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HomeMy WebLinkAboutPRED 06-16_PLANNING 7 . SEPARATOR SHEET 35oao„x CO— 52n— 0 -3S- PROJECT NUMBER ,ERNUMaEA s PROJECT SUMMARY SHEET FILE NO.: PRED 06-16 PROJECT TYPE: Predevelopment Conference APN: 069-520-035 APPLICANT: Martin Bloom ADDRESS: 420 Avon St, Oakland, CA 94618-1024 PHONE: 510-207-7446 OWNER: Martin Bloom ADDRESS: 420 Avon St. Oakland, CA 94618-1024 REPRESENTATIVE: Evans Fun Works ADDRESS: One Nice Place Oroville, CA 95966 PROJECT DESCRIPTION: a pre-application meeting for a proposed PUD/Tentative Subdivision Map to develop 60 dwellig units LOCATED: Olive Highway(Highway 162 near Kelly Ridge Road, Oroville) PROPERTY ZONED: R-4 (Residential) GENERAL PLAN DESIGNATION: C (Commercial) TOWN/AREA: Oroville 1. Application accepted: 6/5/2006 Amount: $ 1608.5 Receipt#: 455633/455634 2. Assigned To: Mark Michelena 3. Conference Room reserved: 4. Date and Time of Conference: 5. Pre-Development Letter sent to applicant and agencies: 6. Comments sent to: IDR, 7. Comments received from: 8. Staff Report: Project Videc: 9. Follow-up letter sent to applicant: K://planning/projects/a new file]/pred summary sheet Revised 11/01/05 DEPARTMENT OF DEVELOPMENT SERVICES BUTTE COUNTY UNIFORM APPLICATION APPLICANT: Agent information to be provided is on page 2 APPLICANT'S NAME: (If application is different from owner an affidavit is required.) ASSESSOR'S PARCEL NUMBER: o a t- ow� 0&1 5 00 - 0 3 5 ADDRESS: -4ZooEET, s!STAT&ZIP C _^ FILE NUMBER: (FOR OFFICE USE) NAME OF PROPOSED PROJECT(��If any) L TELEPHONE: R-�1771'0 e' Cil/2-GL.v3 (S/o )S&?- 7444b LOCATION OF PROJECT(Major cross streets and Address if any) lgz� 0 �tJ .v.... ..<,..:, ,..... ....•,.:.� .c.:. ........16w..:rrr.. .. .. ....:'.;:y�,��.a:, :,'r.rn sr•.+ �.vs^^i�G�:' ':fL .. � E RAI�`INFORIVIATI. Q w ON�RE :UIRED.: .. OWNER'S NAME: TELEPHONE: ADDRESS: CITY,STATE,&ZIP CODE: ZONE IGENERALPLAN EXISTING LAND USE SITE SIZE(in Square Feet or Acres) EXISTING STRUCTURES(in Square Feet) PROPOSED STRUCTURES(in Square Feet) /l/O A-1-6- (Check One) (Check One) PROPERTY IS OR PROPOSED TO BE SEWERED PROPERTY IS OR PROPOSED TO BE ON PUBLIC WATER ❑ PROPERTY IS OR PROPOSED TO BE ON SEPTIC ❑ PROPERTY IS OR PROPOSED TO BE ON WELL WATER si':-�;c <>a 'Gti"tar NO, 4�r.�v^�`.e.hr' 'gid*n: „L -'t::!'i'Pgg:�w.` 'r. .�. rv, :�,. a .:�arur Ot.•:f. - ,t;r_..a�?ES!N'�'.`� GI tip;�l!}f;';•:tn„t�{n •tiiF. .tt�.,:to"�. I: 95��. {�F,�..��,kx,, _ { '' Nl:4y4tPk3y'�m' YI"r9a: , 5 �i ] a ':', .'cr' ". y t�, k� r , ii;• .r.�r°`' ,a�d,I1;M J' , ;;' ? ' t rt Fyy�y.• � ,S�t nK"`, ad iE M i F* PrGt 1 'l 4 It F,fy 1”1? , a �,r APPLI,C ATI®l�T,r , ��atYry��V�i Y} _ (5' ih...,.IJ�IJ�,',�VL' 1 fi;P�[ t.' �x. � '' .0 '' ''��{!;`t•"J. e!�'E, v`✓r?5;.rh"li'r.<i:r .'R N,":Nr':. �si .;l3t :?�vlr 1p``f>l1ii cku�� uhf'SIE"tlir6rY�c4?tix�ci G4 ! i r' 4 11 !,' Ec IxeF Iuu4:t3o-y ❑ GENERAL PLAN AMENDMENT TENTATIVE SUBDIVISION MAP ®REZONE )0614- 'ro vA/I D&Ve-L-010,14e_A- 6 TENTATIVE PARCEL MAP ❑USE PERMIT BUTTE COUNTY ❑ WAIVER OF PARCEL MAP ❑ MINOR USE PERMIT ❑ BOUNDARY LINE MODIFICATION ❑ VARIANCE JUN '0 .5 2006 ❑ LEGAL LOT DETERMINATION ❑ MINOR VARIANCE DEVELOPMENT ❑ CERTIFICATE OF MERGER ❑ ADMINISTRATIVE PERMIT SERVICES . ❑ MINING ANDRECLAMATIONPLAN ❑ DEVELOPMENT AGREEMENT ''OTHER t `;�t.,.,a.c<tkJ�,.;l'-tZ....e;ya..FJi�:�,'x,;r:.,nr,;{�..;;n�.-,wti�:,i;;r•;rti'L:�, :i,r5. '.. lr t K a i��77},t fi 5}r rv,C�F.fl/ 4p F ik try4 n tl..`'pk(L� PROJE.I,T?DESCRIETIQI�i" FULL DESCRIPTION OF PROPOSED PROJECT(Attach necessary sheets. If this application is for a land division,describe the number and size of parcels.) ...w3✓� ..:,nr.?ut z,:. .xt::..:yr _,,;ai y:v: .:,..i:.,7:.w'v..- . ri d:3.:ov ir,^ .:y. -:v ver r'��3 .,..,'c:'� 'Y<t S'. •°�+1`. ..N`; �1i,'1..,?FF x::,:; ;':n',_,,., y •I a.sew ?k.. .s" � :r+ t@�tk.F R:_'a i11Ciu� e I'c. :a5:"r;r .rl;; .e'sy`• J-ut,., ...�.;-,.:r^4;n:c4;5'rkh a.' k r'M1 pfi I :1 ..,y.<.we .✓, ,1 ,.,.¢ a.s.p:.:,,..F,. 1 'nhh`.' .rr:<9,..:>kr* :r.I:�: l+i�,�'sr �k' .l i�.0: ,:r•�t'� h, �.T.2...;.!cc ,;... :.F <:�.•,N,:,,,`: �.: �, 5.k,. .:�r _.t,..�. ; ',.�x,i3O.. CERT�IF'a m � ply •aP� .r.t�G„ J... ,:;r-'. a�ia..�t�:•�., �" n.am 9.;;s< t. 'C �� . .. .. _.. ... .:. ,.y;>:v.. :.�'r'r�:.2e:. .. .., ,t....J ..: .,..:,:.f -w..::.+,l:;.r.,..,.....,:r:�.�r::.„J.I...rtYr x:pL...n'J,....m...:t'.;.:..�.v:�.n.:f..• ''.i I CERTIFY THAT I AM PRESENTLY THE LEGAL OWNER OR THE AUTHORIZED AGENT OF THE OWNER OF THE ABOVE DESCRIBED PROPERTY. FURTHER,I ACKNOWLEDGE THE FILING OF THIS APPLICATION AND CERTIFY THAT ALL OF THE ABOVE INFORMATION IS TRUE AND ACCURATE. (J10 age t is to be authorized,execute an affidav' of o 'z a ude the affidavit with this application.) DATE: '0( SIGNATU K:\FORMS\UNIFORM APPLICATION Page 1 of 2 r��d.!:i�.,.. 'ki*.t'• •E,� _ � y;.3J�. ��;e' �'.i.l rte �,� , II �, '� i AGENT AUTHORIZATION TO: Butte County, Department of Development Services: /-I6• E✓/!'�/1 � Phone Number(� J70 _ Stf9e Print Name Mailing Address is hereby authorized to process the application for ALAW&,E�6 CAW I' on my property, identified as Butte County Assessor Parcel Number(APN) O(op - sZy - 035 This authorization allows representation for all applications, hearings, appeals, etc. and to sign all documents necessary for said processing,but not including document(s) relating to record title interest. Owner(s) of Record: (sign and print name) 77 AJ 6 Loo M Print Namett..__ Print Name "aL— Signature Signature Architect and/or Engineer: q ar-4 d er,?4 E At•cN i7re 7-s CA4�Lc c"%A- E.c/b��vt��'7t�� G . Phhonon e Number - Print Name of Architect/Engineer Pepe fyt,,J Jy /07 7 PA-Xw— h-vt-. c N-i� CA- VIZ& b SS ✓/Fc t�E r, CA 9 S7 8 Mailing Address7 Z B¢ 27 3- FOR OFFICE USE ONLY Verify: Date Received: S /� Total.Amount Received: AP Number(s) fg'Legal Description Owners Authorization 19-Zoning Requirements Project Description ;®'Copies of plot plan Taken by: C� S ��-7�,�,q S Receipt No. �,Sf 63? < KC63L{ PW/LD 337 oa Plan 009 Cb E.H.,3r.d� CDF �S-G}� NOD/NOE Fees AG. S���U ❑ Archaeological Resources Project Review Fee $60.00 (paid by a separate check,necessary for all discretionary land use projects requiring an environmental review,made payable to the Northeast Information Center) Payment of the currently required Application Fee and/or Deposit(any unused portion of a deposit)will be returned upon final action. / Current fee for this application is S C) as of Make check payable to "Butte County Treasurer". Revised 1/27/05 L AFORMSTLANNING FORMS�APPLICATION FORMS\UNIFORM APPLICATION.countercopy.doc Page 2 of 3 BUTTE -COUNTY COUNTY OF BUTTE JUN 0.5 2006 ENVIRONMENTAL INFORMATION FORM DEVELOPMENT (To be Completed By Project Applicant) SERVICES Date Filed t'/� 0(0 General Information: 1. Name and address of owner, and/or developer, and/or project sponsor: Ay1-A,77A/ B,_ooM 42t> ^'_� lvT -- 0ie1e4_+_Ai0 . C 2. Address of project: -'-Pr-CW A-3 1,"- Assessor's Parcel Number: � SZ0_ 3. Name,address, and telephone number of person to be contacted concerning this project: M ..cC4't'- G �7/�S / Alece pL+'C:d o Q a;l/e( u e;A ejjr eo ->-n 54-9 8 r 4. Ust and describe any other related permits and other public approvals required for this project,including those required by city,regional,state and federal agencies: a-f-r kcz- c';1'-'- 5. Existing general plan designation: 6. Existing zoning district: g' -4 7. How is land currently used? M-A,r 8. Proposed use of site (Project for which this form is filed): � — re��-D R/t-L 17- PC- L sem. Project Description: 9. Site size: s (Acres/Sq. Feet) 10. Off-street parking spaces: Full size: Compact: Total: �v 11. Plans attached Yes No _ S' f M 12. Proposed development schedule 2� R7PP"i/,g2S 7-067 0_a-svf vG77o,�/ � S Soo� f-044OLS to../ 13. Associated projects 14. Anticipated incremental or phased development A40 Attach description of project containing the following information: 15. If residential,include the number of units,schedule of unit sizes, range of sale prices or rents, and type of household size expected. w UN 1TJ /Zvo goo- S./-, / / 16. If commercial, indicate the type,whether neighborhood,city or regionally oriented, square footage of sales area and loading facilities. /V _A 17. If industrial,indicate type, estimated employment per shift, and loading facilities. N/ A- ❑ Butte County Department of Development Services 0 Planning Division L1 1 18. If institutional, indicate the major function, estimated employment per shift, estimated occupancy. loading facilities, and community benefits to be derived from the project. �A 19. If the project involves a variance, conditional use,rezoning application,or any development permits,state this and indicate clearly why the application is required. If permits have already been issued, please attach as Exhibit F P. Ut•3 Are the following items applicable to the project or its effects? Discuss below all items checked yes(attach additional sheets as necessary). YES NO 20. Change in existing features of any hills, buttes, canyons �+ or substantial alteration of ground contours. 21. Change in scenic views or vistas from existing residential areas or public lands or roads. _ 22. Change in pattern or character of general area of project._ _ 23. Significant amounts of solid waste or litter. _ 24. Change in dust, ash, smoke,fumes or odors in vicinity. 25. Change in bay, lake, river,stream or groundwater quality or quantity, or alteration of existing drainage patterns. 26. Substantial change in existing noise or vibration levels in the vicinity. 27. Site on filled land or on slopes of 10 percent or more. _ 28. Use of, or disposal of potentially hazardous materials,. such as toxic substances,flammable or explosives. 29. Substantial change in demand for municipal services (police,fire,water,sewage, etc.including special districts). 30. Substantially increase fossil fuel consumption (electricity,oil, natural gas, etc.). 31. Relationship to a larger project or series of projects. _ X BUTTE " .COUNTY JUN 0 5 2006 DEVELOPMENT SERVICES 0 Butte County Department of Development Services 0 Planning Division u 2 .V Environmental Setting: (Attach brief description) 32. Describe the project site as it exists before the project,including information on topography, soil stability, plants and animals, and any cultural, historical, or scenic aspects. Describe any epsting structures on the site and the use of the structures. Attach photographs of the site. Snapshots or Polaroid photos will be accepted. 33. Describe the surrounding properties,including information on plants and animals and any cultural, historical, or scenic aspects. Indicate the type of land use(residential,commercial, etc.),intensity of land use (one-family, apartment houses,shops,department stores,etc.),and scale of development(height, frontage,set-back, rear yard,etc.). Attach photographs of the vicinity. Snapshots or Polaroid photos will be accepted. Certification 1 hereby certify that the statements furnished above and in the attached exhibits present the data and information required for this initial evaluation to the best of my ability, and that the facts,statements, and information presented are true and correct to the best of my knowledge and belief. Date Signature for K:\F O R M S\S U B M I TTAL\E NV-INF O BUTTE , COUNTY jUNI 0 .5 2006 DENT SERVICES ❑ Butte County Department of Development Services ❑ Planning Division ❑ 3 t ��. TENTATIVE PARCEL MAP SUBDIVISION MAP ` BurrE WAIVER APPLICATION covNTV JUN 0.5 2006 APPLICATION PACKET CHECKLIST DEVELop This checklist is designed to assist applicants in making sure all necessary information is included in their application packet. Please include this checklist along with you submittal. Applicant' Planner 1. ❑ LJ Complete a Pre-Application Review with the Environmental Health Division for on-site sewage disposal requirements for the proposed use. The Env'ronmental Health Division charges a fee for this review. t_O A, p v SPS p 2. [1 A completed, signed, Uniform Application and Environmental Information form. If the application i s s igned b y a n agent for t he owner, a n a dent a uthorization form in ust b e submitted along with the Uniform Application. The application shall not be accepted unless signed by the owner or authorized agent. 3. Payment of the currently required Application Fees and/or Deposits (Any unused portion of the deposit will be returned to the applicant upon final action). (Planner advises applicant) 4. �A preliminary title report showing current ownership and dated within 6 months of the application submittal shall be filed with the application. 5. Twenty-two (22) copies of the map, including a detailed site plan drawn to scale, shall be submitted. Additional copies of the map shall be made available by the applicant or engineer/surveyor t o C ounty D epartments u pon r equest. A 11 in aps s hall b e d rawn o n uniform size sheets no less than 18"X 26". The finished map shall be folded to 8 %z"x 11". The detailed map must include: a. Name, business address of person who prepared the map. b. Proposed property lines and lot dimensions. .IF INSUFFICIENT IAT'ORMATION IS SUBMITTED,THE APPLICATION WILL BE DEEMED INCOMPLETE. 1 Applicant Planner c. � Assessor Parcel Number(s). The street address (if available). Tract name and date, if applicable. d. Vicinity Map indicating the location of the Iand in relation to the nearest major roads, significant topographic features, surrounding area or region. e. ef, 2 Dimensioned locations of existing and proposed,public and private, improvements on the property(including,but not limited to,buDdings, driveways,parking areas,wells, septic tanks, sewer lines, leach fields, utilities, and street lights.) f. ❑ ❑ Wells which are to be abandoned shall be shown and identified as "well to be abandoned". The wells shall be properly aban3oned under permit issued by the Butte County Division of Environmental Health. g. ❑ ❑ Buildings which are to be removed will be'identified as "building to be removed": The buildings shall be properly removed or demolished under permit issued by the Butte I" County Building Division. h. li/ The existing andro osed location name w=dth approximate grades and radii of P P PP curves of all roads, streets, highways for the subdivision and within 100 feet of the exterior boundaries thereof. All streets shall be labeled as to whether it is public or private. I. Topographic contours and water features at a minimum to be as shown on the current > USGS 7.5 minute quad map. j. For subdivisions that have a density of 4 dwellings/ac or greater in the Urban Area or 1 acre lots or smaller in the Rural Area and which also have an average slope of 20 % or greater, a conceptual or preliminary grading plan shall be submitted showing the approximate finished pad elevations for each lot and all cut and fill slopes proposed which are 5 feet orgrcater in height. This requirement may be waived by the Director of Development Services if it is found not to be needed. Waived ❑ YES ❑ NO k. ❑ ❑ Approximate location of all FEMA identified l OC year floodplain areas,if any,and the A J location, width and direction of flow of all ephemeral water courses, if any. !v IF I(SUFFICIENT LXFORMATION IS SUBMITTED,THE APPLICATION 1A ILL BE DEEMED INCOMPLETE. ` Applicant Planner I. Sufficient information on the map to determine adequacy of the proposed drainage and flood confi•ol measures, including but not limited to, proposed easements, and facilities. m. IJ The approximate widths, location and purpose of all known existing or proposed easements. n. L✓] North arrow and scale of drawing. All maps shall be drawn to an engineering scale of a size sufficient to reasonably show all required features. A north arrow preferably oriented to the top of sheet. If not connecting to public sewer and water, the following applies: 6. The proposed source of domestic water and proposed method of sewage disposal. If (� �) the project is not served by community sewer and/or community water, include soils/percolation/ground water data and water availability data sufficient to allow the Division of Environmental Health to complee their review of the project. Your application will be incomplete unless this information is provided or waived, in writing, by the Division of Environmental Heath. Environmental Health Waived ❑ YES ❑ NO 7. ❑ ❑ A written request for any exceptions to the subdivision standards pursuant to Section 20-4 of the Butte County Code, if applicable. . Additional information may be required in order to clarify, amplify, correct or otherwise supplement the above submittal information or to complete any required environmental review documents,as deemed necessaryby the Department of Development Services, Public Works, Environmental Health Division, Butte County Fire Department, or Agriculture Commissioner. LASignature: 9 Date: S 2c� 0 C� Applicit/Re 7sentative , ���-- Signature: Date: Planner Receiving Application K:\Planning\FOP MS`Subni ml\CHECKLIS\Tr(2)B.'APD IF rNSUFFICIENT INFORMATION IS SUBMITTED,THE APPLICATION \FILL BE DEEMED INCOMPLETE. A I i LEAD IN SHEET FILE NO: PRED 06-16 APN: 069-520-035 APPLICANT: MartinBloom 420 Avon St OaklandCA94618-1024 OWNER: Martin Bloom REPRESENTATIVE: Evans Fun Works REQUEST: a pre-application meeting for a proposed PUD/Tentative Subdivision Map to develop 60 dwellig units LOCATION: Olive Highway(Highway 162 near Kelly Ridge Road, Oroville) SIZE: 5.16 acres SUPERVISORIAL DISTRICT # 1 EXISTING ZONING: R-4, ((Residential)) GENERAL PLAN DESIGNATION: C(Commercial) ZONING HISTORY: SURROUNDING ZONING: SURROUNDING LAND USE: SITE HISTORY: APPLICABLE REGULATIONS: ASSIGNED PLANNER:Mark Michelena Date Application Received: 6/5/2006 Date Project Assigned: 6/7/2006 IDR Date: 6/28/2006 30-DU Complete: 7/6/2006 i "DRAFT"LEAD IN SHEET FILE NO: ���- �6 AP# APPLICANT: A�A r, Aooen, OWNER: REPRESENTATIVE: PROPOSED REQUEST: (to be filled out by person taking in application) FINAL REQUEST: (to be filled out by project planner) A f-AUd Af fi tW7tiG FQ✓L ' P24jao 49-"D ,,c7 Siw(LIr fr o tJ 1 de 7v OrsveZ.0,e 4?o O w/-,!Z a.'A-/( vN1n. SIZE: LOCATION: A2 SUPERVISORIAL DISTRICT# EXISTING ZONING: GENERAL PLAN DESIGNATION: ASSIGNED PLANNER: -All� PLANNER'S INITLkB _tel Date Application Received Date Project Assigned (0 7 (OL, IDR Date 0 �a UP 30 30 Day Complete Tentative Hearing Date KAP1anning\Forms\Lead In Sheet.doc COMMENT DISTRIBUTION LIST APPLICANT: M 14W AJ &ZO M _ PLANNING PROJECT DESCRIPTION: P4,t5--PVP(-tC&770 / MOM(,- FILE NO.: PP-c0 Qj —f(,L DATE: (a j��oAP N0: oU-5)� -03S County Offices and Cities: Planning Division X Assessor's O>fce-Mapping BCAG X Environmental Health City of Biggs ALUC X Building Manager — City of Chico _ APCD X LAFCo _ City of Gridley Butte Co. Farm Bureau X Agricultural Commission --7)(- City of Oroville Chico Airport Commission X Public Works/Land De _ Town of Paradise Chief Administrative Officer •X County Counsel Fire Protection: X California Department of Forestry _ EI Medio Fire Protection District Domestic Water: j< S.F.W&P. Agency (OWID) Butte Water District _ Del Oro Water Co. California Water Service Co. _ Thermalito Irrigation District _ Other Utilities: PG&E North - Chico _ Pacific Bell _ Chambers Cable TV PG&E South - Oroville Viacom Cable TV Irrigation District: Biggs/West Gridley Water _ Durham Irrigation Dist. _ Paradise Irrigation Dist. Richvale Irrigation Dist. _ Table Mountain Irrigation Dist. Sewer: L.O.A.P.U.D. _ Sterling City Sewer Main_ 'Skansen Subdivision (CSA 21) Drainage Districts: Sacramento &San Joaquin Drainage Dist. _ Reclamation District No. 833 Drainage District 200 _ Reclamation District No. 2054 Reclamation District No. 2056 State Agencies: CalTrans Dept. of Water Resources _ Dept. of Fish and Game Federal Agencies: U.S. Forest Service _ U.S. Bureau of Land Management Other Districts,Agencies, Committees, etc.: Qyovdtf (00A pwvt(Le 6 6teA,( -Y N(r'H Saw lf�- 5c,601 disfy«a- _ K:\Planning\FORMS\APPLICATIONS\Lead-in Sheet Distribution List.doc BUTTE COUNTY STANDARD CONDITIONS FOR TENTATIVE SUBDIVISION MAP APPLICANT: Bloom, Martin DATE RECEIVED: 6/5/2006 AGENT: Evans Fun Works APN: 069-520-035 PLANNER: Mark Michelena FILE#: PRED 06-16 ii PROJECT DESCRIPTION: a pre-application meeting for a proposed PUD/Tentative Subdivision Map to develop 60 dwellig units Those items checked are conditions of approval. PLEASE CONTACT THE PUBLIC WORKS DEPARTMENT FOR COMPLIANCE WITH THE FOLLOWING CHECKED CONDITIONS: A. STREETS ❑ 1. Prior to or concurrently with the recordation of the Parcel/Final Map, provide a fully executed road maintenance agreement forl;all non-publicly maintained access roads on the County approved form. A note shall be placed on a separate document which is to be recorded concurrently with the map or on an additional map sheet of the Parcel/Final Map stating: li "In accordance with Civil Code Section 845, maintenance of the road as shown hereon shall be shared by those properties with a legal interest in it." ❑ 2. All access rights shall be reserved by deed per County Ordinance, offered for dedication, and depicted on the Parcel/Final Map. For each private access within the map boundary, place the following note on the Parcel/Final Map: "approved road name is a non-exclusive easement for, ingress, egress, road and public services purposes, to be reserved in deeds andllis hereby offered for dedication to the County of Butte." ❑ 3. Prior to the recordation of the Parcel/Final Map, demonstrate to the Department of Public Works that there is approved access conforming to County Code to each parcel from a publicly maintained road. ❑ 4. Prior to or concurrently with the recordation of the Parcel/Final Map, Deed to Butte County in fee simple feet of right-of-way from the centerline of along the entire property frontage. The right;of-way shall be sufficient for the installation of Improvement Standard No. S-5 at all street intersections. ❑ 5. Prior to or concurrently with the recordation of the Parcel/Final Map, relinquish abutter's rights of access to Butte County, along the frontage of parcels , except at approved access points. ❑ 6. Prior to recordation of the Parcel/Final Map, provide street name signs per requirements of the Department of Public Works. Street names shall be reviewed by the County Address Coordinator and one 'iname for each new street shall be recommended to the Board of Supervisors for approval prior to recordation of the Parcel/Final Map. A minimum of five alternate names for each new street shall 'l be submitted. ❑ 7. Prior to final road inspection, install all necessary traffic safety signs including stop signs. A note shall be placed on a separate document which is to be recorded concurrently with the map or on an additional map sheet of the Parcel/Final Map stating: "No public entity shall be responsible for the maintenance of the traffic safety signs including stop signs. In accordance with Civil Code Section 845, maintenance of the traffic safety signs shall be shared by those properties with a legal interest in them." ❑ 8. Prior to recordation of the Parcel/Final Map, obtain an encroachment permit and improve all new and existing driveway approaches to publicly maintained roads as specified in the County Improvement Standards and the terms of the encroachment permit. ❑ 9. Prior to the recordation of the Parcel/Final Map, obtain an encroachment permit and construct a standard S-18 road approach in accordance with County Improvement Standards. Adequate sight distance at the intersection of access road and shall be provided. . ❑ 10. Provide a cul-de-sac designed and constructed as specified in the County Improvement Standards. The Parcel/Final Map shall show the cul-de-sac. ❑ 11. Prior to the recordation of the Final map, construct, or provide a performance bond and labor and material bond for the construction of, a %+ 12' / full street section on to an RS-_geometric standard. Minimum structural section to be AC, and_" AB, prime coat, fog seal and 95 % relative compaction. Submit design to Land Development Division for approval. "R" value determination and other data may be required to support the section design ❑ 12. Prior to the recordation of the Final map, construct, or provide a performance bond and labor and material bond for the construction of, a %2 + 12' / full street section on to an RS- road standard with curb, gutter, and sidewalk and AC, and _" AB, prime coat, fog seal and 95 % relative compaction. Construct a '/2 + 12' / full street section on to an RS-— road standard with curb, gutter, and sidewalk and_"AC, and AB, prime coat, fog seal and 95 % relative compaction. Submit design to Land Development Division for approval. "R" value determination and other data may be required to support the section design. ❑ 13. Prior to recordation of the Parcel Map, provide approved access to each parcel from a County maintained road or from a state highway. Improve parcel frontage to RS-_ LD-_ and access road to parcel being divided to RS-_ LD-_. (If the parcels being and are 5 acres or less in gross area, submit road and drainage plans to the Department of Public Works for plan checking and approval prior to construction). 11 t ❑ 14. Prior to recordation of the Parcel Map, submit road and drainage improvement plans for the installation and construction of the street frontage improvements on to County Improvement '11 Standards. Improve parcel frontage on to a Y2 +! 12' / full street section to an RS- road standard including, but not limited to curb, gutter and sidewalk for parcels with gross acreage of one acre or less. ❑ 15. Show on the additional map sheet of the Parcel/Final Map a_ft. building setback from the edge of the ultimate right-of-way of based on Butte County Code Section 24-75(d). ❑ 16. Street lighting shall be provided in accordance with Butte County requirements, accepted design criteria, and recommendations of Pacific Gas & Electric Company. If the developer chooses to install the streetlights and pay energy costs through a County Service Area (CSA), he/she must complete the formation of the CSA prior to recordation of the Final Map. !The CSA formation process will require the Developer to fund the service until the beginning of the first fiscal year in which service charges can be collected for'„the CSA, and agree to an annual maximum service charge to ensure continued operation of the facilities. B. DRAINAGE ❑ 1. Prior to recordation of the Parcel/Final Map, a!plan for a permanent solution for drainage shall be submitted to and approved by the Department of Public Works. The drainage plans shall detail existing drainage conditions and shall specify how drainage waters shall be detained or retained!)on- site and/ or conveyed to the nearest natural or publicly maintained drainage channel or facility and shall provide that there shall be no increase in the peak flow runoff to said channel or facility. f ❑ 2. Prior to final improvement inspection by the Department of Public Works, all new drain inlets shall be labeled with the county approved drain marker per County Standard S-40. Improvement plans shall show and/or note the requirements for labeling inlets pursuant to Butte County Standard S-40. ❑ 3. Prior to recordation of the Parcel/Final Map, establish 100 year flood plain elevations and the lowest floor elevations for'!any structures, in accordance with Butte County Code §26-25. Show on the addiiional map sheet the elevations (by K contours) and the location of an accepted NGVD29 (National Geodetic Vertical Datum of 1929) benchmark and a temporary benchmark on-site. ❑ 4. Prior to, or concurrently with the recordation of the Parcel/Final Map, pay the applicable drainage fees in effect at the time''!of recordation of the Parcel/Final Map for the drainage area. (The current fee is now $ /acre.) ❑ 5. Prior to grading, a Construction Storm Water Permit will be required by the State Water Resources Control Board if the project,iresults in a disturbance (including clearing, excavation, filling, and grading) of one or more acres. The Permit must be obtained from the State Water Resources Control Board prior to construction. If a Construction Storm Water Permit is required, place a note on an additional f I map sheet that states: "The development of this Parcel/Final Map requires a construction storm water permit. Construction activities that result in a land disturbance of less than one acre, but which are part of a larger common plan of development, also require a permit. Development of individual lots may require an additional permit(s)." C. PARCEL/FINAL MAP ❑ 1. Show all easements of record on the Parcel/Final Map. ❑ 2. Prior to or concurrently with the recordation of the Parcel/Final Map, pay in full any and all delinquent, current and estimated taxes and assessments as specified in Article 8 of Chapter 4 of Division 2 of Title 7, of the California Government Code commencing with Section 66492. ❑ 3. Pay the recording fees in effect at the time the Parcel/Final Map and related documents are recorded. ❑ 4. Prior to or concurrently with the recordation of the Parcel/Final Map, pay all applicable assessments established by affected assessment districts, in full. ❑ 5. Prior to the recordation of the Parcel Map, prove to the satisfaction of the Director of Public Works that the parcel to be divided is a legal parcel. ❑ 6. Place a note on a separate document which is to be recorded concurrently with the map or on an additional map sheet of the Parcel/Final Map regarding BUTTE COUNTY STANDARD CONDITIONS FOR TENTATIVE SUBDIVISION MAP APPLICANT: Bloom, Martin DATE RECEIVED: 6/5/2006 AGENT: Evans Fun Works APN: 069-520-035 PLANNER: Mark Michelena FILE#: PRED 06-16 PROJECT DESCRIPTION: a pre-application meeting for a proposed PUD/Tentative Subdivision Map to develop 60 dwellig units Those items checked are conditions of approval. PLEASE CONTACT THE ENVIRONMENTAL HEALTH DIVISION FOR COMPLIANCE WITH THE FOLLOWING CHECKED CONDITIONS: D. LEACHFIELDS ❑ 1. Identify on the additional map sheet a 100-ft. leachfield free setback from each existing well. ❑ 2. Meet the sewage disposal requirements of Butte County Code Section 26-26 for the installation of sewage disposal systems within a flood plain/floodway. ❑ 3. Prior to commencing construction or installation of any required site improvements on the property, verify that winter groundwater elevations are in compliance with County Improvement Standards, Appendix 7. ❑ 4. Identify on the additional map sheet an area for wells and a 100-ft. leachfield free setback around that area on parcels ❑ 5. Identify on the additional map sheet a 50-ft. leachfield setback from the drainage way on (lots) (parcels) ❑ 6. Identify on the additional map sheet a 100-ft. leachfield setback from the highwater line of the creek on (lots) (parcels) ❑ 7. Identify on the additional map sheet a 100-ft. leachfield setback from the spring on (lots) (parcels) ❑ 8. Identify on the additional map sheet a 200-ft. leachfield setback from the highwater line of the lake on (lots) (parcels) ❑ 9. Identify on the additional map sheet a leachfield setback for four (4) times the height of the cut on (lots) (parcels) ❑ 10. Locate, and, if necessary, relocate the sewage disposal systems serving existing buildings on (lots) (parcels) E. SEWAGE DISPOSAL AREAS ❑ 1. Identify on the additional map sheet those areas with slopes in excess of thirty (30)percent as "Unsuitable for Sewage Disposal". ❑ 2. Identify on the additional map sheet usable sewage disposal areas proven to meet the requirements of County Improvement Standards, Appendix 7. Combine with adjacent (parcel(s)) (lot(s)) any parcel not proven to contain usable sewage disposal area. ❑ 3. Identify on the additional map sheet unsuitable sewage disposal areas. ❑ 4. Those wells indicated on the Tentative Map or on the Final Map that are proposed to be destroyed, in order to provide required usable sewage disposal areas, shall be destroyed under a valid Butte County Environmental Health Division permit. ❑ 5. Identify on the additional map sheet that no water well may be located within 100 feet of the usable sewage disposal area on (lots) (parcels) ❑ 6. Prior to recordation of the Final Map, in the nitrate area record an executed Future Sewer Service and Storm Drainage Agreement. ❑ 7. Meet the requirements of the (Watershed Protection Zone), (Villa Verona Moratorium Area), (Cohasset Specific Plan). F. INDIVIDUAL WATER SUPPLY ❑ 1. Prior to the issuance of a building permit, prove that the required quantities of domestic water are available to (lots) (parcels) ❑ 2. Prove that the required quantities of domestic water are available or place the statement on the additional map sheet of the Final Map that "There is no evidence that domestic water is available" for (lots) (parcels) ❑ 3. Provide a source of domestic water for the building on (lot) (parcel) ❑ 4. Prior to Final Map, verify that domestic water can be provided to meet minimum standards for and other suspected contamination. G. PUBLIC WATER SUPPLY ❑ 1. Prior to the issuance of a building permit, design and construct a new community water supply system in compliance with the California State Safe Drinking Water Act. ❑ 2. Prior to recordation of the Final Map, provide a letter or other documentation from stating that they are willing and able to supply domestic water to (lots) (parcels) ❑ 3. Place a note on the additional map sheet that states "Development of (lots) (parcels) will require connection to a public water supply". ❑ 4. Prior to Final Map, verify that domestic water can be provided to.meet minimum standards for and other suspected contamination. H. EXISTING COMMUNITY SEWER ❑ 1. Prior to the Final Map, provide a letter or other documentation from stating that they are willing and able to supply sewer service to (lots) (parcels) ❑ 2. Place a note on the additional map sheet that states "Development of (lots) (parcels) will require connection to a public sanitary sewer". ❑ 3. Prior to the issuance of a building permit, under a permit issued by the Environmental Health Division, properly abandon the septic tank and connect the dwelling(s) on(lots) (parcel(s)) to public sewer. I. NEW COMMUNITY SEWER ❑ 1. Prior to the Final Map, provide community sewage collection, treatment and disposal facilities in compliance with California State Regional Water Quality Control Board, the Butte County Code, California Health and Safety Code, Federal Law and other applicable codes and regulations governing the design, construction and operation of the facilities. ❑ 2. Prior to the Final Map, comply with all sewage disposal facility construction standards and health and safety and requirements of the Butte County Code, California Health and Safety Code, Federal Law, and other applicable codes and regulations governing the construction of such facilities. ❑ 3. Prior to the Final Map, provide a community services district or other legal (government) entity adequate to insure the operation, maintenance or repair of the sewage collection, treatment and disposal facilities. At a minimum, creation of the entity shall: a. Insure financing of operation, repair and maintenance. b. Provide qualified individuals and operational procedures for facility operations, repair and maintenance. C. Provide adequate resources to comply with all monitoring and other Regional Water Quality Control Board Waste Discharge Requirements. d. Provide adequate resources for facility inspections and reports. e. Provide adequate resources and/or mechanism to insure adequate funding of a major sewage treatment and a disposal facility replacement or reconstruction if necessary. f. Provide a liability risk assessment for review by the County of Butte. I� g. Indemnify the County of Butte and community services district or other government entity for all claims and liability that may occur relative to the sewage disposal facilities. ❑ 4. Locate wastewater ponds separate, as required, from areas, of residential development. Meet design requirements for control of mosquitoes and nuisance insects in the wastewater ponds to the satisfaction of the appropriate Mosquito and Vector Control District. ❑ 5. If a homeowners association is provided, obtain approval of the By-laws and CC & Rs by Butte County Environmental Health, and, if required, by the California State Regional Water Quality Control Board. Approval shall be obtained prior to recordation of the Final Map. J. COMMUNITY SEWER SPECIAL NITRATE AREA ❑ I. In accordance with the Chico Area Nitrate Action Plan, provide for a connection to the public sewer, if practical and feasible. A determination that connection is not practical and feasible shall be made with the concurrence of the Central Valley Regional Water Quality Control Board and the Environmental Health Division. NOTE: Board staff is currently requiring a density of no greater than one equivalent residential unit per acre for development on septic tanks where sewer is not available. ❑ 2. If connection to a public sewer is not feasible prior to recordation of the Final Map: a. Provide the minimum required sewage disposal area as required by the Butte County Subdivision Ordinance and the Nitrate Action Plan. b. In conformance with the City of Chico Sanitary Sewer Master Plan, dated December 20, 1985, construct dry line sewer mains to serve the project and stubbed out to the property line to for future public sewer connection. C. Provide a community services district or other legal (government) entity adequate to ensure the maintenance of the dry sewer main and, when necessary, the activated sewer main. d. Sign and record sewer and storm drainage agreements for compliance with the Nitrate Action Plan. e. Place the following notes on the additional map sheet or document to be recorded concurrently with the Final Map: "Butte County permit for the installation of individual septic systems shall require the construction of sewer laterals for future public sewer connection." "Lots within this subdivision are subject to sewage flow restrictions that preclude high water use business activities." "The discharge of wastewater, other than domestic sewage, into individual sewage disposal systems requires approval of the California State Regional Water Quality Control Board, Central Valley Region." f. Provide CC & Rs for the project that specify maximum allowable domestic sewage flows per lot or parcel approved by the Regional Water Quality Control Board, Central Valley Region. Within the CC & Rs, provide for changes to be with the concurrence of the Regional Water Quality Control Board, Central Valley Region. K. SOLID WASTE DISPOSAL PLANS ❑ 1. Place a note on a separate document which is to be recorded with the map or on an additional map sheet of the Parcel Map or Final Map stating "Solid waste disposal shall be the responsibility of each property owner. Trash and debris shall be picked up weekly by either a trash collection company approved by the County of Butte or the property owner shall assume the responsibility for taking trash and debris to a County approved land fill". BUTTE COUNTY STANDARD CONDITIONS FOR TENTATIVE SUBDIVISION MAP APPLICANT: Bloom, Martin DATE RECEIVED: 6/5/2006 AGENT: Evans Fun Works APN: 069-520-035 PLANNER: Mark Michelena FILE#: PRED,06-16 PROJECT DESCRIPTION: a pre-application meeting for a proposed PUD/Tentative Subdivision Map to develop 60 dwellig units Those items checked are conditions of approval. PLEASE CONTACT THE BUILDING DIVISION FOR COMPLIANCE WITH THE FOLLOWING CHECKED CONDITIONS: L. BUILDING PERMITS ❑ 1. Prior to building permit issuance for a new residential dwelling unit(s), the applicant shall pay all applicable development fees at the rate in effect at the time of acceptance of the application. Such fees, may include, but not be limited to: Park Fee, School Fee, Drainage Fee, Permit and Plan Checking Fees, Water and Sewer Service Fees, and Fire Protection Fees. ❑ 2. Prior to building permit issuance for a new commercial or industrial development, or addition to an existing development, the applicant shall pay all applicable development fees at the rate in effect at the time of acceptance of the application. Such fees shall include, but not be limited to: School Fee, Drainage Fee, Permit and'Plan Checking Fees, Water and Sewer Service Fees, and Fire Protection Fees. M. EXISTING STRUCTURES ❑ 1. Comply with the Uniform Building Code for property line clearances considering use, area and fire resistant construction of existing buildings. ❑ 2. Existing building(s) shall be made to comply with current Building and Zoning regulations for the intended new use of the building(s) or the existing building(s) shall be demolished. BUTTE COUNTY STANDARD CONDITIONS FOR TENTATIVE SUBDIVISION MAP APPLICANT: Bloom, Martin DATE RECEIVED: 6/5/2006 AGENT: Evans Fun Works APN: 069-520-035 PLANNER: Mark Michelena FILE#: PRIED 06-16 PROJECT DESCRIPTION: a pre-application meeting for a proposed PUD/Tentative Subdivision Map to develop 60 dwellig units Those items checked are conditions of approval. PLEASE CONTACT THE PLANNING DIVISION FOR COMPLIANCE WITH THE FOLLOWING CHECKED CONDITIONS: N. SITE DEVELOPMENT ❑ 1. Prior to the issuance of building permits, the plans, incorporating all applicable conditions of approval shall be submitted to the Planning Division to verify compliance with said conditions of approval. ❑ 2. Where a proposed development will have 5 or more mailing addresses, the site plan shall show the location of centralized mail delivery units. Concrete bases and the centralized mail delivery units, shall be installed by the developer. Specifications of the concrete bases and mail delivery units shall be in accordance with the requirements of Postal Service and the Butte County Department of Public Works. O. LANDSCAPING ❑ 1. A Landscape and Lighting Maintenance District, Community Service District, Homeowners Association, or other alternative entity acceptable to the Planning Manger, shall be established to maintain landscaping. ❑ 2. A plan of the existing on-site mature trees, located in any area proposed for buildings and vehicular access, shall be provided to and approved by the Planning Division prior to the issuance of building permits and/or prior to grading or vegetation removal. The applicant shall minimize the removal of mature trees, where possible. A mature tree shall be defined as a tree with a trunk measuring 4 inches in diameter, 4 feet from ground level. Mature trees removed shall be replaced by planting replacement trees of equal number and not less than gallon size. ❑ 3. For division of land, where lots of 1 acre or less are created, street trees of not less than 15-gallon size shall be installed in accordance with Butte County standards as specified in . The street trees shall be planted at an average of one every 30 feet on streets inside the land division and at an average of one every 20 feet on Circulation Element roads. ❑ 4. All graded slopes, over 5 feet in height, or on slopes greater than %, shall be seeded, planted, mulched or hydroseeded or otherwise protected to prevent erosion. A permanent irrigation system shall be installed for non-native vegetation. A one year Faithful Performance bond shall be posted to guarantee installation and established growth. ❑ 5. Prior to the commencement of grading and/or construction activity, all individual or groups of oak trees which are to be retained as part of the project, shall be fully protected through the use of root protection zones (RPZ). During construction, RPZs shall be established using protective fencing enclosing an area with a radius 1.5 times the distance from the trunk to the dripline. Within this protective buffer, no grading, trenching, fill, or vegetation alteration of any kind shall be allowed. The RPZs shall be maintained after the completion of construction in order to continue to protect the oak trees, but the fencing shall be removed. P. FINAL MAPS ❑ 1. Place a note on a separate document which is to be recorded concurrently with the map or on an additional map sheet which states, "Structures; dumping, fill material, vegetation removal and/or excavation shall not be allowed within the 50 foot No Disturbance Setback as depicted." The 50 foot "No Disturbance Setback" shall be measured from the top of bank or outer edge of the riparian vegetation along Creek, whichever is greater. Limited vegetation removal necessary for flood control and normal orchard operations is permissible within the "No Disturbance Setback;" however, all living and thriving native trees shall be retained and all vegetation removal shall be approved by the Department of Fish and Game prior to removal. ❑ 2. Place a note on a separate document which is to be recorded concurrently with the map or on an additional map sheet which states, "Residences constructed on lots and shall be constructed in a manner to bring the sound levels from dBA exterior source to 45 dBA interior." ❑ 3. Place a note on a separate document which is to be recorded concurrently with the map or on an additional map sheet which states, "At the time of building permit application, if a Deer Herd Impact fee(s) is currently in effect, it shall be paid prior to the issuance of the building permit." ❑ 4. Place a note on a separate document which is to be recorded concurrently with the map or on an additional map sheet which states, "Fencing for areas other than residential areas shall be limited to a maximum of 5 wire strands. The lower strand shall be at.least 16" above the ground and the upper strand shall be no higher than 48" above the ground." ❑ 5. Prior to the recordation of the Final Map, the applicant shall pay all overdue or outstanding County fees. Q. GRADING ❑ 1. Place a note on a separate document which is to be recorded concurrently with the Final Map or on an additional map sheet stating "During construction, should any archaeological artifacts be discovered, the Planning Division shall be notified immediately, and all work shall cease until a qualified archaeologist has examined the artifacts and the site and submitted his or her findings to the Planning Division, and recommended clearance to continue. Recommencement of construction shall be upon the approval of the Planning Division. "Archaeological artifacts" are defined as follows: ❑ 2. Prior to any clearing, grading and/or construction in a Federal or State identified 100 year floodplain and/or streambed the following entitlements must be obtained: a California Fish and Game 1604 Streambed Alteration permit and an Army Corps 404 permit or exemption certificate. R. ADDITIONAL APPROVALS ❑ 1. This application is approved subject to the conditions contained herein. The tentative subdivision map on file in the Planning Division identified as Exhibit "B" and dated , 20_is incorporated by reference. ❑ 2. All lots are subject to the payment of the North Oroville/Thermalito Traffic Impact Fees. ❑ 3. The applicant/owner shall sign the CSA 87 Traffic and Drainage Mitigation Agreement and/or pay the required fee(s) prior to the issuance of building permits. If the agreement is used it shall be recorded by the applicant prior to the recordation of the Final Map. ❑ 4. The applicant shall execute the Oroville Area Traffic Mitigation Fee Agreement prior to the recordation of the Final Map and place a note on the Final Map or separate document which is to be recorded concurrently stating, "A traffic mitigation fee of$750 shall be paid prior to the issuance of a building permit for each new or additional living unit." ❑ 5. To insure the maintenance and continuance of the orchard or other agricultural use of the property, all lot owners shall enter into the County approved Orchard Management Agreement. The agreement shall terminate in 10 years or upon a rezoning of the parcel/lot to a zone other than A-5 through A-160. The agreement shall be recorded and recording fees paid by the applicant. ❑ 6. The developer shall display a current County Zoning and County Land Use Map in the sales office at all times, and/or suitable alternatives. ❑ 7. All sales maps that are distributed or made available to the public shall include but not be limited to showing future and existing schools, parks, and streets. ❑ 8. The Sheriff Facilities Impact Fee shall be paid, pursuant to the provisions of Chapter 3, Article II of the Butte County Code, prior to the issuance of a building permit or prior to the issuance of a Use Permit for a Mobile Home Park. The fee amount shall be determined and calculated as of the date of application for building permit. ❑ 9. Prior to recordation of the Final Map or application for a building permit, the applicant shall pay the then-current established fee for the West Chico Fire Station Fund. ❑ 10. Approval of this request shall not waive the requirement to comply with all applicable Federal, State, and County laws, ordinances, and regulations in effect at the time of building permit application. BUTTE COUNTY STANDARD CONDITIONS FOR TENTATIVE SUBDIVISION MAP APPLICANT: Bloom, Martin DATE RECEIVED: 6/5/2006 AGENT: Evans Fun Works APN: 069-520-035 PLANNER: Mark Michelena FILE#: PRED 06-16 PROJECT DESCRIPTION: a pre-application meeting for a proposed PUD/Tentative Subdivision Map to develop 60 dwellig units Those items checked are conditions of approval. PLEASE CONTACT THE BUTTE COUNTY FIRE DEPARTMENT FOR COMPLIANCE WITH THE FOLLOWING CHECKED CONDITIONS: S. FIRE CLEARANCE ❑ 1. Construction, installation or development of buildings and/or roads, driveways, gates and bridges on parcels/lots shall comply with the latest California Fire Safe Regulations—Public Resources Code 4290, 4291 and current Butte County Improvement Standards, whichever is stricter. ❑ 2. Prior to construction, a pressurized community water system for fire protection is required. Bonding may be allowed with the approval of the County Fire Chief. Average required hydrant spacing is feet, hydrant size inches, and residual fire flow of GPM. Fire hydrant identification, road reflectors or post reflectors acceptable to the County Fire Chief shall be installed or bonded, prior to Parcel or Final map recordation. Submit plans to the Fire Department for review and approval prior to construction. ❑ 3. Place a note on a separate document and recorded concurrently with the Parcel, Final map or an additional map sheet stating that "Fire suppression sprinkler systems shall be installed in all new residential dwellings in accordance with NFPA Standard 13D, unless a pressurized community water system with hydrants that meet Fire Department specifications serves the property." A note stating "Automatic Fire Sprinklers conforming to NFPA Standard 13D required" is to be added to all affected building plans. ❑ 4. In lieu of hydrant installation, prior to recordation of the Parcel or Final map, payment shall be made into the hydrant fund at the current rate per lineal foot of street frontage. ❑ 5. Prior to building construction, provide an all, weather access of at least 10 feet wide and vertical clearance of 15 feet that will allow for ingress and egress and accommodate a 40,000-pound fire apparatus to within 150 feet of all structures. ❑ 6. Place a note on a separate document, which is to be recorded concurrently with the Parcel or Final map, or on an additional map sheet stating, "Building identification and/or addresses shall be installed in conformance with Public Resources Code 4290 and shall be posted at the time of permit issuance and maintained continuously thereafter. Butte County Department of Development Services 0 OTF0 TIM SNELLINGS, DIRECTOR I PETE CALARCO,ASSISTANT DIRECTOR o 0 0 0 7 County Center Drive o = .__--• o -=_'>. Oroville, CA 95965 0 0 (530) 538-7601 Telephone UNty (530) 538-7785 Facsimile www.buttecountV.net/dds ADMINISTRATION * BUILDING * PLANNING June 8, 2006 TO: Enter Agency or Department FROM: Mark Michelena, Butte County Planning Division SUBJECT: Request for Comments on a Development/Land Use Application APPLICANT: Bloom, Martin Predevelopment Conference PRED 06-16 APN: 069-520-035 DATE OF Inter-Departmental Review: 6/28/2006 IDR RESPONSE REGARDING COMPLETENESS OF APPLICATION DUE BY: 06/26/06 AGENCY/DEPARTMENT CONDITIONS/MITIGATION MEASURES DUE BY: 07/13/06 The Planning Division has received a project application as described below. This application is being provided to you for review. This is your opportunity to make comments regarding the completeness of this application, to be determined at the Inter-Departmental Review (IDR) Committee meeting on 6/28/2006, and/or to recommend conditions and/or mitigation measures relevant to your agency's/department's area of expertise and jurisdiction. PROJECT DESCRIPTION: a pre-application meeting for a proposed PUD/Tentative Subdivision Map to develop 60 dwellig units. PROJECT LOCATION: Olive Highway (Highway 162 near Kelly Ridge Road, Oroville). COUNTY SUPERVISOR DISTRICT NO.: 1 ZONING: R-4((Residential)) GENERAL PLAN: C(Commercial) If a response cannot be submitted prior to the due dates listed above, please call Mark Michelena at (530) 538-7376 or send him an email at MMICHELENA@buttecounty.net. You do not have to respond to this request if you have no comments to include. Thank you for your attention to this matter. Please return response to project planner. IDR COMMITTEE —APPLICATION COMPLETE ❑ No Name: Date: ❑ Yes Name: Date: Documentl Butte County Department of DevelopmentT rF Services 00 00 TIM SNELLINGS, DIRECTOR I PETE CALARCO,ASSISTANT DIRECTOR o 0 0 -=• 0 7 County Center Drive Oroville, CA 95965 c�UN'�y (530) 538-7601 Telephone (530) 538-7785 Facsimile June 8, 2006 To: Inter-Departmental Review Committee Subject: Evaluation and Completeness of Application Applicant: Bloom,Martin,PRED 06-16 Planner: Mark Michelena APN: 069-520-035 Location: Olive Highway(Highway 162 near Kelly Ridge Road, Oroville) 30-Day Complete 7/6/2006 Date of IDR 6/28/2006 This application is being provided to you for comments. Please see attached documents. A hard copy of the application, including maps, has been sent to Environmental Health, Building Manager, LAFCo, Agricultural Commission, Public Works, Assessor, and CDF. All Environmental Health correspondence is routed through Karen Frederick at 7 County Center Drive. The purpose of this notice is to give you the opportunity to comment on the completeness of this application electronically to the planner, so that preparations can be made for the IDR meeting on 6/28/2006. Do you find this application complete? ❑ NO. Please respond prior to or at the IDR meeting, regarding completeness of application. What is needed to make the application complete? ❑ YES. My Department's conditions and/or mitigation measures are attached or will be provided at the IDR meeting. If conditions cannot be provided at or prior to the IDR meeting they must be provided no more than 1 week after the meeting. Standard Conditions are attached for your convenience. (PLEASE SEND YOUR RESPONSE TO: @buttecounty.net). Signature: Department: Date: K:/Planning/Projects/A New File/IDR Memos/IDR Completeness 8/30/05 EMAIS FUN WORKS Calif. Gen. Eng. Contractor#548284 Michael G. Evans One Nice Place, Oroville, CA 95966 (530) 570-5498 - Fax (530) 533-6028 oneniceplace `global.net May 15, 2006 HERITAGE CIRCLE PROJECT DESCRIPTION APN 069-520-035 PROPOSAL: Planned Unit Development, 60 units ACREAGE: 5.12 acres ZONING: R-4 PROPOSED: PUD GENERAL PLAN: Commercial EXISTING USE: Vacant SEWER: Lake Oroville Area Public Utility District WATER: South Feather Water&Power Agency ELECTR. /GAS: P. G. &E. TELEPHONE: ATT CABLE: Comcast DRAINAGE: Detention ACCESS: Private easement per 62 M 25, 05-5990 PROJECT TEAM: Owner/Applicant: Martin Bloom, Oakland Broker: The Property Network, Oroville Architect: Arcademe, Chico Engineer: Cranmer Engineering Inc., Grass Valley Soils Engineer: Holdrege &Kull, Chico Arborist: Howell It Is, Gridley Landscape Architect: Land Image, Chico Design Consultant: Evans Fun Works, Oroville ,f CONCEPT: Utilization of High Density Zoning and introduction of attached,high density, town home style products in a planned setting at Lake Oroville. PROJECT HISTORY: Parcel created in 1977 by Parcel Map 62-25 designated for future residential and commercial development. Property adjacent on east developed as single mobile home in approx. 1990. Surrounding properties including mobile home on east purchased by Dan Kohrdt in approx. 1999 wherein the mobile home and all:trees were removed east of the Project description,May 15, 2006 Pg. 2 project site. Kohrdt commenced earthwork leading to County grading concerns and Sheriff station removal, also clearing most of the trees and underbrush on all of his adjacent holdings. The subject parcel was acquired by Bloom in 2005,wherein garbage and underbrush removed for Arborist review,topographic surveys and project team formulation. Careful consideration of site features determined project design including some oak preservation areas along exterior and 12 units per acre density. The attached, town home, for sale units in a planned, landscaped environment near Lake Oroville are unique at this time. This design of high architectural and landscape detail with a common recreational amenity has been refined for more than one year leading to this application. PROJECT SETTING: The property is adjacent to and northerly of State Highway 162 between the Apica/Heritage intersection approx. 1200 feet west and the Kelly Ridge/Miners Ranch intersection approx. 1800 feet easterly of site. Heritage Road is approx. 500 feet north of the site. An un-constructed private easement serves the site from Heritage approx. 300 feet west of Rachel Drive. Access to Highway 162 is not practical due to a high fill slope along the southerly side increasing from approx. 2 feet at the southwest corner to more than 20 feet at the southeast corner. The site slopes easterly from 5 to 10%and has approx. 300 oak and 30 large yellow pine trees, native grasses and some ceanothus underbrush clumps. A small Swale crosses a portion of the site from north to southeast. Native grasses and some brush clumps are remaining vegetation. Numerous loads of garbage have been removed from the site and surrounding parcels and multiple complaints have been registered through County abatement procedures. Applicant has chosen not to fence site at this time nor is any fencing currently proposed for project perimeter at build-out. The property is in the SFWPA district boundaries and treated water crosses the property along the south boundary. The property is in the LOAPUD boundaries and sewer facilities are easterly of site near Kelly Ridge Road. Extension of sewer mains will be required across adjacent private lands or within the State Highway right of way. Electricity, telephone and cable lines run overhead along Heritage Road and will be extended underground throughout the project. Natural gas is also available in the vicinity and will be extended according to utility company regulations. The nearest development is located easterly at Heritage and Rachel and is the clubhouse component of a partially constructed and occupied townhouse project known as Heritage Estates. The ATT Telephone Company has a maintenance facility approx. 500 feet northeast of the site along Heritage Road. ' Other properties west, north and east are larger vacant parcels zoned for residential development. South of Hwy. 162 is the Village Oaks single Family Subdivision and the recently constructed"The Ridge Subdivision". The SFWPA Miners Ranch water treatment facilities and reservoir are approx. one-half mile to the east and the Saddle Dam of Lake Oroville is approx. one-half mile to the north of the site. Project description, May 15, 2006 Pg. 3 i PLANNED UNIT DEVELOPMENT: Butte County has few high density R-4 parcels,with three in the greater Oroville area, with subject parcel being located in area planned for commercial services and residential uses. This type of project is consistent with the existing Commercial General Plan designation. Maximum density allowed on parcel would be 102 units,unlikely given some slope to site and desire to preserve some oak trees, or as apartments with stacked units. The 60 units and common facilities as proposed better fit the site and allow for rental or sales of the units. The sixty(60)units are proposed as twenty three multi-story duplexes and four multi-story four-plexes surrounding an internal private street connecting to the access easement. A future road connection is proposed to link with commercially zoned property to the east. No access onto Highway 162 is proposed due to the high fill slopes and poor sight distances where the fill slope is low near southwest comer of site. A decomposed granite and concrete pedestrian trail surrounds the site with connections to sidewalks adjacent the street system. The roads will be private roads, constructed to County maintenance standards. A small bridge with seating, entry pillars and a traffic circle with fountain are also proposed. Street furniture and lighting will be incorporated with a common architectural theme. Screened garbage receptacles and mailbox areas are scattered throughout the site. The plant materials have been carefully selected to provide a cohesive visual effect throughout the project and the seasons. A maintenance building is also proposed for landscape equipment and composting of leaves,to be ie-incorporated into the planned landscape and oak preservation areas. u Grading and drainage design proposes to minimize slope reduction, incorporates retaining walls and will maintain the drain swale which will also function as storm water detention in winter months. Landscape plant materials are sympathetic to preserving several of the oak trees along the perimeter for watering needs. A 4000 square foot recreation building with pool and spa, men's and women's bath/changing rooms, a kitchen, meeting room and a central park with a putting green are located within the central common area. Disabled and additional parking is provided adjacent the recreation building which overlooks the traffic circle and fountain. A Homeowner's Association is proposed for ownership of all lands and facilities except for the building footprint,patio and the area underneath second level decks. The HOA will collect fees adequate to provide for the street, landscape and common recreational facilities maintenance as per State of California Dept. of Real Estate guidelines and experience. f The developer proposes to control the HOA until such time as 55 units (92%) are sold and may also hold the balance of sales beyond ten years due to common interest subdivisions liability issues for construction defects. Currently insurance is expensive and it is anticipated this matter will resolved at the State level or these types of high density, for ownership projects will not be feasible in thelfuture. , ;l Project description, May 15, 2006 Pg. 4 HOME OWNERSHIP: Home sizes vary from 1395 to 1546 square feet,with each unit having a two car garage and two additional off-street parking spaces. The home designs take into account the existing slope of the property and are multi-level with one half story transitions between floors. Four plans have been incorporated; an.uphill (A), a downhill, (B)and two side hill (C 1 and C2)versions. All garages access the street at the front with the two additional parking spaces between the garage and the street. These spaces will be exclusive parking easements appurtenant to each respective unit. The planter areas adjacent the parking spaces and entry walkways will also be maintained by the HOA. Many plans will have small backyard patios at ground level or decks at upper levels, storage closets accessed from outside and private solariums. Exteriors will be color cast stucco in muted earth tones with fireproof cement tile roofing and each unit will have interior fire sprinklers. Pricing has not been established for the units at this time. The market is expected to be retirees and some professionals desirous of the planned, managed setting and vacation or second homes. No phasing is proposed at this time with construction planned for 2007. PROPOSED MITIGATIONS: 1) Oak replacement mitigation program to be determined. 2) Units to be constructed with fire sprinklers. 3) Units with patios along south property line to informed of SFWP waterline easement with all expenses of replacement of patio due to SFWP line maintenance to be borne by owner of respectiv-_unit. 4) Access easement from Heritage Road to project entry to be constructed to County Standard for maintenance. Michael G. Evans EYr4NS fUiV 11 ORX' 18414Pm PeluPd i W � S y s A r I t i ' o f L 1 - _ .. . � `,l, 1-1 ��� r •:�•�-i, ",rte r• 1' �,J- _ �; r- • rte` ,�'�`+ � � .v�'4"�`."�'•r.`�•� � � t. �r!'', �•` �.^iJ r ._,� /-. �✓ \V ! ��1, `L.i -� Ifs _"C r *irk _,� `-� � � 1 L:_ �"' •' �.-�, _-• t- •�� � P r" `"� 'rs_.. Ct' �r�,s� r..'i-"�JG.'.j'�r "' ''�r t .�'�.` ...{• �:;V�{ -�.^' �! � ��' L' - ��r�G' _� � �,mow ..qn;Is .,, '�: +: .. �, ,(. .:�': :,.,: � R. ��Z � � � .. .� I I .t' I ,. L. , .. _ .. � 't �.4 t. ,. �.. ' � . J ' r-- -''��•_-_-,_��T' "1�- _-� _. - _.ram;;` ..1.-.�..��_, � _ 'i ', ` j_I ` ` •_ ! ♦ '"ill. .•. � .• t'�- ��1 • �i -_ ^t"b. t �J• � �cam} r:,�. - i"X"'rox _ �®ice:a�•_ •aa 'y •i";�»•`—••Sj�t''_ _�1 � lr --I_ /�- ' .h Y '����yl • y�r`-t`yr 71.E •l-� IA �s f .. •, T� - 21 cam - '•f . }, ` � �' `1�is '^, � �s4'-° e.- r t � y �!K V r u I SOUTH ER BUTTE ' June 5, 2006WATER 6 V o W E I COUNTY l/1�1= i JUN.-0.5 2006 Michael Evans DEVELOPMENT One Nice Place sEVicEs Oroville, California 95966 Re: APN 069-520-035-Heritage Circle PUD i Dear Mr. Evans: I The purpose of this letter is to affirm that the referenced property is within the boundaries of South Feather . Water and Power Agency and that the Agency has the facilities and system capacity to provide domestic water service to the proposed development subject to the following conditions. REGULATIONS AND REQUIREMENTS Developers must comply with the Agency's Rules& Regulations�,,Governing Water Service, as well as its Development Standards for Treated Water Systems. Compliance with the California Environmental Quality Act(CEQA) is a requirement, and verification of compliance must be provided prior to the Agency's General Manager signing the improvement plans. IMPROVEMENT PLANS j Plans and specifications for any required mainline extensions must be prepared by a civil engineer. The Agency's Water Division Manager/Chief Engineer is available for pre-design conferences and field meetings. j Two sets of the preliminary plans and specifications should be submitted as soon as possible. II The developers will pay for all Agency engineering, plan-check and inspection services. The.developers engineer will estimate the cost of the water system improvementsi!and submit it for review and approval by the Agency's engineer. A cash deposit of 3% of the developers engineers estimate will be required initially. An additional cash deposit of 3%will be required at the time a conveyance agreement is executed. .'IiD � 1 hwLetlerslSubdvisionsl OSO6.doc _"-' ,� .� � �a \ .�,• t.t '�:",'T••^+'7'7+ 'riy:^'S� ..S.�1ie �`y" _l .,� }, ,� �®� . .P:O. ox 8": 3lU,Oro Q fincy Hwy•0 o�ille„CA 9 •tel��3U S33 5'78•fax 53U 533; 7d0•� eb sou H�eather.coir� •_ ;� Al Michael Evans Re: APN 069-520-035 June 5, 2006 Page 2 CONVEYANCE AGREEMENT After completion of the first plan check, a conveyance agreement will be prepared and sent to the developer. The plan checking process will continue until the plans and specifications are ready for approval. Once the plans and specifications have been approved by the Agency's engineer,they must be reduced in size to 11"x 17"and attached to the conveyance agreement as an exhibit. The conveyance agreement will be taken before the Agency's Board of Directors for approval. The agreement, with all of the exhibits attached and signed by the developers, must be delivered to the Agency within 60 days of plan approval and at least one week prior to the Board meeting (fourth Tuesday of each month)for placement on the agenda. After Board approval, and at the developer's request, a letter may be written to the appropriate agency stating, "Water is not available at this time; however, arrangements satisfactory to the Agency have been made for construction of the necessary water system improvements.There are no provisions in the agreement requiring the developer to guarantee completion of the improvements. The Agency will accept ownership of the improvements only after they have been completed, and will then serve water". PRECONSTRUCTION REQUIREMENTS The developers or their contractor must supply proof of insurance in the form of a copy of the policy(ies) and endorsement(s)with the specified type and amounts of coverage, naming the Agency as additional insured. If improvements are estimated over$250,000,the developer must furnish a 100% Labor and Material Payment Bond on the Agency's bond form. CONSTRUCTION Construction on the water system improvements must start within 12 months of the date of the Conveyance Agreement The water-system improvements must be constructed by a California Class A or C34 Contractor. Construction must be completed within 18 months of the Conveyance Agreement date. I:DevdMmen6AWLServe le11MNSub5v'siot08950036.FWdaW Cir*.Bbom 06M.Ax Michael Evans Re: APN 069-520-035 June 5, 2006 Page 3 REIMBURSEMENT AGREEMENTS If the developers believe that water-system improvements constructed in conjunction with their project inure to the benefit of other properties, they must make a written request at least 30 days prior to the completion of construction. The Agency will then determine if reimbursement is due. If entitled, the developers must supply all necessary project-cost information. The Agency will prepare an agreement The Reimbursement Agreement must be executed before the improvements are conveyed to the Agency. This is usually done at the same Board meeting. The agreement will be recorded in the office of the Butte County Recorder. CONVEYANCE TO THE AGENCY Prior to offering the improvements for conveyance, the developers must provide proper documentation including, but not limited to: • An Offer of Dedication". • A Labor and Material Payment Bond or release statements from contractors and suppliers (type is dependent upon project cost estimate). • Payment of system capacity charges (presently ranging from$3,358 for a%°meter up to$26,857 for a 2°meter; increasing annually thereafter in accordance with the Engineering News Record Construction Cost Index). • Reproducible"as-built'drawings. • Easements and rights of way. • A 25%one-year maintenance bond. • Payment of any outstanding Agency charges for engineering, plan check and inspection. WATER AVAILABILITY Once the improvements have been conveyed, applications for water service will be accepted. A letter to the appropriate agency may be written stating, Water is now available upon making proper application". Upon satisfaction of the foregoing conditions,water service would be provided subject to all current and subsequently amended Agency rules, regulations,fees, and charges, as established by the Board of Directors from time to time. I:VevebpmentsM-Se Le11=ZL66visi )069%=.HeMa9e Ade.BWom.06=.dw Michael Evans Re: APN 069-520-035 June 5, 2006 Page 4 This affirmation of service availability is valid for one year from the date of this letter. Sincerely, South Feather VVftr and Power Agency Michael C9ze, nerLnager c: Matt Colwell, Water Division Manager WevebpmemsMSMe lellm%LbOvm VY5 ATLA.Hemege(;r*.tgoom.LVbLU.Ox F' C o September 20, 2005 JUN 0 5 2005 BUTTE COUNTY DEVELOPMENT PLANNING DEPARTMENT SERVICES 7 COUNTY CENTER DRIVE OROVILLE CA 95965 RE: BUTTE COUNTY ASSESSOR'S PARCEL NO. 068-346-008 PROPOSED TENTATIVE PARCEL MAP OFF H LDALE AVE AT MOUNTAIN VIEW DR Gentlemen: This office has had a request from Michael Evans, to provide confirmation.of availability and cost of sewer services to the proposed tentative parcel map, on Assessor's Parcel Number 068- 346-008. Service will be available upon request after the following have been accomplished by the developer: 1. Annexation of Assessor's Parcel No. 068-348-008 to the District; 2. Preparation of plans and specification, in conformance with LOAPUD Improvement Standards and policies; 3. Necessary easements acquired and granted to LOAPUD; 4. Mutual approval of a Development Agreement by developer and LOAPUD Board of Directors; 5. Payment of applicable fees; and, 6. Construction of required sanitary sewer facilities, including any necessary lift station modifications, in accordance with approved plans and specifications. To obtain sewer service for each Equivalent Dwelling Unit (EDU) the developer must complete the following: 1. Execution of LOAPUD permit and payment of a $1,790 capacity charge, $675 LOAPUD Connection Fee and $1,277 SC-OR Regional Facility Charge for each and every EDU. 2. Construction of the sanitary sewer lateFal iiee�anse with--b ^P P Standards. LAKE OROVILLE AREA PUBLIC UTILITY DISTRICT 1960 Elgin Street•Oroville, CA 95966 (530)533-2000•FAX(530)533-1750 -2- September 20,2005 To maintain sewer service the following must be kept current: 1. A monthly rate for sewer service currently set at $18.50 per month to be billed after connection on a quarterly basis. This confirmation of availability of sewer service will be good for a period of one year from the date of this letter. All fees and charges are subject to change from time to time. Current fees and charges will be assessed at the time service is requested. Please contact the undersigned if you have any questions or need additional information on this matter. Sincerely, LAKE OROVILLE AREA PUBLIC UTILITY DISTRICT i 7 ctt Alan G Brown, General Manager Cc: Mike Evans, Contractor Bob Van Zile, Owner LAKE OROVILLE AREA PUBLIC UTILITY DISTRICT CRANMER ENGINEERING, INC. ENGINEERS•PLANNERS•CONSTRUCTION MANAGERS•SURVEYORS 1 188 EAST MAIN STREET• P. O. BOX 1240•GRASS VALLEY, CALIFORNIA 95945, U.S.A. TELEPHONE: (530) 273-7284• FAX: (530) 273-9507• E-MAIL: kranmeropacbell.net April 18, 2006 Heritage Townhomes Drainage Study Report A study of the pre- and post-development runoff shows that adequate storm water detention can be attained using basins placed in three open spaces between the homes where there is currently a natural flow line through the property. The majority of the flow from the hill above the site would be routed past the homes in a ditch placed in the strip of land between the back of the homes and Highway 162. The remainder of the flow from offsite above the homes would be detained in a basin as it enters the northern portion of the site. Almost all on-site flow would be detained in two additional basins above and below the proposed bridge feature on the road entering the site. Adequate space for these basins is available in the current tentative plan. Adam George Assistant Engineer BUTTE •!�! COUNTY JUN 05 2005 SERViC:�g C:\Documents and Settings\admin\My Documents\Bloom 162 Heritage\2006_4-18_drain age-re port.doc Page 1 of 1 EMNS fUAI WORKS Calif. Gen. Eng. Contractor#548284 Michael G.Evans One Nice Place, Oroville, CA 95966 (530) 570-5498 -Fax (530) 533-6028 oneniceplace&sbcglobal.net May 20, 2006 Butte County Dept. of Development Services 7 County Center Drive Oroville, CA 95965 RE: PRE-APPLICATION FOR PUD/Tentative Subdivision Map for Heritage Circle APN 069-520-035 We are assisting Mr. Martin Bloom with the above application to divide the above referenced parcel into 60 lots ranging from of a minimum of 961.50 square feet each to 1124 square feet being the footprint of individual two story town homes. The project is served by South Feather Water and Power Association water and Lake Oroville Area Public Utility District sewer facilities. Enclosed please find the following items: A) 22 copies of TSM; B) 5 copies of Master Landscape Plan, Building and site Area Plan, Community Center perspective views, Floor Plan and Elevation sheets (5 sheets), Drainage Plans(2 sheets); C) Checks-#1388 for$1576.00, #2979 for$32.50,# , D) Checklist E) Authorization F) Application,project description G) Environmental form with project description and photographs H) Bidwell Title Co. report#227470 �r BUTTE I) Will serve letters SFWP, LOAPUD COUNTY J) NE Info Center Agreement,topo map JU,N 0 .5 2006 K) Drainage Statement, schematic 11 x 17 L) Geotechnical Report from H&K DES RVIC NT CES M) Arborist Report from Howell It Is Thank you for your assistance with this application. Please contact our office if you need any additional information. inc ly, Michae G. Evans EY,4AIS f&Al WORKS MWIVS fUAI WORKS Calif. Gen. Eng. Contractor#548284 Michael G. Evans One Nice Place, Oroville, CA 95966 (530) 570-5498 - Fax (530) 533-6028 oneniceplace@cglobal.net May 15, 2006 HERITAGE CIRCLE PROJECT DESCRIPTION APN 069-520-035 PROPOSAL: Planned Unit Development, 60 units ACREAGE: 5.12 acres ZONING: R-4 PROPOSED: PUD GENERAL PLAN: Commercial EXISTING USE: ' Vacant SEWER: Lake Oroville Area Public Utility District BUTTE WATER: South Feather Water&Power Agency COUNTY ELECTR. /GAS: P. G. &E. JUR-0 5 2006 TELEPHONE: ATT CABLE: Comcast DEVELOPMENT DRAINAGE: Detention SERVICES ACCESS: Private easement per 62 M 25, 05-5990 PROJECT TEAM: Owner/Applicant: Martin Bloom, Oakland Broker: The Property Network, Oroville Architect: Arcademe, Chico Engineer: Crammer Engineering Inc., Grass Valley Soils Engineer: Holdrege &Kull, Chico Arborist: Howell It Is, Gridley Landscape Architect: Land Image, Chico Design Consultant: Evans Fun Works, Oroville CONCEPT: Utilization of High Density Zoning and introduction of attached,high density, town home style products in a planned setting at Lake Oroville. PROJECT HISTORY: Parcel created in 1977 by Parcel Map 62-25 designated for future residential and commercial development. Property adjacent on east developed as single mobile home in approx. 1990. Surrounding properties including mobile home on east purchased by Dan Kohrdt in approx. 1999 wherein the mobile home and all trees were removed east of.the I �I BUTTE COUNTY Project description, May 15, 2006 JUN .0.5 7006 Pg. 2 DEVELOPMENT SERVICES project site. Kohrdt commenced earthwork leading to County grading concerns and Sheriff station removal, also clearing most of the trees and underbrush on all of his adjacent holdings. The subject parcel was acquired by Bloom in 2005 wherein garbage and underbrush removed for Arborist review,topographic surveys and project team formulation. Careful consideration of site features determined project design including some oak preservation areas along exterior and 12 units per acre density. The attached,town home,for sale units in a planned, landscaped environment near Lake Oroville are unique at this time. This design of high architectural and landscape detail with a common recreational amenity has been refined for more than one year leading to this application. PROJECT SETTING: The property is adjacent to and northerly of State Highway 162 between the Apica/Heritage intersection approx. 1200 feet west and the Kelly Ridge/Miners Ranch intersection approx. 1800 feet easterly of site. Heritage Road is approx. 500 feet north of the site. An un-constructed private easement serves the site from Heritage approx. 300 feet west of Rachel Drive. Access to Highway 162 is not practical due to a high fill slope along the southerly side increasing from approx. 2 feet at the southwest corner to more than 20 feet at the southeast corner. The site slopes easterly from 5 to 10%and has approx. 300 oak and 30 large yellow pine trees,native grasses and some ceanothus underbrush clumps. A small swale crosses a portion of the site from north to southeast. Native grasses and some brush clumps are remaining vegetation. Numerous loads of,garbage have been removed from the site and surrounding parcels and multiple complaints have been registered through County abatement procedures. Applicant has chosen not to fence site at this time nor is any fencing currently proposed for project perimeter at build-out. The property is in the SFWPA district boundaries and treated water crosses the property along the south boundary. The property is in the LOAPUD boundaries and sewer facilities are easterly of site near Kelly Ridge Road. Extension of sewer mains will be required across adjacent private lands or within the State Highway right of way. Electricity,telephone and cable lines run overhead along Heritage Road and will be extended underground throughout the project. Natural gas is also available in the vicinity and will be extended according to utility company regulations. The nearest development is located easterly at Heritage and Rachel and is the clubhouse component of a partially constructed and occupied townhouse project known as Heritage Estates. The ATT Telephone Company has a maintenance facility approx. 500 feet northeast of the site along Heritage Road. Other properties west,north and east are larger vacant parcels zoned for residential development. South of Hwy. 162 is the Village Oaks single Family Subdivision and the recently constructed"The Ridge Subdivision". The SFWPA Miners Ranch water treatment facilities and reservoir are approx. one-half mile to the east and the Saddle Dam of Lake Oroville is approx. one-half mile to the north of the site. i BUTTE COUNTY I� Project description, May 15, 2006 j SUN" 0'5 2006 Pg. 3 DEVELOPMENT ., SERVICES PLANNED UNIT DEVELOPMENT: Butte County has few high density R-4 parcels,with three in the greater Oroville area, with subject parcel being located in area planned for commercial services and residential uses. This type of project is consistent with the existing Commercial General Plan designation. Maximum density allowed on parcel would be 102 units, unlikely given some slope to site and desire to preserve some soak trees, or as apartments with stacked units. The 60 units and common facilities as,proposed better fit the site and allow for rental or sales of the units. f The sixty(60)units are proposed as twenty three multi-story duplexes and four multi-story four-plexes surrounding an internal private street connecting to the access easement. A future road connection is proposed to fink with commercially zoned property to the east. No access onto Highway 162 isproposed due to the high fill slopes and poor sight distances where the fill slope is low near southwest corner of site. A decomposed granite and concrete pedestrian trail surrounds the site with connections to sidewalks adjacent the street system. The roads will be private roads, constructed to County maintenance standards. A small bridge with seating, entry pillars and a traffic circle with fountain are also proposed. Street furniture and lighting will be incorporated with a common architectural theme. Screened garbage receptacles and mailbox areas are scattered throughout the site. The plant materials have been carefully selected to provide a cohesive visual effect throughout the project and the seasons. A maintenance building is also proposed for landscape equipment and composting of leaves,to be re-incorporated into the planned landscape and oak preservation areas. Grading and drainage design proposes to minimize slope reduction, incorporates retaining walls and will maintain the drain swale which will also function as storm water detention in winter months. Landscape plant materials are sympathetic to preserving several of the oak trees along the perimeter for watering needs. A 4000 square foot recreation building with pool and spa, men's and women's bath/changing rooms, a kitchen,meeting room and a central park with a putting green are located within the central common area. Disabled and additional parking is provided adjacent the recreation building which overlooks the t arc circle and fountain. A Homeowner's Association is proposed for ownership of all lands and facilities except for the building footprint,patio and the area underneath second level decks. The HOA will collect fees adequate to provide for the street, landscape and common recreational facilities maintenance as per State of California Dept. of Real Estate guidelines and experience. The developer proposes to control the HOA until such time as 55 units (92%) are sold and may also hold the balance of sales beyond ten years due to common interest subdivisions liability issues for construction defects. Currently insurance is expensive and it is anticipated this matter will resolved at the State level or these types of high density,for ownership projects will not be feasible in the future. 'I BUTTE COUNTY Project description, May 15, 2006 JUN 0.5 2006 pgA DEVELOPMENT SERVICES HOME OWNERSHIP: Home sizes vary from 1395 to 1546 square feet, with each unit having a two car garage and two additional off-street parking spaces. The home designs take into account the existing slope of the property and are multi-level with one half story transitions between floors. Four plans have been incorporated; an uphill (A), a downhill, (B)and two side hill (C 1 and C2) versions. All garages access the street at the front with the two additional parking spaces between the garage and the street. These spaces,will be exclusive parking easements appurtenant to each respective unit. The planter areas adjacent the parking spaces and entry walkways will.also be maintained by the HOA. Many plans will have small backyard patios at ground level or decks at upper levels, storage closets accessed from outside and private solariums. Exteriors will be color cast stucco in muted earth tones with fireproof cement tile roofing and each unit will have interior fire sprinklers. Pricing has not been established for the units at this time. The market is expected to be retirees and some professionals desirous of the planned, managed setting and vacation or second homes. No phasing is proposed at this time with construction planned for 2007. PROPOSED MITIGATIONS: 1) Oak replacement mitigation program to be determined. 2) Units to be constructed with fire sprinklers. 3) Units with patios along south property line to informed of SFWP waterline easement with all expenses of replacement of patio due to SFWP line maintenance to be borne by owner of respective unit. 4) Access easement from Heritage Road to project entry to be constructed to County Standard for maintenance. Michael G. Evans EMNS fUIV WDRKS IZ CHICO ❑OROVILLE C ADISE ❑GRIDLEY 1 500 Wall St. 1835 Robinson St. I41.-parson Road 560 Kentucky PO Box 5173 PO Box 811 PO Box 490 PO Box 949 LaDonna Joyner Chico,CA 95927 Oroville,CA 95965 Paradise,CA 95967 Gridley,CA 95948 Chief Executive Officer (530)894-2612 (530),533-2414 (530)877-6262 (530)846-4005 County Manager ESCROW FAX: FAX(530)533-1589 FAX(530)872-5129 FAX(530)846-0584 (530)894-0713 ❑TITLE ONLY DEPT. 145 Pearson Road Serving the north TITLE FAX: Paradise,CA 95967 state since 1913 (530)894-5713 (530)877-6920 FAX(530)877-6922 PURCHASER: ORDER NO.: 00227470-099 -LR TITLE CONTACT: Linda J. Rhyne SHORT TERM RATE: Yes PROPERTY ADDRESS: ESCROW COMPANY : The Property Network,ATTN—Carl Von Bergen BUTTE COUNTY SUBDIVISION REPORT Stewart Title Guaranty Company JUN'0 .5 Z��s Chicago Title Insurance Company DEVELOPMENT First American Title Insurance Company SERVICES In response to the above referenced application for a Policy of Title Insurance, Bidwell Title & Escrow Company hereby reports that it is prepared to issue, or cause to be issued, as of the date hereof, a Policy or Policies of Title Insurance describing the land and the estate or interest therein hereinafter set forth, insuring against loss which may be sustained by reason of defect, lien or encumbrance not shown or referred to as an Exception below or not excluded from coverage pursuant to the printed Schedules, Conditions and Stipulations of said Policy forms. The printed Exceptions and Exclusions from the coverage of said Policy or Policies are set forth on the attached cover. Copies of the Policy forms should be read.They are available from the office which issued this Report. Please read the exceptions shown or referred to below and the List of Printed Exceptions and Exclusions set forth in this report carefully. The Exceptions and Exclusions are meant to provide you with notice of matters which are not covered under the terms of Title Insurance Policy and should be carefully considered. It is important to note that this Preliminary Report is not a written representation as to the condition of title and may not list all liens, defects, and encumbrances affecting title to the land. This Report (and any supplements or amendments thereto) is issued solely or the purp se of facilitating the issuance of a Policy of Title Insurance and no liability is assumed hereby. it is desired at I' bility acsum prior to the issuance of a Policy of Title Insurance, a Binder or Commitment should a equested. r. Dated as of: April 12,2006 at 7:30 a.m. Amisa Whitfield Title Officer The form of Policy of Title Insurance contemplated by this Report is: ❑ ALTA Residential Title Insurance Policy with Plus Endorsement—(06-01-87) ❑ ALTA Homeowners Policy—(10-17-98) / CLTA Homeowners Policy—(6-2-98) ❑ ALTA Loan Policy with ALTA Endorsement Form 1 Coverage—(10-17-92) ❑ CLTA Standard Coverage Policy—1990 ❑ ALTA Owner's Policy Form B—(10-17-92) ❑ ALTA Gold Loan Policy—(08-92) The estate or interest in the said land hereinafter described or referred to covered by this Report is: FEE as to Parcel I; and an Easement as to Parcel II Title to said estate or interest at the date hereof is vested in: MARTIN BLOOM,an unmarried man PRELIM 1 ORDER NO.: 00227470-099 - LR At the date hereof exceptions to coverage in addition to the printed Exceptions and Exclusions contained in said Policy form would be as follows: EXCEPTIONS: 1. General and Special County taxes for the fiscal year 2006-07, including possible personal property taxes, now a lien, but not yet due or payable. 2. General and Special County taxes for the fiscal year 2005-06 First Installment $311.28,paid Second Installment $311.28,plus penalty and costs in the amount of$56.12,delinquent Land $58,418.00 Improvements $-0_ Exemption $-0- Personal Property— Mobile Home $-0- AP No. 069-520-035 Code 091-004 NOTE: Any payments made after April 12,2006 are not yet reflected in the Tax Collector's Records. 3. Supplemental taxes for the fiscal year 2004 assessed pursuant to the provisions of Chapter 3.5 (commencing with Section 75)of the Revenue and Taxation Code of the State of California First Installment $423.89,plus penalty of$42.38,delinquent Second Installment $423.89,delinquent plus penalty and costs of$67.38 Event Date February 1,2005 Bill No. 990-239-116-000 4. Supplemental taxes for the fiscal year 2005 assessed pursuant to the provisions of Chapter 3.5 (commencing with Section 75) of the Revenue and Taxation Code of the State of California First Installment $1,276.87, plus penalty of$127.68,delinquent Second Installment $1,276.87,delinquent plus penalty and costs of$152.68 Event Date February 1,2005 Bill No. 991-239-116-000 5. The lien of supplemental taxes, if any, assessed pursuant to the provisions of Chapter 3.5 (commencing with Section 75)of the Revenue and Taxation Code of the State of California. 6. All taxes, assessments and obligations of South Feather Water and Power Agency (formerly Oroville Wyandotte Irrigation District. NOTE: For any amounts due contact: SOUTH FEATHER WATER AND POWER AGENCY 2310 Oro Quincy Hwy Oroville,CA 95966 Phone: 533-4578 PRELIM ORDER NO.: 00227470-099 - LR 7. Obligations and Fees of Lake Oroville Area Public Utility District including charges of Sewerage Commission Oroville Region which are billed quarterly by Lake Oroville Area Public Utility District. NOTE: For any amounts due contact: LAKE OROVILLE AREA PUBLIC UTILITY DISTRICT 1960 Elgin Street Oroville,CA 95965 Phone(530)533-2000 8. TERMS,CONDITIONS AND PROVISIONS of an Agreement Relating to Road Maintenance Agreement Executed by Tom Rogers and Patricia A.Rogers Recorded on June 23, 1977 Recorded in Book 2184 of Butte County Official Records,at page 56 9. Easements, Setback Lines and Note(s) as shown or dedicated by Parcel Map recorded June 23, 2004 in Book 62 of Maps,at page(s)25. 10. Easement for the purpose.stated herein and incidental purposes Granted to Oroville-Wyandotte Irrigation District For Easement for the construction and maintenance of a water line Recorded on April 30, 1980 Recorded in Book 2511 of Butte County Official Records,at page 61 Affects The Southerly 10 feet of Parcel 3 11. A Deed of Trust to secure an indebtedness in the original amount shown below: Dated January 24,2005 Trustor Martin Bloom,an unmarried man Trustee Bidwell Title& Escrow Company,a California corporation Beneficiary Interest Income Partners,L.P.,a California Partnership Amount $165,000.00 Recorded on February 1,2005 Recorded in Butte County Official Records Serial No.2005-5991 The amount due, terms and conditions of the indebtedness should be determined by contacting the owner of the debt. PRELIM ORDER NO.: 00227470-099 -LR 12. A Deed of Trust to secure an indebtedness in the original amount shown below: Dated March 16,2005 Trustor Martin Bloom,an unmarried man Trustee Placer Trustee Services Beneficiary Rico Brazil,Trustee of the KOA Development Inc., retirement Trust Account as to an undivided$270,000.00 interest; Randy Evans,a single man as to an undivided$150,000.00 interest; Stan Hanes,Owner of the S. A.Hanes Pension Plan as to an undivided$170,000.00 interest;Karl H.Kratrzmann and Marianne Kratzmann,Co-Trustees of the Kratzmann Family Trust dated August 15, 1996 as to an undivided$100,000.00 interest; Karl H. Kratzmann and Marianne Kratzmann,Trustees of the M&K Kratzmann Corporate Retirement Plan Trust as to an undivided$270,000.00 interest; Russell S. Woods and Kathy C. Woods,husband and wife,as joint tenants as to an undivided$100,000.00 interest; Susan Lee Walker,Trustee of the Lenore R. Kagen 2000 Irrevocable Trust as to an undivided $270,000.00 interest; Edward Walker and Susan Walker,Trustees of the Walker Family Trut dated February 11,2005 as to an undivided$170,000.00 interest Amount $1,500,000.00 Recorded on March 21,2005 Recorded in Butte County Official Records Serial No. 2005-15424 The amount due, terms and conditions of the indebtedness should be determined by contacting the owner of the debt. Request for copy of any Notice of Default or Election to sell pursuant'to Section 2924b of the Civil Code Recorded on March 21,2005 Recorded in Butte County Official Records Serial No. 2005-15425 Mail to Robert J.Van Zile Address P. O.Box 2077,Seaside,CA 93955 Said Deed of Trust has been modified by an Instrument Recorded on September 29,2005 Recorded in Butte County Official Records Serial No.2005-58928 The beneficial interest of Susan Lee Walker,Trustee of the Lenore R.Kagen 2000 Irrevocable Trust under said Deed of Trust has been assigned of record To Susan L.Walker a married woman,as her sole and separate property,As To An Undivided 25.00% ($67,500.00) interest; Michael Joey Kagen,a married man,as his sole and separate property,as to an undivided 25.00% interest($67,500.00)interest; Debra L. Kagen,a single woman,as to an undivided 25.00% ($67,500.00)interest; Miriam A. Kagen,a single woman, as to an undivided 25.00%($67,500.00)interest Recorded on March 14,2006 Recorded in Butte County Official Records Serial No.2006-12773 13. Information in possession of this company indicates that a division of land is contemplated in the current transaction involving the land described in this report. Such contemplated division of land would appear to fall within the purview of the Subdivision Map Act and as a prerequisite to the closing of this transaction,at least one of the following requirements must be accomplished to this Company's satisfaction: (1) That a Subdivision Map has been recorded in compliance with the Subdivision Map Act or related local ordinances. (2) That a Parcel Map has been recorded in compliance with the Subdivision Map Act of related local ordinances,or PRELIM ORDER NO.: 00227470-099 -LR (3) That a Certificate of Compliance as provided for in the Subdivision Map Act has been recorded or that all satisfactory evidence indicating compliance or non-violation be furnished. 14. No known•mitters otherwise appropriate to be shown have been deleted from this report, which is not a policy of title insurance,but a report to facilitate the issuance of a policy of title insurance. For purposes of policy issuance, no items known may be eliminated on the basis of an indemnity agreement or other agreement satisfactory to the Company as an insurer. END OF EXCEPTIONS PRELIM ORDER NO.: 00227470-099 - LR NOTES: NOTE: The land herein was created by Deed recorded June 23,1977 in Book 62 of Butte County-Official Records,at page 25. The vestee herein acquired title by Deed recorded February 1,2005, Butte County Official Records Serial No. 2005-5990. END OF NOTES PRELIM ORDER NO.: 00227470-099 - LR SCHEDULE C THE LAND REFERRED TO HEREIN IS DESCRIBED AS FOLLOWS: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: PARCEL A: PARCEL 3, AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JUNE 23, 1977, IN BOOK 62 OF MAPS,AT PAGE(S) 25. AP NO. 069-520-035 PARCEL B: A 60 FOOT NON-EXCLUSIVE PUBLIC EASEMENT FOR INGRESS AND EGRESS OVER PARCELS 1 AND 2, AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JUNE 23, 1977, IN BOOK 62 OF MAPS, AT PAGE(S) 25. ' Slk301:2,4'::di`:`JLCn'F • f PRELIM I his mar t,;. , nc:: 17 zi- GBJ;Ce,' _. ..... "7 Go sha[i'l not rs y upon,it tr !i an ars ,aiio,#:sho nserai W Iccai; a a'° .7,2_a!or•3arclas d6ili'.cned. tm`.rite Co., aSsly . ior allana� iyss or damage from milance cf?hic M20. 109 2 9 1916.47 0 T. /9 N. R. 4 E. I9 R. 5 E. M.D.B. 6.9-52 N N N 2 2 O o m 1 fl ) b y f/,/z v LO �� Rf7• / ; 47 s IV 25 N "1t 59 R�p6� P.• ( s.3rac 0 37.10 Ac 00 �1 Y 6Q O 7 Cq 347 g m KE Y m� PM 49- N 43 n a > 48 /•,sac 2071.66 3 59 J 1 V 32 ' S o.� 3NG SPS i O 7 yF o 29 42.38 AC. m b I 5 029 0� "O "� 9�q� a m AC. ^ m`EAST RIDGE q0 K s� CO SUB. R. 5_E._ _ h PM 70-31 7oe.2a cB3`t� - - - - - - - - - ( VILLAGE T. /9 N. R. 4 E. 9N 0.99dC lO C eK I QAAS - 2639.13 a W ` 306 67g osl P i ,iii 1� ®33-MAC. \\\ 28 34 ° F UNIT 3 „ 1 NO.f f817AC1 o BC.OB AC 4'7AC N e.aAc f f8.57AW VILLAGE COW.—l-> 0A.. 62.25 CHARTS DR. '+ °' a°li 1 OAKS 41.57% .2788. 8 .9 1 Q0.826.t426�C rOR UNIT 50/51. l7F(LYIS,C./RADM/D,r' I ,oaPG ro.l+us[. z1#n� N0.2 3s 453AC ( LOT s1 1 z6oacl VILLAGE OAKS 36a UN/T/A N m i 1 N I 0 2981.87 W V Q 41 � m � 3AiM / M1 57.3 AC l m PM 45-19' m 38 P/ Assessor's Ma No. 69-52 CC Q / 322D County of Butt Calif. No°55 E WAY-- \' / F T71 REVISED.2-91. SOA13 lk K 4, 41 reiiy kz� f 14 lk IR 0 21 ° Wa , Na 11 f4i -JI r In kR, 4�411 a r, zt '0,0 '00 4 Ikft Q�/� . �__ 3p �Wv C u M3 -11.1000 102 2 0� 2 '60 1 QZ 1-z NQ IN" It Z,tZ 25 DO- I Z, VIEW Ep Ino Al ButlteLINGSCouDnRty ECTODe partmenI PETER too seDevelopment Services, o�►vTTF - TIM0 0 NT DIRECT .0 7 County Center Drive o /� o Oroville, CA 95965 0 ~"-'--�= Jo (530) 538-7601 Telephone (530) 538-7785 Facsimile �UN� ADMINISTRATION" BUILDING* PLANNING July 20, 2006 Martin Bloom 420 Avon St. Oakland, CA 94618-1024 Re: Pre-Development Review for a Proposed Planned Unit Development/Tentative Subdivision, located on the north of Highway 162 (Olive Highway), approximately 0.4 miles west of Kelly Ridge Road, APN 069-520-335. Dear Mr. Bloom: This letter is.intended to provide a summary of the information provided in the meeting held on June 28, 2006, regarding your proposal for a Planned Unit Development/Tentative Subdivision Map for residential development(60 dwelling units and a clubhouse). The following written comments are included with this letter: 1. Butte County Public Works 2. Butte County Fire (CDF) Department 3. Butte Local Agency Formation Commission 4. City of Oroville 5. Department of Transportation 6. Planned Unit Development, Butte County Code Section 24-210. The following is a summary of the comments from the meeting. 1. Planning Division: A. Discussed the concerns of the proposed lot :sizes (less than 6,500 square feet). The Planning Division will be reviewing the conflict between the zoning and General Plan regarding minimum lot sizes. B. Setback requirement from Olive Highway (Highway 162) is 25 feet. A cross section showing the proposed grade, structures and Olive Highway will help in the analysis. A noise study along Olive Highway will most likely be required during environmental analysis. C. An Oak Tree Plan was submitted and will be incorporated into the environmental document. Oak tree replacement will occur off-site. i Page 1 of 3 I 1 D. Discussed the possibility of a gated community. Applicant was not proposing it. E. Off-street parking requirements of the PUD can be satisfied by the individual driveways proposed. F. Open space requirements of the PUD can included the pool area of the clubhouse, along with the open space trail areas. G. Discussed possible sound wall along Olive Highway. H. No direct access onto Olive Highway. 2. Public Works: A: Road standard is 40' curb to curb. (Possible exception request) B. RS 3A standard for access to Heritage Road. C. Butte County Code Section 20-133 —number of lots on a cul-de-sac. A required full constructed emergency access (discussed to the east). (Possible exception request) D. On-line drainage calculations through swale are difficult to show. Note that draft conditions submitted are based on preliminary review and based on plans submitted for the Pre-Development Meeting. The project will be re-evaluated at time of project application submittal. 3. Butte County California Department of Forestry: A. Discussed that a pressurized water system (200 gpm) is required prior to combustible construction. B. Hydrants spacing shall be 300 feet. C. Fire Sprinklers will be determined during project review. Note that draft conditions submitted are based on preliminary review and based on plans submitted for the Pre-Development Meeting. The project will be re-evaluated at time of project application submittal. 4. The Departmental of Environmental Health will require will-serve letters from LOAPUD and SFWPA. 3.- The Agricultural Commissioner determined there are no significant agricultural issues. 4. South Feather Water & Power — The applicant submitted a letter from SFWPA which they are willing and able to provide water. The letter included the requirements of SFWPA and also stated that construction on the water system must start within 12 months of the date of the Conveyance Agreement. The parcel is within the SFWPA district and a willing and able letter will need to be included with the project application submittal. 5. Lake Oroville Area Public Utility District — The applicant submitted a letter from LOAPUD, but it was referencing an incorrect parcel. The County has not received the correct letter. The parcel is within LOAPUD and a willing and able letter will need to be included with the project application submittal. Page 2of3 Based upon your proposal as contained in materials submitted with your Pre-Development Conference application, the following items may be required for us to prepare an environmental evaluation: • Archaeological Study(survey for historic and pre-.historic cultural resources) • Traffic Study • Noise Study Note that these issues are not exhaustive. During the processing of the actual application, other issues may arise that could place significant conditions on your project. If you have any questions, please do not hesitate to call me at 530-538-7376, or email at mmichelena@buttecounty.net. Sincerely, Mark Michelena Senior Planner Cc: Michael Evans,Evans Fun Works, One Nice Place, Oroville, CA 95966 Enc. Page 3 of 3 BUTTE COUNTY STANDARD CONDITIONS FOR TENTATIVE FINAL MAP APPLICANT: Martin Bloom, PRED 06-16 DATE: 6/28/06 AGENT: Michael Evans, Evans Fun Works APN: 069-520-035 FILE#: PRED 06-16 PLANNER: Mark Michelena PROJECT.DESCRIPTION: Predevelopment for a PUD/TSM 60 lot subdivision. Those items checked are conditions of approval. PLEASE CONTACT THE PUBLIC WORKS DEPARTMENT FOR COMPLIANCE WITH THE FOLLOWING CHECKED CONDITIONS: A. STREETS ® 1. Prior to or concurrently with the recordation of the Final Map, provide a fully executed road maintenance agreement for all non-publicly maintained access roads on the.County approved form. A note shall be placed on a separate document which is to be recorded concurrently with the map or on an additional map sheet of the Final Map stating: "In accordance with Civil Code Section 845, maintenance of the road as shown hereon shall be shared by those properties with a legal interest in it." ® 2. All access rights shall be reserved by deed per County Ordinance, offered for dedication, and depicted on the Final Map. Place the following note on the Final Map: "approved road name is a non-exclusive easement for ingress, egress, road and public services purposes, to be reserved in deeds and is hereby offered for dedication to the County of Butte." ❑ 3. Prior to the recordation of the Final Map, demonstrate to the Department of Public Works that there is approved access conforming to County Code to each parcel from a publicly maintained road. ❑ 4. Prior to or concurrently with the recordation of the Final Map, Deed to Butte County in fee simple feet of right-of-way from the centerline of I along the entire property frontage. The right-of-way shall be sufficient for the installation of Improvement Standard No. S-5 at all street intersections. ❑ 5. Prior to or concurrently with the recordation of the Final Map,relinquish abutter's rights of access to Butte County along the I frontage of parcels 11 except at approved access points. ® 6. Prior to recordation of the Final Map, provide street name signs per requirements of the Department of Public Works. Street names shall be reviewed by the County Address Coordinator and one name for each new street shall be recommended to the Board of Supervisors for approval prior to recordation'of the Final Map. A minimum of five alternate names for each new street shall be submitted. ® 7. Prior to final road inspection, install all necessary traffic safety signs including stop signs. For all non-publicly maintained access roads, a note shall be placed on a separate document which is to be recorded concurrently with the map or on an additional map sheet of the Final Map stating: "No public entity shall be responsible for the maintenance of the traffic safety signs including stop signs. In accordance with Civil Code Section 845,maintenance of the traffic safety signs shall be shared by those properties with a legal interest in them." ❑ 8. Prior to recordation of the Final Map, obtain an encroachment permit and improve all new and existing driveway approaches to publicly maintained roads as specified in the County Improvement Standards and the terms of the encroachment permit. ® 9. Prior to the recordation of the Final Map,obtain an encroachment permit and construct a standard S- 18B road approach in accordance with County Improvement Standards. Adequate sight distance at the intersection of access road and Heritage Road shall be provided. Right-of-way required for construction of road approach and roadside drainage shall be provided. ❑ 10. Provide a cul-de-sac designed and constructed as specified in the County Improvement Standards. The Final Map shall show the cul-de-sac. ® 11. Prior to the recordation of the Final map, construct o- provide a performance bond and labor and material bond for the construction of a full street section on access road from project boundary to intersection of Heritage Road to an RS-3A geometric standard with 32' wide travel way. Minimum structural section to be 3" AC, and 12" AB, prime coat, fog seal and 95 % relative compaction. Submit design to Land Development Division for approval prior to construction. "R" value determination and other data may be required to support the section design. Construct on-site road to typical section shown on Tentative Map. ❑ 12. Prior to the recordation of the Final map, construct, or provide a performance bond and labor and material bond for the construction of, a full street section on to an RS- road standard with rolled curb, gutter, and sidewalk and " AC, and "AB, prime coat, fog seal and 95 %relative compaction. Submit design to Land Development Division for approval prior to construction. "R" value determination and other data may be required to support the section design. ❑ 13. Prior to recordation of the Parcel Map, provide approved access to each parcel from a County maintained road or from a state highway. Improve parcel I frontage to RSJ LDJ and access road to parcel being divided to RS-1 LD J . (If the parcels being created are 5 acres or less in gross area, submit road and drainage plans to the Department of Public Works for plan checking and approval prior to construction). ❑ 14. Prior to recordation of the Parcel Map, submit road and drainage improvement plans for the installation and construction of the street frontage improvements on 1 to 1 County Improvement Standards. Improve parcel I frontage to a ''/z+ 12' /full street section on I to an RSJ road standard including, but not limited to curb, gutter and sidewalk for parcels with gross acreage of one acre or less. Construct, or provide a performance bond and labor and material bond for the construction prior to recordation of the Parcel Map. ® 15. Show on the additional map sheet of the Final Map a 25 ft. building setback from the edge of the ultimate right-of-way of Olive Highway and a 20 ft. building setback from the edge of the ultimate right-of-way of access road based on Butte County Code Section 24-75(d). ® 16. Street lighting shall be provided in accordance with Butte County requirements,accepted design criteria,and recommendations of Pacific Gas&Electric Company. Where the County has determined that it is not detrimental to health and safe-y,the developer may choose to only install electrical outlets for streetlights. If streetlights are to be installed,the annual energy costs shall be funded through a County Service Area(CSA)or other entity as approved by the Public Works Director. The developer must complete the formation of the CSA or other approved entity prior to recordation of the Final Map. The formation of a CSA or other approved entity will require the developer to fund the service until the beginning of the first fiscal year in which service charges can be collected and to agree to an annual maximum service charge to ensure continued operation of the facilities. ® 17. Provide traffic circulation per Butte County Code 20-133. B. DRAINAGE ® I. Prior to the application being deemed complete, a conceptual plan for a permanent solution for drainage shall be submitted to and approved by the Department of Public Works. The drainage plans shall detail existing drainage conditions and shall specify how drainage waters shall be detained or retained on- site and/or conveyed to the nearest natural or publicly maintained drainage channel or facility and shall provide that there shall be no increase in the peak flow runoff to said channel or facility. If storm drainage facilities serve new public roads,the developer must complete the formation of a County Service Area(CSA)or other Department of Public Works approved entity prior to recordation of the Final Map. The CSA formation process will require the Developer to fund the service until the beginning of the first fiscal year in which service charges can be collected for the CSA, and agree to an annual maximum service charge to ensure continued operation of the facilities. ® 2. Prior to final improvement inspection by the Department of Public Works, all new drain inlets shall be labeled with the county approved drain marker per County Standard S-40. Improvement plans shall show and/or note the requirements for labeling inlets pursuant to Butte County Standard S-40. ❑ 3. Prior to recordation of the Final Map, establish 100 year flood plain elevations and the lowest floor elevations for any structures, in accordance with Butte County Code §26-25. Show on the additional map sheet the elevations(by contours)and the location of an accepted NGVD29 (National Geodetic Vertical Datum of 1929)benchmark and a temporary benchmark on-site. ❑ 4. Prior to, or concurrently with the recordation of the Final Map, pay the applicable drainage fees in effect at the time of recordation of the Final Map for the i drainage area. (The current fee is now $ /acre.) ® 5. Prior to grading, a Construction Storm Water Permit will be required by the State Water Resources Control Board if the project results in a disturbance (including clearing, excavation, filling, and grading)of one or more acres. The Permit must be obtained from the State Water Resources Control Board prior to construction. If a Construction Storm Water Permit is required, place a note on an additional map sheet that states: "The development of this Final Map required a construction storm water permit. Construction activities that result in a land disturbance of less than one acre,but which are part of a larger common plan of development, also require a permit. Development of individual lots may require an additional permit(s)." C. FINAL MAP ® 1. Show all easements of record on the Final Map. ® 2. Prior to or concurrently with the recordation of the Final Map, pay in full any and all delinquent, current and estimated taxes and assessments as specified in Article 8 of Chapter 4 of Division 2 of Title 7,of the California Government Code commencing with Section 66492. ® 3. Pay the recording fees in effect at the time the Final Map and related documents are recorded. ❑ 4. Prior to or concurrently with the recordation of the Final Map, pay all applicable assessments established by affected assessment districts,in full. ❑ 5. Prior to the recordation of the Parcel Map, prove to the satisfaction of the Director of Public Works that the parcel to be divided is a legal parcel. ❑ 6. Place a note on a separate document which is to be recorded concurrently with the map or on an additional map sheet of the Final Map regarding�. f" Butte County De,_ tment of Development �uT° ° r� Services ° ° TIM SNELLINGS, DIRECTOR I PETE CALARCO,ASSISTANT DIRECTOR ° ° ° -=r _ ° 7 County Center Drive ° -� ° Oroville, CA 95965 cOUNZy (530) 538-7601 Telephone (530) 538-7785 Facsimile June 28,2006 To: Inter-Departmental Review Committee Subject: Evaluation and Completeness of Application Applicant: Bloom,Martin,TRED 06-16 Planner: Mark Michelena APN: 069-520-035 Location: Olive Highway(Highway 162 near Kelly Ridge Road,Oroville) 30-Day Complete 7/6/2006 Date of IDR 6/28/2006 This application is being provided to you for comments. Please see attached documents. A hard copy of the application, including maps, has been sent to Environmental Health, Building Manager, LAFCo, Agricultural Commission, Public Works, Assessor, and CDF. All Environmental Health correspondence is routed through Karen Frederick at 7 County Center Drive. The purpose of this notice is to give you the opportunity to comment on the completeness of this application electronically to the planner, so that preparations can be made for the IDR meeting on 6/28/2006. Do you find this application complete? ❑ NO. Please respond prior to or at the IDR meeting06/26/06, regarding completeness of application. What is needed to make the application complete? X YES. My Department's conditions and/or mitigation measures are attached or will be provided at the IDR meeting. If conditions cannot be provided at or prior to the-IDR meeting they must be provided no more than 1 week after the meeting. Standard Conditions are attached for your convenience. (PLEASE SEND YOUR RESPONSE TO: mmichelenammichelena@buttecounty.net). Signature: Darren Read Department: CDF Date: 6/28/06 K:/Planning/Projects/A New File/IDR Memos/IDR Completeness 8/30/05 r 7. BUTTE COUNTY f STANDARD CONDITIONS FOR •f TENTATIVE SUBDIVISION MAP APPLICANT: Bloom, Martin DATE RECEIVED: 6/5/2006 AGENT: Evans Fun Works APN: 069-520-035 PLANNER: Mark Michelena FILE#: PRIED 06-16 PROJECT DESCRIPTION: a pre-application meeting for a proposed PUD/Tentative Subdivision Map to develop 60 dwellig units Those items checked are conditions of approval. PLEASE CONTACT THE BUTTE COUNTY FIRE DEPARTMENT FOR COMPLIANCE WITH THE FOLLOWING CHECKED CONDITIONS: S. FIRE CLEARANCE X 1. Construction, installation or development of buildings and/or roads, driveways, gates and bridges on parcels/lots shall comply with the latest California Fire Safe Regulations—Public Resources Code 42.90, 4291 and current Butte County Improvement Standards,whichever is stricter. X 2. Prior to construction, a pressurized comm-inity water system for fire protection is required. Bonding may be allowed with the approval of the County Fire Chief. Average required hydrant spacing is _500_ feet, hydrant size _6_ inches, and residual fire flow of_1,750 GPM for the residences, (2000 GPM for the community center with a hydrant within 300 feet). Fire hydrant identification, road reflectors or post reflectors acceptable to the County Fire Chief shall be installed or bonded, prior to Parcel or Final map recordation. Submit plans to the Fire Department for review and approval prior to construction. ❑ 3. Place a note on a separate document and recorded concurrently with the Parcel, Final map or an additional map sheet stating that "Fire suppression sprinkler systems shall be installed in all new residential dwellings in accordance with NFPA Standard 13D, unless a pressurized community water system with hydrants that meet Fire Department specifications serves the property." A note stating "Automatic Fire Sprinklers conforming to NFPA Standard 13D required" is to be added to all affected building plans. ❑ 4. In lieu of hydrant installation, prior to recordation of the Parcel or Final map, payment shall be made into the hydrant fund at the current rate per lineal foot of street frontage. ❑ 5. Prior to building construction,provide an all weather access of at least 10 feet wide and vertical clearance of 15 feet that will allow for ingress and egress and accommodate a 40,000-pound fire apparatus to within 150 feet.of all structures. X 6. Place a note on a separate document, which is to be recorded concurrently with the Parcel or Final map, or on an additional map sheet stating, `Building identification and/or addresses shall be installed in conformance with Public Resources Code 4290 and shall be posted at the time of permit issuance and maintained continuously thereafter. BUTTE LOCAL AGENCY FORMATION COMMISSION 1.453 Downer Street, Suite C ® Oroville, California 95965-4950 (530)538-7784 a Fax (530)538-2847 8 www.buttelafco.org ,d� BUTTE COUNTY MEMORANDUM JUN 13 2006 DEVELOPMENT TO: Mark Michelena, Senior Planner, Butte County Planning Division SERVJC_Pq 5� FROM: Steve Betts, Senior Planner SUBJECT: PRED 06-16- Bloom Predevelopment Conference DATE: June 12, 2006 The affected parcel is located within the boundaries of the following local agencies: 1. Oroville Cemetery District 2. Butte County Mosquito and Vector Control District 3. Feather River Park and Recreation District 4. Oroville Elementary School District 5. Oroville Union High School District 6. Butte Community College District 7. South Feather Water and Power Agency 8. CSA No. 164 (Animal Control) 9. Lake Oroville Public Utility District 10. Butte County Resource Conservation District NOTE: 1. PLEASE DIRECT TO LAFCO A COPY OF THE ADVISORY AGENCY PUBLIC HEARING NOTICE AND STAFF REPORT FOR THIS PROJECT WHEN COMPLETED. 2. PURSUANT TO CEQA GUIDELINES SECTION 15073, PLEASE PROVIDE TO LAFCO AS AN ANTICIPATED RESPONSIBLE AGENCY, THE NOTICE OF INTENT TO ADOPT A NEGATIVE DECLARATION WITH A COPY OF THE PROPOSED NEGATIVE DECLARATION AND INITIAL STUDY ATTACHED. Please accept the following comments concerning the project described above. 1. The project area is located in the Oroville Urban Area and the City of Oroville Sphere of Influence. Consultation with the City (as described in County General Plan Land Use Element Policies 1.2, 1.5, 1.6) is encouraged to promote coordinated planning within the Sphere and ensure development is consistent with City of Oroville standards. LAFCO policies discourage urban development without annexation to a city that can provide a full range of urban type services. if a LAFCO action is required to implement this project(such as annexation to/formation of, a district), strong consideration will be given to the ability of the project to conform to City standards and regulations. r 2. If urban a services e. street lighting, landscaping, drainage, fire protection, etc. for the type ( 9• 9 � P ) new development are proposed to be provided through annexation to an existing local agency or by a formation of a new local agency, such as a county service area (CSA) or a community service district(CSD), LAFCO as the authorizing agency, should be consulted early to allow for a meaningful analysis of the issue prior to County consideration of the development application. This early coordination will allow for the anticipated LAFCO action to be fully integrated into the project review process and should result in the proposal being: A. Fully described in the project description; and B. Fully addressed in the appropriate environmental documents; and C. Circulated to LAFCO for review as an agency with an approval role; and D. Fully integrated into the public hearing process. The absence of this early coordination and failure to address the LAFCO related issues as described, will require additional environmental review and related studies at such time an annexation/formation is requested resulting in unnecessary costs and delays. It should be understood that such a request would be reviewed based on state law and local LAFCO policies which are clearly directed at maximizing service efficiencies, minimizing the creation of new governmental entities, limiting urban sprawl and directing new development to areas with existing urban service providers. 3. The project proposes to utilize public sewer service through connections to the Lake Oroville Area Public Utility District(LOAPUD). The parcel is located within LOAPUD's Sphere of Influence and District. Annexation to LOAPUD's District will not be required. Please note that a letter from LOAPUD, dated September 20, 2005, submitted with the application materials states that annexation to the District will be required. On closer inspection, the letter is for a different parcel (068-346-008, also referred incorrectly in the letter as 068-348-008) and appears to have been inadvertently included with the application materials. Please ensure that LOAPUD has an opportunity to comment on this project and has the capacity to provide sewer service to the site. If you have any questions concerning these comments, please contact our office at your convenience. Page 1 of 1 Michelena, Mark From: Jacob F. Morley[morleyjf@cityoforoville.org] Sent: Monday, June 19, 2006 8:19 AM To: Michelena, Mark Subject: FW: Bloom, Martin PRED 06-16, Comments Mark- Below are comments from Eric in the City's Public Works Department for your project/application of PROD 06-16. Jacob Morley Assistant Planner City of Oroville Phone(530) 538-2430 Fax(530) 538-2426 morleyjf@cityoforoville.org From: Eric M. Teitelman Sent: Friday, June 16, 2006 9:38 AM To: Jacob F. Morley Subject: Bloom, Martin PRED 06-16, Comments Comments: 1. Will need a noise study along Hwy 162, and likely a sound wall. 2. The roundabout planter design is very confusing. 3. Drainage, including the ponds needs to be undergrounded. Ponds and swales are simply too close to buildings, and will become attractive nuisances. 4. Are the buildings for individual sale or rental? If for sale,they should be constructed with double walls and acoustic insulation, and they will need a homeowners association to maintain open areas. 5. There is a street or right-of-way that extends to the west. Project should connect to this road. 6. Rear setbacks are too close to property line in a few areas, particularly along the northwest property line and along Hwy 162. These even cross into an existing waterline easement. Pathway is also too close in these areas. 7. Need to see architecture for the buildings. What is the out building? 8. What is the condition of Heritage Road? Does it need to be upgraded? 9. Is the road stub to the east intended to continue in future? 10. There don't appear to be nearly enough guest parking spaces. 11. Will any Oak Trees be protected? How will others be mitigated? I am disappointed with the project density given the beautiful trees that are on the property, and I don';see any effort to protect heritage trees. 12. Are streets private or public? If public, then road section needs to be based on actual pavement design and soil investigation. 13. Streets need to have vertical curbing as shown to prevent cars from parking on the sidewalk. 14. Units 55-60 need to have sidewalk along their frontage for ADA accessability. 15. Will property boundary be fenced? If so, what type of fencing? 16. Project needs street lights. Please forward to county. Thanks, Eric. 6/20/2006 STATE OF CALIFORNIA—BUSINESS.TRANSPORTATIC— "'D HOUSING AGENCY ARNOLD SCHWARZENEGGER,Govemor DEPARTMENT OF TRANSPORtAfION DISTRICT 3 703 B STREET P.O.BOX 911 MARYSVILLE,CA 95901-0911 Flex your power! ,t PHONE (530)7414025 Be energy efficient! FAX (530)741-5346 TTY (530)741-4509 June 23, 2006 )BUTTE 06BUT0024 COUNTY 03-BUT-162, P.M. 22.50 JUN 2 8 2006 PRED 06-16: Heritage Circle TSM/PUD DEVELOPMENT RFA SERVICES Mr. Mark Michelena, Senior Planner Butte County Department of Development Services 7 County Center Drive Oroville, CA 95965-3397 Dear Mr. Michelena: Thank you for the opportunity,to review and provide comments on the preapplcation for a proposed 604ot subdivision and plannedbmt devel`opment`on 5.12.acres of property located along State Route (SR),162 between Kelly Ridge Road'and yApica Avenue, and east of the City'of Oroville.'Our comments are as follows: Transportation/Traffic: • The proposed development will not cause a significant project specific traffic impact to SR 162, but will contribute to the cumulative traffic impact to SR 162. As such, traffic impact fees should be paid under the County's Development Impact Fee program to mitigate the cumulative impacts. • The March 2004 Transportation Concept Report (TCR)for State Route 162 identifies the ultimate concept facility adjacent to the project site to be a 2-lane conventional highway. In a previous discussion (June 15, 2005) with Butte County Public Works and Planning staff, it was stated that with increasing development along SR 162 in the project vicinity, a 4-lane concept might be needed. Although we have not yet revised the TCR to a 4-lane concept, we would not be.opposed if the County added a 4-lane concept from Canyon Road to Forbes- into the road and budge project, R . _ listing of the next update of its Developriient Impact Fee Study: The..attached drawings prepared by our Traffic'-Operations staff show possible minimum"interim, preferred interim, and ultimate facility concepts. "Caltrans improves mobility across California" J'10 -IS €.Lc^ i i 4•. �� car.' L l.�. V r. Mr. Mark Michelena U June 23, 2006 Page 2 Hydrologic, hydraulic, and water quality: • The.preliminary drainage plan that was included in the application packet illustrates that the project will incorporate detention ponds to store project storm water runoff. The ponds should be designed and conditioned to insure that there is no direct or indirect net increase of runoff or backwater effects on to the State's ROW and meet all Regional Water Quality Control Board standards. Potential exposure of persons to excessive noise: ® The location of future residential dwelling units in, close proximity to the highway ROW line may cause exposure of future residents to excessive noise levels. This potential exposure should be addressed in the environmental document if a formal application is submitted. An Encroachment Permit will be required for any work conducted in the State's ROW.. To secure an application, please contact the Caltrans District 3, Office of Permits, at 530- 741-4403. Please send us a copy of the application once submitted and available for review. If you have any questions regarding these comments, please contact Rick Helman, Local Development/Inter-Governmental Review Coordinator, at (530) 634-7612. Sincerely, 6�Ax�-,4y), WILLIAM A. DAVIS, CHIEF Office of Transportation Planning-North Attachment:. Cc: Jo Sherman, City of Oroville "Caltrans improves mobility across California" r J 142'R/W Width Existing Centerline 56' 86' Future Centerline 15' 3'5.5' 8' 12' 12' 14' 12' 12' 8' 5.5'3' rI :1 or Plotter Y. 57. �1 ....... I 2�' SY. 5% 5'. 4:1 or ,a t t 4 I4'I 12' 12' �4'I e� r- r- .............................................................. ......... Ultimate Facility Four 12'Lones 14'Two-Way Left Turn Lane 8'Shoulders with Curb and Gutter 5'Sidewalk 3'Hinge Point behind Sidewalk 4:1 or Flatter Side Slopes Heritage Circle Subdivision But 162 PIA 22.9 No Scale 60BUT0024 r 7 142'R/W Width Existing Centerline 56' 86' 3'5.5' 12' 12' 1 12' 4' tter Y. 5Y. 1.5%. x1 ......... 4.,.or Fla.......... '-4'1' .:12;.. :;:2;. •,4; ......................................................................... Preferred Interim Foci I ity Two 12'Lanes 4'Right Shoulder 12'Left Shoulder with Curb and Gutter 5'Sidewalk 3'Hinge Point behind Sidewalk 4:1 or Flatter Side Slope on Left Side Heritage Circle Subdivision But 162 PM 22.9 No Scale 60BUT0024 Heritage Circle.d n 6/23/2006 12:40:41 PM C 142'R/W width Existing Centerline 56' 86' 3'5.5' 12' 12' 1 12' 4' tee .1 0� F A• 14'1 12' -I 12 I4.1 ......................................................................... Minimum Interim Facility Two 12'Lones 4'Shoulders (Paved) Added 8'Unpaved Left Shoulder with Curb and Gutter 5'Sidewalk 3'Hinge Point behind Sidewalk 4:1 or flatter Side Slope on Left Side Heritage Circle Subdivision But 162 PM 22.9 No Scale. 60BUT0024 Pacific Gas and 350 Salem Street Lon Chambers Electric Company' Chico,CA 95928 Technical and Land Services 530/896-4257 Chico Office FAX 530/896-4254 13UTTE June 12, 2006 COUriTY JUN 14 2006 Mark Michelena DEVELOPMENT Butte County SEX'VICES Department of Development Services 7 County Center Drive Oroville, CA 95965 RE: Predevelopment Review and Tentative Subdivision Map- (Martin Bloom) FILE: PRED 06-16, APN: 069-520-035 Dear Mr. Michelena: PG&E has reviewed the subject map. Please dedicate all access roads/streets for Pubic Utilities also, along with a 10 foot wide Public Utilities Easement along all street front footages. SUBDIVISION OF PREMISES: When PG&E's Electric or Gas Service Facilities are located on private property and such private property is subsequently subdivided into separate Premises with ownership divested to other.than Applicant or customer, the subdivider is required to provide PG&E with adequate rights-of-way satisfactory to PG&E for its existing facilities and to notify property owners of the subdivided Premises of the existence of the rights-of-way. When adequate rights-of-way are not granted as a result of the property subdivision, PG&E shall have the right, upon written notice to Applicant, to discontinue service without obligation or liability. The existing owner, Applicant, or customer shall pay to PG&E the total estimated cost of any required relocation or removal of PG&E's facilities. A new service will be re-established in accordance with he provisions for new service and the provisions of any other applicable PG&E rules. Any relocation or rearrangement of any existing PG&E facilities to accommodate this project will be at the developers/applicants expense. There shall be no building of structures, or the storage of any materials allowed over or under any existing PG&E facilities, or inside any easements that exist .which infringe on PG&E's easement rights. Thank you for the opportunity to review this matter. If you have any questions,please call me in Chico at 896-4257. Sincerely, Donald W. Chambers Land Agent (file: PRED06-16.doc) 24-210 PUD (Planned Unit Dev-1-nment)Zone. Page 1 of 2 Chapter 24 ZONING" Article III. Zone Districts' 24-210 PUD (Planned Unit Development) Zone. (a) Purpose. The purpose of the Planned Unit Development(PUD) Zone is to allow diversification in the relationship of various uses, buildings, structures, lot sizes and open spaces, to encourage and take advantage of opportunities for more integrated, flexible and superior design than is available through the application of conventional regulation which anticipates individual lot development. It is the intent of this zone to provide a flexible means to implement the goals, policies and programs of the Butte County general plan while ensuring the provision of adequate standards to protect the public health, safety and general welfare. It is also the purpose of this zone to encourage innovative, high-quality design, efficient use of land and modern site planning for residential, agriculture, commercial and industrial purposes. (b)Adoption and use limitations. A planned unit development(PUD)zone shall be established by the adoption of an ordinance by the board of supervisors rezoning the property to the Planned Unit Development Zone and adopted by reference a land use and development plan, the provisions of which, together with any other provisions which in the opinion of the board of supervisors are necessary and included in the ordinance, shall constitute the regulations for the use, improvement and maintenance of the property within the boundaries of the zone. Except as hereinafter provided, no use, building, structure or parcel may be made, created or otherwise altered except as it complies with the ordinance adopted pursuant to this chapter. (c) Land use density area. The residential land use density of any planned unit development zone shall not exceed that allowed by the Butte County general plan designation for the proposed site. (d) Preapplication conference. Before filing any application for planned unit development zoning, the prospective applicant is encouraged to submit to the planning division preliminary plans, sketches and basic site information for consideration and advice as to the relationship of the proposed development to the applicable general and specific plans and policies. Other departments and agencies with responsibilities for review, comment or other regulation of the proposed development may participate at the discretion of the director of development services, and with the participation of appropriate responsible agencies, pursuant to section 210800.3 of the Public Resources Code and section 15066 of the California Environmental Quality Act (CEQA) Guidelines. (e) Development criteria. In addition to the criteria listed on the attached sheet[of Ordinance No. 3176], the following items are required: (1) Each PUD shall, as a minimum, provide off-street parking in accordance with chapter 24, off- street parking. Additional parking equal to fifty (50) percent of the required spaces shall be provided unless modified by the director of development services or planning commission. (2) In residential PUDs plans shall provide that not less than twenty-five (25) percent of the residential portion of the project shall be utilized for purposes other than residential dwellings and paved areas for vehicular uses. No less than forty-five (45) percent of such twenty-five (25) percent shall be utilized for recreation or park areas available for use by all residents. The same criteria for open space area shall apply to agricultural PUDs which may or may not include residential uses. (3) Each industrial or commercial PUD shall provide that not less than ten (10) percent of the project shall be developed as landscaped areas. (4) Each PUD shall obtain tentative clearance from the Butte County health division, division of environmental health, for sewage disposal and water supply for the project at the density proposed. Soil tests, drilling of test wells or geologic reports are among the steps that may be required to provide evidence of sewage disposal capability and water availability for domestic use. Minimum lot areas for septic systems must comply with section 20-120.1 of the Butte County subdivision ordinance and appendix VII of the improvement standards for subdivisions. (f)Applying for a rezone to PUD. The planned unit development is intended to allow http://municipalcodes.lexisnexis.com/codes/butteco/_DATA/CHAPTER24/Article_III_Z... 7/20/2006 24-210 PUD (Planned Unit Dev-1^7ment) Zone. Page 2 of 2 diversification in the relationship of various uses, buildings, structures, lot sizes and open spaces while ensuring substantial compliance with the general plan and the intent of the County Code in requiring adequate standards necessary to satisfy the requirements of public health, safety and general welfare. Each application for a rezone to PUD shall include: (1)A completed rezoning application form. (2)A completed environmental information appendix"E"form. (3) Copies, as specified in the rezone application, of a preliminary development plan and a reproducible master, the plan should be drawn to scale and indicate: a. Proposed use(s) of all land in the subject area; b. Existing natural land features and topography of the subject area; c. Circulation plan for all vehicular and pedestrian ways, including typical section of roadways; d. Metes and bounds of the subject property; e. Location and dimensions of all existing structures; f. Locations of landscaping, parking areas, fire hydrants, street lighting, typical proposed structures, sewage disposal and water supply systems; g. Preliminary grading for the development. (4)A title report which includes a written legal description of the subject area, that report to be not more than six (6) months old. (5)A preliminary report on provisions for and location of storm drainage, sewage disposal and public utilities. (6)A statement which describes the organization of any proposed homeowners' association, listing the intended covenants, conditions and restrictions. (7)A statement from the applicant explaining how the proposed development conforms to, and is consistent with, the general plan. (8) Include a statement that describes the intended height and bulk of the structures and their relationship to the surrounding areas. (9)A statement concerning any proposed phasing of the project, indicating the sequence and timing of each phase and how each unit would independently constitute reasonable and orderly development of the area. Additional information may be required by the planning commission or board of supervisors at the time of any public hearing. (g)Application. Any application for rezoning to planned unit development shall be accompanied by a proposed development plan to be reviewed for tentative map approval pursuant to chapter 20 of the Butte County Code. All applicable fees will be submitted as part of the application. Such fees will include those required for a tentative subdivision map application. As to form and content, the proposed development plan map and the review process shall conform to the requirements of this Code for a tentative map. The director of development services shall set the application for hearings as in the case of other rezoning and tentative map applications. After reviewing the recommendations from the planning commission, the board of supervisors will approve/deny the tentative map at the same hearing as the PUD rezone is approved/denied. (Ord. 3850, § 13, 4-22-03: Ord. No. 3176, § 1(Exh. A), 1-24-95; Ord. No. 3906, § 2, 3-22-2005) http://municipalcodes.lexisnexis.com/codes/butteco/_DATA/CHAPTER24/A ticle_III Z... 7/20/2006 PROJECT COORDINATION FORM ' DATE of IDR: June 28, 2006 PLANNER: Mark Michelena PROJ. NAME: Bloom, Martin PROD. NUMBER: PRED 06-16 TYPE: Project Evaluation and APN: 069-520-035 Completeness of Application DEPARTMENT COM MENTS �j READY FOR HEARING? PLANNING 60 uyl�l-fi dL 11 sl G?�/f � � � ,� /6� sly � l 2- 5 r� L5XI , b Por �-d C X951 / G� Y► 0 C',O�J/� � 0 PUBLIC WORKS 7 ZO-J33 P#1 O-A vk a eel- see � c . 11� on-111'e, ChIr�2 c� 14 Ards'4 . We CPO � 9T�1 ENVIRON c, NT H. T► H� a p"d ,1/ .ivw6�cvy 117 CO ��cr�j � y COUNTY COUNSEL AG. S 1V X10 15 T ����� BUILDING ASSESSOR FIRE �e2 W(Vo , -zoo GPM 00 rlllilkt� f OY � K:/IDR Agendas/Project Coordination Form.doc Mph ;2h1 JA �G SES 07d �@Y Al vof4 vm PAI/V IDR Meeting 0(0 1(p Project Date Issues: -Department-----. __._ . . ... _ - --- Lssues. ... ............ ........ . - - Decision. . _. Planning CDF Building Ag Commissioner Public Works f71- r2cz laKr� cj,�,�.�1rh�� efu w�. Env Health Assessor County Counsel J � ct of "It PFRIMAE_ O' 110, A oo y D °j � � � ♦� G> 4� t ® rn 052 Z ° ° p Ile �� ° to Ila4 of it J r HIM I z Er Tuesday,June 06,2006 Development Services PLANNING DIVISION ver. 1.0 Counter DDS Planning �~ $1,008.00 Person CI PT (General Fund) I Payment Date ,6/5/2006 — —� Public Works $337.00 (Land Development) Receipt Number 455633 Environmental Health $136.00 Received From Martin Bloom/Mike Evans CDF Fire De artment $95.00 I ---- -- - NOD/NOE $0.00 i . Applicant Martin Bloom (Recording Fee) I Aunt Minnie $�-0O Application Numbor PP.ED 06-16 $1, 500 or$2,000 or In Reference To IL Planning Review/EIR $0.00 Parcel Number 'L=--- 69-520-035 i --_--—___j Fish/Game -- $0 , Check Number/Cash 1388 .00 _ ALUC � � $0'00 C Received ` $� ,5576.00 (Airport Land Use) _ _ _ J 1 Total - - - - - •- Non Sufficient $0.00 Total Fees $1 ,576.00 Funds ($25.00 Fee) I Cell Tower $0.00 ($2500.00) ' Public Sales/Copies $0.00 j I Other: $0.00 i Tuesday,June 06,2006 Development Services PLANNING DIVISION ver. 1.0 a Counter DDS Planning $0.00 Person CPT (General Fund) I _ Payment Date /5/2006 (Public Works $0.00 Land Development) i Receipt Number 455634 Environmental Health $0.00 Received From Michael Evans CDF(Fire Department) E $0.00 j M _ Applicant Martin Bloom NOD/NOE $0.00 (Recording Fee) Aunt Minnie $0.00 Application Number PRED06-16 $1, 500 or$2,000 or In Reference To Planning Review Parcel Number 069-520-035 Fish/Game --IE $0.00 III Check Number/Cash 2979 ALUC $0.00 Total Received $32.50 (Airport Land Use) -_ - - —_ - —-_--- Non Sufficient $0.00 Total Fees $32.550 Funds ($25.00 Fee) _ _ ______ Cell Tower $0.00 ($2500.00) Public Sales/Copies $0.00 t Other: $32.50 t s t� COUNTY OF AUTTE r • 455633 OFFICIAL RECEW 4 5 5 6 3 3 _ l� FFI E O EPARTMENT ISSUING RECEIPT `z�J Received fromy The Sum of0la / r-,o!3a For Received: ������ C%� +e16 � Received By,____�(�1 CASH p Dept-dao�o3s Q Title CHECK ��U C� Dv DAVCO BUSINESS FORMS•(530)743-8511 Form 88887 COUNTY OF BUTTE 455634 OFFICIAL RECEIPT t li4�� •df1� �,1 . { OFFICEFOA DEPARTMENT ISSUING RECEIPT 20� Received fromIr ct�/ tat,,_ " r The Sum of7, —s—S-2 `� For o c-7�­i-% Received: r r%ceived By J CASH p DGS/— d '0?s .S`S(%�. rt r✓►q Title CHECK —/26� By DAVCO BUSINESS FORMS•(530)743.8511 Form 8884887 '0,F"`ts .,"J+`Sih:r"�i,�°. 4 ,, •• IMF^"L �� vir e` ,8'Ru la '3_ 3 t 1 f -tp,1 p �. s :, a R,# 90162/322213£8 MARTIN BLOOM � A <�� �• 3e8225soes x R. ' W • .> '�-) , + lK r"p- ,cfS,z>•�.Ya`�/ u'Z.,, ��}� w r v v �ti. F. O�,�y,•.•,,..s'.z At 2AND ir�4,(510)4601k1645 �# 3s{,� Ja# a � f 1 Pat 14+n35•fi nl s d�,s }a tj ?a1 ' lhjxi s l�R �F+•Xr4xJ11.'gS�3u'�Z�� 1�C' SF*`Sr`r.�'°` -�4. �Pd! I£r.I t<YLAt i4 S• .� 1f! qM a«Y�' 2`"L ` s . il �`k •- = ', ;,f _, ys,, ,,. `- ? -`C,.•_ae,�� r�.��,,.:.hS$j� I - 141a_. ".+Yd+..Yl� ` y, ?..' �yP.+lY�TWLIHER`' £rs v' y `,t t Lf:`#<'�' tv.e#, '�{� rx��..�.//'"►�a��� ''�( �, _ d $fY:�,#;,•_s'4�c0RDEz ER a�f3 S �b ✓, J e,. 3 ct�6nsro.� ..,,��vv7'rTV - '� $ <'K`� ~, y e•a "! y •��,+, wn ��YpJ AE. h 9 KV�° wa rwn�is �. .s: r r ��J'C u.:» ," � asnengton im ut�a�l a �y,' a +• _ } y 9: v'i a_ { r.ri1z trtr t �6rWTin Outual Bank-FA iana Roc"u Fliai a5ti 4y i' 7a87000Z. y a,' 1Nr1 Y � t2------Gti tomer�Service fen s J kr�� 'f,N OTES ysn _ a � yy p'3`i" d;„' •i�• x `'". °a`'1 +," 17` tt, "3; +.L ,`ll HI 9 ° L3 8 8 r ., r�'l � ' c E t 3t w f. MW e�.i m•-_,tib, _'' , .� � ` `w; t.` `� ,�<1..: .,`., r •�� �. .f. �%< % FUN WORKS, > � 2979��, r;NICE;PLACE, .589-5198' ��,L f v'}� „'n 90 42027+1211". OROVILCE,',CA'95966` Date'' fi .2; s iaytotlie � �� 7777,47.�a r D611ars1 8 , : fid -n3S ' Commun►ty �f 2227 MYEBS STNEET OROV11U. r; PROJECT COORDINATION FORM DATE of IDR: June 28, 2006 PLANNER: Mark Michelena PROJ. NAME: Bloom, Martin PROJ. NUMBER: PRED 06-16 TYPE: PAC- Project Evaluation and APN: 069-520-035 Completeness of Application , DEPARTMENT COMMENTS READY FOR HEARING? / PLANNING r60 (� � -f t/ dtv1s1;11Vr- D ��►�� GU� o�-Sac�� i� ?�S /�? ���V1 � �� G0Yk3>41 RM 00�i5j 1x� At �11 �r , �Z S /� c i lbs a ea �Or All No 2 1 PUBLIC WORKS 3A std 4ra�S� 1��i� � 60 `ea�� ��,�a)1 7'OKI Zo-133 •#Lo-A ok o e�1- �sqc ENVIRON NTAL HEALTH - Ir(' �,jJ I;Q llr�c,�j ��8� 'Vill2m, J �V/// lyle �, 1�L0� 91—qOl ,7 coplenotAl COUNTY COUNSEL BUILDING ASSESSOR FIRE P'e5w o t 1 a PM 00 1, 67V?c ' K:/IDR Agendas/Project Coordination Form.doc _, �-t^ c'� c� � � e` cn . Q � � � � � � � , � , -� � � � �, � � � � � �� � � � � � � ,� _- �` .� � � G , �� �� � o . �, � � � .� -�� _� -.� �. � � -� � � � � � � s �� � ^�� � , � � Q � � ---� � � � � � � � � � �� OJ��E COU�TL Received Butte County Department of Development erWCW4006. o�13TrFo TIM SNELLINGS, DIRECTOR I PETE CALARCO,ASSISTANT DIRECTOR vC Qom' 0 0 7 County Center Drive L TURES c --- -- _ ._: o Oroville, CA 95965 0 -=ate-` o (530) 538-7601 Telephone cOUIN (530) 538-7785 Facsimile www.buttecounty.net/dds ADMINISTRATIONBUILDING * PLANNING June 8, 2006 TO: Agricultural Commission FROM: Mark Michelena, Butte County Planning Division SUBJECT: Request for Comments on a Development/Land Use Application APPLICANT: Bloom, Martin Predevelopment Conference'PRED-06=16 APN: _069-520-035 DATE OF Inter-Departmental Review 6/28/2 6 IDR RESPONSE REGARDING COMPLETENESS OF APPLICATION DUE BY: 06/26/06 AGENCY/DEPARTMENT CONDITIONS/MITIGATION MEASURES DUE BY: 07/13/06 The Planning Division has received a project application as described below. This application is being provided to you for review. This is your opportunity to make comments regarding the completeness of this application, to be determined at the Inter-Departmental Review (IDR) Committee meeting on 6/28/2006, and/or to recommend conditions and/or mitigation measures relevant to your agency's/department's area of expertise and jurisdiction. PROJECT DESCRIPTION: a pre-application meeting for a proposed PUD/Tentative Subdivision Map to develop 60 dwellig units. PROJECT LOCATION: Olive Highway (Highway 162 near.Kelly Ridge Road, Oroville COUNTY SUPERVISOR DISTRICT NO.: 1 ZONING: R-4((Residential)) GENERAL PLAN: C(Commercial) If a response cannot be submitted prior to the due dates listed above, please call Mark Michelena at (530) 538-7376 or send him an email at MMICHELENA@buttecounty.net. You do not have to respond to this request if you have no comments to include. Thank you for your attention to this matter. Please return response to project plafiner. IDR COMMITTEE —APPLICATION COMPLETE No Name: Date: Yes Name: Date: 1-2,t4 1A�Gow+ . Document] 0 m _ ^T�..�, Q N 0 s;rfi�� cx� l rt t 'r i 1 4L +�� ♦ • •r t � e t A . • M.. e •� Ay' -� •. y f K / r y 4 � .y f y i -4, t 41 OL < :. k' ,f5jr, b �1 N � — L� f z TV: t AA R t K. 40, rt � r" h rp w � w , Id CO AR ;. '�. It a • y` l II ' '� , c3� ,�. .�t ' �., _.r � 'fit a _.,: � a .. , •� 1 � � , � r l.•j � � � p_,�i. t 1 ( Mr t A \ t 1. « t- _ 1 ...art 1 1��tY�S.,w,�v ��.'_��?��� � � „�i t*,��t � � t{• r* r/' �} raj f\ 'WI — �_ f i I tj r1 � p r • I ) U - . Cb 111 ` , \ I � �_ • n( //��` Q FeM IA pp jr - 4 �SJ �,-�f I � �- 1�� �l , �`�1� ��rl�t; �� \' - i�. `r �,'i � y �� F1_ •�1 . ��� ' �.� `�...... �� S�� � ����4 `�� 'PIP- wl fIN r s �) I Howell It Is — Consulting Registered Professional Forester #2500 ` ISA Certified Arborist WE-6478A v � Dan Howell, Member CH 06408 Oak .Tree Plan Prepared by HOWELL IT IS for Martin Bloom April 5,2006 Butte County APN 069-520-035. BUTTE COUNTY JUN 0.5 20,05 DEVELOPME7 l' SERVICES 1232 Lewis Oak Road (530)846-7962 Gridley,CA 95948 FAX(530)846-6229 www.howellitis.com April 5,2006 i n y RMElL ff IS Consulting Arborist O ISA Certified Arborist WE-6478A Registered Professional Forester #2500 .c.�d www.howellitis.com Dan Howell, Member CH 06408 Arborist Report and Oak Tree Inventory Table of Contents Cover Letter Table of Contents Page 3 Arborist Report and Oak Tree Inventory Pages 4-29 Introduction Page 4 Summary Page 4 Assignment Page 4 Location Page 4 Limitations Page 4 Method Page 5 Observations Page 5 Discussion Pages 6-7 Conclusion Page 7 Recommendations Page 7-8 Appendices Page 9 Gridley,CA 95948 (530)846-7962 Page 3 of 28 FAX(530)846-6229. HOWELL ff rs Consulting Arborist ISA Certified Arborist WE-6478A Registered Professional Forester #2500 i9l mm www.howellitis.com Dan Howell, Member CH 06408 Arborist Report and Oak Tree Inventory Introduction Mike Evans met with Dan Howell to discuss HOWELL IT IS being contracted to prepare an arborist report for Butte County APN#069-520-035. Mike said that landowner Martin Bloom elected to proceed with a land division of the parcel. Butte County requires an arborist report to move forward. Summary Two-hundred-seventy five blue oak trees, six live oak trees, and 22 gray pines were counted. A table of this inventory is in the Appendices. Of this inventory, the proposed Oak Preserve area protects approximately 39 blue oak trees. Individual tree locations were also mapped using a Global Position System receiver. These maps can also be found in the Appendices. Assignment HOWELL IT IS --to do the following: • Inventory,measure, and map trees equal to or greater than 5 inches diameter at breast height(dbh) at the site. • Prepare a report Location Highway 162 Oroville, CA 95966 Butte County APN#069-520-035, 5.12 acres Limitations This report is limited by: • All trees to be removed or preserved are based on maps and not actual staking of ground for development. • See HOWELL IT IS—Disclosure Statement on page 28 Gridley,CA 95948 (530)846-7962 Page 4 of 28 FAX(530)846-6229 HOWELL (T /S Consulting Arborist O ISA Certified Arborist WE-6478A Registered Professional Forester #2500 www.howellitis.com Dan Howell, i Member CH 06408 Method All live trees five-inches in diameter and larger were marked with numbered plastic tree tags. Species, condition, and diameter were recorded for all trees. Driplines were estimated for trees to be preserved on site using the London Standard Method: dbh in inches X(times) 1.5 feet=dripline in feet. A Trimble GeoExplorer 3 global positioning receiver was used to map trees, a Class III watercourse, and to store data associated with each tree. Mapping accuracy of the GPS unit was 3 meters,but multiple readings were taken at tree point features to reduce that error to an average less than three feet. A Spencer diameter tape was used to measure diameters. Diameters were measured to the nearest half inch. For trees with multiple stems: all stems with a five inch diameter and greater were measured,then added together and divided by the number of stems to give an average diameter. The number of each tree's stems was recorded and is in the inventory report. Condition Ratings 1. Excellent exemplifies the quality that outwardly sound trees free of injury with good growth and form. 2. Good is healthy, and may grow to become excellent 3. Fair may have suppressed growth, and is not likely to grow into an excellent condition 4. Poor represents an unhealthy or physically damaged tree Observations The primary tree species were blue oak(Quercus douglasii), live oak(Quercus wislizenii),and gray pine (Pinus sabiniana). The site was dry: with no Class I or II watercourses, springs or seeps. During a visit months after doing the actual inventory, some of the trees were found to be missing tags. It might be possible for animals to remove some of the plastic tags,but aluminum nails were snapped off on some of the,trees. This arborist expects that this damage was vandalism. Gridley,CA 95948 (530)846-7962 Page 5 of 28 FAX(530)846-6229 h HOWELL tT S Consulting Arborist ISA Certified Arborist WE-6478A Registered Professional Forester #2500 www.howeRitis.com Dan Howell, Member CH 06408 Discussion California SB 1334 California Governor Arnold Schwarzeneger signed Senate Bill 1334 into effect August of 2004. (see page 33) Blue oak(Quercus douglasii), and Interior Live Oak,(Quercus wislizenii), trees are remarkable survivors in the wild. They are adapted to repeated wildfires and sustained drought. Mature blue oak forests represent savanna with an overstory of blue oaks that are greater than 10 inch dbh. Foliage of these trees is generally greater than eight-feet from the ground with crowns not susceptible to direct flame from underlying grasses three-feet in height. These trees survive repeated grass fires. Blue oak seedling foliage will burn in a grass fire and the seedling or sapling will appear dead, but are capable of regeneration from sprouting root crowns. These sprouts exhibit accelerated growth supported by an established root system. Blue oak does not fare well when its environment is changed by careless development or it is submitted to cultural maintenance procedures contrary to its adaptation. An important part of the blue oak survival system is its roots. The small fibrous roots generally extend beyond the drip line of the canopy and are concentrated within the first foot of soil surface. Damaging the root system by cutting or compaction can injure or kill a tree. The potential for negatively affecting tree health increases as construction nears the trunk of the tree. It is a common practice to protect trees by excluding equipment and vehicle traffic from the area within the drip line of the tree. Trees are often killed by haphazard construction trenching within the root zone. Damaging the root zone can be avoided by digging under the roots with an air-spade or a high-pressure water nozzle or root pruning at the dripline. If roots must be cut, a clean cut with a sharp tool is preferred to cutting with a dull blade,.like that of a dozer or backhoe bucket. A dull blade's ripping and tearing action is capabe of pulling the lateral roots and causing wounds much closer to the bole of the tree than where the action takes place. Irrigation of blue oaks during the growing season is unnecessary and can lead to proliferation of soil borne pathogens. If soil is kept moist and the temps are quite high, pathogens, such as armillaria and phytophthora,can expand populations exponentially. Occasional watering is ok as long as there are long dry periods between episodes in which allows soil to dry. Continuous soil saturation during the summer season will kill blue oak. Gridley,CA 95948 (530)846-7962 Page 6 of 28 FAX(530)846.6229 E1MELL IT Is Consulting Arborist O ISA Certified Arborist WE-6478A Registered Professional Forester #2500 www.howellitis.com Dan Howell, Member CH 06408 Unlike roots,the stems of trees are not adapted to being buried in a soil environment. Covering woody bark tissue in soil provides access to pathogens that the bark is not prepared to fight. Covering open wounds in the bark with soil increases the potential for infection. Irrigating soil deposited above the root crown also increases the potential for the growth of pathogens. Blue oak trees grow best in openings with full sun exposure. Once established, its survival is not hindered by wildland grasses and forbs. Blue oak is often referred to as a "rangeland oak"because of its ability to regenerate on rolling grassy hillsides that are excellent for grazing cattle. Blue oak trees are very slow growing, compared to pine and most landscape trees. It takes a relatively long time to replace a large blue oak in.the landscape. Limited availability of water was evident where poison oak competed for water with trees. Oak covered with poison oak vines were significantly less healthy than open grown oaks. While blue oak can survive with less water than many California Oaks,it can still die from lack of enough water. Conclusion The parcel vegetation may be classified as blue oak woodland and blue oak savannah. The soil is well drained and has a high potential for surface erosion when bare soil is exposed to rainfall. New drainage facilities for summer irrigation water could have a severe negative impact on the health of blue oak in Oak Preservation Landscape if not drained away from areas. The small size and proximity of Oak Preservation Areas to construction,has a high potential for receiving mechanical damage to roots. The inter-planting oak trees in a natural landscape 7o be preserved can decrease the health of trees by providing competition for water and nutrients. The number of mitigation oak trees to be planted is approximately 738. Recommendations 1. The number of mitigation trees to be planted is approximately 738 trees. 2. Mitigation oak trees should never be planted beneath the dripline of an existing tree. 3. Mitigation trees planted in the Oak Preservation Landscape will be very few. These trees should be planted in the late fall to early winter when the soil is saturated. These trees should not be irrigated,unless done so by hand on a very limited basis. Gridley,CA 95948 (530)846-7962 Page 7 of 28 FAX(530)846229 hMEU IT IS Consulting Arborist O ISA Certified Arborist WE-6478A oil Registered Professional Forester #2500 1 www.howellitis.com J Dan Howell, r Member CH 06408 4. Install temporary protective fencing between construction areas and trees to be preserved in the landscape at the direction of a certified arborist. 5. Do not design turf into landscape within drip-line of blue oaks. 6. Do not irrigate existing oaks during the spring, summer or fall. 7. Any trail construction in the Oak Landscape Preservation area should not be hardscape or damage the trees by physically contacting roots, crowns or boles. 8. The bulk of mitigation planting must take place on another parcel suited to blue oaks, or requirements of SB 1334 could be met in another way acceptable to the landowner and Butte County. ISA Certified ARBORIST WE-6478A By: ✓ �, �, roc ,� o Dan Howell — RPF #2500 RHOwect Nd.23n0 R CALVF0 Gridley,CA 95948 (530)846-7962 Page 8 of 28 FAX(530)846-6229 y HOWELL ff IS Consulting Arborist O ISA Certified Arborist WE-6478A Registered Professional Forester #2500 s.� www.howell.itis.com Dan Howell, t Member CH 06408 Appendices Topography map Page 10 Parcel map Page 11 Inventory data Page 13-21 Trees to be protected Page 22-23 SB 1334 Page 24-27 HOWELL IT IS — Disclosure Statement Page 28 Gridley,CA 95948 (530)846-7962 Page 9 of 28 FAX(530)846-6229 (- MEtl ff 165 • Consulting Arborist O ISA Certified Arborist WE-6478A Registered Professional Forester #2500 www.howellitis.com Dan Howell, Member CH 06408 Martin Bloom Parcel, 5.12 acres T19N, R4E, South % of NE % Boundary is approximate tv •e •••• •••••• - •• O X70 1055it (f •s '_GD a •.•• •��, �� 1 GFS', . mo� •�!. Flt ii•• I h+' i •r A / ECn O/,i •• Kelly Ridge • •r. I U t. i• • r ` /l r l;' ! O y �• • �'Q• ••• av - F•Itratiott �k� �,•,F {',J ,,�1 , Fire talion V •••c Q t'^ P ,. ••i ��•Ss.• Plant` 1: 'i" '� 6 9• •• • •• • `c(( �-,�`4!� �'� �M ��� a well B .• ••C •ruSie •• • t • d � , • gyp••••• •• •• \- - .N � ] - r- i \\" P - (tt. • ••s•• •• •• ( W ��' �; eQp••••w '• •w••� Butte APN 069-520-035 4• ••0some*•••e• •.• q (r •;. ••• •••• • • 8M '� . •'1 •r, •.. ••••••' r•. '� , �� ` g, • ••• -s•v •.••• s• s •••s•e�^ .�•ew �.ea�f • M '-964 _ 10 r ••••• •• ,� �`i` ~ o o •T�•• w WYANOOTYE 4.8 Ml, 1631 2 150000 FEET I R.41E. R.5 E. 27'3( ' WYAw . .. . . .. . .. toP1'001(t)U47,M•P%*lot, Contour Interval = 40 feet N USGS Oroville Dam Quad Gridley,CA 95948 (530)846-7962 Page 10 of 28 FAX(530)846-6229 FIME[L lT IS Consulting Arborist Q/ ISA Certified Arborist WE-6478A Registered Professional Forester #2500 ' www.howellitis.com Dan Howell, Member CH 06408 Parcel Map N i X p ,00e J 61 ka GJ w gm ac:cs 81 I Fl / 1 b m /y9 a /1 Sys o y u b s I b 3 _ a e ilz wlw Y m =$ o I h _ 6� 1 OQ ti s 4i Y �' fa`p/ it •1-x•,1 � �Y ¢ A Gridley,CA 95948 (530)846-7962 Page 11 of 28 FAX(530)846-6229 HOWELL ff IS ' Consulting Arborist ISA Certified Arborist WE-6478A 4 Registered Professional Forester #2500 www.howellitis.com Dan Howell, Member CH 06408 Tree Map APN 069-520 '1035 ■ E ONE % ■■ • ■ i ■� 1: ®• g • •VON ■ • • ■■ ■■ ■ 39°30'21"N� • ® • • • IIr • s • ■ ■• .■IIS ■ f • �o• ■ ■ no EL 39°30'18"N!. ,r ■ Blue Oak Scale 1:2,000 ■ Live Oak N 0 250.0 ■ Gray Pine I L _ l —00 •-- Class III Watercourse Feet Property Boundary C`� Proposed Oak Retention Area 39030'1 5"N'L I I i 121028'06"W 121028'03"W 121028'00"W 121027'57"W Gridley,CA 95948 ', (530)846-7962 Page 12 of 28 FAX(530)846-6229 t: HOWELL ff IS Consulting Arborist ISA Certified Arborist WE-6478A Registered Professional Forester #2500 www.howellitis.com Dan Howell, Member CH 06408 Tree Inventory Number Identification Mitigation Standard of Species Number Trees Diameter Stems Condition Blue Oak 4936 12 1 Excellent Blue Oak 4937 947 15 1 Excellent Blue Oak 4938 946 10 1 Good Blue Oak 4939 945 15 1 Good Blue Oak 4940 944 6 1 Good Blue Oak 7954 905 6 1 Good Blue Oak 7955 906 6 1 Good Blue Oak 651 19 2 Excellent Blue Oak 650 15 1 Fair Blue Oak 652 941 23 1 Fair Blue Oak 653 9 1 Excellent Blue Oak 654 11 1 Excellent Blue Oak 655 15 1 Poor Blue Oak 656 4 1 Excellent Blue Oak 657 16 1 Good Blue Oak 659 17 Fair Blue Oak 660 7 1 Excellent Blue Oak 661 8 2 Fair Blue Oak 662 10 1 Good Blue Oak 664 7 1 Excellent Blue Oak 665 10 1 Fair Blue Oak 666 12 1 Good Blue Oak 667 14 1 Excellent Blue Oak 668 6 1 Good Blue Oak 669 8 1 Fair Blue Oak 670 18 2 Good Blue Oak 671 11 1 Excellent Blue Oak 672 8 1 Excellent Blue Oak 675 15 1 Good Blue Oak 7676 12 1 Excellent Blue Oak 677 9 1 Good Gridley,CA 95948 (530)846-7962 Page 13 of 28 FAX(530)846-6229 HOWELL ff IS Consulting Arborist ISA Certified Arborist WE-6478A Registered Professional Forester #2500 www.howellitis.com Dan Howell, Member CH 06408 r Number Identification Mitigation Standard of Species Number Trees Diameter Stems Condition Blue Oak 680 904 10 1 Excellent Blue Oak 721 915 12 1 Fair Blue Oak 7722 15 3 Good Blue Oak 723 13 1 Good Blue Oak 724 924 8 2 Fair Blue Oak 725 923 5 1 Good Blue Oak 726 925 11 1 Excellent Blue Oak 727 920 22 2 Good Blue Oak 728 922 22 2 Good Blue Oak 4924 919 17 1 Good Blue Oak 4926 918 6 1 Good Blue Oak 4928 917 7 1 Excellent Blue Oak 4931. 916 8 1 Good Blue Oak 4932 15 1 Good Blue Oak 674 12 1 Poor Blue Oak 7729 921 9 2 Good Blue Oak 7730 6 1 Good Blue Oak 7731 13 1 Good Blue Oak 7732 17 2 Good Blue Oak 7733 4 1 Good Blue Oak 7734 6 1 Good Blue Oak 7736 4 1 Poor Blue Oak 7735 4 1 Good Blue Oak 7737 4 1 Fair Blue Oak 7738 12 2 Poor Blue Oak 7739 926 21 2 Good Blue Oak 7740 12 2 Good Blue Oak 7742 7 1 Poor Blue Oak 7743 927 11 1 Good Blue Oak 7744 10 1 Good Blue Oak 7745 4 1 Fair Blue Oak 7746 913 14 2 Fair Blue Oak 7747 10 1 Good Blue Oak 7750 4 1 Fair Gridley,CA 95948 (530)846-7962 Page 14 of 28 FAX(530)846-6229 HOWELL IT IS Consulting Arborist OI ISA Certified Arborist WE-6478A Registered Professional Forester #2500 WWW.hOW@II1t1S.COm Dan Howell, v Member CH 06408 Number Identification Mitigation Standard of Species Number Trees Diameter Stems Condition Blue Oak 7748 6 1 Fair Blue Oak 7749 914 11 1 Good Blue Oak 7751 8 2 Fair Blue Oak 7754 18 2 Good Blue Oak 7755 8 2 Poor Blue Oak 7756 7 1 Fair Blue Oak 7757 6 1 Fair Blue Oak 7758 16 2 Fair Blue Oak 7759 5 1 Good Blue Oak 7760 9 1 Fair Blue Oak 7801 912 14 4 Fair Blue Oak 7702 6 1 Fair Blue Oak 7803 22 3 Fair Blue Oak 7804 911 6 1 Good Blue Oak 7805 910 18 1 Good Blue Oak 7806 9 1 Good Blue Oak 7807 9 1 Good Blue Oak 7808 909 8 1 Excellent Blue Oak 7809 908 7 1 Fair Blue Oak 7810 20 1 Good Blue Oak 7811 6 1 Excellent Blue Oak 7812 24 2 Fair Blue Oak 7813 14 1 Poor Blue Oak 7814 5 1 Excellent Blue Oak 7815 17 1 Good Blue Oak 7816 5 1 Excellent Blue Oak 7817 25 1 Fair Blue Oak 7819 24 1 Poor Blue Oak 7820 18 1 Excellent Blue Oak 7821 5 1 Excellent Blue Oak 7822 6 1 Fair Blue Oak 7823 16 1 Fair Blue Oak 7824 10 1 Poor Blue Oak 7825 13 1 Excellent Gridley,CA 95948 (530)846-7962 Page 15 of 28 FAX(530)846-6229 HOWELL W /S Consulting Arborist ISA Certified Arborist WE-6478A Registered Professional Forester #2500 .7 l www.howellitis.com Dan Howell, v Member CH 06408 Number Identification Mitigation Standard of Species Number Trees Diameter Stems Condition Blue Oak 7826 26 2 Good Blue Oak 7827 24 3 Good Blue Oak 7828 9 1 Good Blue Oak 7829 14 3 Fair Blue Oak 7830 16 2 Poor Blue Oak 7831 7 1 Good Blue Oak 7832 5 1 Excellent Blue Oak 7833 6 1 Poor Blue Oak 7834 6 1 Excellent Blue Oak 7835 4 1 Good Blue Oak 7836 10 1 Poor Blue Oak 7837 6 1 Good Blue Oak 7838 4 1 Fair Blue Oak 7839 19 2 Fair Blue Oak 7684 12 1 Excellent Blue Oak 7683 6 1 Good Blue Oak 7685 15 .1 Fair Blue Oak 7687 18 1 Good Blue Oak 7686 6 1 Fair Blue Oak 7688 12 1 Excellent Blue Oak 7689 25 2 Fair Blue Oak 7690 24 2 Good Blue Oak 7691 25 1 Fair Blue Oak 7692 10 2 Good Blue Oak 7693 16 1 Excellent Blue Oak 7694 12 1 Good Blue Oak 7695 12 1 Fair Blue Oak 7696 8 1 Good Blue Oak 7697 7 Excellent Blue Oak 7698 18 2 Good Blue Oak 7699 11 2 Excellent Blue Oak 7700 8 1 Poor Blue Oak 7701 19 2 Poor Gridley,CA 95948 (530)846-7962 Page 16 of 28 FAX(530)846-6229 HOWELL IT Is Consulting Arborist u' ISA Certified Arborist.WE-6478A Registered Professional Forester #2500 www.howellitis.com Dan Howell, Member CH 06408 r_ Number Identification Mitigation Standard of Species Number Trees Diameter Stems Condition Blue Oak 7640 8 1 Excellent Blue Oak 7702 6 1 Good Blue Oak 7703 7 1 Good Blue Oak 7704 19 2 Excellent Blue Oak 7705 15 1 Fair Blue Oak 7706 18 2 Excellent Blue Oak 7707 6 1 Poor Blue Oak 7709 18 1 Fair Blue Oak 7710 11 1 Fair Blue Oak 7711 11 1 Good Blue Oak 7712 14 1 Poor Blue Oak 7713 14 1 Fair Blue Oak 7714 6 1 Good Blue Oak 7715 8 1 Good Blue Oak 7716 10 1 Excellent Blue Oak 7717 14 2 Excellent Blue Oak 7718 8 1 Good Blue Oak 7719 21 2 Excellent Blue Oak 7720 13 3 Good Blue Oak 7881 7 2 Poor Blue Oak 7882 6 1 Good Blue Oak 7883 8 1 Good Blue Oak 7884 8 1 Good Blue Oak 7885 21 2 Fair Blue Oak 7886 4 Poor Blue Oak 7887 26 3 Poor Blue Oak 7888 13 Fair Blue Oak 7889 7 Fair Blue Oak 7890 5 Fair Blue Oak 7891 13 2 Poor Blue Oak 7892 6 Poor Blue Oak 7894 7 Poor Blue Oak 7895 7 Good Blue Oak 7896 7 Good Gridley,CA 95948 (530)846-7962 Page 17 of 28 FAX(530)846-6229 i HOWELL ff /S Consulting Arborist O ISA Certified Arborist WE-6478A Registered Professional Forester #2500 T www.howellitis.com Dan Howell, Member CH 06408 r Number Identification Mitigation Standard of Species Number Trees Diameter Stems Condition Blue Oak 7897 7 Good Blue Oak 7898 7 Good Blue Oak 7899 8 Good Blue Oak 7900 34 4 Good Blue Oak 7901 928 28 3 Excellent Blue Oak 7902 6 Excellent Blue Oak 7903 13 Good Blue Oak 7904 19 Excellent Blue Oak 7907 4 Good Blue Oak 7914 27 3 Excellent Blue Oak 7915 13 2 Good Blue Oak 7916 8 1 Fair Blue Oak 7918 8 1 Excellent Blue Oak 7919 940 20 1 Fair Blue Oak 7920 7 1 Fair Blue Oak 7841 11 1 Good Blue Oak 7842 8 1 Fair Blue Oak 7843 14 1 Good Blue Oak 7844 7 1 Good Blue Oak 7845 9 1 Good Blue Oak 7846 12 1 Good Blue Oak 7847 8 1 Fair Blue Oak 7848 10 1 Excellent Blue Oak 7849 13 2 Good Blue Oak 7850 8 1 Good Blue Oak 7851 10 1 Good Blue Oak 7852 6 1 Fair Blue Oak 7853 9 1 Fair Blue Oak 7854 11 1 Excellent Blue Oak 7855 10 1 Good Blue Oak 7856 20 3 Good Blue Oak 7857 13 1 Poor Blue Oak 7860 8 1 Fair Blue Oak 7861 7 1 Excellent Gridley,CA 95948 (530)846-7962 Page 18 of 28 FAX(530)846-6229 I - -WELL tT /S Consulting Arborist 0 ISA Certified Arborist WE-6478A r: Registered Professional Forester #2500 www.howellitis.com Dan Howell, Member CH 06408 r Number Identification Mitigation Standard of Species Number Trees Diameter Stems Condition Blue Oak 7862 13 1 Excellent Blue Oak 7863 17 3 Good Blue Oak 7865 7 1 Good Blue Oak 7866 16 2 Good Blue Oak 7868 17 2 Good Blue Oak 7870 9 1 Poor Blue Oak 7871 6 1 Excellent Blue Oak 7872 19 2 Good Blue Oak 7874 13 1 Fair Blue Oak 7875 7 1 Good Blue Oak 7876 4 1 Good Blue Oak 7877 7 1 Excellent Blue Oak 7878 10 1 Excellent Blue Oak 7879 7 1 Excellent Blue Oak 7880 4 1 Excellent Blue Oak 7762 9 2 Good Blue Oak 7766 13 1 Excellent Blue Oak 7767 12 1 Good Blue Oak 7768 14 1 Poor Blue Oak 7769 9 1 Excellent Blue Oak 7770 13 2 Good Blue Oak 7771 5 1 Excellent Blue Oak 7772 19 2 Good Blue Oak 7774 9 1 Fair Blue Oak 7775 9 1 Good Blue Oak 7776 931 10 1 Good Blue Oak 7777 932 18 1 Fair Blue Oak 7778 933 9 1 Good Blue Oak 7779 7 1 Excellent Blue Oak 7781 930 9 1 Excellent Blue Oak 7782 929 15 1 Good Blue Oak 7783 12 1 Excellent Blue Oak 7784 10 1 Good Blue Oak 7785 8 1 Good Gridley,CA 95948 (530)846-7962 Page 19 of 28 FAX(530)846-6229 Consulting Arborist ISA Certified Arborist WE-6478A Registered Professional Forester #2500 www.howellitis.com Dan Howell, Member CH 06408 L Number Identification Mitigation Standard of Species Number Trees Diameter Stems Condition Blue Oak 7787 8 1 Good Blue Oak 7788 9 2 Good Blue Oak 7789 9 1 Fair Blue Oak 7791 13 1 Fair Blue Oak 7790 7 1 Good Blue Oak 7792 16 1 Poor Blue Oak 7795 8 1 Fair Blue Oak 7794 9 1 Good Blue Oak 7796 8 1 Good Blue Oak 7797 15 1 Excellent Blue Oak '7798 8 1 Fair Blue Oak 7799 22 1 Poor Blue Oak 7800 9 1 Excellent Blue Oak 7921 934 16 1 Fair Blue Oak 7922 936 17 1 Fair Blue Oak 7923 937 18 1 Fair Blue Oak 7924 935 23 1 Poor Blue Oak 7925 938 10 1 Excellent Blue Oak 7926 7 1 Good Blue Oak 7927 7 1 Fair Blue Oak 7928 5 1 Excellent Blue Oak 7929 20 1 Fair Blue Oak 7930 10 1 Excellent Blue Oak 7931 17 1 Poor Blue Oak 7932 11 1 Good Blue Oak 7933 14 2 Excellent Blue Oak 7934 19 1 Poor Blue Oak 7936 9 1 Fair Blue Oak 7937 10 1 Fair Blue Oak 7938 24 3 Poor Blue Oak 7939 19 1 Poor Blue Oak 7940 19 1 Good Blue Oak 7942 16 1 Good Blue Oak 7943 12 1 Excellent Blue Oak 7944 9 1 Excellent Blue Oak 7948 1 1 9 1 Excellent Gridley,CA 95948 (530)846-7962 Page 20 of 28 FAX(530)846-6229 a fiMELL ff /S (� Consulting Arborist ISA Certified Arborist WE-6478A Registered Professional Forester #2500 ,cam www.howellitis.com Dan Howell, Member CH 06408 1 Number Identification Mitigation Standard of Species Number Trees Diameter Stems Condition Blue Oak 7949 11 1 Excellent Blue Oak 7950 13 1 Good Blue Oak 7951 9 1 Fair Blue Oak 7952 939 21 1 Good Blue Oak 7953 6 1 Good Gray Pine 934 24 1 Good Gray Pine 678 38 1 Good Gray Pine 933 23 1 Excellent Gray Pine 741 34 1 Good Gray Pine 752 8 1 Excellent Gray Pine 753 6 1 Excellent Gray Pine 818 10 1 Fair Gray Pine 739 32 1 Good Gray Pine 893 20 1 Fair Gray Pine 906 17 1 Fair Gray Pine 7858 26 1 Good Gray Pine 7859 4 1 Excellent Gray Pine 7864 8 1 Excellent Gray Pine 7867 4 1 Excellent Gray Pine 7761 32 ? Fair Gray Pine 7765 26 Poor Gray Pine 7780 27 1 Good Gray Pine 7793 20 2 Good Gray Pine 7935 31 1. Good Gray Pine 7941 6 1 Excellent Gray Pine 7947 41 1' Poor Gray Pine 7945 15 1 Fair Live Oak 673 19 2 Good Live Oak 840 26 3 Excellent Live Oak 681 11 Poor Live Oak 682 14 2 Fair Live Oak 7873 4 1 1 Excellent Live Oak 7786 13 2 Excellent Gridley,CA 95948 (530)8464962 Page 21 of 28 FAX(530)846.6229 HOWELL rr IS Consulting Arborist ISA Certified Arborist WE-6478A y Registered Professional Forester #2500 www.howellitis.com Dan Howell, Member CH 06408 Trees to be Protected tentative Dri line Protection Number Identification Metal Standard of Length Diameter Species Number Tags Diameter Stems Condition Feet Feet Blue Oak 650 15 1 Fair 21 32 Blue Oak 651 19 2 Excellent 17 26 Blue Oak 652 941 23 1 Fair 38 57 Blue Oak 653 9 1 Excellent 13 20 Blue Oak 721 915 12 1 Fair 18 27 Blue Oak 723 13 1 Good 19.5 29 Blue Oak 724 924 8 2 Fair 9 14 Blue Oak 725 923 5 1 Good 9 14 Blue Oak 726 925 11 1 Excellent 12 18 Blue Oak 727 920 22 2 Good 21 32 Blue Oak 728 922 22 2 Good 24 36 Blue Oak 4924 919 17 1 Good 17 26 Blue Oak 4924 919 17 1 Good 17 26 Blue Oak 4926 918 6 1 Good 9 14 Blue Oak 4928 917 7 1 Excellent 18 27 Blue Oak 4928 917 7 1 Excellent 18 27 Blue Oak 4931 916 8 1 Good 10 15 Blue Oak 4931 916 8 1 Good 10 15 Blue Oak 4932 15 1 Good 23 35 Blue Oak 4940 944 6 1 Good 13 20 Blue Oak 7703 7 1 Good 10.5 16 Blue Oak 7722 15 3 Good 10 15 Blue Oak 7729 921 9 2 Good 10 15 Blue Oak 7735 4 1 Good 6 9 Blue Oak 7739 926 21 2 Good 31.5 47 Blue Oak 7740 12 2 Good 18 27 Blue Oak 7742 7 1 Poor 10.5 16 Blue Oak 7754 18 2 Good 27 41 Blue Oak 7755 8 2 Poor 12 18 Blue Oak 7768 14 1 Poor 21 32 Blue Oak 7772 19 2 Good 28.5 43 Gridley,CA 95948 (530)846-7962 Page 22 of 28 FAX(530)846-6229 HOWELL IT IS Consulting Arborist O ISA Certified Arborist WE-6478A Registered Professional Forester #2500 www.howellitiS.com Dan Howell, r Member CH 06408 Dri line Protection Number Identification Metal Standard of Length Diameter' Species Number Tags Diameter Stems Condition Feet Feet Blue Oak 7777 932 18 1 Fair 26 39 Blue Oak 7843 14 1 Good 21 32 Blue Oak 7844 7 1 Good 10.5 16 Blue Oak 7849 13 2 Good 19.5 29 Blue Oak 7851 10 1 Good 15 23 Blue Oak 7852 6 1 Fair 9 14 Blue Oak 7854 11 1 Excellent 16.5 25 Blue Oak 7939 19 1 Poor 28.5 43 Gridley,CA 95948 (530)846-7962 Page 23 of 28 FAX(530)846-6229 HOWELL ff S Consulting Arborist ISA Certified Arborist WE-6478A Registered Professional Forester #2500 www.howellitis.com Dan Howell, Member CH 06408 Senate Bill No . 1334 CHAPTER 732 An act to add Section 21083.4 to the Public Resources Code, relating to oak woodlands conservation. [Approved by Governor September 24, 2004. Filed with Secretary of State September 24, 2004.] LEGISLATIVE COUNSEL'S DIGEST SB 1334, Kuehl. Oak woodlands conservation: environmental quality. (1) The Oak Woodlands Conservation Act provides funding for the conservation and protection of California' s oak woodlands. The California Environmental Quality Act (CEQA) requires a lead agency to prepare, or cause to be prepared, and certify the completion of, an environmental impact report on a discretionary project that it proposes to carry out or approve that may have a significant effect on the environment, as defined, or to adopt a negative declaration if it finds that the project will not have that effect. CEQA also requires a lead agency to prepare a mitigated negative declaration for a project that may have a significant effect on the environment if revisions in the project would avoid or mitigate that effect and there is no substantial evidence that the project, as revised, would have a significant effect on the environment. CEQA provides some exemptions from its requirements for specified projects. This bill would require a county, in determining whether CEQA requires an environmental impact report, negative declaration, or mitigated negative declaration, to determine whether a project in its jurisdiction may result in a conversion of oak woodlands that will have a significant effect on the environment, and would require the county, if it determines there may be a significant effect to oak woodlands, to require one or more of specified mitigation alternatives to mitigate the significant effect of the conversion of oak woodlands. The bill would exempt specified activities from its requirements. By impos=ng new duties on local governments with respect to oak woodlands mitigation, the bill would impose a state-mandated local program. (2) The California Constitution requires the state to reimburse local agencies and school districts for certain costs mandated by the state. Statutory provisions establish procedures for making that Gridley,CA 95948 (530)846-7962 Page 24 of 28 FAX(530)846-6229 HOWELL IT IS �j Consulting Arborist ISA Certified Arborist W—E-6478A Registered Professional Forester #2500 www.howellitis.com Dan Howell, Member CH 06408 reimbursement. Ch. 732 —2-91 This bill would provide that no reimbursement is required by this act for a specified reason. The people of the State of California do enact as follows: SECTION 1. Section 21083.4 is added to the Public Resources Code, to read: 21083.4. (a) For purposes of this section, "oak" means a native tree species in the genus Quercus, not designated as Group A or Group B commercial species pursuant to regulations adopted by the State Board of Forestry and Fire Protection pursuant to Section 4526, and that is 5 inches or more in diameter at breast height. (b) As part of the determination made pursuant to Section 21080.1, a county shall determine whether a project within its jurisdiction may result in a conversion of oak woodlands that will have a significant effect on the environment. If a county determines that there may be a significant effect to oak woodlands, the county shall require one or more of the following oak woodlands mitigation alternatives to mitigate the significant effect of the conversion of oak woodlands: (1) Conserve oak woodlands, through the use of conservation easements. (2) (A) Plant an appropriate number of trees, including maintaining plantings and replacing dead or diseased trees. (B) The requirement to maintain trees pursuant to this paragraph terminates seven years after the trees are planted. (C) Mitigation pursuant to this paragraph shall not fulfill more than one-half of the mitigation requirement for the project. (D) The requirements imposed pursuant to this paragraph also may be used to restore former oak woodlands. (3) Contribute funds to the Oak Woodlands Conservation Fund, as established under subdivision (a) of Section 1363 of the Fish and Game Code, for the purpose of purchasing oak woodlands conservation easements, as specified under paragraph (1) of subdivision (d) of that section and the guidelines and criteria of the Wildlife Conservation Board. A project applicant that contributes funds under this paragraph shall not receive a grant from the Oak Woodlands Conservation Fund as part of the mitigation for the project. (4) Other mitigation measures developed by the county. Gridley,CA 95948 (530)846-7962 Page 25 of 28 FAX(530)846-6229 RMELL rr IS (� Consulting Arborist ISA Certified Arborist WE-6478A �.. Registered Professional Forester #2500 www.howellitis.com Dan Howell, Member CH 06408 k (c) Notwithstanding subdivision (d) of Section 1363 of the Fish and Game Code, a county may use a grant awarded pursuant to the Oak Woodlands Conservation Act (Article 3.5 (commencing with Section 1360) of Chapter 4 of Division 2 of the Fish and Game Code) to prepare an oak conservation element for a general plan, an oakp rotection Ch. 732 —3-91 ordinancek or an oak woodlands management plan, or amendments thereto, that meets the requirements of this section. (d) The following are exempt from this section: (1) Projects undertaken pursuant to an approved Natural Community Conservation Plan or approved subarea plan within an approved Natural Community Conservation Plan that includes oaks as a covered species or that conserves oak habitat through natural community conservation preserve designation and implementation and mitigation measures that are consistent with this section. (2) Affordable housing projects for lower income households, as defined pursuant to Section 50079.5 of the Health and Safety Code, that are located within an urbanized area, or within a sphere of influence as defined pursuant to Section 56076 of the Government Code. (3) Conversion of oak woodlands on agricultural land that includes land that is used to produce or process plant and animal products for commercial purposes. (4) Projects undertaken pursuant to Section 21080.5 of the Public Resources Code. (e) (1) A lead agency that adopts, and a project that incorporates, one or more of the measures specified in this section to mitigate the significant effects to oaks and oak woodlands shall be deemed to be in compliance with this division only as it applies to effects on oaks and oak woodlands. (2) The Legislature does not intend this section to modify requirements of this division, other than with regard to effects on oaks and oak woodlands. (f) This section does not preclude the application of Section 21081 to a project. (g) This section, and the regulations adopted pursuant to this section, shall not be construed as a limitation on the power of a public agency to comply with this division or any other provision of law. SEC. 2. No reimbursement is required by this act pursuant to Section 6 of Article XIII B of the California Constitution because a local agency or school district has the authority to Gridley,CA 95948 (530)846-7962 Page 26 of 28 FAX(530)846-6229 HOWELL ff S Consulting Arborist O ISA Certified Arborist WE-6478A Registered Professional Forester #2500 e www.howellitis.com Dan Howell, t Member CH 06408 levy service charges, fees, or assessments sufficient to pay for the program or level of service mandated by this act, within the meaning of Section 17556 of the Government Code. Gridley,CA 95948 (530)846-7962 Page 27 of 28 FAX(530)846-6229 i HOWELL ff S Consulting Arborist O ISA Certified Arborist WE-6478A Registered Professional Forester #2500 www.howellitis.com Dan Howell, t Member CH 06408 HOWELL IT IS --- Disclosure Statement Arborists and foresters are tree specialists who use their education, knowledge, training, experience and research to examine trees and forests. Arborist and foresters recommend measurers to enhance the beauty and health of trees and forests, while attempting to reduce the risk of living near them. Clients may choose to accept or disregard the recommendations of the arborist, or seek additional advice. Arborists/foresters cannot detect every condition that could possibly lead to the structural failure of a tree. Trees are living organisms subject to attack by disease, insects, fungi and other forces of nature. Arborist/foresters cannot guarantee that a tree will be healthy or safe under all circumstances, or for specified period of time. Likewise, remedial treatments, like any medicine, cannot be guaranteed. Treatment, pruning and removal of trees may involve considerations beyond the scope of the arborist/forester' s services, such as property boundaries, property ownership, disputes between neighbors and other issues. Consulting arborist/foresters cannot take such considerations into account unless complete and accurate information is disclosed to the consultant by the client. An arborist should then be expected to reasonably rely upon the completeness and accuracy of the information provided. To live near trees is to accept some degree of risk. The only way to eliminate all risk is to remove all trees. I, Martin Bloom, acknowledge that I have received a copy of this disclosure statement and that I have read and understand the statement. Signed Date Gridley,CA 95948 (530)846-7962 Page 28 of 28 FAX(530)846-6229 1 10 1 9 5 1 1 N 1 9 N 3 9 N i i i n s N 1 lln >i 19 39R (IIOHEM �r. 3N i ",t� •�` H ' -�� �� �° z r�� -.ems f,>•` 3 '" �� t'� �� Y, L h e } . t ✓' � , 1 J r 1 � t _ � � � f 1. r . � t. • • ,� Y• G • _ t . 1 • ♦ , � _ � i' f O NEE . -rte fi G 11Uli1AJ • `�* U1�41 L�:1Sdy • I • �, f ' I 1 Prepared for: Mr. Martin Bloom P.O. Box 3044 j Oakland, California 94609 Phone: (510) 207-7446 Fax: (510) 601-6774 Prepared bv: Holdrege & Kull 1250 East Avenue, Suite 24 Chico, Butte County, California- 95926 Phone: (530) 894-2487 Fax: (530) 894-2437 BUTTE COUNTY Project No. 70108-01 JUN 0.5 2006 May 19, 2006 DEVEi,(jPMENT SERVICES Holdrage&Kull Nevada City•Truckee•Oakdale•Chico•Jackeor. www.HoldregeandKullxom HOLDRE6E & KULL CONSULTING ENGINEERS GEOLOGISTS May 19, 2006 Project No.: 70108-01 Mr. Martin Bloom P.O. Box 3044 Oakland, California 94609 Phone: (510) 207-7446 Fax: (510) 601-6774 Reference: Bloom Townhouses Highway 162, Oroville, Butte County, California Butte County Assessor's Parcel Number 069-520-035 Subject: Geotechnical Engineering Investigation Report Dear Mr. Bloom, I Holdrege & Kull (H&K) is pleased to have had this opportunity to provide geotechnical engineering services for development of the proposed Bloom Townhouses located near the intersection of California State Highway 162 (Highway 162) and Kelly Ridge Road in Oroville, Butte County, California. Our geotechnical engineering investigation of the site was performed consistent with the scope of services presented in our March 21, 2006 proposal. The findings, conclusions, and recommendations presented in this report are based on the following relevant information collected and evaluated by H&K: literature review, surface observations, subsurface exploration, laboratory test results, and our experience with similar conditions in the area. It is our opinion that the site is suitable for the proposed construction provided the geotechnical engineering design recommendations presented in this report are incorporated into the earthwork and structural improvements. This report should not be relied upon without review by H&K if a period of 24 months elapses between the issuance report date shown above and the date when construction commences. Our experience and that of the civil engineering profession clearly indicates that during the construction phase of a project the risks of costly design, construction and maintenance problems can be significantly reduced by retaining the design geotechnical engineering firm to review the project plans and specifications and to provide geotechnical engineering construction quality assurance (CQA) observation and testing services. Upon your request we will prepare a CQA geotechnical engineering services proposal that will present a work scope, tentative schedule and fee estimate for your consideration and authorization. If H&K is not retained to provide geotechnical engineering CQA services during the construction phase of the (530) 894-2481 • FAX (530) 894-2431 • 1250 East Avenue,Suite 24 • Chico,CA 95926 • A California Corporation Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page iii project, then H&K will not be responsible for geotechnical engineering CQA services provided by others nor any aspect of the project that fails to meet your or a third party's expectations in the future. H&K appreciates the opportunity to provide geotechnical engineering services for this important project. 'If you have questions or need additional information, please do not hesitate to contact the undersigned below at 530-894-2487. Sincerely, Holdrege & Kull 0 . ND.49314 Matthew E. Dodge Donald M. Olsen, Exa.09�3D 4t Staff Engineer Senior Engineer/Ge t �� Copies To: Addressee (4 copies) CA�.��� Z:IPROJECn70108170108-01_051906.doc Holdrege S Kull _ I Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page iv TABLE OF CONTENTS Page TitleSheet...................................................................................................................i Transmittal Letter with Engineer's Signature and Seal...............................................ii Tableof Contents ....................................................................................................... iii 1 INTRODUCTION ..................................................................................................1 1.1 SITE LOCATION AND DESCRIPTION...................................................... I. 1.2 PROPOSED IMPROVEMENTS................................................................. 1 1.3 INVESTIGATION PURPOSE..................................................................... 2 1.4 SCOPE-OF-SERVICES............................................................................. 2 2 SITE INVESTIGATION.........................................................................................3 2.1 LITERATURE REVIEW.............................................................................. 3 2.1.1 USSCS Soil Survey......................................................................... 3 2.1.2 Site Improvement Plan Review........................................................ 3 2.2 FIELD INVESTIGATION............................................................................. 3 2.2.1 Surface Conditions .......................................................................... 3 2.2.2 Subsurface Soil Conditions.............................................................. 4 2.2.3 Groundwater Conditions.................................................................. 6 3 LABORATORY TESTING....................................................................................6 4 CONCLUSIONS ...................................................................................................8 5 RECOMMENDATIONS ........................................................................................9 5.1 EARTHWORK GRADING .......................................................................... 9 5.1.1 Stripping and Grubbing.................................................................... 9 5.1.2 Native Soil Preparation For Engineered Fill Placement................. 10 5.1.3 Engineered Fill Construction.......................................................... 11 5.1.3.1 Engineered Fill Construction With Non-expansive Soil...11 5.1.3.2 Engineered Fill Construction With Expansive Soil..........13 5.1.4 Cut-Fill Transition Lots................................................................... 15 5.1.5 Fill Slope Grading .......................................................................... 17 5.1.6 Cut Slope Grading ......................................................................... 18 Z.IPROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page v TABLE OF CONTENTS CONTINUED 5.1.7 Erosion Controls ............................................................................ 18 5.1.8 Underground Utility Trenches......................................................... 19 5.1.9 Construction De-watering .............................................................. 23 5.1.10 Soil Corrosion Potential ................................................................. 23 5.1.11 Subsurface Ground Water Drainage.............................................. 24 5.1.12 Surface Water Drainage ................................................................ 24 5.1.13 Grading Plan Review And Construction Monitoring....................... 24 5.2 STRUCTURAL IMPROVEMENTS........................................................... 25 5.2.1 Seismic Design Parameters........................................................... 25 5.2.2 Shallow Continuous Strip And Stepped Foundations .................... 26' 5.2.3 Shallow Isolated Spread Foundations ........................................... 27 5.2.4 Retaining Walls Design Parameters .............................................. 29 5.2.5 Retaining Wall Backfill ................................................................... 30 5.2.6 Concrete Slab-On-Grade Floors.................................................... 32 5.2.6.1 Interior Floors .................................................................33 5.2.6.2 Exterior Sidewalks, And Patios.......................................35 5.2.6.3 Garage Floors And Driveways........................................38 5.2.7 Pavement Design And Construction.............................................. 40 5.2.7.1 Asphalt Concrete Pavement Design...............................40 5.2.7.2 Asphalt Concrete Pavement Construction......................42 6 LIMITATIONS.....................................................................................................46 Z:IPROJEC7170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page vi TABLE OF CONTENTS CONTINUED Figures: Figure 1, Site Location Map Figure 2, Site Sketch And Exploratory Boring Location Map Appendices: Appendix A, Geotechnical Engineering Investigation Proposal (PCd06.015A) dated March 21, 2006 (excluding fee and contract sections). Appendix B, Important Information About Your Geotechnical Investigation Report (Included with permission of ASFE, Copyright 2004). Appendix C, Exploratory Trench Logs. Appendix D, Soil Laboratory Test Sheets. Appendix E, UBCSEIS Computer Program Output File Z:IPROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 1 'I INTRODUCTION Holdrege & Kull (H&K) performed a geotechnical engineering investigation of the proposed Bloom Townhouses located near the intersection of California State Highway 162 (Highway 162) and Kelly Ridge Road in Oroville, Butte County, California consistent with the scope of services presented in our Proposal for Geotechnical Engineering Services dated March 21, 2006. A copy of the proposal, excluding the fee and contract sections, is included in Appendix A. Our findings, conclusions, and recommendations are presented herein. For your review, Appendix B presents a document prepared by ASI E entitled `Important Information About Your Geotechnical Engineering Report." This document summarizes project specific factors, limitations, content interpretation, responsibilities, and other pertinent information. Please read this document carefully. The information presented in this report is organized into the following sections: introduction, site investigation, laboratory testing, conclusions, recommendations, limitations, figures, and appendices. This introduction report section presents the following information: site location description, investigation purpose, and scope-of-services. 1.1 SITE LOCATION AND DESCRIPTION The project site is located off of Highway 162 about 0.45 miles west of the intersection of Kelly Ridge Road in Oroville, Butte County, California. The site is referenced as Butte County Assessors Parcel Number (APN) 069-520-035. Figure 1 shows the site location and near vicinity. At the time of our site investigation, the site consisted of about 5.12 acres of relatively flat to moderately sloping natural terrain that was undeveloped with the exception of several existing unimproved roads. The vegetation consisted of grasses, brush, and scattered oak trees. We observed exposures of granitic bedrock and/or granitic rock boulders throughout the site. The property is bordered by Highway 162 (Olive Highway) to the south, undeveloped land to the west, and Heritage Road to the north with undeveloped land south of Heritage Road and residential homes to the north. 1.2 PROPOSED IMPROVEMENTS H&K's understanding the proposed site improvement will consist of the following: construction of a new residential subdivision with ;35 townhomes, one and two story structures with concrete slab-on-grade bottom floors, continuous stepped shallow perimeter and internal foundations, isolated shallow square or rectangle column foundations, steel reinforced concrete retaining walls, wood framing, paved residential streets, paved private and public parking areas, underground utilities, and landscaping. The streets and parking areas will be paved with a surface layer of asphalt concrete (AC) underlain by compacted Caltrans Class II Aggregate Base (AB) rock, underlain by a minimum of 12 inches of compacted native soil. Earthwork grading will be minimal and will consist of grading building pads, roads, and excavating and backfilling utility trenches. Underground utilities will include the Z.,PROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 2 following: sanitary sewer, storm drains, potable waterlines, and dry utilities (i.e., gas, electric, cable television, and telephone). 1.3 INVESTIGATION PURPOSE The purpose of our investigation is to obtain sufficient on-site information about the soil, rock and ground water conditions at the site to allow us to prepare geotechnical engineering design recommendations for construction of the proposed earthwork and structural improvements described in the preceding. H&K did not evaluate the site for the presence of hazardous waste, mold, asbestos, and radon gas. Therefore, the presence and removal of these materials are not discussed in this report. 1.4 SCOPE-OF-SERVICES H&K performed a specific scope-of-services to develop geotechnical engineering design recommendations for the proposed earthwork and structural improvements. A brief description of each work scope task is presented below. A detailed description of each work scope task is presented in Section 2 (Site Investigation) of this report. • Task 1, Site Investigation: H&K performed a site investigation to characterize the existing surface and subsurface soil, rock, and ground water conditions encountered to the maximum depth excavated. H&K's field engineer/geologist made observations, collected representative soil samples, and performed field tests at a limited number of exploratory boring locations. H&K performed laboratory tests on selected soil samples to evaluate their geotechnical engineering material properties. • Task 2, Data Analysis and Engineering Design: H&K evaluated the field and laboratory site data, proposed site improvements, and used this information to develop geotechnical engineering design recommendations for earthwork and structural improvements. Engineering judgment was used to extrapolate our observations and conclusions regarding the field and laboratory data to other areas located between and beyond the locations of our subsurface exploratory excavations. • Task 3, Report Preparation: H&K prepared this report to present our findings, conclusions, and recommendations. Z.PROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 3 2 SITE INVESTIGATION H&K performed a site investigation to characterize the existing site conditions and to develop geotechnical engineering design recommendations for earthwork and structural improvements. Each component of our site investigation is presented below. 2.1 LITERATURE REVIEW H&K performed a limited review of available literature that was pertinent to the project site. The following summarizes our findings. 2.1.1 USSCS Soil Survey The United States Department of the Interior Soil Conservation Survey (USSCS) has not yet published the current survey of the soil conditions for Butte County. Therefore, the USSCS soil survey information for the project was not available for inclusion in this report. 2.1.2 Site Improvement Plan Review H&K reviewed the March 8, 2006 preliminary development plans for Bloom Townhouses prepared by Cranmer Engineering.. The final improvement plans were not available for review during preparation of this report. Therefore, H&K did not review the latest plans detailing the final proposed building locations and foundation loads, planned earthwork cut and fill grades, and utility trench locations. A topographic survey of the project site was also provided by Cranmer Engineering . 2.2 FIELD INVESTIGATION H&K performed a field investigation of the site on April 24, 2006. H&K's Field Engineer/Geologist described the surface and subsurface soil, rock, and ground water conditions observed at the site using the procedures cited in the American Society for Testing and Materials (ASTM), Volume 04.08,"Soil and Rock, Dimension Stone; and Geosynthetics" as general guidelines for our field and laboratory procedures. The Field Engineer/Geologist described the soil color using the general guideline procedures presented in the Munsel Soil Color Chart. Engineering judgment was used to extrapolate the observed surface and subsurface soil, rock, and ground water conditions to areas located between and beyond our subsurface exploratory locations. The surface, subsurface, and ground water conditions observed during our field investigation are summarized below. 2.2.1 Surface Conditions H&K observed the following surface conditions during our field investigation of the property. Figure 2 shows the project site boundaries and our subsurface exploration locations. The property is approximately 5.12 acres of relatively flat to moderately Z.-PROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 4 sloping natural terrain. The ground surface was covered with grass, bushes and scattered oak trees. 2.2.2 Subsurface Soil Conditions The subsurface soil conditions were investigated by excavating exploratory trenches at the site. The subsurface information obtained from these investigation methods are described herein. H&K provided engineering oversight for the excavation of nine exploratory soil trenches at the project site with a Kubota KX121 excavator equiped with a 12 inch wide bucket. Figure 2 shows the approximate locations of our subsurface exploratory excavations. The trenches were advanced to depths ranging from 3 to 11.5 feet below the existing ground surface. Bedrock refusal or refusal within cemented, hard- consolidated soil did occur in some of the subsurface exploratory excavations with the exception of exploratory trench numbers T06-3 and T06-7. The soil, rock and ground water conditions below these depths are unknown. Engineering judgment was used to extrapolate the observed soil, rock, and groundwater conditions to areas located between and beyond our subsurface exploratory excavations. H&K's Field Engineer/Geologist logged each exploratory trench using the Unified Soils Classification System (USCS) as a guideline. Representative relatively undisturbed soil samples were collected from the following depth intervals: 1.0, 2.0, 3.5, 4.5, and 6.0 feet below ground surface (bgs) in exploratory trench numbers T06-1, T06-3, T66-6 and T06-7. Relatively undisturbed soil samples were collected with a 2.0-inch inside-diameter split-spoon sampler equipped with brass liner sample tubes. The brass liner tube samples are sealed with end-caps, labeled and transported to our soil laboratory facility. Selected brass liner tube soil samples were tested to determine their moisture-density and shear strength engineering material properties. Representative disturbed bulk soil samples were also collected from exploratory trenches T06-3, T06-6, and T06-9 at approximately 2 feet below ground surface at the site and tested in the laboratory to determine their particle size, Atterberg indices, expansion index, and resistance value (R-value) engineering material properties. The soil engineering material properties are used to develop geotechnical engineering recommendations for: foundation, retaining wall, concrete slab-on-grade floors, ground water drainage systems, and both cut slope and fill slope designs. Detailed descriptions of the soil, rock and ground water conditions that were encountered in each subsurface exploratory location are presented on the exploratory trench logs included in Appendix C. A generalized profile of the soil, rock, and ground water conditions encountered to the maximum depth excavated (11.5 feet) for the proposed building area is presented below. The generalized soil and rock conditions underlying the proposed building area are described below. The percentages listed are based on visual field estimates of each Z:IPROJEC7170108170108-01-051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville,CA May 19, 2006 Geotechnical Engineering Investigation Report Page 5 material's dry weight. The soil units encountered in our subsurface exploratory excavations were generally stratigraphically continuous or successive across the site; however, the units varied in thickness. The soil units encountered during our investigation were divided into six distinguishable units and are described below. UNIT A, ML, Low Plasticity Silt: This soil consists of the following field estimated particle size percentages 75 percent low plastic fines, and 25 percent very fine sand. This soil is predominantly dark reddish brown with a Munsel Color Chart designation of (2.5YR,3/4). This soil was firm and moist at the time of our subsurface investigation. UNIT B, GP, Poorly Graded Gravel: This soil consists of the following field estimated particle size percentages 40 percent sub-angular cobble, 35 percent sub-angular fine to coarse gravel, 15 percent fine to coarse sand, and 10 percent low plastic fines. The cobble and gravel was highly weathered and friable parent rock. This soil is predominantly olive yellow with a Munsel Color Chart designation of (2.5YR, 6/6). This soil was dense and moist to wet at the time of our subsurface investigation. • UNIT C, GRANITE ROCK: The recovered section of the bedrock was fresh to moderately weathered and slightly to highly fractured. The bedrock was very dense at the time of our subsurface investigation. o UNIT D, SM, Silty Sand: This soil consists of the following field estimated particle size percentages 55 percent very fine to fine sand, 25 percent low to medium plastic fines, 10 percent sub-angular fine to coarse gravel, and 10 percent sub-rounded cobble. The cobble was highly weathered. This soil is predominantly yellowish red with a Munsel Color Chart designation of (5YR, 5/8). This soil was dense and moist to wet at the time of our subsurface investigation. o UNIT E, CL, Low Plasticity Clay: This soil consists of the following field estimated particle size percentages 80 percent low plastic fines, and 20 percent very fine sand. This soil is predominantly strong brown with a Munsel Color Chart designation of (7.5YR, 5/6). This soil was stiff and moist to wet at the time of our subsurface investigation. o UNIT F, SC, Clayey Sand: This soil consists of the following field estimated particle size percentages 70 percent low to medium plastic fines, 20 percent fine sand and 5 percent sub-angular fine to coarse gravel, and 5 percent sub-rounded cobble. The cobble was highly weathered. This soil is predominantly yellowish real with a Munsel Color Chart designation of(5YR, 5/8). This soil was very dense and moist at the time of our subsurface investigation. • 0.5 to 2.0 feet of ML, Low Plasticity Silt • 1.0 to 3.5 feet of GP, Poorly Graded Gravel o Unknown thickness of GRANITE ROCK o 4.0 to 6.0 feet of SM, Silty Sand Z:IPROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 6 • 1.0 to 2.0 feet of CL, Low Plasticity Clay • 6.0 to 6.5 feet of SC, Clayey Sand 2.2.3 Groundwater Conditions H&K did not encounter a shallow groundwater table in the exploratory trenches excavated at the site during the time of our subsurface site investigation. Groundwater seeps were observed in exploratory trenches T06-3, T06-4, and T06-7 at approximately 2.0 feet bgs, near ground surface and 1.5 feet bgs, respectively. The seep observed at the near ground surface in at T06-4 was most probably due to the location situated near an existing ground surface drainage area. Seasonal fluctuations in the local groundwater table at the site are dependant upon the low lying elevations where surface water is present and the existing natural drainages. 3 LABORATORY TESTING H&K performed laboratory tests on selected soil samples taken from the subsurface exploratory excavations to determine their engineering material properties. These engineering material properties were used to develop geotechnical engineering design recommendations for earthwork and structural improvements. The following laboratory tests were performed using the cited American Society for Testing and Materials (ASTM), Caltrans Test Method (CTM), or Uniform Building Code (UBC) guideline procedures: • ASTM D422, Particle Size Gradation (Sieve with Hydrometer) • ASTM D2216, Soil Moisture Content • ASTM D2487, Soil Classification by the USCS • ASTM D2488, Soil Description (Visual Manual Method) • ASTM D2937, Drive Tube Density-Moisture Determination • ASTM D3080, Direct Shear Strength • ASTM D4318, Atterberg Plasticity Indices • ASTM D4829, Expansion Index (UBC Expansion Index) Table 3.1 presents a summary of the laboratory test results. Appendix D presents the laboratory test data sheets. Z.-PROJECD70108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 - Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 7 Table 3.1, Laboratory Test Results Trench Sample Test Results No. No Depth D2487 D2216 D2937 D422 D4318 D4829 D2844 D2166 D30800) D2488 CTM301 USCS Moisture Dry Passing Passing Plasticity Liquid Expansion R-Value Unconfnd Cohesion Friction Content Density No.4 No.200 Index Limit Index Cmprssn Angle (Uncorrected ft s m % (PcQ % % % % /Saturated. dim s s (degree) T06-3 L1-2-2 2.0 SM 295.0 T06-3 L1-1-2 2.0 SM 19.1 103.0 T06-3 1-2-1-1 3.5 SM P98.4 P44.3 R24.5 R44.4 T06-3 L3-1-1 6.0 SM 10.1 107.8 T06-3 C13-1 2 SM 67 T06-6 L1-1-1 1.0 CL P762.9 P17.0 R689.0 R17.0 T06-6 CB-2 1-2 CL 52.2 13.2 14 34 T06-7 1-2-1-2 4.5 SC 16.9 109.8 T06-9 C13-3 1-2 ML L 60 Notes: (1) P indicates peak shear strength values and R indicates residual shear strength values. Z:IPROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 8 4 CONCLUSIONS The conclusions presented below are based on information developed from our field and laboratory investigations. 1. It is our opinion that the site is suitable for the proposed construction improvements provided that the geotechnical engineering design recommendations presented in this report are incorporated into the earthwork and structural improvement project plans. 2. Prior to construction, H&K should be allowed to review the proposed earthwork grading plan and structural improvement plans to determine if our geotechnical engineering recommendations are applicable or need modifications. 3. At the time of our investigation the project area of the site consisted of undeveloped relatively flat to moderately sloping natural terrain. The surrounding property consisted of residential developments and undeveloped property. 4. The soil conditions observed to a maximum depth of 11.5 feet below the existing ground surface in our subsurface exploratory excavations generally consisted of (described relative to the existing ground surface) 0.5 to 2.0 feet of Sandy SILT (ML), 1.0 to 3.5 feet of Sandy GRAVEL (GP), an unknown thickness of Granite Rock, 4.0 to 6.0 feet of Silty SAND (SM), 1.0 to 2.0 feet of Sandy CLAY (CL), and 6.0 to 6.5 feet of Clayey SAND (SC). 5. The laboratory test data indicates the on-site soils encountered have the following general geotechnical engineering material properties: Silty SAND (SM): low bearing strength, low compressive shear strength, and medium to high R-value; Sandy CLAY (CL): low to medium plasticity, low expansion potential; Sandy SILT (ML): medium to high R-value. 6. At the time of our subsurface site investigation, H&K observed minor to moderate groundwater seeps at exploratory trenches T06-3, T06-4 and T06-7 at approximately 2.0 feet, near ground surface and 1.5 feet bgs, respectively. The depth to the groundwater table may vary at these and other on-site locations as a result of both seasonal fluctuations and local soil conditions. 7. Existing Granite rock was observed to be slightly to moderately fractured with slightly to highly weathered conditions at depths of approximately 3 feet below ground surface. Shallow rock may be difficult to rip apart. Z.-PROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA .May 19, 2006 Geotechnical Engineering Investigation Report Page 9 5 RECOMMENDATIONS H&K developed geotechnical engineering design recommendations for earthwork and structural improvements from our field and laboratory investigation data. Our recommendations are presented hereafter. 5.1 EARTHWORK GRADING Our earthwork grading recommendations include: clearing and grubbing, native soil preparation, fill construction, cut-fill transitions, fill slope grading, cut slope grading, erosion controls, underground utility trenches, construction de-dewatering, soil corrosion potential, retaining wall back-fill, subsurface drainage, surface water drainage, review of construction plans, and construction quality assurance/quality control (QA/QC) monitoring. Our earthwork grading recommendations are presented below. 5.1.1 Stripping and Grubbing The site should be stripped and grubbed of vegetation and other deleterious materials as described below. 1. Strip and remove the top 2 to 4 inches of soil containing shallow vegetation roots and other deleterious materials. This highly organic topsoil can be stockpiled on-site and used for surface landscaping, but should not be used for constructing compacted engineered fills. Grub the underlying 6 to 8 inches of soil to remove any large vegetation roots or other deleterious material while leaving the soil in place. The project geotechnical engineer or his/her representative should approve the use of any soil materials generated from the clearing and grubbing activities. 2. Remove all large shrub and tree roots and tree stumps. Excavate the remaining cavities or holes to a sufficient width so that an approved backfill soil can be placed and compacted in the cavity or holes. Sufficient backfill soil should be placed and compacted in'order to match the surrounding elevations and grades. The project geotechnical engineer or his/her representative should observe and approve the preparation of the cavities and holes prior to placing and compacting engineered fill soil in the cavities and holes. 3. Remove all rocks greater than 3 inches in greatest dimension from the top 12 inches of the soil. Rocks with a greatest dimension larger than 3 inches will be referred to in this report as "over sized" rock materials. Over sized rock materials can be stockpiled on-site and used to construct engineered fills; however they must be placed at or near the bottom of deep fills but not shallower than 3 feet from the finished subgrade surface. The oversized rock should be placed with enough space between them to avoid clustering and the creation of void space. The project engineer or his/her representative should approve the use and Z.-PROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 10 placement of all over sized rock materials prior to constructing compacted engineered fills. 4. Excessively large amounts of vegetation, other deleterious materials, and over sized rock materials should be removed from the site. 5.1.2 Native Soil Preparation For Engineered FiN Placement After completing site clearing and grubbing activities, the exposed native soil should be prepared for placement and compaction of engineered fills as described below. 1. The native soil should be scarified to a minimum depth of 8 inches below the existing land surface or cleared and grubbed surface and then uniformly moisture conditioned. If the soil is classified as a coarse-grained soil by the USCS (i.e., GP, GW, GC, GM, SP, SW, SC or SM) then it should be moisture conditioned to within ± 3 percentage points of the ASTM D1557 optimum moisture content. If the soil is classified as a fine grained soil by the USCS (i.e., CL, CH, ML, MH) then it should be moisture conditioned between 0 to 4 percentage points greater than the ASTM D1557 optimum moisture content. 2. The native soil should then be compacted to achieve a minimum relative compaction of 90 percent of the ASTM D1557 maximum dry unit weight (density). The moisture content, density, and relative percent compaction should be tested by the project engineer or the project engineer's field representative to evaluate whether the compacted soil meets or exceeds this minimum percent compaction and moisture content requirements. The earthwork contractor shall assist the project engineer or the project engineer's field representative by excavating test pads with the on-site earth moving equipment. Native soil preparation beneath concrete slab-on-grade structures (i.e., floors, sidewalks, patios, etc.), asphalt concrete (AC) pavement should be prepared as specified in Section 5.2 (Structural Improvements). 3. The prepared native soil surface should be proof rolled with a fully loaded 4,000 gallon capacity water truck with the rear of the truck supported on a double-axel, tandem-wheel, undercarriage or approved equivalent. The minimum tire pressure should be 65 pounds per square inch (psi). The proof rolled surface should be visually observed by the project engineer or the project engineer's field representative to be firm, competent and relatively unyielding. The project engineer or the project engineer's field representative may also evaluate the surface material by hand probing with a %-inch-diameter steel probe; however, this evaluation method should not be performed in place of proof rolling as described in the preceding. 4. Construction quality assurance tests should be performed using the minimum testing frequencies presented in Table 5.1.2 or as modified by the project engineer to better suit the site conditions. Z.PROJECn70108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 11 Table 5.1.2, Minimum Testing Frequencies ASTM No. Test Description Minimum Test Fre uenc 3) D1557 Modified Proctor Compaction Curve 1 per 40,000 SF(1) Or Material Change!2) D2922 Nuclear Moisture Content 1 per 5,000 SF D3017 Nuclear Density 1 per 5,000 SF Notes: (1) SF=square feet. (2) Whichever criteria provide the greatest number of tests. (3) These are minimum testing frequencies that may be increased or decreased at the project engineer's discretion on the basis of the site conditions encountered during grading. 5. The native soil surface should be graded to minimize ponding of water and to drain surface water away from the building foundations and associated structures. Where possible surface water should be collected, conveyed, and discharged into natural drainage courses, storm sewer inlet structures, permanent engineered storm water runoff percolation/evaporation basins, or engineered infiltration subdrain systems. 5.1.3 Engineered Fill Construction Engineered fills are constructed to support structural improvements. Engineered fills should be constructed using non-expansive soil as described in Section 5.1.3.1. We did encounter expansive soil at the site during our surface and subsurface investigations of the site. If possible, the use of expansive soil for constructing engineered fills should be avoided. If the use of expansive soil cannot be avoided then engineered fills should be constructed as described in Section 5.1.3.2 or as modified by the project engineer. If soil is to be imported to the site for constructing engineered fills then H&K should be allowed to evaluate the suitability of the borrow 9 � Y soil source by taking representative soil samples for laboratory testing. Construction of engineered fills with non-expansive and expansive soils are described below. 5.1.3.1 Engineered Fill Construction With Non-expansive Soil Construction of engineered fills with non-expansive soil should be performed as described below. 1. Non-expansive soil used to construct engineered fills should consist predominantly of materials less than 1/2 inch in greatest dimension and should not contain rocks greater than 3 inches in greatest dimension (over sized material). Non-expansive soil should have a plasticity index (PI) of less than or equal to PIs 15 as determined by ASTM D4318 Atterberg Indices test. Over sized materials can be placed at or near the bottom of deep fills, but not within 3.0 feet of the finished subgrade surface or within 2.0 foot of the foundation bottom. Deep fills are defined as fills that are greater than 10 feet in vertical thickness. Over sized materials should be spread apart to prevent clustering so that void spaces are not created. The project engineer or project engineer's field representative should approve the use of over sized materials for constructing engineered fills. Z:IPROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 12 2. Non-expansive soil used to construct engineered fills should be uniformly moisture conditioned. If the soil is classified by the USCS as coarse grained (i.e., GP, GW, GC, GM, SP, SW, SC or SM), then it should be moisture conditioned to within ± 3 percentage points of the ASTM D1557 optimum moisture content. If the soil is classified by the USCS as fine grained (i.e., CL, CH, ML or MH), then it should be moisture conditioned to between 0 to 4 percentage points greater than the ASTM D1557 optimum moisture content. 3. Engineered fills should be constructed by placing uniformly moisture-conditioned soil in maximum 8-inch-thick loose lifts (layers) prior to compacting. 4. The soil should then be compacted to achieve a minimum relative compaction of 90 percent of the ASTM D1557 maximum dry density. 5. The earthwork contractor should compact each Loose soil lift with a tamping foot compactor such as a Caterpillar (CAT) 815 Compactor or equivalent as approved by our project engineer or the project engineer's field representative. A smooth steel drum roller compactor should not be used to compact loose soil lifts for construction of engineered fills. 6. The field and laboratory CQA tests should be performed consistent with the testing frequencies presented in Table 5.1.3.1 or as modified by the project engineer to better suit the site conditions. Table 5.1.3.1, Minimum Testing Frequencies For Non-Expansive Soil ASTM No. Test Description Minimum Test Fre uenc 3) D1557 Modified Proctor Compaction Curve 1 per 1,500 CY(1) Or Material Chan a(2) D2922 Nuclear Moisture Content 1 per 250 CY D3017 Nuclear Density 1 per 250 CY Notes: (1) CY=cubic yards. (2) Whichever criteria provide the greatest number of tests. (3) These are minimum testing frequencies that may be increased or decreased at the project engineers discretion on the basis of the site conditions encountered during grading. 7. The moisture content, density, and relative percent compaction of all engineered fills should be tested by the project engineer's field representative during construction to evaluate whether the compacted soil meets or exceeds the minimum compaction and moisture content requirements. The earthwork contractor shall assist the project engineer's field representative by excavating test pads with the on-site earth moving equipment. 8. The prepared finished grade or finished subgrade soil surface should be proof rolled with a fully loaded 4,000 gallon capacity water truck with the rear of the truck supported on a double-axel, tandem-wheel, undercarriage or approved equivalent. The minimum tire pressure should be 65 pounds per square inch (psi). The proof rolled surface should be visually observed by the project engineer or the project engineer's field representative to be firm, competent and relatively unyielding. The project engineer or the project engineer's field representative may Z.PROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 13 also evaluate the surface material by hand -probing with a Y4-inch-diameter steel probe; however, this evaluation method should not be performed in place of proof rolling as described in the preceding. 5.1.3.2 Engineered Fill Construction With Expansive Soil We identified expansive soil at the site during our subsurface investigation. If the property owner desires to use them to construct engineered fills, then following three options should be considered. Each option has inherent risks and associated costs relative to future problems associated with expansive soil including settlement (downward movement) and/or heave (upward movement) of foundations and concrete slab-on-grade floors. The options are presented in the general order of decreasing cost but increasing risk with regards to future problems related to soil shrink-swell behavior. Prior to implementing any of these options, H&K should be notified so that we can develop appropriate recommendations or modify our recommendations, if necessary. Option 1, Remove And Replace With Non-Expansive Soil (H&K Preferred Option-Lowest Shrink-Swell Behavior Risk): This mitigation option has the lowest inherent risk of incurring future problems regarding settlement and/or heave of foundations and concrete slab-on-grade floors. This option consists of removing the expansive soil to a depth to be determined by the project geotechnical engineer. We estimate that expansive soil, if encountered at the site, should be removed to a minimum depth of 2 feet below the bottom of the building foundations and concrete slab-on-grade floors, which ever creates the greater depth below the adjacent finished grade surface. The actual removal depth or depths should be evaluated by the project geotechnical engineer or his/her field representative during grading and may be either increased or decreased depending upon the site conditions observed. Non-expansive soil should then be placed, moisture conditioned and compacted to achieve the finished grades as described in Section 5.1.3.1 of this report. This option, when compared to the other two options, generally incurs the greatest upfront costs to the project but has the lowest risks for future problems arising from the high shrink-swell behavior of the soil. Repair of future problems due to soil shrink-swell behavior is generally from 10 to 100 times more costly then the cost of removing and replacing with non-expansive soil during initial grading. Option 2, Expansive Soil Treatment With High Calcium Lime And Fly-Ash (Moderate Shrink-Swell Behavior Risk): This mitigation option has an intermediate (moderate) inherent risk of incurring future problems regarding settlement and/or heave of foundations and concrete slab-on-grade floors. This option consists of mixing high calcium lime and fly-ash with the on-site expansive soil to reduce the expansive shrink-swell behavior of the soil. This option, when compared to the other two options, generally incurs an Z:IPROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19; 2006 Geotechnical Engineering Investigation Report Page 14 intermediate upfront cost to the project with an intermediate risk for future problems arising from the high shrink-swell behavior of the soil. H&K did not evaluate as part of our geotechnical engineering investigation work scope the percents of high calcium lime and fly-ash to be mixed with on-site expansive soil. If this option is selected by the owner to mitigate the on-site expansive soils, then H&K should be notified so that H&K can prepare a proposed work scope to develop construction specifications for lime and fly-ash treatment of the on-site expansive soil. H&K will perform the lime and fly-ash treatment evaluation only after receiving your authorization to proceed and an approved budget amendment. Option 3, Reworking Expansive Soil (Highest Shrink-Swell Behavior Risk): This mitigation option has the highest inherent risk of incurring future problems with settlement and/or heave of foundations and concrete slab-on-grade floors. This option consists of reworking the existing on-site expansive soil to reduce its expansive shrink-swell behavior. This option, when compared to the other two options, generally incurs the lowest upfront cost to the project with the highest risk for future problems arising from the high shrink-swell behavior of the soil. Construction of engineered fills with expansive soil should be performed as described below; however, these recommendations may need to be revised by the project geotechnical engineer or his/her representative during grading depending upon the actual site conditions encountered 1. Expansive soil used to construct engineered fills should consist predominantly of materials less than 1/2 inch in greatest dimension and should not contain rocks greater than 3 inches in greatest dimension (over sized material). Expansive soil will have a plasticity index (PI) greater than PI > 15 as determined by ASTM D4318 Atterberg Indices test. Over sized materials can be placed at or near the bottom of deep fills, but not within 3.0 feet of the finished subgrade surface or within 2.0 foot of the foundation bottom. Deep fills are defined as fills that are greater than 10 feet in vertical thickness. Over sized materials should be spread apart to prevent clustering so that void spaces are not created. The project engineer or project engineer's field representative should approve the use of over sized materials for constructing engineered fills. 2. Expansive soil used to construct engineered fills should be uniformly moisture conditioned to within 0 to 4 percentage points greater than the ASTM D1557 optimum moisture content. The actual moisture content should be reviewed by the project engineer to determine if this preliminary moisture content range is appropriate or should be modified. 3. Engineered fills should be constructed by placing uniformly moisture-conditioned expansive soil in maximum 8-inch-thick loose lifts (layers) prior to compacting. 4. The expansive soil should then be compacted to achieve a minimum relative compaction of 88 percent and a maximum relative compaction of 92 percent of the ASTM D1557 maximum dry density. The actual percent relative compaction Z.PROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 15 should be reviewed by the project engineer to determine if this preliminary relative percent compaction range is appropriate or should be modified. 5. Field and laboratory CQA tests should be performed consistent with the testing frequencies presented in Table 5.1.3.2 or as modified by the project engineer to better suit the site conditions. Table 5.1.3.2, Minimum Testing Frequencies For Expansive Soil ASTM No. Test Description Minimum Test Fre uenc 3) D1557 Modified Proctor Compaction Curve 1 per 1,500 CY t'► Or Material Change(Z) D2922 Nuclear Moisture Content 1 per 250 CY D3017 Nuclear Density 1 per 250 CY Notes: (1) CY=cubic yards. (2) Whichever criteria provide the greatest number of tests. (3) These are minimum testing frequencies that may be increased or decreased at the project engineer's discretion on the basis of the site conditions encountered during grading. 6. The earthwork contractor should compact each loose soil lift with a tamping foot compactor such as a Caterpillar (CAT) 815 Compactor or equivalent as approved by the project engineer. A smooth steel drum roller compactor should not be used to compact loose soil lifts for construction of engineered fills with expansive soil. 7. The moisture content, density, and relative percent compaction of all engineered fills constructed with expansive soil should be tested by project engineer's field representative during construction to evaluate whether the compacted soil meets or exceeds the minimum compaction and moisture content requirements. The earthwork contractor shall assist the project engineer's field representative by excavating test pads with the on-site earth moving equipment. 8. The prepared finished grade or finished subgrade soil surface constructed with expansive soil should be proof rolled with a fully loaded 4,000 gallon capacity water truck with the rear of the truck supported on a double-axel, tandem-wheel, undercarriage or approved equivalent. The minimum tire pressure should be 65 pounds per square inch (psi). The proof rolled surface should be visually observed by the project engineer or the project engineer's field representative to be firm, competent and relatively unyielding. The project engineer or the project engineer's field representative may also evaluate the surface material by hand probing with a %-inch-diameter steel probe; however, this evaluation method should not be performed in place of proof rolling as described in the preceding. 5.1.4 Cut-Fill Transition Lots Cut-fill transition lots should be graded as described below. 1. Building pads should be graded such that surface cut-fill transition lines do not occur on the surface directly beneath any structures. If a cut-fill transition line will occur on the surface and crosses directly beneath a building footprint area, then the building pad areas should be over excavated and replaced with compacted Z.PROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 16 engineered fill soil to eliminate the surface exposure of the cut-fill transition contact. This construction method will eliminate the occurrence of what is commonly referred to as a "hard-point or hard-line" beneath the building footprint. The hard-line demarks an abrupt change in both the elastic and consolidation settlement behaviors of the engineered fill and native soil and/or rock materials exposed on opposite sides of the hard-line on the building pad surface. This abrupt change in material behaviors can result in development of cracks in the building foundations and/or concrete slab-on-grade floors that are typically coincident with the location and orientation of the underlying hare-line. Over excavation of the entire building pad footprint area and then replacing with engineered fill to the finished design subgrade elevations will significantly diminish the adverse impacts of the hard-line or cut/fill transition line beneath the building footprint area. 2. The depth of over excavation will depend on the foundation depth.on the cut-side of the transition line and the total fill thickness on the fill-side of the transition line. The entire building and to a minimum distance of 10 feet beyond the building's foundation should be underlain by a minimum of 3 feet of non-expansive engineered fill as shown on the figure below. Cut-Fill Transition Lots Oriqinal Ground Surface Cut Pad Fill Pad Agin 10 Feet ildee) > ................................................................................................................................... .................................................................................................................................... ...................................................................................................................................... ........................................................................................................................................ .......................................................................................................................................... ........................................................................................................................................... .............................................................................................................................................. ............................................................................................................................................... ................................................................................................................................................. Natural Ground Not to Scale Z:IPROJRCT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 17 5.1.5 Fill Slope Grading Fill slopes should be graded as described below. 1. Fill slopes should be graded with a maximum slope gradient of 2H:1V (horizontal to vertical slope ratio) and with a maximum vertical height of 15 feet. If fill slopes are to be graded steeper than 2H:1V and/or with a vertical height greater than 15 feet, then H&K should be notified so that slope stability analysis of the proposed slope configuration can be performed and provide revised recommendations. 2. A shear-key-way should be graded at the base of the fill slope prior to constructing the fill slope. The shear-key-way should be a minimum of 15-feet-wide and extend to a minimum depth of 3-feet below the finished subgrade surface. The shear-key-way base should be graded with a minimum slope gradient of 2 percent towards the inside fill slope surface. Typical Engineered Fill Slope Shear-Key-Way And Back Slope Benching Engineered Fill Pad Engineered Fill Typ.Mid-Slope Bench 2H:1V Finished Slope Original Ground Surface Cut Pad in.3 Ft Natural Ground Typ. Back Slope Benching Min.3 Ft. Min.12 Ft. Shear-Key-Way Not To Scale 3. Fill slopes should be graded in horizontal lifts to the lines and grades shown on the grading plans. The design finished grade of a,fill slope should be achieved by over building the slope face and then cutting it back to the design finished grade. Fill slopes should not be graded (extended horizontally) by compacting moisture Z:IPROJEC1170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 18 conditioned, loose soil lifts on the slope face as thin veneer layers; in other words, do not construct engineered fill slopes by placing and compacting successive thin layers (veneers) of soil over the fill slope face at an inclination that is roughly coincident with the final fill slope horizontal to vertical slope ratio. The in-slope edge of each horizontal lift should be benched into the firm, competent, and relatively unyielding soil of the natural ground slope. 4. If ground water seepage from the slope and/or shear-key-way areas are encountered during grading or if the site conditions indicate that ground water seepage does occur during the wet winter season, then Holdrege & Kull should be notified so that we can assess the conditions and provide a design for installation of permanent dewatering subdrains. 5. Surface benches should be graded into the finished fill slope with a minimum width of 10 feet and with maximum vertical intervals of 15 feet between benches or at the mid slope height if the total vertical slope height is greater than 15 feet but less than 30 feet. 6. Benches should be graded with a minimum slope gradient of 2 percent towards the inside fill slope surface; in other words, the bench slope gradient should cause surface water to drain towards the fill slope side of the bench (not over and down the fill slope face). 7. Fill soils used to construct slopes should be uniformly moisture conditioned, placed in loose lifts, and compacted as described in Section 5.1.3. 5.1.6 Cut Slope Grading Cut slopes should be graded as described below. 1. Cut slopes should be graded with a maximum slope gradient of 2H:1 V (horizontal to vertical slope ratio) and with a maximum vertical height of 15 feet. If cut slopes are to be graded steeper than 2H:1V and/or with a vertical height greater than 15 feet, then H&K should be notified so that we can perform a slope stability analysis of the proposed slope configurations and provide revised recommendations, if necessary. 2. Surface benches should be graded into the finished fill slope with a minimum width of 10 feet and with maximum vertical intervals of 15 feet between benches or at the mid slope height if the total vertical slope height is greater than 15 feet but less than 30 feet. 3. The benches should be graded with a minimum slope gradient of 2 percent towards the cut; in other words, the bench slope gradient should cause surface water to drain towards the cut slope side of the bench (not over and down the cut slope face). 5.1.7 Erosion Controls Erosion controls should be installed as described below. Z:IPROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 19 .1. Erosion controls should be installed on all cut and fill slopes to minimize erosion caused by surface water run off. 2. Install on all slopes either an appropriate hydroseed mixture compatible with the soil and climate conditions of the site as determined by the local U.S. Soil Conservation District or apply an appropriate manufactured erosion control mat. 3. Install surface water drainage ditches at the top of all cut and fill slopes to collect and convey both sheet flow and concentrated flow away from the slope face. 4. Install surface water drainage ditches on the inside of all cut and fill slope benches to collect and convey both sheet flow and concentrated flow away from the slopes and to designed over side drain structures. 5. The drainage swales and over side drain structures should be lined with a minimum 2-inch-thick gunite concrete surface, erosion mats, or other suitable materials. Over side drains can also be designed with corrugated metal pipe that are anchored to the slope. If over side drains are deemed necessary, then H&K should be allowed to perform both hydraulic and structural analyses for design of these surface water drainage control structures. 6. The intercepted surface water should be discharged into natural drainage course or into other collection and disposal structures. 5.1.8 Underground Utility Trenches Underground utility trenches should be excavated and backfilled as described below for each trench zone as shown in the figure below. 1. Trench Excavation Equipment: H&K anticipate that the contractor will be able to excavate all underground utility trenches with a Case 580 Backhoe or equivalent. 2. Trench Shoring: All utility trenches that are excavated deeper than 4 feet below the surrounding ground surface are required by the California Occupational Safety and Health Administration (OSHA) to be shored with bracing equipment prior to being entered by any individuals, whether or not they are associated with the pro- ject. 3. Trench Dewatering: H&K does not anticipate that the proposed underground util- ity trenches will encounter shallow ground water.. However, if the utility trenches are excavated during the winter rainy season, Then shallow or perched ground water may be encountered. The earthwork contractor may need to employ de-watering methods as discussed in Section 5.1.9 in order to excavate, place and compact the trench backfill materials. 4. Pipe Zone Backfill Type And Compaction Requirements: The backfill material type and compaction requirements for the pipe zone which includes the bedding zone, shading zone and cover zone as shown in the Figure 5.1.8 are described below. Z:IPROJECT170108170108-01_051906.doc Holdrege S Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 20 FIGURE 5.1.8. TYPICAL TRENCH BACKFILL ZONES Unpaved Areas I Pavement Areas Asphalt Concrete t •••.•••.••.•..••• Aggregate Base Rock Min.1.0 Ft. Upper Trench Zone (95%Comoaction) Trench Zone Lower Trench Zone Geotextile Filter (90%Comoaction) Fabric Wrao Utility Pipe Pipe Cover Zone (90%ComDaction) Min.1.0 Ft. ' Pipe Spring Line Pipe Zone t j Pipe Shading Zone (90%Compaction) Min.3 In. Pipe Bedding Zone (95%ComDacbon) Trench Center Line Pipe Flow Line Not To Scale • Pipe Zone Backfill Material Type: Trench backfill used within the pipe zone which includes the bedding zone, shading zone and cover zone should consist of 3/4-inch minus, washed, crushed rock. The crushed rock particle size gradation should meet the following requirements (percents are expressed as dry weights using ASTM D422 test method): 100 percent passing the 3/4 inch sieve, 80 to 100 percent passing the '/2 inch sieve, 60 to 100 percent passing the 3/8 inch sieve, 0 to 30 percent passing the No. 4 sieve, 0 to 10 percent passing the No. 8 sieve, and 0 to 3 percent passing the No. 200 sieve. If ground water is encountered within the trench during construction or if it is expected to rise during the rainy season to a elevation that will infiltrate the pipe zone within the trench, then the pipe zone material should be wrapped with a minimum 6 ounce per square yard, non-woven, geotextile filter fabric such as Amoco 4506 manufactured by Amoco Fabrics and Fibers Company or equivalent should be used.. The geotextile seam should be located along the trench centerline and have a minimum 1-foot overlap. If the utility pipes are coated with a corrosion protection material, then the pipes should be wrapped Z:IPROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 21 with a minimum 6 ounce per square yard, non-woven, geotextile cushion fabric such as Amoco 4506 manufactured by Amoco Fabrics and Fibers Company or equivalent should be used. The geotextile cushion fabric should have a minimum 6 inch seam overlap. The geotextile cushion fabric will protect the pipe from being scratched by the crushed rock backfill material. • Pipe Bedding Zone Compaction: Trench backfill soil placed in the pipe bedding zone (beneath the utilities) should be a minimum 3-inches thick, moisture conditioned to within ± 3 percentage points of the ASTM D1557 optimum moisture content and compacted to achieve a minimum relative compaction of 95 percent of the ASTM D1557 maximum dry density. • Pipe Shading Zone Compaction: Trench backfill soil placed within the pipe- shading zone (above the bedding zone and to a height of one pipe radius length above the pipe spring line) should be moisture conditioned to within ± 3 percentage points of the ASTM D1557 optimum moisture content and compacted to achieve a minimum relative compaction of 90 percent of the ASTM D1557 maximum dry density. The pipe shading zone backfill material should be shovel sliced to remove voids and to promote compaction. • Pipe Cover Zone Compaction: Trench backfill soil placed within the pipe cover zone (above the pipe shading zone to one foot over the pipe top surface) should be moisture conditioned to within ± 3 percentage points of the ASTM D1557 optimum moisture content and compacted to achieve a minimum relative compaction of 90 percent of the ASTM D1557 maximum dry density. 5. Trench Zone Backfill And Compaction Requirements: The trench zone backfill materials consists of both lower and upper zones as discussed below. • Trench Zone Backfill Material Type: Soil used as trench backfill within the lower and upper intermediate zones as shown on the preceding figure should consist of non-expansive soil with a plasticity index (PI) of less than or equal to PI <_ 15 (based on ASTM D4318) and should not contain rocks greater than 3 inches in greatest dimension. • Lower Trench Zone Compaction: Soil used to construct the lower trench zone backfills should be uniformly moisture conditioned to within 0 to 4 percentage points of the ASTM D1557 optimum moisture content, placed in maximum 12-inch-thick loose lifts (layers) prior to compacting and compacted to achieve a minimum relative compaction of 90 percent of the ASTM D1557 maximum drydensity. • Upper Trench Zone Compaction (Road And Parking Lot Areas): Soil used to construct the upper trench zone backfills should be uniformly moisture conditioned to within 0 to 4 percentage points greater than the ASTM D1557 optimum moisture content, placed in maximum 8-inch-thick loose lifts (layers) prior to compacting and compacted to achieve a minimum relative compaction of 95 percent of the ASTM D1557 maximum dry density. Z;IPROJEC'170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 22 • Upper Trench Zone Compaction (Non-Road And Non Parking Lot Areas): Soil used to construct the upper trench zone backfills should be uniformly moisture conditioned to within 0 to 4 percentage points greater than the ASTM D1557 optimum moisture content, placed in maximum 8-inch-thick loose lifts (layers) prior to compacting and compacted to achieve a minimum relative compaction of 90 percent of the ASTM D1557 maximum dry density. 6. CQA Testing And Observation Engineering Services: The moisture content, dry density, and relative percent compaction of all engineered utility trench back- fills should be tested by project engineer's field representative during construction to evaluate whether the compacted trench backfill material meet or exceed the minimum compaction and moisture content requirements presented in this report. The earthwork contractor shall assist the project engineer's field representative by excavating test pads with the on-site earth moving equipment. • Compaction Testing Frequencies: The field and laboratory CQA tests should be performed consistent with the testing frequencies presented in Table 5.1.8 or as modified by the project engineer to better suit the site conditions. Table 5.1.8, Minimum Testing Frequencies For Utility Trench Backfill ASTM No. Test Description Minimum Test Frequens3) . D1557 Modified Proctor Compaction Curve 1 per 500 CY(1) Or Material Change(2) D2922 Nuclear Moisture Content 1 per 100 LF per 12-Inch-Thick Loose Lift(3) D3017 Nuclear Density 1 per 100 LF per.12-Inch-Thick Loose Lift Notes: (1) CY=cubic yards. (2) Whichever criteria provide the greatest number of tests. (3) LF=linear feet. (4) These are minimum testing frequencies that may be increased or decreased at the project engineer's discretion on the basis of the site conditions encountered during grading. • Final Proof Rolling: The prepared finished grade aggregate base (AB) rock surface and/or finished subgrade soil surface of utility trench backfills should be proof rolled with a fully loaded minimum 4,000 gallon capacity water truck with the rear of the truck supported on a double-axel, tandem-wheel, undercarriage or approved equivalent. The minimum tire pressure should be 65 pounds per square inch (psi). The proof rolled surface should be visually observed by the project engineer or the project engineer's field representative to be firm, competent and relatively unyielding. The project engineer or the project engineer's field representative may also evaluate the surface material by hand probing with a '/4-inch-diameter steel probe; however, this evaluation method should not be performed as a substitute for proof rolling as described in the preceding. Z:IPROJECn70108l70108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 23 5.1.9 Construction De-watering H&K does not anticipate the need to perform de-watering of the site during earthwork grading. However, the earthwork contractor should be prepared to de-water the utility trench excavations and any other excavations if perched water or the ground water table are encountered during grading. The following recommendations are preliminary and are not based on performing a ground water flow analysis. A detailed de-watering analysis was not a part of our proposed work scope. It should be understood that it is the earthwork contractor's sole responsibility to select and employ a satisfactory de-watering method for each excavation. 1. H&K anticipates that de-watering of utility trenches can be performed by constructing sumps to depths below the trench bottom and removing the water with sump pumps. 2. Additional sump excavations and pumps should be added as necessary to keep the excavation bottom free of standing water and relatively dry when placing and compacting the trench backfill materials. 1 If ground water enters the trench faster than it can be removed by the de-watering system thereby allowing the underlying compacted soil to become unstable while compacting successive soil lifts, then it may be necessary to remove the unstable soil and replace it with free draining, granular drain rock. Native backfill soil can again be used after placing the granular rock to an elevation that is higher than the ground water table. 4. If granular rock is used it should be wrapped in a non-woven geotextile fabric such as Amoco 4506 manufactured by Amoco Fabrics and Fibers Company or equivalent should be used. The geotextile filter fabric should have minimum 1-foot overlap seems. The granular rock should meet or exceed the following gradation specifications (all percents are expressed as dry weights using ASTM D422 test method): 100 percent passing the 3/4 inch sieve, 80 to 100 percent passing the Y2 inch sieve, 60 to 100 percent passing the 3/8 inch sieve, 0 to 30 percent passing the No. 4 sieve, 0 to 10 percent passing the No. 8 sieve, and 0 to 3 percent passing the No. 200 sieve. 5. H&K recommends that the utility trench excavations be performed as late in the summer months as possible to allow the ground water table to reach its' lowest seasonal elevation. 5.1.10 Soil Corrosion Potential The selected materials used for constructing underground utilities should be evaluated by a corrosion engineer for compatibility with the on site soil and ground water conditions. H&K did not perform a corrosion potential evaluation of the on site soil and ground water as part of our scope-of-services. Z.-PROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 24 5.1.11 Subsurface Ground Water Drainage H&K does anticipate encountering perched ground water or the local ground water table during the wet weather seasons. If groundwater is encountered during grading, then H&K should be allowed to observe the conditions and provide site-specific de-watering recommendations. 5.1.12 Surface Water Drainage H&K recommends the following surface water drainage mitigation measures: 1. Grade all slopes drain away from building areas with a minimum 2 percent slope for a distance of not less than 10 feet from the building foundations. 2. Grade all landscape areas near and adjacent to buildings to prevent ponding of water. 3. Direct all building downspouts to solid (non-perforated) pipe collectors which discharge to natural drainage courses, storm sewers, catchment basins, infiltration'subdrains, or other drainage facilities. 5.1.13 Grading Plan Review And Construction Monitoring Construction quality assurance includes review of plans and specifications and performing construction monitoring as described below. 1. H&K should be allowed to review the final earthwork grading improvement plans prior to commencement of construction to determine whether our recommendations have been implemented, and if necessary, to provide additional and/or modified recommendations. 2. H&K should be allowed to perform .construction quality assurance (CQA) monitoring of all earthwork grading performed by the contractor to determine whether our recommendations have been implemented, and if necessary, to provide additional and/or modified recommendations. 3. Our experience and that of our profession clearly indicates that during the construction phase of a project the risks of costly design, construction and maintenance problems can be significantly reduced by retaining the design geotechnical engineering firm to review the project plans and specifications and to provide geotechnical engineering construction quality assurance (CQA) observation and testing services. Upon your request we will prepare a CQA geotechnical engineering services proposal that will present a work scope, tentative schedule and fee estimate for your consideration and authorization. If H&K is not retained to provide geotechnical engineering CQA services during the construction phase of the project, then H&K will not be responsible for geotechnical engineering CQA services provided by others nor any aspect of the project that fails to meet your or a third party's expectations in the future. Z:IPROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 25 5.2 STRUCTURAL IMPROVEMENTS Our structural improvement design criteria recommendations include: seismic design parameters, shallow continuous strip and isolated foundations, retaining walls, concrete slab-on-grade floors, patios and sidewalks, and pavement designs. These recommendations are presented here after. 5.2.1 Seismic Design Parameters The site is not located within an Alquist-Priolo special study zone dealing with known fault ruptures as defined by "Preliminary Fault Activity Map of California," California Department of Conservation, Division of Mines and Geology, 1992. We used UBCSEIS a computer program developed by Thomas F. Blake to estimate the seismic coefficients for the site based on the 1997 Uniform Building Code. UBCSEIS performs fault searches using a modified version of the California fault-data file that was compiled by the California Division of Mines and Geology (CDMG). UBCSEIS estimates the following for each fault identified in the database relative to the project site location: • Closest distance to fault. • Closest Type A, B and C faults. • Coefficients Na, Nv, Ca, and Cv for the Closest Type A, B and C faults. • Coefficients Ts and To from the largest of the Na, Nv, Ca and Cv coefficients. • Response spectrum from the selected coefficients. The UBCSEIS computer program output file is included in Appendix E and is summarized in Table 5.2.1. Table 5.2.1, UBC Seismic Design Parameters Design Parameter 1997 UCB Volume 2 Assigned Value Source Table Seismic Map Zone Figure 16-2,Pae 2-37 Zone=3 Seismic Zone Z Factor Table 16-1, Pae 2-30 Z=0.30 Soil Profile Type Table 16-J,Pae 2-30 Sd=Stiff Soil Profile Occupancy Category Table 16-K,Page 2-30 Standard Occupancy Structures Seismic Coefficient Ca Table 16-Q,Pae 2-38 Ca=0.36 Seismic Coefficient Cv Table 16-R,Pae 2-35 Cv=0.54 Seismic Source and Distance Table 16-U,Page 2-35 Bartlett Springs Fault=108.3 Km Source Type=A Battle Creek Fault=73.1 Km Source Type=B Near Source Factor Na Table 16-S, Pae 2-35 Na=1.0 Near Source Factor Nv Table 16-T, Pae 2-35 N„=1.0 Z.IPROJEC7170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 26 5.2.2 Shallow Continuous Strip And Stepped Foundations Shallow continuous strip and stepped foundations for load bearing walls should be designed as follows: 1. The base of all shallow foundations should bear on firm competent non-expansive native soil, or either non-expansive engineered fill or expansive engineered fill compacted consistent with the earthwork recommendations of Section 5.1. 2. Continuous strip foundations should be constructed with the following dimensions: a. Minimum Width = 12 Inches b. Minimum Embedment Depth below the lowest adjacent exterior surface grade as shown in Table 5.2.2. 3. The allowable bearing capacities to be used for structural design of all shallow foundations founded in either non-expansive native soil or non-expansive engineered fill are presented in Table 5.2.2. Table 5.2.2, Continuous Strip Foundation Maximum Bearing Pressures Minimum Foundation Maximum Bearing Pressures For Maximum Bearing Pressures For Embedment Depth Live+Dead Loads Live+Dead+Wind or Seismic Loads inches s ps 12 1,500 1,995 18 2,000 2,660 24 2,500 3,325 30 3,000 3,990 36 3,500 4,655 4. Foundation lateral resistance may be computed from passive pressure along the side of the foundation and sliding friction resistance along the foundation base; however the larger of the two resistance forces should be reduced by 50 percent when combining these two forces. The passive pressure can be assumed to be equal to an equivalent fluid pressure per foot of depth. The passive pressure force and sliding friction coefficient for computing lateral resistance are as follows: a. Passive pressure = 275 (H), where H = foundation depth below lowest adja- cent soil surface. b. Foundation bottom sliding friction coefficient = 0.40 (dimensionless). 5. Minimum steel reinforcement for continuous strip foundations should consist of two No. 4 bars (ASTM A615 Grade 60 billet steel) with one bar placed near the top and one bar placed near the bottom of each foundation or as designated by a California licensed structural engineer. 6. Concrete coverage over steel reinforcements should be a minimum of 3 inches as recommended by the American Concrete Institute (ACI). Z.-PROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 27 7. Prior to placing concrete in any foundation excavations the contractor shall remove all loose soil, rock, wood, and debris, or other deleterious materials from the foundation excavations. 8. Foundation excavations should be saturated prior to placing concrete to aid the concrete curing process; however, concrete should not be placed in standing water. 9. Total settlement of individual foundations will vary depending on the plan dimensions of the foundation and actual structural loading. Based on the anticipated foundation dimensions and loads, we estimated that the total post-construction settlement of foundations designed and constructed in accordance with our recommendations will be on the order of 1/2 inch. Differential settlement between similarly loaded, adjacent foundations is expected to be about 1/4 inch, provided the foundations are founded into similar materials (e.g., all on competent and firm engineered fill, native soil or rock). Differential settlement between adjacent foundations founded on dissimilar materials (e.g., one foundation on soil and one on rock) may approach the maximum estimated total settlement of 1/2 inch. Settlement of all foundations are expected to occur rapidly and should be essentially complete shortly after the total design load has been applied. 10.Prior to placing concrete in any foundation excavation the project geotechnical engineer or his/her field representative should observe the excavations to document that the following requirements have been achieved: minimum foundation dimensions, minimum reinforcement steel placement, and dimensions, removal of all loose soil, rock, wood, and debris, or other deleterious materials, and that firm and competent native soil or engineered fill soil is exposed along the entire foundation excavation bottom. Strict adherence to these requirements is paramount to the satisfactory behavior of a building foundation. Minor deviations of these requirements can cause the foundations to undergo minor to severe amounts of settlement which can result in cracks developing in the foundation and adjacent structural members such as concrete slab-on-grade floors. 5.2.3 Shallow Isolated Spread Foundations Shallow isolated spread foundations (i.e., square, rectangular and circular) for column loads should be designed as follows: 1. The base of all shallow foundations should bear on firm competent non-expansive native soil or either non-expansive engineered fill or expansive engineered fill compacted consistent with the earthwork recommendations presented in Section 5.1. 2. Shallow isolated square, rectangular and circular spread foundations should be designed by a California licensed civil engineer with the following dimensions: a. Minimum Width and Length or Radius = dimensions should be determined such that the allowable bearing capacities presented herein are not exceeded. Z.•IPROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 28 b. Minimum Embedment Depth below the lowest adjacent exterior surface grade as shown in Table 5.2.3. 3. The allowable bearing capacities to be used for structural design of all shallow isolated square, rectangular or circular foundations founded in either non-expansive native soil or non-expansive engineered fill are presented in Table 5.2.3. Table 5.2.3, Isolated Foundation Maximum Bearing Pressures Minimum Foundation Maximum Bearing Pressures For Maximum Bearing Pressures For Embedment Depth Live+Dead Loads Live+Dead+Wind or Seismic Loads inches ps ps 12 1,500 1,995 18 2,000 2,660 24 2,500 3,325 30 3,000 3,990 36 3,500 4,655 4. Foundation lateral resistance may be computed from passive pressure along the side of the foundation and sliding friction resistance along the foundation base; however the larger of the two resistance forces should be reduced by 50 percent when combining these two forces. The passive pressure can be assumed to be equal to an equivalent fluid pressure per foot of depth. The passive pressure force and sliding friction coefficient for computing lateral resistance are as follows: j a. Foundation bottom sliding friction coefficient = 0.40 (dimensionless). b. Passive pressure = 275 (H), where H = foundation depth below lowest adja- cent soil surface. 5. Minimum steel reinforcement of all isolated square, rectangular and circular j foundations should be designed by a California licensed structural engineer using i ASTM A615 Grade 60 billet steel. 6. Concrete coverage over steel reinforcements should be a minimum of 3 inches as recommended by the American Concrete Institute (ACI); 7. Prior to placing concrete in any foundation excavations the contractor shall remove all loose soil, rock, wood, and debris, or,other deleterious materials from the foundation excavations. 8. Foundation excavations should be saturated prior to placing concrete to aid concrete curing process; however, concrete should be not placed in standing water. 9. Total settlement of individual foundations will vary depending on the plan dimensions of the foundation and actual structural loading. Based on the anticipated foundation dimensions and loads, we estimated that the total post-construction settlement of foundations designed and constructed in Z.IPROJECn70108l70108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 29 accordance with our recommendations will be on the order of 1/2 inch. Differential settlement between similarly loaded, adjacent foundations is expected to be about 1/4 inch, provided the foundations are founded into similar materials (e.g., all on competent and firm engineered fill, native soil or rock). Differential settlement between adjacent foundations founded on dissimilar materials (e.g., one foundation on soil and one on rock) may approach the maximum estimated total settlement of 1/2 inch. Settlement of the all foundations are expected to occur rapidly and should be essentially complete shortly after the total design load has been applied. 10.Prior to placing concrete in any foundation excavation the project geotechnical engineer or his/her field representative should observe the excavations to document that the following requirements have been achieved: minimum foundation dimensions, minimum reinforcement steel placement, and dimensions, removal of all loose soil, rock, wood, and debris, or other deleterious materials, and that firm and competent native soil or engineered fill soil is exposed along the entire foundation excavation bottom. Strict adherence to these requirements is paramount to the satisfactory behavior of a building foundation. Minor deviations of these requirements can cause the foundations to undergo minor to severe amounts of settlement which can result in cracks developing in the foundation and adjacent structural members such as concrete slab-on-grade floors. 5.2.4 Retaining Walls Design Parameters A California licensed civil engineer should design all retaining walls with the following geotechnical engineering design criteria: 1. Retaining walls should be founded on firm competent native soil or engineered fill soil consistent with the requirements of Section 5.1. 2. The retaining wall should be designed by a California licensed civil engineer using the geotechnical engineering design parameters presented in Table 5.2.4. 3. The retaining wall backfill soil should be free draining material that meets or exceeds the material requirements of Section 5.2.5 and is placed and compacted consistent with the requirements of Section 5.2.5. 4. The static lateral earth pressures exerted on the retaining walls may be assumed to be equal to an equivalent fluid pressure per foot of depth below the top of the wall. The lateral pressures presented below do not include a safety factor, and assumes a free draining backfill (no hydrostatic forces acting on the wall) and no surcharge loads applied within a distance of 0.40H, where H equals the total vertical wall height. 5. The retaining wall backfill slope shall have a slope gradient no steeper than 21-1:1V (horizontal to vertical slope ratio). If a steeper backfill slope ratio is desired then Holdrege & Kull should be notified and contracted to perform additional retaining wall designs. Z:IPROJEC'170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 30 6. The retaining wall foundation excavations should be saturated prior to placing concrete to aid the concrete curing process. However, concrete should not be placed in standing water. Table 5.2.4, Retaining Wall Design Parameters Loading Retaining Wall With Retaining Wall With Conditions Horizontal Maximum 2HAV Backfill Slope Backfill Slope Wall Active Pressures s (1) 30 H (5) 45 H Wall Passive Pressures s (2) 275 H 275 H Wall At-Rest Pressure s (3) 50 H 65 H Maximum Foundation Bearing Capacity(psf) 2,000 2,000 Live+Dead Loads Maximum Foundation Bearing Capacity(psf) 2,660 2,660 Live+Dead+Wind or Seismic Loads Minimum Foundation Embedment Depth in 18 18 Foundation Bottom Friction Coefficient dim. (4) 0.40 0.40 Notes: (1) The active pressure condition applies to a retaining walt.with an unrestrained top(deflection allowed). (2) The passive condition applies to a retaining wall with soil resistance at the base. If passive pressures are used then H&K recommends that the top 1.0 feet of soil weight be ignored. (3) The At-Rest pressure condition applies to a retaining wall with the top restrained (no deflection allowed). (4) If the design horizontal resistance force acting on the wall foundation is computed by combining both the sliding friction force and passive soil pressure force, then the larger of the two forces should be reduced by 50 percent. (5) H = The distance to a point in the backfill soil where the pressure is desired. The H distance is measured from the top of the wall for active and at-rest conditions and from one foot below the soil height at the toe of the wall See Note 2 for passive condition). 5.2.5 Retaining Wall Backfill Place and compact all retaining wall backfill and drainage layer materials as described below. Sub-structure retaining walls for below grade rooms, basements, garages, elevator shafts, etc. should also incorporate a water proofing sealant as described _below. The water proofing sealant products should be installed by a qualified waterproofing contractor according to the manufacturer's directions. A typical retaining wall and backfill material zones is shown below. 1. Water Proofing: Water proofing materials should be installed behind retaining walls prior to backfilling if retaining walls will be constructed for below grade rooms, basements, garages, elevator shafts, etc. The water proofing materials should be installed by a qualified waterproofing contractor according to the manufacturer's directions. Z:IPROJEC7170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 31 Typical Retaining Wall Backfill Features Drainage Layer Retaining Wall Water Proofed SurfarR `. ,: >. .. .. .... ....... :.i .?.. I4/ 019r�• ..................................... r;I; Perforated Drainage ::: :::::::: :::'`"; `:::::: ` ': :: <: rollarAinn Pina rt s:>: is >: :< : >:>:i:::;::i::>:: ;: ;:;:;;:s: ::;:<:;:;:;:;:;:;:;:> or Discharge ;;%: ...:.... . ; ;•;>....>; ; ; ; ;.>: Ween Hole -- i:•>:?:O:J:•i:•iY::•i::; ;i::•i:C•:•i:•i:•}:•i:•:C•i:•: or 0 or or General Engineered Backfill Native Soil Not To Scale 2. Drainage Layer: A drainage layer should be placed between the wall and backfill material in order to prevent build up of hydrostatic pressures behind the wall. Additionally, care should be taken during placement of the drainage layer materials so as not to crush, tear, or damage the water proofing materials. The drainage layer can be constructed from drain rock, geosynthetic drain nets or a combination of both as described below. a. Caltrans Class II Permeable Material ' Method: Place a minimum 12-inch-thick layer of Caltrans Class II Permeable Material directly against the wall or water proofing system (as described below) without a geotextile wrap- ping to separate the backfill soil from the wall. The drainage material should extend form the wall bottom to within 12 inches of the wall top. b. Geotextile Wrapped Drain Rock Method: Place a minimum 12-inch-thick layer of drain rock wrapped in a geotextile filter fabric directly against the wall or water proofing system (as described below) to separate the backfill soil form the wall. The drain rock should extend from the wall bottom to within 12 inches of the wall top. A minimum 6-ounce per square yard (oz/sy) non-woven geo- textile fabric such as Amoco 4506 manufactured by Amoco Fabrics and Fibers Company or equivalent should be used. c. Geosynthetic Composite Drainnet (Geonet) Method: Place a geosynthetic composite drain-net (geonet) directly against the wall or water proofing system Z.PROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 32 (as described below) to separate the backfill soil from the wall. The composite geonet should extend from the wall bottom to within 12 inches of the wall top. A geosynthetic composite drainnet such a Hydroduct 200 or Hydroduct 220 distributed by Grace Construction Products or equivalent should be used. 3. Drainage Layer Collection And Discharge Pipes: A minimum 4-inch-diameter polyvinyl chloride (PVC) perforated drainpipe should be placed at the wall base inside the geotextile wrapped drain rock or wrapped by the composite geonet. Four 1/4—inch-diameter perforations should be drilled into the pipe. The perforations should be orientated in cross section view at 90 degrees to one another and along the pipe length on 6-inch-centers. A minimum of 3 inches of drain rock should be placed below the perforated PVC pipe. The pipe should direct water away from the wall by gravity with a minimum 1 percent slope. The pipe should collect ground water collected by the drainage layer discharge to the surface at the end of the wall or through weep-hole penetrations through the wall. 4. General Backfill Placement Equipment: Heavy conventional motorized compaction equipment should not be used directly adjacent to the retaining walls unless the wall is designed with sufficient steel reinforcements and/or bracing to resist the additional lateral pressures. Compaction of backfill materials within 5 feet of the retaining wall should be accomplished by light-weight hand operated, walk behind, and vibratory equipment. Additionally, care should be taken during placement of the general backfill materials so as not to crush, tear, or damage the water proofing and/or drainage layer materials. 5. General Backfill Compaction: The retaining wall backfill material placed between the drainage layer and temporary cut-slope should be compacted to a minimum of 90 percent and a maximum of 95 percent of the ASTM D1557 maximum dry density. If the backfill material is classified by the USCS as a coarse-grained material (i.e., GP, GW, GC, GM, SP, SW, SC, and SM) then it should be moisture conditioned to between ± 3 percentage points of the ASTM D1557 optimum moisture content. If the backfill material is classified by the USCS as a fine-grained material (i.e., CL, CH, ML, or MH) then it should be moisture conditioned to between 0 to 4 percentage points greater than the ASTM D1557 optimum moisture content. 5.2.6 Concrete Slab-On-Grade Floors In general, H&K recommends that subgrade elevations on which the concrete slab-on-grade floors are constructed be a minimum of 6 inches above the elevation of the surrounding parking and landscaped areas. Elevating the building will reduce the potential for subsurface water to enter beneath the concrete slab-on-grade floors and exterior surfaces and underground utility trenches. The concrete slab-on-grade building floors, patios, sidewalks and garbage collection dumpster areas should be evaluated by a California licensed civil engineer for expected live and dead loads to determine if the minimum slab thickness and steel Z.-PROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19,-2006 Geotechnical Engineering Investigation Report Page 33 reinforcement recommendations presented in this report should be increased or redesigned. 5.2.6.1 Interior Floors The interior concrete slab-on-grade floor components are described below from top to bottom. If static or intermittent live floor loads greater than 250 psf are anticipated, then a California licensed structural engineer should design the necessary concrete slab-on-grade floor thickness and steel reinforcements. 1. Minimum 4-Inch-Thick Concrete Slab: should be installed with a minimum 2,500 pounds per square inch (psi) compressive strength after 28 days of curing. H&K recommends that the concrete design uses and water to cement ratio of no greater than 0.42. The concrete mix design is the responsibility of the concrete supplier. 2. Prior to applying construction loads all exposed concrete slab-on-grade floors should be moisture cured for a minimum of 7 days following placement of the concrete. If concrete is placed during the hot summer months when the ambient air temperatures may be as low as 50 to 60 degrees Fahrenheit (F) in the early morning and in excess of 90 degrees F in the afternoon, then the contractor may need to implement special curing measures to minimize the development of shrinkage cracks. The concrete contractor is responsible for determining the appropriate curing process to be applied to the slab-on-grade floor. Concrete Slabs In Contact With Isolated Concrete Foundations: We do not recommend that concrete slab-on-grade floors be placed in direct contact with the top surface of isolated column concrete foundations. Our experience is that during curing period of the concrete slab-on-grade floors a significant thermal gradient may develop between the portions of the slab placed directly on the typically more massive isolated column concrete foundations and the portions of the slab placed over the wetted cushion sand, vapor-moisture retarder membrane and crushed rock of the slab support layers. Additionally, during the curing period a source of water for the bottom of the concrete slab-on-grade floors will not be present for the portions of slab that are placed in direct contact with the top surface of the isolated column concrete foundations, unlike the portions of the slab placed over the wetted cushion sand layer. The development of adverse thermal gradients and lack of curing water beneath portions of the slab may cause the development of significant orthogonal and/or circular shrinkage cracks around the isolated column foundations. 3. Steel Reinforcements: should be used to improve the load carrying capacity and to minimize cracking caused by shrinkage during curing and from both differential and repeated loadings. It_should be understood that it is nearly impossible to prevent all cracks from development in concrete slabs, in other words, it should be expected that some cracking will occur in all concrete slabs no matter how well Z.IPROJEcn70108l70108-01_051906.doc Holdrege& Kull Project No,:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 34 they are reinforced. Concrete slabs that will be subjected to heavy loads should be designed with steel reinforcements by a California licensed structural engineer. Steel Rebar: Use No. 3 ribbed steel rebar (ASTM A615 Grade 60 billet steel), tied and placed with 18-inch centers in both directions (perpendicular) and supported on concrete "dobies" to position the rebar in the center of the slab during concrete pouring. We do not recommend that the steel reinforcements of the concrete slab-on-grade floor be tied into the perimeter or interior continuous strip foundations or interior isolated column foundations. In other words, we recommend that the concrete slab-on-grade floors be constructed as independent structural members so that they can move (float) independently from the foundation structures. 4. Minimum 2-Inch-Thick Sand Laver: should be installed and compacted with a minimum of two passes with a walk behind vibratory plate compactor. Just prior to placing the concrete on the sand layer, the sand layer should be moistened to a saturated surface dry (SSD) condition. This measure will reduce the potential for water to be withdrawn from the bottom of the concrete slab while it is curing and will help minimize the development of shrinkage cracks and slab curling. 5. Underslab Vapor-Moisture Retarder Membrane: should be placed as a floor component that will minimize transmission of both liquid water and water vapor transmission through the concrete slab-on-grade floor. H&K recommends using a minimum 10-mil-thick, plastic, vapor-moisture, retarder membrane material such as: Moiststop® underslab vapor retarder membranes or equivalents. Additionally, the following materials are recommended: Moiststop® Tape TM to seal membrane joints and Moiststop® The BootTM to seal pipe, conduit or other membrane penetrations, or equivalents. Regardless of the type of moisture-vapor retarder membrane used, moisture can wick up through a concrete slab-on-grade floor. Excessive moisture transmission through a concrete slab floor can cause adhesion loss, warping and peeling of resilient floor coverings, deterioration of adhesive, seam separation, formation of air pockets, mineral deposition beneath flooring, odor and both fungi and mold growth. Slabs can be tested for water transmissivity in areas that are moisture sensitive. Commercial sealants, polymer additives to the concrete at the batch plant, entrained air, flyash, and a reduced water to content ratio can be incorporated into the concrete slab-on-grade floor to reduce its permeability and water-vapor transmissivity properties. A waterproofing consultant should be contacted to provide detailed recommendations if moisture sensitive flooring materials will be installed on the concrete slab-on-grade floors. 6. Minimum 4-Inch-Thick Crushed Rock Layer: should be placed and compacted to a minimum of 95 percent of the ASTM D1557 dry density with a moisture content of ± 3 percentage points of the ASTM D1557 optimum moisture content. The crushed rock should be washed to produce an ASTM D422 test particle size distribution of 100 percent (by dry weight) passing the 3/ inch sieve and 0 to Z.-PROJECn70108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 35 5 percent passing the No. 4 sieve and 0 to 3 percent passing the No. 200 sieve. This relatively clean (washed) crushed rock will act as a capillary break for free water moisture transmission, as well as, provide a uniform bearing surface for the concrete slab-on-grade floor. 7. Sub-grade Soil Preparation: The subgrade soil should be prepared and compacted consistent with the recommendations of Section 5.1. The top 12 inches of the non-expansive soil should be compacted to a minimum of 90 percent of the ASTM D1557 dry density with a relatively uniform moisture content of from 0 to 4 percentage points greater than the ASTM D1557 optimum moisture content. If the expansive on-site soil is used it should be compacted to between 88 percent P P and 92 percent of the ASTM D1557 maximum dry density with a relatively uniform moisture content of from 0 to 4 percentage points greater than the ASTM D1557 optimum moisture content. Prior to placing concrete and the moisture barrier membrane, but after placing the overlying crushed rock layer, the subgrade soil must be moisture conditioned to achieve a saturation of between 75 and 100 percent to a depth of 18 inches below the finished subgrade surface. Moisture conditioning should be performed for a minimum of 24 hours prior to concrete placement. If the soil is not moisture conditioned prior to placing concrete, moisture could be wicked (transmitted) out of the concrete by the underlying potentially dryer soil, which could cause shrinkage cracks to develop in the concrete slab during the curing period. Additionally, we believe that moisture conditioning the subgrade soil will reduce the swell (heave) potential of fine-grained soil with moderate to high expansion properties. Typically, concrete slabs impart relatively small loads on the order of about 50 pounds per square foot (psf) on the underlying subgrade soil. Therefore, some vertical movement of the concrete slab should be anticipated from possible expansion of the underlying subgrade soil, if it is not properly moisture conditioned as describe in the preceding. 8. Crack Control Grooves: should be installed during placement or saw cuts should be made in accordance with the American Concrete Institute (ACI) and Portland Cement Association (PCA) specifications. Generally, H&K recommend that expansion joints be provided between the slab and perimeter footings, and that crack control groves or saw cuts are installed on 10-foot-centers in both directions (perpendicular). 9. Field Observations: should be made by an H&K construction monitor of all concrete slab-on-grade subgrade surfaces and installed steel reinforcements prior to placing concrete. 5.2.6.2 Exterior Sidewalks, And Patios The exterior concrete slab-on-grade surfaces components are described below from top to bottom. If static or intermittent live loads greater than 250 psf are anticipated, or if heavy traffic loads are anticipated then a California licensed structural engineer Z:IPROJECT170108170108-01 051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 36 should design the necessary concrete slab-on-grade floor thickness and steel reinforcements. 1. Minimum 4-Inch-Thick Concrete Slab: should be installed with a minimum 2,500 pounds per square inch (psi) compressive strength after 28 days of curing. H&K recommends that the concrete design uses and water to cement ratio of no greater than 0.55. The concrete mix design is the responsibility of the concrete supplier. Prior to applying construction loads all exposed concrete slab-on-grade floors should be moisture cured for a minimum of 7 days following placement of the concrete. If concrete is placed during the hot s:jmmer months when the ambient air temperatures may be as low as 50 to 60 degrees Fahrenheit (F) in the early morning and in excess of 90 degrees F in the afternoon, then the contractor may need to implement special curing measures to minimize the development of shrinkage cracks. The concrete contractor is responsible for determining the ap- propriate curing process to be applied to the slab-on-grade floors. Concrete Slabs In Contact With Isolated Concrete Foundations: We do not recommend that concrete slab-on-grade floors be placed in direct contact with the top surface of isolated column concrete foundations. Our experience is that during curing period of the concrete slab-on-grade floor a significant thermal gradient may develop between the portions of the slab placed directly on the typically more massive isolated column concrete foundations and the portions of the slab placed over the wetted cushion sand, vapor-moisture retarder membrane and crushed rock layers. Additionally, during the curing period a source of water for the bottom of the concrete slab-on-grade floor will not be present for the portions of slab that are placed in direct contact with the top surface of the isolated column concrete foundations, unlike the portions of the slab placed over the wetted cushion sand layer. The development of adverse thermal gradients and lack of curing water beneath portions of the slab may cause the development of significant orthogonal and/or circular shrinkage cracks around the isolated column foundations. 2. Steel Reinforcements: should be used to improve the load carrying capacity and to minimize cracking caused by shrinkage during curing and from both differential and repeated loadings. It should be understood that it is nearly impossible to prevent all cracks from development in concrete slabs, in other words, it should be expected that some cracking will occur in all concrete slabs no matter how well they are reinforced. Concrete slabs that will be subjected to heavy loads should be designed with steel reinforcements by a California licensed structural engineer. If the current property owner (developer) elects to eliminate the steel reinforcements from the exterior concrete slabs-on-grade for economic reasons, then there will be an inherent greater risk assumed by the developer for the development of both shrinkage and bearing related cracks in the associated slabs. Z.IPROJECn70108l70108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 37 Steel Rebar: Use No. 3 ribbed steel rebar (ASTM A615 Grade 60 billet steel), tied and placed with 24-inch centers in both directions (perpendicular) and supported on concrete "dobies" to position the rebar in the center of the slab during concrete pouring. We do not recommend that the steel reinforcements of the concrete slab-on-grade floor be tied into adjacent building perimeter or isolated column foundations. In other words, we recommend that the concrete slab-on-grade floors be constructed as independent structural members so that they can move (float) independently from the foundation structures. 3. Minimum 4-Inch-Thick Crushed Rock Laver: should be placed and compacted to a minimum of 95 percent of the ASTM D1557 dry density with a moisture content of ± 3 percentage points of the ASTM D1557 optimum moisture content. The crushed rock should be washed to produce a particle size distribution of 100 percent (by dry weight) passing the % inch sieve and 5 percent passing the No. 4 sieve and 0 to 3 percent passing the No. 200 sieve. This relatively clean (washed) crushed rock will act as a capillary break for free water moisture transmission, as well as, provide a uniform bearing surface for the concrete slab-on-grade floor. However, just prior to pouring the concrete slab the crushed rock layer should be moistened to a saturated surface dry (SSD) condition. This measure will reduce the potential for water to be withdrawn from the bottom of the concrete slab while it is curing and will help minimize the development of shrinkage cracks. If the current property owner (developer) elects to eliminate the crushed rock layer beneath the exterior concrete slabs-on-grade for economic reasons, then there will be an inherent greater risk assumed by the developer for the development of both shrinkage and bearing related cracks in the associated slabs. 4. Subgrade Soil Preparation: The subgrade soil should be prepared and compacted consistent with the recommendations of Section 5.1. The top 12 inches of the non-expansive soil should be compacted to a minimum of 90 percent of the ASTM D1557 dry density with a moisture content of from 0 to 4 percentage points greater than the ASTM D1557 optimum moisture content. If the expansive on-site soil is used it should be compacted to between 88 percent and 92 percent of the ASTM D1557 maximum dry density with a relatively uniform moisture content of from 0 to 4 percentage points greater than the ASTM D1557 optimum moisture content. Prior to placing concrete, but after placing the overlying crushed rock layer, the subgrade soil must be moisture conditioned to achieve a saturation of between 75 and 100 percent to a depth of 18 inches below the finished subgrade surface. Moisture conditioning should be performed for a minimum of 24 hours prior to concrete placement. If the soil is not moisture conditioned prior to placing concrete, moisture could be wicked (transmitted) out of the concrete by the Z:IPROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 38 underlying potentially dryer soil, which could cause shrinkage cracks to develop in the concrete slab during the curing period. Additionally, we believe that moisture conditioning the subgrade soil will reduce the swell (heave) potential of fine-grained soil with moderate to high expansion properties. Typically, concrete slabs impart relatively small loads on the order of about 50 pounds per square foot (psf) on the underlying subgrade soil. Therefore, some vertical movement of the concrete slab should be anticipated from possible expansion of the underlying subgrade soil, if it is not properly moisture conditioned as describe in the preceding. 5. Crack Control Grooves: should be installed during placement or saw cuts should be made in accordance with the American Concrete Institute (ACI) and Portland Cement Association (PCA) specifications. Generally, H&K recommend that expansion joints be provided between the slab and perimeter footings, and that crack control groves or saw cuts be installed on 10-foot-centers in both directions (perpendicular). 6. Field Observations: should be made by an H&K construction monitor of all concrete slab-on-grade surfaces and installed steel reinforcements prior to pouring concrete. 5.2.6.3 Garage Floors And Driveways The concrete slab-on-grade floor components are described below from top to bottom. If static or intermittent live floor loads greater than 250 psf are anticipated, then a California licensed structural engineer should design the necessary concrete slab-on-grade floor thickness and steel reinforcements. 1. Minimum 5-Inch-Thick Concrete Slab: should be installed with a minimum 2,500 pounds per square inch (psi) compressive strength after 28 days of curing. H&K recommends that the concrete design uses and water to cement ratio of no greater than 0.55. The concrete mix design is the responsibility of the concrete supplier. Prior to applying construction loads all exposed concrete slab-on-grade floors should be moisture cured for a minimum of 7 days following placement of the concrete. If concrete is placed during the hot summer months when the ambient air temperatures may be as low as 50 to 60 degrees Fahrenheit (F) in the early morning and in excess of 90 degrees F in the afternoon, then the contractor may need to implement special curing measures to minimize the development of shrinkage cracks. The concrete contractor is responsible for determining the ap- propriate curing process to be applied to the slab-on-grade floor. Concrete Slabs In Contact With Isolated Concrete Foundations: We do not recommend that concrete slab-on-grade floors be placed in direct contact with the top surface of isolated column concrete foundations. Our experience is that during curing period of the concrete slab-on-grade floors a significant thermal gradient Z.PROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 39 may develop between the portions of the slab placed directly on the typically more massive isolated column concrete foundations and the portions of the slab placed over the wetted cushion sand, vapor-moisture retarder membrane and crushed rock of the slab support layers. Additionally, during the curing period a source of water for the bottom of the concrete slab-on-grade floors will not be present for the portions of slab that are placed in direct contact with the top surface of the isolated column concrete foundations, unlike the portions of the slab placed over the wetted cushion sand layer. The development of adverse thermal gradients and lack of curing water beneath portions of the slab may cause the development of significant orthogonal and/or circular shrinkage cracks around the isolated column foundations. 2. Steel Reinforcements: should be used to improve the load carrying capacity and to minimize cracking caused by shrinkage during curing and from both differential and repeated loadings. It should be understood that it is nearly impossible to prevent all cracks from development in concrete slabs, in other words, it should be expected that some cracking will occur in all concrete slabs no matter how well they are reinforced. Concrete slabs that will be subjected to heavy loads should be designed with steel reinforcements by a California licensed structural engineer. Steel Rebar: Use No. 4 ribbed steel rebar (ASTM A615 Grade 60 billet steel), tied and placed with 18-inch centers in both directions (perpendicular) and supported on concrete "dobies" to position the rebar in the center of the slab during concrete pouring. We do not recommend that the steel reinforcements of the concrete slab-on-grade floor be tied into the perimeter or interior continuous strip foundations or interior isolated column foundations. In other words, we recommend that the concrete slab-on-grade floors be constructed as independent structural members so that they can move (float) independently from the foundation structures. 3. Minimum 6-Inch-Thick Crushed Rock Layer: should be placed and compacted to a minimum of 95 percent of the ASTM D1557 dry density with a moisture content of ± 3 percentage points of the ASTM D1557 optimum moisture content. The crushed rock should be washed to produce an ASTM D422 test particle size distribution of 100 percent (by dry weight) passing the 3/ inch sieve and 0 to 5 percent passing the No. 4 sieve and 0 to 3 percent passing the No. 200 sieve. This relatively clean (washed) crushed rock will act as a capillary break for free water moisture transmission, as well as, provide a uniform bearing surface for the concrete slab-on-grade floor. 4. Subgrade Soil Preparation: The subgrade soil should be prepared and compacted consistent with the recommendations of Section 5.1. The top 12 inches of the non-expansive soil should be compacted to a minimum of 95 percent of the ASTM D1557 dry density with a relatively uniform moisture content of from 0 to 4 percentage points greater than the ASTM D1557 optimum moisture content. If the expansive on-site soil is used it should be compacted to between 88 percent Z:IPROJEC7170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 40 and 92 percent of the ASTM D1557 maximum dry density with a relatively uniform moisture content of from 0 to 4 percentage points greater than the ASTM D1557 optimum moisture content. Prior to placing concrete and the moisture barrier membrane, but after placing the overlying crushed rock layer, the subgrade soil must be moisture conditioned to achieve a saturation of between 75 and 100 percent to a depth of 18 inches below the finished subgrade surface. Moisture conditioning should be performed for a minimum of 24 hours prior to concrete placement. If the soil is not moisture conditioned prior to placing concrete, moisture could be wicked (transmitted) out of the concrete by the underlying potentially dryer soil, which could cause shrinkage cracks to develop in the concrete slab during the curing period. Additionally, we believe that moisture conditioning the subgrade soil will reduce the swell (heave) potential of fine-grained soil with moderate to high expansion properties. Typically, concrete slabs impart relatively small loads on the order of about 50 pounds per square foot (psf) on the underlying subgrade soil. Therefore, some vertical movement of the concrete slab should be anticipated from possible expansion of the underlying subgrade soil, if it is not properly moisture conditioned as describe in the preceding. 5. Crack Control Grooves: should be installed during placement or saw cuts should be made in accordance with the American Concrete Institute (ACI) and Portland Cement Association (PCA) specifications. Generally, H&K recommend that expansion joints be provided between the slab and perimeter footings, and that crack control groves or saw cuts are installed on 10-foot-centers in both directions (perpendicular). 6. Field Observations: should be made by an H&K construction monitor of all concrete slab-on-grade subgrade surfaces and installed steel reinforcements prior to placing concrete. 5.2.7 Pavement Design And Construction The design and construction of asphalt concrete (AC) pavements for the project site are discussed below. 5.2.7.1 Asphalt Concrete Pavement Design H&K used the Caltrans Design Method D301 to develop several asphalt concrete (AC) pavement and aggregate base (AB) rock design alternatives to allow for different traffic loading conditions. H&K used a Traffic Index (TI) of from 5 to 11 which represents typical vehicle traffic for parking lots, residential streets, collector streets, industrial/commercial streets, minor arterial streets, major arterial streets, and truck route arterial streets. The actual TI for the project pavement areas should be determined in accordance with Chapter 600 of the Caltrans Highway Design Manual. Z.-PROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 41 H&K obtained one sample of the on-site soil and rock during our field investigation that we anticipate will be representative of the subgrade soil for the roads, driveways and parking areas. The R-Value test results are included in Appendix D. Laboratory test results indicate R-Values of 60 and 67 for the on-site materials tested. The actual subsurface soil conditions exposed at the finished subgrade surface of the roadways may be different from these R-Values. Please note that the Caltrans design method requires that the maximum R-Value of the subgrade soil not exceed 50. H&K assumed that the pavement layers will be constructed with Class 2 Aggregate Base Rock (Minimum R-Value = 78) and Type A Asphalt Concrete in accordance with the requirements of Section 26 of the Caltrans Standard Specifications. Table 5.2.7.1 presents the road, driveway, and parking pavement design section. H&K recommends that the AB rock layer be constructed with a minimum thickness of 6-inches for constructability issues and to achieve a higher level of confidence that the road will achieve the expected service life. Table 5.2.7.1, Flexible Pavement Design Parameters Design Values Traffic Description Parking Residential Collector Industrial/ Minor Major Truck (approximate) Lots Streets Streets Commercial Arterial Arterial Route Streets Streets Streets Streets Traffic Index TI 5 6 7 8 9 10 11 Design R-Values Class II AB Rock 78 78 78 78 78 78 78 Sub rade Soil 50 50 50 50 50 50 50 AC Thickness inch 3.00 3.50 4.00 5.00 5.50 6.50 7.00 AB Rock Thickness 6.00 6.00 6.00 6.00 7.00 8.00 9.00 (inch) (95%Relative Compaction) Subgrade Soil 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Thickness(inch) (95%Relative Compaction) Note:H&K recommends that the minimum thickness of AB rock should be 6 inches regardless of what the Caltrans design method indicates. This minimum thickness is necessary for constructability issues and will increase the level of confidence that the roads will achieve the expected service life The subgrade soil and AB rock should be placed and compacted as described below. 7. The subgrade soil to a depth of 12 inches from the finished grade surface should be compacted to a minimum relative compaction of 95 percent of the ASTM D1557 maximum dry density with a moisture content of ± 3 percentage points of the ASTM D1557 optimum moisture content. The compacted sub-grade soil shall be graded to achieve the design grades and to.erances. The native sub-grade shall be graded to within +0.00-feet higher and -0.10-feet lower than the design grade. Z.,PROJEC7170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 42 8. The stability of the compacted subgrade soil should be evaluated by wheel rolling prior to placing the overlying AB rock layer. Wheel rolling should be performed with a fully loaded water truck with tire pressures between 60 and 95 psi. The subgrade soil surface should exhibit only minor deflections as the wheel load passes by. Any unstable areas should be reworked and then retested for percent relative compaction and percent moisture content and then proof rolled again. This process should be repeated until the area appears to be relatively stable. 9. The Caltrans Class II AB rock should be compacted to a minimum relative compaction of 95 percent of the ASTM D1557 maximum dry density with a moisture content of ± 3 percentage points of the ASTM D1557 optimum moisture content. The aggregate base rock sub-grade surface shall be graded to within +0.00-feet higher and -0.05-feet lower than the design grade surface. 10.The stability of the compacted AB rock should be evaluated by wheel rolling prior to placing the overlying AC layer. Wheel rolling should be performed with a fully loaded water truck with tire pressures between 60 and 95 psi. The AB rock surface should exhibit only minor deflections as the wheel load passes by. Any unstable areas should be reworked and then retested for percent relative compaction and percent moisture content and then proof rolled again. This process should be repeated until the area appears to be relatively stable. 11.Concrete cut-off curbs should be constructed around all landscaped areas that are adjacent to AC paved driveways and parking areas. The curbs should extend to a minimum depth of 8 inches into the underlying subgrade soil. The extended curbs will reduce migration of irrigation and rain waters originating in the landscaped areas form entering the AB rock materials underlying the AC pavement material. This design is intended to minimize failures of the paved areas due to saturation of the underlying AB rock and subgrade soils. 5.2.7.2 Asphalt Concrete Pavement Construction 1. Asphalt concrete (AC) pavement should be constructed as required in Section 39 of the Caltrans Standard Specifications and these requirements. 2. Asphalt Concrete Materials: Asphalt concrete should comply with the following criteria: • An asphalt concrete mix design should be submitted for review and approval by the project geotechnical engineering prior to placement of the asphalt concrete at the site. The mix design should include the following information at a minimum: asphalt viscosity AR grade designation, aggregate particle size gradation (CTM202), percentage crushed particles (CTM205), LA abrasion (CTM211), Kc, Kf and surface area (CTM303), coarse aggregate specific gravity (CTM206) fine aggregate specific gravity (CTM208), fine aggregate sand equivalent (CTM217), optimum asphalt content (CTM367), percent air voids (CTM 367), stabilometer value (CTM366 and 308/309), swell (CTM305), unit weight (CTM308), and maximum theoretical density (CTM309). Z.PROJEC7170108170108-0 1_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 43 • Asphalt concrete should be a Type "A" Medium gradation. The maximum nominal aggregate size should be 1/2 inch for residential collector and 3/4 inch for arterial streets. Streets that will allow speed limits greater than 45 MPH should have a surface course with a maximum nominal aggregate size of 3/4-inch unless otherwise directed by the project engineer. Asphalt concrete base courses that are in excess of 2.25-inches-thick may use a maximum nominal aggregate size of 3/4 inches. • Asphalt concrete samples should be taken for mixture verification testing in accordance with CTM 125. The location of each sample should be noted on the test report. • Asphalt concrete mixture verification tests should be performed at the rate of one set of tests per each 250-tons of AC placed and compacted. A minimum of one test should be performed for each day of paving. • The following mixture tests should be performed on each AC bulk sample: Table 5.2.7.2.A, Asphalt Concrete Testing Test Description Requirement Method CTM202 Sieve Analysis Of Fine And Coarse Aggregates Operating Range And Contract Compliance Range CTfM304 Preparation Of Bituminous Mixtures For Testing Not Applicable CTM308 Bulk Specific Gravity And Density Maximum Values CTM309 Theoretical Maximum Specific Gravity And Density Maximum Values CTM310 Asphalt And Moisture Content(l) ±0.5 percent of desi n mix CTM366 Stabilometer Value Minimum=35 CTM367 0 tirhum Bitumen Content Mix Voids=3 to 5 percent CTM375 In-Place Density And Relative Compaction Field Test Values CTM382 Asphalt Binder Content(l) ±0.5 percent of design mix Note: 1 Asphalt content may be determined by test methods CTM310 or CTM382. 3. Minimum Thickness And Grade Tolerances: The minimum AC grade thickness and grade tolerances are described below. • The minimum AC construction placement lift thickness should be 1'h-inch for '/z-inch material and 2-inches for 3/-inch material. The average finished AC pavement thickness should be equal to or greater than the design thickness. • Layer thickness should be verified either by continuous inspection or by coring. If continuous visual inspection is used, a minimum lay-down thickness of 1.25 times the design layer thickness should be used. If the thickness is verified by coring, then randomly selected core sample will be required as described in "Compaction Testing" below. Z:IPROJECT170108170108-01_051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 44 The AC finished grade surface should be graded within a tolerance of ±0.25 inches. 4. Compaction Method And Criteria: The provisions in Caltrans Section 39-5.02, "Compacting Equipment", of the Standard Specifications should apply. The compaction method and criteria are summarized below. • After roller compacting, the finished AC surface should be free of coarse and fine pockets (clusters) of voids. The handwork laid and compacted areas should closely match the texture of the machine laid and compacted areas. All handwork areas should be compacted concurrently with breakdown rolling. • No prime coat should be required. Tack coat should be applied between each lift. All vertical edges of the asphalt concrete and adjacent concrete facilities such as gutters, cross gutters, swales, etc. should be tack coated. If the tack coat is scraped off or contaminated, it should be reapplied. • The temperature of the asphalt concrete when placed and ready for compaction should not be less than 250-degrees Fahrenheit and all breakdown compaction should be completed before the temperature drops to 95-degrees Fahrenheit. The atmospheric temperature should be at least 50- degrees Fahrenheit to place asphalt concrete. If asphalt concrete base is shown on the plans, the atmospheric temperature should be at least 40- degrees Fahrenheit to begin placement. Placement of asphalt concrete materials should not commence during fog, rain, or other unsuitable conditions as determined by the project engineer. • The existing pavement at all cold joints should be heated with a torch prior to placing new asphalt concrete. Joints on new pavement placed after 3 hours should also be heated with a torch prior to placement of the adjacent pavement. • Areas of coarse handwork or unacceptable joints should be reheated using an infrared heater and reworked until the work complies with these requirements. Skin (thin) patching will not be allowed. • Existing AC surfaces should be cut to a neat, straight line parallel with the street centerline and the exposed edge should be tack coated with emulsion prior to paving. The exposed base material should be graded and re-compacted prior to paving. 5. Compaction Testing: Compaction testing of asphalt concrete should be performed using both field and laboratory test methods as described below. • Compaction testing of asphalt concrete should be performed consistent with CTM 375 using a both a nuclear gauge and core samples. Core sample density should be taken consistent with CTM308. If a core correlation correction factor is applied to the nuclear test method compaction test results, then core sample correlation test results should be provided with each set of test material results. Z.IPROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 45 • Compaction of asphalt concrete should comply with the following criteria: Table 5.2.7.2.6, Asphalt Concrete Relative Com action Criteria Street Area Description CTM 309 CTM 308 Percent Compaction Percent Compaction Residential,Collector Or Arterial Roads 93.0% 91.5% 96.0% 95.0% Average Minimum Average Minimum Shoulders, Non-Traffic Areas And Trench 91.5% 90.0% 94.5% 93.5% Patches Less Than 5-Feet-Wide Average Minimum Avera a Minimum • Asphalt concrete cores should be collected at the rate of one test per 2,500-square feet of pavement area with a minimum of 3 core samples for any street segment or cul-de-sac. The location of each sample should be noted on the test report. Sample location should include at a minimum the following locations: 1-foot from left lip of gutter, 1-foot from crown (either side), and 1-foot from right lip of gutter. • One density test should be taken for each 2,500-square feet of pavement area with a minimum of 3 tests per street segment. Each street segment may be averaged if the minimum number of tests per pavement area as shown below are met. Table 5.2.7.2.C, Asphalt Concrete Pavement Testing Criteria Pavement Area Minimum Number Of Density Tests 0 to 5,000-square feet(so 3 >5,000-sf to 10,000-sf 5 >10,000-sf to 15,000-sf 8 Over 15,000-sf 10 or 1 per 2,500-sf whichever isreater • If the average pavement compaction test results, obtained by the nuclear gauge method, fail to meet the requirements of presented in the above, then cores samples of the AC should be taken approximately 10-feet away from the original failing test location. If the average of these three tests fail to meet the minimum compaction requirements, then the pavement area should be cold planed (grind) to the depth of the underlying pavement course layer or aggregate base layer and replaced with new asphalt concrete. • The core test results should govern when compaction is being determinedby both core samples and nuclear gauge tests. If the average test results obtained from the cores fail to meet the minimum average compaction requirement, because one specific area has low test results, then the asphalt concrete pavement in the area of low test results should be removed and replaced. If no one distinct area can be identified, then the entire pavement layer should be removed and replaced for the full width of the pavement and to the limits of the failing areas. Z.IPROJECn70108l70108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 46 6 LIMITATIONS The following limitations apply to the findings, conclusions and recommendations presented in this report: 1. Our professional services were performed consistent with the generally accepted geotechnical engineering principles and practices employed in northern California. This warranty is in lieu of all other warranties, either expressed or implied. 2. H&K provided engineering services for the site project consistent with the work scope and contract agreement presented in our proposal and agreed to by our client. The findings, conclusions and recommendations presented in this report apply to the conditions existing when H&K performed our services and are intended only for our client, purposes, locations, time frames, and project parameters described herein. H&K are not responsible for the impacts of any changes in environmental standards, practices, or regulations subsequent to completing our services. H&K do not warrant the accuracy of information supplied by others, or the use of segregated portions of this report. This report is solely for the use of our client unless noted otherwise. Any reliance on this report by a third party is at the party's sole risk. 3. If changes are made to the nature or design of the project as described in this report, then the conclusions and recommendations presented in this report should be considered invalid by all parties. The validity of the conclusions and recommendations presented in this report can only be made by our firm; therefore, H&K should be allowed to review all project changes and prepare written responses with regards to their impacts on our conclusions and recommendations. However, additional fieldwork and laboratory testing may be required for us to develop any modifications to our recommendations. The cost to review project changes and perform additional fieldwork and laboratory testing necessary to modify our recommendations is beyond the scope-of-services presented in this report. Any additional work will be performed only after receipt of an approved scope-of-work, budget and written authorization to proceed. 4. The analyses, conclusions an recommendations presented in this report are based on the site conditions as they existed at the time H&K performed the surface and subsurface field investigations. H&K have assumed that the subsurface soil and ground water conditions encountered at the location of the exploratory trenches and/or trenches are generally representative of the subsurface conditions throughout the entire project site. However, if the actual subsurface conditions encountered during construction are different than those described in this report, then H&K should be notified immediately so that we can review these differences and, if necessary, modify our recommendations. 5. The elevation or depth to the ground water table underlying the project site may differ with time and location. Therefore, the depth to the ground water table Z:IPROJECT170108170108-01_051906.doc Holdrege & Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report Page 47 encountered in our exploratory trenches and/or trenches is only representative of the specific time and location where it was observed. 6. The project site map shows approximate exploratory trench and/or trench locations as determined by pacing distances from identifiable site features; therefore, their locations should not be relied upon as being exact nor located with the accuracy of a California licensed land surveyor. 7. Our geotechnical investigation scope-of-services did not include an evaluation of the project site for the presence of hazardous materials. Although, H&K did not observe the presence of hazardous materials at the time of our field investigation all project personnel should be careful and take the necessary precautions should hazardous materials be encountered during construction. 8. Our geotechnical investigation scope-of-services did not include an evaluation of the project site for the presence of mold nor for the future potential development of mold at the project site. If an evaluation of the presence of mold and/or for the future potential development of mold at the site is desired, then the property owner should contact a consulting firm specializing in these types of investigations. Holdrege & Kull does not perform mold evaluation investigations. 9. Our experience and that of the civil engineering profession clearly indicates that during the construction phase of a project the risks of costly design, construction and maintenance problems can be significantly reduced by retaining the design geotechnical engineering firm to review the project plans and specifications and to provide geotechnical engineering construction quality assurance (CQA) observation and testing services. Upon your request we will prepare a CQA geotechnical engineering services proposal that will present a work scope, tentative schedule and fee estimate for you consideration and authorization. If H&K is not retained to provide geotechnical engineering CQA services during the construction phase of the project, then H&K will not be responsible for geotechnical engineering CQA services provided by others nor any aspect of the project that fails to meet your or a third party's expectations in the future. Z.IPROJECT170108170108-01051906.doc Holdrege& Kull Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report FIGURES: Figure 1, Site Location Map Figure 2, Site ketch and Exploratory Trench Location Map Z.4PROJECT 170108110108-01 051906.doc _ Holdre9 e&Kull ',a a at Ra�pp I 36 % 6jMi_VH()jE CV WA l' SPILLWA V44 Tit A I OROVIL'LE, D A 4 1000 100W 2000 Poerholrse Id SCALE IN FET �r i ` ridr Center and 1 2000.','� ir S'j n Parking Area �/'f QFCREA� "Y eeo Bidwell Canyon Subst 1,1o�n Camparots,mid, 2 t, ovagelwis'Paso) Ponds Are. ck ANI "Jov 4 4 C. fes; j < ? -ti�tVLLC qIf W 441 ffEs LI T -` �� • 9 �� 70 Ec Kel ly Ridge— i0n*7,!' V Station, X plltr t Ftre 0 Plant, Al 4� Fj M., Sm hfia 4N Y aidwe ll 6,af Dam -K A ct Irq 14 70108B 0\701 01_FLG1 A i HOLDRECE & AVLL PROJ NO.: 70108-01 SITE LOCATION MAP — CONSULTING RNOWNEW-CROLOCISTS 'X500FT A& ,SUM24 BLOOM TOWNHOUSES DATE: MAY,2006 f95 6 OROVILLE, BUTTE COUNTY, CALIFORNIA FIGURE NO.: 1 ' 1 30 0 30 60 DO O SCALE IN FEET ' LEGEND ------ Sa__ := EXISTING 10 FT. CONTOUR o -- __": EXISTING 2 FT. CONTOUR PROPERTY LINE EXISTING DRAINAGE ..\ a I EXPLORATORY TRENCH NUMBER AND \ APPROXIMATE LOCATION o / T06-1 It I o 6- i l - 6- I NOTES: TOPOGRAPHIC SURVEY PROVIDED BY CRANMER ENGINEERING DATED MARCH 8, 2006. 762 70108-01 FIG2 HOLDREGE & KULL SITE SKETCH AND DRAWN BY.- MED ICHECKED BY.- SDC CONSULTING ENGINEERS • GEOLOGISTSP EX LOR.ATORY TRENCH SAMPLE LOCATIONS PROJECT NO. . 70108-01 1250 EAST AVE., SUITE 24 BLOOM TOWNHOMES DATE: MAY,2006 CHICO, CA 95926 (530) 894-2487 FAX 894-2437 OROVILLE, BUTTE COUNTY, CALIFORNIA FICURE NO. : 2 Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report APPENDIX A: Bloom Townhouses Proposal (PCd06-015A) for Geotechnical Engineering Services (Revised To Eliminate Infiltration Gallery Work Scope), dated March 21, 2006. (fee and contract agreement sections excluded). Z:IPROJEC7170108110108-01_051906.doc Holdrege& Kull May- 19. 2006 12: 37PM Psomas-Lincoln 916-434-1329 No. 9270 P. 1 Mar 23 2UUr; U:34HM 1510) 601-6-t-t4 p.2 *FROM ;Yuba City N f i ce Fax FAR MD. :530-794-19@3 Mbar, 21 2800 18.*21PM P2/14 HOLDR•E•GE• & KOLL (0NIWIN 6 EN61•Nff4J 51tt-OGIili : Match 21', 2008 Proposal No. PCd06.016A : Marg Bloom ' P.O.Box 3044 Oakland.-CaNfomia 94609 Phone:510-2137-7448, Pax: 510.601.8774 REPEMENCE: Aleom Townhouses Highway 162, Orovllle, Butte touroty,•Califarnia Butte C'.ounly Assessoi's Parcel No.089-520-035 8UBJECT- GeotechWee►Eng6ineer!ng lnvestigaillon Pnopossl (Revised To P-liminate infiltration Gallery Work Scope) Dear Mr, Bloom., In accordance with the March 16,2006 requests on your bet*ve by Mlchael Evans of Evans.Kiat Works and Adam George of Cranmer Engineering, Inc., Holdrege-&Kull (H&K) prepared this revised proposal to provide geotechnical engineering lnvestiga- tion �90vices for development-of the above referenced property. As part of our goo- . technical engineering services we will prepare a geotechnical engineering investiga- tion report to present our findings,conclusions, and geotechnical engirreerlrig rec- ornmoostipns for earthwork gmding and structural-improvements. This proposal viorks-scope does not include geotechnical eng•Fneering services for evaluation and : design*of surface water'infiltration galleries.Thtfotlovving presents our understanding of the project and our proposed work scope, schedule, fee, corifract. sgreenu t and dosing statement: 1 —PROJECT AND SITE DESCRIPTIONS The project este Is located off of Californian Stene Highway 162 about 0',45 fhges west of the intersection with Kelly Ridge Road, Oroville, Butte County. California. We ob- sorved the fv0owinq site conditions during our site visit on February 27.2006: • The site encompasses about 5.12 was of relatively fiat tb moderateely sloping natural terrain. The site. is currently undeveloped with.1tie_exception *f several existing unlm- proved access roads. • The site is currently covered with brush and scattered oak treaa. We' -obeerved exposures of granitic bedrock and/or granitic rock bouldors throughout the site. (S)0)W241 ••W 15)0)104.101 12S®Eaf kaot,iiia 14- Mt.CA.95126 • a Ulla t61p4n6on May. 19, 2006 12: 37PM Psoma.s-Lincoln 916-434-1329 No. 9270 P. 2 Mar 23 2006 8: 34AM (510) 601 -5771 p. 3 ro'ROM :Yuba CS ty Of i cc rax FAX N0. SW-794-1803 Mar. 21 20M 10:21Piz P3114 P IMP" Ot PCdRi-016a NOW rowehOMM4 OM M� C!. bwddp61t pegasal on our discussions with both Michael Evans and Adam George we understand proposed development will consist of the following: The site will be developed with 31 townhomes, paved residential streets, paved • private and public parking areas, underground utilities,and landscaping. Earthwork grading wyill be minimal and wig consist of grading building pads, roads and excavating and backfilling utility trendhes. !Underground utilities will include: sanitary sewer, storm drains, potable waterlines, and dry utilities (i.e., gas, electric,cable television, and telephone). The townhomes will be constructed as one and two story structures with concrete slabs-grade bottom floors, continuous stepped shallow perimeter and internal foundations, isolated shallow square or rectangle column foundations, steel rein- forced concrete retaining walls, and wood framing. • The streets and parking areas will be paved with a surface layer of asphalt con- crete (AC), underlain by compacted Caltrans Class 0 Aggregate Base (AB) rack, underlain by a minimum of 12 inches of compacted native soil. Z - WORK SCOPE We propose to perform the following tasks as basic services with no other additional semicas Included: Task Z Geotechnical Investigation, Task 2 Data Analysis and En- pineering Design, and Task 3 Report Preparation. Out work scepe is intended for purely engineering purposes and does not address the following issues: nwid, fungi, hazardous waste, radon gas, nor asbestos. If any of these issues are enceurrtered at the site, then you should contract separately for these services with a firm or firms that specialize with these Issues. Our work scope also does not address ground wa- ter polhitants nor the prssencQ of hazards that are normally addrimed in a geologic hazards Investigation report (i.e., earthquake induced fault ruptures, shaking, lique- factions, tsunamis and sleches: landslides; settlement; volcanic activity: and highly compressible and expansive soil). If the site conditions warrant the need to perform a geologic hazards investigation, then we wgl prepare a geologic hazards investigation proposal for your review. We will not perform a geologic hazards investigation until we receive your written authorization to proceed with our proposed work scope con- ' sWent with our schedule and fee estimate. Prior to conducting.our site investigation, we wilt need detailed copies of the site par- cel map showing the property boundaries, County parcel number(s) and a copy of Ithe conceptual development and grading pians showing proposed grades and topogra- phy and road improvements (if available). if possible we will need the electronic AutoCAD (ACAD) files for the site so that we can prepare a site investigation map that shows our subsurface exploratoty locations. With the preceding in mind we pre- pared the following wow scope task descriptions for development of the above refer- oneed project site: PC00lQf3 Nalck"t 6 KOH May. 19. 2006 12:38PM Psomas-Lincoln 916-434-1329 No. 9270 P. 3 Mar 23 2006 8: 34RM (5101 601-6774 p. 4 F12M :Yuba City Office Fax FRX NO. :530-794-1003 Mar. 21 20M 10:22PM P4/14 Pra�ao3�lNo.Pt.1d00-0f�A sk am romomagaN DMvfh,Co. MeM ar,9oae Geot�tlblie+t�in.aosp hrwxlf�.eia+Prapa�l P"N 30f a Task It Geotechnical Engineering Site Investigation We will perform a geotechnical engineering site investigation to characterize the soil, rock and ground water conditions encountered at tate surface and beneath the site to the maximum depth excavated. The site Investigation information will be used to pre- pare geotechnical engineering design recommendations for earthwork and structural improvements. Our site investigation includes the following components which are described below: surface reconnaissance Inwstigation, subsurface soil investigation, and laboratory testing. Sub tesk 1.4.Surface Reconnaissance _." e In e�sti9ation We wsl perform a surface reconnalssenes of the project site to identify surface condi- tions that may impact the proposed site development pians_ In general. we will ob- serve and describe surface exposures of the following existing site conditions: • Site and sumounding land uses. a Surface soil conditions. • Existing site improvements including earthwork grading and structures. • Site topography and drainage. Vegetation. Subtask 1.2, 8ub*!1dhsLJft1 We will perform a subsurface Investigation to obtain an understanding of the soil, rock and ground water conditions underlying the project site to the maximum depth excavated. Our subsurface investigation will include the following: Underground Ssrviceis Alert Niot1fication: Prior to performing the subsurface inves- tigaiion we will mark all subsurface exploratory iocatlons with white paint and them notify Underground Services Alert (USA) as required by Califomia state law. USA will Inspect each proposed subsurface exploratory location to determine If any under- ground nderground unities are present at these locations. If USA identifm the presence of un- dergraund utilities at any of the proposed exploratory locations then we will move the excavation location to an area that is clear of underground utilities. USA requires a minimum of 48 hours advanced notification error to excavating. Subsurface Soil Investigation: We will contract with a licensed contractor who will provide a backhoe and operator to excavate and backfill a maximum of 10 exploratory trenches that will be located throughout the site. The backhoe will be equipped with a minimum 18-inch wide bucket and to capable of excavating to a maximum of 13-feet below the existing ground surface (bgs) or until refusal is on- countered which ever occurs first. An H&K geologist or engineer will prepare field logs that describe the soil, rock and ground water conditions encountered at each PCD06-0f5 KohhcAc 6 Koff May. 19. 2006 12: 38PM Psomas-Lincoln 916-434-1329 No. 9210 P. 4 Mar 23 2006 8: 348M (510) 601 -6774 P. S =OOM !Yuba City 4f f i m Fax FAX NO. :538-794-1W3 Mar. 21 2006 10:23PM PS/14 ft%% 0&PCA"H/d4 Bbm Townhwoo,Dmv&Co. Irsrsh 21,No$ t9ootnehnec�i E+P�^ Q MYN60NM PftPWl Ade 4 are exploratory trench. We assumed that both the City of Orovilfe and Butte County will not require any permits to perform the subsurface soil investigation of the site. The hi&K geologist or engineer will take either or Moth relatively undisturbed and dis- Curbed soil and or rock samples from exploratory trenches. The relatively undisturbed soil samples will be taken with a 2.0-inch-diameter (inside diameter) split-spoon bar- rel sampler equipped with brass liner tubes. Generally, soil samples will be taken at the following depths below the existing ground surface: 1 foot, 2 feet and then at 5- foot intervals for the remainder of the trench depth. Additional soil samples may be taken andlor the sample intervals may be changed depending upon the soil and/or rock condiSons enmuntared. The soil and/or rock samples will be labeled. sealed and transported to our laboratory facility where selected samples will be tested to de- termine their engineering material properties. If the ground water table is encoun- tered,then we will measure its depth below the existing ground surface. Each exploratory trench vAl be backfilled lmmedwely after togging and sarrlpling ac- tivities are completed with the excavated soil andlor rode materials. It should be noted that the soil and/or rock rnatrerials that are placed back in the exploratory trenches will not be compacted and will be In relatively loose condition that will be susceptible to settlements on the order of several feet. Therefore, if the proposed building footprints and landscape areas ere provided to us prior to the date of the subsurface exploratory work, then we wil make every attempt to locate the explora- tory trenches in the lass sensitive landscape and/or open-space areas. We will also show the approximate locations of the expWatory trenches on our report site pian flgure so that the earthwork contractor can remediated the loose trench backfill mate- rials by excavating and compacting. jubtmk 1. o Togfing InvanUMON We will perform laboratory tests on selected soil samples to determine their geotech- nical engineering material properties for earthwork and structural improvements. Earthwork improvements will include cut slopes, fill slopes, est pads, fill pads. street grading. and utility trench excavetion and backfill. Structural improvements will in- clude foundations, retaining wals, and concrete stab-on-grade floors. All laboratory teats will be pWormed consistent with the guidelines procedures of the American Society for Testing and Materials (ASTM). The ASTM soil characterization tests may include: • D422,Panicle Size Gradation (Sieve Only) • 02166, Unconfined Compression Shear Strength • D2216, Moisture Content • D2487, Unified Soil Classification System • D2488. Soil Description Visual Manual Mothod « D2844, Resistance Value(R-varus) Hokh"e a KO PCM 410 May. 19. 2006 12:39PM Psomas—Lincoln 916-434-1329 No, 9270 P. 5 Mar 23 2006 8:35RM (510) 601-b_Vl9 p. 6 FROM :Yuba City Office Fax FAX M. :530-794-1003 Mar. 21 2W6 12:23PM P6/14 hopadw 1"Cd93•a1SA 9`ooue TOMAG 'am"Ihl G. tit, c;oo�aehnitalE,� g l port m Pearud fte NO a D2937,Density • 03080. Direct Shear Strength • D4318,AUOrberg Plasticity Indices • D4329, Expansion Index . It soil is encountered with a high potential for volume change (i.e.. expansion or con- solidation), then we may need to perform additional laboratory testing to evaluate their impacts on the proposed earthwork and structural improvements and to provide appropriate recommendations. Additional testing may include ASTM D2435 one-dimensional oonsolidation, ASTM D4546 one-dimensional swell, ASTM 04767 conedidate"ndrained triaxial shear strength. laboratory tests for treatment of highly expansive soil with high calcium lime and/or flyash mbdures may be necessary to decrease The expansive nature of these soils so that they can still be utilizad for the proposed development. The cost to perform any additional tests ane not Included in the fee estimate presented herein.We will not perform any additional tests until we receive your authorization to proceed and a budget augmentation. Task 3, Data Anallyses and Engineering Design We will use the state-of-the-practice geotechnical engineering analyses and design methods to evaluate the on-site sal properties. The geotechnical engineering design mcomnmendations may Include but will not be limited to the following: Subtaslt 3.1.EaftMA.trno venmant Design mmen - Site clearing and soil subgrade preparation. + Cut slope and fill slope geometries. • Exclusion of over size fill soil materials. • Aerial fill moisture conditioning and compaction requirements. Fig soil loose lift (layer)thickness requirements. • Utility boring backfill rnaterial placement and compaction requirements. RetaWng wall backfill material specificatlons. • Retaining wall drainage. • Surface water drainage. + Expansive soil mitigation. Temporary construction de-watering methods. + Subdrain systems (If necessary)- PCD66.016 !!o�►g�a Kut May. 19, 2006 12: 39PM Psomas-Lincoln 916-434-1329 No. 9210 P. 6 Mar 23 2006 8:35RM [5101 601-oris P. 7 FROM :Yuba C!ty Office Fax FHX N0_ :530-794-1003 Mar. 21 2W6 10:23PM P7i14 Awpowd Na PC~14 man Townha„irs, 0* AtWeA?L 2001 G. hdh,;AW� 0 b~06 prawo Psy� 8 ar8 ublask 3.2.SinictUral fttsDrovements Dg iitn _ onnrpendations a Shallow continuous and isolated foundation types, dimensions and embedment depths. • Shallow foundation soil bearing capacity pressures. Foundation-soil sliding friction coefflclents. Concrete slab-on-grade floors, driveways, patios, and sidewaiks. a Cantilever retaining wall lateral earth pressure coefficients. a Cantilever retaining wall foundation dimensions and embedment depths. This re- taining wall design does not include steel reinforcements which can be provided by H&K for an additlonal fee or separately by a California licensed structural engi- neer. I a Asphalt concrete pavement design criteria for streets, driveways and parking lot areas. a Seismic(eartft"ke shaking)design paravneters. Task 4 Report Preparation We will prepare a geotechnical engineering report that will present our findings, con- cluslons and recommenda*)ns.Our geotechnical engineering investigation report will meet or exceed the requirements of the California Building Cade and the accepted geetschnical engineering principals and practices performed in northem Cardomia. This report will include descriptions of the site conditions, field Investigation, labora- tory testing, and gsotechnlcal engineering design recommendations for the proposed earthwork and structural krnprovements.The report will also include a site plan show- ing property boundaries, approximate locations of the subsurface exploratory loca- tions and tests, and if available, the proposed building, street and parking areas.The report appendices vvls present the subsurface exploratory logs, laboratory test data, and seismic design parameter database. We will deliver four bound copies of the final report to the address shown on page one of this proposal, one copy to Michael Evans and one copy to Adam George. The report will be signed and stamped`b'Y Don Olsen the responsible California ficensed civil engineer for this project. i j 3 — SCHEDULE Our proposed work schedule Is based on our present and expected work load. Pres- ently, we are prepared to commence work on this project within ten working days of- ter receipt of Your written authorizing (signed contract) for us to proceed. Out pro- posed schedule is summarized below using normal 8 hours per day workdays from Monday through Friday, excluding holidays..We esthiete that our geotechnical engi- neering report will be completed about 20 working days after start of the site inveati- gation fieldwork. PCODi G!5 Mawr$#$R Hull May. 19. 2006 12: 39PM Psomas—Lincoln 916-434-1329 No. 9270 P. 7 Mar 23 2006 8: 35RM 15101 601 -u*/'/4 p. 8 FPW 'Yuba City Of f s ce Fax FAX NO. :530--794-1003 Mar. 21 2WE 10:2APM P8/14 PmpeamtW.IOff0rkA abler remmuses,ox waf Ca March it,2008 aaaroeftka)EIVfRaarino kvoxdpfim PMODAd Pop 7of8 Proposed Work Sahedute t?stlrneme Task No. Description Duration rkl da 1 Geotechnical Enghoefing Site Investigator% 14 krc!UPd F*W And Laboratory ark) __. 2 —�DkWk*rts�8.DW -- 3 Reort ftVatWn 5 TOTAL 20 We can provide veil preliminary design recommendations immediately following the site investigation on the basis of the field investigation data; however, the final recommendations Will be developed from bath the field and laboratory data. There- fore, the final recommendations will govern the design. The time required w complete our geotechnical investigation fieldwork may be in- creased as a result of encountering unforeseen subsurface conditions, adverse weather conditions, property access problems, and scheduling of uxploratory equip- ment(i.e., exploratory excavating equipment and operators). 4 — FEE We will perform the work scope presented In the preceding consistent with our 2006 Fee Schedule yr fee schedule applicable at the time the work is performed for a rwt-to-exceed fbced-fee amount of $ _ . _ We require a retainer be In the amount of $f - _ - _ prior to commencemont of work. Our 2008 Fee Schedule is in- cluded as Attachment No, 1. The costs to perform the work scope described in ibis proposal are summarized below and arts itemized in Attachment 2 (Project Cost Summary) and Attachment 2A (Laboratory Tasting Costs). We .naserve the right to move funds between tasks provided that we do not exceed the total fee estimate for the project, We will make every reasonable effort to keep our costs to a minimum. Cost F..stlrnr Summary Task No. Dass ton Eaomeed cost 1 GeOteClxtbet $Ile!nUL°S ion r _.... ... . 2 D&%Analysis b 009F j 3 ReW Pr atatiort TOTAL .r.J This fee estimate may require modification if unusual or unexpected site conditions are encountered which significantly change the work scope and increase the associ- ated costs, if the client requests an expansion cif the work scope, or if the County and/or City requires the purchase of other unforeseen permits. We will not perform any additional work until we receive a written authorization to proceed and an ap- proved budget augnmoontation. p0006 Q!6 hakw"61Wlf May. 19, 2006 12:40PM Psomas—Lincoln 916-434-1329 No. 9270 P. 8 Mar 23 2006 8: 36AM (510) 601 -birq P. 9 "'ROM :Yuba City Office Fax FAX NO. :530-794-1083 Mar. 21 2005 10:24PM P9114 Pt+�ms+l iVa!'CbA Bbart+7awnhortae�,aanar,'Ca. Atarth Yt,l098 Grotecllf!lCMQf +p Mva +r t�iopaear PRP a*to 5 -- CONTRACT AGREEMENT FORM Please sign both copies of the attached contract agreement form to indicate your ac- cWtance of this proposed work scope, schedule, and fixed fee. Keep Attachment 3A an original signature copy for your records. Return Attachment 36. an original signa- ture copy to H&K. Your signature indicates that you accept the terms and conditions of this contract agreement and is a written authorization for us to proceed with the work stops presented in this proposal. Please fax and mail a signed copy of the Con- traot Agreornent Attachment 3B to: Offx:e Fax: 630-894-2437 Offico Phone: 530-8942487 Office Address: 1250 East Avenue, Suite 24, Chico, California, 95926 5 - CLOSING STATEMENT Please call if you have any questions or meed additional information. I can be most easily reached on my cel phone at 530-362-2761. Thank you for selecting Hot- drege& Kull to prepare a ptvposal to provide geotechnical engineering services for this Important project. Sincerely, HoWege& Kull Donald M. Olsen, R.C.E. 49,514 �>Mjet t Manager '.ell Phone: 530-362-2761 Copies: 1 Copy to: Addresses 1 Copy to: Michael G. Evans, Evans Fun Works, One Nice Place, 2360 Oro Quincy Highway, Orovitle, CaNfomia, 95966, phone: 530-570-5498, Fax: 530-533-6028. 1 Copy to: Adam C*ortge, Cranmer Engineering, Ina, 1188 East kUin Street, Grass Val- ley, California, 95945, Phone: 530-273-728.A, Fax 530.273.9507. Attachments' Attachment 1, Holdrege& Kull 2006 Fee Schedule Attachmenl 2, Iternl2ad Project Task Cast Estimate Attachment 2A, Laboratory Testing Cost Estiimale Attachment 3A, Contract Agreement Form(copy for client's tiles) Attachment 39, Contract Agreement Form(copy to be returned to H&K) pcnee.ots - rrego 3 KyN Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report APPENDIX B: Important Information About Your Geotechnical Engineering Investigation Report (Presented with permission of ASFE, Copyright 2004) SII Z.*PROJECT170108170108-01_051906.doc Holdrege& Kull II � I I SII I Geolechnicol Eflgifle' ep' ing Re' Popt Subsurface.prdblems are • i o. e of constructiondelays, i id Thqfdllo' info ur risks. wing rmatioli is provided to help�ou manage yo Geotechnical Services Are Performed for • elevation,configuration, location,.orientation,or weight of the Specific Purposes, Persons, and Projects proposed structure, Geotechnical engineers structure their services to meet the specific needs of • composition of the design team,or their clients.A geotechnical engineering study conducted for a civil engi- • project ownership. neer may not fulfill the needs of a construction contractor or even another civil engineer.Because each geotechnical engineering study is unique,each As a general rule,always inform your geotechnical engineer of project geotechnical engineering report is unique,prepared solely for the client.No changes—even minor ones—and request an assessment of their impact. one except you should rely on your geotechnical engineering report without Geotechnical engineers cannot accept responsibility or liability for problems first conferring with the geotechnical engineer who prepared it.And no one that occur because their reports do not consider developments of which —not even you—should apply the report for any purpose or project they were not informed. except the one originally contemplated. Subsurface Conditions Can Change Read the Full Report A geotechnical engineering report is based on conditions that existed at Serious problems have occurred because those relying on a geotechnical the time the study was performed. Do not rely on a geotechnical engineer- engineering report did not read it all.Do not rely on an executive summary. ing report whose adequacy may have been affected by:the passage of Do not read selected elements only. time;by man-made events,such as construction on or adjacent to the site; or by natural events,such as floods,earthquakes,or groundwater fluctua- A Geotechnical Engineering Report Is Based on tions.Always contact the geolechnical engineer before applying the report A Unique Set of Project-Specific factors to determine if it is still reliable.A minor amount of additional testing or Geotechnical engineers consider a number of unique,project-specific fac- analysis could prevent major problems. tors when establishing the scope of a study.Typical factors include:the client's goals,objectives,and risk management preferences;the general Most Geotechnical Findings Are Professional nature of the structure involved, its size,and configuration;the location of Opinions the structure on the site;and other planned or existing site improvements, Site exploration identifies subsurface conditions only at those points where isuch as access roads,parking lots,and underground utilities.Unless the subsurface tests are conducted or samples are taken.Geotechnical engi- geotechnical engineer who conducted the study specifically indicates oth- neers review field and laboratory data and then apply their professional erwise,do not rely on a geotechnical engineering report that was: judgment to render an opinion about subsurface conditions throughout the • not prepared for you, site.Actual subsurface conditions may differ—sometimes significantly— • not prepared for your project, from those indicated in your report.Retaining the geotechnical engineer • not prepared for the specific site explored,or who developed your report to provide construction observation is the • completed before important project changes were made. most effective method of managing the risks associated with unanticipated conditions. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: A Report's Recommendations Are Not Final • the function of the proposed structure,as when it's changed from a Do not overrely on the construction recommendations included in your parking garage to an office building,or from a light industrial plant report. Those recommendations are not final,because geotechnical engi- to a refrigerated warehouse, neers develop them principally from judgment and opinion.Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical have led to disappointments,claims,and disputes.To help reduce the risk engineer who developed your report cannot assume responsibility or of such outcomes,geotechnical engineers commonly include a variety of liability for the report's recommendations if that engineer does not perform explanatory provisions in their reports.Sometimes labeled"limitations" construction observation. many of these provisions indicate where geotechnical engineers'responsi- bilities begin and end,to help others recognize their own responsibilities A Geotechnical Engineering Report Is Subject to and risks.Read these provisions closely.Ask questions.Your geotechnical Misinterpretation engineer should respond fully and frankly. Other design team members'misinterpretation of geotechnical engineering reports has resulted in costly problems.Lower that risk by having your geo- Geoenviponmental ConcePns Ape Not COveped technical engineer confer with appropriate members of the design team after The equipment,techniques,and personnel used to perform a geoenviron- submitting the report.Also retain your geotechnical engineer to review perti- mental study differ significantly from those used to perform a geotechnical nent elements of the design team's plans and specifications.Contractors can study.For that reason,a geotechnical engineering report does not usually also misinterpret a geotechnical engineering report.Reduce that risk by relate any geoenvironmental findings,conclusions,or recommendations; having your geotechnical engineer participate in prebid and preconstruction e.g.,about the likelihood of encountering underground storage tanks or conferences,and by providing construction observation. regulated contaminants. Unanticipated environmental problems have led to numerous project failures.If you have not yet obtained your own geoen- ' Do Not Redraw the Engineer's Logs vironmental information,ask your geotechnical consultant for risk man- Geotechnical engineers prepare final boring and testing logs based upon agement guidance.Do not rely on an environmental report prepared for their interpretation of field logs and laboratory data.To prevent errors or someone else. omissions,the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Obtain Professional Assistance To Deal with Mold Only photographic or electronic reproduction is acceptable,but recognize Diverse strategies can be applied during building design,construction, that separating logs from the report can elevate risk. operation,and maintenance to prevent significant amounts of mold from 1 growing on indoor surfaces.To be effective,all such strategies should be Give Contractors a Complete Report and devised for the express purpose of mold prevention,integrated into a com- Guidanee prehensive plan,and executed with diligent oversight by a professional Some owners and design professionals mistakenly believe they can make mold prevention consultant.Because just a small amount of water or contractors liable for unanticipated subsurface conditions by limiting what moisture can lead to the development of severe mold infestations,a num- they provide for bid preparation.To help prevent costly problems,give con- ber of mold prevention strategies focus on keeping building surfaces dry. tractors the complete geotechnical engineering report, but preface it with a While groundwater,water infiltration,and similar issues may have been clearly written letter of transmittal.In that letter,advise contractors that the addressed as part of the geotechnical engineering study whose findings report was not prepared for purposes of bid development and that the are conveyed in this report,the geotechnical engineer in charge of this report's accuracy is limited;encourage them to confer with the geotechnical project is not a mold prevention consultant;none of the services per- engineer who prepared the report(a modest fee may be required)and/or to formed in connection with the geotechnical engineer's study conduct additional study to obtain the specific types of information they were designed or conducted for the purpose of mold preven- need or prefer.A prebid conference can also be valuable.Be sure contrac- tion. Proper implementation of the recommendations conveyed tors have sufficient time to perform additional study.Only then might you in this report will not of itself he sufficient to prevent mold from be in a position to give contractors the best information available to you, growing in or on the structure involved. while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Rely, on Your ASFE-Member Geotechncial Engineer, for Additional Assistance Read Responsibility Provisions Closely Membership in ASFE(The Best People on Earth exposes geotechnical Some clients,design professionals,and contractors do not recognize that engineers to a wide array of risk management techniques that can be of geotechnical engineering is far less exact than other engineering disci- genuine benefit for everyone involved with a construction project.Confer plines.This lack of understanding has created unrealistic expectations that with you ASFE-member geotechnical engineer for more information. ASFE The Best People on Earth 8811 Colesville Road/Suite G106,Silver Spring,MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail:info@asfe.org www.asle.org Copyright 2004 by ASFE,Inc.Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly prohibited,except with ASFE's specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission of ASFE,and onlyfor purposes of scholarly research or book review.Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report.Any other firm,individual,or other entity that so uses this document without being an ASFE member could be committing negligent or intentional(fraudulent)misrepresentation. IIGER06045.01VI Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report APPENDIX C: Exploratory Trench Logs Z.-PROJECn70108l70108-01_051906.doc Holdrege & Kull ® HOLDRECE do KULL Exploratory Trench No. CONSULTING ENGINEERS•CBOLOClSTS 1250 A EAST VE SUITE 24 T06 1 N'°°. 2487 M 8104-2437 95928 Trench Lo Field Location Sketch(Not to Scale) Project Name: BLOOM TOWNHOMES Project No.: 70,108-01 Task No.: 01 Location: HWY 162&HERITAGE ROAD,OROVILLE,CALIFORNIA Logged By: DODGE,MATT Date Logged: 04124/06 Backhoe Company: H&K Backhoe Type: KUBOTA KX121-3 EXCAVATOR Backfill Description: NATIVE/NON COMPACTED Ground Water Information Date: 04/24/06 Time: 10:18 Depth(ft): 0 Scale: 1 In.=5 FT. Trench Bearing: N 38°E Elev.: Ft.MSL Elev.Source: NORTH SOUTH L1-1-1 REFUSAL Unit Sample Material Description No. Depth (ft) No. (USCS Symbol;Particle Sizes Est.%;Munsel Color,Density or Consistency;Moisture;Etc.) A 0' (ML) SANDY SILT, FLD EST: 75% LOW PLASTIC FINES, 25%VERY FINE SAND, 1' IL-1-1-1 DARK REDDISH BROWN (2.5YR 3/4), MOIST, FIRM, ROOTLETS TO 18". B 1.5' (GM) SANDY GRAVEL, FLD EST: 40%COBBLES, 35%GRAVELS, 15% FINE TO COARSE SAND, 10% LOW PLASTIC FINES, OLIVE YELLOW(2.5YR 6/6), DENSE, MOIST TO WET; HIGHLY WEATHERED PARENT ROCK, VERTICAL FRACTURES, FRIABLE. C 3' (-) INTACT PARENT ROCK µ HOLDRECIE�R&cK KULL Trench No. CONSMMG Exploratory 1250 ICO�CAT 9�g26UlTS 24 T06 2 (660)694-2467,,u 694_2487 Trench Log Field Location Sketch(Not to Scale) Project Name: BLOOM TOWNHOMES Project No.: 70,108-C1 Task No.: 01 Location: HWY 162&HERITAGE ROAD,OROVILLE,CALIFORNIA Logged By: DODGE,MATT Date Logged: 04/24/06 Backhoe Company: H&K Backhoe Type: KUBOTA KX121-3 EXCAVATOR Backfill Description: NATIVE!NON COMPACTED Ground Water Information Date: 04/24/06 Time: 11:32 Depth(ft): 0 Scale: 1 In.=5 FT. Trench Bearing: N 88°E Elev.: Ft.MSL Elev.Source: WEST EAST © REFUSAL Unit Sample Material Description No. Depth (ft)l No. (USCS Symbol;Particle Sizes Est.%;Munsel Color;Density or Consistency;Moisture;Etc.) A 0' (ML) SANDY SILT, FLD EST: 75% LOW PLASTIC FINES, 25%VERY FINE SAND, DARK REDDISH BROWN (2.5YR 3/4), MOIST, FIRM, ROOTLETS TO 18". B 1' (GM) SANDY GRAVEL, FLD EST: 40%COBBLES, 35% FINE TO COARSE GRAVELS, 15% FINE TO COARSE SAND, 10% LOW PLASTIC FINES, OLIVE YELLOW(2.5YR 6/6), VERY DENSE, V4ET; MODERATELY TO HIGHLY WEATHERED PARENT ROCK, FRIABLE. C 3' (-) MODERATE TO HIGHLY FRACTURED, SLIGHTLY WEATHERED PARENT ROCK. ® HOLDREGE KULL Exploratory Trench No. CONSULTING ENGINEERS •CBOLOCISTS /^� I� CNICOCAT 9526 UITB 24 T o V S a"_P", Trench Log ,/ V Field Location Sketch(Not to Scale) Project Name: BLOOM TOWNHOMES Project No.: 70,108-01 Task No.: 01 Location: HWY 162&HERITAGE ROAD,OROVILLE,CALIFORNIA Logged By: DODGE,MATT Date Logged: 04/24/06 Backhoe Company: H&K Backhoe Type: KUBOTA KX121-3 EXCAVATOR Backfill Description: NATIVE/NON COMPACTED Ground Water Information Date: 04/24/06 Time: 12:56 Depth(ft): 0 Scale: 1 In.=5 FT. Trench Bearing: N 78°E Elev.: Ft.MSL Elev.Source: WEST EAST . . . . . . . . . . . . . . . . . . . . . . FRACTURED ROCK . SLIGHT WATER SEEP — . RL1-2-2 1 1-2 CB 1 '. C2-1-1 VERY DENSE O SURFACE . . © ®L3=1-1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . . . . . . . . . . . . . . . . . . . Unit Sample Material Description No. Depth (ft) No. (USCS Symbol;Particle Sizes Est.%;Munsel Color;Density or Consistency;Moisture;Etc.) A 0' (ML) SANDY SILT, FLD EST: 75% LOW PLASTIC FINES, 25%VERY FINE SAND, DARK REDDISH BROWN (2.5YR 3/4), MOIST, FIRM, ROOTLETS TO 4'. D 1' (SM) SILTY SAND, FLD EST: 55%VERY FINE SAND, 25% LOW PLASTIC FINES, 2' CB-1 10% FINE TO COARSE SUB ANGULAR GRAVELS, 10% SUB-ANGULAR 2' L-1-1-1 COBBLES, YELLOWISH RED (5YR 5/8), DENSE, MOIST; HIGHLY L-1-1-2 WEATHERED COBBLES. 3.5' L-2-1-1 @ 6 FT. MODERATE TO HIGHLY WEATHERED, FRIABLE, INCREASED 6' L-3-1-1 GRAVEL &COBBLE TO 15%) B 7' (GM) SANDY GRAVEL, FLD EST: 40% COBBLES, 35% FINE TO COARSE GRAVELS, 15% FINE TO COARSE SAND, 10% LOW PLASTIC FINES, OLIVE YELLOW(2.5YR 6/6), VERY DENSE, WET; HIGHLY WEATHERED PARENT ROCK, FRIABLE. C 8' (-) SLIGHTLY TO MODERATEY WEATHERED PARENT ROCK, FLD. EST.: 60% MODERATELY FRACTURED PARENT ROCK, 35% FINE TO COARSE SAND, 5% LOW PLASTIC FINES1MOIST TO VVET�VERY DENSE_ _ _ _ _ _ _ 10' SLIGHTLY WEATHERED PARENT ROCK. ® HOLDREGE & KULL Exploratory Trench No. CONSULTING ENGINEERS.GEOLOGISTS 12,5,0 QST 882SUITE 24 T 06 - 4 Trench Log Field Location Sketch(Not to Scale) Project Name: BLOOM TOWNHOMES Project No.: 70,108-01 Task No.: 01 Location: HWY 162&HERITAGE ROAD,OROVILLE,CALIFORNIA Logged By: DODGE,MATT Date Logged: 04/24/06 Backhoe Company: H&K Backhoe Type: KUBOTA KX121-3 EXCAVATOR Backfill Description: NATIVE.I NON COMPACTED Ground Water Information Date: 04/24/06 Time: 13:25 Depth(ft): 0 Scale: 1 In.=5 FT. Trench Bearing: N 83°W Elev.: Ft.MSL Elev.Source: WEST SATURATED GROUND SURFACE(DRAINAGE AREA) EAST SEEPAGE IN EXCAVATION A © C� J. 0P'REFUSAL I i Unit Sample Material Description No. Depth (ft) No. (USCS Symbol;Particle Sizes Est.%;Munsel Color;Density or Consistency;Moisture;Etc.) A 0' (ML) SANDY SILT, FLD EST: 75% LOW PLASTIC FINES, 25%VERY FINE SAND, DK. REDDISH BROWN (2.5YR 3/4), SA:UR'D, VERY SOFT, ROOTLETS TO 6". B 0.5' (GM) SANDY GRAVEL, FLD EST: 40% COBBLES, 35% FINE TO COARSE GRAVELS, 15% FINE TO COARSE SAND, 10% LOW PLASTIC FINES, OLIVE YELLOW(2.5YR 6/6), VERY DENSE, WET; MODERATELY TO HIGHLY WEATHERED PARENT ROCK, FRIABLE. C 4' (-) MODERATELY FRACTURED PARENT ROCK. ® HOLDRECE & KULL Trench N0. CONSULTING ENGINEERS•OBOLOC/STS Ex p I o rato ry CHICO, CAT 9592SUITE 24 T06 - 5 (OSSO)8._2.e,.uew_Y�, Trench Log Field Location Sketch(Not to Scale) Project Name: BLOOM TOWNHOMES Project No.: 70,108-01 Task No.: 01 Location: HWY 162&HERITAGE ROAD,OROVILLE,CALIFORNIA Logged By: DODGE,MATT Date Logged: 04/24/06 Backhoe Company: H&K Backhoe Type: KUBOTA KX121-3 EXCAVATOR Backfill Description: NATIVE/NON COMPACTED Ground Water Information Date: 04/24/06 Time: 13:45 Depth(ft): 0 Scale: 1 In.=5 FT. Trench Bearing: N 760 W Elev.: Ft.MSL Elev.Source: WEST EAST © :REFUSAL Unit Sample Material Description No. Depth (ft) No. (USCS Symbol;Particle Sizes Est.%;Munsel Color;Density or Consistency;Moisture;Etc.) A 0' (ML) SANDY SILT, FLD EST: 75% LOW PLASTIC FINES, 25%VERY FINE SAND, DARK REDDISH BROWN (2.5YR 3/4), WET, SOFT, ROOTLETS TO 12". B 1' (GM) SANDY GRAVEL, FLD EST: 40% COBBLES, 35% FINE TO COARSE GRAVELS, 15% FINE TO COARSE SAND, 10% LOW PLASTIC FINES, OLIVE YELLOW(2.5YR 6/6), VERY DENSE, WET; MODERATELY TO HIGHLY WEATHERED PARENT ROCK, FRIABLE. C 3' (-) MODERATE FRACTURED, SLIGHTLY WEATHERED PARENT ROCK. In HOLDREGE KULL Exploratory Trench No. CONSULTING ENGINEERSS•GEOLOGISTS 1250 HICOE G 95926 UITE 26 T 06 - 6 �.�,B,-848'•�8"-2437 Trench Log Field Location Sketch(Not to Scale) Project Name: BLOOM TOWNHOMES Project No.: 70,108-01 Task No.: 01 Location: HWY 162&HERITAGE ROAD,OROVILLE,CALIFORNIA Logged By: DODGE,MATT Date Logged: 04/24/06 Backhoe Company: H&K Backhoe Type: KUBOTA KX121-3 EXCAVATOR Backfill Description: NATIVE/NON COMPACTED Ground Water Information Date: 04/24/06 Time: 14:22 Depth(ft): 0 Scale: 1 In.=5 FT. Trench Bearing: N 76°E Elev.: Ft.MSL Elev.Source: WEST EAST O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . . . . . . O L1-1-1 CB— . . . . . © REFUSAL. . j . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Unit Sample Material Description No. Depth (ft) No. (USCS Symbol;Particle Sizes Est.%;Munsel Color;Density or Consistency;Moisture;Etc.) A 0' (ML) SANDY SILT, FLD EST: 75% LOW PLASTIC FINES, 25%VERY FINE SAND, DK. REDDISH BROWN (2.5YR 3/4), MOIST TO WET, SOFT, ROOTLETS TO 2'. E 1' (CL) SANDY CLAY, FLD EST: 80% LOW PLASTIC FINES, 20%VERY FINE SAND, 1' L1-1-1 STRONG BROWN (7.5YR 5/6), STIFF, MOIST TO WET. 1-2' CB-2 B 2' (GM) SANDY GRAVEL, FLD EST: 40%COBBLES, 35% FINE TO COARSE GRAVELS, 15% FINE TO COARSE SAND, 10% LOW PLASTIC FINES; OLIVE YELLOW(2.5YR 6/6), VERY DENSE, WET; MODERATELY TO HIGHLY WEATHERED PARENT ROCK, FRIABLE. C 4.5 (-) MODERATE TO HIGHLY FRACTURED, SLIGHTLY TO MODERATELY WEATHERED PARENT ROCK. ® HOLDREGE KULL Exploratory Trench No. CONSULTING ENGINEERSS•CSOLOCISTS /► �,CO C.SAT 95g2SUITE 24 T O„ - 7 �.o,es._t.�, Trench Log �/ Field Location Sketch(Not to Scale) Project Name: BLOOM TOWNHOMES Project No.: 70,108-01 Task No.: 01 Location: HWY 162&HERITAGE ROAD,OROVILLE,CALIFORNIA Logged By: DODGE,MATT Date Logged: 04/24/06 Backhoe Company: H&K Backhoe Type: KUBOTA KX121-3 EXCAVATOR Backfill Description: NATIVE!NON COMPACTED Ground Water Information Date: 04/24/06 Time: 15:26 Depth(ft): 0 Scale: 1 In.=5 FT. Trench Bearing: N 41°E Elev.: Ft.MSL Elev.Source: WEST EAST O . . . . . . . . . . . . . . . . . . . . . MODERATE WATER SEEPL1=1-1 L2=2-2 O . . . . . . . . . . . . . . .L2_1.—.2. : . . . . . . . . . . . . . . Unit Sample Material Description No. Depth (ft) No. (USCS Symbol;Particle Sizes Est.%;Munsel Color;Density or Consistency;Moisture;Etc.) A 0' (ML) SANDY SILT, FLD EST: 75% LOW PLASTIC FINES, 25%VERY FINE SAND, 1 L-1-1-1 DARK REDDISH BROWN (2.5YR 3/4), SAT'D, VERY SOFT, ROOTLETS TO 2'. F 1' (SC) CLAYEY SAND, FLD EST: 70% FINE TO COARSE SAND, 20% LOW PLASTIC 4.5' L-2-2-2 FINES, 5% FINE TO COARSE SUB ANGULAR GRAVELS, 5% COBBLES, L-2-1-2 YELLOWISH RED(5YR 5/8), DENSE, MOIST; HIGHLY WEATHERED COBBLES. D 7.5' (SM) SILTY SAND, FLD EST: 55% FINE TO COARSE SAND, 20% LOW PLASTIC FINES, 15% FINE TO COARSE SUB-ANGULAR GRAVELS, 10%COBBLES, YELLOWISH RED (5YR 5/8), DENSE, WET; MODERATELY TO HIGHLY WEATHERED PARENT ROCK. ® HOLDREGE &cK oc L Trench No. CONSULTINC ex Exploratory XCEAST C T9�g26 UITE 24 T06 8RNlOL 2"11AX Ba_r�, Trench Log Field Location Sketch(Not to Scale) Project Name: BLOOM TOWNHOMES Project No.: 70,108-01 Task No.: 01 Location: HWY 162&HERITAGE ROAD,OROVILLE,CALIFORNIA Logged By: DODGE,MATT Date Logged: 04/24/06 Backhoe Company: H&K Backhoe Type: KUBOTA KX121-3 EXCAVATOR Backfill Description: NATIVE/NON COMPACTED Ground Water Information Date: 04/24/06 Time: 15.54 Depth(ft): 0 Scale: 1 In.=5 FT. Trench Bearing: N 05°W Elev.: Ft.MSL Elev.Source: NORTH SOUTH O © :REFUSAL . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . Unit Sample Material Description No. Depth (ft)l No. (USCS Symbol;Particle Sizes Est.%;Munsel Color;Density or Consistency;Moisture;Etc.) A 0' (ML) SANDY SILT; FLD EST: 75% LOW PLASTIC FINES, 256/6 VERY FINE SAND, DK. REDDISH BROWN (2.5YR 3/4), MOSIT, FIRM, ROOTLETS TO 6". BETWEEN 0.5 FT. TO 2.0 FT. GRADES TO INCREASED SUB-ANGULAR GRAVELS AND COBBLES OF PARENT ROCK, MODERATELY WEATHERED, MODERATELY TO HIGHLY FRACTURED. C 2' (-) SLIGHTLY TO MODERATELY WEATHERED PARENT ROCK, MODERATELY FRACTURED. GRADES DOWN TO LESS WEATHERING AND FRACTURING. 3' SLIGHTYLY TO MODERATELY FRACTURED PARENT ROCK(REFUSAL). ® HOLDRE CEEB&GEOLOGISTS K U s S Trench No. CONSULTING Exploratory �H/CD�GT 9��26 SUITE 24 T06 - 9 �P.9P)PDs-P.P,/II PGI-PIP1 Trench Log Field Location Sketch(Not to Scale) Project Name: BLOOM TOWNHOMES Project No.: 70,108-01 Task No.: 01 Location: HWY 162&HERITAGE ROAD,OROVILLE,CALIFORNIA Logged By: DODGE,MATT Date Logged: 04/24/06 Backhoe Company: H&K Backhoe Type: KUBOTA KX121-3 EXCAVATOR Backfill Description: NATIVE!NON COMPACTED Ground Water Information Date: 04/24/06 Time: 14:06 Depth(ft): 0 Scale: 1 In.=5 FT. Trench Bearing: N 02G E Elev.: Ft.MSL Elev.Source: NORTH SOUTH O . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . .. . . . . . . . i Unit Sample Material Description No. Depth (ft) No. (USCS Symbol;Particle Sizes Est.%;Munsel Color;Density or Consistency;Moisture;Etc.) A 0' (ML) SANDY SILT, FLD EST: 75% LOW PLASTIC FINES, 10% FINE TO MEDIUM SAND, 10% COBBLES, 5% FINE TO COARSE GRAVEL, DARK REDDISH 1-2' CB-3 BROWN (2.5YR 3/4), MOIST, FIRM, ROOTLETS TO 2 FT. B 2' (GM) SANDY GRAVEL, FLD EST: 40%COBBLES, 35% FINE TO COARSE GRAVELS, 15% FINE TO COARSE SAND, 10% LOW PLASTIC FINES, OLIVE YELLOW(2.5YR 6/6), VERY DENSE, WET; MODERATELY TO HIGHLY WEATHERED PARENT ROCK, FRIABLE. C 3' (-) MODERATE FRACTURED, SLIGHTLY WEATHERED PARENT ROCK. Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report APPENDIX D; Soil Laboratory Test Sheets Z.IPROJECn70108l70108-01_051906.doc Holdrege Kull Moisture & Density ASTM D2216& D2937 Project No.: 70108-01 Project Name: Bloom Townhomes Date: 511/2006 Lab No.: 6-138 Performed By: BLP Checked By: MLH SAMPLE LOCATION DATA Boring/Trench No. Units TP-3 TP-3 TP-7 Sample No. L1-1-2 1-3-1-1 1-2-1-2 Depth Interval ft. 2 6 4.5 Sample Description TT ca - f6 U U U � L 3 CU 3 N CU >' M (n (Q N o 05 EZ� Z 'r' 3 i o >- v � o � An a) m o 3 >- U m O ` L �[ 4) cc USCS Symbol SAMPLE DIMENSION AND WEIGHT DATA Sample Length in 6.000 6.000 6.000 Sample Diameter in 1.930 1.930 1.930 Sample Volume c 0.0102 0:0102 0.0102 Wet Soil+Tube Wt. r 718.86 704.05 748.12 Tube Wt. r 153.671 157.16 157.09 Wet Soil Wt. r 565.191 546.891 591.03 MOISTURE CONTENT DATA Tare No. F EZ Al Tare Wt. r 153.67 157.16 157.09 Wet Soil+Tare Wt. r 718.86 704.05 748.12 Dry Soil+Tare Wt. r 628.10 653.85 662.80 Water Wt. r 90.76 50.201 85.32 Dry Soil Wt. r 474.43 496.691 505.71 Moisture Content % 19.1 10.11 16.9 TEST RESULTS Wet Unit Wt. pc 122.7 118.7 128.3 Moisture Content % 1 19.1 10.1 16.9 Dry Unit Wt. pc 103.0 107.8 109.8 MOISTURE CORRECTION DATA Gauge Moisture K Value Correction Factor COMPACTION CURVE DATA(ASTM D698,ASTM D1557,or CAL216 Test Method Curve No. Max Wet Unit Wt. pc Max Dry Unit Wt. pc Optimum Moisture Wet Relative Comp. e ative Comp. ° HOLDREGE&KULL (530)478-1305-Fax(530)478-1019-792 Searls Ave.-Nevada City,CA 95959-A California Corporation 70108-01 lab#6-138MD Atterberg Indices ASTM D4318 Project No.: 70108-01 Project Name: Bloom Townhomes Date: 5/10/2006 Sample No.: CB-2 Boring/Trench:TP-6 Depth,(ft.): 1-2 Tested By: KC Description: Dark Yellowish Brown(1OYR 4/6)Clayey Gravel with Sand Checked By: MLH Sample Location: Lab. No.: 6-138 Estimated%of Sample Retained on No.40 Sieve: <35% Sample Air Dried: yes Test Method A or B: A LIQUID LIMIT: PLASTIC LIMIT: Sample No.: 1 2 3 4 5 1 2 3 Pan ID: TG 17B TD AN AM Wt.Pan(gr) 50.60 50.51 50.55 11.03 11.04 Wt.Wet Soil+Pan(gr) 62.19 61.50 61.33 16.81 16.60 Wt.Dry Soil+Pan(gr) 59.29 58.68 58.52 15.83 15.67 Wt.Water(gr) 2.90 2.82 2.81 0.98 0.93 Wt.Dry Soil(gr) 8.69 8.17 7.97 4.80 4.63 Water Content(%) 33.4 34.5 35.3 20.4 20.1 Number of Blows,N 1 35 1 25 15 LIQUID LIMIT= 34 PLASTIC LIMIT= 20 Flow Curve �0 Plasticity Index= 14 Co.0 0 0 Group Symbol= CL 10 10.0 0.0 1 10 100 Number of Blows(N) Atterberg Classification Chart 80 70 60 CH or OH 50 40 30 CL or OL FL 20 MH or OH 10 ML or OL 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit(%) HOLDREGE & KULL (530)478-1305 -Fax(530)478-1019-792 Searls Ave.-Nevada City,CA 95959-A California Corporation 70108-01 tab#6-138atterberg PARTICLE SIZE DISTRIBUTION TEST WORK SHEET ASTM D422 Sieve Only Analysis Worksheet Project No.: 70108-01 Project Name: Bloom Townhomes Date: 5/4/2006 Sample No.: CB-2 Boring/Trench: TP-6 Depth, ft): 1-2 Tested By: BLP/EMP Description: Dark Yellowish Brown(10YR 4/6)Clayey Gravel with Sand Checked By: MLH Sample Location: Lab. No.: 6-138 Moisture Content Data: Total MaterialSample Data: Pan ID 0 Pan Weight 0.00 (gm) Pan ID LG Wet Soil+Pan Wt. 6,778.70 (gm) Pan Weight 51.41 (gm) Total Wet Weight 6,778:70 (gm) Wet Soil+Pan 159.01 (gm) Total Dry Weight 6,387.71 (gm) Dry Soil+Pan 147.72 (gm) Total Dry Wt.44 Sieve 3,052.37 (gm) Water Weight 11.29 (gm) Total Dry Wt.44 Sieve 3,335.34 (gm) Dry Soil Weight 96.31 (gm) Total Dry Wt.4200 Sieve 842.12 (gm) Moisture Content 11.7 % Total Percent 4200 Sieve 13.18 GRAVEL PORTION SIEVE ANALYSIS (Portion Retained On>#4 Sieve) Sieve Size Particle Diameter Wet Weight Dry eight Inches Millimeter Retained Retained Accum. Passing Percent On Sieve On Sieve On Sieve Sieve Passing in. mm m m m m 6Inch 6.0000 152.40 0.00 6,387.71 100.0 . 3Inch 3.0000 76.20 1,439.20 1,439.20 1,439.20 4,948.51 77.5 2Inch 2.0000 50.80 1,439.20 4,948.51 77.5 1.5 Inch 1.5000 38.10 383.60 383.60 1,822.80 4,564.91 71.5 1.0 Inch 1.0000 25.40 0.00 0.00 1,822.80 4,564.91 71.5 3/4 Inch 0.7500 19.05 132.61 132.61 1,955.41 4,432.30 69.4 1/2 Inch 0.5000 12.70 88.61 88.61 2,044.02 4,343.69 68.0 3/8 Inch 0.3750 9.53 197.25 197.25 2,241.27 4,146.44 64.9 #4 0.1870 4.75 811.10 811.10 3,052.37 3,335.34 52.2 PAN 3,726.33 3,335.34 6,387.71 0.00 SAND PORTION SIEVE ANALYSIS (Portion Retained On<#4 Sieves) Representative Sample Data: Pan ID CA #200 Wash Data: Pan Weight 155.97 (gm) Portion 4200 Sieve: 453.19 (gm) Wet Soil+Pan 833.30 (gm) Portion<#200 Sieve: 153.07 (gm) Wet Soil 677.33 (gm) Percent 4200 Sieve 25.25 N Dry Soil 606.26 (gm) Total Wt.4200 Sieve 842.12 (gm) Sieve Size Particle Diameter Dry Weight Rep. Sample Total Sample Accum. Total Inches Millimeter Retained Percent Weight Grand Total Percent On Sieve Retained Retained On Sieve Passing in. mm m % m m #10 0.079 2.000 174.51 28.78 960.07 4,012.44 37:2 #20 0.033 0.850 108.85 17.95 598.84 4,611.27 27.8 #40 0.017 0.425 58.67 9.68 322.77 4,934.05 22.8 #60 0.010 0.250 43.04 7.10 236.78 5,170.83 19.1 #100 0.006 0.150 34.23 5.65 188.32 5,359.15 16.1 #200 0.003 0.075 33.89 15.59 186.45 5,545.59 13.2 PAN Discard IF HOL®REGE & KULL 70108-01 lab#6-138Sieve Particle Size Distribution ASTM D422 Project No.: 70108-01 Project Name: Bloom Townhomes Date: 5/4/2006 Sample No.: CB-2 Boring/Trench: TP-6 Depth, ft): '51-2 Tested By:.BLP/EMP Description: Dark Yellowish Brown(10YR 4/6)Clayey Gravel with Sand Checked By: MLH Sample Location: Lab. No.: 6-138 Sieve Size Particle Diameter Dry Weight on Sieve Percent Inches Millimeter Retained Accumulated Passing Passing On Sieve On Sieve Sieve (U.S.Standard) (in.) (mm) (gm) (gm) (gm) M 6 Inch 152.4 7. 3Inch 3.0000 76.2 1,439.20 1,439.2 4,948.5 77.5 2Inch 2.0000 50.8 1,439.2 4,948.5 77.5 1.5 Inch 1.5000 38.1 383.60 1,822.8 4,564.9 71.5 1.0 Inch 1.0000 25.4 0.00 1,822.8 4,564.9 71.5 3A Inch 0.7500 19.1 132.61 1,955.4 4,432.3 69.4 112 Inch 0.5000 12.7 88.61 2,044.0 4,343.7 68.0 318 Inch 0.3750 9.5 197.25 2,241.3 4,146.4 64.9 #4 0.1870 4.7500 811.10 3,052.4 3,335.3 52.2 #10 0.0787 2.0000 960.07 4,012.4 2,375.3 372 #20 0.0335 0.8500 598.84 4,611.3 1,776.4 27.8 #40 0.0167 0.4250 322.77 4,934.0 1,453.7 22.8 #60 0.0098 0.2500 236.78 5,170.8 1,216.9 19.1 #100 - 0.0059 0.1500 188.32 5,359.1 1,028.6 16.1 #200 0.0030 0.0750 186.45 5,545.6 842.1 13.2 0.0338 8.8 0.0241 8.0 0.0172 7.3 Cc= 3.57 0.0126 6.5 0.0093 5.8 CU= 131.67 L 0.0066 5.8 m 0.0044 5.8 E 0.0034 5.8 0 >, 0.0027 5.8 = 0.0023 5.8 0.0015 5.0 0.0014 5.0 Particle Size Gradation BouldersCobble Coarse Gravel Fine Coarse Medium Sand Fine Silt Clay 100.0 90.0 80.0 70.0 60.0 a 50.0 40.0 30.0 CD 20.0 10.0 0.0 1,000.000 100.000 10.000 1.000 1.100 0.010 0.001 Particle Size(mm) HOLDREGE & KULL (530)478-1305 -Fax(530)478-1019-792 Searls Ave.-Nevada City,CA.95959-A California Corporation 70108-01 lab#6-138Sieve Expansion Index/Swell ASTM D4829/UBC 18.2 Project o.: 70108-01 Project Name: Bloom Townhomes Date: 5181206 Sample No.: CB-2 Boring/Trench No.: TP-6 Depth (ft.) 1-2 Tested By: BLP Soil Description: Dark Yellowish Brown(10YR 416)Clayey Gravel with Sand Checked By: MLH Estimated%of sample retained on : <5% Lab. No.: 6-138 SpecimenType: n is ur e : is u e : emo ae o: ASTM Guidelines Tube Dia.(Inch)= I King Dia.(Inch)= ing Height(inch)= 1.00 Test . 144 Testest wt. Tube Sample Moisture&Density n isr--r-Fin3I InitialFinal m is ma Tare Tube Number are Number X-1 Tare Weight (gr) Tare Ring Weight (gr) 200.57 200.57 Wet Soil+Tare (gr) Tare Pan Weight (gr) 0.00 152.44 Dry Soil+Tare (gr) Wet Soil+Tare (gr) 535.80 733.35 Weight of Water (gr) 0.00 Dry Soil+Tare (gr) 497.34 649.78 0.00 0.00 Dry Soil Weight (gr) 0.00 Weight of Water (gr) 38.46 83.&7 0.00 0.00 0.00 0.00 Moisture Content (%) 0.00 Dry Soil Weight (gr) 296.77 296.77 0.00 0.00 0.00 0.00 Soil Height (In.) Moisture Content(%) 12.96 28.26 0.00 0.00 0.00 0.00 Wet Unit Weight (pcf) et Unit Weight (pcf) 101.64 116.37 Dry Unit Weight (pcf) Dry Unit Weight (pcf) 89.98 91.12 Sample Height(Inches) 1.00 0.988 Specific Gravity ercent Saturafion Elapsed Change Elapsed Change Elapsed Change Expansion Index Number Time in Height Time in Height Time in Height Corrected to 50% (m:s) (Inches) (m:s) (Inches) (m:s) (Inches) Surcharge (psf) Uncorrected Saturation 2.0 -0.0145 Test wt. 144 -13 -16 4.0 -0.0142 Test wt. 8.0 -0.0134 Test wt. 16.0 -0.0130 30.0 -0.0129 60.0 -0.0128 Expansion Index Values and Descriptions 120.0 -0.0127 Expansion Index Potential Expansion 180.0 -0.0126 0-20 Very Low 318.0 -0.0126 21-50 Low 445.0 -0.0126 51-90 Medium 1214.0 -0.0125 91-130 High 1357.0 -0.0125 Above 130 Very High Expansion Versus Time 0.10 0.08 0.06 t 0.04 0.02 0.00 -0.02 -0.04 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 cV " M c6 r c6 n "M" " M N M v c6 r .0 r- 06 Oi c0 N R O cDM N� c0� � M O�I`� �cp a, t� M t2 n N M c0 c0 � O O O N N Minutes -�-144 -l- Fax -792 SearlsAve.-Nevada City, -A California Corporation 70108.01 lab#!6-138E1 UNCONFINED COMPRESSION ASTM D2166 Project No.: 70108-01 Project Name: Bloom Townhomes Date: 51412006 Sample No.: L1-2-2 Boring/Trench No.: TP-3 Depth(ft.) 2 Tested By: MLHIBLP Soil Description: Strong Brown(7.5YR 518)Sandy Silt with Gravel Check By: MLH Sample Location: "Loose Lab No.: 6-138 Sample Data Sample Sketch At Failure Tare Tube Number I.D. A _ Tare Weight (gm) 159.26 Wet Soil+Tare (gm) 673.47 Dry Soil*Tare (gm) 591.24 `; eight of Water (gm) 1 82.23 ry Soil Weight (gm) 431.98i 31.98 r Moisture Content (%) 19.04 oil Height (cm) 14.68 ample Diameter (cm) 4.90 et Unit Weight (pcf) 115.97 ry Unit Weight (pcf) 97.42 pecific Gravity (dim) 2.70 aturation (%) 70.47 Vain Rate (%) 0.01 Unconfined Shear Strength= 295.0 psf Proving Ring Constant (lbs/unit) 1.108 Elapsed Strain Area Load Deviator Time Units Percent Dial Force Stress Deviator Stress vs.Strain (Minutes) (0.001inlunit) (%) (cm"2) (units) (lbs) (psf) 12:00 10 0.17 18.89 0 0.00 0.00 700 12:00:30 20 0.35 18.92 2 2.22 108.80 12:01 301 0.52 18.961 3 3.32 162.91 12:01:30 40 0.69 18.99 5 5.54 271.05 6W 12:02 50 0.87 19.02 6 6.65 324.69 12:02:30 60 1.04 19.06 7 7.76 378.14 12:03 70 1.21 19.09 91 9.97 485.33 Soo 12:03:30 80 1.38 19.12 10 11.08 538.31 12:04 90 1.56 19.16 10 11.08 537.37 N 12:04:30 100 1.73 1919 11 12.19 590.07 ,�400 12:05 110 1.90 19.22 11 12.19 589.03 12:05:30 120 2.08 19.26 11 12.19 587.99 `5 is xb 12:06 130 2.25 19.29 11 12.19 586.95 0 12:06:30 140 2.42 19.33 11 12.19 585.91 12:07:00 150 2.5953678 19.359871 11 12.191 584.8708 12:07:30 165 2.8549046 19.411592 10 11.08 530.284 zoo M 0 Axial Strain(%)� HOLDREGE & KULL (530)478-1305-Fax(530)478-1019-792 Searls Ave,Nevada City,CA 55959-A California Corporation 70108-01 lab#6-138unconfined L1-2-2 DIRECT SHEAR TEST ASTM D3080 Project No.: 70108-01 Project Name: Bloom Townhomes Date: 511012006 Sample No.: L2.1-1 Boring/Trench No.: TP-3 Depth(ft.) 3.5 Tested By: BLP Soil Description: Dark Yellowish Brown(10YR 416)Silty Sand with Gravel Checked By: MLH Sam le Location: Lab.No.: 6-138 Specimen Type: Undisturbed:]0.00 Disturbed: Remolded to: Tube Dia. In. = Rin Dia. In. = 1.93 Rin Hei ht In. = 1.00 FIELD DATALAB DATA Test No. 1 Test No. 2 Test No. 3 Tube Sample Moisture&DeInitial Find Initial Final Initial Final Tare Tube Number re Number MC TB ME Tare Wei ht rre Rin Weight r 27.61 27.61 28.94 28.94 28.94 28.94 Wet Soil+Tare rre Pan Weight r 50.76 5013 50.39 50.39 50.45 50.45 D Soil+Tare ret Soil+Tare r 178.14 185.22 180.61 187.14 178.90 186.16 Weight of Water r Soil+Tare r 164.89 16419 167.17 167.17 165.98 165.98 D Soil Wei ht reight of Water r 13.25 20.33 13.44 20.07 12.92 20.18 Moisture Content % Dry Soil Weight r 86.52 86.52 87.84 87.84 86.59 86.59 Soil Hei ht In. Moisture Content % 15.31 23.50 15.30 22.85 1 14.92 23.31 Wet Unit Weight et Unit Weight 129.93 139.71 131.90 141.10 129.59 139.61 D Unit Wei ht Dry Unit Wei ht 112.68 113.13 114.40 114.86 112.77 113.22 Normal psf 500 1000 2000 3000 40005000 Other Test Parameters Loading 2.0' 10.26 20.53 41.05 61.58 82.11 102.64 Le end 2.5' 16.10 32.21 64.41 96.62 1 128.82 1 161.03 Test No. 1 N.Load 1000 Test No. 2 N.Load 12eo. 3 N.Load 4000 SATURATION&CONSOLIDATION SATURATION&CONSOLIDATSATURATION&CONSOLIDATION Time Deflect. Time Deflect. Time Deflect. Time me Deflect. Time Deflect. m:s Inch m:s Inch m:s Inch m:s :s Inch m:s Inch 0:00 0.054 4 0.057 0:00 0.086 4 00 0.155 4 0.159 1 0.056 5 0.058 1 0.088 5 1 0.158 5 0.159 2 0.057 2 0.0892 0.158 3 0.057 3 0.0903 0.159 Total Deflection= 0.004 Total Deflection= Total Deflection= 0.004 SHEAR DATA SHEAR DATASHEAR DATA Elapsed Shear Normal Shear Elapsed Shear Normalsed Shear Normal Shear Time Strain Strain Load Time Strain Strain Load Time Strain Strain Load (m:sl Inches Inches lbs. m:s Inches Inches lbs.) (m:s) Inches Inches Obs 10:19:10 -0.002 0.057 1 10:39:46 -0.001 0.09 2 10:59:16 0 0.159 3 10:19:25 -0.002 0.057 2 10:40:01 -0.001 0.09 3 10:59:31 0 0.159 4 10:19:40 -0.002 0.057 1 3 10:40:16 -0.001 0.09 5 10:59:46 0 1 0.159 14 10:19:55 -0.001 0.057 4 10:40:30 0.004 0.091 12 11:00:01 0.002 0.16 17 10:20:10 0.003 0.058 5 10:40:45 0.009 0.093 15 11:00:16 0.007 0.161 22 10:20:25 0.009 0.059 7 10:41:00 0.013 0.094 17 11:00:31 0.014 0.163 28 10:20:40 0.016 0.059 9 10:41:15 0.019 0.095 21 11:00:46 0.02 0.165 33 10:20:55 0.022 0.06 10 10:41:30 0.026 0.097 14 11:01:01 0.028 0.167 36 10:21:11 0.028 0.061 11 10:41:45 0.033 0.098 26 11:01:16 0.034 1 0.169 40 10:21:40 0.038 0.063 12 10:42:16 0.047 0.1 30 11:01:46 0.048 0.172 46 10:22:10 0.051 0.064 14 10:42:46 0.06 0.102 33 11:02:16 0.062 0.174 53 10:22:41 0.065 0.064 16 10:43:15 0.074 0.103 36 11:02:46 0.075 0.175 58 10:23:10 0.079 0.065 17 10:43:46 0.087 0.104 37 11:03:16 0.088 0.178 63 10:23:40 0.092 0.065 19 10:44:15 0.101 0.105 39 11:03:46 0.101 0.179 67 10:24:11 0.106 0.065 20 10:44:46 0.114 0.105 39 11:04:16 0.114 1 0.181 71 10:24:40 0.119 0.065 21 10:45:15 0.128 0.105 39 11:04:46 0.128 0.182 73 10:25:10 0.133 0.065 22 10:45:46 0.143 0.105 40 11:05:16 0.141 0.183 76 10:25:40 0.148 0.066 23 10:46:16 0.157 0.105 39 11:05:46 0.155 0.184 77 10:26:10 0.162 0.066 13 10:46:46 0.171 0.105 38 11:06:16 0.169 0.185 79 10:26:55 0.183 0.067 22 10:47:15 0.185 0.105 37 11:06:46 0.182 0.185 80 10:27:26 0.197 0.068 21 10:47:46 1 0.199 0.105 36 11:07:31 0.102 1 0.187 81 10:27:55 0.21 0.068 21 10:48:16 0.112 0.105 34 11:08:01 0.214 0.188 82 10:28:25 1 0.224 0.068 22 10:48:45 0.216 0.105 35 11:08:31 0.228 0.188 82 HOLDREGE & KULL (530)478-1305-Fax(530)478-1019-792 Seads Ave.-Nevada City,CA 95959-A California Corporation 70108-01 lab#6-138DS(L2-1-1) DIRECT SHEAR TEST RESULTS Shear Strain vs. Normal Strain Shear Strain vs.Shear Stress 0A60 — 3500.00 0 d3000.0 ccQ W N 4U LC1 y C d 2000.0 a • c 7 0 CL 0.020 -0.050 0.000 0.050 0.100 0.150 0.200 0.250 -0.050 0.000 0.050 0.100 0.150 0.200 0.250 inches inches - 6 1000 —i—2000 —& 4000 —6 1000 f 2000 —6 4000 Normal Load(psi) Normal Load(psi] y=0.9809x-24.5 y=0.9774x+98.444 11�0.9953= R20.9975= Mohr-Coulomb Failure Envelope 4500.0 400D.0 M.0 ♦ Peak Strengths i i M.0 i CLsoo.o ■ Residual Strengths 1p�"' / _yuu.0 / bio / .050D.0 N 00 iaao.o00 Linear(Peak Strengths) i 500.0 i 0.0 - Linear(Residual Strengths) -500.oNVIII SHEAR STRENGTH TEST RESULTS PARAMETERS PEAK STRENGTH: RESIDUAL STRENGTH: FRICTION ANGLE,(Degree) 44.3 44.4 ps F3 H O L D R E G E & K U L L PROJECT NAME: Bloom Townhomes PROJECT NO.: 70108-01 DATE: 5/10/2006 (ONSOITING ENGINEERS ' GE010611TS BORING I TRENCH NO.: TP-3 LAB NO.:6-138 792 $DARES AVENUE NEVADA CITY, CA 86968 SAMPLE NO.: L2-1-1 SAMPLE DEPTH (ft.): 3.5 16301 478.1306 FAX 478.1018 DESCRIPTION: a e owls rown 0YR 4/6)Silty Sand with Gravel (530)478-1305-Fax(530)478-1019-792 Seads Ave.-Nevada City,CA 95959-A Califomia Corporation 70108-01 labii 6-138DS(L2-1-1) DIRECT SHEAR TEST ASTM D3080 Project No.: 70108-01 Project Name: Bloom Townhomes Date: 51211006 Sample No.: L1-1-1 Boring/Trench No.: TP-6 Depth(ft.) 1 Tested By: BLP Soil Description: Dark Yellowish Brown(10YR 314)Silty Sand Checked By: MLH am le Location: Lab.No.: 6-138 Specimen Type:_ Undisturbed: Disturbed: Remolded to: Tube Dia. In.)= I Ring Dia. In. = 1.93 1 Ring Hei ht In. = 1.00 FIELD DATA LAB DATA Test No. 1 Test No. 2 Test No. 3 Tube Sample Moisture&Density Initial I Final Initial T Final Initial I Final Tare Tube Number Tare Number LG TH MB Tare Weight r are Ring Weight r 28.89 28.89 28.95 28.95 29.31 29.31 Wet Soil+Tare r are Pan Weight r 50.96 50.96 50.18 50.18 51.07 51.07 Dry Soil+Tare r et Soil+Tare r 169.92 172.49 172.84 176.81 175.96 179.84 Weight of Water r 0.00 Dry Soil+Tare r 149.94 149.94 156.29 156.29 158.78 158.78 Dry Soil Weight r 0.00 12eight of Water r 19.98 22.55 16.55 20.52 17.18 21.06 Moisture Content % Dry Soil Weight r 70.09 70.09 77.16 77.16 78.40 78.40 Soil Height In. Moisture Content % 28.51 32.17 21.45 26.59 21.91 26.86 Wet Unit Weight et Unit Weight 117.30 121.50 122.04 128.11 124.48 1 130.44 D Unit Wei ht Dry Unit Wei ht 91.28 91.92 100.49 101.20 102.10 1 102.82 Normal psf 500 1000 2000 3000 4000 5000 Other Test Parameters Loading 2.0" 10.26 20.53 41.05 61.58 82.11 102.64 Le end 2.5" 16.10 32.21 64.41 96.62 128.82 161.03 Test No. 1 N.Load 1000 Test No. 2 N.Load 20V 3 N.Load 4000 SATURATION&CONSOLIDATION SATURATION&CONSOLIDATIONURATION&CONSOLIDATION Time Deflect. JE4 Deflect. Time Deflect. Time DeflDeflect. Time Deflect. m:s Inch Inch m:s Inch m:s InInch m:s Inch 0:00 0.0550.062 0:00 0.139 4 0.1 0.157 4 0.164 1 0.0600.062 1 0.149 5 0.149 1 0.163 5 0.164 2 0.061 2 0.147 2 0.163 3 1 0.062 1 3 0.148 3 1 0.164 Total Deflection= 0.007 Total Deflection= 0.010 Total Deflection= 0.007 SHEAR DATA SHEAR DATA SHEAR DATA Elapsed Shear Normal Shear Elapsed Shear Normal Shear Elapsed Shear Normal Shear Time Strain Strain Load Time Strain Strain Load Time Strain Strain Load Ws) Inches Inches Obs. m:s Inches Inches lbs. Ws) Inches Inches Obs 11:37:49 0.002 0.064 8 11:58:50 -0.003 0.149 3 12:17:48 -0.004 0.164 2 11:38:05 0.008 0.065 10 11:59:04 -0.003 0.149 7 12:18:03 -0.004 0.164 3 11:38:20 0.013 0.065 11 11:59:19 0.002 0.15 13 12:18:18 -0.003 1 0.165 10 11:38:34 0.018 0.066 12 11:59:35 0.006 0.15 14 12:18:33 0 0.166 15 11:38:49 0.022 0.066 13 11:59:49 0.011 0.151 15 12:18:48 0.003 0.166 19 11:39:05 0.026 0.067 13 12:00:04 0.017 0.152 17 12:19:03 0.01 0.168 23 11:39:20 0.033 0.067 14 12:00:19 0.024 0.154 19 12:19:18 0.017 0.17 25 11:39:35 0.04 0.068 15 11:00:34 0.032 0.155 21 12:19:48 0.031 0.172 29 11:39:50 0.048 0.068 16 12:00:50 0.039 0.157 22 12:20:18 0.045 0.175 31 11:40:05 0.055 0.069 16 12:01:04 0.046 0.158 22 12:20:33 0.052 0.176 32 11:40:19 0.062 0.069 16 12:01:20 0.053 0.159 23 12:20:48 0.059 0.177 33 11:40:34 0.07 0.069 17 12:01:49 0.068 0.161 24 12:21:03 0.067 0.178 34 11:40:49 0.077 0.07 17 12:02:19 0.082 0.163 26 12:21:33 0.081 0.179 35 11:41:05 0.085 0.07 1 17 12:02:49 0.097 0.165 26 12:22:03 0.095 0.18 36 11:41:35 0.099 0.07 17 12:03:19 0.111 0.166 27 12:22:33 0.109 0.18 37 11:42:05 0.114 0.071 18 12:03:49 0.126 0.167 28 11:23:03 0.123 0.18 38 11:42:35 0.129 0.071 18 12:04:19 0.141 0.168 29 12:23:33 0.138 0.182 36 11:43:04 0.144 0.072 18 12:04:49 0.155 0.169 30 12:24:03 0.153 0.183 38 11:43:35 0.16 0.072 19 12:05:19 0.171 1 0.17 31 12:14:33 0.168 0.185 38 11:44:05 0.175 0.072 1 19 12:05:50 0.185 0.171 31 12:25:03 0.182 0.185 1 39 11:44:35 0.19 0.073 18 12:06:19 0.199 0.172 31 12:25:33 0.196 0.186 39 11:45:19 0.212 0.073 18 12:06:49 0.213 0.173 32 12:26:03 0.21 0.187 38 11:45:49 1 0.227 0.073 18 12:07:19 0.228 0.173 32 12:26:33 0.224 0.187 39 HOLDREGE & KULL (530)478-1305-Fax(530)478-1019-792 Searls Ave.-Nevada City,CA 95959-A California Corporation 70108-01 lab#6-138DS(L1-1-1) DIRECT SHEAR TEST RESULTS Shear Strain vs. Normal Strain Shear Strain vs.Shear Stress 2500.0 0.200 0.180 2000.0 0.160 0 �o 0.140 1500.0 0.120 N Cr d y 0.100 a c 0.080 1000.0 C 7 0.060 $ 0.040 500.0 0.020 tit 0.000 0.0 0.000 0.050 0.100 0.150 0.200 0.250 0.000 0.050 0.100 0.150 0.200 0.250 inches inches 0 1000 —6-2000 3—4000 —0 1000 f 2000 —A 4000 Normal Load(psl) Normal Load(psi!) y=0.3236x+689 y=0.3059x+762.94 0'8971= Mohr-Coulomb Failure Envelope R20.8748= 2500.0 P000u ♦ Peak Strengths c n 150.0 y '00 Residual Strengths o , i t t00D.0 w 10 i i Linear(Peak Strengths) 500.0 Linear(Residual Strengths) 0.0 0 500 1000 1500 Poon MO woo 0500 4000 45W Normal Loads(psf SHEARSTRENGTA TEST RESULTS PARAMETERS PEAK STRENGTH: RESIDUAL STRENGTH: FRICTION ANGLE,(Degree) 17.0 17.9 ps Ej H O L D R E G E & K U L L PROJECT NAME: Bloom Townhomes PROJECT NO.: 70108-01 DATE: 5/2/2006 (ONSOLTING ENGINEERS • GEOLOGISTS BORING/TRENCH NO.: TP-6 LAB NO.:6-138 792 SEARLS AVENUE NEVADA CITY. CA 96969 SAMPLE NO.: L1-1-1 SAMPLE DEPTH ft): 1 46301 478.1306 FAX478.1019 DESCRIPTION: Dark YellowishFrown OYR 314 Silty Sand (530)478-1305-Fax(530)478-1019-792 Searls Ave.-Nevada City,CA 95959-A California Corporation 70108-01 lab#6-138DS Project No.:70108-01 Bloom Townhouses, Oroville, CA May 19, 2006 Geotechnical Engineering Investigation Report APPENDIX E: UBCSEIS Computer Program Output Files Z.IPROJECT170108170108-01_051906.doc Holdrege& Kull B1oom1.OUT * U B C S E I S version 1.03 COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS 30B NUMBER: 70,108-01 DATE: 05-18-2006 30B NAME: Bloom Twnhms FAULT-DATA-FILE NAME: CDMGUBCR.DAT SITE COORDINATES: SITE LATITUDE: 39.7917 SITE LONGITUDE: 121.7244 UBC SEISMIC ZONE: 0.3 UBC SOIL PROFILE TYPE: SD NEAREST TYPE A FAULT: NAME: BARTLETT SPRINGS DISTANCE: 108.3 km NEAREST TYPE B FAULT: NAME: BATTLE CREEK DISTANCE: 73.1 km NEAREST TYPE C FAULT: NAME: DISTANCE: 99999.0 km SELECTED UBC SEISMIC COEFFICIENTS: Na: 1.0 Nv: 1.0 Ca: 0.36 Cv: 0.54 Ts: 0.600 To: 0.120 CAUTION: The digitized data points used to model faults are limited in number and have been digitized from small- scale maps (e. . , 1:750,000 scale) . Consequently, * g the estimated fault-site-distances may be in error by several kilometers. Therefore, it is important that the distances be carefully checked for accuracy and * adjusted as needed, before they are used in design. --------------------------- Page 1 B1oom1.OUT SUMMARY OF FAULT PARAMETERS --------------------------- Page 1 ------------------------------------------------------------------------------- I APPROX. ISOURCE I MAX. I SLIP I FAULT ABBREVIATED {DISTANCE{ TYPE I MAG. I RATE I TYPE FAULT NAME I (km) I (A,B,C) I (Mw) I (mm/yr) I (SS,DS,BT) BATTLE CREEK I 73.1 I B I 6.5 I 0. 50 I DS BARTLETT SPRINGS I 108.3 I A I 7.1 I 6.00 I SS ROUND VALLEY (N. S.F.Bay) I 116.2 I B I 6.8 I 6.00 I SS HUNTING CREEK - BERRYESSA { 116.4 I B { 6.9 { 6.00 { SS COLLAYOMI I 131.7 I B I 6.5 I 0.60 I SS MAACAMA (Central) I 142.8 I A I 7.1 I 9.00 I SS MAACAMA (North) I 143.3 ( A I 7.1 I 9.00 I SS LAKE MOUNTAIN { 148.1 I B I 6.7 { 6.00 I SS MAACAMA (South) I 151.0 I B I 6.9 I 9.00 I SS CONCORD - GREEN VALLEY I 154.2 I B I 6.9 I 6.00 I SS WEST NAPA I 163.0 { B I 6.5 { 1.00 SS RODGERS CREEK I 165.4 I A I 7.0 I 9.00 I SS GARBERVILLE-BRICELAND I 171.9 I B i 6.9 I 9.00 ( SS GENOA I 177.7 I B I 6.9 ► 1.00 I DS SAN ANDREAS (1906) I 188.5 I A I 7.9 I 24.00 I SS MAD RIVER { 200.6 I B I 7.1 I 0.70 I DS HAYWARD (Total Length) { 202.0 I A I 7.1 i 9.00 I SS GREENVILLE I 202.6 I B { 5.9 I 2.00 I SS TRINIDAD I 208.1 I B I 7.3 I 2.50 { DS MCKINLEYVILLE I 208.7 I B ( 7.0 I 0.60 I DS LITTLE SALMON (Onshore) { 209.1 { A { 7.0 { 5.00 { DS FICKLE HILL I 211.1 I B I 6.9 I 0.60 I DS POINT REYES I 213.5 I B ( 6.8 I 0.30 I DS ANTELOPE VALLEY ( 215.9 I B I 6.7 I 0.80 I DS CALAVERAS (No.of Calaveras Res) I 216.5 I B I 6.8 ( 6.00 I SS SAN GREGORIO { 226.1 { A I 7.3 i 5.00 I SS MENDOCINO FAULT ZONE I 228.3 I A I 7.4 i 35.00 I DS TABLE BLUFF I 229.2 I B I 7.0 I 0.60 I DS LITTLE SALMON (Offshore) I 239.9 I B I 7.1 I 1.00 I DS BIG LAGOON - BALD MTN.FLT.ZONE I 242.7 I B I 7.3 I 0.50 I DS CASCADIA SUBDUCTION ZONE I 248.8 I A I 8.3 I 35.00 I DS HAYWARD (SE Extension) I 259.0 I B I 6.5 I 3.00 ( SS CALAVERAS (So.of Calaveras Res) I 262.1 I B I 6.2 I 15.00 I SS MONTE VISTA - SHANNON I 265.6 I B I 6.5 I 0.40 I DS ROBINSON CREEK { 267.6 I B ( 6.5 { 0.50 I DS ORTIGALITA I 282.2 I B I 6.9 I 1.00 I SS MONO LAKE I 283.3 I B I 6.6 I 2. 50 I DS SARGENT { 295.6 { B I 6.8 { 3.00 I SS ZAYANTE-VERGELES I 301.3 I B I 6.8 I 0.10 I SS HARTLEY SPRINGS I 312.9 I B I 6.6 I 0. 50 I DS QUIEN SABE I 320.2 I B I 6.5 { 1.00 I SS MONTEREY BAY - TULARCITOS I 321.0 I B I 7.1 i 0.50 I DS SAN ANDREAS (Creeping) I 330.6 I B I 5.0 I 34.00 I SS PALO COLORADO - SUR I 334.2 I B { 7.0 I 3.00 ► SS HILTON CREEK { 337.0 { B I 6.7 { 2.50 { DS RINCONADA I 346.5 I B I ;.3 I 1.00 I SS --------------------------- SUMMARY OF FAULT PARAMETERS --------------------------- Page 2 B1oom1.OUT Page 2 ------------------------------------------------------7------------------------ I APPROX. ISOURCE I MAX. I SLIP I FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME I (km) I (A,B,C) I (MW) I (mm/yr) I (SS,DS,BT) WHITE MOUNTAINS i 353.9 I B I 7.1 I 1.00 I SS ROUND VALLEY (E. of S.N.Mtns.) I 354.7 I B I 6.8 I 1.00 I DS FISH SLOUGH I 369.0 I B I 6.6 I 0.20 I DS DEATH VALLEY (N. of Cucamongo) I 372.7 I A I 7.0 I 5.00 I ss HOSGRI I 405.2 I B I 7.3 I 2.50 I ss OWENS VALLEY I 406.1 I B I 7.6 I 1.50 I SS DEEP SPRINGS I 411.7 I B I 6.6 I 0.80 I DS BIRCH CREEK I 412.5 I B I 6.5 I 0.70 I DS SAN ANDREAS - 1857 Rupture I 433.0 I A 1 7.8 I 34.00 I SS INDEPENDENCE I 436.0 I B 1 6.9 I 0.20 I DS DEATH VALLEY (Northern) I 445.0 I A I 7.2 i 5.00 I ss HUNTER MTN. - SALINE VALLEY I 453.4 I B I 7.0 I 2.50 I ss SAN JUAN I 473.3 I B I 7.0 I 1.00 I SS LOS OSOS I 504.6 I B I 6.8 I 0.50 I DS SAN LUIS RANGE (S. Margin) I 509.6 I B I 7.0 ► 0.20 I DS SO. SIERRA NEVADA I 512.3 1 B 1 7.1 1 0.10 1 DS PANAMINT VALLEY I 524.7 I B I 7.2 I 2.50 I SS LITTLE LAKE I 542.3 I B I 6.7 I 0.70 I SS DEATH VALLEY (Graben) I 547.6 I B I 6.9 I 4.00 I DS CASMALIA (Orcutt Frontal Fault) 1 548.0 I B I 6.5 I 0.25 I DS LIONS HEAD I 553.8 I B I 6.6 I 0.02 I DS WHITE WOLF 1 562.2 I B I 7.2 I 2.00 I DS LOS ALAMOS-W. BASELINE I 572.4 I B I 6.8 I 0.70 I DS PLEITO THRUST I 577.9 I B ( 6.8 I 2.00 I DS TANK CANYON I 588.2 I B i 6.5 I 1.00 I DS GARLOCK (East) I 591.9 I A i 7.3 I 7.00 I ss GARLOCK (West) I 594.3 I A I 7.1 I 6.00 I ss DEATH VALLEY (South) I 595.0 I B I 6.9 I 4.00 I SS SANTA YNEZ (West) I 598.8 I B I 6.9 ► 2.00 I Ss BIG PINE I 599.5 I B I 6.7 I 0.80 I ss BLACKWATER I 607.3 I B I 6.9 ( 0.60 I ss LENWOOD-LOCKHART-OLD WOMAN SPRGS I 610.8 1 B I 7.3 I 0.60 I SS M.RIDGE-ARROYO PARIDA-SANTA ANA I 611.2 I B I 6.7 I 0.40 1 DS SAN GABRIEL ► 614.8 I B I 7.0 I 1.00 I SS SANTA YNEZ (East)' I 615.7 I B I 7.0 I 2.00 I ss GRAVEL HILLS - HARPER LAKE I 622.5 I B I 6.9 I 0.60 I ss OWL LAKE I 623.0 I B I 6.5 1 2.00 I ss RED MOUNTAIN ► 623.4 I B I 6.8 I 2.00 ( DS SAN CAYETANO I 627.5 I B I 6.8 I 6.00 I DS VENTURA - PITAS POINT I 634.9 I B 1 6.8 I 1.00 I DS HELENDALE - S. LOCKHARDT i 637.9 I B ( 7.1 I 0.60 I SS OAK RIDGE (Onshore) I 646.9 I B I 6.9 I 4.00 I DS HOLSER I 647.1 I B I 6.5 I 0.40 I DS SANTA ROSA ISLAND I 648.7 I B I 6.9 I 1.00 I DS SANTA SUSANA I 648.9 I B I 6.6 I 5.00 I DS SANTA CRUZ ISLAND I 649.4 I B 1 6.8 1 1.00 I DS --------------------------- SUMMARY OF FAULT PARAMETERS --------------------------- Page 3 ------------------------------------------------------------------------------- I APPROX. ISOURCE I MAX. I SLIP I FAULT Page 3 B1oom1.OUT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME I (km) I (A,B,C) I (Mw) I (mm/yr) j (SS,DS,BT) SIMI-SANTA ROSA j 652.6 I B j 6.7 I 1.00 I DS SIERRA MADRE (San Fernando) j 661.3 I B I 6.7 I 2.00 j DS ANACAPA-DUME j 663.5 ► B ( 7.3 I 3.00 I DS SIERRA MADRE (Central) I 670.8 I B I 7.0 I 3.00 I DS VERDUGO j 671.9 I B I 6.7 I 0.50 I DS CALICO - HIDALGO j 673.0 I B I 7.1 I 0.60 I SS MALIBU COAST j 678.9 I B I 6.7 I 0.30 I DS CLAMSHELL-SAWPIT j 689.2 I B I 6.5 I 0.50 I DS HOLLYWOOD j 691.1 I B I 6.5 I 1.00 ( DS SANTA MONICA { 692.6 { B { 6.6 { 1.00 { DS RAYMOND j 695.3 I B I 6.5 I 0.50 ( D5 LANDERS I 695.6 I B j 7.3 I 0.60 I SS PALOS VERDES i 701.5 I B I 7.1 I 3.00 I SS NEWPORT-INGLEWOOD (L.A.Basin) j 701.5 I B I 6.9 I 1.00 I SS CUCAMONGA I 706.6 I A I 7.0 I 5.00 I DS SAN ANDREAS - Southern j 707.7 I A I 7.4 I 24.00 ( SS CLEGHORN { 709.8 { B I 6.5 ► 3.00 { 55 PISGAH-BULLION MTN.-MESQUITE LK i 711.5 I B I 7.1 I 0.60 I SS NORTH FRONTAL FAULT ZONE (West) i 711.9 I B I 7.0 I 1.00 I DS SAN JACINTO-SAN BERNARDINO I 714.3 I B I 6.7 I 12.00 I SS SAN JOSE I 715.9 I B I 6.5 I 0.50 I DS ELSINORE-WHITTIER i 719.1 I B ( 6.8 I 2.50 I SS JOHNSON VALLEY (Northern) I 722.8 I B i 6.7 I 0.60 I SS CHINO-CENTRAL AVE. (Elsinore) i 725.0 I B I 6.7 I 1.00 I DS EMERSON So. - COPPER MTN. I 733.7 I B j 6.9 j 0.60 I SS NORTH FRONTAL FAULT ZONE (East) ( 738.2 I B I 6.7 j 0.50 I DS ELSINORE-GLEN IVY I 746.9 I B I 6.8 I 5.00 I SS SAN JACINTO-SAN JACINTO VALLEY I 747.9 I B I 6.9 I 12.00 I SS NEWPORT-INGLEWOOD (Offshore) I 762.5 I B I 6.9 I 1.50 j SS PINTO MOUNTAIN I 767.5 I B ( 7.0 I 2.50 j SS BURNT MTN. j 777.2 j B j 6.5 j 0.60 I SS EUREKA PEAK I 777.5 I B I 6.5 I 0.60 I SS ELSINORE-TEMECULA I 779.3 I B I 6.8 I 5.00 I SS SAN JACINTO-ANZA I 788.4 j A I 7.2 I 12.00 I SS CORONADO BANK I 794.6 ► B I 7.4 I 3.00 I SS ELSINORE-JULIAN I 819.0 I A I 7.1 I 5.00 I SS ROSE CANYON I 826.8 I B I 6.9 I 1.50 I SS SAN JACINTO-COYOTE CREEK j 833.5 I B I 6.8 I 4.00 I SS EARTHQUAKE VALLEY j 856.3 I B I 6.5 j 2.00 I SS SAN JACINTO - BORREGO I 872.1 I B I 6.6 j 4.00 j SS BRAWLEY SEISMIC ZONE ( 882.0 I B I 6.5 j 25.00 i SS ELSINORE-COYOTE MOUNTAIN I 886.6 I B I 6.8 I 4.00 I SS ELMORE RANCH I 895.0 I B I 6.6 I 1.00 I SS SUPERSTITION MTN. (San Jacinto) I 904.0 { B I 6.6 ( 5.00 I SS SUPERSTITION HILLS (San Jacinto) I 906.1 I B I 6.6 I 4.00 I ss IMPERIAL I 927.8 I A I 7.0 I 20.00 I SS --------------------------- SUMMARY OF FAULT PARAMETERS --------------------------- Page 4 ------------------------------------------------------------------------------- I APPROX. ISOURCE I MAX. I SLIP I FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME I (km) I (A,B,C) I (MW) I (mm/yr) I (SS,DS,BT) Page 4 B1oom1.OUT ELSINORE-LAGUNA SALADA 930.9 B 7.0 ( 3.50 SS Page 5 �f- _ I i r" y j . y - F , i - - • G. 1100 r 1 r Ile- � " J i Pn T Ny N W c Rki s Netm I •�/ // '�� TO :4 k Vo Ic �3 Z'iti 39.57 ODE ,��a Cnr� y 2N q 29%3 aM,OE' O T^n ID>T I N l oN �O •� at* � t • a�� o�oa� '' � I � �°. Wig" m ,.� ;� � 8g j T �� I l � •��'00 it av D�pO. C I l y � I I��\ °�, ewe�• �sah� / �I ti 1 J o IN 8 q a Gat* M V w p � � Z� I� I I ` N���i���.p`,� OY•Cil 61, olw� I W$m w<1Ln A ! s rb O T v 3 �J C F ^� T ��Y 1 a c w T C � 4 � I � 1 cm y N't ,NI" Z N•� 1 '~ I �oo i OnYs,O �� 3NN 02A = 3 cmn�2 O Zp� A �a f tt IA l g o �nar a 3 O^ rN �° � / . . � ' f/ � / . f � DETAIL OF DETENTION PONDS r NOT TO SCALE _ VMIN,_LOT ELEV. _ _ _ F VMIN. EMERGENCY ACCESS — — — — — — — — — — 100 YEAR FLOOD V100 YEAR 2_ / r98' DATUM — — — F CONDITION 36 4' 10 YEAR 66 10' ORIFICE 100 YEAR BASIN A ' — 1 BASIN B ASIN C� BUTTE COUNTY JUN 0 5 2006 DEVELOPMENT N _. SERVICES 1 530 273-7286 crcnmerOcrcnmer.com © 2002 CRANMER ENGINEERING, INC. CRANMER ENGINEERING, INC. 1188 EAST MAIN STREET GRASS VALLEY, CALIF. HERITAGE TOWNHOMES PRELIMINARY DRAINAGE PLAN PROJECT ENGINEER:TMI DESIGNED:AJG DATE: 0412112006 L1\06-004 BLOOM TOWNHOMES GRADING\dw \2006-04-14 drainage area block•dw 5/12/2006 3142,27 PM PDT DRAWN.BY:AJG DWG NAME:SEE BELOW SHEET 1 OF 1 SHEETS i a _A-Z . f i � • ' y P I � p � f 1 f