Pacific Grove City Council
October 4, 2023

EXHIBIT A
ORDINANCE NO. _____

AN ORDINANCE OF THE CITY OF PACIFIC GROVE,
CALIFORNIA ADDING CHAPTER 7 (CANNABIS
BUSINESS TAX) TO TITLE 7, OF THE PACIFIC GROVE

MUNICIPAL CODE ESTABLISHING A TAX ON

CANNABIS BUSINESS ACTIVITIES WITHIN THE CITY
THE PEOPLE OF THE CITY OF PACIFIC GROVE DO ORDAIN AS FOLLOWS:

SECTION 1. CODE AMENDMENT. Chapter 7.14 is added to Title 7, of the Pacific Grove City Municipal Code to read as follows:

CHAPTER 7.14

CANNABIS BUSINESS TAX

7.14.010 Title.

7.14.020 Authority and purpose.

7.14.030 Intent.

7.14.040 Definitions.

7.14.050 Tax imposed.

7.14.060 Registration, reporting, and remittance of tax.

7.14.070 Payments and communications –timely remittance.

7.14.080 Payment – when taxes deemed delinquent.

7.14.090 Notice not required by City.

7.14.100 Penalties and interest.

7.14.110 Refunds and credits.

7.14.120 Refunds and procedures.

7.14.130 Personal cultivation not taxed.

7.14.140 Administration of the tax.

7.14.150 Appeal procedure.

7.14.160 Enforcement –action to collect.

7.14.170 Apportionment.

7.14.180 Constitutionality and legality.

7.14.190 Audit and examination of premises and records.

7.14.200 Other licenses, permits, taxes or charges.

7.14.210 Payment of tax does not authorize unlawful business.

7.14.220 Deficiency determinations.

7.14.230 Failure to report – nonpayment, fraud.

7.14.240 Tax assessment –notice requirements.

7.14.250 Tax assessment – hearing, application, and determination.

7.14.260 Relief from taxes-disaster relief.

7.14.270 Conviction for violation – taxes not waived.

7.14.280 Violation deemed misdemeanor.

7.14.290 Severability.

7.14.300 Remedies cumulative.

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7.14.310 Amendment or modification.

7.14.010 Title.

This ordinance shall be known as the Cannabis Business Tax Ordinance. This ordinance shall be applicable in the City of Pacific Grove, California which shall be referred to herein as “City.”

7.14.020 Authority and Purpose.

The purpose of this Ordinance is to adopt a tax, for revenue purposes, pursuant to Sections 7284, and 7284.4 of the Revenue and Taxation Code, upon cannabis businesses that engage in business in the City. The Cannabis Business Tax is levied based upon business gross receipts. It is not a sales and use tax, a tax upon income, or a tax upon real property and shall not be calculated or assessed as such. The Cannabis Business Tax shall not be separately identified or otherwise specifically assessed or charged to any member, customer, patient, or caretaker. The Cannabis Business Tax is a general tax enacted solely for general, governmental purposes of the City and not for specific purposes. All of the proceeds from the tax imposed by this chapter shall be placed in the City's general fund and be available for any lawful City purpose.

7.14.030 Intent.

The intent of this Ordinance is to levy a tax on all cannabis retail businesses that operate in the City, regardless of whether such business would have been legal at the time this chapter was adopted. Nothing in this chapter shall be interpreted to authorize or permit any business activity that would not otherwise be legal or permissible under laws applicable to the activity at the time the activity is undertaken.

7.14.040 Definitions.

The following words and phrases shall have the meanings set forth below when used in this chapter:

A. An "arm's length transaction" is a sale entered into in good faith and for valuable consideration at a sales price that reflects the fair market value in the open market between two informed and willing parties, neither under any compulsion to participate in the transaction.

B. “Business” shall include all activities engaged in or caused to be engaged in within the City, including any commercial or industrial enterprise, trade, profession, occupation, vocation, calling, or livelihood, whether or not carried on for gain or profit, but shall not include the services rendered by an employee to his or her employer.

C. “Calendar year” means January 1 through December 31, of the same year.

D. “Cannabis” means all parts of the plant Cannabis sativa Linnaeus, Cannabis indica, or Cannabis ruderalis, whether growing or not; the seeds thereof; the resin, whether crude or DocuSign Envelope ID: 925ECA93-5753-45C9-BE7D-C8C795AE93B7 PG CC 10/4/23
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purified, extracted from any part of the plant; and every compound, manufacture, salt, derivative, mixture, or preparation of the plant, its seeds, or resin. “Cannabis” also means the separated resin, whether crude or purified, obtained from cannabis. “Cannabis” shall not include “industrial hemp,” unless otherwise specified.

E. “Cannabis product” means raw cannabis that has undergone a process whereby the raw agricultural product has been transformed into a concentrate, an edible product, or a topical product. “Cannabis product” also means cannabis products as defined by Section 11018.1 of the California Health and Safety Code and is not limited to medicinal cannabis products.

F. “Cannabis business” means any business activity involving cannabis or industrial hemp, including but not limited to cultivating, transporting, distributing, manufacturing, compounding, converting, processing, preparing, storing, packaging, delivering, testing, dispensing, retailing, and wholesaling of cannabis, cannabis products, industrial hemp, industrial hemp products or of ancillary products and accessories, whether or not carried on for gain or profit.

G. “Cannabis business tax” means the tax due pursuant to this chapter for engaging in a cannabis business in the City.

H. “Commercial cannabis permit” means a permit, license, certificate, or other approval issued by the City to a person to authorize that person to operate a cannabis business or engage in business as a cannabis business within the City.

I. “Employee” means each and every person engaged in the operation or conduct of any business, whether as owner, member of the owner's family, partner, associate, agent, manager, or solicitor, and each and every other person employed or working in such business for a wage, salary, commission, barter or any other form of compensation.

J. “Engaged in business as a cannabis business” means the commencing, conducting, operating, managing, or carrying on of a cannabis business, whether done as owner, or by means of an officer, agent, manager, employee, or otherwise. A person shall be deemed engaged in business within the City if:

1. Such person or person’s employee maintains a fixed place of business within the City for the benefit or partial benefit of such person;

2. Such person or person’s employee owns or leases real property within the City for business purposes;

3. Such person or person’s employee maintains a stock of tangible personal property in the City for sale in the ordinary course of business;

4. Such person or person’s employee conducts solicitation of business within the City; or

5. Such person or person’s employee performs work or renders services in the City.

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The foregoing specified activities shall not be a limitation on the meaning of “engaged in business.”
K. “Evidence of doing business” means evidence such as, without limitation, use of signs, circulars, cards, or any other advertising media, including the use of internet or telephone solicitation, or representation to a government agency or to the public that such person is engaged in a cannabis business in the City.

L. “Fiscal year” means July 1, through June 30, which is the period used by the City for financial reporting and budgeting.

M. “Gross Receipts,” except as otherwise specifically provided, means, whether designated as a sales price, royalty, rent, membership fee, ATM service fee, delivery fee, slotting fee, any other fee, vaping room service charge, commission, dividend, or other designation, the total amount (including all receipts, cash, credits, services and property of any kind or nature) received or payable for sales of goods, wares or merchandise, or for the performance of any act or service of any nature for which a charge is made or credit allowed (whether such service, act or employment is done as part of or in connection with the sale of goods, wares, merchandise or not), without any deduction therefrom on account of the cost of the property sold, the cost of materials used, labor or service costs, interest paid or payable, losses or any other expense whatsoever. In the event the business is involved in a “non-arms” length transaction the gross receipts will be subject to the fair market value using a methodology approved by the Tax Administrator. However, the following shall be excluded from Gross Receipts:

1. Cash discounts were allowed and taken on sales;

2. Any tax required by law to be included in or added to the purchase price and collected from the consumer or purchaser;

3. Such part of the sale price of any property returned by purchasers to the seller as refunded by the seller by way of cash or credit allowances or return of refundable deposits previously included in gross receipts;

4. Receipts derived from the occasional sale of used, obsolete or surplus trade fixtures, machinery or other equipment used by the taxpayer in the regular course of the taxpayer's business;

5. Cash value of sales, trades or transactions between departments or units of the same business located in the City of Pacific Grove and if authorized by the Tax Administrator in writing in accordance with Section 7.14.140 (B);

6. Whenever there are included within the gross receipts amounts which reflect sales for which credit is extended and such amount proved uncollectible in a subsequent year, those amounts may be excluded from the gross receipts in the year they prove to be uncollectible; provided, however, if the whole or portion of such amounts excluded as uncollectible are subsequently collected, they shall be included in the amount of gross receipts for the period when they are recovered; DocuSign Envelope ID: 925ECA93-5753-45C9-BE7D-C8C795AE93B7 PG CC 10/4/23
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7. Receipts of refundable deposits, except that such deposits when forfeited and taken into income of the business shall not be excluded;

8. Amounts collected for others where the business is acting as an agent or trustee and to the extent that such amounts are paid to those for whom collected. These agents or trustees must provide the Tax Administrator with the names and the addresses of the others, and the amounts paid to them. This exclusion shall not apply to any fees, percentages, or other payments retained by the agent or trustees;

9. Retail sales of non-cannabis products, such as t-shirts, sweaters, hats, stickers, key chains, bags, books, posters, rolling papers, cannabis accessories such as pipes, pipe screens, vape pen batteries (without cannabis or industrial hemp) or other personal tangible property which the Tax Administrator has excluded in writing by issuing an administrative ruling per Section 7.14.140 shall not be subject to the cannabis business tax under this chapter. However, such transaction may be subject to Chapter 7.04 and Section 7.04.040.

10. Payments made by the tax-reporting cannabis business (Seller) to a cannabis business (Buyer) for the difference in the original acquisition price and subsequent renegotiated or finalized selling price of products or services sold to a specific end customer. This type of transaction is referred to as a “Billback”. The tax-reporting cannabis business must provide supporting documentation to substantiate the transaction in order to be eligible for an exemption.

11. Any business which sells industrial hemp and/or hemp products or offers services or activities related to industrial hemp or hemp products and /or which is not required to obtain a cannabis or industrial hemp permit or license from the City or the State for the purpose of cultivating, growing, drying, curing, manufacturing, processing, packaging, transporting, distributing, testing or selling of industrial hemp either wholesale or retail shall be exempt from the cannabis tax provided that such business does not generate more than 50% of their total gross receipts in the reporting period from the business from industrial hemp activities. However, the exemption may be amended by the City Council by resolution or ordinance pursuant to Section 7.14.050 (B) to increase or decrease the percentage of the business’s hemp and/or hemp products gross receipts reporting from zero to one hundred percent. To the extent the gross receipts from the hemp activities do not meet the relevant percentage to be included, this exclusion shall reduce the gross receipts to zero for the sole purpose of calculating the cannabis tax.

N. “Industrial hemp” means a crop that is limited to types of the plant Cannabis sativa L. having no more than three-tenths of 1 percent tetrahydrocannabinol (THC) contained in the dried flowering tops, whether growing or not; the seeds of the plant; the resin extracted from any part of the plant; and every compound, manufacture, salt, derivative, mixture, or preparation of the plant, its seeds or resin produced therefrom. However, should the federal or state legislative body increase or decrease the percentage of tetrahydrocannabinol (THC) then this new limit shall be applicable to the tax unless modified by resolution or ordinance of the City Council pursuant to Section 7.14.310.

O. “Industrial hemp products” means any raw hemp that has undergone a process DocuSign Envelope ID: 925ECA93-5753-45C9-BE7D-C8C795AE93B7 PG CC 10/4/23
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whereby the raw agricultural product has been transformed into a concentrate, an edible product, or a topical product. “Hemp product” also means hemp products as defined by Section 11018.5 of the California Health and Safety Code.

P. “Medicinal cannabis” or “medicinal cannabis product” means cannabis or a cannabis product, intended to be sold or sold for use pursuant to the Compassionate Use Act of 1996 (Proposition 215), found at Section 11362.5 of the Health and Safety Code, for a medicinal cannabis patient in California who possesses a physician’s recommendation, or a cannabis card issued pursuant to Health and Safety Code Section 11362.71.

Q. A "non-arm's length transaction" is a transaction that does not meet the definition of an "arm's length transaction." In other words, the transaction is not a sale entered into in good faith and that reflects fair market value in the open market. One example of a non-arm's length transaction would be when a cultivator sells cannabis goods to a cannabis distributor at a sales price that is lower than what the same cultivator would to other cannabis distributors, or which does not reflect the fair market value in the open market.

R. “Person” means an individual, firm, partnership, joint venture, association, corporation, limited liability company, estate, trust, business trust, receiver, syndicate, or any other group or combination acting as a unit, whether organized as a nonprofit or for-profit entity, and includes the plural as well as the singular number.

S. “Retailer” means a person as defined in Section 7.14.040 (R) who sells cannabis, cannabis products, hemp and/or hemp products at their place of business or by delivery to an end user or customer for use or consumption rather than to another person or business for resale.

T. “Sale” “Sell” and “to sell” means and includes any sale, exchange, or barter either as a retailer or wholesaler by a person as defined by Section 7.14.040 (R) . It shall also mean any transaction whereby, for any consideration, title to cannabis, cannabis products, industrial hemp and/or industrial hemp products are transferred from one person to another and includes the delivery of cannabis, cannabis products, industrial hemp and/or industrial hemp products pursuant to an order placed for the purchase of the same, but does not include the return of cannabis, cannabis products, industrial hemp and/or industrial hemp products to the licensee from whom the cannabis, cannabis product, industrial hemp and/or industrial hemp product was purchased.

U. “State” means the State of California.

V. “State license,” “license,” or “registration” means a state license issued pursuant to California Business & Professions Code Section 26050, and all other applicable state laws, required for operating a cannabis business.

W. “Tax Administrator” means the City Manager of the City of Pacific Grove or his/her designee(s).

7.14.050 Tax Imposed.

A. Beginning January 1, 2023, there is imposed upon each person who is engaged in DocuSign Envelope ID: 925ECA93-5753-45C9-BE7D-C8C795AE93B7 PG CC 10/4/23
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business as a cannabis business a cannabis business tax. Such tax is payable regardless of whether the person has been issued a commercial cannabis business license, permit, or certificate to operate lawfully in the City or is operating unlawfully. The City’s acceptance of a cannabis business tax payment from a cannabis business operating illegally shall not constitute the City’s approval or consent to such illegal operations.

B. The City Council may, by resolution or ordinance, increase or decrease the rate of the cannabis business tax, including the initial rate of the cannabis business tax. The City Council may, by resolution or ordinance, increase or decrease the rate of the cannabis business tax on hemp or hemp products, including the initial rate of the tax on hemp or hemp products independent of other cannabis activities.

Notwithstanding the foregoing, in no event shall the City Council repeal this tax or set any adjusted rate that exceeds the maximum rates calculated pursuant to this chapter.

C. The maximum rate of the cannabis business tax shall be calculated as follows:

1. For every person engaged in retail sales of cannabis, cannabis products, industrial hemp, and/or industrial hemp products, including as a retailer (dispensary) or non-storefront retailer (retail delivery business), or microbusiness, the person shall be subject to the maximum tax rate not to exceed six percent (6%) of gross receipts.

D. Persons subject to the cannabis business tax shall register with the City and if applicable pay the registration fee adopted by resolution or ordinance by the City Council.

7.14.060 Registration, reporting and remittance of tax.

A. Registration of Cannabis Business. All cannabis businesses shall be required to annually register as follows:

1. All persons engaging in business as a cannabis business, whether an existing, newly established or acquired businessshall register with the Tax Administrator within thirty (30) calendar days of commencing operation and shall annually renew such registration within 30 calendar days of the business registration anniversary date of each year thereafter. In registering, such persons shall furnish to the Tax Administrator a sworn statement, upon a form prescribed by the Tax Administrator, setting forth the following information:
i. The name of the business
ii. The names and addresses of each owner
iii. The exact nature or kind of business;
iv. The place where such business is to be carried on; and DocuSign Envelope ID: 925ECA93-5753-45C9-BE7D-C8C795AE93B7 PG CC 10/4/23
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v. Any additional information which the Tax Administrator may require.

B. An annual registration fee in accordance with the current and approved City fee schedule shall be presented with the sworn statement submitted under this chapter and may be adjusted annually by resolution or ordinance of the City Council.

C. The cannabis business tax imposed by this chapter shall be paid, in arrears, on a monthly basis. Each person owing a cannabis business tax shall on or before the last day of the month following the close of each month file with the Tax Administrator a statement (“tax statement”) of the tax owed for that calendar month and the basis for calculating that tax. The Tax Administrator may require that the tax statement be submitted on a form prescribed by the Tax Administrator. The tax for each calendar month shall be due and payable on the same date that the tax statement is due.

D. Upon cessation of a cannabis business, tax statements and payments shall be immediately due for all calendar months up through the calendar month during which cessation occurred.

E. In the event that there is a change in ownership of any cannabis business:
a. The new owner is required to submit an updated registration form to the Tax Administrator;
b. The new owner is subject to an audit by the Tax Administrator; and c. Unless otherwise provided by law, it is the joint and several liability of both the seller and buyer to remit any taxes, interest, penalties, and fees due up until the date of sale; otherwise, enforcement action may be taken pursuant to Section

7.14.160 of this chapter against both the seller and/or buyer in an amount to be determined by the Tax Administrator.

F. The Tax Administrator may, at his or her discretion, establish alternative reporting and payment periods for any taxpayer as the Tax Administrator deems necessary to ensure effective collection of the cannabis business tax. The Tax Administrator may also require that a deposit, to be applied against the taxes for a calendar month, be made by a taxpayer at the beginning of that calendar month. In no event shall the deposit required by the Tax Administrator exceed the tax amount he or she projects will be owed by the taxpayer for the calendar month. The Tax Administrator may require that a taxpayer make payments via a cashier’s check, money order, wire transfer, or similar instrument.

7.14.070 Payments and communications – timely remittance.

Whenever any payment, statement, report, request, or other communication is due, it must be received by the Tax Administrator on or before the due date. A postmark will not be accepted as timely remittance. If the due date would fall on a Saturday, Sunday or a holiday observed by the City, the due date shall be the next regular business day on which the City is open to the public.

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7.14.080 Payment - when taxes deemed delinquent.

Unless otherwise specifically provided under other provisions of this chapter, the taxes required to be paid pursuant to this chapter shall be deemed delinquent if not received by the Tax Administrator on or before the due date as specified in Sections 7.14.060 and 7.14.070.

7.14.090 Notice not required by the City.

The City may as a courtesy send a tax notice to the cannabis business which owes the City a cannabis business tax. However, the Tax Administrator is not required to send a delinquency or other notice or bill to any person subject to the provisions of this chapter. Failure to send such notice or bill shall not affect the validity of any tax or penalty due under the provisions of this chapter.

7.14.100 Penalties and interest.

A. Any person who fails or refuses to pay any cannabis business tax required to be paid pursuant to this chapter on or before the due date shall pay penalties and interest as follows:

1. A penalty equal to ten percent (10%) of the amount of the tax, in addition to the amount of the tax, plus interest on the unpaid tax calculated from the due date of the tax at the rate of one percent (1%) per month.

2. If the tax remains unpaid for a period exceeding one calendar month beyond the due date, an additional penalty equal to twenty-five percent (25%) of the amount of the tax, plus interest at the rate of one percent (1%) per month on the unpaid tax and on the unpaid penalties.

3. Interest shall be applied at the rate of one percent (1%) per month on the first day of the month for the full month and will continue to accrue monthly on the tax and penalty until the balance is paid in full.

B. Whenever a check or electronic payment is submitted in payment of a cannabis business tax and the payment is subsequently returned unpaid by the bank for any reason, the taxpayer will be liable for the tax amount due plus any fees, penalties, and interest as provided for in this chapter, and any other amount allowed under state law.

C. The Tax Administrator may waive the penalties imposed upon any person under this Section 7.14.100 if:

1. The person requests a waiver of penalties by submitting a written request for waiver to the Tax Administrator no later than June 30 of the second fiscal year following the fiscal year in which the tax became delinquent; and

2. The person provides evidence satisfactory to the Tax Administrator that the failure to pay timely was due to circumstances beyond the control of the person and occurred notwithstanding the exercise of ordinary care and in the absence of willful DocuSign Envelope ID: 925ECA93-5753-45C9-BE7D-C8C795AE93B7 PG CC 10/4/23
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neglect; and the person paid the delinquent taxes, penalties, accrued interest, and fees owed prior to applying to the Tax Administrator for a waiver.

D. The waiver provisions specified in Section 7.14.100 (C) shall not apply to interest accrued on the delinquent taxes and a waiver shall be granted only once during any twenty-four month period. The Tax Administrator’s decision on a request for a waiver of penalties is final and conclusive and not subject to appeal under Section 7.14.150.

7.14.110 Refunds and credits.

A. No refund shall be made of any tax collected pursuant to this chapter, except as provided in Section 7.14.120.

B. No refund of any tax collected pursuant to this chapter shall be made because of the discontinuation, dissolution, or other termination of a business.

7.14.120 Refunds and procedures.

A. Whenever the amount of any cannabis business tax, penalty or interest has been overpaid, paid more than once, or has been erroneously collected or received by the City under this chapter, it may be refunded to the claimant who paid the tax provided that a written claim for refund signed under the penalty of perjury is filed with the Tax Administrator within one (1) year of the date the tax was originally due or paid, whichever came first. A person may only file a claim for refund if the person paid the tax. No person shall be entitled to a refund unless the person can support the claim by written records sufficient to show entitlement thereto. The Tax Administrator's decision on a claim for refund is final and conclusive and not subject to appeal under Section 7.14.150.

B. The Tax Administrator, his or her designee which may include a third party, or any other City officer charged with the administration of this chapter shall have the right to examine and audit all the books and business records of the claimant in order to determine the eligibility of the claimant to the claimed refund. No claim for refund shall be allowed if the claimant refuses to allow such examination of claimant's books and business records after requested by the Tax Administrator to do so. The Tax Administrator may collect a fee adopted by resolution by the City Council to pay for the cost of examination and audit should the books and records be provided in a form insufficient to allow the Tax Administrator to make a determination on the claim for refund.

C. In the event that the cannabis business tax was erroneously paid in an amount in excess of the tax due, and the error is attributable to the City, the City shall refund the amount of tax erroneously paid; provided that (i) a claim for refund has been timely filed with the Tax Administrator; and (ii) the refund cannot exceed, under any circumstance, the amount of tax overpaid during the twelve months preceding the last month for which the claim states the tax was overpaid.

7.14.130 Personal Cultivation Not Taxed.

The provisions of this chapter shall not apply to personal cannabis cultivation or personal use of cannabis, to the extent those activities are authorized in the “Medicinal and Adult Use DocuSign Envelope ID: 925ECA93-5753-45C9-BE7D-C8C795AE93B7 PG CC 10/4/23
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Cannabis Regulation and Safety Act,” as may be amended. This chapter shall not apply to personal use of cannabis that is specifically exempted from state licensing requirements, that meets the definition of personal use or equivalent terminology under state law, and provided that the individual receives no compensation whatsoever related to that personal cultivation or use.

7.14.140 Administration of the tax.

A. It shall be the duty of the Tax Administrator to collect the taxes, interest, penalties, fees, and perform the duties required by this chapter.

B. For purposes of administration and enforcement of this chapter generally, the Tax Administrator may from time to time promulgate such administrative interpretations, rules, and procedures consistent with the purpose, intent, and express terms of this chapter as he or she deems necessary to implement or clarify such provisions or aid in enforcement.

C. The Tax Administrator may take such administrative actions as needed to administer the cannabis business tax, including but not limited to:

1. Provide to all cannabis business taxpayers forms for the reporting of the tax;

2. Provide information to any taxpayer concerning the provisions of this chapter;

3. Receive and record all taxes remitted to the City as provided in this chapter;

4. Maintain records of taxpayer reports and taxes collected pursuant to this chapter;

5. Assess penalties and interest to taxpayers pursuant to this chapter;

6. Determine amounts owed under and enforce collection pursuant to this chapter.

7.14.150 Appeal procedure.

A taxpayer aggrieved by a decision of the Tax Administrator with respect to the amount of tax, interest, penalties, and fees, if any, due under this chapter may appeal only if a hearing was requested and attended pursuant to Section 7.14.250. An appeal may be made by filing a notice of appeal with the City Clerk within fifteen (15) calendar days of the serving or mailing of the Tax Administrator’s decision of the amount due. Upon receipt of a timely notice of appeal, the City Clerk, or his or her designee, shall fix a time and place for hearing such appeal with an Administrative Hearing Officer selected pursuant to PGMC Chapter 1.19.110. The appeal shall be deemed a request for hearing on an administrative citation. An appeal fee shall be paid in advance as determined by the Master Fee Schedule. The City Clerk, or his or her designee, shall give at least ten (10) calendar days’ notice of the appeal hearing in writing to such taxpayer at the last known place of address. The Administrative Hearing Officer shall render a written decision that shall be served on the taxpayer at the last known place of address. The decision of the Administrative Hearing Officer shall be final and conclusive. Any amount found to be due by the Administrative Hearing Officer shall be immediately due and payable upon the service of the decision. If no notice of appeal is filed within the time prescribed in this Section, the Tax DocuSign Envelope ID: 925ECA93-5753-45C9-BE7D-C8C795AE93B7 PG CC 10/4/23
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Administrator’s decision with respect to the amount of tax, interest, penalties, and fees due is final and conclusive.

7.14.160 Enforcement - action to collect.

A. Any taxes, interest, penalties, and/or fees required to be paid under the provisions of this chapter shall be deemed a debt owed to the City. Any person owing money to the City under the provisions of this chapter shall be liable in an action brought in the name of the City for the recovery of such debt. The provisions of this chapter shall not be deemed a limitation upon the right of the City to bring any other action including criminal, civil and equitable actions, based upon the failure to pay the tax, interest, penalties, and/or fees imposed by this chapter or the failure to comply with any of the provisions of this chapter.

7.14.170 Apportionment.

If a person subject to the tax is operating both within the City and outside the City, it is the intent of the City to apply the cannabis business tax so that the measure of the tax fairly reflects the proportion of the taxed activity actually carried on in the City. To the extent federal or state law requires that any tax due from any taxpayer be apportioned, the taxpayer may indicate said apportionment on his or her tax return. The Tax Administrator may promulgate administrative procedures for apportionment as he or she finds useful or necessary.

7.14.180 Constitutionality and legality. This tax is intended to be applied in a manner consistent with the United States and California Constitutions and state law. None of the tax provided for by this chapter shall be applied in a manner that causes an undue burden upon interstate commerce, a violation of the equal protection or due process clauses of the Constitutions of the United States or the State of California or a violation of any other provision of the California Constitution or state law. If a person believes that the tax, as applied to him or her, is impermissible under applicable law, he or she may request that the Tax Administrator release him or her from the obligation to pay the impermissible portion of the tax.

7.14.190 Audit and examination of premises and records.

A. For the purpose of ascertaining the amount of cannabis business tax owed or verifying any representations made by any taxpayer to the City in support of his or her tax calculation, the Tax Administrator or his/her designees which may include a third party shall have the power to inspect any location where commercial cannabis activity occurs and to audit and examine all books and records (including, but not limited to bookkeeping records, access to METRC data, and/or point-of-sale data, state and/or federal income tax returns, excise tax returns, and other records relating to the gross receipts of the business) of persons engaged in cannabis businesses. In conducting such investigation, the Tax Administrator, or his/her designees which may include a third party shall have the power to inspect any equipment or software, such as computers, software systems, platforms, and databases (including METRC), and/or point of sale systems, to include any keys or access codes for access to and use of the equipment and/or software, that may contain such records.

B. It shall be the duty of every person liable for the collection and payment to the City of any tax imposed by this chapter to keep and preserve, for a period of at least three (3) years, all DocuSign Envelope ID: 925ECA93-5753-45C9-BE7D-C8C795AE93B7 PG CC 10/4/23
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records as may be necessary to determine the amount of such tax as he or she may have been liable for the collection of and payment to the City, which records the Tax Administrator or his/her designee which may include a third party shall have the right to inspect at all reasonable times.

7.14.200 Other licenses, permits, taxes, fees, or charges.

A. Nothing contained in this chapter shall be deemed to repeal, amend, be in lieu of, replace or in any way affect any requirements for any commercial cannabis permit, City license, permit, or other certificate required by, under or by virtue of any provision of any other Chapter of this code or any other ordinance or resolution of the City, nor be deemed to repeal, amend, be in lieu of, replace or in any way affect any tax, fee or other charge imposed, assessed or required under any other Chapter of this code or any other ordinance or resolution of the City. Any references made or contained in any other Chapter of this code to any licenses, permits, certificates, taxes, fees, or charges, or to any schedule of license, permit, certificate, or fees, shall be deemed to refer to the licenses, permits or certificates, and their respective taxes, fees or charges, or schedule of fees, provided for in other Chapters of this code.

B. A commercial cannabis permit issued under the Pacific Grove Municipal Code may be revoked, suspended or not renewed in the event that the business holding that permit has failed to (i) make a deposit required by the Tax Administrator pursuant to Section 7.14.60 or (ii) timely pay all taxes, interest and penalties owed by that business under this chapter.

7.14.210 Payment of tax does not authorize unlawful business.

A. The payment of a cannabis business tax required by this chapter, and its acceptance by the City, shall not entitle any person to carry on any cannabis business unless the person has complied with all of the requirements of this code and all other applicable state laws.

B. No tax paid under the provisions of this chapter shall be construed as authorizing the conduct or continuance of any illegal or unlawful business, or any business in violation of any local or state law.

7.14.220 Deficiency determinations.

If the Tax Administrator is not satisfied that any statement filed as required under the provisions of this chapter is correct, or that the amount of tax is correctly computed, he or she may compute and determine the amount to be paid and make a deficiency determination upon the basis of the facts contained in the statement or upon the basis of any information in his or her possession or that may come into his or her possession within three (3) years of the date the tax was originally due and payable. One or more deficiency determinations of the amount of tax due for a period or periods may be made. When a person discontinues engaging in a cannabis business, a deficiency determination may be made at any time within three (3) years thereafter as to any liability arising from engaging in such cannabis business whether or not a deficiency determination is issued prior to the date the tax would otherwise be due. Whenever a deficiency determination is made, a notice shall be given to the person concerned in the same manner as notices of assessment are given under Sections 7.14.240 and 7.14.250.

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7.14.230 Failure to report—nonpayment, fraud.

A. Under any of the following circumstances, the Tax Administrator may make and give notice of an assessment of the amount of tax owed by a person under this chapter at any time:

1. If the person has not filed a complete statement required under the provisions of this chapter;

2. If the person has not paid the tax due under the provisions of this chapter;

3. If the person has not, after demand by the Tax Administrator, filed a corrected statement, or furnished to the Tax Administrator adequate substantiation of the information contained in a statement already filed, or paid any additional amount of tax due under the provisions of this chapter; or

4. If the Tax Administrator determines that the nonpayment of any cannabis business tax due under this chapter is due to fraud, a penalty of twenty-five percent (25%) of the amount of the tax shall be added thereto in addition to penalties and interest otherwise payable under this chapter and any other penalties allowed by law.

B. The notice of assessment shall separately set forth the amount of any tax known by the Tax Administrator to be due or estimated by the Tax Administrator, after consideration of all information within the Tax Administrator's knowledge concerning the business and activities of the person assessed, to be due under each applicable provision of this chapter and shall include the amount of any penalties or interest accrued on each amount to the date of the notice of assessment.

The notice shall state that the person has thirty (30) calendar days from the date of the notice to make a written request for an informal hearing before the Tax Administrator. The notice shall also state that if the person fails to timely request an informal hearing within the time allowed, the amount determined by the Tax Administrator is final and conclusive and is immediately due and payable.

7.14.240 Tax assessment - notice requirements.

The notice of assessment shall be served upon the person either by personal delivery, by overnight delivery by a nationally-recognized courier service, or by a deposit of the notice in the United States mail, postage prepaid thereon, addressed to the person at the address of the location of the business or to such other address as he or she shall register with the Tax Administrator for the purpose of receiving notices provided under this chapter; or, should the person have no address registered with the Tax Administrator for such purpose, then to such person's last known address.

For the purpose of Section 7.14.240, a service by overnight delivery shall be deemed to have occurred one (1) calendar day following deposit with a courier and service by mail shall be deemed to have occurred three (3) days following deposit in the United States mail.

7.14.250 Tax assessment - hearing, application, and determination.

Within thirty (30) calendar days after the date of service of the notice of assessment the person may apply in writing to the Tax Administrator for an informal hearing on the assessment.

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assessed by the Tax Administrator shall become final and conclusive. Within thirty (30) calendar days of the receipt of any such application for an informal hearing, the Tax Administrator shall cause the matter to be set for an informal hearing before him or her, or his/her designee, no later than thirty (30) calendar days after the receipt of the application, unless a later date is agreed to by the Tax Administrator and the person requesting the informal hearing. Notice of such informal hearing shall be given by the Tax Administrator to the person requesting such informal hearing no later than five (5) calendar days prior to such informal hearing. A hearing under this section shall be informal and need not follow any formal rules of evidence. At such hearing said applicant may appear and offer evidence why the assessment as made by the Tax Administrator should not be confirmed and fixed as the tax due. After such hearing the Tax Administrator shall determine and reassess (if necessary) the proper amount of tax, interest, penalties, and fees to be charged and shall give written notice of the decision to the person in the manner prescribed in Section 7.14.240 for giving notice of assessment. No appeal of a notice of assessment may be made under Section

7.14.150 unless an informal hearing is timely requested, and the person attends the hearing. If the person fails to appear at the informal hearing, the amount due determined by the Tax Administrator in the notice of assessment is final and conclusive.

7.14.260 Relief from taxes – disaster relief.

A. If a person is unable to comply with any tax requirement imposed under this chapter due to a disaster impacting its cannabis business, the person may notify the Tax Administrator of its inability to comply and request relief from the tax requirement. For purposes of this chapter, “disaster” means fire, flood, storm, tidal wave, earthquake, or similar public calamity resulting in physical damage to real property, whether or not resulting from natural causes.

B. The person shall provide any information required by the Tax Administrator including, without limitation, why relief is requested, the time period for which the relief is requested, and the reason relief is needed for the specific amount of time. The person agrees to grant the Tax Administrator or his/her designee access to the location where the cannabis business has been impacted due to a disaster.

C. The Tax Administrator, in his/her sole discretion, may provide relief from the cannabis business tax requirement for businesses whose operations have been impacted by a disaster if such tax relief does not exceed ten thousand ($10,000) dollars. Such temporary relief may be granted for a reasonable amount of time, in the Tax Administrator’s sole discretion, and the amount and duration of relief should be based upon how long it would reasonably take for the cannabis business to recover from the disaster. The Tax Administrator may require that the cannabis business follow certain conditions to receive temporary relief from the cannabis business tax requirement. The Tax Administrator's decision on a request for relief and the conditions that may be imposed for relief under this section are final and conclusive and not subject to appeal under Section 7.14.150.

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7.14.270 Conviction for violation - taxes not waived.

The conviction and punishment of any person for failure to pay the required tax shall not excuse or exempt such person from any civil action for the tax debt unpaid at the time of such conviction. No civil action shall prevent a criminal prosecution for any violation of the provisions of this chapter or of any state law requiring the payment of all taxes.

7.14.280 Violation deemed misdemeanor.

Any person violating any of the provisions of this chapter shall be guilty of a misdemeanor.

Any violation of the provisions of this chapter is unlawful and may be enforced pursuant to Chapter

1.16 PGMC.

7.14.290 Severability.

If any provision of this chapter, or its application to any person or circumstance, is determined by a court of competent jurisdiction to be unlawful, unenforceable, or otherwise void, that determination shall have no effect on any other provision of this chapter or the application of this chapter to any other person or circumstance and, to that end, the provisions hereof are severable.

7.14.300 Remedies cumulative.

All remedies and penalties prescribed by this chapter, or which are available under any other provision of this code and any other provision of law or equity are cumulative. The use of one or more remedies by the City shall not bar the use of any other remedy for the purpose of enforcing the provisions of this chapter.

7.14.310 Amendment or modification.

Except as set forth in Section 7.14.310, this chapter may be amended or modified but not repealed by the City Council without a vote of the people. However, as required by Article XIII C of the California Constitution, voter approval is required for any amendment that would expand, extend, or increase the rate of any tax levied pursuant to this chapter beyond the maximums set forth in this chapter. The people of the City of Pacific Grove affirm that the following actions shall not constitute an increase of the rate of a tax:

A. The restoration or adjustment of the rate of the tax to a rate that is no higher than that allowed by this chapter, in those circumstances where, among others, the City Council has previously acted to reduce the rate of the tax or is incrementally implementing an increase authorized by this chapter;
B. An action that interprets or clarifies (i) the methodology of applying or calculating the tax or (ii) any definition applicable to the tax, so long as the interpretation or clarification (even if contrary to some prior interpretation or clarification) is not inconsistent with the provisions of this chapter; or
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C. The collection of the tax imposed by this chapter even if the City had, for some period of time, failed to collect the tax.

SECTION 2. SEVERABILITY. If any section, subsection, sentence, clause, or phrase of this ordinance is for any reason held to be invalid, such decision shall not affect the validity of the remaining portions of this ordinance. The people of the City of Pacific Grove hereby declare that they would have passed this ordinance and each section, subsection, sentence, clause, and phrase thereof, irrespective of the fact that any one or more sections, subsections, sentences, clauses, or phrases be declared invalid.

SECTION 3. ENVIRONMENTAL COMPLIANCE. The City Council hereby finds and determines that this resolution or ordinance is exempt from the California Environmental Quality Act, Public Resources Code Sections 21000 et seq. (“CEQA”) and 14 Cal. Code Re.

Sections 15000 et seq. (“CEQA Guidelines”). The calling and noticing of an election for the submission of a ballot measure to voters is not a project within the meaning of CEQA Guidelines 15378. The tax submitted to the voters is a general tax that can be used for any governmental purpose; it is not a commitment to any particular action or actions.

As such, under CEQA Guidelines Section 15378 (b)(4), the tax is not a project within the meaning of CEQA because it creates a government funding mechanism that does not involve any commitment to any specific project that may result in a potentially significant physical impact on the environment. If revenue generated by the tax were used for a purpose that would have such an effect, the City of Pacific Grove would undertake the required CEQA review for that particular project. Therefore, pursuant to CEQA Guideline Section 15060 CEQA analysis is not required.

SECTION 4. EFFECTIVE DATE. Pursuant to the California Constitution, Article XIIIC(2)(b) and California Elections Code § 9217, if a majority of the voters voting in the election on this measure vote in favor of the adoption of this measure, this ordinance shall be deemed valid and binding and shall be considered adopted upon the date that the vote is declared by the City Council and shall go into effect ten (10) days after that date.

This Ordinance was approved and adopted by the People of the City of Pacific Grove at the City’s November 8, 2022 statewide election.

This Ordinance was approved by Declaration of the vote by the City Council of Pacific Grove on ______________.
____________________________________
BILL PEAKE, Mayor
ATTEST:

DATED:_____________________
____________________________
SANDRA KANDELL, City Clerk
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APPROVED AS TO FORM:
____________________________
BRIAN PIERIK, City Attorney
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Agenda No. 12 B

CITY OF PACIFIC GROVE
300 Forest Avenue, Pacific Grove, California 93950
TO: Honorable Mayor and Members of the City Council
FROM: Joyce Halabi, Deputy Public Works Director
MEETING DATE: October 04, 2023
SUBJECT: Lovers Point Pier Repair
CEQA: Does not constitute a “Project” per California Environmental Quality Act Guidelines Section 15378

RECOMMENDATION

1. Receive report and provide direction

2. Alternatively, take other action related to this item

DISCUSSION
Background
In January 2021, during winter storms the seaward tip of the Lovers Point Pier was damaged by wave runup and wave impact forces. A geotechnical and coastal engineering firm was consulted to provide repair recommendations. It was determined that because minimal information on the existing pier structure was available, additional exploration was needed prior to developing repair recommendations.

The tip of the pier was closed to ensure safety and will remains closed until repairs can be made.

As part of the FY21/22 Capital Improvement Program (CIP), $100,000 was budgeted for the Lovers Point Pier Project. The intent of the project was to obtain information on the pier’s construction and current condition through exploratory investigation and provide an analysis of possible repair options.

In December 2021, the City Council authorized an agreement with GHD in an amount not to exceed $99,852. The scope of services for this agreement included:

Performing a pier investigation
Developing a Conditions Assessment Report
Develop an Interim Repair Design and a corresponding plan set, and Providing permit and grant support
At their June 21, 2023, meeting, the City Council received the conditions assessment (Attachment 1), interim repair design concept and plan set (Attachment 2), and some high-level conceptual design alternatives for a long-term repair option. The full agenda report can be viewed HERE. At this meeting the Council requested staff provide additional information to more thoroughly evaluate the options.

Specifically, the Council requested:

Estimated cost to develop a potential long-term repair option Estimated construction cost for long-term repair option Grant options (and potential City match requirements) for long- and near-term repair options PG CC 10/4/23
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This agenda report aims to address the supplemental questions from the Council and provide a comparison of the options. Please note that this is a cursory comparison as various factors associated with the long-term repair would need to be designed/engineered to narrow the associated costs, permitting, environmental, etc.

HIGH-LEVEL OVERVIEW
A high-level overview comparison of the long and near-term options is provided in the chart and discussed in more detail below.

Near-Term
Option
Long-Term Option
Development Costs $99,852* $1.15M-$1.6M**
Construction Costs $1.35M $6.6M-$8.75M***
Total Costs $1.45M $7.75M-$10.35M
Grant Funding Availability Limited
Availability
Greater Availability
Service Life of Improvement ~20 years ~50-75 years
Estimated Permitting
Timeline
1 year 2 years
*These costs have already been assessed as part of the original CIP project development ** This includes Civil, Structural, Electrical Design, Permitting Studies and Public Outreach *** This includes construction costs and construction support/monitoring

INTERIM REPAIR DESIGN SOLUTION
As an element of their scope of work for the CIP Project, GHD performed a conditions assessment of the pier and prepared an interim repair option and set of plans. The interim repair solution aims to address the identified deficiencies and allow for improvements that will enhance the safety of the pier structure. The interim repair plan is included in Attachment 2.

Condition Assessment
To develop an interim repair design solution, GHD performed a conditions assessment. Date inputs included:

Review of historical documentation
Assessment of the damage caused during the storms.

Assess the internal structures of the pier via boreholes and core samplings; this allowed for review of the composition and strength of the structure.

Wave runup analysis
Riprap revetement size analysis, and
Visual inspections
The full Conditions Assessment Report is included as Attachment 1. A high-level overview of takeaways from the assessment is provided below:

The pier is primarily a gravity structure that is not column-supported or reliant on the strength of concrete beams.

The gravity structure is comprised of interbedded layers of concrete, a matrix of concrete bonded to rip rap and rip rap rock.

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There are voids and joints within and between the interbedded layers due to the improvements made over the years to the 100+ year old structure.

Some of the concrete is weak, other segments are strong.

The 1980s renovation, which reinforced concrete walls and slabs on the upper and lower decks, encased the weaker concrete and rip rap matrix that makes up a good chunk of the structure.

The reinforced concrete walls and slabs provide a protective layer for the weaker legacy material.

The reinforced concrete improvements included iron and carbon rebar which has corroded and expanded over time resulting in severe cracking and spalling of the concrete further exposing the rebar.

The rebar supporting the concrete walls severely corroded at the east end of the upper deck and a panel of concrete dislodged and feel into the ocean during the large wave events.

The pier performed as expected based on its construction.

The gravity structure is not in danger of a catastrophic failure currently However, as the reinforced concrete walls continue to fail, exposing more of the vulnerable core of the gravity structure, the rate of deterioration will accelerate.

If nothing is done to reinforce and stabilize the core of the structure, the damage will get worse in the coming decade.

The 100+-year-old pier structure has had a big influence on beach creation at Lovers Point, if the pier and rock jetty were to cease to exist, the sediment flow and accumulation patterns in the vicinity of the pier would be altered to the detriment of public access and recreational beach usage.

Ultimately, the report recommends implementation of the near-term repair solution (“interim repair”) as soon as possible.

Scope of Work
The interim repair project was developed based on the information obtained during the Conditions Assessment with the intention of addressing identified deficiencies and enhancing safety of the pier structure. The scope of work includes:

Installing reinforced shotcrete fascia on the existing pier wall face. This will act as a structural element as well as cosmetic surfacing that matches the adjacent concrete Replacement of the concrete at the edges and top of the pier with a sound concrete edge Replacing concrete footings and guard rail along the pier perimeter Demolish a 7” segment of the existing slab and pouring a new 7” thick monolithic slab on the seaward 75 feet of the upper deck
Replacement of the concrete slab on the entire lower pier deck Reform and resurface the lower staircase that extends into the water from the lower pier deck Cost
Development Cost: The cost to develop the interim design repair plan set, including the necessary technical assessments, was included in the original $99,852 contract for the project authorized by the City Council. These costs have already been assessed.

Construction Cost: The engineers' estimate for the interim repair solution is $1.35 million.

Total Cost: The total cost is estimated to be $1.45M.

Service Life
The interim repair solution is anticipated to last approximately 20 years.

Permitting/Environmental
GHD has designed the interim repair to fit within a “repair and maintenance” project and a CEQA Categorical Exemption for Class 1 existing structures will be pursued.

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The California Coastal Commission has been engaged and has seen the draft plan set. A walk-through was also conducted following the damage. No concerns have been raised by the Coastal Commission staff as it relates to the interim repair option.

Potential Grant Funding
There is more limited availability for grant funding as it relates to the near-term project due to an increased emphasis and desire for projects that are newly designed for resiliency with new sea level rise models.

For the near-term stabilization project to address public safety, protect beach access, and prevent future site degradation, the State Coastal Conservancy’s Coastal Conservancy Grant Program could provide funding. The State Coastal Conservancy anticipates having $150M for coastal resilience projects in FY2024. Applications for this funding are accepted on a rolling basis with no specific deadline.

They have a 3-step process to apply, including preliminary discussion with Regional Coastal Conservancy Staff, a pre-application, and if successful a full application, for which the Coastal Conservancy will provide a response within 3 to 4 months. Grant amounts typically range from $200,000 to $5 Million and can include both planning/ design and construction implementation funding. Typically, grants require a 15% match.

LONG-TERM REPAIR SOLUTION
To develop estimates related to the long-term repair solution, GHD put together the attached scope of work breakdown and proposal (Attachment 3).

Scope of Work
The scope of work for the Long-Term Repair Solution is articulated in detail in Attachment 3. The purpose of the long-term repair would be to completely rehabilitation the pier with the goal of making it more resilient to sea level rise and significant storm events and providing for safe public access and recreational opportunities. The overarching scope of work would be broken out into 3 phases:

Phase 1 – Preliminary Efforts. The purpose of Phase 1 would be to secure funding for the design and permitting of the project and to complete the initial work to determine a preferred alternative to construct and support the permitting of the project. Preliminary efforts would include a feasibility study, bathymetric survey, coastal engineering analysis, initial community outreach, and grant funding support.

1. Phase 2 – Design and Environmental Efforts. Phase 2 would be centered on the design and environmental permitting. Phase 2 efforts would include a detailed geotechnical investigation, development of design and construction drawings, environmental and coastal permitting and continued community outreach. This phase would also include necessary grant support to obtain construction grant funding.

2. Phase 3 – Construction/ Construction Support & Monitoring. Phase 3 would entail construction support and project monitoring. This includes a constructability review, pre-bid site meetings, and Request for Information (RFI) responses during the bidding phase. During the construction phase, this would include daily inspections, special inspections/testing, and post-construction monitoring.

3. Cost
A high-level overview of the costs range for each Phase is provided below.

Civil / Structural / Electrical Design (estimate $750k to $1M) Permitting / Studies / Public Outreach (estimate $400k to $600k) Construction (estimate $6M - $8M)
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Construction Support / Monitoring (estimate $600k to $750k) Total Estimated Cost Range: $7.75M-$10.35M
Service Life
The long-term repair solution is anticipated to last approximately 50-75 years.

Permitting/Environmental
It is anticipated that this project will trigger an Environmental Impact Report (EIR). The full extent of permit application requirements cannot be determined until the final project design is selected and the project area is defined. Once the specifics of the long-term design are solidified, a review of potential agencies with permitting jurisdiction would be assessed. This includes the California Coastal Commission, California Department of Fish and Wildlife, US Army Core of Engineers, and the Central Coast Regional Water Quality Control Board.

Potential Grant Funding
Some potential grant funding opportunities for the long-term replacement project include:

State Coastal Conservancy – Coastal Conservancy Grant. This funding is allowed for a wide array of projects along the California coast to increase the availability of beaches, parks, and trails for the public, protect and restore natural lands and wildlife habitat and increase community resilience to the impacts of climate change. The Conservancy will fund most project stages in including pre-project feasibility studies, property acquisition, project planning including community involvement, design environmental review, permitting, construction, and project-related monitoring.

There is no maximum or minimum grant amounts; however, it is anticipated that most grants will be between $200,000 and $5,000,000.

There is typically a 15% match required for state funds.

Wildlife Conservation Board (WCB)- Public Access Grant. WCB funds water-related projects throughout the state, especially those in line with their strategic plan to provide enhanced public access, climate change resiliency and support coastal habitats and biodiversity.

There is no limit on how much an applicant can apply for. WCB typically funds projects greater than $500,000 desirable for administrative purposes.

There is typically a 15% match required for state funds.

Federal Emergency Management Agency – Building Resilient Infrastructure and Communities (BRIC). FEMA’s BRIC grants support communities as they undertake hazard mitigation projects, reducing the risks they face from disasters and natural hazards. FEMA made $2.295 billion available for the BRIC program in FY 2022.

This type of federal grant typically requires a 25% match.

NEXT STEPS
Staff is looking for direction from the Council on which option they’d like to pursue.

If the council opts to seek either option, near–term or long-term, City staff can return with a proposed modification to the Capital Improvement Plan (CIP) to allocate a new project in the current fiscal year with options for seed funding that would allow the City to show matching funds to seek grants.

Alternatively, the council can provide direction to have either the near–term or long-term option return as an element of consideration in next year’s CIP process.

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structure has had a big influence on beach creation at Lovers Point if the pier and rock jetty were to cease to exist, the sediment flow and accumulation patterns in the vicinity of the pier would be altered to the detriment of public access and recreational beach usage.

OPTIONS

1. Recommend Staff Proceed with Interim Repair Design

2. Recommend Staff Proceed with Long Term Repair Design Do Nothing. This is not recommended as the damage will worsen if repairs are not made; moreover, the damage could have detrimental impacts to public access/beach usage if prolonged over time.

3. FINANCIAL IMPACT:

This is no fiscal impact associated with received this report. Depending on the direction provided by council, the fiscal impact will vary. Staff can return with funding options and to revise the CIP depending on Council direction.

FOCUSED PRIORITY AREA: Infrastructure
Attachments
ATTACHMENT 1 - Pier Conditions Assessment Report
ATTACHMENT 2 - Near-Term Repair Design Plan Set
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HARO, KASUNICH AND ASSOCIATES, INC.

CONSULTING GEOTECHNICAL & COASTAL ENGINEERS
116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Project No. M11897.1
13 March 2023

MEMORANDUM
To: GHD
669 Pacific Street
San Luis Obispo CA 93401
Attention: Robert Sherwood, PE (805-858-3142)
From: Mark Foxx, CEG 1493 and Moses Cuprill, CE 78904
Haro Kasunich and Associates Inc.

Subject: Lovers Point Pier Condition Assessment
Reference: Lovers Point Pier
Pacific Grove, CA
Dear Mr. Sherwood:

During the January 2021 winter storms, the seaward tip of the Lovers Point Pier was severely damaged by ocean wave runup and wave impact forces. Waves were reportedly observed breaking on the pier structure and wave runup was flowing across the concrete deck that forms the surface of the pier.

After that damage the City of Pacific Grove retained Haro Kasunich and Associates Inc. (HKA), who briefly evaluated the damage to the pier and recommended a more in-depth assessment of the pier's condition. In March 2022 the City of Pacific Grove retained GHD who in turn retained HKA to perform that assessment. This Memorandum presents the results of the assessment that evaluates the condition of the upper and lower deck of the pier.

In preparation of this assessment HKA made several site visits to observe the condition of the pier, had several working meetings with GHD, and had an additional in-house working meeting to develop alternatives. Based on review of historic documents HKA understands that circa 1900 there was originally a granite quarry at Lover's Point which enlarged the cove where the Lovers Point beaches exist today.

Subsequently a “cement pier” was constructed before 1907, replacing an earlier wooden wharf. In 1909 the cement pier was extended further into the bay by constructing two large 25 to 30 feet tall concrete monoliths and tipping them off the end of the pier. The monoliths were covered with granite rocks and cement. Wooden piles were then driven into the end of the cement pier and founded upon the cemented granite rocks creating a wooden wharf extension for access. The pier was improved in the 1980’s with the construction of concrete walls and fascia creating a shell around the pier and lower dock, with that most recent renovative work on the pier utilizing plans by J. D. Raggett and Associates, dated 2-17-82.

The pier is oriented towards the northeast from where it joins the Lovers Point shoreline. It was founded in part on a small natural ridge of granitic bedrock that extends into Monterey Bay. The orientation of the pier and the presence of the prominent Lovers Point immediately to the northwest serves to protect it from the largest ocean swells that enter Monterey Bay from the west and northwest.

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2 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Despite the protection afforded by this location, the pier was damaged in January 2021 during a large wave event coincident with a king tide. The pier sustained damage from wave attack that fractured and dislodged large pieces of the concrete wall and fascia that was constructed in 1982, exposing the internal elements of the pier to more direct wave impact.

A photograph of the pier from September 2015, before the January 2021 damage occurred is shown below:

Photograph 1: September 2015 Aerial Photograph
(courtesy www.californiacoastline.org)
From our observations of the damaged pier, it appears that the pier was originally constructed partially as a wooden wharf that was subsequently surrounded with quarry stone and concrete, with rip rap boulders being placed along the side of the pier that is more exposed to the ocean. In January 2021, at the tip of the pier, several large pieces of concrete fascia were stripped off the structure by wave impact. The ends of two decayed wooden beams are visible where voids were created where the concrete fascia was stripped off the pier. The reinforcing ties that anchored the fascia to the concrete deeper within the pier structure are rusted away. This created a situation where the fascia was unattached or barely attached to the main bulk of the pier structure. The concrete fascia of the pier has been historically patched based on different fascia thicknesses and concrete types that are now visible. There is evidence that at least four generations of fencing that guard visitors from the drop offs at the edges of the pier have been installed at PG CC 10/4/23
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3 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 the edges of the upper pier surface for safety. Each generation of the fencing has been damaged by corrosion and wave impact, eventually leading to its replacement. A photo of the pier showing both the upper pier surface and lower pier surface, as well as the protective rip-rap revetment on the downcoast side is shown below:

Photograph 2: May 23, 2022 Aerial Photograph
Showing Damage at End of Pier
(Photo by HKA)
Two additional photos show other perspectives and details of the damage to the end of the pier.

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4 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Photograph 3: 2022 Aerial Photograph
Showing Damage at End of Pier
(Photo by GHD)
Photograph 4: May 23, 2022 Aerial Photograph
Showing Damage at End of Pier
(Photo by HKA)
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5 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Since the 100+ year old pier structure and rock jetty structure had a big influence on beach creation at Lovers Point, if the pier and rock jetty were to cease to exist, then the littoral processes and coastal sediment flow and accumulation patterns in the vicinity of the pier will be altered, to the detriment of public access and recreational beach usage. The Lovers Point beach would be adversely affected, directly impacting public recreational beach usage. Photograph 5 below shows the public enjoying the beach in early April 2022.

Photograph 5: April 7, 2022 Aerial Photograph
Showing Public Beach Usage
(Photo by HKA)
To assess the internal structure of the pier we utilized a rotary percussion drill to advance three 2-inch diameter holes that were 9 to 11 feet deep. Two were drilled on the upper deck of the pier and one on the lower deck surface. The upper pier boreholes revealed concrete in the top 21 to 24 inches, with soft, relatively weak concrete with embedded granitic rubble down to a depth of about 6 feet. Below 6 feet was interbedded layers of granite rip rap, concrete, and concrete bonded to rip rap. Subsequently these two boreholes were drilled to refusal on granite bedrock or granite rip-rap at depths of 9 and 10 feet. On the lower elevation pier deck platform surface that faces southeast, a percussion borehole revealed an 18- inch-thick concrete section, with soft, relatively weak concrete down to a depth of about 3 feet, then harder concrete with embedded granitic rubble down to a depth of about 8 feet. The native granite bedrock formation was encountered below a depth of 8 feet deep.

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6 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 We subsequently diamond core drilled 3 holes in the pier in similar locations to the percussion drilled boreholes described above. We recovered continuous core samples from each hole, and this allowed visual inspection of the concrete, rubble, and other materials from the interior of the pier structure. At the conclusion of drilling, all holes were plugged with high strength concrete grout.

Laboratory testing of core samples derived from the diamond drilling were visually inspected and tested for compressive strength. One of the concrete samples from the upper deck had a compressive strength of over 7,000 psi. The remaining samples tested within the upper 5 feet had had test results that indicated between 3,100 and 4,400 psi, as well as weaker samples that were not tested, which is below the ACI 318-22 code required minimum of 5,000 psi. The weaker zones of concrete were easily drilled with the percussion drill and the concrete became disaggregated into a mixture of sand grains and cured cement.

Visual observation of the pier (see photographs 2, 3 and 4 above) shows that in the area where the concrete fascia has been stripped off, the internal structure of the pier is an assorted assemblage of sound concrete, granitic rubble in a weaker concrete matrix, occasional voids, and old wooden components. At the seaward end of the pier, both upcoast and downcoast from the damaged area, the remaining fascia exhibits fractures and differential displacement across the fractures. A network of cracks exists in the slabs that form the top of both the upper and lower pier walking surfaces. These cracks in the horizontal walking surfaces do not exhibit vertical displacement.

The lower pier deck has a dense network of surface cracks on its walking surface. Erosion and spalling of the concrete is occurring along the cracks. The 1982 Raggett plans specified a minimum of 1-1/2 inches of concrete cover over uncoated carbon steel reinforcing bar for the slabs and mostly 3 inches of concrete cover elsewhere, with mild steel welded wire mesh being used as reinforcing in thin air blown mortar fascia. Typical practice in more recent years involves epoxy coated, MMFX (Chromx) or stainless-steel rebar for most marine applications, with robust reinforcing and thickened wall sections capable of counteracting wave impact forces.

Severe corrosion of the reinforcing in the pier concrete and air blown mortar (shotcrete) is now evident in many places. Where corrosion has occurred and the iron in the reinforcing steel has oxidized forming iron oxide reddish brown staining is evident. This chemical alteration of the reinforcing steel involves the iron expanding in volume as it oxidizes and the rebar corrosion causing concrete deterioration through delamination and spalling of the concrete cover, reducing the cross-sectional area of the reinforcement, and reducing its bond to the concrete. These effects grossly reduce the strength of reinforced concrete and make concrete beams and columns vulnerable to deflection and rupture. The Lovers Point pier is primarily a massive gravity structure that is not column supported or reliant on the strength of concrete beams. One exception is the stairs going from the lower pier deck surface to the upper pier deck surface are built with a hollow area underneath, which does rely on reinforced concrete integrity to prevent its sudden structural collapse. The vertical concrete/shotcrete walls around the pier also rely on reinforced concrete integrity to prevent the pier from being eroded away, however that process is more incrementally progressive.

The pier is fronted on the Lovers Point side (downcoast side) by a rip-rap revetment. This revetment appears to have been enlarged and extended to protect the end of the pier between 1979 and 1987.

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7 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Photograph 6: 1979 Aerial Photograph
Showing Rip-rap Revetment at Pier
(courtesy of californiacoastline.org)
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8 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Photograph 7: June 1987 Aerial Photograph
Showing Enlarged Rip-rap Revetment at Pier
(courtesy of californiacoastline.org)
We field surveyed and prepared a 440-foot-long profile that extended from the upper pier deck surface (at about Elevation + 14 feet NAVD88) to the limit of the revetment (at about Elevation 0 feet NAVD88) to an elevation of about -23 feet NAVD88. We examined the quarry stone size (tonnage) and calculated the stability of the quarry stones in the steeply sloping toe of the structure. We utilized estimated extreme present-day ocean stillwater levels (9.9 Feet NAVD88) and used a low risk aversion with high emissions (these have a 66% probability of occurrence if predicted high emission scenarios are realized) stillwater level of 11.7 for year 2072 in our analysis. More extreme sea level rise is predicted to occur if lower probability (higher risk aversion) scenarios are realized. We note that the predicted 2072 (50 year) sea level rise scenario we utilized in our analysis has the ocean stillwater level (at extreme tide with storm surge and wave pileup conditions) at an elevation approximately 2.30 feet below the upper surface of the pier.

A wave runup analysis was conducted utilizing methodologies outlined in the 1984 Army Corps of Engineers Shore Protection Manual (SPM) and the computer program by Noble Coastal Engineers WRUPTM. The analysis was performed on Cross Section A field surveyed by HKA as described above.

Design still water levels of 9.9 feet NAVD88 (Year 2022) and 11.7 feet NAVD88 (Year 2072) where used in the analysis.

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9 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 In the analysis we allowed the software to iterate until the maximum breaking wave and corresponding wave runup elevation was determined. We also specified the deep-water wave height using a simulated near shore wave model from an adjacent project which predicted breaking waves closer to the structure.

Both scenarios are possible and should be considered. A summary of results is presented in Table 1 below.

Table 1: Summary of results from Waverunup analysis
Year SWL
(ft.)
Ho'
(ft.) T (sec.) Hb (ft.) db (ft.)
Breaking Wave
Distance from
Pier (ft.)
Runup Elevation (ft.

NAVD88)
2022

9.9 7.0 16 14.4 9.9 44.0 32.1

9.9 9.3 16 15.5 16.2 122.6 37.5
2072

11.7 7.0 16 14.4 9.9 41.6 34.9

11.7 10.9 16 17.3 18.2 129.0 44.5
Notes: SWL = Still Water Level
Ho’ = Unrefracted Deep Water Wave Height
T = Wave Period
Hb = Breaking wave Height
db = Breaking wave depth
The results indicate that at present day during the worst-case storm conditions wave runup elevations can vary between 32 and 38 feet NAVD88. That equates to approximately 20 feet of vertical wave spray above the top of the pier which sits at elevation 14.5 feet NAVD88. In 50 years, wave runup elevations vary between 35 and 45 feet NAVD88 which equates to an average of 25 feet of vertical spray above the top of the pier. Detailed spreadsheets and raw data software outputs are included in Appendix B.

The larger of the breaking wave heights from the wave runup analysis where selected for each still water level scenario and a wave force analysis was performed to determine wave pressures acting on the existing vertical pier walls. Wave forces were calculated using the following methods. 1) Broken Waves Seaward of Stillwater Line (Shore Protection Manual Volume II, 1984) 2) Minikin Method (Shore Protection Manual Volume II, 1984) 3) Breaking Wave Loads on Vertical Wall (FEMA Coastal Construction Manual) The results of the analysis indicate that presently during worst case storm conditions dynamic wave impact pressures can be up to approximately 500 psf for broken waves rolling into the pier as white water and 1000 psf for waves breaking as green water on the structure. In 50 years from now those forces may reach 600 psf and 1,660 psf for broken waves rolling into the structure and breaking waves on the structure, respectively.

Details and spreadsheets used for calculating wave pressures utilizing the three different wave force analysis methodologies are included in Appendix B.

A rip-rap size analysis was performed in the zone of maximum wave impact at the revetment fronting the pier. The weight and surface area of 122 boulders was inventoried and a mean boulder size of 2 tons was determined. Using the wave heights generated in the wave runup analysis the size requirement of rip rap was determined for the 10:1 (H:V) slope fronting the pier. In present day storm conditions 1 ton rock is required for large waves braking offshore and rolling in as white water. Larger 4-ton rock is required for moderate to large waves breaking directly on the revetment. In 50 years from now (2072) 6-ton rock is required for larger waves breaking on the rip rap at the 10:1 (H:V) slope. Our analysis indicates that the PG CC 10/4/23
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10 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 existing rip-rap revetment is marginally stable when compared with wave force analysis under present day stillwater levels. If sea level rise increases the stillwater level by nearly 2 feet as predicted in the coming 50 years (2072) the rip rap revetment structure will be considerably undersized for the wave forces. Undersized rip rap revetment structures are prone to having their boulders plucked by waves and ultimately slump to a flatter slope gradient becoming less effective. Since the existing revetment sits at a relatively flat gradient at present increased runup and overtopping will be the most prevalent change in the future. Actual sea level rise measured from tidal gauges over the past several decades indicate a much slower rate of sea level rise. However larger increments of sea level rise may occur as melting of ice sheets or other contributing factors occur in the future. Our conclusion is that we expect the existing revetment at the current slope gradient of 10H:1V will continue to perform well for 50 years. As the Stillwater level increases over time the revetment will slowly become less effective at reducing wave runup and overtopping and greater wave forces will occur against the concrete pier structure. Ultimately the revetment will need to be reinforced with a layer of larger quarry stones or precast concrete elements (e.g., dolos, tetra pods, tribars etc.) Refer to Appendix C for an inventory spreadsheet and rip-rap sizing calculations.

The pier is performing as expected for a massive gravity structure founded partly on concrete rubble and rip-rap and partly on granite bedrock. The gravity structure is comprised of interbedded layers of concrete, a matrix of concrete bonded to rip rap, and rip rap rock. There are void and joints within and between the interbedded layers. Some of the concrete is very punky/weak. The entire pier was renovated in the early 1980’s with reinforced concrete walls and slabs on the upper and lower decks. These renovations encased the weaker concrete and rip rap matrix that makes up most of the gravity structure.

The reinforced concrete walls and slabs provide a protective layer for the much weaker legacy material making up the mass. The reinforced concrete improvements included iron and carbon rebar which has corroded and expanded overtime resulting in severe cracking and spalling of the concrete further exposing rebar. The rebar hangars supporting the concrete walls are severely corroded at the east end of the upper deck and a panel of concrete dislodged and fell into the ocean during a large wave event. The gravity structure is not in danger of a catastrophic failure at this time. However, as the reinforced concrete walls continue to fail exposing more of the vulnerable core of the gravity structure, we expect that the rate of deterioration will accelerate. In other words, this damage will only get worse in the coming decade, if nothing is done to reinforce and stabilize the core of the gravity structure.

APPENDIX A to this MEMORANDUM shows numerous photographs of specific conditions found along the pier that warrant action.

Recommendations:

If nothing is done, then: a) Damage will continue as well as accelerate; b) Concrete debris will remain in the ocean water and more will follow; and c) Use of the pier by the public will be beyond an ordinary level of risk.

Ordinary risk is defined as the following:
 Failures only affecting owners/occupants of a structure rather than a substantial population.  No significant potential for loss of life or serious physical injury.  No collapse of structures; structural damage limited to repairable damage in most cases.

This alternative may present an unacceptable level of risk to the City assuming the pier would remain accessible for use by the public.

Appendix A to this Memorandum includes a detailed description of various elements of the pier, their location, our observation of their condition, problems that we noted, and conceptual recommendations that can be solutions to those problems.

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11 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 In addition to this Memorandum, we (HKA) have prepared a set of short-term ("Interim") repair plans for the pier which will remediate most of the problems with the pier for the near future (10 or perhaps 20 years). Those plans will be submitted separately.

Removing concrete debris should be considered. This includes the pieces of concrete fascia resting on the seafloor in shallow water, as well as loose pieces of fascia that are partly detached from the pier structure. The concrete in the ocean water appears to have been colonized with marine life, and the disturbance associated removal of part or all of it is likely to do more harm than good. Loose pieces of fascia that are partly detached from the pier structure can be removed with a small crane or perhaps an excavator operated from the intact part of the concrete pier deck. A workman would likely need to assist to place slings around or anchor bolts into the concrete debris pieces so they can be lifted, placed in a truck, and transported to an appropriate disposal site. This alternative is environmentally appropriate.

Development and installation of a short-term repair (an "Interim" repair) is warranted as soon as possible.

This includes:

A. Monitor surf forecasts and close the entire pier to public use for temporary periods of time if adverse (dangerous) conditions are forecast. If wave overtopping of the pier deck or large waves are forecast during king tide periods, close the pier to public use. Monitoring should include tidal conditions, ocean swell size, direction, and period; This is prudent to maintain an acceptable level of risk.

B. Monitor future deterioration until the short-term "Interim" repair work is completed. This involves periodically inspecting the condition of the pier to assess if future damage is occurring. This is prudent no matter which other actions are taken. As part of the monitoring, supplemental recommendations should be made to the City, so those can be implemented as appropriate.

C. Design and installation of a new structural fascia that wraps around the tip of the pier and allows restoration of public use of the tip of the pier. The fascia should act as a short-term structural element as well as a cosmetic surfacing that matches the adjacent concrete surfaces. Inclusion of soil nail restraints within the fascia to enable it to act as a long-term retaining structure has been considered; however, this is more appropriate for consideration during development of a longterm repair plan for the pier.

D. Replacement of the concrete at the edges of and the tip of the pier with a sound concrete edge beam that replaces the cracked and split concrete there.

E. Replacement of the fencing along the margins of the pier, with the new fencing founded in the new concrete edge beam, which should be done in a manner that prevents corrosion of the fencing material from damaging the concrete. The fence posts should be embedded in the concrete in a manner that will minimize the chances of wave impact loading on the fence resulting in causing the edge beam to crack.

F. Replacement of the concrete slab on the seaward 75 feet of the upper pier deck.

G. Replacement of the concrete slab on the entire lower pier deck.

H. Reforming and resurfacing the stairs that extend into the water from the lower pier deck surface in a code compliant manner. A stainless-steel handrail should be provided.

I. Further evaluation of the stairs that extend from the upper pier deck surface to the lower pier deck surface by a structural engineer. If they must be replaced, that should be done in a code compliant manner. A stainless-steel handrail should be provided. If the structural engineer deems that repairs will be sufficient to allow use of the stairs, they should define those.

J. Consideration of whether a code compliant guard should be installed at the perimeter of the lower pier deck surface where there is an abrupt drop off into the ocean.

K. Maintaining new fencing in a location far enough landward of the damaged part of the pier so that users of the pier are only able to access the stable part of the pier. This involves placement of a new fence to prevent access to approximately the seaward 10 feet of the pier.

L. Further evaluation of the small building that is on the approach to the pier by a structural engineer. If it is unsafe to enter and must be replaced, that should be done in a code compliant manner. If the structural engineer deems that repairs will be sufficient to allow use of the building, PG CC 10/4/23
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12 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 they should define those. As an alternative the structure could be resurfaced with reinforced concrete and infilled with control density fill.

Long Term Repair Alternatives
Over the next 50 years the Lovers Point Pier will be subjected to an increase in sea-level rise, storm surge, wave runup, wave overtopping, and wave impact forces. We expect that the portion of the rip rap revetment at a 10H:1V slope gradient will perform well for the next 30 years. The pier structures even with the interim repairs implemented should be expected to deteriorate over the next couple of decades to the point that it will need to be repaired again with a similar interim concept or completely replaced with a new coastal structure. During this time frame the repair should be monitored at the beginning and end of each winter storm season as well as at the end of each large wave event accompanied with hightides. The monitoring should be conducted by a registered civil or structural engineer specializing in marine structures.

The interim repair will provide adequate time for an investigation, alternatives analysis, design, community outreach, permitting, and construction of a replacement coastal structure. We have developed several alternatives for the long-term repair of the pier structure for consideration. Each repair alternative will require a specific type of investigation:

Long-Term Repair Alternative 1. Total removal of the existing pier and rip-rap revetment and construction of a new wharf supported by deep foundations. The wharf would occupy a similar footprint to that of the existing pier. This alternative is not recommended because it would allow wave and tidal movement to propagate beneath the wharf and disrupt the littoral drift process which provides the Lovers Point beach with sand. Lack of sand build up in the cove will shrink the beach and create a negative recreational impact for the public.

Long-Term Repair Alternative 2. Total removal of the existing pier and rip-rap revetment and construction of a new concrete gravity structure in a similar footprint supported directly upon the granite bedrock formation that makes up the sea floor. The structure would bear directly upon the seafloor and prevent the movement of water beneath it. This alternative would not disrupt the littoral drift process, however, the environmental impacts during construction such as containing concrete from the tidal zone make this alternative not preferred from a constructability standpoint.

This alternative would also generate higher wave runup and overtopping scenarios since the rip rap revetment would be removed.

Long-Term Repair Alternative 3. Removal of existing concrete pier gravity structures above 0.0 feet NAVD88 and construction of new pier atop old concrete foundation elements and rip rap.

This alternative is preferable to alternative 2 from an environmental impact and constructability standpoint, however, the design relies on older foundations and undersized rip rap for support and protection. Over the next 50 years the existing rip rap may be dislodged from the pier base leaving it vulnerable undermining as well as increased impact from wave runup and overtopping events.

Long-Term Repair Alternative 4. Complete removal of existing pier and rip rap. Construct a rip rap jetty in the same footprint with adequately sized rock to approximate elevation +20.0 feet (+/- 5 feet) NAVD88. Construct a concrete gravity structure atop the rip-rap jetty as a causeway for recreational access. This alterative is preferred from a constructability, environmental impact, and long-term protection standpoint.

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13 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 repair. Haro, Kasunich & Associates, Inc. proposes six additional continuous cores drilled through the existing pier, rip-rap, and into the underlying bedrock, three additional field surveyed cross sections, and an in-depth coastal and geotechnical engineering analysis which includes alternative analysis and wave runup and force analysis on the chosen alternative geometry. Geotechnical design parameters for temporary shoring, retaining walls, and foundation would also be provided. A cost estimate can be prepared at your request.

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14 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202

APPENDIX A

ANNOTATED PHOTOGRAPHS OF CONDITIONS

FOUND ALONG THE LOVERS POINT PIER

WITH OBSERVATIONS OF PROBLEMS

AND RECOMMENDED SOLUTIONS
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15 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Annotated Photographs of Conditions
Found Along the Lovers Point Pier
With Observations of Problems
and Recommended Solutions
Preliminary Draft 10-29-2022
Location 1 : Lower Pier Surface
Appendix A Photo 1: Lower Pier Surface
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16 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Appendix A Photo 2: Lower Pier Deck Surface
Appendix A Photo 3: Lower Pier Deck Surface
Problems:
1) Extensive cracking of concrete slab. Large cracking appears to be combination of construction joint cracking and cracking from shrinkage during curing as well as concrete erosion and spalling. 2) Spalling from corrosion of reinforcing bar at slab edges. 3) Slab appears to slope toward the upper pier and may pond water. 4) Lack of fence or guard at drop off into ocean. Safety Hazard.

Solutions:
1) Remove corroded concrete in spalled areas, replace damaged reinforcing, reform damaged area, and pour new concrete.
2) Install new 6- to 8-inch-thick reinforced concrete topping slab over entire existing lower deck.

Slope surface for positive drainage.
3) Use commercial marine grade elastomeric joint filler between new dock slab and bottom of upper pier wall.
4) Use heavy broom non-slip finish or similar on the new slab. 4) Resurface other repaired areas to match existing.
5) Install fence or guard at drop off
6) Install safety signage.

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17 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Location 2 : Stairs from Lower Pier Deck Surface to Ocean

Appendix A Photo 4: Stairs from Lower Pier Deck Surface to Ocean

Appendix A Photo 5: Stairs from Lower Pier Surface to Ocean PG CC 10/4/23
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18 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Problems:
1) Spalling from corrosion of reinforcing bars.
2) Cracking of concrete.
3) Erosion and abrasion of stair treads. Safety Hazard. 4) Irregular stair rise and run. Safety Hazard.
5) Lack of handrail. Safety Hazard.

Solutions:
1) Remedy Safety Hazards with guards, handrail, and signage. 2) Reform and pour new concrete stairs with minimum 4-foot width, uniform rise and run of treads and aluminum or stainless-steel stair treads with nosing. 3) Remove eroded/corroded concrete, replace damaged reinforcing, reform damaged area, and pour new concrete in adjacent areas.

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19 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Location 3 : Stairs from Upper Pier Deck Surface to Lower Pier Deck Surface Appendix A Photo 6: Stairs from Lower Pier Deck Surface to Upper Pier Deck Surface with Interior Storage Room Underneath
Appendix A Photo 7: Stairs from Lower Pier Deck Surface to Upper Pier Deck Surface with Interior Storage Room Underneath
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20 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202

Appendix A Photo 8: Stairs from Lower Pier Deck Surface to Upper Pier Deck Surface with Interior Storage Room Underneath
Appendix A Photo 9: Stairs from Lower Pier Deck Surface to Upper Pier Deck Surface with Interior Storage Room Underneath
Appendix A Photo 10: Stairs from Lower Pier Deck Surface to Upper Pier Deck Surface with Interior Storage Room Underneath
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21 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Problems:
1) Spalling from corrosion of reinforcing bar.
2) Cracking of concrete.
3) Structural distress from concrete reinforcing failure.

Solutions:
1) Inspect interior room.
2) Structural Engineer to evaluate stairs and stability of roof and walls of interior room. This evaluation may conclude a complete rebuild of the stairs is most cost effective or may find that resurfacing the concrete and completely filling the interior room under the stairs with concrete control density fill is adequate.
3) Remove corroded concrete, replace damaged reinforcing, sandblast surface, reform damaged area and pour new concrete.
4) Resurface repaired areas to match existing.

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22 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Location 4 : Upper Pier Deck Surface
Appendix A Photo 11: Upper Pier Deck Surface Showing Cracking Of Slab Appendix A Photo 12: Upper Pier Deck Surface Showing Construction Joint and Cracks PG CC 10/4/23
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23 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Appendix A Photo 13: Upper Pier Surface
Problems:
1) Extensive cracking of concrete slab. Cracking appears to be combination of construction joint cracking, cracking from shrinkage during curing as well as from settlement and flexure of the massive concrete structure.
2) Spalling from corrosion of reinforcing bar at slab edges.

Solutions:
1) Remove 8-inch of cracked concrete in the seaward 75 feet of pier surface area. 2) Install new 8-inch-thick reinforced topping slab over entire existing slab. Slope surface for positive drainage.
3) Utilize heavy broom non-slip finish on new slab.
4) Use marine elastomeric filler in new control joints.

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24 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Location 5 : Upper Pier Deck Edge Toward Lower Pier Deck Appendix A Photo 14: Upper Pier Deck Edge Toward Lower Pier Deck Appendix A Photo 15: Upper Pier Deck Edge Toward Lower Pier PG CC 10/4/23
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25 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Appendix A Photo 16: Upper Pier Deck Edge Toward Lower Pier Deck Along this edge the upper pier deck concrete slab is at the same elevation as the top of the wall that descends to the lower pier deck surface. The concrete has spalled in numerous areas, often near the location of present or former railing posts and corroded rebar is visible.

Problems:
1) Extensive cracking of concrete slab. Cracking appears to be combination of construction joint cracking, cracking from shrinkage during curing as well as from settlement and flexure of the massive concrete structure.
2) Spalling from corrosion of reinforcing bar at slab edges.

Solutions:
1) Remove corroded concrete in spalled areas, replace damaged reinforcing, reform damaged area and pour new concrete.
2) Install new 8-inch-thick reinforced topping slab over entire existing slab. Slope surface for positive drainage.
3) Use marine elastomeric filler between new lower deck concrete slab and bottom of upper pier deck wall.
4) Resurface repaired areas to match existing.
5) Install fence or guard at drop off.
6) Install safety signage.

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26 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Location 6 : Upper Pier Deck Edge Toward Lovers Point
Along this edge there is a wall along the edge of the pier and the upper pier concrete slab is about 6 inches in elevation below the top of the wall that descends to the adjacent rip-rap. The concrete has severely cracked in numerous areas due to corrosion (chemical alteration) of the reinforcing steel that involves the iron expanding in volume as it oxidizes and causes concrete deterioration by delamination and spalling of the concrete cover and reducing the cross-sectional area of the reinforcement and reducing its bond to the concrete. Prominent cracks often parallel with the wall and near the location of present or former railing posts. Cracking is also evident that crosses the top of the wall, and corroded rebar is visible.

Appendix A Photo 17: Showing Prominent Cracks Parallel to Top of Wall Along Upper Pier Edge Toward Lovers Point
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27 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Appendix A Photo 18: Showing Prominent Crack Across Top of Wall Along Upper Pier Edge Toward Lovers Point
Appendix A Photo 19:Showing Crack Location Along Old Railing Post Alignment at Upper Pier Edge Toward Lovers Point
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28 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Problems:
1) Extensive cracking of top of wall at upper pier deck edge toward Lovers Point. Large cracking appears to be associated with corrosion of former railing posts, as well as from settlement and flexure of the massive concrete structure. Concrete erosion is evident. 2) Spalling from corrosion of reinforcing bar in near surface areas.

Solutions:
1) Remove upper portion of wall at upper pier deck edge toward Lovers Point and reform a new concrete beam at the edges of and the tip of the pier with a sound concrete edge beam that replaces the cracked and split concrete there, so the new concrete beam can be used as a stable foundation for new corrosion resistant railings. After demolition, form new concrete beam designed as a gravity structure with an integrated sleeved foundation for new railings, and pour new concrete.
2) Integrate work so that the adjacent new 8-inch-thick reinforced topping slab is structurally tied to the new concrete beam with reinforcing bar.
3) Use marine elastomeric filler in upper portion of new railing foundation sleeves and in any required control joints.
4) Resurface repaired areas to match existing.
5) Install fence or guard at drop off.
6) Install safety signage.

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29 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Location 7 : Upper Pier Deck Railing
Appendix A Photo 20: Upper Pier Railing
Appendix A Photo 21: Upper Pier Deck Railing
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30 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Appendix A Photo 22: Upper Pier Deck Railing
Appendix A Photo 23: Upper Pier Deck Railing Under Historical Wave Impact During Pier Construction (Photo Taken Prior to Construction of Lower Pier Deck Portion) PG CC 10/4/23
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31 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Problems:
1) Four prior generations of railing are evident. Extensive concrete cracking has resulted from expansion of railing posts because of corrosion and from wave impact forces on the railings from ocean wave overtopping of the pier.
2) Railings are essential for pier user safety, and thus must be in a challenging corrosive environment that is subject to wave inundation and impact. 3) Railing will not protect users from wave uprush, impact, or overtopping. 3) Lack of fence or guard at drop off into ocean. Safety Hazard.

Solutions:
1) Install new corrosion resistant railings. Found them in the new concrete beam located at the edges of and the tip of the pier with an integrated sleeved foundation for the new railings. 2) Use marine elastomeric filler in upper portion of new railing foundation sleeves and in any required control joints.
3) Resurface repaired areas to match existing.
4) Close pier during extreme ocean wave conditions. Install safety signage.

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32 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Location 8 : Seaward End of Lovers Point Pier
Appendix A Photo 24: Lovers Point Pier Showing Damage at Seaward End PG CC 10/4/23
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33 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Appendix A Photo 25: Lovers Point Pier Showing Closer View of Damage at Seaward End Appendix A Photo 26: Showing 2021 Damage at Seaward End of Pier PG CC 10/4/23
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34 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Appendix A Photo 27: Showing 2021 Damage at Seaward End of Pier In January 2021, at the tip of the pier, several large pieces of concrete fascia were stripped off the structure by wave impact. The ends of two decayed wooden beams are visible where voids were created where the concrete fascia was stripped off the pier. The reinforcing ties that anchored the fascia to the concrete deeper within the pier structure are rusted away. This created a situation where the fascia was unattached or barely attached to the main bulk of the pier structure. The concrete fascia of the pier has been historically patched based on different fascia thicknesses and concrete types that are now visible.

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35 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Problems:
1) Extensive cracking of concrete wall and facing. Large cracking appears to be caused by a combination of reinforcing bar and reinforcing tie failure and spalling. Under the stress of wave impact forces.
2) Exposed edges of facing and adjacent walls are delaminating and becoming detached from the core of the pier.
3) The core of the pier is exposed and subject to ongoing damage. 4) Foundation of existing fence at tip of pier is damaged, so it does not adequately guard the drop off into the ocean there. Safety Hazard.

Solutions:
1) Maintain existing additional safety fencing to prevent pedestrian access to the seaward 10 feet of the pier.
2) Close pier during extreme ocean wave conditions. Install safety signage. 3) Install new corrosion resistant railings. Found them in the new concrete beam located at the edges of and the tip of the pier with an integrated sleeved foundation for the new railings. 4) Demolish "Failing Area" of shotcrete facing shown in Photograph 26 (above). 5) Install new marine shotcrete fascia tied into core of existing pier and into new beam around upper pier perimeter. Take precautions to prevent concrete debris from any required demolition and any uncured fresh or hardened concrete from entering the ocean. 6) Resurface repaired areas to match existing adjacent surfaces.

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36 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Location 9 : Small Building Located on Pier Approach
Appendix A Photo 28: Small Building Located on Pier Approach Appendix A Photo 29: Door into Interior of Small Building Located on Pier Approach PG CC 10/4/23
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37 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Problems:
1) Spalling from corrosion of reinforcing bar.
2) Cracking of concrete.
3) Structural distress from concrete reinforcing failure.

Solutions:
1) Inspect interior room.
2) Structural Engineer to evaluate stability of roof and walls of building. This evaluation may conclude a complete rebuild of the building is preferred or resurfacing of existing concrete and infilling of the room with concrete control density fill or may find that removal of the building is most cost effective.
3) Remove corroded concrete, replace damaged reinforcing, sandblast surface, reform damaged area and pour new concrete.
4) Resurface repaired areas to match existing.

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38 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Location 10 : Steps to Beach from Pier Approach
At the landward end of the approach to the pier, a set of steps with arcuate treads descends to the beach sand at the main Lovers Point Beach.

Appendix A Photo 30: Steps to Beach
Problems:
1) The noses of the treads have eroded and become broken off, resulting in irregular surfaces on the steps, which are partly covered in sand. This creates a slip and fall hazard. 2) No handrail exists.

Solutions:
1) Reconstruct steps that are code compliant.
2) Install code compliant handrail(s) for pedestrians to use.

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39 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Location 11 : Rip-rap Revetment
The rip-rap revetment downcoast of the pier is in good condition. It absorbs wave energy, decreases pier flooding which increases the time the pier is usable, and buttresses and supports the concrete pier structure. It is shown below.

Appendix A Photo 31: Rip-rap Revetment Downcoast of Pier PG CC 10/4/23
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40 116 EAST LAKE AVENUE  WATSONVILLE, CALIFORNIA 95076  (831) 722-4175  FAX (831) 722-3202 Appendix A Photo 32: Closer View of Rip-rap Revetment Downcoast of Pier Problems:
1) The toe of the revetment is at a much steeper gradient than the remainder and quarrystone at the toe will become unstable in the future.

Solutions:
1) Ultimately the revetment may need to be armored with a layer of larger quarry stones or precast concrete elements (e. g. dolos, tetra pods, tribars etc.) PG CC 10/4/23
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APPENDIX B

WAVE RUNUP AND FORCE ANALYSIS
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0.60 CONCRETE
PAD

CONCRETE
PAD

ASPHALT WALK

SAND BEACH

MEAN HIGH WATER
ELEVATION: 4.63'

ROCK/CONCRETE WALL MONTEREY BAY
40 0 30
1 10

RIPRAP/SAND

MEAN HIGH WATER
ELEVATION: 4.63'

LIGHT UTILITY

VAULT RAILING

EXISTING BUILDING WHARF HYDRANT
20 1 00
0 90
0 80
0 50

RIP RAP

RIPRAP/SAND
15 10
5 0 70
0 60
0 EXISTING CRACK IN
CONCRETE, TYPICAL 14
2 3
6 7
8 9
11 4 25
MEAN HIGH WATER ELEVATION: 4.63'

ROCK/CONCRETE WALL

HV TARGET

24.30 HV TARGET

14.03 25.38

25.98 25.00

25.70 26.03

26.48 27.32 EM

26.13 27.06

27.13 27.75

27.35 29.40 26.95
40-CYP
28-CYP

25.98 27.03

27.06 27.52

26.69 25.10

24.60 24.12

24.79 24.83

24.07 24.17

23.85 23.38

24.54 24.70

24.36 24.42

24.43 24.25

23.83 23.74

23.76 24.76

25.41 26.87 26.31

27.30 27.78

27.08 26.03

24.82 24.78

25.30 25.30

25.68 26.22

26.37 26.03

26.29 26.58

26.99 26.91

26.45 26.51

26.52 26.14

26.18 26.14

26.88 26.20

25.75 26.50

10.18 9.77

9.14 8.15

7.95 8.16

8.54 8.97

8.40 9.18

9.70 1.34

4.14 5.97

6.01 5.71

4.68 3.41

1.80 0.26

18.42 18.59

7.11 8.44

11.51 11.53

8.56 8.43

12.03 11.94

1.15 1.97

1.52 2.89

2.71 3.62

2.42 4.64

3.80 4.15
-0.11

1.29 3.19

0.51 1.53

1.85 2.31

2.91 3.18

4.39 5.32

11.94 12.10

7.85 0.72

0.64 1.45

1.19 -0.23

4.22 3.24

5.09 2.33

5.81 6.63

4.02 4.05

4.21 5.29

5.81 5.43

6.88 4.18

3.35 4.26

0.22 0.49 0.74

3.19 23.33 9.86 8.29

8.07 5.76 2.48

18.17 0.44

0.37 0.79

HV TARGET

21.84 HV TARGET

7.88 HV TARGET

14.10 24.74

24.62 24.42

24.28 24.48 23.23

21.08 19.10

13.92 15.35

15.33 15.25

18.54 20.61

22.34 23.53

23.90 23.92

13.81 13.87

18.09 20.26

20.80 22.03

22.18 28-PALM

23.65 24.87

23.62 20-CYP

23.72 22.45

22.32 18.47

22.96 21.48

21.12 20.63

12.81 12.60

12.86 15.91

18.27 16.28

15.61 15.41

19.28 21.22

21.54 21.52 20.20
24-CYP

23.69 23.82

24.22 20.39

20.59 22.37

22.89 23.53

21.46 19.49

20.05 19.89

23.10 23.74

23.88 24.01

24.43 14.59 8.17 4.65 1.73 0.80

18.52 15.48

16.74 5.48

4.91 3.23

13.82 1.60

14.19 14.26

14.25 FF

13.82 13.59

14.21 14.17

8.10 8.21

1.54 12.26

12.49 12.61

13.55 14.14

14.15 12.47

12.33 12.29

12.27 12.25 FF

7.99 7.97

7.97 7.87

7.15 7.93

8.07 8.15

8.19 8.21

8.26 7.22

1.56 1.52

5.54 1.62

1.45 1.97

0.38 0.88

1.20 1.29

3.26 3.15

1.04 1.82

9.45 12.54

10.57 13.27

14.31 11.73

14.91 17.40

17.94 15.53

12.94 13.94

8.23 16.51

14.34 13.93 15.30 15.24

14.22 14.82

16.57 14.02

14.38 14.41

14.23 14.22

12.10 12.38

13.61 4.12

4.09 3.66

16.22 12.26

11.07 11.60

9.42 10.05

1.78 0.81

0.66 1.65

9.91 8.19

4.70 7.35

8.78 4.71

4.97 3.99

8.18 9.75

10.81 10.06

8.54 8.63

5.66 8.63

11.01 11.83

8.13 7.81

11.86 8.88

13.82 13.57

11.03 6.12

6.27 3.85

6.97 5.32

9.70 9.96

9.80 STA 0 + 29.06 SECTION A
0 0
0 20
0 10
0 -10
0 -20
0 -30
0 -40
0 -50
0 -60
0 -70
0 -80
0 -90
0 -100
0 -110
0 -120
0 -130
0 -140
0 -150
0 -160
0 -170
0 -180
0 -190
0 -200
0 -210
0 -220
0 -230
0 -240
0 -250
0 -260
0 -270
0 -280
0 -290
0 -300
0 -310
0 -320
0 -330
0 -340
0 -350
0 -360
0 -370
30 -70 -50 -30 -10 10

ELEVATION
FEET
-370 -350 -330 -310 -290 -270 -250 -230 -210 -190 -170 -150 -130 -110 -90 -10
0 10
-20
-30 WAVE RUNUP CROSS SECTION
1 ON 9.7 FOR 101 FEET
1 ON 35.7 FOR 270.5 FEET
30 -10
0 10
20 40 60 80 100
MHTL
EXISTING RAILING 25 CROSS SECTION A

RIP RAP

EXISTING VERTICAL CONCRETE WALL EXISTING VERTICAL CONCRETE WALL APPROXIMATE WATER LINE 5-23-2022

EXISTING CONCRETE

PIER SURFACE
TOP OF WALL EL 14.5
EXISTING RAILING 1 ON 9.7 FOR 38.5 FEET
BASE OF EXPOSED WALL EL 8 RIP RAP GRANITE BEDROCK WITH SEAWEED GROWTH 1 ON 4.25 FOR 19.8 FEET 1 ON 1.4 FOR 5.6 FEET

RIP RAP
110
GRANITE BEDROCK WITH SEAWEED GROWTH GRANITE BEDROCK WITH SEAWEED GROWTH -20 -30
SWL = 11.7 NAVD88, YEAR 2072 SWL = 9.9 NAVD88, YEAR 2022 SWAN WAVES. USER SPECIFED WRUP GENERATED MAX

BREAKING WAVES
Date
Scale
Job
Drawn
MF
Sheet 1
REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 TOPOGRAPHIC MAP & PLAN VIEW WITH WAVE RUNUP SECTION LOVERS POINT PIER BAND-AID REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 7-21-2022
OF 1 SHEETS

AS SHOWN

PRELIMINARY DRAFT
FEET
0 20 40 60 80
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WAVE RUNUP AND FORCE ANALYSIS RESULTS SUMMARY

LOVERS POINT PIER
Date: October 2022
Job #: M11897
By: AK
Notes:
1) Analysis perfmored on WRUPTM wave runp software program 1984 using the composite slope method 2) All elevations reported in NAVD88
3) Analysis performed for existing and final wall configuration Description of Terms:

Case No. Case number from WRUP print outs
SWL (ft.) Still water elevation
H o' (ft.) Unrefracted deepwater wave height
T (sec.) Wave period
H b (ft.) Breaking wave height
d b (ft.) Breaking water depth
R (ft.) Wave Runup. The vertical height above the still water level to which water from an incident wave will run up the face of a structure.

TWL (ft.) Total Water Level in NAVD88 = Wave Runup (R) + Still Water Level elevation (SWL) in NAVD88 SECTION A, METHOD: CALCULATE MAXIMUM BREAKING WAVE HEIGHT GIVEN WAVE PERIOD.

Year SWL (ft.) Ho' (ft.) T (sec.) H b
(ft.) d b (ft.) R (ft.) TWL (ft. NAVD88)
2022 9.9 9.3 16 15.5 16.2 27.6 37.5
2072 11.7 10.9 16 17.3 18.2 32.8 44.5
SECTION A, METHOD: USER SPECIFIED DEEP WATER WAVE HEGIHT. WAVE HEIGHTS FROM SWAN ANALYIS.

Year SWL (ft.) Ho' (ft.) T (sec.) H b
(ft.) d b (ft.) R (ft.) TWL (ft. NAVD88)

9.9 4.8 16 11.0 7.5 14.1 24

9.9 6.2 16 13.2 9.1 19.1 29

9.9 7.0 16 14.4 9.9 22.2 32.1

11.7 4.8 16 11.0 8.3 13.5 25.2

11.7 6.2 16 13.2 9.1 20.1 31.8

11.7 7.0 16 14.4 9.9 23.2 34.9

SECTION A, SUMMARY OF WAVE FORCE ANALYSIS
Year Method SWL (ft.) Loading
Miniken SPM 9.9 992 psf
Broken Waves SPM 9.9 518 psf
Breaking Wave FEMA 9.9 961 lb/ft
Miniken SPM 11.7 1661 psf
Broken Waves SPM 11.7 582 psf
Breaking Wave FEMA 11.7 3645 lb/ft
2022
2072
2072
2022
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WAVE FORCE RESULTS SUMMARY

LOVERS POINT PIER
Date: October 2022
Job #: M11897
By: AK
Broken Waves - Wall Seaward of Stillwater Line
Notes:
1) Analysis is based on Chapter 7.III.4.a/b pg. 7-192 of Shore Protection Manual Volume II by Army Corps of Engineers (1984) 2) T, Hb, and db taken from WRUP
Description of Terms:

P m (psf) Maximum dynamic pressure
H b (ft.) Breaking wave height
d s (ft.) Depth at the toe of the structure
d b (ft.) Depth of breaking wave
D (ft.) Depth one wavelength in front of the wall
T (sec.) Wave period
L d (ft.) Wave length in water of depth D
R m (lb/ft) Force represented by the area under the dynamic pressure distribution M m (ft-lb / ft) Moment resulting from the dynamic component of pressure R s (lb/ft) Hydrostatic component of breaking wave on a wall M s (ft-lb / ft) Hydrostatic moment
R t (lb/ft) Total breaking wave force on wall per unit wall length M t (ft-lb / ft) Total moment about the toe
w (pcf) Unit weight of water = 64 pcf
SECTION A, SWL = 9.9
TOW (ft.) 14.5
Toe Wall (ft.) 8
SWL (ft.) 9.9
d s (ft.) 1.9
g (ft./s 2
) 32.2
T (sec.) H b (ft.) d b (ft.) h c (ft) P m (psf) R m (lb/ft) M m (ft-lb / ft) R s (lb/ft) M s (ft-lb / ft) R t (lb/ft) M t (ft-lb / ft)
16* 15.5 16.2 12.1 518.4 6,267 49,795 6,263 29,207 12,530 79,002 16** 14.4 9.9 11.2 316.8 3,558 26,744 5,518 24,156 9,077 50,900 * WRUP Calculated maximm breaking waves height given wave period. ** User specified deepwater wave height. Wave hegiht from SWAN Analysis.

SECTION A, SWL = 11.7
TOW (ft.) 14.5
Toe Wall (ft.) 8
SWL (ft.) 11.7 `
d s (ft.) 3.7
g (ft./s 2) 32.2
T (sec.) H b (ft.) d b (ft.) h c (ft) P m (psf) R m (lb/ft) M m (ft-lb / ft) R s (lb/ft) M s (ft-lb / ft) R t (lb/ft) M t (ft-lb / ft)
16* 17.3 18.2 13.5 582.4 7,859 67,956 7,583 38,912 15,442 106,868 16** 14.4 9.9 11.2 316.8 3,558 26,744 5,518 24,156 9,077 50,900 * WRUP Calculated maximm breaking waves height given wave period. ** User specified deepwater wave height. Wave hegiht from SWAN Analysis.

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WAVE FORCE RESULTS SUMMARY

LOVERS POINT PIER
Date: October 2022
Job #: M11897
By: AK
Section A Breaking Wave Forces on Vertical Wall Notes (SWL = 11.7 ft NAVD88):

Notes:
1) Analysis is based on Miniken Method (1955, 1963). Miniken method can give wave forces that are extremeley high (15 to 18 times those calculated for non breaking waves) 2) From Chapter 7 pg. 7-99 of Shore Protection Manual Volume II by Army Corps of Engineers (1984) Description of Terms:

P m (psf) Maximum dynamic pressure
H b (ft.) Breaking wave height
d s (ft.) Depth at the toe of the structure
d b (ft.) Depth of breaking wave
D (ft.) Depth one wavelength in front of the wall
T (sec.) Wave period
L d (ft.) Wave length in water of depth D
R m (lb/ft) Force represented by the area under the dynamic pressure distribution M m (ft-lb / ft) Moment resulting from the dynamic component of pressure R s (lb/ft) Hydrostatic component of breaking wave on a wall M s
(ft-lb / ft) Hydrostatic moment
R t (lb/ft) Total breaking wave force on wall per unit wall length M t
(ft-lb / ft) Total moment about the toe
w (pcf) Unit weight of water = 64 pcf
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SECTION A, SWL = 11.7, ds/D = 0.23, T = 16 sec
H b (ft.) P m (psf) R m (lb/ft) M m (ft-lb / ft) R s (lb/ft) M s (ft-lb / ft) R t (lb/ft) M t (ft-lb / ft) 2 192 128 474 707 1107 835 1581
4 384 512 1894 1040 1975 1552 3870
6 576 1152 4262 1436 3208 2588 7471
8 768 2048 7578 1897 4870 3945 12447
10 960 3200 11840 2422 7024 5622 18864
11 1056 3872 14326 2708 8306 6580 22632
12 1152 4608 17050 3011 9735 7619 26785
14 1344 6272 23206 3664 13067 9936 36274
16 1536 8192 30310 4380 17084 12572 47394

17.3 1660.8 9577 35436 4881 20092 14458 55528
18 1728 10368 38362 5161 21849 15529 60211
20 1920 12800 47360 6006 27428 18806 74788
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WAVE FORCE RESULTS SUMMARY

LOVERS POINT PIER
Date: October 2022
Job #: M11897
By: AK
Section A Breaking Wave Forces on Vertical Wall Notes (SWL = 9.9 ft NAVD88):

Notes:
1) Analysis is based on Miniken Method (1955, 1963). Miniken method can give wave forces that are extremeley high (15 to 18 times those calculated for non breaki 2) From Chapter 7 pg. 7-99 of Shore Protection Manual Volume II by Army Corps of Engineers (1984) Description of Terms:

P m (psf) Maximum dynamic pressure
H b (ft.) Breaking wave height
d s (ft.) Depth at the toe of the structure
d b (ft.) Depth of breaking wave
D (ft.) Depth one wavelength in front of the wall
T (sec.) Wave period
L d (ft.) Wave length in water of depth D
R m (lb/ft) Force represented by the area under the dynamic pressure distribution M m (ft-lb / ft) Moment resulting from the dynamic component of pressure R s (lb/ft) Hydrostatic component of breaking wave on a wall M s
(ft-lb / ft) Hydrostatic moment
R t (lb/ft) Total breaking wave force on wall per unit wall length M t
(ft-lb / ft) Total moment about the toe
w (pcf) Unit weight of water = 64 pcf
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SECTION A, SWL = 9.9, ds/D = 0.23, T = 16 sec
H b (ft.) P m (psf) R m (lb/ft) M m (ft-lb / ft) R s (lb/ft) M s (ft-lb / ft) R t (lb/ft) M t (ft-lb / ft) 2 128 85 162 269 260 354 422
4 256 341 649 487 633 828 1281
6 384 768 1459 768 1255 1536 2714
8 512 1365 2594 1114 2191 2479 4785
10 640 2133 4053 1524 3504 3657 7557
11 704 2581 4905 1752 4322 4334 9227
12 768 3072 5837 1997 5259 5069 11096
14 896 4181 7945 2535 7520 6716 15464

15.5 992 5125 9738 2980 9585 8105 19324
16 1024 5461 10377 3136 10350 8598 20726
18 1152 6912 13133 3802 13814 10714 26946
20 1280 8533 16213 4532 17975 13065 34188
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WAVE FORCE RESULTS SUMMARY FROM FEMA CCM VII

LOVERS POINT PIER
Date: October 2022
Job #: M11897
By: AK
Breaking Wave Loads on Vertical Walls FEMA Coastal Construction Manual Chapter 8.5.8.2 Note: Below calcs are based on case 1 (enclosed dry space behind wall see equation 8.6 below) SECTION A, CP = 1.6, WRUP CALCULATED MAXIMUM BREAKING WAVE GIVEN WAVE PERIOD SWL (ft.) TOW (ft.) h (ft.) d s (ft.) f brkw (lb/ft)

11.7 14.5 6.5 3.7 3645

9.9 14.5 6.5 1.9 961
SECTION A, CP = 1.6, USER SPECIFIED WAVE HEIGHT, WAVE HEIGHT FROM SWAN ANALYSIS SWL (ft.) TOW (ft.) h (ft.) d s (ft.) f brkw (lb/ft)

11.7 14.5 6.5 3.7 3645

9.9 14.5 6.5 1.9 961
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APPENDIX C

RIP RAP REVETMENT EVALUATION AND BOULDER SIZING
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9.1 8.1

13.3 9.9

24.7 19.6

7.7 20.4

20.8 10.4 8.4 9.7 10.1 7.9

10.3 12.7 14.7

19.8 13.2 4.7

12.6 6.0

10.7 12.6

9.7 8.8

16.5 13.2

24.7 14.3

8.8 10.6 9.5

11.2 10.3

8.9 14.8

10.5 14.5

9.5 10.5

8.2 15.2

11.1 17.2

8.0 17.2

17.3 8.6

7.1 17.3

32.7 13.9 31.8

7.2 10.1

7.7 8.3 6.5

11.2 10.0 6.4

16.3 15.7

18.0 13.7

24.7 15.5

24.0 10.7

15.3 16.4

11.8 9.4

18.0 12.9 10.1

8.6 14.3

14.2 12.3

8.1 10.7

20.5 27.0

19.9 15.5

10.0 13.0

24.8 15.9

11.6 10.8

7.9 27.6

15.0 12.1

15.5 10.2 15.9 11.5

12.3 17.7

6.3 9.0

13.5 15.2

10.5 13.5 14.8

10.6 16.6 14.2

11.2 25.3

12.3 10.8

9.2 9.7 7.4

16.1 8.6

10.1 1 2 4 3 5 6
15 14 7 8 9
10 11
13 12
16 17 18
19 20
21 22
23 24
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42 44 45
46 43
47 48 49 50
51 52 53 54
60 55 56
57 65
66 63
67 68
58 59
69 71
70 72
73 74
76 75
82 83 84
85 77
78 79
80 81
87 89
86 88 90
91 92
94 96 98
93 95 97
99 100
101
102
103
104
105
106
111
107
108
109
110
112 113
114
117
117
118
119
115 116
120
121
122
64 61
62 9.4
Date
Scale
Job
Drawn
MF
Sheet
REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 HKA CALC SHEET - NOT PART OF PLAN SET LOVERS POINT PIER BAND-AID REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 10-20-2022

AS SHOWN

HKA CALC SHEET - NOT PART OF PLAN SET

AREAS IN SQ FT
1 inch = 5 ft.

FEET 0 5 10 15 D:\FOXX\Lovers Point Pier\2022-10-20 LOVERS POINT PIER REPAIR.dwg, 10/20/2022 4:18:04 PM PG CC 10/4/23
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Lovers Point Rip Rap sample October 20, 2022
122 Boulders Measured Adjacent to
Boulder # Top View Area Ft2
Top View Radius2 Ft2
Top View Radius Ft *Volume Ft3Tons
68 32.7 10.4 3.2 105.5 8.7
67 31.8 10.1 3.2 101.2 8.3
38 27.6 8.8 3.0 81.8 6.7
118 27.0 8.6 2.9 79.2 6.5
91 25.3 8.1 2.8 71.8 5.9
59 24.8 7.9 2.8 69.7 5.7
16 24.7 7.9 2.8 69.3 5.7
104 24.7 7.9 2.8 69.3 5.7
99 24.0 7.6 2.8 66.3 5.5
9 20.8 6.6 2.6 53.5 4.4
1 20.4 6.5 2.5 52.0 4.3
120 19.9 6.3 2.5 50.1 4.1
28 19.8 6.3 2.5 49.7 4.1
6 19.6 6.2 2.5 49.0 4.0
97 18.0 5.7 2.4 43.1 3.6
117 18.0 5.7 2.4 43.1 3.6
76 17.7 5.6 2.4 42.0 3.5
57 17.3 5.5 2.3 40.6 3.3
58 17.3 5.5 2.3 40.6 3.3
27 17.2 5.5 2.3 40.2 3.3
30 17.2 5.5 2.3 40.2 3.3
96 16.6 5.3 2.3 38.2 3.1
18 16.5 5.3 2.3 37.8 3.1
102 16.4 5.2 2.3 37.5 3.1
93 16.3 5.2 2.3 37.1 3.1
69 16.1 5.1 2.3 36.4 3.0
33 15.9 5.1 2.2 35.8 3.0
80 15.9 5.1 2.2 35.8 3.0
95 15.7 5.0 2.2 35.1 2.9
81 15.5 4.9 2.2 34.4 2.8
105 15.5 4.9 2.2 34.4 2.8
121 15.5 4.9 2.2 34.4 2.8
101 15.3 4.9 2.2 33.8 2.8
54 15.2 4.8 2.2 33.4 2.8
72 15.2 4.8 2.2 33.4 2.8
39 15.0 4.8 2.2 32.8 2.7
48 14.8 4.7 2.2 32.1 2.7
85 14.8 4.7 2.2 32.1 2.7
32 14.7 4.7 2.2 31.8 2.6
53 14.5 4.6 2.1 31.2 2.6
41 14.3 4.6 2.1 30.5 2.5
113 14.3 4.6 2.1 30.5 2.5
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98 14.2 4.5 2.1 30.2 2.5
109 14.2 4.5 2.1 30.2 2.5
61 13.9 4.4 2.1 29.2 2.4
103 13.7 4.4 2.1 28.6 2.4
70 13.5 4.3 2.1 28.0 2.3
75 13.5 4.3 2.1 28.0 2.3 3 13.3 4.2 2.1 27.4 2.3
17 13.2 4.2 2.0 27.1 2.2
26 13.2 4.2 2.0 27.1 2.2
122 13.0 4.1 2.0 26.4 2.2
115 12.9 4.1 2.0 26.1 2.2
31 12.7 4.0 2.0 25.5 2.1
21 12.6 4.0 2.0 25.2 2.1
24 12.6 4.0 2.0 25.2 2.1
77 12.3 3.9 2.0 24.3 2.0
90 12.3 3.9 2.0 24.3 2.0
108 12.3 3.9 2.0 24.3 2.0
40 12.1 3.9 2.0 23.7 2.0
106 11.8 3.8 1.9 22.9 1.9
35 11.6 3.7 1.9 22.3 1.8
78 11.5 3.7 1.9 22.0 1.8
46 11.2 3.6 1.9 21.1 1.7
82 11.2 3.6 1.9 21.1 1.7
92 11.2 3.6 1.9 21.1 1.7
60 11.1 3.5 1.9 20.9 1.7
34 10.8 3.4 1.9 20.0 1.7
89 10.8 3.4 1.9 20.0 1.7
22 10.7 3.4 1.8 19.7 1.6
100 10.7 3.4 1.8 19.7 1.6
112 10.7 3.4 1.8 19.7 1.6
44 10.6 3.4 1.8 19.5 1.6
94 10.6 3.4 1.8 19.5 1.6
50 10.5 3.3 1.8 19.2 1.6
52 10.5 3.3 1.8 19.2 1.6
74 10.5 3.3 1.8 19.2 1.6
15 10.4 3.3 1.8 18.9 1.6
11 10.3 3.3 1.8 18.7 1.5
43 10.3 3.3 1.8 18.7 1.5
79 10.2 3.2 1.8 18.4 1.5
12 10.1 3.2 1.8 18.1 1.5
63 10.1 3.2 1.8 18.1 1.5
110 10.1 3.2 1.8 18.1 1.5
116 10.1 3.2 1.8 18.1 1.5
83 10.0 3.2 1.8 17.8 1.5
119 10.0 3.2 1.8 17.8 1.5 5 9.9 3.2 1.8 17.6 1.4
13 9.7 3.1 1.8 17.0 1.4
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20 9.7 3.1 1.8 17.0 1.4
86 9.7 3.1 1.8 17.0 1.4
45 9.5 3.0 1.7 16.5 1.4
49 9.5 3.0 1.7 16.5 1.4
7 9.4 3.0 1.7 16.3 1.3
111 9.4 3.0 1.7 16.3 1.3
87 9.2 2.9 1.7 15.7 1.3
2 9.1 2.9 1.7 15.5 1.3
71 9.0 2.9 1.7 15.2 1.3
47 8.9 2.8 1.7 15.0 1.2
19 8.8 2.8 1.7 14.7 1.2
42 8.8 2.8 1.7 14.7 1.2
37 8.6 2.7 1.7 14.2 1.2
55 8.6 2.7 1.7 14.2 1.2
114 8.6 2.7 1.7 14.2 1.2
14 8.4 2.7 1.6 13.7 1.1
64 8.3 2.6 1.6 13.5 1.1
51 8.2 2.6 1.6 13.2 1.1
4 8.1 2.6 1.6 13.0 1.1
107 8.1 2.6 1.6 13.0 1.1
29 8.0 2.5 1.6 12.8 1.1
10 7.9 2.5 1.6 12.5 1.0
36 7.9 2.5 1.6 12.5 1.0
8 7.7 2.5 1.6 12.1 1.0
66 7.7 2.5 1.6 12.1 1.0
88 7.4 2.4 1.5 11.4 0.9
62 7.2 2.3 1.5 10.9 0.9
56 7.1 2.3 1.5 10.7 0.9
65 6.5 2.1 1.4 9.3 0.8
84 6.4 2.0 1.4 9.1 0.8
73 6.3 2.0 1.4 8.9 0.7
23 6.0 1.9 1.4 8.3 0.7
25 4.7 1.5 1.2 5.7 0.5
ASSUMPTION (field check suggests this is reasonable)
* Volume (ft3)= plan view surface area of boulder (ft2)times radius (ft) boulders are typically placed lying flat; thinnest dimension is vertical PG CC 10/4/23
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CATEGORIES
Weight Class # of Boulders in SampleWeight of Class % By Weight of Total Sample 8+ Tons 2 17 6%
5 to 7 Tons 7 42 14%
4 to 5 Tons 5 21 7%
3 to 4 Tons 14 46 16%
2 to 3 Tons 32 80 27%
1 to 2 Tons 54 81 28%

0.5 to 1 Ton 8 6 2%
Total 122 293
By Weight the Mean Boulder Size is about 2.75 Tons
By Number of Boulders Mean Boulder Size is about 2 Tons Note than many boulders less than 0.5 Tons were NOT included in sample PG CC 10/4/23
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Rip-Rap Sizing and Stability
Lovers Point Pier Repair
Date: Oct 2022
Job #: M11897
By: AK
Stability of Rubble Structures
Notes:
1) Analysis is based on Chapter 7.III.7 pg. 7-202 of Shore Protection Manual Volume II by Army Corps of Engineers (1984) 2) H taken from WRUP
Description of Terms:

W (lb) Weight in pounds of an individual armor unit in the primary cover w r (pcf) Unite weight of armor units (limestone & granite =~165pcf) H (ft.) Design wave height (from WRUP analysis)
S r Specific weight of armor unit, relative to the water at the site (wr / ww) w w (pcf) Unit weight of water (seawater = 64 pcf)
θ ( ˚) Angle of structure slope measured from horizontal in degrees K D Stability coefficient (table 7-8)
SECTION A, Scour Profile
w r (pcf) 165.0
S r 2.6
w w (pcf) 64.0
θ ( ˚) 6.0 ~10H:1V
K D 2.0
Section A, Method: Calculate Maximum Breaking Wave Height Given Wave Period Reduced wave height to account for waves braking outside and rolling in as whitewater Year SWL (ft) H (ft.) W (lb) W (ton) Year SWL (ft) H (ft.) W (lb) W (ton) 2022 9.9 15.5 8,216 4.1 2022 9.9 8.463 1,337 0.7
2072 11.7 17.3 11,423 5.7 2072 11.7 9.4458 1,859 0.9
Section A, Method: User Specifeid Deep Water Wave Height: Wave Heights From Swan Analysis Year SWL (ft) H (ft.) W (lb) W (ton)
2022 9.9 14.4 6,588 3.3
2072 11.7 14.4 6,588 3.3
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APPENDIX D

COASTAL AND GEOTECHNICAL ENGINEERING FIELD EXPLORATION

FOR UPPER AND LOWER DECK
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DRILLED HOLE 1 (DH-1) “UPPER DECK” 4-5-2022
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DRILLED HOLE 2 “UPPER DECK” (DH-2) 4-5-2022
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DRILLED HOLE 2 “UPPER DECK” (DH-2) 4-5-2022
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COMPARING FINDINGS WITH OBSERVATIONS OF EXTERIOR
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DRILLED HOLE 3 (DH-3) “LOWER DECK” 4-6-2022
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CORE HOLE (CH-2) UPPER DECK 4-7-2022
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CORE HOLE 3 (CH-3) LOWER DECK
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CORE C-2-3 UPPER DECK DEPTH = 40 INCHES
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CORE C-2-4 UPPER DECK DEPTH = 67.5 INCHES
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CORE C-2-5 UPPER DECK DEPTH = 40 INCHES
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CORE C-2-6 UPPER DECK DEPTH = 75 INCHES
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CORE C-2-7 UPPER DECK DEPTH 89 INCHES
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CORE C-3-2 LOWER DECK DEPTH = 22 INCHES
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CORE C-3-3 LOWER DECK DEPTH = 38 INCHES
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CORE C-3-4 LOWER DECK DEPTH = 45 INCHES
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CORE C-3-5 LOWER DECK DEPTH = 52 INCHES
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CORE C-3-7 LOWER DECK DEPTH = 59 INCHES
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CORE C-3-8 LOWER DECK DEPTH = 83 INCHES
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Clients Project No:

Design Strength (psi):

1.44 1.63

2.87 3110
2 Average Compressive Strength (psi): 3110
Cross-Sectional Area (in2):

Length (in):

Total Load (lbs.):

Compressive Strength (psi):

Type of Break (C39 - Fig. 2):

Date Tested:

Time Tested:

Age at Test (days):

Ave. Diameter (in.):
5,070
10:01 AM
5 Sulfur Caps - C617
Test Date : 4/11/2022
Cored By:

Sample C-21: Diameter is 1.44", Uncut length is 4.01", no cutes grooves or voids in core.

N/A
4/12/2022
Cored Date: Notes:

Sampling Method Used:

Sample No:

COMPRESSIVE STRENGTH
Lovers Point Pier
Project No: 16129.26
Project:

ASTM C39
Sample Set No: C-21 Sample Type: 1" cylinder
HKA
Cylinder Capping Method Used:
4/7/2022
Date:

Client:

ASTM C42
HKA
Sample Location/Notes Lovers Point Pier - C21
April 11, 2022
11897.1 Material Type:

Chris Johnson - Supervising Engineer
Pacific Crest Engineering.

Tested By - Brian Apolinario Date Issued
Results relate only to the items inspected or tested. This report shall not be reproduced, except in full, without the proper written approval of The above samples and tests performed are in compliance with the approved project plans and specifications.

Worksheet: W22 Page 1 of 1 Rev. 1120
4/12/22
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Clients Project No:

Design Strength (psi):

ASTM C42
Chris Johnson - Supervising Engineer
Pacific Crest Engineering.

Tested By - Brian Apolinario Date Issued
Results relate only to the items inspected or tested. This report shall not be reproduced, except in full, without the proper written approval of The above samples and tests performed are in compliance with the approved project plans and specifications.

HKA
Sample Location/Notes Lovers Point Pier - C21
Sample No: 1
Cylinder Capping Method Used:
4/7/2022
Sampling Method Used:

COMPRESSIVE STRENGTH
Lovers Point Pier
Project No: 16129.26
Project:

ASTM C39
Date: April 11, 2022
Client:

Sample Set No: C-22 Sample Type: 1" cylinder
HKA
11897.1 Material Type: Masonry
Time Tested: 10:01 AM
5 Sulfur Caps - C617
Test Date : 4/12/2022
Cored By:

Sample C-22: Diameter is 1.45", Uncut Length is 6.34",sample has some large aggregate within it. No voids.

N/A
4/12/2022
Cored Date: Notes:

Date Tested:

Age at Test (days):

Ave. Diameter (in.):
7370
2 Average Compressive Strength (psi): 7370
Cross-Sectional Area (in2):

Length (in):

Total Load (lbs.):

Compressive Strength (psi):

Type of Break (C39 - Fig. 2):
12,170

1.45 1.65

2.82 Worksheet: W22 Page 1 of 1 Rev. 1120
4/14/22
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Clients Project No:

Design Strength (psi):

ASTM C42
Chris Johnson - Supervising Engineer
Pacific Crest Engineering.

Tested By - Brian Apolinario Date Issued
Results relate only to the items inspected or tested. This report shall not be reproduced, except in full, without the proper written approval of The above samples and tests performed are in compliance with the approved project plans and specifications.

HKA
Sample Location/Notes Lovers Point Pier - C21
Sample No: 1
Cylinder Capping Method Used:
4/7/2022
Sampling Method Used:

COMPRESSIVE STRENGTH
Lovers Point Pier
Project No: 16129.26
Project:

ASTM C39
Date: April 11, 2022
Client:

Sample Set No: C-31 Sample Type: 1" cylinder
HKA
11897.1 Material Type: Masonry
Time Tested: 10:01 AM
5 Sulfur Caps - C617
Test Date : 4/13/2022
Cored By:

Sample C-31: Diameter 1.37", Uncut Length 9.54", 3/8" - 1/2" Agg. Present. Sample to be cut 2.74" from top
N/A
4/13/2022
Cored Date: Notes:

Date Tested:

Age at Test (days):

Ave. Diameter (in.):
3190
3 Average Compressive Strength (psi): 3190
Cross-Sectional Area (in2):

Length (in):

Total Load (lbs.):

Compressive Strength (psi):

Type of Break (C39 - Fig. 2):
4,700

1.37 1.47

2.82 Worksheet: W22 Page 1 of 1 Rev. 1120
4/14/22
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Clients Project No:

Design Strength (psi):

ASTM C42
Chris Johnson - Supervising Engineer
Pacific Crest Engineering.

Tested By - Brian Apolinario Date Issued
Results relate only to the items inspected or tested. This report shall not be reproduced, except in full, without the proper written approval of The above samples and tests performed are in compliance with the approved project plans and specifications.

HKA
Sample Location/Notes Lovers Point Pier - C21
Sample No: 1
Cylinder Capping Method Used:
4/7/2022
Sampling Method Used:

COMPRESSIVE STRENGTH
Lovers Point Pier
Project No: 16129.26
Project:

ASTM C39
Date: April 11, 2022
Client:

Sample Set No: C-36 Sample Type: 1" cylinder
HKA
11897.1 Material Type: Masonry
Time Tested: 10:01 AM
5 Sulfur Caps - C617
Test Date : 4/13/2022
Cored By:

Sample C-36: Diameter 1.44", Uncut Length 7.31", Various 3/8" - 3/4" Agg. Present. Some Voids.

N/A
4/13/2022
Cored Date: Notes:

Date Tested:

Age at Test (days):

Ave. Diameter (in.):
4370
3 Average Compressive Strength (psi): 4370
Cross-Sectional Area (in2):

Length (in):

Total Load (lbs.):

Compressive Strength (psi):

Type of Break (C39 - Fig. 2):
7,120

1.44 1.63

2.83 Worksheet: W22 Page 1 of 1 Rev. 1120
4/14/22
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HARO, KASUNICH & ASSOCIATES, INC.

GEOTECHNICAL AND COASTAL ENGINEERS
116 E. LAKE AVENUE, WATSONVILLE, CA 95076
(831) 722-4175
SCALE:

DATE:

DRAWN BY:

REVISED: JOB NO. SHEET NO.

OCT 2022
M11897
Pacific Grove
Monterey County
Lovers Point Pier
SCALE: DRAWN BY: AK
FIGURE NO. D-1

DRILLING SITE PLAN
NTS
NOTES:

1. BASE MAP FROM GOOGLE EARTH 2020
KEY: = CORING LOCATION
C-#
C-2 C-3
= DRILLING LOCATION
D-#
D-1
D-2
D-3
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PRIMARY DIVISIONS SECONDARY DIVISIONS GWGP GMGCSWSPSMSCML CL OL MHCHOHPt GROUP SYMBOL GRAVEL SAND SILTS AND CLAYES SILTS AND CLAYES HIGHLY ORGANIC SOILSCLEAN GRAVELS (LESS THAN 5% FINES) GRAVEL WITH FINES CLEAN SANDS (LESS THAN 5% FINES) SANDS WITH FINES MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES. POORLY GRADED GRAVELS OR GRAVEL-SAND MIXTURES, LITTLE OR NO SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES, NON-PLASTIC FINES CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES, PLASTIC FINES. WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES. POORLY GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES. SILTY SANDS, SAND-SILT MIXTYRES, NON-PLASTIC FINES. CLAYEY SANDS, SAND-CLAY MIXTYRES, PLASTIC FINES. INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY. SANDY CLAYS, SILTY CLAYS, LEAN CLAYS. ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY. INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS. INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS. ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS. PEAT AND OTHER HIGHLY ORGANIC SOILS. FINES. LIQUID LIMIT LESS THAN 50% LIQUID LIMIT GREATER THAN 50%

MORE THAN HALF OF MATERIAL IS
LARGER THAN NO. 200 SIEVE SIZE

COARSE GRADED SOILS FINE GRADED SOILS

MORE THAN HALF OF

MATERIAL IS SMALLER THAN
NO. 200 SIEVE SIZE U.S. STANDARD SERIES SIEVE GRAIN SIZES CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4" 2" 12" SAND GRAVEL SILTS AND CLAYS FINE MEDIUM COARSE FINE COARSE COBBLES BOULDERS RELATIVE DENSITY CONSISTENCY SAMPLING METHOD WATER SANDS AND GRAVELS BLOWS PER FOOT* SILTS AND CLAYS STRENGTH (TSF)** BLOWS PER FOOT* STANDARD PENETRATION TEST MODIFIED CALIFORNIA PITCHER BARREL SHELBY TUBE BULK VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE 0 - 4 4 - 10 10 - 30 30 - 50 OVER 50 VERY SOFT SOFT FIRM STIFF VERY STIFF HARD 0 - 1/4 1/4 - 1/2 1/2 - 1 1 - 2 2 - 4 OVER 4 0 - 2 2 - 4 4 - 8 8 - 16 16 - 32 OVER 32 BSPMCT FINAL INITIAL WATER LEVEL DESIGNATION FIGURE NO. D-2KEY TO LOGS NTS HARO, KASUNICH & ASSOCIATES, INC. GEOTECHNICAL AND COASTAL ENGINEERS 116 E. LAKE AVENUE, WATSONVILLE, CA 95076 (831) 722-4175 SCALE: DATE: DRAWN BY: REVISED: JOB NO. SHEET NO. OCT 2022 M11897 Pacific Grove Monterey County Lovers Point Pier SCALE: DRAWN BY: AK PG CC 10/4/23
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Concrete 1/4" to 1/2" angular gravels, good
matrix with hard cementitious material,
solid concrete
Same as above but weaker
Concrete with granite gabion or riprap, poor
matrix, weak or punky cementitious material
Hard granite riprap or bedrock
Bottom of borehole at 7.5 feet.

C-2-1
C-2-2
C-2-3
C-2-4
C-2-5
C-2-6
C-2-7
NOTES
GROUND ELEVATION 14 ft

LOGGED BY TA
DRILLING METHOD Coring
HOLE SIZE 2"
DRILLING CONTRACTOR HKA GROUND WATER LEVELS:

CHECKED BY MC
DATE STARTED 4/7/22 COMPLETED 4/7/22
AT TIME OF DRILLING --- AT END OF DRILLING --- AFTER DRILLING --- DEPTH (ft)

0.0 2.5

5.0 7.5 GRAPHIC LOG

MATERIAL DESCRIPTION SAMPLE TYPE NUMBER PLASTIC LIMIT LIQUID SAND LIMIT % GRAVEL % DRY UNIT WT. (pcf) MOISTURE CONTENT (%) COHESION (psf)

ATTERBERG
LIMITS
SIEVE
ANALYSIS Phi USCS (deg) PLASTICITY FINES INDEX
%
CORING NUMBER C-2
Figure No.: 3
PROJECT NAME Lovers Point Pier Interim Repair
PROJECT LOCATION Pacific Grove, California
CLIENT City of Pacific Grove
PROJECT NUMBER M11897
GEOTECH BH COLUMNS - GINT STD US.GDT - 10/28/22 16:30 - H:\PROJECTS\11000S\11897 FOLDER, LOVERS POINT PIER FAILURE, CITY OF PACIFIC GROVE PUBLIC WORKS DEPT\APPENDIX\11897 BLOGS FINAL 10-28-22, FIG 3 - 7.GPJ Haro, Kasunich and Associates, Inc.

COMPRESSIVE

STRENGTH
(psi)
3,110
7,370
PG CC 10/4/23
327 of 375
Concrete, 1/4" to 1/2" angular gravel fair, matrix,
some voids, fair to poor cementitious material,
"solid concrete"
Same as above but weaker
(GP) Granite riprap or gabion size rock
Concrete, 1/4" to 3/4" angular gravel, fair matrix,
fair cementitious material
Concrete bonded to gabion or riprap size
granite, good concrete matrix, 1/4" to 3/4"
gravel, hard cementitious material
Concrete, 1/4" to 3/4" angular gravel, fair matrix,
some voids, fair cementitious material
Cement bonded to granite gabion or riprap, fair
matrix, fair cementitious material
Native granite bedrock formation
Bottom of borehole at 7.5 feet.

C-3-1
C-3-2
C-3-3
C-3-4
C-3-5
C-3-6
C-3-7
C-3-8
GP
NOTES
GROUND ELEVATION 8 ft

LOGGED BY TA
DRILLING METHOD Coring
HOLE SIZE 2"
DRILLING CONTRACTOR HKA GROUND WATER LEVELS:

CHECKED BY MC
DATE STARTED 4/7/22 COMPLETED 4/7/22
AT TIME OF DRILLING --- AT END OF DRILLING --- AFTER DRILLING --- DEPTH (ft)

0.0 2.5

5.0 7.5 GRAPHIC LOG

MATERIAL DESCRIPTION SAMPLE TYPE NUMBER PLASTIC LIMIT LIQUID SAND LIMIT % GRAVEL % DRY UNIT WT. (pcf) MOISTURE CONTENT (%) COHESION (psf)

ATTERBERG
LIMITS
SIEVE
ANALYSIS Phi USCS (deg) PLASTICITY FINES INDEX
%
CORING NUMBER C-3
Figure No.: 4
PROJECT NAME Lovers Point Pier Interim Repair
PROJECT LOCATION Pacific Grove, California
CLIENT City of Pacific Grove
PROJECT NUMBER M11897
GEOTECH BH COLUMNS - GINT STD US.GDT - 10/28/22 16:30 - H:\PROJECTS\11000S\11897 FOLDER, LOVERS POINT PIER FAILURE, CITY OF PACIFIC GROVE PUBLIC WORKS DEPT\APPENDIX\11897 BLOGS FINAL 10-28-22, FIG 3 - 7.GPJ Haro, Kasunich and Associates, Inc.

COMPRESSIVE

STRENGTH
(psi)
3,190
4,370
PG CC 10/4/23
328 of 375
Grey, cement, sand, gravel, fine to coarse grain,
quartz "concrete"
(SW) White sand, fine to coarse grain, quartz,
granite pieces, "granite and concrete," easier
drilling
Concrete and grainte rubble, harder drilling
Hard granite riprap or bedrock
Bottom of borehole at 9.5 feet.

SW
NOTES
GROUND ELEVATION 14 ft

LOGGED BY TA
DRILLING METHOD Percussion Drilling
HOLE SIZE 2"
DRILLING CONTRACTOR Sunstone Construction GROUND WATER LEVELS:

CHECKED BY MC
DATE STARTED 4/5/22 COMPLETED 4/5/22
AT TIME OF DRILLING --- AT END OF DRILLING --- AFTER DRILLING --- DEPTH (ft)

0.0 2.5

5.0 7.5 GRAPHIC LOG

MATERIAL DESCRIPTION SAMPLE TYPE NUMBER PLASTIC LIMIT LIQUID SAND LIMIT % GRAVEL % DRY UNIT WT. (pcf) MOISTURE CONTENT (%) COHESION (psf)

ATTERBERG
LIMITS
SIEVE
ANALYSIS Phi USCS (deg) PLASTICITY FINES INDEX
%
BORING NUMBER DH-1
Figure No.: 5
PROJECT NAME Lovers Point Pier Interim Repair
PROJECT LOCATION Pacific Grove, California
CLIENT City of Pacific Grove
PROJECT NUMBER M11897
GEOTECH BH COLUMNS - GINT STD US.GDT - 10/28/22 16:30 - H:\PROJECTS\11000S\11897 FOLDER, LOVERS POINT PIER FAILURE, CITY OF PACIFIC GROVE PUBLIC WORKS DEPT\APPENDIX\11897 BLOGS FINAL 10-28-22, FIG 3 - 7.GPJ Haro, Kasunich and Associates, Inc.

COMPRESSIVE

STRENGTH
(psi)
PG CC 10/4/23
329 of 375
Grey sand, gravel, cement, quartz " concrete"
White and grey sand, fine to coarse grain,
quartz and gravel, concrete and granite riprap or
gabion rock, easier drilling
Grey white sand, quartz, fine to coarse grain,
"concrete and riprap or gabion rock," harder
drilling
Grey coarse sand, quartz, feldspar, mica, native
granite bedrock or riprap
Bottom of borehole at 11.0 feet.

NOTES
GROUND ELEVATION 14 ft

LOGGED BY TA
DRILLING METHOD Percussion Drilling
HOLE SIZE 2"
DRILLING CONTRACTOR Sunstone Construction GROUND WATER LEVELS:

CHECKED BY MC
DATE STARTED 4/5/22 COMPLETED 4/5/22
AT TIME OF DRILLING --- AT END OF DRILLING --- AFTER DRILLING --- DEPTH (ft)

0.0 2.5

5.0 7.5

10.0 GRAPHIC LOG

MATERIAL DESCRIPTION SAMPLE TYPE NUMBER PLASTIC LIMIT LIQUID SAND LIMIT % GRAVEL % DRY UNIT WT. (pcf) MOISTURE CONTENT (%) COHESION (psf)

ATTERBERG
LIMITS
SIEVE
ANALYSIS Phi USCS (deg) PLASTICITY FINES INDEX
%
BORING NUMBER DH-2
Figure No.: 6
PROJECT NAME Lovers Point Pier Interim Repair
PROJECT LOCATION Pacific Grove, California
CLIENT City of Pacific Grove
PROJECT NUMBER M11897
GEOTECH BH COLUMNS - GINT STD US.GDT - 10/28/22 16:30 - H:\PROJECTS\11000S\11897 FOLDER, LOVERS POINT PIER FAILURE, CITY OF PACIFIC GROVE PUBLIC WORKS DEPT\APPENDIX\11897 BLOGS FINAL 10-28-22, FIG 3 - 7.GPJ Haro, Kasunich and Associates, Inc.

COMPRESSIVE

STRENGTH
(psi)
PG CC 10/4/23
330 of 375
Grey sand, cement and gravel, fine to coarse
grain "concrete"
Grey white sand, gravel, quartz cement, fine to
coarse grain, concrete and granite riprap or
gabion rock, easier drilling
Grey white sand, gravel, quartz cement, fine to
coarse grain, concrete and granite riprap or
gabion rock, harder drilling
Grey and white and black, sand fine to coarse
grain, quartz, mica, feldspar, native granite
bedrock
Bottom of borehole at 9.0 feet.

NOTES
GROUND ELEVATION 8 ft

LOGGED BY TA
DRILLING METHOD Percussion Drilling
HOLE SIZE 2"
DRILLING CONTRACTOR Sunstone Construction GROUND WATER LEVELS:

CHECKED BY MC
DATE STARTED 4/6/22 COMPLETED 4/6/22
AT TIME OF DRILLING --- AT END OF DRILLING --- AFTER DRILLING --- DEPTH (ft)

0.0 2.5

5.0 7.5 GRAPHIC LOG

MATERIAL DESCRIPTION SAMPLE TYPE NUMBER PLASTIC LIMIT LIQUID SAND LIMIT % GRAVEL % DRY UNIT WT. (pcf) MOISTURE CONTENT (%) COHESION (psf)

ATTERBERG
LIMITS
SIEVE
ANALYSIS Phi USCS (deg) PLASTICITY FINES INDEX
%
BORING NUMBER DH-3
Figure No.: 7
PROJECT NAME Lovers Point Pier Interim Repair
PROJECT LOCATION Pacific Grove, California
CLIENT City of Pacific Grove
PROJECT NUMBER M11897
GEOTECH BH COLUMNS - GINT STD US.GDT - 10/28/22 16:30 - H:\PROJECTS\11000S\11897 FOLDER, LOVERS POINT PIER FAILURE, CITY OF PACIFIC GROVE PUBLIC WORKS DEPT\APPENDIX\11897 BLOGS FINAL 10-28-22, FIG 3 - 7.GPJ Haro, Kasunich and Associates, Inc.

COMPRESSIVE

STRENGTH
(psi)
PG CC 10/4/23
331 of 375

SHEET INDEX

LOVERS POINT PIER BAND-AID REPAIR

CITY OF PACIFIC GROVE LOVERS POINT PARK
APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 A.P.N. : 006-155-099 3.06 Acres

PROJECT
SITE:

SITE
Moses Cuprill, C.E. 78904
HARO, KASUNICH & ASSOCIATES, INC.
116 East Lake
Watsonville, CA 95076
(831)722-4175

CITY OF PACIFIC GROVE
Public Works Department
Attn: Daniel Gho, Public Works Director/
Deputy City Manager
2100 Sunset Drive
Pacific Grove, CA 93950
(831) 648-5722
Plan Preparers:

Prepared for:

OWNER: CITY OF PACIFIC GROVE

LOVERS POINT PARK
OCEAN VIEW BLVD.,
PACIFIC GROVE, CA 93950

VICINITY MAP

USGS TOPOGRAPHIC MAP

NO SCALE
OBLIQUE AERIAL PHOTOGRAPH FROM 2021
OBLIQUE AERIAL PHOTOGRAPH FROM 2021 SHOWING PIER DAMAGE NO SCALE

NO SCALE

PROJECT DATA
SHEET 1 - TITLE SHEET
SHEET 2 - OBLIQUE AERIAL PHOTOS
SHEET 3 - STAGING AND ACCESS PLAN
SHEET 4 - EXISTING CONDITIONS
SHEET 5 - REPAIR SITE PLAN AND SECTIONS
SHEET 6 - EXISTING CROSS SECTIONS A & B
SHEET 7 - EXISTING CROSS SECTIONS C & D
SHEET 8 - FASCIA PATCH AND SLAB DETAILS
SHEET 9 - FOOTING AND SLAB DETAILS
SHEET 10 - GUARD AND HANDRAIL DETAILS
SHEET 11 - STRUCTURAL NOTES
SHEET 12 - GENERAL NOTES
SHEET 13 - CONSTRUCTION MANAGEMENT
& BEST MANAGEMENT PLAN PROVISIONS
SHEET 14 - SPECIAL INSPECTION NOTES
SITE
Date
Scale
Job
Drawn
MF
Sheet 1
REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 03-13-2023
OF 14 SHEETS

AS SHOWN
11897 TITLE SHEET LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 100% PLANS
PG CC 10/4/23
332 of 375
Date
Scale
Job
Drawn
MF
Sheet 2
REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 OBLIQUE AERIAL PHOTOS 03-13-2023
OF 14 SHEETS

AS SHOWN
OBLIQUE AERIAL PHOTOGRAPHS FROM MAY 23, 2022 SHOWING AREA NEEDING REPAIR

NO SCALE
11897 LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 100% PLANS
PG CC 10/4/23
333 of 375
ACCESS
ROUTE

WORKING
AREA

CONSTRUCTION

STAGING AREA
Date
Scale
Job
Drawn
MW
Sheet 3
REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 STAGING AND ACCESS PLAN 03-13-2023
OF 14 SHEETS
NTS
11897

CONSTRUCTION ACCESS ROUTE AND STAGING AREA
GOOGLE IMAGE DATE 2/23/2021
NTS LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 100% PLANS
PG CC 10/4/23
334 of 375

LT WALK

SAND BEACH

MEAN HIGH WATER
ELEVATION: 4.63'
(E) ROCK/CONCRETE WALL

MONTEREY BAY
(E) RIPRAP/SAND MEAN HIGH WATER ELEVATION: 4.63'
LIGHT

UTILITY
VAULT
(E) BUILDING
(E) RIP RAP

RIPRAP/SAND
(E) CRACK IN

CONCRETE,

TYPICAL
MEAN HIGH WATER ELEVATION: 4.63'
(E) ROCK/CONCRETE WALL
(E) CONTROL JOINT
(E) JOINT (E) JOINT (E) JOINT (E) JOINT
(E) WHARF

HYDRANT
(E) RAILING
(E) RAILING
Date
Scale
Job
Drawn
MF
Sheet 4
REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 EXISTING CONDITIONS 03-13-2023
OF 14 SHEETS

AS SHOWN
FEET 0 10 20 30 40
CONTOUR INTERVAL = 1 FOOT

ELEVATIONS FOR THIS SURVEY ARE BASED ON A RTK GPS TIE TO NGS BENCHMARK PID:GU-3229 (DESIGNATION 941 3450 TIDAL 3).

ELEVATIONS SHOWN ON THIS MAP ARE IN THE NORTH AMERICAN
VERTICAL DATUM OF 1988 (NAVD88).

BEARINGS FOR THIS SURVEY ARE BASED ON REALTIME KINEMATIC (RTK) GPS READINGS ON TWO CONTROL POINTS SET ONSITE FOR THIS PROJECT.

BACKGROUND IMAGERY IS AN ORTHORECTIFIED PHOTO MOSAIC.

PHOTOGRAMMETRY AND GROUND SURVEY PERFORMED ON MAY 23, 2022.

SURVEY CREATED BY ALPHA LAND SURVEYS, INC. ON JUNE 13 2022. 11897 LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 100% PLANS
PG CC 10/4/23
335 of 375

LT WALK

SAND BEACH

MEAN HIGH WATER
ELEVATION: 4.63'
(E) ROCK/CONCRETE WALL

MONTEREY BAY
(E) RIPRAP/SAND

MEAN HIGH WATER
ELEVATION: 4.63'
LIGHT

UTILITY
VAULT
(E) BUILDING
(E) RIP RAP

RIPRAP/SAND
0 20
0 10
0 40
0 30
0 70
0 60
0 50
0 1 00
0 90
0 80
1 0 0
10 0 20
0 10
0 40
0 30
0 70
0 60
0 50
0 1 00
0 90
0 80
1 0 0
10 (E) CRACK IN

CONCRETE,

TYPICAL
MEAN HIGH WATER ELEVATION: 4.63'
(E) ROCK/CONCRETE WALL
(E) CONTROL JOINT

LIMIT OF

NEW SLAB
(E) JOINT (E) JOINT
(E) JOINT
(E) JOINT
INSTALL NEW 10"

REINFORCED

SHOTCRETE FASCIA

ON WALL FACE
INSTALL NEW 6"

REINFORCED

SHOTCRETE FASCIA

ON WALL FACE
(E) WHARF

HYDRANT

REFORM AND RESURFACE

EXISTING STAIRS TO BE
CODE COMPLIANT. INSTALL

STAINLESS STEEL HANDRAIL
AND GUARD.
(E) RAILING
(E) RAILING

INSTALL
NEW 6"

REINFORCED

SHOTCRETE

FASCIA ON

WALL FACE

INFILL DOORWAY IN

STAIRWELL WALL &

REPAIR & RESURFACE

WALLS TO MATCH

ADJACENT EXISTING
WALLS
3'
3'
INSTALL NEW 6"

REINFORCED

SHOTCRETE FASCIA

ON WALL FACE

INSTALL NEW GUARD

INSTALL NEW GUARD
(N) HANDRAIL LIMITS

REMOVE AND
REPLACE WITH 6"
FASCIA
6" FASCIA
LIMITS

REPLACE UPPER DAMAGED

CONCRETE SECTION WITH

NEW CONCRETE FOOTING

AND INSTALL NEW GUARD
END 6" FASCIA /
BEGIN 10" FASCIA
0SECTION B

SECTION D
40 0 30
1 10
0 40
30 60
0 50

SECTION C
1 00
0 80
0 20
0 0
50 0 70
0 60
0 0
.94

1.06 0 SECTION A
0 0
20 0
10 END 10"

FASCIA /
BEGIN 6"
FASCIA
(N) CONTROL

JOINT, TYPICAL
BEGIN 6"
FASCIA
BEGIN 6"
FASCIA
BEGIN 6"
FASCIA
(N) HANDRAIL LIMITS
(N) HANDRAIL LIMITS
1 2% CROSS SLOPE
1 2% CROSS SLOPE
1% CROSS SLOPE
(N) HANDRAIL LIMITS

BEGIN (N) GUARD

END (N) GUARD

END (N) GUARD
(N) GUARD LIMITS, PER DETAIL 2 ON
SHEET 10

END (N) GUARD
BEGIN (N) GUARD 3'
3'

2.5'
6"
3'

3.5'

4.5'
INSTALL NEW 7"

MONOLITHIC

TOPPING SLAB OVER

EXISTING SLAB
DEMOLISH EXISTING SLAB 7” DEEP AND
POUR NEW 7” THICK MONOLITHIC SLAB
Date
Scale
Job
Drawn
MF
Sheet 5
REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 REPAIR SITE PLAN AND SECTIONS 03-13-2023
OF 14 SHEETS

AS SHOWN
FEET
0 10 20 30 40
11897 LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 APPROXIMATE HANDRAIL AND GUARD QUANTITIES:
(N) HANDRAIL = 45± LINEAR FEET
(N) GUARD = 257± LINEAR FEET
100% PLANS
PG CC 10/4/23
336 of 375
-10
0 10
20 -10
0 10
20 0
20 40 60 80 100

ELEVATION
FEET
MHTL
MHTL

EXISTING RAILING
25 25

CROSS SECTION A
APPROXIMATE WATER LINE 5-23-2022 RIP RAP

EXISTING VERTICAL CONCRETE WALL

EXISTING VERTICAL

CONCRETE WALL

APPROXIMATE WATER
LINE 5-23-2022

EXISTING CONCRETE

PIER SURFACE

NEW FASCIA

3.5'
3'

NEW FASCIA (TEXTURED TO

MATCH ADJACENT SURFACE)
DEMOLISH EXISTING SLAB 7” DEEP AND
POUR NEW 7” THICK SLAB

2.5'

EXISTING RAILING

SPIRAL REBAR CAGE
2'
10"
6" ID
6" ID
NEW 2'X2.5' GUARD FOOTING
NEW 3'X3.5' GUARD FOOTING
12" 18"
SEE DETAIL C2
ON SHEET 9

SEE DETAIL B
ON SHEET 9
NEW 3'- 6" HIGH GUARD WITH 2" SCHEDULE 80 (OD 2.375")
ROUND ASTM A554 TYPE A316 STAINLESS STEELTOP & BOTTOM
WITH 3/8" DIA VERTICAL SS DOWELS @ 3- 3/4" SPACING. SEE SHEET 8
10"

APPROXIMATE

TOPOGRAPHY

RIP RAP

RIP RAP
(EXTENT

UNKNOWN)

RIP RAP
(EXTENT

UNKNOWN)
?
?

EXISTING PIER

STRUCTURE
-10
0 10
20 0
10 20
0 20 40 60

ELEVATION
FEET
MHTL

CROSS SECTION B
25 APPROXIMATE WATER LINE 5-23-2022

NEW FASCIA

3.5'

SPIRAL REBAR CAGE
6" ID

EXISTING CONCRETE

PIER SURFACE
3' 10"

EXISTING VERTICAL

CONCRETE WALL

EXISTING RAILING
25 18"
NEW 3'- 6" HIGH GUARD WITH 2" SCHEDULE 80 (OD 2.375")
ROUND ASTM A554 TYPE A316 STAINLESS STEELTOP & BOTTOM
WITH 3/8" DIA VERTICAL SS DOWELS @ 3- 3/4" SPACING. SEE SHEET 8

SEE DETAIL B
ON SHEET 9
DEMOLISH EXISTING SLAB 7” DEEP AND
POUR NEW 7” THICK SLAB

EXISTING PIER

STRUCTURE
Date
Scale
Job
Drawn
MF
Sheet 6
REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 EXISTING CROSS SECTIONS A & B 03-13-2023
OF 14 SHEETS
FEET
0 4 8 12 AS SHOWN
11897 LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 100% PLANS
PG CC 10/4/23
337 of 375
-10
0 10
20 -10
0 10
20 0
20 40 60 80 100

SAND/RIP-RAP

RIP-RAP
MHTL

LOWER CONCRETE DECK
MHTL
25 25

CROSS SECTION C
APPROX. WATER LINE
5-23-2022 APPROXIMATE WATER
LINE 5-23-2022

EXISTING CURB

EXISTING RAILING

EXISTING VERTICAL CONCRETE WALL

NEW FASCIA
4'

SPIRAL REBAR CAGE
6" ID

EXISTING RAILING

EXISING CONCRETE

PIER SURFACE

NEW FASCIA (TEXTURED TO

MATCH ADJACENT SURFACE)
DEMOLISH EXISTING SLAB 7" DEEP AND
POUR NEW 7" THICK SLAB

2.5'
2'
6"
6" ID

EXISTING VERTICAL

CONCRETE WALL
3' 6"

RIP-RAP
18" 12"

NEW FASCIA (TEXTURED TO

MATCH ADJACENT SURFACE)

2.5'
2'
6"
6" ID

EXISTING VERTICAL

CONCRETE WALL
12"
ADD NEW 7" THICK TOPPING SLAB
SEE DETAIL C1
ON SHEET 9
SEE DETAIL C2 ON SHEET 9
NEW 3'- 6" HIGH GUARD WITH 2" SCHEDULE 80 (OD 2.375") ROUND ASTM A554 TYPE A316 STAINLESS STEELTOP & BOTTOM WITH 3/8" DIA VERTICAL SS DOWELS @ 3- 3/4" SPACING.

SEE SHEET 8

SAND / RIP

RAP (EXTENT

UNKNOWN)

RIP RAP
(EXTENT

UNKNOWN)
?
?
-10
0 10
20 -10
0 10
20 0
20 40 60 80 100

ELEVATION
FEET

SAND/RIP-RAP

RIP-RAP
MHTL
25 25

CROSS SECTION D

EXISTING VERTICAL CONCRETE WALL

APPROXIMATE WATER
LINE 5-23-2022
SAND

LOWER CONCRETE DECK

EXISTING CURB

NEW FASCIA (TEXTURED TO

MATCH ADJACENT SURFACE)

2.5'
2'
6"
6" ID
12"

EXISTING RAILING

EXISTING CONCRETE

PIER SURFACE

NEW FASCIA (TEXTURED TO

MATCH ADJACENT SURFACE)

2.5'
2'
6"
6" ID

EXISTING VERTICAL
12" CONCRETE WALL
ADD NEW 7" THICK TOPPING SLAB

EXISTING VERTICAL

CONCRETE WALL
NEW 3'- 6" HIGH GUARD WITH 2" SCHEDULE 80 (OD 2.375")
ROUND ASTM A554 TYPE A316 STAINLESS STEELTOP & BOTTOM
WITH 3/8" DIA VERTICAL SS DOWELS @ 3- 3/4" SPACING. SEE SHEET 8
SEE DETAIL C2
ON SHEET 9
SEE DETAIL C2 ON SHEET 9

RIP RAP
(EXTENT

UNKNOWN)
?

RIP RAP
(EXTENT

UNKNOWN)
Date
Scale
Job

AS SHOWN
Drawn
MF
Sheet 7
REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 EXISTING CROSS SECTIONS C & D 03-13-2023
OF 14 SHEETS
FEET
0 4 8 12
11897 LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 100% PLANS
PG CC 10/4/23
338 of 375
Date
Scale
Job
Drawn
MF
Sheet 8
REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 FASCIA PATCH AND SLAB DETAILS 03-13-2023
OF 14 SHEETS

AS SHOWN

CROSS SECTION DETAIL OF NEW

VERTICAL WALL FASCIA - TYPICAL
SCALE: 1"=1'-0"
FASCIA 6" TO 10" THICK AS

INDICATED ON PLAN & CROSS
SECTIONS. TEXTURE TO MATCH
ADJACENT SURFACES.
#3 CHROMX 4100 "L" BARS ON
24"X24" GRID - TYPICAL
18"
1/2" DRILLED HOLE WITH EPOXY
12"

EXISTING

CONCRETE

AND GROUTED

ROCK MIXTURE
#3 CHROMX 4100 BARS ON 12" OC

BOTH WAYS - TYPICAL
#3 CHROMX 4100 "L" BARS
ON 24"X24" GRID - TYPICAL
18"
1/2" DRILLED HOLE WITH EPOXY
12"

EXISTING CONCRETE

AND GROUTED ROCK

MIXTURE
#4 CHROMX 4100 BARS ON 12" OC

BOTH WAYS - TYPICAL

CONCRETE PIER SURFACE

EXISTING CONCRETE SLAB

THICKNESS VARIES

CROSS SECTION DETAIL OF NEW

CONCRETE TOPPING SLAB ON LOWER

PIER - TYPICAL

NEW CONCRETE TOPPING

SLAB OVERLAYING LOWER

PIER SURFACE (WHERE

INDICATED ON PLAN)
11897 LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 #3 CHROMX 4100 "L" BARS ON 24"X24" GRID - TYPICAL
18"
1/2" DRILLED HOLE WITH EPOXY
12"
#4 CHROMX 4100 BARS ON 12" OC

BOTH WAYS - TYPICAL

NEW CONCRETE PIER SURFACE

CROSS SECTION DETAIL OF NEW

CONCRETE SLAB ON UPPER PIER -

TYPICAL

NEW CONCRETE SLAB (DEMOLISH
UPPER 7" OF EXISTING UPPER PIER

SLAB AND REPLACE WITH NEW SLAB

WHERE INDICATED ON PLAN)

EXISTING CONCRETE

AND GROUTED ROCK

MIXTURE
SCALE: 1"=1'-0"
EPOXY
1" X 1/4" SAWCUT FILLED WITH

SEMI-RIGID EPOXY RESIN FILLER
#4 CHROMX 4100 REBAR
(E) SLAB (N) SLAB
(E) SLAB AND (N) SLAB

CONNECTION DETAIL
SCALE: 1"=1'-0"
2'
1" X 1/4" SAWCUT FILLED WITH
SEMI-RIGID EPOXY RESIN FILLER.

CONTROL JOINT LOCATION AS
INDICATED ON PLAN.
(N) MONOLITHIC SLAB,

TO BE BROOM FINISHED
7"
7"
(N) SLAB CONTROL JOINT
DETAIL
SCALE: 1"=1'-0"
SCALE: 1"=1'-0"
DETAIL 1
DETAIL 2
DETAIL 4
DETAIL 3
DETAIL 5
(N) MONOLITHIC SLAB,

TO BE BROOM FINISHED
100% PLANS
PG CC 10/4/23
339 of 375
Date
Scale
Job
Drawn
MF
Sheet 9
REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 FOOTING AND SLAB DETAILS 03-13-2023
OF 14 SHEETS

AS SHOWN
SCALE: 1"=1'-0"
NEW 10" THICK FASCIA

3.5'
NEW 42" HIGH GUARD
6" ID 316 SS SLEEVE
3'
10"

DETAIL B
4'

2.5'
2'
6"
3' 6"
DETAIL C1
DETAIL C2

EXISTING CONCRETE PIER SURFACE
DEMOLISH EXISTING SLAB 7" DEEP AND
POUR NEW 7" THICK SLAB

EXISTING VERTICAL CONCRETE WALL
NEW 3'H x 3.5'W GUARD FOOTING.

DEMOLISH EXISTING STRUCTURE
TO ACCOMMODATE NEW FOOTING.

FILL SLEEVE WITH MARINE GRADE

ELASTOMERIC FILLER
NEW 6" THICK FASCIA (TEXTURED TO

MATCH ADJACENT SURFACE)
NEW 42" HIGH GUARD

EXISTING CONCRETE PIER SURFACE
DEMOLISH EXISTING SLAB 7" DEEP AND
POUR NEW 7" THICK SLAB

EXISTING VERTICAL CONCRETE WALL
NEW 2'H x 2.5'W GUARD FOOTING.

DEMOLISH EXISTING STRUCTURE
TO ACCOMMODATE NEW FOOTING.

FILL SLEEVE WITH MARINE GRADE

ELASTOMERIC FILLER
NEW 42" HIGH GUARD

EXISTING CONCRETE PIER SURFACE
DEMOLISH EXISTING SLAB 7" DEEP AND
POUR NEW 7" THICK SLAB
NEW 6" THICK FASCIA
NEW 12" DIA 4" PITCH SPIRAL #3 CHROMX
4100 REBAR CAGE

EXISTING VERTICAL CONCRETE WALL
NEW 3'H x 4'W GUARD FOOTING.

DEMOLISH EXISTING STRUCTURE TO
ACCOMMODATE NEW FOOTING.

FILL SLEEVE WITH MARINE GRADE
ELASTOMERIC FILLER 18"
12"
18"
6" ID 316 SS SLEEVE
6" ID 316 SS SLEEVE
NOTES:

1. CONTINUOUSLY FILLET WELD TYPE A316 STAINLESS STEEL SLEEVE TO UPPER AND LOWER

SLEEVE COLLARS

2. VERTICAL GUARD POSTS TO BE CONTINUOUS AND PENETRATE BOTH SLEEVE COLLARS.

3. GUARD POSTS AND CAP TO BE 2" SCHEDULE 80 (OD 2.375") ASTM A554 TYPE A316 STAINLESS STEEL

4. GUARD TO HAVE VERTICAL 1
2" BARS AT 4 INCH OC BETWEEN RAILING CAP AND LOWER
HORIZONTAL RAILING BAR 3.5 INCHES ABOVE CONCRETE SURFACE.

5. SAW CUT REMOVED AREAS OF DEMOLISHED CONCRETE TO PREVENT CRACKING OF ADJACENT CONCRETE WORK TO REMAIN IN PLACE.

6. DOWEL NEW FOOTINGS TO EXISTING GROUTED ROCK AND CONCRETE AS DIRECTED BY ENGINEER DURING CONSTRUCTION.
#4 CHROMX 4100 REINFORCING BAR
@ 12" O. C. BOTH WAYS WITH
STANDARD HOOKS @ ENDS
NEW 12" DIA 4" PITCH SPIRAL #3 CHROMX
4100 REBAR CAGE
#4 CHROMX 4100 REINFORCING BAR
@ 12" O. C. BOTH WAYS WITH
STANDARD HOOKS @ ENDS
NEW 12" DIA 4" PITCH SPIRAL #3 CHROMX
4100 REBAR CAGE
#4 CHROMX 4100 REINFORCING BAR
@ 12" O. C. BOTH WAYS WITH
STANDARD HOOKS @ ENDS
11897 LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 939503.5' 2'-3"

2.4'

1.9'

3.5'

3.5'
100% PLANS
PG CC 10/4/23
340 of 375
8'-5 1
4 " (TEN 11-1/4" TREADS)
EXISTING LANDING EL 1.52
4"
EL 1.5
ADD NEW 7" THICK TOPPING SLAB
EL 8.47

EXISTING LOWER
CONCRETE DECK EL 7.87

NEW FASCIA (TEXTURED TO

MATCH ADJACENT SURFACE)

1.5" ROUND SCHEDULE 80 (OD 1.90")
ASTM A554 TYPE A316 STAINLESS

STEEL HANDRAIL ON INSIDE
STAIRWAY WALL @ 34" MIN TO 38"

MAX ABOVE NOSE OF TREADS
INSTALL 3'- 6" HIGH GUARD WITH 2"
SCHEDULE 80 (OD 2.375") ROUND ASTM
A554 TYPE A316 STAINLESS STEEL TOP &
BOTTOM WITH 1/2" DIA VERTICAL SS
DOWELS @ 3- 3/4" SPACING ALONG EDGE

OF DECK

NEW FASCIA (TEXTURED TO

MATCH ADJACENT SURFACE)
ADD NEW 7" THICK TOPPING SLAB
6'- 4 5/16"
(ELEVEN 6-15/16" RISERS)
EXISTING LOWER CONCRETE DECK EL 7.87
NEW LANDING EL 2.12
#4 CHROMX 4100 REINFORCING BAR @ 12" O. C.

BOTH WAYS WITH STANDARD HOOKS @ ENDS
#4 CHROMX 4100 REINFORCING
BAR @ 12" O. C. BOTH WAYS
WITH STANDARD HOOKS @
ENDS
#4 CHROMX 4100 REINFORCING BAR
@ 12" O. C. BOTH WAYS WITH
STANDARD HOOKS @ ENDS 4"
111
4 " 6
15 16" R=1
2 "
NEW SLAB EL 8.47
3'- 0"

LANDING
NEW LOWER DECK SURFACE EL 8.75
#4 CHROMX 4100 REINFORCING BAR
@ 12" O. C. BOTH WAYS WITH
STANDARD HOOKS @ ENDS
(E) UPPER CONCRETE DECK EL14.19
7'-6" (EIGHT 11-1/4" TREADS)
EXISTING LOWER CONCRETE DECK EL 8.17
ADD NEW 7" THICK TOPPING SLAB
4'- 11-7/16"
(NINE 6-5/8" RISERS)
#4 CHROMX 4100 REINFORCING BAR @ 12" O. C.

BOTH WAYS WITH STANDARD HOOKS @ ENDS

1.5" ROUND SCHEDULE 80 (OD 1.90")
ASTM A554 TYPE A316 STAINLESS

STEEL HANDRAIL ON INSIDE
STAIRWAY WALL @ 34" MIN TO 38"

MAX ABOVE NOSE OF TREADS
INSTALL 3'- 6" HIGH GUARD WITH 2"
SCHEDULE 80 (OD 2.375") ROUND ASTM
A554 TYPE A316 STAINLESS STEEL TOP &
BOTTOM WITH 1/2" DIA VERTICAL SS
DOWELS @ 3- 3/4" SPACING ALONG EDGE

OF DECK
111
4 "
1" TYP

NON-SLIP GROOVES

TO BE TOOLED INTO

WET CONCRETE BY
FINISHER 1/4"W x
1/2" D (TYP FOR ALL
STEPS)
6 5
8 "

AS SHOWN
Date
Scale
Job
Drawn
MF
Sheet 10
REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 GUARD AND HANDRAIL DETAILS 03-13-2023
OF 14 SHEETS

STAIRS TO WATER FROM LOWER DECK
SCALE: 1/2"=1'-0"

STAIRS FROM UPPER PIER SURFACE TO LOWER DECK
SCALE: 1/2"=1'-0"
11897 LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950

REQUIRED SAFETY

SIGNANGE AT UPPER AND

LOWER PIERS
NEW 42" HIGH GUARD ABOVE

WALKING SURFACE AND NOSE

OF TREADS
6" ID 316 SS SLEEVE
3'
18"
NEW 1.5" ROUND SCHEDULE 80 (OD 1.90")
ASTM A554 TYPE A316 STAINLESS STEEL
HANDRAIL @ NOSE OF STAIR TREADS
FILL SCHEDULE 40 - 1/4-INCH WALL
THICKNESS TYPE A316 STAINLESS STEEL

SLEEVE WITH MARINE GRADE

ELASTOMERIC FILLER
SCHEDULE 40 - 1/4-INCH WALL THICKNESS
TYPE A316 STAINLESS STEEL SLEEVE

CONTINUOUS FILLET WELD

CONTINUOUS FILLET WELD

GUARD AND HANDRAIL DETAIL
SCALE: 1"=1'-0"
NEW GUARD WITH 2" SCHEDULE
80 (OD 2.375") ROUND ASTM
A554 TYPE A316 STAINLESS

STEEL TOP AND BOTTOM WITH
1/2" DIA VERTICAL SS DOWELS
@ 3-3/4" SPACING

WALKING SURFACE
NEW 42" HIGH GUARD ABOVE

WALKING SURFACE AND NOSE

OF TREADS
2'
NEW 1.5" ROUND SCHEDULE 80 (OD 1.90")
ASTM A554 TYPE A316 STAINLESS STEEL
HANDRAIL @ NOSE OF STAIR TREADS
8"L X 3/8"DIA TYPE 316

CONCRETE SCREWS

WALKING SURFACE
6"
NEW 6" THICK FASCIA

LOWER PIER GUARD AND HANDRAIL

DETAIL AT LOWER STAIRS
SCALE: 1"=1'-0"

3.5'
NEW GUARD WITH 2" SCHEDULE
80 (OD 2.375") ROUND ASTM
A554 TYPE A316 STAINLESS

STEEL TOP AND BOTTOM WITH
1/2" DIA VERTICAL SS DOWELS
@ 3-3/4" SPACING
4"
8"
8"
4"
DETAIL 1
DETAIL 2
100% PLANS
SCALE: 1/4"=1'-0"
PG CC 10/4/23
341 of 375
Date
Scale
Job
Drawn
MF
Sheet 11
REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 STRUCTURAL NOTES 03-13-2023
OF 14 SHEETS

AS SHOWN

STANDARD HOOKS & DEVELOPMENT LENGTH FOR TENSION BARS
90 DEGREE HOOK
BAR MIN. INSIDE EXTENSION

STRAIGHT
SIZE DIAMETER (IN.) ℓext (IN.)
NO. 3
NO. 4
NO. 5
NO. 6
NO. 7
NO. 8

2.25 3.0

3.75 4.5

5.25 6.0

4.5 6.0

7.5 9.0

10.5 12.0
180 DEGREE HOOK
BAR MIN. INSIDE EXTENSION

STRAIGHT
SIZE DIAMETER (IN.) ℓext (IN.)
NO. 3
NO. 4
NO. 5
NO. 6
NO. 7
NO. 8

2.25 3.0

3.75 4.5

5.25 6.0

2.5 2.5

2.5 3.0

3.5 4.0
ℓdh

BARS IN TENSION
BAR
SIZE
NO. 4
NO. 5
NO. 6
NO. 7

6.5 8.0

9.5 11.0
(IN.)

DEVELOPMENT LENGTH & SPLICE (BARS IN TENSION)
(fy=100 ksi & f'c=4.5 ksi)
(CLEAR SPACING OF BARS OR WIRES BEING DEVELOPED OR LAP SPLICED AT LEAST 2db AND CLEAR COVER AT LEAST db) (fy=80 ksi & f'c=4.5 ksi) ℓd
BAR
SIZE
NO. 4
NO. 5
NO. 6
NO. 7
31 39
47 68
(IN.)

CLASS B SPLICE
ℓd (IN.)

40.5 51.0

61.1 88.5
NO. 3 6.0

5. REBAR EMBEDMENT & EPOXY BONDING
A. HOLE DIMENSIONS
THE ANNULAR SPACE BETWEEN THE REBAR AND HOLE SHOULD BE AS SMALL AS POSSIBLE, YET STILL PROVIDE EASE OF PLACEMENT.

THE MINIMUM DEPTH OF EMBEDMENT SHALL BE AT LEAST 8 INCHES. LOWER STRENGTH MATERIALS IN THE EMBEDMENT ZONE WILL REQUIRE 12 TO 18 INCHES.

B. SURFACE PREPARATION
REBAR MUST BE CLEAN, DRY AND DEGREASED.

DRY DRILLING: VACUUM OR BLOW OUT HOLE USING OIL-FREE COMPRESSED AIR WET DRILLING: WASH OUT HOLE WITH CLEAN WATER TO REMOVE RESIDUE OF DRILLING SLURRY. REMOVE STANDING WATER AND ALLOW THE HOLE(S) TO DRY.

CLEAN OUT DRILLED HOLE WITH A WIRE BRUSH TO ENSURE ALL DEBRIS IS REMOVED, C. MIXING
FOR EASE OF MIXING AND HANDLING, EPOXY SHOULD BE CONDITIONED TO 70°F. FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR MIXING.

D. INSTALLATION
FOR HORIZONTAL SURFACES, TWO METHODS ARE ACCEPTABLE:
1- POUR EPOXY GROUT INTO THE HOLE AND INSERT REBAR AND WORK IT UP AND DOWN. LIGHTLY TAP TO ENSURE COMPLETE EMBEDMENT. 2- INSERT REBAR INTO DRILLED HOLE AND POUR EPOXY GROUT AROUND IT. USE TEMPLATE OR WEDGES IF NECESSARY TO HOLD IN POSITION.

FOR VERTICAL AND OVERHEAD SURFACES:

PLACE EPOXY GROUT INTO DRILLED HOLE WITH HAND OR POWER OPERATED BULK CAULKING GUN WITH LARGE DIAMETER TIP AND POLYETHYLENE EXTENSION TUB. INSERT BOLT, DOWEL OR REBAR AND WORK BACK AND FORTH TO ENSURE COMPLETE EMBEDMENT. POSITION IN PLACE WITH TEMPLATE OR WEDGES IF NECESSARY.

E. CURING
THE CURE TIME IS DEPENDENT UPON THE TEMPERATURE OF THE SUBSTRATE. TO ACCELERATE CURE (VERIFY THIS WITH MANUFACTURER), PRE-HEAT BOLTS TO APPROXIMATELY 150°F (66°C) AT THE TIME OF INSTALLATION AND MAINTAIN ARTIFICIAL HEAT ON BOLT AND SURROUNDING AREA.

PLACEMENT AND COVERAGE: ENSURE THAT REINFORCEMENT AND EMBEDDED ITEMS IN STRUCTURAL WALLS ARE NOT DISTURBING PLACEMENT OF SHOTCRETE/CONCRETE. MINIMUM SHOTCRETE AND CONCRETE COVERAGE TO REINFORCEMENT SHALL BE AS NOTED IN THE DRAWINGS. ARTIFICIAL ROCK FACING SHALL BE 6" TO 10" THICK COLORED & TEXTURED SHOTCRETE.

TESTING: CONCRETE MATERIALS SHALL BE TESTED BY A TESTING AGENCY APPROVED BY THE CITY OF PACIFIC GROVE AND HKA. ONLY TESTED CONCRETE SHALL BE USED. SPECIAL INSPECTION SHALL BE PROVIDED FOR CONCRETE PER CHAPTER 17 OF THE C.B.C. MAINTAIN COMPLETE RECORDS OF PLACED CONCRETE INCLUDING:

DATE, LOCATION, QUANTITY AND TEST SAMPLES TAKEN. TAKE FOUR TEST CYLINDERS OR ONE TEST PANEL FOR SHOTCRETE PER 50 CU YARDS OF CONCRETE PLACED EACH DAY, BUT NO LESS THAN FOUR TEST CYLINDERS OR ONE SHOTCRETE PANEL FOR EACH DAY THAT CONCRETE IS PLACED.

PROTECTION: PROTECT SHOTCRETE AND CONCRETE FROM PREMATURE DRYING, MAINTAINING MINIMAL WATER

LOSS AT A RELATIVELY CONSTANT TEMPERATURE FOR A PERIOD NECESSARY FOR HYDRATION OF CEMENT AND HARDENING OF SHOTCRETE/CONCRETE. IN CASE OF EXPOSURE TO SALT WATER, WASH THE SURFACE TO RECEIVE SHOTCRETE/CONCRETE WITH POTABLE WATER JUST PRIOR TO SHOTCRETE/CONCRETE PLACEMENT.

SHOTCRETE OR GUNITE: PROPORTIONING, MIXING AND PLACEMENT OF SHOTCRETE OR GUNITE SHALL COMPLY WITH ACI 506R. LAPPING OF THE REINFORCING SPLICES ARE PERMITTED IF THE SPACING AT THE REINFORCING IS OPEN ENOUGH TO ALLOW CLEAR, UNOBSTRUCTED ACCESS TO BOTH SIDES OF THE REINFORCING. IF NOT, THE LAPPED BARS SHOULD BE SPACED AT LEAST THREE TIMES THE DIAMETER OF THE LARGEST BAR AT THE SPLICE.

CONTRACTOR SHALL HAVE A MINIMUM OF 5 YEARS EXPERIENCE WITH PROVEN PERFORMANCE RECORD ON SIMILAR TYPE OF PROJECTS, USING THE SAME QUALIFIED NOZZLEMAN, CREW AND EQUIPMENT.

BACKFORMING SHALL NOT BE PERMITTED DUE TO THE PRESENCE OF OVEREXCAVATION OR VOIDS. BACKFORMING COSTS SHALL BE INCLUDED IN THE CONTRACT PRICE. DAMPEN SURFACES TO RECEIVE SHOTCRETE. ALL REBOUND SHOTCRETE MATERIAL SHALL BE COLLECTED AND DISPOSED OF. NO SHOTCRETE MATERIAL SHALL BE DUMPED INTO OCEAN WATER OR LEFT ON BEACH. COVER SHOTCRETE WALL AREAS FOR CURING AND PROTECTION. LAYERS OF SHOTCRETE AND CONSTRUCTION JOINTS TO RECEIVE SHOTCRETE SHALL BE DAMPENED BY POTABLE WATER. IN

CASE OF EXPOSURE TO SALTWATER, WASH UNDERLYING SHOTCRETE SURFACE TO RECEIVE ADDITIONAL SHOTCRETE WITH POTABLE WATER JUST PRIOR TO ADDITIONAL SHOTCRETE PLACEMENT.

1. ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE 2019 CALIFORNIA BUILDING CODE [C.B.C.] AND ANY LOCAL CODE REQUIREMENTS. ALL DETAILS, SECTIONS AND NOTES SHOWN ON DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE, UNLESS OTHERWISE NOTED.

THE CONTRACTOR SHALL RECOGNIZE THAT THE PLANS USED FOR THE DRAWINGS MAY DIFFER FROM THE ACTUAL PHYSICAL SITE. DIMENSIONS ARE APPROXIMATE. CHECK ALL DIMENSIONS IN RELATION TO SITE CONDITIONS PRIOR TO STARTING WORK. THE CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND SHALL BE RESOLVED BEFORE PROCEEDING WITH THE WORK. DURING THE CONSTRUCTION PHASE THE CONTRACTOR IS RESPONSIBLE FOR THE SAFETY OF CONSTRUCTION AND PERSONNEL.

PROVIDE ADEQUATE SHORING, BRACING, IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES.

2. DESIGN OF THE INTERIM REPAIR OF THE LOVERS POINT PIER IS BASED ON RECOMMENDATIONS PROVIDED BY HARO, KASUNICH AND ASSOCIATES , INC. (HKA), GEOTECHNICAL AND COASTAL ENGINEERS, WATSONVILLE, CA (PROJECT NO.

M11897.2). ANY STRUCTURAL DRAWINGS OR DETAILS NOT PREPARED BY HKA SHALL BE REVIEWED AND APPROVED BY HKA PRIOR TO CONSTRUCTION. EXISTING CONCRETE AND GROUTED ROCK SURFACES SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER AND APPROVED PRIOR TO PLACEMENT OF STEEL AND CONCRETE.

6. GEOTECHNICAL ENGINEER'S RECOMMENDATIONS
EPOXY BONDED REBAR MUST BE INSTALLED AND GROUTED IN THE PRESENCE OF HKA.

CONCRETE SHALL BE SAMPLED AND TESTED AS PROVIDED ELSEWHERE IN THESE NOTES (SEE SHEET 14).

SHOTCRETE APPLICATION SHALL BE OBSERVED BY THE HKA AND SHALL BE SAMPLED AND TESTED AS REQUIRED BY THE ENGINEER (SEE SHEET 14).

SHEET 14 CONTAINS A SPECIAL INSPECTION SCHEDULE WITH FREQUENCY OF INSPECTIONS NOTED.

7. INSPECTIONS

THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR ALL INSPECTIONS REQUIRED BY THE CITY OF PACIFIC GROVE BUILDING DEPARTMENT AND HKA INCLUDING ANY REQUIRED SPECIAL INSPECTIONS. SPECIAL INSPECTIONS INCLUDE STRUCTURAL CONCRETE TESTING AND SHOTCRETE TESTING. NOTE THE FOLLOWING REGARDING THE STRUCTURAL OBSERVATION:

A. PRIOR TO COMMENCEMENT OF OBSERVATIONS, THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT IDENTIFYING THE FREQUENCY AND EXTENT OF STRUCTURAL OBSERVATION.

B. PROVIDE NOTES AND SPECIFICATIONS ON THE PLANS INDICATING WHICH SIGNIFICANT CONSTRUCTION STAGES, INCLUDING THE COMPLETION OF THE STRUCTURAL SYSTEM, ARE TO BE VISUALLY OBSERVED. [§1705 CBC] C. AT THE CONCLUSION OF WORK INCLUDED IN THE PERMIT, THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE

BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFY ANY

REPORTED DEFICIENCIES WHICH, TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN CORRECTED.

3. SHOTCRETE AND CONCRETE
A. CONTRACTOR IS REQUIRED TO PROVIDE TEST PANEL PRIOR TO PLACEMENT AT THE SITE TO DEMONSTRATE PROPER

MIX DESIGN
B. STRENGTH: SHOTCRETE AND CONCRETE SHALL DEVELOP A 28-DAY MINIMUM ULTIMATE COMPRESSIVE STRENGTH AS FOLLOWS:

ARTIFICIAL ROCK FASCIA 5,000 PSI
B. SHOTCRETE AND CONCRETE MIXES: PROVIDE THE FOLLOWING:

PORTLAND CEMENT: ASTM-A150, TYPE II, 8 SACKS/CY. MINIMUM.

POZZOLAN: MAY BE A MAXIMUM OF 20% OF THE 8 SACKS/CY. OF CEMENT.

AIR ENTRAINMENT: NOT ALLOWED FOR ANY SHOTCRETE OR CONCRETE.

4. REINFORCING STEEL
ALL REINFORCING STEEL SHALL BE CHROMX 4100 BY MMFX TECHNOLOGIES CONFORMING TO ASTM A1035/A 1035M GRADE 100. TIE WIRE SHALL BE 16 GA. ANNEALED WIRE. REINFORCING STEEL SHALL BE EPOXY COATED. REBAR SHALL BE RIGIDLY HELD IN PLACE WITH APPROVED DEVICES PRIOR TO PLACEMENT OF SHOTCRETE AND CONCRETE. USE PLASTIC REBAR CHAIRS AND BOLSTERS WITH STRENGTH TO WITHSTAND 300 LBS. CONCENTRATED LOAD WITHOUT PERMANENT DEFORMATION OR BREAKAGE. HOOKS, BENDS, FABRICATION AND PLACING SHALL BE IN ACCORDANCE WITH THE "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURE" ACI NO. 315. REINFORCEMENT SHALL BE PROTECTED FROM SALT WATER MIST BY PROVIDING ADEQUATE BLANKET COVERING. REMOVE COVER JUST PRIOR TO SHOTCRETE/CONCRETE PLACEMENT. IN CASE OF EXPOSURE TO SALT WATER, WASH STEEL REINFORCEMENT WITH POTABLE WATER JUST PRIOR TO PLACEMENT.

SHOTCRETE AND CONCRETE SHALL BE MACHINE MIXED. SUBMIT CONCRETE MIX DESIGNS TO ENGINEERS FOR APPROVAL.

MAX. WATER-SOLUBLE
CHLORIDE ION IN CONC.
3/8 MAX (PEAGRAVEL OK)

0.40 MAX
NO
NO
8 MIN
5,000 PSI MIN

SEALER REQUIRED

WATER REDUCER

MAX WATER/CEMENT

AGGREGATE

ACCELERATOR

INTEGRAL COLOR

SACKS OF CEMENT

STRENGTH
15% OF CEMENTITIOUS MATERIAL

SHOTCRETE FASCIA

0.15 PERCENT BY WEIGHT OF CEMENT
CONCRETE/SHOTCRETE TO COMPLY WITH ACI 318-22, TABLE 4.3.1 FOR EXPOSURE CLASS C2

CONTRACTOR TO SUBMIT TEST RESULTS INDICATING MIX DESIGN COMPLIES WITH MAXIMUM WATER-SOLUBLE

CHLORIDE ION CONTENT IN CONCRETE PRIOR TO POUR OF CONCRETE AND/OR APPLICATION OF SHOTCRETE GRADE 100 REINF. COVER 3 INCH MIN

8. HANDRAILS AND GUARDRAILS
HANDRAILS SHALL BE 1.5" INCH ROUND SCHEDULE 80 ASTM A554 TYPE A316 STAINLESS STEEL AS MANUFACTURED AND INSTALLED BY "AGS STAINLESS" OR APPROVED EQUIVALENT. GUARDS SHALL BE 2" SCHEDULE 80 ROUND ASTM A554 TYPE A316 STAINLESS STEEL MANUFACTURED AND INSTALLED BY "AGS STAINLESS" OR APPROVED EQUIVALENT.
ℓdh ℓext
db
ℓdh
ℓext
db

POINT OF WHICH

BAR IS DEVELOPED
180
° DIAMETER BEND
(6db NO. 3 THRU NO. 8)
(8db NO. 9 THRU NO. 11)

GREATER OF
4db & 2.5 IN.

NOT WITHOUT ENG APPROVAL

OK IF NEEDED
NO. 3 24 32.0
11897
MAX. WATER-SOLUBLE
CHLORIDE ION IN CONC.

FLY ASH (POZZOLAN)
3/4 MAX

0.40 MAX
NO
NO
8 MIN
5,000 PSI MIN

SEALER REQUIRED

WATER REDUCER

MAX WATER/CEMENT

AGGREGATE

ACCELERATOR

INTEGRAL COLOR

SACKS OF CEMENT

STRENGTH
15% OF CEMENTITIOUS MATERIAL

CONCRETE SLABS, BEAMS, AND STAIRS

0.15 PERCENT BY WEIGHT OF CEMENT
GRADE 100 REINF. COVER 3 INCH MIN

NOT WITHOUT ENG APPROVAL

OK IF NEEDED

MAX SLUMP

AIR CONTENT
4 +/- 1 INCHES
1-2% MAXIMUM (ENTRAPPED AIR ONLY)
SILICA FUME (MINERAL ADMIXTURE) 10% OF CEMENTITIOUS MATERIAL

FLY ASH (POZZOLAN)

MAX SLUMP

AIR CONTENT
2 +/- 1 INCHES
1-2% MAXIMUM (ENTRAPPED AIR ONLY)
SILICA FUME (MINERAL ADMIXTURE) 10% OF CEMENTITIOUS MATERIAL

PLASTICIZER NOT PERMITTED
PLASTICIZER AS SPECIFIED BY READY MIX COMPANY LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 100% PLANS

CORROSION INHIBITOR PER MANUFACTURER SPEC

CORROSION INHIBITOR PER MANUFACTURER SPEC
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REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 GENERAL NOTES 03-13-2023
OF 14 SHEETS

GENERAL NOTES

PURPOSE AND OVERVIEW
The purpose of the Lovers Point Pier Interim Repair Project (Project) is to provide short-term structural repairs to the exterior of the Lovers Point Pier in Pacific Grove, CA to maintain the integrity of the core of the pier, and to replace the perimeter railing and stairways for public safety.

FREQUENTLY ASKED QUESTIONS AND THEIR ANSWERS
1) What heavy machinery is proposed to be used and at which phases of construction is heavy equipment required? Equipment will be determined after selection of the Contractor. 2) Where is the construction staging area? Will construction equipment and materials be stored on the beach? The staging area will be the parking lot delineated on Sheet 3, Staging and Access, per City request on 1/31/2023. 3) Will the construction be done primarily from the blufftop above, or will construction primarily take place from the pier?
Not applicable to this Project.
4) If construction will take place from the pier, how will heavy equipment gain access to the construction area? The Contractor will drive equipment down to the pier via the access route delineated in Sheet 3, Staging and Access.

The Contractor will remove the equipment from the pier at the end of each work day. 5) How much of the adjacent park and beach areas will be impacted by construction activities and for how long? The area of the project where active construction operations are being performed should remain closed to public access during the work due to safety concerns. The Contractor is anticipating +/- (TBD) working days to complete their work. This will be adjusted as necessary to take advantage of favorable tide and daylight conditions and will be impacted by unfavorable conditions. The actual duration will be governed by these conditions. 6) If public access will be closed during construction, please describe why it will be necessary to close public access and the estimated duration of the closure.

As explained above, the pier area should remain closed to public access for the duration of the project to allow for public safety. When conditions are safe for the public to enter the work area, those areas will be reopened for public use.
7) Will construction equipment and activities enter the waters of the Monterey Bay? The Contractor does not anticipate entering the water with any equipment. Contractor shall utilize means and methods to protect the waters of Monterey Bay and prevent any debris or wet concrete from entering those waters. 8) What will the duration and timing of construction be? The duration of construction will be determined by the Contractor. The Contractor shall develop a schedule that is coordinated with the City of Pacific Grove Public Works Department prior to the start of construction an shall provide that schedule to the Engineer. The schedule for completing the required work may be dependent on tide levels and ocean wave runup and will be determined once all permits are in hand.

MARINE PROTECTION
To prevent any impacts upon the marine habitat, no non-native spoils or debris shall be allowed to enter these areas or shall be allowed to adversely impact the beach or enter the tidal waters. Under no circumstances shall use of equipment be allowed seaward of the Mean High Tide Line in areas where water is present. Equipment and vehicle use on the beach during construction shall be minimized. Contractor employee parking shall be permitted in designated parking areas only. Although construction activity will occur on the beach and near ocean areas, such activity must be strictly confined to the area where work is required. Any areas of loose or unstable soil must be stabilized immediately. Any heavy equipment operation must be conducted with care near the edge of the water to prevent damage to the habitat. Care must be taken so the inland and beach areas outside the work area are not damaged during construction. If a fuel or lubricant spill occurs, immediate notification of the Engineer and appropriate authorities shall be made. Any equipment driven onto the beach should be well maintained and inspected daily to verify that there are no fuel, hydraulic fluid or lubricant leaks.

ACCESS PROTECTION
The proposed access route is on The City of Pacific Grove property. Impacts to the access route must be minimized.

The impacts to beach access and residential access must be minimized. Appropriate signage shall be used to make sure that beach users know what to do as they approach the work sites. The Contractor shall be responsible for the restoration of the access route and staging area to its original condition. The Contractor shall use access routes and staging areas as directed by the Owner and shall repair access routes and staging areas to pre-project condition or better as directed by the Owner. The Contractor shall not close or obstruct streets, walks, drives or other occupied or used spaces or facilities without the written permission of the Owner. Underground utilities are located under the access route and shall be protected from damage.

EXAMINATION OF JOB SITE, PLANS AND SPECIFICATIONS
A. The Contractor shall carefully examine the work site and the Plans and Specifications. The submission of a bid shall be conclusive evidence that the Contractor has investigated and is satisfied as to the conditions to be encountered, as to the character, quality, and scope of work to be performed, the quantities of materials to be furnished and as to the requirements of the Geotechnical and Coastal Engineering Investigation and Plans and these Specifications. The plans consist of 14 sheets.

B. The City of Pacific Grove is the Owner of the Project Area. Haro, Kasunich and Associates, Inc. (HKA), Consulting Geotechnical, Coastal and Civil Engineers, is the Engineer for the Project and will represent the Owner during design and construction of the Project.

C. The contractor shall recognize that the plans used for the drawings of the Pier Structure may differ from the actual physical site. Dimensions are approximate. Before proceeding with the work, it shall be the Contractor's responsibility to check the site in relation to the drawings and specifications. Report any discrepancies to the Owner and the Engineer.

D. The Contractor must attend a pre-bid meeting with the Engineer prior to submitting a proposal to complete the proposed work. The Contractor will be required to attend a pre-construction meeting with the Engineer prior to the commencement of construction. The purpose of these meetings is so the Contractor may ask questions concerning the work and to make sure the Contractor understands the permit conditions and environmental constraints.

COMPLIANCE WITH CODES:

A. All construction and materials shall be as specified and as required by the 2022 California Building Code, the Building Code Standards, locally enforced codes and authorities. All articles, materials and equipment shall be installed, applied and connected as directed by the manufacturer's latest written specifications except where otherwise noted.

B. The Contractor shall be fully informed of all applicable codes, laws, ordinances and regulations of any jurisdiction or authority, and shall adhere strictly thereto. Compliance with all laws, ordinances and regulations of Federal, State, County and Local agencies shall take precedence over all other Contract documents.

INSPECTIONS AND MAINTENANCE
HKA shall be called to perform construction observation and to make a final inspection of the site to assure that the work is completed according to plan. Winter storm inspections shall be conducted to identify problem areas and assess the need for corrective actions. Written documentation should be maintained that notes inspection dates, corrective actions needed and corrective actions taken. The Owner and their representatives shall have the right to inspect any material brought to the job site and shall have the right to reject any materials deemed defective or not conforming to the specifications. HKA shall be called to perform construction observation and to make a final inspection of the drainage and erosion control facilities to assure that the work is completed according to plan. Written documentation should be maintained that notes inspection dates, corrective actions needed and corrective actions taken.

NOTIFICATION OF ENGINEER
The Engineer should be notified at least fourteen (14) working days prior to any site clearing or grading so that the work in the field can be coordinated with the grading contractor, and arrangements for surveying, testing and observation can be made.

TIMETABLE
These plans show the proposed work to be implemented after review and approval from the City of Pacific Grove.

WORK HOUR RESTRICTIONS
Tidal conditions may restrict the available work hours. Wave runup related flood conditions may restrict the available work time. Hours of operation or movement of heavy construction equipment shall be limited to between 8:00 a.m. and 6:00 p.m., Monday through Saturday. Such operations shall not occur on Sundays or holidays unless otherwise approved by the City of Pacific Grove.

NOISE CONTROL
All equipment that will operate at the project site shall be equipped with residential type mufflers.

SITE DISTURBANCE
Disturbance of the property beyond the limits of the necessary work area shall be avoided. Sensitive habitat exists immediately adjacent to the work area. The Contractor should expect regulatory agencies to be particularly concerned about any impacts outside the work area.

STAKING AND LOCATION

1. A surveyor shall locate design locations and mark with stakes prior to construction, for review by Engineer and use during construction by contractor. The contractor shall pay for staking.

2. Reference points will be established by the Engineer or by the Surveyor. These reference points will be used to control placement of the structures relative to cultural features and to elevation. It shall be the Contractor's responsibility to furnish and set such additional marks and stakes as is determined necessary to establish lines and grades required for the completion of the work specified, as shown on the plans. The contractor shall have a grade checker on site to check elevations and control the position of the work.

3. Local survey control: Spikes will be set for use as elevation control points. Do not disturb spikes. The vertical elevation datum is NAVD1988.

DRAINPIPES AND UNDERGROUND UTILITIES
Existing drainpipes and underground utilities within the work area shall be located by the Contractor and avoided and/or protected during construction.

A. The Contractor shall locate, identify, and protect utilities from damage. Location of existing utilities shown on plans is approximate. The existing underground utility locations are not shown on the plans. The Contractor is responsible for locating all existing utilities prior to starting work and protecting utilities throughout course of work.

The locations of any existing drain facilities shown on the plans are approximate. The contractor shall verify locations and protect in place, if within the limits of work. The contractor shall plug, cap, or reconnect /reinstall existing drainage facilities damaged during construction, as directed by engineer.

B. The Contractor shall not interrupt utilities serving occupied or used facilities without the written permission of the Owner and authorities having jurisdiction. If necessary, provide temporary utilities.

C. The Contractor shall notify the Owner prior to shut-off of existing utilities.

GRADING
No grading of earth materials is proposed as part of the project. Some demolition of concrete materials will occur.

Demolished concrete materials shall be removed from the site and disposed of at an approved disposal site. No concrete rubble derived from demolition shall be allowed to enter the ocean waters.

EROSION CONTROL
During construction, erosion control measures shall be in place. These construction measures shall be in the form of dust control, straw mulch, straw bales and wattles placed at the appropriate areas of work as approved by the Engineer.

SUPPLEMENTAL RECOMMENDATIONS
If undesirable conditions are encountered during construction, or if the proposed construction will differ from that planned at this time, Haro, Kasunich and Associates, Inc., shall be notified so that supplemental recommendations can be given.

Deleterious Materials: The Contractor shall carefully excavate all materials necessary, of whatever nature, for construction of the work. Any material of an unsuitable or deleterious nature discovered during excavation shall be brought to the attention of the Geotechnical Engineer before proceeding with the work.

Voids: Any voids exposed during excavation work shall be backfilled as directed by the Engineer.

Excavation: Sands, soils and bedrock materials excavated during construction shall be exported to an approved dumpsite, as directed by the Engineer.

Temporary Cut Slopes: Maximum gradients shall not exceed 1.0:1.0 (H:V), except in hard bedrock. Temporary cut slopes must be inspected by the Engineer during excavation, to determine the need for temporary shoring or temporary underpinning of adjacent retaining structures and/or improvements. The Contractor shall be required to implement shoring as required by the Engineer and as required by OSHA and other regulatory agencies.

Drainage Pipes: All drainage discharge locations shall be approved by the Engineer.

DUST CONTROL
For dust control purposes, watering of exposed surfaces during clearing, excavation, stockpiling and grading, and in the late morning and the end of each workday shall be done. Grading activities shall be prohibited during periods of high winds greater than 30 miles an hour.

EROSION CONTROL
During construction, erosion control measures shall be in place in areas to be graded, as well as around the stockpiled soils. These construction measures shall be in the form of dust control, straw mulch, straw bales and wattles and/or silt fences placed at the appropriate areas of work as directed by the Engineer.

SUPPLEMENTAL RECOMMENDATIONS
If undesirable conditions are encountered during construction, or if the proposed construction will differ from that planned at this time, our firm shall be notified so that supplemental recommendations can be given.

AS SHOWN
11897 LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 100% PLANS
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REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 CONSTRUCTION MANAGEMENT & BEST MANAGEMENT PLAN PROVISIONS 03-13-2023
OF 14 SHEETS

CONSTRUCTION MANAGEMENT PLAN PROVISIONS
The Lovers Point Pier Repair Project (Project) proposes short-term structural repairs to the exterior of the pier to maintain the integrity of the core of the pier, and replacement of the perimeter railing and stairways for public safety. The Project would include replacement of approximately 165 linear feet of railing on the upper platform, replacement of approximately 85 linear feet of low-profile bull rail on the lower platform, and reconstruction of the concrete stairs and topping slab on both the upper and lower pier platforms. The Project would also include installing up to 2,000 square feet (up to 40 cubic yards) of reinforced shotcrete around the perimeter of the pier to protect the integrity of the pier. Reconstruction of the topping slab includes removing 7 inches of the topping slab (walking surface) concrete on both the upper pier platform (approximately 1,150 square feet) and lower pier platform (approximately 900 square feet), doweling into the existing remaining concrete slab, and installing new reinforced concrete slab of same thickness. The reconstructed stairways will be built to current code standards and include guardrails and handrailing.

The Lovers Point Pier repair project would occur in a single phase and be scheduled to minimize impacts during the busy summer months between Memorial Day and Labor Day. The construction staging area will be located in the adjacent park and fenced off from the public, and have a contractor trailer, temporary utilities, and gated entrance.

The Project is within City limits and is a public area that falls under the City's recently updated Local Coastal Plan (LCP). The Project construction laydown and staging area will be in the adjacent park open space area and repairs are anticipated to be performed with only land-based equipment. The construction laydown and staging area is approximately 1,000 square feet, as shown in Sheet 3.

Installation of the pier perimeter shotcrete will be done only during low tide and scaffolding will be installed on the sides of the pier for over water work. Construction best management practices (BMPs) will be implemented during the duration of the Project and include prevention measures related to over water work and the protection of adjacent waterways. Traffic along Ocean View Boulevard will be maintained except during material transfers during demolition and construction.

The Project shall conform to requirements of these plans and specifications, as well as permit obtained for the project with the more stringent requirements taking precedence.

All work shall take place during daylight hours, and lighting of the beach and ocean area is prohibited.

Grading of intertidal areas is prohibited, except removal of existing debris, concrete, rubble, etc., is allowed in these areas.

Construction (including but not limited to construction activities, and materials and/or equipment storage) is prohibited outside of the defined construction, staging, and storage areas.

Equipment washing, servicing, and refueling shall not take place on the beach, and shall only be allowed at a designated inland location.

Appropriate best management practices shall be used to ensure that no spills of petroleum products or other chemicals take place during these activities. Spill kits will be placed onsite.

The construction site shall maintain good construction site housekeeping controls and procedures (e.g., clean up all leaks, drips, and other spills immediately; keep materials covered and out of the rain, including covering exposed piles of soil and wastes; dispose of all wastes properly, place trash receptacles on site for that purpose, and cover open trash receptacles during wet weather; remove all construction debris from the beach; etc.).

All erosion and sediment controls shall be in place prior to the commencement of construction as well as at the end of each workday. As needed, silt fences, or equivalent apparatus, shall be installed at the perimeter of the construction site to prevent construction-related runoff and/or sediment from entering into Monterey Bay.

All public recreational use areas and all beach access points impacted by construction activities shall be restored to their pre-construction condition or better within three days of completion of construction.

The Permittee shall notify planning staff of the Coastal Commission's Central Coast District Office at least three working days in advance of commencement of construction or maintenance activities and immediately upon completion of construction or maintenance activities.

Minor adjustments to these construction requirements may be allowed by the Executive Director if such adjustments: (1) are deemed reasonable and necessary; and (2) do not adversely impact coastal resources.

ADDITIONAL CONSTRUCTION REQUIREMENTS
Nothing in these additional construction requirements shall change the need to comply with the Coastal Commission requirements listed above. If questions arise, request clarification from the Project Engineer or Engineering Geologist.

Construction access shall be as directed by owner. Impacts to the access route must be minimized and disturbance along the access route must be restored to pre-construction conditions upon project completion. The following provisions shall apply to the work.

Any debris generated during construction shall be removed from the site.

All work shall take place during daylight hours and lighting of the beach area is prohibited unless, due to extenuating circumstances, the City of Pacific Grove Public Works Director or Executive Director of the California Coastal Commission authorizes non-daylight work and/or beach area lighting.

Construction work and equipment operations shall not be conducted seaward of the mean high water line, with the exception of removal of the existing rip rap that is seaward of the mean high water line.

All construction equipment shall remain as far landward as possible, and shall avoid contact with ocean waters and intertidal areas.

All erosion and sediment controls shall be in place prior to the commencement of construction as well as at the end of each work day.

Silt fences, or equivalent apparatus, may be installed at the perimeter of the construction site to prevent construction related runoff and/or sediment from entering into the Pacific Ocean. Fencing may be used on the beach for erosion and sediment controls as necessary to contain rock and/or sediments at the project site.

All construction materials and equipment placed on the beach shall be stored beyond the reach of waves and extreme tides, and shall be removed from the beach if necessary to avoid inundation. Materials that remain on the beach overnight must be located in the dry sand back shore area, as close to the toe of the bluff as possible. The extent of overnight storage areas shall be kept the minimum necessary.

No fueling, or fuel storage shall be allowed on the beach at any time.

The Contractor (and Permittee) shall monitor weather forecasts and move all construction equipment and materials off of the beach in advance of storm or extreme tidal events.

Construction (including but not limited to construction activities, and materials and/or equipment storage) is prohibited outside of the defined construction, staging, and storage areas.

No work shall occur on the pier during weekends or Holidays unless, due to extenuating circumstances (such as tidal issues or other environmental concerns), and the City of Pacific Grove Public Works Director or Executive Director of the California Coastal Commission authorizes such work.

All heavy equipment used for concrete pouring shall be set at least 25 feet landward of the pier entrance and shall use flexible hoses or articulated booms to deliver concrete to the project site. Other heavy equipment may be used periodically atop the pier, but shall be removed from the pier when not in use.

Equipment washing, refueling, and/or servicing shall not take place on the beach, or within 50 feet of the shoreline.

Petroleum products and other hazardous materials will be kept on paved roads or a distance of at least 50 feet from the shoreline.

The construction site shall maintain good construction site housekeeping controls and procedures (e.g., clean up all leaks, drips, and other spills immediately; keep materials covered and out of the rain (including covering exposed piles of soil and wastes); dispose of all wastes properly, place trash receptacles on site for that purpose, cover open trash receptacles during wet weather, remove any construction debris from the beach).

All areas of beach disturbed by construction activities shall be restored to their original pre-construction condition. Upon completion of construction, the access route and staging area shall be restored to their original condition.

At all times during project construction activities, copies of each of the following shall be maintained in a conspicuous location at the construction job site (where such copies shall be available for public review) and all persons involved with the construction shall be briefed on the content and meaning of each prior to commencement of construction: (a) the signed coastal development permit; (b) the approved final plans; and (c) the approved construction management plan.

MARINE PROTECTION
To prevent any impacts upon the marine habitat, no overburden or wet cement may be allowed to adversely impact the beach or enter the tidal zone. Under no circumstances shall use of equipment be allowed seaward of the mean high tide line when seawater is present.

Any areas of loose or unstable soil must be stabilized immediately after other portions of the project are finished. Any heavy equipment operation must be conducted with care near any bluff edges to prevent the destabilization of the substrate and additional erosion. Care must be taken so coastal bluffs outside the work area are not damaged during construction.

CONSTRUCTION COORDINATOR
Contractor shall provide a construction coordinator that can be contacted during construction, should questions arise during construction (in case of both regular inquiries and in emergencies). Their contact information (including their address and 24 hour phone numbers) shall be conspicuously posted at the job site in a manner so that the contact information is readily visible from public viewing areas. The posting shall indicate that the construction coordinator should be contacted to answer questions that arise during construction (in case of both regular inquiries and in emergencies). The construction coordinator shall record the name, phone number, nature of all complaints (if any) received during construction, and shall investigate complaints and take remedial action, if necessary, within 24 hours of receipt of the complaint or inquiry.

BEST MANAGEMENT PLAN PROVISIONS
Appropriate protocols shall be implemented to manage all construction-phase Best Management Practices (including installation and removal, ongoing operation, inspection, maintenance, and training), to protect coastal water quality. The Contractor shall provide the SWPPP for the project. Additional Best Management Practices shall include the following:

Best Management Practices:

A. Minimize Erosion and Sediment Discharge. During construction, erosion and the discharge of sediment off-site or into coastal waters shall be minimized through the use of appropriate Best Management Practices including:

1. Land disturbance during construction (e.g., clearing, grading, and cut-and-fill) shall be minimized, and grading activities shall be phased, to avoid increased erosion and sedimentation.

2. Erosion Control Best Management Practices (such as mulch, soil binders, geotextile blankets or mats, or temporary seeding) shall be installed as needed to prevent soil from being transported by water or wind. Temporary Best Management Practices shall be implemented to stabilize soil on graded or disturbed areas as soon as feasible during construction, where there is a potential for soil erosion to lead to discharge of sediment off-site or to coastal waters. This should be done where staging, access, and construction activities occur.

3. Sediment Control Best Management Practices (such as silt fences, fiber rolls, sediment basins, inlet protection, sand bag barriers, or straw bale barriers) shall be installed as needed to trap and remove eroded sediment from runoff, to prevent sedimentation of coastal waters. This should be done where staging, access, and construction activities occur.

B. Minimize Discharge of Construction Pollutants. The discharge of other pollutants resulting from construction activities (such as chemicals, paints, vehicle fluids, petroleum products, asphalt and cement compounds, debris, and trash) into runoff or coastal waters shall be minimized through the use of appropriate Best Management Practices, including:

1. Materials Management and Waste Management Best Management Practices (such as stockpile management, spill prevention, and good housekeeping practices) shall be installed or implemented as needed to minimize pollutant discharge and polluted runoff resulting from staging, storage, and disposal of construction chemicals and materials. Best Management Practices shall include, at a minimum:
a) Covering stockpiled construction materials, soil, and other excavated materials to prevent contact with rain, and protecting all stockpiles from stormwater runoff using temporary perimeter barriers. b) Cleaning up all leaks, drips, and spills immediately; having a written plan for the clean-up of spills and leaks; and maintaining an inventory of products and chemicals used on site.
c) Proper disposal of all wastes; providing trash receptacles on site; and covering open trash receptacles during wet weather. d) Prompt removal of all construction debris from the beach. e) Detaining, infiltrating, or treating runoff, if needed, prior to conveyance off-site during construction.

2. Fueling and maintenance of construction equipment and vehicles shall be conducted off site if feasible. Any fueling and maintenance of mobile equipment conducted on site shall not take place on the beach, and shall take place at a designated area located at least 50 feet from coastal waters, drainage courses, and storm drain inlets, if feasible (unless those inlets are blocked to protect against fuel spills). The fueling and maintenance area shall be designed to fully contain any spills of fuel, oil, or other contaminants.

Equipment that cannot be feasibly relocated to a designated fueling and maintenance area (such as cranes) may be fueled and maintained in other areas of the site, provided that procedures are implemented to fully contain any potential spills, such as fueling the equipment with an impermeable visqueen catchment apron designed to capture any possible spills.

C. Minimize Other Impacts of Construction Activities. Other impacts of construction activities shall be minimized through the use of appropriate Best Management Practices, including:

1. The damage or removal of non-invasive vegetation (including trees, native vegetation, and root structures) during construction shall be minimized, to achieve water quality benefits such as transpiration, vegetative interception, pollutant uptake, shading of waterways, and erosion control.

2. Soil compaction due to construction activities shall be minimized, to retain the natural stormwater infiltration capacity of the soil.

3. The use of temporary erosion and sediment control products (such as fiber rolls, erosion control blankets, mulch control netting, and silt fences) that incorporate plastic netting (such as polypropylene, nylon, polyethylene, polyester, or other synthetic fibers) shall be avoided, to minimize wildlife entanglement and plastic debris pollution.

D. Minimize Impact of Construction In, Over, or Adjacent to Coastal Waters and Habitat. Construction shall protect the coastal waters and habitat by implementing Best Management Practices, including:

1. No construction equipment or materials (including debris) shall be allowed at any time within the tidelands when ocean water is present there.

2. Construction activity shall not be conducted seaward of the Mean High Tide Line, unless tidal waters have receded, and the area is part of the authorized work area.

3. All work shall take place during daylight hours, and lighting of the beach and ocean area is prohibited.

4. All construction equipment and materials placed on the beach during daylight construction hours shall be stored beyond the reach of tidal waters.

5. Tarps or other devices shall be used to capture debris, dust, oil, grease, rust, dirt, fine particles, and spills to protect the quality of coastal waters.

6. All erosion and sediment controls shall be in place prior to the commencement of construction, as well as at the end of each workday. At a minimum, if grading is taking place, sediment control Best Management Practices shall be installed at the perimeter of the construction site to prevent construction-related sediment and debris from entering the ocean, waterways, natural drainage swales, and the storm drain system, or being deposited on the beach. Natural beach sand, cobbles, and bedrock materials shall not be removed from the beach.

7. Only rubber-tired construction vehicles shall be allowed on the beach; the only exception shall be that tracked vehicles may be used if the Executive Director agrees that they are required to safely carry out construction. When transiting on the beach, all construction vehicles shall remain as high on the upper beach as possible and shall avoid contact with ocean waters and intertidal areas.

8. All shotcrete and construction material debris resulting from construction activities shall be removed from the beach at the end of each workday. AS SHOWN LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 100% PLANS 11897
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REVISIONS BY HARO, KASUNICH AND ASSOCIATES, INC. CONSULTING CIVIL, GEOTECHNICAL & COASTAL ENGINEERS 116 EAST LAKE AVENUE WATSONVILLE, CA 95076 (831) 722-4175 SPECIAL INSPECTION NOTES 03-13-2023
OF 14 SHEETS
AS SHOWN LOVERS POINT PIER INTERIM REPAIR CITY OF PACIFIC GROVE LOVERS POINT PARK APN 006-155-099, OCEAN VIEW BLVD., PACIFIC GROVE, CA 93950 100% PLANS 11897
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LOVERS POINT PIER - LONG-TERM

REPLACEMENT PROJECT SCOPE OFWORK
Project Purpose and Goals
Background
Lovers Point Park is a landscaped community park of 4.4 acres in the City of Pacific Grove, accessible from Ocean View Boulevard. The park is used for picnicking, fishing, swimming, water sports, and weddings, and community events. Park amenities include a large lawn area, a beach volleyball court, a children's swimming pool, sandy beaches, rocky outcrops, a beach cafe, a restaurant, public restrooms, and a concrete pier structure (aka Lovers Point Pier). The “cement pier” was constructed before 1907, replacing an earlier wooden wharf. In 1909 the cement pier was extended further into the bay by constructing two large 25 to 30 feet tall concrete monoliths and tipping them off the end of the pier. The monoliths were covered with granite rocks and cement. Wooden piles were then driven into the end of the cement pier and founded upon the cemented granite rocks creating a wooden wharf extension for access.

The pier was improved in the 1980’s with the construction of concrete walls and fascia creating a shell around the pier.

Purpose and Goals
During the January 2021 winter storms, the Lovers Point Pier was significantly damaged by ocean wave runup and impact forces. Waves were reportedly observed breaking on the pier structure and wave runup was flowing across the concrete deck that forms the surface of the pier. Recent winter storms have continued to cause additional structural damage to the pier and railing. As a result, large sections of concrete have been torn from the sides of the pier and public access to the end of pier has been restricted in the past. The purpose of the long-term project is to completely rehabilitate the pier with the goal of making it more resilient to sea level rise and significant storm events, maintaining the historic aesthetic of the pier, and providing for safe public access and recreation opportunities.

Project Description
Proposed Project
The Lovers Point Pier Rehabilitation Project (Project) proposes the raising and reconstruction of the northern half of the pier facing the ocean (or ‘Upper Pier’) to approximately 10 feet above the existing walking surface elevation. Additional wave protection measures may be incorporated into the design of the Upper Pier to possibly include a wave deflection barrier and the addition of more large rock on top of the existing armor stone. The southern half of the pier (or ‘Lower Pier’) would be reconstructed to meet current code and ADA requirements along with allowing for better public access. All reconstructed stairways and railing will be built to current code standards.

Summary of Project Objectives
The objective of the project is to replace Lovers Point Pier with a new structurally sound, ADA accessible, and aesthetically pleasing pier that will be constructed on top of existing bedrock and armor stone, and resilient to higher sea levels and significant storm events. GHD’s approach to achieve this objective is broken down into three (3) phases, which include:

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Figure Error! No text of specified style in document. – Proposed Project Phasing Diagram Phase 1 – Preliminary Efforts
The goal of Phase 1 of the project is to support the City with securing funding for the design and permitting of the project, and to complete initial work to determine a preferred alternative to construct and support permitting of the project. An outline of the Phase 1 scope is detailed below.

Feasibility Study
A Feasibility Study will be produced for the Lovers Point Pier Project and include the following:
 Benefit Cost Analysis (BCA) to support grant applications (funding authorities will require BCA to be completed to prove the viability of the project).  Comparative Analysis of Alternative Solutions – permitting agencies, in particular the California Coastal Commission (CCC), will require an analysis of alternatives to ensure and document the City’s consideration of various options. Future efforts could include a request to consolidate Coastal Development Permit (CDP) applications for both the City and State. Other permits could include a US Army Corps of Engineers (USACE) Nationwide 3 Maintenance permit, Section 401 Clean Water Act (CWA) permit from the Central Coast Regional Water Quality Control Board, Incidental Harassment Authorization (IHA) from National Oceanic Atmospheric Administration (NOAA) Fisheries, and coordination regarding Monterey Bay National Marine Sanctuary jurisdiction and the Pacific Grove Area of Special Biological Significance. Expectations for various permit requirements will be presented in a permit matrix for the City’s reference.  Environmental Constraints Study – GHD will use the CEQA Initial Study Checklist in Appendix G of the CEQA Guidelines as a road map in conducting a concise review of likely environmental issues associated with the project. This high-level qualitative assessment will include desktop reviews of various environmental resources as sufficient to make a preliminary determination as to the likelihood of potential environmental impacts. Conclusions will be useful in developing the CEQA scope of work anticipated under Phase 2 of this scope of work.

The study will utilize a multi-criteria analysis that scores various alternatives against each other for both qualitative and quantitative criteria. The highest scoring alternative will likely be recommended to the City as the Preferred Alternative to proceed with detailed design and permitting.

Deliverable: Feasibility Study and Environmental Constraints Study PHASE 1
•Alternatives / Feasibility &
Environmental Constraint
Studies
•Bathy Survey / Coastal
Engineering Analysis
•Community / City Planning
Outreach and Support
•Agency Inital Engagement
•Grant Funding Applications
for design and permitting
PHASE 2
•Detailed Site Investigations
•Construction Documents
•Cost Estimates
•Environmental Studies and
Permit Support / CEQA /

EIR / CDP / USACE
•Community / City Planning
Outreach and Support / VIA
•Grant Funding Applications
for construction of project
PHASE 3
•Bid Support
•Construction Support
•Post-construction
Environmental Monitoring
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Bathymetric Survey
A bathymetric survey will be performed to extend the previous aerial / topographic survey of the existing pier completed in June 2022 roughly 200 feet into the adjacent ocean waters. The bathymetric survey will allow for the underwater contours around the pier to be established which will help in supporting environmental studies for the permitting efforts and the coastal engineering analysis. The bathymetric survey will be merged with the previous landside survey. All surveys will be based on City of Pacific Grove standards and delivered in an AutoCAD format using the NAVD '88 vertical datum. The completed survey file will show elevation contours at 1-foot intervals.

Deliverable: Electronic file of the combined bathymetric and landside surveys in AutoCAD format Figure 2 Proposed Bathymetric Survey Limits
Coastal Engineering Analysis
The existing pier has been determined to be in need of raising to reduce wave overtopping, meet Sea Level Rise criteria, and continue to adequately protect the adjacent Lovers Point Beach. A coastal engineering analysis modeling the anticipated wave forces during a significant storm event and effects on the proposed structures and adjacent beach is recommended to be performed by GHD. The analysis will help better determine which alternative configuration and other protection features are appropriate for the project. The coastal engineering analysis is anticipated to consist of the following:
 Data Review & Gap Analysis - A thorough understanding of the environmental conditions and coastal processes both within and immediately adjacent to the Project Area is necessary to develop a coastal model that will accurately replicate past conditions and forecast future scenarios. The success of a model’s outputs is strongly correlated with the quality of the input PG CC 10/4/23
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data. GHD will perform a review of the spatial and temporal coverage of both client-provided and publicly available datasets. This review will determine and document the following parameters:
- Water levels (tidal datums, storm surge, relative sea level rise) - Wind / Currents / Waves
- Bathymetric and topographic surveys
- Historic aerials to analyze pocket beach shoreline changes - Seabed surface and sub-surface conditions
- Sediment grain size characteristics
Should any data gaps present themselves, GHD will transmit a list of additional data needs and/or the impacts any data gaps may have on model performance. This list and a path forward will be discussed with the client prior to proceeding.
 Lovers Point Pier Conceptual Design Section - Taller and wider breakwaters provide more wave sheltering effects, but require more material, are costlier and may reduce a shoreline’s scenic views. GHD will evaluate a range of pier crest elevations and widths by evaluating the overtopping rates and transmitted wave heights within the lee of the pier for the design waves and water levels determined in the data review and gap analysis. The purpose of this task is to determine a conceptual design section of the proposed pier/breakwater that will be further evaluated during the more detailed design stages outlined in subsequent tasks.  Wave3 FM Model Development - The DHI by MIKE software package will be utilized for this study; specifically the MIKE 3 Wave FM model. This software package is internationally recognized and is used to assess wave dynamics of planned infrastructure using a 3D phaseresolving model that more accurately simulates wave breaking, run-up and overtopping for both porous and non-porous structures. The first step of the model setup is developing a model domain that encompasses, and likely extends offshore of the Project Area to align with any measured wave data collected in Task 1. An unstructured flexible mesh (FM) will be set up using the MIKE package, with grid cell areas increasing in resolution closer to the shoreline. This approach optimizes model run times while ensuring accuracy in the area of interest. The next step in the process is to set up and calibrate the wave model using any measured wave data gathered during Task 1. If measured wave data is unavailable, GHD will validate the model results against empirical formulae. The purpose of this is to ensure the model outputs accurately capture the local wave propagation effects and interactions with the Lover’s Point Pier.

GHD assumes that up to three improvement scenarios will be modelled. Each improvement scenario will be modelled for up to four wave climate scenarios; e.g. peak annual conditions and an extreme event at both current and future water levels.  Desktop Sedimentation Study of Pocket Beaches - GHD will review available historic surveys, aerials, and any beach nourishment records to determine and document the historic stability of the beach pocket shorelines. GHD will utilize the results of the numerical model to determine the bed shear stress differences between the pre- and post-improvement scenarios. GHD will qualitatively assess the sedimentation effects that each improvement scenario may have on the pocket beaches.

GHD’s understands that the pocket beach shorelines adjacent to the Lover’s Point headland and pier have not experienced significant erosion in the past and that pier replacement alternatives will remain in the same general footprint. Therefore, this scope assumes that a qualitative assessment of bed shear stress changes (as opposed to a more detailed shoreline morphology model) will be adequate to assess the sedimentation effects of the pre- and post-improvement scenarios. We also assume waves are the primary driver of sediment transport within the pocket beaches.

Deliverable: Coastal Engineering Analysis Report
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Figure 3 Wave Overtopping at Lovers Point Headland & Pier Initial Community Outreach
Early community engagement and input to help establish the preferred long-term alternative will be a critical to the project’s success. Our stakeholder engagement team will develop and implement a community outreach strategy to support the development of the project. Phase I of the project is anticipated to be an exploratory step and early community engagement effort to seek input on preliminary project design alternatives, while explicitly acknowledging the technical expertise and project parameters established by the City and GHD. This community input will help the City vet issues, concerns and community preferences that will inform the scope and approach for Phase II of the project.

Community outreach will also support the permitting by CCC, who will want to know that the City has considered the needs and wants of the Pacific Grove community, and the greater community, when developing the long-term solution. Future efforts could include soliciting public input regarding the project and future amenities, facilitating and/or participating in community interest meetings, and CEQA public meeting support. The GHD team would meet with the City to discuss a range of activities from which a program can be tailored to meet the City’s needs and desires.

Consulting firm Rincon has been added to our team for limited informal consultation as needed, given their involvement with the City of Pacific Grove on the 6th Cycle Housing Element Update and imminent work on the first phase of the City’s Focused General Plan Update. Both efforts involve robust community engagement programs including community workshops, stakeholder interviews, focus group meetings, committee meetings, study sessions, and other engagement that are expected to provide valuable insights for the Lovers Point Pier project.

Deliverable: Brief summary memorandum outlining a menu of public involvement/community outreach activities from which the City can choose, should they want to supplement their in-house staff resources.

Initial Agency Engagement
Early engagement with the permitting and environmental agencies will be key to the success of the longterm Lovers Point Pier replacement project. GHD / Rincon staff know the processes and documentation that will be required by the various agencies who have jurisdiction over the pier. Early engagement will include emailed communications, plus presentations and meetings.

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Grant Funding
GHD will support the City with funding application(s) to secure funds for future phases of the project.

Funding of the project is likely to be achieved through multiple grants. GHD’s in-house resources include experienced professionals with extensive grant funding knowledge and capabilities. GHD, led by our funding specialist Rebecca Crow, has supported communities in obtaining over $100 million in grant dollars for infrastructure projects in California. Further supporting our team, Maria Lehman, is GHD’s Infrastructure Market Leader for the United States since May of 2020. Maria is currently the National President of the American Society of Civil Engineers (ASCE). Maria has studied the new infrastructure bill in detail and will provide additional support and insights into the funding sources and merit criteria to increase application competitiveness.

Some of the potential grant funding opportunities for the Lovers Point Pier Long-term Replacement Project include:
 State Coastal Conservancy - Coastal Conservancy Grant The Coastal Conservancy funds a wide variety of projects along the California coast to increase availability of beaches, parks and trails for the public, protect and restore natural lands and wildlife habitat, and increase community resilience to the impacts of climate change. The Conservancy will fund most stages of a project including: pre-project feasibility studies, property acquisition, project planning including community involvement, design, environmental review, permitting, construction, and project-related monitoring. From the Coastal Conservancy website:
“There are no maximum or minimum grant amounts for this funding; however, it is anticipated that most grants will be between $200,000 and $5,000,000.”  Wildlife Conservation Board (WCB) - Public Access Grant The WCB funds water-related projects throughout the State, especially those in line with their strategic plan to provide enhanced public access, climate change resiliency, and support coastal habitats and biodiversity. WCB pulls funds available from a variety of sources including the $275M of Proposition 68 funds intended to increase public access, and the $450M of WCB allocated Proposition 84 funds that can be utilized for park and public access improvements. From WCB staff presentation, there is no limit on how much an applicant can apply for (with project funding amounts greater than $500,000 desirable for administrative purposes) and would depend on the annual funds available and review by staff during the pre-application process. Larger WCB funded projects may require cost sharing by the applicant.
 Federal Emergency Management Agency - Building Resilient Infrastructure and Communities (BRIC)
Annual Solicitation support communities as they undertake hazard mitigation projects, reducing the risks they face from disasters and natural hazards. The BRIC program guiding principles are supporting communities through capability- and capacity-building; encouraging and enabling innovation; promoting partnerships; enabling large projects; maintaining flexibility; and providing consistency. FEMA made $2.295 billion available for the Building Resilient Infrastructure and Communities (BRIC) grant program in fiscal year 2022, with a maximum federal share of $25M.

Deliverables:
– Analysis of up to 4 funding opportunities that align with the project goals and timing, including summary of Program goals and ranking criteria compared to the City’s Project. – Pre-application meetings with grant funding agencies
– Submit grant applications for design and permitting efforts PG CC 10/4/23
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Phase 2 – Design and Environmental Efforts
Site Investigations
Detailed Geotechnical Investigation
The initial geotechnical investigation performed by HKA enabled the development of a cursory idea of what a conceptual long-term solution should look like, but a more detailed geotechnical site investigation is required to meet the design needs for the potential long-term solutions. A more detailed geotechnical site investigation will be conducted by ENGEO which will include performing one (1) deep exploratory boring and two (2) shallow test pits. Test pits will be performed using hand tools to achieve a depth of up to 2 feet in depth. The main purpose of the test pit explorations is to provide walkway recommendations.

The deep boring will be advanced with to approximately 30 feet or refusal with a track-mounted, smalldiameter drill rig.

Materials encountered in the borings will be logged and sampled by an ENGEO geologist and/or engineer.

Geotechnical laboratory testing of representative samples of the soil obtained from the exploratory boring will include grain size classification, field density/moisture content, strength, pH, minimum resistivity, soluble sulfate content, and soluble chloride content tests as appropriate.

Existing aerial images, geotechnical documents, and geologic/geotechnical maps and literature pertaining to the site and vicinity will be reviewed. Preparation of a geotechnical report summarizing the results of the subsurface explorations will include a site map, boring log, and laboratory test results. The report will present geotechnical recommendations for design and construction of the new pier structure and ancillary improvements, and will include recommendations for seismic design criteria, soil bearing pressure, lateral resistance, subgrade preparation for at grade structures, and other design/construction considerations and recommendations.

Deliverable: Geotechnical report
Figure 4 Proposed Geotechnical Boring and Test Pit Plan Utility Investigation
GHD will conduct a utilities investigation which will include direct coordination with utility companies in the area and collection of as-built information. All known utilities within the project area will be contacted, informed of the project and asked to identify their facilities. All utility information collected will be included in an electronic reference file for use during design development.

Deliverables:

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- Correspondence with utility companies
- AutoCAD utility reference file to be used in project development Construction Documents
Following selection of a preferred Lovers Point Pier layout alternative in Phase 1 the design team will develop plans, specifications and engineering (PS&E) that will be used in contractor procurement and construction of the project. PS&E will be developed in parallel to the permitting efforts, progressing sufficiently for agency review and comment milestones. Typical design phase milestones are at 30%, 60%, 90% and 100% complete construction documents.

Design Development (30% Plans & Estimate)
The requirements of any grants acquired for the facility will be reviewed to adhere with any compliance standards specifically referenced in their grant program guidelines, such as adherence to ADA access requirements for the pier. Design Development documents will be conceptual in nature to present the key elements of the project, and are anticipated to include the following:
 Site plan of conceptual layout for the project
 Architectural elevations of proposed pier and improvements  Cross-sections of new pier and rock protection
 Exhibit highlighting ADA accessible routes, stairs, railing, and beach and water access  Preliminary landscape plan highlighting surrounding park area and plant relocation All plans and exhibits will be presented electronically in pdf format, mostly generated in AutoCAD and BIM 360, and in sufficiently high resolution so as to be reproducible in 11x17 sheet size. A new public restroom and improved signage are not envisioned to be part of the improvements, and addition of these elements would need to be negotiated with the City for additional fee for their design and siting within the project limits.

Deliverables:
- Design Development (30% plans) site plan and various exhibits as described above - Preliminary rough order of magnitude Engineer’s Estimate of Probable Construction Cost Plans, Specifications, and Engineering Estimates
GHD will provide plans, specifications and an engineer’s estimate of probable construction cost at the 60% and 90% levels for City review. After the 30%, 60% and 90% packages have been submitted, GHD will meet with the City for a formal design review meeting to go over the concepts presented. We will also perform an internal quality control and constructability review of the submittal prior to this meeting with our QC reviewers and incorporate those findings and suggestions in our subsequent plan and specification submittals.

The 30% submittal is anticipated to be used for initial consultation with the various permitting agencies involved with the project, and the 60% submittal is anticipated to be provided with the permit applications.

For the permit applications, a detailed project description and anticipated construction schedule will be developed. An outline (or list) of technical specifications will be developed for the 60% submittal, and an engineer’s estimate of probable construction cost will be developed for the level of design presented. For the 90% submittal a draft of the written technical specifications will be developed, and specifications are anticipated to be based on the Greenbook, Standard Specifications for Public Works Construction (2018 edition). Specifications will be in CSI format, and APWA Standard Plans will be used where applicable for PG CC 10/4/23
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the project. We will prepare these submittals in accordance with City of Pacific Grove standards, and anticipate the following sheets will be needed for the project:

ANTICIPATED LIST OF SHEETS
SHEET DESCRIPTION # OF SHEETS DRAWING SCALE
Title Sheet / General Notes 2 NTS
Existing / Horizontal Control 2 1” = 30’
Boring Logs / Grading Notes 1 NTS
Demolition Plans 2 1” = 20’
Erosion Control / Staging Area 1 1” = 20’
Site Improvement Plans 2 1” = 20”
Site Cross Sections 3 Varies
Miscellaneous Details 4 Varies
Site Drainage and WQ Details 2 Varies
Site Utilities and Details 2 Varies
Electrical Plan / Details / Schedule 2 Varies
Site Lighting / Calcs / Schedule 3 Varies
Architectural Plans 4 Varies
Landscape Planting Plan 1 1” = 20’
Landscape Schedule / Details 2 Varies
Irrigation Plan 1 1” = 20’
Irrigation Sched/Details/Calcs 2 Varies
TOTAL NUMBER OF SHEETS: 36
Deliverables:
– 60% submittal to include preliminary plans, outline specifications, an engineer’s estimate of probable construction cost and construction schedule, a project description to be used for obtaining permits, and 30% comment responses / resolution matrix. – 90% submittal to include detailed plans, technical specifications, engineer’s estimate of probable construction cost, and 60% comment responses / resolution matrix.

Final Submittals
After receiving City comments for the 90% submittal, and likely delayed agency comments for the 60% submittal, another formal design review meeting will be held with the City to finalize the design.

Subsequently, the 100% Final submittal package of plans and specifications, and engineer’s estimate of probable construction costs will be developed incorporating final comments from the City and agencies.

Final plans and specifications will be stamped and signed by a professional engineer or certified landscape architect for the appropriate disciplines.

City will provide Division 01 front end specifications, including standard general provisions, instructions and notice to bidders, and any special and federal provisions. GHD will be compiling the final bid package for distribution incorporating both the front-end Division 01 specifications provided by the City, and the Division 02 through 35 technical specifications. Specifications will be submitted in both Microsoft Word PG CC 10/4/23
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and Adobe .pdf formats. Electronic copies of all plans will also be provided in both AutoCAD .dwg and Adobe .pdf format as part of this submittal.

The Engineer’s Estimate of Probable Construction Cost will be provided in Microsoft Excel format, and will include backup and quantity calculations. Estimate will be based on the current edition of RS Means cost estimating handbooks, as well as vendor quotes and recent bid results for similar construction projects.

Deliverables:
– 100% Final submittal to include detailed plans, technical specifications, engineer’s estimate of probable construction cost, and 90% comment responses / resolution matrix.

Permitting / Regulatory Strategy

CEQA / EIR
Modifications to the pier are a discretionary action of the City and will require review under the California Environmental Quality Act (CEQA). Given the project location, sensitive marine environmental, active recreational use, and historic nature of the pier, we anticipate that an Environmental Impact Report (EIR) will be the appropriate form of CEQA documentation for the project. GHD’s Natural Resources & Impact Assessment (NRIA) Group has a long history of successful CEQA compliance in California and will lead preparation of the EIR and supporting technical studies. A detailed scope of work for this effort will be provided and incorporate conclusions and observations from the Environmental Constraints Study conducted under Phase 1 of this scope of work.

Deliverables:
– Administrative / Draft / Final Initial Study (IS) Checklist – Draft / Final EIR with supporting studies and documentation – Public comment period documentation and responses
Permits and Approvals
GHD will assist the City in obtaining permits and authorizations from the state and federal resource agencies, and designated local agencies, as necessary. The full extent of permit application requirements cannot be determined until the final project design is selected and the project area defined. Once the project area is defined, a review of potential regulatory jurisdictional areas will be conducted.

GHD has full capabilities for the permitting that may be required for this project, we support and deliver on all manner of permits and approvals including from the following agencies that may have jurisdiction over the Lovers Point Pier: California Coastal Commission (CCC), CDFW, USACE, and Central Coast RWQCB. Our professional relationships and expert knowledge of CCC process and objectives will support the City in a smooth and expedient application process for the successful acquisition of a CDP. This smooth and expedient process will provide the City with the most cost-effective approach to permitting, not only with the CCC, but with all involved agencies.

Deliverables:
– Pre-application meeting with agencies
– Draft / Final permit applications
Community Outreach
The community outreach strategy developed and implemented in Phase 1 will continue to be implemented in Phase 2, keeping the community appraised of project progress and seeking community feedback. We will make recommendations yet ultimately defer to the City’s preferences regarding the level of outreach deemed advisable for the project.

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The GHD team includes in-house landscape architects and planning staff to support the community outreach and permitting efforts. Anticipated support efforts include producing multiple renderings of the preferred alternative in support of a Visual Impact Assessment (VIA) to determine the potential significance of impacts under CEQA, and to propose measures to avoid, minimize, or mitigate adverse visual impacts associated with the construction of the proposed pier. The VIA will describe the background and proposed key elements of the project, visual and regulatory setting, and provide an impact analysis, and give a determination of significance.

Deliverables:
– Attend up to eight (8) coordination meetings with City – Attend up to two (2) community outreach meetings
– Provide up to four (4) renderings of proposed pier
– Visual Impact Assessment
Phase 3 - Construction Support / Monitoring
Bid Phase Support
GHD’s design and CM teams can provide significant value in the pre-bid, bid and contract award phases of construction projects, including:

Constructability review
This is to ensure the City’s front-end contract documents work in harmony with the PS&E developed by the design team
Contractor recommendation
Based on coastal construction experience we recommend, for a more complex project, that contractors are vetted through the Department of Industrial Relations’ prequalification process.

This mitigates the risk of low bids by contractors who are inexperienced in specialized maritime & coastal construction projects
Pre-bid site meeting
We recommend a mandatory pre-bid site meeting since the construction of projects such as the Lovers Point Pier can be complex and nuanced due to the local coastal and recreation environments. Having a more intimate knowledge of the site enables the bidders to reduce the level of assumptions, thereby reducing bid prices, sometimes significantly.

RFI responses
It is typical for bidders to have questions about the project, GHD will respond to RFI’s by bid addendum.

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Construction Support
GHD’s construction management (CM) team will work as the City’s representative to manage the construction contract of the project. Our construction observers will perform the following tasks:
– Record daily inspection reports including daily narrative, weather details, bid items performed, site visitors, labor, equipment, materials, field concerns and mitigations, and project correspondence. – Confirm construction operations are conducted pursuant to CAL-OSHA and project-specific health safety and environment plans.
– Confirm construction operations are conducted pursuant to environmental permits. – Confirm construction materials and operations are performed pursuant to the engineering plans and specifications as designed.
– Confirm quality control, quality assurance, and special inspections and testing are completed pursuant to the Specification.
– Measure quantities of work completed or partially completed, including records of materials delivered to the site.
– Photograph the construction operations and site conditions. GHD will also utilize our unmanned aerial vehicle (UAV/drone) to document construction once a week. UAV footage is also excellent for City use in marketing materials.
– Review construction BMPs and report inadequacies.
– Refer public questions to the Resident Engineer or the City, as appropriate. – Develop a Punch List of incomplete construction work to confirm all work under the contract is completed pursuant to the Contract. GHD will confirm all work is completed prior to Final Payment.

Additional construction management tasks will include the following:
– Weekly Meetings
– Requests for Information (RFIs) and Submittals management – Contract Change Order Processing
– SWPPP confirmation
– Progress Payment management
– Special funding agency document requirements.
– Certified Payroll confirmation
– Final construction project report
Special Inspections & Testing
Though the contractor is typically responsible for the bulk of material testing, GHD will perform special inspections for some construction materials. GHD will contract with a testing laboratory to perform quality assurance testing if the CM is not confident in the results provided by the Contractor’s testing firm.

Post-construction Monitoring
It is typical for permitting agencies to require post-construction monitoring for project, in particular in the coastal setting. GHD will manage post-construction monitoring and coordination with agencies as needed.

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Assumptions –

1. Three concept alternatives will be developed for discussion with the City and only one preferred concept will be progressed into design.

2. No field collection of wind, wave, current data.

3. Number of meetings and site visits will be limited and outlined in future more detailed proposal.

4. GHD team will attend both pre-bid and pre-construction meetings.

5. Number of RFI’s during bid phase will be limited to single round of review.

6. Number of RFI and submittals for Construction Support will be limited and outlined in future more detailed proposal.

7. Schedule – work will be done in one stretch and not broken up over several years.

8. Bill rates – T&M, not-to-exceed max, rates held for one year after NTP. Allowance to review rates and increase rates each year.

Exclusions –

1. Fee for any permit applications paid by City

2. No guarantee of successful grant applications
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Agenda No. 13 A

CITY OF PACIFIC GROVE
300 Forest Avenue, Pacific Grove, California 93950
TO: Honorable Mayor and Members of the City Council
FROM: Daniel Gho, Public Works Director/Deputy City Manager MEETING DATE: October 04, 2023
SUBJECT: Backstop Replacement Pacific Grove Municipal Ball Park CEQA: Categorical Exemption, CEQA Guidelines Section 15301, Class I, Existing Facilities

RECOMMENDATION

1. Authorize an agreement with Judge netting, Inc. for the design, engineering, and installation of a new backstop at the Pacific Grove Municipal Ball Park in an amount not to exceed $139,300 plus a 5% contingency.

2. Alternatively, discuss and take other action related to this item

DISCUSSION
The City of Pacific Grove owns and operates the Municipal Ball Park located at 230 17 Mile Drive.

The field is primarily used for youth baseball and softball and serves as the home field for the Pacific Grove High School Breakers’ softball team.

The field and grounds are in decent condition, but the backstop and fencing material has deteriorated and has numerous flaws. The wood on the backstop is cracked and warped, the fencing, poles and clasps are rusting, and the portion of the fencing that overhangs the field is sagging due to weight and failing support beams. The backstop needs to be replaced to ensure a safe playing field.

As part of the FY21/22 Capital Improvement Plan (CIP), $24,429 funding was allocated by the City Council to address this need. Funding was derived from the McIndoo Donation Fund ($17,529) and the Yount Income Fund ($7,000). In FY21/22 informal bids were received which significantly exceeded our project budget. The project was deferred as bids were significantly higher than the allocated budget and City staff began to seek grant funding.

The City applied and was awarded a Per Capital Grant from the California Department of Parks & Recreation (Prop 68) in the amount of $96,000 in January 2023. The City's $24,529 contribution will serve as matching funds.

This additional funding allowed the City to bid the project and receive formal proposals. The City issued a Request for Proposals on May 25, 2023 and received one proposal on June 15, 2023.

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Firm Cost
Judge Netting $139,300
The scope of service will be as follows:

Design and engineer new backstop with netting
Remove and dispose of existing chain link backstop and wood baseboards Install backstop poles and outriggers
Install UV treated baseball netting with rope boarder and cable with associated hardware Install baseboards
The City has utilized the services of Judge Netting numerous times at Pacific Grove Golf Links. They do exceptional work and provide a product that will last for numerous years. Transforming the backstop from chain link to netting will enhance the spectators viewing experience while providing a safer setting.

OPTIONS

1. Do not approve entering into an agreement with Judge Netting. This action would jeopardize the grant which would not allow the City to proceed with future improvements.

FINANCIAL IMPACT:

This project was originally funded in the FY21/22 CIP with a budget of $24,529, derived from the McIndoo Donation Fund ($17,529) and the Yount Income Fund ($7,000). The City has received a Per Capital Grant from the California Department of Parks & Recreation (Prop 68) in the amount of $96,000. The City's $24,529 contribution will serve as matching funds for a project budget total of $120,529.

Ultimately, the project has a delta of $25,736. Two (2) FY22/23 CIP projects, budgeted with ARPA funds, have yielded project savings that can be harnessed to meet the backstop project funding shortfall.

These projects include the Chautauqua Hall Roof Repair Project and the Fire Department Exhaust System/HVAC & Filtration Cleaning Station Project. Savings from these two projects equal $26,629; As presented in the Budget Modification report on this agenda, Staff is requesting the reallocation of these ARPA funds to the backstop project to allow City Staff to proceed with the necessary improvements.

A budget modification requesting $25,736 will be requested to fund the remaining balance so the project can proceed.

FOCUSED PRIORITY AREA: Recreation Services
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Agenda No. 13 B

CITY OF PACIFIC GROVE
300 Forest Avenue, Pacific Grove, California 93950
TO: Honorable Mayor and Members of the City Council
FROM: George Fuerst, Environmental Program Manager
MEETING DATE: October 04, 2023
SUBJECT: Black Oystercatcher Protection Protocol MOU Between City and Monterey Audubon Society
CEQA: Categorical Exemption, CEQA Guidelines Section 15308, Class 8, Actions by Regulatory Agencies for Protection of the Environment

RECOMMENDATION
Approve the proposed Black Oystercatcher Protection Protocol Memorandum Of Understanding (MOU) between the City and Monterey Audubon Society (MAS) as recommended by the Beautification and Natural Resource Commission (BNRC).

DISCUSSION
The native Black Oystercatcher birds are year-round residents of a vulnerable sliver of Pacific Grove's coast. The Monterey Audubon Society (MAS) has proposed the attached Memorandum of Understanding (MOU) to help protect the Black Oystercatchers, especially while nesting, through cooperation with the City. The BNRC considered a preliminary version of this MOU at their 6/20/23 meeting, suggested edits were incorporatedated by Staff and MAS, and the updated MOU was reccommended for approval by the BNRC on 8/15/23. The MOU outlines the protocols designed to provide an orderly appoach to the installation and removal of physical protective measures and/or implementation of other limited measures to maximize succuessful breeding opportunities. Of the approximately 17 nesting territories along the City's coastline, only a small variable number, and in some cases, possibly no territories, may actually require physical protective measures. This MOU provides the City and the Monterey Audubon Society with the framework to respond quickly and collaboratively to protect the nesting sites of the Black Oystercatchers.

OPTIONS
Do nothing.

FINANCIAL IMPACT:

There is no fiscal impact associated with entering this MOU.

FOCUSED PRIORITY AREA: Environmental Stewardship
Attachments

PG MAS BLOY MOU DRAFT
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PG MAS BLOY MOU DRAFT
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1 MEMORANDUM OF UNDERSTANDING
between the
City of Pacific Grove
and

MONTEREY AUDUBON SOCIETY
regarding

BLACK OYSTERCATCHER PROTECTION PROTOCOL
I. PARTIES
This Memorandum of Understanding (MOU) is entered into by and between the City of Pacific Grove (herein referred to as the “City”), and the Monterey Audubon Society (herein referred to as “Monterey Audubon”).

II. PURPOSE
The purpose of this protocol is to help protect the Black Oystercatcher (herein also referred to as “BLOY”), a bird of conservation concern and a year-around resident along the coastline of the City through a partnership initiative between the Parties, and to provide an orderly approach to installation and removal of physical protective measures and/or implementation of other limited measures including but not limited to docent activities and public education, intended to help with the conservation of the species. This is a protocol developed by the City and Monterey Audubon. NOTE: Of the 17 Black Oystercatcher nesting territories along the City’s coastline, only a variable number of territories, and in some cases depending on the season, possibly no territories, may actually require physical protection protocols to maximize the birds successful breeding opportunities.

III. BACKGROUND
A. California Coastal Act of 1976. The California Coastal Act of 1976 explicitly grants protection of fragile natural resources priority over public access (see Appendix A). As the California Coastal Act states, any conflicts between protection and access are to be resolved “in a manner which on balance is the most protective of significant coastal resources.” B. BLOY Project & the Black Oystercatcher. A brief statement of the California Central Coast Black Oystercatcher Project (also referred to herein as “BLOY Project”) and the BLOY Project’s partners, area, and goals is provided in Appendix B, and Appendix C provides basic information on the importance and life-history parameters of the Black Oystercatcher (Haematopus bachmani).

IV. PROTECTIVE APPROACH
A. Adaptive Management. The Parties will use an approach that allows for the implementation of proven protective measures for the best short-term outcome while learning what works and what does not work in order to determine the best practices for the long term.

B. Short-Term. The Parties will focus on proven physical protective measures using currently available materials and personnel. The BLOY Project and Monterey Audubon will take on the primary role of implementing the needed protection measures (See C. Physical Protection Measures). Where appropriate, this will be supplemented by outreach and public education PG CC 10/4/23
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2 efforts (e.g., on-site docents and community science volunteers) coordinated by the BLOY Project in conjunction with Monterey Audubon, California Coastal National Monument, and the Monterey Bay National Marine Sanctuary.

C. Physical Protective Measures. Examples of the physical protective measures to be considered are temporary and range from signage to protective fencing:

1. Signs. Signage provides important information about what is being protected and why it is being protected. Of a variety of signage options, only a few types of signs are in current use by the BLOY Project:
a. Laminated Signs. The primary option will be laminated signs. These signs can be posted on existing fences, attached to A-frames or temporary poles or stakes, and affixed to ropes or lattice fencing as needed.
b. Aluminum Enamel Signs. As an example, the City of Pacific Grove has worked in the past with the Bureau of Land Management’s California Coastal National Monument on placing “Respect Wildlife” aluminum enamel signs at Point Pinos. The California Coastal National Monument developed and had the signs made, but in order to maintain a consistent look, the City provided and placed the base for each sign (wooden 4” x 4” base with a wooden 45° angle platform to which the sign is attached) for each sign. c. Other Signs. In addition to the previously mentioned signage, other appropriate signs may be developed and approved by the Parties.

2. Traffic A-Frames. Traffic A-frames, used throughout the City for a variety of purposes, offer a quick option where other measures may not be feasible. They can be put up rapidly and easily, and a paper or laminated sign can be attached to them. As needed, caution tape can be strung between them for a short time until a more appropriate protective measure can be put in place.

3. Ropes. Ropes, especially twisted manila or sisal natural fiber ropes, provide a flexible option where other protective measures may not be feasible. Laminated signs can be attached to ropes, and ropes can be easily installed and taken down. They can be tied or attached to rocks or even strung from stakes or other appropriate means at ground level so that they are visible only when someone is in the immediate area.

4. Rods & Cable. Metal rods with eyelets and cable, as used along many City and State Park coastal trails, provide a more effective, aesthetic protective measure than traffic A-frames or ropes. With rods & cable, fewer signs may be needed.

5. Wooden Snow Fencing. Wooden snow fencing can be used in situations where human safety, as well as protection for nesting birds or roving chicks, may be needed. It is a flexible method that can be quickly rolled out.

6. Lattice Fencing. If installed appropriately, lattice fencing is attractive, and sturdier than most of the previously mentioned measures. When needed, it can be used to cover gaps in the City’s permanent rail fencing and/or attached to existing fencing in order to limit people PG CC 10/4/23
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3 from going through or over the permanent fencing.

7. Other Protective Measures. Consideration will also be given to other physical protective measures not listed here but that may be identified in the future and could be effectively applied in appropriate situations. This could include anything from the installation of wildlife trail cameras to interpretive panels to additional rail fencing.

D. Drones. Unmanned Aerial Systems (UAS), commonly referred to as drones (and hereafter referred to as “drones”), are a documented cause of disturbance to Black Oystercatchers; Therefore, drone use, as authorized under City Ordinance 11.72, should be limited to operators with valid City issued permits. When available, the BLOY Project and Monterey Audubon Society are willing to assist with the monitoring of City authorized drone events and activities.

V. CONTACT REPRESENTATIVES
A. Contact Representatives for Involved Parties. The following persons will serve as the formal contacts representing the Parties involved in the Black Oystercatcher protective protocol:

1. City of Pacific Grove – Environmental Program Manager (herein referred to as the “City representative”):

George Fuerst 831-648-5722 X 4200 [email protected]

2. Monterey Audubon BLOY Subject Matter Expert – Local BLOY Project Coordinator (herein referred to as the “Subject Matter Expert”):

Rick Hanks 831-588-3150 [email protected]

3. Monterey Audubon Environmental Advocate – (herein referred to as the “Audubon representative”):

Amanda Preece 208-520-8794 [email protected]

B. Changes in Representatives. Any Party may change the individual and/or position of its representative by providing written notification of such change to the other Parties.

C. Designation of Alternate Representative. When it is known that a representative will not be available during a critical time or for a needed meeting, the respective representative will appoint an alternate to serve for a designated time period. As soon as practical, the respective representative will inform the other representatives, via email and/or phone, of the name and duration for which the alternate will be serving in that capacity.

VI. PROTECTIVE PROCEDURES
A. Representatives’ Roles & Responsibilities. Each Party will provide a representative to address and deal with protecting Black Oystercatchers along the City’s coastline. The representatives will be responsible for conducting the following roles:

1. City of Pacific Grove Contact Representative.
a. Serves as the City’s representative when dealing with protecting Black Oystercatchers along the City’s coastline.

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4 b. Communicates and coordinates the needed Black Oystercatcher protective measures with the City’s Public Works Department and Police Department, as well as with the City’s Community and Economic Development Department, any Natural Resources Commission or similar Commission, and other City entities as appropriate. c. Communicates and coordinates with the BLOY Project representative and the Audubon representative on all issues concerning the needs and implementation of Black Oystercatcher protective measures along the City’s coastline, including if, where, and when protective measures are needed.
d. Reviews the annual pre-season plan for implementing needed protective measures and discusses implementation with the BLOY Project representative and Monterey Audubon representative.
e. Keeps the City Manager, and the Mayor and City Council as appropriate, informed regarding the implementation of the protective measures and other issues related to the program.
f. Communicates and coordinates, as appropriate, with the local staff of the California Coastal Commission.
g. Responds in an appropriate timeframe to actions determined to be needed under section Section VI. B and is responsible for coordinating with the City’s Public Works Department the implementation of the actions.

2. Monterey Audubon BLOY Subject Matter Expert.
a. Serves as Monterey Audubon’s representative for dealing with the protection of Black Oystercatchers along the City’s coastline.
b. Communicates and coordinates, as appropriate, with Audubon California, California Coastal National Monument, and other entities involved in the protection, monitoring, and/or outreach related to Black Oystercatchers along the City’s coastline. c. Communicates and coordinates with the City representative and the Monterey Audubon Environmental Advocate on all issues concerning the needs and implementation of Black Oystercatcher protective measures along the City’s coastline, including if, where, and when protective measures are needed.
d. Works with the Monterey Audubon Board and Staff to develop an annual pre-season plan for implementing needed Black Oystercatcher protective measures. e. Keeps the community science monitors of the local BLOY Project informed regarding the City’s actions to implement the protection of Black Oystercatchers along the City’s coastline.

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5 f. Monitors the Black Oystercatcher nesting activities along the City’s coastline, identifies where protective measures are needed on the City’s property, and brings those needs and the recommended actions to the attention of the City representative and the Monterey Audubon Environmental Advocate.
g. Responds in an appropriate timeframe to City requests related to actions determined to be needed under section VI. B.
h. Assigns a Black Oystercatcher monitor, when appropriate, to be present to help ensure that when a specific protective measure is being installed or removed, it does not have a negative impact on Black Oystercatchers.

3. Monterey Audubon Environmental Advocate.
a. Serves as Monterey Audubon’s Board representative for dealing with the protection of Black Oystercatchers along the City’s coastline.
b. Communicates and coordinates with the City representative and the Subject Matter Expert on all issues concerning the needs and implementation of Black Oystercatcher protective measures along the City’s coastline, including if, where, and when protective measures are needed.
c. Works with the Subject Matter Expert to develop an annual pre-season plan for implementing needed Black Oystercatcher protective measures. d. Keeps Monterey Audubon Board informed regarding the City’s actions to implement the protection of Black Oystercatchers along the City’s coastline. e. Responds in an appropriate timeframe to City requests related to actions determined to be needed under section VI. B.

B. General Procedure. The following general procedure will be followed, unless the Parties agree that an exception should be made:

1. Pre-Breeding Season.
a. Before April 1, the three representatives will discuss what, when, and where protective measures may be anticipated for the upcoming Black Oystercatcher breeding season along the City’s coastline. This can be accomplished via email, conference call, or meeting, depending on which of these protective measures for any particular year or situation are agreed upon by the three representatives. The City Representative will be responsible for initiating this annual action.
b. The three representatives will determine what:
(1) protective measures (e.g., signing and lattice fencing) are needed to be put in place at specific known nesting sites prior to nesting and what each Party will provide in the form of materials and personnel;
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6 (2) precautionary measures are needed to ensure that the nesting pairs are not impacted by the installation of the specific protective measures; and (3) immediate interim protection measures may be applied in the event that they are needed for a location on City property not specifically addressed. c. Once the three representatives agree on what protective measures will be implemented, and no later than April 15, they will briefly outline and sign-off on an annual pre-season plan. (This can be accomplished via email). d. All reasonable steps, including having a Black Oystercatcher monitor, when appropriate, on-site, will be taken to assure that the installation and removal of agreed upon prebreeding season measures do not impact the Black Oystercatchers.

2. Breeding Season.
a. After April 15, if it is determined by the Subject Matter Expert that a specific Black Oystercatcher nesting area or chicks’ roosting or foraging area on City property is in need of protection, the Subject Matter Expert will see that the agreed upon protection measures are carried out and will keep the Audubon representative and the City representative informed of the actions taken or what assistance is needed from them. b. If the annual pre-season plan identifies a specific physical protection measure or specific measures at a specific location that warrant approval by all three Parties prior to installation, the Subject Matter Expert will during the breeding season, determine when and if that or those specific measures are needed and contact the City representative and the Audubon representative to discuss:
(1) the need and urgency of the situation;
(2) the protective measures to be taken; and
(3) how soon the protective measures are needed.
c. When the three representatives agree on the specific action, they will briefly outline and sign-off on the agreed upon implementation (This can be accomplished via email). d. If a specific location is no longer in need of protective measures (e.g., nest failure and no indication of re-nesting is observed), the Subject Matter Expert will inform the City representative and the Audubon representative, and the protective measures for that specific location can be removed.

3. End of Breeding Season.
a. In September, the Subject Matter Expert will inform the City representative and the Audubon representative when the breeding season has ended and all remaining protective measures can be removed.

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7 b. After the Subject Matter Expert has informed the City representative and the Audubon representative that the breeding season has ended, the three representatives will meet in order to debrief on what protective measures worked and which ones either did not work or could be improved upon, as well as identifying other protective actions, physical or administrative, needed to enhance the program. Information from these meetings will be used for improving and developing future measures.

VII. OTHER PROVISIONS
A. Amendment. Amendments, modifications, or supplements to this MOU may be proposed at any time by one of the three Parties and shall become effective upon written approval of all Parties.

B. Termination. At any time, this MOU may terminate by written mutual consent of all three Parties or through written notification from one of the Parties to the other Parties at least 90 days prior to termination.

C. Review. The three Parties will review this MOU at least once every three years to determine whether it should be amended, modified, supplemented, or terminated.

D. Effective Date. This MOU shall become effective as soon as signed by authorized representatives for all three of the involved Parties.

VIII. APPROVALS
The Parties hereto have executed this agreement as of the last date shown below. ____________________________________ ____________________ Bill Peake Date
Mayor, City of Pacific Grove
____________________________________ ____________________ Blake Matheson Date
President, Monterey Audubon Society
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8 APPENDICES:

APPENDIX A - California Coastal Act Provisions for Protecting Significant Coastal Resources APPENDIX B - California Central Coast Black Oystercatcher Project APPENDIX C - Black Oystercatcher: Importance & Life-History Parameters PG CC 10/4/23
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9 APPENDIX A
California Coastal Act Provisions for Protecting Significant Coastal Resources The following California Coastal Act sections are used by California Coastal Commission staff to support a finding to protect natural resources instead of public access that could impact them:

CALIFORNIA COASTAL ACT SECTION 30007.5
The Legislature further finds and recognizes that conflicts may occur between one or more policies of the division. The Legislature therefore declares that in carrying out the provisions of this division such conflicts be resolved in a manner which on balance is the most protective of significant coastal resources.

CALIFORNIA COASTAL ACT SECTION 30214
(a) The public access policies of this article shall be implemented in a manner that takes into account the need to regulate the time, place, and manner of public access depending on the facts and circumstances in each case including, but not limited to, the following:
(1) Topographic and geologic site characteristics.
(2) The capacity of the site to sustain use and at what level of intensity. (3) The appropriateness of limiting public access to the right to pass and repass depending on such factors as the fragility of the natural resources in the area and the proximity of the access area to adjacent residential uses.

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10 APPENDIX B
California Central Coast Black Oystercatcher Project
Project Partners. The California Central Coast Black Oystercatcher Project (BLOY Project) is part of a California coast-wide, multi-year effort coordinated by Monterey Audubon, and formerly Audubon California, in conjunction with the U.S. Fish and Wildlife Service (USFWS), U.S. Bureau of Land Management's (BLM) California Coastal National Monument (CCNM), California State Parks (Mendocino Coast, Monterey, and Morro Coast Districts), and five Audubon chapters (Mendocino Coast, Madrone, Marin, Monterey, and Morro Coast).

The BLOY Project is conducted as a citizen science effort overseen by Monterey Audubon and coordinated by the CCNM in partnership with the Pacific Grove Museum of Natural History (a CCNM Collaborative Partner) and California State Parks (a CCNM Core-Managing Partner). Additional collaborators include Point Lobos Docents and the Bay Net Volunteer Naturalist Program of the Monterey Bay National Marine Sanctuary (a CCNM Collaborative Partner).

Project Area. The BLOY Project includes the XXXXX coastline and covers the area from the south side of Point Lobos State Natural Reserve on the southern coast of the Monterey Bay region to the north side of Pescadero State Beach on the northern coast of the Monterey Bay region.

Project Goals. The statewide California Black Oystercatcher Project is a large-scale, standardized, citizen-science based effort directed toward the following goals:

1. Gather demographic data on this little studied keystone predator of the California intertidal ecosystem, necessary to establish a solid demographic number from which to measure population stability or decline;

2. Monitor reproductive success for at least ten years in order to obtain a sample robust enough to document any trends in reproductive success of this species of conservation concern and compare these data with other rocky intertidal marine species within the same areas in order to assess the long-term health of the rocky ecosystems affected by such factors as sea-level rise, ocean acidification, climate change, and human disturbance;

3. Assess management and outreach actions that directly protect and improve nesting sites and habitat;

4. Determine what causes loss of eggs and chicks in some areas and high success rates in other areas;

5. Develop partnerships to share key information among agencies and scientists seeking to address questions about climate change impacts to coastal assemblages; and

6. Identify conservation activities that can be implemented to reduce disturbance to breeding birds, including both physical measures and outreach efforts, and assist with preservation of the species.

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11 APPENDIX C
Black Oystercatcher: Importance & Life-History Parameters Importance & Listing. The Black Oystercatcher (Haematopus bachmani) is a keystone species along the North Pacific shoreline and is considered a particularly sensitive indicator of the overall health of the rocky intertidal community. This marine shorebird, with its unique appearance, distinctive calls, visibility as an obligate inhabitant of the rocky intertidal zone, and year-round resident of the City of Pacific Grove, is a rich contributor to the City’s world-renowned coastal resource values that are key to the City’s quality of life and robust tourism economy.

The Black Oystercatcher was identified as a U.S. Fish and Wildlife Service (USFWS) focal species for priority conservation action because multiple factors make it vulnerable to decline: small global population size, low reproductive success, and complete dependence on rocky intertidal shorelines that are impacted by human use and rising sea levels.

In addition, the Black Oystercatcher is listed as a “species of high concern” within the United States, Canadian, Alaskan, and Northern and Southern Pacific shorebird conservation plans. The USFWS has also listed it as a “Bird of Conservation Concern.” The 1988 amendment to the Fish and Wildlife Conservation Act mandates the USFWS to “identify species, subspecies, and populations of all migratory nongame birds that, without additional conservation actions, are likely to become candidates for listing under the Endangered Species Act of 1973.”
Range & Population Size. The California coast is a critical part of the Black Oystercatcher range, which extends from the Aleutian Islands to Baja California. The total population is estimated to be about 12,000, while the population along the 1100-mile California coast is estimated to be about 4,000 (inventory in 2011).

Pre-Breeding Activities. Pre-breeding season activities begin as early as February when copulation attempts may begin. During March and April, pairs can be observed doing rock tossing and nest scraping around their known nesting sites and in other locations within their respective territories.

Breeding Season. Black Oystercatcher breeding season is from April through September. For the California Central Coast, egg laying usually begins in late April and runs through late June.

Nests & Eggs. Black Oystercatchers nest above the high tide line on offshore rocks, rocky shores, and sand/gravel beaches. The typical nest is a bed of rock flakes, pebbles, and shell fragments, pulled into a low bowl. Black Oystercatchers lay 1 to 3 eggs, with 2 being the average. Incubation ranges from 26 to 32 days and is shared by both the male and female.

Chicks. Chicks are able to walk almost immediately after hatching. Hatchling chicks will be brooded nearly continuously for the first couple of days and intermittently for the following week. When not brooded, chicks are always attended by at least one parent. Chicks are very mobile and move around the area of the nesting site, following the parents down to the wrack (seaweed level) at low tide. Even young chicks may move as far as 30 to 50 meters from the nesting site.

Fledglings. Black Oystercatcher chicks fledge (develop the ability to fly) within 38 to 40 days. Fledglings can spend from 3 to as much as 6 months with their parents in order to learn basic foraging and survival PG CC 10/4/23
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12 skills, before the parents chase them out of their territory in order prepare for the new breeding season.

Fledglings continue to develop foraging skills for at least 12 months; sub-adults may require more than three years to master a complete repertoire of efficient foraging skills comparable to those of adults.

Food & Feeding. Black Oystercatchers feed on a variety of intertidal invertebrates including limpets, mussels, chitons, crabs, barnacles, and other small intertidal animals. Black Oystercatcher chicks are fed by their parents until they are close to fledging. At that time, the large chick will start to be capable of foraging to some degree on its own. The parents initially feed tiny young by bringing them pieces of shellfish meat small enough for the chicks to consume. A chick will take the food either directly from the parent’s beak or from the ground where the parent intentionally drops it. Older chicks and fledglings that have developed some minimal foraging skills will still take food from their parents’ beaks whether or not the food is offered to them.

Pair Bonds. It takes 4 to 5 years for a Black Oystercatcher to reach breeding age; after that, strong pair bonds are formed. With an estimated life span of about 10 to 15 years, each adult may then have 5 to 10+ years to replace itself in order for the population to remain stable. Black Oystercatchers usually mate for life, but re-mating can occur.

Territories. Black Oystercatchers are highly territorial. Once a pair has formed, they face establishing a territory in an environment where other Black Oystercatcher pairs already occupy most of the prime habitat. Once a territory is established, the pair will vigorously defend it from all other Black Oystercatchers. A map of BLOY territories as they appeared during the 2022 nesting season be found on page 12. (Specific to the Monterey Peninsula)
Fledging Success. In January 2018, National Audubon completed an assessment of Black Oystercatcher literature (primarily from Alaska and British Columbia) and development of an initial population model.

Based on their analysis, they hypothesize that annual reproductive success (no. of fledglings/no. of breeding pairs) greater than about 0.70 (70%) is likely a good sign for a local population, while reproductive success of less than about 0.35 (35%) indicates a population at risk. For the past four breeding seasons (2014-2017), the reproductive success rate for the Black Oystercatcher pairs monitored on the southern coast of the Monterey Bay region (i.e., South Coast Study Area) has ranged from 0.14 to 0.21 (14% to 21%), while the pairs monitored on the northern coast of Monterey Bay region (i.e., North Coast Study Area) ranged from 0.82 to 1.40 (82% to 140%). Thus, while the North Coast is doing very well, the South Coast — including the City of Pacific Grove coastline — is faring very poorly. For comparison, the overall success rate for the entire California coast is about 0.45 (45%).

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13 18 Monterey Peninsula (MP) territorial pairs in 2022 PG CC 10/4/23
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