06-2526 (BLCK) Structural Calcs1p i
QUINTA
ITY 9Fo�nFFTY DEPT.
STRUCTURAL CAS
FOR Cu1V.7 I
JOB # 04-1432-15 BY
GAT
SITE PROPERTY LINE WALL EXTfN ON
CALCULATIONS AND DETAILS
52-758 CLARET COVE
LA QUINTA, CALIFORNIA
PREPARED UNDER THE
DIRECT SUPERVISION OF.-
JEFFREY
F:
JEFFREY B. YOUNG, S.E.
PREPARED FOR
GORDONROSS
May 23, 2006
#4 VERTICAL BARS
AT 16' Or -
04 HORIZONTAL BAR
AT 16" O.G.
8" CMU SOLID
ll- of BAR
of CMU
EPDXY LAP BARS
USING SIMP50N SET
EPDXY
(SPECIAL INSPECTION
19 REWIRED FOR EPDXY
CONDITION)
5" EXISTING r1mi go
FULLY GROUTED
EXISTING *4 BARS
AT 16" O.C.
NoTg. CONTRACTOR NEEDS TO FIELD
VERIFY THE FOOTING DIMENSIONS
AND REINFORCEMENT OF EXISTING
FTG. PRIOR To THE CONSTRUCTION Of:
NEW WALL ON TOP OF EXISTING WALL
(5) #4 BAR'
DONT. MAE
TOP OF WALL Ar.,
4*
rl=-
74
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N
IL
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AL TERNATIE HOOKS
VERIFY
51TE PROPERTY LINE WALL WITH 24" EXTENSION 1 3/4' -1'-0'
YOUNG ENGINEERING 5ERVICE5
-M-604 WILDCAT DR., STE. C, PALM DESERr, CA 42211
TEL. 160-360-5-110 FAX. 360-51141
-
1 -
YOUNG ENGINEERING SERVICES
CIVIL & STRUCTURAL ENGINEERS
77-804 WILDCAT DRIVE, STE. C
er, ee PALM DESERT, CA 92211
TEL. 760-360-5770
Title : LOT 14D Job # 04-1432-09
Dsgnr: EAF Date:
Description
Scope:
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Rev: 580014
User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Cantilevered Retaining Wall Design Page 1
(c)1983-2003 ENERCALC Engineering Software lot 14d.ecw:Calculations
Description SITE PROPERTY LINE WALL WITH 24" EXTENSION
Criteria
= 1,500.0 psf
Retained Height =,
2.00 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Soil Density =
110.00 pcf
... _._........__...._.._......._..-
Soil Data
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft.
Passive Pressure
= 150.0 psf/ft
Water height over heel
= 0.0 ft
FootingIlSoil Friction
Wind on Stem = 0.0 psf Soil height to ignore
for passive pressure
Lateral Load Applied to Stem
Design Summar
Total Bearing Load = 1,394 lbs
...resultant ecc. = 5.49 in
Lateral Load
= 0.300
6.00 in
20.0 #/ft
Stem Construction I_
Design height ft =
Wall Material Above "Ht" _
Thickness -
Soil Pressure @ Toe =
890 psf OK
Rebar Size
-
Soil Pressure @ Heel =
39 psf OK
Rebar Spacing
=
Allowable =
1,500 psf
Rebar Placed at
_
-
Soil Pressure Less Than Allowable
Data
886 0 ft-#
ACI Factored @ Toe =
1,161 psf
fb/FBDesign
+ fa/Fa
_
ACI Factored @ Heel =
51 psf
Total
Total Force @Section
=
lbs =
Footing Shear @ Toe =
7.5 psi OK
Moment.... Actual
ft-# =
Footing Shear @ Heel =
7.5 psi OK
Moment..... Allowable
ft-# =
Allowable =
85.0 psi
Shear ..... Actual
psi =
Wall Stability Ratios
Overturning =
2 52 OK
Shear..... Allowable
psi =
Sliding = 1.79 (Vertical Co
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
= 317.5 lbs
less 100% Passive Force-- - 150.0 lbs
less 100% Friction Force= - 418.2 lbs
Added Force Req'd
= 0.0 lbs OK
....for 1.5 : 1 Stability
= 0.0 lbs OK
Footing Design Results
Total Footing Width
Toe Heel
Factored Pressure =
1,161 51 psf
Mu': Upward =
886 0 ft-#
Mu': Downward =
255 649 ft-#
Mu: Design =
631 649 ft-#
Actual 1 -Way Shear =
7.53 7.51 psi
Allow 1 -Way Shear =
85.00 85.00 psi
Toe Reinforcing =
None Spec'd
Heel Reinforcing =
None Spec'd
Key Reinforcing =
None Spec'd
p Stem
Footing Strengths & Dimensions
f'c = 2,500 psi
FF = 60,000 psi
Min. As %
= 0.0014
Toe Width
= 1.17ft
Heel Width
= 1.83
Total Footing Width
=0�
Footing Thickness
= 12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
...Height to Top
= 8.00 ft
...Height to Bottom
= 0.00 ft
Stem OK
6.00
Masonry
8.00
# 4
16.00
Center
0.056
40.0
40.0
711.6
1.3
25.8
Bar Develop ABOVE Ht. in = 24.00
Bar Lap/Hook BELOW Ht. in = 24.00
Wall Weight
psf =
66.0
Rebar Depth 'd'
in =
3.81
Masonry Data
f'm
psi =
1,500
Fs
psi=
24,000
Solid Grouting
=
No
Special Inspection
=
No
Modular Ratio 'n'
=
25.78
Short Term Factor
=
1.330
Equiv. Solid Thick.
in =
5.80
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: No key defined
- 2 -
2nd
Stem OK
0.00
Masonry
8.00
# 4
16.00
Center
0.965
230.0
686.7
711.6
7.2
25.8
24.00
6.00
66.0
3.81
1,500
24,000
No
No
25.78
1.330
5.80
YOUNG ENGINEERING SERVICES Title: LOT 14D Job # 04-1432-09
CIVIL & STRUCTURAL ENGINEERS Dsgnr: EAF Date:
77-804 WILDCAT DRIVE, STE. C Description
eN es PALM DESERT, CA 92211 Scope :
TEL. 760-360-5770 Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
LRe580014 KW-0607715, Ver 5.8.0, 1•Dec•2003 Cantilevered Retaining Wall DesignPage83.2003 ENERCALC Entlineerinq Software lot 14d.ecw:Calculations
Description SITE PROPERTY LINE WALL WITH 24" EXTENSION
Summa of Overturning & Resistin Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 157.5 1.00 157.5 Soil Over Heel = 256.7 2.42 620.3
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load = 160.0. 5.00 800.0
Load @ Stem Above Soil =
SeismicLoad =
Total = 317.5 O.T.M. = 957.5
Resisting/Overturning Ratio = 2.52
Vertical Loads used for Soil Pressure = 1,394.0 lbs
Vertical component of active pressure used for soil pressure
- 3 -
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 =
0.00
64.2 0.58 37.4
528.0 1.-50 792.0
450.0 1.50 675.0
95.2 3.00 285.6
1,394.0 lbs R.M.= 2,410.3