HomeMy WebLinkAboutB06-0196 G&E Permit Submittal 09/29/06LAYTON CONSTRUCTION COMPANY
G 8 E PERMIT SUBMITTAL
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TOWN OF VAIL
THE FOUR SEASONS RESORT - VAIL, COLORADO
JHG PROJECT NO: 24584
SEPTEMBER 29, 2006
September 28, 2006
Town of Vail
Department of Public Works & Transportation
1309 Elkhorn Drive
Vail, CO 81657
Attention: Matt Gennett, Planner
Chad Salli, Project Engineer
Tom Kassmel, Town Engineer
Layton
CONSTRUCTING WITH INTEGRITY
Subject: General Constractor's response to G&E Permit review comments
Four Seasons Redevelopment
SL a6 R40;, it 0 8 0 & - 0 111,
Gentlemen:
Pursuant to the Town of Vail's review comments in a memo, dated 8/17/06, we submit
this notebook as our response for further review and comment. This revised information
#AV is being submitted per the G&E Permit requirements.
We continue to work in conjunction with Black Diamond Resort (developer), The John
Hardy Group (construction manager), and Hill Glazier Architects to augment the phased
permit process. We understand that early permitting for grading and excavation is ,a
possibility with the Town of Vail. Therefore, this information is being provided as
further communication regarding Layton Construction's overall approach to managing
construction on the Four- Seasons project.
If you have any questions and/or- concerns, please do not hesitate to call me at 801-563-
4360.
Sincerely,
Layton Construction Company
Doug CaZe P
roject Manager
Cc: Dave Brooks - The John Hardy Group
File
Layton Construction Company, Inc. 9090 South Sandy Parkway Sandy, Utah 84070 801.568.9090 Far. 569.5450 http://www.layton-const.com
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TABLE OF CONTENTS
1. Excavation Pan
2. LCC Staging Plan
3. Shoring Plan
4. CDOT Special Use Permit
5. CDOT Lease Agreement
6. Revocable Permit
7. Ground Water Permit
8. Strom Water Permit
G&E Permit Submittal
Town of Vail
The Four Seasons Resort - Vail, Colorado
JHG Project No.: 24584
September 29, 2006
Layton 1
CONSTRUCTING WITH INTEGRITY -Mabb
r- L
9090 South Sandy Parkway
Sandy, UT 84070
801-568-9090 PH
801-569-5450 FX
0
Excavation Plan
Four Seasons Resorts
Vail, Colorado
Prepared By:
:1~6
WVC Company
7302 Ivanhoe Street
Commerce City, CO 80022
E
C I. Location
The Four Seasons Resorts Project is located at the Southwest corner of the
intersection of Vail Road and South Frontage Road West. The project borders South
Frontage Road West on the North, Vail road to the East and West Meadow Drive to
the south. The site is currently a vacant lot of approximately 3 acres and slopes from
the north to south.
II. Scope of Excavation
The proposed building excavation consists of an excavation volume of approximately
162,000 cubic yards. All of the excavation must be exported from the site. The total
number of truck loads from the site will be approximately 10,125 loads. All material
will be exported to several sites near Eagle Colorado. In addition to the export, WVC
Company will also be hauling an additional 5,000 cubic yards of material back to the
site for the backfilling the south foundation walls. The import of this material is due
to the limited storage areas on the active construction site.
III. Excavation Procedure
The excavation of the proposed building will be preformed in conjunction with the
shoring installation. WVC will start the mass excavation on the Southside of the
building foot print simultaneously with the shoring contractor. Once all shoring micro
piles have been installed from the surface, WVC will provide excavated benches at
the appropriate intervals for the installation of the tie-backs for the shoring contractor.
WVC currently expects to haul approximately 1000 cubic yards of material per haul
day. The material will be exported from the site using the North entrance or the
South Frontage Road West. The initial excavation process will for a short period of
time allow WVC to load trucks on the site. WVC will drive trucks on to the site
looping trucks through the site and back to the exit on the South Frontage Road West.
Once the excavation has proceeded to a point where it is not feasible to load directly
on site, WVC will push the export material to the north east coiner of the building.
The material will be then directly loaded by an excavator into waiting trucks along
the South Frontage Road West. (See excavation plan) WVC expects to remove
approximately 120,000 cubic yards from the South Frontage Road West entrance. As
the shoring walls become complete and the north entrance becomes inaccessible all
remaining export material will be exported from the South side of the Project (West
Meadow Drive).
C IV. Winter Excavation - Alternate Plan
If excavation is to start in November or December the following plan will be adhered
to as weather permits. WVC will remove approximately 40,000 CY of material from
the site as quickly as possible or as weather permits. The 40,000 CY of material
would be enough material to displace the entire shoring area for the shoring
contractor. This would allow for the shoring contractor to complete his work through
out the winter months. Export of material would then only occur on good weather
days. WVC would maintain a small excavation crew on site to excavate shoring
walls for tie-back installations during in climate weather days.
V. Traffic Control
WVC will have a traffic control / pedestrian control plan prepared by a certified
traffic control consultant. This plan will incorporate the required flaggers, balTiers,
and warning signs to safely work in all right of ways and streets.
VI. Cleaning streets and Erosion control
WVC will have a full time flagger/labor maintaining the streets. WVC does not
expect to have a mud problem. However, the streets will be strictly maintained
during our construction activities. The erosion control plan will be strictly complied
to and best management practices will be in force for the duration of the excavation
activities for project.
0
Parking Plan
0
Layton
COWTRUCTING WITH ATEGRI7Y
Layton
CtNr~ ~r
PARKING PLAN - FOUR SEASONS RESORT at VAIL, CO
Layton Construction will work in conjunction with the Town of Vail to coordinate construction
employee parking for the duration of the project. Communication will be constant to determine
what parking options are possible through each phase of construction as it relates to seasonal
events and tourism in the Town of Vail.
The overall project schedule has been developed using a standard 40 hour / 5 day work week and
utilizing the 6`h day when necessary. We are prepared to have our staff and subcontractors work
six-day work weeks on an "as needed" basis to meet the needs of the project.
We anticipate there will be approximately 30 parking stalls available onsite, on the south side of
the site off of West Meadows Dr.
Phase I of construction will begin in early November 06 with Dewatering, mass excavation, and
constructing the earth retention system. Phase I of construction will be completed mid April 06.
We believe there will be adequate parking onsite to facilitate employee parking for Phase I.
Approximate # of parking needed = 20
Phase II transitions into the next phase of construction mid April. 07 thru March. 08. It will
consist of concrete, underground utilities, roofing system, and MEP rough-ins. Construction
employee parking will ramp-up during this phase and will require off-site parking. Additional
parking will be at the Lionshead Parking Garage and the Vail Transportation Center. We request
a block of 30 parking stalls at each facility to accommodate increasing parking needs. Crew
members will then carpool into the jobsite and park in the available parking stalls located on the
south side. The parking stalls inside of each public parking area will be located away from stair
wells and elevator access as an effort to avoid conflicts with seasonal tourism.
Approximate # of parking needed = 100
Phase III will start approximately April 08 thru Nov. 08 and will consist of exterior finishes,
interior finishes, landscaping, and site work. The jobsite office trailers will be removed during
this phase and relocated into the subterranean parking structure. We will use the parking garage
for limited parking for our Layton's Project Management Team and subcontractor leads. Should
additional parking be required, construction personnel shall utilize Paid, Permit and Free Parking
locations, such as at Gerald Ford Amphitheater. Construction personnel can utilize Public
Transportation and Shuttle Services to commute to and from the parking areas to and from the
jobsite.
Approximate # of parking needed = 200
Phase IV will start Sept 08 thru project completion March 09. The final phase will consist of
completing interior finishes, MEP trim - out, FF & E, completing street improvements and
demobilization.
Approximate # of parking needed = 90
J) VVV~ L BUILDINGI& MEMBER.INDEX _16 "iqE -
- STRAN,
F
e u.u raw /I AASTBAK WESWM
- - 160 ASERTET GARDEN . 05 136-CASCADE VILLAGE THEATER WC ._.U-9 17 FIRSTBANK OF VAIL , visit" r
3 AID BUIDING F-1 23 CHAIN O/X%BULDWG._._ _Y-10 123 FLYWGBURRDO. St a
- 96 ACTWITIES DESK OF AIL 0-1 136 CHAP'S GRILL 6 CHRAROUSE U-9 o FWD PARK TERMS CENTER 15
- -I6 MANTIMEANIGE......... ___._0.2 136 CNATER SPORTS. WC. U-9 0 FRIRIEN PIERCE ARGHEIECTS C~ ?
21 CHATEAU VNL . _45 50 GAATYx LODGE _
167 ALDER" I _.__J-5 31 CHINA SARIDEx 1.5 51 GAME CREEK CRIB S
3 NPNORN Y-6 25 GNN iANALGOGE . _.G-3 52 GASTHDA GRAMSXMAMER A tV
IS CHRIST' SPORTS H-I 53 GERADR FORD 1P111A1
6 AAAL K-6 167 CLEY GALLERY _ J-5 51 GL BUIDWG
113 MESUCA AMERICAN CMRAL FUN DW6 -4 21 CLOCK TOWER BURDINGUDDING. H-1 155 GLOBAL HOSPITALITY,
WL
119 AMERICAN EOUCATIRIAL III -5 1E2 LUMCFE J-6 1 GOLE VAILVALLEY
169 AMERICA' SKI EKCNAIG 1-1 26 COLDSTRF CONDOS V-B 55 GOLDEN PEAR RUROINC
7 ANU SATVAL _.R-S 1 CDI.OWEURANKER 113 GOLDEN PEA CMLDREN S OF
6 MMOPA t IODGE _ 1-1 FINGER. I NE RE REAL ESTATE H-1 55 GADENBEAR PEAK SKI GFET&
136 AUA CLUB CWB I SPA _ .V-9 139 CRDRAG D9ADDMOUNIAx CEEG ...U-9 PASS OFFICE -
9 AOSA CXALEi7ESCAPE'WiM SPACE Z-6 159 COLORIDOMOVNTWxMEOICAL....... M-fi 113 GOLDEN PEA SMALIWORLD (9~/' ~~y'7 [`'y~ X10 ASPFN PEE _....._WERALT-51 29 COLORADO SKI EAU SEDN..______._.__. H-5 PLAY SCHOOL Chamber ~.I'~,TOI"LL 1JI11 Bureau
136 ASNTRI PEE SONNENALP 1-5 39 COLORADO WEST REGEENAL 56 GORE CREEKYEADOWS........
155 BADA9ING GOURMET MENTAL HEALTH 0-7 11 GRLE CREEK PVSA
PIZZA COMPANYU-10 31 CONCERTHAIPWA R-7 916CRE CREEK PRIMATES_
140, w AM PACK SHOP ._._..._...._.___I.5 32 COVERED BRIDGE BUILDING X-S II SCREW EMOUNTAHWORI
1l1`BA6Atl'SITNJANKRCHEN._----- .Y-10 33 CREEKStDE BUILOWG_.-._________15 27 C0.Y4LCH. LTD.
11 BELL TOWERBUIWING 1.1 35 C80SSR610SCINEYA.._.__-._._._ 1.5 26 HIR BLOCK O East Meadow
12 BESTWESTERN-VALGLOLODGE 5-7 3A CROSSROADSP I-S 6B HEAVEN MASSAGE 6 SPA O
L
Drive, Suite 3
I 93 RI6MORN PROPEPT'MANA6EYENi F- .11 9 31. CROSSROADS REALtt..._...._..._.___. 1-5 159 NIGX CDUHIRY HFAM CARE,
'tl RSHOP PARK CONDOS._...__.__-,...IK-< M CROSSROADS SNCPPING CENTER.__.- 1-5 159 ON CGNPRYHUAA
15 BWMCREEKLR00...._-_-...-
1II DAMS ADDID WDED R-11 RESCULGE ASSOCIAUON... Vail, Colorado 8 1 6 5 7
' 171 BOOM GREEK MANAGEMENT CORE S-11 15D DESIGN WORKSHOP. We T-9 59 H0N_AAE COH0M'_-.
16 ENAND IS BUILD ING....____..._....._-_.W-B 61 DESTINATION MSRIR-_____. R-1
I6 BAAIDE3$-LAOMUS MALTY H-1 36 DOBSON ICE AGENA N-7 JL AEU CONS3RIICIIDN 9 7 0 - 4 7 6 - 1 0 0 0
17 BREAKAWAY WEST V-10 171 DOMINO'S FUEL, Y-10 95 IA1EKBERG CASTLEI
1, SEE QE SKI RENTALS I-1 H EAGLE POINT V-B BAVARAN BREWERY
9i BREEZE SKI FINIALS R-6 39 EAGLE RIVER WATER I 69 KENNY'S DOUBLE DWAOND
F 96 BRIND SKI RENTALS SA
i-3 1N MICT ASLANTT-9 SPORT, INC. w w w. v l s I t v a t 1 v a l l e Y. c o m
116 BREEZ E E MEET LDING..____.__.. H-A 131-FAGLE IFVALLEYE 14B GO
- 20 WWGESTREETLOGGE...._......__.-H-3 FOR SUSTAWMATTYM-7 17]KVBA-NB61VI1_-_
21 81100ME` en 10 EMU SAM- -.0-2 160 LABOII_-____-A..
119 gaur ACX....._..._...I-5 /1. EDELWEISS J-1 161 LATOURRUTA7RANT_
:161 CAMPO OF FIC .......,.:__.-._._J-5 IY. EEF PRODUCDRIS, LLC____..___ R-7 11 LAICROTWN___..__-
]5 CANDI JRINS SALON ".._.__.-~.....-1-5 12 EN2UN 5.6 173 LAID TIRE GUARANTEE COLD
72 GAROWAL6AIERIEE_-__...__.-_.. I-A 13 EVERGREEN LCDGE M-1 61 LADMARKTOWER__-___
1150 CARET GUNN HELM DFWIZFNBURG, 41r FALUIDGC _._.._.__.._._._....._...-.L-9 55 LW;SRIR RESTAiRANI,
ttFF; PUNTS 6 PLANE, ESP-.__U-9 /S' FALLS AT V.VL F-10 , BALI WRNk'i..___
A • B • C • D • E T • U • V • W • X O Y • Z
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•
A • B O C O D O E T O U l _V q W 0 X 0 Y 0 z
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Preliminary
Construction
Schedule
Layton
CONST IMC77NG WITH IMEGRIN
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(L p.~ a d CL: (n
m o m' O rn N o
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m m 3 ~ 3 .E ul N; 4D E m m
p vOiN N Ul ry "c 1 (0 (n y
w_ 2 O D 0 H U LL J LL w 2
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•
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x x x
v 3i v E 3
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I
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o . oC
❑ op o a~ _ o c o. m _ N ❑ .o o a~ _ o,o o
n m m m rn _ m m m _ m
O O (n N .C C O N L:._ .C N N .C C O L N C (n N .C C .0 L N N. C N (n N C C
C _
0 (0 N N l9 V=1 N T N N (0 N N T N 'L N 7 t~/1 N T~ N N f0 D N l0 (V
22 U i.i U J LLCc o n. U S U ii J ti - n. U 5 i~ U i= J _LL a U ii U- J ❑ U
0
COGGI NS & SONS, INC.
Caisson Drilling, Excavation Shoring, Tieback Anchors
August 30, 2006
Layton Construction Company, Inc. RECEIVED
9090 South Sandy Parkway A.s~
Sandy, UT 84070 " 3 1
Attention: Doug Carley The Layton Companies
Subject: AMEC Earth Retention Review
We have reviewed AMEC's earth retention review report dated June 30, 2006. In
general, we agree with their comments and appreciated their review effort. AMEC's
summary determined two deficiencies. We have revised our earth retention design to
strengthen the deficiencies. In lieu of a micropile cantilever system, we have switched to
a soldier beam and lagging cantilever system. Please find attached revised calculations
and earth retention drawings reflecting changes.
If you have any questions, please feel free to call.
Sincerely, p• RE~s
po ; •°NY DE'••TF~
°:z~
~:0 7
~i
773
17
G 0
John H. Hart, PE ;~z
o~
0
9512 Titan Park Circle • Littleton, Colorado 80125 • (303) 791-9911 • FAX (303) 791-0967
COGGINS & SO
Caisson Drilling, Excavation Shoring, Tieback Anchors
STRUCTURAL DESIGN CALCULATIONS
EARTH RETENTION SYSTEM RECEIVED
for
PROJECT NO. - 5117
PROJECT DESCRIPTION: EARTH RETENTION
FOUR SEASONS HOTELS AND RESORTS
Prepared for
CLIENT: LAYTON CONSTRUCTION COMPANY
ADDRESS: 9090 SOUTH SANDY PARKWAY
CITY: SANDY STATE: UTAH 84070
TEL: 801-568-9090 FAX: 801-569-5450
p° REGD.
p~ ° S
v\
0 Z~
U°O
Prepared By:
JOHN H. HART, P.E.
COGGINS & SONS, INC.
C DATE: August 28, 2006
AUG 3 1 2006
The Layton Como-;.
9512 Titan Park Circle • Littleton, Colorado 80125,1 (303) 791-9911 • FAX (303) 791-0967
COGGINS & SO
NS, INC. 9. )
Caisson Drilling, Excavation Shoring, Tieback Anchors
EARTH RETENTION CALCULATIONS
INDEX
for
PROJECT NO. - 5117
PROJECT: FOUR SEASONS
ITEM NO. DESCRIPTION PAGES
1
SOILS
S1.0-S1.2
2
"RISA-213" ANALYSIS OF 7'-0" CANTILEVER
S2.0-S2.4
3
"RISA-2D" ANALYSIS OF 10'-0" CANTILEVER
S3.0-S3.4
4
"RISA-213" ANALYSIS OF 13'-0" CANTILEVER
S4.0-S4.4
5
EXCEL CHECKS
S5.0-S5.2
6
"L-PILE 5.0" ANALYSIS T-0" EXPOSED - 8'-0" EMBED
S6.0-S6.6
7
"L-PILE 5.0" ANALYSIS 10'-0" EXPOSED -10'-0" EMBED
S7.0-S7.6
8
"L-PILE 5.0" ANALYSIS 13'-0" EXPOSED -12'-0" EMBED
S8.0 - S8.6
APPENDIX "A", REFERENCE MATERIAL AND CODES
APPENDIX "B". LAGGING DESIGN CRITERIA AND REFERENCES
N
(OGGINS & SONS, INC. Name 7 ~~4---T-
PH. (303) 791-9911 FAX(303)797-0967 _
CAISSON DRILLING PROJECT:
EARTH RETENTION
TIE BACK ANCHORS SUBJECT: s°
G GC i c- lJ "P
TbP IbS' t -PA-*Y-~ SU✓vt Z2 2c~oS
cx> ~o.~t~1c~ I 2 5 ~t
151- Z
f
4
6 ~~LT7 ((c G~ pc CZ--C-c- y4 r tail ? pc-
D O
VJ 1 L( ll fl L Y l t- : vl_ O U i _ O t Li a . rt °S C 4~
0 'Fo
4 G'
a
8 i av
v
0 v
J
0
O
O
~or~br , U v
E~: C+~.Jp~-zza-~
c t,
D L~
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f
i
}~IST11 L-t, (c VL-ovd. r t.:~
112.-L ,~c~;` V~w~_ ~{;:^'7P v~.L .r~\''."C:•'` L: ~wL-•.
PROJECT NO.:
DATE: ~ ` s
(OGGINS & SONS, INC N>.» -T. W
PH. (303)797-9977 FAX(303)797-0967
CAISSON DRILLING PROJECT:
EARTH RETENTION
TIEBACKANCHORS SUBJECT:
fz~ ~S
,
S,'~-
o,~-
PROJECT NO.:
DATE: 2 v
s4.e
z..
Company COGGINS AND SONS, INC. Aug 28, 2006
Designer JOHN H. HART, PE 10:14 AM
Job Number : 5117 FOUR SEASONS Checked By:
Hot
Ro/ ed Steel Properties
Lahpi F (ksil C, rkcil ~I rti na~r r
1
A36 Gr.36
-
29000
-
11154
.3
I,w„„ uw 1
.65
-.01t AIR 0
.49
1IUIU Kbi
36
2
A572 Gr.50
29000
11154
.3
.65
.49
50
3
A992
29000
11154
.3
.65
.49
50
4
A500 Gr.42
29000
11154
.3
.65
.49
42
5
A500 Gr.46
29000
11154
_ .3
.65
.49
46
Hot Rolled Steel Section Sets
1A W14X30 I Wide Flange Beam I A572 Gr.50 Typical 8.85 19.6
Hot Rolled Steel Desiqn Parameters
Joint Coordinates and Temperatures
1 ahal Y rffl v rai
•
1
N1
0
7
„0 ,
2
N2
0
0
0
Joint Boundary Conditions
Joint Label X k/in Y k/in Rotation k-ft/rad Footing
1 N2 Reaction Reaction Reaction
Member Primary Data
Label I Joint J Joint Rotate de Section/Shape Desi n List T e Material Des', n Rules
_g) g 1 M1 N1 N2 HR1A Wide Flange Beam A572 Gr.50 T ical
Member Distributed Loads (BLC 1 : SOIL)
Member Label Direction Start Ma nitude k/ft,... End Ma nitude k/ft d... Start Location ft 1Y.1 End Location ft
1 M1 X 0 -2.3 n n
Joint Loads and Enforced Displacements
Joint Label L,D M Direction Magnitude[k k-ft in rad k*s^2/ft]
No Data to Print
Member Point Loads
(w I Member Label Direction Ma nitude k k-ft Location ft,%
No Data to Print
RISA-2D Version 6.5 [C:\...\...\My Documents\2006JOBS\5117FOURSEASONS\7 FT HEIGHT.r2d] Page 1
Company COGGINS AND SONS, INC. Aug 28, 2006
Designer JOHN H. HART, PE 10:14 AM
Job Number : 5117 FOUR SEASONS Checked By:
Basic Load Cases
BLC Description Cat o X Gravity Y Gravit Joint Point Distributed
1 SOIL EPL 1
Load Combination Design
Description ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Footin s
1 CANTILEVER Yes
Load Combinations
Descri tion Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1 CANTILEVER Yes 1 1
Joint Deflections (By Combination)
LC Joint I_ahel X rinl v r;-, o -11
1
1
N1
-.043
0
~vaati Vi I I pV
5.609e-4
1 2 I
1 I
N2
0
0
0
Joint Reactions
LC
Inint I nhal
Y ri,
v nn
1
1
N2
8.05
-.211
IvIL n-Il
-18.783
2
1
Totals:
8.05
-.211
3
1
COG ft :
X: 0
Y: 3.5
Member Section Deflections
LC Mamhar I ANA Qar
1
1
M 1
1
0
-.043
II L/ RGllu
1960.012
2
2
0
-.017
4937.869
3
3
0
0
NC
Member Section Forces
LC Memher I ahal Gar Av;~lrl,i eti,....rl.,
1
1
M1
-
1
0
0
Ivlvnlcnn-n
0
2
2
-.105
-2.012
2.348
3
3
-.211
-8.05
18.783
Member Section Stresses
LC Memher I ahel Rar Avinirlreil Qr.-rt-n T o l: n. n
C.
1
1
M1
-
1
0
.",..w.
0
. v va.gun I nol
0
Iwa ucl IUII i RJI
0
2
2
-.012
-.539
-.67
.67
3
3
-.024
-2.154
-5.36
5.36
RISA-2D Version 6.5 [C:\...\...\My Documents\2006JOBS\5117FOURSEASONS\7 FT HEIGHT.r2d] Page 2
Company COGGINS AND SONS, INC. Aug 28, 2006
Designer JOHN H. HART, PE 10:14 AM
Job Number : 5117 FOUR SEASONS Checked By:
Member AISC ASD Steel Code Checks (By Combination)
LC Member Shape UC Max Loc ft Shear UC Loc ft Fa ksi Ft ksi Fb ksi Cb Cm E n
1 1 M1 W 14X30 .179 7 .108 7 28.836 30 30 1.75 .85 H2-1
•
C
RISA-2D Version 6.5 [C:\...\...\My Documents\2006JOBS\5117FOURSEASONS\7 FT HEIGHT.r2d] Page 3
Company COGGINS AND SONS, INC. Aug 28, 2006
Designer JOHN H. HART, PE 10:27 AM
Job Number : 5117 FOUR SEASONS Checked By:
L Hot Rolled Steel Properties
I ahPl F rksll rksil Nu Thorm ni F5 Fl noncitvrie/ftAQl Viawnecil
1
A36 Gr.36
29000
11154
.3
.65
.49
36
2
A572 Gr.50
29000
11154
.3
.65
.49
50
3
A992
29000
11154
.3
.65
.49
50
4
A500 Gr.42
29000
11154
.3
.65
.49
42
5
A500 Gr.46
29000
11154
.3
.65
.49
46
Hot Rolled Steel Section Sets
Label Shape Design List Type Material Design Rules A in2 1(90,270) i... 1(0,180) in4
1 HR1A W16X50 Wide Flange Beam A572 Gr.50 Typical 14.7 37.2 659
Hot Rolled Steel Design Parameters
Label Shape Len th ft Lb-out[ft] Lb-in ftLcom to ...Lcom bot K-out K-in Cm Cb Out s... In swa
1 M1 HR1A 10 1
Joint Coordinates and Temperatures
l ahPl
E
X rffl
v fftl
Tumn rm
1
N1
0
10
0
2
N2
0
0
0
Joint Boundary Conditions
Joint Label X k/in Y k/in Rotation k-ft/rad Footin
1 N2 Reaction Reaction Reaction
Member Primary Data
Label I Joint J Joint Rotate(deq) Section/Sha a Design List Type Material Desi n Rules
1 M1 N1 N2 HR1A Wide Flange Beam A572 Gr.50 Typical
Member Distributed Loads (BLC 9 : SOIL)
Member Label Direction Start Ma nitude k/ft End Ma nitude k/ft d... Start Location ft % End Location ft
1 M1 X 0 -3.7 0 0
Joint Loads and Enforced Displacements
Joint Label L D,M Direction Ma nitude k k-ft in rad k's^2/ftNo Data to Print
Member Point Loads
Member Label Direction Ma nitude k k-ft Location ft,%
No Data to Print
RISA-2D Version 6.5 [C:\...\...\My Documents\2006JOBS\5117FOURSEASONS\10 FT HEIGHT.r2d] Page 4
Company COGGINS AND SONS, INC. Aug 28, 2006
Designer JOHN H. HART, PE 10:27 AM
Job Number : 5117 FOUR SEASONS Checked By:
it Basic Load Cases
BLC Description Category X Gravity Y Gravity Joint Point Distributed
1 SOIL EPL 1 1
Load Combination Design
Descri tion ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Footin s
1 CANTILEVER Yes
Load Combinations
Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1 CANTILEVER Yes 1 1
Joint Deflections (By Combination)
LC Joint I ahel Y not v n.,t o,...,,:,.., r. ,A,
1
1
N1
-.122
0
1.162e-3
1 2 1
1 1
N2 1
0
0
0
c.
Joint Reactions
LC .Inint I nhal Y rot v r6, 11A~ n. A,
1
1
N2
18.5
-.5
-61.667
2
1
Totals:
18.5
-.5
3
1
COG ft :
X: 0
Y: 5
Member Section Deflections
LC Mamhar I ahal
1
1
M 1
1
0
-.122
vy I.a.I~
984.07
2
2
0
-.048
2505.068
3
3
0
0
NC
Member Section Forces
LC MBmhPr I ahal far a ~u4t eti .rL,, r A arL 4,
1
1
-
M1
1
-
0
0
IIL 1,-Il
0
2
2
-.25
-4.625
7.708
3
3
-.5
-18.5
61.667
Member Section Stresses
LC Memher I ahPl Sar. Avinineen
C]
1
1
M1
- -
1
- - -
0
0
0
IIVII I I,JI
0
2
2
-.017
-:749
-1.141
1.141
3
3
-.034
-2.994
-9.129
9.129
RISA-2D Version 6.5 [C:\...\...\My Documents\2006JOBS\5117FOURSEASONS\10 FT HEIGHT.r2d] Page 5
Company COGGINS AND SONS, INC. Aug 28, 2006
Designer JOHN H. HART, PE 10:27 AM
Job Number : 5117 FOUR SEASONS Checked By:
Member A1SC ASD Steel Code Checks (By Combination)
LC Member Shape UC Max Loc ft Shear UC Loc ft Fa ksi Ft ksi Fb ksi Cb Cm E n
1 1 M1 W16X50 .305 10 .150 10 28.515 30 30 1.75 .85 H2-1
c,
•
RISA-2D Version 6.5 [C:\...\...\My Documents\2006JOBS\5117FOURSEASONS\10 FT HEIGHT.r2d] Page 6
'i-,,4-.
COGGINS AND SONS, INC. Aug 28, 2006
Designer JOHN H. HART, PE 10:38 AM
Job Number : 5117 FOUR SEASONS Checked By:
Hot Rolled Steel Pro erti
es
I ahpl F rlrcil ( rlrcil AL. TL n4ffc rx
1
A36 Gr.36
29000
-
1 - 1154
.3
.65
OH NR J
.49
.
IGIU n Jl
36
2
A572 Gr.50
29000
11154
.3
.65
.49
50
3
A992
29000
11154
.3
.65
.49
50
4
A500 Gr.42
29000
11154
.3
65
.49
42
5
A500 Gr.46
29000
11154
.3
.65
.49
46
Hot Rolled Steel Section Sets
Label Shape Design List Type Material Desi n Rules A in2 1(90,270) i... 1(0,180) in4
1 HR1A W18X60 Wide Flange Beam A572Gr.50 T ical 17.6 50.1 984
Hot Rolled Steel Design Parameters
Label Shape Length[ft] Lb-out[ftl Lb-in[ftl Lcomp top[ ...Lcomp bot[... K-out K-in Cm Cb Out In swav
Joint Coordinates and Temperatures
I nh,-l v rs+1 ra,
r7l
L---j
1
N1
0
13
Icnl r
0
2
N2
0
0
0
Joint Boundary Conditions
Member Primary Data
Label I Joint J Joint Rotate(deg) Section/Shape Desi n List Type Material Design Rules
1 M1 N1 N2 HR1A Wide Flanae Beam A572 Gr.50 Tvnical
Member Distributed Loads (BLC 1 : SOIL)
Joint Loads and Enforced Displacements
No Data to Print
Member Point Loads
L I Member Label Direction Ma nitude k k-ft Location ft Nn nntn to Print
RISA-2D Version 6.5 [C:\...\...\My Documents\2006JOBS\5117FOURSEASONS\13 FT HEIGHT.r2d] Page 7
(~4
Company COGGINS AND SONS, INC. Aug 28, 2006
Designer JOHN H. HART, PE 10:38 AM
Job Number : 5117 FOUR SEASONS Checked By:
Basic Load Cases
BLC Description Category X Gravity Y Gravity Joint Point Distributed
1 SOIL EPL 1 1
Load Combination Design
Description ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Footin s
1 CANTILEVER Yes
Load Combinations
Descri tion Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1 CANTILEVER Yes 1 1
Joint Deflections (By Combination)
LC Joint LahPl x rinl V finl Rnfnfinn frnrll
1
1
N1
-.252
0 1.894e-3
2 I
1 I
N2
0
0 0
Joint Reactions
1.01
IC
Inint I ahal
Y rLl
v ro
KA7 fL kl
1
1
N2
26.65
-.779
-115.483
2
1
Totals:
26.65
-.779
3
1
COG ft :
X: 0
Y: 6.5
Member Section Deflections
LC Member Label Sec x ring v finl lnl I ! Patin
1
1
M 1
1
0
-.252
618.4
2
2
0
-.098
1584.837
3
3
0
0
NC
Member Section Forces
LC MPmhar I ahal Sar Arinlriel choarrLl ner , ontrL al
1
1
M1
1
0
0
0
2
2
-.389
-6.662
14.435
3
3
-.779
-26.65
115.483
Member Section Stresses
LC MPmhar I ahal Roc Avialr4cil Ch-fteil Tnn Mnn linnfLcit Qn+ Gvn linnfL~O
•
1
1
M1
1
0
0
0
0
2
2
-.022
-.88
-1.605
1.605
3
3
-.044
-3.521
-12.844
12.844
RISA-2D Version 6.5 [C:\...\...\My Documents\2006JOBS\5117FOURSEASONS\13 FT HEIGHT.r2d] Page 8
Company COGGINS AND SONS, INC. Aug 28, 2006
Designer JOHN H. HART, PE 10:38 AM
Job Number : 5117 FOUR SEASONS Checked By:
Member AISC ASD Steel Code Checks (By Combination)
LC Member Shape UC Max Loc ft Shear UC Loc ft Fa ksi Ft ksi Fb ksi Cb Cm E n
1 1 M1 W18X60 .430 13 .176 13 28.208 30 30 1.75 .85 H2-1
•
•
RISA-2D Version 6.5 [C:\...\...\My Documents\2006JOBS\5117FOURSEASONS\13 FT HEIGHT.r2d] Page 9
FOUR SEASONS - SB1 - SB2
USE 37H WITH 9' SPACING
LOAD PER
TOTAL
BEAM
BEAM
FOOT
HEIGHT
INERTIA
SECTION
K/FT
FT
in^4
in^3
2.3
7
291
42
EXCAVA.
LOAD V
MOMENT
CANT.
SECTION
MODULUS
K
K-ft
in^3
8
19
8
HEIGHT (FT)
7
RECOMMENDED SHAPE
W14x30
USE SHAPE
W14x30
ANTICIPATED DEFLECTION (in)
0.038
CODE CHECK
0.179
NOTE:
INPUT
CALC.
OUTPUT
BEAM PROPERTIES
BEAM
Sin"3
I in^4
W 14x30
42
291
W 16x45
73
586
W 16x50
81
659
W 18x60
108
984
W 18x65
117
1070
W 18x71
127
1170
W 18x76
146
1330
0
J
FOUR SEASONS - SB3 - S65
USE 37H WITH 10' SPACING
LOAD PER
TOTAL
BEAM
BEAM
FOOT
HEIGHT
INERTIA
SECTION
K/FT
FT
in^4
in^3
3.7
10
659
81
EXCAVA.
LOAD V
MOMENT
CANT.
SECTION
MODULUS
K
K-ft
in^3
19
62
25
HEIGHT (FT)
10
RECOMMENDED SHAPE
W14x30
USE SHAPE
W16x50
ANTICIPATED DEFLECTION (in)
0.112
NOTE:
INPUT
CALC.
OUTPUT
BEAM PROPERTIES
BEAM
Sin^3
I in^4
W 14x30
42
291
W 16x45
73
586
W 16x50
81
659
W 18x60
108
984
W 18x65
117
1070
W 18x71
127
1170
W 18x76
146
1330
CODE CHECK
0.305
•
FOUR SEASONS - SB6 - S137
USE 37H WITH 8.5 SPACING
LOAD PER
TOTAL
BEAM
BEAM
FOOT
HEIGHT
INERTIA
SECTION
K/FT
FT
in^4
in^3
4.1
13
984
108
EXCAVA.
LOAD V
MOMENT
CANT.
SECTION
MODULUS
K
K-ft
in^3
27
115
46
HEIGHT (FT)
13
RECOMMENDED SHAPE
W16x45
USE SHAPE
W18x60
ANTICIPATED DEFLECTION (in)
0.236
CODE CHECK
0.428
NOTE:
INPUT
CAL C.
OUTPUT
BEAM PROPERTIES
BEAM
Sin^3
I in^4
W 14x30
42
291
W 16x45
73
586
W 16x50
81
659
W 18x60
108
984
W 18x65
117
1070
W 18x71
127
1170
W 18x76
146
1330
ICJ
7
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O
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O
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7HEIGHT.lpo
LPILE Plus for windows, version 5.0 (5.0.1)
Analysis of individual Piles and Drilled Shafts
subjected to Lateral Loading using the p-y method
(c) Copyrigght ENSOFT, Inc., 1985-2004
A11 Rights Reserved
This program is licensed to:
JOHN H. HART
COGGINS
Path
to
file locations:
C:\DOCUments and Settings\COGGINS AND SONS\My
Documents\2006JOBs\5117FOUR
SEASONS\
Name
of
input data file:
7HEIGHT.lpd
Name
of
output file:
7HEIGHT.lpo
Name
of
plot output file:
7HEIGHT.Ipp
Name
of
runtime file:
7HEIGHT.lpr
Time and Date of Analysis
Date: August 28, 2006 Time: 10:51: 4
Problem Title
FOUR SEASONS - 7' EXPSOED (8' EMBED)
Program options
Units Used in Computations - us customary units, inches, pounds
Basic Program Options:
Analysis Type 1:
- Computation of Lateral Pile Response Using User-specified Constant EI
Computation Options:
- Only internally-generated p-y curves used in analysis
- Analysis does not use p-y multipliers (individual pile or shaft action only)
- Analysis assumes no shear resistance at pile tip
- Analysis includes automatic computation of pile-top deflection vs.
pile embedment length
- No computation of foundation stiffness matrix elements
- output pile response for full length of pile
- Analysis assumes no soil movements acting on pile
- No additional p-y curves to be computed at user-specified depths
C Solution control Parameters:
Page 1
7HEIGHT.lpo
Number of pile increments = 48
- Maximum number of iterations allowed = 100
- Deflection tolerance for convergence = 1.0000E-05 in
- Maximum allowable deflection = 1.0000E+02 in
Printing options:
- values of pile-head deflection, bending moment, shear force, and
soil reaction are printed for full length of pile.
- Printing Increment (spacing of output points) = 1
Pile structural Properties and Geometry
Pile Length = 96.00 in
Depth of ground surface below top of pile = .00 in
slope angle of ground surface = .00 deg.
Structural properties of pile defined using 2 points
L J
~J
Point Depth
Pile
Moment of
Pile
x
Diameter
Inertia
Area
in
in
in**4
Sq.in
- - - - - - - - - - - - - -
1 0.0000
- - - - - - - - - - -
24.000
- - - - - - - - - -
16577.0000
- - - - - - - - - -
452.0000
2 96.0000
24.000
16577.0000
452.0000
f
Modulus of
``may Jai
Elasticity
lbs/Sq.in'
- - - - - - - - - - - A._.32122019.000
32122019.000
soil and Rock Layering Information
The soil profile is modelled using 1 layers
Layer 1 is sand, p-y
criteria by API RP-2A, 1987
Distance from top of
pile to top of layer =
.000
in
Distance from top of
ppile to bottom of layer =
96.000
in
p-y subgrade modulus
k for top of soil layer =
250.000
lbs/in *3
p-y subgrade modulus
k for bottom of layer =
250.000
lbs/in**3
(Depth of lowest layer extends .00 in below pile tip)
Effective unit weight of soil vs. Depth
Distribution of effective unit weight of soil with depth
is defined using 2 points
Point Depth x Eff. Unit weight
No. in l bs/i n**3
1 .00 .07500
2 96.00 .07500
shear strength of soils
Page 2
7HEIGHT.Ipo
Distribution of shear strength parameters with depth
defined using 2 points
Point Depth x cohesion c Angle of Friction E50 or RQD
No. in lbs/in**2 Deg. k_rm
1 .000 .00000 34.00
2 96.000 .00000 34.00
Notes:
(1) Cohesion = uniaxial compressive strength for rock materials.
(2) values of E50 are repported for clay strata.
(3) Default values will be generated for E50 when input values are 0.
(4) RQD and k_rm are reported only for weak rock strata.
Loading Type
Static loading criteria was used for computation of p-y curves
Pile-head Loading and Pile-head Fixity conditions
Number of loads specified = 1
Load Case Number 1
Pile-head boundary conditions are shear and moment (BC Type 1)
Shear force at pile head = 8000.000 lbs
Bending moment at pile head = 228000.000 in-lbs
Axial load at pile head = .000 lbs
Non-zero moment at pile head for this load case indicates the pile-head
may rotate under the applied pile-head loading, but is not a free-head
(zero moment) condition.
Computed values of Load Distribution and Deflection
for Lateral Loading for Load Case Number 1
Pile-head boundary conditions are shear and moment (BC Type 1)
Specified shear force at pile head = 8000.000 lbs
specified bending moment at pile head = 228000.000 in-lbs
specified axial load at pile head = .000 lbs
Non-zero moment for this load case indicates the pile-head may rotate under
the applied pile-head loading, but is not a free-head (zero moment )condition.
Depth Deflect. Moment Shear Slope Total Soil Res
x y M V S Stress p
in in lbs-in lbs Rad. lbs/in**2 1bs/in
Page 3
7HEIGHT.Ipo
0.000
.098856
228000.0001
8000.0000
-
-.001436
-
165.0480
0.0000
2.000
.095985
244000.0000
7968.2698
-.001435
176.6303
-31.7302
4.000
.093117
259873.0791
7872.3541
-.001434
188.1207
-64.1855
6.000
.090250
275489.4163
7711.3567
-.001433
199.4253
-96.8119
8.000
.087386
290718.5058
7485.4216
-.001432
210.4495
-129.1231
10.000
.084524
305431.1027
7195.6010
-.001431
221.0999
-160.6975
12.000
.081664
319500.9099
6843.7305
-.001429
231.2850
-191.1731
14.000
.078806
332806.0249
6432.3157
-.001428
240.9165
-220.2418
16.000
.075951
345230.1726
5964.4309
-.001427
249.9102
-247.6429
18.000
.073099
356663.7486
5443.6311
-.001426
258.1869
-273.1569
20.000
.070249
367004.6969
4873.8747
-.001424
265.6727
-296.5995
22.000
.067402
376159.2472
4259.4585
-.001423
272.2996
-317.8167
24.000
.064558
384042.5309
3604.9620
-.001421
278.0063
-336.6799
26.000
.061716
390579.0951
2915.2000
-.001420
282.7381
-353.0821
28.000
.058878
395703.3310
2195.1837
-.001418
286.4475
-366.9342
30.000
.056042
399359.8300
1450.0872
-.001417
289.0944
-378.1623
32.000
.053210
401503.6799
685.2205
-.001415
290.6463
-386.7045
34.000
.050381
402100.7118
-93.9935
-.001414
291.0785
-392.5095
36.000
.047554
401127.7057
-882.0375
-.001412
290.3742
-395.5344
38.000
.044731
398572.5619
-1673.3148
-.001411
288.5245
-395.7429
40.000
.041911
394434.4466
-2462.1620
-.001409
285.5289
-393.1043
42.000
.039093
388723.9140
-3242.8585
-.001408
281.3951
-387.5922
44.000
.036279
381463.0126
-4009.6343
-.001407
276.1390
-379.1835
46.000
.033467
372685.3769
-4756.6754
-.001405
269.7849
-367.8576
48.000
.030658
362436.3109
-5478.1284
-.001404
262.3657
-353.5954
50.000
.027852
350772.8635
-6168.1028
-.001402
253.9226
-336.3791
52.000
.025049
337763.8998
-6820.6731
-.001401
244.5054
-316.1913
54.000
.022248
323490.1710
-7429.8793
-.001400
234.1728
-293.0149
56.000
.019449
308044.3827
-7989.7270
-.001399
222.9917
-266.8328
58.000
.016653
291531.2631
-8494.1880
-.001398
211.0379
-237.6282
60.000
.013859
274067.6307
-8937.2012
-.001396
198.3961
-205.3851
62.000
.011067
255782.4581
-9312.6766
-.001395
185.1595
-170.0903
64.000
.008277
236816.9243
-9614.5543
-.001395
171.4305
-131.7874
66.000
.005489
217324.2408
-9836.7229
-.001394
157.3198
-90.3812
68.000
.002702
197470.0326
-9973.0230
-.001393
142.9475
-45.9189
70.000
-8.27E-05
177432.1487
-10017.4947
-.001392
128.4422
1.4472
72.000
-.002866
157400.0537
-9964.4768
-.001392
113.9410
51.5707
74.000
-.005649
137574.2416
-9808.5931
-.001391
99.5892
104.3129
76.000
-.008431
118165.6812
-9544.7366
-.001391
85.5395
159.5436
78.000
-.011211
99395.2951
-9168.0514
-.001390
71.9517
217.1417
80.000
-.013991
81493.4755
-8673.9140
-.001390
58.9927
276.9958
82.000
-.016771
64699.6390
-8057.9145
-.001390
46.8357
339.0038
84.000
-.019549
49261.8177
-7315.8378
-.001389
35.6604
403.0728
86.000
-.022328
35436.2877
-6443.6463
-.001389
25.6521
469.1187
88.000
-.025106
23487.2324
-5437.4622
-.001389
17.0023
537.0654
90.000
-.027884
13686.4390
-4293.5521
-.001389
9.9075
606.8447
92.000
-.030662
6313.0242
-3008.3124
-.001389
4.5700
678.3950
94.000
-.033440
1653.1893
-1578.2560
-.001389
1.1967
751.6614
96.000
-.036218
0.0000
0.0000
-.001389
0.0000
826.5946
Output verification
:
Computed
forces and
moments are
within spec
ified convergence limits.
Output summary for
Load Case No
. 1:
rte,
Pile-head
deflectio
n
= . 09
885 5 54 in
Computed
slope at p
ile head
= -.00
143557
Maximum b
ending mom
ent
= 4021
00.712 lbs-in
Maximum shear force
= -100
17.495 lbs
Depth of
maximum be
nding moment
=
34.000 in
Page
4
- 1
? , 41-
z
W
l~k',,~
~L
Depth of maximum shear force =
Number of iterations =
Number of zero deflection points =
7HEIGHT.lpo
70.000 in
8
1
Summary of Pile-head Response
Definition of symbols for pile-head boundary conditions:
y = pile-head displacment, in
m = pile-head moment, lbs-in
v = pile-head shear force, lbs
S = pile-head slope, radians
R = rotational stiffness of pile-head, in-lbs/rad
BC Boundary
Boundary
Axial
Pile Head
maximum
maximum
Type condition
condition
Load
Deflection
Moment
Shear
1
2
lbs
in
in-lbs
lbs
1 V= 8000.000
-
M= 2.28E+05
0.0000
.098856
402100.7118
-10017.4947
Pile-head Deflection vs. Pile Length
Boundary condition Type 1, shear and moment
shear =
Moment =
Axial Load =
Pile
Length
in
96.000
91.200
86.400
81.600
76.800
72.000
67.200
8000. 1bs
228000. in-lbs
0. lbs
Pile Head
Deflection
in
.09885554
.11485786
.13652818
.16796563
.21933787
.32829055
1.15334747
Maximum
Moment
in-lbs
402100.712
394733.239
387951.693
381955.206
376985.117
373911.974
372954.226
The analysis ended normally.
Maximum
Shear
lbs
-10017.495
-10387.984
-10846.134
-11437.515
-12254.293
-13552.637
-17039.276
Page 5
00
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10HT.Ipo
LPILE Plus for Windows, version 5.0 (5.0.1)
Analysis of Individual Piles and Drilled shafts
subjected to Lateral Loading using the p-y method
(c) Copyrigght ENSOFT, Inc., 1985-2004
A11 Rights Reserved
This program is licensed to:
JOHN H. HART
COGGINS
Path
to
file locations:
C:\Documents and Settings\COGGINS AND SONS\My
Documents\20063065\5117FOUR
SEASONS\
Name
of
input data file:
10HT.lpd
Name
of
output file:
10HT.lpo
Name
of
plot output file:
10HT.lpp
Name
of
runtime file:
10HT.lpr
Time and Date of Analysis
Date: August 28, 2006 Time: 10:54: 6
Problem Title
FOUR SEASONS - 10' EXPSOED (10' EMBED)
Program Options
Units used in computations - us customary units, inches, pounds
Basic Program options:
Analysis Type 1:
- Computation of Lateral Pile Response Using User-specified Constant EI
Computation Options:
- Only internally-generated p-y curves used in analysis
- Analysis does not use p-y multipliers (individual pile or shaft action only)
- Analysis assumes no shear resistance at pile tip
- Analysis includes automatic computation of pile-top deflection vs.
pile embedment length
- No computation of foundation stiffness matrix elements
- Output pile response for full length of pile
- Analysis assumes no soil movements acting on pile
- No additional p-y curves to be computed at user-specified depths
Solution Control Parameters:
Page 1
j..
10HT.Ipo
- Number of pile increments = 40
- Maximum number of iterations allowed = 100
- Deflection tolerance for convergence = 1.0000E-05 in
- Maximum allowable deflection = 1.0000E+02 in
Printing options:
- values of pile-head deflection, bending moment, shear force, and
soil reaction are printed for full length of pile.
- Printing Increment (spacing of output points) = 1
Pile Structural Properties and Geometry
Pile Length = 120.00 in
Depth of ground surface below top of pile = .00 in
slope angle of ground surface = .00 deg.
Structural properties of pile defined using 2 points
Point Depth
Pile
Moment of
Pile
Modulus of
X
Diameter
Inertia
Area
Elasticity
in
in
in**4
Sq.in
lbs/Sq.in
1 0.0000
24.000
16945.0000
452.0000
32122019.000
2 120.0000
24.000
16945.0000
452.0000
32122019.000
Soil and Rock Layering Information
The soil profile is modelled using 1 layers
Layer 1 is sand, p-y criteria by API RP-2A, 1987
Distance from top of
pile to top of layer =
.000
in
Distance from top of
pile to bottom of layer =
p
120.000
in
p-y subgrade modulus
for top of soil layer =
250.000
lbs/in"*3
p-y subgrade modulus
k for bottom of layer =
250.000
lbs/in**3
(Depth of lowest layer extends .00 in below pile tip)
Effective unit weight of soil vs. Depth
Distribution of effective unit weight of soil with depth
is defined using 2 points
Point Depth x Eff. Unit weight
No. in l bs/i n**3
1 .00 .07500
2 120.00 .07500
Shear Strength of soils
Page 2
`s1 ~l
10HT.Ipo
Distribution of shear strength parameters with depth
defined using 2 points
Point Depth x cohesion c Angle of Friction E50 or RQD
No. in lbs/in* 2 Deg. k_rm
1 .000 .00000 34.00
2 120.000 .00000 34.00
Notes:
(1) Cohesion = uniaxial compressive strength for rock materials.
(2) values of E50 are repported for clay strata.
(3) Default values will be generated for E50 when input values are 0.
(4) RQD and k_rm are reported only for weak rock strata.
Loading Type
static loading criteria was used for computation of p-y curves
Pile-head Loading and Pile-head Fixity conditions
Number of loads specified = 1
Load Case Number 1
Pile-head boundary conditions are shear and moment (BC Type 1)
Shear force at pile head = 19000.000 lbs
Bending moment at pile head = 744000.000 in-lbs
Axial load at pile head = .000 lbs
Non-zero moment at pile head for this load case indicates the pile-head
may rotate under the applied pile-head loading, but is not a free-head
(zero moment) condition.
Computed values of Load Distribution and Deflection
for Lateral Loading for Load Case Number 1
Pile-head
boundary conditions are shear and
moment (BC Type 1)
specified
shear force at pile head =
19000.000 ls
Specified
bending moment at pile head =
744000.000 in-lbs
specified
axial load at pile head =
.000 lbs
Non-zero moment for this load case indicates
the pile-head may rotate under
the applied pile-head loading, but is not a
free-head (zero moment
)condition.
Depth
Deflect. Moment shear
slope Total
Soil Res
x
in
°
y M V
in lbs-in lbs
S Stress
Rad. lbs/in**2
lbs/in
Page
3
10HT.Ipo
0.000
.193652
744000.0000
19000.0000
-.002274
-
526.8811
0.0000
3.000
.186837
800999.9999
18916.7178
-.002269
567.2470
-55.5215
6.000
.180036
857500.3067
18658.7326
-.002265
607.2590
-116.4687
9.000
.173248
912952.3954
18212.1057
-.002260
646.5287
-181.2826
12.000
.166476
966772.9407
17567.5696
-.002255
684.6430
-248.4081
15.000
.159720
1.018E+06
16720.4482
-.002249
721.1740
-316.3394
18.000
.152981
1.067E+06
15670.4553
-.002243
755.6888
-383.6559
21.000
.146259
1.112E+06
14421.4012
-.002237
787.7584
-449.0468
24.000
.139556
1.154E+06
12980.8417
-.002231
816.9660
-511.3261
27.000
.132872
1.190E+06
11359.6961
-.002225
842.9146
-569.4376
30.000
.126207
1.222E+06
9571.8584
-.002218
865.2338
-622.4542
33.000
.119563
1.248E+06
7633.8187
-.002211
883.5858
-669.5723
36.000
.112939
1.268E+06
5564.3058
-.002204
897.6702
-710.1030
39.000
.106337
1.281E+06
3383.9585
-.002197
907.2287
-743.4618
42.000
.099755
1.288E+06
1115.0299
-.002190
912.0488
-769.1573
45.000
.093195
1.288E+06
-1218.8763
-.002183
911.9665
-786.7802
48.000
.086656
1.281E+06
-3593.0356
-.002176
906.8697
-795.9927
51.000
.080138
1.266E+06
-5981.8021
-.002169
896.6996
-796.5183
54.000
.073641
1.245E+06
-8358.7784
-.002162
881.4528
-788.1326
57.000
.067165
1.216E+06
-10696.9600
-.002155
861.1828
-770.6551
60.000
.060709
1.181E+06
-12968.8552
-.002149
836.0010
-743.9417
63.000
.054272
1.138E+06
-15146.5841
-.002142
806.0776
-707.8776
66.000
.047855
1.090E+06
-17235.6659
-.002136
771.6425
-684.8436
69.000
.041455
1.035E+06
-19230.3160
-.002130
732.8425
-644.9231
72.000
.035072
974241.6465
-21079.5447
-.002125
689.9321
-587.8960
75.000
.028706
908357.4804
-22732.5724
-.002120
643.2747
-514.1225
78.000
.022354
837846.2119
-24140.4417
-.002115
593.3405
-424.4571
81.000
.016016
763514.8300
-25257.3160
-.002110
540.7010
-320.1258
84.000
.009691
686302.3157
-26041.3913
-.002106
486.0211
-202.5910
87.000
.003377
607266.4823
-26455.4106
-.002103
430.0500
-73.4219
90.000
-.002926
527569.8523
-26466.8218
-.002100
373.6110
65.8144
93.000
-.009221
448465.5518
-26047.6488
-.002097
317.5914
213.6343
96.000
-.015509
371283.9596
-25174.1594
-.002095
262.9335
368.6920
99.000
-.021790
297420.5956
-23826.4078
-.002093
210.6254
529.8090
102.000
-.028067
228325.5126
-21987.7195
-.002092
161.6941
695.9832
105.000
-.034339
165494.2787
-19644.1672
-.002090
117.1987
866.3850
108.000
-.040609
110460.5095
-16784.0747
-.002090
78.2252
1040.3434
111.000
-.046877
64789.8307
-13397.5669
-.002089
45.8824
1217.3285
114.000
-.053144
30075.1082
-9476.1778
-.002089
21.2984
1396.9309
117.000
-.059411
7932.7639
-5012.5180
-.002089
5.6178
1578.8423
120.000
-.065677
0.0000
0.0000
-.002089
0.0000
1762.8364
Output ve
rification
:
Computed
forces and
moments are
within specified converge
nce limits.
Output Su
mmary for
Load Case No
. 1:
Pile-head
deflectio
n
= .19365165 in
Computed
slope at p
ile head
= -.00227360
-
- - - - -
Maximum b
i
ending mom
h
ent
= 1287888.877 lbs-in
Y_
Max
mum s
ear force
= -264
66.822 lbs
Depth of
maximum be
nding moment
=
42.000 in
Depth of
maximum sh
ear force
=
90.000 in
Number of
iteration
s
=
14
Number of
zero defl
ection point
s =
1
= q 2,
Page 4
~3 1 C~
10HT.1po
------------------------Summary of Pile-head Response
Definition of symbols for pile-head boundary conditions:
y = pile-head displacment, in
m = pile-head moment, lbs-in
v = pile-head shear force, lbs
S = pile-head slope, radians
R = rotational stiffness of pile-head, in-lbs/rad
BC Boundary
Boundary
Axial
Pile Head
maximum
maximum
Type condition
condition
Load
Deflection
Moment
shear
1
2
-
lbs
in
in-lbs
lbs
1 v= 19000.000
M= 7.44E+05
0.0000
.1937
1.288E+06
-26466.8218
Pile-head Deflection vs. Pile Length
Boundary Condition Type 1, shear and moment
shear =
19000. lbs
moment =
744000. in-lbs
Axial Load =
0. lbs
Pile
Pile Head Maximum
Length
Deflection Moment
in
in in-lbs
120.000
.19365165 1287888.877
114.000
.24391931 1275405.942
108.000
.34003824 1266646.430
102.000
.70733377 1263397.291
The analysis
ended normally.
Maximum
Shear
lbs
-26466.822
-28164.907
-30638.496
-35421.296
Page 5
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13HEIGHT.lpo
LPILE Plus for Windows, version 5.0 (5.0.1)
Analysis of Individual Piles and Drilled shafts
subjected to Lateral Loading Using the p-y method
(c) Copyrigght ENSOFT, Inc., 1985-2004
A11 Rights Reserved
This program is licensed to:
JOHN H. HART
COGGINS
Path
to
file locations:
C:\Documents and Settings\COGGINS AND SONS\My
Documents\2006JOBS\5117FOURSEASONS\
Name
of
input data file:
13HEIGHT.Ipd
Name
of
output file:
13HEIGHT.lpo
Name
of
plot output file:
13HEIGHT.Ipp
Name
of
runtime file:
13HEIGHT.lpr
Time and Date of Analysis
Date: August 28, 2006 Time: 12:32:32
Problem Title
FOUR SEASONS - 13' EXPSOED (12' EMBED)
Program Options
Units Used in computations - US Customary units, inches, pounds
Basic Program Options:
Analysis Type 1:
- Computation of Lateral Pile Response Using User-specified Constant EI
Computation Options:
- Only internally-generated p-y curves used in analysis
- Analysis does not use p-y multipliers (individual pile or shaft action only)
- Analysis assumes no shear resistance at pile tip
- Analysis includes automatic computation of pile-top deflection vs.
pile embedment length
- No computation of foundation stiffness matrix elements
- Output pile response for full length of pile
- Analysis assumes no soil movements acting on pile
- No additional p-y curves to be computed at user-specified depths
solution control Parameters:
Page 1
13HEIGHT.Ipo
- Number of pile increments = 52
- Maximum number of iterations allowed = 100
- Deflection tolerance for convergence = 1.0000E-05 in
- Maximum allowable deflection = 1.0000E+02 in
printing options:
- values of pile-head deflection, bending moment, shear force, and
soil reaction are printed for full length of pile.
- Printing Increment (spacing of output points) = 1
Pile Structural Properties and Geometry
Pile Length =
156.00 in
Depth of ground surface below top of pile =
.00 in
Slope angle of ground surface =
.00 deg.
Structural properties of pile defined using
2 points
Point Depth Pile Moment of
Pile
Modulus of
X Diameter Inertia
Area
Elasticity
in in in**4
-
Sq.in
lbs/Sq.in
1 0.0000 24.000 17270.0000
452.0000 3
2122019.000
2 156.0000 24.000 17270.0000
452.0000 3
2122019.000
Soil and Rock Layering
Information
The soil profile is modelled using 1 layers
Layer 1 is sand, p-y criteria by API RP-2A,
1987
Distance from top of pile to top of layer
= .000
in
Distance from top of
ppile to bottom of layer
= 156.000
in
p-y subgrade modulus
k for top of soil layer
= 250.000
lbs/in`*3
p-y subgrade modulus k for bottom of layer
= 250.000
lbs/in*3
(Depth of lowest layer extends .00 in below pile tip)
Effective unit weight of Soil VS. Depth
Distribution of effective unit weight of soil with depth
is defined using 2 points
Point gepth x Eff. unit weight
No in--- lbs/in *3
1 .00 .07500
2 156.00 .07500
Shear Strength of soils
Page 2
13HEIGHT.lpo
Distribution of shear strength parameters with depth
defined using 2 points
Point Depth x Cohesion c Angle of Friction E50 or RQD
No. in lbs/in**2 Deg. k_rm
1 .000 .00000 34.00
2 156.000 .00000 34.00
Notes:
(1) Cohesion = uniaxial compressive strength for rock materials.
(2) values of E50 are repported for clay strata.
(3) Default values will be generated for E50 when input values are 0.
(4) RQD and k_rm are reported only for weak rock strata.
Loading Type
Static loading criteria was used for computation of p-y curves
Pile-head Loading and Pile-head Fixity Conditions
Number of loads specified = 1
Load Case Number 1
Pile-head boundary conditions are shear and moment (BC Type 1)
Shear force at pile head = 27000.000 lbs
Bending moment at pile head = 1380000.000 in-lbs
Axial load at pile head = .000 lbs
Non-zero moment at pile head for this load case indicates the pile-head
may rotate under the applied pile-head loading, but is not a free-head
(zero moment) condition.
Computed values of Load Distribution and Deflection
for Lateral Loading for Load case Number 1
Pile-head boundary conditions are shear and moment (BC T e 1)
Specified shear force at pile head = 27000.000 lbs
Specified bending moment at pile head = 1380000.000 in-lbs
specified axial load at pile head = .000 lbs
Non-zero moment for this load case indicates the pile-head may rotate under
the applied pile-head loading, but is not a free-head (zero moment )condition.
Depth Deflect. Moment shear Slope Total Soil Res
x y M V S Stress p
in in lbs-in lbs Rad. lbs/in**2 lbs/in
Page 3
13HEIGHT.lpo
0.000
.158685
1.380E+06
-
27000.0000
-.001595
-
958.8882
0.0000
3.000
.153912
1.461E+06
26918.3121
-.001587
1015.1708
-54
4586
6.000
.149162
1.542E+06
26666.2625
-.001579
1071.1128
.
-113
5745
9.000
.144437
1.621E+06
26232.2619
-.001571
1126.3446
.
-175
7593
12.000
.139738
1.699E+06
25609.3135
-.001562
1180.4772
.
-239
5396
15.000
.135067
1.775E+06
24794.6197
-.001552
1233.1118
.
-303
5896
18.000
.130424
1.848E+06
23789.1189
-.001542
1283.8479
.
-366
7443
21.000
.125812
1.917E+06
22597.0018
-.001532
1332.2906
.
-428
0004
24.000
.121231
1.983E+06
21225.2402
-.001522
1378.0566
.
-486
5073
27.000
.116681
2.045E+06
19683.1502
-.001511
1420.7803
.
-541
5527
30.000
.112165
2.101E+06
17982.0005
-.001500
1460.1172
.
-592
5471
33.000
.107684
2.153E+06
16134.6710
-.001488
1495.7487
.
-639.0059
36.000
.103237
2.198E+06
14155.3628
-.001476
1527.3840
-680.5330
39.000
.098825
2.238E+06
12059.3557
-.001464
1554.7635
-716.8051
42.000
.094450
2.271E+06
9862.8137
-.001452
1577.6604
-747.5563
45.000
.090112
2.297E+06
7582.6333
-.001440
1595.8823
-772.5640
48.000
.085811
2.316E+06
5236.3352
-.001427
1609.2730
-791.6348
51.000
.081548
2.328E+06
2841.9984
-.001415
1617.7130
-804.5897
54.000
.077322
2.333E+06
418.2427
-.001402
1621.1215
-811.2474
57.000
.073135
2.331E+06
-2015.7338
-.001390
1619.4567
-811.4035
60.000
.068985
2.321E+06
-4440.0434
-.001377
1612.7177
-804.8029
63.000
.064873
2.304E+06
-6833.8941
-.001365
1600.9458
-791.0976
66.000
.060798
2.280E+06
-9231.6122
-.001352
1584.2267
-807.3811
69.000
.056760
2.249E+06
-11666.3014
-.001340
1562.4585
-815.7450
72.000
.052759
2.210E+06
-14113.6406
-.001328
1535.5890
-815.8145
75.000
.048793
2.164E+06
-16548.4219
-.001316
1503.6176
-807.3731
78.000
.044863
2.111E+06
-18945.0065
-.001304
1466.5973
-790.3499
81.000
.040967
2.050E+06
-21277.7331
-.001293
1424.6344
-764.8011
84.000
.037104
1.983E+06
-23521.2663
-.001282
1377.8887
-730.8876
87.000
.033273
1.909E+06
-25650.8758
-.001272
1326.5724
-688
8520
90.000
.029473
1.829E+06
-27642.6474
-.001262
1270.9482
.
-638.9958
93.000
.025703
1.743E+06
-29473.6288
-.001252
1211.3280
-581.6585
96.000
.021961
1.652E+06
-31121.9165
-.001243
1148.0703
-517.2000
99.000
.018246
1.557E+06
-32566.6948
-.001234
1081.5782
-445.9855
102.000
.014557
1.457E+06
-33788.2334
-.001226
1012.2972
-368.3736
105.000
.010890
1.354E+06
-34767.8555
-.001218
940.7124
-284.7079
108.000
.007246
1.248E+06
-35487.8834
-.001211
867.3472
-195.3107
111.000
.003622
1.141E+06
-35931.5688
-.001205
792.7606
-100.4796
114.000
1.70E-05
1.033E+06
-36083.0152
-.001199
717.5456
-.4847
117.000
-.003572
924416.5509
-35927.0954
-.001194
642.3277
104.4312
120.000
-.007145
817105.2050
-35449.3701
-.001189
567.7627
214.0523
123.000
-.010706
711720.3303
-34636.0082
-.001185
494.5364
328.1889
126.000
-.014254
609289.1559
-33473.7123
-.001181
423.3625
446.6750
129.000
-.017793
510878.0564
-31949.6503
-.001178
354.9819
569.3663
132.000
-.021324
417591.2538
-30051.3939
-.001176
290.1618
696.1380
135.000
-.024848
330569.6932
-27766.8638
-.001174
229.6952
826.8820
138.000
-.028366
250990.0709
-25084.2837
-.001172
174.3996
961.5047
141.000
-.031881
180063.9908
-21992.1406
-.001171
125.1168
1099.9241
144.000
-.035392
119037.2276
-18479.1525
-.001170
82.7126
1242.0679
147.000
-.038902
69189.0758
-14534.2442
-.001170
48.0758
1387.8710
150.000
-.042410
31831.7626
-10146.5283
-.001169
22.1182
1537.2730
153.000
-.045918
8309.9062
-5305.2938
-.001169
5.7741
1690.2167
156.000
-.049426
0.0000
0.0000
-.001169
0.0000
1846.6458
Output Ve
rification
:
Computed
forces and
moments are
within specified converg
ence limits.
Output Summary for Load Case No. 1:
Pile-head deflection = .15868541 in
Page 4
13HEIGHT.lpo
Computed slope at pile head = -.00159498
Maximum bending moment 2333064.025 lbs-in
maximum shear force -36083.015 lbs
Depth of maximum bending moment = 54.000 in
Depth of maximum shear force = 114.000 in
Number of iterations = 11
Number of zero deflection points = 1
- - summary -Of-Pile-head- Response
Definition of symbols for pile-head boundary conditions:
E
y = pile-head displacment, in
M = pile-head moment, lbs-in
v = pile-head shear force, lbs
S = pile-head slope, radians
R = rotational stiffness of pile-head, in-lbs/rad
BC Boundary Boundary Axial Pile Head maximum maximum
Type condition condition Load Deflection moment shear
1 2 lbs in in-lbs lbs
1 v= 27000.000 M= 1.38E+06 0.0000 .1587 2.333E+06 -36083.0152
Pile-head Deflection vs. Pile Length
Boundary condition Type 1, Shear and moment
shear =
Moment =
Axial Load =
Pile
Length
in
156.000
148.200
140.400
132.600
124.800
27000. lbs
1380000. in-lbs
0. lbs
Pile Head
Deflection
in
.15868541
.18796687
.23419204
.32191147
.59355185
Maximum
Moment
in-lbs
2333064.025
2303795.329
2279511.906
2262146.038
2255406.123
The analysis ended normally.
Maximum
shear
lbs
-36083.015
-38042.217
-40577.081
-44328.411
-51243.334
Page 5
ILA-
APPIINDIx «A„
REFERENCE MATERIAL AND CODES
SHORING DESIGN REFERENCE DOCUMENTS & BIBLIOGRAPHY
REFERENCE DESIGN CODES AND STANDARDS
1
Hj
•
COGGINS & SONS, INC., SHORING DESIGN REFERENCE MATERIALS
APRIL 16, 2002, BY STANLEY H. SMITH, PE AND JOHN H. HART, PE
SHORING DESIGN REFERENCE DOCUMENTS & BIBLIOGRAPHY
1) PECK, HANSON & THORNBURN, "FOUNDATION ENGINEERING", SECOND EDITION, 1973.
2) GROUND ANCHORS AND ANCHORED SYSTEMS, GEOTECHNICAL ENGINEERING CIRCULAR
NO. 4, FHWA OFFICE OF BRIDGE TECHNOLOGY, JUNE 1999.
3) JOSEPH E. BOWLES, "FOUNDATION ANALYSIS AND DESIGN", FOURTH AND FIFTH EDITIONS,
1988 & 1996.
4) BRAJA M. DAS, "PRINCIPLES OF FOUNDATION ENGINEERING", SECOND EDITION, 1990.
5) HOLTZ AND KOVACS, "AN INTRODUCTION TO GEOTECHNICAL ENGINEERING", 1981.
6) ROBERT M. KOERNER, "DESIGNING WITH GEOSYNTHETICS", THIRD EDITION, 1994.
7) NAVFAC 7.01, "SOIL MECHANICS", SEPTEMBER, 1986
8) NAVFAC 7.02, "FOUNDATIONS AND EARTH STRUCTURES", SEPTEMBER, 1986
9) HANNA, "FOUNDATIONS IN TENSION - GROUND ANCHORS".
10) FHWA/RD-82/047, "TIEBACKS", JULY 1982.
11) PTI, "POST-TENSIONING MANUAL', FIFTH EDITION, 1997.
12) PTI, "RECOMMENDATIONS FOR PRESTRESSED ROCK AND SOIL ANCHORS", THIRD EDITION,
1996.
13) ASCE, "SERVICEABILITY OF EARTH RETAINING STRUCTURES", GSP #42, 1994.
14) FHWA, FHWA-RD-75-128, "LATERAL SUPPORT SYSTEMS AND UNDERPINNING", APRIL 1976,
VOLUMES I, II, Ill.
15) ASCE, GEOTECH ICAL SPECIAL PUBICATION NO. 74, "GUIDELINES OF ENGINEERING
PRACTICE FOR BRACED AND TIED-BACK EXCAVATIONS".
16) CHEN & ASSOCIATES, "DESIGN OF LATERALLY LOADED PIERS", 1983.
17) ALAN MACNAB,"EARTH RETENTION SYSTEMS HANDBOOK", 2002.
SOIL NAILING REFERENCE DOCUMENTS & BIBLIOGRAPHY
1) ASCE,"SOIL NAILING AND REINFORCED SOIL WALLS", 1992.
2) FHWA/GOLDER PUBLICATION # FHWA-SA-96-069,"MANUAL FOR DESIGN AND
CONSTRUCTION MONITORING OF SOIL NAIL WALLS", NOVEMBER 1996.
3) ASCE,"GROUND IMPROVEMENT / GROUND REINFORCEMENT / GROUND TREATMENT'
SPECIAL PUBLICATION #69, JULY 1997.
4) XANTHAKOS, ABRAMSON & BRUCE,"GROUND CONTROL AND IMPROVEMENT', 1994.
SOFTWARE
1) CALIFORNIA DOT,"SNAIL PROGRAM", VERSION 2.11-PC VERSION.
2) RISA TECHNOLOGIES, "RISA-21) VERSION 4.0, RAPID INTERACTIVE STRUCTURAL ANALYSIS-
2D, FRAME ANALYSIS.
3) GEO-SLOPE International Ltd., "SLOPEIW", VERSION 5
REFERENCE DOCUMENTS
1)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "MANUAL OF STEEL CONSTRUCTION -
ALLOWABLE STRESS DESIGN", NINTH EDITION, 1989
2)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "MANUAL OF STEEL CONSTRUCTION -
LOAD AND RESISTANCE FACTOR DESIGN", THIRD EDITION, 2001
3)
ACI 381-99/318R-99, "BUILDING CODE AND COMMENTARY", 1999.
4)
ANSI/ASCE 7-95,"MINUVRJM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES".
5)
ACI,"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-99) AND
COMMENTARY (ACI 318R-99).
"
6)
ANSI/AF&PA NDS-1997,
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION'.
7)
ASCE,"STANDARD FOR LOAD AND RESISTANCE FACTOR DESIGN (LRFD) FOR ENGINEERED
WOOD CONSTRUCTION'.
APPENDIX "B"
LAGGING DESIGN CRITERIA & REFERENCES
•
0
COGGINS & SO
Caisson Drilling, Excavation Shoring, Tieback Anchors
TIMBER LAGGING DESIGN CRITERIA AND REFERENCES
Updated July 21, 2003
[I]
The design of lagging is primarily based upon experience and semi-empirical
relationships rather than by any rigorous analysis. Coggins & Sons, Inc. have been
utilizing thick rough sawn #2 Douglas fir lumber for many years as lagging. The %2"
diameter SAE Grade 2 lagging anchor bolts have been in use since 1994. This design has
been implemented successfully for numerous projects. From our experience, we have
determined the #2 Douglas fir can easily span 9'-0" in most soil conditions. On occasion,
the #2 Douglas fir can span 10'-0" in appropriate soils without any failure problems. We
have used 9'-0" typical spacing for numerous projects ranging from 10'-0" to 45'-0"
deep without any problems. Please see figures 1 through 3 for examples of our 9'-0"
spacing at various depths.
The criteria followed for lagging design is from three sources: "Earth Retention Systems
Handbook", FHWA Publication No. IF-99-016, "Ground Anchors and Anchored
Systems", June 1999 and FHWA-RD-75-128, "Lateral Support Systems and
Underpinning", April 1976, Volumes I, II, & III). All of these documents indicate the
timber lagging should not be designed, but rather based on experience and semi-empirical
rules. Goldberg has assembled a table in his report to the FHWA 1976 suggesting
lagging thicknesses for various types of soils (a copy can be seen in Table 1).
If a design analysis is attempted, it is suggested from the three references listed
previously to design the lagging for a soil pressure equal to 50 percent of the apparent
earth pressure. Coggin & Sons, Inc. experience indicates this is conservative in many
cases because of the "hard to estimate" arching affect behind the shoring wall. In
addition, we believe that most lagging will deflect to the point where the retained soils
will arch between the soldier piles and relieve the pressure on the lagging. Once a point
of equilibrium is reached, the deflection will stop.
The following two pages show results for estimated lagging design. In addition, excerpts
from the above-mentioned references and steel stud / #2 Douglas Fir strengths are shown.
9512 Titan Park Circle - Littleton, Colorado 80125 - (303) 791-9911 • FAX (303) 791-0967
http://cogginsandsons.uswestdex.com
FOUR SEASONS
LAGGING DESIGN
GIVEN:
SOIL TYPE:
SAND AND COBBLES
DESIGN PRESSURE (X)(h) (psf):
37
EXCAVATION DEPTH (ft):
13
SOLDIER BEAM SPACING (ft):
8.5
CLEAR SPAN (ft):
6.5
BOARD HEIGHT (in):
12
BOARD THICK (in):
3
FLEX. STRESS OF 72
DOUGLAS FIR (psi):
1200
FIND:
BENDING STRESS
1) COMPUTE MOMENT M = (w*(I^2)) / 8
w (psf) =
240.5
1 (ft) =
6.5
M (ft - =
1270
2) COMPUTE SECTION MODULUS S = (b*(h^2))/6
b (in) =
12
h (in) =
3
S (in^3) =
18
3) COMPUTE BENDING STRESS fb = M/S
E
O
z
c~
J
W
w
w
z
z
~
P
O =
RF U
(f) O
i~
F-
O
W
O
J
0
z
CD
CD
Q
0
z
Q
O
z
ry
O
z
V)
J
Q
U_
n
f-
Ll-
O
w
z
Q
•
Q J \ M J
mZ M x 2
z =
O U ►i O
N N d co
uj
IMF
DENVER MUSEUM
CLEAN, SAND
26' - 0" TO 28' - 0" EXCAVATION
9' -0" BEAM SPACING
T---L7, t.{YL t--- l
c.
DENVER MUSEUM
CLEAN, SAND
26' - 0" TO 28' - 0" EXCAVATION
9' - 0" BEAM SPACING
E
PORTOFINO
CLEAN,-SAND
30' - 0" EXCAVATION
- 0" BEAM SPACING
O~
O
Ah
W
Q
4)
14-4
as
•b^
c~
O
Q~
w
O
y
N
O
H
.b
4)
b
N
O
U
(V
a~
.03
03
H
> ,
o S
O
y
d r C c
N G l'! ~ G G
u pC GG E E 1
u N O S Q C i
v v ~ 1
7 ^
N n o o CA
N. h
00 ~
G
to
0o
ca
N ~
v u
o
c
rz 42
u °O• h h C a~
n
.N-. H
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E E to
00
U E co , OC h 00 .a
A v C 00 CD O h 00
,p >
V
C ...a w~•~Oc
C7~ ti x G~
72 w 3 x x ai U U U ? o
h U U . ] vi
U ~ V C7 ai U U ~ ~ o u
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h 3
h C o u ° a4
c y o o c ar u to,
d y C MO W w y y N •y .C .Vi A C•i CO
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C13 C-3
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0 3?
Uc U u ai Uv3 Uo U ~ C°n in3 U~ uuo
u ~ u
F P-4 ~
O ~~"~O v n
Ln ~
UO F~
A u
0
z
N
00
J
u c i °q oo a ° ° to o on o
P 4)
4~ Co
UcC a>> w 'o o x.0 O w
tu t4
o n .00 v w w y b M > v o4 ccd
0 00 4, bo -or-.
a o ti• v d a oo a ono oi°
V w O
y V cd .O t1. cd N «f
a 'q w y p cd 3 O r~ > cd .0 .fl F p v'
O
cad cVCa 'o C 'N V K E -d o ~ .O
wO w V q w 0 F~i b o W u cd 4, -0
o O 3 0 ~~c~ ab.°~ o u a
4) 0
C «S w~ <j O a> o a) bo y pp . ° a' •C 0 cOi
bo
u a~ cn
b
a on w
v s w ca a w u °
x n ap A A y - y a;
'o O c O V r pq ~ N 00 a~i O~ O
a, Z~ o a 0 3 a S o b o
u o w o>= co
u u 3
r a 11 V A w U V .O .D w L1. pq ' -P q 4)
y p H .40) cis v boo y w II w v, a~ a3i '`y ttU, a > 4) o ~ d a4i G ~
h O cp cd C
0 ow -0 00 • 00 U ° vpi U O v] o 4. ^ ^ ~ ° ~ ~ cd Q U
a r. cl w cd .S >0 V r 3 co
o oo V 3
° u n. oo O c~ V > w . 'A 'd •0 V ~o cu"
cd 6 cd x 4?
y o° ° c`di [ v E o
> W5 o o u, n
0 C)
o°$0
c cts o•3' 3 o o u oo 04 ca Cd
400 .0 0 V '0
a w V i 4) C7 0 o ai o0
u > w a> a o w r o v a ° C,3 Z o O cu c. w Q p+ m v'
t4, 4
ra V. N79. u C7 o_~'~ ooh N b o0
St, 'h o• u z o cd ono 0 o o ° 3 .0y
4L) Cd .0 ~ co = 0 b = ~ o Q cod o o~~o
O
O
"o 0 Z O 1 >.4
wr.~w vw
2 .!2 oo'N oo a ~
•3 ~
A` °v
cd N 4, a O
V U b O N
c~ 3 h bO l •0
> C*
p 00 id o ~ \i
ti)
u s~ v .~e 0
L7 wO N '27 > a) ♦ . • u
q of cNd w K • ♦ . • ♦ c
a) V
♦ ♦ T
_ P
W h .y N h O it ♦ ♦
VCCC C
co;
L1] oo VV+ rV Tom. N tV ((c •G
cls
cd .0
3 o
ic7 G a' O YC `
W
W
fJ
r
1-
a
n
n
O
C.
5
00
0.
H
uo'
0
S
'v
tt
ar
O
co
11
O O O
TABLE 11.1 Goldberg Zoino Chart (Courtesy of the Federal Highway Administration)
Values of Ncq
00 N A C0
7
0 N
O
m
O A
R
CL
CD o
0
CD
CD CO
N O
Recommended Thicknesses of
Unined
Logging"(roughcuf) got Clear Spans of:
Soil D•ecrlption
Classification
Depth
S.
6'
7'.-
It'.
10'
Silts or fine and and silt
ML
above water table
SM-ML
Sands and gravels (medium
OM. GP. CM,
0' to 25'
2'
7"
1"
J.
46'
4"
dense to dames).
,
GC, SW. SP, SM
Clays (stiff to very 2=.
CL, CH
25' to 60'
7"
3''
4"
4"
S•'
non-fissured.
Clays, medium cousfs-
CL, CH
tency and A < S.
Sande and silty sands,
SM. SP. SM
(loose).
-
Clayey sands (medium
SC
. 0' to 2S'
P
7'
4"
4"
S"
dense to dense) below
water table.
Clays, beavilyover-
CL, CH
2S' to 60'
7'
2"..
4"
4'
S"
S"
consolidated fissured.
Cobesionlees out or fine
ML; SM-ML
send and am below water
table.
Soft clays I ) 5.-
Cl. CH
0' to 15'
S"
7"
4"
5"
Slightly plastic silts
ML -
15' to 25,
7"
4"
S"
6"
below water table.
Clayey sand. (loose).
SC
25' to -l5'
4"
5"
6"
below water table.
K
C
F
F
W
6
C0
U
O
sf
N
a
a
.V.
{r
D
N
O
w
Oq
Note:
e
La the category of "potentially dangerous soils",
use of Lagging is questionable. -
N to
-Cho en O
N
j O
A
7
m
O -Al
7 O
R
CL
CD
40
CD o
CE)
N
Co
0
W~
F
z
O
F
~i
N
N
M
z
0
cN
A
a Q ti
l
a~
ti o ° a
L b 'Rf
N U w
C ~ ~ C
a
a
A A N
~ N M
a. R, ~ cy
a~
> a~
b w
V w
Fy ~
H ~
ca
w q
~F U
o
t o w
V (Q
~ v C.o
bQ '.O4 S` O O
v O
O v O ~
rZ3 CIS
O a a
G y
c
y ca ~ u q
Ei w° a ti ; o0 rci
-°o 0o O o ~ G
`o
Q
N
a'
a
E
V
Lur
n
N
V
00
C
bo
N
.ti
C~
w
. -
h
0g u H.o
G G
vi 'l7 C O N
C's N
A
. t a .U U O
om
- 8
c
cl
'
o
v
°4, y
4)
> 04
to U =
co
U
C4
h
O Eb
vO to
a 3 ^a
o
o
u a
w. o 0
4)
-0
N td O N
ct,
p .q
aU. p U w
_
3
b
a ~
a v fin s.. 7
s 74
U
a
~
N OA
rr'
o
3
cd a
4., h
°
a a~ N i
o a~
U
~ G
CIS
N • U N N
Z
ti
a
~O O
O to,
0-0
°
00
~ H
as i
t..
w
~ O
o
U N
w >
O h
v
w
O
o
a
~ w
Q
a y
h
A
3
~ w
o
t4 a~
C. y
V) N
c;
n
O
V)
w
a
ELL
LL
rn
Yw
r
a
0.
O
OG
a
0
U
z
w
W ca ti O
Y a
~F
cts
v o 3 a
00
o ~ a
y W p
30
U N
v o v 0
ai ' °U W
bo o
C: O U 0 N
4. q CIS 'a
N
o .~C O ~ O
Cd.~ co
o
z 0" 0'
y
o
o a ='ca
3 „
z
Q 3
0
C
W
o ~ ~ oo
u
x
~ ~ ~ 3 a
a~
w
~
w C
a~
c d M
O
cn °,0 3 ~'o
W
o o4 `r 3
oo
x ~ X 0
4 r.q w wo•o
o . o
o
o Cry .L' .-r u
O y
cd w
o G u "3 4.
oo 0 3 ,o
N y p y N
d
o
c
0 a o ~
41
y
O 30 C C
O r,
N U O
d0 iE Q co
q p w
. cd •.r
~
o b o o
3 ca c' to US q
v R. o 4)
w
a a~
3
ctl
_ o o a
in o
o c,3 00 o.) zi r. o6
3 y o nOi
w 0 r4
N
°
c
C) w CV
U
a>
N
~
C
c.
O cn~n CO
Z
U G ~
C'q
Q
a b b > w
~
oo cl ca
co
U •r. -p
c
L
Q
rn
C
L0 Q
mCO
~0
♦r
c
C C
.0 CL
0
(D m
00
N
U
W
.N
4.
C
C N
,u N
u 61
_3w
N
W
tNi 0
N
V V
O 0
C C
O
u 'd
u
b ~
N
a=_
~b
C C
r~
u C
~ a
u b
u 6
> c
V
u
.7
C7 co
m
N
m
a
L
W
w
c
Y
75
v
cr
C
d
b
v
N
0
v
5
'a
N
s
4
ti
0
~ u
sb
15
u
eo ~
= 3
A
C 4,
N O
c
Q =
x~
U
~ V
u
w Y.
. wi,. r11YVA-11--99-015
Obw
U.S.Department
of iroruportation
~eder~~. Highway
Administration
JUNE 1999
OITICIt. Or BRIDGE T C~INOLOGY
400.5
WENSTREET, $W
WASM'NGTON, DC 20590
GwacWiaeu EIJGIlVEF,RJNG CIlZCIIL4R Nn_ 4
For permanent walls and temporary walls that are considered critical, an allowable bending stress in
the soldier beam, K, of 0.55 Fr, where Fr is the yield stress of the steel, is recommended. Steel
sheet-pile and soldier beams are commonly either Grade 36 (Fy = 248 MPa) or Grade 54
MPa). For temporary SOB walls, a 20 percent increase in the allowable stress may be allowed for
positive wall bending moments between anchor locations; no allowable stress increase is
recommended for negative wall bending movements at the anchor locations. The required section
modulus S„ q, is calculated as:
S,.q _ M MU
(Equation 22)
Standard Sl units are S(mm3), M,,,.x (Mm), and f% (MPa). In most cases, several available steel
sdctions will typically meet this requirement. The actual wall section selected will be 'based on
contractor/owner preference, cost, constructability, and details of the anchor/wall connection.
When designing permanent anchored walls in relatively uniform competent materials, it is usually
only necessary to check the final stage of construction provided that: (1) the ground can develop
adequate passive resistance below the excavation to support the wall; (2) apparent earth pressure
diagrams are used to assess the loading on the wall; and (3) there is minimal over excavation below
each anchor level (FHWA-RD-97-130, 1998). For cases where there are large concentrated
surcharges or berms at the ground surface, it is prudent to check wall bending moments for the initial
cantilever stage (i.e., stage just prior to installation and lock-off of uppermost anchor).
Where the final excavation height is not the most critical condition, designers commonly use a
staged construction analysis where the maximum wall bending moment, wall deflections, and wall
embedment depth are evaluated for several stages of construction. An analysis is required for this
case since the maximum bending moment may occur at an intermediate stage of construction (i.e.,
before the final excavation depth is reached). Intermediate construction stages may be critical when:
(1) triangular earth pressure diagrams are used to design the wall; (2) the excavation extends
significantly below an anchor level prior to stressing that anchor, (3) a cutoff wall is used to maintain
the water level behind the wall; (4) the soil below the bottom of the excavation is weak resulting in
active earth pressures that are greater than available resistance provided by the toe of the wall; and
(5) structures are located near the wall.
5.4.2 Design of Lagging for Temporary Support
The thickness of temporary timber lagging for soldier beam and lagging walls is based primarily on
experience or semi-empirical rules. Table 12 presents recommended thicknesses of construction
grade lumber for temporary timber lagging. For temporary SOB walls, contractors may use other
lagging thicknesses provided they can demonstrate good performance of the lagging thickness for
walls constructed in similar ground.
Permanent timber lagging has been used in lieu of a concrete face to carry permanent wall loads. For
permanent applications, the timber grade and dimensions should be designed according to structural
guidelines. Several problems may exist for permanent timber lagging including: (1) need to provide
fire protection for the lagging; (2) limited service life for timber,, and (3) difficulty in providing
81
PB 257 .21C
Report No. FHWA-RO- 75-128
LATERAL SUPPORT SYSTEMS AND UNDERPINNING
Vol. I. Design and Construction
B. T. Goldberg, W. E. laworski, and M. D. Gordon
April 1976
Final Report
This document is available to the public
through the National Technical Information
Service, Springfield, Virginia 22161
NATIONAL YEVINICAL
Prepared for :INF.°RMAiF SER~ICE
1U. DEPARlMEMENF O Of COMMERCE
CE
SPRIN6fIEtD. rA. 21161
FEDERAL HIGHWAY ADMINISTRATION
Offices of Research & Development.
. ,
Washington, D.C. 20590
9.32 Wood La.
in
9.32.1 Wood Materials
United States is The most common wood used for lagging in the
construction grade lumber, usually rough
-cu
tural stress-graded lumber may be specified t. Struc-
Preferred woods are Douglas Fir or Southern Yellow ePine used.
which provide a desirable balance between flexural stren both of
formation modulus. gth and de-
May be used for wood Table 3 lists the properties of some woods that
the table is for nod lagging. The towable flexural stress stated
lal or repetitive use construction.
9.32.2 Arcldrg
the cont*entionnal .Experience has shown that lagging installed in
manner in most reasonably competent soils does
not receive the total earth pressure acting
pressure concentrates on the relatively s on the wall. The lateral
sure is a tiff soldier piles; less pres-
PPlied to the more flexible lagging between the soldier piles.
This redistribution of pressure, known as arch-
ing, is inherently related to the usual
lagging is manner of construction, The
behind the lagging gging supported to on the front flange; a slight Over-cut is made
facilitate placement of the boards; and the inter-
vening space behind the boards is filled with soil.
lagging is relatively A related phenomenon is that the pressure on
ly unaffected b de
the greater forces y It therefore follows that
associated with deeper excavations must be trans-
mitted through soldier piles.
3
+u~xaie s s
Lagging thickness design is based primarily
'Poll experience and/ox empirical rules.
amplitude of the pressure diagram with m One procedure is to vary the
sold-
ier pile and minimum pressure midway b axietmweenum the psoldierressure at pile the see
Lacroix and Jackson, 1972). Another Procedure is to reduce the basic
g am used in the design of bracing
applying a reduction factor. and/or tiebacks by
ing lagging for the B For example, Armento (1972), in design-
ARTD system, applied factor to the basic trapezoidal earth ressure diagram used for strut
design. The New York Transit Authority uses the basic pressure
-118-
Table 3. Strength properties for
typical grades of timber.
4L I
Wood Type and Grade
D-ouglas Fir Larch, surfaced
dry or surfaced green used at
max. 19% M. C.
Construction
Select Structural
c'
Doffs Fir South, surfaced
dry or surfaced green used at
max. 19% M. C.
Construction
Select Structural
Northern Pine, surfaced at 15°,
moisture content, used at 15%
max. 19% M. C.
Construction
Select Structural
Allowable
Flexural Stress
fb, psi
1200
2050
1150
1950
1050
1750
Southern Pine, surfaced at 15F2250
moisture content K. D. , used 15% max. M. C.
Construction
Select Structural 00
Modulus of
Elasticity
E, psi
1,500,000
11800,000
1,100,000
1,400,000
1,200,006
1,500,000
1, 500, 000
1,900,000
Southern Pine, surfaced dry,
used at max. 1970 M. C.
Construction
Select. Structural F2050
Depraveilablerom -
copY.
11400,000
1,800,000
W
T '
American Institute of Timber Construction, "Timber Construction
Manual", 2nd Edition, Wiley, 1974.
-119-
diagram but allows a 5o percent increase in the
stress of stress graded lumber. allowable flexural
9. 32.4 Recommended La
m Thickness
devel A table of recommended this
oped and is presented as Table 4. Since the table has been devn
elop-
ed on the basis of construction grade lumberj ustment
for stress- s are require
- graded lumber. , ad
d
are t lcauYeith The so-called "competent soils', shown herein
er granular with relatively high angles of inter
friction or stiff to ver s ti are those y ti
ff clays, Medium clays included in the table
with a ratio of
.
than 5. overburden stress to undrained strength of less
granular soils The category of 'idifficult soils" includes loose,
tendenc with low angles of internal friction and soils-y'to run when saturated_ having
Heavil a
clays are also included because the y have overconsolidated fissured
especially in deep excavations ave a tendency to expand laterally,
.
9.33 Dis lacements and Loss of Ground
9.33.1 General
are the soil i bmp°rtant factors contributing to ground loss
in zones immediately behind the la
of the lagging board itself. gg~g and the flexure
loss caused b The following discussion concerns ground
y the inherent characteristics of soldier pile walls, in
particular the teG}ques used in construction. The
not deal with overall deformations discussion of the retained earth mass, does
9. 33.2 Deflection of La
in
in Table 4 will generall The ~g~ board thicknesses recommended
Y maintain deflection to less than about 1 inch.
9. 33, 3 Overcut
by effective Movements caused by overcut are best controlled
Packi-ng of soil behind lagging. The most effective way of
each la am the soil into the space from the upperside of
ggZN board. If there is difficul
Sion innaterial r ty obtaining sufficient cohe-
fu,~ ammed in this manner and/or there is concern
ashout from groundwater action, the soil can be mixed
-120-
V
Table 4. Recommended thicknesses of wood lagging.
Sail Desc
ription
United
. Classification
Silts or fine and and silt
abov
ML
e water table
M
SM-ML
FA Sands and gravels (medium GW
. GP, CM.
N dense to dense)
.
GC
, Sw. SP, SM
N Clara (stiff to very stiff):
CL
CH
61 non-fissured.
,
04
Clays, medium consis-
CL
CH
t/ tency and yH
,
Su < S.
Sands and silty sands,
(loose).
SW. SP, SM
Clayey sands (medium
SC
dense to dense) below
N water table.
V Clays- heavily over-
CL
CH
consolidated fissured.
,
Q Cohesiooless silt or fine
sand and silt bel
.
h(I,; SM-ML
ow water
table.
S
Soft clay. uH > s.
CL, CH
O
z a Slightly plastic silts
y below water tabl
14W
ML
G
e.
Nz
Clayey s
<p
o ands (loose),
A
a
SC
'
" below water table.
s
Note:
t
la the category of "Potentfallr dangerous soils",
use of lagging is questionable.
I Recommended Thicknesses of
Depth 5Lagg~ (roughcut) for Clear Spans of:
' 81 9 10'
-0' to 25'
211
34t
311
3"
414
411
251 to 60'
3"
3"
3"
414
41'
511
0' to 25' I 3" 3" 3" 411 4" 5"
25' to 601 1 3" 3" 4" 4" 5" 514
O' to 15,
311
3"
4" 5"
15' to 25
314
411
.5" 6"
25' to 351-
4"
5"
6"
-121-
i ,
Ste.
P::.ei
WCNANICAL ANDMATERIAL REQUIREMENTS
FGk EXTERNALLY THREADED
FASTEgEPS--SAE J419 AUG83 SAE ~Sfalidatd
IS
IN" K the k. and Sad T ,
ar(IS+~ai Coassa+etee, approved January 1910. ckvcrdl ml striae ISM C Diruaiors 2!. Ilalmt 19e1. • ' ,
l t
pe 71tu SAF. Standard cure
for:sted b ts the medianical'and material re. Num: Previous issu
quirrmenls bolls, screws, studs, semss and U-bultss es dos etatldard e se covered n
used in separately in SAE J195 (A gdA 19..-67). luts, now core
' dutUmulive and related industries in-sizes.lo I % in indusive.
crew and mraslser 2; Dcriratiati i i
SFens: S y~,,,~ty •
f i • 2.1 Designation Srsltm~-(;ndcs ir drsignalcd bytnuMbety rrl
' U4 a"' -ft--"d bx (fih SAE Standard arc those used I,r ma7y b N,e arrptl,s „ increasing numbers rlptrsltt0itstrcasingatensile strength, and by dm,
related arras of rehidly:-For ld dedmals
rept'c"
U-WO as studs. Thus, specifstalioa Proposes. Ibis 'tasld*J. &M,
pGed• ( 'd1eer the ward of whole number w
"utsdr"•appeara, "U bull'" is also W. rariatitiima at the
strcttgth Icvd.'11te grade iWipations art diretm in.TAGle 1. .
load elitgivai., 60 6 Ilw* is tPr sud nAis 1 of1sat Ilthse -U. t .1.2 Grades-$olts anU screws asc normally aralabl j only in Gn
'
carrying -"c"t -f Ufa ar e =mw sizr attug kmd S. 5.2, 7. 8, attd 8:2; Studs are potsnally available;
i i d1b1'ld ddc**Ia4ed by !addle bad iesua ! . s 4. 5, 8, and 8.:1. GAd 5.1 is applicable to scmii only only i ill Cara
are I
T7 a-awcal .M aullt~ s A/te KKNT ICAUGH AtARmra iar. can, seREw>~ sjwx SEA% Am tl-parr , - ? I
, : ! trtls star 0.R
i•sl sf•da,owe of
i sarl•a C.r.
~+w•. st+d., s.aw sok4 screws, a" stall. tt4141oss ~lardaau'.
fr••l I '
sf n•u' T•wetl• l i
114r,drsi,l sl T-A.
per. O tad >;korall,
s11N+` stsvw~IG R•dacN•n j R•dcvr•N
New fr•ducts
g ► n is aX funs) 04-1) - (slr••s) EI•w~aN•nr •1Ikd• Radcarill 30H Osa1•
1 ' Mlw, ►•1 Min, Mt IM4 Pd % 1NIn, Y. ~M•,c Min Most
tNar4l,s~s
: . ; • i s, 1 /J ltaa 1.1/2. 330004 40 000
as ba 60 ooa 1 t ]5 f , - 170
grub N•n.
r
7 2 gobs, 114 9" Z%4, '
ssYrw2, 330004 71000 $7000 74000 le Zs gg0 gtoo
i Sludt oir 3141a 1-1/2 33 000 -
.10000 360004 60 000 Is 75. ,
170 10b rtoM
a Slid) 11I Aaa 1-
i/Z 631100. 113.000 100000 115000 10 33'
gab V a2 "z N l
es oob 120000 ' I - l
A 3 f! Screws, t errr 1 92000 12000 11 75 . 1 :34 -125 CZ4 -
swd, ai.r 1 b 1-1n 74000 103060
I I r 1 , j 1
; 41000 103 000 a asj j sa Cl? C:)6 S*ft I
f,l i bait r' -Nd. d lRrar 5/0 03 000 120000
I
S9-Sr C23 ' C4 j
I Screws N'. d 111" 1/2 I I i i.j 1 r
'3.T 1/r Naa 1 '
Strews I 05000 120 000 92 000 120 000 11 751 j Sd C26 C36
i j
' 7e cobs 1/I Ifa+l 1.1/2 • . ' ~ ,
Screws ; 105 000 133000 113 000 - 133 000 12 j C20
ZSI 51 I l i .
i
l~ , 4 V Smi$ 1 %1 Ilp+, 1.1/2
sieds 120 000 - 150 000 130 000 150 000 12 35I . ( 38.3 pJ CZ f I / .
:•,;i.t~ stad+ 114 Mau 1-1n
1 120000 150 000 130 000 150 two 10 93' cat rJe Nan.
e.4 '
ell t/a N,,,, 1 120000 150000 130000 150000 1o 9.5 I 5e-6 ' cat
screws 120000 130 ODO 130000 150000 to 9.5 50.6 C33
1
ield she„plh j, styet s of ~.fikh a ,
or
4 Yield'potnl slwq Pera,anenl set of 0.2% of tape knplh arccvrs• ,
e Grade Z ie apply haled of yl'U skenglh at 0.2% offsel. , i
+egakemrnls q'drensenls sizes 111 16--
3 14 to ,apply only b bdlt and J&wl d in and rhorler to and to duds d 01i ten9tla. Far 00911 and screws b'
apply. ~0d+ raper Mraa d k,.
Grade S 6k, cn hear keeled bei«e ons-"r with a IKxdened wiz het h an acceplaWe substitute. Cxad
`Grad. 7 oohs and screw, ore rot Geoded alter heat keotment. '
`See Took 6 tar pope knob..
tie' wosiier head and heir
57.5. 0""" Pr•docls without assembldd w•+Mrs shop have • care hosdnes, not e,iceedng RodweM CSB an
Semi and sin d a sartau hardden not •kraedinp Roclw•p Z,
• , _J ' .l
See (oolnola (~;odocts wilhoot wadler,•
llal q:prica4k to tlvd, or+blled end aosr
lest, recot+ Mod ProducU.
4 Prod food Re9Nadot, in Ilwse grades 001f
arr,ly torhess r~Gered Prodvcl,.
4.01
,
DICKMAN-HINES NUMBER COMPANY
P.O. BOX 6137, FEDERAL WAY, WA 98063
PHONE 2534386790 FAX 253.838.3569
Memo
February 29, 2000
COGGINS & SONS DRILLING From. MIKE COOK
8512 TITAN PARK CIRCLE
LITTLETON, CO 80125
Attn. LARRY
PHOW6. 303 781&911 FAX:303-7910967
Re: Bending Design Values for 3 x 12
The Adjusted Fb for Doug Fir # 2 is 1,250 Psi
The Adjusted Fb for Hem Fir # 2 is 1,175 Psi
These figures rePresent the minimum design value allowed for straight # 2 Grade. In
both cases the lumber
provided is # 2 & Btr, with the amount of "better" varying from
manufacturer to manufacturer. We know that the Hem-Fir from this manufacturer has
all of the higher grades left in it, meaning that the Percentage of 91 and Select
Structural grades in the mix i$ higher than In the Doug Fir-_ therefore, one can
reasonably equate the overall strength of the two species to be very dose.
OTE: Fb ( Exteme fiber in bending) to meet or exceed the abov"fter-
sdiustments for size, repetitive member, and flaWse use. Fb may
be rounded to the nearest 25 or 50 Psi inorement, according to
ASThf Designation; D 24,5 Section 6. i.
MIKE COOK
Dickman-Hines Lumber Co.
TO/To -'4 ~ocr orn
NOTICE TO PERMITTEE: You must notify owner or operator of underground utility facilities at least two (2) business days prior to making or beginning
excavations in the vicinity of such facilities, as required under Section 9-15-103, Colorado Revised Statutes. CALL UTILITY NOTIFICATION CENTER OF
COLORADO (UNCC/CDOT), 1-800-922-1987/(970) 248-7230, FOR MARKING OF MEMBER UTILITIES.. CONTACT NON-MEMBER UTILITIES DIRECTLY
NATURE OF ACTIVITY INSTALL SOIL NAILS FOR FOUNDATION SUPPORT AND TEMPARY DEWATERING WELLS. THIS WORK
IS BEING DONE UNDER A LEASE AGREEMENT WITH CDOT RIGHT OF WAY SECTION. ALL TERMS AND CONDITIONS OF
THIS AGREEMENT SHALL BE FOLLOWED.
LOCATION: State Hwy. No.070A Frontage Rd County EAGLE City/Town VAIL
Mile paint(s) 175wro IntPT rt•ng F •at rg(c)• Cnt[TH FR(INTACF RC)An AT FXIT 176RnliNnARnITT
Other Location Information
ADDITIONAL REMARKS CURRENT INSURANCE CERTIFICATE ON FILE.
the Department) The
and conmtlons of tnis
Any work shall only be in accordance with the special provisions and other applicable details as set forth in this permit and its attachments.
The CDOT Inspector is: LARRY DUNGAN
Work is to be completed on or before: 8/15/06 Ext. to 11/15/06
Telephone (970)845-8816 Fax(970)845-8816
or within days, (as applicable)
Work time restrictions: DAYLIGHT HOURS ONLY, NO WEEKENDS OR HOLIDAYS.
(ALSO SEE ATTACHED STANDARD PROVISIONS, AND ADDITIONAL SPECIAL PROVISIONS), (TRAFFIC CONTROL MUST CONFORM TO THE MUTCD)
Other:
Permittee is prohibited from commencing any activity within highway ROW prior to issuance of a fully endorsed and validated permit.
Permit, insurance certificate(s), and traffic control plan must be available on site during work. High visibility vests are required at all times
during working hours.
COLORADO DEPARTMENT OF TRANSPORTATION
SPECIAL USE PERMIT ❑LANDSCAPE XXXGENRAL CONSTN ❑SURVEY ❑OTHER ( )
PERMITTEE R
Name
ECEIVED
DEPARTMENT USE ONLY
Date issued 12/19/05
BLACK DIAMOND RESORTS-VAIL, LLC
Permit # 12,878
Address
S.H.# 070A Frontage Rd. M.P. 175mm
50 SOUTH 6TH STREET, SUITE 1480 f
District 03
MINNEAPOLIS, MN 55402 y`
Section 02
Telephone (612)313-0123 Representative: DOUG HIPSKIND
Patrol 2MARY4
1. Your request to perform the work as described above is granted subject to the terms and conditions of this permit, including the Standard and Special
Provisions as shown on the permit and all attachments hereto.
2. To the extent authorized by law, the Permittee shall indemnify, save, and hold harmless the State, its employees and agents, against any and all claims,
damages, liability, and court awards including costs, expenses, and attorney fees incurred as a result of any act or omission by the Permittee, or its
employees, agents, subcontractors or assignees pursuant to the terms of this permit.
3. Failure by the Permittee to comply with any of the included terms or conditions may subject this permit to suspension or cancellation, at the discretion of
the Department of Transportation.
4. THIS PERMIT IS NOT VALID UNTIL FULLY ENDORSED BY ALL PARTIES, WITH DATE OF ISSUE AFFIXED BY AN AUTHORIZED
REPRESENTATIVE OF THE DEPARTMENT. A FULLY EXECUTED COPY OF THIS PERMIT MUST BE ON FILE AT THE TRANSPORTATION
REGION OFFICE.
5. In accepting this permit the undersigned, representing the Permittee, verifies that he or she has the authority to sign for and bind the Permittee, and that
he or she has read, understands and accepts all the included conditions.
Attested Date I Signature Date
~TiilieC
I t 4G ER 27t' 4 X%\ - Jti1.d? t.fr l t .G
I rrS Mw-1 A. ell , , I r t~t3 ►.sgL
('0I OR %D0 DFPARTNIF.NT OF TRANSPORTATION BY, A<. Date of issue
( hii l I n~inrc; I<i•~;~u;al I ; :u;yn;; ~.;~nn; I)i;.. I~~ .r';i. 1 '
•
1273
VAIL DEVELOPMENT LLC
50 SOUTH 6TH STREET, STE. 1480
MINNEAPOLIS, MN 55402 17_1
DATE- 0
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Minneapolis, MN 55479
wellsfargocom AA
FOR 70~~- N~+.u- ~i~SE +t4R~~MFNG'
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PROPERTY MGMT.NO.
NO: PROJECT FAP-25-A(1)
LOCATION: South Side of 1-70 South Frontage
Road, West of Vail Road, Vail, Colorado
LEASE AGREEMENT
(Vacant Land)
THIS LEASE AGREEMENT made and entered into this day of by and
between the State of Colorado acting by and through the Colorado Department of Transportation, CDOT,
hereinafter referred to as "Lessor", and Vail Development, LLC and its successors hereinafter referred to
as "Lessee".
WITNESSETH:
NOW, THEREFORE, in consideration of the mutual promises contained herein, the parties hereto agree
as follows:
1. PREMISES, Lessor hereby leases and demises unto Lessee the Premises, hereinafter referred
to as "Premises" located at along the south side of the 1-70 South Frontage Road and west of Vail Road
in Vail, Colorado. The Premises, known and described as Parcel L-101, Project FAP-25-A(1) includes
approximately 18,990 square feet of land area; the leased Premises being as shown on the plat
attached hereto, made a part hereof and marked "Exhibit A.
2. TERM The term of this lease shall begin at 12 noon on June 1, 2006 and end at 12 noon on May
31, 2011, subject to the cancellation and termination provisions herein.
3. RENT. Lessee shall pay $ 100.00 per (month) or per (year) as rent on the first of each month or
annual period during the term hereof. The first payment shall be due upon signing of the lease.
Payments shall be made payable to the Colorado Department of Transportation at:
Colo. Dept. of Transportation
C/o Accounting Receipts & Deposits
4201 East Arkansas Ave., Rm. 212
Denver, CO 80222
or at such place as Lessor from time to time designates by notice as provided herein.
In the event Lessor has not received the rental installment hereunder on or before the tenth (10) day of
the month when due, a late charge of five percent (5%) of the total installment will be assessed to the
Lessee for that month and each succeeding month the payment is not received on or before the 10th day
of that month. In the event the Lessee for a rental installment tenders a check, and it is returned to
Lessor for insufficient funds, Lessee agrees to pay administrative charges to Lessor of Twenty Dollars
($20.00). Both Lessor and Lessee agree that acceptance by the Lessor of the late payment does not
waive Lessor's right to declare Lessee in default of this Lease Agreement.
4. USE. It is understood and agreed that the that the Lessee intends to use the Premises only for
installation of 12 "de-watering" wells and 643 "soil nails". The Premises may not be used for any other
purpose without the specific written prior permission of the Lessor. Any other use of the Premises shall
constitute material breach of this Lease and may cause this lease to terminate immediately at the
Lessor's option.
Rev.3/06
Page 1 of 8
5. TAXES, UTILITIES, MAINTENANCE AND OTHER EXPENSES. It is understood and agreed that
this Lease shall be an absolute Net Lease with respect to Lessor, and that all taxes, assessments,
insurance, utilities and other operating costs and the cost of all maintenance, repairs, and improvements,
and all other direct costs, charges and expenses of any kind whatsoever respecting the Premises shall be
borne by Lessee and not by the Lessor so that the rental return to Lessor shall not be reduced, offset or
diminished directly or indirectly by any cost or charge. Lessee shall maintain the Premises in good repair
and in tenable condition free of trash and debris during the term of this lease. Lessor shall have the right
to enter the Premises at any time for the purpose of making necessary inspections.
6. HOLD HARMLESS. The Lessee shall save, indemnify and hold harmless the Lessor and FHWA
for any liability for damage or loss to persons or property resulting from Lessee's occupancy or use of the
Premises.
7. OWNERSHIP. The State of Colorado is the owner or the Premises. Lessor warrants and
represents himself to be the authorized agent of the State of Colorado for the purposes of granting this
Lease.
8. LEASE ASSIGNMENT. Lessee shall not assign this Lease and shall not sublet the demised
Premises without specific written permission of the Lessor and will not permit the use of said Premises to
anyone, other than Lessee, its agents or employees, without the prior written consent of Lessor.
9. APPLICABLE LAW. The laws of the State of Colorado and rules and regulations issued pursuant
thereto shall be applied in the interpretation, execution and enforcement of this Lease. Any provision of
this Lease, whether or not incorporated herein by reference, which provides for arbitration by any extra-
judicial body or person or which is otherwise in conflict with said laws, rules and regulations shall be
considered null and void. Nothing contained in any provision incorporated herein by reference which
purports to negate this or any other special provision in whole or in part shall be valid or enforceable or
available in any action at law whether by way of compliant, defense or otherwise. Any provision rendered
null and void by the operation of this provision will not invalidate the remainder of this Lease to the extent
that this agreement is capable of execution.
10. CANCELLATION. Both parties understand that at any time before the scheduled expiration of
the term of this Lease, Lessor has the right to cancel the lease without liability by giving the Lessee
90 days written notice of its intention to cancel the Lease. The notice shall be hand delivered, posted on
the Premises, or sent to the Lessee, at the address of the Lessee contained herein by Certified Mail,
return receipt requested. This Lease may also be canceled by the Lessee by giving the Lessor 90 days
written notice of their intent to do so and after receiving permission of the Lessor to remove, and having
removed all soil noils and filling and capping all de-watering wells.
11. COMPLETE AGREEMENT. This Lease, including all exhibits, supersedes any and all prior
written or oral agreements and there are no covenants, conditions or agreements between the parties
except as set forth herein. No prior or contemporaneous addition, deletion, or other amendment hereto
shall have any force or affect whatsoever unless embodied herein in writing. No subsequent novation,
renewal, addition, deletion or other amendment hereto shall have any force or effect unless embodied in
a written contract executed and approved pursuant to the State Fiscal Rules.
12. CAPTIONS, CONSTRUCTION, AND LEASE EFFECT. The captions and headings used in this
Lease are for identification only, and shall be disregarded in any construction of the lease provisions. All
of the terms of this Lease shall inure to the benefit of and be binding upon the respective heirs,
successors, and assigns of both the Lessor and the Lessee. If any provision of this Lease shall be
determined to be invalid, illegal, or without force by a court of law or rendered so by legislative act then
the remaining provisions of this Lease shall remain in full force and effect.
Rev.3/06
Page 2 of 8
13. NO BENEFICIAL INTEREST. The signatories aver that to their knowledge, no state employee
has any personal or beneficial interest whatsoever in the service or property described herein.
14. NO VIOLATION OF LAW. The Lessee shall not commit, nor permit the commission of, any act or
thing, which shall be a violation of any ordinance of the municipality, City, County, or of any law of the
State of Colorado or the United States. The Lessee shall not use the Premises for any manner, which
shall constitute a nuisance or public annoyance. The signatories hereto aver that they are familiar with
18-8-301, et seq., (Bribery and Corrupt Influences) and 18-8-401, et seq., (Abuse of Public Office),
C.R.S., as amended, and that no violation of such provisions is present. The signatories aver that to their
knowledge, no state employee has any personal or beneficial interest whatsoever in the service or
property described herein.
15. NOTICE. Any notice required or permitted by this Lease may be delivered in person or sent by
registered or certified mail, return receipt requested, to the party at the address as hereinafter provided,
and if sent by mail it shall be effective when posted in the U.S. Mail Depository with sufficient postage
attached thereto:
LESSOR:
Colo. Dept. of Transportation
Property Management Manager
15285 S. Golden Rd., Bldg. 47
Golden, Colorado 80401
LESSEE:
Vail Development, LLC
c/o Black Diamond Resort - Vail, LLC
50 S. Sixth Street, Suite 1480
Minneapolois, MN 55402
Notice of change of address shall be treated as any other notice. The Lessee warrants that the address
listed above is the Lessee's current mailing address and that the Lessee will notify the Lessor in writing of
any changes in that address within ten (10) days of such change.
16. HOLDING OVER. If the Lessor allows the Lessee to occupy or use the Premises after the
expiration or sooner termination of this Lease, the Lessee becomes a Holdover Tenant and shall be a
month-to-month Lessee subject to all the laws of the State of Colorado applicable to such tenancy. The
rent to be paid by Lessee during such continued occupancy shall be the same being paid by Lessee as of
the date of expiration or sooner termination. Lessor and Lessee each hereby agree to give the other
party at least thirty (30) days written notice prior to termination of this holdover tenancy.
17. CHIEF ENGINEER'S APPROVAL. This Lease shall not be deemed valid until it has been
approved by the Chief Engineer of the Colorado Department of Transportation and by the Lessee.
18. HAZARDOUS MATERIALS. The Lessee agrees to defend, indemnify and hold harmless the
Lessor and any employees, agents, contractors, and officials of the Lessor against any and all damages,
claims, liability, loss, fines or expenses, including attorney's fees and litigation costs, related to the
presence, disposal, release or clean-up of any contaminants, hazardous materials or pollutants on, over,
under, from or affecting the property subject to this Lease, which contaminants or hazardous materials
the Lessee or its employees, agents, contractors or officials has caused to be located, disposed, or
released on the property. The Lessee shall also be responsible for all damages, claims and liability to the
soil, water, vegetation, buildings or personal property located thereon as well as any personal injury or
property damage related to such contaminants or hazardous materials.
19. NO NEW PERMANENT STRUCTURES OR IMPROVEMENTS. No new permanent structures or
improvements of any kind, other than those described in Section 2 of this lease, shall be erected or
moved upon the Premises by the Lessee without the express written prior permission of the Lessor. Any
Rev.3/06
Page 3 of 8
such structure or improvement erected or moved upon the Premises without the express written consent
of the Lessor may be immediately removed by the Lessor at the expense of the Lessee. Further, any
structures, improvements or items of any kind remaining on the Premises at the termination of the Lease
will be considered abandoned by the Lessee and may be immediately removed by Lessor at the Lessee's
expense; provided, howver, that abandonment of the soil nails is anticipated by this agreement and
conpensation for any future removeal is provided for in Section 23 below and such abandonment of the
soil nails shall not in and of itself require the immediate removal of the soil nails by Lessor.
20. BINDING AGREEMENT. This Lease shall be binding upon and inure to the benefit of the
partners, heirs, executors, administrators, and successors of the respective parties hereto.
21. DEFAULT. If: (1) Lessee shall fail to pay any rent or other sum payable hereunder for a period of
10 days after the same is due; (2) Lessee shall fail to observe, keep or perform any of the other terms,
agreements or conditions contained herein or in regulations to be observed or performed by Lessee and
such default continues for a period of 30 days after notice by Lessor; (3) This Lease or any interest of
Lessee hereunder shall be levied upon by any attachment or execution, then any such event shall
constitute an event of default by Lessee. Upon the occurrence of any event of default by Lessee
hereunder, Lessor may, at its option and without any further notice or demand, in addition to any other
rights and remedies given hereunder or by law, do any of the following:
(a) Lessor shall have the right, so long as such default continues, to give notice of termination to
Lessee. On the date specified in such notice (which shall not be less than 3 days after the giving of such
notice) this Lease shall terminate.
(b) In the event of any such termination of this Lease, Lessor may then or at any time thereafter,
re-enter the Premises and remove there from all persons and property and again repossess and enjoy
the Premises, without prejudice to any other remedies that Lessor may have by reason of Lessee's
default or of such termination.
(c) The amount of damages which Lessor may recover in event of such termination shall include,
without limitation, (1) the amount at the time of award of unpaid rental earned and other sums owed by
Lessee to Lessor hereunder, as of the time of termination, together with interest thereon as provided in
this Lease, (2) all legal expenses and other related costs incurred by Lessor following Lessee's default
including reasonable attorneys' fees incurred in collecting any amount owed hereunder (3) any damages
to the property beyond its present condition.
(d) Upon the Lessee's failure to remove its personal property from the Premises after the
expiration of the term of this Lease, (with the exception of the soil nails that will remain) Lessor may in its
sole discretion, without notice to or demand upon Lessee, remove, sell or dispose of any and all personal
property located on the Premises. Lessee waives all claims for damages that may be caused by Lessor's
removal of property as herein provided.
22. INSURANCE. (Revised 2006 per State Controller Requirements)
(a) The Lessee shall obtain and maintain, at all times during the duration of this Lease,
insurance in the kinds and amounts detailed below. The Lessee shall require any Contractor working for
them on the Premises to obtain like coverage. The following insurance requirements must be in effect
during the entire term of the Lease. Lessee shall, at it sole cost and expense, obtain insurance on its
inventory, equipment and all other personal property located on the Premises against loss resulting from
fire, theft or other casualty.
Rev.3/06
Page 4 of 8
(b) Workers' Compensation Insurance as required by State statute, and Employer's Liability
Insurance covering all employees acting within the course and scope of their employment and work on
the activities authorized by this Lease in Paragraph 4.
(c) Commercial General Liability Insurance written on ISO occurrence form CG 00 01 10/93
or equivalent, covering Premises operations, fire damage, independent Consultants, blanket contractual
liability, personal injury, and advertising liability with minimum limits as follows:
1. $1,000,000 each occurrence;
2. $2,000,000 general aggregate;
3. $50,000 any one fire.
If any aggregate limit is reduced below, $1,000,000 because of claims made or paid, the Lessee,
or as applicable, its Contractor, shall immediately obtain additional insurance to restore the full
aggregate limit and furnish to CDOT a certificate or other document satisfactory to CDOT
showing compliance with this provision.
(d) If any operations are anticipated that might in any way result in the creation of a pollution
exposure, Lessee shall also provide Pollution Legal Liability Insurance with minimum limits of liability of
$1,000,000 Each Claim and $1,000,000 Annual Aggregate. CDOT shall be named as an Additional
Insured to the Pollution Legal Liability policy. The Policy shall be written on a Claims Made form, with an
extended reporting period of at least two year following finalization of the Lease.
(e) Umbrella or Excess Liability Insurance with minimum limits of $1,000,000. This policy
shall become primary (drop down) in the event the primary Liability Policy limits are impaired or
exhausted. The Policy shall be written on an Occurrence form and shall be following form of the primary.
The following form Excess Liability shall include CDOT as an Additional Insured.
(f) CDOT shall be named as Additional Insured on the Commercial General Liability
Insurance policy. Coverage required by the Lease will be primary over any insurance or self-insurance
program carried by the State of Colorado.
(g) The Insurance shall include provisions preventing cancellation or non-renewal without at
least 30 days prior notice to CDOT by certified mail to the address contained in this document.
(h) The insurance policies related to the Lease shall include clauses stating that each carrier
will waive all rights of recovery, under subrogation or otherwise, against CDOT, its agencies, institutions,
organizations, officers, agents, employees and volunteers.
(i) All policies evidencing the insurance coverage required hereunder shall be issued by
insurance companies satisfactory to CDOT.
(j) In order for this lease to be executed, the Lessee, or as applicable, their Contractor, shall
provide certificates showing insurance coverage required by this Lease to CDOT prior to the execution of
this lease. No later than 30 days prior to the expiration date of any such coverage, the Lessee or
Contractor shall deliver to the Notice Address of CDOT certificates of insurance evidencing renewals
thereof. At any time during the term of this Lease, CDOT may request in writing, and the Lessee or
Contractor shall thereupon within 10 days supply to CDOT, evidence satisfactory to CDOT of compliance
with the provisions of this section. Insurance coverage must be in effect or this lease is in default.
(k) Notwithstanding subsection (a.) of this section, if the Lessee is a "public entity' within the
meaning of the Colorado Governmental Immunity Act CRS 24-10-101, et seq., as amended ("Act'), the
Rev.3/06
Page 5 of 8
Lessee shall at all times during the term of this Lease maintain only such liability insurance, by
commercial policy or self-insurance, as is necessary to meet its liabilities under the Act. Upon request by
CDOT, the Lessee shall show proof of such insurance satisfactory to CDOT. Public entity Lessees are
not required to name CDOT as an Additional Insured.
(I) If the Lessee engages a Contractor to act independently from the Lessee on the Premises,
that Contractor shall be required to provide an endorsement naming CDOT as an Additional Insured on
their Commercial General Liability, and Umbrella or Excess Liability policies.
23. ADDITIONAL PROVISIONS.
The Lessee proposes to install "soil nails" and "de-watering" wells in the parcel described above, and as
shown on Sheet XBS-2 of the construction plans by Coggins & Sons, Inc. Shoring Contracts of Littleton,
Colorado, dated 9/9/05 as attached hereto. The purpose of the proposed installation is to shore up the
Lessor's property subsequent to excavation of the Lessee's adjoining property and to prevent water
seepage into the excavated area. The "soil nails" shall remain in the subsurface of the Lessor's property
until they are removed by or with the permission of the Lessor; but in no event shall the soil nails be
removed prior to the end of the term of the Lease Ageement. The "de-watering" wells shall be filled and
capped in accordance with local, State and Federal regulations, laws and guidelines/standards before the
end of the term of this lease.
(a) The payment for this lease will consist of two parts:
(i) The first part is that described in Section 3 and shall be fixed for a period of FIVE (5)
YEARS or 60 monthly payments.
(ii) The second part of the payment consists of ONE PAYMENT of $48,225.00, due upon
signing of this lease, which is the calculated current cost of removing the soil nails during
excavation and is based on 643 nails at $75.00 per nail. Any addition or subtraction of the
number of nails shall be reflected in the total amount of this payment on the basis of $75.00 per
nail. This payment is agreed upon between the parties to be the total amount to be paid by the
Lessee to offset any future costs of removal of the soil nails by the Lessor.
(b) The Lessee has represented to the Lessor that their building is freestanding and not
dependent upon the soil nails for support. The Lessee therefore agrees that they will have no legal
recourse against the Lessor, it's agents or Permitees if during the responsible removal of the soil nails the
Lessee's property is damaged due to lack of support.
(c) The Lessee further agrees that it will indemnify the Lessor for any damages incurred by
Permittees of the Lessor, if during the normal course of their business their equipment or facilities are
damaged in connection with the installation of the soil nails or de-watering wells on the Premises.
i. The Lessee acknowledges that it is aware of the existing utilities in the area to be
leased and agrees that it will submit plans of its proposed installations to the affected utility
companies for review and concurrence. The Lessee further agrees that it will provide the Lessor
with copies of written documentation from each utility that they have reviewed the proposed
installation and concur with the plans to avoid and protect the existing utilities and to mitigate any
damages. Such documentation will be submitted to Lessor prior to any work being conducted on
the Premises by Lessee.
ii. The Lessee agrees that it will not damage utility facilities presently existing and will
repair at its cost such facilities if damage occurs due to its work within the right of way. Lessee
further agrees that it will indemnify and hold harmless the Lessor and all utility companies
presently occupying the right of way as a consequence of Lessee's action.
Rev.3/06
Page 6 of 8
(d) The designer of the shoring system, Coggins & Sons, Inc. of Littleton, Colorado has required
regular monitoring of the excavation during construction. The Lessee agrees to include the Lessor in the
distribution list for the results of the monitoring. Monitoring results will be sent in a timely manner to
CDOT Materials and Geotechnical Branch
Attention: Mark Vessely.
4201 East Arkansas Avenue.
Denver, CO 80222
970-618-3284
(e) Lessee further agrees to provide prompt notification of any indications of failure, including
but not limited to soil or pavement cracking, to the party noted above and to the following parties,
James Pitkin, Senior Supervisor
970-471-1242
Larry Dungan, Vail TM-III
970-845-8816 Office
970-471-9768 Cell
David Lykins
970-845-1027 Office
970-401-2326 Cell
Co
Rev.3/06
Page 7 of 8
r6
IN WITNESS WHEREOF, the parties hereto have executed this lease agreement on the day and year
first above written.
LESSEE:
Vail Development, LLC
(Full Legal Name)
(If Corporation) By
Attest (Seal) (Nam ~'Dou4uas C. ~pSy-~rJU
Title l Ge- MA'- p 4 C- }2-
By
20 - 12l '7 2-9 4
Federal Tax Identification Number
) ss
COUNTY OF gyp' V~ )
The foregoing instrument was subscribed and sworn to before me this 1/1-ayof
Secretary
"Yt ink Sa
STATE OF E6L-9R )
by
Witness my hand and official seal.
My commission expires
_x
NOtAiF~4• ~;€.l.4~: 4N;9!~~~,,~P,TrRt
My c.~.~•. ~aet~~, ;t3 , X683
Address:
ATTEST:
CSC-t-.,✓ '
Notary Public
50' s. S ixi-h 5;+ s}c Nzo r Mills, K41v s540 7.
LESSOR:
COLORADO DEPARTMENT OF
TRANSPORTATION
DOUGLAS W. BENNETT CRAIG SIRACUSA, P.E.
Chief Clerk for Right of Way Chief Engineer
Rev.3/06
Page 8 of 8
TOWN OF VAIL
TOW APPLICATION FOR REVOCABLE PERMIT TO ERECTOR
MAINTAIN IMPROVEMENTS ON A PUBLIC RIGHT-Of-
WAY
*THIS FORM CANNOT BE REDUCED
(PLEASE TYPE) TYPES OF IMPROVEMENTS
Fence
Wall
Landscaping
Other t>~I N~Ir,s
OWNER OF PROPERTY IZISOtCrS -V,+ it-_ I- I-C
ADDRESS 550 se'c{7-tl S/ X-Z2 _5RE S~~ ATE /fit-y
M11VA1Eqlacis, M .0) 5`1Z?ZZ
LEGAL DESCRIPTION OF PROPERTY TO BE SERVED:
LOT BLOCK SUBDIVISION
(If necessary, attach description on separate sheet).
Corner lot
Inside lot
DETAILED DESCRIPTION OF STRUCTURE OR ITEM(s) INTO RIGHT-OF-WAY:
soi- Ivn 1 L 11w5.rni_L_,t-'t7cAj BG~~ ~H vAll- RaA-D rWIE5 r'
'.51DC- Of VA-4-
Does structure presently exist? /VC'
Proposed date for commencement of construction 10- 0&
In consideration of the issuance of a revocable permit for the structure above indicated, applicant
agrees as follows:
1. That the structure herein authorized on a revocable permit basis is restricted exclusively to the land above
described.
2. That the permit is limited specifically to the type of structure described in this application.
3. That the applicant shall notify the Project Planner and Public Works Department, or their duly authorized
agent, twenty-four hours in advance of the time for commencement of construction, in order that proper
inspection may be made by the Town.
4. The applicant agrees to indemnify and hold harmless the Town of Vail, its officers, employees and agents
against all liability, claims and demands on account of injury, loss or damage, including without limitation
claims arising from bodily injury, personal injury, sickness, disease, death, property loss or damage, or any
other loss of any kind whatsoever, which arise out of or are in any manner connected with applicant's
activities pursuant to this permit, if such injury, loss, or damage is caused in whole or in part by, or is claimed
to be caused in whole or in part by, the act, omission, error, professional error, mistake, negligence or other
fault of the applicant, his contractor or subcontractor or any officer, employee or representative of the
applicant, his contractor or his subcontractor. The applicant agrees to investigate, handle respond to, and to
provide defense for and defend against, any such liability, claims, or demands at the sole expense of the
applicant. The applicant also agrees to bear all expenses relating thereto, including court costs and
Revised 08/04/04
F:\Users\cdev\FORMS\PERMITS\Revcable ROW Permit doc
attorney's fees, whether or not any such liability, claims, or demands alleged are groundless, false, or
fraudulent.
Applicant agrees to procure and maintain, at its own cost, a policy or policies of insurance sufficient to ensure
against all liability claims, demands and other obligations assumed by the applicant pursuant to this
Paragraph 4.
Applicants further agree to release the Town of Vail, its officers, agents and employees from any and all
liability, claims, demands, or actions or causes of actions whatsoever arising out of any damage, loss or injury
to the applicant or to the applicant's property caused by the Town of Vail, its officers, agents and employees
while engaged in maintenance or snow removal activities or any other activities whatsoever on Town of Vail
property, streets, sidewalks, or rights-of-way.
5. That the permit may be revoked whenever it is determined that the encroachment, obstruction, or other
structure constitutes a nuisance, destroys or impairs the use of the right-of-way by the public, constitutes a
traffic hazard, or the property upon which the encroachment, obstruction, or structure exists is required for
use by the public; or it may be revoked at any time for any reason deemed sufficient by the Town of Vail.
6. That the applicant will remove, at his expense, the encroachment, obstruction, or structure within ten days
after receiving notice of any revocation of said permit.
7. That the applicant agrees to maintain any landscaping associated with the encroachment on the right-of-way.
8. That in the event said removal of the encroachment, obstruction, or structure is not accomplished within ten
days, the Town is hereby authorized to remove same and have the right to make an assessment against the
property and collect the costs or removal in the same manner as general taxes are collected.
9. That the applicant has read and understands all of the terms and conditions set forth in this application.
10. The Revocable Right-of-way Permit fee is $35.00; $11.00 of the fee pays for Eagle County Clerk and
L Recorder recording. Make checks payable to Town of Vail.
11. Special conditions:
Signature of Property Owner Date
(If joint ownership, both signatures)
Signature of Property Owner Date
(If joint ownership, both signatures)
APPROVED:
Project Planner
Department of Public Works
Revised 08/04/04
F:\Users\cdev\FORMS\PERMITS\Revcable ROW Permit.doc
C EXHIBIT A
LEGAL DESCRIPTION OF VAIL PROPERTY
A part of Lots A, B and C of Amended Map of Sheet 1 of 2 of Vail Village, Second Filing, Eagle
County, Colorado, being more particularly described as follows:
Commencing at the Northeast corner of Section 7, Township 5 South, Range 80 West of the
Sixth Principal Meridian; thence along the East line of the Northeast Quarter of the Northeast
Quarter of said Section 7, and referring all bearings contained herein to said line, SO0°09'28"W,
a distance of 39.20 feet; thence departing said line N79°08'45"W, a distance of 25.44 feet to the
Northeast corner of said Lot A and the Point of Beginning of the herein described parcel of land;
thence along the East line of said Lot A and the West right-of way line of Vail Road (50' wide)
SO0°09'28"W, a distance of 125.00 feet; thence continue along said line SO0°09'28"W, a
distance of 29.15 feet to the Northeast corner of Condominium Map for the Holiday House as
recorded in Book 229 at Page 936; thence along the North and West boundaries of said
Condominium Map. The following five (5) courses and distances:
1) N73°43'44"W, 156.13 feet;
2) S28°00'55"E, 67.00 feet;
3) S61°59'05"W, 18.27 feet;
4) S28°00'55"E, 86.00 feet;
to, 5) S74°12'22"W, 101.49 feet to intersect the North right-of-way line of West Meadow
Drive (50' wide); thence along said right-of-way line the following two (2) courses and
distances:
1) N67°34'08"W, 264.42 feet;
2) 58.51 feet along the arc of a curve to the left having a radius of 525.00', a central angle of
6°23'09" and a chord which bears N70°45'43"W, 58.48' to the Southwest corner of said
Lot C;
thence along the West line of said Lot C N10°51' 15"E, a distance of 251.25 feet to the
Northwest corner of said Lot C; thence along the North line of said Lot C S79°08'45"E, a
distance of 300.00 feet to the Northeast corner a said Lot C and the Northwest corner of said Lot
A; thence along the North line of said Lot A S79°08'45"E, a distance of 152.65 feet to the Point
of Beginning.
Containing 118765 square feet or 2.726 acres of land more or less.
Bearings are based on State Plane Coordinates, Colorado Central Zone.
0
{ 104772.DOC}
LOT
FOUR SEASONS RESORTS
VAR, COLORADO
m
A-
STATE OF COLORADO
Bill Owens, Governor
Douglas H. Benevento, Executive Director
Dedicated to protecting and improving the health and environment of the people of Colorado
4300 Cherry Creek Dr. S.
Denver, Colorado 80246-1530
Phone (303) 692-2000
TDD Line (303) 691-7700
Located in Glendale, Colorado
http://www.cdphe.state.co.us
November 1, 2005
Douglas Hipskind, Owner
Vail Development, LLC
50 S. 6th Street
Minneapolis, MN 55402
Laboratory Services Division
8100 Lowry Blvd.
Denver, Colorado 80230-6928
(303) 692-3090
OF SOLO
1876
Colorado Department
of Public Health
and Environment
RE: Certification, Colorado Wastewater Discharge Permit System:
Permit Number: COG-070000, Facility Number: COG-072055
Dear Mr. Hipskind:
Enclosed please find a copy of your certification which was issued under the Colorado Water Quality Control Act.
You are legally obligated to comply with all terms and conditions of the permit and certifications.
Please read the permit and if you have any questions contact this office at (303) 692-3590.
Sincerely,
Debbie Jessop, Administrative Assistant
Water Quality Protection Section
WATER QUALITY CONTROL DIVISION
xc: Regional Council of Government
Eagle County, Local County Health Department
Mark Kadnuck/Andy Poirot, District Engineer, WQCD
Permit File
Permit Fees File
PAYMENT IS DUE UPON RECEIPT OF THE PERMIT/CERTIFICATION
PLEASE WRITE YOUR PERMIT NUMBER ON YOUR CHECK TO ENSURE PROPER CREDIT
PERMIT # COG-0720-55
a . -
FOUR SEASONS RESORTS
VAIL, COLORADO
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HOLIDAY HOUSE
FOUR SEASONS RESORT
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CONSTRUCTION DE WATERING PROJECT
COG-072055
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PAGE 19
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PAGE 18
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Permit No. COR-030000
Facility No. COR-038447
PAGE 1 of 17
CERTIFICATION
CDPS GENERAL PERMIT
STORMWATER DISCHARGES ASSOCIATED WITH
CONSTRUCTION
Construction Activity: The construction activity includes demolition of existing buildings and
construction of a new building with parking.
This permit specifically authorizes: Vail Development, L•LC
to discharge stormwater from the facility identified as Four Seasons
which is located at: 13 Vail Road & 28 S. Frontage
Vail, Co 81657
latitude 39/38/45, longitude 106/23/30 in Eagle County
Gore Creek to: Colorado River
effective: 06/2 8 /2005
Annual Fee: $270.00 (DO NOT PAY NOW. You will receive a prorated bill.)
0