BRES2015-0390 (Structural Calcs)r
liens: Common Gerund Swimming Pools
(760)799-9174
ro'ect: LENZ PILASTER AT GATE
r, S: 51031 Merbelld Court
j,8 QUlhta
Mountain View
Job: 25-217
mate: o9 October 2015
t Rl fty(14� l�reos-k
STRUCTURAL AND CIVIL ENGINEERING
DENISE R. POELTLER, INC.
77725 ENFIELD LANE, STE. #130
PALM DESERT, CA 92211
EL. (760) 772-4411 FAX (760) 772-4409
drpfly@aol.com I&Mtof-etAo
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
aw
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77725 Enfield Lane, #130
Pala Desert, CA 92211
(760) 772-4411 FAX (760) 772-4409
drpfly@aol.com
PROJECT:
BY DATE I% LENZ
REVISED 51031 Marbeila Court
La Quints
COMMON &ROUND SWIMMING POOLS
726'1'i Dinah Shore Drive, Suite 103/172
Rancho Mirage, GA 4122'10
('760) "►4141-411'14
5TRUOTUR,AL OALOULATiON5
a 15.2 F
PAGE --L-
0 F
AGE_OF
2012 Int'I Building Code
ENGINEERING SERVICES: 2013 California Building Code
I. Design steel reinf. In q.5 -ft. high x 3.33 -ft. wide x 2 -ft. thick GMU screen wall.
2. DETAIL "A": Section - 41.5 -ft. high CMU screen wail.
3. DETAIL "B": Pian view - Screen wall pad footing.
SOIL5 INFORMATION
NO SOILS REPORT PROVIDED. USE GBG TABLE 16062 FOR MINIMUM VALUE5.
Soil Classification = Silty sand g-�-�/ �U ��-�
5011 Bearing Pressure = 1500 P5F (1/5 INCREASE F C�-YVIi�ID/QFM
Equivalent Fluid Pressure = 35 PGF (Cantilever Aa I, lEevbJL� rrkRI1$AFETY DEPT.
Sliding Coefficient = 025 APPROVED
Passive Pressure = 150 PSF/FT FOR CONSTRUCTION
OlNNEWCONTRAGTOR A00EPT5 ALL LIABILITY FOR
OF UNDERLYING SOILS.
CONCRETE STRENGTH
f'c. = 2500 P51 25 -Day Compressive Strength
WT = 150 PGF
REINFORCING STEEL
PAGTION AND SUBSIDENCE
DATE BY
�,rUrcJ.i1UN�.
01
No.33446
F y = 40 KSI, Grade 40, ASTM A615, *3 BARS OR GREATER' I`
IT 15 THE FULL INTENTION OF THE ENGINEER THAT THESE CALCULATIONS CONFORM TO THE CALIF. BUILDING CODE,
2013 EDITION. THESE CALCULATIONS SHALL GOVERN THE STRUCTURAL PORTION OF THE WORKING DRAWINGS,
WHERE ANY DISCREPANCIES OCCUR BETWEEN THESE CALCULATIONS AND THE WORKING DRAWINGS, THE ENGINEER
SHALL BE NOTIFIED IMMEDIATELY 50 PROPER ACTION MAY BE TAKEN. THE STRUCTURAL CALCULATIONS INCLUDED
ARE FOR THE ANALY515 AND DESIGN OF THE PRIMARY STRUCTURAL 5Y5TEM. THE ATTACHMENT OF VENEER AND
NON-STRUCTURAL ELEMENTS 15 THE RESPONSIBILITY OF THE ARCHITECT, UNLESS SPECIFICALLY SHORN OTHERWISE.
THE ENGINEER ASSUMES NO RESPONSIBILITY FOR WORK NOT A PART OF THESE CALCULATIONS NOR FOR INSPECTION
TO ENSURE CONSTRUCTION 15 PERFORMED IN ACCORDANCE WITH THESE CALCULATIONS. STRUCTURAL OBSERVATION
OR FIELD INVESTIGATION SERVICES ARE RETAINED UNDER A SEPARATE CONTRACT.
t' "e W r""W ' BY P DArEly
Is— L c
77725 Enfield Lane, 8130 REVISED 51031 MarbeIla Court PAGE --If__
Paln Desert, CA 92211 La Guinta
02 A-
(760) 772-4411 FAX (760) 772-4409 OF
drpflyEaol.con
PROJECT:
COMMON GROUND SWIMMING POOL5
"728"1"1 Dinah Shore Drive, Suite 103/1'12
Rancho Mirage, CA 4122-10
(160) '19q -011i4
BA515 OF DESIGN
CODE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION
CALIFORNIA BUILDING CODE (GBG), 2013 EDITION
INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS
STEEL MANUAL OF STEEL CONSTRUCTION, ALLOWABLE STRESS DESIGN (AISC 341-05)
THIRTEENTH EDITION,: AMERICAN INSTITUTE OF STEEL CONSTRUCTION
�ONGRETE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI), ACI 318-11
AMERICAN CONCRETE INSTITUTE
WOOD NATIONAL DESIGN OF SPECIFICATIONS FOR WOOD CONSTRUCTION (NDS -2012)
ANSI/NFoPA, 2012 EDITION, NATIONAL FOREST PRODUCTS ASSOCIATION
MASONRY TMS 402-11, ACI 530-11, ASCE 5-11 and IBC 2012
"• "& fLyalw b ut`�• ew BY O DATE (�5 LENZ #
77725 Enfield Lane, 0130 REVISED 51051 Marbella Court
PAGE _
Pain Desert, CA 92211 La Quints
(760) 772-4411 FAX (760) 772-4409 OF
drpftyEaolzon
PROJECT. COMMON GROUND SWIMMING POOLS
"12511 Dinah Shore Drive, Suite 105/1"12
Rancho Mirage, CA 4122'10
("760) '1941-q1'74
MASONRY DESIGN
(Working Stress Design)
NO SPECIAL INSPECTION.
USE HALF 5TRE55E5
TM5 402-11, ACI 550-11, ASCE 5-11 and IHC 2012
AT. = '18 P5F, 8"
CMU, SPOUT CELLS WITH STEEL
AT. = 124 PSF, 12"
CMU, &ROUT CELLS WITH STEEL
f'm = 1500 PSI
COMPRESSIVE STREN&TH
fb = 250 PSI
COMPRESSION - FLEXURAL
fv = 20 P51,
MA50NRY TAKES SHEAR
fv = 241 PSI
REINFORCIN& TAKES ALL SHEAR
fs = 20 K51
STEEL STREN&TH (Fy = 40 K51)
Em = 1.125 X 10
PSI
n = 25.8 MODULAR RATIO Es/Em
CONCRETE STRENSTH
f'r, = 2500 PSI 28-0ay Compressive Strength
STEEL
F y = 40 K51, Grade 40, ASTM A615
&ROUT STRENGTH
f'c = 2500 PSI 28 -Day Compressive Strength
A- I2a
� North East Rear Yard New Planting Bed
Scale: 1/811 = 1' 0"
I n \ Pntry (,ntO%Afn%r Flcvatinn
Not To Scale
(2) built-in pots by owner to have irrigation
and low volt lights
}
m
•
�1
Demo existing concrete pad at door add new
—grey concrete landing slope away fromhouse.(-
180 sq. ft. new concrete).
(2) built-in pots by owner to have irrigation
and low volt lights
1" gas line to fire pot manual start
Custom light with custom wrought iron support
(4) built-in pots by owner to have irrigation
and low volt lights
(2) 8'-6" tall entry columns, Reinforced
CMU with Stucco to match home
cn
(2) 6'-0" high tubular steel fence sections
i i
i ._
and (2) tubular steel gates to be designed
:i!!'i'!!!i i:!'!i' :i!i!!iii,iii'•:i;i!;!!!!i!!!i:.;::!:::::!::: �::::•:::
:!:: j: i::::::!: :::i::!;:!::!::i!i:i:::i�:!ii iiiiiiiiiiiii!i?!ii i.;.
.... i:iiE:i'riµk•F,iiii!E!'!ii i:!iijii:iii�ii�::::°••..•.�
, V
'�•� Y
Sq. Ft. color stamped concrete inse
Sq. Ft. 1'-0" wide color concrete ba
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BY W DATE Co I S LENZ 415-2-17
'2. I %
77725 Enfield Lane, #130 REVISED 51051 Marbella Court PAGE
Palm Desert, CA 92211 Lo Qulnta
(760) 772-4411 FAX (760) 772-4409 OF
drpfly@aol.com
CLIENT: COMMON &ROUND SWIMMING POOL5
'72817 Dinah Shore Drive, Suite 105/1'12
Rancho Mirage, GA 822'70
('760) ?qq-gl'14
1- #4 BAR HORIZ. DONT.
AT 160 O.G. (TYP)
b" GMu
SOLID &ROUT
ALL CELLS (TYPJ
10-#5 BARS VERT.
(TYP)
4" (TYP)
MASONRY: F'm = 1500 PSI
CONCRETE STRENGTH:
I- Fr. = 2500 PSI AT ?.b—DAYS
&ROUT: Fr, = 2500 PSI AT 28—DAYS
STEEL: Fy = 40 KSI, ASTM A615
#4 BAR MIN. 24° LAP
#5 BAR MIN. 30" LAP
SOILS INFO
E0. FLUID PRESSURE = 35 PGF
MAX BEARIN& = IggS PSF
SLIDIN& = 0.25
PASSIVE = 150 PSF/FT.
NON—EXPANSIVE SOIL
LEVEL BACKFILL
#4 BARS AT 12" O.G.
! . I TOP AND BOTTOM
1 (TYP)
°
FIN. SURF. FIN. SURF.
Alp- h
4—#4 BARS HORIZ.
CONT. TOP a
BOTTOM (TYPJ
SCALE: I/2 = 1-0
11
Cl'-&" H I &H F I LA5TFR A
th& jgyC4'1* _'__- P/k BY 0 M DATE 10h; LENZ # IS • .1
77725 Enfield Lane, #130 REVISED 51031 Marbella Court PAGE__
Palm Desert, CA 92211
(760) 772-4411 ' FAX (760) 772-4409 La Quints
OF
drpfty@aol.com
CLIENT:
501L5 INFO
EQ. FLUID PRESSURE = 55 PGF
MAX BEARING = 141415 P5F
SLIDING = 0.25
PA551VE = 150 P5F/FT.
NON -EXPANSIVE 501L
LEVEL BACKFILL
axax16 CMU
SOLID GRID
ALL CELLS
10-#5 BARS
VERT. (TYPJ
#4, TIES AT 16" O.G. -
HORIZ. WITH 12" HOOK
(TYP. EA. END)
COMMON GROUND SHIMMING POOL5
'725-M Dinah Shore Drive, Suite 103/112
Rancho Mirage, GA Q22'10
('160) 19Q-41174
MASONRY: F'm = 1500 PSI
CONCRETE STRENGTH: Fe, = 2500 P51 AT 2&-DAY5
GROUT: F'c = 2500 PSI AT W -DAYS
STEEL: Fy = 40 K51, A5TM A615
44 BAR MIN. LAP = 24"
21_/70
H
r --�r
L.c
--�
L11
'�
3
F
EJ
1=a
4#4 5AR5 HORIZ.
CONT. TOP 4
BOTTOM (TYP) I
4'-O°
4 -*4 BARS HORIZ.
CONT. TOP 4
BOTTOM (TYP J
ti
a -al
SCALE: 1/2" = 1111
PILASTER FAD FOOTING 15
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th& fly Cytg, lrues'
77725 Enfield Lane, #130
Palm Desert, CA 92211
(760) 772-4411 FAX (760) 772-4409
drpflyEaol com
CLIENT:
BY Z*L DATE I
REVISED
LENZ
51051 Marbello Covrt
La Qvinto
COMMON &ROUND SWIMMING POOLS
128'71 Dinah Shore Drive, Suite 105/172
Rancho Mirage, CA 92270
(760) 799-9174
WIND DESIGN ASCE 7-10, CHAPTER 29
SOLID FREE-STANDING WALLS ASCE 7-10, Fig. 2cf.4-1
Qh= 0.00256 (Kz) x (Kzt) x (Kd) x (V)2x 1.3 x w = (EQ. 29.5-1)
X1217
PAGE_
OF�
Qh G Cp W, "-IC) -
p= OhxGxCfxwx0.6=Z�'e�i� �X ®.�� 1�� 1.3�cr�•�= U04 Pf•f--
Co W-f"LS
ASCE SECTION
VALUE
FACTOR
SEC. 1.5-1
1
RISK CATEGORY
SEC. 265
V= 110 MPH
BASIC WIND SPEED
TABLE 26.6-1
Kd = 0.55
DIRECTIONALITY
SEC. 26.1
C
EXP05URE CATE60RY
TABLE' 2'7.5-1
Kz = 0.55
VELOCITY PRESSURE EXP05URE COEFFICIENT
TABLE 26.8-1
Kzt= 1.00
TOPOGRAPHIC FACTOR
5EC. 26.9
6=0.55
GU5T FACTOR
ALTERNATIVE BASIC LOAD COMBINATION FOR ALLOWABLE STRESS DESIGN
PER ASCE 7-10, CHAPTER 29 WIND LOAD EFFECT
PER GBG 2015, SEC. 1605.52
D + w (0.6K or (o.7E) (EQ. 2.4.1) y,HERE w= 1.5
WHERE D = DEAD LOAD
WHERE W = WIND FORCE
WHERE E = EARTHQUAKE
THE FLY/NG BUTTRESS PROJECT >LENZ ' °"' Y x v PAGE'
77725 ENFIELD LN STE 130 ' r" �r v r z �. ,cj
CLIENT i(COM(iAON SROUND tom DESIGN BY r
PALM DESERT, CA 92211 JOB NO.: DATE : {14/08/15„ REVIEW BY
Wind Analysis;for Freestanding,.Wall, B Sign -Based on ASCE 7-2010'
INPUT DATA g
Exposure category (B, C or D)
Importance factor, 1.0 only, (Table 1.s-2) IW = 1.00 }
Basic wind speed (ASCE 7-10 26.5.1) V = P11 -1`-l-
Topographic factor (26.8 s Table 26.8-1) Kn = j,L s Flat
;jy,-Y,�;
Height of top h =r "9 �8` lr:ft-lose °` f L
.- ,
Vertical dimension (for wall, s = h) s = = x;9:5;.^< Ift
Horizontal dimension B ft
r-
N. Yt
Dimension of return comer 4ft
IT
M
DESIGN SUMMARY
Max horizontal wind pressure p = 30 psf -
Max total horizontal force at centroid of base F = 0.96 kips
Max bending moment at centroid of base M = 5.03 ft4dps
Max torsion at centroid of base T = 0.64 ft -kips
ANALYSIS
Velocity pressure
qh = 0.00256 Kh KI Kd V2 = 22.38 psf yt ® -ST-A 1 ` 5 Y 1 +'. G %I 2 (0 + �% ftlof-
where: qh = velocity pressure at mean roof height, h. (Eq. 29.3-1 page 307 & Eq. 30.3-1 page 316)
Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 29.31, pg 310)
= 0.85
Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250)
As,
= 0.85
h = height of top
T,
= 9.50 ft
Wind Force Case A: resultant force though the geometric center (Sec. 29.4.1 8 Fig. 29.1-1)
(psf)
p = qh G Cr = =
30 psf
(ft -kips)
F = p As =
0.96 kips
1.80
M = F (h - 0.5s) for sign, F (0.55h) for wall =
5.03 ft -kips
1.08
T = =
0.00 ft -kips
3.3
where: G = gust effect factor. (Sec. 26.9)
23
0
C1= net force coefficient. (Fig. 29.4-1, page 311)
0.00
1.60
As=Bs
= 31.6 ft2
Wind Force Case B: resultant force at 0.2 B offset of the geometric center
(Sec. 29.4.1 8 Fig. 29.1-1)
5.66
p = Case A =
30 psf
F = Case A =
0.96 kips
M = Case A =
5.03 • ft -kips
T = 0.2 F B =
0.64 ft -kips
Wind Force Case C: resultant force different at each region (Sec. 29.4.1 8
Fig. 29.4-1)
p= qh G Cr
Balance s s
s s
F=EpA,
M = E [ F (h - 0.5s) for sign, F (0.55h) for wall ]
T=ETs
Wind Dir
Distance
Cr
P,
As,
F,
M,
T,
(ft)
(Fi 0
(psf)
(fe)
(kips)
(ft -kips)
(ft -kips)
3.3
1.80
34
31.635
1.08
5.66
0.00
3.3
1.200
23
0
0.00
0.00
0.00
E
1.08
5.66
0.00
<== Case C may not be considered, footnote 3 of Fig. 6-20
th& f ya jo� &Utti e*k
77725 Enfleld Lane, #130
Palm Desert, CA 92211
(760) 772-4411 FAX (760) 772-4409
drpflyeaol.com
PROJECT:
BY Doe DATE LENZ
REVISED 51051 Morbella Court
La Quints
COMMON GROUND SWIMMING POOLS
'728'71 Dinah Shore Drive, Suite 105/1'12
Rancho Mirage; GA 412270
060) 74141-91-14
LATERAL LOADS 2015 GBG and ASCE -1-10
5E15MIC COEFFICIENTS GBG 5EGTION 1615
ASCE -1-10 Chapter 15
Seismic Design Req,. for Non-5ulld1ng Structures
EQUIVALENT LATERAL FORGE A50E 1-10, SECTION 15.4
V=GsxAdl
5E15MIG 5A5E SHEAR (EQ. 12.6-1)
Gs = (0.8) 51 (EQ. 15.4-2)
(R/1) x (1.4) C3,0/l �O� l 4 (Cs = NOT LE55 THAN 0.05)
v= p x Cs x Wdl = Gro k 0, l33 x t,,I)e O,� 0, 041
WHERE p= 1.0 0,09( 11+
A50E SECTION VALUE FACTOR
SEG. 15.4.1.1 1 = 1.0 Importance Factor
5EG. 11.6-1 D Seismic Design Category
TABLE 15.4-2 R = 5 Response Modification Factor
5EG. 11.4.4 51= 0.6418 g Design Spectral Response Acceleration
ADDRESS = 51051 Marbella Court, Lo Qulnto
ZIPCODE = 412255
LATITUDE = 55.85641501
LONGITUDE _ -116.5024'15
ALTERNATIVE BASIC LOAD COMBINATION FOR ALLOWABLE STRE55 DESIGN
PER ASCE "7-10, 5EG. 12.4.2 5E15MIC LOAD EFFECT
E= Eh + Ev (EQ. 12.4-1) WHERE Eh = pOe
WHERE Ev = 02 Sds D = 0
WHERE p= 1.5
D + w (O.6N) or (61E) (EQ. 2.4.1) WHERE w= 13
WHERE D = DEAD LOAD
Y*4ERE W = WIND FORGE
WHERE E = EARTHQUAKE
LJ
' 1533 Architectural, Mechanical, and Electrical Components.
Architectural, mechanical, and electrical components supported
by nonbuilding structures shall be designed in accordance with
Chapter 13 of this standard.
1
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11
II1
15.4 STRUCTURAL DESIGN REQUIREMENTS
15.4.1 Design Basis. Nonbuilding structures having specific
seismic design criteria established in reference documents shall
be designed using the standards as amended herein. Where refer-
ence documents are not cited herein, nonbuilding structures shall
be designed in compliance with Sections 15.5 and 15.6 to resist
minimum seismic lateral forces that are not less than the require-
ments of Section 12.8 with the following additions and
exceptions:
1. The seismic force -resisting system shall be selected as
follows:
a. For nonbuilding structures similar to buildings, a system
shall be selected from among the types indicated in
Table 12.2-1 or Table 15.4-1 subject to the system limi-
tations and limits on structural height, h,,, based on the
seismic design category indicated in the table. The
appropriate values of R, Q0, and Cd indicated in the
selected table shall be used in determining the base
shear, element design forces, and design story drift as
indicated in this standard. Design and detailing require-
ments shall comply with the sections referenced in the
selected table.
b. For nonbuilding structures not similar to buildings, a
system shall be selected from among the types indicated
in Table 15.4-2 subject to the system limitations and
limits on structural height, h,,, based on seismic design
category indicated in the table. The appropriate values
of R, 0„ and Cd indicated in Table.15.4-2 shall be used
in determining the base shear, element design forces,
and design story drift as indicated in this standard:
Design and detailing requirements shall comply with
the sections referenced in Table 15.4-2.
c. Where neither Table 15.4-1 nor Table 15.4-2 contains
an appropriate entry, applicable strength and other
design criteria shall be obtained from a reference docu-
ment that is applicable to the specific type of nonbuild-
ing structure. Design and detailing requirements shall
comply with the reference document.
2. For nonbuilding systems that have an R value provided in
Table 15.4-2, the minimum specified value in Eq. 12.8-5
shall be replaced by
C, = 0.044SosI, (15.4-1)
The value of C. shall not be taken as less than 0.03.
And for nonbuilding structures located where S, >_ 0.6g, the
minimum specified value in Eq. 12.8-6 shall be replaced by
C, = 0.8S11(R11,) (15.4-2)
ans and vessels that are designed to
AWWA D100, AWWA D103, API 650 Appendix E, and
API 620 Appendix L as modified by this standard, and
stacks and chimneys that are designed to ACI 307 as modi-
fied by this standard, shall be subject to the larger of the
minimum base shear value defined by the reference docu-
ment or the value determined by replacing Eq. 12.8-5 with
the following:
C, = 0.044SoS 1, (15.4-3)
The value of C, shall not be taken as less than 0.01.
106
`yt,l
And for nonbuilding structures located where S, >_ 0.6g, the -
minimum specified value in Eq. 12.8-6 shall be replaced
by
C, = 0.5S1/(R11,) (15.4-4)
Minimum base shear requirements need not apply to the
convective (sloshing) component of liquid in tanks.
3. The importance factor, 1„ shall be as set forth in Section
15.4.1.1.
4. The vertical distribution of the lateral seismic forces in
nonbuilding structures covered by this section shall be
determined:
a. Using the requirements of Section 12.8.3, or
b. Using the procedures of Section 12.9, or
c. In accordance with the reference document applicable
to the specific nonbuilding structure.
5. For nonbuilding structural systems containing liquids,
gases, and granular solids supported at the base as defined
in Section 15.7.1, the minimum seismic design force shall
not be less than that required by the reference document
for the specific system.
6. Where a reference document provides a basis for the earth-
quake resistant design of a particular type of nonbuilding
structure covered by Chapter 15, such a standard shall not
be used unless the following limitations are met:
a. The seismic ground accelerations and seismic
coefficients shall be in conformance with the require-
ments of Section 11.4.
b. The values for total lateral force and total base
overturning moment used in design shall not be less
than 80% of the base shear value and overturning
moment, each adjusted for the effects of soil -structure
interaction that is obtained using this standard.
7. The base shear is permitted to be reduced in accordance
with Section 19.2.1 to account for the effects of soil -
structure interaction. In no case shall the reduced base
shear be less than 0.7V.
8. Unless otherwise noted in Chapter 15, the effects on the
nonbuilding structure due to gravity loads and seismic
forces shall be combined in accordance with the factored
load combinations as presented in Section 2.3.
9. Where specifically required by Chapter 15; the design
seismic force on nonbuilding structures shall be as defined
in Section 12.4.3.
15.4.1.1 Importance Factor. The importance factor, 1,, and
risk category for nonbuilding structures are based on the relative
hazard of the contents and the function. The value of 1, shall be
the largest value determined by the following:
a. Applicable reference document listed in Chapter 23,
b. The largest value as selected from Table 1.5-2, or
c. As specified elsewhere in Chapter 15.
15.4.2 Rigid Nonbuilding Structures. Nonbuilding structures
that -have a fundamental period, T, less than 0.06 s, including
their anchorages, shall be designed for the lateral force obtained
from the following:
V = 0.30Sos WI, (15.4-5)
where
V = the total design lateral seismic base shear force applied to
a nonbuilding structure
SDs = the site design response acceleration as determined from
Section 11.4.4
W = nonbuilding structure operating weight
STANDARDS 7-10
W
1
'
Table 15.4-2 (Continued)
Structural System and Structural Height, hm
Limits (R)~d
Detailing
Nonbullding Structure Typo
Requirements` R
Qo
Cd
A& a
C D
E
F
I
Pole: Steel
1.5
1.5
1.5
NL
NL NL
NL
NL
Wood
1.5
1.5
1.5
NL
NL NL
NL
NL
Concrete
1.5
1.5
1.5
NL
NL NL
NL
NL
Frame: Steel
3
1.5
1.5
NL
NL NL
NL
NL
'
Wood
1.5
1.5
1.5
NL
NL NL
NL •
NL
Concrete
2
1.5
1.5
NL
NL NL
NL
NL
fl
1
Amusement structures and monuments 15.6.3 2 2 2 NL NL NL NL NL
Inverted pendulum type structures (except elevated tanks, 12.2.5.3 2 2 2 NL NL NL NL NL
vessels, bins, and hoppers)
Signs and billboards P ��,t�"� �. 3.0 1.75 3 NL NL NL NL NL
All other self-supporting structures, tanks, or vessels not 1.25 2 2.5 NL NL 50 50 50
covered above or by reference standards that are not similar
to buildings
'NL = no limit and NP = not permitted.
'See Section 15.7.3a for the application of the ove strength factors, 514, for tanks and vessels.
`If a section is not indicated in the detailing requirements column, no specific detailing requirements apply.
dFor the purpose of height limit determination, the height of the structure shall be taken as the height to the top of the structural frame making up the primary
seismic force -resisting system.
'Sections 15.7.10.5a and 15.7.10.5b shall be applied for any risk category.
(Detailed with an essentially complete vertical load carrying frame.
15.4.9 Anchors in Concrete or Masonry
15.4.9.1 Anchors in Concrete. Anchors in concrete used for
nonbuilding structure anchorage shall be designed in accordance
with Appendix D of ACI 318.
15.4.9.2 Anchors in Masonry. Anchors in masonry used for
nonbuilding structure anchorage shall be designed in accordance
with TMS402/ACI 530/ASCE 6. Anchors shall be designed to
be governed by the tensile or shear strength of a ductile steel
element.
EXCEPTION: Anchors shall be permitted to be designed so
that the attachment that the anchor is connecting to the structure
undergoes ductile yielding at a load level corresponding to
anchor forces not greater than their design strength, or the
minimum design strength of the anchors shall be at least 2.5
times the factored forces transmitted by the attachment.
15.4.9.3 Post -Installed Anchors in Concrete and Masonry.
Post -installed anchors in concrete shall be prequalified for
seismic applications in accordance with ACI 355.2 or other
approved qualification procedures. Post -installed anchors in
masonry shall be prequalified for seismic applications in accor-
dance with approved qualification procedures.
15.5 NONBUILDING STRUCTURES SIMILAR TO
BUILDINGS
155.1 General. Nonbuilding structures similar to buildings as
defined in Section 11.2 shall be designed in accordance with this
standard as modified by this section and the specific reference
documents. This general category of nonbuilding structures shall
be designed in accordance with the seismic requirements of this
standard and the applicable portions of Section 15.4. The com-
bination of load effects, E, shall be determined in accordance
with Section 12.4.
155.2 Pipe Racks
155.2.1 Design Basis. In addition to the requirements of Section
15.5.1, pipe racks supported at the base of the structure shall be
designed to meet the force requirements of Section 12.8 or 12.9.
Displacements of the pipe rack and potential for interaction
effects (pounding of the piping system) shall be considered using
the amplified deflections obtained from the following equation:
S= = Cd8m (15.5-1)
1�
where
Cd = deflection amplification factor in Table 15.4-1
ke = deflections determined using the prescribed seismic design
forces of this standard
1, = importance factor determined in accordance with Section
15.4.1.1
See Section 13.6.3 for the design of piping systems and their
attachments. Friction resulting from gravity loads shall not be
considered to provide resistance to seismic forces.
155.3 Steel Storage Racks. Steel storage racks supported at
or below grade shall be designed in accordance with ANSURMI
MH 16.1 and its force and displacement requirements, except as
follows.
I
Minimum Design Loads for Buildings and Other Structures 109
a
Uet Lat Long trom Address Convert Address to Coordinates Page 1 of 6
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330 40'41.8728" N
' 1160 15'55.3104" W
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1 Lat Long
(33.678298, -116.265364)
' GPS Coordinates
-------------------------•.-----.-------.-----......--------------------.------.._ _..
330 40'41.8728" N
' 1160 15'55.3104" W
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1 (33.682285, -116.266630)
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L' uslgdr"1Vlaps aummary Kepon FPage,L' l
t
( Design Maps Summary Report
L4-1
User -Specified. Input
'
;
Report Title LENZ
Thu October 8, 2015.23:06:10 UTC
'
Building Code Reference Document. ASCE 7=10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 33.67830N, 116.26536°W
Site Soil Classification Site Class. D - "Stiff Soil"
Risk Category I/II/III
-
t
�3. �I� ax:s;s'>.:,.�•r, ?> _ .rF�^'-
IN-
a.?G:+Tf ..;al i;_- mak': ,^t `!T i:+'ti i, 3•.2"r�`,%
R
Gni } 3 ��. �.:€ -'`3Y' \n
ea' ti x ss\ 1YJ"`� hP9Jg ,y� ,4j"". d-GsiwZ�,^�,-ffi
f 'si/ yjf 5 { '' �CeiJe. -^•. I� max.
i > fi >phY. -. stili t -AAL of r %xC �Yw, �"
.1J z 3P-2
� v� •.uir,. � � P�`tif�e$Qrt�'� {y � ? „�w. _ �,,, � r ..f- ��,3 �,�'4,,w�.,xx�rui� � �t��r�
T,
�. • .. "D^Smrt" " - � ^-'• ,." �. 0"S
. { y�
�/-'ryM�•�1�1Qa� �.�.."'iil•9j`5%fH�i�' ^VSZ� 1+r..F�J�'nF.¢' 'ry' kI
Ell.
- l� 'Nfit i"Y f�l'I�Vr i dip ;ae" • > +�� i, ,y �..Sx ���- 1
d'Y i r fF' i. RK /��4'S�JS�+ A.i L •! '��7e.`�Y r ;✓f" z.
l4'11- 4 Rft it9'I )• t�T�.3},.;.L'La•Y+ ^y �".+ Y���,_��� �... �i G'A -r"'y,�•F'rdajg
�Sx=
+r"vy�d(�xfikM" '°' x <sa -traf Y-N?'�d5�?tkfi'}i 14^..i ". d r -rn• Y- 'T>'�'+Ci'u �t <4k4T'�yY,f"'ah
m``��''>e. rr••�, e 5
fj!
�•rs"�F��yy��f�f��'a��r�z� �'�, �. 'u. r�� > ^Z�i`+r17�.f
�y
/�IJ.SiIr�'i7f ,t' - .T`I`'{^�\^i�, ✓ �4idy ��ii 'r
f
K .i Ar' -a�•Fr M ,aY�e,.Y.. .'a frr«.,�'�f y 45 �t.,�`;� 1 X `•tLy d'6 it `V1.
s tr Jn'sgr'� L�/j a '.av .d',.,►����,�p�!� '1 ! r r�'S 't'..P\ J '�'�^�t• 4:l Y r 4taL �y�,�..i( Y�� Y ; If
�+T �✓1Rti✓�J/
Y73 ea` 1 • h' .....F'^1a.�..i.�'rrl �
Y .:..'�Ck`;�"7.`..:4�1.'5 "^4 N 'r� i'�,.� '! r,d»+ s�.}•y r „�' � '�'' �' fi° r � r'r ry �.r%s � �d �"'ry .7:>• �.fi' 3i@��.r7at t�
A
.
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J- p x T l £e ie cr
�., �y'v: . '' 5 b'.�rE. sc;, L.r'�•'.r, F'°-`''._ �.,. "are • :rte ,Ft ���1 i2'
Y `+Y' .Jw+�.,,t Y v t x .J�'`°fa. ,.i t S ti H n F['ni.Mao-
X,' z A$ -.'n
_ &.1.YI � x,{Y*'k. M¢JP+. ei'+ Y, 25. ��9y�� G 4 1 �- J ,�L'��•r'�' �`�'-9`Y�K-�.+[
y 1
>r� � �& 3C �r"T � }1 rt .x^3=^. 'rs• T'rv..
e n ••,y�t�g3s3'd's� �& i^ ,fit, n�'. '.gxv'o a xr,' ✓��. Am, r� n., "M'f� V ��e, �+r+-:�i''" ' ''� .3L.5x "
y �L)SapQwstSome tla�i�aass� �p r®> .
'
JJ
. �'�, ,v..,�•..: $_�,r.v+.a,. r5erc...,,.:rx ..'�z..,.�.�s�aL..0 - ._.�,. _. ._r3..t ... ._�17.a..-r.
USGS-Provided Output `
Ss= 1.505 g S„s = 1.505 g S=_ -=_J__003 g
'
S, =. 0.698 g S,,, _" 1.047 g Sol =�076�8�g
`
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
ground motions in the direction of maximum horizontal response, please return tothe application and
'deterministic
select the "2009 NEHRP" building code reference document.
MCEA Response Spectrum Design Response Spectrum
1.60 .1.10
1.28 0.89
;
1.12 0.77..
0.96 0.66
0.80 H 0.55
'N
0.64 0.44
0.48 0.33
0.32 0.22.
'
0.16 0.11
0.00 0.00
0.00 0.20 0.40 0.60. 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.60 0.60 0.80 1.00 1.I0 1.40 1.60 1.80 2.00
Period, T (sec) Period T (sec)
For PGAM, TL, CRs, and Ca, values, please view the detailed report.
n• ;.,
'
Although this information is a pioduct of the U.S. Geological Survey, we provide no warranty,' expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knpwledge.
ihttp-//ehpl-earthquake.cr.usgs.gov/designmaps/us/summary.php?template-minimal&latitude=33.:..
10/8/2015
THE FLYING BUTTRESS
17725 ENFIELD LN STE 130
PROJECT lk EiVZ��� PAGE -
r a k � ,�x
CLIENT: C,OMNION,GROt/ND=+��"` DESIGN BY
��
RAI
LF f f' I
(DP
PALM DESERT, CA 92211
��h
JOB NO..15 21T DATE :10/8r101.5.?pr REVIEW BY:
Seism16.;Ana " :i0 Based on 2092 IBC. E 'uivalerit`Laberal Force Procedure"ASCE 7.2010 :.. s.
'
INPUT DATA
DESIGN SUMMARY
Typical floor height
h =9i5' ft Total base shear
.
Typical floor weight
wx = kips V = 0.33 W, (SD) =
0 k, (SD)
Number of floors
n = 24 W, (ASD) _ ,.
0 k, (ASD)
Importance factor ASCE 11.5.1
P ( )
I a-; _
e = ��� Seismic desi catego �"�-•
D.
Design spectral response
SDs_ R 403 g h„ = 9.5 It
SDI =..
�0 698 g W = 1 k
Mapped spectral response
S,g k = 1.00 , (ASCE 12.8.3, page
91)
The coefficient (ASCE Tab 12.8-2)
G=OiO2..., :nrxhk = 10
The coefficient(ASCE Tab. 12.2.1)
R = �3 x = 0.75 , (ASCE Tab 12.8-2)
Ta = Ct (hn)x = 0.11 Sec (ASCE
VERTICAL DISTRIBUTION OF LATERAL FORCES
Level Level Floor to floor
Height Weight Lateral force 0- each level Diaphragm force
No. Name Height
hx wx wxh„k C ,, F,, Vx O. M. £Fi
Lwi FP,
ft
ft k k k k -ft k
k k
1 Roof
9,5 Wit. 10 1.000 0.3 0.3
1 0
0.3
Ground
0.0 3
zr�
WOMEN
-
NRS
Mme' .. ;
WE
t
u
a
DIMMER
dioeo, 141 BY aj�f DATE I JOB LE.PI # 17
STRUCTURAL'& CIVIL ENGINEERING - - - -
77.725 Enfield Lane • Unit # 130 CKD DATE PG_
Palm Desert, Califomia 9221-1 -
(7601772-4411 _0 _ FAX (760) 772-440.9 - OF
drpflyftol.com
PREPARED FOR:
1
T,
4TJ
tog
,.
1ZF1010 6°R:0v 1 c W.
BY p DATE t�V.
JOB��'1 Pe)i' #i �' •l%
i-�
Y. = STRUCTURACB CIVIL' ENGINEERING -
77.725 Enfield Lane • Unit #13.0 CKD DATE PG_�
Polm Desert, Calrfomia 92211
.'(76()).772-4411 • _FAX, (7601772-4409_ , _ OF
drpflyy@aol.com
PREPARED FOR:
_ - 6p _.. .s-.. _
Li KE.
W IvTrF
OT ov)-(
to T _ __
_
'I24 P_5P-x....IO,I_?`�-2'_xr3..3�a�
kn
�oT
. e _ I' L.
-
_____M��►----
._
5,5-1., _x_
n
Criteria
Flying Buttress
Title LENZ 9.5 -FT. CMU WALL
Page:
'The
Structural and Civil Engineering
Job # 15-217 Dsgnr" DRP
Date: 8 OC 2015
Height of Soil over Toe =
77725 Enfield Lane #130
Description....
0.0 ft
Axial Live Load =
Palm Desert, CA 92211
DESIGN 9.5'H. X 3.33' W. CMU WALL
0.0 in
Desi n Summary
772-4411 (760) 772.4409 FAX
Wall Stability Ratios
Lateral Sliding Force =
'(760)
This Wall in File: c:\users\denisekdocumentsVetainpro 10 project filesuenz-Iq.RPX
Sliding =
1.94 OK
RetalnPro (c)1987-2015, Build 11.15.7.02
License: KW -06063826 _
Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,ACI 530-11
n
Criteria
1,062 psf OK
Retained Height =
0.67 ft
Wall height above soil =
9.50 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
8.00 in"
Water height over heel =
0.0 ft
Surcharge Loads
1,062 psf OK
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
1,487 psf
Axial Load Applied to Stem
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Desi n Summary
Sliding Calcs
Wall Stability Ratios
Lateral Sliding Force =
Overturning =
2.01 OK
Sliding =
1.94 OK
Total Bearing Load = 1,666 lbs
...resultant ecc. = 11.45 in
Soil Pressure @ Toe =
1,062 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
1,995 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,487 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
8.5 psi OK
Footing Shear @ Heel =
3.0 psi OK
Allowable =
75.0 psi
Sliding Calcs
ASD
Lateral Sliding Force =
318.2 lbs
less 100% Passive Force = -
200.5 lbs
less 100% Friction Force = -
416.5 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 Stability =
0.0 lbs OK
Soil Data
Allow Soil Bearing = 1,995.0 psf L/
Equivalent Fluid Pressure Method
Heel Active Pressure 35.0 psf/ft
Passive Pressure = 150 0 psf/ft
Soil Density, Heel
Soil Density, Toe
FootingIlSoil Friction
Soil height to ignore
for passive pressure
110.00 pcf
= 0.00 pcf
0.250 I✓
= 12.00 in
-
e
Lateral Load Applied to Stem
Lateral Load =
0.0 Wft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 It
The above lateral load
Wall to Ftg CL Dist =
has been increased
1.00
by a factor of
Base Above/Below Soil
Wind on Exposed Stem =
26.7 psf
(Service Level)
Poisson's Ratio =
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2013,ACI
1.400
1.700
1.700
1.000
1.000
Adjacent Footing Load
Adjaoent Footing Load =
0.0 Ib
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
="
=
at Back of Wall
0.0 It
Poisson's Ratio =
0.300
Stem Construction
2nd
Bottom
Stem OK
Stem OK
Design Height Above Ftg
It =
3.33
0.00
Wall Material Above "Ht"
="
Masonry
Masonry
Design Method
=
ASD
ASD
Thickness
=
8.00
8.00
Rebar Size
_
# 5
# 5.
Rebar Spacing
=
16.00
8.00
Rebar Placed at
=
Center
Center
Design Data
fb/FB + fa/Fa
=
0.409
0.719
Total Force @ Section
Service Level ...r
lbs =
182.6
261.5
Strength Leve
lbs =
Moment.... Actual
Service Level
ft-#=
624.6
1,376.5
Strength Leve
ft-# =
Moment..... Allowable
ft-#=
1,526.9
1,914.7
Shear..... Actual
Service Level
psi =
4.1
5.8
Strength Leve
psi =
Shear..... Allowable
psi =
45.6
46.6
Wall Weight
psf=
78.0
78.0
Rebar Depth 'd'
in =
3.75
3.75
Masonry Data
I'm
psi=
1,500
1,500
Fs
psi =
24,000
20,000
Solid Grouting
=
Yes
Yes
Modular Ratio 'n'
=
21.48
21.48
Short Term Factor
=
1.000
1.000
_ Equiv. Solid Thick.
in=
7.60
7.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
= ASD
Concrete Data
Pc
psi =
Fy
psi =
'The Flying Buttress
Structural and Civil Engineering
77725 Enfield Lane #130
Palm Desert, CA 92211
'(760) 772-4411 (760) 772-4409 FAX
This Wall in File: c:\users\denise\documents\retainr
Summary of
Title LENZ 9.5 -FT. CMU WALL Page: (40
Job # 15-217 Dsgnr. DRP Date: 80C/
OC 015
Description....
DESIGN 9.5'H. X 3.33' W. CMU WALL
10 project filesVenz-Iq.RPX
itilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,ACI 530-11
Footing Design Results
Toe Heel
Factored Pressure = 1,487 0 psf
Mu': Upward = 1,700 41 ft-#
Mu': Downward = 609 609 ft-#
Mu: Design = 1,091 568 ft-#
Actual 1 -Way Shear = 8.51 3.04 psi
Allow 1 -Way Shear = 75.00 75.00 psi
Toe Reinforcing = # 5 @ 16.00 in
Heel Reinforcing = # 5 @ 18.00 in
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm
Heel: Not req'd: Mu < phi'5'lambda•sgrt(fc)'Sm
Key: No key defined
urning S Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
lbs ft ft-#
Heel Active Pressure - 64.5
RetainPro (c) 1987-2015, Build 11.15.7.02
C
Surcharge over Heel
License: KW -06053826
License To: FLYING BUTTRESS
Surcharge Over Toe
Footing Dimensions & Strengths
Toe Width =
1.67 It
Load @ Stem Above Soil = 253.7
Heel Width
2.33
'
Total Footing Width
4.00
Vertical Loads used for Soil Pressure =
Footing Thickness =
15.00 in
Key Width
0.00 in
Key Weight =
Key Depth
0.00 in
'
Key Distance from Toe
0.00 ft
• Axial live load NOT included in total displayed or used for overturning
resistance, but is included for soil pressure calculation.
fc = 2,500 psi Fy'=
40,000 psi
Footing Concrete Density =
150.00 pcf
Min. As %
0.0018
Cover @ Top 2.00 @ Btm = 3.00 in
Summary of
Title LENZ 9.5 -FT. CMU WALL Page: (40
Job # 15-217 Dsgnr. DRP Date: 80C/
OC 015
Description....
DESIGN 9.5'H. X 3.33' W. CMU WALL
10 project filesVenz-Iq.RPX
itilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,ACI 530-11
Footing Design Results
Toe Heel
Factored Pressure = 1,487 0 psf
Mu': Upward = 1,700 41 ft-#
Mu': Downward = 609 609 ft-#
Mu: Design = 1,091 568 ft-#
Actual 1 -Way Shear = 8.51 3.04 psi
Allow 1 -Way Shear = 75.00 75.00 psi
Toe Reinforcing = # 5 @ 16.00 in
Heel Reinforcing = # 5 @ 18.00 in
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm
Heel: Not req'd: Mu < phi'5'lambda•sgrt(fc)'Sm
Key: No key defined
urning S Resisting Forces & Moments
.....OVERTURNING.....
Force Distance Moment
lbs ft ft-#
Heel Active Pressure - 64.5
0.64 41.3
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil = 253.7
6.67 1,691.8
Total 318.2
O.T.M. 1,733.1
Resisting/Overturning Ratio
= 2.01
Vertical Loads used for Soil Pressure =
1,666.1 lbs
Force Distance Moment
lbs It ft-#
Soil Over Heel = 122.8 3.17
389.0
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe = 0.83
Surcharge Over Toe =
Stem Weight(s) = 793.3 2.00
1,586.5
Earth @ Stem Transitions=
Footing Weighl = 750.0 2.00
1,500.0
Key Weight =
Vert. Component =
Total = 1,666.1 lbs R.M.=
3,475.5
• 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 NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
' Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
' Soil Spring Reaction Modulus 250.0 pci
Horizontat Defl @ Top of Wall (approximate only) 0.075 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.
'The Flying Buttress Title LENZ:9.5-FT. CMU WALL
Structural and Civil Engineering Job # 15-217 Dsgnr. DRP
77725 Enfield Lane #130 Description....
Pat- Dse ,o CA 92211 DESIGN 9.5'H. X 3.33' W. CMU WALL
u
F1
i1
n
11
e
(760) 772-4411 (760) 7724409 FAX
This Wall in File: c:\users\denise\documents\retainpro 10 project filesUenz-Iq.RPX
Page:
Date: 8 OCT 015 ,
RetalnPro (c)1987-2015, Build 11.15.7.02
ucense: KW-oso53a2s ________ Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,ACI 530-11
Rebar Lap & Embedment Lengths Information .
Stem Design Segment: 2nd
Stem Design Height: 3.33 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #5 bar extending up into this stem design segment from below =
Development length for #5 bar specified in this stem design segment =
Development length for #5 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above =
Lap Splice length for #5 bar specified in this stem design segment =
Development length for #5 bar extending down into this stem design segment from above =
Development length for #5 bar specified in this stem design segment =
Hooked embedment length into footing for #5 bar specified in this stem design segment =
45.00 in
37.50 in
30.00in
--257W in
45.00 in
37.50 in
45.100
in
7.00 in
'The Flying Buttress
Structural and Civil Engineering
77725 Enfield Lane #130
Palm Desert, CA 92211
(760) 772.4411 (760) 7724409 FAX
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RetalnPro(c)1987-2015, Build 11.15.7.02
'Ucense : KW -08053826
License To: FLYING BUTTRESS
1
Title LENZ:9.5-FT. CMU WALL Page:A
�
Job # 15-217 Dsgnr. DRP Date: 8 T 1
Description....
DESIGN 9.5'H. X 3.33W. CMU WALL
nprc 10 project filesUenz-Iq.RPX
Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,ACI 530-11
8" W/.#5@ 16"
Solid Grout
' S° wJ #5@ 8"
Solid Grout
' @ Heel
1
sy-10"
T-6"
T4"
10'-2"
Y
0
Flying Buttress
Title LENZ:9.5-FT. CMU WALL
Page: ?/
'The
Structural and Civil Engineering
Job # 15-217 Dsgnr. DRP
Date: 8OCT 015
77725 Enfield Lane #130
Description....
Palm Desert, CA 92211
DESIGN 9.5' H. X 3.33'W. CMU WALL
'(760)
772-4411 (760) 772-4409 FAX
This Wall in File: c:\users\denise\documents\retainpro 10 project files\lenz-Iq.RPX
RetainPro (c)1997-2015, Build 11.15.7.02
Ucense: KW-08053826
Cantilevered Retaining Wall Design ;ode: CBC 2013,ACI 318-11,ACI 530-11
License To: FLYING BUTTRESS
0
23/2.
Optional Guest.House
THE MOROcco 5231
• 2 Bedrooms plus Den/Seudy • 2 Bathrooms • Great Room Liveable s.f. ..........1,649
• Dining Area a Entry Foyer • Island Kitchen. Garage ................529
• Breakfast Nook • Utility Room • Covered Patio Covered Patio & Entry .....272
• 2 -Car Garage with Storage • Optional Guest House
• Approximately 1,649 liveable sq. ft. Total Under Roof .... , ..2;450
Sun City Palm Desert Community Association 760:200.2100 0597
' THE FLYING BUTTRESS PROJECT L N7Z (3 33 X 2 PItASTER)`p"r""-" " PAGE r "
71725ENFIELDWSli:130
CLIENT .COMMONGROUND'
DESIGN BY DRP? ✓
PALM DESERT, CA 92111 JOB NO. ,15r2t7 W DATE : �tQW0154 REVIEW BY
Mason , .Column Desi n.Based-on 2013, CBC: Cha terA
INPUT DATA & DESIGN SUMMARY e °
SPECIAL INSPECTION (O=NO. 1 -YES) 0 No. (reduced W by 0.5)
TYPE OF MASONRY (1=CMU, 2=BRICK) 1. CMU �.x Y
:. r.. •; :.t.
' MASONRY STRENGTH fm' _ ;'15:° ksi '.,y .=''.'• v_y
REBAR YIELD STRESS f, '„'40'',
ALLOWABLE INCREASING 1(IBC/CBC 1605.32)
"
SEISMIC DESIGN CATEGORY (5=Gmvity) r:, 0_' WIND
' _ ":tit. . ! P/h - M/S.P/h ♦ Y/9
SERVICE AXIAL LOAD P k
SERVICE SHEAR LOAD V ;:0„„ It
MOMENT AT MIDHEIGHT M = 1.4 . -k use 10 - ^�
EFFECTIVE WIDTH b 2}J711
d in
' EFFECTIVE DEPTH d = 4in DISTANCE BETWEEN COL. REINF. a = 35.375 in
EFFECTIVE HEIGHT h (TMS 402, 1.16.4.7)
VERTICAL REINF. (EACH SIDE)4 0 i y.
HORIZ. TIES a. -' leg,0
V'.' ��� X16 in O.C. [THE COLUMN DESIGN IS ADEQUATE.]
' ANALYSIS
TOTAL REINFORCEMENT AREA AS 2.48 inz MODULAR RATIO n = 21.48
EFFECTIVE COLUMN AREA An = 960 inz REINFORCEMENT RATIO P = 0.003
' NET EFFECTIVE MOMENT OF INERTIA In = 728000 in ALLOWABLE STRESS FACTOR SF = 0.667
RADIUS OF GYRATION r 11.55 in MAX TIES SPACING (2105A.5.3.2) S_16 in
MASONRY ELASTICITY MODULUS Em 1350 ksi TRANSFORMED COLUMN AREA
STEEL ELASTICITY MODULUS Es = 29000 ksi A, = A. (1 +(2n -1) P) = 1064
' CHECK VERTICAL REINFORCEMENT LIMITATION (ACI 530, 2.1.6.4)
As = 2.48 if? > 0.0025A„ = 2.40 int [Satisfactory]
< 0.04,% = 38.40 inz [Satisfactory]
' LOWABLE STRESS DUE TO AXIAL LOAD ONLY— o2a9 ksi AXIAL STRESS AT MIDHEIGHT OF THE COLUMN
F, _ (SF)(0.25 f) 1.0—
)2) P+(half col. weight) _o.00a ksi
f fQ =ml�r
l At
[for h/r < 99] < Fa, [Satisfactory]
kl-LOWABLE STRESS DUE TO FLEXURE ALLOWABLE REINF. STRESS DUE TO FLEXURE
F6=(SF)(0.33fm)= 0.330 ksi Fs=(1.33 or 1.0(20) or 32= 26.7 ksi
t OTAL MOMENT ACTING AT MIDHEIGHT TRANSFORMED MOMENT OF INERTIA
r l Mr=M+(0.1)(241 1.4 ft -kips It=1„+(2n-3)A,(2)2= 160557 in'
' TRESS IN THE EXTREME FIBER DUE TO MT MAX.STRESS COMBINED AXIAL & FLEXURE
f b= M = 0.002 ksl f. = fo+ f b= 0.006 ksi
21, < fa, (Satisfactory, the section is untracked] < Fb, ]Satisfactory]
' REINF. STRESS COMBINED AXIAL & FLEXURE AXIAL LOAD AT BASE OF THE COLUMN
�f,=2n l f,+ a k 0.3 ksi P, = P+( full col. weight) = 9.153 k
l d < Fs, [Satisfactory]
' LOWABLE AXIAL LOAD FOR AXIAL COMPRESSION ONLY
( )2)�,q�+0.65FsAs) 1.0- h = 281.37 k >Pt,[Satisfactory]
p,=((SF)0.25j
140r [for h/r < 99]
I
1
DESIGN DETERMINED FROM THE FOLLOWING EXPRESSION
% = d = 0 Psi =MIN (SF)1.125 f. F,+0.5(AA"F ) , (SF)2 fm
C J
(TSM 402-112.3.6)
= 35.99182 psi [Satisfactory]
Technical References:
1. "Masonry Designers' Guide, Third Edition” (MDG -3), The Masonry Society, 2001.