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Grading and Drianage '- Print Form ECEIVE ��/�^ Permit No !�U(/�f� o CITY OF CAMPBELL OCT', 7 ENCROACHMENT PERMIT I/ �� (for working within the public X-Ref.File DEPT.-OF PUBLIC WORKS' - 70 North First Street right-of-way) Application Date Campbell,CA 950OPublic Works Adminittf , nn I �� Application Expiration Date Ph. (408)866-2150 t ��d° APN ,�1 '7 Fx. (408)37670958 Z"� r� - Permit Expiration Date L7 APPLICATION-Application is hereby made for a Public Works Permit in acco ance ith Campbell Municipal Code,Section 11.04. (Application expires in six (6) months if the permit is not issued. Application Fee is non-refundable.) A. Work Addressor Tract No.: %q A/C) Utility Trench Location: B. Nature of Work: r"14li ZM r* p0ygM6Wr �rJ�Lcdp.Nfi *1CW_w,44, e Cqx — C. Attach four(4)copies of an engineered plan showing the location and extent of the work,and four(4)copies of the preliminary Engineer's Estimate of work. The plans shall show the relation of the proposed work to existing surface and underground improvements. When approved by the City Engineer,said plan becomes a part ofthis permit. D. All work shall conform to the City of Campbell Standard Specifications and Details for Public Works Construction;'the General Permit Conditions listed on the reverse side;and the Special Provisions for this permit,listed below. Failureto abide by these conditions and provisions may result in job shutdown and/or forfeiture of Faithful Performance Sureties and cash deposits. (See General Permit Conditions 1 and 2.) E. The Contractor must have this permit and approved plans at the site and must notify the Public Works Department at least two days before starting work. Notice must be given to Public Works at least 24 hours before restarting any work. Name of Applicant: l,6 ® -t Telephone: ��$— Address: E-Mail Address: 6M IP�Hmze 4L4-HOUR EMERGENCY PHONE NUMBER: Is this work being done by the property owners at their own residence? F YES �y NO The Applicant/Permittee hereby agrees by affixing their signature to this permit to hold the City of Campbell,its officers,agents,and employees free,safe and harmless from any claim or demand for damages resulting from the work covered by this permit. The Applicant/Permittee hereby acknowledges that they have read and understand both the front and back of this permit, and they will inform their contractor(s) of the information. Applicant is advised that upon issuance of this permit, property owner, or property owner's successors, shall be responsible for any and all damages arising out of r ate improvements in the public right-of-way. Accepted: ' (Applicant Permittee) (sign) Date (Contractor) (Print Name) Date SPECIAL PROVISIONS: 1. Street shall not be open cut for underground installations. Minimum cuts may be allowed for connections or exploration holes. Such cuts may be specifically approved by the Inspector prior to cutting. 2. Pavement may be cut for underground installations and must be restored in accordance with the Standard Details Trench Restoration Method "A",unless otherwise approved by the Engineer. 3. Work to be staked by a licensed Land Surveyor or Civil Engineer and two(2)copies of the cut sheets sent to the Public Works Department before starting work. �4. Per Section 4216 of the Government Code this permit is not valid for excavations until Underground Service Alert(USA)has been notified and the inquiry identification number has been entered hereon. USA Phone: 1-800-227-2600. USA TICKET NO. 5. Prior to any work,the property owner shall execute an Agreement for Private Improvements in the Public Right-of-Way,which shall be recorded. 6. Public Notification Requirements: 7. SEE PUBLIC WORKS FEE SCHEDULE FOR CURRENT FEES AMOUNT R2E,IPTPIO. PERMIT APPLICATION FEE $ LAO PLAN CHECK DEPOSIT $ SECURITY FOR FAITHFUL PERFORMANCE/LABOR&MATERIALS $ C�EeC3 CONSTRUCTION CASH DEPOSIT $ PLAN CHECK&INSPECTION FEE $ �t7( G°, Do EMERGENCY PERMIT FEE $ APPROVED FOR ISSUANCE ''�� For City Efigineer Date Permit Expires 12 Months After Date of Issuance GENERAL PERMIT CONDITIONS 1. A Construction Cash Deposit is required. Charges will be made against this deposit if there is an emergency call-out,overtime inspection or when City ordered barricading is required.Any such costs in excess of the deposit will be billed to the Permittee. 2. A one-year maintenance period and surety are required. Such period will begin on date of written acceptance by the City. 3. Refund or the cash deposit balance and refund or cancellation of the Faithful Performance Surety will be initiated by the written acceptance of the work by the City. 4. Submit project schedule 10(ten)days prior to proposed start of work.Special provisions may be required for work within City facilities and downtown Campbell. 5. The Permittee must request in writing a final inspection and acceptance of the work upon completion. Acceptance by the City will be made in writing to the Permittee. 6. Maintain safe pedestrian and vehicular crossings and free access to private driveways,bus stops,fire hydrants,and water valves. 7. A Construction Traffic Control Plan and a Construction Schedule are required for all lane closures,detours,and street closures.This plan must be reviewed and approved prior to any lane closures. 8. A Construction Traffic Control Plan shall conform to the Caltrans Manual of Traffic Controls for Construction and Maintenance Work Zones,dated 1990,available at Caltrans.Traffic control equipment shall include Type II flashing arrow signs if required. 9. Replace as directed by the City Engineer any damaged or removed improvements in accordance with City Standards and Specifications at the sole expense of the Permittee. 10. Sawcut for all PCC or AC removals. All PCC removals shall be to the nearest scoremark and shall be doweled to existing improvements. 11. Prior approval of inspector is required for any work done after normal working hours,on weekends or holidays and may require reimbursement of inspection costs at the current overtime rate. 12. Adequate signing and barricading is required on thejob site. Failure to provide such signing and barricading may result in the City's providing signing and barricades and charging the cost(including all labor and materials)against the cash deposit. 13. Compaction testing of subgrade,base rock,and asphalt concrete by Permittee is required unless otherwise stated by the City Engineer. 14. The Contractor or Permittee will have a supervisory representative available for contact on the project at all times during construction. Contractor or Permittee shall.provide a phone number at which they can be contacted outside the hours of 8:00 a.m.to 4:00 p.m. 15. No storage of materials or equipment will be allowed near the edge of pavement,the traveled way,or within the shoulderline which would create a hazardous condition to the public. - 16. This permit shall not be construed as authorization for excavation and grading on private property adjacent to the work or any other work for which a separate permit may be required,nor does it relieve the Permittee of any obligation to obtain any other permit required by law. 17. This permit does not release the Permittee from any liabilities contained in other agreements or contracts with the City and any other public agency. 18. This permit is not transferable. Work must be performed by the Permittee or his designated agent or contractor as specified thereon. 19. Call back(call out)due to emeregencies regarding this permit shall be at the current overtime rate with a three(3)hour minimum charge per occurrence. 20. Pursuant to Chapter 14.02 of the Campbell Municipal Code,applicant shall not cause to be discharged any material into the municipal storm drain - system other than storm water. Applicant shall adhere to the BEST MANAGEMENT PRACTICES established by the Santa Clara Valley Urban Runoff Pollution Prevention Program. 21. If the public interest requires a modification of,or a departure from the plans and specifications,the City shall have the authority to require or approve any modification or departure and to specify the manner in which the same is to be made for City-owned or maintained facilities. 22. Permitttee must provide advance notification to all parties that may be affected by the permit activities. Notification shall be reviewed by the City prior to distribution and include dates of work and'a contact name and phone number. Applicant shall be responsible for ensuring that all those providing services under the applicant are aware and understand all of the above conditions. �e 2 Applicant Date: Contractor (Print Name) Date: JAFORMS\Templates\Encroachment Perm its\Encroachment Permit STATIC form2.pdf Rev.02/14 MINUTES OF THE MEETING The Ridgecrest Group A California Corporation The Board of Directors of The Ridgecrest Group held a meeting at the time, the date and the place set forth herein below for the purpose of authorizing Omid Shakeri to sign the documents, including the final map, related to subdivision and development of the property located at 1323 Parsons Avenue, Campbell. Time: 10:00 A.M. Date: November 16, 2016 Place: 2898 Joseph Avenue, Campbell, CA 95008 it was determined that one of the board member should be authorize to sign the documents related to subdivision and improvement of the above mentioned property. Therefore, it was decided that Omid Shakeri, who is the secretary of the board, be authorized to sign all documents, including the final map, related to development of the above referenced property. AY S Mi a Masoumi, President stir �' . . . � a .. , . . . {�.`, � A „ � .., ,.-• �< a � ,+ r-,� f/ f !�� A DOCUMENT: =22960504 Pages: 3 RECORDING REQUESTED BY: Chicago Title Company Fees. . . . 51 .00 • Taxes. . . 1320.00 Order No.*., FW PS-2986141061 Copies. . AMT PAID 1371 .00 When Recorded Mail Document and Tax Statements To: REG I NA ALCOMENDRAS RDE 0 008 The_RidgecrestGroup, Inc. SANTA CLARA COUNTY RECORDER 5/21/2015 3395- S. Bascom Avenue Recorded at, the request of 8:00 AM 'Campbell, California 95008 Chicago Title Property Address: 1323 Parsons Avenue, SPACE ABOVE THIS LINE FOR'RECORDER'S USE Campbell, CA 95008 APN/Parcel ID(s):- 414-37-008 GRANT DEED The undersigned grantor(s)-declares) Kent Kinchu Leung ❑ This transfer is exempt from the documentary transfer tax. 0 The documentary-transfer tax is$1,320.00 and is computed on: 0 the full value of the interest or property conveyed. ❑ the full value less the liens or encumbrances remaining'thereon at the time of sale. The property is located in 0 the City of Campbell. FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Kent Kinchu Leung and Lynn Wong Leung,Trustees of-the Leung Trust created on September 13, 2000 hereby GRANT(S)to The Ridgecrest Group Inc. , a California Corporation the following described real property in the City of Campbell, County of Santa Clara, State of California: SEE EXHIBIT"A"ATTACHED HERETO AND MADE A PART HEREOF Dated: February 21,2015 IN WITNESS WHEREOF, the undersigned have executed this document on the date(s)set forth below..' Kent Kinchu Leung,Tru tee Wong LeAn stee MAIL TAX STATEMENTS AS DIRECTED ABOVE 'Grant Deed Printed: 05.18.15 @ 03:10 PM SCA0000129.doc/Updated: 11.21.14 CA-CT-FWPS-02180.054985-FWPS-2986141061 � 1 4 EXHIBIT "A" Legal Description For APN/Parcel ID(s): 414-37-008 THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE CITY OF CAMPBELL, COUNTY OF SANTA CLARA, STATE OF CALIFORNIA AND IS DESCRIBED AS FOLLOWS: PORTION OF LOT 2,'AS SHOWN UPON THAT CERTAIN MAP ENTITLED 'REDDING FARM TRACT", WHICH MAP WAS FILED.FOR RECORD IN THE OFFICE OF THE COUNTY RECORDER OF THE,COUNTY OF SANTA CLARA, STATE OF CALIFORNIA, ON SEPTEMBER 28, ,1891 IN BOOK E OF MAPS AT PAGE 115, AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT AN IRON PIPE SET AT THE NORTHERLY COMMON CORNER FOR LOTS 2 AND.3, AS SAID LOTS ARE SHOWN UPON THE MAP REFERRED TO; THENCE FROM SAID POINT OF BEGINNING SOUTH 89" 25' 50" EAST ALONG THE NORTHERLY LINE OF SAID LOT 2 FOR A DISTANCE OF 108.04 FEET TO AN IRON PIPE SET AT THE NORTHWESTERLY CORNER OF THAT CERTAIN TRACT OF LAND DESCRIBED IN THE DEED FROM J.O.HN GOMES, ET UX TO W. MARVIN DRAPER, JR., ET UX, DATED OCTOBER 18, 1948, RECORDED APRIL 5, 1949 IN BOOK 1768 OFFICIAL RECORDS, PAGE 228, SANTA CLARA COUNTY RECORDS; THENCE SOUTH 00 01' 00" EAST ALONG THE WESTERLY LINE.OF LAND SO DESCRIBED IN THE DEED TO SAID DRAPER, 207.18 FEET TO AN IRON PIPE SET AT THE SOUTHWESTERLY CORNER THEREOF; THENCE SOUTH 890 41, 10" EAST ALONG THE SOUTHERLY LINE OF LAND SO DESCRIBED IN THE DEED TO SAID DRAPER, 99.50 FEET TO AN IRON PIPE WHICH IS DISTANT THEREON NORTH 89" 41' 10" WEST 10.00 FEET FROM AN IRON PIPE SET AT THE SOUTHEASTERLY CORNER THEREOF ON THE WESTERLY LINE OF "TRACT NO. 1314 BROOKSIDE MANOR", A MAP OF WHICH WAS FILED FOR RECORD IN THE OFFICE OF THE RECORDER OF SANTA CLARA, STATE OF CALIFORNIA, ON JANUARY 25, 1955, IN BOOK 54 OF MAPS, AT PAGES 22 AND 23; THENCE SOUTH 00 20' 00" WEST AND PARALLEL WITH THE SAID WESTERLY LINE OF TRACT NO. 1314 FOR A DISTANCE OF 62.02 FEET TO AN IRON PIPE; THENCE NORTH 89' 40' 00 WEST 70.50 FEET TO AN IRON PIPE; THENCE NORTH 650 44'45" WEST 69.13 FEET TO AN IRON PIPE AND NORTH 54" 08'45" WEST 84.99 FEET TO AN IRON PIPE SET ON THE DIVIDING LINE BETWEEN SAID LOTS 2 AND 3 ABOVE REFERRED TO;THENCE NORTH 0" 18' 00" EAST'ALONG SAID DIVIDING LINE, 215.50 FEET TO THE POINT OF BEGINNING. Grant Deed Printed: 05.18.15 @ 03:10 PM SCA0000129.doc I Updated: 11.21.14 CA-CT-FWPS-02180.054986-FWPS-2986141061 s a - December 20, 2016 City of Campbell Project Location: 1323 Parsons Avenue in Campbell,CA Project Description: Final Map—PC#1 Following,please find the response to the comments received dated November 18,2016. General Comments r 1. Submit a completed copy of the City of Campbell's Checklist for Parcel Map and Track Maps. See Attached Checklist completed by reviewer. 2. The submitted Final Map is not consistent with the bearings and distances shown in the closure calculations. Clarify the discrepancy and revise for consistency. Revised calculations and Map 3. The referenced On-Site Improvement Plans does not appear to be in conformance with the Final Map. The Improvement Plans show a distance of 108.04' along the northerly line of the exterior boundary. However, the map clarify the discrepancy and revise for consistency. Improvement Plans revised to match to Final Map. (108.04' record, 109.50' resolution of boundary) 1 Sheet 1 4. We recommend referencing the vesting deed within the Title Block as opposed to the referenced record map(E M 115). (all sheets) The location of the property as being a portion of a lot is common way to describe approximate location. 5. Final Map consists of Three (3) sheets, not two (2). Revise the Title Block for accuracy. (all sheets) Map revised to 2 sheets, per red marks. 6. Correct the spelling of Trustee in the Trustee's Statement heading. Done 7. Owner's Statement: In addition to Lot A and Lot 1, the Private Water Easement is also across Lot 2. Please revise the statement for accuracy. Revised, per attached sample statement 8. Owner's Statement: Clarify if the Private Storm Drain Easement will be for the benefit of Lot 4 as well. Revised 9. Owner's Statement: Please clarify the intent od the Public Utility Easement. It appears that the Public Utility Easement is meant to be Private Utility Easement. If the intent is to be dedicate a Public Utility Easement for public use across Lot A and Lot 1-4, the statement shall be written ,?Ctldd6tion rather than JAN 2 3 2017 P��i►e e m�i,.y i�onun►suation reserving of an easement. Additionally, if the PUE is to be public, clarify if there are additional lots that the easement will be serving. PG&E, AT&T, Comcast, ... need P.U.E. (Public Utility Easement) to serve the Lots. 10. Owner's Statement: The statements for the PIEE, PSDE, PSSE, and PWE all indicate that the "easement is to be kept open and free from buildings and structures of any kind except lawful fences, storm drain facilities, sanitary sewer facilities, lawful ...". Clarify if water facilities shall be included as an exception in addition to the storm drain and sanitary sewer facilities. Water added to statement. Sheet 2 11. City Engineer's Statement: The current City Engineer for the City of Campbell is Amy Olay, RCE 61922, License Expiration Date 09/30/17. Revised. 12. City Clerk's Statement: Insert the Track No.within the statement. Done. 13. City Clerk's Statement: The statement identifies the map as consisting of two(2) sheets. Please update to reflect the map consisting of three(3)sheets. Done, Map is 2 sheets again. 14. Surveyor's Statement: Is the date of December 2016 enough time for the monuments to be set? Typically, the date listed is one year from when map is recorded. Revised to 2017. Sheet 3 15. Identify the found standard monument type, size and source. Done, please see Map 16. Identify the road width of Camden Ave., Parsons Ave. and Sharp Ave. If width varies, indicate as such. Width of roads identified on plan. 17. In numerous locations, the font size appears to be less than the required minimum.All text shall be 0.10 in height,.or larger, on the Final Map. Done. If you have any questions,please call me at(408) 472-5062 Sincerely, SMP ENGINEERS Saeid Razavi Principal Civil Engineer } s m P Ix 10 s� r z z w ENGINEERS CLOSURE CALCULATIONS FOR 1323 PARSONS AVE., CAMPBELL, CA 95008 BY SMP ENGINEERS 1534 CAROB LANE LOS ALTOS, CA 94024 Q�OFESSl�ija ' No. 52.724 Exp. L1J/� fi 1534 Carob Laoe Los Altos Califoroia,94924 650.941.0055 P 650.941.0755 f www.smpeogirleers.com Parcel Map Check Report Client: Prepared by: Client Preparer Client Company Your Company Name Address 1 123 Main Street Date: 12/8/2016 9:02:14 AM Parcel Name: Boundary- SITE Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:1,691.4641' East:1,293.5714' Segment# 1: Line Course: SO°23'51"W Length: 207.14' North: 1,484.3291' East: 1,292.1344' Segment#2: Line Course: S89°40'00"E Length: 99.50' North: 1,483.7502' East: 1,391.6327' Segment#3: Line Course: SO°20'00"W Length: 62.02' North: 1,421.7313' East: 1,391.2719' Segment#4: Line Course:N89°40'00"W Length: 70.50' North: 1,422.1414' East: 1,320.773 l' Segment#5: Line Course:N85°44'45"W Length: 69.13' North: 1,427.2696' East: 1,251.8335' Segment# 6: Line Course:N54°08'45"W Length: 84.99' North: 1,477.0503' East: 1,182.9482' Segment#7: Line Course:NO°18'00"E Length: 215.50' North: 1,692.5473' East: 1,184.0766' Segment# 8: Line Course: S89°25'50"E Length: 109.50' North:,1,691.4590' East: 1,293.5712' Perimeter: 918.28' Area: 33,411.50Sq.Ft. Error Closure: 0.0051 Course: S2°42'32"W Error North : -0.00507 East: -0.00024 Precision 1: 180,054.90 Parcel Name: Site 1 - DEDECATION Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:1,483.7830' East:1,386.6330' Segment# 1: Line Course: S89°40'00"E Length: 5.00' North: 1,483.7539' East: 1,391.6329' Segment#2: Line Course: SO°20'00"W Length: 62.02' North: 1,421.7349' East: 1,391.2721' Segment#3: Line Course: N89°40'00"W Length: 5.00' North: 1,421.7640' East: 1,386.2722' Segment#4: Line Course: NO°20'00"E Length: 62.02' North: 1,483.7830' East: 1,386.6330' Perimeter: 134.04' Area: 3 10.1 OSq.Ft. Error Closure: 0.0000 Course: NO°00'00"E Error North : 0.00000 East: 0.00000 Precision 1: 134,040,000.00 Parcel Name: Site 1 -LOT Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:1,426.2098' East:1,266.1293' Segment# 1: Line Course:N85°44'45"W Length: 14.34' North:,1,427.2736' East: 1,251.8288' Segment#2: Line Course: N54°08'45"W Length: 84.99' North: 1,477.0543' East: 1,182.9436' Segment#3: Line Course:NO°18'00"E Length: 47.42' North: 1,524.4736' East: 1,183.1918' Segment#4: Line Course: S89°40'00"E Length: 83.50' North: 1,523.9879' East: 1,266.6904' Segment#5: Line Course: SO°20'00"W Length: 97.78' North: 1,426.2095' East: 1,266.1216' Perimeter: 328.04' Area: 6,380.50Sq.Ft. Error Closure: 0.0078 Course: S87°37'23"W Error North : -0.00032 East: -0.00775 Precision 1: 42,055.13 Parcel Name: Site 1 -LOT4 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:1,692.0155' East:1,23 8.0946' Segment# 1: Line Course: S89°25'50"E Length: 55.48' North: 1,691.4641' East: 1,293.5719' Segment#2: Line Course: S0023'51"W Length: 85.11' North: 1,606.3561' East: 1,292.9814' Segment#3: Line Course: N89°40'00"W Length: 55.38' North: 1,606.6783' East: 1,237.6024' Segment#4: Line Course: NO°20'00"E Length: 85.33' North:-1,692.0069' East: 1,238.0988' Perimeter: 281.30' Area: 4,723.85Sq.Ft. Error Closure: 0.0096 Course: S25049'53"E Error North : -0.00860 East: 0.00416 Precision 1: 29,302.08 Parcel Name: Site3 -LOT2 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:1,524.4778' East:1,183.1968' Segment# 1: Line Course:NO°18'00"E Length: 62.08' North: 1,586.5569' East: 1,183.5218' Segment#2: Line Course: S89°25'50"E Length: 74.9l' North: 1,585.8124' East: 1,258.4281' Segment#3: Curve Length: 19.32' Radius: 20.00' Delta: 55°21'09" Tangent: 10.49' Chord: 18.58' Course: S27°20'34"E Course In: S34058'51"W Course Out: S89040'00"E RP North: 1,569.4255' East: 1,246.9621' End North: 1,569.3092' East: 1,266.9618' Segment#4: Line Course: S0020'00"W Length: 45.31' North: 1,523.9999' East: 1,266.6982' Segment# 5: Line Course:N89°40'00"W Length: 83.50' North: 1,524.4857' East: 1,183.1996' Perimeter: 285.12' Area: 5,128.09Sq.Ft. Error Closure: 0.0084 Course: N19011'39"E Error North : 0.00797 East: 0.00277 Precision 1: 33,942.86 Parcel Name: Site4 -LOT A Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:1,483.7830' East:1,386.6330' Segment# 1: Line Course: SO°20'00"W Length: 62.02' North: 1,421.7640' East: 1,386.2722' Segment#2: Line Course: N89°40'00"W Length: 65.50' North: 1,422.145l' East: 1,320.7733' Segment#3: Line Course: N85°44'45"W Length: 54.79' North: 1,426.2095' East: 1,266.1343' Segment#4: Line Course:NO°20'00"E Length: 143.10' North: 1,569.3070' East: 1,266.9668' Segment#5: Curve Length: 19.32' Radius: 20.00' Delta: 55°21'09" Tangent: 10.49' Chord: 18.58' Course: N27°20'34"W Course In: N89040'00"W Course Out: N34°58'51"E RP North: 1,569.4234' East: 1,246.9671' End North: 1,585.8103' East: 1,258.4332' Segment#6: Line Course: N89°25'50"W Length: 20.95' North: 1,586.0185' East: 1,237.4842' Segment#7: Line Course: N0020'00"E Length: 20.67' North: 1,606.6881' East: 1,237.6044' Segment# 8: Line Course: S89°40'00"E Length: 55.38' North: 1,606.3660' East: 1,292.9835' Segment#9: Line Course: SO°23'51"W Length: 122.03' North: 1,484.3389' East: 1,292.1369' Segment# 10: Line Course: S89°40'00"E Length: 94.50' North: 1,483.7891' East: 1,386.6353' Perimeter: 658.27' Area: 11,146.06Sq.Ft. Error Closure: 0.0066 Course: N20°35'45"E Error North : 0.00614 East: 0.00231 Precision 1: 99,736.36 Parcel Name: Sites -LOT3 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:1,586.5526' East:1,183.5218' Segment# 1: Line Course: NO°18'00"E Length: 106.00' North: 1,692.5512' East: 1,184.0768' Segment#2: Line Course: S89°25'50"E Length: 54.02' North: 1,692.0143' East: 1,238.0942' Segment#3: Line Course: S0020'00"W Length: 106.00' North: 1,586.0161' East: 1,237.4775' Segment#4: Line Course:N89°25'50"W Length: 53.96' North: 1,586.5524' East: 1,183.5201' Perimeter: 319.98' Area: 5,722.90Sq.Ft. Error Closure: 0.0017 Course: S81°18'14"W Error North : -0.00026 East: -0.00167 Precision 1: 188,223.53 CITY OF CAMPBELL Print Form DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION 70 North First Street,Campbell,CA 95008 Ph. (408)866-2150;Fx.(408)376-0958 RECEIVED CHECKLIST FOR ON-SITE GRADING AND DRA 9§18 APPLICATION NON: PUblic Works Administratiu, ADDRESS: ��✓ Instructions: This checklist provides advance notification to applicants of the City of Campbell's final on-site grading and drainage plans and submittal requirements. Using this checklist will expedite your application through the City's review process. Prior to submitting a final on-site grading and drainage plan list to the City Engineer,please place an"X"in the box indicating that you have compiled or that the particular item does not apply. Review applicable sections,which are referenced in parentheses,before checking off each item. SEAL AND SIGNATURE OF ENGINEER OF WORK I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT,THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT,AND COMPLETION OF THIS CHECKLIST,AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSION CODE,AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. Signature Date Printed Name: � Zp.vl RCE#: --------- Expiration Date: 2 431 /Itp (SEAL) ITEMS COMPLY NOT APPLY CITY COMMENTS I. GENERAL 1. City standard on-site title sheet with applicable notes. - OK (— N/A 2. 24"X36"sheet size used,including City Standard F- N/A borders and Blueprint for a Clean Bay Plan Sheet. N/A 3. Title Block/Scale/North Arrow Shown. 4. Plans must be clearly readable before and after /OK [7 N/A microfilm reproductions. 5. Engineer's name,number,expiration date and �/OK N/A C signature included on all sheets. 6. Vicinity Map shown(must be microfilmable). Fj/ OK N/A 7. Sheet Index and key map included for 3 or more �; OK r N/A sheets. 8. Cross sections as needed for clarity. (! OK N/A 9. All adjacent streets labeled correctly. IC/10K N/A 10. Reference to City benchmark (��OK r` N/A Page 1 of 3 COMPLY NOT APPLY CITY COMMENTS 11. Existing and proposed property easement lines. r` OK F7, N/A 12. Streets dimensioned(existing right-of-way, pavement,curb,gutter,sidewalk and OK N/A parkways.) C 13. Adjacent Properties labeled as to use. OK N/A 14. Provide an Erosion/Sediment Control plan identifying temporary storm drain and BMP K N/A protection during construction. if. GRADING 15. Stencils at storm drainage facilities labeled as"Flows to Bay". OK N/A 16. 1'contour lines(existing and proposed). OK N/A 17 Existing and proposed building locations and pad elevations. uz/ N/A 18. Proposed elevations at high points,grade breaks, and other significant locations. - OK F1I, N/A 19. Finished grade elevations at building corners. J01< C N/A 20. Lot corner elevations and the elevation at the high point in the yard. OK Cj N/A 21. Side and rear yard topography extending a sufficient distance beyond property line(20' minimum)to determine that proposed grading will not impede existing drainage patterns. [ OK N/A 22. Existing and proposed fences or retaining walls. OK r) N/A 23. Quantities of cut and fill in cubic yards. OK N/A 24. Lots numbered and dimensioned per final map. 25. Grading conforms to approved preliminary r�--//OK F— N/A plans. OK F— N/A 26. Sufficient elevations on adjacent parcels must be indicated to demonstrate that proposed grading will not impede existing drainage patterns. OK (—i N/A III. DRAINAGE 27. Location and elevation of overland release to public storm system shown. OK ❑ N/A 28. Roof drainage downspout locations shown. r OK ❑ N/A 29. Interior drainage facilities identified(catch basin, pipes,swales,etc.). OK N/A 30. Size,grate elevation and invert elevation of all inlets shown and cross section of drainage swales shown. OK r; N/A 31. Pipe materials,slopes and sizes shown. OK N/A 32. Channelization of flows to adjacent properties will not be allowed. W1, OK N/A Page 2 of 3 i --_ COMPLY NOT APPLY r CITY COMMENTS 33. Sheet flow across public property will not be allowed. OK �j N/A 34. Runoff from impervious areas should be channeled to I OK r N/A pervious areas. Direction of flow from impervious to pervious areas shown. 35. Amount of proposed pervious area and proposed OK N/A impervious area(in square feet). ` r; 36. Drainage calculations using the numeric sizing OK N/A criteria,if applicable. r 37. Calculations sizing the selected BMP based on results OK r N/A from the numeric sizing criteria,if applicable. 38. Dimensions,cross sections and slopes,if �V OK N/A applicable,of the selected BMP to treat the site shown. 39. Vegetated drainage swales,filter strips and/or other treatment devices shall be designed to store runoff OK (— OK and drain when at capacity. Elevations of swale features(i.e.top of Swale,basin of Swale,top of overflow grate,etc.)shown. IV. NOTES 40. City of Campbell GENERAL GRADING AND DRAINAGE OK N/A NOTES are included on the plans. V. SEAL OF ENGINEER OF WORK 41. Seal of Engineer of Work shown on plans as follows: OK N/A SEAL OF ENGINEER OF WORK: I hereby declare that I am the Engineer of Work for this project,that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code,and that the design is consistent with current standards. The design shown hereon is necessary and reasonable and does not restrict any historic drainage flows from adjacent properties nor increase drainage to adjacent properties. I understand that the check of project drawings and specifications by the City of Campbell is confined to a review only and does not relieve me,as Engineer of Work,of my responsibilities for project design. Engineer of Work Name,P.E. Date (Firm Name) (Firm Address) (Firm Telephone) RCE# Expiration Date: J:\FORMS\Templates\Land Development\Grading&Drainage\Checklist for On-Site Grading and Drainage STATIC form2.pdf Page 3 of 3 Rev.07/11 t STORM DRAINAGE CALCULATION SMP ENGINEERS 5/20/2016 Required storage depth below under-drain clalculation for pervious pavement areas: MPR Provision c3.d.,Adapted CASQA Stormwater BMP,Volume- Based Treatment Measure BMP-1 BMP Impervious Area: 0.00 acre BMP Drainage Area: 0.14 acre %Impervious(i): 0 % MAP site: 15 in MAP San Jose Airport gage: 13.9 in Correction Factor(Cf gage): 1.1 Soil type: Sandy Clay (D) Modified Soil Type due to compaction: Clay (D) BMP Average Slope: 4 % UBS Volume, 1%slope: 0.35 in UBS Volume,15%slope: 0.38 in UBS Volume corrected for slope: 0.36 in Cf gage x UBS Volume x BMP Area/12: 0.0046 acre-ft or, BMP Design Volume: 201 CF Stone no.2 Porosity: 35 % Stone no. 2 design volume Required: 573 CF Pervious pavement area: 2,311 SF Required storage depth: 0.25 FT or, 3.0 in So lets use a minimum of 5'Stone No.2 below under-drain BMP-2 BMP Impervious Area: 0.00 acre BMP Drainage Area: 0.08 acre %Impervious(i): 36 % MAP site: 15 in MAP San Jose Airport gage: 13.9 in Correction Factor(Cf gage): 1.1 / f � I Soil type: Sandy Clay (D) '�{ Modified Soil Type due to compaction: Clay (D) BMP Average Slope: 4 % UBS Volume, 1%slope: 0.36 in UBS Volume, 15%slope: 0.39 in UBS Volume corrected for slope: 0.37 in Cf gage x UBS Volume x BMP Area/12: 0.0026 acre-ft or, BMP Design Volume: Ill CF Stone no. 2 Porosity: 35 % Stone no. 2 design volume Required: 318 CF Pervious pavement area: 936 SF Required storage depth: 0.34 FT or, 4.1 in So lets use a minimum of 5'Stone No.2 below under-drain Page 1 of 2 STORM DRAINAGE CALCULATION SMP ENGINEERS 5/20/2016 BMP-3 BMP Impervious Area: 0.00 acre BMP Drainage Area: 0.14 acre %Impervious(1): 0 % MAP site: 15 in MAP San Jose Airport gage: 13.9 in Correction Factor(Cf gage): 1.1 Soil type: Sandy Clay (D) Modified Soil Type due to compaction: Clay (D) BMP Average Slope: 4 % UBS Volume,1%slope: 0.36 in UBS Volume,15%slope: 0.39 in UBS Volume corrected for slope: 0.37 in Cf gage x UBS Volume x BMP Area/12: 0.0048 acre-ft or, BMP Design Volume: 207 CF Stone no.2 Porosity: 35 % Stone no.2 design volume Required: 592 CF Pervious pavement area: 2,513 SF Required storage depth: 0.24 FT or, 2.8 in So lets use a minimum of 5'Stone No.2 below under-drain Page 2 of 2 CQ �� Mail To: lAssistant is C.Quai Hoi �.®V • `�� Omid Shaken Engineer ` of Campbell Owner' North First Street U Campbell,CA 95008 ® © WILL CALL Phone: (408)866-2157 Fax: (408)376-0958 E-Mail: dorisahncitvofcampbell.com Date: December 2,2016 Public Works Department Land Development Division 7-77777777777 Plan Check Cominents;for. : P_.lan_Check 'Status Submittal Comynents.from: ® Grading and Drainage ®1st Submittal Date: 12/2/16 ® Public Works Department: ❑ Off-Site Street Improvement ❑ 2nd Plan Check Date: Doris C. Quai Hoi ❑ Final Map ❑ 3rd Plan Check Date: ® Planning Department: ❑ Final Date: Stephen Rose Project Address: Street Address of Project Site Campbell, CA 95008 Enclosures) Plais Approved? ® Redlined plan check comments ®No ® List of Plan check comments ❑Yes ®Planning Department's comments Action ,. ® Return revised plans J ❑Site Plan , ® Itemized response letter to each comment ❑ Approved Tentative Parcel/Final Map ® Previous plan check comments ❑ Closure Calculations ®Redlined plan check comments ❑ Preliminary Title Report(last 6 months) ❑ Grant Deed ❑ Referenced Documents ❑ Public Works Conditions of Approval ❑ Assessor's Parcel Map ❑ Other Attached are plan check comments for the above specified plans. Return all comments to Public Works. Sincerely Doris J:\LandDev\Plan Check Comments\1-Specific Projects-Active Project in Progress\Parsons 1323\Plan Check]\Trans to OMID-grading.docx Rev 2/14 i , On-Site Grading Plan Check 1323 Parsons Avenue Grading Plans - Plan Check # 1 12102116 General Comments: 1. Please provide a response to these comments and those on the plans. If a comment was incorporated, reply with an "ok". If comment was not incorporated,indicate reason for not responding. 2. In the next resubmittal,a Development Fees and Outstanding Items List will be generated. 3. Provide a Horizontal Control Plan. There are no dimensions on the grading plans. 4. Provide details of the retaining wall. CC&R's Add language to the CC&R's for maintenance of the porous asphalt pavement and the detention pipe system. Include in the CC&R's, exhibits of sheets 3,4 and 5 of the Grading Plans. There should be additional language to the CC&R's identifying that only permeable pavement material similar to porous asphalt can only be used if replaced. Replacement of the porous asphalt will require a City of Campbell Grading and Drainage Permit. Any impervious materials used to replace the porous asphalt will mandate the site to meet the Municipal Regional Stormwater Permit (MRP) including the provisions of C.3. Grading and Drainage Plans Cover Sheet: 1. BLD2O16-01349 2. Use latest Grading Plans Cover Sheet,visit the City's website. 3. Route plans to the Geotechnical Engineer for review. Sheet#2: 1. Add Note to Sheet 2 of the Demolition Plan. a. Refer to Planned Development Permit for trees approved for removal.All other trees are to remain and be protected unless approved by the Planning Division.. l b. Any approved trees to be removed,requires the removal of the tree stumps. c. If there is a conflict between existing trees and new construction during the construction phase, (such as biotreatments,utilities,structures etc) and the existing tree was not identified to be removed,you must get approval from the Planning Department prior to removal. Trees without a removal permit cannot be removed. Sheet#3: 2.1 Where flush-curbs divide landscaping from porous asphalt, flush curbs are not ideal. This can easily-clog the voids in the porous asphalt. Raise curbs for distinct separation between landscaping areas and the porous asphalt. 3. In the picnic area where decomposed granite is being used, separate this material from porous asphalt with a raised curb. 4. Keep porous asphalt only within the common area,Lot A. Revise the plans to show a different type of permeable material in Lot 3. Remove the SUD system from Lot 3, contain this within the common area, Lot A. S. The Soils Report by American Soil Testing, Inc., states rain water discharge at downspouts must be directed into solid pipe to carry away the excess water and prevent water from collecting in the soil adjacent to the foundation. Therefore it is my understanding that downspouts to splash block is not acceptable. Revise plans accordingly. Drainage notes on this sheet conflict. 6. Area Drains should be designed so as to ensure that homeowners do not remove these AD's. It is recommended pouring concrete around pipe and AD to discourage removal and coverage from homeowner. Provide a detail on the type of decorative grate to be used. 7. Adjust Lot 2 property line to match the Tract Map. 8. Why do some locations have SDR21 and others SDR35? Is this practical during construction. Recommend using one type of piping. 9. SMP should verify that the PVC used for the irrigation line under the asphalt is rated for a fire truck load. Irrigation line is not shown only the 4 water lines. See L-2 of the Building Set. It calls out for a PVC SCH 40 at 18" deep. See L-2 of the Building Set. It calls out for a PVC SCH 40 at 18" deep. 10."Retainer kicker boards" at base of fence along the perimeter boundary of the entire development shall be of concrete or masonry material,not wood. See note 31 on Cover Sheet. Provide detail of the retaining wall. 11.Add a note to coordinate location of shrubs and trees in proximity to the area drains. Also coordinate with-the landscape architect on the proximity of trees to the existing sanitary sewer line along the rear yard of Lot 3 and 4. Or perhaps ensure type of trees chosen have shallow root systems. Also add notes to ensure that trees are not to be planted in the path of the drainage system. 12."Land Place is a private street; not City maintained"Add this note under Lot A. 13. Private Street cross section to be 2% max. 14. Include in Section 1-1,information to property line. 15.Why is Lot 4's FF and PAD elevation different from the rest of the lot? 16. Provide a maintenance plan on the grading plans. Sheet#4: 17. 1 don't understand why you cant use the common area for all utilities instead of additionally encumbering the lots with additional PUE's. 18. Section 2-2 shows the retainer curb but it is not shown on the plan view: Flush curb is not recommended. Provide a detail for the PCC retainer. Does it get doweled in with the asphalt? 19.Add a note that the 12"RCP connected into the public main storm drain line is a private lateral line and is the owner's maintenance responsibility. 20. Utility Plan doesn't show the water line for the irrigation. Doesn't seem to match the irrigation plan on the Building set of plans. 21.Sheet 4 says 75' detention pipe 48" dia PPP @ no slope INV 48" PPP 221.0,top of 48" PPP 225. Sheet 6 says "182 LF-72 diameter HDPE-detention pipe,perforated, .invert 39.0 at no slope. 22. In general at the inlets, identify direction of the storm drain line. Sheet#5: 23. Remove Pervious Material Design Criteria-Information was written twice. 24. Revise Pervious Material Design Criteria for the porous asphalt,remove all other unnecessary information. 25. BMP 1, 2, 3 are not identified on the plans. Also under self-treating,identify where the impervious area is^going to the BMP area in the table "Self treating BMP C.3 Volume Sizing. 26. Replace concrete pavement maintenance with porous asphalt maintenance. Include maintenance for the detention pipe. '27. Update Source Control Measures. 28.Updated Site Design Measures to reflect what you are doing for this specific project. Instead of referring to driveways use the term, private street (Land Place) for porous asphalt because the plans show concrete. Also refer to the Soils.report that impacts your comment on the site design measure for downspouts and splash blocks. 29.The swale cross section on Sheet#6 isn't illustrated on the plan view on Sheet S. On the L-1 planting plan in the building plan set,it doesn't show any type of swale with vegetation as shown on Sheet#6. Please review. Sheet#6: 30.Remove unused details. 31.The storm drain detention pipe details do not match the plan view on Sheet 4. Review and correct accordingly. Check pipe sizes, material type etc.,make sure they are all consistent. Provide a profile of this system. 32.Add a sign "Do not slurry seal or seal coat". Install the sign on Lot A where appropriate. 33.Splash block details refer to architectural plans. Architectural plans do not call out downspout locations. Coordinate accordingly. Sheet 3 Grading plans show the location of the downspouts. All sheets should be consistent with Sheet 3 of the Grading plans. 34.Identify on the grading plans finish material for the rear of the lots. Sample of maintenance requirements: Porous Asphalt Pavement Steps to maintain the infiltrative, capacity of the porous asphalt pavement. a) Quarterly vacuum sweeping (Vac-Assisted Dry Sweeper Only). b) Avoid blowing leaves, grass trimmings and other debris across asphalt pavement. c) Refrain from use of leaf blowers on pavement; it can force dirt and debris into pavement void spaces. d) Proper construction stabilization and erosion control are required to prevent clogging. e) Do not Seal-Coat or use similar surface treatment. f) Do not stockpile on bare pavement without any protection. g) Inspect sub-drain outlets yearly to verify they are not blocked. h) Inspect pavement after rains for ponding or other visible problems. If there are problems with standing water,vacuum sweeping with specialized equipment may be required. i) SMP Provide guidelines on the maintenance for the detention pond. r" j 1 Starm Drain Detention Pipe a) Remove any trash and debris b) Routinely clean trash capture screen devices c) Sediment removal d) Refresh any faded stencils or missing"Flows to Bay" emblem. e). Examine outlest and overflow structures and remove any debris plugging the outlets. f) Identify and minimize any sources of sediment and debris. Check rocks or orther erosion control and replace,when necessary. i layer of at least 12 inches of 3/4" clean crushed rock or drain rock up to 3/ of the height of the wall should be-placed between the facility and the retained material. Minimum 4-inch (schedule 40 or better) perforated pipes (perforation down) shall be included in the design to conduct excess water from behind the retaining structure. .6. All retaining walls shall be swale protected with at least a concrete lining. Surface waters shall not be allowed to flow into retaining wall sub drain, to approach the foundation, or to approach the crests. 7. Sub drain placed behind retaining walls should be approved and inspected by ,. American Soil testing representative prior to the placement of fill. 8. The walls should be supported on pier foundations designed in accordance with the recommendations presented previously under Foundation Design criteria. 9. We should have the opportunity for, a general review of all designs pertaining to facilities retaining a soil mass prepared for this project. General Construction Requirements 1. Where utility lines cross under or through perimeter footings and sand is used as backfill material, the trench shall be completely sealed by at least 3' concrete plug, to prevent moisture intrusion into the areas under the slabs and/or by compacting soil material for 5 feet on both sides of the exterior footings. 2. Rain water discharge at down spouts must be directed into solid pipe to carry away the excess water and prevent water from collecting in the soil adjacent to the foundation. The connection could be in a closed conduit which discharges at an approved location away from the structure. 3. If utility trenches are parallel to the sides of the building, they should not extend below a line sloping down and away at a 2 to 1(horizontal to vertical) slope from the bottom outside edge of all footings 21 File No. 16-4006-S American Soil Testing, Inc. i A 4. All trenches may be backfilled with the native material provided they are free of organic material and rocks over 4 inches in diameter or with approved imported granular material with the soil compacted to a 95% minimum relative compaction in paved areas and a 90% in other area. Site Drainage In order to prevent water seeping beneath footings, positive surface drainage should be provided at all times. To accomplish this.it is recommended that the site be graded to provide for the positive removal of surface water and to prevent ponding, both during and after construction. Where area drains are required, such as in depressed planter beds adjacent to foundation or the edges of slabs, the area drains can be connected to a solid pipe. Sub drain Extensive landscaping may seriously alter the surface drainage pattern. When landscaping, homeowners should avoid disrupting flow patterns created when the property was originally graded. If the building pad should be sub excavated in order to create the crawl space beneath the structure, we recommend that the sub drain be provided and connected to the catch basin or nearest appropriate receptacle. The sub drain shall consist of a 36-inches deep and 12 inches wide trench. A continuous minimum 4- inch diameter perforated plastic pipe (perforations down) shall be graded such that the water will flow toward the catch basin. The pipe should be encapsulated in filter fabric over a minimum of 4 inches of bedding. The trench should be backfilled using maximum 1- inch diameter concrete aggregate or drain rock up to 18 inches, the top portion of the trench should be backfilled by on site soil and compacted to not less than 90% relative compaction. Figure "A" shows schematically the installation of sub drain recommended. A proper outlet should 22 File No. 16-4006-S American Soil Testing, Inc. be provided at the lower end of each segment of sub drain. The outlet should consist of an unperforated pipe of the same diameter, connected to the perforated pipe and extended to a protected outlet -at a lower elevation, on a continuous gradient of at least one percent. A cleanout pipe should be provided 'at the high point of the pipe. A representative of our firm should be present during the sub drain installation, at this time additional recommendations based on exposed field condition and other grading adjustments may be given as deemed necessary by Soil Engineer. Native. 811 '. ./ Drain Roc 24" 36" 4" Dia. Perforated pipe with holes down 4� Trench cross section Subdrain Detail FIGURE A 23 File No. 16-4006-S American Soil Testing, Inc. f MEMORANDUM Community Development Department . OR CH k1"o Planning Division To: Doris Quai Hoi, Senior Civil Engineer Date: October 28, 2016 From: Stephen Rose,Associate Planner Subject: Parsons Avenue—Tract No. 1039, Street Improvement Plans, & Grading and Drainage Plans Address: 1323 Parsons Avenue The Planning Division has reviewed the above referenced application for a Tract Map. Based on a review of the permit materials, Campbell Municipal Code (CMC), and the City Council 2016 approval (Res. 12040 thru 12043 & Ord. 2207)the following issue(s)must be addressed prior to Planning Division clearance for issuance: PLAN REVISIONS Tract Map 1. -Plan Revisions: Prior to Tract Map submittal,the plans shall reflect the inclusion of the small sliver of driveway over Lot 2 into the Common Lot. Compliance with this requirement shall be to the satisfaction of the Director of Community Development. . Note:A revision to the plan (showing a hard cut on the corner of Lot 2) appears to have been made.Please provide a separate exhibit(which could be separate from the Tract Map) demonstrating that the full extent of the private drive occurs outside this area. Onsite Improvement Plans (Grading & Drainage) 2. Sheet(Multiple):Please revise the limits (property lines)of Lot 2 to match that shown on the Tract Map. 3: Sheet 1: Please provide an exhibit illustrating where the cut and filf(using shading) will occur. 4. Sheet 3: Fencing/Kickboard callout at the rear of Lot 3 &4 (and south of lot 4) should reflect that the fence in this area is unique and shall be a sound conditioned wall. It is unlikely that a standard kickboard(which would be separated from the rest of the fencing beyond/above) will provide acoustic isolation to satisfy the requirements. Further,provided the height of the wall proposed, it should be clear sufficient footing will be provided and a building permit obtained for this work. Offsite/Street Improvement Plans 5. Sheet 2 of 6: Please indicate the screening method for the six proposed domestic backflow preventers. In consideration of the proximity to the public sidewalk, and number of backflow preventers, a bench could be considered to hide/obscure these features from view. An 70 North First Street•Campbell,CA 95008-1423•TEL(408)866-2140•FAX(408)866-5140•E-MAILplanning@cityofcampbell.com Tract Map— 180 Redding Road Page 2 of 2 example of such an bench/screening enclosure can be seen as follows (the wood lid lifts— you could consider a more residential styled approach): -fflazom"Kill €�` a WOK �''m 3 9u q sue. 7 � FEES DUE 6. Planning Mitigation Monitoring Fee: Prior to issuance of a demolition permit,the applicant shall pay a$1,000.00 deposit to cover the actual staff cost to ensure compliance with the mitigation monitoring. 7. Park Impact Fee: A park impact fee in the amount of$54,453 is due (see calculation below). A minimum of seventy-five percent of this fee ($40,839.75) is due prior to recordation of the Final Map. The remaining twenty-five percent ($13,613.25) is due no later than prior to Building Occupancy. While payment in only the minimum amounts is required at any given stage, staff recommends (optional) payment of the full amount upfront to avoid potential delays when seeking a building final. (Condition of Approval No. 71 Park Fee Calculation $72,604—4 units @ $18,151 (<6 Units per Gross Acre) $18.151 —Credit for Existing Unit(I unit @ $18,151 for Low Density) $54,453—Total Park Fee Due ADDITIONAL REQUIREMENTS 8. Demolition of Existing Structures: Prior to recordation of the Tract Map, the applicant shall remove all on-site structures. _ 9. Covenants, Codes, and Restrictions (CC&Rs): Prior to recordation of the Tract Map, the applicant shall submit draft CC&Rs for review by the Community Development Director and City Attorney. PROJECT PLANNER CONTACT: Stephen Rose,Associate Planner (408) 866-2142 stephenrncitvofcamDbel] com cc: Paul Kermoyan, Community Development Director Doris Quai Hoi,Assistant Engineer J:\Parcel Maps&Lot Line Adjustments\2016\1323 Parsons Avenue-Tract Map,Grading&Drainage.doc 70 North First Street•Campbell,CA 95008-1423•TEL(408)866-2140•FAx(408)866-5140•E-MAIL planning@cityofcampbell.com PRE-CONSTRUCTION VS.POST-CONSTRUCTION IMPERVIOUS AREA COMPARISON PRE-CONSTRUCTION IMPERVIOUS AREA CALCULATION DESCRIPTION AREA SQFT. AREA ACRES PERCENTAGE MATERIAL HOUSE 2,117 0.049 6.4% ROOFING COVERED PATIO&PORCH 335 0.008 1.0% ROOFING AC DWY 473 0.011 1.4%AC WALKWAYS 549 0.013 1.7%CONCRETE TOTAL PROJECT IMPERVIOUS AREA 3,474 0.080 .10.4% IMPERVIOUS TOTAL PROJECT PERVIOUS AREA 29,788 0.6841 89.6% PERVIOUS TOTAL SITE AREA 33,262 0.7641 100.0% POST-CONSTRUCTION IMPERVIOUS AREA CALCULATION DESCRIPTION AREA SQFT. AREA ACRES PERCENTAGE MATERIAL HOUSE FOOTPRINT,LOT 1 1,945 0.045 5.8% ROOFING HOUSE FOOTPRINT,LOT 2 1,953 0.045 5.9% ROOFING HOUSE FOOTPRINT,LOT 3 1,874 0.043 5.6% ROOFING HOUSE FOOTPRINT,LOT 4 1,874 0.043 5.6% ROOFING PORCHE&WLK,PATIO,DWY APPROACH,LOT 1 104 0.002 0.3%CONCRETE PORCHE&WLK,PATIO,DWY APPROACH,LOT 2 104 0.002 0.3%CONCRETE PORCHE&WLK,PATIO,DWY APPROACH,LOT 3 94 0.002 0.3%CONCRETE PORCHE&WLK,PATIO,DWY APPROACH,LOT 4 101 .0.002 0.3% CONCRETE TOTAL PROJECT IMPERVIOUS AREA 8,049 0.185 24.2%IMPERVIOUS DWY APPROACH,LOT 1 467 0.011 1.4% POROUS AC DWY APPROACH,LOT 2 508 0.012 1.5% POROUS AC DWY APPROACH,LOT 3 849 0.019 2.6% POROUS AC DWY APPROACH,LOT 4 443 0.010 1.3% POROUS AC PERVIOUS PAVERS DRIVEWAY,STALLS,LOT A,LOT 3&LOT 4 7,246 0.166 21.8% POROUS AC PROJECT LANDSCAPE/GROUND 20,234 0.465 60.8% LANDSCAPE TOTAL PROJECT PERVIOUS AREA 25,213 0.579 76.8% PERVIOUS TOTAL SITE AREA 33,262 0.764 100.0% PRE VS.POST COMPARISON AREA SQFT. AREA ACRES PERCENTAGE PROJECT IMPERVIOUS AREA INCREASE 4,576 0.1061 13.8% INCREASE MAV 7 2016 Santa Clara Valley — Urban Runoff Pollution Prevention Program PROVISION C.3 DATA FORM Which Projects Must Comply with Stormwater Requirements? All projects that create and/or replace 10,000 sq.ft. or more of impervious surface on the project site must fill out this worksheet and submit it with the development project application. All restaurants,auto service facilities,retail gasoline outlets,and uncovered parking lot projects (stand-alone or part of another development project, including the top uncovered portion of parking structures)that create and/or replace 5,000 sq. ft.or more of impervious surface on the project site must also fill out this worksheet. Interior remodeling projects,routine maintenance or repair projects such as re-roofing and re-paving,and single family homes that are not part of alarger plan of development are NOT required to complete this worksheet. What is an Impervious Surface? An impervious surface is a surface covering or pavement that prevents the land's natural ability to absorb and infiltrate rainfalUstormwater. Impervious surfaces include,but are not limited to rooftops,walkways,paved patios, driveways,parking lots, storage areas,impervious concrete and asphalt,and any.other continuous watertight pavement or covering.Pervious pavement,underlain with pervious soil or pervious storage material(e.g., drain rock),that infiltrates rainfall at a rate equal,to or greater than surrounding unpaved areas OR that stores and infiltrates the water quality design volume specified in Provision C.3.d of the Municipal Regional Stormwater Permit(MRP),is not considered an impervious surface. For More Information For more information regarding selection of Best Management Practices_for Stormwater pollution prevention or stormwater treatment contact: 1. Project Information Project Name: APN# -77-1 Project Address: 152 3 8495-altlf zl}p ,�/17D13�L Cross Streets: Applicant/Developer Name: Project Phase(s): of Engineer: Project Type(Check all that apply): ❑ New Development ❑ Redevelopment L Residential ❑ Commercial ❑ Industrial ❑ Mixed Use ❑Public ❑ Institutional ❑ Restaurant ❑ Uncovered Parking ❑ Retail Gas Outlet ❑ Auto Service (SIC code) ❑ Other (5013-5014,5541,7532-7534,7536-7539) Project Description: �ub 121V1!�-100 Project Watershed/Receiving Water(creek, river or bay): SCVURPPP C.3.Data Form Page I of 4 November 2011 2. Project Size a.Total/�Site Area: b.Total Site Area Disturbed: Q ��acre i4 7�� acre (including clearing, or excavating) Proposed Area(fe Total Post-Project Existing Area(fe) } Replaced New Area(ftz) Impervious Area Roof Parking 0 Sidewalks and Streets .� c.Total Impervious Area d.Total new and replaced impervious area 9 ,ft A. Pervious Area Landscaping 219, �Zey 74- q34-1 Pervious Paving 7 Other(e.g.Green Roof) e.Total Pervious Area 2 /X. L Percent Replacement of Impervious Area in Redevelopment Projects (Replaced Total Impervious Area Existing Total Impervious Area) x 100% 3. State Construction General Permit Applicability: a. Is#2.b. equal to 1 acre or more? 0 Yes, applicant must obtain coverage under the State Construction General Permit (i.e., file a Notice of Intent and prepare a Stormwater Pollution Prevention Plan) (see. www.swreb.ca.gov/water issues/ ro rams/stormwater/constructio'n.shtml for details). No, applicant does not need coverage under the State Construction General Permit. 4. MRP Provision C.3 Applicability: a..Is#2.d. equal to 10,000 sq. ft. or more; or 5,000 sq. ft. or more for restaurants, auto service facilities,.retail gas outlets, and,uncovered parking? (*Note that for public projects,the 5,000 sq.ft. threshold does not take effect until 1211112.) ❑ Yes, C.3. source control, site design and treatment requirements apply VNo, C.3. source control and site design requirements may apply—check with local agency b. Is#2.f. equal to 50%or more? ❑ Yes, C.3.requirements (site design and source control, as appropriate, and stormwater treatment) apply to entire site ❑ No, C.3. requirements only apply to impervious area created and/or replaced 5. Hydromodification Management(EW) Applicability: a. Does project create and/or replace one acre or more of impervious surface AND is the total post-project impervious area greater than the pre-project (existing) impervious area? ❑ Yes (continue) 51"'No—exempt from HM, go to page 3 b. Is the project located in an area of HM applicability(green area) on the HM Applicability Map? (www.scvurpp-p-w2k.com/hmp maps.htm) ❑ Yes, project must implement HM requirements Q/No,project is exempt from HM requirements SCVURPPP C.3.Data Fomi Page 2 of 4 November 2011 6. Selection of Specific Stormwater Control Measures: Site Design Measures Source Control Measures Treatment Systems If Minimize land disturbed ❑ Alternative building ❑ None (all impervious surface J materials drains to self-retaining areas) L� Minimize impervious surfaces ❑ Wash area/racks, drain to LID Treahnent ❑ Minimum-impact street sanitary sewer ❑ Rainwater harvest and or parking lot design ❑ Covered dumpster area, use(e.g.,cistern or rain barrel drain to sanitary sewer2 sized for C.3.d treatment) ❑ Cluster structures/ pavement ❑ Sanitary sewer ❑ Infiltration basin ❑ Disconnected downspouts connection or accessible El Infiltration trench cleanout for swimming ❑ Pervious pavement pool/spa/fountain2 ❑ Exfiltration trench ❑ Green roof 0 Beneficial landscaping Li(Underground detention (mininuze irrigation,runoff, and infiltration system ❑ Microdetention in pesticides and fertilizers; (e.g.pervious pavement drain landscape promotes treatment) rock,large diameter conduit) ❑ Other self-treating area ❑ Outdoor material storage Biotreahnent 3 ❑ Self-retaining area protection ❑ Bioretention area ❑ Rainwater harvesting and ❑ Covers, drains for loading ❑ Flow-through planter .,rain barrel,cistern docks,maintenance bays, use(e.g., fueling areas ❑ Tree box with connected to roof drains) bioretention soils ❑ Preserved open space: p Maintenance(pavement ❑ Other ac. or sq. ft sweeping,catch basin .(circle one) cleaning,good housekeeping) ❑ Protected riparian and ❑ Storm drainlabeling Other Treatment Methods wetland areas/buffers ❑ Proprietary tree box filter4 (Setback from top of bank: ❑ Other �) ❑ Media filter(sand,4 compost, or proprietary media) ❑ Other ❑ Vegetated filter strips ❑ Dry detention basins ❑ Other Flow Duration Controls for Hvdromodification Management(HM). ❑ Detention basin ' ❑ -Underground ❑ Bioretention with outlet ❑ Other tank or vault control Optional site design measure;does not have to be sized to comply with Provision C.3.d treatment requirements. 2 Subject to sanitary sewer authority requirements. 3 Biotreatment measures are allowed only with completed feasibility analysis showing that infiltration and rainwater harvest and use are infeasible. 4 These treatment measures are only allowed if the project qualifies as a"Special Project". 5 These treatment measures are only allowed as part of a multi-step treatment process. SCVURPPP C.3.Data Form Page 3 of 4 November 2011 t 7. Treatment System Sizing for Projects with Treatment Requirements Indicate the hydraulic.'sizing criteria used and provide the calculated design flow or volume: Treatment System Component Hydraulic Sizing Design Flow or Criteria Used3 Volume (cfs or tuft.) 3Key: la:Volume—WEF Method lb: Volume—CASQA BMP Handbook Method 2a: Flow—Factored Flood Flow Method 2b: Flow-CASQA.BMP Handbook Method 2c:Flow—Uniform Intensity Method 3: Combination.Flow and Volume Design Basis 8. Alternative Certification: Was the treatment system sizing and design reviewed by a qualified third= party professional that is not a member of the project team or agency staff? ❑Yes ❑ No Name of Reviewer 9. Operation&Maintenance Information A. Property Owner's Name B. Responsible Party for Stormwater Treatment/Hydrotnodification Control O&M: a. Name: b. Address: c. Phone/E-mail: This section to be completed by Municipal staff. O&M Responsibility Mechanism Indicate how responsibility for O&M is assured. Check all that apply: ❑ O&M Agreement ❑ Other mechanism that assigns responsibility(describe below): Reviewed: Community Development Department Public Works Department Planning Division: Engineering: Building Division: Other(Specify): Return form to: Data entry performed by: SCVURPPP C.3.Data Form Page 4 of 4 November 2011 A' Mail To: Doris C.Quai Hoi ` �•®� •C~A�� Omid Shakeri Assistant Engineer -' Owner City of Campbell V .. 70 North First Street - Campbell;CA 95008 ® © WILL CALL Phone: (408)866-2157 ]Fax: (408)376-0958- �� 9-Mail:dorisah6kitvofcampbell.com: o'�CH'AO m Date: December 2,2016 Public Works Department Land Development Division - ,P�la�-Check,C`omments ® Grading and Drainage ®1st Submittal Date: 12/2/16 ® Public Works Department: ❑ Off-Site Street Improvement. ❑ 2nd Plan Check Date: Doris C. Quai Hoi ❑Final Map ❑ 3rd Plan Check Date: ®Planning Department: ❑Final Date: Stephen Rose Project Address: Street Address of Project Site Campbell, CA 95068 ''Enclrisure(s) s 2 1ans A� roved? ux rt' -, ®Redlined plan check comments No ® List of Plan check comments ❑Yes ®{.Planning Department's comments ACt1o11 F k Return revised plans ❑Site Plan ® Itemized response letter to each comment ❑Approved Tentative Parcel/Final Map ®Previous plan check comments ❑ Closure Calculations ®Redlined plan check comments ❑ Preliminary Title Report(last 6 months) ❑ Grant Deed ❑ Referenced Documents ❑Public Works Conditions of Approval ❑Assessor's Parcel Map ❑ Other Attached are plan check comments for the above specified plans. Return all comments to Public Works. Sincerely RECEIVE,) Doris JAN 2 3 2,017 Public Works Administratioij J-\IandDev\Plan Check Comments\1-Specific Projects-Active Project in Progress\Parsons 1323\Plan Check Mims to OMID-grading.docx Rev 2/14 on-Site Grading Plan Check 13.23 Parsons Avenue Grading Plans - Plan Check #1 12 0Z 16 General Comments: 1. Please provide a response to these comments and those on the plans. If a comment was incorporated,reply with an"W. If comment was not incorporated,indicate reason for not responding. 2. In the next resubmittal,a Development Fees and Outstanding Items List will be generated. 3. Provide a Horizontal Control Plan. There are no dimensions on the grading plans. 4. Provide.details of the retaining wall. CC&R's Add language to the CC&R's'for maintenance of the porous asphalt pavement and the detention pipe system. Include in the CC&R's,exhibits of sheets 3, 4 and 5 of the Grading Plans. There should be additional language to the CC&R's identifying that only permeable pavement material similar to porous asphalt can only be used if replaced. Replacement of the porous asphalt will require a City of Campbell Grading and Drainage Permit. Any impervious materials used_to replace the porous asphalt will mandate the site to meet the Municipal Regional Stormwater Permit(MRP) including the provisions of C.3. Grading and Drainage Plans Cover Sheet: � 1. BLD2016-01349 ✓ Use latest Grading Plans Cover Sheet,visit the City's website. D o/1e 3. Route plans to the Geotechnical Engineer for review. . Sheet#2: �/1. Add Note to Sheet 2 of the Demolition Plan. Pone,, a. Refer to Planned Development Permit for trees approved for removal.All- other trees are to remain and be protected unless approved by the Planning Division. b. Any approved trees to be removed,requires the removal of the tree stumps. _c. If there is a conflict between existing trees and-new construction during the construction phase, (such as biotreatments,utilities, structures etc) and the existing tree was not identified to be removed;you must get approval from . the Planning Department prior to removal. Trees without a removal permit cannot be removed. Sheet#3: 2.. Where flush curbs divide landscaping from porous asphalt,flush curbs are not ideal. This can easily clog the voids in the porous asphalt. Raise curbs for distinct separation between landscaping areas and the porous asphalt_ /3. In the picnic area where decomposed granite is being used,separate this material from porous asphalt with a raised curb. ✓4. Keep porous asphalt only within the common area;Lot A. Revise the plans to show a different type of permeable material in Lot 3. Remove the SUD system from Lot 3, contain this within the common area,Lot A. 00122. 5. The Soils Report by American Soil Testing, Inc.,states rain water discharge at downspouts must be directed into solid pipe to carry away the excess water and. prevent water from collecting in the-soil adjacent to the.foundation. Therefore it is my understanding that downspouts to splash block is not acceptable. Revise plans accordingly. Drainage notes on this sheet conflict. 616. Area Drains should be designed so as to ensure that homeowners do not remove these AD's. It is recommended pouring concrete around pipe and AD to discourage removal and coverage from homeowner. Provide a detail on the type of decorative grate to be used. 7. Adjust Lot 2 property line to match the Tract Map. _0012,e V 8. Why do some locations have SDR21 and others SDR35?Is this practical during construction. Recommend using one type of piping. Att Ye.V,s& 9. SMP should verify that the PVC used for the irrigation line under the asphalt is rated for a fire truck load. Irrigation line is not shown only the 4 water lines. See L-2 of the Building Set It calls out for a PVC SCH 40 at 18" deep. r 10."Retainer kicker boards" at base of fence along the perimeter boundary of the entire development shall be of concrete or masonry material, not wood. See note 31 on Cover Sheet Provide detail of the retaining wall. X-'11.Add a note to coordinate location of shrubs and trees in proximity to the area drains. Also coordinate with the landscape architect on the proximity of trees to the existing sanitary sewer line along the rear yard of Lot 3 and 4. Or perhaps ensure type of trees chosen have shallow root systems. Also add notes to ensure that trees are not to be planted in the path of the drainage system. 12."Land Place is a private street; not City maintained"Add this note under Lot A. orZE, ✓13. Private Street cross section to be 2%max. , 14.Include in Section 1-1,information to property line. ✓15.Why is Lot 4's FF and PAD elevation different from the rest of the lot? fzev,'Sed ta!'u 16.Provide a maintenance plan on the grading plans. O Aer Lots, Sheet#4: V"17.I don't understand why you cant use the common area for all utilities instead of additionally encumbering the lots with additional PUE's. Pay- 18.Section 2-2 shows the retainer curb but it is not shown on the plan view. Flush curb is not recommended. Provide a detail for the PCC retainer.Does it get doweled in with the asphalt? 19.Add a note that the 12"RCP connected into the public main storm drain line is a private lateral line and is,the-owner's'maintenance responsibility. 20.Utility Plan doesn't show the water line for the irrigation. Doesn't seem to match the irrigation plan on the Building set of plans. 21.Sheet 4 says 75'detention pipe 48"dia PPP @ no slope INV 48" PPP 221.0,top of 48" PPP 225. Sheet 6 says "182 LF-72 diameter HDPE detention pipe,,perforated, invert 39.0 at no slope. 22.In general at the inlets,identify direction of the storm drain line. Sheet#5: 23.Remove Pervious Material Design Criteria-Information was written twice. 24.Revise Pervious Material Design Criteria for the porous asphalt,remove all other unnecessary information. 25.BMP 1, 2, 3 are not identified.on the plans. Also under self-treating, identify where the impervious area is going to the BMP area in the table"Self treating BMP C.3 Volume Sizing. 26.Replace concrete pavement maintenance with porous asphalt maintenance. Include maintenance for the detention pipe. 27.Update Source Control Measures. r 28.Updated Site Design Measures to reflect what you are doing for this specific project Instead of referring to driveways use the term, private street(Land Place) for porous asphalt because the plans show concrete. Also refer to the Soils.report that impacts your comment-on the site design measure for downspouts and splash blocks. 29.The swale cross section on Sheet#6 isn't illustrated on the plan view on Sheet S. On the L-1 planting plan in the building plan set,it doesn't show any type of swale with vegetation as shown on Sheet#6. Please review. Sheet#6: 30.Remove unused details. 31.The storm drain detention pipe details do not match the plan view on Sheet 4. Review and correct accordingly. Check.pipe sizes,material type etc.,make sure they are all consistent. Provide a profile of this system. 32.Add a sign"Do not slurry seal or seal coat". Install the sign on Lot A where appropriate. - 33.Splash block details-refer-to architectural plans. Architectural plans do not call out downspout locations: Coordinate accordingly. Sheet 3 Grading plans show the location of the downspouts. All sheets should be consistent with Sheet 3 of the Grading plans. , 34.Identify on the grading.plans finish material for the rear of the lots. Sample of maintenance requirements: Porous Asphalt Pavement Steps to maintain the infiltrative capacity of the porous asphalt pavement. a) Quarterly vacuum sweeping(Vac-Assisted Dry Sweeper Only). b) Avoid blowing leaves,grass trimmings and other debris across asphalt pavement c) Refrain from use of leaf blowers on pavement; it can force dirt and debris into pavement void spaces. d) Proper construction stabilization and erosion control are required to prevent clogging.- -e) Do not Seal-Coat or use similar surface treatment f) Do.not stockpile on bare pavement without any protection. g) Inspect sub-drain outlets yearly to verify they are not blocked._ h) Inspect pavement after rains for ponding or other visible problems. If there are problems with standing water,vacuum sweeping with specialized equipment may' be required. i) SMP Provide guidelines on the maintenance for the.detention pond.. Storm Drain Detention Pipe a) Remove any trash and debris b) Routinely clean trash capture screen devices c) Sediment removal . d) Refresh any faded stencils or missing"Flows to Bay' emblem. e) Examine outlest and overflow structures and remove any debris plugging the outlets. f) Identify and minimize any sources of sediment and debris. Check rocks or orther 'erosion control and replace,when necessary. layer of at least 12 inches of 3/4" clean. crushed rock or drain rock .up to 3/4 of the height of the wall should be_placed between the facility and the retained material. Minimum 4-inch (schedule 40 or better) perforated pipes (perforation down) shall be included in the design to conduct excess water from behind the retaining structure. .6. All retaining .walls shall be swale protected with at least a concrete lining. Surface waters .shall not be allowed to .flow into retaining wall sub drain, to approach the foundation, or to approach the crests. 7. Sub drain placed behind retaining walls should be approved and inspected by o American Soil testing representative prior to the placement of fill. 8. The walls should be supported on pier foundations designed in accordance with the recommendations presented previously under Foundation Design criteria. 9. We should have the opportunity for a general review., of all designs pertaining to facilities retaining a soil.mass prepared for this project. General Construction Requirements .1. Where utility lines cross under or through perimeter footings and sand is used as backfill material, the trench shall be completely sealed by at least 3' concrete plug, to prevent moisture intrusion into the areas.under the slabs and/or by compacting soil material for 5 feet on both sides of the exterior footings. 2. Rain water discharge at down spouts,must be directed into solid .pipe to carry away the. excess water and prevent water from collecting in the soil adjacent to the foundation. The connection.could be in a closed conduit which discharges at an approved location away from the structure. 3..If utility trenches are parallel to the sides of the building, they should not extend below a line sloping down and away at a 2 to 1(horizontal to vertical) slope from the bottom outside edge of all footings 21 File No. 16-4006-S American Soil Testing,Inc. 4. All trenches may be backfilled with the native material provided they are free of organic material and rocks over 4 inches. in diameter or with approved imported granular material with the soil compacted to a 95% minimum relative compaction In paved areas and a 90% in other area. Site Drainage In order to prevent water seeping beneath footings, positive surface drainage should be provided at all times. To accomplish this it is recommended that the site be' graded to provide for the positive removal of surface water and to prevent ponding, both during and after construction. Where area drains are required, such as in depressed planter beds adjacent to foundation or the edges of slabs, the area drains can be connected to a solid pipe. Sub drain Extensive landscaping may seriously alter the surface drainage pattern. When landscaping, homeowners should avoid disrupting flow patterns created when the property was originally graded. If the buildinLy pad should be sub excavated in order to create the crawl space beneath the structure,- we recommend that the sub drain be .provided and connected to the catch basin or nearest appropriate receptacle. The sub drain shall consist of a 36-inches deep and 12.inches wide trench. A continuous minimum fl- inch diameter perforated plastic pipe (perforations down) shall be graded such that the water will flow toward*the catch basin. The pipe should be encapsulated in filter fabric over a minimum of 4 inches of bedding. The trench should be backfilled using-maximum 1- inch diameter concrete aggregate or drain rock up to 18 inches, the top portion of the trench should be backfilled by on site soil and compacted to' not less' than 90% relative compaction. Figure "A"' shows schematically the installation of sub drain recommended. A proper outlet should 22 File No. 16-4006-S American Soil Testing,Inc. be provided at the lower end of each segment of sub drain. The outlet should consist of an unperforated pipe of the same diameter, connected to the perforated pipe and extended to a protected outlet at a lower elevation, on a continuous gradient of at least one percent. A cleanout pipe should be provided at the high point of the pipe. A representative of our.firm should be present during the sub drain installation, at this time additional recommendations based on exposed field - condition and .other grading adjustments may be given as deemed necessary by Soil Engineer: NafivP• 811 Drain Roc 4" 36" 4"Dia.Perforated pipe with holes down / 1 /.11 / .. Trench cross section Subdrain Detail FIGURE A 23 ; File No. 16-4006-S American Soil Testing,Inc. of.cA,.I, MEMORANDUM Community Development Department •°RC H A0.°• Planning Division To: Doris Quai Hoi, Senior Civil Engineer Date: October 28,2016 From: Stephen Rose, Associate Planner Subject: Parsons Avenue—Tract No. 1039, Street Improvement Plans, &Grading and Drainage Plans f1v Address: 1323 Parsons.:Avenue The Planning Division has reviewed the above referenced application for a Tract Map. Based on a review of the permit materials, Campbell Municipal Code (CMC), and the City Council 2016 approval (Res. 12040 thru 12643 & Ord..2207) the following issue(s)must be addressed prior to Planning Division clearance for issuance: PLAN REVISIONS Tract Map 1. Plan Revisions: Prior to Tract Map submittal,the plans shall reflect the inclusion of the small sliver of driveway over Lot 2 into the Common Lot. Compliance with this requirement shall be to the satisfaction of the Director of Community Development. Note: A revision to the plan(showing a hard cut on the corner of Lot 2)appears to have been made. Please provide a separate exhibit(which could be separate from the Tract Map) demonstrating that the full extent of the private drive occurs outside this area. Onsite Improvement Plans (Grading&Drainage) 2. Sheet(Multiple): Please revise the limits (property lines)of Lot 2 to match that shown on the Tract Map.. 3: Sheet 1: Please provide an exhibit illustrating where the cut:and filf(using shading) will occur. 4. Sheet 3: Fencing/Kickboard callout at the rear of Lot 3 &4 (and south of lot 4) should reflect that the fence in this area is unique and shall be a sound conditioned wall. It is unlikely that a standard kickboard (which would be separated from the rest of the fencing beyond/above) will provide acoustic isolation to satisfy the requirements. Further,provided the height of the wall proposed, it should be clear sufficient footing will be provided-and a building permit obtained for this work. Offsite/Street Improvement Plans 5. Sheet 2 of 6: Please indicate the screening method for the six proposed domestic backflow preventers. In consideration of the proximity to the public sidewalk,and number of backflow preventers, a bench could be considered to hide/obscure these features from view.An 70 North First Street•Campbell,CA 95008-1423•TEL(408)866-2140•FAx(408)866-5140•E-MAIL planning@cityofcampbell.wm Tract Map— 180.Redding Road Page 2 of 2 example of such an bench/screening enclosure can be seen as.follows (the wood lid lifts— you could consider a more residential styled approach): t. ..,. -...��_,. ._—� _.-�.- .-.sue.. .,_.._ ... .a.x.:>.,. _,. ._..... ,......__ �..s.,'...:........-.»...__...._.-.....:._._. FEES DUE 6. Planning Mitigation Monitoring_Fee: Prior to issuance of a demolition permit,the applicant shall pay a$1,000.-00 deposit to cover the actual staff cost to ensure compliance with the mitigation monitoring. 7. .Park Impact Fee: A park impact fee in the amount of$54,453 is due (see calculation below). A minimum of seventy-five percent of this fee($40,839.75) is due prior to recordation of the.,. Final Map. The remaining twenty-five percent ($13,613.25) is due no later than prior to Building Occupancy. While payment in only the minimum amounts is required at any given stage, staff recommends (optional) payment of the full amount upfront to avoid potential delays when seeking a building final. [Condition of Approval No. 71 Park Fee Calculation $72,604—4 units @ $18,151 (<6 Units per Gross Acre) 18 151 —Credit for Existing Unit(1 unit @$18,151 for Low Density) $54,453—Total Park Fee Due ADDITIONAL REQUIREMENTS 8. Demolition of Existing Structures: Prior to recordation of the Tract Map, the applicant shall remove all on-site structures. 9. .Covenants, Codes, and Restrictions (CC&Rs): Prior to recordation of the Tract Map, the applicant shall submit draft CC&Rs for review by the Community Development Director and City Attorney. PROJECT PLANNER CONTACT: Stephen Rose,Associate-Planner (408) 866-2142 stepherir.cni,cityofcampbell.com cc: Paul Kermoyan,Community Development Director Doris Quai Hoi,Assistant Engineer J:\Parcel Maps&Lot Line Adjustments\2016\1323 Parsons Avenue-Tract Map,Grading&Drainage.doc 70 North First Street•Campbell,CA 95008-1423•TEL(408)866-2140•FAx(408)866-5140•E-MAIL planning@cityofcampbell.com i RECEIVE-D 2-7 2016 Public Works Administration Soil and Foundation Investigation of Proposed 4 Single Family Residences 1323 Parsons Avenue Campbell, California Prepared for Mr. Omid Shakeri 12280 Saratoga Sunnyvale Rd. Suite 109 Saratoga, CA 95070 American Soil Testing, Inc. 2734 S. Bascom Avenue San Jose, CA 95124 (408) 559-6400 I/ l American Soil Testing, Inc. Soil, Foundation and Environmental Engineers 2734 S.Bascom Avenue,San Jose, CA 95124 408-559-6400-Fax 408-559-6688 www.antericansoiltestinainc.com File No. 16-4006-5 April 29, 2016 Mr. Omid Shakeri 12280 Saratoga Sunnyvale Rd. Suite 109 Saratoga, CA 95070 Subject: Proposed4 single family residences 1323 Parsons Avenue, APN: 414-37-008 Campbell, California Soil and Foundation Investigation Gentlemen Per your request and authorization, our firm has performed a Soil and Foundation Investigation for the above-mentioned project. The site is located at 1323 Parsons Avenue in Campbell, California. Our findings indicated that the proposed 4 one or two story wood framed single family residences may be constructed on the above mentioned property provided the recommendations contained in this report are carefully followed and implemented during construction. This report presents our findings on the surface and subsurface soil investigation, laboratory test results, field and office studies. i File No. 16-4006-5 American Soil Testing, Inc. We are pleased to have been of service to you in this matter. Should you have any question or require additional information, please feel free to call our office at your convenience. Very truly yours, American Soil Testing, Inc. Ben Rahimi, MSCE, EP Senior Project Engineer Andrew A. Ghofrani, P.E. R.C.E. # 38159 Expire: 3-31-17 LO I 1 21 Z ES79 5� C.iIL � California Code of Regulations,Title 16,Division 5, .400-476 Article 1.General Provisions 411.Seal and Signature.(Partial)(e) The Seal shall be capable of leaving an electronically-generated representation on the documents. The signature may be applied to the documents electronically. Please contact American Soil Testing if Authenticity is questionable:408-559-6400 2 File No. 16-4006-S American Soil Testing, Inc. TABLE OF CONTENTS PAGE INTRODUCTION 4 SITE DESCRIPTION AND LOCATION 4 FIELD INVESTIGATION 4 LABORATORY INVESTIGATION 5 SUBSURFACE CONDITIONS 5 SEISMIC DESIGN 6 GRADING SPECIFICATIONS 12 FOUNDATIONS DESIGN CRITERIA 15 CONCRETE SLABS-ON-GRADE 18 RETAINING WALLS 20 GENERAL CONSTRUCTION 21 SUB DRAIN 23 PLAN REVIEW AND CONCLUSIONS 24 LIMITATIONS 25 APPENDIX A 26 VICINITY MAP 27 SITE PLAN 28 APPENDIX B 29 LOGS OF BORINGS 30-33 PLASTICITY INDEX 34 KEY TO EXPLORATORY BORING LOGS 35 3 File No. 16-4006-5 American Soil Testing,Inc. SOIL INVESTIGATION Introduction The purpose of the soil investigation was to gather sufficient data to provide recommendations for foundation engineering. This report presents an explanation of how we conducted that investigation, the results of the testing program, our conclusions based upon their results, and our recommendations for earthwork and foundation design to best suit the proposed development to the existing natural conditions. Site Description and Location of Project The site is located at1323 Parsons Avenue in Campbell, California. APN: 414-37-008 At the time of our investigation the subject property was an existing one story single-family dwelling with an attached two car garage. The Structure was built in 1950. The lot was approximately 32,155 SF irregular shaped parcel of land. The site is flat and slightly higher than the street level. The proposed structures will be constructed at designated pads, which will be located at later date. We observed a few small to midsize trees limited landscaped areas inside of the property. At the time of our site visit, the property access was through Parsons Avenue. Field Investigation After consideration of the nature of the proposed development, review of available data on the area, and discussion with the client, a field investigation was conducted at the project site. It included a surface site reconnaissance to detect any unusual surface features and drilling of four borings on 4-13-2016 to determine subsurface soil characteristics. The approximate boring location is shown on Appendix A, Figure 2. The soil encountered was logged in the field. Relatively undisturbed subsurface samples 4 File No. 16-4006-5 American Soil Testing, Inc. i 1 1 t were obtained by hammering a split tube sampler into the natural ground. The boring log, Figures 1-4 (Appendix B) is graphic representation of the soil profile, showing the depths at which the samples were obtained. Laboratory Testing Parameters Samples were reviewed along with field logs to determine which would be analyzed further. Those chosen for laboratory analysis were considered representative of soil that would be exposed and used during grading. And those deemed to be within the influence of the proposed structure. Liquid limit and plasticity index (Atterberg limits) indicate the plasticity Characteristics of a soil, ASTM D 4318. The estimates are based on test data from the survey area or field examination. Maximum density was performed to estimate the moisture-density relationship of typical soil materials. The tests were performed in accordance with ASTM designation D 1557-12. Classification of the soils is determined according to the Unified soil classification System (ASTM, D2487) American Society for Testing and Materials (ASTM). 2011. Standard classification of soils for engineering purposes. ASTM Standard D2487. The Unified system classifies soils according to properties that affect their use as construction material. Soils are classified according to particle-size distribution of the fraction less than 3 inches in diameter and according to plasticity index, Liquid Limit and organic matter content. Silty and clayey soils as CL Two groups can have a dual classification, for example, ML-CL. The results of laboratory tests are summarized on Appendix "B". 5 File No. 16-4006-S American Soil Testing, Inc. Subsurface Conditions After reviewing the laboratory test data, boring logs and examination of the soil samples collected in different depths, the subsurface soils underlying the project site appears to be relatively uniform throughout the area. The,upper silty clay has a low to moderate expansion potential. The surface and near surface soils consist of very stiff brown Sandy Silty Clay with large gravel and cobbles at the lower depth. Seismic Design Criteria The subject site is located in the seismically active San Francisco Bay region; therefore any structure within this area will most likely be subjected to strong ground shaking sometime during its actual lifetime. Major Faults like San Andreas Faults, Calaveras Faults and Hayward Faults have produced large magnitude earthquake in the past and can be expected to do so within the next 50 years. It is reasonable to assume that the proposed building will be subjected to at least one moderate to severe earthquake during the 50 years period following construction. During such an earthquake, severe ground shaking will occur at the site. The proposed residence is to be designed in accordance with the applicable provisions set forth in the current edition of the California Building Code (CBC). The following may be used from the California Building Code, CBC, 2013 Edition: Conterminous 48 States 2009 NEHRP Seismic Design Provisions 2010 ASCE 7 Standard Address: 1323 Parsons Avenue in Campbell, California ;from geocoder._ca_._.__..__.,latitude _ longitude......_.... ._.. _ - altitude_�- decimal ;37.268111 '-121 944583 deg-min-sec F37 16 5.1996 1 -121° 56' 40.4988" 6 File No. 16-4006-S American Soil Testing, Inc. d z 1t 5 �• � ,i� C'. :�1 I E - - I a.__._,_".-�_ . User—Specified Input Report Title: 1323 Parsons Avenue Campbell, CA, 95008 Building Code Reference Document: ASCE 7-10 Standard(which utilizes USGS hazard data available in 2008) Site Coordinates: 37.26811°N, 121.94458°W Site Soil Classification: Site Class D— "Stiff Soil" Risk Category: UIUIII , .."""_s_..._." .� un►1_ale' _`' �-o-��n�iajr �� ,�.�J•r ��-z ! t 1 sj� lurn Rock ��d`� � '��.- 4 a�,\ c'.r 1 � � �{ `�� '.•� r— • rIT 1' __ 9 � • 3 V� Ir� � r a+:= `y� k\1' }�ray �' `'� -�� '�dp�r.,•: .,� If tamp en, ..y �� ____ i '�,.� � �•�� j? r��its �♦ � � .+�. _ rSaYOF6 jf f?4 pit fi - r °t ti �I � � ,,j1 r �-T _;�'�`•'.`:—` "fit* a i ril Hilt Nj USGS—Provided Output Ss = 1.904 g SMs = 1.904 g SDS = 1.269 g S1 = 0.652 g SM1 = 0.977 g SDI = 0.652 g File No. 16-4006-S American Soil Testing, Inc. 2 20h7GER Response Spectrum Design Response Spectrum 1.d3 2.DO 1.30 1.B0 1.17 1.60 1.04 1.40 0.91 17 1.20 D.78 fn 1.00 y 0.65 O.BO 0.52 0.60 0.39 0.40 0.26 0.20 0.13 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.B0 2.00 0.00 0.20 0.40 0.6D 0.90 1.00 1.20 1.40 1.60 1.20 2.00 Period,T(sec) Period,T(sec) Structure Engineer for this project should make his own independent evaluation as to the applicability of the seismic design criteria presented in the CBC, 2013 Edition. Consideration should also be given to anchoring or otherwise stabilizing freestanding appliances or home furnishings, which may be prone to toppling during seismic vibrations. Potential Geologic and Geotechnical Hazards: Secondary effects of seismic activity, which are normally considered as potential hazard to the site, include several types of ground failure. Various general types of ground failures, which might occur as a consequence of several ground shaking including land sliding, ground subsidence, ground lurching, shallow ground rupture, and liquefaction. The probability of occurrence of each type of these ground failures depends on the severity of the earthquake, distance from faults, topography, subsurface conditions, ground water elevation, and other factors. Seismic Shaking: Ground Shaking, this hazard is common to all properties in California. Mitigate by proper structural design and by following the recommendations presented in our Soil and Foundation Investigation Report. s File No. 16-4006-S American Soil Testing, Inc. r" The site is located in the seismically active San Francisco Bay Area. Several major earthquakes, which have been produced by movement on one of the principal active faults, affected the region during historic time. These earthquakes include the 1868 earthquake on the Hayward Fault and the 1906 San Francisco and recent 1989 Loma Prierta earthquakes originating on the San Andreas Fault. Considering the past seismic history of the region, the site will be affected by strong seismic shaking during the expected lifetime of the proposed building. The intensity of shaking is determined by the distance of the site to the seismic source and the properties of the material along the path of the transmitted energy. To mitigate the shaking effects, all structures should be designed using engineering judgement and the latest Building Code requirements and the latest standards of practice design methods. Seismic design provisions of current building codes generally prescribe minimum forces applied statically to the structure, combined with the gravity forces of dead and live loads. The code- prescribed lateral forces are generally considered to be substantially smaller than the forces that would be associated with major earthquake. Therefore, structures should be able: (1) Resist minor earthquake without damage. (2) Resist moderate earthquakes without structural damage but with some nonstructural damage and (3) Resist major earthquakes without collapse but with some structural as well as nonstructural damage. Conformance to building code recommendations does not constitute any kind of guarantee that significant structural damage would not occur in the event of a maximum magnitude earthquake. However, it is reasonable to assume that a well-designed and well-constructed structure will not collapse or cause loss of life in a major earthquake. Lurching: Ground lurching is a result of the rolling imparted to the ground during 9 File No. 16-4006-5 American Soil Testing, Inc. i energy released by an earthquake. Such rolling motion causes ground cracks to form. The potential for the formation of these cracks is considered greater at contacts between deep alluvium and bedrock. Such an occurrence is possible at other locations in the Bay Area, but based on the site location; it is our opinion that the offset is expected to be nil. Liquefaction: Soil liquefaction is a phenomenon in which saturated, cohesionless, loose soil experience a temporary, but essentially total loss of shear strength when subjected to reversing cyclic shear stresses caused by earthquake ground shaking. The soil material encountered in the borings drilled consist of stiff to very stiff silty clay. Groundwater was not encountered. The clayey material encountered has no potential for liquefaction. Lateral Spreading: Such seismically generated movements are induced in areas with weak soils near open cuts or slopes or in the areas of moderate to high liquefaction potential. The subject site is level-ground at the building pad and pool area and moderate slope at the easterly side. Exploratory borings on the property encountered well- consolidated soil at shallow depths. The potential for ground failure from liquefaction, lateral spreading or other seismically activated ground failure appears low. io File No. 16-4006-S American Soil Testing, Inc. i '� R�a` ,k"'e^.,,, �' •.�z'"k. "'w r "*a�„ �'��'�-"�.��'s� �� a,��.h � •' � - ._._..nor,��, - `'``a•, trl' � � i� � �l3rsY S.Y < ��, � ;�� "T'ys••� �.�w'-a h� ��^.,>g tz4t�� '1;, !�"t�«/^'"yp� .rj �.Y•a3M 7 ``f,/,j �+" 5"a �pl)I13t1N�sX`'�'•''�I. ti.ija�-' .x'r'y �!5 x •! �w `<. . - vw [1 ,�. �hz u 'Cc>�s{ 7U° for atta oraenr� p� { [rtlutb a y c r ti, tnanitxitlre'Ex zx;g �BRB! earElhquske_sEroma2ODGto2Kf3l-'- re�.ilt.i ncorjs�arat�a'S�vdc'3s � �a ."T'^ tt� 4irkq�etr y2°#0 of CJ73$T{e3 not onshowm-fauTta. ,ei:. ' ray +,'�k,? u, `' r.�.! "V C�I'�+t,R i•, .y, ® ,a _ �, '� �j .I„�• ,�G,�I'; ":ti""^,4"'�'" IC�aCair] ��' �� g,�� r''=n."7� v�.�.s`\e�iC+scfii�• ¢t�, c+ s rp�'� ' �F i. �� ,� 4 � i� "h`•w� ��4riw_ 6'ab`�g�,ea q� h "'JtC1L,�Al��. A41Chrd Fsi Sreti7. LU S. ' a-, *� Fiuti•wkl � '` � ttA�ermr��'� a„Y ,J�` �:.. 47 iUr'T—ti- 1�' Esf? urban a '- ' ¢ a 40 New odda;c magnitude " y�� 41$f1y9 7s. � � ti z ��• �� 4 r bef&e-21738 rdac �i W I nib Y M1� ix s g+ ``:SM1 a f'� $, icatedfault '�.. � o• SaYrCsirax r ^nc. premq.relyr iniiu�ls�i`: . in pr&6 EN Y}r Irn. ream-s qua}ca addrs—�-" '.�, I>sds, d :;�--" � �,��,,� �� •, elangf-nTtsegrni�nts., � �dyiiL fi4 Imcl`uid'ual f�[i presbabilir��s .s.e f �rti4;latinl�� '�'�'�� '�.�•, �`�k�:� uricRct0ra'by 5'tci Y o°4� " wT URL http://quake.wr.usgs.gov/seismology/wg02 Earthquake Probability Map Figure 1. The threat of earthquakes extends across the entire San Francisco Bay region, and a major quake is likely before 2030. Knowing this will help people make informed decisions as they continue to prepare for future quakes. File No. 16-4006-S American Soil Testing, Inc. RECOMMENDATIONS Grading Specifications 1. The placement of fill and control of any grading operations at the site shall be done in accordance with the recommendations of this report prepared by American Soil Testing Inc. These recommendations set forth the minimum standards to satisfy all requirements of this report: 2. All existing surface and subsurface structures that will not be incorporated in the final development shall be removed prior to any grading operations. These objects shall be accurately located on the grading plans (prepared by the project Civil Engineer) to assist the Field Engineer in establishing proper control over their removal. This is to include but not be limited to any basements, utility lines, underground tanks, and any other improvements. A representative of American Soil Testing Inc. shall be present during the demolition operation. 3. All organic surface material and debris, including organically rich top soil estimated to be 2-4 inches deep, shall be stripped prior to any other grading operations and transported away from all areas that are to receive improvements or structural fill. These organically contaminated soils may be stockpiled for later use in landscaping areas. This material is not suitable for use as structural fill. In addition, any trees that are not being included in the final development must be removed. This removal is to include a thorough cleaning of all underground roots. 4. The depressions left by the removal of any surface and subsurface structures shall be cleaned of all debris and backfilled with clean, native, on-site soil. This backfill shall be compacted to not less than 90% relative compaction in accordance with ASTM test procedure D1557- 12. ASTM D1557-12 Standard Test Methods for Laboratory Compaction 5. Following the stripping operations, the exposed surface shall be scarified to a depth of not less than 12 inches, conditioned as necessary (3 to 4 percent above optimum moisture content) and compacted to 90% relative compaction according 12 File No. 16-4006-5 American Soil Testing, Inc. to ASTM.test procedure D1557- 12. At this point, the pad area will be in condition to receive compacted fill. Based on exposed field condition if deemed necessary, Soil Engineer may provide additional recommendation in the field. 6. All structural fill whether imported or native soil shall be placed in uniform horizontal lifts of not more than 6 to 8 inches in uncomplicated thickness and compacted to not less than 90% relative compaction using the ASTM test procedure D1557-12. Five feet around the entire perimeter of the building pad shall also be compacted to not less than 90% relative compaction using the above- mentioned procedure. Before compaction begins, the fill shall be brought to a water content that will permit proper compaction by either: 1) Aerating the material if it is too wet, or 2) spraying the material with water if it is too dry. Each lift shall be thoroughly mixed before compaction to assure a uniform distribution of water content. When fill material includes rocks, nesting of rocks will not be permitted, and all voids shall be carefully filled and properly compacted, No rocks larger than 4 inches in diameter shall be used in the construction of the building pad. 7. The Soil Engineer shall be notified at least 48 hours prior to commencement of any grading operations so that he may coordinate the work in the field with the Grading Contractor. 8. All imported borrow must be sampled, tested and approved by the Soil Engineer prior to being brought to the site. Import soil must have a plasticity index no greater than (12) and an "R" value greater than (25). 9. All grading work shall be observed and approved by a Soil Engineer from American Soil Testing Inc. 10. In the event that any unusual condition not covered by the special provisions is encountered during the grading operations, the Soil Engineer shall be immediately notified for further recommendation. 13 File No. 16-4006-S American Soil Testing, Inc. Trench and over excavation area backfill Utility, pipeline trenches and over excavation areas should be backfilled with compacted structural fill. If on-site soil is used, the material should be placed in lifts not exceeding 8 inches in uncompacted thickness and compacted to at least 90 percent relative compaction by mechanical means only. Imported sand may also be used for backfilling trenches provided the sand is compacted to at list 90 percent relative compaction. In all Building pad areas and pavements, the upper 3 feet of trench backfill should be .compacted to at least 95 percent relative compaction where imported sand backfill is used. In addition the upper 8 inches of all trench backfill in pavement area should be compacted to at least 95 percent relative compaction (ASTM D1557-12. Water Wells All water wells (if any) on the site, which are to be abandoned, shall be capped according to the requirements of the Santa Clara Valley Water District. The final elevation of the top of the well casing must be a minimum of 3 feet below any adjacent grade prior to any grading operations. In no case shall a building foundation be placed over a capped well. 14 File No. 16-4006-S American Soil Testing, Inc. FOUNDATION DESIGN CRITERIA The proposed structure may be supported on continuous perimeter footings with isolated interior spread footings or piers and grade beam type of foundation. 1. All continuous perimeter and isolated interior spread footings shall be founded a minimum 24 inches below the pad or 18 inches below the lowest adjacent grade. For the above conditions, the footings may be designed for an allowable bearing value of 1800 p.s.f. for both continuous strip footing and isolated interior spread footings. This bearing value is for dead plus live loads and may be increased by one-third to include short-term seismic and wind effects. 2. All footing located adjacent to utility trenches should have their bearing surfaces below an imaginary 2:1 (horizontal to vertical) plane projected upward from the bottom of the trench. All continuous footing should be designed with adequate top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities. 3. The final design of the foundations and reinforcing required shall be determined by the project Structural Engineer responsible for the foundation design. It is suggested that the foundation design be reviewed by American Soil Testing Inc. prior to construction. Pier & Grade Beam Friction piers and grade beam construction is another type of foundation. As alternative type of foundation, the proposed structure may be supported on drilled, cast-in-place, straight-shaft piers and grade beam type foundation. 1. The piers should be at least 16 inches in diameter and should penetrate a minimum of 6 feet below the bottom of the grade beams. The piers shall be designed based on skin friction acting between the soil and the piers using the design friction value of 450 p.s.f. for dead plus live loads. 15 File No. 16-4006-5 American Soil Testing, Inc. A coefficient of friction of 0.30 and a passive pressure equal to an equivalent fluid weighing 250 pounds per cubic foot starting at the top of the lowest adjacent grade can be used. To assure that the passive resistance is developed, the footings either should be poured directly against undisturbed materials 2. The upper 24 inches of pier depth should be ignored when computing skin friction, which is due to seasonal moisture changes in the top layer. 3. The depth and spacing of friction piers will depend upon the structure loads transmitted to the piers and based on the surface friction value. 4. All piers should be reinforced with minimum of four#4 bars for their full length with the reinforcement of the pier tied at least 12 inches to the top reinforcement of the grade beam. The piers should have a minimum spacing of three pier diameters. 5. The grade beam should be found a minimum of 12-inches below adjacent pad grade and should be reinforced with a minimum of four # 4 bars, two near the top and two near the bottom. The steel from the piers should extend sufficient distance into the grade beams to develop its full strength in bond. If the grade beam is to be cast directly on the compacted pad, grade beams should be constructed on a firm, moist sub grade and all drying cracks in the sub grade must be closed by sprinkling, flooding, or other methods. 6. All pier holes should be inspected by our firm representative to ascertain that proper penetration has been achieved, and the supporting soils should not be allowed to dry before the hole is filled with concrete. 7. Should unusual or unexpected soil conditions be encountered, the AST Project Engineer may alter the depth of the piers at time of the construction. 8. At the time of placing of concrete for pier foundation, the pier tops should not be allowed to mushroom out or have spillage at the side of the grade beams, the excess concrete should be trimmed to the design size. 16 File No. 16-4006-S American Soil Testing, Inc. 9. The bottoms of the pier should be dry and reasonably free of loose soils prior to installing reinforcing steel and placing concrete. 10. This recommendation is not a substitute for structural design of the friction piers; therefore the final design of the foundations and reinforcing required shall be determined by the Structural Engineer responsible for foundation design. Settlements Since all foundations will be extended into competent materials total and differential settlements under spread and continuous footing are expected to be within tolerable limits. Vertical movements are not expected to exceed 1 inch, and differential movements should be within the normal range (3/4 inch) for the anticipated column spacing and loads. Slight settlements should be considered in the design of foundations and proposed structures 17 File No. 16-4006-S American Soil Testing, Inc. CONCRETE SLABS-ON-GRADE CONSTRUCTION We recommend the following for all slab-on-grade construction: All slab-on-grade shall be supported on a minimum of 6 inches thick capillary break material such as, 3/4" clean crushed rock or permeable aggregate and 2 inches of sand should be used between the finished Sub grade and concrete slab for all interior slabs along with a minimum of 10 mil thick polyethylene or its equivalent vapor membrane which shall be placed between the crushed rock and the sand. Minimum reinforcement should consist of at least #4 rebar, 18 inches on center both ways for shrinkage control to minimize the impact of expansion. However, slab reinforcing could exceed the minimum requirements depending on the anticipated usage and loading conditions. Proper expansion and contraction joints shall be provided in the slab to minimize the cracks in the slab. Concrete slabs around the landscaping area should be protected from water seepage. The water seepage from these areas usually creates over-saturation of the base rock and the sub grade, thereby causing unstable conditions. Henceforth, we recommend the following: Provide vertical cut-off or a deep vertical curb section all along the landscaping areas. The vertical cut-off should extend through the base rock and a minimum of six inches into the sub grade. This will limit.the water seepage into the adjacent concrete slabs. Positive surface drainage (minimum 2%) shall provide at all times adjacent to the building to direct water away from the foundations and slabs to suitable discharge facility, during and after the construction phase of the project. If deemed necessary by the Soil Engineer, prior to placing the vapor membrane or pouring concrete, the sub grade shall be moistened with water to reduce the swell potential. The sub grade soils under the slabs area should be water conditioned to 18 File No. 16-4006-5 American Soil Testing, Inc. \1 5 � raise the water content; spraying the water at least a day prior the concrete is poured can do this. Minor cracking of the concrete slabs on grade should be anticipated due to long-term differential movement of any underlying fill or natural soil. The project Structural Engineer should be determined the exact thickness and reinforcements based on the design live load and dead load. Garage slab Construction For the slab construction in garages, the slabs should be underlain by a minimum of 12 inches layer of permeable aggregate base or 3/4" clean crushed rock and should be poured structurally independent of the foundations or any fixed members. Expansion ioints shall be constructed in the slab at least 10 feet from the interior face of the walls. If deemed necessary by the Soil Engineer, prior to pouring concrete, the sub grade shall be moistened with water to reduce the swell potential. The sub grade soils under the slabs area should be water conditioned to raise the water content; spraying the water at least a day prior the concrete is poured can do this. Minor cracking of the concrete slabs on grade should be anticipated due to long-term differential movement of any underlying fill or natural soil. The project Structural Engineer should be determined the exact thickness and reinforcements based on.the design live load and dead load. 19 File No. 16-4006-S American Soil Testing, Inc. RETAINING WALLS 1. Retaining walls (if any) should be designed for a lateral earth pressure (active) of 50 pounds equivalent fluid pressure, plus surcharge loads for sloping surfaces flatter than 4:1. If the retaining walls are restrained from free movement at both ends, or have 3:1 back slopes, they shall be designed for the earth pressure resulting from 65 pounds equivalent fluid pressure, to which shall be added any surcharge loads. 2. The effects of earthquakes my be simulated by applying a horizontal line load surcharge to the stem of the wall at a rate of 18x Hz lb/ horizontal foot of wall, where H is the height of the surface of the backfill above the base of the wall. This surcharge should be applied at a.height of 0.6 H above the base of the wall. 3. A coefficient of "friction" of 0.30 may be used to calculate the ultimate resistance to horizontal sliding of the wall base over the ground beneath the base. 4.' An equivalent fluid pressure of 250 p.s.f./ft may be used to calculate the ultimate passive resistance to lateral movement of the ground in front of the toe of the wall and in front of any "key" beneath the toe or stem of the wall. It is recommended that upslope retaining walls have freeboard to provide catchments for debris flows and minimize the potential for overtopping of the wall surficial slough. Gradient of the Unrestrained Passive Coefficient of back slope equivalent fluid Resistance friction pressure (p.c.f.) Flat to 4:1 50 250 0.30 3:1 or Restrained 65 250 0.30 5. The above values assume a drained condition and moisture content compatible with those encountered during our investigation. To promote proper drainage, a 20 File No. 16-4006-S American Soil Testing, Inc. layer of at least 12 inches of 3/4" clean crushed rock or drain rock up to 3/4 of the height of the wall should be placed between the facility and the retained material. Minimum 4-inch (schedule 40 or better) perforated pipes (perforation down) shall be included in the design to conduct excess water from behind .the retaining structure. 6. All retaining walls shall be swale protected with at least a concrete lining. Surface waters shall not be allowed to flow into retaining wall sub drain, to approach the foundation, or to approach the crests. 7. Sub drain placed behind retaining walls should be approved and inspected by American Soil testing representative prior to the placement of fill. 8. The walls should be supported on pier foundations designed in accordance with the recommendations presented previously under Foundation Design criteria. 9. We should have the opportunity for a general review of all designs pertaining to facilities retaining a soil mass prepared for this project. General Construction Requirements 1. Where utility lines cross under or through perimeter footings and sand is used as backfill material, the trench shall be completely sealed by at least 3' concrete plug, to prevent moisture intrusion into the areas under the slabs and/or by compacting soil material for 5 feet on both sides of the exterior footings. 2. Rain water discharge at down spouts must be directed into solid pipe to carry away the excess water and prevent water from collecting in the soil adjacent to the foundation. The connection could be in a closed conduit which discharges at an approved location away from the structure. 3. If utility trenches are parallel to the sides of the building, they should not extend below a line sloping down and away at a 2 to 1(horizontal to vertical) slope from the bottom outside edge of all footings 21 File No. 16-4006-S American Soil Testing, Inc. 4. All trenches may be backfilled with the native material provided they are free of organic material and rocks over 4 inches in diameter or with approved imported granular material with the soil compacted to a 95% minimum relative compaction in paved areas and a 90% in other area. Site Drainage In order to prevent water seeping beneath footings, positive surface drainage should be provided at all times. To accomplish this it is recommended that the site be graded to provide for the positive removal of surface water and to prevent ponding, both during and after construction. Where area drains are required, such as in depressed planter beds adjacent to foundation or the edges of slabs, the area drains can be connected to a solid pipe. Sub drain Extensive landscaping may seriously alter the surface drainage pattern. When landscaping, homeowners should avoid disrupting flow patterns created when the property was originally graded. If the building pad should be sub excavated in order to create the crawl space beneath the structure, we recommend that the sub drain be provided and connected to the catch basin or nearest appropriate receptacle. The sub drain shall consist of a 36-inches deep and 12 inches wide trench. A continuous minimum 4- inch diameter perforated plastic pipe (perforations down) shall be graded such that the water will flow toward the catch basin. The pipe should be encapsulated in filter fabric over a minimum of 4 inches of bedding. The trench should be backfilled using maximum 1- inch diameter concrete aggregate or drain rock up to 18 inches, the top portion of the trench should be backfilled by on site soil and compacted to not less than 90% relative compaction. Figure "A" shows schematically the installation of sub drain recommended. A proper outlet should 22 File No. 16-4006-S American Soil Testing, Inc. be provided at the lower end of each segment of sub drain. The outlet should consist of an unperforated pipe of the same diameter, connected to the perforated pipe and extended to a protected outlet at a lower elevation, on a continuous gradient of at least one percent. A cleanout pipe should be provided at the high point of the pipe. A representative of our firm should be present during the sub drain installation, at this time additional recommendations based on exposed field condition and other grading adjustments may be given as deemed necessary by Soil Engineer. Native g„ Drain Roc 4" 36" 4"Dia.Perforated pipe with holes down 1?.It 4 Trench cross section Subdrain Detail FIGURE A 23 File No. 16-4006-S American Soil Testing, Inc. Plan Review and Observation We should have the opportunity for a general review of the final grading and foundation plans prepared for this project. Our firm should also be retained to provide testing and inspection services during the grading and foundation installation portion of the work. American Soil Testing, Inc. is not responsible for compliance with design recommendations for grading or foundation plans controlled, inspected and approved by others. Conclusions 1. The Site covered by this investigation is suitable for the proposed four single family residences provided the recommendations set forth in this report are incorporated into the design considerations and the project plans and specifications. 2. The native soil with the exception of the organically contaminated surface soil, are suitable for engineered fill. The organically contaminated soil may be used for landscaping only. 3. The native surface and near surface soil at the project site have been found to have low to moderate expansion potential when subjected to fluctuations in moisture. 4. On the bases of our experience during this investigation, it is our opinion that trenches to 5 feet below the existing ground surface do not need shoring. Below 5 feet shoring will be required. 24 File No. 16-4006-S American Soil Testing, Inc. LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations presented in this report are based on the soil conditions revealed by our test borings and evaluated for the proposed construction planned at the present time. If any unusual soil conditions are encountered during the construction, or if the proposed construction will differ from that planned at the present time, American Soil Testing, Inc. should be notified immediately for the supplemental recommendations. 2. This report is issued with the understanding that it is the responsibility of the owner, or his representative, to ensure that the recommendations and information contained herein are called to the attention of the Architect, Structural Engineer and Civil Engineer for the project and are incorporated into the Plans and Specifications of project. Also to ensure that the necessary steps are taken to see that the contractors carries out the recommendations of this report in the field. 3. The findings of this report are valid as of the present time. However, the passing of the time will change the conditions of the existing property due to natural processes, or works of man. In addition, legislation or the broadening of knowledge may require other recommendations. Accordingly, the findings of this report may be invalid, wholly or partly, by changes outside of our control. Therefore, this report is subjected to review and should not be relied upon after a period of three years. 4. This report is not a recommendation to purchase or not to purchase the property and shall be for the exclusive use of the client whose name appears above. 5. The conclusions and recommendations contained herein are professional opinions derived in accordance with the current standards of professional practice and no warranty is intended, expressed or implied. 2s File No. 16-4006-5 American Soil Testing, Inc. APPENDIX " A " PHYSIOGRAPHY FIGURE 1 VICINITY MAP FIGURE 2 SITE PLAN 26 File No. 16-4006-5 American Soil Testing, Inc. 1, T1`+ r ! C, ,s F l •' j yG� {`Royal_Taj India Cuisine Jack in the-eox, - Yt Poster's Preeze'• C' as Midas i. _ __..._....._ Camden-Tire: O �; Co npbriy and Service" j �OLr t Dickey's_— - ke)'s Barbel, p, U-Haul of;Caniptiell f Jiffy Lutie'oiI to Corpus.h7edi6al Change Center, k 'f SarWbi a Bridge Center to` f` 1323 Parsons Ave �4 ` I ;0 Panettas El`_ rte Events ) i "i..• � d I ft r I-. .. �3I I ' (5 -- = `Sharp � �4j�DelgaSpeed� f - � - Silk ild da-Acura t -p. i of Campbell- :__ 0 f FIGURE 1 VICINITY MAP 27 File No. 16-4006-S American Soil Testing, Inc. i 1 , ^fit 6 ��•. � ' � � � �4� VI 1 It i1 n n \ •r {jq(7y1_yr�y�}�g�! -_ ____._� 4 � .vim. a 1 1 rAve i APPENDIX " B " SUBSURFACE DATA FIGURE 1-4 Log of test boring FIGURE 5 Plasticity Index FIGURE 6 Ivey to exploratory boring logs 29 File No. 16-4006-S American Soil Testing, Inc. EXPLORATORY BORING LOG Dated Drilled: 4-13-2016 Hole No. B - 1 Figure No. 1 Project Name: 1323 Parsons Avenue Boring Diameter: 4" Logged by: BR Campbell, California c c c SOIL DESCRIPTION ,c z d 3 bb 0 Sandy Silty Clay,light brown,large gravel, dry,firm 1 2 Sandy Silty Clay,light brown,2-3" 3 1-1 29 CL 7.5 104 gravel and cobbles, dry,very stiff 4 1-2 45 CL/ 9 108 Sandy Silty Clay,light brown,larger 5 SC gravel, damp,very stiff 6 Silty Sandy Clay,brown,large gravel 8 1-3 51 CL/ 11.5 114 damp,very stiff 9 GC 10 Boring terminated @ 10' blg 11 12 13 14 15 16 No groundwater encountered 17 18 19 20 21 22 23 24 25 30 File No. 16-4006-5 American Soil Testing, Inc. EXPLORATORY BORING LOG Dated Drilled: 4-13-2016 Hole No. B -2 Figure No. 2 Project Name: 1323 Parsons Avenue Boring Diameter: 4" Logged by: BR Campbell, California o c o c SOIL DESCRIPTION c a z d vvi tF q U Sandy Silty Clay. brown, some organic, 1 damp,firm 2 Sandy Silty Clay,brown, 1-3" dia gravel, 3 2-1 33 CL 9 104 dry,very stiff 4 2-2 41 CL/ 12 109 Sandy Silty Clay, light brown,3"dia. 5 SC gravel, cobbles, damp,very stiff 6 Gravely Sandy Silty Clay, brown, damp, 8 2-3 50/2" No large cobbles, dense-refusal on gravel 9 Recovery Boring terminated @ 9' bgl 10 11 12 13 14 15 16 No groundwater encountered 17 18 19 20 21 22 23 24 25 31 File No. 16-4006-5 American Soil Testing, Inc. EXPLORATORY BORING LOG Dated Drilled: 4-13-2016 Hole No. B -3 Figure No. 3 Project Name: 1323 Parsons Avenue Boring Diameter: 4" Logged by: BR Campbell, California w d 0 0 � SOIL DESCRIPTION9zv 0 Sandy Silty Clay, light brown, 1"dia 1 gravel, dry, roots & organic,firm 2 Sandy Silty Clay,light brown, 1-2" 3 3-1 29 CL 11.5 109 gravel and cobbles, dry,very stiff 4 3-2 41 CL/ 13 111 Sandy Silty Clay,light brown, larger 5 SC gravel, damp,very stiff 6 Silty Sandy Clay,brown,large gravel 8 3-3 54 CL/ 11 114 damp,very stiff 9 GC 10 Boring terminated @ 10' bgl 11 12 13 14 15 16 No groundwater encountered 17 18 19 20 21 22 23 24 25 32 File No. 16-4006-5 American Soil Testing, Inc. EXPLORATORY BORING LOG Dated Drilled: 4-13-2016 Hole No. B -4 Figure No. 4 Project Name: 1323 Parsons Avenue Boring Diameter: 4" Logged by: BR Campbell, California SOIL DESCRIPTION o Sandy Silty Clay,light brown, large gravel, dry,firm 1 2 Sandy Silty Clay,light brown, 2-3" 3 1-1 38 CL 7.5 104 gravel and cobbles, dry,very stiff 4 1-2 48 CL/ 9 108 Sandy Silty Clay,light brown,larger 5 SC gravel, damp,very stiff 6 Silty Sandy Clay,brown,large gravel 8 1-3 52 CL/ 11.5 112 damp,very stiff 9 GC 10 Boring terminated @ 10' bgl 11 12 13 14 15 16 No groundwater encountered 17 18 19 20 21 22 23 24 25 33 File No. 16-4006-S American Soil Testing, Inc. y { r PLASTICITY CHART 50 yq CL CH W A 40 "A"Line 30 U 20 a � a" 10 7 ZmLor 4 CL or ML OL 0 ML 0 10 20 30 .40 50 60 70 80 90 100 LIQUID LIMIT (%) Key Sample Liquid Plasticity Unified Soil Symbol Sample depth Limit Index Classification Number ft % % Symbol • B-2-1 1 - 2 34 17 CL Figure 5 34 File No. 16-4006-5 American Soil Testing, Inc. GROUP MAJOR DIVISIONS SYMBOLS SOIL DESCRIPTION GW Well Graded Gravels,Gravel-Sand Mixtures, COARSE GRAVELS CLEAN GRAVEL little or Fines Less than 5%fines GP Poorly Graded Gravels or Gravel- GRAINED (More than 50 Sand Mixtures,little or No Fines %material GRAVEL GM Silty Gravels,Gravel-Sand-Silt Mixtures, SOILS larger than#4 With Fines(More Non-Plastic Fines. sieve) than 12%fines) More than half GC Clayey Gravels,Gravel-Sand-Clay material is Mixtures,Plastic Fines. larger than# 200 sieve SANDS CLEAN SAND SW Well Graded Sands,Gravelly Sands,Little or (Less than No Fines. 5%fines) SP Poorly Graded Sands or Gravelly Sands, (More than 50 Little or No Fines. %material smaller than#4 SAND SM Salty Sands,Sand-Silt Mixtures,Non-Plastic sieve) With Fines(More than Fines. 12%fines) SC Clayey Sands,Sand-Clay Mixtures,Plastic Fines. ML Inorganic Silts,Sandy or Clayey Silts, FINE SILTS&CLAYS Low to no Plasticity. GRAINED Liquid Limit is less than 50% CL Inorganic Clay,Sandy or Silty Clay,Low to SOILS Medium Plasticity. More than half OL Organic Silt or Organic Silty Clay,Low to material is Medium Plasticity. smaller than the #200 sieve MH Inorganic Silts,Diatomaceous or Micaceous, SILTS&CLAYS Fine Sandy or Silty Soils. Liquid limit is greater than 50% CH Inorganic Clays of High Plasticity,Fat Clays. OH Organic Clays of Medium to High Plasticity, Organic Silts. HIGHLY ORGANIC SOILS PT Peat and Other Highly Organic Soils. PARTICLE SIZE LIMITS (Sieve Openings in mm.) .074 .425 2.00 4.17 19.0 75.0 300.0 SAND GRAVEL COBBLES I BOULDERS SILT OR CLAY IFINE I MEDIUM COARSE FINE I COARSE (U.S.Standard sieve Sizes) #200 #40 #10 #4 .75 in 3 in 12 RELATIVE DENSITY CONSISTENCY SANDS,GRAVELS AND BLOWS/ NON-PLASTIC SILTS FOOT* VERY DENSE 0 - 4 CLAYS AND BLOWS/ ERY LOOSE 4 - 10 PLASTIC SILTS STRENGTH+ FOOT* LOOSE 10 - 30 MEDIUM DENSE 30 - 50 DENSE OVER 50 VERY SOFT 0 -1/4 0-2 SOFT 1/4-1/2 2-4 FIRM 1/2-1 4-8 STIFF 1-2 8—16 VERY STIFF 2-4 16— 32 HARD OVER 4 OVER 32 *Numbers of blows of 140 pound hammer falling 30 inches to drive a 2-inch O.D.(I—3/8 inch I.D.)split spoon(ASTM D-1586). +Unconfined compressive strength in tons/sq.ft.as determined by laboratory testing or approximated by the Standard Penetration test(ASTM D—1586),pocket penetrometer,torvane or visual observation. FIGURE NO.6 KEY TO EXPLORATORY BORING LOGS UNIFIED SOIL CLASSIFICATION SYSTEM(ASTM D-2487) END 35 File No. 16-4006-S American Soil 'Testing, Inc.