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HomeMy WebLinkAboutGeotechnical Report 07.20.2017Huddleston-Berry Engineering & Testing, LLC Austin Civil Group, Inc. 123 N. 7th Street Grand Junction, CO 81501 Attention: Mr. Jim Joslyn Subject: Geotechnical Investigation Pro Gas Bulk Propane Lot 1, Block 12 Travelers Highlands Parachute, Colorado Dear Mr. Joslyn, 640 White Avenue Grand Junction, Colorado 81501 Phone: 970-255-8005 Fax: 970-255-6818 Info@huddlestonberry.com July 20, 2017 Project#00302-0047 This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry Engineering & Testing, LLC (HBET) for the proposed Pro Gas Bulk Propane facility at Lot 1, Block 12 of the Travelers Highlands near Parachute, Colorado. The site location is shown on Figure 1. The proposed construction is anticipated to include placement of a petroleum storage tank. The scope of our investigation included evaluating the subsurface conditions at the site to aid in developing foundation recommendations for the proposed construction. Site Conditions At the time of the investigation, the site was open and fairly flat. Vegetation consisted primarily of weeds and grasses. The site was bordered to the northeast by existing industrial property, to the northwest by Walker Avenue and Interstate 70, to the southwest by 4th Street, and to the southeast by Scarrow Avenue. Subsurface Investigation The subsurface investigation included two test pits as shown on Figure 2 — Site Plan. The test pits were excavated to a depth of 8.0 feet below the existing ground surface. Typed test pit logs are included in Appendix A. As indicated on the logs, the subsurface conditions at the site were slightly variable. Test Pit TP- 1 encountered 1.5 feet of granular road base above lean clay with gravel and cobbles fill materials to a depth of 4.0 feet. The fill was underlain by brown, moist medium stiff lean clay with trace gravel and cobbles to the bottom of the excavation. Groundwater was not encountered in TP-1 at the time of the investigation. Travelers Highlands #00302-0047 07/20/17 Huddleston-Berry Ln4lnmins& LLC Test Pit TP-2 encountered 1.0 foot of topsoil above brown, moist, medium stiff lean clay with trace gravel and cobbles to the bottom of the excavation. Groundwater was not encountered in TP-2 at the time of the investigation. Laboratory Testing Laboratory testing was conducted on samples of the native soils encountered in the test pits. The testing included grain size analysis, Atterberg limits determination, natural moisture content determination, water soluble sulfates content determination, and maximum dry density and optimum moisture content (Proctor) determination. The laboratory testing results are included in Appendix B. The laboratory testing results indicate that the native clay soils are moderately plastic. Due to the presence of gravel and cobbles, undisturbed sample of the native soils were unable to be collected for swell/consolidation testing. However, based upon the Atterberg limits of the material and based upon our experience with similar soils in the vicinity of the site, the native clay soils are anticipated to be slightly expansive. Water soluble sulfates were detected in the site soils in a concentration of 0.3%. Foundation Recommendations Based upon the results of the subsurface investigation and nature of the proposed construction, shallow foundations are recommended. Spread footings and mat structural slabs are both appropriate foundation alternatives. However, as discussed previously, fill materials were encountered in TP-1. In addition, the native clay soils are anticipated to be slightly expansive. Therefore, in order to limit the potential for excessive differential movements, it is recommended that existing fill materials be completely removed from below foundations and replaced with structural fill. However, a minimum of 24-inches of structural fill is recommended below the entire foundation. Due to their plasticity, the native clay soils are not suitable for reuse as structural fill. Imported structural fill should consist of a granular, non -expansive, non -free draining material such as crusher fines or CDOT Class 6 base course. Unless it can be demonstrated that the materials are not free -draining, pit -run materials should not be used as structural fill. Prior to placement of structural fill, it is recommended that the bottom of the foundation excavation be scarified to a depth of 6 to 9 inches, moisture conditioned, and compacted to a minimum of 95% of the standard Proctor maximum dry density, within ± 2% of the optimum moisture content as determined in accordance with ASTM D698. Structural fill should extend laterally beyond the edges of the foundation a distance equal to the thickness of structural fill. Structural fill should be moisture conditioned, placed in maximum 8-inch loose lifts, and compacted to a minimum of 95% of the standard Proctor maximum dry density for fine grained soils and modified Proctor maximum dry density for coarse grained soils, within ± 2% of the optimum moisture content as determined in accordance with ASTM D698 and D1557, respectively. X:\2008 ALL PROJECTS\00302 - Austin Civil Group\00302-0047 Travelers Highlands\200 - Geo\00302-0047 LR072017.doc 2 Travelers Highlands #00302-0047 07/20/17 Huddleston-Berry Enginarins& LLC For structural fill consisting of imported granular materials and foundation building pad preparation as recommended, a maximum allowable bearing capacity of 1,500 psf may be used. In addition, a modulus of subgrade reaction of 250 pci may be used for structural fill consisting of crusher fines or base course. Foundations subject to frost should be at least 36-inches below the finished grade. Any retaining walls should be designed to resist lateral earth pressures. For backfill consisting of the native soils or imported granular, non -free draining, non -expansive material, we recommend that the walls be designed for an active equivalent fluid unit weight of 55 pcf in areas where no surcharge loads are present. An at -rest equivalent fluid unit weight of 75 pcf is recommended for braced walls. Lateral earth pressures should be increased as necessary to reflect any surcharge loading behind the walls. As discussed previously, water soluble sulfates were detected in the site soils in a concentration of 0.3%. This concentration of sulfates represents a severe degree of potential sulfate attack on concrete. Type V is specified by the International Building Code (IBC) for this concentration of sulfates. However, Type V cement can be difficult to obtain in Western Colorado. Where Type V cement is unavailable, Type I -II sulfate resistant cement is recommended. General Notes The recommendations included above are based upon the results of the subsurface investigation and on our local experience. These conclusions and recommendations are valid only for the proposed construction. As discussed previously, the subsurface conditions at the site were slightly variable. However, the precise nature and extent of subsurface variability may not become evident until construction. The recommendations contained herein are designed to reduce the risk and magnitude of structural movements and it is extremely critical that ALL of the recommendations herein be applied to the design and construction. However, HBET cannot predict long-term changes in subsurface moisture conditions and/or the precise magnitude or extent of any volume change in the native soils. Where significant increases in subsurface moisture occur due to poor grading, improper stormwater management, utility line failure, excess irrigation, or other cause, during or after construction, significant movements are possible. In addition, the success of the structure foundations, slabs, etc. is critically dependent upon proper construction. Therefore, HBET should be retained to provide materials testing, special inspections, and engineering oversight during ALL phases of the construction to ensure conformance with the recommendations herein. We are pleased to be of service to your project. Please contact us if you have any questions or comments regarding the contents of this report. X:\2008 ALL PROJECTS\00302 - Austin Civil Group\00302-0047 Travelers Highlands\200 - Geo\00302-0047 LR072017.doc 3 Travelers Highlands #00302-0047 07/20/17 Respectfully Submitted: Huddleston-Berry Engineering and Testing, LLC Michael A. Berry, P.E. Vice President of Engineering Hudd[eston-Berry Enginttrina s inging. Ll.c X:\2008 ALL PROJECTS\00302 - Austin Civil Group\00302-0047 Travelers Highlands\200 - Geo\00302-0047 LR072017.doc 4 FIGURES CGarfield County Garfield County Land Explorer Garfield County, Colorado H Garfield County Land Explorer Printed by Web User 1 inch = 1,505 feet 1 inch = 0.28 miles 0.2 0.4 0.8 Miles Garfield County Colorado Garfield County www.garfield-county.com Colorado Disclaimer This is a compilation of records as they appear in the Garfield County Offices affecting the area shown. This drawing is to be used only for reference purposes and the County is not responsible for any inaccuracies herein contained. © Copyright Garfield County, Colorado 1 All Rights Reserved Printed: 7/20/2017 at 1:22:48 PM 6/22/2017 11:47:26 AM, DWG To PDF.pc3 Propane Parachute \Dwg\C3d\Production Dwg\ACG-BRACH-PRO-PARA-BASE1.d ' I O 0�'I• O�,F. ,. &' OAF'/ / / /* / /* /*/ /o v O•A' 00- F\ J e�` A P�� 1�� 2 6' PERIMETER FENCE LOT 1 0.69 AC. 7 STORAGE AREA \ 6' PERIMETER FENCE \ \ 0 0 0 0 0 0 0 0 O 0 O 0 0 0 0 0 0 _ ° O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • o°°° A,°o 0 0 0 0 0 0 0 0 J 0• 0 0 O 0 0 0 0 0 „\. 0 0 0• 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 0 0 0 0 0 0 0 0 °°0°0o°°0OO °•C0 0°0°0°000°O°O 0 0 0 0 0 0 0 000000°0°0°0° 0 0 0 0 0 0 0°0°°°°°°°°°°°°• 0 0 0 0 0 0 0 0 0° 000°0° 004k ° 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0°000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0°•° 0 0 0 0 0 0 0 0 00°°°°°°°° o 0 0 0 0 0 0 0 0 0 0 0 0 •. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G0 0 0 0 0 0 0 0 0 0 0 0, '* 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0,0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0°0°0°0° 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Gc 6' PERIMETER FENCE 0 ° o o 0 0 0 0 0\0 0 0 0 0 9 \ °"°°°�.°0°0°°°00°°00°°°°0 ° 0 0 0 0 0 0 0 0 0 0 \ o °`. o 0 0 0 0 0 0 0 0 0 0 o TP-2 °°°°°o°o°o°o°o°o°o°o°o \ > 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 obo 0 0 0 0 0 0 0 0 0 0 0 0 \ °"° ° o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 * * * * * * * * * * 0 0 0 0 0 * ...0„...,.******.***.*************.**** 0 0 0 0 0 0 0 0 0 0 0 0 0 6' PERIMETER \°°°°°°o°°°°°°°°°°°°°°°°°°°°°°o°oo°' o°o°o°oo°o°o°o°°°o°o°o°o°o°o°°o FENCE GATE °\******************°°°°°°°°°°°°0°0°0°0°°°'°°°°°°0°°°0000°0000°0000°°000°°°00°0 0 0 0 0 o a9*o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0< 0 0 0 0 0 0 0 0 0 0 0 0 0,a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000` oVovo�o 0 0 0 0 0 0 0 0 0 0 oo-000°o°o°o°o 0 00000000000000000°00°0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000000� o o° *A0oo00°0°000°000°000°0000 • O O O O O , 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0� o 0 0� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 \ 0 ° 0 0 0 0 0 0 0- Q,.o 0 0 0 0 �° o 0 0 0 0 0 0 0 0 0 0 ° 0 0 O` 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 o 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 ° 0 0 o O 0 0 0 0 l) 0 0 0 0 00 0 0 0 0 0 0 0 0 0.C. 0 0° 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000°° o 0 0 0 0 0 0 0 0 ® o 0 0 0 0 0° ° 0°dD •B o 0 0 0 0 0 0 0 0 0 0 0 0 oo ° ° o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6' PERIMETER FENCE Guy Wire ° o 0 0 0 0 0 0 0 0 ° 0 0 0 0 o• 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 . . 0000000000000000000000000 O0 00 00 00 000000 00 00 00 0000 0♦0 0 00000°0°0 0 0 °00°°°°00 0 0 0 0 0 0 0 °°°°° 0°°° 00 00 00 0000 00 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i 6' PERIMETER FENCE GATE 0 0 0 0 0 0 0 0 0 0 0 0 0 v 0 0_ o 0 0 0 0 0 *Ib o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o' 20' 40' 60' k � GENERAL NOTES: 1. THE BULK PROPANE FACILITY IS AN UNMANNED FACILITY. IT WILL BE ACCESSED BY THE DELIVERY TRUCK AND THE TRANSPORT TRUCK ONLY. THE FACILITY WILL BE CLOSED TO THE GENERAL PUBLIC. 2. THERE IS NO DOMESTIC WATER OR SANITARY SEWER AVAILABLE FOR THE FACILITY. 3. THE FACILITY PROPERTY IS CURRENTLY VACANT INDUSTRIAL LAND WH/CH WAS ONCE USED FOR STORAGE WITH A MIX OF GRAVEL AND RECYCLED ASPHALT MILLINGS FOR A BASE. 4. THE FACILITY WILL CONTAIN A SKID MOUNTED 3,000 GALLON PROPANE TANK USED TO SUPPLY THE DELIVERY TRUCK FOR COSTUMERS. x UGE UGT LEGEND SOME OR ALL OF THE LINE TYPES AND SYMBOLS IN THE LEGEND MAY BE FOUND IN THESE DRAWINGS ---- PROPERTY LINE EXISTING FENCE PROPOSED FENCE EXISTING TRANSFORMER OR PEDESTAL EXISTING GUY WIRE EXISTING UTILITY POLE EXISTING UNDERGROUND ELECTRIC EXISTING UNDERGROUND TELEPHONE EXISTING STORM SEWER EXISTING 1-FT CONTOUR EXISTING 5-FT CONTOUR PROPOSED 1-FT CONTOUR PROPOSED 5-FT CONTOUR EXISTING GRAVEL ROAD EXISTING GRAVEL AREA PROPOSED GRAVEL DRIVE PROPOSED GRAVEL AREA DRAINAGE FLOW ARROWS UGE UGT 48"ST 48"ST - -45-5-0 - - JJ FIGURE 2 Site Plan co REVISIONS BAR IS ONE INCH ON ORIGINAL DRAWING O z MENNEN AUST I N CIVIL GROUP, INC Land Planning ■ Civil Engineering ■ Development Services CO 0 0 0 U 0 -0ti 7 C (5 N .o o t` CD rn 0 a) ti z M ?R0 GAS BULK PROPANE FACILITY 0 0. 0 U W wo DESIGNED BY: 0 PRO GAS LLC JOB NUMBER: 1 061 .0007 DATE: 6/19/2017 SCALE: 1 "= 20' M:\PROJECTS\1061.0007 SHEET NO: C3 APPENDIX A Typed Test Pit Logs ,,G\NEE0,4, j-Be-PAGE c-•-CONyo CLIENT PROJECT Huddleston-Berry Engineering & Testing, LLC 640 White Avenue, Unit B Grand Junction, CO 81501 970-255-8005 970-255-6818 Austin Civil Group PROJECT NAME LOCATION TEST PIT NUMBER TP-1 1 OF 1 Travelers Highlands NUMBER 00302-0047 PROJECT Parachute, CO DATE EXCAVATION EXCAVATION LOGGED NOTES STARTED BY 6/26/17 COMPLETED 6/26/17 GROUND ELEVATION WATER TIME OF END OF EXCAVATION TEST PIT SIZE CONTRACTOR Client GROUND LEVELS: EXCAVATION EXCAVATION dry METHOD Mini -Excavator AT CM CHECKED BY MAB AT dry AFTER --- o DEPTH o (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) POCKET PEN. (tsf) DRY UNIT WT. (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - -'4.iI - • '1 1 •s 1 �.. Granular Road Base 2.5 Lean CLAY with Gravel and Cobbles (FILL), brown with thin red layers, moist, medium stiff 5.0 j j Lean CLAY with trace Gravel and Cobbles (cl), brown, moist, medium stiff 7.5 Bottom of test pit at 8.0 feet. ,,G\NEE0,4, j-Be- c-•- CLIENT PROJECT Huddleston-Berry Engineering & Testing, LLC 640 White Avenue, Unit B 1 Grand Junction, CO 81501 970-255-8005 Goys 970-255-6818 Austin Civil Group PROJECT NAME LOCATION TEST PIT NUMBER TP-2 PAGE 1 OF 1 Travelers Highlands NUMBER 00302-0047 PROJECT Parachute, CO DATE EXCAVATION EXCAVATION LOGGED NOTES STARTED BY 6/26/17 COMPLETED 6/26/17 GROUND ELEVATION WATER TIME OF END OF EXCAVATION TEST PIT SIZE CONTRACTOR Client GROUND LEVELS: EXCAVATION EXCAVATION dry METHOD Mini -Excavator AT CM CHECKED BY MAB AT dry AFTER --- o DEPTH o (ft) GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) POCKET PEN. (tsf) DRY UNIT WT. (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX -\ ` s\ i,. Ji:. Lean CLAY with Organics (TOPSOIL) 2.5 j j j j/ j j Lean CLAY with trace Gravel and Cobbles (CL), brown, moist, medium stiff *** Lab Classified GB1 5.0 GB 16 30 17 13 85 7.5 Bottom of test pit at 8.0 feet. APPENDIX B Laboratory Testing Results N. izz Ed (77 z 0 0 0 z 0 uJ W J W 0 0 O 0 O O W 0 0 z ��oNEEq,Hc y-•-CONSJ CLIENT 1-13 Huddleston-Berry Engineering & Testing, LLC GRAIN SIZE DISTRIBUTION 640 White Avenue, Unit B ,, Grand Junction, CO 81501 � 970-255-8005 970-255-6818 Austin Civil Group PROJECT NAME Travelers Highlands PROJECT NUMBER 00302-0047 PROJECT LOCATION Parachute, CO U.S. SIEVE OPENING IN NCHES I U.S. SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 3/8 3 4 6 810 1416 20 30 40 50 60 100 140 200 100 1 I I I I.I I I I 95 90 85 80 75 70 65 H c7 w 60 >- 55 m W w 50 z E 45 z w w 40 w 0 35 30 25 20 15 10 5 0 100 10 1 0 1 0.01 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES coarse fine coarse medium fine SILT OR CLAY Specimen Identification Classification LL PL PI Cc Cu • TP-2, GB1 6/2017 LEAN CLAY(CL) 30 17 13 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • TP-2, GB1 6/2017 12.5 0.7 14.2 85.1 ATTERBERG LIMITS 00302-0047 TRAVELERS HIGHLANDS.GPJ GINT US LAB.GDT 7/17/17 ,,p,NEER,ry • CLIENT IB1 Huddleston-Bevy Engineering & Testing, LLC ATTERBERG LIMITS' RESULTS °, 640 White Avenue, Unit B Grand Junction, CO 81501 970-255-8005 970-255-6818 Austin Civil Group PROJECT NAME Travelers Highlands PROJECT NUMBER 00302-0047 PROJECT LOCATION Parachute, CO 60 CL CH 50 P L A s 40 T I C T 30 Y I N 20 D E X • 10 CL-ML 10 MH 0 0 20 40 60 80 100 LIQUID LIMIT Specimen Identification LL PL PI #200 Classification • TP-2, GB1 6/2017 30 17 13 85 LEAN CLAY(CL) a 0 m J a) (77 z z a C7 ai 0 z co w W J r- O O 0 O O O Q. O Huddleston-Bevy Engineering & Testing, LLC °, 640 White Avenue, Unit B Grand Junction, CO 81501 970-255-8005 970-255-6818 Austin Civil Group PROJECT MOISTURE NAME LOCATION -DENSITY RELATIONSHIP Travelers Highlands �ONEEgry •1 CLIENT PROJECT NUMBER 00302-0047 PROJECT Parachute, CO DRY DENSITY, pcf CO CO O O - i N N co Ch) - � U1 O U1 O U1 O U1 O U1 O U1 O U1 0 Sample Source Description Test Method: Maximum Optimum Date: No.: of Material: of Material: Dry Water TEST Density Content GRADATION #200 6/26/2017 \Sample 17-0363 TP-2 LEAN CLAY(CL) ASTM D698A RESULTS ATTERBERG RESULTS 116.0 PCF % (% LIMITS 100% Gravity 2.80 2.70 2.60 PASSING) 3/4" 14.5 #4 100 85 100 LL Curves for PL PI to: 30 17 Specific of 13 Saturation Equal 0 5 10 15 20 25 30 WATER CONTENT, %