LIMITATIONS
UES/CTE has reviewed the referenced documents for this review from a geotechnical perspective and for geotechnical conformance with the City of Solana Beach’s (City) Local Coastal Plan (LCP) policies and regionally accepted geotechnical standards of practice. It is not in UES/CTE’s scope of work or responsibility to perform an independent geotechnical investigation or analysis of the proposed work site. The proposed site exists on an actively eroding coastal bluff, and as such, local and global stability are unpredictable and subject to change based on internal and external factors. UES/CTE makes no warranties as to the effectiveness or appropriateness of the applicant’s proposed work.
We appreciate this opportunity to be of service on this project. If you have any questions regarding this report, please do not hesitate to contact the undersigned.
Respectfully,
UNIVERSAL ENGINEERING SCIENCES (UES/CTE)
Colm J. Kenny, GE #3201 Jay F. Lynch, CEG #1890
Senior Engineer Principal Engineering Geologist
CJK/JFL:cjk
1441 Montiel Road, Suite 115, Escondido, CA 92026
p. 760.746.4955 | TeamUES.com
Application Submittal Geotechnical Review - Third Review Del Mar Beach Club Seawall Repair
REVIEWED DOCUMENTS:
Del Mar Beach Club – Phase I Seawall and Upper Bluff Repair 825 S. Sierra Avenue
Solana Beach, California
[Degenkolb Job Number C1676031.00]
Conditional Use Permit No.: CUP23-001
Dated November 14, 2023
Letter: Del Mar Beach Club – Phase I Seawall & Upper Bluff Repair 825 S. Sierra Avenue
Solana Beach, California
Soil Engineering Construction, Inc. dated September 18, 2023 Del Mar Beach Club Proposed Maintenance/Repairs to Existing Seawall and Upper Bluff Caisson System – Phase 1
Prepared by Soil Engineering, Inc.
Del Mar Beach Club – Phase I Seawall and Upper Bluff Repair 825 S. Sierra Avenue
Solana Beach, California
[Degenkolb Job Number C1676031.00]
Conditional Use Permit No.: CUP23-001
Dated September 18, 2023
Application Submittal Geotechnical Review -1st Review
Del Mar Beach Club Seawall Repair
825 South Sierra Avenue, Solana Beach, California 92075 UES Job No. 4830.2300109, dated September 7, 2023
Response to Planning Review Comments
Del Mar Beach Club, CUP 23-001
Prepared by SEC, Dated July 31, 2023
CUP23-001 a Conditional Use Permit (CUP)
Maintenance and Repair of Southern 170-ft of an Existing 540-ft Long Lower Bluff Seawall and A Lateral Wall Along the Southern Terminus of the Coastal Bluff Below 825 S. Sierra Avenue, Solana Beach, California , Dated June 16, 2023 Bluff Retention Device Conditional Use Permit Application 825 South Sierra Avenue, Solana Beach, California 92075 City of Solana Beach, Applicant dated April 27, 2023
Update Geotechnical Recommendations
Proposed Maintenance Repairs Existing Lower Bluff Seawall & South Property Line Upper Bluff Caisson System, 825 South Sierra Avenue, Solana Beach, California 92075 Prepared by SEC, Dated April 3, 2023
1441 Montiel Road, Suite 115, Escondido, CA 92026
p. 760.746.4955 | TeamUES.com
Application Submittal Geotechnical Review - Third Review Del Mar Beach Club Seawall Repair
Drawings Revised Del Mar Beach Club Sea Wall Del Mar Beach Club Proposed Maintenance/Repairs to Existing Seawall and Upper Bluff Caisson System-Phase 1 Prepared by SEC, Dated April 3, 2023
Structural Calculations
Del Mar Beach Club Seawall and Upper Bluff Repairs
825 South Sierra Avenue, Solana Beach, California 92075 Degenklob Engineers Job No. C1676031.00, Dated February 8, 2023 Existing Photo; Lateral Wall on Southerly Property Line DMBC, Existing Conditions—Upper Bluff South End
Existing Photo; Segment of Southerly 170ft of DMBC Seawall DMBC Existing Conditions
2013 Photo; Del Mar Beach Club, California Coastal Records Project 1989 Photo; Del Mar Beach Club, California Coastal Records Project SOIL
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927 Arguello Street, Redwood City, California 94063 (760) 633-3470 // (650) 367-9595
UPDATED GEOTECHNICAL RECOMMENDATIONS - PROPOSED MAINTENANCE REPAIRS
EXISTING LOWER BLUFF SEAWALL & SOUTH PROPERTY LINE UPPER BLUFF CAISSON SYSTEM
DEL MAR BEACH CLUB HOA
825 S. SIERRA AVENUE
SOLANA BEACH, CALIFORNIA 92075
Prepared for:
Mr. Terry Himes
Del Mar Beach Club HOA
c/o Robert Trettin
825 S. Sierra Avenue
Solana Beach, California 92075
April 3, 2023
SOIL
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927 Arguello Street, Redwood City, California 94063 (760) 633-3470 / (650) 367-9595 1 Updated Geotechnical Recommendations - Proposed Maintenance Repairs Existing Lower Bluff Seawall & South Property Line Upper Bluff Caisson System Del Mar Beach Club HOA - 825 S. Sierra Avenue, Solana Beach, California 92075
1.0 INTRODUCTION AND OVERVIEW
This report summarizes the findings of the Soil Engineering Construction, Inc. (SEC) updated geotechnical recommendations for the coastal bluff area at the south and west portions of the subject site. Coastal bluff retreat has adversely affected the subject site since the early 1980’s. To protect improvements on-site, the DMBC has permitted and constructed various coastal protection devices over the years. These include a lower bluff seawall which fronts the western boundary of the subject property, a drilled pier wall within the building pad near the southwest property corner, and a pile supported wall with shotcrete facing on the bluff face at the southwest property corner. Ongoing erosion and bluff failures in this area have worsened conditions from a geotechnical standpoint, maintenance repairs to the protective devices are now required.
Purpose of this updated geotechnical evaluation for the DMBC:
• Document the condition of the previously installed coastal protection devices within the subject area;
• Provide opinions of the stability of the subject property related to the deterioration of coastal protection devices;
• Document whether an imminent threat of damage or failure to the coastal protective devices or structures on-site now exists as a result of continuing mid/upper bluff failure at the southwest property corner; and,
• Provide recommendations for improvements to the coastal protection devices. Elements of the report include an evaluation of previous geotechnical studies and a presentation of useful information relevant to the coastline erosion processes in the area. The site location is depicted on Figure 1 in Appendix B
2.0 SCOPE OF WORK
The scope of this geotechnical evaluation includes:
• Review of geological, topographical, and historic aerial imagery and literature pertaining to the site and vicinity. (see Appendix A).
• Geological reconnaissance to record, measure and map portions of the coastal bluff and document the current conditions of the previously installed coastal protective devices. • Destructive testing to expose the steel reinforcement of the existing seawall.
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927 Arguello Street, Redwood City, California 94063 (760) 633-3470 / (650) 367-9595 2 • Load testing of the previously installed tie-back anchors associated with the existing seawall.
• Assess previous laboratory test data relative to strength parameters for the soil/geologic units of the area.
• Present site topographic plans and provide geological cross-section profiles of the coastal bluff properties.
• Geotechnical analysis of the previous data obtained relative to existing bluff stability as well as proposed bluff conditions once recommended repairs are implemented at the site (see Appendix B).
• Preparation of this final report.
3.0 GEOLOGIC SETTING
The site is located within the coastal portion of the Peninsular Ranges Geomorphic Province of California. This province, which extends 900 miles from Southern California to the southern tip of Baja California, is characterized by northwest-trending structural blocks. The coastal portion of the province in San Diego County is typically comprised of upper Cretaceous-aged to Tertiaryaged (1.8 million to 65 million years) marine and non-marine sedimentary bedrock units that have been deposited within a northwest trending basin known as the San Diego Embayment (Norris & Webb, 1976). Recent geologic uplift along the San Diego coastal margin, combined with sea level changes, have created marine terraces and associated deposits consisting of near-shore marine, beach estuarine, and lagoonal facies. These deposits range from early to mid-Quaternary-aged (45,000 to 1.5 million years) and are designated in geologic literature as Paralic Deposits.
According to the geologic literature, the site is underlain by Quaternary-aged surficial deposits designated Old Paralic Deposits, Unit 6. These deposits are in turn underlain by the Tertiary-aged Torrey Sandstone. The site location is identified on the Geologic Plan (Figure 5 in Appendix B).
Geologic literature describes the Paralic Deposits as, “poorly sorted, moderately permeable, reddish-brown, interfingered strandline, beach, estuarine and colluvial deposits composed of siltstone, sandstone and conglomerate.” The Torrey Sandstone is described as, “white to light brown, medium to coarse grained, moderately well indurated, massive and broadly cross bedded, arkosic sandstone” (Kennedy and Tan, 2008).
4.0 SITE STRATIGRAPHY
The subsurface descriptions presented below are interpreted from the conditions exposed during the referenced field investigation conducted by others, recent mapping of the bluff exposure and/or inferred from local geologic literature. Cross Section A-A’, Figure 4 in Appendix B, which was adapted from the referenced investigation by Group Delta, depicts the subsurface profile and changes in the bluff profile over time.
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927 Arguello Street, Redwood City, California 94063 (760) 633-3470 / (650) 367-9595 3 Old Paralic Deposits – Unit 6 (Qop6) – Old surficial deposits designated Quaternary-aged Old Paralic Deposits, Unit 6 were encountered during the referenced investigation. These deposits are associated with the Nestor marine terrace and are approximately 120,000 years old and are often referred to as Terrace Sands or Terrace Deposits. The upper approximate 20 feet were generally logged as a light reddish brown, medium dense, fine to medium grained sandstone.
Below the approximate 20-foot depth within the paralic deposits an increase in density was noted.
Mapping of the bluff revealed the moderately cemented reddish brown sandstone or “beach ridge” deposits within the upper approximate 5 feet of the bluff, forming a cap across the lot that is more resistant to erosion as indicated by the near vertical exposures of this material.
Underlying the “beach ridge” cap, two zones of poorly cemented tan sandstone were identified.
These zones, which are more susceptible to erosion, form the sloping terrain, which extends down to the underlying bedrock sea cliff.
Bedrock – Torrey Sandstone (Tt) – Bedrock of the Tertiary-aged Torrey Sandstone was mapped underlying the Paralic Deposits at an approximate elevation of 28 feet MSL, and was generally described as a well indurated, medium to coarse grained, tan to light gray sandstone. The sandstone forms an approximate 15-foot-high sea cliff, the base of which is within beach sands.
The face of the sea cliff is at or beyond vertical with several feet of overhang along some portions.
General bedding with a southeasterly dip on the order of 2 degrees, along with localized higher angled cross bedding with random orientations, was measured within exposures of the Torrey Sandstone. Several minor sea caves or notches were noted within the base of the sea cliff at the existing beach grade.
5.0 SITE-SPECIFIC COASTAL BLUFF TOP RETREAT
A site-specific coastal bluff top retreat rate was evaluated utilizing small scale (1” = 2000’) stereopair historical aerial photos ranging from 1969 through 1998, large scale (1” = 40’) aerial photographs ranging from 1994 through 2010, and higher resolution oblique aerials ranging from 1972 to 2013. Based on a review of these images, there appears to have been relatively small changes in the bluff top configuration along the western perimeter of the lot. Three oblique aerials, 1972, 1989, and 2013, which were shot at similar angles, were selected and roughly scaled for comparative purposes. Over the approximate 40-year period with the three images, it is evident that the subject bluff top experienced a very minor level of erosion during this period.
It should be noted that site-specific erosion rates have likely been reduced as the base of bluff has been improved with a concrete and wood seat wall. Similar improvements were noted along the base of bluff to neighboring lots both north and south of the subject site. These conditions would tend to reduce erosion caused by wave action along the base of bluff along with associated bluff top retreat. For purposes of our evaluation, an average retreat rate consistent with those established by regional studies which are summarized in the next section was utilized. In this case, an average rate of 0.25 ft/year was adopted for the site.
6.0 REVIEW OF COASTAL BLUFF RETREAT DOCUMENTS AND STUDIES In addition to the review of aerial images, published reports which address coastal bluff retreat rates in the Solana Beach, Encinitas and Leucadia area were reviewed.
SOIL
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927 Arguello Street, Redwood City, California 94063 (760) 633-3470 / (650) 367-9595 4 A FEMA funded study conducted by Benumof and Griggs (1999), evaluated sea cliff erosion rates along several coastline sites within San Diego County including a 0.5 mile stretch of Encinitas located south of the subject site. These rates were determined over a 62-year period 1932 through 1994 and include short-term erosional episodes related to severe winter storms, including sea cave or notch overhand collapses. The study reported average long-term retreat rate for the Encinitas area of 7.7 cm/year or 0.25 ft/year.
A 2015 study by the U.S. Army Corps of Engineers evaluated the potential impacts from coastal erosion in the Encinitas area from the south end of Solana Beach to the north end of Leucadia.
The study was divided into nine different zones or reaches, with the subject lot located in Reach 1, which extends from Leucadia Boulevard north to La Costa Avenue. Reach 1 was described as having many properties with bluff base improvements similar to the wall identified at the subject property. Bluff composition for the reach was described as having a flatter upper bluff slope with vegetation cover, and an erosion resistant bluff base comprised of bedrock and a continuous cobble berm. The study concluded sea cliff retreat rates of 0.3 ft/year, and bluff top retreat rates of 0.2 ft/year.
7.0 POTENTIAL SEA LEVEL RISE IMPACT
As part of our investigation, and in accordance with the State of California Sea-Level Rise Guidance 2018 Update, we evaluated potential site impact regarding sea-level rise. For evaluation purposes, we utilized data from gauge (#9410230) in La Jolla and assumed a project lifespan target date for 2090.
Based on information from the NOAA.gov website, the La Jolla tide gauge has tide level measurements dating back to 1924. Historical tide gauge measurements over the previous 97 years indicate a sea-level trend of 2.04 mm/year, with a 95 percent confidence interval of +/- 0.23 mm/year. The sea-level trend data projected to a 75-year lifespan indicates a sea-level rise ranging from 135 mm to 170 mm. Although useful, the historical sea-level trend does not consider the impact of climate change on sea-level rise.
The State of California Sea-Level Rise Guidance (2018) document provides projected sea-level rise, with climate change taken into account, for 12 tide gauges located along the California coastline from Crescent City in Northern California to San Diego in Southern California. Tables for each of the 12 tide gauges are provided with sea-level rise projections at 10-year intervals for years ranging from 2030 to 2150 and projected ranges including median, likely, 1-in-20 chance, and 1- in-200 chance. Different risk aversion levels, including low, medium-high, and extreme, are also provided for project planning purposes. The low-risk aversion is associated with the “likely” range with a 66 percent probability of occurrence, and the medium-high risk aversion is “1-in-200 chance” with a 0.5 percent probability of occurrence. There is also an extreme risk aversion category that is not associated with a specific climate change projection and is intended for projects with a low tolerance for risks, such as power plants, airports, and hazardous waste storage sites. For years beyond 2050, different emission scenarios, either low emission or high emission, are also provided.
As previously mentioned, the La Jolla tide gauge was identified as #9410230, and a project lifespan target date of 2090 was utilized for our evaluation. The following table summarizes sea level rise SOIL
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927 Arguello Street, Redwood City, California 94063 (760) 633-3470 / (650) 367-9595 5 projections provided in “Table 34: Projected Sea-Level Rise (in feet) for San Diego” from the State of California Sea-Level Rise Guidance (2018) document. These values can be utilized for determining potential site impact from sea level rise.
SEA LEVEL RISE PROJECTIONS
MEDIAN LIKELY 1-in-20
Chance
1-in-200
Chance H++
scenario
(Sweet
et al,
2017)
*Single
scenario
50%
probability
sea level
rise meets
or
exceeds…
66% probability
sea level rise is
between…
5%
probability
sea level
rise meets
or
exceeds…
0.5%
probability
sea level
rise meets
or
exceeds…
Low Risk
Aversion
Medium –
High Risk
Aversion
Extreme
Risk
Aversion
Low emissions
(2090) 1.6’ 1.0’ 2.2’ 2.9’ 4.8’ --
High emissions
(2090) 2.2’ 1.6’ 3.0’ 3.7’ 5.7’ 8.3’
The project designers can consider the potential impacts of sea-level rise on the proposed development.
8.0 GROUNDWATER AND SURFACE WATER
No significant groundwater seepage was observed at the contact of the Pleistocene terrace deposits over the Torrey Sandstone. We note that seasonal perched groundwater levels and conditions can fluctuate due to factors such as rainfall amounts, rainfall intensity, temperatures, or other factors. Changes in this perched groundwater condition can affect the stability of the upper bluff area.
9.0 CONCLUSIONS, FINDINGS & RECOMMENDATIONS
Based on our investigation, the previously installed protective devices have been adversely impacted by on-going erosion and bluff failures. These devices have undergone both chemical and physical weathering as a result of exposure to the elements including sea air and wave action.
To extend the lifespan of the devices, and minimize the potential impacts to the improvements on-site, maintenance and repairs are warranted. For the purposes of this report, there are two areas proposed for immediate maintenance/improvement. Our findings and recommendations are discussed in further detail below. A photo image depicting the current site conditions is provided as Proposed South end Caisson Repair, Figure 2 in Appendix B, and a topographic plan view of the subject area is provided as Section Plan View, Figure 3 in Appendix B.
The first area for required maintenance and repairsis the southern +/- 170 lineal feet of the lower sea wall. As part of our geotechnical work, several tieback anchorage heads along the seawall were exposed by removing the concrete anchorage encasements. Severe corrosion of the tieback SOIL
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927 Arguello Street, Redwood City, California 94063 (760) 633-3470 / (650) 367-9595 6 anchor tendons, anchor heads and bearing plates were observed. SEC attempted to pull test several individual anchor tendons at different tieback locations using a calibrated center hole jack.
Each of the tested tieback tendons failed at relatively low loads, less than 50% of a typical tendon load, with some tendons failing at near zero loads behind the bearing plate, due to corrosion.
Based on our observations and experience, it is our finding that most of the existing lower bluff seawall tiebacks have been severely compromised, see photo below, and that as part of the wall repair project a new row of tiebacks should be installed. Relying on the existing tiebacks for lateral support of the existing seawall is not recommended.
The proposed new seawall tiebacks should be designed assuming unbonded lengths and loading consistent with the original seawall design. It is recommended that the new tieback unbonded zone should 20 feet and a bond stress of 21 psi can be assumed for tieback anchor design.
SEC also observed severe concrete spalling along most of the entire length of the lower bluff seawall. A few areas in the concrete seawall face were opened up to observe the outer layer of reinforcing steel. It appears that a new outer reinforcing steel mat will be required, in most areas, to be replaced due to corrosion. We recommend that all spalled concrete be removed and reinforcing steel be replaced or cleaned and a new shotcrete cover be installed over the length of the repair.
No weep holes were observed in the seawall. It is recommended that weep holes be installed at or above elevation +7msl. Installing weep holes at lower elevations may cause piping behind the wall from ocean surges during high tides and storm conditions. If it is decided to install weep holes at a higher elevation, like +7’msl, then the structural engineer should consider adding hydrostatic pressures in design of the lateral support anchors.
SOIL
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927 Arguello Street, Redwood City, California 94063 (760) 633-3470 / (650) 367-9595 7 The second area for required maintenance and repairs is the upper bluff pier wall and adjacent bluff face along the southern property line of the DMBC condominium complex. Based on our recent review the bluff has receded eastward approximately 8 feet since the pier wall and shotcrete were previously installed. This greatly exceeds the normal annual bluff retreat rate, and is a result of bluff failures. Ongoing upper-bluff failures and associated erosion will continue resulting in the exposure of the concrete piers and potentially threatening to undermine the existing bluff-top structures. At a minimum, we recommend a reinforced shotcrete skin be installed over the existing 18-inch diameter drilled piers for the full length of the current erosion exposure, approximately 4 lineal feet +/-. The new reinforced shotcrete covering should extend a minimum of 3 feet into the underlying bluff materials. If additional tiebacks are necessary, then the minimum unbonded length should be 20 feet. A bond stress in the upper native terrace deposits may be assumed as 15psi. In order to keep tiebacks at a reasonable design load, we recommend a minimum of 3 rows of anchors. The anchors shall be proof tested to 133% of design load. We recommend that the project structural engineer evaluate the existing wall design and make a determination if additional tieback anchors are required. A preliminary wall loading diagram is provided in Figure 6, Appendix B.
10.0 SAFETY CONSIDERATIONS
Due to the large-scale failures that have occurred to the bluff face, the safety factor at the top and base of bluff is a very important issue. Recent bluff failures in the immediate vicinity have resulted in fatalities and/or significant injuries. Contractors, engineers, pedestrians, and any other persons in the vicinity, should be aware and warned of the severity of the bluff face conditions.
The present condition of the bluff profile constitutes an active hazard to properties and persons living and/or working above the bluff profile. The present condition also constitutes a hazard to persons along the base of the bluff profile. This hazard along the base of the bluff is estimated to extend approximately 50 feet seaward of the base of the bluff.
Without the proposed shore protection measures, the section along the beach-level area does not have ample space between the bluff face and the ocean during high tide periods for a person SOIL
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927 Arguello Street, Redwood City, California 94063 (760) 633-3470 / (650) 367-9595 8 to walk and not be in a region of hazard. Generally, beach hazards include complete collapse of sea caves and undercut and over-steepened bluffs, as well as massive slope failures of the bluff above the bedrock. Potential failures along the top of the bluff profile may extend landward from approximately several feet to 20-foot.
11.0 LIMITATIONS AND CHANGING CONDITIONS
This updated geotechnical evaluation report addresses limited geotechnical conditions at DMBC site, and is based on our document review, our experience in bluff projects, and our observations of the geological conditions exposed in the bluff at this locality. This report assumes that the geologic/soils conditions do not deviate appreciably from those observed. The recommendations of this report pertain only to the subject site.
The findings of this report are valid as of this date. Changes in conditions of this region can occur with the passage of time, through natural processes or the work of man at this vicinity. In addition, applicable standards may be changed by legislation or the broadening of knowledge in the fields of geotechnical engineering or geology. Hence, the findings of this report may be invalidated wholly or in part by changes beyond our control.
If there are questions regarding the information contained herein, we should be contacted. We will not be responsible for the misinterpretation by others of the information herein. Our services consist of professional consultation, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed by us.
Respectfully submitted,
SOIL ENGINEERING CONSTRUCTION, INC.
John W. Niven, P.E. Robert D. Mahony, G.E., C.E.G.
Attachments: Appendix A – References
Appendix B – Figures (1-6)
Appendix C – Repairs to Coastal Bluff, DMBC,
Solana Beach. Drawing Sheets 1-18
SOIL
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927 Arguello Street, Redwood City, California 94063 (760) 633-3470 / (650) 367-9595 9 APPENDIX A
1) California Coastal Commission, Staff Report, 341, 347, and 355 Pacific Avenue, Solana Beach, September 25, 2013.
2) California Coastal Records Project, Aerial Images, 1972, 1979, 1987, 1989, 2002, 2004, 2006, 2008, 2010, and 2013.
3) Continental Aerial Photo, Stereo-pair Aerial Photos, Flights 12-10-1969, 4-16-1972, 12-13- 1978, 12-17-1979, 04-08-1980, 01-14-1988, 10-30-1993, 08-12-1998. 4) Google Earth, Aerial Images, 05-31-1994,12-31-2002, 06-29-2004, 01-03-2006, 02-29- 2008, 08-23-2010, 11-2-2012, 05-11-2014, 04-14-2015.
5) Group Delta, Shoreline Erosion Study, North Solana Beach, California, August 20, 1998. 6) Group Delta, Geotechnical Investigation, Coastal Bluff at Southwest Property Corner, Del Mar Beach Club, Solana Beach, California, dated March 3, 1999. 7) Kennedy and Tan, Geologic Map of the San Diego 30’ x 60’ Quadrangle, 2005 8) State Coastal Conservancy, California Beach Restoration Study, January 2002.
SOIL
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927 Arguello Street, Redwood City, California 94063 (760) 633-3470 / (650) 367-9595 10 APPENDIX B
SOIL ENGINEERING CONSTRUCTION, INC. 927 ARGUELLO STREET REDWOOD CITY, CA 94063 ( 650) 367-9595 P (650) 367-8139 F
LICENSE NO. A268082 FIGURE SITE LOCATION MAP
DEL MAR BEACH CLUB
825 S. SIERRA AVENUE
SOLANA BEACH, CA 92075
DATE: SCALE: PROJECT: DRAWN BY:
1 4/3/23 NTS DMBC JK
Lomas Santa Fe Drive
825 S. SIERRA AVENUE
SOLANA BEACH, CA
PACIFIC OCEAN
SITE LOCATION MAP
SCALE: N.T.S.
PROJECT SITE:
CITY OF ENCINITAS
f
CITY OF DEL MAR OF SAN DIEGO
SOIL ENGINEERING CONSTRUCTION, INC. 927 ARGUELLO STREET REDWOOD CITY, CA 94063 ( 650) 367-9595 P (650) 367-8139 F
LICENSE NO. A268082 FIGURE PROPOSED SOUTH END CAISSON REPAIR
DEL MAR BEACH CLUB
825 S. SIERRA AVENUE
SOLANA BEACH, CA 92075
DATE: SCALE: PROJECT: DRAWN BY:
2 4/3/23 NTS DMBC JK
SEACAVE
DEC. '22/JAN. '23
BLUFF FAILURE
PROPOSED
REINFORCED
SHOTCRETE
COVERING
3' MIN. WALL
EMBEDMENT
SOIL ENGINEERING
A
A'
SOIL ENGINEERING CONSTRUCTION, INC. 927 ARGUELLO STREET REDWOOD CITY, CA 94063 ( 650) 367-9595 P (650) 367-8139 F
LICENSE NO. A268082 FIGURE SECTION PLAN VIEW
DEL MAR BEACH CLUB
825 S. SIERRA AVENUE
SOLANA BEACH, CA 92075
DATE: SCALE: PROJECT: DRAWN BY:
3 4/3/23 1" = 20' DMBC JK
DEL MAR BEACH CLUB
825 S. SIERRA AVE
SECTION PLAN VIEW
SCALE: 1"=20'
APPROX. LOCATION OF (E) SEACAVE
GRAPHIC SCALE
1 INCH = 20 FEET
0 20
(E) SEAWALL
CONC
u
8 g
a.
0 ~
-70----
A' A
70 60
50 0
10 20
30 40
TORREY
SANDSTONE
ESTIMATED
LOCATION &
DEPTH OF (E)
SEACAVE
BEACH 2020
TERRACE
SANDS
(E) PIERS
(E) CMU FENCE
(E) BLDG ELEVATION (FEET)
SOIL ENGINEERING CONSTRUCTION, INC. 927 ARGUELLO STREET REDWOOD CITY, CA 94063 ( 650) 367-9595 P (650) 367-8139 F
LICENSE NO. A268082 FIGURE SECTION A-A'
DEL MAR BEACH CLUB
825 S. SIERRA AVENUE
SOLANA BEACH, CA 92075
DATE: SCALE: PROJECT: DRAWN BY:
4 4/3/23 1" = 10' DMBC JK
GRAPHIC SCALE
1 INCH = 10 FEET
0 10
SOIL ENGINEERING CONSTRUCTION, INC. 927 ARGUELLO STREET REDWOOD CITY, CA 94063 ( 650) 367-9595 P (650) 367-8139 F
LICENSE NO. A268082 FIGURE GEOLOGIC MAP
DEL MAR BEACH CLUB
825 S. SIERRA AVENUE
SOLANA BEACH, CA 92075
DATE: SCALE: PROJECT: DRAWN BY:
5 4/3/23 NTS DMBC JK
GJ
Tt
Old para lic dl' posits undl\•id l' d (la te to midd ll' Plcistoccnc)-Mostly poorly soncd. moderately pcnncablc, reddish-brown, intcrfingcred strandlinc, beach, estuarine and colluvial deposits composed of si ltstone, sandstone and conglomerate. These deposits rest on the now emergent wave cul abrasion platforms preserved by regional uplift. Where more than one number is shown (e.g., Qop2_,v, those deposits arc undivided (Fig. 3). Includes:
I Torre:'' Sa ndstone (midd le Eoce ne)-Whitc to light-brown. medium- to coarse-gra ined. moderately wel l induratcd. massive and broadly cross-bedded. arkosic sandstone. This unit is 1hc Torrey Sand M ember or Hanna ( 1926) and was named for
exposures al Torrey Pines Stale Park. It is now considered a formation of the La Jolla Group (Kennedy and M oore. I 97 1)
SOIL ENGINEERING CO N S TR U C TI O N
u
I
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2000 ft
SOIL ENGINEERING CONSTRUCTION, INC. 927 ARGUELLO STREET REDWOOD CITY, CA 94063 ( 650) 367-9595 P (650) 367-8139 F
LICENSE NO. A268082 FIGURE ANCHORED WALL LOADING CALCULATION
DEL MAR BEACH CLUB
825 S. SIERRA AVENUE
SOLANA BEACH, CA 92075
DATE: SCALE: PROJECT: DRAWN BY:
6 4/3/23 NTS DMBC JK
Anchored Retaining Wall
Loading Distribution
Data:
Results:
Static pressure:
from Terzaghi & Peck, sand
Pstatic = 0.65 K, (g H + q)
1 H
f, (deg.): 33
g, (pct): 125
H, (ft.): 25
q, (pst): 750
kh: 0.37
Pstatic = 0.65 Ka (gH + q) = psf
Total static load:
Seismic increment:
Inverted triangle
DPae = 800 psf, ( at top)
building surcharge (3 stories)
PT = 0.65 Ka (g H + q) x H = I 18.6 1 kips per lineal ft.
Total seismic ~-----~load: I Kae = I 0.59 I Mononobe-0kabe Pae = ½ Kae (g H +q) x H = ~kips per lineal ft.
Seismic increment:
DPae = Pae - PT = I 10.0 I kips per lineal ft.
Dpae = 2 DPae / H = psf(at top)
I I I
SOIL
ENGINEERING
CONSTRUCTIONINC.
927 Arguello Street, Redwood City, California 94063 (760) 633-3470 / (650) 367-9595 11 APPENDIX C
1. STORM WATER AND NON-STORM WATER DISCHARGE CONTROL: BEST
MANAGEMENT PRACTICES SHALL BE DEVELOPED AND IMPLEMENTED TOMANAGE STORM WATER AND NON-STORM WATER DISCHARGES FROM THE
SITE AT ALL TIMES DURING EXCAVATION
AND GRADING ACTIVITIES.
2. EROSION AND SEDIMENT CONTROL: EROSION PREVENTION SHALL BE
EMPHASIZED AS THE MOST IMPORTANT MEASURE FOR KEEPING SEDIMENT ON SITE DURING EXCAVATION AND GRADING ACTIVITIES. SEDIMENTCONTROLS SHALL BE USED AS A SUPPLEMENT TO EROSION PREVENTION FOR KEEPING SEDIMENT ON SITE.
UPON COMPLETION, AND PRIOR TO RELEASING THE SECURITIES, THE ENGINEER OF WORK SHALL "AS-BUILT" THE ORIGINAL MYLAR PLANS. INITIALLY, TWO
COPIES OF RED-LINED PLANS SHOWING ALL AS-BUILT INFORMATION, INCLUDING
ALL NEW UNDERGROUND FACILITIES (MAIN LINES, SERVICES AND LATERALS), IS TO BE SUBMITTED TO THE ENGINEERING DEPARTMENT. WHEN THE RED-LINES
ARE APPROVED, THE ORIGINAL MYLAR PLANS WILL BE CHECKED OUT TO THE ENGINEER. THE ENGINEER SHALL MAKE THE CHANGES, SIGN EACH SHEETUNDER "AS-BUILT", AND RETURN ORIGINAL MYLARS TO THE CITY.
NON-IRRIGATED HYDROSEED MIX WITH A BONDED FIBERMATRIX APPLIED AT 4,000 LB/ACRE.
LBS./ACRE % PURITY/ACRE SEED SPECIES
20 70% PLUS ATRIPLEX GLAUCA
50 PLANTAGE INSULARIS
8 ENCELIS FARINOSA
6 SCARIFIED LOTUS SCOPARIUS
7 50% PLUS EXCHSCHOLZIA CALIFORNIA
TOTAL 91 LBS.
3. EROSION CONTROL ON SLOPES SHALL BE MITIGATED BY
INSTALLING LANDSCAPING AS PER APPROVED LANDSCAPE PLANS AS
REQUIRED BY THE DEVELOPMENT REVIEW CONDITIONS, OR BY
TEMPORARY EROSION CONTROL CONFORMING TO THE FOLLOWING:
4. THE TOPS OF ALL SLOPES TALLER THAN 5' SHALL BE DIKED OR TRENCHED TO PREVENT WATER FLOWING OVER CRESTS OF SLOPES.
5. CATCH BASINS, DESILTING BASINS AND STORM DRAIN SYSTEMS SHALL BE INSTALLED TO THE SATISFACTION OF THE CITY ENGINEER.
6. SAND BAG CHECK DAMS, SILT FENCES, FIBER ROLLS OR OTHER
APPROVED BMP'S SHALL BE PLACED IN UNPAVED AREAS WITH
GRADIENTS IN EXCESS OF 2%, AS WELL AS AT OR NEAR EVERY POINT WHERE CONCENTRATED FLOW LEAVE THE SITE.
7. SAND BAGS SHALL BE PLACED ON THE UPSTREAM SIDE OF ALL DRAINAGE INLETS TO MINIMIZE SILT BUILDUP IN THE INLETS ANDPIPES.
8. THE CONTRACTOR SHALL REPAIR ANY ERODED SLOPES AS
DIRECTED BY THE OFFICE OF THE CITY ENGINEER.
9. THE CONTRACTOR SHALL SWEEP ROADWAYS AND ENTRANCES TO
AND FROM THE SITE ON A REGULAR BASIS TO KEEP THEM FREE OF
SOIL ACCUMULATION AND AT ALL OTHER TIMES DIRECTED BY THE CITY ENGINEER.
10. THE CONTRACTOR SHALL WATER SITE ON A CONTINUOUS BASIS
TO MINIMIZE AIR BORNE DUST CREATED FROM GRADING AND HAULING
OPERATIONS OR EXCESSIVE WIND CONDITIONS, AND AT ALL TIMES DIRECTED BY THE CITY ENGINEER.
11. IN THE EVENT SILT DOES ENTER THE EXISTING PUBLIC STORM
DRAIN SYSTEM, REMOVAL OF THE SILT FROM THE SYSTEM WILL BE AT THE DEVELOPER'S EXPENSE.
1. APPROVAL OF THIS GRADING PLAN DOES NOT CONSTITUTE APPROVAL OF
VERTICAL OR HORIZONTAL ALIGNMENT OF ANY PRIVATE ROAD SHOWN HEREIN FOR PUBLIC ROAD PURPOSES.
2. FINAL APPROVAL OF THESE GRADING PLANS IS SUBJECT TO FINAL APPROVAL OF THE ASSOCIATED IMPROVEMENT PLANS WHERE APPLICABLE.
FINAL CURB GRADE ELEVATIONS MAY REQUIRE CHANGES IN THESE PLANS.
3. IMPORT MATERIALS SHALL BE LEGALLY OBTAINED.
4. A SEPARATE PERMIT FROM THE CITY ENGINEER WILL BE REQUIRED FOR ANY WORK IN THE PUBLIC RIGHT-OF-WAY.
5. ALL SLOPES OVER THREE FEET IN HEIGHT SHALL BE LANDSCAPED AND IRRIGATED.
6. THE CONTRACTOR SHALL VERIFY THE EXISTENCE AND LOCATION OF ALL UTILITIES BEFORE COMMENCING WORK. NOTICE OF PROPOSED WORK SHALL BE GIVEN TO THE FOLLOWING AGENCIES:
7. THE SOILS REPORT TITLED: UPDATED GEOTECHNICAL
RECOMMENDATIONS - PROPOSED MAINTENANCE REPAIRSEXISTING LOWER BLUFF SEAWALL & SOUTH PROPERTY LINE UPPER BLUFF CAISSON SYSTEM DEL MAR BEACH CLUB HOA - 825 S. SIERRA AVENUE, SOLANA BEACH, CALIFORNIA 92075, PREPARED BY SOIL ENGINEERING CONSTRUCTION, INC., AND DATED _________ SHALL BE CONSIDERED AS PART OF THIS GRADING PLAN. ALL GRADING SHALL BE
DONE IN ACCORDANCE WITH THE RECOMMENDATIONS AND
SPECIFICATIONS CONTAINED IN SAID REPORT.
8. APPROVAL OF THESE PLANS BY THE CITY ENGINEER DOES NOT
AUTHORIZE ANY WORK OR GRADING TO BE PERFORMED UNTIL THE
PROPERTY OWNER'S PERMISSION HAS BEEN OBTAINED AND A VALID GRADING PERMIT HAS BEEN ISSUED.
9. THE CITY ENGINEER'S APPROVAL OF THESE PLANS DOES NOT
CONSTITUTE THE BUILDING OFFICIAL'S APPROVAL OF ANY FOUNDATION
FOR STRUCTURES TO BE PLACED ON THE AREA COVERED BY THESE PLANS. NO WAIVER OF THE GRADING ORDINANCE REQUIREMENTS
CONCERNING MINIMUM COVER OVER EXPANSIVE SOILS IS MADE OR IMPLIED.
10. ALL OPERATIONS CONDUCTED ON THE PREMISES, INCLUDING THE
WARMING UP, REPAIR, ARRIVAL, DEPARTURE OR RUNNING OF TRUCKS,
EARTHMOVING EQUIPMENT, CONSTRUCTION EQUIPMENT AND ANY
OTHER ASSOCIATED GRADING EQUIPMENT SHALL BE LIMITED TO THE PERIOD BETWEEN 7:00 A.M. AND 6:00 P.M. EACH DAY, MONDAY THROUGH
FRIDAY AND NO EARTHMOVING OR GRADING OPERATIONS SHALL BE
CONDUCTED ON THE PREMISES ON SATURDAYS, SUNDAYS OR HOLIDAYS WITHOUT THE WRITTEN PERMISSION OF THE CITY ENGINEER.
11. ALL MAJOR SLOPES SHALL BE ROUNDED INTO EXISTING TERRAIN TO PRODUCE A CONTOURED TRANSITION FROM CUT OR FILL SUFACESTO NATURAL GROUND AND ABUTTING CUT OR FILL SURFACES.
12. NOTWITHSTANDING THE MINIMUM STANDARDS SET FORTH IN THE
EXCAVATION AND GRADING CODE, AND NOTWITHSTANDING THE
APPROVAL OF THESE GRADING PLANS, THE PERMITTEE IS
RESPONSIBLE FOR THE PREVENTION OF DAMAGE TO THE ADJACENTPROPERTY. NO PERSON SHALL EXCAVATE ON LAND SO CLOSE TO THEPROPERTY LINE AS TO ENDANGER ANY ADJOINING PUBLIC STREET,
SIDEWALK, ALLEY, FUNCTION OF ANY SEWAGE DISPOSAL SYSTEM, OR
ANY OTHER PUBLIC OR PRIVATE PROPERTY WITHOUT SUPPORTINGAND PROTECTING SUCH PROPERTY FROM SETTLING, CRACKING,
EROSION, SILTING SCOUR OR OTHER DAMAGE WHICH MIGHT RESULT FROM THE GRADING DESCRIBED ON THIS PLAN. THE CITY WILL HOLD
THE PERMITTEE RESPONSIBLE FOR CORRECTION ON NON-DEDICATED IMPROVEMENTS, WHICH DAMAGE ADJACENT PROPERTY.
14. SPECIAL CONDITIONS: IF ANY ARCHEOLOGICAL RESOURCES ARE
DISCOVERED ON THE SITE OF THIS GRADING DURING GRADING
OPERATIONS, SUCH OPERATIONS WILL CEASE IMMEDIATELY AND THE PERMITTEE WILL NOTIFY THE CITY ENGINEER OF THE DISCOVERY.
GRADING OPERATIONS WILL NOT COMMENCE UNTIL THE PERMITTEE
HAS RECEIVED WRITTEN AUTHORITY FROM THE CITY ENGINEER TO DO SO.
15. ALL GRADING SHOWN ON THIS PLAN SHALL BE COMPLETED AS A SINGULAR UNIT WITH NO PROVISION FOR PARTIAL RELEASES.SHOULD IT BE ANTICIPATED THAT A PORTION OF THIS PROJECT IS
COMPLETED SEPARATELY, A SEPARATE PLAN AND PERMIT
APPLICATION SHALL BE SUBMITTED FOR APPROVAL.
16. THE CONTRACTOR SHALL NOTIFY THE CITY OF SOLANA BEACH AT (858) 720-2470, 24 HOURS BEFORE GRADING OPERATIONS BEGIN.
17. FINISHED GRADING AND PLANTING SHALL BE ACCOMPLISHED ON ALL SLOPES PRIOR TO OCTOBER 1, OR IMMEDIATELY UPON
COMPLETION OF ANY SLOPES GRADED BETWEEN OCTOBER 1 AND
APRIL 1. PRIOR TO ANY PLANTING, ALL LANDSCAPING SHALL BEAPPROVED BY THE PLANNING DEPARTMENT AT THE DEVELOPMENT REVIEW STAGE, OR BY SEPARATE LANDSCAPING PLAN.
19. UPON FINAL COMPLETION OF THE WORK UNDER THE GRADING PERMIT, BUT PRIOR TO FINAL GRADING APPROVAL AND/OR FINALRELEASE OF SECURITY, AN AS-GRADED CERTIFICATE SHALL BEPROVIDED STATING: "THE GRADING UNDER PERMIT NO. SBGR-____
HAS BEEN PERFORMED IN SUBSTANTIAL CONFORMANCE WITH THE
APPROVED GRADING PLAN OR AS SHOWN ON THE ATTACHEDAS-GRADED PLAN." THIS STATEMENT SHALL BE FOLLOWED BY THE
DATE AND SIGNATURE OF THE CIVIL ENGINEER WHO CERTIFIES SUCH GRADING OPERATION.
20. THE CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL
SAFETY DEVICES INCLUDING SHORING, AND SHALL BE SOLELY
RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS.
13. SLOPE RATIOS: CUT 2:1 FILL 2:1
CUT:_______CY. FILL:_______CY.
IMPORT/(EXPORT):_________CY.
NOTE: A SEPARATE PERMIT MUST EXIST FOR OFFSITE IMPORT OR EXPORT AREAS.
I, ___________________________ AS OWNER/DEVELOPER OF THE
PROPERTY DESCRIBED HEREIN ACKNOWLEDGE THESE PLANS HAVE
BEEN PREPARED AT MY DIRECTION WITH MY FULL CONSENT. I FULLY UNDERSTAND AND ACCEPT THE TERMS AND CONDITIONS CONTAINEDHEREIN AND AS ATTACHED BY REFERENCE ON THIS GRADING PLAN.
IT IS AGREED THAT FIELD CONDITIONS MAY REQUIRE CHANGES TO THESE PLANS.
IT IS FURTHER AGREED THAT THE OWNER/DEVELOPER SHALL HAVE A
REGISTERED CIVIL ENGINEER MAKE SUCH CHANGES, ALTERATIONS
OR ADDITIONS TO THESE PLANS WHICH THE CITY ENGINEER
DETERMINES ARE NECESSARY AND DESIRABLE FOR THE PROPER
COMPLETION OF THE IMPROVEMENTS.
I FURTHER AGREE TO COMMENCE WORK ON ANY IMPROVEMENTS
SHOWN ON THESE PLANS WITHIN EXISTING CITY RIGHT-OF-WAY
WITHIN 9 MONTHS AFTER ISSUANCE OF THE CONSTRUCTION PERMIT
AND TO PURSUE SUCH WORK ACTIVELY ON EVERY NORMAL WORKING
DAY UNTIL COMPLETED, IRRESPECTIVE AND INDEPENDENT OF ANY OTHER WORK ASSOCIATED WITH THIS PROJECT OR UNDER MYCONTROL.
SIGNED __________________________
DATE _____________________
I, ______________________________ HEREBY DECLARE THAT I AM THE
ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT ASDEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE,
AND THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS AND CITY OF SOLANA BEACH RESOLUTION NO. ___________.
I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND
SPECIFICATIONS BY THE CITY OF SOLANA BEACH AND ANY OTHER PUBLIC AGENCY IS CONFINED TO A REVIEW ONLY AND DOES NOTRELIEVE ME OF RESPONSIBILITIES FOR PROJECT DESIGN.
I, ________________________ HEREBY DECLARE THAT THE
PREPARATION OF THESE AS-BUILT DRAWINGS AND THAT THE
INFORMATION SHOWN IS BASED ON ACTUAL SITE INVESTIGATIONS AND SURVEYS OF THE IMPROVEMENTS BETWEEN THE DATES OF______ AND ______. TO THE BEST OF MY KNOWLEDGE AND
EXPERIENCE THE INFORMATION SHOWN ON THESE PLANS PROVIDE
AN ACCURATE AND CORRECT REPRESENTATION OF THE AS-BUILT
CONDITIONS.
I, ___________________________, A REGISTERED CIVIL ENGINEER/SURVEYOR,
HEREBY CERTIFY THAT THE PAD STRUCTURES SHOWN ON THIS AS-BUILT
GRADING PLAN HAVE BEEN VERIFIED BY ME AND THAT SAID ELEVATIONS
ARE AT OR ABOVE THE BASE FLOOD ELEVATION SHOWN ON THE FLOOD INSURANCE RATE MAP OF THE COUNTY OF SAN DIEGO.
I, _________________________________ A REGISTERED CIVIL
ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING
BUSINESS IN THE FIELD OF APPLIED SOIL MECHANICS, HEREBY
CERTIFY THAT A SAMPLING AND STUDY OF THE SOIL AND CONDITIONS PREVALENT WITHIN THE SITE WAS MADE BY ME OR UNDER MYDIRECTION BETWEEN THE DATES _____________ AND _________________. I HAVE REVIEWED THE PROJECT DESIGN AND
GRADING SHOWN HEREIN IS CONSISTENT WITH THE
RECOMMENDATIONS CONTAINED IN THE APPROVED SOILS AND
GEOTECHNICAL REPORTS FOR THE PROJECT. ONE COMPLETE COPY
OF THE FINAL SOILS REPORT COMPILED FROM THIS STUDY, WITH MY
RECOMMENDATIONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER.
TO THE BEST OF MY KNOWLEDGE AND EXPERIENCE THE GRADING
CONFORMS WITH THE RECOMMENDATIONS CONTAINED IN THE SOILS
REPORT AND PLANS WITH THE EXCEPTION THAT ANY CHANGES OR
DEVIATIONS FROM THE PLANS DUE TO UNFORESEEN FIELD CONDITIONS HAVE BEEN IDENTIFIED IN THE FINAL SOILS REPORT FOR THE PROJECT.
ONE COMPLETE COPY OF THE FINAL SOILS REPORT COMPILED FROM THIS
STUDY, WITH MY RECOMMENDATIONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER.
927 ARGUELLO STREET
REDWOOD CITY, CALIFORNIA 94063
TITLE SHEET SHEET 1
SITE PLAN SHEET 2
GENERAL NOTES SHEET 3GENERAL NOTES SHEET 4
SYMBOLS AND ABBREVIATIONS SHEET 5
PARTIAL SITE REPAIR PLAN SHEET 6
EROSION CONTROL PLAN SHEET 7
SEAWALL PLAN & ELEVATION SHEET 8SEAWALL PLAN & ELEVATION SHEET 9 CONCRETE REPAIR GENERAL NOTES SHEET 10CONCRETE REPAIR DETAILS SHEET 11 TYPICAL CONCRETE DETAILS SHEET 12
SEAWALL REPAIR DETAILS SHEET 13SEAWALL REPAIR DETAILS SHEET 14 CONCRETE STAIR COLUMN REPAIR SHEET 15
UPPER BLUFF REPAIR DETAILS SHEET 16UPPER BLUFF REPAIR DETAILS SHEET 17 TIEBACK DETAILS SHEET 18
APN:
298-240-33,35,57
OWNER:
DEL MAR BEACH CLUB
C/O MR. TERRY HINES
825 S. SIERRA AVENUE, SOLANA BEACH, CA 92075
OWNER/APN/APPLICANT
825 S. SIERRA AVENUE
SOLANA BEACH, CA
WORK TO BE DONE
THE IMPROVEMENTS CONSIST OF CONSTRUCTION OF SEAWALL AND UPPER BLUFF REPAIR. WORK TO BE
DONE ACCORDING TO THESE PLANS AND THE SPECIFICATIONS AND STANDARD DRAWINGS OF THE CITY AND COUNTY OF SAN DIEGO. PROPOSED WORK INCLUDES LANDSCAPING TO BLUFF DETAILS.
1. STANDARD SPECIFICATIONS:
DOCUMENT NO. DESCRIPTION
PWP1070116-01PWP1070116-02PITS070112-04PITS070112-06
STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION
(GREEN BOOK), 2015 EDITION CITY OF SAN DIEGO STANDARD
SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (WHITE
BOOK), 2015 EDIT. CALIFORNIA DEPARTMENT OF
TRANSPORTATION, MANUAL OF UNIFORN TRAFFIC CONTROL
DEVICES, 2012 EDITION CALIFORNIA DEPARTMENT OF
TRANSPORTATION, U.S. CUSTOMARY STANDARD SPECIFICATIONS, 2010 EDITION
2. STANDARD DRAWINGS:
DOCUMENT NO.PWP1070116-03PITS070112-05
DESCRIPTION
CITY OF SAN DIEGO STANDARD DRAWINGS FOR PUBLIC WORKSCONSTRUCTION, 2016 EDITION CALIFORNIA DEPARTMENT OF TRANSPORTATION, U.S. CUSTOMARY STANDARD PLANS, 2010
EDITION
LEGEND
PROPOSED IMPROVEMENTS
IMPROVEMENT STANDARD DWGS. SYMBOL
PROPOSED SHOTCRETE
WALL/FACING (PVT) ALSO LIMITS OFWORK AND SOIL DISTURBANCE
PROPOSED TIEBACK (PVT)EXISTING COASTAL BLUFF EDGE
TOP OF WALL ELEVATION
R/W PROPERTY LINE
T1-T15
EL. 35.0' MSL±,
VARIES
T.O.W.
PL
SHEET INDEX
COASTAL COMMISSION PERMIT NO.:6-00-009
ROBERT D. MAHONY, R.C.E., R.G.E., R.E.G. EXP. 06-30-25 DATE SOIL ENGINEERING CONSTRUCTION, INC.
LICENSE # A-268082
927 ARGUELLO ST, REDWOOD CITY CA 94063
PHONE (760) 633-3470 SEC JOB NO. 22-006
[email protected]
SOIL
ENGINEERING
CONSTRUCTION Inc
CITY OF SOLANA BEACH
TITLE SHEET FOR:
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
SEAWALL AND UPPER BLUFF REPAIRS - PHASE 1
ENGINEERING DEPARTMENT
DRAWING REF. NO.
SBGRSheet of 1 18
APPROVED FOR CONSTRUCTION BENCH MARK
MOHAMMAD SAMMAK, CITY ENGINEER
EXP: 6/30/24 R.C.E.: 37146
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE JK
DRAWN BY
By: ROBERT D. MAHONY Date:
NAME: SOIL ENGINEERING CONST.
R.C.E. 16459 EXP: 06/30/25
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO. 2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANA BEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ON
CONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY 101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
AS-BUILT
BY: DATE:
R.C.E.: EXP: ORIGINAL DRAWING MEASURE
0 1" 2" 3"
DEL MAR BEACH CLUB
PROPOSED MAINTENANCE/REPAIRS TO EXISTING SEAWALL
AND UPPER BLUFF CAISSON SYSTEM - PHASE 1
GENERAL NOTES
UNDERGROUND SERVICE ALERT 811
CITY OF SOLANA BEACH PUBLIC WORKS 858 720-2470
18. ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE
CONTRACTOR TO THE CITY ENGINEER FOR APPROVAL 72 HOURS
PRIOR TO BEGINNING WORK.
EROSION CONTROL NOTES
AS-BUILT:
FLOOD STATEMENT
SIGNED __________________________ DATE _______
R.C.E./P.L.S. NO. _________________ EXP. _________
PACIFIC OCEAN
VICINITY MAP
SCALE: N.T.S.
PROJECT SITE:
OWNER/DEVELOPER CERTIFICATE
PROJECT CONTACTS/CONSULTANTS
ENGINEER OF WORK CERTIFICATE
ROBERT D. MAHONY
SIGNED __________________________ DATE ________
R.C.E. NO. _______________________ EXP. ________ 16459 6/30/25 FIRM__________________________________________
ADDRESS
SOIL ENGINEERING CONSTRUCTION, INC.
TELEPHONE _____________ (760) 633-3470
ENGINEER OF WORK AS-BUILT
CERTIFICATE
ROBERT D. MAHONY
SIGNED __________________________ DATE _______ R.C.E. NO. _______________________ EXP. ________ 16459 6/30/25
SOIL ENGINEER CERTIFICATE
ROBERT D. MAHONY
SIGNED __________________________ DATE _______
G.E./R.C.E. NO. _______ EXP. _______ 554/16459 6/30/25
927 ARGUELLO STREET
REDWOOD CITY, CALIFORNIA 94063
FIRM__________________________________________
ADDRESS
SOIL ENGINEERING CONSTRUCTION, INC.
TELEPHONE _____________ (760) 633-3470
SOILS ENGINEER AS-BUILT CERTIFICATE
SIGNED __________________________ DATE _______
G.E./R.C.E. NO. _______ EXP. _______ 554/16459 6/30/25
OWNER:DEL MAR BEACH CLUB HOA
C/O MR. TERRY HINES
825 S. SIERRA AVENUE
SOLANA BEACH, CALIFORNIA 92075
APPLICANT:
THE TRETTIN COMPANY
ROBERT TRETTIN
1195 LA MOREE ROAD, #18
SAN MARCOS, CA 92078
(858) 603-1741
TOTAL DISTURBED AREA
TOTAL SITE DISTURBED AREA APPROX. : 0.01 ACRES
GRADING QUANTITIES
THIS PROJECT PROPOSES TO EXPORT ______ CUBIC YARDS OF MATERIAL FROM THIS SITE.
ALL EXPORT MATERIAL SHALL BE DISCHARGED TO A LEGAL DISPOSAL SITE. THE APPROVAL OF THIS PROJECT DOES NOT ALLOW PROCESSING AND SALE OF THE MATERIAL. ALL SUCH ACTIVITIES REQUIRE A SEPARATE CONDITIONAL USE PERMIT.
0 GRADED AREA CUT
QUANTITIES FILLQUANTITIES
IMPORT/EXPORT
MAX. CUT DEPTH ______ [FT]MAX CUT SLOPE RATIO (2:1MAX) _____MAX. FILL DEPTH ______ [FT]MAX FILL SLOPE RATIO (2:1MAX) _____
2.0 N/A
0 0
2.0 0.00.00.0
STORM WATER PROTECTION NOTES
1. THIS PROJECT IS SUBJECT TO MUNICIPAL STORM WATER PERMIT ORDER NO.___________________; AND RISK LEVEL/TYPE: CHECK ONE BELOW CGP RISK LEVEL 1 CGP LUP TYPE 1
WPCP
CGP RISK LEVEL 2 CGP LUP TYPE 2
CGP RISK LEVEL 3 CGP LUP TYPE 3
XX
2. CHECK ONE
THIS PROJECT WILL EXCEED THE MAXIMUM DISTURBED AREA LIMIT, THEREFORE A WEATHER TRIGGERED ACTION PLAN (WTAP) IS REQUIRED.
THIS PROJECT WILL FOLLOW PHASED GRADING NOT TO EXCEED FIVE (5) ACRES PER PHASE.
NOT APPLICABLE
3. THE CONTRACTOR SHALL COMPLY WITH THE REQUIREMENTS OF THE WPCP OR SWPPP AS APPLICABLE.
APPLICANT:
THE TRETTIN COMPANY
ROBERT TRETTIN
1195 LA MOREE ROAD, #18
SAN MARCOS, CA 92078
PH: (858) 603-1741
LAND SURVEYOR:
CIREMELE SURVEYING INC.CHRIS CIREMELE, L.L.S. 164
S. ESCONDIDO BLVD.,
ESCONDIDO, CALIFORNIA 92025
(760) 489-2200
STRUCTURAL DESIGN ENGINEER:
DEGENKOLB ENGINEERS
JEREMY CALLISTER
225 BROADWAY, STE 1325 SAN DIEGO, CA 92101
(619) 515-0299
CIVIL ENGINEER OF RECORD:
SOIL ENGINEERING CONSTRUCTION, INC.
ROBERT D. MAHONY, R.C.E., C.E.G., R.G.E. 927
ARGUELLO STREET REDWOOD CITY,
CALIFORNIA 94063 (760) 633-3470
SOIL ENGINEER OF RECORD:
SOIL ENGINEERING CONSTRUCTION, INC.
ROBERT D. MAHONY, R.C.E., C.E.G., R.G.E.
927 ARGUELLO STREET REDWOOD CITY,
CALIFORNIA 94063 (760) 633-3470
PROJECT SCOPE
PHASE 1 OF THIS PROJECT INCLUDES STRUCTURAL REPAIRS TO THE APPROXIMATE 170
FT LONG SOUTHERN SEGMENT OF THE COASTAL BLUFF SEAWALL EXTENDING FROM THE BEACH ACCESS STAIRWAY TO THE SOUTHERN PROPERTY LINE AND TO THE (2)
CONCRETE COLUMNS THAT SUPPORT THE LOWER PLATFORM LANDING OF THE BEACH-ACCESS STAIRWAY. THERE IS ALSO AN APPROXIMATE 10FT LONG SEGMENT OF
THE UPPER BLUFF ALONG THE SOUTHERN PROPERTY LINE THAT IS TO BE INFILLED WITH
NEW SHOTCRETE
[CYD][CYD][CYD][CYD]
DAN GOLDBERG
DWG. REF.
G-001G-002
S-001S-002S-003
C-101C-102
S-102S-103S-501S-502S-503S-511S-512S-521S-531S-532S-541 G-001
SHT. NO.
04/03/23
4/3/23
4/3/23
2.0 0.0
0.0 4/3/23
4/3/23
04/03/23
••••••••••••
qq
SEAWALL
A
A'
CITY OF SOLANA BEACH
SITE PLAN FOR:
ENGINEERING DEPARTMENT
SBGRSheet of 2 18
APPROVED FOR CONSTRUCTION BENCH MARK
MOHAMMAD SAMMAK, CITY ENGINEER
EXP: 6/30/24 R.C.E.: 37146
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE JK
DRAWN BY
By: ROBERT D. MAHONY Date:
NAME: SOIL ENGINEERING CONST.
R.C.E. 16459 EXP: 06/30/25
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO. 2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANA BEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ON
CONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY 101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
AS-BUILT
BY: DATE:
R.C.E.: EXP: ORIGINAL DRAWING MEASURE
0 1" 2" 3"
CITY OF SOLANA BEACH SURVEY CONTROL POINT NO. 2001 PER
RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANA
BEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ON
CONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF
HIGHWAY 101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
LEGEND AND ABBREVIATIONS
PROPERTY LINE
EXISTING CONTOURS AT 2' INTERVALS
CONCRETE
RETAINING
CONC
RET
20 ELEVATION: 71.450 FEET (NAVD88)
BENCH MARK
GENERAL NOTES
1.) BOUNDARY SHOWN HEREON IS BASED ON A FIELD SURVEY
AND RECORD DATA PER MAP NO. 6838 & MAP NO. 7576.
2.) AERIAL MAPPING PROVIDED BY PHOTO GEODETIC CORP.,
PROJECT NO. 521320, DATED 8/20/20
3.) ASSESSOR'S PARCEL NUMBERS: 298-240-33,35,57.
DAN GOLDBERG
GRAPHIC SCALE
1 INCH = 30 FEET
SITE PLAN
SCALE: 1"=30'
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
SEAWALL AND UPPER BLUFF REPAIRS - PHASE 1
LOCATION OF PROPOSED WORK
DRAWING REF. NO.
G-002
04/03/23
\ LOT 2
MAP NO. 6838
LOT 1
MAP NO. 6838
t
GENERAL NOTES:
I . GENERAL1. MATERIALS AND WORKMANSHIP TO CONFORM WITH THE 2022 EDITION OF THE CALIFORNIA BUILDING CODE, WITH CITY OF SOLANA BEACH AMENDMENTS AND THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.
2. REFERENCE TO CODES, RULES, REGULATIONS, STANDARDS, MANUFACTURER’S INSTRUCTIONS OR REQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATEST PRINTED EDITION OF EACH IN EFFECT AT THE DATE OF SUBMISSION OF BID UNLESS THE DOCUMENT DATE IS SHOWN.
3. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, USE SIMILAR DETAILS OF CONSTRUCTION, SUBJECT TO REVIEW BY THE ENGINEER.
4. DETAILS ON SHEETS TITLED “TYPICAL DETAILS” APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. SUCH DETAILS ARE NOT NOTED AT EACH LOCATION THAT THEY OCCUR.
5. DO NOT SCALE THE DRAWINGS.6. PROVIDE MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION.
SUCH MEASURES INCLUDE, BUT MAY NOT BE LIMITED TO, BRACING AND SHORING FOR LOADS DURING CONSTRUCTION. RETAIN A REGISTERED CIVIL ENGINEER WHO IS PROPERLY QUALIFIED TO DESIGN BRACING, SHORING, ETC. VISITS TO THE SITE BY THE ENGINEER WILL NOT INCLUDE OBSERVATION OF THE ABOVE NOTED ITEMS.
7. INFORMATION SHOWN ON THE DRAWINGS RELATED TO EXISTING CONDITIONS REPRESENTS THE PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. REPORT CONDITIONS THAT CONFLICT WITH THE CONTRACT DOCUMENTS TO THE ENGINEER. DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE ENGINEER.
8. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR PROVIDING A SAFE PLACE TO WORK AND MEETING THE REQUIREMENTS OF ALL APPLICABLE JURISDICTIONS. EXECUTE WORK TO ENSURE THE SAFETY OF PERSONS AND ADJACENT PROPERTY AGAINST DAMAGE BY FALLING DEBRIS AND OTHER HAZARDS IN CONNECTION WITH THIS WORK.
9. NOTWITHSTANDING THE MINIMUM STANDARDS SET FORTH IN THE EXCAVATION AND GRADING CODE, AND NOTWITHSTANDING THE APPROVAL OF THESE GRADING PLANS, THE PERMITEE IS RESPONSIBLE FOR THE PREVENTION OF DAMAGE TO THE ADJACENT PROPERTY. NO PERSON SHALL EXCAVATE ON LAND SO CLOSE TO THE PROPERTY LINE AS TO ENDANGER ANY ADJOINING PUBLIC STREET, SIDEWALK, ALLEY, FUNCTION OF ANY SEWAGE DISPOSAL SYSTEM, OR ANY OTHER PUBLIC OR PRIVATE PROPERTY WITHOUT SUPPORTING AND PROTECTING SUCH PROPERTY FROM SETTLING, CRACKING, EROSION, SILTING SCOUR OR OTHER DAMAGE WHICH MIGHT RESULT FROM THE GRADING DESCRIBED IN THIS PLAN. THE CITY WILL HOLD THE PERMITEE RESPONSIBLE FOR CORRECTION ON NON-DEDICATED IMPROVEMENTS, WHICH DAMAGE ADJACENT PROPERTY.
10. THE DESIGN IS BASED ON ANTICIPATED SOIL CONDITIONS ON THE BASIS OF THE BORINGS AND SOIL REPORT PREPARED BY SOIL ENGINEERING CONSTRUCTION, TITLED "UPDATED GEOTECHNICAL RECOMMENDATIONS - PROPOSED MAINTENANCE REPAIRS EXISTING LOWER BLUFF SEAWALL & SOUTH PROPERTY LINE UPPER BLUFF CAISSON SYSTEM", DATED FEBRUARY 8, 2023. IF THE ACTUAL FIELD CONDITIONS VARY FROM THE ASSUMED CONDITIONS, ADJUSTMENTS WILL BE MADE AT THE DIRECTION OF THE GEOTECHNICAL ENGINEER AND THE STRUCTURAL ENGINEER.
11. ELEVATIONS SHOWN ARE FROM THE ORIGINAL DRAWINGS. VERIFY IN FIELD & NOTIFY
ENGINEER OF ANY DISCREPANCIES BEFORE PROCEEDING
IV. REINFORCING STEEL1. FABRICATE AND PLACE REINFORCING STEEL IN ACCORDANCE WITH ACI 315 “DETAILS AND DETAILING OF CONCRETE REINFORCEMENT” AND ACI 301 “SPECIFICATIONS FOR STRUCTURAL CONCRETE”, UNLESS OTHERWISE NOTED.
2. REINFORCING TO CONFORM TO THE FOLLOWING, UNLESS OTHERWISE NOTED:
REINFORCING STEEL TYPE#5 AND SMALLER ASTM A615, 60 KSI#6 AND LARGER & BARS TO BE WELDED ASTM A706, 60 KSIHIGH STRENGTH REINF WHERE NOTED ON DWGS ASTM A615, 75 KSI1/2 INCH DIAMETER LOW RELAXATION SEVENWIRE POST-TENSIONING STRAND ASTM A416, 270 KSIWELDED STEEL WIRE FABRIC ASTM A185, 70 KSISMOOTH DOWELS IN SLAB ON GRADE ASTM A36, 36 KSI
3. ACCURATELY POSITION, SUPPORT, AND SECURE REINFORCEMENT FROM DISPLACING DUE TO FORMWORK, CONSTRUCTION, OR CONCRETE PLACEMENT OPERATIONS. LOCATE AND SUPPORT REINFORCING BY METAL CHAIRS, RUNNERS, BOLSTERS, SPACERS, AND HANGERS AT A MAXIMUM 3-FOOT SPACING.
4. MECHANICAL COUPLERS: TYPE 2 PER ACI-318, UNLESS OTHERWISE NOTED. 5. WELD REINFORCING STEEL IN ACCORDANCE WITH AWS D1.4 USING QUALIFIED WELDERS.
6. TERMINATE REINFORCING STEEL IN STANDARD HOOKS, UNLESS OTHERWISE SHOWN.7. ALL STEEL REINFORCEMENT TO EPOXY COATED
6. CONCRETE TYPES:
A. SEAWALL AND BLUFF INFILL:
a. 28-DAY STRENGTH: F'C = 5,000 PSIb. TYPE: NORMAL WEIGHTc. WATER-CEMENT RATIO: 0.40 MAXd. WATER-SOLUBLE CHLORIDE ION CONTENT IN CEMENT: 0.15 MAX
7. WATER-SOLUBLE CHLORIDE ION CONTENT THAT IS CONTRIBUTED FROM THE INGREDIENTS INCLUDING WATER, AGGREGATES, CEMENTITIOUS MATERIALS, AND ADMIXTURES SHALL BE DETERMINED ON THE CONCRETE MIXTURE BY ASTM C1218 AT AGE BETWEEN 28 AND 42 DAYS.
8. DRYING SHRINKAGE: PER ASTM C192 & C157, MEASURED AT 28 DAYS AIR DRY AGE.
A. TYPICAL: 0.050 MAXIMUM.B. PROVIDE SHRINKAGE REDUCING ADMIXTURE WHEN SHRINKAGE TEST DATA NOT AVAILABLE.
9. FLY ASH: ASTM C618, CLASS F. MINIMUM OF [25] PERCENT OF CEMENTITIOUS MATERIAL BY WEIGHT.
10. ADMIXTURES TO BE COMPATIBLE WITH ALL OTHER COMPONENTS IN THE MIX AND INCLUDED IN THE MIX DESIGN. WHEN USED COMPLY THE FOLLOWING:A. AIR ENTRAINMENT: ASTM C260.B. WATER REDUCING, RETARDING AND ACCELERATING: ASTM C494, TYPES A THROUGH G.
C. SHRINKAGE REDUCING: ASTM C494 & ASTM C157.
11. CONTINUOUSLY MOIST CURE CONCRETE SLABS ON GRADE FOR 7 DAYS MINIMUM USING WATER FOG SPRAYS, PONDING, SATURATED ABSORPTIVE COVERS OR MOISTURE RETAINING COVERS.
12. LIQUID CURING COMPOUND: ASTM C309, TYPE1, CLEAR OR TRANSLUCENT.
A. FOR SURFACES TO BE FINISHED, CONFIRM THAT CURING COMPOUND IS COMPATIBLE WITH FINISH.
13. NON-SHRINK GROUT: ASTM C1107, WITH MINIMUM COMPRESSIVE STRENGTH OF 7,000 PSI.
VII. SHOTCRETE1. PROPORTION, MIX, TRANSPORT AND PLACE SHOTCRETE IN ACCORDANCE WITH ACI 506.2 “SPECIFICATION FOR SHOTCRETE” U.O.N. TOLERANCES FOR SHOTCRETE TO CONFORM TO ACI 117 “STANDARD SPECIFICATION FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS” FOR CAST-IN-PLACE CONCRETE.
2. USE SHOTCRETE ONLY WHERE DESIGNATED ON THE DRAWINGS. NO SUBSTITUTION OF SHOTCRETE FOR CAST-IN-PLACE CONCRETE IS ALLOWED.
3. COMPLY WITH THE REQUIREMENTS OF THE CAST-IN-PLACE CONCRETE AND REINFORCING STEEL SECTIONS OF THESE GENERAL NOTES, EXCEPT AS MODIFIED IN THIS SECTION.
4. SHOTCRETE TYPES:
LOCATION 28-DAY STRENGTHSEAWALL 5,000 PSI
5. MAXIMUM AGGREGATE SIZE: 3/8 INCH6. MEAN CORE GRADE PER ACI 506.2: 2.57. A PREQUALIFICATION TEST PANEL IS REQUIRED FOR EACH NOZZLEMAN. EACH TEST PANEL TO BE 6 FEET BY 6 FEET BY 8 INCHES THICK AND TO HAVE REINFORCING STEEL SIMILAR TO THE MOST CONGESTED CONDITION ON THE PROJECT. A MEAN TEST PANEL CORE GRADE IS REQUIRED FOR EACH NOZZLEMAN.
8. CLEAN SUBSTRATES AND FORMS OF LOOSE OR UNSOUND MATERIAL PRIOR TO THE PLACEMENT OF SHOTCRETE. WET CEMENTITIOUS OR ABSORPTIVE SUBSTRATES AND FORMS PRIOR TO SHOOTING. DO NOT PLACE SHOTCRETE AGAINST SURFACES WITH STANDING OR RUNNING WATER.
9. COMPLETELY FILL AREAS AND COMPLETELY ENCASE REINFORCEMENT. REMOVE REBOUND AND OTHER LOOSE MATERIAL FROM NEW CONSTRUCTION.
10. DO NOT REUSE REBOUND OR OVERSPRAY.11. FINISHED APPEARANCE / COSMETIC SHOTCRETE: IT IS THE INTENT OF THESE SPECIFICATIONS THAT THE COMPLETED FACING COSMETIC SHOTCRETE ON ANCHORED WALLS HAVE AN UNEVEN SURFACE PROFILE AND COLOR SIMILAR IN APPEARANCE TO THAT OF THE ADJACENT BLUFFS.
12. KEEP SHOTCRETE CONTINUOUSLY MOIST BY DIRECT WATER APPLICATION FOR 24 HOURS AFTER SHOOTING. FOLLOW BY CURING THE SHOTCRETE WITH A FOG SPRAY OR AN APPROVED MOISTURE-RETAINING COVER, MEMBRANE, OR CURING COMPOUND UNTIL 7 DAYS AFTER SHOOTING.
13. LIQUID CURING COMPOUND: ASTM C309, TYPE1, CLEAR OR TRANSLUCENT.
A. FOR SURFACES TO BE FINISHED, CONFIRM THAT CURING IS COMPATIBLE WITH FINISH.
B. APPLY AT TWICE THE MANUFACTURER’S RECOMMENDED COVERAGE.
VIII. STRUCTURAL STEEL1. FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH AISC 360, AISC 303 AND AISC 340. WELDED CONNECTIONS TO CONFORM TO AWS D1.1 AND D1.8
2. STRUCTURAL STEEL TO CONFORM TO THE FOLLOWING UNLESS OTHERWISE NOTED:
SECTIONS TYPEROLLED SHAPES:
WIDE FLANGES ASTM A992CHANNELS, ANGLES, & OTHER ASTM A36 PLATES:
COLUMN BASE PLATES ASTM A572, GR 50BRACE GUSSET PLATES ASTM A572, GR 50BEAM SHEAR CONNECTION PLATES ASTM A572, GR 50COLUMN CONTINUITY PLATES ASTM A572, GR 50BEAM STIFFENER PLATES ASTM A36EDGE OF DECK BENT PLATE ASTM A36OTHER ASTM A572, GR 50 STEEL PIPE ASTM A53 GRADE BCOLD FORMED STRUCTURAL TUBING (HSS) ASTM A500 GRADE BSTAINLESS STEEL SHAPES, PLATES & BARS ASTM A276, TYPE 304LBOLTS ASTM F3125: GRADE A325X, F1852XMACHINE BOLTS ASTM A307, GRADE ASTAINLESS STEEL BOLTS ASTM A193 B8M, CLASS 1ANCHOR RODS ASTM F1554, GR55 W/ WELDABLE SUPPLEMENT S1
ALL-THREAD ROD AND THRU BOLTS ASTM [A36;A572, GR50]HIGH STRENGTH ALL-THREAD ROD ASTM A193 B7, GR105STAINLESS STEEL ALL-THREAD ROD ASTM A193 B8M CLASS 2HANGER ROD ASTM A572, GR50WELDED SHEAR STUD CONNECTORS ASTM A108, GRADE 1015 TO1020WELDED THREADED STUDS ASTM A108, GRADE 1015 TO 1020NUTS FOR BOLTS AND MACHINE BOLTS ASTM A563STAINLESS STEEL NUTS ASTM A194 GR8MHARDENED WASHERS FOR BOLTS ASTM F436UNHARDENED FLAT WASHERS ASTM F844, ANSI B18.22.1STAINLESS STEEL WASHERS ASTM A276, TYPE 304BEVELED WASHERS ANSI B18.23.1
3. HOT DIP GALVANIZE IN ACCORDANCE WITH ASTM A123 AND ASTM A153 STRUCTURAL STEEL AND FASTENERS. REPAIR GALVANIZING AFTER WELDING IN ACCORDANCE WITH ASTM A780. HOT-DIP GALVANIZE ASTM F1554 RODS IN ACCORDANCE WITH ASTM F2329.
4. ANCHORS AND DOWELS INSTALLED INTO UNREINFORCED BRICK MASONRY (URM): HILTIHY 270 (ICC-ESR-4144), SIMPSON STRONG-TIE SET (ICC-ESR-1772), OR DEWALT AC100+ GOLD (ICC-ESR-4105). USE SCREENS AS SPECIFIED BY THE MANUFACTURER.
5. ANCHORS: ASTM A36 THREADED RODS WITH ASTM A563 GRADE A NUTS AND ANSI B18.22.1 TYPE A WASHERS, UNLESS OTHERWISE NOTED. ANCHORS DESIGNATED AS ASTM A193 GRADE B7 THREADED RODS TO USE ASTM A563 GRADE DH HEAVY HEX NUTS AND ASTM F436 WASHERS.
6. REBAR DOWELS: ASTM A615 GRADE 60 REINFORCING STEEL. 7. INSTALL ANCHORS IN ACCORDANCE WITH LATEST ICC-ESR REPORT AND MANUFACTURER INSTRUCTIONS.
8. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE ENGINEER WILL DETERMINE A NEW LOCATION.
9. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH ADHESIVE ANCHORS.
II. SUBMITTALS1. SUBMIT REQUIRED SUBMITTALS TO THE ENGINEER FOR REVIEW.2. CONCRETE REINFORCING STEEL:
A. SHOP DRAWINGS FOR FABRICATION, BENDING AND PLACEMENT OF CONCRETE REINFORCEMENT IN ACCORDANCE WITH ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT."
3. CAST-IN-PLACE CONCRETE: MIX DESIGNS PREPARED, STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA FOR EACH CLASS OF CONCRETE. INCLUDE RESULTS OF SLUMP, SHRINKAGE AND COMPRESSION TESTS USED TO ESTABLISH MIX PROPORTIONS AND CERTIFIED MATERIAL CERTIFICATES FOR EACH COMPONENT OF THE MIX.
A. PROPOSED CONSTRUCTION JOINT AND CONTROL JOINT LOCATIONS FOR REVIEW.
B. PRODUCT DATA FOR CURING MATERIALS.C. PRODUCT DATA FOR NON-SHRINK GROUT.
4. SHOTCRETE:
A. MIX DESIGNS PREPARED, STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA FOR EACH CLASS OF CONCRETE. INCLUDE RESULTS OF SLUMP, SHRINKAGE AND COMPRESSION TESTS USED TO ESTABLISH MIX PROPORTIONS AND CERTIFIED MATERIAL CERTIFICATES FOR EACH COMPONENT OF THE MIX.
B. PROPOSED CONSTRUCTION JOINT AND CONTROL JOINT LOCATIONS FOR REVIEW.
C. PRODUCT DATA FOR CURING MATERIALS.
5. STRUCTURAL STEEL:
A. SHOP DRAWINGS PRIOR TO FABRICATION IN ACCORDANCE WITH AISC 303 “CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES”.
B. SUBMIT WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1 FOR EACH TYPE OF WELD TO BE USED ON THE PROJECT AND PRODUCT DATA FOR WELDING ELECTRODES, CLEARLY IDENTIFYING LOCATIONS FOR USE OF ELECTRODES.
6. ADHESIVE ANCHORS:
A. PRODUCT DATA FOR EACH TYPE OF ADHESIVE ANCHORING SYSTEM USED.
7. SEQUENCING PLAN FOR ALL WORK, INCLUDING DEMOLITION AND COLUMN SHORING, INDICATING SEQUENTIAL AND CONCURRENT OPERATIONS.
8. SHOP DRAWINGS FOR ALL TIEBACKS INDICATING THE ASTM MATERIAL DESIGNATIONS, MEMBER DIMENSIONS, INSTALLATION PROCEDURES, EMBEDMENT DEPTHS, DESIGN LOADS, AND CONNECTION DETAILS.
9. CERTIFIED MILL TEST REPORTS FOR EACH OF THE FOLLOWING:
A. EACH HEAT OF TIEBACK
10. TEST DATA CERTIFYING THAT TIEBACK HAS SUITABLE PHYSICAL PROPERTIES TO FULLY DEVELOP THE MINIMUM GUARANTEED ULTIMATE TENSILE STRENGTH OF THE TIEBACK.
III. FORMWORK1. DESIGN AND CONSTRUCT FORMWORK IN ACCORDANCE WITH ACI 347 “RECOMMENDED PRACTICE FOR CONCRETE FORMWORK” AND ACI 301 “SPECIFICATIONS FOR STRUCTURAL CONCRETE” UNLESS OTHERWISE NOTED.
2. PROVIDE POUR POCKETS IN FORMS AND UNDER EXISTING STRUCTURAL MEMBERS AS REQUIRED TO PREVENT AIR POCKETS AND/OR “HONEYCOMB” UNDER OR AROUND THE EXISTING MEMBERS. CONCRETE CAST WITH AIR POCKETS AND/OR “HONEYCOMB”UNDER OR AROUND THE MEMBERS IS NOT ACCEPTABLE.
3. PROVIDE 3/4 INCH x 3/4 INCH CHAMFER STRIPS ON ALL EXTERNAL CORNERS OF BEAMS, COLUMNS AND WALLS, UNLESS OTHERWISE NOTED.
4. REMOVE FORMS AND SHORES IN ACCORDANCE WITH THE FOLLOWING:
LOCATION REMOVE NO SOONER THANBOTTOM FORMS AND SHORES 7 DAYS AND F’C = 3500 PSI MINIMUMFOR MILDLY REINFORCED SLABS, BEAMS AND GIRDERS SIDE FORMS FOR BEAMS ANDGIRDERS 72 HOURSCOLUMNS AND WALLS 72 HOURSFOOTINGS AND GRADE BEAMS 48 HOURS
5. PROVIDE CURING WHERE FORMS ARE REMOVED IN LESS THAN 7 DAYS.6. FOAM FILL: ASTM C578, EXPANDED POLYSTYRENE (EPS) WITH MINIMUM COMPRESSIVE STRENGTH OF 40 PSI AT 10% DEFORMATION.
ROD DIA
OR BAR
SIZE
CMIN
TEST LOAD (LBS)
ANCHOR
LOCATED > CMIN &
< 12" FROM EDGE
ANCHOR
LOCATED ≥ 12”
FROM EDGE
3/8", #31/2", #45/8", #53/4", #67/8", #7
1", #8
2"
2 1/2"
3"4"
4 1/2"
5"
1,3002,0002,8003,7003,7004,800
1,6003,4004,2005,0005,0006,100
IX. ADHESIVE ANCHORS AND DOWELS1. ANCHORS AND DOWELS INSTALLED INTO CONCRETE: HILTI HIT-RE-500-V3 (ICCESR-3814), SIMPSON STRONG-TIE SET-3G (ICC-ESR-4057) OR DEWALT PURE 110+ (ICCESR-3298). ALL EMBEDMENT DEPTHS NOTED ON DRAWINGS ARE EFFECTIVE EMBEDMENT PER MANUFACTURER.
2. THE TESTING LABORATORY IS TO PERFORM TENSION TESTS ON 10% OF ANCHORS AND DOWELS INSTALLED INTO CONCRETE TO THE FOLLOWING TEST LOADS:
VI. CAST-IN-PLACE CONCRETE
1. PROPORTION, MIX, TRANSPORT AND PLACE CAST-IN-PLACE CONCRETE IN ACCORDANCE WITH ACI 301 “SPECIFICATIONS FOR STRUCTURAL CONCRETE” UNLESS OTHERWISE NOTED.
2. CONCRETE IS REINFORCED AND CAST-IN-PLACE UNLESS OTHERWISE NOTED. WHERE REINFORCING IS NOT SPECIFICALLY SHOWN OR WHERE DETAILS ARE NOT GIVEN, PROVIDE REINFORCING SIMILAR TO THAT SHOWN FOR SIMILAR CONDITIONS, SUBJECT TO REVIEW BY THE OWNER’S REPRESENTATIVE.
3. ROUGHEN CONCRETE SURFACES OF CONSTRUCTION JOINTS TO 1/4 INCH AMPLITUDE
AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES AT THE FOLLOWING LOCATIONS: [WHERE CAST AGAINST EXISTING CONCRETE; AT WALL, COLUMN AND BEAM JOINTS; WHERE CAST EXISTING MASONRY/STONE, ETC.]
4. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOCATIONS OF ADDITIONAL CONCRETE CURBS AND HOUSEKEEPING PADS NOT SHOWN.
5. CONCRETE CLEAR COVER TO REINFORCING BARS IS AS FOLLOWS, UNLESS OTHERWISE NOTED:
LOCATION CLEAR COVERCONCRETE PLACED AGAINST EARTH 3 INCHESFORMED SURFACES EXPOSED TO WEATHEROR IN CONTACT WITH EARTH:
#6 BARS AND LARGER 2 INCHES#5 BARS AND SMALLER 1 1/2 INCHES SLABS ON GRADE (TOP CLEARANCE) 1 1/2 INCHESBEAMS, GIRDERS AND COLUMNS NOTEXPOSED TO WEATHER OR EARTH: 1 1/2 INCHESWALL OR SLAB SURFACES NOT EXPOSEDTO WEATHER OR EARTH:
#5 & SMALLER 3/4 INCH#6 & #7 1 INCH#8, #9, #10 & #11 1 1/2 INCHES#14 & #18 2 1/2 INCHES
4. ARC-WELDING ELECTRODES/FILLER METALS TO BE LOW HYDROGEN TYPES E7XTX, E7XTXX OR E70XXX MINIMUM AS APPLICABLE. ELECTRODES WITH CHARPY V-NOTCH TESTS VALUES OF A MINIMUM 20 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT AND 40 FOOT- POUNDS AT 70 DEGREES FAHRENHEIT ARE TO BE USED AT ALL WELDS OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS), WHERE DESIGNATED “DC” ON THE DRAWINGS AND THE FOLLOWING LOCATIONS:A. COMPLETE JOINT PENETRATION WELDS.B. BEAM TO COLUMN MOMENT CONNECTIONS – INCLUDING FLANGE, WEB,DOUBLER PLATES, BASE PLATES, AND CONTINUITY PLATE FILLET AND PARTIAL JOINT PENETRATION WELDS.
C. BRACE CONNECTIONS – INCLUDING BRACE, GUSSET, BASE PLATES, BEAM STIFFENER PLATES, AND CONTINUITY PLATE FILLET AND PARTIAL JOINT PENETRATION WELDS.
D. COLLECTORS – SHEAR TABS, FLANGE AND WEB WELDS.
5. WELDERS TO BE QUALIFIED IN ACCORDANCE WITH AWS D1.1 WITH SUPPLEMENTAL QUALIFICATIONS PER AWS D1.8.
6. WHERE FIELD WELDING IS NOTED, THE DESIGNATION IS GIVEN AS A SUGGESTED CONSTRUCTION PROCEDURE ONLY.
V. EPOXY-COATED REINFORCEMENT
1. REINFORCEMENT SHALL BE SHOP FABRICATED PRIOR TO COATING AND SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M 284.
2. VISIBLE VOIDS IN THE COATING, REGARDLESS OF CAUSE, SHALL BE PATCHED IF THE TOTAL AREA OF VOIDS EXCEEDS 0.25% OF THE SURFACE AREA OF THE BAR. BARS THAT REQUIRE SURFACE AREA PATCHING LESS THAN 5% OF THE TOTAL SURFACE AREA OF THE BAR MAY BE FIELD COATED WITH AN APPROVED PATCH MATERIAL SUPPLIED BY THE EPOXY FABRICATOR. BARS WHICH REQUIRE SURFACE PATCHING IN EXCESS OF 5% OF THE TOTAL SURFACE AREA OF THE BAR WILL BE REJECTED.
3. ALL SYSTEMS FOR HANDLING COATED BARS SHALL HAVE PADDED CONTACT AREAS FOR THE BARS WHENEVER POSSIBLE. ALL BUNDLING BANDS SHALL BE PADDED AND ALL BUNDLES WHALL BE LIFTED WITH STRONG BACK, MULTIPLE SUPPORTS OR A PLATFORM BRIDGE SO AS TO PREVENT BAR-TO-BAR ABRASION FROM SAGS IN THE BAR BUNDLE.
4. ALL STEEL REINFORCEMENT TO BE EPOXY COATED.
X. EROSION CONTROL NOTES1. STORM WATER AND NON-STORM WATER DISCHARGE CONTROL: BEST MANAGEMENT PRACTICES SHALL BE DEVELOPED AND IMPLEMENTED TO MANAGE STORM WATER AND NON-STORM WATER DISCHARGES FROM THE SITE AT ALL TIMES DURING EXCAVATION AND GRADING ACTIVITIES.
2. EROSION AND SEDIMENT CONTROL: EROSION PROTECTION SHALL BE EMPHASIZED AS THE MOST IMPORTANT MEASURE FOR KEEPING SEDIMENT ON SITE DURING EXCAVATION AND GRADING ACTIVITIES. SEDIMENT CONTROLS SHOULD BE USED AS A SUPPLEMENT TO EROSION PREVENTION FOR KEEPING SEDIMENT ON SITE.
3. THE TOPS OF ALL SLOPES SHALL BE DIKED OR TRENCHED TO PREVENT WATER FLOWING OVER CRESTS OF SLOPES.
4. THE CONTRACTOR SHALL REPAIR ANY ERODED SLOPES AS DIRECTED BY THE OFFICE OF THE CITY ENGINEER.
5. THE CONTRACTOR SHALL SWEEP ROADWAYS AND ENTRANCES TO AND FROM THE SITE ON A REGULAR BASIS TO KEEP THEM FREE OF SOIL ACCUMULATION AND AT ALL OTHER TIMES DIRECTED BY THE CITY ENGINEER.
6. THE CONTRACTOR SHALL WATER SITE ON A CONTINUOUS BASIS TO MINIMIZE AIR
BORNE DUST CREATED FROM GRADING AND HAULING OPERATIONS OR EXCESSIVE WIND CONDITIONS, AND AT ALL TIMES DIRECTED BY THE CITY ENGINEER
7. 8. IN THE EVENT SILT THE DOES ENTER THE EXISTING PUBLIC STORM DRAIN SYSTEM, REMOVAL OF THE SILT FROM THE SYSTEM WILL BE AT THE CONTRACTOR'S EXPENSE.
R
L RA
UCTU
TR S
JEREMY T. CALL ISTER
No. S 5646 EGISTERED PROFESSIONAL ENGINEER
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:12 PM S-001 LH
3 18
GENERAL NOTES 3/22/2023
3/22/2023
Description No. Date
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GENERAL NOTES CONT:
XVI. DESIGN CRITERIA1. APPLICABLE CODE: 2022 CALIFORNIA BUILDING CODE2. GRAVITY LOADS:
A. DEAD LOADS - VARY BASED ON ACTUAL WEIGHTSB. LIVE LOADS:
a. STAIRS: 100 PSF
3. SHORING DESIGN PARAMETERS (PER GEOTECH REPORT)
A. TIEBACKS
ALLOWABLE SKIN FRICTION: 21 PSI
4. DESIGN ASSUMPTIONS REGARDING SHARING OF LOAD BETWEEN NEW AND EXISTING TIEBACKSA. NEW TIEBACKS AT STRAIGHT WALL SEGMENTS ARE DESIGNED TO RESIST 75% OF THE LATERAL SOIL LOADS (WITH THE EXISTING TIEBACKS RESISTING 25%) B. NEW TIEBACKS AT THE CURVED WALL SEGMENT ARE DESIGNED TO RESIST 50% OF THE LATERAL SOIL LOADS (WITH EXISTING TIEBACKS RESISTING 50%).
XIV. STRUCTURAL TESTS, INSPECTIONS, AND OBSERVATIONS1. AN INDEPENDENT TESTING AGENCY AND SPECIAL INSPECTORS WILL BE RETAINED BY THE OWNER TO PERFORM TESTS AND INSPECTION.
2. THE FOLLOWING ITEMS REQUIRE TESTS AND INSPECTIONS IN ACCORDANCE WITH THE REQUIREMENTS OF THE CHAPTER “STRUCTURAL TESTS AND INSPECTIONS” OF THE APPLICABLE CODE. REQUIREMENTS FOR TESTS AND INSPECTIONS ARE IDENTIFIED IN THE SPECIFICATIONS.A. REINFORCING STEELB. CAST-IN-PLACE CONCRETEC. POST-INSTALLED ANCHORSD. REPAIR MORTARSE. TIEBACKS XI. PERMANENT TIEBACKS1. PERMANENT TIEBACK RODS SHALL BE COLD STRETCHED HIGH STRENGTH ALLOY
THREADED STEEL BARS (THREADBARS) FABRICATED FROM STEEL CONFORMING TO ASTM A722 WITH A MINIMUM ULTIMATE TENSILE STRENGTH OF 150,000 PSI (REGULAR GRADE DYWIDAG BARS). THE UNBONDED LENGTH SHALL BE COVERED IN A SMOOTH PLASTIC SHEATHING, SUCH AS PVC OR POLYETHYLENE, TO PREVENT BONDING. RODS SHALL BE FULL LENGTH WITHOUT SPLICES OR COUPLERS, UNKINKED, AND FREE FROM NICKS OR ABRASIONS.
2. PERMANENT TIEBACK STRANDS SHALL BE EPOXY COATED, EPOXY-FILLED IN THE INTERSTICES BETWEEN THE STRAND WIRES, GRIT-IMPREGNATED, 0.6-INCH NOMINAL DIAMETER LOW-RELAXATION STRAND, CONSISTING OF 7 STRESS-RELIEVED STEEL WIRES. THE STRAND SHALL BE IN ACCORDANCE WITH ASTM A882. THE STEEL STRAND BENEATH THE COATING SHALL HAVE A MINIMUM ULTIMATE TENSILE STRENGTH OF 270 KSI, IN ACCORDANCE WITH ASTM A416, PLUS SUPPLEMENTS FOR LOW-RELAXATION WIRE AND LOW-RELAXATION STRAND. WIRES SHALL BE FULL LENGTH WITHOUT SPLICES OR COUPLERS, UNKINKED, AND FREE FROM NICKS OR ABRASIONS. USE FLOFIL STRANDS, SUPPLIED BY INSTEEL INDUSTRIES, INC., OR APPROVED EQUIVALENT FOR PERMANENT TIEBACKS.
3. PERMANENT TIEBACK ASSEMBLIES SHALL BE DOUBLE CORROSION PROTECTED OVER THE ENTIRE LENGTH OF THE ANCHOR. DOUBLE CORROSION PROTECTIONSHALL CONSIST OF EPOXY COATED BARS, OR EPOXY COATED/FILLED STRANDS, INCONTINUOUS GROUT. OVER THE UNBONDED LENGTH THE BARS/STRANDS SHALL BEINDIVIDUALLY GREASED AND SHEATHED TO PREVENT BONDING. CORRUGATED PESHEATHING SHALL BE PROVIDED OVER THE LENGTH OF THE TIEBACK.
4. ANCHORAGES SHALL BE CAPABLE OF DEVELOPING NO LESS THAN 95% OF THE MINIMUM ULTIMATE TENSILE STRENGTH OF THE TENDONS, AND SHALL CONFORM TO THE STATIC STRENGTH REQUIREMENTS OF THE PTI “GUIDE SPECIFICATION FORPOST-TENSIONING MATERIALS.” AT BARS, ANCHOR HEADS SHALL BE DESIGNED TO
ACCEPT THE BAR LOADS AND TRANSFER THE ENTIRE LOAD ONTO THE BEARING PLATE. AT STRANDS, ANCHOR HEADS SHALL BE DESIGNED TO ACCEPT INDIVIDUAL STRAND LOADS, SEAT THE WEDGES, AND TRANSFER THE ENTIRE TENDON LOAD ONTO THE BEARING PLATE.
5. WEDGES FOR STRAND TIEBACKS SHALL BE BITE-THROUGH WEDGES, SPECIFICALLY DESIGNED AND MANUFACTURED FOR EPOXY COATED STRAND. REMOVAL OF EPOXYCOATING TO ACCOMMODATE CONVENTIONAL WEDGES IS NOT ALLOWED.
6. CENTRALIZERS AND SPACERS SHALL BE STEEL OR PLASTIC. WOOD SHALL NOT BE USED. CENTRALIZERS SHALL BE DESIGNED TO WITHSTAND LATERAL LOADS FROMTHE BARS OR TENDONS. COMBINATION SPACER/CENTRALIZERS ARE ACCEPTABLE.SPACERS AND CENTRALIZERS SHALL NOT RESTRICT THE PASSAGE OF GROUT, ANDSHALL BE ATTACHED SO THEY ARE RESTRAINED FROM MOVING UP OR DOWN THEBARS/STRANDS DURING INSTALLATION OR GROUTING.THE SPACERS AND CENTRALIZERS SHALL MEET THE FOLLOWING ADDITIONAL CRITERIA FOR STRAND TIEBACKS:
A. SPACERS SHALL SEPARATE THE TENDON STRANDS SO THAT THE SURFACE OF EACH STRAND CAN BE SURROUNDED BY GROUT AND SO THAT INDIVIDUAL STRANDS HAVE CLEARANCES OF NO LESS THAN 0.5 INCHES FROM EACH OTHER.
B. CENTRALIZERS SHALL PROVIDE A MINIMUM 0.5 INCHES OF GROUT COVER BETWEEN THE OUTER PERIMETER ROW OF TENDON STRANDS AND THE BOREHOLE WALL.
C. WHERE PE SHEATHING IS PRESENT, CENTRALIZERS SHALL PROVIDE 0.5
INCHES OF GROUT COVER BETWEEN THE STRANDS AND THE SHEATHING AND AT LEAST 0.5 INCHES OF GROUT COVER BETWEEN THE PE
SHEATHING AND THE BOREHOLE.
7. ALL METAL COMPONENTS OF THE BAR/STRAND ANCHORAGE SYSTEM SHALL BE COMPATIBLE WITH RESPECT TO THEIR CORROSION POTENTIAL AND THE SOLDIERBEAM CONNECTION.
8. HANDLING, SHIPPING, AND STORAGE SHALL BE CONDUCTED IN A MANNER THAT PROTECTS ALL BARS AND TENDON ASSEMBLIES AND HARDWARE FROM MECHANICAL DAMAGE, ABRASION, CORROSION, CHEMICAL ATTACK, AND DIRT. EACH BAR/TENDON SHALL BE TAGGED AND IDENTIFIABLE AT ALL TIMES. THE CONTRACTOR SHALL PROVIDE PROPER STORAGE FACILITIES ON SITE FOR THE TIME BETWEEN DELIVERY AND INSTALLATION OF BAR/STRANDS AND HARDWARE. STORAGE FACILITIES SHALL BE DRY AND SHALL PROTECT EPOXY-COATED BARS/STRAND FROM EXPOSURE TO SUNLIGHT. IMPROPER HANDLING, SHIPMENT, OR STORAGE WILL BE SUFFICIENT CAUSEFOR REJECTION OF TENDONS.
9. THE BARS/TENDONS SHALL BE HANDLED AND PROTECTED DURING THEIR INSERTION IN THE HOLES IN SUCH A MANNER THAT PREVENTS PHYSICAL DAMAGE AND SHARPBENDS AND PROTECTS THE EPOXY COATING AND OTHER CORROSION PROTECTIONELEMENTS. SPECIAL MEASURES SHALL BE TAKEN TO PREVENT ABRASION OF THEBARS/TENDONS AT THE BOREHOLE COLLAR. FOR STRAND TIEBACKS, EACH TENDON SHALL BE FITTED WITH A PROTECTIVE NOSE CONE PRIOR TO INSERTION TO KEEP INDIVIDUAL STRAND TIPS FROM CATCHING ON THE BOREHOLE WALLS.
10. THE CONTRACTOR SHALL CUT THE BAR/TENDON STRAND LENGTHS PROTRUDING BEYOND THE ANCHOR HEAD. CUTTING OF BAR/TENDON PROTRUSIONS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. THE PREFERRED METHOD IS BY ABRASIVE BLADES. USE OF A CUTTING TORCH IS NOT ACCEPTABLE.CARE SHALL BE TAKEN NOT TO DAMAGE THE ANCHOR HEAD HARDWARE PACKAGE.THE EXPOSED CUT ENDS OF THE BARSTRANDS SHALL BE CORROSION PROTECTEDWITH EPOXY MATERIALS PER MANUFACTURERS RECOMMENDATIONS.
11. STRUCTURAL GROUT FOR TIEBACK HOLES SHALL CONTAIN A MINIMUM OF 10 SACKS OF CEMENT PER CUBIC YARD AND SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI IN 7 DAYS. GROUT SHALL BE PUMPED INTO PLACE FROM THE BACK OF THE HOLE TOWARD THE FRONT. PERMANENT TIEBACKS SHALL BE FULLY GROUTED WITH STRUCTURAL GROUT FROM END TO END.
XII. TIEBACK INSTALLATION1. TIEBACK DETAILS AND PERFORMANCE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL SELECT MATERIALS AND PROCEDURES SUITABLE FOR THE SITE AND THE PROJECT CONSISTENT WITH THE CONTRACT DOCUMENTS. THE BONDED TIEBACK LENGTHS INDICATED ON THE DRAWINGS ARE FOR GUIDANCE ONLY. THE INDICATED TIEBACK BONDED LENGTHS MAY BE ALTERNATIVELY DETERMINED BASED ON IN SITU TESTING. ULTIMATELY, THE BONDED
LENGTHS SHALL BE SUFFICIENT TO DEVELOP THE INDICATED TEST LOADS, AND THE BOREHOLE DIAMETER, ANCHOR LENGTH, INSTALLATION PROCEDURES, CURING TIME,
AND ADJUSTMENTS PER ACTUAL FIELD CONDITIONS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
2. TIEBACK HOLES SHALL BE EITHER DRILLED WITH CASING OR THE GEOTECHNICAL ENGINEER MAY PERMIT NO CASING BASED ON FIELD OBSERVATIONS. CONTRACTOR TO COORDINATE WITH GEOTECHNICAL ENGINEER REGARDING ALTERNATIVE DRILLING PROCEDURES AT ADVERSE CONDITIONS.
3. HOLES DRILLED FOR TIE-BACK ANCHORS SHALL BE DONE WITHOUT DETRIMENTAL LOSS OF GROUND, SLOUGHING OR CAVING OF MATERIALS, AND WITHOUT ENDANGERING PREVIOUSLY INSTALLED SHORING MEMBERS OR EXISTING FOUNDATIONS.
4. DRILLING SHALL BE PERFORMED WITH CARE IN VICINITY OF POTENTIAL OBSTRUCTIONS. CONTRACTOR SHALL USE CARE IN CONTROLLING AND MEASURING DRILL ANGLE. TIEBACK LENGTHS, ANGLES, AND LOCATIONS HAVE BEEN COORDINATED TO THE FULLEST EXTENT POSSIBLE TO AVOID OBSTRUCTIONS. HOWEVER, IF OBSTRUCTIONS ARE ENCOUNTERED PRIOR TO COMPLETION OF DRILLING, THE HOLE SHALL BE ABANDONED AND FILLED WITH NEAT CEMENT GROUT. NOTIFY THE SHORING ENGINEER FOR DIRECTION. A NEW HOLE WITH THE ANGLE ADJUSTED SHALL BE DRILLED.
5. ALL LOOSE MATERIAL SHALL BE REMOVED FROM THE HOLE PRIOR TO PLACEMENT OF THE TIEBACK. WHERE TIEBACKS EXTEND BELOW WATER TABLE, WATER MAY REMAIN IN THE CASED HOLD PROVIDED GROUT IS PLACED BY A GROUT TUBE EXTENDING TO THE BOTTOM OF THE HOLE.
6. DO NOT INSTALL TIEBACK ROD UNTIL INSPECTOR OF RECORD AND GEOTECHNICAL ENGINEER HAVE VIEWED AND APPROVED THE HOLE.
7. INSTALL GROUT OVER THE FULL LENGTH OF THE TIEBACK. GROUTING METHODS SHALL ENSURE THAT ALL VOIDS ARE FILLED AND THAT TIEBACKS MEET TESTING CRITERIA. ALL TIEBACKS SHALL BE EQUIPPED WITH POST GROUTING TUBES. POST GROUTING PROCEDURES SHALL BE USED AT ALL TIEBACKS.
8. GROUT MIXER SHALL PRODUCE GROUT FREE OF LUMPS AND INDISPENSED CEMENT.
GROUTING EQUIPMENT SHALL BE SIZED TO ENABLE THE GROUT TO BE PUMPED IN A CONTINUOUS OPERATION. THE MIXER SHALL BE CAPABLE OF CONTINUOUSLY AGITATING THE GROUT.
9. CONTRACTOR SHALL RECORD GROUT PRESSURE AND QUANTITY OF GROUT PLACED.10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS ASSOCIATED WITH REGROUTING, REDRILLING, OR REPLACEMENT OF TIEBACKS THAT FAIL TO MEET TEST CRITERIA.
11. TIEBACK TESTING MAY COMMENCE 3 DAYS AFTER POST-GROUTING OPERATIONS PROVIDED GROUT COMPRESSIVE STRENGTH HAS REACHED 3000 PSI.
12. AFTER THE HIGH STRENGTH GROUT HAS ACHIEVED 3000 PSI, THE TIEBACK SHALL BE STRESSED IN THE FOLLOWING MANNER:
A. INSTALL ANCHORAGE.
B. PERFORMANCE TEST SELECT TIEBACKS IN ACCORDANCE WITH THE TIEBACK TESTING SECTION OF THESE GENERAL NOTES.
C. PROOF TEST EVERY TIEBACK BY STRESSING TO TEST LOAD SHOWN IN THE SCHEDULE ON S-541 AND MAINTAINING THAT LOAD FOR 30 MINUTES. PROOF TEST IS SUCCESSFUL IF THE CRITERIA FOR PERFORMANCE TESTS, FOUND IN THE TIEBACK TESTING SECTION OF THESE GENERAL NOTES, ARE MET.
D. TEMPORARILY STRESS ANCHOR TO MAXIMUM 80% OF GROSS ULTIMATE TENSILE STRENGTH (GUTS) TO COMPENSATE FOR WEDGE SEATING LOSSES. ANCHOR SYSTEMS SUPPLIER TO PROVIDE STRESSING DATA SHEET PRIOR TO STRESSING.
E. ADJUST LOAD TO THE LOCK LOAD SHOWN IN THE TIEBACK SCHEDULE AND SECURE ANCHORAGE DEVICES.
13. IF THE TIEBACK FAILS TO MAINTAIN THE TEST LOAD FOR TEN MINUTES, USE POST GROUTING PROCEDURES TO REPAIR TIEBACKS. A TUBE SHALL BE PROVIDED WITH THE TIEBACK FOR SUCH PURPOSES. AFTER POST GROUTING THE TIEBACKS SHALL BE RE-TESTED. IF THE TIEBACK STILL FAILS, AN ADDITIONAL TIEBACK SHALL BE
ADDED AT THE DIRECTION OF THE SHORING ENGINEER AT THE CONTRACTOR'S EXPENSE.
14. THE MINIMUM PRESSURE FOR POST GROUTING SHALL BE 300 PSI, SUBJECT TO CONTROL TO PREVENT EXCESSIVE HEAVE OR FRACTURING. POST GROUTING SHALL TAKE PLACE AFTER INITIAL GROUT HAS SET FOR 24 HOURS. POST GROUTING SHALL OCCUR IN THE BONDED LENGTH ONLY. THE POST-GROUT PRESSURE SHALL BE SUFFICIENT TO FRACTURE THE INITIAL GROUT AND THEREAFTER SHALL BE REDUCED TO 300 PSI. THE CONTRACTOR SHALL DETERMINE THE QUANTITY OF GROUT TO BE PLACED AND THE NUMBER OF TIMES TO POST GROUT.
XV. MONITORING1. ESTABLISH CONTROL POINTS ALONG THE EXISTING SEAWALL PRIOR TO START OF EXCAVATION OR CONSTRUCTION. MONITOR ANY MOVEMENT OF SEAWALL DURING TRENCHING OR EXCAVATIONS WORK NEAR THE SEAWALL. NOTIFY SEOR OF ANY MOVEMENT.
XIII. TIEBACK TESTING1. REVIEW MILL CERTIFICATIONS FOR ALL TIEBACK STEEL.2. PERFORM MATERIAL TESTING OF TIEBACKS. TWO SAMPLES OF EACH HEAT SHALL BE TENSION TESTED.
3. PERFORM COMPRESSION TESTS OF TIEBACK GROUT USED ON A GIVEN DAY.
PREPARE 4 CYLINDERS OR CUBES AND TEST TWO SAMPLES AT 4 DAYS AND 1 SAMPLE AT 7 DAYS. ONE SPECIMEN SHALL BE RETAINED FOR LATER TESTING, IF REQUIRED.
4. VISUALLY INSPECT EACH TIEBACK ASSEMBLY IMMEDIATELY PRIOR TO INSERTION IN THE HOLE. THE PURPOSE OF THE INSPECTION WILL BE TO ASCERTAIN THE SUITABILITY AND ACCEPTABILITY OF THE ASSEMBLY FOR INSERTION INTO THE HOLE. THE PRESENCE OF ANY UNACCEPTABLE CONDITION OR DAMAGE SHALL BE SUFFICIENT CAUSE FOR REJECTION. A PARTIAL LIST OF UNACCEPTABLE CONDITIONS AND TYPES OF DAMAGE INCLUDES: ABRASIONS, KINDS, WELDS, WELD SPLATTERS, AND CUTS. ASSEMBLIES SHALL ALSO BE FREE OF DIRT, GREASE, OIL, DETRIMENTAL RUST, PITTING, AND ALL OTHER DELETERIOUS SUBSTANCES.
5. PROOF-TEST EVERY TIEBACK, UNLESS OTHERWISE NOTED. REFER TO TIEBACK INSTALLATION SECTION OF THESE GENERAL NOTES FOR ADDITIONAL INFORMATION AND PTI MANUAL FOR ADDITIONAL REQUIREMENTS.
6. PERFORMANCE-TEST TWO PERCENT OF THE TIEBACKS, OR A MINIMUM OF THREE TIEBACKS, WHICHEVER IS GREATER. THE FIRST PRODUCTION TIEBACK SHALL BE PERFORMANCE TESTED. THE ENGINEER SHALL SELECT THE REMAINING TIEBACKS TO BE PERFORMANCE TESTED. PERFORMANCE TESTING OF TIEBACKS SHALL BE IN ACCORDANCE WITH PTI (2004) AND THE FOLLOWING PROCEDURES:a. THE PERFORMANCE TEST SHALL BE MADE BY INCREMENTALLY LOADING AND UNLOADING THE TIEBACK IN ACCORDANCE WITH THE SCHEDULE ON S-541. THE LOAD SHALL BE RAISED FROM ONE INCREMENT TO ANOTHER IMMEDIATELY AFTER A DEFLECTION READING. DEFLECTION READINGS SHALL BE RECORDED TO THE NEAREST 0.001 INCHES WITH RESPECT TO AN INDEPENDENT FIXED REFERENCE POINT. THE FIXED REFERENCE FOR MOVEMENT RECORDING SHALL BE A FREE STANDING TRIPOD-MOUNTED DIAL GAUGE WITH A PRECISION OF 0.001 INCHES. b. THE MAXIMUM LOAD IN A PERFORMANCE TEST SHALL BE HELD FOR 10 MINUTES. THE LOAD-HOLD PERIOD SHALL START AS SOON AS THE MAXIMUM LOAD IS APPLIED AND THE TIEBACK MOVEMENT SHALL BE MEASURED AND RECORDED AT 1 MINUTE, 2, 3, 4, 5, 6, AND 10. IF THE ANCHOR MOVEMENT BETWEEN 1 MINUTE AND 10 MINUTES EXCEEDS 0.04 INCHES, THE MAXIMUM LOAD SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES. IF THE LOAD HOLD IS EXTENDED, THE ANCHOR MOVEMENT SHALL BE RECORDED AT 15, 20, 30, 40, 50, AND 60 MINUTES. IF AN ANCHOR FAILS IN CREEP, RE-TESTING WILL NOT BE ALLOWED. c. A TIEBACK PERFORMANCE TEST WITH A 10 MINUTE LOAD HOLD IS ACCEPTABLE IF BOTH OF THE FOLLOWING ARE MET:1. THE TIEBACK CARRIES THE MAXIMUM LOAD WITH LESS THAN 0.04 INCHES OF MOVEMENT BETWEEN 1 AND 10 MINUTES.
2. THE TOTAL MOVEMENT AT THE MAXIMUM LOAD EXCEEDS 80 PERCENT OF THE THEORETICAL ELASTIC ELONGATION OF THE TIEBACK UNBONDED LENGTH. d. IF THE LOAD HOLD IS EXTENDED, THE TEST IS ACCEPTABLE IF THE TIEBACK CARRIES THE MAXIMUM LOAD WITH LESS THAN 0.04 INCHES OF MOVEMENT BETWEEN 6 AND 60 MINUTES AND SATISFIES ITEM c.2. ABOVE.
7. LOCK OFF: SUCCESSFULLY TESTED TIEBACKS SHALL BE LOCKED OFF AT LEAST AT THE DESIGN LOAD OR GREATER (UNLESS OTHERWISE DIRECTED BY THE ENGINEER).
8. ANCHORS SHALL BE STRESSED STRAIGHT AND TRUE. KINKING OR SHARP CURVATURE IN THE ANCHORS UNDER TENSION SHALL BE CAUSE FOR REJECTION.
9. TIEBACKS THAT ULTIMATELY FAIL TO MEET THE TESTING CRITERIA MAY BE RETESTED AT A LOWER LOAD AND ASSIGNED A VALUE EQUAL TO THAT LOAD IF THE ENGINEER APPROVES SUCH AN APPROACH. AN ADDITIONAL TIEBACK SHALL BE INSTALLED TO MAKE UP THE LOAD DIFFERENCE. THE LOCATION OF THE ADDITIONAL TIEBACK WILL BE DETERMINED BY THE ENGINEER.
10. IF A TIEBACK CONTINUES TO FAIL A LOAD TEST, THE TIEBACK MY BE POST-GROUTED AND RETESTED. IF TIEBACK FAILS AFTER SECOND POST-GROUT, TIEBACK IS REJECTED AND SHALL BE REPLACED.
XVII. PROJECT SEQUENCING1. PRIOR TO ALL REPAIR WORK, CONTRACTOR TO A. BRACE WALL AS REQUIREDB. INSTALL ADEQUATE PROTECTION TO PREVENT SEA WATER FROM CONTACTING WALL DURING REPAIRS.
2. SEQUENCE OF WALL REPAIRS ARE AS FOLLOWS:
A. DEMOLITION, REPAIR, AND INSTALLATION OF WALL REBAR PER DETAIL 6/S-511.B. CORE THROUGH (E) WALL AND INSTALL TIEBACK.C. SHOTCRETE INFILL EXCEPT FOR AREA OF TIEBACK BLOCKOUT PER DETAIL 7/S-541 OR 9/S-541.
D. TEST TIEBACKS PER XIII OF GENERAL NOTES.E. INFILL TIE-BACK BLOCKOUT WITH CONCRETE OR NON-SHRINK GROUTF. CONTRACTOR MAY SUBMIT ALTERNATE SEQUENCE FOR EOR REVIEW.
R
L RA UCTU TR S
J
EREMY T. CALL ISTER
No. S 5646 EG
ISTERED PROFESSIONAL ENGINEE
R
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:14 PM S-002 JTB 4 18 GENERAL NOTES 3/22/2023 3/22/2023 Description No. Date ,~ Degenkolb ..
I I I I
I
I I I I
I I
- 1~ I
I I I I ~ -I I 7 I I
REFERENCE SYMBOLS
DETAIL/SECTION
SECTION NUMBERLINE OF SECTION CUTDIRECTION OF VIEW
1 S3.1
DETAILDETAIL PLAN OR ELEVATIONSINGLE ELEVATION
GRID LINESLEVEL LINEWORK POINTREVISION
CENTER POINT OF CURVEREFERENCED ELEVATION
METAL DECK & FILLPLAN SYMBOLSCONCRETE FILLFLOOR DEPRESSIONSSHEAR CONNECTIONSCOLUMNSSLAB OPENINGBRACED FRAME OR DIAGONAL BRACE
BAR COUPLERS
DRAWING SHEET NUMBER,HYPHEN INDICATES SAME SHEET
1 S5.2
DETAIL NUMBERDRAWING SHEET NUMBER,HYPHEN INDICATES SAMESHEETLINE OF SECTION CUTDIRECTION OF VIEW 2 S6.3 AREA OF DETAIL
3 S5.1
AREA OF ENLARGED
PLAN OR ENLARGEDELEVATION
DIRECTION OF VIEWELEVATION NUMBER
A
1 INDICATES HEIGHT ABOVEDATUM
WP
WORK POINT OF CONNECTION,POINT WHERE FORCES ARE RESOLVED 1 REVISION NUMBERSEE REVISION HISTORY ONTITLE BLOCK OF EACH SHEET
CURVE TO BE LOCATEDRADIUS OF CURVECENTER POINT OF CURVE TOWEL 98'-0"
DESCRIPTION OF REFERENCED POINTELEVATION OF POINT
ABOVE DATUM
SINGLE ARROW INDICATES EDGE OF DECKEXTENT TO EDGE OF SLAB OR WALL, TYP.SLAB TYPE, SEE SHEET NOTES FOR DETAIL REFERENCEORIENTATION OF METALDECKCONCRETE FILLCONCRETE SLAB OR WALLEXTENT TO EDGE OF SLABOR WALL, TYP.SINGLE ARROW INDICATES EDGE OF CONCRETEDEPTH OF DEPRESSION ORSTEP IN SLABEXTENT OF DEPRESSION INSLAB. S.A.D. FOR DIMENSIONSTYPICAL SHEAR CONNECTIONWIDE-FLANGE COLUMN, SEECOLUMN SCHEDULETUBE COLUMN, SEE COLUMNSCHEDULELIMITS OF SLAB OPENINGBRACE ABOVE MECHANICAL COUPLER SPLICEREINF. BARS
BEAM DESIGNATIONS
W16X31 [22]
(-4 1/2") <3/4">
BEAM SIZEINDICATES NO. SHEAR STUDSTOP OF STEEL RELATIVE TO REFERENCE ELEVATIONINDICATES BEAM CAMBER
KEY NOTE
SEE LIST OF NOTES ON EACH SHEET
MATERIAL SYMBOLS
PRECAST CONCRETESTEEL CONCRETE (NEW)CONCRETE (EXISTING)EARTH, UNDISTURBEDROCK FILL OR GRAVELEARTH, COMPACTED GROUT OR SAND 1 S3.1
DRAWING SHEET NUMBER,HYPHEN INDICATES SAME SHEET
S#
MOMENT CONNECTIONS
MOMENT RESISTING BEAM-COLUMN CONNECTION SEE DETAILS
BEAM-BEAM MOMENT CONNECTION
BEAM TO BEAM MOMENT CONNECTION PER DETAILS
BEAM PENETRATIONS
TYPE A-110"x18" (-8")
VERT x HORIZ WEB OPENINGCENTERLINE OF OPENING TO TOP OF STEELWEB OPENING TYPE, SEE DETAILSBRACE BELOW
MASONRY (BRICK / CMU)PLYWOOD
CONCRETE, ELEVATED OR DEPRESSED
X'-X"
GLB DEMO
1 R
L RA
UCTU
TR S
JEREMY T. CALL ISTER
No. S 5646 EGISTERED PROFESSIONAL ENGINEER
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:17 PM S-003 LH
5 17
SYMBOLS AND ABBREVIATIONS 3/22/2023
3/22/2023
RFG ROOFINGRO ROUGH OPENINGRSJ ROLLED STEEL JOISTS.A.D. SEE ARCHITECTURAL DOCUMENTS/DRAWINGSS.M.D. SEE MECHANIAL DRAWINGSSCHED SCHEDULESECT SECTIONSEOR STRUCTURAL ENGINEER OF RECORDSFRS SEISMIC FORCE RESISTING SYSTEMSHT SHEETSHTG SHEATHINGSIM SIMILARSL SLOPESMF SPECIAL MOMENT FRAMESMS SHEET METAL SCREWSOG SLAB ON GRADESP STRUCTURAL PLYWOODSPEC, SPECS SPECIFICATION, SPECIFICATIONSSPSW SPECIAL PLATE SHEAR WALLSQ SQUARESS STAINLESS STEELSTAG STAGGER or STAGGEREDSTD STANDARDSTIF STIFFENERSTIR STIRRUP OR STIRRUPSSTL STEELSTRUCT STRUCTURALSUB SUBSTITUTESUSP SUSPENDEDSYMM SYMMETRICALT&B TOP AND BOTTOMT&G TONGUE and GROOVET.O. TOP OFTHK THICKTHRD THREADEDTHRU THROUGHTN TOE NAILTOC TOP OF CONCRETETOF TOP OF FOOTINGTOS TOP OF STEELTOW TOP OF WALLTR TREADTYP TYPICALUON UNLESS OTHERWISE NOTEDURM UNREINFORCED MASONRYVENT VENTILATEVERT, (V) VERTICALVIF VERIFY IN FIELDW or WF WIDE FLANGEW/ WITHW/O WITHOUTWD WOODWP WORK POINTWS WOOD SCREWWT WEIGHT/TEE SECTIONWWM WELDED WIRE MESHX HVY EXTRA HEAVYX STR EXTRA STRONGXX HVY DOUBLE EXTRA HEAVYXX STR DOUBLE EXTRA STRONG
FT FOOT OR FEETFTG, FTGS FOOTING, FOOTINGSGA GAUGEGALV GALVANIZEDGL GLU-LAMGLB GLU-LAM BEAMGR GRADEGRND GROUNDGYP GYPSUMHDG HOT DIPPED GALVANIZEDHDR HEADERHK, HKS HOOK, HOOKSHORIZ, (H) HORIZONTALHP HIGH POINTHSB HIGH STRENGTH BOLTSHSS HOLLOW STRUCTURAL SECTIONHT HEIGHTID INSIDE DIAMETER/DIMENSIONINFO INFORMATIONJH JOIST HANGERJST,JSTS JOIST, JOISTSJT JOINTKO KNOCK-OUTLANGLE
LEV LEVELLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLOC LOCATIONLONGIT LONGITUDINALLP LOW POINTLT LIGHTLWC LIGHTWEIGHT CONCRETEMAX MAXIMUMMB MACHINE BOLTMECH MECHANICALMEP MECHANICAL, ELECTRICAL, PLUMBING DOCUMENTSMEZZ MEZZANINEMF MOMENT FRAMEMFR MANUFACTURERMIN MINIMUMMISC MISCELLANEOUSMTD MOUNTEDMTL METALNF NEAR FACENIC NOT IN CONTRACTNOM NOMINAL (DIAMETER)NS NEAR SIDENTS NOT TO SCALENWC NORMAL WEIGHT CONCRETEOBF ORDINARY BRACED FRAMESOC ON CENTEROD OUTSIDE DIAMETEROPH OPPOSITE HANDOPNG OPENINGOPP OPPOSITEP-T POST-TENSIONPC, PCS PIECE, PIECESPCC PRECAST CONCRETEPERP PERPENDICULARPJP PARTIAL JOINT PENETRATIONPL PLATEPLYWD PLYWOODPT PRESSURE TREATEDPTN PARTITIONRRADIUS
REBAR REINFORCING BARREF REFERENCEREINF REINFORCINGREQD REQUIREDREV REVISION (E) EXISTING#NUMBER
&AND@ATØDIAMETER OR ROUND
ℓd DEVELOPMENT LENGTHℓdh HOOK DEVELOPMENT LENGTHℓs LAP SPLICE LENGTHAA ADHESIVE ANCHORAB ANCHOR BOLTABV ABOVEAC ASPHALT CONCRETEADDL ADDITIONALADJ ADJACENTAGGR AGGREGATEALT ALTERNATEALUM ALUMINUMANSI AMERICAN NATIONAL STANDARDS INSTITUTEAPPROX APPROXIMATEAR ANCHOR RODARCH ARCHITECTURAL / ARCHITECTASPH ASPHALTASTM AMERICAN SOCIETY for TESTING and MATERIALSAWG AMERICAN WIRE GAUGEB. O. BOTTOM OFBF BOTH FACESBF BRACED FRAMEBLDG BUILDINGBLK, BLKG BLOCK OR BLOCKINGBLW BELOW
BM, BMS BEAM, BEAMSBN BOUNDARY NAILINGBOF BOTTOM OF FOOTINGBOT BOTTOMBRBF BUCKLING RESTRAINED BRACE FRAMEBRG BEARINGBS BOTH SIDESBSMT BASEMENTBTWN BETWEENBW BOTH WAYSCCHANNEL CIP CAST IN PLACECJ CONSTRUCTION JOINTCJP COMPLETE JOINT PENETRATIONCL CENTERLINECLG CEILINGCLR CLEARCMU CONCRETE MASONRY UNITCOL COLUMNCONC CONCRETECONN CONNECTIONCONSTR CONSTRUCTIONCONT CONTINUOUSCSK COUNTERSINKCTR CENTERdPENNY (NAIL SIZE)
DBA DEFORMED BAR ANCHORDBL DOUBLEDEMO DEMOLITIONDET, DETS DETAIL, DETAILSDIA, DIAM DIAMETERDIAG DIAGONALDIM, DIMS DIMENSION, DIMENSIONSDIST DISTANCEDK, DKG DECK OR DECKINGDN DOWNDO DITTODP DEEPDS DIAGONAL SHEATHINGDSA DIVISION OF THE STATE ARCHITECTDWG, DWGS DRAWING, DRAWINGSDWL, DWLS DOWEL, DOWELSEA EACHEBF ECCENTRIC BRACE FRAMEEF EACH FACEEJ EXPENSION JOINTEL ELEVATIONELEC ELECTRICALELEV ELEVATOREMBED EMBEDMENTEN EDGE NAILINGEOS EDGE OF SLABEQ EQUALEQUIP EQUIPMENTES EACH SIDEEW EACH WAYEXCAV EXCAVATIONEXP EXPANSIONEXT EXTERIORFDN FOUNDATIONFF FAR FACEFIN FINISHFLG FLANGEFLR, FLRS FLOOR, FLOORSFN FIELD NAILINGFO FACE OFFOC FACE OF CONCRETEFOS FACE OF STUDFP FIREPROOFFRMG FRAMINGFS FAR SIDE Description No. Date
ABBREVIATIONS
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SEAWALL
PROPOSED MAINTENANCE/REPAIRS
TO EXISTING SEAWALL
PROPOSED MAINTENANCE/REPAIRS TOEXISTING UPPER BLUFF CAISSON SYSTEM S-102
1 S-103
1 S-531
12 CITY OF SOLANA BEACH
PARTIAL REPAIR PLAN FOR:
ENGINEERING DEPARTMENT
SBGRSheet of 6 18
APPROVED FOR CONSTRUCTION BENCH MARK
MOHAMMAD SAMMAK, CITY ENGINEER
EXP: 6/30/24 R.C.E.: 37146
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE JK
DRAWN BY
By: ROBERT D. MAHONY Date:
NAME: SOIL ENGINEERING CONST.
R.C.E. 16459 EXP: 06/30/25
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO. 2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANA BEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ON
CONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY 101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
AS-BUILT
BY: DATE:
R.C.E.: EXP: ORIGINAL DRAWING MEASURE
0 1" 2" 3"
PARTIAL REPAIR PLAN
SCALE: 1"=10'
GRAPHIC SCALE
1 INCH = 10 FEET
DAN GOLDBERG
DEL MAR BEACH CLUB
825 S. SIERRA AVENUE
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
SEAWALL AND UPPER BLUFF REPAIRS - PHASE 1
DRAWING REF. NO.
C-101
04/03/23
\
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ALT. SECTION-SILT FENCE EROSION CONTROL
SCALE: 1"=1'-0"
E
7 SECTION-FIBER ROLL
SCALE: 1"=1'-0"
F
7 SEAWALL
PROPOSED MAINTENANCE/REPAIRS
TO EXISTING SEAWALL
PROPOSED MAINTENANCE/REPAIRS TOEXISTING UPPER BLUFF CAISSON SYSTEM S-102
1 S-103
1 S-531
12 CITY OF SOLANA BEACH
EROSION CONTROL PLAN FOR:
ENGINEERING DEPARTMENT
SBGRSheet of 7 18
APPROVED FOR CONSTRUCTION BENCH MARK
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE JK
DRAWN BY
By: ROBERT D. MAHONY Date:
NAME: SOIL ENGINEERING CONST.
R.C.E. 16459 EXP: 06/30/25
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO. 2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANA BEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ON
CONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY 101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
AS-BUILT
BY: DATE:
R.C.E.: EXP: ORIGINAL DRAWING MEASURE
0 1" 2" 3" EROSION CONTROL PLAN
SCALE: 1"=20'
4. THE CONTRACTOR OR QUALIFIED PERSON SHALL BE RESPONSIBLE FOR CLEANUP OF
SILT AND MUD ON ADJACENT STREET(S) AND STORM DRAIN SYSTEM DUE TO CONSTRUCTION ACTIVITY.
5. THE CONTRACTOR OR QUALIFIED PERSON SHALL CHECK AND MAINTAIN ALL LINED AND UNLINED DITCHES AFTER EACH RAINFALL.
7. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON. ALL NECESSARY MATERIALS SHALL BE
STOCKPILED ON SITE AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS IMMINENT.
8. THE CONTRACTOR SHALL RESTORE ALL EROSION/SEDIMENT CONTROL DEVICES TO
WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER OR RESIDENT ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL.
9. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION/SEDIMENT CONTROL
MEASURES AS MAY BE REQUIRED BY THE RESIDENT ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES, WHICH MAY ARISE.
10. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY
PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION.
11. ALL EROSION/SEDIMENT CONTROL MEASURES PROVIDED PER THE APPROVED GRADING PLAN SHALL BE INCORPORATED HEREON. ALL EROSION/SEDIMENT CONTROL
FOR INTERIM CONDITIONS SHALL BE DONE TO THE SATISFACTION OF THE RESIDENT ENGINEER.
12. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF THE SLOPE AT THE CONCLUSION OF EACH WORKING DAY.
13. ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN RAIN IS IMMINENT.
14. THE CONTRACTOR SHALL ONLY GRADE, INCLUDING CLEARING AND GRUBBING FOR
THE AREAS FOR WHICH THE CONTRACTOR OR QUALIFIED PERSON CAN PROVIDE EROSION/SEDIMENT CONTROL MEASURES.
15. THE CONTRACTOR SHALL ARRANGE FOR WEEKLY MEETINGS DURING OCTOBER 1ST TO APRIL 30TH FOR PROJECT TEAM (GENERAL CONTRACTOR, QUALIFIED PERSON,
EROSION CONTROL SUBCONTRACTOR IF ANY, ENGINEER OF WORK,
OWNER/DEVELOPER AND THE RESIDENT ENGINEER) TO EVALUATE THE ADEQUACY OF
THE EROSION/SEDIMENT CONTROL MEASURES AND OTHER RELATED CONSTRUCTION ACTIVITIES.
TEMPORARY EROSION/SEDIMENT CONTROL, PRIOR TO COMPLETION OF FINAL IMPROVEMENTS, SHALL BE PERFORMED BY THE CONTRACTOR OR QUALIFIED PERSON ASINDICATED BELOW:
1. ALL REQUIREMENTS OF THE CITY OF SOLANA BEACH STORM WATER STANDARDS MUST
BE INCORPORATED INTO THE DESIGN AND CONSTRUCTION OF THE PROPOSED
GRADING/IMPROVEMENTS CONSISTENT WITH THE APPROVED STORM WATER POLLUTION
PREVENTION PLAN (SWPPP) AND/OR WATER POLLUTION CONTROL PLAN (WPCP) FOR CONSTRUCTION LEVEL BMP'S.
2. FOR STORM DRAIN INLETS, PROVIDE A GRAVEL BAG SILT BASIN IMMEDIATELY UPSTREAM OF INLET AS INDICATED ON DETAILS.
3. FOR INLETS LOCATED AT SUMPS ADJACENT TO TOP OF SLOPES, THE CONTRACTOR
SHALL ENSURE THAT WATER DRAINING TO THE SUMP IS DIRECTED INTO THE INLET AND THAT A MINIMUM OF 1.00' FREEBOARD EXISTS AND IS MAINTAINED ABOVE THE TOP OF THE INLET. IF FREEBOARD IS NOT PROVIDED BY GRADING SHOWN ON THESE PLANS, THE CONTRACTOR SHALL PROVIDE IT VIA TEMPORARY MEASURES, I.E. GRAVEL BAGS OR DIKES.
6. THE CONTRACTOR SHALL REMOVE SILT DEBRIS AFTER EACH MAJOR RAINFALL
EROSION & SEDIMENT CONTROL NOTES
BMP LEGEND
DIRECTION OF LOT DRAINAGE
MATERIAL & WASTE MANAGEMENT CONTROL BMP'S:
WM-1 MATERIAL DELIVERY & STORAGEWM-4WM-8WM-5WM-9
SOLID WASTE MANAGEMENT
CONCRETE WASTE MANAGEMENT
SPILL PREVENTION & CONTROLSANITARY WASTE MANAGEMENT
TEMPORARY RUNOFF CONTROL BMP'S:
SC-1 SILT FENCESC-5 FIBER ROLLSC-6 GRAVEL BAGSSC-7 STREET SWEEPING DAILY, OR AS DIRECTED SC-10 STORM INLET PROTECTION, AS APPLICABLE
CONSERVATION OF NATURAL DRAINAGES, WELL
DRAINED SOILS AND SIGNIFICANT VEGETATION
MINIMIZE DISTURBANCES TO NATURAL DRAINAGESMIINIMIZE AND DISCONNECT IMPERVIOUS SURFACESMINIMIZE SOIL COMPACTION LOW IMPACT DEVELOPMENT BMP's:
LID 2.2.4LID 2.2.2LID 2.2.3LID 2.2.1
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
SEAWALL AND UPPER BLUFF REPAIRS - PHASE 1
MOHAMMAD SAMMAK, CITY ENGINEER
EXP: 6/30/24 R.C.E.: 37146
DAN GOLDBERG
1 INCH = 20 FEET
GRAPHIC SCALE
0 20 40 60
PLACE FIBER ROLL EROSION CONTROL MEASURES
ALONG THE WIDTH OF PROJECT AREA, AS NECESSARY
(SEE DETAIL F/7). FINAL INSTALLATION MAY BE ADJUSTED
BASED UPON FIELD RECOMMENDATIONS BY PROJECT
ENGINEER. EROSION CONTROL MEASURES TO BE
MAINTAINED IN WORKING CONDITION
FOR DURATION OF PROJECT.
PLACE SILT FENCE EROSION CONTROL
MEASURES, SEE DETAIL E/7. FINAL
INSTALLATION MAY BE ADJUSTED
BASED UPON FIELD RECOMMENDATIONS
BY PROJECT ENGINEER. EROSION
CONTROL MEASURES TO BE MAINTAINED
IN WORKING CONDITION FOR DURATION
OF PROJECT.
CONSTRUCTION
STAGING
AREA
WM-1
WM-4
WM-8
WM-5
LID 2.2.4 WM-9LID 2.2.2LID 2.2.3LID 2.2.1
LID 2.2.4LID 2.2.2LID 2.2.3LID 2.2.1
F
7 7E
7E
DRAWING REF. NO.
C-102
04/03/23
~ \VOPEN
SPAC[
[AS[M[N
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LOT 1
MAP NO. 6838
= = = = =
= = = =
(E) CONCRETE
SEAWALL
(E) CONCRETE SEAWALL FOOTING
(E) EDGE OF TOE SUPPORT(DOES NOT IMPEDE LATERAL ACCESS) E.C. STA 1+07.92 (E) STAIRS AND LANDING
S-521
10 2
S-102
(E) SEAWALL PILES (E) STAIR COLUMNS
START OF SEAWALL SHOTCRETE REPAIRS
SHOTCRETE FACING
A
TYP
A
KEYNOTESTIEBACK MARK. SEE TIEBACK SCHEDULE ON 12/S-541
(E) TIEBACK(N) TIEBACK
E.C. STA 1+07.92
(E) STABILIZATION TOE FOUNDATION
(E) 30" Ø TOE PILES @ 6'-0" OC
(E) CONCRETE SEAWALL FOOTING
(E) CONCRETE SEAWALL W/ NEW SHOTCRETE FACING
(E) CONCRETE TIEBACK ENCASEMENT SPACED @ APPROXIMATELY BETWEEN 6'-0" AND 7'-6" LOCATIONS SHOWN IN ELEVATION ARE GENERIC AND TO BE CONFIRMED IN THE FIELD 6 S-511
9 S-511
12 S-511
TYP TYP TYP
TYP
EQ
TYP
EQ
10 S-512
TYP
NEW TIEBACKS CENTERED BETWEEN ADJACENT (E) TIEBACKS
(E) STAIRS AND LANDING
T
Y
P
2'-0"
TERMINATE REPAIRS AT (E) VERTICAL JOINT IN WALL
NEW SHOTCRETE WALL FACING (SEE S511) OVER DEMOLISHED COVERAGE CONCRETE 16'-0" VIF
ELEV. +18.0 FT - VIF
TOP OF (E) WALL
R
L RA UCTU TR S
J
EREMY T. CALL ISTER
No. S 5646 EG
ISTERED PROFESSIONAL ENGINEE
R
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:19 PM S-102 LH 8 18 SEAWALL PLAN AND ELEVATION 3/22/2023 3/22/2023 1/4" = 1'-0"
1 SEAWALL PLAN SEGMENT 1
1/4" = 1'-0"
2 SEAWALL ELEVATION SEGMENT 1
Description No. Date
I
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E.C. STA 1+07.92
START OF CURVED WALL SEGMENT
(E) CONCRETE SEAWALL FOOTING
(E) CONCRETE SEAWALL
90° INSIDE CORNER
90° OUTSIDE CORNER (E) CONCRETE TIEBACK ENCASEMENT SPACED @ APPROXIMATELY BETWEEN 6'-0" AND 7'-6" LOCATIONS SHOWN IN ELEVATION ARE
GENERIC AND TO BE CONFIRMED IN THE FIELD
6 S-511
9 S-511
12 S-511
TYP TYP TYP
TYP
EQ
TYP
EQ
10 S-512
TYP
NEW TIEBACKS CENTERED BETWEEN ADJACENT (E) TIEBACKS(EVERY OTHER BAY AT CURVED WALL SEGMENT)
CURVED WALL SEGMENT
T
Y
P
2'-0"
2'-0"
TYP
6 S-511
9 S-511
12 S-511
SIM SIM SIM
NEW SHOTCRETE FACING OVER DEMOLISHED COVERAGE CONCRETE
6'-0"
ELEV. +18.0 FT - VIF
TOP OF (E) WALL
E.
C.
STA
1+07.
92 (E) CONCRETE
SEAWALL
(E) CONCRETE SEAWALL FOOTING
2 S-103
SHOTCRETE INFILL
A
TYP
A
KEYNOTESTIEBACK MARK. SEE TIEBACK SCHEDULE ON 12/S-541
F
G H
I
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(E) TIEBACK
(N) TIEBACK
(E) EDGE OF TOE SUPPORT(DOES NOT IMPEDE LATERAL ACCESS) R
L RA UCTU TR S
J
EREMY T. CALL ISTER
No. S 5646 EG
ISTERED PROFESSIONAL ENGINEE
R
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:21 PM S-103 LH 9 18 SEAWALL PLAN AND ELEVATION 3/22/2023 1/4" = 1'-0" 3/22/2023 2 SEAWALL ELEVATION SEGMENT 2 1/4" = 1'-0"
1 SEAWALL PLAN SEGMENT 2
Description No. Date
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CONCRETE REPAIR NOTES
SURFACE PREPARATION FOR PATCH LOCATIONS (WHERE CORROSION IS OBSERVED)1. LOCATION AND MARKING OF WORK A. CONTRACTOR TO LOCATE SPALLS AND DELAMINATIONS BY VISUAL INSPECTION AND CONCRETE SOUNDING AND MARK THEIR BOUNDARIES WITH CHALK OR PAINT.
B. AREAS TO BE REMOVED SHALL BE AS STRAIGHT AND RECTANGULAR AS PRACTICAL TO ENCOMPASS THE REPAIR AND PROVIDE A NEAT PATCH.
C. CONTRACTOR TO LOCATE ALL EMBEDDED POST-TENSIONING TENDONS AND REINFORCEMENT IN THE REPAIR AREA AND MARK THESE LOCATIONS FOR REFERENCE DURING THE CONCRETE REMOVAL IN CONCRETE SLAB.
2. CONCRETE REMOVAL
A. DELAMINATED, SPALLED, AND UNSOUND CONCRETE FLOOR AREAS SHALL HAVE THEIR MARKED BOUNDARIES SAWCUT TO A DEPTH OF 1/4 INCH INTO THE FLOOR SLAB, UNLESS OTHERWISE NOTED. FOR VERTICAL AND OVERHEAD SURFACES THE MARKED BOUNDARY MAY BE SAWCUT, GROUND OR CHIPPED TO A DEPTH OF 1/4 INCH INTO EXISTING CONCRETE, MEASURED FROM THE ORIGINAL SURFACE. EXTRA CAUTION SHALL BE EXERCISED DURING THE SAWCUTTING OPERATIONS TO AVOID DAMAGING EXISTING REINFORCEMENT (ESPECIALLY POST-TENSIONING TENDONS AND SHEATHS).
B. ALL CONCRETE SHALL BE REMOVED FROM WITHIN THE MARKED BOUNDARY TO A MINIMUM DEPTH OF 1/2 INCH USING CHIPPING HAMMERS LESS THAN 15 LBS AT SLABS AND LESS THAN 30 LBS AT COLUMNS AND WALLS. IF UNSOUND CONCRETE EXISTS BEYOND THE MINIMUM REMOVAL DEPTH, THEN CHIPPING SHALL CONTINUE UNTIL ALL UNSOUND CONCRETE HAS BEEN REMOVED FROM THE CAVITY.
C. WHERE EMBEDDED REINFORCEMENT IS EXPOSED BY CONCRETE REMOVAL, EXTRA CAUTION SHALL BE EXERCISED TO AVOID DAMAGING IT DURING REMOVAL OF ADDITIONAL UNSOUND CONCRETE. IF BOND BETWEEN EXPOSED EMBEDDED REINFORCEMENT AND ADJACENT CONCRETE IS IMPAIRED BY THE CONTRACTOR'S REMOVAL OPERATIONS, THEN THE CONTRACTOR SHALL PERFORM ADDITIONAL REMOVAL AROUND AND BEYOND THE PERIMETER OF THE REINFORCEMENT FOR A MINIMUM OF 3/4 INCH ALONG THE ENTIRE LENGTH AFFECTED.
D. IF RUST IS PRESENT ON EMBEDDED REINFORCEMENT WHERE IT ENTERS SOUND CONCRETE, THEN ADDITIONAL REMOVAL OF CONCRETE ALONG AND BENEATH THE REINFORCEMENT WILL BE REQUIRED. SUCH ADDITITIONL REMOVAL SHALL CONTINUE UNTIL NONRUSTED REINFORCMENT IS EXPOSED, OR AS DIRECTED BY THE ENGINEER.
3. REINFORCEMENT IN REPAIR AREA
A. ALL EMBEDDED REINFORCEMENT EXPOSED DURING SURFACE PREPARATION THAT HAS LOST MORE THAN 20% OF THE ORIGINAL CROSS-SECTIONAL AREA DUE TO CORROSION SHALL BE CONSIDERED DEFECTIVE, AND WILL REQUIRE REMOVAL AND REPLACEMENT. CONTRACTOR TO NOTIFY ENGINEER OF THESE CONDITIONS.
B. CONCRETE SHALL BE REMOVED TO PROVIDE A MINIMUM OF 3/4 INCH CLEARANCE ON ALL SIDES OF DEFECTIVE OR DAMAGED EXPOSED EMBEDDED REINFORCEMENT THAT IS LEFT IN PLACE. A MINIMUM OF 1 1/2 INCH CONCRETE COVER SHALL BE PROVIDED OVER ALL NEW AND EXISTING REINFORCEMENT. CONCRETE COVER OVER REINFORCEMENT MAY BE REDUCED TO 3/4 INCH WITH THE ENGINEER'S APPROVAL IF COATED WITH AN APPROVED EPOXY RESIN.
4. CLEANING OF REINFORCING
A. ALL EXPOSED STEEL SHALL BE CLEANED OF RUST TO BARE METAL BY SANDBLASTING OR WIRE BRUSHING.
5. PREPARATION OF CAVITY FOR PATCH PLACEMENT
A. THOROUGHLY CLEAN REMOVAL AREAS OF LOOSE CONCRETE, DUST AND DEBRIS. VERIFY FRACTURED PROFILE OF AT LEAST 1/8 INCH OCCURS AT PATCH LOCATION.
B. PERFORM ADDITIONAL PREPARATION AND CLEANING OF THE SPALL CAVITY AS REQUIRED BY THE PATCHING MATERIAL MANUFACTURER.
C. COAT REBAR AND CAVITY WITH SIKA ARMATEC 110 PER MANUFACTURER RECOMMENDATIONS.
APPLICATION OF PATCH MATERIALS
1. APPLICATION OF PATCHING MORTAR: PLACE AS FOLLOWS UNLESS OTHERWISE RECOMMENDED IN WRTING BY MANUFACTURER: BASIS OF DESIGN FOR SHALLOW SURFACE REPAIRS IS SIKATOP 122 PLUS.
A. PROVIDE FORMS WHERE NECESSARY TO CONFINE PATCH TO REQUIRED SHAPE.
B. WET SUBSTRATE AND FORMS THOROUGHLY AND THEN REMOVE STANDING WATER.C. APPLY BONDING AGENT PER MANUFACTURER RECOMMENDATIONS.D. GENERAL PLACEMENT: PLACE PATCHING MORTAR BY TROWELING TOWARD EDGES OF PATCH TO FORCE INTIMATE CONTACT WITH EDGE SURFACES. FOR LARGE PATCHES, FILL EDGES FIRST AND THEN WORK TOWARD CENTER, ALWAYS TROWELING TOWARD EDGES OF PATCH. AT FULLY EXPOSED REINFORCING BARS, FORCE PATCHING MORTAR TO FILL SPACE BEHIND BARS BY COMPACTING WITH TROWEL FROM SIDES OF BARS.
E. VERTICAL PATCHING: PLACE MATERIAL IN LIFTS OF NOT MORE THAN 1-1/2 INCHES NOR LESS THAN 1/8 INCH. DO NOT FEATHER EDGE.
F. OVERHEAD PATCHING: PLACE MATERIAL IN LIFTS OF NOT MORE THAN 1-1/2 INCHES NOR LESS THAN 1/8 INCH. DO NOT FEATHER EDGE.
G. CONSOLIDATION: AFTER EACH LIFT IS PLACED, CONSOLIDATE MATERIAL AND SCREED SURFACE.H. FINISHING: ALLOW SURFACES OF LIFTS THAT ARE TO REMAIN EXPOSED TO BECOME FIRM AND THEN FINISH TO A SURFACE MATCHING ADJACENT CONCRETE.
I. CURING: WET-CURE CEMENTITIOUS PATCHING MATERIALS, INCLUDING POLYMER-MODIFIED CEMENTITIOUS PATCHING MATERIALS, FOR NOT LESS THAN SEVEN DAYS BY WATER-FOG SPRAY OR WATER-SATURATED ABSORPTIVE COVER. ALTERNATIVELY, USE CURING COMPOUND APPROVED BY THE EOR AND REPAIR MORTAR/GROUT MANUFACTURER.
2. APPLICATION OF DRY PACK MORTAR: USE FOR DEEP CAVITIES AND WHERE INDICATED. PLACE AS FOLLOWS UNLESS OTHERWISE RECOMMENDED IN WRITING BY MANUFACTURER.
A. PROVIDE FORMS WHERE NECESSARY TO CONFINE PATCH TO REQUIRED SHAPE.
B. WET SUBSTRATE AND FORMS THOROUGHLY AND THEN REMOVE STANDING WATER.C. APPLY BONDING AGENT PER MANUFACTURER RECOMMENDATIONS.D. PLACE DRY-PACK MORTAR INTO CAVITY BY HAND, AND COMPACT TIGHTLY INTO PLACE. DO NOT PLACE MORE MATERIAL AT A TIME THAN CAN BE PROPERLY COMPACTED. CONTINUE PLACING AND COMPACTING UNTIL PATCH IS APPROXIMATELY LEVEL WITH SURROUNDING SURFACE.
E. AFTER CAVITY IS FILLED AND PATCH IS COMPACTED, TROWEL SURFACE TO MATCH PROFILE AND FINISH OF SURROUNDING CONCRETE. A THIN COAT OF PATCHING MORTAR MAY BE TROWELED INTO THE SURFACE OF PATCH TO HELP OBTAIN REQUIRED FINISH.
F. WET-CURE PATCH FOR NOT LESS THAN SEVEN DAYS BY WATER-FOG SPRAY OR WATER-SATURATED ABSORPTIVE COVER.
ALTERNATIVELY, USE CURING COMPOUND APPROVED BY THE EOR AND REPAIR MORTAR/GROUT MANUFACTURER.
3. PLACEMENT OF CONCRETE PATCH: BASIS OF DESIGN FOR FORM AND POUR REPAIRS IS SIKACRETE 211 SCC PLUS A. APPLY BONDING AGENT PER MANUFACTURER RECOMMENDATIONS.
B. STANDARD PLACEMENT:
a. PROVIDE FORMS WHERE NECESSARY TO CONFINE PATCH TO REQUIRED SHAPE.b. WET SUBSTRATE AND FORMS THOROUGHLY AND THEN REMOVE STANDING WATER.c. APPLY BONDING AGENT PER MANUFACTURER RECOMMENDATIONS.d. PLACE MATERIAL PER MANUFACTURER'S RECOMMENDATIONS C. WET-CURE CONCRETE FOR NOT LESS THAN SEVEN DAYS BY LEAVING FORMS IN PLACE OR KEEPING SURFACES CONTINUOUSLY WET BY WATER-FOG SPRAY OR WATER-SATURATED ABSORPTIVE COVER. ALTERNATIVELY, USE CURING COMPOUND APPROVED BY THE EOR AND REPAIR MORTAR/GROUT MANUFACTURER. D. FILL PLACEMENT CAVITIES WITH DRY-PACK MORTAR AND REPAIR VOIDS WITH PATCHING MORTAR. FINISH TO MATCH SURROUNDING CONCRETE.
REPAIR CRITERIA1. THE CRACKS AND SPALLS IDENTIFIED IN THESE DRAWINGS REPRESENT THE MAJORITY OF THE SIGNIFICANT CRACKS/SPALLS OBSERVED; HOWEVER, IT IS NOT MEANT TO BE A COMPREHENSIVE AND COMPLETE PORTRAYAL OF ITEMS REQUIRING MITIGATION. IN ADDITION, THEIR LENGTH & LOCATION ARE APPROXIMATE IN NATURE.
FIELD QUALITY CONTROL1. PERFORM THE FOLLOWING TESTS AND INSPECTIONS:
A. PACKAGED, CEMENTITIOUS PATCHING MORTAR: 2 RANDOMLY SELECTED SETS OF SAMPLES FOR EACH TYPE OF MORTAR REQUIRED, TESTED ACCORDING TO ASTM C 928.
B. JOB-MIXED PATCHING MORTAR: 2 RANDOMLY SELECTED SETS OF SAMPLES FOR EACH TYPE OF MORTAR REQUIRED, TESTED FOR COMPRESSIVE STRENGTH ACCORDING TO ASTM C 109/C 109M.
2. PRODUCT WILL BE CONSIDERED DEFECTIVE IF IT DOES NOT PASS TESTS AND INSPECTIONS.3. PREPARE TEST AND INSPECTION REPORTS.
MATERIALS AND PRODUCTS1. BONDING AGENTS:
A. EPOXY-MODIFIED, CEMENTITIOUS BONDING AND ANTICORROSION AGENT: MANUFACTURED PRODUCT THAT
CONSISTS OF WATER-INSENSITIVE EPOXY ADHESIVE, PORTLAND CEMENT, AND WATER-BASED SOLUTION OF CORROSION-INHIBITING CHEMICALS THAT FORMS A PROTECTIVE FILM ON STEEL REINFORCEMENT. ACCEPTABLE PRODUCTS INCLUDE:
a. EUCLID CHEMICAL COMPANY; DURALPREP A.C.b. SIKA CORPORATION; ARMATEC 110 EPOCEM.
2. MORTAR SCRUB COAT: MIX CONSISTING OF 1 PART PORTLAND CEMENT AND 1 PART FINE AGGREGATE COMPLYING WITH ASTM C 144 EXCEPT 100 PERCENT PASSING A NO. 16 (1.18-MM) SIEVE.
3. PATCHING MORTAR:
A. GENERAL:
a. ONLY USE PATCHING MORTARS THAT ARE RECOMMENDED BY MANUFACTURER FOR EACH APPLICABLE HORIZONTAL, VERTICAL, OR OVERHEAD USE ORIENTATION.
b. COARSE AGGREGATE FOR PATCHING MORTAR: ASTM C 33, WASHED AGGREGATE, SIZE NO. 8, CLASS 5S.
ADD TO PATCHING-MORTAR MIX ONLY AS PERMITTED BY PATCHING-MORTAR MANUFACTURER.
B. CEMENTITIOUS PATCHING MORTAR: PACKAGED, DRY MIX FOR REPAIR OF CONCRETE. a. BASIS-OF-DESIGN PRODUCT: SUBJECT TO COMPLIANCE WITH REQUIREMENTS, PROVIDE PRODUCT INDICATED ON DRAWINGS OR COMPARABLE PRODUCT BY ONE OF THE FOLLOWING:• BASF CONSTRUCTION CHEMICALS - BUILDING SYSTEMS• DAYTON SUPERIOR CORPORATION• EUCLID CHEMICAL COMPANY • SIKA CORPORATION; CONSTRUCTION PRODUCT DIVISION a. COMPRESSIVE STRENGTH: NOT LESS THAN 5000 PSI AT 28 DAYS WHEN TESTED ACCORDING TO ASTM C 109/C 109M
C. POLYMER-MODIFIED, CEMENTITIOUS PATCHING MORTAR: PACKAGED, DRY MIX FOR REPAIR OF CONCRETE AND THAT CONTAINS A NON-REDISPERSIBLE LATEX ADDITIVE AS EITHER A DRY POWDER OR A SEPARATE LIQUID THAT IS ADDED DURING MIXING.a. BASIS-OF-DESIGN PRODUCT: SUBJECT TO COMPLIANCE WITH REQUIREMENTS, PROVIDE PRODUCT INDICATED ON DRAWINGS OR COMPARABLE PRODUCT BY ONE OF THE FOLLOWING:• BASF CONSTRUCTION CHEMICALS - BUILDING SYSTEMS• DAYTON SUPERIOR CORPORATION• EUCLID CHEMICAL COMPANY • SIKA CORPORATION; CONSTRUCTION PRODUCT DIVISION a. COMPRESSIVE STRENGTH: NOT LESS THAN 5000 PSI AT 28 DAYS WHEN TESTED ACCORDING TO ASTM C 109/C 109M
4. EPOXY CRACK INJECTION MATERIALS
A. EPOXY CRACK-INJECTION ADHESIVE: ASTM C 881/C 881M, TYPE IV AT STRUCTURAL LOCATIONS AND WHERE NOT INDICATED.
B. BASIS-OF-DESIGN PRODUCT: SUBJECT TO COMPLIANCE WITH REQUIREMENTS, PROVIDE PRODUCT INDICATED ON DRAWINGS OR COMPARABLE PRODUCT BY ONE OF THE FOLLOWING:
a. EUCLID CHEMICAL COMPANYb. SIKA CORPORATION; CONSTRUCTION PRODUCT DIVISIONc. SIMPSON STRONG TIE, INC A. CAPPING ADHESIVE: PRODUCT MANUFACTURED FOR USE WITH CRACK INJECTION ADHESIVE BY SAME
MANUFACTURER
SURFACE PREPARATION FOR PATCH LOCATIONS (WHERE CORROSION NOT OBSERVED1. LOCATION AND MARKING OF WORK A. WITHIN THE REGIONS IDENTIFIED IN THE ELEVATIONS, CONTRACTOR TO LOCATE SPALLS DELAMINATIONS HONEYCOMBS, ROCK POCKETS,AND VOIDS MORE THAN 1 INCH IN ANY DIMENSION TO SOLID CONCRETE BY VISUAL INSPECTION AND CONCRETE SOUNDING AND MARK THEIR BOUNDARIES WITH CHALK OR PAINT.
B. AREAS TO BE REMOVED SHALL BE AS STRAIGHT AND RECTANGULAR AS PRACTICAL TO ENCOMPASS THE REPAIR AND PROVIDE A NEAT PATCH.
C. CONTRACTOR TO LOCATE ALL EMBEDDED POST-TENSIONING TENDONS AND REINFORCEMENT IN THE REPAIR AREA AND MARK THESE LOCATIONS FOR REFERENCE DURING THE CONCRETE REMOVAL IN CONCRETE SLAB.
2. CONCRETE REMOVAL
A. FOR VERTICAL AND OVERHEAD SURFACES THE MARKED BOUNDARY MAY BE SAWCUT TO A DEPTH OF 1/4 INCH INTO THE EXISTING CONCRETE, MEASURED FROM THE ORIGINAL SURFACE. EXTRA CAUTION SHALL BE EXERCISED DURING THE SAWCUTTING OPERATIONS TO AVOID DAMAGING EXISTING REINFORCEMENT.
B. ALL CONCRETE SHALL BE REMOVED FROM WITHIN THE MARKED BOUNDARY TO A MINIMUM DEPTH OF 1/2 INCH USING CHIPPING HAMMERS LESS THAN 15 LBS AT SLABS AND LESS THAN 30 LBS AT COLUMNS AND WALLS. IF UNSOUND CONCRETE EXISTS BEYOND THE MINIMUM REMOVAL DEPTH, THEN CHIPPING SHALL CONTINUE UNTIL ALL UNSOUND CONCRETE HAS BEEN REMOVED FROM THE CAVITY.
C. WHERE EMBEDDED REINFORCEMENT IS EXPOSED BY CONCRETE REMOVAL, EXTRA CAUTION SHALL BE EXERCISED TO AVOID DAMAGING IT DURING REMOVAL OF ADDITIONAL UNSOUND CONCRETE. IF BOND BETWEEN EXPOSED EMBEDDED REINFORCEMENT AND ADJACENT CONCRETE IS IMPAIRED BY THE CONTRACTOR'S REMOVAL OPERATIONS, THEN THE CONTRACTOR SHALL PERFORM ADDITIONAL REMOVAL AROUND AND BEYOND THE PERIMETER OF THE REINFORCEMENT FOR A MINIMUM OF 3/4 INCH ALONG THE ENTIRE LENGTH AFFECTED.
3. PREPARATION OF CAVITY FOR PATCH PLACEMENT
A. THOROUGHLY CLEAN REMOVAL AREAS OF LOOSE CONCRETE, DUST AND DEBRIS. VERIFY FRACTURED PROFILE OF AT LEAST 1/8 INCH OCCURS AT PATCH LOCATION.
B. PERFORM ADDITIONAL PREPARATION AND CLEANING OF THE SPALL CAVITY AS REQUIRED BY THE PATCHING MATERIAL MANUFACTURER. NOTIFY ENGINEER OF COMPLETION OF PREPERATION OF CAVITY.
EPOXY CRACK INJECTION1. EPOXY CRACK INJECTION: BASIS OF DESIGN IS SIKADUR 35 A. CLEAN AREAS TO RECEIVE CAPPING ADHESIVE OF OIL, DIRT, AND OTHER SUBSTANCES THAT WOULD INTERFERE WITH BOND, AND CLEAN CRACKS WITH OIL-FREE COMPRESSED AIR OR LOW-PRESSURE WATER TO REMOVE LOOSE PARTICLES.
B. PLACE INJECTION PORTS AS RECOMMENDED BY EPOXY MANUFACTURER, SPACING NO FARTHER APART THAN THICKNESS OF MEMBER BEING INJECTED. SEAL INJECTION PORTS IN PLACE WITH CAPPING ADHESIVE.
C. SEAL CRACKS AT EXPOSED SURFACES WITH A RIBBON OF CAPPING ADHESIVE AT LEAST 1/4 INCH (6 MM) THICK BY 1 INCH (25 MM) WIDER THAN CRACK.
D. INJECT EPOXY ADHESIVE, BEGINNING AT WIDEST PART OF CRACK AND WORKING TOWARD NARROWER PARTS. INJECT ADHESIVE INTO PORTS TO REFUSAL, CAPPING ADJACENT PORTS WHEN THEY EXTRUDE EPOXY. CAP INJECTED PORTS AND INJECT THROUGH ADJACENT PORTS UNTIL CRACK IS FILLED.
E. AFTER EPOXY ADHESIVE HAS SET, REMOVE INJECTION PORTS AND GRIND SURFACES SMOOTH PROJECT SEQUENCINGSEE SECTION XVII OF GENERAL NOTES ON S-002 FOR CONCRETE REPAIR AND TIEBACK INSTALLATION WORK SEQUENCING.
R
L RA UCTU TR S
J
EREMY T. CALL ISTER
No. S 5646 EG
ISTERED PROFESSIONAL ENGINEE
R
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:24 PM S-501 LH 10 18 CONCRETE REPAIR GENERAL NOTES 3/22/2023 3/22/2023 Description No. Date ,~ Degenkolb ..
I I I I
I
I I I I
I I
- 1~ I
I I I I ~ -I I 7 I I
DELAMINATED
AREA
ACTUAL EXTENT OF REMOVAL TO
BE RECTANGULAR OR TRAPEZOIDAL
AS SHOWN IN DASHED LINEAROUND DAMAGED AREA
REMOVE BEYOND SPALL PLAN @ REPAIR AREATO SOUND CONCRETE 1/4" SAWCUT PATCH PATCH w/ SIKATOP 122 OR 123PERIMETER, TYP. VERIFY REINFORCING IS NOT CUT. (E) CONC(E) SPALL SURFACE
(E) MILD REINF.WHERE OCCURS.
SECTION
3/4" MIN
IF REMOVALS ENCOMPASS (2) OR MORE ADJACENT BARS LESS THAN 6" APART, REMOVAL SHALL BE HORIZONTAL NOTES:1. SEE THE CONCRETE REPAIR GENERAL NOTES (S-501) FOR REQUIREMENTS REGARDING THE REMOVAL OF UNSOUND CONCRETE, SURFACE PREPARATION, AND PLACEMENT OF PATCH MATERIALS.
SECOND SHOTCRETEPLACEMENT
FIRST SHOTCRETEPLACEMENT
(E) CONC OR MASONRYWALL WHERE EXISTS
CLEAN ALL REINF& WALL OF REBOUND
ROUGHEN SURFACE TO1/4" MIN AMPLITUDE
MIN.
't'/2
't'
1"
SECOND SHOTCRETE
PLACEMENT
FIRST SHOTCRETE
PLACEMENT
(E) CONC OR MASONRYWALL WHERE EXISTSCLEAN ALL REINF& WALL OF REBOUND
LEVEL JOINT
ROUGHEN SURFACE TO1/4" MIN AMPLITUDE
R
L RA UCTU TR S
J
EREMY T. CALL ISTER
No. S 5646 EG
ISTERED PROFESSIONAL ENGINEE
R
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:26 PM S-502 LH 11 18 CONCRETE REPAIR DETAILS 3/22/2023 3/22/2023 3" = 1'-0"
4 LARGE CRACK, SPALL, OR DELAMINATION REPAIR
1" = 1'-0"
10 PLAN AT VERTICAL CONSTRUCTION JOINT
1" = 1'-0"
11 SECTION AT HORIZONTAL CONSTRUCTION JOINT
Description No. Date
01---------=========
-- -
,~ Degenkolb ..
BEND DIAMETER, D
BAR SIZE
#3 THRU #5#6 THRU #8#9 THRU #11#14 THRU #18
6d6d8d
10d
4d6d
NANA
STD HKS
& BENDS
STIRRUPS,
TIES & HOOPS NOTE: 1. DO NOT FIELD BEND
REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE.
BAR OFFSET
90°
180°
135° D
6d ≥ 3"
D
D, TYP
6 1
D
D
6d ≥ 3"FOR #3THRU #5
12d FOR #6THRU #8
135°
D
D
135°
90°
d, TYP
90°
STD HKS & BENDS STIRRUPS, TIES & HOOPS
D
12d
MIN.
4d ≥ 2 1/2"
RESPECTIVELY
L = 4", 6", 8" LAP FOR
#3, #4, AND #5
LL
LL
PL1/4X1" OR L2x2x1/4"
45º TO 60º
1/8 ” 1/8 ” CJP,
BACKGOUGE
CJP,
BACKGOUGE
45º TO 60º
1/8" 1/8"
45 .00°
1/8 ”
1/8 ”
CJP,
BACKGOUGE
CJP,
BACKGOUGE
45 .00°
1/8"
1/8"
HORIZONTAL BARS
VERTICAL BARS
NOTES:1. CONFORM TO AWS D1.4 FOR ALL REINFORCEMENT WELDING.2. USE THIS DETAIL ONLY WHERE WELDED SPLICES ARE SPECIFICALLY NOTED ON THE DRAWINGS.3. SEE SPECIFICATIONS FOR TESTING REQUIREMENTS ON COMPLETE JOINT PENETRATION WELDS.4. DETAIL APPLIES ONLY TO BARS DESIGNATED GRADE A706. FOR ALL OTHER BARS, WELDING IS NOT ALLOWED UNLESS THE REQUIREMENTS OF AWS D1.4 SECTION 1.3.4 ARE MET.
DIRECT LAP JOINT OR INDIRECT BUTT JOINT
(#3 TO #5 BARS)
DIRECT BUTT JOINTS (#6 TO #11, #14, #18 BARS)
(2) ADD'L TRIM BARSTO MATCH VERTWALL REINF, TYP,UON
TYP WALL REINF
1" CLR MINTO END OF HKSTD 90° HK., ROTATETO PROVIDE MIN CLEARANCE STD 90° HKS (2) ADD'L TRIM BAR TO MATCH VERT
WALL REINF
TYP WALL REINF
STD 90° HKS
TYP WALLREINF
TERMINATE W/90° STD HKSTURNED VERT
STD 90° HK
(2) ADD'L TRIM BARSTO MATCH VERTWALL REINF, TYP,UON
2" 4"
2"
4"
2" CLR. 4"
2" CLEAR MAX.
A DOUBLE CURTAIN REINF. AT WALL B SINGLE CURTAIN REINF. AT WALL CLR
2"
Ls
Ls
BAR LOCATION #6
TYPE
CONCRETE
STRENGTH
Ld
#3
Ls
#4 #5
BAR SIZE
VERT WALL BARS
f'c > 4ksi
f'c > 4ksi
NWC
NWC
VERT COL BARSHORIZ WALL BARS
43 16 43
16 6 14
6 14
18 8
18 8
18 23
18 23 15
12 21 15
12 21
27 27 49
4938
38 23
23 56
56 29 49
29 49
63 54
63 54
58 75
58 75 76
65 71 76
65 71
92 12 92
12 NWC f'c > 4ksi 14 18 6 18 24 8 23 29 12 27 35 15 5643 23 63 29 55 71 54 66 85 49 65 81 105 76
1. Ld = DEVELOPMENT LENGTH
Ldh = HK DEVELOPMENT LENGTH
Ls = TYPE 'B' LAP SPLICE LENGTH
4. TABULATED VALUES ARE BASED ON GRADE 60
REINFORCING BARS. FOR GRADES GREATER THAN 60,UP TO GRADE 80, MULTIPLY THE ABOVE LENGTHS BY THE RATIO OF THE PROPOSED GRADE AND 60.
5. FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY
THE TABULATEDVALUES FOR 'NWC' TYPE CONCRETE BY 1.33.
6. TABLES INCLUDE INCREASED DEVELOPMENT AND
SPLICE LENGTHS DUE TO EPOXY COATING.
COUPLER OR WELDED SPLICE
3. STAGGER SPLICES AS INDICATED ON DRAWINGS.
2. WHEN SPLICING BARS OF DIFFERENT SIZE, USE LAP SPLICE LENGTH OF LARGER BAR, UON NOTES:
Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh Ld Ls Ldh
CONCRETE REINFORCING DEVELOPMENT & SPLICE LENGTHS
#7 #8 #9 #10 #11
Ls 2'-0" CLR. Ls
2'-0" CLR.
Ldh
Ls
Ld
2 1/2" CLEAR MIN AT #5 BARS & SMALLER,6d CLEAR MIN AT #6 BARS AND LARGER 12d MIN SPACING AT BARS CLOSESTTO NOZZLE
6d MIN SPACING AT BARS IN CURTAINFURTHEST FROM NOZZLE
3d MIN SPACING AND Ls/5 MAX SPACING
WHERE d = DIAMETER OF LARGER BAR
DOUBLE CURTAIN SPACING
SINGLE CURTAIN SPACING
B LAPPED BAR SPACING
A BAR SPACING AT NON-LAPPED BARS, U.O.N.
d
d
d
WHICHEVER IS SMALLER
MIN. CLEAR = 2"; MAX. CLEAR = Ls/5 OR 6",
CL
CL
CL
CL
CL
CL
24" MIN
SEE NOTE 3
TRIM REINFORCING SCHEDULE
ELEV.
DOUBLE CURTAIN
ELEV.
SINGLE CURTAIN
TRIM REINF SEE
SCHED
OPEN
DIAG. REINF, SEE SCHED
(OMIT DIAG. AT
FOUNDATION)
TYP WALL REINFTRIM REINF
180° HK TURN TO PROVIDE MIN CLR
STD HK ROTATE TO PROVIDE MIN CLR
TYP WALL REINF
(TO END OF HKS ONLY)
DIAGONAL REINF
t > 16" (2) #8
6" < t < 9"
9" < t < 12"
WALL THICKNESS 't'
12" < t < 16"
(2) #6(2) #5
MIN TRIM REINF
(2) #7
#7#5#5#5
PROVIDE STD HK AT
END OF WALL OR
EDGE OF OPNG
TRIM REINF
NOTES:1. SCHED REINF APPLIES TO ALL OPENINGS, UNLESS OTHERWISE HOWN.2. MIN TRIM REINF TO BE LARGER OF TYP WALL REINF OR SIZE
SHOWN IN SCHED
3. AT SERIES OF OPENINGS WHERE PIER OR SPANDEREL IS NARROWER THAN THREE TIMES d, RUN TRIM REINF CONT4. MAY OMIT DIAGONALS IF THE LARGEST OPNG DIMENSION IS LESS THAN 3'-0"
5. DETAILS IS NOT REQUIRED FOR OPENINGS SMALLER THAN THE WALL THICKNESS OF 12", WHICHEVER IS SMALLER.6. COORDINATE OPNG LOCATIONS AND SIZES W/ OTHER TRADES INCLUDING BUT NOT LIMITED TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING. l
4"
't'
A PLAN
A PLAN
2" 4"
't' CLR.
2"
A
A
A
CLR.
2" 2" CLR. MAX.
Ld
Ld
48"
MIN
.
Ld
ALL SIDES
3" CLR. MAX.
R
L RA UCTU TR S
J
EREMY T. CALL ISTER
No. S 5646 EG
ISTERED PROFESSIONAL ENGINEE
R
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:30 PM S-503 LH 12 18 TYPICAL CONCRETE DETAILS 3/22/2023 1" = 1'-0" 3/22/2023 6 HOOKS & BENDS 6" = 1'-0"
11 WELDED REINFORCEMENT BAR SPLICE
1" = 1'-0"
5 WALL REINFORCING AT CORNERS AND INTERSECTIONS
1" = 1'-0"
4 REINFORCING DEVELOPMENT & SPLICE LENGTHS
1" = 1'-0"
8 BAR SPACING IN SHOTCRETE
1" = 1'-0"
12 WALL REINFORCING AT OPENINGS
Description No. Date
I I I I 11 I I I I I I I 11 I 111 I I I 11 I 11 I 11 I
0 - 0 -
0-======== 0 -----------====~============
0----------========
j,.. Degeakolb
V
I
F
17'-0" MAX
2'-0"
1'-3" (E) WALL THICKNESS
(E) CONCRETE SEAWALL(E) CONCRETE SEAWALL FOOTING
(E) CONCRETE SEAWALL STABILIZATION TOE
(E) CONCRETE STRUCTURE @ TIEBACK
MIN
1'-7"
NOTES:1. SEE DETAIL 6/- FOR INFORMATION NOT SHOWN.
REINFORCEMENT AND DOWELS NOT SHOWN FOR CLARITY.
REPAIR (E) TIEBACK ENCASMENT PER DETAIL 10/S-512(E) SAND SURFACE (VARIES)FACE OF (E) CONCRETE SEAWALLEXTENT OF STRUCTURAL PORTION INFILLFACE OF COSMETIC SHOTCRETE VIF
17'-0" MAX
2'-0"
1'-3" (E) WALL THICKNESS
FACE OF (E) CONCRETE SEAWALL
(E) CONCRETE SEAWALL FOOTING
(E) CONCRETE SEAWALL STABILIZATION TOE
(E) FACE OF CONCRETE SEAWALL
#4 EPOXY COATED BARS
AT 6" OC, EW
#4 EPOXY COATED DOWELS @ 4'-0" OC, EW W/ 6" MIN EMBED
TYP
2 1/2" CLR
(E) #8 VERTICAL BARS @ 16" OC, VIF (E) #5 HORIZONTAL BARS @ 16" OC, EA SIDE VIF NOTES:1. EXTERIOR CONCRETE COVER TO BE REMOVED TO EXPOSE THE FIRST LAYER OF EXISTING STEEL REINFORCEMENT. IF THE EXPOSED REINFORCEMENT HAS LOST MORE THAN 50% OF ITS CROSS SECTIONAL AREA, THEN THE EXTENTS OF THE DEMO SHALL EXTEND 3/4" BEYOND THE REINFORCEMENT. THEN, NEW SUPPLEMENTAL BARS SHALL BE SPLICED TO THE EXISTING CORRODED STEEL WITH A MINIMUM SPLICE LENGTH OF Ls ON BOTH SIDES OF THE CORRODED STEEL.
2. IF IT IS DETERMINED THAT THE REINFORCEMENT HAS LOST LESS THAN 50% OF ITS CROSS SECTIONAL AREA, THEN NO FURTHER DEMO IS REQUIRED BEYOND THE CENTERLINE OF THE REINFORCEMENT. THE EXPOSED STEEL SHALL THEN BE CLEANED OF RUST TO BARE METAL BY SANDBLASTING OR WIRE BRUSHING.
3. SEE THE CONCRETE REPAIR GENERAL NOTES (S-501) FOR REQUIREMENTS REGARDING THE REMOVAL OF UNSOUND CONCRETE, SURFACE PREPARATION, AND PROTECTION OF EXISTING REINFORCEMENT WITH SIKA COATING.
4. CONTRACTOR TO BRACE WALL AS REQUIRED DURING DEMOLITION, WALL REPAIRS, AND PLACEMENT OF SHOTCRETE.
5. PRIOR TO SHOTCRETE INSTALLATION, RINSE WALL WITH CLEAN POTABLE WATER6. CONTRACTOR SHALL PREVENT SEA WATER FROM CONTACTING WALL DURING CONSTRUCTION.
7. ALL NEW STEEL REINFORCEMENT IS TO BE EPOXY COATED.
(E) #4 STIRRUP (2) #4 ADHESIVE DOWELS W/ 6" EMBED @ 16" OC(E) SAND SURFACE (VARIES). IF (E) WEEP HOLE IS ABOVE EL. 7.0' MSL, EXTEND WEEP HOLE THROUGH (E) WALL
AND NEW SHOTCRETE
(E) WALL DRAIN/PENETRATION
SHOTCRETE
COSMETIC
S-512
2 S-512
2 REPLACE #6 CONT, TOTAL OF (4). REPLACE (2) - #5 CONT. (E) BOND BEAM REBAR
EXTENT OF STRUCTURAL PORTION INFILL
AND 2
SEE NOTE 1
(E) #8 VERTICAL BARS @ 16" OC, VIF(E) #5 HORIZONTAL BARS @ 16" OC, VIF
FACE OF CONCRETE WALL AFTER DEMO
MIN
4"
ELEV. +1.0 FT
TOP OF (E) WALL
ELEV. +18.0 FT - VIF
TOP OF (E) WALL
VIF
17'-0" MAX
2'-0"
1'-3" (E) WALL THICKNESS
(E) CONCRETE SEAWALL
(E) CONCRETE SEAWALL FOOTING
(E) CONCRETE SEAWALL STABILIZATION TOE
TIEBACK ANCHOR(SEE NOTE 2)
MIN
1'-7"
NOTES:1. SEE DETAIL 6/- FOR INFORMATION NOT SHOWN. NEW
REINFORCEMENT AND DOWELS NOT SHOWN FOR CLARITY.
2. SEE 10/S-512 FOR REPAIR DETAIL. SEE SEAWALL ELEVATION ON S-102 AND S-103 FOR TIEBACK ANCHOR HEIGHT. SEE 12/S-541 FOR TIEBACK SCHEDULE
3. (E) REBAR SHALL NOT BE DAMAGED AT CORE LOCATIOINS(E) SAND SURFACE (VARIES) VARI
ES
S
E
E
N
OT
E
2 9" MAX CORE (SEE NOTE 3)(E) BOND BEAM REBARDO NOT CUT (E) REBAR
FACE OF (E) CONCRETE SEAWALLEXTENT OF STRUCTURAL PORTION INFILLFACE OF COSMETIC SHOTCRETEINFILL CONCRETE WITHIN BLOCKOUT AFTER TIEBACK INSTALLED AND TESTED PER GENERAL NOTES TIEBACK ANCHOR (SEE NOTE 2)
R
L RA UCTU TR S
J
EREMY T. CALL ISTER
No. S 5646 EG
ISTERED PROFESSIONAL ENGINEE
R
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:33 PM S-511 LH 13 18 SEAWALL REPAIR DETAILS 3/22/2023 3/22/2023 3/4" = 1'-0" 9 SECTION AT (E) SEAWALL TIEBACK 3/4" = 1'-0" 6 TYPICAL SEAWALL SHOTCRETE REPAIR DETAIL 3/4" = 1'-0" 12 SECTION AT NEW SEAWALL TIEBACK Description No. Date BOT
·:-.r.-
J ..
ir 1 L /~ f ! }
0 1---------
___n
J. ... Degenkolb
01---------
(E) HORIZONTAL
REINF (SEE NOTE 2)
EXTENT OF STRUCTURAL PORTION INFILL
(E) #4 STIRRUP
(E) CONCRETE SEAWALL
(E) 8" SQ PL, VIF
A
REBUILT TIEBACK ENCASEMENT
A
BEARING ANCHOR PL
(E) ANCHOR DISK.
APPLY EPOXY COATING
PRIOR TO PLACEMENT OF SHOTCRETE
SHOTCRETE INFILL(8) #4 ADHESIVE DOWELS W/ 4" EMBED
AT EA (E) TIEBACK
(E) #4 BARS (12 TOTAL)
SECTION A-A
EDGE OF (E) PLATE, TYP
9" MIN FROM
(E) 8" SQ PL, VIFEXTENT OF (E) CONCRETE SURROUNDING TIEBACKS TO REMAIN
ANCHOR PL
ANCHOR HEAD
(E) TIEBACK ANCHOR
(E) ANCHOR DISK
TYP
4" MIN
TIEBACK ANCHOR (SEE NOTE 1)
(8) #4 ADHESIVE DOWELS W/ 4" EMBED AT EA (E) TIEBACK
ADDITIONAL #4 EPOXY DOWELS CENTERED BETWEEN TIEBACK REPAIRS SEE NOTE 2
9" MAX CORED HOLE
FACE OF (E) CONCRETE SEAWALL SE
E
E
L
E
VA
T
I
O
N
V
A
R
I
E
S
NOTES:1. SEE S-541 FOR TIEBACK SCHEDULE AND DETAILS2. SEE 6/S-511 FOR WALL REPAIR DETAIL3. ALL NEW STEEL REINFORCEMENT IS TO BE EPOXY COATED.
4. NEW SHOTCRETE WALL REINF NOT SHOWN FOR
CLARITY
(E) BACKFILL, TYP
EXISTING SEAWALL
REPAIRED SECTION
1'-7"
ORIGINAL SECTION
1'-3"
EROSION MARKER@ 10' OCEL. 2.0' MSL & 7.0' MSL
SACRIFICIAL EROSION MARKER. 1/2" DIAM PVC PIPE W/ CAPS BOTH ENDS. ALIGN WITH FACE OF REPAIRED CONCRETE SECTION COURSE
COSMETIC WEAR
R
L RA UCTU TR S
J
EREMY T. CALL ISTER
No. S 5646 EG
ISTERED PROFESSIONAL ENGINEE
R
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:36 PM S-512 JEL 14 18 SEAWALL REPAIR DETAILS 3/22/2023 3/22/2023 1" = 1'-0"
10 SEAWALL SECTION REPAIR AT TIEBACK LOCATION
1" = 1'-0"
2 MARKER DETAIL
Description No. Date
0-----------------------------
0------
,1. ... Degenkolb
(E) CONCRETE LANDING
DEMO (E) 18" Ø CONCRETE COLUMN (2 TOTAL)REPLACE W/ NEW COLUMNS PER 6/- (E) CHANNEL STRINGER
(E) METAL TREADS
VIF
± 6'-0"
6 S-521
REMOVE LOOSE AND UNSOUND CONCRETE AT UNDERSIDE OF LANDING. PATCH PER 4/S502.
NOTES:1. PRIOR TO ANY DEMO ACTIVITY, RESTRICT STAIR ACCESS AND SHORE BEAM PER SHORING ENGINEER REQUIREMENTS.2. ALL NEW STEEL REINFORCEMENT IS TO BE EPOXY COATED. 18" Ø CONCRETE COLUMN TO REPLACE EXISTING COLUMN(2 TOTAL)(E) 8" CONCRETE SLAB(E) 18"X21" CONCRETE BEAM(E) CONCRETE FDN (E) CHANNEL STRINGER
VIF
~ 13'-7"
SHORING REQUIRED SEE NOTE 1
3"
SECTION A-A
(8) #7 BARS#4 CIRCULAR SPIRALS
AA
T
Y
P
3 "
REINFORCEMENT NOT SHOWN FOR CLARITY
AA
M
I
N
1 '
-
0 "
M
I
N
1 '
-
0 "
EPOXY #7 BARS MIN OF 1-0" EFF EMBED, TYP
'
L
s
'
EXTENT OF (E) COLUMN TO BE DEMOALIGN EDGE OF CONC COLUMN WITH EDGE OF (E) SLAB R
L RA UCTU TR S
J
EREMY T. CALL ISTER
No. S 5646 EG
ISTERED PROFESSIONAL ENGINEE
R
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:38 PM S-521 LH 15 18 CONCRETE STAIR COLUMN REPAIR DETAILS 3/22/2023 3/22/2023 3/8" = 1'-0"
10 CONCRETE STAIRS LANDING PLAN VIEW
3/4" = 1'-0"
6 CONCRETE STAIRS LANDING SECTION
Description No. Date
• -----.
J. ... Degenkolb
01---------
(E) 18" Ø
CONCRETE PILE@ 4'-0" OC
(E) 30" Ø CONCRETE PILE (5 TOTAL)
(E) TIEBACK
ELEV. 57.00'ELEV. 46.35'ELEV. 33.35'ELEV. 28.00'ELEV. 18.00'ELEV. -5.00'ELEV. -10.00'
LIMITS OF EXISTING REPAIR WORK
PROPOSED MAINTENANCE REPAIR
APPROXIMATE LIMITS OF
7 S-532
J-DRAIN 302
S-532
2 NOTES:1. EXISTING PIER AND TIEBACK LOCATIONS AND SIZES ARE PER AVAILABLE RECORD DRAWINGS.
CONTRACTOR TO VIF AS REQUIRED.
ELEV. 68.30'
(E) CMU WALL
APPROX FAILURE LIMIT EXPOSE EXISTING DRILLED PIER AS NECESSARY TO ALLOW CONNECTION OF MAINTENANCE INFILL SHOTCRETE DECREASE WIDTH OF J-DRAIN HATCH TO BE 2FT WIDE (E) 2' DEEP GRADE BEAM
KEY REINFORCED SHOTCRETE COVERING INTO THE UNDERLYING BLUFF MATERIALS A MIN OF 3'-0" OR AS DIRECTED IN THE FIELD BY THE SOIL ENGINEER.
TOP OF BLUFF
6 S-531
(E) 36" Ø CONCRETE PIER(5 TOTAL)
(E) 18" Ø CONCRETE PIER @ 4'-0" OC
(E) STRUCTURE
(E) CMU WALL
(E) CONCRETE PIER WALL
(E) CONCRETE SLAB
S-532
7 APPROXIMATE FAILURE LIMITS AS OF 09-07-22
PROPOSED MAINTENANCE
INFILL
FAILURE LIMITS AS OF 10-16-08 PER PREVIOUS REPAIR DRAWINGS (E)
PHASE
2 MAINTENANCE
INFILL
C.
D.
P
#
6-00-009-A3
(E)
PHASE
1 STABILIZATION
PIER
WALL
C.
D.
P.
#6-00-009-A1
R
L RA UCTU TR S
J
EREMY T. CALL ISTER
No. S 5646 EG
ISTERED PROFESSIONAL ENGINEE
R
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:40 PM S-531 LH 16 18 UPPER BLUFF REPAIR DETAILS 3/22/2023 3/16" = 1'-0" 3/22/2023 6 UPPER BLUFF PIER WALL REPAIRS 1/4" = 1'-0" 12 SITE PLAN VIEW Description No. Date -------------------------- -----·-------------------·-·;;.- I
I
I
o, ________________ _
I
L~ u u l
,1. ... Degenkolb
#4 EPOXY DOWEL W/ 6" MIN
& STD 135° HK EMBED @ 18" OC#5 BARS @ 6" OC EW
EXISTING REPAIR WORK
PROPOSED MAINTENANCE REPAIR WORK
APPROXIMATE LIMITS OF
(E) 18" Ø CONCRETE PIER, TYP
P
O
R
T
I
O
N
O
F
I
N
F
I
L
L
8" THICK STRUCTURAL
3" CLR
J-DRAIN 302
COSMETIC
SHOTCRETE
NOTES:1. CONCRETE INFILL SHALL NOT EXTEND PAST EXISTING PROPERTY LINE. 2. KEY REINFORCED SHOTCRETE COVERING INTO THE UNDERLYING BLUFF MATERIALS A MIN OF 3'-0" OR AS DIRECTED IN THE FIELD BY THE SOIL ENGINEER.
3. ALL STEEL REINFORCEMENT IS TO BE EPOXY COATED.
EXISTING PROPERTY LINE & CITY BOUNDARY (SEE NOTE 1)
CITY OF DEL MARCITY OF SOLANA BEACH
1" Ø SCH. 40 PVC TO WALL FACE1" Ø SCH. 40 PVC 90° ELBOWJ-DRAIN 302 1" Ø SCH. 40 PVC CAPSLOTTED AT TOP OF PVC 2' IN LENGTH (WIDTH OF J-DRAIN) 1% MIN
WALL DRAINAGE NOTES:PROVISIONS FOR WALL DRAINAGE WILL CONSIST OF 2-FOOT WIDE GECOMPOSITE DRAIN BOARDS, CENTERED BETWEEN ADJACENT PILES. J-DRAIN 302 SHALL BE USED FOR ALL VERTICAL CHIMNEY DRAINS. CHIMNEY DRAINS WILL THEN BE MANIFOLDED AND EXTENDED THROUGH THE BASE OF EACH SECTION OF THE STRUCTURAL SHOTCRETE INFILL AS NEW INFILLS ARE PLACED. CHIMNEY DRAIN EXTENSIONS SHALL BE ATTACHED TO THE OVERLYING IN-PLACE CHIMNEY DRAIN, WITH NEW MANIFOLDED OUTLET INSTALLED AT THE BOTTOM OF THE NEW INFILL SECTION.
R
L RA UCTU TR S
J
EREMY T. CALL ISTER
No. S 5646 EG
ISTERED PROFESSIONAL ENGINEE
R
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:42 PM S-532 JEL 17 18 UPPER BLUFF REPAIR DETAILS 3/22/2023 3/22/2023 1" = 1'-0"
7 UPPER BLUFF PIER PLAN VIEW
1/2" = 1'-0"
2 WALL DRAINAGE DETAIL
Description No. Date
_____________________ 'C"" __________ _
0------------------------
0-------
,1. ... Degenkolb
GROUT TUBES
9" MAX CORE THROUGH (E) WALL (SEE NOTE 3)
CENTRALIZINGSPACES PROVIDE 1/2"OF GROUT COVER
ANCHOR HEAD
CORRUGATED PEOR PVC DUCT
GREASED STRAND OVER UNBONDED LENGTHGRIT IMPREGNATED STRAND S
E
E
N
OT
E
2 V
E
RT
.
AN
G
L
E
TERMINATE GROUT 6" MIN. FROM BACK OF CONC. SHAFTFILL VOID W/ GROUT OR SHOTCRETE AFTER STRESSING 5" XXS STEEL PIPE, HDG
(E) CONCRETE SEAWALL PER S-511
(N) WALL REBAR PER WALL SECTIONS.HOOK VERT REINF BARS WHEN INTERSECTING WITH ANCHOR (E) REINF. DO NOT CUT BLOCKOUTBARS UNLESS DIRECTED BY STRUCTURAL ENGINEER NOTES:1. SEE GENERAL NOTES FOR CORROSION PROTECTION, INSTALLATION, AND TESTING REQUIREMENTS.2. SEE 12/- FOR TIEBACK SCHEDULE3. (E) REBAR SHALL NOT BE DAMAGED AT CORE LOCATIOINS UN
SEE NOTE 2 BONDED LENGTH
B
SEE NOTE 2 ONDED LENGTH
DRILLED
HOLE
8"
COSMETIC SHOTCRETEEXTENT OF STRUCTURAL SHOTCRETE INFILLFACE OF (E) CONCRETE SEAWALLHDG BEARING PLATE 2 1/4" x 18"x18", 50 KSI. PROVIDE 2" GROUT PAD FOR UNIFORM BEARINGBLOCK OUT, FILL W/ NONSHRINK GROUT & PROVIDE PERIMETER WATERSTOP 5/16
1'-3" 4"
EXTENT OF COSMETIC SHOTCRETEDBL #6 x 4'-0" LONG TRIM BARS ON ALL (4) SIDES OF BLOCKOUTFACE OF CONCRETE WALL AFTER DEMO (SEE S-511) NOTES:1. AL = ALIGNMENT LOAD, DL = DESIGN LOAD = LOCK LOAD2. SEE GENERAL NOTES FOR TESTING PROCEDURES.
NOTES:1. AL = ALIGNMENT LOAD, DL = DESIGN LOAD = LOCK LOAD2. SEE GENERAL NOTES FOR TESTING PROCEDURES.
ROD Ø
[INCH]3
LOCK LOAD
(DESIGN LOAD)
[KIP]
PROOF
TEST LOAD
[KIP]
1-5/8
UNBONDED
LENGTH
[FEET]
BONDED
LENGTH
[FEET]4
123.2 164 30 20
131.1 30 21
137.4 30 22
TABLE NOTES:1. SEE SEAWALL PLANS ON S-101 AND S-102 FOR TIEBACK MARK.2. SEE DETAILS 7/- AND 9/- FOR TIEBACK DETAILS. TIEBACKS DRILLED HOLES SHALL BE 8"Ø MIN.3. SUBSTITUTION OF STRAND FOR ROD IS ACCEPTABLE FOR TIEBACKS. CONTRACTOR SHALL SELECT STRAND APPROPRIATE TO ACHIEVE THE DESIGN LOADS AND TEST LOADS REQUIRED. SEE GENERAL NOTES FOR MORE INFORMATION.
4. TIEBACK BONDED LENGTH AND TOTAL LENGTH VALUES ARE BASED ON ESTIMATED GEOTECHNICAL PARAMETERS.
THESE LENGTHS REPRESENT THE MAXIMUM LENGTHS TO WHICH THE TIEBACKS HAVE BEEN COORDINATED FOR CONFLICTS WITH OTHER TIEBACKS AND EXISTING ELEMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE TIEBACK LENGTHS THAT WILL ACHIEVE THE REQUIRED DESIGN AND TEST LOADS. SEE GENERAL NOTES.
5. SEE GENERAL NOTES FOR TIEBACK INSTALLATION AND TESTING REQUIREMENTS.6. SEE DETAILS 10/- AND 11/- FOR TIEBACK PERFORMANCE AND PROOF TESTS REQUIREMENTS.7. NEW TIEBACKS AT STRAIGHT WALL SEGMENTS ARE DESIGNED TO RESIST 75% OF THE LATERAL SOIL LOADS (WITH THE EXISTING TIE-BACKS RESISTING 25%). AT THE CURVED PORTION OF THE WALLS, THE NEW TIEBACKS ARE DESIGNED TO RESIST 50% OF THE LATERAL SOIL LOADS (WITH EXISTING TIEBACKS RESISTING 50%).
MARK
AB
CD
VERT.
ANGLE
[DEGREE]
10152025
TOTAL
LENGTH
[FEET]4
505152
# OF 0.6" Ø
STRANDS3
33126.4 30 50
E 30 4 145.7 30 23 53
F10 166.0 30 27 57
G 15 172.4 30 28 58
H 20 181.7 30 29 59
I 25 194.3 30 31 61
J30 210.8 30 34 64
55444
1-3/41-3/41-3/41-3/41-7/8
168174183194221229242258280
33 1-5/81-5/81-5/81-5/8
20 SMOOTH PVC OR HDPE SHEATHING
THREADED STRESSING ROD. SEE NOTE 2PVC HOLE CENTRALIZER2 LAYERS OF DENSO TAPE SEE NOTE 2 BONDED LENGTH
SEE NOTE 2 UNBONDED LENGTH
FIELD INSTALLED GROUT
ANCHOR HEAD(BY OTHERS)HDG BEARING PLATE2 1/4" X 18" X 18", 50 KSIPROVIDE 2" GROUT PAD FOR UNIFORM BEARING (E) CONCRETE SEAWALL PER S-511
(N) WALL REBAR PER S-511.HOOK VERT REINF BARS WHEN INTERSECTING WITH BLOCKOUT (E) REINF. DO NOT CUT BARS UNLESS DIRECTED BY STRUCTURAL ENGINEER NOTES:1. SEE GENERAL NOTES FOR CORROSION PROTECTION,
INSTALLATION, AND TESTING REQUIREMENTS.
2. SEE 12/- FOR TIEBACK SCHEDULE3. (E) REBAR SHALL NOT BE DAMAGED AT CORE
LOCATIOINS
FACE OF (E) CONCRETE SEAWALL9" MAX CORE THROUGH CONCRETE WALL (SEE NOTE 3)EXTENT OF STRUCTURAL SHOTCRETE INFILLCOSMETIC SHOTCRETE
DRILLED
HOLE
8"
S
EE
NOTE
2 VERT
.
AN
GLE BLOCKOUT, FILL W/ NON-SHRINK
GROUT & PROVIDE PERIMETER WATERSTOPHEAVY DUTY HEX NUTHDG, 2" x 6" x 6" TOP BEARING PLATE, 50 KSI5" XXS STEEL PIPE, HDGHARDENED WASHERFACE OF CONCRETE WALL AFTER DEMO (SEE S-511) 1'-3" 4"
DBL #6 x 4'-0" LONG. TRIM BARS ON ALL 4 SIDES OF BLOCKOUT 5/16
R
L RA UCTU TR S
J
EREMY T. CALL ISTER
No. S 5646 EG
ISTERED PROFESSIONAL ENGINEE
R
STATE OF CALIFORNIA
DEGENKOLB ENGINEERS225 Broadway, Suite 1325San Diego, CA 92101619.515.0299 PHONEwww.degenkolb.comDE Job Number:
Sheet of
CITY OF SOLANA BEACH
825 SOUTH SIERRA AVENUE, SOLANA BEACH, CA 92075
DEL MAR BEACH CLUB SEAWALL AND UPPER BLUFF REPAIRS
PHASE 1
APPROVED FOR CONSTRUCTION BENCH MARK ENGINEERING DEPARTMENT DRAWING NO.
By: Date:
RECOMMENDED FOR APPROVAL
By: Date:By: Date:
SOLANA BEACH FIRE DEPARTMENT SANTA FE IRRIGATION DISTRICT ENGINEER OF WORK CITY APPROVED CHANGES APP'D DATE
DRAWN BY
By: Date:
NAME:R.C.E. EXP:
REVIEWED BY:
DISTRICT REP. DATE:
BY:
FIRE CHIEF DATE:
DESCRIPTION: CITY OF SOLANA BEACH SURVEY CONTROL POINT NO.2001 PER RECORD OF SURVEY MAP NO, 18971. 2.5" CITY OF SOLANABEACH BRASS DISK STAMPED "SOLB-1, LS 7322, 2005" SET ONCONCRETE DRAINAGE INLET ON THE EAST SHOULDER OF HIGHWAY101, 0.1 MILE SOUTH OF LOMAS SANTA FE DRIVE.
ELEVATION: 71.450 FEET (NAVD88)
JEREMY T. CALLISTER
DEGENKOLB ENGINEERSS.5646
C1676031.00
Date:
D:\My Projects\2020\C1676031.00_Del Mar Beach Club – Seawall_S20_jbrambila3WF2U.rvt 3/24/2023 1:35:45 PM S-541 JEL 18 18 TIEBACK DETAILS 3/22/2023 3/22/2023 1 1/2" = 1'-0" 9 STRAND TIEBACK AT SEAWALL
TIEBACK PERFORMANCE TEST
LOAD
RECORD TOTAL
MOVEMENT
RECORD RESIDUAL
MOVEMENT LOAD HOLD TIME
AL X N/A
0.25 DL X LESS THAN 1 MINUTE
AL X N/A
0.25 DL X < 1 MIN.0.50 DL X < 1 MIN.
AL X N/A
0.25 DL X < 1 MIN.0.50 DL X < 1 MIN.0.75 DL X < 1 MIN.
AL X N/A
0.25 DL X N/A0.50 DL X N/A0.75 DL X N/A1.00 DL X 10 MINUTES
AL X N/A
0.25 DL X < 1 MIN.0.50 DL X < 1 MIN.0.75 DL X < 1 MIN.1.00 DL X < 1 MIN.1.25 DL X 10 MINUTES
AL X N/A
0.25 DL X < 1 MIN.0.50 DL X < 1 MIN.0.75 DL X < 1 MIN.1.00 DL X < 1 MIN.
1.50 DL = TEST LOAD X 10 MINUTES
TIEBACK PROOF TEST
LOAD LOAD HOLD TIME
AL N/A
0.25 DL N/A0.50 DL N/A0.75 DL N/A1.00 DL N/A1.25 DL N/A1.33 DL 10 MINUTES 10 TIEBACK PERFORMANCE TEST11 TIEBACK PROOF TEST12 TIEBACK SCHEDULE N.T.S
7 ROD TIEBACK AT SEAWALL
Description No. Date
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