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Home My WebLink About06- Golder B- Supplemental ReportGolder Associates March 16, 2012 Ricky Bates Enterprise Products Company, Inc./Mid-America Pipeline Co. 1100 Louisiana Street Houston, TX 77002 RE: SUPPLEMENTAL REPORT TO GEOTECHNICAL SITE INVESTIGATION NORTH SIDE OF BAXTER PASS, COLORADO FOR WESTERN EXPANSION PROJECT PHASE II Dear Ricky: Project No. 113-91752 1.0 SCOPE AND PURPOSE This Supplemental Report addresses the proposed locations of HDD drill paths as presented in drawings dated November 3, 2011, transmitted to us by Rooney Engineering on December 14, 2011. These drawings are revised from those presented in Golder's report, Summary of Geotechnical Site Investigation, North Side of Baxter Pass, Colorado, for Western Expansion Project Phase Il, dated December 2011. Included herein are comments specific to the revised HDD alignments, as well as geotechnical -related issues pertaining to the option of conventional trench construction, raised during the conference call on December 14, 2011. This Supplemental Report builds upon the information and conclusions presented in the site investigation report, Summary of Geotechnical Site Investigation, North Side of Baxter Pass, Colorado, for Western Expansion Project Phase 11, dated December 2011. The December report presented the results of site investigation at the Woodpile Landslide and the Columbine Landslide Complex, including the findings of the subsurface drilling, and laboratory testing of samples. Information for the proposed McAndrews HDD was also presented in that report, but was limited to information provided by Enterprise Products Company, showing the findings of subsurface investigation, completed in the late 1990's, related to the existing HDD (the Brown Line). No further site investigation or testing has been done as part of this supplemental study. The December report includes detailed descriptions of the local geology, and conditions observed at each of the HDD areas. This information is not repeated herein, except as appropriate to the discussion of the revised HDD alignments. The reader is referred to the December Report for supporting details. Much of the pipeline corridor from the summit of Baxter Pass to below McAndrews Lake traverses landslide deposits. It is not reasonably feasible to avoid all of the potential hazard areas. The geotechnical recommendations for the WEP2 project focus on avoiding or mitigating those areas which have been identified as recently or historically (past 50-100 years) active. The proposed pipeline will lie within essentially the same corridor as existing pipelines currently in operation. As is the case for all pipelines through this area, there is the potential for re -activation of landslide deposits, regardless of age, which could occur from a number of causes, including wetter climate trends, unusually wet individual years, and/or disturbance by human activity. The existing pipelines at Baxter Pass, and those in similar terrain elsewhere, are being successfully managed in landslide areas, through various types of monitoring and appropriate mitigation response plans. Therefore, we believe the HDDs proposed through Woodpile, Columbine, and McAndrews Lake areas, s:\enterprise\2011 \2011 columbinesprings\wep2 supplemental report 2-2012\stamped final report 3-2012\wep2 supplemental.docx Golder Associates Inc. 595 Double Eagle Court, Suite 1000 Reno, NV 89521 USA Tel: (775) 828-9604 Fax: (775) 828-9645 www.golder.com Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation Ricky Bates March 16, 2012 Enterprise Products Co./Mid-America Pipeline 2 113-91752 combined with appropriate monitoring as discussed below, are strategies that meet or exceed current standards of practice for constructing and operating pipelines in such terrain. 2.0 COMMENTS ON THE REVISED HDD ALIGNMENTS The following paragraphs provide brief discussion on each of the three HDD alignments, pertinent to the most recent revised drawings transmitted to us, dated November 3, 2011. In two locations (Columbine slide and McAndrews Lake), special conditions related to existing landslide deposits are present at a proposed endpoint of the HDD. In each case recommendations are given for mitigating these conditions, without the need to revise the latest (November 3, 2011) proposed HDD plans. Certainly, relocation of the respective end points of the proposed bores could be used as an alternative to mitigating these locations. However, based on discussions with both Rooney Engineering and Enterprise Products, relocation is not the preferred approach. We agree that each of these locations can be appropriately mitigated by other means, without the need to change the present design. 2.1 Woodpile Landslide HDD Figure 1 shows the revised proposed HDD alignment through the Woodpile landslide area, in both plan and profile. As described in Golder's December 2011 report, most of the area crossed by this HDD is within or underlies landslide deposits. The exception is the portion near the exit (south) end of the proposed HDD, from about Station 9+00 to 13+36, where bedrock appears to be in place at or near the ground surface. North of Station 9+00, the remainder of the alignment crosses landslide deposits. However: • The most recent landslide activity appears to be limited to the area from about Station 5+50 to 8+80. The alignment also runs along the downslope edge of an older slide block from about station 4+30 to 5+50, but this area is not believed to be recently active; • The proposed HDD as shown in the drawings is to be located in bedrock below the base of the landslide deposits at about Station 6+00, based on the findings in the borehole (WP -1,) from the 2011 drilling investigation, which was located near Station 6+00; ■ Based on our interpretation of available surface and subsurface information, we believe that the proposed HDD will likely be within bedrock from about Station 2+00 or 3+00 to its south endpoint at Station 13+36. From the entry point to about Station 2+00 to 3+00, the HDD may be within older (not recently active) landslide deposits. Based on the findings of the drilling investigation, it is likely that these deposits contain significant cobbles and boulders, within a predominantly clay and silt matrix. Boulders could range up to several feet in diameter. The bedrock expected to be encountered in the Woodpile HDD is of the Wasatch Formation from the north end to about Station 9+00. These rocks are composed of massive mudstones, with layers of fine to coarse-grained conglomerate sandstone which can range up to 50 feet in thickness. South from about Station 9+00, the rock exposed at the ground surface is of the Douglas Creek Member of the Green River Formation. These rocks are primarily composed of fine to very fine-grained sandstones, slightly calcareous siltstones, and silty claystones, with some limestone layers. The lower part of the formation, which is most likely to be encountered in the HDD, also contains flaky clay shales interbedded with algal limestone beds. The HDD bore is expected to cross the contact between these rock formations somewhere between Stations 7+50 and 12+00. 2.2 Columbine Landslide Complex HDD Figure 2 shows the revised proposed HDD alignment through the Columbine Landslide area, showing both plan and profile. As described in Golder's December 2011 report, most of the area crossed by this HDD is within or underlies landslide deposits. Figure 2 shows the extent of recent or likely historic areas of landslide and slope movements, extending from about Station 8+40 to the south end of the HDD at s:\enterprise\2011\2011 columbinesprings\wept supplemental report 2-2012\stamped final report 3-2012\wep2 supplemental.docx Golder Associates Ricky Bates March 16, 2012 Enterprise Products Co./Mid-America Pipeline 3 113-91752 Station 25+18 of the currently -proposed HDD alignment. (Note: These limits are based on the Plan View of Figure 2. The limits of the Columbine Landslide Complex shown in the HDD Profile View of Figure 2 differs from the limits shown in the Plan View.) It is also possible that older landslide deposits blanket the slopes from Station 0+00 to 8+40. However, mapping by the U.S. Geological Survey (Johnson, 1985), indicates that a large portion of this area is characterized by bedrock of the Wasatch Formation. At the depth of the HDD, based on Johnson's 1985 mapping and the findings of the 2011 drilling investigation, we believe that the HDD will penetrate bedrock of the Wasatch Formation from about Station 0+50 to 22+00. It must be understood that this range is merely an estimate, as no borings were drilled along the south -most 800 feet of the revised alignment. Also, the borings drilled were along the existing pipeline right-of-way, at a distance of as much as 380 feet from the proposed alignment, and thus may not accurately reflect conditions under the proposed alignment itself. The HDD is anticipated to transition from bedrock into older landslide deposits below more recently -active landslide areas from about Station 22+00 (a rough estimate as described above) to the exit point at Station 25+18. However, near the proposed exit point near Station 25+18, there is a small, recently active slump on the existing right-of-way cut slope. Based on the exit point location shown in Figure 2, the bore pit and a portion of the last 50 or so feet of the bore may be located below this feature. This feature is interpreted to be shallow, and confined to the older cut slope. Great care needs to be taken in this area to avoid re -activating or expanding the unstable area, particularly during work in the bore pit. We recommend that the slope in this area should be laid back to a more stable configuration prior to beginning work on the HDD in this area. Laying back the slope may remove most or all of this feature, since it is relatively small. At the north end of the bore, near the proposed entry point, borehole CS -1 encountered soils to a depth of about 18 feet below the ground surface. Also, the upper portion of the underlying bedrock was logged as highly weathered and sheared to a depth of about 23 feet. Based on these findings, soil, or soil -like conditions are likely to be encountered from the entry point to about Station 0+50. Where the HDD penetrates landslide deposits, cobble and boulders may be encountered, but are not expected to be as frequent as observed in the Woodpile Landslide area. Otherwise, these materials are expected to consist primarily of clays and silts of medium to very stiff consistency. Bedrock encountered in the Columbine HDD will be of the Wasatch Formation. These rocks are composed of massive mudstones, with layers of fine to coarse-grained conglomerate sandstone which can range up to 50 feet in thickness. Some of the conglomerate sandstone was encountered near the bottom of borehole CS -2, and was found to be much harder than overlying materials. This likely represents the more resistant sandstone units which occur in the Wasatch Formation and are reported to range up to 50 feet in thickness. Test sample results indicate the sandstones and siltstones from the Wasatch Formation to have rock strength from Very Weak to Weak (ISRM classification). However, the borehole logs indicate that some layers of harder rock were also encountered. 2.3 McAndrews Lake HDD Figure 3 shows the revised proposed HDD alignment for the McAndrews Lake area. This area also has landslides. No drilling investigation was performed in this area during the 2011 studies. Geotechnical information for this HDD is being taken from six previous borings done close to the proposed alignment in the late 1990's, to support design of the Brown Line HDD which is already in place in this same vicinity. These borings were completed by Terracon Consultants Western, of Salt Lake City, Utah, and are presented in drawings relevant to construction of the Brown Line HDD. These drawings are included in Golder's December 2011 report. The drawings include rock strength test data, as well as lithologic data for the soil and rock types encountered. The proposed HDD is shown to lie deep within the bedrock below McAndrews Lake, and well below the depth of landslide deposits over most of its length. The information presented in the Brown Line HDD s:\enterprise\2011\2011 columbinesprings\wept supplemental report 2-2012\stamped final report 3-2012\wep2 supplemental.docx �Golder ® Associates Ricky Bates March 16, 2012 Enterprise Products Co./Mid-America Pipeline 4 113-91752 drawings does not specify the geologic formations encountered by Terracon in these borings. However, based on the mapping by Johnson (1985) we interpret that the south portion of the proposed HDD will be drilled in rocks of the Mesa Verde Formation, and the north portion will be drilled in rocks of the Wasatch Formation. Rocks of the Mesa Verde Formation consist of fine-grained sandstone, silty shale, carbonaceous shale, and coal. Rocks of the Wasatch Formation are most often characterized as massive mudstones, with layers of fine to coarse-grained conglomerate sandstone which can range up to 50 feet in thickness. Based on the information shown on the Brown Line drawings, borehole B-3 encountered conglomerate sandstone layers up to about 15 feet in thickness. The Johnson mapping (1985) shows a fault crossing the valley just upstream of the McAndrews Lake dam, thus accounting for the offset in these formations. Although the fault itself is not considered to be a likely concern for drilling the HDD, if continuous and of permeable character, it could have the potential to act as a conduit for groundwater. Depending on the relative heads of fluid in the HDD bore, the surrounding formation, and in the lake, it could cause either losses of drill fluid, or inflow of groundwater as the bore crosses the fault, and these factors should be considered in the design of the boring plan and mud mix. However, previous experience with drilling the HDD close to this alignment in the late 1990's does not indicate any inflows or loss of fluid associated with this fault. This suggests that provided the proposed HDD is drilled at a similar or greater depth, and similar mud management practices are implemented, the fault should not act as a conduit" Although most of the proposed HDD is anticipated to be within bedrock, valley bottom alluvial deposits, possibly with some landslide deposits will be encountered at the entry and exit points of the HDD. At the entry point (south end), the findings of borehole B-1 suggest that the HDD may encounter valley bottom deposits of clay, sand, and gravel from Station 0+00 to about 3+00. However, the entry point is shown to be on the mapped boundary of a recently -active landslide. Although the entry point is on the valley floor, this location has the potential to be affected by future movements related to the active slide on the slope immediately to the east. We recommend that visual monitoring of the area around and adjacent to the pipeline alignment, and the toe and lower portion of the slide (identified in previous studies and on Figure 3 as the "Hairpin Slide") be conducted on an annual basis, and that strain gages be placed on the pipe near the entry location to monitor for any effects on the pipe from future potential ground movements. It is usually more expedient to install strain gages at the time of construction. However, for the near term, it may be acceptable to watch the existing inclinometer and perform annual visual inspection in this area, which is done as part of the monitoring program already ongoing for the other Enterprise pipelines through this area. However, if continued movement is seen in the existing inclinometers in the Hairpin Slide, which is upslope of the approximate entry point, or visual observations indicate possible ground movements, we would then strongly urge the placement of appropriate instrumentation on or adjacent to the WEP2 pipe. At the north end (exit point) of the HDD valley bottom deposits are likely to be encountered. The borehole B-5 is located to the east of the proposed exit point, and is on the shoulder of the valley rather than in the valley bottom. B-5 encountered bedrock of the Wasatch Formation with no reported overburden, and thus does not represent the conditions likely to be found in the valley floor. Boring B-4, approximately 650 feet south of the proposed HDD exit point, encountered clay soils, which likely represent valley fill deposits and/or underlying highly weathered bedrock, to a depth of about 54 feet. Based on these findings, we anticipate that the HDD bore could encounter soils from the exit point at Station 31+00 to as far as Station 27+00 (approximate estimate). Although soils in this area could contain some gravel zones, significant boulders are not likely, and the predominant soils are likely to be clays and silts. 3.0 CONVENTIONAL TRENCHING ALTERNATIVE FOR PIPELINE THROUGH LANDSLIDE ZONES There is a possibility that it may be preferable to use conventional trenching in place of HDD construction of the pipeline through one or more of the landslide zones. The Woodpile Landslide has been discussed as the most likely area to consider conventional trench construction. It is unlikely that the McAndrews Lake area would be considered for conventional construction, but if this is needed, it would be necessary s:\enterprise\2011\2011 columbinesprings\wept supplemental report 2-2012\stamped final report 3-2012\wep2 supplemental.docx �Golder ® Associates Ricky Bates March 16, 2012 Enterprise Products Co./Mid-America Pipeline 5 113-91752 to revise the proposed alignment. If conventional construction is selected for any of the landslide zones, we recommend the following measures be used: • The pipeline should be buried at/near the minimum depth required by the DOT. This allows for easier excavation in the event strain relief is needed; • The length of the open excavation during construction should be limited to about 50 feet, or no longer than needed to place a single "joint" of pipe; • Select backfill should be used around the pipe through areas shown within the extents of recently or historically active landslide movements (refer to Golder 2011 report). Such select backfill would need to be imported to the site, and should consist of free -draining sand and/or gravel, such as a pit -run product with less than 15% fines (15% or less of material by weight passing the #200 sieve); • The pipe trench should include trench breakers to inhibit transport of groundwater along the trench. Each trench breaker needs to have provision for free drainage of water collected within the trench. Usually this is done by means of perforated drain pipe running parallel along the base of the pipe, terminating at each trench breaker and "daylighting" to drain at a safe location downslope. Golder can provide detail drawings for these, should conventional construction be needed; • Reclamation of the site over the trench should include special care with control and diversion of surface water to avoid ponding and minimize infiltration. This applies not only to the area immediately over the trench, but also to adjacent areas, to minimize the potential for surface water to infiltrate into the landslide mass; • A Monitoring Plan should be established for all segments of the pipeline that are within the extents of recently or historically active landslide movements (refer to Golder 2011 report). We recommend that strain gages be placed on the pipe for monitoring. Depending on the situation, inclinometers may also be recommended. Inclinometers are already in place (one each) at the Woodpile and Columbine Landslide areas, and will be extremely helpful to the monitoring program if they can be protected and preserved during construction. Annual surface inspection of the alignment should also be done, to check for apparent changes in landslide conditions within and adjacent to the right-of- way. We anticipate that such a monitoring plan would be similar to, and be conducted in coordination with the current monitoring program for Enterprise's existing pipelines on the north side of Baxter Pass; and • A Mitigation Plan should be developed, addressing procedures, equipment and materials needed to provide strain relief, and/or repairs to the pipe in the event of landslide disturbance. A remote and immediate means of shutting down flows and isolating the damaged section in close proximity to Baxter Pass should be included in the pipeline system. 4.0 SUMMARY OF RECOMMENDATIONS As described above, we recommend mitigation measures for two locations at endpoints of the proposed HDDs. There are also recommendations for any portions of the pipeline to be placed by conventional construction through any of the identified recently or historically active landslide areas. These recommendations are as follows: 1) Columbine Landslide Complex, Exit Point (south end): Great care needs to be taken to avoid re- activating or expanding a small slump area in the existing right-of-way cut slope. We recommend that the slope in this area be laid back to a more stable configuration prior to beginning work on the HDD in this area. 2) McAndrews Lake, Entry Point (south end): In the longer term, it is likely that installation of strain gages will be recommended for placement on the pipe near the entry location, to monitor for any s:\enterprise\2011\2011 columbinesprings\wept supplemental report 2-2012\stamped final report 3-2012\wep2 supplemental.docx Golder Associates Ricky Bates March 16, 2012 Enterprise Products Co./Mid-America Pipeline 6 113-91752 effects on the pipe from future potential ground movements. It is usually more expedient to install gages at the time of construction. However, for the near term, it may be acceptable to monitor the existing inclinometers and perform annual visual inspection, which is done as part of the monitoring program already ongoing for the other Enterprise pipelines through this area. If continued movement is observed in the existing inclinometers in the Hairpin Slide, which are upslope of the HDD entry point, or visual observations indicate possible ground movements, we would then recommend the placement of appropriate instrumentation on or adjacent to the WEP2 pipe. 3) If conventional trench construction is to be used for any of the pipeline segments through those areas identified as recently or historically active, specific measures for both construction and operation need to be followed, as described in more detail above in Section 3.0, including: • Shallow burial; • Limited length of open excavations; • Use of select backfill; • Appropriate treatments for ground water and surface water drainage; • Implementation of a monitoring plan; and • Development of an emergency mitigation plan. We trust the information presented above meets your immediate needs. We appreciate the opportunity to continue assisting you with the WEP2 project, and are prepared to furnish additional assistance as needed. Please don't hesitate to call us if you have any questions. Sincerely, GOLDER ASSOCIATES INC. -004-6/ Nancy Dessenberger Rhonda Knupp Senior Geologist Senior Consultant • • Graeme Major, PE Principal Geotechnical Engineer s:\enterprise1201112011columbinespringskwep2 supplemental report 2.20121stamped final report 3-20121wep2 supplemenlal.docx ' Golder Associates Ricky Bates March 16, 2012 Enterprise Products Co./Mid-America Pipeline 7 113-91752 Attachments: Figures 1-3 Distribution: 1 Copy — Ricky Bates, Enterprise, Houston 1 Copy — Jill Petersen, Enterprise, Hobbs 1 Copy — Jerry Simmons, Enterprise, Fruita 1 Copy — Brad Kiser, Enterprise, Rock Springs 1 Copy — Henrick Sarkissian, Rooney Engineering, Centennial 1 Copy — Graeme Major, Golder Associates, Reno 1 Copy — Golder Associates, Reno ND/cal 12030.doc s:\enterprise\2011\2011 columbinesprings\wept supplemental report 2-2012\stamped final report 3-2012\wep2 supplemental.docx �Golder ® Associates FIGURES . f IMP '. 0. OFCRErk� 0. ti it UPPER LIMIT ' OF SLIDE TERRAIN i H.T .-tel tY ,-_a � STRAIN GAGE ARRAY s pr� I3 1MIUl iI J: Id[ Qat�4�/fVl 0,4 f'ZRL9P '. 0 + 0 GAS L t w... r n R. GAS ar, e7ro. /_1-i9�UZa7�17!]I IJq.1�171�P1I91 Aar mitr O GASB PJ'PER IMIT }7i.,,1■ TERRAIN GAS GAS - 411_ c GAS,' I. kMe q, 6w'I7D.Y II OLeii1c141 , la VaIUI:YY '11 17.��Y:YA3 NTNY eD 1.11ATAT[y4• 110 151'= -,• r- - 'FR -TF POINT OF EXIT r - STA. 3+36 • 39'35 59392' a i7 108; 7.503 x� 4 OLD BLOCK TOP __—G AS — ABA ONED PIPELINE / WEP II SURVEY CENTERLINE A NG` l KG �r• 1 f s V ," ,;,�aac • RIGHT -0 .r 11159a:O1LIIl1 itassiciustuttio 4 ti • okm -t 4 .,I qac 411. 11111 .401.4 4 4 9 •4.0 r � ) TOTAL HORIZONTAL DISTANCE = 1336 FT TOTAL PIPE LENGTH = 1365.1 FT HDD PROFILE VIEW D -017F SCAI F VERTICAL : 1 "= 100' HORIZONTAL : 1"=100' PIPE ELEV. 7825' BORE I OG WP -1 7892' — Lii99AY brown -gray, LANDSLIDE DEPOSIT) 8100 --- 8050 8050 8000 7950 - POINT OF ENTRY - STA. 0+00 I ELEV 7820' 863.5'— �C 0v 7900 io`eaii, C3XYEY SILI,RCtric) a�:%sed of extremely weathered Besa$—'ora eraYY thered CLAYEY 7850 1SILTSTONE .4th ,ome sand ExtremeIvNE weak, Light gray, SILTSTO 7852'—Li4ht mm vv Very weak SW�dW. SILTSTONE, with trace gravels 7848.7 — Oxitlized, Red -brown, Very,weok, 7847.7`p Mq a sible sheemelt' warp0lane a't5 wtlhgroeM nd osa 51Li51UNE Weak, 5W, 78422— Oxidized, Brawn Extremely weak, 7840:—MW, s dy, Very ONE ]839.5—eyyL4f97*' Very weak, SW -MW, ]838.4'— s' y R'Itd'CLAYSTONE Weak, SW -MW, oo vv cloyey 1087ONE' 7830,5—Oxidized, Reddish-brown,Weak, 782825, clayey 31LT/TONE I82fi 5 Oxidized, 6.474h- ',SW, aoGyeyvSLTST cIcyey 1L I7T0NE 7824.5— n, Weak, T 7800 — 7750 — 3- T 3- E LANDSLIDE AREA EXISTING GROUND PROFILE 42.0' TANGENT LENGT — 8100 POINT 3EXIT STA. +— 8050 ELEV 7995' �6e L 152.9' TANGENT LENGTH POINT OF CURVE STA. 1+51 7700 7650 7600 70.2' CURVE LENGTH 1600' RADIUS POINIT OF TANGENT STA.18+15 8000 7950 FLOWLINE OF CREEK—L PROFILE- — — — 7900 7850 - 7800 - 7750 — 7700 - 7650 I„„I„„I I I„„ ,„, ' ' 7600 —1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 PROFILE (EXISTING GROUND ALONG DRILL PATH) NOTES 1. ALL COORDINATES SHOWN ARE GEOGRAPHIC COORDINATES, NAD83 DATUM. ALL ELEVATIONS ARE BASED ON USGS TOPOGRAPHIC DEM - 10 METER ACCURACY. 2. STATIONING IS BASED ON HORIZONTAL DISTANCES. 3. ROONEY ENGINEERING, INC. AND ENTERPRISE PRODUCTS ARE NOT RESPONSIBLE FOR LOCATION OF FOREIGN UTILITIES SHOWN IN PLOT PLAN OR PROFILE. THE INFORMATION SHOWN HEREON IS FURNISHED WITHOUT LIABILITY ON THE PART OF ROONEY ENGINEERING, INC. AND ENTERPRISE PRODUCTS, FOR ANY DAMAGES RESULTING FROM ERRORS OR OMISSIONS THEREIN. 4. CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UTILITIES. 5. CONTACT ONE CALL COLORADO AT 811, 3 DAYS PRIOR TO DIGGING. MATERIAL SUMMARY REFERENCE DRAWINGS ITEM DESCRIPTION QTY. DWG DESCRIPTION CROSSING I FGFND NOTES REVISED DRILL LENGTH & PROFILE D ADDED BORE LOG INFORMATION TL KR 11-04-11 10-20-11 C RECONFIGURED HDD ENTRY 8 EXIT LOCATIONS KR 10-06-11 B ADDED UTILITY INFORMATION KR 09-15-11 A FOR REVIEW PURPOSES ONLY KR 08-05-11 REV DESCRIPTION BY DATE MM ZB ZB ZB ZB APP. ENGINEERING RECORD DRAWN CHECKED CLIENT PROJECT MGMT. PROCESS MECHANICAL PIPING STRUCTURAL ELECTRICAL EEnterprise Products in'Rooney Engineering, Inc. 12201 E. Arapahoe Road, Suite C-10 Centennial, Colorado 80112 (303) 792-5911 ENTERPRISE PRODUCTS PARTNERS, L.P. PROPOSED HDD WOODPILE LOCATION WESTERN EXPANSION PROJECT PHASE II GARFIELD COUNTY, COLORADO SCALE: NO SCALE) DRAWING: 02757-PIPL-2003 I1,1E01 E RORF I (1Q CS -3 7636'- 7628' - $C$ANUrcCLAY Firm, (LANDSDDE 6EPOSIT) Compact, Finn, Brawn, SILTY CLAY, moist (LANOSDDE DEPOSIT) 7618'- 00417001. tiff, Brown, S 1 (LANDSLIDE, DEPOSIT) 7608'- Verwvpsliff,t Reddenbrown, SILTY CLAY, moist 7598'- Hi9hIvv 179,0 9'114. GLAYSTONE 7563: -an bW,tyreTDSrN6 7586'- ltyySXNDSONE PIPE ELEV.-7575' Gray, Very weak MW -VW, clayay SILTSTONL 7559' - bray, Weak, SW1,I8, only SILTSTON 7549'- N'S SLIQ'01+ FLOWL,k,E OF CREEK-\ • 11X911:1.1:40& TEST BORE CS -2 • ELEV: 7563' - LAT 39'36.21462'N LONG. 108'57.53(70'W -TEST BORF CS -1 ELEV.7435 LAT. 39 36 35873'N LONG. 108'57 65312W 7 er'4 //' o*1. o o + 0,1 ♦ O �I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 COLUMBINE LANDSLIDE COMPLEX 11LI:1101= IX.IN [9005)141:: 4.121K 111 lala.Air51 C111NRH*N611@Ce 'jLI �1.'. fYBI I I T 4.,?III courcnianom innincung . IGrY:UY4I*EL86E11� • ? - - 141W/IRi:1..1 GA SMALL SHALLOW SUM 411: (1)21.147014.791:1 17A477011•111 494•414, e )X_6111 M:1. RORF I OG CS -1 7435 - SANS 9LT rJry. 7427- 0 MY C AL,Dmoi °rown, 7422- CC 946(7 CLAY, moist° tan, 7417- '4'14 417 - Hgh14 weathered Brown, Cly9yt aLTTONL bedrock, 7412-w, Highly weathered 4rown, Clayey, SILTSTONL 540,°06 7407 W,-,eyLLEnxsemeEyv weak, 7404-10.1W-40(LAYS90 weak, 74015 -Dark pey Exbrmely weak, 7400- MW -VW, CL 01447 7399- SANDSWWTON'EV PIPE ELEV.-7379' RORF I OG CR -2 7563- Compact, 0wf Brbwn,e SILTY et tr th sPu ds�v& trace grav4Is, 53 5 (ILANIIAL T DEPOSIT) 053.2 = Ldorse, Orange, CLAYEY SAND, 04417041. s0i( Brown, SILTY CLAY, with 04040 7750 - 7700 - (1-ANDSLIDE DEPOSIT) 7650 - 7544 Compost. Very stiff. Brown with mottled orange, SILTY CLAY with oist ]539-(LANDSLIDds,E DEmPOSIT) Dense,. very se,f, .TY CLAY 7600 - mottled ode.gm'o SILTY with 337]_ (LANDSLIDE DEPOSIT) - 753']-g9Ltt SAN0, 8049. 411 e„, B°H•7050 - SANDY CA4 droryynge, 7529-(LANDSDDLE EEPOSIT) Compact, stiff, Brown, 7500 - (LAND LA, POV (LANDSLIDE DEPOSIT) Compac1. stiff, SILTY SAND, ,tn trnv44 nvy, a1i n �y 41404E PLANDSLIDE9DEP0S0 ed 64'4046 7450 - 7519 - 7524- Compact, 524- Compact, stiff, SILTY SAND 55 (LANDSLIDES DLPOSIT)efed 4404046 7400 ]DM6.5 1F'R, yco6nrgolmeate SAN(6STONE 7350 - 7505.7 Gray hrown Very weak Unform, IFR, SANDSTONE 7504.7 R6AD1 Very weak, Uniform, m, 750'IOora s9oenrEWR, MagTONEm9 - 7300 7484 - 100 Cray Medium Strang, FR, :ands SILTSTONE B'Ity S`AND$TONE week, FR, PIPE ELEV.-7473.37474 Gray -brown, very weak, 7471- FR, SIrolme40Wle SANDSTONE FR.7CO GLOd0ERA0Eeemenled, 7467.7 - POINT OF ENTRY STA. 0000 ELEV 7395'. 223.4' CURVE LENGTH 1600' RADIUS ELEV 7435' BORE CS -1 DEPTH: 36' ELEV 73991.1 EXISTING GROUND PROFILE POINT OF TANGENT STA. 2+42 FLOWLINE OF CREEK PROFILE - - - 335.1' CURVE LENGTH. _. 1600' RADIUS.-- --.- -POINT OF.CURVE (VERTICAL) STA. 0+20 20' TANGENT LENGTH I I ' 0+00 1+00 2+00 TOTAL HORIZONTAL DISTANCE = 2299FT TOTAL PIPE LENGTH = 2334.2 FT COLORADO 811 ELEV 7377' 469.1' TANGENT LENGTH 3+00 4+00 5+00 6+00 7+00 `POINT OF CURVE (VERTICAL) STA. 7+12 ,I 8+00 9+00 10+00 -I I ACTIVE LANDSLIDE AREA COLUMBINE LANDSLIDE COMPLEX ELEV 7563' L L BORE CS -2 DEPTH: 95.3' - ELEV 7467.7 POINT OF TANGENT STA. 10+44 11+00 12+00 HDD PROFILE VIEW D-SI7F SCAT F VERTICAL : 1"= 100' HORIZONTAL : 1 "=100' 13+00 1 ELEV 7636' BORE CS -3--► DEPTH: 87' EV 7549' 1506.7 TANGENT LENGTH 14+00 15+00 16+00 17+00 NOTES 1' FLOWLINE OF CREEK PROFILE 18+00 19+00 20+00 ALL COORDINATES SHOWN ARE GEOGRAPHIC COORDINATES, NAD83 DATUM. ALL ELEVATIONS ARE BASED ON USGS TOPOGRAPHIC DEM - 10 METER ACCURACY. 2. STATIONING IS BASED ON HORIZONTAL DISTANCES. 3. ROONEY ENGINEERING, FOR LOCATION OF FOREIGN ANDNC. ENTERPRISEPRODUCTS RESPONSIBLE IGN UTILITIESSHOWN INPLOT PLAN OR PROFILE. THE INFORMATION SHOWN HEREON IS FURNISHED WITHOUT LIABILITY ON THE PART OF ROONEY ENGINEERING, INC. AND ENTERPRISE PRODUCTS, FOR ANY DAMAGES RESULTING FROM ERRORS OR OMISSIONS THEREIN. 4. CONTRACTOR 15 RESPONSIBLE FOR LOCATING ALL UTILITIES. 5. CONTACT ONE CALL COLORADO AT 811, 3 DAYS PRIOR TO DIGGING. 21+00 22+00 23+00 POINT 25 OF+18 EXIT S. ELEV 7725' 24+00 25+00 ' 7750 12' 7700 - 7650 - 7600 - 7550 - 7500 - - 7450 - 7400 - 7350 7300 26+00 MATERIAL SUMMARY REFERENCE DRAWINGS ITEM DESCRIPTION QTY. DWG DESCRIPTION CROSSING I FGFND NOTES C REVISED DRILL PATH & PROFILE TL -03-1 MM B ADDED BORE LOG INFORMATION KR 0-20-1 ZB A FOR REVIEW PURPOSES ONLY KR 0-06- ZB REV DESCRIPTION BY DATE APP. ENGINEERING RECORD DRAWN CHECKED CLIENT PROJECT MGMT. PROCESS MECHANICAL PIPING STRUCTURAL ELECTRICAL EEnterprise Products Rooney Englapahoneering, Inc. e Road, Suite C-10 �j,12201 E. AA Centennial, Colorado 80112 (303) 792-5911 ENTERPRISE PRODUCTS PARTNERS, L.P. PROPOSED HDD COLUMBINE SPRINGS LOCATION OPTION 3 WESTERN EXPANSION PROJECT PHASE II GARFIELD COUNTY, COLORADO SCALE: NO SCALE 1 DRAWING: 02757-PIPL-2002 )REV: C UI477: IIIU8115111:44119 TEMPORARY -WORKSPACE _ ____ -• '1OI-T FEXIT - - 1C1Yf:k"' ' .4'N �LIHiGF:Yi.Y:II.Y:I1FkL�W - - • MI•124J1.9'1 WPM KIM .1111 i.i5:IId.YAIIW •UNIND8188: 88iC➢IPI PLAN & P-IOTd`VIEW TOTAL HORIZONTAL DISTANCE = 3100 FT TOTAL PIPE LENGTH = 3114.7 FT HDD PROFILE VIEW I1-SI7F SCAI F VERTICAL : V= 50' HORIZONTAL : 1,200' 811 NOTES 1 COORDINATES GEOGRAPHIC O ARE BASED ON USGS TOPOGRAPHIC DEM - 10 METER ACCURACY. ELEVATIONS 2. STATIONING IS BASED ON HORIZONTAL DISTANCES. 3. ROONEY ENGINEERING, INC. AND ENTERPRISE PRODUCTS ARE NOT RESPONSIBLE FOR LOCATION OF FOREIGN UTILITIES SHOWN IN PLOT PLAN OR PROFILE. THE INFORMATION SHOWN HEREON IS FURNISHED WITHOUT LIABILITY ON THE PART OF ROONEY ENGINEERING, INC. AND ENTERPRISE PRODUCTS, FOR ANY DAMAGES RESULTING FROM ERRORS OR OMISSIONS THEREIN. 4. CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UTILITIES. 5. CONTACT ONE CALL COLORADO AT 811, 3 DAYS PRIOR TO DIGGING. 7200 7160 7120 7080 7040 SEE NOTE 6 POINT OF EXIT ELEV 6995.86' CLAYSTONE 7000 SILTSTONE/SANDSTO E SILTSTONE/ LAY TONE_. CLAY ELEV: 7000' SILTSTONE/CLAYSTONE — SANDSTONE 145.8' TANGENT LENGTH SILTSTONE/CLAYSTONE 223.4' CURVE LENGTH SANDSTONE 600' RADIUS SILTSTONE SANDSTONE SILTSTONE/CLAYSTONE SANDSTONE 6960 z 6920 O 690 I l { I I I I I I I I I I I I I I I I I I I I I I I I I 69 33+00 32+00 31+00 30+00 29+00 28+00 27+00 26+00 25+00 24+00 23+00 22+00 21+00 20+00 19+00 18+00 17+00 16+00 15+00 14+00 13+00 12+00 11+00 10+00 9+00 8+00 7+00 6+00 5+00 4+00 3+00 2+00 1+00 0+00 -1+00 -2+00 CLAY McANDREWS LAKE EDGE OF WATER SANDSTONE ----GRAVEL/COBBLES GRAVEITOSI LES SANDSTONE GRAVEL/COBBLES CONGLOMERATE LAKE BOTTOM INTERBEDDED LAYERS OF CLAYSTONE, SANDSTONE, SILTSTONE, & SILTSTONE/CLAYSTONE INTERBEDDED LAYERS OF SILTSTONE, CLAYSTONE & SANDSTONE CONGLOMERATE INTERBEDDED LAYERS OF SILTSTONE, CLAYSTONE & SANDSTONE 1723.8' TANGENT LENGTH cD 0_ m SEE NOTE 6 POINT OF ENTRY GROUND PROFILE ELEV 7113.25' ELEV:7120' CLAY SAND/CLAY SAND/GRASVELAND - 742.5' TANGENT LENGTH 279.2' CURVE LENGTH 1600' RADIUS INTERBEDDED LAYERS OF CLAYSTONE, SANDSTONE, SILTSTONE, 8 SILTSTONE/CLAYSTONE 7200 7160 6960 6920 PROFILE VIEW DESCRIPTION QTY. DWG DESCRIPTION CROSSING I FGFND NOTES UPDATED ROW KM mraa� ® ® 09-26- DESCRIPTION 09-06 DATE MM ZB ZB ZB ZB APP ENGINEERING RECORD DRAWN 131 CHECKED CLIENT PROJECT MGMT. PROCESS MECHANICAL PIPING STRUCTURAL ELECTRICAL &C EEnterprise Products Rooney Englapahoneering, Inc. e Road, Suite C-10 �j,12201 E. AA Centennial, Colorado 80112 (303) 792-5911 ENTERPRISE PRODUCTS PARTNERS, L.P. PROPOSED HDD McANDREWS LAKE LOCATION WESTERN EXPANSION PROJECT PHASE II GARFIELD COUNTY, COLORADO SCALE: NO SCALE DRAWING: 02797-PIPL-2001 MEI