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Staff Report 5.A 12/01/2008 Part 3
E3 I ATTACiNIENT 3 HISTORICAL AERIAL PHOTOGRAPHS, TOPOGRAPHIC MAPS, AND CITY DIRECTORY ABSTRACT TTRANS TECH CONSULTANTS 930 SHILOH RD., BLDG 44, SUITE J WINDSOR, CA 95492 PHONE: 707-575-8622 FAX: 707-837-7334 DRAWN BY: I DWG NAME APPP. BY. PSC 160 1 CLS 1953 PACIFIC AIR AERIAL PHOTO 2762 I ST. PETALUMA, CALIFORNIA JOB NUMBER: W.O. NUMBER: REVISIONS: DATE 1605.01 A-474 I 6/7/04 A� IMF - lit, - 4 SITE. . . . . . . ...... I Nl 7 Mj 'R IQ AK X tt, I.-, d ell iAy i 66' TTRANS TECH CONSULTANTS 1993 USGS AERIAL PHOTO 930 SHILOH RD., BLDG 44, SUITE J WINDSOR, CA 95492 2762 1 ST. PHONE: 707-575-8622 FAX: 707-837-7334 PETALUMA, CALIFORNIA DRAWN BY: DING NAME, APPR. BY: JOB NUMBER WO, NUMBER REVISIONS: DATE: PSC I 1605.01 AP I CLS 1605.01 I A-474 6/7/04 K" Fv q --g NJ '.` Topographic p Report Dash Ranch 2762 I Street PETAI.,U A, CA 94952 May 2$, 2004 inquiry Number: 1200350-4 W Environmental Data Resources Inc 440 Wheelers Farms Road Milford, Connecticut 06460 Nationwide Customer Service Telephone: 1-500-352-0050 Fax: 1-300-231-6502 a it34(ix tir7iEdd?, .I I .I ,see \..--' •" - r - ''ft� �'1•, ._^+4. •'w�F'.._-1_r�: 'Y:iy,,,�',• IY1al.11illn '� t {{ •T+y 9M I]1' �i'`t•Sa...i.. � ij-.rJi']✓]5a i •.'q�'�,F,•",' 1.1'-""—'.,,[ %'v . I'� f +.. 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HM`„ll� v t 1 li J Tw,; Ua tD {/21 : Q - t - fit' 6xTn��.,. .•' � � - `'/ u a Mtn API '"'PATE �'t J bw cut- ay� "Tfl- Ln— Ti oft, TV liTTOTTii �TTTTTT IT -IT 41 "r tt rrd - 14 C'o GI IMF 27 Ant - - ihiliT 3_LitMA ar M.,} v Kms`,-�,.i• �.��_ t'r`y 'SII_` •J,I ..'1- J,""�=e.'a y� ! . -' � "� �` Yt;^Y � ': -' • �_ CgsJc piy'h Ib =moi=� - �,' �7_n .y���1v,J, ";�Y Fid, C?k. �•'.�e - _ .'Yii�4iq�n - __ .�. �1_ i:• - 'r.:.��..'- '%441= ,� LEVEE' -30 -. r, MITI- 4,4 • - it �•�-_ � ��. _ __ __-;_ �_ - _�� "•' •' b = Rte•: �Y` ,i L(l (Jttb\\ _ _ _= _ ____ '�.. re n i BM 7 364 is 14 3 �o ih=.a1er _ J x.573 ty of 315 `-•1 _ 0 The EDR-City Directory Abstract Hash Ranch 2762 I Street PETALUMA, CA 94952 May 28, 2004 Inquiry Number: 1200350-7 DR' Environmental Data Resources Inc The Standard In Environmental Risk Management Information 440 Wheelers Farms Road Milford, Connecticut 06460 Nationwide Customer Service Telephone: 1-800-352-0050 Fax: 1-800-231-6802 u 0 En-dronmental Data Resources, Inc. City Directory Abstract Environmental Data Resources, Inc.'s (EDR) City Directory Abstract is a screening tool designed to assist professionals in evaluating potential liability on a target property resulting from past activities. ASTM E 1527-00, Section 73 on historical Use Information, identifies the prioruse requirements for a Phase I environmental site assessment The ASTM sUandard inquires a review ofreasonably ascertainable standard histoticalsources. ReasonaNy ascertainable means information that is publicly available, obtainable from a source with reasonable time and cost constraints, and practically reviewable. To meet the prior use requirements of ASTM E 1527-00, Section 7.3.4, the following standard historical sources may be used aerial photographs, fire insurance maps, property tax files, land title records (although these cannot be the sole historical source consulted), topographic maps, city, directories, building department records, or zoning/land use records. ASTM E 1527-00 requires All obvious uses ofthe property shall be identified frrom the present, back to the property's obviousftr:st developed use, orbadcto 1940, wl icheveris earlier 77ib taskrequires rer"demirrgonib,o nw W afthesairdard historical j sources as are nececsmy, and that are reasonably ascertainable and likely to be useful"(ASTM E 1527-00, Section 73.2, page 12.) EDR's City Directory Abstract includes a search and abstract of available city directory data. City Directories City directories have been published for cities and towns across the U.S. since the 1700s. Originally a list of residents, the city directory developed into a sophisticated tool for locating individuals and businesses in a particular urban or suburban area. Twentieth century directories are generally divided into three sections: a business index, a list of resident names and addresses, and a street index. With each address, the directory lists the name of the resident or, if a business is operated from this address, the name and type of business (if unclear from the name). While city directory coverage is comprehensive for major cities, it may be spotty for rural areas and small towns. ASTM E 1527-00 specifies that a "review ofciti, directories (standard historical sources) at less than approximately five year intervals is not required by j this practice." (RSTME 1527-00, Section 7.3.1.1, page 12.) 1( NAICS (North American Industry Classification System) Codes NAICS is a unique, all-new system for classifying business establishments. Adopted in 1997 to replace the prior Standard Industry Classification (SIC) system, it is the system used by the statistical agencies of the United States. It is the first economic classification system to be constructed based on a I single economic concept. To learn more about the background, the development and difference between NAICS and SIC, visit the following Census website: http://www.census.gov/epcd/www/naiesdev.htm. i Please call EDR Nationwide Customer Service at 1-800-352-0050(gam-Spm EST) with questions or comments about your report. 1 Th¢n!c you for your business! Disclaimer - Copyright and Trademark Notice S This report contains information obtamed from a variety of public and other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL, DATA " RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKLNG OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LD UTATION, MERCILANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER, IN NO EVENT SHALL EDR BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT Oil ANY OTHER CAUSE, FOR ANY LOSS OR DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECLA ,, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. It can not be concluded from this report that coverage information for the target and surrounding properties does not exist from other sources. Any analyses, estimates, ratings or risk codes provided in this report are provided far illustrative purposes only, and ore nut intended to provide, nor should they be interpreted us providing any facts regarding, or prediction or forecast of, any environmental 1 rale for any property. Any liability on the part of HDR is strictly limited to a refund of hie amount paid for this report. JI Copyright 2004 by Environmental Data Resources, Inc. All rights reserved. Reproduction in my media or format, in whole or in part, of any report or map of Environmental Data Resources, Inc. or its affiliates, is prohibited without prior written permission. EDR and its logos (including Sanborn and Sunbom Map) are trademarks of Environmental Data Resources, Inc, or its affiliates. All other trademarks used herein are the property of their respective owners. 4. SUMMARY a City Directories: Business directories including city, cross reference and telephone directories were reviewed, if available, at approximately five year intervals for the years spanning 1954 through 2004. (These years are not necessarily inclusive.) A summary of the information obtained is provided in the text of this report. 1200350-7 1 Date EDR Searched Historical Sources: City Directories May 28, 2004 Target Property: 2762 I Street PETALUMA, CA 94952 PUR ID Year Uses NAICS Source 1954 Address not Listed in Research Source N/A Polk City Directory 1963 Address not Listed in Research Suutce N/A Polk City Directory 1972 Hush's Saddle shop Pollc City Directory Rod & Gold Pony Pam Hash Ice Cream 1981 Hnsh's Saddle Shop 2004 Address not Listed in Research Source Adjoining Properties SURROUNDING Multiple Addresses Petaluma, CA 94952 PUR ID Year Uses 1954 Address not Listed in Research Source 1963 — Address not Listed in Research Source 1972 -*l ST— Residence(2649) Residence (2757) Reentrnce(7761) Residence(2891) Raidence(2991) Address not listed in research source (2997) Address not listed in resesrch source (3115) Residence (3131) Address not titled in research source (3150) 1981 e"I ST— Residouce(2649) Road.= (2757) Residence (2761) Residence (2891) Residence(29-31) Retiden.a(2997) N/A NAICS N/A N/A N/A N/A N/A 1200350-7 2 Polk City Directory Polk City Diecanty SoItrce Palk City Directory Palk City Directory Polk City Directory Polk City Directory 1 PURID Year Uses NAICS Source 1991(con[inued) Residence(3115) r� Rcsidence(3131) Residenee(3150) 2004 *-I SV - Residence (2649) Residence(2757) Pnpenheusen Horse Cover-Ups(2761) Residence (2691) Residenee (all 1) Residence(3150) 1200350-7 3 Polk City Diremory ATTACHMENT d ENVIRONMENTAL DATA RESOURCES REPORT om l Hash Ranch 2762 I Street PETALUMA, CA 94952 Inquiry Number: 1200350.2s J RW'Environmental Data Resources Inc The Standard in Environmental Risk - Management Information May 26, 2004 440 Wheelers Farms Road Milford, Connecticut 06460 Nationwide Customer Service Telephone: 1-800-352-0050 Fax: 1-800-231-6802 Internet: www.edrnet.com m TABLE OF CONTENTS SECTION PAGE Physical Setting Source Addendum------------------------------------------ A-1 Physical Setting Source Summary---------------------------------- - A-2 Physical Setting Source Map------------------------------------------------ A-7 hysical Setting Source Map Findings---------------------------------------- A-8 i Physical Setting Source Records Searched------------------------------------ A-9 Thank you for your business. - Please contact EOR at 1-800-352-0050 with any questions or comments, I Disclaimer- Copyright and Trademark Notice This report contains information obtained from a variety of public and other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE j WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE, ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL EDR BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OR DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. It can not be concluded from this report that coverage Information for the target and surrounding properties does not exist from other sources, Any analyses, estimates, ratings or risk codas provided in this report are provided for illustrative purposes only, and are not Intended to provide, nor should they be Interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property, Any liability on the part of EDR Is strictly limited to a refund of the amount paid for this report. I Copyright 2004 by Environmental Data Resources, Inc. All rights reserved. Reproduction In any media or format, in whole ior in part, of any report or map of Environmental Data Resources, Inc., or its affiliates, Is prohibited without prior written permission. EDR and Its logos (including Sanborn and Sanbom Map) are trademarks of Environmental Data Resources, Inc. or its afrliates. All other trademarks used herein are the property of their respective owners, I � _1 TC7200350.2s Page 1 I I I i Executive Summary------------------------------------------------------. ES1 OverviewMap----------------------------------------------------------- 2 DetailMap------------------------------------------------------------- 3 Map Findings Summary-------------------------------------------------- 4 MapFindings---------------------------------------------------------- 6 OrphanSummary-------------------------------------------------------- a Government Records Searched/Data Currency Tracking-------------------------- GR -1 GEOCHECK ADDENDUM Physical Setting Source Addendum------------------------------------------ A-1 Physical Setting Source Summary---------------------------------- - A-2 Physical Setting Source Map------------------------------------------------ A-7 hysical Setting Source Map Findings---------------------------------------- A-8 i Physical Setting Source Records Searched------------------------------------ A-9 Thank you for your business. - Please contact EOR at 1-800-352-0050 with any questions or comments, I Disclaimer- Copyright and Trademark Notice This report contains information obtained from a variety of public and other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE j WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE, ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL EDR BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OR DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. It can not be concluded from this report that coverage Information for the target and surrounding properties does not exist from other sources, Any analyses, estimates, ratings or risk codas provided in this report are provided for illustrative purposes only, and are not Intended to provide, nor should they be Interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property, Any liability on the part of EDR Is strictly limited to a refund of the amount paid for this report. I Copyright 2004 by Environmental Data Resources, Inc. All rights reserved. Reproduction In any media or format, in whole ior in part, of any report or map of Environmental Data Resources, Inc., or its affiliates, Is prohibited without prior written permission. EDR and Its logos (including Sanborn and Sanbom Map) are trademarks of Environmental Data Resources, Inc. or its afrliates. All other trademarks used herein are the property of their respective owners, I � _1 TC7200350.2s Page 1 I I I i -� Map ID MAP FINDINGS j Direction Distance Distance (ft.) EDR ID Number ..� Elevation Silo Databass(s) EPA ID Number Coal Gas Site Search: No site was found In a search of Real Property Scan's ENVIROHAZ database. 1 1 BOSTROM PROPERTY LUST S1045469B0 NNE 479 DEER CREEK LN NIA j 174.112 PETALUMA, CA 94952 1720 ft. Relative: State LUST: Lower .i Cross Street: Not reported Qty Leaked: 0 Actual: Case Number 49.0301 237 ft. Reg Board: 2 Chemical: Gasoline Lead Agency: Local Agency Local Agency: 49000L Case Type: Aquifer affected Status: Case Closed i Review Date: Not reported Confirm Leak: Not reported 1 Workplan: 7124100 0:00 Prelim Assess: 7/24/00 0:00 Pollution Char. Not reported Remed Plan: Not reported Remed Action: 113/65 0:00 Monitoring: Not reported Close Date: 51221010:00 Release Date: Not reported Cleanup Fund to : Not reported Discover Dale : 04/06/2000 l Enforcement Of: Not reported Enf Type: 13 -JUN Enter Date : Not reported Funding: Not reported Staff Initials: LCW How Discovered: Not reported How Stopped: Not reported Interim: Not reported _ Leak Cause: Not reported Leak Source: Not reported MTBE Date; 3110/00 0:00 Max MTBE GW: 10 Parts per Billion MTBE Tested: MTBE Detected. Site tested for MTBE & MTBE detected Priority: Not reported Local Case #: 24063 Beneficial: Not reported Staff: JMJ 1 GW Qualifier: < J Max MTBE Soil: 0.05 Parts per Million Soil Qualifier: < Hydr Basin #: UNNAMED BASIN 1 Operator: Not reported )j Oversight Prgm: LUST Review Date: Not reported Stop Date: / / Work Suspended :Not reported Responsible PartyK.A. SEEBER RP Address: 2641 FIR PARKWAY Global Id: T0609791178 Org Name: Not reported Contact Person: Not reported TC1200350.2s Page 6 ik l Map ID �I MAP riNDINGS Direction Distance Distance (ft.) Elevation Site BOSTROM PROPERTY (Continued) MTBE Conc: Not reported Mtbe Fuel: Not reported Water System Name: Not reported Well Name: Not reported Distance To Lust: 0 Waste Discharge Global ID: Not reported Waste Disch Assigned Name: Not reported LUST Region 2: Region: 2 Case Number. 00024063 Facility id: 49-0301 Facility Status: Case Closed How Discovered: Not reported Leak Cause: Not reported Leak Source: Not reported Date Leak Confirmed: Not reported Prelim. Site Assesment Wokplan Submitted: Not reported Preliminary Site Assesment Began: 7/24/2000 Pollution Characterization Began: Not reported Pollution Remediatlon Pian Submitted: Not reported Date Remediation Action Underway: 1/3/1965 Date Romediation Action Underway: Not reported LUST Sonoma County: Region: SONOMA LOP Number. 00024063 Global ID: T0609791178 Date: 6/22101 Staff: Not reported Regional Board: 49-0301 Closed or Referred: Y EDR ID Number Database(s) EPA ID Number S104548980 TC1200350.2s Page 7 j j CY } 2 lw-§0(�§)®k§( ] : �0= w ! \ /m )rf r k�§ }(:\:\;a § § m0 tu ;;[2}I i§#§f ) G® §(§)(}) \ §k!®°m8�z§, 2§w§: ] § j _ \ <(/ 20 :m 2=, ] _ \ )�Z-&w;� e)§§ §� \ (2°mwW3:®:m§ — _ .� ._§-°§!G`;ltm!0 0 - oz/,§��:: m 0m w #$ \\}\\\))i//§\\( §|7§§;]§§ � ;!§§!!!§!!!§!;; & )/\§§\mamma \\§ I GOVERNMENT RECORDS SEARCHED] DATA.CUFtRENCY TRACKING :I To maintain currency of the following federal and state databases, EDR contacts the appropriate governmental agency on a monthly or quarterly basis, as required. Elapsed ASTM days: Provides confirmation that this EDR report meets or exceeds the 90 -day updating requirement of the ASTM standard. FEDERAL ASTM STANDARD RECORDS NPL: National Priority List i •—� Source: EPA ` Telephone: N/A National Priorities List (Superfund). The NPL is a subset of CERCLIS and identifies over 1,200 sites for priority cleanup under the Superfund Program. NPL sites may encompass relatively large areas. As such, FOR provides polygon coverage for over 1,000 NPL site boundaries produced by EPA's Environmental Photographic interpretation Center ` (EPIC) and regional EPA offices. Date of Government Version: 04127104 Date of Data Arrival at EDR: 05/04/04 Date Made Active at EDR: 05/21/04 Elapsed ASTM days: 17 II Database Release Frequency: Semi -Annually Date of Last EDR Contact: 05/04104 1 NPL Site Boundaries Sources: EPA's Environmental Photographic Interpretation Center (EPIC) Telephone: 202-564-7333 EPA Region 1 Telephone 617-918-1143 EPA Region 3 Telephone 215-814-5418 EPA Region 4 Telephone 494-562-8033 Proposed NPL: Proposed National Priority List Sites Source: EPA Telephone: WA Date of Government Version: 04/27/04 Date Made Active at FOR: 05121104 Database Release Frequency: Semi -Annually EPA Region 6 Telephone: 214-655-6659 EPA Region 8 Telephone: 303-312-5774 Date of Data Arrival at EDR: 05/04/04 Elapsed ASTM days: 17 Date of Last EDR Contact: 05/04/04 CERCLIS: Comprehensive Environmental Response, Compensation, and Liability Information System Source: EPA Telephone: 703-413-0223 CERCLIS contains data on potentially hazardous waste sites that have been reported to the USEPA by states, municipalities, private companies and private persons, pursuant to Section 103 of the Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA). CERCLIS contains sites which are either proposed to or on the National Priorities List (NPL) and sites which are in the screening and assessment phase for possible Inclusion on the NPL. Date of Government Version: 02/26/04 Dale Made Active at EDR: 04/02/04 Database Release Frequency: Quarterly Date of Data Arrival at EDR: 03/22/04 Elapsed ASTM days: 11 Date of Last EDR Contact: 03/22/04 CERCLIS-NFRAP: CERCLIS No Further Remedial Action Planned Source: EPA Telephone: 703-413-0223 As of February 1995, CERCLIS sites designated "No Further Remedial Action Planned" (NFRAP) have been removed from CERCLIS. NFRAP sites may be sites where, following an Initial investigation, no contamination was found, contamination was removed quickly without the need for the site to be placed on the NPL, or the contamination was not serious enough to require Federal Superfund action or NPL consideration. EPA has removed approximately 25,000 NFRAP sites to lift the unintended barriers to the redevelopment of those properties and has archived them as historical records so EPA does not needlessly repeat the Investigations in the future. This policy change Is part of the EPA's Brownfields Redevelopment Program to help cities, states, private Investors and affected citizens to promote economic redevelopment of unproductive urban sites. TC1200350.2s Pago GR -1 l GOVERNMENT RECORDS SEARCHED:/ DiA'iWORRENCY TRtAGKlNG Date of Government Version: 02/26/04 Date of Data Arrival at EDR: 03122104 Date Made Active at EDR: 04102/04 Elapsed ASTM days: 11 Database Release Frequency: Quarterly Date of Last EDR Contact: 03122104 CORRACTS: Corrective Action Report :- Source: EPA Telephone: 800-424-9346 CORRACTS identifies hazardous waste handlers with RCRA corrective action activity. Date of Government Version: 03115/04 Date of Data Arrival at EDR: 03125/04 i� Date Made Active at EDR: 04/15/04 Elapsed ASTM days: 21 Database Release Frequency: Sem[-Annually 1 Date of Last EDR Contact: 03/08104 RCRIS: Resource Conservation and Recovery informallon System Source: EPA Telephone: 800-424.9346 Resource Conservation and Recovery Information System. RCRIS includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Conditionally exempt small quantity generators (CESQGs): generate less than 100 kg of hazardous waste, or less than 1 kg of acutely hazardous waste per month. Small quantity generators (SQGs): generale between 100 Icg and 1,000 kg of hazardous waste per month. Large quantity generators (LQGs): generate over 1,000 kilograms (kg) of hazardous waste, or over 1 Icg of acutely hazardous waste per month. Transporters are Individuals or entities that move hazardous waste from the generator off-site to a facility that can recycle, treat, store, or dispose or the waste. TSDFs treat, store, or dispose of the waste. Date of Government Version: 04113/04 Date of Data Arrival at EOR: 04/20104 Dale Made Active at EDR: 05/13/04 Elapsed ASTM days: 23 Database Release Frequency: Varies Date of Last EDR Contact: 04/20104 t ERNS: Emergency Response Notlflcation System Source: National Response Center, United Slates Coast Guard Telephone: 202-260-2342 y Emergency Response Notification System. ERNS records and stores Information on reported releases of oil and hazardous substances. Dale of Government Version: 12/31/03 Date of Data Arrival at EDR: 01/26/04 Date Made Active at EDR: 03/12/04 Elapsed ASTM days: 46 Database Release Frequency: Annually Date of Last EDR Contact 04/26/04 FEDERAL ASTM SUPPLEMENTAL RECORDS BRS: Biennial Reporting System Source: EPA/NTIS _ Telephone: 800-424.9346 The Biennial Reporting System is a national system administered by the EPA that collects data on the generation and management of hazardous waste. BRS captures detailed data from two groups: Large Quantity Generators (LQG) and Treatment, Storage, and Disposal Facilities. Date of Government Version: 12/01/01 Database Release Frequency: Biennially Date of Last EDR Contact 03/16/04 Date of Next Scheduled EDR Contact: 06/14/04 CONSENT: Superfund (CERCLA) Consent Decrees Source: EPA Regional Offices Telephone: Varies Major legal settlements that establish responsibility and standards For cleanup at NPL (Superfund) sites. Released periodioaly by United States District Courts after settlement by parties to litigation matters. Date of Government Version: N/A Database Release Frequency: Varies Date of Last EDR Contact: NIA Date of Next Scheduled EDR Contact: N/A TC1200350.2s Page GR -2 GOVERNMENT RECORDS DATA CURRENCY TRACKING ROD: Records Of Decision Source: EPA Telephone: 703.416-0223 Record of Decision. ROD documents mandate a permanent remedy at an NPL (Superfund) site containing technical and health Information to aid in the cleanup. Date of Government Version: 01/09/04 Database Release Frequency: Annually Date of Last EDR Contact: 04/05/04 Date of Next Scheduled EDR Contact 07/05/04 DELISTED NPL: National Priority List Deletions Source: EPA Telephone: N/A The National Oil and Hazardous Substances Pollution Contingency Plan (NCP) establishes the criteria that the EPA uses to delete sites from the NPL. In accordance with 40 CFR 300.425,(x), sites may be deleted from the - NPL where no further response is appropriate. Date of Government Version: 04/27/04 Database Release Frequency: Quarterly Date of Last EDR Contact 05/04/04 Date of Next Scheduled EDR Contact: 08/02/04 FINDS: Facility Index System/Facility Identification Initiative Program Summary Report Source: EPA Telephone: NIA Facility Index System. FINDS contains both facility Information and 'pointers' to other sources that contain more detail. EDR Includes the following FINDS databases in this report: PCS (Permit Compliance System), AIRS (Aeromeldc Information Retrieval System), DOCKET (Enforcement Docket used to manage and track Information an civil judicial enforcement cases for all environmental statutes), FURS (Federal Underground Injection Control), C -DOCKET (Criminal Docket System used to track criminal enforcement actions for all environmental statutes), FFIS (Federal Facilities Information System), STATE (State Environmental Laws and Statutes), and PADS (PCB Activity Data System). Date of Government Version: 04/08/04 Database Release Frequency: Quarterly Date of Last EDR Contact: 04/05/04 Date of Next Scheduled EDR Contact: 07105/04 HMIRS: Hazardous Materials Information Reporting System Source: U.S. Department of Transportation Telephone: 202.366-4555 Hazardous Materials Incident Report System. HMIRS contains hazardous material spill incidents reported to DOT. Date of Government Version: 02117104 Database Release Frequency: Annually Date of Last EDR Contact: 04120/04 Date of Next Scheduled EDR Contact: 07/19/04 _ MILTS: Material Licensing Tracking System Source: Nuclear Regulatory Commission Telephone: 301-415-7169 MLTS Is maintained by the Nuclear Regulatory Commission and contains a list of approximately 8,100 sites which possess or use radioactive materials and which are subject to NRC licensing requirements. To maintain currency, EOR contacts the Agency on a quarterly basis. Date of Government Version: 01/15/04 Database Release Frequency: Quarterly MINES: Mines Master Index File Source: Department of Labor, Mine Safety and Health Administration Telephone: 303-231-5959 Dale of Government Version: 03/05/04 Database Release Frequency: Semi -Annually Date of Last EDR Contact 04/05/04 Date of Next Scheduled EDR Contact'. 07105104 Date of Last EDR Contact: 03/30/04 Date of Next Scheduled FOR Contact: 06128104 NPL LIENS: Federal Superfund Liens Source: EPA Telephone: 202-564-4267 Federal Superfund Liens. Under the authority granted the USEPA by the Comprehensive Environmental Response, Compensation and Liability Act (CERCLA) of 1980, the USEPA has the authority to file liens against real property in order to recover remedial action expenditures or when the properly owner receives notification of potential liability„ USEPA compiles a listing of filed notices of Superfund Liens. TC1200350.2s Page GR -3 GOVERNMENT RECORDS A DATA CURRENCY F y Date of Government Version: 10115191 Database Release Frequency: No Update Planned Date of Last EDR Contact 03/12/04 Date of Next Scheduled EDR Contact 05/24/04 PADS: PCB Activity Database System Source: EPA -) Telephone: 202-564-3887 PCB Activity Database. PADS Identifies generators, transporters, commercial storeys and/or brokers and disposers i of PCB's who are required to notify the EPA of such activities. Date of Govemmen€ Version: 12130103 Database Release Frequency: Annually Date of Last EDR Contact 05/12/04 Date of Next Scheduled EDR Contact 08/09/04 DOD: Department of Defense Sites Source: USGS Telephone: 703-692-8801 This data set consists of federally owned or administered lands, administered by the Department of Defense, that have any area equal to or greater than 640 acres of the United States, Puerto Rico, and the U.S. Virgin Islands. Date of Government Version: 10/01/03 Database Release Frequency: Semi -Annually STORMWATER: Storm Water Gonoral Permils Source: Environmental Protection Agency Telephone: 202 564-0746 A listing of all facilities with Storm Water General Permits. Date of Government Version: NIA Database Release Frequency: Quarterly Date of Last EDR Contact: 02/02104 Date of Next Scheduled EDR Contact 05/10/04 Dale of Last EDR Contact NIA Date of Next Scheduled EDR Contact: PIA INDIAN RESERV: Indian Reservations Source: USGS Telephone: 202-208-3710 This map Layer portrays Indian administered lands of the United States that have any area equal to or greater than 640 acres, Date of Government Version: 10/01/03 Database Release Frequency: Semi -Annually Date of Last EDR Contact 02/02/04 Date of Next Scheduled EDR Contact 05/10/04 US BROWNFIELDS: A Listing of Brownfields Sites Source: Environmental Protection Agency Telephone: 202-566-2777 Included In the listing aro brownfields properties addresses by Cooperative Agreement Recipients and brownfields properties addressed by Targeted Brownfields Assessments. Targeted Brownfields Assessments -EPA's Targeted Brownf olds Assessments (TSA) program Is designed to help states, tribes, and municipalities—especially those without EPA Brownfields Assessment Demonstration Pilots—minimize the uncertainties of contamination often associated with brownfields. Under the TBA program, EPA provides funding and/or technical assistance for environmental assessments at brownfleids sites throughout the country. Targeted Brownfields Assessments supplement and work with other efforts under EPA's Brownfields Initiative to promote cleanup and redevelopment of brownfields. Cooperative Agreement Recipients -States, political subdivisions, territories, and Indian tribes become BCRLF cooperative agreement recipients when they enter into BCRLF cooperative agreements with the U.S. EPA. EPA selects BCRLF cooperative agreement recipients based an a proposal and application process. BCRLF cooperative agreement recipients must use EPA funds provided through BCRLF cooperative agreement for specified brownfields-related cleanup activities. Date of Govemment Version: 04/14/04 Database Release Frequency: Semi -Annually Date of Last EDR Contact 03/15/04 Date of Next Scheduled EDR Contact: 06/14104 RMP: Risk Management Plans Source: Environmental Protection Agency Telephone: 202-564-8600 When Congress passed the Clean Air Act Amendments of 1990, it required EPA to publish regulations and guidance for chemical accident prevention at facilities using extremely hazardous substances. The Risk Management Program Rule (RMP Rule) was written to Implement Section 112(r) of these amendments. The rule, which built upon existing industry codes and standards, requires companies of all sizes that use certain Flammable and toxic substances to develop a Risk Management Program, which includes a(n): Hazard assessment that details the potential effects of an accidental release, an accident history of the last five years, and an evaluation of worst-case and alternative accidental releases; Prevention program that Includes safety precautions and maintenance, monitoring, and employee training measures; and Emergency response program that spells out emergency health care, employee training measures and procedures for Informing the public and response agencies (a.g the fire department) should an accident occur. TC1200350.2s Page GR -4 GOVERNMENT•RDS SEARCHED I DATAGURRENCY TRACKING Date of Government Version: N/A Database Release Frequency: NIA Date of Last EDR Contact N/A Date of Next Scheduled EDR Contact: NIA ' FUDS: Formerly Used Defense Sites Source: U.S. Army Corps of Engineers I Telephone: 202-528-4285 } The listing Includes locations of Formerly Used Defense Sites properties where the US Army Corps of Engineers II Is actively working or will take necessary cleanup actions. f� Dale of Government Version: 10/01/03 Database Release Frequency: Varies Date of Last EDR Contact: 04/26/04 Date of Next Scheduled EDR Contact: 07105104 RAATS: RCRA Administrative Action Tracking System Source: EPA Telephone: 202-564-4104 RCRA Administration Action Tracking System. RAATS contains records based on enforcement actions Issued under RCRA pertaining to major violators and Includes administrative and civil actions brought by the EPA. For administration actions after September 30, 1995, data an" in the RAATS database was discontinued. EPA will retain a copy of the database for historical records. It was necessary to terminate RAATS because a decrease In agency resources made it Impossible to continue to update the Information contained in the database, Dale of Government Vemlon: (}4117195 Database Release Frequency: No Update Planned Date of Last FOR Contact: 03108/04 Date of Next Scheduled EDR Contact: 06/07/04 TRIS: Toxic Chemical Release Inventory System Source: EPA Telephone: 202-566-0250 Toxic Release Inventory System. TRIS identities facilities which release toxic chemicals to the air, water and land In reportable quantities under SARA Title III Section 313. Date of Government Version: 12/31/01 Database Release Frequency: Annually Date of Last EDR Contact 03123!04 Date of Next Scheduled EDR Contact: 06/21/04 TSCA: Toxic Substances Control Act Source: EPA Telephone: 202-260-5521 .- Toxic Substances Control Act. TSCA Identifies manufacturers and Importers of chemical substances included on the TSCA Chemical Substance Inventory list. It includes data on the production volume of these substances by plant site. I Date of Government Version: 12/31/02 Database Release Frequency: Every 4 Years Date of Last EDR Contact 03/05/04 Date of Next Scheduled EDR Contact 06107/04 FTtS INSP: FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide Act)/TSCA (Toxic Substances Control Act) Source: EPA Telephone: 202-564-2501 Dale of Government Version: 04/13/04 Database Release Frequency: Quarterly Date of Last EDR Contact 03/22/04 Date of Next Scheduled EDR Contact: 06/21/04 SSTS: Section 7 Tracking Systems Source: EPA Telephone: 202-564-5008 Section 7 of the Federal Insecticide, Fungicide and Rodenticide Act, as amended (92 Stat. 829) requires all registered pesticide -producing establishments to submit a report to the Environmental Protection Agency by March 1st each year. Each establishment must report the types and amounts of pesticides, active ingredients and devices being produced, and those having been produced and sold or distributed In the past year. Data of Government Version: 12131/01 Database Release Frequency: Annually Date of Last EOR Contact: 04/19/04 Date of Next Scheduled EDR Contact: 07/19/04 TC1200350.2s Paga GR -5 IIfU''GOVERNMENT RECORDS SEARCH ED /iDATQ;CURRENGY TRACKING, _ FITS: FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, 8 Rodenticide Act)/TSCA (Toxic Substances Control Act) ;-j Source: EPA/Office of Prevention, Pesticides and Toxic Substances Telephone: 202-564-2501 FTTS tracks administrative cases and pesticide enforcement actions and compliance activities related to FIFRA, TSCA and EPCRA (Emergency Planning and Community Right -to -Know Act). To maintain currency, EDR contacts the 7 Agency on a quarterly basis. Date of Government Version: 04/13/04 Dale of Last EDR Contact: 03122/04 Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact: 06/21/04 STATE OF CALIFORNIA ASTM STANDARD RECORDS AWP: Annual Warkplan Sites Source: California Environmental Protection Agency Telephone: 916-323-3400 Known Hazardous Waste Sites. California DTSC's Annual Workplan (AWP), formerly BEP, identifies known hazardous substance sites targeted for cleanup. Date of Government Version: 03/02/04 Date of Data Arrival at EDR: 03/03/04 11 Date Made Active at EDR: 03/24/04 Elapsed ASTM days: 21 Database Release Frequency: Annually Dale of Last EDR Contact: 03/03/04 11 CAL -SITES: Calsites Database Source: Department of Toxic Substance Control Telephone: 916-323-3400 The Calsites database contains potential or confirmed hazardous substance release properties. In 1996, California EPA reevaluated and significantly reduced the number of sites in the Calsites database. Date of Government Version: 03/02/04 Date Made Active at EDR: 03/24/04 Database Release Frequency: Quarterly Date of Data Arrival at EDR: 03/03/04 Elapsed ASTM days: 21 Dale of Last EDR Contact: 03/03104 CHMIRS: California Hazardous Material Incident Report System Source: Office of Emergency Services Telephone: 916-845-8400 California Hazardous Material Incident Reporting System. CHMIRS contains Information on reported hazardous material Incidents (accidental releases or spills). Date of Government Version: 12/31/02 Date Made Active at EDR: 08/07/03 Database Release Frequency: Varies Dale of Data Arrival at EOR: 07/11/03 Elapsed ASTM days: 27 Dale of Last EDR Contact: 02/23/04 CORTESE: "Cortese" Hazardous Waste & Substances Sites List Source: CAL EPA/Office of Emergency Information Telephone: 916-323-9100 The sites for the list are designated by the State Water Resource Control Board (LUST), the Integrated Waste Board (SWF/LS), and the Department of Toxic Substances Control (Cal -Sites). Date of Government Version: 04/01/01 Dale Made Active at EDR: 07/26/01 Database Release Frequency: No Update Planned Date of Data Arrival at EDR: 05/29/01 Elapsed ASTM days: 58 Date of Last EDR Contact: 04/28/04 NOTIFY 65: Proposition 65 Records Source: State Water Resources Control Board Telephone: 916-445-3846 Proposition 65 Notification Records. NOTIFY 65 contains facility notifications about any release which could Impact drinking water and thereby expose the public to a potential health risk. TC1200350.2s Page GR -6 . GOVERNMENT RECORDS SEARCHED ! DATA CdRRENCY TRAC6ElN'G .. 1 Date of Government Version: 10/21/93 Date of Data Arrival at EDR: 11/01/93 ' Date Made Active at EDR: 11119193 Elapsed ASTM days: 18 Database Release Frequency: No Update Planned Date of Last EDR Contact 04/19/04 TOXIC PITS: Toxic Pits Cleanup Act Sites 't Source: State Water Resources Control Board Telephone: 916.227-4364 Toxic PITS Cleanup Act Sites. TOXIC PITS Identifies sites suspected of containing hazardous substances where cleanup has not yet been completed. 1 Date of Government Version: 07101195 Date of Data Arrival at EDR: 08/30195 Dale Made Active at EDR: 09/26/95 Elapsed ASTM days: 27 Database Release Frequency: No Update Planned Date of Last EDR Contact 05/03104 I SWFtLF (SWIS): Solid Waste Information System Source: Integrated Waste Management Board Telephone: 916-341-6320 Active, Closed and inactive Landfills. SWF/LF records typically contain an Inve ntory of solid waste disposal - facilities or landfills. These may be active or I nactive facilities or open dumps that failed to meet RCRA Section 4004 criteria for solid waste landfills or disposal sites. Date of Government Version: 03115/04 Date of Data Arrival at FOR: 03117104 Date Made Active at EDR: 04/14/04 Elapsed ASTM days: 28 Database Release Frequency: Quarterly Date of Last EDR Contact: 03116!04 ' WMUDSISWAT: Waste Management Unit Database Source: State Water Resources Control Board Telephone: 916.227-4448 Waste Management Unit Database System, WMUDS Is used by the State Water Resources Control Board staff and the Regional Water Quality Control Boards for program tracking and Inventory of waste management units. WMUDS is composed of the following databases: Facility Information, Scheduled Inspections Information, Waste Management Unit Information, ,- SWAT Program Information, SWAT Report Summary Information, SWAT Report Summary Data, Chapter 15 (formerly Subchapter 15) Information, Chapter 15 Monitoring Parameters, TPCA Program Information, RCRA Program Information, Closure Information, and Interested Parties Information. Date of Government Version: 04/01100 Date of Data Arrival at EDR: 04/10/00 Date Made Active at EDR: 05/10100 Elapsed ASTM days: 30 Vy Database Release Frequency: Quarterly Date of Last EDR Contact: 03111104 LUST: Leaking Underground Storage Tanis Information System - Source: Slate Water Resources Control Board Telephone: 916-341-5740 i, Leaking Underground Storage Tank Incident Reports. LUST records contain an Inventory of reported leaking underground storage tank incidents. Not all states maintain these records, and the Information stored varies by state. r Dale of Government Version: 04/13/04 Date of Data Arrival at EDR: 04/13/04 Date Made Active at EOR: 04/29/04 Elapsed ASTM days: 16 Database Release Frequency: Quarterly Date of Last EDR Contact 04/13/04 CA BOND EXP. PLAN: Bond Expenditure Plan Source: Department of Health Services i. Telephone: 916-255-2118 Department of Health Services developed a site-specific expenditure plan as the basis for an appropriation of Hazardous Substance Cleanup Bond Act funds. It is not updated. 1 Date of Government Version: 01/01/89 Date of Data Arrival at EDR: 07/27194 l Date Made Active at EDR: 08/02/94 Elapsed ASTM days: 6 Database Release Frequency: No Update Planned Date of Last EDR Contact 05131194 TC1200350.2s Page GR -7 TC1200350.2s Page GR -8 II GOVERNMENT RECORDS SEARCHED4-DATA-t URRENCY' T"'CKiNG CA UST: UST: Active LIST Facilities Source: SWRCS Telephone: 916.341-5700 Active UST facilities gathered from the local regulatory agencies Date of Government Version: 04113104 Date of Data Arrival at EDR: 04113/04 Date Made Active at EDR: 04129/04 Elapsed ASTM days: 16 Database Release Frequency: Semi -Annually Date of Last EDR Contact 04113104 VCP; Voluntary Cleanup Program Properties Source: Department of Toxic Substances Control Telephone: 916-323-3400 Contains low threat level properties with either confirmed or unconfirmed releases; and the project proponents have request that DTSC oversee investigation and/or cleanup activities and have agreed to provide coverage for DTSC's costs. Date of Government Version: 03102/04 Date of Data Arrival at EDR: 03/03/04 Date Made Active at EDR: 03124A4 Elapsed ASTM days: 21 Database Release Frequency: Quarterly Date of Last EDR Contact: 03/03/04 INDIAN LUST: Leaking Underground Storage Tanks on Indian Land Source: Environmental Protection Agency Telephone: 415-972-3372 LUSTS on Indian land In Arizona, California, New Mexico and Nevada Date of Government Version: 02109/04 Date of Data Arrival at EDR: 02/1 0/04 Date Made Active at EDR: 03101/94 Elapsed ASTM days: 20 Database Release Frequency: Varies Date of Last EDR Contact 01/27/04 INDIAN LUST: Leaking Underground Storage Tanks on Indian Land Source: EPA Region 10 Telephone: 206-553-2857 LUSTS an Indian land In Alaska, Idaho, Oregon and Washington. Date of Government Version: 03/11104 Date of Data Arrival at EDR: 03112/04 Date Made Active at EDR: 03131/04 Elapsed ASTM days: 19 Database Release Frequency: Varies Date of Last EDR Contact* 01/27104 INDIAN UST: Underground Storage Tanks on Indian Land Source: EPA Region 9 Telephone: 415-972-3368 Date of Government Version: 02125104 Date of Data Arrival at EDR: 03101104 Date Made Active at EDR: 03/24104 Elapsed ASTM days: 23 Database Release Frequency: Varies Date of Last EDR Contact 02123/04 CA FID LIST: Facility Inventory Database Source: California Environmental Protection Agency Telephone: 916-445-6532 The Facility Inventory Database (FID) contains a historical listing of active and inactive underground storage tank locations from the State Water Resource Control Board. Refer to local/county source for current data. Date of Government Version: 10/31194 Date of Data Arrival at EDR: 09/05195 Date Made Active at EDR: 09129/95 Elapsed ASTM days: 24 Database Release Frequency: No Update Planned Date of Last EDR Contact: 12128198 HIST UST: Hazardous Substance Storage Container Database Source: State Water Resources Control Board Telephone: 916-341-5700 The Hazardous Substance Storage Container Database Is a historical listing of LIST sites. Refer to local/county source for current data. TC1200350.2s Page GR -8 RECORDSGOVERN M ENT, SEARCHEDDATA CURRF NCY TRACKING, Date of Government Version: 19/15/90 Date Made Active at EDR: 02/12191 Database Release Frequency: No Update Planned STATE OF CALIFORNIA ASTM SUPPLEMENTAL RECORDS AST: Aboveground Petroleum Storage Tank Facilities Source: State Water Resources Control Board Telephone: 915.341-5712 Registered Aboveground Storage Tanks. Date of Government Version: 12/01103 Database Release Frequency: Quarterly Date of Data Arrival at EDR: 01/25/g1 Elapsed ASTM days: 18 Date of Last EOR Contact 07126/01 Date of Last EDR Contact 05/03/04 Date of Next Scheduled EOR Contact OB/02/04 CLEANERS: Cleaner Facilities Source: Department of Toxic Substance Control Telephone: 916.225-0873 A list of drycleanor related facilities that have EPA ID numbers. These are facilities with certain SIC codes: power laundries, family and commercial; garment pressing and cleaner's agents; linen supply; coin-aparated laundries and cleaning; drycleaning plants, except rugs; carpel and upholster cleaning; Industrial launderers; laundry and garment services. Date of Government Version: 04/21/04 Database Release Frequency: Annually CA WDS: Waste Discharge System Source: State Water Resources Control Board Telephone: 916-341-5227 Sites which have been issued waste discharge requirements. Date of Government Version: 04105/04 Database Release Frequency: Quarterly Date of Last EDR Contact 04/05/04 Date of Next Scheduled EDR Contact: 07/05104 Date of Last EDR Contact 03/22104 Date of Next Scheduled EDR Contact: 06/21/04 DEED: List of Deed Restrictions Source: Department of Toxic Substances Control Telephone: 916.323-3400 The use of recorded land use restrictions Is one of the methods the DTSC uses to protect the public from unsafe exposures to hazardous substances and wastes. Date of Government Version: 04106104 Database Release Frequency: Semi -Annually Date of Last EDR Contact: 04106104 Date of Next Scheduled EDR Contact: 07/05/04 NFA: No Further Action Determination Source: Department of Toxic Substances Control Telephone: 916-323-3400 This category contains properties at which DTSC has made a clear determination that the property does not page a problem to the environment or to public health. t Date of Government Version: 03102194 Date of Last EDR Contact 03/03104 Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact 05/31/04 EMI: Emissions Inventory Data Source: California Air Resources Board Telephone: 916-322-2990 ' Toxics and criteria pollutant emissions data collected by the ARB and local air pollution agencies. Data of Government Version: 12/31/02 Date of Last EOR Contact: 04/20/04 `{ Database Release Frequency: Varies Date of Next Scheduled EDR Contact 07/19/04 :1 io TC1200350.2s Page GR -9 1 GOVERNMENT RECORDS SE'ARCHED4 DATA, CURRENCY TRACKING, REF: Unconfirmed Properties Referred to Another Agency Source: Department of Toxic Substances Control Telephone: 916-323-3400 This category contains properties where contamination has not been confirmed and which were determined as not requiring direct DTSC Site Mitigation Program action or oversight. Accordingly, these sites have been referred ') to another state or local regulatory agency. Date of Government Version: 03/02/04 Date of Last EDR Contact: 03/03/04 Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact: 05/31/04 SCH: School Property Evaluation Program Source: Department of Toxic Substances Control Telephone: 916-323-3400 This category contains proposed and existing school sites that are being evaluated by DTSC for possible hazardous l materials contamination. In some cases, these properties may be listed in the CalSites category depending on the level of threat to public health and safety or the environment they pose. Date of Government Version: 03/02/04 Database Release Frequency: Quarterly Dale of Last EDR Contact: 03/03/04 Date of Next Scheduled EDR Contact* 05/31/04 NFE: Properties Needing Further Evaluation Source: Department of Toxic Substances Control Telephone: 916-323-3400 This category contains properties that are suspected of being contaminated. These are unconfirmed contaminated properties that need to be assessed using the PEA process. PEA In Progress Indicates properties where DTSC is currently conducting a PEA. PEA Required Indicates properties where DTSC has determined a PEA is required, but not currently underway. Date of Government Version: 03/02104 Database Release Frequency: Quarterly Date of Last EOR Contact 03/03/04 Date of Next Scheduled EDR Contact: 05/31/04 HAZNET: Hazardous Waste Information System Source: California Environmental Protection Agency Telephone: 916-255-1136 Facility and Manifest Data. The data Is extracted from the copies of hazardous waste manifests received each year by the DTSC. The annual volume of manifests Is typically 700,000 -1,000,000 annually, representing approximately 350,000- 500,000 shipments. Data aro from the manifests submitted without correction, and therefore many contain some invalid values for data elements such as generator ID, TSD ID, waste category, and disposal method. Date of Government Version: 12/31/02 Database Release Frequency: Annually LOCAL RECORDS ALAMEDA COUNTY: Local Oversight Program Listing of UGT Cleanup Sites Source: Alameda County Environmental Health Services Telephone: 510-567-6700 Date of Government Version: 12/09/03 Database Release Frequency: Semi -Annually Underground Tanks Source: Alameda County Environmental Health Services Telephone: 510-567-6700 Date of Government Version: 12/09/03 Database Release Frequency: Semi -Annually Date of Last EDR Contact, 05/10/04 Dale of Next Scheduled EDR Contact: 06/09/04 Dale of Last EOR Contact 04/26/04 Dale of Next Scheduled EDR Contact: 07/26/04 Date of Last EDR Contact, 04/26/04 Date of Next Scheduled EDR Contact: 07/26/04 TC1200350.2s Page GR -10 gil 1111 1 D i. t a CONTRA COSTA COUNTY: Site List Source: Contra Costa Health Services Department Telephone: 925-646-2286 List Includes sites from the underground tank, hazardous waste generator and business plan/2185 programs. Date of Government Version: 03/65/04 Date of Last EDR Contact 03/01/04 Database Release Frequency: Semi -Annually Date of Next Scheduled EDR Contact: 05131104 FRESNO COUNTY: COPA Resources List Source: Dept. of Community Health Telephone: 559445-3271 Certified Unified Program Agency. CUPA's are responsible for Implementing a unified hazardous materials and hazardous waste management regulatory program. The agency provides oversight of businesses that deal with hazardous materials, operate underground storage tanks or aboveground storage tanks. Date of Government Version: 01/14/04 Date of Last EDR Contact: 05/10/04 Database Release Frequency: Semi -Annually Date of Next Scheduled EDR Contact: 08/09/04 fxiRCd4]i1dF i Underground Storage Tank Sites & Tank Listing Source: Kem County Environment Health Services Department Telephone: 661-662-8700 Kern County Sites and Tanks Listing. Date of Government Version: 01127/04 Databaso Release Frequency: Quarterly LOS ANGELES COUNTY: List of Solid Waste Facilities Source: La County Department of Public Works Telephone: 818-458-5185 Date of Government Version: 06/03/03 Database Release Frequency: Varies City of El Segundo Underground Storage Tank Source: City of EI Segundo Fire Department Telephone: 310-524-2236 Data of Government Version: 03/01/04 Database Release Frequency: Semi -Annually City of Long Beach Underground Storage Tank Source: City of Long Beach Fire Department Telephone: 562-570-2543 Date of Government Version: 03/28/03 Database Release Frequency: Annually Date of Last EDR Contact 03/08104 Date of Next Scheduled EDR Contact: 06/07/04 Date of Last EDR Contact 02/20/04 Date of Next Scheduled EDR Contact 05117/04 Date of Last EDR Contact 02/16/04 Date of Next Scheduled FOR Contact: 05/17/04 Date of Last EDR Contact 02/23/04 Date of Next Scheduled EDR Contact: 05/24104 TC12003502s Page GR -11 GOVERNMENT RECORDS SEARCHED / DATA. CURRENCY TRACKING City of Torrance Underground Storage Tank �l Source: City of Torrance Fire Department Telephone: 310-618-2973 Dale of Government Version: 02/17/04 Database Release Frequency: Semi -Annually ;1 City of Los Angeles Landfills Source: Engineering & Construction Division Telephone: 213-473-7869 Date of Government Version: 03/01/04 Database Release Frequency: Varies HMS: Street Number List Source: Department of Public Works Telephone: 626-458-3517 Industrial Waste and Underground Storage Tank Sites. Data of Government Version: 09/30/03 Database Release Frequency: Semi -Annually Site Mitigation List Source: Community Health Services Telephone: 323-890-7806 Industrial sites that have had some sort of spill or complaint. Date of Government Version: 02/26/04 Database Release Frequency: Annually Dale of Last EDR Contact, 02/16/04 Date of Next Scheduled EDR Contact: 05/17/04 Date of Last EDR Contact, 03/16/04 Date of Next Scheduled EDR Contact: 06/14/04 Date of Last EDR Contact, 04/05/04 Date of Next Scheduled EDR Contact: 05/17/04 Date of Last EDR Contact: 02/16/04 Date of Next Scheduled EDR Contact: 05/17/04 San Gabriel Valley Areas of Concern Source: EPA Region 9 Telephone: 415-972-3178 San Gabriel Valley areas where VOC contamination Is at or above the MCL as designated by region 9 EPA office. Date of Government Version: 12/31/98 Database Release Frequency: No Update Planned MARIN COUNTY: — Underground Storage Tank Sites Source: Public Works Department Waste Management Telephone: 415499-6647 Currently permitted USTs in Marin County. ` I Date of Government Version: 02/10/04 Database Release Frequency: Semi -Annually r NAPA COUNTY: Sites With Reported Contamination Source: Napa County Department of Environmental Management Telephone: 707-253-4269 Date of Government Version: 03/29/04 Database Release Frequency: Semi -Annually ` Closed and Operating Underground Storage Tank Sites Source: Napa County Department of Environmental Management Telephone: 707-253-4269 Date of Last EDR Contact: 07/06/99 Date of Next Scheduled EDR Contact: N/A Date of Last EDR Contact: 05/03/04 Date of Next Scheduled EDR Contact: 08/02/04 Date of Last EDR Contact: 03/29/04 Date of Next Scheduled EDR Contact: O6/28104 TC1200350.2s Page GR -12 GOVERNMENT..RECOkDs SEARCHED / DA1"A_'CURkENcY'tRA'GKIN:G Date of Government Version: 03/29/04 Date of Last EDR Contact 03/29/04 l Database Release Frequency: Annually Date of Next Scheduled EDR Cards& 06/28/04 ORANGE COUNTY: List of Underground Storage Tank Cleanups Source: Health Care Agency Telephone: 714.834-3446 �.� Orange County Underground Storage Tank Cleanups (LUST). Date of Government Version: 03101104 Date of Last EDR Contact: 03/08/04 ' Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact: 06/07/04 - List of Underground Storage Tank Facilities Source: Health Care Agency Telephone: 714-834-3446 Orange County Underground Storage Tank Facilities (UST). Date or Government Version: 03/01/04 Date of Last EDR Contact 03/08/04 1 Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact: 06/07/04 List of Industrial Site Cleanups Source: Health Care Agency j Telephone: 714-834-3446 l l I Petroleum and non -petroleum spills. Date of Government Verslon: 03/01/04 Date of Last EDR Contact: 03/06/04 Database Release Frequency: Annually Date of Next Scheduled EDR Contact: 06107/04 PLACER COUNTY: Master List of Facilities .! Source: Placer County Health and Human Services Telephone: 530-889-7312 List includes aboveground tanks, underground tanks and cleanup sties. Date of Government Version: 02/17/04 Date of Last EDR Contact: 02/17/04 Database Release Frequency: Semi -Annually Date of Next Scheduled EDR Contact: 06121104 1111 RIVERSIDE COUNTY: J - Listing of Underground Tank Cleanup Sites tt Source: Department of Public Health . Telephone: 909-358-5055 Riverside County Underground Storage Tank Cleanup Sites (LUST). Date of Government Version: 12/23/03 Date of Last EDR Contact 04/19/04 } Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact: 07119104 Underground Storage Tank Tank List Source: Health Services Agency Telephone: 909.358-5055 Dale of Government Version: 12/01/03 Date of Last EDR Contact: 04/19/04 Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact: 07119/04 TC1200350.2s Page GR -13 GOVERNMENT RECORDS SEARCHED /.DATA,CURRENGY"TF AGKINC it SACRAMENTO COUNTY: - CS - Contaminated Sites Source: Sacramento County Environmental Management Telephone: 916-875-8406 Date of Government Version: 01129/04 Date of Last EDR Contact: 05107104 Database Release Frequency: Quarterly Dale of Next Scheduled EDR Contact: 08/02/04 ML- Regulatory Compliance Master List Source: Sacramento County Environmental Management )` Telephone: 915-875-8406 Any business that has hazardous materials on site - hazardous material storage sites, underground storage tanks, ,- waste generators. Date of Government Version: 02/03/04 Date of Last EDR Contact 05/07/04 Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact: 08/02/04 SAN BERNARDINO COUNTY: Hazardous Material Permits Source: San Bernardino County Fire Department Hazardous Materials Division Telephone: 909-387-3041 This listing includes underground storage tanks, medical waste handlers/generators, hazardous materials handlers, hazardous waste generators, and waste oil generators/handlers. Date of Government Version: 04115104 Database Release Frequency: Quarterly SAN DIEGO COUNTY: Solid Waste Facilities Source: Department of Health Services Telephone: 619-338-2209 San Diego County Solid Waste Facilities. Date of Government Version: 08101/00 Database Release Frequency: Varies Dale of Last EDR Contact: 03/08/04 Date of Next Scheduled EDR Contact: 06/07/04 Date of last EDR Contact: 02123/04 Date of Next Scheduled EDR Contact: 05/24/04 Hazardous Materials Management Division Database Source: Hazardous Materials Management Division Telephone: 619-338-2268 The database Includes: HESS - This report contains the business name, site address, business phone number, establishment 'H' permit number, type of permit, and the business status. HE17 - In addition to providing the same Information provided In the HF5811sting, HE17 provides Inspection dates, violations received by the establishment, hazardous waste generated, the quantity, method of storage, trealmeni/disposal of waste and the hauler, and information on underground storage tanks. Unauthorized Release List- Includes a summary of environmental contamination cases In San Diego County (underground tank cases, non -tank cases, groundwater contamination, and soil contamination are Included.) Date of Government Version: 10/31/03 Database Release Frequency: Quarterly SAN FRANCISCO COUNTY: Dale of Last EDR Contact 04/06/04 Date of Next Scheduled EDR Contact 07/05(04 TC1200350.2s Page GR -14 —rF GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Local Oversite Facilities Source: Department Of Public Health San Francisco County Telephone: 415-252-3920 Date of Government Version: 03/08/04 Database Release Frequency: Quarterly Underground Storage Tank Information Source: Department of Public Health Telephone: 415-252-3920 Date of Government Version: 03108/04 Database Release Frequency: Quarterly SAN MATEO COUNTY: Fuel Leak List Source: San Mateo County Environmental Health Services Division Telephone: 650-363-1921 Date of Government Version: 01/29/04 Database Release Frequency: Seml-Annually Date of Last EDR Contact: 03/08/04 Date of Next Scheduled EDR Contact: 06/07/04 Date of Last EDR Contact: 03/08/04 Date of Next Scheduled EDR Contact: 06/07/04 Date of Last EDR Contact: 04/12/04 Date of Next Scheduled EDR Contact: 07/12/04 Business Inventory Source: San Mateo County Environmental Health Services Division Telephone: 650-363-1921 List includes Hazardous Materials Business Plan, hazardous waste generators, and underground storage tanks. Date of Government Version: 04/07/04 Date of Last EDR Contact: 03/02/04 Database Release Frequency: Annually Date of Next Scheduled EDR Contact: 07/12/04 SANTA CLARA COUNTY: Fuel Leak Site Activity Report Source: Santa Clam Valley Water District Telephone: 40B-265-2600 Date of Government Version: 12/31/03 Database Release Frequency: Sem[-Annually Hazardous Material Facilities Source: City of San Jose Fire Department Telephone: 408-27714659 Date of Government Version: 10/01/03 Database Release Frequency: Annually SOLANO COUNTY: Leaking Underground Storage Tanks Source: Solano County Department of Environmental Management Telephone: 707-421-6770 Date of Government Version: 03/18/04 Database Release Frequency: Quarterly Underground Storage Tanks Source: Selene County Department of Environmental Management Telephone: 707-421-6770 Dale of Last EDR Contact 03/30/04 Date of Next Scheduled EDR Contact: 06/28/04 Date of Last EDR Contact: 03/08/04 Date of Next Scheduled EDR Contact: 06/07/04 Date of Last EDR Contact: 03/15/04 Date of Next Scheduled EDP. Contact: 06/14/04 TC1200350.2s Page GR -15 GOVERNMENT RECORDS $EARCHED / DATA: CURRENCY TRACKING Date of Government Version: 03/18/04 1 Database Release Frequency: Quarterly )I SONOMACOUNTY: Leaking Underground Storage Tank Sites Source: Department of Health Services Telephone: 707-565-6565 Date of Government Version: 04/26/04 Database Release Frequency: Quarterly SUTTER COUNTY: Underground Storage Tanks Source: Sutter County Department of Agriculture Telephone: 530-822-7500 Date of Government Version: 01/29/04 Database Release Frequency: Semi -Annually VENTURA COUNTY: Inventory of Illegal Abandoned and Inactive Sites Source: Environmental Health Division Telephone: 805-654-2813 d Ventura County Inventory of Closed, Illegal Abandoned, and Inactive Sites. Date of Government Version: 09/01/02 Database Release Frequency: Annually - Listing of Underground Tank Cleanup Sites Source: Environmental Health Division Telephone: 805-654-2813 Ventura County Underground Storage Tank Cleanup Sites (LUST). '— Date of Government Version: 02/26/04 Database Release Frequency: Quarterly Date of Last EDR Contact: 03/15/04 Date of Next Scheduled EDR Contact 06/14/04 Date of Last EDR Contact 04/26/04 Date of Next Scheduled EDR Contact 07/26/04 Date of Last EDR Contact 04/05/04 Date of Next Scheduled EDR Contact: 07/05/04 Date of Last EDR Contact 02/23/04 Date of Next Scheduled EDR Contact 05/24/04 Dale of Last EDR Contact: 03/16/04 Date of Next Scheduled EDR Contact: 06/14/04 Underground Tank Closed Sites List Source: Environmental Health Division Telephone: 805-654-2813 Ventura County Operating Underground Storage Tank Sites (UST)/Undergmund Tank Closed Sites List. Date of Government Version: 12/01/03 Database Release Frequency: Quarterly Date of Last EDR Contact 04/15/04 Dale of Next Scheduled EDR Contact: 07/12/04 Business Plan, Hazardous Waste Producers, and Operating Underground Tanks Source: Ventura County Environmental Health Division Telephone: 605-654-2813 The BWT list indicates by site address whether the Environmental Health Division has Business Plan (B), Waste Producer (W), and/or Underground Tank (T) Information. Date of Government Version: 02/26/04 Database Release Frequency: Quarterly Date of Last EDR Contact 03/16/04 Date of Next Scheduled EDR Contact: 06/14/04 TC1200350.2s Page GR -16 k -J Kl GOVERNMENT RECORDS SEARCHED / DATA, CURRENCY TRACKING. YOLO COUNTY: Underground Storage Tank Comprehensive Facility Report Source: Yolo County Department of Health Telephone: 530-666-8646 Date of Government Version: 01/27/04 Database Release Frequency: Annually Date of Last EDR Contact 04/19/04 Date of Next Scheduled EDR Contact: 07/19/04 California Regional Water Quality Control Board (RWQCB) LUST Records LUST REG 1: Active Toxic Site Investigation Source: California Regional Water Quality Control Board North Coast (1) Telephone: 707-576-2220 Del Norte, Humboldt, Lake, Mendocino, Modoc, Siskiyou, Sonoma, Trinity counties. For more current Information, please refer to the State Water Resources Control Board's LUST database, Date of Government Version: 02/01/01 Database Release Frequency: No Update Planned Date of Last EDR Contact 02/23/04 Date of Next Scheduled EDR Contact: 05/24/04 LUST REG 2: Fuel Leak List Source: California Regional Water Quality Control Board San Francisco Bay Region (2) Telephone: 510-286-0457 Date of Government Version: 03/31/04 Database Release Frequency: Quarterly LUST REG 3: Leaking Underground Storage Tank Database Source: California Regional Water Quality Control Board Central Coast Region (3) Telephone: 805-549-3147 Dale of Government Version: 05/19103 Database Release Frequency: Varies Date of Last EDR Contact: 04/12/04 Date of Next Scheduled EDR Contact: 07/12104 Dale of Last EDR Contact: 02/16/04 Date of Next Scheduled EDR Contact: 05/17/04 LUST REG 4: Underground Storage Tank Leak List Source: California Regional Water Quality Control Board Los Angeles Region (4) Telephone: 213-576-6600 Los Angeles, Ventura counties. For more current information, please refer to the State Water Resources Control Board's LUST database. Date of Government Version: 02/10/04 Database Release Frequency: No Update Planned LUST REG 5: Leaking Underground Storage Tank Database Source: California Regional Water Quality Control Board Central Valley Region (5) Telephone: 916-464-3291 Date of Government Version: 04/01/04 Database Release Frequency: Quarterly Date of Last EDR Contact: 03/08/04 Date of Next Scheduled EDR Contact: 06/07/04 Date of Last EDR Contact: 04/08/04 Date of Next Scheduled EDR Contact: 07/05/04 LUST REG 6L: Leaking Underground Storage Tank Case Listing Source: California Regional Water Quality Control Board Lahontan Region (6) Telephone: 916-542-5424 For more current Information, please refer to the Stale Water Resources Control Board's LUST database. Date of Government Version: 09/09/03 Database Release Frequency: No Update Planned Date of Last EDR Contact: 03/08/04 Date of Next Scheduled EDR Contact: 06/07/04 TC1200350.2s Page GR -17 GOVERNMENT: RECORDS SEARCHED:! DATA CURREN.CYTRACK NG.' LUST REG SV: Leaking Underground Storage Tank Case Listing '} Source: California Regional Water Quality Control Beard Viclorville Branch Office (5) 4 Telephone: 760-346-7491 Date of Government Version: 01/21104 Date of Last EDR Contact: 04/05/04 Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact: 07105104 LUST REG 7: Leaking Underground Storage Tank Case Listing Source; California Regional Water Quality Control Board Colorado River Basin Region (7) tit Telephone: 760-346-7491 Date of Government Version: 02/26/04 Date of Last EDR Contact 02/26/04 Database Release Frequency: Seml-Annually Date of Next Scheduled EDR Contact: 06128104 LUST REG 8: Leaking Underground Storage Tanks Source: California Regional Water Quality Control Board Santa Ana Region (S) Telephone: 909-782-4498 California Regional Water Quality Control Board Santa Ana Region (8). For more current Information, please refer to the Stale Water Resources Control Board's LUST database. Dale of Government Version: 01/12/04 Date of Last EDR Contact 05/12/04 Database Release Frequency: No Update Planned Date of Neat Scheduled EDR Contact 08109/04 LUST REG 9: Leaking Underground Storage Tank Report Source: California Regional Water Quality Control Board San Diego Region (9) Telephone: 858-467-2980 Orange, Riverside, San Diego counties. For more current information, please refer to the State Water Resources Control Board's LUST database. Date of Government Version: 03/01/01 Dale of Last EDR Contact 04/19/04 i Database Release Frequency: No Update Planned Date of Next Scheduled EDR Contact 07119!04 California Regional Water Quality Control Board (RWQCB) SLIC Records SLIC REG 1: Active Toxic Site Investigations Source: California Regional Water Quality Control Board, North Coast Region (1) Telephone: 707-576-2220 Dale of Government Version: 04/03/03 Database Release Frequency: Semi -Annually Date of Last EDR Contact 02/23/04 Date of Next Scheduled EDR Contact: 05/24/04 SLIC REG 2: Spills, Leaks, Investigation & Cleanup Cost Recovery Listing _ Source: Regional Water Quality Control Board San Francisco Bay Region (2) Telephone: 510-286-0457 Any contaminated site that impacts groundwater or has the potential to Impact groundwater. Date of Government Version: 03/31/04 Database Release Frequency: Quarterly Date of Last EDR Contact 04/12104 Date of Next Scheduled EDR Contact: 07/12/04 SLIC REG 3: Spills, Leaks, Investigation & Cleanup Cost Recovery Listing Source: California Regional Water Quality Control Board Central Coast Region (3) Telephone: 805-549-3147 Any contaminated site that Impacts groundwater or has the potential to Impact groundwater. Date of Government Version: 09/16/03 Database Release Frequency: Semi -Annually Date of Last EDR Contact: 02/16104 Date of Next Scheduled EDR Contact 05117/04 SLIC REG 4: Splits, Leaks, Investigation & Cleanup Cost Recovery Listing --� Source: Region Water Quality Control Board Los Angeles Region (4) Telephone: 213-576-6600 Any contaminated site that Impacts groundwater or has the potential to Impact groundwater. TC1200350.2s Page GR -18 GOVERNMENT RECORDS SEARCHED/ DATA CURRENCY TRACKING Date of Government Version: 01/28104 Database Release Frequency: Quarterly Date of Last EDR Contact: 04/26104 Date of Next Scheduled EDR Contact: 07/26/04 SLIC REG 5: Spills, Leaks, Investigation & Cleanup Cost Recovery Listing Source: Regional Water Quality Control Board Central Valley Region (5) Telephone: 916-855-3075 Unregulated sites that Impact groundwater or have the potential to impact groundwater. Dale of Government Version: 04/01/04 Database Release Frequency: Semi -Annually SLIC REG 6L: SLIC Sites Source: California Regional Water Quality Control Board, Lahonlan Reglan Telephone: 530-542-5574 Date of Government Version: 03109/04 Database Release Frequency: Varies SLIC REG 6V: Spills, Leaks, Investigation & Cleanup Cost Recovery Listing Source: Regional Water Quality Control Board, Victorville Branch Telephone: 619-241-6583 Dale of Government Version: 01/01/04 Database Release Frequency: Semi -Annually SLIC REG 7: SLIC List Source: California Regional Quality Control Board, Colorado River Basin Region Telephone: 760-346-7491 Date of Government Version: 02/27/04 Database Release Frequency: Varies SLIC REG 8: Spills, Leaks, Investigation & Cleanup Cost Recovery Listing Source: California Region Water Quality Control Board Santa Ana Region (8) Telephone: 909-782-3298 Date of Government Version: 04/01/03 Database Release Frequency: Semi -Annually SLIC REG 9: Spills, Leaks, Investigation & Cleanup Cost Recovery Listing Source: California Regional Water Quality Control Board San Diego Region (9) — Telephone: 858-467-2980 Date of Government Version: 12/01/03 Database Release Frequency: Annually EDR PROPRIETARY HISTORICAL DATABASES Date of Last EDR Contact: 04/05/04 Date of Next Scheduled EDR Contact: 07/05/04 Date of Last EDR Contact: 03/08/04 Date of Next Scheduled EDR Contact 06/07/04 Date of Last EDR Contact: 04/05/04 Date of Next Scheduled EDR Contact: 07/05/04 Date of Last EDR Contact: 02/23/04 Date of Next Scheduled EDR Contact: 05/24/04 Date of Last EDR Contact 04/08/04 Date of Next Scheduled EDR Contact: 07/05/04 Date of Last EDR Contact: 04/29/04 Date of Next Scheduled EDR Contact: 05/31104 Former Manufactured Gas (Coal Gas) Sites: The existence and location of Coal Gas sites is provided exclusively to EDR by Real Property Scan, Inc, ©Copyright 1993 Real Property Scan, Inc. For a technical description of the types of hazards which may be found at such sites, contact your EDR customer service representative. Disclaimer Provided by Real Property Scan, Inc. The information contained in this report has predominantly been obtained from publicly available sources produced by entities other than Real Property Scan. While reasonable steps have been taken to Insure the accuracy of this report, Real Property Scan does not guarantee the accuracy of this report. Any liability on the part of Real Property Scan is strictly limited to a refund of the amount paid. No claim Is made for the actual existence of toxins at any site. This report does not constitute a legal opinion. TC1200350.2s Page GR -19 l�. GOVERNMENT RECORDS SEARCHED 1 DATA,C1JRI2EIVCY TRACKING: BROWNFIELDS DATABASES 7 VCP: Voluntary Cleanup Program Properties I) Source: Department of Toxic Substances Control Telephone: 916-323-3400 Contains low threat level properties with either confirmed or unconfirmed releases and the project proponents have request that DTSC oversee investigation and/or cleanup activities and have agreed to provide coverage for DTSC's costs. Date of Government Version: 03/02/04 Date of Last EDR Contact 03/03/04 Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact: 05/31/04 US BROWNFIELDS: A Listing of Brownfields Sites Source: Environmental Protection Agency Telephone: 202-566-2777 Included in the listing are brownfields properties addresses by Cooperative Agreement Recipients and brownfields properties addressed by Targeted Brownfields Assessments. Targeted Brownfields Assessments -EPA's Targeted Brownfields Assessments (TBA) program Is designed to help stales, tribes, and municipalities—especially those without EPA Brownfields Assessment Demonstration Pilots—minimize the uncertainties of contamination often associated with _ brownfields. Under the TBA program, EPA provides funding and/or technical assistance for environmental assessments at brownfields sites throughout the country. Targeted Brownfields Assessments supplement and work with other efforts under EPA's Brownfields Initiative to promote cleanup and redevelopment of brownfields. Cooperative Agreement Recipients -States, political subdivisions, territories, and Indian tribes become BCRLF cooperative agreement recipients when they enter Into BCRLF cooperative agreements with the U.S. EPA. EPA selects BCRLF cooperative agreement recipients based on a proposal and application process. BCRLF cooperative agreement recipients must use EPA funds provided through BCRLF cooperative agreement for specified brownfields-related cleanup activities. Date of Government Version: N/A Date of Last EDR Contact: N/A .- Database Release Frequency: Semi -Annually Date of Next Scheduled EDR Contact: N/A OTHER DATABASE(S) I- Depending on the geographic area covered by this report, the data provided in these specialty databases may or may not be complete. For example, the existence of wetlands Information data In a specific report does not mean that all wetlands in the area covered by the report are included. Moreover, the absence of any reported wetlands Information does not necessarily mean that wetlands do not exist in the area covered by the report. Oil/Gas Pipelines: This data was obtained by EDR from the USES in 1994. It Is refsmed to by USGS as GeoData Digital Line Graphs from 1:100,000 -Scala Maps. It was extracted from the transportation category Including some oil, but primarily gas pipelines. Electric Power Transmission Line Data JSource: PennWell Corporation Telephone: (000) 623-6277 This map includes information copyrighted by PennWell Corporation. This information is provided on a best effort basis and PennWell Corporation does not guarantee Its accuracy nor warrant Its JI fitness for any particular purpose. Such information has been reprinted with the permission of PennWell. Sensitive Receptors: There are Individuals deemed sensitive receptor due to their fragile Immune systems and special sensitivity to environmental discharges. These sensitive receptor typically include the elderly, the sick, and children. White the location of all sensitive receptor cannot be determined, EDR Indicates those buildings and facilities - schools, daycares, hospitals, medical centers, and nursing homes - where Individuals who are sensitive receptors are likely to be located. AHA Hospitals: Source: American Hospital Association, Inc. Telephone: 312-280-5991 The database Includes a listing of hospitals based on the American Hospital Association's annual survey of hospitals. Medical Centers: Provider of Services Listing Source: Centers for Medicare & Medicaid Services Telephone: 410-786-3000 A listing of hospitals with Medicare provider number, produced by Centers of Medicare & Medicaid Services, a federal agency within the U.S. Department of Health and Human Services. _I TC1200350.29 Page GP. -20 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Nursing Homes Source: National Institutes of Health fj Telephone: 301-5594-6246 Information on Medicare and Medicaid certified nursing homes In the United States, Public Schools Source: National Center for Education Statistics { Telephone: 202-502-7300 The National Center for Education Statistics' primary database on elementary and secondary public education in the United States. it is a comprehensive, annual, national statistical �. database of all public elementary and secondary schools and school districts, which contains data that are i 1 comparable across all states. Private Schools Source: National Center for Education Statistics Telephone: 202-502-7300 The National Center for Education Statistics' primary database on private school locations in the United States. { Daycare Centers: Licensed Facilities Source: Department of Social Services Telephone: 916-657-4041 1 I Flood Zone Data: This data, available In select counties across the country, was obtained by EDR in 1999 from the Federal Emergency Management Agency (FEMA). Data depicts 100 -year and 500 -year Flood zones as defined by FEMA. � NWI: National Wetlands Inventory. This data, available in select counties across the country, was obtained by FOR in 2002 from the U.S. Fish and Wildlife Service, ( STREET AND ADDRESS INFORMATION - © 2003 Geographic Data Technology, Ino., Rel. 0712003. This product contains proprietary and confidential property of Geographic Data Technology, Inc. Unauthorized use, including copying for other than testing and standard backup procedures, of this product is 1 expressly prohibited. {f 1 ! _ TC1200350.2s Page GR -21 GEOCHECK@, PHYSICAL SETTING SOURCE ADDENDUM `l TARGET PROPERTY ADDRESS HASH RANCH 27621 STREET PETALUMA, CA 94952 !` ! TARGET PROPERTY COORDINATES I Latitude (North): 38.201302 - 38' 12'4.7" - Longitude (West): 122.620598 - 122' 37' 14.2" Universal Tranverse Mercator: ( Zone 10 UTM X (Meters): 533219.9 UTM Y (Meters): 4228012.0 Elevation: 242 ft. above sea level I EDR's GeoCheck Physical Setting Source Addendum has been developed to assist the environmental professional with the collection of physical setting source information in accordance with ASTM 1527-00, Section 7.2.3. Section 7.2.3 requires that a current USGS 7.5 Minute Topographic Map (or equivalent, such as the USGS Digital Elevation Model) be reviewed. It also requires that one or more additional physical setting sources be sought when (1) conditions have been identified in which hazardous substances or petroleum products are likely to migrate to or from the property, and (2) more information than is provided in the current USGS 7.5 Minute Topographic Map (or equivalent) is generally obtained, pursuant to local good commercial or customary practice, to assess the impact of migration of recognized environmental conditions in connection with the property. Such additional physical setting sources generally include information about the topographic, hydrologic, hydrogeologic, and geologic characteristics of a site, and wells in the area. Assessment of the impact of contaminant migration generally has two principle investigative components: 1. Groundwater flow direction, and 2. Groundwater flow velocity. Groundwater flow direction may be impacted by surface topography, hydrology, hydrogeology, characteristics of the soil, and nearby wells. Groundwater flow velocity is generally Impacted by the nature of the geologic strata. EDR's GeoCheck Physical Setting Source Addendum is provided to assist the environmental professional in forming an opinion about the impact of potential contaminant migration. TC1200350.2s Page A-1 GEOCHECe - PHYSICAL SETTING SOURCE_SUMMARY,,' GROUNDWATER FLOW DIRECTION INFORMATION Groundwater flow direction for a particular site is best determined by a qualified environmental professional using site-specific well data, If such data is not reasonably ascertainable, it may be necessary to rely on other sources of information, such as surface topographic information, hydrologic information, hydrogeologie data collected on nearby properties, and regional groundwater Now information {from deep aquifers}. ` l TOPOGRAPHIC INFORMATION Surface topography may be indicative of the direction of surficial groundwater flow. This information can be used to assist the environmental professional in forming an opinion about the impact of nearby contaminated properties or, should contamination exist on the target property, what downgradlent sites might be impacted. TARGET PROPERTY TOPOGRAPHY USGS Topographic Map: 38122-55 PETALUMA RIVER, GA General Topographic Gradient: General NNE Source: USGS 7.5 min quad index SURROUNDING TOPOGRAPHY: ELEVATION PROFILES jI 1 1 o i to u ti W uj North Y 0 \tir\ Ul N South West I East TP 0 1/2 1 Mlles Target Property Elevation: 242 ft. Source: Topography has been determined from the USGS 7.5' Digital Elevation Model and should be evaluated on a relative (not an absolute) basis. Relative elevation Information between sites of close proximity should be field verified. TC1200350.2s page A-2 GEOCHECIC®-PHYSICAL SETTING SOURCE SUMMARY, HYDROLOGIC INFORMATION Surface water can act as a hydrologic barrier to groundwater flow. Such hydrologic information can be used to assist the environmental professional in forming an opinion about the impact of nearby contaminated properties or, should contamination exist on the target property, what downgradlent sites might be impacted. Refer to the Physical Setting Source Map following this summary for hydrologic information (major waterways and bodies of water). rI FEMA FLOOD ZONE Target Property Countv SONOMA, CA Flood Plain Panel at Target Property: Additional Panels In search area: NATIONAL WETLAND INVENTORY NWI Quad at Tamet Prooertv PETALUMA RIVER FEMA Flood Electronic Data YES - refer to the Overview Map and Detail Map 06037509808 06037509606 0603790006C 0603750990B 06037509708 NWI Electronic Data Coveraqe YES - refer to the Overview Map and Detail Map HYDROGEOLOGIC INFORMATION Hydrogeologic Information obtained by installation of wells on a specific site can often be an Indicator of groundwater flow direction in the immediate area. Such hydrogeologic information can be used to assist the environmental professional in forming an opinion about the impact of nearby contaminated properties or, should contamination exist on the target property, what downgradient sites might be impacted. Site-Specffic Hydrogeological Data`: Search Radius: 1.25 miles Status: Not found AQUIFLOW® Search Radius: 1.000 Mile. EDR has developed the AQUIFLOW Information System to provide data on the general direction of groundwater flow at specific points. EDR has reviewed reports submitted by environmental professionals to regulatory authorities at select sites and has extracted the date of the report, groundwater flow direction as determined hydrogeologically, and the depth to water table. LOCATION GENERAL DIRECTION MAP ID FROM TP GROUNDWATER FLOW Not Reported 1018 C mlaal anwa Enwa=annlol Raspa, sin C mpanalfan and Uablllly tnlnnimo4nn EyaWln'WA (CERCLISj Imeslsgnll �. All ollhe inlormabon and opinlona p,ecenlod an IM1osa of llw tllotl EPA mporpsl, whin xrere cmpleletl untlor TC1200350.2s Page A-3 I GEOCHECKO - PHYSICAL SETTING SOURCE ,SUMMARY GROUNDWATER FLOW VELOCITY INFORMATION Groundwater flow velocity information for a particular site is best determined by a qualified environmental professional using site specific geologic and soil strata data. If such data are not reasonably ascertainable, it may be necessary to rely on other sources of information, including geologic age identification, rock stratlgraphic unit and soil characteristics data collected on nearby properties and regional soil information. In general, contaminant plumes move more quickly through sandy -gravelly types of soils than silty -clayey types of soils. GEOLOGIC INFORMATION IN GENERAL AREA OF TARGET PROPERTY Geologic information can be used by the environmental professional in forming an opinion about the relative speed at which contaminant migration may be occurring. ROCK STRATIGRAPHIC UNIT GEOLOGIC AGE IDENTIFICATION Era: Cenozoic Category: Stratified Sequence System: Tertiary Series: Pliocene Code: Tp (decoded above as Era, System & Series) Geologic Age and Rock Stratigraphic Unit Source: P.G. Schruben, R.E. Arndt and W.J. BaWleC, Geology of the Conterminous U.S. at 1:2,500,000 Scale - a digital representation of the 1974 P.B. King and H.M. Beikman Map, USGS Digital Data Series DDS - 11 (1994). DOMINANT SOIL COMPOSITION IN GENERAL AREA OF TARGET PROPERTY The U.S. Department of Agriculture's (USDA) Soil Conservation Service (SCS) leads the National Cooperative Soil Survey (NCSS) and is responsible for collecting, storing, maintaining and distributing soil survey information for privately owned lands in the United States. A soil map in a soil survey is a representation of soil patterns in a landscape. Soil maps for STATSGO are compiled by generalizing more detailed (SSURGO) soil survey maps. The following Information is based on Soil Conservation Service STATSGO data. Soil Component Name: STEINBECK Soil Surface Texture: loam Hydrologic Group: Class B - Moderate infiltration rates. Deep and moderately deep, moderately well and well drained soils with moderately coarse textures. Soil Drainage Class: Well drained. Soils have intermediate water holding capacity. Depth to water table is more than 6 feet. Hydric Status: Soil does not meet the requirements for a hydric soil. Corrosion Potential - Uncoated Steel: MODERATE Depth to Bedrock Min: > 40 inches Depth to Bedrock Max: > 60 inches TC1200350.2s Page A-4 Layer I( i 2 s 3 raj GEOCHECW - PHYSICAL SETTING SOURCE SUMMARY, Soil Layer information Boundary Classification Upper Lower Soil Texture Class AASHTO Group Unified Soil 0 inches 35 inches loam 35 inches 48 Inches loam 48 Inches 52 inches weathered bedrock Silt -Clay Materials (mare than 35 pct. passing No. 200), Silty Soils. Silt -Clay Materials (more than 35 pct. passing No. 200), Clayey Soils. Not reported FINE-GRAINED SOILS, Silts and Clays (liquid limit less than 50%), Silt FINE-GRAINED SOILS, Silts and Clays (liquid limit less Ulan 50%), Lean Clay Not reported 1 Permeability Sol[ Reaction Rate (In/hr) (pH) Max: 2.00 Max: 6.50 Min: 0.60 Min: 5.60 Max: 2.00 Max: 7.30 Min: 0.60 Min: 5.60 Max: 0.00 Max: 0.00 Min: 0.00 Min: 0.00 OTHER SOIL TYPES IN AREA Based on Soil Conservation Service STATSGO data, the following additional subordinant sail types may appear within the general area of target property. Soil Surface Textures: fine sandy loam clay loam Surficial Soil Types: fine sandy loam clay loam Shallow Soil Types: silty clay clay loam silty clay loam Deeper Soil Types: clay loam silty clay loam unweathered bedrock Fine sandy loam ADDITIONAL ENVIRONMENTAL RECORD SOURCES According to ASTM E 1527-00, Section 7.2.2, "ane or more additional state or local sources of environmental records may be checked, in the discretion of the environmental professional, to enhance and supplement federal and state sources... Factors to consider in determining which local or additional state records, if any, should be checked include (1) whether they are reasonably ascertainable, (2) whether they are sufficiently useful, accurate, and complete in light of the objective of the records review (see 7.1.1), and (3) whether they are obtained, pursuant to local, good commercial or customary practice." One of the retard sources listed in Section 7.2.2 Is water well Information. Water well information can be used to assist the environmental professional in assessing sources that may impact groundwater flow direction, and in forming an opinion about the Impact of contaminant migration on nearby drinking water wells. TC1200350.2s Page A-5 GEOCHECI4® - PHYSICAL SETTING SOUFZCE,SUMMARY WELL SEARCH DISTANCE INFORMATION DATABASE SEARCH DISTANCE (miles) Federal USGS 1.000 Federal FRDS PWS Nearest PWS within 1 mile State Database 1.000 FEDERAL USGS WELL INFORMATION LOCATION MAP ID WELL ID FROM TP No Wells Found FEDERAL PROS PUBLIC WATER SUPPLY SYSTEM INFORMATION ' LOCATION MAP ID WELL ID FROM TP No PWS System Found Note: PWS System location is not always the same as well location. STATE DATABASE WELL INFORMATION LOCATION MAP ID WELL ID FROM TP No Wells Found TC1200350.2s PageA-6 PHYSICAL SETTING SOURCE RECORDS SEARCHED i� TOPOGRAPHIC INFORMATION "} USGS 7.5' Dlgital Elevation Model (DEM) 1 Source: United States Geologic Survey EDR acquired the USGS 7.5' Digital Elevation Model in 2002.7.5 -Minute DEMs correspond to the USGS 1:24,000 -and 1:25,000 -scale topographic quadrangle maps. HYDROLOGIC INFORMATION e-� Flood Zone Data: This data, available In select counties across the country, was obtained by EDR in 1999 from the Federal Emergency Management Agency (FEMA), Data depicts 100 -year and 500 -year flood zones as defined by FEMA. NWI: National Wellands Inventory. This data, available in select counties across the country, was obtained by EOR In 2002 from the U.S. Fish and Wildlife Service. HYDROGEOLOGIC INFORMATION AQUIFLOWR Information System Source: EDR proprietary database of groundwater Row information EDR has developed the AQUIFLOW Information System (AIS) to provide data on the general direction of groundwater Row at specific points. EDR has reviewed reports submitted to regulatory authorities at select sites and has extracted the dale of the report, hydrogeologically determined groundwater Row direction and depth to water table information. GEOLOGIC INFORMATION Geologic Age and Rock Stratigraphic Unit Source: P.G. Schruben, R.E. Arndt and W.J. Bawiec, Geology of the Conterminous U.S, at 1:2,500,000 Scale - A digital .� representation of the 1974 P.B. King and N.M. Beilmnan Map, USGS Digital Data Series DDS - 11 (1994). STATSGO: State Soil Geographic Database Source: Department of Agriculture, Natural Resources Conservation Services The U.S. Department of Agriculture's (USDA) Natural Resources Conservation Service (NRCS) leads the national Conservation Soil Survey (NCSS) and is responsible for collecting, storing, maintaining and distributing soil survey Information for privately owned lands in the United States. A soil map In a soil survey Is a representation of soil patterns in a landscape. Sall maps for STATSGO are compiled by generalizing more detailed (SSURGO) soil survey maps. ADDITIONAL ENVIRONMENTAL RECORD SOURCES FEDERAL WATER WELLS PWS: Public Water Systems Source: EPAJO(fice of Drinking Water Telephone: 202-554-3750 Public Water System data from the Federal Reporting Data System. A PWS Is any water system which provides water to at least 25 people for at least 60 days annually. PWSs provide water from wells, rivers and other sources. PWS ENF: Public Water Systems Violation and Enforcement Data Source: EPAIOtficu of Drinking Water Telephone: 202-5G4-3750 Violation and Enforcement data for Public Water Systems from the Safe Drinking Water Information System (SDWIS) after August 1995 Prior to August 1995, the data came from the Federal Reporting Data System (FRDS). USGS Water Wens: USGS National Water Inventory System (NWIS) This database contains descriptive information on sites where the USGS collects or has collected data on surface water and/or groundnaier. The groundwater data Includes information on wells, springs, and other sources of groundwater. TC1200350.2s Page A-9 r-� I I PHYSICAL SETTING SOURCE RECORDS -SEARCHED` STATE RECORDS California Drinking Water Quality Database Source: Department of Health Services Telephone: 916-324-2319 The database includes all drinldng water compliance and special studies monitoring for the state of California since 1984. It consists of over 3,200,000 individual analyses along with well and water system information. California Oil and Gas Well Locations for District 2, 3, 5 and 6 Source: Department of Conservation Telephone: 916-323-1779 RADON State Database: CA P.idon Source: Depaimiemof Health Services Telephone: 916-324-2208 Radon Database for California Area Radon Infonnation Source: USGS Telephone: 703-356-4020 The National Radon Database has been developed by the U.S. Environmental Protection Agency (USEPA) and is a compilation of the EPA/Stete Residential Radon Survey and the National Residential Radon Survey. The study co: ers th_ years 1986 - 1992. Where necessary data has been supplemented by Information collected at private sourcus such as universities and research institutions. EPA Radon Zones Source: EPA Telephone: 703-3513-4020 Sections 307 3 309 of IRAA directed EPA to list and identify areas of U.S. with the potential for elevated Indoor radon levels. OTHER Airport Landing Facilities: Private and public use landing facilities Source: Federal Aviation Administration, 800-457-6656 Epicenters: World earthquake epicenters, Richter 5 or greater Source: Department of Commerce, National Oceanic and Atmospheric Administration California Earthquake Fault Lines: The fault lines displayed on EDR's Topographic map are digitized quaternary fault lines, prepared in 1975 by the United State Geological Survey. Additional information (also from 1975) regarding activity at specific fault lines comes from California's Preliminary Fault Activity Map prepared by the California Division of Mines and Geology. TC1200350.2s Page A-10 TREE PRESERVATION & W,rr4 CM, 110 11*4003 Consultants in Horticulture and Arboriculture T=REE PRESERVATIO � -N AND 2762 "r STREET PETALUMA, CA 94952 Prepared for. I&. Steven J. Lafrancbi Steven7.lafranchi & Associates, Inc. 775 Baywood Drive Petaluma, CA 94954 BT - John C. Meserve Member, American Society of Consulting Arborists International Society of Arboriculture WCISA #478 l IVEOugust13 "' NOV 0 6 2aaB COMMUNITY DEVELOPMENT DEPARTMENT Individual Tree Evaluations 2762 "1" Street Petaluma., Califomia Tree #f1 Tree #2 Cupressus ncrocarpa (Monterey cypress) Trunk Diameter in Inches; 20 Number of Trunks: 1 ObaPrvatinns: August 13, 2004 Height in Feet ±: 40 Canon Radius in Feet +: 15 Tree vigor is good; trunk condition appears to be sound; root collar appears to be sound; canopy structure is generally asymmetrical; habit is dense; canopy is low branched; no significant pest present. Develonment Impacts: A significant impact on long term tree integrity can be expected as a result of proposed development within proposed sidewalk and immediately adjacent to proposed street improvements. Recommendations: Removal required due to significant development impacts. Cupressus macrocarpa (Monterey cypress) Trunk Diameter in Inches: 20 Height in Feet +: 35 Numbar of Trunks: 1 Canopy Radius in Feet +: 15 Observations:. Tree vigor is fair; trunk condition appears to be sound; root collar appears to be sound; canopy structure is generally asymmetrical; habit is dense; canopy is low branched; canopy has extensive decay present; no significant pest present. Develonment Imnacts: A significant impact on long term tree integrity can be expected as a result of proposed development within proposed sidewalk and immediately adjacent to proposed street improvements. Re, nmmendatinns: Removal required due to significant development impacts. 2762 "I" Street Page 2 Tree #3 Minus ainericana (American elm) Trunk Diameter in Inches: ±48 Number of Trunks: 1 Observations: Height in Feet ±: 40 Cannnv Radius in Feet ±: 30 Tree vigor is good; trunk exhibits significant decay; root collar appears to have minor decay; canopy structure is generally asymmetrical; habit is dense; canopy is low branched; structurally weak; co -dominant leaders present; watersprouts present; no significant pest present. Develnoment Imnacts: A moderate to significant impact on long term tree integrity can be expected as a result of proposed development adjacent to proposed sidewalks and street improvements. Recommendations: Removal recommended due to marginal structural integrity and development impacts. Tree#4 Quercus lobata (valley oak) Trunk Diameter in Inches: 51 Number of Tnmks: 1 Observations: Height in Feet ±: 50 Cannnv Radius in Feet ±: 35 Tree vigor is good; trunk exhibits significant decay; root collar appears to have extensive decay; canopy structure is generally symmetrical; habit is dense; canopy is low branched; watersprouts present; no significant pest present. Develonment Imnacts: Minimal impact. Recommend a ti ons: This tree overhangs the rear area of Lot 8. While it has some structural deficiencies, it appears to be a preservable tree. PINNACLE HOMES APR 1 8 2005 2762 "P` Street Page 3 Tree #5 Umbeliularia californica (California bay) Trunk Diameterin Inches: 30+30 Height in Feet t: 60 Number of Trunks: 2 CanoavRadius in Feet --4: 28 Observations: Tree vigor is good; trunk exhibits minor decay; root collar appears to have extensive decay; canopy structure is generally symmetrical; habit is dense; canopy is low branched; structurally weak; co -dominant leaders present; no significant pest present. Develooment Tmnacts: No Impact. Recommendations:. This tree is structurally unstable due to significant decay in the root crown area. It poses no hazard because it is being preserved in an urban separator area where no targets are expected to be present. Remove if a falling tree is a concern. Preserve and allow to fail naturally over time. TREE LOCATION PLAN TREE LOCATION AND NUMBERING PLAN 2762 "I" Street Santa Rosa, California THIS PLAN TO BE USED IN CONJUNCTION 'Ti `' \ \ '\ \ \\ t \`,� � ,•;;a�'"/' WITH ARBORIST REPORT DATED 8/10/04 O \�\\� \\\�\`;'...,•\\,\\ \,,,`,�� % (� JOHN C. MESERVE I ` Y ` 1 �' \ 1 � •`\\ \� `�:�\•,'''may , <''_'' i CONSULTING ARBORIST \\\ \ \\\\• \�. \\'\ \\\ •1,\\\.\` ,%%i Member, American Society of Consulting Arbofists \ \ \ •\ \\\,\, +�\ \\�, \ `• / ; International Society of Arboriculture, WCISA #478 ;\ \ `\ '\•\\\ \\ \ \'\\\ \\� \\'\a ;\ HORTICULTURAL ASSOCIATES :\\ •\\\. \ \\'•.\\\ \\ •.� �\-.': '!. ' P.O. BOX 1261 /GLEN ELLEN, CA 95442 \\\ \\\``\\l+ \`\\\�\:\`,\ 707.935.3911 `• l \ •-\ `.\`. ,, \ \ \ \ � \ �,�,pa` 1 �0V l /j(7/'` ([(`� /1't I `1 I ,, t -, . 4 ., -• :-moi-` .-.i-' / "Y \'\I\\, {I / ' .',r:��. ,' ,J<(\•.. •.\,''.,; :., -. �'!/ a I?, a- / TREE PRESERVATION GUIDELINES GENERAL TREE PRESERVATION GUIDELINES Introduction to Tree Preservation Great care must be exercised when development is proposed in the vicinity of established trees of any type. The trees present at this proposed construction site will require specialized protection techniques during all construction activities to minimize negative impact on their health and vigor. The area immediately under canopy driplines of these trees is especially critical, and for these reasons the requirements, procedures, and recommendations which follow have been established for short and long term tree protection. The purpose of this preservation guideline is therefore to define the procedures which must be followed during any and all phases of development in the immediate vicinity of these trees. Established, mature trees respond in a number of different ways to disruption of their natural conditions. Change of grade within the dripline or near the root crown, damage to the bark of the tree, soil compaction above the root system, root system reduction or damage, or alteration of summer soil moisture levels may individually or collectively cause physiological stress leading to tree decline and death. The individual effects of these procedures may cause trees to immediately exhibit symptoms and begin to decline, but more commonly the process may take many years, with symptoms appearing slowly over a period of time. Trees may not begin to show obvious signs of decline until many years after construction is completed. It is not appropriate to wait for symptoms to appear, as this may be too late to correct the conditions at fault and to halt decline. It is therefore critical to the long term health of all tree species that a well conceived management program be agreed upon before implementation of any construction activities. Once agreed upon at the design level, it is imperative that contractors and construction personnel understand the importance of guidelines and their potential implications. The following guidelines are meant to be utilized by project managers and those supervising any construction in the vicinity of these trees including grading contractors, underground contractors, all equipment operators, construction personnel, and landscape contractors. Guidelines are presented in a brief outline form to be applied to each individual circumstance which occurs during development activities. It is left to the project supervisor to apply and enforce these protection measures. Questions which arise, or interpretation of guidelines as they apply to site activities, should be referred to the office of Horticultural Associates as they occur. It should be understood by all those involved in this project that by altering natural conditions around any existing, healthy tree, the potential for root damage and eventual tree decline is increased. A well written and implemented protection specification will minimize to an acceptable level but not necessarily eliminate negative impacts on trees. Compromise or deviation from protection specifications will significantly increase the chance of tree decline or 'failure. The term dripline has different meanings and should be defined for use at this project. Tree dripline is defined as the perimeter of each tree canopy at the widest point from the main HORTICULTURAL ASSOCIATES Tree Preservation Guidelines Page 2 trunk. This traditionally is applied to the actual field condition, however, where a one-sided tree structure exists and the tree is not structurally uniform, the dripline shall be assumed to be the widest distance to the edge of canopy extending equally around tree circumference. The area below ground within the dripline is the location of only approximately 70% of the root system, primarily in the top two feet of the soil surface. Tree protection guidelines are focused on minimizing intrusion, soil cut or fill, and all activities causing compaction within this area. Site supervision should be completely familiar with this definition and these guidelines, as well as utilizing common sense when working near this critical area. The following guidelines will cover most circumstances which might arise during construction and will require application to the particular circumstances at the development site based on the actual conditions present. Protection Within Driuline of Individual Trees 1) Prior to initiating any construction activityin the area, including demolition or grading, temporary protective fencing shall be installed at each site tree in the immediate vicinity of construction.. Fencing is to be located a minimum of one foot beyond the canopy dripline. If available space and logistics allow, fence shall be placed at a greater distance or up to twice the diameter of the dripline. 2) Fencing shall be minimum four foot height at all locations, and shall form a continuous barrier without entry points around all individual trees, or groups of trees. Barrier type fencing such as chain link or Tensar plastic fencing is suggested, but any fencing system which adequately prevents the entry of equipment and activity will be acceptable. The use of simple post and cable fencing is not recommended as this provides minimal protection and is easily removed or moved by construction personnel. Fencing shall be installed in a professional manner with adequate uprights and appropriate attachments. Concrete footings are not required due to the temporary nature of the fencing. Any encroachment into the dripline for fencing or construction purposes should be discussed and agreed upon in advance. 3) This fencing shall serve as a barrier to prevent dripline encroachment of any type by construction activities, equipment, materials storage, and personnel. 4) Contractors and subcontractors shall direct all equipment and personnel to remain outside the fenced area at all times until project is complete, and shall instruct personnel and sub- contractors as to the purpose and importance of fencing and preservation. 5) Fencing should remain in place and not be removed until all construction activities are completed. This shall include grading and compaction activities, installation of underground, all construction activities. and any other construction or activity which is scheduled prior to landscape installation. There may be occasion when access is required, and fencing may temporarily be moved to facilitate the work. 6) Roots of single standing trees often extend two to three times the distance of the actual dripline and function primarily in the uptake of nutrients and water. The dripline is arbitrarily established as the minimum root area generally required to preserve tree health. As much area around the circumference of the tree beyond the dripline should have minimum intrusion to further ensure tree survival and health. HORTICULTURAL ASSOCIATES Tree Preservation Guidelines Page 3 Grade Chanees 1) Grade changes within tree dripline are to be minimized wherever possible. Grade should not change from that which existed prior to grading activities without approval from the project arborist. 2) Maximum cut or fill within actual or estimated dripline not to exceed 6 inches. All cut activities should be done in conjunction with the project arborist, even those under 6", to minimize root damage. 3) Estimated dripline is defined as the widest distance from main trunk to furthest branch tip - applied around the entire circumference of each individual tree. This definition specifically applies to all trees where a one-sided or unbalanced structure exists and the actual dripline is not truly representative of the area of the root zone requiring protection. Cut and fill activities apply to this definition. 4) No more than 6 inches of fill soil shall occur without specifically developed mitigation measures. Removal of soil within tree dripline is also limited to 6 inches, or a lesser amount which can be removed without contacting major roots. Detailed mitigation is required to remove a greater amount. The amount of cut and fill is to be determined by actual tree species, rooting characteristics, soil conditions, and purpose of grade change. 5) All cut and fill activities within tree dripline increases percentage of short and long term tree decline and loss, and approval of these activities, or compromise in this area, shall be done with full knowledge of the negative potential that is incurred. 6) Original grade shah be maintained in immediate area of the root crown, where the soil contacts tree bole, at all times. No increase in grade shall be allowed under any circumstances in this area, 7) Physical retaining structures are required where any fill operation is approved and exceeds 6 inches above original grade. Retaining structures function to prevent soil grade from being raised in the root crown area. 13) Retaining structures shall be permanent in nature and may be constructed from any material which is appropriate in function to hold raised grade away from root crown on a long term basis. Engineering may be required in some instances. 9) Tree retaining structures shall be installed a minimum distance of four feet from any tree trunk and may completely or partially surround the tree depending on location of grade change. If grade is raised on 50% of the dripline, then retaining structures must be installed to prevent that soil from moving to the immediate root crown in that area. If 100% of the grade is raised, structure must surround the tree entirely. It is the responsibility of the project designer to develop an appropriate structure for this purpose. 10) If site conditions exist which necessitate installation of retaining structures closer than four feet to tree trunk, the project arborist shall be consulted for details of this installation. HORTICULTURAL ASSOCIATES Tree Preservation Guidelines Page 4 11) No part of the dry well structure shall be placed below original grade to minimize impact on root system. If necessary, structural posts may be installed to hold walls in place, providing that care is taken during installation to minimize damage to the'root system, and that post hole size is min;m;zed. The excavation and pouring of footings and other structural support is not compatible with tree preservation. 12) Grade changes outside the retaining structures shall be such that drainage water of any type or source is not diverted toward or around the root crown in any manner. Grade shall drain away from root crown at a minimum of 2%. 13) If grading toward root crown is required, appropriate surface and/or subsurface drain facilities shall be installed so that water is effectively diverted away from root crown area. 14) Where fill is approved and/or where paving of any type is planned within the dripline, aeration tubes shall be installed from the dry well or retaining structure to the limit of the dripline and placed at a depth corresponding to slightly below original grade. A description of aeration tube use and construction follows: In all areas where paving, impermeable or semipermeable surfaces, or fill over 6 inches is to be installed within any tree dripline, aeration tubes shall be required to the limit of the dripline or beyond where possible. Tubes shall radiate horizontally from each dry well or the root crown area to the limit of the dripline, and shall be located on 4 foot centers. Ends of tubes shall be connected to one another. A proportional number of tubes shall be installed when partial paving or filling within dripline is required. Aeration tubes shall consist of rigid and perforated PVC pipe, minimum class 200, styrene plastic, or molded ABS, minimum 3 inch diameter, 10 perforations per foot. Pipe shall be placed slightly below original grade. Each tube shall be wrapped in suitable filter fabric securely fastened with waterproof tape. Aeration tubes shall daylight within the retaining structure around tree trunk, and a grate shall be attached, but not glued, to the end of each daylighted tube to prevent the entry of debris. Aeration tubes shall also daylight near the outer perimeter of the dripline with a fitted metal grate properly installed slightly above finished grade. Tubes and grate shall not be installed such that water of any type or source backdrains into dry well. 15) The installation of aeration tubes is meant to facilitate the normal exchange of atmospheric gasses with the soil and root system. When impermeable or semi -permeable paving is installed, or when soil grade is raised, this normal exchange is limited and commonly becomes a source of root damage and potential disease. 16) Tree roots will be expected to grow into areas of soil fill, and quality of imported soil should be considered. Ideally, fill soil should be site soil that closely matches that present within tree dripline. If import soil is utilized it should be the same or slightly coarser texture than existing site soil, should have a pH range comparable to site soils, and generally should have acceptable chemical properties for appropriate plant growth. A soil analysis is recommended prior to importation to evaluate import soil for these criteria 17) All approved soil cuts should be made outside the immediate dripline for minimal negative impact on trees. If approved within dripline, crown foliage shall be reduced HORTICULTURAL ASSOCIATES Tree Preservation Guidelines Page S accordingly to balance the estimated root loss. Any construction activity which necessitates soil excavation in the vicinity of preserved trees should be avoided where:possible, or mitigated under the guidance of the project arborist. Roots are to be hand cut and sealed wherever possible when major structural roots are encountered over one inch in diameter. The tearing of roots by equipment of any type within the dripline shall not be allowed. Underaround Construction 1) All underground work within tree driplines shall be avoided wherever possible to reduce negative impact on trees. The location of underground utilities well outside dripline is recommended as part of tree preservation. 2) Weakened anchorage, root system integrity, and the ability to acquire moisture from the root soil areas are the most critical issues when considering any type of root impact or removal. 3) Underground work in the area of site trees has a potentially serious impact on tree health and tree stability. Underground trenching for a variety of utilities will sever large structural roots reducing nutrient and water uptake and more seriously affecting the ability of each tree to remain appropriately anchored. 4) The existing root system within the dripline should not be severed by construction activities of any type. If undergrounding within dripline is required for unavoidable logistical reasons, the project arborist shall be consulted to determine whether the impact on tree health. 5) All underground work required within the dripline of the trees and below original grade should be previewed by the project arborist to determine potential impact on trees and to prepare mitigation measures. Pruninc Reouirements 1) The removal of dead wood, damaged branches, structurally unsound wood including bark included wood, narrow crotches, and crossing branches shall be the goal of the climbing tree worker. Co -dominant leaders or lateral branches shall be removed, pruned to retard growth, or cabled wherever possible. 2) The removal of significant live wood is discouraged at all times., Where removal of significant wood is required to mitigate the loss of roots, careful coordination between project arborist and tree workers is required. Severity of pruning should be restricted wherever possible while still modifying unhealthy or inadequate structure appropriately. The use of drop crotching and thinning techniques to restore balance is preferred when necessary to accomplish pruning goals, over heading type cuts. The use of heading type cuts shall be minim zed or ehounated'whenever possible. Pruning shall be as minimal as possible, removing dead or damaged branches, crossing or rubbing branches, or correcting other structural deficiencies which may be present. Removal of lower branches may be required to allow for access and clearance following construction Minimal pruning is the desired approach to all trees. HORTICULTURAL ASSOCIATES Tree Preservation Guidelines Page 6 3) The following general guidelines shall be used during all pruning procedures: Lateral Branch Removal .All laterals shall be removed immediately beyond the branch bark ridge, always preserving the branch collar. No stub cuts should be made which leave an inch or more beyond the branch collar. No flush cuts through the branch collar shall occur Triple Cuts All branches too large to be hand held shall be removed by means of the triple cut, undercutting branch 4 to 8 inches beyond base, removing branch beyond undercut, and removing remaining stub utilizing a shoulder cut. Terminal Pnmine Thinning Cut back terminal portions of branches by cutting back to laterals with a basal diameter 1/3 the size of the terminal being removed. Removal of many smaller terminals is preferred over removal of a few large ones. Size Reduction Remove portions of the crown for reducing height by removing terminals back to laterals. Each lateral remaining should be located to serve as a new terminal. This will establish the crown at a lower level. The diameter at the base of a remaining lateral should be 1/3 the diameter of the terminal being removed. 4) Pruning to reduce the amount of top growth in relation to root severance shall occur on all trees where approved trenching or underground work is to occur Pruning is required to directly compensate for the amount of roots being damaged and removed by this work. This shall be determined after plans and construction techniques are determined. 5) Pruning may also be required to create appropriate access for construction equipment where low limb presence may obstruct access. This pruning is to be done by a qualified arborist, and shall by no means be done by construction personnel under any circumstances. 6) Pruning shall occur prior to initiation of any/all approved underground trenching. No ground shall be broken within the dripline of street trees without having pruning completed. 7) Project arborist shall be consulted prior to initiation of any pruning procedures to coordinate activities with the working arborist. HORTICULTURAL ASSOCIATES Tree Preservation Guidelines Pagel Additional Recommended Procedures Continued discussion and coordination between project arborist, owners, designers, and general contractor shordd occur to further discuss and define these guidelines based on the actual work planned in the vicinity of these trees. Fertilization Fertilization is not generally recommended unless a specific nutrient deficiency symptom is visible. Following completion of construction activities, a determination of tree health should be conducted to visually evaluate tree performance and to recommend fertilization or mitigation if it is required based on the appearance of each individual tree. Owners additionally should monitor visible tree appearance and contact the project arborist should any tree exhibit unusual growth or characteristics. Pest Control A close visual examination for tree pests shaft be conducted by the climbing arborist as he completes pruning procedures. If a serious infestation is present which was not apparent from ground observation then pesticide application should be considered at that time. However, the simple presence of tree pests does not warrant the use of chemical pesticides, and it should clear that a serious infestation capable of causing tree decline must be present to warrant their use. The use of organic sprays or pesticidal soaps is the preferred method for treating any, serious pest infestation. If infestations should occur, discussion with the project arborist is recommended. Weed Control No specific measures are recommended for weed control, and the presence of weeds should not be considered a problem in relation to continued tree health. Disease Control No specific measures are recommended for disease control unless noted in the Individual Tree Evaluations. The tree pruning specialist should note any serious problem during his climbing procedures if they become evident. Pavine Reference The use of asphalt or concrete as a primary paving surface within the canopy driplineis generally discouraged. Utilization of a permeable substance which does not impede the natural percolation of water or limit the nature of gaseous exchange is recommended. Materials such as decomposed gravel or cobble are ideal for this purpose, however, generally do not function satisfactorily as a parking or driving surface. Interlocking pavers come in a variety of shapes, colors and sizes and provide a suitable surface for driving, parking and walking. At the same time they will allow some infiltration of water and air to the original soil level. Functionally and aesthetically they are appropriate for consideration at many projects. Utilization of an installation method which excludes fine sand HORTICULTURAL ASSOCIATES Tree Preservation Guidelines Page 8 joints must be used however, to maintain infiltration. A coarse sand leveling bed and course sand joints are recommended to increase water infiltration and aeration. Planting UnderExietine Trees The installation of lawn beneath established native trees is strongly discouraged. The ideal treatment under natives is the use of an organic or inert mulch. Redwood chips, gravel, or stone cobble are all excellent materials.. If planting is required for aesthetic or functional purposes, the use of drought tolerant, woody species is most appropriate. Species should be selected for their ability to survive with minimal" or no water through the summer months after initial establishment period. Only drip irrigation should be utilized within the canopy dripiine to minimize summer water in the root zone. Nature of Work All work to date has been intended to be general in nature and comments and recommendations are based on obvious external conditions and symptoms. This inspection and evaluation did not include root crown excavation or inspection, nor did it include the use of instruments to determine unseen cavities or inherent weakness in trunk or branch structure. This inspection and evaluation did not include the climbing of each tree or inspection at that level. Underground portions of the root system cannot be viewed, and roots have not been excavated. Structural stability, root crown health, and root health are all inferred from extemal growth . characteristics only. Many of these trees have cavities present and this is a normal occurrence which may or may not affect tree health and structural stability in the future. It is the recommendation of this firm that regular annual inspections be performed to determine whether any tree on site is in a declining state and may become a hazard. Trees are living, changing organisms which canbe affected by any number of environmental conditions and biotic factors beyond our control. Construction activities, even when rigidly supervised, may lead to a quick decline or to unseen hazards within the tree and should be considered potentially damaging to the natural balance present before development began. PRUNING STANDARDS WESTERN WESTERN CHAPTER CHAPTER lmtematiotial Societ-q of Arboricult-wre ARIZONA CALIFORNIA HAWAII NEVADA Certification Committee • PO. Box 424 • St. Helena, California 94574 WESTERN CHAPTER ISA Purpose: Trees and other woody plants respond in specific and predictable ways to pruning and other maintenance practices. Careful study of these responses has led to pruning practices which best preserve and enhance the beauty, structural integrity, and functional value of trees. In an effort to promote practices which encourage the preservation of tree structure and health,. the KC. ISA Certification Committee has established the following Standards of Pruning for Certified Arborists.. The Standards are presented as working guidelines, recognizingthat trees are individually unique in form and structure, and that their pruning needs may not always fit strict rules. The Certified Arborist must take responsibility for special pruning practices that vary greatly from these Standards. L Pruning Techniques A. A thinning cut removes a branch at its point of attachment or shortens it to a lateral large enough to assume the terminal role. Thinning opens up a tree, reduces weighton heavy limbs, can reduce a tree's height, distributes ensuing invigoration throughout a tree and helps retain the tree's natural shape. Thinning cuts are therefore preferred in tree pruning. When shortening a branch or leader, the lateral to which it is cut should be at least one-half the diameter of the cut being made. Removal of a branch or leader back to a sufficiently large lateral is often called "drop crotching." B. A heading cut removes a branch to a stub, a bud or a lateral branch not large enough to assume the terminal role. Heading cuts should seldom be used because vigorous, weakly attached upright sprouts are forced just below such cuts, and the tree's natural form is altered. In some situations, branch stubs die or produce only weak sprouts. C. When removing a live branch, pruning cuts should be made in branch tissue just outside'the branch bark ridge and collar, which are trunk tissue. (Figure i) If no collar is visible, the angle of the cut should approximate the angle formed by the branch bark ridge and the trunk. (Figure 2) D. When removing a dead branch, the final .cut should be made outside the collar of live callus tissue. If the collar has grown out along the branch stub, only the dead stub. should be removed, the live collar .should remain intact, and uninjured. (Figure 3) E. When reducing the length of a branch or the height of a leader, the final cut should be made just beyond (without violating) the branch bark ridge of the branch being cut to. The cut should approximately bisect the angle formed by the branch bark ridge and an imaginary line perpendicular to the trunk or branch cut. (Figure 4) F A goal of structural pruning is to maintain the size of lateral branches to less than three-fourths the diameter of the parent branch or trunk. If the branch is codominant or close to the size of the parent branch, thin the branch's foliage by 15% to 25%, particularly nearthe terminal. Thin the parent branch less, if at all. This will allow the parent branch to grow at a faster rate, will reduce the weight of the lateral branch, slow its total growth, and develop a stronger branch attachment. If this does not appear appropriate, the branch should be completely removed or shortened to a large lateral. (Figure 5) G. On large -growing trees, except whorl -branching conifers, branches that are more than one-third the diameter of the trunk should be spaced along the trunk at least 18 inches apart, on center. If this is not possible because of the present size of the tree, such branches should have their foliage thinned 15% to 25%, particularly near their terminals. (Figure 6) H. Pruning cuts should be clean and smooth with the bark at the edge of the cut firmly attached to the wood_ Large or heavy branches that cannot be thrown clear, should be lowered on ropes to prevent injury to the tree or other property. J. Wound dressings and tree paints have not been shown to be effective in .preventing 'or reducing decay. They are therefore not recommended for routine use when pruning. branch bark ridge bran colla FIGURE 2. In removing a limb without a branch collar, the angle of the final cut to the branch bark ridge should approkimate the angle the branch bark ridge forms with the limb. Angle AB should equal Angle BC. J A �. When removing a branch, the final cut should be just outside the branch bark ridge and collar. V C RE 3. When removing a dead branch, cut out- side the callus tissue that has begun to form around the branch. 3 A C 8 FIGURE 4. In removing the end of a limb to a large lateral branch, the final cut is made along a line that bisects the angle between the branch bark ridge and a line perpendicular to the limb being removed. Angle AB is equal to Angle BC. FIGURE 5. A tree with limbs tending; to be equal - sized, or codominant: Limbs marked B are greater than 3/ the size of the parent limb A. Thin the foliage of branch B more than branch A to slow its growth and develop_a stronger branch attachment. cZ 'FIGURE 6. Major branches should be well spaced both along and around the stem. 4 A. CROWN.CLEANING Crown cleaning or cleaning out is the removal of dead, dying, diseased, crowded, weakly attached, and low -vigor branches and watersprouts from a tree crown. B. CROWN THINNING Crown thinning includes crown cleaning and the selective removal of branches to increase light penetration and air movement into the crown. Increased light and air stimulates and maintains interior foliage, which in turn improves branch taper and strength. Thinning reduces the wind -sail effect of the crown and the weight of heavy limbs. Thinning the crown can emphasize.the structural beauty of trunk and branches as well as improve the growth of plants beneath the tree by increasing light penetration. When thinning the crown of mature trees, seldom should more than one-third of the live foliage be removed.' At least one-half of the foliage should be on branches that arise in the lower two-thirds of the trees. Likewise, when thinning laterals from a limb, an effort should be made to retain inner lateral branches and, leave the same distribution of foliage along the branch. Trees and branches so pruned will have stress more evenly distributed throughout the tree or along a branch. An effect known as "lion's -tailing" results from pruning out the inside •lateral branches. Lion's -tailing, by removing all the inner foliage, displaces the weight to the ends of the branches and may result in sunburned branches, water - sprouts, weakened branch structure and limb breakage. C. CROWN REDUCTION Crown reduction is used to reduce the height and/or.spread of a tree. Thinning cuts are most effective in maintaining the structural integrity and natural form of a tree and in delaying the time when it will need to be pruned again. The lateral to which a branch or trunk is cut should be at least one-half the diameter of the cut being made. D. CROWN RESTORATION Crown restoration can improve the structure and appearance of trees that have been topped or severely pruned using heading cuts. One to three sprouts on main branch stubs should be selected to reform a more natural appearing crown. Selected vigorous sprouts may need to be thinned to a lateral, or even headed, to control length growth in order to ensure adequate attachment for thi size of the sprout. Restoration may require several prunings over number of years. �. w ;,,.`.. .fir iii,« . .:• E. CROWN RAISING Crown raising removes the lower branches of a tree in order to provide clearance for buildings, vehicles, pedestrians, and vistas. It is important that a tree have at least one-half of its foliage on branches that originate in the lower two-thirds of its crown to ensure a well -formed, tapered structure and to uniformly distribute stress within a tree. When pruning for view, it is preferable to develop "windows" through the foliage of the tree, rather than to severely raise or reduce the crown. Ill. Size of Pruning Cuts Each of the Pruning Techniques (Section 1) and Types of Pruning (Section 11) can be done to different levels of detail or refinement. The removal of many small branches ratherthan a few large branches will require more time, but will produce a less -pruned appearance, will force fewer watersprouts and will help to maintain the vitality and structure of the tree. Designating the maximum size (base diameter) that any occasional undesirable branch may be left within the tree crown, such as 'h; I` or 2' branch diameter, will establish the degree of pruning desired. IV. Climbing Techniques A. Climbing and pruning practices should not injure the tree except for the pruning cuts, B. Climbing spurs or gaffs should not be used when pruning a tree, unless the branches are more than throw -line distance apart. In such cases, the spurs should be removed once the climber is tied in. C. Spurs may be used to reach an injured climber and when removing a tree. D. Rope injury to thin barked trees from loading out heavy limbs should be avoided by installing a block in the tree to carry the load. This technique may also be used to reduce injury to a crotch from the climber's line. associates GFOTECI-ItITCAL COtISOLTAIITS REPORT GEOTECHNICAL INVESTIGATION REPORT ., .lMoo71Y�[�h �►� cy.�w�►•[�I�I11lILH_rl'c�la 1 '_ 'I) Mij '' 2762 'I' Street Petaluma, Prepared for: Pinnacle Homes Attention: Mr. Dick Dowd & Mr. Craig Lawson P.O. Box 14189 Santa Rosa, CA 95402 by BAUER ASSOCIATES Job No. 2045.1 Christopher L. Kramer Engineering Geologist - 1231 Bryce Bauer Geotechnical Engineer January 27, 2005 Copyright 2005 Bauer Associates Hoo 6f) 2008 Westside Center Post Office Box 460 Forestvi LLe. CA 95436 r _onS lVI C01WXINITY DEVELOPiv11SU DEPARTMEIdT 7.7-887.9755 <F> r, TABLE OF CONTENTS INTRODUCTION..................................................................................................1 WORK PERFORMED...........................................................................................2 SITE AND SOIL CONDITIONS............................................................................4 A. Topography.....................................................................................4 B. Geology...........................................................................................6 C. Faulting and Seismicity....................................................................9 DISCUSSION & CONCLUSIONS.......................................................................10 RECOMMENDATIONS......................................................................................17 A. Site Preparation and Grading.........................................................17 B. Foundations..................................................................................20 C. Concrete Slabs-on-grade................................................................24 D. Catchment & Retaining Walls........................................................26 E. Pavements.....................................................................................28 F. Geotechnical Engineering Drainage...............................................30 G. Supplemental Services...................................................................32 MAINTENANCE................................................................................................. 33 LIMITATIONS....................................................................................................33 ILLUSTRATIONS...............................................................................................35 LIST OF REFERENCES......................................................................................36 DISTRIBUTION.................................................................................................. 37 LIST OF ILLUSTRATIONS Plate 1 Site Location and Regional Geologic Map Plate 2 Site Plan and Geologic Map Plate 3 Cross Sections A -A', B -B', and C -C' Plates 4 - 21 Logs of Test Pits 1 through 18 Plates 22 — 30a Logs of Test Borings 1 through 9 Plate 31 Soil Classification Chart and Key to Test Data Plate 32 Rock Classification Criteria Plate 33 Typical Fill Section and Subdrain Detail Plate 34 Wall Drainage Detail INTRODUCTION This report presents the results of our geotechnical investigation for the Pinnacle Ridge Subdivision in Petaluma, California. The subdivision will be located south of the `P Street and Grevilla Drive intersection at the southern limits of Petaluma. A site location map is presented on Plate 1. The current development layout is indicated on a plan prepared by Steven J. LaFranchi & Associates, dated October 2004, partially reproduced on Plate 2. We understand the approximately 15 acre parcel will be subdivided to create 11 - single family residential lots and associated roadway improvements. An undeveloped Urban Separator will be located at the southern end of the parcel. We anticipate that the lots will be developed with one- and/or two-story, wood -frame residences with raised wood floors in the interior living areas and concrete slab -on -grade floors in the garages. Actual foundation loads are not known at this time; however, we expect that they will be typical for the type of construction planned. Cuts and fills are estimated to range up to about 10 feet high. The scope of our investigation, as outlined in our agreements dated December 16, 2003, and June 29, 2004 (amended November 1, 2004), included reviewing selected published geologic information from our files, exploring subsurface conditions at the site, and performing laboratory testing on selected samples. Based upon our work, we have developed conclusions and recommendations concerning: 1. Proximity of the site to published active faults. 2. Soil/rock and ground water conditions observed. f, BAUER ASSOCIATES Job No. 2045.1 Page 2 3. Site preparation and grading. 4. Foundation type(s) and design criteria. 5.. Concrete slabs -on -grade. 6. Retaining walls. 7. Pavements. 8. Geotechnical engineering drainage. 4. Supplemental services. Our scope of work does not include evaluation of any potential hazardous waste contamination or corrosion potential of the soil or groundwater at the site. Further, our scope of services does not include evaluation of the urban separator or evaluate any of the existing structures. R TU! 1 We reviewed selected geotechnical data pertinent to the site and references submitted by others. Further, we stereoscopically reviewed aerial photographs of the area. The data reviewed is presented in the List of References. BAUER ASSOCIATES Sob No. 2045.1 Page 3 Our field work was performed intermittently between December 19, 2003 and December 20, 2004. The field work consisted of a surface reconnaissance and subsurface exploration. Our subsurface exploration included test pits ranging to about 16 feet deep and test borings ranging to about 60 feet deep. The test pits were excavated with Takeuchi TB 145 and Kubota KX 161-3 excavators equipped with 30 -inch wide buckets. The test borings were drilled with track -mounted equipment with 6 -inch diameter flight augers. Rotary wash borings were drilled with a CF -15 drill rig. The borings deeper than about 15 feet were backfilled upon completion with bentonite chips and hydrated. The remaining test holes were backfilled with the excavated materials. The test holes were located by our geologist by pacing or estimating the distances from features indicated on the plan available. The approximate test hole locations are shown on Plate 2. The test hole locations should be considered accurate only to the degree implied by the method used. Our geologist logged the conditions exposed and obtained samples at selected intervals for visual identification and laboratory testing. Relatively undisturbed samples were obtained with a 2.4 -inch, inside -diameter, split -spoon sampler advanced by: 1) pushing with the backhoe bucket (at the test pits); or 2) driven with a 140 -pound hammer (at the flight auger borings). Continuous core samples were obtained, where possible, with 94mm wireline equipment at the rotary wash boring. The hammer stroke during driving was about 30 inches. The blows required to drive the sampler were recorded for correlation with other data. Logs of the test holes showing the sample depths and materials encountered are BAUER ASSOCIATES Job No. 2045.1 Page 4 presented on Plates 4 through 30a. The materials are classified in accordance with the Unified Soil Classification System and Rock Classification Criteria, presented on Plates 31 and 32, respectively. The logs show our interpretation of the subsurface conditions on the date and at the locations indicated, and it is not warranted that they are representative of the subsurface conditions at other locations and times. Also, the stratification lines on the logs represent the approximate boundaries between material types; the transition may be gradual. The backhoe test pits and test borings were not backfilled with compacted fill and may settle. Pits in development areas must be overexcavated and backfilled in accordance with our recommendations for engineered fill before or during construction. Representative samples of the soils encountered were laboratory tested to determine their strength, moisture content, density, and expansive potential (Atterberg Limits). The test results are presented on the logs in the manner described in the Key to Test Data, Plate 31. SITE AND SOIL CONDITIONS The parcel is located at the southern limits of Petaluma, adjacent to an existing subdivision to the north. A vicinity map is presented on Plate 1. The property is primarily BAUER ASSOCIATES Job No. 2045.1 Page 5 located on a northwest trending ridge with moderate slopes down to I Street. The southwest corner of the property contains slopes down to the west. A site plan showing the topographic conditions and proposed improvement areas is presented on Plate 2. According to the site topographic map, elevations at the property range from about 145 feet at the northern portion of the site to about 330 feet at the south. Slopes within the property are inclined in the range of 2:1 (horizontal to vertical) to 8:1. It appears that the property. was previously used for raising livestock. The northeast comer of the property is developed with a residence, barn, and various outbuildings. Cross fencing is located at scattered locations on the property. An incised drainage, ranging to about 4 feet deep, is located south of the existing buildings and drains to the northeast. The incised drainage may have resulted from surface runoff flows along a previous ranch road. We did not observe springs or seepage areas at the site. The parcel supports a dense growth of native grasses. Several large oak and bay trees are located at the southern portion of the property. Considering the previous use of the property, we anticipate that some grading (i.e. cuts and fills) may have occurred at the site. However, topographic indications suggest that such grading was relatively minor (i.e. typically less than about 1 to 2 feet high/deep). Narrow bands of fill, apparently along the outboard edge of old ranch roads, are shown on Plate 2. BAUER ASSOCIATES Job No. 2045.1 Page 6 B. Geology The geologic maps reviewed indicate that the site is underlain by bedrock of the Franciscan Bedrock Complex. The Franciscan Complex regionally consists of a tectonic mixture of resistant rock types from less than 1 foot to many miles in length, imbedded in a matrix of pervasively sheared or pulverized rock. The formation of the Franciscan involved extensive thrust faulting that resulted in a melange (mixture) of volcanic, sedimentary, and metamorphic rocks. A fault trace mapped by Huffman, et. al., extends northwesterly through about the center of the property and is shown on Plate 1. Wagner and Bortugno, 1982, map this fault as having no evidence of Quaternary movement (within about the last 2 million years). The location of this fault was not determined by our work considering lack of recent movement and the relatively extensive faulting associated with the Franciscan bedrock unit. Plate 2 presents the estimated fault location based on the mapping by Huffman, et. al. The results of our subsurface exploration summarized on Plates 4 through 30a, indicate that the development areas are primarily underlain by sandstone and shale of the Franciscan. Minor amounts of greenstone, serpentine, and chert were also encountered. The bedrock typically varies from low hardness and friable to soft and plastic (resembling a stiff soil). Fracturing of the bedrock frequently ranges from intensely fractured to sheared. Outcrops of sandstone and chert bedrock are exposed at widely scattered locations on the property (shown on Plate 2) and neighboring areas. Many of the bedrock outcrops are typical of melange bedrock terrain where the sheared and clayey bedrock materials tend to weather BAUER ASSOCIATES Job No. 2045.1 Page 7 away and reveal the hard outcrop `knockers'. Excavation of the bedrock materials at our test holes was typically accomplished with low to moderate difficulty. The bedrock is generally blanketed with colluvial soils ranging to about 4 feet deep. Colluvial soils are accumulations of weathered rock and soil transported downslope by gravity. The colluvium typically consists of medium stiff to stiff sandy clays with variable gravel content. Fill soils were not encountered in our test holes. However, as previously discussed, it appears likely that isolated portions of the site may be blanketed by old fill. We anticipate that such fill would likely consist of excavated on-site materials such as variable density sandy clay soils with gravels. The upper portion of the surface soils are often porous. Porous soils will be prone to collapse/consolidation when saturated and under load. The surface soils and portions of the deeply weathered and clayey bedrock have a high expansive potential. Highly expansive materials will experience volume changes with seasonal moisture variations. Such volume changes may crack and heave lightly loaded, shallow foundations, pavements and slabs. Expansive materials subject to volume changes, typically within about 3 feet of subgrade, will also be more prone to downslope creep movements, even on relatively gentle slopes. The colluvium, porous surface soils, and old fill are weak and subject to variable lateral or vertical movements. The depth of such `weak' soils are indicated on the right side of the test hole logs. BAUER ASSOCIATES Job No. 2045.1 Page 8 Groundwater seepage was encountered in several of the test holes and the conditions are noted on the logs. Springs were not observed at the site. However, groundwater conditions will vary seasonally and with different locations. We have previously observed that during and after periods of prolonged rainfall, temporarily perched groundwater can occur relatively near to the ground surface. We did not observe any water tanks or other storage reservoirs that, if ruptured, would cause flooding at the site. We did not evaluate the potential for other sources to cause flooding at the site. The published map by Smith, T. C., 1986, indicates a large landslide at the eastern portion of the site that extends off-site, across I Street. The report by Miller Pacific, 2002, stated that the slide appeared to be dormant based on geomorphic evidence. We investigated the landslide with several test pits and borings. The approximate limits of the large landslide are shown on Plate 2. Cross sections presented on Plates 3a, b, and c show the anticipated subsurface conditions at the large landslide area. The tests pits within the large landslide exposed weak soils ranging to about 10 feet deep often underlain by slickensided clayey landslide planes that are, in -tum, underlain by firm bedrock. The bedrock condition appears consistent with the bedrock encountered at other areas of the site. Several deep borings were drilled with continuous core sampling, where possible, and these did not encounter evidence of deeper landsliding. However, at Test Borings 2 and 8, anomalous drilling conditions (i.e. loss of drilling fluid and clayey bedrock) suggest a zone of more broken or sheared bedrock at a depth of about 18 to 20 feet. BAUER ASSOCIATES Job No. 2045.1 Page 9 Although the limits of this zone depicted on Cross Section A -A' is anticipated to be related to formational variations, this zone may also represent the limits of deeper landsliding. We mapped a smaller landslide at the southwest comer of the planned subdivision. Test Pits 4 and 18 indicate that the slide ranges to about 6 feet deep. A questioned landslide feature is shown on the map by Smith, T. C., 1986, at the northern edge of the subdivision and extending off-site into the existing neighboring subdivision. We did not observe evidence of this feature during our air photo review, surface reconnaissance, or subsurface exploration. The report by Miller Pacific, 2002, also did not map any landsliding in this area. An active landslide is located upslope of the southwest property corner, on a neighboring property. Although we did not evaluate this feature, it appears that future movements could result in landslide debris accumulating at the property corner, generally within the 'urban separator'. if continued movement occurs, such movements would likely result in debris flowing downslope and off-site, to the northwest (onto the property west of the Pinnacle Ridge Subdivision). C. Faulting and Seismicitv The published geologic maps of the area do not show any active faults at the property. An active fault is considered to have experienced surface rupture within about the last 11,000 BAUER ASSOCIATES Job No. 2045.1 Page 10 years. The property is not within a current Alquist-Priolo (AP) Earthquake Fault Zone, which would require a detailed investigation to evaluate the hazard of fault surface rupture. The property is about 14 miles northeast of the active San Andreas Fault and 6 miles southwest of the active Healdsburg-Rodgers Creek fault. The indicated distances are interpolated from the map prepared by Wagner and Bortugno, 1982, and may not correspond to the 1997 UBC criteria. Older faulting, not considered `active', is located near the site. Such older faulting, typically considered Iess prone to renewed movement, includes the northwest trending pre-Quatemary faulting mapped by Huffman, et. al. that is mapped through the site (approximately as shown on Plates I and 2). We did not observe geomorphic evidence of active faulting and we did not perform subsurface investigative work to evaluate if active faulting crosses the site. DISCUSSION & CONCLUSIONS Based upon the results of our work, we judge that the project is feasible from a geotechnical viewpoint. The primary geotechnical considerations for design and construction are: 1) the presence of relatively weak/porous surficial soils and expansive soils that can impose differential movements on shallow foundations, slabs, and pavements; 2) the BAUER ASSOCIATES Job No. 2045.1 Page 11 potential for downslope creep of the colluvial soils overlying the bedrock; and 3) areas of landsliding that will be subject to differential movements and slope instability. The weak/porous surface soils can undergo significant strength loss and settlement when saturated under a load. Where evaporation is inhibited by fills, footings, or slabs, eventual saturation of the underlying soils will occur. Our experience indicates that variable density old fill soils are also weak and the fills are typically underlain by the weak natural surface soils. Expansive surface soils undergo significant volumetric changes with seasonal variations in moisture content. Such movements can result in unacceptable heaving and cracking of lightly loaded structural elements, such as foundations, pavements, and concrete slabs. Therefore, we conclude that the weak/porous, old fill, and expansive soils are not suitable for support of fills, slopes, roads/pavements or foundations in their present condition. Typically, on many Sonoma County hill slopes, the soils overlying bedrock on slopes steeper than about 5:1 are prone to downslope creep. However, we have previously observed creep occurring on slopes as flat as about 8:1 where expansive soils are present. Therefore, we judge that creep at this site should be anticipated on slopes 8:1 or steeper considering the presence of expansive soils throughout much of the site. Satisfactory foundation support can be obtained from various foundations systems, such as: 1) drilled, cast -in-place concrete piers and gradebeams, or 2) spread footings, gaining foundation support below the weak soils. We believe the pier and gradebeam foundations are the most suitable system considering the depth of the weak soils and BAUER ASSOCIATES Job No. 2045.1 Page 12 expansive potential of the materials. Spread footing recommendations have been provided, if needed, for retaining walls in cut areas or where the building area is reconstructed as an engineered fill. Typically, where structures will be located on slopes steeper than about 8:1, or within about 10 feet, the improvements must be designed to mitigate lateral loads resulting from soil creep. We do not recommend slab -on -grade floors in living areas or other `critical -use' slab areas unless slabs are: 1) underlain by of non -expansive bedrock or at least 30 inches of compacted non -expansive fill; or 2) structurally supported on the foundations and provided with avoid to mitigate uplift pressures. Slab -on -grade floors may also be prone to differential movements on hillslope developments. Therefore, we must be contacted to develop site specific supplemental recommendations for `critical -use' slabs. Slab -on -grade floors may be used in garage, and exterior areas provided that slabs are reinforced to resist cracking, separated from foundations, and that some cracking and movement is acceptable. The results of our work indicate landsliding generally beyond the planned residence locations, approximately shown on Plate 2. The landslide at the southwest comer of the subdivision ranges to about 6 feet deep and appears to be several decades old, but could experience renewed movement. The slide should be reconstructed as engineered fill considering the close proximity to the planned improvements. The landslide along I Street appears to be dormant and previous movement is estimated to be several centuries old. BAUER ASSOCIATES Job No. 2045.1 Page 13 Although the geomorphic configuration suggested relatively deep-seated landsliding, the test holes indicate that the landslide is on the order of 10 feet deep. Considering the variable bedrock conditions and mapped fault, it appears that differential erosion may have contributed to the current topographic conditions that would typically suggest deep-seated landsliding. Although the landslide along I Street is located beyond the limits of planned development and the slide appears to be dormant, we recommend that the slide be reconstructed considering potential liability concerns should slide reactivation occur. Reactivation could be induced by the cumulative effects of landscape watering at the newly created parcels, anomalously intense periods of rainfall, non -engineered grading and/or earthquake shaking. As previously discussed, it appears that the depth of sliding is about 10 feet deep. However, anomalous drilling conditions at Test Borings 2 and 8 indicate a potential for deeper sliding ranging to about 20 feet deep that could significantly affect construction costs. During excavations of the landslide materials, test pits should be excavated within these areas for us to visually examine the conditions exposed and amend the repair depth, if necessary. As previously discussed, the off-site landslide upslope of the southwest property corner does not appear to present a hazard to the current development layout. The slopes in the area are subject to periodic shallow sloughing (typically less than I to 2 feet deep). Instability can be induced by improper grading, severe earthquake shaking BAUER ASSOCIATES Job No. 2045.1 Page 14 and/or extreme groundwater conditions. Therefore, it may be necessary to provide a catchment wall or level buffer area upslope of structures. Typically, this mitigation would be recommended where open hillsides are located up-slope of the structures. Buildings with up- slope structures may not require such catchment. We should be contacted during final design to evaluate the planned grading to determine where catchment may be necessary. The catchment wall can either be constructed adjacent the structure (as a separate wall) or incorporated into the structure. The catchment wall must extend at least 2 feet above the slope and obtain foundation support in firm bedrock or engineered fill. As an alternative, a level buffer zone, at least 8 feet wide, should be provided between the slope and the structure. The intent of a catchment area or wall is to provide a means for materials to accumulate and subsequently be removed with regular maintenance. The design criteria presented in the following section is not intended to resist impact loads from landslides or debris slides or to prevent landslides. Such design would require substantially higher lateral design pressures. Old fills, as encountered, should be removed or reconstructed as engineered fill within: 1) building areas; and 2) where located upslope of planned improvements. Subdrainage will improve the stability of slopes. Typically, at ungraded areas, a subdrain will be required upslope of residences. Subdrains should generally extend 1 foot into bedrock and at least 5 feet deep. We should be contacted during final design to evaluate the planned grading to determine the most suitable location(s) for subdrains. Additional BAUER ASSOCIATES Job No. 2045.1 Page 15 subdrainage may be recommended when the development plans are finalized and when the site conditions are exposed during construction. As with all development, it will be necessary to carefully control runoff and drainage from improvements. Control of surface run-off will significantly enhance the stability of the site. The introduction of water into or onto the soils can cause soil instability and must be avoided. Roofs must be provided with gutters and downspouts. The downspouts must be collected into non -perforated pipes and discharged: 1) into the site storm drainage; 2) onto concrete slabs -on -grade or asphalt pavements that drain away from the foundations; or 3) into erosion resistant areas (i.e. areas with energy dissipaters, approved by us) well away from the structures. All lots must be graded to provide positive drainage away from the building foundations. Underfloor areas should be sloped to drain and provided with outlets. Drainage at underfloor areas could consist of storm drain inlets (i.e. drain inlets) connected to the storm drain system. The result of our literature review did not reveal active faults passing through the site. Therefore, since future faulting is generally considered most likely to follow the trace of the most recent (`active') fault rupture, we estimate that the likelihood of future surface rupture at the residence site is low. As throughout Sonoma County, ground shaking from earthquakes represents a significant geologic hazard to developments. The intensity of future ground shaking will be dependent on several factors such as distance from the site to the earthquake focus, BAUER ASSOCIATES Job No. 2045.1 Page 16 magnitude and duration of the earthquake, and response of the underlying soil and rock. In general, sites underlain by shallow bedrock, such as at the subject site, will experience less severe ground shaking than those blanketed by deep alluvial soils. We did not observe adverse subsurface conditions prone to densification or liquefaction. Severe ground shaking could induce slope failures in weak soils and/or steep slopes. The development should conform to the geotechnical recommendations presented in the following sections to mitigate the hazard of such slope failures. It will be necessary to design and construct the project in strict accordance with current standards for earthquake -resistant construction. As was noted during our subsurface exploration, serpentinite bedrock was encountered at scattered areas of the property. Serpentine can also include the minerals chrysotile (also known as asbestos) and antigorite. However, we did not observe any fibrous asbestos during our exploration and we do not anticipate such conditions considering the sheared and clayey nature of the bedrock encountered. BAUER ASSOCIATES Job No. 2045.1 Page 17 RECOMMENDATIONS A. Site Preparation and Grading Typically, grading should be performed from about mid-April to early October to avoid the:risk of encountering seasonally perched groundwater conditions and on-going rainfall. Grading during the `dry season' will be especially important where landslide repair or other slope stabilization will be performed. Grading during the wet season could result in slope failure(s). We should be contacted to review the planned grading schedule with the contractor. The contractor should coordinate their work with the City/County Building Department. The site should be cleared of designated brush, rubble and debris. Material generated by the clearing operations should be removed from the site. Existing voids, such as wells, cesspools, abandoned leach fields and septic tank excavations, and other voids generated during clearing should be backfilled in accordance with County Health regulations and as determined by us. Suitable backfill may consist of granular material or compacted soil; capping with concrete may be required. Areas to be graded should be stripped of the upper soils containing root growth and organic matter. We anticipate that the required depth of stripping will average about 3 to 6 BAUER ASSOCIATES Job No. 2045.1 Page 18 inches. Deeper stripping may be required to remove localized heavy concentrations of root growth. The strippings should be removed from the site, stockpiled for reuse as topsoil, or mixed with at least two parts soil and used as fill in areas 10 feet beyond structures, walks and paved areas. Areas to receive fill, should be prepared by cutting level keyways extending into firm bedrock as shown on Plate 33. Supplemental keyways should be excavated at least 12 inches into firm bedrock at selected intervals, typically at approximately 15 feet vertical intervals. We should provide additional specific recommendations for keyway locations when the final grading plan is completed. Subsurface drainage facilities should be installed at the rear of keyways as recommended by us. The final depth of keyways, overexcavation and subdrains should be determined and approved by us in the field during construction. All exposed soils should be scarified to a depth of 6 inches, moisture conditioned to at least four percent above optimum moisture content, and compacted to at least 90 percent relative compaction. Relative compaction refers to the in-place dry density of soil expressed as a percentage of the maximum dry density of the same soil, as determined by ASTM D 1557-91. Optimum moisture content is the water content (percentage by dry weight) corresponding to the maximum dry density. If isolated deeper zones of soft, saturated, dry (shrinkage cracks), highly porous or organic soils are encountered during excavation and recompaction, the soils should be BAUER ASSOCIATES Job No. 2045.1 Page 19 removed to expose firm soils. The depth and extent of overexcavation should be approved in the field by us. The on-site soils should be suitable for reuse as general fill provided that: 1) all rock sizes greater than 6 inches in largest dimension and perishable materials are removed, and 2) the fill materials are approved by us prior to use. Typically, expansive soils should not be used within 3 feet of building pad subgrade and within 3 horizontal feet on the face of fill slopes to mitigate the potential for creep and slope instability. Expansive soils may be suitable for use on fill slopes inclined flatter than about 3:1, and depending on the intended use. Imported fill, as required, should be free of organic matter and of low expansion potential and should generally conform to the following requirements: Sieve Size Percent Passing 6 -inch 100 4 -inch 90-100 No. 200 15-60 Liquid Limit - 40 Maximum Plasticity Index - 15 Maximum (ASTM D 4318-84 Wet Test Method) All fill should be placed in thin lifts (normally 6 to 8 inches depending on compaction equipment), moisture conditioned to at least four percent above optimum moisture content, and compacted to at least 90 percent relative compaction. All fills should be continually benched into firm materials, as determined by us. Building pads should be graded to drain BAUER ASSOCIATES Job No. 2045.1 Page 20 away from foundations and slopes, and should be finished true to line and grade, to present a smooth, firm, and unyielding subgrade. Depending on the extent of grading and development Iocations, it may be necessary to perform additional overexcavation or provide a greater degree of compaction (i.e. 93 percent) to reduce the potential for differential settlement at select areas, as appropriate. Typically, fill and cutslopes should be constructed no steeper than 2:1. However, in areas of expansive materials, cutslopes should either be inclined flatter than 2:1, or other mitigation measures should be performed as determined by us. Fill and cutslopes should be planted with erosion -resistant vegetation, or protected from erosion by other measures upon completion of grading. Ground cover should be maintained on the slopes. B. Foundations Drilled, cast -in-place, reinforced concrete piers are the recommended foundation type considering the depth of the unsuitable soils and presence of expansive soils. However, spread footings may be more suitable where retaining walls are planned at cut areas or where the weak soils are reconstructed as engineered fill with non -expansive materials. With the exception of spread footings used for retaining wall support, combinations of drilled piers and spread footings should be avoided. Foundations must extend into firm materials (firm BAUER ASSOCIATES Job No. 2045.1 Page 21 bedrock or engineered fill) as described below. The depth of weak soils overlying the firm materials is shown on the right side of the test hole logs. Drilled Piers and Gradebeams Piers should be at least 14 inches in diameter and extend at least 6 feet into firm materials. In level pad areas cut entirely into bedrock, piers can be 12 inches in diameter. Further, the piers should be at least 8 feet deep and extend into the firm materials at least 1- 1/4 times the depth of the overlying weak soils. Piers should not be located closer than 3 pier diameters, center to center. The portion of the pier extending into firm materials and 3 feet below lowest adjacent grade, can impose 750 pounds per square feet (psf) in skin friction. End bearing should be neglected because of the difficulty of cleaning out small diameter pier holes, and the uncertainty of mobilizing end bearing and skin friction simultaneously. Perimeter piers should be interconnected with gradebeams designed to support the design structural loads per current code requirements. Isolated piers should not be used. Piers should be reinforced full length and reinforcing should extend into the gradebeams. The gradebeams and piers should be designed and reinforced to resist uplift pressures of 1,500 psf as the expansive soils swell with increasing moisture content. Pullout capacity of the piers should be considered as one-half the downward capacity. Typically, the piers and gradebeams on, or within about 10 feet of slopes 8:1 or steeper, should be designed and reinforced to resist creep forces exerting an active equivalent BAUER ASSOCIATES Job No. 2045.1 Page 22 fluid pressure of 55 pounds per cubic foot (pcf) acting on two pier diameters and the face of foundations. Creep loads will only be applicable to slopes steeper than about 5:1 where non - expansive soils are present. The depth of creep prone soils will be the greater of: 1) the thickness of weak soils overlying the firm materials; or 2) 3 feet below the finished grade. The actual depth of the creep -prone soils will depend on the grading performed and the proximity of the structure to our test holes. We can assist in recommending the soil thicknesses used for design after the building configuration and location, and grading plan is known. The design must be reviewed and revised if the depth of soils exposed during construction are different than used for design. Where upslope-downslope foundations are spaced wider than 15 feet, tie -beams should be provided to redistribute stresses imposed by the creeping soils. The portion of the piers extending into firm materials, may impose a passive pressure of 350 pcf acting on two pier diameters. Passive pressure should be neglected within the upper 12 inches of pad grade unless foundations are confined by other construction. We do not anticipate that caving soils will be encountered. However, if caving soils are encountered, it may be necessary to case the holes, If ground water is encountered, it may be necessary to place the concrete by the trernie method or dewater the holes. Based upon the conditions exposed in the test holes, we do not anticipate hard drilling will be encountered. However, localized hard drilling may be required to achieve the required penetration. BAUER ASSOCIATES Job No. 2045.1 Page 23 The pier holes should contain no more than 3 inches of slough, and the remaining slough should be tamped with a heavy timber prior to concrete placement to prevent wet concrete from settling. Concrete should be placed in pier excavations promptly to avoid soil desiccation. Excess concrete must be removed to planned dimensions, from the bottom of gradebeams and tops of piers. The surface soils should be thoroughly moisture conditioned to at least four percent above optimum and to close shrinkage cracks for their full depth prior to pouring the gradebeams. We should observe the start of pier drilling. operations to note the conditions exposed and provide recommendations to the contractor. We should observe the completed pier excavations prior to the placement of reinforcing steel and concrete. Spread Footings Spread footings should be at least 12 inches wide and extend at least 12 inches into firm materials. Further, footings should be excavated to at least 30 inches below lowest adjacent grade where expansive materials are exposed. The footings should be stepped as necessary to produce level tops and bottoms, and should be deepened as necessary to provide at least 7 horizontal feet of confinement between the footing bottoms and the face of the nearest slope. Spread footings bearing in firm materials should be designed using allowable bearing pressures 2000 and 3000 psf for dead plus long-term live loads and total design loads, BAUER ASSOCIATES Job No. 2045.1 Page 24 respectively. We should observe the footing excavations prior to the placement of reinforcing steel and concrete. Spread footings on slopes steeper than 8:1 should be designed to resist a creep force equivalent to the depth of weak soils over the firm materials exerting an active equivalent fluid pressure 55 pcf. The depth of the soil will depend on the grading performed and the proximity of the structure to our test pits. The design must be reviewed and revised if the depth of colluvial soils exposed during construction are different than used for design. A minimum creep depth of 3 feet should be used where expansive material is exposed on or near slopes of about 8:1 or steeper. Where retaining walls are constructed, the active lateral earth pressures provided in the following section should be used in lieu of creep pressures. The portion of the foundations extending into firm materials may impose a passive equivalent fluid pressure of 350 pcf (triangular distribution) and a friction factor of 0.35 times the net vertical dead load. Passive pressures should be neglected within the upper foot, unless footings are confined by other construction. C. Concrete Slabs -On -Grade During foundation installation and utility trench excavation and backfilling, previously compacted subgrade soils may become disturbed. Where this is the case, these BAUER ASSOCIATES Job No. 2045.1 Page 25 soils should be uniformly moisture conditioned to near optimum moisture content and rerolled to provide a smooth, unyielding surface compacted to at least 90 percent relative compaction. Exterior concrete slabs can be placed directly on a properly prepared subgrade soil. We do not recommend slab -on -grade floors in living areas or other critical -use slab areas unless slabs are: 1) underlain by non -expansive material or at least 30 inches of compacted -select fill; or 2) structurally supported on the foundations and provided with a void to mitigate uplift pressures. Slab -on -grade floors may be used in garage and exterior areas provided that slabs are reinforced to resist cracking, separated from foundations, and that some cracking and movement is acceptable. Slab -on -grade subgrades should be smooth and uniform. Prior to concrete placement, subgrade soils should be thoroughly moisture conditioned to at least four percent above optimum. At the less critical slab -on -grade areas, the performance of the slabs can be improved by the placement and compaction of 12 to 30 inches of non -expansive, imported fill materials and /or reworking portions of the weak soils under slabs. We should be contacted to provide additional recommendations, as needed. Slabs should be underlain with a capillary moisture break and cushion layer consisting of at least four inches of clean, free -draining crushed rock. The crushed rock should be at least 1/4 -inch, and no larger than 3/4 -inch, in size. An outlet should be provided in the slab rock to avoid water accumulation. Subdrains under the slab rock, with perforated pipe, will also BAUER ASSOCIATES Job No. 2045.1 Page 26 reduce the risk of seepage through slabs. At below grade areas, trench subdrains should be constructed beneath the slab rock as discussed in the following section. Moisture will condense on the underside of slabs. Where moisture migration through slabs is detrimental, an impermeable membrane (moisture vapor barrier) should be provided between the rock and the slabs. Two inches of clean sand can be placed on top of the membrane for puncture protection, if desired. Slabs should be at least 4 inches thick and reinforced to reduce cracking. Non -living area slabs should be separated from foundations with felt paper, mastic, or other positive and low friction material. We have previously observed that welded wire mesh is often not properly located in the slabs. Therefore, it is critical that wire mesh be carefully installed. D. Catchment & Retaining Walls Foundation support for catchment and retaining walls can be obtained from spread footings or piers in accordance with the previous section recommendations. Retaining walls free to rotate (yield more than 0.1 percent of the wall height at the top of the backfill) and with level backfill should be designed to resist an active lateral earth pressure (triangular distribution) of 40 pcf. Where the backfill slopes up steeper than 3:1, the pressures indicated above should be increased to 50 pcf. Rigid walls which can not yield should be designed for BAUER ASSOCIATES Job No. 2045.1 Page 27 an "at -rest" lateral earth pressure of 60 pcf. These pressures do not consider additional loads resulting from adjacent foundations, traffic loads, or other downward loads. If additional surcharge loadings are anticipated, we should be contacted so that we can assist in evaluating their effects. Retaining walls should be provided with permanent backdrains to prevent the build- up of hydrostatic pressure. The drains should be constructed as explained in the Geotechnical Engineering Drainage Section and as shown on Plate 34. Where migration of moisture through retaining walls would be detrimental, retaining walls should be waterproofed. Fill materials should be compacted in a manner to prevent over -stressing the wall structures. Further, wall bracing should be considered. Retaining walls will yield slightly during backfilling. Therefore, retaining walls should be backfilled prior to building on or adjacent the walls. On-site soils may generally be used as backfill, however the soils must be compacted in accordance with our previous recommendations. The use of imported granular material will generally require less backfilling effort. We should be contacted to observe the backfill of retaining walls. We typically recommend that foundations and critical -use slabs not be supported by retaining wall backfills to avoid the potential for differential settlement. Mitigation may include designing foundations and slabs to span from retaining walls to beyond the backfill area. We should be contacted to provide supplemental consultation if foundations or slabs will extend across retaining wall backfills. BAUER ASSOCIATES Job No. 2045.1 Page 28 E. Pavements It appears that a significant amount of the subgrade materials in the pavement areas will consist of expansive sandy clay soils. The minimum design Resistance (R-) Value for expansive clay soils is 5. However, bedrock materials may be exposed in some pavement areas where cuts are performed. Based on our experience with other projects with similar bedrock, we have recommended R -Values between 15 and 20. The final pavement section will depend on the subgrade materials exposed during construction. Using an R -Value of 5 for the clay soil materials and assumed Traffic Indices (T.I.), we recommend the following pavement section alternatives. Traffic Indices are typically provided by the Project Civil Engineer. Thicknesses (inches) Asphalt Aggregate T_I. Concrete Base 4.0 2.5 9.0 4.5 2.5 10.0 5.0 3.0 10.0 5.5 3.0 12.0 6.0 3.0 14.0 6.5 3.5 15.0 7.0 4.0 16.0 BAUER ASSOCIATES Job No. 2045.1 Page 29 Upon request, we would be pleased to provide pavement thicknesses for conditions where bedrock or lime treated soils will be the subgrade material. We should be contacted during site grading to evaluate the materials exposed to determine the most appropriate structure section for use at various areas of the site. The flexible pavement materials and construction methods should conform to the quality requirements of the State of California, Caltrans Standard Specifications, current edition, and that of the City of Petaluma. Where expansive soils at the pavement edges are subject to wetting and drying, edge cracking should be anticipated. Periodic patching should be performed to prevent water from entering the cracks. Edge cracking can be reduced by installation of a perimeter moisture vapor cutoff. The cutoff could consist of a compacted select fill dike 36 inches deep and 8 feet wide; a concrete curb 4 inches wide and at least 30 inches deep; or a Visqueen cutoff at least 36 inches deep. Conventional curb and sidewalk also provides some protection. Prior to preparation of the subgrade, all underground utilities in the paved areas should be installed and properly backfilled, and the concrete curbs and gutters or header - boards should be in place. Subgrade soil should be uniformly moisture conditioned to 2 percent above optimum moisture content (4 percent for expansive soils) and compacted to at least 95 percent relative compaction (93 percent for expansive soils), providing a firm and unyielding surface. This may require scarifying and recompacting to achieve uniformity. The aggregate base materials should be placed in thin lifts in a manner to prevent BAUER ASSOCIATES Job No. 2045.1 Page 30 segregation, uniformly moisture conditioned, and compacted to at least 95 percent relative compaction to provide a smooth, unyielding surface. F. Geotechnical Engineering Drainage Ponding water will be detrimental to building foundations and structural elements. The site should be graded to provide positive drainage away from the building foundations and all slopes. Underfloor areas should be sloped to drain and provided with outlets. The downspouts must be collected into non -perforated pipes and discharged: 1) into the site storm drainage; 2) onto concrete slabs -on -grade or asphalt pavements that drain away from the foundations; or 3) into erosion resistant areas (i.e. areas with energy dissipaters, approved by us) well away from the structures. Outlets should be provided in the slab rock below critical -use slabs to reduce the risk of water build up in the slab rock. At below grade areas, trench subdrains should be constructed beneath the slab rock. The subdrains should consist of 12 -inch deep by 12 -inch wide trenches that cross the slab area, as directed by us. The slab rock should be connected to the subdrain rock. The materials (i.e. pipe, rock and fabric) should conform to those specified for foundation drains, as discussed below. If desired, additional mitigation of seepage to crawl space areas may be achieved by installing foundation drains. Foundation drains should consist of trenches at least 18 inches BAUER ASSOCIATES Job No. 2045.1 Page 31 deep and sloped to drain by gravity. Three-inch diameter pipe should be placed at the bottom of the trenches. The top of the pipe should be at least 8 inches lower than the adjacent crawl space area. The trench should be backfilled with clean, free -draining, 3/4 or 1 -1/2 -inch crushed drain rock separated from adjacent soil/rock by a non -woven filter fabric. As an alternative, Class II permeable material complying with Section 68, "Caltrans" may be used without fabric. The upper 6 inches of the drains exposed at the surface should be backfilled with compacted clayey soil to exclude surface water. Keyway subdrains should be constructed as shown on Plate 33. The criteria for retaining wall backdrains are presented on Plate 34. As previously discussed, subdrains will be required at selected locations within the subdivision. We should be contacted during final design to evaluate the planned grading to determine the most suitable location(s) for subdrains. Typically, subdrains should be at least 5 feet deep and extend at least 1 foot into bedrock. Subdrains at residence locations should be about 10 to 15 feet upslope of the structure and extend at least 10 feet laterally beyond the limits of the residence. If groundwater seepage is encountered during grading, additional subdrains should be installed according to us. We should be contacted to observe the installation of subdrains. BAUER ASSOCIATES Job No. 2045.1 Page 32 G. Sunolemental Services We should be contacted during final design to provide additional comments and recommendations, as needed. We should review the final plans for conformance with the intent of our recommendations. During grading and foundation.construction, we should provide intermittent geotechnical engineering observations, along with necessary field and laboratory testing, during: 1) removal of weak soil and old fills; 2) fill placement and compaction; 3) preparation and compaction of subgrade; 4) placement and compaction of Class 11 Aggregate Base; 5) installation of subdrains; 6) excavation of foundations; and 7) excavation of cutslopes. These observations and tests would allow us to check that the contractor's work conforms to the intent of our recommendations and the project plans and specifications. These observations also permit us to check that conditions encountered are as anticipated, and modify our recommendations, as necessary. These supplemental services are performed on an as -requested basis, and we can accept absolutely no responsibility for items that we are not notified to observe. These supplemental services are in addition to this investigation, and are charged for on an hourly basis in accordance with our Schedule of Charges. We must be provided with at least 48 hours notice for scheduling our initial site visit, and 24 hours thereafter. BAUER ASSOCIATES Job No. 2045.1 Page 33 MAINTENANCE Periodic land maintenance will be required. Drains should be checked frequently, and cleaned and maintained as necessary. Sloughing or erosion that occurs should be repaired before it can enlarge. A dense growth of deep-rooted ground cover should be maintained on all exposed slopes. Such maintenance should be outlined in detail with homeowners, property owner associations, and the city, as appropriate. Periodic inspections may be necessary to confirm proper performance and maintenance of engineered improvements (i.e. catchment areas, drop inlets, subdrain outlets, etc.). Over watering of landscaped areas must be avoided to reduce the risk of inducing slope failures. LIMITATIONS We judge that construction in accordance with these recommendations will be generally stable, and that the risk of future instability is within the range generally associated with construction on hillsides in the project vicinity. However, there is an inherent risk of instability associated with all hillside construction. Landsliding and erosion are continuing natural processes, which gradually wear away existing topographic features. The topsoil, colluvium, and upper portion of the very highly BAUER ASSOCIATES Job No. 2045.1 Page 34 weathered bedrock can be susceptible to landsliding and erosion, even on presently stable sites. In addition, subsurface conditions are complex, and may differ from those indicated by surface features and those encountered at the test hole locations. Therefore, it must be realized that the potential for slope instability is an inherent risk and hazard associated with building upon slope areas in northern California. We do not guarantee the stability of any hillside construction. For houses constructed on hillsides, we recommend that mudflow and earthquake insurance be obtained. We performed the investigation and prepared this report in accordance with generally accepted standards of the geotechnical engineering profession. No other warranty, either express or implied, is given. If the project is revised, or if conditions different from those described in this report are encountered during construction, we should be notified immediately so that we can take timely action to modify our recommendations, if warranted. Site conditions and standards of practice change. Therefore, we should be notified to update this report if construction is not performed within 24 months of the submittal date. BAUER ASSOCIATES Job No. 2045.1 Page 35 ILLUSTRATIONS -rEC7N Grove) Formation Group assemblage - chiefly metagraywacke %ssembiage - sheared shale and sandstone with K masses Sequence ,live fault SITE LOCATION AND PLATE REGIONAL GEOLOGIC MAP Pinnacle Ridge Subdivision Reference: Special Report, Plate 3S California Division of Mines &, Petaluma, California LEGEND Qf Artlfldai Fill /`/B'' QIS'"— Laadsllde I r , Kufs RandswnAssemblapdBed—k I KJ{S = pnmatlly santlsione antl shale with minor seraenbrlo greenstnne and shed. Shale- trequenlly becomes sheared W sotl-Ilke deam,tenry. _ I t gChert and sandstone outcrop denoted by cb ane ss respecuvely l estimated Lddafancen eaterna,Fault (adaptLed from � NuHman et al 19991 Test Bonn, Tee,Pt i — Caddo secnon / - --- salFe 8 dip of LandsLtle Slip Plane YL / -� Bake anC DiO of bedrock QIs,; rtadn9l uriointlng ..y '� '� \qJ� - 4- -.�, :S 1 a K> 3 fJ' Q{�,.\�/ i� & ap y v �Y'ti, KYS -- -- I✓+ Y`,) 1, ' r l � „ (11 r � ;�! .." i`'i>••__ -- � Vii, y\� ,'�; - ``i r - — � 7 ---------------------------- .._.._ _------ .__ _ ___ _ n ,. ___ BAUER Jab No: 2045.1 SITE PLAN AND GEOLOGIC MAP ( I L^TE ASSOCIATES Case 11,05 1/05Pinnacle Ridge Subdivision GEOTECHNICAL Oar.an.e..,,,�a=x•=��er=as-. tLarmnAI&Af odes, In.. aoinao.:om CONSULTANTS Ee' CLK Petaluma, California lel LU LU LU LL rI MJTS Z O j 200— uJ J W 100 SEE PLATE 2 FOR LOCATION TP -6 Bor. 1 Section C Bor. 7 TP -7 Bor. 8 Bor. 2 TP -14 Road QS FAULT ? ' KJfs (drilling circulation^^ (clayey bedrock loss) to about 20') BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS M Scale: 1" = 60' Horizontal and Vertical Job No: 20451 CROSS SECTION A -A' PLATE Date: 1105 Pinnacle Ridge Subdivision 3A By: Petaluma, California In 300— TP -5 TP -9 TP -13 - Sect on C - Lu _ Bor.9 TP -10 w — LL Z Bor. 3 - z _ \ QIS O_ - §200— _ KJfs uJ - Z(sllckensideonentation — FAULT? generally corresponds I ' with contact shown) - KJfs 100 Scale: 1" = 60' Horizontal and Vertical BAUER Job No: 2045.1 CROSS SECTION B -B' PLATE ASSOCIATES Date: 1/05 3B Pinnacle Ridge Subdivision SEE PLATE 2 FOR LOCATION GEOTECHNICAL CONSULTANTS By: Petaluma, California C C' 300— Section A Sect on B Bor. 8 TP -15 -w - w — u- TP -10 Bor. 2 _ Z Z Bor, 3 Bor. 9 0 200— w - W __ �QLri _-- (clayey - slickenside _ contact) KJfs 100 Scale: 1" = 60' Horizontal and Vertical BAUER Job No: 2045.1 CROSS SECTION C -C' PLATE ASSOCIATES pate: 1105 Pinnacle Ridge Subdivision 3G' GEOTECHNICAL SEE PLATE 2 FOR LOCATION CONSULTANTS By: Petaluma, California Laboratory Tests 0 O C ^ O Q d s a c m 2 U p p p to Classification Tests LL = 32 PL— 17 20.2 102 PI - 11.4 121 M EL lipm 15— I&M 21— ASSOCIATES Date: 1105 GEOTECHNICAL CONSULTANTS By: AS Equipment: Takeuchi TB145 - 30" bucket Date: December 26, 2003 Elevation: Not Available DARK BROWN SANDY CLAY {CL} medium stiff, saturated, porous Y ORANGE BROWN SANDY CLAY (CH) in medium stiff to stiff, saturated BROWN SANDSTONE low hardness, triable to weak, deeply weathered No Free Water Encountered LOG OF TEST PIT 1 PLATE 2762 T STREET Petaluma, California Laboratory Tests 0m °L Equipment: Takeuchi TB145 - 30" bucket ? - o Date: December 26, 2003 0 0 0 E Elevation: Not Available mU 00 O rn DARK BROWN SANDY CLAY (CL) medium stiff, saturated, porous V f 3 in GRAY BROWN SANDY CLAY (GH) i medium stiff to stiff, wet to saturated 3 — ORANGE BROWN to BROWN SANDSTONE intensely fractured, low hardness, friable to weak, deeply weathered 6— ri i BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS No Free Water Encountered M 12- 15- 18— 21— Job No: 2045.0 LOG OF TEST PIT 2 PLATE Date: 1105 2762 T STREET I 5 By: AB Petaluma, California Laboratory Tests 1 9 I 0 Equipment: Takeuchi TB145 - 30" bucket a c ° Date: December 26, 2003 3 c a E Elevation: Not Available m U O O a7 DARK BROWN SANDY CLAY (CL) m ° B % medium stiff, saturated, porous � cn ORANGE BROWN to BROWN SANDSTONE intensely fractured, low hardness, friable to weak, i " deeply weathered 3— ME a 6— No Free Water Encountered BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS 12 — 15- 18- 21 — Job No: 2045.0 Date: 1/05 By: AB LOG OF TEST PIT 3 2762'1' STREET Petaluma, California PLATE O Laboratory Tests o m °� q N C C Q E � U O ❑ G] f n 11.7 125 , BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS 3 2 15— 18 — 21— Job No: 2045.0 Date: 1105 By: AS Equipment: Takeuchi TB145 - 30" bucket Date: December 26, 2003 Elevation: Not Available DARK BROWN SANDY CLAY (CL) medium stiff, saturated, porous GRAY BROWN SANDY CLAY (CH) medium stiff to stiff, wet to saturated d •v GRAY SHALE WITH SERPENTINITE soft to low hardness, plastic to friable, deeply weathered, clayey No Free Water Encountered LOG OF TEST PIT 4 PLATE 2762 T STREET 7 Petaluma, California Laboratory Tests t i c C $ Equipment: Takeuchi TB145 -30" bucket LL Z = a Date: December 26, 2003 3 c n E Elevation: Not Available m 2U OO O v7 DARK BROWN SANDY CLAY (CL) medium stiff, saturated, porous s p N GRAY BROWN SANDY CLAY (CH) 1 medium stiff to stiff, saturated 3— GRAY SHALE WITH SERPENTINE, SANDSTONE and GREENSTONE 182 112, soft, plastic to friable, deeply weathered, occasionally clayey 12- 15— , 18- 21— i BAER Job No: 2045.0 ASSOCIATES Date: 1/05 GEOTECHNICAL CONSULTANTS By: AB No Free Water Encountered R LOG OF TEST PIT 5 PLATE 2762 T STREET Petaluma, California Laborato Tests m a d Equipment: Takeuchi T6145 - 30" bucket u c Date: December 26, 2003 3 N ca E Elevation: Not Available Hi 2 U O O cn DARK BROWN GRAVELLY CLAY (CL) medium stiff to stiff, wet to saturated j 3— R / ) 6— j I j i 9 — // seepage at contact F BROWN SANDSTONE low hardness, friable to weak, deeply weathered 12 — 15— t 18- 21— BAUER Job No: 2045.0 I LOG OF TEST PIT 6 PLATE ASSOCIATES Date: 1/05 I 2762TSTREET 9 GEOTECHNICAL CONSULTANTS By: AB Petaluma, California i 4 U °- o ° Laboratory Tests m m Equipment: Takeuchi TB145 - 30" bucket s a Date: December 26, 2003 0 0 0 Z Elevation: Not Available r f% DARK BROWN SANDY CLAY {CL} medium stiff, saturated, porous i GRAY BROWN GRAVELLY SANDY CLAY (CH) stiff, wet 3— L ) i .L GRAY SHALE WITH SERPENTINITE, SANDSTONE and GREENSTONE 9 — ' . soft, plastic to friable, deeply weathered, occasionally clayey I 12— No Free Water Encountered f f V , i 15— i 18 — I I i 21— f 1 i P IIAU(R Job No: 2045.0 LOG OF TEST PIT 7 PLATE ASS, CIATES Date: 1105 , , GEOTE HNICAL 2762 I STREET10 CONSULTANTS By: AS Petaluma, California c O w Laboratory Tests u, ... �, m c y 'E N m 2 L) p 0 0 U) 3i I l ' 3- 6— I -6— I Z 12- 15- 18- 21— BAUER Job No: 2045.0 ASSOCIATES Date: 1/05 GEOTECHNICAL CONSULTANTS By: AB Equipment: Takeuchi TB145 - 30" bucket Date: December 26, 2003 Elevation: Not Available DARK BROWN SANDY CLAY (CL) medium stiff, saturated, porous DARK BROWN SANDY CLAY (CH) stiff, wet s ,y N GRAY BROWN GRAVELLY SANDY CLAY (CL) stiff, wet 1/4" clay (CH) at contact; orientation: N20E/15E i GRAY SHALE WITH SERPENTINITE, SANDSTONE and GREENSTONE soft, plastic to friable, deeply weathered, occasionally clayey No Free Water Encountered i i i i LOG OF TEST PIT 8 PLATE f 2762 T STREET 11 Petaluma, California Laboratory Tests , t i i I i BALER ASSOCIATES GEOTECHNICAL CONSULTANTS O —°o °�� a Equipment: Takeuchi TB145 - 30" bucket LL a a Date: December 26, 2003 0 0 0 E m Elevation: Not Available Fn 20 p p O CO DARK BROWN SANDY CLAY (CL) medium stiff to stiff, saturated, porous DARK BROWN SANDY CLAY (CH) stiff, wet, occasionally with gravels 3— ORANGE BROWN SANDY CLAY (CL) very stiff, moist ii GRAY SHALE WITH SERPENTINITE, SANDSTONE i 1 and GREENSTONE ii soft, plastic to friable, deeply weathered, occasionally clayey No Free Water Encountered 12— 15— 18— 21— Job No: 2045.0 Date: 1/05 By: AS LOG OF TEST PIT 9 2762 T STREET Petaluma, California PLATE 1 M M 13- 21— BAUER Job No: 2045.0 LOG OF TEST PIT 10 PLATE ASSOCIATES Date: 1/05 , , GEOTECHNICAL 13 2762 I STREET CONSULTANTS By: AB Petaluma, California 0 �\ m Equipment: Takeuchi TB145 -30" bucket Laboratory Tests m E ? Date: December 26, 2003 y o 0 0 a a E Elevation: Not Available m 20 ❑ ❑ ❑ m ? DARK BROWN SANDY CLAY (CL) X medium stiff, saturated, porous DARK BROWN TO GRAY BROWN SANDY CLAY (CH) occasionally with gravels, stiff, moist to wet 3— i i r/f� Y N N - I i 6- -g— 9— wet to saturated at contact i GRAY SHALE WITH SERPENTINITE, SANDSTONE and GREENSTONE j j soft, plastic to friable, deeply weathered, occasionally clayey 12— No Free Water Encountered i i 15- ! 13- 21— BAUER Job No: 2045.0 LOG OF TEST PIT 10 PLATE ASSOCIATES Date: 1/05 , , GEOTECHNICAL 13 2762 I STREET CONSULTANTS By: AB Petaluma, California o a m Equipment: Takeuchi TB145 - 30" bucket Laboratory Tests - m —° m Date: December 26, 2003 0 2 0 o c a E E Elevation: Not Available m 20 BAUER O d7 PLAljE ASSOCIATES Date: 1/05 2762'1' STREET 14 j DARK BROWN SANDY CLAY (CL) V medium stiff, saturated, porous Petaluma, California CONSULTANTS By: BROWN CLAYEY SAND (SC) Co medium dense, moist to wet j 3— � BROWN SANDSTONE low hardness, friable to weak, deeply weathered 6— i� 1 No Free Water Encountered 9 1 i _ I 12— i 15- I 18— 1 21 — i t f i BAUER Job No: 2045.0 I LOG OF TEST PIT 11 PLAljE ASSOCIATES Date: 1/05 2762'1' STREET 14 GEOTECHNICAL AS ( Petaluma, California CONSULTANTS By: Laboratory Tests $ 2 a o — a 0 Equipment: Kubota KX161-3 -30" Bucket 3 N •y s a Date: August g, 2004 M 2 U° d o o n Elevation: Not Available {% DARK BROWN GRAVELLY SANDY i CLAY (CL) c°n i stiff, dry, porous m t a) a � — 3 — BROWN SANDSTONE �i moderately to closely fractured, f moderately hard, moderately strong, moderately weathered, fracture orientations: N50E175SE; N50WI79N I . No Free Water Encountered M 12 — i� 21 — BAUER Job No: 2045.1 LOG OF TEST PIT 12 ASSOCIATES Date: 1105 GEOTECHNICAL 2762 T STREET CONSULTANTS By: CLK Petaluma, California P1 ATE I e a 16 — 3 16 - ` 21 — I BAUER Job No: 2045.1 LOG OF TEST PIT 13 FLA# ASSOCIATES Date: 1/05 GEOTECHNICAL 2762 T STREET 16 CONSULTANTS BY CLK Petaluma, California j $ Laboratory Tests ; o v a Equipment: Kubota KX161-3 -30" Bucket 3 HE c y : a E Date: August 9, 2004 m 2 ' U c o 0 ❑ o n Elevation: Not Available DARK BROWN SANDY CLAY (CH) stiff, moist, occasionally with rock fragments i 4 co fes/ S: 6 — slickensidad contact: N69EI16N ; BROWN CLAYEY GRAVEL (GO) 1 dense, moist (Possible Residual Soil) g — r ` in T GRAY BROWN SANDSTONE moderately hard, moderately strong, moderately weathered i No Free Water Encountered 12 — C a 16 — 3 16 - ` 21 — I BAUER Job No: 2045.1 LOG OF TEST PIT 13 FLA# ASSOCIATES Date: 1/05 GEOTECHNICAL 2762 T STREET 16 CONSULTANTS BY CLK Petaluma, California j 0 C h Laboratory Tests ~°o o o m Equipment: Kubota KX161.3 -30" Bucket 3 a Date: August 9, 2004 m E o E Fn 2 tj o 0 o n Elevation: Not Available DARK BROWN SANDY CLAY (CH) stiff to hard, dry to moist, occasionally with shrinkage cracks I 3 color change to red brown, occasionally 70/. with gravels 6 — iiii% : n GRAY BROWN SHALE f crushed to sheared, soft to low hardness, 9 _ ,/ plastic to friable, deeply weathered, clayey t 12 — contains randomly oriented (formational ?) slickensides 15 No Free Water Encountered 18 — f 21 — i BAUER Job No: 2045.1 I LOG OF TEST PIT 14 PLATE ASSOCIATES Date: 1051 GEOTECHNICAL 2762 I STREET 17 CONSULTANTS By: CLK Petaluma, California c o o a Equipment: Kubota KX161-3 - 30" Bucket Laboratory Tests 3 y m •y a Date: August 9, 2004 oElevation: Not Available 0 0 m m m E5 � U D❑ D 4 DARK BROWN SANDY CLAY (CH) stiff, dry to moist i I 3 C/) CU slickenside: N89E/05N i 6 _ v pg GRAY SHALE ! I sheared, soft to low hardness, 1 plastic to friable, deeply weathered, clayey, occasionally with blocky hard 9 _ shale and sandstone I No Free Water Encountered (�I f i I i i i r i i BAUER ( ASSOCIATES GEOTECHNICAL CONSULTANTS 12 — 15 — 21 — Job No: 2045.1 I LOC OF TEST PIT 15 Date: 1/05 2762 T STREET By: CLK I Petaluma, California c Laboratory Tests i :� Equipment: Kubota KX161-3 -30" Bucket Date: August 9, 2004 0 0 ° M 0 m Elevation: Not Available O D BROWN SANDY CLAY (CL) stiff, dry, porous s ' ORANGE BROWN SANDY CLAY (GH) m stiff, moist r ' 3 — r . GRAY BROWN SANDSTONE crushed to sheared, low hardness, friable, deeply weathered rr rr 6 — No Free Water Encountered 12 — r 21 — BAUER ,lob No: 2045.1 � LOG OF TEST PIT 16 PLAIE ASSOCIATES Date: 1105 ,f GEOTECHNICAL By: CLK 2762 `I� STREET CONSULTANTS Petaluma, California 12 — 15 — ® 18 — I 21 — BAUER Job No: 2045.1 LOG OF TEST PIT 17 ASSOCIATES Date: 1/05 GEOTECHNICAL By: CLK 2762 T STREET CONSULTANTS Petaluma, California I PLAT Equipment: Kubota KX161-3 - 30" Bucket Laboratory Tests LL = c Date: August 9, 2004 3c c 0 S E Elevation: Not Available FU U 0 M n BROWN SANDY CLAY (CL) stiff, dry, porous o Cl) +, m r m GRAY BROWN SANDSTONE 3 — low hardness, friable to weak, moderately to deeply weathered No Free Water Encountered 6 — i i i 9 _ 12 — 15 — ® 18 — I 21 — BAUER Job No: 2045.1 LOG OF TEST PIT 17 ASSOCIATES Date: 1/05 GEOTECHNICAL By: CLK 2762 T STREET CONSULTANTS Petaluma, California I PLAT 0 o g Equipment: Kubota KX161-3 -30" Bucket Laboratory Tests Date: August 9, 2004 m m E n 0 0 2 0 0 n Elevation: Not Available BROWN SANDY CLAY (CH) stiff, dry to moist N occasionally with irregular, Y ,I downslope dipping slickensides 9 f s g _ s n GRAYSHALE / sheared, low hardness, friable, deeply weathered 6 _ I No Free Water Encountered 9 12 — 15 — 21 — BAUER Job No: 2045.1 LOG OF TEST PIT 18 PLATE ASSOCIATES Date: 105 2762 T STREET 21 GEOTECHNICAL By: CLK CONSULTANTS Petaluma, California 0 0 o m Equipment: 6" Diameter Flight Auger Laboratory Tests LL Nm a Date: October 30, 2004 H 3 e c a E Elevation: Not Available 0 0 o a m o E M U ❑ ❑ BROWN GRAVELLY SANDY CLAY (PH) medium stiff to stiff, moist 20 20.1 106/ ,rte color change to gray green TX 5100 (1152) 35 11.5 123 33/8" 12.8 125 33/7" 8.6 127 37/8" BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS j ift 15 IM 21 Job No: 2045.1 Date: 1/05 By: CLK GRAY GREEN SHALE sheared, low hardness, friable, deeply weathered, occasionally with minor amounts of serpentinite becoming moderately hard and weak 0 ro . m A Bottom of Hole at 24'. No Free Water Encountered LOG OF TEST BORING 1 PLATE 2762'1' STREET 22 Petaluma, California 0 o a m Equipment: 6" Diameter Flight Auger Laboratory Tests Date: October 30, zooa N N = ,N L a Fn v o 0 0 n Elevation: Not Available BROWN GRAVELLY SANDY CLAY (CH) medium stiff to stiff, moist t�t 3 I o Cl) cc Classification LL = 57 20 25.0 98 'PL= 23 PI 34 27 i 9 — n i 31 20.2 110 X i GRAY BROWN SHALE s 12 _ , ; ; crushed to sheared, low hardness, friable, deeply weathered, frequently clayey (to about 20') 3 65•i. i 15-;j I � I l i 18 32/9" i I low to moderate hardness, weak, i i moderately to deeply weathered 21 i W ` 32/7" j(; Bottom of Hole at 24'. No Free Water Encountered BAUER Job No: 2045.1 LOG OF TEST BORING 2 PLA'E ASSOCIATES Date: 1/05 GEOTECHNICAL 2762 I STREET 23 CONSULTANTS BY CLK Petaluma, California Laboratory Tests N 0 0 0 G d N N M �o o❑ ❑ n 3 — j{ff 26/8" 9 — 27 TX 1900 (1152) 35/9" 28.7 97 30/6" 16.8 117 20/1" BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS 12 — 15 — 21 — Equipment: 6" Diameter Flight Auger Date: October 30, 2004 Elevation: Not Available BROWN SANDY CLAY (CH) medium stiff to stiff, moist GRAY BROWN SHALE sheared, low hardness, friable, deeply weathered, frequently clayey seam of free water at contact - no seepage GRAY BROWN SANDSTONE sheared, low hardness, friable, deeply weathered J Bottom of Hole at 24'. Job No: 2045.1 LOG OF TEST BORING 3 ( PLATE Date: 1/05 2762'1' STREET I By: CLK Petaluma, California Laboratory Tests Date: September 1, 2004 U BROWN SANDY SILT (ML) m Cl) t s O 'o o y m E m BROWN SANDSTONE m 2 U rr ❑❑ aai 0 n r q i 25 5.0 97 8 3 — 4: TX 3900 (576) 37 12.1 120 r. r. ) 32/8" 11.3 120 r r r. 6 25/3" r. r/ s r/ 4 i rr. 25/1 " r . 12 — f 15 — E 18 — BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS 21 — Equipment: 6" Diameter Flight Auger Date: September 1, 2004 Elevation: Not Available BROWN SANDY SILT (ML) medium stif, dry to moist, porous Cl) s t M � i BROWN SANDSTONE low hardness, friable, deeply weathered hard drilling, color change to gray BROWN SHALE (?) hard, strong, little to moderately weathered No Free Water Encountered Job No: 2045.1 LOG OF TEST BORING 4 PLATE Date: 1/05 2762 T STREET 25 By: CLK Petaluma, California O Laboratory Tests E? V a N w � 3 N C N E E m C �o 0o o n 31 7.0 105 3 — 24 9.5 111.6 A TX 3200 (864) 23 15.8 115 9 35/6" 12 — 15 — 18 — BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS 21 — Equipment: 6" Diameter Flight Auger Date: September 1, 2004 Elevation: NotAvallable BROWN CLAYEY GRAVEL (GC) medium dense, dry to moist (FILL) BROWN SANDY SILT (ML) medium stif, dry to moist, porous 'o co Y BROWN CLAYEY SAND (SC) medium dense, moist BROWN SANDSTONE low hardness, friable, deeply weathered No Free Water Encountered Job No: 2045.1 LOG OF TEST BORING 5 PLATE Date: 1/05 2762 T STREET 26 By: CLK Petaluma, California TX 4600 (576) i i +fie=:x.:ii[lj 30/7" 6.7 125 3 25/1" BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS 0 M 12 — 15 — 18 — 21 — Equipment: 6" Diameter Flight Auger Date: September 1, 2004 Elevation: Not Available BROWN SANDY SILT (ML) medium stif, dry to moist, porous U) Y m BROWN SANDSTONE low hardness, friable, deeply weathered No Free Water Encountered Jab No: 2045.1 LOG OF TEST BORING 6 PLATE Date: 1/05 2762 T STREET 27 By: CLK Petaluma, California C Laboratory Tests o 2 a m 3 c N a E 15 c m2 U D O O n TX 4600 (576) i i +fie=:x.:ii[lj 30/7" 6.7 125 3 25/1" BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS 0 M 12 — 15 — 18 — 21 — Equipment: 6" Diameter Flight Auger Date: September 1, 2004 Elevation: Not Available BROWN SANDY SILT (ML) medium stif, dry to moist, porous U) Y m BROWN SANDSTONE low hardness, friable, deeply weathered No Free Water Encountered Jab No: 2045.1 LOG OF TEST BORING 6 PLATE Date: 1/05 2762 T STREET 27 By: CLK Petaluma, California Laboratory Tests Equipment: 6" Diameter Rotary Wash + u H Date: December 15, 2004 L) it U o 0 o m Elevation: Not Available /J BROWN GRAVELLY SANDY CLAY (CH) {// stiff, moist to wet •fj B �,/,i ren �/ a) 6 _J i 50% 50% 25% 0% 50% 22% BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS 12 15 M 21 Job No: 20, Date: 1/05 By: CLK M GRAY BROWN SHALE crushed to sheared, low hardness, friable to weak, deeply weathered with sandstone with sandstone LOC OF TEST BORING 7 PLATE 2762 T STREET Petaluma, California Laboratory Tests aa o m w m N i n c n E 66% /Av1 J� 27 , BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS Kk� 36 — Kk� 42 — CM1111111110 Equipment: 6" Diameter Rotary Wash Date: December 15, 2004 Elevation: Not Available sheared, clayey becomes hard, strong, difficult drilling refusal with soil core Job No: 2045.1 1 LOG OF TEST BORING 7 PLATE Date: 1/05 By:CLK 2762'1' STREET 28a Petaluma, California Laboratory Tests i i A 75% 0% 50% 12% BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS iM 15 is 21 Equipment: 6" Diameter Rotary Wash Date: December 15, 2004 Elevation: Not Available BROWN SANDY CLAY (CL) stiff, moist i j GRAY BROWN SHALE sheared, soft, plastic, deeply weathered, clayey GRAY SANDSTONE moderately hard to hard, moderately strong to strong, moderately weathered GRAY BROWN SHALE sheared, soft, plastic, deeply weathered, clayey GRAY SANDSTONE moderately hard to hard, moderately strong to strong, moderately weathered, circulation loss at 20' GRAY BROWN SHALE sheared, soft, plastic, deeply weathered, clayey r,. 0 rn s m Job No: 2045.1 LOG OF TEST BORING 8 PLATE Date: 1/05 2762'1' STREET 29 By: CLK Petaluma, California Laboratory Tests d L j C T N �' O1 c n E 3 12% _X I' i IAVI 33% I f 0% 30 0% t 33 8% 36 I� —_ s k' 39 — E ( j i 1 42 — 33% 25% BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS Ell Equipment: 6" Diameter Rotary Wash Date: December 15, 2004 Elevation: Not Available GRAYSANDSTONE moderately hard to hard, moderately strong to strong, moderately weathered GRAY BROWN SHALE sheared, low hardness, friable, deeply weathered, occasionally with sandstone with serpentinite with serpentinite refusal with soil core, switch to tricone GRAY SANDSTONE hard, strong, moderately weathered switch to soil core GRAY BROWN SHALE sheared, low hardness, friable, deeply weathered, occasionally with sandstone Job No: 2045.1 LOG OF TEST BORING 8 PLATE Date: 1/05 2762 T STREET 29a By: CLK Petaluma, California • c Laboratory Tests o. d d u H o y r E o E 21.N W U Q n U 0 1) o 50% i i BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS 51 — 54 — 57 — :xRM! 63 — MM Equipment: 6" Diameter Rotary Wash Date: December 15, 2004 Elevation: Not Available I GRAY SANDSTONE moderately hard to hard, moderately strong to strong, moderately weathered hard drilling occasionally with clayey fracture filling hard drilling Job No: 2045.1 LOG OF TEST BORING 8 PLATE Date: 1/05 2762 T STREET By: CLK Petaluma, California 0 Z e o Equipment: 6" Diameter Rotary Wash Laboratory Tests m Date: December 15, 2004 o L g 2 a, Elevation: Not Available DARK GRAY SANDY CLAY (CH) C f stiff, moist 7 fI' 3 — 6 a� f 9 — J 56% SAUER ASSOCIATES GEOTECHNICAL CONSULTANTS GRAY BROWN SANSTONE sheared, friable, deeply weathered R GRAY SHALE crushed to sheared, low hardness, friable, deeply weathered occasionally with sandstone sheared n Job No: 2045.1 LOG OF TEST BORING 9 PLATE Date: 1/05 2762 T STREET 30 By: CLK Petaluma, California 12 50% 15 50% 0% (fell out) 18 12% 21 29% 56% SAUER ASSOCIATES GEOTECHNICAL CONSULTANTS GRAY BROWN SANSTONE sheared, friable, deeply weathered R GRAY SHALE crushed to sheared, low hardness, friable, deeply weathered occasionally with sandstone sheared n Job No: 2045.1 LOG OF TEST BORING 9 PLATE Date: 1/05 2762 T STREET 30 By: CLK Petaluma, California Laboratory Tests k� i c 56% 17% BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS 27 30 33 — 36 — 39 — 42 — 45 — Equipment: 6" Diameter Rotary Wash Date: December 15, 2004 Elevation: Not Available occasionally with sandstone and minor serpentinite Job No: 2045.1 LOG OF TEST BORING 9 PLATE Date: 1/05 2762 T STREET By: CLK Petaluma, California c > d a ; s Urr 2U 00 f] D 56% 17% BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS 27 30 33 — 36 — 39 — 42 — 45 — Equipment: 6" Diameter Rotary Wash Date: December 15, 2004 Elevation: Not Available occasionally with sandstone and minor serpentinite Job No: 2045.1 LOG OF TEST BORING 9 PLATE Date: 1/05 2762 T STREET By: CLK Petaluma, California i i J „ Oo N a 0� e Lu Z_w R C IY g W i Ln Q FF O MAJOR DIVISIONS GRAVELS more than half coarse fraction is larger than no. 4 sieve size CLEAN GRAVELS WITH LITTLE OR NO FINES GRAVELS WITH OVER 12% FINES LIQUID LIMIT LESS THAN 50 SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 HIGHLY ORGANIC SOILS KEY TO TEST DATA LL - Liquid Limit (in PL - Plastic Limit (in G - Specific Gravity SA - Sieve Analysis Consol - Consolidation - "Undisturbed" Sample ® - Bulk or Disturbed Sample ❑ - No Sample Recovery BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS TYPICAL NAMES WELL ;'p.p.p.p,p GRAVEL -SAND GRAVELS, GW ^p•p'p. p.p GRAVEL -SAD MU(NRES .; ....., POORLY GRADED GRAVEL S,GP GRAVEL -SAND MIXUTRES GRAVELS,SILTY GR AOED ISM GRAVEL -SAND MIXTURES iii �F �F GRAVELS, XTURES OED GC GRAVEL -SAND SW .I WELL GRADED SANDS, GRAVELLY SANDS {J{JJ POORLY GRADED SANDS, SP ...;.t GRAVEL -SAND MIXTURES SM SA SILTY DSILTMIXTURES ANDS, POORLY GRADED SC CLAYEY SANDS, POORLY GRADED SAND CLAY MIXTURES INORGANIC SILTS, SILTY OR CLAYEY FIN CLAYEY ERYSANDS,SILTS WITH SLIGHT PLAST CITY E ML INORGANIC CLAYS OF LOW TO MEDIUM CL YV//f CLAYS, ITY,SITCLAYSGRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS OR LEAN CLAYS _ ORGANIC CLAYS AND ORGANIC SILTY OL 1_- _-• _ CLAYS OF LOW PLASTICITY INORGANIC SILTS, MH I---� I D7yOMAlCEELASTCFINE MICACEOUS ANDY OR R SILTS INORGANIC CLAYS OF HIGH PLASTICITY, CH FAT CLAYS ORGANIC CLAYS OF MEDIUM TO HIGH OH PLASTICITY, ORGANIC SILTS � Y Pt PEATAND OTHER HIGHLY ORGANIC SOILS CLEAN SAND SANDS WITH LITTLE V OR NO FINES more than half *Tx coarse fraction (2600) Is smaller than Tx CU no.4 sieve size SANDS Consolidated Undrained Triaxal WITH OVER 2750 12% FINES SILTS AND CLAYS LIQUID LIMIT LESS THAN 50 SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 HIGHLY ORGANIC SOILS KEY TO TEST DATA LL - Liquid Limit (in PL - Plastic Limit (in G - Specific Gravity SA - Sieve Analysis Consol - Consolidation - "Undisturbed" Sample ® - Bulk or Disturbed Sample ❑ - No Sample Recovery BAUER ASSOCIATES GEOTECHNICAL CONSULTANTS TYPICAL NAMES WELL ;'p.p.p.p,p GRAVEL -SAND GRAVELS, GW ^p•p'p. p.p GRAVEL -SAD MU(NRES .; ....., POORLY GRADED GRAVEL S,GP GRAVEL -SAND MIXUTRES GRAVELS,SILTY GR AOED ISM GRAVEL -SAND MIXTURES iii �F �F GRAVELS, XTURES OED GC GRAVEL -SAND SW .I WELL GRADED SANDS, GRAVELLY SANDS {J{JJ POORLY GRADED SANDS, SP ...;.t GRAVEL -SAND MIXTURES SM SA SILTY DSILTMIXTURES ANDS, POORLY GRADED SC CLAYEY SANDS, POORLY GRADED SAND CLAY MIXTURES INORGANIC SILTS, SILTY OR CLAYEY FIN CLAYEY ERYSANDS,SILTS WITH SLIGHT PLAST CITY E ML INORGANIC CLAYS OF LOW TO MEDIUM CL YV//f CLAYS, ITY,SITCLAYSGRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS OR LEAN CLAYS _ ORGANIC CLAYS AND ORGANIC SILTY OL 1_- _-• _ CLAYS OF LOW PLASTICITY INORGANIC SILTS, MH I---� I D7yOMAlCEELASTCFINE MICACEOUS ANDY OR R SILTS INORGANIC CLAYS OF HIGH PLASTICITY, CH FAT CLAYS ORGANIC CLAYS OF MEDIUM TO HIGH OH PLASTICITY, ORGANIC SILTS � Y Pt PEATAND OTHER HIGHLY ORGANIC SOILS Nates: (1) All strength tests on 2.W or 2.4' diameter sample unless otherwise Indicated. (2) • Indicates 1.4' diameter sample. i Job No: 2045.1 SOIL CLASSIFICATION CHART PLATE & KEY TO TEST DATA Date: 1105 2762 tit STREET ^.3� By: CLK Petaluma, California Shear Strength, psi V +Confining Pressure, psf *Tx 320 (2600) Unconsolidated Undrained Triaxal Tx CU 320 (2600) Consolidated Undrained Triaxal DS 2750 (2000) Consolidated Drained Direct Shear FVS 470 Field Vane Shear *UC 2000 Unconfined Compression LVS 700 Laboratory Vane Shear Nates: (1) All strength tests on 2.W or 2.4' diameter sample unless otherwise Indicated. (2) • Indicates 1.4' diameter sample. i Job No: 2045.1 SOIL CLASSIFICATION CHART PLATE & KEY TO TEST DATA Date: 1105 2762 tit STREET ^.3� By: CLK Petaluma, California I. CONSOLIDATION OF SEDIMENTARY ROCKS; usually determined from unweathered samples. Largely dependent oa cemenmtion. U = Unconsolidated P= Poorly consolidated M = Moderately consolidated W = Well consolidated H. BEDDING OF SEDIMENTARY ROCKS Splitting Property Thickness Stratification Massive Greater than 4.0 ft very thick bedded Blocky 2.0 in 4.0 ft thick -bedded Slabby 0.2 to 2.0 ft thin -bedded Flaggy 0.05 to 0.2 ft very thin -bedded Shaly or platy 0.01 to 0.05 ft laminated Papery less than 0.01 ft thinly laminated III. FRACTURING Intensity Size of Pieces in Feet 1. Crushed Less than 0.05 2. Intensely fractured 0.05 to 0.1 3. Closely fractured 0.1 to 0.5 4. Moderately fmctured 0.5 to 1.0 5. Occasionally fractured 1.0 to 4.0 6. Very little fmcni ed Greater than 4.0 IV. HARDNESS 1. Soft - Reserved for plastic material alone 2. Low Hardness -Can be gouged deeply or carved easily with a knife blade 3. Moderately hard -Can be readily scratched by a knife blade; scratch leaves a heavy truce of dust and is readily visible after the powder has been blown away. 4. Hard -Can be scratched with difficulty ; scratch produces little powder and is often faintly visible. 5. Very hard -Cannot be scratched with knife blade; leaves a metallic streak. V. STRENGTH 1. Plastic - Capable of being molded by hand 2. Friable -Crumbles easily by rubbing with fingers 3. Weak - An unfractured specimen of such material will crumble under light hammer blows. 4. Moderately strong - Specimen will withstand a few heavy hammer blows before breaking. 5. Strong - Specimen will withstand a few heavy ringing hammer blows and will yield with difficulty only dust and small flying fragments. 6. Very strong - Specimen will resist heavy ringing hammer blows and will yield with difficulty only dust and small flying fragments. VI. WEATHERING -The physical and chemical disintegration and decomposition of rocks and minerals by natural processes such as oxidation, reduction, hydration, solution, carbonation, and freezing and drawing. D. Deep - Moderate to complete mineral decomposition, extensive disintegration, deep and thorough discoloration; fractures all extensively coated or filled with oxides, carbonates and/or clay or silt M. Moderate - Slight change or partial decomposition of minerals, little disintegration, cementation little to unaffected. Moderate to occasionally intense discoloration. Moderately coated fractures. L. Little - No megascopic decomposition of minerals; little or no effect on normal cementation. Slight and intermittent, or localized discoloration. Few steins on fracture surfaces. F. Fresh - Unaffected by weathering agents. No disintegration or discoloration. BAUER Job No: 2045.1 ROCK CLASSIFICATION CRITERIA PLATE ASSOCIATES Date: 1/05 2762 T STREET 3 GEOTECHNICAL CONSULTANTS By: CLK Petaluma, California BAUER ASSOCIATES Job No. 2045.1 Page 36 LIST OF Bauer Associates, March 4, 2004, Progress Report, Geotechnical Investigation, Neuendorff Subdivision, 2762'I' Street, Petaluma, California, Job No. 2045.0. Cartwright Aerial Surveys, April 21, 1971, Black and White Aerial Photographs, Flights 3088-119 and -120. Approximate Scale 1: 24,000. Hart, E.W., and Bryant, W.A., 1999, Fault -Rupture Hazard Zones in California: California Division of Mines and Geology, Special Publication 42, 38 pp. Huffman, M.E., and Armstrong, C.F., 1980; Geology for Planning in Sonoma County: California Division of Mines and Geology, Special Report 120, Scale 1:62,500. Miller Pacific Engineering Group, June 28, 2002, Geologic Hazards Evaluation, Live Oak Charter School, 2762 `I' Street, Petaluma, California, File No. 952.01altr.doc. Pacific Aerial Surveys, May 3, 1980, Black and White Aerial Photographs, Flights BW -SON -20-29 and -30. Approximate Scale 1:24,000. Smith, T. C., 1986, Landslide Hazards in the Southeastern Part of the Petaluma Dairy Belt, Sonoma County, California: California Division of Mines and Geology, Open File Report 86-5. Wagner, D.L., and Bortugno, E.J., 1982, Geologic Map of the Santa Rosa Quadrangle: California Division of Mines and Geology, Scale 1:250,000. DISTRIBUTION Recipient BAUER ASSOCIATES Job No. 2045.1 Page 37 Copies Pinnacle Homes 3 Attention: Mr. Dick Dowd & Mr. Craig Lawson P.O. Box 14189 Santa Rosa, CA 95402 Steven J. LaFranchi & Associates, Inc. 6 Attention: Mr. Steve LaFranchi 775 Baywood Drive, Suite 312 Petaluma, CA 94954 CLK/BB (gi/pinnacle ridge sub.) GRANT OF PRIVATE OPEN SPACE SCENIC EASMENT BETWEEN PINNACLE DEV #21 AND THE CITY OF PETALUMA GRANT OF PRIVATE OPEN SPACE SCENIC EASEMENT (PUBLIC ACCESS PROHIBITED) This indenture is made by and between Pinnacle Development Number 21 as grantor and the CITY OF PETALUMA, as grantee. This indenture is made pursuant to Section 51070 and following of the California Government Code. Grantor and grantee wish to preserve certain lands of grantor for use as scenic open space land as defined in Section 65560 of said code. Therefore, grantor grants in perpetuity an open space easement to grantee in, over and upon the following described land: All land shown as 'Private Open Space Scenic Easement" on lots 1, 2, 3 on the Final Map of Pinnacle Ridge Subdivision filed in Book of Maps at Pages in the Office of the Recorder of Sonoma County, State of California. Grantor hereby covenants with grantee that he shall not construct or permit the construction of improvements except those for which the right is expressly reserved in this instrument. Such improvements shall be compatible with the maintenance and preservation of the natural and scenic character of the land. No advertising is permitted on said open space. Owner of such land shall maintain said land to prevent any safety hazards including, but not limited to, fire hazards, geological and seismic hazards and flood hazards. Public access to said open space land shall be prohibited. Grantor reserves the right to construct and maintain the following improvements: Landscaping as it currently exists and any new landscaping submitted with final map and approved by the City of Petaluma. Other landscaping that is compatible with the area including, but not limited to, native trees and bushes. Nothing in this open space easement shall prohibit homeowners from necessary drainage changes or improvements. NOV 0 6 2008 COMMUNITY DEVELOPMENT DEPARTMENT This grant of easement is binding upon the heirs, successors and assigns of the parties and shall constitute a covenant running with the land. This easement may be abandoned by the City of Petaluma in accordance with Section 51093 and following of the California Government Code. Pinnacle Development Number 21 date Richard Dowd, Vice President Pursuant to Sections 51085 and 51084 of the California Government Code, the foregoing grant of easement was reported on by the Planning Department of the City of Petaluma and was accepted on by Resolution No. of the Petaluma City Council. City Cleric DECLARATION OF COVENANTS, CONDITIONS & RESTRICTIONS OF PINNACLE RIDGE DECLARATION OF COVENANTS, CONDITIONS AND RESTRICTIONS OF PINNACLE RIDGE ARTICLE I INTENTION OF DECLARATION 1.1 FACTS: This Declaration is made with reference to the following facts: 1.1.1 Property Owned by Declarant: Declarant is the owner of all the real property and Improvements thereon located in the City of Petaluma, County of Sonoma, State of California, described as follows: Lots 1 through 11, inclusive, as shown on the subdivision map entitled 'Pinnacle Ridge" filed for record on , in Book of Maps at Pages through inclusive, in the Official Records of the County of Sonoma, State of California. 1.1.2 Nature of Project: Declarant intends to develop the Project as a residential subdivision; and therefore, Declarant desires to impose on the Project these mutually beneficial restrictions and easements, under a general plan of improvement and development for the benefit of all of the Owners and Lots within the Project. 1.2 APPLICABILITY OF RESTRICTIONS: Declarant hereby declares that the Project and all Improvements thereon are subject to the provisions of this Declaration and shall constitute the Project. The Project shall be held, conveyed, hypothecated, encumbered, leased, rented, used, occupied and improved subject to the covenants, conditions and restrictions stated in this Declaration. All such covenants, conditions and restrictions are declared to be in furtherance of the plan for the subdivision, improvement and sale of the Project. All of the limitations, easements, uses, obligations, covenants, conditions, and restrictions stated in this Declaration shall run with the Project and shall inure to the benefit of and be binding on all Owners and all other parties having or acquiring any right, title or interest in any part of the Project. ARTICLE II DEFINITIONS: R E CAVED NOV 06 2008 COWUHITY DEVELOPK Eff DEPARTMENT Unless the context clearly indicates a different meaning, the terms used in this Declaration, the Map, and any grant deed to a Lot shall have the meanings specified in this Article. 2.1 CITY: The term "City" shall mean the City of Petaluma, County of Sonoma, State of California. 2.2 COUNTY: The term "County" shall mean the County of Sonoma, State of California. 2.3 DECLARANT: The term "Declarant" shall mean Pinnacle Development No The terms "Declarant" shall also mean successors in interest of Declarant, if (i) such successor(s) in interest acquires all or any portion of Declarant's interest in the Project for the purpose of development and/or sale, in (ii) a certificate signed by Declarant has been recorded in the County in which the successor(s) in interest assumes the rights and duties of Declarant to the portion of the Project so acquired. There may be more than one Declarant. 2.4 DECLARATION: The term "Declaration" shall mean this Declaration of Covenants, Conditions and Restrictions of Pinnacle Ridge and any amendments hereto. 2.5 IMPROVEMENTS: The term "Improvements" shall mean buildings, facilities, streets, driveways, fences, walls and other structures and all landscaping constructed or to be constructed upon property subject to this Declaration which are not accepted for dedication and maintenance by the public. 2.6 LOT: The term "Lot" shall mean Lots 1 through 11, inclusive, as shown on the Map and all Improvements thereon. 2.7 MAP: The term "Map" shall mean the subdivision map recorded on in Book_ of Maps at Page_, et.seq, in the Official Records of the County. 2.8 OWNER: The term "Owner" shall mean the holder of record fee title to a Lot, including Declarant as to each Lot owned by Declarant. If more than one person owns a single Lot, the term "Owner" shall mean all owners of that Lot. The term "Owner" shall also mean a contract purchaser (vendee) under an installment land contract but shall exclude any person having an interest in a Lot merely as security for performance of an obligation. 2.9 PROJECT: The term "Project" shall mean Lots 1 through 11, inclusive, as shown on the Map and all Improvements thereon. 2.10 RESIDENCE: The term "Residence" shall mean a dwelling unit for human occupancy. ARTICLE III OWNERSHIP AND EASEMENTS 3.1 NON -SEVERABILITY: The ownership interest in the Lots are subject to the easements granted and reserved in the Declaration. Each of the easements reserved or granted herein shall be deemed to be established upon the recordation of this Declaration and shall thenceforth be deemed to be covenants running with the land for the use and benefit of the Owners and their Lots superior to all other encumbrances applied against or in favor of any portion of the Project. 3.2 OWNERSHIP OF LOTS: Title to each Lot in the Project shall be conveyed in fee to an Owner. If more than one person and\or entity owns an undivided interest in the same Lot, such persons and\or entities shall constitute one Owner. 3.3 EASEMENTS: Individual grant deeds to Lots may, but shall not be required to, set forth the easements specified in the Article. 3.3.1 Easements on Map: The lots are subject to the easements and rights of way shown on the Map. 3.3.2 Utilities: There are reserved and granted for the benefit of each Lot, as dominant tenement, over, under, across and through the Project, as the servient tenement, non- exclusive easements for utility services. 3.3.3 Additional Easements: Notwithstanding anything expressed or implied to the contrary, this Declaration shall be subject to all easements granted by Declarant for the installation and maintenance of utilities and drainage facilities necessary for the development of the Project. I:_ '�f11 [O11 ARCHITECTURAL CONTROL See Pinnacle Ridge PUD Standards andDesign Guidelines ARTICLE V DEVELOPMENT RIGHTS 5.1 LIMITATIONS OF RESTRICTIONS: Declarant is developing Lots and other improvements within the Project. The completion of the development work and the marketing and sale, rental and other disposition of the Lots is essential to the establishment and welfare of the Project as a residential community. In order that the work may be completed and the Project be established as a fully occupied residential community as rapidly as possible, nothing in this Declaration shall be interpreted to deny Declarant the rights set forth in this Declaration. 5.2 RIGHTS OF ACCESS AND COMPLETION OF CONSTRUCTION: Until Declarant no longer owns any Lot in the Project, Declarant, its contractors and subcontractors shall have the right to: 5.2.1 Obtain reasonable access over and across the Project and/or do within any Lot owned by Declarant whatever is reasonably necessary or advisable in connection with the completion of the Project; and to erect, construct and maintain on any portion of the Project such structures as may be reasonably necessary for the conduct of its business to complete the work, establish the Project as a residential community and dispose of the Project in parcels by sale, lease or otherwise. 5.3 MARKETING RIGHTS: Declarant shall have the right to: (i) maintain model homes, sales offices, storage areas and related facilities in any unsold Lots within the Project as are necessary or reasonable, in the opinion of Declarant, for the sale or disposition of the Lots and\or Residences; and\or (ii) conduct its business of disposing of Lots by sale, lease or otherwise. 5.4 AMENDENT: The provisions of Article VI may not be amended without the consent of Declarant until Declarant no longer owns any Lot in the Project. ARTICLE VI AMENDMENTS AND ENFORCEMENT 6.1 AMENDMENTS: Prior to the conveyance of the first Lot, this Declaration may be amended by Declarant alone. After the conveyance of the first Lot, this Declaration may be amended upon the vote or written consent of fifty-one percent (51%) of the Owners based on one (1) vote for each Lot. Any amendment shall be effective upon the recordation in the Official Records of the County of an instrument executed by any two (2) Owners which (i) sets forth the terms of the amendment and (ii) states that at least fifty-one (51%) of the Owners approved the amendment. 6.2 ENFORCEMENT AND NON -WAIVER: 6.2.1 Right of Enforcement: Any Owner shall have the power to enforce the provisions of this Declaration in any manner provided by law or in equity and in any manner provided in this Declaration. The provisions of this Declaration shall be equitable servitudes, enforceable by any Owner. Except as otherwise provided, Declarant, or any Owner(s) shall have the right to enforce, in any manner permitted by law or in equity, any and all of the provisions of this Declaration. 6.2.2 Violation of Law: Any violation of any state, municipal or local law, ordinance or regulation pertaining to the ownership, occupation or use of any property within the Project is hereby declared to be a violation of this Declaration and is subject to any or all of the enforcement procedures herein set forth. 6.2.3 Remedies Cumulative: Each remedy provided by this Declaration is cumulative and not exclusive. 6.2.4 Non -waiver: The failure to enforce the provisions of any covenant, condition or restriction contained in this Declaration shall not constitute a waiver of any right to enforce any such provisions or any other provisions of this Declaration. ARTICLE VII MISCELLANEOUS COVENANTS, RESTRICTIONS, AND CONDITIONS 7.1 OFFENSIVE ACTIVITIES: No noxious, illegal, or offensive activities shall be carried on upon any Lot, nor on any other part of the Project, nor shall anything be done thereon which maybe or may become an annoyance or a nuisance to or which may in any way interfere with the quiet enjoyment of each of the owners, or which shall in any way increase the rate of insurance for the Project or for any other owner, or cause any insurance policy to be cancelled or cause a refusal to renew the same. Without limiting any of the foregoing, no owner shall permit noise, including but not limited to: the barking of dogs, radios, televisions, music and sound systems, to emanate from the Owners lot, which noise is in excess of the City of Petaluma's noise ordinance allowable levels.. Each Owner shall be responsible for compliance with this provision by all persons and permitted animals upon the Owner's Lot. Without limiting any of the foregoing, hems, whistles, bells, or other sound devices, except intercoms and security devices used exclusively to protect the security of the Lot and Improvements thereon, shall be placed or used upon any Lot. It is the responsibility of the Owner to maintain any such security devices in good working order. 7.1.1 Auto, truck, and\or motorcycle dismantling or repair in the streets or driveways is prohibited. Garage doors shall not be left open unnecessarily. 7.1.2 No signs of any kind shall be displayed to the public view on any lot except one garage sale sign on the day of sale, one sign of not more than five square feet advertising the property for sale, rent, or signs used by a builder to advertise the Project during the construction and sale period. Five yard square political signs are acceptable. 7.1.3 No animal, livestock or poultry of any kind shall be raised, bred, or kept on any lot except that dogs, cats, or other household pets may be kept provided that they are not kept, bred, or maintained for any commercial purposes. All household dogs shall be restrained by owners from running free and relieving themselves on neighbors grass, shrubs, etc. 7.1.4 No Lot shall be used or maintained as a dumping ground for rubbish, trash, garbage or other materials. No waste shall be kept except in sanitary containers. All other equipment for the storage of such material shall be kept in a clean and sanitary condition. 7.1.5 No exterior radio antenna, television antenna, satellite dishes exceeding 2 ft in diameter or other antennae of any type shall be erected or maintained on any Lot. Photovoltaic systems shall be allowed as conditioned by the city of Petaluma and subject to review of the cities "Site Plan and Architectural Review Committee". 7.1.6 Non-standard window coverings, such as strung beads, etc., will not be allowed in the windows that are visible from the street. All window coverings visible from the street shall be natural tone or a color that shall not draw unnecessary attention to the window. In the case of a new occupant any sheets used for temporary privacy shall be white or beige only and shall be limited to 60 days use from occupancy at which time standard window coverings shall be installed. 7.2 FRONT YARD REQUIREMENTS: The portion of any Lot plot in front of the front line of the building thereon shall be kept free at all times from rubbish, garbage cans (except on collection day), litter and weeds and with the exception of walks, driveways, or patios, shall be cultivated to grow and maintain trees, plants, flowers, shrubs, or lawn. No building materials, fireplace wood, etcetera or other substances shall be piled, placed or otherwise stored on such portion of any Lot after the completion of the residence thereon for more than 48 hours, nor shall any boats, automobiles, truck trailer of any nature, or other vehicle or equipment be left on any area thereof nor shall any housetrailer, boat, track or other commercial type vehicle be stored or parked upon the driveway for more than 48 hours. Nothing herein shall prevent the temporary parking of private passenger vehicles upon the driveway leading to the dwelling. In addition, heavy or commercial vehicles, house -trailers, motor homes, recreational vehicles, boats and other similar equipment shall not be parked or stored on the street adjacent to the Lot for a period exceeding 48 hours. Garages will be provided with automatic door opener for at least a two car space to encourage parking inside the garages rather than the driveways. ARTICLE XIII MISCELLANEOUS PROVISIONS 8.1 TERM OF DECLARATION; This Declaration shall continue for a term of thirty- five (35) years from its date of recordation. Thereafter, this Declaration shall be automatically extended for successive periods of five (5) years until a vote of fifty-one percent of the Owners (based on one (1) vote for each Lot) determines that this Declaration shall terminate. 8.2 CONSTRUCTION OF PROVISIONS: The provisions of this Declaration shall be liberally construed to effect its purpose of creating a uniform plan for the development and operation of a planned residential development. 8.3 BINDING: This Declaration shall be for the benefit of and be binding upon all Owners, their respective heirs, legatees, devisees, executors, administrators, guardians, conservators, successors, purchasers, tenants, encumbrances, donees, grantees, mortgagees, lienors and assigns. 8.4 SEVERABILITY OF PROVISIONS: The provisions hereof shall be deemed independent and severable, and the invalidity or unenforceability of any one provision shall not affect the validity or enforceability of any other provision hereof. 8.5 GENDER, NUMBER AND CAPTIONS: As used herein, the singular shall include the plural and masculine pronouns shall include feminine pronouns, where appropriate. The title and captions of each paragraph hereof are not a part thereof and shall not affect the construction or interpretation of any part hereof. 8.6 MORTGAGE PROTECTIONS: A breach of any of the conditions contained in this Declaration shall not defeat or render invalid the lien of any First Mortgage made in good faith and for value as to any Lot in the Project; provided however that the conditions contained in this Declaration shall be binding upon and effective against any Owner of a Lot if the Lot is acquired by foreclosure, trustee's sale or otherwise. IN WITNESS WHEREOF, the undersigned has executed this Declaration on the date first above written IMILOIRROW"llin PINNACLE RIDGE -DETENTION & STORM WATER TREATMENT CONTROL DESIGN R.C.E. 49302 P.L.S. 6368 STEVEN J. LAFRANCHI & ASSOCIATES, INC. CIVIL ENGINEERS - LAND SURVEYORS PETALUMA MARINA BUSINESS CENTER 775 BAYWOOD DRIVE, SUITE 312, PETALUMA, CA 94954 TEL 707-762-3122 FAX 707-762-3239 PINNACLE RIDGE SUBDIVISION 2762 1 Street Petaluma, California APN :019-401-019 Job No.: 03836 May 14, 2008 No.49302 Exp. 9-30-08 Prepared by: VV Checked by: SJL \`�q� CI�14 �QQ fVOV 0 6 200E O'0110MITY DEVELOKIENT DEPNRTP,IENT TABLE OF CONTENTS 1. General Statements..........................................................................1 2. Vicinity Map.....................................................................................2 3. Drainage Map...................................................................................3 4. Detention Pipes - Sizing Calculations & Hydrographs ..............................4 5. Plate B-1(SCWA)............................................................................11 6. Plate B-2(SCWA)............................................................................12 7. Plate B-3(SCWA)...........................................................................13 8. Plate B-4(SCWA)...........................................................................14 —z GENERAL STATEMENTS 1. Introduction The project site is approximately 7.15 acre, located at 2762 T Street, Petaluma, California. The location of the site is shown on Vicinity Map, Page 2. It is the intention of the owner of the property to add residential buildings and a driveway on the site. The existing topography of the site has an average slope of 18%. The hydrology and hydraulic calculations presented in this report cover design calculations for proposed storm drainage detention facilities (see Drainage Map, Pages 3). The proposed storm detention facilities are detention ponds and outlet pipes.. 2. Hvdrolociv/Hvdraulic Calculations All hydrology/hydraulic calculations presented in this report were done in accordance with Sonoma County Water Agency (SCWA) Flood Control Design Criteria. All design peak flows were calculated using the Modified Rational Method ( Q = K C I A ). MEAN SEASONAL PRECIPITATION The mean seasonal precipitation was determined as 25 inches/year based on the Sonoma County Mean Seasonal Precipitation Chart, Plate No. B-3, Page 13. K VALUE The K value was determined as K = 0.83 based on the Sonoma County K Factor vs. Mean Seasonal Precipitation Chart, Plate No. B-4, Page 14. TIME OF CONCENTRATION For the existing conditions of development, a time of concentration of 20 minutes was used. For the proposed development, times of concentration of 10 and 15 minutes were used. The selected values for the time of concentration are in agreement with the values recommended by SCWA in Flood Control Design Criteria on Page 11. RAINFALL INTENSITY In the design of the detention pipes, a storm with a recurrence interval of 100 - years was used. The outlet pipes were sized to release a 10 -year storm event. Depending on the time of concentrations, the rainfall intensities were determined using Rainfall Intensity vs. Duration Chart, Plate No. B-2, Page 12. RUNOFF COEFFICIENT The values for runoff coefficient, C, were determined from SCWA Runoff Coefficient Chart, Plate No. B-1, Page 11. A value of C=0.50 was used for the pervious areas, and a C=0.90 was used for the impervious areas. The runoff coefficient C for a considered area was calculated by weighting the runoff coefficients for the pervious and the impervious areas. _ IA_ DRAINAGE AREAS For the size of drainage areas, refer to Drainage Map on Page 3. The detention sizing calculations were done using Hydraflow Hydrographs. All other parameters of the calculations and rainfall intensities were used as recommended in Flood Control Design Criteria, SCWA. Conservative values were used for all parameters of calculation. 3. Hvdroaraph Calculations The existing and proposed hydrographs were generated using the Hydraflow Hydro - graph computer program. The computations were based on the Rational Method. 4. Detention Sizes The detentions were sized to keep the proposed 100 -year peak flow lower than the existing 100 -year peak flow from the site. 5. Results and Conclusions In order to keep the proposed peak flows at the existing level, the detention basins will need to have minimum required volumes of: DETENTION PIPE `A': 36 inch storm drain pipe at a slope of 1%, 80 feet long, volume: 540 cu. ft. DETENTION PIPE `B': 48 inch storm drain pipe at a slope of 1%, 70 feet long, volume: 888 cu. ft. DETENTION PIPE `C': 48 inch storm drain pipe at a slope of 1%, 74 feet long, volume: 927 cu. ft. All calculations presented in this report were done in accordance with SCWA Flood Control Design Criteria, and are conservative. It can be concluded that all the drainage facilities were properly design to safely capture and convey 10 and 100 -year storm drainage from the site. PINNACLE RIDGE SUBDIVISION 2762'1" STREET PETALUMA, CALIFORNIA APN 019-401-019 APN 019-401— VICINITY MAP N.T.S. -2_ N`JOSETTE�-� CY ' PLS` „'''' m Lo �PRVIEW, 6 RR 'D p(1 4E.� \l _ lY SIU roti �A o _ECKMANN �. .� < e.1----WESrRIDGE.�'' f—WES7RIDGE__pR _____OR—`!-PURRINGtON__I FARIN LAME 1. SUIISET TER �s , � IIIA P=.Q_R.___.. � i%i'•_ •'[�" onm— APN 019-401— VICINITY MAP N.T.S. -2_ I 9 Telewlow .. bb � N "7 --Dir n'rt-imb at -1- --- - ------ I -LAA 141, C4, _r it A -I Wvoul Hyd. No. 1 Ex. Hydrograph Hydrograph type = Rational Peak discharge = 1.29 cfs Time to peak = 20 min Hyd. Volume = 1,542 cuff Hydrallow Hydrographs by Intelisolve Hyd. No. 2 Pro. Hydrpgraph Hydrograph type = Rational Peak discharge = 1.89 cfs Time to peak = 15 min Hyd. Volume = 1,701 tuft Ex. Hydrograph through Pro. Hydrpgraph Q (cfs) 100 -yr frequency Q (cfs) 2.00 - 2.00 P LKP) l C � ?.1710 jj) I -h b�111.*�' I STI G 1.00 ' -- - -\ -�` �— f - - - 1.00 L i j 0.00 0.00 --- - 0 5 10 15 20 25 30 35 40 Time (min) Hyd No. 1 Hyd No. 2 —S — - A = �-, 4 Lr Ac�c 0/\"� -Z /)4611! mx-,9p 0, 5-0 c - TINtE OV CDVC&-N7 4-770AJ,' 7C- �20 NJIJ,J'CAS' loo-`JE"k(, T-c4kL T -Low CA-LGu uA-%a Lll) ' l oo y -e L c= 03 cl=, S V,DLUMG Vey-- 21IS-0 _9 'PRUPoSED lL�JD/?10alRApt; TLUP0pp- coeTT L cl(54,7-,h C = 0.63 — TIMe Or- COAJCe,U 710AJ, T -(z-= Its MIA)QT'6S 1p:EAf2_ P-1, LZ) CCALCUt-IA_?�_z B) 1 oo - v 0 t,WM6 Or- M VMOG-� ; v%, r Lc) - I � 9 63 C4 -t r F -T — VuT�d rtt o 1-.1 is I (ti o1�E17 To iLet4 IIJ — 3. n - 1 a1 = I, S cps - gouutyre orp '1JelI Ar71oJJ V , q2, x 20 rx 6 -'S $ -2 S`b T t P L= civ r -T r�-ffTeN77o a -C- Hyd. No. 1 Ex. Hydrograph Hydrograph type = Rational Peak discharge = 1.79 cfs Time to peak = 20 min Hyd. Volume = 2,150 cuft Q (cfs) 4.00 3.00 2.00 1.00 - 0.00 - - --� - 0 5 — Hyd No. 1 HydraRow Hydrographs by Intelisolve Hyd. No. 2 Pro. Hydrpgraph Hydrograph type = Rational Peak discharge = 3.27 cfs Time to peak = 10 min Hyd. Volume = 1,963 cuft <BD Ex. Hydrograph through Pro. Hydrpgraph 100 -yr frequency Vvlt4IoluT v:eTiEk/-fiol�> Q (cfs) 4.00 -I' 3.00 I - - ---' — - - 2.00 o M)i C - 1.00 \� 0.00 30 35 40 Time (min) _n_ - DtLIJ�4G A-� "C`I -A =L Z 99 Acnzlf - ofF c®fcl�i ; 0. 9,0 -G - TfNt� nfi Co, 1jeG-(j7- . 77ofV,' 7c= .2O Yll)Jcic;� Tl�;Ak, T-[.CW^� �L*Ta by cps V,Dt,U,M G 07 4N`-d'bT),V-A79-t t 'Vey, Go,9. c, -c. 1--T —"POPS a• 62 - TIMe 01= C0A)CeTloti; T-(::-_ 19 Mf,UUT:�S too-lj�E*`, 'P:EfL XLou) Cc c cttt-A-7-�--1 BJ vOUf l -A> 6 or _MyvnoG_j� \4TFLO - .21 e7 I cti rFT c')T�i r11 N - v Tl;F m o r.J i s v cl a n To tz t3✓ �! EArIL IAI�CJ AFr EXt sro, Y — W `PEAL T-tpCQ1sl P �G�r_�^ . - "`V►L 3.o - =L I `7 (,03 Cis - `1OLAAN1e OF De7i>iJ71OfiJ : \1-7- i.033ot 9.2'7 .Cc -t, 2 Wt S'b �p l P -E l.= 1 ;�—1 `L T�u�7o 1 l nou p Hyd. No. 1 Ex. Hydrograph Hydrograph type = Rational Peak discharge = 2.17 cfs Time to peak = 20 min Hyd. Volume = 2,609 cuft Q (cfs) 4.00 M81 2.00 .MDPL- &IIA 'i , iKIM 0.00 /- 0 5 — Hyd No. 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Pro. Hydrpgraph Hydrograph type = Rational Peak discharge = 3.20 cfs Time to peak = 15 min Hyd. Volume = 2,877 cuft Ex. Hydrograph through Pro. Hydrpgraph 100 -yr frequency !I i 10 15 — Hyd No. 2 3, cis T nO (PoRD r vj IPDkl- 71 Q (cfs) 4.00 3.00 2.00 1.00 lI , 20 - �25- - -` 30 0.00 35 40 Time (min) at .70 U87 .50 UTA .50 RUNOFF COEFFICIENTS FOR RATIONAL FORMULA 0 5 10 15 20 25 AVERAGE GROUND SLOPE % (NOT SLOPE OF CHANNEL OR STORM DRAIN) Ime .70 LL LL O Z .40 D a: .30 NOTE: Commercial, Industrial a Multiple Residential Areas C, = 0.9 (Based on paving, roofs, etc.) When vegetated area exceeds 20% of total, G, from vegetated curve may be used to reduce above CPas follows: CT_ CV AT { C, A SONOMA COUNTY WATER AGENCY 7/64 PLATE No. B— 1 ' —II�- I I I I uts _ aet\I -- ° e� A e Lots a� -I 0 T e` C — Qo J 0 5 10 15 20 25 AVERAGE GROUND SLOPE % (NOT SLOPE OF CHANNEL OR STORM DRAIN) Ime .70 LL LL O Z .40 D a: .30 NOTE: Commercial, Industrial a Multiple Residential Areas C, = 0.9 (Based on paving, roofs, etc.) When vegetated area exceeds 20% of total, G, from vegetated curve may be used to reduce above CPas follows: CT_ CV AT { C, A SONOMA COUNTY WATER AGENCY 7/64 PLATE No. B— 1 ' —II�- 0 0 0 o m m r ao vi v M N P M N Y: 0 0 0 o m m 1- m m q M N C M N — 8nOH aid S3HON1— AlISN31NI C 2 —o i6ry �N C J t Q e% z — — O LL_Q�N 2 ~ � {LL f m� 2 _ O � 1 k Q - N J OW I – U W 7 J it O m1[iii'-I —� WO P. ZOLL i 3Oa a a -" —. o Mtn M In I L W<, 00 } rwLL 0j N' O_j(ll z T Z<iT :ill Oa iza r<r Dt !;',I-, oy o 1: In ! - t - r 1 k PLATE NO.=; III �25 6140 'JUNE - IbBI IsfflMA COUNTY, S,EA bNAL�PRECIPJTATION I T PLATE -No. B-3 7, 1 3TI, Iz 12 O n'' O W O C.i - ... �. N. O Z ... . Q Q O W z , q. N to cm . 1 PLATE No. 8-4 PRELIMINARY STORM WATER TREATMENT REPORT R.C.E. 49302 P.L.S. 6368 STEVEN J. LAFRANCHI & ASSOCIATES, INC. CIVIL ENGINEERS - LAND SURVEYORS PETALUMA MARINA BUSINESS CENTER 775 BAYWOOD DRIVE, SUITE 312, PETALUMA, CA 94954 TEL 707-762-3122 FAX 707-762-3239 N k'KAZV&431101 PINNACLE RIDGE SUBDIVISION 2762 1 Street Petaluma, California APN :019-401-019 Job No.: 03836 May 14, 2008 Prepared by: VV Checked by: SJL 1\10v 116 Z008 WHNiUMI YDENELQPMEN'l- DEPARTMEf F TABLE OF CONTENTS 1. General Statements ........................... .............. ................... 1 2. VicinityMap ............ ...................... ......... ........................ 2 3. Drainage Map ......................... .......... --- ...................... ........... ...... 3 4. Hydrodynamic Separator ....................... ........................................... .......... 4 5. Plate BI (SCWA) ..................... .................... ......... .... 6 6. Plate 132 (SCWA) .... ................... ........... .................... .................... 7 7. Plate B3 (SCWA) ......................... ...................................................... ...... 8 8. Plate 134 (SCWA) ..... .......... ............................................. ...................... q -t- GENERAL STATEMENTS 1. Introduction The project site is approximately 7.15 acre, located at 2762 T Street, Petaluma, California. The location of the site is shown on Vicinity Map, Page 2. It is the intention of the owner of the property to add residential buildings and a driveway on the site. The existing topography of the site has an average slope of 18%. The calculations presented in this report cover sizing of BMP facilities to control and treat stormwater pollution. 2. Hvdroloqv/Hvdraulic Calculations All hydrology/hydraulic calculations presented in this report were done in accordance with Sonoma County Water Agency (SCWA) Flood Control Design Criteria. All design peak flows were calculated using the Modified Rational Method ( Q = K C I A ). MEAN SEASONAL PRECIPITATION The mean seasonal precipitation was determined as 25 inches/year based on the Sonoma County Mean Seasonal Precipitation Chart, Plate No. B-3, Page 8. K VALUE The K value was determined as K = 0.83 based on the Sonoma County Water Agency K Factor vs. Mean Seasonal Precipitation Chart, Plate No, B-4, Page 9. RUNOFF COEFFICIENT The values for runoff coefficient, C, were determined from Sonoma County Water Agency Runoff Coefficient Chart, Plate No. B-1, Page 6. A value of C=0.50 was used for the pervious areas, and a C=0.90 was used for the impervious areas. The runoff coefficient C for a considered area was calculated by weighting the runoff coefficients for the pervious and the impervious areas, DRAINAGE AREAS For the size of drainage areas, refer to Drainage Map on Page 3. HYDRAULIC SIZING Hydraulic sizing of a BMP facility was done by applying the SUSIMP flow -based requirements, — I -A - The following equation was used: Q=0.21 x C x A x K where: Q — design flow rate (cfs) C — runoff coefficient for developed conditions (-) A — project area that drains to the treatment control (acres) K — K Factor (-) Q=0.21 x 0.63 x 7.15 x 0.83 Q = 0.79 cfs All other parameters of the calculations and rainfall intensities were used as recommended in Flood Control Design Criteria, SCWA. Conservative values were used for all parameters of calculation. 3. Conclusions In order to properly treat storm drainage a storm drain septor will be used. Recommended model: FloGard Dual -Vortex Hydrodynamic Separator by KriStar, model: DVS -60, total flow capacity: 19 cfs, peak treatment flow capacity: 2.4 cfs, maximum inlet pipe size: 24 -inch pipe. 13- PINNACLE RIDGE SUBDIVISION 2762'1" STREET PETALUMA, CALIFORNIA APN 019-401-019 VICINITY MAP N.T.S. � Zi Q_ iB ss. h As M .m a A it.. h —'2 Full Access Maintenance The FlaGardo DUAL -VORTEX Hydrodynamic Separator is the ONLY hydrodynamic separator that: ® offers a FULL ACCESS manhole cover allowing for ease of maintenance e offers installation and removal of internal components In addition our Separalor is the ONLY stormwater treatment system supplied with gasketed petroleum industry rated (vandal -proof) access cover to better address vector issues. Access covers are supplied in E -Z UftT` design with hydraulic assistance. Removable Internals Periodic maintenance may be performed on the FloGard DUAL -VORTEX Hydrodynamic Separalor with either the internal components in place or easily removed for a complete and thorough cleaning. Maintenance Programs Contact your local Drainage Protection Systems service provider for a comprehensive maintenance program for the FloGard DUAL -VORTEX Separator or other stormwater treatment systems. Points of Interest EZ-Liffr', full access, sealed manhole cover (gasketed/H20 loading). ® Removable internal components for easy and complete cleaning. ® Industry -standard pre -cost concrete manhole. Superior storage capacity. - - M ,U o DUAL -VORTEX Hydrodynamic Separator FloGard DUAL -VORTEX Hydrodynamic Separator Models and Dimensions Model No. Diameter Depth (below invert) Maximum inlet pipe si%e N mm It mm in mm DVS 36 3 914 3.5 1067-- - 12- - 305 - 4 1219 4.5 1372 �Is 457 �DVS�48 --sT (R-6-0 5 1524 5.4 1646 24 610 DVS -72 6 1829 6.8 2225 30 762 DVS -96 8 2438 8.0 2438 42 1067 ©2005 KrlStar Enterprise, Inc. FloGardC is registered Irademorls of KnSlar Enterprises, Inc. " EZ-LdtT',' is a registerd trademark of CNI Manufacturing KriSiar Enterprises, Inc. • P.O. Box 6419 • Santa Rose, CA 954061419 • PH: 800579-8819 • FAX: 707-524-8186 • www.kristar.com Go with "The Flo": FloGarcPDual- Vortex Hydrodynamic Separator The FloGardo Dual -Vortex Hydrodynamic Separator provides enhanced gravity separation of suspended stormwater pollutants in a compact configuration. Particle settling or floatation is accelerated by forces induced by the tangential flow pattern augmented by a highly circuitous flow path. The unit uses two independent cylindrical separators; Low flow is diverted by the inlet to the first separator, while moderate flow begins to overflow the first control weir and enter the second separator. Settled particles collect in the bottom storage area of the unit which is isolated from the fluid outlet, minimizing re -suspension. Floating debris and oils are temporarily held at the top of each separator and deposited in the upper storage area by paak.storm events. Once the unit treatment capacity is exceeded, excess flow breaches a second control weir at the inlet and passes through the bypass pipe without decreasing the treatmentflow or re -entraining captured pollutants. FloGarda Dual-Vortex'Hydrodynafitic Separators are designed to remove TSS and hydrocarbon pollutants reflective of typical urban runoff. The FloGard® Dual -Vortex Hydrodynamic Separator is constructed of durable stainless steel and fiberglass components installed in a reinforced concrete structure: All internal parts are easy to install, and may be removedrin the field through a 48 -inch access lid for easy', complete cleaning access. Kristar's FloGardo Dual -Vortex Hydrodynamic'Separator offers a' new economical alternative structural BMP for use in developments where land area necessitates compact, effective treatment for removal of suspended pollutants from stormwater runoff. Questions? Contact Kristar at (800) 579-8819. 092406 Kristar Enterprises, Inc, 04/06 Total Floyt- '' Peale. Treatmentgtorage -Sediment'. Oil ! Storage i To at Min. Total De gel°w inieilModel No. iD (ft) Capacity �r (cfaf Flowfcfs)acity - 'on,,In Capacity Capacity I pverall Height (fl)' Outlet 1-0knu't pipe Size (in) . . . (gal) ftIovert DVS -36 3 8 0.9 I 11 _ 15 7.5 4.0 12 DVS -48 4 13 1.& ."� :30: 30 9.3 " 5.5 ---� DVS -60 .,; 5',40'..- _ ` '.,,-,60 11.3 ' ' 5.7 . 24 DVS -72 6 I- '44 3.5-80 80 120 15.5 7.5 36 DVS -96 8 " (" 71 `. �.. 6.� .. 160 240 16.5 (- 9.0� 48 y 364nch access Iltl on model DV�G; 9s -Inch acres lid on !node/s OVG<G fhmagh DVS -72; Two 30 -Inch access lids and non -removable Intemals on model DVS -96 Bypass Penk Treatmonl Flows; slandardcanggundlon maybe varied to accommodate helghfresfdcffons ' May be decressed In some cases to aceommodota height mstrictlons Questions? Contact Kristar at (800) 579-8819. 092406 Kristar Enterprises, Inc, 04/06 Klj .70 .60 .50 .40 .30 RUNOFF COEFFICIENTS FOR RATIONAL FORMULA '0 .70 MOM Li LL O Z .40 :D D< .30 0 5 IO 15 20 25 AVERAGE GROUND SLOPE % (NOT SLOPE OF CHANNEL OR STORM DRAIN) ' NOTE: Commercial; Industrial a Multiple Residential Areas (Based on paving, roofs, etc.} When vegetated ar'ed exceeds 209% -of Total; Cv from vegetated_ curve mqy be used to reduce obov.e'.CPasfol.IDWs:_ AT AT SONOMA COUNTY WATER AGENCY �i%ca PLATE No. B- I ' 0 0 0 0 m ® r W a .n C! a* M N O O O O m w r o u'i q rn V M N - 8nOH aid S3HON1— I.lISN31NI J 7 C O Y. -1N J C J v 1.9.E Z _O cr- �y m NLL ~ irM-40 L I- n z Z � O M i N I.1 -EHE �• 1 I j 1 i 0 F_z r TT O W W J O EQ N O �, 7v zo 3:o o4a Mto =N= NaG aW z zd o_o —v P'Ni-tD >i W I . OmU 'I, z s ZaW =a UJ Zj- 1 g ti a c o o z �m m� ti _ t i PLATE Nol, 8-2 ,.1_a � . i I_ j • I il. _ \ /30I 1 I 15 I 1. i REVISED JUNE !19P3 1 SONOMACOUNTY ' AN SEASONAU PRECIPITATION p �p-112.3 PLATE No -b-3 ... N .. N ... _ - O pip CL U W LL Z Y � Z Cl) O -_ W CL z O Ld Z , molov=1 >1 PLATE No. B-4 PINNACLE RIDGE DETENTION AND STROM WATER TREATMENT CONTROL DESIGN 1) Detention Facilities Due to the space limitations, it was decided to use underground storage pipes for the runoff detention. The pipe storages were sized to detain 10 -year post - development flows lower than the existing 10 -year flows at the most downstream end of the considered areas. The existing and the post -development flows were calculated using the Modified Rational Method and the IDF Curves for the site (both per SCWA). For the existing conditions, a runoff coefficient of C=0.50 was used. For the proposed conditions, an average runoff coefficient of C=0.63 was used (a higher value reflects increase in pavement). It is also assumed that, due to the increase in pavement, the time of concentration for a considered area will decrease by 5 minute (for example: if the existing time of concentration is 20 minutes, a time'of concentration of 15 minutes was used for the post -development condition). Hydraflow Hydrograph software was used to construct the existing hydrograph, the proposed undetained hydrograph and the proposed hydrograph after the detention. It is also used to size the detention pipes and outfall pipes. 48 -inch pipes were used for detention, and 6- and 8 -inch pipes for the outfalls. 2) Storm Water Treatment Control Due to the space constrains and the steepness of the site (around 18%), it was decided to treat each lot individually, and to provide a separate treatment facility for the private street and the common driveway that serves Lots 6, 7, 8 and 9. On each lot, storm water pollution will be treated in Vegetated Swales. Vegetated Swales are open, shallow channels with dense vegetation covering on the side slopes and the bottom. Vegetated Swales were sized to treat the increase in runoff (increase in paved area) due to the development. For each lot, the existing pavement area, the proposed pavement area, and the increase in the pavement (difference between the proposed and existing amount of pavement) was calculated. On an average, the increase in the pavement is around 30% for each lot. The design flow rate for each vegetated swale was calculated using the following equation, recommended by the SUSMP Guidelines: Q=0.21xCxAxK ED" where: NOV 0 to ZOOS COMMUN11YDEVELORIBII DEPARRIENT Q = design flow rate (cfs) C = runoff coefficient for impervious surface; C=0.90 A = increase in paved area due to development (acres) K = K Factor (per SCWA); K=1.00 All vegetated swales used on this site have a longitudinal slope of 2% (the SUSMP Guidelines recommend 1 to 2 %, not steeper than 4%). The typical channel cross-section is trapezoidal, with a bottom with of 2 ft (2 ft is minimum width per SUSMP, 7 ft is a maximum). Side slopes are 3:1 (steeper slopes are not recommended). Channel depth is 6 inches (4 inches is a minimum). The length of the swale is determined based on the retention time. If the treatment flow enters the vegetated Swale uniformly along the swale length, the retention time is 12 minutes. In the case when the 90% of the treatment flow enters the swale at the upstream end, the retention time is 5 minutes. In this project, the lengths of the vegetated swales were calculated using the retention time of 5 minutes (L= v x T). The flow velocity in a swale, needed to calculate the length of a swale, was determined from the Manning's equation (FlowMaster used to solve the equation). Manning's Roughness Coefficient for a vegetated swale is n=0.250, per SUSMP, indicating dense vegetation). The design flow rate for the private street and the driveway was calculated using the same equation as for the vegetated swales. The runoff will be treated in a Dual Vortex Hydrodynamic Separator unit, a product manufactured by KriStar. The Vortex will be placed at the downstream end of the street. For the main SD pipe of 18 inches, the model DVS -48 was recommended by the manufacturer. The treatment unit should be placed in a 48 -inch dia. manhole structure installed in-line. The cost for the DVS -48 is approximately $8,500.00 including the pre- cast manhole structure and installed internal components. According to the regional sales representative, several of the devices have been installed in Petaluma, Santa Rosa and Novato. PRELIMINARY DRAINAGE REPORT I STREET STORM DRAIN SYSTEM R.C.E. 49302 P.L.S. 6366 STEVEN J. LAFRANCHI & ASSOCIATES, INC. CIVIL ENGINEERS - LAND SURVEYORS PETALUMA MARINA BUSINESS CENTER 775 BAYWOOD DRIVE, SUITE 312, PETALUMA, CA 94954 TEL 707-762-3122 FAX 707-762-3239 PINNACLE RIDGE SUBDIVISION 2762 "1" Street Petaluma, California A.P.N. 019-401-019 Job No.: 03836 August 2005 Prepared by: VV Checked by: ADF NOV 0 6 2008 COWAUNIT`f DEVELOR 15!T CEPAR T 06Ei l STEVEN J. LAFRANCHI & ASSOCIATES, INC. jc° ?1jvpXC6 — o383,G CIVIL ENGINEERS - LAND SURVEYORS SHEET Nn OF PETALUMA MARINA BUSINESS CENTER 775 Baywood Df., Ste. 312 CALCULATED BY VL/ DAT= CJ6I-200,5,— Petaluma, CA 94954 TEL. (707) 762.3122 FAX (707) 762.3239 CHECKED BY DATA •g:G,z RATIONAL METHOD DRAINAGE STUDY Date 1-:!tl.l'' Subject ',.'.! C`` 1 ; ri = L Shoat No. of 9y- - - __., tlaCc ___ ... _ ._--Storm Freq. % !GG yr, Job. No. EL ;ravel Total Time of Conc. ti A Design Ant (in minutes) Remarks )f 4rea Slope v l K C A K6AC IKLtAC Q mc. Istance i Time Time TO 1 0, 1 � 1'.�:' r II1Z.7.c '-Z C+ -q; _: �G ��•� ?..?_4 '-1.C�� �G(c t.a' u�� tf_ z _ G. 17_ r L 2Z �!},!�Si" �•"L r r. / c ,. M1S .vc'• 1 A44 i.1 7.�zu"ucL �{ -, V`'! :; C -r"' .r,� -- 7.I c Ic it i; 4 118-1 Rev. 7/64 I cow COMPUTATION FORM FOR UNDER6 SAD PIPE DRAINAGE SYSTEMS CATEGORY - PIPE DATA FLOW DATA MEAD LOSSES ELEVA� - - - - -�....NO' -L - V[LOCITY tRCMN [FICTION �CONTAAC- (Nt [U A00[- 6OS ��0 N 5U�A. Il[tl LKkOTN �OInU 0.it R� hN£4 PLOT V[4tTCITT T" Why OTN(N TION OP [MAOY In"ItSM MET ctINv[AT I COKEK IR:n4 SLOAK toga LOSS t.a LOSSES- LOSSES 6RALE GAGE ORAD( VALE %YUOIX, L ) O A S 0 if V=AQ SI-4.4601x1 NI•g(L NE N[ IIV�� � mm [O,L NOL. t.6 shy.' CLEN(NT UNIT_ II II IIK /I /!� EI/wc [I II/!1 Pi PI PI PI ( [I VLCV W IT EUV, NI (T, ELKY IN PT [LCV N IT. 'n!LI•iY. ti � _ .. _. � I __ __ I _- . t IOC'r �-ri✓ t.--f• �t--?- '-_r+ rf' �1ry.G.r.S b.tati i 21.1' (_.S G(. SU c.0 �'' 1')7.4" l,6. 7L yy u ?,�?.14 V,: U ~.t : I r: 1, r.IO IC'P•.U! It.-IrEt \C. 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IN F Tl ELEV w rT IlLiV ON ft T, h I I I (' r Z' 7.1 coil 15. q I, 11-1 Lt. .--1 r I C) lit e.q U -i.b, --.1 cl .0111 K Lt J-LILL 1.1 L S J I Lf !L.q I w .-1G .7 \V1 SHEET NO. OF jI EC T CHKI) BY DATE J013 NO. 1 cl "J. I Worksheet Worksheet for Circular Channel Project Description Project File c:\haestad\fmw\project7.fm2 Worksheet vvv Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.013 Channel Slope OOOft/ft Diameter 4.00 in Results, Depth v.. - ft, a .. Discharge 50.58 cis it Flow Area .14 ft' Wetted Perimeter 6.28 - it, Top Width' 0.00 ft Critical Depth 1.98 ft Percent, Full a 100.00 Critical Slope 0.046141 ft/ft Velocity 16.10 ft%s Velocity Head 4.03 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge, 54.41 cfs Full Flow Capacity 50.58 cis Full Flow Slope ! 0.000000 Tuft -. -- 06/01/05 FlowMaster v5.15 02:40:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 00708 (203) 755-1665 Page 1 of 1 r