HomeMy WebLinkAboutB11-0017 permit issued shoring deferred submittal 05-05-11Lionshead Transit Center>
10 May 2011
Page 1
10 May 2011
Mr. Martin Haeberle
Chief Building Official
Department of Community Development
5 South Frontage Road
Vail, Colorado 81657
!._
Chie e McGee, De &
Chief Mik u ire Marshall
Town of V Department
42 W. adow Drive
CO 81657
Lionshead Transit Center
Permit Application # B10- 0166/167
Dear Sirs
00 k
4
Mr. Tom Kassmel
Town Engineer
Town of Vail Public Works
1309 Elkhorn Drive
Vail, CO 81657
arren Ca
Chief o ing
Dep ent o munity Development
5 South Frontage Road
Vail, Colorado 81657
1. Attached is a revised sheet for concrete reinforcing at the pedestrian bridge. Additional bar has been added
to the north attachment.
Attached:
S121
Please contact me with any additional comments or questions.
Best Regards,
E
Tracy Hart LEED AP
Senior Associate
<cc: Tom Kassmel /Town of Vail
E. Randal Johnson /4240
21064.00/3.2
p �C
ILI
P. MAY 10 hii
TOWN Or VA
Revision Submittals:
1- "Field Set' of approved plans MUST accompany revisions_ roved &the p ermit is re issued.
2. No further inspections will be performed until the revisions are app P
3_ Fees for reviewing revisions are $55.00 per hour (2 hour minimum), and are due upon issuance.
Permit #(s) information applies to: Attention:
O Revisions i
() Response to -Correction Letter
attached copy of correction letter
g-Deferred Submittal
( )`Other
Project Street Address:
i
(Number) (Street)
BuildinglComplex Name:
(Suite #)
Contact Information:
Company: Z A
Company Address:
City:
State: Zip:
Contact Name: ?A 'A y" ay.+�3 �_
Contact Phone- � Tv 6 0 y i
E -Mail G Jf I G reyie k liven
Revised ADDITIONAL Valuations (Labor & Materials)
(DO NOT include original valuation)
Building:
Plumbing:
Electrical
i
Mechanical:
Total:
(use additional sheet if necessary)
Date Received:
MAY 05 2011
TOWN OF VAIL
TRANSMITTAL FORM
Description 1 List of Changes:
�Li SU MI L
• SUBMITTAL REVIEW
Contractor's review is for general conformance
with the Contract Documents Subcontractor or
Supplier are responsible for verifying all field
dimensions, fabrication and construction means,
methods, sequences and coordination with
affected trades. This review does not alter,
supersede or replace the requirements of the
Subcontract Agreement or Purchase Agreement.
This review does not relieve the Architect and / or
Engineers of their contractual responsibilities.
EREVIEWED ❑ MAKE CORRECTIONS NOTED
❑ REVISE AND RESUBMIT ❑ REJECTED
R. A. NELSON & ASSOCIATES, INC.
Reviewed by: Jeremiah Wendell
Date: 0 5 . 0 3.11
Submittal# S02- 10 -02
&i -oo17
REVIEWED FOR DESIGN LOADS ONLY AS
THEY AFFECT THE PRIMARY STRUCTURE
NOT RESPONSIBLE FOR DESIGN,
DIMENSIONS OR QUANTITY OF MATERIAL.
BY: ERS DATE: 05/04/2011
MARTIN /MARTIN INC.
Lionshead Welcome Center
Soil Nail Wall
DESIGN CALCULATIONS
❑ NO EXCEPTIONS TAKEN O EXCEPTIONS AS NOTED
❑ REVIEWED FOR XRETAINED FOR RECORD
INFORMATION ONLY ❑SEE
IF CHECKED ABOVE FABRICATION MAY BE UNDERTAKEN. THIS DOES NO] F
AUTHORIZE CHANGES TO CONTRACT SUM OR TIME UNLESS STATED IN CHAN(, P re pa red I or:
ORDER. C+
IF CHECKED BELOW FABRICATION MAY NOT BE UNDERTAKEN. RESUBMIT
CORRECTED COPIES.
❑ REVISE AND RESUBMIT
REVIEWING IS ONLY FOR CONFORMANCE WITH THE DESIGN CONCEPT OF THE
PROJECT AND COMPLIANCE WITH THE INFORMATION GIVEN IN THE CONTRACI
DOCUMENTS. THE CONTRACTOR 15 RESPONSIBLE FOR DIMENSIONS TO BF
CONFIRMED AND CORRELATED AT THE SITE; FOR INFORMATION THAT
PERTAINS SOLELY TO THE FABRICATION PROCESS OR TO THE MEANS,
METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES OF CONSTRUCI ON
AND FOR COORDINATION OF THE WORK OF ALL TRADES.
BY BRANDON MIXON
4240
REVIEWED BY
_ DATE 5.4.2011
R.A. Nelson
51 Eagle Road #2
Avon, CO 81620
May 3 2011
Prepared By:
Natalie Smiley, E.I.T.
Yenter Companies, Inc.
20300 West Highway 72
Arvada, CO 80002
D EcE�MI� D
MAY O5 2011
TOWN OF VAIL
Reviewed By:
M.C. "Mick" Muller, P.E.
Yenter Companies, Inc.
20300 West Highway 72
Arvada, CO 80002
UO f I.
236 rr;
t a t J/'1A tAt - ..t
This design, including drawings and calculations, are intended solely for use by Yenter
Companies, Inc., its subcontractors, and suppliers for the construction of the
improvements indicated in this design. Yenter Companies, Inc. retains sole ownership
of this design, drawings, and calculations and they shall remain the property of Yenter
Companies, Inc. These drawings and calculations may not be copied, reproduced, or
used without the prior express written permission of Yenter Companies, Inc.
Copyright 2011, Yenter Companies, Inc. All Rights Reserved
INDEX
1 References and Design Parameters
2-6 SnailWin Analysis: Wall Height = 7 Feet
7-11 Temporary Shotcrete Facing Design: Wall Height = 7 Feet
REFERENCES
FHWA Publication No. FHWA -IF -03 -017
Geotechnical Engineering Circular No. 7
Soil Nail Walls
California Trenching and Shoring Manual
California Department of Transportation
Division of Structures — Office of Structure Construction
Geotechnical Report
Proposed Lionshead Transit Center Auxiliary Building
Koechlein Consulting Engineers, Inc.
Job No. 10 -050
Dated: November 2, 2010
Software:
SnailWin Version 3.1
MathCad Version 11.1
Soil Design Parameters:
y = 135 pcf
C = 100 psf
T = 35°
Q = 12 psi
1
Date: 05 -02 -2011 Snai lei = 3.ip®shead Welcome Center -
Minimum Factor of Safety = 1.43
7.0 ft Behind Wall Crest
At Wall Toe
H= 7.0 ft
LEGEND:
PS= 32.0 Kips
FY= 45.0 Hsi
Sh= 5.0 ft
Sv= 5.0 ft
GAM PHI CON SIG
pcf deg psf psi
1 135.0 35 100 12.0
Scale = 10 ft Surcharge
0
File: Lionshead Welcome Center - 7ft
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* CALIFORNIA DEPARTMENT OF TRANSPORTATION
* ENGINEERING SERVICE CENTER
* DIVISION OF MATERIALS AND FOUNDATIONS
* Office of Roadway Geotechnical Engineering
* Date: 05 -02 -2011 Time: 16:32:36
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Project Identification - Lionshead Welcome Center
--- - - - - -- WALL GEOMETRY --- - - - - --
Vertical Wall Height
= 7.0
ft
Wall Batter
= 0.0
degree
Angle
Length
(Deg)
(Feet)
First Slope
from Wallcrest.
= 0.0
0.0
Second Slope
from 1st
slope.
= 0.0
0.0
Third Slope
from 2nd
slope.
= 0.0
0.0
Fourth Slope
from 3rd
slope.
= 0.0
0.0
Fifth Slope
from 3rd
slope.
= 0.0
0.0
Sixth Slope
from 3rd
slope.
= 0.0
0.0
Seventh Slope
Angle.
= 0.0
--- - - - - -- SLOPE BELOW THE WALL --- - - - - --
There is NO SLOPE BELOW THE TOE of the wall
Revise as required per Alpine's
--- - - - - -- SURCHARGE --- - - - - -- comments on submittal.
THE SURCHARGES IMPOSED ON THE SYSTEM ARE: ZZ
Begin Surcharge - Distance from toe = 2.0 ft Note: existing garage was
End Surcharge - Distance from toe = 11.5 ft designed for 5000psf bearing.
Loading Intensity - Begin = 4000.0 psf /ft
Loading Intensity - End = 4000.0 psf /ft
--- - - - - -- OPTION #1 --- - - - - --
Factored Punching shear, Bond & Yield Stress are used.
--- - - - - -- SOIL PARAMETERS --- - - - - --
Unit Friction Cohesion Bond* Coordinates of Boundary
Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2
Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft)
1 135.0 35.0 100.0 12.0 0.0 0.0 0.0 0.0
* Bond Stress also depends on BSF Factor in Option #5 when enabled.
11
File: Lionshead Welcome Center - 7ft
--- - - - - -- WATER SURFACE --- - - - - --
NO Water Table defined for this problem.
--- - - - - -- SEARCH LIMIT --- - - - - --
The Search Limit is from 0.0 to 0.0 ft
You have chosen NOT TO LIMIT the search of failure planes
to specific nodes.
--- - - - - -- REINFORCEMENT PARAMETERS --- - - - - --
Number of Reinforcement Levels
Horizontal Spacing
Diameter of Reinforcement Element
Yield Stress of Reinforcement
Diameter of Grouted Hole
Punching Shear
--- - - - - -- ( For ALL Levels)
2
= 5.0 ft
= 1.000 in
= 45.0 ksi
= 5.3 in
32.0 kips
Reinforcement Lengths = 15.0 ft
Reinforcement Inclination = 15.0 degrees
Vertical Spacing to First Level = 1.0 ft
Vertical Spacing to Remaining Levels = 5.0 ft
y
File: Lionshead Welcome Center - 7ft
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
Toe 5.604 1.4 76.0 5.8 89.9 1.4
Reinf. Stress at Level 1 = 40.977 Ksi (Pullout controls...)
2 = 41.477 ksi (Punching Shear controls..)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 2
2.147 2.8 0.0 2.0 83.2 7.1
Reinf. Stress at Level 1 = 37.231 Ksi (Pullout controls...}
2 = 39.051 Ksi (Pullout controls...)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 3
1.619 4.2 0.0 2.1 73.3 7.3
Reinf. Stress at Level 1 = 34.059 Ksi (Pullout controls...)
2 = 38.405 Ksi (Pullout controls...)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 4
1.475 5.6 0.0 1.7 60.8 8.0
Reinf. Stress at Level 1 = 31.640 Ksi (Pullout controls...)
2 = 39.262 Ksi (Pullout controls...)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 5
1.429 7.0 0.0 2.1 55.0 8.5
Reinf. Stress at Level 1 = 28.752 Ksi (Pullout controls...) = 33
TrIRX � 2 = 37.979 Ksi (Pullout controls... )
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE •1
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 6
1.518 8.4 0.0 1.7 46.2 9.7
Reinf. Stress at Level 1 = 26.833 Ksi (Pullout controls...)
2 = 38.786 Ksi (Pullout controls...)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft) s
NODE 7
1.564 9.8 0.0 2.0 41.8 10.5
Reinf. Stress at Level 2 _ 24.458 .98 Ksi (Pullout controls...)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 8
1.722 11.2 0.0 2.2 38.0 11.4
Reinf. Stress at Level 1 = 22.235 Ksi (Pullout controls...)
2 = 37.154 Ksi (Pullout controls...)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 9
1.979 12.6 0.0 2.5 34.8 12.3
Reinf. Stress at Level 1 = 20.149 Ksi (Pullout controls...)
2 = 36.414 Ksi (Pullout controls...)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE10
2.291 14.0 0.0 2.8 32.0 13.2
Reinf. Stress at Level 1 = 18.189 Ksi (Pullout controls...)
2 = 35.719 Ksi (Pullout controls...)
* For Factor of Safety = 1.0
* Maximum Average Reinforcement Working Force:
13.095 Kips /level
laV S
M
Ground Nail Wall Calcs Soil Nail Facing Design
C:\Documents and Settings \natsmi \My Lionshead Welcome Center 5!2/2011
Documents \Natalie's MathCadl Designed by:NS
Temporary - 4 inch Checked by:MCM
Soil Nail Wall Facing Design
psf := lbf pcf := psf kip := 1000•lbf ksf := 1000•psf ksi := 1000•psi
fr 2 ft
Reinforced shotcrete:
th := 4i
CF := 2.
Vl' := 8i
f := 4000ps,
F.77 ksi
thickness of shotcrete (minimum)
frorn table 5.1
width of plate
compressive strength of shotcrete
tensile yield strength of the wire & facing rebar
horizontal spacing between nails
vertical spacing between nails
Safety Factors:
FSFF := 1.35 facing flexure 1.35 for temp, 1.5 for permanent
FSFp := 1.35 facing punching shear 1.35 for temp, 1.5 for permanent
FSFS := 2.0 headed stud tensile
Facing Design:
Design Nail Head Tensile Force:
EE9 #8 bar
sec rat, S _ Tmax ;= 37.979ksi A Tmax = 30.003 kip max nail stress from SNAIL output
SEe pra G - Ta% 13.095ki average from SNAIL for FS =1 (last page)
SEE PG S - Ta%g:= 33.3655ksi•A T avg = 26.359 kip calculate from all levels in SNAIL
Tavgs
Tmaxs Tmax' Tmaxs = 14.906 kip
Tavg
Smax := max(Sh, Sv) Smax = 5 ft
T = T 10.6 + 0.057•r '-- 11
o :- maxs' l � - 3 JJ T = 10.643 kip
Tenter companies, Inc.
20300 West Highway 72
Arvada, CO 80007
303 - 279 -4458
Page 1 of 5
around Nail Wall Calcs Soil Nail Facing Design 5/21201•
'Mocuments and SettingslnatsmWy Lionshead Welcome Center Designed by:N:
)ocumentslNatalie's MathCadl Temporary - 4 inch Checked by:MCh
Flexural Resistance:
f c
Minimum Reinforcement Ratio: 0.24 —
Pmin ma —,0.0018 psi Pmin = 0.00253
f
w3
10• psi
Maximum Reinforcement Ratio
Minimum Area of Steel:
Maximum Area of Steel:
Select Reinforcement:
0.087
0.174
0.120
0.240
0.058
0.116
ST :=
0.080
0.160
0.145
0.167
0.178
0.200,
asmmesh := ST
.2
asmmesh = 0.087 in
ft
Venter Companies, Inc.
?0300 West Highway 72
krvada, CO 80007
303 - 279 -4458 Page 2 of'.
lOfc 90ksi
Pmax := 0.05.
f N , y ( 90ksi + fµy) Pmax = 0.02
asmin Pmin
asmax Pmax
.2
asmin = 0.061n
ft
2
asmax = 0.48 in
ft
A=
One Layer of 4x4 W2.9xW2.9
2) Two Layers of 4x4 W2.9xW2.9
3) One Layer of 4x4 W4.OxW4.0
4) Two Layers of 4x4 W4.OxW4.0
5) One Layer of 6x6 W2.9xW2.9
in A = 1
ft
0
Ground Nail Wall Calcs Soil Nail Facing Design 5/2/2011
C: \Documents and Settings \natsmi \My Lionshead Welcome Center Designed by:NS
Documents\Natalie's MathCad\ Temporary - 4 inch Checked by:MCM
DO := 0.5 i diameter of the vertical reinforcement bar
number of vertical reinforcement bars (assumed discontinuous)
Dhb 0,5. i diameter of the horizontal reinforcement bar
number of horizontal reinforcement bars (assumed continuous)
2
Avb nvb•n'I D b I Avb = 0 in vertical bar area
2
Ahb nhb'n'( Dhb I A hb = 0 m horizontal bar area
min (A v b , Ahb) 2
asn asmmesh + asn = 0.087 in area of steel at nail head
Smax ft
2
asm asmmesh + hb asm = 0.087 i2t area of steel at midspan
S
h
.2
as = 0.061n check min and max steel area
ft
in
2
asmax = 0.48 —
ft
checkl if(as < min(a asn), "OK" , "Problem"
checkl = "OK"
checkl:= if(asmax> max(asm,asn), "OK" , "Problem ")
checkl = "OK"
Flexural Capacity:
ft Sv th f"
RFF := 3.8•kip-CF asm + asn .— .
in
2 Sh•12.in 1000psi
RFF = 26.448 kip
Yenter Companies, Inc.
20300 West Highway 72
Arvada, CO 80007
303 - 279 -4458 Page 3 of 5
I
round Nail Wall Calcs Soil Nail Facing Design 5/2/201
;:\Documents and Settings\natsmi \My Lionshead Welcome Center Designed by:N;
)ocuments \Natalie's MathCad\ Temporary - 4 inch Checked by.MCN
Calculate Ultimate Loads:
DLFF := FSFF•T DLFF = 14.368 kip
check3 := if(DLFF < RIFF, "OK" , "Problem"
check3 = "OK"
Punching Shear Resistance:
D := W + th D = 12 in
RFp := 4• FC 1 •psi•7t•D RFp = 38.1 kip punching shear capacity
Calculate Ultimate Loads:
DLFp := FSFp•T DLFp = 14.368kip
check4:= if(DLFp 5 RFp, "OK" , "Problem"
check4 = "OK"
Upper Cantilever Section:
h := 1.0 height of upper cantilever section
f ib := 0 de angle of the face batter with the vertical
angle of backslope with the horizontal
:= 35de soil angle of internal friction
+ := 135pcc soil unit weight
(2 �) 3 S = 23.3 deg shotcrete /soil interface friction
0 := 90deg + ib
K :=
sin( + X12
2
sin (0) — 5)• 1 + sin � + S •sin � — p
sin(0 — 6)•sin(0 + p�
a := K additional surcharge (for cantilever)
Shear:
K = 0.244
6 sh = 33 ps
2
vc := 2 h� y K cos((3} + h� a ft
s h v = 49 Ibf Shear load on section
(enter Companies, Inc.
!0300 West Highway 72
krvada, CO 80007
103- 279 -4458 Page 4 of
Ground Nail Wall Calcs Soil Nail Facing Design 5/212011
C: \Documents and Settings \natsrnAMy Lionshead Welcome Center Designed by:N5
Documents\Natalie's MathCad\ Temporary - 4 inch Checked by:MCM
the lbf One way unit shear strength of
V := 2. 2 f 1-psi V = 3036 ft reinforced shotcrete section
V Vns V = 1517.9 Ibf Allowable one way shear strength
FSFS ft
checks := if (V >_ v "OK" , "Problem!"
checks = "OK"
Flexure:
mn� = 0.173
tmt
a y -ft th a y ft ft- kip
:=
Sh 2 1.7•f ft
hc'vc
me :_
3•cos(ib)
mn
mn :_
FSFF
me = 16.5 Ibf • ft
ft
ft
mn = 128.1 Ibf •—
ft
check6 := if(mn >_ mc, "OK" , "Problem!" )
check6 = "OK"
I checki = "OK"
clleck2 = " OK"
I check3 = "OK"
I check4 = "OK"
I check5 = "OK"
chcck6 = "OK"
Yenter Companies, Inc.
20300 West Highway 72
Arvada, CO 80007
303 - 279 -4458 Page 5 of 5
NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES
MR OF
IN
Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657
p. 970.479.2139, f. 970.479.2452, inpsections 970.479.2149
ADD /ALT COMM BUILD PERMT Permit #: 1311 -0017
Project #:
Job Address: 395 S FRONTAGE RD W VAIL
Location......: ADJACENT TO LIONSHEAD PARKING STRUCTURE
Parcel No....: 210106407012
CONTRACTOR R.A. NELSON & ASSOCIATES, IN 04/1412011 Phone. 970 - 949 -5152
PO DRAWER 5400
AVON
Colorado 81620
License: 170 -A
APPLICANT TOWN OF VAIL 02/23/2011
C/O FINANCE DEPT
75 S FRONTAGE RD
VAIL
CO 81657
OWNER TOWN OF VAIL 02/23/2011
C/O FINANCE DEPT
75 S FRONTAGE RD
VAIL
CO 81657
Description:
NEW CONSTRUCTION OF AN AUXILLARY BUILDING ADJACENT TO
LIONSHEAD PARKING STRUCTURE. NEW TRANSIT WELCOME CENTER IS
3 STORIES AND CONNECTS TO EXISTING GARAGE ON ALL FLOORS.
Occupancy:
Type Construction:
Status . ISSUED
Applied . 02/23/2011
issued...: 0510912011
Expires ._ 11/05/2011
Valuation: $5,092,322.00
Total Sq Ft Added: 0
......... ..... ....,......,... ---- ..«.,............ .............._............,,.» FEE SUMMARY .„., ....
,,.,..,,...,..,,,......
Building Permit Fee - - ->
$20,548.20
Will Cal Fee------- - - - - ->
$4.00
Total Calculated Fees--- - - --->
135,554.97
Plan Check ------------ — ------ >
$13,356.33
Use Tax Fee ----- — ------ — ------ >
101,646.44
Additional Fees------------------ - - - -->
35,554.97)
Add'I Plan Check Hours ->
$0.00
Restuarant Plan Review - - - - ->
$0.00
TOTAL PERMIT FEES- —>
$0.00
Investigation------------ - - - - ->
$0.00
Recreation Fee------ ------ - - - - ->
$0.00
$0.00
Payments - - -- - - -- - - - - ->
Total Calculated Fees - - -->
135,554.97
BALANCE DUE----------- - - - -->
$0.00
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 informatior
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 towns zoning and subdivision codes, design review approved. International Building and Residential Codes and other ordinances of the Town
applicable thereto.
REQUESTS FOR It
8:00 AM - 4:00 PM.
BE MADE TWENTY -FOUR HOURS IN ADVANCE BY T EP / NE AT 970.479.2149 OR AT OUR OFFICE FROM
/�1 �1
actor Date
of Own or �
Print Name
bid alt construction _permit- 041908