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MINUTES - 11182008 - C.12 (26)
CLAIM BOARD OF/SUPERVISORS OF CONTRA COSTA COUNTY s ' ; BOARD ACTION: NOVEMBER 18, 2008 Claim Against the County, or District Governed by ) the Board of Supervisors, Routing Endorsements, )&14* /40TICETO CLAIMANT and Board Action. All Section refe ! , � The copy of this document mailed to California Government Codes. you is your notice of the action taken OCT 1 '0 2008 on your claim by the Board of Supervisors. (Paragraph IV below), COUNTY COUNSEL given Pursuant to Government Code MARTINEZ CALIF. Section 913 and 915.4. Please note all AMOUNT: IN EXCESS OF $100,000.00 "Warnings". WAYNE KELLY, SANDY KELLY, BYRON KELLY CLAIMANT: AND PATTI KELLY, INDIVIDUALLY AND COLLECTIVELY DBA STORMASTER SELF STORAGE ATTORNEY: DONALD A. ODELL DATE RECEIVED: OCTOBER_ 09n,2008 THE LAW OFFICES OF DONALD A. ODELL OCTOBER. 09, 2008 ADDRESS: 6200 STONERIDGE MALL ROAD BY DELIVERY TO CLERK ON: 'STE. 300 PLEASANTON, CA 94588 BY MAIL POSTMARKED: HAND DELIVERED FROM: Clerk of the Board of Supervisors TO: County Counsel Attached is a copy of the above-noted claim. OCTOBER 09, 2008 DAVID TWA, CI k Dated: By: Deputy Il. FROM: County Counsel TO: Clerk of the Board of S ervisors ( This claim compliktbsialtiFally with Sections 910 and 910.%1w `nJG Gu ��I C( t ( ) This Claim FAILS to comply substantially with Sections 910 and 910.2, and we are so notifying claimant. The Board.cannot act for 15 days (Section 910.8). ( ) Claim is not timely filed. The Clerk should return claim on ground that it was filed late and send warning of claimant's right to aly for leav to present a late claim Section 911.3)/. Other: 1 (XACC 3)i_1? res o Sible , )itf t "f�- CO V'il l Yl,o t"K-e- JY Dated: 44t, unty Counsel III. FROM: Clerk of the Board TO: County Counsel (1) County Administrator(2) O Claim was returned as untimely with notice to claimant (Section 911.3). IV.,BOARD ORDER: By unanimous vote of the Supervisors present: (vf This Claim is rejected in full. ( ) Other: I certify that this is a true and correct copy of the Board's Order entered in its minutes for this date. Dated: dC 'tY 44 1eVID TWA, CLERK, By Deputy Clerk WARNING(Gov. code section 913) Subject to certain exceptions,you have only six(6)months from the date this 'notice was personalty served or deposited in the mail to file a court action on this claim.See Government Code Section 945.6.You may seek the advice of an attorney of your choice in connection with this matter. If you want to consult an attorney,you should do so immediately. *For Additional Warning See Reverse Side of This Notice. AFFIDAVIT OF MAILING I declare under penalty of perjury that I am now, and at all times herein mentioned, have been a citizen of the United States, over age 18; and that today I deposited in the United States Postal Service in Martinez, California, postage fully prepaid a certified copy of this Board Order and Notice to Claimant, addressed to the claimant as shown above. Dated:40 AmAY ' Q DAVID TWA, CLERK, By Deputy Clerk r. g This warning„dq�snQNapply to claims which are not subject to the-C aliforniarTort Claims Act such as actionslin jnverse condemnation, actions for specific relief,s,uch as,mand`amus or injunction, or Federal Civil ]flights claims, The above list is not exhaustive,andilegatv:, consultation is essential to understand, all the separate limitations periods that may apply. The limitations period within which suit must be filed may be shorter or longer depending on the nature of the claim. Consult the specific statutes and cases applicable to your particular claim. The County of Contra Costa does not waive any of its rights under California Tort Claims Act nor does it waive rights under the statutes of limitations applicable to actions not subject to the California Tort Claims Act / OFFICE OF THE COUNTY COUNSEL SZ__L SILVANO B. MARCHESI COUNTY OF CONTRA COSTA � '_ �� COUNTY COUNSEL Administration Building = • 651 Pine Street,91"Floor -,,• SHARON L. ANDERSON Martinez,California 94553-1229 �; F CHIEF ASSISTANT 925 1 A 3 i� GREGORY C. HARVEY (925) 646-1078(fax) ( ) 335- 800 �, i,$j�111Q\ - - �. . VALERIE J. RANCHE �,_._ @�n ,'� ASSISTANTS r'9 COUK� NOTICE OF UNTIMELINESS AS TO A PORTION OF THE CLAIM TO: Donald A. Odell Law Offices of Donald A. O'Dell 6200 Stoneridge Mall Road, Suite 300 Pleasanton, CA 94588 RE: CLAIM OF: WAYNE KELLY, SANDY KELLY, BYRON KELLY AND PATTI KELLY, INDIVIDUALLY AND COLLECTIVELY DBA STORMASTER SELF STORAGE Please Take Notice as Follows: In regards to the claim you submitted on October 9, 2008, on behalf of Wayne Kelly, Sandy Kelly, Byron Kelly and Patti Kelly, individually and collectively dba Stormaster Self Storage, portions of the claim are timely and portions are untimely. The portions of the claim prior to April 9, 2008 that you presented against the County of Contra Costa governed by the Board of Supervisors fail to comply substantially with the requirements of California Government Code Sections 901 and 911.2, because they were not presented within six months after the event or occurrence as provided by law. Because the portions of the claim prior to April 9, 2008 were not presented within the time allowed by law, no action was taken on those portions of your claim. The claim was forwarded to the Board for action only on the timely portions of the claims. The only recourse at this time is to apply without delay to the County of Contra Costa governed by the Board of Supervisors for leave to present a late claim as to the claims which are untimely. (See Gov. Code, §§ 911.4 to 912.2, inclusive, and 946.6.) Under some circumstances, leave to present a late claim will be granted. (See Gov. Code, § 911.6.) SILVANO B. MARCHESI COUNTY COUNSEL By: %-�M Monika L. Cooper �v� Deputy County Counsel Page 1 CERTIFICATE OF SERVICE BY MAIL (Code Civ. Proc., §§ 1012, 1013a, 2015.5; Evid. Code, §§ 641, 664) I am a resident of the State of California, over the age of eighteen years, and not a party to the within action. My business address is Office of the County Counsel, 651 Pine Street, 9th Floor, Martinez, CA 94553-1229. On November 4, 2008, I served a true copy of this Notice of Untimeliness as to a Portion of the Claim by placing the document in a sealed envelope with postage thereon fully prepaid, in the United States mail at Martinez, California addressed to Donald A. Odell., Law Offices of Donald A. O'Dell., 6200 Stoneridge Mall Road, Suite 300, Pleasanton, CA 94588, as set forth above. I am readily familiar with Office of County Counsel's practice of collection and processing of correspondence for mailing. Under that practice, it would be deposited with the U.S. Postal Service on that same day with postage thereon fully prepaid in the ordinary course of business. I declare under penalty of perjury under the laws of the State of California and the United States of America that the above is true and correct. Executed on November 4, 2008, atMartinez, California. �CUUA,Wtt�- Paula Webb cc: Clerk of the Board of Supervisors(original) Risk Management Page 2 BOARD OF SUPERVISORS OF CONTRA COSTA COUNTY INSTRUCTIONS TO CLAIMANT A. A claim relating to a cause of action for death or for injury to person or to personal property or growing crops shall be presented not later than six months after the accrual of the cause of action. A claim relating to any other cause of action shall be presented not later than one year after the accrual of the cause of action. (Gov. Code §911.2) B. Claims must be filed with the Clerk of the Board of Supervisors at its office in Room 106, County Administration Building, 651 Pine Street, Martinez, CA 94553. C. If claim is against a district governed by the Board of Supervisors, rather than the County, the name of the District should be filled in. D. If the claim is against more than one public entity, separate claims must be filed against each public entity. E. Fraud, See penalty for fraudulent claims, Penal Code Sec. 72 at the end of this form. ......................................................................0.............................. RE: Claim By: ) Reserved for Clerk's filing stamp Wayne Kelly, Sandy Kelly, Byron Kelly and ) RE Patti Kelly, individually and collectively dba ) CCO�ED Stormaster Self Storage ) OCT 0 9 2008 Against the County of Contra Costa or ) CLERK©OgRD i'F cr The Contra Costa Water District ) ooiurRgoosTq�o��soas The undersigned claimants hereby makes claim against the County of Contra Costa or the above-named district in the sum of$ In excess of$100,000.00 and in support of this claim represents as follows: 1. When did the damage or injury occur? (Give exact date and hour) The damage resulted from a continuous and unknown underground leak from an aqueduct pipe adjacent to Claimants'property. 2. Where did the damage or injury occur? (Include city and county) Stormaster Self Storage, 2750 California Avenue, Pittsburg, California. 3. How did the damage or injury occur? (Give full details; use extra paper if required Please see attached Subsurface Contra Costa Water District Water Leak Impact Study for Stormaster Storage Facility dated August 22, 2008 by Purcell, Rhoades &Associates, Inc.for detailed explanation of the cause of the damage. 4. What particular act or omission on the part of the county or district orricers,servants,or employees cause the injury or damage? 1 Please see attached Subsurface Contra Costa Water District Water Leak Impact Study for Stormaster Storm Facility dated August 22, 2008 by Purcell, Rhoades&Associates, Inc,for detailed explanation of the cause of the damage. 5. What are the names of county or district officers,servants,or employees causing the damage or injury? Unknown at this time. 6. What damage or injuries do your claim resulted? (Give full extent of injuries or damages claimed. Attach two estimates for auto damage.) Please see attached Subsurface Contra Costa Water District Water Leak Impact Study for Stormaster Storm Facility dated August 22, 2008 by Purcell, Rhoades &Associates, Inc.for detailed explanation of the cause of the damage. 7. Now was the amount claimed above computed? (Include the estimated amount of any prospective injury or damage.) Claimants are currently obtaining bids for the cost to repair the damage caused by subject water leak. Until the repair cost estimates have been completed, Claimants are unable to state with specificity the actual amount of the cost to repair the damages but estimates that the cost of repair will exceed S100,000.00. Claimants will prove the Respondent with copies of the repair cost estimates once they are received by Claimant. 8. Names and addresses of witnesses,doctors,and hospitals. Claimants currently believe that the following individuals are responsive to this request and may have evidence concerning this matter: • Wayne Kelly, c% The Law Offices of Donald A. Odell, 6200 Stoneridge Mall Road, .Suite 300, Pleasanton, CA 94588. Phone: 925-399-6113. • Byron Kelly, c% The Law Offices of Donald A. Odell, 6200 Stoneridge Mall Road, Suite 300, Pleasanton, CA 94588. Phone: 925-399-6113. • Patti Kelly, c% The Law Offices of Donald A. Odell, 6200 Stoneridge Mall Road, Suite 300, Pleasanton, CA 94588. Phone: 925-399-6113. • Sandy Kelly, c% The Law Offices of Donald A. Odell, 6200 Stoneridge Mall Road, Suite 300, Pleasanton, CA 94588. Phone: 925-399-6113. • John L. Maier, Project Engineer, Purcell, Rhoades &Associates, Inc. , 1041 Hook Avenue, Pleasant Hill, CA 94523. Phone: 925-932-1177. • Daniel J. Rhoades, Principal Engineer, Purcell, Rhoades &Associates, Inc. , 1041 Hook Avenue, Pleasant Hill, CA 94523. Phone: 925-932-1177. • Charles Allen, Principal Engineer, Allco Engineering, Inc., 36 Woodland Avenue, Suite A, San Rafael, CA 94901. Phone: 415-453-6699. 9. List the expenditures you made on account of this accident or injury: DATE TIME AMOUNT Various Various Purcell, Rhoades evaluation costs, ongoing. Various VariousAllco Engineering, evaluation costs, ongoing. Various Various Attorneys fees and costs, ongoing. 2 ) Gov. Code Section 910.2 provides "The claim shall be ) signed by the claimant or by some person on his behalf." SEND NOTICES TO: (Attorney) ) Name and address of Attorney Attorne s for Claimants Q"OjqMr. Donald A. Odell ) (Claimant's Si nature) THE LAW OFFICES OF DONALD A. ODELL ) 6200 Stoneridge Mall Road, Suite 300 ) Mr. Donald A. Odell Pleasanton, CA 94588 ) THE LAW OFFICES OF DONALD A. ODELL 6200 Stoneridge Mall Road,, Suite 300 Pleasanton, CA 94588 (Address) Telephone number. 925-399-3113 ) Telephone number. 925-399-6113 ................................................................................................. PUBLIC RECORDS NOTICE: Please be advised that this claim form, or any claim filed with the County under the Tor Claims Act, is subject to public disclosure under the California Public Records Act. (Gov. Code, §§ 6500 et seq.) Furthermore, any attachments,addendums,or supplements attached to the claim form, including medical records,are also subject to public disclosure. ..................................................................................................... NOTICE: Section 72 of the Penal Code provides: Every person who, with intent to defraud, presents for allowance or for payment to any state board or officer, or to any county, city, or district board or officer, authorized to allow or pay the same if genuine, any false or fraudulent claim, bill, account voucher, or writing, is punishable either by imprisonment in the County jail for a period of not more than one year, by a fine of not exceeding on thousand dollars($1,000.00), or by both such imprisonment and fine,or by imprisonment in the state prison, by a fine of not exceeding ten thousand dollars($10,000),or by both such imprisonment and fine. 3 SUBSURFACE CONTRA COSTA WATER DISTRICT WATER LEAK IMPACT STUDY FOR STORMASTER SELF STORAGE 2750 CALIFORNIA AVENUE PITTSBURG, CALIFORNIA FOR BYRON AND WAYNE KELLY NO. 19-358/5703 AUGUST 22, 2008 Purcell, Rhoades & Associates Purcell, Rhoades g: Associates, Inc. Geotecluaical, Envirorunental, & Materials Testing 1041 Hook Avenue Tel (925) 932-11.77 Pleasant Hill, CA 94523 Fax (925) 932-2795 No. 19-358/5703 August 22, 2008 Byron and Wayne Kelly Stormaster Storage Facility 2750 California Avenue Pittsburg, CA Subject: SUBSURFACE CONTRA COSTA WATER DISTRICT WATER LEAK IMPACT STUDY FOR STORMASTER STORAGE FACILITY 2750 California Avenue Pittsburg, California Gentlemen: Enclosed is the reportfor the Contra Costa Water District(CCWD)water leak on your property,first noted by the presence of excess planter surface water on September 2004 with notification provided to CCWD on January 2005. The report concludes the CCWD water leak pre-dated the findings of subsurface water in the 1993 Geotechnical Study of the property resulting in continual distress to several onsite buildings currently requiring substantial repair. This report includes site specific factual findings presented to support the above opinion with general recommendations provided for repair. If you should have any questions or require additional information, please feel free to contact this office at your convenience. Very truly yours, PURCELL, RHOADE % „! fi0.GE-716 rM m John L. Maier Daniel J. R d` s, Project Engineer Principal G.E. - 716, Expires: 06/3 K/wcr/S5703.Subsurface Water Leak Impact Study Hayward San Luis Obispo Pleasant Hill No. 19-358/5703 August 24, 2008 Table of Contents, Page i TABLE OF CONTENTS SUBSURFACE CCWD WATER LEAK IMPACT STUDY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 A. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 B. STORAGE YARD SUBSURFACE WATER AND MOISTURE CONDITION . . . . . . 2 C CITY OF PITTSBURG FILE REVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 D. SITE MANAGER RECORD REVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 E. CCWD WATER LEAK DISCHARGE ON SOUTH RAILROAD EMBANKMENT . . . 8 F. TEST PIT NO. P-1 AND TEST PIT NO. P-2 EXCAVATION . . . . . . . . . . . . . . . . . . . 9 G. PIEZOMETER INSTALLATION Piezometer Locations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Piezometer Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Table I - Piezometer Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . 13 Table 2 - Water Depth Variation After 4/21/08 Water Shut-Off . . . . . . . . . . . . . 15 Piezometer Findings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 H. BUILDING OBSERVATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 Table 3 - Northwest Hallways: Units 15 to 45 . . . . . . . . . . . . . . . . . . . . . . . . . . 18 Table 4 - Elevations In Hallways - Building A . . . . . . . . . . . . . . . . . . . . . . . . . . 19 Table 5 - South Foundation Line, Vertical Displacement Relative To Zero Point At Location . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . ... . . . . . . . 19 I. DISCUSSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 J. CONCLUSIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 K. LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 APPENDIX A FIGURE 1 - SITE LOCATION MAP FIGURE 2 - STORMASTER SITE AERIAL PHOTO FIGURE 3 - SITE PLAN AND BORING LOCATIONS FIGURE 4 - PIEZOMETER BORING LOG P-1 FIGURE 5 - PIEZOMETER BORING LOG P-2 Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Table of Contents, Page ii TABLE OF CONTENTS (cont'd) APPENDIX A (cont'd) FIGURE 6 - PIEZOMETER BORING LOG P-3 FIGURE 7 - PIEZOMETER BORING LOG P-4 FIGURE 8 - PIEZOMETER BORING LOG P-5 FIGURE 9 - PIEZOMETER BORING LOG P-6 FIGURE 10 - PIEZOMETER BORING LOG P-7 FIGURE 11 - PIEZOMETER BORING LOG P-8 FIGURE 12 - PIEZOMETER BORING LOG P-9 FIGURE 13 - PIEZOMETER BORING LOG P-10 FIGURE 14 - PIEZOMETER BORING LOG P-11 FIGURE 15 - PIEZOMETER BORING LOG P-12 FIGURE 16 - ROAD D-6 UNDERPASS PROPOSED GRADE CHANGE TO INCREASE VERTICAL CLEARANCE, DATED JULY 13, 1945. FIGURE 17- TEST PIT 2, ABANDONED CALIFORNIA AVENUE ASPHALT 5.5' BELOW SURFACE. APPENDIX B FIGURE 18 - PONDING WATER ENTRY LANDSCAPE AREA FIGURE 19 - WATER PONDING IN GATE CONTROL MANHOLE FIGURE 20-UNIT 66, GRAVEL DEBRIS FROM REACTION OF MESH TENSION FAILURE FIGURE 21 - UNIT 66, MOISTURE METER READING - WET FIGURE 22 - UNIT 66, 4' DEEP MOISTURE EXCAVATION FIGURE 23- UNIT 49, GRAVEL DEBRIS FROM REACTION OF MESH TENSION FAILURE FIGURE 24 - UNIT 107, ONE YEAR MOVEMENT BETWEEN CRACK FILLING STORMASTER SELF-STORAGE, "APPROVED BUILDING PLANS." APPENDIX C FIGURE 25 - CCWD WATER DISCHARGING ONTO SOUTH RAILWAY EMBANKMENT FIGURE 26- PIPE LEAKAGE ONTO SOUTH EMBANKMENT OF RAILROAD FIGURE27 - CCWD WATER PONDING ONTO SOUTH RAILWAY EMBANKMENT FIGURE 28 - SOUTH EMBANKMENT OF RAILROAD K/wcr/S5703.Subsurface Water Leak Impact Study Purcell, Rhoades & Associates No. 19-358/5703 August 8, 2008 Table of Contents, Page iii TABLE OF CONTENTS (cont'd) APPENDIX D FIGURE 29 - TEST PIT NO. 1 FIGURE 30 - LOCATION OF TEST PIT NO. 2 AND PIEZOMETER NO. P-4 FIGURE 31 - TEST PIT NO. 2 FIGURE 32 -TEST PIT NO. 2, EXCAVATION INTERCEPT NORTH WALL DEEP FOOTING FIGURE 33 - COLLECTED SEEPAGE BOTTOM OF TEST PIT NO. 2 FIGURE 34 - COLLECTED SEEPAGE BOTTOM OF TEST PIT No. 2 FIGURE 35 - SEEPAGE ZONE-TEST PIT NO. 2, SOUTHEAST CORNER WALL FIGURE 36 - SEEPAGE ZONE -TEST PIT NO. 2, SOUTH WALL APPENDIX E FIGURE 37 - WATER PIPE LEAKAGE ZONE LOCATED BY FORESITE FIGURE 38 - PIEZOMETER NO. P-1, MAXIMUM PRESSURE HEAD MEASURED AT 22"ABOVE GRADE. FIGURE 39 -PIEZOMETER NO. P-1, PRESSURE READING WITH CORRES- PONDING SURFACE PERCOLATION. FIGURE 40 - WATER LEVEL READINGS OF PIEZOMETER P-1 AND P-3, JAN. TO AUGUST 2008. FIGURE 41 - WATER LEVEL READINGS OF PIEZOMETER P-2, P-4 THRU P-12 APPENDIX F FIGURE 42 - LOCATION OF LEVEL READING LOCATIONS, BUILDING A AND OFFICE BUILDING. K/wcr/S5703.Subsurface Water Leak Impact Study Purcell, Rhoades & Associates No. 19-35&/5703 August 24, 2008 Page 1 SUBSURFACE CONTRA COSTA WATER DISTRICT (CCWD) WATER LEAK IMPACT STUDY This report presents the results of a study concerning the impact of the Contra Costa Water District (CCWD) water leak located west and fronting the entry gate upon the Stormaster Self Storage property consisting of eight storage buildings and the office building. The following introduction provides a summary of the site conditions impacted by the subsurface water leak within the property with geotechnical comments presented.in each subsequent section of this report. A. INTRODUCTION The location of the Stormaster Facility is shown in Appendix A, Figure 1, "Site Location Map," with Figure 2, showing the 2008 Mapquest Aerial Photo of the Site and general area with the location of the eastern Swale referenced later in the report shown by an arrow. Figure 3, is the"Site Plan and Boring Location Map,"with the Purcell,Rhoades&Associates (PRA) and Geotechnical Consultants, Inc. (GTC)Test Borings located as discussed in this report. The Piezometer locations referenced later in this report, P-1 through P-12 are plotted on the Figure 3 with the Log of Borings for each Piezometer included as Figures 4 through 15. In the preparation of the Reference 1, Purcell, Rhoades &Associates (PRA)"Geotechnical Study for the Stormaster .Self Storage", dated November 30, 2007, two reports were provided for our review addressed to the Chubb Group of Insurance Companies prepared by Madsen, Kneppers & Associates (MKA) dated June 29, 2007 and Geotechnical Consultants, Inc., (GTC) dated June 2007, (Reference 2 & 3, respectively). The two consultants were retained to review the,site, including the subsurface conditions in order to assess the damage to the storage facilities in relation to a Contra Costa Water District (CCWD) pipe leak. The GTC report included the results of five test borings drilled on May 7 and June 15, 2007, to depths ranging from 23.0 feet to 31.5 feet with no groundwater encountered. The moisture content of the fill was reported by GTC as moist to wet in Boring 1 and Boring 2 and in the native soils below the fill commencing at 10 feet below grade in K/wcr/55703.Subsurface Water Leak Impact Study Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 2 Buildings A& D with Boring No. 2 at the northwest end of Building H.The current damaged buildings are A & D with damage concentrated in the west portion of Building H. The MKA report concluded that the damage to the storage facilities were unrelated to the water leak citing long-term consolidation of subsurface fill soils with possible contribution from expansive site soils. B. STORAGE YARD SUBSURFACE WATER AND MOISTURE CONDITION The PRA'S Reference 1 , "Geotechnical Study," included six test borings drilled September 25, and September 27, 2007, with laboratory testing of selected soil samples in order to quantify the geotechnical subsurface conditions underlying the eight storage buildings and office facility that had experienced localized soil movement distress. No initial groundwater was encountered in the six test borings drilled even though the moisture content in the borings ranging from 14 to 24 percent with a very moist condition in the top 10 feet of fill in Boring B-6, south and adjacent to Building H. It was also noted that Boring 5, south of Building H and adjacent to the damaged area of Building H, revealed a very moist subsoil condition below the upper fill at 11 and 15 feet below grade with a subsoil moisture content of 20%. The damage to the structures were concentrated in Buildings A, and D on the north side of the property and the western portion of Building H on the south side of the property. Minor column damage occurred in Building G in the front of Unit 200. There were no reported interior slab crack conditions in the other five Buildings B, C, E, F, and G even though these buildings were located in the same fill as A, D, & H. The development of the property included fill placed at various intervals from the mid to late 70's, including the fill placed between 1986 and 1991 over the abandoned California Avenue as reported in the GTC (Reference 3)report. The 1993 "Site Grading," included removal and recompaction of one foot of subgrade over the site, including removal and replacement of the old fill in the northwest portion of the site with engineered fill,tested and approved, placed over the entire site as reported in the Reference 4, "Compaction Study'. K/wcr/S5703.Subsurface Water Leak Impact Study Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 3 PRA was aware of the water leak and resultant potential damage to the adjacent storage facilities from the CCWD water line location trending in a north south direction within the easement fronting and west of the storage yard facilities . The PRA report provided a tentative opinion concerning the water leak as follows:"The water condition maybe affecting onsite structures, however, from the limits of our study as described herein, the effects of the water on the structures are inconclusive and further analysis and subsurface exploration would be necessary to determine the extent of the effects of the water condition upon the fill and building improvements." Based upon our review of the historical site conditions with variable subsurface moisture and reported water conditions cited above, it was recommended installing a series of 4 to 6 Piezometers to monitor the subsurface water conditions in accordance with the PRA proposals dated November 27 and December 7, 2007. The purpose of the Piezometer installation was to determine the presence and the lateral migration of the pipe leak water within the subsoils of the storage facility property. As the work progressed, the need for more Piezometers occurred, including additional document research at the local city government agencies and the CCWD in order to obtain relevant information concerning the history of the site development, water line installation, and related factors concerning the storage facilities development. Our report is as follows with comments on each item as encountered pertaining to specific geotechnical impacts for this report and includes for presentation purposes the following sequence; City of Pittsburg file review; Site Manager Record review; CCWD water leak discharge review; Piezometer installation; Building Observations; Discussion and Conclusions. C. CITY OF PITTSBURG FILE REVIEW Our office contacted the City of Pittsburg, Records Department, in the first week of December 2007,and initially obtained copies of two geotechnical reports,Harlan Engineers dated March 1972, for the contiguous 160 acre parcel south of the Southern Pacific K/wcr/55703.Subsurface Water Leak Impact Study Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 4 Railroad Adjacent to the storage yard (Reference 5) and the Converse Consultants of Northern California Soil and Foundation investigation of May 1986 of the same 160 acre property (Reference 6). A third geotechnical study investigation (Reference 7) by Harza Kaldveer dated August 31, 1993, for the subject Pittsburg Self Storage was not available in the City records and was obtained from the current owners. Our comments relating to the geotechnical impacts in our study of the property for Reference 7, Harza Kaldveer report is as follows: 1. The Reference 7, Harza Kaldveer, "Geotechnical Investigation, Pittsburg Self- Storage," report dated August 31, 1993, included fifteen test borings drilled on January 24 and March 1993, to depths up to 25.6 feet below grade with fill depths up to 16.5 feet deep along the former California Avenue,where the roadway trended northerly below the old Highway 4 underpass facility. No groundwater was encountered in the test boring program, except for EB-5 placed within the California Avenue 60 feet right away and SB-4, that intercepted the California Avenue pavement encountering water at 15 feet and EB-5 at 13 feet,which achieved a final water elevation of 11.5 feet six hours after drilling. The report concluded that the presence of subsurface water in the two borings was a localized perched water condition and not a normal groundwater level. Due to the general findings of no groundwater in the 1972 Harlan report and the 1985 Converse Consultant's report, Reference 5 & 6, including the current geotechnical studies,the presence of water upon the abandoned California Avenue pavement in Boring SB4 and in the adjacent Boring EBS, raised questions concerning the source of the water thus requiring further research to be conducted concerning the.local rainfall and the history of California Avenue. 2. Effort was then directed to obtaining a profile of the abandoned California Avenue roadway to verify the location and profile of the roadway below Buildings A&D. We obtained copies of the Final Plan and Profile,dated July 13, 1945, for the Southern Pacific Company "Proposed Grade to Increase Vertical Clearance," which was K/wcr/S5703.Subsurface Water Leak Impact Study Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 5 enlarged for our study concerning the location and depth of California Avenue below the plotted locations of Buildings A& D, as shown on Figure 16 in Appendix A of this report. The profile of California Avenue with the super-imposed Building A & D reveals the approximate depth of fill below the buildings to the elevation of the abandoned California Avenue pavement, in addition to the eastern down gradient pavement slope of California Avenue. Unless the pavement was removed or ripped prior to filling, the pavement surface and the base of the fill soil would not bond resulting in voids at the pavement surface. Thus, the miscellaneous fill used to raise the grade at the Stormaster site generally consisting of silty clay type fill soils free of organic matter with concrete and intermixed clean construction debris was suspected as a potential conduit permitting subsurface water seepage flow at the contact along the old pavement in an easterly direction. On March 31, 2008, a close observation of the intact pavement that was intercepted and exposed for the entire width of the east wall of Test Pit 2 verified this assumption revealing wet soils and voids on top of the old pavement with gravels in a granular soil mixture as old fill below California Avenue. This condition would serve as a conduit to permit water migration above and below the pavement in an easterly direction. See Appendix A for all the Figures referenced in this section with Photos 1 and 2 on Figure 17 forthe view of the exposed pavement and granularfill materials discussed above. See Photo 30 in Appendix D,which shows the subsurface outline of Test Pit No. 2 with the northeast corner indicating the abandoned pavement extended laterally and below the north foundation wall of Buildings A and D. The presence of water at 15 feet in the 1993 test boring SB4 and 13 ft in Boring EB5 indicated the first finding of the water line leak on the property provided additional data was obtained indicating current water penetration along the California Avenue alignment.This information was important in the placementof the Piezometers along the 60-foot wide California right-away alignment. Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 6 D. SITE MANAGER RECORD REVIEW In the review of the site photos provided by the owners of Stormaster Self Storage, we requested the Facility Manager, Mr. Peter Mom to review his historical records to determine when the first moisture observation was made concerning an unusual water condition or other on-site events related to the photos. The Facility Manager, reported that an unusual amount of surface moisture was first noted in the fronting planter area in September 2004, even though no irrigation water had been used for the preceding two months. This condition was reported to the City of Pittsburg,who finally declined responsibility requesting the CCWD be contacted for assistance, which occurred in December 2004. The surface water ponding continued over the next three plus years with Photo 9a, taken on February 5, 2007, of the surface water ponding in the planter area west of Building Unit 1-A, See Figure 18, in Appendix.B. In January 2005, the Water District removed the northeast parking stall concrete slab to excavate a pit in an attempt to find the water source with no apparent success. Later, a collector drain was installed to control the surface water ponding in the planter area approximately 2 feet west of Building A, Unit 1 A. The parking lot pit was filled and a metal plate cover was placed over the pit to facilitate parking. On February 6, 2006, PRA measured the flow from the discharge end of the drain installed next to Building A at one gallon per 3 minutes or approximately 480 gals/day. Photo 8a showing the surface water ponding in the electrical control box operating the entry gate was taken on February 9, 2006, see Figure 19. On the night of February 1, 2006, Mr. Mom heard what he thought was repetitive 22 Caliber type gun shots and on the morning of February 2, 2006, numerous small gravel particles were found upon the bare slab adjacent to an interior crack pattern within Unit 66 and thereafter, in Unit 49. Photo 23,taken February 9, 2006,on Figure 20 shows the concrete debris scattered around the crack pattern formed in Unit 66. Photo 25 taken February 9, 2006, on Figure 21 shows Purcell, Rhoades 8 Associates No. 19-358/5703 August 24, 2008 Page 7 a moisture, probe inserted in the new crack pattern reading a wet moisture condition in the aggregate base at the end of the 8-inch moisture probe below the slab. Photo 25 of Unit 66, is the first factual information that water had penetrated from the outer west wall of Building A, a distance of approximately 135 feet other than what was suspected in the 1993 test boring SB-4. The water penetration most-likely induced deep fill settlement in the north foundation line combined with expansive soil heave distress in the south foundation and the adjacent wire mesh reinforced slab resulting in a sudden and reactive tensile failure in the wire mesh reinforcement. See Appendix B for the "Approved Building Plans, Sheet 9, for width of front footing and slab mesh shown on Detail A-9,"Section 20'-0 Building with Tilt-Up PCC Wall." The tension energy failure release at time a the 6x6x10x10 mesh failure, either caused the noise when the mesh failed or the reaction hurled the crack debris upward bouncing of the metal ceiling causing the sounds heard by Mr. Mom the night of February 1, 2006. The above analysis is our conclusion after being informed that Chevron checked the site on February 10, 2006, including Unit 66 and found no trace of Methane or other explosive gas that could have caused an explosion and the debris condition and possible impact on the metal ceiling. We also checked the mesh depth in the concrete crack fronting Units 66 & 49 and found the mesh to be at the base of the concrete slab. A test hole was excavated in the.crack zone of Unit 66 as shown in Photo 26, dated September 26, 2006.,with the Site Manger revealing wet subsoils for an approximate depth of 4 feet below the slab grade, Figure 22. A soil sample was obtained at 4 ft. Depth in this test hole on August 8, 2008, with a wet sandy silt and gravel soils encountered with a Dry Density of 101 pcf and Moisture Content of 22 percent. At a later date it was found that a similar slab crack with scattered debris happened in Unit 49, when a couch was moved in its side revealing the scattered debris as shown in Photo 9, dated February 5, 2007, See Figure 23. Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 8 Photo 56, dated May 11, 2008, illustrates recent crack movement for a crack in Building D, Unit 107, that was originally filled a year ago and has increased in width approximately 1/4- inch over the last year, Figure 24. This on-going current movement would be expected as discussed on Page 5 in Section C with the water leak migrating in an easterly direction below Building D. E. C.C.W.D. WATER LEAK DISCHARGE ON SOUTH RAILROAD EMBANKMENT PRA had contacted the CCWD in May concerning technical questions related to the 15-inch water gravity line fronting the Stormaster facility that commenced at the Contra Costa Canal and discharged at the Dow Chemical Plant in Pittsburg. A meeting was held on June 17 and 27, 2008, at the Water Treatment.Plant at 3760 Neraly Road, Oakley, California, with Mr. Mike Barsey and Ms. Trishia Britan, the Risk Manager for CCWD. At the meeting, background information was provided concerning the water leak response,which correlated to the information provided by Mr. Peter Mom, the Stormaster Facility Manager. It was reported that a log of the water leak drain pipe discharge had been monitored by the CCWD with readings comparable to several PRA readings of 0.6 and 0.8 gal/min. In addition, a plan of the water line titled, "2750 California Avenue, Lateral 14.0 with 10 Ft. Contours,"and four sheets of the original water lateral 14.0 plans dated October 1952 prepared by the Bureau of Reclamation for the Central Valley Project was provided. The plans revealed a 15-inch inside diameter concrete pipe was used between Stations 53+94 at the camp Stoneman Spur on the south portion of the Stormaster property to the center of the S.P. Main Rail Line at Stations 55+88 on the north side of the property. The bottom of the pipe was at elevation 37.4 at the center of the rail spur on the south and at elevation 31.75 at the first rail track on the north. The planned elevation of the west end of Building A was 47.9 feet placing the pipe approximately 15 feet below grade at the Building A location. The CCWD has a historical record of periodic daily measurements for the water leak surface drain discharge that was installed in approximately February 2006. The water discharge Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 10 located below Building A from capillary soil suction discussed earlier in this section. Shown on Figure 31 is a view of Test Pit 2 excavation on March 25, 2008, with shoring in- place as shown on Photos 2 and 3 on March 27, 2008 and March 31, 2008 . Photo 2, shows Test Pit P-2 approximately 2 feet west of the Building A foundation with Photo 3, showing a portion of the north wall footing extension with a better view of the foundation end as shown on Figure 32. Figure 33 shows various views of the seepage water ponding at the base of Test Pit No. 2, with Figure 34 showing the amount of seepage water that was collecting overnight in Test Pit No. 2 after the water shut-off occurred on April 21, 2008. The pipe leak back flow seepage would pond each day at the base of the pit with the water removed by a sump pump turned on each morning by the Facility Manager starting over the first weekend and extending several days into the week,while the work crew was absent from the project. The Facility Manager reported that the sump pump operated from 30 to 45 minutes each dayfor removal of the ponded water. Figures 35 to 36, illustrates seepage zones upon the south east and south portion of the excavated walls for Test Pit No. 2, after the shoring was removed on April 1 and April 2, 2008, for work access purposes. The majority of the seepage occurred localized at shallow depths upon the south east excavation wall with the excavated north east and north wall seepage noted at depth for Test Pit No. 2. This later area was the general vicinity of Piezometer No. PT-4, which helps to explain the 19 ft depth of water initially encountered in PT-4. Soil samples. for moisture content were taken from the seepage zone at the southeast portion of the Test Pit No. 2 upon removal of the shoring on April 2, 2008, and plotted on PT-4, at the respective sample depth. Various notes are included on each photo for the Figures enumerated above to assist in the photo interpretation of the cited seepage features illustrated. Purcell, Ptloades & Associates No. 19-358/5703 August 24, 2008 Page 11 G. PIEZOMETER INSTALLATION 1. Piezometer Locations Prior to the installation of the Piezometers, tentative locations were selected along the west side of the entry way gate and Building A, including one north of Building A and one south of the office building with two located within the interior concrete paved areas adjacent to Buildings A & D. Mr. Simon Taylor of Foresite Services was retained to mark the planned locations for utility clearance for the initial Piezometer locations. This specialty firm works with state-of-the-art Seismic GeoPhonics, leak noise correlations, and global positioning satellite to map the site prior to drilling. We requested Foresite to locate the CCWD water line, depth and leak zone with markings' on the surface facilities to guide our subsurface drilling programa The location of the water line was shown with blue markings upon the pavement and the subgrade, with the location of the water leak shown by two blue arrows shown on Photo 1, Figure 37, in Appendix E, with the location of Piezometer 1, placed 23 ft, north of the water leak zone as shown on Photo 2. The location of each Piezometer was generally placed by studying past records of the pipe leak area, the areas of building damage, and the alignment of the abandoned California Avenue roadway. The drilling contractor reviewed the information provided and suggested that hand auger methods be initially used in order to "carefully' feel any obstructions to prevent utility contact in addition to securing continuous soil samples at more frequent one foot intervals for moisture determination. The Piezometers were thus installed by hand augering a 4-inch diameter borehole to depths varying in the field dependant on ultimate depth requirement or terminated when encountering underground obstructions that could not be dislodged. Piezometer P1 to P12, used a 2-inch I.D. PVC slotted pipe installed to the bottom of each borehole with a water tight cap placed at the bottom of each pipe to collect any free water seepage for measurement. Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 12 Each PVC pipe was perforated beginning at approximately 4-inches from the bottom, extending up the pipe. Filter fabric was placed on the exterior of each Piezometer. The void between the exterior of each Piezometer and the Borehole was filled with sand within approximately feet from the existing grade. A concrete monument was placed in the upper 2 feet of each Piezometers to prevent surface water from entering the Piezometers and to secure the top with a locking cap installed for each Piezometer. In the concrete slab drive area paralleling Buildings A and D, a six-inch concrete core was removed prior to hand auger drilling resulting in a fixed location for each Piezometer P8 through 1.1. This feature prevented the movement of the Piezometer hole when encountering an obstruction. See Appendix A, Figure 3,for the location of each piezometer and Figures 4 through 15 for the Log of Borings for each piezometer. Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 13 2. Piezometer Results The drilling results where obstructions occurred were generally limited to depths ranging from 4.5 to 7 feet with the following initial water depth and obstruction depth noted for each Piezometer installed as listed in Table I. TABLE PIEZOMETER DATA Piezo- Drill Date Depth Obstruction Comments Initial Water meter Ft Elevation No. Depth from Surface P-1 12/29/07 17'6" No Asphalt Encountered with possible -9'-0" & pipe obstruction at 17-1/2 feet. 12/30/07 P-2 12/30/07 5'-6" Asphalt at approx. 5.5 ft. Moved Piezometer hole 4 times approx. 18 to 24 ** inches each time and could not break through. P-3 12/30/07 20'5" Asphalt at approx. 6 ft. Broke through with breaker bar. 18'-0" P-4 12/30/07 19'10" Asphalt encountered at 6 feet during hand augering, broke through with breaker bar. -19'-5" P-5 1/2/08 20'6" No obstructions noted -20'-0" P-6 3/5/08 "14'0" No obstructions noted -4'-6" on 2/14/06* 12'-7" on 3/5/08 P-7 3/5/08 10".0" Potential pipe obstructions noted ** P-8 3/5/08 6'-0" Asphalt at 6 feet -5'-6" P-9 3/6/08 7'-0" Asphalt at 7 feet -6'-2" P-10 3/6/08 6'-5" Concrete debris at 6.5 feet ** P-11 3/6/08 4'-3" Rock or Concrete obstruction at 4.5 feet. `* No Asphalt P-12 4/25/08 26'-0" No obstruction noted, (used track- ** mounted B24 Drill Rig. - Piezometer 6 drilled 5 ft.Deep on February 14,2008 and 14 ft,On March 5,2008 _ -Saturated soil condition at base of drill We. Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 14 The log of each Piezometer Boring, P1 through P12, is enclosed on Figure 4 through 15 located in Appendix A. Each boring log includes the initial water level encountered during drilling and the first water elevation measured after drilling. Where soil samples were obtained, the moisture content of each sample is shown at the elevation noted on the Boring Log. P-1 was located 23 feet north of the water leak marked with two blue arrows upon the pavement fronting the entry gate by Foresite with the distance measured from the northern-most arrow. The boring was initially started an December 29, 2007, to a depth of approximately 11 ft with water at 9 ft.; one- foot below the fill in a saturated sandy clay material. The final depth of 17-1/2 ft., for Piezometer No. P1, was obtained on the following day. Figure 38, shows a close-up view in Photo 1 of the water flowing from Piezometer P1 upon the removal of the locking cap due to increased pressure on February 4, 2008. Photo 2 on March 22, 2008, shows a 22-inch pressure head measured for Piezometer No. P1 on March 22, 2008, after the Manometer modification to the locking cap. Figure 39, Photo 1, shows an 8-inch pressure head measured on April 8, 2008, with Photo 2 showing the location of Piezometer P1 in relation to the surface drain installed with water flowing to the exit discharge as shown Figure 25, Appendix C. Piezometer P3 was located north of P1, approximately 34 feet and encountered water initially at 18 feet below grade on December 30, 2007,*that rose to 14-1/2 feet below grade on January 3, 2008. These two Piezometers were the most active, showing the impact of the water line leak pressure changes during the eight month readings taken from January 1 through August 18, 2008, as shown in graph format on the attached Figure 40. Piezometers P2 and P4 through P12, shown also in graph format on Figure 41, indicated water at various depths depending upon Piezometer location and distance from the pipe leak source. Piezometer P2, P6 and P7, showed fluctuation in water level readings being located closer to the front of the property and the main water source. Piezometer P5 and P8 through P11 were located generally within the 60 foot, right-of- away of California Avenue with Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 15 f P8 through P11 located to intercept the water leak surface flow upon the old pavement surface similar to P2. Table 2, presents the results of water level readings performed after the pipe water was shut-off on April 21, 2008, with final readings on August 18, 2008, indicating no water in nine of the Piezometers and minor water depth with dropping water elevations in P3 and P9, 'except for P6 that remained constant from June 17 to August 18, 2008. These final readings verify the pipe leak water as the water source that damaged the Stormaster Property with the absence of water in nine of the Piezometers after four months from the date the leak was repaired. TABLE 2 WATER DEPTH VARIATION AFTER 4/21/08 WATER SHUT-OFF WATER HEIGHT MEASURED FROM THE BOTTOM OF PIEZOMETER P1 TO P12 Piezometer# Depth (Feet) 4/21/08 5/9/08 6/17/08 8/18/08 1 17'-6" 18'-5" 1'-6" 0 0 2 5'-6" 3'-7" 6" 0 0 3 20'-5" 5'-9" 5" 5" 2" 42 19'-10" --- --- --- 5 20'-6" 4" 4" 2" 0 6 14'-0" 9" 6" 5" 5" 7 10"-0" 6" 1" 0 0 8 U-0" 2" 0 0 0 9 T-0" 3-1/2" 2-1/2" 2-1/4" 2" 10 6'-5" 1/4" 0 0 0 11 4'-3" 1" 0 2' 0 12 26'-0" Installed 1-1/2" 1" 0 on4/25/08 -See Table 1 for Initial Water Depth from Surface Grade. '4/21/08-15-inch water pipe shut-off at approximately 8:20 a.m.for repair of the water line. 4126108-Pipe connected and pressure tested;test failure at north end. 4/28108-Pipe pressure tested;test passed. Water fine in service. 'Piozometer No.4-abandoned during the excavation of Test Pit No.2 on March 25,2008. \ Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 16 i 3. Piezometer Findings A review of Table 2, showing the drop in water level readings after the 4/21/08, water shut-off with Figure 40 and 41, showing the graphical piezometer level readings over-time demonstrates the presence of variable water conditions within the Stormaster property. The view of the permeable fill within the abandoned s California Avenue pavement zone exposed in Test Pit 2 demonstrates an entry for the water and the moisture probe reading, Photo 25 in Unit 66 on February 9, 2006; demonstrates the presence of the water within the Stormaster property. The t plotting of the California Avenue Profile showing the location of Test Borings EB-5 and SB-4, including Piezometer P8 through P10, also indicates the presence of the j 1993 pipe leak water upon and below California Avenue as it passed below Buildings A& D. The old swale zone that was filled in the early development stage f referred to as the eastern gully has also been plotted at its approximate trend and location upon Figure 16. The eastern gully intercept zone as shown connecting into California Avenue would explain thewater migration in a south east direction flowing from the California Avenue water source to impact the west end of Building H. H. Building Observations During the preparation of the field data for the PRA's Reference 1 report, building distress was noted such as cracked slabs and column stress cracks with settlement and expansive soil heave resulting in damage to several buildings. In the structural analysis for underpinning Buildings A and D, the structural engineer calculated the building loads for underpinning purposes revealing that the total foundation loads for Buildings A and D were 990 psf, which is half of the total 2000 psf allowable load provided in Reference 7 and therefore settlement would be less than expected with the lighter building loads. The total settlement for the 2000 psf allowable load design was estimated at one inch with differential settlement reported as follows: Purcell, Rhoades & Associates _ No. 19-358/5703 August 24, 2008 Page 20 Table 5, shows the relative movement caused by foundation heave of the continuous south foundation system in reference to Location 1 with all readings corrected for the 1/2% eastern slope design resulting in plus 1-inch at point 3 to minus 5/8-inch at the east end of Location 9. The foundation was built with a 1/2 percent east slope with a footing depth of. 2 feet and total width including aprons of 3 feet, as shown in Appendix B on Section 13/9 of the "Approved Plans, Sheet 9. This footing has a conservative depth for the expansive soils and has a surface moisture barrier consisting of the interior and exterior concrete slab system that prevents moisture variations in the subgrade soil from the surface. Thus the moisture variations in the foundation subsoils can only occur from changes in subsurface water with the water source traced to the hydraulic conductivity associated with the California Avenue abandoned pavement section and the fronting water line leak reported earlier in this report. The expansive surface fill soils extend below Building A with the extensive shrinkage cracks up to 1/2-inch in width noted on March 25, 2008, were present even though the subsoils were saturated from a seepage condition present in the fill as shown on Figures 34 and 35. Test results performed on the fill soils revealed a Plasticity Index range of 34 to 39 with an Expansion Index of 100, indicative of large soil volume changes or heave created with moisture content variations. Thus the relative measurements of the differential movement from the south foundation line to the north hallway wall requires adjustment for the heave of the south wall to determine the actual settlement of the north wall. Preliminary values of less than 1-inch for locations 1 to 5 and up to 2-1/8-inch for locations 6 to 9 have been calculated. The actual foundation and slab movement is best measured by a Surveyor using a fixed offsite monument in order to provide a comprehensive analysis in relation to soil heave and settlement within each building. I. DISCUSSION In this study of the water leak impact on the Stormaster property, various factors pertaining to the water leak have been presented in prior sections of this report, that demonstrate the migration of the water leak into the property. Subsurface water flow is similar to electricity Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 21 that generally flows along the lines of least resistance which for water, would be the more permeable materials generally layered within the fill mass or in discontinuous layers effecting a localized area. The layered condition was disclosed in the California Avenue pavement section exposed in Test Pit 2, which represents the main hydraulic conductivity into the property. The entire site is founded upon fill placed at various time intervals with only the 1993 site development fill tested and inspected as disclosed in this study. With eight lightly loaded buildings plus, the main office building all located on the same previously placed fill, it is unusual to have foundation settlement and slab heave problems located in only three of the buildings and the small front office building. Building A had water migration associated with the old abandoned in-place California Avenue pavement that connected to Building D at depth and eventually to the west end of Building H. Building H is founded in expansive soils with poor drainage on the south side of the building that normally would cause soil heave to occur, not settlement. The deeper water penetration in the old fill supports the fill settlement condition currently impacting the west end of Building H. No damage was reported in the balance of the structures, even though, the same fill is present below all the buildings. As discussed in this report, a pavement that is not ripped or removed and is later filled,will provide a conduit for water seepage along the old pavement surface. The extent of the water seepage is generally dependent upon certain factors, including the duration of the water source, the water pressure at subsurface permeable areas including the pavement intercept, the permeability of the material above and below the pavement and the negative slope of the road leading to water discharge in an easterly direction from the source of the water. Initially the water found upon the old pavement in the 1993, Reference 5, Geotechnical Report raised issues concerning the conclusion of a perched water condition when previous geotechnical reports indicated no groundwater. The perched water issue was resolved when further investigation revealed the 1945 Profile of California Avenue with plotting of the1993 SB5 Boring intercepting an easterly sloping Purcell, Rhoades &- Associates No. 19-358/5703 August 24, 2008 Page 22 pavement section that normally would not hold water, thus preventing a perched water condition. Additional factors demonstrating the water leak presence included the water bearing permeable materials found in the east side of Test Pit 2 above and below the old pavement intercept; the moisture meter reading of a February 2006 wet slab condition in Unit 66, even though the unit is surrounded by a concrete surface water barrier system and the old profile of California Avenue below Unit 66 showing a relatively flat slope and source for capillary soil moisture suction to the slab from water ponding on the old pavement. The Piezometers installation was the concluding factor after installation and monitoring the water leaks along the western area of Building A, including north and south of Building A and the Office Building, all demonstrating water during or shortly after installation. The same water occurrence happened with the Piezometer installed along the alignment of California Avenue below Buildings A and D, again finding water during or shortly after installation. The water present in the Piezometer became minimal to non-existent on August 18, 2008, after the leak was repaired on April 21, 2008. The migration of water in a south easterly direction from the California Avenue water source toward Building H was resolved once the eastern gully alignment was examined, which intercepted California Avenue. Thus water flow below the pavement at this location would have an opportunity to follow the old gully fill that intercepted the west end of Building H. The reasoning for the above discussion is to present information to place a date on the water leak that was unknown until the Facility Manager became suspicious of a surface water condition in September 2004. Water leak impacts vary over time and generally worsen as time passes. The reported water found on the inclined pavement in 1993 supported by other findings of this report leads to the conclusion that the water leak predated the 1993 findings that finally surfaced by the appearance of water in the planter areas on September 2004. The moisture meter reading of the February 9, 2006, was the first clue of water leak penetration, but was not identified as such until other factors were put in perspective. Therefore, based on the facts disclosed in this study, we are of the opinion, that the CCWD water line leak predated the 1993 findings of on site subsurface water in Boring SB-4 Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 23 resulting in continual water migration into the. property and resulting distress to the improvements as noted in this report. J. CONCLUSIONS 1. We conclude from our study, that the CCWD water leak impacted the Storemaster facilities causing settlement, including an expansive soil heave condition concentrated in Buildings A, D and H. Damage may have occurred elsewhere and we reserve our opinion on other damage based upon facts not known at this time. 2. Repairs to the property to correct heave conditions should be delayed until moisture equilibrium below the slabs occur in early 2009. 3. Foundation stabilization may proceed dependent upon the method selected for foundation leveling. Underpinning and grout stabilization contractors should have a minimum of ten years experience in order to ensure that only experienced contractors are retained to perform the correction work. 4. An accurate baseline survey of the distressed buildings should be provided to each contractor for uniformity in job costing and to isolate the soil heave from the actual settlement that has occurred. The base line monument for the level survey should be offsite or in a non-impact area for relative soil movement determination. L. LIMITATIONS This report has been prepared for the sole use of Stormaster Self Storage specifically for the 2750 California Avenue, Pittsburg, California. The opinions, conclusions, and recommendations, presented in this report have been formulated in accordance with accepted geotechnical engineering practices that exist in the San Francisco Bay Area at the time this report was written. No other warranty, expressed or implied, is made or should be inferred. Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 24 The opinions, conclusions, and recommendations contained in this report are based upon the information obtained from our investigation, which includes data from widely separate discreet locations,visual observations from our site reconnaissance, data research at various agencies, and review of photos, places and other geotechnical data provided to us, along with local experience and engineering judgment. If any additional information is provided to PRA after the issuance of this report, PRA reserves the right to review such information and, if necessary, to modify our opinion accordingly. The recommendations presented in this report are based on the assumption that soil and geologic conditions at or between borings do not deviate substantially from those disclosed in our findings or extrapolated from the information collected during our investigation. We are not responsible for the data presented by others. The opinions presented in this report are valid for a period of two years from the present date for the property evaluated. Changes in the condition of the property will likely occur with the passage of time due to natural processes and/or the works of man. In addition, changes in applicable standards of practice can occur as a result of legislation and/or the broadening of knowledge. Furthermore, geotechnical issues may arise or facts disclosed that were not apparent at the time of our investigation. Accordingly, the opinions presented in this report may be invalidated, wholly or partially, by changes outside of our control. No warranty, either expressed or implied, is given about the general property conditions or specific property condition as it affects the owner or prospective future owner(s). Purcell, Rhoades & Associates No. 19-358/5703 August 24, 2008 Page 25 REFERENCES 1. Purcell,Rhoades&Associates, November 30,2007,"Geotechnical Study, Stormaster Self Storage, Pittsburg, California, APN 074-0907017," Project No. 19-358/7363-01. 2. Madsen, Kneppers & Associates, Inc., June 29, 2007, "Slab Cracking Evaluation, Byron and Wayne Kelly Property, Pittsburg, CA., Project No. MKA#2007.0244, Claim #047506075118, Prepared for Mr. Michael Blackburn, Chubb Group of Insurance Companies, 2155 W. Pinnacle Peak Road, Phoenix, Arizona 85027. 3. Geotechnical Consultants, Inc., June 2007, "Geotechnical Evaluation, StorMaster Self Storage, 2750 California Avenue, Pittsburg, CA." Project No. SFO7008. 4. Robert A. McGuire, Jr., Civil Engineer, October 12, 1993, "Compaction Control Study for Storemaster Self Storage, California Avenue, Pittsburg, California," Project No. 10-93-02. 5. Harlan Engineers, March 26, 1972, "Soil Investigation for 160 Acre Parcel, Contra Costa County, Pittsburg, California," Project No. H2-0011-PO1 6. Converse Consultants of Northern California, May 1, 1986, "Soil and Foundation Investigation, Baker Property, Pittsburg, California," Project No. 86-14-118-01. 7. Harza Kaldveer Consulting Engineers, August 31, 1993, "Geotechnical Investigation, Pittsburg Self Storage, Pittsburg, California," Project No. K1291-2-1701.22722. Purcell, Rhoades& Associates No. 19-358/5703 August 24, 2008 Page 26 i APPENDIX A Purcell, Rhoades & Associates 1 `J SITE li 1000 AV 30 UA vQu,'i I ¢ i s 0 11, CALIfiOR IA AV HWY j :14 SBUR . RR ooa N, _QRIu NORTH P 4 ARK U � /4,pm � �• CT B(` Q� 1 /na\LyK t! 1 :� 1'�r�Sl ]x' WAL RT,r l� a o' r o Cf `RY ,P'P �Ai �f 1 T �FRNE .t c'w .. :��' OQ �•,.�FNNRY CEMRY 84 0 4 [I Ar�:y, �� R �. s' �b''uw ',' � " ,. Ih. O SjL•� y�~� �S� �S�Ct $ P _ ��. soa x 'w NOTES DATE AUGUST 22,2008 Purcell, Rhoades & Associates SOURCE: JOB NO. 55307 Consultants in the Applied Earth Sciences 55707.FIG.1 SITE LOCATION MAP FIGURE NO. THOMAS BROS. DWG NO. DRAWN 1DA 2750 CALIFORNIA AVENUE CHK'D DJR PITTSBURG, CALIFORNIA APP'D DJR CLIENT STOREMASTER REV. NO. r!�� ,j'xy 1 1 f r S y YtrT• r S ;+.�.v 1 + O p N..... � R4 4 P 3 "• Y.M1 1;'vtp2�{ { r, r �:4,s g 1 r 4aS t� r 7 p§. fu v lW�� �*�w3,q�. 5 ts� {�h e e.�flA�N \ 1 � �i "t¢';Ah., =i s ,.,�F It•#'�` S� �' i Il .v_ ' 1t rt et I,;kg,z 1y4„�`�t,1 4— um m j5'� ,t + � � r}� ti3 s t{,ti,F�' > ✓ .q,4 _ ` -w: jac „ f *:i3' t -q4 hLq r.1 it r55i'�4{ _ '.[ x � �fr 5p rfH; _ r E.' fr ,r I !f}FU•l`�al b'>.} tT `t1r^�a � � +3��a. e r�ti � ? d.t ,Ai + r t ft3`1♦ ¢ti o`r .S, 1'+i} �'ah '' hF1j ,,,q yr + 1 y •:- t k 1:'t w,, ,} 1� r iw u. .ta 'r'q u h \SFyl< tS{ ;.y,� n " ''A '1 ,y ,,f N fit", 1\x+ v li :j .n T(a ga t t h t t yryr{ww vp al �y ><a ,S 1 y« 5 aal BrttS+eJ. {, °nyV p110 E tt�Op v`Nif" ' 4 r, syr tY dl �1s i 8 s Y" P'e sa `P e r n^t i >ra� f 1 n� t Sri! Y{ sS$^I,0 0 1 k ^ [r x 4 + u 15 -41 e1 Yti 4Ml ift1.- �t rY 1 1 '=l' sr�•�1� �au#'ly: P;i}�r ` tt '` �+ J L,'t� w '` !� P j.l„,v.... E ti`r'bi d"- i :A sir �`ri d�ye€i +"2 YAFv, au a 5 1 F A a� p k �5f �,`��! vW+ 7�T= 'rF^ V i r{'n d s F fu ktb Yr^�- .s 1 u1, •'y -;. t "� r ..,, 6x ik l< t�f } �+. u t,fr.,r x, al 'k ,pry. M �'ap[ •PE * ,, � fr. R r a'' �+ tirt. a,�C�{ 1 PY. r "` "'•}Tn Ls's 4�II�118`y`$. ^ r S t'zr,X°e'"c, s 4,..' y ,t�,a NOTES Purcell, Rhoades & Associates +.F":i ✓.'«a., 'F�!9 1��F£' r.: SOURCE Consultants in the Applied Earth Sciences GOOGLE AERIAL • • STORMASTER AUGUST 24, 11' 2750 CALIFORNIA AVENUE NDL PITTSBURG, CA 2 - Mw •: u e Yli®Y� i EXPLORATORY BORING LOG CLIENT:Stormaster Self Storage PROJECT NO.:19-358/75307 LOGGED BY:JM DATE DRILLED:1/2/08 PAGE 1 OF 1 Hand Auger w oo extensions PIEZOMETER DIAM.:4 inch bore with 2 inch perforated pipe,capped at base. BORING ELEV msi:46.5 feet BORING NO. Installed:1/3/08 i. LOCATION:55 feet east of northwest corner of Bldg. A;2 feet north of Bldg A P,5 see attached site plan) BORING DIAM.:4 INCHES ii FIELD DESCRIPTION LABORATORY K LL p Q 2 W F e WyF Q w Z J MATERIAL DESCRIPTION AND REMARKS Wo W 'z ° h 1 w a n Uw o vU2 OU oo O W~ o�� 3OW J fn y U'J U �N �d �U U Q� 7OU IL with me sand and grave,medium brown, 1 saturated CL 2 3 4 .N 5-4 24 5 6 5-6 FILL,SANDY SILT with gravel,medium brown,moist,gas odor CL 11 7 _ _ _ _ �- 8 5_8 FILL,SILTY SAND,grey/brown,very moist,strong gas odor SM 19 e:.:rs• 5-9 FILL,CLAYEY SAND withm sall gravel,grey%brown, ry vemoist, 14 9 gas odor _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ SM 5-10 15 10 NATIVEtd _10 ,CLAYEY SAND,olive grey,moist,gas odor SM 1s s 11 5-tt -1 t (Sandier with depth from 9 to 11 feet;samples saturated 11 to 12' za 12 ? '` 5-12 CLAYEY SAND,light to medium brown,saturated,gas odor SM 2s 13 5.13 20 14 -.:.., 5_14 18 15 5-1CLAYEY SAND,medium brown,very moist to wet SM 19 16 = s-t SANDY CLAY,angular gravel present,saturated CL 20 17 AN = 5-1 CLAYEY SD with traces ofm sall gravel,medium brown �rym2ist- - - - - - - - - - - - - - - SM 1s 18 5.1 CLAYEY SANt_,fight to medium brown,verymoist to wet SM 21 19- 5-1 12/3 olive blue, slight gas odor SM 21 2 21 BORING TERMINATED AT 20-1/2 FEET 2 WATER ENCOUNTERED AT 20 FEET IMMEDIATELY AFTER DRILLING. 2 24 2 26 27 28 2 30 Elevation of piezometer determined from Grading Plans,JE Schuricht&Associates, Sheet 3, Dated July 28,2008. Buildings A through H constructed with a 0.5 percent easterly slope. PIEZOMETER BORING LOG P-5 FIGURE NO. Purcell, Rhoades & Associates 2750 California Drive Consultants in the Applied Earth Sciences Pittsburg, California 8 Client: Stormaster Self Storage Y p A ��Y.fyMVT i I'b ��a ♦ v i`� S b I{ 4'' ri'�� z M t NM i�J.r. a•i, AI }��s v. 4 I �.T t 19tI 4 1.1! +�! /� x :,5�.,tN Ji i ♦R - v� • * _,v� ISA w 24 T Y � .n• .1 ' � ' 8 ns'.x`y S x r µ F 1 h' , • ;A f L fi ( 4�r y_,t'��hi t S(s�li tit "TA , s�. "ss Att `tr�.�p�"` ♦6�,- �hg , n, ,`� T`k �Ii�+wt lit Pir +� t i SF - aro c• n - ,a �,t�'ti [w wPi e'`:{>!"'e{• " �'+ t .fFtlY F..Y.rn �.-.t ir`^ N^✓p �T�t f''v r� � f h�"f� �Y j;.�°�'3±A t t�{` �, E�. 1`t,✓ t�sr i�97 ayY d t?1• f r • • • , r i i • • � 1 -- -I� P-5 20 y~C4 4 elrYbr ifiMr' ~: y.. ' P LEGEND: Piezometer Locations 1 through 12--Z,,- Geotechnical Geotechnical boring drilled and logg4` Associates, September 26, 2007 Geotechnical boring drilled and loggl � �- Consultants, Inc., June 15, 2007 -. Drift hale drilled by Stormaster Self ti Geotechnical Consultants, Inc., May ��L�° Approximate areas of ponding water+�`N - w l NOTES: Figure 3- Updated from Purcell, Rhoades &Associates Re;: FIGURE NO. 11/30/07-See Figure 12 for 11/30/07 Cross-Section A-A of Report. I MAP 3 REV. NO, I duM i:Mu1 �• LEGEND, Piezometer Locations 1 thrc' Geotechnical boring drilled at. - .....- = Associates, September 26, 2, Geotechnical boring drilled ar- Consultants, Inc., June 15; 21 Drill hole drilled by StormastL, , Geotechnical Consultants, Iris` �"sn'y RNS AApproximate areas of pondi ' _ NOTES: FIGURE NO. Figure 3- Updated from Purcell, Rhoades &Assoc , MAP 11/30/07-See Figure 12 for 11/30/07 Cross-Secti Report. 3 'E REV. N0. I _ q P-5 - ` P-3 PRA-4' LEGEND: Piezometer Locations 1 through 12 Geotechnical boring drilled and logged by ;'. •_-- Associates, September 26, 2007. .... Geotechnical boring drilled and logged by Consultants, Inc., June 15, 2007 Drill hole drilled by Stormaster Self Storagi Geotechnical Consultants, Inc., May 7, 20i SON Approximate areas of ponding water NOTES: FIGURE NO. Figure 3- Updated from Purcell, Rhoades &Associates Report Da 11/30/07-See Figure 12 for 11/30/07 Cross-Section A-A of ReferEAP Report. 3 REV. N0. i r '.uc i::-me:o.emmi•k.: — ,Y /,(} •Y 'w„) �.v :6A6• w.,� et p_7 :, ti`s I - " •i t 4'i.rM(M_53:2.11 ✓J' � \ n LEGEND: Piezometer Locations f .. Geotechnical boring d'^ Associates, Septembv Geotechnical boring,i .'—R Consultants, Inc., Ji Dr'sll hole drilled b Geotechnical Cor' Approximate ar � / URS No NOTES: ` 3 Figure 3- Updated from Purcell 11/30/07-See Figure 12 for 11 RV Report. ` Jyp. _, I � Y ,Jta•3 f / - • � _ •1'4 � � SD hi : ` ��l 'O '"0 chf``11-D�•- N p CS p O 0 O n ^ g t s; is tr t j /! • �. o .� tJ ,.� n1 ♦, l r "•rcr 0f; (r 1 1 1D' . �.•'I"tt V t! p G C LD '.'S o fir.,. �^. 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',y r '1 [i- V• a�/0 to .'a' F:!', 1 ) :';r ..t,tfA7 , lid •t CD cy 0(0 0 IF CD CD CD CL 0 It 0 6 N "d 90 i it � � � ! :•tilt ! >( i I�f .1 it rr its , r ! p t 7t f 0 rn o -�1 Pt r r� tiw t y :fr rl t p y i N 0 Z in v, c go 70 000 rn(P y Z�' m ! �' .r J � J:i T 4 G) C W m z O 1 No. 19-358/5703 August 24, 2008 Page 27 APPENDIX B Purcell, Rhoades & Associates ,(�t ,.g 'i Wy�'1-0AN.y!n NMI- ytaah f'y� ''e t( orb" r'�r •r r..�"n ( 7 '(J9 t„� L V41 t.Y1 F (.t{ 4'>. t �1 ' � `. ern^? to Y•f{.J.F 1 fl trx Ft '� J S p'' ` ,�tf7+. J ] ,"S„1-�+.�.."-.�.�r ---•-• ✓ S'��lu�+e cJ � f.W''lZ��f�ls�rtj�l yl�� tJi yB {Yl�l f`tit%- j21 yi yf 3 4'i 1' +u� }R-r j1's'Jrn''�� 6xaw_� uX��i� rj �. . ><NS,thrift/r4C`�-s 1. r rJrjASrrifil UAx �t y i., 4]r v St YPf} lr w r '� ti. mm's`• +x�e�;.•J S� �jn�' gP .,��ltJ€ "'�tj1'{v), rt�,In ']i s j ,i s e t:, ° f>y F _.-�f ,t > 11� �S / i t.... � ti�.���:du...l.. J i�a I�✓ 7 rr 11-1-11111111 .JY(a'tYS�, ,} rf'ArJ.2? '^I :N y, tr( Yr yt F Jr t r 3 x1 flt e,f3'rtl$ Pro� i^f S��a4'. tsir•x �f �� ��YFrc, �,��s. kn 6Y rw y"t5- , aLLIJ Y.ury}}( !'�,.a Y Fes+ ar;rtii , e _ hf !Yf :u'r41t ,4 J. ma x J �/"T� •�� y � r ,i I yr re} (( �"�d J, ov����f 13�u1 q R,.}t�15.x'lx j { r q �✓< J� FFFFF.' +"If {��`'kli"`] +J NOTES SOURCE: °Arc AL)Gusi zz,zoos Photo 9a, Taken 2!5/07 J08 NO. S530].PtG.IB °"'GNo. g ConsultantsinVIli A�s n ile Ea h Sale cec`3t8S °�K'N wcR- Store Ci�i p DJR Ponding reMaster SSelate f Storage APpa DJR 2750 California- try eLandscape np CA a F RE CLIENT S70REMASTER 18 REV. NO. T9 4 AC �'t 4 f M1 �t tRVt'�; � Pi �C f TAY Y '4}�lAiy�M t� VC "��f�P�''CC;i Y} �,�1^. _•j, �jr�yt e � t xMY�tnl5tits-° b l NV.�l ����"v G.4�A f � - ✓ T Vf f ft q r 'y? � Z ` r IV, 1 l �wf ? V + d• f r - yt'". @ata{` q$ f '�aS�r ^i +� iy ri�� �• �� f ;i" ,/,� i `�I{y � �+/`,� ` aN y �"�•aa`�rK }rte '` aSS frc �'. 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