BPOL2016-0148 Structural Calcs,
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14�A TRr C-' '� RrAL E���GIr� EE�41Ir ��G� I�fC,
77570 Springfield Lane, Suite "D" _ Telephone. (760) 360-9998
Palm Desert, CA 92211 Fax: (760) 360-9903
Structural Calculation
For Velarde Residence
At Lot 312 At The Hideaway
53-389 Via Bellagio
La Quinta, CA.
CITY OF LAQUINTA
BUILDING & SAFETY DEPT.
PPR VE®
FOR CONST UCTION
DATE ' *27 Ulf
Type Of Proiect: Residential
Addition — Water Feature
(10/12/2016)
I
Designer: Ochoa Design Associates
GHA
�� AgA
tib, c
q� NO. 067613
Date: April 3, 2015
Design by: R.A.
JN:150215
kNRUCTURAL
GINEERING, INC.
SHEET: General Requirements
JOB NO.: 150215
DATE: 10/12/2016
CLIENT: Velarde Residence
GENERAL REQUIREMENTS
1. Work performed shall comply with the following:
2. These General Requirements unless otherwise noted on plans or specifications.
3. Building Code - CBC 2013, IBC 2012
4. All applicable local, State and Federal Codes, Ordinances, Laws, regulations and Protective
Covenants governing the site of work.
ENGINEERING SERVICES
1. Design 26" and 20" Water Feature adjacent to Existing Footing.
2. Section "A -A": Entry Fountain adjacent to footing (+26").
3. Detail "1": Entry Fountain adjacent to footing (+26").
4. Detail "2": Entry Fountain in the Courtyard.
S. SOILS INFORMATION:
Soils Report prepared by Sladden Engineering (760) 863-0847
Report No. 544-14075, 14-03-113, Dated March 27, 2014.
Owner/ Contractor accepts all liability for compaction and subsidence of underlying soils.
Soils Classification = Sand, Silty Sand
Max. Soil Bearing Pressure = 2000 PSF
Passive Pressure = 200 PSF/FT
Coeff. of Friction = 0.35
Equiv Fluid Pressure = 35 PCF
Resistivity = Moderatel Severe Potential
6. CONCRETE (GUNITE) AND MASONRY STRENGTH:
Water Feature: Pc = 4500 PSI (28 -day Compressive Strength)
2500 PSI for structural calculations
TYPE 5 Cement (Sulfate Resistant)
Special Deputy Inspection Req'd.
f'm = 1500 PSI (Masonry Strength)
7. STEEL:
Fy = 40 KSI, Grade 40, ASTM A615, #3 Rebars or Greater.
8. BASIS OF DESIGN:
CODE: International Building Code (IBC), 2012 Edition
California. Building Code (CBC), 2013 Edition
International Conference of Building Officials
ASCE 7-10, Minimum Design Loads for Buildings
STEEL: Manual of Steel Construction, Allowable Stress Design (AISC 341-10), 14th Edition
CONCRETE: Building Code Requirements for Structural Concrete (ACI 318-11)
MASONRY: TMS 402-11, ACI 530-11, ASCE 5-11 & IBC 2012
WOOD: National Design of Specifications for Wood Construction (NDS -2012), ANSI/NFoPA, 2012
Edition, National Forest Products Association
9. FACTORED LOAD COMBINATIONS FOR REQUIRED STRENGTH DESIGN:
ACI 318-11, Appendix C - Alternate Load and Strength Reduction Factors
(Eq. C.9-4) U = 1.4D + 1.7L + 1.7H (or 1.4F)
(Eq. C.9-2) U = 0.75 (1.4D+1.7L) + 1.0E (or 1.OW)
where, E = Earthquake
W = Wind
D = Dead Load
L = Live Load
H = Lateral Earth
F =Fluid
STRUCTURAL
ENGINEERING, INC.
PARTIAL
SHEET:
Water Feature (Addition)
JOB NO.:
150215
DATE:
10/12/2016
CLIENT:
Velarde Residence
STRUCTURAL
ENGINEERING, INC.
SHEET:
Water Feature (Addition)
JOB NO.:
150215
DATE:
10/12/2016
CLIENT:
Velarde Residence
NOTES:
1. The (28 days) concrete compressive strength, f'c, shall be min 2500 psi.
2. The specified compressive strength of masonry, f'm, shall be 1500 psi.
$„ 8'I
I I —
• Iri T
#4 HORZ BARS @ (E) WALL
LO 24" 0/C. (TYP.)
(N) 8" CMU WALL
SOLID GROUTED 11f
#4 VERTICAL BARS
@ 16" O/C. (TYP.)
SECTION A -A AT WATER FEATURE CMU WALL
SCALE: NTS
CONCRETE SLAB OR
PAVERS BY OTHERS
° 0"
101,
N 0 /\�//\�//\�//\�//\�//\� 011.
\ \ \ \ \ \
#4 BARS @ 8" OIC.
(E) FOOTING 90% SOIL COMPACTION (N) FOOTING #4 BARS @ 12" O/C.
(TYP.)
SECTION A -A AT WATER FEATURE CMU WALL
SCALE: NTS
�j:;t:;j-
A. STRUCTURAL
ENGINEERING, INC
SHEET: Water Feature (Addition)
JOB NO.: 150215
DATE: 10/12/2016
CLIENT: Velarde Residence
NOTE: The (28 days) concrete compressive strength, fc, shall be min 2500 psi.
WATER FEATU
#3 HORIZONTAL BARS @ 12"
#3 BARS @ 6" O/C. (TYP
CONT. #3 BARS @ 6" 0/C
(TYP.
#3 BARS @ 6" —1—
(TYP.)
Zh
WATER FEATURE DETAIL AT EXISTING FOOTING
SCALE: NTS
RA Structural Title Velar0e Residence Page: 1
Job # : Dsgnr: R.A. Date: 18 OCT 2016
ASTRUCTURAL Description....
QENGINEUING Free Standing CMU wall for Water Feature
Residence-(150215)\03-Structural\RA\10-12-16 (Addition -W
Criteria
14 psf OK
Retained Height =
1.50 it
Wall height above soil =
5.00 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
0.00 in
Water height over heel =
0.0 ft
Surcharge Loads
14 psf OK
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
2,000 psf
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
20 psf
Axial Load Applied to Stem
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Design Summary
0.300
Wall Stability Ratios
Masonry
Overturning =
9.60 OK
Sliding =
0.00 OK
Total Bearing Load = 1,755 lbs
...resultant ecc. = 8.05 in
Soil Pressure @ Toe =
14 psf OK
Soil Pressure @ Heel =
828 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
20 psf
ACI Factored @ Heel =
1,159 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
15.2 psi OK
Allowable
75.0 psi
Sliding Calcs
Lateral Sliding Force
less 0 % Passive Force
less 0 % Friction Force
Added Force Req'd
....for 1.5 Stability
83.6 lbs
_ - 0.0 lbs
_ - 0.0 lbs
= 83.6 lbs NG
= 0.0 lbs OK
Cantilevered Retaining Wall
Fs oil Data
Allow Soil Bearing = 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 62.5 psf/ft
Passive Pressure
= 300.0 psf/ft
Soil Density, Heel
= 100.00 pcf
Soil Density, Toe
= 0.00 pcf
FootingIlSoil Friction
= 0.000
Soil height to ignore
Wind (W)
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
1.4
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
0.00 ft
(Service Level)
Wind on Exposed Stem =
25.0 psf
(Service Level)
at Back of Wall =
Adjacent Footing Load
1.4
psi =
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
ft =
at Back of Wall =
0.0 ft
Poisson's Ratio =
0.300
Wind acts left-to-right toward retention side.
1.4
psi =
Stem Construction
psi =
2nd
Bottom
91.50
in=
3.75 5.00
Stem OK
Stem OK
in=
Design Height Above Ftg
ft =
1.50
0.00
ASD
Wall Material Above "Ht"
=
Masonry
Concrete
Design Method
Thickness
=
=
ASD
8.00
LRFD
10.00
D
AS :
Rebar Size
Rebar Spacing
=
=
# 4
16.00
# 4
10.00
Rebar Placed at
=
Center
Center
6) t o /G
Design Data
fb/FB + fa/Fa
=
0.372
0.128
= e
n , O I I I �� J� n
/ A
Total Force @ Section
S
Service Level
lbs=
125.0
0 • ^ a gra Qi
Strength Level
lbs =
12.5
Moment.... Actual
Service Level
ft-# =
312.5
Strength Level
ft-#=
443.8
Moment..... Allowable
ft-#=
839.5
3,464.1
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2013,ACI
1.200
1.600
1.600
1.000
1.000
Service Level
Strength Level
Shear..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
Solid Grouting
Modular Ratio'n'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
psi=
1.4
psi =
0.2
psi =
44.9 75.0
int=
91.50
in=
3.75 5.00
psi=
1,500
psi =
20,000
=
Yes
=
21.48
psf =
78.0 125.0
=
1.000
in=
7.60
=
Medium Weight
=
ASD
psi = 2,500.0
psi = 40,000.0
_�' RA Structural Title Velarde Residence Page: 2
Job #: Dsgnr: R.A. Date: 18 OCT 2016
STR CTL'RAL Description....
=r.NciNer:Flni�; ' Free Standing CMU wall for Water Feature
This Wall In File: J:\2015 Projects\Velarde Residence-(150215)\03-Structural\RA\10-12-16 (Addition -W
RetalnPro (c)1987-2016, Build 11.16.07.15
License: KW -06059894 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACI 530-11
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) : 0.0316 in2/ft
(4/3) * As:
0.0421 in2/ft
Min Stem T&S Reinf Area 0.360 in2
200bd/fy : 200(12)(5)/40000 :
0.3 in2/ft
Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft
0.0018bh : 0.0018(12)(10) :
0.216 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of:
Required Area:
0.216 in2/ft
#4@ 10.00 in #4@ 20.00 in
Provided Area :
0.24 in2/ft
#5@ 15.50 in #5@ 31.00 in
Maximum Area:
1.016 in2/ft
#6@ 22.00 In #6@ 44.00 in
Footing Dimensions & Strengths Footing Design Results
Toe Width =
0.00 ft
Toe Heel
Heel Width =
4.17 Factored Pressure
= 20 1,159 psf
Total Footing Width =
4.17 Mu': Upward
= 0 1,376 ft-#
Footing Thickness =
13.00 in Mu': Downward
= 0 2,084 ft-#
lbs ft
Mu: Design
= 0 707 ft-#
Key Width =
0.00 in Actual 1 -Way Shear
= 0.00 15.21 psi
Key Depth =
0.00 in Allow 1 -Way Shear
= 0.00 75.00 psi
Key Distance from Toe =
0.00 ft Toe Reinforcing
= #4 @ 10.00 in
fc = 2,500 psi Fy =
40,000 psi Heel Reinforcing
= # 4 @ 8.00 in
Footing Concrete Density =
150.00 pcf Key Reinforcing
= None Spec'd
Min. As % = 0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 6.50 @ Btm: 3.00 in
Toe: Not req'd: Mu < phi'S'lambda"sgrt(fc)"Sm
Heel: Not req'd: Mu < phi'5'lambda*sgrt(fc)'Sm
Key: No key defined
Min footing T&S reinf Area 1.17 in2
Min footing T&S
reinf Area per foot 0.28 in2 /it
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 8.55 in
#4@ 17.09 in
#5@ 13.25 in
#5@ 26.50 in
#6@ 18.80 in
#6@ 37.61 in
Summa of Overturnin & Resisting
Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance
Moment
Force Distance
Moment
Item lbs ft
ft-#
lbs ft
ft-#
Heel Active Pressure = 208.6 ' 0.86
179.6
Soil Over Heel = 500.1 1.67
833.5
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = -125.0 5.08
-635.4
• Axial Live Load on Stem =
=
Soil Over Toe =
Surcharge Over Toe =
Total 83.6 O.T.M.
-455.8
Stem Weight(s) = 577.5 3.69
2,133.3
Earth @ Stem Transitions=
_
=
Footing Weighl = 677.1 2.08
1,410.8
Resisting/Overturning Ratio =
9.60
Key Weight =
Vertical Loads used for Soil Pressure = 1,754.7 lbs
Vert. Component =
Total = 1,754.7 lbs R.M.=
4,377.6
' Axial live load NOT included in total displayed or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
RA Structural Title Velaroe Residence Page: 3
R
Job # : Dsgnr: R.A. Date: 18 OCT 2016
AtiTRUCTURAL Description....
ENGINEUINC. Free Standing CMU wall for Water Feature
This Wall in File: J:\2015 Projects\Velarde Residence-(150215)\03-Structural\RA\10-12-16 (Addition-W
(1967.2016, Build 11.16.07.15
Licensee: KWW-08059894 Cantilevered g
Ctild Retainin Wall Code: CBC 2013,ACI 318-11,ACI 530-11
License:
License To: RA STRUCTURAL ENGINEERING
Tilt 7
Horizontal Deflection at Ton of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wail (approximate only) 0.042 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
0
M
6" wl #4@ 16"
y
Solid Grout
10" w/ #4 @ 10"
f
-25.00pst
(Service -Level)
�Pp= 0.00#
L
N N
CL n
rn o
0
n
m
84#