RPL (14-0123) (Structural Calculations)CLIENT: Desert Outdoors
(760)-275-7359
MJECT= wKBSHNEIZ
WATER FEATURE
40
7 Mesa ADDFREZ: - Gi-95 W Court
La Qu nta"
Trilogy Country club
1
JOB �1�' V o _ A
DATE:, 05 March 2ol(fl-.
STRUCTURAL-AND CIVIL, ENGINEERING
' n DENISE R. POELTLER, INC.
7,7725 ENFIELD -LANE, STE. #130,
PALM' DESERT, CA 92211
TEL. (760) 772-4411 FAX (760) 772-4409
drpfly@ao[.COM
ty1 l jqyVVtW buttY'ew
77725 Enfield Lane, #130
Palm Desert, CA 92211
(760) 772-4411 FAX (760) 772-4409
drpfly@aol.com
PROJECT:
BY D DATE
REVISED
KIRS14NER
61"185 Masa Court
La Qulnta
Trilogy G.G.
DESERT OUTDOORS
'19405 Highway 111, Suite 9, . #42'1
La Quinta, GA 92253
(160) 215--059, 060) 399-9600
STRUCTURAL GALGULATIONS
0I -I?.
PAGE_
OF
2012 Int'I Building Godo
Ej�1GtNEERING SERVICES: 2013 California Building Code
1. Design steel in 3.5 -ft. high x 13 -ft. long concrete water feature.
2. Design 3' x 3' CMU pedestal, 4 -ft. high.
3. DETAIL "A": 3.5 -ft. high concrete water feature.
4. DETAIL "B 4 -ft. high, 3' square CMU pedestal
I Il` a & 5 '1
NO SOILS REPORT PROVIDED. USE CBC TABLE 18062 FOR MINIMUM VALUES.
Soil Classification = Silty sand
Soil Bearing Pressure. = 2000 PSF Continuous Footing
Equivalent Fluid Pressure = 35 PGF (Cantilever Wall, Level Backfill)
Equivalent Fluid Pressure = 55 PGF (Restrained Wall, Level Backfill)
Sliding Coefficient = 0?5
Passive Pressure = 150 PSF/FT
OWNER/GONTRAGTOR ACCEPTS ALL LIABILITY FOR COMPACTION AND SUBSIDENCE
OF UNDERLYING SOILS.
C.ONGRET'E (GU IE) STRENGTH
f c = 2500 PSI 28 -Day Compressive Strength No 33446 .
WT = 150 PGF
REINFORCING STEEL * Exp. 6-30-14- 4
F y = 40 KSI, Grade 40, ASTM A615, #3 BARS OR GREATER ��-`--I�-�.��
9 CIV1- �
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 DRAWIN65.
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 SYSTEM. THE ATTACHMENT OF VENEER AND
NON-STRUCTURAL ELEMENTS 15 THE RESPONSIBILITY OF THE ARCHITECT, UNLE55 SPECIFICALLY 5HOWN 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. 5TRUCTURAL OBSERVATION
OR FIELD INVESTIGATION SERVICES ARE RETAINED UNDER A SEPARATE CONTRACT.
1
&c& flyC+i* but ew BY DATE KIR.S+INER
77725 Enfield Lone, #130 REVISED 61185 Mesa Court PAGE a.
Palm Desert, CA 92211, Lo Quints
(760) 772-4411 FAX (760) 772-4409 TNlogy G.G. OFA@_
drpfly@noL.com
PROJECT: DESERT OUTDOORS
?9405 Highway III, Sults 9, #42'1
La Quints, GA 92253
(160) 215.1559, ("160) 599-9600
BASI5 OF 2E51GN
CODE INTERNATIONAL BUILDING GODS (IBC), 2012 EDITION
CALIFORNIA BUILDING CODE (GBG), 2013 EDITION
INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS
ASCE 1-10 MINIMUM DESIGN LOADS FOR BUILDINGS
STEEL MANUAL OF STEEL CONSTRUCTION, ALLOWABLE STRESS DESIGN (A156 341-10)
FOURTEENTH EDITION, AMERICAN INSTITUTE OF STEEL CONSTRUCTION
CONCRETE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (AGI), AGI 518-11
AMERICAN CONCRETE INSTITUTE
WOOD NATIONAL DESIGN OF SPECIFICATIONS FOR WOOD CONSTRUCTION (NDS -2012)
AN51/NFOPA, 2012 EDITION, NATIONAL FOREST PRODUCTS ASSOCIATION.
MASONRY TM5 402-11, AGI 530-11, A5CE 5-11 and IBC 20121-'
r
t <
"• "`.' f ytin* but e*k
BY PO DATE 91/14r
KIRSHNER
s •12
77725 Enfield Lane, #130
REVISED
61,785 Masa Court
PAGE_
Palm Desert, CA 92211
(760) 772-4411 FAX (760) 772-4409
L a Quinto
•
?.450
'drpRy@aol.com
Trilogy Co.C.
OF
PROJECT: Dr:5ERT OUTDOORS
19405 Highway III, Suite Q, #42'1
La Ovinta, CA 92255 ,
060)-215-T-5501, (760) 54q -g600
MA50NRY DEMON '(Working Stress Design)
NO SPECIAL INSPECTION, USE HALF 5TRE55E5 .
TM5 402-11, AGI 550-11, ASCE 5-11 and IBC 2012
WT. = 65 P5F, w CMU, &ROUT CELLS WITH STEEL.
f Wi = 1500 P51 COMPRE551NE 5T1?EN&TH
fb = 250 P51 COMPRESSION - FLEXURAL +
fv = 20 P51 MA50NRY TAKES SHEAR '
fv = 29 P51 REINFORCIN& TAKES ALL SHEAR
fs = 20 K51 STEEL STREN&TH (Fy = 40 KSI)
Em = 1.125 X 10 '. P51
n = 25.5 MODULAR RATIO Es/Em
CONCRETE 5TREN&TH r
f'r, = 2500 P51 2.6 -Day Compressive Strength
5L EL f
F y ='40 K51, Grade 40, ASTM A615 ,
&ROUT STRENGTH
f'c = 2500 P51 26 -Day Compressive Strength
Olin. r
!i•,,,j.�,i, ,r.,;�i,.nry;.�ul.,iq:'i ^iu:•ia;: q: ui-ir�,�.J
ONE
Nil
I X 1 GLASS MOSAIC TILE
' AT SIDES AND TOP OF
UPPER BASIN, TILE TO BE
SELECTED BY OWNER.
' BEY
COLUMN ND WITH
O
BULLNOSED PAVER CAP AND
RIVER ROCK VENEER (SOLID
ROCK, NOT FLAT VENEER) RIVER
16 ROCK TO BE SELECTED BY
' OWNER, SIZE TO BE APPROX. 6'
ANGLE GUNITE FOR
a' LEDGESTONE STACK
' 3ll (APPROX. T' OFFSET)
GirR a °
' STUCCO FACE AT
REAR ° b l —1 ,4l�D.G• (TYP.)
LEDGE STONE VENEER, TO
BE SELECTED BY OWNER
' a1'
C'�YP•)
:° .
I ATERLJNE ° - # 3 VP -A T.
—I Qr G _ alt' (�"O•G. C��P.)
II III III a •° . 8 =—
u
•
' A PEBBLE MIN. 2 - 3" EQUALIZER
a LINES TO POOL
NOTCH GUNITE BACK TO
CREATE DRIP EFFECT
tA FROM LEDGESTONE
' (�•• O11.0 Co1 X 1 GLASS WATERLINE
M IN . Mime, TILE TO MATCH TILE AT
I IPPFR RAMN
2'• Co'' MIN ' . ,
WATER FS.AT0VITZ.
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
"• "& fbYtMLY butt e*r
77725 Enfield Lane, #130
Palm Desert, CA 92211
(760) 772-4411 FAX (760) 772-4409
BY OAF DATE
REVISED
IGRSHNER
61785 Mega Court
La Qulnto
Trilogy G.G.,
$
PAGE
OF_�j@
CLIENT:
46" 90- PAD FOOTING
#5 VERT.
BARS AT
#5 HORIZ. TIE
4" O.G.
AT 16" O.G. (TYPIAO
(`TYPJ
a
`
•�•�,• ��? � 0
PLAN 1/IEWTROUGH��A.'
or
—
,
8-#4 VERT. BARS (TYPJ
6" STONE VENEER --,,
. 4
8" GMU PEDEST
SOLID &ROUT
SECTION
#3 HORIZ. TIE
AT 16" O.G. (TYPJ
#5 VERT.
BARS AT
b" D.G.
(TYP)
#3 VERT.
BARS AT
4" O.C.
d (TYP)
`KATER
SURFACE
----#3 HORIZ.
BARS AT
12" O.G.
(TYP)
#3
44_BARSFM AT AT
3°GLR.r 6" O.G.
GONGRETE (&UNITE) STREN&TH (TYP)
V c = 2500 P51 28 -Day Compressive Strength MASON= Fon = 1500 P51
STEEL F y = 40 KSI, &rade 40, ASTM A615 &ROUT: Pc. = 2500 P51 AT 2&-DAY5
#5 BAR MIN. LAP = 18"
#4 BAR MIN. LAP = 24
1/2"=1'-0"
48" H I GH - PEDESTAL AT WATER FEATURE E3
� • . Iii , .. .'. .r. _. .
4
'19405 Highway III, Suite 9, #42"1 4,
La Quinta, GA 92253
(160) 215-1359, (160) 399-9600
LATERAL LOADS 2013 GBG and ASCE 1-10
4.
SEISMIC 00EFFIGIENT5 GBG 5ECT,40N 1613
ASCE 1-10 Chapter 15
Seismic Design Req,. for Non-5vilding Structures .
EQUIVALENT LATERAL FORGE ASCE 1-10; SECTION 15.4
V= Gs x Wdl q SEISMIC BASE SHEAR (EQ. 12.8-1)
Cs = (0.8) 5 - 0,13 (0-40 -
- • o:1 l „ •, MO. 15.4-2)
(R/1) x (1.4) (Cs = NOT LE -55 THAN 0.03)
V= p x Cs x YVdl = (,o n 0,1-7 x cep,, 0,11 WbLo
WHERE p= 1.0
ASCE SECTION VALUE • FACTOR '
SEG. 15.4.1.1 11 = I.O Importance Factor
SEG. I1b-1 D Seismic Design Category
TABLE 15.4-2 R = 2 Response Modification Factor
SEG. 11.4.4 51= 0.6 g Design Spectral Response Acceleration
ADDRESS = 61185 Mesa Court, La 'Quints ,
ZIPCOM = 92253 -'
LATITUDE = 33599695 +
LONGITUDE _ -116.234361
ALTERNATIVE BASK LOAD COMBINATION FOR ALLOWABLE 5T Z-55 DESIGN
PER ASCE 1-10, SEG. 12.4.2 SEISMIC LOAD EFFECT
E= Eh + Ev (EG. 12.4-1) YVERE Eh= pOe
YV!-IERE Ev = 02 Sds D = O
WHERE p= .13
D + w (ObYV or (6.1EJ (EQ. 2.4.1) , )
WHERE w 1.3
MERE D DEAD LOAD '
WHERE W _ WIND FORGE
WERE E = EARTHQUAKE `
"' "`� 1 �' i�tA��"• '�aa
BY b " DATE Ylt
'
° :�-
IUR514NER
77725 Enfield Lane, #130
REVISED
61185 Mesa Court_
PAGE_
Palm Desert, CA 92211
(760) 772-4411 FAX (760) 772-4409
La Quints #
OF,
drpfly@aol.com
Trilogy C.G.
PROJECT: OUTDOORS
DESERT ,.
'19405 Highway III, Suite 9, #42"1 4,
La Quinta, GA 92253
(160) 215-1359, (160) 399-9600
LATERAL LOADS 2013 GBG and ASCE 1-10
4.
SEISMIC 00EFFIGIENT5 GBG 5ECT,40N 1613
ASCE 1-10 Chapter 15
Seismic Design Req,. for Non-5vilding Structures .
EQUIVALENT LATERAL FORGE ASCE 1-10; SECTION 15.4
V= Gs x Wdl q SEISMIC BASE SHEAR (EQ. 12.8-1)
Cs = (0.8) 5 - 0,13 (0-40 -
- • o:1 l „ •, MO. 15.4-2)
(R/1) x (1.4) (Cs = NOT LE -55 THAN 0.03)
V= p x Cs x YVdl = (,o n 0,1-7 x cep,, 0,11 WbLo
WHERE p= 1.0
ASCE SECTION VALUE • FACTOR '
SEG. 15.4.1.1 11 = I.O Importance Factor
SEG. I1b-1 D Seismic Design Category
TABLE 15.4-2 R = 2 Response Modification Factor
SEG. 11.4.4 51= 0.6 g Design Spectral Response Acceleration
ADDRESS = 61185 Mesa Court, La 'Quints ,
ZIPCOM = 92253 -'
LATITUDE = 33599695 +
LONGITUDE _ -116.234361
ALTERNATIVE BASK LOAD COMBINATION FOR ALLOWABLE 5T Z-55 DESIGN
PER ASCE 1-10, SEG. 12.4.2 SEISMIC LOAD EFFECT
E= Eh + Ev (EG. 12.4-1) YVERE Eh= pOe
YV!-IERE Ev = 02 Sds D = O
WHERE p= .13
D + w (ObYV or (6.1EJ (EQ. 2.4.1) , )
WHERE w 1.3
MERE D DEAD LOAD '
WHERE W _ WIND FORGE
WERE E = EARTHQUAKE `
Convert Address to Lat Long Geocode ` . ` Page 1 of I
Aldd Pres UIMst P�o�s
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' Convert Address to Lot Lon
To convert address to lat long type the
address with city name, street name to
get more accurate tat long value.
Address l
161785 MESA COURT, LA QUINTA, CA 92253 f; Find Lat Long j
' Llks114 OgJ}a� ar :. rn o`ra'yf rnj �'i i e
k i ,,.��{ �a4 :rr,,. Fs hid i 't•
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Database 4` ,I f`i+ InSUra11�� `
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Conversion Tool �WaftAPLC�
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www.altova.com/MapForce
&` r N'S k .3 n ru..w L;_4 k} fr din s
Easy Tool to Convert, Migrate, , 62nd Ave — 62nd Ave = 62nd Ave
' or Transform Data for All k
Databases. , ' r .. I,CD
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Share this location: , http://www.latlong.net/c/?Iat=33.599695&long=-116.234361 '
You can hold and move marker to anywhere you want to get the lat long of near places of your
address. This geo process Is also known as geocode address.
J
1
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02012- 2014 wvn•: latlong net I Privacy I Contact
We do not guarantee the accuracy of the coordinate places. Please use latlong.net at your mm risk..
h4://www.latlong.net/convert-address-to-lat-lo-ng.html
3/1/2014
11
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Design Maps Summary Keport s
Yage;l'Ot l
Design Maps Summary Report
User—Specified Input
Report Title KIRSHNER
Sat March 1, 2014 21 35:47.UTC
Building Code Reference Document ASCE 7-10 Standard iry ;
{ rY , �" �St 3 j � r•
,. (which utilizes USGS hazard'data available in -2008) ` t
Site Coordinates 33.5997°N, 116.23436-k,,
r
, .-Site Soil Classification Site Class, D "Stiff Soil
r 'k Qtt
Risk Category I/II/III f ,• �f+ `�" i `..•'Y
c�sk rctYS4t�a,.
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. J � .1� �,pd% zw 'F v :3.r"'N�F•� •"'` �'&:Ca.s�`,.�.t} d't�' a� .r i.• e
= , t
wvl.,
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an5nez:MoreniamARM`r r
I ME
MA
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e'r+7^
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y 1i1>gpQliBSt'+ g� u�3 xY�}v� z'a I'LL.. rr r3
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USGS—Provided Output x _ +
SS`= 1.500 9 Ss = 1.500 g 1., » SDS = 1.000 g r, z•
S. = 0.600 g S„1'= 0.900 g .,1 SDI 0.600
9`✓ �.
4 f
For information on how the SS and S1 values above have been calculated from probabilistEc"(risk targeted) and.. " ,
deterministic ground motions in the direction of maximum horizontal response, please return .to the applicatrion and
select the "2009 NEHRP" building code reference document r'-
4
MCEa Response Spectrum �' Design Response%Spectrum
L65 + t �..
a �-
10 ., #' f t, ♦+r' r t .
1.75 � • . � �' a.99 _ «* '�
1.20.-
1.05
.20 1.05 �' • r 6.77 ..� . L
P 0:90 • Y a +; OE 0.66 r, , t i ^7
-k . _
0.60 < y , ,"•1 ,
0.15
4
0.00 �� : 0:00' K k
4.00 0.20 0.40 0.60 0.80 1.00: 1.20 1.40, 1.60 1.80 2.00 0.00 0 20 0.40 0 60,`0.80 1.00-1.20 1.40 160 1.89, 2.00,;
Period, T se
l cl;,rt P
Per
. ` .' ,`h'• 1, * � �•/ » � •; +�f+#, t ?ro' tr r � r f � t ,' - a i
For PGAM, TL, CRs, and CR, values,. please view the'detailed report: " * jr '� ••, '' 1>-M;
Although this information is a product 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 knowledge
http://geohazards.usgs.gov/desigmnaps/us/summaryphp' template--minimal&latitude=33.5996...
3/1/2014
�°2{A
Table 15.42 Seismic Coefficients for Nonbuilding Structures not Similar to Buildings
Structural System and Structural Height, h,"
—
Limits (ft)"
J .
Nonbuilding Structure Type
Detailing
Requirements`
R
L1,
Ce
A& B
C
D
E
F
Elevated tanks, vessels, bins or hoppers
On symmetrically braced legs (not similar to buildings)
15.7.10
3
2°
2.5
NL
NL
160
100
100
'
On unbmced legs or asymmetrically braced legs (not
similar buildings)
15.7.10
2
2°
2.5
NL
NL
100
60
60
Horizontal, saddle -supported welded steel vessels
15.7.14-
3
2"
2.5
NL
NL
NL
NL
NL
Tanks or vessels supported on structural towers similar to
15.5.5
Use values for the appropriate structure type in the categories for
buildings
building frame
systems and moment resisting frame systems
listed
in.Table 12.2-1
or Table
15.4-1.
Flat -bottom ground -supported tanks:
15.7
Steel or fiber -reinforced plastic:
'
Mechanically anchored
3
2°
2.5
NL
NL
NL
NL
NL
Self -anchored
2.5
2°
2
NL
NL
NL
NL
NL
Reinforced or prestressed concrete:
'
Reinforced nonsliding base
2
26
2
NL
NL
NL
NL
NL
Anchored flexible base
3.25
2°
2
NL
NL
NL
NL
NL
Unanchored and unconstrained flexible base
1.5
1.5°
1.5
NL
NL
NL
NL
NL
'
All other
1.5
1.5°
1.5,
NL
NL
NL
NL
NL
Cast -in-place concrete silos having walls continuous to the
15.6.2
.3
1.75
3
NL
NL
NL
NL
NL
'
foundation
Al)
-
other reinforced masonry structures not similar to
14.4. If
3
2
2.5
NL
NL
50
50
50
buildings detailed as intermediate reinforced masonry shear
walls
c144) PEOESTaI.
All other reinforced masonry structures not similar to
14.4.1
2
2.5
1.75
NL
160
NP
NP
NP
buildings detailed as ordinary reinforced masonry shear walls
All other nonreinforced masonry structures not similar to
14.4.1
1.25
2
1:5
NL
NP
NP
NP
NP
buildings
Concrete chimneys and stacks
15.6.2 and ACI 307
2
1.5
2.0
NL
NL
NL
NL
NL
-
All steel and reinforced concrete distributed mass cantilever
15.6.2
structures not otherwise covered herein including stacks,
chimneys, silos, skirt -supported vertical -vessels; single
pedestal or skirt supported
Welded steel
15.7.10
2
2°
2
NL
NL
NL
NL
NL
Welded steel with special detailing`
15.7.10 & 15.7.10.5
3
2°
2
NL
NL
NL
NL
NL
a and b
Prestressed or reinforced concrete
15.7.10
2
2°
2
NL
NL
NL
NL
NL
Prestressed or reinforced concrete with special detailing
15.7. 10 and
3
2"
2
NL
NL
NL
NL
NL
14.2.3.6
'
Trussed towers (freestanding or guyed), guyed stacks, and
15.6.2
3
2
2.5
NL
NL
NL
NL
NL
chimneys
Cooling towers
Concrete or steel
3.5
1.75
3
NL
NL
NL
NL
NL
Wood frames
3.5
3
3.
NL
NL
NL
50
50
Telecommunication towers
15.6.6
Truss: Steel
3
1.5
3
NL
NL
NL
NL
NL
'
108
STANDARDS 7-10
' 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.
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
1
1
1
1
f
1
1
1
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, Do, and Ca 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, Q., and C, 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.
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, = 0.044SoS1� (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(R/1') (15.4-2)
EXCEPTION: Tanks 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
And for nonbuilding structures located where S, >_ 0.6g, the
minimum specified value in Eq. 12.8-6 shall be replaced
by
C, = 0.5S,/(R/1,) (15.4-4)
Minimum base shear requirements need not apply to the
convective (sloshing) component of liquid in tanks.
3. The importance factor, I,, 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 03V.
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, Ie, 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 = 0.30SoSW1, (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
rl�
1
1
1
1
1
1
th& fJ -"n O ut t ew BYQit—P DATE � �14 KIR-c*ReR
77725 'Enfield Lane, #130 . REVISED 61785 Mesa Court
Palm Desert, CA 92211 La aulnto PAGE_
(760) 772-4411 FAX (760) 772-4409 OF
drpflyeaoi.com Trilogy G.G.
PROJECT: , s DESERT OuTnooRs
741405 Highway III, Suite 41, #427 '
La Quinta, GA 412253
(760) 275-73541, (760) 3419-41600 + .
WIND DE516N ASCE 7-10, CHAPTER 241
SOLID FREE-STANDING WALLS ASCE 7-10, Fig. 241.4-1
Qh= 0.00256 (Kz) x (Kzt) x (Kd) x (V)2 x I.3 x w = 32 P4,f (Ea. 2CIZ-1)
ZFi>✓ P.O�rrol� 1 S Fold W i N IO o►J ° Ftt� � STaJD I N {. -
W -
p= QhxGxGfxwx0.6= i
ASCE SECTION VALUE
FACTOR
SEG. 65.4 V= 110 MPH
BASIC WIND SPEED
SEG. 65.4.4 Kd - OX6
DIRECTIONALITY
SEG. 655 1 = 1.0 .
IMPORTANCE FACTOR, CATEGORY II
G
EXPOSURE CATEGORY
SEG. 65.6 Kz = 0.85
VELOCITY PRESSURE EXPOSURE COEFFICIENT
SEG. 65.7.2 Kzt= 1.00
TOPOGRAPHIC FACTOR (FIS. 6-4)
-SEG. 65.8 6= 0.85
GUST FACTOR'
ALTERNATIVE BASIC LOAD COMBINATION
FOR ALLOWABLE STRESS DE516N
PER ASCE 7-10, CHAPTER 241
WIND LOAD EFFECT ;
PER GBG 2013, SEG. 16055.2
D + w (0.6100 or (o.7E) (Ea. 2.4.1),
MERE w= 1.3
1
1
1
�i
1
1
1
1
1
1
1
1
1
1
II
1
1
2.3.6 Load Combinations for Nonspecified Loads. Where
approved by the authority having jurisdiction, the registered
design professional is permitted to determine the combined load
effect for strength design using a method that is consistent with
the method on which the load combination requirements in
Section 2.3.2 are based. Such a method must be probability
based and must be accompanied by documentation regarding the
analysis and collection of supporting data that is acceptable to
the authority having jurisdiction.
2.4 COMBINING NOMINAL LOADS USING
ALLOWABLE STRESS DESIGN
2.4.1 Basic Combinations. Loads listed herein shall be consid-
ered to act in the following combinations; whichever produces
the most unfavorable effect in the building, foundation, or struc-
tural member shall be considered. Effects of one or more loads
not acting shall be considered.
1. D
2. D + L
3. D+(L,orSorR)
4. D + 0.75L + 0.75(L, or S or R)
5. D + 0.6W or 0.7E)
6a. D + 0.75L + .75(0-.-W + 0.75(L, or S or R)
6b. D + 0.75L + 0.75(0.7E) + 0.75S
7. 0.6D + 0.6W
8. 0.6D + 0.7E
EXCEPTIONS:
1. In combinations 4 and 6, the companion load S shall be
taken as either the flat roof snow load (pf) or the sloped
roof snow load (p,).
2. For nonbuilding structures, in which the wind load is deter-
mined from force coefficients, Cf, identified in Figures
29.5-1, 29.5-2 and 29.5-3 and the projected area contribut-
ing wind force to a foundation element exceeds 1,000
square feet on either a vertical or a horizontal plane, it shall
be permitted to replace W with 0.9W in combination 7 for
design of the foundation, excluding anchorage of the struc-
ture to the foundation.
3. It shall be permitted to replace 0.6D with 0.9D in combina-
tion 8 for the design of special reinforced masonry shear
walls, where the walls satisfy the requirement of Section
14.4.2.
Where fluid loads F are present, they shall be included in
combinations 1 through 6 and 8 with the same factor as that used
for dead load D.
Where loads H are present, they shall be included as follows:
1. where the effect of H adds to the primary variable load
effect, include H with a load factor of 1.0;
2. where the effect of H resists the primary variable load
effect, include H with a load factor of 0.6 where the load
is permanent or a load factor of 0 for all other conditions.
The most unfavorable effects from both wind and earthquake
loads shall be considered, where appropriate, but they need not
be assumed to act simultaneously. Refer to Sections 1.4 and 12.4
for the specific definition of the earthquake load effect E.2
1 'The same E from Section 12.4 is used for both Sections 2.3.2 and 2.4.1
Refer to the Chapter 11 Commentary for the seismic provisions.
Increases in allowable stress shall not be used with the loads
or load combinations given in this standard unless it can be
demonstrated that such an increase is justified by structural
behavior caused by rate or duration of load.
2.4.2 Load Combinations Including Flood Load. When a
structure is located in a flood zone, the following load combina-
tions shall be considered in addition to the basic combinations
in Section 2.4.1:
1. In V -Zones or Coastal A -Zones (Section 5.3.1), 1.5F, shall
be added to other loads in combinations 5, 6, and 7, and E
shall be set equal to zero in 5 and 6.
2. In noncoastal A -Zones, 0.75F, shall be added to combina-
tions 5, 6, and 7, and E shall be set equal to zero in
5and 6.
2.43 Load Combinations Including Atmospheric Ice Loads.
When a structure is subjected to atmospheric ice and wind -on -ice
loads, the following load combinations shall be considered:
1. 0.7D; shall be added to combination 2.
2. (L, or S or R) in combination 3 shall be replaced by 0.7D;
+0.7W+S.
3. 0.6W in combination 7 shall be replaced by 0.7D; + 0.7W.
2.4.4 Load Combinations Including Self -Straining Loads.
Where applicable, the structural effects of load T shall be con-
sidered in combination with other loads. Where the maximum
effect of load T is unlikely to occur simultaneously with the
maximum effects of other variable loads, it shall be permitted to
reduce the magnitude of T considered in combination with these
other loads. The fraction of T considered in combination with
other loads shall not be less than 0.75.
2.5 LOAD COMBINATIONS FOR
EXTRAORDINARY EVENTS
2.5.1 Applicability. Where required by the owner or applicable
code, strength and stability shall be checked to ensure that struc-
tures are capable of withstanding the effects of extraordinary
(i.e., low -probability) events, such as fires, explosions, and
vehicular impact without disproportionate collapse.
2.5.2 Load Combinations.
2.5.2.1 Capacity. For checking the capacity of a structure or
structural element to withstand the effect of an extraordinary
event, the following gravity load, combination shall be
considered:
(0.9 or 1.2)D + Ak + 0.5L + 0.2S (2.5-1)
in which Ak = the load or load effect resulting from extraordinary
event A.
2.5.2.2 Residual Capacity. For checking the residual load -
carrying capacity of a structure or structural element following
the occurrence of a damaging event, selected load-bearing ele-
ments identified by the registered design professional shall be
notionally removed, and the capacity of the damaged structure
shall be evaluated using the following gravity load
combination:
(0.9 or 1.2)D + 0.5L + 0.2(L, or S or R) (2.5-2)
2.53 Stability Requirements. Stability shall be provided
for the structure as a whole and for each of its elements. Any
method that considers the influence of second -order effects is
permitted.
STANDARDS 7-10
i
1.
'I
11
STRUCTURAL DESIGN
f2 = 0.7 for roof configurations (such as saw tooth) that
do not shed snow off the structure, and 0.2 for other
roof configurations.
Exceptions:
I. Where other factored load combinations are specifi-
cally required by other provisions of this code, such
combinations shall take precedence.
2. Where the effect of H resists the primary variable
load effect, a load - factor of 0.9 shall be included
with H where H is permanent and H shall be set to
zero for all other conditions.
1605.2.1 Other loads. Where flood loads, F,, are to be
considered in the design, the load combinations of Section
2.3.3 of ASCE 7 shall be used. Where self -straining loads,
T, are considered in design, their structural effects in com-
bination with other loads shall be determined in accor-
dance with Section 2.3.5 of ASCE 7. Where an ice -
sensitive structure is subjected to loads due to atmospheric
icing, the load combinations of Section 2.3.4 of ASCE 7
shall be considered..
1605A.3 Load combinations using allowable stress design
1605A.3.1 Basic load combinations. Where allowable
stress design (working stress design), as permitted by this
code, is used, structures and portions thereof shall resist
the most critical effects resulting from the following com-
binations of loads:
D + F (Equation 16A=8)
D + H + F + L (Equation 16A-9)
D + H + F + (L, or S or R) (Equation 16A-10)
D +H+ F+ 0.75(L) + 0.75(L,or S or R)
(Equation 16A-11)
D + H + F + (0.6W or 0.7E) (Equation 16A-12)
D + H + F + 0.75(0.6W) +
0.75L + 0.75(L, or S or R) (Equation 16A-13)
D + H + F + 0.75 (0.7 E)+0.75L+0.755
(Equation 16A-14)
0.6D + 0.6W+H (Equation 16A-15)
0.6(D + F) + 0.7E+H (Equation 16A-16)
Exceptions:
1. Crane hook loads need not be combined with roof
' live load or with more than three-fourths of the
snow load or one-half of the wind load.
2. Flat roof snow loads of 30 psf (1.44 kN/m2) or
' less and roof live loads of 30 psf or less need not
be combined with seismic loads. Where flat roof
snow loads exceed 30 psf (1.44 Mtn), 20 per-
cent shall be combined with seismic loads.
' 3. Where the effect of H resists the primary variable
load effect, a load factor of 0.6 shall be included
with H where H is permanent and H shall be set
I
I to zero for all other conditions.
4. In Equation 16-15, the wind load, W, is permitted
to be reduced in accordance with Exception 2 of
Section 2.4.1 of ASCE 7.
5. In Equation 16-16, 0.6 D is permitted to be
increased to 0.9 D for the design of special rein-
forced masonry shear walls complying with
Chapter 21.
1605A.3.1.1 Stress increases. Increases in allowable
stresses specified in the appropriate material chapter or
the referenced standards shall not be used with the load
combinations of Section 1605A.3.1, except that
increases shall be permitted in accordance with Chapter
23.
16053.1.2 Other loads. Where flood loads, Fe, are to
be considered in design, the load combinations of Sec-
tion 2.4.2 of ASCE 7 shall be used. Where self -strain-
ing loads, T, are considered in design, their structural
effects in combination with other loads shall be deter-
mined in accordance with Section 2.4.4 of ASCE 7.
Where an ice -sensitive structure is subjected to loads
due to atmospheric icing, the load combinations of Sec-
tion 2.4.3 of ASCE 7 shall be considered.
16053.2 Alternative basic load combinations. In lieu of
the basic load combinations specified in Section 1605.3.1,
structures and portions thereof shall be permitted to be
designed for the most critical effects resulting from the
following combinations. When using these alternative
basic load combinations that include wind or seismic
loads, allowable stresses are permitted to be increased or
load combinations reduced where permitted by the mate-
rial chapter of this code or the referenced standards. For
load combinations that include the counteracting effects of
dead and wind loads, only two-thirds of the minimum
dead load likely to be in place during a design wind event
shall be used. When using allowable stresses which have
been increased or load combinations which have been
reduced as permitted by the material chapter of this code
or the referenced standards, where wind loads are calcu-
lated in accordance with Chanters 26 through 31 of ASCE
7 the coefficient (m) in the following equations shall "
taken as 1.3. For other wind loads, ((o) shall be taken as 1.
When allowable stresses have not been increased or load
combinations have not been reduced as permitted by the
material chapter of this code or the referenced standards,
(a)) shall be taken as 1. When using these alternative load
combinations to evaluate sliding, overturning and soil
bearing at the soil -structure interface, the reduction of
foundation overturning from Section 12.13.4 in ASCE 7
shall not be used. When using these alternative basic load
combinations for proportioning foundations for loadings,
which include seismic loads, the .vertical seismic load
effect, E, in Equation 12.4-4 of ASCE 7 is permitted to be
taken equal to zero.
D + L + (L, or S or R) (Equation 16A-17)
D + L + 0.6 mW (Equation 16A-18
D + L + 0.6 wW + S/2 (Equation 16A-19)
D + L + S + 0.6 coW/2 (Equation 16A-20)
2013 CALIFORNIA BUILDING CODE
r402�
1�4w
THE FLYING BUTTRESS f�
PROJECT ICIRSJNEG� '° ���" PAGE
77725 ENFIELD LN STF 130 CLIENT '� h r
fDf r� s^� A DESIGN BY
PALM DESERT, CA 92211 JOB NO.. WWI
� DATE : .03J01/t4 REVIEW BY :
INPUT DATA
Exposure category (e, C or D)
Importance factor, 1.0 only, (rade 1.5-2)
Basic wind speed (ASCE 7 -to 26.5.1)
Topographic factor (26.6 & Table 28.6-1)
Height of top
Vertical dimension (for wall, s = h)
Horizontal dimension
Dimension of return comer
IW = 1.00
v J
V = „,x1:td mph
K,- zr Flat Fees\ond'm9 Wo\\
hp4 ft Soad s,9^ a r
S4 " ft
B
Lr = a
T Ground Su,loce
M
DESIGN SUMMARY -'-,F
Max horizontal wind pressure p = 41 psf X I, 3 X O, io r 3 Z pg r
Max total horizontal force at centroid of base F = 1.44 kips
Max bending moment at centroid of base M = 3.16 ft -kips
Max torsion at centroid of base T = 3.52 ft4dps
ANALYSIS
Velocity pressure
qh = 0.00256 Kh K.t Kd V2 = 22.38 psf
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)
= 0.85
h = height of top
M,
= 4.00 ft
Wind Force Case A: resultant force though the geometric center
(Sec. 29.4.1 & Fig. 29.1-1)
(psf)
p=qt. GG=
= 26 psf
(ft4dps)
F = p As
= 1.35 kips
2.140
M = F (h - 0.5s) for sign, F (0.55h) for wall
= 2.98 ft -kips
0.65
T =
= 0.00 ft4dps
8.0
where: G = gust effect factor. (Sec. 26.9)
27
R
Cr = net force coefficient. (Fig. 29.4-1, page 311)
0.94
1.37
Ag=Bs
0.950
= 52.0 ft2
VVind Force Case B: resultant force at 0.2 B offset of the goometric
center (Sec. 29.4.1 & Fig. 29.1-1)
. 0.64
p = Case A
= 26 psf
0.910
F = Case A
= 1.35 kips
0.07
M = Case A
= 2.98 ft4dps
E
T=0.2 F B
= 3.52 ft -kips
Wind Force Case Q resultant force different at each region
(Sec. 29.4.1 & Fig. 29.4-1)
1.72
p= qh G Cr
Balance s s
s s
F=EpAe
M = E [ F (h - 0.5s) for sign, F (0.55h) for wall ]
T=ETe
t�L]
4w,..a
Distance
Cr
P,
Ad,
F,
M,
T,
(ft)
(Fg.6-20)
(psf)
(f2)
(kips)
(ft4dps)
(ft-Wps)
4.0
2.140
41
16
0.65
1.43
2.93
8.0
1.400
27
16
0.43
0.94
0.21
12.0
0.950
18
16
0.29
. 0.64
-1.01
13.0
0.910
17
4
0.07
0.15
-0.42
E
1.44
3.16
1.72
� ,a
Design Wind Loads All Heights
Figure 29.41 Force Coefficients, Cr Solid Freestanding Walls
other structures & Solid Freestanding Signs
F
so3msIGNaR a
meLm�xaamw�tl CASE A
n .. Mmy F F F
F
w1m i
aRora a SURFACE CASE C
ELEVATION VIEW } F
RANGE
CASE B
e _ F F wwe
h art IVt F ,�, oAsn qF
_ i F
r
< t GROUO awckE BRi -1 0.28'�iRANGE
stn
'Vd1a21 21130 hemWfipOeE
tryae tc(kWng raEueaan
fader whet a relwn
caner is weaem
Lis Ram Faaw
tt }} vUW VIEW OF WALL OR SIGN Wm`
'W I ARMRN CORNER
0.90
7.0 0.75
Aspect Ratio, B/s
WM
Ir..rw
Aspect Ratio, B/S
dWenm nam
nam
whft.d 0W 2
3
4
5
6
7
8
9
10
wb dna Q*)
13 2 45
0 to s 2.25
2.60
2.90
3.10'
3.30'
3.40'
3.55•
3.65'
3.75'
0 to s
4.00' 4.30'
s to 2s 1.50
1.70
1.90
2.00
2.15
2.25
2.30
2.35
2.45
s to 2s
2.60 2.55
2s to 3s
1.15
1.30
1.45
1.55
1.65
1.70
1.75
1.85
26 to 3s
2.00 1.95
3s to 10s
1.10
1.05
1.05
1.05
1.05
1.00
0.95
3s to 4s
1.50 1.85
'Vd1a21 21130 hemWfipOeE
tryae tc(kWng raEueaan
fader whet a relwn
caner is weaem
Lis Ram Faaw
tt }} vUW VIEW OF WALL OR SIGN Wm`
'W I ARMRN CORNER
0.90
7.0 0.75
22 0.60
WM
Notes:
1. The term 'signs' in notes below also applies to "freestanding walls'.
2. Signs with openings comprising lose than 30% of the gross area are classed as solid signs. Force coefficients for solid signs with openings
shall be permitted to be multiplied by the reduction factor (1 - (1 - ¢),.)
3. To allow for both normal and oblique wind directions, the following cases shall be considered:
For s/h < 1: 1. -
CASE A: resultant force acts normal to the face of the sign through the geometric center.
CASE B: resultant force acts normal to the face of the sign at a distance from the geometric center
toward the windward edge equal to 0.2 times the average width of the sign.
For B/s 2 2, CASE C must also be considered:
CASE C: resultant forces act normal to the face of the sign through the geometric centers of each region.
For s/h = 1:
The same cases as above except that the vertical locations of the resultant forces occur at a distance above
the geometric center equal to 0.05 times the average height of the sign.
4. For CASE C where s/h > 0.8, force coefficients shall be multiplied by the reduction factor (1.8 - s/h).
5. Linear interpolation is permitted for values of a/h, We and L,/s other than shown.
6. Notation:
B: horizontal dimension of sign, in feet (meters);
h: height of the sign, in feet (meters);
s: vertical dimension of the sign, In feet (meters);
E: ratio of solid area to gross area; 4 '
L,: horizontal dimension of return comer, In feet (meters)
STANDARDS 7-10
F
STANDARDS 7-10
STRUCTURAL 8. CIVIL ENGINEERING
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Surcharge Loads
Lateral Load Applied to Stem
y Adjacent Footing Load
Building Code
Surcharge Over Heel =
The Flying Buttress
,
Title KIRSHNER WATER FEATURE Page:
'Job .: 2
Structural and Civil Engineering
Used To Resist Sliding & Overtuming
# 14-125 Dsgnr. DRP Date: 5 MAR 2 4
77725 Enfield Lane #130
0.00 ft
Descr: DESIGN 3.5 -FT. HIGH GUNITE WATER FEATURE
Palm Desert, CA 92211
...Height to Bottom = 0.00 ft
,
(760) 772-4411 email: drpfly@aol.com
Used for Sliding & Overturning
Wall in File: c:\usersldeniseldesktopldocuments\retainpro 10 project f
RetalnPro 10 (c)1987-2012, Build 10.13.8.31
Wall to Ftg CL Dist _
0.00 ft
License: Kw416063110
Cantilevered Retaining
Wall Design ;ode: CBC 2010,ACI 318-08,ACI 530-08
License To: FLYING BUTTRESS
Base Above/Below Soil
-
0.0 ft
Axial Dead Load =
0.0 lbs
„
Criteria
Soil Data
Retained Height = 2.50 ft
Allow Soil Bearing
= 1,995.0 psf
Poisson's Ratio =
Wall height above soil = 3.50 ft ti
Equivalent Fluid, Pressure _ Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00:1
_
Height of Soil over Toe 0.00 in
'Passive Pressure
_ '150.0 psf/ft
Wall Stability Ratios
Water height over heel = 0.0 ft
Soil Density, Heel
110.00 pd
Overturning =
Soil Density, Toe
= 1,100.00 pcf
Slab Resists All Sliding I
FootingllSoil Friction
= - 0.250
'
Soil height to ignore
Rebar Size =
u
# 4
for passive pressure
= 12.00 in
Rebar Spacing =
Surcharge Loads
Lateral Load Applied to Stem
y Adjacent Footing Load
Building Code
Surcharge Over Heel =
0.0 psf
Lateral Load = 0.0 #/R
Adjacent Footing Load =
0.0 Itis
Used To Resist Sliding & Overtuming
...Height to Top = 0.00 ft
Footing Width =
0.00 ft
Surcharge Over Toe =
0.0 psf
...Height to Bottom = 0.00 ft
Eccentricity =
0.00 in
Used for Sliding & Overturning
Concrete Data
The above lateral load
Wall to Ftg CL Dist _
0.00 ft
Axial Load Applied to Stem
by been c increased 1.00
Footing Type Line Load
Base Above/Below Soil
-
0.0 ft
Axial Dead Load =
0.0 lbs
Wind on Exposed Stem = 32.0 psf
✓ at Bads of Wall
Axial Live Load =
Axial Load Eccentricity =
0.0 lbs
0.0 in
Poisson's Ratio =
0.300
Design Summary
Stem Construction Top stem
Stem OK
Wall Stability Ratios
Design Height Above F% it =
0.00 ,
Overturning =
2.71 OK
Wall Material Above "Ht" ` = 'Concrete
Slab Resists All Sliding I
Thickness =
12,00
l
Rebar Size =
u
# 4
Total Bearing Load =
1,275 lbs
Rebar Spacing =
8.00
... resultant ecc. =
1.54 in
Rebar Placed at _
Edge 6166, *3 v&4T, Ct`+Up,L,
Soil Pressure @ Toe=
667 psf OK
Design Data fb�g + falFa =
0.082 fad � Ca •`�3 r l'T
Soil Pressure @ Hal =
353 psf OK
Total Force Section lbs =
297.9
Allowable =
Soil Pressure Less Than Allowable
1 995
Moment ... Actual ft-#=
630. 9
•
ACI Factored @ Toe=
933 psf
�
Moment.... Allowable =
7,716.6 r
ACI Factored @ Heel =
495 psf
Shear..... Actual psi =
3.6
Footing Shear @ Toe =
5.1 psi OK
Shear..... Allowable psi=
75.0 `
Footing Shear @ Heel = .
0.0 psi OK
Wall Weight =
.150.0
Allowable = '
75.0 psi
Rebar Depth 'd' in =
8.81
Sliding Calcs Slab Resists All Sliding I
LAP SPLICE IF ABOVE in=
12.48
Lateral Sliding Force =
326.4 Itis
LAP SPLICE IF BELOW in=
HOOK EMBED INTO FTG in =
6.00
Masonry Data
Load Factors
psi =
Building Code
CBC 2010,ACI
Dad Load
1.400
Live Load
1.700
Earth, H
1.700
Wind, W
1.000
Seismic, E
1.000
Masonry Data
I'm
psi =
Fs
psi = .
Solid Grouting
Use Half Stresses
=
Modular Ration'
Short Term Factor
=
Equiv. Solid Thick.
_
Masonry Block Type
= Medium Weight
Masonry Design Method
= ASD
Concrete Data
fc -
psi = 2,500.0 s
Fy
psi = 40,000.0
The Flying Buttress-
structural and Civil Engineering
Idle : KIRSHNER WATER FEATURE , Page: '.21
" ' Job # : 14-125 Dsgnr, DRP Date: 5 MAR 20
T7725 Enfield Lane 6130
DESIGN 3.5 -FT. HIGH GUNITE WATER FEATURE
Palm Desert, CA 92211
772.4411 email: drpfly@aol.com
'(760)
Wallin File: c:\userskleniseldesktopldocumentsXretainpro 10 project f
RetalnPro 10 (c)1987-2012, Build 10.13.8.31
License: KW416)W826 Cantilevered
Retaining Wall Design :ode: CBC 2010,ACI 318-08,ACI'530-08
License To: FLYING BUTTRESS
-
Footing
Dimensions & Strengths
Footing Design Results
Toe Width = 1.50 ft
Toe Heel
'
Heel Width 1.00
✓
Factored Pressure = 933 495 psf
Total Footing Width 2.50
Mu': Upward = 951 0 ftp#
Footing Thickness = 12.00 in
Mu': Downward = 236 0 ft-#
Mu: Design = 715 0 ft-#
'
Key Width = , 0.00 in -
Key Depth 0.00 in
Actual 1 -Way Shear = 5.07 0.00 psi,. -
Allow 1 -Way Shear = 75.00 0.00
Key Distance from Toe 0.00 ft
psi
Toe Reinforcing = # 4 @ 8.00 in
Pc = 2,500 psi Fy = 40,000 psi
Heel Reinforcing = None Spedd
'
Footing Concrete Density = . 150.00 pcf
Min. As % 0.0018
Key Reinforcing = None Speo'd
Other Acceptable Sizes & Spacings `
Cover @ Top 2.00 @ Btm= 3.00 in
Toe: Not req'd, Mu < S • Fr
Heel: Not req'd, Mu < S ' Fr
'
Key: No key defined
Summary of Overturnina & Resistina
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance
Moment Force Distance Moment
'
Item lbs ft
ft•# lbs ft ft-#
Heel Active Pressure = 214.4 1.17
250.1 Soil Over Heel = 2_.50
'
Surcharge over Heel =
Surcharge Over Toe _
Sloped Soil Over Heel =
Surcharge Over Heel
Adjacent Footing Load
Adjacent Footing Load '
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = 112.0 5.25
588.0 • Axial Live Load on Stem =
'
=
Soil Over Toe
Surcharge Over Toe
Total 326.4 O.T.M.
838.1 Stem Weight(s) = 900.0 • 2.00 1,800.0
Earth @ Stem Transitions
-
- Footing Weight 375.0 1.25 468.8
-
Resisting/Overtuming Ratio -
2.71 Key Weight -
Vertical Loads used for Soil Pressure = 1,275.0 lbs Vert. Component =
Total m 1,275.0 lbs R.M = 2,268.8
'
Axial live load NOT included in total displayed or used for overturning
resistance, but is included for soil pressure calculation.
DESIGNER NOTES:
.
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Wing Restraint ' ' *u r1 `
rr k' F� ssi'�
pppp-
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' 353.42psf
' 666.58psf i
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THE FLYING BUTTRESS PROJECT KiRSHNER'�' � `Er', PAGE {"5
77725 ENFIELD LN STE 130-x
CLIENT �DE$E_RTOtITDDQ_Ei.SzL DESIGN BY ��
PALM DESERT CA 92211 JOB NO..DATE: r3l52U1._ REVIEW BY
INPUT DATA & DESIGN SUMMARY d P
SPECIAL INSPECTION( O=NO, 1=YES)"' , No, (reduced fm' by 0.5)
TYP
E OF MASONRY (1�MU, 2--BRICK)'1 CMU M
MASONRY STRENGTH m' _1'm ksi
r>
REBAR YIELD STRESS f =400 " ksi a
v,
�fiz-,
ALLOWABLE INCREASING? (Il3GCBC 1605.3.2)[Y Yesy
mg!'
SEISMIC DESIGN CATEGORY (5 -Gravity) �St ; Gravity Only
�.' P/a - M/5. P/k + M/S.
SERVICE AXIAL LOAD P = -0ma
0, k
Fc
SERVICE SHEAR LOAD V 0"Y ,. k °
MOMENT AT MIDHEIGHT M = ft -k
EFFECTIVE WIDTH b = `�in
EFFECTIVE DEPTH d = ry 24� 4
�'`.� in DISTANCE BETWEEN COL. REINF. a = ;;8;;; �m
EFFECTIVE HEIGHT h 4� .ft (TMS 402, 1.16.4.1)
VERTICAL REINF. (EACH SIDE)
HORIZ. TIES leg, 0 8 8 In o.a (THE COLUMN DESIGN IS ADEQUATE.]
ANALYSIS
TOTAL REINFORCEMENT AREA As = 1.60 tr? MODULAR RATIO n = 21.48
EFFECTIVE COLUMN AREA An 576 k? REINFORCEMENT RATIO p = 0.003
NET EFFECTIVE MOMENT OF INERTIA In = 27648 Irl' ALLOWABLE STRESS FACTOR SF = 0.667
RADIUS OF GYRATION r 6.93 in MAX TIES SPACING (210aA.5.3.2) S_ - 16 in
MASONRY ELASTICITY MODULUS Em = 1350 ksi TRANSFORMED COLUMN AREA
STEEL ELASTICITY MODULUS . Es = 29000 ksi Ar c (1 +(2n —1) p) = 643 rnz
CHECK VERTICAL REINFORCEMENT LIMITATION (ACI 530, 2.1.6.4)
As = 1.60 W? > 0.0025An = 1.44 slz ]Satlsfattoryl
0.04An = 23.04 0 (Satlsfaet-A
ALLOWABLE STRESS DUE TO AXIAL LOAD ONLY- AXIAL STRESS AT MIDHEIGHT OF THE COLUMN
A—)2)= z _ P +( half col. g =
F° _ (SF)(0.25 f'ozas ksi f = weiht) 0.002 W
) 1.0 — (140r)) °
Ar
[for h/r < 99] < Fa. MatisfattoM
ALLOWABLE STRESS DUE TO FLEXURE ALLOWABLE REINF. STRESS DUE TO FLEXURE
Fb='(SF)(0.33f= 0.330 Ii Fs=(133 or 1.0)(20) or 32= 26.7 ksi
TOTAL MOMENT ACTING AT MIDHEIGHT TRANSFORMED MOMENT OF INERTIA
_ / l
Mr=M+(0.1)r 2d1= 0.3 ft4dps Ir=I„+(2n—l)A,i 2 Iz 26252 In'
STRESS IN THE EXTREME FIB)JER DUE TO MT MAX -STRESS COMBINED AXIAL & FLEXURE
f b = Md
= 0.001 ksi .f m = f ° +•.f b = 0.003 ksi
2I, < fa, Matisfaetory. the section Is untracked] < Fb,
rYl
MAX REINF. STRESS COMBINED AXIAL & FLEXURE AXIAL LOAD AT BASE OF THE COLUMN
f s = 2n f ° + afb l = 0.1 ksi P, = P +( full col. weight) = 2.160 k
d J < Fc, MatistsctoM
ALLOWABLE AXIAL LOAD FOR AXIAL COMPRESSION ONLY
P,=((SF)0.25f�A„+0.65FsAs) 1.0-171.31 k >P%MadsfatwrA
(h140r)2)=
[for h/r <991
SHEAR DESIGN DETERMINED FROM THE FOLLOWING EXPRESSION
f�= d 0 FdF„=MVV (SF)1.125 Ff. A -Fd (SF)2 f.
(TSM 402-112.3.6) ll
36.68626 psi [5attafattory]
Technical References:
1. 'MasonryDesigners' Guide. Third Edrtial' (MDG3), The MasonrySociety. 2001.
'
i
41
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"' .^� 1�/%BY DATE 3 I 1 i JOB iLiRS�
S7RUCTURAI4-CIVIL-ENGINEERING _.__�
CKD 1
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