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Home My WebLink AboutGREENBRIAR VILLAGE PUD FIRST FILING PRELIMINARY AND FINAL - 19 93A - SUBMITTAL DOCUMENTS - ROUND 2 - GEOTECHNICAL (SOILS) REPORT3 Field density tests shall be made by the Engineer on each layer of fill according to ASTM D1556, D2167, or D2922. Tests shall be taken in the compacted layer, below the disturbed surface. If the tests show inadequate density, that layer or portion of the layer shall be reworked until the required density is obtained. Fill material shall not be placed on frozen or thawing ground, or during unfavorable weather conditions. Fill operations shall not begin or resume until the base, or previous fill, is certified at the required density and moisture content. z B. Description of Work After the site to be filled has been properly prepared, it shall be bladed until it is uniform and free of large clods. The foundation for the fill shall be brought to the proper moisture content and compacted to not less than 95% of maximum dry density, in accordance with current ASTM D698, or to such other density as may be determined appropriate for the materials and conditions and acceptable to the Engineer. Materials for fill shall consist of materials selected or approved by the Engineer. The materials shall be borrowed from sites selected or approved by the Engineer, and shall be..free of vegetation or other deleterious materials, and shall not contain rocks or lumps larger than six inches (611) in diameter. The fill material shall be placed in uniform layers and compacted to meet the requirements as directed by the Engineer. Each layer shall be thoroughly mixed to insure uniformity in each layer. Compacted layer thickness shall be no greater than six inches (611) unless approved otherwise by the Engineer. If the selected or approved fill material contains rock, the maximum rock size shall be six inches (611) in diameter. Care should be taken to insure all voids are filled. No large rocks shall be placed within twelve inches (1211) of the finished surface. Each layer shall be thoroughly compacted to the specified density. The required density shall normally be 95% of of maximum dry density, as provided in accordance with ASTM D698. The compacted density may vary according to the type of material used, and will be specified by the Engineer. Compaction of the fill shall be such that a uniform density is obtained. Compaction shall be accomplished within 2% of the optimum moisture content. All slopes shall be compacted until the slopes are stable, but not too dense to prohibit slope control planting. Slope compaction may be done in increments as the fill progresses or when the fill is brought to its total height. APPENDIX I SPECIFICATIONS FOR PLACEMENT OF FILL MATERIAL I. Site Preparation A. Scope This item shall consist of clearing and grubbing, removal of existing structures, and preparation of land to be filled, preparation of the site from which the fill material is to be borrowed, and all subsidiary work necessary to prepare the site to be filled according to the plans and specifications. B. Description of Work All timber, logs, trees, brush and rubbish shall be removed and disposed of in a manner approved by the Engineer. All vegetation• and substantial amount of topsoil shall be removed from the surface upon which the fill is to be placed. The surface shall then be scarified to a depth of at least six inches (G"), and until it is free from such defects that would hinder the uniform compaction by the equipment used. When fills are made upon hillsides or slopes, the original ground shall be scarified deeply, or benched, if slopes are in excess of five (5) horizontal to one (1) vertical are encountered, or as directed by the Engineer. II. Placement of Fills A. Scope This item shall consist of compaction of the area to be filled, backfilled, filling of the land, compaction and control of the fill, and all subsidiary work necessary to complete the grading according to the plans and specification. RESISTANCE R-VRLUE AND EXPANSION PRESSURE OF COMPACTED SOIL RSTrl - D 2844 CLIENT: CDS ENGINEERING PROJECT: GR,EENBRIAR VILLAGE P.U.D. LOCATION OF SAMPLE: ON -SITE SUBGRADE SAMPLE - T.H. 3 0 0.5+ - 5.0+ SAMPLE DATA TEST SPECIMEN 1 2 3 COMPACTION PRESSURE - PSI 0 40 SO DENSITY - PCF 105.2 108.3 110.6 MOISTURE - 20.9 18.4 16.4 EXPANSION PRESSURE - P:=I 0.00 0.00 0.12 HORIZO14TAL PRESSURE @ 160 p_i 150 145 139 SAMPLE HEIGHT - in. 2.53 2.53 2.50 EXUDATION PRESSURE - PSI 111 251 418 UNCORRECTED R-VALUE 3.5 5.8 9.0 CORRECTED R-VALUE 3.5 5.8 :'.0 R-VALUE AT 300 PSI E%,lUDATION PRESSURE = 6.9 . 1.00 13 F w 6 4j J I 40 20 0 w 100 ..............i............._.........................................>..........................i.............i.......... ....... ;.............. _........................... .......................... ............... ............. .... ..... .... ;.............. .. i....... ... ............ ........ .:..............i............._...........................:.............o...........................i............._.......... ....... ....... ....... _ . ............ ................ .......... i............................ ' �............ .j.............. ....... ...... t..............:.............. i .... ........................... i..... ...... ............... s............ .v............. ......................... ............. ... i........................... h............. _... .............. i.............. i............. ............. _............. ..............[..................... ..... ;............................ _............. ;.............. i... l_1 l_1 —' -- 300 4 C10 5 Cl 0 6 L1 o 700 6 cl0 � EXUDATION PF'ESSLIRE — psi EMPIRE LFIBf-)F:HTORIES INC. 6 WC LOG OF BORINGS OSnKlYCl4 SI - \\ \ 5 i. - - - DePA Wa+er EhcouKiev-4 Dvr;inj Drillih9 DRAWING NO. CDS ENGINEERING CORPORATION PROJECT NO9�_ 7441 SYP "COLS AND SOIL PROPEP' IES DIAGRAM NO. 1 SOIL AND ROCK SAMPLERS CLAY (CL,OL,MH,CH,OH) CALIFORNIA SILT (ML,OL) I THIN -WALLED SAND (SW,SP,SM,SC) SPLIT BARREL GRAVEL (G'.Y,GP,GM,GC) BAG SAMPLE WEATHERED ROCK PITCHER SHALE & CLAYSTONE JAR SAMPLE SANDSTONE PENETRATION RESISTANCE FOR COHESIONLESS SOILS ON STRENGTH CLASSIFICATIONS FOR COHESIVE SOIL BASIS OF THE STANDARD PENETRATION TEST NUMBER OF BLOWS PER FT., N 0 - 4 4 - 10 10 - 30 30 - 50 OVER 50 RELATIVE DENSITY VERY LOOSE LOOSE MEDIUM DENSE VERY DENSE CONSISTENCY COHESION, ICSF"" SOFT LESS THAN 0.5 FIRM 0.5 - 1.0 STIFF 1.0 - 2.0 VERY STIFF 2.0 - 4.0 HARD GREATER THAN 4.0 BLOWS PER FOOT - BLOW OF 140 LB,. EQUIVALENT TO PP/2 AND OU/2 HAMMER DROPPED 30 IN. TO DRIVE 2-INC. SPLIT -BARREL SAMPLER ONE FOOT (ASTM DL586-67). C,REEN 6RIAR VILLAGE PUD W oc C4 v la LL -rH 3 LU a 3 2 LOCATION OF TEST BORINGS DRAWN BY:� � DRAWING ® O, 90CATIOlq of TF,5T NO/-E SCALE :I „_ N TE: PROJECT 5-as-93 _ CDS ENGINEERING CORP. p N0. in Appendix I of this report. Upon proper preparation of the subgrade, the subbase and base course shall be placed and compacted at or slightly above optimum moisture to at least ninety-five (95) percent of standard proctor density as determined according to ASTM D698. It is recommended that the asphaltic concrete be placed in maximum two to three (2-3) inch lifts at proper temperature for the type of asphalt used. All asphalt shall meet City of Fort Collins standards and specifications and shall be placed in accordance with these requirements. The crushed aggregate shall meet CDOH specifications and have a minimum "R" Value of 78. Plant mix bitumimous base shall have a minimum "Rt" Value of 90, while the asphaltic concrete shall have a minimum "Rt" Value of 95. Field density tests should be taken in both the base course and asphalt under the direction of the geotechnical engineer. If you have any questions concerning this information, please contact this office. Sincerely, CDS E O/RP—RATION An on Wernsman, E.I.T. P oject Engineer Reviewed by* John F. DonnellyA P.M. =_ - . ..��A(C tee.\• May 28, 1993 Mr. Jeff Laughren 965 Nantucket Windsor CO 80550 RE: Pavement Design Greenbriar Village P.U.D. File: P92-7441 Dear Jeff: Enclosed for your information is the data relating to the pavement design on the above project. Included are the recommended pavement thicknesses, boring logs and location map, and "R" Value data. It is our opinion that flexible pavements are suitable for the proposed streets. The flexible pavement should consist of asphaltic concrete underlain by crushed aggregate base course. Using the City of Fort Collins "Design Criteria and Standards For Streets": "R" Value of 6.9, a twenty (20) year design life, an 18 kip equivalent daily load application of 15, we recommend the following pavement thicknesses: Asphaltic Concrete 4" Class 5 Aggregate Base Course 9" 13" The subgrade below the proposed asphalt pavement should be prepared in accordance with the recommendations discussed 1714 Topaz Dr., Suite 215 • Loveland, CO 80537 • (303) 667-8010