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2813 VIA CONQUISTADOR; ; CBR2019-2012; Permit
Lity of Building Permit Finaled Carlsbad Residential Permit Print Date: 08/17/2020 Permit No: CBR2019-2012 Job Address: 2813 VIA CONQUISTADOR, CARLSBAD, CA 92009-3019 Status: Closed - Finaled Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Parcel #: 2225923900 Track #: Applied: 07/31/2019 Valuation: $98,502.66 Lot #: - Issued: 02/11/2020 Occupancy Group: Project #: Finaled Close Out: #of Dwelling Units: 1 Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: Inspector: PBurn Plan Check#: Final Inspection: 08/17/2020 Project Title: Description: ZlVKOVlC: 640 SF DETACHED ADU W/117 SF STORAGE FEE AMOUNT BUILDING PERMIT FEE ($2000+) $623.07 BUILDING PLAN CHECK FEE (BLDG) $436.15 COMMUNITY FACILITIES DISTRICT (CFD) FEE - RES $4,278.29 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $43.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $52.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $80.00 PUBLIC FACILITIES FEES - inside CFD $1,792.75 5B1473 GREEN BUILDING STATE STANDARDS FEE $4.00 STRONG MOTION-RESIDENTIAL $12.81 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM $55.00 Total Fees: $7,798.07 Total Payments To Date: $1,727.03 Balance Due: $6,071.04 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection - fees and capacity changes, nor planning, zoning, grading or other similar application procesing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad 13 RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check Est. Value PC Deposit Date Job Address 'Tt'J)A CU1,i7Q7R- Suite: •APN:Z3'7-o° CT/Project It: Lot It: Fire Sprinklers: yes ) Air Conditioning: (Y no BRIEF DESCRIPTION OF WORK: ADU 0 Addition/New: 2 40 Living SF, :SF, II Patio SF, Ga)%eSF Is this to create an Accessory Dwelling Unit?c/ No New Fireplace? Yes /jf yes how many? DRe SF of affected area Is the area a conversion or change of use? Yes / No Po<pa: SF Additional Gas or Electrical Features? 050 : _____ KW, Modules, Mounted: Roof/Ground, Tilt: Yes / No, RMA: Yes/ No, Battery: Yes / No Panel Upgrade: Yes / No DR f: 0 Pljin Ing/Mechanical/Electrical Only: D Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: P02L1PJ 1ZOPrZ. Name: 'fli'JA+ JoIktJ ZiVvoJtc. - Address: 144_pPr&0rL4Ak R04 (Z9 Address: 'M511 VIA, 6VA1QlJ4'1A001-Z- City: 041 f'State: C.A-Zip: '1069 City: C-f/O_State:Zip: cz.00g Phone: 1LPO 42t '3'111 Phone: i(oo '3 (o113 Email: 1dtLL M1I.- i(i4 Email: AJ)-. r0Q1 70w. DESIGN PROFESSIONAL 7' CONTRACTOR BUSINESS 1 13.17. Name: Name: Address: Address: City: State:Zip: City: State:Zip: Phone: Phone: Email: Email: Architect State License: -' (Pr State License: Bus. License:_______________ (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingccarlsbadca.gov B-i Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. 0 I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: Policy No. Expiration Date: C) Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, ,ççè9Q Interest and attorney's fees. CONTRACTOR SIGNATURE: (OPTION 13 ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: ID I. as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Aas owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The tC tractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section __Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. Dyes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address / phone / contractors' license number): S. I will provide some of the w k have contract e persons to provide the work indicated (include name / address! ph ne / pe of work): OWNER DAGENT DATE:/1 fl CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ____ Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET ORE MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE Cliv OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of Auch permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106,414 Uniform Building Code). APPLICANT SIGNATURE: j \ ( %J'- DATE: I "51—) 1 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-6028558 Email: BuiIding@'carIsbadCa.gov B-I Page 2 of 2 Rev. 06/18 DAGENT DATE:___________ Permit Type: BLDG-Residential Application Date: 07/31/2019 Owner: COOWNER ZIVKOVIC JOVAN AND TIN! Work Class: Second Dwelling Unit Issue Date: 02/11/2020 Subdivision: CARLSBAD TCT#93-04RANCHO CARRILLO VILLAGE Q PHASE 01 Status: Closed - Finaled Expiration Date: 12/29/2020 Address: 2813 VIA CONQUISTADOR CARLSBAD, CA 92009-3019 IVR Number: 20700 - Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes BLDG-17 Interior Lath-Drywall Yes BLDG-18 Exterior Lath and Yes Drywall 0811412020 0811412020 BLDG-Final Inspection 135708-2020 Failed Michael Collins Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency See attached photo or back of card. No - BLDG-Plumbing Final • • No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final • • • No 08117/2020 08117/2020 BLDG-Final Inspection 135833.2020 Passed Chris Renfro Complete Checklist Item COMMENTS . Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final • Yes BLDG-Mechanical Final Yes BLDG-Structural Final • Yes - BLDG-Electrical Final Yes Monday, August 17, 2020 Page 3 of 3 Permit Type: BLDG-Residential Application Date: 07/31/2019 Owner: COOWNER ZIVKOVIC JOVAN AND TIN/ Work Class: Second Dwelling Unit Issue Date: 02/11/2020 Subdivision: CARLSBAD TCT#93-04 RANCHO CARRILLO VILLAGE Q PHASE 01 Status: Closed - Finaled Expiration Date: 12/29/2020 Address: 2813 VIA CONQUISTADOR CARLSBAD, CA 92009-3019 IVR Number: 20700 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date. Start Date . Status 06/0812020 06/0812020 BLDG-84 Rough 129588.2020 Passed Paul Burnette Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes BLDG-14 . Yes Frame-Steel-Bolting-Welding (Decks) . BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 06/18/2020 06118/2020 BLDG-31 130567-2020 Passed Paul Burnette Complete Underground/Conduit - Wiring - Checklist Item COMMENTS . Passed BLDG-Building Deficiency . . Yes 06126/2020 06126/2020 BLDG-18 Exterior 131257-2020 Failed Paul Burnette Reinspection Incomplete Lath/Drywall - Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-27 Shower 131258.2020 Passed Paul Burnette - Complete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 131259.2020 Passed Paul Burnette Complete Combo(14,24,34,44) - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 . . Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical . Yes BLDG-44 Yes Rough-Ducts-Dampers 07102/2020 07/02/2020 BLDG-82 Drywall, 131929.2020 Passed Michael Collins Complete Exterior Lath, Gas Test, Hot Mop Monday, August 17, 2020 Page 2 of 3 Building Permit Inspection History Finaled city of Carlsbad Permit Type: 'BLDG-Residential Application Date: 07/31/2019 Owner: COOWNER ZIVKOVIC JOVAN AND TIN/ Work Class: Second Dwelling. Unit Issue Date: 02/11/2020 Subdivision: CARLSBAD TCT#93-04 RANCHO CARRILLO VILLAGE Q PHASE 01 Status: Closed - Finaled . Expiration Date:' 12/29/2020 Address: 2813 VIA CONQUISTADOR IVR Number: 20700 CARLSBAD, CA 92009-3019 Scheduled Actual Inspection Type Inspection No. , Inspection Primary Inspector Reinspection Inspection Date Start Date . Status 02/12/2020 02/12/2020 BLDG-SW-Pre-Con 119231-2020 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency ' Yes 0410312020 04103/2020 BLDG-21 124042.2020 Passed Peter Drelbelbis Complete Undergroundlunderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes 04/17/2020 04/17/2020 BLDG-11 124942-2020 Cancelled Paul Burnette Reinspection Incomplete FoundationlFtglPiers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency ' No Checklist Item COMMENTS ' . Passed BLDG-Building Deficiency . No BLDG-12 Steel/Bond 124943.2020 Cancelled Paul Burnette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No 04124120200412412020 BLDG-11 125601-2020 Passed Michael Collins Complete Foundation/FtglPiers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Received soils report & form cert. Yes BLDG-12 Steel/Bond 125602.2020 Partial Pass Michael Collins Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes 0512212020 05122/2020 BLDG-83 Roof Sheatlng, 128428.2020 Failed Michael Collins Reinspection Incomplete Exterior Shear (13,15) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. See back of card for roof, No complete all trades at walls. . Monday, August 17, 2020 Page 1 of 3 FORM CERTIFICATION ACCESSORY DWELLING UNIT VIA CONQUISTADOR I A 410 co s.uc1'ot4 Ii2-8.o5' SCALE: 1" = 20' RiCOOD COPY LA D (I SITE INFORMATION ADDRESS: 2811 VIA CONOUISTADOR 1k; Nu CARLSBAD, CA 92009-3019 APN: 222-592-39 BRIEF LEGAL:A PORTION OF LOT 79 AND LOT 109 OF RANCHO CARRILLO VILLAGE. ACCORDING TO ROS 16310 o. 6411 1 / 011' CAVA* TEAS LAND APRIL 18, 2020 SURVEYING, INC. p Field Memorandum To 4- 4k jV Vi Project Name ?LL \J (iJtsTFJAf....d V111.. Jsc ProjectNumber io.CYi.o CA- Date .4,73-To .4,73-Towin Page 4 ofJ Subject srp jo) ô C\/ci PF4 çJ j -- p ) RI(1 rP4b rzW' Si U i.L' rive— —r c j .'. ktWXwA i Prepared by Received by White-Office, Yellow-Client, Pink-Field DATE: 9/11/2019 JURISDICTION: ar1iTh PLAN CHECK #.: cbR2019-2012 EsGil A SAFEbuittCompany APPLICANT J URIS. SET: II PROJECT ADDRESS: 2813 Via Conquistador PROJECT NAME: Arlen Roper The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. fl The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are.resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: / Telephone #: Date contacted: 7 (b471 V I Email: Mail Telephone Fax In Person LI REMARKS: By: Richard Moreno Enclosures: EsGil 9/4/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil - A SAFEbuilt' Company DATE: 8/9/2019 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK#.: cbR2019-2012 SET:! PROJECT ADDRESS: 2813 Via Conquistador PROJECT NAME: Detached ADU Structure Lj The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant -contact person. The applicant's copy of the check list has been sent to: Arlen Roper EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Arlen Ropen Telephone #: 760-522-3997 Date contacted: (by: ) Email: arlenroper©gmail.com Mail Telephone Fax In Person LI REMARKS: By: Richard Moreno Enclosures: EsGil 8/1/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: cbR2019.2012 JURISDICTION: Carlsbad PROJECT ADDRESS: 2813 Via Conquistador FLOOR AREA: ADU: 640 sq-ft REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 8/9/2019. STORIES: 1 HEIGHT: 12-ft DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/1/2019 PLAN REVIEWER: Richard Moreno FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section. etc. Be sure to enclose the marked up list when you submit the revised plans. PLANS The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Alteration of truss system proposed requires the analysis of a California licensed engineer or architect. Please verify that structural calculations are included on resubmittal along with clear load path alteration proposed. All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. If a room addition is less than 500 sq. ft. in area and only one story, then a soils report is not required. The maximum allowable soil bearing value used in any design must be 1500 psf for this exception. Under this condition, Esgil staff should advise the City (upon final transmittal) to place their "soils notice" stamp on the plans. Carlsbad has ruled that a stand-alone accessory dwelling unit, if under 500 square feet, may also qualify for this exception. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. 7. If the soils engineer recommends that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and C) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 8. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 9. Clarify framing over porch. No rafters or trusses are shown over this area. Also, callout beam on plan (as noted on detail). 10. Double check framing over RB-I. There appears to be a framing conflict between rafters and trusses. 11. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. 12. An ADU may have a separate utility service installed, or sub fed via existing service with adequate capacity. ADU's require electrical load calculations per CEC 220.83 to justify existing electrical service size is adequate. 13. A separate (detached building with a separate foundation and slab) ADU requires a separate ground electrode system per CEC 250.32 MECHANICAL 14. Are "head fans" for ductless mini split units? 15. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CIVIC Section 504.4.2. PLUMBING 16. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). Show the shower stall can accommodate a 30" circle and has a minimum floor area of 1,024 sq. in. CPC Section 408.6. Dimension on the plans the 30" clear width required for the water closet compartment and the (minimum) 24" clearance required in front of the water closet. CPC 402.5. Provide a note on the plans: The control valves in showers, tub/showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408, 409, 410. . RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 301.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. Indoor water use. Show compliance with the following table, per CGC Section 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Showerheads 1.8 gpm @ 80 psi Lavatory faucets 1.2 gpm @ 60 psi' 1 Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan, per CGC Section 4.408.2. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC Section 4.504.1. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 4504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC Section 4.504.2. Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC Section 4.505.2.1. Interior moisture control. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one of the methods listed in CGC Section 4.505.3. Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. . ENERGY CONSERVATION Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. a) All fans installed to meet all of the preceding ventilation requirements must be specified at a noise rating of a maximum I "Sone" (continuous use) or 3 'Sone" (intermittent). Alternations When replacing or modifying the mechanical system: If more than 40' of new ductwork is installed in unconditioned space, HERS inspection is required for both existing and new duct sealing. Replacement of mechanical equipment (air handler, condensing unit of an air conditioner or heat pump, cooling or heating coil, or the furnace heat exchanger) requires HERS inspection. Note: The CF1R-ALT-HVAC form may be submitted at the final inspection, it is not required at initial plan submittal. MISCELLANEOUS 31. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. All new residential units shall include provisions specifically designed to allow the later installation of any system which utilizes solar energy as an alternative energy source. No building permit shall be issued unless the piping or conduit and roof penetration details required pursuant to this section are indicated in the building plans. If CaiGreen requires a Waste Management Plan, the applicant shall submit the Carlsbad special form. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No L3 36. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Richard Moreno at EsGil. Thankyou. k-city of Carlsbad CONSTRUCTION WASTE MANAGEMENT PLAN B-59 Development Services Building Division 1635 Faraday Avenue 760.602-2719 www.cortsbadca.gov Section 4408.1 and Section 5.408.1 of the 2016 California Green Building Standards requires at least 65% of non-hazardous construction debris is recycled and/or salvaged for reuse. With the submitting of your application for a Building Permit or permit issuance, you must have completed a Construction Waste Management Plan (CWMP) demonstrating how you will recycle a minimum of 65% of the construction waste generated from your project. NOTICE: Applicant (contractor and subcontractors) shall comply with the project's CWMP. It is the Applicants responsibility to collect all receipts from the facilities that recycle their materials AND all project_ waste /landfill disposal_ receipts. When working with the City's franchised hauler, Waste Management, one cumulative project receipt is acceptable. However, it is the Applicant's responsibility to confirm that the bins are collected for C&D Recycling. This project shall generate, the least amount of waste possible by planning and ordering carefully, following all proper storage and handling procedures to reduce broken and damaged materials, and reusing materials whenever possible. Waste Management Services can provide 2 roll-off bins, one for commingled construction debris and one for trash. The commingled construction roll-off bin will be taken to a Certified Mixed C&D Processing Facility to sort the material and create receipt(s), to demonstrate the project has met a 65% diversion rate or greater. Applicants with a goal of recycling greater than 65% of the project's total waste should work with, the City's exclusive franchised waste hauler, to develop a more specific CWMP. This plan may include using additional roll-off bins for particular phases of construction (e.g., concrete and wood waste) to ensure the highest waste diversion rate possible. Contractors/subcontractors hauling their own waste as part of their scope of work (e.g., construction clean up companies, etc.) SHALL NOT be excluded from complying with the CWMP and shall provide weight and waste diversion receipts from a Certified Source Separated Recycling Facility. For a current list of Certified Recycling Facilities go to http://www.sandiego.gov/environmental-services/recycling/cdfindex.shtml. S. If contractors/subcontractors furnish their own debris boxes as part of their scope of work, they SHALL NOT be excluded from complying with the CWMP and L.eLd!L!1!te_dversion receipts from a Certified Source Separated Recycling Facility. Parti - BeforetheProjectBegins Prior to issuance of a Building Permit, Applicant must submit PART 1 of the Construction Waste Management. Plan (CWMP) Table. a. Submit completed and signed form to City with Building Permit application. Part 2—During and After the Project Prior to receiving inspection for final sign off of the Building Permit or Certificate of Occupancy, Applicant must submit the fully completed and approved PART 2 of the Construction Waste Management Plan (CWMP) Table. Save all receipts and/or documents from reuse facilities, recycling centers, processing facilities, and landfills where materials were taken. Complete the Debris Recycling Report (DRR) as your project progresses. Recycling/diversion goals are (at a minimum) 65% of the waste generated by your project. C. Return completed form to: City of Carlsbad Building Division 1635 Faraday Ave, Carlsbad, CA 92008 or your inspector prior to requesting final inspection. Rev. 17'12fl6 Conversion Table for Common Construction Waste This document is informational only. It is here to help you convert truckload quantities to tons, if necessary. -- - Column A Column 8 Column C Category Material Volume Tons/Unit Tons Mixed Debris Construction . cy a 0.18 = Demolition cy a 1.19 = Asphalt/Concrete Asphalt (broken) cy a 0.70 Concrete (broken) . cy a 1.20 Concrete (solid slab) ....__...., cy a 1.30 Brick/Masonry/Tile Brick (broken) . . ..,. ..........cv X 0.70 Brick (whole, palletized) cy x 1.51 Masonry brick (broken) cy X 0.60 = Tile . sq ft X 0.00175 Building Materials (cabinets, doors, windows. etc.) cy a 0.15 Cardboard (flat) cy X 0.05 = Carpet . By square foot sq ft X 0.0005 = By cubic yard cy X 0.30 Carpet Padding/Foam sq ft X 0.000.125 Ceiling Tiles . Whole (palletized) cy X 0.0003 Loose cy X 0.09 Drywall (new or used) 1/2" (by square foot) sq ft X 0.0008 5/8" (by square loot) sq ft X 0.00105 = Demo/used (by cu. yd.) cy X 0.25 Landscape Debris (brush, trees, etc.) cy X 0.1.5 = Asphalt Composition Shingles, asphalt Shingle cy a . 0.22 = Unpainted Wood/Pallets By board foot bd ft a 0.001375 = By cubic yard . cy a 0.15 = Trash/Garbage .. _..__. cy X 0.18 = Other (estimated weight,) . - . cy a estimate = cy a estimate = cy X estimate = cy X estimate = Total all = Page 4 of 4 Rev. 11/12/18 PART 2 Complete before final inspection, obtain WASTE MANAGEMENT signature, and return with receipts prior to final building approval. DEBRIS RECYCLING REPORT (ACTUAL): I1IE.1L Acknowledgement - I certify under penalty of perjury under the laws of the State of California that the information provided in and with this form pertains to construction and demolition debris generated only from the project listed in PART 1, that I have reviewed the accuracy of the information, and that the information is true and correct to the best of my knowledge and belief. Permit No. Print Name Address - Date I.1*irthI: Use this Final Log below to track loads of materials as they leave the job site. SAVE RECEIPTS Indicate FINAL quantities in tons for each material and save receipts and documents from facilities where material is taken. Additional Project Log pages are available if necessary. Use City Conversion Table to convert volume to tons. A B C Date Material Type Actual Amt Actual Amt Actual Amt Destination Facility Reused or Recycled Disposed in (Name. Address. Phone) Salvaged Landfill Poiwnar Transfer Station. 5960 El 01/05/2018 concrete (broken) S tons comma Real f7,cnInn,..n,1;4 TOTAL a65% Diversion Rate Achieved % s65%LJ Total of columns A + 8 Total of columns A + B + C DIVERSION Contractor/Owner Signature Date -- Attach the following documentation to this Report: Return completed form and documentation to: Original recycling weighs tickets. Indfiil weight tickets City of CarlSbad Original donation receipts with photos and/or itemised descriptions Building Division (1st Floor) Any other relevant information to support Recycling Report 1635 faraday Avenue Carlsbad, CA 92008 0 Page 3of4 Rev. 11112118 PART t. Complete, obtain signature, and submit this form when applying for a Building Permit. Note: Permits will (cont'd) not be issued without a completed Construction Waste Management Plan. DEBRIS RECYCLING ESTIMATE: ii.iaw Permit No. - _Project Title Project Address . . APN Applicant Name Phone ( Lou First Complete the following table with estimated waste tonnage to be generated by your project. This is your plan for construction waste management. Changes can be made on the final recycle report. Goal: the diversion rate shall be 65% by weights of debris. A B C Estimated Place a (I) check Place a (.')check next Place a(l) check next Material Type Waste Quantity next to items to be to Items to be to items to be (tons) reused or salvaged recycled disposed at landfill complete rWi flue of the toble only if vely using V/dt5ttM4NAcLMENT iciloff bins. Mixed C&O Debris Asphalt & Concrete Rrick I Masonry / Tile Mixed Inert Debris . ............... ..... Cabinets. Doors. Fixtures. 'Windows (circle all that apply) . I Carpet Padding! Foam Cardboard Ceiling Tile (acoustic) Drywall (Used, new, Landscape Debris (brush, trees, stumps. etc.) No dirt. Unpainted Wood & Pallets Roofing Materials Scrap Metal Stucco Other: TOTAL = MlI.IaI To meet 65% Diversion Requirement (estimate) x 0.65 tons Total Estimated Wastefrom above Minimum Required Diversion Contractor/Owner Signature Date Page 2 of 4 Rev. 11fl2/18 C'btyof Carlsbad CONSTRUCTION WASTE MANAGEMENT PLAN B-59 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.cortsbadca.gov Many of the materials generated from your project can be recycled. You are required to list materials that will be reused, recycled or disposed from your project. If you have questions about the recycling requirement or completing this form, please contact Waste Management at (760) 929-9400, a certified C&D recycler, or the Carlsbad Building Division at (760) 602-2700. Please note: Un!ess you are self-hauling, Waste Management or approved haulers must be used for all construction projects within the City of Carlsbad. PART 1 Complete and submit this form when applying for a Building Permit. Note: Permits will not be issued without a completed Construction Waste Management Plan. Applicant Information Permit No. _____Projectlitle Project Address APN D.-,l Contratio, A!hitt Other Applicant Name 0 J 00 ta.t First Applicant Address Phone ( E-mail Address Applicant Mailing Address (if different than project address) Project Type Kescde,nat Co,nrneft3ol PuWc 8uivig tndustn,! (check all that upplti): El El El El Brief Description -.------- Project Size Estimated Cost of Project $ (square footage) Please check the appropriate box: ElI plan on using WASTE MANAGEMENT roll-off bin(s) for all materials and will provide all receipts after construction. ElI plan on self-hauling to a certified recycling facility and will provide all receipts after construction. This is a proposed LEED certified project and I plan on separating materials on site in conjunction with WASTE MANAGEMENT. Acknowledgement: I certify under penalty of perjury under the laws of the State of California that the information provided in and with this form pertains to construction and demolition debris generated only from the project listed in PART 1, that I have reviewed the accuracy of the information, and that the information is true and correct to the best of my knowledge and belief. Print Name __________________ _Signature _________________ _Date - .. .... Pagel of 4 Rov. 1111 2115 (DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: cbR2019-2012 PREPARED BY: Richard Moreno DATE: 8/9/2019 BUILDING ADDRESS: 2813 Via Conquistador BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) ADU 640 city est 98,502 Patio 117 Air Conditioning Fire Sprinklers TOTAL VALUE 98,502 Jurisdiction Code 1cb IBY Ordinance 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee V Type of Review: EJ Complete Review Repetitive Fee El Other Repeats Hourly El EsGil Fee El Structural Only Hr. © * I $401.811 Comments: Sheet 1 of 1 (45P arlen roper inc residential design I drafting I art 1443 Panorama Ridge Rd Oceanside CA 92056 760.522.3997 arlen©arlenroper.com Date: August 15, 2019 To: City of Carlsbad / Planning Department - g ~Fisher Item: Sht: Response: All Door to Laundry Room moved to outside - no direct connection to ADU No additional changes have been made to the plans... Please call if you have any questions, Arlen flQ5f7 arlen roper inc residential design I drafting I art 1443 Panorama Ridge Rd Oceanside CA 92056 760.522.3997 arten@arlenroper.com Date: Aug 29, 2019 To: City of Carlsbad / Building Department - EsGil I'Richard R[® rend Plan Check Response for Project CBR2019-2012 Owner = Zivkovic Address = 2813 Via Conquistador I tried to contact you three times over the past two weeks, to clarfy a couple of items. but never got a response, so hopefully I have responded satisfactorily with my revisions... Item: Sht: Response: 1 All Three sets resubmitted - Yellow paper now 2 All All sheets are signed by appropriate person Note: A soils report has been done and copies are herewith There is a copy of original report on the project and a current update letter from soils engineer... 3-11 - See structural engineers response and corrections 12 El See new elec load cal on left side of sheet for ADU 13 A2.1 See UFER detail and location added to slab plan 14 A2,El Yes, those are the fan/coil units for the mini split 15 A2 Note added behind dryer - detail N/A 16 A2 See new gas piping diagram on upper left part of sheet 17 N/A This is a tub/shower and was noted as such, so I don't think that sec A2 applies.., but even if it did, exception #2 says a 30x60 size is allowed (as was noted) :) Item: Sht: Response: 18 A2 width was dimensioned, and now clear space in front added (which is not needed when a bathroom is 5' wide or more) 19 Al See updated note #2 in MISC NOTES on left side of sheet. All Cal Green notes are on sheet N2 as was already noted on sheet index. You keep missing this sheet in my plan checks!:) 20,21 GN All this info in top box second from right... 22 - I am not noting on plans - redundant - as a completed city form #B-59 has been turned in with 2nd plan check. 23-28 Al See misc notes lower left on sheet 29 El See new notes at both kitchen and IAQ fans 30 N/A This is not a remodel project - 31 N/A There are no overflow roof drains - if this note is about attic or roof FAU's If something to do with roof gutters, I have added downspouts to Roof Plan on A3 32 A3 See new note regarding solar panel clear area (hatched area on roof) 33 - Already addressed in #22 above 35... Note that the door moved from kitchen to Laundry, to an outside laundry door, per planning department requirement. No additional changes have been made to the plans... Please call if you have any questions, Arlen P solidforms engineering 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P.E. (858) 376-7734 evan@solidformseng.com 0 - STRUCTURAL CALCULATIONS Zivkovic Residence 2811 Via Conquistador, Carlsbad, CA 92009 08/14/19 : Project #19-132 ESS104 C77258 OF Table of Contents Design Criteria & Loads ..................................................1 Gravity Analysis & Design ..............................................2-4 Lateral Analysis & Design ..............................................5-11 Foundation Analysis & Design .....................................12 C 6 IRA 10 17 4 a 01ii solidforms engineering Page 1 of 12 08/14/19 Design Criteria Building Code: 2015 IBC/2016 CBC - ASCE / SEI 7-10 Concrete: ACI 318-14 [f = 2500 psi - No Special Inspection Req.'d (U.N.O.)] Masonry: TMS 402-13/Ad 530-13 [Normal Wt.-ASTM C90-?m=1500 psi-Spec. Insp. Req.'d] Mortar: ASTM C270 [f = 1800 psi Type 5] Grout: ASTM C476 [f',, = 2000 psi] Reinforcing Steel: ASTM A615 [Fy = 40 ksi For #4 Bars & Smaller / Fy = 60 ksi For #5 Bars & Larger] Structural Steel: AISC 360-10, 14th Edition W Shapes (I Beams): ASTM A992, High Strength, Low Alloy, F = 50 ksi HSS Shapes (Rect.): ASTM A500, Carbon Steel, F.,, = 46 ksi FISS Shapes (Round): ASTM A500, Carbon Steel, F = 42 ksi Pipe Shapes: ASTM A53, Grade B, Carbon Steel, F, = 35 ksi All other steel: ASTM A36, F = 36 ksi Bolting: A307 / A325-N / A490-N (Single Plate Shear Conn.) Welding: E70 Series Typ. (E90 Series for A615 Grade 60 Reinforcing Bars) Shop welding to be done in an approved fabricator's shop. Field welding to have continuous Special Inspection. Wood: NDS-15 Soil: Geotechnical Report By: GeoCon Allowable Bearing Pressure = 2000 psf Lateral Bearing Pressure = 300 psf/ft Active Pressure = 30 psf/ft At-rest Pressure = 60 psf/ft Coefficient of Friction = 0.4 (Table 1806.2) Lateral Seismic Pressure = N/A Project #: 05845-12-01d Date: 6/3/1998 Desn Loads Load 1 psf Load 2 mt. Wall psf DL Concrete Tile Roof 10.0 DL Drywall 5.0 Plywood 1.5 2x4 Studs © 16o.c. 1.0 Joists 3.5 Misc. 1.0 Insulation 1.5 Other Drywall 2.5 Total Load 7 Electrical/Mech./Misc. 1.0 Other 0.0 Ext. Wall 1 psf Total DL 20 DL Stucco 10.0 LL Residential Roof 20 2x4 Studs @ 16"o.c. 1.0 Total Load 40 Drywall 2.5 Insulation 1.5 Misc. 1.0 Load 3 Load 4 Other Total Load 16 Ext. Wall 2 Transient Downward 0.034 in Total Downward 0.071 in Ratio 2828>360 Ratio 1344 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: solidforms Page 2of12 i i 08/14/19 engneerng Multiple Simple Beam ILic. #: KW-06012260 - - Licensee : Solid Forms Engineering Description: ROOF GRAVITY Wood Beam Design: RB-I Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x11.25, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2900 psi Fc - PrIl 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.07 pcf Fb - Compr 2900 psi Fc - Perp 750 psi Ft 2025 psi Eminbend - xx 1016.535 ksi ADD/led Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.020, Lr = 0.020 k/ft Trib= 7.0 ft Design Summary Max fblFb Ratio = 0.419 1 - O1.4)i.s(0.jQ) fb: Actual : 1,520.46 psi at 8.000 ft in Span # 1 Fb:Aflowable: 3625 psi 3.5xl 25 Load Comb: +D+Lr+H . Max fv/FvRatio= 0.218:1 . 16.0 ft I fv : Actual: 78.99 psi at 0.000 ft in Span # 1 I Fv: Allowable: 362.50 psi ___________________________________________________________________ Load Comb: +D+Lr+H Max Deflections Max Reactions (k) R LE a w E ti Transient Downward 0.250 in Total Downward 0.522 in Left Support 1.22 1.12 Ratio 768>360 Ratio 367 >240 Right Support 1.22 1.12 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RB-2 - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x9.25, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2900 psi Fc - Prll 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.07 pcf Fb - Compr 2900 psi Fc - Perp 750 psi Ft 2025 psi Eminbend - xx 1016.535 ksi Ann/led Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 kilt, Trib= 4.0 ft Point: D= 1.30, Lr = 1.20k@7.0ft Design Summary Max fblFb Ratio = 0.192 1 fb : Actual: 696.77 psi at 5.840 ft in Span # 1 Fb : Allowable: 3,625.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.350: 1 fv : Actual: 127.00 psi at 7.253 ft in Span # 1 Fv: Allowable: 362.50 psi Load Comb: +D+Lr+H Max Reactions (k) 2 Left Support 0.52 0.47 Right Support 1.50 1.37 solidforms Page 3of12 i i 08/14/19 engneerng Multiple Simple Beam Lic. # KW-06012260 - -- - - Licensee Solid Forms Engineering Wood Beam Design: RH-i Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875 psi Fc - Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 31.21 pcf Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Applied Loads Beam self weight calculated and added to loads Point: D = 1.30, Lr = 1.20k @4.0 ft Design Summatv Max fb/Fb Ratio = 0.679: 1 fb : Actual: 738.40 psi at 4.000 ft in Span # 1 Fb : Allowable: 1,086.90 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.174: 1 fv : Actual: 36.93 psi at 0.000 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q L 11 a W Left Support 0.70 0.60 Right Support 0.70 0.60 = Transient Downward 0.044 in Total Downward 0.093 in Ratio 2206>360 Ratio 1035 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RH-2 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 875 psi Fc - PrO 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.21 pcf Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = 0.255 1 fb : Actual: 279.34 psi at 2.500 ft in Span # 1 Fb : Allowable: 1,093.75 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.099: 1 fv : Actual :• _?.9P psi at 4.550 ft in Span # 1 Transient Downward 0.014 in Total Downward 0.029 in Ratio 4207>360 Ratio 2036 >240 LC: Lr Only LC +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Q(0.110) Lr(O.1O) Fv: Allowable: 12.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q k Left Support 0.27 0.25 Right Support 0.27 0.25 Transient Downward 0.003 in Total Downward 0.006 in Ratio 9999>360 Ratio 5863 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: solidforms engineering Page 4 of 12 08/14/19 Multiple Simple Beam Wood Beam Design: RH-3 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 875 psi Fc - PrIl 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.21 pcf Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Applied Loads Beam self weight calculated and added to loads Point: D= 1.20, Lr = 1.20 k@0.250ft Design Summary Max fb/Fb Ratio = 0.219:1 fb : Actual: 238.99 psi at 0.250 ft in Span # 1 Fb: Allowable: 1,093.75 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.048: 1 fv : Actual: 10.26 psi at 2.550 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q 1. 11 a V F. if Left Support 1.11 1.10 Right Support 0.11 0.10 Wood Beam Design: RH-4 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875 psi Fc - PrIl 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.21 pcf Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 k/ft. Trib= 7.50 It Design Summary Max fb/Fb Ratio = 0.379 1 fb : Actual: 414.58 psi at 2.500 ft in Span # I Fb: Allowable: 1,093.75 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.147: 1 fv: Actual : 31.16 psi at 4.550 ft in Span #1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q 1 11 a V E if Left Support 0.39 0.38 Right Support 0.39 0.38 A1AIi!) Transient Downward 0.021 in Total Downward 0.044 in Ratio 2804>360 Ratio 1372 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: solidforms engineering Page 5 of 12 08/14/19 Seismic Design Design Variables Base Shear Calculation (ASCE 7-10 Sec. 12.8 & Supplement 2) Latitude = 33.12 (12.8-2) V = CW C5 = SDs*I/R = 0.115 Longitude = -117.24 Site Class = D (12.8-3) for TSTL: S*I/(RT) = 0.543 Max. Occupancy = II Table 1.5-1 (12.8-4) - Where: C5 max. - forT>T1: S01*T1*I/(RT) Seis. Category = D Table 11.6-1 & 2 I = 1.0 Tables 1-1 & 11.5-1 (12.8-5) Where CS m. = m for SI<O.6:O.O44SDSI~O.Ol = 0.033 Mm. R = 6.5 Table 12.2-1 (12.8-6) for S2:0.6: 0.5S1*I/R S = 1.030 Section 11.4.1 S1 = 0.400 Section 11.4.1 DL Area Len. Ht. W Fa = 1.088 Table 11.4-1 Material (psf) (ft) (ft) (ft) (kips) F = 1.600 Table 11.4-2 Load 1 20 1000 20.0 SMS = SS*Fa = 1.121 SM1 = Si*F = 0.640 (11.4-2) % .B Ext. Wall 1 16 145 10 11.6 SOS = 2/3*SMS = 0.747 (11.4-3) mt. Wall 7 100 10 3.5 SDI = 2/3*SM1 = 0.427 (11.4-4) 1000 35.1 All other structural systems Table 12.8-2 C1 = 0.02 Table 12.8-2 X = 0.75 Table 12.8-2 TL = 8 Figure 22-15 Ta = Ct*hn = 0.121 (12.87) I = Ta = 0.121 Section 12.8.2 hn = 11.0 Section 12.8.2.1 CS = 0.115 Section 12.8.1.1 k = 1 Section 12.8.3 Cd = 4 Table 12.2-1 = h* 0.025 Table 12.12-1 Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-10, Sec. 12.8.3 & 12.8.6) Level Wx h hk WxhxC F F. (psO P öxe allow. Upper Level 35.1 11.0 11.0 386 4.0 4.0 100% Yes 0.825 35.1 386 4 4 Level Forces (ASCE 7-10, Sec. 12.10.1.1) Level W. XW. F. XF. F 5 F5 (ASO) Where: Roof 35.1 35.1 4.0 4.0 5.2 3.7 Fmin = 0.2ISDSWX Fmax = 0.4ISDsWx Where: öxe allow. = a*I/Cd (Section 12.8.6) P Redundancy check Required if story shear is> 35% of base shear (Section 12.3.4.2) 35.1 4.0 Transverse Zone p5 Area Force (k) Total (k) A 25.8 72 1.9 B 0.0 22 0.0 6.8 C 17.2 288 4.9 D 0.0 86 0 Mm. 16.0 468 7.5 7.5 E -23.1 65 -1.5 F -15.7 65 -1.0 -9.8 G -16.0 259 -4.1 H -12.0 259 -3.1 Mm. -16.0 648 -10.4 -10.4 Longitudinal Zone Ps Area Force (k) Total (k) A 19.2 81 1.5 C 12.7 126 1.6 3.2 D - - - Mm. 16.0 207 3.3 3.3 B - - - E -23.1 130 -3.0 F -13.1 130 -1.7 -9.8 G -16.0 194 -3.1 H -10.1 194 -2.0 Mm. -16.0 648 -10.4 -10.4 Wind Design solidforms engineering Page 6 of 12 08/14/19 Wind Pressures for MWFRS ASCE 7-10 - Envelope Procdedure Method 2 Design Variables Occupancy = I' Table 1.5-1 'Wind = 1.00 Tables 1.5-2 Basic Wind Speed (mph) = 110 Figure 26.5-IA Exposure Category = B Section 26.7.3 Topographic K = 1 Section 26.8.2 Width (ft) = 18.0 Transverse Length (ft) = 36.0 Longitudinal Roof Pitch 4:12 Eave Ht. (ft) = 10.0 Ridge Ht. (ft) = 13.0 Mean Roof Ht (ft) = 11.5 1 Figure 28.6-1 8= 18.4 AKI = 1.0 Mm. Design Load (psf) = 16.0 Section 28.4.4 ---.---. eel e, MWrRS Transverse E.- =Ikecdorn %.d eel er 2a (ft) = 7.2 Figure 28.6-1 Note 9 2. Longliudunol Ps = AKIp 0 (28.6-1) Note: (-) Horiz. Pressures shall be zero. Horiz. Press. Vert. Press. Overhangs (psf) A B C D E F G H ECH GCH Transverse 25.8 -7.3 17.2 -4.1 -23.1 -15.7 -16.0 -12.0 -32.3 -25.3 Longitudinal 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3 1111111111 Vertical ane I --T 4 Eave ¶0f height Width, W Wind pressures Because wind presence is less than zero (0), use 01cr design. are in psi Transverse Governing Design Force: 7.5 kips Transverse Tributary Area: 468 ft' Transverse Governing Design Pressure: 16.0 psf Vertical I 1- Ridge height . L12 liz Wind Eave height pressures are in psi Longitudinal Governing Design Force: 3.3 kips Longitudinal Tributary Area: 207 ft2 Longitudinal Governing Design Pressure: 16.0 psf Lateral Desian Upper Level N-S Line: Seis. Area (fl?) = 500 Shear Line Len.T (ft) = 27 Wind Relative to Ridge = Parallel Wind Lengths: Left Right LH = Vert.Trib Height (ft) = 9.0 L = Dist to Adj Gridline (ft) = 14.0 Shear Above: Line = - VxAbove (Seis/Wind) = - - 01mb of Load = VXVTrIb (Seis/Wind) = solidforms engineering Page 7 of 12 08/14/19 B Shearwall Seis. Wind Strength Design Seis. Force: F = 4.0 - psf p = 1.3 Maximum Wind Pressure: Px = - 16.0 psf 5DS = 0.747 Ve(D) = Area/2*F*p*0.7 = 918 - lbs Plate Ht. (ft) = 10 V,fld = LH*Lw/2*Px*0.6 = - 605 lbs Lwaii Tot. (ft) = 9 IV, (Above) = - - lbs VXTOI = 918 605 lbs - - VX/L = 102 67 Of Use Shearwall Type= ~D with LTP4 clips @ 48 "o.c. 20% for entire length of grid line B Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DL. (psf) = Resis. DI-Dist (pit) = Resis. DL 1 (lbs) = Dist (ft) = Moment (lb-ft) = 'Moment s (lb-ft) = Uplift (lbs) = UPI!ftAbm = UPiftNet = Left Holdown = Right Holdown = W1 W2 W3 W4 W5 W6 9 Seis. I Wind I I I I I 918 605 0 0 0 0 0 0 0 0 0 0 16 70 9178 6048 - - - - - - - - - - 4615 5589 - - - - - - - - - - 537 54 - - - - - - - - - - N/A N/A - - - - - - - - - - Upper Level N-S Line: C Shearwall - Seis. Wind Seis. Area (f 2) = 900 Strength Design Seis. Force: F. = 4.0 - psf Shear Line Len.TOL (ft) = 26 p = 1.3 Maximum Wind Pressure: P = - 16.0 psf Wind Relative to Ridge = Parallel SDS = 0.747 Vsti.(A) = Area/2*F5*p*0.7 = 1652 - lbs md Lengths: Left Right Plate Ht. (ft) = 10 V,,wjfld = LH*Lw/2*Px*0.6 = - 1598 lbs LH = Vert.Trib Height (ft) = 9.0 Lwau Tot. (ft) = 9 YV, (Above) = - - lbs = Dist to Adj Gridline (ft) = 37.0 VXTO I = 1652 1598 lbs Shear Above: Line = - - - VyJL = 184 178 plf (Seis/Wind) = - - - - - - 01Thb. of Load = Use Shearwall Type= VXAbV.Tdb. (Seis/Wind) = with LTP4 clips @ 48 'o.c. 38% for entire length of grid line C Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DL0155• (psf) = Resis. DLDISL (pit) = Resis. DL 1 (lbs) = DL 51 Dist (ft) = Moment (lb-ft) = 1Moment (lb-ft) = Uplift (lbs) = UpliftA UPllftNet = W1 W2 W3 W4 W5 W6 9 Seis. I Wind 1652 1598 0 0 0 0 0 0 0 0 0 0 16 16520 15984 - - - - - - - - - - 3210 3888 - - - - - - - - - - 1566 1423 - - - - - -. - - - - 1566 1423 - - - - - - - - - - Left Holdown = Per Plan Right Holdown = Per Plan 'Resisting Moment DL Is reduced by 0.6-0.145 for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4. 1) Shearwall Seis. Wind Strength Design Seis. Force: F. = 4.0 - psf Maximum Wind Pressure: P = - 16.0 psf V5(o) = Area/2*F5*p*0.7 = 918 - lbs Vffld = LH*Lw/2*Px*0.6 = - 1296 lbs (Above) = - - lbs VXTI = 918 1296 lbs - VyJL = 92 130 Of - Use Shearwall Type= with LTP4 clips @ 48 "o.c. 86% for entire length of grid line F /3 W4 I W5 W6 010 010 010 0 Perforated Shearwall Seis. Wind Strength Design Seis. Force: Fx = 4.0 - psf Maximum Wind Pressure: P. = - 16.0 psf V() = Area/2*F5*p*0.7 = 147 - lbs V,,ind = LH*L,J/2*Px*0.6 = - 302 lbs V5 (Above) = - - lbs VXTOI = 147 302 lbs 0 Upper Level N-S Line: Seis. Area (ft) = 500 Shear Line Len.TO (ft) =. 9 p = 1.3 Wind Relative to Ridge = Parallel SDS = 0.747 Wind Lengths: Left Right Plate Ht. (ft) = 10 LH = Vert.Trib Height (ft) = 9.0 Lwaii Tot. (ft) = 10 Lw = Dist to Adj Gridline (ft) = 30.0 Shear Above: Line = - - VyAbm (Seis/Wind) = - - - 01°Thb. of Load = VXVTflb (Seis/Wind) = Wood Shearwalls = W1 W2 Length = 10 - Load Type = Seis. I Wind I - Shear Load (Ibs) = 918 1296 0 0 0 Wall DL0j5. (psf) = 7 Resis. DLDiL (plo = Resis. DL 1 (Ibs) = DL 5 Dist (ft) = Moment (lb-ft) = 9178 12960 - - 'Moment 15, (lb-ft) = 1734 2100 - - Uplift (Ibs) = 784 1143 - - UpliftA = Uplift 0 = 784 1143 - - Left Holdown = Per Plan Right Holdown = Per Plan Upper Level N-S Line: Seis. Area (&) = 80 Shear Line Len.T (ft) = 7 p = 1.3 Wind Relative to Ridge = Perpendicular SDS = 0.747 Wind Lengths: Left Right Plate Ht. (ft) = 10 LH = Vert.Trib Height (ft) = 9.0 Lwag.rst. (It) = = Dist to Adj Gridline (ft) = 7.0 Shear Above: Line= - - Vxove (Seis/Wind) = - - - - 01idb. of Load = V,stbvTrib (Seis/Wind) = See Perforated Shearwall Calcs on Following Pages Lateral Desian solidforms engineering Page 8 of 12 08/14/19 'Resisting Moment DL is reduced by 0.6-0.1455es for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) solidforms engineering Page 9 of 12 08/14/19 Lateral Des/an Upper Level E-W Line: 1 Shearwall Seis. Wind Seis. Area (ft) = 680 Strength Design Seis. Force: F. = 4.0 - psf Shear Line Len.TO (ft) = 45 p = 1.3 Maximum Wind Pressure: P = - 16.0 psf Wind Relative to Ridge = Perpendicular SDS = 0.747 V,&S.(D) = Area/2*F5*p*0.7 = 1248 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 V.WhId = LH*Lw/2*Px*0.6 = - 648 lbs LH = Vert.Trib Height (ft) = 9.0 Lwall Tot. (ft) = 15 (Above) = - - lbs L = Dist to Adj Gridline (ft) = 15.0 Vxj-01 = 1248 648 lbs Shear Above: Line = - - - VxJL = 83 43 plf VxAb5ve (Seis/Wifld) = - - - - - - 01Thb. of Load = Use Shearwall Type= Vxp v.Trjb. (Seis/Wind) = with LTP4 clips @ 48 'o.c. 17% for entire length of grid line 1 Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLD.ot (psf) = Resis. DLDist (plf) = Resis. DIRe5I (lbs) = DL 011 Dist (ft) = Momen (lb-ft) = 'Moment s (lb-ft) = Uplift (lbs) = UPliftove = UPllftNet = Left Holdown = Right Holdown = W2 W3 W4 W5 W6 10 5 Seis. I Wind Seis. I Wind 832 432 416 216 0 0 0 0 0 0 0 0 16 16 8321 4320 4161 2160 - - - - - - - - 3963 4800 991 1200 - - - - - - - - 459 -51 704 213 - - - - - - - - 459 N/A 704 213 - - - - - - - - Per Plan Per Plfl Per Plan Per Plan Upper Level E-W Line: Shearwall Seis. Wind Seis. Area (&) = 200 Strength Design Seis. Force: F. = 4.0 - psf Shear Line Len.,-0 (ft) = 6 p = 1.3 Maximum Wind Pressure: P = - 16.0 psf Wind Relative to Ridge = Parallel SDs = 0.747 VXSeIS.(ASD) = Area/2*F5*p*0.7 = 367 - lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 = LH*Lw/2*Px*0.6 = - 302 lbs LH = Vert.Trib Height (ft) = 9.0 Lwaii.r (ft) = 3 YV, (Above) = - - lbs = Dist to Adj Gridline (ft) = 7.0 VXTOI = 367 302 lbs Shear Above: Line = - - - 3.5:1 = (h/2L)* VyjL = 204 101 plf (Seis/Wind) = - - - - - - %mb. of Load = Use Shearwall Type= (Seis/Wind) = with LTP4 clips © 48 "o.c. 33 for entire length of grid line 2 C C Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLDbt (psi) = Resis. DLDIS1. (plf) = Resis. DL 0151 (lbs) = DL 151 Dist (ft) = Momenta (lb-ft) = 'Moment 1 (lb-ft) = Uplift (lbs) = Uplift, = UPliftNet = W1 W2 W3 W4 W5 W6 3 Seis. I Wind I I I I I 367 302 0 0 0 0 0 0 0 0 0 0 16 3671 3024 - - - - - - - - - - 357 432 - - - - - - - - - - 1326 1037 - - - - - - - - - - 1326 1037 - - - - - - - - - - Left Holdown = Per Plan Right Holdown = Per Plan 'Resisting Moment DL is reduced by 0.6-0.l45es for sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1) solidforms engineering Page 10 of 12 08/14/19 Lateral Desian Upper Level E-W Line: 19 Seis. Area (&) = 1000 Shear Line Len.T . (ft) = 16 p = 1.3 Wind Relative to Ridge = Parallel SDs = 0.747 Wind Lengths: Left Right Plate Ht. (ft) = 10 LH = Vert.Trib Height (ft) = 9.0 LWaIlT (PC) = 7 L = Dist to Adj Gridline (PC) = 15.0 Shear Above: Line = - - (Seis/Wind) = - - - - V0T1ib of Load = V... (Sic/Wind) = Shearwall Seis. Wind Strength Design Seis. Force: F 4.0 - psf Maximum Wind Pressure: Px = - 16.0 psf V(D) = Area/2*F*p*0.7 = 1836 - lbs V,enjnd = LH*Lw/2*Px*0.6 = - 648 lbs (Above) = - - lbs VXTO I = 1836 648 lbs V,jL = 262 93 plf - Use Shearwall Type= (4 with LTP4 clips @ 48 "o.c. 68% for entire length of grid line 5 Wood Shearwalls = Length = Load Type = Shear Load (Ibs) = Wall DI-0m. (psf) = Resis. DLDISL (plfl = Resis. DLfti,t (Ibs) = DL 15 Dist (PC) = Moment, (lb-PC) = 1Moment 5 (lb-PC) = Uplift (Ibs) = Uplift ove = Uplift, = W1 W2 W3 W4 W5 W6 7 Seis. I Wind I I I I I 1836 648 0 0 0 0 0 0 0 0 0 0 16 18356 6480 - - - - - - - - - 1942 2352 - - - - - - - - - - 2525 635 - - - - - - - - - - 2525 635 - - - - - - - - - - Left Holdown = Per Plan Right Holdown = Per Plan Upper Level E-W Line: Seis. Area (fl?) = 600 Shear Line Len.TO . (ft) = 14 p = 1.3 Wind Relative to Ridge = Perpendicular 5D5 = 0.747 Wind Lengths: Left Right Plate Ht. (ft) = 10 LH = Vert.Trib Height (PC) = 9.0 Lwaiir. (PC) = Lw = Dist to Adj Gridline (PC) = 27.0 Shear Above: Line = - - Vb (Seis/Wind) = - - - - °'Trlb. of Load = V,TI1b (Seis/Wind) = See Perforated Shearwall Calks on Following Page Perforated Shearwall Seis. Wind Strength Design Seis. Force: F. = 4.0 - psf Maximum Wind Pressure: P5 = - 16.0 psf VXSeIS(ASD) = Area/2*F5*p*0.7 = 1101 - lbs VXWied = *Lw/2*P*06 = - 1166 lbs (Above) = - - lbs VXTOI = 1101 1166 lbs G 'Resisting Moment DL is reduced by 0.60.14*5m fbr sels.(12.14.3.1.3) & 0.6 for Wind (2.4. 1) solidforms engineering Page 11 of 12 08/14/19 Perforated Shear Wall Ana/ms Wood Framed Shear Walls with Openings (SEAOC Design Manual Vol. II) Gov. Grid Line: Upper Level G Force: Wind = 302 lbs Vert. Shear Force Above Header SDS = 0.747093 Uniformly Distributed Resisting DL = 144 plf I 141 I Wall Dimensions (ft) W1 W2 W3 Header Strap Tension Window 2.5 2.5 2.5 V (lb) =1 (25) I I 176 I I (25) I H1= 1 i Shear Above Opening ______ H2 = 5 10 ft v (plf) =1 (10)H i I I I I H3= 4 151 151 V(lb) 7.5 ft =I ________ v(plf)=I 60 I Shear @ Opening I 60 I Vert. Shear Force Below Sill Max Shear = 141 plf ij T (lb) = I 2621 I V (lb) =1 69 Sill Strap Tension I I I I Overturning Moment = 3024 lbs*ft 82 69 'Resist. Overturning Moment = 2430 lbs*ft I v (plf) =1 28 Shear Below Sill I I I I Resulting Uplift Force = 79 lbs N/A 66 28 Header Strap Tension = 176 lbs CS16 Strap 10% I T (lb) =1 403 Vert. Shear Force I I Sill Strap Tension = 82 lbs CS16 Strap 5% -403 'Resisting Moment DL Is reduced by 0.60.14*Sm fOr 5e15.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Gov. Grid Line: Upper Level 6 Force: Wind = 1166 lbs Vert. Shear Force Above Header SDS = 0.747093 Uniformly Distributed Resisting DL = 144 plf I 500 I Wall Dimensions (ft) W1 W2 W3 Header Strap Tension Door 3 8 3 V(lb) =1 (417) I I 1000 I I (417) I H1 2 = Shear Above Opening I 250 I 1(139) I v(plf)=I (139) I H2 = 8 _____________ J loft Horiz. Force © Opening V(lb)=l 583 I I 583 I 14 ft ________ v (plf) =1 194 I Shear © Opening I 194 I Vert. Shear Force Max Shear = 250 plf T (lb) =1 833 I I (833) I Overturning Moment = 11664 lbs*ft 'Resist. Overturning Force = 8467 lbs*ft Resulting Uplift Force = 228 lbs Holdown Per Plan Header Strap Tension = 1000 lbs CS16 Strap 59% CS16 Strap 'Resisting Moment DL Is reduced by 0.6-0.14Sm for 5e1s.(12.14.3.1.3) & 0.6 for Wind (2.4.1) solidforms engineering Page 12 of 12 08/14/19 Foundation Design Distributed Loads Grid line: 1 q= 1500 psf (Note: All loads are psi and lengths are ft) W= Ext. Wall*Ht. + Int. Wall*Ht. + R1*Span/2 + R2*Span/2 + Fi*Span/2 + F2*Span/2= Total Load w= 16 * 10.0 + 7 * + 40 * 14.0 /2 + * /2+ * /2+ * /2= 440 plf Gov. Load: D+Lr = 440 plf Use: 12 "Wide x 12 "Deep w/ ( 2 ) #4 Bars T&B Loaded:I I Grid line: q= psf (Note: All loads are psi and lengths are ft) W= Ext. Wall*Ht. + mt. Wall*Ht. + Rj*Span/2 + R2*Span/2 + Fi*Span/2 + F2*Span/2= Total Load w= 16 * + 7 * + 40 * /2 + * /2+ * /2+ * /2= 0 plf plf Use: "Wide x "Deep w/ ( 2 ) #4 Bars T&B Loaded: Grid line: q= psf (Note: All loads are psi and lengths are ft) W= Ext. Wall*Ht. + mt. Wall*Ht. + R1*Span/2 + R2*Span/2 + F1*Span/2 + F2*Span/2= Total Load w= 16 * + 7 * + 40 * /2 + * /2+ * /2+ * /2= 0 plf plf Use: "Wide x "Deep w/ ( 2 ) #4 Bars T&B Loaded: Concentrated Loads Pad Ftg: Fl q= 1500 psf D( 1500 )+Lr( 1400 )+L( ) + W( ) + E( ) = 2,900 # Total Load Gov. Load: D+Lr = 2900 # Factored Load V(144* 2900 / 1500 )= 16.7 Mm. Square Dimension Use: 24 "Sqr. x 12 "Deep with (3) #4 Bars Ea. Way Loaded: tIW4J Pad Ftg: q= psf D( )+Lr( )+L( ) + W( ) + E( ) = # Total Load ## # Factored Load v'(144* / )= "Mm. Square Dimension Use: "Sqr. x "Deep with #4 Bars Ea, Way Loaded: Pad Ftg: q= psf D( )+Lr( )+L( ) + W( ) + E( ) = # Total Load ## # Factored Load v'(144* / )= "Mm. Square Dimension Use: "Sqr. x "Deep with #4 Bars Ea. Way Loaded: Pad Ftg: q= psf )+Lr( )+L( ) + W( ) + E( ) = # Total Load ## # Factored Load V(144* / )= ' Mm. Square Dimension Use: "Sqr. x "Deep with #4 Bars [a, Way Loaded: Pad Ftg: q= psf D( )+Lr( )+L( ) + W( ) + E( ) = # Total Load ## # Factored Load V(144* / )= "Mm. Square Dimension Use: "Sqr. x "Deep with #4 Bars Ea. Way Loaded: PACIFIC LUMBER INSPECTION BUREAU Serving the Lumber Industry for Over 100 Years May 22, 2019 PACIFIC LUMBER INSPECTION BUREAU plib.org Leonard Him Ramona Lumber Co., Inc. P0 Box 1560 Ramona, CA 92065 Sent via email: kathy@ramonalumber.com WEST COAST LUMBER INSPECTION BUREAU wclib.org AMERICAN INSTITUTE OF TIMBER CONSTRUCTION aitc.org To Whom It May Concern: Ramona Lumber Co., Inc., with facilities located at 425 Maple Street, Ramona, California 92065 is a member in good standing of West Coast Lumber Inspection Bureau for truss manufacture and has been since October 2, 2012. As a member, Ramona Truss Co., Inc., is licensed by WCLIB to stamp trusses with the approved quality mark of WCLIB. West Coast Lumber Inspection Bureau is accredited for the certification of metal plate connected wood trusses by the International Accreditation Service, Incorporated (LAS) of Whittier, California. Our LAS report number is AA675. The WCLIB Quality Auditing truss certification program is conducted V n accordance with ANS!/TPE 1, "NatiOnal Design Standard for Metal Plate Connected Wood Truss Construction." If you have any questions regarding this, please contact me. Thank you. Sincerely, y, Skeet Rominger Director of Quality Services cc: Al Lytton HEADQUARTERS 909 S. 336th Street, Suite 203 I Federal Way, WA 98003 I P 253.835.3344 I F 253.835.3371 PORTLAND OFFICE P0 Box 23145 I Portland, OR 97281 I P503.639.0651 I F 503.684.8928 CANADIAN OFFICE P0 Box 19118 I 4th Avenue Postal Outlet I Vancouver, B.C. V6K 4118 I P/F 604.732.1782 tt%c to Iq 40 ad I a. [•] L1LIUMB,ER. COMPANY1IINC. RAMONA CA, 92065 PH: h7607891O80 FAX: 760-789-4958 J'ç, ç 425 MAPLE STREET RAMONA CA 92065 LEONARDRAMONALUMBER.COM ; EDRAMONALUMBER.COM ; KATHYRAMONALUMBER.COM TRUSS ENGINEERING COVER SHEET j JOB#16270 NAME: ZIVKOVICK JOVAN & TINA Tr' is1 nI lacenient only. Refer to truss alculation and engineering <C 0 tructural drawings for all _j irtherinformation. Building o LD esigner/engineer of record re responsible for all non Lo ijss to truss connections. <C 0 <C< uilding designer/engineer o Q cv) (/) - f record to review and - - - - ----------- - pq pprove of all designs prior 1•• 0 construction. <C a: i -_ ol NI PQ G Job#: 16270 I —J 4 : 2 (U - - - - - : - - - For: ZIVKOVIC JOVA (U F (U Plan: 1 L - in Elev: A 2 Name: ZIVKOVICJOVAN& TIN I Address: '011 iIF'. r'rKIrIIIrAr',, 41 4:1 4:1 RAFTERS BY OTHERS Oty Hanger Carried —> Gir 7 LUS24 0 -> CC 1 LUS24 D2 -> CC Totals LUS24 = 8 APPROVAL FOR GENERAL COMPLIANCE WITH STRUCTURAL CONTRACT DOCUMENTS APPROVED Fabrication may proceed as shown. APPROVED AS CORRECTED Fabrication may proceed based on corrections indicated. C] APPROVED AS CORRECTED Fabrication may proceed based on corrections Indicated. RESUBMIT FILE COPY Correct submission to resubmit for record purposes only. C3 DISAPPROVED Resubmit for approval. O REVIEWED FOR INFORMATION Approval not required. Accepted for Info, purposes only. Approval Is for general compliance with the structural contract documents only. This approval assumes no responsibility for dimension, quantities, and conditions that pertain to fabrication and Installation or for processes and techniques of construction. The Contractor Is responsible for coordination of the work of all trades and the pen macce of this work in a safe and satisfactory manner. BY: DATE:8/29/19 SOLID FORMS ENGINEERING 9474 Kearny Villa Rd. (Suite #215) San Diego, CA 92126 £.UI I V It% JI'l'..f%JI I IJ CARLSBAD, CA 92009 Checked IDrawn By: By: Revised Dates: Copyright CompitTrus, Inc. . This design prepared from computer input by Type in your company name here! 4einhtr 33.•73 lb I FOND. 2: 2000.00 LBS SEISMIC LOAD. I Wind: 110 mph. h-15f:, TCDL-9.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor-1.6, Bottom chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads in the plane of the truss only. I4ote:TrUss dosign requires continuous I bearing wall for entire span (JON. 4ax CSI: TC: F30 Bc:0.06 Web:0.06 I Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top 30908 30908 Chord. Insure tight fit at each end of let-in. 1' 1' Outlookers must be cut with care and are 3-09-08 3-04-10 permissible at inlet board areas only. 1' 1 12 4.00 LUMBER SPECIFICATIONS TC: 2.4 OF 610BTR BC: 2.4 OF 11EBYR WEBS: 2x4 OF STUD TC LATERAL SUPPORT C- 12'OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. TRUSS SPAN 7'- 7.0" LOAD DURATION INCREASE 1.25 SPACED 24.0" D.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD - 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT HON-CONCURRENTLY. M-4x5 0 3-09-08 5-10-10 2-00 7-07 2-00 JOB NAME: ZIVKOVIC JOVAN & TINA - Al Scale: 0.6047 Truss: Al WARNINGS: I. Bstdnn and smaller wartmstsnela,dd be advised of all General New and Warnings befnteowno5nBlwn enlrmrorwon. Stn 000rp,nonlnn web bmnlnR nrsnt be InotaJed wtrnrn ehown.. Additional temporary baxIng W imame stability dwtnueartolnaNnn Is the tnopetnlbAty at the eranrar. adddnlrd pem,wnont Waft nt the anwal olnatara is the rnopsndblhly of the bntdm5 dnnlgnitn. No Bad otreald be apptod to eny un,npon,ont nstd uRN, an toning and teotenw,o cr0 nnnrptatn and at as time etesid any leads greater than dasigs loads nn applied to nnyeornpnnent. S. canrpnlna has na owwtml eserari aoennw, ra, tenpeItnAdly tan lbs tabduallnn. heading, etep,00nt and hatalalisrrota,nepenosts. S. This dsnnis tarnlnted caNnot wee lbnftstlmte eat tans by TpbWrCAhr BCB. neplas of which we be tanrished spew reqnesL Milek USA. (ncJCempuTrus Software 7.6.9(TL).E GENERAL NOTES. ,rnhssatherslsn naiad: t. This dndnn Is broad a,dy spew the psanratars elrawn and b for nnbiMdnat building Carmichael. App6raIattyatdesign parameters and paper Inoerpetullan at component Is the ,osponslblityst the bwldhmgdsnNsnr. DenIEr antennas An tap and beltatn ohmds to be twiarony be000d at 7 o.c. and at 1W am mopantieetp snleon heaued 500nqltwat Smelt length by nantbmsnseslmnethhrg each as pttsonod dmnalhhmg(TC( endIord,pswO(BC Do Imnpwst hmtdshrn or tatamt brwdlmg reqired strene ala,ws InstaCalitet of htO0 is per responsibility ottho ronpoothe005henten. S. Design asnunen bubble ama to be used ine eon.ne505lsennnhorsnnrt. end are tor'drya,ndiIisnetuse. N. Design assunns InS hearing at all supports shown. Shim eewndgeit nwanusaly. 7. Destgnaneonrenwdeqwolndmalnaoe In p,snbted. N. PIston droll be butted an balb twean at troar. and at en their an,mlwr tnnsewhrddenlgt(ehrtcomer bras. 9. Dlglshrdhala cheat plate h,inches. tO. For b,eie eomrsclen plato design nines now ESR.I31 I, ESR.1988 (MiTnk) .claO.6.8 DATE: 7/24/2019 SEQ.: K6438890 TRANS ID: LINK July 26,2019 July 26,2019 This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS IC: 2x4 OF 81913TR BC: 2x4 OF 01&BTR WEBS: 2x4 OF STUD TC LATERAL SUPPORT <- 12"OC. UON. BC LATERAL SUPPORT < 12"OC. UON. OVERHANGS: 25.1 25.1 TRUSS SPAN 7'- 7.0 LOAD DURATION INCREASE - 1.25 SPACED 24.0 O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD - 35.0 PSI' DL ON BOTTOM CHORD - 10.0 PSI' TOTAL LOAD = 45.0 PSI' LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOP. 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2016/IBC2015 MAX MEMBER FORCES 4WR/GDF/Cq1.00 1-2-11 0) 45 2-6-(0) 385 6-3-(0) 158 2-3-)-457) 0 6-4(0) 385 3-4-(-457) 0 4-5( 0) 45 BEARING MAX VERT MAX HORZ BRIG REQUIRED ORG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0- 0.0" -27/ 484V -20/ 20W 5.50" 0.78 DI' ( 625) 7'- 7.0" -27/ 684V 0/ ON 5.50" 0.78 DI' ) 625) jnlOiuht: 25.62 lb I VERTICAL DEFLECTION LIMITS: LL-L/240, TLL/180 MAX LI. DEFt - 0.022" 9 -2'- 0.6" Allowed - 0.209" MAX TL CREEP DEFt = -0.039" 9 -2'- 0.6" Allowed 0.279" MAX 'FL CREEP DEFt -0.015" 9 3'- 9.5" Allowed - 0.444" MAX LI. DEFt. 0.022" 9 9'- 7.6' Allowed - 0.209" MAX TL CREEP OEFL = -0.039" 9 9'- 7.6" Allowed = 0.279" MAX TC PANEL LL DEFt - -0.009" 9 1'- 9.2" Allowed - 0.199" MAX HORIZ. LI. DEPL - 0.001" 9 7'- 1.5" MAX HORIZ. TI. DEFt = 0.003" 9 71- 1.5" 3-09-08 3-09-08 1' 12 12 4.00 ' '4.O0 M-4 ,5 Wind: 110 mph, hlsft, TCDL9.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Eup.C, MWFRS(Dir), load duration factor-1.6. Bottom Chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads its the plane of the truss only. 4ae CSI: TC0.31 BC:0.10 Web.0S I .1 3-09-08 3-09-08 2-00 7-07 2-00 JOB NAME: ZIVKOVIC JOVAN & TINA - A WARNINGS: godlderond arextion00elmcle,ehnddbu advised ol all General Nston Truss: A and wuss believe constriction commonness. 004 nerepreselon web leading moot be bmleted when drowse. dlddil000ltelnpulury bmdng to Swore obblldyd4405 nenotroutlee is he resxedbZly ut the eeee,. Adddiueul pennarent bmdng ut DATE: 7/24/2019 the emwu enemas lethe responsibility ut the building deduenr. Q4. 4K6438891. No tend ehueld be uppbed to eny unerluflent sold oiler Cl Wooing end investors urn complete and at no time ohwdd ony rood, greelofl than TRANS ID: LINK design lnedebe applied teo,nynuepsreet Cnn,poTes has ,rnenerrulnnorand aosunns no responsibility be the tebdeolleR bendIng, shipment and boodotiunoluw00000olo. This design I, furnished o4uel to the lbnfloilses not lure by TPPNTCAIe BCSI. copies ut whluh oil be heelehed open neqoest. MiTch USA. )nciCempulnis Software 7.6.9(1L).E GENERAL NOTES. unless otherwise sled: This design Is boned only upon the pnremnneo drown and Is Wren IndMdm4 building nemp000et dlppknobi5ty utdootgn pororneloro and proper Isnerpo,oliorrotownpoeert Is the responsibility nithe beldbrg designer. Design 050wneo the top and bonnet drsdo to be lelenoly boned as Tea. and at IOa. eespeotluely unions be,50d 01r0505u0 edt length by nenthroeos sheathing such as ppooudeheatidng)TC( matter drpee5BC). 00 ImPW b4081e5 nr totem: brodeg roSebud where shown ee methlolbouthsnheeomensosesiboryot the ,oeeotIoeoonhnoIOr. S. Design oeeornes mosses ore to be used Ino ewn'nurruslen nevlrureseel. and ore for -dry onrdrbs'utuse. N. Design ossooeeo led bowing at 00 oop000ts ohuoer. Shier orwedgelt n000seory. 7. Dodge oosomes od000ele dreSroge Is prodded. N. pass; shall be booted oe both lows 01 0000, and Honed Ow their 000lor Items nuleddo with joint u,euertn Digits tedwato site of ptore in brehoe. IR For bode emnoobo plete design eollers see ESR'1311, ESR'1555)wdTeb( Scale: 0.5825 eENSRAI. NOTES. 'minus nlhnlslse noted: I. This design Is based nnlp spun the pasnnelots aSsess and Is far an IndMdusl baldhlgse,npnnentApplicability RI design ponawutars and peas, mallen at eanponasi Is the ,espanulbgly nICe batdbgdasignm. Design nssunns the tap and Sultan, eheadS to be intensity braced at TR and at 1Ss.N eenpndlunly unless Issued lhWauhnai Cain length by anutluuns, uhnathlnn each asp!pasedsheattang)TC)atatfandqunallgC). 25 hran bddft Se Islemi bIasing required Where etn,wss * bretalnlias of see Is the ,aspansdebtyat the :nspncbeannsnular. Design ansulnnshsssesanu tuba used In nns.nnsnslun enslnnlmnanl. and are tan 4y re5ut15n at use. B. Design asnsntes lug bearing at at suponets sheen. sNot enmadgalt neresea y. Onslunausunlea adaquats d,ulna5a Is pnasldad. A. Plate, Sbus be Iaaatad an bath more at bssn. and Stared no Coin cons, Una aebnddouSh Wit sense lra,. 5. olglls Indicate ntuaat plate to bnd,es. 15. Far bash remselan tIbIa design sables son ESR.1315. EgR.sssa)barek) July 26,2019 This design prepared from computer input by Type in your company name here! ,Ilainht: 47-j;_E771 bIND. 2: 200fl.00 Las sEInMIr LOAD. I Wind: 110 mph. h15ft, TCDL-9.0,BCDL-6.0, ASCE 7-10. (All Heights), Enclosed, Cac.2, Exp.C, MWFRS(Dir), load duration factor-1.6, Bottom chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-2.5x5 min typical 36'oc (uon). 4ote,Truss design requires Continuous I bearing wall for entire span LION. lax CSI: TC:0.13 BC0.07 Web:0.04 LUMBER SPECIFICATIONS TC: 2.4 DF ff1&BTR BC: 2x4 OS #1&BTR WEBS: 2.4 OF STUD YC LATERAL SUPPORT <- 12'OC. UOH. BC LATERAL SUPPORT <= 12'OC. UON. Staple or equal at non-structural vertical members (uon). 14-2.555 where shown; Jts:1-2,4-7 Unbalanced live loads have been considered for this design. TRUSS SPAN 10- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL) 15.0) ON TOP CHORD - 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD 45.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT HOE-CONCURRENTLY. 5-00 5-00 4-01-08 0-10-08 0-10-08 4-01-08 1' .1' 4-01-08 1-09 4-01-08 2-00 10-00 2-00 JOB NAME: ZIVKOVIC JOVAN & TINA - Bi WARNINGS: Ru don and n:ncllun unnmnun erauld be sdslsad at at 0050151 Nutas Truss: Bi and before co,ehsulioncommoners, 254 cnenare,sinn was Sassing nun: be losu,E,d shoe eltueno. dddllnnallnmpeneybn,thg to Itsan stability during consts,utien In Cs respond" of ft erecter. Addtieeat a%'em,uneo rening at DATE: 7/24/2019 thea mat - I, ft -possibifiryntunnbeddbtgdonlgnnt. SEQ. : K6438892 buntnnemaennplataand Me bud should be appear eany aneponeal said after as biasing and Nina 11,10 nl15ald any foods grautonin= TRANS ID: LINK design lend, be appeal Is eoyanlnpnnnnl. S. CalnpoTea no, no canted aim and assumes na mspanebtlly so me lablluaflu% bandIng. aldpmanl and btsmtalbnatnalnpennnts. 6. This design Is IenShnd nublust lathe IlnItaliens eat lash by TPLWTCAS SCSI. Wtdos atn.htuh aW be banished upon request. MileS USA. tncJCompuTras Software 7.6.9(1L).E This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TC: 2x4 OF &l&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF STUD IC LATERAL SUPPORT < 12"OC. UON. BC LATERAL SUPPORT ( 1210C. UON. OVERHANGS: 25.1' 25.1 TRUSS SPAN 10- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD - 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD 45.0 PSF LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CRC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2016/IBC2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2-) 0) 45 2-6-(0) 559 6-3-(0) 220 2-3-(-653) 0 6-4=(0) 559 3-4-(-653) 0 4-5-) 0) 45 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0- 0.0" -22/ 593V -22/ 22H 5.50" 0.95 OF C 625) 101- 0.0" -22/ 593V 0/ OH 5.50" 0.95 OF C 625) Weight: 1111A 1h I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.022" 9 -21- 0.6" Allowed - 0.209" MAX IL CREEP DEFL -0.039" 6 -2'- 0.6" Allowed - 0.279" MAX IL CREEP DEFL - -0.031" 6 5'- 0.0" Allowed - 0.606" MAX LL DEFL - 0.022" 9 12- 0.6" Allowed - 0.209" MAX IL CREEP DEFL - -0.039" 9 12- 0.6" Allowed = 0.279" MAX IC PANEL LL DEFL - -0.009" 9 21- 0.6" Allowed - 0.284" MAX HORIZ. LL DEFL - 0.003" 9 91- 6.51- MAX HORIZ. IL DEFL - 0.006" 6 9'- 6.5" Hind: 110 mph, hlsft, TCDL9.0,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor-1.6, Bottom chord at cantilevered end(s) not exposed to wind, 5-00 5-00 Truss designed for wind loads 'f 1 in the plane of the truss only. 12 12 4.00 ' 4.0O 6o CSI: TC:0.33 BC:8.18 Web:0.O1 I M-4X5 A fl" 5-00 5-00 2-00 10-00 2-00 JOB NAME: ZIVKOVIC JOVAN & TINA - B WARNINGS: I. Budder and n,0040n unvhnuta, shusld be addvad SI no Gvs,sll OWns Truss: 3 a ring. before construction unlsnon00. 2K4 unnp,000lnn was bracing nsal be Instated where shuns.. Additional temporary bracing to Ivos,e Stability during unnsysvllnn on the ,nsn.nslhdny of the 000:0,. AddlIunlI pemwnosl S,00lnu of DATE 7/24/2019 the ovn,ansnawnls the responsibility 01190 bundingdesionm. Q Ne load ShooK Sn a500nd lousy senmoennl snli Olin, uS b.neng and =to 55105mw am and 01 an time oholdd any leads weal., than TRANS ID LINK des16nlnad,beupplindlOanyoaflt5000nt. E.coinpaTnahe. no nenlad sson and u055lnesnn,05pansi5Sly far the fub,fuallnn, handling. 5916.1.51 and Inoculator 0loun,pwyenlw. 6. This dnslgn In furnished 50900:1060 liodla'Jann eel ladS by TPIM'TCAbI SCSI, copies of which 000 be lonishnd spun nntponsl. MiTeS USA, tncJContpul,us Software 7.6.9)IL).E Scale: 0.4450 GENERAL NOTES. lotions olhn,v(wu noted: This 40510. Is booed only upon the pmnnlntns Shown 010110 lot on IndhSbwl holdIng nongunnvt Ayp000tolly uls16n pa,nmolms and 500501 Incorporation oloonww,netlstho rnnewnslblilyol the building designer. Design no.0,,.s the legend button, 4,0:4.105. let050lly Wound 01 70.0. end at lg'en. tespesllonly unless Wooed llnusghnld their 1.54,11 by anniblanllre sheathing such as plysoud shealling(TC)undlardrpnol(0C5 lo Impact bridging or lalami bracing ,nqoi,nd whets Shown,. Insla!alloe of 5555 is the ,uspetdinuysllhn,onguthonoanhnoboo. S 60.1g. usswne. 1,55005 ole to be used Inn nnstinnustn. nnefrumnnnl. 0,4 0,0 lon'dlynnndillon'oluse. Dn015n oswwnes hi beating 0105 sspps,ls oilman. Olin, n,w040n 0 n000050ly. Design 055wneo eda000to drainage S pnsulded. S. Platesohallbnlocated no both laos SI loss, and planed na lheh Sante, Inns cobloide with joist center 8- 01011. ItIdlouto sloe of plain in Inches. For basis amnesiaw plain desIgn nolan. see ESR.1311, ESR.IHHS (MITeS) July 26,2019 This design prepared from computer input by Type in your company name here! ldninht. 76.48 lb COND. Z 2000.00 LBS SEISMIC LOAD. I Wind: 110 mph. h15ft, TCDL9.0,BCDL6.0, ASCE 7-10. (All Heights), Enclosed, Cac.2, Exp.C, MWFRS)Dir), load duration factor=1.6, Bottom chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-2.5x5 sin typical 3611oc Won). dote:Truss design requires continuous bearing wall for entire span UON. CSI: TC:0.14 BC:0.08 webt0.12 I LUMBER SPECIFICATIONS TC: 2.4 OF Pl&BTR BC: 2x4 OF #l&BTR WEBS: 2x4 OF STUD TC LATERAL SUPPORT < 12'OC. UON. BC LATERAL SUPPORT <- 12'OC. UON. Staple or equal at non-structural vertical members Won). (4-2.5x5 where shown: Jts:1-3,5-11 Unbalanced live loads have been considered for this design. TRUSS SPAN 15'- 2.5" LOAD DURATION INCREASE 1.25 SPACED 24.0 O.C. LOADING LL( 20.0)+DL) 15.0) ON TOP CHORD 35.0 PSF DL ON BOTTOM CHORD 10.0 PSF TOTAL LOAD 45.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIENENTS OF CRC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-07-04 7-07-04 4-00 2-08-12 0-10-080,-10-08 2-08-12 4-00 M-4x5 4-00 2-08-12 1-09 2-08-12 4-00 3. 3, 2-00 15-02-08 2-00 JOB NAME: Z IVKOVIC JOVAN & TINA - CD - WARNINGS: BuWor and o,nutioo contInua, utastd be adofandotol General NO" Truss: CD and WutrdnNo before 00n00mdb0assassinate. 204 oomy,nsnon was b,0d09 flOat On hmtatod lottotn 000550. Additional temporary brathg to flown Mollify debts nonst,00tlotr btho responsibility at ho ntootar. Additional permanent lensing of DATE: 7/24/2019 the aootat warrant, lstha responsibility nI the building do5,e,. Q . No Bad 0105W be alleged to any abatement wail after an b.sdo,g and taote,mtno,orentPtot005d ntnoimn Should any tnaOs greater than TRANS ID: LINK design 0 any anfip000nt S. Can,paTn., has a 0001,01 over and ase0000 no responsibility tOn the fillorkrallart, handling. uNpolont and mainframe afesrn.tonto. R This design lo hohohod nob oonothnlinitadons oat 101,1, by TPIPNTCAO, BIB. copl000twt,khwill 00 tatnislwd oWn tflq005L MITeS USA, IncJCompuTnjs Software 7.8.9(11.)-E Scale: 0.4451 GENERAL NOTES. mires athontlon noted: I. ThIO design te based aldy tees The patamoono shows and Is for an htdlobjool building Component Appft000dty otdootNo pate,5t015 and proper Inoo,po,atlonotnnwponootlothe responsibility 01 the building designer. DesIgn a550moo the tap and bottom thotdo to be 10101041, bmoodat 2'oA and at I& a.& resporskelf,o51ossOsooedthmogt,aot Aol, hoRllt by orstakereas ohoestlng nod, as plywood ohesd0ng(TC)andla,dgnat(BCi St Intyon bridging or 1010,01 0,001W ,oqtd,nd whom 0155500 Instolatten of toes in pre ,os0000ibiltyof the 005xot100000t,04no. 3. 000105 000onros tn.osa, am to 00 and Isa flott-oonsstoo finol0000lOnt. and ton to, -dry osnditia.f of ass. B. Design ansonron tab bno.ing at all neppo,ts otawn. Saint tosedgo it flsuaona 7. 000i4n000wn,05 adeqsatn dodnaga I, p,00Bod. A. Rates shop be 1001ted an both faces of toes, and plaCed oa Hell oentor floss oainddo 51st joint wee, boos. 9. Digits hdbolenloeot Plato In Inches. 13. For booN rennoota, plate design oobtos oee ESttaI311. ESR.154a (MITnO) July 26,2019 Scale: 0.3576 GENERAL NOTES, u4000 nthwndon wed: I. The design In based may oxo On pornulntorn 01r0'on and A In, an edlodaof leAding rernpnflsrfL Appkabthywf design pnrnmnerw and poInt beratmnnul component lo the responsibility or As building designer. Dutton n000nle, the top and edIan, abnof, B belete,wgy eased m To.. nude: lPo.o. ,e,peslieofy onions blood thrna5hno: their length by ree:branen sheathing such as pipeund sheathing(TC) and!,, dnyoal(BC). Sn InIpool bridging or broAd b,OsIng ,ngalrnd rArer, clown, * b,Sb,t.fiennffms,Is the rouponsteeyol the eonpndion oon500lo,. S. Design assumed Nooses are Is be used Inn nse.un,nnsbn nnsilnrslrnll. and ore In, .dry en, dsn of use. H. Design Answer IoN bearing a: all ooppn,la strews. SIAn nrwnd5a II n000sswy. 7. Design whereas udoB.wln drolrwee Is provided. L Pluto, 01105 be leaned no beth lana, ad fAa,, n.e planed on Ihob center coenenbrddarelthjnbrino.rtorines. 9. GIgirs Anode cite at Pluto In Inthes, 15. For bAne ennrrn,ln, plate doomS, nafuns one ESR43II. ESR.1088(Mffnb) July 26,2019 C:7.OLO68 This design prepared from computer Input by Type in your company name here! LUMBER SPECIFICATIONS TC: 2x4 OF 81&BTR BC: 2x6 OF SS WEBS: 2,4 DF STUD TC LATERAL SUPPORT C- 12"OC. UON. BC LATERAL SUPPORT C- 12"OC. UON. OVERHANGS: 25.1" 25.1" ( 2 ) complete trusses required. Attach 2 ply with 3"s.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords. 9" oc in 1 row(s) throughout 2x4 she. 12 4.00 15-02-08 GIRDER SUPPORTING 14-06-00 LOAD DURATION INCREASE - 1.25 (Non-Rep) LOADING TC UNIF LL( 40.0)+DL( 30.0)= 70.0 PLF 0'- 0.0' TO 151- 2.5" V BC UNIF LL( 125.0)+DL( 176.2)- 301.2 PLF 0'- 0.0' TO 15- 2.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NOW-CONCURRENTLY. 7-07-04 7-07-04 M-4x5 .1 fl" CBC2016/IBC2015 MAX MEMBER FORCES 4NR/GDF/Cq-l.00 1-2-) 0) 44 2-6-(0) 1458 6-3-(0) 2600 2-3=(-4802) 0 6-4-(0( 1458 3-4-(-4802) 0 4-5"( 0) 44 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 51- 0.0" 0/ 2966V -2000/ 200011 5.50" 4.75 OF ( 625) 15- 2.5" 0/ 2966V -2000/ 200011 5.50" 4.75 DF ( 625) iCiht 114.70 lb I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX Lb DEFL - 0.005" 6 -2'- 0.6" Allowed - 0.209" MAX TL CREEP DEFL - -0.010" 9 -2'- 0.6' Allowed - 0.279" MAX Lb DEFL - -0.048" 9 7'- 7.3' Allowed - 0.715" MAX TI. CREEP DEFL - -0.171" 9 71- 7.3" Allowed 0.953" MAX LL DEFL ' 0.005" 9 17'- 3.1" Allowed = 0.209" MAX TL CREEP DEFL - -0.010" 9 171- 3.1" Allowed - 0.279" MAX HORIZ. LL DEFL = 0.0.11" 9 14'- 9.0" MAX HOREZ. TL DEFL = 0.024" 8 141- 9.0" EOND.2, 2000.00 LBS SEISMIC LOAD. I Wind: 110 mph, h15ft, TCDL.9.0,BCDL=6.0, ASCE 7-10. (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor-1.6, Bottom Chord At cantilevered end(s) not exposed to wind. Truss designed for wind loads in the plane of the truss only. 12 4.00 7-07-04 7-07-04 2-00 15-02-08 2-00 JOB NAME: ZIVKOVIC JOVAN & TINA - CG WARNINGS: 8a0dornw4n,nabn,lfln.enfla, oloeid be ndo!ond of ON General Home Truss: CG and Warnings e,um.n lb!nwe,. atre w It. 24 ennp,n,l!no web brothlg ,nenl On eflaind when 011mm.. Addronalmainstay bradeg to moore ulabiiy darftrg oow,ln.oftnn mArs renonnebuily of en ernoOn. Addithnsi pnmron.nf losam.ngn! DATE: 7/24/2019 As uuoeoolareCfhaw bEilyel the building designer. Q Ku Kat ofowE baapP!ind Ia any nnwpnnmrf ansl after aN b.wdrrg and 0 .. 0 . 00 fa,ro,nrn are mmplste nod at ow horn ofd my funds greater than TRANS ID: LINK design Wads to applied 10 any afterwrent. CorpaTme has armed mmu.ene, en responsibility the fabriaAefl, handlne, eNpwsot arid Installation nfon.,p000nto. S. This design loleaders! mA)me Ia the einuariwr, set ban try TPPNTCAK Bcs. applasw width will bnfoonohedspnnonqanof. MffHIC USA, IncJCompuTrus Software 7.6.9(lL)E This design prepared from computer input by Type in your company name here! CBC2016/IBC2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 2( 0) 45 2- 7-)-85) 10 3- 7(-340) 18 3=) 0) 133 7- B-) 0) 147 7- 4-(-393) 0 4( 0) 114 8- 5=) 0) 241 4- 8=) 0) 244 5=)-325) 0 6=) 0) 45 BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -64/ 402V -30/ 30H 5.50" 0.64 OF C 625) 5'- 7.0" 0/ 746V 0/ ON 5.50" 1.12 OF C 625) .15'- 2.5" -40/ 589V 0/ ON 5.50" 0.94 OF 625) [PROVIDE FULL BEARINGJts:2.7.5 I Weight: 52.0Rlb I VERTICAL DEFLECTION LIMITS: LL-L/240, TLL/180 MAX LL DEFL - 0.022" 8 -2'- 0.6" Allowed - 0.209" MAX TL CREEP DEFL = -0.039" 9 -2'- 0.6" Allowed 0.279' MAX TL CREEP DEFL - -0.013" 9 91- 5.3" Allowed = 0.606' MAX LL DEFL - 0.022" 9 171- 3.1" Allowed = 0.209' MAX TL CREEP DEFL - -0.039" 8 17- 3.1" Allowed - 0.279" MAX TC PANEL LL DEFL -0.021" 9 21- 8.9" Allowed = 0.315" MAX TC PANEL TI DEFL = -0.048" 9 21- 8.9" Allowed = 0.472" MAX TC PANEL IL DEFL = 0.084" 9 101- 10.8" Allowed = 0.459" LUMBER SPECIFICATIONS TC: 2x4 DF 119BTR BC: 2x4 OF #168Th WEBS: 2x4 OF STUD TC LATERAL SUPPORT ( 12"OC. UON. BC LATERAL SUPPORT ( 12"OC. UON. OVERHANGS: 25.1" 25.1" TRUSS SPAN 15'- 2.5" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING IL) 20.0)+02.) 15.0) ON TOP CHORD - 35.0 PSF DL ON BOTTOM CHORD 10.0 PSF TOTAL LOAD - 45.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CRC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSP LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT HON-CONCURRENTLY. MAX NOBlE. LL DEFL - 0.001" 6 141- 9.0" MAX HORIZ. TL DEFL 0.002" 9 14'- 9.0" 7-07-04 7-07-04 Wind: 110 mph, h15f1, TCOL9.0,BCDL6.0, ASCE 7-10, 1' .ç (All Heights), Enclosed, Cat.2, Exp.C, NWFRS(Dir), load duration factor-1.6, 5-05-04 2-02 70704 Bottom chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads 12 . 12 in the plane of the truss Only. 4.00 M-4x5 A fl" _____ 4ax CSI: TC:0.72 RC,0.18 Neh:0.10 I 5-07 3-10-05 5-09-03 2-00 15-02-08 2-00 JOB NAME: ZIVKOVIC JOVAN & TINA - C2 WARNINGS: Truss: C2 I. adldar and nlnedno rombactor should be adolned of OH Gonemi 60100 and Warnings before eonnea,monn000. U4emnpra,oInnweb 5,50105 nsa, be hoUlnd where shown 0. Adififionalfmnpe,e,yb,5An9 to 100100 OUSBIP during nonoffiadlnn 1050 Ionpnneb2l,y of the emote,. Additional 000nenmo b,nohgef DATE: 7/24/2019 the enoml renames in the responsibility efthobefdbmadnni800m. Q No load should be applied nnyeompnoeu ootd 051002 b001n9 and 1060nm 00,osenpletae,d 0mb lure 0210,dd anylaedugmoater than TRANS ID LINK motto loads bonpp0edb0 Orr/ 0enpne10t. C000yoTna has no eaneol eon, and sesame, no nenperaibdoy For the Hebdoeden. hanndrg. ntdpemonl and hmomalall000foa,nganento. This design ls femntelmod bebjeof aCe llndlaub.ns oaf 10,15 by TPVW1CAbn BCSI. Noplas 0105!ah =15 be banished open ,egaol. MIres USA, (nciCempuTrus Software 7.6.9(11.).E GENERAL NOTES. 10105, o:hn,wloo noted: This design In booed omdy open An panlmeano ohnwn and In Is, 0, 5,15,4401 belSrg noo,pennnl Apploabl2Iy of design pamemetame and pope, Incorporation ot tournament IO the responsibility of An b,fldbmgdo,lnnem. Design aonwneo the fop had b000m beo,do lobe lelanaly bInned 01 7ec. and at 1Y e. ,enpeol,oely unless brneod ,10nm155nat their length by 000th,00eo bheathbmg HanS no pftnlned ohealldnfl(TC( end1a,d,pnaB)BC 3 hopaof bddglng or fateral bIasIng ,oqalmndndte,n Shown 00 4. installation eI base lo the responsibility NI am ,00peollnn commote,. S. Design ansamnen tresses we In be 0004 In nnmse,,eolaee,mfre,onenl. end are to, 00my e,ndilelf ot non. DesIgn 000alnns fan beedna 0102 supports Olsen. SM. nrwedgnlf Design 0000masadanealo d,almage I, penNed. B. Phones 0hetlbebased bobble is= elfrom, and 710004 be thee oaelar Hem oelndd4 05510(0: nemonlinas. Digits indicate 0100 of plate In Steen,. For banlo nonnenla, p1010 design onCe, non E50.1311, ESRinga (No EnS) July 26,2019 r.C:.7OLO.6.8 July 26,2019 This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TC: 2x4 OF O1SBTR BC: 2x4 OF #1SBTR WEBS: 2x4 OF STUD TC LATERAL SUPPORT < 12"OC. LION. BC LATERAL SUPPORT < 12"OC. UON. OVERHANGS: 25.1" 25.1 TRUSS SPAN 15- 2.5 LOAD DURATION INCREASE - 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD - 35.0 P59' DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 45.0 ?SF LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CRC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2016/IBC2015 MAX MEMBER FORCES 4WR/GDF/Cq1.00 2-) 0) 45 2- 7-(0) 1202 3- 7-(-274) 26 3=(-1335) 0 7- 8=)0) 887 7- 4-) 0) 463 4=(-1279) 0 8- 5(0) 959 4- 8-( 0) 248 5=)-1155) 0 6-4 0) 45 BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IH. (SPECIES) 0'- 0.0" -9/ 828V -30/ 30H 5.50" 1.32 OF ( 625) 15- 2.5" -9/ 828V D/ ON 5.50" 1.32 OF ( 625) 7-07-04 7-07-04 5-05-04 2-02 7-07-04 12 12 4.00 M-4x5 '4.00 .1 A:: ,Iejeht: 52.06 lb I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFT. - 0.022" 9 -2'- 0.6' Allowed - 0.209" MAX TL CREEP DEFL - -0.039" 8 -2'- 0.6" Allowed - 0.278" MAX LL DEFL -0.026' 9 51- 4.7" Allowed = 0.715" MAX TI CREEP DEFL - -0.095" 9 5'- 4.7" Allowed = 0.953' MAX LL DEFL - 0.022' 9 17- 3.1" Allowed = 0.209" MAX TL CREEP DEFL m -0.039" 9 17'- 3.1" Allowed = 0.279" MAX HORIE. IL DEFL - 0.008" 9 14'- 9.0" MAX HORIE. TI DEFT. - 0.019" 8 14'- 9.0" Wind: 110 mph. h15fI, TCOL9.0,BCDL.6.0, ASCE 7-10. (All Heights), Enclosed, Cat.2, Exp.C, MNFRS(Dir), load duration factor-1.6, Bottom chord at cantilevered end(s) not exposed to wind. Truss designed for wind loads in the plane of the truss only. kas CSI- TC:n.R5 50:0.26 Neb:n.14 I AL 5-07 3-10-05 5-09-03 2-00 15-02-08 2-00 JOB NAME: ZIVKOVIC JOVAN & TINA - C ScaLe: U.J3Lb WARNINGS: GENERAL NOTES. eelassethnnnlna mend: 1. SeiNe: end e:oetian anneseton thoetd be edvtnodatalGeernetNstan 1. ThIs design Is based only epns the gameness shown and Islan nnlndbedeei Truss: C and wantlngn before annommtlosoensnenoee. bLfddbVasnPmtsnt Applicability Of deSfan Parnmakers and papa: 2. 2*4 ann, Was:ee web bnldsg nsa: be bmtaTnd whew .h,ase. btaenpn,etlenetcomponent Is the responsibility at the building deolgnen. a Additional toommory g to board stabil, ydmlngannthsshn Design enesmes the lap and before ebandalebe measly traced at aBs anpanoaley of the stores, Additional pe5na50n1bm5n9 at 2' .. and to 10 .. -pan" wife. traced Ormughout Ordir lenith by omlemea ehoalbing each as plpseed nbeothlng(TC)esdland,pan5BC) DATE: 7/24/2019 Baeveot ebedenn is the responsibility atllm building dnainnmn. 20 Impact bridging or elate! loadng required where shown ,e SEQ. . 88 4. Na lead should be eppled In any competes anal eke: N bnedng and Installation at leash he responsibility at One respective ennksatmi. TRANS ID: LINK taetenenee,n aenylete and at en linte ahestd any teeds g,aalat than design bade be applied to any arratemard. S. Design eoeennea Wanes are to be used In enasseneslee eshennent. and are f.ft comfither! Of a.. 6. Design nerearnes fail cominget all neppe4nehow Shim a:w edge t S. ConpuTrus has tor contral man and consumers an respoesibifity far ft loblicetlen, handling, shipment and Installation etcontestants. Deoler nemeses edeqaata damage is p,ontded. 6. This design I. tennlehed eab(acr laths llndlelleen net task by 8. Roles shelf be heated an bath ta6en at hens, end placed ea their annie, TPtNdTCAbr 6151. naples of which an be banIshed apes neqees:. lines colndda SIB jebs come, linen. MiTch USA. IeEJCompuTnus Software 7.6.9(1L).E otgle Indicate aim e plate slashes. For basic contester plate desIgn sables ann ESR.1311. 659.1058 Mink) Cs 0 uO 0 (4-2.5x5 M-2.5x5 5-07 3-10-05 5-09-03 2-00 15-02-08 2-00 JOB NAME: ZIVKOVIC JOVAN & TINA - Cl Scale: 0.3326 12 4.00 This design prepared from computer input by Type in year company same herd CBC2016/ISC2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 2-) 0) 45 2- 7-(-626) 1081 3- 7-(-309) 104 3(-1198) 708 7- 8(-728) 885 7- 4m( -61) 507 3 4w) -691) 217 8- 5(-751) 587 4- 8ul(-779) 227 4- 5( -831) 1519 .5- 6-( 0) 45 BEARING MAX VERY MAX HORZ BRIG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -161/ 604V -2000/ 2000H 5.50" 0.97 OF ( 625) 9'- 5.3" -120/ 741V 0/ ON 0.00" 0.00 OF ( 625) 15'- 2.5" -211/ 445V -2000/ 2000H 68.00' 0.71 OF ( 625) 52.24 lb I VERTICAL DEFLECTION LIMITS: LL-L/240, TLL/180 MAX IL DEFI = 0.022" 8 -2'- 0.6" Allowed = 0.209" MAX TI CREEP DEFt = -0.039" 8 -2'- 0.6" Allowed = 0.279" MAX LL DEFt = -0.009" 8 5'- 4.7" Allowed = 0.449" MAX TI CREEP DEFt - -0.027" 8 51- 4.7" Allowed - 0.599" MAX LL DEFt = 0.000" 8 91- 5.3" Allowed = 0.005" MAX TI CREEP DEFt = 0.000" 8 91- 5.3" Allowed = 0.007' MAX LL DEFt 0.022" 8 17'- 3.1" Allowed = 0.209" MAX TI CREEP DEFt - -0.039" 8 17- 3.1" Allowed - 0.279' MAX HORIZ. IL DEFI = 0.012" 8 01- 5.5" MAX HORIZ. TI DEFL = -0.014" 8 0'- 5.5" kONI1. 2: 2000.00 LBS SEISMIC LOAD.___-] Wind: 110 mph, h15ft. TCDL9.0,BCDL6.0, ASCE 7-10. (All Heights). Enclosed, Cat.2, Enp.C, MWFRS)Dir), load duration factor=1.6, Bottom chord at cantilevered end(s) not exposed to wind. Crass designed for wind loads in the plane of the truss only. ken COIl l'C:0.71 gC,0.18 Heb:O.17 I I LUMBER SPECIFICATIONS TC: 2x4 DF 6168TR BC: 2x4 DF #1&BTR WEBS: 2x4 OF STUD TC LATERAL SUPPORT 4- 12"OC. UON. BC LATERAL SUPPORT < 12"OC. UOhd. OVERHANGS: 25.1" 25.1' TRUSS SPAN 15- 2.5" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD - 35.0 PEP DL ON BOTTOM CHORD 10.0 PEP TOTAL LOAD 45.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-07-04 7-07-04 5-05-04 2-02 7-07-04 12 4.00 • M-4x5 A A" WARNINGS: RIdden and emortion candrector should be eduloed 0101 Gnoenol Notes Truss: Cl and Warnings sIn oonnne,wns. 5,4 saa,prnsslon sob loanIng most be hiol000d where Claws,. Additional temporary bracing to Inoune olabStpdadnS no,nshoallen I, An responsibility SI the sonata,. Additional permanent Worries of DATE: 7/24/2019 the onaalohsooisthalaspenityaltha budding daoignn,. Q No load 01105W be 4111011311011 to any po ont snIP afte, all Owning and lantenoon em eanpEata and SI no time nhontd any loads 9mar01 than TRANS ID: LINK design bads b0 applied a0yp0n0nt S. CarnpuTrus has no coated oval and assumes no responsibility for the IebdaaI1an, handling. shipment and bmlaOatl000ncomponents. 6. This design Is banished o,tbj001 In the limitations sal lalh by TPW1TCAbn SCSI. apples of which will be nandahad upon request. MiTek USA, IncJCompuTnjs Software 7.6.9(1L).E GENERAL NOTES. unlee005x,wlss Oared: This design Is based only upon Ste pa,en,ota,n Chasm. and Is loran IndMdaaI balding oo,nponenL thpploabllily oldasign parameters and pinpa, bwn,pa,ati050taempaaonl Is the .enponnlblity 01 the building designer. Design assumas the lap and bottom dlo,ds to be latanely blared 01 50.5. and a. IS 0.0. rnspnnlhialy unless braaed thleaghawl thnk InnSlh by nontbrueun sheathing such as pliwood Se Impact bridging or lateral bracing required whets shown 's Installation al ban blthe responsibility of the ranpestlun 005t,00ta,. Design assumes nnsaan are to be used Inn nerawomaslee ettsltenmenl. and! are for 'dry onndblo,f oboe. S. Design assumes IwO beatIng at all oapparla alrnan. Shim er wefts il na0nssa 7. Design assumes adoqaata drainage Is provided. S. Plates Cal be located as both lawn 01 11555, end ptauad so they canter Sean aelnddn wlthJolnl center anon. 0. DIgits Indicate she of plate In 11,51105. IS. For basic aonnaatar plain design salons son ESO.1311, 559.1950 (MITeS) c:.7:ao68 July 26,2019 (4-2. 5x5 7-03-01 1-02-07 6-00-08 2-00 14-06 JOB NAME: ZIVKOVIC JOVAN & TINA - D2 Scale: 0.3722 This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TRUSS SPAN 14- 6.0" TC: 2o4 OF I1&BTR LOAD DURATION INCREASE - 1.25 BC: 2x4 OF 61&BTR SPACED 24.0" D.C. WEBS: 2x4 OF STUD LOADING TC LATERAL SUPPORT C- 12"OC. UON. LL( 20.0)+DL( 15.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT < 12"OC. LION. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 45.0 PSF OVERHANGS: 25.1" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Unbalanced live loads have been considered for this design. For hanger specs. - See approved plans 7-03-01 I 12 4.00 M-5x10 CBC2016/IBC2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2-) 0) 45 2-5-(0) 55 5-3-(-563) 42 2-3-(-121) 34 5-6-00t 57 3-4-(-122) 39 6-4-110) 57 BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG AREA LOCATIONS REACTIONS REACTIONS SIZE 00.1W. (SPECIES) 0'- 0.0" -36/ 483V -19/ 34H 101.50' 0.77 Dr C 625) 3.1" -27/ 589V 0/ ON 101.50' 0.94 OF ( 625) 5.5" 0/ lily 0/ ON 101.50' 0.44 OF ( 625) 14- 6.0" 0/ 280V 0/ ON 3.50" 0.45 OF ( 625) Weight: 41.95 lb I VERTICAL DEFLECTION LIMITS: 11.1/240, 'rLL/iBO MAX LL DEFL - 0.022 9 -.'- 0.6 Allowed - 0.209 MAX TI CREEP DEFL - -0.039" 0 -2'- 0.6" Allowed - 0.279- MAX TC PANEL LL DEFL -0.075" 0 11- 3.2" Allowed = 0.442" MAX TC PANEL TI DEFL - -0.179" @ 11- 3.2 Allowed - 0.663" MAX NORII. LL DEFL 0.001" 9 14- 2.5" MAX HORIZ. TL DEFL - 0.001" 9 14- 2.5" Wind: 110 mph, h15ft, TCDL9.0,BCDL6.0, ASCE 7-10, (All Heights). Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor-1.6, Bottom chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads 7-02-15 in the piano of the truss only. '1 kax CSI: TC:0.64 RC:0.20 Wnb:0.26 I 12 ' 4.00 10 WARNINGS, I. Bonder and e,snllos renhaslor afresid be advised at as General Netos Truss: 02 and wonrisy berms esewmoes. 2K4 Csmpresalafl Web StealtH aNSI 50 baBied slIde shows a. tholdtlarmllrmpeogbmallg talnsoeslahatydodn5oaralrastloe I% the ,espaeoihhoy at the erector. Mdhaeol pen,wnael bmshtgat DATE: 7/24/2019 the a nnall Winston Is an flaqXr-labititioftabsildisgdaoiHner. Q . Na bad shoxid he appled easy reepaeoel anal Shoe as Sassing and 1, . . 0 O'd.)O 0 Fs Bnlonerarnaasrnp:olo and atnslhoaaba,dd any bads greater than TRANS ID: LINK dusen loads be aposed to any compareart. CampuTria has no mird over and samanas no respormtrity for the fandcahe,. hoadtng, aatpmont arid Installation afaampananle. S. Thin design lsfamished subjeCt laths hniloilOes am toOl, by TPIM/TCA In SCSI. espies at which we be tomlthed span request. MiTch USA, IncJConrpuTnjs Software 7.6.9)11.).E GENERAL COVES. ordeoo otherwise teed: I. This design Is booed OCt C0 the pxon,exrs ahelon and Is to, an IIidMdool bstthngComponent. appkadttyaldooien parameters and ptayor bwsrparolbnalwsepaeae:Is the aeojeedbwtp at the handing designer. 000155 aswones the tap and Sep00, Chords to fetereoy braced at 2' so. and at IS a.,. eeopeshaetp sCeoo braced thrsoihael their leegil, by aandnaaso ahoathbrg Sash as plw00d ahralNrg(TC)arsilord,paai(BCL ye InIpoCt hridping or latest beethg ,aqdntd where strewn., InalotaIbe at buss is tho eeopaedbdly at the easpeslise aaelmNtor. S. Design assumes hostel are to he used ina no,n.caeaolve ermtrarsneel. arid we to,'" ewditlan' at saa. a. Design aaateseo We beerleg at all euppe,ns shown. 51dm a,s0d0e0 flecelSOly. Design assumes adequate drebrene IN presided. Plates shall be loCated at, bath tacos at hess, and pieCed so their Canto, tee, ssbrddo 0,0th lain: Center flees. 015110 baheto oWe at plate handles. 12. Far= extractor plate dosige robes see ESR.1311. ESR.10e8(tthTeb) .C:O.O68 July 26,2019 LUMBER SPECIFICATIONS TC: 2x4 OF 019BTR BC: 2x4 OF O1SBTR WEBS: 2x4 OF STUD TC LATERAL SUPPORT <- 12'OC. UON. BC LATERAL SUPPORT < 12'OC. LION. This design prepared from computer input by Type in your company name here! TRUSS SPAN 14- 6.0 deioht: 41.08_lb I LOAD DURATION INCREASE 1.25 SPACED 24.0" O.C. EOND, 2: 2000.00 LBS SEISMIC LOAD. LOADING • Wind: 110 mph, h15ft, TCDL9.0,SCDL6.0. ASCE 710, LL( 20.0)+DL( 15.0) ON TOP CHORD - 35.0 PSF (Au Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), DL ON BOTTOM CHORD - 10.0 9SF load duration factorl.6, TOTAL LOAD 45.0 9SF Bottom Chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss Only. REQUIREMENTS OF CBC 2016 NOT BEING NET. 4Ote:Truss design requires continuous BOTTOM CHORD CHECKED FOR 109SF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4ax CSI: TC:0.65 BC:0.06 Web:0.OB I 7-03-01 1 7-02-15 12 12 4.00 4.00 M-4x5 -11 M-2. 5x5 M-2 . 5x5 .1' .,. 7-03-01 7-02-15 .1' 2-00 14-06 JOB NAME: ZIVKOVIC JOVAN & TINA - Dl WARNINGS: I. Bnedar end macbun nanhaclan should be sd,Inad of at Ganmel N.H. Truss: Dl and Warnings before monxmbncommotion. 514 rennprnnatan waft bracing nwttt be In.tallnd wham ihunna. Mthieeattnrrnpurnry bracing talenann stability drtdn4 ccnnnnellne C the respunslblity at the nectar. eddainnal pannnannnrt bracing nt DATE: 7/24/2019 the overall structure C the e.pundbdeyct the building designer. SEQ.: K6438900 fastener, No Bad chcstd be applad a any wed and after SO bracing and en curnptetn end at no time nfructd any Bade gwatm than TRANS ID: LINK design leads be applied to ary 5 CmsTx, has rucenhsl over and asa.mna.nsxspanricbBly for the tabrlcatlnA handling. alep.rmfl and translation ufcsnnp,nnnle. IL This design ln lamtntred stb)ncl lathe linrllatlnnn cat (mth by TPWITCAIn SCSI. copies; of which wit be fanrlehed upon eqnnst MUak USA. lnciCompuTrus Software 7.6.9(IL).E Scale: 0.5074 GENERAL NOTES. rmlensuthewtnn noted: I. Thin design l,based aNy axe ma psnematars ,buwn and talc, an lndMdaal bug" campananL Applicability of danlBn parameters and easer lncnrxrabanctcnmpunanr C the na.pandbWty at the bsldhrndaNynnn. 2 GnSlunnratmrna Setup and baltsn druId. as be tdnnllly braaad at ro.c. and at 1r e. tnnpnnlicnty ednas bnmed thrcrtghcat theft length by reelbecas chnothbg such as ptpauud chnnlhhr(TC) andlurdrpaal(BC). hansen brIdging or alma: bracing ,almlrad when shaman. lrlataiaicrrul Inter; lefita naspne.ibdlyat the wspethte unanuman. Design absence mona. are In be anad Inanarssumu.Ivu mtalrumnmrt. and am tat dry condition' at use. S. Datigs awlannas lug Sealing stall moped. chews. Shins or wedge ft racaanarf 7. Design a.eamn.edaqeeledrainage Is presided. H. Plate, shall be lacalad an both lace, at trust. and placed an theft canIne, line. coincide with (bunt earner line.. 0. Digits Indicate nicest plate In Inches. IC Fur basic carmnata, plate design attica, can ESR.1311. ESR.inaa(Mirab) July 26,2019 Scale: 0.4097 GENERAL NOTES. inflosso:hawInn noted: I. This design Is based ady aye,, the pemmols,s shown and Isle, on bofofdeal bnidnh,g anmpnnenL appSoasltily of design pe,rnnetes and maps incorporation otcomponent C the responsibility at SIn belthngdnsionn,. 2. Design sssamns the top and began, eltsldslebe tata,sny bIased 01 2'oo. and an 10' CIA ,espaGisn sCans leased th,oaghwd their tangle by lenlbssss shsathb,g cool, an ptpsnndeh,efdng(TC( antra, dpeal)BC), 3 ga l,npau bddslng on lateral bnedrg required allen sIms,, Installation etnnssin the nespsenihatyot the nospegiaeconnotes. DssIgn, assomno 55505 are to be used Isa,ws.co,,nslva enai,emnenl, end ale (a, 'sly leodillos' of use. Design ossnmoe lot hearing atoll aoppe,ls shown. 51dm enwedge It 0000asa,y. 1. Oesls,, aaonmos edegaotn drelnage Is SneaKed. B. Plain shop be (seated on both (ases of lass, and planed os track cancer Inns onlndde silt, joint oentnr Inns. 5. 010110 lnd6aIa sin ad from in banns, 10. For basin eennasten plate denise netons sen ESR.1311. ESN.1n58(MlTnb) July 26,2019 .C10iä68 This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TRUSS SPAN 14- 6.0' TC: 2x4 OF I1&BTR LOAD DURATION INCREASE - 1.25 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. NESS: 2x4 OF STUD LOADING TC LATERAL SUPPORT < 12"OC. LION. LL( 20.0)*DL( 15.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT <. 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD 45.0 PSF OVERHANGS: 25.1' 0.0' LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. For hanger specs. - See approved plans 7-03-01 12 4.00 M-4x5 CBC2016/IBC2015 MAX MEMBER FORCES 4NR/GDF/Cq=1 .00 1-2-( 0) 45 2-5-(0( 885 .5-3-(0) 334 2-3=(-1022) 0 5-4=(0) 885 3-4-(-1021) 0 BEARING MAX VEST MAX HORZ BEG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IH. (SPECIES) 01- 0.0" -17/ 812V -19/ 35H 5.50" 1.30 OF C 625) 14'- 6.0" 0/ 651V 0/ ON 5.50" 1.04 OF C 625) Height: 41.08 lb I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL 0.022" 9 -2'- 0.6" Allowed 0.209" MAX TL CREEP DEFL -0.039" 9 -2'- 0.6" Allowed - 0.279" MAX LL DEFL -0.020" 9 7'- 3.1" Allowed - 0.679" MAX TL CREEP DEFL = -0.075" 9 71- 3.1" Allowed = 0.906" MAX HORII. LL DEFL - 0.056" 9 14'- 0.5" MAX HORIZ. 'FL DEFL 0.015" 9 141- 0.5" Wind: 110 mph, h-15ft, TCDL-9.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS)Dir), load duration factor-1.6, Bottom chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads in the plane of the truss only. 7-02-15 kas CSI: TC:0.77 gc:O.11 (Ceb,0.10 I 12 " 4.00 J. • 3. 7-03-01 7-02-15 2-00 14-06 JOB NAME: ZIVKOVIC JOVAN & TINA - D WARNINGS: Bngdn, and e,anbs, lenbsHar Shsdd be edelesd plan Genes: Nsten Truss: D and Wetrdnns betas construction commences. 2nd anmpnnsgbn web basing nnxl be insteind sIms shnsne. ddddlnnaRe,npn,n,y bnedng en InssreetabbiydsdngennsDsstis, In the responsibility 01 the e,eoa,. Addbanrn permanent testing of DATE: 7/24/2019 lens e,afleswow,e Islee responsibility otus building do&gnm. c '20 a en Knead sbesN be append Is any oonnponeetnnlf ettet aD Inadeg and Isn(ene,namoo,nptataand eleslinashsddm.ylsadngnnstenthen TRANS ID: LINK design leads be applied to any comporant. 5 has 5of responsibility (5 (abdeatins, handling, shipment and translation ntcompounds. 6 This design b benlshed neb(enl to the 0n6ati0n5 set forth by TPIM'TCAb, BISI. enplen staNch will be londshnd span manse. MiTek USA. lnciCompuTess Software 7.6.8(1L).E rSUPPORT OF B.C. OF STANDARD OPEN END I MU/SAC -7 13/30/2004 PAGE 1 JACK USING PRESSURE BLOCKS I Loading (PSF): - BCDL 10.0 PSF MAX MiTek Industries, Inc. Western Division - 2x4 but. chord Carrier IIU(S jt4 j of jack 1 MIN) 2x4 block i Jack between Jacks. Li truss nailed to carrier bcl' (lyp) wlS W/(.131'X3.O' MIN) nails spaced at 3 o.c. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier buss I°X3.0" MIN) NAILS (typ) IIORD OF OPEN END JACK 00 3C zz"Oolyp WI 6(.131°X3.0" MIN) NAILS @ 3" o.c. S 032 - EXP. 6/30/2020 UCT 1) - 1 ,r gb vatd lr we only wh Wickc Sab us 1-1619111s. Ck 0561 C" uie t) itlyo~dol. gn pniunlcrn.cnd praper ncoipesoIln of consponeni Is sesponsibifty a! bulng dailgnw . not huts designer. itrocisig shewn DI tndMd5ol web ,nssrnbcrs onPi. Adsfllonol len-poccry bracing to Iraisc slcblllydu*sg consiniclian is ho nisponsibftly of thés MY conliaL storege Add nusinonani bracing of the ouetotl sinictuneis the nenponsibely of the building designer. roe general gsddcnce rogcrdhsg MiTek Safely foble Item Inns Ptno Inulitute. 383 (yOnolna Dune. Madison, WI 53719. L7L MiTek USA, Inc. ENGINEERED BY jr—N TE A MITek Affiliate Typical _x4 L-Brace Nailed To 2x_ Verticals W/1 Dd Nails spaced 6" o.c. \4'y='0'z Vertical Stud SECTION B-B DIAGONAL BRACE 4-0" 0.0. MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. JANUARY 6, 2017 Standard Gable End Detail MII-GE110-001 MiTek USA, Inc. Page 1 of 2 Vertical Stud (4) - 16d Nails DIAGONAL BRACE 16d Nails Spaced 6" o.c. (2) - lOd Nails into 2x6 Stud or 2x4 No.2 of better Typical Horizontal Brace Nailed To 2x_ Verticals SECTION A-A w/(4)-1 Od Nails 2x Stud 12 'ZJ Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH (2) - lOd NAILS AT EACH END. DRAWINGS ATTACH DIAGONAL BRACE TO BLOCKING WITH B M 6 FOR E51 CRITERIA (5)- lOd NAILS. (4)- 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOO SHEATHING TO 2x4 STO DF/SPF BLOCK * - Diagonal Bracing * * - L-Bracing Refer Roof Refer to Section A-A to Section B-B NOTE: I MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. I I i'-" (2)- lOd CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND NAILS/ Ii'Z7 2.(2) - lOd NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. \ ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / BRACING OF ROOF SYSTEM. / / "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB russ @ 24" o.c. OR 2x4 STUD OR BETTER WITH ONE ROW OF lOd NAILS SPACED 6" O.C. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4-0" O.C. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag Brace \ / 2x6 DIAGONAL BRACE SPACED 48" O.C. \ // ATTACHED TO VERTICAL WITH (4) -16d ATTACH TO VERTICAL STUDS WITH (4) lOd NAILS THROUGH 2x4. at 1/3 points-=... / \( NAILS AND ATTACHED (REFER TO SECTION A-A) if needed .. / TO BLOCKING WITH (5) - 10d NAILS. GABLE STUD DEFLECTION MEETS OR EXCEEDS L1240. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE NAILS DESIGNATED 10d ARE (0.131" X 3") AND - (SEE SECTION A-A) NAILS DESIGNATED 16d ARE (0.131" X 3.5") Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace DIAGONAL BRACE BRACES AT 1/3 POINTS Maximum Stud Length 2x4 DF/SPF Std/Stud 12" O.C. 4-6-3 5-0-7 7-1-7 9-0-5 13-6-8 2x4 DF/SPF Std/Stud 16" O.C. 4-1-3 4-4-5 6-2-0 8-2-7 12-3-10 2x4 DF/SPF Std/Stud 24" O.C. 3-5-8 3-6-11 5-0-7 1 6-10-15 10-4-7 - Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with lOd nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT =30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 110 MPH ASCE 7-10 140 MPH DURATION OF LOAD INCREASE :1.60 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. L~~OFCAO R// 07/05/2018 S6332 EXP. 6/30/2020 AUGUST 1, 2016 I REPLACE A MISSING STUD ON A GABLE TRUSS I MII-REP1 5 MiTek USA, Inc. Page 1 of 1 wiirn MiTek USA, Inc. qE , NG , ljRE0BY, A MITCE Affiliate THIS IS SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME ATTACH 8" X 12" X 7/16" O.S.B. OR PLYWOOD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE FACE OF TRUSS WITH FIVE 6d (0.113" X 2") NAILS INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING :40-10-0-10 (MAX) LOAD DURATION FACTOR :1.15 SPACING: 24" O.C. (MAX) FES TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 -12/12 RIL BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) Lu S6 32 11 I REFER TO INDIVIDUAL TRUSS DESIGN EXP. 6/3012020 FOR PLATE SIZES AND LUMBER GRADES FC 07/05/2018 DETAIL FOR COMMON AND END JACKS MII/COR -8 -20psf 7/9/2015 PAGE 1 MAX LOADING (psi) I SPACING 2-0-0 TCLL 20.0 Plates Increase 1.2$ BRACING MiTek Industries, Inc. TCDL 16.0 I Lumber Increase 1.25 TOP CHORD Sheathed. Corona Ca. BcLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. I MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 x 4 DF-L No.1&BTR BOT CHORD 2 x 4 DF-L No.1&BTR SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22 LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE WI (.131'X3.O" MIN) NAILS @3" O.C. 2 ROWS LENGTH OF EXTENSION AS DESIGN REQ'D 20-0" MAX NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24' O.C. / N / SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE I (0.182"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED / @ 4" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W13 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOENAILS CONN. W12 16d COMMON WIRE (0.162DIA. X 3,5" LGT) TOE NAILS 8.0.0 8-0-fl I 2-0-0 4-0-0 2-0-0 I EXT. x'r. 2-0-0 2-00 / CONN. W13 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 2-0" '' 11 M-3x3 OR A BEARING BLOCK CONN. W/2 16d COMMON WIRE(O.162"DIA, X 3.6) LGT TOE NAILS OR SEE DETAIL MIIISAC-7 FOR 2-0-0 8-0.0 PRESSURE BLOCKING INFO. 00- 00 I NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. J FESQ S 633 EXP. 6/30/2020 J 07/05/2018 W4RNUi'til' Vrr(y ifr.aIps pnrrzni,rte,v arid JUAD ROTNS ON 71118 AND JNCL(RtEI) i,flTF.I( REPHIMAVP PAGE MU?473 f7EiORE uss. 250 KIu9 Circle Mvle Design valid for usa only with Wet: connecters. This design Is based only upon parameters shown, and Is loran Individual building component. Corona, Ca. 92879 i Applicability of design poralmontern and proper lncerporallon of component Is responsibility of building designer. f101 truss designer. Bracing shown I I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the rasponsibitity of the I I erector. Additional permanent bracing of the overall structure I; the responsibility of the building designer. For general guidance regarding I I IobAcolfon. qualify control stosago. dellven,. erection and bracing, consult ANSIITPII Quality Criteria, 058.89 and BCSII 8u11d1n9 Component I MT iek5 I Safety In ovoflobTe Irons Truss Plain Institute. 583 O'Onctsto Drive. Madison. WI 53719. I CORNER RAFTER 8'-0" SETBACK Mu/SAC - 9 -8SB 20-14-2 7/17/2014 PAGE 1 MINIMUM GRADE OF LUMBER LOADING (PSF) TOP CHORD:2X4 NO.1 & BTR DF-L-GR L 0 BOT CHORD:2X4 NO.1 & BTR DF-L-GR TOP 20 14 STR. INC.: LUMB = 1.25 PLATE = 1.25 SPACING: 24.0 IN. O.C. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 MiTek Industries, Inc. Western Division 3-0-0 —4- 8'-0" SETBACK SUPPORTS SHALL BE PROVIDED ALONG EXTENSION @ 5-8° O.C. 203 PLF 12 2.83"-'5.66 SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION 3x10 splice plates may be replaced with 22° 2x4 DF No.2 or btr. scab to one face with. 131x3 mm. nails @ 3° D.C. 2 rows 3x6 (TYP.) UNIFORMLY DISTRIBUTED 6x6 3x10' SUPPORT 1/2° GAP MAXIMUM BETWEEN SUPPORT AND END OF RAFTER SUPPORT R= 768 + EXT. R=326+OH. LENGTH OF HEEL PLATE (MIN. 4) 1 11-3-12 S&332 EXP. 6/30/2020 J* 07/05/2018 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE I 7777 Greenback Lane I Suite 109 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. I Citrus Heights, CA, 9561( Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding I fabrication. quality control. storage, delivery, erection and bracing, consult ANSIITPI1 Quality CrIteria. DSB-89 and BCSI1 Building Component I IVI iTek Solely Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. I AUGUST 1, 2016 CONVENTIONAL VALLEY FRAMING DETAIL I Mil-VALLEY1 MiTek USA, Inc. L rn Milek USA, Inc. qE , "GlME , EQE . Q9Y A MITek AR illato RIDGE BOARD GABLE END, COMMON TRUSS (SEE NOTE #6) OR GIRDER TRUSS r771 1: it Al VALLEY PLATE y: (SEE NOTE #4) P ST VALLEY RAFTERS (SEE NOTE #8) (SEE NOTE #2) POST SHALL BE LOCATED SHEATHING ABOVE THE TC - - PLAN DRAWING CHORD OF EACH TRUSS. osi (24" O.C.) GABLE END, COMMON TRUSS rL!kIN OMU I IL)IN TRUSS MUST BE SHEATHED NOTE: GENERAL SPECIFICATIONS 48" O.C. MAXIMUM POST SPACING 1. WITH BASE TRUSSES ERECTED (INSTALLED). APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) THE (a.) GABLE END. (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-1 0 115 MPH (MWFRS) INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (0.131"X 3.5") NAILS. SET 2 x 6#2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOUOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) lOd (0.131" X 3") NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) lOd (0.131' X 3") TOE-NAILS. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (0.131" X 3.5") TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (0.131" X3.5') TOE-NAILS. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48"0.0 (OR LESS) ALONG EACH RAFTER. I'UL INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) lCd (0.131" X 3") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (0.131" X 3.5") NAILS. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN Lu S632 PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE RAE-ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF lCd (0.131"X 3") NAILS 6" O.C.. 6/30/2020 * UCT'' FC 07/05/2018 P OCTOBER 28, 2016 STANDARD REPAIR FOR ADDING Mil-REP10 A FALSE BOTTOM CHORD MiTek USA, Inc. Page 1 of 1 MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MiTek USA, Inc. ENGINEERED BY A MiTek Affiliate VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3)- lOd (0.131" X 3") NAILS AT EACH END OF VERTICAL (TYP.). MAIN TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE,USED) 2 x 4 NO. 2 (OR BETTER) SPF, HF, DF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) TRUSS SPAN NOTES: LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL = 10 PSF. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. MAXIMUM BOTTOM CHORD PITCH = 6/12. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. S 6332 'FV EXP. 6/30/2020 07/05/2018 DIRECT SUBSTITUTION NOT APLICABLE L-Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x30r2x4 2x4 2x6 2x6 2x8 2x8 WEB \\ SPACING \i \ N:k \\ L-BRACE AUGUST 1, 2016 L-BRACE DETAIL MII - L-BRACE EJ =Ell] i w U IR Milek USA, Inc. ENGINEERED BY A MITOk Affiliate Nailing Pattern L-Brace size Nail Size Nail Spacing 1x4 0r6 lad (0.131" X 3") 8" o.c. 2x4, 6, or 8 16d (0.131" X 3.5') 8' O.C. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) Nails -V MiTek USA, Inc. Page 1 of 1 Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3or2x4 1x4 2x6 1x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE Nails Section Detail E— L-Brace Web L-Brace must be same species grade (or better) as web member. S&332 * EXP. 6/30/2020 * RUC r OFC 07/05/2018 AUGUST 1, 2016 SCAB-BRACE DETAIL MII-SCAB-BRACE - MiTek USA, Inc. Page 1 of 1 =011 Note: Scab-Bracing to be used when continuous lateral bracing at midpoint (or 1-Brace) is impractical. Milek USA, Inc. Scab must cover full length of web +1- 6". 9ENGINEERED BY AMiTek Affiliate *** THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS O_F lOd (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails Section Detaill - Scab-Brace " Web ,FESSi Scab-Brace must be same species grade (or better) as web member. RIL S632 * EXP. 6/30/2020 OFC * d> 07/05/2018 AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 == ® ZZ7dI MiTek USA, Inc. YMBY LE11.Q1N A MiTek Affiliate Nailing Pattern T-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 1 O (0.131" X 3") 6" o.c. Note: Nail along entire length of T-Brace / I-Brace (On Two-Ply's Nail to Both Plies) Nails WEB \Ar___ SPACING T-BRACE Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace MI-Brace Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace T-Brace Il-Brace must be same species and grade (or better) as web member. MiTek USA, Inc. Page 1 of 1 Note: T-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace Il-Brace webs to continuous lateral braced webs. Nails Section Detail Brace Web Web Nails Web Nails7 I-Brace S 6332 EXP. 6/30/2020 49 / UCT OFC 07/05/2018 AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL Mu - 1-BRACE W L MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 Note: T-Bracing / I-Bracing to be Used when continuous lateral bracing is impractical. 1-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I-Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 1x4 or 1x6 1 O (0.131" X 3") 1 8" o.c. 2x4 or 2x6 or 2x8 I 16d (0.131" X 3.5") I 8" o.c. Note: Nail along entire length of T-Brace / I-Brace (On Two-Ply's Nail to Both Plies) Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (*) 1-Brace 1 x4 (*) I-Brace 2x6 1 x6 (*) T-Brace 2x6 I-Brace 2x8 IM T-Brace MI-Brace Brace Size for Two-Ply Truss WEB Nails Section Detail T-Brace Web - - SPACING Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace oFESSIok RIL S632 rn * EXP. 6/30/2020 * Op 018 Nails Web— Nails7 I-Brace T-Brace / I-Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/I-Brac For SP truss lumber grades up to #1 with 1X bracing material, use IND 55 for T-Brace/I Brac STANDARD PIGGYBACK I AUGUST 1, 2016 TRUSS CONNECTION DETAIL I MII-PIGGY-7-10 Jc ) tlLm MiTek USA, Inc. ETEDB A MiTek Affiliate MiTek USA, Inc. Page 1 of MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT =30 FEET MAX TRUSS SPACING = 24" D.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWINC SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131" X 3.5") TOE-NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 240.1 UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWli CONNECT TO BASE TRUSS WITH (2) (0.131" X 3.5") NAILS EACI D -2 X_ X 4-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, ON INTERSECTION. WITH (2) ROWS OF (0.131 X3) NAILS @4 SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEAThII' IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SF WIND SPEED OF 116MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 It E - FOR WIND SPEEDS BETWEEN 126 AND 160 MPH, ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES 72" O.C. W/ (4) (0.131 X 1.5") NAILS PER MEMBER. STAGGER N FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNE NOTE 0 ABO' FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48" O.C. W/ (4) (0.131" X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. This sheet is provided as a Piggyback connection ' detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. ATTACH 2x_x4'-O" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131" X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. S6332 EXP. 6/30/2020 J Or CTALWOI~;// 07/05/2018 07/05/2018 SIDE VIEW (2x3) 2 NAILS I NEAR SIDE A NEAR SIDE SIDE VIEW (2x4) 3 NAILS I NEAR SIDE I NEAR SIDE 1/ I NEAR SIDE S EXP. 6/30/2020 J* CT FC SIDE VIEW (2x6) 4 NAILS I NEAR SIDE V I NEAR SIDE i NEAR SIDE I NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY LATERAL TOE-NAIL DETAIL Mu-TOENAIL (9) MiTek USA, Inc. Page 1 of 1 NOTES: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE =CUT SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS I\ A I NEAR SIDE I\ A NEARSIDE .i FAR SIDE IX- ---i FAR SIDE SIDE NEAR I It SIDE VIEW (2x6) 4 NAILS I\ A NEAR SIDE FAR SIDE NEAR SIDE I/\I i FAR SIDE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2005 (lb/nail) - DIAM. I SP DF HF SPF SPF-S o .131 88.1 80.6 69.9 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 .162 118.3 108.3 93.9 91.9 80.2 C,) .128 84.1 76.9 66.7 65.3 57.0 9 .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 C,, c .120 73.9 _67.6 58.7 57.4 50.1 .128 84.1 76.9 66.7 65.3 57.0 b .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)- 16d (0.162' X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVEL CUT AUGUST 1, 2016 RLIII1LI MiTek USA, Inc. [9EEREDBY A MiTek Affiliate / LOE NAIL SINGLE SHEAR VALUES PER NOS 2001(lb/nail) DIAM. I SP DF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 .162 108.8 99.6 86.4 84.5 73.8 .128 74.2 67.9 58.9 57.6 50.3 .131 75.9 69.5 60.3 59.0 51.1 .148 81.4 74.5 64.6 ___63.2-+52.5 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS I NEAR SIDE X1 NEAR SIDE SIDE VIEW (2x4) 3 NAILS " " I NEAR SIDE I NEAR SIDE i NEAR SIDE SIDE VIEW (2x6) 4 NAILS \ A NEAR SIDE I NEAR SIDE A NEARSIDE i NEARSIDE AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL I MII-TOENAIL_SP LJLJ ® Milek USA, Inc. ENGINEERED BY, In M1 A MiTok All Halo Milek USA, Inc. NOTES: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW Page 1 of 1 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)- 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X84.5(Ib/nail)X 1.15 (DOL)= 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30°TO 60° ANGLE MAY VARY FROM 30° TO 60° ANGLE MAY VARY FROM 30°TO 60° 45.00° 45.00° 45.00° S&332 EXP. 6/30/2020 J UCT' 0F CAU*- 07/05/2018 PACIFIC LUMBER INSPECTION BUREAU Serving the Lumber Industry for Over 100 Years May 22, 2019 PACIFIC Leonard Him LUMBER Ramona Lumber Co., Inc. INSPECTION P0 Box 1560 BUREAU Ramona, CA 92065 plib.org Sent via email: kathy@ramonalurnber.com To Whom It May Concern: k9ei Ramona Lumber Co., Inc., with facilities located at 425 Maple Street, Ramona, California 92065 is a member in good standing of West Coast Lumber WEST COAST Inspection Bureau for truss manufacture and has been since October 2, 2012. LUMBER As a member, Ramona Truss Co., Inc., is licensed by WCLIB to stamp trusses INSPECTION BUREAU with the approved quality mark of WCLIB. wclIb.org West Coast Lumber Inspection Bureau is accredited for the certification of metal plate connected wood trusses by the International Accreditation Service, Incorporated (lAS) of Whittier, California. Our lAS report number is AA675. The WCLIB Quality Auditing truss certification program is conducted ______ - in accordance with ANSI/TPI 1, "National Design Standard for Metal Plate Connected Wood Truss Construction." AMERICAN If you have any questions regarding this, please contact me. Thank you. INSTITUTE OF TIMBER CONSTRUCTION Sincerely, aitc.org Skeet Rominger Director of Quality Services cc: Al Lytton HEADQUARTERS 909 S. 336th Street, Suite 203 I Federal Way, WA 98003 I P253.835.3344 I F 253.835.3371 PORTLAND OFFICE P0 Box 23145 I Portland, OR 97281 I P503.639.0651 I F 503.684.8928 CANADIAN OFFICE P0 Box 19118 1 4th Avenue Postal Outlet I Vancouver, B.C. V6K 4118 1 P/F 604.732.1782 1410HR -11 Hi evans, colbaugh & assoc., inc. 1565 creek street • suite 107 san marcos, california 92078 (760)510-9686 fax 510-9685 March 7, 2020 P R Frame Construction 230 Bavaria Drive Vista, California 92083 ECA: 20-09-01 Attn: Mr Paul Frame Subject: Report of Geotechnical Observation and Testing, Proposed Auxiliary Dwelling Unit (ADU), 2811 Via Conquistador, Carlsbad, California APN 222-592-39-00 References "Site Plans", By Arlen Roper, Dated August 14, 2019 "Update Geotechnical Report and Foundation Plan Review, Rancho Carrillo Village Q-1, Lot 79, By Ali Sadr, CEG, Dated August 21, 2019 "Final Report of Testing and Observation Services During Site Grading, Village Q-1, Rancho Carrillo, Carlsbad, CA",By GeoCon, Inc, Dated June 1998 Dear Mr. Frame This letter-report presents a summary of our geotechnical observation and testing services provided during the grading operations related to the proposed development. Our scope of work during this phase of development consisted of the following: * Review of the referenced plan and report. * Visit to the site on March 6, 2020 to observe the base of the over-excavation of three feet of existing fill soils within the limits of the shown on the referenced plans. * Subsequent visits to the site on March 6 and March 7, 2020 to observe and test the limited grading operation to replace the soils as compacted fill. The removed soils were cleared of all significant roots related to existing palm trees that were removed within the planned footprint. Filed density tests were performed s discussed below * Laboratory testing of the soils tested for control during the grading operations. * Preparation of this report. geotechnical engineering P R Frame Construction ECA 20-09-01 March 7, 2020 Page 2 Planned Develor)ment The subject lot was mass graded as part of the referenced Village Q-1 tract circa 1997-98 (see GeoCon). This lot is identified as Lot 79 on the grading plans and is located on the west side of the cul-de-sac at the end of Via Conquistador. According to the Site Plan we understand that it is proposed to construct a detached single story residential structure (ADU) at the northwest corner of the lot. As-Graded Conditions Subsequent to the removals as described above, the soils were then replaced as fill and were placed in roughly 6 to 8-inch loose lifts, moisture conditioned to achieve a moisture content that allowed proper compaction to achieve at least 90 percent relative compaction in accordance with ASTM D1557. The grading operations took place from March 5 through March 7, 2020 by PR Frame Construction. The estimated limits of the grading operations are presented on the enclosed Plate 1. The estimated locations of field density tests which were performed at random locations during the fill placement operations are shown on the enclosed Plate 1. All of the density tests were performed utilizing the sand cone method (ASTM Test Method D 1556) and are summarized below. Test No. Depth Field Dry Density Ti 2' 104.9 pcf T2 it 106.5 pcf T3 FG 105.9 pcf Field Moisture Content 16.0% 15.5% 16.0% Relative Comtaction 90.0% 91.2% 90.7% Laboratory Testing A representative sample of the on-site soil was tested to determine the compaction standard for fill placement and compaction. The maximum density and optimum moisture were obtained utilizing ASTM Test Method D 1557 and the results are presented below. Classification Maximum Density (pcf) Optimum Moisture (% Clayey Sand 116 14.5 P R Frame Construction ECA 20-09-01 March 7, 2020 Page 3 Conclusions Based on the results of our observations and testing it is our opinion that the fills soils were placed and compacted to at least 90 percent relative compaction The site is considered suitable for it's intended use from a geotechnical engineering perspective. Limitations We were retained to observe and test the fill soils placed during the limited grading operations as discussed herein. The horizontal and vertical limits of the grading operations were determined by the contractor. Our services were strictly limited to geotechnical observations and testing and no opinions are expressed as to the adequacy of the plans or foundation system of the proposed development. Providing recommendations for the design and/or construction of any structure or improvement elements is beyond the scope of our assignment of this project and none are presented herein.. This report has been prepared for your exclusive use in developing the subject property. No warranty, expressed or implied is made. Respectfully submitted, Evans, Colbaugli & Associates, Inc i I1 (101re,~CAL No. 228 c2 j' B. David Colb , M. Sc., E President Principal Geotechnical Engineir, GE 228 Enclosures: Plate 1 - Geotecimical Map Estimated Limits of Over-Excavation/Fill _L-I t am I '1 22a 1M March 2020 ECA 20:09-01 Geotechnical Map evans, colbaugh & assoc,, inc. 2811 Via Conquistador Plate 1 All Sadr, Engineering Geologist P. o. Box 503866, San Diego, California 921501 Telephone (619)818-11801 alisadrEG@gmail.com Ii Project No. 190821 August 21, 2019 Tina and Jovan Zivkovic 2811 Via Conquistador Carlsbad, California 92009 Subject: UPDATE GEOTECHNICAL REPORT AND FOUNDATION PLAN REVIEW RANCHO CARRILLO, VILLAGE Q-1, LOT 79 2811 VIA CONQUISTADOR CARLSBAD CALIFORNIA References: 1. Final Report of Testing and Observation Services during Site Grading, Village Q-1, Rancho Carrillo, Carlsbad, California, prepared by Geocon Incorporated, dated June 3, 1998 (Project No. 05845-12-0IC). Site Plan for An Accessory Dwelling Unilfor Tina and Jovan Zivkovic, prepared by Arlen Poper, Inc. dated June 27, 2019, Structural and Foundation Plans, for Zivkovic Residence, prepared by Solid Forms Engineering, dated August 15, 2019 (Job no. 19-132). Dear Mr. and Mrs. Zivkovic: We prepared this letter to update the status and applicability of the referenced geotechnical report for the planned addition to the existing residence on the subject lot. In order to prepare this update letter, we have visited the site and reviewed the referenced report and plans. We understand that the proposed improvements will consist of constructing a single-story wood-framed addition to the northwest of the existing residence. The proposed structure would not be detached from the existing residence. The addition would be supported by conventional shallow foundation and concrete slab-on-grade system. It should be noted that the existing structure is supported by a post-tensioned slab and foundation system. Based on our review of the referenced report, it is our opinion that the referenced report remains applicable for the design and construction of the improvements. However, updated seismic design parameters are presented herein. Based on the referenced report and our observations during a recent site visit, it is our opinion that Lot No. 79 is a fill lot. As stated in the referenced report the lot is underlain by approximately 33 feet of bw,019442101l 2 compacted fill with a differential fill thickness of 26 feet. A review of Table V of the referenced report indicates that the near surface materials on lot 79 possess an Expansion Index of 44 and is classified as "Low" expansive. To update the referenced update geotechnical report to the 2016 CBC, we used the computer program Seismic Hazard Curves and Uniform Hazard Response Spectra, provided by the USGS. Table 1 summarizes site-specific design criteria obtained from the 2016 California Building Code (CBC; Based on the 2012 International Building Code [IBC]), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 seconds. The building structure and improvements should be designed using a Site Class D. TABLE I 2016 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2016 CBC Reference Site Class D Section 1613.3.2 Spectral Response — Class B (short), Ss 0. 103g Figure 1613.3.1(1) Spectral Response— Class B (1 sec), Si 0.400g Figure 1613.3.1(2) Site Coefficient, FA 1.088 Table 1613.3.3(1) Site Coefficient, Fv 1.600 Table 16 13.3.3(2) Maximum Considered Earthquake Spectral Response Acceleration (short), SMS 1.121g Section 1613.3.3 (Eqn 16-37) Maximum Considered Earthquake Spectral Response Acceleration (1 sec), SMI 0.640g Section 1613.3.3 (Eqn 16-38) 5% Damped Design Spectral Response Acceleration (short), S0 O.747g Section 1613.3.4 (Eqn 16-39) 5% Damped Design Spectral Response Acceleration (1 sec), SDI O.427g Section 1613.3.4 (Eqn 16-40) Table 2 presents additional seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum considered geometric mean (MCEG). TABLE 2 2016 CBC SITE ACCELERATION DESIGN PARAMETERS Parameter Value ASCE 7-10 Reference Mapped MCEG Peak Ground Acceleration, PGA 0.394g Figure 22-7 Site Coefficient, FPGA 1.106g Table 11.8-1 Site Class Modified MCEcj Peak Ground Acceleration, PGAM 0.435g Section 11.8.3 (Eqn 11.8-1) Project No. 190821 All Sadr, Engineering Geologist August 21, 2019 Conformance to the criteria in Tables 1 and 2 for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a large earthquake occurs. The primary goal of seismic design is to protect life, not to avoid all damage, since such design may be economically prohibitive. In accordance with your request, we have also reviewed the referenced foundation plans. The structural sheets include site-specific information with respect to foundation plans and details. Based upon our review of the project plans and the information contained within the referenced geotechnical report, it is our opinion that the foundation plans and details have been prepared in substantial conformance with the recommendations presented in the referenced geotechnical report. The foundation excavations should be observed by a representative of a geotechnical engineer or an engineering geologist, prior to placing the steel and concrete We limited our review to geotechnical aspects of project development and the review did not include other details on the referenced plans. We have no opinion regarding other details found on the referenced plans, structural or otherwise, that do not directly pertain to geotechnical aspects of site development. If you have any questions regarding this correspondence, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, Ali Sadr CEO 1778 (email) Addressee ALI SADR 01 No 1778 4 CERTIFIED * ENGINEERING GEOLOGIST 2TA Project No. 190821 Ali Sadr, Engineering Geologist August 21, 2019 FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING VILLAGE Q-1 RANCHO CARRILLO CARLSBAD, CALIFORNIA PREPARED FOR CONTINENTAL RANCH INC. SAN DIEGO, CALIFORNIA PREPARED BY GEOCON INCORPORATED 6960 FLANDERS DRIVE SAN DIEGO, CALIFORNIA 92121-2974 PHONE: (619) 558-6900 FAX: (619) 558-6159 JUNE. 1998 I El] 7-- L I Project No. 05845-12-01C June 3, 1998 I Continental Ranch, Inc. I 12636 High Bluff Drive, Suite 300 San Diego, California 92130 Attention: Mr. Dave Lother Subject: VILLAGE Q-1 RANCHO CARRILLO CARLSBAD, CALIFORNIA FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING Gentlemen: In accordance with your request and, our proposal dated December 6, 1996 , we have provided compaction testing and observation services during the grading of the subject site. Our services were performed during the period of December 16, 1996 through April 24, 1998. The scope of our services included the following: Observing the grading operation, including the removal and/or processing of loose topsoils, colluvium, alluvium and landslide debris. Observing the construction of Shear Key Nos. 3 and 4. Providing on-site geologic consultation and observation services to verify that grading was performed in substantial conformance with the recommendations of the preliminary project soils report. Performing in-place density tests in fill placed and compacted at the site. Performing laboratory tests to aid in evaluating the compaction, expansion, and shear strength characteristics of various soil conditions encountered and/or used for fill. Preparing an "As-Graded" Geologic Map. Preparing this final report of grading. GENERAL The grading contractor for the project was Sukut Construction, Incorporated. The project mass grading plans were prepared by Rick Engineering Company and are entitled Grading Plans for Rancho Carrillo, Sheets 40, 41, 42, 43, 46, 47, and 48 City of Carlsbad approval dated November 14, 1996. The fine grading plans were also prepared by Rick Engineering Company and are entitled Grading Plans for Rancho Carrillo, Village Q, Phase I C.T.. 93-04, Sheets 4 through 8, dated July 21, 1997. The project soils reports are entitled: Preliminary Geotechnical Investigation, Villages N, 0, Q, R. T, and U, Rancho Carrillo, Carlsbad, California, prepared by Geocon Incorporated, dated February 16,1993. References to elevations and locations herein were based on surveyor's or grade checker's stakes in the field and/or interpolation from the referenced Grading Plans. Geocon Incorporated did not provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved grading plans or proper surface drainage. Major canyons have been labeled with "alpha" designations in order to facilitate addressing their locations during the documentation of the grading operations. Canyon G is located along the eastern property boundary, Canyons H and I are within the central portion of the site and Canyon J is located within the western portion of the site. A final report of testing and observation for Lot Nos. 105 and 106 of Village Q-1 was issued separately and dated April 20, 1998. GRADING Grading began with the removal of brush and vegetation from the area to be graded. In addition to the vegetation, topsoils, colluvium, landslide debris and alluvium were removed to firm natural ground. In general, the alluvial deposits were removed in segments. After removal, the excavations were observed by an engineering geologist to verify that unsuitable materials had been removed and dense formational soils were exposed at the base of the cleanouts. Canyon subdrains were then installed. The saturated alluvial deposits within the southern portion of Canyon G, designated as open space area, were left in place. Landslide debris, identified as Landslides D and E, were mapped in the initial site studies as covering the majority of the site. Remedial grading of the landslide debris began along the southern limits of the site to reduce the potential for destabilizing the landslide during grading of the areas to Project No. 05845-I2-0IC -2- June 3, 1998 1 I I the north at lower elevations. Shear key Nos. 3 and 4 were actually combined and constructed as a I single larger shear key located at the head of landslide D. During construction of shear key, the landslide debris were, in general, removed in approximately 200 feet segments. The shear key was excavated with a 1:1 to 2:1 (horizontal: vertical) temporary back cut slopes, penetrating a minimum I of 3 feet below the basal slip plane. After removal, the excavations were observed by an engineering geologist to verify that unsuitable material had been removed and dense formational I soils had been exposed at the base of the excavation. A heel drain with associated prefabricated panel drains were installed within the excavation. Subsequently, the next segments were cleaned out I in the same manner and the excavated materials used to backfill the previous segment. After construction of Shear Key Nos. 3 and 4 were completed, removal and recompaction of the balance of the landslide debris was continued. Due to the presence of shallow ground water, total removal and I recompaction of the landslide debris was limited along the northern property margins, and some saturated landslide debris were left in place. Prior to placing fill, the exposed ground surface was scarified, moisture conditioned, and compacted. Fill soils derived from on-site excavations and the surrounding areas were then placed and compacted in layers until the design elevations were attained. In general, the fill materials consist of grayish brown, silty sand to greenish to yellowish brown, sandy clay. During the grading operation, compaction procedures were observed and in-place density tests were performed to evaluate the relative compaction of the fill material. The in-place density tests were performed in general conformance with ASTM Test Method D-1556-82 (sand cone) or D-2922-81 (nuclear). The results of the in-place dry density and moisture content tests are summarized on Table I. In general, the in-place density test results indicate that the fill soil has a relative compaction of at least 90 percent at the locations tested. The approximate locations of the in-place density tests are shown on the As-Graded Geologic Maps, Figures 1 through 5. It should be noted that since the grading of Village Q- 1 was performed in conjunction with the grading for Villages N, 0, Q-2, Q-4, and R, the field density test numbers are not in sequential order. As previously stated the results of grading for Lot Nos. 105 and 106 are presented in a separate report. I Where the fill soils being tested for in-place density contained particles larger than 3/4 inch, rock corrections were made to the laboratory maximum dry density and optimum moisture content using methods suggested by AASHTO T224-86. The values of maximum dry density and optimum I moisture content presented on Table I reflect the corrections. I Rock fragments generated from excavation of metavolcanic rocks within the western portion of the site were placed as rock fill in canyon H located at the eastern part of the site. The horizontal limits I Project No. 05845-12-01C - 3 - June 3, 1998 1 of the rock fill is shown in Figure 4. Vertically the rock fill was terminated at approximately 10 feet below finished grade. Laboratory tests were performed on samples of material used for fill to evaluate moisture-density relationships, optimum moisture content and maximum dry density (ASTM D-1557-91), shear strength and expansion characteristics. The results of the laboratory tests are summarized in Tables II through V. Slopes In general, the cut and fill slopes have planned inclinations of 2:1 (horizontal: vertical) or flatter, I with maximum height of approximately 35 and 60 feet, respectively. The fill slopes were either over- filled and cut back or were track-walked with a bulldozer during grading. All slopes should be I planted, drained, and maintained to reduce erosion. Slope irrigation should be kept to a minimum to just support the vegetative cover. Surface drainage should not be allowed to flow over the top of the slope. I Subdrains Canyon subdrains were installed at the general locations shown on the approved Grading Plans. In addition the subdrains were "as built" for location and elevation by Rick Engineering Company and are shown on the attached as-graded geologic maps. The heel drains associated with Shear Key Nos. 3 and 4 was eventually connected to the Canyon I subdrain. The east end of the heel drain was connected to the heel drain of Shear Key No. 7. All subdrains discharge into the open space, to the north of the project site. Concrete headwalls were constructed at the outlet points to protect against blockage or destruction of the subdrain outlets Finish Grade Soil Conditions During the grading operation, building pads which encountered clayey soils or hard rock at grade were undercut approximately 3 feet and "capped" with granular soils. Based on laboratory test results, the prevailing soil conditions within approximately the upper 3 feet of rough pad grade on each lot have an Expansion Index of 11 to 119 (Table IV), and are classified as having a "very low" to "high" expansion potential as defined by the Uniform Building Code (UBC) Table 18-I-B. Table V presents a summary of the indicated Expansion Index of the prevailing subgrade soil condition for each lot. In addition the cut portion of those pads which contained a cut-fill transition within the building area was undercut approximately 3 feet below rough finish grade and replaced with compacted fill soil. Project No. 05845-12-OIC -4- -June 3, 1998 I It should be noted that although rocks larger than 12 inches were not intentionally placed within the upper 3 feet of pad grade, some larger rocks may exist at random locations. SOIL AND GEOLOGIC CONDITIONS The soil and geologic conditions encountered during grading were found to be similar to those described in the project geotecimical report. In general, the compacted fill soils are underlain by siltstones and claystones of the Delmar Formation or metavolcanic rocks of the Santiago Peak Formation. The majority of the two large landslides covering the site (Landslides D and E), were removed and replaced with compacted fill soils. Small amounts of landslide debris were left in place, either due to the presence of shallow ground water or existing open space. The enclosed As-Graded Geologic Maps (Figures 1 through 5) depict the general geologic conditions observed. These maps also show the original topography prior to start of grading. Geologic Cross- sections are presented on Figures 6 and 7. No soil or geologic conditions were observed during grading which would preclude the continued development of the property as planned. CONCLUSIONS AND RECOMMENDATIONS 1.0. General 1.1. Based on observations and test results, it is the opinion of Geocon Incorporated that the grading, which is the subject of this report, has been performed in substantial conformance with the recommendations of the previously referenced project soil report. Soil and geologic conditions encountered during grading which differ from those anticipated by the project soil report are not uncommon. Where such conditions required a significant modification to the recommendations of the project soil report, they have been described herein. 2.0. Future Grading 2.1. Any additional grading performed at the site should be accomplished in conjunction with our observation and compaction testing services. All trench backfill in excess of one-foot thick should be compacted to at least 90 percent relative compaction. This office should be notified at least 48 hours prior to commencing additional grading or backfill operations. Project No. 05845-12-0IC .5- June 3, 1998 I 3.0. Foundations 3.1. The foundation recommendations that follow are for one- or two-story residential structures and are separated into categories dependent on the thickness and geometry of the underlying fill soils as well as the Expansion Index of the prevailing subgrade soils of a particular building pad (or lot), and whether or not the lot is underlain by landslide debris left in place. The recommended minimum foundation and interior concrete slab design criteria for each Category is presented in Table 3.1. A summary of as graded building pad conditions is presented in Table VI. 3.2. Foundations for either Category I, II, or Ill may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psi) (dead plus live load). This bearing pressure may be increased by one-third for transient loads such as wind or seismic forces. 3.3. The use of isolated footings which are located beyond the perimeter of the building and support structural elements connected to the building is not recommended for Category Ill. Where this condition cannot be avoided, the isolated footings should be con- nected to the building foundation system with grade beams. 3.4. For Foundation Category Ill, the structural slab design should consider using interior stiffening beams and connecting isolated footings and/or increasing the slab thickness. In addition, consideration should be given to connecting patio slabs, which exceed 5 feet in width, to the building foundation to reduce the potential for future separation to occur. 3.5. No special subgrade presaturation is deemed necessary prior to placing concrete, however, the exposed foundation and slab subgrade soils should be sprinkled, as necessary, to maintain a moist condition as would be expected in any such concrete placement. Project No. 05845-12-01 C -6- June 3, 1998 I TABLE 3.1. FOUNDATION RECOMMENDATIONS BY CATEGORY Foundation Minimum Continuous Footing Interior Slab Category Footing Depth Reinforcement Reinforcement (inches) 1 12 One No.4 bar top and bottom 6 x 6-10/10 welded wire mesh at slab mid-point II 18 Two No.4 bars top and bottom No. 3 bars at 24 inches on center, both directions III 24 Two No. 5 bars top and bottom No. 3 bars at 18 inches on - center, both directions CATEGORY CRITERIA Category I: Maximum fill thickness is less than 20 feet and Expansion Index is less than or equal to 50. Category U: Maximum fill thickness is less than 50 feet and Expansion Index is less than or equal to 90, or variation in fill thickness is between 10 feet and 20 feet. Category III: Fill thickness exceeds 50 feet, or variation in fill thickness exceeds 20 feet, or Expansion Index exceeds 90, but is less than 130 ,or underlain by landslide debris. Notes: All footings should have a minimum width of 12 inches. Footing depth is measured from lowest adjacent subgrade. All interior living area concrete slabs should be at least 4 inches thick for Categories I and 11 and 5 inches thick for Category M. All interior concrete slabs should be underlain by at least 4 inches (3 inches for Category 111) of clean sand or crushed rock. All slabs expected to receive moisture-sensitive floor coverings or used to store moisture-sensitive materials should be underlain by a vapor barrier covered with at least 2 inches of the clean sand recommended in No. 4 above. Project No. 05845-12-OIC -7- June 3, 1998 3.6. Recommended foundation category for each lot is presented in Table 3.2. TABLE 3.2. SUMMARY OF RECOMMENDATION FOUNDATION CATEGORY Lot Numbers Recommended Foundation Category 12,13,64, 73,74, 75, 76 I 6, 7, 8, 11, 14, 15, 16, 17, 18, 19, 20, 26, 27, 28, 57, 58, 59, 62, 63, 65, 68, 69, 70, 72, 77, 81, 95, 98, 99, 100, 101, 102 II 1,2,3,4,5,9, 10, 21, 22, 23, 24, 25, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 60, 61, 66, 67, 71, 78, 79, 80, 82, 83, 84, 85, 86, 87, 88, 89, 90, 91, 92, 93, 94, 96, 97 . 3.7. Where buildings or other improvements are planned near the top of. a slope steeper than 3:1 (horizontal:vertical), special foundations and/or design considerations are recommended due to the tendency for lateral soil movement to occur. For fill slopes less than 20 feet high, building footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. Where the height of the fill slope exceeds 20 feet, the minimum horizontal distance should be increased to H13 (where H equals the vertical distance from the top of the slope to the toe) but need not exceed 40 feet. For composite (fill over cut) slopes, H equals the vertical distance from the top of the slope to the bottom of the fill portion of the Slope. An acceptable alternative to deepening the footings would be the use of a post-tensioned slab and foundation system or increased footing and slab reinforce- ment. Specific design parameters or recommendations for either of these alternatives can be provided once the building location and fill slope geometry have been determined. For cut slopes in dense formational materials, or fill slopes inclined at 3:1 (hori- I zontal:vertical) or flatter, the bottom outside edge of building footings should be at least 7 feet horizontally from the face of the slope, regardless of slope height. I 0 Swimming pools located within 7 feet of the top of cut or fill slopes are not recommended. Where such a condition cannot be avoided, it is recommended that the portion of the swimming pool wall within 7 feet of the slope face be designed assuming that the adjacent soil provides no lateral support. This recommendation applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. For swimming pools located near the top of fill slopes greater than 30 feet in height, additional recommendations may be required and Geocon Incorporated should be contacted for a review of specific site conditions. I Project No. 05845-12-0IC -8- June 3. 1998 3.8. Although other improvements which are relatively rigid or brittle, such as concrete flatwork or masonry walls may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures which would permit some lateral soil movement without causing extensive distress. Geocon Incorporated should be consulted for specific recommendations. 3.9. As an alternative to the foundation recommendations for each category, consideration should be given to the use of post-tensioned concrete slab and foundation systems for the support of the proposed structures. The post-tensioned systems should be designed by a structural engineer experienced in post-tensioned slab design and design criteria of the Post-Tensioning Institute (UBC Section 1816). Although this procedure was developed for expansive soils, it is understood that it can also be used to reduce the potential for foundation distress due to differential fill settlement. The post-tensioned design should incorporate the geotechnical parameters presented on the following table entitled Post- Tensioned Foundation System Design Parameters for the particular Foundation Category designated. TABLE 3.3. POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS Post-Tensioning Institute (PT1) Design Parameters Foundation Category I II III Thornthwaite Index -20 -20 -20 Clay Type - Montmorillonite Yes Yes Yes Clay Portion (Maximum). 30% 50% 70% Depth to Constant Soil Suction 7.0 ft. 7.0 ft. 7.0 ft. Soil Suction 3.6 ft. 3.6 ft. 3.6 ft. Moisture Velocity 0.7 in./mo. 0.7 in/mo. 0.7 in./mo. Edge Lift Moisture Variation Distance 2.6 ft. 2.6 ft. 2.6 ft. S. Edge Lift 0.41 in. 0.78 in. 1.15 in. Center Lift Moisture Variation Distance 5.3 ft. 5.3 ft. 5.3 ft. Center Lift j 2.12 in. 3.21 in. 4.74 in. 3.10. UBC Section 1816 uses interior stiffener beams in its structural design procedures. If the structural engineer proposes a post-tensioned foundation design method other than UBC Section 1816, it is recommended that interior stiffener beams be used for Foundation Categories II and HI. The depth of the perimeter foundation should be at least 12 inches Project No. 05845-12-0IC -9- June 3, 1998 I I for Foundation Category I. Where the Expansion Index for a particular building pad exceeds 50 but is less than 91, the perimeter footing depth should be at least 18 inches; and where it exceeds 90 but is less than 130, the perimeter footing depth below adjacent finish grade should be at least 24 inches. Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. I 3.11. The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soils (if present), differential settlement of deep fills or fills of varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper I concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entry slab corners occur. 4.0. Retaining Walls And Lateral Loads I 4.1. Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 30 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0 I to 1.0, an active soil pressure of 40 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending I upward from the base of the wall possess an Expansion Index of less than 50. For those lots with finish grade soils having an Expansion Index greater than 50 and/or where backfill materials do not conform to the above criteria, Geocon Incorporated should be I consulted for additional recommendations. I 4.2. Unrestrained walls are those that are allowed to rotate more than 0.00111 at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf (where H equals the height of the retaining wall portion of the wall in I feet) should be added to the above active soil pressure I 4.3. All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes, etc.) is I not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. A typical retaining wall drain system is I Project No. 05845-12-OIC -10- June 3, 1998 I I I presented on Figure B. The above recommendations assume a properly compacted I granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for I additional recommendations. I 4.4. In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet I below the base of the wall has an Expansion Index of less than 90. Special foundation depth and reinforcement may be necessary depending on the expansion characteristics of the prevailing foundation soils. The proximity of the foundation to the top of a slope I steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. 4.5. For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly I compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating I the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. An I concrete. allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. 4.6. The recommendations presented above are generally applicable to the design of rigid I walls concrete or masonry retaining walls having a maximum height of 8 feet. In the event that higher 8 feet than or other types of walls are planned, such as crib-type walls, Geocon Incorporated should be consulted for additional recommendations. I 5.0. Slope Maintenance I 5.1. Slopes that are steeper than 3:1 (horizontal:vertical) may, under conditions which are both difficult to prevent and predict, be susceptible to near surface (surficial) slope instability. I The instability is typically limited to the outer three feet of a portion of the slope and slope. The occurrence of surficial instability is more prevalent on fill slopes and is I generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result U ProjcctNo. 05845-I2-OIC -11 - June 3, 1998 1 usually does not directly impact the improvements on the pad areas above or below the from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is, therefore, recommended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. Although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility, and, therefore, it may be necessary to rebuild or repair a portion of the projects slopes in the future. 6.0. Drainage 6.1. Adequate drainage provisions are imperative. Under no circumstances should water be allowed to pond adjacent to footings. The building pads should be properly finish graded after the buildings and other improvements are in place so that drainage water is directed away from foundations, pavements, concrete slabs, and slope tops to controlled drainage devices. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading, and represent conditions at the date of our final observation, April 24, 1998. Any subsequent grading should be done in conjunction with our observation and testing services. As used herein, the term "observation" implies only that we observed the progress of the work with which we agreed to be involved. Our services did not include the evaluation or identification of the potential presence of hazardous or corrosive materials. Our conclusions and opinions as to whether I the work essentially complies with the job specifications are based on our observations, experience, and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions, I can vary greatly at any time. We make no warranty, expressed or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. - We will accept no responsibility for any subsequent changes made* to the site by others, by the I uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water. The findings and recommendations of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. I ProjectNo. 05845-12-01C -12- June 3,1998 I If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, /Ali/Udir CEG 1778 'CO AIJ SADR 01778 CERTiFIED ° ENGINEERING GEOLOGIST :1 08131199 C_ (6) Addressee (1) Rick Engineering Company• Attention: Mr. Craig Kahlen Project No. 05845-12-01C - 13- June 3, 1998 / 7 ') 11' GUTILITY EASEMENT ENERAL I PEN SPACE / ' PER FINAL MAP IFV EXIST TYPE B-2 INLEV SIMILAR'-'TO. TYPE1 CA 5' PEN 015 / T.G..24 GRATES 7.5O5-5--.. / I 7 Fj Akp / - -- 25 - 01 _- -. .,fGEOCON LEGEND 3.-- Qçf J IPAdIED FILl. - .. - 5.5 7J . 5-.-. QJC.UJDERCUT AREA--"' Qal 'ALLUVIUM w BJna) ...- 113 TION ST so W NO.-331-IA - t4 '391 5 M4* 342- -. GENERAL— Wx kRTHSWALE- 502 LLI ee A. Lu UQ N 1,41 PER qIIUMAP V. '\ \ ,1O 55 3T_. AS GRADED GEOLOGIC MAP I . - lilt, .?. - ii / 8 - 1 - - 28D - .r.----- - - - - --- -- - 5- / ._ / I,. sit RANCHO CARRILLO VILLAGE 0-1 CARLSBAD CALIFORNIA 5-5-.,/ - '•5-'. 'S \ \ ' 2 7 Jb li , - .. - '5 - -------, ..' - ..L.'. -:' /4 - - ioo _.23j- -I-•, • -... ' .. :i ':' i_. - - :! GEOCON V•4F I'05-U3I588 SUET I OF 5 1 "AS BUILT...- 3II. - m 5. ROGER BALL 2wir DATE EXP. 3/31/ga .4 10 REVIEWED B - 'N5PECT0R I1'ii CITY OF C 4RLSB &I) II SHE Via J40 20 40 so 0.28 MILE WLY OF PALOMAR J GRAPHIC SCALE 11 40' ,....- AIRPORT ROAD - RECORD FROM. OF SAN DIEGO P1500 — - - — — — — II - ROGER BALL ..aGE1678 DATE (249.0 DATE -- — - — — — __- EXP. 3/31/98 ELEVATION, 307.874 OATIid25-M..5.-j,. REVISION DESCRIPTION GATE OL (OGlER ERR OThER APPODYSI. CITY APPROVAL ______________________ DD E-1 1k A I KI A DV ... Jpp LOCA11ON.rtN.r1AcEoL E4SITYTEs1/ / •' -Fl. DE 'STS~OPE-`TESW '5 / A ........APROX EI•EVATIbN OFpUBoRAINI %E. APPROX.ELEVATION OF EASE OF FIL\ \ / 2...APPROX.LOctTfON OF SUBDAIN \ \\ \A.'\ \ i \ \•; / / At" .APPROX LOCATION OIGEOLOG!2.$ONT(CT ..lOo.tlod 1A Buded) .. B - I " \ \ :-.. .. '. - • I I ,.PPROXLOcATI0N OF .GEOLOGI CROSS-SECTION, T —— Al 'S '•• t3 ••;•._ - \ ) 5%\ . '5 ALUtbb ' PER FIN, IL SEE SHEET NO. 5 GRADING EROSION CONTROL WAS FOR RANC C I LLO VILLAGE 'U' P I C.T. 93-04 C193-04 Il35O1[jI J. N. 12831 O0 - - 2 oo E4 - / J / •, 7 - :---, - '.. -14: GEOCO VI ENGNEERING DEPARTMENT - OPEN SPACE1 - 7 go —10 - - - .. \ _ r 92•\_7 - - — - - - . , - -- ,- - - _'-.... • 2g0 - t__ - - - PER FiNAL MAP — e4O i _ Wi - 3T2417 .8 'lS324 N 8, ST1416 -iç:- . - - r372 6200 - I j j •79 - 2: cf/ - '2 120 VI - - -- - i_EN l_J -- p- 3I9 54 - -7O26 .—.----_:- 2- ® _-... . ..— O0 C/j04,6 - - :_.--- P1'O M. 1 - uj IT .--_---------- --: : .. - -.. . .-•- ®• : -. n . \. - •- LLj 77 Jp:-- - I82f1O -- \-OF ETZT - J3, 2794 IGAIVA DERO 14 - - -- - - PASEO V' Il.3? - -Z EST : \ I lFiF39\ - iv:- . .- -. - - . w , n - • .. , ' . 69 20'GENERALIJIILFFY . EASEMENT PER FINAL ST- 01 IT. 3 CON TO-MST. a 54. PHASE - -- - - - -'- - - -- AS-GRADED GEOLOGIC MAP AS BUILT" ROGER BALL R.hf- 27 CARLSBAD, CALIFORNIA EXP. 3/31/98 DATE "INLET I SHECITYOFCRLSBAD 7! ______ _________ __________ GRADING EROSION C0NTROL)I14S FOR OF WORK BENCH MARK - RAN Cr' Ft& CA RR I LLO I ___________________________ DESCRI PT ION. STREJ.-CE}TERL I NE M0NUIENTI -- - ___________________ - - . — - VILLAGE .0. A(I C.T. 93-04 40 LOCATI0NCEIflL'RLiNE OF EL CAUINO REAL __ O 40 90 -- — .— - .-.. -- -- - -- 0.28 VILE NLY OF PALOMAR - — __________________ - — — - APPROVED: LLOYD Ht8S GRAPHIC SCALE 1.40' PANTY RECORD F OF SAN DIEGO RI 800 - ___________ — CITY EN&IN8.R.C.E.Z38AL_22Z DATE1 ROGER BALL XP. Ema DATE . ENG24EER OF WORK REVISION DES RN 11- A F 047 350 r-r-ru IIAIkI A rfl., .. J. N. 12831 I '.L..I_IIVIll 1 I .,1. n-., -jlql I- 2 I'2YII1" - 18 / p234 ,;:' /1/ H .-•'/. -...,- - •2.. ,/: !'\A FO- s 29' — 4 _\ / iii2/f LO3: 2 ' - IF 6_1/ i _-; -4 - . ,.co' -' '•—'/ f,,.S. •/_1w N - \i- - VOI 'N ' i 160'9 I - - - L. • \. /fl//I';l .3oN \'6\ - es'c \fl/I.lf. \\\s.. f ..- — • - I • * s s ,/ -•'- -- 'r5-05 •.- -. - - IF 1468 LLI Ld 071 i ---- - - - ----._ 845' (I66 SS '- CE 50 20, NP ' .• :-. _S•.,/) '"r11; PER FINAL MAP ,*' -- - -- • / , \ - • *' r.•------- - 3So\0\\ ': D. OF RICK EWG1NEI GRAPHIC SCALE 1'40' - ROGER BALL -&Xwe.'27-671 CA1*l.I21*lO 21 UTILITYEASENENT..\\ DWG I' 1/ WORK 40 90 0 40 so Ld EVGl 3,1 Ld Lu logs,, FG- 6 — - ------ S9 I32Od0j -•f\ 'I !-- 4\/I .2I0D AS- GRADEDGEOLOGICMAP I I / - • .IIM. I" RANCHO CARRILLO VILLAGE 0-1 II-\ > *5 IY3j5 - \ / f,,' Z / • F CARLSBAD CALIFORNIA GEOCON 05645 12 0*0 941 * 06881 4 OF 5 \' - 1/ •• - • - • @\ ,S BUIL Is Ii 15 . /.* .s/ ,_- -,-__ - • /IJ ROGER BALL - 27 DATE EXP. 3/31/98 REVIEWED ErSHEET -- - NO. 8 - ET SHE CITY OF CARl SIRAD GRADING N EROSION CONTROL)S FOR - BENCH MARK I RANCItQ CARIR I LLO - DESCRIPTION, SIE5 1TERL INS FONUMENTI — — — — — : VILLAGE 'o')j( I C.T. 93-04 LOC4TION*.3RIHLINE OF Ci. CAM-NO REAL 0.28 MILE N'LY OF PALOMAR — — — — — - —.,-- AIRPORT ROAD RECORD FROM. . OF SAN DIEGO R1800 DATE . (249. - — DATE IN171AL . — — AT INITIAL DATE 0* ELEVATION. 307.874 DAT - --- — REVISION DESCRIPTION — — — 5559350 OF 8095 - 01859 APPROVAL CITY APPRC - - DDI II.AIKI A E\/ •.. ..s_n flflA• .E._23889_EXP.L3I!_DATE PROJECT NO. CT-93-04 35O.Al 0RA9tC NO. iNIJ:%t I I SI_.I_ ......•fll ..........."C' S.S..,4*b......s_S.. In+nn_On It FLYINC L.C. LANE, I "r ILLO it x /N* t: 18 20 I N\\ \ I CARRLO — I I \\N : --7 4 T -- - / I - - - I 'U — - r — - - — — — - - - ( '-- / ' - :-I-.------- - -a:- --- 1/r1/-1 \\$%jr)\ , 1," 293 701. 411 IV 20 IT 429 I . - \ \ \ \ \ \ \ \ \ l NOT P,— I \ \ \ '- , r / // c/ ,:-< _/ t4 / dl c 7- 11 / /i , ( 7 AS GRADED GEOLOGIC MAP or :.4c CARLSBAD, CALIFORNIA T. GEOCON G~Egy IF - - SEE SHEET NO. 7 A2 B U I L T' - - - ROGER BALL R.C. . DATE - . - - - - - - - - .flPECTOR DATE ET SH : - - - .- -- ___________ C1T ENGINEERING DEPARTMENT YOFCARLSBAD GRADING EROSION CONTROL NS FOR OF WORK Q NINER1CO. BENCH MARK RAN C C I L L 0 - - I - 49 20 0 40 so - _ DESCRIPTION. ST NT1.4E MONUMENT) VILLAGE •Q• p I C.T. 93-04 0.28 MILE N1.Y or PALOMAR - _...-.- GRAPHIC SCALE I4O - AIRPORT ROAD - — - - — - __________________________ ______ GamrKNTY - I •RECORD FROM. * OF SAN DI RIBOO - — - - — - - CITY ENGIN9 R.CE.23900 EXP.I2 DATE - - ROGER BALL RA-&-M78 DATE ( EGO 249 . -----BLC.__ PROJECT I.O. ON IC ND soad - - EXP.3/3I/98 ELEVATION 307.814 DAT L. - REVISION DESCRIPTION -- E CT-93-04 35O--6, PRELIMINARY NOT FOR 0NSTRUCTiON FINISH GRADE SHEAR KEY 3 AND 4 Qcf ORIGINAL GRADE ------------------- LOT 35 HEEL Td Qcf FINISH GRADE LOT 83 .----------.- -- Td ORIGINAL GRADE I VIA CONQUISTADOR ---I--- 1* ------a-- LOT 73 Qcf Td ins A" z 0 LU LU -_Qcf /....9! Td —QIs Z:._ 160' GEOCON 0 INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121?2974 PHONE 619 558.6900 - FAX 619 558.6159 PROJECT NO. 05845- 12- 01 FIGURE 6 DATE 06-03-1998 LEGEND Qof ........ COMPACTED FILL Qc ......... COLLUVIUM Qis ......... LANDSLIDE DEBRIS Td.........DELMAR FORMATION WATER TABLE - 260' - 220' 220 - 360 320 280 LOT 46 Qcf ------7---- CROSS-SECTIONS _A-A" SCALE: 1" = 40' (HORIZ. = VERT) U 400'- I \ Qis Qcf z\ (Liqj0 I- 360'- 2 > LU Td -A LU 320'- LU At I I300' - I Td Lu 220'- LU I. I I I RANCHO CARRILLO - VILLAGE Q -I CARLSBAD, CALIFORNIA IW45XA4 7 Td ZI II c.)I 1-280' I I 400'- z I Td Lu uj I 320'- I - B' RANCHO I PONCHO z 20' 0 F- < I Qcf -J 280'- w z I I 240'- 240' w Qcf -- 200'- z Td I - I I 160'- II 5845XA5 B,, - 280' VIA CONQUESTADOR - z 0 Ui -240' < --a---- j > Qcf — — 200' LEGEND Qof ....... COMPACTED FILL Qal. ....... COLLUVIUM Qis ......... LANDSLIDE DEBRIS Td.........DELMAR FORMATION WATER TABLE GE000N INCORPORATED GEOTECINICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 CROSS-SECTIONS B - B" PHONE 619 558-6900 - FAX 619 558-6159 PROJECT NO. 05845- 12- OIC SCALE: 1" = 40' (HORIZ. = VERT.) FIGURE 7 DATE 06-03-1998 Qcf Td SHEAR KEY 3 AND 4 Qcf BEDDING PLANE HEAR HEEL DRAIN FINISH GRADE Qcf ORIGINAL GRADE Td Qcf Td FINISH GRADE LOT 87 ORIGINAL GRADE fig Qlcf B 240' Qcf - 200' Qis Td -?------------ - ORIGINAL GRADE PASEO ESTABLO 11_if ±T Td LOT 69 Td RANCHO CARRILLO - VILLAGE Q - I CARLSBAD, CALIFORNIA B' 360' ( FINISH GRADE z 0I L RANCHO GANADERO '- I p [320. > I -J I w LOT 37 I w I RETAINING WALL 12 MIN. GROUND SURFACE ,f BACKFILL 3/4" CRUSHED 0 •0 •0 GRAVEL Q: 0 -•°: • ••'• .o- ___- 1_ MIRAFI 140 0 .o°• .• r FILTER FABRIC 2/3 H H 0 q .,,.0 . '. .• .: . •• 4 DIA PERFORATED .... ABS OR ADS PIPE -of.. NO. SCALE RETAINING WALL DRAIN DETAIL GE000 N 0 I N CO HPORATED GEOTEcHNICAL CONSULTANTS 6960 FLANDERS DRIVE- SAN DIEGO, CALIFORNIA 92121-2974 PHONE 619 558-6900 - FAX 619 558-6159 DBE IRSS DSK/G1YPD RE1WALL I VII-IXVRSS U RANCHO CARRILLO VILLAGE Q - I CARLSBAD, CALIFORNIA DATE 06-03-1998 PROJECT NO. 05845 -12- QIC FIG. 8 - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 2 04/14/97 VILLAGE Qi 3 04/14/97 VILLAGE Qi GYM J 4 04/14/97 VILLAGE Qi GYM J 5 04/15/97 VILLAGE Qi SHRKY 3&4 6 04/15/97 VILLAGE Qi SHRKY 3&4 7 04/15/97 VILLAGE Qi SHRKY 3&4 7A 04/15/97 VILLAGE Qi SHRKY 3&4 8 04/15/97 VILLAGE Qi SHRKY 3&4 9 04/15/97 VILLAGE Qi SHRKY 3&4 10 04/15/97 VILLAGE Qi SHRKY 3&4 11 04/16/97 VILLAGE Qi GYM J 12 04/16/97 VILLAGE Qi CYN J 13 04/16/97 VILLAGE Qi CYN J 14 04/16/97 VILLAGE Qi GYM 3 15 04/16/97 VILLAGE Qi GYM 3 16 04/16/97 VILLAGE Qi GYM 3 17 04/17/97 VILLAGE Qi CYN J 18 04/17/97 VILLAGE Qi SHRKY 3&4 19 04/17/97 VILLAGE Qi SHRKY 3&4 20 04/17/97 VILLAGE Qi GYM 3 21 04/17/97 VILLAGE Qi SHRKY 3&4 22 04/17/97 VILLAGE Qi SHRKY 3&4 23 04/17/97 VILLAGE Qi SHRKY 3&4 24 04/17/97 VILLAGE Qi GYM 3 Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pof) (%) (%) (%) 324 17 0 112.2 15.5 101.2 16.6 90 90 192 18 0 122.1 12.8 110.7 16.1 91 90 195 18 0 122.1 12.8 112.5 14.8 92 90 322 17 0 112.2 15.5 104.3 15.4 93 90 321 17 0 112.2 15.5 101.7 18.6 91 90 326 17 0 112.2 15.5 98.3 11.4 88 '90 326 17 0 112.2 15.5 103.0 15.9 92 90 331 17 0 112.2 15.5 101.4 18.3 90 90 327 17 0 112.2 15.5 103.2 16.6 92 90 330 17 0 112.2 15.5 102.8 15.2 92 90 200 17 0 112.2 15.5 103.2 16.2 92 90 203 17 0 112.2 15.5 104.0 15.8 93 90 208 17 0 112.2 15.5 103.6 15.6 92 90 210 23 0 126..0 10.3 117.5 14.6 93 90 214 23 0 126.0 10.3 118.9 13.6 94 90 216 17 0 112.2 15.5 107.2 15.9 96 90 218 23 0 126.0 10.3 115.4 10.9 92 90 333 24 0 117.4 13.9 107.3 14.8 91 90 p334 17 0 112.2 15.5 102.2 18.0 91 90 219 1 0 113.4 14.6 103.9 19.2 92 90 335 17 0 112.2 15.5 101.9 18.6 91 90 338 17 0 112.2 15.5 104.8 18.2 93 90 336 17 0 112.2 15.5 103.6 17.5 92 90 225 8 0 119.5 12.6 112.1 13.0 94 90 Mote: See last page of table for explanation of coded terms - - - M - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 25 04/18/97 VILLAGE Qi CYN J 26 04/18/97 VILLAGE Qi SHRKY 3&4 28 04/18/97 VILLAGE Qi CYN J 29 04/18/97 VILLAGE Q1 CYN J 30 04/18/97 VILLAGE Qi SHRKY 3&4 31 04/18/97 VILLAGE Qi SHRKY 3&4 32 04/18/97 VILLAGE Q1 CYN J 33 04/18/97 VILLAGE Qi CYN J 33A 04/18/97 VILLAGE Qi CYN J 34 04/18/97 VILLAGE Qi SHRKY 3&4 35 04/18/97 VILLAGE Qi SHRKY 3&4 36 04/21/97 VILLAGE Q1 CYN J 37 04/21/97 VILLAGE Qi CYN J 39 04/21/97 VILLAGE Qi SHRKY 3&4 40 04/21/97 VILLAGE Qi CYN J 42 04/21/97 VILLAGE Qi CYN J 43 04/21/97 VILLAGE Qi SHRKY 3&4 44 04/21/97 VILLAGE Qi CYN J 45 04/21/97 VILLAGE Q1 SHRKY 3&4 46 04/22/97 VILLAGE Qi CYN J 48 04/22/97 VILLAGE Q1 CYN J 49 04/22/97 VILLAGE Q1 CYN J 49A 04/22/97 VILLAGE Qi CYN J 50 04/22/97 VILLAGE Qi CYN J Elev. Plus Max. Opt. Field Field Field Req'd or 3/411 Dry Moist. Dry Moist. Rel. Re].. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 225 17 0 112.2 15.5 102.7 18.4 92 90 340 17 0 112.2 15.5 103.9 16.7 93 90 232 8 0 119.5 12.6 109.1 15.2 91 90 229 8 0 119.5 12.6 110.2 14.7 92 90 341 17 0 112.2 15.5 100.9 21.0 90 90 344 17 0 112.2 15.5 101.0 21.2 90 90 227 17 0 112.2 15.5 102.3 20.2 91 90 235 8 0 119.5 12.6 106.8 170 89 90 235 8 0 119.5 12.6 109.9 16.2 92 90 347 17 0 112.2 15.5 102.0 19.7 91 90 346 17 0 112.2 15.5 103.6 18.4 92 90 233 8 0 119.5 12.6 112.1 16.1 94 90 227 17 0 112.2 15.5 103.5 17.1 92 90 350 17 0 112.5 15.5 101.0 16.3 90 90 227 17 0 112.2 15.5 106.2 15.3 95 90 241 8 0 119.5 12.6 108.9 16.5 91 90 358 17 0 112.2 15.5 102.3 16.3 91 90 230 17 0 112.2 15.5 101.2 18.3 90 90 358 17 0 112.5 15.5 101.8 19.5 91 90 235 8 0 119.5 12.6 110.5 13.8 92 90 238 8 0 119.5 12.6 115.1 13.2 96 90 202 8 0 119.5 12.6 105.0 17.8 88 90 202 8 0 119.5 12.6 108.8 14.7 91 90 200 8 0 119.5 12.6 110.1 15.3 92 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 51 04/22/97 VILLAGE Ql CYN J 52 04/22/97 VILLAGE Ql SlIRKY 3&4 53 04/22/97 VILLAGE Ql CYN J 54 04/22/97 VILLAGE Ql SERKY 3&4 55 04/22/97 VILLAGE Ql CYN J 56 04/23/97 VILLAGE Ql CYN J 57 04/23/97 VILLAGE Ql CYN J 58 04/23/97 VILLAGE Ql CYN J 59 04/23/97 VILLAGE Ql 60 04/23/97 VILLAGE Ql 61 04/23/97 VILLAGE Ql 62 04/23/97 VILLAGE Ql 63 04/23/97 VILLAGE Ql 64 04/23/97 VILLAGE Ql 65 04/23/97 VILLAGE Ql 66 05/23/97 VILLAGE Qi 67 04/23/97 VILLAGE Ql 68 04/24/97 VILLAGE Ql 68A 04/24/97 VILLAGE Q1 69 04/24/97 VILLAGE Ql 70 04/24/97 VILLAGE Ql 71 04/24/97 VILLAGE Ql 72 04/24/97 VILLAGE Qi 73 04/24/97 VILLAGE Ql Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 241 17 0 112.2 15.5 102.7 18.1 92 90 368 17 0 112.2 15.5 102.0 17.4 91 90 207 8 0 119.5 12.6 111.8 16.0 94 90 375 17 0 112.2 15.5 104.4 15.4 93 90 185 17 0 112.2 15.5 103.0 15.6 92 90 212 17 0 112.2 15.5 103.3 21.2 92 90 189 17 0 112.2 15.5 102.5 19.5 91 90 210 17 0 112.2 15.5 101.7 19.3 91 90 208 17 0 112.2 15.5 101.3 15.1 90 90 213 17 0 112.2 15.5 102.6 20.0 91 90 225 14 0 105.0 19.8 97.5 24.7 93 90 212 8 0 119.5 12.6 108.3 15.6 91 90 223 17 0 112.2 15.5 102.6 18.4 91 90 220 8 0 119.5 12.6 111.0 14.9 93 90 218 17 0 112.2 15.5 104.7 17.6 93 90 216 8 0 119.5 12.6 109.7 15.0 92 90 225 17 0 112.2 15.5 103.6 17.3 92 90 243 8 0 119.5 12.6 104.2 10.1 87 90 243 8 0 119.5 12.6 107.8 12.5 90 90 219 17 0 112.2 15.5 101.2 16.2 90 90 224 17 0 112.2 15.5 102.0 17.2 91 90 227 17 0 112.2 15.5 103.6 16.8 92 90 229 17 0 112.2 15.5 104.4 16.4 93 90 224 17 0 112.2 15.5 101.0 15.5 90 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 74 04/24/97 VILLAGE Qi 76 04/25/97 VILLAGE Qi 77 04/25/97 VILLAGE Q1 78 04/25/97 VILLAGE Qi 80 04/25/97 VILLAGE Qi 81 04/25/97 VILLAGE Qi 83 04/28/97 VILLAGE Qi 86 04/28/97 VILLAGE Qi 88 04/28/97 VILLAGE Qi 89 04/28/97 VILLAGE Qi 93 04/29/97 VILLAGE Qi 94 04/29/97 VILLAGE Qi 95 04/29/97 VILLAGE Qi 96 04/29/97 VILLAGE .Q1 101 04/30/97 VILLAGE Qi 102 04/30/97 VILLAGE Qi 109 05/01/97 VILLAGE Qi 111 05/01/97 VILLAGE Qi 112 05/01/97 VILLAGE Qi 112A 05/01/97 VILLAGE Qi 113 05/01/97 VILLAGE Qi 113A 05/01/97 VILLAGE Qi 114 05/01/97 VILLAGE Qi 115 05/01/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Camp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 227 17 0 112.2 15.5 103.2 15.6 92 90 309 24 0 117.4 13.9 107.5 16.3 92 90 316 6 0 121.0 13.0 111.4 12.9 92 90 320 17 0 112.2 15.5 102.7 18.2 92 90 324 6 0 121.0 13.0 112.6 13.7 93 90 326 6 0 121.0 13.0 109.5 16.0 90 90 329 24 0 117.4 13.9 107.0 18.1 91 90 245 1 0 113.4 14.6 102.7 14.8 91 90 208 17 0 112.2 15.5 104.6 17.4 93 90 232 8 0 119.5 12.6 109.4 15.8 92 90 231 1 0 113.4 14.6 106.2 18.3 94 90 240 8 0 119.5 12.6 108.7 12.9 91 90 344 24 0 117.4 13.9 105.9 18.4 90 90 240 8 0 119.5 12.6 107.9 16.8 90 90 247 1 0 113.4 14.6 106.7 14.5 94 90 234 8 0 119.5 12.6 111.1 16.8 93 90 243 1 0 113.4 14.6 105.3 18.6 93 90 260 24 0 117.4 13.9 109.0 16.3 93 90 263 24 0 117.4 13.9 103.2 14.6 88 90 263 24 0 117.4 13.9 107.0 14.9 91 90 249 1 0 113.4 14.6 100.3 20.7 88 90 249 1 0 113.4 14.6 104.7 15.8 92 90 374 24 0 117.4 13.9 106.3 14.2 91 90 272 1 0 113.4 14.6 102.7 14.7 91 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 117 05/01/97 VILLAGE Qi 120 05/02/97 VILLAGE Qi 121 05/02/97 VILLAGE Qi 123 05/02/97 VILLAGE Qi 124 05/02/97 VILLAGE Qi 126 05/02/97 VILLAGE Qi 128 05/02/97 VILLAGE Qi 129 05/02/97 VILLAGE Qi 133 05/05/97 VILLAGE Qi 135 05/05/97 VILLAGE Qi 136 05/05/97 VILLAGE Q1 139 05/05/97 VILLAGE Qi 139A 05/05/97 VILLAGE Qi 141 05/05/97 VILLAGE Qi 143 05/06/97 VILLAGE Qi 144 05/06/97 VILLAGE Qi 146 05/06/97 VILLAGE Q1 150 05/06/97 VILLAGE Qi 151 05/06/97 VILLAGE Qi 151A 05/06/97 VILLAGE Qi 152 05/06/97 VILLAGE Qi 152A 05/06/97 VILLAGE Qi 153 05/06/97 VILLAGE Qi 154 05/06/97 VILLAGE Qi SHRKY 3&4 Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 275 1 0 113.4 14.6 102.9 16.7 91 90 277 24 0 117.4 13.9 107.5 14.9 92 90 267 24 0 117.4 13.9 108.0 15.7 92 90 269 24 0 117.4 13.9 107.8 15.4 92 90 260 8 0 119.5 12.6 112.2 12.6 94 90 283 1 0 113.4 14.6 102.9 19.0 91 90 279 17 0 112.2 15.5 103.6 18.2 92 90 285 19 0 112.8 17.2 103.0 20.1 91 90 283 24 0 117.4 13.9 105.8 15.5 90 90 286 24 0 117.4 13.9 107.7 16.0 92 90 291 8 0 119.5 12.6 112.4 13.7 94 90 293 1 0 113.4 14.6 100.1 21.4 88 90 293 1 0 113.4 14.6 102.8 19.0 91 90 295 24 0 117.4 13.9 107.4 14.7 91 90 300 8 0 119.5 12.6 109.0 16.9 91 90 285 17 0 112.2 15.5 103.5 17.8 92 90 298 14 0 105.0 19.8 97.4 25.0 93 90 295 17 0 112.2 15.5 101.4 21.0 90 90 297 17 0 112.2 15.5 99.7 12.8 89 90 297 17 0 112.2 15.5 103.6 15.4 92 90 300 17 0 112.2 15.5 100.4 13.3 89 90 300 17 0 112.2 15.5 104.6 16.0 93 90 302 4 0 115.8 15.7 106.3 19.8 92 90 312 17 0 112.2 15.5 101.8 19.8 91 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 156 05/06/97 VILLAGE Qi 157 05/06/97 VILLAGE Qi 158 05/06/97 VILLAGE Qi 159 05/07/97 VILLAGE Qi 161 05/07/97 VILLAGE Qi 162 05/07/97 VILLAGE Qi 165 05/07/97 VILLAGE Qi 166 05/07/97 VILLAGE Qi 167 05/07/97 VILLAGE Qi 169 05/08/97 VILLAGE Qi 171 05/08/97 VILLAGE Qi 172 05/08/97 VILLAGE Qi 173 05/08/97 VILLAGE Qi 174 05/08/97 VILLAGE Qi 178 05/08/97 VILLAGE Qi 179 05/09/97 VILLAGE Qi 180 05/09/97 VILLAGE Qi 181 05/09/97 VILLAGE Q1 182 05/09/97 VILLAGE Ql 183 05/09/97 VILLAGE Qi 184 05/09/97 VILLAGE Qi 185 05/09/97 VILLAGE Qi 186 05/09/97 VILLAGE Qi 187 05/09/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel.. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 321 24 0 117.4 13.9 105.9 18.2 90 90 313 17 0 112.2 15.5 102.7 16.5 92 90 304 17 0 112.2 15.5 105.1 17.4 94 90 305 24 0 117.4 13.9 108.9 17.4 93 90 309 24 0 117.4 13.9 106.0 17.0 90 90 291 4 0 115.8 15.7 105.2 19.0 91 90 321 4 0 115.8 15.7 106.8 18.9 92 90 323 14 0 105.0 19.8 100.2 24.3 95 90 325 4 0 115.8 15.7 104.7 20.8 90 90 331 24 0 117.4 13.9 108.9 15.7 93 90 333 4 0 115.8 15.7 105.9 18.4 91 90 342 24 0 117.4 13.9 109.2 16.3 93 90 336 4 0 115.8 15.7 105.5 17.9 91 90 345 24 0 117.4 13.9 108.3 16.8 92 90 301 1 0 113.4 14.6 102.2 18.4 90 90 310 4 0 115.8 15.7 106.2 19.5 92 90 316 1 0 113.4 14.6 103.7 18.1 91 90 313 12 0 114.7 16.0 105.1 21.0 92 90 319 1 0 113.4 14.6 104.3 16.7 92 90 238 12 0 114.7 16.0 106.0 18.5 92 90 246 1 0 113.4 14.6 105.0 13.2 93 90 260 12 0 114.7 16.0 102.8 15.6 90 90 252 12 0 114.7 16.0 103.2 17.2 90 90 257 12 0 114.7 16.0 103.7 20.2 90 90 Note: See last page of table for explanation of coded terms - - M - ._ - - - - - M - - - - - - - - - Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 188 05/09/97 VILLAGE Qi 189 05/09/97 VILLAGE Qi 192 05/12/97 VILLAGE Qi 193 05/12/97 VILLAGE Q1 196 05/12/97 VILLAGE Q1 197 05/12/97 VILLAGE Qi 200 05/12/97 VILLAGE Q1 201 05/08/97 VILLAGE Qi 202 05/08/97 VILLAGE Qi 203 05/08/97 VILLAGE Qi 204 05/08/97 VILLAGE Qi 205 05/08/97 VILLAGE Qi 206 05/08/97 VILLAGE Qi 207 05/08/97 VILLAGE Qi 208 05/08/97 VILLAGE Qi 211 05/09/97 VILLAGE Q1 213 05/09/97 VILLAGE Qi 214 05/09/97 VILLAGE Qi 215 05/09/97 VILLAGE Qi SZ 225 05/12/97 VILLAGE Qi SZ 226 05/12/97 VILLAGE Qi 227 05/12/97 VILLAGE Q1 SZ 228 05/13/97 VILLAGE Qi 232 05/13/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Camp. (ft) No. (%) (pcf) (%) (pcf) 260 12 0 114.7 16.0 104.1 17.8 91 90 265 12 0 114.7 16.0 104.9 20.9 91 90 271 19 0 112.8 17.2 103.7 20.1 92 90 277 19 0 112.8 17.2 102.2 21.1 91 90 279 19 0 112.8 17.2 102.7 19.5 91 90 282 19 0 112.8 17.2 103.1 20.6 91 90 285 19 0 112.8 17.2 102.3 19.4 91 90 282 1 0 113.4 14.6 102.7 17.6 91 90 285 1 0 113.4 14.6 103.2 17.2 91 90 288 1 0 113.4 14.6 104.4 15.2 92 90 291 1 0 113.4 14.6 102.2 17.9 90 90 294 1 0 113.4 14.6 103.1 16.6 91 90 297 1 0 113.4 14.6 104.7 16.5 92 90 300 1 0 113.4 14.6 102.7 18.3 91 90 303 1 0 113.4 14.6 103.6 17.7 91 90 306 1 0 113.4 14.6 104.0 16.2 92 90 288 1 0 113.4 14.6 105.0 14.4 93 90 310 1 0 113.4 14.6 102.9 18.2 91 90 312 1 0 113.4 14.6 103.7 16.2 91 90 287 4 0 115.8 15.7 106.1 17.9 92 90 290 4 0 115.8 15.7 107.3 17.3 93 90 318 9 0 107.1 17.1 98.5 19.9 92 90 308 4 0 115.8 15.7 107.7 17.2 93 90 316 4 0 115.8 15.7 106.2 18.3 92 90 Nate: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 236 05/14/97 VILLAGE Qi 237 05/15/97 VILLAGE Qi 238 05/15/97 VILLAGE Qi 239 05/15/97 VILLAGE Qi 240 05/15/97 VILLAGE Qi 241 05/15/97 VILLAGE Qi 244 05/15/97 VILLAGE Qi 245 05/15/97 VILLAGE Qi 272 05/21/97 VILLAGE Qi 272A 05/21/97 VILLAGE Qi 273 05/21/97 VILLAGE Qi 274 05/21/97 VILLAGE Qi 279 05/21/97 VILLAGE Qi 280 05/21/97 VILLAGE Qi 283 05/22/97 VILLAGE Qi 284 05/22/97 VILLAGE Qi 284A 05/22/97 VILLAGE Qi 284B 05/28/97 VILLAGE Qi 301 05/12/97 VILLAGE Qi 302 05/13/97 VILLAGE Qi 303 05/13/97 VILLAGE Qi 304 05/13/97 VILLAGE Qi 305 05/13/97 VILLAGE Qi 305A 06/23/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 321 9 0 107.1 17.1 98.9 22.6 92 90 306 1 0 113.4 14.6 103.2 17.9 91 90 308 1 0 113.4 14.6 104.0 17.3 92 90 311 1 0 113.4 14.6 102.5 18.3 90 90 313 1 0 113.4 14.6 103.3 17.9 91 90 316 1 0 113.4 14.6 104.6 17.7 92 90 324 1 0 113.4 14.6 105.3 16.1 93 90 326 9 0 107.1 17.1 100.1 19.3 93 90 253 19 0 112.8 17.2 98.7 22.5 88 90 253 19 0 112.8 17.2 103.3 19.6 92 90 255 1 0 113.4 14.6 104.8 19.0 92 90 258 1 0 113.4 14.6 105.3 17.6 93 90 261 1 0 113.4 14.6 104.4 18.5 92 90 265 1 0 113.4 14.6 103.5 19.2 91 90 268 1 0 113.4 14.6 105.8 20.3 93 90 272 12 0 114.7 16.0 101.0 24.8 88 90 272 12 0 114.7 16.0 99.8 25.6 87 90 272 12 0 114.7 16.0 103.9 19.5 91 90 288 20 0 114.3 14.9 106.3 18.2 93 90 292 1 0 113.4 14.6 104.5 18.2 92 90 297 4 0 115.8 15.7 104.2 19.5 90 90 302 30 0 116.8 14.8 106.2 16.0 91 90 307 4 0 115.8 15.7 100.7 22.2 87 90 307 4 0 115.8 15.7 104.7 17.8 90 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 323 05/22/97 VILLAGE Qi 324 05/22/97 VILLAGE Qi 325 05/22/97 VILLAGE Q1 326 05/22/97 VILLAGE Qi 327 05/22/97 VILLAGE Qi 328 05/22/97 VILLAGE Qi 329 05/22/97 VILLAGE Qi 330 05/22/97 VILLAGE Qi 331 05/22/97 VILLAGE Q1 331A 05/22/97 VILLAGE Q1 332 05/22/97 VILLAGE Q1 333 05/23/97 VILLAGE Qi 334 05/23/97 VILLAGE Qi 335 05/23/97 VILLAGE Qi 336 05/23/97 VILLAGE Qi 336A 05/23/97 VILLAGE Qi 337 05/23/97 VILLAGE Ql 338 05/23/97 VILLAGE Qi 339 05/27/97 VILLAGE Qi 340 05/27/97 VILLAGE Qi 341 05/27/97 VILLAGE Qi 342 05/27/97 VILLAGE Qi 343 05/27/97 VILLAGE Qi 344 05/27/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Camp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 197 24 0 117.4 13.9 107.1 16.7 91 90 200 1 0 113.4 14.6 103.3 17.5 91 90 198 24 0 117.4 13.9 109.6 17.7 93 90 205 8 0 119.5 12.6 110.2 17.0 92 90 208 24 0 117.4 13.9 108.5 16.9 92 90 210 24 0 117.4 13.9 106.9 19.1 91 90 212 24 0 117.4 13.9 108.4 17.0 92 90 213 20 0 114.3 14.9 105.7 19.1 92 90 214 20 0 114.3 14.9 100.2 14.2 88 90 214 20 0 114.3 14.9 103.0 15.2 90 90 214 20 0 114.3 14.9 106.7 16.2 93 90 217 20 0 114.3 14.9 107.0 16.3 94 90 220 20 0 114.3 14.9 105.5 17.1 92 90 218 24 0 117.4 13.9 107.0 16.4 91 90 224 20 0 114.3 14.9 98.4 25.7 86 90 224 20 0 114.3 14.9 103.1 20.3 90 90 227 20 0 114.3 14.9 105.0 17.3 92 90 210 24 0 117.4 13.9 108.9 18.6 93 90 215 20 0 114.3 14.9 103.6 19.4 91 90 235 20 0 114.3 14.9 104.4 18.2 91 90 200 24 0 117.4 13.9 108.0 18.6 92 90 209 20 0 114.3 14.9 105.6 17.4 92 90 213 20 0 114.3 14.9 105.0 17.0 92 90 215 20 0 114.3 14.9 106.2 19.0 93 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 345 05/27/97 VILLAGE Q1 346 05/27/97 VILLAGE Qi 347 05/27/97 VILLAGE Q1 348 05/28/97 VILLAGE Qi 349 05/28/97 VILLAGE Qi 349A 05/28/97 VILLAGE Qi 350 05/28/97 VILLAGE Qi 351 05/28/97 VILLAGE Qi 352 05/28/97 VILLAGE Qi 353 05/28/97 VILLAGE Qi 354 05/28/97 VILLAGE Qi 355 05/29/97 VILLAGE Qi 356 05/29/97 VILLAGE Qi 357 05/29/97 VILLAGE Qi 357A 05/29/97 VILLAGE Qi 358 05/29/97 VILLAGE Qi 359 05/29/97 VILLAGE Qi 359A 05/29/97 VILLAGE Qi 360 05/29/97 VILLAGE Qi 361 05/29/97 VILLAGE Ql 362 05/29/97 VILLAGE Qi 363 05/29/97 VILLAGE Qi 364 05/29/97 VILLAGE Qi 365 05/30/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel.. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Camp. Camp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 222 12 0 114.7 16.0 103.8 19.4 90 90 228 12 0 114.7 16.0 104.4 19.7 91 90 239 20 0 114.3 14.9 105.6 16.9 92 90 218 20 0 114.3 14.9 106.2 17.0 93 90 226 12 0 114.7 16.0 102.2 18.4 89 90 226 12 0 114.7 16.0 104.5 18.0 91 90 224 20 0 114.3 14.9 107.3 15.5 94 90 242 20 0 114.3 14.9 103.3 19.0 90 90 227 20 0 114.3 14.9 107.3 15.9 94 90 232 24 0 117.4 13.9 110.0 14.9 94 90 245 24 0 117.4 13.9 109.1 15.2 93 90 233 20 0 114.3 14.9 106.3 16.2 93 90 246 12 0 114.7 16.0 107.7 17.5 94 90 228 1 0 113.4 14.6 98.4 14.6 87 90 228 1 0 113.4 14.6 102.8 15.0 91 90 235 12 0 114.7 16.0 105.6 18.4 92 90 236 12 0 114.7 16.0 98.7 14.2 86 90 236 12 0 114.7 16.0 103.8 15.5 90 90 231 12 0 114.7 16.0 103.3 19.4 90 90 242 12 0 114.7 16.0 104.1 19.6 91 90 240 12 0 114.7 16.0 103.4 16.3 90 90 246 12 0 114.7 16.0 103.2 15.8 90 90 248 1 0 113.4 14.6 102.9 18.6 91 90 251 12 0 114.7 16.0 104.7 20.5 91 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 366 05/30/97 VILLAGE Qi 367 05/30/97 VILLAGE Qi 367A 05/30/97 VILLAGE Qi 368 05/30/97 VILLAGE Qi 369 05/30/97 VILLAGE Qi 370 05/30/97 VILLAGE Qi 371 05/30/97 VILLAGE Qi 372 05/30/97 VILLAGE Qi 373 05/30/97 VILLAGE Qi 374 06/02/97 VILLAGE Qi 375 06/02/97 VILLAGE Qi 376 06/02/97 VILLAGE Qi 377 06/02/97 VILLAGE Qi 378 06/02/97 VILLAGE Ql 379 06/02/97 VILLAGE Qi 380 06/02/97 VILLAGE Qi 381 06/02/97 VILLAGE Qi 382 06/02/97 VILLAGE Qi 383 06/02/97 VILLAGE Qi 384 06/03/97 VILLAGE Qi 385 06/03/97 VILLAGE Qi 386 06/03/97 VILLAGE Qi 387 06/03/97 VILLAGE Qi 388 05/28/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Eel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 243 12 0 114.7 16.0 103.6 18.9 90 90 249 12 0 114.7 16.0 98.5 21.6 86 90 249 12 0 114.7 16.0 104.4 19.7 91 90 248 12 0 114.7 16.0 104.2 19.1 91 90 250 20 0 114.3 14.9 103.8 14.7 91 90 255 20 0 114.3 14.9 104.7 15.8 92 90 256 24 0 117.4 13.9 108.5 16.3 92 90 254 12 0 114.7 16.0 103.2 20.0 90 90 255 1 0 113.4 14.6 104.7 19:6 92 90 196 12 0 114.7 16.0 104.8 17.5 91 90 198 12 0 114.7 16.0 105.6 17.8 92 90 200 9 0 107.1 17.1 97.4 22.4 91 90 204 12 0 114.7 16.0 105.6 18.4 92 90 206 12 0 114.7 16.0 106.1 19.4 92 90 209 12 0 114.7 16.0 105.2 20.6 92 90 211 12 0 114.7 16.0 106.5 18.8 93 90 212 9 0 107.1 17.1 98.7 24.0 92 90 219 12 0 114.7 16.0 108.6 17.1 95 90 216 24 0 117.4 13.9 111.9 15.5 95 90 218 12 0 114.7 16.0 103.4 16.0 90 90 221 9 0 107.1 17.1 97.4 20.3 91 90 225 9 0 107.1 17.1 101.6 20.5 95 90 222 12 0 114.7 16.0 105.4 16.0 92 90 254 4 0 115.8 15.7 106.2 17.2 92 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4U Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Camp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) 389 06/03/97 VILLAGE Qi 226 20 0 114.3 14.9 105.3 14.9 92 90 390 06/03/97 VILLAGE Qi 217 20 0 114.3 14.9 105.8 14.8 93 90 391 06/03/97 VILLAGE Ql 227 20 0 114.3 14.9 106.7 14.7 93 90 392 06/03/97 VILLAGE Qi 221 20 0 114.3 14.9 108.2 13.9 95 90 393 06/03/97 VILLAGE Qi 233 17 0 112.2 15.5 103.7 17.6 92 90 394 06/03/97 VILLAGE Qi 225 17 0 112.2 15.5 104.3 18.1 93 90 395 06/03/97 VILLAGE Qi 220 20 0 114.3 14.9 103.2 18.4 90 90 396 06/04/94 VILLAGE Qi 237 12 0 114.7 16.0 106.3 20.1 93 90 397 06/04/97 VILLAGE Qi 240 20 0 114.3 14.9 106.8 16.3 93 90 398 06/04/97 VILLAGE Qi 232 17 0 112.2 15.5 103.9 18.7 93 90 399 06/04/97 VILLAGE Ql 233 17 0 112.2 15.5 98.4 17.6 88 90 399A 06/04/97 VILLAGE Qi 233 17 0 112.2 15.5 102.4 18.0 91 90 400 06/04/97 VILLAGE Qi 231 17 0 112.2 15.5 103.7 17.5 92 90 401 05/28/97 VILLAGE Qi 259 1 0 113.4 14.6 99.6 20.5 88 90 401A 05/28/97 VILLAGE Qi 259 1 0 113.4 14.6 105.8 18.9 93 90 402 05/28/97 VILLAGE Qi 262 4 0 115.8 15.7 104.5 20.1 90 90 403 05/28/97 VILLAGE Qi 267 14 0 105.0 19.8 97.4 23.1 93 90 404 05/28/97 VILLAGE Ql 271 1 0 113.4 14.6 102.6 16.7 90 90 405 05/28/97 VILLAGE Qi 276 12 0 114.7 16.0 106.1 17.6 93 90 406 05/29/97 VILLAGE Qi 279 12 0 114.7 16.0 104.2 21.3 91 90 407 05/29/97 VILLAGE Q1 284 4 0 115.8 15.7 101.4 22.8 88 90 407A 05/29/97 VILLAGE Qi 284 4 0 115.8 15.7 105.9 18.5 91 90 408 05/29/97 VILLAGE Qi 288 12 0 114.7 16.0 106.7 20.9 93 90 409 05/29/97 VILLAGE Q1 291 4 0 115.8 15.7 104.3 16.6 '90 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 410 05/29/97 VILLAGE Qi 411 05/30/97 VILLAGE Qi 412 05/30/97 VILLAGE Qi 413 05/30/97 VILLAGE Qi 414 05/30/97 VILLAGE Qi 415 05/30/97 VILLAGE Qi 416 05/30/97 VILLAGE Qi 420 05/30/97 VILLAGE Qi 423 06/02/97 VILLAGE Qi 424 06/02/97 VILLAGE Q1 425 06/02/97 VILLAGE Qi 426 06/02/97 VILLAGE Qi 428 06/02/97 VILLAGE Qi 429 06/03/97 VILLAGE Qi 430 06/03/97 VILLAGE Qi 431 06/03/97 VILLAGE Qi 431A 06/03/97 VILLAGE Qi 433 06/03/97 VILLAGE Q1 434 06/03/97 VILLAGE Qi 435 06/03/97 VILLAGE Qi 436 06/03/97 VILLAGE Qi 437 06/03/97 VILLAGE Qi 438 06/03/97 VILLAGE Qi 439 06/03/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Re].. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 296 4 0 115.8 15.7 107.1 20.2 92 90 270 9 0 107.1 17.1 98.5 22.5 92 90 263 9 0 107.1 17.1 97.3 25.0 91 90 276 9 0 107.1 17.1 100.6 20.6 94 90 266 9 0 107.1 17.1 99.1 22.7 93 90 262 9 0 107.1 17.1 100.2 22.3 94 90 267 4 0 115.8 15.7 105.2 19.4 91 90 278 4 0 115.8 15.7 104.7 22.3 90 90 270 9 0 107.1 17.1 98.3 21.0 92 90 274 9 0 107.1 17.1 100.1 .22.2 94 90 278 9 0 107.1 17.1 97.0 20.8 91 90 273 4 0 115.8 15.7 105.6 17.8 91 90 280 4 0 115.8 15.7 106.2 17.5 92 90 277 12 0 114.7 16.0 106.7 18.3 93 90 284 12 0 114.7 16.0 105.4 18.1 92 90 272 1 0 113.4 14.6 97.2 12.1 86 90 284 1 0 113.4 14.6 102.6 18.1 91 90 280 1 0 113.4 14.6 103.5 17.4 91 90 287 4 0 115.8 15.7 106.3 17.9 92 90 273 1 0 113.4 14.6 104.2 18.2 92 90 289 4 0 115.8 15.7 105.0 18.0 91 90 283 29 0 112.4 13.0 101.4 15.2 90 90 287 29 0 112.4 13.0 103.1 15.5 92 90 278 29 0 112.4 13.0 102.8 14.7 92 90 Note: See last page of table for explanation of coded terms - - - MM - MM - == - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 440 06/03/97 VILLAGE Qi 441 06/03/97 VILLAGE Qi 442 06/03/97 VILLAGE Qi 443 06/03/97 VILLAGE Qi 444 06/03/97 VILLAGE Qi 445 06/03/97 VILLAGE Qi 446 06/03/97 VILLAGE Qi 447 06/03/97 VILLAGE Qi 448 06/03/97 VILLAGE Qi 449 06/04/97 VILLAGE Qi 451 06/04/97 VILLAGE Qi 452 06/04/97 VILLAGE Qi 453 06/04/97 VILLAGE Qi 454 06/04/97 VILLAGE Qi 455 06/04/97 VILLAGE Qi 456 06/04/97 VILLAGE Qi 457 06/04/97 VILLAGE Qi 458 06/04/97 VILLAGE Qi 460 06/04/97 VILLAGE Qi 461 06/04/97 VILLAGE Qi 462 06/04/97 VILLAGE Qi 463 06/04/97 VILLAGE Qi 464 06/04/97 VILLAGE Qi 465 06/04/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/411 Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 290 29 0 112.4 13.0 104.4 15.6 93 90 280 29 0 112.4 13.0 102.5 14.9 91 90 282 29 0 112.4 13.0 101.7 15.6 91 90 287 29 0 112.4 13.0 103.5 15.1 92 90 285 29 0 112.4 13.0 102.6 15.3 91 90 292 29 0 112.4 13.0 102.4 14.8 91 90 289 29 0 112.4 13.0 103.9 15.2 92 90 282 9 0 107.1 17.1 99.8 18.3 93 90 276 9 0 107.1 17.1 97.2 17.9 91 90 280 19 0 112.8 17.2 101.9 19.3 90 90 274 4 0 115.8 15.7 105.3 17.9 91 90 276 4 0 115.8 15.7 105.6 18.4 91 90 277 9 0 107.1 17.1 100.1 19.7 94 90 279 4 0 115.8 15.7 107.2 16.7 93 90 279 9 0 107.1 17.1 98.0 19.6 92 90 281 30 0 116.8 14.8 105.7 16.2 91 90 283 12 0 114.7 16.0 105.9 18.1 92 90 285 12 0 114.7 16.0 107.3 17.8 94 90 287 12 0 114.7 16.0 104.3 19.3 91 90 291 29 0 112.4 13.0 103.6 15.4 92 90 295 29 0 112.4 13.0 102.3 15.7 91 90 286 9 0 107.1 17.1 97.2 19.5 91 90 289 12 0 114.7 16.0 106.2 18.2 93 90 291 1 0 113.4 14.6 102.7 17.3 91 90 Note: See last page of table for explanation of coded terms - - - MM - - == - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 466 06/05/97 VILLAGE Qi 467 06/05/97 VILLAGE Qi 468 06/05/97 VILLAGE Qi 469 06/05/97 VILLAGE Qi 470 06/05/97 VILLAGE Qi 471 06/05/97 VILLAGE Qi. 482 06/18/97 VILLAGE Qi 483 06/24/97 VILLAGE Qi 484 06/24/97 VILLAGE Qi 485 06/23/97 VILLAGE Qi 496 06/26/97 VILLAGE Qi 497 06/26/97 VILLAGE Qi 501 06/04/97 VILLAGE Qi 502 06/04/97 VILLAGE Q]. 503 06/04/97 VILLAGE Qi 504 06/04/97 VILLAGE Qi 505 06/05/97 VILLAGE Qi 506 06/05/97 VILLAGE Qi 507 06/05/97 VILLAGE Qi 508 06/05/97 VILLAGE Qi 509 06/05/97 VILLAGE Qi 510 06/05/97 VILLAGE Qi 511 06/05/97 VILLAGE Qi 512 06/05/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Camp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 293 9 0 107.1 17.1 100.9 17.5 94 90 291 26 0 120.0 12.6 110.5 13.1 92 90 292 12 0 114.7 16.0 106.2 18.1 93 90 293 1 0 113.4 14.6 102.7 16.0 91 90 295 26 0 120.0 12.6 114.0 12.9 95 90 295 31 0 115.8 13.4 105.3 16.7 91 90 295 9 0 107.1 17.1 99.6 19.4 93 90 312 29 0 112.4 13.0 100.9 17.1 90 90 302 29 0 112.4 13.0 102.1 16.0 91 90 301 9 0 107.1 17.1 99.7 19.8 93 90 303 24 0 117.4 13.9 107.5 13.5 92 90 304 2 0 115.0 14.8 106.2 19.3 92 90 233 9 0 107.1 17.1 98.6 22.6 92 90 231 17 0 112.2 15.5 102.1 20.0 91 90 232 17 0 112.2 15.5 103.8 20.9 93 90 234 9 0 107.1 17.1 101.4 21.8 95 90 239 17 0 112.2 15.5 102.4 19.9 91 90 234 17 0 112.2 15.5 103.6 19.2 92 90 240 20 0 114.3 14.9 107.6 16.0 94 90 237 9 0 107.1 17.1 98.2 24.6 92 90 234 9 0 107.1 17.1 96.7 19.9 90 90 236 9 0 107.1 17.1 99.4 24.2 93 90 241 17 0 112.2 15.5 105.0 18.5 94 90 239 9 0 107.1 17.1 100.6 23.6 94 90 Note: See last page of table for explanation of coded terms I - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 513 06/05/97 VILLAGE Q1 514 06/05/97 VILLAGE Qi 515 06/05/97 VILLAGE Ql 516 06/05/97 VILLAGE Qi 517 06/06/97 VILLAGE Qi 518 06/06/97 VILLAGE Qi 519 06/06/97 VILLAGE Qi 519A 06/06/97 VILLAGE Qi 520 06/06/97 VILLAGE Q1 521 06/06/97 VILLAGE Qi 522 06/06/97 VILLAGE Qi 523 06/06/97 VILLAGE Qi 523A 06/06/97 VILLAGE Qi 524 06/06/97 VILLAGE Qi 525 06/09/97 VILLAGE Qi 526 06/09/97 VILLAGE Qi 527 06/09/97 VILLAGE Qi 528 06/09/97 VILLAGE Qi 529 06/09/97 VILLAGE Qi 530 06/09/97 VILLAGE Qi 531 06/09/97 VILLAGE Qi 532 06/09/97 VILLAGE Qi 533 06/09/97 VILLAGE Qi 534 06/09/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/411 Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 240 17 0 112.2 15.5 104.8 17.9 93 90 244 9 0 107.1 17.1 98.7 23.6 92 90 242 9 0 107.1 17.1 99.0 22.9 92 90 243 17 0 112.2 15.5 102.8 20.1 92 90 246 17 0 112.2 15.5 102.2 20.5 91 90 246 17 0 112.2 15.5 103.6 19.8 92 90 210 9 0 107.1 17.1 94.3 22.6 88 90 210 9 0 107.1 17.1 100.0 23.0 93 90 214 9 0 107.1 17.1 99.2 21.8 93 90 229 20 0 114.3 14.9 103.2 13.8 90 90 238 17 0 112.2 15.5 102.5 19.0 91 90 233 17 0 112.2 15.5 99.4 13.6 89, 90 233 17 0 112.2 15.5 102.4 18.9 91 90 243 1 0 113.4 14.6 103.6 18.1 91 90 238 1 0 113.4 14.6 102.6 17.8 90 90 235 1 0 113.4 14.6 102.9 16.7 91 90 250 17 0 112.2 15.5 103.6 17.4 92 90 242 1 0 113.4 14.6 102.7 17.2 91 90 248 20 0 114.3 14.9 106.4 15.7 93 90 247 1 0 113.4 14.6 102.2 18.6 90 90 252 17 0 112.2 15.5 103.2 18.9 92 90 242 17 0 112.2 15.5 102.3 15.0 91 90 247 17 0 112.2 15.5 103.0 16.2 92 90 292 17 0 112.2 15.5 97.2 10.3 87 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-DiG (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 534A 06/09/97 VILLAGE Qi 535 06/09/97 VILLAGE Qi 536 06/10/97 VILLAGE Qi 537 06/10/97 VILLAGE Qi 537A 06/10/97 VILLAGE Qi 538 06/10/97 VILLAGE Qi 538A 06/10/97 VILLAGE Qi 539 06/10/97 VILLAGE Qi 540 06/10/97 VILLAGE Qi 541 06/10/97 VILLAGE Qi 542 06/10/97 VILLAGE Qi 543 06/10/97 VILLAGE Qi 544 06/10/97 VILLAGE Qi 545 06/10/97 VILLAGE Qi 546 06/10/97 VILLAGE Qi 547 06/11/97 VILLAGE Qi 548 06/11/97 VILLAGE Qi 549 06/11/97 VILLAGE Qi 550 06/11/97 VILLAGE Qi 551 06/11/97 VILLAGE Qi 552 06/11/97 VILLAGE Qi 553 06/11/97 VILLAGE Qi 554 06/11/97 VILLAGE Qi 555 06/11/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 292 17 0 112.2 15.5 103.6 15.9 92 90 298 17 0 112.2 15.5 104.0 17.2 93 90 250 17 0 112.2 15.5 102.0 15.8 91 90 270 17 0 112.2 15.5 98.3 13.0 88 90 270 17 0 112.2 15.5 103.5 15.9 92 90 306 17 0 112.2 15.5 97.6 12.1 87 90 306 17 0 112.2 15.5 101.4 15.3 90 90 251 17 0 112.2 15.5 100.9 15.5 90 90 253 17 0 112.2 15.5 102.8 16:7 92 90 296 17 0 112.2 15.5 101.6 17.2 91 90 255 9 0 107.1 17.1 96.5 22.5 90 90 314 17 0 112.2 15.5 103.4 15.8 92 90 279 17 0 112.2 15.5 103.5 17.2 92 90 260 9 0 107.1 17.1 99.2 24.1 93 90 310 17 0 112.2 15.5 103.7 17.8 92 90 282 17 0 112.2 15.5 102.1 18.6 91 90 260 9 0 107.1 17.1 96.5 23.6 90 90 315 17 0 112.2 15.5 104.0 16.6 93 90 308 17 0 112.2 15.5 102.1 17.8 91 90 322 17 0 112.2 15.5 103.5 17.1 92 90 318 17 0 112.2 15.5 101.8 19.0 91 90 292 17 0 112.2 15.5 102.5 18.6 91 90 312 17 0 112.2 15.5 101.3 16.7 90 90 254 9 0 107.1 17.1 100.2 22.9 94 90 Note: See last page of table for explanation of coded terms Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 556 06/12/97 VILLAGE Qi 557 06/12/97 VILLAGE Qi 558 06/12/97 VILLAGE Qi 559 06/12/97 VILLAGE Qi 560 06/12/97 VILLAGE Qi 561 06/12/97 VILLAGE Qi 562 06/12/97 VILLAGE Qi 563 06/12/97 VILLAGE Qi 564 06/12/97 VILLAGE Qi 565 06/13/97 VILLAGE Qi 566 06/13/97 VILLAGE Ql 567 06/13/97 VILLAGE Qi 568 06/13/97 VILLAGE Qi 569 06/13/97 VILLAGE Qi 570 06/13/97 VILLAGE Qi 571 06/16/97 VILLAGE Qi 572 06/16/97 VILLAGE Qi 573 06/16/97 VILLAGE Qi 574 06/16/97 VILLAGE Qi 575 06/16/97 VILLAGE Qi 576 06/16/97 VILLAGE Qi 577 06/16/97 VILLAGE Qi 578 06/16/97 VILLAGE Qi 579 06/16/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pef) (%) (pcf) (%) (%) (%) 257 25 0 112.2 17.0 104.5 22.1 93 90 259 25 0 112.2 17.0 103.3 21.4 92 90 260 25 0 112.2 17.0 101.0 22.0 90 90 261 20 0 114.3 14.9 106.9 19.5 94 90 262 17 0 112.2 15.5 101.6 17.3 91 90 264 20 0 114.3 14.9 105.9 16.5 93 90 265 17 0 112.2 15.5 104.2 16.7 93 90 267 25 0 112.2 17.0 101.3 22.6 90 90 268 25 0 112.2 17.0 102.6 20.0 91 90 270 20 0 114.3 14.9 105.6 19.8 92 90 269 20 0 114.3 14.9 106.7 16.5 93 90 270 20 0 114.3 14.9 104.5 19.0 91 90 271 20 0 114.3 14.9 105.6 18.7 92 90 267 20 0 114.3 14.9 106.0 18.2 93 90 269 20 0 114.3 14.9 105.3 18.0 92 90 272 20 0 114.3 14.9 103.9 16.7 91 90 273 20 0 114.3 14.9 106.2 17.5 93 90 274 20 0 114.3 14.9 105.8 18.7 93 90 277 17 0 112.2 15.5 102.7 18.4 92 90 275 20 0 114.3 14.9 106.8 19.2 93 90 277 17 0 112.2 15.5 101.7 19.6 91 90 276 23 0 126.0 10.3 115.8 14.2 92 90 278 17 0 112.2 15.5 103.6 17.2 92 90 278 23 0 126.0 10.3 114.7 15.8 91 90 Note: See last page of table for explanation of coded terms - - - = - - - - - - - - - - - - - - - Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 580 06/17/97 VILLAGE Qi 581 06/17/97 VILLAGE Qi 582 06/17/97 VILLAGE Qi 583 06/17/97 VILLAGE Qi 584 06/17/97. VILLAGE Qi 585 06/17/97 VILLAGE Qi 586 06/17/97 VILLAGE Qi 587 06/17/97 VILLAGE Qi 588 06/17/97 VILLAGE Q]. 589 06/17/97 VILLAGE Q]. 590 06/17/97 VILLAGE Qi 591 06/18/97 VILLAGE Qi 592 06/18/97 VILLAGE Qi 592A 06/18/97 VILLAGE Qi 593 06/18/97 VILLAGE Qi 594 06/18/97 VILLAGE Qi 595 06/18/97 VILLAGE Qi 596 06/18/97 VILLAGE Qi 597 06/18/97 VILLAGE Qi 598 06/18/97 VILLAGE Qi 599 06/18/97 VILLAGE Qi 599A 06/19/97 VILLAGE Qi 600 06/19/97 VILLAGE Qi 601 06/19/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4U Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 275 20 0 114.3 14.9 105.6 18.6 92 90 278 23 0 126.0 10.3 114.2 14.7 91 90 279 23 0 126.0 10.3 113.9 15.0 90 90 282 20 0 114.3 14.9 105.7 19.1 92 90 282 12 0 114.7 16.0 105.9 19.5 92 90 281 12 0 114.7 16.0 106.6 17.2 93 90 285 20 0 114.3 14.9 108.7 16.0 95 90 283 12 0 114.7 16.0 106.2 19.4 93 90 284 12 0 114.7 16.0 107.2 18.8 94 90 285 12 0 114.7 16.0 104.5 20.0 91 90 287 20 0 114.3 14.9 106.2 17.5 93 90 284 12 0 114.7 16.0 103.3 21.2 90 90 288 28 0 109.0 16.0 97.4 15.8 89 90 288 28 0 109.0 16.0 99.8 22.0 92 90 292 20 0 114.3 14.9 105.7 18.4 92 90 293 20 0 114.3 14.9 103.4 20.6 90 90 291 12 0 114.7 16.0 105.7 18.6 92 90 294 20 0 114.3 14.9 106.0 17.8 93 90 292 28 0 109.0 16.0 99.3 22.4 91 90 297 12 0 114.7 16.0 104.3 18.5 91 90 285 28 0 109.0 16.0 94.0 22.6 86 90 285 28 0 109.0 16.0 98.3 21.8 90 90 279 28 0 109.0 16.0 99.5 22.2 91 90 298 28 0 109.0 16.0 99.7 21.4 91 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 602 06/19/97 VILLAGE Qi 603 06/19/97 VILLAGE Qi 604 06/19/97 VILLAGE Qi 605 06/19/97 VILLAGE Qi 606 06/19/97 VILLAGE Qi 607 06/19/97 VILLAGE Qi 608 06/19/97 VILLAGE Qi 609 b6/19/97 VILLAGE Q1 610 06/19/97 VILLAGE Qi 610A 06/20/97 VILLAGE Qi 611 06/19/97 VILLAGE Qi 612 06/19/97 VILLAGE Qi 613 06/19/97 VILLAGE Qi 613A 06/20/97 VILLAGE Q1 614 06/19/97 VILLAGE Qi 614A 06/20/97 VILLAGE Qi 615 06/19/97 VILLAGE Qi 615A 06/20/97 VILLAGE Qi 616 06/20/97 VILLAGE Q1 617 06/20/97 VILLAGE Qi 618 06/20/97 VILLAGE Qi 619 06/20/97 VILLAGE Qi 620 06/20/97 VILLAGE Qi 621 06/20/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Camp. Comp. (ft) No. (%) (pcf) (%) (pcf) 288 28 0 109.0 16.0 100.1 19.0 92 90 281 12 0 114.7 16.0 105.8 18.4 92 90 283 28 0 109.0 16.0 99.3 18.5 91 90 289 12 0 114.7 16.0 105.8 17.4 92 90 285 12 0 114.7 16.0 106.3 17.6 93 90 295 28 0 109.0 16.0 100.6 18.5 92 90 297 28 0 109.0 16.0 98.5 18.2 90 90 298 28 0 109.0 16.0 101.3 17.6 93 90 277 1 0 113.4 14.6 97.2 11.1 86 90 277 1 0 113.4 14.6 104.5 17.1 92 90 299 12 0 114.7 16.0 105.0 18.8 92 90 294 12 0 114.7 16.0 106.3 18.5 93 90 296 1 0 113.4 14.6 100.1 12.0 88 90 296 1 0 113.4 14.6 103.8 18.0 92 90 302 1 0 113.4 14.6 99.4 11.6 88 90 302 1 0 113.4 14.6 104.7 17.7 92 90 250 34 0 115.2 13.4 100.6 11.0 87 90 250 34 0 115.2 13.4 104.9 17.2 91 90 302 31 0 115.8 13.4 105.2 17.4 91 90 304 31 0 115.8 13.4 106.5 17.0 92 90 306 29 0 112.4 13.0 104.4 15.6 93 90 304 29 0 112.4 13.0 102.7 16.9 91 90 252 34 0 115.2 13.4 105.0 12.8 91 90 250 34 0 115.2 13.4 100.3 11.9 87 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 621A 06/20/97 VILLAGE Ql 622 06/20/97 VILLAGE Q1 623 06/20/97 VILLAGE Qi 624 06/20/97 VILLAGE Ql 625 06/23/97 VILLAGE Q]. 626 06/23/97 VILLAGE Ql 627 06/23/97 VILLAGE Ql 628 06/23/97 VILLAGE Ql 629 06/23/97 VILLAGE Ql 630 06/23/97 VILLAGE Qi 631 06/23/97 VILLAGE Q1 632 06/23/97 VILLAGE Ql 633 06/23/97 VILLAGE Q1 634 06/23/97 VILLAGE Ql 635 06/23/97 VILLAGE Ql 636 06/23/97 VILLAGE Ql 637 06/23/97 VILLAGE Ql 638 06/23/97 VILLAGE Q1 639 06/23/97 VILLAGE Q1 640 06/23/97 VILLAGE Qi 641 06/23/97 VILLAGE Qi 642 06/23/97 VILLAGE Qi 643 06/23/97 VILLAGE Qi 644 06/23/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 250 34 0 115.2 13.4 106.7 15.2 93 90 308 29 0 112.4 13.0 103.8 16.4 92 90 251 34 0 115.2 13.4 105.9 14.7 92 90 306 29 0 112.4 13.0 103.8 15.0 92 90 310 29 0 112.4 13.0 100.9 15.4 90 90 308 29 0 112.4 13.0 103.4 14.9 92 90 280 29 0 112.4 13.0 101.3 15.4 90 90 282 32 0 116.8 14.3 107.1 16.8 92 90 286 32 0 116.8 14.3 105.9 15.6 91 90 311 29 0 112.4 13.0 104.7 13.3 93 90 288 29 0 112.4 13.0 101.5 16.2 90 90 291 29 0 112.4 13.0 103.2 15.8 92 90 310 29 0 112.4 13.0 102.7 16.8 91 90 294 29 0 112.4 13.0 103.6 15.7 92 90 298 29 0 112.4 13.0 102.3 16.0 91 90 296 29 0 112.4 13.0 104.1 15.4 93 90 300 29 0 112.4 13.0 103.2 16.1 92 90 303 29 0 112.4 13.0 103.5 15.8 92 90 300 31 0 115.8 13.4 106.4 16.5 92 90 250 32 0 116.8 14.3 113.3 16.5 97 90 250 32 0 116.8 14.3 107.1 17.4 92 90 252 32 0 116.8 14.3 113.4 17.2 97 90 251 32 0 116.8 14.3 110.9 18.3 95 90 251 32 0 116.8 14.3 104.9 18.3 90 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 645 06/23/97 VILLAGE Qi 646 06/24/97 VILLAGE Ql 646A 06/24/97 VILLAGE Ql 647 06/24/97 VILLAGE Ql 648 06/24/97 VILLAGE Ql 649 06/24/97 VILLAGE Ql 650 06/24/97 VILLAGE Ql 651 06/24/97 VILLAGE Ql 652 06/24/97 VILLAGE Ql - 653 06/24/97 VILLAGE Ql 654 06/25/97 VILLAGE Q1 655 06/25/97 VILLAGE Ql 656 06/25/97 VILLAGE Qi 657 06/25/97 VILLAGE Qi 658 06/25/97 VILLAGE Ql 659 06/25/97 VILLAGE Qi 660 06/25/97 VILLAGE Qi 661 06/25/97 VILLAGE Ql 662 06/25/97 VILLAGE Ql 663 06/25/97 VILLAGE Qi 664 06/25/97 VILLAGE Qi 665 06/25/97 VILLAGE Qi 666 06/25/97 VILLAGE Ql 667 06/25/97 VILLAGE Ql Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 260 32 0 116.8 14.3 108.9 17.9 93 90 298 32 0 116.8 14.3 103.4 11.5 89 90 298 32 0 116.8 14.3 104.7 14.2 90 90 305 28 0 109.0 16.0 99.2 19.4 91 90 303 28 0 109.0 16.0 100.3 18.2 92 90 313 28 0 109.0 16.0 100.6 19.5 92 90 307 27 0 114.4 15.1 106.9 17.2 93 90 304 28 0 109.0 16.0 98.7 19.3 91 90 313 27 0 114.4 15.1 105.1 17.6 92 90 309 27 0 114.4 15.1 106.5 18.0 93 90 306 28 0 109.0 16.0 101.3 18.4 93 90 311 9 0 107.1 17.1 100.4 19.5 94 90 313 9 0 107.1 17.1 97.3 20.2 91 90 266 1 0 113.4 14.6 104.5 16.0 92 90 319 1 0 113.4 14.6 105.2 17.1 93 90 269 1 0 113.4 14.6 103.9 16.8 92 90 314 27 0 114.4 15.1 106.7 17.2 93 90 315 31 0 115.8 13.4 107.0 15.7 92 90 312 31 0 115.8 13.4 107.9 16.0 93 90 254 32 0 116.8 14.3 112.4 18.0 96 90 257 32 0 116.8 14.3 110.9 17.7 95 90 260 32 0 116.8 14.3 105.3 18.1 90 90 318 31 0 115.8 13.4 106.5 16.3 92 90 323 32 0 116.8 14.3 108.7 16.8 93. 90 Note: See last page of table for explanation of coded terms - - - - - - - - - = - - - - - - - - - Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 668 06/25/97 VILLAGE Q1 669 06/25/97 VILLAGE Qi 670 06/25/97 VILLAGE Qi 671 06/25/97 VILLAGE Qi 672 06/25/97 VILLAGE Qi 673 06/26/97 VILLAGE Q1 674 06/26/97 VILLAGE Qi 675 06/26/97 VILLAGE Qi 676 06/26/97 VILLAGE Qi 677 06/26/97 VILLAGE Qi 678 06/26/97 VILLAGE Qi 678A 06/27/97 VILLAGE Qi 679 06/26/97 VILLAGE Qi 680 06/26/97 VILLAGE Qi 681 06/26/97 VILLAGE Qi 682 06/26/97 VILLAGE Qi 683 06/27/97 VILLAGE Qi 684 06/27/97 VILLAGE Q1 685 06/27/97 VILLAGE Qi 686 06/27/97 VILLAGE Qi 687 06/27/97 VILLAGE Qi 688 06/27/97 VILLAGE Qi 689 06/27/97 VILLAGE QI. 690 06/27/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/411 Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 321 32 0 116.8 14.3 107.9 16.2 92 90 326 40 0 114.2 15.6 109.1 15.7 96 90 260 34 0 115.2 13.4 103.9 15.8 90 90 255 34 0 115.2 13.4 104.7 17.5 91 90 255 34 0 115.2 13.4 105.2 16.8 91 90 325 32 0 116.8 14.3 106.1 16.9 91 90 253 34 0 115.2 13.4 103.9 16.0 90 90 315 30 0 116.8 14.8 106.5 17.3 91 90 317 30 0 116.8 14.8 105.7 18.4 90 90 265 34 0 115.2 13.4 105.1 14.8 91 90 269 34 0 115.2 13.4 102.1 13.7 89 90 269 34 0 115.2 13.4 106.0 15.1 92 90 327 34 0 115.2 13.4 107.4 15.1 93 90 315 32 0 116.8 14.3 108.5 17.0 93 90 298 32 0 116.8 14.3 105.8 15.4 91 90 291 30 0 116.8 14.8 106.7 16.3 91 90 315 27 . 0 114.4 15.1 102.9 17.3 90 90 317 9 0 107.1 17.1 100.3 20.5 94 90 307 32 0 116.8 14.3 107.1 16.2 92 90 300 30 0 116.8 14.8 105.8 18.9 91 90 234 30 0 116.8 14.8 108.5 15.8 93 90 236 9 0 107.1 17.1 99.8 20.6 93 90 238 19 0 112.8 17.2 102.4 19.6 91 90 240 34 0 115.2 13.4 103.9 17.2 90 90 Note: See last page of table for explanation of coded terms - - - - TEE - - M - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 691 06/27/97 VILLAGE Qi 692 06/27/97 VILLAGE Qi 693 06/27/97 VILLAGE Qi 694 06/27/97 VILLAGE Qi 695 06/27/97 VILLAGE Qi 696 06/30/97 VILLAGE Qi 697 06/30/97 VILLAGE Qi 698 06/30/97 VILLAGE Qi 699 06/30/97 VILLAGE Qi 700 06/30/97 VILLAGE Qi 701 06/26/97 VILLAGE Qi 705 06/27/97 VILLAGE Qi 706 06/28/97 VILLAGE Qi 706A 06/28/97 VILLAGE Qi 707 06/28/97 VILLAGE Qi 708 06/28/97 VILLAGE Qi 726 07/17/97 VILLAGE Qi 727 07/17/97 VILLAGE Qi 728 07/17/97 VILLAGE Qi ST 729 07/17/97 VILLAGE Q1 730 07/18/97 VILLAGE Qi 731 07/18/97 VILLAGE Qi 732 07/18/97 VILLAGE Q1 733 07/18/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rd. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 242 9 0 107.1 17.1 100.5 21.2 94 90 244 9 0 107.1 17.1 99.6 21.3 93 90 246 19 0 112.8 17.2 103.4 19.7 92 90 247 32 0 116.8 14.3 108.2 16.4 93 90 250 9 0 107.1 17.1 97.5 20.2 91 90 269 31 0 115.8 13.4 105.6 14.5 91 90 256 32 0 116.8 14.3 107.1 16.0 92 90 309 1 0 113.4 14.6 102.8 16.4 91 90 320 40 0 114.2 15.6 105.9 15.7 93 90 322 9 0 107.1 17.1 101.3 21.2 95 90 305 2 0 115.0 14.8 106.5 17.2 93 90 308 9 0 107.1 17.1 100.4 21.0 94 90 320 17 0 112.2 15.5 98.2 22.6 88 90 320 17 0 112.2 15.5 107.1 16.3 95 90 318 4 0 115.8 15.7 106.7 17.4 92 90 323 4 0 115.8 15.7 105.9 17.8 91 90 189 29 0 112.4 13.0 103.7 16.4 92 90 195 29 0 112.4 13.0 102.8 15.6 91 90 201 29 0 112.4 13.0 102.0 15.8 91 90 203 29 0 112.4 13.0 101.3 15.1 90 90 306 29 0 112.4 13.0 103.2 16.5 92 90 305 29 0 112.4 13.0 102.8 17.0 91 90 310 29 0 112.4 13.0 101.5 18.2 90 90 312 29 0 112.4 13.0 102.9 16.3 91 90 Note: See last page of table for explanation of coded terms - - - MM - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 734 07/18/97 VILLAGE Qi 735 07/21/97 VILLAGE Qi 736 07/21/97 VILLAGE Qi 737 07/21/97 VILLAGE Qi ST 738 07/21/97 VILLAGE Qi ST 738A 09/03/97 VILLAGE Qi ST 739 07/21/97 VILLAGE Qi ST 739A 01/02/98 VILLAGE Qi ST 740 07/21/97 VILLAGE Qi ST 741 07/21/97 VILLAGE Qi ST 741A 09/02/97 VILLAGE Qi 744 07/22/97 VILLAGE Qi 745 07/22/97 VILLAGE Qi 746 07/22/97 VILLAGE Qi 747 07/22/97 VILLAGE Qi 748 07/23/97 VILLAGE Qi 749 07/23/97 VILLAGE Qi 750 07/23/97 VILLAGE Qi 750A 07/23/97 VILLAGE Qi 751 07/23/97 VILLAGE Qi 752 07/23/97 VILLAGE Q1 753 07/23/97 VILLAGE Qi 801 06/30/97 VILLAGE Qi 802 06/30/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/411 Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Camp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 316 29 0 112.4 13.0 101.7 18.4 90 90 316 29 0 112.4 13.0 102.3 16.9 91 90 322 29 0 112.4 13.0 103.5 16.4 92 90 323 29 0 112.4 13.0 101.2 18.5 90 90 268 29 0 112.4 13.0 99.8 13.9 89 90 268 29 0 112.4 13.0 101.8 17.7 91 90 271 29 0 112.4 13.0 98.5 12.4 88 90 271 29 0 112.4 13.0 101.5 14.6 90 90 255 29 0 112.4 13.0 104.7 13.6 93 90 249 29 0 112.4 13.0 99.2 12.3 88 90 249 29 0 112.4 13.0 101.9 20.3 91 90 326 29 0 112.4 13.0 102.8 15.1 91 90 289 29 0 112.4 13.0 101.9 16.2 91 90 294 29 0 112.4 13.0 103.6 . 16.7 92 90 333 29 0 112.4 13.0 103.7 15.5 92 90 256 29 0 112.4 13.0 104.6 13.0 93 90 257 29 0 112.4 13.0 103.2 12.8 92 90 321 29 0 112.4 13.0 96.2 18.8 86 90 321 29 0 112.4 13.0 101.7 17.4 90 90 293 17 0 112.2 15.5 103.7 18.0 92 90 292 17 0 112.2 15.5 103.0 18.6 92 90 297 li 0 112.2 15.5 103.9 17.8 93 90 250 29 0 112.4 13.0 102.0 16.4 91 90 252 29 0 112.4 13.0 103.4 13.6 92 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 803 06/30/97 VILLAGE Qi 804 06/30/97 VILLAGE Qi 805 06/30/97 VILLAGE Qi 806 06/30/97 VILLAGE Ql 807 06/30/97 VILLAGE Qi 808 06/30/97 VILLAGE Qi 809 06/30/97 VILLAGE Qi 810 06/30/97 VILLAGE Qi 811 07/01/97 VILLAGE Qi 812 07/01/97 VILLAGE Qi 813 07/01/97 VILLAGE Qi 814 07/01/97 VILLAGE Qi 815 07/01/97 VILLAGE Qi 816 07/01/97 VILLAGE Qi 817 07/01/97 VILLAGE Qi 818 07/01/97 VILLAGE Qi 819 07/01/97 VILLAGE Q1 820 07/01/97 VILLAGE Qi 821 07/01/97 VILLAGE Qi 822 07/01/97 VILLAGE Q1 823 07/01/97 VILLAGE Qi 824 07/01/97 VILLAGE Qi 825 07/01/97 VILLAGE Qi 826 07/01/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/411 Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cant. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 255 29 0 112.4 13.0 102.7 15.2 91 90 259 40 0 114.2 15.6 106.3 16.1 93 90 262 34 0 115.2 13.4 103.9 17.2 90 90 319 34 0 115.2 13.4 105.7 13.5 92 90 265 29 0 112.4 13.0 103.8 15.0 92 90 267 27 0 114.4 15.1 104.1 17.8 91 90 270 29 0 112.4 13.0 101.9 16.7 91 90 272 40 0 114.2 15.6 106.2 15.3 93 90 274 28 0 109.0 16.0 100.6 18.9 92 90 276 28 0 109.0 16.0 99.3 19.2 91 90 326 34 0 115.2 13.4 106.0 16.1 92 90 323 28 0 109.0 16.0 100.4 18.9 92 90 329 31 0 115.8 13.4 106.8 15.6 92 90 332 34 0 115.2 13.4 105.1 15.7 91 90 325 40 0 114.2 15.6 103.7 17.2 91 90 328 40 0 114.2 15.6 105.8 17.5 93 90 276 40 0 114.2 15.6 102.4 18.0 90 90 278 34 0 115.2 13.4 105.7 15.9 92 90 330 34 0 115.2 13.4 103.6 12.8 90 90 332 40 0 114.2 15.6 105.1 17.3 92 90 280 30 0 116.8 14.8 106.7 15.6 91 90 334 40 0 114.2 15.6 104.9 16.7 92 90 274 30 0 116.8 14.8 108.9 14.6 93 90 277 30 0 116.8 14.8 107.4 14.9 92 90 Note: See last page of table. for explanation of coded terms I - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 827 07/02/97 VILLAGE Qi 827A 07/02/97 VILLAGE Qi 8273 07/03/97 VILLAGE Qi 828 07/02/97 VILLAGE Qi 829 07/02/97 VILLAGE Q1 830 07/02/97 VILLAGE Q1 831 07/02/97 VILLAGE Q1 832 07/02/97 VILLAGE Qi 833 07/02/97 VILLAGE Qi 834 07/02/97 VILLAGE Qi 835 07/02/97 VILLAGE Qi 835A 07/02/97 VILLAGE Qi 836 07/02/97 VILLAGE Qi 837 07/02/97 VILLAGE Qi 838 07/02/97 VILLAGE Qi 838A 07/03/97 VILLAGE Qi 839 07/02/97 VILLAGE Q1 840 07/02/97 VILLAGE Qi 841 07/02/97 VILLAGE Qi 842 07/02/97 VILLAGE Qi 843 07/03/97 VILLAGE Qi 843A 07/03/97 VILLAGE Qi 845 07/03/97 VILLAGE Qi 847 07/03/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Camp. Camp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 339 31 0 115.8 13.4 100.1 17.3 86 90 339 31 0 115.8 13.4 101.4 17.0 88 90 339 31 0 115.8 13.4 104.7 16.0 90 90 337 40 0 114.2 15.6 104.1 16.0 91 90 279 40 0 114.2 15.6 104.8 15.4 92 90 323 9 0 107.1 17.1 98.6 17.7 92 90 325 31 0 115.8 13.4 106.5 16.2 92 90 320 28 0 109.0 16.0 99.7 19.7 91 90 327 28 0 109.0 16.0 98.7 20.1 91 90 322 28 0 109.0 16.0 98.2 19.7 90 90 325 28 0 109.0 16.0 91.3 20.6 84 90 325 28 0 109.0 16.0 98.9 19.6 91 90 278 29 0 112.4 13.0 101.9 16.2 91 90 280 28 0 109.0 16.0 98.4 19.7 90 90 283 28 0 109.0 16.0 93.2 20.2 86 90 283 28 0 109.0 16.0 99.2 19.5 91 90 322 31 0 115.8 13.4 107.1 15.9 92 90 307 14 0 105.0 19.8 95.6 21.2 91 90 310 14 0 105.0 19.8 96.4 22.6 92 90 313 14 0 105.0 19.8 94.7 20.9 90 90 329 28 0 109.0 16.0 93.3 22.9 86 90 329 28 0 109.0 16.0 99.5 20.4 91 90 313 28 0 109.0 16.0 98.4 19.3 90 90 331 15 0 116.8 13.3 106.5 15.2 91 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 848 07/03/97 VILLAGE Qi 849 07/03/97 VILLAGE Qi 850 07/03/97 VILLAGE Qi 851 07/03/97 VILLAGE Qi 857 07/07/97 VILLAGE Qi 858 07/07/97 VILLAGE Q1 859 07/07/97 VILLAGE Qi 861 07/07/97 VILLAGE Qi 865 07/07/97 VILLAGE Qi 868 07/07/97 VILLAGE Qi 868A 07/17/97 VILLAGE Qi 869 07/07/97 VILLAGE Qi 870 07/07/97 VILLAGE Qi 874 07/08/97 VILLAGE Q1 878 07/08/97 VILLAGE Qi 880 07/08/97 VILLAGE Qi 888 07/09/97 VILLAGE Qi 891 07/09/97 VILLAGE Qi 896 07/09/97 VILLAGE Qi 898 07/09/97 VILLAGE Qi 899 07/09/97 VILLAGE Q1 900 07/09/97 VILLAGE Qi 901 07/09/97 VILLAGE Qi 902 07/10/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/41t Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Camp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 326 11 0 119.9 13.6 110.5 14.1 92 90 320 9 0 107.1 17.1 97.0 21.7 91 90 316 28 0 109.0 16.0 100.3 19.0 92 90 319 28 0 109.0 16.0 101.2 18.7 93 90 322 28 0 109.0 16.0 98.5 19.7 90 90 327 40 0 114.2 15.6 102.9 18.3 90 90 324 28 0 109.0 16.0 100.1 18.9 92 90 341 28 0 109.0 16.0 99.6 18.5 91 90 324 32 0 116.8 14.3 105.8 15.0 91 90 297 1 0 113.4 14.6 97.2 10.3 86 90 297 1 0 113.4 14.6 102.9 17.0 91 90 230 32 0 116.8 14.3 106.4 14.8 91 90 228 1 0 113.4 14.6 103.9 16.6 92 90 327 28 0 109.0 16.0 98.8 18.2 91 90 329 28 0 109.0 16.0 103.5 18.5 95 90 333 9 0 107.1 17.1 99.2 20.3 93 90 319 9 0 107.1 17.1 95.9 21.7 90 90 330 34 0 115.2 13.4 106.7 15.3 93 90 333 34 0 115.2 13.4 107.0 15.6 93 90 219 28 0 109.0 16.0 100.4 18.3 92 90 222 28 0 109.0 16.0 99.7 19.0 91 90 225 30 0 116.8 14.8 105.6 16.3 90 90 227 28 0 109.0 16.0 101.2 17.6 93 90 336 34 0 115.2 13.4 107.0 16.6 93 90 Note: See last page of table for explanation of coded terms Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/411 Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Camp. Camp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 905 07/10/97 VILLAGE Ql 331 31 0 115.8 13.4 99.7 17.2 86 90 905A 07/10/97 VILLAGE Qi 331 31 0 115.8 13.4 105.2 16.8 91 90 907 04/10/97 VILLAGE Ql 343 32 0 116.8 14.3 107.5 16.9 92 90 908 07/10/97 VILLAGE Qi 292 31 0 115.8 13.4 105.6 16.1 91 90 909 07/10/97 VILLAGE Ql 304 29 0 112.4 13.0 101.9 15.4 91 90 910 07/10/97 VILLAGE Ql 309 28 0 109.0 16.0 99.7 19.2 91 90 911 07/10/97 VILLAGE Ql 312 28 0 109.0 16.0 99.0 18.6 91 90 912 07/10/97 VILLAGE Ql 314 31 0 115.8 13.4 106.4 15.5 92 90 916 07/11/97 VILLAGE Ql 306 29 0 112.4 13.0 102.5 12.8 91 90 917 07/11/97 VILLAGE Ql 302 29 0 112.4 13.0 104.7 15.4 93 90 918 07/11/97 VILLAGE Ql 305 32 0 116.8 14.3 106.0 16.3 91 90 919 07/11/97 VILLAGE Ql 316. 28 0 109.0 16.0 98.2 19.6 90 90 920 07/11/97 VILLAGE Q1 306 29 0 112.4 13.0 103.7 15.8 92 90 922 07/11/97 VILLAGE Ql 231 29 0 112.4 13.0 105.0 16.3 93 90 923 07/11/97 VILLAGE Ql 233 29 0 112.4 13.0 103.7 15.7 92 90 924 07/11/97 VILLAGE Ql 230 28 0 109.0 16.0 100.1 18.5 92 90 937 07/14/97 VILLAGE Ql 305 29 0 112.4 13.0 102.6 17.1 91 90 938 07/14/97 VILLAGE Q1 298 29 0 112.4 13.0 101.8 16.7 91 90 941 07/14/97 VILLAGE Ql 312 28 0 109.0 16.0 98.6 18.8 90 90 942 07/14/97 VILLAGE Ql 315 28 0 109.0 16.0 99.2 19.1 91 90 943 07/14/97 VILLAGE Q1 314 28 0 109.0 16.0 100.5 18.9 92 90 944 07/14/97 VILLAGE Qi 317 28 0 109.0 16.0 97.6 19.3 90 90 945 07/14/97 VILLAGE Qi 234 29 0 112.4 13.0 103.3 15.9 92 90 946 07/14/97 VILLAGE Ql 236 28 0 109.0 16.0 100.7 18.2 92 90 Note: See last page of table for explanation of coded terms - - - - - - - - -. - - - --- --- - - - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 953 07/15/97 VILLAGE Qi 954 07/15/97 VILLAGE Qi 956 07/15/97 VILLAGE Qi 959 07/15/97 VILLAGE Qi 960 07/15/97 VILLAGE Qi 963 07/15/97 VILLAGE Qi 964 07/15/97 VILLAGE Qi 966 07/16/97 VILLAGE Qi 970 07/16/97 VILLAGE Qi 971 07/16/97 VILLAGE Qi 1010 07/22/97 VILLAGE Qi 1010A 07/22/97 VILLAGE Qi 1012 07/22/97 VILLAGE Qi 1024 07/24/97 VILLAGE Q1 1025 07/24/97 VILLAGE Qi 1038 07/25/97 VILLAGE Q1 1053 07/28/97 VILLAGE Q1 1085 07/30/97 VILLAGE Qi 1088 07/30/97 VILLAGE Qi 1089 07/30/97 VILLAGE Qi 1090 07/30/97 VILLAGE Qi PG 1145 08/26/97 VILLAGE Qi LOT 78 FG 1146 08/26/97 VILLAGE Qi LOT 79 PG 1147 08/26/97 VILLAGE Qi LOT 80 Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 312 40 0 114.2 15.6 103.7 18.3 91 90 319 1 0 113.4 14.6 104.8 16.9 92 90 318 29 0 112.4 13.0 101.0 17.6 90 90 320 14 0 105.0 19.8 96.9 22.5 92 90 323 14 0 105.0 19.8 98.3 21.8 94 90 326 28 0 109.0 16.0 101.3 19.2 93 90 328 28 0 109.0 16.0 100.0 18.7 92 90 282 28 0 109.0 16.0 99.7 17.0 91 90 286 28 0 109.0 16.0 99.9 17.4 92 90 289 28 0 109.0 16.0 100.2 18.7 92 90 314 29 0 112.4 13.0 97.8 14.7 87 90 314 29 0 112.4 13.0 101.7 15.1 90 90 318 29 0 112.4 13.0 101.5 15.3 90 90 298 28 0 109.0 16.0 98.9 16.8 91 90 305 28 0 109.0 16.0 100.3 18.0 92 90 308 28 0 109.0 16.0 99.2 18.9 91 90 313 28 0 109.0 16.0 98.5 19.7 90 90 311 28 0 109.0 16.0 102.1 16.8 94 90 313 4 0 115.8 15.7 107.3 17.6 93 90 295 4 0 115.8 15.7 106.1 15.2 92 90 298 4 0 115.8 15.7 108.8 14.9 94 90 255 32 0 116.8 14.3 108.1 10.1 93 90 252 32 0 116.8 14.3 105.9 13.0 91 90 252 34 0 115.2 13.4 109.1 16.1 95 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location PC 1148 08/26/97 VILLAGE Qi LOT 81 PG 1149 08/26/97 VILLAGE Qi LOT 82 FG 1150 08/26/97 VILLAGE Qi LOT 83 FG 1151 08/26/97 VILLAGE Qi LOT 84 FG 1152 08/26/97 VILLAGE Qi LOT 85 FG 1153 08/26/97 VILLAGE Qi LOT 86 FG 1154 08/26/97 VILLAGE Qi LOT 87 FG 1155 08/26/97 VILLAGE Qi LOT 88 PG 1156 08/26/97 VILLAGE Qi LOT 89 FG 1157 08/26/97 VILLAGE Qi LOT 90 FG 1158 08/26/97 VILLAGE Qi LOT 91 PG 1159 08/26/97 VILLAGE Qi LOT 92 FG 1160 08/26/97 VILLAGE Qi LOT 93 FG 1161 08/26/97 VILLAGE Qi LOT 94 FG 1162 08/26/97 VILLAGE Qi LOT 95 FG 1163 08/27/97 VILLAGE Qi LOT 99 FG 1164 08/27/97 VILLAGE Qi LOT 98 FG 1165 08/27/97 VILLAGE Qi LOT 97 PG 1166 08/27/97 VILLAGE Qi LOT 96 FG 1167 08/27/97 VILLAGE Qi LOT 100 FG 1168 08/27/97 VILLAGE Qi LOT 101 FG 1169 08/27/97 VILLAGE Q1 LOT 102 FG 1170 08/27/97 VILLAGE Qi LOT 31 FG 1171 08/27/97 VILLAGE Qi LOT 30 Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 252 32 0 116.8 14.3 109.4 11.8 94 90 265 32 0 116.8 14.3 111.6 14.3 96 90 266 32 0 116.8 14.3 110.3 8.7 94 90 263 32 0 116.8 14.3 112.8 8.7 97 90 259 32 0 116.8 14.3 113.7 7.9 97 90 256 34 0 115.2 13.4 107.5 6.9 93 90 253 34 0 115.2 13.4 106.1 10.4 92 90 251 32 0 116.8 14.3 111.8 7.4 96 90 251 29 0 112.4 13.0 105.7 9.1 94 90 252 32 0 116.8 14.3 110.4 9.8 95 90 255 34 0 115.2 13.4 108.1 9.4 94 90 257 34 0 115.2 13.4 111.6 8.9 97 90 260 29 0 112.4 13.0 103.7 13.6 92 90 263 29 0 112.4 13.0 105.7 10.8 94 90 267 32 0 116.8 14.3 107.8 9.8 92 90 281 40 0 114.2 15.6 105.3 11.8 92 90 277 40 0 114.2 15.6 107.7 10.8 94 90 274 6 0 121.0 13.0 112.7 12.0 93 90 271 6 0 121.0 13.0 111.4 7.7 92 90 282 6 0 121.0 13.0 112.9 7.3 93 90 284 40 0 114.2 15.6 106.5 9.6 93 90 286 40 0 114.2 15.6 107.2 13.3 94 90 327 40 0 114.2 15.6 104.9 10.9 92 90 330 40 0 114.2 15.6 105.4 10.0 92 90 Note: See last page of table for explanation of coded terms I = - - - MM - - - MM - - = = MM = Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location FG 1172 08/27/97 VILLAGE Qi LOT 29 FG 1173 08/27/97 VILLAGE Qi LOT 28 FG 1174 08/27/97 VILLAGE Qi LOT 27 FG 1175 08/27/97 VILLAGE Qi LOT 26 FG 1176 08/27/97 VILLAGE Qi LOT 25 FG 1177 08/27/97 VILLAGE Qi LOT 24 FG 1178 08/27/97 VILLAGE Qi LOT 23 FG 1179 08/27/97 VILLAGE Qi LOT 22 FG 1180 08/27/97 VILLAGE Qi LOT 21 FG 1181 08/27/97 VILLAGE Qi LOT 1 FG 1182 08/27/97 VILLAGE Qi LOT 2 FG 1183 08/27/97 VILLAGE Q1 LOT 3 FG 1184 08/27/97 VILLAGE Qi LOT 4 ST 1185 08/27/97 VILLAGE Qi LOT 39 ST 1185A 08/28/97 VILLAGE Qi LOT 39 ST 1186 08/27/97 VILLAGE Q1 LOT 39 ST 1187 08/27/97 VILLAGE Qi LOT 39 ST 1188 08/27/97 VILLAGE Qi LOT 79 ST 1188A 08/28/97 VILLAGE Qi LOT 79 ST 1189 08/27/97 VILLAGE Qi LOT 81 ST 1190 08/27/97 VILLAGE Qi LOT 81 ST 1191 08/27/97 VILLAGE Qi LOT 79 ST 1191A 08/28/97 VILLAGE Qi LOT 79 1192 09/02/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 331 40 0 114.2 15.6 103.5 11.8 91 90 332 40 0 114.2 15.6 108.3 11.2 95 90 333 40 0 114.2 15.6 109.1 12.0 96 90 333 6 0 121.0 13.0 112.9 9.4 93 90 334 6 0 121.0 13.0 115.0 11.0 95 90 355 40 0 114.2 15.6 103.7 14.0 91 90 336 40 0 114.2 15.6 102.7 18.3 90 90 336 40 0 114.2 15.6 102.8 16.2 90 90 337 40 0 114.2 15.6 102.7 16.0 90 90 323 40 0 114.2 15.6 105.9 10.3 93 90 320 40 0 114.2 15.6 107.8 9.1 94 90 316 40 0 114.2 15.6 106.1 12.4 93 90 311 6 0 121.0 13.0 111.1 13.9 92 90 324 29 0 112.4 13.0 99.5 13.4 89 90 324 29 0. 112.4 13.0 103.0 11.3 92 90 314 29 0 112.4 13.0 110.0 12.9 98 90 322 29 0 112.4 13.0 103.7 12.7 92 90 246 29 0 112.4 13.0 98.5 16.6 88 90 246 29 0 112.4 13.0 101.4 15.8 90 90 248 29 0 112.4 13.0 103.9 18.6 92 90 243 29 0 112.4 13.0 100.9 14.8 90 90 224 29 0 112.4 13.0 97.1 11.2 86 90 224 29 0 112.4 13.0 100.9 16.4 90 90 255 29 0 112.4 13.0 103.6 14.2 9.2 90 Note: See last page of table for explanation of coded terms - --- - - - - - - = - - - - - - - . Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 1193 09/02/97 VILLAGE Qi 1194 09/02/97 VILLAGE Qi SZ 1195 09/03/97 VILLAGE Qi SZ 1199 09/04/97 VILLAGE Qi 1269 08/11/97 VILLAGE Qi 1274 08/11/97 VILLAGE Qi 1279 08/11/97 VILLAGE Qi 1280 08/11/97 VILLAGE Qi .1281 08/11/97 VILLAGE Qi 1282 08/11/97 VILLAGE Qi 1287 08/12/97 VILLAGE Qi 1288 08/12/97 VILLAGE Qi 1289 08/12/97 VILLAGE Qi 1291 08/12/97 VILLAGE Qi 1294 08/12/97 VILLAGE Qi 1296 08/12/97 VILLAGE Qi 1301 08/12/97 VILLAGE Qi 1302 08/12/97 VILLAGE Qi 1317 08/14/97 VILLAGE Qi 1320 08/14/97 VILLAGE Qi 1363 08/19/97 VILLAGE Qi 1364 08/19/97 VILLAGE Qi 1373 08/21/97 VILLAGE Qi 1373A 08/28/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) 263 29 0 112.4 13.0 104.6 13.8 93 90 263 29 0 112.4 13.0 102.7 14.5 91 90 344 40 0 114.2 15.6 103.8 15.5 91 90 352 40 0 114.2 15.6 106.2 16.1 93 90 309 34 0 115.2 13.4 105.6 14.2 92 90 300 34 0 115.2 13.4 106.2 14.1 92 90 304 29 0 112.4 13.0 103.7 15.4 92 90 307 29 0 112.4 13.0 101.0 16.3 90 90 329 29 0 112.4 13.0 102.7 13.7 91 90 335 34 0 115.2 13.4 105.9 15.7 92 90 313 34 0 115.2 13.4 106.4 16.1 92 90 320 32 0 116.8 14.3 105.9 16.7 91 90 316 29 0 112.4 13.0 104.6 15.9 93 90 326 9 0 107.1 17.1 98.3 19.7 92 90 318 29 0 112.4 13.0 104.3 15.8 93 90 323 16 0 114.2 16.3 102.7 18.3 90 90 327 29 0 112.4 13.0 101.8 15.7 91 90 331 34 0 115.2 13.4 106.4 15.6 92 90 336 29 0 112.4 13.0 102.5 13.0 91 90 333 29 0 112.4 13.0 101.5 16.4 90 90 340 40 0 114.2 15.6 104.7 15.8 92 90 300 29 0 112.4 13.0 103.7 15.4 92 90 260 34 0 115.2 13.4 101.4 10.0 88 90 260 34 0 115.2 13.4 102.6 10.2 89 90 Note: See last page of table for explanation of coded terms - - - - - = - - - - - - - - - - - _ Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 13733 08/28/97 VILLAGE Qi 1386 08/25/97 VILLAGE Qi FG 1387 08/26/97 VILLAGE Qi LOT 39 FG 1388 08/26/97 VILLAGE Qi LOT 40 FG 1389 08/26/97 VILLAGE Qi LOT 41 FG 1390 08/26/97 VILLAGE Qi LOT 42 FG 1391 08/26/97 VILLAGE Qi LOT 43 FG 1392 08/26/97 VILLAGE Qi LOT 44 FG 1393 08/26/97 VILLAGE Qi LOT 45 FG 1394 08/26/97 VILLAGE Qi LOT 46 FG 1395 08/26/97 VILLAGE Qi LOT 47 FG 1396 08/26/97 VILLAGE Qi LOT 48 FG 1397 08/26/97 VILLAGE Q1 LOT 49 FG 1398 08/26/97 VILLAGE Qi LOT 50 FG 1399 08/26/97 VILLAGE Qi LOT 51 FG 1400 08/26/97 VILLAGE Qi LOT 52 FG 1401 08/26/97 VILLAGE Qi LOT 53 FG 1402 08/26/97 VILLAGE Qi LOT 54 FG 1403 08/26/97 VILLAGE Qi LOT 55 FG 1404 08/26/97 VILLAGE Qi LOT 56 FG 14.05 08/26/97 VILLAGE Q1 LOT 57 ST 1406 08/28/97 VILLAGE Qi ST 1407 08/28/97 VILLAGE Qi FG 1408 08/28/97 VILLAGE Ql LOT 58 Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 260 34 0 115.2 13.4 105.6 14.8 92 90 .333 29 0 112.4 13.0 101.5 16.1 90 90 324 34 0 115.2 13.4 105.2 11.8 91 90 327 34 0 115.2 13.4 108.9 12.0 95 90 329 29 0 112.4 13.0 106.1 12.4 94 90 330 34 0 115.2 13.4 109.1 11.8 95 90 330 34 0 115.2 13.4 108.5 13.6 94 90 330 29 0 112.4 13.0 104.0 12.1 93 90 329 34 0 115.2 13.4 108.3 11.0 94 90 328 29 0 112.4 13.0 105.1 14.6 94 90 326 34 0 115.2 13.4 108.8 12.3 94 90 323 34 0 115.2 13.4 107.1 11.4 93 90 321 34 0 115.2 13.4 109.3 12.7 95 90 318 29 0 112.4 13.0 103.9 13.2 92 90 316 40 0 114.2 15.6 107.8 11.1 94 90 313 40 0 114.2 15.6 106.0 10.5 93 90 309 34 0 115.2 13.4 109.6 13.4 95 90 307 34 0 115.2 13.4 107.9 12.3 94 90 306 34 0 115.2 13.4 108.1 11.4 94 90 305 40 0 114.2 15.6 109.7 10.3 96 90 304 34 0 115.2 13.4 108.4 10.1 94 90 308 27 0 114.4 15.1 103.2 14.3 90 90 313 27 01 114.4 15.1 103.3 13.1 90 90 303 24 0 117.4 13.9 105.8 12.8 90 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - = Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location FG 1409 08/28/97 VILLAGE Ql LOT 59 FG 1410 09/28/97 VILLAGE Ql LOT 60 FG 1411 08/28/97 VILLAGE Qi LOT 61 FG 1412 08/28/97 VILLAGE Ql LOT 62 1413 08/28/97 VILLAGE Ql 1414 08/28/97 VILLAGE Ql 1414A 08/28/97 VILLAGE Qi 1414B 08/28/97 VILLAGE Ql ST 1415 08/28/97 VILLAGE Ql ST 1416 08/29/97 VILLAGE Ql ST 1417 08/29/97 VILLAGE Ql ST 1418 08/29/97 VILLAGE Ql ST 1419 08/29/97 VILLAGE Ql ST 1420 08/30/97 VILLAGE Ql LOT 81 ST 1421 08/30/97 VILLAGE Qi LOT 56 ST 1422 08/30/97 VILLAGE Qi LOT 59 ST 1423 08/30/97 VILLAGE Qi LOT 62 ST 1424 08/30/97 VILLAGE Qi T POLE ST 1425 08/30/97 VILLAGE Ql LOT 93 ST 1426 08/30/97 VILLAGE Ql LOT 92 ST 1427 08/30/97 VILLAGE Qi LOT 87 ST 1428 09/03/97 VILLAGE Ql LOT 83 ST 1429 09/03/97 VILLAGE Qi LOT 95 1430 08/28/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 303 24 0 117.4 13.9 106.7 13.5 91 90 302 24 0 117.4 13.9 106.2 13.2 90 90 301 16 0 114.2 16.3 105.3 15.0 92 90 300 16 0 114.2 16.3 107.0 14.7 94 90 263 29 0 112.4 13.0 106.5 13.9 95 90 257 1 0 113.4 14.6 100.2 10.5 88 90 257 1 0 113.4 14.6 99.7 11.1 88 90 257 1 0 113.4 14.6 104.2 15.9 92 90 312 20 0 114.3 14.9 105.7 14.1 92 90 317 34 0 115.2 13.4 106.5 16.3 92 90 321 20 0 114.3 14.9 103.1 17.2 90 90 313 20 0 114.3 14.9 104.6 16.8 92 90 295 20 0 114.3 14.9 103.9 17.2 91 90 227 20 0 114.3 14.9 107.0 14.1 94 90 298 29 0 112.4 13.0 101.4 15.3 90 90 294 29 0 112.4 13.0 100.8 18.5 90 90 296 29 0 112.4 13.0 103.5 11.6 92 90 225 29 0 112.4 13.0 100.9 16.8 90 90 236 29 0 112.4 13.0 101.0 18.2 90 90 253 29 0 112.4 13.0 100.9 15.9 90 90 234 29 0 112.4 13.0 102.1 13.2 91 90 249 20 0 114.3 14.9 103.2 16.1 90 90 254 20 0 114.3 14.9 102.9 15.8 90 90 253 34 0 115.2 13.4 100.0 8.6 87 90 Note: See last page of table for explanation of coded terms - - - - - - - - M - - - - - - M - ._ - Project No. 05845-12-01C (C) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location 1430A 08/28/97 VILLAGE Q1 1431 08/28/97 VILLAGE Qi 1431A 08/28/97 VILLAGE Q1 1435 09/05/97 VILLAGE Qi 1435A 09/05/97 VILLAGE Qi ST 1438 09/06/97 VILLAGE Q1 ST 1439 09/06/97 VILLAGE Qi ST 1439A 09/06/97 VILLAGE Qi ST 1440 09/06/97 VILLAGE Q1 ST 1441 09/06/97 VILLAGE Qi ST 1441A 09/12/97 VILLAGE Q1 ST 1442 09/06/97 VILLAGE Qi ST 1443 09/06/97 VILLAGE Qi ST 1443A 09/08/97 VILLAGE Qi ST 1444 09/06/97 VILLAGE Qi ST 1444A 09/08/97 VILLAGE Qi ST 1445 09/06/97 VILLAGE Q1 ST 1445A 09/08/97 VILLAGE Qi ST 1446 09/06/97 VILLAGE Qi ST 1446A 09/08/97 VILLAGE Qi ST 1447 09/06/97 VILLAGE Qi ST 1447A 09/08/97 VILLAGE Qi ST 1448 09/06/97 VILLAGE Qi ST 1449 09/06/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 253 34 0 115.2 13.4 104.8 17.4 91 90 250 34 0 115.2 13.4 99.3 9.2 86 90 250 34 0 115.2 13.4 105.9 13.6 92 90 333 29 0 112.4 13.0 97.3 10.1 87 90 333 29 0 112.4 13.0 101.5 15.4 90 90 288 20 0 114.3 14.9 104.6 16.2 92 90 292 20 0 114.3 14.9 99.4 15.4 87 90 292 20 0 114.3 14.9 104.8 14.7 92 90- 298 29 0 112.4 13.0 103.0 15.1 92 90 287 40 0 114.2 15.6 100.6 15.8 88 90 287 40 0 114.2 15.6 104.5 15.1 92 90 277 40 0 114.2 15.6 104.0 16.0 91 90 282 29 0 112.4 13.0 98.0 19.1 87 90 282 29 0 112.4 13.0 101.8 14.9 91 90 272 34 0 115.2 13.4 101.6 17.4 88 90 272 34 0 115.2 13.4 104.3 16.0 91 90 265 40 0 114.2 15.6 101.3 18.7 89 90 265 40 0 114.2 15.6 106.0 14.3 93 90 275 40 0 114.2 15.6 99.7 19.6 87 90 275 40 0 114.2 15.6 103.8 16.9 91 90 283 29 0 112.4 13.0 97.0 17.5 86 90 283 29 0 112.4 13.0 101.7 16.8 90 90 290 20 0 114.3 14.9 107.3 13.8 94 90 288 20 0 114.3 14.9 105.7 16.0 92 90 Note: See last page of table for explanation of coded terms - - - - - - - M - - - - - - - - - - U.. Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location ST 1450 09/06/97 VILLAGE Qi ST 1451 09/06/97 VILLAGE Qi ST 1451A 09/10/97 VILLAGE Qi ST 1452 09/06/97 VILLAGE Qi ST 1453 09/06/97 VILLAGE Qi 1457 09/08/97 VILLAGE Qi 1458 09/08/97 VILLAGE Qi 1459 09/08/97 VILLAGE Qi 1460 09/08/97 VILLAGE Qi 1461 09/08/97 VILLAGE Qi ST 1462 09/08/97 VILLAGE Qi ST 1462A 09/09/97 VILLAGE Qi ST 1463 09/08/97 VILLAGE Qi ST 1463A 09/09/97 VILLAGE Qi FG 1464 09/09/97 VILLAGE Q1 LOT 76 FG 1465 09/09/97 VILLAGE Qi LOT 73 FG 1466 09/09/97 VILLAGE Qi LOT 74 ST 1467 09/09/97 VILLAGE Q1 ST 1468 09/09/97 VILLAGE Qi ST 1468A 09/17/97 VILLAGE Qi ST 1469 09/09/97 VILLAGE Qi ST 1469A 09/17/97 VILLAGE Qi ST 1470 09/09/97 VILLAGE Qi ST 1470A 09/17/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 298 20 0 114.3 14.9 106.3 15.7 93 90 300 20 0 114.3 14.9 101.2 18.6 89 90 300 20 0 114.3 14.9 102.4 18.2 90 90 268 17 0 112.2 15.5 101.7 15.5 91 90 268 17 0 112.2 15.5 102.4 16.8 91 90 259 29 0 112.4 13.0 101.3 12.7 90 90 253 40 0 114.2 15.6 103.7 17.3 91 90 244 34 0 115.2 13.4 107.6 15.9 93 90 255 34 0 115.2 13.4 107.0 13.1 93 90 322 29 0 112.4 13.0 102.8 17.6 91 90 324 29 0 112.4 13.0 96.6 17.8 86 90 324 29 0 112.4 13.0 101.4 16.2 90 90 325 29 0 112.4 13.0 97.3 17.5 87 90 325 29 0 112.4 13.0 102.5 16.8 91 90 260 34 0 115.2 13.4 107.6 13.1 93 90 266 40 0 114.2 15.6 103.5 15.6 91 90 266 34 0 115.2 13.4 108.2 12.9 94 90 308 29 0 112.4 13.0 101.9 17.7 91 90 322 29 0 112.4 13.0 96.4 18.5 86 90 322 29 0 112.4 13.0 101.8 17.1 91 90 324 29 0 112.4 13.0 98.0 12.6 87 90 324 29 0 112.4 13.0 102.4 13.9 91 90 327 40 0 114.2 15.6 101.8 14.0 89 90 327 40 0 114.2 15.6 104.3 14.6 91 90 Note: See last page of table for explanation of coded terms mm - == - - - .- - - - - - M= MM - Project No. 05845-12-01C (0) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location ST 1471 09/09/97 VILLAGE Qi ST 1472 09/09/97 VILLAGE Qi ST 1473 09/09/97 VILLAGE Qi ST 1474 09/10/97 VILLAGE Qi ST 1475 09/10/97 VILLAGE Qi ST 1476 09/10/97 VILLAGE Qi 1477 09/11/97 VILLAGE Qi 1478 09/11/97 VILLAGE Qi FG 1479 09/11/97 VILLAGE Qi LOT 77 FG 1480 09/11/97 VILLAGE Qi LOT 75 PC 1481 09/11/97 VILLAGE Qi LOT 72 FG 1482 09/11/97 VILLAGE Qi LOT 71 FG 1483 09/11/97 VILLAGE Qi LOT 70 FG 1484 09/11/97 VILLAGE Qi LOT 69 ST 1485 09/12/97 VILLAGE Qi ST 1486 09/12/97 VILLAGE Qi 1487 09/15/97 VILLAGE Qi FG 1488 09/16/97 VILLAGE Qi LOT 68 FG 1489 09/16/97 VILLAGE Qi LOT 67 FG 1490 09/16/97 VILLAGE Qi LOT 66 FG 1491 09/16/97 VILLAGE Qi LOT 65 ST 1492 09/16/97 VILLAGE Qi ST 1493 09/16/97 VILTAGE Qi ST 1494 09/16/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 315 40 0 114.2 15.6 103.1 19.0 90 90 320 29 0 112.4 13.0 101.7 16.9 90 90 315 34 0 115.2 13.4 105.5 13.8 92 90 307 34 0 115.2 13.4 103.4 13.6 90 90 311 40 0 114.2 15.6 102.8 17.1 90 90 316 34 0 115.2 13.4 104.3 16.6 91 90 260 34 0 115.2 13.4 107.8 14.3 94 90 253 34 0 115.2 13.4 106.3 15.2 92 90 258 40 0 114.2 15.6 106.6 14.5 93 90 265 29 0 112.4 13.0 103.2 13.2 92 90 263 29 0 112.4 13.0 108.3 13.0 96 90 263 40 0 114.2 15.6 109.7 14.7 96 90 260 34 0 115.2 13.4 110.2 15.6 96 90 256 29 0 112.4 13.0 102.0 12.9 91 90 351 20 0 114.3 14.9 104.0 15.5 91 90 344 20 0 114.3 14.9 105.2 16.2 92 90 284 34 0 115.2 13.4 104.1 13.7 90 90 252 29 0 112.4 13.0 102.8 14.7 91 90 252 40 0 114.2 15.6 104.9 14.6 92 90 256 34 0 115.2 13.4 106.1 15.4 92 90 259 40 0 114.2 15.6 103.3 14.9 90 90 288 29 0 112.4 13.0 104.4 11.8 93 90 296 29 0 112.4 13.0 103.8 17.1 92 90 290 .31 0 115.8 13.4 96.2 19.3 83 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location ST 1494A 09/22/97 VILLAGE Qi ST 1495 09/16/97 VILLAGE Qi ST 1495A 09/22/97 VILLAGE Qi ST 1496 09/16/97 VILLAGE Qi ST 1497 09/16/97 VILLAGE Qi ST 1498 09/16/97 VILLAGE Qi SZ 1501 09/04/97 VILLAGE Qi 1573 09/24/97 VILLAGE Qi 1574 09/29/97 VILLAGE Qi 1575 09/29/97 VILLAGE Qi 1575A 09/29/97 VILLAGE Qi 1576 09/29/97 VILLAGE Qi 1577 09/29/97 VILLAGE Qi 1622 10/08/97 VILLAGE Qi 1625 10/09/97 VILLAGE Qi 1626 10/09/97 VILLAGE Qi 1627 10/09/97 VILLAGE Qi ST 1647 10/11/97 VILLAGE Qi 1653 10/13/97 VILLAGE Qi 1654 10/13/97 VILLAGE Qi 1654A 10/27/97 VILLAGE Qi ST 1693 10/18/97 VILLAGE Qi ST 1693A 02/02/98 VILLAGE Qi ST 1694 10/18/97 VILLAGE Q1 Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cant. Comp. Camp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 290 31 0 115.8 13.4 104.7 15.8 90 90 297 31 0 115.8 13.4 94.3 19.6 81 90 297 31 0 115.8 13.4 105.1 18.5 91 90 312 29 0 112.4 13.0 100.9 16.5 90 90 317 2 0 115.0 14.8 105.3 17.2 92 90 312 2 0 115.0 14.8 103.0 18.9 90 90 347 40 0 114.2 15.6 104.8 17.3 92 90 345 28 0 109.0 16.0 100.2 18.9 92 90 316 14 0 105.0 19.8 96.7 22.3 92 90 319 28 0 109.0 16.0 95.1 22.7 87 90 319 28 0 109.0 16.0 98.7 21.4 91 90 332 14 0 105.0 19.8 96.6 22.9 92 90 321 28 0 109.0 16.0 100.7 17.5 92 90 346 16 0 114.2 16.3 103.7 16.1 91 90 349 29 0 112.4 13.0 103.2 15.0 92 90 351 55 0 118.8 12.9 107.4 14.7 90 90 354 54 0 120.0 13.0 109.7 14.8 91 90 346 40 0 114.2 15.6 105.8 15.7 93 90 295 45 0 112.8 15.2 101.5 16.3 90 90 288 45 0 112.8 15.2 97.4 13.5 86 90 288 45 0 112.8 15.2 106.3 16.1 94 90 277 34 0 115.2 13.4 97.2 10.1 84 90 277 34 0 115.2 13.4 104.1 18.9 90 90 254 29 0 112.4 13.0 96.7 10.4 86 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location ST 1694A 12/31/97 VILLAGE Qi ST 1695 10/18/97 VILLAGE Qi ST 1695A 04/21/98 VILLAGE Qi FC 1696 10/18/97 VILLAGE Qi LOT 35 FG 1697 10/18/97 VILLAGE Qi LOT 34 1702 10/20/97 VILLAGE Qi 1703 10/20/97 VILLAGE Qi 1705 10/20/97 VILLAGE Q1 1706 10/20/97 VILLAGE Qi 1707 10/20/97 VILLAGE Qi 1708 10/20/97 VILLAGE Qi ST 1812 10/27/97 VILLAGE Qi ST 1813 10/27/97 VILLAGE Qi 1859 10/27/97 VILLAGE Qi 1860 10/27/97 VILLAGE Q1 1861 10/27/97 VILLAGE Qi 1861A 10/31/97 VILLAGE Qi 1862 10/27/97 VILLAGE Q1 1863 10/27/97 VILLAGE Q1 1864 10/27/97 VILLAGE Qi 1865 10/27/97 VILLAGE Qi 1865A 11/03/97 VILLAGE Qi 1866 10/27/97 VILLAGE Qi 1867 10/27/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) () 254 29 0 112.4 13.0 103.5 16.4 92 90 240 34 0 115.2 13.4 100.1 9.7 87 90 240 34 0 115.2 13.4 104.3 18.0 90 90 342 28 0 109.0 16.0 103.2 18.9 95 90 348 51 0 117.0 14.6 112.6 13.9 96 90 310 28 0 109.0 16.0 100.2 18.0 92 90 320 1 0 113.4 14.6 102.5 16.2 90 90 316 1 0 113.4 14.6 104.0 14.9 92 90 318 28 0 109.0 16.0 99.4 18.3 91 90 326 28 0 109.0 16.0 100.2 19.1 92 90 329 28 0 109.0 16.0 98.9 18.4 91 90 335 40 0 114.2 15.6 109.1 14.3 95 90 340 40 0 114.2 15.6 103.2 19.1 90 90 294 54 0 120.0 13.0 110.7 12.8 92 90 297 40 0 114.2 15.6 105.9 16.3 93 90 308 54 0 120.0 13.0 105.1 8.8 88 90 308 54 0 120.0 13.0 110.1 14.7 92 90 299 56 0 119.3 12.5 108.7 12.9 91 90 302 56 0 119.3 12.5 109.4 13.8 92 90 398 40 0 114.2 15.6 105.7 13.8 93 90 392 29 0 112.4 13.0 100.0 8.8 89 90 392 29 0 112.4 13.0 103.5 13.6 92 90 322 28 0 109.0 16.0 99.6 20.2 91 90 317 9 0 107.1 17.1 98.4 19.5 92 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location FG 1868 10/28/97 VILLAGE Qi LOT 63 FC 1869 10/28/97 VILLAGE Qi LOT 64 1904 10/29/97 VILLAGE Qi 1905 10/29/97 VILLAGE Qi 1905A 11/03/97 VILLAGE Qi 1906 10/29/97 VILLAGE Qi 1906A 11/03/97 VILLAGE Qi 1939 11/03/97 VILLAGE Qi 1940 11/03/97 VILLAGE Qi 1956 11/05/97 VILLAGE Qi 1957 11/05/97 VILLAGE Qi 1958 11/05/97 VILLAGE Qi 1959 11/05/97 VILLAGE Qi 1960 11/05/97 VILLAGE Qi 1961 11/05/97 VILLAGE Qi 1964 11/05/97 VILLAGE Qi 1965 11/05/97 VILLAGE Qi ST 2025 11/19/97 VILLAGE Qi ST 2025A 11/24/97 VILLAGE Qi ST 2026 11/19/97 VILLAGE Qi ST 2026A 11/24/97 VILLAGE Qi ST 2027 11/19/97 VILLAGE Q]. ST 2027A 11/24/97 VILLAGE Qi ST 2028 11/19/97 VILLAGE Qi Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Camp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 298 1 0 113.4 14.6 101.9 11.7 90 90 291 1 0 113.4 14.6 102.7 12.4 91 90 290 54 0 120.0 13.0 109.3 15..4 91 90 299 55 0 118.8 13.3 101.3 8.8 85 90 299 55 0 118.8 13.3 108.7 14.3 91 90 300 55 0 118.8 13.3 100.7 9.1 85 90 300 55 0 118.8 13.3 107.2 16.8 90 90 305 40 0 114.2 15.6 103.9 16.5 91 90 307 40 0 114.2 15.6 103.8 17.4 91 90 383 1 0 113.4 14.6 103.7 17.0 91 90 385 20 0 114.3 14.9 104.6 18.1 92 90 389 20 0 114.3 14.9 105.5 16.6 92 90 319 40 0 114.2 15.6 103.5 17.5 91 90 328 40 0 114.2 15.6 104.9 18.0 92 90 331 40 0 114.2 15.6 104.3 17.9 91 90 329 40 0 114.2 15.6 105.6 17.5 92 90 332 40 0 114.2 15.6 104.4 18.0 91 90 355 16 0 114.2 16.3 98.7 20.1 86 90 355 16 0 114.2 16.3 102.9 19.1 90 90 340 16 0 114.2 16.3 100.2 19.5 88 90 340 16 0 114.2 16.3 104.0 14.3 91 90 345 16 0 114.2 16.3 96.9 21.5 85 90 345 16 0 114.2 16.3 106.2 16.7 93 90 355 16 0 114.2 16.3 94.3 21.8 83 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location ST 2028A 11/24/97 VILLAGE Qi ST 2029 11/19/97 VILLAGE Qi ST 2029A 11/24/97 VILLAGE Qi ST 2061 11/19/97 VILLAGE Qi ST 2067 11/19/97 VILLAGE Qi ST 2068 11/20/97 VILLAGE Qi 2078 11/21/97 VILLAGE Qi FG 2104 11/25/97 VILLAGE Qi LOT 20 FG 2105 11/25/97 VILLAGE Qi LOT 19 FG 2106 11/25/97 VILLAGE Qi LOT 18 FG 2107 11/25/97 VILLAGE Qi LOT 17 PG 2108 11/25/97 VILLAGE Qi LOT 16 FG 2109 11/25/97 VILLAGE Qi LOT 15 FG 2110 11/25/97 VILLAGE Qi LOT 14 ST 2156 11/25/97 VILLAGE Qi ST 2156A 12/12/97 VILLAGE Qi PG 2157 11/26/97 VILLAGE Qi LOT 5 FG 2158 11/26/97 VILLAGE Qi LOT 6 PG 2159 11/26/97 VILLAGE Q1 LOT 7 PG 2160 11/26/97 VILLAGE Q1 LOT 8 FG 2161 11/26/97 VILLAGE Qi LOT 9 FG 2162 11/26/97 VILLAGE Qi LOT 10 FG 2163 11/26/97 VILLAGE Qi LOT 11 FG 2164 11/26/97 VILLAGE Qi LOT 12 Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Camp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 355 16 0 114.2 16.3 103.5 18.4 91 90 365 16 0 114.2 16.3 99.8 20.4 87 90 365 16 0 114.2 16.3 103.6 19.4 91 90 308 34 0 115.2 13.4 104.6 16.9 91 90 312 28 0 109.0 16.0 100.7 18.2 92 90 308 29 0 112.4 13.0 102.5 15.8 91 90 289 28 0 109.0 16.0 100.3 18.4 92 90 334 40 0 114.2 15.6 103.8 17.7 91 90 333 40 0 114.2 15.6 102.6 20.1 90 90 331 40 0 114.2 15.6 105.8 19.1 93 90 330 40 0 114.2 15.6 104.9 19.0 92 90 328 40 0 114.2 15.6 104.5 19.8 91 90 321 54 0 120.0 13.0 110.5 16.2 92 90 311 54 0 120.0 13.0 109.4 18.8 91 90 349 16 0 114.2 16.3 99.3 21.4 87 90 349 16 0 114.2 16.3 103.7 20.4 91 90 301 34 0 115.2 13.4 106.7 16.7 93 90 301 34 0 115.2 13.4 105.2 18.1 91 90 301 34 0 115.2 13.4 107.0 16.4 93 90 301 54 0 120.0 13.0 109.7 16.7 91 90 301 54 0 120.0 13.0 110.4 15.2 92 90 300 54 0 120.0 13.0 108.9 17.3 91 90 292 54 0 120.0 13.0 110.8 15.6 92 90 293 34 0 115.2 13.4 105.2 17.1 91 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) FG 2165 11/26/97 VILLAGE Qi LOT 13 295 34 0 115.2 13.4 99.7 22.5 87 90 FG 2165A 03/11/98 VILLAGE Qi LOT 13 295 34 0 115.2 13.4 104.0 18.0 90 90 FG 2168 11/26/97 VILLAGE Qi LOT 34 348 4 0 115.8 15.7 104.7 19.6 90 90 FG 2169 11/26/97 VILLAGE Qi LOT 35 342 4 0 115.8 15.7 105.5 18.2 91 90 FG 2170 11/26/97 VILLAGE Ql LOT 36 334 4 0 115.8 15.7 106.7 18.7 92 90 FG 2171 11/26/97 VILLAGE Qi LOT 37 323 44 0 111.5 17.4 101.3 20.3 91 90 FG 2172 11/26/97 VILLAGE Qi LOT 38 321 44 0 111.5 17.4 102.6 21.5 92 90 2251 12/30/97 VILLAGE Qi 283 34 0 115.2 13.4 99.6 10.5 86 90 2251A 12/31/97 VILLAGE Qi 283 34 0 115.2 13.4 105.4 12.4 91 90 2259 12/31/97 VILLAGE Qi 284 34 0 115.2 13.4 106.7 15.3 93 90 2260 12/31/97 VILLAGE Qi 286 34 0 115.2 13.4 108.1 14.2 94 90 2261 12/31/97 VILLAGE Q1 290 34 0 115.2 13.4 107.3 14.9 93 90 ST 2271 01/02/98 VILLAGE Qi 276 29 0 112.4 13.0 102.7 15.3 91 90 FG 2362 01/29/98 VILLAGE Q1 LOT 33 332 19 0 112.8 17.2 104.0 17.5 92 90 PC 2363 01/29/98 VILLAGE Qi LOT 32 328 19 0 112.8 17.2 102.7 19.0 91 90 2374 03/13/98 VILLAGE Qi 314 27 0 114.4 15.1 105.7 18.6 92 90 2375 03/13/98 VILLAGE Qi 318 27 0 114.4 15.1 106.3 17.3 93 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05845-12-01C (C) EXPLANATION OF CODED TERMS. - TEST SUFFIX A, B, C,...: Retest of previous density test failure, following moisture conditioning and/or recompaction. R: Fill in area of density test failure was removed and replaced with properly compacted fill soil. - PREFIX CODE DESIGNATION FOR TEST NUMBERS AD - Area Drain JT - Joint Trench ST - Slope Test B - Base Test MT - Moisture Test SW - Sidewalk CC - Curb & Gutter RW - Retaining Wall SZ - Slope Zone CW - Crib Wall SD - Storm Drain UT - Utility Trench DW - Driveway SG - Subgrade WB - Wall Backfill FG - Finish Grade SL - Sewer Lateral WI. - Water Lateral IT - Irrigation Trench SM - Sewer Main WM - Water Main - CURVE NO. Corresponds to curve numbers listed in Table II, representing the laboratory maximum dry density/optimum moisture content data for selected fill soil samples encountered during testing and observation. - ROCK CORRECTION For density tests with rock percentage greater than zero, laboratory maximum dry density and optimum moisture content were adjusted for rock content. For tests with rock content equal to zero, laboratory maximum dry density and optimum moisture content values listed are then unadjusted values. - TYPE OF TEST SC: Sand Cone Test NU: Nuclear Density Test DC: Drive Cylinder Test - ELEVATION/DEPTH Test elevations/depths have been rounded to the nearest whole foot. TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-91 Sample Description Maximum Dry Optimum Moisture No. Density (pcf) Content (% dry wt.) 1 Light brown, Silty CLAY 113.4 14.6 2 Yellow-tan, Silty, fine to medium SAND, with trace clay 115.0 14.0 3 Light brown to brown, Sandy CLAY, trace silt 116.4 13.6 4 Green, Silty CLAY, with little fine to medium sand 115.8 15.7 8 Brown, Clayey, fine SAND, with trace silt and gravel 119.5 12.6 9 Yellow-brown, Silty CLAY, with fine to medium sand 107.1 17.1 12 Green-gray-tan, Silty CLAY, with trace sand and trace gravel 114.7 16.0 14 Yellow-tan, Silty CLAY 105.0 19.8 15 Dark olive-yellowish brown, Clayey, fine SAND 116.8 13.3 16 Olive, Silty, fine to coarse SAND 114.2 16.3 17 Light olive-brown, Silty, fine to coarse SAND 112.2 15.5 19 Olive, fine to medium, Sandy CLAY, with little silt 112.8 17.2 20 Light olive-brown-tan, Silty, fine to medium SAND 114.3 14.9 24 Light olive, Silty, fine to medium SAND 117.4 13.9 27 Yellow-tan, Silty, fine to medium SAND, with little clay (poorly graded) 114.4 15.1 28 Light brown, Silty CLAY 109.0 16.0 29 Yellow-tan, Silty, fine SAND 112.4 13.0 31 Yellow-tan, Silty CLAY, with trace fine sand 115.8 13.4 34 Yellow-olive-tan, fine to medium, Silty SAND, with trace clay 115.2 13.4 40 Rust-brown, Silty, fine to medium SAND 114.2 15.6 44 Olive-yellow, Silty CLAY 111.5 17.4 I Project No. 05845-12-01C June 3, 1998 I TABLE II (Continued) SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-91 Sample Description Maximum Dry Optimum Moisture No. Density (pci) Content (% dry wt.) 45 Yellowish light brown, Silty CLAY, with trace of fine to medium sand 112.8 15.2 46 Light brown, Silty CLAY, with trace of fine to medium sand 111.3 14.7 48 Dark gray, Clayey, fine SAND, with little silt 119.0 13.5 51 Blue-gray, Silty CLAY 117.0 14.6 52 Dark gray, Silty CLAY, with little fine sand 113.6 15.1 54 Olive-tan, Clayey SAND 120.0 13.0 55 Olive-tan, Sandy SILT, with trace gravel 118.8 13.3 57 Yellow-olive-brown, Silty, fine to medium SAND, with trace clay and trace gravel 121.0 12.1 58 Dark brown with yellow spots1 Clayey, fine SAND 122.0 11.4 60 Medium to dark brown, Silty CLAY, with trace gravel 109.2 18.0 Project No. 05$45-I2-OIC June 3, 1998 II TABLE III SUMMARY OF DIRECT SHEAR TEST RESULTS Sample No p Dry Density (Pei) Moisture Content (%) Unit Cohesion (psf) Angle of Shear Resistance (degrees) 2 103.4 14.8 400 30 3 104.4 13.6 450 16 8 108.2 12.6 425 24 9 97.2 . 17.1 345 28 12 104.0 16.0 525 23 16 103.5 16.3 740 23 17 101.2 15.5 290 36 19 101.2 17.2 255 30 27 103.4 15.1 280 30 28 96.5 16.0 500 20 29 100.0 13.0 390 29 31 104.3 13.5 1475 2 40 102.9 15.4 650 32 40A 103.1 14.5 528 24 45 101.8 15.2 355 24 46 98.0 14.7 530 21 51 105.8 13.9 450 29 52 102.7 14.4 700 26 54 108.1 12.1 1460 35 55 106.6 13.2 1550 23 57 108.1 12.6 1125 32 58 109.2 12.0 945 35 60 1 99.4 1 16.2 975 8 Note: Samples were remolded to 90 percent relative compaction at near optimum moisture content. Project No. 05845-12.01C June 3, 1998 TABLE IV SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS Sample No. Moisture Content Dry Density (pet) Expansion Index Before Test (%) After Test (%) 2 11.0 23.0 106.1 12 3 10.7 28.5 105.4 107 4 11.7 29.1 104.1 87 6 9.4 21.0 112.3 43 7 10.4 26.8 107.8 55 9 12.1 32.1 103.0 107 12 13.1 32.1 98.4 53 14 15.5 41.7 92.0 134 16 12.4 34.7 101.1 . 87 17 12.1 26.1 102.4 23 18 14.9 37.2 91.5 78 19 14.2 35.8 96.3 62 20 11.7 26.3 103.9 25 28 14.3 36.6 97.3 108 29 . 9.0 23.7 113.3 13 32 9.1 23.7 111.5 38 33 11.0 25.9 105.5 37 40 10.2 25.2 108.9 17 51 11.3 28.4 102.4 86 52 11.0 32.4 104.9 117 Q1-A 9.7 27.6 109.9 56 Q1-B 9.5 29.4 111.5 61 QI-C 10.2 29.5 110.1 37 Q1-D 11.5 30.2 103.0 59 Q1-E 11.5 27.9 104.0 44 Q1-F 10.8 28.5 107.9 73 Q1-G 11.5 30.9 105.0 60 Q1-H 10.4 29.7 109.3 84 Q1-I 11.0 31.7 106.0 111 Q1-J 12.0 34.8 103.0 119 Q1-K 10.5 29.3 108.0 60 Q1-L 9.2 26.5 113.1 44 Project No. 05845-12-0IC June 3, 1998 TABLE IV (Continued) SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS Sample No. Moisture Content Dry Density (pet) Expansion Index Before Test (%) After Test (%) Q1-M 10.1 31.3 108.8 95 Q1-N 9.0 23.4 113.0 47 Q1-0 9.2 23.0 112.3 13 Q1-P 8.7 21.2 113.1 11 Q1-Q 10.0 28.1 110.0 24 Q1-R . 11.4 32.6 106.0 97 Q1-S 11.1 28.8 106.5 72 Q1-T 10.5 31.7 108.6 64 Q1-U 10.8 26.1 106.0 62 Q1-V 10.5 27.4 108.5 71 Q1-W 10.3 23.8 110.4 32 LI Project No. 05845-12-OIC June 3, 1998 TABLE V SUMMARY OF FINISH GRADE EXPANSION INDEX TEST RESULTS FOR EACH LOT Lot No. Sample No. Expansion Index UBC Classification 1,2,3,4 QI-K 60 Medium 5,6, 7, 8, 9, 10 Q1-V 71 Medium 11, 12, 13 QI-W 32 Low 14, 15, 16, 17 Q1-T 64 Medium 18, 19, 20 Q1-U 62 Medium 21,22,23,24 , 25 Q1-M 95 High 26, 27, 28, 29, 3,31 Q1-N 47 Low 32,33 Qi-! 111 High 34,35 Q1-R 97 High 36,37,38 Q1-J 119 High 39, 40,41, 42,43 Q1-E 43 Low 44, 45, 46,47, 48 Q1-F 7. Medium 49, 50, 51, 52, 53 QI-G 60 Medium 54, 55, 56, 57, 58 Q1-H 84 Medium 59, 60, 61, 62 Q1-0 13 Very Low 63,64 QI-P 11 Very Low 65, 66, 67, 68, 69 Q1-Q 24 Low 70, 71, 72, 73, 74, 75 Ql-S 72 Medium 76, 77, 78, 79, 80, 81 Q1-L 44 Low 82, 83, 84, 85, 86 QI-A 56 Medium 87, 88, 89, 90, 91, 92 Q1-13 61 Medium 93, 94, 95, 96, 97 QI-C 37 Low 98, 99,100,101,102 Q1-D 59 Medium Project No. 05845-12-0IC June 3, 1998 I I TABLE VI SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS FOR LOT NOS. I THROUGH 102, VILLAGE 0-1, RANCHO CARRILLO Lot Number Pad Condition Approximate Depth of Fill (feet) Approximate Maximum Depth of Fill Differential (feet) 1 Fill 66 5 2 Fill 50 14 3 Fill 51 10 4 Fill 61 6 5 Fill 37 33 6 Fill 16 12 7 Fill 14 14 8 Fill 17 3 9 Fill 25 25 10 Fill 25 20 11 Undercut/Fill 18 15 12 Undercut 3 0 13 Undercut 3 0 14 Undercut/Fill 10 7 15 Fill 25 19 16 Fill 37 10 17 Fill 28 14 18 Fill 24 5 19 Fill 28 9 20 Fill 24 4 21 Fill 14 6 22 Fill 19 3 23 Fill 27 14 24 Fill 35 32 25 Fill 42 13 26 Fill 30 3 27 Fill 28 10 28 Fill 31 14 29 Fill 38 20 30 Fill 36 20 31 Fill 33 22 32 Fill 12 5 33 Fill 26 8 34 Fill 27 5 35 Fill 22 3 Project No. 05845-12-01C June 3, 1998 TABLE VI (Continued) SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS FOR LOT NOS. I THROUGH 102, VILLAGE Q-1, RANCHO CARRILLO Lot Number Pad Condition Approximate Depth of Fiji (feet) Approximate Maximum Depth of Fill Differential (feet) 36 Fill 24 7 37 Fill 8 2 38 Fill 9 5 39 Fill 25 22 40 Fill 26 23 41 Fill 29 24 42 Fill 30 24 43 Fill 28 27 44 Fill 42 40 45 Fill 42 31 46 Fill 48 30 47 Fill 46 1 28 48 Fill 52 20 49 Fill 51 30 50 Fill 58 36 51 Fill 45 25 52 Fill 50 27 53 Fill 48 25 54 Fill 47 31 55 Fill 51 15 56 Fill 50 15 57 Fill 43 4 58 Fill 37 18 59 Fill 35 16 60 Fill 50 18 61 Fill 41 25 62 Fill 26 11 63 Fill 23 18 64 Undercut/Fill 6 2 65 Fill 30 17 66 Fill 36 26 67 Fill 22 20 68 Fill 21 8 69 Fill 23 10 70 Fill 32 15 71 Fill 30 21 Project No. 05845-12-0IC June 3, 1998 TABLE VI (Continued) SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS FOR LOT NOS. I THROUGH 102, VILLAGE 0-1, RANCHO CARRILLO Lot Number Pad Condition Approximate Depth of Fill (feet) Approximate Maximum Depth of Fill Differential (feet) 72 Fill 13 13 73 Undercut/Fill 10 7 74 Undercut/Fill 3 0 75 Undercut/Fill 3 0 76 Fill 10 7 77 Fill 18 12 78 Fill 28 20 79 Fill 33 26 80 Fill 40 25 81 Fill 22 16 82 Fill 49 40 83 Fill 43 26 84 Fill 36 25 85 Fill/Qls* 59 29 86 Fill/Qls* 54 27 87 Fill/Qls* 59 24 88 Fill/Qls* 57 35 89 Fill/Qls* 54 35 90 FiIl/QIs* 54 29 91 Fill/Qls* 59 27 92 Fill 61 34 93 Fill 58 36 94 Fill 41 21 95 Fill 31 16 96 Fill 38 21 97 Fill 41 19 98 Fill 30 5 99 Fill 34 18 100 Undercut/Fill 14 11 101 Undercut/Fill 12 9 102 Undercut/Fill 17 14 *Partially underlain by landslide debris left in place. ProjectNo. 05845-12-OIC June 3, 1998 RECEIVED (Cit3rof FEB 112020 Carlsbad CITYBithkkThber: CBR2019-2012 Community & Economic Development BUILDING DIVISION COMMUNITY FACILITIES DISTRICT RESIDENTIAL RESIDENTIAL CERTIFICATE: Developer of Residential Land, please read this agreement carefully and be sure you thoroughly understand this agreement before signing. Property owner signature is required before permit issuance. Your signature confirms the accuracy of all the information shown below. COOWNER ZIVKOVIC JOVAN AND TINA Name of Owner 2811 Via Conquistador Address CARLSBAD, CA 92009 City, State Zip Name of Project Project Number Tract Number Telephone 2225923900 Assessor Parcel Number (APN) 1 RES. DEVELOPED (NET DENSITY 1.51-4.0 DU/AC) Lot Number Improvement Area Land Use Type 1 02/14/1995 $4,278.29 2.47 2019-2020 Total # of Units Annexation Date Factor Density Fiscal Year As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. As cited in Policy 33 and adopted by the City Council, this Special Tax .will not be allowed to oass through to the homeowner. At the time a building permit is issued the Special Development Tax - One-Time is due per dwelling unit. In addition, there may be Special Taxes outstanding on the current tax roil or if a permit is issued after March 1, taxes will be levied in the coming fiscal year. All of these special taxes are the responsibility of the developer. Accordingly, I agree to pay all of these current, outstanding and future Special Taxes. These taxes may not be a000rtioned to the homeowner as oart of escrow closing. (Note: Regular county taxes may be prorated.) I understand that by signing this I am agreeing to this provision. I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. Signature of Prop rty Owner .7 Zzk o-vit-- Print Name B-33 Page 1 of 2 Title Date CITY OF CARLSBAD COMMUNITY FACILITIES DISTRICT NO.1 SPECIAL DEVELOPMENT TAX - ONE-TIME IMPRO VEMENTAREAI(4 PAGES) (65% OF THE MAXIMUM FOR RESIDENTIAL - I FORMATION OR ANNEXATION DATE: MAY 7, 1991 I FY 1993-94 I FY 1994-951 I FY 1995-96 I FY 1996-97 I FY 1997-98 I FY 1998-99 I IDENTIAL DEVELOPED LAND USE: PERDU. PERDU. I P PERDU. PERDU. PERDU. PERDU. NET DENSITY (0- 1.5 DU/AC) - 04,086.0824 $4,232.2511%$4,278.2994 "'$4,278.2994 04.282.5734 04,308.1156 04.333.8101 NET. DENSITY. (1.51TO4.0DU/AC) $40860824 $4,232. 11 $4,278.2994 $4, 78.2994 04,282.5734 $43081156 $43338101 NET DENSITY (4.1 TO 8:0Du/Ac) 02,579.0412 $2,671.2 2 Z00.3642 -4r700 .3642 $2,703.0618 02,719.1835 02,735.4013 NET DENSITY (8:1 TO 15.0 DU/AC) 02.579.0412 $2,671.2996 $27003642 02,700.3642 02,703.0618 02,719.1835 02.735.4013 NET DENSITY (15.1 TO 23.0 DU/AC) 02,579.0412 $2,671.2996 02,700.3642 02.700.3642 $2,703.0618 02,719.1835 02,735.4013 -RESIDENTIAL LAND USE: PER SQ.FT. - PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT. AUTO 01.1451 $11861 01.1990 01.1990 01.2002 01.2074 $12146 AUTO - REPAIR & SALES $04815 00.4987 00.5041 $05041 $05047 00.5077 00.5107 AUTO CAR WASH 00.8910 00.9229 $0.9329 $09329 $09338 00.9394 00.9450 BANK -WALKIN 01.8116 $1.8764 01.8968 01.8968 $1.8987 01.9101 01.9214 BANK - WITH DRIVE THRU 02.5501 02.6413 02.6701 02.6701 02.6727 02.6887 02.7047 BOWLING ALLEY 00.9362 00.9697 00.9802 00.9802 00.9812 00.9870 $0.9929 CAMPGROUND 02.4724 02.5609 02.5887 1 .58871 2.59131 2.6068 $2.6223 CHURCH 00.4222 00.4373 00.4421 00.4421 00.4425 00.4451 $0.44 COMMERCIAL SHOPS 00.4095 00.4241 00.4287 00.4287 00.4292 $04317 $0.4343 COMMUNITY SHOPPING CENTER . 00.5987 00.6201 00.6269 00.6269 00.6275 .63121 $0.6350 CONVENIENCE MARKET $3.8562 03.9942 04.0376 04.0376 04.0416 04.0657 $4.0900 DISCOUNT STORE 00.4547 00.4709 00.4761 00.4761 00.4765 0.4794 $0.4822 GOLF COURSE 00.4321 00.4475 00.4524 00.4524 $04529 $0 $0.4583 GROCERY STORE 01.0985 01.1378 01.1502 01.1502 $1.1514 $1.1582 01.1651 HEALTH CLUB ' 00.4081 $0.4227 $0.42731 00.4273 00.4277 $0.4302 $04328 HELIPORTS 01.5010 $15547 01.5716 01.5716 01.5731 $1 $15920 HOSPITAL - CONVALESCENT 00.3290 $0.340i 00.3445 00.3445 00.3448 $0.3469 00.3489 HOSPITAL - GENERAL 00.5479 $0.5675 00.5736 00.5736 00.5742 $0.5776 00.5811 HOTEL - CONy. FACICOMM. 00.4900 $0.5075 00.5130 00.5130 $0.51351 $0.5166 00.5197 INDOOR SPORTS ARENA 00.3290 $0.3408 00.3445 00.3445 00.3448 $0.3469 00.3489 INDUSTRIAL - COMMERCIAL BUSINESS PARK (NOTE 1) 00.3022 $0.3130 00.3164 00.3164 00.3167 $03186 00.3205 JUNIOR COLLEGE 00.3092 $O.32031 0.32381 00.3238 00.3241 $0.3260 00.3280 LIBRARY $0.6015 $0.6230 00.6298 $0.6298 00.6304 $0.6342 $06380 LUMBERIHARDWARE STORE 00.3488 $0 00.3652 00.3652 00.3655 00.3677 00.3699 MARINA 02.0968 $2.1718 02.1955 .19551 02.1977 02.2108 02.2240 MOTEL - - $0.3798 $0.3934 00.3977 00.3977 00.3981 00.4005 00.4029 NEIGHBORHOOD SHOPPINGCENTER 00.9122 $0.944 00.9551 00.9551 00.9560 00.9617 00.9675 OFFICE -COMMERCIAL (<100,000SF) 00.3615 50. 44 00.3785 00.3785 00.3789 00.3811 $0.3834 OFFICE -GOVERNMENT 00.4137 $0.4285 00.4332 00.4332 00.4336 00.4362 00.4388 OFFICE -HIGHRISE 00.3770 $0.3905 $0.39471 $0.3947 00.3951 00.3975 00.3999 OFFICE -MEDICAL 00.3417 $0.3539 00.3578 00.3578 00.3581 00.3603 00.3624 OUTDOOR TENNIS COURT $3.9734 $4 $4.1603 $4.1603 04.1645 $4.1893 04.2143 RACETRACK 00.7201 S0. $0.7540 $0.75401 $0.7548 $0.75931 00.7638 REGIONAL SHOPPINGCENTER 00.4730 $0.4899 00.4953 .49531 $0.4958 $0.49871 0.5017 RESORT HOTEL 00.3248 $0.33b4 00.3400 $0.34001 $0.3404 .34241 $03445 RESTAURANT -FAST FOOD $40186 04.1623 04.2076 04.2076 $4.2118 04.2370 04.2622 RESTAURANT 00.9277 $0.96091 00.9713 00.9713 S0. 00.9781 00.9839 RESTAURANT - SIT DOWN 02.1420 02.2186 02.2428 02.2428 $2.2450 02.2584 02.2719 &L - WALKIN 00.7780 $0.8059 00.8146 00.8146 $0.8154 00.8203 00.8252 &L- WITH DRIVE THRU 01.0717 01.1101 01.1221 01.1221 $1.1233 01.1300 01.1367 UNIVERSITY 00.3191 $0.3305 $0.3341 $0.3341 $0.3345 00.3365 00.3385 ALL OTHER COMMERCIAL USES NOT IDENTIFIED ABOVE $0.3022 00.3130 $0.3164 $0.3164 00.3167 $0.31861 00.3205 ALL OTHER INDUSTRIAL USES NOTIDENTIFIED ABOVE(NOTE2) $0.24571 $0.2545 00.2572 00.2572 00.2575 00.2590 00.2606 NOTE 1: THIS CATEGORY OF LAND USE CONTAINS PM AND CM ZONED PROPERTY. - NOTE 2: THIS CATEGORY OF LAND USE CONTAINS M AND PU ZONED PROPERTY. Appendix E- Page 9of 16 RES NOt RECEIVED FEB 112020 CrFi City of Carlsbad This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: Permit #: CBR2019-2012 Project Address: 2813 VIA CONQUISTADOR Assessors Parcel #: 2225923900 Project Applicant: COO WNER ZIVKOVIC JOVAN AND TINA (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: 640 Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 09/16/2019 Certification of Applicant/Owners. The person executing this declaration (Owner) certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owners knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. [J Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) [] San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) JJVista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Title: 'A-(-'4 S Date: i/, 12-0 Name of School District: )'toci&C4i IkSi Phone: 2W — 2J5j Community & Economic Development - Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov COC No. 004872. SAN MARCOS UNIFIED SCHOOL DISTRICT CERTIFICATE OF COMPLIANCE WITH FEE PROVISIONS ("COC") Education Code Section 17620 and GOvernment Code Section 65995, et seq. Facilities Planning & Development, 255 Pico Avenue, Suite 250, San Marcos, CA 92069 - (760) 290-2649 Project Description: ,.. . accessory drej.ng ujdt vO aq it . Tract No.: Project Mailing Address(es): 2813 Via Coqáiitudor, Carlsbad Assessor's Parcel No(s): Project Applicant: Project Owner: & TIN& ZiViDVIC Applicant Phone No.: Owner Mailing Address: 2811 VIA couxzoi., CARLSBO Owner. Phone No.: 0 Ed, Code 17620 and Gov. Code 65995, et seq. öi Existing Mitigation Agreement or CFD No.: CWDS . 0 . Not subject to fee requirements . . Note:- Applicant Declaration: The person executing this declaration ("Applicant") hereby declares, under penalty of perjury under the laws of California, that the following is true and correct: (1) Applicant is acting çn behalf of the owner of the above-referenced project ("Project") and is authorized, by such owner, to agree to the terms for issuance for this COG; (2) to the best of the Applicant's knowledge, the inforrñation provided herein is true; (3) the square foot amounts used in the fee calculation below were determined by the building department that willissue a building permit for the construction; and (4) Applicant or owner of the Project will obtain an amended COC and pay any additional amounts due if there riS an increase in the number of dwelling units ("DU") or the square footage of any DU or commercial/industrial structure in the- Project inàreases after Applicant has obtained any COC. If the initial determination of the number of units or the square footage is found to be incorrect, Applicant shall be responsible to pay any costs of collection thereof including attorneys' fees and legal costs. Print Name: .II . iv!"Z"-'i(' Date: ' o New Construction 0 Room Additions/Cony. (500+Sq. Ft.) 0 Commercial/Industrial 0 Qualified Senior Housing 640 x• Fee per sq. ft. =$ x Fee per sq. ft. $ Number andType of Units: . Number and Type of Units: I Total: $aid 5 . / Total: $_ DISTRICT CERTIFICATION: The San Marcos Unified School District ("District") hereby certifies that the Applicant has paid the above-specified amount, which was determined according to the information presented by the Applicant, and that the COC is issued to Applicant as a prerequisite to the issuance of a building permit(s) for the Lots/DUs specified above. Received From: . xx /'. I 1 Check No.: UZ Total Amount Collected: $ Received I Authorized By ' (( ( (4 ( It 1 /20.2, .... - District Signatur6 Title Date of Issuance NOTICE OF 90-DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Government Code Section 66020 requires that a district provide: (1) written notice to the Project applicant, at the time of payment of school fees, or other exactions ("Fees"), of the ninety (90) day period to protest the imposition of these Fees and (2) the amount of the Fees. Therefore, this Notice shall serve to advise you that the ninety (90) day protest period in regard to such Fees or the validity thereof, commences with the payment of the Fees or, performance of any other requirement as described in Government Code Section 66020. Additionally, the amount of the Fees imposed is as stated here, whether payable at this time in whole or in part, prior to the issuance of a Certificate of Compliance. As in the latter instance, the ninety (90) day protest period starts on the Date of Issuance. . EXPIRATION OF CERTIFICATE This COC is valid for one hundred eighty (180) days from the Date of Issuance. Extensions will be granted only for good cause, as determined by the Facilities Planning & Development Department of the District, and one (1) sixty (60): day extension may be granted. At such time as this COC expires, if a building permit has not been issued for the Project that is the subject of this COC, the Owner of the Project. at the time this COC was issued will be reimbursed all Fees that were paid to obtain this COG without interest. Owner must submit a request for reimbursement in writing to the District Facilities Planning & Development Department. it . . THIS COC EXPIRES: . : THE EXPIRATION DATE IS EXTENDED TO SIGNATURE VERIFYING AUTHORIZED EXTENSION: . . . Date: - .COC Continued on the Back of This Page** Distribution: Facilities - White Customer - Green y—cana Accounting - Pink Audit -Goldenrod FEE REGULATIONS 1. Residential Fees Fees can be charged on any new square footage within the perimeter of a residential structure, excluding carports, walkways, garages, overhangs, patios, enclosed patios, detached accessory structures, or similar structures (Government Code Section 65995 (b)(l)). Fees on room additions are limited by the restrictions above. Additionally, fees on room additions cannot be assessed unless the increase in the assessable square footage of the residence is more than five hundred (500) square feet. If the room addition creates a net increase of greater than five hundred (500) square feet, the fee is charged on the entire net increase in square footage (Education Code Section 17620 (a)(I)(c)(i)). Commercial/Industrial Fees Government Code Section 65995(b)(2) specifies the type of commercial/industrial space that may be charged. Fees can be charged on covered and enclosed space within the perimeter of the commercial/industrial structure, not including storage areas incidental to the principal use of the construction, garages, parking structures, unenclosed walkways, or utility or disposal area. Exemptions From Fees Government Code Section 65995(d) states that the following cannot be charged: (1) structures that are tax exempt and used exclusively for religious purposes; (2) private full-time day schools as described in Education Code Section 48222; and (3) structures owned and occupied by a governmental agency. Education Code Section 17626 and Government Code Section 66011 together prohibit charging fees on structures replacing those damaged or destroyed by a natural disaster. However, if the functioning, size, or use of the previous structure is changing, then the resulting increase or change in function, size or use may subject all or part of the new structure to the applicable Fees. Senior-Only Facilities Although senior-only facilities are residences, Government Code Section 65995.1(a) limits the fees on certain senior-only facilities to that of Commercial/Industrial Fees. The Commercial/Industrial Fee applies to Senior housing, as described in Civil Code Section 51.3, Health and Safety Code Sections 1569.2(k) and Government Code Section 15432(d)(9), as well as mobile home parks where residency is limited to older persons, as provided by Government Code Section 65995.2. Applicants will be reguired to provide proof that their development satisfies the applicable code section by bringing in their recorded Covenants Conditions &Restrictions or deed restriction. Mitigation Payments Mitigation Payments will only be refunded pursuant to the terms of the applicable Mitigation Agreement. None of the provisions herein related to expiration or refund apply to payments made pursuant to a Mitigation Agreement. NOTICE OF ScHool. FEE APPEAL/PROTEST PROCEDURE Pursuant to the Resolution adopting this COC, the following summarizes the District's School Fee Appeal/Protest Procedure for protesting Commercial/Industrial Fees and Residential Fees (collectively referred to as "School Fees") in order to provide a process that permits the Applicant an opportunity for a hearing to appeal the imposition of School Fees ("Hearing") and to consider the required notice of protest filed pursuant to Government Code Section 66020: a. Within ninety (90) calendar day of being notified of the School Fees to be imposed or paying the School Fees, Applicant(s) shall file a written request 1. By personal delivery, certified or registered mail or overnight mail (i.e., FedEx or similar service) ("Allowable Method") for a Hearing. 2. That contains a statement that payment has been tendered or will be tendered when due, or that any conditions which have been imposed are provided for or satisfied, under protest. 3. That contains a statement(s) informing the Governing Board ("Board") of the factual elements of the dispute and the legal theory forming the basis for the protest. The possible grounds for appeal include, but are not limited to: For Commercial Fees - the inaccuracy of including the Project within the category pursuant to which the Commercial Fees are to be imposed, or that the employee generation or pupil generation factor utilized under the applicable category are inaccurate as applied to the Project. The Applicant appealing the imposition of Commercial Fees shall bear the burden of establishing that the Commercial Fees are improper cCommercial Grounds for Appeal"). For Residential Fees - the inaccuracy of the pupil generation factors, land cost, development or square footage projections used. The Applicant appealing the imposition of Residential Fees shall bear the burden of establishing that the Residential Fees are improper rResidential Grounds for Appear) (Commercial Grounds for Appeal and Residential Grounds for Appeal collectively referred to as 'Grounds for Appeal."). 4. The written request shall be served on the Assistant Superintendent, Business Services, of the School District ("Assistant Superintendent"). b. Within ten (10) calendar days of receipt of the written request for a Hearing, the Assistant Superintendent, or designee, shall give notice in writing of the date, place and time of the Hearing to Applicant(s). The Assistant Superintendent, or designee, shall schedule and conduct said Hearing within fifteen (15) calendar days of receipt of the written request. The Assistant Superintendent, or designee, shall render a written decision within ten (10) calendar days following the Hearing and serve it by an Allowable Method to Applicant's / Applicants' last known address. c. Within ten (10) calendar days of receipt of the Assistant Superintendent or designee's written decision, Applicant(s) may appeal the Assistant Superintendent or designee's decision to the Board. Applicant(s) shall state in the written appeal the Grounds for Appeal and said written appeal shall be served by an Allowable Method on the Assistant Superintendent d. Within ten (10) calendar days of receipt of the written request for a Hearing, the Assistant Superintendent, or designee, shall give notice in writing of the date, place and time of the Hearing to the Applicant(s). The Board shall schedule and conduct said Hearing at the next regular meeting of the Board, provided that the Applicant(s) is given notice at least five (5) calendar days prior to the regular meeting of the Board. The Board shall render a written decision within ten (10) calendar days following the Hearing on the Applicant's / Applicants' appeal and serve the decision by an allowable Method to the Applicant's last known address. REFUND POLICY If construction does not commence as provided in Education Code Section 17624 and Government Code Section 65995, the amount of the Fees paid, minus a Fifty and no/100 Dollar ($50.00) application charge, will be refunded to the Owner of the Project at the time this COC was issued. An authorized written notice from the building department responsible for issuing the building permit declaring that the building permit has been cancelled and no construction has commenced must be delivered to the District's Facilities Planning & Development Department. Refunds will be processed thirty (30) days after receipt of notification. READ AND REViEWED:_________________________________ APPLICANT SIGNATURE PRINTED NAME (Cit y o f Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. Unless none of the requirements apply, the completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy- related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. .a If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. .4 Details on CAP ordinance requirements are available on the city's website. Application Information Project Name/Building Permit No.: BP No.: Property Address/APN: 1b,k ;A- QI6iAOor7_2.D2- c53Z 3'? ,o Applicant Name/Co.: Arzt.r'1 ROP,Z. Applicant Address: 144 Pcc'or'Jk Robe- fZ47 - (7'lOC -. Contact Phone: 1&0 cz-z.. 3 ITI Contact Email: ftLf:t 60w\ Contact information of person completing this checklist (if different than above): Name: Company 4,p..(tJ\6' Contact Phone: name/address: Contact Email: Applicant Signature: Date: 1 31 B-50 Page 1 of 3 Revised 04/19 City tf Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For residential alterations and additions to existing buildings, contact the building counter for the building permit valuation. Building Permit Valuation (BPV) $ 0 Alterations: 0 exempt BPV 2160,000 IA Electrical service panel upgrade IA BPV 2! $200,000 IA [1 Nonresidential New construction 113 and 2 Alterations 2 1-2 family dwellings and townhouses with attached garages only Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1. Electric Vehicle Charging A D Residential New construction and major alterations (or electric panel upgrade)* Please refer to Carlsbad Ordinance CS-349 when completing this section. 0 One and two-family residential dwelling or townhouse with attached garage: 0 One EVSE ready parking space required 0 Exception: 0 Multi-family residential: 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculations: Total EVSE spaces =.10 xTotal parking (rounded up to nearest whole number) EVSE Installed =Total EVSE Spaces x.50 (rounded up to nearest whole number) EVSE other Total EVSE spaces - EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation 2:$60,000 or include an electrical service panel upgrade; (2)for multifamily dwellings (three unite or more without attached garages), alterations have a building permit valuation 2t $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B. 0 Nonresidential new construction (includes hotels/motels) 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces 0-9 1 10.25 2 26-50 4 2 51-75 6 3 76-100 9 5 101-150 12 6 151-200 17 9 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 4/12/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist 2. 0 Transportation Demand Management (113M) List each proposed nonresidential use and gross floor area (GFA) allocated to each use. Employee ADT/1,000 square feet is selected from the table below. Use GFA Employee ADT for first 1.000 S.F. Employee ADT for each subsequent 1.000 S.F. Total Employee ADT Total If total employee ADT is greater than or equal to 110 employee ADT, a 1DM plan is required. MM plan required: Yes 0 No 0 Employee ADT Estimation for Various Commercial Uses tiiIi Office (all)2 20 20 Restaurant 11 11 Retai13 8 4.5 Industrial 4 3.5 Manufacturing 4 3 Warehousing 4 1 1 Unless otherwise noted, rates estimated from ITE Trip Generation Manual, 10Edition 2 For all office uses, use SANDAG rate of 20 ADT/1 ,000 sf to calculate employee ADT Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses maybe subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/1000 x 20 = 409 Employee ADT Retail: 9,334, sf First 1,000 sf = 8 ADT 9,334 sf. 1,000 sf= 8,334 sf (8,334 sf/1,000 x 4.5) + 8 =46 Employee ADT Updated 4/12/2019