0401-274 (PAT)LICENSED CONTRACTOR DECLARATION b
I hereby affirm under penalty of perjury that I am licensed under provisions of
Chapter 9.(commencing with Section 7000) of Division 3 of the Business and
Professionals Code, and my License is in full force and effect.
License # Lic. Class Exp. Date
4 47 651,33
bate Signature of Contractor + ^ —w—
/ OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's
License Law for the following reason:
( ) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for
sale (Sec. 7044, Business & Professionals Code).
( ) I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project (Sec. 7044, Business & Professionals
Code).
( ) I am exempt under Section B&P.C. for this reason
Date Signature of Owner
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
( ) I have and will maintain a certificate of consent to self -insure for workers'
-�,comperisatiori as provided for by Section 3700 of the Labor Code, for the
.-••performance of the work for which this permit is issued.
( ) I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this
permit is issued. My workers' compensation insurance carrier .& policy no. are:
Carrier STATE RMID . Policy No. 46^10S3.'t:f
(This section need not be completed if the permit valuation is for $100.00 or less).
( ) I certify that in the performance of the work for which this permit is issued,
I shall not employ any person in any manner so as to become subject to the
workers' compensation laws of California, and agree that if I should become
subject to the compensation provisions.of-Section 3700 of the Labor
Code, I shallfforthwith(comply wit0hose provisions. Q�
Date:/, Applicant11__11.---•�_ .�" �
Warning Failure to secure(W�9,Fk rs' Compensation coverage is unlawful and
shall subject an employer to criminal penalties and civil fines up to $100,000, in
addition to the cost of compensation, damages as provided for in Section 3706
of the Labor Code, interest and attorney's fees.
IMPORTANT Application is hereby made to the Director of Building and Safety
for a permit subject to the conditions and restrictions set forth on his
application.
1. Each person upon whose behalf this application is made & each person at
whose request and for whose benefit work is performed under or pursuant to
any permit issued as a result of this applicaton agrees to, & shall, indemnify
& hold harmless the City of La Quinta, its officers, agents and employees.
2. Any permit issued as a result of this application becomes null and void if
work is not commenced within 180 days from date of issuance of such
permit, or cessation of work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is
correct. I agree to comply with all City, and State laws relating to the building
construction, and hereby authorize representatives of this City to enter upon
the above-mentioned property for inspection purposes:-
! -^� .,/��f✓
Signature (Owner/Agent) d �d�% S� Da e
t --
BUILDING PERMIT PERMIT#
' d14e^,I-2 94
DATE _ r VALUATION LOT TRACT
308,34
JOB SITE
ADDRESS'i^"r C�c�,�.'iiXe APN
OWNER
MAILITY180ki LLr'
=437 SO,19,WY 101 #220
SC►U:1 Ai�1�.ACH
USE OF PERMIT
PATIO
CONTRAC5TO�R2/ DESIGNER / ENGIINEEERR+ r
OM
C'A. !A Q1IINTJ A CA 922-1:3
,760)10.5521 C151,44 4320
1'REC13Z ORRAD1140MTl. NS & CA LCM. 2001 C80r
1'C,f3.MP.ATIO
403MID O
E5'l MA'.1`IM CrOST O3F CO N...STRUC:'t.' ON
11 104WRT V1 AY MMTARY
C'OMSTRUC TIOR FRE 101.000-418.OUO $594.00
PI.Ali CHECK FBE 101-000-4139-318 $396.11
STT,,,*W% MOTION FRE - ClOA, M 100-0004,41 -000 $16.84
.AIZT IN PUBLIC MACIES . COMP 2.70-000443-000 $401.06
PD
MSR ? 6 2004
CITY OF LA QUIN dA
FINANCE DEPT
80,2.12.3.
SUB 1:, CONS''..RUMION MIM. L-fiX f.mc."p $1,368.01
usn 7' Al 2 11 $0,00
RECEIPT DATE r. BY,. T DATE FIN LED INSPECTOR
INSPECTION RECORD
OPERATION
DATE
INSPECTOR
OPERATION
DATE
INSPECTOR
BUILDING APPROVALS
MECHANICAL APPROVALS
Set Backs
Underground Ducts
Forms & Footings
Ducts
Slab Grade
Return Air
Steel
Combustion Air
Roof Deck
Exhaust Fans
O.K. to Wrap
F.A.U.
Framing
Compressor
Insulation
Vents
Fireplace P.L.
Grills
Fireplace T.O.
Fans & Controls
Party Wall Insulation
Condensate Lines
Party Wall Firewall
Exterior Lath
Drywall - Int. Lath
Final
Final
BLOCKWALL APPROVALS
POOLS - SPAS
Steel
Set Backs
Electric Bond
Footings
Main Drain
Bond Beam
Approval to Cover
Equipment Location
Underground Electric
Underground Plbg. Test
Final I I
Gas Piping
PLUMBING APPROVALS
Gas Test
Electric Final
Waste Lines
Heater Final
Water Piping
Plumbing Final
Plumbing Top Out
Equipment Enclosure
Shower Pans
O.K. for Finish Plaster
Sewer Lateral
Pool Cover
Sewer Connection
Encapsulation
Gas Piping
Gas Test
Appliances
Final
Finalld-
Utility Notice (Gas)
ELECTRICAL APPROVALS
Temp. Power Pole
Underground Conduit
Rough Wiring
Low Voltage Wiring
Fixtures
Main Service
Sub Panels
Exterior Receptacles
G.F.I.
Smoke Detectors
Temp. Use of Power
Final
Utility Notice (Perm)
COMMENTS•
/ Z.
9l/9lOS�c�/
1� L r
-
' City ' of La Quinta-.
Building at Safety Division -
Permit.#
P.O. Box 1504, 78-495 Calle Tampici
La Quinta, CA 92253'- (760) 777-7012
Building
Permit Application and Tracking Sheet..."'
Project Address: go W,?� .,DG//J`�L�/�/lf/ /G owner's Name:
A: P. Number/,4f
XAddress: '/.37 S t/u, jO/ Svc �c
Legal Description: ��/IDii/• JAS zee—
22 Q
City, ST, Zip: ,
Contractor.
',,� -i
Ca,uS-�-,-,.z•� v�
FTelephone: 8.i O 3,5 4
Address: ' - yap -o t r+„.
-
fes[ - ' S� �-
Project Description: c • 7re.��c.S.
City, ST, Zip: V,
Telephone: 76 b
� -
State Lic. # : i 7
�l t• is
City Lic.
TRKtI+S rip
II.1
1
Arch., Engr, Designer.
Address: / /
Q J
CA ao
Cit}. ST. Zip: ,e;l 41 MM IL
Tefepho
..,
Construction Type:-�” Occupancy:
State Lic. #:
'Project type (circle one) New Add'n Alter Repair Demo
Name of Contact Pelson: - `
of I ivy Sq. FL: ? p # Stories: # Units: .
Telephone # of Contact Person: stimatcd Value of Project:
SJAPPLICANT:-DO
Fift/
NOT WRITE BELOW THIS LINE >
Z
Submittal
Req'd
Ree'd
TRACKING'
PERMIT FEES
Plan Sets
Plan Check submitted
Item
'Amount
Structural Cala.
Reviewed, ready for corrections JJ 3
_
Plan Check Deposit
Tress Cala
Called Contact Person
Plan Check Balance
Energy Cala
Plans picked up 2
Construction
S '
Flood plain plan
°
Plans resubmitted 3J q
bfechanical
Grading plan
Review, ready for correctionsrssuep�-
ElectricW
Subcontaetor List
Called Contact Person
r
Plumbing 1
Gent Deed
'3
'Plans picked up
H.O.A. Approval
Plans resubmitted '�
Grading -
IN HOUSE: -
3" Review, ready for correction n � h
'3 Z`
Developed Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.: tl
O I
Pub. Wks. Appr
Date of permit issue
School Fees
Toul Permit Fees
7 ,*V� � ��-esu- �a,(o4�
IQFG
o� �S7iucn� %,82ovz. � 3 9`�D
3IS16y s+r-el- ba-cK A ppre to It `
AVS 48
FLAT WORK KEY�lOTF�
lO 5-1/2' THICK 'MEGA BERGERAC' PAVER, RANDOM PATTERN
BY BELGARD. COLOR' - LA JOLLA BLEND. INSTALLED PER
MANUFACTURERS SPECIFICATIONS, FOR VEHICULAR USE.
AVAILABLE THROUGH DESERT ROCK SUPPLY C i60) 308 -
-
2O 5-1/2' THICK X 24' WIDE INTEGRALLY COLORED CONCRETE
BANDING WITH 6' X 6' 10/10 W/ WWM CENTERED IN SLAB.
CONCRETE TO HAVE LIGHT BROOM FINISH. 400 P.S.I. MIA
-n/f11 rl
SCALD r-2CV
BAUMANN ENTRY EXIBIT ,w . w ,w
\
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CoQ
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AVS 48
FLAT WORK KEY�lOTF�
lO 5-1/2' THICK 'MEGA BERGERAC' PAVER, RANDOM PATTERN
BY BELGARD. COLOR' - LA JOLLA BLEND. INSTALLED PER
MANUFACTURERS SPECIFICATIONS, FOR VEHICULAR USE.
AVAILABLE THROUGH DESERT ROCK SUPPLY C i60) 308 -
-
2O 5-1/2' THICK X 24' WIDE INTEGRALLY COLORED CONCRETE
BANDING WITH 6' X 6' 10/10 W/ WWM CENTERED IN SLAB.
CONCRETE TO HAVE LIGHT BROOM FINISH. 400 P.S.I. MIA
-n/f11 rl
SCALD r-2CV
BAUMANN ENTRY EXIBIT ,w . w ,w
Ji
T F
A
r—. 0— !am•"-
3
- — — T i�
0,
'
GUEST BEDROOM
+/
INI'. GW DE .,,...».........
s
i
FINISH fl' .
M
C[FLIO
Section A
6
SCALE 1/4
R F STRUCTUP.AL CONSULTANTS, INC.
• 44-100 MONTEREY AVE., SUITE 201C, PALM DESERT, CA. 92260
�. PHONE (760) 836-1000 FAX (760) 836-0856
E-MAIL R.FRANGIE@VERIZON.NET
NOVEMBER 27, 2002, REVISED DECEMBER 11.2003,. REVISED FEBRUARY 11, 2004,
RCA -LANDSCAPE ARCHITECT, INC.
74020 ALESANDRO, SUITE E OL� t'N
PALM DESERT, CA. 92260
Att.: Mr.. MATT SUMEK
Re.: STONE CREEK' RANCH r
TRELLIS, ARBORS, AND FREE STANDING FIREPLACE
LA QUINTA, CA 92253 '
JOB NO.: 4037 _
DEAR Mr. SUMEK '
F
` - IN REGARD OF THE ABOVE MENTIONED PROJECT, AND AS PER OUR
CONVERSATION ON NOVEMBER 13, 2002, WE SUBMIT THE FOLLOWING:
I- SEE THE ATTACHED PLAN AND DETAIL "A", "B", "D", "E", AND "F" FOR THE
CONSTRUCTION OF THE WOOD TRELLIS WITH STEEL AND MASONRY COLUMNS
AT THE REFLECTING POOL AREA.
2- ALSO FOLLOW THE ATTACHED DETAILS "A" AND "C" FOR THE
CONSTRUCTION OD THE ARBORS.
3- FOLLOW THE ATTACHED ELEVATIONS AND DETAILS "G" ANI; "H" FOR THE
CONSTRUCTION OF THE FREE STANDING MASONRY FIREPLACE AT THE _
REFLECTING POOL AREA.
- ' VERIFY THE ABOVE INFORMATION WITH THE BUILDING DEPARTMENT PRIOR TO
APPLICATION.
IF YOU HAVE ANY QUESTIONS PLEASE DO NOT HESITATE TO CALL OUR OFFICE
AT THE ABOVE PHONE NUMBER.
NICHOLAS ABOU FADEL
N,,CPiOLAS AF30U
C CJd.50588
big..
�.
Attacries (Q)
CITY OF LA QUIN-TA
BUILDING & SAFETY DEFT.
APPROVED
FOR CONS RUCTION
DATE 3 664- BY ,
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6x6 TRELLIS ®2 " O/C
W 3/8- DIAM X 8 LONG
LAG SCREW EACH
CONNECTION ® EACH
TRELLIS
GLB
DF DF
24F 5 1/8" X 12"V4
NOTCHED AS SHOWN.
t
6X " o/
W/ 3/8 ILAG SCREW
TO EACH BEkM,
GLB
DF DF
24F 5 1/8" X 12"V4
NOTCHED AS SHOWN.
t
To specify your title block on
Title:
Job #
these five lines, use the SETTINGS
Dsgnr:
Date: 1:56PM, 11 FEB 04 14
Description
main menu selection, choose the
" Printing & Title Block tab, and ent
Scope:
your title block information.
Rev: 550100
U6er. Kw -0604868, ver 5.5.0, 25se 2001
Steel Column
Page 1
(c)1983.2001 ENERCALC Engineering Software
Description TYP. STEEL COLUMN AT TRELLIS j
General Information
Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements
Steel Section TS5X5X1/4
Fy 36.00 ksi
X -X 3idesway : Sway Allowed
Duration Factor 1.330
Y -Y 3idesway : Sway Allowed
Column Height 4.000 ft
Elastic Modulus 29,000.00 ksi
End Fixity Fix -Free
X -X Unbraced 4.000 ft
Kxx 2.000
Live & Short Term Loads Combined
Y -Y Unbraced 4.000 ft
Kyy 2.000
Loads
Axial Load...
Dead Load 1.50 k
Ecc. for X -X Axis Moments
0.000 in
Live Load 1.50 k
Ecc. for Y -Y Axis Moments
0.000 in
ShortTerm Load k
Point lateral Loads...
DL LL ST Height
Along Y -Y (strong axis moments)
b.350 k 4.000 ft
Along X -X ( y moments)
k ft
Summary
Column Design OK
Section: TS5X5X1/4, Height = 4.00ft, Axial
Loads: DL = 1.50, LL = 1.50, ST = 0.00k,
Ecc. = 0.000in
Unbraced Lengths: X -X = 4.00ft, Y -Y = 4.00ft i
Combined Stress Ratios Dead Live DL + LL
DL + ST + (LL if Chosen)
AISC Formula H1 -1
AISC Formula H1 - 2
AISC Formula H1 -3
0.0178 0.0178 0.0356 0.1054
XX Axis : Fa calc'd per 1.5-1, K*Ur < Cc
YY Axis : Fa calc'd per 1.5-1 K*Ur < Cc
Stresses
Allowable & Actual Stresses
Dead Live DL + LL DL + Short
Fa: Allowable
18.35 ksi 18.35 ksi
18.35 ksi 24.40 ksi
fa : Actual
0.33 ksi 0.33 ksi
0.65 Ui 0.65 ksi
Fb:xx : Allow [F3.1]
23.76 ksi 23.76 ksi
23.76 ksi 31.60 ksi
fb : xx Actual
0.00 ksi 0.00 ksi
0.00 ksi 2.49 ksi
Fb:yy : Allow [F3.1]
23.76 ksi 23.76 ksi
23.76 ksi 31.60 ksi
fb : yy Actual
0.00 ksi 0.00 ksi
0.00 ksi 0.00 ksi
Analysis Values
DL+LL 59,660 psi
Cm:x DL+LL 0.85 j
Cb:x DL+LL 1.75
F'ey : DL+LL 59,660 psi
Cm:y DL+LL 0.85 !
Cb:y, DL+LL 1.75
F'ex : DL+LL+ST 79,348 psi
Cm:x DL+LL+ST 0.85
Cb:x. DL+LL+ST 1.00
Fey: DL+LL+ST 79,348 psi
Cm:y DL+LL+ST 0.86
Cb:y DL+LL+ST 1.75
Max X -X Axis Deflection -0.026 in
at 4.000 ft Max Y -Y Axis Deflection
0.000 in at 0.000 ft
a � '
To specify your title block on Title: ,lob # - Ar
these five lines, use the SETTINGS Dsgne Date: 1:56PM, 11 FEB 04
Description
main menu selection, choose the
Printing & Title Block tab, and ent
scope: `
your title block information.
' Rev. 550100
User. KW -0604868, ver 5.5.0, 25saP-2001 Steel Column Page 2
(019832001 ENERCALC Engineering Software
Description TYP. STEEL COLUMN AT TRELLIS
- Section Properties TS5X5X1/4
Depth 5.00 in Weight 15.59 #/ft I -roc 16.90 in4
Width 5.000 in Area 4.59 in2 I-yy 16.90 in4
Thickness Y 0.250 in 3-1a 6.760 in3
3 -YY 6.760 in3
--XX 1.919 in
-yy _ 1.919 in
00 Ps f.
t
5�0-'
f
I&
To specify your title block on
Title:
Job #
these five lines, use the SETTINGS
Dsgnr:
Date: 2:1 OPM, 11 FEB 04
Description
main menu selection, choose the
Printing & Title Block tab, and ent
Scope:
your title block information..
,
Rev: 550100
User. Kw -0604868, Ver 5.5.0, 25 -Sep -2001 Steel Column Base Plate
Page 1
(c)19832001 ENERCALC Engineering Software
Description STEEL PLATE AT TRELLIS
General information
Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements
Loads
Steel Section
TS5x5x114
Axial Load 3.00 k
Section Length
5.000 in
X -X Abs Moment 1.40 k -ft
Section Width
5.000 in
Flange Thickness
0.250 in
Plate Dimensions
Web Thickness
0.250 in
Plate Length 12.000 in
Allowable Stresses
Plate Width 12.000 in
Concrete fc
2,500.0 psi
Plate Thickness 0.313 in
Base Plate Fy
36.00 ksi
Load Duration Factor
1.330
Support Pier Size
Anchor Bok Data
Pier Length 24.000 in
Dist. from Plate Edge
2.000 in
Pier Width 24.000 in
Bolt Count per Side
2
Tension Capacity
5.500 k'
Bolt Area
0.442 in2
Summary
Baseplate OK
Concrete Bearing Stress.. Bearing Stress OK
Actual Bearing Stress 93.2 psi
Allow per ACI 10.17 2,975.0 psi
Partial Bearing
: Bolts in Tension
Allow per AISC J9 2,327.5 psi
Plate Bending Stress Thickness OK
Actual fb 28,787.4 psi
Max Allow Plate F 35,910.0 psi
Tensigq.4olf Force Bolt Tension OK
Actual Tension 0.260 k
Allowable 5.500 k
To specify your tide block on
Title:
Job #
these five lines, use the SETTINGS
Dsgnr:
Date: 2:5813M, 26 NOV 02
Description.:
main menu selection; choose the
Printing & Title Block tab, and ent
scope:
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' Row. 550100
User: KW -0604868 Ver 5.5.0, 25 -Se 2001
Poke Embedment
in Soil
Page 1
(c)1983-2001 ENEACALC Engineerin Software
• Description FOOTING AT TRELLIS
r
,
General Information
Allow Passive
300.00 pcf
Applied Loads...
Max Passive
1,500.00 psf
Point Load
200.00 Ills
Load duration factor
1.330
distance from base
11.000 it
Pole is Rectangular
Width
30.000 in
Distributed Load
0.00 #/ft
No Surface Restraint
distance to top
3.000 ft
distance to bottom
0.000 It
Summary
Moments @ Surface...
Point load
2,200.00 ft-#
Total Moment
2,200.00 'ft-#
Distributed load
0.00
Total Lateral
200.00 lbs
Without Surface Restraint..
Required Depth
2.397 ft
Press @ 1/3 Embed...
Actual
332.50 psf .
Allowable
318.77 psf
To specify your title block on
these five lines, use the SETTINGS
main menu selection, choose the
Printing & Title Block tab, and ent
vour title block information.
User.
Description TYP. COLUMN AT ARBOR
Title: IJob #
Dsgnr: Date: 11:44AM, 26 NOV 02
Description
Scope
Steel Column
Page 1
General Information
Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements
Steel Section TS4X4X114
Fy 36.00 ksi X -X Sidesway :
Sway Allowed
5.94 ksi
Duration Factor 1.330 'Y -Y Sidesway :
Sway Allowed
Column Height 11.000 ft
Elastic Modulus 29,000.00 ksi
0.:6 ksi
End Fixity Fix -Free
X -X Unbraced 10.000 ft Kxx
2.000
Live & Short Term Loads Combined,
Y -Y Unbraced 10.000 ft Kyy
2.000
Loads
fb : yy Actual
Axial Load...
O.OD ksi
Dead Load 1.00 k
Ecc. for X -X Axis Moments 0.000 in
Live Load 1.00 k
Ecc. for Y• -Y Axis Moments 0.000 in
Short Term Load k
Pex : DL+LL
5,936 psi
Point lateral Loads...
DL LL ST Height
Along Y -Y (strong axis moments)
0.200
10.000 ft .
Along X -X ( y moments)
k
ft
Applied Moments
1.75
F'ex: DL+LL+ST
X -X Axis Moments DL
LL ST
0.85
- At TOP
k -ft
Height
Between Ends
k -ft
0.000 It
At BOTTOM
2.00 k -ft
Max X -X Axis Deflection
""""""'rvfftmn� Column Design OK
Section : TS4X4X1/4, Height= 11.00ft, Axial Loads: •DL = 1.00, LL= 1.00, ST= O.00k, ,Ecc. = 0.000in
Unbraced Lengths: X -X = 10.0011, Y -Y = 10.00ft , ,
Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen)
AISC Formula H1 - 1
AISC Formula H1 - 2
AISCFormula H1 - 3 0.0469 0.0469 0.0938 0.2540
XX Axis : Fa calc'd per 1.5-2, K"Ur > Cc
YY Axis: Fa caic'd Der 1.5-2. K`Ur > Cc
Stresses
Allowable & Actual Stresses
Fa : Allowable
fa : Actual
Dead
Live
DL + LL
DL +Short
'5.94 ksi
5.94 ksi
5.54 ksi
7.90 ksi
0.28 ksi
0.28 ksi
0.:6 ksi
0.56 ksi
Fb:)m : Allow [F3.1]
23.76 ksl 23.76 ksi
23.?6 ksi
31.60 ksi
fb : xx Actual
0.00 ksl 0.00 ksi
O.W ksi
5.80 ksi
Fb:yy : Allow [F3.1]
23.76 ksi 23.76 ksi
23.75 ksi
31.60 ksi
fb : yy Actual
0.00 ksi 0.00 ksl
O.OD ksi
0.00 ksi.
Analysis Values
Pex : DL+LL
5,936 psi
Cm:x DL+LL
0.85
Cb:x DL+LL
1.75
Pay: DL+LL
5,936 psi
Cm:y DL+LL
0.85
Cb:y DL+LL
1.75
F'ex: DL+LL+ST
7,895 psi
Cm:x DL+LL+ST
0.85
Cb:x DL+LL+ST
1.00
Fey: DL+LL+ST
7,895 psi
Cm:y DL+LL+ST
0.85
Cb:y DL+LL+ST
"' 1.75
Max X -X Axis Deflection
-0.556 in
at 11.000 ft Max Y -Y Axis
Deflection
0.000 in at
0.000 ft
To specify your title block on
Title :
Job #
these five lines, use the SETTINGS
Dsgnr:
Date: 11:44AM,
26 NOV 02
Description
main menu selection; choose the
Printing 8 Title Block tab, and ent
Scope r
your title block Infornlation.
Rev: 550100
User. KW -0604868 Ver 5.5.0, 25 -Sep -2001
(c)1983.2001 ENIACALC Engineering Software
Steel Column
Page 2
Description TYP. COLUMN AT ARBOR
Section Properties TS4X4X1/4
Depth 4.00 in Weight
12.19 #/ft
I M
8.22 1n4
Width 4.000 in Area
3.59 int
I -YY
8.22 in4
Thickness 0.250 in
S -roc
4.110 in3
S -YY'
4.11010 .
r -roc
1.513 in
t
r -YY +
1.513 in
To specify your title block on
Title
Job #
these five lines, use the SETTINGS
Dsgnr:
Date: 3:OOPM, 26 NOV 02
Description
` main menu selection, choose the
Printing & Title Block tab, and ent
Scope
your title block information.
Rev: 550100
User: KW -0604868, Ver 5.5.0, 25 -Sep -2001
Pole Embedment
in Soil
Page 1
6)1983.2001 ENERCALC Engineering Software
Description FOOTING ATARBOR
g
General information
Allow Passive
300.00 pcf
Applied Loads...
Max Passive
1,500.00 psf
Point Load
100.00 lbs
' Load duration factor
1.330
distance from base
10.000 ft
Pole is Rectangular
y Width
30.000 in
Distributed Load
0.00 #/ft
No Surface Restraint
distance to top
3.000 ft
distance to bottom
0.000 ft
Summary
Moments @ Surface...
Point load
1,000.00 ft-
'Total Moment
1,000.00 ft4
Distributed load
0.00
Total Lateral
100.00. lbs"
Without Surface Restraint...
Required Depth
1.820 ft
Press @ 113 Embed...
Actual
254.92 psf
Allowable
242.06 psf
To specify your tide block on
Title:
- Job #
these five lines, use the.SETTINGS
Dsgnr:
Date:,12:42PM, 26 NOV 02
Description :,
main menu selection, choose the
Printing & Title Block tab, and ent
Scope
your tide block information.
Rev: 550100
User: KW -0604M Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design
Page 1
wi) 63.2001 ENEkCALC Engineering Software
Description MASONRY COLUMNS AT TRELLIS AND ARBOR
Criteria
Soil Data
Footing Strengths & Dimensions
Retained Height = 0.50 ft
AIIoW Soil Bearing 1,000.0 psf fc = 2,500 psi Fy =
40,000 psi.
Equivalent Fluid Pressure Method
Min. As % -
0.0014
Wall height above soil_ 9.50 ft
Heel Active Pressure 35.0_
Toe Width
2.00 ft
Slope Behind Wall = 0.00:1
Toe Active Pressure 35•0
_
•Heel Width
0.67
Height of Soil over Toe = 6.00 in
Hei 9
Passive Pressure = 300.0,
_
Total Footing Width
Soil Density = 110.00 poi
Water height over heel = 0.0 ft
Footing Thickness =
12.00 in
FootingllSoil Friction = 0.300
Wind on Stem = 21.0 psf
Soil height to ignore
Key Width
_
Key Depth -
0.00 in
0.00 in
for passive pressure = 0.00 in
Key Distance from Toe _
0.00 ft
Cover @ Top 3.00 in @ Btm.= 3.00
DeSUlna
ln
StemConStruCtlOn . Top
Stem
-enssosign
z mss
Stem OK
Total Bearing Load = 1,181 lbs
Design height ft=
0.00
...resultant ecc. = 6.39 in
Wall Material Above "Ht" =
Masonry
Soil Pressure 983 psf OK
� Toe
Thickness _
Rebar Size -
8.00 ,
# 5
Soil Pressure @ Heel = 0 psf OK
i Rebar Spacing =
16.11U
Allowable= 1,000 psf
I Rebar Placed at =
Edge:
Soil Pressure Less Than Allowable
n Data
Design
ACI Factored @ Toe = 1,363 psf
i fb1F+ fa/Faa0.990
ACI Factored @ Heel = 0 psf
I Total Force @ Section lbs =
199.5
Footing Shear @Toe = 10.0 psi OK
Moment.... Actual ft-#=
1,047.4
Footing Shear @ Heel = 0.0 psi OK
Moment.... Allowable =
1,058.0
Allowable - 85.0 psi
i
I Shear ..... Adual psi =
4.8
.. Wall Stability Ratios
Overturning _ 1.75 OK
Shear.... Allowable psi =
19.4
Sliding = 2.90 OK
! Bar Develop ABOVE Ht. In=
25.00
Sliding Coles (Vertical Component Used)
Bar Lap/Hook BELOW Ht. in =
6.00
Lateral Sliding Force = 238.9 lbs
Wail Weight =
66.Q
less 100% Passive Force-- - 337.5 lbs -
i Rebar Depth 'd' in=
5.25
less 100% Friction Force= - 354.3 Itis
; Masonry Data
fm psi =
1,500 �.
Added Force Req'd = 0.0 lbs OK
Fs psi =
20,000
....for 1.5 : 1 Stabili = 0.0 Ibs OK
ty
Solid Grouting -
No -
Footin Design Results
i Special Inspection
No -
Modular Ratio 'n'
25.78
Toe Heel
Short Term Factor =
1.000
Factored Pressure = 1,363 0 psf
Equiv. Solid Thick. in=
5.80 ,
Mu',: Upward 2,238 0 ft-#
Masonry Block Type = Normal Weight
Mu': Downward = 674 0 ft-#
Concrete Data
Mu: Design = 1,564 0 ft-#
fc psi =
Actual 1 -Way Shear = 9.98. 0.00 psi
Fy psi=
Allow 1 -Way Shear 85.00. 0.00 psi
Other Acceptable Sizes & Spacings '
Toe Reinforcing = None Spec'd
Toe: Not req'd, Mu < S . Fr
Heel Reinforcing = None Spec'd
I Heel: Not req'd, Mu < S ' Fr
Key.Reinforcing a None Spec'd
Key: No key defined
i
To specify your title block on
Tit1e =
Job #
. ,
these five lines, use the SETTINGS
D
Dater 2:a2PM, 26 NOV o2
scriDeescription
main menu selection, choose the
Printing & Title Block tab, and ent
Scope
your title block information.
Rew 550100
User. KW -0604868 Ver 5.5.0, 25•Sep.2001 Cantilevered Retaining Wall Design
Page 2
(c)1983.2001 ENEACALC Engineering Software
_ Description MASONRY COLUMNS AT TRELLIS AND ARBOR
Summa of Overturnin & Resisting Forces & Moments
.....RESISTING.....
..,..OVERTURNING.,...
Force Distance Moment
Force -
Distance
Moment
Item Ibs ft ft-#
lbs
ft
ft-#
Heel Active Pressure = 39.4 0.50 19.7
Soil Over Heel =
2.67
Toe Alive Pressure =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load'
Added Lateral Load =
A)d6l Dead Load on Stem=
. 0.00
Load Q Stem Above Soil = 199.5 6.25 1,246.9
Soil Over Toe =
110.0
1.00.
110.
SeismicLoad =
Surcharge Over Toe =
.`
Stem Weight(s) =
660.0
2.33
1,540.
Total = 238.9 O.T.M. 1,266.6.
Earth @ Stem Transitions=
Resisting/Overturning Ratio = 1.75
Footing Weight
400.0
1.33
533.
Vertical Loads used for Soil Pressure = 1,181.0 lbs.
Key Weight =
Vert. Component =
11.0
2.67
29.
Vertical component of active pressure used for soil pressure
Total =
1,181.0
lbs R.M.=
2,212.
BPAM L��QTH 0.00 15.00
. ,=;fF_F=F=;=_____________________________ �
PWpPORT$ 00 1 �Q
`Vlf f ii1 "ff a ivcaa�u
a-- — n— — — — — — ——
UNIF IQAD 150 PLf.
2C2'L�L.11 /1V a7 LL'r•1 11L7.1,i 1�1Vh1 J—L#� V ,
SECTION PROPERTIES: A = 38.438 IN**2. FV=165. PPI
T--------------- S = 48.047 IN**3 E =1090000. PST
I = 10.176 IN**4. DF=x.00
A�J Y$TS: CRITICAL SHS. = 1031. LBS @ .63
------ FV= 165. 5*V/ (A*FV*DF) _ .24
1v400. > M/ (FB*$*PF) = .44
:�SCTION= — . 53 �? 7.50 (L/240 . _.71 W
J fi
JUSE 24F GLB- T125X
s. PAGE
JOB NO .` :
DATE
TYP TRELLIS
BEAM LENGTH 0.00 12.00
SUPPORTS .00 -- 12.00 ,
APPLIED LOADS
UNIF LOAD = 40 PLF
REACTIONS LEFT: 240.0 RIGHT: 240.0
SECTION PROPERTIES: A'= 23.063 IN**2 FV=165. PSI
----------------'--- S = 17.297 IN**3 E =1800000. PSI
s I— 38.918 IN**4 DF=1.00
ANALYSIS: CRITICAL SHEAR = 225. LBS @ .38
--------- FV' 165. ==> 1.5*V/(A*FV*DF) _ .09
** SPAN MAX MOM.= 720:. FT—LBS @ 6.00 FT
FB=2400. ==> M/(FB*S*DF)= .21
DEFLECTION=,7:27 @ 6.00 (L/240.= -.60)
+---------------- ------ �+
USE 24F ' GLB 5.125X 4!1S1
+—
-------———-——————— — — - — —+
1
WIN=
G
'
2X4STUDS 016"O/C
W1 SHOT PINS 0 12
O/C
& 3/8" PLYWOOD W/
8D'S 0 6" O/C
ALL AROUND
6" THICK CONCRETE SLAB W 5 BAS 0 6" 0/C EACH
WAY. USE '2
5 EACH
SIDE OF 18"
DIAM
OPENING FOR
FLUE
x
6" CMU. GROUT REINFORCED CELLS
•
"
-41, rowr
SLAB W/
" ".
6X6-10X
F
10 WWF
OVER
- e
COMPACTED
FILL
4 DOWELS 0 16" O/C MIN. 24" 10
MASONRY TOP ANn RnTTnM
To specify your title block on
Title : _
Job #
these five lines, use the SETTINGS
Dsgnr:
Date: 3:24AM,
27 NOV 02
Description
main menu selection, choose the
Printing & Title Block tab, and ent
Scope:
your title block information.
Rev: 550100
User: KW-0604868, Ver 5.5.0. 25-Sep-2001 Cantilevered
Retaining Wall Design
Page 1
(c)1983.2001 ENERCALC Engineering Software
„ Description
Criteria
Soil Data
Footing Strengths & Dimension
Retained Height = 0.50 ft
Allow Soil Bearing = 1,000.0 psf fc = 2,000 psi '
Fy = 40,000 p
Equivalent Fluid Pressure Method
Min. As %
- 0.0014
Wall height above soil = 6.00 ft
Heel Active Pressure 35.0
Toe Width
= 0.25 It
Slope Behind Wall = 0.00:1
Toe Active Pressure = 0.0=
Heel Width
3.00
ht of Soil over Toe = 6.00 in
Height
Passive Pressure = 250.0
•' Total Footing Width
-
-3.25
Soil Density110.00 paf
Water height over heel 0.0 ft
= 12100 it
FootingIlSoil Friction = 0.350
Wind on Stem = 20.0 psf
Soil height to ignore
Key Width
Key Depth
-
- 0.00 in
0.00 in
for passive pressure = 0.00 in
Key Distance from Toe
= 0.00 It
i
Cover @Top = 3.00 in
@ Btm.= 3.0(
Design Summary
Stem Construction Top
stem
Stem OK
Total Bearing Load = 1,059 lbs
Design
height ft=
'0.00
...resultant ecc. = 11.01 in
Wall
Material Above "Ht" = Masonry
6.04
Soil Pressure @ Toe = 998 psf OK
Rebar
Size Size
Soil Pressure @ Heel = 0 psf OK
Rebar
Spacing =
16.00
Allowable = 1,000 psf
Rebar
Placed at =
Edge
Soil Pressure Less Than Allowable
Design
Data
ACI Factored @ Toe = 1,382 psf
fb/FB
+ fa/Fa =
0.701
ACI Factored @ Heel = 0 psf
Total
Force @ Section lbs =
124.4
Footing Shear @ Toe = 2.5 psi • OK
Mome
it.... Actual ft-#=
420.7
Footing Shear @ Heel = 7.2 psi OK
Mome
it.... Allowable =
600.2
Allowable = 76.0 psi
Shear
...Actual psi=
4.3
Wall Stability Ratios
Shear.�....Allowable
psi =
38.7
Overturning = 2.34 OK
-Bar Develop
ABOVE Ht. In=
20.00
Sliding = 4.09 OK
Bar Lap/Hook
BELOW Ht. in =
6.00
Sliding.Calcs (Vertical Component Used)
Lateral Sliding Force = 159.4 lbs
Wall
Weight. =
63.0
less 100% Passive Forces - 281.3 lbs
RebarlDepth
'd' in=
2.75
less 100% Friction Force-- - 370.7 lbs
Masonry
Data psi =
1,500
Added Force Req'd = 0.0 lbs OK
Fs
psi =
20,000 .
....for 1.5: 1 Stability = 0.0 lbs OK
Solid
Grouting =
Yes
Design Results
SpecFooting
Modular
Modu. l
l Inspection
Ratio 'n'
Yes
25.78
. TO Heel
Short
Tenn Factor =
1.000
Factored Pressure = 1,382 0 psf Equiv.
ISolid Thick. In=
5.60
Mu': Upward = 91 0 ft-# Masonry
Block Type = Normal Weight
Mu': Downward = 20 0 ft-# Concrete
Data
Mu: Design = 71 715 ft-# fc
psi =
Actual 1-Way Shear = 2.49. 7.22 psi Fy
Psi =
Allow 1-Way Shear. = 76.03 76.03 psi
Other Akceptable
Sizes & Spacings
Toe Reinforcing = None Speed
Toe:
Not *'d,,Mu < S ' Fr
" r
Heel Reinforcing = None Speed
Heel:
Not req'd, Mu < S' Fr
Key Reinforcing = None Speed
Key: No
key defined
'
2
To specify your title block on
, Title
Job #
• L' these five lines, use the SETTINGS
Dsgnr:
Date: 3:26AM, 27 NOV 02
Description
main menu selection, choose the
Printing & Title Block tab, and ent
Scope:
ti
your title block information.
Raw 550100
User. Kw•0604868, ver 5.5.0, 25-Sep-2001 Cantilevered Retaining Wall Design
Page
v
(c)1983.2001 ENERCALC Engineering Software
Description
/
Summary of Overturning & Resisting
Forces & Moments
®IH69iIR �'�1�i9
.....RESISTING.....
.....OVERTURNING.....
. Force Distance
Moment
Force
Distance Momen
Item lbs ft
ft-#
lbs
ft • ft-#
Heel Active Pressure = 39.4 0.50
19.7 Soil Over Heel s
110.0
1.50 .16
Toe Active Pressure
Sloped Soil Over Heel
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil = 80.0 3.50
280.0 Soil Over Toe =
SeismicLoad =
Surcharge Over Toe =
Stem Weight(s)
283.5
0.25 7
Total = 119.4 O.T.M.
= 299.7 Earth @ Stem Transitions=
Resisting/Overtuming Ratio =
2.44 Footing Weight =
375.0
1.25 46
Vertical Loads used for Soil Pressure = 779.5 lbs Key Weight =
Vert Component =
11.0
2.50 2
Vertical component of active pressure used for soil pressure Total =
779.5
lbs R.M.= 73
To specify your title block on
these five lines, use the SETTINGS
TtUe :
Dsgnr.
Job #
main menu selection, choose the
Description:
Date: 3:26AM, 27 NOV 02
' Printing & Title Block tab, and ent
your title block information.
Scope:
Rev: 550100
User: KW.0604868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design
(c)1983.2001 ENERCALC Englneering Software Pag@ 1
Description
Criteria
Soil Data
Footing Strengths & Dimensions
Retained Height = 0.50 ft
A110 oil Bearing = 1,000.o psf
fc - 2,000 Psi F
p = 40,000
Wall height above soil = 4.00 ft
Equivalent Fluid Pressure Methodssure
Min , psi
Ask -
Slope Behind Wall = 0.00: 1
Heel Active Pre.
= 35.0
Toe Active Pressure -
r 0.0014
Toe Width Cr
Height of Soil over Toe = 6.00 in
0.0
Passive Pressure - 250.0
0:00 ft
Heel Width _ 2.50
` Soil Density 110.00 pef
Water height over heel = 0.0 ft
Total Footing Width
Wind on,Stem
FootingliSoil Friction = 0.350
Footing Thickness = 12.00 in
_ 20.0 psf
Soil height to Ignore
Key Width ,_
0.00 in
for passive pressure = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe ±= 0.00 ft
Design Summa
Stem Construction _ Top Stem
Cover @ Top = 3.00 in @ Btm.= .3.00 in
Total Bearing Load = 779 lbs
ecc.
Design height ft =
Stem 0.OK
000
0
...resultant = 8.34 In
Wall Material Above "Ht" =
Masonry
Soil Pressure @ Toe = 937 psf OK
Thickness =
6.00
Soil Pressure @ Heel = 0 psf OK
Rebar Size Zr
# 4
Allowable= 1,000 psf
Rebar Spacing =
48.00
Soil Pressure Less Than Allowable
b rData d at =
Desl
Edge
.
ACI Factored @ Toe = 1,293 f
gn
ACI Factored @ Heel rr 0 psf
fblFB + fa/Fa =
0,983
Footing Shear @ Toe = 0.0 psi OK
Total Force @ Section lbs =
84,4
h
Footing Shear c@ Heel = 5.8 psi OK
Moment.... Actual' ft-#=
200.7
Allowable= 76.0 psi
Moment.... Allowable =
210.6
Wall Stability Ratios
Shear.... Actual Psi =
2.7
Overturning = 2.44 OK
Shear.... Allowable psi =
38.7
Sliding = 4.64 OK
Bar Develop ABOVE Ht. in =
20.00
Sliding Calks (Vertical Component Used)
Bar Lap/Hook BELOW Ht..in =,
8A0
Lateral Sliding Force 119.4 lbs
Wall Weight =
63.0
less 100% Passive Force= _ 281.3 lbs
Rebar Depth 'd' in =
2.75
less 100% Friction Force= 272.8 Itis
Masonry Data
Added Force Req'd = 0.0 lbs OK
psi =
1,500
....for 1.5: 1 Stability =. 0.0. lbs OK
Fs
Fs psi =
20,000
Solid Grouting =
Yes
Footing Design Results
Special Inspection =
Yes
-Too_ Heel
Factored Pressure
Modular Ration' =
Short Tenn Factor -
25.78
1.000
= 1,293 0 psf
• Mu': Upward = 0 0 ft-#
Equiv. Solid Thick. in =
5.60
;
- Mu': Downward = 0 0 ft-#
Masonry Block Type = Normal Weight
Concrete Data
Mu: Design = 0 341 ft-#
fc psi =
1
Actual l -Way Shear = 0.00 • 5.81 psi
Fy psi=
I '
Allow 1 -Way Shear = 0.00 76.03 psi
Toe Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
~
Heel Reinforcing = None Spec'd
Toe: Not req'd, Mu < S ` Fr
Heel: Not req'd, Mu <S ' Fr
Key Reinforcing = None Spec'd
Key: No key defined