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HomeMy WebLinkAboutApplication- PermitGARFIELD COUNTY BUILDING, SANITATION and PLANNING DEPARTMENT 109 8th. Street, Suite 303 Glenwood Springs, CO81601(970) 945-8212 No. 7213 Job Address 6101 W • 394-tie-MeeAkI.P(V) OD, �(e (0 NatureofWork Building Permit Use of Building Owner Cr `cV\itictri. caps‹r e -es n Pea.2 Contractor ry‘cirkilve Amount of Permit$ t q D 3, —11 pkn c ,i. 1Cgt00 r-L4rWitS pe-rr-: 0_0 Z. 2-5 Date Clerk 4 GARFIELD COUNTY BUILDING PERMIT APPLICATION GARFIELD COUNTY (GLENWOOD SPRINGS), COIORADO TELFFP$ON'E.:-(970) 945-8212 Applicant to complete numbered spaces only. INSPECTION LINE: (970) 945-9159 PERMIT NO. PARCEL/SCHEDULE NO. JOB SS: d t O r L 4 gA f 11 -- / il 13A t`F ttr...wit 41 ,q CC] Sr/ 6'3 6 1 T/ 4 LOT NO. BLOCK NO. SUBDT VISION/E}iENffT[ON /Q •44-4-1.G. / 1 %7 _ jre 2 LLA PuakSawtl.r.A> erri P[hCL+.cL 4)C//d! 41-1,1r tw4'1QrtCwply 79 v6 WIC PH 3 ieti 64.4.4.46.64 a23, £+ 6 ria�ot�c� .. s...435,_,..2er-s6,�y 46. 1r0i 4 AR P 'c pc.s.• ,mJ f�r-M,4 51-: r Aqa "9/7 AA,/ . 6rAA�✓,Atifb o -2,(1-1103rig? 6 5 .Q. PT�OFBLRDR�O ` J 3/ / w . / !"YO'�A_C/ T'vvA/ s SQ. F [. O'1btA x /6 6 !� z1 CD ' 3 0 ' NO of FtOOP Z 6 Q vBEofBwnwaNcw 5J[.c ,1 : �!A5 5 roDi- s ed-PStrp M 5 ad / p 7 PFtQ pfE WO.IL: -'/� 2 .5°17�`Ot,pA) /.4/.1-1-- �‘M-./i- "9/11.rr43 11'4ji✓i fe-0 ei4s4iEr✓+e ,&• (Je ld•IN< 8 t MS OF WORK CREW J(DDI ION DAL1BIIAIION MOV o LID1O E 9 OA"AGE:MINGLE MOON" CASPO T4000._ IMINCIE ODOUBLE I 0 M DRIVEWAY MGM DON SITE SEWAGE DISPOSAL 8r 1 ) Mint PLAN VALUATION OF WOM: I / 60, oa O , /}) o ADIOS= VALOA1TON:/ / / _ l / . / 3^, a o YN C'1/, u D e S s �' UC CO C1j ca/re BPPC1At. C`�ANDmoh3. p� r 3 -[_JA -,j PI A/ Q w A a d r' ti a Mi, _Te / NOTICE A SEPARATE ELECTRICAL PERMIT 1S REQUIRED AND MUST BE ISSUED BY THE STATE OF COLORADO THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE. READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF CAWS GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL •W REGULATING CONSTRUCTION OR THE PERFORMANCE OF CON U ON? jam/3 PLAN CHECK PEE: 1/ 31, 0 0 PERMIT FEE: 77 Ji 6 0 e2 , .2 C TOTAL FEE: DATE PERMIT ISSUED: )7,9 $l3 .a • / / OCC: GROUP: CONST: TYPE: ZONING SETBACKS: • - S' * uc of Owner, Contractor or authorized 't! � , ' >�+ Bgont i aDd % hoc above. a //ar - %' . // /�0 / /� r s. I HOME: ISDS NO. &FEF Building Dopt. Approval/Date B AGREEMENT • PERMISSION IS HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDING DEPARTMENT. IN CONSIDERATION OF THE ISSUANCE OF THIS PERMIT, THE SIGNER HEREBY AGREES TO COMPLY WTTH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY CiARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPLIED WITH IN THE LOCATION. ERECTION, CONSTRUCTION AND USE OF TILE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY THEN BE REVOKED BY NOTICE FROM ME COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND VOID. 4 THE ISSUANCE OF A PERMIT BASED UPON BANS, SPECIFICATIONS AND OTHER DATA SMALL, NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FRO PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF THIS CODE OR ANY OTHER ORDINANCE OR REGULATION OF TIES JURISDICTION. THE REVIEW OF THE SUBMIITED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR LIABILITIES BY GARFIELD COUNTY FOR ERRORS. OMISSIONS OR DISCREPANCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCLION RESTS SPECIFICALLY WITH THE ARCHITECT, DESIGNER, BUILDER AND OWNER. COMMENTS ARE INTENDED TO BE SERVATIVE AND IN SUPPORT OF THE OWNERS INTEREST. Garfonn.: I THEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE. (INITIAL) ,!,. goo a e3c,1_---- --/oz32-rn asimieoty< The following items are required by Garfield County for a final inspection: 1. A final Electrical Inspection from the Colorado State Electrical Inspector; 2. Permanent address assigned by Garfield County Building Department posted where readily visible from access road; 3. A finished roof, a lockable house, complete exterior siding, exterior doors and windows installed, a complete kitchen with cabinets, a sink with hot & cold running water, non-absorbent kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all necessary plumbing; 4. A complete bathroom, with wash bowl, tub or shower, toilet stool, hot and cold running water, non-absorbent floors and walls finished and a privacy door; 5. All steps outside or inside over three (3) steps must have handrails, guard rails on balconies or decks over 30" high constructed to all 1994 UBC requirements; 6. Outside grading done to where water will detour away from the building; 7. Exceptions to the outside steps, decks and grading may be made upon the demonstration of extenuating circumstances, i.e. weather, but a Certificate of Occupancy will not be issued until all the required items are completed and a final inspection made. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. * * * *CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY (C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATION PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupancy, use and the issuance of a Certificate of Occupancy for the dwelling under building permit # 9,` Signature Date bpcont POWER EQUIPMENT COMPANY ( PPMIf eo IlMuNT co. ) DENVER GRAND JUNCTION 303-288-8801 303-243-0722 303-288-8809 FAx 303-243-0728 FAX 800-883-9284 800-898-7319 CASPER 307-577-9700 307-577-9703 FAX 800-883-9275 ALBUQUERQUE 505.344-9488 505-345-4715 FAX 800-880-2320 CEDARAPIDS • CHAMPION • EL JAY • EAGLE • EUCLID • HITACHI • HYPAC PREMIER -PEERLESS • RAMMER • VOLVO CONSTRUCTION EQUIPMENT ACCESSORY LINES BRUNNER & LAY • BUCYRUS BLADES • COLUMBIA STEEL • CUMMINS DIPACO • HELSER MACHINE PARTS • INTERTRACTOR • IRATHANE SYSTEMS KAWASAKI • LUDLOW-SAYLOR • MINNPAR • SPOKANE STEEL FOUNDRY SUPERIOR CONVEYOR PARTS • WEG ELECTRIC MOTORS • WESTERN WIRE 4 GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS for SINGLE FAMILY DWELLING CONSTRUCTION including NEW CONSTRUCTION ADDITIONS ALTERATIONS and MOVED BUILDINGS In order to understand the scope of the work intended under a permit application and expedite the issuance of a permit it is important that complete information be provided. Adequate and complete information will prevent delays in the plan review process. Reviewing a plan and the discovery that required information has not been provided by the applicant may result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor may be required to provide this information before the plan review may proceed. This causes delays because other plans that are in line for review may be given attention before the new information may be reviewed after it has been provided to the Building Department. Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. If you do not, it may be helpful to obtain a book titled "Dwelling Construction under the Uniform Building Code". This book is available to you through this department at our cost. Also, please consider using _a design professional for assistance in your design and a construction professional for construction of your project. To provide for a more understandable plan in order to determine compliance with the building, plumbing and mechanical codes, applicants are requested to review the following check list prior to and during design. Applicants are required to indicate appropriately and to submit the completed check list at time of application for a permit. 1 January 1, 1999 Plans to be included for a Building Permit, must be on drafting paper at least 18"x24" and drawn to scale. Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with decks, balcony, steps, hand rails and guard rails, windows and doors, including the finish grade line. A section showing in detail, from the bottom of the footing to the top of the roof, including re -bar, anchor bolts,'pressure treated plates, floor joists, wall studs and spacing, insulation, sheating, house - rap, (which is required), siding or any approved building material. A window schedule, A door schedule. A floor framing plan, a roof framing plan, roof must be designed to withstand a 40# per ft. up to 7,000 F.O.S. and an 80 M.P.H. wind. All sheets to be identified by number and indexed. All of the above requirements must be met or your plans will be returned. 1. Is a site plan included that indicates the distances of the proposed building or addition to property lines, other buildings, setback easements and utility easements? Yes X 2. Does the site plan include the location of the I. S.D.S. (Individual Sewage Disposal System) and the distances to property lines, wells (on subject property and adjacent properties), streams or water courses? Yes �J�A Does the site plan indicate the location and direction of the County or private road accessing the property? Yes �C 4. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the uniform building code or per stamped engineered design? Yes x 5. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the clearances required between wood and earth? Yes Np --50e aA) G-rAc. - 2 6, Do the plans indicate the size and location of ventilation openings for the attic, roofjoist spacess and soffits? Yes jc 7. Do the plans include design loads as required by Garfield County for roof snow loads, (a minimum of 40 pounds per square foot up to & including 7,000 feet above sea level), floor loads and wind loads? Yes X 8. Does the plan include a building section drawing indicating foundation, wall, floor and roof construction? Yes -K, 9. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafters or joists or trusses? Yes >C 10. Does the building section drawing or other detail include the method of positive connection of all columns and beams? Yes 11. Does the plan indicate the height of the building or proposed addition from the highest point of the building or addition measured at mid span between the ridge and the eave down to existing grade contours? Yes X 12. Does the plan include any stove or zero clearance fireplace planned for installation including make and model and Colorado Phase II certifications or phase II EPA certification? Yes No ->C — /LAOrelAce_. -13. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the Uniform Building Code Chapter 37? Yes No /VP "-.,..19 Ct. 14. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or basements comply with the requirements of the Uniform Building Code? Yes No 15. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes X No 3 16. Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specify safety glazing for these areas? Yes X No 17. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on the plan? Yes ,]G No 18. Do you understand that if you are building on a parcel of land created by the exemption process or the subdivision process, are building plans in compliance with all plat notes and/or covenants? Yes X No 19. Do you understand that if you belong to a homeowners association, it is your responsibility to obtain written permission from the association, if required by that association, prior to submitting an application for a building permit? If you do not have written permission from the association, do you understand that the plan check fee will not be refunded should the architectural committee deny or reject your building plans? Yes x No 20. Will this be the only residential structure on the parcel? -- t Yes No If no -Explain: 21. Have two (2) complete sets of construction drawings been submitted with the application? Yes i& s' ` iAdt t 22. Do you understand that the minimum size a home can be on a lot is a 20ft. x 20ft.? Yes XC No -23. Have you designed or had this plan designed while considering building and other construction code requirements? Yes X No 24. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by the Garfield County Building Department? Yes .K No 25. Do you understand that approval for design and/or construction changes are required prior to the application of these changes? Yes x. No 4 26. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application and that you will be required to pay the "Permit Fee" as well as any "School Impact" or "Septic System" fees required, at the time you pick up your building permit? Yes No 27. Are you aware that twenty four (24) hour notice is required for all inspections? Inspections will be made from Battlement Mesa to West Glenwood in the mornings and from Glenwood Springs to Carbondale in the afternoon. Morning inspections must be called in by 12:00 p.m. the day before; afternoon inspections must be called in by 5:00 p.m. the day before. Failure to give twenty four (24) hour notice for inspections will delay your inspection one (1) day. Inspections are to be called in to 945-9159. Yes aL No 28. Are you aware that you are required to call for all inspections required under the Uniform Building Code including approval on a final inspection prior to receiving a Certificate of Occupancy and occupancy of the building? Yes )c No 29. Are you aware that the person signing the Permit Application, whether the "Owner", "Agent of the Owner", "General Contractor", "Contractor" or otherwise, is the party responsible for the project complying with the Uniform Building Code? Yes .k No 30. Are you aware that If you are accessing a county road and do not have an existing driveway you will reed to acquire a driveway permit from Garfield County Road and Bridge? Their phone number is 945-6111. You will need to show proof prior to the issuance of the building permit. I hereby acknowledge that I have read, understand and answered these questions to the best of my ability. signature date Phone: — 56 7' (days); 7-- S"‘ z ' (evenings) Project Name: 6,Dw A 4.Se aft ef--.Q Project Address: 0/0 / 'e 1 �ot�-� a. rt— La rC►� igo•t_4-t,,. /14,4, Co 5 Notes: If you have answered "No" on any of the questions, you may be required to provide this information at the request of the Building Official prior to beginning the plan review process. Delays in issuing the permit are to be expected. Work may not proceed without the issuance of a permit, if it is determined by the Building Official that additional information is necessary to review the application and plans to determine minimum compliance with the adopted codes, the application may be placed behind more recent applications for building permits in the review process and not reviewed until required information has been provided and the application rotates again to first position for review, delay in issuance of the permit or delay in proceeding with construction. bpminreq 6 County Road (Note the Road Number and Name) 0 n 0 Zo o 0 on �q E m 1994 Building Cede Setbacks: 25 feet front and rear and 10 feet on the fides Snowload:'401bs. /sq. ft. up to 7000 feet Seismic: Zone 1 Windshear: 80 mph Wind exposure: B Windload: 151bs. /sq. ft. Frost Depth: 36 inches --30 inches from finished grade to top of footing (Liveload is snowload-imposed by snow) BATTLEMENT MESA SERVICE ASSOCIATION ARCHITECTURAL COMMITTEE APPLICATION & CHECKLIST nn A� n (for New Home Construction projects) Homeowner: erOt vN P.L k a�+.. Home Mailing Address: Pj'j ,u r p Home Phone: '�--�-5- 79 r'^r-��'� , �7 15~/63 5— d Work Phone (if desired): Project Address:+ /D / Production Homeplan Name (if applicable): Lot: Block: Subdivision: //� Homebuilder: Business Mailing Address: 114 �,/'st✓7�e_�f-� �.�.� Business Phone: 2-1:r s-- 2.-y Fax (if desired): Submittal Date: /-‹) Sri633- '3-Tri—N 9 Estimated Start Date: 322,9 Estimated Completion Date: % '3/ `'! 9 SUBMITTAL REQUIREMENTS: Two copies each of items 1, 2 & 4 need to be submitted. (Check -off items attached to the Application. Fill in spaces as indicated.) I. Site Pian Drawing (1"=I0' or 1"=20' scale) with the following information shown: 'v� Lot, Block & Subdivision name. Street Address of Project. Building Setback Lines (also fill-in the shortest distance between property line to the exterior wall closest to that property line). Please be aware that all Building Setback Lines are taken from your Property Line Pins !! Your Property Line is not the Curb Line !! N/q Dwelling Unit Front Setback: feet Left Side Setback: feet Right Side Setback: feet Rear Setback: feet Utility Easements. 55' Clear Site -Line at Intersection Cor Site Grading Elevations & Drainage. First (main) Floor Height in relation to Driveways (include width of driveway), Outbuildings ner Lots. Garage feet feet feet feet top of street curb at front -center of lot. Walkways, Patios, etc. a:\bmsaac.ap2.draft031698 Page 2 of 5 7 2. Architectural Drawings (I/4" = I' or 1/8" = I' scale) with following information shown. Floor Plan(s) with overall dimensions (fill-in the following square foot areas). First Floor Finished Living Area: Second Floor Finished Living Area: Lower Floor Finished Living Area: Total Finished Living Area: Total Unfinished Living Area: Garage Area: /'994 zQ square feet !S -7.r luare feet N/ square feet –"a Q lfisquare feet �� square feet iL square feet Building Elevations Plans indicating doors, windows, exterior materials, roof -mounted evaporative coolers, etc. (fill-in maximum height below). building height, roof pitch, Maximum building height to highest ridgeline or building structural projection feet above top of street curb elevation at front -center of your lot. �� /►'t�0,�,�c ,�r.f 05' 612,5 Engineered Foundation Plan. Outbuildings indicating dimensions, elevations and overall height to ridgeline. 1 3. Exterior Materials (fill-in the selections below): Roofing Material ,b„ / Color: 44:?) ,"4- 6/0 0 tri► -rt./1474=e. i4titl Primary Siding Material: v/✓y/ Color: /OSL �� Accent Siding Material: ,,t,/lot....-e.— Color: 72---- Trim Material: IA-tt „Qri,." 1-11 / Color: 775.1:D "/9 N e- --Masonry Material: Stucco Material: 4 -----Front Door Material: XX4 `--fr--- Garage Door Material: N/A COLOR SAMPLE COLOR SAMPLE a:lbmsaac.ap2.draft031698 Color: Color: Color Color: COLOR SAMPLE COLOR SAMPLE Page 3 of 5 COLOR SAMPLE COLOR SAMPLE /lf►� 4. Landscape/Irrigation Plans with the following information: 4 Planting Plan (indicate areas of irrigated lawn, tree placement, shrub beds, groundcover, etc.). Plant Material Listing by species of trees and shrubs. Groundcover Materia! with weed control barrier. Fences. Other Landscape Improvements (decks, site lighting, flag poles, etc.). 5. Application Fee (payable to Battlement Mesa Service Association Architectural Committee): The BMSA/AC may require the applicant to pay directly, or to reimburse the BMSA/AC for payment of. any fees of outside consultants or any costs incurred by the BMSA/AC in its research, review or consideration of this application (per Section 9.6, Amended and Restated Declaration). I/We hereby acknowledge and understand that our failure to complete Homeplan or Improvement Projects or Landscaping Construction within the time constraints noted in Conditions 2. & 3. on Page 5 of this Application will result in a Notice and opportunity for a Hearing before the BMSA Board of Directors, and if I/We are found in violation of these Conditions at the Hearing will result in a fine to the Owner of not less than $500.00 per month for each full month in excess of the allotted completion time frame. I/We hereby acknowledge that Homeplan or Improvement Projects or Landscape Construction features which are built in non-conformance with this full application, including the Conditions of Approval noted on Page 5 of 5 herein, I/We will be cited by the BVISA/AC in written citation form at the time of discovery. In extenuating circumstances a Variance may be requested from the BNISA/AC, provided such Variance request item is within the purview and approval jurisdiction of the BMSA/AC. If a Variance is not granted by the BMSA/AC and if the Non - Conforming Items are not corrected within 60 days after the date of written citation, I/WVe will be served Notice and opportunity for a Hearing before the BMSA Board of Directors, and if I/We are found in violation of these Non -Conforming Items at the Hearing will be fined a minimum of S500 per Non -Conforming item. Failure to pay fines levied as determined at the Hearings may also result in a Lien being placed on our Property or Litigation Process initiated by the BMSA Board of Directors to secure conformance with this full Application and its respective Conditions Of Approval. I/We further acknowledge that any subsequent field changes which I/We may desire to the Homeplans or Improvement Projects of this original Application Submittal and the original Conditions of Approval issued by the BNISA/AC will require an additional Revised Application Submittal on our behalf, and that I/We will not proceed with any subsequent field changes until a Revised Conditions of Approval have been issued to us by the BNISA/AC. Owner's Signature(s):/4c)'-4'44krint Name(s): )4e w16t4 K. /4 a kie S Date: l 1 6/9 9 Builder's Signature: Print Name: a:lbmsaac.ap2.draft031698 Page 4 of 5 Date: ��k r'• s;_,--/-1. Date: Z ti .This portion of the Application Form to be completed by the Architectural Committee (not the Applicant). CONDITIONS OF APPROVAL 1. No sitework or building construction may proceed on any Lot (including norelimin aring, grubbin, grade alteration, storing of material, foundation excavation, extension of underground utilities,letc.)te euntil the Project has received a Project Approval from the Architectural Committee and has been issued a Building Permit (as required by Garfield County for New Home or Renovation projects). 2. All general building and site improvements construction for any Project shall be completed and shall have issued a Certificate of Occupancy from the Garfield County Building Dept. no later than one CO year after the issuance date of this Architectural Committee Approval. 3. The completed landscaping and revegetation of the improved Lot, to specifically include the front, side and rear yard areas, shall be completed no later than six (6) months from the date of Certificate of Occupancy. An additional maximum four (4) month extension may be granted by the Architectural Committee if the Certificate of Occupancy was issued shortly prior to the non -growing winter months such that landscape construction could not diligently proceed; however, in any event, the landscaping construction shall be fully complete no later than ten (10) months from the date of Certificate of Occupancy. 4. 5. 6. 7. 8. 9. Application App�oval (Initials of Architectural C By: Application Approve-_ r' n u tion su 'e By Chairman L / o the above conditions: Date: Application Denied (Initials of Architectural Committee Members): By: Application Denied: By Chairman: a:lbmsaac.ap2.draft031698 Page 5 of 5 Date: .0* Lincoln DeVore,Inc. -Geotechnical Consultants Colorado Springs Pueblo Glenwood Springs Grand Junction SUBSURFACE SOILS EXPLORATION CHURCH SITE #1 BATTLEMENT MESA, CO Prepared For: Crown Peak Baptist Church 101 Battlement Parkway Battlement Mesa, CO Prepared By: GRAND JUNCTION LINCOLN-DeVORE, INC. 1441 Motor Street Grand Junction, CO 81505 2-11-97 1 1 1 1 1 1 1 1 1 1 GRAND JUNCTION LINCOLN DeVORE, Inc. GEOTECHNICAL ENGINEERS - GEOLOGISTS 1441 Motor St. Grand Junction, CO 81505 Crown Peak Baptist Church 101 Battlement Parkway Battlement Mesa, CO 81635 Re: Dear Sir: TEL: (970)242-8968 FAX: (970 242-1561 February 11, 1997 SUBSURFACE SOILS EXPLORATION CHURCH SITE #1 BATTLEMENT MESA, CO Transmitted herein are the results of a Subsurface Soils Explora- tion for the proposed church site. If you have any questions after reviewing this report, please feel free to contact this office at any time. This opportunity to provide Geotechnical Engineering services is sincerely appreciated. Respectfully submitted, GRAND JUNCTION LINCOLN-DeVORE, INC. By: Edward M. Morris, PE Principal Engineer GJLD Inc. Job No. 85340 -GJ EMM/bw TABLE OF CONTENTS Page No. INTRODUCTION 1 Project Description, Project Scope Field Exploration & Laboratory Testing FINDINGS 4 Site Description General Geology and Subsurface Description Ground Water CONCLUSIONS AND RECOMMENDATIONS 8 General Discussion, Excavation Observation Site Preparation, Excavation Fill Placement and Compaction Drainage and Gradient FOUNDATIONS 13 Shallow Foundations, Settlement, Frost Protection, CONCRETE SLABS ON GRADE 15 EARTH RETAINING STRUCTURES 17 REACTIVE SOILS 18 LIMITATIONS 19 INTRODUCTION PROJECT DESCRIPTION This report presents the results of our review of a previous geotechnical (Report of Subsurface Soils Exploration, Church Site No. 1, Battlement Mesa, CO, LD 52259-J, 6-18-84). The purpose of this review is to determine the general subsurface conditions of this site applicable to construction of an addition to the existing church structure. A vicinity map is included in the Appendix of this report. This report represents a review of previous Subsurface Exploration on this site and nearby projects. This new report contains modifications of the original recommen- dations given on 6-18-84. More recent experience and on going knowledge in the geotechnical interpretation of the soils in the Battlement Mesa area indicates some of the original recommenda- tions will require modifications from those originally presented. We believe that the proposed addition to the existing church structure will consist of a single, possibly two-story wood framed structure with the lower story being possi- bly a walk out type basement and concrete floor slab on grade. Lincoln DeVore has not seen any building plans, but structures of this type typically develop wall loads on the order of 800 to 2400 plf and column loads on the order of 5 to 20 kips. The characteristics of the subsurface materials encountered were evaluated with regard to the type of construction described above. Recommendations are included 1 1 1 1 1 1 1 1 1 1 1 1 ■ herein to match the described construction to the soil character- istics found. The information contained herein may or may not be valid for other purposes. If the proposed site use is changed or types of construction proposed, other than noted herein, Lincoln DeVore should be contacted to determine if the information in this report can be used for the new construction without further field evaluations. FIELD EXPLORATION AND LABORATORY TESTING A field evaluation was originally per- formed in June 1984, and consisted of a site reconnaissance by our geotechnical personnel and the drilling of two shallow exploration borings. These two shallow exploration borings were drilled within the, at that time, proposed building near the locations indicated on the Boring Location Plan. The' exploration borings were located to obtain a reasonably good profile of the subsurface soil conditions. All exploration borings were drilled' using a CME 45-B, truck mounted drill rig with a continuous flight auger to depths of approximately 12 to 15 feet. Samples were taken with a standard split spoon sampler, than wall Shelby tubes, and by bulk methods. Logs describing the subsurface conditions are presented in the attached figures. The boring logs and related information show subsurface conditions at the date and location of this exploration. Soil conditions may differ at locations other than those of the exploratory borings. If the structure is move any appreciable distance from the locations of the borings, the soil conditions may not be the same as those reported here. The 1 1 1 1 1 1 1 1 1 1 1 1 1 passage of time may also result in a change in the soil condi- tions at the boring locations. The lines defining the change between soil types or rock materials on the attached boring logs and soil profiles are determined by interpolation and therefore are ap- proximations. The transition between soil types may be abrupt or may be gradual. 1 1 1 1 1 1 1 1 1 1 1 1 FINDINGS SITE DESCRIPTION The project site is located in the north, northeast portion of the Battlement Mesa area. The tract is described as Church Site #1, Lot 1, Block 1 of the River Bluff Filing #9. The actual site is approximately 400 feet south of the intersection of North Battlement Parkway and West Battlement Parkway. The site is bordered on the east by West Battlement Parkway. The topography of the site is that of a moderately sloping hillside, located below West Battlement Parkway and sloping down toward the west. The exact direction of surface runoff on this site will be controlled, to an extent, by the proposed new construction, but will be variable. Surface drainage on this site can be described as fair to excellent and subsurface drainage can be described as fair to poor. In gener- al, the proposed construction may create areas of poor drainage, ■ on the east to southeast sides of the addition and the existing structure. GENERAL GEOLOGY AND SUBSURFACE DESCRIPTION The geologic materials encountered under. the site consist of possibly p to 50 feet of unconsolidated alluvial soil deposits which are underlain by a very thick se- quence of sedimentary rocks. In general, the sedimentary rocks dip toward the north, into the Piceance Basin. The geologic and engineering properties of the materials found in our explorations borings will be discussed in the following sections. 1 1 1 1 1 1 1 1 1 1 1 ■ ■ The soils on this site consist of an alluvial debris fan deposit which is quite Blick and extremely stratified. This debris fan originates on the middle and upper slopes of Battlement Mesa to the east southeast, along the Bat- tlement Creek and Monument Gulch Drainages. The stratification' within this debris fan features ranges from sandy silts and silty clays in the finer portions and gravely silty clays and silty gravels and cobbles in the coarser portions. Many strata of the finer grained silts are of low to medium density and may exhibit slight to moderate metastable properties. The soils encountered 'in the shallow exploration borings iii 1984, were found to consist of 10 to 12 feet of a fine grained, silty sand with probably strata of sandy silt. These upper fine grained soils were underlain by a coarse grained rock deposit in which the drill auger met refusal at depths of 12 to 15 feet below the then existing ground surface. More recent exploration in this area indicates these gravels ad cobbles are probably a silty, possibly sandy alluvial gravel, cobble and boulder debris fan deposit. The coarser grained materials are typically composed of fragments of basalt, originating on the upper slopes of Battlement Mesa to the east and southeast. The actual thickness of this coarse grained, rocky deposit is unknown on this site and has been found to range from less than 1 foot in thickness to over 20 feet in thickness throughout the Battlement Mesa area. These rocky deposits are lenticular in aspect and are quite erratic. Several strata of these rocky deposits may be encountered within any particular soil section beneath Battlement Mesa. These rocky deposits are typically underlain by low density, alluvial silt deposits. The upper soils on this site, originally designated as Soil Type No. I (silty sand) is quite typical of the finer grained soils encountered in the Battlement Mesa area. For purposes of this report, these soils will be designated IA. This soil type is encountered as a series of strata. The soils encountered in the original explora- tion borings appeared to contain large amounts of sand but, the majority of these fine grained soils in the Battlement Mesa area are encountered as a sandy silt and silt (ML). The original Exploration Boring No. 2 included a relatively undisturbed sample at depths of 2 to 3 feet. This relatively undisturbed sample (Shelby Tube) was found to have a dry density of 95.3 pcf at a moisture content of 9.8%. This low density is representative of the silts and sandy silts encountered in the Battlement Mesa area, rather than the silty sands. This low density also indi- cates these soils may exhibit slight metastable properties. Based upon our experience in the Battlement Mesa area, the upper fine grained soils should probably be assumed to exhibit long term consolidation potential upon the addition of moisture. In addition, some strata of these soils may exhibit metastable (collapsible) properties. The maximum allowable bearing capacity for this soils should be assumed as 1200 psf for the non - metastable strata. A minimum foundation load of 200 psf should be maintained beneath all foundation components. These soils do contain sulfates in detrimental quantities. 6 The coarse grained, rocky soils have been found to exhibit moderate to low compressibility, depending upon the actual in place density of the soil matrix. These soils must be considered somewhat erratic and care must be taken when utilizing these soils for foundation bearing. For shallow foun- dation systems, these soils have been found to have a maximum allowable bearing capacity ranging fro 2200 psf to in excess of 8000 pcf. The allowable bearing capacity is related both to the soil density and the actual thickness of the rocky strata. It must be emphasized these rocky soils are normally underlain by compressible and possibly metastable (collapsible) silts which have significantly lower allowable bearing capacities if these underlying soils become wet or saturated. GROUND WATER No free water was encountered during drilling on this site. In our opinion the true free water sur- face is fairly deep in this area, and hence, should not affect construction. Seepage moisture may affect construction if sur- face drainage is not properly controlled. 7 1 1 1 1 1 1 1 1 1 1 1 1 CONCLUSIONS AND RECOMMENDATIONS GENERAL DISCUSSION No geologic conditions were apparent during our reconnaissance which would preclude the site develop- ment as planned, provided the recommendations contained herein are fully complied with. Based on our investigation to date and the knowledge of the proposed construction, the site condition which would have the greatest effect on the planned development is the variable density fine grained soils which may be utilized for foundation bearings. Since the exact magnitude and nature of the foundation loads are not precisely known at the present time, the following recommendations must be somewhat general in nature. Any special loads or unusual design conditions should be reported. to Lincoln DeVore so that changes in these recommendations may be made, if necessary. However, based upon our analysis of the soil conditions and project characteristics previously outlined, the following recommendations are made. OPEN FOUNDATION OBSERVATION Since the recommendations in this report are based on information obtained through random borings, it is possible that the subsurface materials between the boring points could vary Therefore, prior to placing forms or pouring con- crete, an open excavation observations should be performed by representatives of Lincoln DeVore. The purpose of this observa- tion is to determine if the subsurface soils directly below the proposed foundations are similar to those encountered in our exploration borings. If the materials below the proposed founda- exploration borings. If the materials below the proposed founda- tions differ from those encountered, or in our opinion, are not capable of supporting the applied loads, additional recommenda- tions could be provide at that time. EXCAVATION: Site preparation in all areas to receive structural fill should begin with the removal of all topsoil, vegetation, and other deleterious materials. Prior to placing any fill, the subgrade should be observed by representatives of Lincoln DeVore to determine if the existing vegetation has been adequately removed and that the subgrade is capable of supporting the proposed fills. The subgrade should then be scarified to a depth of 10 inches, brought to near optimum moisture conditions and compacted to at least 90% of its maximum modified Proctor dry density )ASTM D-1557). The moisture content of this material should be within + or - 2% of optimum moisture, as determined by ASTM D-1557. Any existing low density, metastable soils should be removed to a depth of 2 feet below the proposed bottom footing or rimwall elevation. Once it is felt that ade- quate soil removal has been achieved, it is recommended that the excavation be closely examined by a representative of Lincoln DeVore to ensure that an adequate overexcavation depth has indeed occurred and that the exposed soils are suitable to support the proposed structural man-made fill. Once this examination has been complet- ed, it is recommended that a coarse-grained, non -expansive, non - free draining man-made structural fill be imported to this site. 9 The native soils may be utilized as structural fill, if specifi- cally approved by the Geotechnical Engineer. This imported fill should be placed in the overexcavated portion of this site in lifts not to exceed 6 inches after compaction. A minimum of 90% of the soils maximum Modified Proctor dry density (ASTM D-1557) must be maintained during the soil placement. These soils should be placed a moisture content conductive to the required compac- tion (usually Proctor optimum moisture content ± 2%). The granular material must be brought to the required density by mechanical means. No soaking, jetting or puddling techniques of any type should be used in placement of fill on this site. To ensure adequate lateral support, we must recommend that the zone of overexcavation extend at least 2 feet around the perimeter of the proposed footing. To confirm the quality of the compacted fill product, it is recommended that surface density tests be taken at maximum 2 foot vertical inter- vals. When the structural fill is completed, an allowable bearing capacity of 1800 psf maximum may be assumed for proportioning the footings or loadbearing potions of the slab. DRAINAGE. AND GRADIENT: Adequate site drainage should be provid- ed in the foundation area both during and after construction to prevent the ponding of water and the saturation of the subsurface soils. We recommend that the ground surface around the structure be graded so that surface water will be carried quickly away from 10 1 1 1 1 1 1 1 1 1 1 1 1 the building. The minimum gradient within 10 feet of the building will depend on surface landscaping. We recommend that paved areas maintain a minimum gradient of 2%, and that landscaped areas maintain a minimum gradient of 8%. Planters, if any, should be so constructed that moisture is not allowed to seep into founda- tion areas or beneath slabs or pavements. Metastable soils (subject to internal collapse) must be kept at approximately the existing moisture content to avoid undue settlement. No water can be allowed to enter metastable soils, nor can the water table be allowed to rise in such soils. Allowing water to stand or pond in locations which allow it to infiltrate the soils beneath the building is not recommended. Sources of underground water should be fully investigated by a hydrologic engineer. If a water source exists. which is uncontrollable by virtue of being on the property of others, water will enter the soil and excess settlement must be anticipated. An underground water analysis of this type is beyond the scope of this report. Most hydrocompaction mitigation tech- niques for metastable soils are drainage considerations. The most important drainage consideration would be the continual maintenance of positive surface drainage away from the structures at all points. Positive surface drainage conditions must be maintained both during construction and throughout the service life of the structures. No flat areas or closed depressions should be allowed to exist anywhere on the site. Proper control 1 1 1 1 1 1 1 of all roof runoff is extremely important. It is strongly recom- mended that downspout discharges be piped away from the struc- ture. No water should be allowed to pond or stand within 30 feet of any structure. Should an automatic lawn irrigation system be used on this site, we recommend that the sprinkler heads be installed no less than 5 feet from the building. In addition, these head should be adjusted so that spray from the system does not fall onto the walls of the building and that such water does not excessively wet the backfill soils. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FOUNDATIONS Assuming that some amount of differen- tial movement can be tolerated, then a conventional shallow foundation system, underlain by structural fill, placed in ac- cordance with the recommendations contained within this report may be utilized. The foundation would consist of continuous spread footings beneath all bearing walls and isolated spread footings beneath all columns and other points of concentrated load. Such a shallow foundation system, resting on the properly constructed structural fill, may be designed on the basis of an allowable bearing capacity of 1800 psf maximum. Recommendations pertaining to balancing, reinforcing, drainage and inspection are considered extremely important and must be followed. Contact stresses beneath all continuous walls should be balanced to within + or - 200 psf at all points Isolated interior column footings should be designed for contact stresses of about 150 psf less than the average used to balance the continuous walls. The criteria for balancing will ■ depend somewhat on the nature of the structure. Single -story, slab -on -grade structures may be balanced on the basis of dead load only. Multi -story structures may be balanced on the basis of dead load plus one half live load, for up to three stories. We recommend that the building connection be investigated to determine if soil beneath the existing foundation is overloaded by the addition of new con- struction. This may result from foundations being placed very close or from using the existing walls to help carry some of the structural load generated by the addition. The design pressures 13 1 1 1 1 1 1 1 1 1 1 1 1 i given in this report may be used as a guideline when evaluating the existing loads. We recommend that the addition not be rigidly fastened to the existing building until late in the construction sequence. Some amount of settlement can be antici- pated in the upper fine grained, alluvial soils on this site. These compressional movements characteristically occur fairly rapidly, being virtually complete by the end of the construction sequence. The potential for differential movement between the addition and the existing building would be minimal at that time. SETTLEMENT: Provided the recommendations presented in this report are completely followed, total and differential settlements should be less than one inch. FROST PROTECTION We recommend that the bottom of all foundation components rest a minimum of 3 feet below finished grade or as required by the local building codes. Foundation components must not be placed on frozen soils. 1 1 1 1 1 1 1 1 1 1 1 CONCRETE SLABS ON GRADE Slabs could be placed directly on the natural soils or on a structural fill. We recommend the subgrade soil surface be slightly moistened and 'proof rolled' immediately prior to concrete placement. We recommend that all on -grade slabs be isolated from other structural portions of the building. This is generally accomplished by an expansion joint at the slab -founda- tion wall interface. If a vapor barrier is desired beneath slabs, we recommend that it be overlain by at least 2 sand to decrease the likelihood of curing problems. An method of reducing finishing problems would be to place inches of alternate the vapor barrier beneath approximately 6 inches of a minus 3/4 inch gravel fill. This method must be very carefully accomplished to minimize excessive puncturing and tearing of the vapor barrier. It is recommended that floor slabs on grade be constructed with control joints placed to divide the floor into sections not exceeding 360 square feet, maximum. Also, additional control joints are recommended at all inside corners and at all columns to control cracking in these areas. Problems associated with slab 'curling' are usually minimized by a 'low shrinkage' concrete mix design and proper curing of the placed concrete slab. This period of curing usually is most critical within the first 5 days after placement. Proper curing can be accomplished by minimizing mois- ture loss at the top slab surface. This may be accomplished utilizing continuous water application to the concrete surface or, in some instances by the placement of a 'heavy' curing com- 15 1 1 1 1 1 1 1 1 1 1 1 IMO pound, formulated to minimize water evaporation from the con- crete. Curing by continuous water application must be carefully undertaken to prevent the wetting or saturation of the subgrade soils. 1 1 1 1 1 1 1 1 1 1 ■ EARTH RETAINING STRUCTURES The active soil pressure for the design of earth retaining structures may be based on an equivalent fluid pressure of 50 pounds per cubic foot. The active pressure should be used for retaining structures which are free to move at the top (unrestrained walls). For earth retaining structures which are fixed at the top, such as basement walls, an equivalent fluid pressure of 65 pounds per cubic foot may be used. It should be noted that the above values should be modified to take into account any surcharge loads, sloping backfill or other externally applied forces. The above equivalent fluid pressures should also be modified for the effect of free water, if any. The passive pressure for resistance to lateral movement may be considered to be 230 pef per foot of depth. The coefficient of friction for concrete to soil may be assumed to be 0.27 for resistance to lateral movement. When combining frictional and passive resistance, the latter must be reduced by approximately 1/3. 1 1 1 1 1 1 1 1 1 1 1 1 REACTIVE SOILS Since groundwater in the Battlement Mesa area typically contains sulfates in quantities detrimental to a Type I cement, a Type II or Type I-II or Type II -V cement is recommended for all concrete which is in contact with the subsur- face soils and bedrock. Calcium chloride should not be added to a Type II, Type I-II or Type II -V cement under any circumstances. 1 1 1 1 1 1 1 1 1 1 LIMITATIONS This report is issued with the under- standing that it is the responsibility of the owner, or his representative to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project, and are incorporated into the plans. In addition, it is his responsibility that the necessary steps are taken to see that the contractor and his sub -contrac- tors carry out these recommendations during construction. The findings of this report are valid as of the present date. Howev- er, charges in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in acceptable or appropriate standards may occur or may result from legislation or the broadening of engineering knowl- 11 edge. Accordingly, the findings of this report may be invalid, 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 3 years. The recommendations of this report pertain only to the site investigated and are based on the as- sumption that the soil conditions do not deviate from those described in this report. If any variations or undesirable conditions are encountered during construction or the proposed construction will differ from that planned on the day of this report, Lincoln DeVore should be notified so that supplemental recommendations can be provided, if appropriate. Lincoln DeVore makes no warranty, either 19 1 1 1 1 1 1 1 1 1 expressed or implied, as to the findings, recommendations, speci- fications or professional advice, except that they were prepared in accordance with generally accepted professional engineering practice in the field of geotechnical engineering. 1 1 1 1 • • ' • \NJ, I 1 af 514 Co " \1‘ • sa' 00 — 6 SF • 0-• ;),....-- ., .' .., .,,, ....6;t6.61_1...,.... .:.rfj:.,... / ,.;:-:- c_Th 1 „.., ipz, • __::::..7,-• 1.: ..-..-- - ), --- ,...A . ----_,,,-- (. ,. ( /.• 1;) /70 '7: 5.900 I (2 a C:. 526 / 51 - %YAW, 1 -4. • 1 .0 Vilj....- ' • ' /1) 1 e ' Oilis I, 4alk / .. ' ,3 • '•ii ' f, '' '` • 1.-. , \-, I"-, iz' ----' ...„...,•. . ..... .,. 0",.... , _5120 . 1 • / • :' .1 / 11 . . • • • .- .... \ _ / CRN . 51,61., •,/ .••• •• • < ri'i , 3 1(74e — • . :"12 ' ' ' ' • • .A.-• ' ' '''' '- .*: s. , 17;; i ' 09 . ' ... ..4.f.. I/ ) . ' • ' ' .' .11. . , : -f / .. .1.`,.. .. . — 7 idh: :1 ; . . 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D u < . �s32 oz r, e U U w'0 !� u > o� FE' `1 W W 4 TOTAL AREA Crown Pa,;1 f So u f hern /ja o /&t C/i o r c h, Pa ra c 4,.//e , Co . 522 59 .X "LINCOLN DeVORE ENGINEERS --- GEOLOGISTS .o V 05 N h COLORADO: COLORADO SPRINGS ;RAND JUNCTION , PUEBLO , GLENWOOD SPRINGS WYOMING: EVANSTON 1 1 1 1 1 1 1 1 1 1 1 1 TEST HOLE No. r .t ELEVATION 10 —15 —20 25 — 30 -' w w - w —35 40 S;//y Sane/ dry , xoff br.4)/7 To TAN F/NE Gd4N6D Sable /'oer/y -,9rao%J Grave/, Cv66/es V. dC.SP re fuso/si 'J � • • 0 0 110gr°). 1 •970 0/3 4) DRILLING LOGS f Job NQ. LD S22 S9 2 -5,//), Sand 0/77) da,np f -c dry/ d'o f/, 6rew.7 F, A N/61/ Sv1FATEX So.rrp, dry Po Orly •9 rite/cal Gree /$, C. b Ile 3 re fu sa /' /2 dry, dense 00 ao e of c LINCOLN DeVORE • ENGINEERS GEOLOGISTS 15—+ 20 -- 25-- 30- 35-- 40 --- COLORADO: COLORADO SPRINGS , GRANO JUNCTION , PUEBLO GLENWOOD SPRINGS WYOMING: EVANSTON 1 1 1 1 1 1 1 1 1 1 1 SOILS DESCRIPTIONS= 0000 0000 0000 2 • Q0 c 0 rt. 1111 1 11 11 1 —yc_ r 0 00 0 use's DescivPTIO,y Topsoil Man -mode Fill GW Well -graded Gravel GP Poorly -graded Grovel GM Silty Gravel GC Clayey Grovel SW WeII-graded Sond SP Poorly -graded Sond SM Silty Sand SC Clayey Sand ML Low -plasticity Silt CL Low -plasticity Clay OL Low-plosticity Organic Silt and Clay MH High -plasticity Silt CH High -plasticity Clay OH Pt GW/GM GW/GC GP/GM GP/GC GM/GC GC/GM SW/SM SW/SC SP/SM SP/SC SM/SC High -plasticity Organic Clay Peat Well- graded Gravel, Silty Well -graded Gravel, Clayey Poorly -graded Gravel, Silty Poorly -graded Gravel, Clayey Silty Grovel, Clayey Clayey Grovel, Silty WeII - graded Sand, Silty Well -graded Sand, Clayey Poorly -graded Sand, Silty Poorly- graded Sand, Clayey Silty Sand, Cloyey SC/SM Clayey Sand, Silty CL/ML Silty Clay ROCK DESCRIPTIONS: ,F►'v.= pfsFRiPrrow .9; :6 ;IDNEMTMRY I!ocq g9: CONGLOMERATE o: p; I-�.-I.1--f 7 r • SANDSTONE SILTSTONE SHALE CLAYSTONE COAL LIMESTONE DOLOMITE MARLSTONE. GYPSUM Other Sedimentary Rocks rioroos acs GRANITIC ROCKS DIORITIC ROCKS GABBRO RHYOLITE ANDESITE BASALT TUFF a ASH FLOWS BRECCIA 8 Other Volcanics Other Igneous Rocks M TAA1OAPHIC AOCKS GNEISS O 0 O O0Qo Y `y t�ys, r'tfs k=� LINCOLN DeVORE TESTING LABORATORY SCHIST PHYLLITE SLATE METAQUARTZITE MARBLE HORNFELS SERPENTINE Other Metamorphic Rocks COLORADO, Colorado Springs, Pueblo, Glenwood Springs, Montrose, Gunnison, Grund Junction.— WYO.—Rock Spring) SYMBOLS 8t NOTES' swam maw/0k FrO• wo •r 15' Wx morn . Test Boring Location Test Pit Location 9/12 Standard penetration drive Numbers indicate 9 blows to drive the spoon 12" into ground. ST 2-1/2" Shelby thin woll somple Wo Natural Moisture Content Wx Weathered Material Free water table Y°Notural dry density T.B.—Disturbed Bulk Sample Soil type related to samples in report Top of formation t --z --4 Seismic or Resistivity Station. Lineation indicates approx. length a orientation of spread (S= Seismic , R= Resistivity ) Standard Penetration Drives are mode by driving a standard 1.4" split spoon sampler Into the ground by dropping a molt). weight 30". ASTM test des. 0-1586. Somples may be bulk, standard split spoon (both disturbed) or 2-1/2" 1.D. thin woll ("undisturbed") Shelby tube samples. See log for type. The boring Togs show subsurface conditions at the dates and locations shown , and It Is not warranted that they are representative of subsurface conditions at other locations and limes. EXPLANATION OF BOREHQLE LOGS AND LOCATION DIAGRAMS 1 1 1 1 1 100 C 90 1 H H BO I >4 70 a 60 50 144 E 44 U 30 a 20 Soil Sample Si//y SQ•ra/ (SM) Crown Po /.if Souc1,0,P htif Project C.4see ch. Pa ea cits, Ca. Sample Location T# /@ s- 1 GRAVEL .BAUD Coarse Fuze Cu. 1 Med i ur; 1 F i n 1 10 •-•— 1 Y. - 100 I 11 0 I E 11/2" t$4 T€:st No. .522 3-9 -J Dato fest by EFG Tc. Nc nula Sample No . Soi/ 7) 3 Specific Gravity_��__�..........._..__.,_ Moisture Content 2.3/ % _— Effective —Effective Size Cu Cc Fineness Modulus L.L.--.._P.I. N�p BEAR114G pfif GRAIN SIZE ANALYSIS ?.,T TC) CLAY stic to Plastic .01 .001 1 1/? 1" 3/4 1/ 2" 3/S " 4 10 20 40 100 200 0200 % Passing /40.040 99.,99 60, 00 2 6-00 Surf t.es 40 _Prim LI NCOLN•••DcVORE TESTING LABORATORY CoL0RAD0 SPRINGS, COLORADO Y......_._:mono �....._.....A.,......,.....w 1 1 1 1 1 1 1 1 1 1 1 • Como,ACr Aert. BnC LFrt.t/ i// / \\\\\ /,\�\\\\ 7//e\\ \\ jjPo�y crs LEVE IC LM - A; of To tvf+r_t- ;/// // \ 6 CASZ%Zr BeIJE'wr/+ DeAru AS SHnwu. 541.10 ///A\ \N\ FlLre2 \ �C+7 eAoca // / /i/ z .Sr._ LL ra roC /• rN. 4 so AsaAV Fecal &ALL, Derr!! VAtPE3 Aeocwo BWLDrnl. 21.4,10,/1- : � o " n'c Floor ` // r a.ro - co t /sop 0 � a ooc.- .0400 ti ///o O o DO\_ ae PM 3;4'. E e pErf Peril. SPREAD roorfnr4 Tyvi Flt rc� FREfroe Mt..r. 4J-A.L'AV reOH WALL. I4s a' 42 prorN vArerrS-1 4101"40 1 4 4e bv.4alr.G. 3'4c NI Pt r. GrEADC BaAM rvpg SAN 0 -FfLrSC cie Aye GoLLE'crop MAV Etc ANv TVF'6! 1irj4 ARG re, CELAMRsr Corti 441.22-41 0'40. FLaog /NfN, 'STs AwAy Rd 0M watt.. DSPrfr VArl&S /J Aeevu0 EtVrLprme, 6 0 0 0 0 0 00 0 0 0 0 v s .Y''¢ 4'r0([F p PIPE- GRADE TO OurLEr. PoLYG7HYr-ti Ni I�rt.M 8ELoe,J Dentin. -ABovs Floor Co•.tfAGrED NArev. £'421,-H $Acpc. KILL r,: \\N I- //// / �\ �// \ \ GRAVE\ \\ FE� WA Lt. Fn9ILr�lC / \ t. /'// r�� \ :0L.LTrcrole / bbone //:::;o% / b d 0 adbo oo a vO so aa 0 0 p4I ,. 4S�Ava.y VAe,4S ACoe/ Jo 86,110,4 4, I.4f4,2'r a T 1,n 400e 4" Prtr. Prot FABe is A1.r.uen►Arzr UNDER -SLAB, ! 4rslarort r'v.s' NOTES: .Size of perforated pipe sand filter varies with amDunt of seepage expected. 4+" diameter is most common. .Gravel size depends on size of pipe perforation„: 85 gravel> 2 x diameter of perforation. .Sand filter must depend on native soil and must follow the Terza.ghi-Vicksburg Criteria: 1) 15', filter = 4+ 2) 15-0 filter ! 3) 50` filter - 12 to 58 15•'. base 5 base 50% base This is required for stability and length of filter life. The sand filter may be replaced with an approved filter fabric. .All pipe to be perforated VCP, PVC or Orangeburg. .4" flexible pipe may be used to depth of feet, but must be carefully graded. 3" flexiblE pipe may be used to a depth of 7 feet and should be carefully graded. .Rigid pipe only to be used below a depth of 7 feet below ground surface. .A11 pipe to be laid at a minimum grade of 1.h% around building foundations. .Outfall to be free, gravity outfall if at a]1 possible. Use sump and pump only if no gravity outfall exists. .Conditions can vary considerably, and each site may he variable as to quality of sand or gravel required. All sites should be inspected to determine the amount and quality of sand filter required, unless a filter fabric installation is used as shown. TYPICAL SECTIOINS PERIMETER DRAIN & FRENCH DRAIN LINCOLN L�DeVORE ENGINEERS. GEOLOGISTS COLORADO: COLORADO SPRINGS,' PUEBLO, GLENWOOD SPRINGS, GRAND JUNCTION , MONTROSE , WYOMING: ROOK SPR1NOS