HomeMy WebLinkAboutB12-0615NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES
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Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657
p. 970.479.2139, f. 970.479.2452, inpsections 970.479.2149
COMBINATION BLDG PERMIT Permit #: B12-0615
Project #: PRJ12-0288
Job Address: Applied.....: 12/04/2012
Location......: TRACT E(ENCROACHMENT AGREEMENT) Issued. ..: 01/02/2013
Parcel No....: 210108242011
OWNER MILL CREEK PROPERTY LLC 12/04/2012
5310 WARD RD
STE G1
ARVADA
CO 80002-0829
APPLICANT GEORGE SHAEFFER CONSTRUCTION 12/04/2012 Phone: 970-845-5656
PO BOX 373
VAI L
CO 81658
License: C000003084
CONTRACTOR GEORGE SHAEFFER CONSTRUCTION 12/04/2012
PO BOX 373
VAI L
CO 81658
License: C000003084
Phone: 970-845-5656
Description:
USE OF TRACT E FOR MATERIAL STORAGE ,GRADING PERMIT FOR NEW
CONSTRUCTION OF A SINGLE FAMILY RESIDENCE (CURRENTLY A/B
PARCELS).
Occupancy:
Type Construction:
Valuation: $150,000.00
....................................................................,.....,.,..,.,. FEE SUMMARY ......._.................,......,_...,,..�............,.._..,,,....,.....,,.___
Building Permit -----------> $1,273.75 Bldg Plan Check ----------> $827.94 Use Tax Fee-----------------------> $2,800.00
Electrical Permit ---------> $0.00 Elec Plan Check -----------> $0.00 Restuarant Plan Review--------> $0.00
Mechanical Permit ------> $0.00 Mech Plan Check ---------> $0.00 Additional Fees--------------------> $2,805.00)
Plumbing Permit --------> $0.00 Plmb Plan Check ---------> $0.00 Recreation Fee--------------------> $0.00
Investigation-----------------------> $0.00
Will Call------------------------------> $5.00
TOTAL PERMIT FEES--------------> $2,101.69
Payments-------------------------------> $2�101.69
BALANCE DUE------------------------> $0.00
..............................x...,........,......�.........,,«...............................,...........,..�........,....,..,...............,..............«.........................
DECLARATIONS
I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure
according to the town's zoning and subdivision codes, design review approved, International Building and Residential Codes and
other ordinances of the Town applicable thereto.
REQUESTS FOR INSPECTION SHALL BE MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149
OR AT OUR OFFICE FROM 8:00 AM - 4:00 PM.
combination permit_012811
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CONDITIONS OF APPROVAL TO BE MET PRIOR TO FINAL SIGN OFF
Permit #: 612-0615 Address:
Owner: MILL CREEK PROPERTY LLC Location:
TRACT E (ENCROACHMENT AGREEMENT)
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combination permit_012811
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REQUIRED INSPECTIONS AND STATUSES
Permit #: 612-0615 Address:
Owner: MILL CREEK PROPERTY LLC Location:
TRACT E (ENCROACHMENT AGREEMENT)
******«*******«****************�******«««*******************«***.,***,***,..***************«***.,**************..***�**««««********„***********«*********
Item: 00542 PLAN-FINAL
Item: 00543 PW FINAL
Item: 00090 BLDG-Final
combination permit_012811
*********************+****************+*****+******+******+****+****************************
TOWN OF VAIL, COLORADOCopy Reprinted on 01-02-2013 at 12:10:25 O1/02/2013
Statement
***********+***************************************************�**************************�*
Statement Number: R120001944 Amount: $2,101.69 12/04/201209:49 AM
Payment Method: Check Init: DR
Notation: CK# 106897
GEORGE SHAEFFER CONST CO
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Permit No: B12-0615 Type: COMBINATION BLDG PERMIT
Parcel No: 2101-082-4201-1
Site Address:
Location: TRACT E (ENCROACHMENT AGREEMENT)
Total Fees: $2,101.69
This Payment: $2,101.69 Total ALL Pmts: 52,101.69
Balance: $0.00
***********+*****************************************************+**************************
ACCOUNT ITEM LIST:
Account Code Description Current Pmts
-------------------- ------------------------------ ------------
BP 00100003111100 BUILDING PERMIT FEES 1,273.75
PF 00100003112300 PLAN CHECK FEES 827.94
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TOWN OF VAIL `
Project Street Address:
303/305 Mill Creek Circle
(Number) (Street)
Building/Complex Name:
Contractor Information
Department of Community Development
75 South Frontage Road
Vail, CO 81657
I Tel: 970-479-2128
www.vailgov.com
Development Review Coordinator
BUILDING PERMITAPPLICATION
(Separate applications are required for alarm & sprinkler)
EastNVest
(Suite #)
Business Name: George Shaeffer Construction Company
Business Address: PO Box 373
City Vail State: C� Zip: $1658
Contact Name: Mitch Sturde
Contact Phone: 970-390-5605
Contact E-Mail: mitchs@gsconco.com
I hereby acknowledge that I have read this application, filled out
in full the information required, completed an accurate plot plan,
and state that all the information as required is correct. I agree to
comply with the information and plot plan, to comply with all Town
ordinances and state laws, and to build this structure according to
the town's zoning and subdivision codes, design review ap-
proved, International Building and Residential Codes and other
ordinanc t i a le thereto.
X
Owner/Owner's Representative Signature (Required)
Applicant Information
Applicant Name: Mitch Sturde
Applicant Phone: 9�0-390-5605
Applicant E-Mail: mitchs@gsconco.com
Project Information Mill Creek Property LLC
Owner Name:
Parcel #: 210108248004 (East) & 210108248003 (West)
(For Parcel #, contact Eagle County Assessors Office at (970328-8640 or visit
www. eag leeounty. us/patie)
For Oftice Use Only:
Fee Paid:�'a1 O\ leq
Received From: �E� � — ST
Cash Check # O�l ��
' CC: Visa / MC Last 4 CC # exp date:
I Auth #
Project #: 'Y�J l d "
DRB #: ��1.� •�.��r i �� e.
Building Permit #: � � oc — � lU' �
Lot #: Block # Subdivision:
Work Class: New (Oj Addition (�j Alteration (�
Type of Building:
Single-Family �j Duplex �j Multi-Family (Oj
Commercial (Oj Other �jGrading Permit
Work Type: Interior � Exterior �i Both �
Valuation of
Work Included Plans Included Work
Electrical �Yes O)No OYes QNo
Mechanical �Yes O)No QYes �No
Plumbing �Yes QjNo �Yes �}No
Building �Yes �No �Yes �No
Value of all work being performed: $������
(value based on IBC Section 109.3 8 IRC Section 108.3�
Electrical Square Footage
Detailed Scope and Location of Work:
Dewatering, Soil Retention, Excavation in Preperation
of new single family residence construction
, � _. � : • 1 . " i
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(use additional sheet if necessary)
Date Received: � v � � " �
D
DEC 0 3 Zp1Z
TOWN OF VAIL
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�, DEC 2 8 1UiZ � E
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AGREEMENT PERMITTING ENCROACHME�IT j"� �QF VAIL.
1
BENEFITING LOT 3, PARCELS A AND B, VAIL VILLAC'iE ������-`------�----�-__ ..
ThisAGREEMENTP�RMITTING� ROACHMENT BENEFITING (this "Agreeme��t")
is made as of the �r _ day of � z- - � �
2a12 by and betwcen THE VAiL
CORPORATIUN, a Colorado co�potation ("VaiP'), and MILL, CREEK PROPERTY, LLG, a
Colorado Iimited liability caEnpai�y ("Ownet"},
RECITALS
A, Ownei is the owize� of certain real piopeity located in Vail Viilage Filing l, Eagle
County, Colo�ado wit[� legai descc°iption of:
Lot 3, Block 1, Parcel A., Vail Villaga Filii�g 1 according to the plat iecoicied on Februax�y
2�, 1986 at �ook 0436, Page 0982, Parcel No, 2109-082-48-003, 305 Mill Creek Citcle,
Vail, Colorado, and
Lot 3, Block 1, T'atcel B, Vai1 Viltage Filing 1 according to the plat recoi°ded �n February
24, 1986 at Book 04"36, Page 0982 being Parcel No.. 210t•082-48-�04, 303 Mill Creek
Circle, Vail, Colorado (the "Premises").
g, Vail is the owner of Vail Village Filing 5, Tract E, accoi�ding to the recorded ptats
thereof, County of Eagie, State of Coloiado lying actjacent ta the Ptemises {the "VA Land").
C., A site suiwey plan f'oi° improvements to be located oy� the pcemises (tlze "Plan"}
prapared by Ceres+ Landscape Arcliitecture ("�xl�ibit A"} is attached heieto and made a part Lteieof
by reference,
D, Ex(�ibit A af' the Plan sl�aws tl�at ce�taits vegetative landsct�ping elements are to be
located on the VA Land, specifically riees and sliruUs, a heated plth and ielated iriigation (the
"Improvements").
E. Vail is willing to pei�i�it the Improvements to e�lcioacl; onto the VA Land i�t
coiisideration of ceita'tn unde�takings by Owner as set forth lierein and subject to tl�e teims and
piavisians of this Agzeement.
AGREEMBNT
NOW, THEREFORE, in consideration of the Recitals, the nlutual pramises contaitied herein
and othei good anct valuable conside�ation the i�eceipt and sufficiency of which is hereby
ack��owledged, the paities agree as follaws:
Vail heieby gl'auts its conse�tt to the existence and use of !he lmproventents ovet,
uiidei, abave and tl�►oE�gt� d�e VA�L���tst nto tl e IVA I.and s stiictly 1 nited aatl e Impiove�nents
The right to consh'uet the In�pto
which encroach onto tlie VA Land as depicteci on the Plan.
The encioachmen# iighis gcanted by tlus Agree�nent shall be siiictly Iirr�ited io and
solely for (i) the maintenance, replacement and t�se of the Improvements as depicted on #he Plan,
(ii} the benefit of'Ownec, and its g«ests, tenants and invitees (collectively, tl�e "Permittees") and (iii)
tliose activifies i°easonabl,y necessary %t fhe peifvtmance of tl�e obligations undertaken by Owner
under fhis Agi�eeineni
Acceptance of the encroachnient rights by Owner sha(1 consfitute Owner's agieement
and consent as follows:
3. Imp��ovenients. (a) '�lie Imp��ovements shall be maintained, replaced and aperated at
all tin�es (i) by �wner at �wnez°s sole cflst and expense, and Ownei shall beai° �Sl risk of loss o�°
damage wi#h iespect tl�eieto and (ii) in co�npliance with ail applicable local, state a��d fedei�al
regiilatoiy autlioiities. Fuitlzei°, Ownei� agrees to keep the Imp�ovamerits in good ordez, condition,
i°epair and appea��ance
(b) The Imp�ovements constiucted and insta(ied by Uwner shall i°emain tl�e piopeity, and
therefore the r�esponsihiiity, oi Ownei; ptovided, hawevei, titat �wi�er hereby agrees that the
Impi�ovenients are adjacetit ta a reca°eation path (the "Path"), a�id 4wnec hereby covenants not to
impede, hi�idei° or halt use of tlie Patli by pedestiians and/or non-�motot�ized vehicles, e.g., bicycles,
includi�ig but �iot limited to allowing the a�plicable In�provements in tl3e vicinity of ttie Path to
overgrow tI�e Pati� o� caF�sing watec to spray over the Path during daytiine o�• eaiiy evening hours in
the iti�igation of tha applicable Improvements..
(c} Any dainage oi loss to the Imp�ovetnents c�used by or aiising fi�om Vail's use af'the
VA Land shafl be %aine by Owne�� at Owne�'s sole cost and expe�ise, Not�vithstanding anything in
tliis Agreen�ent, Ownei• specifcally �cknowledges a�id agiees that tlie Improvements and any
poztio�i of the i�npiavements, can ouly be installed on the VA Land as designated on said Exhibit A
also known as the Ai�ea of Ericroact�nent, Mo��eover; any impc�ovement iitstalled oi� #he VA I.and is
suhject to i�emova! by Vait oc by Propeity Owner if diiected by Vttil, at Pi°ope��ty Ownei's sole cost
and expense
{d) Under no circumstances whatsoeve� shall the Imp�avements oi° Any adclitional
itnprovements [as defined in this subpac�agrap�t (d)] encroac[a onto the �IA Land except as provided
herein and except as sho�vn on the Plan wit�iout the prioi wtitten consent of Vail, "Additionat
Impiovements" shall include but a►�e not limited to any fu�tfie� imps�ovement locatecl on the VA
Land not contemplated and not app��oved in this Agr�eement,
(e) No tr�ees s�ialt l�e removed fi�om tlie VA Land
(f) Owner hereby covenants and agi•ees that Owner shall bear ali costs with respect to
ai�y di�aivage o� at(iei malfiinctiou caused by oi atisiug o�it of ihe design, canst��uctioli, maintenance,
oi iriigation of'tlie Impi�ovements, including but not li�nited to The slope failure or ove�flow of'wate��
fioni iirigation of'the applicable Impi°ove�nents.
(g) Owner si�all notiiy Vail of completion of the Impi�ovements and Vail shall have the
right to co�iduct a field ieview of the completed Iinpraventents. OwneFS slzall make any
ad'}ustnieuts to the Impiovements as directed by Vail
2,. Reveisi�u, At such tit�le a�id i�i the event the Improvemei�ts and the enci�oachment
iights thereto shall be abandoned, Ownei s i�eal pz'operty inteiest puis«ant to this Agreement shali
automatically �eveit to and be thereaf'te� meiged wit1� the VA Land, In suclz evsnt, Owne� shall, at
its sale cost and expense, pi�epare and exe�ute such documentation th�t Vail deems necessa�y oi
appi�op� iate to effect sucl� ��eve� sion in a foim and ca o f 1�� ���C unty �(=oloi doe�In ihe ev tx# the
thei�eaftei be a�ecoided in the real ptoperty �ecords g
Impravemenis and the encroachment iights the�eto ai°e abandoned, Owner shail zemove, oi cause to
be relnoved, the Inipiove�nents (and atl of' Ownar's personal propecty, if' any) fiom the VA Land.
3. Indemni 4wi�ai' sgrees to inde�nalify, defend and hold hatmless Vail, its subsidiaiies
and affiliates, agents, of�'icers, diiectois, seivants �nd e�nployees of and from any and all liability,
claims, liens, desnands, actio�is ffnd cacises oiaction whatsoevei a�ising o�rt of oF �•elated to any loss,
cost, damage or injucy, including death, o#� any pai"soi� oc dainage to propecty o£ any �Cind resulting
in coc3nection with the use, existenca, and eneroachment of' the Improve�nents onto the VA Land,
including without limi#ation, (1) those caused by Owner's ope��ations or the znisconduct or negligent
acts, arrois or omissions of' Ownar, its subconts•actois, tlie Pein�ittees oi any pe�son diiectly oi
indi�ectly employed by tlieni, oi any of then�, while engaged in aziy activity an the Tmpt�ovements or
tlie VA Land, and (2) those caused by the design, const�uction, opeiat'tan, and ii�iigation of tlie
Imp�ovements whethei aeeuriing duritig eonstructioi� of tlie Impcovements or a# any time tliei�eaftez ,
4, Insuiance. OwneE, on behalf of itself; its successois and assigns shall, at all times,
have izt effect a policy of general comprei�ei�sive liability insuY�iice i�amiug Vaii as named insured
in the a�notmt of $2,OOU,000 pex occu�'eence coveiing loss, damage or injui,y caused by ot atising
fro�n t3�e constcuction, maintenance oi use af the Improveinents on the VA Land Stich insnrance
sl�all pk�ovide that any canceltation, reductiatt in amotYilt oi n�ateiial change in coveiage shall be
effect'sve only upos� 30 days piior waitten notice to Vail and only witl� Vail's consent, at Vail's sote
discre#ions. Owner shall fui�nish Vail with a certificate af insuiance evidencing sucl� policy and
Vail's being n�jned additional insured,
5. Eneroach�nent App«itenant. Suf�ject to the p�ovisions of� Paiag�aph b lZe�°eof' and
unless terininated as provided in Paragraphs 2 and 9 he�eof; the encY�oachment rigtits shall iun with
tlle land and shall be appwte�iant �°d b nefits af tlie enetoaciunent iight ntnde�tl is Ag�eementhatl
automatically transfer the buidens a
�. Retention of Ri l� I�Iotwithstandi��g anything to the conh�aiy in tlie Agreement,
Vail specifically retains a11 its right, title and intei'est in and to the VA Lai�d.
7. Successois at�d Assi�ns, Tlte teims, covenants and cof�ditions o�' this Agieement
shall be binding an and inuce to tlie benefit of the successors and assigns of'all paities heieto.
8. I�Eo Lie}is, �wner shall not cause, saf'fer oi pei�nit any mechaiuc's, materialman's or
other liens to attach ta o� be recorded a�ai��st the VA Land in conciection with the work to be
peifotmed by Owne�� undei tI�'ss Agreei�3ent anc�/oi the maintenance oi replacen�ent of the
Icnprovements by Ow�ier, In the eve��t diat auy rnecl�anic's lien is filed against ti�e VA Land iu
connection with tha Improveineitts, Owner agiees to diligenfly cause such lien io be ieleased in tiie
puhiic a�ecoids eithei by payment to tlie lienor or, if such Iien is in dispute, by p�-oviding a bond
puisuu�t to fhe pt�ovisions o#' §§ 38-22-13I �nd I32, C.R,S, as amended and in effect at tlie time of
the lien, rurther�, Owner shalt indemnif'y and hold Vail and tile VA Land harmless from any lass,
cost oc� tiabilit,y arising out ofoc iizcuii�ed in connection witli any iiens
9. Default This Agreeme�at shall be in fa�ll force and effect foi �s long as Ownea�
is in comptiance with the te�n�s of t(iis Agi�eetnent; however, if any of the conditions of tl�is
Agi�eeineut fail io occin o� if' any obligatio��s ate bi°eacl�ed by Owne; or if' Owne� is in any way in
default he�eunder (collectively, the "DefaulN'}, tlien, upon written notice fioaz� Vail to Uwne► of a
Defautt, Ownei sl�all liave the ��ight to cw�e t(�e Default w'stliin a pei�iod af ninety (90} days. If
Owner cuies the Default, wa�itten notice of st�ch cur�e shaEl be pr�ovided by Vail Tf Ownei does not
cui�e the Defatxlt witivn sucli a�inety days, tl�eti this ,Agreement shal# be considered terminated by its
teims and automatically beco►ne null and void and of no furthei #arce and effect, and Ownei slia!!
have no encroactunent t°ights hereunder, and, fitrtiier, Ownec �gcees to execute sucli clocuments as
ni�y be necessaty ot� desiiable ta effect the ter�uination of this Agi�eement.
1Q, EntiE�e A�reemei�t, Tl�is Agreement contains the e�itire �greement and i�ndei°standing
of the parties with iespect to tl�e entite subject matter heieof; and tllere ace no i•epresentations,
inducements, promises oc agreeineuts, oial or otheiwise, not embodied hereii� Tliis Ag�eenient
specifically supersedes a�ry and alt piioi discussions, ag�eemenfs, proposals, iiegotiations and
r�epresentatio�s relating heieto.
11. CQUnter�aits; Facsin�ile _Transmissioz� Tfiis Agceement may be executed by
facsimile and/or in any nunibe� af cou��terpa►ts, any or all of wl�ich may contain the signatures of
less tlian atl t��e parties, �nd all of wliich shall be coaisttueci iogether� as but a single inst►ument a�td
shall be bindiug on the parties as thou�h originally executed on one oiiginaily executed document.
All facsimile cou�lteipaits shall be p�omptly followed with delivexy of original executed
counterpa� ts .
F2, Miscellaneous. (a) lf any clause ot p�ovision of'this Agi�eement shal[ be held
to be invalid in wltole or in pait, t[ien tlie ren3aiuing ciauses and pcovisions, or portions thereof;
shall neveitheless be and �emain in fiill fbzce ���ci e#fect.
(b) No amendment, alteiation, modification of' or addition to this Agreemenf
shall be valid oi binding �inless expressed in wtiting and signed by tl�e parties to be bo�ind theieby..
(c) Ihe captions of' each section ar�e added as a mattei� af convenience only a�zd
shalI be considered of no effect in the constiuction of'any piovision of this Agreetnent.
(d) If any patty l�eieto shall bi�ing any suit o� action against anothei foi� relief;
declarato�y oi otherwise, arising out of this Ag��eement, the p}�evailing pacty shali have and i�ecove�•
against the othei� pa��ty, in adctitioi� to all couEt costs and disburseinents, such s�im as the Cauit tnay
adjudge to be reasonable �ttoineys' fees.
(�) Ihis Agc'eement shalt be governed by and inteipieted in accot°dance with the
laws of the State af Colorado.
(� Any and all wai�anties, piovisions, iights and obii�ations af'dta parties herein
desciibed and agreed to be perfoiined subsequent to the te�mination of this Agieement shail sui�ive
the termination of this Agt�eemei�#
(g} Time is of' the essence witti i�espect to the pecFo� manee of eacl� of the
cove►iants and agleements t�erein sei foith.,
IN WITNESS WHEREOF, the patties hereto l�ave executed this Ag�eement to become
e#fective as of tl�e date fi��st �vritten above,
[Signatui'es on following pa�es�j
�i
5
T��� VAIL CORPp ATION, A COLORADO CORI'ORATIOI�I
By: �� .
Narne: � _ Li�. � �'L�,-.�
Title� -- �2,-• `t� r.� -�j2�,�w3
ST'ATE OF CULORADO }
) ss.
County of'Eagle )
Ihe fo2�egoi��g insti umenf was acknowledged before me tI�is �% �� day of'
GG �`�----� 2�12, byf%Le.,ri5,��,,�De1���i✓ _as� Y,�� /'a� �a-��.Coa_ of The Vail
Cozpozation, a Colorado corporarion�
Witness m,y hand and officia( seai.
My commissioi� expires:
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pa�e: ,����__'
OWNETZ:
MILL CREEK PR PERT'Y, L
By:,�_ — , ,
Name; �vr,v �ln«<���-.
Tit}e: /I�az�1s-���=--.
STAT�E OF G� D����
County af ���`'
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) ss
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The foregoing instrument was aclu� wleciged Uefoze me this �� � day of' �f MiLL
vG`v��'L.- , 24(�ty�by �c l/'t�11 ,�--�.. as Hn�►-J►d.tri.-rtr.-
CREEK PROPERTY, LCC, a Colorado limited liabifity company.
Witness my hand and official seal. �Ay Co���mi5slon �x�lr6s
12/Ui/2013
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Colorado Department
of Public Health
and Environment
Facility Located at:
Facility Location
Defned �ischarge
Outfall to Surface Water
Outfall Number
001 A
CERTIFICATION TO DISCHARGE
UNDER
CDPS GENERAL PERMTT COG070000
CONSTRUCTION DEWATERING OPERATIONS
Certification Number: COG074300
This Certification to Discharge specifically authorizes:
George Shaeffer Construction
to discharge from the facility identified as
Mill Creek Circle Residence Lot 3
to: Mill Creek
303 Mill Creek Circle, Eagle County, Vail, CO 81658
Latitude 39.639, Longitude -106372
Discharge Outfall Description
The dewatering effluent will discharge to Mill Creek approximately 100 feet northwest
of Mill Creek Circle. The estimated discharge flow rate is 200 GPM.
Permit Limitations and Monitoring Requirements apply to OOlA as outlined in the Permit Part I.B and Part I.0
Discharge Limitations
MaximumConcentrations Monitoring SampieType
Parameter Units 30-Day 7-Day Frequency
Average Average
Daily Max.
APPLICABLE TO ALL DISCHARGES AS LISTED IN GENERAL PERMIT
i, (Minimum-Maximum) S•u• NA Nq 6.5-9.0 Weekly In-situ
otal Saspended Sotids,
and Grease,
mg'� 30 45 NA Weekly
mg�� NA NA 10* Weekly
GPM Report NA Report Weekly
Jil and Grease Visuai I I Nq I NA I NA I
64066
SITE SPECIFIC PARAMETERS
Total Dissolved Solids*** mg�� NA NA Report
70295
* If a visible sheen is observed, a grab sample shall be collected and analyzed for oil and grease,
**Required for discharges to the Colorado River Basin
Weekly
Monthly
Grab
Grab*
Instantaneous or
Continuous
Visual
Grab
Certification is issued 11/26/2012 Effective ll/26/2012 Certification Expires: ll/30/2011 Administratively Continued
This certification under the permit requires that specific actions be perfarmed at designated times. The certification holder is
legally obligated to comply with all terms and conditions of the permit.
Signed,
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Nathan Moore
Construction, MS4, & Pretreatment Unit Manager '��C �' ��� ���
Water Quality Control Division
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970-476-8644 • FAX 970-476-8616 •1000 LIONS RIDGE LOOP • VAIL, CO 81657
December 28, 2012
Warren Campbell, Chief of Planning
Town of Vail Community Development Department __.._.._,_�__ __ .
75 South Frontage Road ;j � � �
Vail Colorado 81657 ;I �6 ��'� �� i �� I�!` \`� � � ��
,
� � OEC � � 1u��
RE: B12-0615 303/305 Mill Creek Circle { �
Response to Excavation and Shoring Plan Comments �,oWN 0� �A�L
Dear Warren,
In response to your Planning Comments dated December 20, 2012, I am providing additional
information for clarification. I have included your original comments for your reference.
1. Please provide a clear description of the detention basin function and design. The detail drawing is
understood, but the vault is shown to be triangular. Are perforated S foot diameter pipe going to be
configured in a triangular shape? Is the hatching in the detention vault gravel?
The underground detention storage vault provides additional storage and flowrate reduction for
foundation subdrain drainage discharges. In response to TOV comments concerning increased
discharge flows, we understand the TOV's request to eliminate the higher rate of dischaxge. The
vault is designed to provide additional storage volume and also promoting extended storage time.
Furthermore, the vault will provide storage while facilitating percolation flows to recharge
groundwater.
The proposed detention vault consists of a system perforated corrugated metal pipe (CMP)
including stone bedding, backfill, geotextile, impermeable liner, and outlet pipe. The vault
provides approximately 850 cubic feet of storage on a 230 square foot footprint. Please see civil
sheet C1.0 and C2.0 for design and details. Flow from the foundation subdrain system is
pumped from the collection manholes and routed to the vault. Based on the hydraulic report by
Ganser Lujan & Associates, long-term foundation flows are estimated to be 75 to 100 gallons per
minute (gpm), with potential for maximum flows of 250 gpm. Average flows of 100 gpm are
anticipated to fill the vault and percolate flows back to the groundwater table. Maximum flows
of 250 gpm are only anticipated during high groundwater seasonal variations in spring months
during May and June. In the event of the maximum high flow exceeding the vault's storage and
percolation capacity, high flows will overflow to daylight via the overflow outlet pipe. The
overflow outlet pipe drains to daylight on 303/305 Mill Creek Circle property and ultimately
drainage is conveyed to Mill Creek, with rip rap outlet protection at the outfall.
2. Sheets C1.0 and C2.0 show two different drainage and discharge solutions for the site. Why don't all
these drainage needs go to the detention vault? There appears to be some conflict between the vault outlet
and the outlet for the drainage at the lower entry to the pool house.
Page 1 of 2
Sheet C1.0 is the Foundation Subdrain Plan. C1.0 provides the design for the foundation
subdrain system including foundation drain pipes and pump manholes. Related to Comment #1
above, the foundation drain system will discharge to the detention vault as indicated on the plans
and narrative described above.
Sheet C2.0 is the Storm Drain Plan. C2.0 provides the design for storm drainage including
surface runoff and roof drains. It includes the storm drain pipes, inlets, and outlet locations to
daylight.
The discharges for C 1.0 and C2.0 keep foundation drainage separate from storm drainage. In
other words, groundwater is separated from surface water. Foundation drainage, or groundwater,
is based on the discharge from the foundation subdrain system and pumps. Storm drainage, or
surface water is based on runoff from precipitation flowing on the surface. The foundation
drainage is clean, clear water that does not require water quality improvement; stortn drainage is
surface runoff that will be conveyed through pipes and inlets (with sumps) in order to improve
water quality. Please refer to sheets C 1.0 and C2.0 for foundation drainage and storm drainage,
respectively.
3. Is the drainage outlet in the northwest corner of the site far enough back from the property line or is it
discharging onto the adjacent property too close to the shared property line?
The drainage outlet previously shown at the northwest corner of the site has been moved to the
west of the lower entry of the pool house. Please refer to sheets C 1.0 and C2.0. The detention
vault and piping from Inlet-(1) discharges 13.1 feet west of Inlet-(1). Note that piping from
storm Inlet-(5) and the 90-degree bend is routed to the vault's overflow outlet pipe and to
daylight. The discharge location is on 303/305 Mill Creek Circle property and ultimately
drainage is conveyed to Mill Creek.
4. Sheets C2. 0 and C3.0 seem to show the discharge outlets along the west property line in slightly
d�erent locations.
Please disregard sheet C3.0 at this time. See sheets C1.0 and C2.0 for the latest drawings.
I hope you find these clarifications to be complete for response to your comments. Please feel
free to contact me if you have any questions, comments, or require additional information.
Sincerely,
.�- r,�-- •
Romeo A. Baylosis P.E.
Vice President/Project Manager
Cc: Mitch Sturde, George Shaeffer Construction
Kyle Webb, K.H. Webb Architects
Enclosures
Page 2 of 2
Email: romeo@peakland.net
1000 Lions Ridge Loop
Vail, Colorado 81657
P: (970) 476-8644 F: (970) 476-8616
� KlariFiPrTM
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Keeping water clean in and around jobsites just got easier.
How is that possible when today's standards are tougher
than ever you ask?
The Klarifier�" activated by StormKlear is the answer!
Midwest Construction Products' KlarifierT"" featuring StormKlear's Dual Biopolymer system
incorporates a modified sediment retention bag with preloaded Biopolymer injection system
inside. While the common sediment retention bag of the past works well at taking some
sediment out of the water, they do not get the water to today's compliancy levels.
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jobsite dewatering pump at a rate of 800 to 1000 gallons per minute. The outflow
hose of the pump is connected to the Ktarifier's Activation Injection Port. The
Activation Injection Port is part of the Klarifier's injection baffle system designed
specifically to agitate, dose, and activate the StormKlear Dual Biopolymer system.
Department of Community Development
75 South Frontage Road
Vail, CO 81657
TOWN OF AIL.`' Tel: 970.479.2128
www.vailgov.com
Development Review Coordinator
TRANSMITTAL FORM
Use this form when submitting additional information for planning applications or building permits.
This form is also used for requesting a revision to building permits. A two -hour minimum building review
fee of $110 will be charged upon reissuance of the permit.
Application /Permit #(s) information applies
to:
Ala. -r)
Project Street Address:
30 m► t /, Ue:E k CACi✓E
(Number) (Street) (Suite #)
Attention:
0 Revisions
0 Response to Correction Letter
_attached copy of correction letter
Deferred Submittal
((C) Other
Building /Complex Name: P)) LL t&.Y 9&P t! LC I Description of Transmittal/ List of Changes, Items Attached:
Applicant Information
(architect, contractor, owner /owner's rep)
Contact Name: � D&se A AEEF61Z IAUIS r
Address: r�X 3''13
City V R 1 L State:— zip: 211458
Contact Name: A " SAl JIIte
Contact Phone: 2(7 3 Fo SL o S
Contact E -Mail: � iTth . %LCQ ki l 0 ►^'1
I hereby acknowledge that I have read this application, filled out
in full the information required, completed an accurate plot plan,
and state that all the information as required is correct. I agree to
comply with the information and plot plan, to comply with all Town
ordinances and state laws, and to build this structure according
to the town's zonin Pnd subdivision codes, design review ap-
proved, Inter ti - ing and Residential Codes and other
ordinanc own a livable thereto.
X
Owner /Owner's Representative Signature (Required)
For Office U se O nly:
Fee Paid:
Received From:
Cash Check #
CC: Visa / MC Last 4 CC # exp. date:
Authorization #
(use additional sheet if necessary)
Building Permits:
Revised ADDITIONAL Valuations (Labor & Materials)
(DO NOT include original valuation)
Building:
Plumbing:
Electrical:
Mechanical:
Total:
Date Received:
D [E C IEodFE n
DEC 17 2012 U
TOWN OF VAIL
Warren Campbell
From:Warren Campbell
Sent:Thursday, December 20, 2012 2:09 PM
To:JR Mondragon; Martin Haeberle; Leonard Sandoval
Cc:Warren Campbell
Subject:B12-0615 303/305 Mill Creek Circle excavation and shoring plan comments
Planning Comments:
1. Please provide a clear description of the detention basin function and design. The detail drawing is understood,
but the vault is shown to be triangular. Are perforated 5-foot diameter pipe going to be configured in a
triangular shape? Is the hatching in the detention vault gravel?
2. Sheets C1.0 and C2.0 show two different drainage and discharge solutions for the site. Why don’t all these
drainage needs go to the detention vault? There appears to be some conflict between the vault outlet and the
outlet for the drainage at the lower entry to the pool house.
3.Is the drainage outlet in the northwest corner of the site far enough back from the property line or is it
discharging onto the adjacent property too close to the shared property line?
4.Sheets C2.0 and C3.0 seem to show the discharge outlets along the west property line in slightly different
locations.
Warren Campbell
Chief of Planning
Community Development Department
970.479.2148
vailgov.com
twitter.com/vailgov
1
COGGINS & S0.
31a. - 6(.0 1,5
Caisson Drilling, Excavation Shoring, Tieback Anchors
DESIGN CALCULATIONS
EARTH RETENTION
for
PROJECT NO.: 5436
MILL CREEK RESIDENCE
VAIL, CO
Prepared for
GEORGE SHAEFFER CONSTRUCTION
41011 HIGHWAY 6
AVON, COLORADO 81620
TEL: 970-390-5605 FAX: 970-845-7013
Prepared By:
JAMES V. WARNICK, JR. P.E.
COGGINS &.9Qh&JNC.
DATE: NOVE
42839
gft
OVAL
2012
9512 Titan Park Circle • Littleton, Colorado 80125 • (303) 791 -9911 • FAX (303) 791 -0967
COGGINS & SO
1
Caisson Drilling, Excavation Shoring, Tieback Anchors
DESIGN CALCULATIONS
INDEX
for
PROJECT NO. 5436
PROJECT: MILL CREEK RESIDENCE
ITEM NO. I DESCRIPTION PAGES
1
SOILS
S1.0-S1.5
2
"SNAIL" ANALYSIS OF 25' -0" FT HEIGHT SOIL NAIL WALL (TEMPORARY)
S2.0-S2.6
3
"SNAIL" ANALYSIS OF 20' -0" FT HEIGHT SOIL NAIL WALL (TEMPORARY)
S3.0-S3.5
4
"SNAIL" ANALYSIS OF 16' -0" FT HEIGHT SOIL NAIL WALL (TEMPORARY)
S4.0 - S4.4
5
"SNAIL" ANALYSIS OF 11' -0" FT HEIGHT SOIL NAIL WALL (TEMPORARY)
S5.0-S5.4
6
TEMPORARY FACING CALCULATION
S6.0
7
"L -PILE 5.0" ANALYSIS OF CANTILEVER MICROPILE 12' EXPOSED HEIGHT
S7.0-S7.3
8
"L -PILE 5.0" ANALYSIS OF CANTILEVER MICROPILE 9' EXPOSED HEIGHT
S8.0-S8.3
9
10
11
12
9512 Titan Park Circle • Littleton, Colorado 80125 • (303) 791 -9911 • FAX (303) 791 -0967
si. o
BORING .1 BORING 2 BORING 3
ELE1/.= 8210.2' ELEV. =8210.3' ELEV. =$209.6'
8215 8215
8210 Fm 8210
8180 8180
Note: Explanation of symbols is shown on Figure 3.
112111A- ��U�til LOGS OF EXPLORATORY BORINGS FIGURE 2
5/.(
10/12
13/12
8205
WC =5.4
- X200 =19
28/12
'• :,:
WC =12.1
200=42
8205
APPROXIMATE MILL
CREEK WATER
LEVEL, ELEV.=
80/12
8202J3-(6,5/1M2)-
8200
23/12
-WC=3.9
30/12
8200
+4 =39
.:•
- 200 =15
o
PROPOSED BASEMENT
55/12
FLOOR LEVEL WEST
;;;
a�
PORTION, ELEV,= 8195,5'
`•'
w
8195
31112
33/12
t ':
8195
w
WC =5.0
+4 =53 0
p i
- 200 =12 —
8
PROPOSED BASEMENT
8
;
FLOOR LEVEL EAST
20[12
20112
8190 -
�'_
:..
18/12 —�
PORTION, ELEV.= 8192.5'
WC=10.9
+4 =47
8190
�
g
38/12
- 200 =12
_ s
000
8185
-
-
39/12
34/12
$185
8180 8180
Note: Explanation of symbols is shown on Figure 3.
112111A- ��U�til LOGS OF EXPLORATORY BORINGS FIGURE 2
5/.(
151.2-
LEGEND:
® ASPHALT PAVEMENT, about 3 inches thick. Encountered only at Boring 1.
CONCRETE PAVERS AND SAND; walkway concrete pavers about 3 inches thick over approximately 2 inches
of a sand leveling course. Encountered at Borings 2 and 3.
FILL; silty to clayey gravelly sand with scattered cobbles, loose to medium dense, moist; brown to red - brown,
roots and wood debris,
?fit SAND AND GRAVEL (SM -GM); with cobbles and small boulders, silty, occasionally clayey, medium dense to
(� dense, slightly moist to moist becoming wet with depth, brown to red - brown.
e o
GRAVEL AND COBBLES (GM -GP); with boulders, slightly silty, sandy, dense, wet, brown.
a
Drive sample; standard penetration test (SPT), 13/8 inch LID. split spobnsample, ASTM -1586,
10/12 Drive sample blow count; indicates that 10 blows of a 140 pound hammer fairing 30 inches were
required to drive the SPT sampler 12 inches.
0,1,6
Free water level in boring and number of days following drilling measurement was taken.
TPractical drilling refusal, where shown above bottom of log indicates multiple attempts were made to advance
the boring to the depth shown.
> Depth at which the boring caved before installing the slotted PVC pipe. Boring 3 was backfilled after drilling and
and free water level measurement.
[A Indicates slotted PVC pipe installed in boring to depth shown.
NOTES:
1. Exploratory borings were drilled on May 16 and 17, 2012 with 4 -inch diameter continuous flight power auger.
2. Locations of exploratory borings were measured approximately by taping from features shown on the site plan
provided.
3. Elevations of exploratory borings were measured by instrument level and refer to the Bench Mark shown on Figure 1,
4. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the
method used.
5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between
material types and transitions may. be gradual.
6. Water level readings shown on the logs were made at the time and under the conditfons indicated. Fluctuations in
water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content +4 = Percent retained on the No. 4 sieve
DD = Dry Density (pofl -200 = Percent passing No. 200 sieve
112 111A I t—(B. -Ch LEGEND AND NOTES FIGURE $
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HEPWORTH- PAWLAK GEOTECHNICAL, INC.
TABLE 1
SAMPLE
BORING
1
2
3
LOCATION
DEPTH
4
10
IS
15
NATURAL
MOISTURE
CONTENT
5.4
3,g
5.0
10.9
NATURAL
DRY
DENSITY
SUMMARY
GRADATI
OF
ON
LABORATORY
PERCENT
PASSING
NO.200
SIEVE
TEST
ATTERBERG
RESULTS
LIMITS
AASHTp
CLASSIFICATION
Job No. 112111A
SOIL OR
BEDROCKTYPE
GRAVEL
39
53
47
SAND
46
35
31
LIQUID
LIMIT
PLASTIC
INDEX
19
15
12
Silty Sand and Gravel
(Fill)
Silty Sand and Gravel
Silty Sandy Gravel
Silty Sand and Gravel
12
CA
M
O
Z
0 �y
LU
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LU
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Dete: 11 -29 -2012 SneilHin 3.18 Pile-. 5436 — HILL CREEK RESIDENCE H -25
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9.0 Ft Behind Hall Crest
U
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At Hall Ioe
W
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U
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LEGEND:
H- 25.0 ft PS- 24.0 Nips
^
PY- 47.0 Hsi
/
Sh- 7.0 Ft
Su- 4.11 ft
p N PHI CAF SIC
1 p0. deg psF ysi
O
130.0 34 0 21.0
� I
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W W O O O
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Z 2 �
Scale - 10 Ft
— Y 0
X 11 <
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JOB NO.: 5436
ISSUED: 11 -29 -2012
DWN BY. —
62.1
File: 5436 - MILL CREEK RESIDENCE H =25
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* CALIFORNIA DEPARTMENT OF TRANSPORTATION
* ENGINEERING SERVICE CENTER
* DIVISION OF MATERIALS AND FOUNDATIONS
* Office of Roadway Geotechnical Engineering
* Date: 11 -29 -2012 Time: 11:09:30
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Project Identification - 5436 - MILL CREEK RESIDENCE
- -- WALL GEOMETRY --- - - - - --
Vertical Wall Height =
25.0
ft
Wall Batter =
0.0
degree
Soil Weight
Angle
Length
Stress
(Deg)
(Feet)
First Slope from Wallcrest. =
0.0
0.0
Second Slope from 1st slope. =
0.0
0.0
Third Slope from 2nd slope. =
0.0
0.0
Fourth Slope from 3rd slope. =
0.0
0.0
Fifth Slope from 3rd slope. =
0.0
0.0
Sixth Slope from 3rd slope. =
0.0
0.0
Seventh Slope Angle. =
0.0
--- - - - - -- SLOPE BELOW
THE WALL --- - - - - --
There is NO SLOPE BELOW THE TOE of the wall
--- - - - - -- SURCHARGE --- - - - - --
There is NO SURCHARGE imposed on the system.
--- - - - - -- OPTION #1 --- - - - - --
Factored Punching shear, Bond & Yield Stress are used.
--- - - - - -- SOIL PARAMETERS --- - - - - --
Page - 1
Unit
Friction
Cohesion
Bond*
Coordinates
of Boundary
Soil Weight
Angle
Intercept
Stress
XS1 YS1
XS2 YS2
Layer (Pcf)
(Degree)
(Psf)
(Psi)
(ft) (ft)
(ft) (ft)
1 130.0
34.0
0.0
21.0
0.0 0.0
0.0 0.0
* Bond Stress also depends on BSF Factor in Option #5 when enabled.
File: 5436 - MILL CREEK RESIDENCE H =25
--- - - - - -- WATER SURFACE --- - - - - --
NO Water Table defined for this problem.
1 I --- - - - - -- SEARCH LIMIT - - - - --
The Search Limit is from 0.0 to 40.0 ft
You have chosen NOT TO LIMIT the search of failure planes
to specific nodes.
--- - - - - -- REINFORCEMENT PARAMETERS --- - - - - --
Number of Reinforcement Levels = 5
Horizontal Spacing = 7.0 ft
Diameter of Reinforcement Element = 1.000 in
Yield Stress of Reinforcement = 47.0 ksi
Diameter of Grouted Hole = 5.3 in
Punching Shear = 24.0 kips
(For ALL Levels)
Reinforcement Lengths = 20.0 ft
Reinforcement Inclination = 15.0 degrees
Vertical Spacing to First Level = 3.0 ft
Vertical Spacing to Remaining Levels = 4.8 ft
Page - 2
52,E
52.3
File: 5436 - MILL
CREEK RESIDENCE H =25
Page - 3
MINIMUM
DISTANCE
LOWER FAILURE
UPPER
FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE
LENGTH
ANGLE
LENGTH
(ft)
(deg)
(ft)
(deg)
(ft)
Toe 1.728
4.0
78.7
20.4
89.9
5.0
Reinf. Stress at
Level 1 =
47.000 Ksi
(Yield
Stress
controls.)
2 =
47.000 Ksi
(Yield
Stress
controls.)
3 =
43.406 ksi
(Punching
Shear controls..)
4 =
38.390 ksi
(Punching
Shear controls..)
5 =
33.374 ksi
(Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER
FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE
LENGTH
ANGLE
LENGTH
(ft)
(deg)
(ft)
(deg)
(ft)
NODE 2
1.585
8.0 60.8 11.5
80.9
15.2
Reinf. Stress at
Level 1 =
47.000 Ksi
(Yield
Stress
controls.)
2 =
47.000 Ksi
(Yield
Stress
controls.)
3 =
47.000 Ksi
(Yield
Stress
controls.)
4 =
47.000 Ksi
(Yield
Stress
controls.)
5 =
37.782 ksi
(Punching
Shear
controls..)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER
FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE LENGTH
ANGLE
LENGTH
(ft)
(deg)
(ft)
(deg)
(ft)
NODE 3
1.667 12.0 54.2 12.3
72.3
15.7
Reinf. Stress at
Level 1 =
47.000 Ksi
(Yield
Stress
controls.)
2 =
47.000 Ksi
(Yield
Stress
controls.)
3 =
47.000 Ksi
(Yield
Stress
controls.)
4 =
47.000 Ksi
(Yield
Stress
controls.)
5 =
39.512 ksi
(Punching
Shear
controls..)
5Zy
File: 5436 - MILL
CREEK RESIDENCE H =25
Page - 4
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE
LENGTH ANGLE LENGTH
(ft)
(deg)
(ft) (deg) (ft)
NODE 4
1.695
16.0 50.6 22.7
78.0 7.7
Reinf. Stress at
Level 1 =
26.238 Ksi
(Pullout controls...)
2 =
42.392 Ksi
(Pullout controls...)
3 =
47.000 Ksi
(Yield Stress controls.)
4 =
47.000 Ksi
(Yield Stress controls.)
5 =
40.560 ksi
(Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE
LENGTH ANGLE LENGTH
(ft)
(deg)
(ft) (deg) (ft)
NODE 5
1.666 20.0 47.6 23.7
61.9 8.5
Reinf. Stress at
Level 1 =
17.637 Ksi
(Pullout controls...)
2 =
36.730 Ksi
(Pullout controls...)
3 =
47.000 Ksi
(Yield Stress controls.)
4 =
47.000 Ksi
(Yield Stress controls.)
5 =
41.453 ksi
(Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg)
(ft) (deg) (ft)
NODE 6
1.646 24.0 36.7
20.9
60.1 14.4
Reinf. Stress at
Level 1 =
0.133 Ksi
(Pullout controls...)
2 =
13.319 Ksi
(Pullout controls...)
3 =
38.959 Ksi
(Pullout controls...)
4 =
47.000 Ksi
(Yield Stress controls.)
5 =
45.218 ksi
(Punching Shear controls..)
52• S
File: 5436
- MILL
CREEK RESIDENCE H =25 Page - 5
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 7
1.631
28.0 36.7 20.9 48.1 16.8
Reinf. Stress at
Level 1 =
0.000 Ksi
2 =
13.104 Ksi (Pullout controls...)
3 =
38.959 Ksi (Pullout controls...)
4 =
47.000 Ksi (Yield Stress controls.)
5 =
45.218 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 8
1.669
32.0 38.0 40.6 89.9 0.0
Reinf. Stress at
Level 1 =
0.000 Ksi
2 =
16.146 Ksi (Pullout controls...)
3 =
41.330 Ksi (Pullout controls...)
4 =
47.000 Ksi (Yield Stress controls.)
5 =
44.698 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 9
1.717
36.0 34.8
43.8 89.9 0.0
Reinf. Stress
at
Level 1 =
0.000 Ksi
2 =
8.055 Ksi (Pullout controls...)
3 =
35.512 Ksi (Pullout controls...)
4 =
47.000 Ksi (Yield Stress controls.)
5 =
45.974 ksi (Punching Shear controls..)
5 2.6
File: 5436 - MILL CREEK RESIDENCE H =25 Page - 6
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE10
1.768 40.0 32.0 47.2 89.9 0.0
Reinf. Stress at Level 1 = 0.000 Ksi
2 = 0.451 Ksi (Pullout controls...)
3 = 30.042 Ksi (Pullout controls...)
4 = 47.000 Ksi (Yield Stress controls.)
5 = 47.000 Ksi (Yield Stress controls.)
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* For Factor of Safety = 1.0
* Maximum Average Reinforcement Working Force:
* 19.637 Kips /level
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
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11= 20.0 ft PS- 22.0 Nips
P
FY= 47.0 Hsi
V
Sh- 7.0 ft
Su= 4_S ft
GAM PHI CON SIG
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1 130.0 34 0 21.0
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JOB NO.: 5436
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ISSUED: 11 -29 -2012
DWN BY: JNM/
File: 5436 - MILL CREEK RESIDENCE H =20 Page - 1
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* CALIFORNIA DEPARTMENT OF TRANSPORTATION
* ENGINEERING SERVICE CENTER
* DIVISION OF MATERIALS AND FOUNDATIONS
* Office of Roadway Geotechnical Engineering
* Date: 11 -29 -2012 Time: 11:24:11
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Project Identification - 5436 - MILL CREEK RESIDENCE
--- - - - - -- WALL GEOMETRY --- - - - - --
Vertical Wall Height = 20.0 ft
Wall Batter = 0.0 degree
Angle Length
(Deg) (Feet)
First Slope from Wallcrest. = 0.0 0.0
Second Slope from 1st slope. = 0.0 0.0
Third Slope from 2nd slope. = 0.0 0.0
Fourth Slope from 3rd slope. = 0.0 0.0
Fifth Slope from 3rd slope. = 0.0 0.0
Sixth Slope from 3rd slope. = 0.0 0.0
Seventh Slope Angle. = 0.0
--- - - - - -- SLOPE BELOW THE WALL --- - - - - --
There is NO SLOPE BELOW THE TOE of the wall
--- - - - - -- SURCHARGE -- - - - - --
There is NO SURCHARGE imposed on the system.
--- - - - - -- OPTION #1 --- - - - - --
Factored Punching shear, Bond & Yield Stress are used.
Unit Friction
Soil Weight Angle
Layer (Pcf) (Degree)
1 130.0 34.0
* Bond Stress also depei
- SOIL PARAMETERS --- - - - - --
Cohesion Bond* Coord
Intercept Stress XS1
(Psf) (Psi) (ft)
0.0 21.0 0.0
ids on BSF Factor in Option
Lnates of Boundary
YS1 XS2 YS2
(ft) (ft) (ft)
0.0 0.0 0.0
#5 when enabled.
53.1
File: 5436 - MILL CREEK RESIDENCE H =20
--- - - - - -- WATER SURFACE --- - - - - --
NO Water Table defined for this problem.
--- - - - - -- SEARCH LIMIT - - - - --
The Search Limit is from 0.0 to 40.0 ft
You have chosen NOT TO LIMIT the search of failure planes
to specific nodes.
--- - - - - -- REINFORCEMENT PARAMETERS --
Number of Reinforcement Levels
Horizontal Spacing
Diameter of Reinforcement Element
Yield Stress of Reinforcement
Diameter of Grouted Hole
Punching Shear
--- - - - - -- (For ALL Levels)
4
= 7.0 ft
1.000 in
= 47.0 ksi
= 5.3 in
22.0 kips
Reinforcement Lengths = 20.0 ft
Reinforcement Inclination = 15.0 degrees
Vertical Spacing to First Level = 3.0 ft
Vertical Spacing to Remaining Levels = 4.5 ft
Page - 2
53.Z
533
File: 5436 - MILL
CREEK RESIDENCE H =20 Page - 3
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
Toe 1.853
4.0
71.6 6.3 81.9 14.1
Reinf. Stress at
Level 1 =
46.857 Ksi (Punching Shear controls..)
2 =
43.457 ksi (Punching Shear controls..)
3 =
40.057 ksi (Punching Shear controls..)
4 =
33.829 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 2
1.972
8.0 51.3 7.7 77.1 14.4
Reinf. Stress at
Level 1 =
47.000 Ksi (Yield Stress controls.)
2 =
47.000 Ksi (Yield Stress controls.)
3 =
47.000 Ksi (Yield Stress controls.)
4 =
40.535 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 3
2.231 12.0 52.4 17.7 78.7 6.1
Reinf. Stress at
Level 1 =
46.560 Ksi (Pullout controls...)
2 =
47.000 Ksi (Yield Stress controls.)
3 =
47.000 Ksi (Yield Stress controls.)
4 =
40.165 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 4
2.529 16.0
43.2 8.8 55.6 17.0
Reinf. Stress at
Level 1 =
41.308 Ksi (Pullout controls...)
2 =
47.000 Ksi (Yield Stress controls.)
3 =
47.000 Ksi (Yield Stress controls.)
4 =
43.782 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
51,1
NODE 5
2.575 20.0 33.7 14.4 56.3 14.4
Reinf. Stress at Level 1 = 22.170 Ksi (Pullout controls...)
2 = 36.146 Ksi (Pullout controls...)
3 = 47.000 Ksi (Yield Stress controls.)
4 = 47.000 Ksi (Yield Stress controls.)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 6
2.477 24.0 29.1 16.5 51.3 15.4
Reinf. Stress at Level 1 = 8.390 Ksi (Pullout controls...)
2 = 24.668 Ksi (Pullout controls...)
3 = 47.000 Ksi (Yield Stress controls.)
4 = 47.000 Ksi (Yield Stress controls.)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 7
2.384 28.0 15.9 14.6 48.8 21.3
Reinf. Stress at Level 1 = 0.000 Ksi
2 = 10.736 Ksi (Pullout controls...)
3 = 28.250 Ksi (Pullout controls...)
4 = 47.000 Ksi (Yield Stress controls.)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 8
2.384 32.0 17.4 13.4 39.8 25.0
Reinf. Stress at Level 1 = 0.000 Ksi
2 = 10.539 Ksi (Pullout controls...)
3 = 32.975 Ksi (Pullout controls...)
4 = 47.000 Ksi (Yield Stress controls.)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 9
2.392 36.0 15.5 14.9 36.5 26.9
Reinf. Stress at Level 1 = 0.000 Ksi
S3.5--
2 =
3 =
4 =
MINIMUM DISTANCE
SAFETY BEHIND
FACTOR WALL TOE
(ft)
1.791 Ksi (Pullout controls...)
26.287 Ksi (Pullout controls...)
47.000 Ksi (Yield Stress controls.)
LOWER FAILURE UPPER FAILURE
PLANE PLANE
ANGLE LENGTH ANGLE LENGTH
(deg) (ft) (deg) (ft)
NODE10
2.509 40.0 18.4 12.6 29.7 32.2
Reinf. Stress at Level 1 = 0.000 Ksi
2 = 5.668 Ksi (Pullout controls...)
3 = 35.105 Ksi (Pullout controls...)
4 = 47.000 Ksi (Yield Stress controls.)
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* For Factor of Safety = 1.0
* Maximum Average Reinforcement Working Force:
* 15.655 Kips /level
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
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PS= 17.0 Hip.
H- 16.0 Et FY= 47.0 Hsi
Sh- 7.0 Et
Se- 4.6 ft
GAM PHI p.f SIG
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JOB NO.: 5436
ISSU ED: 11 -29 -2012
DWN BY: JVW
File: 5436 - MILL CREEK RESIDENCE H =16 Page - 1
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* CALIFORNIA DEPARTMENT OF TRANSPORTATION
* ENGINEERING SERVICE CENTER
* DIVISION OF MATERIALS AND FOUNDATIONS
* Office of Roadway Geotechnical Engineering
* Date: 11 -29 -2012 Time: 11:30:15
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Project Identification - 5436 - MILL CREEK RESIDENCE
--- - - - - -- WALL GEOMETRY --- - - - - --
Vertical Wall Height = 16.0 ft
Wall Batter = 0.0 degree
Angle Length
(Deg) (Feet)
First Slope from Wallcrest. = 0.0 0.0
Second Slope from 1st slope. = 0.0 0.0
Third Slope from 2nd slope. = 0.0 0.0
Fourth Slope from 3rd slope. = 0.0 0.0
Fifth Slope from 3rd slope. = 0.0 0.0
Sixth Slope from 3rd slope. = 0.0 0.0
Seventh Slope Angle. = 0.0
--- - - - - -- SLOPE BELOW THE WALL --- - - - - --
There is NO SLOPE BELOW THE TOE of the wall
--- - - - - -- SURCHARGE --- - - - - --
There is NO SURCHARGE imposed on the system.
--- - - - - -- OPTION #1 --- - - - - --
Factored Punching shear, Bond & Yield Stress are used.
Unit Friction
Soil Weight Angle
Layer (Pcf) (Degree)
1 130.0 34.0
* Bond Stress also depei
- SOIL PARAMETERS --- - - - - --
Cohesion Bond* Coord
Intercept Stress XS1
(Psf) (Psi) (ft)
0.0 21.0 0.0
ids on BSF Factor in Option
inates of Boundary
YS1 XS2 YS2
(ft) (ft) (ft)
0.0 0.0 0.0
#5 when enabled.
6 %1
■. .
i
File: 5436 - MILL CREEK RESIDENCE H =16 Page - 2
--- - - - - -- WATER SURFACE --- - - - - --
NO Water Table defined for this problem.
--- - - - - -- SEARCH LIMIT --- - - - - --
The Search Limit is from 0.0 to 40.0 ft
You have chosen NOT TO LIMIT the search of failure planes
to specific nodes.
--- - - - - -- REINFORCEMENT PARAMETERS --- - - - - --
Number of Reinforcement Levels = 3
Horizontal Spacing = 7.0 ft
Diameter of Reinforcement Element = 1.000 in
Yield Stress of Reinforcement = 47.0 ksi
Diameter of Grouted Hole = 5.3 in
Punching Shear = 17.0 kips
(For ALL Levels)
Reinforcement Lengths = 15.0 ft
Reinforcement Inclination = 15.0 degrees
Vertical Spacing to First Level = 3.0 ft
Vertical Spacing to Remaining Levels = 4.6 ft
,S Y, Z
5q.3
File: 5436 - MILL
CREEK RESIDENCE H =16 Page - 3
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
Toe
1.733
4.0
63.4 3.6 79.4 13.0
Reinf.
Stress at
Level 1 =
39.577 Ksi (Punching Shear controls..)
2 =
35.039 ksi (Punching Shear controls..)
3 =
30.500 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 2
2.045
8.0
45.0 9.1 80.5 9.7
Reinf.
Stress at
Level 1 =
40.046 Ksi (Pullout controls...)
2 =
44.102 Ksi (Pullout controls...)
3 =
37.719 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 3
2.246
12.0
41.6 9.6 63.4 10.7
Reinf.
Stress at
Level 1 =
28.650 Ksi (Pullout controls...)
2 =
39.859 Ksi (Pullout controls...)
3 =
39.263 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 4
2.326
16.0
40.6 14.8 53.1 8.0
Reinf.
Stress at
Level 1 =
16.654 Ksi (Pullout controls...)
2 =
38.671 Ksi (Pullout controls...)
3 =
39.760 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE 'UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
'
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 5
2.243
20.0
14.9 6.2 45.8 20.1
Reinf.
Stress at
Level 1 =
5.129 Ksi (Pullout controls...)
2 =
24.736 Ksi (Pullout controls...)
3 =
44.343 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
6�,
MINIMUM
SAFETY
FACTOR
NODE10 2.608
DISTANCE
BEHIND
WALL TOE
(ft)
40.0
LOWER FAILURE
PLANE
ANGLE LENGTH
(deg) (ft)
11.3 8.2
UPPER FAILURE
PLANE
ANGLE LENGTH
(deg) (ft)
24.2 35.1
Reinf. Stress at Level 1 = 0.000 Ksi
2 = 0.323 Ksi (Pullout controls...)
3 = 35.827 Ksi (Pullout controls...)
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* For Factor of Safety = 1.0
* Maximum Average Reinforcement Working Force:
* 13.361 Kips /level
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE LENGTH
ANGLE LENGTH
(ft)
(deg) (ft)
(deg) (ft)
NODE 6
2.150
24.0
12.5 7.4
40.6 22.1
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
16.410 Ksi (Pullout
controls...)
3 =
39.005 Ksi (Pullout
controls...)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE LENGTH
ANGLE LENGTH
(ft)
(deg) (ft)
(deg) (ft)
NODE 7
2.326
28.0
15.9 5.8
32.7 26.6
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
17.063 Ksi (Pullout
controls...)
3 =
44.973 Ksi (Pullout
controls...)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE LENGTH
ANGLE LENGTH
(ft)
(deg) (ft)
(deg) (ft)
NODE 8
2.379
32.0
14.0 6.6
29.4 29.4
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
11.032 Ksi (Pullout
controls...)
3 =
41.644 Ksi (Pullout
controls...)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft)
(deg) (ft)
NODE 9
2.440
36.0
12.5 7.4
26.6 32.2
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
5.470 Ksi (Pullout
controls...)
3 =
38.573 Ksi (Pullout
controls...)
MINIMUM
SAFETY
FACTOR
NODE10 2.608
DISTANCE
BEHIND
WALL TOE
(ft)
40.0
LOWER FAILURE
PLANE
ANGLE LENGTH
(deg) (ft)
11.3 8.2
UPPER FAILURE
PLANE
ANGLE LENGTH
(deg) (ft)
24.2 35.1
Reinf. Stress at Level 1 = 0.000 Ksi
2 = 0.323 Ksi (Pullout controls...)
3 = 35.827 Ksi (Pullout controls...)
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* For Factor of Safety = 1.0
* Maximum Average Reinforcement Working Force:
* 13.361 Kips /level
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
M
O
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LO
O IT
W
U
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U o
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W
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i
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W
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Data: 11 -29-2012
SnailHin 3.10 Pile: 5436 - HILL CREEK RESIDENCE H -11
W
U
LO
CD
-�
W (D
LLL L M O 6
U
W Q N M
Minimum Factor of Safety = 1.94
Y
= 0 0
LLII
W C9 0 rn
=
16 -0 ft Behind Wall Crest
U
Z Z
At Wall Ioe
LO 0
C9 v <
V
Z
LEGEND:
-
PS- 13.0 Kips
H= 11.0 ft FY- 47.0 Ksi
Sh- 7.0 ft
r
Z
Sa- 4.6 ft
GBH PHI CON SIG
ncf deg psf ysi
O
1 130.0 34 0 21.0
ti
0 O
Ln �
N ti
rn w 0 M
V I J
Z�<Stale
- 10 ft
p
Y r
J
Q O
0
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Z Z ro-11
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O� J M
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V O J F-
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JOB NO.: 5436
d
ISSUED: 11 -29 -2012
DWN BY: JVW
File: 5436 - MILL CREEK RESIDENCE H =11 Page - 1
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* CALIFORNIA DEPARTMENT OF TRANSPORTATION
* ENGINEERING SERVICE CENTER
* DIVISION OF MATERIALS AND FOUNDATIONS
* Office of Roadway Geotechnical Engineering
* Date: 11 -29 -2012 Time: 12:23:50
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Project Identification - 5436 - MILL CREEK RESIDENCE
--- - - - - -- WALL GEOMETRY --- - - - - --
Vertical Wall Height = 11.0 ft
Wall Batter = 0.0 degree
Angle Length
(Deg) (Feet)
First Slope from Wallcrest. = 0.0 0.0
Second Slope from 1st slope. = 0.0 0.0
Third Slope from 2nd slope. = 0.0 0.0
Fourth Slope from 3rd slope. = 0.0 0.0
Fifth Slope from 3rd slope. = 0.0 0.0
Sixth Slope from 3rd slope. = 0.0 0.0
Seventh Slope Angle. = 0.0
--- - - - - -- SLOPE BELOW THE WALL --- - - - - --
There is NO SLOPE BELOW THE TOE of the wall
--- - - - - -- SURCHARGE --- - - - - --
There is NO SURCHARGE imposed on the system.
--- - - - - -- OPTION #1 --- - - - - --
Factored Punching shear, Bond & Yield Stress are used.
Unit Friction
Soil Weight Angle
Layer (Pcf) (Degree)
1 130.0 34.0
* Bond Stress also depei
- SOIL PARAMETERS --- - - - - --
Cohesion Bond* Coord
Intercept Stress XS1
(Psf) (Psi) (ft)
0.0 21.0 0.0
ids on BSF Factor in Option
inates
YS1
(ft)
0.0
#5 wh
of Boundary
XS2 YS2
(ft) (ft)
0.0 0.0
an enabled.
X5,1
File: 5436 - MILL CREEK RESIDENCE H =11
--- - - - - -- WATER SURFACE --- - - - - --
NO Water Table defined for this problem.
--- - - - - -- SEARCH LIMIT - - - --
The Search Limit is from 0.0 to 40.0 ft
You have chosen NOT TO LIMIT the search of failure planes
to specific nodes.
--- - - - - -- REINFORCEMENT PARAMETERS - --
Number of Reinforcement Levels
Horizontal Spacing
Diameter of Reinforcement Element
Yield Stress of Reinforcement
Diameter of Grouted Hole
Punching Shear
(For ALL Levels)
2
7.0 ft
= 1.000 in
= 47.0 ksi
5.3 in
13.0 kips
Reinforcement Lengths = 10.0 ft
Reinforcement Inclination = 15.0 degrees
Vertical Spacing to First Level = 3.0 ft
Vertical Spacing to Remaining Levels = 4.6 ft
Page - 2
ss �-
5s3
File: 5436 - MILL
CREEK RESIDENCE H =11 Page - 3
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
Toe
2.012
4.0
47.7 3.0 77.2 9.0
Reinf.
Stress at
Level 1 =
33.688 Ksi (Punching Shear controls..)
2 =
28.242 ksi (Punching.Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 2
2.164
8.0
28.8 4.6 65.6 9.7
Reinf.
Stress at
Level 1 =
20.509 Ksi (Pullout controls...)
2 =
30.809 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 3
2.091
12.0
10.4 6.1 58.8 11.6
Reinf.
Stress at
Level 1 =
4.930 Ksi (Pullout controls...)
2 =
18.185 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 4
1.944
16.0
12.9 4.9 41.5 14.9
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
21.990 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 5
2.104
20.0
10.4 6.1 35.3 17.1
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
16.383 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
<55-�
NODE 6
2.260
24.0
8.7 7.3
30.5 19.5
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
11.360 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE LENGTH
ANGLE LENGTH
(ft)
(deg) (ft)
(deg) (ft)
NODE 7
2.414
28.0
7.5 8.5
26.8 22.0
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
6.834 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE LENGTH
ANGLE LENGTH
(ft)
(deg) (ft)
(deg) (ft)
NODE 8
2.671
32.0
6.5 9.7
23.8 24.5
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
4.798 Ksi (Pullout
controls...)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE LENGTH
ANGLE LENGTH
(ft)
(deg) (ft)
(deg) (ft)
NODE 9
2.874
36.0
0.0 7.2
20.9 30.8
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
1.412 Ksi (Pullout
controls...)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE LENGTH
ANGLE LENGTH
(ft)
(deg) (ft)
(deg) (ft)
NODE10
3.077
40.0
7.8 8.1
17.2 33.5
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
7.986 Ksi (Pullout
controls...)
*************************************
* * * * * * *
* * * * * * * * * * * * * * * * * * * * * * **
*
For Factor of Safety = 1.0
*
Maximum
Average
Reinforcement Working Force:
*
9.385 Kips /level
*************************************
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
5G� 0
MILL CREEK (TEMPORARY) JOB NO: BID
NAIL HEAD SERVICE LOAD
Ff (pg. 97)
0.5
Ka (SLOPE ACCOUNTED)
0.503
HEIGHT OF WALL (ft)
21.0
IN -SITU DENSITY (pcf)
130.0
HORIZONTAL SPACING (ft)
7.0
VERTICAL SPACING (ft)
5.0
NAIL SERVICE LOAD (Kips)
24.0
FLEXURE STRENGTH
VERTICAL SPACING (ft)
5.0
HOR. SPACING (ft)
7.0
MESH
4
WALER BARS (dia -in) (1)
0.625
VERTICAL REIN. (dia -in) (1)
0.500
ADDITIONAL VERT. REIN. (dia- in)(1)
0.000
WALL THICK (in)
4.0
GROUT HOLE (in)
5.25
BEARING PLATE
8
STEEL GRADE (psi)
60000
SHOTCRETE (psi)
4000
Cf (Table 4.2 pg. 89)
2.00
NAIL HEAD STRENGTH FACTOR
0.66
4
0.99
4.0 1
4.0
0.31
1840
My (POS) ( #- in /in)
1147
0.20
67
DESIGN HEAD (Kips)
39
0.00
26
ALL. NAIL HEAD Kips
27
8 0.5
VERTICAL DIRECTION HORIZONTAL nlRFCTInN
As (NEG) (sq. in)
0.99
As (POS) (sq. in)
0.60
My (NEG) ( #- in /in)
1840
My (POS) ( #- in /in)
1147
NOM. HEAD (Kips)
67
DESIGN HEAD (Kips)
39
ALL. NAIL HEAD (Kips)
26
As (NEG) (sq. in)
1.45
As (POS) (sq. in)
1.45
My (NEG) ( #- in /in)
1918
My (POS) ( #- in /in)
1918
NOM. HEAD (Kips)
39
ALLOWABLE NAIL HEAD LOAD GREATER THAN ESTIMATED HEAD SERVICE LOAD; HENCE, OK
PUNCHING SHEAR
Cs (Table 4.2 pg. 89)
2.0
D'c (in)
12
Dc (in)
16
Ac (sq. in.)
201
A c (sq. in.)
22
Vn (Kips)
38
NOM. HEAD (kips)
41
ALL. NAIL HEAD Kips
27
ALLOWABLE NAIL HEAD LOAD GREATER THAN ESTIMATED HEAD SERVICE LOAD; HENCE, OK
VERTICAL BARS
Lc /20 (in)
3.0
15Db (in)
7.5
d (in)
2.0
TOTAL REIN. 0.40
Lvb (in) 25
WAI FR RARS
L (in)
1 12
Ld = (1.7)Ldb
20
SPLICE LTH (in)
20
MESH
1.5(Ldb) (in)
4
Swire + 2 (in)
6
8 (in)
8
SPLICE LTH (in)
8
DEVELOPED LENGTH
7.5
3 -5 OD WALL 449.1po
LPILE Plus for Windows, version 5.0 (5.0.39)
Analysis of Individual Piles and Drilled shafts
Subjected to Lateral Loading using the p -y Method
(c) 1985 -2007 by Ensoft, Inc.
All Rights Reserved
This program is licensed to:
James Warrick
Goggins
& Sons Inc.
Path
to
file locations:
\ \Serverl \coggins \Jobs \2012 JOBS \5436 MILL CREEK \Calcs\
Name
of
input data file:
3 -5
OD
WALL
449.lpd
Name
of
output file:
3 -5
OD
WALL
449.1po
Name
of
plot output file:
3 -5
OD
WALL
449.1pp
Name
of
runtime file:
3 -5
OD
WALL
449.1pr
------------------------------------------------------------------------------
Time and Date of Analysis
------------------------------------------------------------------------ - - - - --
Date: November 29, 2012 Time: 12:34:19
------------------------------------------------------------------------------
Problem Title
------------------------------------------------------------------------ - - - - --
MILL CREEK 3.5" O.D. 0.449 WALL THICKNESS
------------------------------------------------------------------------------
Program options
------------------------------------------------------------------------ - - - - --
units used in computations - us customary units: Inches, Pounds
Basic Program Options:
Analysis Type 2:
- Computation of ultimate Bending Moment of Cross Section (Section Design)
------------------------------------------------------------------------------
Computation of Nonlinear Bending Stiffness for section 1
------------------------------------------------------------------------ - - - - --
Dimensions and Material Properties of Steel Pipe Section:
outer Diameter of Pipe =
Pipe wall Thickness =
Yield Stress of Pipe =
Elastic Modulus =
Cross - sectional Area =
Moment of Inertia =
Elastic Bending stiffness =
Definition of Run Messages:
3.50000 in.
0.44900 in.
80. ksi
29000. ksi
4.30366 sq. in.
5.116 inA4
148367. kip -in2
Y = part of pipe section has yielded
Page 1
510
'54,i
3 -5 OD WALL 449.1po
Axial Thrust Force
= 0.000 kips
Bending
Bending
Bending
Max Comp
Minimum
Depth to
Run
Curvature
Moment
stiffness
Strain
Strain
N Axis
Msg
rad /in.
------- - - - - --
in -kip
-------
kip -in2
in /in
in /in
in
0.00003350
- - - - --
4.97030471
------- - - - - --
.148378.20989
------- - - - - --
0.00005862
------- - - - - --
- 0.00005862
------- - - - - --
1.75000000
- --
0.00006700
9.94060941
148378.20989
0.00011724
- 0.00011724
1.75000000
0.00010049
14.91091412.
148378.20989
0.00017586
- 0.00017586
1.75000000
0.00013399
19.88121883
148378.20989
0.00023448
- 0.00023448
1.75000000
0.00016749
24.85152354
148378.20989
0.00029310
- 0.00029310
1.75000000
0.00020099
29.82182824
148378.20989
0.00035172
- 0.00035172
1.75000000
0.00023448
.34.79213295
148378.20989
0.00041034
- 0.00041034
1.75000000
0.00026798
39.76243766
148378.20989
0.00046897
- 0.00046897
1.75000000
0.00030148
44.73274237
148378.20989
0.00052759
- 0.00052759
1.75000000
0.00033498
49.70304707
148378.20989
0.00058621
- 0.00058621
1.75000000
0.00036847
54.67335178
148378.20989
0.00064483
- 0.00064483
1.75000000
0.00040197
59.64365649
148378.20989
0.00070345
- 0.00070345
1.75000000
0.00043547
64.61396120
148378.20989
0.00076207
- 0.00076207
1.75000000
0.00046897
69.58426590
148378.20989
0.00082069
- 0.00082069
1.75000000
0.00050246
74.55457061
148378.20989
0.00087931
- 0.00087931
1.75000000
0.00053596
79.52487532
148378.20989
0.00093793
- 0.00093793
1.75000000
0.00056946
84.49518002
148378.20989
0.00099655
- 0.00099655
1.75000000
0.00060296
89.46548473
148378.20989
0.00105517
- 0.00105517
1.75000000
0.00063645
94.43578944
148378.20989
0.00111379
- 0.00111379
1.75000000
0.00066995
99.40609415
148378.20989
0.00117241
- 0.00117241
1.75000000
0.00070345
104.37640
148378.20989
0.00123103
- 0.00123103
1.75000000
0.00073695
109.34670
148378.20989
0.00128966
- 0.00128966
1.75000000
0.00077044
114.31701
148378.20989
0.00134828
- 0.00134828
1.75000000
0.00080394
119.28731
148378.20989
0.00140690
- 0.00140690
1.75000000
0.00083744
124.25762
148378.20989
0.00146552
- 0.00146552
1.75000000
0.00087094
129.22792
148378.20989
0.00152414
- 0.00152414
1.75000000
0.00090443
134.19823
148378.20989
0.00158276
- 0.00158276
1.75000000
0.00093793
139.16853
148378.20989
0.00164138
- 0.00164138
1.75000000
0.00097143
144.13884
148378.20989
0.00170000
- 0.00170000
1.75000000
0.00100493
149.10914
148378.20989
0.00175862
- 0.00175862
1.75000000
0.00103842
154.07945
148378.20989
0.00181724
- 0.00181724
1.75000000
0.00107192
159.04975
148378.20989
0.00187586
- 0.00187586
1.75000000
0.00110542
164.02006
148378.20989
0.00193448
- 0.00193448
1.75000000
0.00113892
168.99036
148378.20989
0.00199310
- 0.00199310
1.75000000
0.00117241
173.96066
148378.20989
0.00205172
- 0.00205172
1.75000000
0.00120591
178.93097
148378.20989
0.00211034
- 0.00211034
1.75000000
0.00123941
183.90127
148378.20989
0.00216897
- 0.00216897
1.75000000
0.00127291
188.87158
148378.20989
0.00222759
- 0.00222759
1.75000000
0.00130640
193.84188
148378.20989
0.00228621
- 0.00228621
1.75000000
0.00133990
198.81219
148378.20989
0.00234483
- 0.00234483
1.75000000
0.00137340
203.78249
148378.20989
0.00240345
- 0.00240345
1.75000000
0.00140690
208.75280
148378.20989
0.00246207
- 0.00246207
1.75000000
0.00144039
213.72310
148378.20989
0.00252069
- 0.00252069
1.75000000
0.00147389
218.69341
148378.20989
0.00257931
- 0.00257931
1.75000000
0.00150739
223.66371
148378.20989
0.00263793
- 0.00263793
1.75000000
0.00154089
228.63402
148378.20989
0.00269655
- 0.00269655
1.75000000
0.00157438
233.60432
148378.20989
0.00275517
- 0.00275517
1.75000000
0.00160788
238.53039
148350.69714
0.00281379
- 0.00281379
1.75000000
Y
0.00164138
243.32514
148244.30394
0.00287241
- 0.00287241
1.75000000
Y
0.00167488
247.93935
148034.37488
0.00293103
- 0.00293103
1.75000000
Y
0.00170837
252.35135
147714.31215
0.00298966
- 0.00298966
1.75000000
Y
0.00174187
256.55247
147285.49031
0.00304828
- 0.00304828
1,75000000
Y
0.00177537
260.54238
146753.89112
0.00310690
- 0.00310690
1.75000000
Y
0.00180887
264.30203
146114.67908
0.00316552
- 0.00316552
1.75000000
Y
0.00184236
267.81438
145364.48386
0.00322414
- 0.00322414
1.75000000
Y
0.00187586
271.12551
144533.81312
0.00328276
- 0.00328276
1.75000000
Y
0.00190936
274.25113
143635.13221
0.00334138
- 0.00334138
1.75000000
Y
0.00194286
277.18147
142666.92998
0.00340000
- 0.00340000
1.75000000
Y
0.00197635
279.85870
141603.47710
0.00345862
- 0.00345862
1.75000000
Y
0.00200985
282.38821
140501.97511
0.00351724
- 0.00351724
1.75000000
Y
0.00204335
284.75929
139359.05313
0.00357586
- 0.00357586
1.75000000
Y
0.00207685
286.88648
138135.56217
0.00363448
- 0.00363448
1.75000000
Y
0.00211034
288.91359
136903.49293
0.00369310
- 0.00369310
1.75000000
Y
Page 2
532-
3 -5 OD WALL 449.1po
0.00214384
290.74115
135616.84538
0.00375172
- 0.00375172
1.75000000
Y
0.00217734
292.45496
134317.54738
0.00381034
- 0.00381034
1.75000000
Y
0.00221084
294.07026
133013.05981
0.00386897
- 0.00386897
1.75000000
Y
0.00224434
295.55736
131690.39263
0.00392759
- 0.00392759
1.75000000
Y
0.00227783
296.99460
130384.73754
0.00398621
- 0.00398621
1.75000000
Y
0.00231133
298.30781
129063.26303
0.00404483
- 0.00404483
1.75000000
Y
0.00234483
299.58977
127766.22184
0.00410345
- 0.00410345
1.75000000
Y
0.00237833
300.76678
126461.58732
0.00416207
- 0.00416207
1.75000000
Y
0.00241182
301.91118
125179.67204
0.00422069
- 0.00422069
1.75000000
Y
0.00244532
302.98158
123902.61682
0.00427931
- 0.00427931
1.75000000
Y
0.00247882
304.00302
122640.32508
0.00433793
- 0.00433793
1.75000000
Y
0.00251232
304.99093
121398.34590
0.00439655
- 0.00439655
1.75000000
Y
0.00254581
305.90186
120158.81379
0.00445517
- 0.004455.17
1.75000000
Y
0.00257931
306.81278
118951.47732
0.00451379
- 0.00451379
1.75000000
Y
0.00261281
307.63855
117742.50261
0.00457241
- 0.00457241
1.75000000
Y
0.00264631
308.44980
116558.65005
0.00463103
- 0.00463103
1.75000000
Y
0.00267980
309.23948
115396.34758
0.00468966
- 0.00468966
1.75000000
Y
0.00271330
309.96062
114237.47978
0.00474828
- 0.00474828
1.75000000
Y
0.00274680
310.68176
113106.87706
0.00480690
- 0.00480690
1.75000000
Y
0.00278030
311.36695
111990.59013
0.00486552
- 0.00486552
1.75000000
Y
0.00281379
312.00652
110884.66765
0.00492414
- 0.00492414
1.75000000
Y
0.00284729
312.64609
109804.76687
0.00498276
- 0.00498276
1.75000000
Y
0.00288079
313.25327
108738.73615
0.00504138
- 0.00504138
1.75000000
Y
0.00291429
313.81898
107682.97983
0.00510000
- 0.00510000
1.75000000
Y
0.00294778
314.38468
106651.21798
0.00515862
- 0.00515862
1.75000000
Y
0.00298128
314.93636
105637.93527
0.00521724
- 0.00521724
1.75000000
Y
0.00301478
315.43517
104629.63688
0.00527586
- 0.00527586
1.75000000
Y
0.00304828
315.93398
103643.49890
0.00533448
- 0.00533448
1.75000000
Y
0.00308177
316.43280
102678.79869
0.00539310
- 0.00539310
1.75000000
Y
0.00311527
316.88756
101720.70307
0.00545172
- 0.00545172
1.75000000
Y
0.00314877
317.32584
100777.75968
0.00551034
- 0.00551034
1.75000000
Y
0.00318227
317.76412
99854.66773
0.00556897
- 0.00556897
1.75000000
Y
0.00321576
318.20241
98950.80686
0.00562759
- 0.00562759
1.75000000
Y
0.00324926
318.58808
98049.38972
0.00568621
- 0.00568621
1.75000000
Y
0.00328276
318.97164
97165.72860
0.00574483
- 0.00574483
1.75000000
Y
0.00331626
319.35521
96299.91921
0.00580345
- 0.00580345
1.75000000
Y
0.00334975
319.73878
95451.42602
0.00586207
- 0.00586207
1.75000000
Y
0.00338325
320.07914
94606.96633
0.00592069
- 0.00592069
1.75000000
Y
0.00341675
320.41333
93777.25598
0.00597931
- 0.00597931
1.75000000
Y
0.00345025
320.74752
92963.65651
0.00603793
- 0.00603793
1.75000000
Y
0.00348374
321.08171
92165.70319
0.00609655
- 0.00609655
1.75000000
Y
0.00351724
321.39701
91377.57769
0.00615517
- 0.00615517
1.75000000
Y
0.00355074
321.68673
90597.11930
0.00621379
- 0.00621379
1.75000000
Y
0.00358424
321.97645
89831.24892
0.00627241
- 0.00627241
1.75000000
Y
0.00361773
322.26617
89079.56132
0.00633103
- 0.00633103
1.75000000
Y
0.00365123
322.55589
88341.66615
0.00638966
- 0.00638966
1.75000000
Y
0.00368473
322.82320
87611.10699
0.00644828
- 0.00644828
1.75000000
Y
0.00371823
323.07298
86888.99361
0.00650690
- 0.00650690
1.75000000
Y
0.00375172
323.32275
86179.77510
0.00656552
- 0.00656552
1.75000000
Y
0.00378522
323.57253
85483.10914
0.00662414
- 0.00662414
1.75000000
Y
0.00381872
323.82230
84798.66538
0.00668276
- 0.00668276
1.75000000
Y
0.00385222
324.06412
84124.05997
0.00674138
- 0.00674138
1.75000000
Y
0.00388571
324.27813
83453.92711
0.00680000
- 0.00680000
1.75000000
Y
0.00391921
324.49213
82795.24951
0.00685862
- 0.00685862
1.75000000
Y
0.00395271
324.70613
82147.73594
0.00691724
- 0.00691724
1.75000000
Y
0.00398621
324.92014
81511.10495
0.00697586
- 0.00697586
1.75000000
Y
0.00401970
325.13414
80885.08448
0.00703448
- 0.00703448
1.75000000
Y
0.00405320
325.33741
80266.76272
0.00709310
- 0.00709310
1.75000000
Y
0.00408670
325.51950
79653.39409
0.00715172
- 0.00715172
1.75000000
Y
0.00412020
325.70158
79049.99895
0.00721035
- 0.00721035
1.75000000
Y
0.00415369
325.88367
78456.33598
0.00726897
- 0.00726897
1.75000000
Y
0.00418719
326.06575
77872.17162
0.00732759
- 0.00732759
1.75000000
Y
0.00422069
326.24784
77297.27970
0.00738621
- 0.00738621
1.75000000
Y
0.00425419
326.42992
76731.44121
0.00744483
- 0.00744483
1.75000000
Y
0.00428768
326.58892
76169.05968
0.00750345
- 0.00750345
1.75000000
Y
0.00432118
326.74265
75614.17643
0.00756207
- 0.00756207
1.75000000
Y
0.00435468
326.89637
75067.82985
0.00762069
- 0.00762069
1.75000000
Y
0.00438818
327.05010
74529.82443
0.00767931
- 0.00767931
1.75000000
Y
0.00442168
327.20382
73999.97061
0.00773793
- 0.00773793
1.75000000
Y
0.00445517
327.35754
73478.08452
0.00779655
- 0.00779655
1.75000000
Y
Page 3
573
---------------------------------------------------------------------------
summary of Results for Nominal (unfactored) Moment capacity for section 1
---------------------------------------------------------------------------
Load Axial Thrust Interp. Mom. Cap.
- - -- ---------- - - - - -- ------------------
1 0.000 kips 328.6 in -kip
Please note that the values in the above table are not factored by a strength
reduction factor for LRFD.
The value of the strength reduction factor depends on the provisions of the
LRFD code being used.
The above values should be multiplied by the appropriate strength reduction
factor to compute ultimate moment capacity according to the LRFD structural
design standard being followed.
This analysis ended normally.
C'he.%71� / /1r�5uut�
=340
Gip • 3� It!
E� = 37(12 X11111 ,
64.W �uyt4r auc;
51r /d+e, Z F'1 -V,, ,-,, �" .E-
Sur� lc a yrrr .r- yS� --1��?
IqS
I IT
V=
O1= Y3(v)(H)
f{T D �3 �l� �c, lMv� �wT - ZS7o IL ,� Z 5Z > 2y £r ,
Page 4
3
-5 OD WALL 449.1po
0.00448867
327.51127
72963.98777
0.00785517
- 0.00785517
1.75000000 Y
0.00452217
327.65129
72454.47807
0.00791379
- 0.00791379
1.75000000 Y
0.00455567
327.77994
71949.96315
0.00797241
- 0.00797241
1.75000000 Y
0.00458916
327.90859
71452.81341
0.00803103
- 0.00803103
1.75000000 Y
0.00462266
328.03723
70962.86873
0.00808966
- 0.00808966
1.75000000 Y
0.00465616
328.16588
70479.97362
0.00814828
- 0.00814828
1.75000000 Y
0.00468966
328.29452
70003.97702
0.00820690
- 0.00820690
1.75000000 Y
0.00472315
328.42317
69534.73213
0.00826552
- 0.00826552
1.75000000 Y
0.00475665
328.55181
69072.09633
0.00832414
- 0.00832414
1.75000000 Y
---------------------------------------------------------------------------
summary of Results for Nominal (unfactored) Moment capacity for section 1
---------------------------------------------------------------------------
Load Axial Thrust Interp. Mom. Cap.
- - -- ---------- - - - - -- ------------------
1 0.000 kips 328.6 in -kip
Please note that the values in the above table are not factored by a strength
reduction factor for LRFD.
The value of the strength reduction factor depends on the provisions of the
LRFD code being used.
The above values should be multiplied by the appropriate strength reduction
factor to compute ultimate moment capacity according to the LRFD structural
design standard being followed.
This analysis ended normally.
C'he.%71� / /1r�5uut�
=340
Gip • 3� It!
E� = 37(12 X11111 ,
64.W �uyt4r auc;
51r /d+e, Z F'1 -V,, ,-,, �" .E-
Sur� lc a yrrr .r- yS� --1��?
IqS
I IT
V=
O1= Y3(v)(H)
f{T D �3 �l� �c, lMv� �wT - ZS7o IL ,� Z 5Z > 2y £r ,
Page 4
6sx)
3 -5 OD WALL 254.1po
LPILE Plus for Windows, version 5.0 (5.0.39)
Analysis of Individual Piles and Drilled shafts
subjected to Lateral Loading using the p -y Method
(c) 1985 -2007 by Ensoft, Inc.
All Rights Reserved
This program is licensed to:
James Warnick
Goggins
& sons Inc.
Path to
file locations:
\ \Serverl \coggins \Jobs \2012 JOBS \5436 MILL CREEK \Calcs\
Name of
input data file:
3 -5
OD
WALL 254.lpd
Name of
output file:
3 -5
OD
WALL 254.1po
Name of
plot output file:
3 -5
OD
WALL 254.1pp
Name of
runtime file:
3 -5
OD
WALL 254.1pr
------------------------------------------------------------------------------
Time and Date Of Analysis
------------------------------------------------------------------------ - - - - --
Date: November 29, 2012 Time: 12:34:41
------------------------------------------------------------------------------
Problem Title
------------------------------------------------------------------------ - - - - --
MILL CREEK 3.5" O.D. 0.254 WALL THICKNESS
------------------------------------------------------------------------------
Program options
------------------------------------------------------------------------ - - - - --
units used in computations - us customary units: Inches, Pounds
Basic Program options:
Analysis Type 2:
- computation of ultimate Bending Moment of cross section (section Design)
------------------------------------------------------------------------------
Computation of Nonlinear Bending Stiffness for Section 1
------------------------------------------------------------------------ - - - - --
Dimensions and Material Properties of Steel Pipe Section:
outer Diameter of Pipe = 3.50000 in.
Pipe Wall Thickness = 0.25400 in.
Yield stress of Pipe = 80. ksi
Elastic Modulus = 29000. ksi
Cross - sectional Area = 2.59019 sq. in.
Moment of Inertia = 3.432 inA4
Elastic Bending Stiffness = 99538. kip -in2
Definition of Run Messages:
Y = part of pipe section has yielded
Page 1
5�V. I
3 -5 OD WALL 254.1po
Axial Thrust Force = 0.000 kips
Bending
Bending
Bending
Max Comp
Minimum
Depth to
Run
Curvature
Moment
stiffness
Strain
Strain
N Axis
Msg
rad /in.
------- - - - - --
in -kip
------- -
kip -in2
in /in
in /in
in
0.00003350
- - - --
3.33436469
------- - - - - --
99540.59026
------- - - - - --
0.00005862
------- - - - - --
- 0.00005862
------- - - - - --
1.75000000
- --
0.00006700
6.66872939
99540.59026
0.00011724
- 0.00011724
1.75000000
0.00010049
10.00309408
99540.59026
0.00017586
- 0.00017586
1.75000000
0.00013399
13.33745877
99540.59026
0.00023448
- 0.00023448
1.75000000
0.00016749
16.67182347
99540.59026
0.00029310
- 0.00029310
1.75000000
0.00020099
20.00618816
99540.59026
0.00035172
- 0.00035172
1.75000000
0.00023448
23.34055285
99540.59026
0.00041034
- 0.00041034
1.75000000
0.00026798.
26.67491755
99540.59026
0.00046897
- 0.00046897
1.75000000
0.00030148
30.00928224
99540.59026
0.00052759
- 0.00052759
1.75000000
0.00033498
33.34364693
99540.59026
0.00058621
- 0.00058621
1.75000000
0.00036847
36.67801163
99540.59026
0.00064483
- 0.00064483
1.75000000
0.00040197
40.01237632
99540.59026
0.00070345
- 0.00070345
1.75000000
0.00043547
43.34674101
99540.59026
0.00076207
- 0.00076207
1.75000000
0.00046897
46.68110571
99540.59026
0.00082069
- 0.00082069
1.75000000
0.00050246
50.01547040
99540.59026
0.00087931
- 0.00087931
1.75000000
0.00053596
53.34983509
99540.59026
0.00093793
- 0.00093793
1.75000000
0.00056946
56.68419979
99540.59026
0.00099655
- 0.00099655
1.75000000
0.00060296
60.01856448
99540.59026
0.00105517
- 0.00105517
1.75000000
0.00063645
63.35292917
99540.59026
0.00111379
- 0.00111379
1.75000000
0.00066995
66.68729387
99540.59026
0.00117241
- 0.00117241
1.75000000
0.00070345
70.02165856
99540.59026
0.00123103
- 0.00123103
1.75000000
0.00073695
73.35602325
99540.59026
0.00128966
- 0.00128966
1.75000000
0.00077044
76.69038795
99540.59026
0.00134828
- 0.00134828
1.75000000
0.00080394
80.02475264
99540.59026
0.00140690
- 0.00140690
1.75000000
0.00083744
83.35911733
99540.59026
0.00146552
- 0.00146552
1.75000000
0.00087094
86.69348203
99540.59026
0.00152414
- 0.00152414
1.75000000
0.00090443
90.02784672
99540.59026
0.00158276
- 0.00158276
1.75000000
0.00093793
93.36221141
99540.59026
0.00164138
- 0.00164138
1.75000000
0.00097143
96.69657611
99540.59026
0.00170000
- 0.00170000
1.75000000
0.00100493
100.03094
99540.59026
0.00175862
- 0.00175862
1.75000000
0.00103842
103.36531
99540.59026
0.00181724
- 0.00181724
1.75000000
0.00107192
106.69967
99540.59026
0.00187586
- 0.00187586
1.75000000
0.00110542
110.03403
99540.59026
0.00193448
- 0.00193448
1.75000000
0.00113892
113.36840
99540.59026
0.00199310
- 0.00199310
1.75000000
0.00117241
116.70276
99540.59026
0.00205172
- 0.00205172
1.75000000
0.00120591
120.03713
99540.59026
0.00211034
- 0.00211034
1.75000000
0.00123941
123.37149
99540.59026
0.00216897
- 0.00216897
1.75000000
0.00127291
126.70586
99540.59026
0.00222759
- 0.00222759
1.75000000
0.00130640
130.04022
99540.59026
0.00228621
- 0.00228621
1.75000000
0.00133990
133.37459
99540.59026
0.00234483
- 0.00234483
1.75000000
0.00137340
136.70895
99540.59026
0.00240345
- 0.00240345
1.75000000
0.00140690
140.04332
99540.59026
0.00246207
- 0.00246207
1.75000000
0.00144039
143.37768
99540.59026
0.00252069
- 0.00252069
1.75000000
0.00147389
146.71205
99540.59026
0.00257931
- 0.00257931
1.75000000
0.00150739
150.04641
99540.59026
0.00263793
- 0.00263793
1.75000000
0.00154089
153.38078
99540.59026
0.00269655
- 0.00269655
1.75000000
0.00157438
156.71514
99540.59026
0.00275517
- 0.00275517
1.75000000
0.00160788
160.00527
99513.07750
0.00281379
- 0.00281379
1.75000000
Y
0.00164138
163.16408
99406.68431
0.00287241
- 0.00287241
1.75000000
Y
0.00167488
166.14235
99196.75524
0.00293103
- 0.00293103
1.75000000
Y
0.00170837
168.91841
98876.69252
0.00298966
- 0.00298966
1.75000000
Y
0.00174187
171.48359
98447.87067
0.00304828
- 0.00304828
1.75000000
Y
0.00177537
173.83756
97916.27149
0.00310690
- 0.00310690
1.75000000
Y
0.00180887
175.96127
97277.05944
0.00316552
- 0.00316552
1.75000000
Y
0.00184236
177.83768
96526.86422
0.00322414
- 0.00322414
1.75000000
Y
0.00187586
179.53926
95710.26430
0.00328276
- 0.00328276
1.75000000
Y
0.00190936
181.10127
94849.21906
0.00334138
- 0.00334138
1.75000000
Y
0.00194286
182.53916
93953.97485
0.00340000
- 0.00340000
1.75000000
Y
0.00197635
183.84163
93020.56513
0.00345862
- 0.00345862
1.75000000
Y
0.00200985
185.07318
92082.97635
0.00351724
- 0.00351724
1.75000000
Y
0.00204335
186.23061
91139.85894
0.00357586
- 0.00357586
1.75000000
Y
0.00207685
187.28601
90178.03538
0.00363448
- 0.00363448
1.75000000
Y
0.00211034
188.30184
89227.99467
0.00369310
- 0.00369310
1.75000000
Y
Page 2
6a2-
3
-5 OD WALL 254.1po
0.00214384
189.24089
88271.82890
0.00375172
- 0.00375172
1.75000000
Y
0.00217734
190.13026
87322.26611
0.00381034
- 0.00381034
1.75000000
Y
0.00221084
190.97660
86382.01380
0.00386897
- 0.00386897
1.75000000
Y
0.00224434
191.76258
85442.93635
0.00392759
- 0.00392759
1.75000000
Y
0.00227783
192.52508
84521.17287
0.00398621
- 0.00398621
1.75000000
Y
0.00231133
193.22682
83599.83812
0.00404483
- 0.00404483
1.75000000
Y
0.00234483
193.91326
82698.30053
0.00410345
- 0.00410345
1.75000000
Y
0.00237833
194.54691
81799.96146
0.00416207
- 0.00416207
1.75000000
Y
0.00241182
195.16415
80919.77549
0.00422069
- 0.00422069
1.75000000
Y
0.00244532
195.74345
80048.18743
0.00427931
- 0.00427931
1.75000000
Y
0.00247882
196.29765
79190.02790
0.00433793
- 0.00433793
1.75000000
Y
0.00251232
196.83440
78347.80606
0.00439655
- 0.00439655
1.75000000
Y
0.00254581
197.33108
77512.01287
0.00445517
- 0.00445517
1.75000000
Y
0.00257931
197.82777
76697.92859
0.00451379
- 0.00451379
1.75000000
Y
0.00261281
198.27961
75887.55506
0.00457241
- 0.00457241•
1.75000000
Y
0.00264631
198.72381
75094.80929
0.00463103
- 0.00463103
1.75000000
Y
0.00267980
199.15654
74317.60460
0.00468966
- 0.00468966
1.75000000
Y
0.00271330
199.55284
73546.15913
0.00474828
- 0.00474828
1.75000000
Y
0.00274680
199.94913
72793.52940
0.00480690
- 0.00480690
1.75000000
Y
0.00278030
200.32616
72052.10763
0.00486552
- 0.00486552
1.75000000
Y
0.00281379
200.67875
71319.65006
0.00492414
- 0.00492414
1.75000000
Y
0.00284729
201.03133
70604.42679
0.00498276
- 0.00498276
1.75000000
Y
0.00288079
201.36644
69899.77043
0.00504138
- 0.00504138
1.75000000
Y
0.00291429
201.67917
69203.63477
0.00510000
- 0.00510000
1.75000000
Y
0.00294778
201.99190
68523.32038
0.00515862
- 0.00515862
1.75000000
Y
0.00298128
202.29702
67855.74006
0.00521724
- 0.00521724
1.75000000
Y
0.00301478
202.57346
67193.48090
0.00527586
- 0.00527586
1.75000000
Y
0.00304828
202.84989
66545.77690
0.00533448
- 0.00533448
1.75000000
Y
0.00308177
203.12633
65912.15341
0.00539310
- 0.00539310
1.75000000
Y
0.00311527
203.37874
65284.44421
0.00545172
- 0.00545172
1.75000000
Y
0.00314877
203.62216
.64667.23688
0.00551034
- 0.00551034
1.75000000
Y
0.00318227
203.86559
64063.02338
0.00556897
- 0.00556897
1.75000000
Y
0.00321576
204.10901
63471.39767
0.00562759
- 0.00562759
1.75000000
Y
0.00324926
204.32362
62883.10149
0.00568621
- 0.00568621
1.75000000
Y
0.00328276
204.53708
62306.46068
0.00574483
- 0.00574483
1.75000000
Y
0.00331626
204.75053
61741.46918
0.00580345
- 0.00580345
1.75000000
Y
0.00334975
204.96399
61187.77751
0.00586207
- 0.00586207
1.75000000
Y
0.00338325
205.15370
60638.02989
0.00592069
- 0.00592069
1.75000000
Y
0.00341675
205.34000
60098.06720
0.00597931
- 0.00597931
1.75000000
Y
0.00345025
205.52631
59568.58922
0.00603793
- 0.00603793
1.75000000
Y
0.00348374
205.71262
59049.29351
0.00609655
- 0.00609655
1.75000000
Y
0.00351724
205.88850
58536.92600
0.00615517
- 0.00615517
1.75000000
Y
0.00355074
206.05028
58030.25207
0.00621379
- 0.00621379
1.75000000
Y
0.00358424
206.21206
57533.04868
0.00627241
- 0.00627241
1.75000000
Y
0.00361773
206.37383
57045.05276
0.00633103
- 0.00633103
1.75000000
Y
0.00365123
206.53561
56566.01089
0.00638966
- 0.00638966
1.75000000
Y
0.00368473
206.68499
56092.31458
0.00644828
- 0.00644828
1.75000000
Y
0.00371823
206.82466
55624.54310
0.00650690
- 0.00650690
1.75000000
Y
0.00375172
206.96434
55165.12468
0.00656552
- 0.00656552
1.75000000
Y
0.00378522
207.10401
54713.83756
0.00662414
- 0.00662414
1.75000000
Y
0.00381872
207.24368
54270.46776
0.00668276
- 0.00668276
1.75000000
Y
0.00385222
207.37894
53833.66308
0.00674138
- 0.00674138
1.75000000
Y
0.00388571
207.49877
53400.41801
0.00680000
- 0.00680000
1.75000000
Y
0.00391921
207.61860
52974.57885
0.00685862
- 0.00685862
1.75000000
Y
0.00395271
207.73843
52555.95729
0.00691724
- 0.00691724
1.75000000
Y
0.00398621
207.85826
52144.37140
0.00697586
- 0.00697586
1.75000000
Y
0.00401970
207.97809
51739.64527
0.00703448
- 0.00703448
1.75000000
Y
0.00405320
208.09195
51340.13583
0.00709310
- 0.00709310
1.75000000
Y
0.00408670
208.19402
50944.29326
0.00715172
- 0.00715172
1.75000000
Y
0.00412020
208.29610
50554.88714
0.00721035
- 0.00721035
1.75000000
Y
0.00415369
208.39818
50171.76177
0.00726897
- 0.00726897
1.75000000
Y
0.00418719
208.50026
49794.76641
0.00732759
- 0.00732759
1.75000000
Y
0.00422069
208.60234
49423.75510
0.00738621
- 0.00738621
1.75000000
Y
0.00425419
208.70442
49058.58649
0.00744483
- 0.00744483
1.75000000
Y
0.00428768
208.79363
48696.12300
0.00750345
- 0.00750345
1.75000000
Y
0.00432118
208.87990
48338.59875
0.00756207
- 0.00756207
1.75000000
Y
0.00435468
208.96617
47986.57487
0.00762069
- 0.00762069
1.75000000
Y
0.00438818
.209.05245
47639.92539
0.00767931
- 0.00767931
1.75000000
Y
0.00442168
209.13872
47298.52819
0.00773793
- 0.00773793
1.75000000
Y
0.00445517
209.22499
46962.26477
0.00779655
- 0.00779655
1.75000000
Y
Page 3
61$.3
------------------------------------------------------------------------------
summary of Results for Nominal (unfactored) Moment capacity for section 1
------------------------------------------------------------------------ - - - - --
Load Axial Thrust Interp. Mom. Cap.
- - -- ---------- - - - - -- ------------------
1 0.000 kips 209.9 in -kip
Please note that the values in the above table are not factored by a strength
reduction factor for LRFD.
The value of the strength reduction factor depends on the provisions of the
LRFD code being used.
The above values should be multiplied by the appropriate strength reduction
factor to compute ultimate moment capacity according to the LRFD structural
design standard being followed.
This analysis ended normally.
EA-2T� �Rrs�Sunc=
SunG r�Mrc,�
7aT 1 466t25!�,T3 = /.2.3.33 %f, ,
V :!40--w141 6) s y,/ y �,Ps
101=y3(V)(I+)- Y3(y,iyxg *)= /2,yzle4 ° M
,,art 01o03'�w K�,,,Z) 4 %i?c�.,.��.� = /3/� -r.v ? /�% ,L-
Page 4
3 -5
OD WALL 254.1po
0.00448867
209.31127
46631.02021
0.00785517
- 0.00785517
1.75000000 Y
0.00452217
209.38989
46302.99159
0.00791379
- 0.00791379
1.75000000 Y
0.00455567
209.46216
45978.39210
0.00797241
- 0.00797241
1.75000000 Y
0.00458916
209.53443
45658.53130
0.00803103
- 0.00803103
1.75000000 Y
0.00462266
209.60670
45343.30616
0.00808966
- 0.00808966
1.75000000 Y
0.00465616
209.67897
45032.61663
0.00814828
- 0.00814828
1.75000000 Y
0.00468966
209.75124
44726.36552
0.00820690
- 0.00820690
1.75000000 Y
0.00472315
209.82351
44424.45840
0.00826552
- 0.00826552
1.75000000 Y
0.00475665
209.89578
44126.80350
0.00832414
- 0.00832414
1.75000000 Y
------------------------------------------------------------------------------
summary of Results for Nominal (unfactored) Moment capacity for section 1
------------------------------------------------------------------------ - - - - --
Load Axial Thrust Interp. Mom. Cap.
- - -- ---------- - - - - -- ------------------
1 0.000 kips 209.9 in -kip
Please note that the values in the above table are not factored by a strength
reduction factor for LRFD.
The value of the strength reduction factor depends on the provisions of the
LRFD code being used.
The above values should be multiplied by the appropriate strength reduction
factor to compute ultimate moment capacity according to the LRFD structural
design standard being followed.
This analysis ended normally.
EA-2T� �Rrs�Sunc=
SunG r�Mrc,�
7aT 1 466t25!�,T3 = /.2.3.33 %f, ,
V :!40--w141 6) s y,/ y �,Ps
101=y3(V)(I+)- Y3(y,iyxg *)= /2,yzle4 ° M
,,art 01o03'�w K�,,,Z) 4 %i?c�.,.��.� = /3/� -r.v ? /�% ,L-
Page 4
Job Name:
AI Job Address: 315 MILL C>zEEiC Cri2lY�
Permit No.: Al -n a � 5
SPECIAL INSPECTION AND TESTING AGREEMENT
(To applicants of projects requiring Special Inspection or Testing per Section 1701 of the IBC)
The owner or his/her representative, on the advice of the design professional in responsible charge, shall
complete, seal, sign and submit a copy of the Special Inspection Agreement and Structural Tests
Scheduled to the Town of Vail for review and approval. Signatures are required on both pages;
photocopied or faxed signatures are acceptable.
The owner and his/her general contractor, where applicable, shall also acknowledge the following
conditions applicable to Special Inspection Testing,
1. Contractor is responsible for proper notification to the Inspection or Testing agency for items
listed.(Page 1) (IBC 1704)
2. Only the testing laboratory should take samples and transport them to their laboratory.
3. Copies of all laboratory reports and inspections are to be sent directly to the Town of Vail by the Testing
agency on a weekly basis.
4. Inspection agency to submit names and qualifications of on -site special inspectors to the Town of Vail
for review and approval.( Page 2)
5. The special inspector is responsible to immediately notify the Town of Vail Building Official in writing of
any concerns and /or problems encountered.
6. It is the responsibility of the contractor to review the Town of Vail approved plans for additional
inspection or testing requirements that may be noted. A pre - construction conference at the job site is
recommended to review special inspection procedures.
7. The special inspector shall use only the Town of Vail approved drawings.
8. All special inspection field reports must be left on site for review by the Town of Vail staff prior to
required inspections or re- inspections.
BEFORE OCCUPANCY WILL BE GRANTED: The special inspection agency shall submit a signed and
sealed statement that all items requiring testing and inspection were fulfilled and reported. Those items not
tested and /or inspected shall be noted in this statement. A copy of the statement shall be maintained at the
job site for the Building Inspector's review prior to final inspection.
Acknowledgement:
Owner: �ir.J A, !sF z
Signature - g !�
Print Name Date
Special Inspection / -„ �
Agency:
Project 464 Slk2tur 61 Print Nam Dale
Arch /Eng: g '•,�
Signature Print Name
Date Ks"11
Contractor: ti,a —AZ 11101_ _ 12--12-12-
gnature Print Name
Date
-3-
t
TOWN �� � SPECIAL INSPECTION AND TESTING SCHEDULE
(IBC 1704)
Project Name: 6L Ll G K C? l Permit #
Owner's Name:
Testing Inspection Sign ure Print flame
Date
Agency: 146e&-4g-(-k
Testing Inspection Signature ^I�
nn, Name Date
Hereby cert'fies that the Testing /Inspection Agency n d above has been engaged to perform structural tests and
inspections during construction as checked below, to satisfy all applicable portions of the Building Code.
Prior to final inspection, the Inspection Agency shall submit a statement that all items of designated work performed
were reported. Any items checked but not tested or inspected will be noted and explained. Whenever any designated
items on the list are ready for sampling, testing, or inspection, it shall be the responsibility of the contractor to give
timely notice to the Inspection agency so that the required services may be performed.
REINFORCING STEEL:
Tensile & Hend, one set per heat per tons
Inspection of Placement
T Inspection of Welding
Epoxy
MASONRY:
Prelim. Acceptance Tests (Masonry Units, Wall Prisms)
Subsequent Tests (Mortar, Grout, Field Wall Prisms)
Inspection of Placement and Grouting
CONCRETE, SHOTCRETE. Gn0IIT eNn runDTAM.
Concrete
Shot
Grout
Mort ar
Aggregate tests for design
Sdtahility of aggregates
Mix Designs
Test Panel
Batch Plant Inspection
Cement Grab Sample
Inspect Placing
Compression Tests
Cast Specimens
Pith -up Samples
Shrinkage Bars
Yield Check
Air Check
Dry Unit Weight
PRECAST CuNLHt 1 t:
Reinforcing Tests
Inspection of Reinforcing Placement
Tendon Tests
Inspection of Tendon Placement
Inspection of Concrete Placement
Inspection of Concrete Balchine
Inspection of Panel Attachment & Inserts
Compression Tests
_- Inspection of Stressing/Transfer
PILING, CAISSONS, CAPS, TIES:
Inspection of Reinforcing Placement
Inspection of Concrete Placement
Inspection of Concrete Batching
Specify other tests, inspections or special instructions required.
H
UNDERPINNING:
Temporary/Permanent
_, Inspection of Steel Fabrication
_ Inspection of Reinforcing & Forms
Inspection of Concrete Placement
Inspection of Tiebacks
SOIL NAILS:
Temporary Shoring
Permanent Wall
STRUCTURAL STEEL:
Sample & Test (List specific members below)
Shop Identification & Welding inspection
Shop Ultrasonic Inspection
Shop Radiography
Field Welding Inspection
Field Bclting Inspection
W Field Ultrasonic Inspection
Field Radiography
Metal Deck Welding Inspection
FIREPROOFING:
Inspection & Placement
SOILS:
Acceptance Tests
Moisture - Density Determination
Field Density
Drilled Piers
Deep Foundation
STRUCTURAL WOOD:
Inspection of Fabrication
Inspection of Truss Joint Fabrication
Sample & Test Components
Inspection of Glu Lam Fabrication
SMOKE CONTROL:
SPECIAL CASES:
SPECIAL INSPECTION:
Seismic Resistance
Wind Requirements
GI,&A
December 6, 2012
Mr. Mitch Sturde
George Shaeffer Construction
41011 Highway 6
P.O. Box 373
Avon, Colorado 81658
GANSER LUJA\ & ASSOCIATES
Hydrogeological and Environmental Consultants
Re: Drawdown Effects of Dewatering
303 Mill Creek Circle
Vail, Colorado
Dear Mr. Sturde:
Ganser Lujan & Associates, LLC (GL &A) has performed hydrogeologic studies to evaluate the hydraulic
conductivity and estimated dewatering flows at the subject site. Due to the relatively high hydraulic
conductivity at the site, estimated flow rate and amount of drawdown (approximately 5 feet) resulting from
dewatering we do not anticipate any impacts to adjacent properties.
If you require any additional information or have any questions please do not hesitate to contact me.
Sincerely,
Ganser Lujan & Associates
/ I
Donald R. Ganser, P.G.
Principal Hydrogeologist
N
�AaL -F
(1 p� PG -794 ��9 17
�koMIt,c?
12610 W. Bayaud Ave., Unit 11, Lakewood, CO 80228
303 - 888 -9078
rowN of va' ii%
Project Street Address:
303/305 Mill Creek Circle
(Number) (Street)
Building /Complex Name:
Contractor Information
Department of Community Development
75 South Frontage Road
Vail, CO 81657
Tel: 970 -479 -2128
www.vailgov.com
Development Review Coordinator
BUILDING PERMIT APPLICATION
(Separate applications are required for alarm & sprinkler)
East/West
(Suite #)
Business Name: George Shaeffer Construction Company
Business Address: PO Box 373
City Vail State: CO Zip: 81658
Contact Name: Mitch Sturde
Contact Phone: 970- 390 -5605
Contact E -Mail: mitchs @gsconco.com
I hereby acknowledge that I have read this application, filled out
in full the information required, completed an accurate plot plan,
and state that all the information as required is correct. I agree to
comply with the information and plot plan, to comply with all Town
ordinances and state laws, and to build this structure according to
the town's zoning and subdivision codes, design review ap-
proved, International Building and Residential Codes and other
ordinanceA aflthe/feM aablicable thereto.
X
Owner /Owner's Representative Signature (Required)
Applicant Information
Applicant Name: Mitch Sturde
Applicant Phone: 970- 390 -5605
Applicant E -Mail: mitchs @gsconco.com
Project Information
Owner Name: Mill Creek Property LLC
Parcel #: 210108248004 (East) & 210108248003 (West)
(For Parcel #, contact Eagle County Assessors Office at (970-328 -8640 or visit
www.eaglecounty.us/patie)
For Office Use Only:
Fee Paid:,6 a \ o X_ I n C
Received From: er g S1AeEF>~ —_ Q Cn J T, en
Cash Check # Lou'soi l
CC: Visa / MC Last 4 CC # exp date:
Auth # _
Project #: 41"T I a — ca 8 R
DRB #: �I'a C)L3 ! I &J, C
Building Permit #: 2� )a _ f) & `
Lot #: Block # Subdivision:
Work Class: New (0) Addition (0 Alteration G
Type of Building:
Single - Family () Duplex 0 Multi - Family (l J)
Commercial () Other (Grading Permit
Work Type: Interior Q Exterior e Both O
Valuation of
Work Included Plans Included Work
Electrical OYes
O)No
OYes
QNo
Mechanical QYes
O)No
QYes
QNo
Plumbing (OYes
(DNo
(OYes
(ONO
Building QYes
ONo
QYes
ONO
Value of all work being performed: $ D DAO.mo
(value based on IBC Section 109.3 & IRC Section 108.3)
Electrical Square Footage
Detailed Scope and Location of Work:
Dewatering, Soil Retention, Excavation in Preperation
of new single family residence construction
(use additional sheet if necessary)
Date Received
DEC 0 3 2012
TOWN OF VAIL
12 -Mar -2012
5TATE OF COLORADO
For Agency Use Only
Permit Number Assigned
COG07-
Date Received I I
Month Day Year
COLORADO DISCHARGE PERMIT SYSTEM (CDPS)
CONSTRUCTION DEWATERING INDUSTRIAL WASTEWATER DISCHARGE APPLICATION
PHOTO COPIES, FAftcD COPIES, PDF COPIES OR EMAILS WILL NOT BE ACCEPTED.
Please print or type. Original signatures are required. All items must be completed accurately and in their entirety
for the application to be deemed complete. Incomplete applications will not be processed until all information is received
which will ultimately delay the issuance of a permit. If more space is required to answer any question. please attach
additional sheets to the application form. Applications must be submitted by mail or hand delivered to:
Colorado Department of Public Health and Environment
Water Quality Control Division
4300 Cherry Creek Drive South
WQCD -P -B2
Denver, Colorado 80246 -1530
Any additional information that you would like the Division to consider in developing the permit should be provided with
the application. Examples include effluent data and /or modeling and planned pollutant removal strategies.
PERMIT INFORMATION
Reason for Application: ❑ NEW CERT
❑ RENEW CERT EXISTING CERT #
Applicant is: ❑ Property Owner IN Contractor /Operator
A. Contact Information
Permittee (if more than one please add additional pages)
Organization Formal Name: George Shaeffer Construction
Permittee the person authorized to sign and certify the permit application. This person receives all permit
correspondences and is legally responsible for compliance with the permit.
Responsible Position (Title): Supervisor
Currently Held By (Person): Mitch Sturde
Telephone No: 970- 390 -5605
email address mitchs @gsconco.com
Organization: George Shaeffer Construction
Mailing Address: P.O. Box 373
City: Vail State: Colorado
This form must be signed by the Permittee to be considered complete.
Zip: 81658
Per Regulation 61: In all cases the permit application shall be signed as follows:
a) In the case of corporations, by a responsible corporate officer. For the purposes of this section, the
responsible corporate officer is responsible for the overall operation of the facility from which the discharge
described in the application originates.
b) In the case of a partnership, by a general partner.
c) In the case of a sole proprietorship, by the proprietor.
d) In the case of a municipal, state, or other public facility, by either a principal executive officer or ranking
elected official
Page 1 of 6 Revised April 2011
Of c
Dedicated to protecting and improving the health and environment of the people of Colorado
~Yr$
4300 Cherry Creek Dr. S.
Denver. Colorado 80246 -1530
s
Phone f303)692 -2000
X876
Too Line (303) 691 -7700
Colorado Department
Located in Gienda,e. Colorado
of Public Health
http:r- www.cdphe state.co.us
and Environment
For Agency Use Only
Permit Number Assigned
COG07-
Date Received I I
Month Day Year
COLORADO DISCHARGE PERMIT SYSTEM (CDPS)
CONSTRUCTION DEWATERING INDUSTRIAL WASTEWATER DISCHARGE APPLICATION
PHOTO COPIES, FAftcD COPIES, PDF COPIES OR EMAILS WILL NOT BE ACCEPTED.
Please print or type. Original signatures are required. All items must be completed accurately and in their entirety
for the application to be deemed complete. Incomplete applications will not be processed until all information is received
which will ultimately delay the issuance of a permit. If more space is required to answer any question. please attach
additional sheets to the application form. Applications must be submitted by mail or hand delivered to:
Colorado Department of Public Health and Environment
Water Quality Control Division
4300 Cherry Creek Drive South
WQCD -P -B2
Denver, Colorado 80246 -1530
Any additional information that you would like the Division to consider in developing the permit should be provided with
the application. Examples include effluent data and /or modeling and planned pollutant removal strategies.
PERMIT INFORMATION
Reason for Application: ❑ NEW CERT
❑ RENEW CERT EXISTING CERT #
Applicant is: ❑ Property Owner IN Contractor /Operator
A. Contact Information
Permittee (if more than one please add additional pages)
Organization Formal Name: George Shaeffer Construction
Permittee the person authorized to sign and certify the permit application. This person receives all permit
correspondences and is legally responsible for compliance with the permit.
Responsible Position (Title): Supervisor
Currently Held By (Person): Mitch Sturde
Telephone No: 970- 390 -5605
email address mitchs @gsconco.com
Organization: George Shaeffer Construction
Mailing Address: P.O. Box 373
City: Vail State: Colorado
This form must be signed by the Permittee to be considered complete.
Zip: 81658
Per Regulation 61: In all cases the permit application shall be signed as follows:
a) In the case of corporations, by a responsible corporate officer. For the purposes of this section, the
responsible corporate officer is responsible for the overall operation of the facility from which the discharge
described in the application originates.
b) In the case of a partnership, by a general partner.
c) In the case of a sole proprietorship, by the proprietor.
d) In the case of a municipal, state, or other public facility, by either a principal executive officer or ranking
elected official
Page 1 of 6 Revised April 2011
Industrial Wastewater Discharge Permit – Construction Dewatering www.coloradowaterpermits.com
2. DMR Cognizant Official (i.e. authorized agent) —the person or position authorized to sign and certify reports
required by permits including Discharge Monitoring Reports [DMR's]. Annual Reports, Compliance Schedule
submittals, and other information requested by the Division. The Division will send pre - printed reports (e.g. DMR's) to
this person. If more than one, please add additional pages. Same as 1) Permittee
Responsible Position (Title): Principal Hydrogeologist
Currently Held By (Person): _
Telephone No: 303 - 888 -9078
Donald R. Ganser
Email address dganser @comcast.net
Organization: Ganser Lujan & Associates
Mailing Address: 12610 W. Bayaud Avenue. Unit 11
City: Lakewood State: Colorado
Zip: 80228
Per Regulation 61: All reports required by permits. and other information requested by the Division shall be
signed by the permittee or by a duly authorized representative of that person. A person is a duly authorized
representative only if
(i) The authorization is made in writing by the permittee:
(ii) The authorization specifies either an individual or a position having responsibility for the overall operation of
the regulated facility or activity such as the position of plant manager. operator of a well or a well field.
superintendent. position of equivalent responsibility. or an individual or position having overall responsibility for
environmental matters for the company. (A duly authorized representative may thus be either a named
individual or any individual occupying a named position): and
(iii) The written authorization is submitted to the Division.
3. Site /Local Contact — contact for questions regarding the facility & discharges authorized by this permit
Q Same as Permittee —Item 1
Responsible Position (Title):
Currently Held By (Person):
Telephone No:
Email address
Organization: —
Mailing Address:
City:
4. Operator in Responsible Charge
Responsible Position (Title):
Currently Held By (Person).
Telephone No
Email address
Organization: _
Mailing Address:
City:
Certification Type
State.
Zip:
W Same as Permittee —Item 1
State:
Certification Number
Zip:
Page 2 of 6 Revised April 2011
Industrial Wastewater Discharge Permit — Construction Dewatering www.coloradowaterpermits.com
5.
6.
Billing Contact (if different than the permittee)
Responsible Position (Title):
Currently Held By (Person):
Telephone No:
Email address
Organization.
Mailing Address:
City:
State:
Zip:
Other Contact Types (check below) Add pages if necessary:
Responsible Position (Title):
Currently Held By (Person): _
Telephone No:
Email address
Organization:
Mailing Address:
City:
Pretreatment Coordinator
Environmental Contact
Biosolids Responsible Party
Property Owner
State:
Inspection Facility Contact
Consultant
Compliance Contact
B, Permitted Project/Facility Information
1. Project/Facility Name Mill Creek Circle Residence - Lot 3
Zip:
Stormwater MS4 Responsible
Person
Stormwater Authorized
Representative
Other
Street Address or cross streets 303 Mill Creek Circle
City, State and Zip Code Vail, Colorado 81658 County Eagle
Type of Facility Ownership
❑ City Government
❑ State Government
❑ Corporation X Private
❑ Mixed Ownership
❑ Municipal or Water District
2. Facility Latitude /Longitude —List the latitude and longitude of the excavation(s) resulting in the discharge(s). If the exact excavation
location(s) are not known, list the latitude and longitude of the center point of the construction project. If using the center point, be
sure to specify that it is the center point of construction activity.
001A Latitude Longitude (e.g., 39.703 °, 104.933°')
degrees (to 3 decimal places) degrees (to 3 decimal places)
or
001A Latitude 39 o 38 , 21 " Longitude 106 o 22 19 (e.g., 39 °46'11 "N, 104`53'11W)
degrees minutes seconds degrees minutes seconds
Horizontal Collection Method: 0 GPS Unspecified ❑ Interpolation Map – Map Scale Number
Reference Point: ❑ Project/Facility Entrance [M–] Project/Facility Center /Centroid
Horizontal Accuracy Measure (WQCD Requires use of NAD83 Datum for all references)
(add additional pages if necessary)
Page 3 of 6 Revised April 2011
Industrial Wastewater Discharge Permit — Construction Dewatering www.coloradowaterpermits.com
B. Permitted Project/Facility Information Continued...
Facility Activity and Anticipated Schedule
Dewatering will begin (date) 12- 21-2012
Estimate how long dewatering will last: Years 1
Months 0 Days 0
Describe Activity e.g.. highway bridge and tunnel construction, storm drain expansion, etc. and a description of activities
being performed, including construction schedule and months of operation. Specify source(s) of wastewater to be discharged
'i.e.well, foundation excavation, trenching, etc).
Foundation excavation dewatering
4. Will the discharge go to a ditch or storm sewer? ❑ YES ❑0 NO
• If YES, in the appropriate table below include the name of the ultimate receiving waters where the ditch or storm sewer
discharges.
• If YES, applicant must contact the owner of the ditch or storm sewer system (prior to discharging) to verify local ordinances
and to determine whether or not additional requirements are going to be imposed by the owner.
5 What type of discharge will this be? 1-01 Defined Discharge ❑ Undefined Discharge
A Defined Discharge is a discharge where the dewatering discharge locations and number of outfalls are known at the time of permit
application.
• If discharge is Defined – enter information in table C for Defined Discharges
An Undefined Discharge is a discharge where the exact dewatering discharge locations are unknown at the time of permit application.
The permit applicant must request the maximum number of potential outfalls (discharges) for the permitted facility.
• If discharge is Undefined – enter information in table D for Undefined Discharges
• Note: For undefined discharges. the site specific sampling and monitoring parameters will be selected based on the potential
pollutant sources found within the entire permitted project area and will be applied to all outfall(s). The most stringent of the
surface water limitations for each identified site specific parameter will be applied to each permitted outfall.
C. Information for Defined Discharge Location(s):
1. In the following table, include the following information for the discharge
• Include the number of discharge points ( outfalls).
• Include the name of the receiving stream for each Outfall Number If the discharge is to groundwater fill out discharge
information located next to G001A. G002A. etc. — Please review the Division's Low Risk Discharge Guidance for
Discharges of Uncontaminated Groundwater to Land to determine if discharges to groundwater can be allowed under
the Guidance in lieu of obtaining a Construction Dewatering Permit.,
• Include the approximate location of the discharge (e.g. "discharge will occur between 5th Avenue and 20th Avenue ", or "the
discharge will enter the storm sewer located at the corner of Speer Blvd and 8th Ave.. which eventually flows to Cherry Creek" ;
• Include the maximum anticipated flow rate of the discharge. this can be based on pump capacity or other applicable measure.
OUTFALL
MAXIMUM
RECEIVING APPROXIMATE LOCATION OF
LATITUDE /LONGITUDE
I FLOW RATE
OF EACH DISCHARGE
NUMBER
STREAM(S) DISCHARGE
OUTFACE
001A
Creek
Mill Creek At Mill Creek approx. 100 feet NW of Mill Creek Crcle 2 O O g P m
i
39,38',21"N-106,22'.20"W
002A
OUTFALL
GROUNDWATER
APPROXIMATE LOCATION OF
MAXIMUM
LATITUDE /LONGITUDE
NUMBER
DISCHARGE
FLOW RATE
OF EACH DISCHARGE
OUTFALL
G001A
G002A
Add more pages if necessary
Page 4 of 6 Revised April 2011
Industrial Wastewater Discharge Permit – Construction Dewatering www.coloradowaterpermits.com
D. Information for Undefined Discharge Location(s):
1. In the following table include the following information for the discharge
• Include the maximum number of potential outfalls (discharges) for the permitted facility /project:
• Include the maximum anticipated flow rate of the discharge: this can be based on pump capacity or other applicable measure.
• Include the name of all potential receiving streams for the entire project. If the discharge is to groundwater fill out discharge
information located next to 0001A. G002A. etc — Please review the Division's Low Risk Discharge Guidance for
Discharges of Uncontaminated Groundwater to Land to determine if discharges to groundwater can be allowed under
the Guidance in lieu of obtaining a Construction Dewatering Permit.
Note: For undefined discharges, the site specific sampling and monitoring parameters will be selected based on the potential
pollutant sources found within the entire permitted project area and will be applied to all outfall(s). The most stringent of the surface
water limitations for each identified site specific parameter will be applied to each permitted outfall.
OUTFALL
NUMBER
MAXIMUM FLOW
RATE (GPM)
POTENTIAL RECEIVING STREAM(S)
001A
002A
OUTFALL
NUMBER
MAXIMUM FLOW
RATE (GPM)
GROUNDWATER
G001A
GROUNDWATER
G002A
Add more pages if necessary
Sampling and Reporting Requirements for Defined and Undefined Discharges: Sampling must occur at every end -of-
pipe dewatering location (after going through your choice of BMP. if necessary). The permittee will be issued Discharge
Monitoring Report (DMR) forms for all requested outfall numbers. The permittee will be required to submit the DMR forms
for each requested outfall number monthly. For the outfall numbers(s) where no discharge occurred for a given month, the
permittee shall mark `'No Discharge" on the DMR forms. The sampling results must be maintained by the permittee.
E. A Location Map for Defined and Undefined Discharges -- designating the location of the project/facility. the location of the
discharge points) / outfalls — applicable only to defined discharges. and the receiving water(s) listed in Items C & D. A north
arrow shall be shown. This map must be on paper that can be folded to 8' /z x 11 inches.
F. A Legible Sketch of the Site
1. For Defined Discharges —A legible site sketch shall be submitted and must include: the location of the end of pipe
dewatering discharges at the site (e.g. where the flow will be discharged from the pump or BMP), the BMP(s) that will be
used to treat the discharge(s), and the sampling location(s). Refer to the instructions for additional guidance specific to
sites with multiple potential dewatering locations. This map must be on paper that can be folded to 8'/Y x 11 inches.
OR
2. For Undefined Discharges —A legible site sketch shall be submitted and must include: the limits of the construction site
boundary to include street names (if applicable) or landmarks: description of the BMPs, to be implemented; and location of
all potential receiving waters. This map must be on paper that can be folded to 8 1/2 x 11 inches.
G. Potential Groundwater Contamination
1. Is this operation located within one mile of a landfill. abandoned landfill or any mine or mill tailings? ❑ YES 0 NO
2. Has the dewatering discharge been analyzed for any parameters (pH. Oil and Grease. Metals. Organics. etc.)?
❑ YES X NO If YES, please attach a copy of the sampling results.
Page 5 of 6 Revised April 2011
Industrial Wastewater Discharge Permit — Construction Dewaterinq www.coloradowaterpermits.com
Note to the applicant: Upon review of the application, the Division may request characterization of the water to be
discharged or analysis of certain parameters once the application has been reviewed. If the Division requests a
representative analysis of the water to be discharged, the application processing time may be lengthened.
3. Has the dewatering area been checked for possible groundwater contamination, such as plumes from leaking
underground stora �a, tanks, mine tailings,etc —or- has a Phase I or Phase 11 been conducted on the site?
r, YES u NO
If YES, show location of the landfill, tailings, or possible groundwater contamination on the location map or general sketch
map. (Explain the location, extent of contamination, and possible effect on the groundwater pumping from this facility). Or
include a copy of the phase I or Phase II report. If the reports are not available, submit a summary of the results of the
report. If any sampling results are available, please attach a copy of all data.
Note: Contact Water Quality Control Division for the proper water chemistry parameters to report.
H. Additional Information
1. Does the applicant have a Stormwater Permit for Construction Activities? ❑ YES ❑0 NO ❑ PENDING
If Yes, Stormwater Construction Permit Number
WATER RIGHTS
The State Engineers Office (SEO) has indicated that any discharge that does not return water directly to surface
waters (i.e. land application, rapid infiltration basins, etc.) has the potential for material injury to a water right. As a
result, the SEO needs to determine that material injury to a water right will not occur from such activities. To make
this judgment, the SEO requests that a copy of all documentation demonstrating that the requirements of Colorado
water law have been met, be submitted to their office for review. The submittal should be made as soon as possible
to the following address:
Colorado Division of Water Resources
1313 Sherman Street, Room 818
Denver, Colorado 80203
Should there be any questions on the issue of water rights, the SEO can be contacted at (303) 866 -3581. It is
important to understand that any CDPS permit issued by the Division does not constitute a water right. The issuance
of a CDPS permit does not negate the need to also have the necessary water rights in place. Additionally, if the
activity has an existing CDPS permit, there is no guarantee that the proper water rights are in place.
1. Required Certification Signature (Reg 61.4(1)(h)]
"I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in
accordance with a system designed to assure that qualified personnel properly gather and evaluate the information
submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for
gathering the information, the information submitted is to the best of my knowledge and belief, true, accurate and
complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine
and imprisonment for knowing violations."
"I understand that submittal of this application is for coverage under the State of Colorado General Permit for Discharges
Associated with Construction Dewatering for the entirety of the construction site /project described and applied for,
until such time as the application is amended or the certification is transferred, inactivated, or expired."
Signature (Legally Responsible Party) s Date
Name (printed) Mitch Sturde Title Supervisor
Page 6 of 6 Revised April 2011
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HEPWORTH- PAWLAK GEOTECHNICAL
Fiepwwrtll-Paulak Geotechnical, Inc.
5020 County Road 154
Glenw(u)d Spring., Coloradri 81601
Phone: 970-94i-7988
Fax: 970. 945 -5454
email: hpgeo:�.9hpgeotech.cmn
SUPPLEMENTAL SUBSOIL STUDY
FOR FOUNDATION DESIGN
PROPOSED RESIDENCE
LOT 3, VAIL VILLAGE 1ST FILING
303 AND 305 MILL CREEK CIRCLE
VAIL, COLORADO
JOB NO. 112 111A
NOVEMBER 19, 2012
PREPARED FOR:
MILLCREEK HOUSE
C/O KH WEBB ARCHITECTS
ATTN: KYLE WEBB
710 WEST LIONSHEAD CIRCLE, SUITE A
VAIL, COLORADO 81657
Kyle(WAhwebbxom
Parker 303-841-7119 • Colorado Springs 719 -633 -5562 • Silverthorne 970- 468 -1989
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY
......................................... ............................... - 1 -
BACKGROUND INFORMATION
.............................
_
PROPOSED CONSTRUCTION
.................................................. ...............................
- 2 -
SITE CONDITIONS
........................
FIELD EXPLORATION
........................... .
SUBSURFACE CONDITIONS
................. ...............................
_ -
ENGINEERING ANALYSES
..................................................... ...............................
- 4 -
DESIGN RECOMMENDATIONS
....... ...............................
FOUNDATIONS..............................................................
-
...............................
5 -
FOUNDATION AND RETAINING WALLS
..... ...............................
FLOORSLABS
-
....................................................................... ...............................
8 -
UNDERDRAINSYSTEM
....................................................... ...............................
SITEGRADING
8 -
..................................................................... ...............................
SURFACEDRAINAGE
- 9 -
........................................................ ...............................
10-
LIMITATIONS.........................................................................
............................... -
10-
a
FIGURE I - LOCATIONS OF EXPLORATORY BORINGS
FIGURE 2 - LOGS OF EXPLORATORY BORINGS
FIGURE 3 - LEGEND AND NOTES
FIGURES 4 and 5 - GRADATION TEST RESULTS
TABLE I- SUMMARY OF LABORATORY TEST RESULTS
APPENDIX A - GANSER LUJAN & ASSOCIATES REPORT, NOVEMBER 2, 2012
PURPOSE AND SCOPE OF STUDY
This report presents the results of a supplemental subsoil study for a proposed residence
to be located on Lot 3, Vail Village 15L Filing, 303 and 305 Mill Creek Circle, Vail,
Colorado. The project site is shown on Figure 1. The purpose of the study was to
develop recommendations for the foundation design. The study was conducted as
additional services to our proposal for geotechnical engineering services to Millcreek
House c/o KH Webb Architects dated April 30, 2012.
A field exploration program consisting of exploratory borings was conducted to obtain
information on the subsurface conditions. Samples of the subsoils obtained during the
field exploration were tested in the laboratory to determine their classification and other
engineering characteristics. The results of the field exploration and laboratory testing
were analyzed to develop recommendations for foundation types, depths and allowable
pressures for the proposed building foundation. This report summarizes the data obtained
during this study and presents our conclusions, design recommendations and other
geotechnical engineering considerations based on the proposed construction and the
subsurface conditions encountered.
BACKGROUND INFORMATION
Hepworth - Pawlak Geotechnical previously prepared a subsoil study for the proposed
residence and submitted our findings in a report dated May 31, 2012, Job No. 112 111A.
Additional borings to below proposed building basement elevations and temporary
monitoring wells constructed for "slug" testing to determine hydraulic conductivity of the
subsoils were needed and the supplemental study was requested. The subsequent
hydraulic conductivity testing was performed by Ganser Lujan & Associates with the
results provided in their report dated November 2, 2012. The Ganser Lujan report has
been provided to the design and construction team for the project and is attached with this
report for reference.
Job No. 112 111A Ge-:&ech
-2-
PROPOSED CONSTRUCTION
The proposed construction has changed since our previous study to now include a deeper
basement level. The residence will be located on the lot as shown on Figure 1. The
residence will be a two story wood frame structure over a relatively deep basement level.
Ground floors will be slab -on- grade. Basement floor finish elevations will range from
about 8193 feet in the western and eastern portions to about 8187 feet in the middle
portion of the building, see Figure 2. Additional excavation for a mat foundation and
possible sub - excavation for the underdrain system will also be needed. This will require
cut depths up to about 22 feet.
It is desired to found the structure on a reinforced mat. We assume relatively light to
moderate foundation loadings, typical of the proposed type of construction. The mat
foundation will be about 2 feet thick.
It is planned to shore the excavation cut slopes with temporary systems consisting of soil
nail walls and micro -pile walls, located a minimum 4 to S feet outside of the building
foundation walls. A temporary dewatering system of drilled wells along the south and
west sides of the proposed excavation, and a permanent underdrain system around and
below the building are also planned. The exterior foundation walls will be backfilled
with imported screened rock.
If conditions are significantly different from those described above, we should be notified
to re- evaluate the recommendations contained in this report.
SITE CONDITIONS
The site conditions are generally similar to those discussed in our previous report. The
existing building on the lot had been removed at the time of our field exploration for the
current study. The building removal resulted in an excavation about 10 feet deep due to
Job No. 112 111 A GeCPteCh
-3-
the basement level of the previous residence. Our previous PVC cased stand -pipe
piezometers on the site had been destroyed during removal of the existing structure.
FIELD EXPLORATION
The field exploration for the supplemental study for project was conducted on October
22, 2012. Two exploratory borings (Borings 4 and 5) were drilled at the locations shown
on Figure 1 to evaluate the subsurface conditions. The borings were drilled in the
basement excavation of the removed residence and to the north of our previous borings.
The borings were advanced with 4 inch diameter continuous flight augers powered by a
truck - mounted CME -45B drill rig. The borings were logged by a representative of
Hepworth - Pawlak Geotechnical, Inc. Locations of our three previous borings drilled on
the site are also shown on Figure 1.
Samples of the subsoils were taken with a 1% inch I.D. spoon sampler. The sampler was
driven into the subsoils at various depths with blows from a 140 pound hammer falling 30
inches. This test is similar to the standard penetration test described by ASTM Method
D -1586. The penetration resistance values are an indication of the relative density or
consistency of the subsoils. Depths at which the samples were taken and the penetration
resistance values are shown on the Logs of Exploratory Borings, Figure 2. The samples
were returned to our laboratory for review by the project engineer and testing.
Factory slotted 2 inch diameter PVC pipe with sand backfill was installed in Borings 4
and 5 to allow monitoring of the groundwater level and for the hydraulic conductivity
testing by Ganser Lujan & Associates. The wells are referred to as MW -4 and MW -5 in
the Ganser Lujan report. Depths that the pipe was installed in the borings are shown on
the boring logs, Figure 2.
SUBSURFACE CONDITIONS
Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2.
The subsoils encountered, below about 4!/2 to 5 feet of fill, consisted of medium dense to
JOb NO. 112 111A Ge&ech
-4-
dense, silty sand and gravel with cobbles and scattered boulders underlain at depths from
about 9 to 18 feet by relatively dense, silty sandy gravel and cobbles with boulders. The
fill was loose to medium dense, silty clayey gravelly sand with cobbles. Drilling in the
dense granular soils with auger equipment was occasionally difficult due to the cobbles
and possible boulders. The subsoils are similar to those previously encountered at the
site.
Laboratory testing performed on samples obtained from the borings included natural
moisture content and gradation analyses. Results of gradation analyses performed on
small diameter drive samples (minus 1 V2 inch fraction) of the coarse granular subsoils are
shown on Figures 4 and 5. The laboratory testing is summarized in Table 1.
Free water was encountered in the borings at the time of drilling and when checked one or
more days later at depths from about 14 to 16 %Z feet. The subsoils were slightly moist to
moist becoming wet near and below the free water level.
ENGINEERING ANALYSES
The excavation may be up to about 5 feet below the groundwater level at the site and
groundwater level may rise up to about 4 to 5 feet during spring and early summer run-
off. Temporary dewatering of the excavation for construction and permanent dewatering
will be needed. Wells constructed on regular spacing along the south and west sides of
the proposed excavation drilled to depths of at least 10 feet below the proposed
excavation where the water can be pumped down appear feasible for the temporary
dewatering. The well locations and depths may need to be adjusted during construction
depending on the conditions encountered. Some water may be encountered in the
excavation and can probably be removed by trenches placed outside footing areas and
sloped to sumps where the water can be collected and pumped.
Soil nailing and /or micro -pile walls appear feasible for shoring of the excavation. Grout
columns placed along the proposed shoring face prior to excavation for the soil nail walls
JOb No. 112 11 IA "' H9tech
-5-
can be used to limit the risk of slumping of the cut face prior to construction of the soil
nail wall. The shoring should be design/build by a qualified contractor with experience in
the area.
The natural granular soils possess moderate bearing capacity and relatively low
settlement potential. A reinforced mat or spread footing foundation bearing on the natural
coarse granular soils should be suitable for support of the building. Some soft soils may
be encountered requiring subgrade improvements prior to constructing the foundation.
DESIGN RECOMMENDATIONS
FOUNDATIONS
Considering the subsurface conditions encountered in the exploratory borings and the
nature of the proposed construction, we recommend the building be founded with a
reinforced mat or spread footings bearing on the natural granular soils.
The design and construction criteria presented below should be observed for a spread
footing foundation system.
1) A mat or spread footings placed on the undisturbed natural granular soils
should be designed for an allowable bearing pressure of 2,500 psf. Based
on experience, we expect settlement of footings designed and constructed
as discussed in this section will be about 1 inch or less.
2) The spread footings should have a minimum width of 16 inches for
continuous walls and 2 feet for isolated pads.
3) The mat foundation should be well reinforced with both transverse and
longitudinal steel.
4) Exterior footings and footings beneath unheated areas should be provided
with adequate soil cover above their bearing elevation for frost protection.
Placement of foundations at least 48 inches below exterior grade is
typically used in the Vail area.
Job No. 112 111 A G89teCh
5) Continuous foundation walls should be reinforced top and bottom to span
local anomalies such as by assuming an unsupported length of at least 12
feet. Foundation walls acting as retaining structures should also be
designed to resist lateral earth pressures as discussed in the "Foundation
and Retaining Walls" section of this report.
6) All existing fill, debris, topsoil and loose or disturbed soils should be
removed and the footing bearing level extended down to the relatively
dense natural granular soils. Water seepage encountered in the footing
areas should be dewatered before concrete placement. Stabilization of the
subgrade soils may be needed in areas due to the wet soils. The
stabilization can probably be accomplished by sub - excavation of 1 to 2
feet of the subgrade soils and replacement with imported screened rock.
6) A representative of the geotecluiical engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions.
FOUNDATION AND RETAINING WALLS
Foundation walls and retaining structures which are laterally supported and can be
expected to undergo only a slight amount of deflection should be designed for a lateral
earth pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf
for walls up to 12 feet high for backfill consisting of imported granular soils. For
laterally supported walls taller than 12 feet, the wall should be designed for a uniform
lateral pressure of 22.5 H in psf where H is the wall height in feet for backfill consisting
of imported granular soils. Cantilevered retaining structures up to 12 feet in height which
are separate from the building up and can be expected to deflect sufficiently to mobilize
the full active earth pressure condition should be designed for a lateral earth pressure
computed on the basis of an equivalent fluid unit weight of at least 40 pc£for backfill
consisting of imported granular soils. Cantilevered retaining structures taller than 12 feet
in height which are separate from the building and can be expected to deflect sufficiently
to mobilize the full active earth pressure condition should be designed for a uniform
lateral pressure of 20 H in psf where H is the wall height in feet for backfill consisting of
Job No. 112 111 A Ge�
-7-
imported granular soils. The imported granular wall backfill should have a maximum
size of 2 inches, more than 50% retained on the No. 4 sieve and less than 5% passing the
no. 200 sieve. The imported granular soils should be separated from the onsite soils with
filter fabric.
All foundation and retaining structures should be designed for appropriate hydrostatic and
surcharge pressures such as adjacent footings, traffic, construction materials and
equipment. The pressures recommended above assume drained conditions behind the
walls and a horizontal backfill surface. The buildup of water behind a wall or an upward
sloping backfill surface will increase the lateral pressure imposed on a foundation wall or
retaining structure. An underdrain should be provided to prevent hydrostatic pressure
buildup behind walls.
Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum
standard Proctor density at a moisture content near optimum. Backfill in pavement and
walkway areas should be compacted to at least 95% of the maximum standard Proctor
density. Care should be taken not to overcompact the backfill or use large equipment
near the wall, since this could cause excessive lateral pressure on the wall. Some
settlement of deep foundation wall backfill should be expected, even if the material is
placed correctly, and could result in distress to facilities constructed on the backfill. Use
of a select granular fill material, such as road base or crushed rock, and increasing the
compaction to at least 98% standard Proctor density can be done to reduce the settlement
potential.
The lateral resistance of foundation or retaining wall footings will be a combination of the
sliding resistance of the footing on the foundation materials and passive earth pressure
against the side of the footing. Resistance to sliding at the bottoms of the footings can be
calculated based on a coefficient of friction of 0.50. Passive pressure of compacted
backfill against the sides of the footings can be calculated using an equivalent fluid unit
weight of 400 pcf for moist condition and 250 pcf for submerged condition. The
coefficient of friction and passive pressure values recommended above assume ultimate
Job No. 112 111A G99tech
soil strength Suitable factors of safety should be included in the design to limit the strain
which will occur at the ultimate strength, particularly in the case of passive resistance.
Fill placed against the sides of the footings to resist lateral loads should be a suitable
granular material compacted to at least 95% of the maximum standard Proctor density at a
moisture content near optimum.
FLOOR SLABS
The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -
on- grade construction. To reduce the effects of some differential movement, non-
structural floor slabs should be separated from all bearing walls and columns with
expansion joints which allow unrestrained vertical movement. Floor slab control joints
should be used to reduce damage due to shrinkage cracking. The requirements for joint
spacing and slab reinforcement should be established by the designer based on experience
and the intended slab use. A minimum 6 inch layer of free - draining gravel should be
placed beneath basement level slabs to facilitate drainage. This material should consist of
minus 2 inch aggregate with at least 50% retained on the No. 4 sieve and less than 2%
passing the No. 200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95% of
maximum standard Proctor density at a moisture content near optimum. Required fill can
consist of the on -site granular soils devoid of vegetation, topsoil, debris and oversized
rocks, or a suitable imported granular material such as screened rock.
UNDERDRATN SYSTEM
Free water was encountered during our exploration above proposed excavation depths
and it has been our experience in mountainous areas that groundwater level can rise
and/or perched groundwater develop during times of heavy precipitation or seasonal
runoff. Frozen ground during spring runoff can also create a perched condition. We
recommend below -grade construction, such as retaining walls, crawlspace and basement
areas, be protected from wetting and hydrostatic pressure buildup by an underdrain
Job No. 112 11 IA
Gegtech
-9-
system. The drains should be provided for both excavation dewatering and a permanent
building drain system. It may be feasible to incorporate the excavation dewatering
drain(s) with the permanent drain system. Gravel filled trenches should be constructed
outside footing areas at least 1 foot below excavation grade and sloped to a suitable
gravity outlet or a sump where the water can be collected and pumped. We should review
the permanent underdrain plan prior to or at the time of excavation.
The drains should consist of drainpipe placed in the bottom of the wall backfill and
surrounded above the invert level with free - draining granular material. The drain should
be placed at each level of excavation and at least lfoot below lowest adjacent finish grade
and sloped at a minimum %z% to a suitable gravity outlet. Interior lateral drains on about
10 to 15 feet spacing should be provided below the basement floor slab and connected
with the perimeter drains. Drain pipe should consist of rigid PVC pipe with minimum 4-
inch diameter. Free - draining granular material used in the underdrain system should
contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and
have a maximum size of 2 inches. The drain gravel backfill should be at least 2 feet deep
and extend to above any seepage in the adjacent excavation face. The drain gravel should
be separated from the wall backfill with filter fabric such as Mirafi 140N.
SITE GRADING
There is a risk of construction- induced slope instability due to the relatively deep
excavation cuts planned, and the existing fill and groundwater expected to be encountered
in the excavation. We understand shoring of the deeper cut slope areas is planned and
along with pre - excavation dewatering should act to reduce the potential for cut slope
failures. In the shallower cut areas and in areas where the excavation cut slopes can be
laid back to a stable grade, temporary cut slopes should be graded no steeper than 1
(horizontal) to 1 (vertical). If water seepage is encountered in the cut slopes, flatter
slopes on the order of 2 (h) to 1 (v) may be needed. We should review the site grading,
dewatering and shoring plans prior to construction.
Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or
flatter and protected against erosion by revegetation or other means. The risk of slope
JOD NO. 11Z 111A ,,,Xtech
-10-
instability will be increased if seepage is encountered in cuts and flatter slopes may be
necessary. If seepage is encountered in permanent cuts, an investigation should be
conducted to determine if the seepage will adversely affect the cut slope stability.
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and
maintained at all times after the building has been completed:
1) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95% of the maximum standard Proctor density in
pavement and slab areas and to at least 90% of the maximum standard
Proctor density in landscape areas.
3) The ground surface surrounding the exterior of the building should be
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 6 inches in the first 10 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in paved areas.
Free - draining wall backfill should be capped with at least 2 feet of the on-
site finer graded soils to reduce surface water infiltration.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
LIMITATIONS
This study has been conducted in accordance with generally accepted geotechnical
engineering principles and practices in this area at this time. We make no warranty either
express or implied. The conclusions and recommendations submitted in this report are
based upon the data obtained from the exploratory borings drilled at the locations
indicated on Figure 1, the proposed type of construction and our experience in the area.
Our services do not include determining the presence, prevention or possibility of mold or
other biological contaminants (MOBC) developing in the future. If the client is
concerned about MOBC, then a professional in this special field of practice should be
Job No. 112 111 A
consulted. Our findings include interpolation and extrapolation of the subsurface
conditions identified at the exploratory borings and variations in the subsurface
conditions may not become evident until excavation is performed. If conditions
encountered during construction appear different from those described in this report, we
should be notified so that re- evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes. We
are not responsible for technical interpretations by others of our information. As the
project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
presented herein. We recommend on -site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
Respectfully Submitted,
HEPWORTH - PAWLAK
David A.
Reviewed by:
, p ",, I
Steven L. Pawlak, P.E.
DAY/ksw
ICAL, INC.
cc: The MJ Mueller Company - Mark Mueller (plinj 7mjmpe.com)
Peak Land Consultants - Romeo Baylosis (Romeo@peakiand.net)
Shaeffer Construction —Mitch Sturdie (MitchS@gsconco com)
Shaeffer Construction- Steve Hooker ( SteveH a sconco.com)
Shaeffer Construction — Jeff Kissane (JeffKkgsconco.com)
J00 NO. 1 12 11 1A . Beech
LEGEND.-
0 Indicates boring drilled for current study.
0 Indicates boring from previous HPGeotech
study dated June 8.2012. Job No. 112111A.
Note: Boring 4 refers VnMW-4 and Boring
kzMVV-5inGL&A11'2'12report.
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TO DAY"T
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APPROXIMATE SCALE
Ir MW°
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BENCH MARK; SEWER MANHOLE
RIM, ELEV.=8210.2', AS GIVEN
112111A / teCrj | L{]C/\T|[)NS OF EXPLORATORY BORINGS I FIGURE 1
BORING 4 BORING 5
GROUND SURFACE ELEV.= 8203.4' GROUND SURFACE ELEV.= 8204.6'
TOP OF CASING ELEV. = 8205.1' TOP OF CASING ELEV. = 8205.6'
8205
8200
8195
FFE = 8193'
WEST WING
I–
8190
LL IL
Z L
O
W
J
w 8185
8180
8175
fm
3
1
0
14/12
51/12
WC =3.8
+4 =41
-200 =13
68/12 1,3
FINISH FLOOR ELEV = 8187' -
MIDDLE PORTION
39/12
+4 =51 0
-200=13 -
40/6,50/4
8205
17/12 8200
WC =5.4
- 200 =21
41/12 8195
FFE = 8193'
EAST WING
13/12 8190
WC
w
=9.9
LL
+4 =54
- 200 =13
Z
O
H
Q
W
44/12
8185
J
w
+4 =43
-200 =19
42/12
SI
8175
8170
NOTE: Explanation of symbols is shown on Figure 3.
H
112 111A tech LOGS OF EXPLORATORY BORINGS FIGURE 2
HEPWORTH- PAWLAK GEOTECHNICAL
LEGEND:
® FILL; silty clayey sandy gravel with cobbles, loose to medium dense, moist, brown to dark brown.
SAND (SC -SM); clayey to silty, gravelly, with cobbles, medium dense to dense, moist, red -brown to mixed brown.
Rocks are primarily sub - angular.
GRAVEL AND COBBLES (GM -GC); sandy to very sandy, scattered small boulders, silty, occasionally clayey,
moist, to wet with depth, red -brown to brown. Rocks are primarily sub - round.
Drive sample; standard penetration test (SPT), 1 3/8 inch 1. D. split spoon sample, ASTM D -1586.
19/12 Drive sample blow count; indicates that 19 blows of 140 pound hammer falling 30 inches were required to drive
the SPT sampler 12 inches.
TPractical drilling refusal.
0.1
Free water depth measured in boring and number of days following drilling measurement was taken.
10 Indicates 2 -inch diameter factory slotted PVC pipe installed in the boring to the depth shown.
NOTES:
1. Exploratory borings were drilled on October 22, 2012 with 4 -inch diameter continuous flight power auger.
2. Locations of exploratory borings were measured approximately by pacing from features shown on the site plan
provided.
3. Elevations of exploratory borings were measured by instrument level and refer to the Bench Mark shown on Figure 1.
4. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the
method used.
5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between
material types and transitions may be gradual.
6. Water level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in
water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content (%)
+4 = Percent retained on the No. 4 sieve
-200 = Percent passing No. 200 sieve
LL = Liquid Limit (%)
PI = Plasticity Index ( % )
112111A I Qjoq�.,l teCh LEGEND AND NOTES I FIGURE 3
HFPWORTH- PAWLAK GEOTECHNICAL
I TIME READINGS I U.S. STANDARD SERIES
24 HR, 7 HR I CLEAR SQUARE OPENINGS
45MIN, 15MIN, 601VIIN. 19MIN. 4MIN. 1MIN. ♦200 #10n #v,
I
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w1 074 150 300 600 1.18 2.36 4.75 9.512.5 19.0 373 782 1dS2 203
DIAMETER OF PARTICLES IN MILLIMETERS
CLAY TO SILT SAND GRAVEL
FINE A1EgUM COARSE FINE r_n R COBBLES
Gravel 41 % Sand 46 % Silt and Clay 13 %
Sample of: Silty Sand and Gravel From: Boring 4 at 9 Feet
I TIME READINGS I U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
24 HR. 7 H
45 MIN, 15 MIN. 60MIN. 19MIN. 4 MIN. 1 1.11N. #200 #100 #50 N30 #16 •8 ,r4 3 8' 314' 1 1/2 3' S'
0
10
20
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DIAMETER OF PARTICLES IN MILLIMETERS 127
CLAY TO SILT SANG GRAVEL
F,NE MEDIUM COARSE FINF COBBLES
Gravel 51 % Sand 36 % Silt and Clay 13 %
Sample of: Silty Sandy Gravel From: Boring 4 at 19 Feet
112 111A
100
90
80
70 Ur
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11-1 I GRADATION TEST RESULTS I FIGURE 4
CHNICAL
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DIAMETER OF PARTICLES IN MILLIMETERS
CLAY TO SILT SAND GRAVEL
FINE A1EgUM COARSE FINE r_n R COBBLES
Gravel 41 % Sand 46 % Silt and Clay 13 %
Sample of: Silty Sand and Gravel From: Boring 4 at 9 Feet
I TIME READINGS I U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
24 HR. 7 H
45 MIN, 15 MIN. 60MIN. 19MIN. 4 MIN. 1 1.11N. #200 #100 #50 N30 #16 •8 ,r4 3 8' 314' 1 1/2 3' S'
0
10
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DIAMETER OF PARTICLES IN MILLIMETERS 127
CLAY TO SILT SANG GRAVEL
F,NE MEDIUM COARSE FINF COBBLES
Gravel 51 % Sand 36 % Silt and Clay 13 %
Sample of: Silty Sandy Gravel From: Boring 4 at 19 Feet
112 111A
100
90
80
70 Ur
Z
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50 0_
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w
30 0_
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11-1 I GRADATION TEST RESULTS I FIGURE 4
CHNICAL
I TIME READINGS U.S. STANDARD SERIES I CLEAR SQUARE OPENINGS
24 HR. 7HR
45MIN. 15MIN. 60MIN. 19MN. 4MIN IU.
1
2
0 30
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40
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.005 •000 .019 .007 .074 .150 .300 600 1.16 2.36 4.75 9.5 12.5 19.0 37.5 76.2 127152 203
DIAMETER OF PARTICLES IN MILLIMETERS
CLAY TO SILT SAND GRAVEL
FINE MEDIUM COBBLES
COARSE FINE CO a
Gravel 54 % Sand 33 % Silt and Clay 13 %
Sample of: Silty Clayey Sandy Gravel From: Boring 5 at 14 Feet
I TIME READINGS I U.S. STANDARD SERIES
7 HR
24 HR.
CLEAR SQUARE OPENINGS
45 MIN, 15 MIN, 60MIN 19MIN. 4MIN. IMIN. 8200 0100 050 030 016 r3 04 310' 3'T 11;Y
1
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.005 •000 .019 .007 .074 .150 .300 600 1.16 2.36 4.75 9.5 12.5 19.0 37.5 76.2 127152 203
DIAMETER OF PARTICLES IN MILLIMETERS
CLAY TO SILT SAND GRAVEL
FINE MEDIUM COBBLES
COARSE FINE CO a
Gravel 54 % Sand 33 % Silt and Clay 13 %
Sample of: Silty Clayey Sandy Gravel From: Boring 5 at 14 Feet
I TIME READINGS I U.S. STANDARD SERIES
7 HR
24 HR.
CLEAR SQUARE OPENINGS
45 MIN, 15 MIN, 60MIN 19MIN. 4MIN. IMIN. 8200 0100 050 030 016 r3 04 310' 3'T 11;Y
1
2
WO 30
Z
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W
50
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Q
30 OL
20
10
0
.005 .000 .010 .037 .074 150 .300 .600 1.10 2.36 4.75 9.5 12.5 19.0 37.5 76.2 127152 203
DIAMETER OF PARTICLES IN MILLIMETERS
CLAY TO SILT SAND GRAVEL
FINE MEDIUTA rOARSE FINE COBBLES
Gravel 43 % Sand 38 % Silt and Clay 19 %
Sample of: Silty Clayey Sandy Gravel From: Boring 5 at 19 Feet
H P
112 111A Gectech GRADATION TEST RESULTS FIGURE 5
[HEIPWORTH-PAWLAKISEOTECHNICAL
®♦ ®�1��
r�
IIII w�
vu ooz
100
90
80
70
Z
so �
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Q-
50
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40 U
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30 OL
20
10
0
.005 .000 .010 .037 .074 150 .300 .600 1.10 2.36 4.75 9.5 12.5 19.0 37.5 76.2 127152 203
DIAMETER OF PARTICLES IN MILLIMETERS
CLAY TO SILT SAND GRAVEL
FINE MEDIUTA rOARSE FINE COBBLES
Gravel 43 % Sand 38 % Silt and Clay 19 %
Sample of: Silty Clayey Sandy Gravel From: Boring 5 at 19 Feet
H P
112 111A Gectech GRADATION TEST RESULTS FIGURE 5
[HEIPWORTH-PAWLAKISEOTECHNICAL
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
TABLE 1
SAMPLE LOCATION
BORING DEPTH
(ft)
4 9
19
5 4
14
19
NATURAL
MOISTURE
CONTENT
( %)
3.8
5.4
9.9
NATURAL
DRY
DENSITY
(pcfl
SUMMARY
GRADATION
GRAVEL
M
41
51
54
43
OF
SAND
M
46
36
LABORATORY
PERCENT
PASSING
NO. 200
SIEVE
TEST
ATTERBERG
LIQUID
LIMIT
(%)
RESULTS
LIMITS
PLASTIC
INDEX
( %)
AASHTO
CLASSIFICATION
Job No. 112 111A
SOIL OR
BEDROCK TYPE
13
13
Silty Sand and Gravel
Silty Sandy Gravel
Silty Clayey Sand wilh Gravel
(Fill)
Silty Clayey Sandy Gravel
Silty Clayey Sandy Gravel
33
38
21
13
19
APPENDIX A
GANSER LUJAN & ASSOCIATES
REPORT DATED NOVEMBER 2, 2012
Job No. 112 11 IA
GL&A
Mr. David A. Young, P.E.
Hepworth - Pawlak Geotechnical, Inc.
5020 County Road 154
Glenwood Springs. Colorado 81601
GA \SN;Id I,L'JA \' , 1iSSOC'IATES
Hfdrogeological and Environmental Consultants
Re: Hydraulic Conductivity Testing and Estimated Foundation Drain Flow
303 Mill Creek Circle
Vail, Colorado
Dear Mr. Young:
November 2. 2012
Ganser Lujan & Associates, LLC (GL &A) has completed hydraulic conductivity testing of two ground water
monitoring wells located at 303 Mill Creek Circle in Vail, Colorado. In addition, an analysis of construction
excavation and foundation drain flows has been performed. The objective of the work was to evaluate the
hydraulic conductivity of the subsurface material in the immediate vicinity of the residence as well as provide
estimates of construction dewatering and long -term foundation drain flows.
Boreholes drilled by Hepworth- Pawlak Geotechnical, Inc. (H -P) indicate that the site is underlain by medium
dense to dense silty, sand and gravel with cobbles and boulders to at least 28 feet below ground surface (grade)
with ground water levels ranging from approximately 15 to 17 feet below grade.
Site Data Collection
The in -situ hydraulic conductivity was evaluated by performing "slug" tests; within temporary monitoring wells
installed by H -P. The wells were constructed of 2 -inch diameter PVC with factory slotted screens and developed.
Data collected at the monitoring wells prior to testing are summarized below:
From top of casing
TD DTW TOS BOS
MW -4 30.06 17.25 15.06 30.06
MW -5 30.35 17.41 20.35 30.35
TD = total well depth
DTW = depth to water
TOS = top of screen
BOS = bottom of screen
SU = casing stickup above ground surface
GW = groundwater
From ground surface
SU TD DTW TOS BOS
1.78 28.28 15.47 13.28 28.28
1.00 29.35 16.41 19.35 29.35
Elevations (from top of casing elevations provided by H -P)
G W TOS BOS
MW4 8187.85 8190.04 8175.04
MW -5 8188.19 8185.25 8175.25
As shown above, groundwater elevations range from approximately 8,187 to 8,188 feet above mean sea level
beneath the proposed residence on October 25, 2012. Seasonal fluctuations in groundwater elevations should be
anticipated as this study was undertaken during the fall which is typically, along with winter, the lowest
groundwater elevations of the year. A minimum increase in groundwater elevations on the order of 3 to 5 feet
during spring runoff should be anticipated.
12610 W: Bn1•uad Ave., Unit 11, Lakewood, CO 80228
303- 888 -9078 �lartseKagu�tser /ujcttt.cojn
GA \SER LUJA & ASSOCIATES
Hl'drogeological and Environinental Consultants
GL &A conducted in -situ hydraulic conductivity tests (slug tests) on October 25, 2012 in Boring/MW -4 and
Boring/MW -5. A displacement tN pe test using a 4 -foot long solid *'slug' and pressure transducer was performed.
The resulting rapid rate of rise and tall in the water level as the slug was inserted and removed tom the well was
recorded by a pressure transducer and data logger.
Data Analvsis
fhe data collected was analyzed in accordance with the published procedures described by Bouwer and Rice
using the computer program AgteSoly. The output is provided in Attachment A. The resulting hydraulic
conductivities for four tests performed in the two wells are summarized below:
Monitoring Well Test'Fyp
MW -4 falling head
MW-4 rising head
MW -5 falling head
MW-5 rising head
Hydraulic Conductivity
2.3x10 "3 cm/sec (6.5 ft/day)
3.8x 10 "3 cm /sec (10.7 Wday)
6.8x10 -3 cm/sec (19.4 ft/day)
9.6x 10 -3 cm/sec (27.3 ft/day)
The hydraulic conductivity of sandy sediments can also be estimated from the grain -size distribution curve by the
Hazen method. A comparison of the slug test results was made with the Hazen method analyses of 4 gradation
tests performed on samples collected from Borings 4 and 5. The results of the Hazen analyses for the 4 samples
ranged from 1.7x10"3 to 3.4x10 "3 cm /sec comparing favorably with the lower range of the slug test results. The
slightly higher average slug test values are probably due to sampling bias where the sampled material is likely
overall finer grained than the actual alluvial aquifer sediments.
Estimated Excavation and Foundation Drain Flows
This analysis of estimated construction excavation and long -term foundation drain flows is based on the limited
data collected from the hydraulic conductivity testing, the estimated size of the construction excavation, the
assumed drawdown required for construction, and the elevation of foundation drains.
The results of hydraulic conductivity testing indicate that the subsurface materials tested have a hydraulic
conductivity of up to 27.3 ft/day. The perimeter of the proposed excavation below the current water table
(approximately 160 linear feet) was based on a scaled site drawing of the "Mill Creek Circle Residence, Lot #3,
Vail, Colorado; prepared by the MJ Mueller Co., Inc. As shown on the referenced drawing, excavation depths
range from 8,182.6 to 8,191.2 feet. The groundwater elevation measured on October 25, 2012 is approximately
8,188 feet. This results in a minimum 5.4 -foot drawdown of the groundwater level for the central portion of the
structure.
Based on these parameters and using the Darcy Flow Equation we estimate that construction dewatering inflow
could range from approximately 19,000 to 29,000 cubic feet per day or approximately 100 to 150 gallons per
minute (gpm) for the central portion of the structure (elevation 8,182.6). Long -tern foundation drain flows
would be somewhat less than construction flows; likely on the order of 75 to 100 gpm.
The estimated flow increases to 170 to 250 gpm assuming a seasonal increase in the groundwater level of 4 feet
during spring runoff. The rise in the groundwater elevation to 8.192 feet would affect all sections of the proposed
residence as the highest excavation depth is 8,191.2 feet. Inflows are directly (and linearly) related to the
groundwater elevation. At the time of our testing the groundwater levels were seasonally low. In addition, 2012
was a relatively dry year.
Please note that this preliminary estimate is based on limited aquifer test data. This estimate could be further
refined by additional hydraulic conductivity (slug) testing at the site or, preferably, by a pump test. Slug testing
only evaluates a very limited extent of the aquifer and may not represent the overall aquifer characteristics. For
-2-
GANSE12 l.i'JA�' , ASSOCIATES
4rdrogeologieal and Environmental Consultants
example, a high permeability alluvial channel may easily be missed by a slug test. A pump test evaluates a much
larger area of the aquifer providing a higher level of certainty than slug tests. A pump test would reduce the
uncertainty inherent in these preliminary estimates.
Conclusions and Recommendations
The results of the hydraulic conductivity testing indicate that the hydraulic conductivity in all wells tested ranged
from 2.3x10'3 to 9.6x10 cm /sec (6.5 to 27.3 feet/day). We selected a value of 4.2x10' 2cm /sec (20 ft/dav) for
estimating purposes.
Rased on the size of the proposed excavation, construction dew•atering flows are estimated to he on the order of
100 to 150 gallons per minute from the proposed lower level building footprint assuming October 2012
groundwater elevations. Long -term foundation drain flows are estimated to be on the order of 75 to 100 gpm.
Flows will increase as the groundwater levels rise seasonally. An increase in the groundwater elevation of 4 feet
will result in a corresponding increase in flow to approximately 250 gpm.
Several options are available to decrease construction dewatering flows or even eliminate post - construction
foundation drain flows. These include reducing the square footage of the lower level, raising the lower level floor
elevation, or designing the structure to be water tight.
Only a limited section of aquifer material was tested in each well due to the limited aquifer penetration. As a
result these data should be considered preliminary estimates of the overall hydraulic conductivity of the shallow
aquifer and construction dewatering /long -term sub -drain flows.
If you require any additional information or have any questions please do not hesitate to contact me
Sincerely,
Ganser Luian & Associates
Donald R. Ganser. P.G.
Principal Hydrogeologist
-3-
ATTACHMENT I -
AQTESOLV OUTPUT
10.
X
s
P
I 1.
a
c
e
m
e
n
t
0.1
(
t
0.01
0. 12, 24. 36. 48. 60.
Time (sec)
MW -4 IN
Data Set: CAProgram Files (x86) IHydroSOLVEIAQTESOLV Std 4.01Mill
-Creek MW -4 in,agt
Date: 11!01!12 -
Time: 11 :36:27
PROJECT INFORMATION
Company: Ganser Lujan & Assoc.
Client: H -P Geotech
Project: 12 -1 -008
Location: Vail, CO
Test Date: 10 -25 -2012
AQUIFER DATA
Saturated Thickness: 40. ft Anisotropy Ratio (Kz!Kr): 0.8
W_ ELL DATA (MW -4)
Initial Displacement: 5. ft Static Water Column Height: 12.81 ft
Total Well Penetration Depth: 3.0_.06_ ft Screen Length: 15. ft
Casing Radius: 0.08 ft - Well Radius: 0,17 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer -Rice
K = 6.504 ft/day y0 = 6.532 ft -
10.
_I
I �
s
P
1 1.
a
c
e
m
e
n
t
0.1
f
t
0.01
0
6. 12. 18.
Time (sec)
24. 30.
MW -4 OUT
Data Set: C:IUsers \Owner\Documents \Hepworth- Pawlak1303 Mill Creek Circle \MW -4 out.agt
Time:
Date: 11/01112 -- 4
- -- - -
11:39:2
PROJECT INFORMATION
Company: Ganser-Lujan & Assoc.
Client: H -P Geotech
Project: 12 -1 -008
Location: Vail, CO
Test Date: 10 -25 -2012
AQUIFER DATA
Saturated Thickness: 40. ft Anisotropy Ratio (Kz/Kr): 0.8
WELL DATA (New Well)
Initial Displacement: 4.5 ft Static Water Column Height: 12.81_ ft
Total Well Penetration Depth: 28. ft Screen Length: 15. ft
Casing Radius: 0.08 ft Well Radius: 0.17 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer -Rice
K = 10.67 ft/day y0 = 4.751 ft
10.
D
i
s 1
p
a
c
e
m 0.1
e
n
f 0.01
t
)
0.001
0. 6. 12. 18. 24. 30.
Time. (sec)
MW -5 IN
Data Set: C:IUsers\ Owner \Documents\Hepworth- Pawiak1303 Mill Creek CircIelMW -5 in.agt
Date: 11/61/1-2 _ _
_. -
Time: 11:33:22
PROJECT INFORMATION
Company: Ganser Lujan & Assoc.
Client: H -P Geotech
Project: 12 -1 -008
Location: Vail, Co
Test Date: 10 -25 -2012
AQUIFER DATA
Saturated Thickness: 40. ft Anisotropy Ratio (Kz/Kr): 0.8
WELL DATA
Initial Displacement: 4, ft Static Water Column Height: 12.94 ft
Total Well Penetration Depth: 12_,9.4_ ft Screen Length: 10. ft
Casing Radius: 0.08 ft - Well Radius: 0.17 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer -Rice
= 19.4 ft/day y0 = 4.277 ft
10.
D
S
p
I 1.
a
c
e
m
e
n
t
0.1
(
f
t
0.01
0
Data Set:
Date: 11/01/12
6. 12. 1$.
Time (sec)
MW -5 OUT
Time: 11:29:57
PROJECT INFORMATION
Company: Ganser Lujan & Assoc.
Client: H -P Geotech
Project: 12 -1 -008
Location: Vail, Co
Test Date: 10 -25 -2012
AQUIFER DATA
24,
30.
Saturated Thickness: 40. ft Anisotropy Ratio (Kz/Kr): 0.8
WELL DATA (MW -6)
Initial Displacement: 4. ft Static Water Column Height: 12.94 ft
Total Well Penetration Depth., 12.94 ft
Casing Radius: 0.08 ft — — Screen Length: 10_ ft
Well Radius: 0. if ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer -Rice
K = 27.33 ft/day y0 = 29.9 ft -
COGGINS & S0.
Caisson Drilling, Excavation Shoring, Tieback Anchors
DESIGN CALCULATIONS
EARTH RETENTION
for
PROJECT NO.: 5436
MILL CREEK RESIDENCE
VAI L, CO
Prepared for
GEORGE SHAEFFER CONSTRUCTION
41011 HIGHWAY 6
AVON, COLORADO 81620
TEL: 970-390-5605 FAX: 970-845-7013
Prepared By:
JAMES V. WARNICK, JR. P.E.
COGGI 01,15 S, INC.
GO 42839v
`S`S�ONAI-E�G
DATE: NO R 29, 2012
9512 Titan Park Circle • Littleton, Colorado 80125 • (303) 791 -9911 • FAX (303) 791 -0967
COGGINS & SO
Caisson Drilling, Excavation Shoring, Tieback Anchors
DESIGN CALCULATIONS
INDEX
for
PROJECT NO. 5436
PROJECT: MILL CREEK RESIDENCE
ITEM NO. I DESCRIPTION I PAGES
1
SOILS
S1.0-S1.5
2
"SNAIL" ANALYSIS OF 25' -0" FT HEIGHT SOIL NAIL WALL (TEMPORARY)
S2.0-S2.6
3
"SNAIL" ANALYSIS OF 20' -0" FT HEIGHT SOIL NAIL WALL (TEMPORARY)
S3.0-S3.5
4
"SNAIL" ANALYSIS OF 16' -0" FT HEIGHT SOIL NAIL WALL (TEMPORARY)
S4.0-S4.4
5
"SNAIL" ANALYSIS OF 11' -0" FT HEIGHT SOIL NAIL WALL (TEMPORARY)
S5.0-S5.4
6
TEMPORARY FACING CALCULATION
S6.0
7
"L -PILE 5.0" ANALYSIS OF CANTILEVER MICROPILE 12' EXPOSED HEIGHT
S7.0-S7.3
8
"L -PILE 5.0" ANALYSIS OF CANTILEVER MICROPILE 9' EXPOSED HEIGHT
S8.0-S8.3
9
10
11
12
9512 Titan Park Circle • Littleton, Colorado 80125 • (303) 791 -9911 • FAX (303) 791 -0967
st o
S/. t
BORINGV. ,1 BORING 2 BORING 3
EL_= 8210.2' ELE\4= 8210.3' ELEV.= :8209.6'
8215 8215
8210 r� FIE 8210
10/12
v
N.
13/12
8205 WC =5.4
-�00 =19
28/12
WC =12'1 8205
- 200=42
APPROXIMATE MILL
CREEK WATER
o
:
PROPOSED BASEMENT
LEl/EL, ELEV.=
55/12
•.
60/12
8202.8' (05/17/12)
FLOOR LEVEL WEST
;;; •
8200 WCi 3,9
-°
30/12
8200
`
m
m
+4 =39
- 200 =15
o
:
PROPOSED BASEMENT
55/12
FLOOR LEVEL WEST
;;; •
-°
a�
PORTION, ELEV,= 8195,5'
`
m
Lu
8195
31!12 Q
33112
=
8195
w
,1
WC =5.0
-
+4 =53 0
p i
- 200 =12 —
8 —
PROPOSED BASF ENT
6 ;
FLOOR LEVEL FAST
20[12
20112
8190 - �`
;.
18/12 —�
PORTION, ELEV.= 8192.5'
9
W 1 = 8190
g
38/12
- 200 =12
8185 a°' 39/12 34/12
8185
8180 8180
Note: Explanation of symbols is shown on Figure 3.
112111A �°�� LOGS OF EXPLORATORY BORINGS I FIGURE 2
HFPWC1ciT4Lbewi nu nrn-rrr,.......
61.2-
LEGEND:
® ASPHALT PAVEMENT, about 3 inches thick. Encountered only at Boring 1.
CONCRETE PAVERS AND SAND; walkway concrete pavers about 3 inches thick over approximately 2 inches
of a sand leveling course. Encountered of Borings 2 and 3.
VNFILL; silty to clayey gravelly sand with scattered cobbles, loose to medium dense, moist; brown to red - brown,
roots and wood debris.
SAND AND GRAVEL (SM -GM); with cobbles and small'boulders, silty, occasionally clayey, medium dense to
dense, slightly moist to moist becoming wet with depth, brawn to red - brown.
000
1.061 GRAVEL AND COBBLES (GM -GP); with boulders, slightly silty, sandy, dense, wet, brown.
Drive sample; standard penetration test (SPT), 13/8 inch I.D. split spobri sample, ASTM -1586,
10%12 Drive sample blow count; indicates that 10 blows of a 140 pound hammer failing 30 inches were
required to drive the SPT sampler 12 inches.
0,1,.6
Free water level in boring and number of days following drilling measurement was taken.
TPractical drilling refusal, where shown above bottom of log indicates multiple attempts were made to advance
the boring to the depth shown..
> Depth at which the boring paved before installing the slotted PVC pipe. Boring 3 was backfilled after drilling and
and free water level measurement.
Indicates slotted PVC pipe installed in boring to depth shown.
NOTES: -
1. Exploratory borings were drilled on May 16 and 17, 2012 with 4 -inch diameter continuous flight power auger.
2. Locations of exploratory borings were measured ap
provided. proximately by taping from features shown on the site plan
3. Elevations of exploratory borings were measured by instrument level and refer to the Bench Mark shown on Figure 1.
4. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the
method used.
5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between
material types and transitions may. be gradual.
6. Water level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in
water level may occur with time,
7. Laboratory Testing Results:
WC = Water Content (%) +4= Percent retained on the No. 4 sieve
DD = Dry Density (poi) -200 = Percent passing No. 200 sieve
112 111A f!?'�1.,�ch I LEGEND AND NOTES I FIGURE 3
HgPWO RTHAkWLAK GEOTECHNICAL
t
1
2(
112111A
15/• q
100
90
80
70
i
60
Z
Q
60
F
Z
I
W
; I
U
CC
I
W
40
a-
30
10
GRADATION TEST RESULTS I FIGURE 5
HEPWORTH- PAWLAK GEOTEGHNICAL, INC.
TABLE 1
SAMPLE
BORING
2
3
LOCATION
DEPTH
(tz)
4
10
15
15
NATURAL
MOISTURE
CONTENT
( %)
5.4
3.9
5.0
10.9
NATURAL
DRY
DENSITY
(PC
SUMMARY
GRADATION
GRAVEL
39
53
47
OF
LABQRATORY
PERCENT
PASSING
NO. 200
SIEVE
19
15
12
TEST
RESULTS
Job No. 112111A
SAND
46
35
ATTERBERC
LIQUID
LIMIT
LIMITS
PLASTIC
INDEX
AASHTO
CLASSIFICATION
SOIL OR
BEDROCKTYPE
Silty Sand and Gravel
(Fill)
Silty Sand and Gravel
Silty Sandy Gravel
Silty Sand and Gravel
31
12
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Date: it -29 -2012 SnallHln 3.10 Pile: S436 - KILL CHEEK RESIDENCE 0 -25
J LU
LO
O
LL 0 LO
LL
U
LU N rn
Q M
Minimum Factor of Safety = 1.59
W
= W 2 00 0
C90rn
LU
U
= bi
8.0 ft Behind Ball Crest
r' Z Z
O
At Ball Tee
LLu �
Q
U
Z
LEGEND:
H- 25.0 £t PS- 24.0 Nips
PY- 47.0 Nei
////����^
Sh- 7.0 ft
r
Su- 4.8 ft
G8N PHI CON SIG
p9f deg psf psi
O
1 130.0 34 B 21.0
� I
ti
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9
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MODEM Y O r,
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JOB NO.: 5436
ISSUED: 11 -29 -2012
DWN BY: JVW
File: 5436 - MILL CREEK RESIDENCE H =25 Page - 1
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* CALIFORNIA DEPARTMENT OF TRANSPORTATION
* ENGINEERING SERVICE CENTER
* DIVISION OF MATERIALS AND FOUNDATIONS
* Office of Roadway Geotechnical Engineering
* Date: 11 -29 -2012 Time: 11:09:30
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Project Identification - 5436 - MILL CREEK RESIDENCE
--- - - - - -- WALL GEOMETRY --- - - - - --
Vertical Wall Height = 25.0 ft
Wall Batter = 0.0 degree
Angle Length
(Deg) (Feet)
First Slope from Wallcrest. = 0.0 0.0
Second Slope from 1st slope. = 0.0 0.0
Third Slope from 2nd slope. = 0.0 0.0
Fourth Slope from 3rd slope. = 0.0 0.0
Fifth Slope from 3rd slope. = 0.0 0.0
Sixth Slope from 3rd slope. = 0.0 0.0
Seventh Slope Angle. = 0.0
--- - - - - -- SLOPE BELOW THE WALL --- - - - - --
There is NO SLOPE BELOW THE TOE of the wall
--- - - - - -- SURCHARGE --- - - - - --
There is NO SURCHARGE imposed on the system.
--- - - - - -- OPTION #1 --- - - - - --
Factored Punching shear, Bond & Yield Stress are used.
Unit Friction
Soil Weight Angle
Layer (Pcf) (Degree)
1 130.0 34.0
* Bond Stress also depei
- SOIL PARAMETERS --- - - - - --
Cohesion Bond* Coordinates
Intercept Stress XS1 YS1
(Psf) (Psi) (ft) (ft)
0.0 21.0 0.0 0.0
ids on BSF Factor in Option #5 wh
of Boundary
XS2 YS2
(ft) (ft;
0.0 0.0
Bn enabled.
s2•I
File: 5436 - MILL CREEK RESIDENCE H =25
--- - - - - -- WATER SURFACE
NO Water Table defined for this problem.
--- - - - - -- SEARCH LIMIT --- - - - - --
The Search Limit is from 0.0 to 40.0 ft
You have chosen NOT TO LIMIT the search of failure planes
to specific nodes.
--- - - - - -- REINFORCEMENT PARAMETERS --- - - - - --
Number of Reinforcement Levels = 5
Horizontal Spacing = 7.0 ft
Diameter of Reinforcement Element = 1.000 in
Yield Stress of Reinforcement = 47.0 ksi
Diameter of Grouted Hole = 5.3 in
Punching Shear = 24.0 kips
(For ALL Levels)
Reinforcement Lengths = 20.0 ft
Reinforcement Inclination = 15.0 degrees
Vertical Spacing to First Level = 3.0 ft
Vertical Spacing to Remaining Levels = 4.8 ft
Page - 2
sz,v
52.3
File: 5436 - MILL
CREEK RESIDENCE H =25
Page - 3
MINIMUM
DISTANCE
LOWER FAILURE
UPPER
FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE
LENGTH
ANGLE
LENGTH
(ft)
(deg)
(ft)
(deg)
(ft)
Toe 1.728
4.0
78.7
20.4
89.9
5.0
Reinf. Stress at
Level 1 =
47.000 Ksi
(Yield
Stress
controls.)
2 =
47.000 Ksi
(Yield
Stress
controls.)
3 =
43.406 ksi
(Punching
Shear controls..)
4 =
38.390 ksi
(Punching
Shear controls..)
5 =
33.374 ksi
(Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER
FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE
LENGTH
ANGLE
LENGTH
(ft)
(deg)
(ft)
(deg)
(ft)
NODE 2
1.585
8.0 60.8 11.5
80.9
15.2
Reinf. Stress at
Level 1 =
47.000 Ksi
(Yield
Stress
controls.)
2 =
47.000 Ksi
(Yield
Stress
controls.)
3 =
47.000 Ksi
(Yield
Stress
controls.)
4 =
47.000 Ksi
(Yield
Stress
controls.)
5 =
37.782 ksi
(Punching
Shear
controls..)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER
FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE LENGTH
ANGLE
LENGTH
(ft)
(deg)
(ft)
(deg)
(ft)
NODE 3
1.667 12.0 54.2 12.3
72.3
15.7
Reinf. Stress at
Level 1 =
47.000 Ksi
(Yield
Stress
controls.)
2 =
47.000 Ksi
(Yield
Stress
controls.)
3 =
47.000 Ksi
(Yield
Stress
controls.)
4 =
47.000 Ksi
(Yield
Stress
controls.)
5 =
39.512 ksi
(Punching
Shear
controls..)
szy
File: 5436 - MILL
CREEK RESIDENCE H =25
Page - 4
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE
LENGTH ANGLE LENGTH
(ft)
(deg)
(ft) (deg) (ft)
NODE 4
1.695
16.0 50.6
22.7
78.0 7.7
Reinf. Stress at
Level 1 =
26.238 Ksi
(Pullout controls...)
2 =
42.392 Ksi
(Pullout controls...)
3 =
47.000 Ksi
(Yield Stress controls.)
4 =
47.000 Ksi
(Yield Stress controls.)
5 =
40.560 ksi
(Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg)
(ft) (deg) (ft)
NODE 5
1.666 20.0 47.6 23.7
61.9 8.5
Reinf. Stress at
Level 1 =
17.637 Ksi
(Pullout controls...)
2 =
36.730 Ksi
(Pullout controls...)
3 =
47.000 Ksi
(Yield Stress controls.)
4 =
47.000 Ksi
(Yield Stress controls.)
5 =
41.453 ksi
(Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg)
(ft) (deg) (ft)
NODE 6
1.646 24.0 36.7 20.9
60.1 14.4
Reinf. Stress at
Level 1 =
0.133 Ksi
(Pullout controls...)
2 =
13.319 Ksi
(Pullout controls...)
3 =
38.959 Ksi
(Pullout controls...)
4 =
47.000 Ksi
(Yield Stress controls.)
5 =
45.218 ksi
(Punching Shear controls..)
52--5-
File: 5436
- MILL
CREEK RESIDENCE H =25 Page - 5
Reinf. Stress at Level 1
MINIMUM DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
(Pullout controls...)
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(Pullout controls...)
4
(ft)
(deg) (ft) (deg) (ft)
NODE 7
5
= 45.974
ksi
1.631
28.0 36.7 20.9 48.1 16.8
Reinf. Stress at
Level 1 =
0.000 Ksi
2 =
13.104 Ksi (Pullout controls...)
3 =
38.959 Ksi (Pullout controls...)
4 =
47.000 Ksi (Yield Stress controls.)
5 =
45.218 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 8
1.669
32.0 38.0 40.6 89.9 0.0
Reinf. Stress at
Level 1 =
0.000 Ksi
2 =
16.146 Ksi (Pullout controls...)
3 =
41.330 Ksi (Pullout controls...)
4 =
47.000 Ksi (Yield Stress controls.)
5 =
44.698 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 9
1.717 36.0
34.8 43.8
89.9 0.0
Reinf. Stress at Level 1
= 0.000
Ksi
2
= 8.055
Ksi
(Pullout controls...)
3
= 35.512
Ksi
(Pullout controls...)
4
= 47.000
Ksi
(Yield Stress controls.)
5
= 45.974
ksi
(Punching Shear controls..)
5 Z.6
File: 5436 - MILL CREEK RESIDENCE H =25 Page - 6
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE10
1.768 40.0 32.0 47.2 89.9 0.0
Reinf. Stress at Level 1 = 0.000 Ksi
2 = 0.451 Ksi (Pullout controls...)
3 = 30.042 Ksi (Pullout controls...)
4 = 47.000 Ksi (Yield Stress controls.)
5 = 47.000 Ksi (Yield Stress controls.)
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* For Factor of Safety = 1.0
* Maximum Average Reinforcement Working Force:
* 19.637 Kips /level
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
M
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Date: 11 -29 -2012
SnailWin 3.10 File-. S436 - MILL CREEK RESIDENCE H -28
W
—I
W (O
U
w m LO
u-�oo
U
w Q M
Q M
= r
Minimum Factor of Safety = 1.85
W
ww
cn
0
U
w
= Li
4.0 £t Behind Wall Crest
J
J
I Z Z
O O O
OAt
Wall Ioa
0 <
V
Z
LEGEND:
H- 20.0 ft PS- 22.0 Biys
0.
PP= 47.0 Hsi
r/
Sh- 7.0 ft
Su- 4.S ft
GRH PHI COB SSIq
deg
O
1 13 4
3 130.0 34 21.0
ti
0)
O
N
r n O a0
W O
M
V / -I O .
Z�Q
U � �
Scale = 10 ft
GREEN Y O r
j
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f>,.l
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JOB NO.: 5436
0
ISSUED: 11 -29 -2012
DM BY: JVW
File: 5436 - MILL CREEK RESIDENCE H =20 Page - 1
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* CALIFORNIA DEPARTMENT OF TRANSPORTATION
* ENGINEERING SERVICE CENTER
* DIVISION OF MATERIALS AND FOUNDATIONS
* Office of Roadway Geotechnical Engineering
* Date: 11 -29 -2012 Time: 11:24:11
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Project Identification - 5436 - MILL CREEK RESIDENCE
--- - - - - -- WALL GEOMETRY --- - - - - --
Vertical Wall Height = 20.0 ft
Wall Batter = 0.0 degree
Angle Length
(Deg) (Feet)
First Slope from Wallcrest. = 0.0 0.0
Second Slope from 1st slope. = 0.0 0.0
Third Slope from 2nd slope. = 0.0 0.0
Fourth Slope from 3rd slope. = 0.0 0.0
Fifth Slope from 3rd slope. = 0.0 0.0
Sixth Slope from 3rd slope. = 0.0 0.0
Seventh Slope Angle. = 0.0
--- - - - - -- SLOPE BELOW THE WALL --- - - - - --
There is NO SLOPE BELOW THE TOE of the wall
--- - - - - -- SURCHARGE --- - - - - --
There is NO SURCHARGE imposed on the system.
--- - - - - -- OPTION #1 --- - - - - --
Factored Punching shear, Bond & Yield Stress are used.
Unit Friction
Soil Weight Angle
Layer (Pcf) (Degree)
1 130.0 34.0
* Bond Stress also depei
- SOIL PARAMETERS --- - - - - --
Cohesion Bond* Coord
Intercept Stress XS1
(Psf) (Psi) (ft)
0.0 21.0 0.0
ids on BSF Factor in Option
Lnates of Boundary
YS1 XS2 YS2
(ft) (ft) (ft)
0.0 0.0 0.0
#5 when enabled.
File: 5436 - MILL CREEK RESIDENCE H =20
--- - - - - -- WATER SURFACE -
NO Water Table defined for this problem.
--- - - - - -- SEARCH LIMIT --- - - - - --
The Search Limit is from 0.0 to 40.0 ft
You have chosen NOT TO LIMIT the search of failure planes
to specific nodes.
--- - - - - -- REINFORCEMENT PARAMETERS
Number of Reinforcement Levels
Horizontal Spacing
Diameter of Reinforcement Element
Yield Stress of Reinforcement
Diameter of Grouted Hole
Punching Shear
--- - - - - -- (For ALL Levels)
4
7.0 ft
= 1.000 in
= 47.0 ksi
5.3 in
22.0 kips
Reinforcement Lengths = 20.0 ft
Reinforcement Inclination = 15.0 degrees
Vertical Spacing to First Level = 3.0 ft
Vertical Spacing to Remaining Levels = 4.5 ft
Page - 2
53.2-
5 3.3
File: 5436 - MILL
CREEK RESIDENCE H =20 Page - 3
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
Toe 1.853
4.0
71.6 6.3 81.9 14.1
Reinf. Stress at
Level 1 =
46.857 Ksi (Punching Shear controls..)
2 =
43.457 ksi (Punching Shear controls..)
3 =
40.057 ksi (Punching Shear controls..)
4 =
33.829 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 2
1.972
8.0 51.3 7.7 77.1 14.4
Reinf. Stress at
Level 1 =
47.000 Ksi (Yield Stress controls.)
2 =
47.000 Ksi (Yield Stress controls.)
3 =
47.000 Ksi (Yield Stress controls.)
4 =
40.535 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 3
2.231 12.0 52.4 17.7 78.7 6.1
Reinf. Stress at
Level 1 =
46.560 Ksi (Pullout controls...)
2 =
47.000 Ksi (Yield Stress controls.)
3 =
47.000 Ksi (Yield Stress controls.)
4 =
40.165 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 4
2.529 16.0 43.2 8.8 55.6 17.0
Reinf. Stress at
Level 1 =
41.308 Ksi (Pullout controls...)
2 =
47.000 Ksi (Yield Stress controls.)
3 =
47.000 Ksi (Yield Stress controls.)
4 =
43.782 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
53.1
NODE 5
2.575 20.0 33.7 14.4 56.3 14.4
Reinf. Stress at Level 1 = 22.170 Ksi (Pullout controls...)
2 = 36.146 Ksi (Pullout controls...)
3 = 47.000 Ksi (Yield Stress controls.)
4 = 47.000 Ksi (Yield Stress controls.)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 6
2.477 24.0 29.1 16.5 51.3 15.4
Reinf. Stress at Level 1 = 8.390 Ksi (Pullout controls...)
2 = 24.668 Ksi (Pullout controls...)
3 = 47.000 Ksi (Yield Stress controls.)
4 = 47.000 Ksi (Yield Stress controls.)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 7
2.384 28.0 15.9 14.6 48.8 21.3
Reinf. Stress at Level 1 = 0.000 Ksi
2 = 10.736 Ksi (Pullout controls...)
3 = 28.250 Ksi (Pullout controls...)
4 = 47.000 Ksi (Yield Stress controls.)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 8
2.384 32.0 17.4 13.4 39.8 25.0
Reinf. Stress at Level 1 = 0.000 Ksi
2 = 10.539 Ksi (Pullout controls...)
3 = 32.975 Ksi (Pullout controls...)
4 = 47.000 Ksi (Yield Stress controls.)
MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE
SAFETY BEHIND PLANE PLANE
FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH
(ft) (deg) (ft) (deg) (ft)
NODE 9
2.392 36.0 15.5 14.9 36.5 26.9
Reinf. Stress at Level 1 = 0.000 Ksi
S3.57-
2 =
3 =
4 =
MINIMUM DISTANCE
SAFETY BEHIND
FACTOR WALL TOE
(ft)
1.791 Ksi (Pullout controls...)
26.287 Ksi (Pullout controls...)
47.000 Ksi (Yield Stress controls.)
LOWER FAILURE UPPER FAILURE
PLANE PLANE
ANGLE LENGTH ANGLE LENGTH
(deg) (ft) (deg) (ft)
NODE10
2.509 40.0 18.4 12.6 29.7 32.2
Reinf. Stress at Level 1 = 0.000 Ksi
2 = 5.668 Ksi (Pullout.controls...)
3 = 35.105 Ksi (Pullout controls...)
4 = 47.000 Ksi (Yield Stress controls.)
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* For Factor of Safety = 1.0
* Maximum Average Reinforcement Working Force:
* 15.655 Kips /level
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
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P6= 17.0 Hips
H= 16.0 ft PY= 47.0 Xxi
Sh= 7.0 ft
Sr- 4.6 ft
CAN PHI COH SIG
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JOB NO.: 5436
ISSUED: 11 -29 -2012
DWN BY: JVW
File: 5436 - MILL CREEK RESIDENCE H =16 Page - 1
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* CALIFORNIA DEPARTMENT OF TRANSPORTATION
* ENGINEERING SERVICE CENTER
* DIVISION OF MATERIALS AND FOUNDATIONS
* Office of Roadway Geotechnical Engineering
* Date: 11 -29 -2012 Time: 11:30:15
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Project Identification - 5436 - MILL CREEK RESIDENCE
--- - - - - -- WALL GEOMETRY --- - - - - --
Vertical Wall Height = 16.0 ft
Wall Batter = 0.0 degree
Angle Length
(Deg) (Feet)
First Slope from Wallcrest. = 0.0 0.0
Second Slope from 1st slope. = 0.0 0.0
Third Slope from 2nd slope. = 0.0 0.0
Fourth Slope from 3rd slope. = 0.0 0.0
Fifth Slope from 3rd slope. = 0.0 0.0
Sixth Slope from 3rd slope. = 0.0 0.0
Seventh Slope Angle. = 0.0
--- - - - - -- SLOPE BELOW THE WALL --- - - - - --
There is NO SLOPE BELOW THE TOE of the wall
--- - - - - -- SURCHARGE --- - - - - --
There is NO SURCHARGE imposed on the system.
--- - - - - -- OPTION #1 --- - - - - --
Factored Punching shear, Bond & Yield Stress are used.
Unit Friction
Soil Weight Angle
Layer (Pcf) (Degree)
1 130.0 34.0
* Bond Stress also depei
- SOIL PARAMETERS --- - - - - --
Cohesion Bond* Coord
Intercept Stress XS1
(Psf) (Psi) (ft)
0.0 21.0 0.0
ids on BSF Factor in Option
inates of Boundary
YS1 XS2 YS2
(ft) (ft) (ft)
0.0 0.0 0.0
#5 when enabled.
5V
File: 5436 - MILL CREEK RESIDENCE H =16
--- - - - - -- WATER SURFACE --- - - - - --
NO Water Table defined for this problem.
--- - - - - -- SEARCH LIMIT --- - - - - --
The Search Limit is from 0.0 to 40.0 ft
You have chosen NOT TO LIMIT the search of failure planes
to specific nodes.
- - - -- REINFORCEMENT PARAMETERS --- - - - - --
Number of Reinforcement Levels = 3
Horizontal Spacing = 7.0 ft
Diameter of Reinforcement Element = 1.000 in
Yield Stress of Reinforcement = 47.0 ksi
Diameter of Grouted Hole = 5.3 in
Punching Shear = 17.0 kips
--- - - - - -- (For ALL Levels)
Reinforcement Lengths = 15.0 ft
Reinforcement Inclination = 15.0 degrees
Vertical Spacing to First Level = 3.0 ft
Vertical Spacing to Remaining Levels = 4.6 ft
Page - 2
,S Y, L
,W 3
File: 5436 - MILL CREEK RESIDENCE H =16
Page - 3
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
Toe
1.733
4.0
63.4 3.6 79.4 13.0
Reinf.
Stress at
Level 1 =
39.577 Ksi (Punching Shear controls..)
2 =
35.039 ksi (Punching Shear controls..)
3 =
30.500 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE . PLANE .
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 2
2.045
8.0
45.0 9.1 80.5 9.7
Reinf.
Stress at
Level 1 =
40.046 Ksi (Pullout controls...)
2 =
44.102 Ksi (Pullout controls...)
3 =
37.719 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 3
2.246
12.0
41.6 9.6 63.4 10.7
Reinf.
Stress at
Level 1 =
28.650 Ksi (Pullout controls...)
2 =
39.859 Ksi (Pullout controls...)
3 =
39.263 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 4
2.326
16.0
40.6 14.8 53.1 8.0
Reinf.
Stress at
Level 1 =
16.654 Ksi (Pullout controls...)
2 =
38.671 Ksi (Pullout controls...)
3 =
39.760 ksi (Punching Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE 'UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 5
2.243
20.0
14.9 6.2 45.8 20.1
Reinf.
Stress at
Level 1 =
5.129 Ksi (Pullout controls...)
2 =
24.736 Ksi (Pullout controls...)
3 =
44.343 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
a'v
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 6
2.150
24.0
12.5 7.4 40.6 22.1
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
16.410 Ksi (Pullout controls...)
3 =
39.005 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 7
2.326
28.0
15.9 5.8 32.7 26.6
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
17.063 Ksi (Pullout controls...)
3 =
44.973 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 8
2.379
32.0
14.0 6.6 29.4 29.4
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
11.032 Ksi (Pullout controls...)
3 =
41.644 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 9
2.440
36.0
12.5 7.4 26.6 32.2
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
5.470 Ksi (Pullout controls...)
3 =
38.573 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE10
2.608
40.0
11.3 8.2 24.2 35.1
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
0.323 Ksi (Pullout controls...)
3 =
35.827 Ksi (Pullout controls...)
*************************************
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
*
For Factor
of Safety = 1.0
*
Maximum
Average
Reinforcement Working Force:
*
13.361
Kips /level
65,1
File: 5436 - MILL CREEK RESIDENCE H =11
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* CALIFORNIA DEPARTMENT OF TRANSPORTATION
* ENGINEERING SERVICE CENTER
* DIVISION OF MATERIALS AND FOUNDATIONS
* Office of Roadway Geotechnical Engineering
* Date: 11 -29 -2012 Time: 12:23:50
******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Project Identification - 5436 - MILL CREEK RESIDENCE
--- - - - - -- WALL GEOMETRY --- - - - - --
Vertical Wall Height
= 11.0
ft
Wall Batter
= 0.0
degree
Angle
Length
(Deg)
(Feet)
First Slope from Wallcrest.
= 0.0
0.0
Second Slope from 1st
slope.
= 0.0
0.0
Third Slope from 2nd
slope.
= 0.0
0.0
Fourth Slope from 3rd
slope.
= 0.0
0.0
Fifth Slope from 3rd
slope.
= 0.0
0.0
Sixth Slope from 3rd
slope. =
0.0
0.0
Seventh Slope Angle.
=
0.0
--- - - - - -- SLOPE BELOW THE WALL --- - - - - --
There is NO SLOPE BELOW THE TOE of the wall
--- - - - - -- SURCHARGE --- - - - - --
There is NO SURCHARGE imposed on the system.
--- - - - - -- OPTION #1 --- - - - - --
Factored Punching shear, Bond & Yield Stress are used.
Page - 1
--- - - - - -- SOIL PARAMETERS --- - - - - --
Unit Friction Cohesion Bond* Coordinates of Boundary
Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2
Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft)
1 130.0 34.0 0.0 21.0 0.0 0.0 0.0 0.0
* Bond Stress also depends on BSF Factor in Option #5 when enabled.
File: 5436 - MILL CREEK RESIDENCE H =11
--- - - - - -- WATER SURFACE - - --
NO Water Table defined for this problem.
--- - - - - -- SEARCH LIMIT --- - - - - --
The Search Limit is from 0.0 to 40.0 ft
You have chosen NOT TO LIMIT the search of failure planes
to specific nodes.
--- - - - - -- REINFORCEMENT PARAMETERS --- - - - - --
Number of Reinforcement Levels
Horizontal Spacing
Diameter of Reinforcement Element
Yield Stress of Reinforcement
Diameter of Grouted Hole
Punching Shear
--- - - - - -- (For ALL Levels)
= 2
= 7.0
ft
= 1.000
in
= 47.0
ksi
= 5.3
in
= 13.0
kips
Reinforcement Lengths = 10.0 ft
Reinforcement Inclination = 15.0 degrees
Vertical Spacing to First Level = 3.0 ft
Vertical Spacing to Remaining Levels = 4.6 ft
Page - 2
ss:z
5s3
File: 5436 - MILL
CREEK RESIDENCE H =11 Page - 3
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
Toe
2.012
4.0
47.7 3.0 77.2 9.0
Reinf.
Stress at
Level 1 =
33.688 Ksi (Punching Shear controls..)
2 =
28.242 ksi (Punching.Shear controls..)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 2
2.164
8.0
28.8 4.6 65.6 9.7
Reinf.
Stress at
Level 1 =
20.509 Ksi (Pullout controls...)
2 =
30.809 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 3
2.091
12.0
10.4 6.1 58.8 11.6
Reinf.
Stress at
Level 1 =
4.930 Ksi (Pullout controls...)
2 =
18.185 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
NODE 4
1.944
16.0
12.9 4.9 41.5 14.9
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
21.990 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
' NODE 5
2.104
20.0
10.4 6.1 35.3 17.1
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
16.383 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE UPPER FAILURE
SAFETY
BEHIND
PLANE PLANE
FACTOR
WALL TOE
ANGLE LENGTH ANGLE LENGTH
(ft)
(deg) (ft) (deg) (ft)
Ss'Y
NODE 6
2.260
24.0
8.7 7.3
30.5 19.5
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
11.360 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE LENGTH
ANGLE LENGTH
(ft)
(deg) (ft)
(deg) (ft)
NODE 7
2.414
28.0
7.5 8.5
26.8 22.0
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
6.834 Ksi (Pullout controls...)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE LENGTH
ANGLE LENGTH
(ft)
(deg) (ft)
(deg) (ft)
NODE 8
2.671
32.0
6.5 9.7
23.8 24.5
Reinf.
Stress at
Level 1 =
0.000 Ksi
2 =
4.798 Ksi (Pullout
controls...)
MINIMUM
DISTANCE
LOWER FAILURE
UPPER FAILURE
SAFETY
BEHIND
PLANE
PLANE
FACTOR
WALL TOE
ANGLE LENGTH
ANGLE LENGTH
(ft)
(r7PC11 (f t-)
(rlarrl ( ft- )
NODE 9 2.874 36.0
Reinf. Stress at Level 1 =
2 =
MINIMUM DISTANCE
SAFETY BEHIND
FACTOR WALL TOE
(ft)
NODE10 3.077 40.0
Reinf. Stress at Level 1 =
2
0.0 7.2 20.9 30.8
).000 Ksi
L.412 Ksi (Pullout controls...)
LOWER FAILURE UPPER FAILURE
PLANE PLANE
ANGLE LENGTH ANGLE LENGTH
(deg) (ft) (deg) (ft)
7.8 8.1 17.2 33.5
).000 Ksi
'.986 Ksi (Pullout controls___)
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* For Factor of Safety = 1.0
* Maximum Average Reinforcement Working Force:
* 9.385 Kips /level
************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
5G. o
MILL CREEK (TEMPORARY) JOB NO: BID
NAIL HEAD SERVICE LOAD
Ff (pg. 97)
0.5
Ka (SLOPE ACCOUNTED)
0.503
HEIGHT OF WALL (ft)
21.0
IN -SITU DENSITY (pcf)
130.0
HORIZONTAL SPACING (ft)
7.0
VERTICAL SPACING (ft)
5.0
NAIL SERVICE LOAD (Kips)
24.0
FLEXURE STRENGTH
VERTICAL SPACING (ft)
5.0
HOR. SPACING (ft)
7.0
MESH
4
WALER BARS (dia -in) (1)
0.625
VERTICAL REIN. (dia -in) (1)
0.500
ADDITIONAL VERT. REIN. (dia- in)(1)
0.000
WALL THICK (in)
4.0
GROUT HOLE (in)
5.25
BEARING PLATE
8
STEEL GRADE (psi)
60000
SHOTCRETE (psi)
4000
Cf (Table 4.2 pg. 89)
2.00
NAIL HEAD STRENGTH FACTOR
0.66
VERTICAL DIRECTION
As (NEG) (sq. in)
0.99
As (POS) (sq. in)
0.60
My (NEG) ( #- in /in)
1840
My (POS) ( #- in /in)
1147
NOW HEAD Kips
67
DESIGN HEAD (Kips)
39
ALL. NAIL HEAD (Kips)
26
4
1.45
4.0
1 4.0
0.31
1918
My (POS) ( #- in /in)
1918
0.20
39
Vn (Kips)
38
0.00
41
ALL. NAIL HEAD Kips
27
8 1 0.5
HORIZONTAL DIRECTION
As (NEG) (sq. in)
1.45
As (POS) (sq. in)
1.45
My (NEG) ( #- inlin)
1918
My (POS) ( #- in /in)
1918
NOW HEAD (Kips)
39
ALLOWABLE NAIL HEAD LOAD GREATER THAN ESTIMATED HEAD SERVICE LOAD, HENCE, OK
PUNCHING SHEAR
Cs (Table 4.2 pg. 89)
2.0
D'c (in)
12
Dc (in)
16
Ac (sq. in.)
201
A c (sq. in.)
22
Vn (Kips)
38
NOM. HEAD (kips)
41
ALL. NAIL HEAD Kips
27
ALLOWABLE NAIL HEAD LOAD GREATER THAN ESTIMATED HEAD SERVICE LOAD; HENCE, OK
VERTICAL BARS
Lc/20 (in)
3.0
15Db (in)
7,5
Id (in)
2.0
TOTAL REIN. 0.40
Lvb (in) 25
WALER BARS
L (in)
12
Ld = (1.7)Ldb
20
SPLICE LTH in
20
MESH
1.5(Ldb) (in)
4
Swire + 2 (in)
6
8 (in)
8
SPLICE LTH (in)
8
DEVELOPED LENGTH
7.5
510
3 -5 OD WALL 449.1po
LPILE Plus for Windows, version 5.0 (5.0.39)
Analysis of Individual Piles and Drilled Shafts
subjected to Lateral Loading using the p -y Method
(c) 1985 -2007 by Ensoft, Inc.
All Rights Reserved
This program is licensed to:
James Warnick
Goggins & sons Inc.
Path to file locations:
Name of input data file:
Name of output file:
Name of plot output file
Name of runtime file:
\ \Serverl \coggins \Jobs \2012 JOBS \5436 MILL CREEK \Calcs\
3 -5 OD WALL 449.lpd
3 -5 OD WALL 449.1po
3 -5 OD WALL 449.1pp
3 -5 OD WALL 449.1pr
------------------------------------------------------------------------------
Time and Date of Analysis
------------------------------------------------------------------------ - - - - --
Date: November 29, 2012 Time: 12:34:19
------------------------------------------------------------------------------
Problem Title
------------------------------------------------------------------------ - - - - --
MILL CREEK 3.5" O.D. 0.449 WALL THICKNESS
------------------------------------------------------------------------------
Program Options
------------------------------------------------------------------------ - - - - --
Units used in Computations - Us Customary Units: inches, Pounds
Basic Program Options:
Analysis Type 2:
- Computation of Ultimate Bending Moment of Cross section (Section Design)
------------------------------------------------------------------------------
computation of Nonlinear Bending Stiffness for section 1
------------------------------------------------------------------------ - - - - --
Dimensions and Material Properties of steel Pipe Section:
Outer Diameter of Pipe = 3.50000 in.
Pipe Wall Thickness = 0.44900 in.
Yield Stress of Pipe = 80. ksi
Elastic Modulus = 29000. ksi
Cross - sectional Area = 4.30366 sq. in.
Moment of Inertia = 5.116 inA4
Elastic Bending Stiffness = 148367. kip -in2
Definition of Run Messages:
Y = part of pipe section has yielded
Page 1
54.1
3 -5 OD WALL 449.1po
Axial Thrust Force = 0.000 kips
Bending
Bending
Bending
Max Comp
Minimum
Depth to
Run
Curvature
Moment
Stiffness
Strain
Strain
N Axis
Msg
rad /in.
---------------------
in -kip
- - - - --
kip -in2
in /in
in /in
in
0.00003350
4.97030471
------- - - - - --
.148378.20989
------- - - - - --
0.00005862
------- - - - - --
- 0.00005862
------- - - - - --
1.75000000
- --
0.00006700
9.94060941
148378.20989
0.00011724
- 0.00011724
1.75000000
0.00010049
.14.91091412.
148378.20989
0.00017586
- 0.00017586
1.75000000
0.00,013399
19.88121883
148378.20989
0.00023448
- 0.00023448
1.75000000
0.00016749
24.85152354
148378.20989
0.00029310
- 0.00029310
1.75000000
0.00020099
29.82182824
148378.20989
0.00035172
- 0.00035172
1.75000000
0.00023448
34.79213295
148378.20989
0.00041034
- 0.00041034
1.75000000
0.00026798
39.76243766
148378.20989
0.00046897
- 0.00046897
1.75000000
0.00030148
44.73274237
148378.20989
0.00052759
- 0.00052759
1.75000000
0.00033498
49.70304707
148378.20989
0.00058621
- 0.00058621
1.75000000
0.00036847
54.67335178
148378.20989
0.00064483
- 0.00064483
1.75000000
0.00040197
59.64365649
148378.20989
0.00070345
- 0.00070345
1.75000000
0.00043547
64.61396120
148378.20989
0.00076207
- 0.00076207
1.75000000
0.00046897
69.58426590
148378.20989
0.00082069
- 0.00082069
1.75000000
0.00050246
74.55457061
148378.20989
0.00087931
- 0.00087931
1.75000000
0.00053596
79.52487532
148378.20989
0.00093793
- 0.00093793
1.75000000
0.00056946
84.49518002
148378.20989
0.00099655
- 0.00099655
1.75000000
0.00060296
89.46548473
148378.20989
0.00105517
- 0.00105517
1.75000000
0.00063645
94.43578944
148378.20989
0.00111379
- 0.00111379
1.75000000
0.00066995
99.40609415
148378.20989
0.00117241
- 0.00117241
1.75000000
0.00070345
104.37640
148378.20989
0.00123103
- 0.00123103
1.75000000
0.00073695
109.34670
148378.20989
0.00128966
- 0.00128966
1.75000000
0.00077044
114.31701
148378.20989
0.00134828
- 0.00134828
1.75000000
0.00080394
119.28731
148378.20989
0.00140690
- 0.00140690
1.75000000
0.00083744
124.25762
148378.20989
0.00146552
- 0.00146552
1.75000000
0.00087094
129.22792
148378.20989
0.00152414
- 0.00152414
1.75000000
0.00090443
134.19823
148378.20989
0.00158276
- 0.00158276
1.75000000
0.00093793
139.16853
148378.20989
0.00164138
- 0.00164138
1.75000000
0.00097143
144.13884
148378.20989
0.00170000
- 0.00170000
1.75000000
0.00100493
149.10914
148378.20989
0.00175862
- 0.00175862
1.75000000
0.00103842
154.07945
148378.20989
0.00181724
- 0.00181724
1.75000000
0.00107192
159.04975
148378.20989
0.00187586
- 0.00187586
1.75000000
0.00110542
164.02006
148378.20989
0.00193448
- 0.00193448
1.75000000
0.00113892
168.99036
148378.20989
0.00199310
- 0.00199310
1.75000000
0.00117241
173.96066
148378.20989
0.00205172
- 0.00205172
1.75000000
0.00120591
178.93097
148378.20989
0.00211034
- 0.00211034
1.75000000
0.00123941
183.90127
148378.20989
0.00216897
- 0.00216897
1.75000000
0.00127291
188.87158
148378.20989
0.00222759
- 0.00222759
1.75000000
0.00130640
193.84188
148378.20989
0.00228621
- 0.00228621
1.75000000
0.00133990
198.81219
148378.20989
0.00234483
- 0.00234483
1.75000000
0.00137340
203.78249
148378.20989
0.00240345
- 0.00240345
1.75000000
0.00140690
208.75280
148378.20989
0.00246207
- 0.00246207
1.75000000
0.00144039
213.72310
148378.20989
0.00252069
- 0.00252069
1.75000000
.0.00147389
218.69341
148378.20989
0.00257931
- 0.00257931
1.75000000
0.00150739
223.66371
148378.20989
0.00263793
- 0.00263793
1.75000000
0.00154089
228.63402
148378.20989
0.00269655
- 0.00269655
1.75000000
0.00157438
233.60432
148378.20989
0.00275517
- 0.00275517
1.75000000
0.00160788
238.53039
148350.69714
0.00281379
- 0.00281379
1.75000000
Y
0.00164138
243.32514
148244.30394
0.00287241
- 0.00287241
1.75000000
Y
0.00167488
247.93935
148034.37488
0.00293103
- 0.00293103
1.75000000
Y
0.00170837
252.35135
147714.31215
0.00298966
- 0.00298966
1.75000000
Y
0.00174187
256.55247
147285.49031
0.00304828
-0.00304828
1 7 000000
Y
0.00177537
260.54238
146753.89112
0.00310690
- 0.00310690
1.75000000
Y
0.00180887
264.30203
146114.67908
0.00316552
- 0.00316552
1.75000000
Y
0.00184236
267.81438
145364.48386
0.00322414
- 0.00322414
1.75000000
Y
0.00187586
271.12551
144533.81312
0.00328276
- 0.00328276
1.75000000
Y
0.00190936
274.25113
143635.13221
0.00334138
- 0.00334138
1.75000000
Y
0.00194286
277.18147
142666.92998
0.00340000
- 0.00340000
1.75000000
Y
0.00197635
279.85870
141603.47710
0.00345862
- 0.00345862
1.75000000
Y
0.00200985
282.38821
140501.97511
0.00351724
- 0.00351724
1.75000000
Y
0.00204335
284.75929
139359.05313
0.00357586
- 0.00357586
1.75000000
Y
0.00207685
286.88648
138135.56217
0.00363448
- 0.00363448
1.75000000
Y
0.00211034
288.91359
136903.49293
0.00369310
- 0.00369310
1.75000000
Y
Page 2
:S-4.-2,-
3 -5 OD WALL 449.1po
0.00214384
290.74115
135616.84538
0.00375172
- 0.00375172
1.75000000
0.00217734
292.45496
134317.54738
0.00381034
- 0.00381034
1.75000000
0.00221084
294.07026
133013.05981
0.00386897
- 0.00386897
1.75000000
0.00224434
295.55736
131690.39263
0.00392759
- 0.00392759
1.75000000
0.00227783
296.99460
130384.73754
0.00398621
- 0.00398621
1.75000000
0.00231133
298.30781
129063.26303
0.00404483
- 0.00404483
1.75000000
0.00234483
299.58977
127766.22184
0.00410345
- 0.00410345
1.75000000
0.00237833
300.76678
126461.58732
0.00416207
- 0.00416207
1.75000000
0.00241182
301.91118
125179.67204
0.00422069
- 0.00422069
1.75000000
0.00244532
302.98158
123902.61682
0.00427931
- 0.00427931
1.75000000
0.00247882
304.00302
122640.32508
0.00433793
- 0.00433793
1.75000000
0.00251232
304.99093
121398.34590
0.00439655
- 0.00439655
1.75000000
0.00254581
305.90186
120158.81379
0.00445517
- 0.004455.17
1.75000000
0.00257931
306.81278
118951.47732
0.00451379
- 0.00451379
1.75000000 `
0.00261281
307.63855
117742.50261
0.00457241
- 0.00457241
1.75000000 `
0.00264631
308.44980
116558.65005
0.00463103
- 0.00463103
1.75000000
0.00267980
309.23948
115396.34758
0.00468966
- 0.00468966
1.75000000 1
0.00271330
309.96062
114237.47978
0.00474828
- 0.00474828
1.75000000 1
0.00274680
310.68176
113106.87706
0.00480690
- 0.00480690
1.75000000 1
0.00278030
311.36695
111990.59013
0.00486552
- 0.00486552
1.75000000 1
0.00281379
312.00652
110884.66765
0.00492414
- 0.00492414
1.75000000 1
0.00284729
312.64609
109804.76687
0.00498276
- 0.00498276
1.75000000 1
0.00288079
313.25327
108738.73615
0.00504138
- 0.00504138
1.75000000 1
0.00291429
313.81898
107682.97983
0.00510000
- 0.00510000
1.75000000 1
0.00294778
314.38468
106651.21798
0.00515862
- 0.00515862
1.75000000 1
0.00298128
314.93636
105637.93527
0.00521724
- 0.00521724
1.75000000 1
0.00301478
315.43517
104629.63688
0.00527586
- 0.00527586
1.75000000 1
0.00304828
315.93398
103643.49890
0.00533448
- 0.00533448
1.75000000 ti
0.00308177
316.43280
102678.79869
0.00539310
- 0.00539310
1.75000000 ti
0.00311527
316.88756
101720.70307
0.00545172
- 0.00545172
1.75000000
0.00314877
317.32584
100777.75968
0.00551034
- 0.00551034
1.75000000 Y
0.00318227
317.76412
99854.66773
0.00556897
- 0.00556897
1.75000000 Y
0.00321576
318.20241
98950.80686
0.00562759
- 0.00562759
1.75000000 Y
0.00324926
318.58808
98049.38972
0.00568621
- 0.00568621
1.75000000 Y
0.00328276
318.97164
97165.72860
0.00574483
- 0.00574483
1.75000000 Y
0.00331626
319.35521
96299.91921
0.00580345
- 0.00580345
1.75000000 Y
0.00334975
319.73878
95451.42602
0.00586207
- 0.00586207
1.75000000 Y
0.00338325
320.07914
94606.96633
0.00592069
- 0.00592069
1.75000000 Y
0.00341675
320.41333
93777.25598
0.00597931
- 0.00597931
1.75000000 Y
0.00345025
320.74752
92963.65651
0.00603793
- 0.00603793
1.75000000 Y
0.00348374
321.08171
92165.70319
0.00609655
- 0.00609655
1.75000000 Y
0.00351724
321.39701
91377.57769
0.00615517
- 0.00615517
1.75000000 Y
0.00355074
321.68673
90597.11930
0.00621379
- 0.00621379
1.75000000 Y
0.00358424
321.97645
89831.24892
0.00627241
- 0.00627241
1.75000000 Y
0.00361773
322.26617
89079.56132
0.00633103
- 0.00633103
1.75000000 Y
0.00365123
322.55589
88341.66615
0.00638966
- 0.00638966
1.75000000 Y
0.00368473
322.82320
87611.10699
0.00644828
- 0.00644828
1.75000000 Y
0.00371823
323.07298
86888.99361
0.00650690
- 0.00650690
1.75000000 Y
0.00375172
323.32275
86179.77510
0.00656552
- 0.00656552
1.75000000 Y
0.00378522
323.57253
85483.10914
0.00662414
- 0.00662414
1.75000000 Y
0.00381872
323.82230
84798.66538
0.00668276
- 0.00668276
1.75000000 Y
0.00385222
324.06412
84124.05997
0.00674138
- 0.00674138
1.75000000 Y
0.00388571
324.27813
83453.92711
0.00680000
- 0.00680000
1.75000000 Y
0.00391921
324.49213
82795.24951
0.00685862
- 0.00685862
1.75000000 Y
0.00395271
324.70613
82147.73594
0.00691724
- 0.00691724
1.75000000 Y
0.00398621
324.92014
81511.10495
0.00697586
- 0.00697586
1.75000000 Y
0.00401970
325.13414
80885.08448
0.00703448
- 0.00703448
1.75000000 Y
0.00405320
325.33741
80266.76272
0.00709310
- 0.00709310
1.75000000 Y
0.00408670
325.51950
79653.39409
0.00715172
- 0.00715172
1.75000000 Y
0.00412020
325.70158
79049.99895
0.00721035
- 0.00721035
1.75000000 Y
0.00415369
325.88367
78456.33598
0.00726897
- 0.00726897
1.75000000 Y
0.00418719
326.06575
77872.17162
0.00732759
- 0.00732759
1.75000000 Y
0.00422069
326.24784
77297.27970
0.00738621
- 0.00738621
1.75000000 Y
0.00425419
326.42992
76731.44121
0.00744483
- 0.00744483
1.75000000 Y
0.00428768
326.58892
76169.05968
0.00750345
- 0.00750345
1.75000000 Y
0.00432118
326.74265
75614.17643
0.00756207
- 0.00756207
1.75000000 Y
0.00435468
326.89637
75067.82985
0.00762069
- 0.00762069
1.75000000 Y
0.00438818
327.05010
74529.82443
0.00767931
- 0.00767931
1.75000000 Y
0.00442168
327.20382
73999.97061
0.00773793
- 0.00773793
1.75000000 Y
0.00445517
327.35754
73478.08452
0.00779655
- 0.00779655
1.75000000 Y
Page 3
573
------------------------------------------------------------------------------
summary of Results for Nominal (unfactored) Moment Capacity for section 1
------------------------------------------------------------------------ - - - - --
Load Axial Thrust Interp. Mom. Cap.
- - -- ---------- - - - - -- -----------------
1 0.000 kips 328.6 in -kip
Please note that the values in the above table are not factored by a strength
reduction factor for LRFD.
The value of the strength reduction factor depends on the provisions of the
LRFD code being used.
The above values should be multiplied by the appropriate strength reduction
factor to compute ultimate moment capacity according to the LRFD structural
design standard being followed.
This analysis ended normally.
��f'/tT71� / i�GSSnutl t�
30
c�f �l}xln.ts�, �.XiL%Sr+1� HrIG. kT a /z tt
Ep • 3�1�
�Lop� �unctwa.�c;
54r", 2-Pr Frl.n... 7/1 IS .k-
��
E7,17- = Ep �Caua = r3 = b17 ilk = o,fs`�F
V= YZ(o•4sGy��rZefj = 5►6 Lr.
At=Ys(v)(N) = Y3(sl6k��Cii���= 707,6
.4T d<oo 3'x- & � m,mP,wr= 7- 5-�, 7- 5L
Page 4
3
-5 OD WALL 449.1po
0.00448867
327.51127
72963.98777
0.00785517
- 0.00785517
1.75000000 Y
0.00452217
327.65129
72454.47807
0.00791379
- 0.00791379
1.75000000 Y
0.00455567
327.77994
71949.96315
0.00797241
- 0.00797241
1.75000000 Y
0.00458916
327.90859
71452.81341
0.00803103
- 0.00803103
1.75000000 Y
0.00462266
328.03723
70962.86873
0.00808966
- 0.00808966
1.75000000 Y
0.00465616
328.16588
70479.97362
0.00814828
- 0.00814828
1.75000000 Y
0.00468966
328.29452
70003.97702
0.00820690
- 0.00820690
1.75000000 Y
0.00472315
328.42317
69534.73213
0.00826552
- 0.00826552
1.75000000 Y
0.00475665
328.55181
69072.09633
0.00832414
- 0.00832414
1.75000000 Y
------------------------------------------------------------------------------
summary of Results for Nominal (unfactored) Moment Capacity for section 1
------------------------------------------------------------------------ - - - - --
Load Axial Thrust Interp. Mom. Cap.
- - -- ---------- - - - - -- -----------------
1 0.000 kips 328.6 in -kip
Please note that the values in the above table are not factored by a strength
reduction factor for LRFD.
The value of the strength reduction factor depends on the provisions of the
LRFD code being used.
The above values should be multiplied by the appropriate strength reduction
factor to compute ultimate moment capacity according to the LRFD structural
design standard being followed.
This analysis ended normally.
��f'/tT71� / i�GSSnutl t�
30
c�f �l}xln.ts�, �.XiL%Sr+1� HrIG. kT a /z tt
Ep • 3�1�
�Lop� �unctwa.�c;
54r", 2-Pr Frl.n... 7/1 IS .k-
��
E7,17- = Ep �Caua = r3 = b17 ilk = o,fs`�F
V= YZ(o•4sGy��rZefj = 5►6 Lr.
At=Ys(v)(N) = Y3(sl6k��Cii���= 707,6
.4T d<oo 3'x- & � m,mP,wr= 7- 5-�, 7- 5L
Page 4
6�x)
3 -5 OD WALL 254.1po
LPILE Plus for Windows, version 5.0 (5.0.39)
Analysis of individual Piles and Drilled shafts
Subjected to Lateral Loading using the p -y Method
(c) 1985 -2007 by Ensoft, Inc.
All Rights Reserved
This program is licensed to:
James
Warnick
Goggins
& Sons Inc.
Path
to
file locations:
\ \Serverl \coggins \Jobs \2012 JOBS \5436 MILL CREEK \Calcs\
Name
of
input data file:
3 -5
OD WALL
254.lpd
Name
of
output file:
3 -5
OD WALL
254.1po
Name
of
plot output file:
3 -5
OD WALL
254.1pp
Name
of
runtime file:
3 -5
OD WALL
254.1pr
------------------------------------------------------------------7-----------
Time and Date of Analysis
------------------------------------------------------------------------ - - - - --
Date: November 29, 2012 Time: 12:34:41
------------------------------------------------------------------------------
Problem Title
------------------------------------------------------------------------ - - - - --
MILL CREEK 3.5" O.D. 0.254 WALL THICKNESS
------------------------------------------------------------------------------
Program options
------------------------------------------------------------------------ - - - - --
units used in computations - US customary units: inches, Pounds
Basic Program options:
Analysis Type 2:
- computation of ultimate Bending Moment of Cross Section (section Design)
------------------------------------------------------------------------------
Computation of Nonlinear Bending stiffness for section 1
------------------------------------------------------------------------ - - - - --
Dimensions and Material Properties of Steel Pipe Section:
Outer Diameter of Pipe = 3.50000 in.
Pipe wall Thickness = 0.25400 in.
Yield stress of Pipe = 80. ksi
Elastic Modulus = 29000. ksi
Cross - sectional Area = 2.59019 sq. in.
Moment of Inertia = 3.432 inA4
Elastic Bending Stiffness = 99538. kip -in2
Definition of Run Messages:
Y = part of pipe section has yielded
Page 1
3 -5 OD WALL 254.1po
Axial Thrust Force = 0.000 kips
Bending
Bending
Bending
Max Comp
Minimum
Depth to
Run
Curvature
Moment
Stiffness
Strain
Strain
N Axis
Msg
rad /in.
-- - - - - --
in -kip
------- - - - - --
kip -in2
-------
in /in
in /in
in
0.00003350
3.33436469
- - - - --
99540.59026
------- - - - - --
0.00005862
------- - - - - --
- 0.00005862
------- - - - - --
1.75000000
0.00006700
6.66872939
99540.59026
0.00011724
- 0.00011724
1.75000000
0.00010049
10.00309408
99540.59026
0.00017586
- 0.00017586
1.75000000
0.00013399
13.33745877
99540.59026
0.00023448
- 0.00023448
1.75000000
0.00016749
16.67182347
99540.59026
0.00029310
- 0.00029310
1.75000000
0.00020099
20.00618816
99540.59026
0.00035172
- 0.00035172
1.75000000
0.00023448
23.34055285
99540.59026
0.00041034
- 0.00041034
1.75000000
0.00026798:
26.67491755
99540.59026
0.00046897
- 0.00046897
1.75000000
0.00030148
30.00928224
99540.59026
0.00052759
- 0.00052759
1.75000000
0.00033498
33.34364693
99540.59026
0.00058621
- 0.00058621
1.75000000
0.00036847
36.67801163
99540.59026
0.00064483
- 0.00064483
1.75000000
0.00040197
40.01237632
99540.59026
0.00070345
- 0.00070345
1.75000000
0.00043547
43.34674101
99540.59026
0.00076207
- 0.00076207
1.75000000
0.00046897
46.68110571
99540.59026
0.00082069
- 0.00082069
1.75000000
0.00050246
50.01547040
99540.59026
0.00087931
- 0.00087931
1.75000000
0.00053596
53.34983509
99540.59026
0.00093793
- 0.00093793
1.75000000
0.00056946
56.68419979
99540.59026
0.00099655
- 0.00099655
1.75000000
0.00060296
60.01856448
99540.59026
0.00105517
- 0.00105517
1.75000000
0.00063645
63.35292917
99540.59026
0.00111379
- 0.00111379
1.75000000
0.00066995
66.68729387
99540.59026
0.00117241
- 0.00117241
1.75000000
0.00070345
70.02165856
99540.59026
0.00123103
- 0.00123103
1.75000000
0.00073695
73.35602325
99540.59026
0.00128966
- 0.00128966
1.75000000
0.00077044
76.69038795
99540.59026
0.00134828
- 0.00134828
1.75000000
0.00080394
80.02475264
99540.59026
0.00140690
- 0.00140690
1.75000000
0.00083744
83.35911733
99540.59026
0.00146552
- 0.00146552
1.75000000
0.00087094
86.69348203
99540.59026
0.00152414
- 0.00152414
1.75000000
0.00090443
90.02784672
99540.59026
0.00158276
- 0.00158276
1.75000000
0.00093793
93.36221141
99540.59026
0.00164138
- 0.00164138
1.75000000
0.00097143
96.69657611
99540.59026
0.00170000
- 0.00170000
1.75000000
0.00100493
100.03094
99540.59026
0.00175862
- 0.00175862
1.75000000
0.00103842
103.36531
99540.59026
0.00181724
- 0.00181724
1.75000000
0.00107192
106.69967
99540.59026
0.00187586
- 0.00187586
1.75000000
0.00110542
110.03403
99540.59026
0.00193448
- 0.00193448
1.75000000
0.00113892
113.36840
99540.59026
0.00199310
- 0.00199310
1.75000000
0.00117241
116.70276
99540.59026
0.00205172
- 0.00205172
1.75000000
0.00120591
120.03713
99540.59026
0.00211034
- 0.00211034
1.75000000
0.00123941
123.37149
99540.59026
0.00216897
- 0.00216897
1.75000000
0.00127291
126.70586
99540.59026
0.00222759
- 0.00222759
1.75000000
0.00130640
130.04022
99540.59026
0.00228621
- 0.00228621
1.75000000
0.00133990
133.37459
99540.59026
0.00234483
- 0.00234483
1.75000000
0.00137340
136.70895
99540.59026
0.00240345
- 0.00240345
1.75000000
0.00140690
140.04332
99540.59026
0.00246207
- 0.00246207
1.75000000
0.00144039
143.37768
99540.59026
0.00252069
- 0.00252069
1.75000000
0.00147389
146.71205
99540.59026
0.00257931
- 0.00257931
1.75000000
0.00150739
150.04641
99540.59026
0.00263793
- 0.00263793
1.75000000
0.00154089
153.38078
99540.59026
0.00269655
- 0.00269655
1.75000000
0.00157438
156.71514
99540.59026
0.00275517
- 0.00275517
1.75000000
0.00160788
160.00527
99513.07750
0.00281379
- 0.00281379
1.75000000
Y
0.00164138
163.16408
99406.68431
0.00287241
- 0.00287241
1.75000000
Y
0.00167488
166.14235
99196.75524
0.00293103
- 0.00293103
1.75000000
Y
0.00170837
168.91841
98876.69252
0.00298966
- 0.00298966
1.75000000
Y
_0.00174187
171.48359
98447.87067
0.00304828
-0.00304828
1,75000000
Y
0.00177537
173.83756
97916.27149
0.00310690
- 0.00310690
1.75000000
Y
0.00180887
175.96127
97277.05944
0.00316552
- 0.00316552
1.75000000
Y
0.00184236
177.83768
96526.86422
0.00322414
- 0.00322414
1.75000000
Y
0.00187586
179.53926
95710.26430
0.00328276
- 0.00328276
1.75000000
Y
0.00190936
181.10127
94849.21906
0.00334138
- 0.00334138
1.75000000
Y
0.00194286
182.53916
93953.97485
0.00340000
- 0.00340000
1.75000000
Y
0.00197635
183.84163
93020.56513
0.00345862
- 0.00345862
1.75000000
Y
0.00200985
185.07318
92082.97635
0.00351724
- 0.00351724
1.75000000
Y
0.00204335
186.23061
91139.85894
0.00357586
- 0.00357586
1.75000000
Y
0.00207685
187.28601
90178.03538
0.00363448
- 0.00363448
1.75000000
Y
0.00211034
188.30184
89227.99467
0.00369310
- 0.00369310
1.75000000
Y
Page 2
521.2-
3 -5 OD WALL 254.1po
0.00214384
189.24089
88271.82890
0.00375172
- 0.00375172
1.75000000
Y
0.00217734
190.13026
87322.26611
0.00381034
- 0.00381034
1.75000000
Y
0.00221084
190.97660
86382.01380
0.00386897
- 0.00386897
1.75000000
Y
0.00224434
191.76258
85442.93635
0.00392759
- 0.00392759
1.75000000
Y
0.00227783
192.52508
84521.17287
0.00398621
- 0.00398621
1.75000000
Y
0.00231133
193.22682
83599.83812
0.00404483
- 0.00404483
1.75000000
Y
0.00234483
193.91326
82698.30053
0.00410345
- 0.00410345
1.75000000
Y
0.00237833
194.54691
81799.96146
0.00416207
- 0.00416207
1.75000000
Y
0.00241182_
195.16415
80919.77549
0.00422069
- 0.00422069
1.75000000
Y
0.00244532
195.74345
80048.18743
0.00427931
- 0.00427931
1.75000000
Y
0.00247882
196.29765
79190.02790
0.00433793
- 0.00433793
1.75000000
Y
0.00251232
196.83440
78347.80606
0.00439655
- 0.00439655
1.75000000
Y
0.00254581
197.33108
77512.01287
0.00445517
- 0.00445517
1.75000000
Y
0.00257931
197.82777
76697.92859
0.00451379
- 0.00451379
1.75000000
Y
0.00261281
198.27961
75887.55506
0.00457241
- 0.00457241
1.75000000
Y
0.00264631
198.72381
75094.80929
0.00463103
- 0.00463103
1.75000000
Y
0.00267980
199.15654
74317.60460
0.00468966
- 0.00468966
1.75000000
Y
0.00271330
199.55284
73546.15913
0.00474828
- 0.00474828
1.75000000
Y
0.00274680
199.94913
72793.52940
0.00480690
- 0.00480690
1.75000000
Y
0.00278030
200.32616
72052.10763
0.00486552
- 0.00486552
1.75000000
Y
0.00281379
200.67875
71319.65006
0.00492414
- 0.00492414
1.75000000
Y
0.00284729
201.03133
70604.42679
0.00498276
- 0.00498276
1.75000000
Y
0.00288079
201.36644
69899.77043
0.00504138
- 0.00504138
1.75000000
Y
0.00291429
201.67917
69203.63477
0.00510000
- 0.00510000
1.75000000
Y
0.00294778
201.99190
68523.32038
0.00515862
- 0.00515862
1.75000000
Y
0.00298128
202.29702
67855.74006
0.00521724
- 0.00521724
1.75000000
Y
0.00301478
202.57346
67193.48090
0.00527586
- 0.00527586
1.75000000
Y
0.00304828
202.84989
66545.77690
0.00533448
- 0.00533448
1.75000000
Y
0.00308177
203.12633
65912.15341
0.00539310
- 0.00539310
1.75000000
Y
0.00311527
203.37874
65284.44421
0.00545172
- 0.00545172
1.75000000
Y
0.00314877
203.62216
64667.23688
0.00551034
- 0.00551034
1.75000000
Y
0.00318227
203.86559
64063.02338
0.00556897
- 0.00556897
1.75000000
Y
0.00321576
204.10901
63471.39767
0.00562759
- 0.00562759
1.75000000
Y
0.00324926
204.32362
62883.10149
0.00568621
- 0.00568621
1.75000000
Y
0.00328276
204.53708
62306.46068
0.00574483
- 0.00574483
1.75000000
Y
0.00331626
204.75053
61741.46918
0.00580345
- 0.00580345
1.75000000
Y
0.00334975
204.96399
61187.77751
0.00586207
- 0.00586207
1.75000000
Y
0.00338325
205.15370
60638.02989
0.00592069
- 0.00592069
1.75000000
Y
0.00341675
205.34000
60098.06720
0.00597931
- 0.00597931
1.75000000
Y
0.00345025
205.52631
59568.58922
0.00603793
- 0.00603793
1.75000000
Y
0.00348374
205.71262
59049.29351
0.00609655
- 0.00609655
1.75000000
Y
0.00351724
205.88850
58536.92600
0.00615517
- 0.00615517
1.75000000
Y
0.00355074
206.05028
58030.25207
0.00621379
- 0.00621379
1.75000000
Y
0.00358424
206.21206
57533.04868
0.00627241
- 0.00627241
1.75000000
Y
0.00361773
206.37383
57045.05276
0.00633103
- 0.00633103
1.75000000
Y
0.00365123
206.53561
56566.01089
0.00638966
- 0.00638966
1.75000000
Y
0.00368473
206.68499
56092.31458
0.00644828
- 0.00644828
1.75000000
Y
0.00371823
206.82466
55624.54310
0.00650690
- 0.00650690
.
1.75000000
Y
0.00375172
206.96434
55165.12468
0.00656552
- 0.00656552
1.75000000
Y
0.00378522
207.10401
54713.83756
0.00662414
- 0.00662414
1.75000000
Y
0.00381872
207.24368
54270.46776
0.00668276
- 0.00668276
1.75000000
Y
0.00385222
207.37894
53833.66308
0.00674138
- 0.00674138
1.75000000
Y
0.00388571
207.49877
53400.41801
0.00680000
- 0.00680000
1.75000000
Y
0.00391921
207.61860
52974.57885
0.00685862
- 0.00685862
1.75000000
Y
0.00395271
207.73843
52555.95729
0.00691724
- 0.00691724
1.75000000
Y
0.00398621
207.85826
52144.37140
0.00697586
- 0.00697586
1.75000000
Y
0.00401970
207.97809
51739.64527
0.00703448
- 0.00703448
1.75000000
Y
0.00405320
208.09195
51340.13583
0.00709310
- 0.00709310
1.75000000
Y
0.00408670
208.19402
50944.29326
0.00715172
- 0.00715172
1.75000000
Y
0.00412020
208.29610
50554.88714
0.00721035
- 0.00721035
1.75000000
Y
0.00415369
208.39818
50171.76177
0.00726897
- 0.00726897
1.75000000
Y
0.00418719
208.50026
49794.76641
0.00732759
- 0.00732759
1.75000000
Y
0.00422069
208.60234
49423.75510
0.00738621
- 0.00738621
1.75000000
Y
0.00425419
208.70442
49058.58649
0.00744483
- 0.00744483
1.75000000
Y
0.00428768
208.79363
48696.12300
0.00750345
- 0.00750345
1.75000000
Y
0.00432118
208.87990
48338.59875
0.00756207
- 0.00756207
1.75000000
Y
0.00435468
208.96617
47986.57487
0.00762069
- 0.00762069
1.75000000
Y
0.00438818
.209.05245
47639.92539
0.00767931
- 0.00767931
1.75000000
Y
0.00442168
209.13872
47298.52819
0.00773793
- 0.00773793
1.75000000
Y
0.00445517
209.22499
46962.26477
0.00779655
- 0.00779655
1.75000000
Y
Page 3
s2s.3
0.00448867
209.31127
3 -5
46631.02021
OD WALL 254.1po
0.00785517 - 0.00785517
1.75000000 Y
0.00452217
209.38989
46302.99159
0.00791379
- 0.00791379
1.75000000 Y
0.00455567
209.46216
45978.39210
0.00797241
- 0.00797241
1.75000000 Y
0.00458916
209.53443
45658.53130
0.00803103
- 0.00803103
1.75000000 Y
0.00462266
209.60670
45343.30616
0.00808966
- 0.00808966
1.75000000 Y
0.00465616
209.67897
45032.61663
0.00814828
- 0.00814828
1.75000000 Y
0.00468966
209.75124
44726.36552
0.00820690
- 0.00820690
1.75000000 Y
0.00472315
209.82351
44424.45840
0.00826552
- 0.00826552
1.75000000 Y
• 0.00475665
209.89578
44126.80350
0.00832414
- 0.00832414
1.75000000 Y
------------------------------------------------------------------------------
summary of Results
------------------------------------------------------------------------------
for Nominal
(unfactored)
Moment capacity for section
1
Load
- - -- ----------
Axial Thrust
- - -
Interp. Mom. Cap.
1
- --
0.000 kips
------------------
209.9
in -kip
Please note that the values in the above table are not factored by a strength
reduction factor for LRFD.
The value of the strength reduction factor depends on the provisions of the
LRFD code being used.
The above values should be multiplied by the appropriate strength reduction
factor to compute ultimate moment capacity according to the LRFD structural
design standard being followed.
This analysis ended normally.
EA-2� �Rr.'b5unt�
��
= GC6 /fit
53 = 923.5:3 % . 0,9Z /
/Z,yz>e -70 - MIL- -,
k O-C�03 w )9wb(,Ct INOAP4,.r = /77U-/Iv
/7/ ;> o �
Page 4
AGREEMENT PERMITTING ENCROACHMENT
BENEFITING LOT 3, PARCELS A AND B, VAIL VILLAGE FILING 1
This AGREEMEN T PRMIT TING OACHMENT BENEFITING (this "Agreement ")
is made as of the — �, day of ?. , 2012 by and between THE VAIL
CORPORATION, a Colorado corporation ( "Vail "), and MILL CREEK PROPERTY, LLC, a
Colorado limited liability company ( "Owner ").
RECITALS
A. Owner is the owner of certain real property located in Vail Village Filing 1, Eagle
County, Colorado with legal description of:
Lot 3, Block 1, Parcel A, Vail Village Filing 1 according to the plat recorded on February
24, 1986 at Book 0436, Page 0982, Parcel No. 2109- 082 -48- 003, 305 Mill Creek Circle,
Vail, Colorado, and
Lot 3, Block 1, Parcel B, Vail Village Filing 1 according to the plat recorded on February
24, 1986 at Book 0436, Page 0982 being Parcel No., 2101- 082 - 48.004, 303 Mill Creek
Circle, Vail, Colorado (the "Premises ").
B. Vail is the owner of Vail Village Filing 5, Tract E, according to the recorded plats
thereof, County of Eagle, State of Colorado lying adjacent to the Premises (the "VA Land")
C.. A site survey plan for improvements to be located on the Premises (tile "Plan ")
prepared by Ceres+ Landscape Architecture ("Exhibit A ") is attached hereto and made a part hereof
by reference.
D. Exhibit A of the Plan shows that certain vegetative landscaping elements are to be
located on the VA Land, specifically tires and shrubs, a heated path and related irrigation (the
"Improvements ").
E.. Vail is willing to permit the Improvements to encroach onto the VA Land in
consideration of certain undertakings by Owner as set forth herein and subject to the terms and
provisions of this Agreement.
AGREEMENT
NOW, THEREFORE, in consideration of the Recitals, the mutual promises contained herein
and other good and valuable consideration the receipt and sufficiency of which is hereby
acknowledged, the parties agree as follows:
Vail hereby grants its consent to the existence and use of the Improvements over,
under, above and tl•uough the VA Land in the locations shown on, and in accordance with the Plan.
The right to construct the Improvements onto the VA Land is strictly limited to the Improvements
which encroach onto the VA Land as depicted on the Plan.
the encroachment rights granted by this Agreement shall be strictly limited to and
solely for (i) the maintenance, replacement and use of the Improvements as depicted on the Plan,
(ii) the benefit of Owner, and its guests, tenants and invitees (collectively, the "Peimittees ") and (iii)
those activities reasonably necessary for the performance of the obligations undeitaken by Owner
under this Agreement.
Acceptance of the encroachment rights by Owner shall constitute Owner's agreement
and consent as follows:
1. Improvements.. (a) The Improvements shall be maintained, replaced and opeiated at
all times (i) by Owner at Owner's sole cost and expense, and Owner shall bear all iisk of loss or
damage with respect thereto and (ii) in compliance with all applicable local, state and federal
regulatory authorities, Futthet, Owner agrees to keep the Improvements in good oidei, condition,
repair and appearance
(b) The Improvements constructed and installed by Owner shall remain the property, and
therefore the responsibility, of Owner; provided, howevei, that Owner hereby agrees that the
Improvements are adjacent to a recreation path (the "Path "), and Owner hereby covenants not to
impede, hinder or halt use of the Path by pedestrians and /or non - motorized vehicles, e.g., bicycles,
including but not limited to allowing the applicable Improvements in the vicinity of the Path to
overgrow the Path or causing watei to spray over the Path during daytime or early evening hours in
the itrigation of the applicable Improvements.
(c) Any damage of loss to the Improvements caused by or arising from Vail's use of' tile
VA Land shall be borne by Owner at Owner's sole cost and expense, Notwithstanding anything in
this Agreement, Owner specifically acknowledges and agiees that the Improvements and any
portion of the Improvements, can only be installed on the VA Land as designated on said Exhibit A
also known as the Area of Encroachment. Moreover, any improvement installed on the VA Land is
subject to removal by Vail or by Property Owner if directed by Vail, at Property Owner's sole cost
and expense.
(d) Under no circumstances whatsoevei shall the Improvements or any additional
improvements [as defined in this subparagraph (d)] encroach onto the VA Land except as provided
herein and except as shown on the Plan without the prior written consent of Vail,. "Additional
Improvements" shall include but are not limited to any futther improvement located on the VA
Land not contemplated and not approved in this Agreement.
(e) No trees shall be removed from the VA Land
(f) Owner hereby covenants and agrees that Owner shall beam all costs with respect to
any drainage or othei malfunction caused by or arising out of the design, construction, maintenance,
of irrigation of the Improvements, including but not limited to the slope failure or ovetflow of water
from itrigation of the applicable Improvements.
(g) Owner shall notify Vail of completion of the Improvements and Vail shall have the
right to conduct a field review of the completed Improvements. Owners shall make any
adjustments to the Improvements as directed by Vail
2. Reversion. At such time and in the event the Improvements and the encroachment
rights thereto shall be abandoned, Owner's real property interest pursuant to this Agreement shall
automatically revert to and be thereafter merged with the VA Land. In such event, Owner shall, at
its sole cost and expense, prepare and execute such documentation that Vail deems necessary or
appropriate to effect such revetsion in a form and content acceptable to Vail which document shall
thereafter be recorded in the real property records of Eagle County, Colorado. In the event the
Improvements and the encroachment rights thereto are abandoned, Owner shall remove, or cause to
be removed, the Improvements (and all of Owner's personal property, if any) from the VA Land.
3. Indemnity.. Owner agrees to indemnify, defend and hold harmless Vail, its subsidiaries
and affiliates, agents, officers, directors, servants and employees of and from any and all liability,
claims, liens, demands, actions and causes of action whatsoever arising out of or related to any loss,
cost, damage or injury, including death, of any person or damage to property of any kind resulting
in connection with the use, existence, and encroachment of the Improvements onto the VA Land,
including without limitation, (I) those caused by Owner's operations or the misconduct or negligent
acts, errors or omissions of Owner, its subcontractors, the Permittees or any person ditectly or
indirectly employed by them, or any of them, while engaged in any activity on the Improvements or
the VA Land, and (2) those caused by the design, constt action, operation, and in igation of the
Improvements whether occurring during construction of the Improvements or at any time thereafter,
4. Insurance. Owner, on behalf of itself, its successors and assigns shall, at all times,
have in effect a policy of general comprehensive liability insurance naming Vail as named insured
in the amount of $2,000,000 per occurrence covering loss, damage or injury caused by or arising
from the construction, maintenance or use of the Improvements on the VA Land. Such insurance
shall provide that any cancellation, reduction in amount or material change in coverage shall be
effective only upon 30 days prior written notice to Vail and only with Vail's consent, at Vail's sole
discretions. Owner shall furnish Vail with a certificate of insurance evidencing such policy and
Vail's being named additional insured.
5. Encroachment Appurtenant. Subject to the provisions of" Paragraph G hereof' and
unless terminated as provided in Paragraphs 2 and 9 hereof, the encroachment rights shall run with
the land and shall be appurtenant to the Premises so that a transfer of title to the property shall
automatically transfer the burdens and benefits of the encroachment rights under this Agreement.
b. Retention of 2igILtq . Notwithstanding anything to the contrary in the Agreement,
Vail specifically retains all its right, title and interest in and to the VA Land.
7. Successors and Assigns. The terms, covenants and conditions of this Agreement
shall be binding on and inure to the benefit of the successors and assigns of all pat ties hereto
8. No Liens. Owner shall not cause, suffer or permit any mechanic's, materialman's or
other liens to attach to or be recorded against the VA Land in connection with the work to be
performed by Owner under this Agreement and /or the maintenance or replacement of the
Improvements by Owners. In the event that any mechanic's lien is filed against the VA Land in
connection with the Improvements, Owner agrees to diligently cause such lien to be released in the
public records either by payment to the lienor or, if such lien is in dispute, by providing a bond
pursuant to the provisions of §§ 38 -22 -131 and 132, C.R.S, as amended and in effect at the time of
the lien, Further, Owner shall indemnify and hold Vail and the VA Land harmless from any loss,
cost or liability arising out of or incurred in connection with any liens
9. Default This Agreement shall be in full force and effect for as long as Owner
is in compliance with the terms of this Agreement; however, if any of the conditions of this
Agreement fail to occur or if' any obligations are breached by Owner or if' Owner is in any way in
default hereunder (collectively, the "Default "), then, upon written notice from Vail to Ownet of a
Default, Owner shall have the right to cure the Default within a period of ninety (90) days. If
Owner cures the Default, written notice of such cure shall be provided by Vail If Owner does not
cure the Default within such ninety days, then this Agreement shall be considered terminated by its
terms and automatically become null and void and of no further force and effect, and Owner shall
have no encroaclunent rights hereunder, and, further, Owner agrees to execute such documents as
may be necessary or desirable to effect the termination of this Agreement.
10, Entire Agreement. This Agreement contains the entire agreement and understanding
of the parties with respect to the entire subject matter hereof; and there are no representations,
inducements, promises or agreements, oral or, otherwise, not embodied herein. This Agreement
specifically supersedes any and all prior discussions, agreements, proposals, negotiations and
representations relating hereto.
11.. Counterparts; Facsimile _Transmission This Agreement may be executed by
facsimile and/or in any number of counterparts, any or all of which may contain the signatures of
less than all the parties, and all of which shall be construed together as but a single instrument and
shall be binding on the parties as though originally executed on one originally executed document.
All facsimile counterparts shall be promptly followed with delivery of original executed
counterparts.
12., Miscellaneous. (a) If any clause or provision of this Agreement shall be held
to be invalid in whole or in part, then the remaining clauses and provisions, or portions thereof,
shall nevertheless be and remain in full force and effect.
(b) No amendment, alteration, modification of or addition to this Agreement
shall be valid or binding -unless expressed in writing and signed by the parties to be bound thereby..
(c) the captions of each section are added as a matter of convenience only and
shall be considered of no effect in the construction ofany provision of this Agreement.
(d) If any patty hereto shall bring any suit or action against another for relief;
declaratory or otherwise, arising out of this Agreement, the prevailing patty shall have and recover
against the other party, in addition to all court costs and disbursements, such sum as the Court may
adjudge to be reasonable attorneys' fees.
(e) This Agreement shall be governed by and interpreted in accordance with the
laws of the State of Colorado.
(f) Any and all watranties, provisions, rights and obligations of the parties herein
described and agreed to be performed subsequent to the termination of this Agreement shall survive
the tetmination of this Agreement
(g) Time is of the essence with respect to the performance of each of the
covenants and agreements herein set forth..
IN WITNESS WHEREOF, the patties hereto have executed this Agreement to become
effective as of the date first written above,
[Signatures on following pages]
5
THE VAIL CORPORATION, A COLORADO CORPORATION
By:_
Name:
Title:
STATE OF COLORADO )
) ss,
County of Eagle )
The foregoing instl ument was acknowledged before me this _�% day of
2012, by f%Le�ss,E'�,�/Ae�2ti✓ as Y,�� %�ae3.tcor �Caa of The Vail
Cozpozation, a Colorado corporation,
[Owne
Witness my hand and official seal. //
My commission expires: ____ Y — %7 / _
page]
Notaty�
Approvild as to Fortn; _
Vali Resort! Ins a arintent
Namec&y� i
Date_ ^ SST/' --
OWNER:
MILL CREEK PR PERTY, L
By:_
Name:vly
Title:
STATE OF Gu j>AA P )
)SS
County of -D-zk'iP )
The foregoing instrument was ackn wledged before me this %l day of
V ~u31-PYL- , 200Zby Orl l 2)L--__ as iy�,�� rrt� of MILL
CREEK PROPERTY, LCC, a Colorado limited liability company.
Witness my hand and official seal. My Commission Expires
12/01/2013
My commission expires:
���111t1`114 U
S E A,—'. `;C► % Notary Public '
1.4cf
7
EXHIBIT A
(Attached)
Me
11b"
" , �l
"M
It
4-
6. 1�z
Staging Area for Construction
Staging Agreement
(hatched and dotted areas)
Area subject tQ Encroachment
Agreement for Improvements
(hatched area only)
to k
(D':
0
V
iro
6
1�itii� -� i �.��w
ILP1.0
Receipt nds to: /�
Name: c� o� �T �o�y;
Mailing ddre . O
�, a;� , C� g bSQ
CASH DEPOSIT FORMAT
Legal Description: Lot ,E
Subdivision: � .. ; ���
Address: O o ; �� k
Developer: Q aro .� �
Permit Number: ot — (v S
Project Number: � o�-� 0'�1 S
Improvement Completion Date: '"7 • 3 •
DEVELOPER IMPROVEMENT AGREEMENT
�, �°mP�,�,r
THIS AGREEMENT, made and entered into this �_ day of � R , 2012 ,
by and among � or�e �haPffer ��n�tr��r.r� �n (the "Developer"), and the Town of
Vail (the "Town").
WHEREAS, the Developer, as a condition of approval of the Temporary Certificate of
Occupancy for � n� f� n� Mi 1 1 CrPPk C'i rcl e' Va i 1 Cn _ Parcel #��
("�0� EaGY �idP) ?l�lOf3?.4f3n�4 �wPGr Sidc�l 21O10824800"�
(address, legal description, and project number) wishes to enter into a Developer Improvement
Agreement; and
WHEREAS, the Developer is obligated to provide security or collateral sufficient in the
judgement of the Town to make reasonable provisions for completion of certain improvements set
forth in the attached estimated bid(s) in accordance with the approved plans and specifications
filed in the office of the Community Development Department of the Town of Vail; and
WHEREAS, the Developer wishes to provide collateral to guarantee performance of this
Agreement, including completion of the all improvements referred to in this Agreement, by means
of the following:
The Developer agrees to establish a cash deposit account with the Town of Vail, as
escrow agent, in the amount of $ 5, 18 7. 5 o as collateral for the
completion of all improvements referred to in this Agreement, in the event there is a
default under this Agreement by the Developer.
NOW THEREFORE, in consideration of the following mutual covenants and agreements,
the Developer and the Town agree as follows:
1. The Developer agrees, at its sole cost and expense, to furnish all equipment and
materials necessary to perform and complete all improvements referred to in this Agreement. The
Developer agrees to complete all improvements referred to in this Agreement on or before the
day of Julv 3 , 20 15 . The Developer shall complete, in a good workmanlike
manner, all improvements referred to in this Agreement, in accordance with all approved plans
and specifications filed in the office of the Community Development Department of the Town of
Vail, and to do all work incidental thereto according to and in compliance with the following:
a. All said work shall be done under the inspection of, and to
the satisfaction of, the Town Planner, the Town Engineer, the Town Building
Official, or other official from the Town of Vail, as affected by special districts or
service districts, as their respective interest may appear, and shall not be deemed
F:\cdeWFORMS\Permits\Planning�Administrative_Actions\DIA cash format_5-16-2007.doc Page 1 of 5
complete until approved and accepted as completed by the Community
Development Department and Public Works Department of the Town of Vail.
2. To secure and guarantee performance of the obligations as set forth herein, the
Developer agrees to provide collateral as follows:
A cash deposit account with the Town of Vail, as escrow agent, in the amount of
$ 5, 18 7. 0 0 as collateral for the completion of all improvements
referred to in this Agreement, in the event there is a default under this Agreement
by the Developer.
3. The Developer may at any time substitute the collateral originally set forth above
for another form of security or collateral acceptable to the Town to guarantee the faithful
completion of those improvements referred to herein in this Agreement and the perFormance of
the terms of this Agreement. Such acceptance by the Town of alternative security or collateral
shall be at the Town's sole discretion.
4. The Town shall not, nor shall any officer or employee thereof, be liable or
responsible for any accident, loss or damage happening or occurring to the work specified in this
Agreement prior to the completion and acceptance of the same, nor shall the Town, nor any
officer or employee thereof, be liable for any persons or property injured by reason of the nature
of said work, but all of said liabilities shall be and are hereby assumed by the Developer.
The Developer hereby agrees to indemnify and hold harmless the Town, and any of its
officers, agents and employees against any losses, claims, damages, or liabilities to which the
Town or any of its officers, agents or employees may become subject to, insofar as any such
losses, claims, damages or liabilities (or actions in respect thereofl arise out of or are based upon
any performance by the Developer hereunder; and the Developer shall reimburse the Town for
any and all legal or other expenses reasonably incurred by the Town in connection with
investigating or defending any such loss, claim, damage, liability or action. This indemnity
provision shall be in addition to any other liability which the Developer my have.
5. It is mutually agreed that the Developer may apply for and the Town may
authorize a partial release of the collateral deposited with the Town for each category of
improvement after the subject improvement is constructed in compliance with all plans and
specifications as referenced hereunder and accepted by the Town. Under no condition shall the
dollar amount of the collateral that is being held by the Town be reduced below the dollar amount
necessary to complete all uncompleted improvements referred to in this Agreement.
6. If the Town determines, at its sole discretion, that any of the improvements
referred to in this Agreement are not constructed in compliance with the approved plans and
specifications filed in the office of the Community Development Department of the Town of Vail or
not accepted by the Town as complete on or before the date set forth in Paragraph 1 of this
Agreement, the Town may, but shall not be required to, draw upon the security referred to in this
Agreement and complete the uncompleted improvements referred to in this Agreement. Pursuant
to Section 12-11-8, Vail Town Code, the Temporary Certificate of Occupancy referred to in this
Agreement may be revoked until all improvements referred to herein are completed by the
Developer or the Town in accordance with this Agreement.
F:\cdev�FORMS\Permits\Planning�Administrative_Actions\DIA cash format_5-16-2007.doc Page 2 of 5
If the costs of completing the uncompleted improvements referred to in this Agreement
exceed the dollar amount of the deposit, the excess, together with interest at twelve percent
(12%) per annum, shall be a lien against the property and may be collected by civil suit or may be
certified to the treasurer of Eagle County to be collected in the same manner as delinquent ad
valorem taxes levied against such property. If the Developer fails or refuses to complete the
improvements referred to in this Agreement, such failure or refusal shall be considered a violation
of Title 12 (Zoning Regulations), of the Vail Town Code, and the Developer shall be subject to
penalties pursuant to Section 12-3-10 (Violations: Penalties) and Chapter 1-4 (General Penalty),
of the Vail Town Code.
7. The Developer shall warranty the work and materials of all improvements referred
to in this Agreement located on Town property or within a Town right-of-way, pursuant to Chapter
8-3, of the Vail Town Code, for a period of two years after the Town's acceptance of said
improvements.
8. The parties hereto mutually agree that this Agreement may be amended from time
to time, provided that such amendments be in writing and executed by all parties hereto.
F:\cdevlFORMS\Permits\PlanningWdministrative_Actions\DIA cash format_5-16-2007.doc Page 3 of 5
Dated the day and year first above written.
STATE OF COLORADO
COUNTY OF EAGLE
Developer
)
) ss.
)
The foregoing D eloper Improvement Agreement was acknowledged before me this
a�'Day of �� I�.e.✓ , 20� by fYl���crl 5-k�.rd-�
Witness my hand and official seal.
My commission expires 0�-- OS -�o I(p
STATE OF COLORADO
COUNTY OF EAGLE
� j --� .
l
Notary Public
)
)ss.
)
�� T RU�i
Q o �pTAq ���0
,,', ' i �; J �� O�
�,{.,•.-_:.oe ��
.� `, ri� �., `QF�
`1:�:' v �
.4�y c�n����, �,�,es uarosizoi�
The fQregoing Developer Improvement Agreement was acknowledged before me this
31 aL Day of +�— , 20�, by t�.�c�-rr'ex� �,�.-�-- ,�Q--(,1
Witness my hand and official seal.
My commission expires: ��� � �o� � �
, ,a ;�..
°��� �-y i R ;=s 'r -
_ ..,,,:- --
� � tary P ic
��; ��`., � 8 " a � �i ,.. �� '' -
F:\cdev�FORMS\Permits\PlanningWdministrative_Actions\DIA cash format_5-16-2007.doc Page 4 of 5
o� � o� >,,
: � �r
fqo�,�o�.4J,
Vail resort propertv finish �rade and re-ve�
Import topspoil for finish grade
Finish grade
Hydroseed and re-veg
Tota I
_ x �.,z���..,,.� �.
: r.,: ,.�.z
$1800
$1250
$1100
$4150
Edwards Excavating, Inc. 970 904-0024
s�
Town of Vail
Department of Community Development
75 S. Frontage Road
Vaii, CO 81657
Name: � C�'4���-C�►r L:�'Y� �-� Receipt No. L� � O
Address: C�3 O v�-�L��'-r' C"_-� �-�
Project: �\ �7 a l - l� 1 Date
� �3 � �3
Please make checks payable to the TOWN OF VAIL
Account No. -Item No. Code # Cost Each Total
001 0000 314 1110 Address Ma s ZA $5.00 *
001 0000 314 1110 Zonin Maps ZA $20.00 *
001 0000 319 4400 Custom Maps "
001 0000 319 3100 Posta e Revenue
001 0000 314 1112 Other Code Books CB "
001 0000 314 1211 Blue Prints/M lar Co Fees BF $7.00 '
001 0000 314 1111 Xerox Copies XC $025 "
001 0000 314 1212 Di ital Records - CD/Jump Drive $60.00
001 0000 314 1212 co ies / faxes / CD '
001 0000 314 1111 Master Plan MS '`
001 0000 314 1111 Studies, Master Plans, etc. MS `
001 0000 312 3000 Contractor Re istration Fee CL
001 0000 240 3300 Developer Improvement Agreement Deposit D2-DEP10 AD � l �'
001 0000 312 1000 Restaurant License fee (TO� RL
001 0000 230 2000 S ec. Assess.-Restaurant Fee to Co.Dept.Rev. SA
110 0000 314 1115 Resale Commission MS
001 0000 319 4400 Miscellaneous MS
Other - MS
Other - MS
Other - MS
Other - MS
001 0000 201 1000 Taxable 4.4% (State - Tax pa able TP
001 0000 310 1200 Taxable 4% Town) - Retail Sales Tax T7
TOTAL: S \
"` all items charged tax
Comments:
Cash Money Order # Check # l U� 1�( Received �—�
Credit Card:
VisalMC Last 4 CC #'s Auth #: Name on CC
I
flcdev/formsladmin/sales action_form_2012
• ��
ToMn of Viil
**� CUSTOl�R i�CEIPT **+�
Dper: AJAl11S2 Type: FB Drarer: i
Date: 1/64/13 81 Receipt no: 1�
Custwer Locatian hla�e A�ount
3867 3878 Bi�-9615 GE�6E Slif�
AD i�-DEp05ITS
t5187.58
t��DRGE SHAEffER
�RMITMBI2-�15
Tender detail
CK CI�CK
Total tendered
Total panent
197131 t5187.58
f5187.58
f51b7.58
Trans date: 1/8�/13 Tice: 9:c'4:13
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