HomeMy WebLinkAboutB04-0143 plans-olr{3
June 16,2004
VnrL
Mr. Charlie Davis
Chief Building Official
Town of Vail
75 South Frontage Road
Vail, Colorado 81657
Dear Charlie:
6e
Bill Kennedy
Director of Land Development
1997 UBC Section 1003.3; "Me4ns of Egress Components." The section addresses doors,
ladders, and stairways. In Sectio{!Q3.],Ll there is the following note: Exception: Stairs or
ladders used only to attend equipment or window wells are exgmpt from the requirergents^of _
^ 7- 1 thissection. -t Dr5 AGo-tLl ll' uv|ttt1 g')o'l 1- !'Fr C'r= o>E C:'( fi'-'t-,HEg 5f+;sa -*/ nt ,'', 11 ffs .$- 2 c(c-'?r|*t<4 Sac rc'c'9.26
S-rnbe the dbois allow rhlp.;; readityescape t* t""n"rittr. *,tft'iff,lhl?Jos*".0, to attend
to the equipment, and the doors are fire-rated, the egress requirements are met.
If you have any questions regarding the egress issue, you ,nuy .ontuclfirrggrr-lqlggnlgry-directly at
Greenberg and Greenberg Architects, 303-321-2043. If you have any other comments or questions, do
not hesitate to contact me.
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Vail Resorts Development Company. 137 Benchmark Road . Post Office Box 959. Avon, Colorado 81620-0959. (970) 845-2535. far (970) 845-2555. www.vrdc.conr
Vail . Beaver Creeko . Breckenridge . Keystone@ . Heavenly@
,{rmwhead@ . Bachelor Gulcho . Red Skv Ranch* . Jackson Hole Colfand Tennis Club ^'
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RESoR DEVELoPM oEN COMPANY
Office GoPY
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Per your comments and request last week regarding our building permit submittal for the Glen Lyon
Snowmaking Pump Vault, I am enclosing two drawings to address your concems. The revised Brown
and Caldwell drawing 5-103 reflects the door swings in the clouded areas and note l7 reflects the
panic hardware. The detailed Pump Vault Elevation drawing provided by Alpine Engineering, lnc.
more clearly shows the doors, ladders, and entry.way landings.
I am submitting a copy of the project specifications that will help clarify door details in section 08110.
The architect for Brown and Caldwell has revisited the egress issue and refers to the following section
of the UBC:
As always, we appreciate your timely processing of our permit applications.
Regards,
VAIL RESORTS DEVELOPMENT COMPANY
FILE COPY
Department of Community Development
75 South Frontage Road
Vail, Colorado 81657
970-479-2138
FAX 970-479-2452
www'vailgovrcoP
21 , zoo4
Mr. Bill Kennedy
Vail Resorts lnc.
POBoxT
Vail. Co 81657
Re: Glen Lyon Snowmaking Vault 804-0143
Dear Bill,
The plan review for the above referenced project has been suspended. As discussed
over the phone last Wednesday, the 16In of June more information is required. I am
unable to proceed with any further review or subsequent approval to release this building
permit. I have not seen any follow-up information to date. Listed below are items missing
or required to be addressed:
o There appear to be a lack of exits for this structure. Provide information showing
access to two exits. The 1997 Uniform Building Code, specifically, section
1OO4.2.3.4 requires a minimum of two exits from a basement regardless of use.
Currently as shown, the snowmaking building is a basement, has two exit doors
proposed that are served using ladders to egress to grade. Per section 1003.2.6,
changes in elevation shall be accomplished using stairs in compliance to section
1003.3.3. A ladder does not meet the minimum requirement of the building code.
Provide changes showing compliance to the Uniform Building Code. The Town of
Vail Buibing Safety & Inspection services will allow the second exit to be served
using a ladder provided that there is one complete exit system installed using
stairs.o Provide building elevation drawings.o Provide an architectural floor plan showing exiting and egress components. This
includes access to exits, door type, hardware, door swing and landing
requirements.
Once this information is received, we shall resume the plan review. I understand that this
project has a tight deadline for completion; we will provide our best effort to complete the
review once revisions are submitted.
Building Official
Town of Vail
Cc: Braun & Associates, Jay Peterson, File
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Office GoPU
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CAL II{VESTIGATION
FOR
PUMP STATION
VAIL, COLORADO
.l,:
Submitted to:
Vail Resons Develapment Company
137 Benchmark Road ::,: ,,.
P.O. Box959
Avon. Colorado 81620-0959
Submitted by:
Golder Associates Inc,
44 anion Boalevard, Saite 300'Lakewood, Colorado 80228
.a .
DietrihtiDn:
,6 CoPies:;-'Y6 Copies:::'Vail Resorts Development Company (5 bound, 1 unbound)
I Copy - Golder Acsociates Inc.
April 7,2004
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Apri12004 033-2126
LIST OF F'IGURES
Figure I Site Map
LIST OI'APPENDICES
Appendix A Boring Log
Appendix B Laboratory Test Results
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1.0 INTRODUCTION
This report presents the results of the geotechnical investigation for the Pump Station located adjacent
to the Town of Vail Waste Water Treahnent Facility. The investigation was conducted to evaluate
subsurface conditions and provide geotecbnical design and construction recommendations at the
Pump Station site. This investigation was completed in general conformance with our proposal to
Vail Resorts Development Company (VRDC), dated August 29,2003.
The report was prepared using data obtained during our field exploration of the site. The results of
the field exploration were evaluated to develop recommendations for foundations, floor slabs, and site
work. The observations, conclusions, and recommendations presented in this report are based on the
subsurface conditions encountered durine the field studv.
We understand that the proposed pump station will be located in a new parking area and the plan
dimensions will be relatively small approximately 20 feet by 40 feet. The pump station will include
an accessible space approximately (at elevation 8080 feeQ 12 feet below the adjacent finished grade
(at elevation 8092) and pump sleeves and a wet well will extend up to 10 feet below the accessible
space (to elevation 8070). We also understand foundation loads will be relatively light.
Location
The proposed pump station is located in the town of Vail, adjacent to Gore Creek just west of the
waste water treatrent facility and Forest Road. The location of the proposed pump station is shown
on Figure 1.
1.2 Site Geolory
The USGS geologic quadrangle map shows the site as being covered with filI or disturbed ground
overlying the Minturn Formation. A quaternary landslide deposit is noted on flre map south of Gore
Creek from the project site.
Near surface native soil deposits in the immediate vicinity of Gore Creek are likely io be
predominantly alluvial sediments. These sediments may vary from fine grailed soils to boulders.
Glacial tili soils, usually dense with variable grain size, axe present in various locations in the Vail
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Valley. Generally, they are present at the ground surface on the north sides of the valley, but they
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may be present under the valley floor as well.
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2.0 GEOTECIIMCALSITEINVESTIGATION
One ODEX boring wris drilled at the Pump Station site by Spectrum Exploration Incorporated on
October 30, 2003. The log of the boring is included in Appendix A.
The materials encountered in the exploration of the Pump Station site include approximately 20 feet
of brown silty sand and gravel fill over l0 feet of brown silty sand with gravel alluvi"m over
weathered sandstone and shale bedrock. A soft zone was indicated by Standard Penetration testing
around 15 feet of depth. No soil sample was recovered at this depth, and other data in the area
suggests an organic clay exists at approximately this depth. Organic clay was not identified in boring
GAI-PSFI drilled as part of this project, but was identified in a boring for another project drilled
approximately 40 feet west of the proposed pump station. The boring.indicates two to three feet of
soft black silty organic clay may be present approximately 15 to 20 feetbelow existing grade.
Groundwater was encountered 22 feet below existing grade, which corresponds approximately to the
elevation of Gore Creek.
033-2126
Golder Associates
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3.0 LABORATORY II{VESTIGATION
Laboratory testing of soils was perforrned at the Golder Soils Lab in Lakewood. The moisture
content of the soils ranged from 4.2Yo to 9.7o/o, with the drier material in the upper 5 feet and
moistures of 8.3 to 9.7%o below 9 feet from existing grade. The soil at 15 foot depth below existing
grade was tested to have a pH of 7.6, resistivity of 3058.1 ohm-cm, and a soluble sulfate content of
0.019%.
ll03ul26\0400\0401s332126.&0 t.09126.Doc Golder Associates
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4.0 PRELIMINARY GEOTECHMCAL RECOMMENDATIONS
Recommendations are outlined below for foundation and retaining wall design, and site work.
Foundation excavations should be inspected by a qualified geotechniqal engineer during construction
to evaluate whether the acfual conditions are in accordance with the design assumptions.
River scour protection has not been addressed in these recommendations. This report assumes ttrat
river scour will not affect the pump station foundation.
Foundations
Based on discussions with Mr. Bill Rose, the structural engineer for Brown and Caldwell, the pump
station is likely to be supported on a structural mat foundation. We understand that the primary
below grade space of the pump station will be supported on a mat with finished floor elevation at
about 8080, but that the mat will be tied to the wet well walls and floor, and tlerefore the floor of the
wet well may be regarded as a foundation bearing element as well, bearing at about elevation 8070
(+A)- We believe that this approach is acceptable, provided that all fill or soft organic material, as
may exist at or above approximate elevation 8075 is removed and replaced with engineered fill.
Based on our understanding of the geometry of the pump station, and the plan that sloped excavations
are to be utilized, most of the questionable existing fill or soft organics are likely to be removed
incidental to the wet well excavation. Qual-ified inspection of the excavation is recommended to
verif bearing conditions.
We recommend that the mat foundation(s) be designed for a subgrade modulus of 75 p.c.i. This
modulus has been estimated based on settlement estimates tlat assume an average mat pressure
between 500 and 1000 p.s.f.
Note that no non-sFuctural slab on grade floors are understood to be part of this design. No
geotecbnical criteria for soil supported, non-structural slab on grade floors have been provided with
this report.
To reduce the possibility of unequal mat support between the main level and the wet well floor, we
recommend that over-excavation of the wet well floor be performed, so that all soils to a depth
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April2004 033-2126
approximately 2 feet below the bottom of t}re wet well slab will be removed, and replaced as
engineered fiIl.
We recommend that a geotechnical engineer observe the conditions of the foundation excavations and
bearing strat4 or of fill placement and compaction, to veri$, that the design assrunptions have been
met.
Retaining Walls
The walls of the pump station and wet well are expected to be resFained from rotation during
construction, and should be desigred accordingly. We recommend using an equivalent fluid weight
(EFW) of 50 pcq corresponding to the "at rest'' earth pressure, for the portions of the prrmp station
and wet well walls above seasonal higb groundwater. We recommend that for design, seasonal high
groundwater be assumed at elevation 8075. This recommended design earth pressure assumes no
build-up of hydrostatic pressure behind the wet well walls above elevation 8075. Below elevation
8075, we recommend an equivalent fluid pressure of95 pcf, which includes hydrostatic pressure. If
the wet well may reasonably be assumed to contain water at aU times, to at least this elevation, the
desigrer may elect to regard the hydrostatic pressures as compensated, and desip only for the 50 pcf
equivalent pressure below 8075.
These earth pressure recommendations are based on granular backfill, similar to the silty sand and
gravel materials as etrcountered in the boring. Organic clays or other fine grained, plastic, or organic
soils should not be used in the backfill. We recommend that Golder review the compaction
specifications for the selected backfill materials.
Bacldrll should be placed around the wet well using equipment and procedures to reduce the
likelihood unbalanced earth pressure on the structure. The contractor should place bacldrll materials
in compacted layers, such that it rises to planned finish grade relatively unifonnly around the
strucfure.
Buoyancy
Uplift may develop over the long-tenn operation of the facility due to buoyancy. The wet well base
pad dimensions may be sized larger than the exterior wet well wall dimensions if needed to provide
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April 2004 -7-033-2126
resistance against potentiai uplift. Desigr against full uplift may utiiize the 1) dead load weight of the
structure, plus reasonable sustailed loaA, 2) if an oversized wet well base is used, then the effective
unit weight of the materials between the walls and a vertical plane defrned by the edge of the base
pad, and 3) a soil-to-soil friction angle of 30 degrees for shear between the zone described in item
fwo, above, and the surrounding materials.
Earthwork and Grading
Excavation of native materials may be difficult. The large cobbles and boulders in the fill, and
weathered bedrock in the on site soils may result in difficult excavation. Contactors reviewing this
report to evaluate excavation dfficully should note that an ODEX drill rig was used, which will
readily penetate materials that usually cause refusal to an auger rig, or be difficult to excavate with
conventional earthmoving equipment. The SPT blowcounts may also not be indicative of excavation
difficulty. Rock or difficult excavation may be encountered at any depth.
The temporary excavation for construction of the wet well may be accomplished by sloping or
shoring cuts. In general, l.5H:lV (Horizontal:Vertical) slopes can be expected to be stable in terms
of earth movement. The excavation should be made to allow for safe access for workmen and
equipmeng and to provide sufficient space for installation of the wet well and compaction of backfrll
materials.
The excavation should be adequately shored or sloped back in accordance with OSIIA requirements.
Utilities and Excavations
Shallow bedrock is not anticipated for utility excavations; however, boulders may be encountered in
any excavation, even very shallow ones. Groundwater was not encountered above 22 feet depth at
the time of field exploration and is not expected to be of concern for typical shallow utility
construction. If perched groundwater is presen! excavations should be dewatered before concrete
placement or backfill compaction.
Excavations should be adequately shored or sloped back in accordance with OSHA requirernents.
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4.6 DewateringConsiderations
t
r The excavation for the pump station will probably encounter the groundwater at or above the floor of
- the excavation. The ground water is likely influenced by Gore Creek, and although the groundwater
t was found to be approxim ately 22 feet below tbe present ground surface, a higher groundwater level
I is possible, especially in the spring when Gore Creek will likely show higher flows. With the
t proximity of the creek, and the presence of granular soils, prrmFing from the excavation may not be
sufhcient for dewatering, and use of well points may be required.IT
4.7 Pavements Overlying the pump Station
!,
We understand that the prmp station will be placed in a parking area, wit! an overlying pavement,
I and that the roof of the pump station (at or below parking lot grade) is expected to be precastIconcrete. Differential settlement should therefore be expected between tle relatively unyielding
I pump station roof and the adjacent backfill, even if well compacted and tested to engineeringr specifications. We are available to consult with the parking lot designer regarding measures to
t mitigate this effect.
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April 2004 033-2126
5.0 SUMMARY
This report was created to meet a level of quality that is consistent with the level of care and skill
normally performed by other members of our profession at the time of this service and in this
geographic are4 under similar budgetary and time conshaints. No other warranty is implied or
intended. The abovedescribed conditions were observed at a specific location at a specific time, and
variability in subsurface conditions at different locations may be expected.
We are pleased to have been of service to VRDC in this matter. Please call us if you have any
questions.
Sincerely,
GOLDER ASSOCIATES INC.
hoject Engineer
JACnjd
Golder Associates
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VAIL RESORTS DEVELOPMENT COMPANY
PUMP STATION
VAIL, COLORADO
BORING LOCATION
Pio./ecT,{o. oJJ-2126
FIGURE 1
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APPENDD(A
BORINGLOG
I April 2004 Golder Associates 033-2126,- lvnul2d0&tr0arllvB3rlr6.otol.tl9425-Doc
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PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D42r. D422. D4318
PROJECT NAME: YRDC/f,,lew Punp Str Near WWTPrcO
SAMPLE ID: GAIPSF1 Depth: u
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Cobblcs 0.006.0"154.2 100.0
3.0'15.0 100.0
Coalsc G6val 12.10
2.s',100.0
2.4 50.0 100.0
1.5'37.5 100.0
1.0 25.0 100.0
0.75'19.0 81.9
Finc Gravcl 24.68
0.375"9.5 76.0
t4 4.8
#10 2.00 Co6rlc Sand
0.85 43-5
Mcdiufi Srnd00.43 38.8
#60 0.25 1<t
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#100 0.t5
{200 0.075 29.7
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PI.ASTTCITY CHART
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LIQUID LIMIT (I,L)
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PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D421. D422, D4318
PROIECT NAME: YRDC4T{ew Pump Sta Near IflWTP/CO
SAMPLE ID: GAIPSFT Depth: 4
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Cobblcr 0-006.0'154.2 100.0
3.0'75.0 100.0
Codlc Grav€l 4.E0
2.5"100.0
2.0'50.0 100.0
1.5"37.5 100.0
1.0"250 100.0
0.15"19 0
Fifl. Gravei 43.U
4315'9.5 15.1
4.8 51.4
#t0 2.00 31.7 Cosrsc Sand
#20 0.85 28,9
Mcdium $nd 14.32#40 73.4
460 0.25 19.5
Finc Srnd q<t
#100 0.15 16.6
i200 4.015 13.9
Fin.s 13.E6
DATX
REVIEW
Golder Associates Inc.
a$--o- \ folorado Analutical\La b o ra tor ies. In c.-
LABORATORY ANALYSIS REPORT
REPORT TO: MATT BARRE.TT
BILL TO: GOLDER ASSOCIATES
44 UNION BLVD, #3OO
LAKEWOOD, CO 80228
PROJECT: 033-2126
LAB NO:
DATE RCVD:
REPORTED:
PONO.:
16823
l.?,03
1t/20103
VERBAL
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ANALYSIS REPORT:
SAMPLE ID
PSF-I 15'
pH RESISTTVITY SULFATE
tuNIrS) (OHM.CM) {Y!)
7.6 3,058.1 0.019
METHOD REFERENCE: AASHTO T289-91 T288-91 T290-91
AASHTO = 'STANDARD SPECIFICATIONS FOR TR.ANSPORTATION MATERTALS ANrD METHODS
OF SAMPLING AND TESTING"; l6TH EDffiON, 1993; 4.116pIqAN ASSOCL{TION OF
STATE HIGT{WAY AND TRANSPORTATION OMCIALS.
page I of I
24O South Main Stneet / Bnighton, Colonedo 80601-O5,O7 / 303-65S'2313
Mailing Addness: P.O, Box 5O7 / Bnighton, Colorado BOEOI -O5O7 / Fax:3O3'659-eg
ALYSIS STIPERVISED BY
s 15
@oo209/09/2004 12:10 FAX
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