Payment for implementing, administering, and providing all equipment and personnel associated with the CSEP shall be incl uded in the bid items for which the CSEP is required and no additional compensation will be made.
(d) Hazardous Conditions: Contractor’s Responsibility for Precautions - Contractor agrees that if, during the progress of the work, a hazardous condition i s identified which involves a risk of bodily harm to any person or a risk of damage to any property, the Contractor will take such special precautions as shall be necessary to make the progress of the work safe under such condition. Conditions may result from, but are not limited to, the use of specified materials or equipment, the location of the work, the condition of the site, the kind or method of construction, or the manner in which any of the work is required to be done. The Contractor agrees to ass ume the sole responsibility for determining whether any such hazardous condition exists or will be created during the course of the work. (e) Use of Explosives – Explosives may be used only when authorized in writing by the Engineer, or as otherwise stated in the Specifications. Explosives shall be handled, used, and stored in accordance with all applicable regulations. No explosive material shall be transported to, stored or utilized on the site without written permission of Engineer. All blasting work and handling of explosives on the site shall be done only by qualified persons who possess a valid permit. The Engineer’s approval of the use of explosives shall not relieve the Contractor from liability for claims caused by blasting operations.
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(f) Special Hazardous Substances and Process – Materials that contain hazardous substances or mixtures may be required on the work. A Material Safety Data Sheet as described in California Code of Regulations, Section 5194 shall be requested by the Contractor from the manufacturer of any hazardous products used and submitted to the Engineer.
Hazardous material usage shall be accomplished with strict adherence to California Division of Industrial Safety requirements and all manufacturer warnings and application instructions listed on the Material Safety Data Sheet and on the product container label.
The Contractor shall notify the Engineer if a specified product cannot be used under safe conditions.
9.22 Patent Fees or Royalties - All fees, royalties or claims for any patented invention, article or method that may be used upon or in any manner connected with the work under this contract shall be included in the price bid for the work and the contractor and his sureties shall protect and hold the City, together with all the City's officers, agents, servants and employees, harmless against any and all demands made for such fees or claims brought or made by the holder of any invention or patent and, before the final payment is made on account of this contract, contractor shall, if requested by the Engineer, furnish acceptable proof of a proper release from all such fees or claims.
Should the contractor, his agents, servants or employees, or any of them, be enjoined from furnishing or using any invention, article, material or appliance supplied or required to be supplied or used under this contract, the contractor shall promptly substitute other articles, materials or appliances, in lieu thereof, of equal efficiency, quality, finish, suitability and market value and satisfactory in all respects to the Engineer. Or, in the event that the Engineers elects in lieu of such substitution to have supplies and to retain and use any such invention, article, material or appliance as may be required by the contract to be supplied – in that event, the contractor shall pay such royalties and secure such valid licenses as may be requisite and necessary for the City, the City's officers, agents, servants and employees, or any of them to use such invention, article, material or appliance without being disturbed or in any way interfered with by any proceeding in law or equity on account thereof. Should the contractor neglect or refuse to make the substitution promptly, or to pay such royalties and secure such licenses as may be necessary, then, in that event, the Engineer shall have the right to make such substitution or the City may pay such royalties and secure such licenses and charge the cost thereof against any monies due the contractor from the City or recover the amount thereof from him and his sureties notwithstanding final payment under this contract may have been made.
9.23 Advertising - The names of the Contractor or Subcontractors, with their addresses and the designation of their particular specialties, may be displayed at the job site on removable signs only if written approval is received from the Engineer. Commercial advertising material shall not be attached to, or painted on the surfaces of, any buildings, fences, canopies, or barricades.
9.24 Antitrust Claims – Attention is directed to Public Contract Code, Section 7103.5 which provides: “In entering into a public works contract or a subcontract to supply goods, services, or materials pursuant to a public works contract, the Contractor or Subcontractor offers and agrees to assign to the City all rights, title, and interest in and to all causes of action it may have under Section 4 of the Clayton Act (15 U.S.C. Sec 15) or the Cartwright Act (Chapter 2, commencing with Section 16700, of Part 2 of Division 7 of the Business and Professions Code), arising from purchases of goods, services, or materials pursuant to the public works contract or subcontract. The assignment shall be made and become effective at the time the City tenders final payment to the Contractor, without further acknowledgement by the parties.”
9.25 Audit and Examination of Records – The City and entities and agencies designated by the City, shall have access to, and the right to audit and examine at no additional cost, all of the Contractor’s project related data including but not limited to, books, estimates, records, contracts, bid cost data, Subcontractor and supplier job cost data, change orders, correspondence, instructions, drawings, receipts, vouchers, purchase orders, notes, computations, daily logs, and memoranda relating to the work. Pursuant to Government Code, Section 8546.7, the Contractor shall preserve all such records and will be subject to examination and audit by the State Auditor, at the request of the City, for a period of three (3) years after final payment under the Agreement.
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9.26 Notice of Entrance - Before entering any private property the contractor shall give the owner, tenant and inspector a minimum of forty-eight (48) hours written notice.
9.27 A dditional and Emergency Protection - Wherever, in the opinion of the Engineer, the contractor has not taken sufficient precautions for the safety of the public or the protection of the works to be constructed under this contract, or of adjacent structures or property which may be injured by processes of construction on account of such neglect, and whenever, in the opinion of the Engineer, an emergency shall arise and immediate actions shall be considered necessary in order to protect personal and property interest, whether public or private, then and in that event, the Engineer, with or without notice to the contractor, may provide suitable protection to the said interests by causing such work to be done and such material to be furnished as shall provide such protection as the Engineer may consider necessary and adequate.
The cost and expense of such work and material so furnished shall be borne by the contractor and if the same shall not be paid on presentation of the bills therefore, then such costs shall be deducted from any amounts due or to become due the contractor. The performance of such emergency work under the direction of the Engineer shall in no way relieve the contractor from any damages which may occur during or after precaution has been taken by the Engineer.
9.28 Placing Portions of Work in Service - Portions of the work may be placed in service as completed if desired by the City . Contractor shall give proper access to the work for this purpose. Such use and operation shall not constitute an acceptance of the work and the work, and the contractor shall be liable for defects due to faulty construction until the entire work under the contract is finally accepted.
9.29 R ights -of-Way - The City will provide all rights-of-way and easements in or beneath which pipes and other structures will be constructed by the Contractor under this contract. If through the failure of the City to acquire or clear title to rights-of-way, the Contractor sustains loss which could not have been avoided by the judicious handling of forces and plant, there shall be paid to the contractor such amount as the Engineer may find to be a fair and reasonable compensation for such part of the C ontractor's actual loss as the Engineer deems unavoidable. Actual loss shall be understood to include no items other than necessary payments, idle time of men, idle time of equipment, cost of extra moving of equipment, and cost of longer hauls, with no allowance in any case for overhead or profit. If performance of the Contractor's work is delayed as a result of the failure of the City to acquire or clear title to rights -of- way, a commensurate extension of time will be granted.
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SECTION 10 - MEASUREMENT AND PAYMENT
10.01 Measurement of Quantities for Unit Price Work - Materials and items of work which are to be paid for on the basis of measurement shall be measured in accordance with the methods stipulated in the particular sections of the Contract Documents involved. Unless specifically stated otherwise in this contract, no extra measurement(s) according to local custom of any kind shall be allowed in measuring the work under this contract; only the length, area, solid contents, number, weight, or time in standard units, as the case may be, shall be considered as specified.
Unless otherwise specified, quantities of work shall be determined from measurements or dimensions in the horizontal planes. Stationing shall be along the street centerline, lengths of sanitary sewers, storm drains and water lines shall be measured as the horizontal distances from center to center of structures, rounded to the nearest foot, and lengths of all return radii and curb data shall be measured along the face of curb. V olumetric quantities shall be the product of the mean area of verti cal or horizontal sections and the intervening horizontal or vertical dimensions. Measurements shall be in accordance with U.S. Standard Measures. A pound is an avoirdupois pound. A ton is two- thousand (2,000) pounds avoirdupois. The unit of liquid measure is the U.S. gallon.
When payment is to be made on the basis of weight, the weighing shall be done on certified platform scales or, when approved by the Engineer, on a completely automated weighing and recording system. The Contractor shall submit to the Engineer with duplicate licensed Weighmaster’s certificates showing the actual net weights. The City will accept the certificates as evidence of the weights delivered.
10.02 Bid Items - Should any bid item be eliminated in its entirety, payment will be made to the Contractor for actual costs incurred, in connection with such eliminated contract work, and for costs incurred prior to the date of the Engineer’s written notification eliminating such work. The actual costs to be paid to the Contractor shall be computed in the same manner as if the work were to be paid on a force account basis. No compensation will be made to the Contractor, in any case, for loss of anticipated profits. Increased or decreased scope involving a change order will be paid as stipulated in the change order.
The estimated value of work performed, for lump sum bids or lump sum bid items will be determined from the schedule of values, to be prepared by the Contractor and presented at the preconstruction meeting. Elements of work on the schedule of values shall be separated into groupings appropriate for the project. The Technical Specifications may be used as a guide for establishing these groupings. Move-in costs, bond and insurance costs, and submittal preparation costs can be included in the schedule of values under a separate mobilization line item. This line item shall not exceed five - percent (5%) of the contract’s value. Overhead and profit shall not be allowed as a line item, but shall be prorated over other items of work.
10.03 Bid Quantities - The quantities listed in the Bid Schedule for each bid item do not govern final payment. Payments to the Contractor will be made only for the actual quantities of contract items constructed in accordance with the plans and specifications. If upon completion of the construction, the actual quantities show either an increase or decrease from the quantities given in the bid schedule, the contract unit prices will still prevail.
Payment will not be made for materials wasted or disposed of in a manner not called for under the contract. This includes rejected material not unloaded from vehicles, material rejected after it has been placed and material placed outside of the plan lines. Unless otherwise provided, no payment will be made for materials delivered to the site but not incorporated in the work. Such quantities will not be included in the final pay quantities. No compensation will be allowed for the disposal of rejected or excess material.
When the estimated quantity for a specific portion of work is designated on the Bid Schedule as a “Final Pay Quantity”, the estimated quantity specified shall be the final quantity for which payment for such specified portion of the work will be made, regardless of the actual quantity constructed, unless the
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dimensions of said portions of the work shown on the plans are revised by the Engineer. If such dimensions are revised and such revisions result in an increase or decrease in the quantity of such work, the final quantity for payment will be revised by the amount represented by the change. The estimated quantity for any portion of the work designated as a Final Pay Quantity shall be considered as approximate only and no guarantee is made that the quantity, which can be determined by computations, based upon the details and dimensions shown on the plans, will equal the estimated quantity. No allowance will be made in the event that the quantities based upon computations do not equal the estimated quantities. Final pay quantities will be designated on the Bid Schedule with the letter (F) and shall only apply to the corresponding portions of work specifically designated on the plans. Any portion of work not designated as a final pay quantity will be measured and paid for as specified under other provisions of the Contract Documents.
10.04 Progress Payments – On or about the 25th day of each month may be designated as the date which would terminate each working month for the purpose of making progress payments.
The Contractor's request for a progress payment shall be submitted under cover of the Request for Progress Payment form approved by the Engineer . The Request for Progress Payment form shall be complete and properly executed by the contractor, and have, as attachments, the items listed on the form.
The Contractor shall, on the date established, prepare and submit a progress estimate to the City for work accomplished during the previous working month, based on the various contract bid items and the unit bid prices. Invoices shall include amounts previously paid, itemized retention and any deductions or additions authorized by change order. Consultation with the Engineer may be necessary to determine the amount of work accomplished.
The first progress payment will not be made until the following submittals have been provided and accepted: list and schedule of submittals, Baseline Construction Schedule, schedule of values (if applicable), SWPPP. Subsequent progress payment requests will not be accepted unless accompanied by the progress payment cover letter, an updated baseline or revised schedule, a certification that the record drawings have been updated as of the date of the invoice.
Upon receipt of a progress payment request, the City shall, within ten (10) working days, determine if the request is proper, and if disputed the City will return the progress payment to the Contractor along with a written document setting forth the progress payment request’s shortcomings.
Following receipt of an undisputed and properly submitted progress payment request, the City shall authorize payment within thirty (30) calendar days.
Contractor may request partial payment for materials delivered to the site but not yet incorporated into the work (materials on hand). To receive consideration for payment of materials on hand, the Contractor shall provide the Engineer with a list of such materials at least five (5) working days prior to submitting the monthly estimate of amount earned for work completed. At the Engineer’s sole discretion, up to seventy -five-percent (75%) of the estimated value of materials on hand may be considered for payment, subject to the following:
(a) Only materials which have received favorable review of shop drawings will qualify. (b) Eligible materials must be delivered and properly stored, protected, and maintained in a manner favorably reviewed by the Engineer, at the job site or at a bonded warehouse. (c) The Contractor's actual net cost for the materials must be supported by paid invoices to suppliers or other documentation requested by the Engineer. (d) Materials delivered to the site less than thirty (30) days prior to their scheduled incorporation in the work shall not qualify.
(e) Partial payments for materials on hand shall not be deemed to be final payment for the material nor relieve the Contractor of his obligations under the Contract. (f) Partial payments for materials on hand shall be subject to retention.
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From each progress estimate, five percent (5%) will be deducted and retained by the City, and the remainder of the amount due, less the amount of all previous payment will be paid to the Contractor provided all work invoiced has been completed and approved by the Engineer.
The Engineer may withhold or nullify, the whole or any part of any payment to such extent as may be necessary to protect the City from loss on account of any of the following:
(a) Defective or vandalized work not remedied,
(b) Damage to the City or another Contractor,
(c) Claims filed, or reasonable evidence indicating probable filing of claims, (d) Stop notices, or failure of the Contractor to make payments properly to subcontractors or laborers or suppliers, in which case 125% of the stop notice amount shall be withheld until a release form is received,
(e) A reasonable doubt that the contract can be completed for the balance unpaid, (f) Reasonable evidence that the work will not be completed within the contract time and that the unpaid balance of the contract sum would not be adequate to cover the City’s liquidated damages assessed in accordance with the A greement for the anticipated delay,
(g) Failure of Contractor to maintain, update and submit record documents, schedules or other submittals as required by the Contract Documents, (h) Performance of work by Contractor without properly processed shop drawings; (i) Any other failure of Contractor to perform its obligations under the Contract Documents.
The Contractor may elect to receive one hundred percent (100%) of payments due under the contract from time to time, without retention of any portion of the payment by the City, by depositing and maintaining securities of a value equivalent to the retention amount with the City in accordance with the provisions of Public Contract Code, Section 22300. Such securities, if deposited by the Contractor, shall be valued by the City’s Administrative Services Director, whose decision on valuation of the securities shall be final.
Contractor warrants that, upon submittal of an application for payment, all work for which payment has been previously issued by the City and received by the Contractor, shall be free and clear of all claims, stop notices, security interests, and encumbrances in favor of Contractor, Subcontractors, or other persons or firms entitled to make claims by reason of having provided labor, materials, or equipment relating to work.
The payment of progress payments by the City shall not be construed as an absolute acceptance of the work done up to the time of such payments and shall not constitute acceptance of defective work.
10.05 Retentions - The City shall retain five percent (5%) of the amount of each progress estimate, and the accumulation of said amounts so retained from the progressive payments to the extent unencumbered will be paid to the contractor in no less than thirty -five (35) days after the completion and acceptance by the Engineer and the City of the work done.
Upon contractor's request, City will make payment of funds withheld from progress payments pursuant to the requirements of Code Section 14402 if contractor deposits in escrow with the C ity, or with a bank acceptable to the City, securities eligible for the investment of State funds under Government Code Section 16430 or bank or savings and loan certificates of deposit, upon the following conditions:
(a) Contractor shall bear the expense of the City and the escrow agent in connection with the escrow deposit made.
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(b) Securities or certificates of deposit to be placed in escrow shall be of a value at least equivalent to the amounts of retention to be paid to the contractor pursuant to this section.
(c) Contractor shall enter into an escrow agreement satisfactory to the City, which agreement shall include provisions governing inter alia:
1. Amount of securities to be deposited.
1. Providing of powers of attorney or other documents necessary for the transfer of the securities to be deposited.
2. Conversion to cash to provide funds to meet defaults to termination of the contractor's control over the work, stop notices filed pursuant to the law, assessment of liquidated damages or other amounts to be kept or retained under the provisions of the contract.
3. Decrease in value of securities or deposit.
4. Termination of the escrow upon completion of the contract. (d) Contractor shall obtain the written consent of the surety to such agreement.
10.06 Final Payment - The City shall, prior to final acceptance, provide the Contractor with a copy of the final quantities for the various contract bid items and a summary of contract change orders for his review. All prior payments shall be subject to correction in determining the total contract sum. The Contractor shall reply promptly in writing, to indicate either his concurrence or an explanation of possible discrepancies in the total contract sum.
The project will not be submitted to the City Council for acceptance until the Engineer and the Contractor concur with the totals of all quantities, costs, contract change orders and the total contract sum. Following concurrence, a semi -final payment will be made to the Contractor after deducting all previous payments and all amounts to be retained under the provisions of the contract. The retention payment shall be due and payable as a final payment after the expiration of thirty -five (35) days following the date of final acceptance of the work by the City Council.
If within the time fixed by law, a properly executed notice to stop payment is filed with the City, due to Contractor’s failure to pay for labor or materials used in the work, all money due for such labor or materials will be withheld from payment to the Contractor in accordance with applicable laws.
If releases are required, the Contractor shall pay or cause to be paid to Subcontractors the amount stated in the conditional releases within five (5) days after receipt of the semi -final payment, and shall promptly thereafter furnish evidence of such payment to the City.
The securities deposited by the Contractor will be released, providing that the following requirements of the contract have been fulfilled:
(a) Satisfactory completion of all construction work and written acceptance of said work by the City;
(b) The submission by the Contractor to the Engineer of all required stop notice releases, submittals, written guarantees, warranties, operating manuals, and other project related documentation;
(c) The return to the Engineer of all drawings and written specifications loaned to the Contractor during the construction period.
(d) The submission by the Contractor to the Engineer of record documents and a set of red- lined drawings showing the revisions to the original set of drawings which reflect the actual construction of the project for preparation of “Record Drawings”.
The Contractor agrees that the payment of the final amount due under the contract shall release the City of San Carlos from any and all claims or liability on account of all work performed under the
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contract, except those items previously made in writing and identified by the Contractor as unsettled.
Release of the final payment by the City shall not be construed as an acceptance of any defective work or acceptance of improper materials.
10.07 Acceptance - Contractor shall notify Engineer in writing of the completion of the work, whereupon the Engineer shall promptly satisfy them self by personal inspection as to the actual completion of the work in accordance with the terms of the contract. After receiving a written recommendation from the Engineer for acceptance of the work, City shall accept or reject the work; stating, if the work is rejected, the requisite conditions for acceptance. When the City accepts the work, they shall file a Notice of Complet ion with the County Recorder in the county where the work is located and shall promptly notify the contractor in writing of the recordation. Contractor warrants and guarantees that title to all work, materials and equipment accepted by the City will pass to the City free and clear of all liens, claims, security interests or encumbrances, and that no work, materials or equipment accepted will have been acquired by the contractor, or by any other person performing the work at the site or furnishing materials or equipment for the project, subject to an agreement under which an interest therein or encumbrances thereon is retained by the seller or otherwise imposed by contractor of such other person.
10.08 C
ompensation for Extra or Omitted Work – Compensation for extra or omitted work shall be in accordance with Section 5.08, Change Orders.
10.09 Compensation to City for Extension of Time - In case the work called for under this contract is not completed within the time limit stipulated herein, the City shall have the right, as provided hereinabove, to extend the time of completion thereof. If the time limit so be extended, the City shall have the right to charge to the contractor and to deduct from the final payment for the work the actual cost to the City of engineering, inspection, administration, legal and other overhead expenses which are directly chargeable to the extension of time. The cost of final surveys and preparation of the final estimate shall not be included in such charges.
10.10 Claims - The term “Claim” shall mean a written demand or assertion by the Contractor seeking, as a matter of asserted right, adjustment in the terms of the Contract Documents, payment of money, extension of time, or other relief with respect to the Contract Documents, or determination of other disputes or matters in question between the City and Contractor arising out of or related to the Contract Documents or the performance of the work, including claims alleging an error or omission.
A claim must be stated with specificity, including identification of the event giving rise to claim, the date of the event, and the asserted effect on contract sum and contract time. The claim shall include adequate supporting data. Adequate supporting data for a claim for an adjustment of the contract time shall include scheduling data demonstrating the impact of the event on the completion of the work.
Adequate supporting data for a claim for an adjustment of the contract sum shall include a detailed cost breakdown of the items allowed, isolating labor, material, and equipment costs, and providing detailed quantities and unit prices for changed work. If the exact amount of a claim is not ascertainable at the time such claim is made, the supporting data currently available shall be submitted. Supplemental data supporting the exact amount of the claim shall be submitted as soon as available.
Notwithstanding the making of any claim or the existence of any dispute regarding any claim, unless otherwise directed by the Engineer, the Contractor shall not cause any delay, cessation, or termination in the performance of the work, including portions of the work pertaining to a claim.
10.11 Time Limit on Claims - Contractor shall submit any and all claims, together with adequate supporting data to the Engineer as soon as possible but not later than ten (10) working days after occurrence of the event giving rise to the claim, or the date the Contractor first recognized, or reasonably should have recognized, the condition giving rise to the claim, whichever is earlier. Contractor hereby expressly waives all claims not made within this time limit.
Contractor is expressly barred from asserting any claims of which the Contractor was aware, whether or not the exact amount of such claims was ascertainable, that is not submitted to the Engineer prior to the Contractor proceeding with the work.
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10.12 City Response to Claims - The Engineer shall promptly review claims. If additional supporting data is deemed necessary, the Engineer shall request such additional data within ten (10) working days after receipt of the claim. The Contractor shall furnish such additional data no later than ten (10) working days after receipt of the City’s request. The Engineer shall render a decision promptly, but in any event, within thirty (30) working days after the receipt of the claim or the receipt of additional supporting data. If the amount of the claim is in excess of $50,000, the aforesaid thirty (30) working day period shall be sixty (60) working days. Failure of the Engineer to render a decision within the aforesaid thirty (30) or sixty (60) working day period shall be deemed a decision denying the claim and the last day of such period shall be the date of such decision. The decision of the Engineer shall be final and binding unless appealed in accordance with the General Provisions, Section 10.15 , “Appeal of the Engineer’s Decision”.
10.13 Appeal of Engineer’s Decision - If Contractor disputes the Engineer’s decision of a claim, the Contractor shall, within thirty (30) calendar days of the decision, make a written appeal of the decision to the Engineer. The written appeal shall include all supporting data upon which the Contractor requests the City to modify its decision, including all documentation transmitted between the Contractor and the Engineer on the underlying claim. The Engineer shall make a good faith effort to resolve the claim prior to final completion of the Project. In the event the claim is not resolved prior to final completion, the Contractor’s claim shall be heard by the Director of Public Works prior to recommending final acceptance to the City Council. The Contractor’s administrative remedies under the Contract Documents shall be exhausted after the decision of the Director of Public Works is rendered. In case of disagreement with the decision of the Director of Public Works, the Contractor may pursue the resolution of the dispute by presenting a formal claim to the City.
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SECTION 11 - GUARANTEE
11.01 Contractor’s Guarantee - Prior to final acceptance, the Contractor shall warrant and guarantee to the City that all work is in accordance with the Contract Documents and is not defective.
The guarantee shall be accompanied by a warranty bond for ten percent (10%) of the final contract sum, which shall warrant the quality of the work for a period of two (2) years after acceptance.
The guarantee and warranty bond shall be in accordance with the Agreement Forms furnished in the Contract Documents.
11.02 Correction of Defective Work During the Guarantee Period - If within two (2) years after the date of City Council acceptance, or such longer period of time as may be prescribed by laws or regulations or by the terms of any applicable special guarantee required by the Contract Documents, any work is found to be defective, the Contractor shall promptly without cost to the City and in accordance with the City’s written instructions, either correct such defective work or if it has been rejected by the City, remove it from the site and replace it with non-defective work.
If the Contractor does not promptly comply with the terms of such instructions within ten (10) working days after written demand by the City, the City may have the defective work corrected. The City may also correct defective work immediately in cases of emergency where delay would cause serious risk of loss or damage. All direct, indirect and consequential costs of correcting defective work (including but not limited to fees and charges of engineers, architects, attorneys and other professionals) shall be absorbed by the Contractor.
The Contractor shall remove from the Project site portions of the work and materials which are not in accordance with the Contract Documents and which are neither corrected by the Contractor nor accepted by the City. If Contractor fails to pay the costs of such removal within ten (10) working days after written demand, the City may, without prejudice to other remedies, sell such materials at auction or at private sale, or otherwise dispose of such material. The Contractor shall be entitled to the proceeds of such sale, if any, in excess of the costs and damages for which the Contractor is liable to the City, including reasonable attorneys’ fees and expenses and compensation for the City’s services and expenses.
The City shall have the option, at its sole discretion and by notice to the Contractor, to accept defective work as defined in Section 4.18 – “Acceptance of Defective Work. “
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SPECIAL PROVISIONS
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SPECIAL PROVISIONS
These Special Provisions contain project specific requirements pertaining to the work, and as such, shall take precedence over the General Conditions portions of the se Specifications. All costs associated with satisfying the requirements in these Special Provisions shall be included in the Contractor’s bid price and no additional compensation shall be made.
1. DESCRIPTION OF WORK
In general, the Contractor shall furnish all labor, mat erials, equipment and services necessary to complete the project as further described in the “Instructions to Bidders ” of these Specifications.
2. LOCATION
Work to be done under this contract is at Burton Park (900 Chestnut Street) and Highlands Park (2600 Melendy Drive) in San Carlos, California as shown on the project plans.
3. DAYS & HOURS OF OPERATION
The hours of operation shall be limited to the hours between 8:00 a.m. and 4:00 p.m.
Activities outside of those hours shall not generate objectionable noise, dust, or inconvenience to the public. Regular working days are from Monday through Friday and City legal holidays unless exception is granted by the City Engineer.
4. SEQUENCING AND ORDER OF WORK
The following sequencing constraints are required on the project, shall be incorporated into the Contractor’s master schedule and shall be reflected in the order of work.
1. Work shall not be performed at Burton Park on Friday, August 12, 2022.
2. Demolition work, consisting of the removal and disposal of materials shown on the demolition plan sheets, shall be broken into 2 distinct work areas based on park location. Contractor shall propose the individual work area limits, with City to have final approval.
3. Highlands Parks shall be fully accessible outside of working hours.
4. Burton Park shall be fully accessible outside working hours.
5. Construction zones shall be secured during non-working hours.
5. STAGING / CONSTRUCTION AREA
The City shall designate a staging area for this project at Highlands Park. Should a staging area be desired at Burton Park, the Contractor shall be responsible for securing such an area along with any and all permits and permissions that may be necessary from the City and/or private property owners. Proof of concurrence shall be provided to the City upon request. Any fencing or other protective means (if required or employed by the Contractor) shall be at the contractor’s expense.
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6. FURNISHED MATERIALS
No materials will be provided by the City for installation by the Contractor.
7. WATER
Water for use during construction shall be furnished by the Contractor and all costs incurred including the water use, meter charges, meter/backflow preventer deposit, vehicles and containers needed in transporting water to the job site shall be paid by the Contractor. The Contractor’s attention is directed to Section 9.11 of the General Provisions for additional information.
8. POWER
All power for and in connection with work to be done under this contract shall be furnished and maintained by Contractor. The Contractor’s attention is directed to Section
9.12(h) of the General Provisions for additional information.
Contractor shall provide power to the restrooms and irrigation controller throughout the entirety of construction at Highlands Park.
9. OWNER / CONTRACTOR MEETINGS
A. PRE-CONSTRUCTION CONFERENCE: A Pre -construction Conference will be held at the San Carlos City Hall, 600 Elm Street, San Carlos, CA 94070 within ten (10) working days after the date the Notice to Proceed is issued at the time and date described in the Notice to Proceed.
The conference will address the scope of work and the Contractor's proposed construction schedule, traffic control and detour plan. At the Pre- construction conference the Contrac tor shall provide the following, in addition to the items specified in Section 8.09 of the General Provisions:
• The proposed construction schedule (for overall project), • Two-week look-ahead construction schedule,
• D raft of the notification letter to residents and merchants, • The proposed traffic control plan,
• Project submittals.
The meeting shall be attended by:
• Contractor's representative, superintendent and major subcontractors, • City's representative project manager and inspector,
• Design consultant team,
• Others as Appropriate.
B. WEEKLY CONSTRUCTION MEETINGS: : A weekly construction will be held at the construction site or at San Carlos City Hall, 600 Elm Street, San Carlos, CA 94070 as determined by the City Project Manager/Inspector. The weekly meetings will be held on a day and time mutually satisfactory to the City and Contractor ’s representative and/or superintendent.
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10. NOTIFICATION OF RESIDENTS AND MERCHANTS:
The Contractor shall perform the following tasks prior to commencement of the construction work:
A. Prepare and leave at each location a notification letter seventy-two (72) hours prior to the time of construction, stating nature of work and expected duration of construction activity affecting their property.
B. Include Contractor's telephone number for the purpose of taking inquiries and complaints.
C. Submit draft copy to City at Pre-construction conference.
D. Final format and wording of this letter shall be subject to approval of Engineer.
11. STORM WATER POLLUTION PREVENTION
Consistent with the requirements of the federal Clean Water Act, the Project is subject to storm water pollution prevention requirements, which include the implementation of a water pollution prevention plan and/or implementation of local storm water requirements, which prohibit the discharge of pollutants from the Project site.
All work shall conform to the National Pollutant Discharge Elimination System (NPDES) General Permit for Storm Water Discharges Associated with Construction and Land Disturbance Activities (Order No. 2009- 0009-DWQ, NPDES No. CAS000002) ("General Permit"), and the NPDES Municipal Regional Stormwater Permit (MRP) (Order No. R2- 2015-0049, NPDES No. CAS612008). The Contractor shall implement all applicable San Mateo Countywide Water P ollution Prevention Program (SMCWPPP) measures and Best Management Practices (BMPs). Failure to comply with the approved construction BMPs will result in the issuance of correction notices, citations and/or a stop work order.
Prior to the start of any field work, the Contractor shall prepare a Water Pollution Control Plan (WPCP), in accordance with the latest version of the California Department of Transportation "Water Pollution Control Program (WPCP) Preparation Manual" and template, or other approved template, for review and approval by the Engineer. The WPCP shall include, at a minimum, the selection of BMPs applicable to the project, and an erosion control plan detailing the locations on the project site where applicable BMPs will be implemented.
The Contractor shall include in the WPCP any applicable California Department of Transportation Construction Site BMP Fact Sheets, or an approved equivalent. The Contractor is responsible for furnishing, installing, constructing, inspecting, maintaining, removing, and disposing of the BMPs as necessary throughout the entirety of the project. The Contractor shall inspect BMPs regularly, and correct improperly installed, damaged, or ineffective BMPs immediately. Site BMP inspections shall be performed in accordance with the approved SWPPP/WPCP, and at a minimum of two week intervals.
Reports of each BMP inspection shall be provided to the City on a monthly basis.
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12. CONSTRUCTION AND DEMOLITION DEBRIS
The City has an ordinance requiring that debris from construction and demolition activities be reused, recycled and/or salvaged and diverted from a landfill. The Contractor shall provide sufficient evidence (weight tickets or other documents) to verify that some of debris is being recycled, reused and/or salvaged to the satisfaction of the Engineer.
13. HAUL ROUTES
The Contractor shall submit haul routes to the City for approval prior to commencing construction. Holly Street east of El Camino Real shall be prohibited.
14. TRAFFIC CONTROL
The Contractor shall submit a Traffic Control Plan, prepared by a Traffic Engineer licensed in California, for approval before performing any lane closure or detour.
15. CONSTRUCTION SCHEDULE
The Contractor shall submit a three week look ahead schedule updated weekly.
16. SUBMITTALS
The following items of work will require submittals:
Item Description Specification Section
Cast-In-Place Concrete Section 03 30 00
Exposed Aggregate Concrete Finishing Section 03 35 23
Basic Materials and Methods Section 26 05 10
Switchboards Section 26 24 13
Centralized Emergency Lighting Inverter Section 26 33 23 Sports Field Lighting – Burton Park Section 26 56 00
Sports Field Lighting – Highlands Park Section 26 56 01 Synthetic Turf Section 32 02 00
Underground Electrical Structures Section 33 71 19
17. STREET SWEEPING
The Contractor shall sweep the streets in accordance with the project provisions.
18. GROUND PROTECTION MATS
The Contractor shall utilize ground protection mats when traversing across any field with any vehicle. Any equipment path of travel across sport field surfaces shall be submitted to the City for approval prior to commencing construction.
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TABLE OF CONTENTS
DIVISION 03 - CONCRETE
03 30 00 CAST-IN-PLACE CONCRETE
03 35 23 EXPOSED AGGREGATE CONCRETE FINISHING
DIVISION 26 - ELECTRICAL
26 05 05 SELECTIVE DEMOLITION FOR ELECTRICAL
26 05 10 ELECTRICAL GENERAL PROVISIONS
26 05 12 BASIC MATERIAL AND METHODS
26 24 13 SWITCHBOARDS
26 56 00 SPORTS FIELD LIGHTING - BURTON PARK
26 56 01 SPORTS FIELD LIGHTING - HIGHLANDS PARK
DIVISION 33 - UTILITIES
33 71 19 UNDERGROUND ELECTRICAL STRUCTURES
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SECTION 03 30 00
CAST-IN-PLACE CONCRETE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Concrete for paving renovation.
B. Miscellaneous concrete elements.
C. Concrete curing.
1.02 REFERENCE STANDARDS
A. ACI 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete; American Concrete Institute International; 1991 (Reapproved 2009).
B. ACI 301 - Specifications for Structural Concrete; American Concrete Institute International; 2010 (Errata 2012).
C. ACI 304R - Guide for Measuring, Mixing, Transporting, and Placing Concrete; American Concrete Institute International; 2000.
D. ACI 308R - Guide to Curing Concrete; American Concrete Institute International; 2001 (Reapproved 2008).
E. ASTM C39/C39M - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens; 2014.
F. ASTM C150/C150M - Standard Specification for Portland Cement; 2012.
G. ASTM C171 - Standard Specification for Sheet Materials for Curing Concrete; 2007.
H. ASTM C260/C260M - Standard Specification for Air-Entraining Admixtures for Concrete; 2010a.
I. ASTM C330/C330M - Standard Specification for Lightweight Aggregates for Structural Concrete; 2014.
J. ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete; 2012.
K. Concrete Reinforcing Steel Institute, "Manual of Standard Practice".
1.03 SUBMITTALS
A. Mix Design: Submit proposed concrete mix design.
1. Indicate proposed mix design complies with requirements of ACI 301, Section 4 - Concrete Mixtures.
2. Indicate proposed mix design complies with requirements of ACI 318, Chapter 5 - Concrete Quality, Mixing and Placing.
B. Manufacturer's Installation Instructions: For concrete accessories, indicate installation procedures and interface required with adjacent construction.
C. Laboratory Test Reports: Submit laboratory test reports for concrete materials and mix design tests as specified.
D. Project Record Documents: Accurately record actual locations of embedded utilities and components that will be concealed from view upon completion of concrete work.
1.04 QUALITY ASSURANCE
A. Concrete Testing Service: Engage a testing laboratory acceptable to Engineer to perform material evaluation tests and to design concrete mixes.
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PART 2 PRODUCTS
2.01 CONCRETE MATERIALS
A. Cement: ASTM C150, Type IA - Air Entraining Portland type.
1. Use one brand of cement throughout project, unless otherwise acceptable to Engineer.
B. Lightweight Aggregate: ASTM C330/C330M.
C. Fly Ash: ASTM C618, Class C or F.
D. Limit use of fly ash to not exceed 15 percent of cement content by weight.
E. Calcined Pozzolan: ASTM C618, Class N.
2.02 ADMIXTURES
A. Do not use chemicals that will result in soluble chloride ions in excess of 0.1 percent by weight of cement.
B. Air Entrainment Admixture: ASTM C260/C260M.
C. Water-Reducing Admixture: ASTM C 494, Type A, and contain not more than 0.1% chloride ions.
1. Available Products: Subject to compliance with requirements, products which may be incorporated in the work include, but are not limited to, the following:
2. Products: Subject to compliance with requirements, provide one of the following:
a. "Eucon WR-75"; Euclid Chemical Co.
b. "Pozzolith 344"; Master Builders.
c. "Plastocrete 160"; Sika Chemical Corp.
d. "Chemtard"; Chem-Masters Corp.
D. Calcium chloride or admixtures containing more than 0.1% chloride ions are not permitted.
2.03 ACCESSORY MATERIALS
A. Bonding Compound: Polyvinyl acetate or acrylic base, rewettable type.
1. Available Products: Subject to compliance with requirements, products which may be incorporated in the work include, but are not limited to, the following: NOTE: The products below need to be applied as trial applications to ensure that adhesion requirements are satisfied.
2. Products: Subject to compliance with requirements, provide one of the following:
a. "J-40 Bonding Agent"; Dayton Superior Corp.
b. "Weldcrete"; Larsen Products.
c. "Everbond"; L & M Construction Chemicals.
d. "EucoWeld"; Euclid Chemical Co.
e. "Hornweld C"; A. C. Horn.
f. "Sonocrete"; Sonneborn-Contech.
g. "Acrylic Bondcrete"; The Burke Co.
B. Non-slip Aggregate Finish: Provide fused aluminum oxide grits, or crushed emery, as abrasive aggregate for non-slip finish with emery aggregate containing not less than 40% aluminum oxide and not less than 25% ferric oxide. Use material that is factory- graded, packaged, rust- proof and non-glazing, and is unaffected by freezing, moisture and cleaning materials.
C. Moisture-Retaining Cover: ASTM C171; regular curing paper, white curing paper, clear polyethylene, white polyethylene, or white burlap-polyethylene sheet.
D. Chemical Curing: If moist curing is not possible, use a chemical curing agent that is specifically designed for or compatible with the approved crystalline waterproofing treatment. Curing agent shall have at least two years of successful field use and shall be approved by waterproofing manufacturer in writing.
2.04 CONCRETE MIX DESIGN
A. Prepare design mixes for each type and strength of concrete by either laboratory trial batch or field experience methods as specified in ACI 301. Use an independent testing facility
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acceptable to Engineer for preparing and reporting proposed mix designs. The testing facility shall not be the same as used for field quality control testing unless otherwise acceptable to Engineer.
B. Submit written reports to Engineer of each proposed mix for each class of concrete at least 15 days prior to start of work. Do not begin concrete production until mixes have been reviewed by Engineer.
C. Adjustment to Concrete Mixes: Mix design adjustments may be requested by Contractor when characteristics of materials, job conditions, weather, test results, or other circumstances warrant; at no additional cost to Owner and as accepted by Engineer. Laboratory test data for revised mix design and strength results must be submitted to and accepted by Engineer before using in work.
D. Admixtures: Add acceptable admixtures as recommended in ACI 211.1 and at rat es recommended or required by waterproofing additive manufacturer.
E. Structural Lightweight Concrete:
1. Compressive Strength, when tested in accordance with ASTM C39/C39M at 28 days:
3,000 pounds per square inch.
2. Lightweight Concrete: Proportion mix as herein specified. Design mix to produce strength and modulus of elasticity, with a split-cylinder strength factor (Fct) of not less than 5.5 and a dry weight of not less than 95 lbs. or more than 110 lbs. after 28 days. Limit shrinkage to
0.03% at 28 days.
3. Maximum Slump: 4 inches.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify lines, levels, and dimensions before proceeding with work of this section.
3.02 PREPARATION
A. Cleaning and Tightening: Thoroughly clean forms and adjacent surfaces to receive concrete.
Remove chips, wood, sawdust, dirt or other debris just before concrete is placed. Retighten forms and bracing after concrete placement is required to eliminate mortar leaks and mortar proper alignment.
B. Coordinate placement of embedded items with erection of concrete formwork and placement of form accessories.
C. Where new concrete is to be bonded to previously placed concrete, prepare existing surface by cleaning with steel brush and applying bonding agent in accordance with manufacturer's instructions.
1. Contractor to conduct compaction testing to meet values indicated on drawings. Any associated costs will be borne by the contractor.
3.03 JOINTS:
A. Construction and Expansion Joints: Locate and install construction joints as indicated or, if not indicated, locate so as not to impair strength and appearance of the structure, as acceptable to Engineer.
3.04 PLACING CONCRETE
A. Place concrete in accordance with ACI 304R.
B. Deposit concrete continuously or in layers of such thickness that no concrete will be placed on concrete which has hardened sufficiently to cause the formation of seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as herein specified. Deposit concrete as nearly as practicable to its final location to avoid segregation.
C. Consolidate placed concrete by mechanical vibrating equipment supplemented by hand- spading, rodding or tamping. Use equipment and procedures for consolidation of concrete in accordance with ACI recommended practices.
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D. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations not farther than visible effectiveness of machine. Place vibrators to rapidly penetrate placed layer and at least 6" into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to set. At each insertion limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing segregation of mix.
E. Consolidate concrete during placing operations so that concrete is thoroughly worked around reinforcement and other embedded items and into corners.
F. Bring slab surfaces to correct level with straightedge and strike off. Use bull floats or darbies to smooth surface, free of humps or hollows. Do not disturb slab surfaces prior to beginning finishing operations.
G. Notify Engineer not less than 24 hours prior to commencement of placement operations.
H. Maintain records of concrete placement. Record date, location, quantity, air temperature, and test samples taken.
3.05 MONOLITHIC SLAB FINISHES:
A. After screeding, consolidating, and leveling concrete slabs, do not work surface until ready for floating. Begin floating when surface water has disappeared or when concrete has stiffened sufficiently to permit operation of power-driven floats, or both. Consolidate surface with power- driven floats, or by hand-floating if area is small or inaccessible to power units. Check and level surface plane so that depressions between high spots do not exceed 5/16" under a 10' straightedge. Cut down high spots and fill low spots. Uniformly slope surfaces to drains.
Immediately after leveling, re-float surface to a uniform, smooth, granular texture.
B. Non-Slip Broom Finish: Apply non-slip broom finish to exterior concrete, and elsewhere as indicated. Include aggregate as indicated in section 2.03-B.
C. Exposed aggreggate finish (where necessary to meet existing conditions): Refer to section 03 35 23.
D. Immediately after trowel finishing, slightly roughen concrete surface by brooming with fiber bristle broom perpendicular to main traffic route. Coordinate required final finish w ith Engineer before application. Match adjacent concrete finish.
E. After completion of float finishing, and before starting trowel finish, uniformly spread 25 lbs. of dampened non-slip aggregate per 100 sq. ft. of surface. Tamp aggregate flush with surfac e using a steel trowel, but do not force below surface. After broadcasting and tamping, apply trowel finishing as herein specified.
3.06 CURING AND PROTECTION
A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures.
B. Comply with requirements of ACI 308R. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury.
C. Start initial curing as soon as free water has disappeared from concrete surface after placing and finishing. Weather permitting, keep continuously moist for not less than 7 days.
D. Begin final curing procedures immediately following initial curing and before concrete has dried.
Continue final curing for at least 7 days and in accordance with ACI 301 procedures. Avoid rapid drying at end of final curing period.
E. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete.
F. Curing Methods: Perform curing of concrete by curing and sealing compound, by moist curing, by moisture-retaining cover curing, and by combinations thereof, as herein specified.
G. Provide moisture-cover curing as follows:
1. Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width with sides and ends lapped at least 3" and sealed by waterproof
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tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape.
H. Curing Unformed Surfaces: Cure unformed surfaces, such as slabs, floor topping, and other flat surfaces by application of appropriate curing method.
3.07 FIELD QUALITY CONTROL
A. Submit proposed mix design of each class of concrete to inspection and testing firm for review prior to commencement of concrete operations.
B. Test sample specimen cylinders per CBC Chapter 17
3.08 DEFECTIVE CONCRETE
A. Repair or replacement of defective concrete will be determined by the Engineer. The cost of any required testing and additional testing shall be borne by Contractor when defective concrete is identified.
3.09 PATCHING AND RESTORATION
A. Repair of Unformed Surfaces: Test unformed surfaces, such as monolithic slabs, for smoothness and verify surface plane to tolerances specified for each surface and finish.
Correct low and high areas as herein specified. Test unformed surfaces sloped to drain for trueness of slope, in addition to smoothness using a template having required slope.
B. Correct high areas in unformed surfaces by grinding, after concrete has cured at least 14 days.
C. Correct low areas in unformed surfaces during, or immediately after completion of surface finishing operations by cutting out low areas and replacing with fresh concrete. Finish repaired areas to blend into adjacent concrete. Proprietary patching compounds may be used when acceptable to Engineer.
END OF SECTION
SECTION 03 35 23
EXPOSED AGGREGATE CONCRETE FINISHING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Exposed aggregate concrete finish on cast-in-place concrete work specified in Section 03 30
00. 1.02 REFERENCE STANDARDS
A. ACI 301 - Specifications for Structural Concrete; 2010 (Errata 2012).
B. ACI 303R - Guide to Cast-in-Place Architectural Concrete Practice; 2012.
C. ACI 308R - Guide to Curing Concrete; 2001 (Reapproved 2008).
1.03 SUBMITTALS
A. Samples: Submit samples for special aggregate blends to match existing.
1.04 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 301 and ACI 303R.
B. Installer Qualifications: Installer who is approved by, or acceptable to manufacturer for application of surface retarders required for this Project, with at least five (5) years experience in exposed aggregate finishing.
1.05 MOCK-UP
A. Construct one mock-up panel for each type and finish of exposed aggregate finish and aggregate combination at the project site comprised of one horizontal field sample panel, 2 feet long by 2 feet wide, with full aggregate color range represented. Mock up panel for this Project
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is to verify proper aggregate and mix design, demonstrate proficiency of the installer, and determine the best procedures and degrees of aggregate exposed.
B. Locate where directed.
C. Mock-up may remain as part of the Work if undisturbed.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Provide pigment, admixture, surface retarder, acid etch solution, and bonding agent in manufacturer's original packaging, including use instructions.
PART 2 PRODUCTS
2.01 APPLICATIONS
A. Exterior Main Area: Light brown aggregate, 1/4 inch minimum and 3/8 inch maxim um size, 25 percent exposure. Aggregate to be verified in the field and to match existing texture, color and size.
2.02 CONCRETE MATERIALS
A. Cement, Water, Admixtures: Specified in Section 03 30 00.
2.03 CONCRETE MIX
A. Concrete mix design is specified in Section 03 30 00.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify that items to be cast into concrete are placed securely and will not impede placing concrete.
B. Notify Engineer minimum 24 hours prior to commencement of concreting operations.
3.02 PREPARATION
A. Clean formwork surfaces.
B. Apply surface retarder to formwork in accordance with manufacturer's instructions.
C. Clean previously placed concrete with steel brush and apply bonding agent in accordance with manufacturer's instructions.
3.03 PLACING CONCRETE
A. Place concrete in accordance with Section 03 30 00 and comply with ACI 301.
B. Finish slab surface per manufacturer's recommendations for exposed aggregate finishes, and as required per section 03 30 00.
C. Ensure smooth, flat surface, without low spots (bird baths) which would allow applied materials to puddle.
3.04 AGGREGATE EXPOSURE
A. Leave formwork in place if required until concrete has attained 75 percent of design compressive strength.
B. Immediately after removal of formwork, wash retarded concrete surfaces with water and scrub with stiff bristle brush exposing aggregate to match accepted sample panel. Take care not to mechanically remove more material than intended by using overly aggressive methods.
3.05 CURING
A. Cure concrete floor surfaces in accordance with ACI 308R.
3.06 CLEANING
A. When desired finish is achieved, wash and rinse exposed aggregate surfaces.
B. Remove all debris and excess materials from the job site and dispose of in accordance with all applicable regulations for waste disposal.
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3.07 DEFECTIVE CONCRETE
A. Patch, cure, and finish imperfections to match adjacent areas.
B. Modify or replace concrete not conforming to line, detail, and elevations indicated and appearance requirements.
C. Replace concrete not properly placed.
3.08 PROTECTION
A. Protect concrete from premature drying or staining, excessively hot or cold temperatures, or mechanical injury.
END OF SECTION
SECTION 26 05 05
SELECTIVE DEMOLITION FOR ELECTRICAL
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Electrical demolition.
PART 2 PRODUCTS
2.01 MATERIALS AND EQUIPMENT
A. Materials and equipment for patching and extending work: As specified in individual sections.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify field measurements and circuiting arrangements are as indicated.
B. Verify that abandoned wiring and equipment serve only abandoned facilities.
C. Demolition drawings are based on casual field observation and existing record documents.
D. Report discrepancies to Owner before disturbing existing installation.
E. Beginning of demolition means installer accepts existing conditions.
3.02 PREPARATION
A. Disconnect electrical systems in walls, floors, and ceilings to be removed.
B. Coordinate utility service outages with utility company.
C. Provide temporary wiring and connections to maintain existing systems in service during construction. When work must be performed on energized equipment or circuits, use personnel experienced in such operations.
D. Existing Electrical Service: Maintain existing system in service until new system is complete and ready for service. Disable system only to make switchovers and connections. Minimize outage duration.
1. Obtain permission from Owner at least 72 hours before partially or completely disabling system.
2. Make temporary connections to maintain service in areas adjacent to work area.
E. Existing Fire Alarm System: Maintain existing system in service until new system is accepted.
Disable system only to make switchovers and connections. Minimize outage duration.
3.03 DEMOLITION AND EXTENSION OF EXISTING ELECTRICAL WORK A. Remove, relocate, and extend existing installations to accommodate new construction.
B. Remove abandoned wiring to source of supply.
C. Remove exposed abandoned conduit, including abandoned conduit above accessible ceiling finishes. Cut conduit flush with walls and floors, and patch surfaces.
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D. Disconnect abandoned outlets and remove devices. Remove abandoned outlets if conduit servicing them is abandoned and removed. Provide blank cover for abandoned outlets that are not removed.
E. Disconnect and remove electrical devices and equipment serving utilization equipment that has been removed.
F. Repair adjacent construction and finishes damaged during demolition and extension work.
G. Maintain access to existing electrical installations that remain active. Modify installation or provide access panel as appropriate.
H. Extend existing installations using materials and methods compatible with existing electrical installations, or as specified.
3.04 CLEANING AND REPAIR
A. Clean and repair existing materials and equipment that remain or that are to be reused.
B. Panelboards: Clean exposed surfaces and check tightness of electrical connections. Replace damaged circuit breakers and provide closure plates for vacant positions. Provide typed circuit directory showing revised circuiting arrangement.
C. Luminaires: Remove existing luminaires for cleaning. Use mild detergent to clean all exterior and interior surfaces; rinse with clean water and wipe dry. Replace lamps, ballasts and broken electrical parts.
END OF SECTION
SECTION 26 05 10
ELECTRICAL GENERAL PROVISIONS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Furnish all labor, materials, apparatus, tools, equipment, transportation, temporary const ruction and special or occasional services as required to make a complete working electrical installation, as shown on the drawings or described in these specifications.
1.02 REFERENCES
A. Reference to codes, standards, specifications and recommendations of technical societies, trade organizations and governmental agencies shall mean the latest edition of such publications adopted and published prior to submittal of the bid proposed. Such codes or standards shall be considered a part of this specification as though fully repeated herein.
B. When codes, standards, regulations, etc., allow work of lesser quality or extent than is specified under this Division, nothing in said codes shall be construed or inferred as reducing the quality, requirements or extent of the drawings and specifications.
C. California Code of Regulations (CCR) Title 24, Part 3, Basic Electrical Requirements, State Building Standards Electrical Code
D. National Fire Protection Association (NFPA).
E. Equipment and materials specified under this Division shall conform to the following standards where applicable:
1. UL Underwriters' Laboratories
2. ASTM American Society for Testing Materials
3. CMB Certified Ballast Manufacturers
4. IPCEA Insulated Power Cable Engineer Assoc.
5. NEMA National Electrical Manufacturer's Assn.
6. ANSI American National Standards Institute
7. ETL Electrical Testing Laboratories
F. All base material shall be ASTM and/or ANSI standards.
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G. All electrical apparatus furnished under this Section shall conform to National Electrical Manufacturers Association (NEMA) standards and the NEC and bear the Underwriters' Laboratories (UL) label where such label is applicable.
1.03 SUBMITTALS
A. See Division 1 for submittal procedures.
B. Where items are noted as "or equal" a product of equal design, construction and performance will be considered. Contractor must submit all pertinent test data, catalog cuts and product information required to substantiate that the product is in fact equal. Refer to Division 1, General Requirement for additional requirements. Only one substitution will be considered for each product specified.
C. Submittals shall consist of detailed shop drawings, specifications, "catalog cuts" and data sheets containing physical and dimensioned information, performance data, electrical characteristics, material used in fabrication , material finish and shall clearly indicate those optional accessories which are included and those which are excluded. Furnish one reproducible and 4 prints of each shop drawing.
1.04 CUTTING, PAINTING AND PATCHING
A. Structural members shall in no case be drilled, bored or notched in such a manner that will impair their structural value. Cutting of holes, if required, shall be done with core drill and only with the approval of the Engineer.
B. Cutting and digging shall be under the direct supervision of the General Contractor. Include as necessary for the work in this section.
C. The contractor shall be responsible for returning any surface from which he has removed equipment or devices to the condition and finish of the adjacent surfaces.
1.05 SUPERVISION
A. Contractor shall personally or through an authorized and competent representative constantly supervise the work from beginning to completion and, within reason, keep the same workmen and foreman on the project throughout the project duration.
1.06 PROTECTION
A. Keep conduits, junction boxes, and outlet boxes, and other openings closed to prevent entry of foreign matter: cover fixtures, equipment, and apparatus and protect against dirt, paint, water, chemical, or mechanical damage, before and during construction period. Restore to original condition any fixture, apparatus, or equipment damaged prior to final acceptance, including restoration of damaged shop coats of paint, before final acceptance. Protect bright finished surfaces and similar items until in service. No rust or damage will be permitted.
1.07 EXAMINATION OF SITE
A. The Contractor shall visit the site and determine the locale, working conditions, confli cting utilities, and the conditions in which the electrical work will take place. No allowances will be made subsequently for any costs which may be incurred because of any error or omission due to failure to examine the site and to notify the Engineer of any discrepancies between drawings and specifications and actual site conditions. Schedule visits at least 1 week in advance with Owner's Maintenance staff.
1.08 ENVIRONMENTAL REQUIREMENTS
A. After other work such as sanding, painting etc. has been completed, clean lighting fixtures, panelboards, switchboards, and other electrical equipment to remove dust, dirt, and grease, or other marks, and leave work in clean condition.
1.09 VOLTAGE CHECK
A. At completion of job, check voltage at several points of utilization on the system which has been installed under this contract. During test, energize all loads installed. Measure 3- Phase voltages and note percentage differences. Submit report to Engineer. Include copy in O&M Manual.
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1.10 TESTS
A. Perform tests as specified to prove installation is in accordance with contract requirements.
Perform tests in the presence of the Engineer and furnish test equipment, facilities, and technical personnel required to perform tests. Tests shall be conducted during t he construction period and at completion to determine conformity with applicable codes and with these Specifications. Tests, in addition to specific system test described elsewhere, shall include:
1. Insulation Resistance: All 600 volt insulation shall be tested at 1,000 volts D.C for one minute on all feeder and branch circuit conductors including the neutral, and make a typed record of all readings to be included in the maintenance instructions. The direct current amperes shall be recorded at start and at one minute. The value shall be declining and not more than one microampere.
2. Circuit Continuity: Test all feeder and branch circuits for continuity. Test all neutrals for improper ground.
B. Equipment Operations: Test motors for correct operation and rotation.
C. Product Failure: Any products which fail during the tests or are ruled unsatisfactory by the Engineer shall be replaced, repaired, or corrected as prescribed by the Engineer at the expense of the Contractor. Tests shall be performed after repairs, replacements, or corrections until satisfactory performance is demonstrated.
D. Miscellaneous: Include all test results in the maintenance manual. Cost, if any , for all tests shall be paid by the Contractor.
1.11 DRAWINGS
A. Layout: General layout shown on the drawing shall be followed except where other work may conflict with the drawings.
B. Accuracy:
1. Drawings for the work under this section are diagrammatic.
2. Contractor shall verify lines, levels, and dimensions shown on the drawings and shall be responsible for the accuracy of the setting out of work and for its strict conformance with existing conditions at the site.
3. Contractor shall insure reconnection of existing equipment and circuits affected by contract demolition whether or not reconnection is specifically shown on the contract documents.
1.12 PROJECT RECORD DRAWINGS
A. Refer to General Conditions for contractual requirements. Provide project record drawings as required by the General Provisions of the specifications and as required herein. Such drawings shall fully represent installed conditions including actual locations of outlets, true panelboard connections following phase balancing routines, correct conduit and wire sizing as well as routing, revised fixture schedule listing the manufacturer and products actually installed and revised panel schedule. All changes to drawings shall be made by qualified draftspersons to match existing linework and lettering as close as possible. When all the changes have been made to the trade drawings, contractor shall produce one (1) full size (Arch D) updated set of trade drawing(s) utilizing AutoCad 2008 or newer and supply one (1) set of Compact Discs (CD's) reflecting same.
1.13 MAINTENANCE AND OPERATING INSTRUCTIONS
A. Furnish to the Engineer four (4) hard back 3-ring binders containing all bulletins, operating and maintenance instructions and part lists and other pertinent information for each and every piece of equipment furnished under this specification. Include service telephone numbers. Each binder shall be indexed into sections and labeled for easy reference. Bulletins containing more information than the equipment concerned shall be properly stripped and assembled.
B. At the time of completion, a period of not less than eight hours shall be allotted by the Contractor for instruction of building operating and maintenance personnel in the use of all systems. All personnel shall be instructed at one time, the Contractor making all necessary
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arrangements with manufacturer's representative. The equipment manufacturer shall be requested to provide product literature and application guides for the user's reference. Costs, if any for the above services shall be paid by the Contractor.
1.14 WARRANTIES
A. Furnish to the Engineer four (4) hard back 3-ring binders containing all warranties of every piece of equipment furnished under this specification. Include terms and limitations of warranties, contact names, addresses, and telephone numbers of manufacturer. Each binder shall be indexed into sections and labeled for easy reference for each equipment warranty.
1.15 EXTRA MATERIALS
A. See Division 1 - Product Requirements, for additional provisions.
B. All special tools for proper operation and maintenance of the equipment provided under this Section shall be delivered to the District's representative PART 2 PRODUCTS - NOT USED
PART 3 EXECUTION
3.01 WORKMANSHIP
A. Preparation, handling, and installation shall be in accordance with manufacturer's written instructions and technical data particular to the product specified and/or accepted equal except as otherwise specified. Coordinate work and cooperate with others in furnishing and placing this work. Work to reviewed shop drawings for work done by others and to field measurements as necessary to properly fit the work.
B. Conform to the National Electrical Contractor's Association "Standard of Installation" for general installation practice.
3.02 INSTALLATION
A. Install in accordance with manufacturer's instructions.
END OF SECTION
SECTION 26 05 12
BASIC MATERIAL AND METHODS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Conduit, raceways and fittings.
B. Wires and Cables for 600 Volts and less.
C. Wire connections.
D. Wire devices.
E. Outlet boxes.
F. Pull and junction boxes.
G. Disconnect Switches.
H. Fuses.
I. Supporting Devices.
J. Identifying Devices.
K. Grounding and Bonding
1.02 SUBMITTALS
A. Submit in accordance with the requirements of Division 1 the following items:
1. A list of conduit types indicating where each type of conduit will be used. Indicate conduit manufacturers and fittings to be used.
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2. Wires and Cables.
3. Wiring Devices and Plates
4. Nameplates, including engraving schedules where engraved plates are specified.
5. Fused disconnect switches.
1.03 QUALITY ASSURANCE
A. Conform to requirements of NFPA 70.
B. Products: Listed and classified by Underwriters Laboratories, Inc. as suitable for the purpose specified and indicated.
1.04 REFERENCES
A. ANSI C80.1 - Rigid Steel Conduit, Zinc Coated - latest edition.
B. ANSI C80.3 - Electrical Metallic Tubing, Zinc Coated - latest edition.
C. ANSI C80.5 - Rigid Aluminum Conduit - latest edition.
D. NECA (INST) - Standard of Installation; National Electrical Contractors Association - latest edition.
E. NEMA FB 1 - Fittings, Cast Metal Boxes, and Conduit Bodies for Conduit and Cable Assemblies; latest edition.
F. NEMA RN 1 - Polyvinyl Chloride (PVC) Externally Coated Galvanized Rigid Steel Conduit and Intermediate Metal Conduit - latest edition.
G. NEMA TC 2 - Electrical Plastic Tubing (EPT) and Conduit (EPC-40 and EPC-80) - latest edition.
H. NEMA TC 3 - PVC Fittings for Use with Rigid PVC Conduit and Tubing - latest edition.
I. NFPA 70 - National Electrical Code - latest edition.
PART 2 PRODUCTS
2.01 CONDUIT, RACEWAYS AND FITTINGS
A. Rigid Steel Conduit
1. Rigid steel conduit shall be full weight, pipe size, finished inside and out by hot -dip galvanizing after fabrication, and shall conform with ANSI C80.1 and UL.
2. Couplings shall be electroplated steel.
3. Insulating Bushings: Threaded polypropylene or thermo-setting phenolic rated 150°C minimum.
4. Insulated grounding Bushings: Threaded cast malleable iron body with insulated throat and steel "lay-in" ground lug with compression screw.
5. Insulated Metallic Bushings: Threaded cast malleable iron body with plastic insulated throat rated 150°C.
6. Running threads are not acceptable.
B. Electrical Metallic Tubing (EMT):
1. Conduit: Conduit shall be formed of cold rolled strip steel, and shall comply with ANSI C80.3 and UL requirements.
2. Couplings: Electroplated steel, UL listed rain and concrete tight through 1-1/4" trade size.
All EMT fittings shall be compression type.
3. Connectors: Steel, gland compression type with insulated plastic throat, 150°C temperature rated. All EMT fittings shall be compression type.
C. Liquid Tight Flexible Metal Conduit:
1. Conduit: Conduit shall be fabricated in continuous lengths from galvanized steel strip, spirally wound. Flexible conduit, except where installed in concealed dry locations, shall be liquid tight with plastic jacket extruded over the outer zinc coating. No aluminum substitute will be accepted.
2. Fittings: Connectors shall be the screw clamp on screw-in (Jake) variety with cast malleable iron bodies and threaded male hubs with insulated throat or insulated bushings.
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Set screw type connectors are not acceptable. Liquid tight fittings shall be of cadmium plated cast malleable iron, with insulated throat.
D. Rigid Non-Metallic Conduit:
1. Conduit and fittings shall be homogeneous plastic material free from visible cracks, holes or foreign inclusions. The conduit bore shall be smooth and free of blisters, nicks or other imperfections which could damage conductors or cables.
2. Materials: Polyvinyl Chloride (PVC) schedule 40. Material shall comply with NEMA TC-2 for conduit and NEMA TC-3 for fittings.
2.02 WIRING AND CABLES
A. Acceptable manufacturers: Southwire, or approved equal.
B. Conductor material: All wire and cable shall be insulated, stranded copper cond uctors. Soft drawn annealed copper wire 98% conductivity, bearing the UL label.
C. Minimum conductor size: AWG No. 12 for all power and lighting branch circuits. AWG No. 14 for all signal and control circuits.
D. Color Coding: System conductors shall be identified as to voltage and phase connections by means of color impregnated insulation or approved colored marking tape as follows:
E. For 120/240 volt, single phase, 3 wire system.
1. Phase A - Black
2. Phase B - Red
3. Phase C - Orange for High Leg (208v to neutral)
4. Neutral - White
5. Ground - Green
F. For 120/208 volt, 3 phase, 4 wire systems.
1. Phase A - Black
2. Phase B - Red
3. Phase C - Blue
4. Neutral - White
5. Ground - Green
G. for 277/480 Volt, 3 phase, 4 wire system
1. Phase A - Brown
2. Phase B - Orange
3. Phase C - Yellow
4. Neutral - Grey
5. Ground - Green
H. Secondary Wire and Cable, 0 to 600 Volts;
1. NEC Type THWN, or Type XHHW for feeders and branch circuits in wet or dry locations.
NEC type THHN for branch circuits in dry locations.
2.03 WIRE CONNECTION
A. Wire Joints: Wires in sizes from #18 to #8 AWG, stranded conductor, with insulation rated 105 degrees C. or less shall be joined with electrical spring connectors of three part construction incorporating a non-restricted, zinc coated steel spring enclosed in a steel shell with an outer jacket of vinyl plastic with a flexible insulating skirt.
B. Mechanical Compression Connectors and Taps: Stranded conductors from #6 AWG to 750 Kcmil shall be joined or tapped using bolted pressure connectors having cast bronze compression bolts. Fittings shall be wide range-taking and designed to facilitate the making of parallel taps, tees, crosses or end-to-end connections. Split-bolt connectors will not be acceptable.
C. Fixture Connections: Splice fixture wire to circuit wiring with solderless connectors as specified above in paragraph A.
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D. Terminating Lugs: Conductors from size No. 6 AWG to 750 Kcmil, copper, shall be terminated using tin plated hydraulically operated crimping tools and dies as stipulated by the lug manufacturer. Lugs shall be 3M "Scotchlok" series 30000, Burndy Type Ya-L series, or equal.
E. Splicing and Insulating Tape (600 volts and below): General purpose electrical tape shall be suitable for temperatures from minus 18 degrees C to 105 degrees C, shall be black, ultraviolet proof, self-extinguishing, 7 mil thick vinyl with a dielectric strength of 10,000 volts. Apply 4 layers half-lap with 2” over-lay on each conductor.
F. Insulating Putty (600 volts and below): Pads or rolls of non-corrosive, self-fusing, one eight inch thick rubber putty with PVC backing sheet. Putty shall be suitable for temperatures from minus 17.8 degrees C to 37.8 degrees C and shall have a dielectric strength of 570 volts/mil minimum.
G. Insulating Resin: Two Part liquid epoxy resin with resin and catalyst in pre measured, sealed mixing pouch. Resin shall have a set up time of approximately 30 minutes at 21.1 degrees C, and shall have thermal and dielectric properties equal to the insulation properties of the cables immersed in the resin.
H. Terminal Strip Connectors: Terminate wire in locking tongue style, pressure type, solderless lug where applicable.
2.04 WIRING DEVICES
A. Switches: Specification grade, flush mounting, quiet operating AC type, with toggle operator, heat resistant plastic housing and self grounding metal strap. Silver or silver alloy contact.
Rated 20A at 120-277V and capable of full capacity on tungsten or fluorescent lamp load.
Design for up to #10 wire. Use single pole, double pole, three-way, four-way, lighted, pilot, or keyed type, as indicated on drawings or required. Provide white color unless otherwise noted.
Manufacturer: Leviton, Arrow Hart, or Hubbell.
B. Receptacles: Specification grade, flush mounting receptacles with nylon face. High grade brass allow triple wipe contacts. Provide 2 pole, 3 wire grounding type with a green colored brass hexagonal equipment grounding screw. Grounding shall be rivetless, single piece brass with no mechanical connections in the primary path between point of ground wire termination and ground blades. Use 20A rated receptacles, white in color, unless otherwise noted.
Manufacturer: Leviton, Arrow Hart, or Hubbell.
1. Isolated Ground - Provide separate path to ground, with orange faceplate or triangle to indicated isolated ground
2. GFCI - Equipped with diagnostic indicator for miswiring.
3. Weatherproof - GFCI type, outdoor rated, with metal lockable while in use cover C. Faceplates: Provide nylon cover faceplates for wall receptacles, outlets, and switches. Include thermal mounting screws that match plate and device color. Manufacturer: Leviton, Arrow Hart, or Hubbell.
2.05 OUTLET BOXES
A. Standard outlet boxes: Galvanized, die formed or drawn steel, knock-out type of size and configuration best suited to the application indicated on the plans. Minimum box size, 4 inch square by 1-1/2 inch deep, indoor use. FS cast boxes are required for outdoor use.
B. Cast Metal Outlet Boxes: FS/FD cast boxes are required for outdoor use. Malleable iron alloy with threaded hubs and mounting lugs as required. Boxes shall be furnished with cast cover plates of the same material as the box and neoprene cover gaskets. Thomas and Betts, Crouse-Hinds, Appleton or equal.
C. Conduit Outlet Bodies: Cadmium plated, cast iron alloy. Obround conduit outlet bodies with threaded conduit hubs and neoprene gasketed, cast iron covers. Outlet bodies shall be used to facilitate pulling of conductors or to make changes in conduit direction only. Splices are not permitted in conduit outlet bodies. Thomas and Betts, Crouse Hinds Form 8 Condulets, Appleton form 35 Unilets, or equal.
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2.06 PULL AND JUNCTION
A. Sheet Metal Boxes: Use standard outlet or concrete ring boxes wherever possible; otherwise use minimum 15 gauge get metal, NEMA 1 boxes, sized to code requirements with covers secured by cadmium plated machine screws located 6 inches on centers. Circle AW Products, Hoffman Engineering Co., or equal.
B. Cast Metal Boxes: Use standard cast malleable iron outlet or device boxes wherever possible; otherwise use cadmium plated, cast malleable iron junction boxes with bolt-on, interchangeable conduit hub plates with neoprene gaskets. Appleton FS/FD series; Crouse Hinds FS/FD series, or equal.
2.07 DISCONNECT SWITCHES
A. All disconnect switches shall be heavy-duty type and have the number of poles, voltage rating, and horsepower rating as required by the motor or equipment. Disconnect switches shall be in enclosures to suit conditions, NEMA 3R for outdoor and NEMA 1 for indoor. Disconnect switches shall be fused unless otherwise noted on the drawings. As manufactured by: Square D - Class 3110, ITE Seimens, or equal.
2.08 FUSES
A. Dual Element, Time Delay, UL Class RK5. Rejection type. Size and Voltage as indicated on equipment. Bussman, Little Fuse, or approved equal.
2.09 ELECTRICAL SUPPORTING DEVICES
A. Concrete Fasteners: Hilti Kwik Bolt TZ or equal, self drilling expansion type concrete anchor.
B. Conduit Straps: Hot-dip galvanized, cast malleable iron, two hole type strap with cast clamp- backs and spacers as required. OZ/Gedney, Thomas & Betts, or equal.
C. Construction Channel: 1-1/2 inch by 1-1/2 inch 12 gauge galvanized steel channel with 17/32 inch diameter bolt holes, 1-1/2 inch on center, in the base of the channel. Kindorf 905 series, Unistrut P-1000-HS or equal.
D. Cable Ties and Clamps: Thomas and Betts Co. "Ty-Raps" Panduit "Pan-Ty" or equal one piece, nylon, reusable type lashing ties.
E. Fasteners (General) : Wood screws for fastening to wood. Machine screws for fastening to steel. Toggle bolts for fastening to hollow concrete block, gypsum board, or plaster walls.
Expansion anchors for attachments to pre-poured concrete.
2.10 IDENTIFYING DEVICES
A. Nameplates: Type NP: Engraved black bakelite, 1 inch by 3-1/2 inch, 1/8 inch high white letters, machine screw retained. For permanent identification of all switchboards, panelboards, circuit breakers in separate enclosures, motor starters, relays, time switches, disconnect switches and other cabinet-enclosed apparatus including terminal cabinets or match existing as closely as possible.
B. Legend Plates: Type LP: Die-stamped metal legend plate with mounting hole and positioning key for attachment to panel mounted operators' devices. Engraved paint-filled characters as specified.
C. Wire & Terminal Markers: Self-adhering, pre-printed vinyl with self-laminating wrap around strip. Markers shall be legible after termination. Brady B191 series, Thomas & Betts WSL series or equal.
D. Conductor Phase Markers: Thomas & Betts WCPHAS series or similar in addition to colored marking as specified under this section of the specifications.
2.11 GROUNDING AND BONDING
A. Ground Rods
1. Manufacturer: Blackburn, Erico, or approved Equal
2. Size: 3/4" x 10' Ground Rods
B. Grounding Electrode Conductor, 2/0 for foundation foots, and per NEC.
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C. Grounding Well - Christy Box, G5 Traffic Valve Box.
PART 3 EXECUTION
3.01 CONDUIT AND RACEWAY APPLICATIONS
A. Rigid Steel Conduit: Use rigid steel conduit for the following locations or conditions:
1. All exterior applications
2. All conduits larger than 2” trade diameter.
3. All conduits indoor below eight (8) feet above finished floor.
B. Electrical Metallic Tubing (EMT): EMT is allowed for the following conditions:
1. Interior only and above eight (8) feet from finished floor.
2. Interior only and when entering a panel from above.
C. Liquidtight Flexible Metallic Conduit: Use Liquidtight for the following conditions:
1. In damp and wet locations for connections to motors, transformers, vibrating equipment and machinery.
2. Connections to all pump motors, flow switches, and similar devices.
D. Rigid Non-Metallic Conduit, Polyvinyl Chloride (PVC) Schedule 40:
1. Underground installation.
3.02 CONDUIT INSTALLATION
A. General
1. All conduit runs shown on the plans are sized based on the use of rigid steel conduit and THWN copper conductors. If conductor type is changed the contractor shall be responsible for resizing conduits to meet code. In no case is conduit to be sized smaller than 3/4" trade diameter.
2. Low voltage wiring shall be installed in conduit, minimum 3/4" trade diameter.
3. Conduits shall be tightly covered and well protected during construction using metallic bushings and bushing "pennies" to seal open ends.
4. In making joints in rigid steel conduit, ream conduit smooth after cutting and threading.
5. Clean any conduit in which moisture or any foreign matter has collected before pulling in conductors. Paint all field threaded joints to prevent corrosion.
6. In all empty conduits or ducts, install an 1100 pound tensile strength polyethylene pulling rope.
7. Conduit systems shall be electrically continuous throughout. Install code size, uninsulated, copper grounding conductors in all conduit runs, grounding conductor shall be bonded to conduit, equipment frames and properly grounded.
B. Layout:
1. All new conduits shall be concealed. Any field conditions that does not allow concealment of conduits shall be reviewed with the Engineer prior to rough-in.
2. Locations of conduit runs shall be planned in advance of the installation and coordinated with concrete work, plumbing and framing.
3. Where practical install conduits in groups in parallel vertical or horizontal runs and at elevations that avoid unnecessary off-sets.
4. Low voltage conduit shall be grouped separately and labelled every 10 ft interval as to system (i.e. fire, control, etc)
5. Exposed conduit shall be run parallel or at right angles to the centerlines of the columns and beams.
6. Conduits shall not be placed closer than 12 inches from a parallel hot water or steam line or three inches from such lines crossing perpendicular to the runs.
7. In long runs of conduit, provide sufficient pull boxes per NEC inside buildings to facilitate pulling wires and cables. Support pull boxes from structure independent of conduit supports. These pull boxes are not shown on the plans.
8. Method of installation shall be boring or open trench; or as shown on drawings.
C. Supports:
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1. All raceway systems shall be secured to building structures using specified fasteners, clamps and hangers spaced according to Code.
2. Support single runs of conduit using two hole pipe straps. Where run horizontally on walls in damp or wet locations, install "clamp blocks" to space conduit off the surface.
3. Multiple conduit runs shall be supported using "trapeze" hangers fabricated from 3/8 inch diameter, threaded steel rods secured to building structures. Fasten conduit to construction channel with standard two hole pipe clamps. Provide lateral seismic bracing for hangers.
4. Installation
a. Locate and install anchors, fasteners, and supports in accordance with NECA "Standard of Installation".
1) Do not fasten supports to pipes, ducts, mechanical equipment, or conduit. 2) Do not drill or cut structural members.
b. Rigidly weld support members or use hexagon-head bolts to present neat appearance with adequate strength and rigidity. Use spring lock washers under all nuts.
c. Install surface-mounted cabinets and panelboards with minimum of four anchors. d. In wet and damp locations use steel channel supports to stand cabinets and panelboards 1 inch off wall.
e. Use sheet metal channel to bridge studs above and below cabinets and panelboards recessed in hollow partitions.
D. Terminations and Joints:
1. Raceways shall be joined using specified couplings or transition couplings where dissimilar raceway systems are joined.
2. Rigid conduit connection to enclosures shall be made by Myers type grounding hubs only.
EMT connections to enclosures shall be made with compression connector with grounding lock-nuts or bushings.
3. Conduit terminations exposed at weatherproof enclosures and cast outlet boxes shall be made watertight using appropriate connectors and hubs.
4. Install expansion couplings where any conduit crosses a building separation or expansion joint.
5. Install cable sealing bushings on all conduits originating outside the building walls and terminating in switchgear, cabinets or gutters inside the building. Install cable sealing bushings or caulk conduit terminations in all grade level or below grade exterior pull, junction or outlet boxes.
E. Penetrations:
1. Furnish and install metal sleeves for all exposed interior conduit runs passing through concrete floors or walls. Following conduit installation, seal all penetrations using non- iron bearing, chloride free, non-shrinking, dry-pack, grouting compound.
2. Install specified watertight conduit entrance seals and membrane clamps at all below grade wall and floor penetrations. Conduits penetrating exterior building walls and building floor slab shall be insulated rigid steel.
3. Conduits penetrating rated walls, floors, etc. shall be fireproofed.
3.03 CABLE AND WIRE INSTALLATION
A. Examination
1. Verify that interior of building has been protected from weather.
2. Verify that mechanical work likely to damage wire and cable has been completed.
3. Verify that raceway installation is complete and supported.
4. Verify that field measurements are as indicated.
B. Preparation
1. In existing conduits that will be reused, pull out existing conductors.
2. Completely and thoroughly swab raceway before installing wire.
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3. Use 50/50 solution of Simple Green. Use CO2 to blow water and soap into conduit - let soak to break up dried out pulling compounds, then pull conductors. Pull one conductor at a time if will not pull all out together.
C. General:
1. Conductors shall not be in conduit until all work of any nature that may cause injury is completed. Care should be taken in pulling conductors that insulation is not damaged.
U.L. approved non-petroleum base and insulating type pulling compound shall be used as needed.
2. All cables shall be installed and tested in accordance with manufacturer's requirements and warranty.
3. Block and tackle, power driven winch or other mechanical means shall not be used in pulling conductors of size smaller than AWG # 1.
D. Splicing and Terminating:
1. All aspects of splicing and terminating shall be in accordance with cable manufacturer's published procedures.
2. Make up all splices in outlet boxes with connectors as specified herein with separate tails of correct color to be made up to splice. Provide at least six (6) inches of tails packed in box after splice is made up.
3. All wire and cable in panels, control centers and equipment enclosures shall be bundled and clamped.
4. Encapsulate splices in exterior outlet, junction and pull boxes using insulating resin kits.
All splices for exterior equipment in pump rooms shall be made up watertight.
5. Insulate mechanical compression taps AWG #1/0 and larger using pre-molded heat shrink tubing ITCSN Heaving Wall rated to 600V. Heating process should start from the middle of the heat shrink tubing and move to its ends.
E. Identification:
1. Securely tag all branch circuits, noting the purpose of each. Mark conductors with vinyl wrap-around markers. Where more than two conductors run through a single outlet, mark each circuit with the corresponding circuit number at the panelboard.
2. Color code conductors size #6 and larger using specified phase color markers and identification tags.
3. All terminal strips are to have each individual terminal identified with specified vinyl markers.
4. All identification shall be legible and readable after completion of installation.
5. Provide labeling for all switches and receptacle outlets. Self-adhering machine clear tape with black letters.
3.04 INSTALLATION:
A. Route wire and cable as required to meet project conditions.
1. Wire and cable routing indicated is approximate unless dimensioned.
2. Where wire and cable destination is indicated and routing is not shown, determine exact routing and lengths required.
3. Include wire and cable of lengths required to install connected devices within 10 ft of location shown.
B. Install wire and cable in accordance with the NECA "Standard of Installation." C. Use wiring methods indicated.
D. Pull all conductors into raceway at same time.
E. Use suitable wire pulling lubricant for building wire 4 AWG and larger.
F. Protect exposed cable from damage.
G. Support cables above accessible ceiling, using spring metal clips or metal cable ties to support cables from structure or ceiling suspension system. Do not rest cable on ceiling panels.
H. Use suitable cable fittings and connectors.
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I. Neatly train and lace wiring inside boxes, equipment, and panelboards.
J. Clean conductor surfaces before installing lugs and connectors.
K. Make splices, taps, and terminations to carry full ampacity of conductors with no perceptible temperature rise.
L. Terminate aluminum conductors with tin-plated aluminum-bodied compression connectors only.
Fill with anti- oxidant compound before installing conductor.
M. Use suitable reducing connectors or mechanical connector adaptors for connecting aluminum conductors to copper conductors.
N. Use split bolt connectors for copper conductor splices and taps, 6 AWG and larger. Tape uninsulated conductors and connector with electrical tape to 150 percent of insulation rating of conductor.
O. Use solderless pressure connectors with insulating covers for copper conductor splices and taps, 8 AWG and smaller.
P. Use insulated spring wire connectors with plastic caps for copper conductor splices and taps, 10 AWG and smaller.
Q. Trench and backfill for direct burial cable installation as specified in Underground Structure Section. Install warning tape along entire length of direct burial cable.
R. Identify and color code wire and cable. Identify each conductor with its circuit number or other designation indicated.
3.05 ELECTRICAL CONNECTIONS
A. Make electrical connections in accordance with equipment manufacturer's instructions.
B. Make conduit connections to equipment using flexible conduit. Use liquidtight flexible conduit with watertight connectors in damp or wet locations.
C. Connect heat producing equipment using wire and cable with insulation suitable for temperatures encountered.
D. Provide receptacle outlet to accommodate connection with attachment plug.
E. Provide cord and cap where field-supplied attachment plug is required.
F. Install suitable strain-relief clamps and fittings for cord connections at outlet boxes and equipment connection boxes.
G. Install disconnect switches, controllers, control stations, and control devices to complete equipment wiring requirements.
H. Install terminal block jumpers to complete equipment wiring requirements.
I. Install interconnecting conduit and wiring between devices and equipment to complete equipment wiring requirements.
3.06 INSTALLATION OF BOXES
A. General:
1. Leave no un-used openings in any box. Install close-up plugs as required to seal openings.
2. Exposed outlet boxes and boxes in damp or wet locations shall be cast metal with gasketed cast metal cover plates.
B. Box Layout:
1. Outlet boxes shall be installed at the locations and elevations shown on the drawings or specified herein. Make adjustments to locations as required by structural conditions and to suit coordination requirements of other trades.
2. Install junction or pullboxes where required to limit bends in conduit runs to not more than 360 degrees or where pulling tension achieved would exceed the maximum allowable for the cable to be installed. Consult wire and cable manufacturer.
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3.07 INSTALLATION OF WIRING DEVICES
A. General
1. Install all devices flushmounted unless otherwise noted on the drawings. Comply with layout drawings for general locations. Consult Engineer or Owner's Representative for locations that have conflict with other devices or manner not suitable for installation. Avoid placing devices behind open doors.
2. Align devices horizontally and vertically. Device plates shall be aligned verticall y with tolerance of 1/16". All four edges of device plates shall be in contact with the wall surface.
3. Mounting height as indicated on the drawings and according to ADA requirements.
4. Install device plates on all outlet boxes. Provide blank plates for all empty, spare, and boxes for future use.
5. Securely fasten devices into boxes and attach appropriate cover plates.
6. Caulk around edges or outdoor device plates and boxes when rough wall surfaces prevent raintight seal. Use caulking materials approved by Engineer. Fireproof around opening of devices located or penetrating firerated construction assemblies.
7. Fireproof around opening of devices located or penetrating firerated construction assemblies.
B. Switches
1. Where switches are indicated to be installed near doors, corner walls, etc. mount not less than 2 inches and not more than 18" from trim. Verify exact location with Engineer prior to rough-in.
2. Coordinate the location of switches to insure locations at the strike side of doors.
3. Furnish and install engraved legend of each switch that controls exhaust fans, motors, equipment systems, etc. not located within sight of the controlling switch.
4. Ganging of Switches - provide barriers for switches of difference phases and voltages.
Otherwise switches shall be gauged in one faceplate.
C. Receptacles
1. Mount receptacles vertically with U-shaped ground position on bottom.
2. Do not combine GFCI protected circuits with other circuits in the same raceway. Limit number of GFI protect circuits in any one raceway to a maximum of one (1) circuit.
D. Identification
1. Label all outlets and switches. Mark each wiring device where circuits and panel supply is derived from.
2. All identification shall be legible and readable after completion of installation
3.08 INSTALLATION OF FUSES AND DISCONNECT SWITCHES
A. Fuses shall be installed where noted on plans. Sizes are based on design data provided by equipment mfg. Listed or labeled equipment must be in accordance with instructions included in the listing or labeling. Be sure to observe maximum branch circuit fuse size labels.
B. Disconnect switches shall be mounted on the equipment, where possible. Coordinate with mechanical contractor to ensure switches are not mounted on a removable access panel.
C. Label each disconnect fuse with equipment tag as indicated in the single line diagram, or as directed.
3.09 ELECTRICAL EQUIPMENT GROUNDING
A. Ground non-current carrying metal parts of electrical equipment enclosures, frames, conductor raceways or cable trays to provide a low impedance path for line-to-ground fault current and to bond all non-current carrying metal parts together. Install a ground conductor in each raceway system in addition to conductors shown. Equipment ground conductor shall be electric ally and mechanically continuous from the electrical circuit source to the equipment to be grounded.
Size ground conductors per NEC 250 unless larger conductors are shown on the drawings.
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B. Grounding conductors shall be identified with green insulation, except where a bare ground conductor is specified. Where green insulation is not available, on larger sizes, black insulation shall be used and suitably identified with green tape at each junction box or device enclosure.
C. Install metal raceway couplings, fittings and terminations secure and tight to insure good ground continuity. Provide insulated grounding bushing and bonding jumper where metal raceway is not directly attached to equipment metal enclosure and at concentric knock -outs.
D. Motors shall be connected to equipment ground conductors with a conduit grounding bushing and with a bolted solderless lug connection on the metal frame.
E. Conduit terminating in concentric knockouts at panelboards, cabinets and gutters shall have insulated grounding bushings and bonding jumpers installed interconnecting all such conduits and the panelboard cabinet, gutter, etc.
F. Performance:
1. Measure the resistance to ground of each ground rod before connection to the other ground rods. The resistance shall not exceed 25 ohms.
a. A single electrode which does not have a resistance to ground of 25 ohms or less shall be augmented by additional electrode(s).
2. Measure the resistance to ground of the total ground system with all connections completed. The resistance shall not exceed 2 ohms for primary services or 5 ohms for secondary services.
3. Tests of the resistance to ground shall be made using either the three point method or the fall-of-potential method.
4. Perform a continuity check from equipment ground bus bars and ground lugs to the ground system.
3.10 BONDING
A. Bonding shall be provided to assure electrical continuity and the capacity to conduct safely any fault current likely to be imposed.
B. Bonding shall be in accordance with NEC Article 250, Part V.
3.11 INSTALLATION
A. Install in accordance with manufacturer's instructions.
END OF SECTION
SECTION 26 24 13
SWITCHBOARDS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Low-voltage (600 V and less) switchboards and associated accessories for service and distribution applications.
B. Overcurrent protective devices for switchboards.
C. Switchboard accessories.
1.02 DELIVERY, STORAGE, AND HANDLING
A. Receive, inspect, handle, and store switchboards in accordance with manufacturer's instructions, NECA 400, and NEMA PB 2.1.
B. Store in a clean, dry space having a uniform temperature to prevent condensation (including outdoor switchboards, which are not weatherproof until completely and properly installed).
Where necessary, provide temporary enclosure space heaters or temporary power for permanent factory-installed space heaters.
C. Maintain factory wrapping or provide an additional heavy canvas or heavy plastic cover to protect units from dirt, water, construction debris, and traffic.
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D. Handle carefully to avoid damage to switchboard internal components, enclosure, and finish.
E. Store in a clean, dry space. Maintain factory wrapping or provide an additional heavy canvas or heavy plastic cover to protect units from dirt, water, construction debris, and traffic.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Switchboards - Basis of Design: Industrial Electric Mfg., www.iemfg.com.
2.02 SWITCHBOARDS
A. Provide switchboards consisting of all required components, control power transformers, instrumentation and control wiring, accessories, etc. as necessary for a complete operating system.
B. Provide products listed, classified, and labeled as suitable for the purpose intended.
C. Description: Dead-front switchboard assemblies complying with NEMA PB 2, and listed and labeled as complying with UL 891; ratings, configurations and features as indicated on the drawings.
D. Service Conditions:
1. Provide switchboards and associated components suitable for operation under the following service conditions without derating:
a. Altitude: Less than 6,600 feet.
b. Ambient Temperature:
1) Switchboards Containing Molded Case or Insulated Case Circuit Breakers:
Between 23 degrees F and 104 degrees F.
2. Provide switchboards and associated components suitable for operation at indicated ratings under the service conditions at the installed location.
E. Short Circuit Current Rating:
1. Provide switchboards with listed short circuit current rating as indicated on the drawings.
F. Main Devices: Configure for top or bottom incoming feed as indicated or as required for the installation. Provide separate pull section and/or top-mounted pullbox as indicated or as required to facilitate installation of incoming feed.
G. Bussing: Sized in accordance with UL 891 temperature rise requirements.
1. Through bus (horizontal cross bus) to be fully rated through full length of switchboard (non-tapered). Tapered bus is not permitted.
2. Provide solidly bonded equipment ground bus through full length of switchboard, with a suitable lug for each feeder and branch circuit equipment grounding conductor.
3. Phase and Neutral Bus Material: Copper.
4. Ground Bus Material: Copper.
H. Conductor Terminations: Suitable for use with the conductors to be installed.
1. Line Conductor Terminations:
a. Main and Neutral Lug Material: Copper, suitable for terminating copper conductors only.
b. Main and Neutral Lug Type: Mechanical.
2. Load Conductor Terminations:
a. Lug Material: Copper, suitable for terminating copper conductors only. b. Lug Type: Mechanical.
I. Enclosures:
1. Environment Type per NEMA 250: Unless otherwise indicated, as specified for the following installation locations:
a. Outdoor Locations: Type 3R.
2. Finish: Manufacturer's standard unless otherwise indicated.
3. Outdoor Enclosures:
a. Color: Manufacturer's standard.
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b. Access Doors: Lockable, with all locks keyed alike.
J. Future Provisions:
1. Prepare designated spaces for future installation of devices including bussing, connectors, mounting hardware and all other required provisions.
K. Instrument Transformers:
1. Comply with IEEE C57.13.
2. Select suitable ratio, burden, and accuracy as required for connected devices.
3. Current Transformers: Connect secondaries to shorting terminal blocks.
4. Potential Transformers: Include primary and secondary fuses with disconnecting means.
L. Ratings: As indicated on drawings.
M. Bus Connections: Bolted, accessible from front for maintenance.
N. Ground Bus: Extend length of switchboard.
1. Provide circuit breakers UL listed as Type HACR for air conditioning equipment branch circuits.
2. Include shunt trip where indicated.
3. Integral thermal and instantaneous magnetic trip in each pole.
O. Current Limiting Molded Case Circuit Breakers: UL listed.
P. Line and Load Terminations: Accessible from the front only of the switchboard, suitable for the conductor materials and sizes indicated.
Q. Metering Transformer Compartment: For utility company's use; compartment size, bus spacing and drilling, door, and locking and sealing requirements in accordance with Utility Company requirements.
1. Size as shown on Drawings.
2. Align sections at front and rear.
3. Finish: Manufacturer's standard light gray enamel over external surfaces. Coat internal surfaces with minimum one coat corrosion-resisting paint, or plate with cadmium or zinc.
4. Mimic Bus: Show bussing, connections and devices in single line form on the front panels of the switchboard.
a. Use plastic strips.
b. Fasten strips flat against the panel face with screws or rivets.
R. Provide thermostatically controlled electric heaters in each section, sized to prevent condensation under expected weather conditions at project site.
1. Provide terminals for separate connection of heater power circuit.
2.03 OVERCURRENT PROTECTIVE DEVICES
A. Circuit Breakers:
1. Interrupting Capacity:
a. Provide circuit breakers with interrupting capacity as required to provide the short circuit current rating indicated, but not less than specified minimum requirements. b. Fully Rated Systems: Provide circuit breakers with interrupting capacity not less than the short circuit current rating indicated.
2. Molded Case Circuit Breakers:
a. Description: Quick-make, quick-break, over center toggle, trip-free, trip-indicating circuit breakers; listed and labeled as complying with UL 489, and complying with FS W-C-375 where applicable; ratings, configurations, and features as indicated on the drawings.
b. Minimum Interrupting Capacity:
1) 10,000 rms symmetrical amperes at 240 VAC or 208 VAC.
PART 3 EXECUTION
3.01 PREPARATION
A. Provide concrete housekeeping pad.
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B. Verify that field measurements are as indicated on shop drawings.
3.02 INSTALLATION
A. Install products in accordance with manufacturer's instructions.
B. Install switchboards in accordance with NECA 1 (general workmanship), NECA 400, and NEMA PB 2.1.
C. Arrange equipment to provide required clearances and maintenance access, including accommodations for any drawout devices.
D. Where switchboard is indicated to be mounted with inaccessible side against wall, provide minimum clearance of 1/2 inch between switchboard and wall.
E. Provide required support and attachment in accordance with Section 26 05 29.
F. Install switchboards plumb and level.
G. Unless otherwise indicated, mount switchboards on properly sized 4 inch high concrete pad.
H. Provide grounding and bonding in accordance with Section 26 05 26.
I. Install all field-installed devices, components, and accessories.
J. Where accessories are not self-powered, provide control power source as indicated or as required to complete installation.
K. Provide filler plates to cover unused spaces in switchboards.
3.03 FIELD QUALITY CONTROL
A. See Division 1 for additional requirements.
B. Before energizing switchboard, perform insulation resistance testing in accordance with NECA 400 and NEMA PB 2.1.
C. Inspect and test in accordance with NETA ATS, except Section 4.
D. Perform inspections and tests listed in NETA ATS, Section 7.1.
E. Molded Case and Insulated Case Circuit Breakers: Perform inspections and tests listed in NETA ATS, Section 7.6.1.1 for all main circuit breakers and circuit breakers larger than 250 amperes. Tests listed as optional are not required.
F. Instrument Transformers: Perform inspections and tests listed in NETA ATS, Section 7.10. The dielectric withstand tests on primary windings with secondary windings connected to ground listed as optional are not required.
G. Correct deficiencies and replace damaged or defective switchboards or associated components.
3.04 ADJUSTING
A. Adjust tightness of mechanical and electrical connections to manufacturer's recommended torque settings.
B. Adjust alignment of switchboard covers and doors.
3.05 CLEANING
A. Clean dirt and debris from switchboard enclosures and components according to manufacturer's instructions.
B. Repair scratched or marred surfaces to match original factory finish.
END OF SECTION
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SECTION 26 56 00
SPORTS FIELD LIGHTING - BURTON PARK
PART 1 - GENERAL
1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the bid documents, including general and supplementary conditions apply to this section.
1.02 DESCRIPTION OF WORK
A. The Sports Lighting section includes:
1. Galvanized steel pole and luminaire mounting crossarms
2. LED Luminaire, with appropriate glare/spill light control
3. Remote driver enclosure
4. Pole Foundations
5. Control System
6. The purpose of this specification is to define the performance standards, product values and features, required manufacturer's service responsibilities, and design standards for the Burton Park Multi-Use Fields in San Carlos, California.
1.03 SUBMITTALS
A. Musco Sports Lighting LLC is the only pre-approved equipment supplier.
B. All other manufacturers must submit each item in this article according to the conditions of the contract and specification section 10 days prior to bid for consideration. Any deviations to the specification require the manufacturer to list and describe in detail such deviations. Failure to provide this information shall be grounds for immediate rejection.
C. Submittal information required:
1. Light scans as per Section 1.04 of the specification.
2. Spill scans as per Section 1.05 of the specification.
3. Detailed warranty information as per Section 3.01 of the specification.
4. Detail foundation design as described in Section 2.01
5. Provide written information for the automated control system to include monitoring. Also provide examples of system reporting and access for numbers for personal contact to operate the system.
6. A list of (10) similar project references in the State of California in the past 5 years using the proposed equipment. The list shall include contact names and phone numbers.
7. Lighting Manufacturer will supply certified photometric reports from Independent Testing Lab (ITL) or a Certified Lab along with an aiming angle summary for verificatio n.
1.04 SPORTS LIGHTING PERFORMANCE
A. Illumination Levels and Design Factors: The illumination levels specified shall be based on light levels for 25 years. Light levels shall not drop below specified targeted lighting levels during the specified warranty period. Appropriate light loss factors shall be applied and submitted for the basis of design.
Area of Lighting Light Level Uniformity # of
Points
Area Grid Spacing
Baseball 2 Infield – 50 footcandles
Outfield – 30 footcandles
2.0:1
2.5:1
25 71
300’R 30’ x 30’
30’ x 30’
Soccer 2 30 footcandles 4.3:1 35 210’ x 145’ 30’ x 30’
1.05 SPILL AND GLARE ANALYSIS
A. Submitted spill/glare computer models shall depict the field test stations at the Property Line.
The test stations shall be shown every 30-feet along the line with the field lights on. Bidder shall submit, as described below:
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Average Maximum
Propery Line - Maximum Vertical Footcandles 0.04fc 0.2fc Propery Line - Horizontal Footcandles 0.02fc 0.1fc
Propery Line – Max Candela 800 cd 2,400 cd
PART 2 - MATERIALS
2.01 POLE STRUCTURAL STEEL
A. The pole shafts shall be high strength low alloy tapered tubular steel that is equal to current ASTM A595 standards, with galvanized coating inside and out. All connections of pole sections shall be by slip fitting the top section over the lower section by a length of at least 1.5 times the diameters.
B. Steel components of the poles shall be hot dip galvanized t current ASTM A-123. Steel portions of the pole shall be constructed such that all segments of the pole can be readily heated to like temperatures in commercially available galvanizing methods.
C. To avoid problems of galvanize adherence to differing steel alloys, all steel components used for the pole must be of the same type steel.
D. All exposed steel components of the pole shall be at least 18-inches above the surface of the ground to avoid exposure of the steel to the heavily moisture and oxygen laden air, both above and below the surface. There shall be a cap to cover the top of the pole so that rain will not enter the interior of the pole.
E. To avoid stress corrosion of the pole, there shall be no weld points of the steel portion of the pole within 18-inches of the ground. The pole shall be galvanized steel.
F. The poles for this project have been designed to withstand 110 mph winds based upon CBC-C standards. The premise of the wind speed criteria will be the 50 year mean recurrent isotach wind map. Applicable gust factors to be applied per code.
2.02 FOUNDATION DESIGN
A. The Manufacturer shall provide a stamped foundation design, prepared by a Structural Engineer, licensed in the State of California.
B. The foundation design shall be based upon recommendations contained in the Geotechnical Report or Recommendation Letter furnished by the Owner.
C. It is the contractor’s responsibility to notify the owner of soil conditions other than the design criteria. The owner shall then be responsible and absorb the additional costs associated with:
Providing engineered foundation embedment design by a registered engineer in the State of California for soils other than specified soil conditions. Additional materials required to achieve alternate foundation. No direct burial steel poles allowed.
D. Lightning Protection: Manufacturer shall provide integrated lightning grounding via concrete encased electrode grounding system as defined by NFPA 780 and be UL Listed per UL 96 and UL 96A. If grounding is not integrated into the structure, the Manufacturer shall supply grounding electrodes, copper down conductors and exothermic weld kits. Electrodes and conductors shall be sized as required by NFPA 780. The grounding electrode shall be not less than 5/8 inch diameter and 8 feet long, with a minimum of 10 feet embedment. Grounding electrode shall be connected to the structure by a grounding electrode conductor with a minimum size of 2 AWG for poles with 75 feet mounting height or less, and 2/0 AWG for poles with more than 75 feet mounting height.
2.03 LED SPORTS LIGHTING FIXTURES:
A. The lens is permanently sealed to keep optics away from harmful environmental elements.
Fixture is vented and filtered to adapt to environmental elements. Heat sink with a unique convective air cooling design with high thermal conductivity and corrosion resistant construction. Machine mounted surface for maximum heat transfer of diode assembly and
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maintains low LED junction temperature during high wattage operation. Custom high power diode package with a metal core printed circuit board. The light control visors are factory aimed. Controls and directs more light onto the field which reduced glare and spill and enhances the on-field playability. Fixture is powder coated gray.
2.04 LED PATHWAY FIXTURES:
A. One Pathway fixture to be provided at 30-feet on following poles; A3, A4, B3, and B4.
2.05 REMOTE ELECTRICAL ENCLOSURE:
A. Remote drivers and supporting electrical equipment shall be mounted approximately 10 feet above grade in aluminum enclosures. Drivers are remote for ease of installation and servicing.
The enclosures shall be touch-safe and include drivers and fusing with indicator lights on fuses to notify when a fuse is to be replaced for each luminaire. Disconnect per circuit for each pole structure will be located in the enclosure.
2.06 WIRE HARNESS:
A. Spiral wound, abrasion protection sleeve, strain relief, plug-in connections.
2.07 ENERGY CONSUMPTION:
A. The average kWh consumption for the entire facility shall not exceed 84.43kW.
2.08 CONTROLS AND MONITORING SYSTEM:
A. Factory assembled lighting control cabinet (LCC) - The LCC shall be assembled and wired by a UL listed panel builder. The LCC shall contain Contactors, Monitoring and Control System and door mounted Manual off-on-auto selector switches. The LCC shall arrive at the job site ready to attach to an existing wall, switchgear, or a free standing enclosure.
1. Control Wire Terminations - The Control Wire Terminations shall include UL listed terminal blocks mounted on a DIN rail and 250 volt, 16 amp, touch safe type fuse holders.
2. The ECE shall be constructed of aluminum and shall be powder coated gray. The cabinet door shall utilize a lockable, 3 point latching assembly that provides a NEMA 4 rated seal.
3. Contactor Modules - Contactors shall be UL listed for lighting applications. They shall be rated at full capacity, be electrically held, utilize a 120 volt coil and be rated for operation in a ambient temperature range from -40 degrees C to +70 degrees C.
4. Manual off-on-auto Selector Switches - For on site manual control, three position selector switches shall be factory mounted to the ECE door. The switches shall be keyed and maintain position, with make before break contacts. The switches shall be factory wired to control terminal blocks.
5. Warranty - The LCC shall be covered under the standard warranty for the accompanying lighting equipment.
B. Remote Monitoring System: System shall monitor lighting performance and notify manufacturer if individual luminaire outage is detected so that appropriate maintenance can be scheduled.
The manufacturer shall notify the owner of outages within 24 hours, or the next business day.
The controller shall determine switch position (manual or auto) and contactor status (open or closed). The Monitoring System shall be factory wired to control terminal blocks.
C. Remote Lighting Control System: The Lighting Control System shall allow owners and users with a security code to schedule on/off system operation via a web site, phone, fax or email up to ten years in advance. Manufacturer shall provide and maintain a two-way TCP/IP communication link. Trained staff shall be available 24/7 to provide scheduling support and assist with reporting needs. The Light Control System shall be factory wired to control terminal blocks.
D. Lighting system to come with minimum three (3) preset dimming levels.
PART 3 - EXECUTION
3.01 WARRANTY
A. 25-Year Warranty: Each manufacturer shall supply a signed warranty covering the entire system for 25 years from the date of shipment. Warranty shall guarantee specified light levels.
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Manufacturer shall maintain specifically-funded financial reserves to assure fulfillment of the warranty for the full term. Warranty does not cover weather conditions events such as lightning or hail damage, improper installation, vandalism or abuse, unauthorized repairs or alterations, or product made by other manufacturers.
B. Maintenance: Manufacturer shall monitor the performance of the lighting system, including on/off status, hours of usage and luminaire outage for 25 years from the date of equipment shipment. Parts and labor shall be covered such that individual luminaire outages will be repaired when the usage of any field is materially impacted. Owner agrees to check fuses in the event of a luminaire outage.
3.02 FIELD TECHNICIAN
A. Manufacturer shall have available a local factory trained technician to provide project support including but not limited to: Lamp replacement, confirm luminaire, aiming points, troubleshoot, and educate customer maintenance personnel.
3.03 LIGHTING VERIFICATION BY MANUFACTURER
A. Manufacturer shall perform lighting verification including field and spill lighting. Final measured values to be provided in submittal to Engineer for review and approval. Measured values to be within 10% of calculated values. Where values do not meet these requirements, manufacturer to perform re-aiming and modification of fixtures at no added cost to client.
END OF SECTION
SECTION 33 71 19
UNDERGROUND ELECTRICAL STRUCTURES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. PVC Coated Rigid Metal Conduit
B. PVC Non-metallic Conduit and Ducts
C. Underground pull boxes
D. Underground vaults
E. Metal conduit.
F. Nonmetallic duct.
G. Duct Banks
H. Accessories
1.02 REFERENCES
A. ANSI C80.1 - Rigid Steel Conduit, Zinc-Coated.
B. ASTM A 48 - Gray Iron Castings; 1993.
C. ASTM C 858 - Underground Precast Concrete Utility Structures.
D. ASTM C 891 - Installation of Underground Precast Utility Structures.
E. ASTM C 1037 - Inspection of Underground Precast Utility Structures.
F. NEMA TC 6 - PVC and ABS Plastic Utilities Duct for Underground Installation.
G. NEMA TC 9 - Fittings for ABS and PVC Plastic Utilities Duct for Underground Installation.
H. NEMA TC 10 - PVC and ABS Plastic Communications Duct and Fittings for Underground Installation.
I. NEMA TC 14 - Filament-Wound Reinforced Thermosetting Resin Conduit and Fittings.
J. UL 651A - Type EB and A PVC Conduit and HDPE Conduit.
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1.03 SUBMITTALS
A. See Division 1 - Administrative Requirements, for submittal procedures.
B. Product Data: Provide for nonmetallic conduit and manhole accessories.
C. Shop Drawings: Indicate dimensions, reinforcement, size and locations of openings, and accessory locations for precast manholes, vaults, and pullboxes. Shop drawings shall include reinforcements for conduit openings and stamped by a registered structural engineer.
D. Manufacturer's Instructions: Indicate application conditions and limitations of use stipulated by product testing agency specified under Quality Assurance. Include instructions for storage, handling, protection, examination, preparation, and installation of product.
E. Field Samples: Provide sample of actual plastic duct delivered to site, two each 2 feet long.
F. Project Record Documents: Record actual routing and elevations of underground conduit a nd duct, and locations and sizes of manholes.
G. Shop drawings of manhole, vault, and pullbox covers complete with nameplate schedule.
1.04 QUALITY ASSURANCE
A. Conform to requirements of NFPA 70.
B. Manufacturer Qualifications: Company specializing in manufacturing the products specified in this section with minimum three years documented experience and with service facilities within 100 miles (160 km) of Project.
C. Products: Listed and classified by Underwriters Laboratories, Inc. as suitable for the p urpose specified and indicated.
PART 2 PRODUCTS
2.01 CONDUIT AND DUCT
A. PVC Coated Rigid Steel Conduit: ANSI C80.1.
1. Product: Rigid Steel Conduit, corrosion-resistant, pvc coated. Shall be hot dip galvanized, to which a minimum 40-mil thick PVC coating has been bonded to the outside of the conduit. A 2-mil coat of urethane coating shall be bonded to the inside. Coating shall be free of pinholes. Elbows shall be factory made and coated.
B. Plastic Utilities Duct:
1. Conduit and fittings shall be homogeneous plastic material free from visible cracks, holes or foreign inclusions. The conduit bore shall be smooth and free of blisters, nicks or other imperfections which could damage conductors or cables.
2. Materials: Polyvinyl Chloride (PVC) schedule 40. Material shall comply with NEMA TC -2 for conduit and NEMA TC-3 for fittings.
3. Product: Carlon P&C Duct or approved equal.
4. Plug fittings with pull tab.
5. Nominal size: as shown in drawings.
C. Reinforced Resin Conduit and Fittings: NEMA TC 14, Type SW.
D. Concrete - Concrete for conduit encasement shall be Class C with 3/8-inch maximum aggregate and shall be red concrete (iron oxide) with 28-days compressive strength of 2,500 psi.
2.02 UNDERGROUND PULLBOXES
A. Manufacturers: Jensen Pre-cast, Christy Concrete Products, BES Concrete Products B. Sizes: 17" (width) x 30" (length) x 24" (depth), (Minimum Dimensions, U.O.N.).
C. Pullboxes shall be precast concrete as indicated on plans.
1. Traffic Box - High density reinforced concrete box with non-setting shoulders positioned to maintain grade and facilitate back filling. Utility boxes shall be used where shown on the drawings. Use steel checker plate, H/20 loading, bolt down. Provide 12" extension pieces.
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2. General Utility Box - High density reinforced concrete box with non-setting shoulders positioned to maintain grade and facilitate back filling. Utility boxes shall be used where shown on the drawings. Use reinforced concrete lids on unfinished grades (i.e. grass, dirt, etc.), and steel checker plate lids on finished grades (i.e. concrete, asphalt, etc.) Provide 12-inch extension pieces.
2.03 UNDERGROUND VAULTS
A. Manufacturers: Utility Vault, or approved equal.
B. Sizes: 3-foot (width) x 5-foot (length) x 3-foot (depth), (Minimum Dimensions, U.O.N.).
C. Vaults shall be precast concrete as indicated on plans.
D. Telecommunication Vaults - High density reinforced concrete with 7/8-inch dia. pull irons, 12- inch dia. x 2-inch sump, 1/2-inch dia. plastic inserts. Utility Vault Company, Inc., Model #PTS- 3660, or approved equal.
1. Cover: Traffic rated (H/20 minimum) with guard bars, height adjustment brackets and torsion assisted opening.
2. Ducts: 4-inch dia. "term-a-ducts" for minimum number of conduits, as shown on drawings.
3. Racks: package per most current Pac Bell specifications
4. Accessories: provide grade rings as appropriate to maintain grade and facilitate back filling.
E. Electrical Vaults - High density reinforced concrete with (4) 7/8-inch diamater lifting inserts or pulling irons.
1. Covers
a. Traffic - full traffic rated, with H/20 loading. Steel checker plate, hinged spring assist with non slip resistant.
b. Pedestrian - pedestrian, slip resistant
2. Types
a. Nominal 17-inch x 30-inch Vaults - without base, minimum depth 24-inch, mastic sealant for joints, and a term-a-duct per PG&E specifications. Utility Vault Model #04-3513
b. Nominal 3-foot x 5-foot Vaults - with base, 14-inch diameter x 4-inch sump (2 each), 1-inch diameter ground rod knock-outs (2 each), term-a-ducts and knock-outs per conduit sizes in site plans, and per PG&E specifications. c. Cable racks: Fiberglass. Minimum load rating of 800 pounds.
2.04 ACCESSORIES
A. Underground Warning Tape: 4 inch wide plastic tape, detectable type colored red with suitable warning legend describing buried electrical lines. Orange colored tape with suitable warning legend will describe buried telecommunications lines.
B. Duct spacers shall be Wunpeece, Carlon Snap-N-Stac Combo Spacers or equal.
C. Ground Rod - 3/4" x 10' minimum, copper clad. Blackburn, Erico, or equal.
D. Grounding Electrode Conductor - # 1 bare copper conductor E. Traceable mule tape. 5/8" diameter min. 1,800 lbs. with sequential footage markings. Install mule tape in all spare ducts/conduits.
F. Duct Plugs - removable, reusable, plastic plugs. Watertight, airtight, and gastight with provisions for pullrope attachments.
G. Duct Seal - non hardening, rated for outdoor locations.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify that field measurements are as indicated.
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B. Duct bank routing is shown in approximate locations unless dimensions are indicated. Route as required to complete duct system. Verify routing and termination locations of duct bank prior to excavation for rough-in.
C. Pullboxes, Vaults and Manhole locations are shown in approximate locations unless dimensions are indicated. Locate as required to complete ductbank system. Verify locations of pullboxes, vaults and manholes prior to excavating for installation.
D. Contractor shall locate pullboxes, vaults, and manholes away from drainage path.
3.02 DUCT BANK INSTALLATION
A. Underground conduits shall be as specified PVC for electrical and telecommunications. PVC Coated rigid steel conduit shall be used in areas crossing steam piping, minimum 10 feet length on either side of steam piping. Do not run new conduits parallel to steam piping. Maintain a minimum of 5 feet clearance between steam or hot water piping and electrical conduits.
B. Layout
1. Duct bank routing shown in the drawings is approximate. Exact duct banks routing shall be determined with close coordination with Project Manager. Account for existing field conditions, and new field conditions in coordinating the final routing of duct banks.
2. Conduct exploratory excavation sufficiently ahead so that any obstacles can be determined pre-hand, and mediated sooner to make necessary offsets and bends around existing obstacles.
C. Depth and Clearances
1. Install power and communications duct to locate top of ductbank minimum 30 inches below finished grade.
2. Install duct with minimum slope of 4 inches per 100 feet (0.33 percent). Slope duct away from building entrances and to manholes where possible.
3. Refer to trenching detail for minimum clearance/separation between utilities.
D. All underground duct banks 600V and above shall be concrete encased.
E. Installation
1. Install conduits as recommended by manufacturer using approved couplings, fittings, and cement.
2. Cut duct square using saw or pipe cutter; de-burr cut ends.
3. Insert duct to shoulder of fittings; fasten securely.
4. Join nonmetallic duct using adhesive as recommended by manufacturer.
5. Wipe nonmetallic duct dry and clean before joining. Apply full even coat of adhesive to entire area inserted in fitting. Allow joint to cure for 20 minutes, minimum.
6. Install no more than equivalent of four 90-degree bends between pull points for power.
7. Install no more than equivalent of two 90-degree bends between pull points for tel/com.
8. Provide suitable fittings to accommodate expansion and deflection where required.
9. Terminate duct at manhole entries using end bell.
10. Stagger duct joints vertically in concrete encasement 6 inches minimum.
11. Use suitable separators and chairs installed not greater than 4 feet on centers.
12. Band ducts together before backfilling.
13. Securely anchor duct to prevent movement during concrete placement.
14. Use mineral pigment (iron oxide) to color concrete red for electrical ducts.
15. Provide minimum 4 inch concrete cover at bottom, top, and sides of ductbank.
16. Connect to existing concrete encasement using dowels.
17. Connect to manhole wall using dowels.
18. Provide mule tape in each empty duct.
19. Immediate after backfilling and compaction swab ducts. Draw a testing mandrel not less than 12 inches long with a diameter 1/4-inch less than the interior diameter of the conduit through each conduit. Then draw a stiff wire bristle brush and size to match conduit diameter until conduit is clear of all particles of earth, sand, and gravel. Use suitable duct plugs to protect installed duct against entrance of dirt and moisture.
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20. Interface installation of underground warning tape with backfilling. Install tape 12 inches above concrete envelope.
3.03 PRE-CAST MANHOLE, VAULTS, AND UNDERGROUND PULLBOX INSTALLATION A. Install and seal precast sections in accordance with ASTM C 891.
B. Install manholes plumb.
C. Use precast neck and shaft sections to bring manhole cover to finished elevation. Refer to grading plans for finished elevations.
D. Attach cable racks to inserts after manhole installation is complete.
E. Provide crushed rocks min 6-inch in bottom of manholes for proper drainage or install drains and connect to closest site drainage system.
F. Install two ground rods, one on each opposite corners. Ground rods shall project 6" above manhole floor.
G. Clean manhole of any debri prior to substantial completion. Drain manhole of water.
H. Install drains in manholes and connect to 4 inch pipe terminating in 1/3 cu yd crushed gr avel bed
I. Dampproof exterior surfaces, joints, and interruptions of manholes after concrete has cured 28 days.
J. Backfill manhole excavation.
END OF SECTION
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APPENDIX A
DAILY WORK REPORT
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DAILY WORK REPORT
(Non-Federally Funded Project)
Project Name: File No.: Date:
Contractor: Work Hours: Weather:
Item # Description Unit New and Unforeseen Work [ ] None [ ] Yes, describe:
Equip. # Description Hours Hourly Rate Ext. Amount Emp. # Employee Name Hours Hourly Rate Ext. Amount
SUBTOTAL COST OF EQUIPMENT
Inv. # Description Unit Unit Cost Ext. Amount
SUBTOTAL COST OF MATERIALS SUBTOTAL COST OF LABOR
12% Labor Surcharge for regular time (see Special Provisions) Inv. # Description Amount 11% Labor Surcharge for overtime (see Special Provisions) Subsistence
Travel Expense
Other
TOTAL COST OF LABOR
+ 35% on labor
SUBTOTAL COST OF WORK DONE BY SPECIALISTS TOTAL COST OF EQUIPMENT, MATERIALS AND WORK + 15% on equipment and material
+ 5% on work done by specialists
TOTAL COST
MATERIAL
WORK done by specialists
LABOR
CONTRACT WORK PERFORMED
Survey Station
DIARY AND REMARKS
EQUIPMENT
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APPENDIX B
GEOTECHNICAL REPORTS
FOR BURTON AND HIGHLANDS PARK
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GEOTECHNICAL
ENVIRONMENTAL
COASTAL/MARITIME
WATER RESOURCES
CONSTRUCTION SERVICES
6399 San Ignacio Avenue, Suite 150 San Jose, CA 95119 (408) 574-4900 Fax (888) 279-2698 www.engeo.com
Project No.
13387.000.015
October 25, 2021
Revised December 8, 2021
Mr. Vatsal Patel, PE
City of San Carlos, Public Works Department
600 Elm Street
San Carlos, CA 94070
Subject: Sports Field Lighting Improvements at Highlands Park San Carlos, California
GEOTECHNCIAL RECOMMENDATIONS LETTER
Dear Mr. Patel:
We prepared geotechnical recommendations for your proposed improvements project at Highlands Park located at 2600 Melendy Drive in San Carlos, California. We characterized the subsurface conditions at the site to provide geotechnical recommendations for design of the proposed sports field light pole foundations and associated underground utility improvements.
Our scope of services is outlined in our proposal dated September 16, 2021.
PROJECT LOCATION AND DESCRIPTION
Highlands Park is located at 2600 Melendy Drive in San Carlos , California. The improvements will be performed in the northern field of the park, identified as Stadium Field. Based on our review of the Pole Support Foundation Plans prepared by KNA Structural Engineers dated April 18, 2019, we understand that the construction of the new multi-use field lighting system will include pre-cast light structures supported on pier foundations. We anticipate minor grading and below-grade utility installation will also be required. Proposed light pole locations are depicted on the Electrical Highlands Overall Site Plan prepared by Salas O’Brien, dated May 23, 2019.
FIELD EXPLORATION AND LABORATORY TESTING
Our field exploration included advancing two borings with a 6-inch-diameter solid-flight auger to a maximum d epth of 6½ feet below the ground surface (bgs) at the locations shown in the attached site plan (Figure 1). Our field exploration was completed on September 20, 2021. Upon completion of our exploration, we grouted the holes and filled the top 1 foot with soil cuttings to the existing ground surface.
We collected soil samples using a 2½ -inch-inside-diameter California-type split-spoon sampler fitted with 6 -inch-long stainless steel liners. We recorded the penetration of the samplers into underlying materials as the number of blows needed to drive the sampler 18 inches in 6 -inch increments, unless otherwise noted . The boring logs present blow count results as the actual number of blows required for the last 1 foot of penetration; we have applied no conversion factors.
We drove the samplers with a 140 -pound hammer falling a distance of 30 inches. Boring 1-B1 encountered refusal in bedrock 6½ feet bgs. Boring 1-B2 encountered refusal 3½ feet bgs.
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Highlands Park October 25, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER December 8, 2021
We used the field logs to develop the report logs in Appendix A. The logs depict subsurface conditions at the exploration locations for the date of exploration; however, subsurface conditions may vary with time and location.
We performed laboratory tests on select soil samples, including plasticity index (Atterberg Limits), and grain size . The laboratory test results are included on the borelogs and detailed in Appendix B.
GEOLOGY
Regional geologic mapping (Helley & Graymer et al., 1998) of the Highlands Park area indicates the site is underlain by bedrock consisting of Franciscan Complex mélange (fsr) and volcanic rock (KJfv).
SUBSURFACE CONDITIONS
Boring 1-B1, located on the eastern side of Stadium Field, encountered 6 feet of sandy lean clay overlying bedrock. Boring 1-B2, located on the western side of Stadium Field, encountered poorly graded sand with clay in the upper 2 feet, overlying bedrock. Bedrock con sists primarily of greywacke with siltstone/claystone and chert.
GROUNDWATER CONDITIONS
We did not encounter static or perched groundwater in our subsurface explorations. Fluctuations in the level of groundwater may occur due to variations in rainfall, irrigation practice, and other factors not evident at the time measurements were made.
CONCLUSIONS
From a geotechnical engineering viewpoint, in our opinion, the site is suitable for the proposed improvements, provided the geotechnical recommendations in this report are properly incorporated into the design plans and specifications.
EXPANSIVE SOIL
We collected one near-surface soil sample within the upper 2½ feet during our field exploration for Atterberg Limits testing of bedrock material. The Plasticity Index (PI) resulted in 14, indicative of low to moderate expansion potential.
Expansive soil changes in volume with changes in moisture. It is imperative that exposed soil be kept moist prior to placement of concrete for foundation construc tion. It can be difficult to re-moisturize clayey soil without excavation , moisture conditioning, and re compaction. We provide fill placement recommendations for the low to moderately expansive site soil.
SEISMIC HAZARDS
Potential seismic hazards resulting from a nearby moderate to major earthquake can generally be classified as primary and secondary. The primary effect is ground rupture, also called surface faulting. Since there are no known active faults crossing the pro perty and the site is not located within an Earthquake Fault Special Study Zone, it is our opinion that ground rupture is unlikely at the subject property.
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Highlands Park October 25, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER December 8, 2021
The site is not located within a mapped State of California Seismic Hazard Zone for liquefaction or landslides. The slopes located west and east of Stadium Field are mapped as Seismic Hazard Zones for landslides. Landslides that may occur in these areas during a seismic event may impact the proposed lighting system improvements.
2019 CBC SEISMIC DESIGN PARAMETERS
If the structural design needs to follow the provision of the 2019 California Building Code, and the design criteria set forth in the 2016 ASCE 7-16 Standard, the following seismic design parameters should be used.
Based on our review of map ped geologic conditions and our experience in the project area, we characterized the site as Site Class C in accordance with the 2019 CBC. We provide the 2019 CBC seismic design parameters in Table 1 below, which include design spectral response acceleration parameters based on the mapped Risk Targeted Maximum Considered Earthquake (MCER) spectral response acceleration parameters.
TABLE 1: 2019 CBC Seismic Design Parameters, Latitude: 37.495305° Longitude: -122.274742°
PARAMETER VALUE
Site Class C
Mapped MCER Spectral Response Acceleration at Short Periods, SS (g) 2.02 Mapped MCER Spectral Response Acceleration at 1-second Period, S1 (g) 0.834 Site Coefficient, FA 1.2
Site Coefficient, FV 1.4
MCER Spectral Response Acceleration at Short Periods, SMS (g) 2.424 MCER Spectral Response Acceleration at 1-second Period, SM1 (g) 1.168 Design Spectral Response Acceleration at Short Periods, SDS (g) 1.616 Design Spectral Response Acceleration at 1-second Period, SD1 (g) 0.779 Mapped MCE Geometric Mean (MCEG) Peak Ground Acceleration, PGA (g) 0.866 Site Coefficient, FPGA 1.2
MCEG Peak Ground Acceleration adjusted for Site Class effects, PGAM (g) 1.04
FOUNDATION DESIGN RECOMMENDATIONS
We anticipate that the proposed multi-use field lighting system will be supported on drilled piers.
The following design parameters can be incorporated in the foundation design.
Minimum pier diameter: 6.6% (1/15th) of total pier length. Maximum allowable skin friction: 500 p ounds per square foot. The allowable skin friction value may be increased by one -third when
considering seismic or wind loads.
Minimum pier embedment: 8 feet
Minimum pier spacing: 3 pier diameters, center-to-center.
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City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Highlands Park October 25, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER December 8, 2021
Lateral passive resistance: 400 pounds per cubic foot (pcf) acting over two pier diameters, starting below 3 feet.
Nearby downsloping condition: If the piers on the western side of Stadium Field are situated on or within 10 feet from the top of the
downslope, lateral passive resistance should only be
applied below the depth necessary to achieve at
least 10 horizontal feet to the slope face.
The pier reinforcement should be designed by the Structural Engineer. The foundation plans should be reviewed for conformance with the soil recommendations prior to construction.
The bottoms of pier holes should be dry, clean , and free of loose soil before reinforcing or structural steel is installed and concrete is placed. Depression at the top of the piers resulting from drilling operations or from any other cause should be backfilled to prevent ponding. Concrete collars occurring at the top of piers as a result of excessive concrete placement should be removed.
Pier drilling operations and concrete placement should be coordinated so t hat pier holes are left open a minimum amount of time. Pier holes should not be allowed to desiccate significantly before placement of concrete. We recommend that pier excavation is performed under our observation to confirm that the piers are constructed in accordance with our recommendations.
SOIL SULFATE TESTING
We tested sample collected from a depth of approximately 5 ½ feet in Boring 1 -B1 for concentration of water-soluble sulfate (SO4) in accordance with ASTM C1580. As reported in the attached laboratory test results sheet, the sample tested “Non-Detect.” The tables below present the sulfate exposure categories and classes, and concrete requirements in contact with soil based upon the exposure risk.
TABLE 2: Sulfate Exposure Categories and Classes
SULFATE
EXPOSURE CATEGORY EXPOSURE CLASS
WATER-SOLUBLE
SULFATE IN SOIL
DISSOLVED
SULFATE IN WATER
% BY WEIGHT MG/KG (PPM)
Not Applicable S0 SO4 < 0.10 SO4 < 150
Moderate S1 0.10 ≤ SO4< 0.20 150 ≤ SO4 ≤ 1,500, seawater Severe S2 0.20 ≤ SO4 ≤ 2.00 1,500 ≤ SO4 ≤ 10,000
Very Severe S3 SO4 > 2.00 SO4 > 10,000
TABLE 3: Requirements for Concrete by Exposure Class
EXPOSURE
CLASS
MAX
W/ CM
MIN F’C
(PSI)
CEMENT TYPE CALCIUM
CHLORIDE
ADMIXTURE ASTM C150 ASTM C595 ASTM C1157
S0 N/A 2500 No Type
Restriction
No Type
Restriction
No Type
Restriction No restriction
S1 0.5 4000 II†‡ IP(MS), IS(<70), (MS) MS No restriction BLD2022-00202
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Highlands Park October 25, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER December 8, 2021
EXPOSURE
CLASS
MAX
W/ CM
MIN F’C
(PSI)
CEMENT TYPE CALCIUM
CHLORIDE
ADMIXTURE ASTM C150 ASTM C595 ASTM C1157
S2 0.45 4500 V‡ IP(HS), IS(<70), (HS) HS Not permitted
S3 0.45 4500
V +
pozzolan or
slag§
IP(HS) + pozzolan or
slag or IS(<70)
(HS) + pozzolan or
slag§
HS +
pozzolan or
slag§
Not permitted
Notes: † For seawater exposure, other types of portland cements with tricalcium aluminate (C3A) contents up to 10 percent are permitted if the w/cm does not exceed 0.40. ‡ Other available types of cement such as Type III or Type I are permitted in Exposure Classes S1 or S2 if the C3A contents are less than 8 or 5 percent, respectively. § The amount of the specific source of the pozzolan or slag to be used shall not be less than the amount that has been determined by service record to improve sulfate resistance when used in concrete containing Type V cement. Alternatively, the amount of the specific source of the pozzolan or slag to be used shall not be less than the amount tested in accordance with ASTM C1012 and meeting the criteria in ACI 4.5.1.
In accordance with the criteria presented in the above tables, the soil is within the S0 sulfate exposure class. Considering a ‘Not Applicable’ sulfate exposure, there is no requirement for cement type or water -cement ratio. The structural engineer should determine the appropriate concrete compressive strength, water -cement ratio, and cement type for the proposed foundations.
HARD ROCK CONSIDERATIONS
The Contractor should anticipate variable depth to bedrock along the perimeter of Stadium Field.
Our explorations encountered bedrock between 2 feet and 6 feet bgs.
Hard rock conditions may require considerable effort to advance during pier drilling and will harden with depth. The Contractor should confirm drilling equipment can advance through hard Greywacke bedrock. Typical shear wave velocities in the upper 10 feet of Franciscan bedrock generally range between 7,500 and 8,000 feet per second (fps).
FILL PLACEMENT RECOMMENDATIONS
We anticipate minor grading and utility trench backfill will be necessary for construction of the proposed field lighting system. Areas to receive fill should be excavated to a firm, non -yielding surface, scarified to a depth of 8 inches, moisture conditioned, and recompacted to provide adequate bonding with the initial lift of fill. All fill should be placed in thin lifts, with the lift thickness not to exceed 8 inches or the depth of penetration of the compaction equipment used, whichever is less.
Our field representative should be present during all excavation activities to confirm anticipated soil conditions and laboratory testing may be necessary to validate the nature of on -site fill.
Oversize bedrock material (in excess of 6 inches in diameter) should not be used as engineered fill.
The following compaction control requirements should be applied to import or recycled low-expansive soil (Plasticity Index less than 12).
Test Procedure: ASTM D1557
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City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Highlands Park October 25, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER December 8, 2021
Moisture Content: Not less than optimum moisture content Relative Compaction: At least 95 percent
The following compaction control requirements should be applied to moderately expansive, on-site material (Plasticity Index greater than 12).
Test Procedure: ASTM D1557
Moisture Content: Not less than 3 percentage points above optimum moisture content
Relative Compaction: 90 percent
Relative compaction refers to the in -place dry density of soil expressed as a percentage of the maximum dry density of the same material.
CLOSING
Our experience and that of our profession clearly indicate that the risk of costly design, construction, and maintenance problems can be significantly lowered by retaining the design geotechnical engineering firm to review the project plans and specificati ons and provide geotechnical observation and testing services during construction.
We strive to perform out professional services in accordance with generally accepted principles and practices currently employed in the area; there is no warranty, express or implied. If unexpected conditions are encountered, notify us immediately to review these conditions and provide additional and/or modified recommendations, as necessary.
If you have any questions or comments regarding this letter, please call and we will be glad to discuss them with you.
Sincerely,
ENGEO Incorporated
Taylor Thompson Robert H. Boeche, CEG
Yanet Zepeda, PE
tt/rhb/yz/dt
Attachments: Selected References
Figure 1 - Site Plan
Appendix A – Exploration Logs
Appendix B – Laboratory Results
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
13387.000.015
October 25, 2021
Revised December 8, 2021
SELECTED REFERENCES
1. California Geologic Survey (CGS), Seismic Hazard Report for the Woodside 7.5 Minute Quadrangle, San Mateo County, California; Seismic Hazard Zone Report 129.
2. Helley & Graymer et al. (1998), Geologic Map of Santa Clara Valley, Santa Clara, Alameda and San Mateo Counties, California.
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
13387.000.015
October 25, 2021
Revised December 8, 2021
FIGURE 1 - SITE PLAN
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 1-B1
1-B2
EXPLANATION
BORING(ENGEO,2021) 0
FEET
60 SITEPLAN
HIGHLANDSPARK
SANCARLOS,CALIFORNIA
13387.000.015
ASSHOWN
1 1-B2
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13387.000.015
October 25, 2021
Revised December 8, 2021
APPENDIX A
Exploration Logs
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) POORLY GRADED SAND WITH CLAY (SP-SC),yellowish brown gray, medium dense, moist Brownish grayGreywacke BedrockRefusal encountered 6½ feet below existing grade.Groundwater not encountered. 40 50/6"50/6"
10 T. Thompson / YZWest Coast ExplorationSolid Flight Auger140 lb. Cable and Pulley Geotechnical ExplorationHighlands ParkSan Carlos, CA13387.000.015 DATE DRILLED:HOLE DEPTH:HOLE DIAMETER:SURF ELEV (WGS84):
9/20/2021Approx. 6½ ft.6.0 in.381 ft.
Depth in Feet
5 Sample Type
LOGGED / REVIEWED BY:DRILLING CONTRACTOR:DRILLING METHOD:HAMMER TYPE:
DESCRIPTION
Water LevelBlow Count/FootLiquid LimitPlastic LimitPlasticity IndexFines Content(% passing #200 sieve)Moisture Content(% dry weight)Dry Unit Weight(pcf)Shear Strength (psf)*field approximation Atterberg Limits
Unconfined Strength (tsf)*field approximationStrength Test Type Log Symbol
LATITUDE: 37.495178 LONGITUDE: -122.274427
Elevation in Feet380
375
LOG OF BORING 1-B1
LOG - GEOTECHNICAL_SU+QU W/ ELEV 13387 HIGHLAND-FIXED.GPJ ENGEO INC.GDT 10/15/21 BLD2022-00202
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) SANDY LEAN CLAY (CL), yellowish brown grayish brown,moist, residual soil Greywacke Bedrock
Refusal encountered 3½ feet below existing grade.Groundwater not encountered. 50/2"50/3"291514
T. Thompson / YZWest Coast ExplorationSolid Flight Auger140 lb. Cable and Pulley Geotechnical ExplorationHighlands ParkSan Carlos, CA13387.000.015 DATE DRILLED:HOLE DEPTH:HOLE DIAMETER:SURF ELEV (WGS84):
9/20/2021 3.5 ft.6.0 in.381 ft.
Depth in Feet
Sample Type
LOGGED / REVIEWED BY:DRILLING CONTRACTOR:DRILLING METHOD:HAMMER TYPE:
DESCRIPTION
Water LevelBlow Count/FootLiquid LimitPlastic LimitPlasticity IndexFines Content(% passing #200 sieve)Moisture Content(% dry weight)Dry Unit Weight(pcf)Shear Strength (psf)*field approximation Atterberg Limits
Unconfined Strength (tsf)*field approximationStrength Test Type Log Symbol
LATITUDE: 37.494972 LONGITUDE: -122.274929
Elevation in Feet380
LOG OF BORING 1-B2
LOG - GEOTECHNICAL_SU+QU W/ ELEV 13387 HIGHLAND-FIXED.GPJ ENGEO INC.GDT 10/15/21 BLD2022-00202
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
13387.000.015
October 25, 2021
Revised December 8, 2021
APPENDIX B
Laboratory Results
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
LIQUID AND PLASTIC LIMITS TEST REPORT
ASTM D4318
[email protected]'
SAMPLE ID TEST METHOD REMARKS
29025 Avenue Penn | Valencia, CA 91355 | T: (925) 866-9000 | F: (888) 279-2698 | www.engeo.com PROJECT LOCATION:
PROJECT NO:
PROJECT NAME:
CLIENT:
REPORT DATE:
K. Paul
K. Lecce
TESTED BY:
REVIEWED BY:
Sports Field Lighting San Carlos
[email protected]' See Exploration Logs 29 152.5 feet
SAMPLE ID MATERIAL DESCRIPTION LL PL PIDEPTH (ft)
14 City of San Carlos
13387.000.015 PH002
San Carlos, CA
10/11/2021
PI: ASTM D4318, Wet Method
0 10
20 30
40 50
60 70
80 0 1 02 03 04 05 06 07 08 09 0 1 0 0 1 1 0 1 2 0 1 3 0 1 4 0
PLASTICITY INDEX
LIQUID LIMIT
MH or OH
CH or OH
CL-ML
ML or OL
CL or OL
Dashed Line indicates the approximate
upper limit boundary for natural soils
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) ===
===
===
MEDIUM FINE
LOCATION: 1-B1@3'
9.6 FINE COARSECOARSE
DEPTH (ft):
ATTERBERG LIMITS
PL =
SAMPLE ID:
3 1-B1@3'
% FINES
SILT CLAY
% +75mm
% GRAVEL % SAND
D15
ASTM D1140, Method A
PARTICLE SIZE DISTRIBUTION REPORT
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
SOIL DESCRIPTION
See Exploration Logs
#200 9.6
Soak time = 180 min
Dry sample weight = 876.6 g
* (no specification provided)
LL = PI =
COEFFICIENTS
D90 D85 D60
D50 D30
REMARKS
CLASSIFICATION
USCS =
D10 Cu Cc
29025 Avenue Penn | Valencia, CA 91355 | T: (925) 866-9000 | F: (888) 279-2698 | www.engeo.com REPORT DATE: 10/11/2021
TESTED BY: K. Paul
REVIEWED BY: K. Lecce
CLIENT: City of San Carlos
PROJECT NAME: Sports Field Lighting San Carlos
PROJECT NO: 13387.000.015 PH002
PROJECT LOCATION: San Carlos, CA
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
PERCENT FINER
GRAIN SIZE - mm.
6 in.
3 in.
2 in.
1 ½
in.1 in.
¾ in.
½ in.
⅜ in.
#4
#10
#20
#40
#60
#100
#140
#200
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) WATER
SOLUBLE
SULFATE
% BY MASS
SOIL DESCRIPTION SAMPLE LOCATION
See exploration logs ND N/A
See exploration logs N/A ND
SAMPLE
NO.
1 2
5.5-6
5.5-6
[email protected]
Burton
SAMPLE ID.
[email protected]
Highland
DEPTH
(Ft.)
WATER-SOLUBLE SULFATE IN SOIL
ASTM C1580
2213 Plaza Drive | Rocklin, CA 95765 | T: (916) 786-8883 | F: (888) 279-2698 | www.engeo.com REVIEWED BY:
TESTED BY:
REPORT DATE:
PROJECT LOCATION:
PROJECT NO:
PROJECT NAME:
CLIENT:
W. Miller
M. Quasem
12/2/2021
San Carlos, CA
13387.000.015 PH001
Sports Field Lighting San Carlos
City of San Carlos
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
GEOTECHNICAL
ENVIRONMENTAL
COASTAL/MARITIME
WATER RESOURCES
CONSTRUCTION SERVICES
6399 San Ignacio Avenue, Suite 150 San Jose, CA 95119 (408) 574-4900 Fax (888) 279-2698 www.engeo.com
Project No.
13387.000.015
October 20, 2021
Revised December 8, 2021
Mr. Vatsal Patel, PE
City of San Carlos, Public Works Department
600 Elm Street
San Carlos, CA 94070
Subject: Sports Field Lighting Improvements at Burton Park San Carlos, California
GEOTECHNICAL RECOMMENDATIONS LETTER
Dear Mr. Patel:
We prepared geotechnical recommendations for your proposed improvements project at Burton Park located at 900 Chestnut St reet in San Carlos, California. We characterized the subsurface conditions at the site to provide geotechnical recommendations for design of the proposed sports field light pole foundations and associated underground utility improvements .
Our scope of services is outlined in our proposal dated September 16, 2021.
PROJECT LOCATION AND DESCRIPTION
The property is located at 900 Chestnut Street in San Carlos, California. Based on our review of the Pole Support Foundation Plans prepared by KNA Structural Engineers dated April 18, 2019, we understand that the construction of the new multi-use field lighting system will include pre-cast light structures supported on pier foundations. We ancitipate minor grading and below-grade utility installation will also be required. Proposed light pole locations are depicted on the Electrical Burton Overall Site Plan prepared by Salas O’Brien, dated May 23, 2019.
FIELD EXPLORATION AND LABORATORY TESTING
Our field exploration included advancing two borings with a 6-inch-diameter solid-flight auger to a maximum d epth of 26 ½ feet below the ground surface (bgs) at the locations shown in the attached site plan (Figure 1). Our field exploration was completed on September 20, 2021. Upon completion of our exploration, we grouted the holes and filled the top 1 foot with soil cuttings to the existing ground surface.
We collected soil samples using a 2½ -inch-inside-diameter California-type split-spoon sampler fitted with 6 -inch-long stainless steel liner s. We recorded the penetration of the samplers into underlying materials as the number of blows needed to drive the sampler 18 inches in 6 -inch increments, unless otherwise noted . The boring logs present blow count results as the actual number of blows required for the last 1 foot of penetration; we have applied no conversion factors.
We drove the samplers with a 140-pound hammer falling a distance of 30 inches.
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Burton Park October 20, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER Revised December 8, 2021
We used the field logs to develop the report logs in Appendix A. The logs depict subsurface conditions at the exploration locations for the date of exploration; however, subsurface conditions may vary with time and location.
We performed laboratory tests on select soil samples, including strength testing, moisture content and unit weight, plasticity index (Atterberg Limits), and grain size. The laboratory test results are included on the borelogs and detailed in Appendix B.
GEOLOGY
Regional geologic mapping (Helley & Graymer et al., 1998) of the Burton Park area indicates the portion of the park undergoing improvements is underlain by Holocene-aged alluvium (Qha).
SUBSURFACE CONDITIONS
Borings 1-B1 and 1-B2 encountered sandy lean clay in the upper 5 to 10 feet bgs, overlying clayey sand, which extended to the exploration termination depth of 26½ feet.
GROUNDWATER CONDITIONS
We encountered groundwater 20 feet bgs at time of drilling in our borings . After drilling , the groundwater level was observed at 20 feet bgs . Fluctuations in the level of groundwater may occur due to variations in rainfall, irrigation practice, and other factors not evident at the time measurements were made.
CONCLUSIONS
From a geotechnical engineering viewpoint, in our opinion, the site is suitable for the proposed improvements, provided the geotechnical recom mendations in this report are properly incorporated into the design plans and specifications.
EXPANSIVE SOIL
We collected two near-surface soil samples within the upper 8½ feet during our field exploration for Atterberg Limits testing. The Plasticity Index (PI) results range from 15 to 17, indicative of low to moderate expansion potential.
Expansive soil changes in volume with changes in moisture. It is imperative that exposed soil be kept moist prior to placement of concrete for foundation construc tion. It can be difficult to re-moisturize clayey soil without excavation , moisture conditioning, and re compaction. We provide fill placement recommendations for the low to moderately expansive site soil.
SEISMIC HAZARDS
Potential seismic hazards resulting from a nearby moderate to major earthquake can generally be classified as primary and secondary. The primary effect is ground rupture, also called surface faulting. Since there are no known active faults crossing the pro perty and the site is not located within an Earthquake Fault Special Study Zone, it is our opinion that ground rupture is unlikely at the subject property. The common secondary seismic hazards include liquefaction and ground BLD2022-00201
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Burton Park October 20, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER Revised December 8, 2021
shaking. The site is located wi thin a mapped State of California Seismic Hazard Zone for areas that may be susceptible to liquefaction. A detail evaluation of liquefaction and associated risks (settlement and lose of bearing capacity) is outside the scope of this study. Based on the depth of groundwater encountered and anticipated foundation embedment depth; we do not anticipate liquefaction of soil within the embedded foundation depth.
2019 CBC SEISMIC DESIGN PARAMETERS
If the structural design needs to follow the provision of the 2019 California Building Code and the design criteria set forth in the 2016 ASCE 7-16 Standard, the following seismic design parameters should be used.
Based on our review of mapped geologic conditions and our experience in the project area, we characterized the site as Site Class D-default in accordance with the 2019 CBC. We provide the 2019 CBC seismic design parameters in Table 1 below, which include design spectral response acceleration parameters based on the mapped Risk Targeted Maximum Considered Earthquake (MCER) spectral response acceleration parameters.
TABLE 1: 2019 CBC Seismic Design Parameters, Latitude: 37.497374° Longitude: -122.258089°
PARAMETER VALUE
Site Class D-default
Mapped MCER Spectral Response Acceleration at Short Periods, SS (g) 1.871 Mapped MCER Spectral Response Acceleration at 1-second Period, S1 (g) 0.767 Site Coefficient, FA 1.0
Site Coefficient, FV Null*
MCER Spectral Response Acceleration at Short Periods, SMS (g) 2.245 MCER Spectral Response Acceleration at 1-second Period, SM1 (g) Null* Design Spectral Response Acceleration at Short Periods, SDS (g) 1.497 Design Spectral Response Acceleration at 1-second Period, SD1 (g) Null* Mapped MCE Geometric Mean (MCEG) Peak Ground Acceleration, PGA (g) 0.804 Site Coefficient, FPGA 1.2
MCEG Peak Ground Acceleration adjusted for Site Class effects, PGAM (g) 0.965 *Requires site-specific ground motion hazard analysis per ASCE 7-16 Section 11.4.8
Considering the proposed improvements, we estimate the fundamental periods of the proposed structures to be less than 1.5 Ts. Therefore, the structural engineer may consider exception(s) of Section 11.4.8 of ASCE 7-16 as follows.
“A ground motion hazard analysis is not required for structures… where, structures on Site Class D sites with S1 greater than or equal to 0.2, provided the value of the seismic response coefficient Cs is determined by Eq. (12.8-2) of ASCE 7-16 for values of 𝑇≤1.5𝑇𝑆 and taken as equal to 1.5 times the value computed in accordance with Eq. (12.8 -3) of ASCE 7-16 for 1.5𝑇𝑠<𝑇≤𝑇𝐿.”
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Burton Park October 20, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER Revised December 8, 2021
FOUNDATION DESIGN RECOMMENDATIONS
We anticipate that the proposed multi-use field lighting system will be supported on drilled piers.
The following design parameters can be incorporated in the foundation design.
Minimum pier diameter: 6.6% (1/15th) of total pier length. Maximum allowable skin friction: 400 pounds per square foot. The allowable skin friction value may be increased by one -third when
considering seismic or wind loads.
Minimum pier embedment: 10 feet
Minimum pier spacing: 3 pier diameters, center-to-center. Lateral passive resistance: 300 pounds per cubic foot (pcf) acting over two pier diameters, starting below 3 feet.
The pier reinforcement should be designed by the Structural Engineer. The foundation plans should be reviewed for conformance with the soil recommendations prior to construction.
The bottoms of pier holes should be dry, clean , and free of loose soil before reinforcing or structural steel is installed and concrete is placed. Depression at the top of the piers resulting from drilling operations or from any other cause should be backfilled to prevent ponding. Concrete collars occurrin g at the top of piers as a result of excessive concrete placement should be removed.
Pier drilling operations and concrete placement should be coordinated so that pier holes are left open a minimum amount of time. Pier holes should not be allowed to desiccate significantly before placement of concrete. We recommend that pier excavation is performed under our observation to confirm that the piers are constructed in accordance with our recommendations.
SOIL SULFATE TESTING
We tested sample collected f rom a dep th of approximately 5½ feet in B oring 1 -B1 for concentration of water-soluble sulfate (SO4) in accordance with ASTM C1580. As reported in the attached laboratory test results sheet, the sample tested “Non-Detect.” The tables below present the sulfate exposure categories and classes, and concrete requirements in contact with soil based upon the exposure risk.
TABLE 2: Sulfate Exposure Categories and Classes
SULFATE
EXPOSURE CATEGORY EXPOSURE CLASS
WATER-SOLUBLE
SULFATE IN SOIL
DISSOLVED
SULFATE IN WATER
% BY WEIGHT MG/KG (PPM)
Not Applicable S0 SO4 < 0.10 SO4 < 150
Moderate S1 0.10 ≤ SO4< 0.20 150 ≤ SO4 ≤ 1,500, seawater Severe S2 0.20 ≤ SO4 ≤ 2.00 1,500 ≤ SO4 ≤ 10,000
Very Severe S3 SO4 > 2.00 SO4 > 10,000
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Burton Park October 20, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER Revised December 8, 2021
TABLE 3: Requirements for Concrete by Exposure Class
EXPOSURE
CLASS
MAX
W/ CM
MIN F’C
(PSI)
CEMENT TYPE CALCIUM
CHLORIDE
ADMIXTURE ASTM C150 ASTM C595 ASTM C1157
S0 N/A 2500 No Type
Restriction
No Type
Restriction
No Type
Restriction No restriction
S1 0.5 4000 II†‡ IP(MS), IS(<70), (MS) MS No restriction S2 0.45 4500 V‡ IP(HS), IS(<70), (HS) HS Not permitted
S3 0.45 4500
V +
pozzolan or
slag§
IP(HS) + pozzolan or
slag or IS(<70)
(HS) + pozzolan or
slag§
HS +
pozzolan or
slag§
Not permitted
Notes: † For seawater exposure, other types of portland cements with tricalcium aluminate (C3A) contents up to 10 percent are permitted if the w/cm does not exceed 0.40. ‡ Other available types of cement such as Type III or Type I are permitted in Exposure Classes S1 or S2 if the C3A contents are less than 8 or 5 percent, respectively. § The amount of the specific source of the pozzolan or slag to be used shall not be less than the amount that has been determined by service record to improve sulfate resistance when used in concrete containing Type V cement. Alternatively, the amount of the specific source of the pozzolan or slag to be used shall not be less than the amount tested in accordance with ASTM C1012 and meeting the criteria in ACI 4.5.1.
In accordance with the criteria presented in the above tables, the soil is within the S0 sulfate exposure class. Considering a ‘Not Applicable’ sulfate exposure, there is no requirement for cement type or water -cement ratio. The structural engineer should determine the appropriate concrete compressive strength, water -cement ratio, and cement type for the proposed foundations.
FILL PLACEMENT RECOMMENDATIONS
We anticipate minor grading and utility trench backfill will be necessary for construction of the proposed field lighting system. Areas to receive fill should be excavated to a firm, non -yielding surface, scarified to a depth of 8 inches, moisture conditioned, and recompacted to provide adequate bonding with the initial lift of fill. All fill should be placed in thin lifts, with the lift thickness not to exceed 8 inches or the depth of penetration of the compaction equipment used, whichever is less.
Our field representative should be present during all excavation activities to confirm anticipated soil conditions and laboratory testing may be necessary to validate the nature of on-site fill.
The following compaction control requirements should be applied to import or recycled low-expansive soil (Plasticity Index less than 12).
Test Procedure: ASTM D1557
Moisture Content: Not less than optimum moisture content Relative Compaction: At least 95 percent
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Burton Park October 20, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER Revised December 8, 2021
The following compaction control requirements should be applied to moderately expansive, on-site material (Plasticity Index greater than 12).
Test Procedure: ASTM D1557
Moisture Content: Not less than 3 percentage points above optimum moisture content
Relative Compaction: 90 percent
Relative compaction refers to the in -place dry density of soil expressed as a percentage of the maximum dry density of the same material.
CLOSING
Our experience and that of our profession clearly indicate that the risk of costly design, construction, and maintenance problems can be significantly lowered by retaining the design geotechnical engineering firm to review the project plans and specifications and provide geotechnical observation and testing services during construction.
We strive to perform out professional services in accordance with generally accepted principles and practices currently employed in the area; there is no warranty, express or implied. If unexpected conditions are encountered, notify us immediately to review these conditions and provide additional and/or modified recommendations, as necessary.
If you have any questions or comments regarding this letter, please call and we will be glad to discuss them with you.
Sincerely,
ENGEO Incorporated
Taylor Thompson Robert H. Boeche, CEG
Yanet Zepeda, PE
tt/rhb/yz/dt
Attachments: Selected References
Figure 1 - Site Plan
Appendix A – Exploration Logs
Appendix B – Laboratory Results
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
13387.000.015
October 20, 2021
Revised December 8, 2021
SELECTED REFERENCES
1. California Geologic Survey (CGS), Seismic Ha zard Report for the Woodside 7.5 Minute Quadrangle, San Mateo County, California; Seismic Hazard Zone Report 129.
2. Helley & Graymer et al. (1998), Geologic Map of Santa Clara Valley, Santa Clara, Alameda and San Mateo Counties, California.
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Packet Pg. 299
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
13387.000.015
October 20, 2021
Revised December 8, 2021
FIGURE
Figure 1 - Site Plan
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 1-B1
1-B2
EXPLANATION
BORING(ENGEO,2021)
0 FEET
60 SITEPLAN
BURTONPARK
SANCARLOS,CALIFORNIA
13387.000.015
ASSHOWN
1 1-B2
BLD2022-00201
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Packet Pg. 301
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
13387.000.015
October 20, 2021
Revised December 8, 2021
APPENDIX A
Exploration Logs
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Packet Pg. 302
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) %25,1*
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Packet Pg. 303
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) SANDY LEAN CLAY (CL), brown light brown, hard, moist
Brown light brown
CLAYEY SAND (SC), dark brown, medium dense, redspotsLight reddish brown Brown
35 52
55 40
32 31 16 15
62 9 118.7 5.0 UC
T. Thompson / YZWest Coast ExplorationSolid Flight Auger140 lb. Cable and Pulley Geotechnical ExplorationBurton ParkSan Carlos, CA13387.000.015 DATE DRILLED:HOLE DEPTH:HOLE DIAMETER:SURF ELEV (WGS84):
9/20/2021 26.5 ft.6.0 in.34 ft.
Depth in Feet
5 10
15 20
Sample Type
LOGGED / REVIEWED BY:DRILLING CONTRACTOR:DRILLING METHOD:HAMMER TYPE:
DESCRIPTION
Water LevelBlow Count/FootLiquid LimitPlastic LimitPlasticity IndexFines Content(% passing #200 sieve)Moisture Content(% dry weight)Dry Unit Weight(pcf)Shear Strength (psf)*field approximation Atterberg Limits
Unconfined Strength (tsf)*field approximationStrength Test Type Log Symbol
LATITUDE: 37.498102 LONGITUDE: -122.257294
Elevation in Feet
30 25
20 15
LOG OF BORING 1-B1
LOG - GEOTECHNICAL_SU+QU W/ ELEV 13387 BURTON.GPJ ENGEO INC.GDT 10/19/21 BLD2022-00201
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Packet Pg. 304
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) CLAYEY SAND (SC), dark brown, medium dense, redspotsRed/ orange spots Yellowish brown, wet
Boring terminated approximately 26½ feet below existinggrade. Groundwater encountered 20 feet below grade attime of drilling. 43 50
35 T. Thompson / YZWest Coast ExplorationSolid Flight Auger140 lb. Cable and Pulley Geotechnical ExplorationBurton ParkSan Carlos, CA13387.000.015 DATE DRILLED:HOLE DEPTH:HOLE DIAMETER:SURF ELEV (WGS84):
9/20/2021 26.5 ft.6.0 in.34 ft.
Depth in Feet
25 Sample Type
LOGGED / REVIEWED BY:DRILLING CONTRACTOR:DRILLING METHOD:HAMMER TYPE:
DESCRIPTION
Water LevelBlow Count/FootLiquid LimitPlastic LimitPlasticity IndexFines Content(% passing #200 sieve)Moisture Content(% dry weight)Dry Unit Weight(pcf)Shear Strength (psf)*field approximation Atterberg Limits
Unconfined Strength (tsf)*field approximationStrength Test Type Log Symbol
LATITUDE: 37.498102 LONGITUDE: -122.257294
Elevation in Feet
10 LOG OF BORING 1-B1
LOG - GEOTECHNICAL_SU+QU W/ ELEV 13387 BURTON.GPJ ENGEO INC.GDT 10/19/21 BLD2022-00201
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) SANDY LEAN CLAY (CL), grayish brown red, stiff, moist
CLAYEY SAND (SC), grayish brown, medium dense,moist
Brownish grayContains red specs
Brown, Contains orange and red specs
Light brownish orange, moist
27 27
47 42
32 34 17 17
20 11.5
15.4 119.5
118.4 2504.8
1.6 UC
UU
T. Thompson / YZWest Coast ExplorationSolid Flight Auger140 lb. Cable and Pulley Geotechnical ExplorationBurton ParkSan Carlos, CA13387.000.015 DATE DRILLED:HOLE DEPTH:HOLE DIAMETER:SURF ELEV (WGS84):
9/20/2021 26.5 ft.6.0 in.37 ft.
Depth in Feet
5 10
15 20
Sample Type
LOGGED / REVIEWED BY:DRILLING CONTRACTOR:DRILLING METHOD:HAMMER TYPE:
DESCRIPTION
Water LevelBlow Count/FootLiquid LimitPlastic LimitPlasticity IndexFines Content(% passing #200 sieve)Moisture Content(% dry weight)Dry Unit Weight(pcf)Shear Strength (psf)*field approximation Atterberg Limits
Unconfined Strength (tsf)*field approximationStrength Test Type Log Symbol
LATITUDE: 37.497186 LONGITUDE: -122.257509
Elevation in Feet
35 30
25 20
LOG OF BORING 1-B2
LOG - GEOTECHNICAL_SU+QU W/ ELEV 13387 BURTON.GPJ ENGEO INC.GDT 10/19/21 BLD2022-00201
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) CLAYEY SAND (SC), grayish brown, medium dense,moistVery moist Brown, moist
Boring terminated approximately 26½ feet below existinggrade. Groundwater encountered 20 feet below grade attime of drilling. 32 28
T. Thompson / YZWest Coast ExplorationSolid Flight Auger140 lb. Cable and Pulley Geotechnical ExplorationBurton ParkSan Carlos, CA13387.000.015 DATE DRILLED:HOLE DEPTH:HOLE DIAMETER:SURF ELEV (WGS84):
9/20/2021 26.5 ft.6.0 in.37 ft.
Depth in Feet
25 Sample Type
LOGGED / REVIEWED BY:DRILLING CONTRACTOR:DRILLING METHOD:HAMMER TYPE:
DESCRIPTION
Water LevelBlow Count/FootLiquid LimitPlastic LimitPlasticity IndexFines Content(% passing #200 sieve)Moisture Content(% dry weight)Dry Unit Weight(pcf)Shear Strength (psf)*field approximation Atterberg Limits
Unconfined Strength (tsf)*field approximationStrength Test Type Log Symbol
LATITUDE: 37.497186 LONGITUDE: -122.257509
Elevation in Feet
15 LOG OF BORING 1-B2
LOG - GEOTECHNICAL_SU+QU W/ ELEV 13387 BURTON.GPJ ENGEO INC.GDT 10/19/21 BLD2022-00201
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
13387.000.015
October 20, 2021
Revised December 8, 2021
APPENDIX B
Laboratory Results
BLD2022-00201
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
1-B2@8'
LIQUID AND PLASTIC LIMITS TEST REPORT
ASTM D4318
1-B1@3'
SAMPLE ID TEST METHOD REMARKS
29025 Avenue Penn | Valencia, CA 91355 | T: (925) 866-9000 | F: (888) 279-2698 | www.engeo.com PROJECT LOCATION:
PROJECT NO:
PROJECT NAME:
CLIENT:
REPORT DATE:
K. Paul
K. Lecce
TESTED BY:
REVIEWED BY:
Sports Field Lighting San Carlos
1-B1@3' See Exploration Logs 31 163 feet
1-B2@8' See Exploration Logs 34 178 feet
SAMPLE ID MATERIAL DESCRIPTION LL PL PIDEPTH (ft)
15 17
City of San Carlos
13387.000.015 PH001
San Carlos, CA
10/11/2021
PI: ASTM D4318, Wet Method
PI: ASTM D4318, Wet Method
0 10
20 30
40 50
60 70
80 0 1 02 03 04 05 06 07 08 09 0 1 0 0 1 1 0 1 2 0 1 3 0 1 4 0
PLASTICITY INDEX
LIQUID LIMIT
MH or OH
CH or OH
CL-ML
ML or OL
CL or OL
Dashed Line indicates the approximate
upper limit boundary for natural soils
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) ===
===
===
29025 Avenue Penn | Valencia, CA 91355 | T: (925) 866-9000 | F: (888) 279-2698 | www.engeo.com REPORT DATE: 10/11/2021
TESTED BY: K. Paul
REVIEWED BY: K. Lecce
CLIENT: City of San Carlos
PROJECT NAME: Sports Field Lighting San Carlos
PROJECT NO: 13387.000.015 PH001
PROJECT LOCATION: San Carlos, CA
REMARKS
CLASSIFICATION
USCS =
D10 Cu Cc
Soak time = 180 min
Dry sample weight = 876.9 g
* (no specification provided)
LL = PI =
COEFFICIENTS
D90 D85 D60
D50 D30 D15
ASTM D1140, Method A
PARTICLE SIZE DISTRIBUTION REPORT
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
SOIL DESCRIPTION
See Exploration Logs
#200 35.5
DEPTH (ft):
ATTERBERG LIMITS
PL =
SAMPLE ID:
21 1-B1@21'
% FINES
SILT CLAY
% +75mm
% GRAVEL % SAND
MEDIUM FINE
LOCATION: 1-B1@21'
35.5 FINE COARSECOARSE
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
PERCENT FINER
GRAIN SIZE - mm.
6 in.
3 in.
2 in.
1 ½
in.1 in.
¾ in.
½ in.
⅜ in.
#4
#10
#20
#40
#60
#100
#140
#200
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) ===
===
===
29025 Avenue Penn | Valencia, CA 91355 | T: (925) 866-9000 | F: (888) 279-2698 | www.engeo.com REPORT DATE: 10/11/2021
TESTED BY: K. Paul
REVIEWED BY: K. Lecce
CLIENT: City of San Carlos
PROJECT NAME: Sports Field Lighting San Carlos
PROJECT NO: 13387.000.015 PH001
PROJECT LOCATION: San Carlos, CA
REMARKS
CLASSIFICATION
USCS =
D10 Cu Cc
Soak time = 180 min
Dry sample weight = 202.6 g
* (no specification provided)
LL = PI =
COEFFICIENTS
D90 D85 D60
D50 D30 D15
ASTM D1140, Method A
PARTICLE SIZE DISTRIBUTION REPORT
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
SOIL DESCRIPTION
See Exploration Logs
#200 61.7
DEPTH (ft):
ATTERBERG LIMITS
PL =
SAMPLE ID:
8 1-B1@8'
% FINES
SILT CLAY
% +75mm
% GRAVEL % SAND
MEDIUM FINE
LOCATION: 1-B1@8'
61.7 FINE COARSECOARSE
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
PERCENT FINER
GRAIN SIZE - mm.
6 in.
3 in.
2 in.
1 ½
in.1 in.
¾ in.
½ in.
⅜ in.
#4
#10
#20
#40
#60
#100
#140
#200
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) ===
===
===
MEDIUM FINE
LOCATION: 1-B2@11'
19.7 FINE COARSECOARSE
DEPTH (ft):
ATTERBERG LIMITS
PL =
SAMPLE ID:
11 1-B2@11'
% FINES
SILT CLAY
% +75mm
% GRAVEL % SAND
D15
ASTM D1140, Method A
PARTICLE SIZE DISTRIBUTION REPORT
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
SOIL DESCRIPTION
See Exploration Logs
#200 19.7
Soak time = 180 min
Dry sample weight = 724 g
* (no specification provided)
LL = PI =
COEFFICIENTS
D90 D85 D60
D50 D30
REMARKS
CLASSIFICATION
USCS =
D10 Cu Cc
29025 Avenue Penn | Valencia, CA 91355 | T: (925) 866-9000 | F: (888) 279-2698 | www.engeo.com REPORT DATE: 10/11/2021
TESTED BY: K. Paul
REVIEWED BY: K. Lecce
CLIENT: City of San Carlos
PROJECT NAME: Sports Field Lighting San Carlos
PROJECT NO: 13387.000.015 PH001
PROJECT LOCATION: San Carlos, CA
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
PERCENT FINER
GRAIN SIZE - mm.
6 in.
3 in.
2 in.
1 ½
in.1 in.
¾ in.
½ in.
⅜ in.
#4
#10
#20
#40
#60
#100
#140
#200
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
BEFORE TEST
TEST DATA
PROJECT NAME:
PROJECT NO: K. Paul
CLIENT:
LOCATION:
Void Ratio 0.43 0.42
Saturation (%) 55.3 74.0
Dry Density (pcf) 118.7 119.5
UNCONFINED COMPRESSION TEST REPORT
(ASTM D2166)
1-B1@3' 1-B2@3'
Test Moisture Content (%) 8.74 11.46
Height (in) 5.601 5.177
Diameter (in) 2.404 2.409
Unconfined Compressive Strength (psf) 9984 3236
Height-To-Diameter Ratio 2.33 2.15
Specific Gravity (ASSUMED) 2.720 2.720
Undrained Shear Strength (psf) 4992.02 1617.81
1-B1@3'
1-B2@3'
See Exploration Logs
See Exploration Logs
13387.000.015 PH001 Tested By:
2.32 1.93
Strain Rate (in/min) 0.050 0.050
Strain at Failure(%)
Test Remarks
DESCRIPTIONSPECIMEN
29025 Avenue Penn | Valencia, CA 91355 | T (925) 866-9000 | www.engeo.com Sports Field Lighting San Carlos Test Date: 10/6/2021
San Carlos, CA
City of San Carlos Reviewed By: K. Lecce
0 2000
4000
6000
8000
10000
12000
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0
Corrected Compressive Stress (psf)
Axial Strain (%)
Compressive Stress vs. Axial Strain Curve(s)
1-B1@3' 1-B2@3'
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 1‐B2@16
15.36 0.00 0.00
118.4 0.00 0.00
96.28 0.00 0.00
0.434 0.00 0.00
2.394 0.000 0.000
5.813 0.000 0.000
2.428
n/a 0.0 0.0
n/a 0.0 0.0
2.720 0.000 0.000 0.000
1-B2@16
15.36 96.28
0.86 5010
15.29 1195.2
n/a
6204.9
1195.2
2504.8 0.0 0.0
n/a
Project Information
Project Name:
Project Number:
Project Location:
Client:
Tested By:
San Carlos, CA
City of San Carlos
Description: See exploration logs
Test Remarks: 0.00
Friction Angle Ø n/a
Sports Field Lighting San Carlos
13387.000.015 PH001
Cell Pressure
R. Montalvo
Cell (psf)
Back (psf)
Principle Stresses at Failure
σ1 (psf)
σ3 (psf)
Corrected Peak Deviator Stress
Mohr-Coulomb Parameters with a Non-zero
Friction Angle (Ø≠0)
Date:
Axial Strain @ Failure (%)
Cohesion at Failure with a Zero Friction Angle
(Ø=0)
Cohesion, c (psf) n/a
After Test
Water Content (%)
Saturation (%)
Strain Rate (%/min)
Peak Deviator Stress (psf)
Specific Gravity
Checked By:
Specimen
Before Test
9/30/2021
Water Content (%)
Dry Density (pcf)
Saturation (%)
Void Ratio
Diameter (in)
Height (in)
Height-to-Diameter Ratio
ASTM D4318 - Wet Method
Liquid Limit
Plastic Limit
ASTM D854 - Assumed
M. Gilbert
Isotropic Unconsolidated Undrained Triaxial Test
ASTM D2850
10/01/21Date:
0 1000
2000
3000
0 1000 2000 3000 4000 5000 6000 7000 8000
Shear Stress (psf)
Normal Stress (psf)
Mohr Circles
1-B2@16
0 1,000 2,000 3,000 4,000 5,000 6,000
0.0 4.0 8.0 12.0 16.0
Stress (psf)
Strain (%)
Stress-Strain Curve
Lab address: 2213 Plaza Dr., Rocklin, CA 95843. Phone No. 916 786-8883 BLD2022-00201
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) Project Information
Project Name:
Project Number:
Project Location:
Client:
Tested By:
San Carlos, CA
City of San Carlos
Description: See exploration logs
Test Remarks: 0.00
Sports Field Lighting San Carlos
Date:R. Montalvo M. GilbertChecked By:9/30/2021
SAMPLE NUMBER: 1-B2@16 SAMPLE NUMBER:
SAMPLE NUMBER: SAMPLE NUMBER:
13387.000.015 PH001
Isotropic Unconsolidated Undrained Triaxial Test
ASTM D2850
10/01/21Date:
SPECIMEN PHOTOS
Lab address: 2213 Plaza Dr., Rocklin, CA 95843. Phone No. 916 786-8883 BLD2022-00201
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) WATER
SOLUBLE
SULFATE
% BY MASS
SOIL DESCRIPTION SAMPLE LOCATION
See exploration logs ND N/A
See exploration logs N/A ND
SAMPLE
NO.
1 2
5.5-6
5.5-6
[email protected]
Burton
SAMPLE ID.
[email protected]
Highland
DEPTH
(Ft.)
WATER-SOLUBLE SULFATE IN SOIL
ASTM C1580
2213 Plaza Drive | Rocklin, CA 95765 | T: (916) 786-8883 | F: (888) 279-2698 | www.engeo.com REVIEWED BY:
TESTED BY:
REPORT DATE:
PROJECT LOCATION:
PROJECT NO:
PROJECT NAME:
CLIENT:
W. Miller
M. Quasem
12/2/2021
San Carlos, CA
13387.000.015 PH001
Sports Field Lighting San Carlos
City of San Carlos
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
GEOTECHNICAL
ENVIRONMENTAL
WATER RESOURCES
CONSTRUCTION SERVICES
COASTAL/MARINE GEOTECHNICS
6399 San Ignacio Avenue, Suite 150 San Jose, CA 95119 (408) 574-4900 Fax (888) 279-2698 www.engeo.com
Project No.
13387.000.015
March 14, 2022
Mr. Vatsal Patel
City of San Carlos Public Works Department
600 Elm Street
San Carlos, CA 94070
Subject: Sports Field Lighting Improvements at Burton and Highlands Park San Carlos, California
GEOTECHNICAL REVIEW OF FOUNDATION PLANS
Dear Mr. Patel:
As requested, we reviewed the geotechnical elements of the foundation plans for the Sports Field Lighting Improvements project at Burton and Highlands Park in San Carlos, California. The purpose of our review was to confirm that the foundation elements of the plans were prepared in general accordance with the recommendations contained in References 1 and 2 and to provide supplemental recommendations, as necessary.
We reviewed the design plan set titled ‘ Sports Field Lighting Burton & Highlands Parks – Phase 2,’ dated March 3, 2022 (Reference 3). Sheet C1 (pages 13 and 14 of the larger plan set) was prepared by KNA Structural Engineers and dated February 17, 2022. Sheet C1 presented the pole support foundation design. Based on our review, i t is our opinio n that the plans prepared by KNA Structural Engineers for the subject project have been prepar ed in general conformance with the recommendations provided.
Further, we reviewed the structural calculations for the pole foundations prepared by KNA Structural Engineers dated February 16, 2022, for the Burton Park calculations and February 17, 202 2, for the Highlands Park calculations (References 4 and 5). We reviewed Pages 4, 6, 11, 19, and 22 for the Burton Park calculation and Pages 7 and 10 for the Highlands Park calculation. Based on our review, it is our opinion that the calculations prepared by KN A Structural Engineers for the subject projects have been prepared in general conformance with the geotechnical recommendations provided.
We make no representations as to the accuracy of dimensions, measurements, calculations or any portion of the design. If you have any questions regarding the contents of this letter, please do not hesitate to contact us.
Sincerely,
ENGEO Incorporated
Justin Qiu, EIT Robert H. Boeche, CEG
Yanet Zepeda, PE
jq/yz/rhb/ca
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
13387.000.015
March 14, 2022
SELECTED REFERENCES
1. ENGEO; Geotechnical Recommendations Letter, Sports Field Lighting Improvements at Burton Park, San Carlos, California; October 20, 2021, Revised December 8, 2021; Project No. 13387.000.015.
2. ENGEO; Geotechnical Recommendations Letter, Sports Field Lighting Improvements at Highlands Park, San Carlos, California ; October 25, 2021, Revised December 8, 2021 ; Project No. 13387.000.015.
3. Salas O’Brien ; Sports Field Lighting Burton & Highlands Parks – Phase 2, San Carlos , California; March 3, 2022; Project No. C1809.
4. KNA Structural Engineers; Structural Calculations, Pole Foundation Standard, Highlands Park Phase II, San Carlos, California; February 16, 2022; Project No. 215425 363.908
5. KNA Structural Engineers; Structural Calculations, Pole Foundation St andard, Burton Park Phase II, San Carlos, California; February 17, 2022; Project No. 215424 363.909 BLD2022-00202
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
APPENDIX C
STRUCTURAL CALCULATIONS
FOR BURTON AND HIGHLANDS PARKS
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This Page Intentionally Left Blank
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) MUSCO LIGHTING, INC.
Light Structure Pole and Foundation Standard
This confidential report is provided exclusively for the use of engineering approval.
The technical information provided herein is the confidential property of Musco Lighting, Inc., and reproduction of this report or use of this information for anything other than its limited, intended purpose as to this project, without the written permission of Musco Lighting, Inc., is prohibited.
ITEM : Structural Calculations
Pole Foundation Standard
PROJECT : Burton Park Phase 2
San Carlos, CA
PROJECT NO : 215424
363.909
DATE : 2/17/2022
ENGINEER :
JOSH RANDALL, SE No. 4506
9931 Muirlands Blvd
Irvine, CA 92618
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) MUSCO LIGHTING, INC.
Light Structure Pole and Foundation Standard
Calculation Index
CONTENTS:
Page Item
1 2-4 -Wind Analysis
4-5 -Seismic Analysis
6-8 LSS70-B (W/ 5 Fixtures) -Wind Analysis
9-10 LSS70-B (W/ 5 Fixtures) -Seismic Analysis
11 Precast Base by Forterra
12-13 LSS70-C (W/ 6 Fixtures) -Wind Analysis
14-15 LSS70-C (W/ 6 Fixtures) -Seismic Analysis
16 Precast Base by Forterra
17 Foundation Check
APPENDIX A ATC Hazards by Location Report
APPENDIX B SOIL REPORT
CODE REFERENCE:
2019 CBC
ACI 318-14
Building Code Requirements for Structural Concrete
AISC 360-16
Specifications for Structural Steel Buildings
LSS70-A (W/ 4 Fixtures)
LSS70-A (W/ 4 Fixtures)
Pole Information
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) PROJECT Burton Park Phase 2 363.909
Structural Calculations
CLIENT MUSCO LIGHTING, INC. DW
#-Fixtures (EPA) # Fixtures (EPA)
#-Fixtures (EPA) # Fixtures (EPA)
JOB NO
DATE
02/22
BY
15.4' 1- LED575 (1.7)
TOP 2- LED1500
2- LED900A (2.4)
TOP 4- LED1200 (2.4)
LSS70-A LSS70-C
A3,A4
TOP 6- LED1500 (2.5)
29.9' 1- CREE OSQ (0.9)
15.4' 1- LED575 (1.8)
B3,B4
29.9' 1- CREE OSQ (0.9)
15.4' 2- LED575 (1.7) 15.4' 2- LED575 (1.8)
LSS70-A LSS70-B
TOP 5- LED1500 (2.7)
C3 C4
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/17/2022 LS70-A Wind C3
POLE DESIGNATION: LS70-A W/ 4 FIXTURES JOB NO: 363.909 MANUFACTURER: MUSCO PROJECT: Burton Park Phase 2
PROJECT NO: 215424 LOCATION: San Carlos, CA
ASCE 7-16 POLE ID: C3
WIND CRITERIA 91 MPH,EXP C | P = SUPERIMPOSED WT + PO LE WT A3,A4 Sim.
LOAD COMB 1.2 DEAD + 1.0 WIND v
^ |||a <-- <--FIXTURES, F/Af= qz*Gf*Cf = 31.02 PSF MA X (29.4-1) LED1500 | |v| <-- <--where qz=.00256*Kz*Kzt*Kd*Ke(V) 2 = 25.00 PSF MAX (26.10-1) EPA/FIXTURE*, Af = 3.0 ft2 | ||| <-- <---
D.L./FIXTURE** = 92.8 lbs | |v| <-- ATTACHMENT NUMBER DIST. FROM PA Cf EPA Kz qz WIND,F WEIGHT,P D.L. ECE/FIXTURE*** = 20.0 lbs | ||| <-- TYPE TOP PO LE,FT SQ FT SQ FT PSF LBS LBS * EPA = EFFECTIVE PROJECTED AREA OF LIGHT FIXTURE | |v| <-- LED1500 2.0 0.5 1.0 2.99 1.178 24.97 185 186 INCLUDING CROSSARM, PER MUSCO ||| <-- LED900 2.0 0.5 2.30 1.3 2.99 1.178 24.97 185 106 ** D.L.= DEAD LOAD OF FIXTURE, & l |v| <-- 0.0 5.5 1.3 2.99 1.160 24.59 0 0 CROSSARM, PER MUSCO ||| <-- 0.0 8.0 1.3 2.99 1.150 24.39 0 0 ***D.L.= DEAD LOAD OF ECE, | |v| <-- 0.0 10.5 1.3 2.99 1.141 24.18 0 0 PER MUSCO | ||| <-- 0.0 13.0 1.3 2.99 1.131 23.97 0 0 | |v| <-- 0.0 15.5 1.3 2.99 1.120 23.75 0 0
| ||| <-- 0.0 18.0 1.3 2.99 1.110 23.52 0 0
| |v| <-- 0.0 20.5 1.3 2.99 1.099 23.29 0 0
| ||| <-- LED575 2.0 56.2 1.74 1.3 2.27 0.854 18.10 102 109 | |v| <-- ECE 6.0 59.4 5.00 1.3 6.50 0.849 18.00 145 120 v | |b <-- TOTALS = 617 520
POLE, F/Af= qz*Gf*Cf = 37.23 PSF MAX (29.4-1)
where qz=.00256*Kz*Kzt*Kd*Ke(V) 2 = 25.00 PSF MAX (26.10-1)
LOADING DIAGRAM
INPUT
-> l = 71.55 ft. (ht. from adj. grade)
-> l = 71.55 ft. (ht. from grade)
->tA = 0.12 in. (pole thk. @ top)
->dA = 4.75 in. (pole diam. @ top)
->dB = 13.4 in. (pole diam. @ btm)
->tB = 0.179 in. (pole thk. @ btm)
->Fy = 38.0 ksi (fixt mount sect. = 5.25 ft)
->Fy = 55.0 ksi (other pole sect.)
-> E = 29,000 ksi
->Kzt= 1 (Figure 26.8-1)
->Kd = 1 (Table 26.6-1)
-> Kz = 1.179 MAX-EXP C @ 71.6 FT. (Table 26.10-1)
->Ke = 1.00 (Table 26.9-1)
-> Cf = 1.00 LIGHT FIXTURE (INCLUDED IN EPA)
-> Cf = 1.200 MAX (VARIES 0.5-1.2 FOR RND POLE) (Figure 29.5-1) POLE DAMPING, beta= 0.025 Per Musco test
OUTPUT
-> POLE NATURAL FREQUENCY = 0.430 Hz 1/(2PI*(DELTA/386)^0.5) where DELTA is due to self weight Section 26.11.5 Gust-Effect Factor -> Gf= 1.24 (Section 26.11.5) (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34) constant epsilon,e = 0.2 Lz = 527.0
Pole Properties: constant l = 500 N1 = 2.509
Ia = 4.68 in4 taper = 0.140 in/ft Vz = 90.34 Rn = 0.078 Ib = 162 in4 db/da = 2.821 4.6n1h/Vz = 1.567
ra = 1.638 in rb = 4.675 in. 4.6n1B/Vz = 0.017 R = 1.159 Aa = 1.745 in2 Ab = 7.43 in2 15.4n1L/Vz = 0.055 gR = 3.983 Sa = 1.97 in3 Sb = 24.25 in3 c = 0.200
From Critical Buckling Loads of Tapered Columns, ASCE 2/62: Rh = 0.443 Iz = 0.191 n = Log (Ib/(Ia)/Log (dB/dA) = 3.42 RB = 0.989 Q = 0.920 P* = (Ib/Ia)/(Ib/Ia)^.333 = 10.6 RL = 0.964 G = 0.886
kl/req* (1/(P*)^.5)[kl/ra] = 338 (where k= 2.1) Gf = 1.241 AISC 360-16 Specification Table B4.1, Case 15
for Fy = 55.0 KSI 38 KSI
D/t < .45E/Fy = 237 343 (MAX) SHEAR,F= 0.996 KIPS MOMENT, M = 41.61 K-FT e= M/F = 41.80 FT AXIAL,P = 1.603 KIPS ASD Forces at groundline (for foundation design) D/t < .31E/Fy = 163 237 Noncompact SHEAR,F= 1.659 KIPS MOMENT, M = 69.35 K-FT e= M/F = 41.80 FT AXIAL,P = 1.923 KIPS Nominal Forces at groundline D/t < .07E/Fy = 37 53 Compact M < ΦMn = 115 K-FT Precast Base O.K.
D/t < .11E/Fy = 58 84 Slender element Section for Uniform Compression Pole Stress Check = 0.761 Max. < 1 Pole O.K.
Max. Deflection = 74.620 Inch <0.10H= 86 Inch AASHTO 10.4.2 Page
BLD2022-00201
9.a.2
Packet Pg. 324
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/17/2022 LS70-A Wind C3
Distance Outside E3-4 E3-2 or E3-3 F8.1-F8.4 H1-1b H1-1a 2nd Order 1st Order C2.2a Total E7-19 from top Diameter Pole Cf Design comp Acting Design flex. Req'd flex. for for /1st Order Req'd shear Delta P-Delta 2nd Order ACTING DEFL of Pole of Pole,D thick,t D/t Kz qz Pole kl/r Fe strength, Pn unfactored, Pr strength, Mn strength, Mr Pr/Pc Pr/Pc <0.2 Pr/Pc ≥ 0.2 Moment CSR strength,, F Moment Moment Q MOM DUE M/I DUE TO DL FT IN IN PSF eqiv. KIPS KIPS K-FT K-FT FT-K O.K. KIPS IN FT-K FT-K TO DL IN
0 4.75 0.12 39.6 1.179 25.00 1.2 338 2.51 3.46 0.000 7.89 0.0 0. 000 0.000 N.A. 1.000 Y 0.000 74.6 0.0 0.0 1.40 0.00 0.000 52.8 1 4.75 0.12 39.6 1.176 24.93 1.2 338 2.51 3.46 0.297 7.89 0.2 0. 103 0.084 N.A. 1.337 Y 0.385 72.4 0.1 0.3 1.40 0.00 0.033 51.3 2 4.75 0.12 39.6 1.172 24.86 1.2 338 2.51 3.46 0.303 7.89 0.6 0. 105 0.143 N.A. 1.224 Y 0.399 70.3 0.1 0.7 1.40 0.30 0.097 49.8 3 4.75 0.12 39.6 1.169 24.78 1.2 338 2.51 3.46 0.309 7.89 1.0 0. 107 0.204 N.A. 1.200 Y 0.414 68.1 0.2 1.2 1.40 0.61 0.163 48.3 4 4.75 0.12 39.6 1.165 24.70 1.2 338 2.51 3.46 0.315 7.89 1.4 0. 109 0.267 N.A. 1.189 Y 0.428 65.9 0.3 1.7 1.40 0.92 0.231 46.8 5 4.75 0.12 39.6 1.162 24.63 1.2 338 2.51 3.46 0.321 7.89 1.8 0. 111 0.332 N.A. 1.181 Y 0.443 63.8 0.3 2.2 1.40 1.24 0.284 45.3 6 4.90 0.12 40.8 1.158 24.55 1.2 338 2.51 3.57 0.327 11.02 2.3 0 .110 0.300 N.A. 1.176 Y 0.458 61.6 0.4 2.7 1.16 1.56 0.320 43. 8 7 5.04 0.12 42.0 1.154 24.47 1.2 338 2.51 3.68 0.334 11.62 2.8 0 .109 0.333 N.A. 1.172 Y 0.473 59.6 0.5 3.2 1.14 1.89 0.351 42. 4 8 5.18 0.12 43.2 1.150 24.39 1.2 338 2.51 3.78 0.340 12.22 3.2 0 .108 0.364 N.A. 1.168 Y 0.488 57.5 0.5 3.8 1.13 2.23 0.377 41. 0 9 5.32 0.12 44.3 1.147 24.31 1.2 338 2.51 3.89 0.347 12.85 3.7 0 .107 0.393 N.A. 1.165 Y 0.504 55.5 0.6 4.4 1.12 2.57 0.398 39. 5 10 5.46 0.12 45.5 1.143 24.22 1.2 338 2.51 3.99 0.354 13.49 4.3 0.106 0.419 N.A. 1.161 Y 0.520 53.5 0.7 4.9 1.11 2.92 0.415 38 .1 11 5.60 0.12 46.7 1.139 24.14 1.2 338 2.51 4.10 0.361 14.14 4.8 0.106 0.444 N.A. 1.158 Y 0.537 51.5 0.8 5.5 1.10 3.28 0.429 36 .8 12 5.74 0.12 47.8 1.135 24.06 1.2 338 2.51 4.20 0.369 14.81 5.3 0.105 0.468 N.A. 1.156 Y 0.554 49.6 0.8 6.2 1.09 3.65 0.441 35 .4 13 5.88 0.12 49.0 1.131 23.97 1.2 338 2.51 4.31 0.376 15.50 5.9 0.105 0.490 N.A. 1.153 Y 0.571 47.7 0.9 6.8 1.08 4.02 0.450 34 .1 14 6.02 0.12 50.2 1.127 23.88 1.2 338 2.51 4.41 0.384 16.20 6.5 0.105 0.511 N.A. 1.150 Y 0.589 45.8 1.0 7.4 1.07 4.40 0.458 32 .8 15 6.16 0.12 51.3 1.122 23.80 0.7 338 2.51 4.52 0.392 16.91 7.1 0.104 0.531 N.A. 1.148 Y 0.599 44.0 1.0 8.1 1.06 4.79 0.463 31 .6 16 6.30 0.12 52.5 1.118 23.71 0.7 338 2.51 4.62 0.400 17.64 7.7 0.104 0.549 N.A. 1.145 Y 0.610 42.2 1.1 8.8 1.05 5.18 0.468 30 .3 17 6.44 0.12 53.7 1.114 23.62 0.7 338 2.51 4.72 0.408 18.39 8.3 0.104 0.567 N.A. 1.143 Y 0.621 40.5 1.2 9.5 1.04 5.59 0.471 29 .1 18 6.58 0.12 54.8 1.110 23.52 0.7 338 2.51 4.83 0.417 19.15 8.9 0.104 0.582 N.A. 1.141 Y 0.632 38.8 1.3 10.2 1.03 6.00 0.473 2 7.9 19 6.72 0.12 56.0 1.105 23.43 0.7 338 2.51 4.93 0.426 19.93 9.5 0.104 0.597 N.A. 1.139 Y 0.643 37.2 1.3 10.9 1.02 6.42 0.474 2 6.8 20 6.86 0.12 57.2 1.101 23.34 0.7 338 2.51 5.04 0.434 20.72 10. 2 0.103 0.611 N.A. 1.137 Y 0.654 35.6 1.4 11.6 1.02 6.85 0.475 25.7 21 7.00 0.12 58.3 1.096 23.24 0.7 338 2.51 5.14 0.443 21.53 10. 9 0.103 0.624 N.A. 1.135 Y 0.666 34.0 1.5 12.3 1.01 7.29 0.475 24.6 22 7.14 0.12 59.5 1.092 23.14 0.7 338 2.51 5.25 0.453 22.35 11. 5 0.103 0.636 N.A. 1.133 Y 0.678 32.5 1.5 13.1 1.00 7.74 0.474 23.5 23 7.28 0.12 60.7 1.087 23.04 0.7 338 2.51 5.35 0.462 23.19 12. 2 0.104 0.647 N.A. 1.131 Y 0.690 31.0 1.6 13.8 1.00 8.20 0.473 22.5 24 7.42 0.12 61.8 1.082 22.94 0.7 338 2.51 5.46 0.472 24.04 12. 9 0.104 0.658 N.A. 1.129 Y 0.702 29.6 1.7 14.6 0.99 8.66 0.472 21.5 25 7.56 0.12 63.0 1.077 22.84 0.7 338 2.51 5.56 0.481 24.91 13. 6 0.104 0.668 N.A. 1.127 Y 0.715 28.2 1.7 15.3 0.98 9.14 0.470 20.5 26 7.70 0.12 64.2 1.073 22.74 0.7 338 2.51 5.67 0.491 25.79 14. 3 0.104 0.678 N.A. 1.126 Y 0.727 26.8 1.8 16.1 0.98 9.62 0.468 19.5 27 7.84 0.12 65.3 1.068 22.63 0.7 338 2.51 5.77 0.501 26.69 15. 1 0.104 0.687 N.A. 1.124 Y 0.740 25.5 1.9 16.9 0.97 10.12 0.46 5 18.6 28 7.98 0.12 66.5 1.062 22.52 0.7 338 2.51 5.88 0.511 27.60 15. 8 0.104 0.695 N.A. 1.122 Y 0.753 24.2 1.9 17.7 0.97 10.63 0.46 3 17.7 29 8.12 0.12 67.7 1.057 22.41 0.7 338 2.51 5.98 0.522 28.53 16. 6 0.105 0.703 N.A. 1.120 Y 0.766 23.0 2.0 18.6 0.96 11.14 0.46 0 16.8 30 8.26 0.12 68.8 1.052 22.30 0.7 338 2.51 6.09 0.533 29.48 17. 3 0.105 0.711 N.A. 1.119 Y 0.779 21.8 2.1 19.4 0.96 11.67 0.45 8 16.0 31 8.40 0.12 70.0 1.047 22.19 0.7 338 2.51 6.19 0.543 30.43 18. 1 0.105 0.718 N.A. 1.117 Y 0.792 20.7 2.1 20.3 0.95 12.21 0.45 5 15.2 32 8.54 0.12 71.2 1.041 22.07 0.7 338 2.51 6.29 0.554 31.41 18. 9 0.106 0.725 N.A. 1.115 Y 0.806 19.6 2.2 21.1 0.95 12.76 0.45 2 14.4 33 8.68 0.12 72.3 1.036 21.95 0.7 338 2.51 6.40 0.565 32.40 19. 7 0.106 0.732 N.A. 1.114 Y 0.820 18.5 2.2 22.0 0.94 13.32 0.44 9 13.6 34 8.82 0.12 73.5 1.030 21.83 0.7 338 2.51 6.50 0.577 33.40 20. 6 0.106 0.738 N.A. 1.112 Y 0.833 17.5 2.3 22.9 0.94 13.89 0.44 6 12.9 35 8.96 0.12 74.7 1.024 21.71 0.7 338 2.51 6.61 0.588 34.43 21. 4 0.107 0.744 N.A. 1.110 Y 0.847 16.5 2.4 23.8 0.94 14.47 0.44 3 12.2 36 9.10 0.12 75.8 1.018 21.58 0.7 338 2.51 6.71 0.600 35.46 22. 3 0.107 0.750 N.A. 1.109 Y 0.862 15.5 2.4 24.7 0.93 15.06 0.44 0 11.5 37 9.24 0.12 77.0 1.012 21.45 0.7 338 2.51 6.82 0.612 36.51 23. 1 0.108 0.755 N.A. 1.107 Y 0.876 14.6 2.5 25.6 0.93 15.67 0.43 7 10.8 38 9.38 0.12 78.2 1.006 21.32 0.7 338 2.51 6.92 0.629 37.58 24. 0 0.109 0.761 N.A. 1.105 Y 0.890 13.7 2.5 26.5 0.92 16.29 0.38 1 10.2 39 9.20 0.179 51.4 0.999 21.18 0.7 338 2.51 10.06 0.647 56.29 2 4.9 0.077 0.527 N.A. 1.104 Y 0.904 12.9 2.6 27.5 1.06 16.93 0. 326 9.6 40 9.34 0.179 52.2 0.993 21.05 0.7 338 2.51 10.22 0.665 57.91 2 5.8 0.078 0.530 N.A. 1.102 Y 0.919 12.1 2.6 28.5 1.05 17.58 0. 324 9.0 41 9.48 0.179 53.0 0.986 20.90 0.7 338 2.51 10.37 0.683 59.56 2 6.8 0.079 0.534 N.A. 1.101 Y 0.933 11.3 2.7 29.4 1.04 18.26 0. 321 8.5 42 9.62 0.179 53.8 0.979 20.76 0.7 338 2.51 10.53 0.701 61.22 2 7.7 0.080 0.537 N.A. 1.099 Y 0.947 10.6 2.7 30.4 1.04 18.95 0. 319 7.9 43 9.76 0.179 54.5 0.972 20.61 0.7 338 2.51 10.69 0.720 62.92 2 8.6 0.081 0.540 N.A. 1.098 Y 0.962 9.9 2.8 31.4 1.03 19.66 0.3 17 7.4 44 9.90 0.179 55.3 0.965 20.45 0.7 338 2.51 10.84 0.738 64.63 2 9.6 0.082 0.543 N.A. 1.096 Y 0.976 9.2 2.8 32.5 1.03 20.39 0.3 14 6.9 45 10.04 0.179 56.1 0.957 20.29 0.7 338 2.51 11.00 0.758 66.37 30.6 0.083 0.546 N.A. 1.095 Y 0.991 8.5 2.9 33.5 1.02 21.13 0. 312 6.4 46 10.18 0.179 56.9 0.950 20.13 0.7 338 2.51 11.16 0.777 68.12 31.6 0.084 0.549 N.A. 1.093 Y 1.005 7.9 2.9 34.5 1.02 21.90 0. 310 5.9 47 10.32 0.179 57.7 0.942 19.96 0.7 338 2.51 11.31 0.797 69.91 32.6 0.085 0.552 N.A. 1.092 Y 1.020 7.3 3.0 35.6 1.01 22.69 0. 308 5.5 48 10.46 0.179 58.4 0.933 19.79 0.7 338 2.51 11.47 0.817 71.71 33.6 0.085 0.554 N.A. 1.090 Y 1.035 6.7 3.0 36.7 1.01 23.49 0. 306 5.1 49 10.60 0.179 59.2 0.925 19.61 0.7 338 2.51 11.62 0.837 73.54 34.7 0.086 0.557 N.A. 1.089 Y 1.050 6.1 3.1 37.8 1.00 24.32 0. 305 4.6 50 10.74 0.179 60.0 0.916 19.42 0.7 338 2.51 11.78 0.857 75.39 35.7 0.087 0.559 N.A. 1.088 Y 1.065 5.6 3.1 38.9 1.00 25.17 0. 303 4.2 51 10.88 0.179 60.8 0.907 19.23 0.7 338 2.51 11.94 0.878 77.26 36.8 0.088 0.562 N.A. 1.086 Y 1.080 5.1 3.2 40.0 1.00 26.04 0. 301 3.9 52 11.02 0.179 61.6 0.898 19.03 0.7 338 2.51 12.09 0.899 79.16 37.9 0.089 0.564 N.A. 1.085 Y 1.095 4.6 3.2 41.1 0.99 26.92 0. 300 3.5 53 11.16 0.179 62.4 0.888 18.82 0.7 338 2.51 12.25 0.920 81.07 39.0 0.090 0.566 N.A. 1.084 Y 1.110 4.1 3.3 42.3 0.99 27.83 0. 298 3.2 54 11.30 0.179 63.1 0.877 18.60 0.7 338 2.51 12.40 0.942 83.02 40.1 0.091 0.569 N.A. 1.082 Y 1.126 3.7 3.3 43.4 0.98 28.76 0. 297 2.8 55 11.44 0.179 63.9 0.867 18.37 0.7 338 2.51 12.56 0.964 84.98 41.3 0.092 0.571 N.A. 1.081 Y 1.141 3.3 3.3 44.6 0.98 29.72 0. 295 2.5 56 11.58 0.179 64.7 0.855 18.13 0.7 338 2.51 12.72 0.986 86.97 42.4 0.093 0.573 N.A. 1.080 Y 1.156 2.9 3.4 45.8 0.98 30.69 0. 294 2.2 57 11.72 0.179 65.5 0.849 18.00 0.7 338 2.51 12.87 1.117 88.98 43.6 0.104 0.581 N.A. 1.078 Y 1.273 2.6 3.4 47.0 0.97 31.69 0. 293 2.0 58 11.86 0.179 66.3 0.849 18.00 0.7 338 2.51 13.03 1.140 91.01 44.9 0.105 0.584 N.A. 1.077 Y 1.288 2.2 3.5 48.4 0.97 32.82 0. 293 1.7 59 12.00 0.179 67.1 0.849 18.00 0.7 338 2.51 13.18 1.163 93.06 46.2 0.106 0.587 N.A. 1.076 Y 1.304 1.9 3.5 49.7 0.97 33.97 0. 292 1.5 60 12.14 0.179 67.8 0.849 18.00 0.7 338 2.51 13.34 1.306 95.14 47.6 0.117 0.596 N.A. 1.074 Y 1.464 1.6 3.5 51.1 0.96 35.14 0. 292 1.3 61 12.28 0.179 68.6 0.849 18.00 0.7 338 2.51 13.50 1.329 97.24 49.0 0.118 0.600 N.A. 1.073 Y 1.480 1.4 3.6 52.6 0.96 36.46 0. 293 1.1 62 12.42 0.179 69.4 0.849 18.00 0.7 338 2.51 13.65 1.353 99.36 50.5 0.119 0.604 N.A. 1.071 Y 1.496 1.1 3.6 54.1 0.96 37.80 0. 293 0.9 63 12.56 0.179 70.2 0.849 18.00 0.7 338 2.51 13.81 1.377 101.5 1 52.0 0.120 0.608 N.A. 1.070 Y 1.513 0.9 3.6 55.7 0.95 39.16 0 .294 0.7 64 12.70 0.179 71.0 0.849 18.00 0.7 338 2.51 13.97 1.401 103.6 8 53.6 0.120 0.612 N.A. 1.068 Y 1.529 0.7 3.7 57.2 0.95 40.55 0 .294 0.6 65 12.84 0.179 71.7 0.849 18.00 0.7 338 2.51 14.12 1.426 105.8 7 55.1 0.121 0.616 N.A. 1.067 Y 1.546 0.5 3.7 58.8 0.95 41.97 0 .294 0.4 66 12.98 0.179 72.5 0.849 18.00 0.7 338 2.51 14.28 1.450 108.0 8 56.7 0.122 0.619 N.A. 1.065 Y 1.563 0.4 3.7 60.4 0.94 43.40 0 .294 0.3 67 13.12 0.179 73.3 0.849 18.00 0.7 338 2.51 14.43 1.475 110.3 2 58.2 0.123 0.623 N.A. 1.064 Y 1.580 0.3 3.7 61.9 0.94 44.87 0 .294 0.2 68 13.26 0.179 74.1 0.849 18.00 0.7 338 2.51 14.59 1.501 112.5 8 59.8 0.123 0.626 N.A. 1.062 Y 1.597 0.2 3.7 63.5 0.94 46.36 0 .294 0.1 69 13.40 0.179 74.9 0.849 18.00 0.7 338 2.51 14.75 1.526 114.8 6 61.4 0.124 0.629 N.A. 1.061 Y 1.614 0.1 3.7 65.2 0.93 47.87 0 .295 0.1 70 13.54 0.179 75.7 0.849 18.00 0.7 338 2.51 14.90 1.552 117.1 6 63.0 0.125 0.633 N.A. 1.060 NA 1.632 0.0 3.8 66.8 0.93 49.41 0 .294 0.0 71 13.68 0.179 76.4 0.849 18.00 0.7 338 2.51 15.06 1.578 119.4 9 64.7 0.126 0.636 N.A. 1.058 NA 1.649 0.0 3.8 68.4 0.93 50.97 0 .294 0.0 72 13.82 0.179 77.2 0.849 18.00 0.7 338 2.51 15.21 1.623 121.8 4 66.3 0.128 0.639 N.A. 1.057 NA 1.667 0.0 3.8 70.1 0.93 52.56 0 .000 0.0 Page
BLD2022-00201
9.a.2
Packet Pg. 325
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) KNA
STRUCTURAL ENGINEERS
Seismic Loading
Reference: 2019 CBC, ASCE 7-16
INPUT:
Job Location: San Carlos, CA
Site Class D Per Soil Report
0.2 Sec MCE, Ss 1.871 g Per Soil Report
1.0 Sec MCE, S
1 0.767 g Per Soil Report
Site Coeff., Fa 1.200 Per Soil Report
Site Coeff., Fv 1.700 Per Soil Report
SMS = Fa SS 2.245 g Per Soil Report
SM1 = Fv S1 1.304 g Per Soil Report
SDS = 2/3SMS 1.497 g Per Soil Report
SD1 = 2/3SM1 0.869 g Per Soil Report
Ts =SD1/SDS 0.581 sec
Long Period transition period, TL 12.0 sec ASCE 7-16 -Figure 22-12 Risk Category II Table 1604.5
Seismic Design Category E 2019 CBC Section 1613.3.5
OUTPUT:
Light Pole Class LS70A
Fundamental Period, T 2.32 sec See structural calculations, pg Seismic coeff., R 1.5 ASCE 7-16 Table 15.4-2
Overstrength Factor,
Ω 1.5 ASCE 7-16 Table 15.4-2
Importance Factor, I 1.00 ASCE 7-16 Section 15.4.1.1 & Table 1.5-2 Redundancy factor, ρ 1.0 ASCE 7-16 Section 15.6
DESIGN SEISMIC FORCE
V = C
SW ASCE 7-16 Eqn. 12.8-1
CS = SDS/(R/I) for T≤TS 0.998 g ASCE 7-16 Eqn. 12.8-2
Cs max. for 1.5Ts <T≤ TL, Cs =1.5 SD1/T(R/I) 0.374 g ASCE 7-16 Sect. 11.4.8 & Eqn. 12.8-3 C
S min = 0.044S DSI ≥ 0.03 0.07 g ASCE 7-16 Eqn. 15.4-1
if S1≥ 0.6g, CS min = 0.8S1/(R/I) 0.409 g ASCE 7-16 Eqn. 15.4-2 Load Combination, 1.2D+ 1.0E ASCE 7-16 Section 2.3.2 Load Comb 5 where E = Eh + Ev ASCE 7-16 Eqn. 12.4-1
and Eh = pQ
E 0.409 W ASCE 7-16 Eqn. 12.4-3
and Ev = 0.2SDSD 0.299 D ASCE 7-16 Eqn. 12.4-4
Load Combination, 1.2D + (pQe + 0.2SDSD)
Load Combination, 1.2D + (pQe + 0.2SDSD) 1.499 D + 0.409 W Total Seismic Weight, W = 2.118 kips See following page SEISMIC SHEAR, V = 1.085 kips < 1.659 kips WIND SHEAR WIND CONTROLS 2/17/2022 Page
2 BLD2022-00201
9.a.2
Packet Pg. 326
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) KNA
STRUCTURAL ENGINEERS
Seismic Loading
Vertical Distribution of Seismic Force, Fx = CvxV ASCE7-16 Eqn. 12.8-11 & Section 12.8.5 k= 1.912
Item w hx wxhx
k
wxhx
k/∑wxhx
k Cvx*V OTM
fixtures 0.1855 71 644 0.325 0.281 19.96
fixtures 0.1055 71 366 0.185 0.160 11.35
0 0.000 0.000 0.00
Top Pole Section 0.034 68.9 111 0.056 0.049 3.35
2nd Pole Section 0.343 49.8 604 0.305 0.264 13.14
1st Pole Section 0.698 18.76 190 0.096 0.083 1.56
Security Lights 0 0 0 0.000 0.000 0.00
Security Lights 0 0.00 0 0.000 0.000 0.00
0 0.000 0.000 0.00
0 0.000 0.000 0.00
0.000 0.00
LED575 0.109 15.40 20 0.010 0.009 0.14
ECE 0.109 15.00 19 0.010 0.008 0.13
1/2 Precast base above grade 0.534 8.00 28 0.014 0.012 0.10 Sum 2.118 1983 1.000 0.866 49.73
Total Dead Load at grade 2.652
SEISMIC OTM = 49.73 kip-ft < 69.35 kip-ft Wind OTM WIND CONTROLS 2/17/2022 Page
BLD2022-00201
9.a.2
Packet Pg. 327
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/17/2022 LS70-B Wind C4
POLE DESIGNATION: LS70-B W/ 5 FIXTURES JOB NO: 363.909 MANUFACTURER: MUSCO PROJECT: Burton Park Phase 2
PROJECT NO: 215424 LOCATION: San Carlos, CA
ASCE 7-16 POLE ID: C4
WIND CRITERIA 91 MPH,EXP C | P = SUPERIMPOSED WT + PO LE WT LOAD COMB 1.2 DEAD + 1.0 WIND v
^ |||a <-- <--FIXTURES, F/Af= qz*Gf*Cf = 32.35 PSF MA X (29.4-1) LED1500 | |v| <-- <--where qz=.00256*Kz*Kzt*Kd*Ke(V) 2 = 25.07 PSF MAX (26.10-1) EPA/FIXTURE*, Af = 3.3 ft2 | ||| <-- <---
D.L./FIXTURE** = 92.8 lbs | |v| <-- ATTACHMENT NUMBER DIST. FROM PA Cf EPA Kz qz WIND,F WEIGHT,P D.L. ECE/FIXTURE*** = 20.0 lbs | ||| <-- TYPE TOP PO LE,FT SQ FT SQ FT PSF LBS LBS * EPA = EFFECTIVE PROJECTED AREA OF LIGHT FIXTURE | |v| <-- LED1500 5.0 0.5 1.0 3.29 1.181 25.03 531 464 INCLUDING CROSSARM, PER MUSCO ||| <-- 3.0 1.3 3.29 1.172 24.84 0 0 ** D.L.= DEAD LOAD OF FIXTURE, & l |v| <-- 5.5 1.3 3.29 1.163 24.65 0 0 CROSSARM, PER MUSCO ||| <-- 8.0 1.3 3.29 1.154 24.46 0 0 ***D.L.= DEAD LOAD OF ECE, | |v| <-- 10.5 1.3 3.29 1.144 24.25 0 0 PER MUSCO | ||| <-- 13.0 1.3 3.29 1.134 24.04 0 0
| |v| <-- 15.5 1.3 3.29 1.124 23.83 0 0
| ||| <-- 18.0 1.3 3.29 1.113 23.60 0 0
| |v| <-- 0.0 20.5 1.3 3.29 1.102 23.37 0 0
| ||| <-- LED575 2.0 57.0 1.82 1.3 2.37 0.854 18.10 111 109 | |v| <-- ECE 7.0 59.5 9.00 1.3 11.70 0.849 18.00 272 140 v | |b <-- TOTALS = 913 713
POLE, F/Af= qz*Gf*Cf = 38.83 PSF MAX (29.4-1)
where qz=.00256*Kz*Kzt*Kd*Ke(V) 2 = 25.07 PSF MAX (26.10-1)
LOADING DIAGRAM
INPUT
-> l = 72.39 ft. (ht. from adj. grade)
-> l = 72.39 ft. (ht. from grade)
->tA = 0.12 in. (pole thk. @ top)
->dA = 4.75 in. (pole diam. @ top)
->dB = 13.40 in. (pole diam. @ btm)
->tB = 0.179 in. (pole thk. @ btm)
->Fy = 38.0 ksi (fixt mount sect. = 5.25 ft)
->Fy = 55.0 ksi (other pole sect.)
-> E = 29,000 ksi
->Kzt= 1 (Figure 26.8-1)
->Kd = 1 (Table 26.6-1)
-> Kz = 1.182 MAX-EXP C @ 72.4 FT. (Table 26.10-1)
->Ke = 1.00 (Table 26.9-1)
-> Cf = 1.00 LIGHT FIXTURE (INCLUDED IN EPA)
-> Cf = 1.200 MAX (VARIES 0.5-1.2 FOR RND POLE) (Figure 29.5-1) POLE DAMPING, beta= 0.025 Per Musco test
OUTPUT
-> POLE NATURAL FREQUENCY = 0.365 Hz 1/(2PI*(DELTA/386)^0.5) where DELTA is due to self weight Section 26.11.5 Gust-Effect Factor -> Gf= 1.29 (Section 26.11.5) (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34) constant epsilon,e = 0.2 Lz = 528.2
Pole Properties: constant l = 500 N1 = 2.131
Ia = 4.68 in4 taper = 0.140 in/ft Vz = 90.50 Rn = 0.086 Ib = 162 in4 db/da = 2.821 4.6n1h/Vz = 1.343
ra = 1.638 in rb = 4.675 in. 4.6n1B/Vz = 0.014 R = 1.277 Aa = 1.745 in2 Ab = 7.43 in2 15.4n1L/Vz = 0.047 gR = 3.942 Sa = 1.97 in3 Sb = 24.25 in3 c = 0.200
From Critical Buckling Loads of Tapered Columns, ASCE 2/62: Rh = 0.486 Iz = 0.191 n = Log (Ib/(Ia)/Log (dB/dA) = 3.42 RB = 0.991 Q = 0.920 P* = (Ib/Ia)/(Ib/Ia)^.333 = 10.6 RL = 0.969 G = 0.886
kl/req* (1/(P*)^.5)[kl/ra] = 341 (where k= 2.1) Gf = 1.291 AISC 360-16 Specification Table B4.1, Case 15
for Fy = 55.0 KSI 38 KSI
D/t < .45E/Fy = 237 343 (MAX) SHEAR,F= 1.204 KIPS MOMENT, M = 53.01 K-FT e= M/F = 44.03 FT AXIAL,P = 1.937 KIPS ASD Forces at groundline (for foundation design) D/t < .31E/Fy = 163 237 Noncompact SHEAR,F= 2.007 KIPS MOMENT, M = 88.35 K-FT e= M/F = 44.03 FT AXIAL,P = 2.324 KIPS Nominal Forces at groundline D/t < .07E/Fy = 37 53 Compact M < ΦMn = 115 K-FT Precast Base O.K.
D/t < .11E/Fy = 58 84 Slender element Section for Uniform Compression Pole Stress Check = 0.803 Max. < 1 Pole O.K.
Page
BLD2022-00201
9.a.2
Packet Pg. 328
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/17/2022 LS70-B Wind C4
Distance Outside E3-4 E3-2 or E3-3 F8.1-F8.4 H1-1b H1-1a 2nd Order 1st Order C2.2a Total E7-19 from top Diameter Pole Cf Design comp Acting Design flex. Req'd flex. for for /1st Order Req'd shear Delta P-Delta 2nd Order ACTING DEFL of Pole of Pole,D thick,t D/t Kz qz Pole kl/r Fe strength, Pn unfactored, Pr strength, Mn strength, Mr Pr/Pc Pr/Pc <0.2 Pr/Pc ≥ 0.2 Moment CSR strength,, F Moment Moment Q MOM DUE M/I DUE TO DL FT IN IN PSF eqiv. KIPS KIPS K-FT K-FT FT-K O.K. KIPS IN FT-K FT-K TO DL IN -
0 4.75 0.120 39.6 1.182 25.07 1.2 341 2.45 3.38 0.000 7.89 0.0 0 .000 0.000 N.A. 1.000 Y 0.000 87.5 0.0 0.0 1.40 0.00 0.000 73. 35 1 4.75 0.120 39.6 1.179 24.99 1.2 341 2.45 3.38 0.470 7.89 0.3 0 .167 0.132 N.A. 1.411 Y 0.546 85.1 0.1 0.4 1.40 0.00 0.051 71. 40 2 4.75 0.120 39.6 1.175 24.92 1.2 341 2.45 3.38 0.476 7.89 0.8 0 .169 0.218 N.A. 1.273 Y 0.561 82.7 0.2 1.1 1.40 0.48 0.153 69. 45 3 4.75 0.120 39.6 1.172 24.84 1.2 341 2.45 3.38 0.482 7.89 1.4 0 .171 0.305 N.A. 1.244 Y 0.576 80.3 0.3 1.7 1.40 0.95 0.256 67. 51 4 4.75 0.120 39.6 1.168 24.77 1.2 341 2.45 3.38 0.488 7.89 2.0 0 .173 0.395 N.A. 1.230 Y 0.592 78.0 0.5 2.4 1.40 1.44 0.360 65. 58 5 4.75 0.120 39.6 1.165 24.69 1.2 341 2.45 3.38 0.497 7.89 2.6 0 .176 0.487 N.A. 1.221 Y 0.607 75.7 0.6 3.1 1.40 1.93 0.370 63. 67 6 4.90 0.179 27.4 1.161 24.61 1.2 341 2.45 5.14 0.506 17.52 3.2 0.118 0.281 N.A. 1.215 Y 0.622 73.4 0.7 3.9 1.40 2.43 0.346 61 .78 7 5.04 0.179 28.2 1.157 24.53 1.2 341 2.45 5.30 0.516 18.44 3.8 0.117 0.309 N.A. 1.210 Y 0.638 71.1 0.8 4.6 1.38 2.94 0.379 59 .91 8 5.18 0.179 28.9 1.154 24.46 1.2 341 2.45 5.45 0.526 19.39 4.5 0.116 0.336 N.A. 1.206 Y 0.654 68.8 0.9 5.4 1.36 3.46 0.405 58 .06 9 5.32 0.179 29.7 1.150 24.38 1.2 341 2.45 5.60 0.536 20.35 5.1 0.115 0.361 N.A. 1.203 Y 0.671 66.6 1.0 6.2 1.34 3.99 0.428 56 .24 10 5.46 0.179 30.5 1.146 24.29 1.2 341 2.45 5.75 0.546 21.35 5. 8 0.114 0.383 N.A. 1.200 Y 0.687 64.4 1.2 7.0 1.32 4.53 0.446 5 4.44 11 5.60 0.179 31.3 1.142 24.21 1.2 341 2.45 5.91 0.557 22.36 6. 5 0.113 0.405 N.A. 1.197 Y 0.705 62.3 1.3 7.8 1.31 5.08 0.460 5 2.67 12 5.74 0.179 32.1 1.138 24.13 1.2 341 2.45 6.06 0.568 23.40 7. 2 0.112 0.425 N.A. 1.194 Y 0.722 60.2 1.4 8.6 1.29 5.65 0.472 5 0.92 13 5.88 0.179 32.8 1.134 24.04 1.2 341 2.45 6.21 0.579 24.46 8. 0 0.112 0.443 N.A. 1.191 Y 0.740 58.1 1.5 9.5 1.28 6.22 0.481 4 9.20 14 6.02 0.179 33.6 1.130 23.96 1.2 341 2.45 6.36 0.590 25.54 8. 7 0.111 0.461 N.A. 1.189 Y 0.759 56.1 1.6 10.3 1.26 6.80 0.488 47.52 15 6.16 0.179 34.4 1.126 23.87 0.7 341 2.45 6.52 0.602 26.65 9. 5 0.111 0.477 N.A. 1.186 Y 0.770 54.1 1.8 11.2 1.25 7.40 0.494 45.85 16 6.30 0.179 35.2 1.122 23.78 0.7 341 2.45 6.67 0.614 27.78 10 .2 0.110 0.492 N.A. 1.184 Y 0.781 52.1 1.9 12.1 1.24 8.01 0.49 8 44.22 17 6.44 0.179 36.0 1.118 23.69 0.7 341 2.45 6.82 0.626 28.93 11 .0 0.110 0.506 N.A. 1.182 Y 0.792 50.2 2.0 13.0 1.22 8.63 0.50 1 42.62 18 6.58 0.179 36.8 1.113 23.60 0.7 341 2.45 6.97 0.639 30.10 11 .8 0.110 0.518 N.A. 1.180 Y 0.804 48.3 2.1 13.9 1.21 9.26 0.50 3 41.05 19 6.72 0.179 37.5 1.109 23.51 0.7 341 2.45 7.13 0.651 31.30 12 .6 0.110 0.530 N.A. 1.178 Y 0.816 46.4 2.2 14.9 1.20 9.90 0.50 3 39.51 20 6.86 0.179 38.3 1.105 23.42 0.7 341 2.45 7.28 0.664 32.52 13 .5 0.110 0.541 N.A. 1.176 Y 0.828 44.6 2.4 15.8 1.19 10.56 0.5 03 38.00 21 7.00 0.179 39.1 1.100 23.32 0.7 341 2.45 7.43 0.678 33.76 14 .3 0.109 0.552 N.A. 1.174 Y 0.840 42.8 2.5 16.8 1.18 11.23 0.5 03 36.51 22 7.14 0.179 39.9 1.096 23.23 0.7 341 2.45 7.58 0.691 35.02 15 .1 0.109 0.561 N.A. 1.172 Y 0.852 41.1 2.6 17.7 1.17 11.92 0.5 02 35.06 23 7.28 0.179 40.7 1.091 23.13 0.7 341 2.45 7.74 0.705 36.31 16 .0 0.109 0.570 N.A. 1.170 Y 0.865 39.4 2.7 18.7 1.16 12.62 0.5 00 33.64 24 7.42 0.179 41.5 1.086 23.03 0.7 341 2.45 7.89 0.719 37.62 16 .9 0.109 0.579 N.A. 1.169 Y 0.877 37.7 2.8 19.7 1.15 13.33 0.4 98 32.25 25 7.56 0.179 42.2 1.081 22.93 0.7 341 2.45 8.04 0.734 38.95 17 .7 0.109 0.587 N.A. 1.167 Y 0.890 36.1 3.0 20.7 1.14 14.05 0.4 96 30.89 26 7.70 0.179 43.0 1.077 22.82 0.7 341 2.45 8.19 0.748 40.31 18 .6 0.110 0.594 N.A. 1.165 Y 0.903 34.5 3.1 21.7 1.13 14.80 0.4 93 29.55 27 7.84 0.179 43.8 1.072 22.72 0.7 341 2.45 8.35 0.763 41.69 19 .6 0.110 0.601 N.A. 1.164 Y 0.917 32.9 3.2 22.8 1.12 15.55 0.4 90 28.25 28 7.98 0.179 44.6 1.067 22.61 0.7 341 2.45 8.50 0.779 43.09 20 .5 0.110 0.607 N.A. 1.162 Y 0.930 31.4 3.3 23.8 1.12 16.32 0.4 87 26.98 29 8.12 0.179 45.4 1.062 22.51 0.7 341 2.45 8.65 0.794 44.51 21 .4 0.110 0.613 N.A. 1.161 Y 0.944 29.9 3.4 24.9 1.11 17.11 0.4 84 25.73 30 8.26 0.179 46.1 1.056 22.40 0.7 341 2.45 8.80 0.810 45.96 22 .4 0.110 0.619 N.A. 1.159 Y 0.958 28.5 3.6 25.9 1.10 17.91 0.4 81 24.51 31 8.40 0.179 46.9 1.051 22.28 0.7 341 2.45 8.96 0.825 47.43 23 .3 0.111 0.625 N.A. 1.157 Y 0.972 27.1 3.7 27.0 1.09 18.73 0.5 19 23.33 32 8.10 0.179 45.3 1.046 22.17 0.7 341 2.45 8.63 0.840 44.35 24 .3 0.117 0.692 N.A. 1.156 Y 0.985 25.7 3.8 28.1 1.11 19.56 0.5 56 22.17 33 8.24 0.179 46.1 1.040 22.05 0.7 341 2.45 8.79 0.856 45.80 25 .3 0.117 0.696 N.A. 1.154 Y 0.999 24.4 3.9 29.2 1.10 20.41 0.5 50 21.04 34 8.38 0.179 46.8 1.035 21.93 0.7 341 2.45 8.94 0.872 47.26 26 .3 0.117 0.700 N.A. 1.152 Y 1.013 23.1 4.0 30.3 1.09 21.27 0.5 45 19.95 35 8.52 0.179 47.6 1.029 21.81 0.7 341 2.45 9.09 0.888 48.75 27 .3 0.117 0.704 N.A. 1.151 Y 1.027 21.9 4.1 31.5 1.09 22.15 0.5 39 18.89 36 8.66 0.179 48.4 1.023 21.69 0.7 341 2.45 9.24 0.905 50.26 28 .4 0.117 0.707 N.A. 1.149 Y 1.041 20.7 4.2 32.6 1.08 23.05 0.5 34 17.86 37 8.80 0.179 49.2 1.017 21.56 0.7 341 2.45 9.40 0.921 51.80 29 .4 0.118 0.710 N.A. 1.148 Y 1.055 19.5 4.3 33.7 1.07 23.96 0.5 28 16.87 38 8.94 0.179 50.0 1.011 21.43 0.7 341 2.45 9.55 0.939 53.36 30 .5 0.118 0.713 N.A. 1.146 Y 1.069 18.4 4.4 34.9 1.07 24.89 0.5 23 15.90 39 9.08 0.179 50.7 1.005 21.30 0.7 341 2.45 9.70 0.956 54.94 31 .5 0.118 0.716 N.A. 1.144 Y 1.084 17.3 4.6 36.1 1.06 25.84 0.5 18 14.97 40 9.22 0.179 51.5 0.998 21.16 0.7 341 2.45 9.85 0.973 56.54 32 .6 0.119 0.719 N.A. 1.143 Y 1.098 16.2 4.7 37.3 1.06 26.80 0.5 12 14.07 41 9.36 0.179 52.3 0.992 21.02 0.7 341 2.45 10.01 0.991 58.17 3 3.7 0.119 0.721 N.A. 1.141 Y 1.113 15.2 4.8 38.5 1.05 27.78 0. 507 13.20 42 9.50 0.179 53.1 0.985 20.88 0.7 341 2.45 10.16 1.009 59.82 3 4.9 0.119 0.724 N.A. 1.139 Y 1.128 14.2 4.9 39.7 1.04 28.78 0. 502 12.36 43 9.64 0.179 53.9 0.978 20.73 0.7 341 2.45 10.31 1.028 61.49 3 6.0 0.120 0.726 N.A. 1.137 Y 1.143 13.3 4.9 40.9 1.04 29.80 0. 497 11.55 44 9.78 0.179 54.7 0.971 20.58 0.7 341 2.45 10.46 1.046 63.18 3 7.2 0.120 0.728 N.A. 1.136 Y 1.158 12.4 5.0 42.2 1.03 30.84 0. 493 10.77 45 9.92 0.179 55.4 0.964 20.43 0.7 341 2.45 10.62 1.065 64.90 3 8.3 0.120 0.730 N.A. 1.134 Y 1.173 11.5 5.1 43.5 1.03 31.90 0. 488 10.02 46 10.06 0.179 56.2 0.956 20.27 0.7 341 2.45 10.77 1.084 66.64 39.5 0.121 0.732 N.A. 1.132 Y 1.188 10.6 5.2 44.7 1.02 32.97 0 .483 9.29 47 10.20 0.179 57.0 0.948 20.10 0.7 341 2.45 10.92 1.104 68.40 40.7 0.121 0.733 N.A. 1.131 Y 1.203 9.8 5.3 46.0 1.02 34.06 0. 479 8.60 48 10.34 0.179 57.8 0.940 19.94 0.7 341 2.45 11.07 1.124 70.19 41.9 0.122 0.735 N.A. 1.129 Y 1.219 9.1 5.4 47.3 1.01 35.18 0. 474 7.94 49 10.48 0.179 58.6 0.932 19.76 0.7 341 2.45 11.23 1.144 72.00 43.1 0.122 0.736 N.A. 1.127 Y 1.234 8.3 5.5 48.6 1.01 36.31 0. 470 7.30 50 10.62 0.179 59.4 0.924 19.58 0.7 341 2.45 11.38 1.164 73.83 44.4 0.123 0.738 N.A. 1.126 Y 1.250 7.6 5.6 49.9 1.00 37.47 0. 465 6.69 Page
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Packet Pg. 329
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/17/2022 LS70-B Wind C451 10.76 0.179 60.1 0.915 19.39 0.7 341 2.45 11.53 1.184 75.68 45.6 0.123 0.739 N.A. 1.124 Y 1.266 7.0 5.6 51.3 1.00 38.64 0. 461 6.11 52 10.90 0.179 60.9 0.906 19.20 0.7 341 2.45 11.68 1.205 77.56 46.9 0.124 0.740 N.A. 1.122 Y 1.281 6.3 5.7 52.6 1.00 39.83 0. 457 5.56 53 11.04 0.179 61.7 0.896 19.00 0.7 341 2.45 11.84 1.226 79.46 48.2 0.124 0.742 N.A. 1.120 Y 1.297 5.7 5.8 54.0 0.99 41.05 0. 453 5.04 54 11.18 0.179 62.5 0.886 18.78 0.7 341 2.45 11.99 1.248 81.38 49.5 0.125 0.743 N.A. 1.119 Y 1.313 5.2 5.9 55.4 0.99 42.29 0. 449 4.54 55 11.32 0.179 63.3 0.876 18.56 0.7 341 2.45 12.14 1.269 83.32 50.8 0.125 0.744 N.A. 1.117 Y 1.328 4.6 5.9 56.8 0.98 43.54 0. 445 4.07 56 11.46 0.179 64.0 0.865 18.33 0.7 341 2.45 12.29 1.291 85.29 52.2 0.126 0.745 N.A. 1.115 Y 1.344 4.1 6.0 58.2 0.98 44.82 0. 442 3.62 57 11.60 0.179 64.8 0.853 18.09 0.7 341 2.45 12.45 1.422 87.28 53.6 0.137 0.752 N.A. 1.113 Y 1.470 3.6 6.1 59.6 0.98 46.13 0. 439 3.20 58 11.74 0.179 65.6 0.849 18.00 0.7 341 2.45 12.60 1.445 89.29 55.0 0.138 0.754 N.A. 1.111 Y 1.486 3.2 6.1 61.2 0.97 47.56 0. 436 2.81 59 11.88 0.179 66.4 0.849 18.00 0.7 341 2.45 12.75 1.467 91.33 56.5 0.138 0.756 N.A. 1.110 Y 1.502 2.8 6.2 62.7 0.97 49.02 0. 433 2.45 60 12.02 0.179 67.2 0.849 18.00 0.7 341 2.45 12.90 1.630 93.39 58.2 0.152 0.766 N.A. 1.108 Y 1.790 2.4 6.3 64.4 0.96 50.49 0. 431 2.11 61 12.16 0.179 68.0 0.849 18.00 0.7 341 2.45 13.06 1.653 95.47 60.0 0.152 0.770 N.A. 1.105 Y 1.806 2.0 6.3 66.3 0.96 52.14 0. 430 1.79 62 12.30 0.179 68.7 0.849 18.00 0.7 341 2.45 13.21 1.677 97.57 61.8 0.152 0.775 N.A. 1.103 Y 1.823 1.7 6.4 68.2 0.96 53.80 0. 429 1.50 63 12.44 0.179 69.5 0.849 18.00 0.7 341 2.45 13.36 1.701 99.70 63.6 0.153 0.779 N.A. 1.101 Y 1.840 1.4 6.4 70.0 0.95 55.49 0. 427 1.24 64 12.58 0.179 70.3 0.849 18.00 0.7 341 2.45 13.51 1.725 101.8 5 65.5 0.153 0.783 N.A. 1.099 Y 1.857 1.1 6.5 71.9 0.95 57.20 0 .425 1.00 65 12.72 0.179 71.1 0.849 18.00 0.7 341 2.45 13.67 1.749 104.0 2 67.3 0.154 0.787 N.A. 1.097 Y 1.874 0.9 6.5 73.9 0.95 58.94 0 .424 0.79 66 12.86 0.179 71.9 0.849 18.00 0.7 341 2.45 13.82 1.773 106.2 1 69.2 0.154 0.790 N.A. 1.095 Y 1.891 0.7 6.6 75.8 0.95 60.70 0 .422 0.61 67 13.00 0.179 72.6 0.849 18.00 0.7 341 2.45 13.97 1.798 108.4 3 71.1 0.154 0.794 N.A. 1.093 Y 1.909 0.5 6.6 77.7 0.94 62.49 0 .420 0.44 68 13.14 0.179 73.4 0.849 18.00 0.7 341 2.45 14.12 1.823 110.6 7 73.0 0.155 0.797 N.A. 1.091 Y 1.927 0.3 6.6 79.6 0.94 64.30 0 .419 0.31 69 13.28 0.179 74.2 0.849 18.00 0.7 341 2.45 14.28 1.849 112.9 3 75.0 0.155 0.800 N.A. 1.089 Y 1.944 0.2 6.6 81.6 0.94 66.13 0 .417 0.20 70 13.42 0.179 75.0 0.849 18.00 0.7 341 2.45 14.43 1.874 115.2 2 76.9 0.156 0.803 N.A. 1.086 Y 1.963 0.1 6.7 83.6 0.93 67.99 0 .415 0.11 71 13.56 0.179 75.8 0.849 18.00 0.7 341 2.45 14.58 1.900 117.5 3 78.9 0.156 0.806 N.A. 1.085 NA 1.981 0.1 6.7 85.6 0.93 69.88 0 .414 0.05 72 13.70 0.179 76.6 0.849 18.00 0.7 341 2.45 14.73 1.926 119.8 6 80.9 0.157 0.809 N.A. 1.083 NA 1.999 0.0 6.7 87.6 0.93 71.79 0 .412 0.01 73 13.84 0.179 77.3 0.849 18.00 0.7 341 2.45 14.89 1.953 122.2 1 82.9 0.157 0.812 N.A. 1.081 NA 2.018 0.0 6.7 89.6 0.93 73.73 0 .000 0.00 Page
BLD2022-00201
9.a.2
Packet Pg. 330
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) KNA
STRUCTURAL ENGINEERS
Seismic Loading
Reference: 2019 CBC, ASCE 7-16
INPUT:
Job Location: San Carlos, CA
Site Class D Per Soil Report
0.2 Sec MCE, Ss 1.871 g Per Soil Report
1.0 Sec MCE, S
1 0.767 g Per Soil Report
Site Coeff., Fa 1.200 Per Soil Report
Site Coeff., Fv 1.700 Per Soil Report
SMS = Fa SS 2.245 g Per Soil Report
SM1 = Fv S1 1.304 g Per Soil Report
SDS = 2/3SMS 1.497 g Per Soil Report
SD1 = 2/3SM1 0.869 g Per Soil Report
Ts =SD1/SDS 0.581 sec
Long Period transition period, TL 12.0 sec ASCE 7-16 -Figure 22-12 Risk Category II Table 1604.5
Seismic Design Category E 2019 CBC Section 1613.3.5
OUTPUT:
Light Pole Class LS70-B
Fundamental Period, T 2.74 sec See structural calculations, pg Seismic coeff., R 1.5 ASCE 7-16 Table 15.4-2
Overstrength Factor,
Ω 1.5 ASCE 7-16 Table 15.4-2
Importance Factor, I 1.00 ASCE 7-16 Section 15.4.1.1 & Table 1.5-2 Redundancy factor, ρ 1.0 ASCE 7-16 Section 15.6
DESIGN SEISMIC FORCE
V = C
SW ASCE 7-16 Eqn. 12.8-1
CS = SDS/(R/I) for T≤TS 0.998 g ASCE 7-16 Eqn. 12.8-2
Cs max. for 1.5Ts <T≤ TL, Cs =1.5 SD1/T(R/I) 0.317 g ASCE 7-16 Sect. 11.4.8 & Eqn. 12.8-3 C
S min = 0.044S DSI ≥ 0.03 0.07 g ASCE 7-16 Eqn. 15.4-1
if S1≥ 0.6g, CS min = 0.8S1/(R/I) 0.409 g ASCE 7-16 Eqn. 15.4-2 Load Combination, 1.2D+ 1.0E ASCE 7-16 Section 2.3.2 Load Comb 5 where E = Eh + Ev ASCE 7-16 Eqn. 12.4-1
and Eh = pQ
E 0.409 W ASCE 7-16 Eqn. 12.4-3
and Ev = 0.2SDSD 0.299 D ASCE 7-16 Eqn. 12.4-4
Load Combination, 1.2D + (pQe + 0.2SDSD)
Load Combination, 1.2D + (pQe + 0.2SDSD) 1.499 D + 0.409 W Total Seismic Weight, W = 2.477 kips See following page SEISMIC SHEAR, V = 1.232 kips < 2.007 kips WIND SHEAR WIND CONTROLS 2/17/2022 Page
6 BLD2022-00201
9.a.2
Packet Pg. 331
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) KNA
STRUCTURAL ENGINEERS
Seismic Loading
Vertical Distribution of Seismic Force, Fx = CvxV ASCE7-16 Eqn. 12.8-11 & Section 12.8.5 k= 2.000
Item w hx wxhx
k
wxhx
k/∑wxhx
k Cvx*V OTM
fixtures 0.464 70.5 2306 0.580 0.588 41.43
0 0.000 0.000 0.00
0 0.000 0.000 0.00
0 0.000 0.000 0.00
Top Pole Section 0.034 68.5 160 0.040 0.041 2.79
2nd Pole Section 0.357 53.25 1012 0.255 0.258 13.74
1st Pole Section 0.839 22 406 0.102 0.103 2.28
0 0 0 0.000 0.000 0.00
0 0.00 0 0.000 0.000 0.00
0 0.000 0.000 0.00
0 0.000 0.000 0.00
LED575 0.109 15.50 26 0.007 0.007 0.10
ECE 0.14 15.00 32 0.008 0.008 0.12
1/2 Precast base above grade 0.534 8.00 34 0.009 0.009 0.07 Sum 2.477 3976 1.000 1.013 60.53
Total Dead Load at grade 3.011
SEISMIC OTM = 60.53 kip-ft < 88.35 kip-ft Wind OTM WIND CONTROLS 2/17/2022 Page
BLD2022-00201
9.a.2
Packet Pg. 332
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) Musco Standard Pole Base
Scope : Analysis of an annular prestressed concrete pole member based on compatible strain procedure per ACI 318-14 with an Ultimate Concrete Strain of 0.003.
Pole Type:
Input
Hollow Core Inside Diameter = Di =
Tendon Circle Diameter = Dtc =
Number of Tendons = N =
Tendon Diameter = d
t =
Nominal Tendon Area = Aps =
Tendon Yield Strength = fpy =
Concrete Compressive Strength = f'c =
Modulus of Elasticity for Steel = Es =
Initial Prestress Factor = IPF =
Prestress Loss Factor = PLF =
* Phi Factor = Φ =
Output
Prestressing Strain in Tendon = εse =
Concrete Service Stress Due to Prestress =
Cross Sectional Area = A
tot =
Gross Moment of Inerita = Ig =
Distance to the Neutral Axis from the Compressive Side = c = Concrete Compressive Force = F
c =
Area of Bonded Reinforcement =
Minimum Bonded Reinforcement Area =
Strand Development Length = L
d =
Results
Nominal Moment Capacity = Mn =
Design Moment Capacity = ΦM
n =
Cracking Load Moment = Mcr =
3B
28500.0 ksi
Cross Section Outer Diameter = Do = 13.32 in
6.13 in
10.32 in
12 0.5 in
0.153 in
Ultimate Tenion Strength = fpu = 270 ksi
230 ksi
9.5 ksi
0.0050
0.64 0.82
0.90 15474.2714
21.7 in²
2368 psi
6.15 in
273.7 kip
OK per PCI Handbook
1.84 in²
0.04 in² OK
38.8 in
127.4 kip*ft
114.7 kip*ft
57.2 kip*ft
Confidential : The information contained in this design is proprietary to Forterra and is being furnished for the use of the designer in connection with this particular project. The information contained herein is not to be transmitted to any other organization unless specifically authorized by Forterra. 8/23/2021
6655 Wedgwood Road, Ste 130 Maple Grove, MN 55311
forterrabp.com
BLD2022-00201
9.a.2
Packet Pg. 333
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/17/2022 LS70-C Wind B3
POLE DESIGNATION: LSS70-C W/ 6 FIXTURES JOB NO: 363.909 MANUFACTURER: MUSCO PROJECT: Burton Park Phase 2
PROJECT NO: 215424 LOCATION: San Carlos, CA
ASCE 7-16 POLE ID: B3,B4
WIND CRITERIA 91 MPH,EXP C | P = SUPERIMPOSED WT + POLE WT LOAD COMB 1.2 DEAD + 1.0 WIND v
^ |||a <-- <--FIXTURES, F/Af= qz*Gf*Cf = 30.75 PSF MA X (29.4-1) LED1500 | |v| <-- <--where qz=.00256*Kz*Kzt*Kd*Ke(V) 2 = 25.02 PSF MAX (26.10-1) EPA/FIXTURE*, Af = 3.4 ft2 | ||| <-- <---
D.L./FIXTURE** = 103.2 lbs | |v| <-- ATTACHMENT NUMBER DIST. FROM PA Cf EPA Kz qz WIND,F WEIGHT,P D.L. ECE/FIXTURE*** = 20.0 lbs | ||| <-- TYPE TOP PO LE,FT SQ FT SQ FT PSF LBS LBS * EPA = EFFECTIVE PROJECTED AREA OF LIGHT FIXTURE | |v| <-- LED1500 6.0 0.5 1.0 3.42 1.178 24.98 631 619 INCLUDING CROSSARM, PER MUSCO ||| <-- 0.0 3.0 1.3 3.42 1.170 24.79 0 0 ** D.L.= DEAD LOAD OF FIXTURE, & l |v| <-- 0.0 5.5 1.3 3.42 1.160 24.60 0 0 CROSSARM, PER MUSCO ||| <-- 0.0 8.0 1.3 3.42 1.151 24.40 0 0 ***D.L.= DEAD LOAD OF ECE, | |v| <-- 0.0 10.5 1.3 3.42 1.141 24.20 0 0 PER MUSCO | ||| <-- 0.0 13.0 1.3 3.42 1.131 23.99 0 0 | |v| <-- 0.0 15.5 1.3 3.42 1.121 23.77 0 0
| ||| <-- 0.0 18.0 1.3 3.42 1.110 23.54 0 0
| |v| <-- CREE OSQ 1.0 41.8 1.36 1.3 1.77 0.982 20.81 45 60 | ||| <-- LED575 1.0 56.3 2.05 1.3 2.67 0.854 18.10 59 65 | |v| <-- ECE 8.0 58.8 9.00 1.3 11.70 0.849 18.00 259 160 v | |b <-- TOTALS = 994 904
POLE, F/Af= qz*Gf*Cf = 21.52 PSF MAX (29.4-1)
where qz=.00256*Kz*Kzt*Kd*Ke(V)
2 = 25.02 PSF MAX (26.10-1)
LOADING DIAGRAM
INPUT
-> l = 71.72 ft. (ht. from adj. grade)
-> l = 71.72 ft. (ht. from grade)
->tA = 0.125 in. (pole thk. @ top)
->dA = 7.00 in. (pole diam. @ top)
->dB = 15.75 in. (pole diam. @ btm)
->tB = 0.179 in. (pole thk. @ btm)
->Fy = 38.0 ksi (fixt mount sect. = 5.25 ft)
->Fy = 55.0 ksi (other pole sect.)
-> E = 29,000 ksi
->Kzt= 1 (Figure 26.8-1)
->Kd = 1 (Table 26.6-1)
-> Kz = 1.180 MAX-EXP C @ 71.7 FT. (Table 26.10-1)
->Ke = 1.00 (Table 26.9-1)
-> Cf = 1.00 LIGHT FIXTURE (INCLUDED IN EPA)
-> Cf = 0.700 MAX (VARIES 0.5-1.2 FOR RND POLE) (Figure 29.5-1) POLE DAMPING, beta= 0.025 Per Musco test
OUTPUT
-> POLE NATURAL FREQUENCY = 0.443 Hz 1/(2PI*(DELTA/386)^0.5) where DELTA is due to self weight Section 26.11.5 Gust-Effect Factor -> Gf= 1.23 (Section 26.11.5) (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34) constant epsilon,e = 0.2 Lz = 527.3
Pole Properties: constant l = 500 N1 = 2.586
Ia = 15.96 in4 taper = 0.140 in/ft Vz = 90.37 Rn = 0.076 Ib = 265 in4 db/da = 2.250 4.6n1h/Vz = 1.618
ra = 2.431 in rb = 5.506 in. 4.6n1B/Vz = 0.021 R = 1.132 Aa = 2.700 in2 Ab = 8.76 in2 15.4n1L/Vz = 0.072 gR = 3.991 Sa = 4.56 in3 Sb = 33.70 in3 c = 0.200
From Critical Buckling Loads of Tapered Columns, ASCE 2/62: Rh = 0.435 Iz = 0.191 n = Log (Ib/(Ia)/Log (dB/dA) = 3.47 RB = 0.986 Q = 0.920 P* = (Ib/Ia)/(Ib/Ia)^.333 = 6.5 RL = 0.954 G = 0.886
kl/req* (1/(P*)^.5)[kl/ra] = 291 (where k= 2.1) Gf = 1.229 AISC 360-16 Specification Table B4.1, Case 15
for Fy = 55.0 KSI 38 KSI
D/t < .45E/Fy = 237 343 (MAX) SHEAR,F= 1.318 KIPS MOMENT, M = 57.41 K-FT e= M/F = 43.56 FT AXIAL,P = 2.440 KIPS ASD Forces at groundline (for foundation design) D/t < .31E/Fy = 163 237 Noncompact SHEAR,F= 2.196 KIPS MOMENT, M = 95.68 K-FT e= M/F = 43.56 FT AXIAL,P = 2.928 KIPS Nominal Forces at groundline D/t < .07E/Fy = 37 53 Compact M
D/t < .11E/Fy = 58 84 Slender element Section for Uniform Compression Pole Stress Check = 0.635 Max. Deflection = 48.955 Inch <0.10H= 86 Inch AASHTO 10.4.2 < ΦMn= 159 K-FT Precast Base O.K.
Max. < 1 Pole O.K.
Page
BLD2022-00201
9.a.2
Packet Pg. 334
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/17/2022 LS70-C Wind B3
Distance Outside E3-4 E3-2 or E3-3 F8.1-F8.4 H1-1b H1-1a 2nd Order 1st Order C2.2a Total E7-19 from top Diameter Pole Cf Design comp Acting Design flex. Req'd flex. for for /1st Order Req'd shear Delta P-Delta 2nd Order ACTING DEFL of Pole of Pole,D thick,t D/t Kz qz Pole kl/r Fe strength, Pn unfactored, Pr strength, Mn strength, Mr Pr/Pc Pr/Pc <0.2 Pr/Pc ≥ 0.2 Moment CSR strength,, F Moment Moment Q MOM DUE M/I DUE TO DL FT IN IN PSF eqiv. KIPS KIPS K-FT K-FT FT-K O.K. KIPS IN FT -K FT-K TO DL IN
0 7.00 0.125 56.0 1.180 25.02 0.7 291 3.37 7.19 0.000 16.71 0.0 0.000 0.000 N.A. 1.000 Y 0.000 49.0 0.0 0.0 1.185 0.00 0.000 4 9.78 1 7.00 0.125 56.0 1.177 24.94 0.7 291 3.37 7.19 0.628 16.71 0.3 0.105 0.076 N.A. 1.239 Y 0.643 47.7 0.1 0.4 1.185 0.00 0.020 4 8.56 2 7.00 0.125 56.0 1.173 24.87 0.7 291 3.37 7.19 0.637 16.71 1.0 0.106 0.121 N.A. 1.159 Y 0.656 46.5 0.2 1.1 1.185 0.64 0.060 4 7.35 3 7.00 0.125 56.0 1.170 24.79 0.7 291 3.37 7.19 0.647 16.71 1.6 0.108 0.166 N.A. 1.143 Y 0.668 45.3 0.2 1.9 1.185 1.28 0.101 4 6.13 4 7.00 0.125 56.0 1.166 24.72 0.7 291 3.37 7.19 0.656 16.71 2.3 0.109 0.211 N.A. 1.136 Y 0.680 44.1 0.3 2.6 1.185 1.93 0.142 4 4.92 5 7.00 0.125 56.0 1.162 24.64 0.7 291 3.37 7.19 0.669 16.71 3.0 0.112 0.259 N.A. 1.131 Y 0.693 42.9 0.4 3.4 1.185 2.59 0.144 4 3.72 6 7.36 0.179 41.1 1.159 24.56 0.7 291 3.37 10.75 0.683 37.03 3. 7 0.076 0.151 N.A. 1.129 Y 0.705 41.7 0.5 4.2 1.154 3.27 0.135 42.53 7 7.50 0.179 41.9 1.155 24.48 0.7 291 3.37 10.96 0.698 38.35 4. 4 0.076 0.168 N.A. 1.127 Y 0.719 40.5 0.6 5.0 1.145 3.96 0.152 41.34 8 7.64 0.179 42.7 1.151 24.40 0.7 291 3.37 11.17 0.712 39.70 5. 1 0.077 0.184 N.A. 1.125 Y 0.732 39.3 0.6 5.8 1.136 4.66 0.167 40.16 9 7.78 0.179 43.4 1.147 24.32 0.7 291 3.37 11.38 0.727 41.07 5. 9 0.077 0.199 N.A. 1.124 Y 0.745 38.2 0.7 6.6 1.128 5.38 0.181 38.99 10 7.92 0.179 44.2 1.143 24.24 0.7 291 3.37 11.59 0.742 42.46 6 .6 0.077 0.213 N.A. 1.123 Y 0.759 37.0 0.8 7.4 1.12 6.12 0.194 37.84 11 8.06 0.179 45.0 1.139 24.16 0.7 291 3.37 11.80 0.758 43.87 7 .4 0.077 0.227 N.A. 1.122 Y 0.773 35.9 0.9 8.3 1.112 6.87 0.20 5 36.69 12 8.20 0.179 45.8 1.135 24.07 0.7 291 3.37 12.01 0.773 45.31 8 .2 0.077 0.241 N.A. 1.121 Y 0.787 34.7 1.0 9.2 1.104 7.63 0.21 5 35.56 13 8.34 0.179 46.6 1.131 23.99 0.7 291 3.37 12.22 0.789 46.77 9 .0 0.077 0.253 N.A. 1.120 Y 0.801 33.6 1.1 10.0 1.097 8.41 0.2 25 34.44 14 8.48 0.179 47.4 1.127 23.90 0.7 291 3.37 12.43 0.805 48.25 9 .8 0.078 0.265 N.A. 1.119 Y 0.815 32.5 1.2 10.9 1.09 9.21 0.23 3 33.33 15 8.62 0.179 48.1 1.123 23.81 0.7 291 3.37 12.64 0.822 49.75 1 0.6 0.078 0.277 N.A. 1.118 Y 0.830 31.4 1.3 11.8 1.083 10.02 0 .241 32.23 16 8.76 0.179 48.9 1.119 23.72 0.7 291 3.37 12.85 0.838 51.28 1 1.4 0.078 0.288 N.A. 1.117 Y 0.845 30.4 1.3 12.8 1.076 10.85 0 .248 31.15 17 8.90 0.179 49.7 1.115 23.63 0.7 291 3.37 13.06 0.855 52.83 1 2.3 0.079 0.299 N.A. 1.117 Y 0.860 29.3 1.4 13.7 1.07 11.70 0. 254 30.08 18 9.04 0.179 50.5 1.110 23.54 0.7 291 3.37 13.27 0.872 54.41 1 3.1 0.079 0.309 N.A. 1.116 Y 0.875 28.3 1.5 14.7 1.064 12.56 0 .260 29.03 19 9.18 0.179 51.3 1.106 23.45 0.7 291 3.37 13.48 0.890 56.00 1 4.0 0.079 0.319 N.A. 1.115 Y 0.890 27.2 1.6 15.6 1.057 13.44 0 .265 28.00 20 9.32 0.179 52.1 1.102 23.35 0.7 291 3.37 13.69 0.908 57.62 1 4.9 0.080 0.328 N.A. 1.114 Y 0.906 26.2 1.7 16.6 1.052 14.34 0 .269 26.98 21 9.46 0.179 52.8 1.097 23.26 0.7 291 3.37 13.90 0.926 59.26 1 5.8 0.080 0.338 N.A. 1.113 Y 0.921 25.2 1.8 17.6 1.046 15.26 0 .274 25.97 22 9.60 0.179 53.6 1.092 23.16 0.7 291 3.37 14.11 0.944 60.93 1 6.8 0.080 0.346 N.A. 1.113 Y 0.937 24.3 1.9 18.7 1.04 16.19 0. 277 24.98 23 9.74 0.179 54.4 1.088 23.06 0.7 291 3.37 14.32 0.963 62.61 1 7.7 0.081 0.355 N.A. 1.112 Y 0.953 23.3 2.0 19.7 1.035 17.15 0 .281 24.01 24 9.88 0.179 55.2 1.083 22.96 0.7 291 3.37 14.53 0.981 64.32 1 8.7 0.081 0.363 N.A. 1.111 Y 0.969 22.4 2.1 20.7 1.03 18.12 0. 284 23.06 25 10.02 0.179 56.0 1.078 22.86 0.7 291 3.37 14.74 1.000 66.05 19.7 0.081 0.371 N.A. 1.110 Y 0.985 21.5 2.2 21.8 1.025 19.11 0.287 22.12 26 10.16 0.179 56.7 1.073 22.75 0.7 291 3.37 14.95 1.020 67.81 20.6 0.082 0.379 N.A. 1.109 Y 1.002 20.5 2.3 22.9 1.02 20.12 0 .289 21.20 27 10.30 0.179 57.5 1.068 22.65 0.7 291 3.37 15.16 1.039 69.59 21.7 0.082 0.386 N.A. 1.108 Y 1.019 19.7 2.3 24.0 1.015 21.15 0.291 20.29 28 10.44 0.179 58.3 1.063 22.54 0.7 291 3.37 15.37 1.059 71.39 22.7 0.083 0.393 N.A. 1.108 Y 1.035 18.8 2.4 25.1 1.01 22.20 0 .293 19.40 29 10.58 0.179 59.1 1.058 22.43 0.7 291 3.37 15.58 1.080 73.21 23.7 0.083 0.400 N.A. 1.107 Y 1.052 17.9 2.5 26.3 1.006 23.27 0.295 18.54 30 10.72 0.179 59.9 1.053 22.32 0.7 291 3.37 15.79 1.099 75.06 24.8 0.084 0.407 N.A. 1.106 Y 1.069 17.1 2.6 27.4 1.001 24.36 0.317 17.68 31 10.42 0.179 58.2 1.048 22.21 0.7 291 3.37 15.34 1.119 71.18 25.9 0.088 0.445 N.A. 1.105 Y 1.086 16.3 2.7 28.6 1.011 25.47 0.338 16.85 32 10.56 0.179 59.0 1.042 22.09 0.7 291 3.37 15.55 1.139 73.00 27.0 0.088 0.452 N.A. 1.104 Y 1.103 15.5 2.8 29.8 1.006 26.59 0.338 16.03 33 10.70 0.179 59.8 1.036 21.97 0.7 291 3.37 15.76 1.160 74.84 28.1 0.088 0.458 N.A. 1.103 Y 1.119 14.7 2.9 31.0 1.002 27.74 0.339 15.24 34 10.84 0.179 60.6 1.031 21.85 0.7 291 3.37 15.97 1.180 76.71 29.2 0.089 0.464 N.A. 1.102 Y 1.136 14.0 3.0 32.2 0.997 28.91 0.339 14.47 35 10.98 0.179 61.3 1.025 21.73 0.7 291 3.37 16.18 1.201 78.60 30.3 0.089 0.470 N.A. 1.101 Y 1.153 13.2 3.1 33.4 0.993 30.10 0.340 13.71 36 11.12 0.179 62.1 1.019 21.60 0.7 291 3.37 16.39 1.222 80.51 31.5 0.089 0.475 N.A. 1.100 Y 1.170 12.5 3.2 34.7 0.989 31.32 0.340 12.98 37 11.26 0.179 62.9 1.013 21.47 0.7 291 3.37 16.60 1.244 82.44 32.7 0.090 0.481 N.A. 1.099 Y 1.188 11.8 3.2 35.9 0.985 32.55 0.340 12.27 38 11.40 0.179 63.7 1.007 21.34 0.7 291 3.37 16.81 1.266 84.40 33.9 0.090 0.486 N.A. 1.098 Y 1.205 11.1 3.3 37.2 0.981 33.80 0.340 11.57 39 11.54 0.179 64.5 1.000 21.21 0.7 291 3.37 17.02 1.288 86.38 35.1 0.091 0.491 N.A. 1.097 Y 1.222 10.5 3.4 38.5 0.977 35.08 0.340 10.90 40 11.68 0.179 65.3 0.994 21.07 0.7 291 3.37 17.23 1.310 88.38 36.3 0.091 0.496 N.A. 1.096 Y 1.240 9.9 3.5 39.8 0.974 36.38 0 .340 10.25 41 11.82 0.179 66.0 0.987 20.93 0.7 291 3.37 17.44 1.332 90.41 37.6 0.092 0.501 N.A. 1.095 Y 1.258 9.2 3.6 41.2 0.97 37.70 0. 340 9.62 42 11.96 0.179 66.8 0.980 20.78 0.7 291 3.37 17.65 1.415 92.46 38.9 0.096 0.508 N.A. 1.094 Y 1.321 8.6 3.7 42.5 0.967 39.04 0 .340 9.00 43 12.10 0.179 67.6 0.973 20.63 0.7 291 3.37 17.86 1.438 94.53 40.2 0.097 0.513 N.A. 1.093 Y 1.338 8.1 3.7 43.9 0.963 40.47 0 .340 8.41 44 12.24 0.179 68.4 0.966 20.48 0.7 291 3.37 18.07 1.461 96.62 41.5 0.097 0.518 N.A. 1.092 Y 1.356 7.5 3.8 45.4 0.96 41.92 0. 340 7.84 45 12.38 0.179 69.2 0.959 20.32 0.7 291 3.37 18.28 1.485 98.74 42.9 0.097 0.523 N.A. 1.091 Y 1.374 7.0 3.9 46.8 0.956 43.39 0 .340 7.29 46 12.52 0.179 69.9 0.951 20.16 0.7 291 3.37 18.49 1.509 100.8 8 44.3 0.098 0.528 N.A. 1.090 Y 1.392 6.5 4.0 48.3 0.953 44.89 0.340 6.76 47 12.66 0.179 70.7 0.943 19.99 0.7 291 3.37 18.70 1.533 103.0 4 45.7 0.098 0.532 N.A. 1.089 Y 1.410 6.0 4.1 49.8 0.95 46.41 0 .339 6.25 48 12.80 0.179 71.5 0.935 19.82 0.7 291 3.37 18.91 1.557 105.2 2 47.1 0.099 0.536 N.A. 1.088 Y 1.428 5.5 4.1 51.2 0.947 47.95 0.339 5.76 49 12.94 0.179 72.3 0.926 19.64 0.7 291 3.37 19.12 1.582 107.4 3 48.5 0.099 0.541 N.A. 1.087 Y 1.446 5.1 4.2 52.8 0.944 49.52 0.339 5.29 50 13.08 0.179 73.1 0.918 19.45 0.7 291 3.37 19.33 1.607 109.6 6 50.0 0.100 0.545 N.A. 1.086 Y 1.465 4.6 4.3 54.3 0.941 51.12 0.338 4.84 51 13.22 0.179 73.9 0.909 19.26 0.7 291 3.37 19.54 1.632 111.9 1 51.5 0.100 0.549 N.A. 1.084 Y 1.483 4.2 4.3 55.8 0.938 52.74 0.338 4.41 52 13.36 0.179 74.6 0.899 19.06 0.7 291 3.37 19.75 1.658 114.1 9 53.0 0.101 0.553 N.A. 1.083 Y 1.501 3.8 4.4 57.4 0.935 54.38 0.337 4.00 53 13.50 0.179 75.4 0.889 18.86 0.7 291 3.37 19.96 1.683 116.4 9 54.5 0.101 0.557 N.A. 1.082 Y 1.519 3.4 4.5 59.0 0.932 56.05 0.337 3.61 54 13.64 0.179 76.2 0.879 18.64 0.7 291 3.37 20.17 1.709 118.8 1 56.0 0.102 0.560 N.A. 1.081 Y 1.537 3.1 4.5 60.5 0.93 57.75 0 .336 3.24 55 13.78 0.179 77.0 0.869 18.41 0.7 291 3.37 20.38 1.736 121.1 5 57.6 0.102 0.564 N.A. 1.080 Y 1.555 2.8 4.6 62.1 0.927 59.47 0.336 2.89 56 13.92 0.179 77.8 0.857 18.17 0.7 291 3.37 20.58 1.762 123.5 2 59.1 0.103 0.568 N.A. 1.079 Y 1.573 2.4 4.6 63.8 0.924 61.22 0.335 2.56 57 14.06 0.179 78.6 0.849 18.00 0.7 291 3.37 20.79 1.854 125.9 1 60.7 0.107 0.573 N.A. 1.077 Y 1.651 2.1 4.7 65.4 0.922 62.99 0.335 2.25 58 14.20 0.179 79.3 0.849 18.00 0.7 291 3.37 21.00 1.881 128.3 2 62.4 0.107 0.577 N.A. 1.076 Y 1.669 1.9 4.8 67.1 0.919 64.86 0.334 1.96 59 14.34 0.179 80.1 0.849 18.00 0.7 291 3.37 21.21 2.068 130.7 5 64.2 0.117 0.586 N.A. 1.075 Y 1.946 1.6 4.8 69.0 0.917 66.76 0.335 1.69 60 14.48 0.179 80.9 0.849 18.00 0.7 291 3.37 21.42 2.096 133.2 1 66.2 0.117 0.592 N.A. 1.073 Y 1.965 1.4 4.9 71.0 0.914 68.84 0.335 1.44 61 14.62 0.179 81.7 0.849 18.00 0.7 291 3.37 21.63 2.124 135.6 9 68.1 0.118 0.597 N.A. 1.072 Y 1.984 1.2 4.9 73.0 0.912 70.95 0.335 1.21 62 14.76 0.179 82.5 0.849 18.00 0.7 291 3.37 21.84 2.152 138.1 9 70.1 0.118 0.602 N.A. 1.071 Y 2.003 1.0 4.9 75.1 0.91 73.09 0 .335 1.00 63 14.90 0.179 83.2 0.849 18.00 0.7 291 3.37 22.05 2.181 140.7 2 72.1 0.119 0.607 N.A. 1.069 Y 2.022 0.8 5.0 77.1 0.907 75.25 0.336 0.81 64 15.04 0.179 84.0 0.849 18.00 0.7 291 3.37 22.26 2.209 143.2 7 74.2 0.119 0.612 N.A. 1.068 Y 2.041 0.6 5.0 79.2 0.905 77.45 0.336 0.64 65 15.18 0.179 84.8 0.849 18.00 0.7 291 3.37 22.47 2.238 145.8 4 76.2 0.120 0.617 N.A. 1.066 Y 2.061 0.5 5.1 81.3 0.903 79.67 0.336 0.49 66 15.32 0.179 85.6 0.849 18.00 0.7 291 3.37 22.68 2.268 148.4 3 78.3 0.120 0.622 N.A. 1.065 Y 2.080 0.3 5.1 83.4 0.901 81.92 0.336 0.36 67 15.46 0.179 86.4 0.849 18.00 0.7 291 3.37 22.89 2.297 151.0 5 80.4 0.120 0.626 N.A. 1.064 Y 2.100 0.2 5.1 85.5 0.899 84.21 0.336 0.25 68 15.60 0.179 87.2 0.849 18.00 0.7 291 3.37 23.10 2.327 153.6 9 82.5 0.121 0.631 N.A. 1.062 Y 2.120 0.2 5.1 87.6 0.897 86.52 0.335 0.16 69 15.74 0.179 87.9 0.849 18.00 0.7 291 3.37 23.31 2.357 156.3 5 84.6 0.121 0.635 N.A. 1.061 Y 2.140 0.1 5.1 89.8 0.895 88.86 0.335 0.09 70 15.88 0.179 88.7 0.849 18.00 0.7 291 3.37 23.52 2.387 159.0 3 86.8 0.122 0.639 N.A. 1.059 NA 2.161 0.0 5.2 91.9 0.893 91.23 0.335 0.04 71 16.02 0.179 89.5 0.849 18.00 0.7 291 3.37 23.73 2.418 161.7 4 88.9 0.122 0.643 N.A. 1.058 NA 2.181 0.0 5.2 94.1 0.891 93.63 0.335 0.01 72 16.16 0.179 90.3 0.849 18.00 0.7 291 3.37 23.94 2.449 164.4 7 91.1 0.123 0.647 N.A. 1.057 NA 2.202 0.0 5.2 96.3 0.889 96.07 0.000 0.00 Page
BLD2022-00201
9.a.2
Packet Pg. 335
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) KNA
STRUCTURAL ENGINEERS
Seismic Loading
Reference: 2019 CBC, ASCE 7-16
INPUT:
Job Location: San Carlos, CA
Site Class D Per Soil Report
0.2 Sec MCE, Ss 1.871 g Per Soil Report
1.0 Sec MCE, S1 0.767 g Per Soil Report
Site Coeff., Fa 1.200 Per Soil Report
Site Coeff., Fv 1.700 Per Soil Report
SMS = Fa SS 2.245 g Per Soil Report
SM1 = Fv S1 1.304 g Per Soil Report
SDS = 2/3SMS 1.497 g Per Soil Report
SD1 = 2/3SM1 0.869 g Per Soil Report
Ts =SD1/SDS 0.581 sec
Long Period transition period, TL 12.0 sec ASCE 7-16 -Figure 22-12 Risk Category II Table 1604.5
Seismic Design Category E 2019 CBC Section 1613.3.5
OUTPUT:
Light Pole Class LS70-C
Fundamental Period, T 2.26 sec See structural calculations, pg 12
Seismic coeff., R 1.5 ASCE 7-16 Table 15.4-2
Overstrength Factor, Ω 1.5 ASCE 7-16 Table 15.4-2
Importance Factor, I 1.00 ASCE 7-16 Section 15.4.1.1 & Table 1.5-2 Redundancy factor, ρ 1.0 ASCE 7-16 Section 15.6
DESIGN SEISMIC FORCE
V = CSW ASCE 7-16 Eqn. 12.8-1
CS = SDS/(R/I) for T≤TS 0.998 g ASCE 7-16 Eqn. 12.8-2
Cs max. for 1.5Ts <T≤ TL, Cs =1.5 SD1/T(R/I) 0.385 g ASCE 7-16 Sect. 11.4.8 & Eqn. 12.8-3 CS min = 0.044S DSI ≥ 0.03 0.07 g ASCE 7-16 Eqn. 15.4-1 if S1≥ 0.6g, CS min = 0.8S1/(R/I) 0.409 g ASCE 7-16 Eqn. 15.4-2 Load Combination, 1.2D+ 1.0E ASCE 7-16 Section 2.3.2 Load Comb 5 where E = Eh + Ev ASCE 7-16 Eqn. 12.4-1
and Eh = pQE 0.409 W ASCE 7-16 Eqn. 12.4-3
and Ev = 0.2SDSD 0.299 D ASCE 7-16 Eqn. 12.4-4
Load Combination, 1.2D + (pQe + 0.2SDSD)
Load Combination, 1.2D + (pQe + 0.2SDSD) 1.499 D + 0.409 W Total Seismic Weight, W = 3.158 kips See following page SEISMIC SHEAR, V = 1.568 kips < 2.196 kips WIND SHEAR WIND CONTROLS 2/17/2022 Page
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) KNA
STRUCTURAL ENGINEERS
Seismic Loading
Vertical Distribution of Seismic Force, Fx = CvxV ASCE7-16 Eqn. 12.8-11 & Section 12.8.5 k= 1.878
Item w hx wxhx
k
wxhx
k/∑wxhx
k Cvx*V OTM
fixtures 0.619 71.24 1868 0.548 0.709 50.48
0 68.74 0 0.000 0.000 0.00
0 66.24 0 0.000 0.000 0.00
0 63.74 0 0.000 0.000 0.00
Top Pole Section 0.063 69.13 180 0.053 0.068 4.71
2nd Pole Section 0.491 54.20 887 0.260 0.336 18.23
1st Pole Section 1.026 22.85 366 0.107 0.139 3.17
0 0.000 0.000 0.00
0 0.000 0.000 0.00
0 0.000 0.000 0.00
CREE OSQ 0.060 29.90 35 0.010 0.013 0.40
LED575 0.065 15.40 11 0.003 0.004 0.06
ECE 0.16 15.00 26 0.008 0.010 0.15
1/2 Precast base above grade 0.6745 8.00 34 0.010 0.013 0.10 Sum 3.158 3407 1.000 1.292 77.30
Total Dead Load at grade 3.833
SEISMIC OTM = 77.30 kip-ft < 95.68 kip-ft Wind OTM WIND CONTROLS 2/17/2022 Page
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) Musco Standard Pole Base
Scope : Analysis of an annular prestressed concrete pole member based on compatible strain procedure per ACI 318-14 with an Ultimate Concrete Strain of 0.003.
Pole Type:
Input
Hollow Core Inside Diameter = D i =
Tendon Circle Diameter = Dtc =
Number of Tendons = N =
Tendon Diameter = d
t =
Nominal Tendon Area = Aps =
Tendon Yield Strength = fpy =
Concrete Compressive Strength = f'c =
Modulus of Elasticity for Steel = E s =
Initial Prestress Factor = IPF =
Prestress Loss Factor = PLF =
* Phi Factor = Φ =
Output
Prestressing Strain in Tendon = ε se =
Concrete Service Stress Due to Prestress =
Cross Sectional Area = A
tot =
Gross Moment of Inerita = Ig =
Distance to the Neutral Axis from the Compressive Side = c = Concrete Compressive Force = F
c =
Area of Bonded Reinforcement =
Minimum Bonded Reinforcement Area =
Strand Development Length = L
d =
Results
Nominal Moment Capacity = Mn =
Design Moment Capacity = ΦM
n =
Cracking Load Moment = Mcr =
4B
28500.0 ksi
Cross Section Outer Diameter = Do = 15.67 in
8.38 in
12.63 in
12 0.5 in
0.153 in
Ultimate Tenion Strength = fpu = 270 ksi
230 ksi
9.5 ksi
0.0050
0.64 0.82
0.90 12342.3790
21.7 in²
1888 psi
6.06 in
298.3 kip
OK per PCI Handbook
1.84 in²
0.04 in² OK
48.7 in
176.5 kip*ft
158.9 kip*ft
75.7 kip*ft
Confidential : The information contained in this design is proprietary to Forterra and is being furnished for the use of the designer in connection with this particular project. The information contained herein is not to be transmitted to any other organization unless specifically authorized by Forterra. 8/23/2021
6655 Wedgwood Road, Ste 130 Maple Grove, MN 55311
forterrabp.com
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
DESIGN OF EMBEDDED POLE FOOTING-
NONCONSTRAINED
2019 CBC Section 1807.3.2.1
KNA STRUCTURAL ENGINEERS
Mark/Type LS70-A LS70-B LS70-C
Grade 3B 3B 4B
INPUT
Shear, P lbs = 996 1,204 1,318
height of P above grade, h ft = 44.8 47.0 46.6
allow lateral brg pressure, s psf/ft = 300 300 300
max allow lateral brg pressure psf/ft = 3600 3600 3600
Pier Diameter, b ft = 2.5 2.5 2.5
OUPUT
Moment at grade, M ft-lbs = 44,599 56,620 61,359
acting lateral brg pressure, S
1 psf = 809 878 903
allow lateral brg pressure, S 1 psf = 809 878 903
A=2.34P/(S1b) = 1.15 1.28 1.37
Min req'd embedment, d ft = 8.09 8.78 9.03
=A/2{1+(1+4.36h/A)
1/2}
Add Depth to Ignore 3.00 3.00 3.00
Total Embed Required 11.09 11.78 12.03
USE 30 IN DIAMETER ---> 12'-0
USE 30 IN DIAMETER ---> 12'-0
USE 30 IN DIAMETER ---> 14'-0
Page
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/16/22, 10:31 AM ATC Hazards by Location
https://hazards.atcouncil.org/#/wind?lat=37.4988559&lng=-122.2602266&address=900 Chestnut St%2C San Carlos%2C CA 94070%2C USA 1/2 Hazards by Location
Search Information
Address: 900 Chestnut St, San Carlos, CA 94070, USA
Coordinates: 37.4988559, -122.2602266
Elevation: 45 ft
Timestamp: 2022-02-16T18:31:52.814Z
Hazard Type: Wind
ASCE 7-16
MRI 10-Year 63mph
MRI 25-Year 70mph
MRI 50-Year 74mph
MRI 100-Year 78mph
Risk Category I 86mph
Risk Category II 91mph
Risk Category III 98mph
Risk Category IV 102mph
ASCE 7-10
MRI 10-Year 72mph
MRI 25-Year 79mph
MRI 50-Year 85mph
MRI 100-Year 91mph
Risk Category I 100mph
Risk Category II 110mph
Risk Category III-IV 115mph
ASCE 7-05
ASCE 7-05 Wind Speed 85mph
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Disclaimer
Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region.
Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of thiswebsitedoesnotimplyapprovalbythegoverningbuildingcodebodiesresponsibleforbuildingcodeapprovalandinterpretationforthe Report a map errorMap data ©2022 Google
APPENDIX A
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/16/22, 10:31 AM ATC Hazards by Location
https://hazards.atcouncil.org/#/wind?lat=37.4988559&lng=-122.2602266&address=900 Chestnut St%2C San Carlos%2C CA 94070%2C USA 2/2 this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.
APPENDIX A
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Burton Park October 20, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER Revised December 8, 2021
shaking. The site is located wi thin a mapped State of California Seismic Hazard Zone for areas that may be susceptible to liquefaction. A detail evaluation of liquefaction and associated risks (settlement and lose of bearing capacity) is outside the scope of this study. Based on the depth of groundwater encountered and anticipated foundation embedment depth; we do not anticipate liquefaction of soil within the embedded foundation depth.
2019 CBC SEISMIC DESIGN PARAMETERS
If the structural design needs to follow the provision of the 2019 California Building Code and the design criteria set forth in the 2016 ASCE 7-16 Standard, the following seismic design parameters should be used.
Based on our review of mapped geologic conditions and our experience in the project area, we characterized the site as Site Class D-default in accordance with the 2019 CBC. We provide the 2019 CBC seismic design parameters in Table 1 below, which include design spectral response acceleration parameters based on the mapped Risk Targeted Maximum Considered Earthquake (MCER) spectral response acceleration parameters.
TABLE 1: 2019 CBC Seismic Design Parameters, Latitude: 37.497374° Longitude: -122.258089°
PARAMETER VALUE
Site Class D-default
Mapped MCER Spectral Response Acceleration at Short Periods, SS (g) 1.871 Mapped MCER Spectral Response Acceleration at 1-second Period, S1 (g) 0.767 Site Coefficient, FA 1.0
Site Coefficient, FV Null*
MCER Spectral Response Acceleration at Short Periods, SMS (g) 2.245 MCER Spectral Response Acceleration at 1-second Period, SM1 (g) Null* Design Spectral Response Acceleration at Short Periods, SDS (g) 1.497 Design Spectral Response Acceleration at 1-second Period, SD1 (g) Null* Mapped MCE Geometric Mean (MCEG) Peak Ground Acceleration, PGA (g) 0.804 Site Coefficient, FPGA 1.2
MCEG Peak Ground Acceleration adjusted for Site Class effects, PGAM (g) 0.965 *Requires site-specific ground motion hazard analysis per ASCE 7-16 Section 11.4.8
Considering the proposed improvements, we estimate the fundamental periods of the proposed structures to be less than 1.5 Ts. Therefore, the structural engineer may consider exception(s) of Section 11.4.8 of ASCE 7-16 as follows.
“A ground motion hazard analysis is not required for structures… where, structures on Site Class D sites with S1 greater than or equal to 0.2, provided the value of the seismic response coefficient Cs is determined by Eq. (12.8-2) of ASCE 7-16 for values of 𝑇≤1.5𝑇𝑆 and taken as equal to 1.5 times the value computed in accordance with Eq. (12.8 -3) of ASCE 7-16 for 1.5𝑇𝑠<𝑇≤𝑇𝐿.”
APPENDIX B
1.2 PER ASCE7-16 11.4.4
1.7 PER ASCE7-16 TABLE 11.4-2
SEE CALCULATION, 11.4.8 EXCEPTION SATISFIED.
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Burton Park October 20, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER Revised December 8, 2021
FOUNDATION DESIGN RECOMMENDATIONS
We anticipate that the proposed multi-use field lighting system will be supported on drilled piers.
The following design parameters can be incorporated in the foundation design.
Minimum pier diameter: 6.6% (1/15th) of total pier length. Maximum allowable skin friction: 400 pounds per square foot. The allowable skin friction value may be increased by one -third when
considering seismic or wind loads.
Minimum pier embedment: 10 feet
Minimum pier spacing: 3 pier diameters, center-to-center. Lateral passive resistance: 300 pounds per cubic foot (pcf) acting over two pier diameters, starting below 3 feet.
The pier reinforcement should be designed by the Structural Engineer. The foundation plans should be reviewed for conformance with the soil recommendations prior to construction.
The bottoms of pier holes should be dry, clean , and free of loose soil before reinforcing or structural steel is installed and concrete is placed. Depression at the top of the piers resulting from drilling operations or from any other cause should be backfilled to prevent ponding. Concrete collars occurrin g at the top of piers as a result of excessive concrete placement should be removed.
Pier drilling operations and concrete placement should be coordinated so that pier holes are left open a minimum amount of time. Pier holes should not be allowed to desiccate significantly before placement of concrete. We recommend that pier excavation is performed under our observation to confirm that the piers are constructed in accordance with our recommendations.
SOIL SULFATE TESTING
We tested sample collected f rom a dep th of approximately 5½ feet in B oring 1 -B1 for concentration of water-soluble sulfate (SO4) in accordance with ASTM C1580. As reported in the attached laboratory test results sheet, the sample tested “Non-Detect.” The tables below present the sulfate exposure categories and classes, and concrete requirements in contact with soil based upon the exposure risk.
TABLE 2: Sulfate Exposure Categories and Classes
SULFATE
EXPOSURE CATEGORY EXPOSURE CLASS
WATER-SOLUBLE
SULFATE IN SOIL
DISSOLVED
SULFATE IN WATER
% BY WEIGHT MG/KG (PPM)
Not Applicable S0 SO4 < 0.10 SO4 < 150
Moderate S1 0.10 ≤ SO4< 0.20 150 ≤ SO4 ≤ 1,500, seawater Severe S2 0.20 ≤ SO4 ≤ 2.00 1,500 ≤ SO4 ≤ 10,000
Very Severe S3 SO4 > 2.00 SO4 > 10,000
APPENDIX B
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)
City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Burton Park October 20, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER Revised December 8, 2021