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Home My WebLink AboutB11-0050NOTE: TH/S PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES _ ,. �ou� r�� 6��, ° Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657 p. 970.4792139, f. 970.4792452, inpsections 970.479.2149 COMBINATION BLDG PERMIT Permit #: B11-0050 Project #: Job Address: 2801 BASINGDALE BLVD VAIL Location......: CAMELOT TOWNHOUSES Parcel No....: 210314311001 OWNER CALLAS, MICHAEL C. - WALKER, 04/01/2011 PO BOX 2237 BOULDER CO 80306 APPLICANT BURKE HARRINGTON CONSTRUCTIO 04/01/2011 Phone: 970-376-2256, Burke PO BOX 2943 VAIL CO 81658 License: 717-B CONTRACTOR BURKE HARRINGTON CONSTRUCTIO 04/01/2011 PO BOX 2943 VAIL CO 81658 License: 717-B Phone: 970-376-2256, Burke Description: COMMON ELEMENT: REPLACE RETAINING WALLS, REPLACE WALKWAY Occupancy: Type Construction: Applied.....: Issued. . . : P RJ 10-0161 04/01/2011 04/28/2011 Valuation: $50,000.00 ...,.,,.x .............,,..>...�...,...<...,..,,.............,,.,.,,........,,,......., FEE SUMMARY .,.,,,...............«..,,,,.,......,.......,........_..�...,.,......».�......... Building Permit -----------> $643.75 Bldg Plan Check ----------> $418.44 Use Tax Fee-----------------------> $800.00 Electrical Permit ---------> $0.00 Elec Plan Check -----------> $0.00 Restuarant Plan Review--------> $0.00 Mechanical Permit ------> $0.00 Mech Plan Check ---------> $0.00 Additional Fees--------------------> $0.00 Piumbing Permit --------> $0.00 Plmb Plan Check ---------> $0.00 Recreation Fee--------------------> $0.00 Investigation-----------------------> $0.00 Will Call------------------------------> $5.00 TOTAL PERMIT FEES-------------> $1,867.19 Payments------------------------------> $1,867.19 BALANCE DUE-----------------------> $0.00 z ................��«....«............x.....,�..................,.,....,.,,.....+.,�............,,,......�,....,.,........>.x..........................................».,....,..,.+.......,... DECLARATIONS I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is correct. I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according to the town's zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto. REQUESTS FOR INSPECTION S 8:00 AM - 4:00 PM��., � j l� %f'S/� �.� Si nature of Ownqf�E v �r� � � rr, Print Nar combination permit_012811 LL BE MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.4/9.2149 OR AT OUR OFFICE FROM Contractor y��-lI Date 1 � � ....`.' . � �� ,+xx...+v...:r.n».�.<.xxx ..............x�....s..z.....r........+..».....«e...+..:...e....t�+........,r....x..x..+....e.«..wx.x..:......x<......�e..+..,�.:....e....x.x.........x........+.. CONDITIONS OF APPROVAL TO BE MET PRIOR TO FINAL SIGN OFF Permit #: 611-0050 Address: 2801 BASINGDALE BLVD VAIL Owner: CALLAS, MICHAEL C. - WALKER, KIMBERLY M. Location: CAMELOT TOWNHOUSES .....� ..........................>..........,x...,,,.......,....,..................,........,....,.................,.,.,.....,.,.x..,..,......�.............,.....,......,....,..�.,.. Cond: CON0011853 No element of the retaining wall is allowed to encroach into the Town of Vail Right of Way. Contractor is required to call for inspection and provide proof that wall is within property boundaries before concrete is poured. Cond: CON0011854 A Public Way Permit is required before excavation can begin. combination permit_012811 � i ��; *„*,**.,**,,.,*„**�,,.**,******.******,,,,,,.,,*.***************.,**************,.***.,**********�***.,.,.,*„********„**********...*****„*..*,,,,*.,*******.,*****,*.,.,,, REQUIRED INSPECTIONS AND STATUSES Permit #: 611-0050 Address: 2801 BASINGDALE BLVD VAIL Owner: CALLAS, MICHAEL C. - WALKER, KIMBERLY M. Location: CAMELOT TOWNHOUSES �*********************«*«**«**«*******.,*******�****«*************„**«******.,***********„*****************„*,,,,*******«**,.*****.,*******.,*„*„**.******** Item: 00504 PW-Retaining Wall Layout Item: 00532 PW-TEM P. C/O Item: 00539 PW-FINAL C/O Item: 00010 BLDG-FOOTING Item: 00020 BLDG-Foundation/Steel Item: 00090 BLDG-Final combination permit_012811 *****************************************************+************************************** TOWN OF VAIL, COLORADO Statement *******************�**************************************************************�********* Statement Number: R110000360 Amount: $1,867.19 04/28/201108:23 AM Payment Method: Check Init: LC Notation: #8198 / BURKE HARRINGTON CONSTR CO ----------------------------------------------------------------------------- Permit No: B11-0050 Type: COMBINATION BLDG PERMIT Parcel No: 2103-143-1100-1 Site Address: 2801 BASINGDALE BLVD VAIL Location: CAMELOT TOWNHOUSES Total Fees: $1,867.19 This Payment: $1,867.19 Total ALL Pmts: $1,867.19 Balance: $0.00 ***�******************************************+++**************************�**************** ACCOUNT ITEM LIST: Account Code -------------------- BP 00100003111100 PF 00100003112300 UT 11000003106000 WC 00100003112800 Description Current Pmts ------------------------------ ------------ BUILDING PERMIT FEES 643.75 PLAN CHECK FEES 418.44 USE TAX 4% 800.00 WILL CALL INSPECTION FEE 5.00 ----------------------------------------------------------------------------- � �� _: .� C�e�artrc��.�t cr� �Ce�r�rr��ty C?�v�iopm�n�: � � '��5 Sotzth Fr�tttage t�c��d . _ �. � � �� ` � � � _ � � Vai1��aJt�r�dc� 81f��i�' �� x ;f ' � " ��'e�i: 97Q-479-�� ` �„ .� �° �"e� '��<�t��l�ic�u.eors; i •- _ .# � �'� � � � F �z,��. �� ;. B�ILDIMG PERMtI` APPLICAT`I�N {Separaie app�ications are required iar alarm & sprinkler) Projeet Sfreet Address: f' �� j�cz5 � r:��'� ��`� � {Numberj (Streei} (Suite #� BuildingtCornpiex t+�me: �� a� Cot�tractor in#omsation Business Name: tJ <�r �'� � ct r r , r� y �c, ,�, � � ,., �'�` Business Address: t�- a :� � �� __�___.__ _...... _ _ City i1�c� � � 5tate: �;� 2ip �� ' • . : �! � , • " � � , � ,. . . � �• % Lot #= Stucit # Sui�cfivision: Work C}ass: New � ) Asldition ( } Alterat`son (�' } Type of BviWing: Sing�e-FamilY t } [��piex { ) Mutti-Famity {,�'} Contaci Name: �v,r ��. Commercial t} Qther ( I Gontact Pht�ne: '�"l �D ° .��1 �a ` .��. ��o Work Type: interior { � Exteriar (,i() Both { } �oniac2 E-hAaii: � � «-.t� � (.�� Ce��` . r'!�'t` Valllation Qf ��-�� Wor►c included Pians Inciuded Wofk Contractar Rsgistratton Number. � ,,�� Electrica� ( }Yes t }N� ( }Yes { )NO � Mechanicat { }Yes { )No ( }Yes ( )No t�wnertOwner's Represe�iativ� Signature {Requiredj Plurnbing ( ?Yss ( }No ( 1Yes { }No i"roject l�fotmation ,^� �+��t � /�� Owner N�me: � �"r Parcel #: a 1 J.,� ` � �,� — 1 /C'�� - � (Fcr Ratcet �, aantact E�pie Counfy �lsaessrKS OiYwae at (97G-32B•8840 w Wsit www.eagiecourtty.ua�patie) BuiicNng (lG'}Yes { }No {�,r' �Yes { )NO .�Q = �t7ci Value ot ap work being perfor�ned: $.5��, ��C? (v� ba�ad on iBC Sectiort ifl9.3 b 9RC S�Ctian 408.3} Eiectncai Square Focstage Detaiked Scope and locatio� of Wofk: /��',D%� c+� �"e �'ca f,� �_. �,,.�ct l�x ��- ��.��,�' � �__.t�� ./ �t � c:� M� C� ��? �.' j4:, ri't p,n� (use atic�tiot�l sheet ii necessaryj �1$�'�, Ig �or O!%ce Use Ouly: Fee Paitl: Received �rom: Cash Chedc # , CC: Vis� J MC Last 4 CC # Auth # e�cFr ciate: J D�te Received: DtJ� � t� u`�%' 41M1 MAR 3 � 2Q11 TOWN OF VAIL �>a-��-z � e �. � f \ 6� \ � � \ � \ \ \ � � \ � � � � \ 1 \ � \ � � � \ c. � � � � �� #�� '� � � � � � ` g � � , � � =a =�� a � � \� �� iE��F��ko � � \ �. a.� � � �� \ �� r; - � � �� 4� � ��k � � �'€�� - � l Foa A \ F��^ / �,�g�a \ � '€a�E�g \ \`48 ��p��&#'a � \ \ �\ \\ ` !�� - \\ v.� ,.� o� - ` \ r� Fp \\ � , �\� �� o . \ �� '�,{Aop� -. � �-\... il�9ef� � � �a. �7€� \\ �� x;A� - i � �� . - \ � � � �- ;�� - � a � , � �� , '�� - \`��e�` ��° a�? € �� \ , �� i:�' 6! ��;;�g� � � .� ` \ _ � ��'' \ � � � �� v a� \ d 9 - � �$�\ � � _N \ � \\\".� e m � �� \�� r � � �� z\ ��\\ � �� F� �g'�"�-RR6Ao 'R��'� A' '� �"�� Y�� _ ��; § a )��.�g�� p'�� .6��o�RFe:p.oa�F��Ro'_ g�r��.e=Y� '�0�� \ � � i' �s9��^ ]xgG,�pp�o7o�;i��.FRa� ag�'F��;A 8 � - �� a� �4��;;Fp �Ad��aY��'��.g€?�� a�i�d�$°�&� '�. \ � a��g��pg ��A�°aSC��d�� ef� 4�4�i��g � I \ � EF�o �° °`i�;a � �� '��g €=a a�� \ 9 � 9� � f ei;'' ?� j��f� P �� ? + ��%�F �vg g � FaR� ° a �d 6 �� 0 4� �' �I � \ :� ` � � � � \� �� k� 3 � a �- s �.6' -' e a �9ll�e� - n ' a m i ¢ o� o O (0 i� � ti -�- � Q Q � � � / � � . \ ag�a� � � �' �F / � \�� F\ /�� — \� � \ ; \ \ �� _ �� \\�� \\� � � y �� ;�� CAMELOT ►� � �F �`� TOWNHOUSES oo�� Q 3 2801 BA9INODALE BLVD. y��M,,,.CeiM� z a� y e� VAIL, COLORADO 91637 BIpaS ° a . 6 - - - � / � � � „ � ��; , , �\ � �� gFA .h 000az,�a��,: �ob2)5o0i �,r. , .�•L.e.�l.� .....bL.tva��N��,<a. v , -�- � � •♦� ♦ � � �� 0 .� � � � HEPV�C}RTM-PAWLAK GEC?TECHNiCAL (:`. � ii t IS t ik i t _ Yl:C�3i .i�:�t�, �7±C- _. . � :s:r <�� I ;�i `%� t t _; i i a 3.. 4 ,�=r;t:':= `��f`:�i .�i; tfc_ ,E'�` 1.�� cits. .-�.ii i.:�l_t},f'1.,'�.}l�-} t �-�t; 4,1 �v?+- r'�1�..y{-; [ 's �t�Co!Y_ . SUBSOIL STUDY I+OR FOUNDATION DESIGN PR�POSED RETAINING VVALL CAMELOT TOWNE�4MGS, LJNIT 5 2801 BASINGDALE BQULEVARD VAIL, COLORADO JOB NO. 110 184A JULY 30, 2Q 10 PREPARED FOR: CAMELOT TOWNH�MES IiOA ATTN: BRYAN ROTH 2801 BASINGDALC BOULEVARD, UNIT 2 VAIL, COLORADO 81657 ft � i�'ril'.�t�l� `?;, �-;�"`-�i-i`i 1�4 � {� :�,-,i� i `�.t��d'€i1`_ � , r,: , ... _ �% `� } :'i-i. ). --�t �`i�`.-1 , _ < .. :lV' }�.f..i m TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY ........................................................................ - 1- PROPOSED CONSTRUCTION ................................................................................. - 1 - � SITE CONDITIONS ......................................... ........ - 2 - .................................................. FIELDEXPLORATION ............................................................................................ - 2 - SUBSURFACE CONDITIONS .................................................................................. - 2 - DESTGN RECOMMENDATIONS ......................................................... ............... - 3 - FOLJNDATIONS.................................................................................................... - 3 - RETAININGWAI.,LS ............................................................................................ - 4 - UNDERDRAINSYSTEM ...................................................................................... - S - SITEGR.ADING .................................................................................................... - 6 - SURFACEDRAINAGE ......................................................................................... - 6 - LIMTTATIONS....................................................... ................................................... - 6 - FIGURE 1- LOCATION OF EXPLORATORY BORiNG FIGURE 2- LOG OF EXPLORATORY BQRING FIGURE 3- LEGEND AND NOTES FIGURES 4 and 5- SWELL-CONSOLIDATION TEST RESULTS TABLE 1- SUMMARY OF LABOR.ATORY TEST RESULTS � PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed retaining to be located uphill of Unit 5, Cameiot Townhomes, 2801 Basingdale Boulevard, Vai�, Colorado. The project site is shown on Figure l. The purpose ofthe study was to develop recomm.endations for the foundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to Camelot Townhomes HOA dated June 23, 2010. An exploratory borings was drilled at the site to obtain informatian on the subsurface conditions. Samples of ihe subsoils obtained during the field exploration were tested in ihe laboratory to determine their classi�cation, campressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed retaining wall foundation. This report sumrnarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTIQN The proposed retaining will be a cast-in-place concrete structure with a retained height between 4 to 5 feet and be located in place of the existing timber crib wall at the uphill side of Unit 5, shown on Figure 1. Grading for the shucture is assumed to be relatively minor with cut depths between about 6 to S feet. We assume relatively light foundation loadings, typical ofthe proposed type of construction. If structure loadings, location or grading plans change significantly froin those described above, we shouId be notified to re-evaluate the recommendations contained in this report. Job No. 1] 0 134A G�c�tGCh � -2- SITE CONDITIONS The subject site is currently occupied by a timber crib retaining wall located between the uphill, asphalt parking area and the entry sidewalk to the existing tawnhome building as shown on Figure 1. The top of the existing wall is leaning out to the north. There is about 4 feet of elevation difference between the asphalt parking elevation and the entry sidewalk. FIELD EXPLORA.TION The field exploration for the project was conducted on July 14, 2010. One exploratory bori�ng was drilled in the asphaIt pazking area behind the existing timber wall at the location shown on Figure 1 to evaluate the subsurface conditions. The boring was advanced with 4-inch diameter continuous flight augers powered by a truck-mounted CME-45B drill rig. The boring was logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples af the subsoils were taken with 13/8 inch and 2 inch I.D. spoon sampiers. The samplers were driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Log of Exploratory Boring, Figure 2. The samples were returned to�our laboratory for review by #he project engineer and testing. SUBSURFACE CONDITIONS A graphic log ofthe subsoil profile encountered in the boring is shown on Figure 2. The subsoils, below the existing asphalt section, consisted of about 8%2 feet of fill overlying natural, very clayey sand with-gravel and scattered cobbles down to the bot�om boring depth of 21 feet. The fill materiat consisted of a mixture of gravel, clay and sand Job No. 110 IS4A Ge�itGCh -3- containing some cobble size rock fragments; and was generally loose to medium dense. The asphalt pavement section consisted of3 inches ofasphalt over 5 inches ofroad base. Laboratory testing performed on samples obtained from the boring included natural moisture content, density, percent finer than No. 200 sieve (silt and clay fraction) gradation analyses, Atterberg limits and unconfined compressive strength. Results of swell-consolidation testing performed on relatively undisturbed drive samples ofthe fill material and natural soils, presented on Figures 4 and 5, generally indicate 1ow to moderate compressibility under existing moisture conditions and light Ioading, and moderate ta high compressibility with iulcreased loading after wetting. The sample of the fill showed a minor collapse potential (settlement under constant load) after wettirig. Atterberg Iimits values indicate low to medium plasticity for the fine grained portion of the upper fiIl soils. The Iaboratary testing is summarized in Table 1. No free water was encountered in the boring at the tizne of drilling and the subsoils were nnoist to .very maist. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsi.uface conditions encountered in the expioratory boring and the nature of the proposed construction, we recommend the proposed retaix�ing wali be founded with spread footings bearing on the existing fill or natural clayey sand soils. The fill soils could be variable and require subexca.vation and replacement wzth compacted structural fill. The design and construction criteria presented below shouid be observed fox a spread footing foundation system. 1) Footings should be designed for an ailowable bearing pressure of 1,500 psf. Based on experience, we expect initial settleinent of footixzgs designed and constnzcted as discussed in this section will be about 1 inch and cauld be differential along the wail. The bearing conditions should be ]ob No. 110 134A C�t�Ch �� further evaluated at the time of construction. Tf debris or other unsuitable conditions aze encountered at the time of construction, subexcavation and replacement with compacted granular backfill may be needed to provide stable subgrade conditions. 2) The footings should have a minimum width of 24 inches. 3) Footings should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below exterior grade is typically used in this area. 4) Continuous foundation walis should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walis acting as retaining structures should also be designed ta resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section ofthis report. 5} Any Ioose or disturbed soils, topsoil or debris should be removed and the footing bearing level extended down to suitable bearing soils. The exposed soils in footing areas should then be moisture adjusted to near optimum and compacied. Ifwater seepage is encountered, the footing areas should be dewatered before concrete pIacement. 6) A representative of the geoiechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. RETAINING WALLS Cantilevered retaining structures which can be expected to deflect sufficiently to mobilize the fuil active earth pressure condition should be deszgned for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf for backfill consisting of predoininately granular soils. The retaining structure shouId be designed for appropriate l�ydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressiues recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wail or an upward slopin.g Job Nc�. L ]0 184A �t�h -5- backfill surface will increase the lateral pressure imposed on a foundation wali or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 45% of the maximum standard Proctor density. Care should be taken not to over compact the backfill or use large equipment near the wall, si.ttce this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress tv facilities constructed on the backfiil. The lateral resistance of foundation or retaining wall footings will be a combination of the slid'vng resistance of the footing on the foundation materials and passive earth pressure against the side ofthe footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.35. Passive presswre of compacted backf 11 against the sides of the footings can be calcuIated using an equivalent fluid unit weight of 275 pcf. The coefficient of friction and passive pressure values recommended above assume ultirziate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footiuigs to resist lateral loads should be coinpacted to at least 95% of the rrxaximum standard Proctor density at a moisture content near optimum. UNDER.DRAIN SYSTEM Although free water was not encountered during our expioration, it has been our experience in mountainous areas that local perched groundwater can develop ol.uing times of heavy precipitation or seasonal iwnoff. Frozen ground during spring z-�tnoff can create a perched condition. We recommend below-grade construction, such as retaining watls, be protected fronn wetting and hytirostatic pressure. buildup by an underdrain system. The drains sl�zould consist of drainpipe surrounded above the invert level with fiee- draining granular ma#erial. The drain shouid be placed at least 1 foot below l�west Job No. 1 l0 134A GecPt2Ch � adjacent finish grade and sloped at a minimum 1%. to a suitable gravity outlet. Free- draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 1%z feet deep. As alternative, gravel packed weep holes could be used if space is limited behind the wall for drain construction. SITE GRADING The risk of construction-induced slope instability at the site appears low provided the cut depths are limited. We assume the cut depths for the wa11 will not exceed, about 6 to 8 feet. Vehicles and construction equipment should be kepi back at least 5 feet from ihe top of the cut slope. Temporary shoring may be needed and should be evaluated by the contractor's campetent person at the time of construction. SURF'ACE DRAINAGE The following drainage precautions should be observed during construction and maintained at alI times after the retaining wall has been coznpleted: 1) Inundation ofthe foundation excavation should be avoided during construction_ 2) Backfill should be adjusted to near optimum moisture and compacted to at ieast 95% of the maximum standard Proctor density. 3) The backfiil surface should be sloped to drain away from the top of the retaining wall. We recommend a minimum slope of 2%2 inches in the f�-st 10 feet. Free-draining wall backfill should be capped with about 2 feet of the on-site soils to reduce surface water infiltration. LIMITATIQNS This study has been conducted in accordance with generalIy accepted geotechnical engineering princzples and practices in this a�-ea at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are Job No. 110 184A �t�� 'rZ based upon the data obtained from the exploratory boring drilled at the location indicated on Figure 1, the proposed type of construction and our experience in the area. Our findings include eYtrapolatian of the subsurface conditions identified at the exploratory boring and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notifted so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design pu�poses. We are not responsible for technical inter�retations by athers of our information. As the project evolves, we should provide continued consultation and field services during consti-uction to review and monitor the implementation of our recoinmendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes tnay require additional analysis nr madifications to the recflmmendations presented hereu�. We recommend on-site �bservation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical enguleer. Respectfiilly Submitted, HEPWOR'rH - P� Trevor L. �<tiell, P Reviewecl by /„�- ��q,Y ICAL, INC. �'' `�`•�Q� L' k•' ;�`9 �4�� :� 38469 r ; -09 �.$"3-S� : �c,`� : �'�' `'�..� ...•• ' �� `��' 0� 1- �.�C� -�" � � Steven L. Pa�vlalc, P.�. "I'LTC;"ksti� ec: Qlue Line Architects - Attn: Ken Bridges, A[A (ken c�bluelinea�`ehiteets.com) .�ob i�;o. � to ts�l�1 -- --- G�cPtech r ` 1016 1014 � � � \ � TRACT A � \ \ 1�12� \ ` � 1010 1008 � 'y N� EXISTING c'4 7lMBER �C'� RETAINING �0 WALL G, 10 `�G 9� O � � UNTf 1 � / � UNIT � INNSBRUCK MFADOWS � � \ \ UNIT 3 \ � � � \ UNIT 4 � � \ � � UNIT 5 � ` B RING 1 � ,� ` \ UN[T 6 06 � � � � UN[T 7 � � 1004 UNIT 8 � 998 � ' 1 � \ \ 1002 ` \ \ \ \ APPROXiMATE SCALE 1" = 30' � \� � 11 Q f 84A , (�?�-V"�@Cr1 � LOCATION OF EXPLORATORY BORING I FIGURE 1 LEGEND: �� / � � 1 EXISTING PAVEMENT; 3 inches of asphalt over 5 inches of road base. FILL; grave(, sand and clay with cobbles, ]oose to rrtedium dense, moist, mixed black and dark brown. SAND (SC); very clayey, with scattered grave( and cobbles, ioose to medium dense, very moist, dark brown. Relatively undisturbed drive sample; 2-inch I.D. CaEifornia liner sample. Drive sample; standard penetration test {SP�, 1 a-inch I.D. split spoon sample, ASTM D-1586. 6�12 Drive sample blow count; indicates that 6 blows of 140 pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. NOTES: The exploratory boring was driUed on July 14, 2010 with 4-inch diameter continuous flight power auger. 2. The location of the exploratory boring was measured approximately by pacing from features shown on the site plan provided. 3. ihe elevation of the exploratory iwring was not measured and the log of the exploratory boring is drawn to depth. 4. 7he exploratory boring location should be considered accurate only to the degree implied by the method used. 5. The lines befween materials shown on the exploratory boring log represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the boring. Fluctuation in water level may occur with time. 7. Laboratory 7esting Results: WC = Water Content ( % ) DD = Dry Density ( pcf ) -200 = Percent passing No. 200 sieve LL = Liquid Limit ( % ) PI = Plasticity Index { % ) UC = Unconfined Compressive Strength ( psf ) 110 184A � (�!�'teCrl ( LEGEND AND NOTES f FIGURE 3 i � : i � i I � . j ! i �� i! � Moisture Content = 13.5 percent ' - �� ! D ry D e n s i t y = 1 1 1 p c f i;;! � j Sampfe of: Sandy Clay with Gravel (fill) I ! I � � I I`� l � From: Boring 1 at 5 Feet I i i I � I� I�� i i i) ; � o ; � i ��° 1��1 ! ;�� ';' � Ij�� ; i, i i; j;ij ! J' ' ' � � � 1 1 ' I il� ! � '� 'I � � ''i! � � � � i � ; I � � � � � + { � I � � � Compression , � � ` � 2 � 1 1 � + f upon �� I � , ! 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I ! ; f j��i I I� �! � ,, �, ! � i� � � I i i F � �' � i O.i 1.0 1Q 100 APPLIED PRESSURE ( ksf ) 7 i0 184A � (�"�eC�l I SWELL-CONSOLiDATION TEST RESULTS I FIGURE 4 �� . j ' ;' ; ! � ; � ; Moisture Cantent = 24.5 percent ; ; ' � � ; Dry Density = 95 pcf ' ; �'• I,'� � Sample af: Very Clayey Sand with Gravel � � � I� � , From: Boring 1 at 10 Feet . ; I; i � i ! t i ; : ' � � l ' � , � i I I � � f R i : i � � ; ! � ;' ; , , , � , o � � '; ;; � ;� '� ' �'. ' � �' ' � . �. ii I i' i' �; i . I i! ; �; ; . ; . � � � i � � i i � � il � � I�i i � � � I � i ; � ; �; � i ' ;; � ; i' i � � � � i No movement I � � +� !� ,� � � � � upon wetting i 2 � � �i ; � I ; ;I � ' � I ! � � I � ` E ` (i � � I � � I i i � I !; i�; I ' �� I s f � i I! �� ;; i� � � � �; ' � ' j � ! ' ; ; � i ; ; `; ° � . I I� I � ; i I � � � i; Z 4 � � � � � ! ' i i ( : , . 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' i i I ! i � i � � �! �1I � I� � � ;, ( i � I �� ii ! � I� ii � : '; i; i ' : : : � ` i l ' • � ' �; ! � � , + I �� j i � ; ;; ' ? � i ( , � � ' i � : � i .;, � ' � i � i �� ; :I � � � >;I � ��:�� ; ;� � i � j i � ' � � ,� � ;� i � ! ; � 1 E � I I � � � ; ;� ; � ; ,;, ! + i I 0.1 1.0 i 0 100 APPLIED PRESSURE ( ksf ) 110 184A ( (�'��CI^1 � SWELL-CONSOLIDATION TEST RESULTS i�IGURE 5 � Z � iJ Z _ V !W- � � � W J Y m g� Q a � S H �t 3 a W _ H J � {/1 W CC � h AC a � � m g O � � � � � N a � 0 � d Z � 0 � � � � � � � 3 � b � � � �' � 3 � � � � � � U .� � � U � c� ..'—`.c � "�" .�j �✓ {.i�� '` °>z zH pa?a � z�� u � � C ?e Q� � a? n � m oc � a o�� m J VNN�u d' O °C '� O vf M � a a Z c z y� 0 a � � J {:� � � � J � O�C y �l ~ �i ti ¢ 0 Q °- '� � Z -� � �- o� � uZ, ,,,, N V� Y) Z `p u \ •-�-< •-Mt N � Z O O W � M � „� s° 0 W a� � �Z � 0 m � 0 � �'Z ` � / 01-24-2012 Inspection Request Re orting � Page 1 4:17 pm Vail, GO - Citv O� Requested Inspect Date: Wednesday January 25, 2012 Site Address: 2801 BASINGDALE BLVD VAIL CAMELOT TOWNHOUSES A/P/D Information Activity: 611-0050 Type: COMBO Sub Type: AMF Status: ISSUED Const Type: Occupancy: Use: Insp Area: Owner: CALLAS, MICHAEL C. - WALKER, KIMBERLY M. Contractor: BURKE HARRINGTON CONSTRUCTION Phone: 970-376-2256, Burke Description: COMMON ELEMENT: REPLACE RETAINING WALLS, REPLACE WALKWAY Requested Inspectionls) Item: 90 BLDG-Final Requestor: BURKE HARRINGTON CONSTRUCTION Comments: 376-2256 Assigned To: JM D ON Action: Time Exp: _ Ite • W-FINAL C/t? Requ r: BURKE HARRINGTON C TRUCTION o: �JAGBidDRAGON � Fr� Time Exp: ,� \ , ; _., _ _._-- - - K � � � �,�,� � � ��c� � � 2s l� Inspection Historv Item: 504 PW-Retainin Wall Layout Item: 532 PW-TEMP. �/O Item: 539 PW-FINAL C/O Item: 10 BLDG-FOOTING "" Approved �" 05/31/11 Inspector: JRM Comment: Item: 20 BLDG-Foundation/Steel ** Approved "" 06/03/11 Inspector: Martin Comment: Item: 90 BLDG-Final Requested Time: 08:00 AM Phone: 970-376-2256, Burke Entered By: JMONDRAGON K Requested Time: 09:00 AM Phone: 970-376-2256, Burke Entered By: JMONDRAGON K Action: AP APPROVED Action: AP APPROVED _ _ __ _ _ . _ ----- __ _ _ REPT131 Run Id: 14046