Technical Memorandum
The Power of Commitment
11223688 | 1
October 3, 2022
To Ryan Marquez, City of Pacifica Contact No. 925 849 1019 Copy to Paul Henderson Email [email protected]
From Satish Chilka PE Project No. 11223688
Project Name Pacifica Pier Handrail Repairs
Subject Condition Assessment of Pier Handrails - 2022
1. Introduction
The Pacifica Municipal Pier, located at 2100 Beach Blvd. Pacifica, CA 94044, is an L-shaped concrete pier supported on concrete piles (Figure 1.1). The pier functioned to support an outfall extending from Beach Boulevard into the ocean. The pier deck are prestressed concrete box girders with cast-in-place concrete handrails.
GHD Inc. conducted a condition assessment of the concrete handrails in March 2021 and developed repair options for damaged handrails along the pier. The collapse of handrails along the pier extension had resulted in the portion of the pier remaining closed to the public. The findings of the assessment were documented in a technical memorandum (March 2021) and included as Attachment A.
The City of Pacifica is evaluating options to undertake priority-based repairs of the handrails with the available funds i.e., repair handrails with severe damage. A revised condition assessment was performed for the handrails in June 2022 to review the current condition and progress of deterioration, and update the quantities required to be repaired in the near-term. The revised assessment utilized the observations from the previous assessment in Year 2021 as baseline in providing the revised ratings and recommended timeline for undertaking repairs.
Figure 1.1 Pacifica Municipal Pier Layout
Main Pier
Gate
Collapsed Handrail
Pier Extension
ATTACHMENT B
11223688 | Condition Assessment of Pier Handrails – 2022 | 2
2. Methodology
The methodology was consistent with the condition assessment performed in Year 2021.
2.1 Observation methods
A visual observation of inside and outside faces of concrete handrails and deck surfaces was performed to assess current condition, identify areas of significant damage. At locations of observed damage, a 16-oz hammer was used to sound the concrete and determine extent of delamination and closed spall. Photographs and a handwritten record of observed damages were compiled. Results are tabulated with panels numbered starting at the Pier Abutment, with panel #1 being the first full panel starting beyond the gate.
The pier deck (box girder) was not accessible beyond visual observations in some locations, to evaluate the condition of the side walls that will affect the connection of the handrails.
2.2 Damage Ratings
The observed conditions of the guardrails are categorized in conformance with ASCE 130: Waterfront Facilities Inspection and Assessment. For reinforced concrete elements, damage can be described as either minor, moderate, major, or severe as described in Table 2.1.
Table 2.1: Damage Rating for Reinforced Concrete Elements - ASCE 130 Damage Rating Existing Damage
Not Inspected – Not inspected, inaccessible, or passed by No Defects – Good original hard surface, hard material, sound Minor – Mechanical abrasion or impact spalls up to 1-in in depth – Occasional corrosion stains or small pop-out
– corrosion spalls
– General cracks up to 1/16-in in width
Moderate – Structural cracks up to 1/16-in in width
– Corrosion cracks up to 1/4-in in width
– Chemical deterioration: Random cracks up to 1/16-in in width; “Soft” concrete and/or rounding of corners up to 1-in deep
– Mechanical abrasion or impact spalls greater than 1-in in depth Major – Structural cracks 1/16-in to 1/4-in in width and partial breakage (through section cracking with structural spalls)
– Corrosion cracks wider than 1/4-in and open or closed corrosion spalls (excluding pop-outs)
– Multiple cracks and disintegration of surface layer due to chemical deterioration – Mechanical abrasion or impact spalls exposing the reinforcing Severe – Structural cracks wider than 1/4-in or complete breakage – Complete loss of concrete cover due to corrosion of reinforcing steel with more than 30% of diameter loss for any main reinforcing bar
– Loss of bearing and displacement at connections
– Loss of concrete cover (exposed steel) due to
– chemical deterioration
11223688 | Condition Assessment of Pier Handrails – 2022 | 3 Damage Rating Existing Damage
– Loss of more than 30% of cross-section due to any cause
3. Condition Assessment
The existing handrails are cast-in-place concrete panels with reinforcement extending from the side walls of the pier deck (box girder) providing a connection between the deck and handrails.
The pier has continued experiences high wind in a harsh marine environment. There were no known instances of high surf (waves) reaching the pier deck or handrails since January 2021. Continuous exposure to seawater or marine spray with recurring wet and dry conditions are detrimental to the concrete structure. Cracks in concrete allow seawater to access the reinforcement, initiating corrosion. As corrosion expands around the circumference of the reinforcement, the bond between concrete and reinforcement weakens and results in delamination. The progressive delamination eventually leads to concrete breaking off from the reinforcement i.e., spalling.
3.1 Damaged Handrail
The pier experienced high surf and/or wind forces in January 2021. A 41-ft portion of the handrail on the west edge of pier extension (deck spanning north to south) collapsed inward onto the deck. The entire extension has remained closed to public access and the condition of handrails on this span were not assessed.
The collapsed panels were previously noted to have severely corroded reinforcement at the joint between the handrail panels and deck. The concrete panels did not show signs of exposed spall hence the weakened connection due to corroded reinforcement and potential delamination in the side walls of the pier deck were determined to be the main cause of failure. The pier deck was visibly damaged as the handrail reinforcement pulled out indicating spall in the pier deck.
Figure 3.1 Collapsed Handrail, Photo 2021
3.2 Typical Damage
The minor and moderate damages, characterized by cracks less than 1/16” in width and spalled concrete of less than 1” depth, are not expected to significantly impact the existing strength of the handrails. The primary cause for the collapsed handrail was due to weakened connection between the panel and deck. Hence, if 11223688 | Condition Assessment of Pier Handrails – 2022 | 4 cracks, spalls, or rust stains were observed along the length of bottom connection to deck, those damages are categorized as major or severe damage.
More substantial cracks and spalls of concrete result in a significant loss of area in the structural concrete at supports, and generally leave existing reinforcement exposed to weather and subject to corrosion. In several instances, large spalls and reinforcement corrosion at handrails was accompanied by visible corrosion and spalling extending into the concrete below deck level.
Figure 3.2 through Figure 3.5 show the typical damage in handrail panels associated with the damage ratings.
Figure 3.2: Typical Damage Rated Minor
Figure 3.3: Typical Damage Rated Moderate
Cracks
Horizontal
Cracks
Spalls at Top
of Panel
11223688 | Condition Assessment of Pier Handrails – 2022 | 5 Figure 3.4: Typical Damage Rated Major
Figure 3.5: Typical Damage Rated Severe
A total of 164 panels were assessed on site and the corresponding damage rating for the panels have been summarized in Table 3.1, and include additional details in Attachment B. The condition of the panels and corresponding rating from Year 2021 was used a baseline for current assessment.
The panel ratings were revised accounting for the condition noted in the previous years’ assessment and relative change in deterioration over the year. The reinforcement in the panels continues to corrode until mitigation actions, such as repairing spalled concrete, adding galvanic anodes etc., are undertaken. As a result, some panels previously rated to have “No Damage” or lower damage rating have been reassessed to the next level of damage. On the other hand, some ratings were lowered from “severe” to “major” as the panels did not have significantly different visual damage.
Table 3.1 Summary of Assessment – Damage Ratings
Assessment Year 2022
No Damage 13
Minor Damage 29
Moderate Damage 29
Major Damage 56
Severe Damage 37
Cracks through
Handrail
Spall at
Connection
Section Loss
11223688 | Condition Assessment of Pier Handrails – 2022 | 6
4. Conclusions and Recommendations
The extent of damage suggests that the corrosion and spalling is concentrated in areas of the pier farthest from shore, and panels closer to shore as well. In handrail panels without major or severe damage, the presence of corrosion staining, minor spalling, and cracking suggests that corrosion of reinforcement has already begun and will continue to progress in current exposure conditions. Field observations and categorization of observed damages have been recorded in detail for each panel, as summarized in the attached Attachment B.
The revised timeline for undertaking the handrail repairs based on the rate of deterioration observed in the handrails is provided in Table 4.1. Year 0 is referenced to the year of assessment (2022). The recommended timeline may be revised with subsequent condition assessment to accommodate the most current condition of the handrails. The repair or replacement of panels rated severe should be prioritized, followed by major and moderate over time.
Table 4.1 Recommended Timeline for Repairs
Damage Rating Time (Years)
Severe 0 to 2
Major 0 to 5
Moderate 0 to 10
Minor 0 to 15
The collapsed handrail at the pier extension should be replaced or the extension should remain closed to the public.
At handrail panels with severe and major damage extending across two or more supports, as well as at the fully collapsed panels, full replacement of the panels is recommended.
The collapsed panels showed extensive loss of rebar at the connection to the pier deck and signs of concrete failure extending into the sides of the box girder. Thus, the condition of the reinforcement at the deck interface (between handrail panels and sides of the box girder) and the condition of the sides of the box girder is critical for the integrity of the panels. The panels with extensive damage along the interface and connection points are rated as severe or major. These panels are anticipated to have limited capacity to withstand the large loads from storm events (wind and wave loads), specifically those in combination with large swells.
At panels with minor to moderate damage, patching superficial cracks and spalled concrete would mitigate further damage. Providing additional supports at panels to supplement existing corroded reinforcement would extend the functional life of the panels and reduce the likelihood of future collapses.
The City of Pacifica should undertake annual condition assessment of the handrails and above deck components until the handrails are repaired, as necessary. The condition of the pier deck (box girder) and supporting piles should also evaluated to assess the integrity of the handrail connections to the pier deck.
The pier should be closed to public when high wind and wave conditions are anticipated in the area. The handrail panels, especially the ones parallel to shore, should be visually checked before opening the pier.
5. Limitations
This technical memorandum has been prepared by GHD for City of Pacifica. It is not prepared as, and is not represented to be, a deliverable suitable for reliance by any person for any purpose other than stated herein. It is not intended for circulation or incorporation into other documents in part. The matters discussed in this memorandum are limited to those specifically detailed in the memorandum and are subject to any limitations or assumptions specially set out.
11223688 | Condition Assessment of Pier Handrails – 2022 | 7 Accessibility of documents
If this Technical Memorandum is required to be accessible in any other format this can be provided by GHD upon request and at an additional cost if necessary.
The opinions, conclusions and any recommendations in this memorandum are based on information obtained from, and testing undertaken at or in connection with, specific sample points. Site conditions at other parts of the site may be different from the site conditions found at the specific sample points.
Investigations undertaken in respect of this memorandum are constrained by the site conditions and location of the handrails limiting visual and physical access to all the handrail panels. As a result, not all relevant site features and conditions may have been identified in this memorandum.
Attachment A: Memorandum – Assessment of Pacifica Pier Above Deck Components, March 2021.
Attachment B: Field Notes – Condition Assessment July 2022.
GHD
2300 Clayton Road Suite 920 Concord California 94520 USA T925 849 1000 F925 849 1040 W www.ghd.com
03/29/2021
To: Sam Bautista Ref. No.: 11223688
From: Patrick Brutzman, Satish Chilka Tel: (925) 849-1000 CC: Paul Henderson, Craig Lewis
Subject: Assessment of Pacifica Pier Above-Deck Components - FINAL
1. Introduction
The Pacifica Municipal Pier, located at 2100 Beach Blvd. Pacifica, CA 94044. The structure is an L-shaped concrete pier supported by concrete piles. GHD has been asked to provide a condition assessment and develop repair options for damaged existing handrails at the far end of the pier. The damage to handrails has resulted in the pier being currently closed to the public.
Figure 1: Pacifica Municipal Pier Layout
2. Background
Existing as-built drawings of the pier structure (dated 03/27/1972) are available as a reference for the original condition of the handrail. The handrail consists of cast-in-place concrete wall panels 6-1/2” thick and 42” tall, leaning inward over the deck. Panels are typically 18’-6” long, with shorter 4’-0” long panels occurring aligned with pile locations at 60’-0” on-center. The base of the typical panel has (3) 3’-0” openings with (2) 3’- 0’ supports between them, and the connection to the deck is reinforced with (2) #5 dowels at edge supports and (3) #5 dowels at interior supports. Refer to Figure 2 for a detail view of the existing handrail condition, and Figure 3 for an elevation view.
A condition assessment was performed by engineers from GHD on 2/12/2021 between 9:30 AM and 1:30 PM. Field observations were carried out to determine the current state of deterioration at all concrete Main Pier
Gate
Collapsed Handrail
Pier Extension
Field Observation Summary.docx 2
guardrails and light post connections above the deck of the pier. At elements determined to be significantly damaged, measurements were taken in preparation for design of replacement and retrofit schemes.
Figure 2: Existing Handrail Connection to Deck
Figure 3: Existing Handrail Connection to Deck
Field Observation Summary.docx 3
3. Methodology
3.1 Observation methods
A visual observation of inside and outside faces of concrete handrails and deck surfaces was performed to assess current condition, identify areas of significant damage. At locations of observed damage, a 16-oz hammer was used to sound the concrete and determine extent of delamination and closed spall.
Photographs and a handwritten record of observed damages were compiled. Results are tabulated with panels numbered starting at the Pier Abutment, with panel #1 being the first full panel starting beyond the gate.
3.2 Condition Assessment
The observed condition of the guardrails are categorized in conformance with ASCE 130: Waterfront Facilities Inspection and Assessment. For reinforced concrete elements, damage can be described as either minor, moderate, major, or severe as described in Table 3-1.
Table 3-1: Damage Rating for Reinforced Concrete Elements - ASCE 130 Damage
Rating
Existing Damage
Not Inspected • Not inspected, inaccessible, or passed by No Defects • Good original hard surface, hard material, sound Minor • Mechanical abrasion or impact spalls up to 1-in in depth • Occasional corrosion stains or small pop-out
• corrosion spalls
• General cracks up to 1/16-in in width
Moderate • Structural cracks up to 1/16-in in width
• Corrosion cracks up to 1/4-in in width
• Chemical deterioration: Random cracks up to 1/16-in in width; “Soft” concrete and/or rounding of corners up to 1-in deep
• Mechanical abrasion or impact spalls greater than 1-in in depth Major • Structural cracks 1/16-in to 1/4-in in width and partial breakage (through section cracking with structural spalls)
• Corrosion cracks wider than 1/4-in and open or closed corrosion spalls (excluding popouts) • Multiple cracks and disintegration of surface layer due to chemical deterioration • Mechanical abrasion or impact spalls exposing the reinforcing Severe • Structural cracks wider than 1/4-in or complete breakage • Complete loss of concrete cover due to corrosion of reinforcing steel with more than 30% of diameter loss for any main reinforcing bar
• Loss of bearing and displacement at connections
• Loss of concrete cover (exposed steel) due to
• chemical deterioration
• Loss of more than 30% of cross-section due to any cause Field Observation Summary.docx 4
4. Assessment Results
The pier experiences high wind and wave exposure in a harsh marine environment. Continuous exposure to seawater along with constant wet and dry conditions are detrimental to concrete structures. Cracks in concrete allow seawater access to the reinforcement, initiating corrosion. As corrosion expands the reinforcement, the bond between concrete and reinforcement weakens and causes spalling.
4.1 Damaged Handrail
At the pier extension, an approximately 41’ portion of west-facing handrail panels have collapsed inward onto the deck, probably resulting from high surf and/or wind forces sometime during January 2021. At the collapsed panels, the reinforcement is severely corroded at the joint between handrail panels and deck concrete, weakening the connection. Although the concrete panel itself did not show signs of spalls or delamination, the connections were the main cause of failure.
At the south end of the damaged panel, the reinforcement has pulled out of the concrete deck, indicating that there is a weakened bond within the deck concrete. The damage to handrails has also damaged the side wall of the deck. The underside of the deck was not accessible for further assessment during this inspection.
Figure 4: Photos of Collapsed Handrail
Field Observation Summary.docx 5
4.2 Typical Damage
A total of 164 panels were assessed on site and the corresponding damage rating for the panels have been summarized in Table 4-4-1, and include additional details in Appendix A.
Table 4-4-1: Damage Rating Summary
Damage Rating No Damage Minor Moderate Major Severe
No. of Panels 25 29 30 36 44
The minor and moderate damage, characterized by cracks less than 1/16” in width and spalled concrete of less than 1” depth, is not expected to significantly impact the existing strength of the handrails. The primary cause for the collapsed handrail was due to weakened connection between the panel and deck. Hence, if cracks, spalls, or rust stains were observed along the length of bottom connection to deck, those damages are categorized as major or severe damage.
More substantial cracks and spalls of concrete result in a significant loss of area in the structural concrete at supports, and generally leave existing reinforcement exposed to weather and subject to corrosion. In several instances, large spalls and reinforcement corrosion at handrails was accompanied by visible corrosion and spalling extending into the concrete below deck level.
Figure 5: Typical Damage Rated Minor
Cracks
Field Observation Summary.docx 6
Figure 6: Typical Damage Rated Moderate
Figure 7: Typical Damage Rated Major
Horizontal
Cracks
Spalls at Top
of Panel
Cracks
through
Handrail
Field Observation Summary.docx 7
Figure 8: Typical Damage Rated Severe
4.3 Repaired Panel
One panel has been previously repaired. The exterior surface follows the profile of other panels, but the inside face is vertical, creating a wider base for stability. A galvanized steel angle section has been installed at the inside face, with anchors embedded into the panel and presumably into the deck to provide an improved connection.
Figure 10: Repaired Handrail Panel
Spall at
Connection
Section
Loss at
Connection
Wider Base
with Steel
Angle
Field Observation Summary.docx 8
4.4 Steel Brace Supports
Some panels have a 1/4” thick bent steel plate supports anchored at the inside face and at the deck to provide additional bracing. The anchors and hardware at these plate braces are significantly corroded, and at one location the plate has 100% section loss at mid-height.
Figure 11: Steel Brace at Handrail
4.5 Connections of Light Post
The light posts on the pier are connected to the pier deck using 4 bolts and steel base plate. The base plate and anchor bolts show signs of corrosion. The nuts seem to be stainless steel material, showed some discoloration but didn’t show significant corrosion. There was no visible damage to the connections or grout pad around the base plate indicating movement of the light post due to a weakened connection.
Figure 9: Typical Light Post Foundation
Field Observation Summary.docx 9
4.6 Fish Cleaning Stations
The fish cleaning stations are concrete structures connected to the deck. The stations showed signs of deterioration and spalls. These damages start from the bottom connections due to corrosion of reinforcement and align well with the observations of similar deterioration at handrails.
5. Conclusions and Recommendations
The current extent of damage suggests that the corrosion observed in collapsed railing panels is widespread at areas of the pier farthest from shore, and present in the abutment panels closer to shore as well. In railing panels without major or severe damage, the presence of corrosion staining, minor spalling, and cracking suggests that corrosion of reinforcement has already begun and will continue to progress in current exposure conditions. Field observations and categorization of observed damages have been recorded in detail for each panel, as summarized in the attached Appendix A.
At railing panels with severe and major damage extending across two or more supports, as well as at fully collapsed panels, full replacement of the panels is recommended. At panels with major or severe damage concentrated at supports, a retrofit consisting of repairing damaged concrete, repairing corroded reinforcement, and providing additional support mechanism may be a feasible alternative to full replacement.
At panels with minor to moderate damage, patching superficial cracks and spalled concrete would mitigate further damage. Providing additional supports at panels to supplement existing corroded rebar would extend the life of the panels and reduce the likelihood of future collapses.
The collapsed handrail at the extension pier should be replaced or the extension closed to the public. The recommended timeline for other panels is provided in Table 5-1, referenced to Year 2021 as baseline i.e., Year 0.
It is also recommended to close the pier when high wind and wave conditions are anticipated in the area.
The panels, especially the ones parallel to shore, should be visually checked before opening the pier.
Table 5-1: Recommended Timeline for Repairs
Damage Rating Time (Years)
Severe 0 to 1
Major 0 to 2
Moderate 0 to 5
Minor 0 to 10
Field Observation Summary.docx 10
Appendix A
Field Observation Notes and Damage Rating Summary
PROJECT PACIFICA PIER HANDRAIL REPAIRS
CLIENT CITY OF PACIFICA
SUBJECT 2/12/2021 FIELD OBSERVATION REPORT - VISUAL AND SPALLING INSPECTION ENGINEER PB DATE 2/15/2021
CHECKED SC DATE 2/18/2021
PANEL ID INFO
N/S/E/W SIDE OF PIER (NORTH/SOUTH/EAST/WEST)
# PANEL COUNT FROM ENTRANCE OF PIER (Negative # indicates panels shoreside of the gate)
S SHORT PANEL
A ABUTMENT WALL
REPORT ITEM
RAT DAMAGE RATING
ND No Damage
MN Minor Damage
MJ Major Damage
SV Severe Damage
MC(##) MINOR CRACK NOT EXCEEDING 1/16" (TOTAL LENGTH OF CRACK, INCHES) MS(##x##) MINOR SPALLING (APPROX. AREA, INCHES)
CR CRACKING WITH LOSS OF EFFECTIVE CONCRETE AREA AT SUPPORT
SP SPALLING WITH LOSS OF EFFECTIVE CONCRETE AREA AND REINFORCEMENT COVER
E DAMAGE LOCATED AT EDGE OF PANEL
FW/FH DAMAGE SPREAD ACROSS FULL WIDTH / HEIGHT
X# NUMBER OF INSTANCES OF DAMAGE
MAIN PIER STRUCTURE
PANEL ID INSIDE S OUTSIDE S RAT S REMARK S INSIDE N OUTSIDE N RAT N REMARK N -5A SP MN CR(90) FW-SP SV
-4A SP MD CR SP MJ
-3A CR SPX2 MD SP MJ
-2A CR(60) SP(24X30) MD CR(48) SP SV
-1A E-SP SP(3) MJ CR(30) E-SPX2 MJ
0A MC, CR FW-SP SV GATE OCCURS
4' FROM END
CR(60) E-SP MJ GATE OCCURS
4' FROM END
1 MS(18X10)X2 MD ND STEEL BRACKET
2 E-MC MN MC(42) CR MN
3 ND ND
4S ND SP MD
5 ND MC(42) MN
6 ND ND
7 MS(12X4) MN MS MN
8S MS MN MC MN
9 MC(90), MS SP MD MS(12X18)X2 MD
10 CR, SP SV MS(12X12) MD
11 CR MS SV MS, MC(90) MS MD
12S ND MS MD
13 MS(12X24) MD SPALLING MC(42) MC MD
LEGEND
Side S Side N
GATE Main Pier
Panel 1 to 68
Pier Extension
Panels 1 to 8
PROJECT PACIFICA PIER HANDRAIL REPAIRS
CLIENT CITY OF PACIFICA
SUBJECT 2/12/2021 FIELD OBSERVATION REPORT - VISUAL AND SPALLING INSPECTION ENGINEER PB DATE 2/15/2021
CHECKED SC DATE 2/18/2021
14 ND SP MC SV
15 MC(90) MN MS(18X6), MC MJ
16S MN CLEANING STA
W/ SPALLING
ND
17 ND MS, MC(30) SP MJ
18 MS(12X12) MJ CORRODED
DECK
MC, SP MS MJ
19 MS(6X12)X2 MD SP(24X8) MS SV
20S MS MD MS MN
21 SP,MC(42) MJ MS MN
22 MS MS,CR SV SP MN
23 MC(30) MS MD CR, FW-MC SP MN
24S MS MD ND
25 MS MD SP SP SV
26 SP MJ SP SP MJ
27 MC MN ND
28S ND ND
29 ND ND
30 MN STEEL BRACKET
LOST
ND STEEL BRACKET
31 SP MD E-SP MS,SP SV
32S SP MD MC,MS MJ
33 MC FH-SP SV E-SP SP SV
34 E-SP,CR SV CR(300), SP FH-CR SV
35 MC(30) MN FH-SP MJ
36S MC(42) MN CR MD
37 MC(42), SP MN SP MC SV
38 MC(42) MN SP SP SV
39 MC(42) MS MJ SP MJ
40S ND ND
41 SP SP SV SP(24X12) E-SP,CR SV
42 E-SP, FW-SP SV E-SP MJ
43 MC(42) SP MJ E-SP MJ
44S E-SP SV MN
45 E-SP SV E-SP MJ
46 ND FW-SP SP SV
47 MC MN ND
48S ND ND
49 E-SP SV E-SP SV
50 MS(12X24)X2 E-SP SV E-SP SV
51 MN E-SP MJ
52S SP MJ SP MJ
53 CR SP SV CORRODED
DECK
CR MS SV
54 MN E-MS MJ
55 SP MJ AT MID-PANEL E-SP MJ
PROJECT PACIFICA PIER HANDRAIL REPAIRS
CLIENT CITY OF PACIFICA
SUBJECT 2/12/2021 FIELD OBSERVATION REPORT - VISUAL AND SPALLING INSPECTION ENGINEER PB DATE 2/15/2021
CHECKED SC DATE 2/18/2021
56S MS MN FW-CR FW-CR MD
57 E-SP SV SP MD
58 CR E-SP SV E-SP MJ
59 CR MJ STEEL BRACKET CR E-SP SV STEEL BRACKET
60S CR SV CR FW-CR MD
61 CR SV MC(42) MS MD
62 MS MD CR,MS MJ AT MID-PANEL
63 MC(60) MS MD SP MD
64S MN MN
65 E-SP SV SP SV DAMAGE
CONCENTRATE
D AT CORNER
66 FH-SP SV ND OPEN BAY
67 E-SP MJ CR MJ AT CORNER
68 CR, SP FW-SP MJ END WALL CR, SP FW-SP SV END WALL
NO DAMAGE 12 NO DAMAGE 13
MINOR 17 MINOR 10
MODERATE 15 MODERATE 12
MAJOR 11 MAJOR 21
SEVERE 19 SEVERE 18
PIER EXTENSION
Side W Side E
PANEL ID INSIDE W OUTSIDE W RAT W REMARK W INSIDE E OUTSIDE E RAT E REMARK E 1S MN NEW PANEL MC CR MD
2 CR(42) SP, E-SP MJ MC(42) E-SP SV
3 MN MC(30) MD
4S SV COLLAPSE SP SP SV
5 SV COLLAPSE CR E-SP SV
6 SV COLLAPSE E-SP MJ
7 SP FW-SP SV E-SP MJ
8 MS MD ENDPANEL SP(24X12)X2 MJ ENDPANEL
NO DAMAGE 0 NO DAMAGE 0
MINOR 2 MINOR 0
MODERATE 1 MODERATE 2
MAJOR 1 MAJOR 3
SEVERE 4 SEVERE 3
NO DAMAGE 25
MINOR 29
MODERATE 30
MAJOR 36
SEVERE 44
TOTAL
SUBTOTAL
SUBTOTAL SUBTOTAL
SUBTOTAL
PROJECT PACIFICA PIER HANDRAIL REPAIRS
CLIENT CITY OF PACIFICA
SUBJECT 7/5/2022 FIELD OBSERVATION NOTES - VISUAL CONDITION ASSESSMENT NOTES BY Satish Chilka PE, Derek Linsley PE
COMPILED BY Ishan Goel, EIT
PANEL ID INFO
N/S/E/W SIDE OF PIER (NORTH/SOUTH/EAST/WEST)
# PANEL COUNT FROM ENTRANCE OF PIER (Negative # indicates panels shoreside of the gate)
S SHORT PANEL
A ABUTMENT WALL
REPORT ITEM
RAT DAMAGE RATING
ND NO DAMAGE
MN MINOR DAMAGE
MD MODERATE DAMAGE
MJ MAJOR DAMAGE
SV SEVERE DAMAGE
MC(##) MINOR CRACK NOT EXCEEDING 1/16" (TOTAL LENGTH OF CRACK, INCHES) MS(##x##) MINOR SPALLING (APPROX. AREA, INCHES)
CR CRACKING WITH LOSS OF EFFECTIVE CONCRETE AREA AT SUPPORT
SP SPALLING WITH LOSS OF EFFECTIVE CONCRETE AREA AND REINFORCEMENT COVER
B BOTTOM CONNECTION DAMAGED
E DAMAGE LOCATED AT EDGE OF PANEL
FW/FH DAMAGE SPREAD ACROSS FULL WIDTH / HEIGHT
X# NUMBER OF INSTANCES OF DAMAGE
MAIN PIER STRUCTURE - REVISED RATINGS
PANEL ID INSIDE OUTSIDE RAT REMARK INSIDE OUTSIDE 2 RAT REMARK -5A SP MN CR(90) FW-SP SV
-4A SP MD CR SP MJ B
-3A CR SPX2 MD SP MJ B
-2A CR(60) SP(24X30) MJ B, 11'-2"
(INSIDE)
CR(48) SP SV 11'-2" (INSIDE)
-1A E-SP SP(3) MJ B CR(30) E-SPX2 SV MJ-SV
0A MC, CR FW-SP SV GATE OCCURS
4' FROM END
CR(60) E-SP MJ GATE OCCURS
4' FROM END
1 MS(18X10)X2 MJ MJ-MD, STEEL
BRACKET (7'-
11")
MN STEEL BRACKET
(8'-3")
2 42" CR E-MC MN MC(42) CR MN
3 ND ND
4S ND SP MD MD-MN
5 MN DECK
DAMAGED
MC(42) MN
LEGEND
PIER SIDE - S PIER SIDE - N
GATE
Main Pier Panel 1 to 68
Pier Extension Panels 1 to 8
PROJECT PACIFICA PIER HANDRAIL REPAIRS
CLIENT CITY OF PACIFICA
SUBJECT 7/5/2022 FIELD OBSERVATION NOTES - VISUAL CONDITION ASSESSMENT NOTES BY Satish Chilka PE, Derek Linsley PE
COMPILED BY Ishan Goel, EIT
6 ND ND
7 MS(12X4) MN MS MD MD-MN
8S MS MJ MD-MJ MC MN
9 MC(90), MS SP MJ MD-MJ, LARGE
OPENING
MS(12X18)X2 MJ MD-MJ, B
10 CR, SP MJ MD-MJ, ENDS MS(12X12) MD
11 CR MS MJ MD-MJ, TOP MS, MC(90) MS MD MD-MN
12S ND MS MD MD-MN
13 MS(12X24) MD SPALLING MC(42) MC MD MD-MN
14 MN SP MC SV SV-MJ, ENDS
15 MC(90) MN MS(18X6), MC MJ MJ-MD
16S ND ND CLEANING STA
W/ SPALLING
17 MD CORRODED
DECK
MS, MC(30) SP MJ
18 MS(12X12) MD MC, SP MS MJ MJ-MD
19 MS(6X12)X2 MD SP(24X8) MS SV SV-MJ
20S MS MN MS MN MN-ND
21 SP,MC(42) MJ MJ-MD MS MD MN-MD, B
22 MS MS,CR MJ MD-MJ, ENDS SP MJ MD-MJ
23 MC(30) MS MJ MD-MJ CR, FW-MC SP SV SV-MJ
24S MS MD DECK DAMAGE MJ MJ-MD
25 MS MN SP SP SV
26 SP MJ MJ-MD SP SP MJ MJ-MD
27 MC MD MC MN ND-MN
28S MN MN-ND,NO
JOINT GAP
ND NO JOINT GAP
29 ND STEEL BRACKET
LOST
MN ND-MN,
CORRODED
STEEL BRACKET
30 MD MN-MD END LAND -
SPALL
MJ MD-MJ
31 SP MN E-SP MS,SP MJ MD-MJ
32S SP MD MC,MS MJ MJ-MD
33 MC FH-SP MJ MJ-MD E-SP SP SV SV-MJ, ENDS
34 E-SP,CR SV CR(300), SP FH-CR SV
35 MC(30) MN DECK CRACK FH-SP MJ
36S MC(42) MN CR MD WATERSIDE
BASE
DAMAGED
37 MC(42), SP MD MN-MD SP MC SV
38 MC(42) MJ MD-MJ SP SP SV
39 MC(42) MS MJ SP MJ
40S MN ND-MN ND
41 SP SP SV DECK DAMAGE SP(24X12) E-SP,CR SV SV-MJ, DECK
DAMAGE - MD
42 E-SP, FW-SP SV E-SP SV MJ-SV, ENDS
PROJECT PACIFICA PIER HANDRAIL REPAIRS
CLIENT CITY OF PACIFICA
SUBJECT 7/5/2022 FIELD OBSERVATION NOTES - VISUAL CONDITION ASSESSMENT NOTES BY Satish Chilka PE, Derek Linsley PE
COMPILED BY Ishan Goel, EIT
43 MC(42) SP MJ MJ-MD E-SP MJ MJ-MD
44S E-SP SV SV-MJ MN
45 E-SP MJ MD-MJ E-SP MJ
46 ND FW-SP SP SV
47 MC MD MN-MD SV SV-MJ
48S MN MN ND-MN
49 E-SP MJ MD-MJ E-SP SV SV-MJ, ENDS
50 MS(12X24)X2 E-SP MJ MD-MJ E-SP SV SV-MJ
51 MD MN-MD E-SP MJ MD-MJ
52S SP MJ MD-MJ SP MJ MD-MJ
53 CR SP MJ CORRODED
DECK
CR MS SV SV-MJ, MD -
DECK DAMAGE
54 MD MN-MD E-MS MJ MJ-MD
55 SP MJ MD-MJ, AT
MID-PANEL
E-SP MJ MJ-MD
56S MS MN FW-CR FW-CR MD
57 E-SP SV SV-MJ SP MJ MD-MJ
58 CR E-SP SV SV-MJ E-SP MJ
59 CR MD MN-MD, STEEL
BRACKET
MISSING
CR E-SP SV MJ-SV, STEEL
BRACKET
60S CR MN CR FW-CR MJ MD-MJ
61 CR MJ MD-MJ, DECK
DAMAGE
MC(42) MS MJ MD-MJ
62 MS MJ MD-MJ CR,MS MJ AT MID-PANEL
63 MC(60) MS MJ MD-MJ SP MJ MD-MJ
64S MN MN MN-ND
65, L-SHAPE
@ N
E-SP SV SV-MJ SP SV DAMAGE
CONCENTRATE
D AT CORNER
66 FH-SP MJ MJ-MD ND OPEN BAY,
DECK DAMAGE
67 E-SP MD CR MD AT CORNER
68 CR, SP FW-SP SV SV-MJ, END
WALL
CR, SP FW-SP SV END WALL
NO DAMAGE 7 NO DAMAGE 6
MINOR 17 MINOR 10
MODERATE 16 MODERATE 10
MAJOR 25 MAJOR 27
SEVERE 9 SEVERE 21
SUBTOTAL SUBTOTAL
PROJECT PACIFICA PIER HANDRAIL REPAIRS
CLIENT CITY OF PACIFICA
SUBJECT 7/5/2022 FIELD OBSERVATION NOTES - VISUAL CONDITION ASSESSMENT NOTES BY Satish Chilka PE, Derek Linsley PE
COMPILED BY Ishan Goel, EIT
PIER N/S EXTENSION - CLOSED NO ACCESS - RATINGS NOT REVISED PANEL ID INSIDE OUTSIDE RAT REMARK INSIDE OUTSIDE 2 RAT REMARK 1S MN NEW PANEL MC CR MD
2 CR(42) SP, E-SP MJ MC(42) E-SP SV
3 MN MC(30) MD
4S SV COLLAPSE SP SP SV
5 SV COLLAPSE CR E-SP SV
6 SV COLLAPSE E-SP MJ
7 SP FW-SP SV E-SP MJ
8 MS MD ENDPANEL SP(24X12)X2 MJ ENDPANEL
NO DAMAGE 0 NO DAMAGE 0
MINOR 2 MINOR 0
MODERATE 1 MODERATE 2
MAJOR 1 MAJOR 3
SEVERE 4 SEVERE 3
SUMMARY
NO DAMAGE 13
MINOR 29
MODERATE 29
MAJOR 56
SEVERE 37
TOTAL
SUBTOTAL SUBTOTAL
PIER SIDE - W PIER SIDE - E