Andalusia TR 31681-3 (Plans 21-23; Plan 25 Trellis Option) 2013 Codes Field RevisionsBin #
®"
City of La Quin to
Building 8t Safety Division
P.O. Box 1504, 78-495 Calle Tampi 0
La Quinta, CA 92253 (760) 7777012. `�
Building Permit Application and Tracking S e.t
��Permit #
IIC16 ��
rc�
Project Address:
✓S�� fjl�r'
Owner's Name:. �%/✓��
Address:
A. P. Number: —
Legal Description: %✓L(—i7 3/ !P �,
(�� ,
City, ST, Zip:
Contractor: r-
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Telephone hone:
Address:. 61 j 1 p ('4-1 (j�, �'�G3 f
Project Description:
City, ST, Zip: j Z Z Sr_3
�G �� S/ 0 ? 2
Telephone: 6 �7 p
o. 7 / /
7
h ct(
State Lie. # : '74, Z,g � 7
City Lie.
S fi�NO , CIT a AL;
Arch., Engr., Designer: 1,/6144/C LA 4 O�� `L
Address:
N,�J Cock
City., ST, Zip:
i ,5 G I CQCQP ityr6r
'
ancY•Telephone:
ConstructionType: Occupancy:
State Lie. #GTZZQ
Project hPa (circle one Add'n Alter Repair Demo o
Name of Contact Person: � ¢
S l�Cf
Sq: Ft.:
#Stories: /
#Units:
Telephone # of Contact Person: `%/P 4
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
H
Submittal
Req'd
Rec'd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Cafes.
Called Contact Person
Plan Check Balance
Title 24 Calcs.
Plans picked up
Construction '
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2" Review, ready for corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
3 ' Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
4r '
EsGil Corooration
1 r- ix
In Partnership with Government for, Building Sa ety i
P-D
4
DATE: APRIL 13, 2015 t APR-1 5 2014 ❑ APPLICANT
❑�JIJRIS�
JURISDICTION: LA QUIN-TA CITY Or-,LLA QUINTA ❑ PLAN REVIEWER
COMMUNITY DEVELOPMENIP FILE
PLAN CHECK NO.: 14-584 (REV. #1) - NEW PC #BRES 2015-0116 SET: I
PROJECT ADDRESS: ANDALUSIA AT CORAL MOUNTAIN
PROJECT NAME: TRACT HOMES (PLANS #21, 22 & 23 FOR T.D. DESERT DEVELOP.)
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed checklist
and 'should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation, until% corrected plans are submitted for recheck..
❑ The applicant's copy of the, checklist is enclosed for,the jurisdiction to forward to the applicant
contact person.
0 The applicant's copy of the check list has been sent to:
EsGil Corporation staff did not advise the applicant that the plan check has been completed.
0 EsGil Corporation staff did advise. the applicant that the plan check has-been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Email: Fax #:
Mail Telephone Fax In Person
REMARKS: Miscellaneous revisions to all disciplines. All plans are affected & new updated sets are submitted for review.
Deltas A, A. &. ® (field changes) are under this permit as well. Structural plans, truss packages & T=24 calculations have
been updated as required. Gas input for water heaters does not comply with Energy Standards
section 150.0(n). Gas piping design must be revised for all three models to comply.
By: ALI SADRE, S.E. Enclosures:
EsGil Corporation
❑ GA ❑ EJ ❑ MB ❑ PC4/07
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
4'�
Bin #
00ty of La QuInta
Building &r Safety Division
tJ P.O. Box 1504, 78-495 Calle Tampico'
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
Project Address:
Owner's .Name: —(
A. P. Number: C>06 ifV,-prrAtS� rJ
Address:
Legal Description: e'2Wf-7 7/ 0
City, ST, Zip:
Contractor: P 00 4—P
telephone:
Address:
Project Description:
City, ST, Zip: -Z z- r-3
F
Telephone:760' 7-77 /-0/
6WA city - A&ROU&
State Lic. #: '74, Z-$,-7
City Lic.
.Arch., Engr., Designer:
Address:
In, i re) ti 61—G-
City., ST, Zip:
=7
Telephone:
.... XX . . . . . . . . . . .
N .. .......
......... X.
Con Type: Occupancy:
State L c. `�272'37 zo
TP/XX
Project type (circle one) Ne Add'n Alter Repair Demo
Name of Contact Person:. 0 41
Sq. Ft.:
4 Stories:
#Units:
Telephone# of Contact Person:
Estimated Value of Project: OtO 0
APPLICANT: DO NOT WRITE BELOW THIS LINE
4.
Submittal
Req'd
RecId.
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Cales.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calci.
Called Contact Person
Plan Check Balance
Title 24 CaIcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2" Review, ready for corrections/issue
Electrical
Subcontactor'List
Called. Contact Person
Plumbing
Grant Dced
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
d
Grading
IN HOUSE:-
'rd 'Review, ready for correctionslissue
Developer Impact Fee
Planning Approval
Called Contact Person,
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
Bin #
- City of La Quinta
o 4-6' Building &r Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-760-
Building Permit Application and Tracking Sheet
Permit #
Project Address:
Owner's Name: P15IL—r
F0
A. P. Number:m
Address:
Legal Description: 4W-7 3/40
City, ST, Zip:
Contractor: P 00 L-P
Telephone:
Address: ey 5-�,o
Project Description:
City, ST, Zip: —z z-
41�1 d� 4� .2—
Telephone:76o -777 I-ol
...........
. . . . . . . . . . . .
State Lic. #
City Lit.
Arch., Engr., Designer:
cftv apmocyn rn&r To (:16 (it
Address:
?(,&rJ WbCAL
City., ST, Zip:
usGll ewb lbre /6\
Telephone:
.... .............
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....................... ... .....
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.............. ......... .................
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................. . . ..............
onstruction Type: Occupancy:
State Lic. 4: ,P 7
Project ty pe one)
(circle Add' Alter Repair
Ue� Demo
Name of Contact Person: - v I-VX"q
Sq.. Ft.:
# Stories: r
# Units:
Telephone #of Contact Person: '7401D
Estimated Value of Project: 7f-C:;' 00. 40
APPLICANT: DO NOT WRITE BELOW THIS LINE
N
Submittal
Req1d
RWd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural 61cs.
Reviewed, ready for corrections
Plan Check Deposit
Truss CaIcs.
Called Contact Person
Plan Check Balance.
Title 24 CaIcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2-d Review, ready for corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted d
Grading
IN HOUSE:-
3d Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
Bin. #
Oty Of La Quintd
B010log & Safety Mislon
�Ito"S P.O. Box 1504, 78-495 Cane Tampico
CJAM1a.Qulnta, CA 92253. (760) 777-7012
uB- ildi g Permit Application and Tracking Sheet
Perinit # ��'
ProjectAddress:
SP� P� A ��� ..
A. P. Number. ? (o—(PO — o"
Address:
Legal Description: 3 ((o$(— 3, i c{
City, ST, Zip:
Contractor. N O (� Qe d ro �.� (�
Telephone: 7 G o 7? 7� o o
Address: ( �� -ya i�4 (o ,p ro
Project Description:
City, ST, Zip: Cc?, o} L L 1r' 3.
/
t S l uL"l < c r
Telephone: '�� p ? ~ %
( `L
ej
State Lie. #: Lie. #•:
Arch, Engr., Designer
C-0 t
Address:
City., ST. Zip: s j C
Telephone: (f Z 7 !J
State Lie. #: g l 7� �
r
Name of Contact Person: W. , C S
Construction Type:. Occu an
P cY
Project type (circle one): New Add'n Alter Repay Demo
Sq. Ft.: p # Stories: # Units:
Telephone # of Contact Person: —.7 (Q o . �{ o `� (cv Co
Estimated Value of Project: ZAo
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Reed
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
7, 0
Item Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit. .
Truss Calcs,
Called Contact Person
Plan Check Balance.
Tide 24 Coles.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2'! Review, ready for correctionslissue
Electrical
Subeontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.MX
H.O.A. Approval
Plans resubmitted
Grading
IN HOME:-
''d Review, ready for correctio a
eveloper Impact Fee
Planning Approval
Called Contact Person
A.LP.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
IO Ito 114 LL4 r 0**o0q U Lss►1.6
Bin #
CI of La Quinta
Building at Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
Project Address: ffD jC� '
Owner's Name: 770 7'rJ/
A. P. Number:
Address: Pf (-2
Legal Description:
Contractor: 7-;O A-5 M'7` 4�rvf-Z-e9140R9? 4�P
City, ST, Zip: Lq,
Telephone: '7 to 0 -? 7 ( .) S.�
Address:
Project Description:
City, ST, Zip: / (�� 2 Z
v IV
Telephone: 7(p d %
City Lic. #: f % 3
State Lic. # Z 7 ,6 7
Arch., Engr., Designer:
Address:
City, ST, Zip: ��� i 2 7
Telephone: �� 3 fp ��� 10
State Lic. #: LE
Name of Contact Person: ,, r ! i
Construction Type: Occupancy:
Project type (circle one) Add'n Alter Repair Demo
Sq. Ft.:
# Stories:
Units:
Telephone # of Contact Person:
` '
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Rec'd
TRACKING .
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Cates.
Called Contact Person
Plan Check Balance
Energy Cates.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading.plan
2nd Review, ready for correcti srissue
7 / 0
lectrical
Subcontactor.List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval `
Plans resubmitted
Grading
IN HOUSE:-
'"' Review, ready for 'corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
R F STRUCTURAL CONSULTANTS, INC.
--------
��o 75=153 MERLE.DRIVE, STE. B, PALM DESERT, CA 92211
PHONE (760) 836-1000 FAX (760) 836-0856
E-MAIL R. FRANGIE@VERIZON.NET
MAY 17, 2006
T.D. Desert Development, Inc.
C/O Sparks Construction
79-295 Rancho La Quinta Drive
La Quinta, Ca. 92211
Attn.: Nolan Sparks
Re.: Andalusia-at'CoralMo ain`--
La Quinta, Ca. 92253
Job no.: 4253, _
jectDr -'aiage_E 0basement under -fence wall-1-3
Dear Nolan
In regard of the above mentioned project, and as per our job site visit on May 6, 2006 we submit
the following.
Follow the attached detail "A" for .the masonry wall construction at the drainage easement
If you have any questions please do not hesitate to contact our office.
Zeyad Faqih P.E.
?ROFESS���✓
PpM' F 9l
rri
ExNo 57958 M
6-3p-ok
C�VI L
OF CALIFOR��/
Attachment (4)
CITY OF LA Q U I N TA
BUILDING & SAFETY DEPT.
APPROVE®
FOR CONSTRUC ION
DATE 5 ZS 04
BY
oFf,oti sGT
n�(�C�Od�HI
MAY 18 2006
r
L L L
5'-0" MAX. 2'-6" I 36" SQ.
I�
10'-0" MAX. SPAN.
MASONRY WALL @ WATER DRAIN
I L1I u
MAX. HEIGHT 8 C.M:U.
LOUT REINFORCED CELLS
#4 VERTICAL BARS @ 24"
C. WELDED TO STEEL ANGLE
#4 HORIZONTAL @ 24" O/C.
N. 24" INTO COLUMN.
#5 BARS EACH SIDE
TOTAL.
SQ. C.M.U. COLUMN
:OUT REINFORCED CELL
CH SIDE W/#4 HORIZONTAL
,RS @ 24" O/C.
#5 DOWELS EACH SIDE
TOTAL.
#4 BARS EACH WAY.
ATER PROOF 6x8x1/2" STEEL
JGLE W/ (2) 5/8" 0 RED HEAD
TO FOOTING.
CITY OF LA QUINTA
BUILDING & SAFETY DEPT
APPROVED'
FOR CONSTRUCTION
I DATE BY
w VAAI S PfL R
U ,
Q
u- g • �4 '
Z.) S Q BLOCK
=44 MA.
`� �� �.� q • 1 2096 = 42.3
OVERFLOW
SWALE
441.1
. SECTION
ldTS
ti
EXIST.
? PA`--
To specify your title block on
Title :
these five lines, use the SETTINGS
Dsgnr:
main menu selection, choose the
Description
Printing & Title Block tab, and ent
Scope:
your title block information.
Rev: 550100
User: KW-0504868. Ver 5.5.0. 25-Sep-2001
Masonry Column Design
(c)1983-2ow EPlERCALC Engineering Software
,.•r....e,.:m°aUmr.F1,•;s::m.,.^�c -
• • • • •' •
Job #
Date: 2:51 PM, 17 MAY 06
Page 1
General Information
Calculations are designed to 1997 UBC Requirements ;
Column Height
6.000 it
I'm
1,500.00 psi Seismic Factor 0.3000
Width
24.000 in
Fs
20,000.00' psi Seismic Zone 4
Depth
24.000 in
Em = fm750.0 Wall Density 125.000 pcf
Column Area
576.00 in2
Load Duration Factor 1.330
Rebar Size
5
No Special Inspection
Bar Count Each Face
3
...rebar area
0.930 in2
Rebar Depth
3.000 in
Applied Loads
Vertical Load
Lateral Load 0.00 #/ft
Dead Load
0.00 k
..distance to bottom 0.000 ft
Live Load
0.00 k
..distance to top 0.000 ft
eccentricity
0.000 in
Load Type Seismic
Load Type
Roof
Wind Load 90.00 psf
Design Values
Allowable Steel Tension
20,000.00 psi np 0.33296 j 0,81720
Fa: [.25'fm'Aseff (.5 w/o
sp. insp.)' (.5 if thk < 1 T)
k 0.54839 2/kj - 4.46280.
+ .65 *as* Fsc] ' [1-(h'/l40r)^2]
219.83 psi ' n 25.778
Fb:Mason 0.33'fm* 5 w/o s Ins - 2000 247.50 psi E f 1,125,000 psi
ry� (• P• � P)
Max Allow Moment w/o Axial Load 998.25 it-# in
Max. Allow Axial Load w/o Moment 126.62 k
Load Combinations & Stress Details Summary
Bending Stresses - Maximum of
Moment Axial Steel Masonry Axial Stress fb/Fb + fa/Fa
Top of Wall it-# ibs si -or-
Dead + Live Load P psi psi f5 / Fs
0.0 0.0 0.0 0.00 0.00 0.0000
Btwn Base #. Top of Wall
Dead + Live + Wind 810.0 1,500.0 4,263.2 200.83 2.60 0.8233
Dead + Live + Seismic 675.0 1,500.0 3,552.6 167.36 2.60 0.6762
Column Design OK
6ft high column, Width= 24.000in, Depth= 24.000in Using 3 - #5 bars at V = 3.00in
Governing Load Combination is.... Dead + Live + Wind Between Top & Bottom
Masonry Bending Stress 200.83 psi
Steel Bending Stress 4,263.17 psi
Masonry Axial Stress 2.60 psi
Combined Stress Ratio 0.8233 < 1.3300 (allowable)
Summary of Loads & Moments
Vertical Loads... Lateral Loads...
Total DL @ Top 0.00 k 0.00 k Wind + Lateral 180.00 #/ft
Mid -Height DL + LL 1.50 k 0.00 k Seismic + Lateral 150.00 #/ft
Combined Moments... A _
Top DL+LL 0.00ft-# CITY OF LA QU,NT A
Mid: DL + LL + Wind 810.00 ft-#
Mid: DL + LL + Seismic 675.00f-# BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE BY
To specify your title block on
these five lines, use the SETTINGS
main menu selection, choose the
Printing & Title Block tab, and ent
your title block information.
Rev: 550100
User. x'eV•0604868. Ver 5.5.0. 25•Sep•2001
(c)1983-2001 ENERCALC Engineering Software
Description steel angle under wall
Title :
Dsgnr:
Description
Scope :
� r
..':fhChwANla:e-RL'. tR:x. vlrFYe. .T.:J(Xta ltl .'In .i
Job #
Date: 2:28PM, 17 MAY 06
Page 1
General Information
Calculations are desi n
to AISC 9T E ition.AS
nd 1997 UBC Requirements
Steel Section : T64*4XV2
F, 7Fy
36.00ksi
Pinned -Pinned
Load Duration Factor
1.00
Center Span
10.00 ft
Bm Wt. Added to Loads
Elastic Modulus
29,000.0 ksi
Left Cant.
0.00 ft
LL & ST Act Together
Right Cant
0.00 ft
Lu : Unbraced Length
0.00 ft
Distributed. Loads
#1
#2
#3 #4
#5 #6
#7
D L 0.750
k/ft
LL
k/ft
ST
k/ft
Start Location
ft
End Location 10.000
ft
�w
Summary
Beam OK &
Static Load Case
Governs Stress
Using: TS4X4X1/2 section. Span = 10.00ft, Fy = 36.Oksi
End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.000
Actual
Allowable
Moment 9.645 k-ft
12.177 k-ft
Max. Deflection
-0.487 in
fb : Bending Stress 18.820 ksi
23.760 ksi
Length/DL Defl
246.6 : 1
tb / Fb 0.792 : 1
Length/(DL+LL Defl)
246.6 : 1
Shear 3.858 k
28.800 k
fv : Shear Stress 0.965 ksi
14.400 ksi
tv / Fv 0.067 : 1
Force & Stress Summary
«_ These
columns are Dead + Live Load placed as'noted -»
DL
LL
LL+ST
LL
LL+ST
Maximum
Only
0 Center
Center
Cants
Cants
Max. M +
9.65 k-ft
9.65
k-ft
Max. M -
k-ft
Max. M Left
@
Max. M Right
k-ft
Shear @ Left
3.86 k
3.86
k
Shear @ Right
3.86 k
3.86
k
Center Defl.
-0.487 in
-0.487
0.000
-0.487
0.000
0.000 in
Left Cant Defl
0.000in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl
0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Defl @
0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left
3.86
3.86
3.86
k
Reaction @ Rt
3.86
3.86
3.86
k
Fa calc'd per 1.5-1, K"Ur < Cc
`
Section Properties
TS4X4X1/2
Depth
4.000 in
Weight
21.60 #/ff
- r-xx
1.391 in r
Width
4.000in
I-xx
12.30 in4
r-yy
1.391 in
Thickness
0.500 iri
I-vy
12 30 in4
S-xx 6.150 in3
Area 6.36 in2 S-yy 6.150 in3
CITY OF LA UINTA
BUILDING & SAFETY DEPT.
APPROVED
FOWCONSTRUC:ION
DATE BY
(,
07/09/2007 12:24 7603457315
PAGE 02/08
Earth Systems
Southwest 79-8 ).1 B country Club Drivc
Bermuda Dunes, CA 92203
(760)345-1588
(800) 924-7015
FAX (760) 345.7315
June 14, 2007
Tidwell Concrete Construction, Inc.
81-785 Trader Place
Indio, California 92201
Attention: Mr. Todd Tidwell
Subject: Alternative Methods of Concrete Slab "'Reinforcement"
Project: Andalusia at Coral Mountain
Madison Street and Avenue 58
La Qui.nta, California
File No.: 07230-01
07-06-763
This letter provides a discussion. of alternate methods to "reinforce" concrete slabs -on -grade for
the proposed residential homes at the subject site.
The alternate methods discussed in this letter are intended to provide the developer and the
designer information to make an informed decision as to use of the differing types of
"reinforcement" within concrete slabs -on -grade. The decision as to which method to use, where
the underlying subgrade is non -expansive, as is the case, we leave to the designer and the
developer to make an informed decision. Additional discussion is provided . at the end of this
letter to discuss or clarify recommendations provided in the referenced geotechnical engineering.
report with regards to concrete slab -on -grade thickness, compressive strength of -concrete slabs -
on -grade and foundations, and reinforcement of foundations.
Alternative methods of controlling cracking in concrete slabs -on -grade include:
• Welded wire mesh
• Fiber reinforcement
• Control joints
• Quality control during placement and curing
These are discussed below:
Welded Wire Mesh: Welded -Arire mesh (typically 6" x 6"/#10 x 010) can be used to help control
cracking by keeping the concrete bound together during shrinkage and temperature changes.
However, to be effective it must be placed near the slab mid height. Unfortunately, the welded
wire mesh typically ends up at the bottom of the slab because of improper lifting and-workcrs
trodding down. the mesh during placement. While structurally the cross sectional area of steel is
sufficient to control cracking, we are skeptical of its actual in -place effectiveness unless diligent
care is exercised during concrete placement.
r�
07/09/2007 12:.24 7603457315 PAGE 03/08..
June 14, 2007 -2- File No.: 07230-01
07-06-763
Fiber Reinforcement: Fiber reinforced (Fibermesh) concrete can also be used to help control
cracking, when used with control -joints as recommended by the American Concrete Institute's
(ACI) Manual of Concrete Practice 224.3. Fibermesh 650 has been submitted as an additive to
the concrete mixture to aid in the reinforcing of the building slabs, and as an alternative to the
specified #3 reinforcing steel. Data provided by Propcx Concrete Systems recommends this
application for use in slab -on -grade conditions. Fibermesh concrete, however, does not offer any
structural tensile strength to the concrete. Both welded wire mesh and rebar. provide tensile
strengtb to the concrete. Fibermesh allows the concrete to withstand minor changes in the
subgrade from possible differential settlement and reduces the quantity of drying shrinkage
cracking. If Fibermesh is to be used on. this project, the structural engineer should review the
requirement of the reinforcement within the slabs -on -grade, and that the fiber type and quantity
will meet or exceed the performance of welded wire mesh or rebars placed within the concrete
slabs -on -grade.
Control Joints: Control joints, as discussed above, are essential to controlling cracking. It
should be realized that concrete is a rigid material, and when applied as a relatively thin
diaphragm, as is a concrete slab -on -grade, the potential for cracking is very high. Organizations
such as ACI, the International Code Counsel (ICC), the American Society for Testing and
Materials (ASTM), and Concrete International have provided guidelines through the years that
have becomes standards in many areas. Their recommendations include adequate placement of
control joints, reinforcement at re-entrant corners, adequate concrete thickness, proper curing of
the concrete (highly effected by temperature, wind; and humidity), and mix designs. Although
the above -mentioned items will improve the quality of the final concrete product, thin concrete
slabs -on -grade will eventually crack. Controlling the crack patterns should be one of the main
objectives when designing concrete slabs -on -grade. The spacing of these joints is in part
determined by the thickness of the concrete slab, i.e. the thicker the slab the farther the control.
joints may be placed.
Quality Control: Quality control program through trial batch mix designs, batch plant inspection,
and on -site special inspection are effective in verifying if the concrete placed is of good quality
and workmanship. Testing the concrete for compressive strength and slump, taking ambient air
and concrete temperature, wind and humidity measurements provides information on the quality
of the concrete as delivered and curing conditions.
Typically, for residential construction where the concrete slabs -on -grade are less than 4 inches,
using 2500 psi concrete, the slabs are generally considered non-stmctural elements and these
quality control programs are not required and consequently are not conducted. Yet it is often in
residential construction that the owner is dissatisfied with cracks in the concrete. The lowest
level of inspection is incongruently associated with the highest level of legal exposure. Given
that developers are held strictly liable for their work product, an adequate quality control program
seems prudent and worth the financial consideration.
In closing, the geotechnical engineering consultant provides recommendations for site grading
and foundation design criteria that become imperative for the developer and designer to follow.
Our grading recommendations are referencedwith the project specifications, and plans and are a
requirement by the governing building official to be implemented. But with respect to other
construction issues such as concrete slabs -on -grade, the role of the geotechnical engineering
EARTH SYSTEMS SOUTHWEST
07/09/2007 12:24 7603457315 PAGE 04/08
June 14, 2007 -3- File No.: 07230-01
07-06-763
consultant, structural engineer, or architect may overlap. The geotechnical engineering report
may identify expansive or collapsible soils that require rain. imum reinforcement in concrete
slabs -on -grade. As a consultant we strive to provide consultation that when followed will result
in a project that will perform as intended and be cost-effective. In that we may not be given the
opportunity to verify concrete .conditions during construction, we may offer suggestions that are
in our interest because it reflects on our professional reputation, should problems arise.
We appreciate the opportunity to provide our professional services. Please contact our office if
there are any questions or comments concerning this report or its recommendations.
Respectfully submitted,
EARTH SYSTEMS SOUTHWEST
Mark Houghton
Testing and Inspection Supervisor
Letter/mh/csh/ajf
Distribution: 3/Tidwell Concrete Construction, Inc.
1/Simon. Concrete & Aggregate
URC File
2/BD File
Reviewed by, oQ�QFESS/O
0 CE 38234
Craig S. Hi EV• oMIM �j
CE 38234 P>V
R OF CAL\
Attachment: Propex Concrete Systems -- Fibermesh 650 Product Data Sheet
EARTH SYSTEMS SOUTHWEST
07/09/2007 12:24 7603457315
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FIBERMESH® 650 SYNTHETIC FIBER !
.•sir,{ �) ,
Fibermesh 650 is an engineered graded macro -synthetic fiber used for
secondary reinforcement for concrete• --an alloy polymer macro•synthetle i.`II;!fir„tsl'
fiberfeaturing 3°° patented* technology manufactured to an optimum
eatu n e "t ,!l,•r7; t t 1`i' , ,;.ax:f'iHa�l ,p°°' ry
gradation and highly oriented to allow greater surface area contact within the
concrete resetting in increased interfacial bonding and flexural toughness
efficiency. Fibarmesh 650 is specifically engineered and manufactured in an ISO a
• 9001:2000 certified facility for use as concrete secondary reinforcement at a ,
minimum addition rate of 3.0 Ibs per cubic yard (1,8 kg per cublemeter). '
Complies with ASTM C 11161C 1116M, Type 111.
'Covered by US Patent # 5628822. 5456752
ADVANTAGES r
- Requires no minimum amount of concrete cover w Is always uniformly positioned
in the concrete and in compliance with codes • Safe and easier to use than
i• traditional reinforcement Saves time and hassle.
r "Redu�ced c shrinkage cracking ; i.
FEATURES BENEFITS • Alternrad ate to titional steel r
for temperature/shrinkage
• Graded macro -synthetic fiber for concrete secondary reinforcement.used as an s, reinforcement
y: alternate to W2.9 x W2.9 (6x6) wire mash and light rebar configurations • Improved impact, shatter and
': • Inhibits the formation of plastic shrinkage and plastic settlement cracking abrasion resistance I #
• Provides impact, abrasion and shatter resistance ` • Increased Wds of residual '
• Gmter, surface area provides Increased flexural toughness (residual sl:rength) sva^gth/flexural toughness
r% _ • Improved ductility '
• Improved ductility
• Provides Improved durability` •improved durability •- '
• Control of drying shrinkage and temperature cracking `
�i NOT
• Good finishing characteristics. • [.
! • Pumpable reinforcement
'; • Decreasing the thickness of stabs ,
PRIMARY APPLICATIONS • Replacing structural levels of steel
• Slabs -on -ground • SIdewalk-dDrlvew:rys • Parking areas reinforcement
i
• Overlays & toppings • Exterior pavements • Non-magnetic applications ;
• Shotcrecc Composite -metal decks _
CHEMICALAND PHYSICAL PROPERTIES
' Absorption NII Melt Point 324•F (162•C) l 1
Spedflc Gravity 0.91 Add & Salt Resistance High i
„i Fiber Length Graded Aspect Ratio 96.5
Electrical Conductivity Low
i j;jljlll�'!,{j,��� :4�1'�s�J�1}i�,j�f !:jlt, � • -
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ts:::�i ,I i! 1 ! CONCRETE SYSTEMS
k ` _ �' - •'Y . `
'07/09/2007 12:24 7603457315 {� PAGE 06/08
PRODUCT USE
REFERENCES
MIXING DESIGNS AND PROCEDURES: Fibermesh" 650
• ASTM C 94 Standard Specification for Ready-i'lixed Concrete
reinforcing is a mechanical, not a chemical process. Due to fiber
Uniformity Requirements,
efficiency, minor mix design modifications may be required
• ASTM C 1399 Average Residual Strength of Fiber { `
depending on the application. Consult your Propex Concrete •
Reinforced Concrete.
Systems representative for recommendations. Fibermesh 650
macro -synthetic fiber is added to the mixer before, during or
' ASTM C 1436 Standard Specification for Materials far Shotcrate.
after batching'the other concrete materials, Mixing time of at
• ASTM C 1609IC 1609M Standard Test Method for Flexural
least 5 minutes at mixing speed is required as specified In
Performance of Fiber -Reinforced Concrete (Using Beam WM
ASTM C 94.
Third -Point Loading). Replacas ASTM C 1018.
` FINISHING: Fibermesh 650 reinforced concrete can be finished
' ASTM C 1116/C 1116M Standard Specification for '
with normal finishing techniques in accordance with ACI 304,
Fiber -Reinforced Concrete and 5hoccrem, , t _
Section C.3,
• ASTM C 1$50 Standard Test Method for Flexural Toughness
APPLICATION RATE; The minimum appllcatlon race for
of Fiber Reinforced Concrete (Using Cenci any Loaded
Fibermesh 650 macro -synthetic fiber is 3.0 Ibs per cubic yard
Round Panel).
(1.8 kg per cubic meter) of concrete. for Shotcrete or specialty
• )CI-SF4 Method of Test for Flexural Strength and Flexural
concrete performance consult your Propex Concrete Systems
Toughness of Fiber Relnfarced Concrete,
representative for speck dosage recommendations.
• ACI 304 Gulde for Mensuring, Mlxing,Transpordng and
Placing Concrete., t.
GUIDELINES
-
• ACI 506 Guide for 5houreca,
•
Fibermesh 650 macro -synthetic fibers should not be used to
replace structural reinforcement Fibermesh 650 fibers should not
SPECIFICATION CLAUSE ,
' be used as a means of using thinner concrete sections than
original design. For joint spacing, follow Industry standard
Fi"csh 650 graded macro -synthetic fiber will be used for
guidelines suggested by PCA and ACI.
shrinkage and temperature reinforcement Fibermesh 650 with
e31° patented technology shall be specifically manufactured to an
COMPATIBILITY
optimum gradation for use as concrete secondary reinforcement
Fibermesh 650 is compatible with all commonly used concrete
All fibrous concrete shall conform to ASTM C 11161C 1116M,
admixtures and performance enhancing chemicals.
Type III and produce an Average Residual Strength of a minimum
-
of ISO psi In accordance with ASTM C 1399Test Method for
"PACKAGING
Determining Average Residual Strength of Fiber Reinforced,
Fibermesh 650 macrofibers in IS Ib
Concrete. Application rate shall' be a minimum of 3.0 ibs a
PP
synthetic are available
toss,ln degradable bags: Bags are pecked Into Carcwns, shrink
-
per cubic yard (1.8 kg per cubic meter) of concrete. Fiber
wrappod and palletized for protection during shipping.
manufacturer must document evidence of satisfactory ,
performance history and compliance with ASTM C 11161C 1116M, i
TECHNICAL SERVICES A
Type III_ Fibrous concrete reinforcement shall be manufactured by
Trained Prvpex Concrete Systems specialists are available
Propex Concrete Systems, 6025 Lee Highway, Ste 425, PO Box
worldwide to assist and advise In speclflcadons and field service.
22788, Chattanooga,TN, USA, 37422, Phone: (423) 892-8080.
Propex Concrete Systems representatives do not engage in the.
Fax: (423_) 892.0157, e•mnll: Flbermesh@propexlnc.com.
practice of engineering or supervision of projects and are
available solely for service and support of our customers.
NORTH
�
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I THE ADVANTAGE CREATORS."'
Propex Concrete Systteems Corp. Propex Concreteems Ltd. ,
�.I,d ,
6025 Lee Highway, Suite 425 Propex House, 9 Reyal Court, Bull Close
a
PO. Hex 22788 ' •,• - Chesterfield, Dc�6yshirc, S41 7SL.UK
CONCRETE SYSTEMS
ChRtmnoogR,TN 37421 Tel: *44 (0) 1246 $64200 • + #'
Tel; 800 621 1273 Fax: 444 (0) 1246 465201
Tel: 423 892 8080
Fax:423 892 0157 www.fibermesh.com
Flhd .W.No,anmh'No. —t ENDURD•a,d •r .,M dhad...b (P—Canrnn•:r..en. Co.P
, S ` - • ' -
' THIS FLIBUCATION SHOULD Nor BE CONSTRUED AS ENGINEERING ADVICEWMILE INFORMATION CONTAINED IN THIS PUBLICATION IS ACCURATE TO THE SETT OP OU0. KNOWLMC *Of9 t OOLK NOt WMMNT Mt ACCunAGT OR I
c PLErFNM. THE IA.TTMATE CUSTOMER AND OAR OF THE PRODUCTS SHOULDASSUME SOLE RESPONSIBILITY FOR THE FINALDETERMINATION OF THE RATABILITY OF THE INFORMATION AND THE MODUCTY FORTAIL OOWSMPLArM`
AND 4CTU4L USETHE ONLY WARMNTY MADE BY PROPEx FOR as FRODUCrs M sET FORTH IN OUR PRODUCT DMA SNBOTS FOR LHt flit= Y, OR =W Or WRA r WARRANTY AS MAY Rs ACRoco W PPGPQC AFFD WOMOLIAL ,.
QU MERS. FROM SPECIFICALLY DISCLAIMS ALL OTHER WARRANTIES. ES. EXPROR IMPLIED, INCLUDING"TnOUT UM11AnON,WARAANntt OF rmRouNTAR1IfTT Fm MTNM rOR A PARnr,T/I,AR Rmon$r_ ORAAmwc- FROM PROVISIONI
• OF uMPUF&A COURSE OF DEALING OR USAGE OFTRADE
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ENGINEERING REPORT - No. 17
.
Carrying Capacity Comparison,
F
-Load
m
Fibermesh•' 650 vs.Welded Wire Fabric
W
•
OVERVIEW = The following fulkcale study compares 6x6-VY2.9x�Y2.9 welded wire fabric to
'Fibermesh 650 with e3°patenmh* technology, a graded alloy polymer macro -synthetic fiber used
=
For concrete secondary reinforcement Fibermesh 650 is manufactumd to an optimum gradation
and highly oriented to result in increased Interfacial bonding and Flexural toughness, provides
• £
impact abrasion and shatter resistance, as well as drying shrinkage and temperature crackcontrol.
- , - ..
v !. - _ �r _ PURPOSE OF.THE REPORT - This test
E
was conducted to compare the load carrying
'
capacity performance of two slabs•on-grade "
using rubber pads to simuhte a soil subgrado.
6
For this test, one slab was reinforced with
Fibermesh 650 ac 3 Ibsfyd' (12 Wm3) and the
•' r
- ^ - - -^ €.
_ ocher slab was reinforced with 6x6 -
- - =
W2 9XVl19 molded wire Fabric.
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,%!Jun 28 07; 03: 37p, , • RF STRUCTURRLaSRNTAMRR I R 760 836 0856 p.2
'/ R F STRUCTURAL CONSULTANTS, INC.
75-.153 MERLE DRIVE, STE B, PALM DESERT, CA 92211
PHONE (760) 836-1000 FAX (760) 836-0856
E- MALL R. FRANGIEuu.VERI,ZON.NET
June 38, 2007
T.D. Desert Development, L.p>
CiO Sparks ConStrUction, Inc. a
P.O. Box 1716
La Quinta, Ca. 922.47
Attn.: Mr. Nolan Sparks
Re.: The Andalusia At Coral Mountain
Tract No. 3 168 1, Madison Street And Avenue 58
Indio, Ca.
Job no.: 4283
Subject: Alternate concrete
Dear Nolan
In regard of the above mentioned project. and as per our phone conversation on June 22, 2007,
=e submit the following:
For the above grade loads, It is structurally adequate to tm a four inch (4") thick slab with
welded wire mech 6x6 IOx 10 W.W.M. with fiber mesh 650 as an alternate for the slab
reinforcement. However the minimum. required slab thickness and reinforcement recommended
by the geotechnical engineer should be followed.
Verify the above information with the building department prior to construction.
We appreciate the opportunity to provide our professional services. Please do not hesitate to
contact our office If you have any questions..
Leyad Faqih P.E.
OQRO�ESSICj�'4l
M. �qPi F22
oc No.579&6 �
* E* 00H $
dT CtysL
9lF OF CAULW
Attachments (0 )