HomeMy WebLinkAboutB08-0348NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES
7MOF VE '
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
Project
Status :
Applied
Issued
Expires
B08-0348
Job Address: 841 VAIL VALLEY DR VAIL
Location......: BETTY FORD ALPINE GARDENS
Parcel No....: 210108100002
OWNER TOWN OF VAIL
C/O FINANCE DEPT
75 S FRONTAGE RD
VAIL
CO 81657
APPLICANT NIKI WOODWORKING
PO BOX 5581
EAGLE
COLORADO 81637
License: 970-B
CONTRACTOR NIKI WOODWORKING
PO BOX 5581
EAGLE
COLORADO 81637
License: 970-B
09/29/2008
09/29/2008 Phone: (970) 376-6562
ISSUED
09/29/2008
10/22/2008
04/20/2009
09/29/2008 Phone: (970) 376-6562
Description:
REPLACE THREE PEDESTRIAN BRIDGES
Occupancy:
Type Construction:
Valuation: $45,000.00
Total Sq Ft Added: 0
FEE SUMMARY
Building Permit Fee------ >
$593.25
Will Cal Fee--------------------- >
$4.00
Total Calculated Fees >
$1,682.86
Plan Check-------------------->
$385.61
Use Tax Fee--------------------- >
$700.00
Additional Fees----------------------->
$1,682.86)
Add'I Plan Check Hours->
$0.00
Restuarant Plan Review----->
$0.00
TOTAL PERMIT FEES-------------->
$0.00
Investigation----------------->
$0.00
Recreation Fee----------------->
$0.00
Payments >
$0.00
Total Calculated Fees-------->
$1,682.86
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 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 towns zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances of the Town
applicable thereto.
REQUESTS FOR INSPECTION SHALL BE MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE FROM
8:00 AM - 4:00 PM.
Signature of Owner or Contractor Date
Print Name
bld_alt_construction_permit_041908
APPROVALS
Permit B08-0348 as of 10-22-2008 Status: ISSUED
Item: 05100 BUILDING DEPARTMENT
10/09/2008 jplano Action: CR
F:\cdev\CHRIS\PERMIT.COMMENTS\B08-0348\B08-0348. DOC
10/16/2008 jplano Action: AP corrections
addressed
Item: 05400 PLANNING DEPARTMENT
10/07/2008 RLF Action: AP
Item: 05500 PUBLIC WORKS
10/03/2008 tk Action: AP
See the Conditions section of this Document for any that may apply.
bld_alt_construction_permit_041908
CONDITIONS OF APPROVAL
Permit B08-0348 as of 10-22-2008 Status: ISSUED
Cond: 1
(FIRE): FIRE DEPARTMENT APPROVAL IS REQUIRED BEFORE ANY
WORK CAN BE STARTED.
Cond: 12
(BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE
COMPLIANCE.
bld_a It-co nstruction_pe rm it_041908
Development Review Coordinator
"r! Of Vail 75 South Frontage Road
n Vail, CO 81657
e PAL' 4
L Phone; 970-479-2128
Fax: 970-479-2.172
Inspections: 970-4.79_-2149
BUILDING PERMIT APPLICATION
Separate Permits are required for electrical, plumbing, mechanical, fireplace, etc
Project Address 't~,e4i j l ()e- G~,rc&ns Project
c- PGL r ) Vol~~ DRB# D 30 L13
Contractor Information Building Permit
Company: N I K' w0eo(worKk~n ayld T rn ~+,5 LLG Detailed Description of Work:
Company Address: 3D X J g I ;ep~Q.C~ 3 d, r 1 a
City: ' I State: CO Zip: g I ~e 3 I
Contact Name: , ~lI 0 kl~- a 0.►2~ p
Contact Ph: 3 (,p CP 55 a Cell: :5a Wf -l e-
E-Mail: kA t k 1 1- (PI C__ (fvr h
Town of Vail Contractor Registration No:
X~
Contractor t ature required)
Property Information
Parcel A 10 10 e I OC OC
Legal Description: Lot #
I n -e_
(Use additional sheet if necessary)
Architect Designer( ) Engineer(
)
Phone:
Fax:
E-Mail:
Work Class: yt~yti-~-
New ( ) Addition ( ) Remodel ( ) Repair ( ) Other ( )
Blk # Work Type:
Subdivision: T~) rc~ Pet y- k UVI I q ~?G+ Interior ( ) Exterior (,~o Both ( )
II ff~I FO ('i~ t n Gc~ Building Type: $ri d e_ ~~p lace d
Job Name: [32fT"1 f 7 I °L C'a r tPlaCe' S ni gle-Famr4y-f--) am> l ( ) Multi-Family ( )
Owner Name:?) e I ~ rJ I P I ~ ~ V~115 Commercial ( ) Townhome ( ) Other
Va~`1, CO
Mailing Address: pr.
$1 /a 5 # & hype of Existing Fireplaces: Gas Appliance )
(For Parcel # Contact Eagle County assessors Office at 970-328-8640 or Gas Lbg_( ) Wood/Pellet ( ) Wood Bur r>g ( )
visit www.eaglecounty.us/patie)
Valuations (Labor & Material) & Type of Propo-, ed Fireplaces: GGa Appliances ( )
~ Ups Gas Log ( )Wood/P~~t ( Wood Burning ( )
Building $
Plumbing $
Electrical $
Mechanical $
Does a Fire Alarm Exi : es ( ) No
)
Monitored AZprinklerSystern es ( ) No(
Does a Fire Exist: Yes ( ) No ( )
Date Received
Total $~_d d
A
J
Ctn n e b'e 9fy ~►c(ct I N~ ne'_9 a rL~Yl5 , e i''C
Ph" 1-f la Ot 0 3 x~
Revision Submittals:
1. "Field Set" of approved plans MUST accompany revisions
2. No further inspections will be performed until the revisions are approved & the permit is re-issued.
3. Fees for reviewing revisions are $55.00 per hour (2 hour minimum), and are due upon issuance.
Revisions
Permit ##(s) information applies to: Attention:
~~C." CAS ~ ~ 3 J ~'-1
Project Address:
Response to Correction Letter
r -attached copy of correction letter
t C ~L O Deferred Submittal
Other
C ~ ~ ~ t ~ ! if ~ e.--c.~ t~~ v`-~_
Contact Information t
Company: _ ft L y' I I r C~~( zGC'~V
Company Ph: i+1 4- Gi ) Fax:
Contact Name: A t IV 1 VU V_ Y 01
Contact Ph: V ' 010 3 ~ (e, Cell: 619
E-Mail: Cd h r~% k>E'~lZj~c'FC~cz~ p,r~{rZ'I~(~75. ~r~
Town of Vail Contractor Registration No:
Signature (required)
Revised ADDITIONAL Valuations (Labor & Materials)
(DO NOT include original valuation)
Building $
Plumbing $
Electrical $
Mechanical $
Fire Sprinkler/Alarm $
Total $
Description / List of Changes:
1 i Dc f~ c^ (,(aF r^
-Ce v- G4
(Use additional sheet if necessary)
Date Received:
OCT 1 11 2008
J
TOWN OF VAIL
Transmittal Form
L -
t50boyle engineering, inc.
16 e. llridge unit c-4
D fa
vail, colorado 81657
(970) 476-4170
fax (970) 476-4383
September 22, 2008
Ann Kurronen
Betty Ford Alpine Gardens
183 Gore Creek Drive
Vail, Colorado 81657
Subject: Footbridge Concrete Abutments
Betty Ford Alpine Gardens
Vail, Colorado
Dear Ann:
At your request I have made a physical inspection of the existing concrete abutments for the
footbridges at the Betty Ford Alpine Gardens.
Specifically, I studied the three bridge locations at the primary water feature in the gardens. The bridge
has been removed at the longest span over the pond, but the other two short bridges are still in place
over the cascade above this pond. Cast-in-place concrete abutments have supported all three of these
bridges.
I scrutinized two abutments at all three of these bridge locations during this inspection. The purpose of
this investigation was to determine if these abutments have the structural integrity to support new
bridges at all three locations.
I was unable to visually assess 100% of these concrete structures during this inspection due to stone
and wood that was partially covering the concrete. However, I was able to observe enough of the
concrete at all six of the locations to arrive at a reasonable assessment of their structural condition.
Based upon what I observed, I am 99% certain that the concrete in all of these abutments is structurally
sound and that they will be capable of supporting the new bridge structures.
Since this conclusion is based upon a partial observation of these structures, it may be prudent for me
to make one more visit to the site once the existing bridges are removed and I can view all of the
exposed concrete in these abutments. Feel free to give me a call if you have any questions or
comments on this PO f 6IS
X41,
Sincerely00, e,
.yo •M~cF+gFf
/I 1
A / v lti'r ~o
T.
M. Boyll0 N AV
TMB/dn
i
Western Wood Structures, Inc.
PO Box 130
Tualatin, Oregon 97062
Voice: (503) 692-6900
Fax: (503) 692-6434
N D
OCT 14 zoos D
TOWN OF VAIL
Structural Design Calculations
For:
BRIDGES
Designer: JB
Alpine Bridge Repairs -11' & 17'
Vail, Colorado
WWSI Job No. 084041
October 10, 2008
30 REd,'hill
34423
1, /
The attached calculations ( 21 Sheets) show the span and loading conditions and product design/selection for the
above referenced project.
The engineer's stamp is to confirm that these products are designed in accordance with published manufacturer's
specifications or standard engineering practices. If the loads, spans, or spacings are incorrect or incomplete,
notify Western Wood Structures, Inc. immediately. Neither engineer nor Western Wood Structures, Inc. can be
responsible for the design or manufacture of these products if altered or used in any other manner not shown
specifically on these calculations nor are they responsible for any other portion of the supporting structure unless
noted otherwise.
WESTERN WOOD STRUCTURES, INC.
PBRIDGE - Version 2.00 - Copyright 1992 - All Rights Reserved
P.O. BOX 130 - TUALATIN, OREGON 97062
JUL. 31, 2008 503/692-6900 SHEET ~2 OF _
JOB NO. 084041
ALPINE BRIDGE REPAIRS -11' BRIDGE
VAIL, COLORADO
DESIGN CRITERIA
BRIDGE SPAN: 11.00 FT. - OUT TO OUT GIRDERS
DESIGN SPAN: 10.50 FT. - C.L. TO C.L. BEARINGS
DESIGN WIDTH: 6.00 FT. - OUT TO OUT GIRDERS
LIVE LOAD: 100.00 PSF.
ALLOWABLE LIVE LOAD DEFLECTION: L/ 360
WIND LOAD:
WIND SPEED = 90MPH. - EXPOSURE C
I
SEISMIC
SE
S1
Ss
I
Rw
1.0
LOAD:
ISMIC SITE CLASS D
= 0.068
= 0.285
1.0
3
USE 0 DIAPHRAGMS AT 11.00 FT. O/C.
ADDITIONAL NOTES:
WESTERN WOOD STRUCTURES, INC.
PBRIDGE - Version 2.00 - Copyright 1992 - All Rights Reserved
P.O. BOX 130 - TUALATIN, OREGON 97062
JUL. 31, 2008 503/692-6900 SHEET OF
JOB NO. 084041
ALPINE BRIDGE REPAIRS -11' BRIDGE
VAIL, COLORADO
DECK DESIGN
USE 2.500 IN. - COMB. 2 GLULAM DECK.
USE WET STRESSES FOR DECK
S = 11.72 IN.'
A = 30.00 IN.2
I = 15.63 IN.4
CLEAR SPAN = 5.146 FT.
DESIGN SPAN = CLEAR SPAN + 1/2 GIRDER WIDTH - (AASHTO 3.25.1.2)
5.3542 FT.
WDL = 10.42 PLF.
WLL = 100.00 PLF.
MDL = 37.33 FT. -LBS.
MLL = 358.34 FT. -LBS.
fb = (MDL + MLL) *12/S = 405.16 PSI.
Fb = 1,800.00 PSI.
Cm = 0.80
Cf = 1.00
Cfu = 1.19
F'b = Fb * Cm * Cf * Cfu = 1,713.60 PSI.
VDL = WDL * (L/2 - d/12) = 25.72 LBS.
VLL = WLL * (L/2 - d/12) = 246.88 LBS.
fv = 3* (VDL + VLL) / (2*A) = 13.63 PSI.
Fv = 230.00 PSI.
Cm = 0.88
F', = Fv * Cm = 201.25 PSI.
L.L. DEFL = 0.084 IN. = L/ 769.12
WESTERN WOOD STRUCTURES, INC.
PBRIDGE - Version 2.00 - Copyright 1992 - All Rights Reserved
P.O. BOX 130 - TUALATIN, OREGON 97062
JUL. 31, 2008 503/692-6900 SHEET OF _
JOB NO. 084041
ALPINE BRIDGE REPAIRS -11' BRIDGE
VAIL, COLORADO
GIRDER DESIGN
USE 3.125 IN. X 9.0 IN. - 24F-V4 GLULAM GIRDERS.
USE WET STRESSES FOR GIRDERS
S = 42.19 IN.3
A = 28.13 IN.2
I = 189.84 IN.'
GIRDER DEAD LOAD
MISC. = 27.32 PLF.
DECK = 31.25 PLF.
GIRDER = 9.77 PLF.
WDL = 6 8 . 3 3 PLF.
MDL = WDL * L2/ 8 = 941.72 FT. LBS.
WLL = 100.00 PSF. * 2.82 FT. = 282.29 PLF.
MLL = WLL * L2/8 = 3, 8 9 0 . 3 3 FT. LBS.
fb = (MDL + MIL) *12/S = 1,374.45 PSI.
Fb = 2,400.00 PSI.
Cm = 0.80
Cv = 1.1590
Cl = 0.9517 - CONTROLS
F'b = Fb * Cm * Cl = 1,827.26 PSI.
VDL = WDL * (L/2 - d/12) = 307.50 LBS.
VLL = WLL * (L/2 - d/12) = 1,270.31 LBS.
f, = 3* (VDI + VLL) / (2 *A) = 84.15 PSI.
F, = 265.00 PSI.
Cm = 0.88
F' = F„ * Cm = 231.88 PSI.
L.L. DEFL = 0.271 IN. = L/ 465
GIRDER BEARING LENGTH
DEAD LOAD REACTION = 375.83 LBS.
LIVE LOAD REACTION = 1,552.60 LBS.
FC(PERP) = 650.00 PSI.
CM = 0.53
REQUIRED BEARING LENGTH = 1.79 IN.
BEARING LENGTH PROVIDED = 6.00 IN.
JOB NO. 084041
ALPINE BRIDGE REPAIRS -11' BRIDGE
VAIL, COLORADO
LATERAL LOAD RESISTING DESIGN
WIND LOADING
PROJECTED HEIGHT = 36.85 IN.
SEISMIC LOADING
WEIGHT = 136.67 PLF.
Western Wood Structures, Inc.
P.O. Box 130 - Tualatin, Oregon 97062
July 31, 2008 (503) 692-6900
Alpine Birdge Repairs - 11' Bridge
Vail, CO
Job Number: 084041
LATERAL LOAD DESIGN:
Width of Bridge =
Wind Speed V3S= 90 mph Height of Bridge =
Exposure = C Weight of Bridge (per foot): W =
KZ = 0.85 (ASCE 7-05 Table 6-3) Length of Bridge =
KZ, = 1.00 (ASCE 7-05 Sec 6.5.7.2 & Fig. 6-4) Span of Bridge: L =
Kd = 0.85 (ASCE 7-05 Sec 6.5.4.4 & Table 6-4) Girder Spacing: s =
I = 1.00 (ASCE7-05 Sec 6.5.5 & Table 6-1)
Velocity Pressure: qZ = 0.00256 * KZ * KZ, * Kd * V' 4` I Ext. Girder Width: be =
Velocity Pressure: qz = 14.98 Ext. Girder Depth: de =
G = 0.85
Cf= 130 (Figure 6-20)
Wind Pressure: F/Af = q2 * G * C f
Wind Pressure: F/A f = 16.6 psf EY =
Projected Height: H = 36.85 in. C,,, _
E'Y =
Wind Load = F/Af * H / 12
Wind Load = 50.84 plf a Controls
Page ~ of
6.0 ft.
10.0 ft.
137 PLF
11.0 ft.
10.5 ft.
68.88 in.
3.125 in.
9.0 in.
1600000 psi
0.833
1332800 psi
****Seismic Site Class =
D
SMs =
0.4560
Seismic Use Group =
I
SDS =
0.3040
R =
3
(Ordinary Steel Concentrically Braced Frame)
SMI =
0.1632
SS =
0.285
(See attached)
SD, =
0.1088
S, =
0.068
(See attached)
TS =
0.3579
I =
1.000
(ASCE7-05 Sec 11.5.1 & Table 11.5-1)
TL =
6
Fa =
1.600
(ASCE7-05 Sec 11.4.3 & Table 11.4-1)
Fv =
2.400
(ASCE7-05 Sec 11.43 & Table 11.4-2)
Seismic Design Category =
D
(ASCE7-05 Sec 11.6 & Tables 11.6-1 & 11.6-2)
Mass of Bridge: m =
W / ((L * 12)
* 32.2 * 12)
m =
0.0294751 lb*sec^2/in^2
Ieff=
2 * de * be^3
/ 12
(for deflection calcs.)
Ieff=
46 in.-4
leff-com
=
2 * [de * be^3 / 12 + de * be * (s/2)^2]
(for period calc.)
p
leff-comp =
66755 in.^4
Period of Bridge: T = 2 / pi * [(E' *Ieff) / (m * L4)] 1/2) (Structural Dynamics, Mario Paz)
T = 0.0058 sec.
Western Wood Structures, Inc.
P.O. Box 130 - Tualatin, Oregon 97062
July 31, 2008 (503) 692-6900
Alpine Bridge Repairs - 11' Bridge
Vail, CO
Job Number: 084041
LATERAL LOAD DESIGN: (Continued)
E= /)*QE=p*V
1.3
V= C,*W/L
C,= SDS/(R/I)
CS = 0.101
If T < TL, Cs need not be greater than:
C,=SDI/[T*(R/I)]
C, = 6.234
If T > TL, Cs need not be greater than:
C, = SD, *TL / [ T- * (R/ I)]
C, = Does not apply
(ASCE 7-05 Eq 12.4.3)
(ASCE 7-05 Sec. 12.3.4)
(ASCE 7-05 Eq 12.8-1)
(ASCE 7-05 Eq 12.8-2)
(ASCE 7-05 Eq 12.8-3)
(ASCE 7-05 Eq 12.8-4)
Cs shall not be less than:
CS = 0.010
If S, > 0.6g, Cs shall not be less than
C, = 0.5*S, / (R / 1)
Cs = Does not apply
Cs= 0.101
V = 13.85 plf
E=p* V= 18.00 Of
Seismic Load = E/1.4 = 12.86 plf
Wind Load Controls Lateral Load Design.
(2006 IBC Section 1605.3.2 Eq. 16-18)
Lateral Load Deflection = 0.282 in. L / 447 < L/180 OK
Rod Bracing System Is Not Required.
(ASCE 7-05 Eq 12.8-5)
(ASCE 7-05 Eq 12.8-6)
Page of
Conterminous 48 States
2006 International Building Code
Latitude = 39.6278
Longitude = -106.3827
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 0.285 (Ss, Site Class B)
1.0 0.068 (S1, Site Class B)
D
WESTERN WOOD STRUCTURES, INC.
PBRIDGE - Version 2.00 - Copyright 1992 - All Rights Reserved
P.O. BOX 130 - TUALATIN, OREGON 97062
JUL. 31, 2008 503/692-6900 SHEET q OF
JOB NO. 084041
ALPINE BRIDGE REPAIRS - 17' BRIDGE
VAIL, COLORADO
DESIGN CRITERIA
BRIDGE SPAN: 17.00 FT. - OUT TO OUT GIRDERS
DESIGN SPAN: 16.50 FT. - C.L. TO C.L. BEARINGS
DESIGN WIDTH: 6.00 FT. - OUT TO OUT GIRDERS
LIVE LOAD: 100.00 PSF.
ALLOWABLE LIVE LOAD DEFLECTION: L/ 360
WIND LOAD:
WIND SPEED = 90MPH. - EXPOSURE C
I
SEISMIC
SE
S1
Ss
I
Rw
1.0
LOAD:
ISMIC SITE CLASS D
= 0.068
= 0.285
1.0
= 3
USE 0 DIAPHRAGMS AT 17.00 FT. O/C.
ADDITIONAL NOTES:
WESTERN WOOD STRUCTURES, INC.
PBRIDGE - Version 2.00 - Copyright 1992 - All Rights Reserved
P.O. BOX 130 - TUALATIN, OREGON 97062
JUL. 31, 2008 503/692-6900 SHEET jo OF
JOB NO. 084041
ALPINE BRIDGE REPAIRS - 17' BRIDGE
VAIL, COLORADO
DECK DESIGN
USE 2.500 IN. - COMB. 2 GLULAM DECK.
USE WET STRESSES FOR DECK
S = 11.72 IN.3
A = 30.00 IN.2
I = 15.63 IN.4
CLEAR SPAN = 5.146 FT.
DESIGN SPAN = CLEAR SPAN + DECK THICKNESS - (AASHTO 3.25.1.2)
5.3542 FT.
WDL = 10.42 PLF.
WLL = 100.00 PLF.
MDL = 37.33 FT. -LBS.
MLL = 358.34 FT. -LBS.
fb = (MDL + MIL) *12/S = 405.16 PSI.
Fb = 1,800.00 PSI.
Cm = 0.80
Cf = 1.00
Cfu = 1.19
F'b = Fb * Cm * Cf * Cfu = 1,713.60 PSI.
VDL = WDL * (L/2 - d/12) = 25.72 LBS.
VLL = WLL * (L/2 - d/12) = 246.88 LBS.
f„ = 3* (VDL + VLL) / (2*A) = 13 .63 PSI.
F" = 230.00 PSI.
Cm = 0.88
F'v = Fv * Cm = 201.25 PSI.
L.L. DEFL = 0.084 IN. = L/ 769.12
WESTERN WOOD STRUCTURES, INC.
PBRIDGE - Version 2.00 - Copyright 1992 - All Rights Reserved
P.O. BOX 130 - TUALATIN, OREGON 97062
JUL. 31, 2008 503/692-6900 SHEET l~ OF
JOB NO. 084041
ALPINE BRIDGE REPAIRS - 17' BRIDGE
VAIL, COLORADO
GIRDER DESIGN
USE 5.125 IN. X 12.0 IN. - 24F-V4 GLULAM GIRDERS.
USE WET STRESSES FOR GIRDERS
S = 123.00 IN.'
A = 61.50 IN.2
I = 738.00 IN.4
GIRDER DEAD LOAD
MISC. = 25.10 PLF.
DECK = 31.25 PLF.
GIRDER = 21.35 PLF.
WDL = 77.70 PLF.
MDL - WDL * L2/8 = 2,644.38 FT. LBS.
WLL = 100.00 PSF. * 2.82 FT. = 282.29 PLF.
MLL - WLL * L2/8 = 9,606.74 FT. LBS.
fb = (MDL + MLL) *12/S = 1,195.23 PSI.
Fb = 2,400.00 PSI.
Cm = 0.80
Cv = 1.0244
C1 = 0.9687 - CONTROLS
F'b = Fb * Cm * C1 = 1,859.84 PSI.
VDL = WDL * (L/2 - d/12) = 563.36 LBS.
VLL = WLL * (L/2 - d/12) = 2,046.61 LBS.
fv = 3* (VDL + VLL) / (2 *A) = 63.66 PSI.
Fv = 265.00 PSI.
Cm = 0.88
F' = Fv * Cm = 231.88 PSI.
L.L. DEFL = 0.425 IN. = L/ 466
GIRDER BEARING LENGTH
DEAD LOAD REACTION = 660.49 LBS.
LIVE LOAD REACTION = 2,399.48 LBS.
FC(PERP) = 650.00 PSI.
CM = 0.53
REQUIRED BEARING LENGTH = 1.73 IN.
BEARING LENGTH PROVIDED = 6.00 IN.
JOB NO. 084041
ALPINE BRIDGE REPAIRS - 17' BRIDGE
VAIL, COLORADO
LATERAL LOAD RESISTING DESIGN
WIND LOADING
PROJECTED HEIGHT = 39.54 IN.
SEISMIC LOADING
WEIGHT = 155.41 PLF.
Western Wood Structures, Inc.
P.O. Box 130 - Tualatin, Oregon 97062
July 31, 2008
(503) 692-6900
Page IS of
Alpine Budge Repairs - 17' Bridge
Vail, CO
Job Number: 084041
LATERAL LOAD DESIGN:
Width of Bridge =
6.0 ft.
Wind Speed V3S=
90 mph
Height of Bridge =
10.0 ft.
Exposure =
C
Weight of Bridge (per foot): W =
155 PLF
KZ =
0.85
(ASCE 7-05 Table 6-3) Length of Bridge =
17.0 ft.
KZ, =
1.00
(ASCE 7-05 Sec 6.5.7.2 & Fig. 6-4) Span of Bridge: L =
16.5 ft.
Kd =
0.85
(ASCE 7-05 Sec 6.5.4.4 & Table 6-4) Girder Spacing: s =
68.88 in.
I =
1.00
(ASCE7-05 Sec 6.5.5 & Table 6-1)
Velocity Pressure: qZ =
0.00256 * KZ
* KZt * Kd * V' 4:1 Ext. Girder Width: be =
5.125 in.
Velocity Pressure: qZ =
14.98
Ext. Girder Depth: de =
12.0 in.
G =
0.85
Cf =
130
(Figure 6-20)
Wind Pressure: F/Af=
qZ * G * Cf
Wind Pressure: F/Af =
16.6 psf
Ey =
1600000 psi
Projected Height: H =
39.54 in.
C,,, =
0.833
E'y =
1332800 psi
Wind Load =
F/Af * H / 12
Wind Load =
54.55 plf
G Controls
****Seismic Site Class =
D
SMs =
0.4560
Seismic Use Group =
I
SDS =
0.3040
R =
3
(Ordinary Steel Concentrically Braced Frame)
SMt =
0.1632
SS =
0.285
(See attached)
SDI =
0.1088
S, =
0.068
(See attached)
TS =
0.3579
I =
1.000
(ASCE7-05 Sec 11.5.1 & Table 11.5-1)
TL =
6
Fa =
1.600
(ASCE7-05 Sec 11.4.3 & Table 11.4-1)
F =
2.400
(ASCE7-05 Sec 11.4.3 & Table 11.4-2)
Seismic Design Category =
D
(ASCE7-05 Sec 11.6 & Tables 11.6-1 & 11.6-2)
Mass of Bridge: m =
W / ((L * 12)
* 32.2 * 12)
m =
0.03351661b*sec^2/in^2
Ieff= 2 * de * be^3 / 12 (for deflection calcs.)
Ieff = 269 in.^4
Ieff-co,»p = 2 * [de * be^3 / 12 + de * be * (s/2)^2] (for period calc.)
Ieff-comp = 146140 in.^4
Period of Bridge: T = 2 / {pi * [(E' * Teff) / (m * L4)]1/2} (Structural Dynamics, Mario Paz)
T = 0.0 104 sec.
Western Wood Structures, Inc.
P.O. Box 130 - Tualatin, Oregon 97062
July 31, 2008 (503) 692-6900
Alpine Birdge Repairs - 17' Bridge
Vail, CO
Job Number: 084041
LATERAL LOAD DESIGN: (Continued)
E= /)*QE=/)*V
1.3
V= C,*W/L
C, = SDS / (R / I)
CS = 0.101
If T < TL, Cs need not be greater than:
C, = Sp, / [ T * (R / I)]
C, = 3.503
If T > TL, Cs need not be greater than:
C, = Sp, *TL / [ T' * (R / 1)]
C, = Does not apply
(ASCE 7-05 Eq 12.4.3)
(ASCE 7-05 Sec. 12.3.4)
(ASCE 7-05 Eq 12.8-1)
(ASCE 7-05 Eq 12.8-2)
(ASCE 7-05 Eq 12.8-3)
(ASCE 7-05 Eq 12.8-4)
Cs shall not be less than:
CS = 0.010
If S, > 0.6g, Cs shall not be less than
CS= 0.5*Sl /(R/1)
Cs = Does not apply
Cs= 0.101
V = 15.75 plf
E = p * V = 20.47 plf
Seismic Load = E/1.4 = 14.62 plf
Wind Load Controls Lateral Load Design.
(2006 IBC Section 1605.3.2 Eq. 16-18)
Lateral Load Deflection = 0.254 in. L / 781 < L/180 OK
Rod Bracing System Is Not Required.
(ASCE 7-05 Eq 12.8-5)
(ASCE 7-05 Eq 12.8-6)
Page /y of
DATE
WESTERN WOOD STRUCTURES, INC. PROJECT r-INf n t,,,, R 4 S
LOCATION cocgLlAt)0
P.O. BOX 130, TUALATIN, OREGON 97062 SHEET
503/692-6900 FAX 503/692-6434 JOB NO. ~A f4~u~r BY S3 /,r OF
~NEGk S ozx C~3 v FA/ f co,gq
CJ Fc e- L' y Irsfb.v
M x S SEAnVtyS poo (+t
3 ~b S-OH TD b._ wN£Ct I_b
- /AAK
G- in ova Og s r 6,~/
a~ ~ ~ s~~ SRS
r
I
sic ArrAc.kr,y Doti ~AceucArinvs
10
COMPANY PROJECT
~i Western Wood Structures, Inc.
WoodWorks PO Box 130
Tualatin, OR 97062
s[>rrunar roe wood ne.uc:n 503-692-6900
Oct. 10, 2008 10:05 11'&17'Deck.wwb
Design Check Calculation Sheet
Sizer 7.1
LOADS ( ibs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ftj
Units
Start End
Start End
Loadl
Dead
Full UDL
13.0
plf
Load4
Live
Point
2000
0.29
lbs
Load3
Live
Point
2000
5.29
lbs
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0'
5'
Dead
36
36
Live
2000
2000
Total
2036
2036
Bearing:
Load Comb
#2
#2
Length
2.74
2.74
Glulam-Unif., West Species, 2 (DF L2), 2-1/2x15"
Service: wet; Lateral support: top= at supports, bottom= at supports; Oblique angle: 90.0 [deg];
WARNING: this CUSTOM SIZE is not in the database. Refer to online help.
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005:
Criterion
Analysis
Value
Desi n
Value
Analysis/Design
Shear x-x
fv =
0
Fv' =
241
fv/Fv' =
0.00
y-y
fv =
81
Fv' =
211
fv/Fv' =
0.38
Biaxial
fvx
/ Fvx'
+ fvy /
Fvy' =
0.38
Bending(+) x-x
fb =
0
Fb' =
1467
fb/Fb' =
0.00
y-y
fb =
479
Fb' =
1971
fb/Fb' =
0.24
Biaxial
3.9-3:
fbl/Fbl'
fb2/Fb2
'/(1-(fbl
FbE)^2) =
0.24
Live Defl'n
-0.15 =
L/454
0.19 =
L/360
0.79
Total Defl'n
-0.16 =
L/409
0.28 =
L/240
0.59
l-7
ADDITIONAL DATA:
FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC#
Fv' 240 1.15 0.88 1.00 - - - - 1.00 1.00 1.00 2
Fvy' 210 1.15 0.88 1.00 - - - - 1.00 1.00 - 2
Fb'+ 1700 1.15 0.80 1.00 0.938 1.000 1.00 1.00 1.00 1.00 - 2
Fby' 1800 1.15 0.80 1.00 1.000 1.000 1.19 1.00 1.00 1.00 -
Fcp' 560 - 0.53 1.00 - - - - 1.00 - - -
E' 1.6 million 0.83 1.00 - - - - 1.00 - - 2
Emin' 0.85 million 0.83 1.00 - - - - 1.00 - -
Ey' 1.6 million 0.83 1.00 - - - - 1.00 - - 2
Emin' 0.85 million 0.83 1.00 - - - - 1.00 - - 2
Custom duration factor for Live load = 1.15
Shear : LC #2 = D+L, V = 2036, V design = 2034 lbs
Bending(+): LC #2 = D+L, M = 623 lbs-ft
Deflection: LC #2 = D+L EI= 1125e06 lb-in2 EIy= 31e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
Load combinations: ICC-IBC
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC A190.1-1992
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
!d)
COMPANY PROJECT
Western Wood Structures, Inc.
WoodWorks 't PO Box 130
Tualatin, O R 97062
503-692-6900
Oct. 10, 2008 10:05 11'&17'Deck.wwb
Design Check Calculation Sheet
Sizer 7.1
LOADS (Ibs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Units
Start End
Start End
Loadl
Dead
Full UDL
13.0
plf
Load4
Live
Point
2000
0.00
lbs
Load3
Live
Point
2000
5.00
lbs
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
Dead
36
36
Live
2206
1794
Total
2242
1831
Bearin
:
g
Load Comb
#2
#2
Length
3.02
2.47
Glulam-Unif., West Species, 2 (DF 1-2), 2-1/2x15"
Service: wet; Lateral support: top= at supports, bottom= at supports; Oblique angle: 90.0 [deg];
WARNING: this CUSTOM SIZE is not in the database. Refer to online help.
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005:
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear x-x
fv =
0
Fv' =
241
fv/Fv' =
0.00
y-y
fv =
73
Fv' =
211
fv/Fv' =
0.35
Biaxial
fvx
/ Fvx'
+ fvy /
Fvy' =
0.35
Bending(+) x-x
fb =
0
Fb' =
1467
fb/Fb' =
0.00
y-y
fb =
804
Fb' =
1971
fb/Fb' =
0.41
Biaxial
3.9-3:
fbl/Fbl'
fb2/Fb2
'/(1-(fbl
FbE)^2) =
0.41
Live Defl'n
-0.15 =
L/459
0.19 =
L/360
0.78
Total Defl'n
-0.16 =
L/413
0.28 =
L/240
0.58
Ig
ADDITIONAL DATA:
FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn
LC#
Fv' 240 1.15 0.88 1.00 - - - - 1.00 1.00 1.00
2
Fvy' 210 1.15 0.88 1.00 - - - - 1.00 1.00 -
2
Fb'+ 1700 1.15 0.80 1.00 0.938 1.000 1.00 1.00 1.00 1.00 -
2
Fby' 1800 1.15 0.80 1.00 1.000 1.000 1.19 1.00 1.00 1.00 -
2
Fcp' 560 - 0.53 1.00 - - - - 1.00 - -
-
E' 1.6 million 0.83 1.00 - - - - 1.00 - -
2
Emin' 0.85 million 0.83 1.00 - - - - 1.00 - -
2
Ey' 1.6 million 0.83 1.00 - - - - 1.00 - -
2
Emin' 0.85 million 0.83 1.00 - - - - 1.00 - -
2
Custom duration factor for Live load = 1.15
Shear : LC #2 = D+L, V = 1831, V design = 1828 lbs
Bending(+): LC #2 = D+L, M = 1047 lbs-ft
Deflection: LC #2 = D+L EI= 1125e06 lb-in-2 EIy= 31e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrat
ed)
(All LC's are listed in the Analysis output)
Load combinations: !CC-IBC
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordan
ce with ANSUAITC A190.1-1992
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
` t'
F
+
WoodWork
COMPANY
Western Wood Structures, Inc.
PO B
130
PROJECT
J
s:3rrssaurruuWOOD t>
csrc;
Tualatin, , OR 97062
.
503-692-6900
Oct. 10, 2008 09:30
11'Girder.wwb
Design Check Calculation Sheet
Sizer 7.1
LOADS ( Ibs, psf, or plf )
Magnitude
I
Start
End
Start End
G
LENGTHS
(in) :
10' 10'-6'i
Fv' 265 1.15 0.88 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 2400 1.15 0.80 1.00 0.947 1.000 1.00 1.00 1.00 1.00 - 2
Fcp' 650 - 0.53 1.00 - - - - 1.00 - - -
E' 1.8 million 0.83 1.00 - - - - 1.00 - - 2
Emin' 0.85 million 0.83 1.00 - - - - 1.00 - - 2
Custom duration factor for Live load = 1.15
Shear : LC #2 = D+L, V = 1307, V design = 1264 lbs
Bending(+): LC #2 = D+L, M = 6057 lbs-ft
Deflection: LC #2 = D+L EI= 342e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
Load combinations: ICC-IBC
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC A190.1-1992
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
Load
Type
Dist
ribution
Location [ft]
Units
Loadl
Dead
Full UDL
58. 6
plf
Load2
Live
Point
2000
5.25
lbs
MAXIMUM REACTIONS
(Ibs)
and
BEARIN
Dead
307
307
Live
1000
1000
Total
1307
1307
Bearin
:
g
Load Comb
#2
#2
Leng
th
1.2
1
.21
Glulam-Unbal., West Species, 24F-1.8E WS, 3-118x9"
Service: wet; Lateral support: top= at supports, bottom= at supports;
Analysis vs.
Allowable Stress (psi) and Deflection (in) using NDS 2005 :
ADDITIONAL
DATA:
CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# 1
FACTORS:
F/E
CD
Criterion
Analysis
Value
Design
Value
Anal sis/Desi n
Shear
fv =
67
Fv' =
267
fv/Fv' =
0.25
Bending(+)
fb =
1723
Fb' =
2091
fb/Fb' =
0.82
Live Defl'n
0.29 =
L/930
0.35 =
L/360
0.84
Total Defl'n
0.38 =
L/339
0.52 =
L/240
0.72
21
COMPANY PROJECT
Wood Works Western Wood Structures, Inc.
PO Box 130
Tualatin, OR 97062
r503-692-6900
Oct. 10, 2008 10:29 17'Girder.wwb
Design Check Calculation Sheet
Sizer 7.1
LOADS ( Ibs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Units
Start End
Start End
Loadl
Dead
Full UDL
58.6
plf
Load2
Live
Point
2000
7.45
lbs
Load3
Live
Point
500
15.45
lbs
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
Dead
483
483
Live
1129
1371
Total
1612
1854
Bearin
:
g
Load Comb
#2
#2
Length
0.91
1.05
Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x12"
Service: wet; Lateral support: top= at supports, bottom= at supports:
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005:
Criterion
Analysis Value
Design Value
Analysis/Design
Shear
Bending(+)
Live Defl'n
Total Defl'n
fv = 44
fb = 1013
0.30 = L/655
0.43 = L/455
Fv' = 267
Fb' = 2132
0.55 = L/360
0.83 = L/240
fv/Fv' = 0.16
fb/Fb' = 0.48
0.55
0.53
ADDITIONAL
DATA:
FACTORS: F/E
CD
CM
Ct CL CV Cfu
Cr Cfrt Notes Cn
LC#
Fv' 265
1.15
0.88
1.00 - - -
- 1.00 1.00 1.00
2
Fb'+ 2400
1.15
0.80
1.00 0.965 1.000 1.00
1.00 1.00 1.00 -
2
Fcp' 650
-
0.53
1.00 - - -
- 1.00 - -
-
E' 1.8
million
0.83
1.00 - - -
- 1.00 - -
2
Emin' 0.85
million
0.83
1.00 - - -
- 1.00 - -
2
Custom durati
on fact
or for
Live load = 1.15
Shear :
LC #2
= D+L,
V = 1854, V design =
1796 lbs
Bending(+):
LC #2
= D+L,
M = 10384 lbs-ft
Deflection:
LC #2
= D+L
EI= 1328e06 lb-in2
Total Deflection =
1.50(De
ad Load Deflection) + Live Load Deflection.
(D=dead L
=live
S=snow
w=wind I=impact C=construction CLd=concentrat
ed)
(All LC's
are lis
ted in
the Analysis output)
Load combinations:
ICC-IBC
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
B08 -0348 : Entries for Item-90 - BLDG -Final 09:38 01/23/2013
Action
Comments %
By
Date
Unique_
Key
AP
3 pedestrian bridges ok
_
NSC
09/14/2009
A000127
450
Total Rows: 1
Page 1