.33 0.66 308.17 207399 91575 673.01 297.16 2.71

7 D 1.00 1.00 433.50 207399 89675 478.43 206.86 4.84

7 F‐AUX 1.00 1.00 433.50 207399 89675 478.43 206.86 4.84

8 A 0.33 0.66 325.80 207399 91575 636.58 281.07 3.00

8 B 0.87 1.00 400.17 207399 89675 518.28 224.09 4.29

8 F 0.36 0.61 400.17 207399 91575 518.28 228.84 4.20

9 D 0.72 1.00 413.89 207399 89675 501.10 216.66 4.52

10 A 0.00 1.00 308.17 207399 91575 673.01 297.16 2.71

10 F 0.40 0.60 433.50 207399 91575 478.43 211.25 4.74

11 A 0.33 0.67 394.35 207399 91575 525.92 232.22 4.11

11 D 0.00 1.00 433.50 207399 91575 478.43 211.25 4.74

11 F‐AUX 0.36 0.61 400.17 207399 91575 518.28 228.84 4.20

13 E 0.36 0.61 433.50 207399 91575 478.43 211.25 4.74

14 C 0.87 1.00 360.38 207399 89675 575.51 248.84 3.63

14 D 1.00 1.00 433.50 207399 89675 478.43 206.86 4.84

15 A 0.33 0.67 308.17 207399 91575 673.01 297.16 2.71

15 C 0.00 0.13 360.38 207399 89675 575.51 248.84 3.63

16 C 0.81 1.00 360.38 207399 89675 575.51 248.84 3.63

17 A 0.75 1.00 308.17 207399 89675 673.01 291.00 2.77

18 A 0.00 0.50 308.17 207399 91575 673.01 297.16 2.71

18 A 0.50 1.00 360.38 207399 91575 575.51 254.11 3.56

18 C 0.81 1.00 413.89 207399 89675 501.10 216.66 4.52

18 D 0.00 0.00 433.50 207399 89675 478.43 206.86 4.84

18 D 0.97 0.97 433.50 207399 89675 478.43 206.86 4.84

19 A 0.67 1.00 308.17 207399 89675 673.01 291.00 2.77

19 F‐AUX 0.36 0.61 433.50 207399 91575 478.43 211.25 4.74

20 A 0.33 0.67 413.89 207399 91575 501.10 221.25 4.42

20 D 0.97 0.97 433.50 207399 89675 478.43 206.86 4.84

21 A 0.87 1.00 360.38 207399 89675 575.51 248.84 3.63

21 D 0.40 0.60 433.50 207399 91575 478.43 211.25 4.74

22 C 1.00 1.00 433.50 207399 89675 478.43 206.86 4.84

23 A 0.33 0.67 308.17 207399 91575 673.01 297.16 2.71

23 D 0.00 0.00 433.50 207399 89675 478.43 206.86 4.84

23 D 0.00 1.00 433.50 207399 91575 478.43 211.25 4.74

24 A 0.00 0.50 413.89 207399 91575 501.10 221.25 4.42

25 A 0.33 0.67 308.17 207399 91575 673.01 297.16 2.71

25 A 0.87 1.00 400.17 207399 89675 518.28 224.09 4.29

25 D 0.36 0.61 426.35 207399 91575 486.45 214.79 4.62

26 A 0.33 0.67 360.38 207399 91575 575.51 254.11 3.56


C-42


26 D 0.36 0.61 426.35 207399 91575 486.45 214.79 4.62

26 D 0.36 0.61 433.50 207399 91575 478.43 211.25 4.74

27 A 0.40 0.80 360.38 207399 91575 575.51 254.11 3.56

27 C 0.87 1.00 360.38 207399 89675 575.51 248.84 3.63

28 A 0.20 0.80 360.38 207399 91575 575.51 254.11 3.56

28 B 0.00 1.00 400.17 207399 91575 518.28 228.84 4.20

29 A 0.00 0.19 360.38 207399 89675 575.51 248.84 3.63

29 A 0.70 1.00 337.50 207399 89675 614.52 265.70 3.26

29 D 0.85 0.97 413.89 207399 89675 501.10 216.66 4.52

30 A 0.00 0.13 360.38 207399 89675 575.51 248.84 3.63

30 A 0.30 0.80 413.89 207399 91575 501.10 221.25 4.42

31 A 0.87 1.00 360.38 207399 89675 575.51 248.84 3.63

32 A 0.00 1.00 400.17 207399 91575 518.28 228.84 4.20

32 B 0.00 1.00 400.17 207399 91575 518.28 228.84 4.20

32 F‐AUX 0.00 0.19 400.17 207399 89675 518.28 224.09 4.29

34 C 0.87 1.00 400.17 207399 89675 518.28 224.09 4.29

35 A 0.10 0.60 413.89 207399 91575 501.10 221.25 4.42

35 C 0.00 0.13 400.17 207399 89675 518.28 224.09 4.29

37 C 0.40 0.60 433.50 207399 91575 478.43 211.25 4.74

38 A 0.50 1.00 325.80 207399 91575 636.58 281.07 3.00

38 C 0.00 1.00 433.50 207399 91575 478.43 211.25 4.74

39 A‐AUX 0.33 0.67 426.35 207399 91575 486.45 214.79 4.62

39 F 0.00 1.00 433.50 207399 91575 478.43 211.25 4.74

41 D 0.00 0.00 433.50 207399 89675 478.43 206.86 4.84

41 A 0.50 0.50 433.50 207399 91575 478.43 211.25 4.74

42 C 0.00 1.00 433.50 207399 91575 478.43 211.25 4.74

43 A 0.75 1.00 426.35 207399 89675 486.45 210.33 4.72

44 A 0.50 1.00 325.80 207399 91575 636.58 281.07 3.00

44 F 0.82 0.97 413.89 207399 89675 501.10 216.66 4.52

45 A 0.00 0.25 413.89 207399 89675 501.10 216.66 4.52

51 D 0.01 0.02 433.50 207399 89675 478.43 206.86 4.84

52 D 0.01 0.02 433.50 207399 89675 478.43 206.86 4.84

53 F 0.66 0.97 400.17 207399 89675 518.28 224.09 4.29

54 A 0.25 0.50 413.89 207399 91575 501.10 221.25 4.42

55 A‐AUX 0.00 1.00 433.50 207399 91575 478.43 211.25 4.74

55 C 0.00 0.13 426.35 207399 89675 486.45 210.33 4.72

55 C 0.00 1.00 433.50 207399 91575 478.43 211.25 4.74

55 C 0.87 1.00 426.35 207399 89675 486.45 210.33 4.72

56 A 0.37 0.63 413.89 207399 91575 501.10 221.25 4.42

57 A 0.00 1.00 394.35 207399 91575 525.92 232.22 4.11

58 A‐AUX 0.00 1.00 433.50 207399 91575 478.43 211.25 4.74

58 C 0.00 1.00 433.50 207399 91575 478.43 211.25 4.74

59 A 0.00 0.19 360.38 207399 89675 575.51 248.84 3.63

59 A 0.25 1.00 360.38 207399 91575 575.51 254.11 3.56

60 C 0.00 1.00 433.50 207399 91575 478.43 211.25 4.74

61 A 0.44 0.57 394.35 207399 91575 525.92 232.22 4.11

61 D 0.50 0.50 433.50 207399 91575 478.43 211.25 4.74

61 D 0.85 0.97 426.35 207399 89675 486.45 210.33 4.72

62 A 0.00 0.19 413.89 207399 89675 501.10 216.66 4.52

62 D 0.97 0.97 433.50 207399 89675 478.43 206.86 4.84

63 F 0.50 0.50 433.50 207399 91575 478.43 211.25 4.74

NEW STRINGER ‐ 0.00 1.00 433.50 207399 91575 478.43 211.25 4.74

SEV. CTR. ROT 0 0.00 1.00 325.80 207399 91575 636.58 281.07 3.00

SEV. TOP ROT 0 0.00 1.00 308.17 207399 91575 673.01 297.16 2.71

ADV. CTR. ROT ‐ 0.00 1.00 394.35 207399 91575 525.92 232.22 4.11

ADV. TOP ROT ‐ 0.00 1.00 337.50 207399 91575 614.52 271.33 3.19

MOD. CTR. ROT ‐ 0.00 1.00 413.89 207399 91575 501.10 221.25 4.42

MOD. TOP ROT ‐ 0.00 1.00 360.38 207399 91575 575.51 254.11 3.56




C-43


Shear Inventory


Begin

Tenth Point


1 A 0.00 0.47 133 8144 2300 61.23 17.29 2.11

1 D 0.28 0.53 133 5538 1688 41.64 12.69 4.42

2 B 0.00 0.13 144 8144 2300 56.55 15.97 2.58

3 A 0.33 0.67 126 4235 1772 33.61 14.06 4.56

3 C 0.87 1.00 144 8144 2356 56.55 16.36 2.52

3 D 0.00 0.00 144 8144 0 56.55 0.00 1.00

3 F 0.00 0.00 153 8144 0 53.23 0.00 1.00

4 A 0.06 0.94 126 8144 2356 64.63 18.70 1.77

4 F‐AUX 0.25 0.53 133 5538 1688 41.64 12.69 4.42

5 A 0.06 0.94 88 8144 2356 92.54 26.78 0.19 1

5 B 0.87 1.00 144 8144 2356 56.55 16.36 2.52

5 C 0.00 0.00 144 8144 0 56.55 0.00 1.00

5 D 0.85 1.00 133 8144 2356 61.23 17.72 2.06

5 F 1.00 1.00 153 8144 0 53.23 0.00 1.00

6 A 0.25 0.75 120 5538 2356 46.15 19.64 2.63

6 F 0.36 0.61 144 4235 1772 29.41 12.30 5.55

7 A 0.33 0.66 117 4235 1772 36.19 15.14 4.06

7 D 1.00 1.00 153 8144 0 53.23 0.00 1.00

7 F‐AUX 1.00 1.00 153 8144 0 53.23 0.00 1.00

8 A 0.33 0.66 88 4235 1772 48.12 20.13 2.46

8 B 0.87 1.00 144 8144 2356 56.55 16.36 2.52

8 F 0.36 0.61 144 4235 1772 29.41 12.30 5.55

9 D 0.72 1.00 133 8144 2356 61.23 17.72 2.06

10 A 0.00 1.00 117 8144 2356 69.60 20.14 1.40

10 F 0.40 0.60 153 2932 1281 19.16 8.37 9.38

11 A 0.33 0.67 120 4235 1772 35.29 14.77 4.23

11 D 0.00 1.00 153 8144 2356 53.23 15.40 2.89

11 F‐AUX 0.36 0.61 144 4235 1772 29.41 12.30 5.55

13 E 0.36 0.61 153 4235 1772 27.68 11.58 6.05

14 C 0.87 1.00 132.75 8144 2356 61.35 17.75 2.05

14 D 1.00 1.00 153 8144 0 53.23 0.00 1.00

15 A 0.33 0.67 117 4235 1772 36.19 15.14 4.06

15 C 0.00 0.13 132.75 8144 2300 61.35 17.33 2.10

16 C 0.81 1.00 132.75 8144 2356 61.35 17.75 2.05

17 A 0.75 1.00 117 8144 2356 69.60 20.14 1.40

18 A 0.00 0.50 117 8144 2300 69.60 19.66 1.43

18 A 0.50 1.00 132.75 8144 2356 61.35 17.75 2.05

18 C 0.81 1.00 133 8144 2356 61.23 17.72 2.06

18 D 0.00 0.00 153 8144 0 53.23 0.00 1.00

18 D 0.97 0.97 153 8144 2356 53.23 15.40 2.89

19 A 0.67 1.00 117 8144 2356 69.60 20.14 1.40

19 F‐AUX 0.36 0.61 153 4235 1772 27.68 11.58 6.05

20 A 0.33 0.67 133 4235 1772 31.84 13.32 4.95

20 D 0.97 0.97 153 8144 2356 53.23 15.40 2.89

21 A 0.87 1.00 132.75 8144 2356 61.35 17.75 2.05

21 D 0.40 0.60 153 2932 1281 19.16 8.37 9.38

22 C 1.00 1.00 153 8144 0 53.23 0.00 1.00

23 A 0.33 0.67 117 4235 1772 36.19 15.14 4.06

23 D 0.00 0.00 153 8144 0 53.23 0.00 1.00

23 D 0.00 1.00 153 8144 2356 53.23 15.40 2.89

24 A 0.00 0.50 133 8144 2300 61.23 17.29 2.11

25 A 0.33 0.67 117 4235 1772 36.19 15.14 4.06

25 A 0.87 1.00 144 8144 2356 56.55 16.36 2.52

25 D 0.36 0.61 144 4235 1772 29.41 12.30 5.55

26 A 0.33 0.67 132.75 4235 1772 31.90 13.35 4.93

26 D 0.36 0.61 144 4235 1772 29.41 12.30 5.55

26 D 0.36 0.61 153 4235 1772 27.68 11.58 6.05

27 A 0.40 0.80 132.75 5538 2356 41.72 17.75 3.16

27 C 0.87 1.00 132.75 8144 2356 61.35 17.75 2.05

28 A 0.20 0.80 132.75 5538 2356 41.72 17.75 3.16


C-44


28 B 0.00 1.00 144 8144 2356 56.55 16.36 2.52

29 A 0.00 0.19 132.75 8144 2300 61.35 17.33 2.10

29 A 0.70 1.00 126 8144 2356 64.63 18.70 1.77

29 D 0.85 0.97 133 8144 2356 61.23 17.72 2.06

30 A 0.00 0.13 132.75 8144 2300 61.35 17.33 2.10

30 A 0.30 0.80 133 5538 2356 41.64 17.72 3.17

31 A 0.87 1.00 132.75 8144 2356 61.35 17.75 2.05

32 A 0.00 1.00 144 8144 2356 56.55 16.36 2.52

32 B 0.00 1.00 144 8144 2356 56.55 16.36 2.52

32 F‐AUX 0.00 0.19 144 8144 2300 56.55 15.97 2.58

34 C 0.87 1.00 144 8144 2356 56.55 16.36 2.52

35 A 0.10 0.60 133 6841 2300 51.43 17.29 2.68

35 C 0.00 0.13 144 8144 2300 56.55 15.97 2.58

37 C 0.40 0.60 153 2932 1281 19.16 8.37 9.38

38 A 0.50 1.00 88 8144 2356 92.54 26.78 0.19 1

38 C 0.00 1.00 153 8144 2356 53.23 15.40 2.89

39 A‐AUX 0.33 0.67 144 4235 1772 29.41 12.30 5.55

39 F 0.00 1.00 153 8144 2356 53.23 15.40 2.89

41 D 0.00 0.00 153 8144 2300 53.23 15.03 2.96

41 A 0.50 0.50 153 1629 1281 10.65 8.37 10.40

42 C 0.00 1.00 153 8144 2356 53.23 15.40 2.89

43 A 0.75 1.00 144 8144 2356 56.55 16.36 2.52

44 A 0.50 1.00 88 8144 2356 92.54 26.78 0.19 1

44 F 0.82 0.97 133 8144 2356 61.23 17.72 2.06

45 A 0.00 0.25 133 8144 2300 61.23 17.29 2.11

51 D 0.01 0.02 153 8144 2300 53.23 15.03 2.96

52 D 0.01 0.02 153 8144 2300 53.23 15.03 2.96

53 F 0.66 0.97 144 8144 2356 56.55 16.36 2.52

54 A 0.25 0.50 133 5538 1688 41.64 12.69 4.42

55 A‐AUX 0.00 1.00 153 8144 2356 53.23 15.40 2.89

55 C 0.00 0.13 144 8144 2300 56.55 15.97 2.58

55 C 0.00 1.00 153 8144 2356 53.23 15.40 2.89

55 C 0.87 1.00 144 8144 2356 56.55 16.36 2.52

56 A 0.37 0.63 133 4235 1772 31.84 13.32 4.95

57 A 0.00 1.00 120 8144 2356 67.86 19.64 1.52

58 A‐AUX 0.00 1.00 153 8144 2356 53.23 15.40 2.89

58 C 0.00 1.00 153 8144 2356 53.23 15.40 2.89

59 A 0.00 0.19 132.75 8144 2300 61.35 17.33 2.10

59 A 0.25 1.00 132.75 8144 2356 61.35 17.75 2.05

60 C 0.00 1.00 153 8144 2356 53.23 15.40 2.89

61 A 0.44 0.57 120 2932 1281 24.43 10.68 6.87

61 D 0.50 0.50 153 1629 1281 10.65 8.37 10.40

61 D 0.85 0.97 144 8144 2356 56.55 16.36 2.52

62 A 0.00 0.19 133 8144 2300 61.23 17.29 2.11

62 D 0.97 0.97 153 8144 2356 53.23 15.40 2.89

63 F 0.50 0.50 153 1629 1281 10.65 8.37 10.40

NEW STRINGER ‐ 0.00 1.00 153 8144 2356 53.23 15.40 2.89

SEV. CTR. ROT 0 0.00 1.00 88 8144 2356 92.54 26.78 0.19

SEV. TOP ROT 0 0.00 1.00 117 8144 2356 69.60 20.14 1.40

ADV. CTR. ROT ‐ 0.00 1.00 120 8144 2356 67.86 19.64 1.52

ADV. TOP ROT ‐ 0.00 1.00 126 8144 2356 64.63 18.70 1.77

MOD. CTR. ROT ‐ 0.00 1.00 133 8144 2356 61.23 17.72 2.06

MOD. TOP ROT ‐ 0.00 1.00 132.75 8144 2356 61.35 17.75 2.05




C-45

Bridge Load Rating ‐ Glu‐Laminated Timber Stringers

Bridge Name: Wilburton TrestleCo. Bridge No.: SA‐9Rating Date: 3/10/2016Year Built: Varies, most recent construction in 1944

Owner: King County Department of Natural Resources and ParksDescription:

Load Rating Method: Allowable Stress DesignReferences: AASHTO Manual for Bridge Evaluation (MBE), AASHTO Standard Specifications




approximately 975 feet. The timber trestle spans are supported on driven timber pilings. The steel

girder span is supported on tall concrete piers. The trestle crosses over SE 9th Street, Richards Creek,

and SE 8th Street. The south end of the bridge has a slight horizontal curve through about Bent 9 with a

straight alignment beyond. The bridge deck is roughly 100 feet above ground at its maximum height.

The analysis assumes the beams are spread out equally beneath the deck versus the existing two groups of side‐by‐

side beams. The load rating is done for both King County maintenance vehicles as well as AASHTO design vehicles.

See beginning of load rating report for axle loads and spacing configurations. In addition, live loads per the AASHTO

Guide Specificiations for LRFD Pedestrian Bridge Design and Standard Specifications for Highway Bridge Bridges,

including the HS20 design truck, 90 psf pedestrian load and H10 design truck are included to check the bridge against

AASHTO design loads. The AASHTO design vehicles are done at the Inventory Level while the King County

maintenance trucks are done at the Operating Level. Key assumptions include: 1) Distributing all dead loads equally

to all stringers; 2) the live load distribution factors per the AASHTO Standard Specifications for Highway Bridges Table

3.23; and 3) using a load duration factor of 1.15 (associated with vehicle live loads) for bending and for shear. The

worst case shear and moment from a 2 span continuous and a simple span beam layout are used.

This load rating evaluates the use of glu‐laminated timber stringers as replacement for existing solid sawn timber stringers.

C-46



Controlling Ratings






Deck Option 1Deck Width = 14 No Stringers = 6 Type = Concrete

Group # Vehicle Rating Level Severe Decay Advanced Decay Moderate Decay



2 SU5 Operating 1.35 2.19 2.39


90 PSF Inventory 2.91 4.37 4.83

Deck Option 2

Deck Width = 14 No Stringers = 6 Type = Asphalt




2 SU5 Operating 1.41 2.24 2.44


90 PSF Inventory 3.12 4.51 4.96

3


1

1

3



C-47



Controlling Ratings





Deck Option 4 ‐ 12‐foot wide asphalt and timber deckDeck Option 3Deck Width = 12 No Stringers = 5 Type = Concrete

Group # Vehicle Rating LevelSevere Decay Advanced Decay Moderate Decay



2 SU5 Operating 1.29 2.09 2.28


90 PSF Inventory 2.74 4.16 4.60

Deck Option 4Deck Width = 12 No Stringers = 5 Type = Asphalt




2 SU5 Operating 1.34 2.14 2.33


90 PSF Inventory 2.95 4.30 4.74


1

3

1

3



C-48



Bridge Data:

Material: Assume Douglas Fir No. 1 for members installed after 1955 when grade and species are unknown

(WSDOT Bridge Design Manual 13.2.14)

Stringer Height, H (in) 17

Stringer Width, B (in) 9

A (in2) 153

S (in3) 434

I (in4) 3685


H2 B2 A (in2) S (in3) % Area Reductions% Sect. Mod.

Reductions

Minor Center Rot 4 9 1 144 426.4 5.9% 1.6%

Moderate Center Rot 3.5 10 2 133 413.9 13.1% 4.5%

Advanced Center Rot 3 11 3 120 394.4 21.6% 9.0%

Severe Center Rot 2 13 5 88 325.8 42.5% 24.8%


A (in2) S (in3) % Area Reductions% Sect. Mod.

Reductions

Minor Top Rot 2 144.0 400.2 5.9% 7.7%

Moderate Top Rot 4.5 132.8 360.4 13.2% 16.9%

Advanced Top Rot 6 126.0 337.5 17.6% 22.1%

Severe Top Rot 8 117.0 308.2 23.5% 28.9%


Span Length Stringer Inspection Observation Assigned DefectBegin Defect

Location*10th Pt. End Defect Location *10th Pt. A (in2) S (in3)

1 15.917 A Rot Pocket Moderate Center Rot 0.0 0.00 7.5 0.47 133.0 413.9

1 15.917 DMod. Rot mid ht. on side at 4.5

ft, minor soft top at 8.5ftModerate Center Rot 4.5 0.28 8.5 0.53 133.0 413.9

2 15.917 B Minor top rot 0'‐2' from Bent 2 Minor Top Rot 0.0 0.00 2.0 0.13 144.0 400.2

3 15.917 ARot in bottom 6" of stringer,

middle 2/3 of spanAdvanced Top Rot 5.3 0.33 10.6 0.67 126.0 337.5

3 15.917 CSuspected rot in lower portion of

memberMinor Top Rot 13.9 0.87 15.9 1.00 144.0 400.2

3 15.917 D Soft side at bent 3 Minor Center Rot 0.0 0.00 0.0 0.00 144.0 426.4

3 15.917 F Seat twist Bearing Area Reduction 0.0 0.00 0.0 0.00 153.0 433.5

4 15.917 A Moderate to severe top rot Advanced Top Rot 1.0 0.06 14.9 0.94 126.0 337.5

4 15.917 F‐AUXMod. Soft mid at 4', minor soft

mid. At 4.5 ft from B5Moderate Center Rot 4.0 0.25 8.5 0.53 133.0 413.9

5 15.917 A Severe rot Severe Center Rot 1.0 0.06 14.9 0.94 88.0 325.8

5 15.917 B Minor top rot at B6 Minor Top Rot 13.9 0.87 15.9 1.00 144.0 400.2

5 15.917 C Minor center rot at B5 Minor Center Rot 0.0 0.00 0.0 0.00 144.0 426.4

5 15.917 D Moderate rot 2' from bent 6 Moderate Center Rot 13.5 0.85 15.9 1.00 133.0 413.9

5 15.917 F Split at seat at Bent 6 None 15.9 1.00 15.9 1.00 153.0 433.5

6 15.917 A Moderate to severe rot midspan Advanced Center Rot 4.0 0.25 11.9 0.75 120.0 394.4

6 15.917 F Check and minor soft at midspan Minor Center Rot 5.8 0.36 9.8 0.61 144.0 426.4

7 15.917 ASevere top rot middle 2/3 of



7 15.917 F‐AUX Soft seat at B8 None 15.9 1.00 15.9 1.00 153.0 433.5

8 15.917 A Severe rot, middle 2/3 of span Severe Center Rot 5.3 0.33 10.5 0.66 88.0 325.8

8 15.917 B Possible end rot area Minor Top Rot 13.9 0.87 15.9 1.00 144.0 400.2

8 15.917 F Bottom edge damage at midspan Minor Top Rot 5.8 0.36 9.8 0.61 144.0 400.2

9 15.917 DModerate hollow, soft at 2' from

B10Moderate Center Rot 11.5 0.72 15.9 1.00 133.0 413.9

10 15.917 A Severe rot, replace Severe Top Rot 0.0 0.00 15.9 1.00 117.0 308.2

10 15.917 F Small wet check None 6.4 0.40 9.6 0.60 153.0 433.5



Deterioration



Deterioration

Shell Thickness

Depth of Top Rot, H1

Center Rot

Top Rot


C-49



11 15.917 AModerate, slightly severe middle

rot, midspanAdvanced Center Rot 5.3 0.33 10.7 0.67 120.0 394.4

11 15.917 D Side check None 0.0 0.00 15.9 1.00 153.0 433.5

11 15.917 F‐AUX Wet/soft top and hole to middle Minor Top Rot 5.8 0.36 9.8 0.61 144.0 400.2

13 15.917 E Bad….. 5.8 0.36 9.8 0.61 153.0 433.5



15 15.917 A Severe top rot midspan Severe Top Rot 5.3 0.33 10.7 0.67 117.0 308.2


16 15.917 C Moderate rot at B17 Moderate Top Rot 12.9 0.81 15.9 1.00 132.8 360.4

17 15.917 A Severe top rot over B18 Severe Top Rot 11.9 0.75 15.9 1.00 117.0 308.2

18 15.917 A Severe rot to midspan Severe Top Rot 0.0 0.00 8.0 0.50 117.0 308.2

18 15.917 A Moderate rot to B19 Moderate Top Rot 8.0 0.50 15.9 1.00 132.8 360.4

18 15.917 C Hollow over B19 Moderate Center Rot 12.9 0.81 15.9 1.00 133.0 413.9

18 15.917 D End damage at bolt at B18 None 0.0 0.00 0.0 0.00 153.0 433.5

18 15.917 D End split/twist at B19 Bearing Area Reduction 15.5 0.97 15.5 0.97 153.0 433.5

19 15.917 ASevere rot top of stringer, last

1/3 of spanSevere Top Rot 10.6 0.67 15.9 1.00 117.0 308.2

19 15.917 F‐AUX Soft end None 5.8 0.36 9.8 0.61 153.0 433.5

20 15.917 A Moderate rot at midspan Moderate Center Rot 5.3 0.33 10.6 0.67 133.0 413.9


21 15.917 A Minor/Moderate rot at B22 Moderate Top Rot 13.9 0.87 15.9 1.00 132.8 360.4

21 15.917 D Minor split at midspan None 6.4 0.40 9.6 0.60 153.0 433.5

22 15.917 CDeep check at B23, 3" brg. At

B23Bearing Area Reduction 15.9 1.00 15.9 1.00 153.0 433.5

23 15.917 ASevere top rot, middle 1/3 of


23 15.917 D End twist at B23 Bearing Area Reduction 0.0 0.00 0.0 0.00 153.0 433.5

23 15.917 D Side split at B24 None 0.0 0.00 15.9 1.00 153.0 433.5

24 15.917 AMinor/moderate rot from B24

to midspanModerate Center Rot 0.0 0.00 8.0 0.50 133.0 413.9

25 15.917 ASevere top half rot, middle of


25 15.917 A Minor rot at B26 Minor Top Rot 13.9 0.87 15.9 1.00 144.0 400.2

25 15.917 DWet, checked and soft at

midspanMinor Center Rot 5.8 0.36 9.8 0.61 144.0 426.4

26 15.917 A Moderate top rot middle of span Moderate Top Rot 5.3 0.33 10.6 0.67 132.8 360.4

26 15.917 D Minor soft at midspan Minor Center Rot 5.8 0.36 9.8 0.61 144.0 426.4

26 15.917 D Twist, split end at B27 Bearing Area Reduction 5.8 0.36 9.8 0.61 153.0 433.5

27 15.917 AModerate rot middle .4 ‐ .8 of

spanModerate Top Rot 6.4 0.40 12.7 0.80 132.8 360.4

27 15.917 C Top corner hollow at B27 Moderate Top rot 13.9 0.87 15.9 1.00 132.8 360.4

28 15.917 A Moderate top rot, .2 ‐ .8 of span Moderate Top Rot 3.2 0.20 12.7 0.80 132.8 360.4

28 15.917 B Minor rot suspected Minor Top Rot 0.0 0.00 15.9 1.00 144.0 400.2

29 15.917 A Moderate rot at B29 Moderate Top Rot 0.0 0.00 3.0 0.19 132.8 360.4

29 15.917 A Moderate/Severe at .7 ‐ 1.0L Advanced Top Rot 11.1 0.70 15.9 1.00 126.0 337.5

29 15.917 D Soft with rot at end at B30 Moderate Center Rot 13.5 0.85 15.5 0.97 133.0 413.9


30 15.917 A Moderate center rot .3 ‐ .8 Moderate Center Rot 4.8 0.30 12.7 0.80 133.0 413.9


32 15.917 ACorner peeling 1/2" x 1/2" full


32 15.917 BCorner peeling 1/2" x 1/2" full


32 15.917 F‐AUX4th stringer soft at south end

(B31)Minor Top Rot 0.0 0.00 3.0 0.19 144.0 400.2


35 15.917 A Moderate rot .1 ‐ .6L Moderate Center Rot 1.6 0.10 9.6 0.60 133.0 413.9


37 15.917 C Short check middepth None 6.4 0.40 9.6 0.60 153.0 433.5

38 15.917 AHeavy deterioration, large check,

replace, 8' from B39Severe Center Rot 7.9 0.50 15.9 1.00 88.0 325.8


C-50



38 15.917 C Full length, mid‐depth check None 0.0 0.00 15.9 1.00 153.0 433.5

39 15.917 A‐AUX Minor soft spot, midspan Minor Center Rot 5.3 0.33 10.6 0.67 144.0 426.4

39 15.917 F Large side split None 0.0 0.00 15.9 1.00 153.0 433.5

41 15.917 D Side split at bearing at B42 None 0.0 0.00 0.1 0.00 153.0 433.5

41 15.917 A knot at bottom, midspan None 8.0 0.50 8.0 0.50 153.0 433.5


43 15.917 A3' long check at bottom, small

(1') hollow ~4' from endMinor Center Rot 11.9 0.75 15.9 1.00 144.0 426.4

44 15.917 AHeavy (1" shell) rot, ~8' long,

replaceSevere Center Rot 7.9 0.50 15.9 1.00 88.0 325.8

44 15.917 F Moderate soft 2.5' from B45 Moderate Center Rot 13.0 0.82 15.5 0.97 133.0 413.9

45 15.917 ASmall (1') hollow shell ~4' from

endModerate Center Rot 0.0 0.00 4.0 0.25 133.0 413.9



53 15.917 F Minor damage near B54 Minor Top Rot 10.5 0.66 15.5 0.97 144.0 400.2

54 15.917 A Small hollow at 4' and 8' Moderate Center Rot 4.0 0.25 8.0 0.50 133.0 413.9

55 15.917 A‐AUX Weathered but ok, split None 0.0 0.00 15.9 1.00 153.0 433.5




56 15.917 A ~4' mod. Sounding shell Moderate Center Rot 6.0 0.37 10.0 0.63 133.0 413.9

57 15.917 A Hollow shell, probably replace Advanced Center Rot 0.0 0.00 15.9 1.00 120.0 394.4

58 15.917 A‐AUX Weathered but ok None 0.0 0.00 15.9 1.00 153.0 433.5

58 15.917 C Mid‐height check full length None 0.0 0.00 15.9 1.00 153.0 433.5

59 15.917 A Decay block at B59 Moderate Top Rot 0.0 0.00 3.0 0.19 132.8 360.4

59 15.917 A Hollow at top, 4' in Moderate Top Rot 4.0 0.25 15.9 1.00 132.8 360.4

60 15.917 C Tight, full length check None 0.0 0.00 15.9 1.00 153.0 433.5

61 15.917 A Hollow shell at 7' Advanced Center Rot 7.0 0.44 9.0 0.57 120.0 394.4

61 15.917 DSmall mid‐height check at mid‐

spanNone 8.0 0.50 8.0 0.50 153.0 433.5

61 15.917 D Soft end near B62 Minor Center Rot 13.5 0.85 15.5 0.97 144.0 426.4

62 15.917 A Moderate rot 0 ‐ 3' Moderate Center Rot 0.0 0.00 3.0 0.19 133.0 413.9


63 15.917 FChecking mid‐height of stringer

at mid‐spanNone 8.0 0.50 8.0 0.50 153.0 433.5

NEW STRINGER 15.917 ‐ ‐ None 0.0 0.00 15.9 1.00 153.0 433.5

SEV. CTR. ROT 15.917 Severe Center Rot 0.0 0.00 15.9 1.00 88.0 325.8

SEV. TOP ROT 15.917 Severe Top Rot 0.0 0.00 15.9 1.00 117.0 308.2

ADV. CTR. ROT 15.917 ‐ ‐ Advanced Center Rot 0.0 0.00 15.9 1.00 120.0 394.4

ADV. TOP ROT 15.917 ‐ ‐ Advanced Top Rot 0.0 0.00 15.9 1.00 126.0 337.5

MOD. CTR. ROT 15.917 ‐ ‐ Moderate Center Rot 0.0 0.00 15.9 1.00 133.0 413.9

MOD. TOP ROT 15.917 ‐ ‐ Moderate Top Rot 0.0 0.00 15.9 1.00 132.8 360.4

MINOR CTR. ROT 15.917 ‐ ‐ Minor Center Rot 0.0 0.00 15.9 1.00 144.0 426.4

MINOR TOP ROT 15.917 ‐ ‐ Minor Top Rot 0.0 0.00 15.9 1.00 144.0 400.2


C-51

Load Rating Calculations Wilburton TrestleDead Loads 3/10/2016


Dead Loads:

Deck Type = Asphalt ‐ Change between Concrete and Asphalt to change load rating parametersDeck Width 12 ft ‐ Change between desired deck widths to change load rating parametersNumber of Stringers 5Deck Thickness 10 in ‐ thickness of concrete panel or thickness of timber decking beneath asphalt wearing surfaceWearing Surface Thickness 0.25 ft ‐ Asphalt wearing surface

Component A (SF) Density (pcf) Weight (plf)Decking 10.0 50 500 Change density depending on decking type

Wearing Surface 3.0 140 420

Railing ‐ ‐ 50

Stringer 1.06 50 319 (50 pcf for timber (WSDOT BDM))Total 2563.8 Total dead load per foot of superstructure

Shears and Moments:

Two‐Span Continuous (lb, lb‐ft) Simple Span (lb, lb‐ft) *For Use in Load Rating

Location Shear Moment Location Shear Moment Location Shear Moment0.0 ‐15303 0 0.0 19869 0 0.0 25505 811910.1 ‐15526 20019 0.1 15895 27717 0.1 15895 415780.2 ‐13801 33878 0.2 11921 49275 0.2 11921 492750.3 ‐12076 41578 0.3 7948 64674 0.3 7948 646740.4 ‐10351 45670 0.4 3974 73913 0.4 6901 739130.5 ‐8626 38498 0.5 0 76993 0.5 8626 769930.6 ‐6901 27718 0.6 ‐3974 73913 0.6 6901 739130.7 ‐5175 10779 0.7 ‐7948 64674 0.7 7948 646740.8 ‐3450 ‐12319 0.8 ‐11921 49275 0.8 11921 492750.9 ‐1725 ‐41578 0.9 ‐15895 27717 0.9 15895 415781.0 25505 ‐81191 1.0 ‐19869 0 1.0 25505 811911.1 1725 ‐41578 *Worst case shear and moment at1.2 3450 ‐12319 tenth points. This is a conservative1.3 5175 10779 simplification.1.4 6901 277181.5 8626 38498

1.6 10351 45670

1.7 12076 41578

1.8 13801 33878

1.9 15526 20019

2.0 15303 0

Dead Load Distribution:

Dist. Factor 0.200 Divide total dead load by number of stringers

‐100000

‐80000

‐60000

‐40000

‐20000

0

20000

40000

60000

0.0 0.5 1.0 1.5 2.0

Force (LB, LB‐FT)

Span Point

Dead Load Forces ‐ Two‐Span Cont. Shear

Moment

‐40000

‐20000

0

20000

40000

60000

80000

100000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point

Dead Load Forces ‐ Simple Span Shear

Moment

0

20000

40000

60000

80000

100000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point

Worst Case Shear and Moment (Dead Load) Series3

Series4


C-52

Load Rating Calculations Wilburton TrestleLive Load Distribution and Allowable Stress 3/10/2016


Live Load Distribution and Impact:

Load Distribution 0.208 Lanes per stringer = (S/6) * (1 lane/2 wheels) (AASHTO Std. Specs. Table 3.23.1)Impact 1.00 Impact is not applied to timber structures (WSDOT 13.1.3)

Allowable stresses (per AASHTO Std. Specifications 17th Edition)

Unmodified Design Values

Visually Graded Lumber (AASHTO Table 13.5.1A) ‐ Douglas Fir No. 1

Fb 2000 psi

Fv 165 psi

E 1600000 psi

Recall Section DimensionsStringer Height, H (in) 17Stringer Width, B (in) 9


Fb Fv E

Wet Service Factor, CM 0.80 0.88 0.83

Load Duration Factor, CD 1.15 1.15 ‐ AASHTO 13.5.5.2Size Factor, CF 0.96 ‐ ‐Beam Stability Factor, CL 0.99 ‐ ‐ AASHTO 13.6.4.4

lu 191 ‐ ‐ Unsupported length measured between bents (in)

lu/d 11.24 ‐ ‐

le 362.33 ‐ ‐ Effective unsupported length = 1.63*lu + 3d when 7 ≤ lu/d ≤ 14.3 (in)

Rb 8.72 ‐ ‐ sqrt(le*d/b^2) <= 50

E` 1333280 ‐ ‐ AASHTO 13.6.3KbE 0.438 ‐ ‐

FbE 7679.40 ‐ ‐ KbE*E'/RB^2 AASHTO (13‐8)

F*b 1770.15 ‐ ‐ Fb*CM*CF*CD2.81 ‐ ‐ 1st term in beam stability factor coefficient equation7.89 ‐ ‐ 1st term in square root4.57 ‐ ‐ 2nd term in square root

Modified Design Values for Visually Graded Lumber (AASHTO Table 13.5.1A)

Inventory Level Capacities

Fb 1744.51 psi

Fv 166.03 psi

Operating Level Capacities (AASHTO MBE 6B.5.2.7)

Fb 2320.20 psi

Fv 220.82 psi


C-53


Shears and Moments:

LL Forces for Load Rating CalcsLocation Shear Moment

0.0 59090 926000.1 49080 935500.2 39070 1489400.3 34060 1642150.4 26360 1890350.5 23670 1985800.6 26360 1890350.7 34060 1642150.8 39070 1489400.9 49080 935501.0 59090 92600


0 25504.50547 81191.042710.1 15895.25 41577.51480.2 11921.4375 49275.2750.3 7947.625 64673.798440.4 6900.535329 73912.91250.5 8625.669161 76992.617190.6 6900.535329 73912.91250.7 7947.625 64673.798440.8 11921.4375 49275.2750.9 15895.25 41577.51481 25504.50547 81191.04271

‐50000

0

50000

100000

150000

200000

250000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series3 Series4

0

10000

20000

30000

40000

50000

60000

70000

80000

90000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series4


C-54


Rating Factors:

Flexure Operating


Begin

Tenth Point


1 A 0.00 0.47 413.89 194859 496450 470.80 1199.47 1.54

1 D 0.28 0.53 413.89 184782 496450 446.45 1199.47 1.56

2 B 0.00 0.13 400.17 194859 372350 486.94 930.49 1.97

3 A 0.33 0.67 337.50 184782 496450 547.50 1470.96 1.21

3 C 0.87 1.00 400.17 194859 372350 486.94 930.49 1.97

3 D 0.00 0.00 426.35 194859 231500 457.04 542.98 3.43

3 F 0.00 0.00 433.50 194859 231500 449.50 534.03 3.50

4 A 0.06 0.94 337.50 194859 496450 577.36 1470.96 1.18

4 F‐AUX 0.25 0.53 413.89 184782 496450 446.45 1199.47 1.56

5 A 0.06 0.94 325.80 194859 496450 598.09 1523.77 1.13

5 B 0.87 1.00 400.17 194859 372350 486.94 930.49 1.97

5 C 0.00 0.00 426.35 194859 231500 457.04 542.98 3.43

5 D 0.85 1.00 413.89 194859 372350 470.80 899.63 2.06

5 F 1.00 1.00 433.50 194859 231500 449.50 534.03 3.50

6 A 0.25 0.75 394.35 184782 496450 468.57 1258.90 1.47

6 F 0.36 0.61 426.35 184782 496450 433.40 1164.41 1.62

7 A 0.33 0.66 308.17 184782 496450 599.62 1610.98 1.07

7 D 1.00 1.00 433.50 194859 231500 449.50 534.03 3.50

7 F‐AUX 1.00 1.00 433.50 194859 231500 449.50 534.03 3.50

8 A 0.33 0.66 325.80 184782 496450 567.16 1523.77 1.15

8 B 0.87 1.00 400.17 194859 372350 486.94 930.49 1.97

8 F 0.36 0.61 400.17 184782 496450 461.76 1240.61 1.50

9 D 0.72 1.00 413.89 194859 410538 470.80 991.89 1.86

10 A 0.00 1.00 308.17 194859 496450 632.32 1610.98 1.05

10 F 0.40 0.60 433.50 184782 496450 426.26 1145.21 1.65

11 A 0.33 0.67 394.35 184782 496450 468.57 1258.90 1.47

11 D 0.00 1.00 433.50 194859 496450 449.50 1145.21 1.63

11 F‐AUX 0.36 0.61 400.17 184782 496450 461.76 1240.61 1.50

13 E 0.36 0.61 433.50 184782 496450 426.26 1145.21 1.65

14 C 0.87 1.00 360.38 194859 372350 540.71 1033.23 1.72

14 D 1.00 1.00 433.50 194859 231500 449.50 534.03 3.50

15 A 0.33 0.67 308.17 184782 496450 599.62 1610.98 1.07

15 C 0.00 0.13 360.38 194859 372350 540.71 1033.23 1.72

16 C 0.81 1.00 360.38 194859 372350 540.71 1033.23 1.72

17 A 0.75 1.00 308.17 194859 410538 632.32 1332.19 1.27

18 A 0.00 0.50 308.17 194859 496450 632.32 1610.98 1.05

18 A 0.50 1.00 360.38 194859 496450 540.71 1377.59 1.29

18 C 0.81 1.00 413.89 194859 372350 470.80 899.63 2.06

18 D 0.00 0.00 433.50 194859 231500 449.50 534.03 3.50

18 D 0.97 0.97 433.50 194859 233875 449.50 539.50 3.47

19 A 0.67 1.00 308.17 194859 472588 632.32 1533.55 1.10

19 F‐AUX 0.36 0.61 433.50 184782 496450 426.26 1145.21 1.65

20 A 0.33 0.67 413.89 184782 496450 446.45 1199.47 1.56

20 D 0.97 0.97 433.50 194859 233875 449.50 539.50 3.47

21 A 0.87 1.00 360.38 194859 372350 540.71 1033.23 1.72

21 D 0.40 0.60 433.50 184782 496450 426.26 1145.21 1.65

22 C 1.00 1.00 433.50 194859 231500 449.50 534.03 3.50

23 A 0.33 0.67 308.17 184782 496450 599.62 1610.98 1.07

23 D 0.00 0.00 433.50 194859 231500 449.50 534.03 3.50

23 D 0.00 1.00 433.50 194859 496450 449.50 1145.21 1.63

24 A 0.00 0.50 413.89 194859 496450 470.80 1199.47 1.54

25 A 0.33 0.67 308.17 184782 496450 599.62 1610.98 1.07

25 A 0.87 1.00 400.17 194859 372350 486.94 930.49 1.97

25 D 0.36 0.61 426.35 184782 496450 433.40 1164.41 1.62


C-55


26 A 0.33 0.67 360.38 184782 496450 512.75 1377.59 1.31

26 D 0.36 0.61 426.35 184782 496450 433.40 1164.41 1.62

26 D 0.36 0.61 433.50 184782 496450 426.26 1145.21 1.65

27 A 0.40 0.80 360.38 184782 496450 512.75 1377.59 1.31

27 C 0.87 1.00 360.38 194859 372350 540.71 1033.23 1.72

28 A 0.20 0.80 360.38 184782 496450 512.75 1377.59 1.31

28 B 0.00 1.00 400.17 194859 496450 486.94 1240.61 1.48

29 A 0.00 0.19 360.38 194859 372350 540.71 1033.23 1.72

29 A 0.70 1.00 337.50 194859 410538 577.36 1216.41 1.43

29 D 0.85 0.97 413.89 194859 372350 470.80 899.63 2.06

30 A 0.00 0.13 360.38 194859 372350 540.71 1033.23 1.72

30 A 0.30 0.80 413.89 184782 496450 446.45 1199.47 1.56

31 A 0.87 1.00 360.38 194859 372350 540.71 1033.23 1.72

32 A 0.00 1.00 400.17 194859 496450 486.94 1240.61 1.48

32 B 0.00 1.00 400.17 194859 496450 486.94 1240.61 1.48

32 F‐AUX 0.00 0.19 400.17 194859 372350 486.94 930.49 1.97

34 C 0.87 1.00 400.17 194859 372350 486.94 930.49 1.97

35 A 0.10 0.60 413.89 184782 496450 446.45 1199.47 1.56

35 C 0.00 0.13 400.17 194859 372350 486.94 930.49 1.97

37 C 0.40 0.60 433.50 184782 496450 426.26 1145.21 1.65

38 A 0.50 1.00 325.80 194859 496450 598.09 1523.77 1.13

38 C 0.00 1.00 433.50 194859 496450 449.50 1145.21 1.63

39 A‐AUX 0.33 0.67 426.35 184782 496450 433.40 1164.41 1.62

39 F 0.00 1.00 433.50 194859 496450 449.50 1145.21 1.63

41 D 0.00 0.00 433.50 194859 233875 449.50 539.50 3.47

41 A 0.50 0.50 433.50 184782 496450 426.26 1145.21 1.65

42 C 0.00 1.00 433.50 194859 496450 449.50 1145.21 1.63

43 A 0.75 1.00 426.35 194859 410538 457.04 962.91 1.93

44 A 0.50 1.00 325.80 194859 496450 598.09 1523.77 1.13

44 F 0.82 0.97 413.89 194859 372350 470.80 899.63 2.06

45 A 0.00 0.25 413.89 194859 410538 470.80 991.89 1.86

51 D 0.01 0.02 433.50 194859 233875 449.50 539.50 3.47

52 D 0.01 0.02 433.50 194859 233875 449.50 539.50 3.47

53 F 0.66 0.97 400.17 194859 472588 486.94 1180.98 1.55

54 A 0.25 0.50 413.89 184782 496450 446.45 1199.47 1.56

55 A‐AUX 0.00 1.00 433.50 194859 496450 449.50 1145.21 1.63

55 C 0.00 0.13 426.35 194859 372350 457.04 873.34 2.13

55 C 0.00 1.00 433.50 194859 496450 449.50 1145.21 1.63

55 C 0.87 1.00 426.35 194859 372350 457.04 873.34 2.13

56 A 0.37 0.63 413.89 184782 496450 446.45 1199.47 1.56

57 A 0.00 1.00 394.35 194859 496450 494.12 1258.90 1.45

58 A‐AUX 0.00 1.00 433.50 194859 496450 449.50 1145.21 1.63

58 C 0.00 1.00 433.50 194859 496450 449.50 1145.21 1.63

59 A 0.00 0.19 360.38 194859 372350 540.71 1033.23 1.72

59 A 0.25 1.00 360.38 194859 496450 540.71 1377.59 1.29

60 C 0.00 1.00 433.50 194859 496450 449.50 1145.21 1.63

61 A 0.44 0.57 394.35 184782 496450 468.57 1258.90 1.47

61 D 0.50 0.50 433.50 184782 496450 426.26 1145.21 1.65

61 D 0.85 0.97 426.35 194859 372350 457.04 873.34 2.13

62 A 0.00 0.19 413.89 194859 372350 470.80 899.63 2.06

62 D 0.97 0.97 433.50 194859 233875 449.50 539.50 3.47

63 F 0.50 0.50 433.50 184782 496450 426.26 1145.21 1.65

NEW STRINGER ‐ 0.00 1.00 433.50 194859 496450 449.50 1145.21 1.63

SEV. CTR. ROT 0 0.00 1.00 325.80 194859 496450 598.09 1523.77 1.13

SEV. TOP ROT 0 0.00 1.00 308.17 194859 496450 632.32 1610.98 1.05

ADV. CTR. ROT ‐ 0.00 1.00 394.35 194859 496450 494.12 1258.90 1.45

ADV. TOP ROT ‐ 0.00 1.00 337.50 194859 496450 577.36 1470.96 1.18

MOD. CTR. ROT ‐ 0.00 1.00 413.89 194859 496450 470.80 1199.47 1.54

MOD. TOP ROT ‐ 0.00 1.00 360.38 194859 496450 540.71 1377.59 1.29

MINOR CTR. ROT ‐ 0.00 1.00 426.35 194859 496450 457.04 1164.41 1.60

MINOR TOP ROT ‐ 0.00 1.00 400.17 194859 496450 486.94 1240.61 1.48




C-56


Shear Operating


Begin

Tenth Point


1 A 0.00 0.47 133 7651 15338 57.53 115.32 1.42

1 D 0.28 0.53 133 3576 12209 26.89 91.80 2.11

2 B 0.00 0.13 144 7651 15338 53.13 106.51 1.57

3 A 0.33 0.67 126 2588 10644 20.54 84.47 2.37

3 C 0.87 1.00 144 7651 15338 53.13 106.51 1.57

3 D 0.00 0.00 144 7651 0 53.13 0.00 1.00

3 F 0.00 0.00 153 7651 0 50.01 0.00 1.00

4 A 0.06 0.94 126 7651 15338 60.73 121.73 1.32

4 F‐AUX 0.25 0.53 133 3576 12209 26.89 91.80 2.11

5 A 0.06 0.94 88 7651 15338 86.95 174.29 0.77 1

5 B 0.87 1.00 144 7651 15338 53.13 106.51 1.57

5 C 0.00 0.00 144 7651 0 53.13 0.00 1.00

5 D 0.85 1.00 133 7651 15338 57.53 115.32 1.42

5 F 1.00 1.00 153 7651 0 50.01 0.00 1.00

6 A 0.25 0.75 120 3576 12209 29.80 101.74 1.88

6 F 0.36 0.61 144 2588 10644 17.97 73.91 2.74

7 A 0.33 0.66 117 2588 10644 22.12 90.97 2.18

7 D 1.00 1.00 153 7651 0 50.01 0.00 1.00

7 F‐AUX 1.00 1.00 153 7651 0 50.01 0.00 1.00

8 A 0.33 0.66 88 2588 10644 29.41 120.95 1.58

8 B 0.87 1.00 144 7651 15338 53.13 106.51 1.57

8 F 0.36 0.61 144 2588 10644 17.97 73.91 2.74

9 D 0.72 1.00 133 7651 15338 57.53 115.32 1.42

10 A 0.00 1.00 117 7651 15338 65.40 131.09 1.19

10 F 0.40 0.60 153 2588 8238 16.91 53.84 3.79

11 A 0.33 0.67 120 2588 10644 21.56 88.70 2.25

11 D 0.00 1.00 153 7651 15338 50.01 100.25 1.70

11 F‐AUX 0.36 0.61 144 2588 10644 17.97 73.91 2.74

13 E 0.36 0.61 153 2588 10644 16.91 69.57 2.93

14 C 0.87 1.00 132.75 7651 15338 57.64 115.54 1.41

14 D 1.00 1.00 153 7651 0 50.01 0.00 1.00

15 A 0.33 0.67 117 2588 10644 22.12 90.97 2.18

15 C 0.00 0.13 132.75 7651 15338 57.64 115.54 1.41

16 C 0.81 1.00 132.75 7651 15338 57.64 115.54 1.41

17 A 0.75 1.00 117 7651 15338 65.40 131.09 1.19

18 A 0.00 0.50 117 7651 15338 65.40 131.09 1.19

18 A 0.50 1.00 132.75 7651 15338 57.64 115.54 1.41

18 C 0.81 1.00 133 7651 15338 57.53 115.32 1.42

18 D 0.00 0.00 153 7651 0 50.01 0.00 1.00

18 D 0.97 0.97 153 7651 15338 50.01 100.25 1.70

19 A 0.67 1.00 117 7651 15338 65.40 131.09 1.19

19 F‐AUX 0.36 0.61 153 2588 10644 16.91 69.57 2.93

20 A 0.33 0.67 133 2588 10644 19.46 80.03 2.52

20 D 0.97 0.97 153 7651 15338 50.01 100.25 1.70

21 A 0.87 1.00 132.75 7651 15338 57.64 115.54 1.41

21 D 0.40 0.60 153 2588 8238 16.91 53.84 3.79

22 C 1.00 1.00 153 7651 0 50.01 0.00 1.00

23 A 0.33 0.67 117 2588 10644 22.12 90.97 2.18

23 D 0.00 0.00 153 7651 0 50.01 0.00 1.00

23 D 0.00 1.00 153 7651 15338 50.01 100.25 1.70

24 A 0.00 0.50 133 7651 15338 57.53 115.32 1.42

25 A 0.33 0.67 117 2588 10644 22.12 90.97 2.18

25 A 0.87 1.00 144 7651 15338 53.13 106.51 1.57

25 D 0.36 0.61 144 2588 10644 17.97 73.91 2.74

26 A 0.33 0.67 132.75 2588 10644 19.49 80.18 2.51

26 D 0.36 0.61 144 2588 10644 17.97 73.91 2.74

26 D 0.36 0.61 153 2588 10644 16.91 69.57 2.93

27 A 0.40 0.80 132.75 3576 12209 26.94 91.97 2.11

27 C 0.87 1.00 132.75 7651 15338 57.64 115.54 1.41

28 A 0.20 0.80 132.75 3576 12209 26.94 91.97 2.11


C-57


28 B 0.00 1.00 144 7651 15338 53.13 106.51 1.57

29 A 0.00 0.19 132.75 7651 15338 57.64 115.54 1.41

29 A 0.70 1.00 126 7651 15338 60.73 121.73 1.32

29 D 0.85 0.97 133 7651 15338 57.53 115.32 1.42

30 A 0.00 0.13 132.75 7651 15338 57.64 115.54 1.41

30 A 0.30 0.80 133 3576 12209 26.89 91.80 2.11

31 A 0.87 1.00 132.75 7651 15338 57.64 115.54 1.41

32 A 0.00 1.00 144 7651 15338 53.13 106.51 1.57

32 B 0.00 1.00 144 7651 15338 53.13 106.51 1.57

32 F‐AUX 0.00 0.19 144 7651 15338 53.13 106.51 1.57

34 C 0.87 1.00 144 7651 15338 53.13 106.51 1.57

35 A 0.10 0.60 133 4769 15338 35.85 115.32 1.60

35 C 0.00 0.13 144 7651 15338 53.13 106.51 1.57

37 C 0.40 0.60 153 2588 8238 16.91 53.84 3.79

38 A 0.50 1.00 88 7651 15338 86.95 174.29 0.77 1

38 C 0.00 1.00 153 7651 15338 50.01 100.25 1.70

39 A‐AUX 0.33 0.67 144 2588 10644 17.97 73.91 2.74

39 F 0.00 1.00 153 7651 15338 50.01 100.25 1.70

41 D 0.00 0.00 153 7651 15338 50.01 100.25 1.70

41 A 0.50 0.50 153 2588 7397 16.91 48.35 4.22

42 C 0.00 1.00 153 7651 15338 50.01 100.25 1.70

43 A 0.75 1.00 144 7651 15338 53.13 106.51 1.57

44 A 0.50 1.00 88 7651 15338 86.95 174.29 0.77 1

44 F 0.82 0.97 133 7651 15338 57.53 115.32 1.42

45 A 0.00 0.25 133 7651 15338 57.53 115.32 1.42

51 D 0.01 0.02 153 7651 15338 50.01 100.25 1.70

52 D 0.01 0.02 153 7651 15338 50.01 100.25 1.70

53 F 0.66 0.97 144 7651 15338 53.13 106.51 1.57

54 A 0.25 0.50 133 3576 12209 26.89 91.80 2.11

55 A‐AUX 0.00 1.00 153 7651 15338 50.01 100.25 1.70

55 C 0.00 0.13 144 7651 15338 53.13 106.51 1.57

55 C 0.00 1.00 153 7651 15338 50.01 100.25 1.70

55 C 0.87 1.00 144 7651 15338 53.13 106.51 1.57

56 A 0.37 0.63 133 2588 10644 19.46 80.03 2.52

57 A 0.00 1.00 120 7651 15338 63.76 127.81 1.23

58 A‐AUX 0.00 1.00 153 7651 15338 50.01 100.25 1.70

58 C 0.00 1.00 153 7651 15338 50.01 100.25 1.70

59 A 0.00 0.19 132.75 7651 15338 57.64 115.54 1.41

59 A 0.25 1.00 132.75 7651 15338 57.64 115.54 1.41

60 C 0.00 1.00 153 7651 15338 50.01 100.25 1.70

61 A 0.44 0.57 120 2588 8238 21.56 68.65 2.90

61 D 0.50 0.50 153 2588 7397 16.91 48.35 4.22

61 D 0.85 0.97 144 7651 15338 53.13 106.51 1.57

62 A 0.00 0.19 133 7651 15338 57.53 115.32 1.42

62 D 0.97 0.97 153 7651 15338 50.01 100.25 1.70

63 F 0.50 0.50 153 2588 7397 16.91 48.35 4.22

NEW STRINGER ‐ 0.00 1.00 153 7651 15338 50.01 100.25 1.70

SEV. CTR. ROT 0 0.00 1.00 88 7651 15338 86.95 174.29 0.77

SEV. TOP ROT 0 0.00 1.00 117 7651 15338 65.40 131.09 1.19

ADV. CTR. ROT ‐ 0.00 1.00 120 7651 15338 63.76 127.81 1.23

ADV. TOP ROT ‐ 0.00 1.00 126 7651 15338 60.73 121.73 1.32

MOD. CTR. ROT ‐ 0.00 1.00 133 7651 15338 57.53 115.32 1.42

MOD. TOP ROT ‐ 0.00 1.00 132.75 7651 15338 57.64 115.54 1.41

MINOR CTR. ROT ‐ 0.00 1.00 144 7651 15338 53.13 106.51 1.57

MINOR TOP ROT ‐ 0.00 1.00 144 7651 15338 53.13 106.51 1.57




C-58


Shears and Moments:

Two‐Span Continuous (lb, lb‐ft) Simple Span (lb, lb‐ft)

Location Min. Shear Max. Shear Min. Moment Max. Moment Location Min. Shear Max. Shear Moment

0.0 ‐31560 3073 0 0 0.0 ‐34623 0 0

0.1 ‐27156 4401 ‐4685 42090 0.1 ‐28223 3200 43920

0.2 ‐22925 9504 ‐9370 69920 0.2 ‐25023 6400 78080

0.3 ‐18900 11924 ‐14055 86467 0.3 ‐22401 8578 102481

0.4 ‐15121 18407 ‐18740 92236 0.4 ‐18623 12800 117120

0.5 ‐11622 22079 ‐23425 88616 0.5 ‐15423 16000 122000

0.6 ‐8440 25234 ‐28110 77218 0.6 ‐12223 19200 117120

0.7 ‐5610 26614 ‐32800 59874 0.7 ‐9600 21378 102480

0.8 ‐3167 29981 ‐37480 38636 0.8 ‐5823 25600 78080

0.9 ‐1150 31576 ‐59125 15774 0.9 ‐2623 28800 43920

1.0 ‐35274 33689 ‐93340 0 1.0 0 32578 0

1.1 ‐31327 1833 ‐59271 25145

1.2 ‐29638 4096 ‐34844 49972

1.3 ‐27430 5375 ‐23764 71993

1.4 ‐24702 9728 ‐13480 89012

1.5 ‐21456 13000 ‐8015 99125

1.6 ‐17689 16512 ‐6412 100724

1.7 ‐13404 18343 ‐4809 92489

1.8 ‐8599 24064 ‐3206 73396

1.9 ‐3275 28008 ‐1603 42713

2.0 ‐1052 31581 0 0

‐120000

‐100000

‐80000

‐60000

‐40000

‐20000

0

20000

40000

60000

80000

100000

120000

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0

Force (LB, LB‐FT)

Span Point

Forces for 2 Continuous Spans

Min. Shear

Min. Moment

Max Shear

‐50000

‐30000

‐10000

10000

30000

50000

70000

90000

110000

130000

150000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point

Forces for 1 Simple Span

Min. Shear

Moment

Max. Shear


C-59


LL Forces for Load Rating Calcs (Max. of 2 cases above)Location Shear Moment

0.0 35274 933400.1 31327 591250.2 29638 780800.3 27430 1024800.4 24702 1171200.5 21456 1220000.6 24702 1171200.7 27430 1024800.8 29638 780800.9 31327 591251.0 35274 93340


0 25504.5 81191.00.1 15895.3 41577.50.2 11921.4 49275.30.3 7947.6 64673.80.4 6900.5 73912.90.5 8625.7 76992.60.6 6900.5 73912.90.7 7947.6 64673.80.8 11921.4 49275.30.9 15895.3 41577.51 25504.5 81191.0

‐50000

‐30000

‐10000

10000

30000

50000

70000

90000

110000

130000

150000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series3 Series4

0

10000

20000

30000

40000

50000

60000

70000

80000

90000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series4


C-60


Rating Factors:

Flexure Inventory


Begin

Tenth Point


1 A 0.00 0.47 413.89 194859 305000 470.80 736.91 1.73

1 D 0.28 0.53 413.89 184782 305000 446.45 736.91 1.76

2 B 0.00 0.13 400.17 194859 233350 486.94 583.13 2.16

3 A 0.33 0.67 337.50 184782 305000 547.50 903.70 1.32

3 C 0.87 1.00 400.17 194859 233350 486.94 583.13 2.16

3 D 0.00 0.00 426.35 194859 233350 457.04 547.32 2.35

3 F 0.00 0.00 433.50 194859 233350 449.50 538.29 2.41

4 A 0.06 0.94 337.50 194859 305000 577.36 903.70 1.29

4 F‐AUX 0.25 0.53 413.89 184782 305000 446.45 736.91 1.76

5 A 0.06 0.94 325.80 194859 305000 598.09 936.15 1.22

5 B 0.87 1.00 400.17 194859 233350 486.94 583.13 2.16

5 C 0.00 0.00 426.35 194859 233350 457.04 547.32 2.35

5 D 0.85 1.00 413.89 194859 233350 470.80 563.79 2.26

5 F 1.00 1.00 433.50 194859 233350 449.50 538.29 2.41

6 A 0.25 0.75 394.35 184782 305000 468.57 773.42 1.65

6 F 0.36 0.61 426.35 184782 305000 433.40 715.37 1.83

7 A 0.33 0.66 308.17 184782 305000 599.62 989.72 1.16

7 D 1.00 1.00 433.50 194859 233350 449.50 538.29 2.41

7 F‐AUX 1.00 1.00 433.50 194859 233350 449.50 538.29 2.41

8 A 0.33 0.66 325.80 184782 305000 567.16 936.15 1.26

8 B 0.87 1.00 400.17 194859 233350 486.94 583.13 2.16

8 F 0.36 0.61 400.17 184782 305000 461.76 762.18 1.68

9 D 0.72 1.00 413.89 194859 256200 470.80 619.00 2.06

10 A 0.00 1.00 308.17 194859 305000 632.32 989.72 1.12

10 F 0.40 0.60 433.50 184782 305000 426.26 703.58 1.87

11 A 0.33 0.67 394.35 184782 305000 468.57 773.42 1.65

11 D 0.00 1.00 433.50 194859 305000 449.50 703.58 1.84

11 F‐AUX 0.36 0.61 400.17 184782 305000 461.76 762.18 1.68

13 E 0.36 0.61 433.50 184782 305000 426.26 703.58 1.87

14 C 0.87 1.00 360.38 194859 233350 540.71 647.52 1.86

14 D 1.00 1.00 433.50 194859 233350 449.50 538.29 2.41

15 A 0.33 0.67 308.17 184782 305000 599.62 989.72 1.16

15 C 0.00 0.13 360.38 194859 233350 540.71 647.52 1.86

16 C 0.81 1.00 360.38 194859 233350 540.71 647.52 1.86

17 A 0.75 1.00 308.17 194859 256200 632.32 831.37 1.34

18 A 0.00 0.50 308.17 194859 305000 632.32 989.72 1.12

18 A 0.50 1.00 360.38 194859 305000 540.71 846.34 1.42

18 C 0.81 1.00 413.89 194859 233350 470.80 563.79 2.26

18 D 0.00 0.00 433.50 194859 233350 449.50 538.29 2.41

18 D 0.97 0.97 433.50 194859 233350 449.50 538.29 2.41

19 A 0.67 1.00 308.17 194859 292800 632.32 950.14 1.17

19 F‐AUX 0.36 0.61 433.50 184782 305000 426.26 703.58 1.87

20 A 0.33 0.67 413.89 184782 305000 446.45 736.91 1.76

20 D 0.97 0.97 433.50 194859 233350 449.50 538.29 2.41

21 A 0.87 1.00 360.38 194859 233350 540.71 647.52 1.86

21 D 0.40 0.60 433.50 184782 305000 426.26 703.58 1.87

22 C 1.00 1.00 433.50 194859 233350 449.50 538.29 2.41

23 A 0.33 0.67 308.17 184782 305000 599.62 989.72 1.16

23 D 0.00 0.00 433.50 194859 233350 449.50 538.29 2.41

23 D 0.00 1.00 433.50 194859 305000 449.50 703.58 1.84

24 A 0.00 0.50 413.89 194859 305000 470.80 736.91 1.73

25 A 0.33 0.67 308.17 184782 305000 599.62 989.72 1.16

25 A 0.87 1.00 400.17 194859 233350 486.94 583.13 2.16

25 D 0.36 0.61 426.35 184782 305000 433.40 715.37 1.83

26 A 0.33 0.67 360.38 184782 305000 512.75 846.34 1.46

26 D 0.36 0.61 426.35 184782 305000 433.40 715.37 1.83

26 D 0.36 0.61 433.50 184782 305000 426.26 703.58 1.87

27 A 0.40 0.80 360.38 184782 305000 512.75 846.34 1.46

27 C 0.87 1.00 360.38 194859 233350 540.71 647.52 1.86

28 A 0.20 0.80 360.38 184782 305000 512.75 846.34 1.46


C-61


28 B 0.00 1.00 400.17 194859 305000 486.94 762.18 1.65

29 A 0.00 0.19 360.38 194859 233350 540.71 647.52 1.86

29 A 0.70 1.00 337.50 194859 256200 577.36 759.11 1.54

29 D 0.85 0.97 413.89 194859 233350 470.80 563.79 2.26

30 A 0.00 0.13 360.38 194859 233350 540.71 647.52 1.86

30 A 0.30 0.80 413.89 184782 305000 446.45 736.91 1.76

31 A 0.87 1.00 360.38 194859 233350 540.71 647.52 1.86

32 A 0.00 1.00 400.17 194859 305000 486.94 762.18 1.65

32 B 0.00 1.00 400.17 194859 305000 486.94 762.18 1.65

32 F‐AUX 0.00 0.19 400.17 194859 233350 486.94 583.13 2.16

34 C 0.87 1.00 400.17 194859 233350 486.94 583.13 2.16

35 A 0.10 0.60 413.89 184782 305000 446.45 736.91 1.76

35 C 0.00 0.13 400.17 194859 233350 486.94 583.13 2.16

37 C 0.40 0.60 433.50 184782 305000 426.26 703.58 1.87

38 A 0.50 1.00 325.80 194859 305000 598.09 936.15 1.22

38 C 0.00 1.00 433.50 194859 305000 449.50 703.58 1.84

39 A‐AUX 0.33 0.67 426.35 184782 305000 433.40 715.37 1.83

39 F 0.00 1.00 433.50 194859 305000 449.50 703.58 1.84

41 D 0.00 0.00 433.50 194859 233350 449.50 538.29 2.41

41 A 0.50 0.50 433.50 184782 305000 426.26 703.58 1.87

42 C 0.00 1.00 433.50 194859 305000 449.50 703.58 1.84

43 A 0.75 1.00 426.35 194859 256200 457.04 600.91 2.14

44 A 0.50 1.00 325.80 194859 305000 598.09 936.15 1.22

44 F 0.82 0.97 413.89 194859 233350 470.80 563.79 2.26

45 A 0.00 0.25 413.89 194859 256200 470.80 619.00 2.06

51 D 0.01 0.02 433.50 194859 233350 449.50 538.29 2.41

52 D 0.01 0.02 433.50 194859 233350 449.50 538.29 2.41

53 F 0.66 0.97 400.17 194859 292800 486.94 731.70 1.72

54 A 0.25 0.50 413.89 184782 305000 446.45 736.91 1.76

55 A‐AUX 0.00 1.00 433.50 194859 305000 449.50 703.58 1.84

55 C 0.00 0.13 426.35 194859 233350 457.04 547.32 2.35

55 C 0.00 1.00 433.50 194859 305000 449.50 703.58 1.84

55 C 0.87 1.00 426.35 194859 233350 457.04 547.32 2.35

56 A 0.37 0.63 413.89 184782 305000 446.45 736.91 1.76

57 A 0.00 1.00 394.35 194859 305000 494.12 773.42 1.62

58 A‐AUX 0.00 1.00 433.50 194859 305000 449.50 703.58 1.84

58 C 0.00 1.00 433.50 194859 305000 449.50 703.58 1.84

59 A 0.00 0.19 360.38 194859 233350 540.71 647.52 1.86

59 A 0.25 1.00 360.38 194859 305000 540.71 846.34 1.42

60 C 0.00 1.00 433.50 194859 305000 449.50 703.58 1.84

61 A 0.44 0.57 394.35 184782 305000 468.57 773.42 1.65

61 D 0.50 0.50 433.50 184782 305000 426.26 703.58 1.87

61 D 0.85 0.97 426.35 194859 233350 457.04 547.32 2.35

62 A 0.00 0.19 413.89 194859 233350 470.80 563.79 2.26

62 D 0.97 0.97 433.50 194859 233350 449.50 538.29 2.41

63 F 0.50 0.50 433.50 184782 305000 426.26 703.58 1.87

NEW STRINGER ‐ 0.00 1.00 433.50 194859 305000 449.50 703.58 1.84

SEV. CTR. ROT 0 0.00 1.00 325.80 194859 305000 598.09 936.15 1.22

SEV. TOP ROT 0 0.00 1.00 308.17 194859 305000 632.32 989.72 1.12

ADV. CTR. ROT ‐ 0.00 1.00 394.35 194859 305000 494.12 773.42 1.62

ADV. TOP ROT ‐ 0.00 1.00 337.50 194859 305000 577.36 903.70 1.29

MOD. CTR. ROT ‐ 0.00 1.00 413.89 194859 305000 470.80 736.91 1.73

MOD. TOP ROT ‐ 0.00 1.00 360.38 194859 305000 540.71 846.34 1.42

MINOR CTR. ROT ‐ 0.00 1.00 426.35 194859 305000 457.04 715.37 1.80

MINOR TOP ROT ‐ 0.00 1.00 400.17 194859 305000 486.94 762.18 1.65




C-62


Shear Inventory


Begin

Tenth Point

EndA VDL (lb) VLL (lb) fDL fLL RF RF < 1?

1 A 0.00 0.47 133 7651 9262 57.53 69.64 1.56

1 D 0.28 0.53 133 3576 9262 26.89 69.64 2.00

2 B 0.00 0.13 144 7651 9262 53.13 64.32 1.76

3 A 0.33 0.67 126 2588 8572 20.54 68.03 2.14

3 C 0.87 1.00 144 7651 9262 53.13 64.32 1.76

3 D 0.00 0.00 144 7651 0 53.13 0.00 1.00

3 F 0.00 0.00 153 7651 0 50.01 0.00 1.00

4 A 0.06 0.94 126 7651 9262 60.73 73.51 1.43

4 F‐AUX 0.25 0.53 133 3576 9262 26.89 69.64 2.00

5 A 0.06 0.94 88 7651 9262 86.95 105.25 0.75 1

5 B 0.87 1.00 144 7651 9262 53.13 64.32 1.76

5 C 0.00 0.00 144 7651 0 53.13 0.00 1.00

5 D 0.85 1.00 133 7651 9262 57.53 69.64 1.56

5 F 1.00 1.00 153 7651 0 50.01 0.00 1.00

6 A 0.25 0.75 120 3576 9262 29.80 77.18 1.77

6 F 0.36 0.61 144 2588 8572 17.97 59.53 2.49

7 A 0.33 0.66 117 2588 8572 22.12 73.26 1.96

7 D 1.00 1.00 153 7651 0 50.01 0.00 1.00

7 F‐AUX 1.00 1.00 153 7651 0 50.01 0.00 1.00

8 A 0.33 0.66 88 2588 8572 29.41 97.41 1.40

8 B 0.87 1.00 144 7651 9262 53.13 64.32 1.76

8 F 0.36 0.61 144 2588 8572 17.97 59.53 2.49

9 D 0.72 1.00 133 7651 9262 57.53 69.64 1.56

10 A 0.00 1.00 117 7651 9262 65.40 79.16 1.27

10 F 0.40 0.60 153 2588 7719 16.91 50.45 2.96

11 A 0.33 0.67 120 2588 8572 21.56 71.43 2.02

11 D 0.00 1.00 153 7651 9262 50.01 60.54 1.92

11 F‐AUX 0.36 0.61 144 2588 8572 17.97 59.53 2.49

13 E 0.36 0.61 153 2588 8572 16.91 56.03 2.66

14 C 0.87 1.00 132.75 7651 9262 57.64 69.77 1.55

14 D 1.00 1.00 153 7651 0 50.01 0.00 1.00

15 A 0.33 0.67 117 2588 8572 22.12 73.26 1.96

15 C 0.00 0.13 132.75 7651 9262 57.64 69.77 1.55

16 C 0.81 1.00 132.75 7651 9262 57.64 69.77 1.55

17 A 0.75 1.00 117 7651 9262 65.40 79.16 1.27

18 A 0.00 0.50 117 7651 9262 65.40 79.16 1.27

18 A 0.50 1.00 132.75 7651 9262 57.64 69.77 1.55

18 C 0.81 1.00 133 7651 9262 57.53 69.64 1.56

18 D 0.00 0.00 153 7651 0 50.01 0.00 1.00

18 D 0.97 0.97 153 7651 0 50.01 0.00 1.00

19 A 0.67 1.00 117 7651 9262 65.40 79.16 1.27

19 F‐AUX 0.36 0.61 153 2588 8572 16.91 56.03 2.66

20 A 0.33 0.67 133 2588 8572 19.46 64.45 2.27

20 D 0.97 0.97 153 7651 0 50.01 0.00 1.00

21 A 0.87 1.00 132.75 7651 9262 57.64 69.77 1.55

21 D 0.40 0.60 153 2588 7719 16.91 50.45 2.96

22 C 1.00 1.00 153 7651 0 50.01 0.00 1.00

23 A 0.33 0.67 117 2588 8572 22.12 73.26 1.96

23 D 0.00 0.00 153 7651 0 50.01 0.00 1.00

23 D 0.00 1.00 153 7651 9262 50.01 60.54 1.92

24 A 0.00 0.50 133 7651 9262 57.53 69.64 1.56

25 A 0.33 0.67 117 2588 8572 22.12 73.26 1.96

25 A 0.87 1.00 144 7651 9262 53.13 64.32 1.76

25 D 0.36 0.61 144 2588 8572 17.97 59.53 2.49

26 A 0.33 0.67 132.75 2588 8572 19.49 64.57 2.27

26 D 0.36 0.61 144 2588 8572 17.97 59.53 2.49

26 D 0.36 0.61 153 2588 8572 16.91 56.03 2.66

27 A 0.40 0.80 132.75 3576 9262 26.94 69.77 1.99

27 C 0.87 1.00 132.75 7651 9262 57.64 69.77 1.55


C-63


28 A 0.20 0.80 132.75 3576 9262 26.94 69.77 1.99

28 B 0.00 1.00 144 7651 9262 53.13 64.32 1.76

29 A 0.00 0.19 132.75 7651 9262 57.64 69.77 1.55

29 A 0.70 1.00 126 7651 9262 60.73 73.51 1.43

29 D 0.85 0.97 133 7651 9262 57.53 69.64 1.56

30 A 0.00 0.13 132.75 7651 9262 57.64 69.77 1.55

30 A 0.30 0.80 133 3576 9262 26.89 69.64 2.00

31 A 0.87 1.00 132.75 7651 9262 57.64 69.77 1.55

32 A 0.00 1.00 144 7651 9262 53.13 64.32 1.76

32 B 0.00 1.00 144 7651 9262 53.13 64.32 1.76

32 F‐AUX 0.00 0.19 144 7651 9262 53.13 64.32 1.76

34 C 0.87 1.00 144 7651 9262 53.13 64.32 1.76

35 A 0.10 0.60 133 4769 9262 35.85 69.64 1.87

35 C 0.00 0.13 144 7651 9262 53.13 64.32 1.76

37 C 0.40 0.60 153 2588 7719 16.91 50.45 2.96

38 A 0.50 1.00 88 7651 9262 86.95 105.25 0.75 1

38 C 0.00 1.00 153 7651 9262 50.01 60.54 1.92

39 A‐AUX 0.33 0.67 144 2588 8572 17.97 59.53 2.49

39 F 0.00 1.00 153 7651 9262 50.01 60.54 1.92

41 D 0.00 0.00 153 7651 0 50.01 0.00 1.00

41 A 0.50 0.50 153 2588 6705 16.91 43.82 3.40

42 C 0.00 1.00 153 7651 9262 50.01 60.54 1.92

43 A 0.75 1.00 144 7651 9262 53.13 64.32 1.76

44 A 0.50 1.00 88 7651 9262 86.95 105.25 0.75 1

44 F 0.82 0.97 133 7651 9262 57.53 69.64 1.56

45 A 0.00 0.25 133 7651 9262 57.53 69.64 1.56

51 D 0.01 0.02 153 7651 0 50.01 0.00 1.00

52 D 0.01 0.02 153 7651 0 50.01 0.00 1.00

53 F 0.66 0.97 144 7651 9262 53.13 64.32 1.76

54 A 0.25 0.50 133 3576 9262 26.89 69.64 2.00

55 A‐AUX 0.00 1.00 153 7651 9262 50.01 60.54 1.92

55 C 0.00 0.13 144 7651 9262 53.13 64.32 1.76

55 C 0.00 1.00 153 7651 9262 50.01 60.54 1.92

55 C 0.87 1.00 144 7651 9262 53.13 64.32 1.76

56 A 0.37 0.63 133 2588 8572 19.46 64.45 2.27

57 A 0.00 1.00 120 7651 9262 63.76 77.18 1.33

58 A‐AUX 0.00 1.00 153 7651 9262 50.01 60.54 1.92

58 C 0.00 1.00 153 7651 9262 50.01 60.54 1.92

59 A 0.00 0.19 132.75 7651 9262 57.64 69.77 1.55

59 A 0.25 1.00 132.75 7651 9262 57.64 69.77 1.55

60 C 0.00 1.00 153 7651 9262 50.01 60.54 1.92

61 A 0.44 0.57 120 2588 7719 21.56 64.33 2.25

61 D 0.50 0.50 153 2588 6705 16.91 43.82 3.40

61 D 0.85 0.97 144 7651 9262 53.13 64.32 1.76

62 A 0.00 0.19 133 7651 9262 57.53 69.64 1.56

62 D 0.97 0.97 153 7651 0 50.01 0.00 1.00

63 F 0.50 0.50 153 2588 6705 16.91 43.82 3.40

NEW STRINGER ‐ 0.00 1.00 153 7651 9262 50.01 60.54 1.92

SEV. CTR. ROT 0 0.00 1.00 88 7651 9262 86.95 105.25 0.75

SEV. TOP ROT 0 0.00 1.00 117 7651 9262 65.40 79.16 1.27

ADV. CTR. ROT ‐ 0.00 1.00 120 7651 9262 63.76 77.18 1.33

ADV. TOP ROT ‐ 0.00 1.00 126 7651 9262 60.73 73.51 1.43

MOD. CTR. ROT ‐ 0.00 1.00 133 7651 9262 57.53 69.64 1.56

MOD. TOP ROT ‐ 0.00 1.00 132.75 7651 9262 57.64 69.77 1.55

MINOR CTR. ROT ‐ 0.00 1.00 144 7651 9262 53.13 64.32 1.76

MINOR TOP ROT ‐ 0.00 1.00 144 7651 9262 53.13 64.32 1.76




C-64


Shears and Moments:


0.0 33340 669000.1 28090 535500.2 22840 870900.3 20215 958550.4 16895 1073750.5 16200 1101300.6 16895 1073750.7 20215 958550.8 22840 870900.9 28090 535501.0 33340 66900


0 25504.50547 81191.042710.1 15895.25 41577.51480.2 11921.4375 49275.2750.3 7947.625 64673.798440.4 6900.535329 73912.91250.5 8625.669161 76992.617190.6 6900.535329 73912.91250.7 7947.625 64673.798440.8 11921.4375 49275.2750.9 15895.25 41577.51481 25504.50547 81191.04271

‐50000

‐30000

‐10000

10000

30000

50000

70000

90000

110000

130000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series3 Series4

0

10000

20000

30000

40000

50000

60000

70000

80000

90000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series4


C-65


Rating Factors:

Flexure Operating


Begin

Tenth Point


1 A 0.00 0.47 413.89 194859 275325 470.80 665.21 2.78

1 D 0.28 0.53 413.89 184782 275325 446.45 665.21 2.82

2 B 0.00 0.13 400.17 194859 217725 486.94 544.09 3.37

3 A 0.33 0.67 337.50 184782 275325 547.50 815.78 2.17

3 C 0.87 1.00 400.17 194859 217725 486.94 544.09 3.37

3 D 0.00 0.00 426.35 194859 167250 457.04 392.28 4.75

3 F 0.00 0.00 433.50 194859 167250 449.50 385.81 4.85

4 A 0.06 0.94 337.50 194859 275325 577.36 815.78 2.14

4 F‐AUX 0.25 0.53 413.89 184782 275325 446.45 665.21 2.82

5 A 0.06 0.94 325.80 194859 275325 598.09 845.06 2.04

5 B 0.87 1.00 400.17 194859 217725 486.94 544.09 3.37

5 C 0.00 0.00 426.35 194859 167250 457.04 392.28 4.75

5 D 0.85 1.00 413.89 194859 217725 470.80 526.04 3.52

5 F 1.00 1.00 433.50 194859 167250 449.50 385.81 4.85

6 A 0.25 0.75 394.35 184782 275325 468.57 698.17 2.65

6 F 0.36 0.61 426.35 184782 275325 433.40 645.77 2.92

7 A 0.33 0.66 308.17 184782 275325 599.62 893.43 1.93

7 D 1.00 1.00 433.50 194859 167250 449.50 385.81 4.85

7 F‐AUX 1.00 1.00 433.50 194859 167250 449.50 385.81 4.85

8 A 0.33 0.66 325.80 184782 275325 567.16 845.06 2.07

8 B 0.87 1.00 400.17 194859 217725 486.94 544.09 3.37

8 F 0.36 0.61 400.17 184782 275325 461.76 688.03 2.70

9 D 0.72 1.00 413.89 194859 239638 470.80 578.99 3.19

10 A 0.00 1.00 308.17 194859 275325 632.32 893.43 1.89

10 F 0.40 0.60 433.50 184782 275325 426.26 635.12 2.98

11 A 0.33 0.67 394.35 184782 275325 468.57 698.17 2.65

11 D 0.00 1.00 433.50 194859 275325 449.50 635.12 2.95

11 F‐AUX 0.36 0.61 400.17 184782 275325 461.76 688.03 2.70

13 E 0.36 0.61 433.50 184782 275325 426.26 635.12 2.98

14 C 0.87 1.00 360.38 194859 217725 540.71 604.16 2.95

14 D 1.00 1.00 433.50 194859 167250 449.50 385.81 4.85

15 A 0.33 0.67 308.17 184782 275325 599.62 893.43 1.93

15 C 0.00 0.13 360.38 194859 217725 540.71 604.16 2.95

16 C 0.81 1.00 360.38 194859 217725 540.71 604.16 2.95

17 A 0.75 1.00 308.17 194859 239638 632.32 777.62 2.17

18 A 0.00 0.50 308.17 194859 275325 632.32 893.43 1.89

18 A 0.50 1.00 360.38 194859 275325 540.71 764.00 2.33

18 C 0.81 1.00 413.89 194859 217725 470.80 526.04 3.52

18 D 0.00 0.00 433.50 194859 167250 449.50 385.81 4.85

18 D 0.97 0.97 433.50 194859 167250 449.50 385.81 4.85

19 A 0.67 1.00 308.17 194859 268438 632.32 871.08 1.94

19 F‐AUX 0.36 0.61 433.50 184782 275325 426.26 635.12 2.98

20 A 0.33 0.67 413.89 184782 275325 446.45 665.21 2.82

20 D 0.97 0.97 433.50 194859 167250 449.50 385.81 4.85

21 A 0.87 1.00 360.38 194859 217725 540.71 604.16 2.95

21 D 0.40 0.60 433.50 184782 275325 426.26 635.12 2.98

22 C 1.00 1.00 433.50 194859 167250 449.50 385.81 4.85

23 A 0.33 0.67 308.17 184782 275325 599.62 893.43 1.93

23 D 0.00 0.00 433.50 194859 167250 449.50 385.81 4.85

23 D 0.00 1.00 433.50 194859 275325 449.50 635.12 2.95

24 A 0.00 0.50 413.89 194859 275325 470.80 665.21 2.78

25 A 0.33 0.67 308.17 184782 275325 599.62 893.43 1.93

25 A 0.87 1.00 400.17 194859 217725 486.94 544.09 3.37


C-66


25 D 0.36 0.61 426.35 184782 275325 433.40 645.77 2.92

26 A 0.33 0.67 360.38 184782 275325 512.75 764.00 2.37

26 D 0.36 0.61 426.35 184782 275325 433.40 645.77 2.92

26 D 0.36 0.61 433.50 184782 275325 426.26 635.12 2.98

27 A 0.40 0.80 360.38 184782 275325 512.75 764.00 2.37

27 C 0.87 1.00 360.38 194859 217725 540.71 604.16 2.95

28 A 0.20 0.80 360.38 184782 275325 512.75 764.00 2.37

28 B 0.00 1.00 400.17 194859 275325 486.94 688.03 2.66

29 A 0.00 0.19 360.38 194859 217725 540.71 604.16 2.95

29 A 0.70 1.00 337.50 194859 239638 577.36 710.04 2.45

29 D 0.85 0.97 413.89 194859 217725 470.80 526.04 3.52

30 A 0.00 0.13 360.38 194859 217725 540.71 604.16 2.95

30 A 0.30 0.80 413.89 184782 275325 446.45 665.21 2.82

31 A 0.87 1.00 360.38 194859 217725 540.71 604.16 2.95

32 A 0.00 1.00 400.17 194859 275325 486.94 688.03 2.66

32 B 0.00 1.00 400.17 194859 275325 486.94 688.03 2.66

32 F‐AUX 0.00 0.19 400.17 194859 217725 486.94 544.09 3.37

34 C 0.87 1.00 400.17 194859 217725 486.94 544.09 3.37

35 A 0.10 0.60 413.89 184782 275325 446.45 665.21 2.82

35 C 0.00 0.13 400.17 194859 217725 486.94 544.09 3.37

37 C 0.40 0.60 433.50 184782 275325 426.26 635.12 2.98

38 A 0.50 1.00 325.80 194859 275325 598.09 845.06 2.04

38 C 0.00 1.00 433.50 194859 275325 449.50 635.12 2.95

39 A‐AUX 0.33 0.67 426.35 184782 275325 433.40 645.77 2.92

39 F 0.00 1.00 433.50 194859 275325 449.50 635.12 2.95

41 D 0.00 0.00 433.50 194859 167250 449.50 385.81 4.85

41 A 0.50 0.50 433.50 184782 275325 426.26 635.12 2.98

42 C 0.00 1.00 433.50 194859 275325 449.50 635.12 2.95

43 A 0.75 1.00 426.35 194859 239638 457.04 562.06 3.31

44 A 0.50 1.00 325.80 194859 275325 598.09 845.06 2.04

44 F 0.82 0.97 413.89 194859 217725 470.80 526.04 3.52

45 A 0.00 0.25 413.89 194859 239638 470.80 578.99 3.19

51 D 0.01 0.02 433.50 194859 167250 449.50 385.81 4.85

52 D 0.01 0.02 433.50 194859 167250 449.50 385.81 4.85

53 F 0.66 0.97 400.17 194859 268438 486.94 670.81 2.73

54 A 0.25 0.50 413.89 184782 275325 446.45 665.21 2.82

55 A‐AUX 0.00 1.00 433.50 194859 275325 449.50 635.12 2.95

55 C 0.00 0.13 426.35 194859 217725 457.04 510.67 3.65

55 C 0.00 1.00 433.50 194859 275325 449.50 635.12 2.95

55 C 0.87 1.00 426.35 194859 217725 457.04 510.67 3.65

56 A 0.37 0.63 413.89 184782 275325 446.45 665.21 2.82

57 A 0.00 1.00 394.35 194859 275325 494.12 698.17 2.62

58 A‐AUX 0.00 1.00 433.50 194859 275325 449.50 635.12 2.95

58 C 0.00 1.00 433.50 194859 275325 449.50 635.12 2.95

59 A 0.00 0.19 360.38 194859 217725 540.71 604.16 2.95

59 A 0.25 1.00 360.38 194859 275325 540.71 764.00 2.33

60 C 0.00 1.00 433.50 194859 275325 449.50 635.12 2.95

61 A 0.44 0.57 394.35 184782 275325 468.57 698.17 2.65

61 D 0.50 0.50 433.50 184782 275325 426.26 635.12 2.98

61 D 0.85 0.97 426.35 194859 217725 457.04 510.67 3.65

62 A 0.00 0.19 413.89 194859 217725 470.80 526.04 3.52

62 D 0.97 0.97 433.50 194859 167250 449.50 385.81 4.85

63 F 0.50 0.50 433.50 184782 275325 426.26 635.12 2.98

NEW STRINGER ‐ 0.00 1.00 433.50 194859 275325 449.50 635.12 2.95

SEV. CTR. ROT 0 0.00 1.00 325.80 194859 275325 598.09 845.06 2.04

SEV. TOP ROT 0 0.00 1.00 308.17 194859 275325 632.32 893.43 1.89

ADV. CTR. ROT ‐ 0.00 1.00 394.35 194859 275325 494.12 698.17 2.62

ADV. TOP ROT ‐ 0.00 1.00 337.50 194859 275325 577.36 815.78 2.14

MOD. CTR. ROT ‐ 0.00 1.00 413.89 194859 275325 470.80 665.21 2.78

MOD. TOP ROT ‐ 0.00 1.00 360.38 194859 275325 540.71 764.00 2.33

MINOR CTR. ROT ‐ 0.00 1.00 426.35 194859 275325 457.04 645.77 2.89

MINOR TOP ROT ‐ 0.00 1.00 400.17 194859 275325 486.94 688.03 2.66




C-67


Shear Operating


Begin

Tenth Point


1 A 0.00 0.47 133 7651 8778 57.53 66.00 2.47

1 D 0.28 0.53 133 3576 7138 26.89 53.67 3.61

2 B 0.00 0.13 144 7651 8778 53.13 60.96 2.75

3 A 0.33 0.67 126 2588 6317 20.54 50.14 3.99

3 C 0.87 1.00 144 7651 8778 53.13 60.96 2.75

3 D 0.00 0.00 144 7651 0 53.13 0.00 1.00

3 F 0.00 0.00 153 7651 0 50.01 0.00 1.00

4 A 0.06 0.94 126 7651 8778 60.73 69.67 2.30

4 F‐AUX 0.25 0.53 133 3576 7138 26.89 53.67 3.61

5 A 0.06 0.94 88 7651 8778 86.95 99.75 1.34

5 B 0.87 1.00 144 7651 8778 53.13 60.96 2.75

5 C 0.00 0.00 144 7651 0 53.13 0.00 1.00

5 D 0.85 1.00 133 7651 8778 57.53 66.00 2.47

5 F 1.00 1.00 153 7651 0 50.01 0.00 1.00

6 A 0.25 0.75 120 3576 7138 29.80 59.48 3.21

6 F 0.36 0.61 144 2588 6317 17.97 43.87 4.62

7 A 0.33 0.66 117 2588 6317 22.12 53.99 3.68

7 D 1.00 1.00 153 7651 0 50.01 0.00 1.00

7 F‐AUX 1.00 1.00 153 7651 0 50.01 0.00 1.00

8 A 0.33 0.66 88 2588 6317 29.41 71.79 2.67

8 B 0.87 1.00 144 7651 8778 53.13 60.96 2.75

8 F 0.36 0.61 144 2588 6317 17.97 43.87 4.62

9 D 0.72 1.00 133 7651 8778 57.53 66.00 2.47

10 A 0.00 1.00 117 7651 8778 65.40 75.03 2.07

10 F 0.40 0.60 153 2588 5280 16.91 34.51 5.91

11 A 0.33 0.67 120 2588 6317 21.56 52.64 3.79

11 D 0.00 1.00 153 7651 8778 50.01 57.37 2.98

11 F‐AUX 0.36 0.61 144 2588 6317 17.97 43.87 4.62

13 E 0.36 0.61 153 2588 6317 16.91 41.29 4.94

14 C 0.87 1.00 132.75 7651 8778 57.64 66.13 2.47

14 D 1.00 1.00 153 7651 0 50.01 0.00 1.00

15 A 0.33 0.67 117 2588 6317 22.12 53.99 3.68

15 C 0.00 0.13 132.75 7651 8778 57.64 66.13 2.47

16 C 0.81 1.00 132.75 7651 8778 57.64 66.13 2.47

17 A 0.75 1.00 117 7651 8778 65.40 75.03 2.07

18 A 0.00 0.50 117 7651 8778 65.40 75.03 2.07

18 A 0.50 1.00 132.75 7651 8778 57.64 66.13 2.47

18 C 0.81 1.00 133 7651 8778 57.53 66.00 2.47

18 D 0.00 0.00 153 7651 0 50.01 0.00 1.00

18 D 0.97 0.97 153 7651 8778 50.01 57.37 2.98

19 A 0.67 1.00 117 7651 8778 65.40 75.03 2.07

19 F‐AUX 0.36 0.61 153 2588 6317 16.91 41.29 4.94

20 A 0.33 0.67 133 2588 6317 19.46 47.50 4.24

20 D 0.97 0.97 153 7651 8778 50.01 57.37 2.98

21 A 0.87 1.00 132.75 7651 8778 57.64 66.13 2.47

21 D 0.40 0.60 153 2588 5280 16.91 34.51 5.91

22 C 1.00 1.00 153 7651 0 50.01 0.00 1.00

23 A 0.33 0.67 117 2588 6317 22.12 53.99 3.68

23 D 0.00 0.00 153 7651 0 50.01 0.00 1.00

23 D 0.00 1.00 153 7651 8778 50.01 57.37 2.98

24 A 0.00 0.50 133 7651 8778 57.53 66.00 2.47

25 A 0.33 0.67 117 2588 6317 22.12 53.99 3.68

25 A 0.87 1.00 144 7651 8778 53.13 60.96 2.75

25 D 0.36 0.61 144 2588 6317 17.97 43.87 4.62

26 A 0.33 0.67 132.75 2588 6317 19.49 47.59 4.23


C-68


26 D 0.36 0.61 144 2588 6317 17.97 43.87 4.62

26 D 0.36 0.61 153 2588 6317 16.91 41.29 4.94

27 A 0.40 0.80 132.75 3576 7138 26.94 53.77 3.61

27 C 0.87 1.00 132.75 7651 8778 57.64 66.13 2.47

28 A 0.20 0.80 132.75 3576 7138 26.94 53.77 3.61

28 B 0.00 1.00 144 7651 8778 53.13 60.96 2.75

29 A 0.00 0.19 132.75 7651 8778 57.64 66.13 2.47

29 A 0.70 1.00 126 7651 8778 60.73 69.67 2.30

29 D 0.85 0.97 133 7651 8778 57.53 66.00 2.47

30 A 0.00 0.13 132.75 7651 8778 57.64 66.13 2.47

30 A 0.30 0.80 133 3576 7138 26.89 53.67 3.61

31 A 0.87 1.00 132.75 7651 8778 57.64 66.13 2.47

32 A 0.00 1.00 144 7651 8778 53.13 60.96 2.75

32 B 0.00 1.00 144 7651 8778 53.13 60.96 2.75

32 F‐AUX 0.00 0.19 144 7651 8778 53.13 60.96 2.75

34 C 0.87 1.00 144 7651 8778 53.13 60.96 2.75

35 A 0.10 0.60 133 4769 8778 35.85 66.00 2.80

35 C 0.00 0.13 144 7651 8778 53.13 60.96 2.75

37 C 0.40 0.60 153 2588 5280 16.91 34.51 5.91

38 A 0.50 1.00 88 7651 8778 86.95 99.75 1.34

38 C 0.00 1.00 153 7651 8778 50.01 57.37 2.98

39 A‐AUX 0.33 0.67 144 2588 6317 17.97 43.87 4.62

39 F 0.00 1.00 153 7651 8778 50.01 57.37 2.98

41 D 0.00 0.00 153 7651 8778 50.01 57.37 2.98

41 A 0.50 0.50 153 2588 5063 16.91 33.09 6.16

42 C 0.00 1.00 153 7651 8778 50.01 57.37 2.98

43 A 0.75 1.00 144 7651 8778 53.13 60.96 2.75

44 A 0.50 1.00 88 7651 8778 86.95 99.75 1.34

44 F 0.82 0.97 133 7651 8778 57.53 66.00 2.47

45 A 0.00 0.25 133 7651 8778 57.53 66.00 2.47

51 D 0.01 0.02 153 7651 8778 50.01 57.37 2.98

52 D 0.01 0.02 153 7651 8778 50.01 57.37 2.98

53 F 0.66 0.97 144 7651 8778 53.13 60.96 2.75

54 A 0.25 0.50 133 3576 7138 26.89 53.67 3.61

55 A‐AUX 0.00 1.00 153 7651 8778 50.01 57.37 2.98

55 C 0.00 0.13 144 7651 8778 53.13 60.96 2.75

55 C 0.00 1.00 153 7651 8778 50.01 57.37 2.98

55 C 0.87 1.00 144 7651 8778 53.13 60.96 2.75

56 A 0.37 0.63 133 2588 6317 19.46 47.50 4.24

57 A 0.00 1.00 120 7651 8778 63.76 73.15 2.15

58 A‐AUX 0.00 1.00 153 7651 8778 50.01 57.37 2.98

58 C 0.00 1.00 153 7651 8778 50.01 57.37 2.98

59 A 0.00 0.19 132.75 7651 8778 57.64 66.13 2.47

59 A 0.25 1.00 132.75 7651 8778 57.64 66.13 2.47

60 C 0.00 1.00 153 7651 8778 50.01 57.37 2.98

61 A 0.44 0.57 120 2588 5280 21.56 44.00 4.53

61 D 0.50 0.50 153 2588 5063 16.91 33.09 6.16

61 D 0.85 0.97 144 7651 8778 53.13 60.96 2.75

62 A 0.00 0.19 133 7651 8778 57.53 66.00 2.47

62 D 0.97 0.97 153 7651 8778 50.01 57.37 2.98

63 F 0.50 0.50 153 2588 5063 16.91 33.09 6.16

NEW STRINGER ‐ 0.00 1.00 153 7651 8778 50.01 57.37 2.98

SEV. CTR. ROT 0 0.00 1.00 88 7651 8778 86.95 99.75 1.34

SEV. TOP ROT 0 0.00 1.00 117 7651 8778 65.40 75.03 2.07

ADV. CTR. ROT ‐ 0.00 1.00 120 7651 8778 63.76 73.15 2.15

ADV. TOP ROT ‐ 0.00 1.00 126 7651 8778 60.73 69.67 2.30

MOD. CTR. ROT ‐ 0.00 1.00 133 7651 8778 57.53 66.00 2.47

MOD. TOP ROT ‐ 0.00 1.00 132.75 7651 8778 57.64 66.13 2.47

MINOR CTR. ROT ‐ 0.00 1.00 144 7651 8778 53.13 60.96 2.75

MINOR TOP ROT ‐ 0.00 1.00 144 7651 8778 53.13 60.96 2.75




C-69


Shears and Moments:


0.0 16330 286800.1 14000 266900.2 12000 457500.3 11000 514700.4 9935 590950.5 9870 610000.6 9935 590950.7 11000 514700.8 12000 457500.9 14000 266901.0 16330 28680


0 25505 811910.1 15895 415780.2 11921 492750.3 7948 646740.4 6901 739130.5 8626 769930.6 6901 739130.7 7948 646740.8 11921 492750.9 15895 415781 25505 81191

‐50000

‐30000

‐10000

10000

30000

50000

70000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series3 Series4

0

10000

20000

30000

40000

50000

60000

70000

80000

90000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series4


C-70


Rating Factors:

Flexure Inventory


Begin

Tenth Point


1 A 0.00 0.47 413.89 194859 152500 470.80 368.45 3.46

1 D 0.28 0.53 413.89 184782 152500 446.45 368.45 3.52

2 B 0.00 0.13 400.17 194859 114375 486.94 285.82 4.40

3 A 0.33 0.67 337.50 184782 152500 547.50 451.85 2.65

3 C 0.87 1.00 400.17 194859 114375 486.94 285.82 4.40

3 D 0.00 0.00 426.35 194859 71700 457.04 168.17 7.66

3 F 0.00 0.00 433.50 194859 71700 449.50 165.40 7.83

4 A 0.06 0.94 337.50 194859 152500 577.36 451.85 2.58

4 F‐AUX 0.25 0.53 413.89 184782 152500 446.45 368.45 3.52

5 A 0.06 0.94 325.80 194859 152500 598.09 468.07 2.45

5 B 0.87 1.00 400.17 194859 114375 486.94 285.82 4.40

5 C 0.00 0.00 426.35 194859 71700 457.04 168.17 7.66

5 D 0.85 1.00 413.89 194859 114375 470.80 276.34 4.61

5 F 1.00 1.00 433.50 194859 71700 449.50 165.40 7.83

6 A 0.25 0.75 394.35 184782 152500 468.57 386.71 3.30

6 F 0.36 0.61 426.35 184782 152500 433.40 357.68 3.67

7 A 0.33 0.66 308.17 184782 152500 599.62 494.86 2.31

7 D 1.00 1.00 433.50 194859 71700 449.50 165.40 7.83

7 F‐AUX 1.00 1.00 433.50 194859 71700 449.50 165.40 7.83

8 A 0.33 0.66 325.80 184782 152500 567.16 468.07 2.52

8 B 0.87 1.00 400.17 194859 114375 486.94 285.82 4.40

8 F 0.36 0.61 400.17 184782 152500 461.76 381.09 3.37

9 D 0.72 1.00 413.89 194859 128675 470.80 310.89 4.10

10 A 0.00 1.00 308.17 194859 152500 632.32 494.86 2.25

10 F 0.40 0.60 433.50 184782 152500 426.26 351.79 3.75

11 A 0.33 0.67 394.35 184782 152500 468.57 386.71 3.30

11 D 0.00 1.00 433.50 194859 152500 449.50 351.79 3.68

11 F‐AUX 0.36 0.61 400.17 184782 152500 461.76 381.09 3.37

13 E 0.36 0.61 433.50 184782 152500 426.26 351.79 3.75

14 C 0.87 1.00 360.38 194859 114375 540.71 317.38 3.79

14 D 1.00 1.00 433.50 194859 71700 449.50 165.40 7.83

15 A 0.33 0.67 308.17 184782 152500 599.62 494.86 2.31

15 C 0.00 0.13 360.38 194859 114375 540.71 317.38 3.79

16 C 0.81 1.00 360.38 194859 114375 540.71 317.38 3.79

17 A 0.75 1.00 308.17 194859 128675 632.32 417.55 2.66

18 A 0.00 0.50 308.17 194859 152500 632.32 494.86 2.25

18 A 0.50 1.00 360.38 194859 152500 540.71 423.17 2.84

18 C 0.81 1.00 413.89 194859 114375 470.80 276.34 4.61

18 D 0.00 0.00 433.50 194859 71700 449.50 165.40 7.83

18 D 0.97 0.97 433.50 194859 71700 449.50 165.40 7.83

19 A 0.67 1.00 308.17 194859 147738 632.32 479.41 2.32

19 F‐AUX 0.36 0.61 433.50 184782 152500 426.26 351.79 3.75

20 A 0.33 0.67 413.89 184782 152500 446.45 368.45 3.52

20 D 0.97 0.97 433.50 194859 71700 449.50 165.40 7.83

21 A 0.87 1.00 360.38 194859 114375 540.71 317.38 3.79

21 D 0.40 0.60 433.50 184782 152500 426.26 351.79 3.75

22 C 1.00 1.00 433.50 194859 71700 449.50 165.40 7.83

23 A 0.33 0.67 308.17 184782 152500 599.62 494.86 2.31

23 D 0.00 0.00 433.50 194859 71700 449.50 165.40 7.83

23 D 0.00 1.00 433.50 194859 152500 449.50 351.79 3.68

24 A 0.00 0.50 413.89 194859 152500 470.80 368.45 3.46

25 A 0.33 0.67 308.17 184782 152500 599.62 494.86 2.31

25 A 0.87 1.00 400.17 194859 114375 486.94 285.82 4.40

25 D 0.36 0.61 426.35 184782 152500 433.40 357.68 3.67


C-71


26 A 0.33 0.67 360.38 184782 152500 512.75 423.17 2.91

26 D 0.36 0.61 426.35 184782 152500 433.40 357.68 3.67

26 D 0.36 0.61 433.50 184782 152500 426.26 351.79 3.75

27 A 0.40 0.80 360.38 184782 152500 512.75 423.17 2.91

27 C 0.87 1.00 360.38 194859 114375 540.71 317.38 3.79

28 A 0.20 0.80 360.38 184782 152500 512.75 423.17 2.91

28 B 0.00 1.00 400.17 194859 152500 486.94 381.09 3.30

29 A 0.00 0.19 360.38 194859 114375 540.71 317.38 3.79

29 A 0.70 1.00 337.50 194859 128675 577.36 381.26 3.06

29 D 0.85 0.97 413.89 194859 114375 470.80 276.34 4.61

30 A 0.00 0.13 360.38 194859 114375 540.71 317.38 3.79

30 A 0.30 0.80 413.89 184782 152500 446.45 368.45 3.52

31 A 0.87 1.00 360.38 194859 114375 540.71 317.38 3.79

32 A 0.00 1.00 400.17 194859 152500 486.94 381.09 3.30

32 B 0.00 1.00 400.17 194859 152500 486.94 381.09 3.30

32 F‐AUX 0.00 0.19 400.17 194859 114375 486.94 285.82 4.40

34 C 0.87 1.00 400.17 194859 114375 486.94 285.82 4.40

35 A 0.10 0.60 413.89 184782 152500 446.45 368.45 3.52

35 C 0.00 0.13 400.17 194859 114375 486.94 285.82 4.40

37 C 0.40 0.60 433.50 184782 152500 426.26 351.79 3.75

38 A 0.50 1.00 325.80 194859 152500 598.09 468.07 2.45

38 C 0.00 1.00 433.50 194859 152500 449.50 351.79 3.68

39 A‐AUX 0.33 0.67 426.35 184782 152500 433.40 357.68 3.67

39 F 0.00 1.00 433.50 194859 152500 449.50 351.79 3.68

41 D 0.00 0.00 433.50 194859 71700 449.50 165.40 7.83

41 A 0.50 0.50 433.50 184782 152500 426.26 351.79 3.75

42 C 0.00 1.00 433.50 194859 152500 449.50 351.79 3.68

43 A 0.75 1.00 426.35 194859 128675 457.04 301.80 4.27

44 A 0.50 1.00 325.80 194859 152500 598.09 468.07 2.45

44 F 0.82 0.97 413.89 194859 114375 470.80 276.34 4.61

45 A 0.00 0.25 413.89 194859 128675 470.80 310.89 4.10

51 D 0.01 0.02 433.50 194859 71700 449.50 165.40 7.83

52 D 0.01 0.02 433.50 194859 71700 449.50 165.40 7.83

53 F 0.66 0.97 400.17 194859 147738 486.94 369.19 3.41

54 A 0.25 0.50 413.89 184782 152500 446.45 368.45 3.52

55 A‐AUX 0.00 1.00 433.50 194859 152500 449.50 351.79 3.68

55 C 0.00 0.13 426.35 194859 114375 457.04 268.26 4.80

55 C 0.00 1.00 433.50 194859 152500 449.50 351.79 3.68

55 C 0.87 1.00 426.35 194859 114375 457.04 268.26 4.80

56 A 0.37 0.63 413.89 184782 152500 446.45 368.45 3.52

57 A 0.00 1.00 394.35 194859 152500 494.12 386.71 3.23

58 A‐AUX 0.00 1.00 433.50 194859 152500 449.50 351.79 3.68

58 C 0.00 1.00 433.50 194859 152500 449.50 351.79 3.68

59 A 0.00 0.19 360.38 194859 114375 540.71 317.38 3.79

59 A 0.25 1.00 360.38 194859 152500 540.71 423.17 2.84

60 C 0.00 1.00 433.50 194859 152500 449.50 351.79 3.68

61 A 0.44 0.57 394.35 184782 152500 468.57 386.71 3.30

61 D 0.50 0.50 433.50 184782 152500 426.26 351.79 3.75

61 D 0.85 0.97 426.35 194859 114375 457.04 268.26 4.80

62 A 0.00 0.19 413.89 194859 114375 470.80 276.34 4.61

62 D 0.97 0.97 433.50 194859 71700 449.50 165.40 7.83

63 F 0.50 0.50 433.50 184782 152500 426.26 351.79 3.75

NEW STRINGER ‐ 0.00 1.00 433.50 194859 152500 449.50 351.79 3.68

SEV. CTR. ROT 0 0.00 1.00 325.80 194859 152500 598.09 468.07 2.45

SEV. TOP ROT 0 0.00 1.00 308.17 194859 152500 632.32 494.86 2.25

ADV. CTR. ROT ‐ 0.00 1.00 394.35 194859 152500 494.12 386.71 3.23

ADV. TOP ROT ‐ 0.00 1.00 337.50 194859 152500 577.36 451.85 2.58

MOD. CTR. ROT ‐ 0.00 1.00 413.89 194859 152500 470.80 368.45 3.46

MOD. TOP ROT ‐ 0.00 1.00 360.38 194859 152500 540.71 423.17 2.84




C-72


Shear Inventory


Begin

Tenth Point


1 A 0.00 0.47 133 7651 4375 57.53 32.89 3.30

1 D 0.28 0.53 133 3576 3750 26.89 28.20 4.93

2 B 0.00 0.13 144 7651 4375 53.13 30.38 3.72

3 A 0.33 0.67 126 2588 3438 20.54 27.28 5.33

3 C 0.87 1.00 144 7651 4375 53.13 30.38 3.72

3 D 0.00 0.00 144 7651 0 53.13 0.00 1.00

3 F 0.00 0.00 153 7651 0 50.01 0.00 1.00

4 A 0.06 0.94 126 7651 4375 60.73 34.72 3.03

4 F‐AUX 0.25 0.53 133 3576 3750 26.89 28.20 4.93

5 A 0.06 0.94 88 7651 4375 86.95 49.72 1.59

5 B 0.87 1.00 144 7651 4375 53.13 30.38 3.72

5 C 0.00 0.00 144 7651 0 53.13 0.00 1.00

5 D 0.85 1.00 133 7651 4375 57.53 32.89 3.30

5 F 1.00 1.00 153 7651 0 50.01 0.00 1.00

6 A 0.25 0.75 120 3576 3750 29.80 31.25 4.36

6 F 0.36 0.61 144 2588 3438 17.97 23.87 6.20

7 A 0.33 0.66 117 2588 3438 22.12 29.38 4.90

7 D 1.00 1.00 153 7651 0 50.01 0.00 1.00

7 F‐AUX 1.00 1.00 153 7651 0 50.01 0.00 1.00

8 A 0.33 0.66 88 2588 3438 29.41 39.06 3.50

8 B 0.87 1.00 144 7651 4375 53.13 30.38 3.72

8 F 0.36 0.61 144 2588 3438 17.97 23.87 6.20

9 D 0.72 1.00 133 7651 4375 57.53 32.89 3.30

10 A 0.00 1.00 117 7651 4375 65.40 37.39 2.69

10 F 0.40 0.60 153 2588 3105 16.91 20.29 7.35

11 A 0.33 0.67 120 2588 3438 21.56 28.65 5.04

11 D 0.00 1.00 153 7651 4375 50.01 28.59 4.06

11 F‐AUX 0.36 0.61 144 2588 3438 17.97 23.87 6.20

13 E 0.36 0.61 153 2588 3438 16.91 22.47 6.64

14 C 0.87 1.00 132.75 7651 4375 57.64 32.96 3.29

14 D 1.00 1.00 153 7651 0 50.01 0.00 1.00

15 A 0.33 0.67 117 2588 3438 22.12 29.38 4.90

15 C 0.00 0.13 132.75 7651 4375 57.64 32.96 3.29

16 C 0.81 1.00 132.75 7651 4375 57.64 32.96 3.29

17 A 0.75 1.00 117 7651 4375 65.40 37.39 2.69

18 A 0.00 0.50 117 7651 4375 65.40 37.39 2.69

18 A 0.50 1.00 132.75 7651 4375 57.64 32.96 3.29

18 C 0.81 1.00 133 7651 4375 57.53 32.89 3.30

18 D 0.00 0.00 153 7651 0 50.01 0.00 1.00

18 D 0.97 0.97 153 7651 4375 50.01 28.59 4.06

19 A 0.67 1.00 117 7651 4375 65.40 37.39 2.69

19 F‐AUX 0.36 0.61 153 2588 3438 16.91 22.47 6.64

20 A 0.33 0.67 133 2588 3438 19.46 25.85 5.67

20 D 0.97 0.97 153 7651 4375 50.01 28.59 4.06

21 A 0.87 1.00 132.75 7651 4375 57.64 32.96 3.29

21 D 0.40 0.60 153 2588 3105 16.91 20.29 7.35

22 C 1.00 1.00 153 7651 0 50.01 0.00 1.00

23 A 0.33 0.67 117 2588 3438 22.12 29.38 4.90

23 D 0.00 0.00 153 7651 0 50.01 0.00 1.00

23 D 0.00 1.00 153 7651 4375 50.01 28.59 4.06

24 A 0.00 0.50 133 7651 4375 57.53 32.89 3.30

25 A 0.33 0.67 117 2588 3438 22.12 29.38 4.90

25 A 0.87 1.00 144 7651 4375 53.13 30.38 3.72

25 D 0.36 0.61 144 2588 3438 17.97 23.87 6.20

26 A 0.33 0.67 132.75 2588 3438 19.49 25.89 5.66

26 D 0.36 0.61 144 2588 3438 17.97 23.87 6.20

26 D 0.36 0.61 153 2588 3438 16.91 22.47 6.64

27 A 0.40 0.80 132.75 3576 3750 26.94 28.25 4.92

27 C 0.87 1.00 132.75 7651 4375 57.64 32.96 3.29


C-73


28 A 0.20 0.80 132.75 3576 3750 26.94 28.25 4.92

28 B 0.00 1.00 144 7651 4375 53.13 30.38 3.72

29 A 0.00 0.19 132.75 7651 4375 57.64 32.96 3.29

29 A 0.70 1.00 126 7651 4375 60.73 34.72 3.03

29 D 0.85 0.97 133 7651 4375 57.53 32.89 3.30

30 A 0.00 0.13 132.75 7651 4375 57.64 32.96 3.29

30 A 0.30 0.80 133 3576 3750 26.89 28.20 4.93

31 A 0.87 1.00 132.75 7651 4375 57.64 32.96 3.29

32 A 0.00 1.00 144 7651 4375 53.13 30.38 3.72

32 B 0.00 1.00 144 7651 4375 53.13 30.38 3.72

32 F‐AUX 0.00 0.19 144 7651 4375 53.13 30.38 3.72

34 C 0.87 1.00 144 7651 4375 53.13 30.38 3.72

35 A 0.10 0.60 133 4769 4375 35.85 32.89 3.96

35 C 0.00 0.13 144 7651 4375 53.13 30.38 3.72

37 C 0.40 0.60 153 2588 3105 16.91 20.29 7.35

38 A 0.50 1.00 88 7651 4375 86.95 49.72 1.59

38 C 0.00 1.00 153 7651 4375 50.01 28.59 4.06

39 A‐AUX 0.33 0.67 144 2588 3438 17.97 23.87 6.20

39 F 0.00 1.00 153 7651 4375 50.01 28.59 4.06

41 D 0.00 0.00 153 7651 4375 50.01 28.59 4.06

41 A 0.50 0.50 153 2588 3084 16.91 20.16 7.40

42 C 0.00 1.00 153 7651 4375 50.01 28.59 4.06

43 A 0.75 1.00 144 7651 4375 53.13 30.38 3.72

44 A 0.50 1.00 88 7651 4375 86.95 49.72 1.59

44 F 0.82 0.97 133 7651 4375 57.53 32.89 3.30

45 A 0.00 0.25 133 7651 4375 57.53 32.89 3.30

51 D 0.01 0.02 153 7651 4375 50.01 28.59 4.06

52 D 0.01 0.02 153 7651 4375 50.01 28.59 4.06

53 F 0.66 0.97 144 7651 4375 53.13 30.38 3.72

54 A 0.25 0.50 133 3576 3750 26.89 28.20 4.93

55 A‐AUX 0.00 1.00 153 7651 4375 50.01 28.59 4.06

55 C 0.00 0.13 144 7651 4375 53.13 30.38 3.72

55 C 0.00 1.00 153 7651 4375 50.01 28.59 4.06

55 C 0.87 1.00 144 7651 4375 53.13 30.38 3.72

56 A 0.37 0.63 133 2588 3438 19.46 25.85 5.67

57 A 0.00 1.00 120 7651 4375 63.76 36.46 2.81

58 A‐AUX 0.00 1.00 153 7651 4375 50.01 28.59 4.06

58 C 0.00 1.00 153 7651 4375 50.01 28.59 4.06

59 A 0.00 0.19 132.75 7651 4375 57.64 32.96 3.29

59 A 0.25 1.00 132.75 7651 4375 57.64 32.96 3.29

60 C 0.00 1.00 153 7651 4375 50.01 28.59 4.06

61 A 0.44 0.57 120 2588 3105 21.56 25.87 5.58

61 D 0.50 0.50 153 2588 3084 16.91 20.16 7.40

61 D 0.85 0.97 144 7651 4375 53.13 30.38 3.72

62 A 0.00 0.19 133 7651 4375 57.53 32.89 3.30

62 D 0.97 0.97 153 7651 4375 50.01 28.59 4.06

63 F 0.50 0.50 153 2588 3084 16.91 20.16 7.40

NEW STRINGER ‐ 0.00 1.00 153 7651 4375 50.01 28.59 4.06

SEV. CTR. ROT 0 0.00 1.00 88 7651 4375 86.95 49.72 1.59

SEV. TOP ROT 0 0.00 1.00 117 7651 4375 65.40 37.39 2.69

ADV. CTR. ROT ‐ 0.00 1.00 120 7651 4375 63.76 36.46 2.81

ADV. TOP ROT ‐ 0.00 1.00 126 7651 4375 60.73 34.72 3.03

MOD. CTR. ROT ‐ 0.00 1.00 133 7651 4375 57.53 32.89 3.30

MOD. TOP ROT ‐ 0.00 1.00 132.75 7651 4375 57.64 32.96 3.29




C-74


Shears and Moments:


0.0 9610 358700.1 7360 184800.2 5400 274700.3 5400 274700.4 3750 343400.5 4100 366300.6 4100 343400.7 5670 274700.8 7540 274700.9 7540 184801.0 9650 35870


0 25505 811910.1 15895 415780.2 11921 492750.3 7948 646740.4 6901 739130.5 8626 769930.6 6901 739130.7 7948 646740.8 11921 492750.9 15895 415781 25505 81191

‐50000

‐40000

‐30000

‐20000

‐10000

0

10000

20000

30000

40000

50000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series3

Series4

0

10000

20000

30000

40000

50000

60000

70000

80000

90000

0.0 0.2 0.4 0.6 0.8 1.0

Force (LB, LB‐FT)

Span Point


Series4


C-75


Rating Factors:

Flexure Inventory


Begin

Tenth Point


1 A 0.00 0.47 413.89 194859 91575 470.80 221.25 5.76

1 D 0.28 0.53 413.89 184782 91575 446.45 221.25 5.87

2 B 0.00 0.13 400.17 194859 89675 486.94 224.09 5.61

3 A 0.33 0.67 337.50 184782 91575 547.50 271.33 4.41

3 C 0.87 1.00 400.17 194859 89675 486.94 224.09 5.61

3 D 0.00 0.00 426.35 194859 89675 457.04 210.33 6.12

3 F 0.00 0.00 433.50 194859 89675 449.50 206.86 6.26

4 A 0.06 0.94 337.50 194859 91575 577.36 271.33 4.30

4 F‐AUX 0.25 0.53 413.89 184782 91575 446.45 221.25 5.87

5 A 0.06 0.94 325.80 194859 91575 598.09 281.07 4.08

5 B 0.87 1.00 400.17 194859 89675 486.94 224.09 5.61

5 C 0.00 0.00 426.35 194859 89675 457.04 210.33 6.12

5 D 0.85 1.00 413.89 194859 89675 470.80 216.66 5.88

5 F 1.00 1.00 433.50 194859 89675 449.50 206.86 6.26

6 A 0.25 0.75 394.35 184782 91575 468.57 232.22 5.49

6 F 0.36 0.61 426.35 184782 91575 433.40 214.79 6.10

7 A 0.33 0.66 308.17 184782 91575 599.62 297.16 3.85

7 D 1.00 1.00 433.50 194859 89675 449.50 206.86 6.26

7 F‐AUX 1.00 1.00 433.50 194859 89675 449.50 206.86 6.26

8 A 0.33 0.66 325.80 184782 91575 567.16 281.07 4.19

8 B 0.87 1.00 400.17 194859 89675 486.94 224.09 5.61

8 F 0.36 0.61 400.17 184782 91575 461.76 228.84 5.61

9 D 0.72 1.00 413.89 194859 89675 470.80 216.66 5.88

10 A 0.00 1.00 308.17 194859 91575 632.32 297.16 3.74

10 F 0.40 0.60 433.50 184782 91575 426.26 211.25 6.24

11 A 0.33 0.67 394.35 184782 91575 468.57 232.22 5.49

11 D 0.00 1.00 433.50 194859 91575 449.50 211.25 6.13

11 F‐AUX 0.36 0.61 400.17 184782 91575 461.76 228.84 5.61

13 E 0.36 0.61 433.50 184782 91575 426.26 211.25 6.24

14 C 0.87 1.00 360.38 194859 89675 540.71 248.84 4.84

14 D 1.00 1.00 433.50 194859 89675 449.50 206.86 6.26

15 A 0.33 0.67 308.17 184782 91575 599.62 297.16 3.85

15 C 0.00 0.13 360.38 194859 89675 540.71 248.84 4.84

16 C 0.81 1.00 360.38 194859 89675 540.71 248.84 4.84

17 A 0.75 1.00 308.17 194859 89675 632.32 291.00 3.82

18 A 0.00 0.50 308.17 194859 91575 632.32 297.16 3.74

18 A 0.50 1.00 360.38 194859 91575 540.71 254.11 4.74

18 C 0.81 1.00 413.89 194859 89675 470.80 216.66 5.88

18 D 0.00 0.00 433.50 194859 89675 449.50 206.86 6.26

18 D 0.97 0.97 433.50 194859 89675 449.50 206.86 6.26

19 A 0.67 1.00 308.17 194859 89675 632.32 291.00 3.82

19 F‐AUX 0.36 0.61 433.50 184782 91575 426.26 211.25 6.24

20 A 0.33 0.67 413.89 184782 91575 446.45 221.25 5.87

20 D 0.97 0.97 433.50 194859 89675 449.50 206.86 6.26

21 A 0.87 1.00 360.38 194859 89675 540.71 248.84 4.84

21 D 0.40 0.60 433.50 184782 91575 426.26 211.25 6.24

22 C 1.00 1.00 433.50 194859 89675 449.50 206.86 6.26

23 A 0.33 0.67 308.17 184782 91575 599.62 297.16 3.85

23 D 0.00 0.00 433.50 194859 89675 449.50 206.86 6.26

23 D 0.00 1.00 433.50 194859 91575 449.50 211.25 6.13

24 A 0.00 0.50 413.89 194859 91575 470.80 221.25 5.76

25 A 0.33 0.67 308.17 184782 91575 599.62 297.16 3.85

25 A 0.87 1.00 400.17 194859 89675 486.94 224.09 5.61

25 D 0.36 0.61 426.35 184782 91575 433.40 214.79 6.10


C-76


26 A 0.33 0.67 360.38 184782 91575 512.75 254.11 4.85

26 D 0.36 0.61 426.35 184782 91575 433.40 214.79 6.10

26 D 0.36 0.61 433.50 184782 91575 426.26 211.25 6.24

27 A 0.40 0.80 360.38 184782 91575 512.75 254.11 4.85

27 C 0.87 1.00 360.38 194859 89675 540.71 248.84 4.84

28 A 0.20 0.80 360.38 184782 91575 512.75 254.11 4.85

28 B 0.00 1.00 400.17 194859 91575 486.94 228.84 5.50

29 A 0.00 0.19 360.38 194859 89675 540.71 248.84 4.84

29 A 0.70 1.00 337.50 194859 89675 577.36 265.70 4.39

29 D 0.85 0.97 413.89 194859 89675 470.80 216.66 5.88

30 A 0.00 0.13 360.38 194859 89675 540.71 248.84 4.84

30 A 0.30 0.80 413.89 184782 91575 446.45 221.25 5.87

31 A 0.87 1.00 360.38 194859 89675 540.71 248.84 4.84

32 A 0.00 1.00 400.17 194859 91575 486.94 228.84 5.50

32 B 0.00 1.00 400.17 194859 91575 486.94 228.84 5.50

32 F‐AUX 0.00 0.19 400.17 194859 89675 486.94 224.09 5.61

34 C 0.87 1.00 400.17 194859 89675 486.94 224.09 5.61

35 A 0.10 0.60 413.89 184782 91575 446.45 221.25 5.87

35 C 0.00 0.13 400.17 194859 89675 486.94 224.09 5.61

37 C 0.40 0.60 433.50 184782 91575 426.26 211.25 6.24

38 A 0.50 1.00 325.80 194859 91575 598.09 281.07 4.08

38 C 0.00 1.00 433.50 194859 91575 449.50 211.25 6.13

39 A‐AUX 0.33 0.67 426.35 184782 91575 433.40 214.79 6.10

39 F 0.00 1.00 433.50 194859 91575 449.50 211.25 6.13

41 D 0.00 0.00 433.50 194859 89675 449.50 206.86 6.26

41 A 0.50 0.50 433.50 184782 91575 426.26 211.25 6.24

42 C 0.00 1.00 433.50 194859 91575 449.50 211.25 6.13

43 A 0.75 1.00 426.35 194859 89675 457.04 210.33 6.12

44 A 0.50 1.00 325.80 194859 91575 598.09 281.07 4.08

44 F 0.82 0.97 413.89 194859 89675 470.80 216.66 5.88

45 A 0.00 0.25 413.89 194859 89675 470.80 216.66 5.88

51 D 0.01 0.02 433.50 194859 89675 449.50 206.86 6.26

52 D 0.01 0.02 433.50 194859 89675 449.50 206.86 6.26

53 F 0.66 0.97 400.17 194859 89675 486.94 224.09 5.61

54 A 0.25 0.50 413.89 184782 91575 446.45 221.25 5.87

55 A‐AUX 0.00 1.00 433.50 194859 91575 449.50 211.25 6.13

55 C 0.00 0.13 426.35 194859 89675 457.04 210.33 6.12

55 C 0.00 1.00 433.50 194859 91575 449.50 211.25 6.13

55 C 0.87 1.00 426.35 194859 89675 457.04 210.33 6.12

56 A 0.37 0.63 413.89 184782 91575 446.45 221.25 5.87

57 A 0.00 1.00 394.35 194859 91575 494.12 232.22 5.38

58 A‐AUX 0.00 1.00 433.50 194859 91575 449.50 211.25 6.13

58 C 0.00 1.00 433.50 194859 91575 449.50 211.25 6.13

59 A 0.00 0.19 360.38 194859 89675 540.71 248.84 4.84

59 A 0.25 1.00 360.38 194859 91575 540.71 254.11 4.74

60 C 0.00 1.00 433.50 194859 91575 449.50 211.25 6.13

61 A 0.44 0.57 394.35 184782 91575 468.57 232.22 5.49

61 D 0.50 0.50 433.50 184782 91575 426.26 211.25 6.24

61 D 0.85 0.97 426.35 194859 89675 457.04 210.33 6.12

62 A 0.00 0.19 413.89 194859 89675 470.80 216.66 5.88

62 D 0.97 0.97 433.50 194859 89675 449.50 206.86 6.26

63 F 0.50 0.50 433.50 184782 91575 426.26 211.25 6.24

NEW STRINGER ‐ 0.00 1.00 433.50 194859 91575 449.50 211.25 6.13

SEV. CTR. ROT 0 0.00 1.00 325.80 194859 91575 598.09 281.07 4.08

SEV. TOP ROT 0 0.00 1.00 308.17 194859 91575 632.32 297.16 3.74

ADV. CTR. ROT ‐ 0.00 1.00 394.35 194859 91575 494.12 232.22 5.38

ADV. TOP ROT ‐ 0.00 1.00 337.50 194859 91575 577.36 271.33 4.30

MOD. CTR. ROT ‐ 0.00 1.00 413.89 194859 91575 470.80 221.25 5.76

MOD. TOP ROT ‐ 0.00 1.00 360.38 194859 91575 540.71 254.11 4.74




C-77


Shear Inventory


Begin

Tenth Point


1 A 0.00 0.47 133 7651 2300 57.53 17.29 6.27

1 D 0.28 0.53 133 3576 1688 26.89 12.69 10.97

2 B 0.00 0.13 144 7651 2300 53.13 15.97 7.07

3 A 0.33 0.67 126 2588 1772 20.54 14.06 10.35

3 C 0.87 1.00 144 7651 2356 53.13 16.36 6.90

3 D 0.00 0.00 144 7651 0 53.13 0.00 1.00

3 F 0.00 0.00 153 7651 0 50.01 0.00 1.00

4 A 0.06 0.94 126 7651 2356 60.73 18.70 5.63

4 F‐AUX 0.25 0.53 133 3576 1688 26.89 12.69 10.97

5 A 0.06 0.94 88 7651 2356 86.95 26.78 2.95

5 B 0.87 1.00 144 7651 2356 53.13 16.36 6.90

5 C 0.00 0.00 144 7651 0 53.13 0.00 1.00

5 D 0.85 1.00 133 7651 2356 57.53 17.72 6.12

5 F 1.00 1.00 153 7651 0 50.01 0.00 1.00

6 A 0.25 0.75 120 3576 2356 29.80 19.64 6.94

6 F 0.36 0.61 144 2588 1772 17.97 12.30 12.03

7 A 0.33 0.66 117 2588 1772 22.12 15.14 9.50

7 D 1.00 1.00 153 7651 0 50.01 0.00 1.00

7 F‐AUX 1.00 1.00 153 7651 0 50.01 0.00 1.00

8 A 0.33 0.66 88 2588 1772 29.41 20.13 6.79

8 B 0.87 1.00 144 7651 2356 53.13 16.36 6.90

8 F 0.36 0.61 144 2588 1772 17.97 12.30 12.03

9 D 0.72 1.00 133 7651 2356 57.53 17.72 6.12

10 A 0.00 1.00 117 7651 2356 65.40 20.14 5.00

10 F 0.40 0.60 153 2588 1281 16.91 8.37 17.81

11 A 0.33 0.67 120 2588 1772 21.56 14.77 9.78

11 D 0.00 1.00 153 7651 2356 50.01 15.40 7.53

11 F‐AUX 0.36 0.61 144 2588 1772 17.97 12.30 12.03

13 E 0.36 0.61 153 2588 1772 16.91 11.58 12.88

14 C 0.87 1.00 132.75 7651 2356 57.64 17.75 6.11

14 D 1.00 1.00 153 7651 0 50.01 0.00 1.00

15 A 0.33 0.67 117 2588 1772 22.12 15.14 9.50

15 C 0.00 0.13 132.75 7651 2300 57.64 17.33 6.26

16 C 0.81 1.00 132.75 7651 2356 57.64 17.75 6.11

17 A 0.75 1.00 117 7651 2356 65.40 20.14 5.00

18 A 0.00 0.50 117 7651 2300 65.40 19.66 5.12

18 A 0.50 1.00 132.75 7651 2356 57.64 17.75 6.11

18 C 0.81 1.00 133 7651 2356 57.53 17.72 6.12

18 D 0.00 0.00 153 7651 0 50.01 0.00 1.00

18 D 0.97 0.97 153 7651 2356 50.01 15.40 7.53

19 A 0.67 1.00 117 7651 2356 65.40 20.14 5.00

19 F‐AUX 0.36 0.61 153 2588 1772 16.91 11.58 12.88

20 A 0.33 0.67 133 2588 1772 19.46 13.32 11.00

20 D 0.97 0.97 153 7651 2356 50.01 15.40 7.53

21 A 0.87 1.00 132.75 7651 2356 57.64 17.75 6.11

21 D 0.40 0.60 153 2588 1281 16.91 8.37 17.81

22 C 1.00 1.00 153 7651 0 50.01 0.00 1.00

23 A 0.33 0.67 117 2588 1772 22.12 15.14 9.50

23 D 0.00 0.00 153 7651 0 50.01 0.00 1.00

23 D 0.00 1.00 153 7651 2356 50.01 15.40 7.53

24 A 0.00 0.50 133 7651 2300 57.53 17.29 6.27

25 A 0.33 0.67 117 2588 1772 22.12 15.14 9.50

25 A 0.87 1.00 144 7651 2356 53.13 16.36 6.90

25 D 0.36 0.61 144 2588 1772 17.97 12.30 12.03

26 A 0.33 0.67 132.75 2588 1772 19.49 13.35 10.98

26 D 0.36 0.61 144 2588 1772 17.97 12.30 12.03

26 D 0.36 0.61 153 2588 1772 16.91 11.58 12.88

27 A 0.40 0.80 132.75 3576 2356 26.94 17.75 7.84

27 C 0.87 1.00 132.75 7651 2356 57.64 17.75 6.11


C-78


28 A 0.20 0.80 132.75 3576 2356 26.94 17.75 7.84

28 B 0.00 1.00 144 7651 2356 53.13 16.36 6.90

29 A 0.00 0.19 132.75 7651 2300 57.64 17.33 6.26

29 A 0.70 1.00 126 7651 2356 60.73 18.70 5.63

29 D 0.85 0.97 133 7651 2356 57.53 17.72 6.12

30 A 0.00 0.13 132.75 7651 2300 57.64 17.33 6.26

30 A 0.30 0.80 133 3576 2356 26.89 17.72 7.85

31 A 0.87 1.00 132.75 7651 2356 57.64 17.75 6.11

32 A 0.00 1.00 144 7651 2356 53.13 16.36 6.90

32 B 0.00 1.00 144 7651 2356 53.13 16.36 6.90

32 F‐AUX 0.00 0.19 144 7651 2300 53.13 15.97 7.07

34 C 0.87 1.00 144 7651 2356 53.13 16.36 6.90

35 A 0.10 0.60 133 4769 2300 35.85 17.29 7.53

35 C 0.00 0.13 144 7651 2300 53.13 15.97 7.07

37 C 0.40 0.60 153 2588 1281 16.91 8.37 17.81

38 A 0.50 1.00 88 7651 2356 86.95 26.78 2.95

38 C 0.00 1.00 153 7651 2356 50.01 15.40 7.53

39 A‐AUX 0.33 0.67 144 2588 1772 17.97 12.30 12.03

39 F 0.00 1.00 153 7651 2356 50.01 15.40 7.53

41 D 0.00 0.00 153 7651 2300 50.01 15.03 7.72

41 A 0.50 0.50 153 2588 1281 16.91 8.37 17.81

42 C 0.00 1.00 153 7651 2356 50.01 15.40 7.53

43 A 0.75 1.00 144 7651 2356 53.13 16.36 6.90

44 A 0.50 1.00 88 7651 2356 86.95 26.78 2.95

44 F 0.82 0.97 133 7651 2356 57.53 17.72 6.12

45 A 0.00 0.25 133 7651 2300 57.53 17.29 6.27

51 D 0.01 0.02 153 7651 2300 50.01 15.03 7.72

52 D 0.01 0.02 153 7651 2300 50.01 15.03 7.72

53 F 0.66 0.97 144 7651 2356 53.13 16.36 6.90

54 A 0.25 0.50 133 3576 1688 26.89 12.69 10.97

55 A‐AUX 0.00 1.00 153 7651 2356 50.01 15.40 7.53

55 C 0.00 0.13 144 7651 2300 53.13 15.97 7.07

55 C 0.00 1.00 153 7651 2356 50.01 15.40 7.53

55 C 0.87 1.00 144 7651 2356 53.13 16.36 6.90

56 A 0.37 0.63 133 2588 1772 19.46 13.32 11.00

57 A 0.00 1.00 120 7651 2356 63.76 19.64 5.21

58 A‐AUX 0.00 1.00 153 7651 2356 50.01 15.40 7.53

58 C 0.00 1.00 153 7651 2356 50.01 15.40 7.53

59 A 0.00 0.19 132.75 7651 2300 57.64 17.33 6.26

59 A 0.25 1.00 132.75 7651 2356 57.64 17.75 6.11

60 C 0.00 1.00 153 7651 2356 50.01 15.40 7.53

61 A 0.44 0.57 120 2588 1281 21.56 10.68 13.53

61 D 0.50 0.50 153 2588 1281 16.91 8.37 17.81

61 D 0.85 0.97 144 7651 2356 53.13 16.36 6.90

62 A 0.00 0.19 133 7651 2300 57.53 17.29 6.27

62 D 0.97 0.97 153 7651 2356 50.01 15.40 7.53

63 F 0.50 0.50 153 2588 1281 16.91 8.37 17.81

NEW STRINGER ‐ 0.00 1.00 153 7651 2356 50.01 15.40 7.53

SEV. CTR. ROT 0 0.00 1.00 88 7651 2356 86.95 26.78 2.95

SEV. TOP ROT 0 0.00 1.00 117 7651 2356 65.40 20.14 5.00

ADV. CTR. ROT ‐ 0.00 1.00 120 7651 2356 63.76 19.64 5.21

ADV. TOP ROT ‐ 0.00 1.00 126 7651 2356 60.73 18.70 5.63

MOD. CTR. ROT ‐ 0.00 1.00 133 7651 2356 57.53 17.72 6.12

MOD. TOP ROT ‐ 0.00 1.00 132.75 7651 2356 57.64 17.75 6.11




C-79

Wilburton Trestle, King County, WABridge Load Rating ‐ Piles

Bridge Name: Wilburton Trestle

Co. Bridge Number: n/a

Year Built: Unknown, significant rehabs around 1940 and 1970

Owner: King County Department of Parks and Natural Resources

Description:

Load Rating Method: Allowable Stress Rating

References: AASHTO Manual for Bridge Evaluation (MBE) 2nd Edition, AASHTO Standard Specifications


AASHTO LRFD Guide Specifications for the design of pedestrain bridges


Bent load ratings are shown in three ways

Per bent with unreduced capacities and reduced area per pile defect

Per bent with reduced capacities (smaller depth and larger unbraced length) and reduced area per pile defect

Per Pile with reduced capacities (smaller depth and larger unbraced length) for Advanced and Severe Rot Piles

The load rating was done at the inventory and operating level. Inventory loading includes a 90psf uniform live load and an H10

design vehicle. Operating level load rating vehicles are informed by King County maintenance trucks, repressented by three

vehicles: SU5, Special 1 (SP1) and Special 2 (SP2). More info on the design trucks is included under the loading section.

Key assumptions include:

1) distributing all loads equally to all piles

2) using a load duration factor of 1.15,

3) and an effective column length factor of 1.0 with the assumption that the bottom is fixed at about 3' below ground. The piles are

pinned at the top to the pile caps and fixed at the bottom by being driven into the ground.

4) Even distribution to all bent piles except at the north end where legacy structure is no currently loaded.

5) Proposed dead weight assuming a 14' wide concrete deck shown herein.


approximately 975 feet. The timber trestle spans are supported on driven timber pilings. The steel

girder span is supported on tall concrete piers. The trestle crosses over SE 9th Street, Richards Creek,

and SE 8th Street. The south end of the bridge has a slight horizontal curve through about Bent 9 with

a straight alignment beyond. The bridge deck is roughly 100 feet above ground at its maximum

height.

C-80

Load Rating Calculations Wilburton Trestle

Timber Member Material and Section Properties 12/6/15

King County Department of Parks and Natural Resources

Summarize inspection findings and calculate remaining section available for compression

Use the smaller of these two for capacity evaluation.

Rate each bent as a conglomerate structure, when significant defects (advanced or higher) exist on adjacent piles look at individual members on a case by case basis.

Bridge Data:

Material: Assume Douglas Fir No. 1 for members installed after to 1955 and grade and species are unknown; Concurs with past reports and site investigation

(WSDOT BDM 13.2.14)

Piles:

Diameter, D (in) see below Measured in direction of bridge

Steel Pile Cap:

Flange width (in) 12.13

Depth (in) 12.13

Section Property Calculation for Circular Members :

D Solid Circular: S = *D3/32

D1 Center rot symmetrical aboutS = *(D4‐D14)/(32*D)


Bent Piles and Posts

Member ID

(Bent ‐ Pile)# Levels # Piles D (in) blank

A_solid

(in2)

Worst

Rot %

A_net

(in2)

Bent 1 Abutment 1 5 12.0 113.1 na

Bent 2 Round 1 5 12 113.1 10.0 564.4

Bent 3 Round 2 6 12 113.1 35.0 664.7

Bent 4 Round 2 6 12 113.1 35.0 650.9

Bent 5 Round 2 6 12 113.1 20.0 674.1

Bent 6 Round 2 6 12 113.1 35.0 663.6

Bent 7 Round 3 6 12 113.1 20.0 671.8

Bent 8 Round 3 6 12 113.1 35.0 663.6

Bent 9 Round 3 6 12 113.1 35.0 654.6

Bent 10 Round 3 6 12 113.1 0.0 678.6

Bent 11 Round 3 6 12 113.1 35.0 657.9

# Levels # Piles D (in) blankA_solid

(in2)

Worst

Rot %

A_net

(in2)

Bent 12 Round 3 7 12 113.1 35.0 754.9

Bent 13 Round 4 7 12 113.1 35.0 772.2


(in2)

Worst

Rot %

A_net

(in2)

Bent 14 Round 4 6 12 113.1 60.0 550.5

Bent 15 Round 4 6 12 113.1 60.0 622.0

Bent 16 Round 5 6 12 113.1 35.0 640.7

Bent 17 Round 5 6 12 113.1 60.0 615.0

Bent 18 Round 5 6 12 113.1 80.0 592.3

Bent 19 Round 5 6 12 113.1 60.0 628.8

Bent 20 Round 5 6 12 113.1 20.0 674.1

Bent 21 Round 5 6 12 113.1 60.0 627.7

Structure Change

Structure Change

Cap and Post Load Rating

C-81

Load Rating Calculations Wilburton Trestle

Timber Member Material and Section Properties 12/6/15


Bent 22 Round 5 6 12 113.1 60.0 624.0

Bent 23 Round 5 6 12 113.1 35.0 659.1

Bent 24 Round 5 6 12 113.1 60.0 609.6

Bent 25 Round 5 6 12 113.1 70.0 512.9

Bent 26 Round 5 6 12 113.1 35.0 635.9

Bent 27 Round 5 6 12 113.1 20.0 671.8

Bent 28 Round 5 6 12 113.1 60.0 622.9

Bent 29 Round 5 6 12 113.1 60.0 583.3

Bent 30 Round 5 6 12 113.1 80.0 592.3

Bent 31 Round 5 6 12 113.1 35.0 662.5

Bent 32 Round 5 6 12 113.1 60.0 577.6

Bent 33 Round 5 6 12 113.1 35.0 663.6

Bent 34 Round 5 6 12 113.1 35.0 659.1

# Levels # Piles D (in) B (in)A_solid

(in2)

Worst

SPL X

A_net

(in2)

Bent 35 Square 5 6 11.5 11.5 132.3 0.5 782.5

Bent 36 Square 5 6 11.5 11.5 132.3 0.0 788.2

Bent 37 Square 5 6 11.5 11.5 132.3 1.0 671.3

Bent 38 Square 5 6 11.5 11.5 132.3 1.5 742.8

Bent 39 Square 5 6 11.5 11.5 132.3 2.0 742.2

Bent 40 Square 5 6 11.5 11.5 132.3 3.0 703.0

Bent 41 Square 5 6 11.5 11.5 132.3 2.0 756.1

Bent 42 Square 5 6 11.5 11.5 132.3 1.5 735.1

Bent 43 Square 5 6 11.5 11.5 132.3 2.0 712.3

Bent 44 Square 5 6 11.5 11.5 132.3 2.0 739.9

Bent 45 Square 5 6 11.5 11.5 132.3 2.0 752.3

Bent 46 Square 5 6 11.5 11.5 132.3 1.5 744.2

Bent 47 Square 5 6 11.5 11.5 132.3 1.0 629.1


(in2)

Worst

SPL X

A_net

(in2)

Bent 52 Square 4 6 11.5 11.5 132.3 2.0 747.5

Bent 53 Square 4 6 11.5 11.5 132.3 0.0 793.5


(in2)

Worst

SPL X

A_net

(in2)

Bent 54 Square 4 5 11.5 11.5 132.3 0.0 661.3

Bent 55 Square 4 5 11.5 11.5 132.3 2.0 621.0

Bent 56 Square 4 5 11.5 11.5 132.3 1.0 638.7

Bent 57 Square 3 5 11.5 11.5 132.3 1.0 591.1

Bent 58 Square 3 5 11.5 11.5 132.3 1.0 585.3

Bent 59 Square 3 5 11.5 11.5 132.3 1.0 622.0

Bent 60 Square 2 5 11.5 11.5 132.3 0.5 601.1

Bent 61 Square 1 5 11.5 11.5 132.3 0.0 661.3


(in2)

Worst

Rot %

A_net

(in2)

Bent 62 Round 1 6 12.0 113.1 100.0 565.5

Bent 63 Round 1 6 12.0 113.1 100.0 565.5

Bent 64 Abutment 1 6 12.0 113.1 NA

# Levels Informs the dead load to be used later

# Piles The number of piles or posts present

D approximate diameter of the round piles, 12" assumed where not directly measured

B approximate second dimension of square piles

A_solid area of the undamaged pile, one pile

A_rot area of the center rot

A_net available area for compression from all piles, obtained by reducing each pile area by its defect extents.

Worst Rot % Maximum Single value for single pile, see inspection notes for severity extent and which piles.

Structure Change

Structure Change

Structure Change

Structure Change


C-82

Load Rating Calculations By: Pro chk by: Wilburton TrestleLoads date: 12/5/2015 date: 12/6/15


Typ. Trestle Span (ft) 15.92 50 = Timber density (pcf)

150 = Concrete density (pcf)

Load Distribution ‐ superstructure and live loads

Assume even distribution through the substructure assembly to the piles.

The angled piles will have a larger compression force along the axis. Account for pile quantity.

Conglomerate Angle Factor

A pile / A piles 13.3 1.0276 1.0165136

B pile / B & C piles 11.2 1.0194

C pile / D piles 4.1 1.0026

D pile / E & F piles 11.2 1.0194

E pile / G piles 13.3 1.0276

Dead Loads:

quantity wt/ft Total

Rails big 2 58.3 116.6

Rails small 2 33.3 66.6

Connections 20% of rails 36.64

sidewalk 4 16.666667 66.666667

curbs 2 16.666667 33.333333

cross ties 1 234.375 234.375 (this is using 1 7.5"x7.5" tie every 1', average length 12', 9.6' typical with extended ones for sidewalk)railing 1 30 30Stingers 6.5 53.125 345.3125

929.5275 lb/ft existing superstructureDead Load notes:Use 12" diameter for round pile capacity and 14" diameter for round pile weightUse 11.5"x11.5" size for square pile capacity and 12"x12" for square pile weight

quantity wt/ft Total

Conc deck 14' 8.166666667 1225 1225

type f rail 2 390 780

handrail 2 100 200

No rails

No cross ties

Stingers 6.5 53.125 345.3125

2550.3125 lb/ft proposed superstructure

Bents Round 6 piles Bents Round 6 piles Bents 12 and 13 7 pile by transform

Weight lb kips 6 pile x (7/6) * 1.1

Component A (SF) Length (ft) Quantity Weight (lb) 1 levels 14642 14.6

Level 1 High Cap 0, 2 8x15 1.67 14.5 1 1208 2 levels 29879 29.9

24 Posts, 14" diam 1.08 24 6.10 7869 3 levels 46219 46.2 3 levels 59314 59.3

Long. Straight 10x6 0.42 16 4 1333 4 levels 60648 60.6

Long. Diagonal 10x6 0.42 20 4 1667 5 levels 67677 67.7

Mid brace 0.5 9.5*2.75 0.18 20 2 363

Diagonals 9.5*2.75 0.18 24 4 871

connections 10% 1331 14642 lb level 1 only

Level 2 Cap/cross 1 3x10 0.21 30 2 625

24 Posts, 14" diam 1.08 24 6.10 7869

Long. Straight 10x6 0.42 16 4 1333

Long. Diagonal 10x6 0.42 20 4 1667

Mid brace 1.5 9.5*2.75 0.18 34 2 617

Diagonals 9.5*2.75 0.18 24 8 1742


Level 3 Cap/cross 2 3x10 0.21 40 2 833

24.5 Posts, 14" diam 1.08 24.5 6.10 8033

Long. Straight 10x6 0.42 16 4 1333

Long. Diagonal 10x6 0.42 20.15 4 1679

Mid brace 0.5 9.5*2.75 0.18 44 2 798

Diagonals 9.5*2.75 0.18 30 8 2177


Level 4 Cap/cross3 3x10 0.21 40 2 833

18 Posts, 14" diam 1.08 18 6.10 5902

Long. Straight 10x6 0.42 16 4 1333

Long. Diagonal 10x6 0.42 18.36 4 1530

Mid brace 3.5 9.5*2.75 0.18 50 2 907

Diagonals 9.5*2.75 0.18 36 8 2613


Level 5 Cap/cross4 3x10 0.21 54 2 1125

10 Posts, 14" diam 1.08 10 6.10 3279

Long. Straight 10x6 0.42 16 4 1333

Diagonals 9.5*2.75 0.18 36 2 653


Bents square 6 piles Bents square 6 piles

Weight lb kips



24 Posts, 12x12" 1.00 24 6.10 7319 3 levels 50487 50.5



Mid brace 0.5 9.5*2.75 0.18 20 2 363

Diagonals 9.5*2.75 0.18 24 4 871


Level 2 Cap/cross 1 12x12 1.00 30 2 3000

24 Posts, 12x12" 1.00 24 6.10 7319

Long. Straight 10x6 0.42 16 4 1333

Long. Diagonal 10x6 0.42 20 4 1667

Mid brace 1.5 9.5*2.75 0.18 34 2 617

Diagonals 9.5*2.75 0.18 24 8 1742


Level 3 Cap/cross 2 12x12 1.00 40 2 4000

24.5 Posts, 12x12" 1.00 24.5 6.10 7471

Long. Straight 10x6 0.42 16 4 1333

Long. Diagonal 10x6 0.42 20.15 4 1679

Mid brace 0.5 9.5*2.75 0.18 44 2 798

Diagonals 9.5*2.75 0.18 30 8 2177


Level 4 Cap/cross3 12x12 1.00 40 2 4000

Angle factorTrestle / main span bent

Superstructure rxtns from Midas analysis ‐ Assumed continuous except at end bents and steel span. Pedestrian loading includes patch loading.

Existing superstructure:

Proposed superstructure:

Substructure Dead Load





C-83

Load Rating Calculations By: Pro chk by: Wilburton TrestleLoads date: 12/5/2015 date: 12/6/15


18 Posts, 12x12" 1.00 18 6.10 5489

Long. Straight 10x6 0.42 16 4 1333

Long. Diagonal 10x6 0.42 18.36 4 1530

Mid brace 3.5 9.5*2.75 0.18 50 2 907

Diagonals 9.5*2.75 0.18 36 8 2613


Level 5 Cap/cross4 12x12 1.00 54 2 5400

10 Posts, 14" diam 1.08 10 6.10 3279

Long. Straight 10x6 0.42 16 4 1333

Diagonals 9.5*2.75 0.18 36 2 653


Bents square 5 piles Bents square 5 piles

Weight lb kips



24 Posts, 12x12" 1.00 24 5.10 6116 3 levels 46490 46.5



Mid brace 0.5 9.5*2.75 0.18 20 2 363

Diagonals 9.5*2.75 0.18 24 4 871


Level 2 Cap/cross 1 12x12 1.00 30 2 3000

24 Posts, 12x12" 1.00 24 5.10 6116

Long. Straight 10x6 0.42 16 4 1333

Long. Diagonal 10x6 0.42 20 4 1667

Mid brace 1.5 9.5*2.75 0.18 34 2 617

Diagonals 9.5*2.75 0.18 24 8 1742


Level 3 Cap/cross 2 12x12 1.00 40 2 4000

24.5 Posts, 12x12" 1.00 24.5 5.10 6243

Long. Straight 10x6 0.42 16 4 1333

Long. Diagonal 10x6 0.42 20.15 4 1679

Mid brace 0.5 9.5*2.75 0.18 44 2 798

Diagonals 9.5*2.75 0.18 30 8 2177


Level 4 Cap/cross3 12x12 1.00 40 2 4000

18 Posts, 12x12" 1.00 18 5.10 4587

Long. Straight 10x6 0.42 16 4 1333

Long. Diagonal 10x6 0.42 18.36 4 1530

Mid brace 3.5 9.5*2.75 0.18 50 2 907

Diagonals 9.5*2.75 0.18 36 8 2613


Level 5 Cap/cross4 12x12 1.00 54 2 5400

10 Posts, 14" diam 1.08 10 5.10 2740

Long. Straight 10x6 0.42 16 4 1333

Diagonals 9.5*2.75 0.18 36 2 653





C-84

Load

Rating Calculations

By:

Pro

chk by:

Wilb

urton Trestle

Bent Rating Factors

date:

12/5/15

date:

12/6/15

Not Reduced and Braced

King County Departm

ent of Parks and Natural R

esources

Allowable Stress

psi

Bents Round 6 piles

Bents square 6 piles


Round

12" diam.

876

kips

kips

kips

Square

11.5x11.5

850

1 levels

14.6

1 levels

14.0

1 levels

12.7

2 levels

29.9

2 levels

31.3

2 levels

28.6

Notes

3 levels

46.2

3 levels

50.5

3 levels

46.5

Angle factor is an increase due to pile inclination to be applied to DL and LL

4 levels

60.6

4 levels

67.9

4 levels

63.0

Ben

t factors are for the conglomerate ben

t, adjacent pile defects should still be used

5 levels

67.7

5 levels

79.7

5 levels

74.1

No red

uctions in allowable stress capacities were used due to m

ember defects

Areas red

uced for surface or internal rot

All ratings shown at the inventory level, operating allowable stress increases but not needed

.

Caps do not control the load

rating, sam

e dim

emsions as the square posts but loaded

perpen

dicular to grain not parrallel.

H10

Ped

12'

Ped

14'

SP1

SP2

SU5

E80

H10

Ped12'

Ped14'

SP1

SP2

SU5

E80

11

40.8

14.6

55.4

na

876

na

1.016

16.0

7.0

8.1

41.6

54.0

30.9

145.8

21

40.8

14.6

55.4

564

876

495

1.016

16.3

18.1

21.2

56.3

70.1

38.4

242.3

26.40

23.77

20.37

7.66

6.15

11.24

1.78

32

40.8

29.9

70.7

665

876

583

1.016

16.4

18.1

21.1

55.4

69.2

37.7

238.2

30.74

27.80

23.83

9.07

7.26

13.34

2.11

42

40.8

29.9

70.7

651

876

570

1.016

16.4

18.4

21.4

55.5

69.3

37.8

241.4

29.96

26.70

22.88

8.85

7.08

12.99

2.03

52

40.8

29.9

70.7

674

876

591

1.016

16.4

18.5

21.6

55.5

69.2

37.8

241.7

31.18

27.63

23.68

9.20

7.38

13.51

2.11

62

40.8

29.9

70.7

664

876

582

1.016

16.3

18.3

21.3

55.4

69.1

37.6

240.1

30.74

27.45

23.53

9.06

7.26

13.35

2.09

73

40.8

46.2

87.0

672

876

589

1.016

16.4

18.3

21.4

55.4

69.2

37.7

240.7

30.11

26.84

23.01

8.89

7.12

13.07

2.05

83

40.8

46.2

87.0

664

876

582

1.016

16.4

18.4

21.4

55.4

69.2

37.7

240.9

29.68

26.45

22.67

8.76

7.02

12.88

2.02

93

40.8

46.2

87.0

655

876

574

1.016

16.3

18.3

21.4

55.4

69.2

37.7

240.6

29.21

26.04

22.32

8.62

6.90

12.67

1.98

10

340.8

46.2

87.0

679

876

595

1.016

16.4

18.0

21.0

55.2

69.1

37.5

238.4

30.46

27.73

23.77

9.03

7.22

13.30

2.09

11

340.8

46.2

87.0

658

876

577

1.016

16.1

17.6

20.5

55.0

68.8

36.8

233.4

29.78

27.32

23.42

8.74

6.99

13.06

2.06

12

340.8

46.2

87.0

755

876

662

1.44

16.5

18.2

21.2

55.4

69.2

37.9

240.0

22.60

20.51

17.58

6.72

5.38

9.82

1.55

13

440.8

60.6

101.4

772

876

677

1.44

16.5

18.6

21.7

55.4

69.5

38.0

242.6

22.37

19.81

16.98

6.65

5.30

9.70

1.52

14

440.8

60.6

101.4

551

876

482

1.016

16.5

16.1

18.8

54.1

68.6

36.8

232.4

22.66

23.13

19.83

6.90

5.44

10.16

1.61

15

440.8

60.6

101.4

622

876

545

1.016

16.3

15.9

18.5

53.4

67.7

36.3

229.8

26.69

27.43

23.51

8.14

6.42

12.00

1.89

16

540.8

67.7

108.5

641

876

561

1.016

16.2

17.9

20.9

55.0

69.1

37.2

236.5

27.33

24.80

21.26

8.07

6.42

11.92

1.88

17

540.8

67.7

108.5

615

876

539

1.016

16.4

18.1

21.1

55.3

69.1

37.7

238.1

25.75

23.34

20.00

7.63

6.11

11.20

1.77

18

540.8

67.7

108.5

592

876

519

1.016

16.4

18.4

21.4

55.4

69.2

37.8

240.2

24.57

21.89

18.76

7.26

5.82

10.65

1.68

19

540.8

67.7

108.5

629

876

551

1.016

16.3

18.2

21.2

55.3

69.1

37.5

239.1

26.63

23.84

20.44

7.84

6.28

11.58

1.81

20

540.8

67.7

108.5

674

876

591

1.016

16.3

17.9

20.9

55.2

69.0

37.3

236.6

29.08

26.35

22.58

8.57

6.86

12.69

2.00

21

540.8

67.7

108.5

628

876

550

1.016

16.4

18.2

21.2

55.3

69.1

37.6

238.6

26.42

23.83

20.43

7.83

6.27

11.50

1.81

22

540.8

67.7

108.5

624

876

547

1.016

16.4

18.3

21.3

55.3

69.1

37.7

239.1

26.23

23.54

20.18

7.76

6.22

11.40

1.80

23

540.8

67.7

108.5

659

876

578

1.016

16.4

18.2

21.2

55.3

69.1

37.6

239.0

28.13

25.27

21.66

8.31

6.66

12.23

1.92

24

540.8

67.7

108.5

610

876

534

1.016

16.4

18.3

21.3

55.4

69.1

37.6

239.1

25.52

22.82

19.56

7.54

6.04

11.09

1.74

25

540.8

67.7

108.5

513

876

449

1.016

16.3

18.2

21.2

55.3

69.1

37.5

238.4

20.46

18.33

15.71

6.03

4.83

8.89

1.40

26

540.8

67.7

108.5

636

876

557

1.016

16.4

18.5

21.6

55.5

69.3

37.8

240.6

26.86

23.79

20.39

7.93

6.35

11.64

1.83

27

540.8

67.7

108.5

672

876

589

1.016

16.4

18.4

21.5

55.5

69.2

37.8

240.2

28.75

25.55

21.90

8.49

6.80

12.46

1.96

28

540.8

67.7

108.5

623

876

546

1.016

16.3

18.3

21.4

55.4

69.1

37.6

239.1

26.27

23.39

20.05

7.74

6.20

11.40

1.79

29

540.8

67.7

108.5

583

876

511

1.016

16.3

18.4

21.5

55.4

69.2

37.6

239.5

24.18

21.46

18.39

7.12

5.70

10.49

1.65

30

540.8

67.7

108.5

592

876

519

1.016

16.3

18.2

21.3

55.3

69.1

37.5

238.4

24.66

22.09

18.93

7.27

5.82

10.72

1.69

31

540.8

67.7

108.5

662

876

581

1.016

16.3

18.2

21.3

55.3

69.1

37.5

238.9

28.36

25.40

21.77

8.36

6.70

12.33

1.94

32

540.8

67.7

108.5

578

876

506

1.016

16.3

18.3

21.3

55.4

69.2

37.7

240.0

23.84

21.31

18.26

7.03

5.63

10.34

1.62

33

540.8

67.7

108.5

664

876

582

1.016

16.4

18.4

21.4

55.3

69.4

37.7

240.9

28.37

25.25

21.64

8.38

6.68

12.31

1.93

34

540.8

67.7

108.5

659

876

578

1.016

16.4

16.6

19.3

53.8

68.2

36.4

232.8

28.07

27.79

23.82

8.55

6.75

12.62

1.98

Not Reduced and Braced R

ating Factor RF = C‐D/LL (6B.4.1‐1)

Capacity

kips

DL

Sub DL


Super DL

# Levels

Ben

tLive Load

Reactions (full ben

t)

Substructure DL

Substructure DL

Substructure DL

Angle

Factor

Allowable

Stress

Total A

C-85

Load

Rating Calculations

By:

Pro

chk by:

Wilb

urton Trestle

Bent Rating Factors

date:

12/5/15

date:

12/6/15


King County Departm


esources

H10

Ped

12'

Ped

14'

SP1

SP2

SU5

E80

H10

Ped12'

Ped14'

SP1

SP2

SU5

E80

35

540.8

79.7

120.5

782

850

665

1.016

16.3

16.4

19.2

53.7

68.1

36.4

231.6

32.72

32.49

27.85

9.94

7.84

14.67

2.31

36

540.8

79.7

120.5

788

850

670

1.016

16.4

18.3

21.3

55.3

69.4

37.6

240.5

32.95

29.46

25.25

9.75

7.76

14.34

2.24

37

540.8

79.7

120.5

671

850

570

1.016

16.4

18.4

21.5

55.5

69.2

37.8

241.3

26.92

23.94

20.52

7.95

6.37

11.66

1.83

38

540.8

79.7

120.5

743

850

631

1.016

16.4

18.5

21.6

55.5

69.2

37.8

241.0

30.57

27.11

23.23

9.02

7.24

13.24

2.08

39

540.8

79.7

120.5

742

850

631

1.016

16.4

18.6

21.7

55.5

69.3

38.0

241.7

30.44

26.87

23.03

9.01

7.22

13.17

2.07

40

540.8

79.7

120.5

703

850

597

1.016

16.4

18.4

21.4

55.4

69.2

37.9

240.1

28.43

25.46

21.82

8.44

6.76

12.34

1.95

41

540.8

79.7

120.5

756

850

643

1.016

16.5

18.5

21.5

55.5

69.2

38.1

241.1

31.02

27.73

23.77

9.23

7.40

13.45

2.12

42

540.8

79.7

120.5

735

850

625

1.016

16.5

18.7

21.8

55.6

69.3

38.2

242.7

29.97

26.41

22.64

8.89

7.13

12.95

2.04

43

540.8

79.7

120.5

712

850

605

1.016

16.3

18.3

21.3

55.4

69.1

37.6

240.0

29.12

26.02

22.30

8.58

6.87

12.64

1.98

44

540.8

79.7

120.5

740

850

629

1.016

16.3

18.3

21.3

55.4

69.1

37.6

239.3

30.54

27.27

23.37

9.00

7.21

13.26

2.08

45

540.8

79.7

120.5

752

850

639

1.016

16.3

17.6

20.5

55.0

68.8

37.3

233.8

31.16

28.98

24.84

9.24

7.40

13.64

2.18

46

540.8

79.7

120.5

744

850

632

1.016

16.2

17.0

19.9

54.5

68.3

36.8

228.4

31.02

29.45

25.24

9.21

7.35

13.64

2.20

47

540.8

79.7

120.5

629

850

535

1.016

16.3

14.5

16.9

56.3

73.3

38.8

216.4

24.92

27.96

23.96

7.21

5.54

10.46

1.88

52

440.8

63.0

103.8

748

850

635

1.016

16.5

14.9

17.4

58.0

75.3

39.6

220.9

31.66

34.97

29.98

8.99

6.92

13.17

2.36

53

440.8

63.0

103.8

794

850

674

1.016

16.3

17.6

20.6

54.8

68.6

37.4

233.9

34.36

31.73

27.19

10.21

8.16

14.99

2.39

54

440.8

63.0

103.8

661

850

562

1.016

16.3

17.9

20.9

55.3

69.0

37.5

236.4

27.53

25.05

21.47

8.13

6.51

11.98

1.90

55

440.8

63.0

103.8

621

850

528

1.016

16.4

18.4

21.5

55.5

69.2

37.8

241.3

25.38

22.55

19.33

7.49

6.01

11.00

1.72

56

440.8

63.0

103.8

639

850

543

1.016

16.4

18.3

21.4

55.4

69.2

37.7

240.7

26.28

23.50

20.14

7.77

6.22

11.41

1.79

57

340.8

46.5

87.3

591

850

502

1.016

16.3

18.2

21.2

55.3

69.1

37.5

239.3

24.99

22.38

19.19

7.36

5.89

10.87

1.70

58

340.8

46.5

87.3

585

850

497

1.016

16.4

18.5

21.6

55.5

69.3

38.0

242.5

24.47

21.71

18.60

7.25

5.80

10.60

1.66

59

340.8

46.5

87.3

622

850

529

1.016

16.4

18.6

21.8

55.6

69.4

38.0

243.3

26.34

23.22

19.90

7.79

6.24

11.39

1.78

60

240.8

28.6

69.4

601

850

511

1.016

16.4

18.1

21.1

55.3

69.1

37.6

239.5

26.50

23.92

20.50

7.84

6.27

11.53

1.81

61

140.8

12.7

53.5

661

850

562

1.016

16.4

18.3

21.3

55.3

69.1

37.7

240.9

30.49

27.32

23.42

9.03

7.22

13.26

2.07

62

140.8

14.6

55.4

565

876

496

1.016

16.4

18.3

21.3

55.6

69.4

37.9

239.9

26.40

23.67

20.29

7.78

6.23

11.41

1.80

63

140.8

14.6

55.4

565

876

496

1.016

16.6

19.2

22.4

56.8

70.6

39.4

252.4

26.09

22.55

19.33

7.61

6.12

10.97

1.71

64

140.8

14.6

55.4

NA

876

na

1.016

16.3

7.7

9.0

43.6

55.9

31.8

155.4

20.46

18.33

15.71

6.03

4.83

8.89

Angle

Factor

Live Load

Reactions

Rating Factor RF = C‐D/LL (6B.4.1‐1)

Ben

t# Levels

Super DL

Sub DL

DL

Total A

Allowable

Stress

Capacity

kips

C-86

Load

Rating Calculations

By:

Pro

chk by:

Wilb

urton Trestle

Bent Rating Factors

date:

12/5/15

date:

12/6/15

Reduced Unbraced

King County Departm


esources

Allowable Stress

psi

Bents Round 6 piles



Round

12" diam.

437

kips

kips

kips

Square

11.5x11.5

424

1 levels

14.6

1 levels

14.0

1 levels

12.7

2 levels

29.9

2 levels

31.3

2 levels

28.6

Notes

3 levels

46.2

3 levels

50.5

3 levels

46.5


4 levels

60.6

4 levels

67.9

4 levels

63.0

Ben

t factors are for the conglomerate ben

t, adjacent pile defects should still be used

5 levels

67.7

5 levels

79.7

5 levels

74.1

Red

uctions in allowable stress capacities were used due to m

ember defects, red

uctions in dep

th and increased unbraced length shown

Areas red

uced for surface or internal rot


.Caps do not control the load

rating, sam

e dim


perpen

dicular to grain not parrallel.

H10

Ped

12'

Ped

14'

SP1

SP2

SU5

E80

H10

Ped12'

Ped14'

SP1

SP2

SU5

E80

11

40.8

14.6

55.4

na

437

na

1.016

16.0

7.0

8.1

41.6

54.0

30.9

145.8

21

40.8

14.6

55.4

564

437

246

1.016

16.3

18.1

21.2

56.3

70.1

38.4

242.3

11.45

10.31

8.83

3.32

2.67

4.87

0.77

32

40.8

29.9

70.7

665

437

290

1.016

16.4

18.1

21.1

55.4

69.2

37.7

238.2

13.14

11.89

10.19

3.88

3.11

5.70

0.90

42

40.8

29.9

70.7

651

437

284

1.016

16.4

18.4

21.4

55.5

69.3

37.8

241.4

12.76

11.37

9.75

3.77

3.02

5.53

0.87

52

40.8

29.9

70.7

674

437

294

1.016

16.4

18.5

21.6

55.5

69.2

37.8

241.7

13.37

11.85

10.15

3.95

3.16

5.79

0.91

62

40.8

29.9

70.7

664

437

290

1.016

16.3

18.3

21.3

55.4

69.1

37.6

240.1

13.14

11.73

10.06

3.87

3.10

5.71

0.89

73

40.8

46.2

87.0

672

437

293

1.016

16.4

18.3

21.4

55.4

69.2

37.7

240.7

12.33

10.99

9.42

3.64

2.92

5.35

0.84

83

40.8

46.2

87.0

664

437

290

1.016

16.4

18.4

21.4

55.4

69.2

37.7

240.9

12.12

10.80

9.25

3.57

2.86

5.26

0.82

93

40.8

46.2

87.0

655

437

286

1.016

16.3

18.3

21.4

55.4

69.2

37.7

240.6

11.88

10.59

9.08

3.51

2.81

5.15

0.81

10

340.8

46.2

87.0

679

437

296

1.016

16.4

18.0

21.0

55.2

69.1

37.5

238.4

12.50

11.38

9.76

3.71

2.96

5.46

0.86

11

340.8

46.2

87.0

658

437

287

1.016

16.1

17.6

20.5

55.0

68.8

36.8

233.4

12.13

11.13

9.54

3.56

2.85

5.32

0.84

12

340.8

46.2

87.0

755

437

330

1.44

16.5

18.2

21.2

55.4

69.2

37.9

240.0

8.61

7.81

6.70

2.56

2.05

3.74

0.59

13

440.8

60.6

101.4

772

437

337

1.44

16.5

18.6

21.7

55.4

69.5

38.0

242.6

8.05

7.13

6.11

2.39

1.91

3.49

0.55

14

440.8

60.6

101.4

551

437

240

1.016

16.5

16.1

18.8

54.1

68.6

36.8

232.4

8.20

8.37

7.17

2.50

1.97

3.67

0.58

15

440.8

60.6

101.4

622

437

272

1.016

16.3

15.9

18.5

53.4

67.7

36.3

229.8

10.17

10.46

8.96

3.10

2.45

4.57

0.72

16

540.8

67.7

108.5

641

437

280

1.016

16.2

17.9

20.9

55.0

69.1

37.2

236.5

10.26

9.31

7.98

3.03

2.41

4.48

0.71

17

540.8

67.7

108.5

615

437

268

1.016

16.4

18.1

21.1

55.3

69.1

37.7

238.1

9.51

8.61

7.38

2.81

2.26

4.13

0.65

18

540.8

67.7

108.5

592

437

259

1.016

16.4

18.4

21.4

55.4

69.2

37.8

240.2

8.92

7.94

6.81

2.63

2.11

3.87

0.61

19

540.8

67.7

108.5

629

437

274

1.016

16.3

18.2

21.2

55.3

69.1

37.5

239.1

9.93

8.89

7.62

2.92

2.34

4.32

0.68

20

540.8

67.7

108.5

674

437

294

1.016

16.3

17.9

20.9

55.2

69.0

37.3

236.6

11.14

10.09

8.65

3.28

2.63

4.86

0.77

21

540.8

67.7

108.5

628

437

274

1.016

16.4

18.2

21.2

55.3

69.1

37.6

238.6

9.84

8.87

7.61

2.92

2.33

4.28

0.68

22

540.8

67.7

108.5

624

437

272

1.016

16.4

18.3

21.3

55.3

69.1

37.7

239.1

9.74

8.75

7.50

2.88

2.31

4.23

0.67

23

540.8

67.7

108.5

659

437

288

1.016

16.4

18.2

21.2

55.3

69.1

37.6

239.0

10.68

9.60

8.23

3.16

2.53

4.64

0.73

24

540.8

67.7

108.5

610

437

266

1.016

16.4

18.3

21.3

55.4

69.1

37.6

239.1

9.38

8.39

7.19

2.77

2.22

4.08

0.64

25

540.8

67.7

108.5

513

437

224

1.016

16.3

18.2

21.2

55.3

69.1

37.5

238.4

6.86

6.14

5.27

2.02

1.62

2.98

0.47

26

540.8

67.7

108.5

636

437

278

1.016

16.4

18.5

21.6

55.5

69.3

37.8

240.6

10.06

8.91

7.64

2.97

2.38

4.36

0.68

27

540.8

67.7

108.5

672

437

293

1.016

16.4

18.4

21.5

55.5

69.2

37.8

240.2

11.00

9.77

8.38

3.25

2.60

4.77

0.75

28

540.8

67.7

108.5

623

437

272

1.016

16.3

18.3

21.4

55.4

69.1

37.6

239.1

9.75

8.68

7.44

2.87

2.30

4.23

0.67

29

540.8

67.7

108.5

583

437

255

1.016

16.3

18.4

21.5

55.4

69.2

37.6

239.5

8.71

7.73

6.63

2.56

2.05

3.78

0.59

30

540.8

67.7

108.5

592

437

259

1.016

16.3

18.2

21.3

55.3

69.1

37.5

238.4

8.95

8.01

6.87

2.64

2.11

3.89

0.61

31

540.8

67.7

108.5

662

437

289

1.016

16.3

18.2

21.3

55.3

69.1

37.5

238.9

10.79

9.67

8.28

3.18

2.55

4.69

0.74

32

540.8

67.7

108.5

578

437

252

1.016

16.3

18.3

21.3

55.4

69.2

37.7

240.0

8.55

7.64

6.55

2.52

2.02

3.71

0.58

33

540.8

67.7

108.5

664

437

290

1.016

16.4

18.4

21.4

55.3

69.4

37.7

240.9

10.80

9.62

8.24

3.19

2.54

4.69

0.73

34

540.8

67.7

108.5

659

437

288

1.016

16.4

16.6

19.3

53.8

68.2

36.4

232.8

10.66

10.56

9.05

3.25

2.56

4.79

0.75

Substructure DL

Substructure DL

Substructure DL

Ben

t# Levels

Super DL

Sub DL

DL

Total A

Allowable

Stress

Reduced Unbraced

Capacity

kips

Angle

Factor

Live Load

Reactions (full ben

t)Reduced Unbraced R


C-87

Load

Rating Calculations

By:

Pro

chk by:

Wilb

urton Trestle

Bent Rating Factors

date:

12/5/15

date:

12/6/15

Reduced Unbraced

King County Departm


esources

H10

Ped

12'

Ped

14'

SP1

SP2

SU5

E80

H10

Ped12'

Ped14'

SP1

SP2

SU5

E80

35

540.8

79.7

120.5

782

424

332

1.016

16.3

16.4

19.2

53.7

68.1

36.4

231.6

12.62

12.53

10.74

3.83

3.02

5.66

0.89

36

540.8

79.7

120.5

788

424

334

1.016

16.4

18.3

21.3

55.3

69.4

37.6

240.5

12.74

11.39

9.76

3.77

3.00

5.54

0.87

37

540.8

79.7

120.5

671

424

284

1.016

16.4

18.4

21.5

55.5

69.2

37.8

241.3

9.74

8.66

7.42

2.87

2.30

4.22

0.66

38

540.8

79.7

120.5

743

424

315

1.016

16.4

18.5

21.6

55.5

69.2

37.8

241.0

11.56

10.25

8.78

3.41

2.74

5.01

0.79

39

540.8

79.7

120.5

742

424

315

1.016

16.4

18.6

21.7

55.5

69.3

38.0

241.7

11.50

10.15

8.70

3.40

2.73

4.98

0.78

40

540.8

79.7

120.5

703

424

298

1.016

16.4

18.4

21.4

55.4

69.2

37.9

240.1

10.51

9.41

8.06

3.12

2.50

4.56

0.72

41

540.8

79.7

120.5

756

424

320

1.016

16.5

18.5

21.5

55.5

69.2

38.1

241.1

11.81

10.56

9.05

3.51

2.82

5.12

0.81

42

540.8

79.7

120.5

735

424

312

1.016

16.5

18.7

21.8

55.6

69.3

38.2

242.7

11.28

9.94

8.52

3.35

2.68

4.88

0.77

43

540.8

79.7

120.5

712

424

302

1.016

16.3

18.3

21.3

55.4

69.1

37.6

240.0

10.82

9.67

8.29

3.19

2.55

4.70

0.74

44

540.8

79.7

120.5

740

424

314

1.016

16.3

18.3

21.3

55.4

69.1

37.6

239.3

11.53

10.29

8.82

3.40

2.72

5.01

0.79

45

540.8

79.7

120.5

752

424

319

1.016

16.3

17.6

20.5

55.0

68.8

37.3

233.8

11.84

11.01

9.44

3.51

2.81

5.18

0.83

46

540.8

79.7

120.5

744

424

315

1.016

16.2

17.0

19.9

54.5

68.3

36.8

228.4

11.74

11.14

9.55

3.49

2.78

5.16

0.83

47

540.8

79.7

120.5

629

424

267

1.016

16.3

14.5

16.9

56.3

73.3

38.8

216.4

8.72

9.78

8.38

2.52

1.94

3.66

0.66

52

440.8

63.0

103.8

748

424

317

1.016

16.5

14.9

17.4

58.0

75.3

39.6

220.9

12.63

13.95

11.96

3.59

2.76

5.26

0.94

53

440.8

63.0

103.8

794

424

336

1.016

16.3

17.6

20.6

54.8

68.6

37.4

233.9

13.94

12.87

11.03

4.14

3.31

6.08

0.97

54

440.8

63.0

103.8

661

424

280

1.016

16.3

17.9

20.9

55.3

69.0

37.5

236.4

10.54

9.59

8.22

3.11

2.49

4.59

0.73

55

440.8

63.0

103.8

621

424

263

1.016

16.4

18.4

21.5

55.5

69.2

37.8

241.3

9.48

8.42

7.22

2.80

2.24

4.11

0.64

56

440.8

63.0

103.8

639

424

271

1.016

16.4

18.3

21.4

55.4

69.2

37.7

240.7

9.93

8.88

7.61

2.94

2.35

4.31

0.68

57

340.8

46.5

87.3

591

424

250

1.016

16.3

18.2

21.2

55.3

69.1

37.5

239.3

9.78

8.76

7.51

2.88

2.31

4.25

0.67

58

340.8

46.5

87.3

585

424

248

1.016

16.4

18.5

21.6

55.5

69.3

38.0

242.5

9.54

8.46

7.25

2.83

2.26

4.13

0.65

59

340.8

46.5

87.3

622

424

264

1.016

16.4

18.6

21.8

55.6

69.4

38.0

243.3

10.47

9.23

7.91

3.10

2.48

4.53

0.71

60

240.8

28.6

69.4

601

424

255

1.016

16.4

18.1

21.1

55.3

69.1

37.6

239.5

11.09

10.00

8.58

3.28

2.62

4.83

0.76

61

140.8

12.7

53.5

661

424

280

1.016

16.4

18.3

21.3

55.3

69.1

37.7

240.9

13.57

12.16

10.42

4.02

3.21

5.90

0.92

62

140.8

14.6

55.4

565

437

247

1.016

16.4

18.3

21.3

55.6

69.4

37.9

239.9

11.45

10.27

8.80

3.37

2.70

4.95

0.78

63

140.8

14.6

55.4

565

437

247

1.016

16.6

19.2

22.4

56.8

70.6

39.4

252.4

11.32

9.78

8.39

3.30

2.66

4.76

0.74

64

140.8

14.6

55.4

NA

437

na

1.016

16.3

7.7

9.0

43.6

55.9

31.8

155.4

6.86

6.14

5.27

2.02

1.62

2.98

Total A

Ben

t# Levels

Super DL

Sub DL

DL

Allowable

Stress

Capacity

kips

Angle

Factor

Live Load

Reactions

Rating Factor RF = C‐D/LL (6B.4.1‐1)

C-88

Load

Rating Calculations

By:

Pro

chk by:

Wilb

urton Trestle

Individual Pile

Rating Factor s

date:12/16/15

date:

12/6/15

Reduced Unbraced

King County Departm


esources

Allowable Stress

psi

Allowable Stress

psi

A pile / A piles

13.3

1.0276

Bents Round 6 piles



Round

12" diam.

876Round

12" diam.

437B pile / B & C piles

11.2

1.0194

kips

kips

kips

Square

11.5x11.5

850Square

11.5x11.5

424C pile / D piles

4.1

1.0026

1 levels

14.6

1 levels

14.0

1 levels

12.7

D pile / E & F piles

11.2

1.0194

Key

:2 levels

29.9

2 levels

31.3

2 levels

28.6

Notes

E pile / G piles

13.3

1.0276

S

Sev

ere

3 levels

46.2

3 levels

50.5

3 levels

46.5


AA

dvan

ced

4 levels

60.6

4 levels

67.9

4 levels

63.0

Pile factors are for the single pile, see

ben

t ratings for conglomerate results

RR

ot5 levels

67.7

5 levels

79.7

5 levels

74.1

This uses an

ASSUMED

12" diameter and 11.5x11.5 pile section, w

hich is a good average number but not pile specific

SP

LS

plin

terin

g/lo

st s

urfa

ceAreas red

uced for surface and or or internal rot, severity shown for internal rot, see

inspection rep

ort for surface rot extents

CC

heck

ing


Caps do not control the load

rating, sam

e dim


perpen

dicular to grain not parrallel

# Piles

Pile

H10

Ped

12'

Ped

14'

SP1

SP2

SU5

E80

H10

Ped12'

Ped14'

SP1

SP2

SU5

E80

14

6A

AR

40.8

60.6

101.4

72

437

32

1.0276

16.5

16.1

18.8

54.1

68.6

36.8

232.4

5.04

5.15

4.41

1.53

1.21

2.26

0.36

14

6F

AR

40.8

60.6

101.4

72

437

32

1.0276

16.5

16.1

18.8

54.1

68.6

36.8

232.4

5.04

5.15

4.41

1.53

1.21

2.26

0.36

15

6A

AR

40.8

60.6

101.4

72

437

32

1.0276

16.3

15.9

18.5

53.4

67.7

36.3

229.8

5.10

5.24

4.49

1.55

1.23

2.29

0.36

17

6B

AR

40.8

67.7

108.5

72

437

32

1.0194

16.4

18.1

21.1

55.3

69.1

37.7

238.1

4.73

4.29

3.67

1.40

1.12

2.06

0.33

18

6F

SR40.8

67.7

108.5

41

437

18

1.0276

16.4

18.4

21.4

55.4

69.2

37.8

240.2

‐0.29

‐0.26

‐0.22

‐0.08

‐0.07

‐0.12

‐0.02

19

6F

AR

40.8

67.7

108.5

72

437

32

1.0276

16.3

18.2

21.2

55.3

69.1

37.5

239.1

4.67

4.18

3.58

1.37

1.10

2.03

0.32

21

6A

AR

40.8

67.7

108.5

72

437

32

1.0276

16.4

18.2

21.2

55.3

69.1

37.6

238.6

4.64

4.18

3.59

1.37

1.10

2.02

0.32

22

6A

AR

40.8

67.7

108.5

72

437

32

1.0276

16.4

18.3

21.3

55.3

69.1

37.7

239.1

4.64

4.16

3.57

1.37

1.10

2.02

0.32

24

6A

AR

40.8

67.7

108.5

72

437

32

1.0276

16.4

18.3

21.3

55.4

69.1

37.6

239.1

4.65

4.16

3.56

1.37

1.10

2.02

0.32

25

6A

AR+A

C40.8

67.7

108.5

58

437

25

1.0276

16.3

18.2

21.2

55.3

69.1

37.5

238.4

2.36

2.12

1.81

0.70

0.56

1.03

0.16

25

6B

AR

40.8

67.7

108.5

72

437

32

1.0194

16.3

18.2

21.2

55.3

69.1

37.5

238.4

4.75

4.25

3.65

1.40

1.12

2.06

0.33

25

6F

AR

40.8

67.7

108.5

72

437

32

1.0276

16.3

18.2

21.2

55.3

69.1

37.5

238.4

4.66

4.17

3.58

1.37

1.10

2.02

0.32

28

6E

AR

40.8

67.7

108.5

72

437

32

1.0276

16.3

18.3

21.4

55.4

69.1

37.6

239.1

4.66

4.15

3.56

1.37

1.10

2.02

0.32

29

6B & E

AR

40.8

67.7

108.5

72

437

32

1.0276

16.3

18.4

21.5

55.4

69.2

37.6

239.5

4.66

4.13

3.54

1.37

1.10

2.02

0.32

30

6A

SR40.8

67.7

108.5

41

437

18

1.0276

16.3

18.2

21.3

55.3

69.1

37.5

238.4

‐0.29

‐0.26

‐0.22

‐0.08

‐0.07

‐0.13

‐0.02

32

6C

AR

40.8

67.7

108.5

72

437

32

1.0026

16.3

18.3

21.3

55.4

69.2

37.7

240.0

4.93

4.41

3.78

1.45

1.16

2.14

0.34

43

6B

AR

40.8

79.7

120.5

85

424

36

1.0194

16.3

18.3

21.3

55.4

69.1

37.6

240.0

5.55

4.96

4.25

1.64

1.31

2.41

0.38

47

6B

SR40.8

79.7

120.5

42

424

18

1.0194

16.3

14.5

16.9

56.3

73.3

38.8

216.4

‐0.99

‐1.11

‐0.95

‐0.29

‐0.22

‐0.41

‐0.07

47

6E

AR

40.8

79.7

120.5

85

424

36

1.0194

16.3

14.5

16.9

56.3

73.3

38.8

216.4

5.57

6.25

5.35

1.61

1.24

2.34

0.42

57

5D

AR

40.8

46.5

87.3

85

424

36

1.016

16.3

18.2

21.2

55.3

69.1

37.5

239.3

5.48

4.91

4.20

1.61

1.29

2.38

0.37

58

5D

AR

40.8

46.5

87.3

85

424

36

1.016

16.4

18.5

21.6

55.5

69.3

38.0

242.5

5.43

4.81

4.13

1.61

1.29

2.35

0.37

all dim

ensions in "in" and kips

4.64

4.13

3.54

1.37

1.10

2.02

0.32


Reduced Unbraced

Trestle / span

ben

tAngle factor

Substructure DL

Substructure DL

Substructure DL

Angle

Factor

Live Load

Reactions (full ben

t) R


Ben

tSeverity

Super DL

Sub DL

DL

This sheet provides specific pile load

rating factors for all

piles with advanced or severe rot.

Red

uced allowable by dep

th and increased unbraced

length to 26' used

Red

uced

A 1pile

Allowable

Stress

Capacity

kips

C-89

Load Rating Calculations By: Pro chk by: Wilburton Trestle

Capacity & Rating Factors date: 12/5/2015 date: 12/6/15


Allowable stresses (per AASHTO Std. Specifications 17th Edition) Find one stress for round and one stress for square piles

Unmodified Design Values for Visually Graded Lumber ‐ Posts and Timbers (AASHTO Tables 13.5.1A and 13.5.2A

Fb 1200 psi ‐ Douglas Fir #1 (Table 13.5.1A) For round piles

Fv 85 " Diameter 12

Fc_par 1000 " depth 12

Fc_perp 625 " reduced depth 10

E 1600000 "

Fg 1350 psi ‐ Douglas Fir #1 (Table 13.5.2A) For square piles

size 11.5

F`c_perp = Fc_perpCMCb Allowable stress in compression perpendicular to grain (AASHTO 13.6.6.2) depth 11.5

F`c_par = Fc_parCMCDCFCP Allowable stress in compression parallel to grain (AASHTO 13.7.3.2) reduced depth 10

F`g = FgCD Allowable stress in bearing parallel to grain (AASHTO 13.7.4) Reduced bearing 11.5


Fb Fv Fc_perp Fc_par Fc_par_round Fg E

Wet Service Factor, CM 1.00 1.00 0.67 0.91 0.91 ‐ 1.00 AASHTO 13.5.5.1

Load Duration Factor, CD 1.15 1.15 ‐ 1.15 1.15 1.15 ‐ AASHTO 13.5.5.2

Bending Size Factor, CF 1.00 ‐ 0.90 0.90 ‐ ‐

Bearing Area Factor, Cb ‐ ‐ 1.03 ‐ ‐ ‐ ‐ AASHTO 13.6.6.3

Beam Stability Factor, CL 1.00 ‐ ‐ ‐ ‐ ‐ ‐

Column Stability Factor, CP see below see below

K ‐ 1.0 1.0 Effective length factor (AASHTO App. C)

l ‐ see below see below

KcE ‐ 0.3 0.3

c ‐ 0.8 0.85

F*c 941.85 941.85

Adjusted Design Values

F`c_par see below

F`c_perp 432.40 psi

F`g 1552.50 psi

F`b 1380.00 psi

F`v 97.75 psi

E` 1600000 psi

Allowable Stress Capacities for Different Scenarios

Look at compression parallel to the grain of the wood for these piles

Controlling Acomp (in.^2) Controlling compression area, minimum value of A_net and A_bearingL (ft) length of pile, with 3' added for assumed depth to fixityfDL dead load stressfLL live load stressRF =(capacity‐DL)/LL (6B.4.1‐1)

Determine factored resistance available

Member ID

(Bent ‐ Pile)L (ft)

Le (ft) FcE 1st Term 2nd Term CP F`c_parRound 13.50 13.50 2634 2.23 1.30 0.93 876

Round reduced 13.50 13.50 1829 1.73 0.84 0.89 836R. reduced Unbraced 26.00 26.00 493 0.90 0.43 0.46 437

Determine factored resistance available

Bent 6L (ft)

Le (ft) FcE 1st Term 2nd Term CP F`c_parSquare 13.50 13.50 2419 2.23 1.33 0.90 850

Square reduced 13.50 13.50 1829 1.84 0.98 0.86 812

Sq. reduced unbraced 26.00 26.00 493 0.95 0.50 0.45 424

Column Stability Factor, CP

Column Stability Factor, CP


C-90

C-91

C-92

C-93

C-94

C-95

C-96

C-97

• Fr

ont A

xles

- Da

na S

pice

r, 12

,000

lb.

• Fr

ont

Axle

s -

Dan

a Sp

icer

12,

000

to 2

2,00

0 lb

s.

• Fr

ont S

prin

gs -

Tape

rleaf

w/S

hock

s, 1

2,00

0 lb

.•

Fron

t Sp

ring

s -

Tape

rlea

f w

/Sho

cks,

12,

000,

13,

200,

14,6

00, 1

6,00

0, 1

8,00

00, 2

0,00

0 an

d 22

,000

lb.

• Re

ar A

xle

- Dan

a Sp

icer

, 40,

000

lb. T

ande

m•

Sing

le R

ear

Axle

s -

Dan

a Sp

icer

fro

m 1

6,00

0 to

30,

000

lb.

• Ta

ndem

Rea

r Ax

les

- D

ana

Spic

er, 4

0,00

0 an

d 52

,000

lb.

• Ta

ndem

Rea

r Ax

les

- M

erit

or, 4

0,00

0 an

d 44

,000

lb.

• Tr

idem

Rea

r Ax

les

- D

ana

Spic

er, 6

9,00

0 an

d 78

,000

lb.

• Re

ar S

uspe

nsio

n - R

eyco

102

, 38,

000

lb. T

ande

m•

Sing

le R

ear

Axle

Sus

pens

ions

- K

enw

orth

, Rey

co a

nd

Hen

dric

kson

wit

h ca

paci

ties

fro

m 2

0,00

0 to

31,

000

lbs.

• D

ual R

ear

Axle

Sus

pens

ions

- K

enw

orth

, Rey

co, H

endr

icks

on,

Cha

lmer

s an

d N

eway

wit

h ca

paci

ties

up

to 5

2,00

0 lb

s.

• Tr

idem

Rea

r Ax

le S

uspe

nsio

ns -

Ken

wor

th, H

endr

icks

on, a

nd

New

ay w

ith

capa

citi

es u

p to

69,

000

lbs.

• Br

akes

- Ai

r•

Bra

kes

- Ai

r D

isc

• AB

S Sy

stem

- Be

ndix

• AC

T an

d ES

P av

aila

ble

W

heel

s / T

ires

• W

heel

s - S

teel

22.

5"•

Tires

- Br

idge

ston

e Ec

opia

295

/75R

22.5

R28

3•

Mic

helin

and

Goo

dyea

r ti

res

avai

labl

e.

• Po

lishe

d an

d N

on-P

olis

hed

Alco

a Al

umin

um W

heel

s

• 24

.5"

Tire

s an

d W

heel

s

Fuel

Tan

ks•

24.5

” Ro

und

Alum

inum

- 10

0 Ga

llon

Capa

city

• 22

” R

ound

Alu

min

um -

56

to 1

20 G

allo

n C

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C-98

Sht No. _____

JOB NAME Wilburtson Trestle Bridge STEEL SPAN Section Properties (ISE 12/15)

GENERAL SECTION PROPERTIES

SECTION NAME Main Span Steel Girders (No Composite Future Deck assumed)(Top flange is included because concrete stiffening as well as the MC channels and Edge Cha

Segment Height Width H total CROSS SECTIONnumber from top from top

0 0.00 20.00 0.0001 1.00 20.00 1.0002 0.00 16.56 1.0003 1.00 16.56 2.0004 0.00 2.56 2.0005 7.00 2.56 9.0006 0.00 0.56 9.0007 74.88 0.56 83.8758 0.00 2.56 83.8759 7.00 2.56 90.875

10 0.00 16.56 90.87511 1.00 16.56 91.87512 0.00 20.00 91.87513 1.00 20.00 92.87514 0.00 0.00 0.000 -80

-70

-60

-50

-40

-30

-20

-10

0

WB Steel Section prop.xlsxWilburton Br Main

15 0.00 0.00 0.00016 0.00 0.00 0.00017 0.00 0.00 0.00018 0.00 0.00 0.00019 0.00 0.00 0.000

SUMMARY: Height 92.88 in = 7.74 ft approx. Wt.Area 151.12 in^2 = 1.05 ft^2 0.514 kip/ft

Yt 46.44 in = 3.87 ftYb 46.44 in = 3.87 ftI 231253 in^4 = 11.15 ft^4

St 4980 in^3 = 2.88 ft^3Sb 4980 in^3 = 2.88 ft^3

-100

-90

-20 -10 0 10 20

WB Steel Section prop.xlsxWilburton Br Main

C-99

Sht No. _____


INTERMEDIATE SECTION PROPERTIES (2 COVER PLATES)



0 0.00 20.00 0.0001 2.00 20.00 2.0002 0.00 16.56 2.0003 1.00 16.56 3.0004 0.00 2.56 3.0005 7.00 2.56 10.0006 0.00 0.56 10.0007 74.88 0.56 84.8758 0.00 2.56 84.8759 7.00 2.56 91.875

10 0.00 16.56 91.87511 1.00 16.56 92.87512 0.00 20.00 92.87513 2.00 20.00 94.87514 0.00 0.00 0.000 -80

-70

-60

-50

-40

-30

-20

-10

0

WB Steel Section prop.xlsxWilburton Br Interm

15 0.00 0.00 0.00016 0.00 0.00 0.00017 0.00 0.00 0.00018 0.00 0.00 0.00019 0.00 0.00 0.000



St 6733 in^3 = 3.90 ft^3Sb 6733 in^3 = 3.90 ft^3

-100

-90

-20 -10 0 10 20

WB Steel Section prop.xlsxWilburton Br Interm

C-100

Sht No. _____


MIDSPAN SECTION PROPERTIES (3 COVER PLATES)



0 0.00 20.00 0.0001 3.00 20.00 3.0002 0.00 16.56 3.0003 1.00 16.56 4.0004 0.00 2.56 4.0005 7.00 2.56 11.0006 0.00 0.56 11.0007 74.88 0.56 85.8758 0.00 2.56 85.8759 7.00 2.56 92.875

10 0.00 16.56 92.87511 1.00 16.56 93.87512 0.00 20.00 93.87513 3.00 20.00 96.87514 0.00 0.00 0.000

100

-80

-60

-40

-20

0

WB Steel Section prop.xlsxWilburton Br Midspan

15 0.00 0.00 0.00016 0.00 0.00 0.00017 0.00 0.00 0.00018 0.00 0.00 0.00019 0.00 0.00 0.000



St 8491 in^3 = 4.91 ft^3Sb 8491 in^3 = 4.91 ft^3

-120

-100

-20 -10 0 10 20

WB Steel Section prop.xlsxWilburton Br Midspan

C-101

WIL

BU

RTO

N B

RID

GE

ESTI

MA

TE O

F PA

INTE

D S

UR

FAC

E A

REA

Dat

e pr

epar

ed:

Dec

embe

r 201

5Pr

epar

ed b

y: K

en W

ilson

, ISE

STEE

L M

EMB

ERX-

SEC

TIO

NA

L PE

RIM

ETER

(FT)

LEN

GTH

PER

M

EMB

ER (F

T)N

O. O

F M

EMB

ERS

AR

EA (S

F)

Orig

inal

Gird

ers

22.1

910

4.0

24,

615

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fene

rs:

OU

TS

IDE

Ver

tical

Web

stif

fene

r0.

906.

226

145

Fla

nge

wid

th

(ft)

Fla

nge

no. o

f pa

inte

d si

des

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dep

th

(ft)

Web

no.

of

pain

ted

side

sx-

sect

iona

l pe

rimet

er (

LF)

Bui

lt-up

Pla

te G

ir1.

684.

007.

742.

0022

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ss F

ram

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embe

rs:

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nsve

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Top

& B

ot W

16x2

6 B

ea4.

487.

514

470

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wid

th

(in)

no. o

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inte

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:

AR

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F)N

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F M

EMB

ERS

AR

EA (S

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ross

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cing

:<

4x4x

7/16

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002.

000.

442.

003.

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001.

33G

usse

t pla

tes

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2893

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ngle

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1.00

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& B

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ater

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& B

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ESTI

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ppro

xim

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tain

men

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lean

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oval

, & R

epai

ntin

g18

3,55

7.00

$

App

roxi

mat

e W

eigh

t of S

teel

Gird

er =

1109

41 lb

s53

3 lb

s/ft/

gir

App

roxi

mat

e W

eigh

t of S

teel

Gird

er =

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9 lb

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s/gi

rat

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h po

int b

race

poi

nt

1264

70 lb

s

Wilburton Paint Area estimate

1 of 1

ISE, PLLC

C-102

King County Parks December, 2015 Wilburton Trestle - Main Steel Span Rating (WB-STL4)

Page 1 of 38 ISE, PLLC

**************************** START OF DATA SET 1 **************************** # 10 TITLE WB-STL4.DAT # 10 TITLE Wilburton Bridge Load Rating # 20 COMMENT # 20 COMMENT 11/2015 Simple Single Span Plate Girder Bridge by KMW (updated 12/2015) # 20 COMMENT # 20 COMMENT Bridge consists of steel Built-up Plate Girder Bridge with assumed # 20 COMMENT non-composite future deck. Top flange braced every 16.67' oc at brace s # 20 COMMENT 7"x14' concrete deck is supported on girders that are spaced 8' on cente # 20 COMMENT with deck simple span between the two girders for wheel distribution # 20 COMMENT # 20 COMMENT Main Span is 100'-0", End to End of girder is about 104'-0" # 20 COMMENT Midspan has three cover plates, intermediate two, end has one # 20 COMMENT DOUBLED ANGLES (FOUR) ARE USED AT THE BEARING STIFFENERS # 20 COMMENT # 20 COMMENT # 20 COMMENT ***** LRFR STRENGTH LIMIT STATE RATING ***** # 20 COMMENT ***** HS-20 & AASHTO & King County TRUCKS ***** # 20 COMMENT ***** BUILT-UP STEEL RAILCAR PLATE GIRDER ANALYSIS ***** # 20 COMMENT # 20 COMMENT # 20 COMMENT #310 # 310 ANALYSIS 1, 0, 3 # 20 COMMENT # 20 COMMENT # 20 COMMENT ****** SECTION GEOMETRY ****** # 20 COMMENT # 20 COMMENT # 20 COMMENT Girders have rivets in stiffeners and likely fabricated around 1957 to 196 # 20 COMMENT Steel is likely to be A441 50ksi for the main plates, but since unknown us # 20 COMMENT 36ksi for that period # 20 COMMENT # 20 COMMENT # 20 COMMENT #350,360,370,410 # 20 COMMENT XSECT-STD 1, END Section # 20 COMMENT Web height is uniform Section Throughout # 350 XSECT-A 1, 36.0 # 360 XSECT-B 0.5625, 0.5625, 16.5625, 16.5625, 0.0001, 0.0001 # 370 XSECT-C 20.00, 1.0, 0, 20.00, 1.0, 0 # 420 XSECT-H 8, 8, 1, 8, 8, 1.0 # 20 COMMENT # 20 COMMENT #350,360,370,410 # 20 COMMENT XSECT-STD 1, Typical # 20 COMMENT Web height is uniform Section Throughout # 350 XSECT-A 2, 36.0 # 360 XSECT-B 0.5625, 0.5625, 16.5625, 16.5625, 0.0001, 0.0001 # 370 XSECT-C 20.00, 2.0, 0, 20.00, 2.0, 0 # 420 XSECT-H 8, 8, 1, 8, 8, 1.0 # 20 COMMENT # 20 COMMENT #350,360,370,410 # 20 COMMENT XSECT-STD 1, THREE COVER PLATE Midspan # 20 COMMENT Web height is uniform Section Throughout # 350 XSECT-A 3, 36.0 # 360 XSECT-B 0.5625, 0.5625, 16.5625, 16.5625, 0.0001, 0.0001 # 370 XSECT-C 20.00, 3.0, 0, 20.00, 3.0, 0 # 420 XSECT-H 8, 8, 1, 8, 8, 1.0 # 20 COMMENT # 20 COMMENT # 20 COMMENT # 20 COMMENT # 20 COMMENT ****** SPAN LENGTH & SECTION INFORMATION ****** # 20 COMMENT # 20 COMMENT # 20 COMMENT ------ Span 1, 100.0ft # 20 COMMENT # 20 COMMENT Span has constant web height with two changes in flange steel # 20 COMMENT where top cover plates two and then three are added # 20 COMMENT web depth is adjusted to top of angle flange as equivalent # 20 COMMENT fillet will be created by program per XSECT-H notes. # 20 COMMENT # 20 COMMENT # 20 COMMENT #460,#470,#480 # 460 SPAN-A 1, 100.0, 1, 90.875, 90.875, # 480 SPAN-C 1, 21.667, 1, 2 # 490 SPAN-D 30.833, 2, 3, 69.167, 3, 2 # 490 SPAN-D 78.333, 2, 1, 100.000, 1, 1 # 20 COMMENT # 20 COMMENT #500 # 500 FIXITY 0, 1, 0, 1, 1, 0 # 20 COMMENT # 20 COMMENT # 20 COMMENT ****** MATERIAL PROPERTIES ****** # 20 COMMENT # 20 COMMENT #530 # 530 PROPERTIES-ST1 490.0, 29000, 4.0, 36.0 # 20 COMMENT # 20 COMMENT # 20 COMMENT # 20 COMMENT ****** DEAD LOAD ****** # 20 COMMENT # 20 COMMENT #830 # 20 COMMENT # 830 DEAD-LOAD 1, 0, 0.001 # 20 COMMENT

C-103



# 20 COMMENT Steel Girder estimated at 533 lb/ft/gir # 20 COMMENT # 20 COMMENT # 20 COMMENT Concrete Deck + Curbs/Rails # 20 COMMENT # 20 COMMENT = 630 lbs/ft/gir 185lbs/ft/gir # 20 COMMENT = ~820 lbs/ft # 20 COMMENT # 20 COMMENT #840 # 840 LOAD-DESCR 1, 1, , Conc. Deck, Curb, & Rail # 20 COMMENT # 20 COMMENT #850 # 850 UNIFORM-DL1 1, 0.0, 0.82, 100.0, # 20 COMMENT # 20 COMMENT #840 # 840 LOAD-DESCR 2, 1, , Crossbraces # 20 COMMENT # 20 COMMENT 1,110 lbs/gir at each brace point # 20 COMMENT # 20 COMMENT # 20 COMMENT #860 # 860 POINT-DL 0.00, 1.110, 1, 16.67 # 860 POINT-DL 0.00, 1.110, 1, 33.33 # 860 POINT-DL 0.00, 1.110, 1, 50.00 # 860 POINT-DL 0.00, 1.110, 1, 66.67 # 860 POINT-DL 0.00, 1.110, 1, 83.33 # 20 COMMENT # 20 COMMENT # 20 COMMENT #840 # 20 COMMENT + two utilities & Conduits (~25lbs/ft x 1.2) =30lbs/ft for 1.5DW # 20 COMMENT # 840 LOAD-DESCR 3, 1, , Two Utilities # 20 COMMENT # 20 COMMENT #850 # 850 UNIFORM-DL1 1, 0.0, 0.030, 100.0 # 20 COMMENT # 20 COMMENT # 20 COMMENT # 20 COMMENT ****** Live Load ****** # 20 COMMENT # 20 COMMENT HS-20 TRUCK LOADING # 20 COMMENT # 20 COMMENT DF = 0.75 Trucks per Girder or 1.5 Wheels/girder # 20 COMMENT (never less than 0.50 Trucks per girder) # 20 COMMENT IMPACT FACTOR = 10% # 20 COMMENT # 20 COMMENT #880 # 880 LIVE-LOAD 3, 1.5, 100.00, 100.00, , 1, 0.10 # 20 COMMENT # 20 COMMENT AASHTO 1 TRUCK # 20 COMMENT #940 # 940 SPECIAL-TRUCK 3, 8, 15.0, 8.5, 4.0 # 940 SPECIAL-TRUCK 3, 8.5 # 20 COMMENT # 20 COMMENT AASHTO 2 TRUCK # 20 COMMENT #940 # 940 SPECIAL-TRUCK 4, 5, 11.0, 7.75, 4.0 # 940 SPECIAL-TRUCK 4, 7.75, 22.0, 7.75, 4.0 # 940 SPECIAL-TRUCK 4, 7.75 # 20 COMMENT # 20 COMMENT AASHTO 3 TRUCK # 20 COMMENT #940 # 940 SPECIAL-TRUCK 5, 6, 15.0, 6, 4.0 # 940 SPECIAL-TRUCK 5, 6, 15.0, 8, 16.0 # 940 SPECIAL-TRUCK 5, 7, 4.0, 7 # 20 COMMENT # 20 COMMENT # 20 COMMENT SU5 (31 ton) # 20 COMMENT #940 # 940 SPECIAL-TRUCK 6, 6, 10.0, 4, 4.0 # 940 SPECIAL-TRUCK 6, 4, 4.0, 8.5, 4.0 # 940 SPECIAL-TRUCK 6, 8.5 # 20 COMMENT # 20 COMMENT # 20 COMMENT FIRE PUMPER/TENDER' 49 (27 ton) # 20 COMMENT #940 # 940 SPECIAL-TRUCK 7, 7.5, 15.0, 9.75, 5.0 # 940 SPECIAL-TRUCK 7, 9.75 # 20 COMMENT # 20 COMMENT # 20 COMMENT KENWORTH T800 DUMP (27.5 ton) # 20 COMMENT #940 # 940 SPECIAL-TRUCK 8, 6, 6.5, 5, 4.5 # 940 SPECIAL-TRUCK 8, 8.25, 4.5, 8.25 # 20 COMMENT # 20 COMMENT LEEBOY 785 GRADER (12.75 ton) # 20 COMMENT #940 # 940 SPECIAL-TRUCK 9, 8.25, 12.33, 8.25, 5.0 # 940 SPECIAL-TRUCK 9, 8.25 # 20 COMMENT # 20 COMMENT SU4 + 80KIP LOWBOY (67.05 ton) # 20 COMMENT #940 # 940 SPECIAL-TRUCK 10, 6, 10.0, 4, 4.0 # 940 SPECIAL-TRUCK 10, 8.5, 4.0, 8.5, 25.0 # 940 SPECIAL-TRUCK 10, 13.35, 4.0, 13.35, 4.0

C-104



# 940 SPECIAL-TRUCK 10, 13.35 # 20 COMMENT # 20 COMMENT # 20 COMMENT # 20 COMMENT ***** ANALYSIS TYPE ***** # 20 COMMENT # 20 COMMENT #980 # 980 DESIGN 3, 1 # 20 COMMENT # 20 COMMENT Load Factors: 1.25DL, 1.50DW (included in Utilities) & 1.40LL (legal load) # 20 COMMENT PARKS DEPT. Pedestrian Bridge, low volume road with effective enforcement # 20 COMMENT (Table B6A-1, but SU5 and Permit rating could be as low as 1.15LL) # 20 COMMENT # 20 COMMENT Impace = 10% Smooth Riding Surface and new deck coding 7 # 20 COMMENT # 20 COMMENT Resistance Factors # 20 COMMENT Satisfactory Condition, Non-Redundant Riveted Two-girder superstructure # 20 COMMENT Phi = 1.0 x 0.90 x 1.0 base for steel = 0.90 # 20 COMMENT (Table 6A.4.2.4-1) # 20 COMMENT # 20 COMMENT #990 CASE D # 990 INVENTORY 1.0, 1.25, 1.40, 0.90, 0.90 # 20 COMMENT # 20 COMMENT # 20 COMMENT ---- Positive Moment, Span 1 at 0.50L # 20 COMMENT # 20 COMMENT #1030 # 1030 STEEL-1 104, 3, # 1060 STEEL-4 ,,,,,3, # 20 COMMENT # 20 COMMENT #1030 # 1030 STEEL-1 105, 3, # 1060 STEEL-4 ,,,,,3, # 20 COMMENT # 20 COMMENT ---- Shear Span 1 at 0.0L # 20 COMMENT (Double 3/4" angles at bearing stiffeners) # 20 COMMENT # 20 COMMENT #1030 # 1030 STEEL-1 100, 3, , 100, 6.0, 0.75, 36, 1.8, 1, 1 # 1040 STEEL-2 0, 16.67, , , , , 0.00, 0.00 # 1060 STEEL-4 36, 0.75, 2, 1.5, 6, 3, 2.0, 16.67, 1.0e+10 # 20 COMMENT # 28 END ***************************** END OF DATA SET 1 *****************************

C-105



WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 1 WB-STL4.DAT Wilburton Bridge Load Rating BEAM PROPERTIES STRAIGHT LINE WEB DEPTH VARIATION. SPAN NO. 1 SPAN LENGTH = 100.000 SPAN RATIO = 1.000 CONSTRUCTION STAGE 1 E= 29000. KSI WEB XSECT MOMENT OF DIST TO WIDTH OF WIDTH OF FLANGE THICKNESS FLANGE WIDTH POINT DIST DEPTH AREA INERTIA CENT(X) WEB TOP WEB BOT TOP BOT TOP BOT 1.000 .00 90.88 151.12 231066. 45.44 .563 .563 .000 .000 16.56 16.56 1.100 9.99 90.88 151.12 231066. 45.44 .563 .563 .000 .000 16.56 16.56 1.200 19.99 90.88 151.12 231066. 45.44 .563 .563 .000 .000 16.56 16.56 1.217 21.66 90.88 151.12 231066. 45.44 .563 .563 .000 .000 16.56 16.56 1.217 21.68 90.88 191.12 319195. 45.44 .563 .563 .000 .000 16.56 16.56 1.300 29.99 90.88 191.12 319195. 45.44 .563 .563 .000 .000 16.56 16.56 1.308 30.82 90.88 191.12 319195. 45.44 .563 .563 .000 .000 16.56 16.56 1.308 30.84 90.88 231.12 411119. 45.44 .563 .563 .000 .000 16.56 16.56 1.400 39.99 90.88 231.12 411119. 45.44 .563 .563 .000 .000 16.56 16.56 1.500 49.99 90.88 231.12 411119. 45.44 .563 .563 .000 .000 16.56 16.56 1.600 59.99 90.88 231.12 411119. 45.44 .563 .563 .000 .000 16.56 16.56 1.692 69.16 90.88 231.12 411119. 45.44 .563 .563 .000 .000 16.56 16.56 1.692 69.18 90.88 191.12 319195. 45.44 .563 .563 .000 .000 16.56 16.56 1.700 69.99 90.88 191.12 319195. 45.44 .563 .563 .000 .000 16.56 16.56 1.783 78.32 90.88 191.12 319195. 45.44 .563 .563 .000 .000 16.56 16.56 1.783 78.34 90.88 151.12 231066. 45.44 .563 .563 .000 .000 16.56 16.56 1.800 79.99 90.88 151.12 231066. 45.44 .563 .563 .000 .000 16.56 16.56 1.900 89.99 90.88 151.12 231066. 45.44 .563 .563 .000 .000 16.56 16.56 2.000 100.00 90.88 151.12 231066. 45.44 .563 .563 .000 .000 16.56 16.56 WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 2 WB-STL4.DAT Wilburton Bridge Load Rating BEAM PROPERTIES CONTINUE SPAN NO. 1 ____________________ ________________ __________________ __________ ____________ COVER PLT. THICKNESS COVER PLT. WIDTH DIST. - COVER PLT. AREA STEEL DIST.- STEEL POINT DIST TOP BOT TOP BOT TOP BOT TOP BOT TOP BOT 1.000 .00 1.00 1.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.100 9.99 1.00 1.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.200 19.99 1.00 1.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.217 21.66 1.00 1.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.217 21.68 2.00 2.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.300 29.99 2.00 2.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.308 30.82 2.00 2.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.308 30.84 3.00 3.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.400 39.99 3.00 3.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.500 49.99 3.00 3.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.600 59.99 3.00 3.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.692 69.16 3.00 3.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.692 69.18 2.00 2.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.700 69.99 2.00 2.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.783 78.32 2.00 2.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.783 78.34 1.00 1.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.800 79.99 1.00 1.00 20.00 20.00 .00 .00 .00 .00 .00 .00 1.900 89.99 1.00 1.00 20.00 20.00 .00 .00 .00 .00 .00 .00 2.000 100.00 1.00 1.00 20.00 20.00 .00 .00 .00 .00 .00 .00

C-106



WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 3 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED STATIC LOAD ** ** CONSTRUCTION STAGE 1 ** ACTIONS AND DISPLACEMENTS FOR GIRDER WEIGHT LENGTH OF SPAN NO. 1 = 100.00 FEET DEFLECT. DEFLECT. POINT MOMENT AXIAL SHEAR REACTION X Y NO. K-FT KIPS KIPS KIPS FEET FEET 1.00R .0 .0 32.2 32.2 .00000 .00000 1.10 296.1 .0 27.0 .00000 .00421 1.20 540.7 .0 21.9 .00000 .00780 1.30 729.2 .0 15.5 .00000 .01036 1.40 847.1 .0 7.9 .00000 .01191 1.50 886.4 .0 .0 .00000 .01244 1.60 847.1 .0 -7.9 .00000 .01191 1.70 729.2 .0 -15.6 .00000 .01036 1.80 540.7 .0 -21.9 .00000 .00780 1.90 296.1 .0 -27.0 .00000 .00421 1.10L .0 .0 -32.2 32.2 .00000 .00000 Rotation at left end = .00043 Rotation at right end = -.00043 radians WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 4 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED STATIC LOAD ** ** CONSTRUCTION STAGE 1 ** ACTIONS AND DISPLACEMENTS FOR SUPERIMPOSED DEAD LOAD GROUP #1 LENGTH OF SPAN NO. 1 = 100.00 FEET LOAD DESCRIPTION IS ** Conc. Deck, Curb, & Rail ** DEFLECT. DEFLECT. POINT MOMENT AXIAL SHEAR REACTION X Y NO. K-FT KIPS KIPS KIPS FEET FEET 1.00R .0 .0 41.0 41.0 .00000 .00000 1.10 369.0 .0 32.8 .00000 .00501 1.20 656.0 .0 24.6 .00000 .00925 1.30 861.7 .0 14.8 .00000 .01225 1.40 984.0 .0 8.2 .00000 .01404 1.50 1025.0 .0 .0 .00000 .01466 1.60 984.0 .0 -8.2 .00000 .01404 1.70 861.0 .0 -16.4 .00000 .01225 1.80 656.0 .0 -24.6 .00000 .00925 1.90 369.0 .0 -32.8 .00000 .00501 1.10L .0 .0 -41.0 41.0 .00000 .00000 Rotation at left end = .00052 Rotation at right end = -.00052 radians WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 5 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED STATIC LOAD ** ** CONSTRUCTION STAGE 1 ** ACTIONS AND DISPLACEMENTS FOR SUPERIMPOSED DEAD LOAD GROUP #2 LENGTH OF SPAN NO. 1 = 100.00 FEET LOAD DESCRIPTION IS ** Crossbraces ** DEFLECT. DEFLECT. POINT MOMENT AXIAL SHEAR REACTION X Y NO. K-FT KIPS KIPS KIPS FEET FEET 1.00R .0 .0 2.8 2.8 .00000 .00000 1.10 27.7 .0 2.8 .00000 .00040 1.20 51.8 .0 1.7 .00000 .00073 1.30 68.5 .0 1.7 .00000 .00097 1.40 77.7 .0 .6 .00000 .00111 1.50 83.3 .0 -.6 .00000 .00116 1.60 77.7 .0 -.6 .00000 .00111 1.70 68.5 .0 -1.7 .00000 .00097 1.80 51.8 .0 -1.7 .00000 .00073 1.90 27.7 .0 -2.8 .00000 .00040 1.10L .0 .0 -2.8 2.8 .00000 .00000 Rotation at left end = .00004 Rotation at right end = -.00004 radians

C-107



WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 6 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED STATIC LOAD ** ** CONSTRUCTION STAGE 1 ** ACTIONS AND DISPLACEMENTS FOR SUPERIMPOSED DEAD LOAD GROUP #3 LENGTH OF SPAN NO. 1 = 100.00 FEET LOAD DESCRIPTION IS ** Two Utilities ** DEFLECT. DEFLECT. POINT MOMENT AXIAL SHEAR REACTION X Y NO. K-FT KIPS KIPS KIPS FEET FEET 1.00R .0 .0 1.5 1.5 .00000 .00000 1.10 13.5 .0 1.2 .00000 .00018 1.20 24.0 .0 .9 .00000 .00034 1.30 31.5 .0 .6 .00000 .00045 1.40 36.0 .0 .3 .00000 .00051 1.50 37.5 .0 .0 .00000 .00054 1.60 36.0 .0 -.3 .00000 .00051 1.70 31.5 .0 -.6 .00000 .00045 1.80 24.0 .0 -.9 .00000 .00034 1.90 13.5 .0 -1.2 .00000 .00018 1.10L .0 .0 -1.5 1.5 .00000 .00000 Rotation at left end = .00002 Rotation at right end = -.00002 radians WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 7 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED LIVE LOADS ** ** CONSTRUCTION STAGE 1 ** LENGTH OF SPAN NO. 1 = 100.00 FEET MAX ACTIONS AND DISPLACEMENTS FOR LIVE LOAD NO. 1: AASHTO HS20-44 (MS 18) TRUCK WHEEL DISTRIBUTION FACTOR = 1.500 POINT POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG MOMENT MOMENT AXIAL AXIAL SHEAR SHEAR REACT. REACT. X X Y Y REACT. REACT. DEF. DEF. DEF. DEF IMPACT IMPACT K-FT K-FT KIPS KIPS KIPS KIPS KIPS KIPS FEET FEET FEET FEET % % 1.00R .0 .0 .0 .0 53.3 .0 53.3 .0 .0000 .0000 .0000 .0000 10.00 .00 1.10 479.2 .0 .0 .0 47.9 -2.6 .0000 .0000 .0053 .0000 1.20 839.6 .0 .0 .0 42.0 -6.9 .0000 .0000 .0099 .0000 1.30 1081.1 .0 .0 .0 36.0 -12.3 .0000 .0000 .0132 .0000 1.40 1222.3 .0 .0 .0 30.1 -18.2 .0000 .0000 .0152 .0000 1.50 1254.0 .0 .0 .0 24.2 -24.2 .0000 .0000 .0158 .0000 1.60 1222.3 .0 .0 .0 18.2 -30.1 .0000 .0000 .0152 .0000 1.70 1081.1 .0 .0 .0 11.9 -36.0 .0000 .0000 .0132 .0000 1.80 839.5 .0 .0 .0 6.8 -42.0 .0000 .0000 .0099 .0000 1.90 479.2 .0 .0 .0 2.6 -47.9 .0000 .0000 .0053 .0000 1.10L .0 .0 .0 .0 .0 -53.3 53.3 .0 .0000 .0000 .0000 .0000 10.00 .00 Pos. Rotation at left end = .00054 Pos. Rotation at right end = .00000 radians Neg. Rotation at left end = .00000 Neg. Rotation at right end = -.00054 radians Note: Deflections include impact and are based on the same wheel fraction as moment and shear, etc. No compensation made for multiple girders or total I. See Command 880 LIVE_LOAD WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 8 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED LIVE LOADS ** ** CONSTRUCTION STAGE 1 ** LENGTH OF SPAN NO. 1 = 100.00 FEET MAX ACTIONS AND DISPLACEMENTS FOR LIVE LOAD NO. 2: AASHTO HS20-44 (MS 18) LANE WHEEL DISTRIBUTION FACTOR = 1.500 POINT POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG MOMENT MOMENT AXIAL AXIAL SHEAR SHEAR REACT. REACT. X X Y Y REACT. REACT. DEF. DEF. DEF. DEF IMPACT IMPACT K-FT K-FT KIPS KIPS KIPS KIPS KIPS KIPS FEET FEET FEET FEET % % 1.00R .0 .0 .0 .0 47.4 .0 47.4 .0 .0000 .0000 .0000 .0000 10.00 .00 1.10 371.2 .0 .0 .0 40.9 -2.4 .0000 .0000 .0046 .0000 1.20 659.9 .0 .0 .0 34.3 -5.4 .0000 .0000 .0085 .0000 1.30 866.2 .0 .0 .0 28.1 -8.9 .0000 .0000 .0113 .0000 1.40 989.9 .0 .0 .0 22.5 -12.9 .0000 .0000 .0130 .0000 1.50 1031.1 .0 .0 .0 17.5 -17.5 .0000 .0000 .0136 .0000 1.60 989.8 .0 .0 .0 12.9 -22.5 .0000 .0000 .0130 .0000 1.70 866.1 .0 .0 .0 8.7 -28.1 .0000 .0000 .0113 .0000 1.80 659.8 .0 .0 .0 5.4 -34.3 .0000 .0000 .0085 .0000 1.90 371.0 .0 .0 .0 2.4 -40.9 .0000 .0000 .0046 .0000 1.10L .0 .0 .0 .0 .0 -47.1 47.4 .0 .0000 .0000 .0000 .0000 10.00 .00 Pos. Rotation at left end = .00047 Pos. Rotation at right end = .00000 radians Neg. Rotation at left end = .00000 Neg. Rotation at right end = .00000 radians

C-108



WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 9 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED LIVE LOADS ** ** CONSTRUCTION STAGE 1 ** LENGTH OF SPAN NO. 1 = 100.00 FEET MAX ACTIONS AND DISPLACEMENTS FOR LIVE LOAD NO. 3: SPECIAL-LOAD WHEEL DISTRIBUTION FACTOR = 1.500 POINT POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG MOMENT MOMENT AXIAL AXIAL SHEAR SHEAR REACT. REACT. X X Y Y REACT. REACT. DEF. DEF. DEF. DEF IMPACT IMPACT K-FT K-FT KIPS KIPS KIPS KIPS KIPS KIPS FEET FEET FEET FEET % % 1.00R .0 .0 .0 .0 37.8 .0 37.8 .0 .0000 .0000 .0000 .0000 10.00 .00 1.10 340.6 .0 .0 .0 34.1 -2.2 .0000 .0000 .0037 .0000 1.20 598.6 .0 .0 .0 29.9 -5.2 .0000 .0000 .0069 .0000 1.30 774.2 .0 .0 .0 25.8 -9.3 .0000 .0000 .0092 .0000 1.40 877.1 .0 .0 .0 21.7 -13.4 .0000 .0000 .0106 .0000 1.50 904.2 .0 .0 .0 17.6 -17.6 .0000 .0000 .0111 .0000 1.60 877.1 .0 .0 .0 13.4 -21.7 .0000 .0000 .0106 .0000 1.70 774.2 .0 .0 .0 9.3 -25.8 .0000 .0000 .0092 .0000 1.80 598.6 .0 .0 .0 5.2 -29.9 .0000 .0000 .0069 .0000 1.90 340.6 .0 .0 .0 2.2 -34.1 .0000 .0000 .0037 .0000 1.10L .0 .0 .0 .0 .0 -37.8 37.8 .0 .0000 .0000 .0000 .0000 10.00 .00 Pos. Rotation at left end = .00038 Pos. Rotation at right end = .00000 radians Neg. Rotation at left end = .00000 Neg. Rotation at right end = -.00038 radians WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 10 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED LIVE LOADS ** ** CONSTRUCTION STAGE 1 ** LENGTH OF SPAN NO. 1 = 100.00 FEET MAX ACTIONS AND DISPLACEMENTS FOR LIVE LOAD NO. 4: SPECIAL-LOAD WHEEL DISTRIBUTION FACTOR = 1.500 POINT POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG MOMENT MOMENT AXIAL AXIAL SHEAR SHEAR REACT. REACT. X X Y Y REACT. REACT. DEF. DEF. DEF. DEF IMPACT IMPACT K-FT K-FT KIPS KIPS KIPS KIPS KIPS KIPS FEET FEET FEET FEET % % 1.00R .0 .0 .0 .0 47.8 .0 47.8 .0 .0000 .0000 .0000 .0000 10.00 .00 1.10 424.0 .0 .0 .0 42.4 -2.0 .0000 .0000 .0050 .0000 1.20 729.3 .0 .0 .0 36.5 -4.6 .0000 .0000 .0093 .0000 1.30 953.8 .0 .0 .0 30.5 -7.6 .0000 .0000 .0123 .0000 1.40 1075.1 .0 .0 .0 24.6 -12.8 .0000 .0000 .0141 .0000 1.50 1090.7 .0 .0 .0 18.6 -18.6 .0000 .0000 .0147 .0000 1.60 1075.2 .0 .0 .0 12.8 -24.6 .0000 .0000 .0141 .0000 1.70 953.7 .0 .0 .0 7.7 -30.5 .0000 .0000 .0123 .0000 1.80 729.3 .0 .0 .0 4.6 -36.5 .0000 .0000 .0093 .0000 1.90 424.0 .0 .0 .0 2.0 -42.4 .0000 .0000 .0050 .0000 1.10L .0 .0 .0 .0 .0 -47.8 47.8 .0 .0000 .0000 .0000 .0000 10.00 .00 Pos. Rotation at left end = .00051 Pos. Rotation at right end = .00000 radians Neg. Rotation at left end = .00000 Neg. Rotation at right end = -.00051 radians WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 11 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED LIVE LOADS ** ** CONSTRUCTION STAGE 1 ** LENGTH OF SPAN NO. 1 = 100.00 FEET MAX ACTIONS AND DISPLACEMENTS FOR LIVE LOAD NO. 5: SPECIAL-LOAD WHEEL DISTRIBUTION FACTOR = 1.500 POINT POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG MOMENT MOMENT AXIAL AXIAL SHEAR SHEAR REACT. REACT. X X Y Y REACT. REACT. DEF. DEF. DEF. DEF IMPACT IMPACT K-FT K-FT KIPS KIPS KIPS KIPS KIPS KIPS FEET FEET FEET FEET % % 1.00R .0 .0 .0 .0 49.6 .0 49.6 .0 .0000 .0000 .0000 .0000 10.00 .00 1.10 436.3 .0 .0 .0 43.6 -1.8 .0000 .0000 .0052 .0000 1.20 747.1 .0 .0 .0 37.0 -4.2 .0000 .0000 .0097 .0000 1.30 945.8 .0 .0 .0 30.4 -7.8 .0000 .0000 .0128 .0000 1.40 1065.3 .0 .0 .0 23.8 -12.0 .0000 .0000 .0147 .0000 1.50 1105.5 .0 .0 .0 17.6 -17.6 .0000 .0000 .0153 .0000 1.60 1065.3 .0 .0 .0 12.0 -23.8 .0000 .0000 .0147 .0000 1.70 945.8 .0 .0 .0 7.7 -30.4 .0000 .0000 .0128 .0000 1.80 747.1 .0 .0 .0 4.1 -37.0 .0000 .0000 .0097 .0000 1.90 436.3 .0 .0 .0 1.8 -43.6 .0000 .0000 .0052 .0000 1.10L .0 .0 .0 .0 .0 -49.6 49.6 .0 .0000 .0000 .0000 .0000 10.00 .00 Pos. Rotation at left end = .00054 Pos. Rotation at right end = .00000 radians Neg. Rotation at left end = .00000 Neg. Rotation at right end = -.00054 radians

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WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 12 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED LIVE LOADS ** ** CONSTRUCTION STAGE 1 ** LENGTH OF SPAN NO. 1 = 100.00 FEET MAX ACTIONS AND DISPLACEMENTS FOR LIVE LOAD NO. 6: SPECIAL-LOAD WHEEL DISTRIBUTION FACTOR = 1.500 POINT POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG MOMENT MOMENT AXIAL AXIAL SHEAR SHEAR REACT. REACT. X X Y Y REACT. REACT. DEF. DEF. DEF. DEF IMPACT IMPACT K-FT K-FT KIPS KIPS KIPS KIPS KIPS KIPS FEET FEET FEET FEET % % 1.00R .0 .0 .0 .0 46.6 .0 46.6 .0 .0000 .0000 .0000 .0000 10.00 .00 1.10 419.8 .0 .0 .0 42.0 -2.4 .0000 .0000 .0046 .0000 1.20 737.2 .0 .0 .0 36.9 -6.4 .0000 .0000 .0086 .0000 1.30 957.7 .0 .0 .0 31.7 -11.2 .0000 .0000 .0115 .0000 1.40 1091.0 .0 .0 .0 26.6 -16.4 .0000 .0000 .0132 .0000 1.50 1122.0 .0 .0 .0 21.5 -21.5 .0000 .0000 .0138 .0000 1.60 1091.0 .0 .0 .0 16.4 -26.6 .0000 .0000 .0132 .0000 1.70 957.7 .0 .0 .0 11.4 -31.7 .0000 .0000 .0115 .0000 1.80 737.2 .0 .0 .0 6.3 -36.9 .0000 .0000 .0086 .0000 1.90 419.8 .0 .0 .0 2.4 -42.0 .0000 .0000 .0046 .0000 1.10L .0 .0 .0 .0 .0 -46.6 46.6 .0 .0000 .0000 .0000 .0000 10.00 .00 Pos. Rotation at left end = .00047 Pos. Rotation at right end = .00000 radians Neg. Rotation at left end = .00000 Neg. Rotation at right end = -.00047 radians WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 13 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED LIVE LOADS ** ** CONSTRUCTION STAGE 1 ** LENGTH OF SPAN NO. 1 = 100.00 FEET MAX ACTIONS AND DISPLACEMENTS FOR LIVE LOAD NO. 7: SPECIAL-LOAD WHEEL DISTRIBUTION FACTOR = 1.500 POINT POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG MOMENT MOMENT AXIAL AXIAL SHEAR SHEAR REACT. REACT. X X Y Y REACT. REACT. DEF. DEF. DEF. DEF IMPACT IMPACT K-FT K-FT KIPS KIPS KIPS KIPS KIPS KIPS FEET FEET FEET FEET % % 1.00R .0 .0 .0 .0 40.8 .0 40.8 .0 .0000 .0000 .0000 .0000 10.00 .00 1.10 368.2 .0 .0 .0 36.8 -2.4 .0000 .0000 .0040 .0000 1.20 647.2 .0 .0 .0 32.4 -5.6 .0000 .0000 .0075 .0000 1.30 837.2 .0 .0 .0 27.9 -10.1 .0000 .0000 .0100 .0000 1.40 946.7 .0 .0 .0 23.5 -14.5 .0000 .0000 .0115 .0000 1.50 980.7 .0 .0 .0 19.0 -19.0 .0000 .0000 .0120 .0000 1.60 946.7 .0 .0 .0 14.5 -23.5 .0000 .0000 .0115 .0000 1.70 837.2 .0 .0 .0 10.0 -27.9 .0000 .0000 .0100 .0000 1.80 647.2 .0 .0 .0 5.6 -32.4 .0000 .0000 .0075 .0000 1.90 368.2 .0 .0 .0 2.4 -36.8 .0000 .0000 .0040 .0000 1.10L .0 .0 .0 .0 .0 -40.8 40.8 .0 .0000 .0000 .0000 .0000 10.00 .00 Pos. Rotation at left end = .00041 Pos. Rotation at right end = .00000 radians Neg. Rotation at left end = .00000 Neg. Rotation at right end = -.00041 radians WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 14 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED LIVE LOADS ** ** CONSTRUCTION STAGE 1 ** LENGTH OF SPAN NO. 1 = 100.00 FEET MAX ACTIONS AND DISPLACEMENTS FOR LIVE LOAD NO. 8: SPECIAL-LOAD WHEEL DISTRIBUTION FACTOR = 1.500 POINT POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG MOMENT MOMENT AXIAL AXIAL SHEAR SHEAR REACT. REACT. X X Y Y REACT. REACT. DEF. DEF. DEF. DEF IMPACT IMPACT K-FT K-FT KIPS KIPS KIPS KIPS KIPS KIPS FEET FEET FEET FEET % % 1.00R .0 .0 .0 .0 41.9 .0 41.9 .0 .0000 .0000 .0000 .0000 10.00 .00 1.10 378.3 .0 .0 .0 37.8 -2.1 .0000 .0000 .0041 .0000 1.20 665.9 .0 .0 .0 33.3 -6.1 .0000 .0000 .0077 .0000 1.30 862.7 .0 .0 .0 28.8 -10.5 .0000 .0000 .0103 .0000 1.40 991.4 .0 .0 .0 24.2 -15.1 .0000 .0000 .0119 .0000 1.50 1029.4 .0 .0 .0 19.7 -19.7 .0000 .0000 .0124 .0000 1.60 991.4 .0 .0 .0 15.1 -24.2 .0000 .0000 .0119 .0000 1.70 862.8 .0 .0 .0 10.6 -28.8 .0000 .0000 .0103 .0000 1.80 665.9 .0 .0 .0 6.0 -33.3 .0000 .0000 .0077 .0000 1.90 378.3 .0 .0 .0 2.1 -37.8 .0000 .0000 .0041 .0000 1.10L .0 .0 .0 .0 .0 -41.9 41.9 .0 .0000 .0000 .0000 .0000 10.00 .00 Pos. Rotation at left end = .00042 Pos. Rotation at right end = .00000 radians Neg. Rotation at left end = .00000 Neg. Rotation at right end = -.00042 radians

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WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 15 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED LIVE LOADS ** ** CONSTRUCTION STAGE 1 ** LENGTH OF SPAN NO. 1 = 100.00 FEET MAX ACTIONS AND DISPLACEMENTS FOR LIVE LOAD NO. 9: SPECIAL-LOAD WHEEL DISTRIBUTION FACTOR = 1.500 POINT POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG MOMENT MOMENT AXIAL AXIAL SHEAR SHEAR REACT. REACT. X X Y Y REACT. REACT. DEF. DEF. DEF. DEF IMPACT IMPACT K-FT K-FT KIPS KIPS KIPS KIPS KIPS KIPS FEET FEET FEET FEET % % 1.00R .0 .0 .0 .0 37.4 .0 37.4 .0 .0000 .0000 .0000 .0000 10.00 .00 1.10 337.6 .0 .0 .0 33.8 -2.0 .0000 .0000 .0037 .0000 1.20 593.5 .0 .0 .0 29.7 -5.2 .0000 .0000 .0069 .0000 1.30 767.7 .0 .0 .0 25.6 -9.3 .0000 .0000 .0092 .0000 1.40 873.9 .0 .0 .0 21.5 -13.3 .0000 .0000 .0106 .0000 1.50 905.2 .0 .0 .0 17.4 -17.4 .0000 .0000 .0111 .0000 1.60 873.9 .0 .0 .0 13.3 -21.5 .0000 .0000 .0106 .0000 1.70 767.7 .0 .0 .0 9.4 -25.6 .0000 .0000 .0092 .0000 1.80 593.5 .0 .0 .0 5.2 -29.7 .0000 .0000 .0069 .0000 1.90 337.6 .0 .0 .0 2.0 -33.8 .0000 .0000 .0037 .0000 1.10L .0 .0 .0 .0 .0 -37.4 37.4 .0 .0000 .0000 .0000 .0000 10.00 .00 Pos. Rotation at left end = .00038 Pos. Rotation at right end = .00000 radians Neg. Rotation at left end = .00000 Neg. Rotation at right end = -.00038 radians WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 16 WB-STL4.DAT Wilburton Bridge Load Rating ** GIRDER ACTIONS DUE TO APPLIED LIVE LOADS ** ** CONSTRUCTION STAGE 1 ** LENGTH OF SPAN NO. 1 = 100.00 FEET MAX ACTIONS AND DISPLACEMENTS FOR LIVE LOAD NO. 10: SPECIAL-LOAD WHEEL DISTRIBUTION FACTOR = 1.500 POINT POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG MOMENT MOMENT AXIAL AXIAL SHEAR SHEAR REACT. REACT. X X Y Y REACT. REACT. DEF. DEF. DEF. DEF IMPACT IMPACT K-FT K-FT KIPS KIPS KIPS KIPS KIPS KIPS FEET FEET FEET FEET % % 1.00R .0 .0 .0 .0 89.3 .0 89.3 .0 .0000 .0000 .0000 .0000 10.00 .00 1.10 793.5 .0 .0 .0 79.4 -4.0 .0000 .0000 .0090 .0000 1.20 1366.2 .0 .0 .0 68.3 -10.6 .0000 .0000 .0167 .0000 1.30 1761.5 .0 .0 .0 57.2 -17.0 .0000 .0000 .0221 .0000 1.40 1936.3 .0 .0 .0 46.2 -25.2 .0000 .0000 .0252 .0000 1.50 1933.2 .0 .0 .0 35.2 -35.2 .0000 .0000 .0261 .0000 1.60 1936.3 .0 .0 .0 25.2 -46.2 .0000 .0000 .0252 .0000 1.70 1761.5 .0 .0 .0 17.6 -57.2 .0000 .0000 .0221 .0000 1.80 1366.2 .0 .0 .0 10.5 -68.3 .0000 .0000 .0167 .0000 1.90 793.5 .0 .0 .0 4.0 -79.4 .0000 .0000 .0090 .0000 1.10L .0 .0 .0 .0 .0 -89.3 89.3 .0 .0000 .0000 .0000 .0000 10.00 .00 Pos. Rotation at left end = .00092 Pos. Rotation at right end = .00000 radians Neg. Rotation at left end = .00000 Neg. Rotation at right end = -.00092 radians WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 17 WB-STL4.DAT Wilburton Bridge Load Rating ** TOTAL GIRDER ACTIONS AND DISPLACEMENTS FOR STAGE 1 ** COMBINED UNFACTORED DEAD LOAD ACTIONS LENGTH OF SPAN NO. 1 = 100.00 FEET MAX MIN MAX MIN MAX MIN POINT MOMENT MOMENT AXIAL AXIAL SHEAR SHEAR REACTION DEFLECTION NO. (ft-kips) (ft-kips) (kips) (kips) (kips) (kips) (kips) (feet) 1.00R .0 .0 .0 .0 77.5 .0 77.5 .0000 1.10 706.3 .0 .0 .0 63.8 .0 .0098 1.20 1272.5 .0 .0 .0 49.0 .0 .0181 1.30 1690.8 .0 .0 .0 32.6 .0 .0240 1.40 1944.8 .0 .0 .0 16.9 .0 .0276 1.50 2032.2 .0 .0 .0 .0 -.6 .0288 1.60 1944.8 .0 .0 .0 .0 -16.9 .0276 1.70 1690.1 .0 .0 .0 .0 -34.3 .0240 1.80 1272.5 .0 .0 .0 .0 -49.1 .0181 1.90 706.3 .0 .0 .0 .0 -63.8 .0098 1.10L .0 .0 .0 .0 .0 -77.5 77.5 .0000

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WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 18 WB-STL4.DAT Wilburton Bridge Load Rating ** TOTAL GIRDER ACTIONS AND DISPLACEMENTS FOR STAGE 1 ** DEAD LOAD + CONTROLLING UNFACTORED LIVE LOAD ACTIONS LENGTH OF SPAN NO. 1 = 100.00 FEET GOVERNING LIVE LOAD NUMBER IS SHOWN IN PARENTHESIS MAX MIN MAX MIN MAX MIN MAX MIN MAX MIN POINT MOMENT MOMENT AXIAL AXIAL SHEAR SHEAR REACTION REACTION DEFLECT. DEFLECT. K-FT K-FT KIPS KIPS KIPS KIPS KIPS KIPS FEET FEET 1.00R .0 .0 .0 .0 89.3 .0 89.3 .0 .00000 .00000 (10) (10) ( 1) ( 1) (10) ( 1) (10) ( 1) (10) ( 1) 1.10 793.5 .0 .0 .0 79.4 -4.0 .00899 .00000 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.20 1366.2 .0 .0 .0 68.3 -10.6 .01665 .00000 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.30 1761.5 .0 .0 .0 57.2 -17.0 .02205 .00000 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.40 1936.3 .0 .0 .0 46.2 -25.2 .02518 .00000 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.50 1933.2 .0 .0 .0 35.2 -35.2 .02612 .00000 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.60 1936.3 .0 .0 .0 25.2 -46.2 .02518 .00000 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.70 1761.5 .0 .0 .0 17.6 -57.2 .02205 .00000 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.80 1366.2 .0 .0 .0 10.5 -68.3 .01665 .00000 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.90 793.5 .0 .0 .0 4.0 -79.4 .00899 .00000 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.10L .0 .0 .0 .0 .0 -89.3 89.3 .0 .00000 .00000 (10) ( 1) ( 1) ( 1) ( 1) (10) (10) ( 1) (10) ( 1) WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 19 WB-STL4.DAT Wilburton Bridge Load Rating ** TOTAL GIRDER ACTIONS AND DISPLACEMENTS FOR ALL DEAD LOADS AND MAXIMUM LIVE LOADS ** LOAD LEVEL NO. 1: 1.00( 1.25 * D + 1.40 * L ) LENGTH OF SPAN NO. 1 = 100.00 FEET GOVERNING LIVE LOAD NUMBER IS SHOWN IN PARENTHESIS MAX MIN MAX MIN MAX MIN MAX MIN MAX MIN POINT MOMENT MOMENT AXIAL AXIAL SHEAR SHEAR REACTION REACTION DEFLECT. DEFLECT. K-FT K-FT KIPS KIPS KIPS KIPS KIPS KIPS FEET FEET 1.00R .0 .0 .0 .0 221.8 96.8 221.8 96.8 .00000 .00000 (10) (10) ( 1) ( 1) (10) ( 1) (10) ( 1) (10) ( 1) 1.10 1993.8 882.9 .0 .0 190.9 74.2 .02485 .01226 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.20 3503.3 1590.6 .0 .0 156.9 46.5 .04596 .02265 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.30 4579.6 2113.5 .0 .0 120.8 16.9 .06090 .03003 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.40 5141.8 2431.0 .0 .0 85.8 -14.1 .06972 .03447 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.50 5246.8 2540.2 .0 .0 48.6 -50.0 .07256 .03599 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.60 5141.8 2431.0 .0 .0 14.1 -85.8 .06972 .03447 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.70 4578.7 2112.6 .0 .0 -18.2 -123.0 .06090 .03003 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.80 3503.3 1590.6 .0 .0 -46.6 -156.9 .04596 .02265 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.90 1993.8 882.9 .0 .0 -74.2 -190.9 .02485 .01226 (10) ( 1) ( 1) ( 1) (10) (10) (10) ( 1) 1.10L .0 .0 .0 .0 -96.8 -221.8 221.8 96.8 .00000 .00000 (10) ( 1) ( 1) ( 1) ( 1) (10) (10) ( 1) (10) ( 1) This begins the analysis for shear capacity for truck no. 1, Load Level No. 1 Stage No. 1 Analysis point number 100.000 Performing Rating Factor Calculations Analysis Point: 100.00 Load Level : 1 Truck No. : 1 - AASHTO HS20-44 (MS 18) TRUCK Load Factors: Gamma = 1.00 Phi(flexure) = .90 Beta (DL) = 1.25 Phi(shear) = .90 Beta (LL) = 1.40 Phi(bearing) = 1.00 The program now calls for stiffener checks and shear calculations based on the allowable moment

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PERFORMING AASHTO SPECIFICATION CHECKS - 10.48.7 Bearing Stiffeners CONSTRUCTION STAGE: 1 ANALYSIS POINT : 100.00 AASHTO REFERENCE: 10.34.6.1 - Bearing Stiffener Thickness EQUATION NO. : (10-35) Input Parameters: b’ = 6.000 (in) Fy = 36000. (psi) AASHTO Min. thickness, b’/12 * sqrt(Fy/33,000) = .5222 Actual Bearing Stiffener Thickness: b’ = 1.5000 Return Code : pass AASHTO REFERENCE: Bearing Stiffener Strength Input Parameters: Bearing Stiffener Thickness (bst) = 1.500 (in) Bearing Stiffener Width (bsw) = 6.000 (in) Bearing Stiffener Clip (bcl) = .750 (in) Bearing Stiffener Yield (Fy) = 36000.0 (psi) Web Thickness (tw) = .563 (in) Calculated Properties - AASHTO 10.34.6 A = 2[(bsw * bst)] + (18 * tw^2) = 23.695 (in^2) I = 2[1/12(bst)(bsw)^3 + (bst)(bsw)(bsw/2 + tw/2)^2 + 1/12(18tw)(tw)^3 = 247.949 (in^4) r = sqrt(I/A) = 3.235 (in) Slenderness Ratio (K * Lc)/r [AASHTO 10.54.1.1] K = .875 (conservatively assume pinned) [AASHTO 10.54.1.2] Lc = 90.875 (in) (K * Lc)/r = 24.581 Slenderness limit sqrt[(2 * pi^2 * E)/Fy ] [AASHTO 10.54.1.1] Limit = 126.099 Bearing Stiffener acts as a short column [AASHTO (10-151)] Effective Area (As) = 21.45 (in^2) Fcr = 35316.01 (psi) [AASHTO (10-151)] Pu = 643.76 (kips) [AASHTO (10-150)] Factored Reaction = 171.38 (kips) Return Code : pass PERFORMING AASHTO SPECIFICATION CHECKS - 10.48.5 Transversely Stiffened Girders CONSTRUCTION STAGE: 1 ANALYSIS POINT : 100.00 AASHTO REFERENCE: 10.48.5.1 - Web thickness EQUATION NO. : (10-104) or (10-120) Is the section symmetric : no Input Parameters: Dc = .000 (in) tw = .563 (in) Fy = 36000. (psi) AASHTO Limit : 18,250/sqrt(Fy) = 96.1859 Calculated Value: Dc/tw = .0000 Return Code : pass PERFORMING AASHTO SPECIFICATION CHECKS - 10.48.8 Shear CONSTRUCTION STAGE: 1 ANALYSIS POINT : 100.00 Input Parameters: Top Flange Width = 16.563 (in) Bottom Flange Width = 16.563 (in) Web Thickness = .563 (in) Web Depth = 90.875 (in) Web Yield Strength = 36000.00 (psi) Hybrid Girder (yes/no) : no Transverse Stiffeners Provided (yes/no) : yes Transverse Stiffener Spacing = 100.00 (in) Calculated Values: k = 9.1291 C = .4372 [AASHTO (10-117)] C based on k = 5 = .2395 (unstiffened web) do/D = 1.10 Vp = 1067.33 (kips) [AASHTO (10-115)] Calculated Ultimate Shear Capacity (Vu) Vu = 818.11 (kips) [AASHTO (10-114)] AASHTO REFERENCE: 10.48.8.1 - Girder Shear Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 1 - AASHTO HS20-44 (MS 18) TRUCK Input Parameters: v = 171.38 (kips) Vu = 818.11 (kips) Is the actual shear less than the limit : yes Return Code : pass AASHTO REFERENCE: 10.48.5.3 - Width-to-thickness ratio EQUATION NO. : (10-105)

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Input Parameters: b’ = 6.000 (in) t = .750 (in) Fy = 36000. (psi) AASHTO Limit : 2,600/sqrt(Fy) = 13.7032 Calculated Value: b’/t = 8.0000 Return Code : pass AASHTO REFERENCE: 10.48.5.3 - Transverse Stiffener Area EQUATION NO. : (10-106) Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 1 - AASHTO HS20-44 (MS 18) TRUCK Input Parameters: B = 1.80 D = 90.875 (in) tw = .563 C = .44 V = 171.38 (kips) Vu = 818.11 (kips) Y = 1.00 AASHTO Limit : A = -4.0682 Actual stiffener area = 4.5000 Return Code : pass AASHTO REFERENCE: 10.48.5.3 - Trans. Stiff. Moment of Inertia EQUATION NO. : (10-107) Input Parameters: do = 100.000 (in) D = 90.875 (in) tw = .563 (in) J = .500 AASHTO Limit : I = do * tw^3 * J = 8.899 (in^4) Calculated Value: I(actual) = 54.000 Return Code : pass Strength Rating Factor - Shear Dead Load Shear = 77.45 (kips) Live Load Shear = 53.26 (kips) Nominal Capacity Vn = 818.11 (kips) R.F. = [(Phi(shear) * Vn) - (Gamma * Beta(DL) * DLV)] ---------------------------------------------- (Gamma * Beta(LL) * LLV) R.F. = 8.58 Pos & neg shear both checked, only controlling data printed. Strength Rating Factor - Bearing Stiffeners Bearing Strength (BS) = 643.76 (kips) Dead Load Reaction (DLR) = 77.45 (kips) Live Load Reaction (LLR) = 53.26 (kips) R.F. = [(Phi(bearing) * BS) - (Gamma * Beta(DL) * DLR)] ------------------------------------------------ (Gamma * Beta(LL) * LLR) R.F. = 7.33 End of rating intermediate output for load case 1 truck no. 1 This begins the analysis for shear capacity for truck no. 2, Load Level No. 1 Stage No. 1 Analysis point number 100.000 Performing Rating Factor Calculations Analysis Point: 100.00 Load Level : 1 Truck No. : 2 - AASHTO HS20-44 (MS 18) LANE Load Factors: Gamma = 1.00 Phi(flexure) = .90 Beta (DL) = 1.25 Phi(shear) = .90 Beta (LL) = 1.40 Phi(bearing) = 1.00 The program now calls for stiffener checks and shear calculations based on the allowable moment Calculated Values: k = 9.1291 C = .4372 [AASHTO (10-117)] C based on k = 5 = .2395 (unstiffened web) do/D = 1.10 Vp = 1067.33 (kips) [AASHTO (10-115)] Calculated Ultimate Shear Capacity (Vu) Vu = 818.11 (kips) [AASHTO (10-114)] AASHTO REFERENCE: 10.48.8.1 - Girder Shear Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 2 - AASHTO HS20-44 (MS 18) LANE Input Parameters:

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v = 163.13 (kips) Vu = 818.11 (kips) Is the actual shear less than the limit : yes Return Code : pass AASHTO REFERENCE: 10.48.5.3 - Transverse Stiffener Area EQUATION NO. : (10-106) Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 2 - AASHTO HS20-44 (MS 18) LANE Input Parameters: B = 1.80 D = 90.875 (in) tw = .563 C = .44 V = 163.13 (kips) Vu = 818.11 (kips) Y = 1.00 AASHTO Limit : A = -4.1465 Actual stiffener area = 4.5000 Return Code : pass Strength Rating Factor - Shear Dead Load Shear = 77.45 (kips) Live Load Shear = 47.37 (kips) Nominal Capacity Vn = 818.11 (kips) R.F. = [(Phi(shear) * Vn) - (Gamma * Beta(DL) * DLV)] ---------------------------------------------- (Gamma * Beta(LL) * LLV) R.F. = 9.64 Pos & neg shear both checked, only controlling data printed. Strength Rating Factor - Bearing Stiffeners Bearing Strength (BS) = 643.76 (kips) Dead Load Reaction (DLR) = 77.45 (kips) Live Load Reaction (LLR) = 47.37 (kips) R.F. = [(Phi(bearing) * BS) - (Gamma * Beta(DL) * DLR)] ------------------------------------------------ (Gamma * Beta(LL) * LLR) R.F. = 8.25 End of rating intermediate output for load case 1 truck no. 2 This begins the analysis for shear capacity for truck no. 3, Load Level No. 1 Stage No. 1 Analysis point number 100.000 Performing Rating Factor Calculations Analysis Point: 100.00 Load Level : 1 Truck No. : 3 - SPECIAL-LOAD Load Factors: Gamma = 1.00 Phi(flexure) = .90 Beta (DL) = 1.25 Phi(shear) = .90 Beta (LL) = 1.40 Phi(bearing) = 1.00 The program now calls for stiffener checks and shear calculations based on the allowable moment Calculated Values: k = 9.1291 C = .4372 [AASHTO (10-117)] C based on k = 5 = .2395 (unstiffened web) do/D = 1.10 Vp = 1067.33 (kips) [AASHTO (10-115)] Calculated Ultimate Shear Capacity (Vu) Vu = 818.11 (kips) [AASHTO (10-114)] AASHTO REFERENCE: 10.48.8.1 - Girder Shear Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 3 - SPECIAL-LOAD Input Parameters: v = 149.69 (kips) Vu = 818.11 (kips) Is the actual shear less than the limit : yes Return Code : pass AASHTO REFERENCE: 10.48.5.3 - Transverse Stiffener Area EQUATION NO. : (10-106) Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 3 - SPECIAL-LOAD Input Parameters: B = 1.80 D = 90.875 (in) tw = .563

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C = .44 V = 149.69 (kips) Vu = 818.11 (kips) Y = 1.00 AASHTO Limit : A = -4.2741 Actual stiffener area = 4.5000 Return Code : pass Strength Rating Factor - Shear Dead Load Shear = 77.45 (kips) Live Load Shear = 37.77 (kips) Nominal Capacity Vn = 818.11 (kips) R.F. = [(Phi(shear) * Vn) - (Gamma * Beta(DL) * DLV)] ---------------------------------------------- (Gamma * Beta(LL) * LLV) R.F. = 12.09 Pos & neg shear both checked, only controlling data printed. Strength Rating Factor - Bearing Stiffeners Bearing Strength (BS) = 643.76 (kips) Dead Load Reaction (DLR) = 77.45 (kips) Live Load Reaction (LLR) = 37.77 (kips) R.F. = [(Phi(bearing) * BS) - (Gamma * Beta(DL) * DLR)] ------------------------------------------------ (Gamma * Beta(LL) * LLR) R.F. = 10.34 End of rating intermediate output for load case 1 truck no. 3 This begins the analysis for shear capacity for truck no. 4, Load Level No. 1 Stage No. 1 Analysis point number 100.000 Performing Rating Factor Calculations Analysis Point: 100.00 Load Level : 1 Truck No. : 4 - SPECIAL-LOAD Load Factors: Gamma = 1.00 Phi(flexure) = .90 Beta (DL) = 1.25 Phi(shear) = .90 Beta (LL) = 1.40 Phi(bearing) = 1.00 The program now calls for stiffener checks and shear calculations based on the allowable moment Calculated Values: k = 9.1291 C = .4372 [AASHTO (10-117)] C based on k = 5 = .2395 (unstiffened web) do/D = 1.10 Vp = 1067.33 (kips) [AASHTO (10-115)] Calculated Ultimate Shear Capacity (Vu) Vu = 818.11 (kips) [AASHTO (10-114)] AASHTO REFERENCE: 10.48.8.1 - Girder Shear Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 4 - SPECIAL-LOAD Input Parameters: v = 163.67 (kips) Vu = 818.11 (kips) Is the actual shear less than the limit : yes Return Code : pass AASHTO REFERENCE: 10.48.5.3 - Transverse Stiffener Area EQUATION NO. : (10-106) Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 4 - SPECIAL-LOAD Input Parameters: B = 1.80 D = 90.875 (in) tw = .563 C = .44 V = 163.67 (kips) Vu = 818.11 (kips) Y = 1.00 AASHTO Limit : A = -4.1414 Actual stiffener area = 4.5000 Return Code : pass Strength Rating Factor - Shear Dead Load Shear = 77.45 (kips) Live Load Shear = 47.75 (kips) Nominal Capacity Vn = 818.11 (kips)

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R.F. = [(Phi(shear) * Vn) - (Gamma * Beta(DL) * DLV)] ---------------------------------------------- (Gamma * Beta(LL) * LLV) R.F. = 9.57 Pos & neg shear both checked, only controlling data printed. Strength Rating Factor - Bearing Stiffeners Bearing Strength (BS) = 643.76 (kips) Dead Load Reaction (DLR) = 77.45 (kips) Live Load Reaction (LLR) = 47.75 (kips) R.F. = [(Phi(bearing) * BS) - (Gamma * Beta(DL) * DLR)] ------------------------------------------------ (Gamma * Beta(LL) * LLR) R.F. = 8.18 End of rating intermediate output for load case 1 truck no. 4 This begins the analysis for shear capacity for truck no. 5, Load Level No. 1 Stage No. 1 Analysis point number 100.000 Performing Rating Factor Calculations Analysis Point: 100.00 Load Level : 1 Truck No. : 5 - SPECIAL-LOAD Load Factors: Gamma = 1.00 Phi(flexure) = .90 Beta (DL) = 1.25 Phi(shear) = .90 Beta (LL) = 1.40 Phi(bearing) = 1.00 The program now calls for stiffener checks and shear calculations based on the allowable moment Calculated Values: k = 9.1291 C = .4372 [AASHTO (10-117)] C based on k = 5 = .2395 (unstiffened web) do/D = 1.10 Vp = 1067.33 (kips) [AASHTO (10-115)] Calculated Ultimate Shear Capacity (Vu) Vu = 818.11 (kips) [AASHTO (10-114)] AASHTO REFERENCE: 10.48.8.1 - Girder Shear Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 5 - SPECIAL-LOAD Input Parameters: v = 166.21 (kips) Vu = 818.11 (kips) Is the actual shear less than the limit : yes Return Code : pass AASHTO REFERENCE: 10.48.5.3 - Transverse Stiffener Area EQUATION NO. : (10-106) Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 5 - SPECIAL-LOAD Input Parameters: B = 1.80 D = 90.875 (in) tw = .563 C = .44 V = 166.21 (kips) Vu = 818.11 (kips) Y = 1.00 AASHTO Limit : A = -4.1173 Actual stiffener area = 4.5000 Return Code : pass Strength Rating Factor - Shear Dead Load Shear = 77.45 (kips) Live Load Shear = 49.57 (kips) Nominal Capacity Vn = 818.11 (kips) R.F. = [(Phi(shear) * Vn) - (Gamma * Beta(DL) * DLV)] ---------------------------------------------- (Gamma * Beta(LL) * LLV) R.F. = 9.22 Pos & neg shear both checked, only controlling data printed. Strength Rating Factor - Bearing Stiffeners Bearing Strength (BS) = 643.76 (kips) Dead Load Reaction (DLR) = 77.45 (kips) Live Load Reaction (LLR) = 49.57 (kips)

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R.F. = [(Phi(bearing) * BS) - (Gamma * Beta(DL) * DLR)] ------------------------------------------------ (Gamma * Beta(LL) * LLR) R.F. = 7.88 End of rating intermediate output for load case 1 truck no. 5 This begins the analysis for shear capacity for truck no. 6, Load Level No. 1 Stage No. 1 Analysis point number 100.000 Performing Rating Factor Calculations Analysis Point: 100.00 Load Level : 1 Truck No. : 6 - SPECIAL-LOAD Load Factors: Gamma = 1.00 Phi(flexure) = .90 Beta (DL) = 1.25 Phi(shear) = .90 Beta (LL) = 1.40 Phi(bearing) = 1.00 The program now calls for stiffener checks and shear calculations based on the allowable moment Calculated Values: k = 9.1291 C = .4372 [AASHTO (10-117)] C based on k = 5 = .2395 (unstiffened web) do/D = 1.10 Vp = 1067.33 (kips) [AASHTO (10-115)] Calculated Ultimate Shear Capacity (Vu) Vu = 818.11 (kips) [AASHTO (10-114)] AASHTO REFERENCE: 10.48.8.1 - Girder Shear Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 6 - SPECIAL-LOAD Input Parameters: v = 162.03 (kips) Vu = 818.11 (kips) Is the actual shear less than the limit : yes Return Code : pass AASHTO REFERENCE: 10.48.5.3 - Transverse Stiffener Area EQUATION NO. : (10-106) Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 6 - SPECIAL-LOAD Input Parameters: B = 1.80 D = 90.875 (in) tw = .563 C = .44 V = 162.03 (kips) Vu = 818.11 (kips) Y = 1.00 AASHTO Limit : A = -4.1570 Actual stiffener area = 4.5000 Return Code : pass Strength Rating Factor - Shear Dead Load Shear = 77.45 (kips) Live Load Shear = 46.58 (kips) Nominal Capacity Vn = 818.11 (kips) R.F. = [(Phi(shear) * Vn) - (Gamma * Beta(DL) * DLV)] ---------------------------------------------- (Gamma * Beta(LL) * LLV) R.F. = 9.81 Pos & neg shear both checked, only controlling data printed. Strength Rating Factor - Bearing Stiffeners Bearing Strength (BS) = 643.76 (kips) Dead Load Reaction (DLR) = 77.45 (kips) Live Load Reaction (LLR) = 46.58 (kips) R.F. = [(Phi(bearing) * BS) - (Gamma * Beta(DL) * DLR)] ------------------------------------------------ (Gamma * Beta(LL) * LLR) R.F. = 8.39 End of rating intermediate output for load case 1 truck no. 6

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This begins the analysis for shear capacity for truck no. 7, Load Level No. 1 Stage No. 1 Analysis point number 100.000 Performing Rating Factor Calculations Analysis Point: 100.00 Load Level : 1 Truck No. : 7 - SPECIAL-LOAD Load Factors: Gamma = 1.00 Phi(flexure) = .90 Beta (DL) = 1.25 Phi(shear) = .90 Beta (LL) = 1.40 Phi(bearing) = 1.00 The program now calls for stiffener checks and shear calculations based on the allowable moment Calculated Values: k = 9.1291 C = .4372 [AASHTO (10-117)] C based on k = 5 = .2395 (unstiffened web) do/D = 1.10 Vp = 1067.33 (kips) [AASHTO (10-115)] Calculated Ultimate Shear Capacity (Vu) Vu = 818.11 (kips) [AASHTO (10-114)] AASHTO REFERENCE: 10.48.8.1 - Girder Shear Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 7 - SPECIAL-LOAD Input Parameters: v = 153.97 (kips) Vu = 818.11 (kips) Is the actual shear less than the limit : yes Return Code : pass AASHTO REFERENCE: 10.48.5.3 - Transverse Stiffener Area EQUATION NO. : (10-106) Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 7 - SPECIAL-LOAD Input Parameters: B = 1.80 D = 90.875 (in) tw = .563 C = .44 V = 153.97 (kips) Vu = 818.11 (kips) Y = 1.00 AASHTO Limit : A = -4.2335 Actual stiffener area = 4.5000 Return Code : pass Strength Rating Factor - Shear Dead Load Shear = 77.45 (kips) Live Load Shear = 40.83 (kips) Nominal Capacity Vn = 818.11 (kips) R.F. = [(Phi(shear) * Vn) - (Gamma * Beta(DL) * DLV)] ---------------------------------------------- (Gamma * Beta(LL) * LLV) R.F. = 11.19 Pos & neg shear both checked, only controlling data printed. Strength Rating Factor - Bearing Stiffeners Bearing Strength (BS) = 643.76 (kips) Dead Load Reaction (DLR) = 77.45 (kips) Live Load Reaction (LLR) = 40.83 (kips) R.F. = [(Phi(bearing) * BS) - (Gamma * Beta(DL) * DLR)] ------------------------------------------------ (Gamma * Beta(LL) * LLR) R.F. = 9.57 End of rating intermediate output for load case 1 truck no. 7 This begins the analysis for shear capacity for truck no. 8, Load Level No. 1 Stage No. 1 Analysis point number 100.000 Performing Rating Factor Calculations Analysis Point: 100.00 Load Level : 1 Truck No. : 8 - SPECIAL-LOAD

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Load Factors: Gamma = 1.00 Phi(flexure) = .90 Beta (DL) = 1.25 Phi(shear) = .90 Beta (LL) = 1.40 Phi(bearing) = 1.00 The program now calls for stiffener checks and shear calculations based on the allowable moment Calculated Values: k = 9.1291 C = .4372 [AASHTO (10-117)] C based on k = 5 = .2395 (unstiffened web) do/D = 1.10 Vp = 1067.33 (kips) [AASHTO (10-115)] Calculated Ultimate Shear Capacity (Vu) Vu = 818.11 (kips) [AASHTO (10-114)] AASHTO REFERENCE: 10.48.8.1 - Girder Shear Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 8 - SPECIAL-LOAD Input Parameters: v = 155.49 (kips) Vu = 818.11 (kips) Is the actual shear less than the limit : yes Return Code : pass AASHTO REFERENCE: 10.48.5.3 - Transverse Stiffener Area EQUATION NO. : (10-106) Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 8 - SPECIAL-LOAD Input Parameters: B = 1.80 D = 90.875 (in) tw = .563 C = .44 V = 155.49 (kips) Vu = 818.11 (kips) Y = 1.00 AASHTO Limit : A = -4.2190 Actual stiffener area = 4.5000 Return Code : pass Strength Rating Factor - Shear Dead Load Shear = 77.45 (kips) Live Load Shear = 41.91 (kips) Nominal Capacity Vn = 818.11 (kips) R.F. = [(Phi(shear) * Vn) - (Gamma * Beta(DL) * DLV)] ---------------------------------------------- (Gamma * Beta(LL) * LLV) R.F. = 10.90 Pos & neg shear both checked, only controlling data printed. Strength Rating Factor - Bearing Stiffeners Bearing Strength (BS) = 643.76 (kips) Dead Load Reaction (DLR) = 77.45 (kips) Live Load Reaction (LLR) = 41.91 (kips) R.F. = [(Phi(bearing) * BS) - (Gamma * Beta(DL) * DLR)] ------------------------------------------------ (Gamma * Beta(LL) * LLR) R.F. = 9.32 End of rating intermediate output for load case 1 truck no. 8 This begins the analysis for shear capacity for truck no. 9, Load Level No. 1 Stage No. 1 Analysis point number 100.000 Performing Rating Factor Calculations Analysis Point: 100.00 Load Level : 1 Truck No. : 9 - SPECIAL-LOAD Load Factors: Gamma = 1.00 Phi(flexure) = .90 Beta (DL) = 1.25 Phi(shear) = .90 Beta (LL) = 1.40 Phi(bearing) = 1.00 The program now calls for stiffener checks and shear calculations based on the allowable moment Calculated Values:

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k = 9.1291 C = .4372 [AASHTO (10-117)] C based on k = 5 = .2395 (unstiffened web) do/D = 1.10 Vp = 1067.33 (kips) [AASHTO (10-115)] Calculated Ultimate Shear Capacity (Vu) Vu = 818.11 (kips) [AASHTO (10-114)] AASHTO REFERENCE: 10.48.8.1 - Girder Shear Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 9 - SPECIAL-LOAD Input Parameters: v = 149.22 (kips) Vu = 818.11 (kips) Is the actual shear less than the limit : yes Return Code : pass AASHTO REFERENCE: 10.48.5.3 - Transverse Stiffener Area EQUATION NO. : (10-106) Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 9 - SPECIAL-LOAD Input Parameters: B = 1.80 D = 90.875 (in) tw = .563 C = .44 V = 149.22 (kips) Vu = 818.11 (kips) Y = 1.00 AASHTO Limit : A = -4.2786 Actual stiffener area = 4.5000 Return Code : pass Strength Rating Factor - Shear Dead Load Shear = 77.45 (kips) Live Load Shear = 37.43 (kips) Nominal Capacity Vn = 818.11 (kips) R.F. = [(Phi(shear) * Vn) - (Gamma * Beta(DL) * DLV)] ---------------------------------------------- (Gamma * Beta(LL) * LLV) R.F. = 12.20 Pos & neg shear both checked, only controlling data printed. Strength Rating Factor - Bearing Stiffeners Bearing Strength (BS) = 643.76 (kips) Dead Load Reaction (DLR) = 77.45 (kips) Live Load Reaction (LLR) = 37.43 (kips) R.F. = [(Phi(bearing) * BS) - (Gamma * Beta(DL) * DLR)] ------------------------------------------------ (Gamma * Beta(LL) * LLR) R.F. = 10.44 End of rating intermediate output for load case 1 truck no. 9 This begins the analysis for shear capacity for truck no. 10, Load Level No. 1 Stage No. 1 Analysis point number 100.000 Performing Rating Factor Calculations Analysis Point: 100.00 Load Level : 1 Truck No. : 10 - SPECIAL-LOAD Load Factors: Gamma = 1.00 Phi(flexure) = .90 Beta (DL) = 1.25 Phi(shear) = .90 Beta (LL) = 1.40 Phi(bearing) = 1.00 The program now calls for stiffener checks and shear calculations based on the allowable moment Calculated Values: k = 9.1291 C = .4372 [AASHTO (10-117)] C based on k = 5 = .2395 (unstiffened web) do/D = 1.10 Vp = 1067.33 (kips) [AASHTO (10-115)] Calculated Ultimate Shear Capacity (Vu) Vu = 818.11 (kips) [AASHTO (10-114)]

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AASHTO REFERENCE: 10.48.8.1 - Girder Shear Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 10 - SPECIAL-LOAD Input Parameters: v = 221.85 (kips) Vu = 818.11 (kips) Is the actual shear less than the limit : yes Return Code : pass AASHTO REFERENCE: 10.48.5.3 - Transverse Stiffener Area EQUATION NO. : (10-106) Load Level No.: 1: 1.00( 1.25 * D + 1.40 * L ) Truck No. : 10 - SPECIAL-LOAD Input Parameters: B = 1.80 D = 90.875 (in) tw = .563 C = .44 V = 221.85 (kips) Vu = 818.11 (kips) Y = 1.00 AASHTO Limit : A = -3.5890 Actual stiffener area = 4.5000 Return Code : pass Strength Rating Factor - Shear Dead Load Shear = 77.45 (kips) Live Load Shear = 89.31 (kips) Nominal Capacity Vn = 818.11 (kips) R.F. = [(Phi(shear) * Vn) - (Gamma * Beta(DL) * DLV)] ---------------------------------------------- (Gamma * Beta(LL) * LLV) R.F. = 5.11 Pos & neg shear both checked, only controlling data printed. Strength Rating Factor - Bearing Stiffeners Bearing Strength (BS) = 643.76 (kips) Dead Load Reaction (DLR) = 77.45 (kips) Live Load Reaction (LLR) = 89.31 (kips) R.F. = [(Phi(bearing) * BS) - (Gamma * Beta(DL) * DLR)] ------------------------------------------------ (Gamma * Beta(LL) * LLR) R.F. = 4.37 End of rating intermediate output for load case 1 truck no. 10 WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 20 WB-STL4.DAT Wilburton Bridge Load Rating LOAD AND RESISTANCE FACTORS LOAD RESISTANCE COMBINATION DEAD LIVE FLEXURE SHEAR BEARING LOAD LEVEL: 1 1.00 1.25 1.40 .90 .90 1.00

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WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 21 WB-STL4.DAT Wilburton Bridge Load Rating ANALYSIS POINT: 104.00 CONSTRUCTION STAGE 1 SECTION DIMENSIONS INCHES DEPTH OF WEB 90.88 TOP FLANGE THICKNESS .00 BOTTOM FLANGE THICKNESS .00 THICKNESS OF WEB .56 TOP FLANGE WIDTH 16.56 BOTTOM FLANGE WIDTH 16.56 BOT COV PL THICKNESS 3.00 TOP COV PL OR COMP FL T 3.00 AS1 IN COMPOSITE AREA .00 BOT COV PL WIDTH 20.00 TOP COV PL OR COMP FL W 20.00 DISTANCE TO AS1 .00 MATERIAL PROPERTIES TOP FLANGE YIELD STRENGTH : 36000. (psi) WEB YIELD STRENGTH : 36000. (psi) BOTTOM FLANGE YIELD STRENGTH: 36000. (psi) SUMMARY OF FACTORED ACTIONS ANALYSIS POINT: 104.00 LOAD LEVELS 1: 1.00( 1.25 * D + 1.40 * L ) CONSTRUCTION STAGE NO. 1 TRUCK NO. 1 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 4142.3 N/A N/A N/A MIN 2431.0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 5.532 N/A N/A N/A SHEAR (kips) MAX 63.3 N/A N/A N/A MIN -4.4 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 3.635 N/A N/A N/A CRITICAL 3.635 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 2 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 3816.9 N/A N/A N/A MIN 2431.0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 6.004 N/A N/A N/A SHEAR (kips) MAX 52.7 N/A N/A N/A MIN 3.1 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 4.366 N/A N/A N/A CRITICAL 4.366 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 3 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 3659.0 N/A N/A N/A MIN 2431.0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 6.263 N/A N/A N/A SHEAR (kips) MAX 51.5 N/A N/A N/A MIN 2.3 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 4.466 N/A N/A N/A CRITICAL 4.466 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 4 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 3936.2 N/A N/A N/A MIN 2431.0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 5.822 N/A N/A N/A SHEAR (kips) MAX 55.6 N/A N/A N/A MIN 3.2 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 4.139 N/A N/A N/A CRITICAL 4.139 N/A N/A N/A --------------------------------------------------------------------------------------------------

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TRUCK NO. 5 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 3922.3 N/A N/A N/A MIN 2431.0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 5.843 N/A N/A N/A SHEAR (kips) MAX 54.5 N/A N/A N/A MIN 4.3 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 4.220 N/A N/A N/A CRITICAL 4.220 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 6 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 3958.4 N/A N/A N/A MIN 2431.0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 5.789 N/A N/A N/A SHEAR (kips) MAX 58.4 N/A N/A N/A MIN -1.8 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 3.937 N/A N/A N/A CRITICAL 3.937 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 7 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 3756.4 N/A N/A N/A MIN 2431.0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 6.101 N/A N/A N/A SHEAR (kips) MAX 54.0 N/A N/A N/A MIN .8 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 4.261 N/A N/A N/A CRITICAL 4.261 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 8 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 3819.0 N/A N/A N/A MIN 2431.0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 6.001 N/A N/A N/A SHEAR (kips) MAX 55.1 N/A N/A N/A MIN -.1 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 4.178 N/A N/A N/A CRITICAL 4.178 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 9 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 3654.5 N/A N/A N/A MIN 2431.0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 6.271 N/A N/A N/A SHEAR (kips) MAX 51.3 N/A N/A N/A MIN 2.5 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 4.487 N/A N/A N/A CRITICAL 4.487 N/A N/A N/A --------------------------------------------------------------------------------------------------

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TRUCK NO. 10 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 5141.8 N/A N/A N/A MIN 2431.0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 4.457 N/A N/A N/A SHEAR (kips) MAX 85.8 N/A N/A N/A MIN -14.1 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 2.682 N/A N/A N/A CRITICAL 2.682 N/A N/A N/A -------------------------------------------------------------------------------------------------- WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 22 WB-STL4.DAT Wilburton Bridge Load Rating SUMMARY OF AASHTO SPECIFICATION CHECKS ANALYSIS POINT: 104.00 CONSTRUCTION STAGE: 1 -------------------------------------------------------------------------------------------------- AASHTO REFERENCE --- EQ. ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- COMPACTNESS CHECKS - AASHTO 10.48.1 -------------------------------------------------------------------------------------------------- 10.48.1.1 (a) (10-93) FAIL N/A N/A N/A 10.48.1.1 (b) (10-94) FAIL N/A N/A N/A 10.48.1.1 (b) (10-94) FAIL N/A N/A N/A 10.48.1.1 (c)* (10-96) FFFFFFFFFF N/A N/A N/A 10.48.1.1 (d)* (10-97) FFFFFFFFFF N/A N/A N/A BRACING CHECKS - AASHTO 10.48.2 (Note: BRASS does not check 10.48.3, Transitions) -------------------------------------------------------------------------------------------------- 10.48.2.1 (a) (10-99) FAIL N/A N/A N/A 10.48.2.1 (b) (10-100) PASS N/A N/A N/A 10.48.2.1 (c) (10-101) PASS N/A N/A N/A 10.48.2.1 (d)* (10-102) PPPPPPPPPP N/A N/A N/A -------------------------------------------------------------------------------------------------- * NOTE: CODE EQUATIONS WHICH ARE LOAD AND LOAD FACTOR DEPENDENT INDICATE PASS/FAIL WITH (P) OR (F) FOR EACH LIVE LOAD (UP TO 10 TRUCKS MAXIMUM)

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WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 23 WB-STL4.DAT Wilburton Bridge Load Rating ANALYSIS POINT: 105.00 CONSTRUCTION STAGE 1 SECTION DIMENSIONS INCHES DEPTH OF WEB 90.88 TOP FLANGE THICKNESS .00 BOTTOM FLANGE THICKNESS .00 THICKNESS OF WEB .56 TOP FLANGE WIDTH 16.56 BOTTOM FLANGE WIDTH 16.56 BOT COV PL THICKNESS 3.00 TOP COV PL OR COMP FL T 3.00 AS1 IN COMPOSITE AREA .00 BOT COV PL WIDTH 20.00 TOP COV PL OR COMP FL W 20.00 DISTANCE TO AS1 .00 MATERIAL PROPERTIES TOP FLANGE YIELD STRENGTH : 36000. (psi) WEB YIELD STRENGTH : 36000. (psi) BOTTOM FLANGE YIELD STRENGTH: 36000. (psi) SUMMARY OF FACTORED ACTIONS ANALYSIS POINT: 105.00 LOAD LEVELS 1: 1.00( 1.25 * D + 1.40 * L ) CONSTRUCTION STAGE NO. 1 TRUCK NO. 1 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 4295.8 N/A N/A N/A MIN 2540.2 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 5.335 N/A N/A N/A SHEAR (kips) MAX 33.1 N/A N/A N/A MIN -34.5 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 6.665 N/A N/A N/A CRITICAL 5.335 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 2 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 3983.8 N/A N/A N/A MIN 2540.2 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 5.752 N/A N/A N/A SHEAR (kips) MAX 23.7 N/A N/A N/A MIN -25.1 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 9.152 N/A N/A N/A CRITICAL 5.752 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 3 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 3806.1 N/A N/A N/A MIN 2540.2 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 6.021 N/A N/A N/A SHEAR (kips) MAX 23.9 N/A N/A N/A MIN -25.3 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 9.102 N/A N/A N/A CRITICAL 6.021 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 4 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 4067.1 N/A N/A N/A MIN 2540.2 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 5.635 N/A N/A N/A SHEAR (kips) MAX 25.4 N/A N/A N/A MIN -26.8 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 8.584 N/A N/A N/A CRITICAL 5.635 N/A N/A N/A --------------------------------------------------------------------------------------------------

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TRUCK NO. 5 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 4087.9 N/A N/A N/A MIN 2540.2 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 5.606 N/A N/A N/A SHEAR (kips) MAX 24.0 N/A N/A N/A MIN -25.4 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 9.069 N/A N/A N/A CRITICAL 5.606 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 6 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 4111.0 N/A N/A N/A MIN 2540.2 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 5.574 N/A N/A N/A SHEAR (kips) MAX 29.4 N/A N/A N/A MIN -30.8 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 7.464 N/A N/A N/A CRITICAL 5.574 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 7 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 3913.2 N/A N/A N/A MIN 2540.2 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 5.856 N/A N/A N/A SHEAR (kips) MAX 25.9 N/A N/A N/A MIN -27.3 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 8.429 N/A N/A N/A CRITICAL 5.856 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 8 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 3981.4 N/A N/A N/A MIN 2540.2 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 5.756 N/A N/A N/A SHEAR (kips) MAX 26.9 N/A N/A N/A MIN -28.2 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 8.143 N/A N/A N/A CRITICAL 5.756 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 9 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 3807.6 N/A N/A N/A MIN 2540.2 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 6.019 N/A N/A N/A SHEAR (kips) MAX 23.7 N/A N/A N/A MIN -25.1 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 9.169 N/A N/A N/A CRITICAL 6.019 N/A N/A N/A --------------------------------------------------------------------------------------------------

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TRUCK NO. 10 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX 5246.8 N/A N/A N/A MIN 2540.2 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO 4.368 N/A N/A N/A SHEAR (kips) MAX 48.6 N/A N/A N/A MIN -50.0 N/A N/A N/A Phi * Vn 230.0 N/A N/A N/A RATIO 4.603 N/A N/A N/A CRITICAL 4.368 N/A N/A N/A -------------------------------------------------------------------------------------------------- WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 24 WB-STL4.DAT Wilburton Bridge Load Rating SUMMARY OF AASHTO SPECIFICATION CHECKS ANALYSIS POINT: 105.00 CONSTRUCTION STAGE: 1 -------------------------------------------------------------------------------------------------- AASHTO REFERENCE --- EQ. ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- COMPACTNESS CHECKS - AASHTO 10.48.1 -------------------------------------------------------------------------------------------------- 10.48.1.1 (a) (10-93) FAIL N/A N/A N/A 10.48.1.1 (b) (10-94) FAIL N/A N/A N/A 10.48.1.1 (b) (10-94) FAIL N/A N/A N/A 10.48.1.1 (c)* (10-96) FFFFFFFFFF N/A N/A N/A 10.48.1.1 (d)* (10-97) FFFFFFFFFF N/A N/A N/A BRACING CHECKS - AASHTO 10.48.2 (Note: BRASS does not check 10.48.3, Transitions) -------------------------------------------------------------------------------------------------- 10.48.2.1 (a) (10-99) FAIL N/A N/A N/A 10.48.2.1 (b) (10-100) PASS N/A N/A N/A 10.48.2.1 (c) (10-101) PASS N/A N/A N/A 10.48.2.1 (d)* (10-102) PPPPPPPPPP N/A N/A N/A -------------------------------------------------------------------------------------------------- * NOTE: CODE EQUATIONS WHICH ARE LOAD AND LOAD FACTOR DEPENDENT INDICATE PASS/FAIL WITH (P) OR (F) FOR EACH LIVE LOAD (UP TO 10 TRUCKS MAXIMUM)

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WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 25 WB-STL4.DAT Wilburton Bridge Load Rating ANALYSIS POINT: 100.00 CONSTRUCTION STAGE 1 SECTION DIMENSIONS INCHES DEPTH OF WEB 90.88 TOP FLANGE THICKNESS .00 BOTTOM FLANGE THICKNESS .00 THICKNESS OF WEB .56 TOP FLANGE WIDTH 16.56 BOTTOM FLANGE WIDTH 16.56 BOT COV PL THICKNESS 1.00 TOP COV PL OR COMP FL T 1.00 AS1 IN COMPOSITE AREA .00 BOT COV PL WIDTH 20.00 TOP COV PL OR COMP FL W 20.00 DISTANCE TO AS1 .00 BEARING STIFF. WIDTH 6.00 BEARING STIFF. THICKNESS 1.50 BEARING STIFF. CLIP .75 TRANS. STIFF. WIDTH 6.00 TRANS. STIFF. THICKNESS .75 MATERIAL PROPERTIES TOP FLANGE YIELD STRENGTH : 36000. (psi) WEB YIELD STRENGTH : 36000. (psi) BOTTOM FLANGE YIELD STRENGTH: 36000. (psi) SUMMARY OF FACTORED ACTIONS ANALYSIS POINT: 100.00 LOAD LEVELS 1: 1.00( 1.25 * D + 1.40 * L ) CONSTRUCTION STAGE NO. 1 TRUCK NO. 1 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX .0 N/A N/A N/A MIN .0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO ******* N/A N/A N/A SHEAR (kips) MAX 171.4 N/A N/A N/A MIN 96.8 N/A N/A N/A Phi * Vn 736.3 N/A N/A N/A RATIO 4.296 N/A N/A N/A REACTION (kips) MAX 171.4 N/A N/A N/A MIN 96.8 N/A N/A N/A Rn * Vn 818.1 N/A N/A N/A RATIO 4.774 N/A N/A N/A CRITICAL 4.296 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 2 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX .0 N/A N/A N/A MIN .0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO ******* N/A N/A N/A SHEAR (kips) MAX 163.1 N/A N/A N/A MIN 96.8 N/A N/A N/A Phi * Vn 736.3 N/A N/A N/A RATIO 4.514 N/A N/A N/A REACTION (kips) MAX 163.1 N/A N/A N/A MIN 96.8 N/A N/A N/A Rn * Vn 818.1 N/A N/A N/A RATIO 5.015 N/A N/A N/A CRITICAL 4.514 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 3 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX .0 N/A N/A N/A MIN .0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO ******* N/A N/A N/A SHEAR (kips) MAX 149.7 N/A N/A N/A MIN 96.8 N/A N/A N/A Phi * Vn 736.3 N/A N/A N/A RATIO 4.919 N/A N/A N/A REACTION (kips) MAX 149.7 N/A N/A N/A MIN 96.8 N/A N/A N/A Rn * Vn 818.1 N/A N/A N/A RATIO 5.465 N/A N/A N/A CRITICAL 4.919 N/A N/A N/A --------------------------------------------------------------------------------------------------

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TRUCK NO. 4 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX .0 N/A N/A N/A MIN .0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO ******* N/A N/A N/A SHEAR (kips) MAX 163.7 N/A N/A N/A MIN 96.8 N/A N/A N/A Phi * Vn 736.3 N/A N/A N/A RATIO 4.499 N/A N/A N/A REACTION (kips) MAX 163.7 N/A N/A N/A MIN 96.8 N/A N/A N/A Rn * Vn 818.1 N/A N/A N/A RATIO 4.999 N/A N/A N/A CRITICAL 4.499 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 5 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX .0 N/A N/A N/A MIN .0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO ******* N/A N/A N/A SHEAR (kips) MAX 166.2 N/A N/A N/A MIN 96.8 N/A N/A N/A Phi * Vn 736.3 N/A N/A N/A RATIO 4.430 N/A N/A N/A REACTION (kips) MAX 166.2 N/A N/A N/A MIN 96.8 N/A N/A N/A Rn * Vn 818.1 N/A N/A N/A RATIO 4.922 N/A N/A N/A CRITICAL 4.430 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 6 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX .0 N/A N/A N/A MIN .0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO ******* N/A N/A N/A SHEAR (kips) MAX 162.0 N/A N/A N/A MIN 96.8 N/A N/A N/A Phi * Vn 736.3 N/A N/A N/A RATIO 4.544 N/A N/A N/A REACTION (kips) MAX 162.0 N/A N/A N/A MIN 96.8 N/A N/A N/A Rn * Vn 818.1 N/A N/A N/A RATIO 5.049 N/A N/A N/A CRITICAL 4.544 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 7 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX .0 N/A N/A N/A MIN .0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO ******* N/A N/A N/A SHEAR (kips) MAX 154.0 N/A N/A N/A MIN 96.8 N/A N/A N/A Phi * Vn 736.3 N/A N/A N/A RATIO 4.782 N/A N/A N/A REACTION (kips) MAX 154.0 N/A N/A N/A MIN 96.8 N/A N/A N/A Rn * Vn 818.1 N/A N/A N/A RATIO 5.313 N/A N/A N/A CRITICAL 4.782 N/A N/A N/A --------------------------------------------------------------------------------------------------

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TRUCK NO. 8 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX .0 N/A N/A N/A MIN .0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO ******* N/A N/A N/A SHEAR (kips) MAX 155.5 N/A N/A N/A MIN 96.8 N/A N/A N/A Phi * Vn 736.3 N/A N/A N/A RATIO 4.735 N/A N/A N/A REACTION (kips) MAX 155.5 N/A N/A N/A MIN 96.8 N/A N/A N/A Rn * Vn 818.1 N/A N/A N/A RATIO 5.261 N/A N/A N/A CRITICAL 4.735 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 9 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX .0 N/A N/A N/A MIN .0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO ******* N/A N/A N/A SHEAR (kips) MAX 149.2 N/A N/A N/A MIN 96.8 N/A N/A N/A Phi * Vn 736.3 N/A N/A N/A RATIO 4.934 N/A N/A N/A REACTION (kips) MAX 149.2 N/A N/A N/A MIN 96.8 N/A N/A N/A Rn * Vn 818.1 N/A N/A N/A RATIO 5.482 N/A N/A N/A CRITICAL 4.934 N/A N/A N/A -------------------------------------------------------------------------------------------------- TRUCK NO. 10 -------------------------------------------------------------------------------------------------- FACTORED ACTIONS ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- MOMENT (ft-kips) MAX .0 N/A N/A N/A MIN .0 N/A N/A N/A Phi * Mn 22916.5 N/A N/A N/A RATIO ******* N/A N/A N/A SHEAR (kips) MAX 221.8 N/A N/A N/A MIN 96.8 N/A N/A N/A Phi * Vn 736.3 N/A N/A N/A RATIO 3.319 N/A N/A N/A REACTION (kips) MAX 221.8 N/A N/A N/A MIN 96.8 N/A N/A N/A Rn * Vn 818.1 N/A N/A N/A RATIO 3.688 N/A N/A N/A CRITICAL 3.319 N/A N/A N/A -------------------------------------------------------------------------------------------------- ------------------------------ MINIMUM WEB THICKNESS (in) -------------------------- LOAD LEVEL TRUCK NO. W/O TRANS. WITH TRANS. WITH TRANS. & LONG. STIFFENERS STIFFENERS STIFFENERS 1 1 .090 .000 .000 1 2 .086 .000 .000 1 3 .079 .000 .000 1 4 .086 .000 .000 1 5 .088 .000 .000 1 6 .085 .000 .000 1 7 .081 .000 .000 1 8 .082 .000 .000 1 9 .079 .000 .000 1 10 .117 .000 .000

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WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 26 WB-STL4.DAT Wilburton Bridge Load Rating SUMMARY OF AASHTO SPECIFICATION CHECKS ANALYSIS POINT: 100.00 CONSTRUCTION STAGE: 1 -------------------------------------------------------------------------------------------------- AASHTO REFERENCE --- EQ. ---- LOAD LEVEL 1 ---- LOAD LEVEL 2 ---- LOAD LEVEL 3 ---- LOAD LEVEL 4 -------------------------------------------------------------------------------------------------- COMPACTNESS CHECKS - AASHTO 10.48.1 -------------------------------------------------------------------------------------------------- 10.48.1.1 (a) (10-93) FAIL N/A N/A N/A 10.48.1.1 (b) (10-94) FAIL N/A N/A N/A 10.48.1.1 (b) (10-94) FAIL N/A N/A N/A 10.48.1.1 (c)* (10-96) FFFFFFFFFF N/A N/A N/A 10.48.1.1 (d)* (10-97) FFFFFFFFFF N/A N/A N/A BRACING CHECKS - AASHTO 10.48.2 (Note: BRASS does not check 10.48.3, Transitions) -------------------------------------------------------------------------------------------------- 10.48.2.1 (a) (10-99) FAIL N/A N/A N/A 10.48.2.1 (b) (10-100) PASS N/A N/A N/A 10.48.2.1 (c) (10-101) PASS N/A N/A N/A 10.48.2.1 (d)* (10-102) PPPPPPPPPP N/A N/A N/A TRANSVERSE STIFFENER CHECKS - AASHTO 10.48.5 -------------------------------------------------------------------------------------------------- 10.48.5.1 (10-104) N/A N/A N/A N/A 10.49.2 (10-120) PASS N/A N/A N/A 10.48.8.2* (10-118) N/A N/A N/A N/A 10.48.8.1* SHEAR PPPPPPPPPP N/A N/A N/A 10.48.5.3 (10-105) PASS N/A N/A N/A 10.48.5.3* (10-106) PPPPPPPPPP N/A N/A N/A 10.48.5.3 (10-107) PASS N/A N/A N/A BEARING STIFFENER CHECKS - AASHTO 10.48.7 -------------------------------------------------------------------------------------------------- 10.34.6.1 (10-35) PASS N/A N/A N/A STRENGTH PASS N/A N/A N/A -------------------------------------------------------------------------------------------------- * NOTE: CODE EQUATIONS WHICH ARE LOAD AND LOAD FACTOR DEPENDENT INDICATE PASS/FAIL WITH (P) OR (F) FOR EACH LIVE LOAD (UP TO 10 TRUCKS MAXIMUM)

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WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 27 WB-STL4.DAT Wilburton Bridge Load Rating RATING FACTOR REPORT ANALYSIS POINT NO. 1: 104.00 LOAD LEVELS TRUCK DESCRIPTION 1: 1.00( 1.25 * D + 1.40 * L ) 1. AASHTO HS20-44 (MS 18) TRUCK 2. AASHTO HS20-44 (MS 18) LANE 3. SPECIAL-LOAD 4. SPECIAL-LOAD 5. SPECIAL-LOAD 6. SPECIAL-LOAD 7. SPECIAL-LOAD 8. SPECIAL-LOAD 9. SPECIAL-LOAD 10. SPECIAL-LOAD ----------------------------------------- STRENGTH ------------------------------------------ LOAD LEVEL 1 ----- LOAD LEVEL 2 ----- LOAD LEVEL 3 ----- LOAD LEVEL 4 --------------------------------------------------------------------------------------------- FLEXURE TRUCK 1 11.97 N/A N/A N/A TRUCK 2 14.78 N/A N/A N/A TRUCK 3 16.68 N/A N/A N/A TRUCK 4 13.60 N/A N/A N/A TRUCK 5 13.73 N/A N/A N/A TRUCK 6 13.41 N/A N/A N/A TRUCK 7 15.45 N/A N/A N/A TRUCK 8 14.75 N/A N/A N/A TRUCK 9 16.74 N/A N/A N/A TRUCK 10 07.55 N/A N/A N/A CRITICAL 07.55 N/A N/A N/A REINFORCEMENT TRUCK 1 N/A N/A N/A N/A TRUCK 2 N/A N/A N/A N/A TRUCK 3 N/A N/A N/A N/A TRUCK 4 N/A N/A N/A N/A TRUCK 5 N/A N/A N/A N/A TRUCK 6 N/A N/A N/A N/A TRUCK 7 N/A N/A N/A N/A TRUCK 8 N/A N/A N/A N/A TRUCK 9 N/A N/A N/A N/A TRUCK 10 N/A N/A N/A N/A CRITICAL N/A N/A N/A N/A SHEAR TRUCK 1 04.95 N/A N/A N/A TRUCK 2 06.62 N/A N/A N/A TRUCK 3 06.88 N/A N/A N/A TRUCK 4 06.06 N/A N/A N/A TRUCK 5 06.26 N/A N/A N/A TRUCK 6 05.60 N/A N/A N/A TRUCK 7 06.36 N/A N/A N/A TRUCK 8 06.16 N/A N/A N/A TRUCK 9 06.93 N/A N/A N/A TRUCK 10 03.23 N/A N/A N/A CRITICAL 03.23 N/A N/A N/A BEARING TRUCK 1 N/A N/A N/A N/A TRUCK 2 N/A N/A N/A N/A TRUCK 3 N/A N/A N/A N/A TRUCK 4 N/A N/A N/A N/A TRUCK 5 N/A N/A N/A N/A TRUCK 6 N/A N/A N/A N/A TRUCK 7 N/A N/A N/A N/A TRUCK 8 N/A N/A N/A N/A TRUCK 9 N/A N/A N/A N/A TRUCK 10 N/A N/A N/A N/A CRITICAL N/A N/A N/A N/A ---------------------------------------------------------------------------------------------

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WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 28 WB-STL4.DAT Wilburton Bridge Load Rating RATING FACTOR REPORT ANALYSIS POINT NO. 1: 104.00 LOAD LEVELS TRUCK DESCRIPTION 1: 1.00( 1.25 * D + 1.40 * L ) 1. AASHTO HS20-44 (MS 18) TRUCK 2. AASHTO HS20-44 (MS 18) LANE 3. SPECIAL-LOAD 4. SPECIAL-LOAD 5. SPECIAL-LOAD 6. SPECIAL-LOAD 7. SPECIAL-LOAD 8. SPECIAL-LOAD 9. SPECIAL-LOAD 10. SPECIAL-LOAD --------------------------------------- SERVICEABILITY -------------------------------------- LOAD LEVEL 1 ----- LOAD LEVEL 2 ----- LOAD LEVEL 3 ----- LOAD LEVEL 4 --------------------------------------------------------------------------------------------- STEEL TRUCK 1 N/A N/A N/A N/A TRUCK 2 N/A N/A N/A N/A TRUCK 3 N/A N/A N/A N/A TRUCK 4 N/A N/A N/A N/A TRUCK 5 N/A N/A N/A N/A TRUCK 6 N/A N/A N/A N/A TRUCK 7 N/A N/A N/A N/A TRUCK 8 N/A N/A N/A N/A TRUCK 9 N/A N/A N/A N/A TRUCK 10 N/A N/A N/A N/A CRITICAL N/A N/A N/A N/A REINFORCEMENT TRUCK 1 N/A N/A N/A N/A TRUCK 2 N/A N/A N/A N/A TRUCK 3 N/A N/A N/A N/A TRUCK 4 N/A N/A N/A N/A TRUCK 5 N/A N/A N/A N/A TRUCK 6 N/A N/A N/A N/A TRUCK 7 N/A N/A N/A N/A TRUCK 8 N/A N/A N/A N/A TRUCK 9 N/A N/A N/A N/A TRUCK 10 N/A N/A N/A N/A CRITICAL N/A N/A N/A N/A ------------------------------------------ FATIGUE ------------------------------------------ STEEL TRUCK 1 N/A N/A N/A N/A TRUCK 2 N/A N/A N/A N/A TRUCK 3 N/A N/A N/A N/A TRUCK 4 N/A N/A N/A N/A TRUCK 5 N/A N/A N/A N/A TRUCK 6 N/A N/A N/A N/A TRUCK 7 N/A N/A N/A N/A TRUCK 8 N/A N/A N/A N/A TRUCK 9 N/A N/A N/A N/A TRUCK 10 N/A N/A N/A N/A CRITICAL N/A N/A N/A N/A

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WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 29 WB-STL4.DAT Wilburton Bridge Load Rating RATING FACTOR REPORT ANALYSIS POINT NO. 2: 105.00 LOAD LEVELS TRUCK DESCRIPTION 1: 1.00( 1.25 * D + 1.40 * L ) 1. AASHTO HS20-44 (MS 18) TRUCK 2. AASHTO HS20-44 (MS 18) LANE 3. SPECIAL-LOAD 4. SPECIAL-LOAD 5. SPECIAL-LOAD 6. SPECIAL-LOAD 7. SPECIAL-LOAD 8. SPECIAL-LOAD 9. SPECIAL-LOAD 10. SPECIAL-LOAD ----------------------------------------- STRENGTH ------------------------------------------ LOAD LEVEL 1 ----- LOAD LEVEL 2 ----- LOAD LEVEL 3 ----- LOAD LEVEL 4 --------------------------------------------------------------------------------------------- FLEXURE TRUCK 1 11.60 N/A N/A N/A TRUCK 2 14.11 N/A N/A N/A TRUCK 3 16.09 N/A N/A N/A TRUCK 4 13.34 N/A N/A N/A TRUCK 5 13.16 N/A N/A N/A TRUCK 6 12.97 N/A N/A N/A TRUCK 7 14.84 N/A N/A N/A TRUCK 8 14.13 N/A N/A N/A TRUCK 9 16.07 N/A N/A N/A TRUCK 10 07.52 N/A N/A N/A CRITICAL 07.52 N/A N/A N/A REINFORCEMENT TRUCK 1 N/A N/A N/A N/A TRUCK 2 N/A N/A N/A N/A TRUCK 3 N/A N/A N/A N/A TRUCK 4 N/A N/A N/A N/A TRUCK 5 N/A N/A N/A N/A TRUCK 6 N/A N/A N/A N/A TRUCK 7 N/A N/A N/A N/A TRUCK 8 N/A N/A N/A N/A TRUCK 9 N/A N/A N/A N/A TRUCK 10 N/A N/A N/A N/A CRITICAL N/A N/A N/A N/A SHEAR TRUCK 1 06.78 N/A N/A N/A TRUCK 2 09.38 N/A N/A N/A TRUCK 3 09.33 N/A N/A N/A TRUCK 4 08.78 N/A N/A N/A TRUCK 5 09.29 N/A N/A N/A TRUCK 6 07.61 N/A N/A N/A TRUCK 7 08.62 N/A N/A N/A TRUCK 8 08.32 N/A N/A N/A TRUCK 9 09.40 N/A N/A N/A TRUCK 10 04.65 N/A N/A N/A CRITICAL 04.65 N/A N/A N/A BEARING TRUCK 1 N/A N/A N/A N/A TRUCK 2 N/A N/A N/A N/A TRUCK 3 N/A N/A N/A N/A TRUCK 4 N/A N/A N/A N/A TRUCK 5 N/A N/A N/A N/A TRUCK 6 N/A N/A N/A N/A TRUCK 7 N/A N/A N/A N/A TRUCK 8 N/A N/A N/A N/A TRUCK 9 N/A N/A N/A N/A TRUCK 10 N/A N/A N/A N/A CRITICAL N/A N/A N/A N/A ---------------------------------------------------------------------------------------------

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WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 31 WB-STL4.DAT Wilburton Bridge Load Rating RATING FACTOR REPORT ANALYSIS POINT NO. 3: 100.00 LOAD LEVELS TRUCK DESCRIPTION 1: 1.00( 1.25 * D + 1.40 * L ) 1. AASHTO HS20-44 (MS 18) TRUCK 2. AASHTO HS20-44 (MS 18) LANE 3. SPECIAL-LOAD 4. SPECIAL-LOAD 5. SPECIAL-LOAD 6. SPECIAL-LOAD 7. SPECIAL-LOAD 8. SPECIAL-LOAD 9. SPECIAL-LOAD 10. SPECIAL-LOAD ----------------------------------------- STRENGTH ------------------------------------------ LOAD LEVEL 1 ----- LOAD LEVEL 2 ----- LOAD LEVEL 3 ----- LOAD LEVEL 4 --------------------------------------------------------------------------------------------- FLEXURE TRUCK 1 N/A N/A N/A N/A TRUCK 2 N/A N/A N/A N/A TRUCK 3 N/A N/A N/A N/A TRUCK 4 N/A N/A N/A N/A TRUCK 5 N/A N/A N/A N/A TRUCK 6 N/A N/A N/A N/A TRUCK 7 N/A N/A N/A N/A TRUCK 8 N/A N/A N/A N/A TRUCK 9 N/A N/A N/A N/A TRUCK 10 N/A N/A N/A N/A CRITICAL N/A N/A N/A N/A REINFORCEMENT TRUCK 1 N/A N/A N/A N/A TRUCK 2 N/A N/A N/A N/A TRUCK 3 N/A N/A N/A N/A TRUCK 4 N/A N/A N/A N/A TRUCK 5 N/A N/A N/A N/A TRUCK 6 N/A N/A N/A N/A TRUCK 7 N/A N/A N/A N/A TRUCK 8 N/A N/A N/A N/A TRUCK 9 N/A N/A N/A N/A TRUCK 10 N/A N/A N/A N/A CRITICAL N/A N/A N/A N/A SHEAR TRUCK 1 08.57 N/A N/A N/A TRUCK 2 09.64 N/A N/A N/A TRUCK 3 12.09 N/A N/A N/A TRUCK 4 09.56 N/A N/A N/A TRUCK 5 09.21 N/A N/A N/A TRUCK 6 09.80 N/A N/A N/A TRUCK 7 11.18 N/A N/A N/A TRUCK 8 10.89 N/A N/A N/A TRUCK 9 12.20 N/A N/A N/A TRUCK 10 05.11 N/A N/A N/A CRITICAL 05.11 N/A N/A N/A BEARING TRUCK 1 07.33 N/A N/A N/A TRUCK 2 08.24 N/A N/A N/A TRUCK 3 10.34 N/A N/A N/A TRUCK 4 08.18 N/A N/A N/A TRUCK 5 07.88 N/A N/A N/A TRUCK 6 08.38 N/A N/A N/A TRUCK 7 09.56 N/A N/A N/A TRUCK 8 09.32 N/A N/A N/A TRUCK 9 10.43 N/A N/A N/A TRUCK 10 04.37 N/A N/A N/A CRITICAL 04.37 N/A N/A N/A ---------------------------------------------------------------------------------------------

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WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 33 WB-STL4.DAT Wilburton Bridge Load Rating LOAD RATING SUMMARY SHEET INVENTORY RATING LOAD NO. 1: AASHTO HS20-44 (MS 18) TRUCK TOTAL VEHICLE WT. : 36.00 (tons) CONTROLLING POINT : 104.00 LIMIT STATE : STEEL GIRDER (SHEAR STEEL STRENGTH ) RATING FACTOR (pos): 4.96 LOAD RATING : 178.46 (tons) LOAD NO. 2: AASHTO HS20-44 (MS 18) LANE TOTAL VEHICLE WT. : 36.00 (tons) CONTROLLING POINT : 104.00 LIMIT STATE : STEEL GIRDER (SHEAR STEEL STRENGTH ) RATING FACTOR (pos): 6.62 LOAD RATING : 238.40 (tons) LOAD NO. 3: SPECIAL-LOAD TOTAL VEHICLE WT. : 25.00 (tons) CONTROLLING POINT : 104.00 LIMIT STATE : STEEL GIRDER (SHEAR STEEL STRENGTH ) RATING FACTOR (pos): 6.88 LOAD RATING : 172.04 (tons) LOAD NO. 4: SPECIAL-LOAD TOTAL VEHICLE WT. : 36.00 (tons) CONTROLLING POINT : 104.00 LIMIT STATE : STEEL GIRDER (SHEAR STEEL STRENGTH ) RATING FACTOR (pos): 6.07 LOAD RATING : 218.47 (tons) LOAD NO. 5: SPECIAL-LOAD TOTAL VEHICLE WT. : 40.00 (tons) CONTROLLING POINT : 104.00 LIMIT STATE : STEEL GIRDER (SHEAR STEEL STRENGTH ) RATING FACTOR (pos): 6.26 LOAD RATING : 250.48 (tons) WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 34 WB-STL4.DAT Wilburton Bridge Load Rating LOAD NO. 6: SPECIAL-LOAD TOTAL VEHICLE WT. : 31.00 (tons) CONTROLLING POINT : 104.00 LIMIT STATE : STEEL GIRDER (SHEAR STEEL STRENGTH ) RATING FACTOR (pos): 5.60 LOAD RATING : 173.67 (tons) LOAD NO. 7: SPECIAL-LOAD TOTAL VEHICLE WT. : 27.00 (tons) CONTROLLING POINT : 104.00 LIMIT STATE : STEEL GIRDER (SHEAR STEEL STRENGTH ) RATING FACTOR (pos): 6.36 LOAD RATING : 171.78 (tons) LOAD NO. 8: SPECIAL-LOAD TOTAL VEHICLE WT. : 27.50 (tons) CONTROLLING POINT : 104.00 LIMIT STATE : STEEL GIRDER (SHEAR STEEL STRENGTH ) RATING FACTOR (pos): 6.16 LOAD RATING : 169.42 (tons) LOAD NO. 9: SPECIAL-LOAD TOTAL VEHICLE WT. : 24.75 (tons) CONTROLLING POINT : 104.00 LIMIT STATE : STEEL GIRDER (SHEAR STEEL STRENGTH ) RATING FACTOR (pos): 6.94 LOAD RATING : 171.69 (tons) LOAD NO. 10: SPECIAL-LOAD TOTAL VEHICLE WT. : 67.05 (tons) CONTROLLING POINT : 104.00 LIMIT STATE : STEEL GIRDER (SHEAR STEEL STRENGTH ) RATING FACTOR (pos): 3.23 LOAD RATING : 216.70 (tons)

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WYOMING DEPARTMENT OF TRANSPORTATION DATE 12/21/** BRIDGE DESIGN DIVISION PAGE NO 35 WB-STL4.DAT Wilburton Bridge Load Rating RATING NOTES: 1. The flexural capacity of the section is a function of the whether the section is compact, braced, or unbraced, all of which are a function of unbraced length which is a function of the moment diagram, loading, and load factors. Additionally, the moment at first yield for composite section is a function of dead load and dead load factors. Therefore, the flexural capacity is a function of loading and load factors. Finally, the flexural capacity of hybrid sections are calculated by first yield, see AASHTO 10.53.2. 2. THE CRITICAL RATING FACTORS ARE BASED ON THE TABLE BELOW: LOAD LEVEL STRENGTH SERVICEABILITY FATIGUE STEEL/REINF No. 1: 1.00( 1.25 * D + 1.40 * L ) Inv n/a n/a No. 2: .00( .00 * D + .00 * L ) n/a Inv n/a No. 3: .00( .00 * D + .00 * L ) Oper n/a n/a No. 4: .00( .00 * D + .00 * L ) n/a Oper Inv Example: For an inventory summary rating all rating factors for strength were scanned for load level no. 1. Next all serviceability rating factors were scanned for load level no. 2, and finally, the rating factors for fatigue were scanned for load level no. 4. The most critical of these scans is reported in the summary. Only the load level requested are scanned, e.g., if only the INV command is used then only level no. 1 is scanned. Note that for load factor steel the commands INV, OPG, SLD, PST are used to define load level and (unfortunately) are not related to the traditional rating levels, e.g., inventory. 3. The serviceability rating for steel is based on 0.80 Fy (non-composite) or 0.95 Fy (composite). The reinforcement is included in the rating factor for composite section in negative moment (0.8Fy). Load level no. 4 is used for fatigue. The allowable fatigue stesss is entered in field 9 of the STEEL-4 card. 4. At the present time BRASS-Girder does not rate shear connectors (AASHTO 10.52). If a rating is desired the computations must be run manually. 5. For composite girder sections the NEGATIVE MOMENT capacity is based on one of the following: a) For compact sections, flexural strength is based on Fy * Sp only. (Reinforcement over the negative moment region is ignored). b) For non-compact braced sections, flexural strength is adjusted to account for negative reinforcement over this region. c) For unbraced sections the flexural capacity is calculated by AASHTO 10.48.4. Reinforcement is ignored.

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