none, Correspondence - residential r, Studies & ReportsLIF,Li PALOS
ILIVERDES
UM Engineering
27520 Hawthorne Blvd.
Suite 130
Rolling Hills Estates
California 90274
pvec@earthlink.net
310 541 5055
Civil and Structural Consulting 310 541 0321 FAX
Structural Calculations
Foundation Underpinning
& Rear Yard Improvements
PREPARED FOR
The Allocco Residence
20 Georgeff Road
Rolling Hills, CA 90274
John O. Schuricht, S.E.
SE 2391, exp. 3-31-97
Paul S. Christenson
Project Engineer
May 16, 1996
PVEC File No. 2-95-0581
LIA PALOS
-ro- VERDES
um Engineering
Civil and Structural Consulting
27520 Hawthomo Blvd.
Suito 130
Rolling Hills Estatos
California 90274
310 541 5055
310 5410321 FAX
Project Address: 20 GEo2GECP ROAD PVEC File No.- 2.- cis - 58 I
PoLu . 1-11 LLs EST.., rA (1O2 74 Date: 4/Z 1 / 9 b
1.0 DATA:
Code: 1994 Uniform Building Code.
Timber: Douglas Fir No. 1 Horiz. Framing, unless noted.
Glue Laminated Beams: Species Df, 24F-V4(DF/DF).
Concrete: F'c=2000 psi @ 28 days per ACI 318. (FoorCz. SLABS)
r'c : 3000 PSI. 2 28 DAH " " CGf1ADE BEAM Jo)
Concrete Block: F'm=1350 psi, ASTM C-90, Grade N.
Mortar: 1800 psi @ 28 days.
Grout: 2000 psi @ 28 days.
Reinf. Steel: ASTM A615-60 Grade, f5=24 ksi.
Struct. Steel: A-36, Fy=36 ksi, fb=24 ksi: AISC 9th Ed.
Welds: Low-Hyd. Rod - E70XX.
Bolts: A307 Quality Minimum.
Soils: Nb12CAl_ ENC.. WESTERN LArs.
PaarEC,T: Soi2-94 PE/n- LT: q3 -161S
Io/Z4 /94 12 J lri cr3
References:
•
PALOS VERDES ENGINEERING CORPORATION
Consulling Structural Engineers
27520 1-IAWIII,ORNE BOULEVARD. SUITE 130 • ROLLING HILLS ESTATES. CA00274
TELEPHONE (310) 541-5055 • FAX (310) 541-0321
2,o LOAD5
2,1 ROOF
LL1 OD c S -ffi E
1 K SI- EATih (O
2. R.2.
2 n C.J.
I/2" G`-IP . 8D
INSUL% MI SG
212 FLoorz
2.3 IJALLS
EATE r2 oa. 15.0 PsF LSTIKLO'
2.4 PAsalEAT LffiLiS
2" ctac. 6L14 $4 PsF
-
JOU
SIIECT NO
2-.95- s81
z
CALCULATED DI
CHECKED DY
SCALE
OF �p
DATE 1129194
DATE
3.0 PsF
2.3
2,I
1.6
z.z
DL= )2, o PsF
LL = )L o PSF
TL = 2f3 . o Ps F
2.0 PsF
2.3
3,S
1.z
DL° 9, o PsF
LL= 40,0 psE
TL= 11,0 IV
PALOS VERDES ENGINEERING CORPORATION
Consulting Structural Engineers
27520 HAWT11011NE UOULEVAllO, SUITE 130 • nOLLING HILLS ESTATES. CA 90274
TELEPHONE (' 10) 541-5055 • FAx (310) 541.0321
3.0 GZADE BEAM DES1(�1\1
3.1 E ATEiZ1o2 - MAIN RCSIDe.k1CF.
DLs
JO„ 2-i2S S81
SHEET NO
CALCULATED BY f 5L
CHECKED DY
SCA, r
1Zoor : 12.0 as r y G' = 72.0 P r
LULL : 1S.D Psr, E'• 12o, o
FL2; 9,o Psr• S= qS, o
PTG r 4(p.ssuNE) 26s.o
CAR. EN'2 `2r)4S = 380. 0
CIL = 1082. o Pic
OF
DATE SWUM
DATE
CJ= 2D 1 S Pit-- C.FAcroachi L °
SPMI Zo'-o'' CMAxi
_ 2 Roo►-: 146.015r. 6 - 94 e‘r
Mu= IIBv2o1KZ0 x 12 a ).Zile6 FLR t P6rts'= Zoo
\114. x "2- 20i842o'" Z0 180 * LL = 2`1ra PIF
-2 .2.12�1e
U = -0. S9f O.S9� (aG,oa4 q CJ = 10224 2q6 - 1378 PIP r
b = �cryb4 = -3000M 60.600M18K21" UT:�,1.1 log 2) C.1,7'c 296) - Z018 1''C
G.801 a
C = nkfcb- 1.211e.6.3aor,a18= 6.519e10
)ts- -b- -)b2-lac.
0.9K2a
IGVc : (2 Fc J r 0, 2)5 4* (3000)"4 ISK21 = 3S� ►`(7 7 20,1604
& USE ST)2911P5 e 10110, c .
1.10m2 USE 3-tt 6 (Asa 1.121n7)
USE )8" w21" &2ADE 11n -1 to/
3 - IT 6 Tops Barr. 41
STIlziauPs ell"0.c.
Palos Verdes Engineering Corp.
27520 Hawthorne Blvd, Ste 130
Rolling Hills Estates, CA 90274
(310) 541-5055
FAX (310) 541-0321
Title : AL.Locco
Scope :
Number: 2-gS-5&(
Misc .
Dsngr :
Date:09-May-96
CONCRETE RECTANGULAR & TEE BEAM DESIGN
Page `I
DESCRIPTION »
» Exter
BEAM DATA
SPAN =
BEAM DEPTH
BEAM WIDTH =
'T' FLANGE THICK. =
FLANGE BOTH SIDES ?
WEB SPACING
INCLUDE BM. WT.
STIRRUP AREA
Eff. Slab Width
--- REINFORCING
? n
Allocco Residence
Gr. Bm - Main Residence
DESIGN DATA
f'c =
= Fy =
SEISMIC ZONE (0=wind) =
COMBINE LL & ST ?
CONCRETE WEIGHT =
Graphics: (1,2,3,4) :
END CONDITIONS
20 ft
24 in
18 in
in
N y/n
ft
y/n
0.4 in^2
18 in
LAYER #1... COUNT:
SIZE:
'd' .
LAYER #2... COUNT:
SIZE:
'd' .
CENTER
Fix = 2 ... LEFT »
Pin = 1 ... RIGHT »
Free= 0
BOTTOM TOP
3 3
6 6
20 4
TRAPEZOIDAL:
LEFT
TOP BOTTOM
3 3
6 .6
4 20
APPLIED LOADS
3,000 psi
60,000 psi
N y/n
145 pcf
3
RIGHT
1 «
1 «
TOP BOTTOM
3 3
6 6
4 20 in
in
Dead Live Short
#1: Load @Left =
@ Right=
#2: Load @ Left =
@ Right=
DISTRIBUTED: #1 = 1.082
#2 =
#3 =
POINT: #1 =
#2 =
#3 =
#4 =
#5 =
MOMENTS: #1 =
#2 =
SUMMARY
Mn*Phi : Center
Mn*Phi : Left
Mn*Phi : Right
Vn*Phi: Left
Vn*Phi: Right
DL+[Bm Wt]
DL+LL+[Bm Wt]
0.296
Location
Start End
klf ft
klf
klf ft
klf
klf ft
klf ft
klf ft
k ft
k ft
k ft
k ft
k ft
ft-k ft
ft-k ft
= 119 Mu : Center=
= 119 Mu : Left =
= 119 Mu : Right =
33.5 Vu : Left =
74.3 Vu : Right =
..Reactions(k)
Left Right
10.82 10.82
13.78 13.78
9-1 9-2 --- 9-3
101 57 49
16.1 9.1
17.0 9.5
ft-k
ft-k
ft-k
7.8 k
8.2 k
Deflections (in)
Up @ X-Dist Down @ X-Dist
0.00 20.00 -0.06 10.00 ft
0.00 20.00 -0.11 10.00 ft
Palos Verdes Engineering Corp.
27520 Hawthorne Blvd, Ste 130
Rolling Hills Estates, CA 90274
(310) 541-5055
FAX (310) 541-0321
Title : Au -Duo
Scope :
Number: 2-et��81
Misc :
Dsngr :
Date:09-May-96
CONCRETE RECTANGULAR & TEE BEAM DESIGN
Page 5
DL+LL+ST+[Bm Wt]= 10.82
Stirrup Requirements:
Dist. -> 2.5 5.0
Spacing ->999.00 999.00
Vu -> 16.14 15.34
10.82 0.00 20.00
7.5
999.00
9.69
10.0 12.5
999.00 999.00
5.38 9.96
-0.06 10.00 ft
15.0
999.00
15.34
17.5 ft
10.00 in
16.95 k
ADDITIONAL DEFLECTION DATA
Optional Location = ft
....(enter 0.0 for maximums)
Neutral Axis = 4.52 in
I : Gross = 20,736 in^4
I : Cracked = 3496 in^4
E : Elastic Mod. =3.1E+06 psi
Fr : 7.5*(fc)A.5 = 410.8 psi
Z:Cracking = 164.8 ksi
Using Service Loads Only
Mcr: Cracking = 59.2 ft-k
Ms:Max DL+LL = 68.9 ft-k
R1 = (Ms:DL+LL)/Mcr = 0.859
Ms:Max DL+LL+ST = 54.1 ft-k
R2 = (Ms:DL+LL+ST)/Mcr= 1.093
I:eff... Ms(DL+LL) = 14,406 in^4
I:eff... Ms(DL+LL+ST) = 20,736 in^4
STATIC SECTION ANALYSIS
For Evaluation of 'Mn' Moment Capacity: Center Left Right
X : Neutral Axis = 3.00 3.00 3.00
a = beta * x = 2.55 2.55 2.55
Compression in Concrete = 117.23 117.236 117.236
Sum [Steel comp. forces] =
Tension in Reinforcing =
To Determine Mn, Use...
Sections w/Tension Steel Only ----» Mn = T * (d-a/2)
With Tension & Compression --» Mn = Cc * (d-a/2) + Sum(Cs*(d-d')
For Evaluation of Max. As For
X-Balanced
Xmax = x * max %
a -max = beta*Xmax
Compression in Concrete
Sum [Steel comp. forces]
Total Compressive Force
As Max.= Tot Force / fy
Ductile
in
in
kips
kips
-117.2 -117.23 -117.23 kips
Failure:
11.84
8.88
10.06
346.4
59.7
406.1
6.77
11.84
8.88
10.06
346.4
59.7
406.1
6.77
11.84
8.88
10.06
346.4
59.7
406.1
6.77
in
in
in
kips
kips
kips
in^2
CAI -C2.all LAYOUT
m romm nox =max
PI 92
FOUNDATION PLAN
P4
pS
PALOS VERDES ENGINEERING CORPORATION
Consulting Structural Engineers
27520 1 1AWT11011NE UDULEVAIID. SUITE 130 • ROILING HILLS ESTATES, CA90274
TELEPHONE (310) 541-5055 • FAx (310) 541-0321
4 ,o pi LE D E51c,r1
9, i VI eritA L
PILE
LOAD
J0u
SIIEET NO 7 OF
CALCULATED DY T 5<'"
CHECKED DY
SCAT c
DATE 57 I ci/t
DATE
T- 500 P5F ( 1'loaCAL 1 NG.)
2nr. coo = 2-rr<I.25'-r5coPsr
_ 'fig 27 P
P) 0/2 g 1378 Pfl' r 171
Pz z- (4-.-137S 17') _
137fb X 171 =
Pq ("2x 1378r 11')4CI)9.4 1378r IT35')4W78'(3,t l)
PS 2 - 0/2, 137gc 15.76-')
P6 02/x I3784 I5,70'L 1'9,,1378Y I g')
P. zk C )►.•' 1378, 15') t.
P$ ("/). • 137b" Ig')-(112.)37(x 12')
Ii CPI .< )379 ' 121i L 1',.. 1379(11,S' )
PIO C i)2 137h, 14,CI,L1/7- 17$. 133')
pig C51)
1.2 LATEQAL
Au
KEDOIMK
L—F► r "5_o„
Ik713"
= 231926't
23,42e
• 27)3R
= 21)76,9
• 23,ZSq I
211)901n
• 20 T67ol
• I$,2cii''
• 19,212z
V= loop P[.r- 7,5' = 7Soo
M = 75 oo4 [ 1. L7.5'/2 )] ; 12 = 727►500 n. lb
As - 787,So0 _ 1.�31n2
Tsjd o,29.21%orowZ2.b
ASLMIMo = 20o
6o, 000
x 26.6., Z2.4 _ LOG,A
FMB
3=0"
6"-
G_0"
s'-9"
6 - D„
6 _ III
5' 6"
-'-G„
ZG
USE g-a6
PALOS VERDES ENGINEERING CORPORATION54
Consulting Structural Engineers SIIEET Nr of
27520IIAwnwnNEUouLEVAnO.SUITE130 • fOLUNCHILLS ESTATES.CA90274 CALCULATED OY PS DATE 57I5")/6
TELEPHONE (310) 541-5055 • fax MO) 541-0321 CHECKED DY DAT6 .
SCAL!
V4 =24 JFC, bJ
0.8 S" - C3o0o112' 26. 6. 2Z .6
V. = SS.9'7» .Vu. > usE •tt 4 rlus ('12''a.c.
UsE 3 o" 0 PILE IL)/ 8 # 8
VEiZT, `i TIES a' 12 "a.c,
EMf3. ' 4 D FOR. LATEII2AI. = }D'- 2
USE r'i . I G - FMB ;r sEE ENE>?CA LL
- ~ �- AmAL'rsIS . Ft.. 9
Palos Verdes Engineering Corp.
27520 Hawthorne Blvd, Ste 130
Rolling Hills Estates, CA 90274
(310) 541-5055
FAX (310) 541-0321
Title : ALiocCo
Scope :
Number: 2-9s-S%
Misc :
Dsngr :
Date:15-May-96
DESIGN OF EMBEDDED POLE FOOTINGS
Page i
DESCRIPTION
» Allocco Residence
» Pile Embedment
ALLOW PASSIVE psf 400
MAX PASSIVE psf 4,000
LOAD DURATION FACTOR 1
POINT LOAD
LOAD Ht.
DIST. LOAD
START HT.
END HT.
WIDTH/DIAMETER
CIRCULAR ?
RESTRAINED ?
SUMMARY
lbs
ft
#/ft
ft
ft
7,500
in
y/n y
y/n N
8.75
30
N N
N N
Moments @ Surface:
Point Load ft-# 65,625
Uniform Load ft-#
... Total Moment ft-# 65,625
Total Lateral Load # 7,500
--- NON -RESTRAINED RESULTS
Min. Req'd Embedment
A(1+(1+4.36h /A)^.5)/2
A=2.34P/(S 1 b) ft 10.12 zme, CONT.OLS
Press @ 1/3 Embed.:
Actual psf 1,348
Allowable psf 1,349
RESTRAINED
Min. Req'd Embedment
(4.25 P h/S3 b)^.5 ft
Pressure @ Bottom
Actual
Allowable
Surface Restraint
Force
psf
psf
lbs
PALOS VERDES ENGINEERING CORPORATION
Consulting Structural Engineers
275201'1AW111011NE (JOULEVAIID,SUITE 130 • (TOLLING HILLS ESTATES, CA 00274
TELEPHONE (310) 541-5055 • FAx (310) 541-0321
5,0 POoL DEsICG1J
5.1 POOL [?.TALL
6C PeF
.loll (
SHEET NI I 0 of
CALCULATED DY Ps DATC S! 1c7/6
CHECKED DY DATE
SCALr
EF P= G2.1 PcF IF ruLL
.FP= Gs -Par 1r‘rO-W't
Sou_ z 30Pa' Lv'ro GUa5F
L60Tn 0 Psr
.
0
oo 'sr — 2'
op 4
II. C601- C G On. 5.311), C208o uM 2.67") ` GZ71 fI.lb = 75,283 •'1
A - 11 _ 75,2,g3 ► n
jsj a 24,000A Al (.2) dSC' 12110,t 112 J
0,59, 1hz -V USE tf 6-& 6''o,c, Vr. 2i, (AA= 0,61
bSE 8a".(vALL cu !
.f S 6"o,c, VECT,
Se " 21z
I� o.c. 1-1 u
►b •
Page 8 Project Number 5012-94
Foundation Desian
A deep foundation system shall be utilized for the support of the proposed retaining
wall. These foundations shall be designed with a safe bearing capacity of 2,500 psf for
a minimum embedment of 24 inches into competent bedrock material with a minimum
width of 12 inches. Alternatively, deep foundations resisting axial loads may utilize an
allowable skin friction value of 500 psf along the embedded portion into firm bedrock.
This value may be increased one third in consideration of short term loading from wind
and seismic forces.
Lateral resistance in firm bedrock may be obtained using an equivalent fluid pressure
value of 400 psf per foot of depth below the bedrock contact. The bottom of the
excavations should be kept reasonably free of loose or sloughed material. Caissons
should be alternately poured with a minimum 10 hours spacing between adjacent
caissons. Drilled piers shall be inspected and poured immediately after drilling. Pier
excavation shall not remain open overnight. The drilling of the caissons should be
performed under the supervision of a representative of this firm.
The following values may be utilized in resisting lateral loads imposed on the wall
structure. Requirements of the current Uniform Building Code should be adhered to
when the coefficient of friction and passive pressures are combined:
Coefficient of Friction - 0.35
Equivalent Passive Fluid Pressure = 200 lbs./cu.ft.
Maximum Passive Pressure = 2,000 lbs./sq.ft.
The passive pressure recommendations are valid only for either competent native
soils and/or compacted fill soils.
Settlement Analysis
Resultant pressure curves for the consolidation tests are shown on Plate B.
Computations utilizing these curves and the recommended safe bearing capacities
reveal that the foundations will experience settlements on the order of 1/2 inch and
differential settlements of less than 1/4 inch.
NorCal Engineering