09-0144 (RER)P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:
�09-00000144
Property Address:
"56840 JACK-NICKLAUS
APN:
762-070-046- - -
Application description:
REMODEL - RESIDENTIAL
Property Zoning: -'
LOW DENSITY RESIDENTIAL
Application valuation:
25000
Tiht 4 4 a"
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
Applicant:' Architect or Engineer:
HARRY PERKINS MIKEL E. RODIN
22522 AVENIDA EMPRESA 27181 MONFORTE
RCH SANTA MARGARITA, CA 92688 MISSION VIEJO, CA 92692
ovtpl�
-------------------------------------------------
LICENSED CONTRACTOR'S DECLARATION
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 Pr i5Aals Code, and my License is in full force and effect.
License Class: B -C20 -C36- LicenseNo.: 709903
ate: tractor. -
O R- DER DECLARATION
I hereby affirm under penalty of perjury that I am empt from the Contractor's State License Law for the
following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to
construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
1—) 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 and Professions Code: The
Contractors' State License Law does not apply to an owner of property who builds or improves thereon,
and who does the work himself or herself through his or her own employees, provided that the
improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner -builder will have the burden of proving that he or she did not build or
improve for the purpose of sale.).
(_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of
property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed
pursuant to the Contractors' State License Law.).
(_ 1 I am exempt under Sec. , B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the
work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's Address:
LQPERMIT
Owner:
BEL ESPRIT BUILDERS
22522 AVENIDA EMPRE
RCH SANTA MARGARITA
777-7012
777-7011
777-7153
D e. 3/19/09
VJ a
'p
9268 _
Contractor:
BEL ESPRIT BUILDERS INC
22522 AVENIDA EMPRESSA
RCH SANTA MARGARITA, CA 92688
(949)709-3500
Lic. No.: 709903'
------------------
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' compensation, as provided
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
ioauod.
J 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 and policy number are:
Carrier GEM INS Policy Number WC3428627
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 be sub orkers' compensation provisions of Section
�1)y� 3700 of the Labor Code tw' t comp) ith those provisions.
DeCa! ' �licant:
/WARNING: FAILURE TO SE RS' COMPENSATIO ERAGE IS NLAWFUL, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS ($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.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the
conditions and restrictions set forth on this 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 application,
the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City
of La Quinta, its officers, agents and employees for any act or omission related to the work being
performed under or following issuance of this permit.
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 informatio ' orrect. I agree to comply with all
city and county ordinances and state laws relating to building construy1ri , and reby authorize representatives
of this yunty to enter Zpon6 above-mentioned property fiction pur ses.ate//(Applicant or Agentl:
Application -Number . . . . . 09-00000144
------ Structure Information FOUNDATION LEVELING/FRAMING
REPAIRS -----
Other.struct info . . . . . CODE EDITION
----------------------------------------------------------------------------
2007CBC
Permit . . . BUILDING PERMIT
Additional desc .
Permit Fee . . . . 252.00 Plan Check Fee
163.80
Issue Date . . . . Valuation
25000
Expiration Date-.:, _ 9/15/09
Qty Unit Charge Per
Extension
BASE FEE
45.00
23.00 9.0000 THOU BLDG 2,001725,000
----------------------------------------------------------------------------
207.00
Permit . . . PLUMBING
Additional desc .
Permit Fee . . . . 27.00 Plan Check Fee
6.75
Issue Date . . . . Valuation . .
. . 0
Expiration Date 9/15/09
Qty Unit Charge Per
Extension
BASE FEE
15.00
1.00 6.0000 EA PLB FIXTURE
6.00
1.00 3.0000 EA PLB WATER INST/ALT/REP
3.00
1.00 3.0000 EA PLB GAS PIPE 1-4 OUTLETS
3.00
----------------------------------------------------------------------------
Special Notes and Comments
Applicant missing some paperwork took
all plans back.
FOUNDATION LEVELING AND STRUCTURAL
REPAIRS TO FRAMING DUE TO THE
DIFFERENTIAL SETTLEMENT OF STRUCTURE.
THE SCOPE OF WORK TO BE PERFORMED TO
LEVEL AND REPAIR THE STRUCTURE IS PER
THE RECOMMENDATION FROM THE ENGINEER OF
RECORD (LETTER ON FILE DATED: 2/12/2009)
AS ACCEPTED BY THE CITY OF LA QUINTA
BUILDING AND SAFETY DEPARTMENT
STRUCTURAL CONSULTANT. PRIOR TO THE
CONCEALMENT OF THE REFERENCED
CONSTRUCTION, INSPECTIONS SHALL BE MADE
BY A BUILDING OFFICIAL AND ANY SPECIAL
INSPECTORS REQUIRED BY THE BUILDING
PLANS, AND AN APPROVAL OF THE ENGINEER
OF RECORD FINAL OBSERVATION LETTER
.CLARIFYING THE REMAINING CONCERNS
LQPERMff
ON
LQPERMTT
Application Number . . . . . 09-00000144
----------------------------------------------------------------------------
Special Notes and Comments
(LETTER ON FILE DATED: 3/17/2009) SHALL
BE OBTAINED FROM THE BUILDING AND SAFETY
DEPARTMENT.
March 19, 2009 10:57:11 AM AORTEGA
----------------------------------------------------------------------------
Other Fees . . . . . . . . . BLDG STDS ADMIN
(SB1473)
1.00
STRONG MOTION
(SMI) - RES
2.50
Fee summary Charged Paid
Credited'
Due
Permit Fee Total 279.00 .00
•.00
279.00
Plan Check Total 170.55 .00
.00
170.55
Other Fee Total 3.50 .00
.00
3.50
Grand Total 453.05 .00
.00
453.05
1
_ J Bel Esprit Builders, Inc.
IConstruction Consulting . Estimating
10/08/08
City of La Quinta "
Building Department
To whom it may concern,
r
1:
As a representative of Bel,Esprit Builders, 'Inc., Harry Perkins; Jr,
for city permits on behalf .of the company.
Please call me i1' you �haVe„any questions.
.�KV-
Respectfully sui bmitted,
David K. Jackson
President
22522 Avenida Empresa Rancho Santa Margarita, CA 92688 Ph
CA Lic# B, HIC, C20, C36-709903 NV Lic # 52453
has be authority to request and ;,gn
949-709-3500 Fx:949-709-3501
ICBO # 0299179-10
� /,e,�„�d'/ ' �: fir! �b1��l�J � ��t.'/Y� ��g /``�`��f�Y . ��`,�rN y� ,k" �'� �''�\i`�`.•�,-�,-- - - - -
ri
v T� V e- Q rj d I e R April 26 2006
'
Project No. 105502001
6cp 7J7
Mr. Theodore i Howard,
Howard, Loveder, Strickroth & Parker, LLP
2677 North Main Street, Suite 800, Lincoln Town Center ---
Santa Ana, California 92705 Q
Subject: Geotechnical Evaluation FEB 2 4 2009
56840 Jack Nicklaus Boulevard, Lot.42
La Quinta, California
By
Dear Mr. Howard:
f:
As requested, we have performed a limited geotechnical evaluation for the subject residence,
formallytknown as the Walker residence, located at 56840 Jack Nicklaus Boulevard, Lot 42, in
La Quinta, California (Figure 1). The purpose of our services was to evaluate the geotechnically
related features observed at the site and to provide appropriate repair recommendations. Our
scope of services included review of pertinent background data including: geotechnically-related
documents and Teports previously prepared for the site; government groundwater reports and
data: geologic maps; performance of a site visit to document the existing conditions; perform-
ance of a manometer (floor level) survey across the interior floor; performance of a shallow
exploratory boring- laboratory testing of selected, samples obtained- and: preparatioeE of this repffrt
aarasenrang Qur # nd1-1nas. oncia� inns; and prejimina� raYair rarrijmmp�daTiragac
�...�......
GENERAL SITE COND71TICVNS
During our April 5. 2006 site visit, we observed- documented, and ohotoa-dDhed the genera[ site
conditions at the subject property. The subject site generajly consists of a rectangular -shaped jot,
4 ;rich fronts on jack Nicklaus Boulevard to the northwest, and is bounded by simiiariy devel-
oped residential, properties on the norm- east and soF,Ethwest, and by a golf course fairway on the
northeast ffiaure 2). .�----- '
_.-
5710 Rin Road - San Diego, California 92123 • Phone (858) 576-1000 Fax (858) 576-9600
San Diego Irvine Ontario • Los Angeles • Oakland • Las Vegas • Salt Lake City • Phoenix
_ 'sh
56840 Jack Nicklaus Blvd., Lot 42 April 26, 2006
La Quinta, California Project No. 105502001
The subject residence is located near the center of the lot and consists of a one-story, wood frame
structure with attached garage. The residence is founded on a continuous perimeter footing with
a slab -on -grade floor. Interior walls, including the garage, consist of drywall, ,and exterior walls
are generally covered with stucco.'
Based on our review of available background reports, reportedly the site is underlain by fill ma-
terials, which i #urn are underlain by alluvium. Grading plans were not available for our review.
During our site visit, we excavated a shallow boring in the front courtyard. Based on visual ob-
servations, fill material was encountered to a depth of approximately 5- feet below the existing
around surface in the borini3.
As part of our evaluation, we noted the general drainage conditions at the subject property. REKIf
gutters and downspouts were not observed on the residence. Several areas of potential ponding
of water were noted in planter areas near the foundation of the residence. A few depressed ar-
eas,zhallow sinal holes were noted hear the front walkway, north of the courtyard, and on both
A chronological list of the referenced documents reviewed is, included as an attachment to this repot.
A brief summerv:of the more pertinent proiect-related information is presented below.
The subject site was graded in 1987. However, the grading plans and as -graded report(s)
were notnvnilahle fpr our review,
in April, 1986, Buena r-n119E inc. prepared a preliminary engineering report for the
proposed deveiopment. I ne report indicated that prior to gradirig part of the site was for-
merly utilized for agricultural purposes a_nd the other part was Open desert. In general; the
report provided recommendations ndations including: support of the residences on a J-$oot thick, till
inat_ a conventional perimeter foupdation with a slate -on -rade (unless _Q£ouridwater was less
than 20 feet- deep men they recommended, a slab Sys*ct'I" , �Mld fi 3 1/2-4TCh
thick concrete slab, with hX fin- €i104a. Mp we[cfect wire Fahnc-
a In Decemoer; 11997, Sladden Engineering lirepared a report indicating that soil and grading
3.
iigpior`is, previousiy prepareu by Buena Engineers and Earith Systems Consultants, were valid.
/VI#7,ya�/�o®re
56840 Jack Nicklaus Blvd., Lot 42 April 26, 2006
La Quinta, California Project No. 105502001
• On December 12, 2001, Sladden Engineering performed a floor level survey at the subject
residence, 56840 Jack Nicklaus Blvd. The report indicated an elevation differential of just
over 1 inch.
• On December 19, 2001, Valley Plumbing performed a leak detection test on the residential
sewer system and no leaks were reported.
• On January 14, 2002, Vandorpe Chou Associates, Inc. performed structural observations at
the subject residence. Indicated that observed distress was not related to deficiency of the
structure, but foundation/soil related.
• On June 17,, 2002, Vandorpe Chou Associates, Inc. performed site visit on May 21, 2002, to
determine the cause of the slab cracks at the subject residence. The report also indicated that
the garage slab had been removed, as had the floor coverings, and. a 3- by 4 -foot section of
the concrete floor slab in the hallway. The report also indicated that an approximately 1 inch
wide by 20 feet long slab crack was observed in the living room. In general, the report con-
cluded that irrigation water had traveled under the house and caused sail movernent resulting
--p -t=t c`•c`-zammF: dc -d dt-c :-E_d per mister f3f3FEFE�'s.
o On June 17, 20'02, Sladden Engineering performed a "distress evaluation" at the subject
property in order to provide repair recommendations. The evaluation included field ar�<i
laboratory testing services. The report did not indicate the primary cause of the observed dis-
tress, but suggested contributing factors, such as differential soli movement related to
landscaDe irrigation. Recommendations were provided to improve drainage conditions by
positive drainage and/or installation of a subsurface drainage system, installation of a mois-
t -e ban ieE alGag the perimeter footings, and, closely monitored. fandscape irrigation. T'he
reriort aisdi recommended c€ riventiona6 u-ndeminnrreg and rcicvei�rt"
`:g�_izing cracks and affected constructionjoints be str�.?ctura�ly nteg ,Je 1. to MtT3irr3ize fiahire
'a a'r^.TP.?ia'B:A� r9'd f'iii F' A7 ii' ,333t� 1'i�i baa .333!`FS� Ci'?'3� `aai �� irf3 iia d`�ar �, a 3:g5J 'n hvir- the. ,.^tall_ n.nn
On July 25. 2002_ Vandorpe Cliou Associates_ int., provided crack repair recommendations
On June 6. 2003_ (Dost installation of perimeter cutoff wall)_ Sladden Enaineerin2 issued a
report indicated t1at additiorJ4 distrers was observed Land die, floor level siirvey reg;�!tc int? a
r_gTM ndditinaln] raaravn,mn,nt f i innh) dna flan, rn,r3nrt indirarM that this ariritiaaraa3 t'iictrn,.c
e On Julv_ 1.2003_ Sladden Eno-ineerina prepared a report entitled "Recent Site Observations and
/y>nyv4*40ore
56840 Jack Nicklaus Blvd., Lot 42 April 26, 2006
La Quinta, California Project No. 105502001
relaxation and/or drying shrinkage of the bearing soils as a result of the installation of the mois-
ture cutoff wall." No additional movement was observed between May and June floor level
surveys. (Note, the June 6, 2003 report indicated 1 inch of additional differential across the slab.)
• On January 30, 2004, Ryland Associates performed a geophysical survey to evaluate local soil
subsidence at the subject site area. Seismic refraction lines indicated "not only surface anoma-
lies but anomalies at depths on -the order of 200 feet or more." The report indicated that the
deep anomalies may be related to fault contact; however it could not be clearly demonstrated.
On July 2, 2004, Subsurface Surveys (SSS) at the request of the Homeowner's Association,
performed a- seismic refraction survey in the median area on Jack Nicklaus Blvd. The pur-
pose was to evaluate the subsurface conditions across the surface failure/street, curb and
gutter displacement. SSS concluded that "a fault interpretation is entirely consistent with the
local situation wherein the San Andreas Fault zone splays into the valley in many strands,
and the SaniAndreas is one of the world's most active fault zones."
SUMMARY OF FIELD OBSERVATIONS
During our site .visit, we observed and photographed geotechnically-related- distress. features at
the subject property. Observed cracks and separations in the interior floors and ceilings and exte-
rior flatwork are' -depicted on Figure 2. In general, the observed distress included the following:
Interior +
i
• Several.? hairline (i.e., less than 1/32 -inches wide) up to approximately 1/8 -inch wide
drywall cracks were noted, and several hairline to approximately 1/4 -inch wide ceiling
cracks/separations were observed in the hallway, living room, and kitchen ceilings.
Some of the ceiling cracks extend approximately 20 feet. In addition, several approxi-
mately'El /2- to 1 -inch wide cracks and separations were noted on the walls and ceiling of
bedroom no. 3, and particularly in the bathroom. Some of the separations included lat-
eral off -sets ranging from approximate 1/2- to 1 -inch wide.
f,
• Several floor tile cracks ranging from approximatlyl/16- to 1/4 -inches wide, and ex-
tending approximately 15 feet.
An approximately 3/16- to 1/4 -inch wide ceramic floor tile and wall separation was ob-
served in the guest bathroom.
The guest bathroom door is out -of -square and will not close.
/`/in�o�/hooro
0
56840 Jack Nicklaus Blvd., Lot 42
La Quinta, California
April 26, 2006
Project No. 105502001
Garage
• Up to approximately 1 -inch wide separations were noted between the stem wall and ga-
rage slab and between the driveway and garage slab. In addition, an approximately 1/2 -
to 1 -inch wide crack, with a vertical differential of approximately 1 inch was also noted
in the golf cart portion of the garage.
• Several' drywall cracks were observed in the garage, including; an approximately 1- to 1
1/2 -inch wide crack near the upper right corner of the rear access door. Daylight could
be seen through this crack, as the crack extended through both the drywall and stucco.
• A few ceiling cracks up to approximately 1 1/2 -inches wide were noted above the water
heater.
Exterior
• At the upper left corner, the rear garage access door frame has separated approximately
1/2 -inch.
• Several, hairline to approximately 1/4 -inch wide diagonal stucco cracks were noted near
the upper left corner of the rear garage access door. Further, the corner roof truss, near
the access door, has sheared and pulled apart approximately 1/8- to 1 1/2 -inches.
• An up 'to approximately 3/4 -inch wide separation and crack was observed between the
stucco and roof truss, to the left of the front entry.
• A hairline up to approximately. 3/16 -inch wide stucco crack was noted near the upper
left comer of the golf cart garage door.
• Numerous hairline up to approximately 1/2 -inch wide stucco cracks were noted near the
corners of the northeast facing windows. Some of the cracks extend to the roof trusses.
• Several'hairline up to approximately 1/8 -inch wide cracks were noted near the east end
of the concrete masonry unit (CMU) privacy wall.
• An approximately 1/4- to 1/2 -inch wide separation was noted between the southwest
facing exterior garage wall and the block privacy wall.
Jack Nicklaus Boulevard
As part of our site reconnaissance, we observed and documented asphalt and curb and gutter
distress features on Jack Nicklaus Blvd., just west of the subject property. In general, the
distress consists of a depressed area with numerous sub -parallel asphalt cracks that generally
J/17ff0&*QQre
56840 Jack Nicklaus Blvd., Lot 42 April 26, 2006
La Quinta, California Project No. 105502001
trend in an east -west direction. The asphalt cracks range from hairline, up to approximately
1 inch in width. In addition, up to approximately 1 1/2 -inch wide cracks, with up to ap-
proximately 3 1/2 -inches of vertical displacement, and approximately 3/4 inches of lateral
ofd set were',observed in the curb and gutter, west of the subject property. Based on a com-
parison with earlier observations, the street, curbs and gutters in the area west of the subject
property have continued to worsen.
FLOOR LEVEL SURVEY
As part of our study,.representatives from our office performed a floor level (manometer) survey
across the interior floor slab of both the main portion of the residence and the bedroom adjacent
to the garage. The results of our survey are presented on Figure 3. The relative elevation differen-
tial across the main floor of the residence is approximately 2.9 inches, with differentials
approaching approximately 1 vertical inch over 4 horizontal feet in bedroom no. 2 on the north-
east side of the residence, and approximately 1 vertical inch over 8 horizontal feet in the master
bedroom, located on the northwest portion of the residence. The relative elevation differential
across the guestibedroom portion of the residence is approximately 4.4 inches, with differentials
approaching approximately I vertical inch over 2 horizontal feet. As noted on Figure 3, in gen-
eral the floor level survey results indicate the presence of significant tilting of the northern
portion of the residence. In other areas, the results of the floor level survey indicate that the floor
is generally within modern construction tolerances.
SUBSURFACE EVALUATION AND LABORATORY TESTING
As part of our evaluation, a shallow boring (HA -1) was excavated in the courtyard area near the
front entry of the residence. The boring was excavated with a hand auger to a depth of approxi-
mately 5.3 feet below the existing ground surface. The purpose of the boring was to observe the
i
subsurface conditions and to collect soil samples for laboratory testing. Bulk samples were col-
lected at selected intervals within the boring and were transported to our laboratory for testing.
The excavation was then backfilled with the excavated soil. The approximate location of the bor-
ing is shown on the attached Figure 2.
N��yr&*umrp.
56840 Jack Nicklaus Blvd., Lot 42 April 26, 2006
La Quinta, California Project No. 105502001
t
�a
Laboratory testing of samples included Atterberg limits, expansion index, and corrosivity includ-
ing resistivity, pH, chloride content, and sulfate content. The laboratory tests were performed in
our in-house lalioratory. The results of the laboratory tests performed are attached.
The geologic units. encountered during our subsurface evaluation included fill overlying alluvial
materials. Detailed descriptions of the earth units encountered are provided on the attached bor-
ing log. As encountered, the fill generally consisted of brown, damp, loose to medium dense,
silty fine sand and fine sandy silt, and brown, damp to moist, stiff to very stiff, silty clay to
r
clayey silt. Alluvium, encountered underlying the fill, 'generally consisted of light brown, damp,
medium dense, silty fine sand.
GEOLOGIC CONDITIONS
The subject site; situated near the western margin of the northwest -southeast trending Coachella
Valley, is bounded by the Santa Rosa/San Jacinto Mountains on the southwest and the Little San
Bernardino Mountains on the northeast. The Coachella Valley is underlain by over 8,000 feet of
interlayered sand, silt, clay, and gravel sediments. These sediments, derived from the adjacent
mountains, ancient lake deposits, and wind blown material, are generally loosely consolidated.
As part of our study, we reviewed background documents regarding faulting and land subsidence
I
in the vicinity of the subject site. Based on our findings, the site is not underlain by any known
active faults. The closest known active fault is the San Andreas Fault, a right lateral strike -slip
fault, located approximately 7 miles east of the site.
Our review of groundwater reports and data indicate that groundwater levels in the La Quinta
area have declined over 30 feet in the last 28 years (MWK Inc., 2005), and as of April, 2005, are
at their lowest recorded levels. Studies have shown that groundwater withdrawal can lead to land
subsidence and 'ground cracks (fissures). In 1948, an earth fissure was reported near Lake Ca-
huilla, southwest of the site. It is believed that this feature may have been the result of heavy
groundwater pumping that occurred in the area between the 1920's and late 1940's.
7
W
C .,
56840 Jack Nicklaus Blvd., Lot 42 April 26, 2006
La Quinta, California Project No. 105502001
As discussed, geophysical studies were performed in the median area of Jack Nicklaus Blvd.,
across the zone of subsidence in January, 2004, by Ryland Associates, and in July, 2004, by Sub-
surface Surveys Inc. The Ryland Associates report indicated that the subsidence/anomaly zone may
be due to a fault,, and that there were indications that the anomaly extended to depths on the order
of 200 feet or more. The report by Subsurface Surveys also concluded that the subject subsidence
zone was likely due to a fault. In September, 2005, representatives from Ninyo & Moore partici-
pated in the excavation and logging of an exploratory trench across the subject zone of deformation
in the median area.. The trench was logged by geologists from our office. The result of detailed
logging indicated'that the soil bedding within the alluvium was off -set along a fracture feature, and
that the fracture extended up into a portion of the overlying fill materials. In addition, the magni-
tude of the bedding off -set was similar to the magnitude of off -set observed in the cracks in the
street and curb and gutter. Based on the results of the exploratory trench, the zone of deforma-
tion/subsidence observed in the street area, is due to the formation of a recent ground fissure.
FINDINGS AND CONCLUSIONS
As discussed,'the purpose of our services was to evaluate the probable cause(s) of the reported
geotechnically related features observed at the site and to provide appropriate repair recommen-
dations. To accomplish this, we have reviewed project -related background materials, performed a
geotechnical site, reconnaissance, performed a subsurface exploration and associated laboratory
testing, and performed a geotechnical analysis of the data collected.
In general, the distress to the interior of the residence generally included; several hairline up to
approximately 1- inch wide ceiling and wall cracks/separations, with some lateral off -sets ranging
from approximate 1/2- to 1 -inch wide, several floor tile cracks ranging from approximately 1/16-
1.
to 1/4 -inches wide, and an approximately 3/16- to 1/4 -inch wide ceramic floor tile and wall sepa-
ration in the bathroom, adjacent to bedroom no. 3. In addition, the bathroom door is out -of -
square and will riot close. The observed distress to the garage generally included, several drywall
cracks in the ceiling and walls up to approximately 1- to 1 1/2 -inch wide, up to approximately 1 -
inch wide separations between the stem wall and garage slab and between the driveway and ga-
8
56840 Jack Nicklaus Blvd., Lot 42
La Quinta, California
April 26, 2006
Project No. 105502001
rage slab, and an approximately 1/2- to 1 -inch wide garage slab crack, with a vertical differential
of approximately 1 inch. The distress to the exterior and flatwork generally included, up to ap-
proximately 1/8 to 1 1/2 -inch wide separations between the stucco and roof trusses/wood
framing, several hairline to approximately 1/2 -inch wide stucco cracks, and several hairline up to
approximately 1/8 -inch wide cracks in the CMU privacy wall. The distress observed to the exte-
rior flatwork generally included several 1/16- to 1-1/2 inch wide cracks/separations, with up to
approximately 3/4 of an inch vertical displacement (Figure 2).
The results of our floor level survey indicated a relative elevation differential across the main floor
of the residence "of approximately 2.9 inches, with a vertical differential of approximately 1 inch
over 4 horizontal feet in bedroom no. 2, and approximately 1 vertical inch over 8 horizontal feet in
the master bedroom. The relative elevation differential across bedroom no. 3 was approximately
I
,
4.4 inches, with differentials approaching approximately 1 vertical inch over 2 horizontal feet (Fig-
ure 3). In general, the floor level survey results indicate significant tilting of the northern portion of
the residence, which, are not within modern construction tolerances.
Based on findings, it is our preliminary opinion that the observed distress to the subject residence
is due to the development of a ground fissure and resultant ground subsidence, across the north-
ern portion of the property, as a result of regional groundwater withdrawal. Our opinion is based
on background information, the location and nature of the observed distress, the results of our
floor level survey, which indicates significant tilting toward the north, and on our findings (allu-
vium and fill off -sets) with regard to the exploratory trench, excavated in the median area of Jack
Nicklaus Blvd. Furthermore, based on the on-going distress to Jack Nicklaus Blvd, as well as the
subject property' it is also our opinion that ground subsidence as a result of groundwater with-
drawal, may continue.
RECOMNM"ATIONS
i
F
We recommend chat the portions of the subject residence that have been adversely affected by the
regional subsidence be repaired. As depicted on Figure 3 (Floor Level Survey), the portions of
the residence that exhibit floor elevation differentials beyond construction tolerances, including
9
11
#Vh7 v& Nome
56840 Jack Nicklaus Blvd., Lot 42 April 26, 2006
La Quinta, California Project No. 105502001
the bedroom and bathroom areas north of the entry, and the bedroom and bathroom areas adja-
cent to the garage, may be repaired by a releveling technique. In addition, releveling may also be
extended into the garage area, which was previously replaced. Releveling of the foundation can
be accomplished by a combination of mechanical jacking and mud jacking, performed by a spe-
cialty contractor.
After foundation releveling is complete, for cracks less than approximately 1/4 -inches wide, the
cracks may be filled, via injection, with an epoxy grout. For cracks approximately 1/4 -inch or
wider, we recommend that a section of the slab 2 feet wide on both sides of the crack be sawcut
and removed.,The removed portion of the slab should be replaced with a new slab 5 inches thick.
The slab should be reinforced with No. 4 steel reinforcing bars placed at 12 inches on center,
both ways. The reinforcement should be located in the middle one-third of the slab height. We
recommend that "chairs" be utilized to aid in the placement of the reinforcement. The slab
should be underlain by 2 inches of moist sand, a 10 -mil visqueen vapor retarder, and 4 inches of
clean sand or crushed rock. The slab should be dowelled approximately 12 inches into the exist-
ing slab at an angle of about 45 degrees. We also recommend that Type V cement and a water -
cement ratio of 0.45 be used, and that the concrete be placed with a slump of 4 inches. A general-
ized detail of.the partial replacement of the floor slab is attached on Figure 4. Cosmetic repairs,
such as drywall and stucco repairs, repairs to the CMU privacy wall, painting, etc., may be per-
formed upon the completion of foundation releveling.
We recommend; that the exterior flatwork and/or the flatwork that is removed as a result of the
I
foundation repair, be replaced with new concrete slabs. The new concrete slabs should be 6 inches
1
thick and should., be reinforced with No. 4 steel reinforcing bars placed at 18 inches on center, both
ways. The reinforcement should be located in the middle one-third of the slab height. We recom-
mend that "chairs" be utilized to aid in the placement of the reinforcement. We recommend that the
concrete utilized in the new slabs be placed with a slump of 4 inches. Further, adequate expansion
joints, not exceeding a 6 -foot spacing, should be constructed in the exterior flatwork.
10 Af�J7gV& boa«
6
56840 Jack Nicklaus Blvd., Lot 42
La Quinta, California
April 26, 2006
Project No. 105502001
As previously sfated, the main cause of the slab differential and distress observed in the subject
residence is due to regional ground subsidence primarily caused by dewatering. It is our opinion
that the subsidence will likely continue to some extent. The timing of the regional subsidence
will depend on several factors including the method and depths of dewatering. Accordingly, fu-
ture maintenance and repairs to the subject residence should be anticipated.
Respectfully submitted,
NINYO & MOORE
Robert T. Wheeler Avram Ninyo, GE.
Project Geologist Principal Engineer
RTW/AN/ag ,
Distribution: (5) Addressee "
Attachments: Figure 1 — Site Location Map
)Figure 2 — Site Plan
Figure 3 — Floor Level Survey
Figure 4 — Partial Floor Slab Replacement Detail
Referenced Documents
Boring Log
Laboratory Test Results
r
JV � �1i 3IIy''3^ � `�.i,rr ,.• A,
• . 1 �y,,,j/J � , � " r� .� .
'✓ :•� r Mitt "�" � l�ii'IYL91My "� ���LTXi7L1•Ip 'I.I1Y7ikIwNMr .trsac +,;� i` - '� �"''''''''('
jLmC3 LIGq tP }
i n • g� R y
f` 1 1
%� �.�J � � •'` fs � a �f to � � � aliCtdClti � •� 1 �
wAVIL
+� tfn� ry l + ,�OiiJA'N71 '� •tfi;711, �' [ J
I ONO,
rion
Hit, ij�t
a.
' �^� wy ��1 • U.'.R JNi1'11v1.E •� , .�a Q, -� _
a `•e:. m Hermltege Ir r�
1 r ��� 'm» • t � t
UB 1
•.� J t j�J � � ' .444
Qu
.�c.c 002o1911o1cioe., �x o•,.,�,
/,E--+1 Ir.i 1I1%I V:
IN
v
21
N
m NI
3
V
A
/8 CRACKS +
II t
DINING
1/16
/8 LIVING
KITCHEN 1/16
1132-1/8
1116
1/16
1/4 ff-1/4
BATH 1/8 J
> BATH
c�
COURTYARD .
a 1 1/2
11/2
/l 1/4(3/O
DEPRESSED �.
AREA BEDROOM 1
GARAGE
1/2
LEGEND
:
HA -1
L__J
PARENTHESES
1/�
INDICATE VERTICAL
BEDROOM 2 W: .: • `
CEILING CRACKS IN
1/8
INCHES
HA
APPROXIMATE LOCATION
5
UJ
w
CMU PRIVACY WALL
n U D
Q
>
b; l
a
MASTER
.?/2- PLANTER
BEDROOM
c7
COURTYARD .
a 1 1/2
11/2
/l 1/4(3/O
DEPRESSED �.
AREA BEDROOM 1
GARAGE
1/2
LEGEND
CRACK OR SEPARATION
PARENTHESES
1/�
INDICATE VERTICAL
DIFFERENTIAL IN INCHES
CEILING CRACKS IN
1/8
INCHES
HA
APPROXIMATE LOCATION
-1
OF HAND AUGER BORING
APPROXIMATE U HIGH
CMU PRIVACY WALL
1 ,
1/8" STEMWALL CRACK
BATH
•:314.
ti
GARAGE 11/4
LAWN &
LANDSCAPE ,
SINK HOLE
1116(1/8)
' f d •a. �• in • V
LAWN • . ::: : ! SINK HOLE
+ ' NOT TO SCALE
1 DIMENSIONS. DIRECTIONS AND LOCATIONS AR AXI A E
#1170��OOr@ SITE PLAN FIGURE
PROJECT NO. DATE 56840 JACK NICKLAUS BOULEVARD, LOT 42 2
105502001 4106 LA QUINTA, CALIFORNIA
a
0
t 1
DINING
i
KITCHEN
2.0
♦ / 2.5
\
ENTRY ,
1.5 BATH \ \
1.0
0.5 \ \
\ 2.0
BkDROQM \�
` \
0.0 ♦ \ 1.5
r
0.0
0.5
1.0
't
1.5
\ \ \`` ( I
t 1
DINING
i
KITCHEN
2.0
♦ / 2.5
\
ENTRY ,
1.5 BATH \ \
1.0
0.5 \ \
\ 2.0
BkDROQM \�
` \
0.0 ♦ \ 1.5
2.5 3.0 3.5 4.0
2.0
\ LIVING
\
\
2.0
/♦
BOH
2.5 2.0
( 1.5
MASTER
BEDROOM
\
'-- J 2.0
2.0
0.0
0.5
1.0
't
1.5
\ \ \`` ( I
2.5 3.0 3.5 4.0
2.0
\ LIVING
\
\
2.0
/♦
BOH
2.5 2.0
( 1.5
MASTER
BEDROOM
\
'-- J 2.0
2.0
1.5
\ \ \`` ( I
\ �BEDROOA� 4.0
LEGEND 1.0
\ \ ♦ `
\ \\k
i -RELATIVE FLOOR ELEVATION
0 5
GARAGE
4 IN INCHES
\\
® INACCESSIBLE AREA
' \ ` 3.5
X. 2.0 3.0
2.5
0.0
BAT4' 1.0
0.0 0.5
GARAGE
NOT TO SCALE
x NOTE ALL DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROAMATE
3
FLOOR LEVEL SURVEY
FIGURE
n
PROJECT NO.
DATE
56840 JACK NICKLAUS BOULEVARD, LOT 42
LA QUINTA, CALIFORNIA
3
105502001
4/06
T_
4'
(2' ON EACH SIDE
OF CRACK)
AREA TO BE REPAIRED
EXISTING CONCRETE SLAB
FLOOR SLAB REPAIR
(CROSS, SECTIONAL VIEW) STEEL REINFORCING BARS
PLACED 12" ON—CENTER, BOTH
WAYS, WITHIN MIDDLE ONE—
c • . ° .° a' ° o ° : n '° c n e .°' , °° . ° ° THIRD OF SLAB HEIGHT
:. •— GRANULAR MATERIAL
I8"
l. . . . . . . . . . . . .
CHAIR
NOT TO SCALE
105515002 slabdet fig 4.dwg
PARTIAL FLOOR SLAB FIGURE
REPLACEMENT DETAIL 4
Project No.: 105502001
Project Name: 105684 Jack Nicklaus Blvd., Lot 42
REFERENCED DOCUMENTS
04/26/06
Date
Author
Subject
12/13/1984
Buena Engineering
Soil engineering report
4/17/1986
Buena Engineering
Preliminary soil engineering report
11/2/1995
Earth Systems
Report of site visit and review of Buena Engineers soils report and
Consultants
grading report
2/26/1996
MDS Consulting
Rough grading verification for Phase 5 of Ryder Tract 28149 including
lots 40 and 42
8/1/1997
Earth Systems
Consultants
Review of prior geotechnical engineering report by Buena Engineers
8/1/1997
Earth Systems
Consultants
Report concerning lots 33-44 of Tract 28340
9/9/1997
Earth Systems
Consultants
Report concerning soluble sulfate and EI test results
12/12/2001
Sladden Engineering
Report presenting first floor level survey
12/19/2001
Valley Plumbing
Report of drain line testing
1/14/2002
Vandorpe Chou
Associates
Report of structural observation @ 56840 Jack Nicklaus Blvd
6/17/2002
Vand+orpe Chou
Associates
Report of second structural observation @ 56840 Jack Nicklaus Blvd
6/17/2002
Sladden Engineering
Distress evaluation for 56840 Jack Nicklaud Blvd (Lot 42)
7/25/2002
Vandorpe Chou
Associates
Fax recommending slab crack sealants for 56840 Jack Nicklaus Blvd
6/6/2003
Sladden Engineering
Letter report indicating additonal slab movement, recommended
additonal 6 months of monitoring.
7/1/2003
Sladden Engineering
Report of floor level surveys for 56840 Jack Nicklaus Blvd
Report of recent site inspections (incomplete - floor level survey not
7/1/2003
Sladden Engineering
attached)
12/1/2003
Ryland Associates
Proposal for seismic survey of the former Walker residence (Lot 42)
1/30/2004
Ryland Associates
Report of seismic investigation
7/2/2004
Subsurface Surveys
Letter report for seismic refraction, PGA West, La Quinta, CA
11/15/04,
12/1/04
Michael Hart
Geologic report and addendum and related correspondence
4/26/2005
MWH Inc.
Engineer's report on Water Supply and Replenishment Assessment
2001
USGS/Coachella Valley
Detection and Measurement of Land Subsidence Using GPS, etc.,
Water District
Coachella Valley, California, 1996-98; Report 01-4193
1998, 2000.
USGS/Coachella Valley
Detection and Measurement of Land Subsidence Using GPS, etc.,
Water District
Coachella Valley, California, 1998-2000; Report 02-4239.
Howard's List of Docs 2.x1s
m
0
C:
x
M
D
i1
w
LU
wo
(
W
D
t;
a..
�
w
o
0
Z
0
U
55 55 C6
J
U
DATE EXCAVATED 04/05/06 HAND AUGER NO. HA -1
GROUND ELEVATION Existing Grade LOGGED BY RTW/CAT
METHOD OF EXCAVATION Manual
LOCATION Planter in Courtyard
HAND AUGER LOG
ca
c
v
m
cn
56840 JACK NICKLAUS BOULEVARD, LOT.42
LA QUINTA, CALIFORNIA
DESCRIPTION
PROJECT NO.
DATE
105502001
04/06
---
= =
i=—
_-
=t
=-
i
i
-r)
-r -_
._
2
3
a
s
-
—
.--SMS;
—
CL -ML
ML
FILL: - -
Town, damp, loose to medium dense, silty fine SAND;
scattered roots.
— — — — — — — — — —
Brown, damp to moist, stiff to very stiff, silty CLAY to clayey SILT.
Brown— damp to moist, loose to medium dense, fine sandy
SILT; trace clay.
I
I
i
i
I
SM
ALLceous. I'
Light brown, damp, medium dense, silty fine SAND;
micaceous.
Total Depth = 5.3 feet.
Groundwater not encountered during drilling.
Backfilled on 04/05/06.
i
�-
i
SCALE = 1 in./1 ft.
i1
SYMBOL
LOCATION
r
DEPTH
(FT)
LIQUID
LIMIT,
LL (%)
PLASTIC
LIMIT,
PL (%)
PLASTICITY
INDEX,
PI (%)
USCS
CLASSIFICATION
(Fraction Finer Than
No. 40 Sieve)
USCS
(Entire Sample)
HA -'1
i'
2.5-3.0
22
17
5
CL -ML
CL -ML
NP - Indicates Non -Plastic
OU
50
CH or OH
40
0
a 30
20'* y
CL or OL MH or OH
10
CL - ML ML or OL
0
0'. 10 20 30 40 50 60 70 80 90 100
LL (%)
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4318-00
#07
,ff4ff&*1Q0rP. ATTERBERG LIMITS TEST RESULTS
PROJECT DATE 56840 JACK NICKLAUS BOULEVARD, LOT 42
LA QUINTA, CALIFORNIA
105502001 4/06
105502001 ATTERBERG (Walkeh.KL;
+I
1 '
FIGURE
B-1
SAMPLE
LOCATION
SAMPLE
DEPTH :,
(FT)
INITIAL
MOISTURE
N
COMPACTED
DRY DENSITY
(PCF)
FINAL
MOISTURE
(%)
VOLUMETRIC
SWELL
(IN)
EXPANSION
INDEX
POTENTIAL
EXPANSION
HA -1
2.5-3.0
10.2
109.0
17.9
1
0.002
2
Very Low
PERFORMED IN GENERAL ACCORDANCE WITH
/'/inyo�/�oore
PROJECT NO. DATE
105502001 4106
105502001 EXPANSION (Walker)xls
❑� UBC STANDARD 18-2 ❑ ASTM D 4829-03
EXPANSION INDEX TEST RESULTS
56840 JACK NICKLAUS BOULEVARD, LOT 42
LA QUINTA, CALIFORNIA
FIGURE
B-2
u
SAMPLE
LOCATION
SAMPLE DEPTH
(FT)
PH
RESISTIVITY'
(Ohm -cm)
SULFATE
CONTENT 2
(%)
CHLORIDE
CONTENT'
(Ppm)
HA -1
4.5-5.0
i'
.I
1
7.0
5?60
i
1
0.01
250
I
PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643
2 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417
3 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422
r
/�/l�ya��uore
PROJECT ;i DATE
105502001 : 4/06
105=001 CORROSNITY (Walkeq.x s
i'
CORROSIVITY TEST RESULTS
56640 JACK NICKLAUS BOULEVARD. LOT 42
LA QUINTA. CALIFORNIA
FIGURE
B-3
r
Page 1 of 1
From: Robert Wheeler (rwheeler@ninyoandmoore.coni)
To: hperkins@b-esprit.com
Date: Thursday, March 27, 2008 10:53:01 AM
Cc: thoward@hmisp:com; Avram Ninyo
Subject: Geotechnical Report - Walker Residence
Harry,
As requested, please fid attached our preliminary report for the subject residence. As you are aware, we recently
performed an additional floor level survey at the site. In general, the distress has increased since our initial report;
including an additional 1 1/2 -inches of tilt across the floor slab on the northeastern portion of the residence.
Rob
Robert T. Wheeler, P.G.
Senior Project Geologist
Ninyo & Moore
Geotechnical & Environmental Sciences Consultants
5710 Ruffin Road
San Diego, California 92123
(858) 576-1000 (x1226)
(858) 576-9600 (Fax)
(619) 972-0338 (Cell)
rwheeler@ninyoandmoore.com
Experience • Quality • Commitment
6
«105502001 Walker Repair Recs.pdf>>
f
http://us.f833.mail.,dhoo.com/dc/launch?.rand=Oal9npuolgfna 3/28/2008 _
"FROM :15ANE-RODIN & ASSOCIATES, INC. FAX NO. :949 348 1418 Feb. 17 2009 03:32PM P2
Dane - Rodin dt Associates, Ine. v TrsrGaLat-As 50AW Be
27!81 Mo►tJorte *1P �„��� &u* To i�
Mlrsion Viejo, California, 92692-3 12
Office (949) 582-2746, Fax (949) 34 -,4,18 ''" f aotus�rwvt�d,1•
Fe_ brWag X 2_2009
City of Lacinta
.A.ttention- Mr, A. J. Ortega
Laquinta, California 92677
Mr. A. J. Ortega:
rag- 1b ftwice G %l Lam.
CITY OF LA QUINTA
MIMING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
11A7E.WI&A I-- OQ
12w,% ft T* tjc* fl b
At the request ofrBcl Lsprite Builders, on January 31, 2009 we per rmed a structural inspection
of both the 2 car and single car garages at the residence at 56840 ,Tac t tchl s Blvd. Uinta,
California. The purpose of this inspection was to determine whether or not this garage structure
is suitable for occupancy.' This home had experienced between 1 % and 7 inches of differential
settlement and under went remediation by means of compaction grouting. That the emmplotion
of the remediation process the structure was returned back to within I %a of an inch of its original
as constructed elevation? The remediation process injected approximately 6, 500 cubic feet of
eementitious grout into the underlying soil at various elevations to fill voids and compact areas
of soft soils which otherwise would likely continue to experience varying amounts of subsidence
overtime. As the voids were filled and the softer soils re -compacted the structure was gradually
back up to the elevation mentioned above.
During the remediation process extreme care was taken to monitor the upward movement of the
entire structure. Those areas that had experienced the greatest amount of settlement were put at
the top of priority list and addressed first. This was done in order to bring those areas with the
greatest amount of settlement up to a point where the relationship among all of the foundations
was nearly the same. Once this point was reached the remediation process began in earnest. The
grouting program called for each area within the structure to he raised individually in a planned
and systematic manner that would maintain all of the foundations in this near level relationship
during the entire remediation program. This methodology was implemented in order to
minimize the possibility of subjecting the structure to additional stresses which could possibly
result in additional damage to the structure. As stated earlier at the completion of the
remediation. project differential settlement had been reduced down to between %a and 1 A inches
over the garage area.
After the completion of the remediation program there arc only two conditions remaining that
would suggest that some form of structural movement had occurred at this residence. Those two
conditions are 1) the small amount of un -restored differential settlement with in the garage
foundations, and 2) the 2 car garage outside wall between the right front corner adjacent to the 2
car garage door and the back wall of the garage is out of plumb at the top by approximately 1 to
1 %1 inches.
Received Time Feb.17. 2009 2:40PM No.5537
41
'FROM :DANE-RODIN & ASSOCIATES, INC. FAX No. :949.348 141B . Feb. 17 2009 03:32P1 P3
5 '
To assure that this'out of plumb condition will not become a problem in the future we
recommended that the garage shear walls be reworked to bring them back into compliance with
the original design drawings for this home. We did not have a set of the original structural
drawings for this home at the time of our inspection therefore, we relied on photographs of the
garage that we took during our inspection to develop our recommendations. These photos were
used to help us develop a set of shear wall strapping and hold down details (i.o., copies of those
details aro attached) for Bel Esprite Builders to use in conjunction with the original structural
details when restoring the garage shear walls.
In developing our,recommendations a seismic analysis of this structure was not perfonred. Our
recommendations/opinions are predicated on engineering judgment derived from the detailed
visual inspection of the garage, 20 plus years of experience in designing homes in Southern
California including the Palm Desert area, and extensive experience in stabilizing foundations by
means of compaction grouting. Because this structure was not damaged a'sresult of a seismic
event(s), but rather by the naturally occurring subsidence that has been ongoing in the greater
Laquinta area for many years, we concluded that a seismic analysis of the structhere would not be .
required. Additionally, there was nothing given to us that indicated that the original design
and/or construction of this home was not in fu11 compliance with all of the prevailing building
codes that were iri affect at that timelhis home was built. '!`herefore, our recommendation to
rework the garage shear wails to bring them back into compliance with the original design with
the addition of a couple of now drag tie details is in keeping with the facts that this structure had
been performing 'as designed for many years with respect to wind and seismic loading criteria as
set forth in the building codes. If these recommendations are implemented it is our opinion that
this garage is suitable occupancy.
If you have any questions regarding what has been provided here or if you need any other
additional information please call me at my office.
Sincerely,
Dane - Rodin & Associatos, Inc.
Cnpies attached Mikel E. Rodin P.R.
President
tXp 3139110
Received Time Feb. 11. -2009 2:40PM No.5531
1 j Da
-FROM :DANE-RODIN & ASSOCIATES, INC. FAX NO. :949 348 1418
0
Feb. 17 2009 09:31AM P4
Alew pL,j WOOD .5)15ae WAu_` t E�9 .
i Tie _l�ae -S
L4 -JI r- � il AIkC Kiro Gl
past, 441.109& oo gy7Awi Pane�j.
i �va�L jj 4-- vIV
Fob !� l�/TPC�ti S,d� v�S ear
��
wa1-t
L_5- f7 FDlU_--
Aga eg .
• IN �Nc% a:Y
witA �4Z411I.V'
i s11hp,60,1 AB a i
aVicc-,,
4NFOAgrt .
� �, � � 6,� �mX /�•� ^ use 5 a ��
YP/ C-': r 15�A,eA eW ' D,c,O,E Ms&D,92 0,=.4AP P _550AMPt eal
Se 145 7-0 Ae ,#r 90' YV TY0
&gf_ 4G 1 DOO Z I-I&AD EL z1n • d 11V -a 7"}6 ,P6VA1DA71"0A1. '
,AT TNN 7'Me rAe l-),6e.Dee e pma r dol• is
$Fr7•✓f`."�/ I %z" �`0 2'' eco' !�" PL��� JJ 5 I�S/l•L oL1.a�
_K5STDf• 770= S'rrcJD_5. /aero, e TN -g 51, 5,42 JA1 .4AW
1 ;?L 6 -M4 -;D TO 0,0e?1A16 TWi- AcamSu Ppm-
COL_ I T)4—P D841 _ 7 D5 AT Tws Flo k RI+��
e- L4 5F ` AM e,?MA/L--Y, A,4(,157" 9,G PH7-4 ptv Eh
POGb tVaIA15 /-AS IAIeAu4.6)� 1N 7-14is PACZA4C.
j
7/#_ qr; x s ro 130M eye 6ARA6-`; �L 4,;N,
Received Time Feb. 17. 2009 8:39AM No. 5533
c
4
It
EESS'ON NON
s/V/110 g7OH -77VIM
a��-/ �v.�
(9-7-7 d/Y
7VOId -),
W2-1 a3navnx-�jj&
o r� Q75_ Jy sYi4N3 �3 �' crrnoa►v'
OW 5 Z! 1 s7vJV
S17O17/y�1✓ro;7
�7&A>c��
409o'd 3941-4
I
6001 'LL'gaj aaij pania3aa
, �1.0/Y
\ 1
a oia'�rs
Sd WUZ£:69 6I0Z LT 'Yaj 8TPT 8b£ 6176: 'ON Xdj 'ONI 'S31UIOOSSH 2 NI 08-3NUa: WMU1
,FROM :DANE-4ODIN & ASSOGIAiES, INC. FAX NO. :949 348 1418 Feb. 17 2009 O9:32AM P6
Raa� puss � s
op
1 ,
iIf
10
Posru�
CMARD Ppt �L' M *r
W lc xs�iAr)
11
//
JF
I Coe
i
1
1
�-Lj 2- CA. R G,a. .
1 ;
i
T-
Ilk
i
i
A121AI DD
1
' 1
i
t
Received Time Feb. 17. 2009 HUM No.5533
50!�-p A 7-
A"
n" —J.- Al '71AAO
-FROM :DANE-RODIN & ASSOCIATES, INC.
FAX NO. :949 348 1418
Feb.
17 2809 09:32AM P7
OUTS ID r
LSA PH -619 V4L
PZ U -S 5 BOOM
'.W46[Da PAC6
-TA(A/AUL MZIS
77#5 p'
pl Yu/mD o e OS a A5 wea-
/ri IrP
AZ 1114 -8
Received Time Feb.17. 2009 8:39AM No.5533
FROM :DPNE-RODIN & ASSOCIATES, INC. FAX NO. :949 348 1418 Feb. 17 2009 09:32AM P8
AT Ll ?" -3- B AV4 1_�FT iOF 7.14-F— Ddba d ldk'J IMM,
i
�`f0-a L'l ern vp
CMG 12 L e -PL aN8 6-F -L he UIP
OVER t k a cAe-'0r CDpc n 1 y\g' i s ,Ta �►s
i
1
i
I
i
1
\.Iter >a 1 14
4X W<I
11
DPS
67A P
/MI Z
I
Received Time Feb. 17! 2409 8:39AM No. 5533
M :DANE-RODIN & ASSOCIATES, INC. FAX NO. :949 348 1418 Feb. 17 2009 09:33AM P9
Z1 F- me C
f
'7
/(/ori,' 5r 12 -<TR4 P 40AIr.
D V,E2 GAG — Z 5A ys
TITLE
DAINE•RODIN $ ASSOCIATES, INC.
MADE y JOB N0.
CHEK' Q BY
GATE Z (o A ,� SHEET NO, 6
Received Time Feb.17. '2009 8:39AM No -5533
hu,
r 4. I
f
'7
/(/ori,' 5r 12 -<TR4 P 40AIr.
D V,E2 GAG — Z 5A ys
TITLE
DAINE•RODIN $ ASSOCIATES, INC.
MADE y JOB N0.
CHEK' Q BY
GATE Z (o A ,� SHEET NO, 6
Received Time Feb.17. '2009 8:39AM No -5533
.............................................................................................................................................. .....
'FROM :iSANE-RODIN & ASSOCIATES, INC. FAX N0. '949 348 1418 Feb.
17 2009 09:33AM Pio
Sy:METRICAL- , .
'
`Fb ' EDGE - ;
PE R PLAN A� R t -BAR
rwST-i72,;,DF bST
Lu
'-":-49 POST -
2X9 KIN6 POST
2X 9 STUDS ..
pL y S149AR PAA a -A .'
A, B. P6? PMAI
I) F-741 L 47 l AEA6E Da!X
BaTO -1 tL CAL 64006
TITLE DANE•RODIN & ASSOCIATES, INC,
MADE- BY JOB N0,
CHEW 0 BY.
DATE_ 6 . d SHEET NO,
Received Time Feb. 11. 2009 8:39AM No -5533
1�
. . .. ..... . ................. . .......................................................................................................................................... I . .. . .............................................
FROM :DANE-RODIN & ASSOCIATES, INC. FAX NO. :949 348 1418 Feb. 17 2009 09:33AM I'll
MM. 4X4 "T MR PLAN,KATE To PpM%$I?q%M W" V"
OP
PM PLAK MST Ig I p 5WAM" GRALL
a C4XnWCW MM T
(ALT) M 1/4' PLA11E IF RD 16
Mo IN wou OJT pw
p
WET "IRMMD
INS
9"WRAXV POM IN PER
�MS 90'M AM LATMT CATALOO
SPE41FICAMNS AW ftypAlom"
5/DO BG IT KIT W
L ",'v-pwMM'-6WMW6lAL
Wool
SIT AMMOKAL P$TgWff " OR nM
Mo WkP* P" 100 0 5926
1000 1 ER
rypr SILL PLATE
aj DRILL.
FP2'j /A - 0 A R
SIZE OF BOLT / ROD
rwnN& PER KM
VMM MW MWIRED
TO A"fpT LON62R Hp poLT
MM
TM6 DETAIL ALSO AMi!s
TO NO" BOLT REMPITs
IMM
W CMTRAC-TOR %A" MWZ INAT AL4 MMP PoW6 ARE pp4pEfty DOTAILW
A?o rffAT RWRED BMT $120,
RMM To THE LAYNT WITION 0 ENROMEM AV I'WT#* D" 19, IN pLACe.
F IM $1 PPWq CATALOSSPCGft I)PORMATIM
;./HOLD DOWN TO FOOTING
I
t
ITLE
Received Time Feb.17. 2009 8:39AM No.5533
DANE-kODIN & ASSOCIATES, . INC.
CHEIC 0. By
—4 - -,
DATE;
-7
SHEET NO.- 8
PMM :6WE—RODIN & ASSOCIATES, INC. FAX NO. :949 348 1418 Feb. 17 2009 09:33AM P12
Sti-ong Tie°
C0NNECTOAq.
!I 1111111111111110W I
TECHNICAL BULLETIN
PHD Predeffected Holdowns & Screws
City of Los Angeles. RR Values
Loads have been reduced for Sec. 2314.5.6 of 1996 City of L.A. Building We
Typical PHD Installation
as a Holdown
PHD5
(others similar)
Patent 1`61109
Peg• 1 of 9
NEWT The Ptedellected Hotdown (PHD) is arevotutlonarydevelopment In
Doec"n
hotdown eonnedons. This connector Is predefiected during manufactudrig,
Dlrtte
to virtually eliminate deflection from material stretch.
Light 011 s same U Gau 3 Dau
PHD SPECIAL F>EATURHB:
fwteners
• Wood screws reduce allp due to overdrilled Dolt holes.
a.1 X 78.2 ZINC
■ Smeller centedlne reduces eccentricity In the stud.
Iloldoxn
• No stud bolts to cotmiersink.
• The slot to the sent provides anchor bolt o4umtment.
2.2xend
• PHD holdowWa width fits easily on a 4x wall.
NO -Of
MATERIAL: See table FINISH: Galvanized
INSTALLATIONt v Use all spadtled fasteners. Rotor to the current
H
wood Conatnrc(lon Coaneorom catalog for General Notes.
SO
■ Place the PHD over the anchor boll. (See 13M tables).
Maher
111amater
■ install Simpson's S1381/44 Wood snows (sold separately).
UIt
• For an Improved connection, use a steel nylon looWng ntn or a
the bolt.
n
thread adhesive on anchor
• To tie double 2x members together, the designer must determine
the fasteners req►drad to bind members to act as one unit without
V
splitting the wood. No extra washer required.
!7
• Loads based on using Simpson 9139 screws.
CODESt City of L.A. RR25300.
1. Allowable toads have been fnaeased M fa eerlfwake or
wN loading with no Mgrer increase dt ow aft reduce where
olhor foods govern.
2. The anchor embadment and ootid lion mist be spedlod.
(Sae SSTB).
3
Wada are based an City of LA. Na ItA2t =values mid
Sec. ave2314 6 of the T City uced a �A t as mq*W > Code.
4. Deflection at Highest Allowable Design Load:
The donedton of a hddown measured between the anchor
bolt artd fire a9op pardon of the hofdtwi n when badsd b 019
hfptdest allowable load fisted In the catalog table. Thb
movement is strkdty due to the holdown defotmallon W40
a 31M bad test conducted on a steel erg.
6 The SDSY4x3 haft beet wh h a low speed le r0I an*
drm wflh s49" hex head driver.
NSW! The 9lmpeon Sirong•Dd"'01/4 x 3 wood eorew has a hex washer head -for
easy driving whh a socket wranoh. The buNt4A reamer and typo 17 tip cuts a holo to allow
3 installation without preddiling. preddAing may be necessary depending on the type and
moisture content of wood.
Other screw sizes available; contact factory.
Idertlificatt0n MATERIAL: 1022 Steel, SAE Grade 5.
on all OODES: Cily of L.A. AR23291.
at m heads
8061/4X3
Palm
Pending
model
Doec"n
Equivbat fMis1►s
(MM)
Dlrtte
Lora
Light 011 s same U Gau 3 Dau
til Gauge Sl�u ttlatur OMW 8tNoor
fwteners
t/,r x 3' Wood Screw
a.1 X 78.2 ZINC
Allowable Loads
Iloldoxn
Medal
Avg
2.2xend
Deflection at
NO -Of
No.
W
H
0
SO
CL
Maher
111amater
8ltrupOon
SDSt X3
UIt
yMol
AIC""
Wood Screws
Wood Member
Design Load
pHD2
14
3
9%s
274 1
1%
1a/e
04
10
10 283
2486
.024
PHDS
1 14
1 3
11%a
27
i'
1%
4.i
14
13,692
1 3375
.09E
M
12
31Ar
1342/1• 1
274
7
18
1181,000
1 4190
.093
PHDs
10
3%
17%e 1
27/s
1%
fah
rib1
24
123,203
1 5340
.043
1. Allowable toads have been fnaeased M fa eerlfwake or
wN loading with no Mgrer increase dt ow aft reduce where
olhor foods govern.
2. The anchor embadment and ootid lion mist be spedlod.
(Sae SSTB).
3
Wada are based an City of LA. Na ItA2t =values mid
Sec. ave2314 6 of the T City uced a �A t as mq*W > Code.
4. Deflection at Highest Allowable Design Load:
The donedton of a hddown measured between the anchor
bolt artd fire a9op pardon of the hofdtwi n when badsd b 019
hfptdest allowable load fisted In the catalog table. Thb
movement is strkdty due to the holdown defotmallon W40
a 31M bad test conducted on a steel erg.
6 The SDSY4x3 haft beet wh h a low speed le r0I an*
drm wflh s49" hex head driver.
NSW! The 9lmpeon Sirong•Dd"'01/4 x 3 wood eorew has a hex washer head -for
easy driving whh a socket wranoh. The buNt4A reamer and typo 17 tip cuts a holo to allow
3 installation without preddiling. preddAing may be necessary depending on the type and
moisture content of wood.
Other screw sizes available; contact factory.
Idertlificatt0n MATERIAL: 1022 Steel, SAE Grade 5.
on all OODES: Cily of L.A. AR23291.
at m heads
8061/4X3
Palm
Pending
model
Doec"n
Equivbat fMis1►s
(MM)
Feskilltt
Doug Fir-Urc So. Pins PhtaPtr
Ailowabl4a".0 flow Lads '
Light 011 s same U Gau 3 Dau
til Gauge Sl�u ttlatur OMW 8tNoor
SD8t/4x3
t/,r x 3' Wood Screw
a.1 X 78.2 ZINC
2716
303 10 I927 261 10 284
1. AEovrable loads are based on gig 1991 N98. Adunbnenls ere made for use 2. MetAe tigidvalenta are Ilemd by Diameter x Lenglit,
vdih metal aide plates, Fa • 45 ksl Loads under tit gauge are fa gauges 3 72no o Y" Ov dichromate,
Gated through 22 gauge. Allowable lode for geugee riot Indicated must be 4. Insla4 beef with • low rp•ed bb" right angle
calculated accordig to the code. Canted factory for more det•>fa. drip Wth a sib" hex head dr1m,
r �jt�
Re c e i v e d T I me6� e b, •1—. to 009"r 8: XA RR 0. "M3 aCopyrlpid1997SIMPsottUMONGiWCO. ao. Foes T• 4D.Ul MYa*11sa
Web Site: n11p* 3tfAge9 cum
'FROM :DANE—RODIN 8 ASSOCIATES, INC. FAX N0. :949 348 1418 Feb. 17 2009 09:34AM P13
SIMPSON TECHNICAL BULLETIN
HD/HDA Holdowns . City of Los Angeles RR Values
stroil•i Moropegs 2 of B
® 1 HD10A
B}
(HPGA,
HD®A,
H014N
and
00"
Holdowns are used to anchor shearwalls, transfer tension
loads between floors or to tie purlins to masonry or concrete .
FEATURES Use HDAs for overturn requirements and other
applications
tminimume 7 bol dl mater spacing 1rom91ensuring
�end ofwood meember. ted
MATERIAL: Seo table
FINISH: lo re SplD!-9ahalze$
alhermods-Simpson graY point-
INSTALLATION: a Use all speditad fasteners. Rater to the oumsnt
Wood Condnwdon connectors catalog for General Notes
and warranty intormatlon.
s For an improved oonnectlon use a nylon locidng nut or e
thread adhesive on the anchor bolt.
N Bolt holes shall be a minimum of 'A? to a meldmunt of
%e IMOT than the bolt diameter (per the 1goI NDS,
$Won 8.1.21).
Standard washers are required between the base plate
and anchor nut (HD models only). stud belle require bearing
plates opposite all holdowne. The load transfer plate Is an
Integral part of the HDA; no additional washer is required.
a Locate the holdown on the wood member to maintain
minimum
of the member to thevWien eAlne of the timt bolt. t diameters from e
end
■ To tie double 2x members together, the designer must
determine the fasteners required to bind members to act
anyone unn without splitting.
C0�6s 9 i2 15), AR28 B9 (ARBA), RR261b9 (HDBA-104 6, i.
Typical HD2A installation
HB Is the,00de-required
minimum distance, of
7 bolt diameters trom
the mudslll to the Canter
at the firut bolt.
HDA sell-pggtng heldowne
automatically malntAln
this distance. HDA's
Inetalledlrelsed off the
mudelll may have larger
defleotlon values.
Received TimettFeb.17.02009N0:39AV'No.553T'9
web site: http:/Mnv Won scout
D15
D/6 foatur" a
51e1doff aaetlor
greater values end
plov rmst
be Inrtobd
Enwan OoN
p tsvAwood
T'yyypplosl
HDIG
Installation
0Con*l1987 WAPSOH STROROW C0. DIM
FaMT-140-LA ON em 10
FROM :DANE—RODIN & ASSOCIATES, INC. FAX NO. :949 348 1418 Feb. 17 2009 09:34AM P14
i
I
SIMPSON
Strong'I'ie
mirururn-tn6 s
t�
TECHNICAL BULLETIN -
HD/HDA Holdowns — City of Lou Angeles RR Values
Loads have boon reduced for Sec. 2314.6.6 of 1996 City of L.A. Building Code
pogo 3 of e
Ilwd
rto.
llstufd
9Rse
body
H®4
88
w
H D
80
CZ
or earlbqueke loading wi0 no further Ittcrasso
t�
A
r�
tiny Z
W
Largo of Mh
tnlYoodflambs,
Ptt, 3 3%
lily
Dollacti
dHvm
tes�htoad
H02A
7 a 12 s 4°/1• 2%
2VA
9 2'A.
'/.
1'A.
64
2.%
IM0 1480 1940
2275
2460
2476
2476
0.043
H03A
3 ga 10 pa 6'/4
3
314
D7/j. 3b.
'/
2'Yi
'/� oI °h 2•'4
20787 1780 2390
2880
3280
3600
3600
0.047
MA
'4
7 a 8'A4 31A
31/4
1114. MA&
34
2' •
74
2-1A
27333 1708 2240
2788
3308
3825
4130
0.024
MA
$
706 6'/14 31,4
3V4
14'/• 37A•
'/.
2%&
74
3•TIi
28687 2428 3896
4930
8040
6680
8060
OA92
HD10A
%
'7 o
8'A• 31,6
31/4
181/u 374.
114
2%o
14
4A
28887 2655 4866
6025
7165
7188
7165
0497
HD2oA
%
3 go
1.
4
414
2017A• 414
14
274
11/•
4-1
$1333 —
—
10035 10026
0.130
Hb2
7 a 7
4'
2'4
2%
6% 2'4
2%
1%
%
8-
10918 1476 '18901190011800
1800
1980
0460
1@6
128
7 ga
614
3
274
6% 314
3
21
34
2.34
19000 1730 2260
2710
2710
2710
2710
OA31
HDa
3 pa 8 ga
6V4
3
274
12'4 31/4
3
11
1
3-%
18800 2080 2750
4080
4000
4000
4080
OA64
R07
'At
3
0%
314
31
11% 3'/•
37A•
215
114
3
28600 2426 3866
4815
6626
6826
6025
0.026
IID1
Si
'908
7
4
314
16%047Ass"As
214
161
3.1
43626 -- —
—
7209
8886
0011
H012
%
3 s
.7
4
3Va
201Yra
214
1'4
44
43750 —
—
—
9816
10680
OA82
HD16
'4
3pa
7
4
014
24%
214
1'/4
6-f
55333 — —
—
—
—
10680
OA87
1. Atbwabb bads are bailed an City of LA Noe,
dealgner trust detamline the eflecd onacs of the system. At models except lim. NDS and HD? proidde
RR24818, FIR26M and RR28156 vrdhms-
Contact your Shmpsan representadv9 for test data.
an o*nsta► to the base to do proal bolt
Hddown defleDdon to phren la the NOW 01110WRI)b
2 AllowNs toads have been tncteased 337. for wind
and spacing. End ditdance may be lnueased
bad charm for that hotdotA», e7d b meaeure0 using
or earlbqueke loading wi0 no further Ittcrasso
as necessary for iter hoon.
oxckmW of stud bob . To
a standard tort Ng alp
allowed; reduce where other toad durations govem.
S. Sally the anchor embedment and coMfpuradan.
eftiate deflecdate olewtmrral systema (sue)
3. The wood membermust be shed for the bad
is An MDA I nat Bleed off the mudstf may hevo
as dwrmlls), add the dellodlon of the holdown to
the oumulaft deAeollm of the other elements of
eenying rap * at the aitieal net seedoh, redudog
the gross section area fortales or other removed
alngardeflactlan.
7. VeMms sh m M not be used for wet
the system acowdi g to the code (for stheatwats,
wood as specified In the node,
wwwage with horhontal wood dWwaga
tL Allomble loads have been reducedby 259', as
soe Boa 23.223 of the 1967 USO, Vol a, 610dNNs)•
Actual deflecdons of struc nelAratema A Vary; the
4. N8 Is the required minimun distance from the and
of the stud to ore center of the ttan stud bolt holo.
required
byS 23114.5.6 01 the 1596 City of u.
Sources of Deflection at the Shearwall Holdown Conneotlons
The3a are some of the source of defleal m that ahordd be evafwW bytle
designer. See fro thn3tratcn, whkh Miles to other holdown configvretimL
A. Stud boh halos: boll nio can ooarr at holtim etud bots.
8.OwsDed$tttd bon hoteai Increased bolt slip can occur it oversized
holes are doled throo the stud for hoedown sate bops (oversized holes
are when the diameter of the hots Is Wester than the bolt diameter plus
1/16 Inch per 1991 NDS, seWon 8.1.2.1).
G Eclmntrklly In stud: *ban a holdown Is InoWled on only one side at
Il,* sad, an aocentdcify exists d ft bading wft can cause addMmW
movement In the epeotwalt system,
D. Nut a* unrestrained anchor bolt rage can spin boas during *Ito loading;
the use of stool ngion loaidng nub or thread a")" may proverd nut spfh.
E Look of rwt Illld IrC. addldonat movement an coda when nuts wa not
tightened awdenty. .
F. Delleetton of fro hofdown: do%cUon eon oxer to the hoedown order load
caused by stresses due to asrthgtlft or high w1M.
Q. Varded deflection tl fine hotdam SM caused by 6W rotatlml lateral
dlWlacement at the lap of The well rotates the stud around Its bass causing
1M hoM m base plate to dleplace vertically.
III. SfubkW. wood stvintage can am due to dtyhtg of rte s1t plate, rim )cis!
wWor top plate; nub may require retightening atttter wood W*kage.
1. Iralized wood cruMing of stun baft holem upM forces an ire bogs can
cause beat29d wood crushing at On bolt bearing bcedons. Tina use of largo
bea" Plates may prsvad ids.
J. Loalbed arushIng 9At9ed by dead and Ileo loads: wood at the and of
the studs (sEl plates, rim )aisle, oto.) nay crush under normal dead ane the
ba ft. admoonal comp uta forces due to ovadun ft during wdxM tris
and wM loads add to fro dano4don.
National Toll FVee Number. 8001999.5009
Received Time):Feb. lVm2009% 8:39AM No. 5533
ocapirw too? ewpa N BfpG amst oo., w0.
BEARING
PLATES
_ SILL
PLATE
-FOUNDATION
HOLDOWN
-ANCHOR
Fbon TMU 1197 eap 1100
`FROM : DANE -ROD I N 13, AS'SOC I ATES, INC. FAX NO. :949 3413 1418
Feb. 17 2069 09:35AM P15
TECHNICAL BULLETIN
SET and ET EPDXY-TIFY"ADHESIVES
SET Epoxy -Tie is the first anchoring adhesive to be recognized
by a model code agency for resisting earthquake and wind loads.
Simpson's line of Epoxy -7107m adhesive has expended with the introduction of
the 13ET High Strength Epoxy formula. Available In 1.7, 22 and 66 fluid oz.
cadddgsa for all anchoring needs.
FEATURES: ■ Meets model building code odtorts for high wind and
seismic resistance.
■ Provides the highest load values OVOIMle for concrete
etefn wall applications.
■ A 30% increase In strength over exlefing formulas.
• Side•byalde cartridges for easy dispensing.
• Working temperature 46 to 100* OF.
■ Tested to eelemlo and high wind requirements eel forth by AC68.
0OD8St City of L.A. RR25279.
High Strength Epoxy
SET Epoxy provides a significant Increase in bad capaclly
over the closest comparable adhesive. TesRiirtp under elmutatod
earthquake and wind stresses show no loss of bond strength.
The SET Epoxy can develop a high load capacity even when
Inatalled In less than ideal conditions. Testing In worst ossa
Inetaltadon conditions where the We was not blown or brushed
of concrete dust shows SET develops 63% of Its full bond
strenifft This data helps specifiers determine allowable loads
under varying field conditions.
Epoxies offer stronger bonding, shorter cure time and less
hydrolizatiolt than other types of resin anchors. The Epox070
is a low cost, high performance epoxy that provides excellent
bonding and requires less curing time.
ET to supplied in 22 fl. os., cartridges or 66 fl, oz. cartridges. Order dispensing
tools, mbdng nozzles and screens (for Installation Into brick or masonry) separately.
FEATURES: • Easy mixing and reliability: resin and hardener mix
autotnallceDy in the disposable stallo mbdng nozste, etimMsting
Inconsistent performance.
■ Easy to use: gal consistency allows horizontal and vertical use.
• Reduced shrinkage: shrinkage during cure to from 1 to 2%.
• Moisture realstant: ET Is a chemical anchor that is resistant to hydrotizetion.
• Oonosfon protection: ET compound seals the hole and encapsulates
the embedded portion of the threaded rod.
• VWbla supply level: the transparent meaeuring gauge allows for easy,
dispensing.
INSTALLATION: • ET may be Installed In concrete, brick or masonry. Check
for proper mixture, a uniform gray color. before using. ET will not form
an adhesive bond when dispensed as black or white.
CODES: City of L.A. RR26120, 26185 (ET22).
Page 4 of 8
uNnn 1 nil tt��ttUm or- $0 AD -502-9 p�Mt10V81MPMVRONOfif1'CO W0. FamT�HbLA&9?GViM
Received �TimetEe. 1,f0U9uk :�9A o. 5533
4
4
tROM-:DANE—RODIN & ASSOCIATES, INC. FAX NO. :949 348 1418
s�
kyl
w .11,
F'
AD CONNECTOPS
•
n
Feb. 17 2009 09:35AM P16
TECHNICAL BULLETIN •
SET and ET ADHESIVES — City of Las Angeles RR Values
Pap 6 of o
Loads have been reduced for Sec. 2314.6 6 of 1996 City of L.A. Building Code
Epoxies offer stronger bonding, shoter cure time and less hydloihntion than other types of mein anchors.
SET and ET 8BLEICTION TABLE FOR USE WITH NOLDOWN DEVICES IN WOOD CONSTRUCTION
Howalm
1lodol NO.
MOM
DID.,
Hamm
PAY Load
Epoxy
Mh
Edge olq
�" � beftent 0"M
an SET
AI
ETI!
r0 a 2600 p11 r0. � pal
•
SET
r0.20` (Al roe 4000 pal
1i132A
64. -
2476
64
13/4
—
10
3075
3076
MA
ahs
2476
%
35/4
5
5
2260
2260
2070
2425
KDSA
6
3600
64
lab
10
—
3076
3076
6A
%
360D
°
3%
6
6
2250
2250
2070
2426
HPOA
d/i
3800
1
7+
b
—
3076
8600
HD5A
34
3600
34
134
63/
—
8026
2400
HD5A
$/
3500
1/
8
83/4
83
3376
3376
2810
3330
HD9A
3/1
3500
94
I 10+/
—
03/4
4050
4800
HDBA
,1
4130
134
15
—
3826
3828'
HDBA
4130
66
7+14
7%
4800
4800
2866
2886
HDOA
7
4130
7
1164
73/.
—
3826
3826
HEMP,_.
'14.
0960
74
13/
15
3826
3825
HDBA
8960
%
6%
71/2..71/,
4800
4800
2665
2665
HDBA
74
8960
14
1164
714
—
$828
3028
HD10A
7
7186
714
13/
—
18
—
—
9825
3825
HD10A
'A
7186
%
8114
7114
73/4
4800
4000
2886
2666
HD20A
1 V4:
4
15306
1
13+
—
9
—
—
4276
6476
H52
%
1890
e4
1°/
6
—
—
1685
1800
HD2
1880
1i4
13/4
10
—
3076
3076
Ht
logo
6
33/
6
6
2250
2260
2070
2425
H 6
2710
14
144
10
—
3078
3076
D5
�4
2710
3/4
3
63/
034
3375
3375
2810
3330
1
4080
%
1316
—
—
3825
3826
D6
1
4060
6614
7'/:
73/4
4800
4800
2886
2686
HD7
5625
1
19/4
9
—
2140
2740
HD7
1 +
8826
1
8i/4
8'4
9
4800
4800
2985
3786
PHD2
114
2466
1
11/4
—
10
3076
a676
PHD2
%
2488
$A
33/
B
6
2250
2260
2070
2425
PH
6i
3378
%
lab
10
3076
8075
PHD6
44
3376-
%
39'4
6
5
2260
2260
2070
8426
PHD5
1
3375
%
7+
—
5
—
—
3075
3600
PHD6
74
4190
a
13/
15
—
3826
3825
P Do
1/4
419p I
'14
I b64 1
7+4
73/
4800
4800
2886
8686
PHD6 1
7/0
4190
714
1 111
73/4
—
—
3825
9828
PHOS
114
6340
"14
1 13/4
15
—
—
$826
3026
PHD6
74
8340
'
/4
814 1
71g
73/4
4800
4800 1
20(18
2886
1. Allowable loads are based on City o1 LA. AR28185 MT22) and
RR2b278 (8%
2 The allowable We have been reduood by 25% as requtled by Seo. 2314SA of
Ore IM CRy of LA. 6 )ft Code formas In om*moflon with haldown dWm&
3. Satsotad HDMDA models have been tooted wAh amater andtor bolt oitee
lorcompatfy.-
4. The 0ndwa cannot be used to resbt pullout forces fn overhead
trtsteAations unleee proper correideretlal N given � Are condBbne.
S. H09. HD12 and HD16 not 8510d because MOM vblt a SMASH 1" dprMW
endtOt 6011 Bite t0r COtnpaaw, was 1101 avdable.
National TOR Free Number: 800/999.5099 eOankm to" "MMM eTaor,p rco.IN. FamT•HDA RX sip IN
Received Time):Feb. 17.4009e• 8:39AM No. 5533
REGISTERED INSPECTOR'S DAILY REPORT
C.J. HAT Inspection Services, Inc.
8246 Oakdale Ave.
Winnetka, Ca. 91306
Office: (818) 709-4076
PermitNo. d / 1 �' Date.q&/ 0 -P Type of Inspection A�/LXAW
Project . F� IL 1 � " t'L Owner B 6 L W P?' IT
Address !/J 7� _A(L�., sV
Q,_)IWOLA S -B CL) DA City, State / 14 I t 17//i
�k(A
���� �
Architect ! Engineer�r()i�
{
General Contractor r L.- 8i P-12 i T Sub Contractor
Concrete Supplier "r- Mix Design No.
Average Slump —
No. Samples Cast
Welding: Electrode
Design Strength Total Yards Placed
_ Type Field Mark No. `
Process ' Material
l
I
Location of work inspected: �'t� S! L �t i j j� j & U ,�,`rl/� 0C
I, V7" A,, --r6 AJN "7r5/.Ail11 AI -)AI<A i
(A)
GASik sitnig�'
fi4L) or I
eJ
nnC✓
r_<OT�
J
Inspectors Name
P 01 /r/i/ lJ jQ T / /)I N /4I Le
) U G. "
T til- C: AAW1'(
,l ) J j 7n Ir1 -1-)
Signature
Lic. No.y"12) iO4;'i I
Special Inspectors are licensed by and work tinder the direction of various city and county building authorities. As such, the billing entity disclaims any expressed or
implied liability for errors or negligence in fulfilling their inspection duties. Ibis field report represents a summery of observations and tests that the work requiring
special inspection was, to the best of the testing and inspection agency inspectors knowledge, to be in conformance with the contract documents and the applicable
workmanship provisions•of the governing code.
Time In: A tAA Time out: �ij, HOURS: Regular O.T. r—
s ! v
Authorized By: Representing:
F0t4M :DANE-RODIN & ASSOCIATES, INC. FAX NO. :949 :348 1418 Mar. 26 2009 11:28PM P1
DANE - RODIN & ASSOCIATES, INC.
27181MONFORTE
MISSION VIEJO, CA, 92692
P H 1 0 NE (949) 582-2746, FAX (949) 348-.14.18
YOUR RITHRENGI; NUMI'110t;
X.ORGRNT 0 1-1011 RNNTEW ❑ PI-FASI-.- CONIMINT RFTIA' ❑ 111,F -ASU 10:(-,Y(:IX
Mr. Aj. Ortega
A), here is our fitiql impaction' letter for the tcsidcn6c at the referenc'ed address. The
attsiched letr.cr and detail l believe address all of the concerns both you and job.n. hadr.aised
during niy p , hone, conversations -with. you on Monday of this week. I have stamped and
. signed. theattached letter I have also put a hard copy in the trail to both you and Bel ES-Prite
.Builders, sliould ymi jaced any adclitionalinformation please do not hesitate I:(-) lln
call ne. The
easiest way generally to reach nae is by my cell phone (
Tbonk you for your
assistance and have a. good weedend
Mike R d4i P , L
4
1(;I -ICK 11FRE, AND TN'pv Rvi'l.1iiN 1kI)I)I(HS8j
Dane - Rodin & Associates, Inc.
27181 Monforte
Mission Viejo, California, 92692-3212
Office (949) 582-2746, Fax (949) 348-1418
March 24, 2009
City of La Quinta
Attention: Mr. A. J. Ortega P.E. & Mr. John Thompson P.E. (Young Engineering)
78-495 Calle Tampico
La Quinta, California 92253
Re: Structural inspection of the repairs to the home at 56-840 Jack Nicklaus, La Quinta
California.
A.J. and John;
On March 26, 2009 I inspected the completed repairs made by Bel Esprite Builders to the garage
and Casita at the residence referenced above. All of the repairs where found to be acceptable and
in accordance with our letter to you dated February 12, 2009 and as we discussed in our phone
conversations of March 22, 2009. The shear wall plywood diaphragm was not attached to all of
the walls at the time of our inspection to allow us and your selves to inspect the structural rework
that would otherwise be covered up if the plywood were nailed off in place.
During our phone conversations on Monday March 22, 2009 the primary concern that we
discussed was how to rework of the three walls that run from the front to the back within the two
garage and Casita (i.e., one exterior wall at two car garage, one interior wall adjoining the two
car garage and the Casita, and the short section of the Casita's exterior wall) that were left out of
plumb after the pressure grouting. I have attached a copy of the detail that I believe addresses all
of the concerns we discussed and which was used to rework/strengthen the three walls in
question. It is instructive to note, that both the walls and trusses run in the same front to back
orientation with the ends of the trusses bearing on perpendicular bearing walls or beams.
Because of this particular orientation the three walls in question do not carry any of the roof load
and for all intensive purposes are more like filler walls. The solution that we discussed over the
phone was to establish a series of vertical under pins that could be built within the existing walls
and attached to the existing studs in order to establish a vertical load path between the double top
plate and the foundation. The detail attached represents that connection. It was verified in the
field that the added 4x4's (i.e., which have essentially the same load carrying capacity as the
2x6's) do in fact provide the desired vertically plumb load path. With a proper load path
established the walls will be re -sheeted following your inspection to restore the original shear
wall configuration.
Also, as part of the inspection the top plate splices were inspected as were the gang plates on the
trusses to ascertain whether or not they had been damaged as a result of the subsidence? Upon
inspection it was determined the gang plates had not pulled out nor had the wood truss members
split or otherwise been damaged. The new hold downs were also inspected for proper
installation and to assure that there was the required third party inspection during the setting of
the anchor bolts. It was confirmed that the required third party inspection had been performed.
We also inspected the foundations in the area of the garages and Casita to assure that the
4
foundations were not exhibiting visual signs of cracking, spalling, or deterioration. Our
inspection did not note any areas of concern.
Of concern originally was the extensive racking and movement of the two garage door openings
(i.e., the single and two car garage doors). It was confirmed that these doors had been reworked
per our recommendations/details, new vertical door header support columns had been added,
new drag straps were added to tie the front openings to the adjacent shear walls, and new hold
downs were installed at each side of the door openings. The drag strap details provided as part
of our original submittal have all been incorporated in the reworking of this garage and Casita.
After completing,our detailed, inspection it is our opinion that the rework performed by Bel
Esprite Builders is in keeping with the intent of our rework recommendations and the intent of
the original design. If you have any questions regarding this or anything else regarding the
garages or Casita please or if you need any additional information please do not hesitate to call
me.
MER/dfr
attachment
N
I
Sincerely,
Dane - Rodin & sociates, Inc.
If
Mikel E. Rodin P.E.
President
3'
2
E X 15 Ti IV6 DDU ELFis
—
4/Tr—
OUT,,,O F
R UA4,8 WAU-5 N. EW A IA —'TTU DSLI] F, 4 Z -
SPIKE THF- NEW 4 X -q STLA-D5
TD EXISTIV& 2XI, S-TUV5
S-TAG.16MD FDR THE FULL -
0,—
STU D/
'& PRE—SLS LLM
Zl� -SlLL. PLATE
F& FD Q,
NEWO R 1C D 0 U7 D F 'PLUMB tA[A-LLS --7W
GAME AA CA5)TA
. i
Dane - Rodin & Associates, Inc.
27181 Monforte
Mission Viejo, California, 92692-3212
Office (949) 582-2746, Fax (949) 348-1418
March 17, 2009
City of La Quinta
Attention: Mr, A. J. Ortega
La Quinta, California 92677
Mr. A. J. Ortega:
&no, (W
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE 3 I-XV1 gy
D rANAVC F-14*.
LyMAdnit� t�t�6v�
A.J. I want to thank you for takin the time to talk 'th th' /
g wi me is a regardm e
subsidence restoration work that is being performed on the home at 56-8 ickla
Quinta CA. After our conversation I did get a hold of John Thompson and we too had a good
discussion about what is happening with that home. There has been some confusion as to what
actions we need to take next, the conversations I had with both you and John this afternoon were
a great help for me in clarifying what I believe are your expectations regarding what it is we are
to be doing next.
At the conclusion of my conversation with John here, is my understanding of what we agreed to
that we would be doing next to complete this project; 1) The drag and shear wall details we
provided in our initial submittal will be implement however, before any of the hold downs, drag
straps, are covered up with shear wall panels, drywall, or stucco we will re -inspect each location
within the garage to assure that the as installed condition matches the detail provided, 2) Before
any of the work is covered up we will inspect all of the modifications for compliance to the
details provided, 3) We will complete our review of the P -Delta conditions for the walls that are
out of plumb in the garage (i.e., primarily the walls running front to back in the garage) and
discuss our resolution with John Thompson prior to commencing any work in this area to assure
we are all on the same page, 4) A complete inspection of the double top plate splices will be
conducted and any required corrective action will be performed and documented as well as being
referenced in the final Structural Observation Letter (i.e., the gang plates on the trusses have
already been inspected and photographed and were found acceptable) 5) At the completion of all
the work out lined here and in our initial submittal we will complete a Structural Observation
Letter and forward it to your office, 6) Finally, we will keep you appraised of any changes in our
findings and or restoration plans as they occur.
I
I again want to thank you for the assistance you have provided us and look forward to
completing this project to every ones satisfaction. If the foregoing is different from what you
thought we agreed to please call me at your earliest convenience. The easiest way to reach me is
by cell phone (714) 812-1196 should you not get a response within a couple of hours of calling
please call my office number (949) 582-2746. Thank you again for your time as well as John's,
if you need any. additional information please call us.
Sincerely,
' Dane - Rodin & Associates, Inc.
t
Mikel E. Rodin P.E.
f' President
iii