725, Addition to SFR with encroachm, Studies & ReportsBOLTON ENGINEERING
1111 CORPORATION
707 SILVER SPUR ROAD, SUITE 201
ROLLING HILLS ESTATES, CA. 90274
16, PH: (310) 544-6010
FAX: (310) 544-0458
job title:
Negri Caisson Design
#9 Packsaddle Road East
Rolling Hills, Ca 90274
STRUCTURAL_-. ALCULATIONs•
Caisson Retanin. Wall
and Popt Desi n
PREPARE D..BY:
,
BOLTON ENGINEERING CORD
job no.: 6200_ _
date: 2 / 12 /09
by: Sc
sheet of
BOLTON ENGINEERING
CORPORATION
707 SILVER SPUR ROAD, SUITE; 201
ROLLING HILLS ESTATES, CA. 90274
PH: (310) 544-6010
FAX: (310) 544-0458'
job title: Negri Caisson Design
#9 Packsaddle Road East
Rolling Hills, Ca 90274
TABLE OF CONTENTS
1. Data P9 2 .......
2. ! s3ds pg.3
3. Caisson Retaining Wa l Pg 4
4. Grade Beam 1 Design, Pg.1"1"
-5. Qne-V!ay Slab Peeign Pg. 1
6. Grade Beam 2 Design Pc�.15
job no.: 6200
date: 2 / 12 /09
by: Sc
,sheet of
BOLTON ENGINEERING job title. Negri Caisson Design job no.: 6200
CORPORATION #9 Packsaddle Road East
date: 2 / 2 /09
707 SILVER SPUR ROAD, SUITE:201 Rolling Hills, Ca 90274 —
ROLLING HILLS ESTATES, CA. 40274 by: SC
I ---- ...
PH: (310) 544-6010 .... ,..... ,.
FAX: (310) 544-0458' sheet of
1. DATA
STANDARD:
21)07 California Building Code
CONCRETIE: 2 500 psi minimum at 28 days, or as specified herEin
REINFORC ING STEEL: Grade 60 Steel, Fy-h59,000psi
MASONRY
1,500 psi, special inspection
STRUCTURAL STEEL: A36, 36 ksi yield strength
BOLTS: A307, minimum
TIMBER: NOT APPLICABL
BOLTON ENGINEERING
CORPORATION
707 SILVER SPUR ROAD, SUITE 201
ROLLING HILLS ESTATES, CA. 90274
PH: (310) 544-6010
FAX: (310) 544-045&
2. LOADS
job title:,
SOIL LOADING:
EQUIVALENT FLUID PRESSURE = 45.PCF
CREEP LOAD1000LB/FT
PASSIVE PRESSURE= 500LB/S,F TO 500.0LB/FT
DENSITY OF WATER = 62.4 LB/C.F.
Negri Caisson Design
#9 Packsaddle Road East
Rolling Hills, Ca 90274
job no.: 6200
date: 2 / 12 /09
by: Sc
sheet of
BOLTON ENGINEERING
CORPORATION
707 SILVER SPUR ROAD, SUITE 201
ROLLING HILLS ESTATES, CA. 90274
(310) 544.601,0
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BOLTON ENGINEERING
CORPORATION
707 SILVER SPUR ROAD, SUITE 201
ROLLING HILLS ESTATES, CA. 90274
(310) 544-6010
6 tCiba
job title:
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CORPORATION
707 SILVER SPUR ROAD, SUIT i 201
ROLLING HILLS ESTATES, CA. 90274 4¢ /LI itifr
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date: —741frg
by: ,pte,
:sheet
ot
(00451t) eg,i1/44057rfte-Jerr---e:54-) I
/)' .5ft;17t--
Title :
Dsgnr:
Description :
Job #
Date: 5:10PM, 11 JUL 08
Scope:
1
Rev: 580002
User: KW-0507670. Ver 5.8.0. 1-Dec-2003Page 1 .1
(c)1983-2003 ENERCALC Engineering Software : Pole Embedment in Soil
9 9 retaining walLecw:Calculations
Description CAISSON EMBEDMENT
General Information
Allow Passive
Max Passive
Load duration factor
Pole is Circular
Diameter
No Surface Restraint
Moments @ Surface...
Point load
Distributed load
Without Surface Restraint...
Required Depth
Press @ 1/3 Embed...
Actual
Allowable
500.00 pcf
5,000.00 psf
1.000
24.000 in
117526.50 ft-#
18,000.00
15.625 ft
2,000.00 psf
2,000.00 psf
Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC 1805.7.2, 2003 NFPA 5000 36.4.3
Applied Loads...
Point Load 11,025.00 lbs
distance from base 10.660 ft
Distributed Load
distance to top
distance to bottom
Total Moment
Total Lateral
1,000.00 #/ft
6.000 ft
0.000 ft
135,526.50 ft-#
17,025.00 lbs
Title :
Dsgnr:
Description :
Scope :
Rev: 580010
User: KW-0607670, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design
(c)1983-2003 ENERCALC Engineering Software
Description
.CAISSON DESIGN
General Information
Span
Depth
Width
Job #
Date: 11:29AM, 12 FEB 09
Page 1
retaining wall.ecw:Calculations
Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Beam Weight Not Added
Reinforcing
14.00 ft
16.800 in
18.000 in
Rebar @ Center of Beam...
Count Size 'd' from Top
#1 5 8 3.00in
#2 5 8 13.80 in #2
Load Factoring
f'c
Fy
Concrete Wt.
Seismic Zone
End Fixity
2,500 psi
60,000 psi
145.0 pcf
0
Fixed -Free
Live Load not acting with Short Term
Rebar @ Left End of Beam...
Count Size 'd' from Top
#1 5 8 13.80 in
3.00 in
5
8
Rebar @ Right End of Beam...
Count Size 'd' from Top
#1 5 8 3.00 in
8 13.80 in
#2 5
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
[Concentrated Loads
#1
#2
Dead Load
11.000 k
7.350 k
Span = 14.00ft, Width= 18.00in Depth = 16.80in
-179.70 k-ft
204.26 k-ft
Shear Stirrups...
Stirrup Area @ Section
Region
Max. Spacing
Max Vu
Maximum Moment : Mu
Allowable Moment : Mn*phi
Maximum Shear : Vu
Allowable Shear : Vn*phi 65.99 k
0.440 in2
0.000 2.333
6.900 6.900
25.690 25.690
Bending & Shear Force Summary
Bending...
@ Left End
@ Right End
Shear...
@ Left End
@ Right End
Deflection
Mn*Phi
204.26 k-ft
204.26 k-ft
Vn*Phi
65.99 k
21.11 k
25.69 k
Live Load
k
k
4.667
6.900
15.400
Mu, Eq. C-1
Short Term
Location
k 9.330 ft
k 3.500 ft
Beam Design OK
Maximum Deflection -0.8698 in
Max Reaction @ Left
Max Reaction @ Right
-179.70 k-ft
0.00 k-ft
Vu, Eq. C-1
25.69 k
0.00 k
Deflections... . Upward .
DL + [Bm Wt] 0.0000 in at 0.0000 ft
DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft
DL + LL + ST + [Bm Wt] I 0.0000 in at 0.0000 ft
Reactions... a Left
DL + [Bm Wt]] 18.350 k
DL + LL + [Bm Wt] 18.350 k
DL+LL+ST+[Bm Wt] 18.350 k
7.000 9,333
6.900 6.900
15.400 15.400
18.35 k
11.667
Not Req'd
0.000
0.00 k
14.000 ft
Not Req'd in
0.000 k
Mu, Eq. C-2 Mu, Eq. C-3
-134.77 k-ft
0.00 k-ft
Vu, Eq. C
19.27 k
0.00 k
Cad Rioht
0.000 k
0.000 k
0.000 k
-115.52 k-ft
0.00 k-ft
Vu, Eq. C
16.52 k
0.00 k
. Downward .
-0.8698 in at 14.0000ft
-0.8698 in at 14.0000ft
-0.8698 in at 14.0000ft
Title :
Dsgnr:
Description :
Scope :
Rev: 580010
User: KW-0607670, Ver5.8.0. 1-Dec-2003 Concrete Rectangular & Tee Beam Design
(c)1983-2003 ENERCALC Engineering Software
Description .CAISSON DESIGN
Section Analysis
Evaluate Moment Capacity...
X : Neutral Axis
a = beta * Xneutral
Compression in Concrete
Sum [Steel comp. forces]
Tension in Reinforcing
Find Max As for Ductile Failure...
X-Balanced
Xmax = Xbal * 0.75
a -max = beta * Xbal
Compression in Concrete
Sum [Steel Comp Forces]
Total Compressive Force
AS Max = Tot Force / Fy
Actual Tension As
Additional Deflection Calcs
Neutral Axis
!gross
[cracked
Elastic Modulus
Fr=7.5*f'c".5
Z:Cracking
Z:cracking > 175 : No Good!
Eff. Flange Width
ACI Factors (per ACI 318-02, applied
ACI C-1 & C-2 DL
ACI C-1 & C-2 LL
ACI C-1 & C-2 ST
....seismic = ST*:
1.400
1.700
1.700
1.100
Center
4.320 in
3.672 in
140.454 k
96.610 k
-237.000 k
8.167 in
6.126 in
6.942 in
199.156 k
166.952 k
366.108 k
6.102 in2
3.950 OK
Job #
Date: 11:29AM, 12 FEB 09
Page 2
retaining wall.ecw:Calculations
Left End
4.320 in
3.672 in
140.454 k
96.610 k
-237.000 k
8.167 in
6.126 in
6.942 in
199.156 k
166.952 k
366.108 k
6.102 in2
3.950 OK
Riaht End
4.320 in
3.672 in
140.454 k
96.610 k
-237.000 k
8.1673 in
6.126 in
6.942 in
199.156 k
166.952 k
366.108 k
6.102 in2
0.000 OK
5.280 in
7,112.45 in4
4,009.75 in4
2,850.0 ksi
375.000 psi
183.830 k/in
18.00 in
Mcr
Ms:Max DL + LL
R1 = (Ms:DL+LL)/Mcr
Ms:Max DL+LL+ST
R2 = (Ms:DL+LL+ST)/Mcr
I:eff... Ms(DL+LL)
I:eff... Ms(DL+LL+ST)
internally to entered loads)
ACI C-2 Group Factor
ACI C-3 Dead Load Factor
ACI C-3 Short Term Factor
0.750
0.900
1.300
26.46 k-ft
128.35 k-ft
0.206
128.35 k-ft
0.206
4,036.933 in4
4,036.933 in4
Add"I "1.4" Factor for Seismic
1.400
Add"I "0.9" Factor for Seismic 0.900
f Rev. 580018
l User: KW-0607670. Ver 5.8.0. 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description 5 FT RW
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Soil Density
Wind on Stem
Design Summary
= 5.00ft
= 0.00 ft
0.00 : 1
= 0.00 in
110.00 pcf
0.0 psf
Title : Job #
Dsgnr: Date: 5:04PM, 11 JUL 08
Description :
Scope :
Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Cantilevered Retaining Wall Design
Total Bearing Load = 2,31 Ibs
...resultant ecc. = 7.03 in
Soil Pressure @ Toe = 1,325 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
ACI Factored @ Heel
Footing Shear @ Toe
Footing Shear @ Heel
Allowable
Wall Stability Ratios
Overturning
Sliding
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force = 1,102.5 Ibs
less 100% Passive Force - 1,085.1 lbs
less 100% Friction Force= - 694.2 Ibs
Added Force Req'd
....for 1.5 : 1 Stability = 0.0 Ibs OK
Footing Design Results
= 1,661 psf
= opsf
= 16.1 psi
= 18.9 psi
= 76.0 psi
= 2.05 OK
= 1,61 (Vertical Co
foil Data
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure =
Toe Active Pressure =
Passive Pressure =
Water height over heel =
Footingj!Soil Friction =
Soil height to ignore
for passive pressure
Stem Construction
Design height
OK
OK
Factored Pressure =
Mu' : Upward =
Mu' : Downward =
Mu: Design =
Actual 1-Way Shear =
Allow 1-Way Shear =
Toe Reinforcing =
Heel Reinforcing =
Key Reinforcing
0.0 lbs OK
Toe I Heel
1,661 0 psf
1,940 0 ft-#
292 1,825 ft-#
1,648 1,825 ft-#
16.09 18.86 psi
76.03 76.03 psi
None Spec'd
None Spec'd
None Spec'd
45.0 psf/ft
30.0 psf/ft
500.0 psf/ft
0.0 ft
0.300
= 0.00 in
ft=
Wall Material Above "Ht" =
Thickness =
Rebar Size =
Rebar Spacing =
Rebar Placed at =
Design Data
fb/FB + fa/Fa
Total Force @ Section Ibs =
Moment....Actual ft-# =
Moment Allowable =
Shear Actual psi =
Shear Allowable psi =
Bar Develop ABOVE Ht. in =
Bar Lap/Hook BELOW Ht. in =
Wall Weight =
Rebar Depth 'd' in =
Masonry Data
f'm psi =
Fs psi =
Solid Grouting
Special Inspection
Modular Ratio 'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type = Normal Weight
Concrete Data
f'c psi =
Fy psi =
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S * Fr
Heel: Not req'd, Mu < S * Fr
Key: Not req'd, Mu < S * Fr
Page 1
retaining walLecw Calculatwns
Footing Strengths & Dimensions
f c = 2,000 psi
Min. As %
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe =
Cover @ Top =
Top Stem
Stem OK
0.00
Masonry
8.00
# 4
12.00
Edge
0.913
810.0
1,620.0
1,775.0
15.1
38.7
24.00
8.57
84.0
5.00
1,500
24,000
Yes
Yes
= 25.78
= 1.000
in = 7.60
5
Fy = 60,000 psi
0.0014
1.50 ft
2.00
3.50
12.00 in
12.00 in
13.00 in
0.00 ft
3.00 in @ Btm.= 3.00 in
Title :
Dsgnr: Date: 5:04PM, 11 JUL 08
Description :
Job #
Rev: 580018
I User. KW-0607670, Ver 5.8.0, 1-Dec-2003
(c)1983.2003 ENERCALC Engineering Software
a
Description 5 FT RW
Summary of Overturnin
Item
Heel Active Pressure =
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stern Above Soil =
SeismicLoad
Scope : ' u
Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Cantilevered Retaining Wall Design
& Resisting Forces & Moments
Force
Ibs
OVERTURNING
Distance
ft
1,102.5 2.33
Total = 1,102.5
Resisting/Overturning Ratio
Moment
ft-#
2,572.5
O.T.M. = 2,572.5
2.05
Vertical Loads used for Soil Pressure = 2,313.8 Ibs
Vertical component of active pressure used for soil pressure
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe
Surcharge Over Toe
Stem Weight(s) _
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component
Total =
Page 2
retaining wall.ecw Calculations
RESISTING
Force Distance
Ibs ft
880.0 2.83
0.00
504.0 1.83
525.0 1.75
162.5 0.50
242.3 3.50
2,313.8 Ibs R.M.=
Moment
ft-#
2,493.3
924.0
918.7
81.2
848.2
5,265.5
Title :
Dsgnr:
Description :
Job #
Date: 5:04PM, 11 JUL 08
Scope :
Rev: 580010
User. KW-0607670. Ver 5.8.0. 1-Dec-2003 Concrete Rectangular & Tee Beam Design
(c)1983-2003 ENERCALC Engineering Software •9 9
, ,,,mz „�.,,.. u-a, 9m.:•-' rZs =-,..,aru-...ran .. ,vwrai.�a,.�r. ,ram. ,mot .am.-- h,:a..,v.,,.o .r ,,. e,...t, r...z,.: ,'�q'.�•.
Description GRADE BEAM DESIGN ((rat
General Information
Span
Depth
Width
Beam Weight Not Added
Reinforcing
Rebar @ Center of Beam...
Count Size `d' from Top
#1 2 6 21.00in
#2 2 6 3.00 in
10.00 ft
24.000 in
24.000 in
Load Factoring
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Uniform Loads
Dead Load
2.200 k
1t
Page 1
retaining wall.ecw•Calculations
Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 112
fc 2,500 psi
Fy 60,000 psi
Concrete Wt. 145.0 pcf
Seismic Zone 0
End Fixity Pinned -Pinned
Live Load not acting with Short Term
Rebar @ Left End of Beam...
Count Size 'd' from Top
#1 2 6 21.00 in
#2 2 6 3.00 in
Rebar @ Right End of Beam...
Count Size 'd' from Top
#1 2
#2 2
6 21.00 in
6 3.00 in
#1
Live Load
k
Short Term
k
Span = 10.00ft, Width= 24.00in Depth = 24.00in
Maximum Moment : Mu 38.50 k-ft
Allowable Moment : Mn*phi 85.51 k-ft
Maximum Shear : Vu 10.10 k
Allowable Shear : Vn*phi 42.84 k
Shear Stirrups...
Stirrup Area @ Section 0.440 in2
Region 0.000 1.667 3.333
Max. Spacing Not Req'd Not Req'd Not Req'd
Max Vu 10.102 10.102 5.174
Bending & Shear Force Summary
Bending...
@ Center
@ Left End
@ Right End
Shear...
@ Left End
@ Right End
Mn*Phi
85.51 k-ft
85.51 k-ft
85.51 k-ft
Vn*Phi
42.84 k
42.84 k
Deflection
Deflections...
DL + [Bm Wt]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL+LL+ST+]BmWt]
Start
0.000 ft
iE
End
10.000 ft
Beam Design OK
Maximum Deflection -0.0063 in
Max Reaction @ Left
Max Reaction @ Right
5.000
Not Req'd
5.051
Mu, Eq. C-1
38.50 k-ft
0.00 k-ft
0.00 k-ft
Vu, Eq. C-1
10.10 k
9.98 k
6.667
Not Req'd
5.051
Mu, Eq. C-2
28.87 k-ft
0.00 k-ft
0.00 k-ft
Vu, Eq. C-.
7.58 k
7.48 k
11.00 k
11.00 k
8.333
Not Req'd
9.979
. Upward
0.0000 in at
0,0000 in at
0,0000 in at
Cad Left
11.000 k
11.000 k
11.000 k
0.0000 ft
0.0000 ft
0.0000 ft
(cry Riaht
11.000 k
11.000 k
11.000 k
10.000 ft
Not Req'd in
9.979 k
Mu, Eq. C-3
24.75 k-ft
0.00 k-ft
0.00 k-ft
Vu, Eq. C-
6.49 k
6.42 k
. Downward .
-0.0063 in at 5.0000ft
-0.0063 in at 5.0000ft
-0.0063 in at 5.0000ft
Title :
Dsgnr:
Description :
Scope :
Rev: 580010
User: KW-0607670, Ver 5,8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design
(c)1983-2003 ENERCALC Engineering Software
Description
GRADE BEAM DESIGN
Section Analysis
Evaluate Moment Capacity...
X : Neutral Axis
a = beta* Xneutral
Compression in Concrete
Sum [Steel comp. forces]
Tension in Reinforcing
Find Max As for Ductile Failure...
X-Balanced
Xmax = Xbal * 0.75
a -max = beta * Xbal
Compression in Concrete
Sum [Steel Comp Forces]
Total Compressive Force
AS Max = Tot Force / Fy
Actual Tension As
Additional Deflection Calcs
Neutral Axis
Igross
(cracked
Elastic Modulus
Fr=7.5*f'c".5
Z:Cracking
Eff. Flange Width
Center
2.045 in
1.738 in
88.651 k
0.000 k
-88.553 k
12.429 in
9.321 in
10.564 in
404.084 k
50.050 k
454.134 k
7.569 in2
1.760 OK
3.555 in
27,648.00 in4
3,087.25 in4
2,850.0 ksi
375.000 psi
128.977 k/in
24.00 in
j ACI Factors (per ACI 318-02, applied internally to entered loads)
ACI C-1 & C-2 DL
ACI C-1 & C-2 LL
ACl C-1 & C-2 ST
....seismic = ST * :
1.400
1.700
1.790
1,100
Left End
2.045 in
1.738 in
88.651 k
0.000 k
-88.553 k
12.429 in
9.321 in
10.564 in
404.084 k
50.050 k
454.134 k
7.569 in2
0.000 OK
Mcr
Ms:Max DL + LL
R1 = (Ms:DL+LL)/Mcr
Ms:Max DL+LL+ST
R2 = (Ms:DL+LL+ST)/Mcr
l:eff... Ms(DL+LL)
I:eff... Ms(DL+LL+ST)
ACI C-2 Group Factor
ACI C-3 Dead Load Factor
ACI C-3 Short Term Factor
Job #
Date: 5:04PM, 11 JUL 08
I'�
Page 2
retaining walLecw:Calcuations ,
Right End
2.045 in
1.738 in
88.651 k
0.000 k
-88.553 k
12.4286 in
9.321 in
10.564 in
404.084 k
50.050 k
454.134 k
7.569 in2
0.000 OK
72.00 k-ft
27.50 k-ft
2.618
27.50 k-ft
2.618
27,648.000 in4
27,648.000 in4
0.750 Add"I "1.4" Factor for Seismic 1.400
0.900 Add"I "0.9" Factor for Seismic 0.900
1.300
BOLTON ENGINEERING job title: lie6(41 De_5
CORPORATION -41, Hol Mete eti
707 SILVER SPUR ROAD, SUIT s 201
Sal% RcA wo\-,i cr., 4027
ROLLING HILLS ESTATES, CA. 90274
(310) 544-6010
M A X 't-S1-ts.-N rz..•
L-1402. (fik) itBsunir e waa_p_eeni-
uovi_ = GO F (10i) ISO .. 15/fir' + .#6-t-Cc4,Lifb/r.r3)= szq
_tn),L= 52.L1 O; sorr) 0.261 %-/-
4o4-0
2-11 Mt. 5U1S ---- "0_ cutve
itaAM Gow ): iv041-K JpJ /8 FT
__14t1152111)/W1 ( /2 rf).--.2i38 .)4%r- 0,c6.zg'/Fr
job no.: (01.0C.,
date: ii2Voy
by: 5)flC,
sheet t .7.7) of
0 5t. - (0_13#1111A earratv•. oc- . IAI-___dtganzt,5 to, 701, or 61_th
0 0
Rev: 580001
User: KW-0607670. Ver 5,8.0, 1-Dec-2003
(0)1983-2003 ENERCALC Engineering Software
Description
Title :
Dsgnr:
Description :
Scope :
Multi -Span Concrete Beam
One Way Slab (Multi Span)
General Information
Fy
tc
60,000.0 psi
2,500.0 psi
Concrete Member Information
Job #
Date: 9:19AM, 28 JAN 09
13
Page 1
retaining wall.ecw:Calculations
Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Spans Considered Continuous Over Supports ACI Dead Load Factor
Stirrup Fy 40,000.0 psi ACI Live Load Factor
Description ian One Way Slaban One Way Slabian One Way Slabian One Way Slab
Span ft 12.00 12.00 12.00 12.00
Beam Width in 6.00 6.00 6.00 0.50
Beam Depth in 12.00 12.00 12.00 12.00
End Fixity Pin -Pin Pin -Pin Pin -Pin Pin -Pin
Reinforcing Center Area 0.44in2 0.44in2 0.44in2 0.44in2
Bar Depth 6.00in 6.00in 6.00in 6.00in
Left Area 0.44in2 0.44in2 0.44in2 0.44in2
Bar Depth 6.00in 6.00in 6.00in 6.00in
Right Area 0.44in2 0.44in2 0.44in2 0.44in2
Bar Depth 6.00in 6.00in 6.00in 6.00in
As>0.75Rhob
Loads
. ..
Using Live Load This Span ?? No
0 262
Dead Load
Live Load
Results
k/ft
k/ft
1.40
1.70
No
0.262
No
Yes
0.262 0.262
Beam dK Beam OK Beam OK Overstress
Mmax @ Cntr k-ft 4.05
@ X = ft 4.72
Mn * Phi k-ft 9.83
Max @ Left End k-ft 0.00
Mn * Phi k-ft 9.83
Max @ Right End k-ft -5.71
Mn * Phi k-ft 9.83
Shear @ Left k
Shear @ Right k
Reactions & Deflections
MOW
DL @ Left
LL @ Left
Total @ Left
DL @ Right
LL @ Right
Total @ Right
Max. Deflection
@ X =
Inertia : Effective
Shear Stirrups
Stirrup Rebar Area in2 0.400 0.400 0.400 0.400
Spacing @ Left in 3.00 3.00 3.00 0.00
Spacing @ .2*L in Not Req'd Not Req'd Not Req'd 0.00
Spacing @ .4*L in Not Req'd Not Req'd Not Req'd 1.50
Spacing @ .6*L in Not Req'd Not Req'd Not Req'd Not Req'd
Spacing @ .8*L in 3.00 Not Req'd 3.00 1.50
Spacing @ Right in 3.00 3.00 3.00 1.50
Bending OK
1.72
2.68
2.01 1.67 3.77
6.48 5.36 7.44
9.83 9.83 1.35
-5.71 -3.56 -6.47
9.83 9.83 1.35
-3.56 -6.47 0.00
9.83 9.83 1.35
Bending OK Bending OK Bending NG
2.38 1.96 2.74
2.02 2.44 1.66
k 1.23 3.61 2.84 3.70
k 0.00 0.00 0.00 0.00
k 1.23 3.61 2.84 3.70
k 3.61 2.84 3.70 1.19
k 0.00 0.00 0.00 0.00
k 3.61 2.84 3.70 1.19
in -0 024 -0.008 -0.005 -0.737
ft 5.28 6.56 5.12 6.88
in4 864.00 864.00 805.72 24.88
0 al
e USS �r ‘ji F AQ i "0 " '�• C . to / /2 PE ,5[,,A
Rev: 580001
User: KW-0607670, Ver 5,8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description One Way Slab (Multi Span)
Query Values
Location
Moment
Shear
Deflection
Title :
Dsgnr:
Description :
Scope :
Multi -Span Concrete Beam
ft .00 0.00 0.00 0.00
k-ft 0.0 -5.7 -3.6 -6.5
k 1.7 2.4 2.0 2.7
in 0.0000 0.0000 0.0000 0.0000
Job #
Date: 9:19AM, 28 JAN 09
ItA
Page 2
retaining wall.ecw:Calculations
Title :
Dsgnr:
Description :
Scope :
Rev: 580010
User: IMl-0607670, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design
(c)1983-2003 ENERCALC Engineering Software
Job #
Date: 9:16AM, 28 JAN 09
is
- -Page 1
retaining wall.ecw Calculations
Description GRADE BEAM SUPPORTING POOL ((,.-132�
General Information
Span
Depth
Width
20! 00 ft
30.000 in
24.000 in
Beam Weight Added Internally
Reinforcing
Code Ref: AC1 318-02, 1997 UBC, 2003 IBC, 2003 NFPA5000
f'c 2,500 psi
Fy 60,000 psi
Concrete Wt. 145.0 pcf
Seismic Zone 0
End Fixity Fixed -Fixed
Live Load acts with Short Term
Rebar @ Center of Beam...
Count Size 'd' from Top
#1 4 6 27.O0in
#2 4 8 2.00 in
Load Factoring j
Rebar @ Left End of Beam...
Count Size 'd' from Top
#1 4 6 27.00 in
#2 4 8 2.00 in
Rebar @ Right End of Beam...
Count
#1 4
#2 4
Size
6
8
'd' from Top
27.00 in
2.00 in
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Uniform Loads
#1
Dead Load
6.280 k
Live Load
k
Span = 20.00ft, Width= 24.00in Gepth = 30.00in
Maximum Moment : Mu -326.90 k-ft
Allowable Moment : Mn*phi 372.51 k-ft
Maximum Shear : Vu 75.32 k
Allowable Shear : Vn*phi 101.62 k
Shear Stirrups...
Stirrup Area @ Section 0.440 in2
Region 0.000 3.333
Max. Spacing 13.500 13.500
Max Vu 75.318 65.903
Bending & Shear Force Summary
Bending...
@ Center
@ Left End
@ Right End
Shear...
@ Left End
@ Right End
LDeflection
Deflections...
DL + [Bm Wt]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Mn*Phi
205.66 k-ft
372.51 k-ft
372.51 k-ft
Vn*Phi
101.62 k
101.62 k
�5E q4(0 8 fil35
o
Short Term
k
6.667
13.500
32.952
Start
0.000 ft
End
20.000 ft
Beam Design OK
Maximum Deflection -0.0830 in
Max Reaction @ Left
Max Reaction @ Right
Mu, Eq. C-1
163.45 k-ft
-326.90 k-ft
-326.90 k-ft
Vu, Eq. C-1
75.32 k
74.53 k
. Uoward
0.0000 in at
0.0000 in at
0.0000 in at
@ Left
70.050 k
70.050 k
70.050 k
0.0000 ft
0.0000 ft
0.0000 ft
10.000
13.500
32.167
13.333
13.500
32.167
Mu, Eq. C-2
122.59 k-ft
-245.17 k-ft
-245.17 k-ft
Vu, Eq. C-;
56.49 k
55.90 k
Riaht
70.050 k
70.050 k
70.050 k
70.05 k
70.05 k
16.667
13.500
65.118
20.000 ft
13.500 in
74.533 k
Mu, Eq. C-3
105.07 k-ft
-210.15 k-ft
-210.15 k-ft
Vu, Eq. C-:
48.42 k
47.91 k
. Downward .
-0.0830 in at 10.0000ft
-0.0830 in at 10,0000ft
-0.0830 in at 10.0000ft
i ,S• 0/ 4rU V r' J rb aF feg
Title :
Dsgnr:
Description :
Scope :
Rev: 580010
User: KW-0607670, Ver 5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design
(c)1983-2003 ENERCALC Engineering Software
Description GRADE BEAM SUPPORTING POOL (( 3z)
Section Analysis
Evaluate Moment Capacity...
X : Neutral Axis
a = beta * Xneutral
Compression in Concrete
Sum [Steel comp. forces]
Tension in Reinforcing
Find Max As for Ductile Failure...
X-Balanced
Xmax = Xbal * 0.75
a -max = beta * Xbal
Compression in Concrete
Sum [Steel Comp Forces]
Total Compressive Force
AS Max = Tot Force / Fy
Actual Tension As
Additional Deflection Calcs
Neutral Axis
(gross
!cracked
Elastic Modulus
Fr=7.5*f'c^.5
Z:Cracking
Z:cracking > 175 : No Good!
Eff. Flange Width
ACI Factors (per ACI 318-02, applied
ACI C-1 & C-2 DL
ACI C-1 & C-2 LL
ACI C-1 & C-2 ST
....seismic = ST * :
1.400
1.700
1.700
1.100
Center
2.150 in
1.827 in
93.202 k
12.465 k
-105.600 k
15.980 in
11.985 in
13.583 in
519.536 k
182.885 k
702.421 k
11.707 in2
1.760 OK
4.990 in
54,000.00 in4
17,209.51 !n4
2,850.0 ksi
375.000 psi
344.463 k/in
24.00 in
Left End
3.750 in
3.187 in
162.562 k
26.884 k
-189.600 k
16.571 in
12.429 in
14.086 in
538.779 k
101.860 k
640.639 k
10.677 !n2
3.160 OK
Mcr
Ms:Max DL + LL
R1 = (Ms:DL+LL)/Mcr
Ms:Max DL+LL+ST
R2 = (Ms:DL+LL+ST)/Mcr
I:eff... Ms(DL+LL)
I:eff... Ms(DL+LL+ST)
internally to entered loads)
ACI C-2 Group Factor
ACI C-3 Dead Load Factor
ACI C-3 Short Term Factor
Job #
Date: 9:16AM, 28 JAN 09
Page 2
retaining wall.ecw:Calculations
Riaht End
3.750 in
3.187 in
162.562 k
26.884 k
-189.600 k
16.5714 in
12.429 in
14.086 in
538.779 k
101.860 k
640.639 k
10.677 in2
3.160 OK
112.50 k-ft
233.50 k-ft
0.482
233.50 k-ft
0.482
21,324.164 in4
21,324.164 in4
0.750 Add"I "1.4" Factor for Seismic 1.400
0.900 Add"I "0.9" Factor for Seismic 0.900
1.300
Michael tiortea
Structural, Engineer
9506 Cordero Ave,, Tujung°, CA"
Phone (818) 352-6913
DAM (JON
THE APPROVAL 0
i. HOT rsr_ HELD T,. ;;,t , c! ;era
)PAOVAL. of THE via..;.;io, Or- ;, P.A ,
[ATE, COUN i i OR CITY LA;!::: 0? 0h0 ;:,..!.:.;_:,
CQ
(3 SIDES)
TYP
CL PIER
TYP
PHD
PHDS--
EQ
CL PIER AND
GRADE BM—TYP
1'=9'
H.)1
NOTE! FOR ALL ITEMS NOT SHOWN SEE DRWG S1,0
GRADE BM
3 SIDES
DIA PILE
ILE CAP
REVISED PARTIAL FOUNDATION PLAN
(NOT TO SCALE)
Project 9 PACKSADDELE RD E. Client ANDREW MOEY, ARCHITECT DRAWING
ROLLING HILLS, CA 90274 1
f
Michael Ciortea
Structural Engineer
95116 Cordero Ave, Tujunga, CA 911142 Phone (818) 352-6913
SLAB ON GRD,
REINFORCING
#4 CLOSED TIES
@8# OC
3—#5 TOP
& BOTT,
3' CLRJ
“ : 4
DATE: J1jr.1
NE APPROVAL OFF; n".Pj hNAN!..;
f.::HALL. NOT PA: i L r Ti
PPROVAL OF THE Vi0i.ATiON Or An' F'::::DERAL,
\.-rf,.,COLINT.Y.O.R.OFIV !AV'S C)iri OPDINANr,E';:.
o-
UNNOTED ITEMS PER DET 5/S3.1
GRADE BM SECTION 'A'
Project 9 PACKSADDELE RD E, ANDREV tviOEY, ARCHITECT
ROLLING HILLS, CA 90274
6" rIRR
24
EXT SLAB
OR DIRT
DRAWING
D2
Michael Ciortea
Structural Engineer
9506 Cordero Ave,, Tujunga, CA 91042
Phone (818) 352-6913
4 —#4 EACH WAY
IN PILE CAP
SLud
!. 3t-6U
-,. /Al T r- ';) _i;n r;''t!ON. 01= P.'il' : it I �
`y.��f�.. P .}.I,i(J ,JL 1. ,,, Q,��(,�ftyl.\'pi'.f.�! V A -A
i `' i.n r�Ty �:
PILE CAP REINF
PER DETAIL 4/S3.
— TYPICAL
NaiicOVESSIoik
fvt�
Exp.
ILE
RADE BEAM REINF,
ao
VERTICAL PILE REINF,
BENT 90 DEGREES
18°x24° GRADE
I" PILE CAP BEAM — SEE DETAIL
8/S3.1
Ti
7
0
cv
#3 @ 8°DC
NTIRE LENGTH &
NTO GRADE BEAM
4 — 403 VERT,
--'BARS CONTINUOUS
rrrrrrr
�li7iiririrrirrr.rrrirrr7
Sri ,,,...rrrrII.
PILE ELEVATION
BEDROCK
36" DIA. PILE
Pre ject: 9 PAC CSADDELE RD E. Client, ANDREW MDEY, ARCHITECT
ROLLING HILLS,; CA 90274
14a4401,—
IrA/r/o7
DRAWING
LQIJ T.I.N. ENGINEERING COMPANY_
Geotechnical • Structural • Environmental •
17834 Bailey Drive • Torrance, CA 90504
Tel: (310) 371-7045 Fax: (310) 371-5856 File No.: 051227
_`...
June 26, 2009
BVII
#9 Packsaddle Road East
Rolling Hills, California 90274
Attn.: Mr. Giovanni Negri
SUBJECT: Supplemental Letter No. 1 - Proposed End -Bearing Piers for Support of
Proposed House Addition at #9 Packsaddle Road East, Rolling Hills, California
REFERENCES: 1. T.I.N. Engineering Company, Limited Soil Engineering Investigation and
Report for Proposed House Addition, New Pool, and New Retaining
Wall at #9 Packsaddle Road East, Rolling Hills, California, dated June
18, 2005.
2. Willdan, Geotechnical Review, Project No. 17407-1102, dated February
23, 2009.
3. T.I.N. Engineering Company, Addendum Letter No. 1 - Response to
Willdan Geotechnical Comments, dated February 23, 2009, for
Proposed House Addition, New Pool, and New Retaining Wall at #9
Packsaddle Road East, Rolling Hills, California, dated April 9, 2009.
Dear Mr. Negri:
In accordance with the request by your project architect and the project contractor, we have
completed this supplemental letter for the proposed house addition at the subject site. It is
our understanding that the proposed house addition is to be located on the northwest side of
the existing one-story residential building at the location as shown on Site Plan, Plate 1. Fire
36-inch diameter end -bearing piers are proposed for support of the addition. The new caisson
retaining wall, approximately up to 6. feet high, is located along the top of the western
descending slope. The west side of the proposed northwestern house addition is to be located
approximately 27 to 32 feet easterly of the top of the western descending slope as shown on
Site Plan, Plate 1. In general, the foundations located within 15 to 20 feet of the top of slope
should be designed with creep loads. Therefore, design of creep loads for the proposed 36-
inch diameter end -bearing piers should not be required. However, the end-bearingpiers
should be inspected by the project geotechnical engineers in order to make sure the bottom of
the piers perfectly clean. Loose soil materials are not allowed to be left at the bottom of the
piers.
BVIHK
- 2 - June 26, 2009
Boreholes for the proposed pier footings should be cased in order to allow a person to go
down the hole to clean loose soil materials. Proper ventilation should be provided before
entering the borehole. All regulations of OSHA and other regulating authorities should be
adhered to.
All other conclusions and recommendations in the previous soil reports, References 1 and 3,
not superseded by this addendum letter, remain in effect and in force.
Thank you for this opportunity to be of service. If you have any questions regarding: this
report, please contact the undersigned at the letterhead location.
Very truly yours,
ENGINEERING COMPANY
•
Vtc-
ony S. C. Lee, M.S., P.E.
Project Engineer
TSCL:ir
Enclosures: Partial Site Plan Plate 1
Distribution: Client (5)
T.I.N. ENGINEERING COMPANY GEOTECHNICAL • STRUCTURAL • ENVIRONMENTAL
Istration: C63290
DIAPHRAGM
Frame 0 Generale
tame 0 Steel Deck
ent Frame ■ Wood
=tame 0 Others:
0 +�
is hired by me to be the
e Structural Observer is
re listed firma individual is
Date
•a
0
Cn
6\j
' .i1:6 .
0
S26
-150.:64'.
BVIHK PARTIAL SITE' PLAN
#9 PACKSADDLE ROAD EAST
ROLLING HILLS, CALIFORNIA SCALE: 1" = 20' P L
DATE: JUNE 26, 2009
JOB NO.: 051227 T.I.N. ENGINEERING COMPANY
•
0948.63
CONC;
:rh
— � 125.21'
CONC.
7h• �
- 35_nn•
. ` TRENCH DRAIN
O
0
KSADDLE
(pRIVgrE STREET) R OAD
N
Michael Ciortea
Structural Engineer
9506 Cordero Ave., Tujunga
Project: q ,° s,ek),d Cg ,6 , Date:
/2o Lcc« C 4WU
Client: f1.V 02 e4i /�l !/ ,4 Page:
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