2011 Coastal Construction Manual (CCM) - Calculator
 
The equations in this spreadsheet are equations in Volume 2 of the CCM
 
In order to avoid the user from accidentally erasing the formula in a 
cell, all the cells in each of the worksheets, except those requiring 
user input, are protected (with no password).
 
On each of the worksheets, the material on the right-hand side (Column J 
- Q) are reference material to help the user with input to the equation.
 
Each of the worksheets is set to print only the left hand side (Columns 
A-I). 
 
List of equations included in this workbook is given in the "LIST" 
Worksheet.
 


List of Equations - CCM Volume 2

Chapter 8 - Determining Site-Specific Loads
Equation 8.1 Design Stillwater Flood Depth
Equation 8.2. Design Flood Velocity
Equation 8.3. Lateral Hydrostatic Load
Equation 8.4. Vertical (Buoyant) Hydrostatic Force
Equation 8.5. Breaking Wave Load on Vertical Piles
Equation 8.6. Breaking Wave Load on Vertical Walls
Equation 8.7. Lateral Wave Slam
Equation 8.8. Hydrodynamic Load (for All Flow Velocities)
Equation 8.9. Debris Impact Load
Equation 8.10. Localized Scour Around a Single Vertical Pile 
Equation 8.11. Total Localized Scour Around Vertical Piles
Equation 8.12. Total Scour Depth Around Vertical Walls and Enclosures
Equation 8.13. Velocity Pressure
Equation 8.14. Design Wind Pressure for Low-Rise Buildings
Equation 8.15. Seismic Base Shear by Equivalent Lateral Force Procedure
Equation 8.16. Vertical Distribution of Seismic Forces
 
Chapter 10 - Designing the Foundation
Equation 10.1. Sliding Resistance 
Equation 10.2. Ultimate Compression Capacity of a Single Pile
Equation 10.3. Ultimate Tension Capacity of a Single Pile
Equation 10.4. Load Application Distance for an Unbraced Pile 
Equation 10.5. Determination of Square Footing Size for Gravity Loads
Equation 10.6. Determination of Soil Pressure 
 
Chapter 13 - Constructing the Building
Equation 13.1. Pile Driving Resistance for Drop Hammer Pile Drivers


Equation 8.1 Design Stillwater Flood Depth
 
Equation 8.1
 
 ds  =  Esw - GS

where:
 
ds
 =
 design stillwater flood depth (ft)
 
Esw
 =
 design stillwater flood elevation in ft above datum (e.g., NGVD, NAVD)
 
GS 
 =
 lowest eroded ground elevation, in ft above datum, adjacent to a 
building, excluding effects of localized scour around the foundation
 
Calculation
 
Input:
 
Esw
 =
 10.10
 ft
 
GS 
 =
 5.50
 ft
 
Output:
 
ds
 =
 4.60
 ft
 Eq. 8.1
 


Equation 8.2. Design Flood Velocity
 
Equation 8.2
 
Lower bound
 Eq. 8.2A
 
Upper bound
 V  =  (gds)0.5
 Eq. 8.2B
 
where:
 
V
 =
 design flood velocity (ft/sec)
 
ds
 =
 design stillwater flood depth (ft)  - from Eq. 8.1 
 
t 
 =
 1 sec.
 
g 
 =
 gravitational constant (32.2 ft/sec2 )
 
Calculation
 
Input:
 
ds
 =
 4.60
 ft
 
g 
 =
 32.20
 ft/sec2
 
Output:
 
V
 =
 4.60
 ft/sec
 Eq. 8.2A
 Lower bound
 
V
 =
 12.17
 ft/sec
 Eq. 8.2B
 Upper bound
 
 V =...... 



Equation 8.3. Lateral Hydrostatic Load
 
Equation 8.3
 
  fsta  = (1/2) .wds2
 Eq. 8.3 A
 
 Fsta = fsta (w) 
 Eq. 8.3 B
 
where:
 
fsta 
 =
 hydrostatic force per unit width (lb/ft) resulting from flooding against 
vertical element
 
.w
 =
 specific weight of water (62.4 lb/ft3 for fresh water and 64.0 lb/ft3 
for saltwater)
 
ds
 =
 design stillwater flood depth (ft)  - from Eq. 8.1 
 
Fsta
 =
 total equivalent lateral hydrostatic force on a structure (lb)
 
w
 =
 width of vertical element (ft)
 
Calculation
 
Input:
 
ds
 =
 4.60
 ft
 
.w
 =
 64.00
 lb/ft3
 
w
 =
 0.67
 ft
 
Output:
 
fsta 
 =
 677.12
 lb/ft
 Eq. 8.3 A
  
 
Fsta
 =
 453.67         
 lb
 Eq. 8.3 B
 
(flood load on only one side of vertical component)
 


Equation 8.4. Vertical (Buoyant) Hydrostatic Force
 
Equation 8.4
 
 Fbuoy  =  .w (Vol)
 Eq. 8.4
 
where:
  
 
Fbuoy 
 =
 vertical hydrostatic force (lb) resulting from the displacement of a 
given volume of floodwater
 
.w 
 =
 specific weight of water (62.4 lb/ft3 for fresh water and 64.0 lb/ft3 
for saltwater)
 
Vol
 =
 Volume of floodwater displaced by a submerged object (ft3)
 
Calculation
 
Input:
 
.w 
 =
 64.00
 lb/ft3
 
Vol
 =
 20.00
 ft3
 
Output:
 
Fbuoy 
 =
 1280.00
 lb
 Eq. 8.4
 


Equation 8.5. Breaking Wave Load on Vertical Piles
 
Equation 8.5
 
 Fbrkp  =  (1/2) Cdb.wDHb2
 Eq. 8.5
 
where:
 
Fbrkp 
 =
 drag force (lb) acting at the stillwater elevation
 
Cdb 
 =
 breaking wave drag coefficient (recommended value are 2.25 for square  
piles and 1.75 for round piles)
 
.w
 =
 specific weight of water (62.4 lb/ft3 for fresh water and 64.0 lb/ft3 
for saltwater)
 
D 
 =
 pile diameter  (ft) for a round pile or  1.4 times the width of the pile 
or column for a square pile
 
Hb 
 =
 breaking wave height (0.78 ds) in ft. where ds = design stillwater depth 
in ft
 
Calculation
 
Input:
 
"round" or "square"  pile ?
 square
 
if round pile, enter diameter of pile
  
 ft
 
if square, enter the width of pile
 0.67
 ft
 
.w
 =
 64.00
 lb/ft3
 
ds 
 =
 4.60
 ft
 stillwater depth (From Eq 8.1)
 
Output:
 
Cdb 
 =
 2.25
 square pile
 
D 
 =
 0.94
 ft
 (pile diameter or 1.4 * width  of pile)
 
Hb 
 =
 3.59
 ft
 (0.78 * design stillwater depth, ds)
 
Fbrkp 
 =
 869.44
 lb
 Eq. 8.5
 
(on one pile)
 


Equation 8.6. Breaking Wave Load on Vertical Walls
 
Equation  8.6a (enclosed dry space behind wall)
 
  fbrkw  =  1.1 Cp.wds2 + 2.4 .wds2
 Eq. 8.6a
 
Equation 8.6b  (equal stillwater elevation on both sides of the wall)
 
  fbrkw  =  1.1 Cp.wds2 + 1.9 .wds2
 Eq. 8.6b
 
Equation  8.6c
 
  Fbrkw  =  fbrkw (w)
 Eq. 8.6c
 
where:
 
fbrkw 
 =
 total breaking wave per unit length of wall (lb/ft) acting at the 
stillwater elevation
 
Cp
 =
 dynamic pressure coefficient from Table 8-1
 
.w
 =
 specific weight of water (62.4 lb/ft3 for fresh water and 64.0 lb/ft3 
for saltwater)
 
ds
 =
 design stillwater flood depth in ft  (From Eq. 8.1)
 
Fbrkw 
 =
 total breakwater wave load (lb) acting at the stillwater elevation
 
w
 =
 width of wall in ft
 
Calculation
 
Input:
 
Cp
 =
 2.8
 
.w
 =
 64
 lb/ft3
 
ds
 =
 4.60
 ft
 (From  Eq 8.1)
 
w
 =
 2.00
 ft
 
Output:
 
fbrkw 
 =
 7,421.24        
 lb/ft
 Eq. 8.6a
 enclosed dry space behind wall
 
fbrkw 
 =
 6,744.12        
 lb/ft
 Eq. 8.6b
 equal stillwater elevation both sides
 
Fbrkw 
 =
 14,842.47      
 lb
 Eq. 8.6c
 enclosed dry space behind wall
 
Fbrkw 
 =
 13,488.23      
 lb
 Eq. 8.6c
 equal stillwater elevation both sides
 


Equation 8.7. Lateral Wave Slam
 
Equation  8.7
 
  Fs  =  fsw  =  (1/2) .wCsdshw
 Eq. 8.7
 
where:
 
Fs 
 =
 lateral wave slam (lb)
 
fs
 =
 lateral wave slam (lb/ft)
 
Cs  
 =
 slam coefficient incorporating effect of slam duration and surface 
stiffness for typical residential structure (recommended value is 2.0)
 
.w
 =
 specific weight of water (62.4 lb/ft3 for fresh water and 64.0 lb/ft3 
for saltwater)
 
ds
 =
 design stillwater flood depth in ft  (From Eq. 8.1)
 
h 
 =
 vertical distance (ft) the wave crest extends above the bottom of the 
floor joist or floor beam
 
w 
 =
 length (ft) of the floor joist or floor beam struck by wave crest
 
Calculation
 
Input:
 
.w
 =
 64.00
 lb/ft3
 
Cs  
 =
 2.00
 
ds
 =
 7.00
 ft
 
h 
 =
 0.90
 ft
 
w 
 =
 50.00
 ft
 
Output:
 
fs
 =
 403.20         
 lb/ft
 
Fs 
 =
 20,160.00    
 lb
 Eq. 8.7
 


Equation 8.8. Hydrodynamic Load (for All Flow Velocities)
 
Equation  8.8
 
  Fdyn  =  (1/2) Cd.V2A
 Eq. 8.8
 
where:
 
Fdyn 
 =
 horizontal drag force (lb) acting on the stillwater mid-depth (half way 
between the stillwater level and the eroded ground surface)
 
Cd 
 =
 drag coefficient (recommended coefficient are 2.0 for square or 
rectangular  piles and 1.2 for round piles; for other obstructions, see 
Table 8-2) 
 
.
 =
 mass density of fluid (1.94 slugs/ft2 for fresh water and 1.99 slugs/ft2 
for saltwater)
 
V
 =
 Velocity of water (ft/sec);  see Equation 8.2
 
A
 =
 surface area of obstruction normal to flow (ft2) = (w)(ds) if object is 
not fully immersed, see figure 8-13 or (w)(h) if the object is completely 
immersed  
 
h
 =
 the height of the object (ft)  if the object is completely immersed in 
water 
 
ds
 =
 stillwater flood depth of the water (ft)  if the object is not fully 
immersed 
 
Calculation
 
Input:
 
Cd 
 =
 2.00
 
. 
 =
 1.99
 slugs/ft2 
 
V
 =
 12.20
 ft/sec
 from Eq. 8.2
 
w
 =
 0.67
 ft
 
h
 =
 ft
 Leave blank if object is not completely immersed.
 
ds
 =
 4.60
 ft
 
Output:
 
A
 =
 3.082
 ft2
 (A = ds*w or h*w)
 
Fdyn 
 =
 912.86
 lb
 Eq. 8.8
 


Equation 8.9. Debris Impact Load
 
Equation 8.9
 
  Fi  =  WVCDCBCStr
 Eq. 8.9
 
where:
 
Fi  
 =
 impact force acting at the stillwater elevation (lb)
 
W
 =
 weight of the object (lb)
 
V
 =
 velocity of water (ft/sec), approximated by 1/2(gds)1/2
 
CD
 =
 depth coefficient (see Table 8-3)
 
CB
 =
 blockage coefficient (taken as 1.0 for no upstream screening, flow path 
greater than 30 ft; see below for more information)
 
CStr
 =
 Building structure coefficient  (sec/ft)
 
0.2 for timber pile and masonry column supported structures 3 stories or 
less in height above grade
 
0.4 for concrete pile or concrete or steel moment resisting frames 3 
stories or less in height above grade
 
0.8 for reinforced concrete foundation walls (including insulated 
concrete forms)
 
Calculation
 
Input:
 
W
 =
 1000.00
 lb
 
V
 =
 12.20
 ft/sec
 
CD
 =
 0.75
 
CB
 =
 1.00
 
CStr
 =
 0.20
 sec/ft
 
Output:
 
Fi  
 =
 1830.00
 lb
 Eq. 8.9
 


Equation 8.10. Localized Scour Around a Single Vertical Pile 
 
Equation 8.10
 
  Smax  =  2.0a
 Eq. 8.10
 
where:
 
Smax
 =
 maximum localized scour depth (ft)
 
a
 =
 diameter of a round foundation element or the maximum diagonal cross-
section dimension for a rectangular element
 
Calculation
 
Input:
 
a
 =
 0.88
 ft
 
Output:
 
Smax
 =
 1.76
 ft
 Eq. 8.10
 


Equation 8.11. Total Localized Scour Around Vertical Piles
 
Equation 8.11
 
 STOT  =  6a + 2 ft
 (if grade beam and/or slab-on-grade present)
 Eq. 8.11a
 
 STOT  =  6a 
 (if no grade beam or slab-on-grade present) 
 Eq. 8.11b
 
where:
 
STOT
 =
 total localized scour depth (ft)
 
a
 =
 diameter of a round foundation element or the maximum diagonal cross-
section dimension for a rectangular element
 
2 ft
 =
 allowance for vertical scour due to presence of grade beam or slab-on-
grade
 
Calculation
 
Input:
 
a
 =
 0.88
 ft
 
Output:
 
STOT
 =
 7.28
 ft
 Eq. 8.11a
 
STOT
 =
 5.28
 ft
 Eq. 8.11b
 


Equation 8.12. Total Scour Depth Around Vertical Walls and Enclosures
 
Equation  8.12
 
 STOT  =  0.15L
 Eq. 8.12
 
where:
 
STOT
 =
 total localized scour depth (ft), maximum value is 10 ft
 
L 
 =
 horizontal length (ft) along the side of the building or obstruction 
exposed to flow and waves
 
Calculation
 
Input:
 
L 
 =
 10.00
 ft
 
Output:
 
STOT
 =
 1.50
 ft
 Eq. 8.12
 
Check
 Total localized scour depth is less than 10 ft - OK
 


Equation 8.13. Velocity Pressure
 
Equation  8.13
 
  qz  =  0.00256 KzKztKdV2
 Eq. 8.13
 
where:
 
qz
 =
 Velocity pressure evaluated at height z (psf)
 
Kz
 =
 velocity pressure exposure coefficient evaluated at height z
 
Kzt
 =
 topographic factor
 
 Kd
 =
 wind directionality factor
 
V 
 =
 basic wind speed (mph)  (3-sec gust speed at 33 ft above ground in 
Exposure Category C)
 
Calculation
 
Input:
 
Kz
 =
 1.00
 
Kzt
 =
 1.00
 
 Kd
 =
 0.85
 
V 
 =
 150.00
 mph
 
Output:
 
qz
  =
 48.96
 psf
 Eq. 8.13
 


Equation 8.14. Design Wind Pressure for Low-Rise Buildings
 
Equation  8.14
 
  p  =  qh [GCpf - GCpi]
 Eq. 8.14
 
where:
 
P
 =
 design wind pressure (psf)
 
qh
 =
 Velocity pressure (psf) evaluated at mean rood height h, (see Fig 8-18 
for an illustration of mean roof height)
 
GCPf
 =
 External pressure coefficient for C & C loads or MWFRS loads per low-
rise building provisions, as applicable 
 
GCPi
 =
 External pressure coefficient based on exposure classification as 
applicable, GCPi for enclosed building is +/- 0.18
 
 
 
Calculation
 
Input:
 
qh
 =
 29.38
 psf
 
GCPf
 =
 -0.69
 
GCPi
 =
 0.18
 
Output:
 
P
 =
 -25.56
 psf
 Eq. 8.14
 


Equation 8.15. Seismic Base Shear by Equivalent Lateral Force Procedure
 
Equation  8.15
 
  V  =  CsW
 Eq. 8.16a
 
Eq. 8.16b
 
where:
 
V
 =
 Seismic base shear (lb)
 
Cs
 =
 Seismic response coefficient
 
S1
 =
 the mapped maximum considered earthquake spectral response acceleration 
parameter
 
SDS
 =
 design spectral response acceleration parameter in the short period 
range, 5 percent damped
 
SD1
 =
 the design spectral response acceleration parameter at a period of 1.0 
second
 
R
 =
 response modification factor
 
I
 =
 occupancy importance factor
 
W
 =
 effective seismic weight, kip
 
T
 =
 the fundamental period of the structure(s) 
 
TL
 =
 long-period transition period(s)
 
Calculation
 
Input:
 
S1
 =
 0.2
 g
 
SDS
 =
 0.33
 g
 
SD1
 =
 0.13
 g
 
R
 =
 6.00
 
I
 =
 1.00
 
W
 =
 6816.00
 kips
 
T
 =
 0.35
 sec
 
TL
 =
 8.00
 sec
 
Output:
 
Cs
 =
 0.055
 Eq. 8.15b
 
Use
 Check Cs (see right hand side)
 
Cs
 =
 0.055
 
V
 =
 374.88
 kips
 Eq. 8.15a
 
....=......(....)  


Equation 8.16. Vertical Distribution of Seismic Forces
 
Equation 8.16
  
 
  Fx   =  CvxV
 Eq. 8.16a
 
Eq. 8.16b
 
where:
 
Fx
 =
 lateral seismic force induced at any level
 
Cvx
 =
 vertical distribution factor
 
V
 =
 seismic base shear  (kips)
 
wi and wx
 =
 portion of the total effective seismic weight of the structure (w) 
located or assigned to level i or x
 
hi and hx
 =
 height (ft) from the base to Level i or x
 
k
 =
 exponent related to the structure period; for structures having a period 
of 0.5 sec or less, k=1
 
n
 =
 Number of storys  (assume not more than 2 storys in this worksheet)
 
Calculation
 
Input:
 
For two-story structure,  1  is the lowest level
 
V
 =
 374.88
 kips
 
k
 =
 1.00
 
w1
 =
 0.33
 
w2
 =
 0.33
 
h1
 =
 13
 ft
 
h2
 =
 26
 ft
 
Output:
 
w1h1k
 =
 4.29
 
w2h2k
 =
 8.58
 
Cvx1
 =
 0.33
 Fx1
 =
 124.96
 kips
 
Cvx2
 =
 0.67
 Fx2
 =
 249.92
 kips
 
......=....h.... ........=1h.... 


Equation 10.1. Sliding Resistance 
 
Equation 10.1
 
  F  =  tan(.) (N)
 Eq. 10.1
 
where:
 
F
 =
 resistance to sliding (lb)
 
f
 =
 angle of internal friction in degrees
 
N
 =
 normal force on the footing (lb)
 
Calculation
 
Input:
 
f
 =
 10.00
 degree
 
N
 =
 3000.00
 lb
 
Output:
 
F
 =
 528.98
 psf
 Eq. 10.1
 


Equation 10.2. Ultimate Compression Capacity of a Single Pile
 
Equation 10.2
 
 QULT  =  PTNqAT + . KHCP0Ds tan(d)
 Eq 10.2
 
.  - summation over the different layers of soil.  Set at maximum of 4 in 
this worksheet
 
Where:
 
Qult
 =
 ultimate load capacity in compression (lb)
 
PT
 =
 effective vertical stress at pile tip (lb/ft2)
 
Nq
 =
 bearing capacity factor (see Table 10-4)
 
AT
 =
 area of pile tip (ft2)
 
KHC
 =
 earth pressure coefficient in compression (see Table 10-5)
 
P0
 =
 effective vertical stress over the depth of embedment, D (lb/ft2)
 
d
 =
 friction angle between pile and soil in degrees  (see Table 10-6)
 
s
 =
 surface area of pile per unit length (ft2)
 
D
 =
 depth of embedment (ft)
 
Calculation
 
Input:
 
PT
 =
 975
 lb/ft2
 
Nq
 =
 21
 
AT
 =
 0.79
 ft2
 
Enter soil information from top layer down.  Leave blank if less than 4 
layers
 
Soil Layer
 KHC
 P0 (lb/ft2)
 d(degree)
 s(ft2/ft)
 D(ft)
 KHCP0Dstan(d)
 
1 (Top)
 1.00
 975.00
 22.50
 3.14
 15.00
 19021.72
 
2
 0.00
 
3
 0.00
 
4
 0.00
 
Total = 
 19021.72
 
Output:
 
Qult
 =
 35196.97
 lb
 Eq. 10.2
 
Qall
 =
 11732.32
 lb
 Allowable compression capacity
 
with a safety factor of 3
 


Equation 10.3. Ultimate Tension Capacity of a Single Pile
 
Equation 10.3
 
 Tult  =  . KHTP0Ds tan(d)
 Eq. 10.3
 
.  - summation over the different layers of soil.  Set at maximum of 4 in 
this worksheet
 
Where:
 
Tult
 =
 ultimate load capacity in tension (lb)
 
KHT
 =
 earth pressure coefficient in tension (see Table 10-5)
 
P0
 =
 effective vertical stress over the depth of embedment, D (lb/ft2)
 
d
 =
 friction angle between pile and soil in degrees  (see Table 10-6)
 
s
 =
 surface area of pile per unit length (ft2/ft or ft)
 
D
 =
 depth of embedment (ft)
 
Calculation
 
Input:
 
Enter soil information from top layer down.  Leave blank if less than 4 
layers.
 
Soil Layer
 KHT
 P0 (lb/ft2)
 d(degree)
 s(ft2/ft)
 D(ft)
 KHTP0 Dstan(d)
 
1 (Top)
 0.60
 975.00
 22.50
 3.14
 15.00
 11413.03
 
2
 0.00
 
3
 0.00
 
4
 0.00
 
Total = 
 11413.03
 
Output:
 
Tult
 =
 11413.03
 lb
 Eq. 10.3
 
Tallow
 =
 3804.34
 lb
 Allowable tension capacity 
 
with a safety factor of 3.0
 


Equation 10.4. Load Application Distance for an Unbraced Pile 
 
Equation 10.4
 
 L  =  H + d/12
 Eq 10.4
 
where:
 
L
 =
 distance between the location where the lateral force in applied and the 
point of fixity (i.e., moment arm) (ft)
 
d
 =
 depth from grade to inflection point (in); 
 
E
 =
 modulus of elasticity of the pile material, (lb/in2)
 
I
 =
 moment of inertia of pile material (in4)
 
nh
 =
 modulus of subgrade reaction (lb/in3), see Table 10-8
 
H
 =
 distance above grade where the lateral load is applied (ft)
 
Calculation
 
Input:
 
E
 =
 1500000
 lb/in2
 
I
 =
 322
 in4
 
nh
 =
 700
 lb/in3
 
H
 =
 11.3
 ft
 
Output:
 
d
 =
 26.49
 in
 
L
 =
 13.51
 ft
 Eq. 10.4
 
d = 1.8......h1/5 



Equation 10.5. Determination of Square Footing Size for Gravity Loads
 
Equation 10.5
 
Eq. 10.5
 
where:
 
L 
 =
 square footing dimension (ft)
 
Pa
 =
 gravity load on pier (lb)
 
hcol
 =
 height of pier above grade (ft)
 
x
 =
 distance from grade to bottom of footing (ft)
 
Wcol
 =
 column width (ft)
 
tcol
 =
 column thickness (ft)
 
wc
 =
 unit weight of column and footing material (lb/ft3)
 
q
 =
 soil bearing pressure (psf)
 
tfoot
 =
 footing thickness (ft)
 
Calculation
 
Input:
 
Pa
 =
 500.00
 lb
 
hcol
 =
 12.00
 ft
 
x
 =
 5.00
 ft
 
Wcol
 =
 2.00
 ft
 
tcol
 =
 2.00
 ft
 
wc
 =
 150.00
 lb/ft3
 
q
 =
 2000.00
 psf
 
tfoot
 =
 1.00
 ft
 
Output:
 
L 
 =
 2.34
 ft
 Eq. 10.5
 
L =....+h......+.. -................................ - ..............0.5 



Equation 10.6. Determination of Soil Pressure 
 
Equation 10.6
 
Eq. 10.6
 
where:
 
q
 =
 minimum and maximum soil bearing pressures at the edges of the footing 
(lb/ft2)
 
Pt
 =
 total vertical load for the load combination being analyzed (lb)
 
M
 =
 applied moment Pl (hcol+ x) (ft-lbs) where x and hcol  are as defined in 
Figure 10-21 and Pl is the lateral load applied at the top of the column
 
Calculation
 
Input:
 
Pt
 =
 10710.00
 lbs
 input negtive for uplift load (.)
 
Pl
 =
 989.00
 lbs
 lateral force
 
L
 =
 8.50
 ft
 footing dimension
 
hcol
 =
 13.30
 ft
 height of pier above grade
 
x
 =
 1.50
 ft
 length below grade
 
Output:
 
M
 =
 14637.20
 ft-lbs
 (Pl * (hcol+x))
 
qmax
 =
 291.24
 lb/ft2
 Eq. 10.6
 
qmin
 =
 5.23
 lb/ft2
 Eq. 10.6
 
Check eccentricity
 
(see Figure 10-21) 
  
 
e
 =
 eccentricity, cannot exceed L/6
 
Output:
 
e
 =
 1.37
 ft
 
L/6
 =
 1.42
 ft
 e < L/6 - acceptable
 
downward load, no need to check uplift resistance 
 
..=...... 

..=......2±6....3 



Equation 13.1. Pile Driving Resistance for Drop Hammer Pile Drivers
 
Equation 13.1
 
Eq. 13.1
 
Where:
 
Qall
 =
 allowable pile capacity (lb)
 
W
 =
 weight of the striking parts of the hammer (lb)
 
H
 =
 effective height of the fall (ft)
 
S
 =
 average net penetration, given as in per blow for the last 6 in. of 
driving
 
Calculation
 
Input:
 
W
 =
 1000.00
 lb
 
H
 =
 5.00
 ft
 
S
 =
 1.00
 ft
 
Output:
 
Qall
 =
 5000.00
 lb
 Eq. 13.1
 
........=2....(..+1)