HomeMy WebLinkAboutCD 2019-0010; CARLSBAD SEAWATER DESAL PLANT; POSEIDON CHANNELSIDE CARLSBAD INTAKE PS PHASE 1 SHORING; 2019-12-12DESIGN OF SHORING Sheet 2
Woodcrest Engineering Date: 11/19/19
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I Earth Pressure CalculatiOn
Job No.: 19-241 Shoring Case No: I
Soils Parameters: From Soils Report, Boings and Data
Soil Description: Silty Sand to Sand
From Coulomb Earth Pressure Theory: (Caltrans Trenching and Shoring Manual, Pg. 4-15 and 4-16)
(Cohesionless Soils, Vertical Wall)
Active Pressure Above Subgradé:.
Internal Friction Angle, 4 = 30.0 degrees 0.524 rad
Wall Friction Angle, 6 = 10.0 degrees 0.175 rad
Backfill Slope Angle, (3 = 0.06 degrees 0.001 rad
1,000.00 : I Slope (Level)
Soil Weight, w = 120.0 lbs/cf
Ka = c0s2 4
Eq. 4-20 . 2
w=0 cosô 11+ /[sin(cI +
________________
(1
6)]. [sin —
L (cos 6) (cos j3)
Ka = S 0.750
2
0.98511 + /643 x 0.499
. L \J 0.985 x 1.000
[Ka =_0.309 I IPa =_WxKa =_37.0 pcf Use 37.0 pcf I
Horizontal Active Pressure, Pa =Pa cos(ô)=36.5 pcf Use 40.0pcf
I_Effective Ka =_0.33 I
PassivePressureBelowSubgrade:
Internal Friction Angle, 4 32.0 degrees 0.559 rad
Wall Friction An 6 = 10.0 degrees 0.175 rad
Backfill Slope Angle, (3 = - degrees. - rad
Soil Weight, w = 70.0 . lbs/cf
Submerged
Kp=. cos2 cl
Eq. 4-22 • . 2
w=0 cos - 1+ (sin /(4'+6.)][sin(•+(3)]
L s.J (cos 6) (cos jY)
Kp= . _0.719
2
0.98511 - /_0.669x0.530 • S
L J 0.985 x 1.000 •
IKp = 4.565 I iPp= W x Kp = 319.6 pcf Use 319.6 pcf • I
Horizontal Passive Pressure, Pp Pp cos(ô) = 314.7 pcf Use 300.0 pcf
I Effective Kp = 4.29 1
DESIGN OF SHORING 11/20119 t Sheet 3
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I CANTILEVERED SHORING SYSTEM
Job No.: 19-241. Section "A" Shoring Case No:
Design of Cantilevered Shoring Systems
Given: Above Sub = 30.00 degrees 0.333 = Ka, use 0.333 to force Pa = 40.0 pcf
y= 120.0 pcf (Ka = tan 2(454/2) (see Sheet 2)
Below Subgrade 1 = 32.00 degrees 3.255 = Kp, use 4.286 to force Pp = 300.0 pcf
y = 70.0 pcf (Kp = tan 2(45+4/2) (see sheet 2)
Retained Earth Height, H = 16.00 ft. Passive Arching Capability
Pile Spacing, L = 6.33 ft. Effective Width = Pile Width x e
Pile Width, b = 1.17 ft. N = 0.08 x CP
Total Effective Width = N b = 3.00 ft. N = 2.56
Neglected Passive Height = 1.5b = . 1.76 ft. Use N = 2.56
Design Pressures S Design Loads
Pressure Surcharge, Ps = 120 psf for full height times pile spacing, PS = . 760 lbs/ft.
Active Pressure, Pa = Ka y = 40.0 pcf times pile spacing = 253 lbs/ft./ft.
40.0 pcf times pile effective width = PG per D = 120 D lbs/ft.
Press. at Subgrade = Pa x H = 640 psf times pile spacing = PA = 4,051 lbs/ft.
640 pcf times pile effective width = PA' = 1,917 lbs/ft.
Passive Pressure, Pp = Kp 7 = 300.0 pcf times pile effective width, PE per D = 899 D lbs/ft.
Passive Pressure at 1.5b = 527 psf times pile effective width, PB = 1,577 lbs/ft.
Press. at Pile Tip = Pp x D = 6,462 psf times pile effective width, PE tip = 19,354 lbs/ft.
Ignore forces P3 and P4 (10-38)? yes Note: For temporary construction, forces P3 and
P4 may be ignored.
.
S
Calculate point of zero shear below subgrade: (Sum F h = 0)
"x DA2" term "x D" term Constant
Earth Load, PI=PAxH/2= 32,410 lbs
Surch Load, P2=PSxH= . 12,154 lbs
Earth below S.G., P3 = PA' x D = - D ignored
Active bel S.G., P4 = PG x D / 2 = - DA2 ignored
Passive Total, P5 = -PE D /2 = 449.3 DA2
Neglect l.5b,P6=PBx1.5b/2= 1,384 lbs
Quadratic Solution, 0 = 449.3 DA2 + - D + 45,947 lbs
Point of Zero Shear, x = D = 10.11 feet below subgrade
Maximum Moment at Point of Zero Shear:
Earth Load, P1 = 32,410 lbs at 15.45 ft. = 500,602 ft.-lbs
Surch Load, P2 = 12,154 lbs at 18.11 ft. = 220,135 ft.-lbs
Earth below S.G., P3 = - lbs at 5.06 ft. =. 0 ft.-lbs
Active bel S.G., P4 = - lbs at 3.37 ft. = 0 ft.-lbs
Passive Load, P5 = -45,947 lbs at 3.37 ft. = -154,884 ft.-lbs
Neglect 1.5b, P6 = 1,384 lbs at 8.94 ft. = 12,375 ft.-lbs
Total Load = 0 lbs [chk] Mmax = 578,228 ft.-lbs
S
S (maximum moment)
DESIGN OF SHORING 11/20/19 Sheet 4
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I CANTILEVERED SHORING SYSTEM.
Job No.: 19-241 Section "A" Shoring Case No: I
Check Pile: Shape: W14x126
Elastic Modulus, E = 29,000 ksi
Yield Strength, Fy = 50 ksi
Per AISC 13th Edition:
(F3-1) Mn = Mp = Fy Zx = . 883.3 ft-kips
Allowable Ma = LDF x Mn / Ob = 703.49 ft-kips
(G2-1) Vn = 0.6 Fy Aw = 256.7 kips
Allowable Va = LDF x Vn / Qv = 227.56 kips
Mr=* 578.2 ft-kips < •7035 ftkips [OK]
Vr = 44.6 kips 'C 227.6 kips [OK]
Load Duration Factor, LDF = 1.33
For ASD, Factor of Safety 0 = 1.67
For V, Factor of Safety fv = 1.50
1.0000
Plastic Sect., M, Zx = 212.00 in.3
d= 14.500 in.
tw= 0.590 in.
Aw=dtw 8.56 in.'
Mod of Inertia, lx = 1,380.00 in."
Check Stability about Pile Tip: Trial Pile Penetration Depth, D = 21.54 ft.
CaIculateTotal Overturning Load and Moment about Trial Pile Tip
Earth Load, P1 = 32,410 lbs at 26.87 ft. = 870,904 ft.-lbs
Surch Load, P2 = 12,154' lbs at .29.54 ft. = . 358,999 ft.-lbs
Earth below S.G., P3 = -' lbs at 10.77 ft.= 0 ft.-lbs
Active bel S.G., P4 = - lbs at 7.18 ft.= 0 ft.-lbs
Neglect 1.5b, P6 = 1,384 lbs at 20.37 ft. = 28,186 ft.-lbs
Total Overturning Load 45,947 lbs Overturning Moment = 1,258,089 ft..-lbs
Calculate Resisting Passive Moment about Trial Pile Tip.
Passive Load, P5 = -208,423 lbs at .7.18 ft. = M.R. = -1,496,373 ft.-Ibs
Overturning Ratio, -R.M. /O.T.M. = 1.189 > = . 1.00 [OK]
. Increase pile penetration depth by 30% for temporary construction factor of safety.
Use Penetration Depth, 0 = 21.54 feet + 30.0 % F.S. = 28.00 ft. Mm.
Penetration depth provided provides a factor of safety of 1.5 against overturning.
Calculate Moment at Subgrade:
Surch Load, P2 = PS x H = 12,154 lbs at xl = . 8.00 ft.= 97,229 ft.-lbs
Earth Load, P1 = PA x H / 2 = 32,410 Ibsat xa = 5.33 ft. = 172,851 ft.-lbs
Total Load, Vmax = 44,563 lbs at h = 6.06 ft.= Ml = 270,080 ft.-lbs
(equal to maximum (equal to value of
shear at subgrade) moment at subgrade)
Calculate Deflection: ' . •
b (height above point of fixity to load C.G.)
Earth Load (from Above) P1 = 32,410 lbs at b = 10.72 ft. = Z - 2/3 H . 1.43
Surcharge Load, Ps x Hs = P2 = 12,154 lbs at b = 13.38 ft. = Z - 1/2 Hs , 0.80
where Hs ' 16.00 ft. (neglected below this depth)
Point of Fixity for Deflection is taken as 1/4 of the trial embedment depth of D = 21.54 ft.
Distance from top of pile to point of fixity = H + D /4 = Z = 21.38 ft. below pile top
(AISC Beam Table 3-23 #21)
Delta = Sum of P b2 (3Z - b) = 2.23 in. < 2.50 in. [OK]
6xExl
DESIGN OF SHORING 11/20/19 Sheet 5
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I CANTILEVERED SHORING SYSTEM
Job No.: 19-241 Section "A" Shoring Case No:
Formula Sheet for Cantilevered Soldier Pile Design:
W = Soil Unit Weight L = Beam Spacing
Ka = Active Earth Pressure Coefficient b = Pile Width
Kp = Passive Earth Pressure Coefficient N = Pile Effective Width Factor
Ps = Surcharge Pressure
Surcharge
(100 psf for Traffic
and Construction
equipment up to H20
equivalent 32 kip axle)
P2= Ps H L
Solution is found by calculating the
overturning moments (active loads
P1, P2, P3, P4 and -P6) about point
F and comparing to the resisting
moment (passive load provided by
P5). The resulting trial depth is then
increased 30% for a factor of safety.
Loads P3 and P4 (the active pressure below
subgrade) is only included where shoring is a
continuous (sheetpile) wall and/or the shoring is
adjacent to railroad traffic. For isolated soldier
piles for other temporary construction use, the
unused area (L-N b) between piles below grade
on the passive side (left) is considered to
adequately resist any active loads acting on the
beam width below subgrade.
DESIGN OF SHORING 11/20/19 Sheet 6
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I CANTILEVERED SHORING SYSTEM
Job No.: 19-241 Section "B" Shoring Case No
Design of Cantilevered Shoring Systems
Given: Above Sub = 30.00 degrees. . 0.333 = Ka, use 0.333 to force Pa = 40.0 pcf
= 120.0 pcf (Ka = tan 2(45412) (see Sheet 2)
Below Subgrade = 32.00 degrees 3.255 = Kp, use 4.286 to force Pp = 300.0 pcf
= 70.0 pcf (Kp = tan 2(45+4/2) : (see sheet 2)
Retained Earth Height H = 14.00 ft. Passive Arching Capability
Pile Spacing, L = 8.33 ft. Effective Width = Pile Width x e
Pile Width, b= 1.17 ft. N=0.08x4
Total Effective Width = N b = 3.00 ft. N = 2.56
Neglected Passive Height = 1.5b = 1.76 ft. Use N = 2.56
*Design Pressures . Design Loads
Pressure Surcharge, Ps = 120 psf for full height times pile spacing, PS = 1,000 lbs/ft.
Active Pressure, Pa = Ka ',' = 40.0 pcf times pile spacing =
. .
333 lbs/ft/ft.
40.0 pcf times pile effective width = PG per D = 120 D lbs/ft.
Press. at Subgrade = Pa x H = 560 psf times pile spacing = PA = 4,665 lbs/ft.
560 pcf times pile effective width = PA' = 1,677 lbs/ft.
Passive Pressure, Pp = Kp y = 300.0 pcf times pile effective width, PE per D =
Passive Pressure at 1.5b 527 psf times pile, effective width, PB =
Press. at Pile Tip = Pp x D = 6,462 psf times. pile effective width, PE tip =
Note: For temporary construction, forces P3 and Ignore forces P3 and P4 (10-38)?
P4 may be ignored.
Calèulate point of zero shear below subgrade: (Sum F h = 0)
"x D"2" term "x D" term
899 D lbs/ft.
1,577 lbs/ft.
19,354 lbs/ft.
yes
Constant
Earth Load, P1 =PAxH/2= . . 32,654 lbs
Surch Load, P2 = PS x H = . . . 13,994 lbs
Earth below S.G., P3 = PA' x D = . - D ignored
Active bel S.G., P4 = PG x D / 2 = - D A 2 ignored
Passive Total, P5 = -PE D /2 = 449.3 D A 2
Neglect l.5b,P6=.PBx1.5b/2= 1,384 lbs
Quadratic Solution, 0 = 449.3 DA2 + - 0 + 48,032 lbs
Point of Zero Shear, x = D.= 10.34 feet below subgrade
Maximum Moment at Point of Zero Shear:
32,654 lbs at 15.01 ft. = 490,010 ft.-lbs
13,994 lbs at 17.34 ft. = 242,658 ft.-lbs
- lbs at 5.17. ft.= 0 ft.-lbs
- lbs at 3.45 ft. = 0 ft.-lbs
-48,032 lbs at 3.45 ft. = -165,544 ft.-lbs
1.384 lbs at 9.17 ft. = 12,689 ft.-lbs
0 lbs [chk]
moment)
Earth Load, P1 =
Surch Load, P2 =
Earth-below S.G., P3 =
Active bel S.G., P4
Passive Load, P5 =
Neglect 1.5b, P6 =
Total Load =
DESIGN OF SHORING 11/20/19 Sheet 7
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I CANTILEVERED SHORING SYSTEM
Job No.: 19-241 Section "B" Shoring Case No:
Check Pile: Shape: W14x120
Elastic Modulus, E = 29,000 ksi
Yield Strength, Fy = 50 ksi
Per AISC 13th Edition:
(F3-1) Mn = Mp = Fy Zx = 883.3 ft-kips
Allowable Ma = LDF x Mn / Ob = 703.49 ft-kips
(G2-1) Vn = 0.6 Fy Aw = 256.7 kips
Allowable Va = LDF x Vn I Qv = 227.56 kips
Mr 579.8 ft-kips < 703.5 ft-kips [OK]
Vr = 46.6 kips < 227.6 kips [OK]
Load Duration Factor, LDF = 1.33
For ASD, Factor of Safety 0 = 1.67
For V, Factor of Safety Ov = 1.50
1.0000
Plastic Sect. M, Zx = 212.00 in.3
d= 14.500 in.
tw= 0.590 in.
Aw=dtw 8.56 in.'
Mod of Inertia, lx = 1,380.00 in."
Check Stability about Pile Tip: Trial Pile Penetration Depth, D = 21.54 ft.
Calculate Total Overturning Load and Moment about Trial Pile Tip
Earth Load, P1 = 32,654 lbs at 26.21 ft. = 855,692 ft.-lbs
Surch Load, P2 = 13,994 lbs at 28.54 ft. = 399,379 ft.-lbs
Earth below S.G., P3 = - lbs at 10.77 ft. = 0 ft.-lbs
Active bel S.G., P4 = - lbs at 7.18 ft. = 0 ft.-lbs
Neglect 1.5b, P6 = 1,384 lbs at 20.37 ft. = 28,186 ft.-lbs
Total Overturning Load 48,032 lbs Overturning Moment = 1,283,256 ft.-lbs
Calculate Resisting Passive Moment about Trial Pile Tip.
Passive Load, P5 = -208,423 lbs at 7.18 ft. = M.R. = -1,496,373 ft.-lbs
Overturning Ratio, -R.M. /O.T.M. = 1.166 > = 1.00 [OK]
Increase pile penetration depth by 30% for temporary construction factor of safety.
Use Penetration Depth, D = 21.54 feet + 30.0 % F.S. = 28.00 ft. Mm.
Penetration depth provided provides a factor of safety of 1.5 against overturning.
Calculate Moment at Subgrade:
Surch Load, P2 = PS x H = 13,994 lbs at xl = 7.00 ft. = 97,961 ft.-lbs
Earth Load, P1 = PA x H / 2 = 32,654 lbs at xa = 4.67 ft. = . 152,383 ft.-lbs
Total Load, Vmax = 46,648 lbs at h = 5.37 ft.= Ml = 250,344 ft.-lbs
(equal to maximum (equal to value of
shear at subgrade) moment at subgrade)
Calculate Deflection:
b (height above point of fixity to load C.G.)
Earth Load (from Above) P1 = 32,654 lbs at b = 10.05 ft. = Z - 2/3 H 1.14
Surcharge Load, Ps x Hs = P2 = 13,994 lbs at b = 12.38 ft. = Z - 1/2 Hs . 0.71
where Hs = 14.00 ft. (neglected below this depth)
Point of Fixity for Deflection is taken as 1/4 of the trial embedment depth of D = 21.54 ft.
Distance from top of pile to point of fixity = H + 0/4 = Z = 19.38 ft. below pile top
(AISC Beam Table 3-23 #21)
Delta = Sum of P b2 (3Z - b) = 1.85 in. < 2.50 in. [OK]
6xExl
DESIGN OF SHORING 11/20/19 Sheet 8
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I CANTILEVERED SHORING SYSTEM
Job No.: 19-241 Section "C" Shoring Case No:
Design of Cantilevered Shoring Systems
Given: Above Sub D= 30.00 degrees
Y= 120.0 pcf
Below Subgrade 0= 32.00 degrees
70.0 pcf
0.333 = Ka, use 0.333 to force Pa = 40.0 pcf
(Ka = tan 2(45-4)/2) (see Sheet 2)
3.255 = Kp, use 4.286 to force Pp = 300.0 pcf
(Kp = tan 2(45+4)/2) (see sheet 2)
Retained Earth Height, H = 11.00 ft. Passive Arching Capability
Pile Spacing, L = 8.33 ft.. Effective Width = Pile Width x e
Pile Width, b = . 1.17 ft. N = 0.08 X 4)
Total Effective Width = N b = 3.00 ft. N= 2.56.
Neglected Passive Height = 1.5b = . 1.76 ft. Use N = 2.56
Design Pressures Design Loads
Pressure Surcharge, Ps = 120 psf for full height times pile spacing, PS = . 1,000 lbs/ft.
Active Pressure, Pa = Ka 7 = 40.0 pcf times pile spacing = 333 lbs/ft/ft.
40.0 pcf times pile effective width = PG per D = 120 D lbs/ft.
Press. at Subgrade = Pa x H = 440 psf times pile spacing = PA = 3,665 lbs/ft.
440 pcf times pile effective width = PA' = 1,318 lbs/ft.
Passive Pressure, Pp = Kp y = 300.0 pcf times pile effective width, PE per D = 899 0 lbs/ft.
Passive Pressure at 1.5b = 527 psf times pile effective width, PB = 1,577 lbs/ft.
Press. at Pile Tip = Pp x D = 5,538 psf times pile effective width, PE tip = 16,589 lbs/ft.
Note: For temporary construction, forces P3 and Ignore forces P3 and P4 (10-38)? yes
P4 may be ignored.
Calculate point of zero shear below subgrade: (Sum F h 0)
"x DA2" term "x D" term Constant
Earth Load, P1=PAxH/2=
. 20,159 lbs
Surch Load, P2 = PS x H = 10,996 lbs
Earth below S.G., P3 = PA' x D = - D ignored
Active bel S.G., P4 = PG x D /2 = - DA2 ignored
Passive Total, PS = -PE D /2 = 449.3 DA2
Neglect 1.5b, P6= PBx1.5b/2= 1,384 lbs
Quadratic Solution, 0 = . 449.3 DA2 + . - D + 32,538 lbs
Point of Zero Shear, x = D = 8.51 feet below subgrade
Maximum Moment at Point of Zero Shear:
Earth Load, P1 = 20,159 lbs at 12.18 ft. = 245,467 ft.-lbs
Surch Load, P2 = 10,996 lbs at 14.01 ft. = 154,050 ft.-lbs
Earth below S.G., P3 = - lbs at 4.26 ft. = 0 ft.-lbs
Active bel S.G., P4 = - lbs at 2.84 ft. = 0 ft.-lbs
Passive Load, P5 = -32,538 lbs at 2.84 A. = . -92,301 ft.-lbs
Neglect 1.5b, P6 = 1,384 lbs at .7.34 ft. = 10,157 ft.-lbs
Total Load (0) lbs [chk] Mmax = 317,374 ft.-lbs
(maximum moment)
DESIGN OF SHORING 11/20/19 Sheet 9
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I CANTILEVERED SHORING SYSTEM
Job No.: 19-241 Section "C" •. Shoring Case No:
Check Pile: Shape:
Elastic Modulus, E =
Yield Strength, Fy =
Per AISC 13th Edition:
(F3-1) Mn=Mp=FyZx=
Allowable Ma = LDF x Mn / Ob =
(G2-1) Vn=0.6FyAw=
Allowable Va = LDF x Vn I Qv =
HP14x89 Load Duration Factor, LDF = 1.33
29,000 ksi For ASD, Factor of Safety Ob = 1.67
36 ksi For V, Factor of Safety Qv = 1.50
1.0000
438.0 ft-kips Plastic Sect. M, Zx = 146.00 in.3
348.83 ft-kips d = 13.800 in.
183.3 kips tw= 0.615 in.
162.54 kips . Aw=dtw 8.49 in.
Mod of Inertia, lx = 904.00 in.4
Mr= 317.4 ft-kips < 348.8 ft-kips [OK]
Vr= 31.2 kips< 162.5 kips [OK]
Check Stability about Pile Tip: Trial Pile Penetration Depth, 0 = 18.46 ft.
Calculate Total Overturning Load and Moment about Trial Pile Tip
Earth Load, P1 = 20,159 lbs at 22.13 ft.= 446,074 ft.-lbs
Surch Load, P2 = 10,996 lbs at 23.96 ft. = 263,471 ft-lbs
Earth below S.G., P3 = -. lbs at 9.23 ft. = 0 ft.-lbs
Active bel S.G., P4 = - lbs at 6.15 ft. = 0 ft.-lbs
Neglect 1.5b, P6 = 1,384 lbs at 17.29 ft. = 23,928 ft.-lbs
Total Overturning Load 32,538 lbs Overturning Moment = 733,473 ft.-lbs
Calculate Resisting Passive Moment about Trial Pile Tip.
Passive Load, P5= -153,127 lbs at 6.15 ft.= M.R. = -942,322 ft.-lbs
Overturning Ratio, -R.M. I O.T.M. = 1.285 > = 1.00 [OK]
Increase pile penetration depth by 30% for temporary construction factor of safety.
Use Penetation Depth, D = 18.46 feet + 30.0 % F.S. = 24.00 ft. Mm.
Penetration depth provided provides a factor of safety of 1.5 against overturning.
Calculate Moment at Subgrade:
Surch Load, P2 = PS x H =. 10,996 lbs at xl = 5.50 ft. = 60,476 ft.-lbs
Earth Load, P1 =PAxH/2= 20,159 lbs atxa= 3.67 ft.= 73,915 ft.-lbs
Total Load, Vmax = 31,154 lbs at h = 4.31 ft. = Ml = 134,391 ft.-lbs
(equal to maximum (equal to value of
shear at subgrade) • moment at subgrade)
Calculate Deflection: -
b (height above point Of fixity to load C.G.)
Earth Load (from Above) P1 =
•
20,159 lbs at b = 8.28 ft. = Z - 2/3 H 0.59
Surcharge Load, Ps x Hs = P2 = 10,996 lbs at b = 10.12 ft. = Z - 1/2 Hs 0.45
where Hs = 11.00 ft. (neglected below this depth)
Point of Fixity for Deflection is taken as 1/4 of the trial embedment depth of D = 18.46 ft.
Distance from top of pile to point of fixity = H + D /4 = Z = 15.62 ft. below pile top
(AISC Beam Table 3-23 #21).
Delta = Sum of P b2 (3Z - b) = 1.04 in. < 2.50 in. [OK]
6xExl
Timber 4x12 Lagging S4S
Douglas Fir Grade 2
Nominal Thickness 4.00 in.
Actual Thickness 3.50 in.
Number of Boards I each
Section Properties per Foot
S= . 24.5 in.3
A= 42.0 in.2
1= 42.9 in.4
1,666 psi S
239 psi
DESIGN OF SHORING Sheet 10
Woodcrest Engineering Date: 11/20/19
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I Check Timber Lagging
Job No.: 19-241 Typical for 8.33 ft. c.c. Beam Spacings Shoring Case No: I
Soil Parameters: . Trench Configuration:
-Active Earth Pressure, Kw = 40.0 pcf H = Total Depth = 16.00 ft.
Pressure Diagram: General Formula for Earth ,Pressure:
P = Csf x Kw x H, where:
Csf = Soil Factor = 0.6 (for soil arching behind lagging)
Earth Pressure: 0.6xKwxH= 384 psf
384 psf Max.
Additional Surcharge Pressure, Ps = I x 120 psf 120 psf
Total Active Pressure, P = 504 psf = W
Soldier Beam and Spacing = W14x120 spaced at
Soldier Beam Width = 1.225 ft. bf =
Lagging Clear Span, L = 7.11 ft.
Check Timber Lagging, Allowable Design Stresses per:
National Design Specifications, 2015.(NDS)
Flexural Stress, Fb = 900 psi
Shear Stress, Fv = 180 psi
Elastic Modulus, E = 1.60E+06 psi
Adj Load Duration, Cd = 1.33
Factors: Flatwise Use, Cfu = 1.10
Size Factor, Cf= 1.10
Rep. Member, Cr = 1.15
Allowable Flexural Stress = Fb x Cd x Cfu x Cf xCr =
Allowable Shear Stress = Fv x Cd =
M=WL2 /8 = 3,180 ft.-lbs
V=WL/2= 1,790 lbs
8.33 ft. center to center
14.70 in.
fb = M / S = 1,558 psi < 1,666 psi. [OK]
fv = 1.5 V / A= 64 psi '< 239 psi [OK]
DESIGN OF SHORING Sheet 11
Woodcrest Engineering Date: 11/20/19
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I Check Steel Plate Lagging
Job No.: 19-241 Typical for 8.33 ft. c.c. Beam Spacings Shoring Case No:
Soil Parameters: Trench Configuration:
Active Earth Pressure, Kw = 40.0 pd H = Total Depth = 16.00 ft.
Pressure Diagram: General Formula for Earth Pressure:
P = Csf x Kw x H, where:
Csf = Soil Factor = 0.6 (for soil arching behind lagging)
Earth Pressure: 0.6 x Kw x H = 384 psf
384 psf Max.
Additional Surcharge Pressure, Ps = I x 120 psf 120 psf
Total Active Pressure, P = r 504 psf = W
Soldier Beam and Spacing = W14x120 spaced at 8.33 ft. center to center (max)
Soldier Beam Width = 1.225 ft. bf= 14.70 in.
Lagging Clear Span, L= 7.11 ft.
Per Foot of Plate Height: M = W L2 /8= 3,180 ft.-lbs
V=WL/2= 1,790 lbs
Check Steel Plate Lagging, (A36) per AISC 14th Edition:
Load Duraction Factor, LDF = 1.33
For ASD, Factor of Safety Ob = 1.67
For V, Factor of Safety Qv = 1.50
Elastic Modulus, E = 2.90E+07 ksi
Yield Strength, Fy = 36 ksi
Plate Thickness, t = 1.000 in.
Number of Plates I each
Analysis Width (per foot) b = 12.00 in.
Shear Area Av=bxt= 12.00 in.2
Section Modulus S = b x t2 /6= 2.000 in .3
Plastic Modulus Z = b x t2/4= 3.000 in.3
Moment of Inertia, I = b t3/12 = 1.00 in.4
Bending Capacity: Mn equals lesser of Mp or 1.6 My • (Eli-I)
Mp = Fy Z = 108.00 in-kips
1.6 My = 1.6 Fy S = 115.20 in-kips Use Mn = 108.00 in-kip
Ma = LDF Mn! Ob = 86.01 in-kips = 7.17 ft-kips
Required Moment Capacity, Mr = 3.18 ft-kips < 7.17 ft-kips [OK]
Shear Capacity:
Vn. = 0.6 Fy Av = 259.2 kips
Allowable Va = LDF Vn / Ov = 229.82 kips
Required Shear Capacity, Vr = 1.79 kips < 229.8 kips [OK]
lbs/ft
Active Load, W= P x Tributary Width = 4,465
Passive Capacity, Pc = fp x Effective Width = 21,450
Beam Force Solution:
Reactions kips Shears kips
Top, R = 51.95 VI (8.93)
Psv,Fp= 19.48 V2 43.03
V3 (19.48)
XI =. 9.636 ft. Vax = 43.03
kips/ft kips
4.465 71.44
21.450 50.19
Moments ft-kips
MI (8.93)
M2 198.37
M3 155.86
Max= 198.37
Check Pile: Shape: HP14x89
Elastic Modulus, E = 29,000 ksi
Yield Strength, Fy = 36 ksi
Per AISC 13th Edition:
(F3-1) Mn = Mp =Fy Zx NC= 427.7 ft-kips
Allowable Ma = LDF x Mn I flb = 340.63 ft-kips
(G2-I) Vn = 0.6 Fy Aw = 183.3 kips
Allowable Va = LDF x Vn / 1v = 162.54 kips
Mr= 198.37 ft-kips 'C 340.6 ft-kips [OK]
Vr = 43.03 kips 'C 162.5 kips [OK]
Maximum Strut Reaction, R = 51.95 kips
Refer to sheet(s) 13 (+) for strut/wale stress checks:
DESIGN OF SHORING 12/12/19 Sheet 12
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I 1-Strut Shoring System
Job No.: 19-241 Section DIE Soldier Beam - with I Strut Shoring Case No: I
Soil Parameters: Active Earth Pressure: (Max)
Passive Pressure Case:
Neglect upper Passive Depth
X =2 D /3 =
fp=Pp(DA2/2XnegA2/2)=
Excavation and Pile Dimensions:
Pa = 26.0 H psf
Pp = 300.0 pcf
Xneg= 1.0 ft.
8.000 ft.
21,450 lbs/ft.
Penetration Depth, D: 12.00 ft.
Pile Width 1.17 ft.
Effective Width Factor 2.00
Pile Effective Width 2.34 ft.
Tributary Width = ( 8.33 ft. +
Pressure Diagram:
Active Earth Pressure Pa x H
Surcharge Depth, Hs - ft.
Surcharge Pressure Pa x Hs
Additional Surcharge Pressure
Total Active Pressure, P =
LI =
L2=
Total Depth, H =
8.33 ft. ) /2 =
416.0 psf.
- psf
120.0 psf
536.0 psf
2.00 ft.
14.00 ft.
16.00 ft.
8.33 ft.
Loading Diagram:
Check Passive Capacity: Fp < Pc: 19.48 kips <= 50.19 kips [OK]
Factor of Safety for Beam Embedment: F.S. = Pc / Fp = 2.58 >= 1.5 [Q)
Load Duration Factor, LDF = 1.33
For ASD, Factor of Safety Qb = 1.67
For V, Factor of Safety Qv = 1.50
Non Compact Adjust, NC = 0.9765
Plastic Sect. M, Zx = 146.00 in.3
d= 13.800. in.
tw= 0.615 in.
Awdtw 13.49
I VA
I14I LI
R1 V7
L.L4l W
*12
.;
V3 AU
iI• I
rp
DESIGN OF SHORING Sheet 13
Woodcrest Engineering Date: 12/12/19
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I Steel Member Check
Job No.: 19-241 Shoring Case No:
Section "D" Pipe Struts
Axial Load, Pr = 52.0 kips Unsupported Length, K Lx = 10.00 ft.
KLy= 10.00 ft.
Strut Dead Weight, W = 0.029 kips/ft.
Bending Moment from Dead Load, My = W L2 /8= 0.36 ft-kips
Point Load at Center Span, P = 0.400 kips
Bending Moment from Point Load, My = P L / 4 = 1.00 ft-kips
Total Moment, Mry= 1.36 ft-kips
Steel Member Capacity per AISC 13th Edition
Elastic Modulus, E = 29,000 ksi Load Duraction Factor, LDF = I
Yield Strength, Fy = 35 ksi For ASD, Factor of Safety [b = 1.67
Shape: Pipe8sch40 A53 For Pc, Factor of Safety Qc = 1.67
Section Area,A = 7.85. in.' Torsional Mom, J = 136.00 in.'
Mod of Inertia, Ix = 68.10 in .4 Mod of Inertia, ly = . 68.10 in.'
Plastic Sect. M, Zx = 20.80 in? Plastic Sect. M, Zy = 20.80 in?
Section Mod, Sx = 15.80 in.3 Section Mod, Sy = 15.80 in.3
Radius of Gyrat, rx = 2.95 in. Radius of Gyrat, ry = 2.95 in.
Design Thickness, t = 0.300 in. Ouside Diameter, D = 8.63 in.
Calculate Allowable Compressive Capacity:
K Lx / rx = 40.7 K Ly / ry = 40.7 Max KI/r = 40.7
(E3-4) Fe = Tr 2 E / (KL/r)2 = 172.97 ksi > = 1540 ksi = 0.44 Fy
Therefore, Use Equation (E3-2) and Fcr = 32.16 ksi
(E3-2) Fcr = Fy [0.658 Foe = 32.16 ksi
(E3-3) Fcr = 0.877 Fe = 151.70 ksi
(E3-1) Nominal Compressive Strength, Pn = FcrAg = 252.4 kips
Allowable Compressive Capacity, Pc.= LDF x Pn / Oc = 151.2 kips
Calculate Allowable Moment Capacity (Pipes and Tubes):
Per Section F8: D/t = 28.75 < 372.9 = 0.45 E / Fy
Compact Limit Xp =0.07 E / Fy = 58.00 > = D/t
Therefore, Use Equation (F8-1) and Mn = 60.7 ft.-kips
(F8-1) Nominal Flexural Strength, Mn = Mp = Fy Zy = 60.7 ft-kips
Allowable Moment Capacity, Mc = LDF x Mn / Ob = 36.33 ft-kips
Check Combined Loading (Flexure and Axial Load):
Mry/Mc= 0.04
Pr/Pc = 0.34 > = 0.20 therefore use equation (HI-IA)
(HI-IA) Pr/Pc + 8/9 (Mrx / Mcx + Mry / Mcy ) = 0.38 <=1.0[OK]
DESIGN OF SHORING 12/12/19 S Sheet 14
Job Name: Poseidon Channelside Carlsbad Intake PS Phase 1 Check Side Wale
Job No.: 19-241 Shoring Case No:
Wale Option Section E
Typical Soldier Beam Load (From Sheet 12 ) =
Side Wale Length = 25.00 ft.
Location of Strut.from End Soldier = LI = L3 =
Strut to Strut Distance, L2.=
1.50 LI, ft. 104.00 RI, kips (52.0) VI
22.00 L2, ft. 52.0 V2
1.50 L3, ft. - V3
104.00 R2, kips (52.0) V4
52.0 V5
52.0 kips for 8.33 ft. c.c.
or 6.24 kips/ft.
1.50 ft.
22.00 ft.
(78.0) MI, ft-kips
277.3 M2, ft-kips
277.3 M3, ft-kips
(78.0) M3, ft-kips
• Max. 52.0 kips 277.3 ft-kips
Check Bending and Shear per AISC 13th Edition: Compact Section, Lb < Lp (Plastic Moment)
Compact Section, Lb < Lp (Plastic Moment) ry = / 3.53 in.
Lp=I.76rysqrt(E/Fy)= 14.69 ft.
Shape: HP14x89 Load Duraction Factor, LDF = 1.33
Elastic Modulus, E= 29,000 ksi For ASD, Factor of Safety (b = 1.67
Yield Strength, Fy = 36 ksi For V, Factor of Safety Qv = 1.50
Per AISC 13th Edition:
(F2-1) Mn = Mp = Fy Zx = 438.0 ft-kips Plastic Sect. M, Zx = 146.00 in?
Allowable Ma = LDF x Mn / Ob = 348.83 ft-kips d = 13.800 in.
(G2-I) Vn=0.6FyAw= 183.3 kips tw= 0.615 in.
Allowable Va = LDF x Vn /0 = 162.54 kips Aw = d tw 8.49 in.'
Mod of Inertia, 1* = 904.60 in.4
Required Moment Capacity, Mr = 277.3 ft-kips < 348.8 ft-kips [OK]
Required Shear Capacity, Vr = 52.0 kips < • 162.5 kips [OK]
Strut Reaction, R = • 104.00 kips .
Refer to sheet(s) 15 for strut section check.
DESIGN OF SHORING - Sheet 15
Woodcrest Engineering Date: 12/12/19
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I Steel Member Check
Job No.: 19-241 Shoring Case No: I
Struts on Wales
Design Loading:
Moment, Mrx = 1.8 ft-kips Unsupported Length, K Lx = 10.00 ft. -
Moment, Mry = 1.8 ft-kips K Ly = 10.00 ft.
Shear, Vr = 2.0 kips K Lx / rx = 22.7
Axial Load, Pr = 104.0 kips K Ly / ry = 39.7
Max KI/r = 39.7
Strut Dead Weight, W = 0.065 kips/ft.
Bending Moment from Dead Load, My = W L2 /8 = 0.81 ft-kips
Point Load at Center Span, P = 0.400 kips
Bending Moment from Point Load, My = P L /4 = 1.00 ft-kips
Total Moment, Mry = 1.81 ft-kips
Section CaDacities from Below:
Mcx = 231.3 ft-kips Mrx/Mcx = 0.01
Mcy = 105.4 ft-kips Mry/Mcy = 0.02
VC = 90.38 kips >= 2.0 kips [OK]
Pc = 503.9 kips Pr / Pc = 0.21 >= 0.20
therefore use equation (HI-la)
Check Combined Loading (Flexure and Axial Load):
(HI-Ia) Pr/Pc + 8/9 (Mrxl Mcx + Mry/ Mcy) = 0.23 <= 1.0 [OK]
Yield Strength, Fy = 36 ksi
Shape: W12x65
Section Area, A = 19.10 in.2
d= 12.100 in.
tw = 0.390 in.
For ASD, Factor of Safety flb = 1.67
Load Duraction Factor, LDF = 1.33
For V, Factor of Safety Qv = 1.5
For Pc, Factor of Safety Oc = 1.67
Plastic Sect. M, Zx = 96.80 in.3
- Plastic Sect. M, Zy = 44.10 in.3
Radius of Gyrat, rx = 5.28 in.
Radius of Gyrat, ry = 3.02 in.
Steel Member Capacity per AISC 13th Edition
Elastic Modulus, E = 29,000 ksi
Calculate Allowable Shear Capacity: Vn = 0.6 Fy Aw Cv = 101.9 kips
Aw=dtw= 4.719 in.2 Cv= 1.00
Allowable Shear Capacity, Vc = LDF x Vn / f)v = 90.38 kips
Calculate Allowable Moment Capacity:
Major Axis Bending
(F2-I) Nominal Flexural Strength, Mn = Mp = Fy Zx = 290.4 ft-kips
(F2-1) Nominal Flexural Strength, Mn = Mp = Fy Zx = 290.4 ft-kips
Allowable Moment Capacity, Mc = LDF x Mn / 1b = 231.3 ft-kips
Minor Axis Bending
(F6-1) Nominal Flexural Strength, Mny = Mpy = Fy Zy = 132.3 ft-kips
Allowable Moment Capacity, Mcy = LDF x Mny / Qb = 105.36 ft-kips
Calculate Allowable Compressive Capacity:
(E34) Fe = Tr 2 E / (KLJr)2 = 181.28 ksi > = 15.84 ksi = 0.44 Fy
Use Equation (E3-2) and Fcr = 33.13 ksi
(E3-1) Nominal Compressive Strength, Pn = FcrAg = 632.8 kips
Allowable Compressive Capacity, Pc = LDF x Pn I Oc =
-
503.9 kips
DESIGN OF SHORING 12/12/19 1 Sheet 16
Job Name: Poseidon Channelside Carlsbad Intake PS Phase I WELDED CONNECTIONS
Job No.: 19-241 Shoring Case No: 1
Check Weld Size for Connections: (fillet welds) per AISC Steel Manual, 14th Edition
For fillet welds using E70 electrodes: Weld Material, Fex = 70.0 ksi
Nominal Weld Stress, 0.60 Fexx = Fnw = 42.0 ksi
Table J2.5 Factor of Safety, Ow = 2.00
Base Metal, Fy = 36.0 ksi
(J4-3) Factor of Safety, Ob = 1.50
(J2-3) Capacity of weld metal (per inch), v = Fnw x Awe / Ow = Fnw x T x 0.707 / Ow
Fort= . 0.375 in., v= 5.57 kips/in.
Fort = .0.250 in., v = 3.71 kips/in.
(J4-3) Capacity of base metal (per inch), vb = 0.6 Fy Agv / Ob = 0.60 Fy x. T I Ob
Fort = 0.375 in., vb = 5.40 kipsTin. <=== Controls
Fort = 0.250 in., vb = 3.60 kipsfin. <=== Controls
For 3/8 in fillet welds,- Use v = . 5.40 kips/inch for allowable weld capacity
For 1/4 in fillet welds, Use v = 3.60 kips!inch for allowable weld-capacity
Struts to Soldiers:
Note: To account-for struts placed at an angle (not exactly perpendicular) to bearing face:
For a max angle A of 5.0 degrees off from perpendicular
V = P tan A = 9% of the strut load, P = 52.0 kips
V= 4.5 kips 0.375 thick fillet welds, v = 5.40 kips/in
Try: I each,
4.0 inch long Total Length, L = 4.0 in.
Vc = L v = 21.6 kips> 4.5 kips [OK]
Struts to Side Wales:
Note:. To account for struts placed at an angle (not exactly perpendicular) to bearing face:
For a max angle A of . 5.0 degrees off from perpendicular
V = P tan A = 9% of the strut load, P = 104.0 kips
V= 9.1 kips 0.375 thick fillet welds, v = 5.40 kips/in
Try: 2 each,
8.0 inch long Total Length, L = 16.0 in.
Vc = L v = 86.4 kips> . 9.1 kips [OK]
Side Wale to Soldier beam (Dead Load of wales and struts, tributary to one side)
Wale Ring Weight: Sides 89 lbs/ft x 30 ft =1 2670
Struts 65 lbs/ft x . lo ft= 650
Total Weight 3320 lbs
Note: The weight of the side wale and struts is carned by a total of 4 welds:
Load per Weld 3.32 kips = V = 0.83 kips
4 each Welds
Use V = 10.0' kips . 0.375 thick fillet welds, v = 5.40 kips/in
Try: . I each,
4.0 inch long Total Length, L = 4.0 in.
Vc = Lv = 21.6 kips> 10.0 kips [OK]
S1113
=1r.o:7( .T TIf/n,o &lVriovt_
V. its"... .s'u: !. V.;t :s ,s 5 Y ivl • i' •,:;
GEOTECHNICAL EVALUATION
NEW INTAKE/DISCHARGE STRUCTURE
CARLSBAD SEAWATER DESALINATION PLANT
4600 CARLSBAD BOULEVARD
CARLSBAD, CALIFORNIA
PREPARED FOR:
Poseidon Resources
5780 Fleet Street, Suite 140
Carlsbad, California 92008
Ninyo & Moore
Geotechnical and Environmental Sciences Consultants
5710 Ruffin Road
San Diego, California 92123
November 30, 2016
Project No. 107393003
5710 Ruffin Road • San Diego, Calfomia 92123 • Phone 18581 576-1000 • Fax (858J 576-9600 j1oA)ton
San Diego • livine • Los MQeies Rancho Cucarronga • Oak!anii Sari Fraidsc.0 Sari ioe Sauanrwrito YEARS Las VegasPhoenix Tucson • scoey Flagstaff . Denver fJmnrne(C Housor .: .•. .... -
New Intake/Discharge Structure ' S November 30, 2016
Carlsbad Seawater Desalination Plant, Carlsbad, California' Project No. 107393003
1-1
ever, as a general guideline, overexcavation of approximately 2 feet may be appropriate
to develop a stable excavation bottom. If heavy equipment is used to perform the bot-
tom stabilization, additional depths of removal and replacement should be anticipated.
9.1.6. Temporary Excavations, Braced Excavations and Shoring
For temporary excavations, we recommend that the following Occupational Safety and
Health Administration (OSHA) soil classifications be used:
Fill and Alluvium Type C
Santiago Formation Type B
Upon making the excavations, the soil classifications and excavation performance
should be evaluated in the field by a competent person in accordance with the OSHA
regulations. Temporary excavations should be constructed in accordance with OSHA
recommendations. For trench or other excavations, OSHA requirements regarding per-
sonnel safety should be met using appropriate shoring (including trench boxes) or by
laying back the slopes to no steeper than 1.5:1 (horizontal to vertical) in fill and alluvi-
um and 1:1 in the Santiago Formation.
The contractor should be aware of and account for seepage, dewatering, and design in
his approach to performing temporary excavations. We note that the depth to groundwa-
ter/seepage conditions and the depth to the Santiago Formation are expected to vary
across the site. The need to account .for groundwater and seepage will also depend on
the depth of the excavations, particularly when considering the excavation for the pro-
posed Intake/Discharge structure. Consequently, excavations encountering seepage
should be evaluated on a case-by-case basis. On-site safety of personnel is the responsi-
bility of the contractor.
As an alternative to laying back the sidewalls of temporary excavations, the excavations
may be shored or braced. Temporary earth retaining systems will be subjected to lateral
loads resulting from earth pressures. Braced shoring systems for excavations may be
designed using the lateral earth pressure parameters presented on Figure 6. These lateral
107393003 R.doc 16
S21
New Intake/Discharge Structure November 30, 2016
Carlsbad Seawater Desalination Plant, Carlsbad, California Project No. 107393003
earth pressures should be evaluated by a structural engineer for the design of the shoring
systems. These design earth pressures assume that spoils from the excavations, or otl'ier
surcharge loads, will not be placed above the excavations within a 1:1 plane extending
up and back from the base of the excavation. For bracing subjected to surcharge loads,
such as soil stockpiles or construction materials/equipment, an additional horizontal
uniform pressure of 0.50q may be applied to the full height of the excavation, where "q"
is the surcharge pressure.
9.1.7. Construction Dewatering
Groundwater was encountered during our recent subsurface exploration at depths as shal-
low as 10 feet. Similar depths to groundwater were observed during our previous
subsurface exploration at the site (Ninyo & Moore, 2016). As previously discussed, fluc-
tuations in the groundwater levels may occur at the site. Dewatering measures during
excavation operations (including those for the proposed Intake/Discharge structure, the
fish/debris line and the dilution pipe) should be prepared by the contractor's engineer and
reviewed by the design engineer. The need for and type of dewatering systems is antici-
pated to depend on such factors as the location and depth of each excavation, as well as
the contractor's proposed means- and methods. Considerations for construction dewater-
ing should include, anticipated drawdown, piping, heaving of the excavation bottom,
volume of pumping, potential for settlement, and groundwater discharge. As such, it may
be prudent to photo-document structures and .settlement sensitive improvements that are
adjacent to the area of proposed construction prior to dewatering. Disposal of groundwa-
ter should be performed in accordance with guidelines, of the Regional Water Quality
Control Board (RWQCB).
As part of our scope of services for this evaluation, we performed falling head permeabil-
ity tests in general accordance with ASTM Test Method D5084. This testing was
performed on samples obtained from the alluvium and the Santiago Formation. Results of
this testing are presented in Appendix B. It should be understood that variations in the
permeability of the subsurface materials may vary from those values presented herein.
S31
107393003 R,doc 17 . .',:,' ,., •.: '
GHD-3
TD=I6 5
4
Shored Trench
ma,
Agua Hedionda
Lagoon
('NI
PROPOSED
FISH/DEBRIS 1-13
RETURN LINE /
/
i UT-12
'EXISTING
INTAKE
1-10 PUMP STATION
1-S
I•T1l /GHD-1
TD=60 5
_,'\
.-• CPT-6
TD500
It
T B-18
-5 \ 1-7 5 TD=515
T-1A 1-8 1-1 •
B17 o' TD=51
TD-90 3
—
GHD-3 BORING (NINYO & MOORE, 2016)
TD18 0 TD=TOTAL DEPTH IN FEET
1-13 CONE PENETRATION TEST, (NINYO & MOORE, 2016)
, NMB-7 BORING (NINYO & MOORE, 2013)
' TD=90 3 TD=TOTAL DEPTH IN FEET
EXPLORATORY/GEOTECHNICAL BORING, B-18 (GEOLOGIC ASSOCIATES, 2008) TD=51 5 TD=TOTAL DEPTH IN FEET
CONE PENETRATION TEST, CPT-8 (NINYO & MOORE, 2013) TD=39 0 TD=TOTAL DEPTH IN FEET
NOTE DIR0000NS DMENOIONSANC LOCATIONS ARE APPROXIMATE
SCALE IN FEET I_I1I1go&ttMe BORING LOCATIONS FIGURE
0 50 160 S4/
PROJECT NO DATE NEW INTAKE DISCHARGE STRUCTURE SOURCES MALCOLM PIRNIE I ARCADIS
DATED 1008/2012 0000LE EARTH, 2016 CARLSBAD SEAWATER DESALINATION PLANT I 2 107 393003 11/16 CARLSBAD, CALIFORNIA
S51
Cl)
DATE DRILLED 9/02/16 BORING NO. GHD-1 CL u. () 2
. GROUND ELEVATION 19 (MSL) SHEET I OF 2
0 W 0 <Cl)
METHOD OF DRILLING 6" Diameter Hollow Stem Auger (Diedrich D50)(Pac Drill)
CL W Cl)CO
DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30'
SAMPLED BY CAT LOGGED BY CAT REVIEWED BY GTF
DESCRIPTIONIINTERPRETATION
0 SID EILL
Brown, moist, medium dense, fine to medium SAND; trace silt.
- Light olive brown; scattered fragments of Santiago Formation.
- Reddish brown.
- P 14 10.4 Brown and reddish brown (mottled).
- P Brown and grayish brown (mottled); scattered gravel; trace clay. 60 4.3
ID - No recovery. .
SANTIAGO FORMATION:
- Gray, moderately cemented, clayey fine-grained SANDSTONE.
Li tgray, moderately cemented, silty fine-graT ANlSTONE; scattered manganese
- -
53 mill deposits; some fine laminations visible.
50/5" 15.4 Gray; strongly cemented; trace clay. - -
I!!! IEEE
1111 Brownish gray, moist, strongly cemented, clayey silty fine-grained sandstone; slightly
micaceous; scattered iron-oxide lined root casts. 20- -
60 18.9
H!!
III!
- - Light gray; weakly to moderately cemented; silty fine-grained sandstone; massive.
VU 50/4" 18.0 107.8
In:
Water added to borehole.
I:
I!
50/3" Gray; strongly cemented; fine- to medium-grained; trace clay. 30--1
El!!
- -
50/5' Light gray; moderately cemented.
Hill
I!!!
- - V
:1::
u In: El!! _40_______iiii____________________
BORING LOG /Jlno & NEW INTAKE/DISCHARGE STRUCTURE
CARLSBAD SEAWATER DESALINATION PLANT, CARLSBAD, CALIFORNIA
PROJECT NO. . DATE FIGURE
107393003 I1/16 A-I
S6/
CO) U)
CL DATE DRILLED 9/02/16 BORING NO. GHD-1
co 0
0.
.
Z
Q GROUND ELEVATION 19 (MSL) SHEET 2 OF 2 0 ! w
.
-J o m
- -
I • Cl) METHOD OF DRILLING 6" Diameter Hollow Stem Auger (Diedrich D50)(Pac Drill)
..> 0 -J 0 DRIVE WEIGHT 140 lbs. (AutoTnp Hammer) DROP 30"
a 0 0 SAMPLED BY CAT LOGGED BY CAT REVIEWED BY GTF
DESCRIPTIONIINTERPRETATION
40 ' 50/4" 12.9 = SANTIAGO FORMATION: (Continued) •
. Grayish brown, moist, moderately cemented SANDSTONE; scattered strongly cemented/ ills
concretionary layers. I!!! Clayey. .
1111
p
- 50/5" liii
Trace clay. . .
Nil
Eiii
Ill!
ilia 1111 Wet. S
50/5" 24.6 HER Light grayish brown; weakly to moderately cemented; no clay. 50--1!
.
- -
1111
liii . S
. vu
50/5" ERIE :::: Light brown.
-
- -
:ERE iii;
. :1:: ERiE . jEER
-ilia ER!! Light gray. 60--pp
Total Depth = 60.5 feet. .
. Groundwater encountered during drilling at approximately 49 feet during drilling.
Backfilled shortly after drilling on 9/02/16.
Groundwater may rise to a level higher than that measured in borehole due to
seasonal variations in precipitation and several other factors as discussed in the report.
The ground elevation shown above is an estimation only. It is based on our interpretations
of published maps and other documents reviewed for the purposes of this evaluation. It is
. . not sufficiently accurate for preparing construction bids and design documents.
Ito
70---
BORING LOG
NEW INTAKE/DISCHARGE STRUCTURE J1fa1SIO &14re CARLSBAD SEAWATER DESALINA11ON PLANT, CARLSBAD, CALIFORNIA
PROJECT NO. I DATE I FIGURE
107393003 I 11/16 I A-2
S71
0
DATE DRILLED 9/02/16 BORING NO. GHD-2 a.
-. !.
LL 0 Z
GROUND ELEVATION II .(MSL) SHEET I OF 0 w 0 C6
METHOD OF DRILLING 6' Diameter Hollow Stem Auger (Diedrich D50) (Pac Drill)
a. Lu o
co
CI) Lu >
DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30"
co
SAMPLED BY CAT LOGGED BY CAT REVIEWED BY GTF
DESCRIPTIONIINTERPRETATION
0 - ASPHALT CONCRETE:
Approximately 6 inches thick. FGW
BASE:
IGray, moist, medium dense, silty sandy GRAVEL; approximately 4 inches thick.
£llL
Dark yellowish brown, moist, loose to medium dense, silty fine SAND with gravel up to
inches in diameter; cohesionless/hydraulic fill light brown.
- II 2.9 110.6
- Light grayish brown; loose.
Gravel and cobble layer from approximately 7 to 11 feet; rounded clasts approximately I
- - to 4 inches in diameter.
Loose gravel with no matrix caving into borehole around auger.
10- - -
No recovery; on gravel/cobbles. 27
15
R
No recovery; on gravel/cobbles.
No recovery; on gravel/cobbles. 12
Total Depth = 18 feet.
Groundwater not encountered during drilling.
20--- Backfilled shortly after drilling on 9/02/16.
- - .NgIL Groundwater, though not encountered at the time of drilling, may rise to a higher
level due to seasonal variations in precipitation and several other factors as discussed in
the report.
The ground elevation shown above is an estimation only. It is based on our interpretations
- - of published maps and other documents reviewed for the purposes of this evaluation. It is
not sufficiently accurate for preparing construction bids and design documents.
30-
4*0
- -
BORING LOG
NEW INTAKEIDISCHARGE STRUCTURE IJ1flhiO & CARLSBAD SEAWATER DESAUNAflONPLAN1CARLSBAD. CALIFORNIA
V V PROJECT NO. DATE FIGURE
107393003 11/16 A-3
S8/
W
co
14
co
U.
0
0 p.!. Lu
Cl)
.
Lu >
<Co
DATE DRILLED 9/02/16 BORING NO. GHD-3
GROUND ELEVATION 10' (MSL) SHEET. I OF I
METHOD OF DRILLING 6" Diameter Hollow Stem Auger (Diedrich D50)(PacDrill)
DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30'
SAMPLED BY CAT LOGGED BY CAT REVIEWED BY GTF
______ DESCRIPTION/INTERPRETATION
•
GW ASPHALT CONCRETE:
proximately 2 inches thick. SM
llowish brown, moist, medium dense, fine to coarse sandy GRAVEL; approximately 6
lin
-
——inches SC thick.
IELLL
1Light olive, moist, medium dense, silty SAND; scattered gravel up to approximately 2
18 21.8 100.7 inches thick.
SM piii-55 W liiiihi 7eifine W~edtum S7JTI5 —
few fine gravel. - - ALLUVIUM:
Gray, moist, medium dense, silty fine SAND.
10--
13 I 1181 Light brown; wet.
Dark yellowish brown; scattered small lenses of olive gray.
- -
. Brown; cohesionless.
- 6
• Total Depth = 16.5 feet.
' Groundwater seepage encountered during drilling at approximately 10 feet during - -
• drilling; no groundwater measured in boring after drilling.
Backfilled with approximately 5 cubic feet of bentonite grout and patched with concrete
shortly after drilling on 9/02/16. 20---
- . NQ1ri Groundwater may rise to a level higher than that measured in boreholedue to
seasonal variations in precipitation and several other factors as discussed in the report.
The ground elevation shown above is an estimation only. It is based on our interpretations -
of published maps and other documents reviewed for the purposes of this evaluation. It is
- not sufficiently accurate for preparing construction bids and design documents.
40
30---
BORING LOG.
NEW tNTAKEIDISCHARGE STRUCTURE Allnuo AAoore & CARLSBAD SEAWATER DESALINATION PLANT, CARLSBAD. CALIFORNIA
PROJECT NO. DATE FIGURE
107393003 11116 A4
f
s9I
9000
8000
7000
6000
LL Co (L
u) 5000
U) w
I- (l) 4000
3000
2000
1000
0
0 1000 2000 3000 4000 5000 6000 7000 8000 9000
NORMAL STRESS (PSF)
Description Symbol Sample
Location
Depth
(ft)
Shear
Strength
Cohesion, c
(W
Friction Angle,
(degrees) Soil Type
Silty SANDSTONE GHD-1 .25.0-25.9 Peak 490 37 Formation
Silty SANDSTONE - - X -. GHD-1 25.0-25.9 Ultimate 100 32 Formation
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080
#07o&F#ftor*re DIRECT SHEAR TEST RESULTS FIGURE
NEW INTAKE/DISCHARGE STRUCTURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT B-5 107393003 11/16 CARLSBAD, CALIFORNIA
107393003_DIRECT SHEAR GHD-1 0 25.0-25.9.Is
S10/
5000
Ii 4000
LL
3000
CO (I, w
Cr
-
2000
1000
0f
0 1000 2000 3000 4000 5000
NORMAL STRESS (PSF)
Description Symbol Sample
Location
Depth
(ft)
Shear
Strength
Cohesion, c
(psf)
Friction Angle,
(degrees)
Soil Type
Silty SAND GHD-3 5.0-6.5 Peak 140 35 SM
Silty SAND - — X —. GHD-3 5.0-6.5 Ultimate 50 35 SM
PERFORMED IN GENERAL ACCORDANCE WITH ASTM.D 3080
#/Isr 9 & *sure
PROJECT NO. DATE
107393003 11/16
DIRECT. SHEAR TEST RESULTS.
NEW I7TAXE1D4SCHARGE STRUCTURE
CARLSBAD SEAWATER DESALINATION PLANT
CARLSBAD, CALIFORNIA
FIGURE
B-6
107383003_DIRECT SHEAR GHD-3 @ 5.0.e.5.xls
7000
6000
5000
ILL Cl,
4000 Cl) Ci) w Ir
Ix 3000
2000
1000
0
0 1000 2000 3000 4000 5000 6000 7000
NORMAL STRESS (PSF)
Description Symbol Sample
Location
Depth
(ft)
Shear
Strength
Cohesion, c
(psf)
Friction Angle,
(degrees)
Soil Type
Silty SAND GHD-3 15.0-16.5 Peak 80 26 SM
Silty SAND - — X —. GHD-3 15.0-16.5 Ultimate 80 23 SM
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080
41/n,o&4(twwe DIRECT SHEAR TEST RESULTS FIGURE
NEW INTAKEIDISCI-(ARGE STRUCTURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT B-7 107393003 11/16 CARLSBAD, CALIFORNIA
107393003_DIRECT SHEAR GHD-3 Q 15.0-16.5.xls
GROUND SURFACE
;ffctI;ll.
s1
SHORING
BRACES
12 INCHES OR MORE
I
"l
--
- (.
-
h H
Ps
-
-
-
12 INCHES OR MORE —
1
NOTES:
APPARENT LATERAL EARTH PRESSURES, P,, AND P3 2
912 = 13 H psi
CONSTRUCTION TRAFFIC INDUCED SURCHARGE PRESSURE, P,
P, = 120 psI
WATER PRESSURE, F
psi
PASSIVE PRESSURE, P
= 350 D psi ABODE GROUNDWATER; 150 D psi BELOW GROUNDWATER
S. SURCHARGES FROM EXCAVATED SOIL OR
CONSTRUCTION MATERIALS ARE NOT INCLUDED
H, h1, h2 AND DARE IN FEET
.4.. GROUNDWATER TABLE
NOT 10 SCALE
IfIi1,o&4i1uw1
PROJECT NO. DATE
107393003 11/16
LATERAL EARTH PRESSURES FOR BRACED EXCAVATION FIGURE
- BELOW GROUNDWATER -
NEW INTAKE DISCHARGE STRUCTURE
CARLSBAD SEAWATER DESALINATION PLANT
CARLSBAD, CALIFORNIA
S13113
Geo-Lo9ic GeoLogic Associates BORING NO.: B17
ASSOC iass Boring Log PACE: I OF
JOB NO.: 2008-0075 DATE STARTED: 7/14/08 GW DEPTH: 15 FEET
SITE LOCATION: CARLSBAD DESAliNATION PROJECT DATE FINISHED: 7/14/08 CAVING DEPTH: 10 TO 15 FEET
DRILLING METHOD: 8 0 HOLLOW STEM AUGER ELEVATION: 17 FEET (PBSJ. 2004) TOTAL DEPTH: 51.5 FEET
CONTRACTOR GEOLOGIC ASSOCIATES
LOGGED BY: NP
—s - Id z
COMMENTS lE 4 VISUAL FIELD DESCRIPTION
II
FILL-
BULK 1 CHES OF ASPHALT CONCRETE OVER 4 INCHES OF
108.7 19.5 40 2.5 2 .AGGREGATE
LL
BASE ROCK
.
V.7ERRACE
:-11 YELLOWISH BROWN (IOYR 6/2) MOIST, HARD CLAYEY
• .
DEPOSITS: '° 1 YELLOWISH BROWN (10Th 6/2) MOIST, DENSE, FINE
SM --------------------------------------SILTY SAND WITH INTERBEDDED CLAYEY SILT LENSES.
ML MIDDLE LIGHT GRAY (N4) MOIST, VERY STIFF, CIA'rE1' SILT
to 3 WITH INTERBEDDED FINE CLAYEY SAND LENSES.
90.1 33.2 57 2.5 4 -
33 1.4 5 1 V
.5
: SM
-------------------------------------
DARK YELLOWISH ORANGE (10Th 6/6) WET, DENSE, FINE
2 ;.. TO MEDIUM SILTY SAND WITH THIN SCATTERED CLAYEY
44 1.4 6 SILT LENSES.
.7
2
45 1.4 7
X.
25 1.4 8 -
to
46 1.4 9 35
II .
12
81 1.4 10 40 - SANTIAGOFORMA1TON:
MEDIUM GRAY (N5) WET, VERY DENSE, FINE TO MEDIUM
13 SILTY SANDSTONE WITH SCATTERED SILT LENSES.
85 1.4 II 45
14
) NOTES:
i5! / TOTAL DEPTH =51,5FEET. I GROUNDWATER ENCOUNTERED AT 15 FEET AT TIME OF
85 1.4 12 ( DRILLING.
- BORING BACKRLLED ON 7/14/2008 AND CAPPED 16 WITH CONCRETE PLUG.
The data presented on this log is a simplification of actual conditions encountered and applies only at the location of this boring
and at the time of drilling. Subsurface conditions may differ at other locations and may change with the passage of time.