HomeMy WebLinkAboutTract Map 3883 Lot 101 Hydrology & Hydraulics Analysis
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HYDROLOGY AND HYDRAULICS ANALYSIS
AND RETAINING WALLS STRUCTURAL ANALYSIS
PREPARED FOR:
THE LOWRY RESIDENCE
---;7
PREPARED BY:
ALATORRE & ASSOCIATES
CIVIL & STRUCTURAL ENGINEERING
1520 SAN JACINTO AVE., SUITE I
SAN JACINTO, CA 92583-5152
PHONE: (909) 487-1722
APRIL 2004
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Table of Contents
LOWTy-Hydra_RO,gpw
Tuesday, Mar 162004, 849 PM
Hydraflow Hydrographs by Intelisolve
2 - Year
Summary Report,..................,.....,..,.....,..,..,.., ...,....., ........, .....,...........,..,...,.....,...........,..,. 1
Hydrograph Reports ...,.................................................................................................... 2
10 - Year
Summary Report ................,.....,..,..,..,... ....., .........,..,........,... ...,.....,..,..,..,..,......,..,..,......... 2
Hydrograph Reports ........................,...............................................,................,.....,...,.... 3
100 - Year
Summary Report .. ,... ,.. ".,.. ,.. ,..,.. "..,.. ". ,., ",.". ". ",.,.. ". .,. ." ." .."." ..,.." ." ..,.." ..' ..'..,..., ..".,. 3
Hydrograph Reports, ." .".". "." .". ". ." .."", '" ." .." ."..,..,..,..., .., .." .., ..,..., .., ..,. ." .." .,.." ."..,.. 4
<;,
~YdrograPh Summary Report
3
I Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow Interval peak hyd(s) elevation storage description
I (origin) (cIs) (min) (mini (cuft) (ft) (cuft)
1 Rational 1.47 1 14 1,236 hn ___n. ___n_ Area 1
I 2 Rational 0,78 1 14 654 ---- ~--_.- ------ Area 2
3 Combine 2.25 1 14 1,890 1,2 MU.U __u__ Point B
I 4 Reach 2,01 1 16 1,915 3 ------ ------ lineA to B
5 Rational 2,38 1 12 1,715 --- nn__ ----- Area 3
6 Rational 1.45 1 12 1,047 ---- _UU. MU__ Area 4
I 7 Combine 5,32 1 12 4,677 4,5,6 ----- ------ Point C
8 Reach 3,62 1 13 2,793 7 __u__ n____ UneBtoC
I 9 Rational 3,31 1 13 2,584 ---- ----- u____ AreaS
10 Rational 3,46 1 12 2,494 _u_ _n___ u___ Area 6
I 11 Combine 10,11 1 13 7,872 8,9,10 d____ _._u_ Point CC
12 Reach 9,76 1 14 7,958 11 ----- ---- Line C to CC
I 13 Rational 4,08 1 12 2,940 _u_ _n___ ------ Area 7
14 Rational 3,06 1 12 2,205 ---- ------ u____ Area8
I 15 Combine 15,80 1 13 13,103 12,13,14 ------ u____ Point 0
16 Reach 15.59 1 15 13,241 15 ------ ----- Line CC to D
17 Rational 1.44 1 10 861 --- __n__ ------ Area 9
I 18 Rational 2,40 1 10 1,442 ---- ------ u____ Area 10
19 Combine 17,69 1 14 15,545 16,17,18 .u___ n____ 'Point E
I 20 Reach 17,36 1 16 15.739 19 .hd_ __n__ Linre D to E
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I Lowry_Hydra_RO.gpw Return Period: 100 Year Tuesday, Mar 16 2004,8:49 PM
1
I
Hydraflow Hydrographs by lntelisolve
tYdrOgraPh Summary Report
2
[HYd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
11 (origin) (cIs) (min) (min) (cuft) (ft) (cuft)
Rational 0,94 1 14 788 ---- ____h -----. Area 1
I: Rational 0,50 1 14 417 _h_ _.un dnn Area 2
Combine 1.43 1 14 1,205 1,2 ------ u____ Point B
,: Reach 1.26 1 16 1,222 3 __nn __n__ LineAtoS
Rational 1,52 1 12 1,094 ---- __un ------ Area 3
RatIonal 0,93 1 12 668 --- ---- nun Area 4
17 Combine 3,37 1 12 2,984 4,5,6 ___n_ uun Point C
8 Reach 2,28 1 13 1,783 7 nun __u__ UneBloC
19 Rational 2,11 1 13 1,648 ---- n__n ------ AreaS
10 Rational 2,21 1 12 1,591 ---- __u__ ------ Area 6
111 Combine 6.42 1 13 5,022 8,9,10 ----- __n__ Point CC
12 Reach 6,14 1 14 5,081 11 ou.n ------ Une C to CC
'13 Rational 2,60 1 12 1,875 Un nun ------ Area 7
14 Rational 1.95 1 12 1,406 ---- ------ ------ Area 8
15 Combine 9,97 1 13 8,362 12,13,14 nnn n____ Point 0
t:: Reach 9,80 1 15 8,457 15 ___n_ ______ Line cc to 0
Rational 0,92 1 10 549 --- __n__ ___on Area 9
Rational 1.53 1 10 920 ---- ------ _uo_. Area 10
19 Combine 11.09 1 14 9,927 16,17,18 n____ ____n Point E
120 Reach 10,85 1 16 10,062 19 ------ nun linre 0 to E
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tLoWrY_HYdra_RO,gpW Return Period: 10 Year Tuesday, Mar 16 2004, 8:48 PM ~
I
Hydraflow Hydrographs by Intelisolve
tYdrograPh Summary Report
1
I[HYd. Hydrograph Peak Time Tirneto Volume Inflow Maximum Maximum Hydrograph
I No, type flow interval peak hyd(s) elevation storage description
It1 (origin) (cfs) (min) (min) (cuft) (ft) (cuft)
Rational 0,52 1 14 438 ---- ------ ~----- Area 1
II: Rational 0,28 1 14 232 n__ _n___ u___ Area 2
Combine 0,80 1 14 670 1,2 _h___ __u__ Point B
II: Reach 0,68 1 17 680 3 ----~- -.-._- Line A to B
Rational 0,84 1 12 608 ---- ------ ----- Area 3
II: Rational 0,52 1 12 371 ---- ------ ------ Area 4
Combine 1.85 1 12 1,660 4,5,6 ------ ------ Point C
8 Reach 1,25 1 14 992 7 un__ ------ UneBtoC
Rational 1,17 1 13 916 --- ------ ___n_ AreaS
Rational 1,23 1 12 885 ---- ----- _n___ Area 6
Combine 3,54 1 13 2,793 8,9,10 ----- ------ Point CC
Reach 3,35 1 15 2,830 11 n___ ---- Line C to CC
r Rational 1.45 1 12 1,043 n__ ___h_ __n__ Area 7
14 Rational 1.09 1 12 782 ---- _u___ ----- AreaS
f Combine 5,48 1 13 4,654 12,13.14 __h__ ------ Point 0
16 Reach 5,32 1 15 4,713 15 ------ ------ Line cc to 0
17 Rational 0,51 1 10 305 _n_ n__n ------ Area 9
118 Rational 0,85 1 10 512 ---- __nu _n___ Area 10
19 Combine 6,00 1 15 5,530 16,17,18 ._---. u..__ Point E
120 Reach 5,82 1 17 5,613 19 ___n_ ------ Linre 0 to E
1
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tLowrLHYdra_Ro.9pW Return Period: 2 Year Tuesday, Mar 16 2004,8:48 PM
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Hydraflow Hydrographs by Intelisolve
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#O@O,in
@TDe
#O@O,in
@Heel
8,Ooo05in Mas wi #5 @ 32.in ole
Solid Grout,
4'-0"
2314"
3"
3"
, . .: I =:I 1'-0" I
~ I 3" I
-----I~ --~-------;;.~
Designer select
all horiz. reinf.
2'-41/4" 6"
Z-O" 101/Z'
Z-10 1/Z'
4'-0"
\~
I
I
Alatorre & Associates
Civil Engineers
1520 S. San Jacinto Ave. Ste #1
San Jacinto, CA 92583
Fax:909.o54-0681 PH:909-487-1722
Title: Lowry Res. Job #
Dsgnr: Ron Cote, Desgnr, A Date: 2:09PM, 6 APR 04
Description: Retaining walls as part of the grading plan at the rear
yard of the lot
Scope: Retaining walls and as noted
I
Re,' 560100
User \(w..oe0902 Vel 5 61, 25-Qct.2002
(c)1983.2oo2 ENERCAlC Engineering Software
Page 1
c Idocuments and settlngs\alex\my documents~
Cantilevered Retaining Wall Design
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Description
Portion of the wall for H=4'-O" Max
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Soil Density
=
4,OOft
O,ooft
0,00: 1
3.00 in
110,00 pcr
Wind on Stem
=
0,0 psI
l Surcharge LO~dS
Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
l Axial LoadAprliedtoSt~m
Axial Dead Load = 0.0 Ibs
Axial Live Load 0.0 Ibs
Axial Load Eccentricity 0.0 in
L Design Summary
Total Bearing Load
..resultant ecc.
=
1,091 Ibs
0.42 in
Soil Pressure @ Toe 409 pst OK
Soil Pressure @ Heel 353 psf OK
Allowable = 1,500 pst
Soil Pressure Less Than Allowable
ACI Factored @ Toe 509 pst
ACI Factored @ Heel 440 psf
Footing Shear @ Toe 4,6 psi OK
Footing Shear @ Heel::;: 3.6 psi OK
Allowable 85,0 psi
Wall Stability Ratios
Overturning ::;: 3.25 OK
Sliding = 1,58 OK
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force = 411,91bs
less 100% Passive Force = 325.5 Ibs
less 100% Friction Force = 327.4lbs
Added Force Req'd = 0,0 Ibs OK
,...for 1,5: 1 Stability 0,0 Ibs OK
: Footing Design Results
~
509
1,154
583
571
4,64
85,00
None Spec'd
None Spec'd
None Spec'd
Ii
~
440 psf
Oft-#
96 ft-#
96 ft-#
3.62 psi
85,00 psi
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
=
=
Soil Data
'7'~";:,~;~. ,.,...~;,;~,.,.,.: '"' t
Allow Soli Bearing = 1,500,0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure ::;:
Toe Active Pressure
Passive Pressure
Water height over heel
FootingllSoil Friction
Soli height to ignore
for passive pressure
=
32,0
0,0
150,0
0,0 ft
0,300
=
0,00 in
" I Lat~,r~IL~~d Applied~o S,tem
Lateral Load 0,0 #/ft
,..Heightto Top 0,00 ft
...Height to Bottom 0.00 ft
I Stem Construction
I' TopStem
. ..' Slem OK
ft= 0,00
Masonry
8,00
# 5
32,00
Edge
Design height
Walt Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/F B + fa/Fa
Total Force@ Section
Moment....Actual
Moment.....Allowable
Shear....,Actual
Shear.....Allowable
Bar Develop ABOVE HI.
Bar Lap/Hook BELOW HI.
Wall Weight
Rebar Depth 'd'
Masonry Data
fm
Fs
Solid Grouting
Special Inspection
Modular Ratio 'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type =
Concrete Data
fc
Fy
=
=
J
I Footing ,Slrengths & Dimensions
fc = 2,500 psi Fy = 60,000 psi
Min. As % 0.0014
Toe Width 2,00 ft
Heel Width 0,87
Total Footing Width = 2,81
Footing Thickness ::;: 12.00 in
Key Width 6.00 in
Key Depth = 10,00 in
Key Distance from Toe::;: 2.35 ft
Cover@ Top = 3,00 in @ Btm,= 3,00 in
I Adjacent Footing Load
;;;;.:;,.:....j;;..-...,. <..,;:.".,.;.:'..".....0.-:
Adjacent Footing Load =
Footing Width ::;:
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soli
at Back 01 Wall
850,0 100
2.00 ft
0.00 in
9,50 ft
Une Load
0,0 ft
= 0.419
Ibs = 260,8
ft-# = 344.4
= 822,7
psi::;: 4,5
psi::;: 19.4
in ::;: 30,00
in = 6,00
= 84,0
in = 5,25
psi =
psi::;:
1,500
24,000
Yes
= No
= 25,78
= 1,000
in = 7.60
Normal Weight
psi =
psi =
Other Acceptable Sizes & Spacings
Toe: #4@ 17,00 in, #5@ 26,25 in, #6@ 37,00 in, #7@ 48,25 in, #8@ 48,25 in, #9@ 4
Heel: Not req'd, Mu < S * Fr
Key: #4@ 16,00 in, #5@ 24,75 In, #6@ 35,
\ 'S'"
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Alatorre & Associates
Civil Engineers
1520 S. San Jacinto Ave. Ste #1
San Jacinto, CA 92583
Fax:909-654-6681 PH:909-487-1722
I R",,, 560100
User KW-060902 Ver 5 5 1 25.0cl.2002
(c)1883-2oo2 EI'lERCALC Englr,eering SoftlNare
Title: Lowry Res. Job #
Dsgnr: Ron Cote, Desgnr. A Date: 2:09PM. 6 A.PR 04
Description: Retaining walls as part of the grading plan at the rear
yard of the lot
Scope: Retaining walls and as noted
Cantilevered Retaining Wall Design
Page 2
c \documents and settmgs\aleX\my documentsl)
Description
Portion of the wall for H=4'-O" Max
Summary of O\lerturning & Resisting Forces & Moments
.....OVERTURNING....,
Force Distance Moment
Ibs ft ft-#
400,0 1,67 666,7
.....RESISTING.....
Force Distance
Ibs ft
88,1 2.77
Moment
ft-#
243,9
Item
Heel Active Pressure
Toe Active Pressure
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Seismic Load
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
0,00
55,0 1.00 55,0
336.0 2,33 784,0
430,0 1,43 616,5
62,5 2,60 162,5
119,7 2,87 343.2
1,091.4 Ibs R.M.; 2.205,0
;
;
11,9
1,01
12,0
;
;
;
411,9
a.T.M.
678,7
Total
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
3.25
1,091.4 Ibs
Vertical component of active pressure used for soil pressure
Total =
,t;.
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8.00005in Mas wi #5@32.in ole
Solid Groul,
12.0005in Mas wi #5 @ 32.in ole
Solid Grout,
3'" ,- , -- -----
#O@O,in
@Toe
Designer select
#O@O.in all horiz. reinf.
@Heel
.
~
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L.
I
3'-0"
2'-6"
".....~,----'---.-
23/4"
4'-8"
-.r
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1
6'.0"
6'.0"
,
I
3" 1'-4" I
t
. . ~ 1'.0"
.
3"
-+
.1'-6"
1'-0"
l~~,~
,
4'.0"
\1
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Alatorre & Associates
Civil Engineers
1520 S. San Jacinto Ave. Ste #1
San Jacinto, CA 92583
Fax:909.$54.a681 PH:909-487-1722
Re" 560100
User KW-060902, Ver 5 61, 25-0ct-2002
(c)1983-2002 ENERCAlC Engirleering Softw"are
Title: Lowry Res, Job #
Dsgnr: Ron Cole, Desgnr, A Date: 2:09PM, 6 APR 04
Description: Retaining walls as part of the grading plan at the rear
yard ofthe lot
Scope: Retaining walls and as noted
Description
Cantilevered Retaining Wall Design
Page 1
c:\documentsarlds.ettlngs\aleximydocuments~
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Portion of the wall for H=6'-Q" Max
Criteria
Retained Height
Wall height above soil ::
Slope Behind Wall
Height of Soil over Toe
Soil Density
6,OOft
O,OOft
0,00: 1
3,00 in
110,00 pet
Wind on Stem ::
0,0 psf
i Surcharge Loads
Surcharge Over Heel:: 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe :: 0.0 psf
Used for Sliding & Overturning
I A~ial Load Af3f3ri~d toS1em,
Axial Dead Load O.Olbs
Axial Live Load 0.0 Ibs
Axial Load Eccentricity:: 0.0 in
~ Design Summary
..~ ".-- '-'.
Total Bearing Load
...resultant ecc.
2,1991bs
1.03 in
Soil Pressure @ Toe 479 pst OK
Soil Pressure @ Heel = 620 psf OK
Allowable : 1 ,500 psI
Soil Pressure Less Than Allowable
ACI Factored @ Toe 547 psf
ACI Factored @ Heel 708 psI
Footing Shear @ Toe = 8.5 psi OK
Footing Shear @ Heel 9,5 psi OK
Allowable 93,' psi
Wall Stability Ratios
Overturning = 3.44 OK
Sliding : 1,52 OK
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force : 806,71bs
less 100% Passive Force = 567.21bs
less 100% Friction Force = 659.6 Ibs
Added Force Req'd 0,0 Ibs OK
. ..for 1.5 : 1 Stability = 0.0 lbs OK
Footing Design Results
..'1,
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
~
547
2,208
940
1,268
8,55
93,1'
None Spec'd
= None Spec'd
None Spec'd
~
708 pst
Oft-#
518 ft-#
518 ft-#
9.47 psi
93,11 psi
:
:
:
Soil Data
,.,,,:-:;,.;l't'::'.:'C > ,.,. ':.",.,.
Allow Soil Bearing = 1 ,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
Toe Active Pressure
Passive Pressure
Water height over heel
FootingllSoil Friction
Soil height to ignore
for passive pressure
:
32,0
0,0
150,0
0,0 ft
0,300
:
0,00 in
"" I L~t~ral Loa~ ~pplied to, Ste~
Lateral Load 0,0 #/ft
..,Height to Top 0,00 ft
..,Height to Bottom 0,00 ft
I,
I Slem Construction
'. ...".....
Design height
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 ft-# =
Shear.....Actual psi =
Shear.....Allowable psi =
Bar Develop ABOVE HI. in :
Bar Lap/Hook BELOW HI. in:
Wall Weight psI:
Rebar Depth 'd' in =
Masonry Data
rm
Fs
Solid Grouting
Special Inspection
Modular Ratio 'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type =
Concrete Data
fc
Fy
I" Top Stem
.-.! Stem OK
ft: 1,33
Masonry
8,00
# 5
32,00
Edge
:
1,500
24,000
Yes
No
25,78
= 1.000
in = 7.60
Normal Weight
psi =
psi =
:
[ Footing Strengths & Dimensions
fc : 3,000 psi
Min. As %
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Fy
60,000 psi
0,0014
250ft
1,50
4.00
12.00 in
:
:
J
Key Width : 12,00 in
Key Depth 18,00 in
Key Distance from Toe 3.00 ft
Cover@ Top : 3,00 in @ Btm,: 3,00 in
I Adja~ent Footing Load I
Adjacent Foolirig Load ' "'850,0 Ibs
Footing Width 2.00 ft
Eccentricity = 0.00 in
Wall to Ftg CL Dist 9,50 ft
Footing Type Line Load
Base Above/Below Soil
at Back ot Wall
0,0 ft
0.670
358.8
551.6
822,7
6,2
19.4
30.00
30,00
84,0
5.25
2nd
Slem OK
0,00
Masonry
12,00
# 5
32,00
Edge
0,606
592,5
1,178,8
1,946,4
5,9
19.4
30.00
6,00
133,0
9,00
1,500
24,000
Yes
No
25,78
1.000
11.62
psi =
psi::
other Acceptable Sizes & Spacings
Toe: #4@ 17,00 in, #5@26,25in,#6@37,OOin,#7@46,25in,#8@46,25in,#9@ 4
Heel: Not req'd, Mu < S . Fr
Key: #4@ 16,00 in, #5@ 24,75 in, #6@ 35,
\~
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Alatorre & Associates
Civil Engineers
1520 S. San Jacinto Ave. Ste #1
San Jacinto, CA 92583
Fax:909~54~681 PH:909-487-1722
mle: Lowry Res, Job #
Dsgnr: Ron Cote, Desgnr A Date: 2:09PM, 6 APR 04
Description: Retaining walls as part of the grading plan at the rear
yard of the lot
Scope: Retaining '.valls and as noted
Rev 560100
User KW-060902. VeT 5 6 1 25-0cl-2002
(c.)1983-2oo2 ENERCALC Engineering Software
Cantilevered Retaining Wall Design
Page 2
cldocumentsandsettlngs\alex\mydocumenls\j
Description
Portion of the wall for H=6'-O" Max
_ Sum, rna ry'()f ()v~rt~r~ing&,~.es i,sti n~ ,F orc.e,s,~..M ~,rne n,ts,., '
....,OVERTURNING.....
Force Distance Moment
Ibs ft ft-#
784,0 2,33 1,829,3
.....RESISTING....,
Force Distance
100 ft
330,0 3,75
Moment
ft-#
1,237,5
Item
Heel Active Pressure
Toe Active Pressure
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Seismicload
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
0,00
68,8 1,25 85,9
569,2 2,89 1,642,1
171.2 3,33 570,8
600.0 2.00 1,200,0
225,0 3,50 787,5
234,6 4,00 938.4
2,198,8 Ibs R.M.= 6,462.2
=
47.3
22.7
2,08
=
=
=
Total
806,7
1,876,6
3.44
2,198,8 Ibs
O.T.M.
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
Vertical component of active pressure used for soil pressure
Total =
\C\
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#O@O,ln
@Toe
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#O@O,ln
@Heel
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8,000051n Mas wi #5 @ 24,In ole
Solid Grout,
12,OOO5in Mas wi #5 @ 8.in ole
Solid Grout,
3"J'--- T
.
Designer select
all horiz. reinf.
3'-0"
2'-6"
----;:?'
,
2314"
5'-4"
8'-0"
8'-0"
.
.
2'-8"
3" 3" I
. , , t
. . =:I 1'-0"
.
3"
1'-6"
4'-0"
2'-6"
1'-0"
20
I
Alatorre & Associates
Civil Engineers
1520 S. San Jacinto Ave. Ste #1
San Jacinto, CA 92583
Fax:909.o54.o681 PH:909-487-1722
I
Title: Lowry Res, Job #
Dsgnr: Ron Cote, Desgnr. A Date: 2:09PM, 6 APR 04
Description: Retaining walls as part of the grading plan at the rear
yard of the lot
Scope: Retaining walls and as noted
I
Re-, 560100
Use) KW-060002. Ver 5 6 j 25.0cl-2002
(,)1983.2002 EN!:RCALC Engir'leerir'll,l Software
Page 1
c:ldocumer'lts and setlir'lgs\alexlmy documer'lt5\j
Cantilevered Retaining Wall Design
Description
Portion of the wall for H=8'-Q" Max
I
; Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Soil Density
:
8,oon
o,oon
0,00: 1
3,00 in
110,00 pet
I
I
Wind on Stem
:
0,0 pst
I
I Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
I
I Axial Load Applied to Stem,
Axial Dead Load O,Olbs
Axial Live Load = 0.0 Jbs
Axial Load Eccentricity: 0,0 in
: Design Summary
Total Bearing Load
...resultant ecc.
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2,870 Ibs
3.94 in
I
Soil Pressure @ Toe 1,071 psf OK
Soil Pressure @ Heel 364 psf OK
Allowable 1,500 pst
Soil Pressure Less Than Allowable
ACI Factored (!! Toe 1,195 pst
ACI Factored @ Heel 406 pst
Footing Shear@Toe: 17,2 psi OK
Footing Shear @ Heel 13,5 psi OK
Allowable : 93,1 psi
Wan Stability Ratios
Overturning = 2.20 OK
Sliding : 1.SS OK
Sliding Cales (Vertical Component Used)
Lateral Sliding Force 1,325,9 Ibs
less 100% Passive Force = 1,054.7Ibs
less 100% Friction Force = 1,004.4lbs
Added Force Req'd 0,0 Ibs OK
....tor 1,5: 1 Stability 0,0 Ibs OK
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l:
, Footing Design Results
I
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual1.Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
-.--.!QL
1,19S
3,834
940
2,89S
17,1S
93,11
None Spec'd
= None Spec'd
= None Spec'd
~
406 pst
o ft.JI
735 n.JI
735 n.JI
13,53 psi
93,11 psi
:
:
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:
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'1
t" Top Stem
<.... Stem OK
ft: 2,67
Masonry
8,00
# S
24,00
Edge
1,500
24,000
Yes
No
25.78
= 1.000
in = 7.60
Normal Weight
Soil Data
':.~;r:.""'~"~7t:_~..::,-,;:c:,;""';::,
Allow Soil Bearing : 1,500,0 pst
Equivalent Fluid Pressure Method
Heel Active Pressure =
Toe Active Pressure
Passive Pressure
Water height over heel
FootingllSoil Friction
Soil height to ignore
for passive pressure
:
32,0
0,0
150.0
0,0 n
0,350
:
0.00 in
IL~te~al, ~oa,dApplied to Stem
Lateral Load 0,0 #/n
...Height to Top = 0.00 ft
...Height to Bottom 0,00 n
L Stem Construction
Design height
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section Ibs =
Moment....ActuaJ ft-# =
Moment....,Allowable ft.JI :
Shear.....Actual psi:
Shear.....Allowable psi:
Bar Develop ABOVE HI. in:
Bar Lap/Hook BELOW Ht. in =
Wall Weight pst:
Rebar Depth 'd' in =
Masonry Data
fm
Fs
Solid Grouting
Special Inspection
Modular Ratio 'n'
Short Term Factor
Equiv, Solid Thick,
Masonry Block Type =
Concrete Data
fc
Fy
psi =
psi =
J
I ~ooting :~~~ngths & Dimensions I.
fc : 3,000 psi Fy: 60,000 psi
Min. As % 0.0014
Toe Width 2,50 ft
Heel Width 1,50
Total Footing Width 4,00
Footing Thickness = 12.00 in
Key Width 12,00 in
Key Depth 30,00 in
Key Distance from Toe 3.00 ft
Cover (!! Top : 3,00 in (!! Btm,: 3,00 in
I Adjacent Footing Load I.
Adjacent"FOOling'Loaa'-S500IbS
Footing Width 2,00 n
Eccentricity = 0.00 in
Wall to Ftg CL Dist 9,50 n
Footing Type Line Load
Base Above/Below Soil
at Back ot Wall
:
0,0 ft
0.899
468,S
823,9
916.4
8,2
19.4
30.00
30,00
84,0
S,2S
2nd
Stem OK
0,00
Masonry
12,00
# 5
8,00
Edge
0.856
1,049,6
2,802,5
3,274.4
11,0
19,4
30,00
6,00
133,0
g,OO
1,SOO
24,000
Yes
No
25,78
1.000
11,62
:
:
psi =
psi =
other Acceptable Sizes & Spacings
Toe: #4@ 17,00 in, #5@ 26,2S in, #6(!! 37,00 in, #7@ 48,25 in, #8@ 48,25 in, #9@ 4
Heel: Not req'd, Mu < S * Fr
Key: #4@ 16,00 in, #S@ 24,7S in, #6(!! 35,
;2.\
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Alatorre & Associates
Civil Engineers
1520 S. San Jacinto Ave. Ste #1
San Jacinto, CA 92583
Fax:909-654-8681 PH:909487-1722
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Tille; Lowry Res, Job #
Dsgnr: Ron Cote, Desgnr. A Date: 2:09PM. 6 APR 04
Description: Retaining walls as part of the grading plan at the rear
yard of the 101
Scope: Retaining walls and as noted
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R~y 560100
U", KW.060902,V,,561,25~O",2002 Cantilevered Retaining Wall Design
(c)H?83.2002 ENERCALC Engineering SoftNare
Description Portion of the wall for H=8'-O" Max
Page 2
c \documents arid settmgs\alex\my documents'~
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~w.__.._,....~_....',.
.. .. --"......-. .-- "' ..... ..- ..
L SU,mmary. Of.()X~r:t~fl)}n,g~~~Si~!i~gf'..~~~,~,~cirv1()mel1t~
.....OVERTURNING.....
Force Distance Moment
Ibs ft ft-#
1,296,0 3,00 3,888,0
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Item
Heel Active Pressure
Toe Active Pressure
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Seismic load
=
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29,9
3,36
1()(),5
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Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
3,988,5
2.20
2,869,8 lb.
Total
1,325,9
a.T.M. =
=
Vertical component of active pressure used for soil pressure
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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 Wei9ht(s) =
Earth @ Stem Transitions =
Footing Weight
Key Weight
Vert. Component
Total =
=
....,RESiSTING..
Force Distance
Ibs ft
440,0 3,75
Moment
ft-#
1,650,0
=
0,00
88,8 1,25 85,9
802,8 2,91 2,333,9
195.4 3,33 651.4
600,0 2,()() 1,200,0
375,0 3.50 1,312,5
387,8 4,()() 1,551,2
2,889,8 Ibs R.M.= 8.785,0
2.2..