HomeMy WebLinkAboutB14-0418_103 Rockledge Temp Shoring Wall CALC PACKAGE_1415748300.pdf AO
COGGINS & SONS, INC.
Caisson Drilling, Excavation Shoring,Tieback Anchors
DESIGN CALCULATIONS
EARTH RETENTION
for
PROJECT NO.: 5520
103 ROCKLEDGE ROAD
VAIL, COLORADO
Prepared for
SHAEFFER HYDE CONSTRUCTION
41011 HIGHWAY 6
AVON, COLORADO 81620
TEL: 970-790-1526
PREPARED BY:
ERICK B. WILKINS, E.I.T.
COGGINS & SONS, INC.
CHECKED BY: t.••; :1010.(7••• •.'
JAMES V. WARNICK, JR. P.E. ••.••pv
1/;\COGGINS & SONS, INC. '/� 'r
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V'11/04)1 41.
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••SSIoNA1-E;,••••
DATE: NOVEMBER 10, 2014
9512 Titan Park Circle• Littleton, Colorado 80125• (303) 791-9911 • FAX (303) 791-0967
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COGGINS & SONS, INC. ;. _"
Caisson Drilling, Excavation Shoring,Tieback Anchors
DESIGN CALCULATIONS
INDEX
for
PROJECT NO. 5520
PROJECT: 103 ROCKLEDGE ROAD
ITEM NO. DESCRIPTION PAGES
1 RISA-2D ANALYSIS OF CANTILEVER GROUT COLUMN 6'-0"EXPOSED S1.0-S1.1
2 L-PILE 5.0 ANALYSIS OF CANTILEVER GROUT COLUMN 6'-0"EXPOSED HEIGHT S2.0-S2.5
3 RISA-2D ANALYSIS OF CANTILEVER GROUT COLUMN 3'-0"EXPOSED S3.0-S3.1
4 L-PILE 5.0 ANALYSIS OF CANTILEVER GROUT COLUMN 3'-0"EXPOSED HEIGHT S4.0-S4.5
APPENDIX"A"-GEOTECHNICAL ENGINEERING REPORT
9512 Titan Park Circle• Littleton, Colorado 80125• (303) 791-9911 • FAX (303) 791-0967
S 1,0
II
G-ccovrl Colkm440 0,0. y000vs, coIUtiMvI W i 5
�n0 kss OoWW C irrarce rle.v\k',
cnx',wuAwlP 1 V-Va = 6 k•k• Ok/ft
R4Ne)PAAAw\ SYA Q`WI.v,
G.ec 2ctAvocoN Potralr Qzc5 Ovorlooect ,vl
12 ?cE 4= 35Q 1<0, = 0,29-
Eo\c-Rn Pressen re
Ce= k�A�s
Ee = 0,21(125-F ro Ek-X'1(4-� - 202 t'(EA-
SAC ciAu\r9 e
DsAwN ico Frov) c1.civ.2wcuj, +c) bo,c1<
kc '\cGauls Ck- :on 5\cc acop
ok ova cic ive wo = 2_50 psi
J 3
qq
`.JSS'11�Q5
-•t)--r Uv1
'1J44),1'‘ e kov\-o, o&-yvn
2,5 = 0,20b
= O, S GA-
SU R
A-SUR = ko,(0,5c4')S = ,S)(250 sflAF�
SU12 = 3 Lk I%-kr- X
ms= E,+ SUR = 236 '9/0
-.236k/ft
Loads:BLC 1,TRIANGLE
COGGINS AND SONS, INC. 103 ROCKLEDGE ROAD
ERICK WILKINS Nov 5, 2014 at 2:05 PM
#4 60KSI GROUT COLUMN.r2d
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0.7 \ 1.4
Results for LC 1,TRI LOAD
Member Bending Moments(k-ft)
Reaction units are k and k-ft
COGGINS AND SONS, INC. 103 ROCKLEDGE ROAD
ERICK WILKINS Nov 5, 2014 at 2:26 PM
#4 60KSI GROUT COLUMN.r2d
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#4 BAR CALC.1p7o
LPile Plus for windows, version 2013-07.005
Analysis of Individual Piles and Drilled shafts
subjected to Lateral Loading using the p-y Method
0 1985-2013 by Ensoft, Inc.
All Rights Reserved
This copy of LPile is used by:
Coggins and Sons
9512 Titan Park cir, Littleton, co 80125
Serial Number of Security Device: 156242187
This copy of LPile is licensed for exclusive use by: Coggins & sons, Inc., Littleton,
Use of this program by any entity other than Coggins & Sons, Inc., Littleton,
is forbidden by the software license agreement.
Files used for Analysis
Path to file locations: Z:\JObs\2014 JOBS\ROCKLEDGE ROAD\calcs\cALCS FOR 11-5-2014\
Name of input data file: #4 BAR CALC.lp7d
Name of output report file: #4 BAR CALC.lp7o
Name of plot output file: #4 BAR CALC.1p7p
Name of runtime messeage file: #4 BAR CALC.lp7r
Date and Time of Analysis
Date: November 5, 2014 Time: 14:25:43
Problem Title
Project Name: 103 ROCKLEDGE ROAD
Job Number:
Client:
Engineer:
Description:
Program Options and Settings
Engineering units of Input Data and computations:
- Engineering units are US Customary units (pounds, feet, inches)
Analysis Control options:
- Maximum number of iterations allowed = 1000
- Deflection tolerance for convergence = 1.0000E-02 in
- Maximum allowable deflection = 1.0000 in
- Number of pile increments = 100
Loading Type and Number of Cycles of Loading:
- static loading specified
computational Options:
- use unfactored loads in computations (conventional analysis)
- compute pile response under loading and nonlinear bending properties of pile
(only if nonlinear pile properties are input)
- use of p-y modification factors for p-y curves not selected
- Loading by lateral soil movements acting on pile not selected
- Input of shear resistance at the pile tip not selected
- Computation of pile-head foundation stiffness matrix not selected
- Push-over analysis of pile not selected
- Buckling analysis of pile not selected
Output options:
- No p-y curves to be computed and reported for user-specified depths
- values of pile-head deflection, bending moment, shear force, and
soil reaction are printed for full length of pile.
- Printing Increment (nodal spacing of output points) = 1
Pile Structural Properties and Geometry
Total number of pile sections = 1
Total length of pile = 6.00 ft
Depth of ground surface below top of pile = 0.00 ft
Pile diameter values used for p-y curve computations are defined using 2 points.
p-y curves are computed using pile diameter values interpolated with depth over
the length of the pile.
Point Depth Pile
X Diameter
ft in
1 0.00000 6.0000000
2 6.000000 6.0000000
Page 1
52 , 1
#4 BAR CALC.lp7o
input Structural Properties:
Pile Section No. 1:
Section Type = Drilled Shaft (Bored Pile)
Section Length = 6.00000 ft
Section Diameter = 6.00000 in
Ground Slope and Pile Batter Angles
Ground Slope Angle = 80.000 degrees
= 1.396 radians
Pile Batter Angle = 0.000 degrees
= 0.000 radians
soil and Rock Layering Information
The soil profile is modelled using 1 layers
Layer 1 is stiff clay Without free water
Distance from top of pile to top of layer = 0.0000 ft
Distance from top of pile to bottom of layer = 10.00000 ft
Effective unit weight at top of layer = 130.00000 pcf
Effective unit weight at bottom of layer = 130.00000 pcf
undrained cohesion at top of layer = 3000.00000 psf
undrained cohesion at bottom of layer = 3000.00000 psf
Epsilon-50 at top of layer = 0.0010000
Epsilon-50 at bottom of layer = 0.0010000
(Depth of lowest soil layer extends 4.00 ft below pile tip)
Summary of Soil Properties
Layer Layer Effective Undrained Strain
Layer soil Type Depth Unit wt. Cohesion Factor
Num. (p-y curve criteria) ft pcf psf Epsilon 50
1 Stiff Clay w/o Free water 0.00 130.000 3000.000 1.00E-03
10.000 130.000 3000.000 1.00E-03
Loading Type
Static loading criteria were used when computing p-y curves for all analyses.
Pile-head Loading and Pile-head Fixity Conditions
Number of loads specified = 1
Load Load condition Condition Axial Thrust Compute
No. Type 1 2 Force, lbs Top y vs. Pile Length
1 1 V = 700.00000 lbs M = 16800. in-lbs 4.00000000 NO
V = perpendicular shear force applied to pile head
M = bending moment applied to pile head
y = lateral deflection relative to pile axis
S = pile slope relative to original pile batter angle
R = rotational stiffness applie to pile head
Axial thrust is assumed to be acting axially for all pile batter angles. ,
Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness
Axial thrust force values were determined from pile-head loading conditions
Number of Pile Sections Analyzed = 1 •
Pile Section No. 1:
Dimensions and Properties of Drilled Shaft (Bored Pile):
Length of section = 6.00000 ft
Shaft Diameter = 6.00000 in
Concrete Cover Thickness = 2.00000 in
Number of Reinforcing Bars = 1 bar
Yield Stress of Reinforcing Bars = 60000. psi
Modulus of Elasticity of Reinforcing Bars = 29000000. psi
Gross Area of Shaft = 28.27433 sq. in.
Total Area of Reinforcing Steel = 0.31000 sq. in.
Area Ratio of Steel Reinforcement = 1.10 percent
Edge-to-Edge Bar Spacing = -0.62500 in
Maximum Concrete Aggregate Size = 0.10000 in
Ratio of Bar Spacing to Aggregate size = -6.25
Offset of Center of Rebar Cage from center of Pile = 0.0000 in
Axial Structural Capacities:
Page 2
52.2
#4 BAR CALC.lp7o
Nom. Axial structural Capacity = 0.85 Fc Ac + Fy As = 113.679 kips
Tensile Load for Cracking of Concrete = -12.668 kips
Nominal Axial Tensile Capacity = -18.600 kips
Reinforcing Bar Dimensions and Positions Used in Computations:
Bar Bar Diam. Bar Area X Y
Number inches sq. in. inches inches
1 0.62500 0.31000 0.00000 0.00000
NOTE: The positions of the above rebars were computed by LPile
Concrete Properties:
i
Compressive Strength of Concrete = 4000.00000 psi
Modulus of Elasticity of Concrete = 3604997. psi
Modulus of Rupture of Concrete = -474.34164 psi
compression Strain at Peak Stress = 0.00189
Tensile strain at Fracture of Concrete = -0.0001154
Maximum Coarse Aggregate Size = 0.10000 in
Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1
Number Axial Thrust Force
kips
1 0.004
Definitions of Run Messages and Notes:
C = concrete in section has cracked in tension.
Y = stress in reinforcing steel has reached yield stress.
T = ACI 318-08 criteria for tension-controlled section met, tensile strain in
reinforcement exceeds 0.005 while simultaneously compressive strain in
concrete more than than 0.003. see ACI 318-08, section 10.3.4.
z = depth of tensile zone in concrete section is less than 10 percent of section depth.
Bending stiffness (EI) = computed Bending Moment / curvature.
Position of neutral axis is measured from edge of compression side of pile.
Compressive stresses and strains are positive in sign.
Tensile stresses and strains are negative in sign.
Axial Thrust Force = 0.004 kips
Bending Bending Bending Depthto Max Comp Max Tens Max Concrete Max steel Run
Curvature Moment Stiffness N Axis Strain strain stress stress Msg
rad/in. in-kip kip-int in in/in in/in ksi ksi
0.000001250 0.3373158 269853. 3.0251992 0.000003781 -0.000003719 0.0158632 0.1085760
0.000002500 0.6741766 269671. 3.0126593 0.000007532 -0.000007468 0.0315624 0.2162428
0.000003750 1.0105821 269489. 3.0084794 0.0000113 -0.0000112 0.0472307 0.3239096
0.000005000 1.3465321 269306. 3.0063895 0.0000150 -0.0000150 0.0628679 0.4315765
0.000006250 1.6820267 269124. 3.0051356 0.0000188 -0.0000187 0.0784742 0.5392433
0.000007500 2.0170659 268942. 3.0042997 0.0000225 -0.0000225 0.0940495 0.6469102
0.000008750 2.3516497 268760. 3.0037026 0.0000263 -0.0000262 0.1095937 0.7545771
0.0000100 2.6857782 268578. 3.0032548 0.0000300 -0.0000300 0.1251070 0.8622439
0.0000113 3.0194512 268396. 3.0029066 0.0000338 -0.0000337 0.1405893 0.9699108
0.0000125 3.3526688 268214. 3.0026280 0.0000375 -0.0000375 0.1560406 1.0775777
0.0000138 3.6854310 268031. 3.0024001 0.0000413 -0.0000412 0.1714609 1.1852446
0.0000150 4.0177378 267849. 3.0022102 0.0000450 -0.0000450 0.1868503 1.2929115
0.0000163 4.3495892 267667. 3.0020496 0.0000488 -0.0000487 0.2022086 1.4005784
0.0000175 4.6809851 267485. 3.0019119 0.0000525 -0.0000525 0.2175360 1.5082453
0.0000188 5.0119257 267303. 3.0017925 0.0000563 -0.0000562 0.2328323 1.6159122
0.0000200 5.3424109 267121. 3.0016881 0.0000600 -0.0000600 0.2480977 1.7235792
0.0000213 5.6724407 266938. 3.0015960 0.0000638 -0.0000637 0.2633320 1.8312461
0.0000225 6.0020151 266756. 3.0015142 0.0000675 -0.0000675 0.2785354 1.9389131
0.0000238 6.3311340 266574. 3.0014409 0.0000713 -0.0000712 0.2937078 2.0465800
0.0000250 6.6597976 266392. 3.0013750 0.0000750 -0.0000750 0.3088492 2.1542470
0.0000263 6.9880058 266210. 3.0013154 0.0000788 -0.0000787 0.3239596 2.2619139
0.0000275 7.3157585 266028. 3.0012612 0.0000825 -0.0000825 0.3390390 2.3695809
0.0000288 7.6430559 265845. 3.0012118 0.0000863 -0.0000862 0.3540874 2.4772479
0.0000300 7.9698979 265663. 3.0011664 0.0000900 -0.0000900 0.3691049 2.5849149
0.0000313 8.2962844 265481. 3.0011247 0.0000938 -0.0000937 0.3840913 2.6925819
0.0000325 8.6222155 265299. 3.0010862 0.0000975 -0.0000975 0.3990468 2.8002489
0.0000338 8.9476913 265117. 3.0010506 0.0001013 -0.0001012 0.4139712 2.9079159
0.0000350 9.2727116 264935. 3.0010175 0.0001050 -0.0001050 0.4288647 3.0155829
0.0000363 9.5972766 264752. 3.0009867 0.0001088 -0.0001087 0.4437272 3.1232499
0.0000375 9.9213861 264570. 3.0009580 0.0001125 -0.0001125 0.4585587 3.2309170
0.0000388 9.9213861 256036. 1.4784127 0.0000573 -0.0001752 0.2344986 -5.0474211 C
0.0000400 9.9213861 248035. 1.4784352 0.0000591 -0.0001809 0.2419488 -5.2102150 C
0.0000413 9.9213861 240518. 1.4784639 0.0000610 -0.0001865 0.2493930 -5.3730000 C
0.0000425 9.9213861 233444. 1.4784980 0.0000628 -0.0001922 0.2568310 -5.5357760 C
0.0000438 9.9213861 226775. 1.4785373 0.0000647 -0.0001978 0.2642629 -5.6985432 C
0.0000450 9.9213861 220475. 1.4785813 0.0000665 -0.0002035 0.2716887 -5.8613013 C
0.0000463 9.9213861 214516. 1.4786295 0.0000684 -0.0002091 0.2791083 -6.0240505 C
0.0000475 9.9213861 208871. 1.4786817 0.0000702 -0.0002148 0.2865218 -6.1867908 C
0.0000488 9.9213861 203516. 1.4787376 0.0000721 -0.0002204 0.2939292 -6.3495221 c
0.0000513 9.9213861 193588. 1.4788594 0.0000758 -0.0002317 0.3087256 -6.6749576 c
0.0000538 9.9213861 184584. 1.4789928 0.0000795 -0.0002430 0.3234975 -7.0003572 c
0.0000563 9.9213861 176380. 1.4791366 0.0000832 -0.0002543 0.3382447 -7.3257208 c I
0.0000588 9.9213861 168875. 1.4792893 0.0000869 -0.0002656 0.3529674 -7.6510482 c
0.0000613 9.9213861 161982. 1.4794499 0.0000906 -0.0002769 0.3676655 -7.9763395 C 1
0.0000638 9.9213861 155630. 1.4796175 0.0000943 -0.0002882 0.3823389 -8.3015945 C
0.0000663 9.9213861 149757. 1.4797913 0.0000980 -0.0002995 0.3969877 -8.6268133 c
0.0000688 9.9213861 144311. 1.4799707 0.0001017 -0.0003108 0.4116117 -8.9519956 C
0.0000713 9.9213861 139248. 1.4801552 0.0001055 -0.0003220 0.4262111 -9.2771416 C
0.0000738 9.9213861 134527. 1.4803443 0.0001092 -0.0003333 0.4407858 -9.6022510 C
0.0000763 9.9213861 130117. 1.4805374 0.0001129 -0.0003446 0.4553357 -9.9273239 C
0.0000788 9.9213861 125986. 1.4807344 0.0001166 -0.0003559 0.4698608 -10.2523602 C
0.0000813 9.9213861 122109. 1.4809347 0.0001203 -0.0003672 0.4843612 -10.5773598 C
0.0000838 9.9213861 118464. 1.4811383 0.0001240 -0.0003785 0.4988367 -10.9023226 C
0.0000863 9.9213861 115031. 1.4813448 0.0001278 -0.0003897 0.5132874 -11.2272486 C
0.0000888 9.9213861 111790. 1.4815540 0.0001315 -0.0004010 0.5277132 -11.5521378 C
0.0000913 9.9213861 108728. 1.4817656 0.0001352 -0.0004123 0.5421142 -11.8769899 C
Page 3
(.3 1-,S
#4 BAR CALC.1p70
0.0000938 9.9213861 105828. 1.4819796 0.0001389 -0.0004236 0.5564903 -12.2018051 C
0.0000963 9.9213861 103079. 1.4821958 0.0001427 -0.0004348 0.5708414 -12.5265832 C
0.0000988 9.9213861 100470. 1.4824140 0.0001464 -0.0004461 0.5851676 -12.8513242 C
0.0001013 9.9213861 97989. 1.4826341 0.0001501 -0.0004574 0.5994688 -13.1760280 C
0.0001038 9.9213861 95628. 1.4828559 0.0001538 -0.0004687 0.6137450 -13.5006944 C
0.0001063 9.9213861 93378. 1.4830795 0.0001576 -0.0004799 0.6279962 -13.8253236 C
0.0001088 9.9213861 91231. 1.4833046 0.0001613 -0.0004912 0.6422224 -14.1499153 C
0.0001113 9.9213861 89181. 1.4835312 0.0001650 -0.0005025 0.6564234 -14.4744695 C
0.0001138 9.9213861 87221. 1.4837593 0.0001688 -0.0005137 0.6705995 -14.7989862 c
0.0001163 9.9213861 85345. 1.4839887 0.0001725 -0.0005250 0.6847504 -15.1234653 c
0.0001188 9.9213861 83549. 1.4842194 0.0001763 -0.0005362 0.6988761 -15.4479068 C
0.0001213 9.9213861 81826. 1.4844513 0.0001800 -0.0005475 0.7129768 -15.7723104 C
0.0001238 9.9213861 80173. 1.4846843 0.0001837 -0.0005588 0.7270522 -16.0966763 c
0.0001263 9.9213861 78585. 1.4849185 0.0001875 -0.0005700 0.7411025 -16.4210043 c
0.0001288 9.9213861 77059. 1.4851538 0.0001912 -0.0005813 0.7551275 -16.7452943 C
0.0001313 9.9213861 75592. 1.4853900 0.0001950 -0.0005925 0.7691273 -17.0695463 C
0.0001338 9.9213861 74179. 1.4856273 0.0001987 -0.0006038 0.7831018 -17.3937602 C
0.0001363 9.9213861 72818. 1.4858655 0.0002024 -0.0006151 0.7970510 -17.7179359 C
0.0001388 9.9213861 71505. 1.4861047 0.0002062 -0.0006263 0.8109749 -18.0420734 C
0.0001413 9.9213861 70240. 1.4863447 0.0002099 -0.0006376 0.8248734 -18.3661727 C
0.0001438 9.9213861 69018. 1.4865856 0.0002137 -0.0006488 0.8387466 -18.6902335 C
0.0001463 9.9213861 67839. 1.4868273 0.0002174 -0.0006601 0.8525944 -19.0142559 C
0.0001488 9.9213861 66698. 1.4870698 0.0002212 -0.0006713 0.8664168 -19.3382398 c
0.0001588 9.9213861 62497. 1.4880474 0.0002362 -0.0007163 0.9214517 -20.6337891 C
0.0001688 9.9213861 58793. 1.4890362 0.0002513 -0.0007612 0.9760782 -21.9287163 C
0.0001788 9.9213861 55504. 1.4900352 0.0002663 -0.0008062 1.0302946 -23.2230171 C
0.0001888 9.9213861 52564. 1.4910437 0.0002814 -0.0008511 1.0840993 -24.5166868 C
0.0001988 9.9213861 49919. 1.4920610 0.0002965 -0.0008960 1.1374909 -25.8097205 C
0.0002088 9.9213861 47528. 1.4930867 0.0003117 -0.0009408 1.1904677 -27.1021135 C
0.0002188 9.9213861 45355. 1.4941204 0.0003268 -0.0009857 1.2430280 -28.3938609 C
0.0002288 9.9213861 43372. 1.4951618 0.0003420 -0.0010305 1.2951703 -29.6849577 c
0.0002388 9.9213861 41556. 1.4962106 0.0003572 -0.0010753 1.3468928 -30.9753989 c
0.0002488 9.9213861 39885. 1.4972667 0.0003724 -0.0011201 1.3981940 -32.2651795 c
0.0002588 9.9213861 38344. 1.4983299 0.0003877 -0.0011648 1.4490721 -33.5542943 c
0.0002688 9.9213861 36917. 1.4994001 0.0004030 -0.0012095 1.4995254 -34.8427380 c
0.0002788 9.9213861 35592. 1.5004771 0.0004183 -0.0012542 1.5495521 -36.1305054 c
0.0002888 9.9213861 34360. 1.5015610 0.0004336 -0.0012989 1.5991507 -37.4175911 c
0.0002988 9.9213861 33210. 1.5026516 0.0004489 -0.0013436 1.6483191 -38.7039895 c
0.0003088 9.9213861 32134. 1.5037489 0.0004643 -0.0013882 1.6970558 -39.9896953 c
0.0003188 10.1911240 31972. 1.5048530 0.0004797 -0.0014328 1.7453588 -41.2747027 c
0.0003288 10.4990715 31936. 1.5059637 0.0004951 -0.0014774 1.7932263 -42.5590060 C
0.0003388 10.8062597 31900. 1.5070811 0.0005105 -0.0015220 1.8406566 -43.8425995 C
0.0003488 11.1126832 31864. 1.5082052 0.0005260 -0.0015665 1.8876476 -45.1254773 C
0.0003588 11.4183365 31828. 1.5093360 0.0005415 -0.0016110 1.9341975 -46.4076335 C
0.0003688 11.7232141 31792. 1.5104735 0.0005570 -0.0016555 1.9803044 -47.6890620 C
0.0003788 12.0273104 31755. 1.5116177 0.0005725 -0.0017000 2.0259663 -48.9697567 C
0.0003888 12.3306195 31719. 1.5127687 0.0005881 -0.0017444 2.0711814 -50.2497113 C
0.0003988 12.6331358 31682. 1.5139265 0.0006037 -0.0017888 2.1159474 -51.5289196 C
0.0004088 12.9348533 31645. 1.5150912 0.0006193 -0.0018332 2.1602626 -52.8073750 C
0.0004188 13.2357661 31608. 1.5162628 0.0006349 -0.0018776 2.2041247 -54.0850711 C
0.0004288 13.5358680 31571. 1.5174414 0.0006506 -0.0019219 2.2475319 -55.3620013 C
0.0004388 13.8351531 31533. 1.5186269 0.0006663 -0.0019662 2.2904818 -56.6381589 C
0.0004488 14.1336149 31496. 1.5198195 0.0006820 -0.0020105 2.3329725 -57.9135370 C
0.0004588 14.4312473 31458. 1.5210192 0.0006978 -0.0020547 2.3750018 -59.1881286 C
0.0004688 14.7280437 31420. 1.5222261 0.0007135 -0.0020990 2.4165674 -60.0000000 CY
0.0004788 15.0239977 31382. 1.5234403 0.0007293 -0.0021432 2.4576673 -60.0000000 CY
0.0004888 15.3191026 31343. 1.5246617 0.0007452 -0.0021873 2.4982991 -60.0000000 CY
0.0004988 15.6133518 31305. 1.5258906 0.0007610 -0.0022315 2.5384606 -60.0000000 CY
0.0005088 15.9067384 31266. 1.5271269 0.0007769 -0.0022756 2.5781496 -60.0000000 CY
0.0005188 16.1992554 31227. 1.5283708 0.0007928 -0.0023197 2.6173635 -60.0000000 cv
0.0005288 16.4908959 31188. 1.5296222 0.0008088 -0.0023637 2.6561003 -60.0000000 cv
0.0005388 16.7816984 31149. 1.5308415 0.0008247 -0.0024078 2.6943055 -60.0000000 Cv
0.0005488 17.0716264 31110. 1.5320509 0.0008407 -0.0024518 2.7320046 -60.0000000 Cv
0.0006088 18.7922780 30870. 1.5394608 0.0009371 -0.0027154 2.9479122 -60.0000000 CY
0.0006688 20.4792814 30623. 1.5471472 0.0010347 -0.0029778 3.1457899 -60.0000000 CY
0.0007288 22.1308956 30368. 1.5551305 0.0011333 -0.0032392 3.3250572 -60.0000000 Cv
0.0007888 23.7451923 30105. 1.5634344 0.0012332 -0.0034993 3.4850800 -60.0000000 CY
0.0008488 25.3200302 29832. 1.5720857 0.0013343 -0.0037582 3.6251618 -60.0000000 CY
0.0009088 26.8530186 29549. 1.5811152 0.0014368 -0.0040157 3.7445342 -60.0000000 CY
0.0009688 28.3415814 29256. 1.5905298 0.0015408 -0.0042717 3.8423213 -60.0000000 CY
0.0010288 29.7848834 28952. 1.5999129 0.0016459 -0.0045266 3.9173001 -60.0000000 CY
0.0010888 31.1783910 28637. 1.6097459 0.0017526 -0.0047799 3.9689005 -60.0000000 CY
0.0011488 32.5184853 28308. 1.6200765 0.0018611 -0.0050314 3.9959971 -60.0000000 CY
0.0012088 33.7999042 27963. 1.6309810 0.0019714 -0.0052811 3.9993733 -60.0000000 CY
0.0012688 35.0096891 27594. 1.6424119 0.0020838 -0.0055287 3.9977342 -60.0000000 CY
0.0013288 36.0924418 27163. 1.6528380 0.0021962 -0.0057763 3.9973200 60.0000000 CY
0.0013888 37.0298131 26664. 1.6612551 0.0023071 -0.0060254 3.9984199 60.0000000 CY
0.0014488 37.8221827 26107. 1.6678720 0.0024163 -0.0062762 3.9986265 60.0000000 CY
0.0015088 38.4817614 25506. 1.6726725 0.0025236 -0.0065289 3.9980579 60.0000000 CY
0.0015688 39.0233809 24875. 1.6757296 0.0026288 -0.0067837 3.9962788 60.0000000 CY
0.0016288 39.4622201 24229. 1.6771637 0.0027317 -0.0070408 3.9953764 60.0000000 CY
0.0016888 39.8112228 23574. 1.6771556 0.0028323 -0.0073002 3.9996916 60.0000000 CY
0.0017488 40.0632321 22910. 1.6752133 0.0029295 -0.0075630 3.9961587 60.0000000 CY
0.0018088 40.2324742 22243. 1.6713993 0.0030231 -0.0078294 3.9999922 60.0000000 CY
0.0018688 40.3442984 21589. 1.6666747 0.0031146 -0.0080979 3.9958017 60.0000000 CY
0.0019288 40.4036602 20948. 1.6608378 0.0032033 -0.0083692 3.9997869 60.0000000 CY
0.0019888 40.4106725 20320. 1.6539449 0.0032893 -0.0086432 3.9911848 60.0000000 CY
0.0020488 40.4106725 19725. 1.6470844 0.0033745 -0.0089180 3.9973698 60.0000000 CY
0.0021088 40.4106725 19163. 1.6401220 0.0034586 -0.0091939 3.9999043 60.0000000 CY
0.0021688 40.4106725 18633. 1.6338699 0.0035435 -0.0094690 3.9903992 60.0000000 CY
0.0022288 40.4106725 18132. 1.6281665 0.0036288 -0.0097437 3.9955688 60.0000000 CY
0.0022888 40.4106725 17656. 1.6229381 0.0037145 -0.0100180 3.9992598 60.0000000 CY
0.0023488 40.4106725 17205. 1.6182037 0.0038008 -0.0102917 3.9962384 60.0000000 CY
Summary of Results for Nominal (unfactored) Moment capacity for section 1
Moment values interpolated at maximum compressive strain = 0.003
or maximum developed moment if pile fails at smaller strains.
Load Axial Thrust Nominal Mom. Cap. Max. comp.
No. kips in-kip strain
1 0.004 40.191 0.00300000
Note note that the values of moment capacity in the table above are not
factored by a strength reduction factor (phi-factor).
In ACI 318-08, the value of the strength reduction factor depends on whether
the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70).
The above values should be multiplied by the appropriate strength reduction
Page 4
#4 BAR CALC.1p7o
factor to compute ultimate moment capacity according to AC1 318-08, Section
9.3.2.2 or the value required by the design standard being followed.
The following table presents factored moment capacities and corresponding
bending stiffnesses computed for common resistance factor values used for
reinforced concrete sections.
Axial Resistance Nominal Ultimate (Factored) Ultimate (Factored) Bending Stiffness
Load Factor Moment Capacity Axial Thrust Moment Capacity at Ult. Mom. Cap.
No. for Moment in-kip kips in-kip kip-inA2
1 0.65 40.191 0.003 26.124 29683.876
1 0.70 40.191 0.003 28.133 29296.875
1 0.75 40.191 0.003 30.143 28871.391
N\
j-----
computed Values of Pile Loading and Deflection `0\1 �G' k-J iv
for Lateral Loading for Load Case Number 1
Pile-head conditions are Shear and Moment (Loading Type 1)
Shear force at pile head = 700.0 lbs
Applied moment at pile head = 16800.0 in-lbs
Axial thrust load on pile head = 4.0 lbs
Depth Deflect. Bending Shear slope Total Bending Soil Res. Soil Spr. Distrib.
X y Moment Force s Stress Stiffness PEs*h Lat. Load
feet inches in-lbs lbs radians psi* lb-inA2 lb/in lb/inch lb/inch
0.00 0.2559 16800. 700.0000 -0.0178 0.000 31146803. -57.7268 81.2053 0.000
0.06000 0.2432 17289. 658.0567 -0.0174 0.000 31146803. -58.7823 173.9951 0.000
0.120 0.2309 17748. 615.5637 -0.0170 0.000 31009944. -59.2540 184.7989 0.000
0.180 0.2188 18176. 572.7451 -0.0166 0.000 30950785. -59.6865 196.4316 0.000
0.240 0.2070 18573. 529.6294 -0.0161 0.000 30898562. -60.0794 208.9789 0.000
0.300 0.1955 18938. 486.2452 -0.0157 0.000 30847609. -60.4322 222.5376 0.000
0.360 0.1844 19273. 442.6216 -0.0153 0.000 30795916. -60.7444 237.2174 0.000
0.420 0.1735 19576. 398.7879 -0.0148 0.000 30750799. -61.0157 253.1430 0.000
0.480 0.1630 19847. 354.7739 -0.0143 0.000 30711710. -61.2457 270.4569 0.000
0.540 0.1529 20087. 310.6092 -0.0139 0.000 30678194. -61.4340 289.3218 0.000
0.600 0.1431 20295. 266.3239 -0.0134 0.000 30649876. -61.5806 309.9253 0.000
0.660 0.1336 20470. 221.9482 -0.0129 0.000 30626443. -61.6852 332.4835 0.000
0.720 0.1244 20614. 177.5124 -0.0124 0.000 30603745. -61.7477 357.2468 0.000
0.780 0.1157 20726. 133.0466 -0.0120 0.000 30585671. -61.7684 384.5068 0.000
0.840 0.1072 20806. 88.5809 -0.0115 0.000 30572993. -61.7474 414.6043 0.000
0.900 0.0992 20854. 44.1452 -0.0110 0.000 30565582. -61.6852 447.9400 0.000
0.960 0.0914 20869. -0.2312 -0.0105 0.000 30563342. -61.5825 484.9873 0.000
1.020 0.0841 20853. -44.5194 -0.009994 0.000 30566230. -61.4403 526.3089 0.000
1.080 0.0770 20805. -88.6915 -0.009503 0.000 30574195. -61.2600 572.5778 0.000
1.140 0.0704 20726. -132.7208 -0.009014 0.000 30587312. -61.0436 624.6041 0.000
1.200 0.0641 20614. -176.5821 -0.008528 0.000 30605544. -60.7934 683.3703 0.000
1.260 0.0581 20472. -220.2525 -0.008045 0.000 30627720. -60.5130 750.0767 0.000
1.320 0.0525 20297. -263.7115 -0.007566 0.000 30650940. -60.2066 826.2018 0.000
1.380 0.0472 20092. -306.9427 -0.007092 0.000 30678763. -59.8800 913.5833 0.000
1.440 0.0423 19855. -349.9342 -0.006623 0.000 30711420. -59.5409 1014.5277 0.000
1.500 0.0377 19588. -392.6806 -0.006161 0.000 30749239. -59.1992 1131.9608 0.000
1.560 0.0334 19290. -435.1849 -0.005706 0.000 30792477. -58.8682 1269.6367 0.000
1.620 0.0294 18961. -477.4611 -0.005259 0.000 30841054. -58.5657 1432.4327 0.000
1.680 0.0258 18602. -519.5383 -0.004821 0.000 30890098. -58.3155 1626.7681 0.000
1.740 0.0225 18213. -561.4658 -0.004393 0.000 30938460. -58.1498 1861.2116 0.000
1.800 0.0195 17794. -603.3205 -0.003974 0.000 30992543. -58.1133 2147.3798 0.000
1.860 0.0168 17344. -645.2177 -0.003566 0.000 31052639. -58.2677 2501.2736 0.000
1.920 0.0143 16865. -687.3261 -0.003170 0.000 31117964. -58.7000 2945.2807 0.000
1.980 0.0122 16355. -729.8900 -0.002786 0.000 31181021. -59.5331 3511.1670 0.000
2.040 0.0103 15814. -773.2612 -0.002415 0.000 31245888. -60.9425 4244.4524 0.000
2.100 0.008730 15241. -817.9437 -0.002058 0.000 31312226. -63.1756 5210.1967 0.000
2.160 0.007375 14636. -864.6500 -0.001714 0.000 31390000. -66.5642 6498.4807 0.000
2.220 0.006261 13996. -914.3598 -0.001387 0.000 31468694. -71.5186 8223.9018 0.000
2.280 0.005378 13319. -968.3121 -0.001076 0.000 31828781. -78.3488 10488. 0.000
2.340 0.004712 12602. -1028.3046 -0.000802 0.000 36756594. -88.2972 13491. 0.000
2.400 0.004224 11839. -1097.2195 -0.000593 0.000 50030453. -103.1330 17579. 0.000
2.460 0.003858 11022. -1179.5618 -0.000451 0.000 70101645. -125.5956 23437. 0.000
2.520 0.003574 10140. -1283.2095 -0.000359 0.000 1.021E+08 -162.3147 32697. 0.000
2.580 0.003342 9173.9671 -1426.2897 -0.000302 0.000 1.567E+08 -235.1302 50664. 0.000
2.640 0.003139 8086.0936 -1662.7757 -0.000269 0.000 2.459E+08 -421.7753 96737. 0.000
2.700 0.002954 6779.5717 -1608.3445 -0.000248 0.000 2.616E+08 572.9731 -139658. 0.000
2.760 0.002782 5770.0790 -1270.3321 -0.000231 0.000 2.648E+08 365.9501 -94707. 0.000
2.820 0.002622 4950.2947 -1050.4589 -0.000216 0.000 2.651E+08 244.8089 -67236. 0.000
2.880 0.002471 4257.4194 -894.2632 -0.000204 0.000 2.655E+08 189.0680 -55098. 0.000
2.940 0.002328 3662.5569 -769.8924 -0.000193 0.000 2.658E+08 156.4066 -48370. 0.000
3.000 0.002193 3148.7755 -665.0816 -0.000184 0.000 2.661E+08 134.7345 -44241. 0.000
3.060 0.002063 2704.8404 -573.6652 -0.000176 0.000 2.664E+08 119.1999 -41592. 0.000
3.120 0.001939 2322.6986 -492.0713 -0.000169 0.000 2.667E+08 107.4499 -39890. 0.000
3.180 0.001820 1996.2588 -418.0396 -0.000163 0.000 2.670E+08 98.1934 -38847. 0.000
3.240 0.001704 1720.7224 -350.0539 -0.000158 0.000 2.672E+08 90.6559 -38297. 0.000
3.300 0.001592 1492.1821 -287.0553 -0.000154 0.000 2.675E+08 84.3401 -38142. 0.000
3.360 0.001483 1307.3637 -228.2860 -0.000150 0.000 2.678E+08 78.9081 -38318. 0.000
3.420 0.001376 1163.4512 -173.1961 -0.000147 0.000 2.681E+08 74.1193 -38788. 0.000
3.480 0.001271 1057.9622 -121.3871 -0.000144 0.000 2.683E+08 69.7946 -39530. 0.000
3.540 0.001169 988.6547 -72.5749 -0.000141 0.000 2.685E+08 65.7948 -40535. 0.000
3.600 0.001068 953.4552 -26.5660 -0.000139 0.000 2.688E+08 62.0077 -41802. 0.000
3.660 0.000969 950.4004 16.7587 -0.000136 0.000 2.690E+08 58.3388 -43339. 0.000
3.720 0.000872 977.5885 57.4548 -0.000133 0.000 2.692E+08 54.7057 -45158. 0.000
3.780 0.000777 1033.1361 95.5209 -0.000131 0.000 2.694E+08 51.0335 -47282. 0.000
3.840 0.000684 1115.1393 130.9035 -0.000128 0.000 2.695E+08 47.2516 -49738. 0.000
3.900 0.000593 1221.6378 163.4992 -0.000125 0.000 2.697E+08 43.2919 -52559. 0.000
3.960 0.000504 1350.5789 193.1554 -0.000121 0.000 2.699E+08 39.0864 -55790. 0.000
4.020 0.000418 1499.7823 219.6703 -0.000117 0.000 2.699E+08 34.5661 -59482. 0.000
4.080 0.000335 1666.9047 242.7916 -0.000113 0.000 2.699E+08 29.6598 -63696. 0.000
4.140 0.000255 1849.4028 262.2149 -0.000109 0.000 2.698E+08 24.2938 -68507. 0.000
4.200 0.000179 2044.4948 277.5816 -0.000103 0.000 2.697E+08 18.3915 -74002. 0.000
4.260 0.000106 2249.1209 288.4770 -9.763E-05 0.000 2.696E+08 11.8735 -80285. 0.000
4.320 3.835E-05 2459.9022 294.4289 -9.134E-05 0.000 2.695E+08 4.6595 -87477. 0.000
4.380 -2.505E-05 2673.0990 294.9074 -8.448E-05 0.000 2.695E+08 -3.3302 -95721. 0.000
4.440 -8.331E-05 2884.5693 289.3273 -7.706E-05 0.000 2.694E+08 -12.1702 -105183. 0.000
4.500 -0.000136 3089.7307 277.0533 -6.908E-05 0.000 2.694E+08 -21.9242 -116056. 0.000
4.560 -0.000183 3283.5264 257.4117 -6.056E-05 0.000 2.694E+08 -32.6357 -128558. 0.000
4.620 -0.000223 3460.4039 229.7100 -5.155E-05 0.000 2.694E+08 -44.3137 -142932. 0.000
4.680 -0.000257 3614.3091 193.2686 -4.209E-05 0.000 2.694E+08 -56.9122 -159437. 0.000
Page 5
52. 5
#4 BAR CALC.lp7o
4.740 -0.000284 3738.7110 147.4721 -3.227E-05 0.000 2.694E+08 -70.3005 -178328. 0.000
4.800 -0.000303 3826.6690 92.9907 -2.216E-05 0.000 2.694E+08 -81.0365 -192261. 0.000
4.860 -0.000316 3872.6177 33.2275 -1.187E-05 0.000 2.694E+08 -84.9726 -193764. 0.000
4.920 -0.000321 3874.5166 -28.6607 -1.519E-06 0.000 2.695E+08 -86.9391 -195267. 0.000
4.980 -0.000318 3831.3463 -91.2387 8.775E-06 0.000 2.695E+08 -86.8886 -196770. 0.000
5.040 -0.000308 3743.1329 -153.0457 1.889E-05 0.000 2.695E+08 -84.7976 -198273. 0.000
5.100 -0.000291 3610.9604 -212.6130 2.872E-05 0.000 2.696E+08 -80.6671 -199776. 0.000
5.160 -0.000267 3436.9700 -268.4816 3.813E-05 0.000 2.696E+08 -74.5235 -201279. 0.000
5.220 -0.000236 3224.3466 -319.2205 4.702E-05 0.000 2.696E+08 -66.4177 -202782. 0.000
5.280 -0.000199 2977.2922 -363.4437 5.530E-05 0.000 2.697E+08 -56.4247 -204285. 0.000
5.340 -0.000156 2700.9873 -399.8276 6.288E-05 0.000 2.697E+08 -44.6416 -205788. 0.000
5.400 -0.000108 2401.5401 -427.1255 6.969E-05 0.000 2.698E+08 -31.1859 -207291. 0.000
5.460 -5.584E-05 2085.9262 -444.1815 7.568E-05 0.000 2.698E+08 -16.1919 -208794. 0.000
5.520 6.561E-07 1761.9183 -449.9416 8.081E-05 0.000 2.699E+08 0.1916 -210297. 0.000
5.580 6.053E-05 1438.0098 -443.4622 8.508E-05 0.000 2.699E+08 17.8067 -211799. 0.000
5.640 0.000123 1123.3322 -423.9153 8.850E-05 0.000 2.699E+08 36.4902 -213302. 0.000
5.700 0.000188 827.5712 -390.5904 9.110E-05 0.000 2.699E+08 56.0790 -214805. 0.000
5.760 0.000254 560.8815 -342.8923 9.295E-05 0.000 2.699E+08 76.4159 -216308. 0.000
5.820 0.000322 333.8057 -280.3345 9.415E-05 0.000 2.699E+08 97.3559 -217811. 0.000
5.880 0.000390 157.1993 -202.5281 9.480E-05 0.000 2.699E+08 118.7729 -219314. 0.000
5.940 0.000458 42.1647 -109.1658 9.507E-05 0.000 2.699E+08 140.5669 -220817. 0.000
6.000 0.000527 0.000 0.000 9.512E-05 0.000 2.699E+08 162.6714 -111160. 0.000
* This analysis computed pile response using nonlinear moment-curvature relationships.
Values of total stress due to combined axial and bending stresses are computed only
for elastic sections only and do not equal the actual stresses in concrete and steel.
Stresses in concrete and steel may be interpolated from the output for nonlinear
bending properties relative to the magnitude of bending moment developed in the pile.
Output Summary for Load case No. 1:
Pile-head deflection = 0.2559147 inches
Computed slope at pile head = -0.0177923 radians
Maximum bending moment = 20869. inch-lbs
Maximum shear force = -1662.7756579 lbs
Depth of maximum bending moment = 0.9600000 feet below pile head
Depth of maximum shear force = 2.6400000 feet below pile head
Number of iterations = 10
Number of zero deflection points = 2
Summary of Pile Response(s)
Definitions of Pile-head Loading conditions:
Load Type 1: Load 1 = shear, lbs, and Load 2 = Moment, in-lbs
Load Type 2: Load 1 = shear, lbs, and Load 2 = Slope, radians
Load Type 3: Load 1 = Shear, lbs, and Load 2 = Rotational Stiffness, in-lbs/radian
Load Type 4: Load 1 = Top Deflection, inches, and Load 2 = Moment, in-lbs
Load Type 5: Load 1 = Top Deflection, inches, and Load 2 = Slope, radians
Pile-head Pile-head Maximum Maximum
Load Load condition 1 condition 2 Axial Pile-head Moment Shear Pile-head
case Type V(lbs) or in-1b, rad., Loading Deflection in Pile in Pile Rotation
No. No. y(inches) or in-lb/rad. lbs inches in-lbs lbs radians
1 1 V = 700.0000 M = 16800. 4.00000000 0.25591465 20869. -1662.7757 -0.01779234
The analysis ended normally.
•
I" CAO > Mlnl 1 , OV-
I
1
Page 6
S3 .o
VI G(` O.b. 1-1000 concret�2 // vn� c of( vvi
I �cfp
i1-\f\ 1 14 GO KSi f32krvCarc.QWI.2N1-k-
(Mo i AAAA Q95 Q- 1�� '�0)V-k-s — 3 c{
M cmci vWt wi Sic(vn = 2
= o,2±12_5,,CE)(3F�-x2t)
_ 203 ,hr o
kftt
SU R C,2 -1(25 O9sfx2C.0(O s)
S J R
E+�� = Ib/c-A--
ar
it
rt
rt
rt
rf
rt
rt
rt
a
rr
rr
rr
rr
rr
r•
-.271k/ft
Loads:BLC 1,TRIANGLE
COGGINS AND SONS, INC. 103 ROCKLEDGE ROAD
ERICK WILKINS Nov 5, 2014 at 2:45 PM
#4 60KSI GROUT COLUMN.r2d
S 3 , 1
= 5 0 Ib
0.5 , 0.7
Results for LC 1,TRI LOAD
Member Bending Moments(k-ft)
Reaction units are k and k-ft
COGGINS AND SONS, INC. 103 ROCKLEDGE ROAD
ERICK WILKINS Nov 5, 2014 at 2:45 PM
#4 60KSI GROUT COLUMN.r2d
Sy,O
#4 BAR CALC.lp7o
LPile Plus for Windows, version 2013-07.005
Analysis of Individual Piles and Drilled Shafts
subjected to Lateral Loading Using the p-y Method
0 1985-2013 by Ensoft, Inc.
All Rights Reserved
This copy of LPile is used by:
Coggins and sons
9512 Titan Park Cir, Littleton, Co 80125
serial Number of security Device: 156242187
This copy of LPile is licensed for exclusive use by: Coggins & Sons, Inc., Littleton,
use of this program by any entity other than coggins & sons, Inc., Littleton,
is forbidden by the software license agreement.
Files Used for Analysis
Path to file locations: Z:\Jobs\2014 JOBS\ROCKLEDGE ROAD\Calcs\CALCS FOR 11-5-2014\
Name of input data file: #4 BAR CALC.lp7d
Name of output report file: #4 BAR CALC.lp7o
Name of plot output file: #4 BAR CALC.lp7p
Name of runtime messeage file: #4 BAR CALC.lp7r
Date and Time of Analysis
Date: November 5, 2014 Time: 14:54:34
Problem Title
Project Name: 103 ROCKLEDGE ROAD
Job Number:
client:
Engineer:
Description:
Program Options and Settings
Engineering Units of Input Data and Computations:
- Engineering units are US Customary Units (pounds, feet, inches)
Analysis Control Options:
- Maximum number of iterations allowed = 1000
- Deflection tolerance for convergence = 1.0000E-02 in
- Maximum allowable deflection = 1.0000 in
- Number of pile increments = 100
Loading Type and Number of Cycles of Loading:
- Static loading specified
Computational options:
- use unfactored loads in computations (conventional analysis)
- Compute pile response under loading and nonlinear bending properties of pile
(only if nonlinear pile properties are input)
- Use of p-y modification factors for p-y curves not selected
- Loading by lateral soil movements acting on pile not selected
- Input of shear resistance at the pile tip not selected
- Computation of pile-head foundation stiffness matrix not selected
- Push-over analysis of pile not selected
- Buckling analysis of pile not selected
Output Options:
- No p-y curves to be computed and reported for user-specified depths
- values of pile-head deflection, bending moment, shear force, and
soil reaction are printed for full length of pile.
- Printing Increment (nodal spacing of output points) = 1
Pile Structural Properties and Geometry
Total number of pile sections = 1
Total length of pile = 4.00 ft
Depth of ground surface below top of pile = 0.00 ft
Pile diameter values used for p-y curve computations are defined using 2 points.
p-y curves are computed using pile diameter values interpolated with depth over
the length of the pile.
Point Depth Pile
X Diameter
ft in
1 0.00000 6.0000000
2 4.000000 6.0000000
Page 1
Sy, l
#4 BAR CALC.1p70
Input Structural Properties:
Pile Section No. 1:
Section Type = Drilled Shaft (Bored Pile)
Section Length = 4.00000 ft
section Diameter = 6.00000 in
Ground Slope and Pile Batter Angles
Ground slope Angle = 80.000 degrees
= 1.396 radians
Pile Batter Angle = 0.000 degrees
= 0.000 radians
Soil and Rock Layering Information
The soil profile is modelled using 1 layers
Layer 1 is stiff clay without free water
Distance from top of pile to top of layer = 0.0000 ft
Distance from top of pile to bottom of layer = 10.00000 ft
Effective unit weight at top of layer = 130.00000 pcf
Effective unit weight at bottom of layer = 130.00000 pcf
undrained cohesion at top of layer = 3000.00000 psf
Undrained cohesion at bottom of layer = 3000.00000 psf
Epsilon-50 at top of layer = 0.0010000
Epsilon-50 at bottom of layer = 0.0010000
(Depth of lowest soil layer extends 6.00 ft below pile tip)
Summary of soil Properties
Layer Layer Effective Undrained strain
Layer Soil Type Depth Unit Wt. Cohesion Factor
Num. (p-y Curve Criteria) ft pcf psf Epsilon 50
1 Stiff clay w/o Free water 0.00 130.000 3000.000 1.00E-03
10.000 130.000 3000.000 1.00E-03
Loading Type
Static loading criteria were used when computing p-y curves for all analyses.
Pile-head Loading and Pile-head Fixity Conditions
Number of loads specified = 1
Load Load Condition Condition Axial Thrust compute
No. Type 1 2 Force, lbs Top y vs. Pile Length
1 1 v = 500.00000 lbs M = 8400.00000 in-lbs 2.00000000 No
v = perpendicular shear force applied to pile head
M = bending moment applied to pile head
y = lateral deflection relative to pile axis
S = pile slope relative to original pile batter angle
R = rotational stiffness applie to pile head
Axial thrust is assumed to be acting axially for all pile batter angles.
Computations of Nominal Moment Capacity and Nonlinear Bending stiffness
Axial thrust force values were determined from pile-head loading conditions
Number of Pile sections Analyzed = 1
Pile section No. 1:
Dimensions and Properties of Drilled Shaft (Bored Pile):
Length of section = 4.00000 ft
Shaft Diameter = 6.00000 in
Concrete cover Thickness = 2.00000 in
Number of Reinforcing Bars = 1 bar
Yield Stress of Reinforcing Bars = 60000. psi
Modulus of Elasticity of Reinforcing Bars = 29000000. psi
Gross Area of Shaft = 28.27433 sq. in.
Total Area of Reinforcing steel = 0.20000 sq. in.
Area Ratio of Steel Reinforcement = 0.71 percent
Edge-to-Edge Bar Spacing = -0.50000 in
Maximum Concrete Aggregate size = 0.10000 in
Ratio of Bar Spacing to Aggregate size = -5.00
Offset of Center of Rebar Cage from center of Pile = 0.0000 in
Axial structural Capacities:
Page 2
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#4 BAR CALC.lp7O
Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 107.453 kips
Tensile Load for cracking of concrete = -12.346 kips
Nominal Axial Tensile Capacity = -12.000 kips
Reinforcing Bar Dimensions and Positions Used in Computations:
Bar Bar Diam. Bar Area X Y
Number inches sq. in. inches inches
1 0.50000 0.20000 0.00000 0.00000
NOTE: The positions of the above rebars were computed by LPile
Concrete Properties:
Compressive Strength of Concrete = 4000.00000 psi
Modulus of Elasticity of Concrete = 3604997. psi
Modulus of Rupture of Concrete = -474.34164 psi
Compression Strain at Peak Stress = 0.00189
Tensile Strain at Fracture of Concrete = -0.0001154
Maximum Coarse Aggregate Size = 0.10000 in
Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1
Number Axial Thrust Force
kips
1 0.002
Definitions of Run Messages and Notes:
c = concrete in section has cracked in tension.
Y = stress in reinforcing steel has reached yield stress.
T = ACI 318-08 criteria for tension-controlled section met, tensile strain in
reinforcement exceeds 0.005 while simultaneously compressive strain in
concrete more than than 0.003. see ACI 318-08, section 10.3.4.
z = depth of tensile zone in concrete section is less than 10 percent of section depth.
Bending Stiffness (Es) = Computed Bending Moment / curvature.
Position of neutral axis is measured from edge of compression side of pile.
Compressive stresses and strains are positive in sign.
Tensile stresses and strains are negative in sign.
Axial Thrust Force = 0.002 kips
Bending Bending Bending Depth to Max Comp Max Tens Max Concrete Max Steel Run
Curvature Moment Stiffness N Axis Strain strain stress Stress Msg
rad/in. in-kip kip-int in in/in in/in ksi ksi
0.000001250 0.3371769 269742. 3.0129173 0.000003766 -0.000003734 0.0157982 0.1081308
0.000002500 0.6738986 269559. 3.0065106 0.000007516 -0.000007484 0.0314975 0.2157970
0.000003750 1.0101649 269377. 3.0043751 0.0000113 -0.0000112 0.0471658 0.3234633
0.000005000 1.3459758 269195. 3.0033074 0.0000150 -0.0000150 0.0628031 0.4311296
0.000006250 1.6813313 269013. 3.0026668 0.0000188 -0.0000187 0.0784094 0.5387959
0.000007500 2.0162314 268831. 3.0022398 0.0000225 -0.0000225 0.0939847 0.6464622
0.000008750 2.3506761 268649. 3.0019348 0.0000263 -0.0000262 0.1095290 0.7541285
0.0000100 2.6846653 268467. 3.0017061 0.0000300 -0.0000300 0.1250424 0.8617948
0.0000113 3.0181992 268284. 3.0015282 0.0000338 -0.0000337 0.1405247 0.9694611
0.0000125 3.3512776 268102. 3.0013859 0.0000375 -0.0000375 0.1559761 1.0771274
0.0000138 3.6839007 267920. 3.0012695 0.0000413 -0.0000412 0.1713964 1.1847938
0.0000150 4.0160683 267738. 3.0011725 0.0000450 -0.0000450 0.1867858 1.2924601
0.0000163 4.3477806 267556. 3.0010905 0.0000488 -0.0000487 0.2021442 1.4001264
0.0000175 4.6790374 267374. 3.0010202 0.0000525 -0.0000525 0.2174716 1.5077928
0.0000188 5.0098388 267191. 3.0009592 0.0000563 -0.0000562 0.2327680 1.6154591
0.0000200 5.3401848 267009. 3.0009059 0.0000600 -0.0000600 0.2480334 1.7231255
0.0000213 5.6700754 266827. 3.0008589 0.0000638 -0.0000637 0.2632678 1.8307919
0.0000225 5.9995106 266645. 3.0008171 0.0000675 -0.0000675 0.2784713 1.9384582
0.0000238 6.3284904 266463. 3.0007797 0.0000713 -0.0000712 0.2936437 2.0461246
0.0000250 6.6570147 266281. 3.0007461 0.0000750 -0.0000750 0.3087851 2.1537910
0.0000263 6.9850837 266098. 3.0007157 0.0000788 -0.0000787 0.3238956 2.2614574
0.0000275 7.3126973 265916. 3.0006880 0.0000825 -0.0000825 0.3389751 2.3691238
0.0000288 7.6398554 265734. 3.0006628 0.0000863 -0.0000862 0.3540235 2.4767902
0.0000300 7.9665582 265552. 3.0006397 0.0000900 -0.0000900 0.3690410 2.5844566
0.0000313 8.2928055 265370. 3.0006184 0.0000938 -0.0000937 0.3840275 2.6921230
0.0000325 8.6185974 265188. 3.0005988 0.0000975 -0.0000975 0.3989830 2.7997894
0.0000338 8.9439340 265005. 3.0005806 0.0001013 -0.0001012 0.4139075 2.9074559
0.0000350 9.2688151 264823. 3.0005638 0.0001050 -0.0001050 0.4288011 3.0151223
0.0000363 9.5932408 264641. 3.0005481 0.0001088 -0.0001087 0.4436636 3.1227888
0.0000375 9.9172111 264459. 3.0005334 0.0001125 -0.0001125 0.4584951 3.2304552
0.0000388 9.9172111 255928. 1.2935372 0.0000501 -0.0001824 0.2049615 -5.2551751 C
0.0000400 9.9172111 247930. 1.2935720 0.0000517 -0.0001883 0.2114892 -5.4246564 C
0.0000413 9.9172111 240417. 1.2936107 0.0000534 -0.0001941 0.2180122 -5.5941305 C
0.0000425 9.9172111 233346. 1.2936530 0.0000550 -0.0002000 0.2245307 -5.7635975 C
0.0000438 9.9172111 226679. 1.2936986 0.0000566 -0.0002059 0.2310446 -5.9330573 C
0.0000450 9.9172111 220382. 1.2937472 0.0000582 -0.0002118 0.2375539 -6.1025098 C
0.0000463 9.9172111 214426. 1.2937985 0.0000598 -0.0002177 0.2440585 -6.2719551 C
0.0000475 9.9172111 208783. 1.2938524 0.0000615 -0.0002235 0.2505586 -6.4413932 C
0.0000488 9.9172111 203430. 1.2939086 0.0000631 -0.0002294 0.2570541 -6.6108241 C
0.0000513 9.9172111 193507. 1.2940274 0.0000663 -0.0002412 0.2700312 -6.9496641 C
0.0000538 9.9172111 184506. 1.2941538 0.0000696 -0.0002529 0.2829898 -7.2884751 C
0.0000563 9.9172111 176306. 1.2942868 0.0000728 -0.0002647 0.2959300 -7.6272570 C
0.0000588 9.9172111 168804. 1.2944255 0.0000760 -0.0002765 0.3088517 -7.9660099 C
0.0000613 9.9172111 161914. 1.2945693 0.0000793 -0.0002882 0.3217550 -8.3047336 C
0.0000638 9.9172111 155564. 1.2947176 0.0000825 -0.0003000 0.3346397 -8.6434281 C
0.0000663 9.9172111 149694. 1.2948699 0.0000858 -0.0003117 0.3475059 -8.9820934 C
0.0000688 9.9172111 144250. 1.2950259 0.0000890 -0.0003235 0.3603536 -9.3207294 C
0.0000713 9.9172111 139189. 1.2951851 0.0000923 -0.0003352 0.3731827 -9.6593361 C
0.0000738 9.9172111 134471. 1.2953472 0.0000955 -0.0003470 0.3859932 -9.9979134 C
0.0000763 9.9172111 130062. 1.2955120 0.0000988 -0.0003587 0.3987852 -10.3364613 C
0.0000788 9.9172111 125933. 1.2956793 0.0001020 -0.0003705 0.4115585 -10.6749797 C
0.0000813 9.9172111 122058. 1.2958488 0.0001053 -0.0003822 0.4243133 -11.0134686 C
0.0000838 9.9172111 118414. 1.2960203 0.0001085 -0.0003940 0.4370494 -11.3519279 C
0.0000863 9.9172111 114982. 1.2961938 0.0001118 -0.0004057 0.4497669 -11.6903576 C
0.0000888 9.9172111 111743. 1.2963689 0.0001151 -0.0004174 0.4624657 -12.0287577 C
0.0000913 9.9172111 108682. 1.2965458 0.0001183 -0.0004292 0.4751459 -12.3671280 c
Page 3
S'A,3
#4 BAR CALC.1p70
0.0000938 9.9172111 105784. 1.2967241 0.0001216 -0.0004409 0.4878074 -12.7054686 C
0.0000963 9.9172111 103036. 1.2969039 0.0001248 -0.0004527 0.5004501 -13.0437793 C
0.0000988 9.9172111 100427. 1.2970849 0.0001281 -0.0004644 0.5130742 -13.3820602 C
0.0001013 9.9172111 97948. 1.2972673 0.0001313 -0.0004762 0.5256795 -13.7203112 C
0.0001038 9.9172111 95588. 1.2974508 0.0001346 -0.0004879 0.5382661 -14.0585322 C
0.0001063 9.9172111 93338. 1.2976354 0.0001379 -0.0004996 0.5508338 -14.3967232 C
0.0001088 9.9172111 91193. 1.2978210 0.0001411 -0.0005114 0.5633829 -14.7348842 C
0.0001113 9.9172111 89143. 1.2980076 0.0001444 -0.0005231 0.5759131 -15.0730151 C
0.0001138 9.9172111 87184. 1.2981952 0.0001477 -0.0005348 0.5884245 -15.4111158 C
0.0001163 9.9172111 85309. 1.2983837 0.0001509 -0.0005466 0.6009171 -15.7491863 C
0.0001188 9.9172111 83513. 1.2985730 0.0001542 -0.0005583 0.6133908 -16.0872265 C
0.0001213 9.9172111 81791. 1.2987631 0.0001575 -0.0005700 0.6258457 -16.4252365 C
0.0001238 9.9172111 80139. 1.2989540 0.0001607 -0.0005818 0.6382817 -16.7632160 C
0.0001263 9.9172111 78552. 1.2991456 0.0001640 -0.0005935 0.6506988 -17.1011652 C
0.0001288 9.9172111 77027. 1.2993380 0.0001673 -0.0006052 0.6630970 -17.4390839 C
0.0001313 9.9172111 75560. 1.2995310 0.0001706 -0.0006169 0.6754763 -17.7769721 C
0.0001338 9.9172111 74147. 1.2997247 0.0001738 -0.0006287 0.6878366 -18.1148298 c
0.0001363 9.9172111 72787. 1.2999191 0.0001771 -0.0006404 0.7001780 -18.4526568 C
0.0001388 9.9172111 71475. 1.3001140 0.0001804 -0.0006521 0.7125004 -18.7904532 C
0.0001413 9.9172111 70210. 1.3003096 0.0001837 -0.0006638 0.7248039 -19.1282189 C
0.0001438 9.9172111 68989. 1.3005057 0.0001869 -0.0006756 0.7370883 -19.4659538 C
0.0001463 9.9172111 67810. 1.3007024 0.0001902 -0.0006873 0.7493537 -19.8036579 c
0.0001488 9.9172111 66670. 1.3008997 0.0001935 -0.0006990 0.7616001 -20.1413311 c
0.0001588 9.9172111 62471. 1.3016938 0.0002066 -0.0007459 0.8103949 -21.4917144 c
0.0001688 9.9172111 58769. 1.3024956 0.0002198 -0.0007927 0.8588839 -22.8415994 c
0.0001788 9.9172111 55481. 1.3033044 0.0002330 -0.0008395 0.9070660 -24.1909831 c
0.0001888 9.9172111 52542. 1.3041197 0.0002462 -0.0008863 0.9549401 -25.5398618 c
0.0001988 9.9172111 49898. 1.3049412 0.0002594 -0.0009331 1.0025052 -26.8882320 c
0.0002088 9.9172111 47508. 1.3057686 0.0002726 -0.0009799 1.0497601 -28.2360904 C
0.0002188 9.9172111 45336. 1.3066016 0.0002858 -0.0010267 1.0967038 -29.5834333 C
0.0002288 9.9172111 43354. 1.3074400 0.0002991 -0.0010734 1.1433352 -30.9302570 C
0.0002388 9.9172111 41538. 1.3082837 0.0003124 -0.0011201 1.1896532 -32.2765580 C
0.0002488 9.9172111 39868. 1.3091325 0.0003256 -0.0011669 1.2356566 -33.6223325 C
0.0002588 9.9172111 38327. 1.3099864 0.0003390 -0.0012135 1.2813443 -34.9675767 C
0.0002688 9.9172111 36901. 1.3108452 0.0003523 -0.0012602 1.3267151 -36.3122869 C
0.0002788 9.9172111 35577. 1.3117090 0.0003656 -0.0013069 1.3717679 -37.6564592 C F
0.0002888 9.9172111 34345. 1.3125777 0.0003790 -0.0013535 1.4165016 -39.0000897 C
0.0002988 9.9172111 33196. 1.3134512 0.0003924 -0.0014001 1.4609148 -40.3431744 C
0.0003088 9.9172111 32121. 1.3143295 0.0004058 -0.0014467 1.5050065 -41.6857093 C
0.0003188 9.9172111 31113. 1.3152126 0.0004192 -0.0014933 1.5487754 -43.0276904 C
0.0003288 9.9172111 30166. 1.3161005 0.0004327 -0.0015398 1.5922203 -44.3691135 C
0.0003388 9.9172111 29276. 1.3169933 0.0004461 -0.0015864 1.6353400 -45.7099745 C
0.0003488 9.9172111 28436. 1.3178908 0.0004596 -0.0016329 1.6781331 -47.0502691 C
0.0003588 9.9172111 27644. 1.3187931 0.0004731 -0.0016794 1.7205985 -48.3899932 C
0.0003688 9.9172111 26894. 1.3197003 0.0004866 -0.0017259 1.7627349 -49.7291422 C
0.0003788 9.9172111 26184. 1.3206123 0.0005002 -0.0017723 1.8045409 -51.0677118 C
0.0003888 9.9172111 25511. 1.3215292 0.0005137 -0.0018188 1.8460153 -52.4056976 C
0.0003988 9.9172111 24871. 1.3224509 0.0005273 -0.0018652 1.8871568 -53.7430951 c
0.0004088 9.9172111 24262. 1.3233776 0.0005409 -0.0019116 1.9279640 -55.0798995 c
0.0004188 9.9564014 23776. 1.3243093 0.0005546 -0.0019579 1.9684355 -56.4161064 C
0.0004288 10.1854685 23756. 1.3252459 0.0005682 -0.0020043 2.0085700 -57.7517109 c
0.0004388 10.4140950 23736. 1.3261876 0.0005819 -0.0020506 2.0483662 -59.0867083 C
0.0004488 10.6422777 23715. 1.3271343 0.0005956 -0.0020969 2.0878225 -60.0000000 Cv
0.0004588 10.8700137 23695. 1.3280861 0.0006093 -0.0021432 2.1269377 -60.0000000 CY
0.0004688 11.0972998 23674. 1.3290430 0.0006230 -0.0021895 2.1657102 -60.0000000 CY
0.0004788 11.3241329 23654. 1.3300051 0.0006367 -0.0022358 2.2041387 -60.0000000 CY
0.0004888 11.5505097 23633. 1.3309725 0.0006505 -0.0022820 2.2422217 -60.0000000 CY
0.0004988 11.7764270 23612. 1.3319451 0.0006643 -0.0023282 2.2799576 -60.0000000 CY
0.0005088 12.0018816 23591. 1.3329231 0.0006781 -0.0023744 2.3173450 -60.0000000 CY
0.0005188. 12.2268700 23570. 1.3339064 0.0006920 -0.0024205 2.3543824 -60.0000000 CY
0.0005288 12.4513889 23549. 1.3348951 0.0007058 -0.0024667 2.3910683 -60.0000000 CY
0.0005388 12.6754349 23527. 1.3358893 0.0007197 -0.0025128 2.4274010 -60.0000000 CY
0.0005488 12.8990044 23506. 1.3368890 0.0007336 -0.0025589 2.4633790 -60.0000000 CY
0.0006088 14.2302186 23376. 1.3430066 0.0008176 -0.0028349 2.6717084 -60.0000000 CY
0.0006688 15.5433432 23242. 1.3493384 0.0009024 -0.0031101 2.8668496 -60.0000000 CY
0.0007288 16.8379510 23105. 1.3555619 0.0009879 -0.0033846 3.0479052 -60.0000000 CY
0.0007888 18.1129773 22964. 1.3619666 0.0010743 -0.0036582 3.2148834 -60.0000000 CY
0.0008488 19.3674058 22819. 1.3686058 0.0011616 -0.0039309 3.3674076 -60.0000000 CY
0.0009088 20.6001613 22669. 1.3754976 0.0012500 -0.0042025 3.5050070 -60.0000000 CY
0.0009688 21.8100548 22514. 1.3826624 0.0013395 -0.0044730 3.6271669 -60.0000000 CY
0.0010288 22.9957649 22353. 1.3901235 0.0014301 -0.0047424 3.7333216 -60.0000000 CY
0.0010888 24.1558154 22187. 1.3979072 0.0015220 -0.0050105 3.8228466 -60.0000000 Cv
0.0011488 25.2797116 22006. 1.4058051 0.0016149 -0.0052776 3.8948599 -60.0000000 cv
0.0012088 26.2577165 21723. 1.4108046 0.0017053 -0.0055472 3.9469525 -60.0000000 CY
0.0012688 27.0565080 21325. 1.4119939 0.0017915 -0.0058210 3.9801535 -60.0000000 CY
0.0013288 27.6573798 20815. 1.4090470 0.0018723 -0.0061002 3.9967385 -60.0000000 CY
0.0013888 28.0460038 20195. 1.4010127 0.0019457 -0.0063868 3.9951618 -60.0000000 CY
0.0014488 28.2637932 19509. 1.3892518 0.0020127 -0.0066798 3.9999822 -60.0000000 CY
0.0015088 28.3532389 18793. 1.3750964 0.0020747 -0.0069778 3.9983846 -60.0000000 cv
0.0015688 28.4029235 18105. 1.3612594 0.0021355 -0.0072770 3.9956444 60.0000000 CY
0.0016288 28.4466326 17465. 1.3486116 0.0021966 -0.0075759 3.9988662 60.0000000 CY
0.0016888 28.4793323 16864. 1.3358474 0.0022559 -0.0078766 3.9952959 60.0000000 CY
0.0017488 28.5090783 16303. 1.3242752 0.0023158 -0.0081767 3.9979591 60.0000000 CY
0.0018088 28.5368761 15777. 1.3137052 0.0023762 -0.0084763 3.9995200 60.0000000 CY
0.0018688 28.5614500 15284. 1.3041370 0.0024371 -0.0087754 3.9951248 60.0000000 CY
0.0019288 28.5844263 14820. 1.2953592 0.0024984 -0.0090741 3.9993343 60.0000000 CY
0.0019888 28.6031831 14382. 1.2869368 0.0025594 -0.0093731 3.9947212 60.0000000 CY
0.0020488 28.6161450 13968. 1.2784652 0.0026193 -0.0096732 3.9950988 60.0000000 Cv
0.0021088 28.6280401 13576. 1.2706305 0.0026794 -0.0099731 3.9990387 60.0000000 Cv
0.0021688 28.6385623 13205. 1.2634095 0.0027400 -0.0102725 3.9975118 60.0000000 Cv
0.0022288 28.6471337 12853. 1.2568069 0.0028011 -0.0105714 3.9912743 60.0000000 CY
0.0022888 28.6548396 12520. 1.2506766 0.0028625 -0.0108700 3.9967554 60.0000000 Cv
0.0023488 28.6616472 12203. 1.2449861 0.0029242 -0.0111683 3.9995921 60.0000000 Cv
0.0024088 28.6669954 11901. 1.2397561 0.0029863 -0.0114662 3.9949666 60.0000000 CY
warning: 150 values were calculated for moment-curvature.
This usually indicates that the pile is too weak or is under-reinforced, where all reinforcing steel has yielded.
The input data should be examined and the amount of steel reinforcement should be increased if necessary.
Summary of Results for Nominal (Unfactored) Moment capacity for Section 1
Moment values interpolated at maximum compressive strain = 0.003
or maximum developed moment if pile fails at smaller strains.
Load Axial Thrust Nominal Mom. Cap. Max. Comp.
No. kips in-kip Strain
1 0.002 28.662 0.00292416
Page 4
#4 BAR CALC.1p70
Note note that the values of moment capacity in the table above are not
factored by a strength reduction factor (phi-factor).
In ACI 318-08, the value of the strength reduction factor depends on whether
the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70).
The above values should be multiplied by the appropriate strength reduction
factor to compute ultimate moment capacity according to ACI 318-08, section
9.3.2.2 or the value required by the design standard being followed.
The following table presents factored moment capacities and corresponding
bending stiffnesses computed for common resistance factor values used for
reinforced concrete sections.
Axial Resistance Nominal Ultimate (Factored) ultimate (Factored) Bending Stiffness
Load Factor Moment Capacity Axial Thrust Moment Capacity at Ult. Mom. Cap.
No. for Moment in-kip kips in-kip kip-inA2
1 0.65 28.662 0.001 18.630 22904.213
1 0.70 28.662 0.001 20.063 22734.048
1 0.75 28.662 0.002 21.496 22553.827
computed Values of Pile Loading and Deflection -
for Lateral Loading for Load Case Number 1 G_-_
Pile-head conditions are Shear and Moment (Loading Type 1)
Shear force at pile head = 500.0 lbs
Applied moment at pile head = 8400.0 in-lbs
Axial thrust load on pile head = 2.0 lbs
Depth Deflect. Bending shear Slope Total Bending Soil Res. Soil Spr. Distrib.
X y Moment Force S Stress Stiffness p Es*h Lat. Load
feet inches in-lbs lbs radians psi* lb-inA2 lb/in lb/inch lb/inch
0.00 0.0968 8400.0000 500.0000 -0.006318 0.000 2.653E+08 -43.8810 108.7575 0.000
0.04000 0.0938 8634.9510 478.8914 -0.006303 0.000 2.653E+08 -44.0717 225.5145 0.000
0.08000 0.0908 8859.7478 457.6966 -0.006287 0.000 2.651E+08 -44.2399 233.9100 0.000
0.120 0.0878 9074.3518 436.4267 -0.006271 0.000 2.649E+08 -44.3845 242.7336 0.000
0.160 0.0848 9278.7295 415.0934 -0.006254 0.000 2.648E+08 -44.5045 252.0211 0.000
0.200 0.0818 9472.8534 393.7087 -0.006237 0.000 2.647E+08 -44.5983 261.8125 0.000
0.240 0.0788 9656.7018 372.2856 -0.006219 0.000 2.516E+08 -44.6645 272.1528 0.000
0.280 0.0758 9830.2595 350.8378 -0.006198 0.000 1.972E+08 -44.7016 283.0910 0.000
0.320 0.0728 9993.5180 329.3794 -0.006171 0.000 1.562E+08 -44.7081 294.6771 0.000
0.360 0.0699 10146. 307.9256 -0.006136 0.000 1.251E+08 -44.6829 306.9652 0.000
0.400 0.0669 10289. 286.4918 -0.006092 0.000 1.015E+08 -44.6247 320.0128 0.000
0.440 0.0640 10422. 265.0940 -0.006038 0.000 83419042. -44.5326 333.8809 0.000
0.480 0.0611 10544. 243.7488 -0.005972 0.000 69642984. -44.4057 348.6337 0.000
0.520 0.0583 10656. 222.4730 -0.005892 0.000 59309042. -44.2434 364.3378 0.000
0.560 0.0555 10757. 201.2837 -0.005798 0.000 50276766. -44.0456 381.0629 0.000
0.600 0.0527 10849. 180.1978 -0.005686 0.000 42931901. -43.8123 398.8756 0.000
0.640 0.0500 10930. 159.2321 -0.005554 0.000 37059433. -43.5448 417.8385 0.000
0.680 0.0474 11002. 138.4026 -0.005402 0.000 32435755. -43.2448 438.0067 0.000
0.720 0.0448 11063. 117.7242 -0.005229 0.000 28903036. -42.9149 459.4250 0.000
0.760 0.0424 11115. 97.2105 -0.005036 0.000 26295816. -42.5588 482.1265 0.000
0.800 0.0400 11156. 76.8731 -0.004830 0.000 25589326. -42.1805 506.1324 0.000
0.840 0.0377 11188. 56.7220 -0.004628 0.000 27809390. -41.7826 531.4913 0.000 i
0.880 0.0356 11211. 36.7670 -0.004442 0.000 29871252. -41.3631 558.3408 0.000
0.920 0.0335 11224. 17.0190 -0.004267 0.000 31750476. -40.9200 586.8296 0.000 i
0.960 0.0315 11227. -2.5101 -0.004101 0.000 33411795. -40.4513 617.1195 0.000 I
1.000 0.0295 11221. -21.8077 -0.003943 0.000 34839234. -39.9555 649.3872 0.000
1.040 0.0277 11206. -40.8604 -0.003791 0.000 36017350. -39.4307 683.8255 0.000
1.080 0.0259 11182. -59.6539 -0.003644 0.000 36951078. -38.8754 720.6457 0.000
1.120 0.0242 11149. -78.1731 -0.003500 0.000 37638960. -38.2880 760.0786 0.000
1.160 0.0225 11107. -96.4023 -0.003359 0.000 38093173. -37.6672 802.3764 0.000
1.200 0.0210 11057. -114.3252 -0.003220 0.000 38336971. -37.0114 847.8132 0.000
1.240 0.0194 10997. -131.9247 -0.003082 0.000 38401243. -36.3197 896.6865 0.000
1.280 0.0180 10930. -149.1832 -0.002945 0.000 38321331. -35.5907 949.3171 0.000
1.320 0.0166 10854. -166.0826 -0.002808 0.000 38133856. -34.8238 1006.0489 0.000
1.360 0.0153 10770. -182.6047 -0.002672 0.000 37874473. -34.0180 1067.2475 0.000 �
1.400 0.0141 10679. -198.7305 -0.002535 0.000 37577626. -33.1729 1133.2975 0.000
1.440 0.0129 10580. -214.4411 -0.002399 0.000 37274126. -32.2882 1204.5975 0.000
1.480 0.0117 10473. -229.7176 -0.002263 0.000 36991345. -31.3639 1281.5530 0.000
1.520 0.0107 10359. -244.5411 -0.002127 0.000 36753342. -30.4005 1364.5657 0.000
1.560 0.009705 10238. -258.8929 -0.001992 0.000 36581097. -29.3988 1454.0189 0.000
1.600 0.008781 10111. -272.7551 -0.001859 0.000 36495456. -28.3601 1550.2568 0.000
1.640 0.007921 9976.4173 -286.1102 -0.001727 0.000 36528463. -27.2863 1653.5595 0.000
1.680 0.007123 9835.9426 -298.9422 -0.001597 0.000 36682833. -26.1802 1764.1130 0.000
1.720 0.006388 9689.4359 -311.2362 -0.001470 0.000 36975433. -25.0452 1881.9686 0.000
1.760 0.005713 9537.1587 -322.9797 -0.001345 0.000 37425278. -23.8859 2006.9980 0.000 I
1.800 0.005096 9379.3780 -334.1623 -0.001225 0.000 38054386. -22.7081 2138.8442 0.000
1.840 0.004536 9216.3652 -344.7767 -0.001109 0.000 38891226. -21.5187 2276.8721 0.000
1.880 0.004031 9048.3944 -354.8194 -0.000998 0.000 39957564. -20.3259 2420.1256 0.000
1.920 0.003578 8875.7405 -364.2911 -0.000892 0.000 41374737. -19.1395 2567.2953 0.000
1.960 0.003175 8698.6767 -373.1974 -0.000792 0.000 43214676. -17.9700 2716.7440 0.000
2.000 0.002818 8517.4725 -381.5490 -0.000699 0.000 45603421. -16.8282 2866.5544 0.000
2.040 0.002504 8332.3910 -389.3617 -0.000615 0.000 50246369. -15.7249 3014.6324 0.000
2.080 0.002228 8143.6864 -396.6552 -0.000543 0.000 61691847. -14.6644 3159.4419 0.000
2.120 0.001982 7951.6031 -403.4470 -0.000486 0.000 74434505. -13.6348 3301.3408 0.000
2.160 0.001762 7756.3783 -409.7498 -0.000439 0.000 87248757. -12.6269 3440.5771 0.000
2.200 0.001561 7558.2441 -415.5726 -0.000400 0.000 1.035E+08 -11.6348 3577.1245 0.000
2.240 0.001378 7357.4293 -420.9214 -0.000368 0.000 1.242E+08 -10.6518 3711.2145 0.000
2.280 0.001208 7154.1603 -425.7987 -0.000342 0.000 1.411E+08 -9.6705 3843.2819 0.000
2.320 0.001050 6948.6632 -430.2047 -0.000319 0.000 1.629E+08 -8.6878 3973.2528 0.000
2.360 0.000901 6741.1644 -434.1378 -0.000301 0.000 1.959E+08 -7.6998 4101.2598 0.000
2.400 0.000761 6531.8915 -437.5938 -0.000286 0.000 2.453E+08 -6.7003 4227.8481 0.000
2.440 0.000626 6321.0749 -440.5655 -0.000274 0.000 2.654E+08 -5.6816 4353.8735 0.000
2.480 0.000498 6108.9492 -443.0436 -0.000263 0.000 2.666E+08 -4.6441 4480.3980 0.000
2.520 0.000374 5895.7535 -445.0200 -0.000252 0.000 2.677E+08 -3.5906 4608.5988 0.000
2.560 0.000255 5681.7305 -446.4872 -0.000242 0.000 2.679E+08 -2.5228 4739.7249 0.000
2.600 0.000142 5467.1262 -447.4385 -0.000232 0.000 2.681E+08 -1.4408 4874.0909 0.000
2.640 3.298E-05 5252.1900 -447.8669 -0.000222 0.000 2.683E+08 -0.3444 5011.9930 0.000
2.680 -7.141E-05 5037.1744 -447.7656 -0.000213 0.000 2.685E+08 0.7667 5153.7315 0.000
2.720 -0.000171 4822.3354 -447.1272 -0.000204 0.000 2.686E+08 1.8933 5299.6247 0.000
2.760 -0.000267 4607.9327 -445.9441 -0.000196 0.000 2.687E+08 3.0363 5450.0150 0.000
2.800 -0.000359 4394.2295 -444.2081 -0.000188 0.000 2.688E+08 4.1969 5605.2731 0.000
2.840 -0.000448 4181.4932 -441.9105 -0.000180 0.000 2.689E+08 5.3768 5765.8022 0.000
Page 5
S LAS
#4 BAR CALC.lp7o
2.880 -0.000532 3969.9958 -439.0414 -0.000173 0.000 2.690E+08 6.5777 5932.0423 0.000
2.920 -0.000613 3760.0139 -435.5902 -0.000166 0.000 2.691E+08 7.8021 6104.4754 0.000
2.960 -0.000691 3551.8295 -431.5452 -0.000159 0.000 2.692E+08 9.0523 6283.6305 0.000
3.000 -0.000766 3345.7308 -426.8930 -0.000153 0.000 2.693E+08 10.3316 6470.0907 0.000
3.040 -0.000839 3142.0125 -421.6190 -0.000147 0.000 2.693E+08 11.6433 6664.4993 0.000
3.080 -0.000908 2940.9768 -415.7067 -0.000142 0.000 2.694E+08 12.9913 6867.5696 0.000
3.120 -0.000975 2742.9343 -409.1375 -0.000137 0.000 2.694E+08 14.3803 7080.0937 0.000
3.160 -0.001039 2548.2051 -401.8906 -0.000132 0.000 2.695E+08 15.8153 7302.9548 0.000
3.200 -0.001102 2357.1196 -393.9424 -0.000128 0.000 2.696E+08 17.3020 7537.1409 0.000
3.240 -0.001162 2170.0206 -385.2666 -0.000124 0.000 2.696E+08 18.8472 7783.7615 0.000
3.280 -0.001221 1987.2639 -375.8333 -0.000120 0.000 2.696E+08 20.4581 8044.0671 0.000
3.320 -0.001278 1809.2208 -365.6090 -0.000117 0.000 2.697E+08 22.1434 8319.4733 0.000
3.360 -0.001333 1636.2795 -354.5556 -0.000114 0.000 2.697E+08 23.9125 8611.5899 0.000
3.400 -0.001387 1468.8476 -342.6302 -0.000111 0.000 2.697E+08 25.7766 8922.2564 0.000
3.440 -0.001439 1307.3547 -329.7842 -0.000108 0.000 2.697E+08 27.7482 9253.5856 0.000
3.480 -0.001491 1152.2550 -315.9626 -0.000106 0.000 2.697E+08 29.8420 9608.0180 0.000
3.520 -0.001541 1004.0308 -301.1026 -0.000104 0.000 2.697E+08 32.0747 9988.3895 0.000
3.560 -0.001591 863.1967 -285.1328 -0.000103 0.000 2.697E+08 34.4659 10398. 0.000
3.600 -0.001640 730.3035 -267.9718 -0.000101 0.000 2.697E+08 37.0386 10841. 0.000
3.640 -0.001688 605.9440 -249.5258 -0.000100 0.000 2.697E+08 39.8198 11321. 0.000
3.680 -0.001736 490.7589 -229.6870 -9.911E-05 0.000 2.697E+08 42.8419 11845. 0.000
3.720 -0.001783 385.4447 -208.3305 -9.833E-05 0.000 2.697E+08 46.1435 12419. 0.000
3.760 -0.001830 290.7618 -185.3109 -9.773E-05 0.000 2.697E+08 49.7717 13052. 0.000
3.800 -0.001877 207.5464 -160.4574 -9.729E-05 0.000 2.697E+08 53.7843 13752. 0.000
3.840 -0.001924 136.7229 -133.5684 -9.698E-05 0.000 2.697E+08 58.2531 14534. 0.000
3.880 -0.001970 79.3209 -104.4032 -9.679E-05 0.000 2.697E+08 63.2689 15413. 0.000
3.920 -0.002017 36.4961 -72.6710 -9.669E-05 0.000 2.697E+08 68.9483 16410. 0.000
3.960 -0.002063 9.5569 -38.0169 -9.665E-05 0.000 2.697E+08 75.4439 17552. 0.000
4.000 -0.002110 0.000 0.000 -9.664E-05 0.000 2.697E+08 82.9600 9438.2721 0.000
' This analysis computed pile response using nonlinear moment-curvature relationships.
Values of total stress due to combined axial and bending stresses are computed only
for elastic sections only and do not equal the actual stresses in concrete and steel.
Stresses in concrete and steel may be interpolated from the output for nonlinear
bending properties relative to the magnitude of bending moment developed in the pile.
I
Output Summary for Load Case No. 1:
Pile-head deflection = 0.0968342 inches
Computed slope at pile head = -0.0063184 radians
maximum bending moment = 11227. inch-lbs
maximum shear force = 500.0000000 lbs
Depth of maximum bending moment = 0.9600000 feet below pile head I
Depth of maximum shear force = 0.000000 feet below pile head I
Number of iterations = 10
Number of zero deflection points = 1
Summary of Pile Response(s)
Definitions of Pile-head Loading Conditions:
Load Type 1: Load 1 = Shear, lbs, and Load 2 = Moment, in-lbs
Load Type 2: Load 1 = Shear, lbs, and Load 2 = Slope, radians
Load Type 3: Load 1 = shear, lbs, and Load 2 = Rotational stiffness, in-lbs/radian
Load Type 4: Load 1 = Top Deflection, inches, and Load 2 = Moment, in-lbs
Load Type 5: Load 1 =Top Deflection, inches, and Load 2 = Slope, radians
Pile-head Pile-head Maximum Maximum
Load Load Condition 1 Condition 2 Axial Pile-head Moment shear Pile-head
Case Type V(lbs) or in-lb, rad., Loading Deflection in Pile in Pile Rotation
No. No. y(inches) or in-lb/rad. lbs inches in-lbs lbs radians
1 1 V = 500.0000 M = 8400.0000 2.00000000 0.09683423 11227. 500.0000 -0.00631840
No error or warning messages were generated by this analysis. \�j
The analysis ended normally. ,U It I \‘.'i'/1
1pI\v/�\ Ir`�.J11 Z.
Page 6
APPENDIX "C" . .
GEOTECHNICAL ENGINEERING REPORT
l � Ilq tu,tt, PIMA! t, �t��l,�u�:,�l (u,
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HEPWORlJf h'PAWLA(S GEOTECHNICAL Lis, t+R j;,zi{
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SUBSOIL STUDY
FOR FOUNDATION DESIGN
PROPOSED RESIDENCE
LOT 4,BLOCK 7,VAIL VILLAGE FIRST FILING
103 ROCKLEDGE ROAD
VAIL, COLORADO
JOB NO. 114 198A
JUNE 20, 2014
PREPARED FOR:
KH WEBB ARCHITECTS
ATTN: KYLE WEBB
710 WEST LIONSHEAD CIRCLE, UNIT A
VAIL, COLORADO 81657
kylCGikh\vebb.coni
Pz ,
;iiker ,01-84I-7119 0 G,Ioiatlo Springs 719 633-5562 ) iIverrlutrnc 970-468-198
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY - 1 -
PROPOSED CONSTRUCTION - 1 -
SITE CONDITIONS -2-
GEOLOGIC CONDITIONS -2-
FIELD EXPLORATION
-2-
SUBSURFACE CONDITIONS -3 -
i
FOUNDATION BEARING CONDITIONS - 3 -
DESIGN RECOMMENDATIONS
_4_
FOUNDATIONS -4-
FOUNDATION AND RETAINING WALLS -5 -
FLOOR SLABS -6 -
UNDERDRAIN SYSTEM -7-
SITE GRADING - 8 -
SURFACE DRAINAGE - 8
LIMITATIONS - 9 -
•
REFERENCES - 10 -
I
FIGURE 1 -LOCATION OF EXPLORATORY BORINGS
FIGURE 2--LOGS OF EXPLORATORY BORINGS
• FIGURE 3 -.LEGEND AND NOTES
FIGURES 4 and 5 -SWELL-CONSOLIDATION TEST RESULTS
TABLE 1-SUMMARY OF LABORATORY TEST RESULTS
Job No.11419S rP
Geaifech
PURPOSE AND SCOPE OF STUDY
This report presents the results of a subsoil study for a proposed residence to be located
on Lot 4,Block 7, Vail Village First Filing, 103 Rockledge Road,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 in accordance
with our agreement for geotechnical engineering services to KH Webb Architects dated
May 23,2014.
A field exploration program consisting of exploratory borings was conducted to obtain
information on the subsurface conditions. Samples of the subsoils and bedrock obtained
during the field exploration were tested in the laboratory to determine their classification,
compressibility or swell 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.
PROPOSED CONSTRUCTION
The residence will be a two story wood frame structure over a walkout basement level
daylighting to the northeast and located on the lot as shown on Figure 1. Ground floors
will be slab-on-grade. Grading for the structure is assumed to be relatively minor with
cut depths between about 4 to 15 feet. We assume relatively light foundation loadings,
typical of the proposed type of construction.
If building loadings, location or grading plans change from those described
above,we should be notified to re-evaluate the recommendations contained in this report.
Job No. 114 198A C tech
_2-
SITE CONDITIONS
The lot is vacant and the ground surface appears mostly natural. The terrain is
moderately steep to steeply sloping down to the northeast at grades from about 25 to 35%
becoming steeper on the order of 40 to 50%in the lower part of the lot. Elevation
difference across the proposed residence is about 28 to 30 feet and elevation difference
across the lot is about 45 feet. Vegetation consists of grass and weeds with aspen and
pine trees. There are existing residences on the adjacent lots to the east,north and west.
GEOLOGIC CONDITIONS
The site is not located within potential geologic hazard areas for rockfall, debris flow and
avalanche according to the Town of Vail mapping. (Town of Vail 2000a,2000b, and
2000c). The soils appear to consist primarily of colluvial and/or residual soil deposits.
The underlying bedrock is the Minturn Formation. The bedding dip of the rock is
typically moderate down to the northwest.
FIELD EXPLORATION
The field exploration for the project was conducted on May 28, 2014. Three exploratory
borings were drilled at the locations shown on Figure 1 to evaluate the subsurface
conditions. The borings were advanced with 4 inch diameter continuous flight augers
powered by a track-mounted CME 45 drill rig. Access to the northern portion of the
proposed building was not possible due to the steep terrain. The borings were logged by
a representative of Hepworth-Pawlak Geotechnical, Inc.
Samples of the subsoils and bedrock were taken with 1%inch and 2 inch I.D. spoon
samplers. The samplers were driven into the subsoils and bedrock 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 and hardness of the
Job No. 114 I98Atech
-3 -
bedrock. 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.
SUBSURFACE CONDITIONS
Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2.
The subsoils encountered,below about 1 to 2 feet of organic topsoil, consisted of stiff,
sandy to very sandy silty clay underlain at depths from about 4 to 6 feet by limestone
bedrock. The limestone bedrock contained some shale layers or zones and was medium
hard to very hard with depth. Drilling in the bedrock with auger equipment was difficult
due to its hardness with depth and drilling refusal was encountered in the deposit. The
silty clay soils contained some organics.
Laboratory testing performed on samples obtained from the borings included natural
moisture content and density, and percent finer than sand size gradation analyses. Results
of swell-consolidation testing performed on relatively undisturbed drive samples of the
soil and weathered bedrock,presented on Figures 4 and 5,indicate the silty clay is
moderately compressible and the limestone bedrock is slightly compressible under
conditions of loading and wetting. The laboratory testing is summarized in Table 1.
. I
No free water was encountered in the borings at the time of drilling or when checked 2
days later. The subsoils were moist to very moist and the bedrock was generally moist.
FOUNDATION BEARING CONDITIONS
The silty clay soils possess low bearing capacity and in general moderate settlement
potential. The underlying bedrock possesses relatively high bearing capacity and low
settlement potential. Spread footings are feasible for foundation support of the residence.
At assumed excavation depths,we expect the subgrade soils will transition from the silty
clay soils in the shallow cut areas to bedrock in the deeper cut area. For these bearing
Job No.114 I98A • Gtech
4-
conditions, there is some risk of differential settlement due to variable bearing conditions
and compressible nature of the silty clay soils. To reduce the risk of differential
settlement,we recommend the footings bear entirely on the bedrock. This may require
subexcavation below design footing bearing elevation in areas.
DESIGN RECOMMENDATIONS
FOUNDATIONS
Considering the subsurface conditions encountered in the exploratory borings and llre
nature of the proposed construction, we recommend the building be founded with spread
footings bearing entirely on undisturbed bedrock.
The design and construction criteria presented below should be observed for a spread
footing foundation system.
1) Footings placed entirely on the undisturbed bedrock can be designed for an
allowable bearing pressure of 4,000 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 footings should have a minimum width of 16 inches for continuous
walls and 2 feet for isolated pads.
3) 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 this area.
4) Continuous foundation walls should be reinforced top and bottom to span
local anomalies such as by assuming an unsupported length of at least 10
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.
Job No, 114 198A
Gtech
5-
i
5) The topsoil, silty clay soils and any loose disturbed materials should be
removed and the footing bearing level extended down to undisturbed
bedrock. If water seepage is encountered,the footing areas should be
dewatered before concrete placement.
6) A representative of the geotechnical engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions.
FOUNDATION AND RETAINING WALLS
Foundation walls and retaining structures up to about 15 feet high 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 50 pcf for backfill consisting of the on-site soils and well broken
bedrock. Cantilevered retaining structures which are separate from the main building 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 45 pcf for backfill consisting of the on-site soils and well
broken bedrock. The backfill should not contain topsoil or plus 6 inch size rock
fragments. If retaining walls taller than 15 feet are proposed,we should be contacted for
additional recommendations. •
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(SPD) at a moisture content near optimum. Backfill placed in
Job No. 114 198A
GI-709-tech
- 6-
pavement and walkway areas should be compacted to at least 95% SPD. 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 imported
material such as base course and increasing compaction to 98% SPD could 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 0.45, Passive pressure of compacted
backfill against the sides of the footings can be calculated using an equivalent fluid unit
weight of 375 pd. The coefficient of friction and passive pressure values recommended
above assume ultimate 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% SPD 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. The slab subgrade conditions will probably vary from soil to
bedrock in areas. Providing 2 feet of structural fill below the floor slabs in the soil
subgrade areas is recommended to reduce the potential for differential settlement and
distress to the floor slab.
To reduce the effects of some differential movement, 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
Job No. 114 198A Gtech
-7-
•
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 4
inch layer of free-draining gravel should be placed immediately 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. The
under slab gravel should be connected to the perimeter underdrain with interior lateral
subdrains.
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 soils and well broken bedrock devoid of topsoil and oversized rocks,
The 2 feet of structural fill below floor slab areas discussed above should consist of
suitable granular import soils such as road base.
UNDERDRAIN SYSTEM
Although free water was not encountered during our exploration,it has been our
experience in mountainous areas and where bedrock is shallow that local perched
groundwater can 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 system.
li
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free-draining granular material. The drain should
be placed at each level of excavation and at least 1 foot below lowest adjacent finish
grade and sloped at a minimum 1%to a suitable gravity outlet. 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 Ph feet deep and extend to above any seepage
encountered in the adjacent cut slope face, and be covered with filter fabric such as Mirafi
140N.
Job No. 114 198A Gtech
-8-
SITE GRADING
The risk of construction-induced slope instability at the site appears low provided the
building is located above the steep slope as planned and cut and fill depths are limited.
We assume the cut depths for the basement level will not exceed about 15 feet. Fills
should be limited to about 8 to 10 feet deep, especially at the downhill side of the
residence where the slope steepens. Embankment fills should be compacted to at least
95% of the maximum standard Proctor density near optimum moisture content. Prior to
fill placement,the subgrade should be carefully prepared by removing all vegetation and
topsoil and compacting to at least 95%of the maximum standard Proctor density. The fill
should be benched into the portions of the hillside exceeding 20% grade. Excavation in
deeper cut areas will be difficult due to the very hard and likely cemented rock.
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
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 stability. We should
review the grading plans prior to construction.
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and
maintained at all times after the residence 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.
Job No. 114193A Gtech
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 12 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 filter fabric and 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.
5) Landscaping which requires regular heavy irrigation should be located at
least 5 feet from foundation walls.
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(MOB C)developing in the future. If the client is
concerned about MOBC, then a professional in this special field of practice should be
consulted. Our findings include interpolation and extrapolation of the subsurface
conditions identifiedat 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
Job No.114 193A G Stech
- 10-
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 GE( 'p4;R: CAL, INC.
:7"4,Yelrlr
David A. Young,P.E.
• wP4
Reviewed by: eeo, t\
140906110
r
-: , ,- ice..
Steven L. Pawlak, P.E.
DAY/ksw
REFERENCES
Town of Vail, 2000a. Official Rockfall Hazard Map, Town of Vail. Prepared by the
Town of Vail, Vail, Colorado (Adopted by the Town Council on October 17,
2000).
Town of Vail,2000b. Official Debris Flow Hazard Map, Town of Vail. Prepared by the
Town of Vail, Vail, Colorado (Adopted by the Town Council on October 17,
2000).
Town of Vail,2000c. Official Avalanche Hazard Map, Town of Vail. Prepared by the
Town of Vail, Vail, Colorado (Adopted by the Town Council on October 17,
2000).
Job No. 114 198A Gtech
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APPROXIMATE SCALE
1"= 30'
6
2So (9c570
860 ~~ ��
a \ /
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N BORING 1 J
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1 PROPOSED RESIDENCE ~
103 ROCKLEDGE ROAD LOT 3A
LOT 7 ( /--
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BORING 2/ / I/
0
BORRNG 3,\ _ \
/ /,7.:_/- EAS�M J
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114 198AGgryt
ech LOCATION OF EXPLORATORY BORINGS Figure 1
BORING 1 BORING 2 BORING 3
ELEV.=8260' ELEV.=8263' ELEV.=8279'
0 0
14i1
h1 /�
17/12
•
5 ' WC=30.0
5
DD=90 44/12 16/12
'' WC=18.9
-200=66 ;ft WC=18.7
:d:; D0=112 DD=109 w
tt tc"3 -200=70
60/1 •i
0 10 ''':'• 101 14/12 10 O
. 4 WC=20.6
15 15
Note:Explanation of symbols is shown on Figure 3.
114198A H
LOGS OF EXPLORATORY BORINGS Figure 2
Hepworth--Pawlak Geotechnical
LEGEND:
TOPSOIL;organic sandy silt and clay,very moist,dark brown.
- 7
, CLAY(CL);silty, sandy to very sandy,stiff, moist to very moist, brown, low plasticity,some organics.
riLIMESTONE BEDROCK;with interbedded shale layers, medium hard to very hard with depth, moist,grey to dark
grey. Minturn Formation.
Relatively undisturbed drive sample;2-inch I.D.California liner sample.
Drive sample; standard penetration test(SPT), 1 3/8 inch I.D. split spoon sample,ASTM D-1586.
17/12 Drive sample blow count; indicates that 17 blows of a 140 pound hammer falling 30 inches were
required to drive the California or SPT sampler 12 inches.
TPractical drilling refusal in cemented rock.
NOTES:
1. Exploratory borings were drilled on May 28, 2014 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 obtained by interpolation between contours shown on the site plan provided.
Boring logs are drawn to depth.
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. No free water was encountered in the borings at the time of drilling or when checked 2 days later. Fluctuation in
water level may occur with time.
7. Laboratory Testing Results:
WC =Water Content(%)
DD = Dry Density(pcf)
-200= Percent passing No,200 sieve
seigc ,
114 198A
, ''j LEGEND AND NOTES Figure 3
H£PWORTH•PAWLAK GRO7£CHNICAI,
Moisture Content= 30.0 percent
Dry Density= 90 pcf '
Sample of: Sandy Silty Clay with Organics
From: Boring 1 at 4 Feet
0
1 .
� -- Nomovement
up
upon
0 2 wetting
2
03
4
0.1 1.0 10 100
APPLIED PRESSURE-ksf
Moisture Content= 18.9 percent
Dry Density= 112 pcf
Sample of: Limestone Bedrock
From: Boring 2 at 5 Feet
0
•
1
0
U 2
No movement
upon
welling
0.1 1.0 10 100
APPLIED PRESSURE-ksf
114198A ~ SWELL-CONSOLIDATION TEST RESULTS Figure 4
HEPWORTH`PAWLAK G17OTECHNICAL
1
I
Moisture Content= 18.7 percent
Dry Density = 109 pcf
Sample of: Very Sandy Silty Clay
From: Boring 3 at 5 Feet
0
0
1 0. .
C ��� Compression
.� upon
2 2 wetting
0.
E
iI
0
3
0
4
i
1
1
I i
I
0,1 1.0 10 100
APPLIED PRESSURE-ksf
114 198A SWELL-CONSOLIDATION TEST RESULTS Figure 5 '
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