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HomeMy WebLinkAboutB14-0096 CR2 Corrections Response �� INTENTION ARCHITECTURE 53 red barn � edwards, CO 81632 (970) 306-6612 seth@intentionarchitecture.com intentionarchitecture.com June 6, 2014 Town Of Vail Community Development 111 S Frontage Road W Vail, CO 81657 RE: BP 14-0096 - Corrections Required to Plans Dear Town of Vail, Please accept this letter as an official response to the corrections requested to the above mentioned project. These comments were communicated to me via emails from, and conversations with Tom Kassmel and Martin Haeberle. The issues are as follows, and responses are shown in italics: 1. (From Martin Haeberle) Please outline how the designer of the soil nailed wall - HTM construction - intends to comply with the requirements of the 2012 IBC outlined in chapter 17 with regards to special inspections. • Please see attached stamped letter from Chris Todd, PE, outlining special inspections re- quirements. 2. (From Engineering -Tom Kassmel items 2-6)Provide approval from ERWSD for these changes. We need to see a signed approval. • Please find attached two signed approvals - the town's "Utility Uerification Form"signed by Tug Burk on 5/27/14, and a Board Resolution authorizing vacation of the side and front ease- ments signed 5/22/14 by Debbie Buckley. 3. Please provide all required retaining wall design requirements per Title 14. Design calculation„ parameters, factors of safety, etc... • P/ease find attached a letter showing required retaining wall requirements by KRM consultants. 4. Include a design detail for the combination walls, showing the allowable number of benched walls. The current design show a double tier wall. The plans shows up to a 9 tier wall. • Please find attached a letter showing required retaining wall design by KRM consultants. Note that the analysis was based on the number of walls shown or sheet A1.1. 5.The Town will require a PE stamped letter prior to the issuance of CO stating that the walls have been built per plans and specification. • KRM Consultants will provide this letter 6. Show snow storage area per title 14. It can not conflict with landscape plan and must be within the property. 30% area must be shown since driveway is unheated. • Please see new sheet A 1.3 which describes snow storage areas, which are in excess of the required 30% and do not conflict with major permanent landscaping elements. 7. Show erosion control along the north side of the disturbed portion of the access road. (silt fence, erosion logs, or other) • P/ease see new sheet A1.3 which describes location of new silt fence, to be placed at limits of disturbance. 8. Provide copy of geotechnical stamped letter from Michael West dated March 2014. • Attached. Sincerely yours, �,�.���;��-����:r� � , � Seth Bossung k Page 2 SAC DESIGN GROUP 9605 W. Colfax Avenue Lakewood, CO 80215 Phone: 303-974-3007 Fax: 303-500-5225 June 6, 2014 To: Slopeside Construction, Inc. 2121 North Frontage Road West PMB 206 Vail, CO 81657 Attn: Mike Dantas Re: 2754 Snowberry Drive-Special Inspections per IBC 2012 Mr. Dantas, Per your request, I am writing this letter regarding the required special inspections required per the IBC 2012 requirements. Below is a chart of the special inspections that are required: Material or Product Type of Special � Type of Responsible Frequency Continuous Inspection , Test for Ins ection __ _ or Periodic Testin of Nails _ Field Test I. Verification Contractor 2 per wall location Periodic Testin of Nails Field Test I Proof Contractor 5% of soil nails Periodic Soil Nails Field Observation � Visual En ineer Weekly I Periodic Drainage Components Field Observation Visual Engineer Prior to Concrete Periodic Steel Reinforcements Field Observation Visual Engineer Prior to Concrete Periodic Soil Nail End Hardware Field Observation Visual � Engineer After Concrete Periodic Per 1704.2.1 of the 2012 IBC, the registered design professional in responsible charge and engineers of record and their personnel are to permitted to act as the special inspector. SAC Design Group will complete all required special inspections for this project. If you require any additional information, feel free to contact me. �. �lnce el,�, . r" ��-s=-- �i ' c�r I r �.��'�� ,�' -� - - .� Chr�i�s#�pher L. Todd, P.E. Pro�ect Engineer 303-974-3007 ext. 114 �r � r ��� �J b � � i UTILITY APPROVAL $ VERIFICATION This form serves to verify that the proposed improvements will not impact any existing or proposed utility services, and also to verify service availability and location for new construction and should be used in conjunction with preparing your utility plan and scheduling installations. A site plan, including grading plan, floor plan, and elevations, shall be submitted to the following utilities for approval and verification. PLEASE ALLOW UP TO 2 WEEKS FOR APPROVAL OR COM- MENTS FROM THE UTILIi'Y COMPANIES. If you are unable to obtain comments within that timeframe please contact The Town of Vail. Subject Property Adaress: 2�54 Snowberry Drive, Vail, � 15 Lot_ Block 9 sutdivision: �ntermountain Primary Contact / Owner Representative: eth ossung 970-390-0013 Phone: Pnmary Contac�Owner Representatrve Signature P�ans Dated: a� 27_ 2�14 Authorized gfa�`���e Comments Date CENTURY LINK 970.328.8288 (tel) 970.328.8282 (fax) Contacis: Barb Davis barb.davis centu link.com XCEL HIGH PRESSURE GAS 970.406.1784 (tel) 970.468.1401 (fax) Contact: Remington Baker reminoton c baker(a�xr i HOLY CROSS ENERGY 970.947,5425 (tel) 970.945.4081 (fax) Contad: Jeff Vroom 'vroom hol cross.com XCEL Energy 970.262.4039 (tel) 970262.4038 (fax) Contacts: Pam McGuire amela.m uire xcelene .com EAGLE RIVER WA7ER 8 SANITATION DI57RICT y{� 970.477.5449 (tel) _ /\1J �V� eQ� �/�'�' A�1 ' "` l�t"� 970.845.7218 (hax) � I ,�j� �d---� I e� Gfv`' n� SQ�1' VI !J—. 1.L'' 1l� Contact Tug Birk �� '�J � tbirk erwsd.or COMCASTCABLE 970.930.4713 (tel) 303.603. 1004 (fax) Contact: Michael Johnson Michael 'ohnson cable.comcast.com CDOT (Only in CDOT Right-of-way) 970.683.6284 (tel) Contact: Dan Roussin Daniel.roussin dot.state.co.us 1. Utility locations must be obtained before di No7E5: 2• A Revocable Right-of-Way Permit may be requi ed for any improvements within a street right-of-way. Contact the Public Works Department for verification 970.479.2198. 3. It is the responsibility of the utility company and the applicant to resolve problems identified above. 4. The Primary ����Owner Representative is required to submit any revised drawings to the above agencies for re-approval & re-verification if the submitted plans are altered in any way aRer the authorized signature date. � EAGLE RIVER �'i WATER $ SANITATION DISTRICT ' 846 Forest Roatl � Vail, Colorado 81657 (970) 476-7480 � FAX (970) 476-0089 www.erwsd.org April, 29 2014 Mr. Mike Dantas Slopeside Construction Inc. 1975 W. Gore Creek Dr. Unit 25 Vail, CO 81657 RE: 2754 Snowberry-Water Main and Water and Sewer Services Dear Mr. Dantas, The latest set of drawings, submitted to Eagle River Water and Sanitation District (District) on April 10, 2014, show a significant cut over the 8 inch water main. The District would ]ike inform you that the ERWSD minimum specs must be maintained at all times throughout the construction process. If and when the cut takes place, you will be required to, at your sole expense, permanently relocate the water main. Furthermore, until this relocation is done to the district satisfaction, or the current conditions have been maintained or restored, no water or sewer services or water or sewer taps will be provided to 2754 Snowberry Sincerely, Tug Birk Development Review Coordinator Mike Dantas � 'v� / � ���� Date � �� � �9 / � Tug Birk Date EAGLE RIVER WATER AND SANITATION DISTRICT RESOLUTION AUTHORIZING THE VACATION OF EASEMENT WHEREAS, the Eagle River Water and Sanitation District is a quasi-municipal corporation and political subdivision of the State of Colorado, formed and operated pursuant to Article 1, Title 32, Colorado Revised Statutes; and WHEREAS, the Board of Directors of the District is empowered to acquire or dispose of real and personal property pursuant to Section 32-1-1001(1)(�, C.R.S., and to authorize its designees to act on its behalf; and WHEREAS, the Board of Directors of the District has deternuned that the vacation of the easement described on Exhibit A attached hereto and incorporated herein by this reference ("Property") is to the public benefit, health, safety, and welfare. NOW, THEREFORE, be it resolved by the Board of Directors of the Eagle River Water and Sanitation District that the easement Property described hereinabove shall be vacated for good and valuable consideration, and hereby authorizes the General Manager to execute any and all documents required to effect such vacation. ADOPTED AND APPROVED this 22°d day of May, 2014. EAGLE RIVER WATER AND SANITATION DISTRICT By: t,�L�,,__ ".�.�Gr'i Debbie Buckley, Acting Chair {00375789.DOCX f} ° • . • ? , qeiM: _ i14i! d , " $ te I- ` x Z �_ Z — � --- �i � d°, s �� �J . 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RECORD � P.O. Box 4572 • Vail, Coloratlo 81658 • � 970-949-9391 TO: Seth Bossung Intention Architecture � � a ; £ DATE: 6/3/2014 JOB NUMBER: 1402-06 � PROJECT.• Snowberry Duplex j s ❑ RF/ ❑ MEET/NG NOTES � RESPONSE ❑ CLAR/F/CAT/ON/CHANGE � � This letteris to address the design and considerations of the retaining walls around the perimeter of the above mentioned project. u � The residence is built into a steep slope and as a result requires a series of tiered retaining walls on both � sides of the structure. These retaining walls vary in height from 2' to 6' above grade. The distance i between the walls varies from 4' to 12' . The slopes between the base of one wall to the top of the E adjacent wall varies from 1 :8 to 1 :2. The number of walls within the tiered system varies and is based on s architectural sheet A1 . 1 . ; , F The soil at these retaining walls is reinforced using a geogrid material. To evaluate the geogrid, we used the Keystone Retaining wall program. The results of these calculations are attached. ` I There is an existing water tank on the adjacent lot. This tank is in a location that will not result in any i surcharge that will affect the retaining walls or structure. ? i Please contact us with any questions you may have. S/GNED: COPY TO: � � � I Joe . alley, E � _� , I Q "� � �� i � ,�, ���� � I REV/EW , c>�o���`� �<,^o°�;,', I . � I Tim D. Hennum, PE ,o°o �` �, I ��,�,SS/r�q� � , � ��' J ll fv�' � 3-�2014 i I � , � STONE � REiAININGWALLSYSTEMS RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build 10 Pro,l'�t: SnowberryDuplex Date: 6/3/2014 Projht No: 1402-06 Designer: JMO Case Case 1 Des18n Method: Rankine-w/Batter (modified soil interface) I � Des3�n Parameters � . --- - - e Soil parameters: de c usf y acf = '� ; I Reinforced Fill 28 0 I10 s � � �� 'Y li Retained Zone 28 0 110 Foundation Soil 28 0 110 '`" " °""" ' Reinforced Fill Type: Sand, Silt or Clay Unit Fill: Crushed Stone, 1 inch minus Minimum Design Factors of Safety sliding: 1.50 pullout: 1.50 uncertainties: 1 .50 overhuning: 2.00 sheaz: 1 .50 connecrion: 1 .50 ; bearing: 2.00 bending: 1 .50 � Desigo Preferences ( E ( Reinforcing Parameters: Strata-Grid Geogrids ; Tult RFcr RFd RFid LTDS FS Tal Ci Cds � i SGl SO 1875 1.65 1.10 1. 10 939 1.50 626 0.80 0.80 , Analysrs: Case: Case 1 � New Case � Unit Type: Compac / 120.00 pcf Wall Batter: 0.00 deg (Hinge Ht N/A) i LevelingPad: CrushedStone � Wall Ht: 7.00ft embedment: 1.00 ft � BackSlope: 22.50 deg. slope, 12.00 ft long j Surcharge: LL: 0 psf uniform surcharge DL: 0 psf uniform surcharge � Load Width: IOO. 00ft Load Width: IOO. 00ft � � Results: Slidinn Overturninn Bearin¢ Shear Bendinn I Factors ofSafety: 1.53 3.08 4.36 5.58 2.50 1 Calculated Bearing Pressure: 1271 / 1271 psf t Eccentricity at base: 0.61 fr � Reinforcing: (ft & ibs/fr) � Calc. Allow Ten Pk Conn Pullout I LeVCk Heieht LenQth Tension Reinf. Tvpe Tal Tcl FS 4 5.33 5.5 185 SGI50 626 ok 422 ok 2. 14 ok 3 3.33 S.S 303 SG150 626 ok 481 ok 3.87 ok 2 2.00 S.S 346 SGISO 626ok 521 ok 5.51 ok � 1 0.67 S.S 436 SGI50 626 ok 553 ok 6.46 ok � Reinforcing Quantities (no waste included): � SGI50 2.44 sy/ft � NOTE: THESE CALCULATIONSAREFOR PRELIMINARYDESIGNONLYAND SHOULD I NOT BE USED FOR CONSTR UCTION WITHOUT REVIEW BYA QUALIFIED ENGINEER � Date 6/3/2014 Case 1 Page 1 � DETAILED CALCULATIONS Proj�t: Snowberry Duplex Date: 6/3/2014 Proj�t No: 1402-06 Designer: JMO Case�Case 1 Desigu Method: Rankine-w/Batter (modified soil interface) Soii parameters: de c psf y ncf Reinforced Fill 28 0 110 Retained Zone 28 0 I10 Foundation Soil 28 0 110 Leveling Pad: Crushed Stone ModWar Concrete Unit: Compac u Deptb; 1.00 ft In-Place Wt: 720 pcf s ! Geometry x Internal Stabidity External Stability (Broken geometry) (Broken geometry) ' Height: 7.00 ft Height: 8.86 ft � BackSlope: � Angle: 22.5 deg Angle: 22.5 deg € Height: 4.97 ft Height: 3. 11 ft 6 Batter: O. 00deg Batter: O.00deg � Surcharge: Dead Load: 0.00 psf Dead Load: 0.00 psf ; Live Load: 0.00 psf Live Load:0.00 psf ; Base width: S.S ft Earth Pressures: � ! � � � � sir.a �a + ¢� € ka � i �;n + s � 3- � s �in� asin�¢ - 5��1 + sin�a - S� sir�¢ + � � � � � i HW, .;;;:: P � � p � � f Internal Externa � � = 28 deg � = 28 deg i a = 90.00 deg a = 90.00 deg (3 = 22.50 deg (3 = 22.50 deg + S = 19.55 deg S = 1931 deg ' H = 7.00 fr ka = 0.496 ka = 0.463 Hinge Height: Hinge Hr Not applicable I I I I Date 6/3/2014 Casel Page2 ! Reif�lorcing Parameters: Strata-Grid Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds SGl S� 1875 1. 65 1. 10 1.10 939 1.50 626 0.80 0.80 Co�s�ucfion Parameters: Strata-Grid Geogrids Frictionall BreakPt FricSonal2 SGI50 Tc1= Ntan(20.20) + 560 657 Tc1= Ntan(I5.00) +626 i Unil Shear Data � Shear = Ntan(40.00) Inter-Unit Shear5hear = Ntan(26.90) + 769. 00 - CalcWated Reacdons For 1he "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effecfroe sliding length = S.SO ft d f t i � � ` � `f� ' . : . . ��. P � = O.SH� iY'H�ka - 2m�ca� Py := q�H�ka ' � ". °;n�a` f 3 } P �,:= Pa� cos�S� P�., := Pqcos�S� � � t �a�, �� � P �eb:= Pa� sixi�6`f Pqu := Pq-sin�&�J � yy�r . . � .�"`�a � & ��� i s � " � r�a � � �rs � � ��� { i I Reactions aze: "�`r � � Area Force Arm-x Arm-y Moment � Wl 840.00 [O.SOOJ 3.500 420.00 � W3 3465. 00 [3.250J 3.500 I1261.25 j WS 461.33 [4.00OJ 7.621 1845.32 ; Pa h 1886.93 5.500 [2.955J -5575.22 Pa_v 661.32 [S.SOOJ 2. 955 3637.27 Sum V = 5427.65 Sum Mr = 17163.84 ( Sum H = 1886.93 Sum Mo = -5575.22 iI I � I � i I � i Date 6/32014 Case 1 Page 3 I CaL��ate Sliding atBase For Sliding, Vertical Force = W 1+W2+W3+W4+WS+W6+qd = 5428 The resisting force within the rein. mass , Rf 1 = N tan(28) = 2886 The resisting force at the foundation, Rf 2 = N tan(28.00) = 2886 The driving forces, Df, are the sum of the extemal earth pressures: � Pa h + Pql_h + Pqd_h = 1887 the Factor of Safety for Sliding is Rf 2/Df = 1 .53 H Calculate Overturning: � � Overturning moment: Mo = Sum Mo = -5575 � Resisting moment: Mr = Sum Mr = 17164 Factor of Safety of Overturning: Mr/Mo = 3.08 ' i d i E t` 3 t � � � ! � I i � � � � i � � I � I � i i I � ( Date 6/3/2014 Case I Page 4 CaL<ulate eccentricity at base: with Surcharge / without Surcharge Su�Moments = 11589 / 11589 Su�Vertical = 5428/5428 Bas eLength = 5.50 e = a.615 / 0.615 � a Cal<ulate UlHmate Bearing based on shear: s when: � Nq = 14.72 Nc = 25.80 Ng = 16.72 (ref. Vesic(1973, 1975) eqns) ` Qult = 5545 psf ¢ f Equivalent footing width, B' = L -2e = 4.27 / 4.27 Beaiing pressure = sumVB' = 1271 psf/ 1271 psf [bearing is greatest without liveload] E Factor of Safety for bearing = QulUbearing= 436 s CaicWate Tensions in Reinforcing: ; The tensions in the reinforcing layer, and the assumed load at the connection, ! i is the vertical area supported by each respective layer, Sv.Column [7] is '2c sqrt(ka)'. � Table of Results ppf j [1] [2] [3] [4) [5] [6] [7] [8] [9] [10� [11] € Laver Denth zi hl ka/rho Pa (Pas+Pasdl c (5+61cos(dl-7 Ti Tcl Tsc � 4 1 .67 133 0.501/43 196 0 0 185 185 422 N/A � 3 3.67 3.50 0.501/43 321 0 0 303 303 481 N/A 2 5.00 5.00 0.501/44 367 0 0 346 346 521 N/A � 1 633 633 0.499/44 463 0 0 436 436 553 N/A � CalcWate sliding on the reinforcing: ( 1 The sheaz value is the lessor of base-sheaz or inter-unit shear. Ill [27 [3] [4l Isl [6l [�l [gl [97 [lol [lIl [ 127 Laver Deuth zi N Li Cds 2 RF ka Pa Pas+pasd DF FS i 4 1.67 1400 4.50 0.80 870 1466 0.501 343 0 324 4.52 � 3 3.67 2550 4.50 0.80 992 2077 0.493 829 0 782 2.66 j 2 5.00 3348 4.50 0.80 I073 2498 0.481 1246 0 1175 2.12 I 1 6.33 4169 4.50 0.80 11 SS 2928 0.468 1731 0 1633 1. 79 i ( ' � i i ( f � 7 � III � Date 6/3/ZO1R Case 1 Page 5 � Cal�Wate pullout of each layer The FoS (R*/S*) of pullout is calculated as the individual laye=pullout (R� divided by the tension (Dfl in that layer. The mgle of the failure plane is: 31 .00 degrees from vertical. [1j [2] [3] [4] [5] [6) [7] [8] Laver Depth zi I,e SumV Ci POi Ti FS PO 4 1. 67 1.30 465 0.80 395 185 2.14 � 3 3.67 2.50 1377 0.80 1172 303 3.87 ; 2 5.00 3.30 2242 0.80 1908 346 5.51 I 6.33 4. 10 3314 0.80 2819 436 6.46 ; z t Check Shear & Bending at each layer i i Bending on the top Zayer is the FOS ofovertuming ofthe Units { (Mosisurcharge loads need to be moved backfrom the face.) { J 1 fl1 CZI C31 C41 !SI C61 f�7 !81 C91 L_ aver DePth zi Si DM Pv RM FS b DS RS FS Sh i 4 1.67 1.67 40 200 100 2.50 72 870 12.07 3 3.67 2.00 78 320 273 3.51 164 992 6.03 k 2 5. 00 133 53 520 387 7.36 161 1073 6. 65 = 1 6.33 1.33 68 680 493 7.28 207 1155 5.58 i i � i 1 I f � s � � i I � � i i � i i � i � I i I i � Date 6/3/2014 Case 1 Page 6 ���; Michael W.West Geological,Geotechnical,and 2 Inverness Drive East,Suite 106 &Associates,Inc. Mountainous Terrain Engineering Englewood,CO 80112-5508 Consulting Engineers (720)529-5300 And Geologists Fax:(720)529-5335 Toll Free(877)318-2499 E-Mail:mwest@m-west-assoc.com March 24, 2014 Eagle River Water and Sanitation District 846 Forest Road Vail, Colorado 81657 Attn: Mr. Jason Cowles � _ --� ,� SUBJECT: Proposed Snowberry Duplex Excavation, Vail, Colorado. � ;, W �� � - � Dear Mr. Cowles: i At your request, we have reviewed available plans for the proposed duplex on Snowberry Road at Lot 15 adjacent to the Intermountain Tank site (Lot 14) in West Vail, in regard to potential effects on the tank and Lot 14. As you know, the undersigned was involved in analysis, design, and construction phase services during the construction of the tank in 2006. The tank was constructed above ground to avoid cuts (and shoring) into an ancient landslide mass uphill of the tank (to the southeast). To enhance foundation performance for the above ground tank, ground improvement in the form of aggregate piers was accomplished within the tank foundation. Based on information available to date, the nearest corner of the proposed duplex will be about 139 feet horizontally from the nearest edge of the tank. The tank floor elevation is about 8151 (+/-) and the finished floor elevation of the lowest level of the duplex at the closest corner is 8078 (+/-), or about 73 feet lower in elevation than the tank floor. Further from this corner, the proposed duplex steps down 7 mare feet to elevation 8071 (+/-). A simplified cross section is attached to aid in understanding the geometry and the comments that follow. Keep in mind that the cross section is drawn for the closest approach of the two structures, and is not drawn on the "fall line" of the slope. The topo we used to prepare this cross section is also attached. Construction of the proposed duplex will involve a 30 foot (+) deep excavation, and will likely require either a temporary or permanent shoring wall. Stability of the proposed construction will be influenced by a number of factors, including ground conditions in the excavation and uphill to the southeast, the steepness of the terrain, any groundwater present, the proximity to the tank and access road, and the load of the tank. We understand that ground conditions at the duplex site have not been investigated at this time. The duplex site is not directly downhill of the tank, though it is at a lower elevation (see attached topo). Based on our experience and familiarity with conditions in the area, we believe the proposed duplex can be constructed as currently planned, though the project will be challenging. It will require the work of qualified engineers and Mr. Jason Cowles, ERWSD March 24, 2014 Page 2 contractors to assess ground conditions, analyze stability, and design and construct the prooject to satisfy both temporary and permanent stability. If it is not implemented successfully, instability of the eXCavation would clearly remove lateral and subjacent support from the tanlc parcel (Lot 14), and threaten safe use of the access road. In an extreme case it could threaten the tank itsel£ However, the horizontal and vertical relationship of the tank floor to the floor of the duplex is such that the threat to the tank itself, in the event of an excavation failure is likely to be low. This opinion is based in part on the ground improvement under the tank described above, and the fact that the tank foundation has performed adequately to date. However, we emphasize that the ground conditions on Lot 15 are currently unknown; these conditions will certainly have an impact on this assessment. Regardless, the stability of the tank in light of the proposed excavation should be verified by investigation and analyses as described below. Following are our recommendations for design and construction on Lot 15. If these are implemented successfully, we believe it will be in the interest of ERWSD and the owners of Lot 15: l. Geotechnical investigation at Lot 15 should be planned and implemented not simply to provide foundation recommendations and parameters for the Lot 15 structure, but also to investigate slope and/or excavation stability on the slope uphill of the proposed duplex. Geotechnical parameters for slope stability and shoring design will be needed. 2. We recommend that ERWSD consider allowing access for a boring to be drilled on the tank access road between the tank and closest corner of the duplex. Alternately older borings may be available from various sources, though they are not in our files. 3. Assuming that a shoring wall is constructed to support the deeper portions of the proposed excavation, this wall should be designed and constructed to provide acceptable global stability factors of safety to the hillside above, including Lot 14, the access road, and the tank. The global stabilty factor of safety should be at least 1.3, and we recommend 1.5 far those stability cases actually affecting the tank foundation. Considering the geometry and the existing ground improvement under the tank, this requirement should not be onerous. This analysis may be done by a geotechnical consultant, or designer of the sharing system. 4. We emphasize that this issue is greater than simply the stability of the tiered small retaining walls proposed around the Lot 15 duplex, though those smaller walls should also be considered in the analysis. 5. We recommend that consideration be given to making the shoring sytem mentioned above permanent, rather than temporary. 6. If the shoring system is designed as temporary, then the structure of the duplex itself must provide sufficient permanent lateral reaction to resist Mr. Jason Cowles, ERWSD March 24, 2014 Page 3 applicable earth pressure and satisfy the global stability requirements of the hillside and adjacent property, including access road and tank. Both temporary and permanent stability should be addresed in design of the proj ect. We are available to provide any review services you may require. We are also available to consult with the Lot 15 design team or the Town of Vail; it is possible that our experience on the tank site may provide them with useful information. Please call if you have any questions regarding this matter. Sincerely, Michael W.West & Associates,Inc. �������a u w�u u u u��,,��� `����.��p0 REG��,�,��', � �,S�,HARg�•.F,�,,'� O:t`t'i.':: ;G�/i�y �.�' � r� �Z' l . •Q 1 # �.� �. .� �� ��•W �, . �r^. .r, i • "•"4; � o ���I/�'Vs� •�s����OT��`` Francis E. Hamson, Jr., P.E. �����i������'A���E���`��� Principal Geotechnical Engineer Attachments Intention Architecture Sheet A 1.0 Cross Section � i __ Z u� ' n.�s s�nm�i� i � � °� d v,��m�o..—�.. 9= � � // / � � / O V G M.� N Fl Pwy�..��tln N T-T G. / \ / / / � ~ W ,��� n r...wwe. :,v-,.•� \ / / . /� / / /�/ Z F �wmm� .� .m.�a+.�.a ,iv-,r e�e / � I �"'// / //// //� � ? 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X �/��� / �� � �\ �' _�-_- ;/ l � i i � � �,�\ � a I �� m"°i�'lll� ��� ��1��/( l// � �/ � i u�� -��� �:.r�r -1 \l� � � /� I11 / ��/� �/ � .% ----- LOT i4 � °m WATEfi SHI1T-OFF VAL�F l �I ' I I \� l I l // / / / 1\ .�.�-_�� \ \ \ \ \\ ` \ I I / �/� � J� ��\�. f �1 � �O � � � �� � � / / / � `Y I ( � \ ` \ �� � � I ( � `'` � ' ti }/�/ mu I I I I I I I I I ��� I I I � \ I� ` � l \ \ \ \ \\ \ 1 I I I I / / / \ \ \ WATQE TANK I Li �O ,��, � � � � � � \ TOP ELEVATION=9176.� I O� �i+ � � � I I � � � � ` � � � � � � � � � � \ I � `, � . � � I I � I I � �I � \ �\ �� \ \ � I � I / / t �\ \ \ �' w a ; , � II � � � I � III � � � � � III�� \� � I I \ � �� � I 1 1 �\� \ \ � \ � I � � � � � � 'rl\ � �,�� . m ��. � � � � . � �� \ � \ , { � — � ` \��`� 3 �� I �%� i i i � � � � i � i i i ��� �`�� �1 '\\�`� � 1 i � � � i � �� �i � � \ �� � � �� i i � � � � �� \,���ti�-- _--'`�� � o ; � ��i i � i � i � � � � � ��—� \ 1 � � i � v � � ��� � � s y \ � 1 � i � i ��� � , � �- :--� � °z ?� ,o,o.aJ . ,I��ll 1 � �\ ��1 \ \ �J��� 1\I � � � � � J � � I\ �� \� �� �l I I � �1�\ 1 � � 1 � 1 � 1 � �\ � I � 1 � �' ��-� -�'`_:� r� N >r 1 ,� � � `l \� � �\ � \ � �I�II � � � � � ll � ll ��� y � I � � �1� 1 � 1 1 � \ \ \ � \ � 1 � � ��� � �i, - -- , � , �� \ \ � 1 �� � � I ll ( i / � '� \/ l � � � � � 1 � � \ � � \ � ��� --' lI \ � I � / / �( \i I � � � �. / � i � � � ili i ii � � , i � / „ 1� � , , � � � , - i � , , ,� , � , � \ , i � � �� ���, � , . . '� � \ WATER V�IVE� �: � � � I I I � � / � /� / / LO T 16 �i� i� � �� / / � ) � LO T 15 � \ \ \ � \� ,� ��- � /� °� � ; c������ m � 1 � 1 � I � I � � � �, I�`,� ( �� ( � I ��mIo ai:"a�°O .aw�s � �� % %\'\i� � � / l l ,�lpp��`�"°`.a��r o�ve \ � \ � �v � � � ' � � a� � ', 111 ` 1I I I � I � I � `l l I I � � � � � �/�/y\��` / j � l l l ' ' , � I 1 \ � \ � � \ � � ��� /. � I � ; g e � � I I I I/i � � ` ��`�� 1 � �� � � � / / / I \ � � � �( k 1I a 1 ,��- :�1 � � � I � � � �� ����� � i \ � k / � � 1 \ \ � � � 1 � � '� — � — — — — — �e , I � �1 I I I I l `�.y�� ���� � �������1 � 11 � � � / k � �'C�� �� �� / / � / � I � � � � � I � � � '�� �\ SNOWBERRY DRIVE i \ \ `\ \\ - � ��\ ��� \�\\\ �\\\��� \� / � � � � � � / / � 1 � I / / � ` r\ � �\ � `���� �\ \� � \ �` / � � / � I 1 \ 1 I � I � / ,a,�-.�n �� ����\ _� �:;�� ����� � � \\\ �\ \ \� �\` 1� �' � i/i � I I I / / � � � ~ �� � � ; \ � � ��� — �� ''. ���:��\\\\ \\\� \��� � �� � � �� � aC X�� i � i / � / I 1 � � � I ����' I � � , � � �_— ��� � ����,� � 1 , , i { , � , ,, , , � f , � � i � i � i i i � ,� v , � �� �� , — _�_� ��, ��� � ii � � � i k � , � i = _ ,��. � � .�, �°,� ,�.. � � � �� � �� \���� � i� i � i � ��/ � , � � i i i � i i � � .,� � -- __1.�,.. _ � � .�;.:,���\��� ��� ���\11 1y► � �, � � � � I \ L � L � L--� �17-�- �- ��� ,� � �i�lo t - _ _�--__=——�>=_ � •,,, � \� � 1 1 � 1 � � � �°�--� � � �/ � l I I 1 f � � � �;. - � _°"'� -�-_,-__ \\�\tiP�'✓ �--'— ��� _����':�� ����k�1�1�11����\C�\ � �� �'. �'� / / �� � � � /l I�.L.,.��1 / 1 1 I i I %ir.._,��L — - �---=-=-� _ �� -__ -_ � � � ��' �-�- _;'__-�, ��� 1,�1� 1 1 \\�\��\ \ \ , �� , k ( ( �.._..L..l..r./ •� f•ri'iTI" � � - - �� - �=_ -_������ \ ., /i �- --_ -�^�/� 1 \ �� �� \ \\ � .�.'L._ --�- -- . -�.�'c�-� � � C SITE/LANDSCAPE PLAN!.. � � � r e I —�� � � ��� °� �j — — �_ _ � � �/ � —'��, \\\ \ ' ` ` l. . . \ � � r-xaa• � /� 1 •0 ' _ _ �L/�_— � � � ,L7=._ — ,� �� \ °°� — —�—� — -- —_—_� �_ � �� ,� , ,i���.�� — — — — � , !�j� �\\\ �\ \\ ��. % //. � \\���\ � \\ � � . SITE/LANDSG4PE PLAN e,so Intermountain Water Tank 8180 Top of Tank Elevation=8171.6 FT ano � ano 8160 8160 TANK e�so ROAD 8�5a APPROXIMATE `� ���iii l� $�QO PROPERTY LINE �y �q gy � � � � � � �(] � � � � � s�ao 3'I I A �e l�.Y S�-�P� s�so PPPR�X�MP�� e�so 8120 AGGREGATE PIERS,N.T.S. 8120 s�io I s�io s�oo s�oo soso PROPOSED HORIZONTAL&VERTICAL SCALE aoso DUPLEX EXCAVATION eoso 10 0 5 10 20 40 aoao ao�o eo�o