Bridge Inspection Report Sheet 1 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

CAPITOLA CROSSING DECK TRUSS (MP15.89c)

BRIDGE INSPECTION REPORT

DRAFT

Prepared for J.L. Patterson & Associates, Inc.

By

Modjeski and Masters, Inc. 4510 Pennsylvania Ave, Suite E Charleston, WV 25302 June, 2012

Bridge Inspection Report Sheet 2 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

TABLE OF CONTENTS

1.0 INTRODUCTION ...... 3 2.0 DESCRIPTION ...... 4 3.0 INSPECTION PROCEDURE ...... 7 4.0 PREVIOUS CONSULTANT WORK ...... 7 5.0 STRUCTURAL CONDITION ...... 7 5.1 Stringers ...... 7 5.2 Floorbeams ...... 8 5.3 Stringer Cross Frames & Stringer Bracing...... 8 5.4 Top Chord...... 9 5.5 Bottom Chord ...... 9 5.6 Verticals ...... 9 5.7 Diagonals...... 9 5.8 Top and Bottom Lateral Bracing ...... 10 5.9 Bearings ...... 10 5.10 Piers ...... 10 6.0 PIN CONDITION ...... 11 7.0 CONDITION PHOTOGRAPHS ...... 12

Bridge Inspection Report Sheet 3 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

1.0 INTRODUCTION

The Capitola Crossing Deck Truss carries a single track over Soquel Creek in the town of Capitola, California. The bridge is positioned at milepost 15.89 with the main span (15.89c) as the subject of this report on the 31-mile Santa Cruz Branch Line (Branch Line) located along the Monterey Bay between the town of Davenport and Pajaro Junction, California.

This report contains documentation of the Bridge Inspection performed on the Capitola Crossing Deck Truss by J.L. Patterson and Associates, Inc. (JLP) and Modjeski and Masters Inc. (MMI). This task was performed under Contract No. RT14019-01 for the Santa Cruz County Regional Transportation Commission (SCCRTC). The intent of this report is to document factual findings of the bridge inspection and no conclusions or recommendations are included here-in.

The degree of corrosion is separated into four categories when listed on the figures detailing where the corrosion exists and are defined as follows:

1. Minor corrosion indicates paint failure with surface corrosion and no section loss of the member or any rivets, nuts and bolts that may be present.

2. Moderate corrosion indicates a slight buildup of corrosion with little to no section loss of the members and up to 25% section loss of any rivets, nuts and bolts present.

3. Significant corrosion indicates a large buildup of corrosion with minor section loss of members and up to 50% section loss and flowering of any rivets, nuts and bolts present.

4. Severe corrosion indicates large buildup of corrosion with moderate section loss of members and more than 50% section loss and flowering of any rivets, nuts and bolts present.

Other descriptive terms used throughout the report include the following. Concrete is defined as unsound or delaminated when it is hollow sounding when struck with a hammer, and is generally characterized by cracking or voids in the underlying concrete down to the level of the reinforcing steel.

Bridge Inspection Report Sheet 4 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

2.0 DESCRIPTION

The Capitola Crossing consists of a single span open deck, pin connected deck truss that carries a single track over Soquel Creek in the town of Capitola, California flanked by timber trestles on both sides of the main span acting as the immediate approaches to the structure designated segment numbers 15.89b and 15.89d. Beyond the timber trestles, a pre-stressed concrete box stinger span and pre-stressed concrete trough span with respective segment numbers 15.89a and 15.89e exist before the rail transitions back to ground level.

For span 15.89c the rail is supported on stringers with floorbeams as the load transfer mechanism to the upper chord. The stringers, floorbeams, top chord, vertical members, and bracing are all fabricated as various built-up sections and are fastened with rivets. Both the top and bottom chord have pin connections at joint locations with the bottom chord members consisting of eye-bar type members. The superstructure supports additional components, including wooden walkways and wooden railings. Two concrete piers with cut stone pier caps support the structure and have unknown foundation support types.

Photograph 1 – General view of north approach looking south.

Bridge Inspection Report Sheet 5 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

Photograph 2 – General view of south approach looking north.

Photograph 3 – General elevation view looking upstream at Span 15.89c.

Bridge Inspection Report Sheet 6 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

Bridge Inspection Report Sheet 7 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

3.0 INSPECTION PROCEDURE

The team of JLP and MMI performed an inspection on the Capitola Crossing Deck Truss during the period of April 23 through April 24, 2012. The inspection performed for the Santa Cruz County Regional Transportation Commission (SCCRTC) consisted of a condition inspection to support the previous condition assessment and a load capacity rating of the structure. The dates that each of the team members were in attendance on the bridge are as follows:

Dan L. Davis (Team Leader) JLP April 23-24, 2012 R. Shawn Brannon, P.E. (Team Leader) MMI April 23-24, 2012 Bradly C. Croop, P.E. MMI April 23-24, 2012 Joseph B. Neeley, E.I.T. MMI April 23-24, 2012

The concrete substructure and lower portions of the truss were inspected by technical access climbing (rappelling). The upper portions of the truss, truss floor system, and rail ties were inspected using a highrail UBIU inspection vehicle (See Photograph 4) while the walkway and walkway railings were inspected from track level.

The truss pins were ultrasonically inspected on April 23 and 24, 2012. The results of the ultrasonic pin testing are contained within a separate report.

4.0 PREVIOUS CONSULTANT WORK

HNTB had previously performed an inspection and load rating on the Capitola Crossing Deck Truss in April of 2006.

5.0 STRUCTURAL CONDITION

5.1 Stringers

The stringers are built-up members and generally had areas of minor section loss due to pitting of the steel on the flanges and webs (See Photograph 5). At connection points with floorbeams the bottom and top flanges and webs exhibited minor to moderate section loss. The flanges at cross frame connection points typically exhibited minor to moderate section loss.

Noted deficiencies other than those discussed above are listed in Table 1.

Bridge Inspection Report Sheet 8 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

Table 1 – Stringer Deficiencies

PANEL STRINGER LOCATION NOTE 2 DS - Top flange has 1/8” SL full length 3 US - Bottom flange has 1/8” SL full length 3 DS MIDSPAN Bottom flange has 25% SL full length 3 DS - Bottom flange has 1/8” SL full length 4 US AT FB3 Top flange has 50% SL full length 4 DS AT FB3 Top flange has 50% SL full length SL – Section Loss US – Upstream DS – Downstream FB – Floorbeam

5.2 Floorbeams

The floorbeams are built-up members and generally had areas of minor section loss due to pitting of the steel on the flanges and webs. At connection points between the floorbeam and stringers the bottom and top flanges exhibited minor to significant section loss. The exposed ends of the floorbeams generally had minor to moderate section loss due to pitting (See Photograph 6). Noted deficiencies other than those discussed above are listed in Table 2.

Table 2 – Floorbeam Deficiencies

FLOORBEAM SIDE NOTE 1 - 25% SL on bottom flange under both stringers 1 - 50% SL to top flange at DS stringer connection 2 - 25% SL to top flange at US stringer connection 2 - 25% SL to bottom flange at DS stringer connection 2 - 75% SL to top flange at DS stringer connection 3 - 75% SL to bottom flange at US stringer connection 3 - 90% SL to bottom flange at DS stringer connection 3 - 1/8” SL to bottom flange in general 3 NORTH Bottom flange has 1/2” recess due to corrosion 4 - 1/4” SL to bottom flange at US stringer connection 4 - 1/8” SL to bottom flange at DS stringer connection 4 - 1/8” SL to US end of web SL – Section Loss US – Upstream DS – Downstream

5.3 Stringer Cross Frames & Stringer Bracing

The cross frames are built from angle type members riveted together and generally had areas of minor section loss throughout all of their members due to pitting (See Photograph 7). Cross frame connection plates to stringers often exhibited minor to significant section loss with the lower connection plates typically exhibiting the most significant corrosion. The stringer bracing generally consists of angle type members riveted together and had minor to moderate section loss throughout its components (See Photograph 7). Bridge Inspection Report Sheet 9 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

5.4 Top Chord

The top chord consists of built-up members and generally was found to have minor to moderate section loss throughout all its members due to pitting of the steel. Significant section loss to the bottom lacing was found in spots along the top chord. Connection plates at the floorbeam to the upper chord connection exhibited minor to moderate section loss. Many of the connection plates had approximately 2” diameter drilled or preformed holes. Noted deficiencies other than those discussed above are listed in Table 3.

Table 3 – Top Chord Deficiencies

MEMBER CHORD LOCATION NOTE U1U2 DS Near FB2 50% SL of web for 36” from FB2 U2U3 US MIDSPAN 50% SL to bottom lacing U2U3 US - 1/8” SL to top flange full length U2U3 DS Near FB2 1/8” SL to bottom flange U2U3 DS - 3/16” SL to bottom flange full length U3U4 US Near both FB 1/8” SL in lower web near FB connection U3U4 US - 1/8” SL to bottom flange full length U3U4 DS FB4 1/8” SL in lower web near FB connection SL – Section Loss US – Upstream DS – Downstream FB – Floorbeam

5.5 Bottom Chord

The bottom chord consists of a pair of eyebars and generally was found to be in good condition. Between connection points there was typically 1/16” to 1/8” pitting on all surfaces (See Photograph 8). At connections there was generally minor crevice corrosion between the eyebar heads and the pin with an average section loss of approximately 1/8” around the interior circumference. There were no train movements on the bridge during the inspection, therefore it was not possible to determine eyebar tightness under loads.

5.6 Verticals

The vertical members exhibited minor to moderate section loss along their length due to pitting. Lacing on the vertical members exhibited minor to significant section loss with some lacing bars having disconnected due to corrosion (See Photograph 9). Section loss was more prevalent in the upper portions of the members.

5.7 Diagonals

The truss diagonal members and counters consist of single or a pair of eyebars and were in generally good condition. Between connection points there was typically 1/16” to 1/8” pitting on all surfaces. At connections there was generally crevice corrosion between the eyebar heads and the pin with an average section loss of approximately 1/8” around the interior circumference. There were no train movements on the bridge during inspection, therefore it was not possible to Bridge Inspection Report Sheet 10 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

determine eyebar tightness under loads. The turnbuckles and threads on the members were in fair condition with 1/8” pitting and some damage to threads beyond engagement (See Photograph 10).

5.8 Top and Bottom Lateral Bracing

The top lateral bracing are angles connected directly to primary members with rivets or with the use of connection plates and generally had minor to moderate section loss throughout its components (See Photograph 7). Typically the section loss of the members was more significant near top chord connections. Some minor bending along the full length of the lateral bracing was noted in spans although the connections did not appear to be in distress.

The bottom lateral bracing bars generally had minor corrosion and pitting throughout their components (See Photograph 11). Typically the section loss of the members due to pitting was more significant near connections with the bottom chord.

5.9 Bearings

The bearing at Pier 1 is a fixed bearing while the bearing at Pier 2 has a roller nest for expansion and contraction. The bearings on both piers generally had minor to significant corrosion with areas of section loss throughout its components. Many of the guide bolts for the bearing assemblies were leaning and showed signs of significant section loss. The guide assemblies were commonly bent downward near guide bolt locations due to over tightening (See Photograph 12). The masonry plates typically had severe corrosion and section loss with areas of heavy crevice corrosion. The Pier 2 bearings showed no signs of expansion or contraction and are likely acting as fixed bearings due to being frozen from corrosion.

5.10 Piers

The piers consist of a concrete stems with cut stone pier caps and are in overall good condition. Minor spalls and scrapes are common along the faces of the pier. Vine growth exists on both pier faces (See Photograph 13). The southern face of Pier 1 has many layers of paint near ground level likely covering graffiti as the pier is easily accessible.

Bridge Inspection Report Sheet 11 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

6.0 PIN CONDITION

The Capitola Railroad Bridge pins are generally in satisfactory condition. There do not appear to be any cracks in the pins examined; however, any discontinuities in the pin surfaces could act as stress risers, increasing the potential for crack development.

The truss pins generally have areas of minor corrosion and most pins have minor to moderate wear grooves (See Photograph 14). The majority of deficiencies noted were minor wear grooves of 1/16” or less in depth at the locations where the eyebars bear on the barrel of the pins.

For additional information on the condition of pins see report entitled “Capitola Railroad Truss over the Soquel Creek in Capitola, CA – 2012 Bridge Pin Ultrasonic Testing Report.”

Bridge Inspection Report Sheet 12 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

7.0 CONDITION PHOTOGRAPHS

Photograph 4 – Deployed highrail UBIU inspection vehicle.

Photograph 5 – Panel 4 upstream stringer, minor corrosion (TYP.)

Bridge Inspection Report Sheet 13 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

Photograph 6 – Floorbeam 1 upstream end, minor pitting (TYP).

Stringer Bracing

Cross Frame

Truss Top Lateral Bracing

Photograph 7 – Panel 3 cross frames, stringer bracing, & truss top lateral bracing, minor corrosion throughout (TYP.)

Bridge Inspection Report Sheet 14 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

Photograph 8 – L2 upstream, minor pitting and crevice corrosion (TYP).

Photograph 9 – U4L4 upstream, severed lacing bar from corrosion (TYP.). Note far side of member, similar condition.

Bridge Inspection Report Sheet 15 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

Photograph 10 – L1U2 upstream turnbuckle, corrosion with damage to extended threads.

Photograph 11 – Typical bottom lateral bracing bars looking ahead station.

Bridge Inspection Report Sheet 16 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

Photograph 12 – Pier 2, upstream north-west anchor bolt bent with heavy corrosion and reduced in section. Note roller bearing frozen from corrosion.

Photograph 13 – Pier 1 upstream, vine growth. Bridge Inspection Report Sheet 17 of 17 Capitola Crossing Deck Truss (MP15.89c) April 24, 2012

Photograph 14 – U4 upstream pin after paint and corrosion is removed.