HomeMy WebLinkAboutParcel Map 13542 Soils Report , �, .
Test Pit No. 1
0 - 3 Feet Sandy silt, fine to medium, light brown, dry.
3 - 8 Silt with trace of sand, red-brown, very moist,
becoming wetter with depth
8 - 15 Sandy silt, fine, brown, wet. Groundwater not
encountered. No caving.
Test Pit No. 2
0 - 7 Feet Silt, slightly sandy, brown, moist to wet.
7 - 11 Sandy silt, brown, fine to medium, wet.
11 - 13 Silty sand, gray-brown, medium, wet.
13 - 15� Silty sand with clay, meditmy-brown, wet to very wet.
Groundwater not encountered. No caving.
Test Pit No. 3
0 - 4 Feet Sandy silt, fine to medium, brown, dry to moist.
� 4 - 8 Silty sand, fine to medium, brown, moist to wet.
8 - I1.5 Clayey sand with silt, gravel and cobbles, wet,
gray.
11�.5 - 15 Silt.y sand with clay, fine, gray-green, wet.
Groundwater not encountered. No caving.
Test Pit No. 4
0 - 2 Feet Sand,. slightly silty, fine to coarse, brown, dry.
2 - 5.5 Sand, fine to medium, light brown, moist.
5.5 - 8 Sand, redibrown, medium to coarse, moist, slightly
silty. Becoming cleaner with depth.
8 - 15 Sand, fine to coarse, gray, wet. Groundwater not
encountered. No caving.
Test Pit No. 5
0 - 2.5 Feet Silt, dark brown, gray, moist. '
2.5 - 7 Sandy silt, fine, light brown, moist to wet.
7 - 13.5 Silt, slightly sandy, gray-brown, moist.
13.5 - i5 � Silty sand, fine to medium, brown, wet.
15 Sand, medium to coarse, brown, wet. No caving.
Groundwater encountered at 14.8 feet.
�Inland Foundation Engineering, �I1C. Preliminary Soil Investigation
Hemet,California Parcels 2 & 3 of Parcel Map 13542
Rancho California Area
DATE PROJECT NO. FIGURE NO.
October 197 M029-001 A-� �
� . Test Pit No. 6 � ,
0 - 3 Feet � Silty sand, brown, dry to moist.
3 - S Sandy eilt with clay, fine to medium, brown, wet.
8 - 14.5 Sandy silt, medium, brown, wet.
15 Sand, medium, brown, saturated. Groundwater
encountered at 15 feet.
Inland Foundation Engineering, inc. �Preliminary Soil Investigation
Hemet,California Parcels 2 & 3 of Parcel Map 13542
DATE PROJECT NO. FIGURE NO. �ncho California Area
October 1979 M029-001 A-8 Y
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SUNIlVIARY OF FIELD DENSITY TESTING ' .
, Test Moisture Dry Relative
Test No, Test Date Location Depth Co_ntent Density Compaction
(ft.) (°�) p•c•f• (�)
21 10-8-79 • Test Pit No. 6 0.0-0.5 1.9 85.7 68
22 10-8-79 - Test Pit No. 6 2.0-2.5 13.0 � 94.7 75
23 10-8-79 Test Pit No. 6 4.0-4.5 28.4 87.9 72 .
24 10-8-79 Test Pit No. 6 6.0-6.5 24.3 97.6 80
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, as control campacted fill should be anticipated. In the valley area this
shrinkage will be on the �order of 24 percent. Subsidence of surfaces which
receive recompaction in the valley area will on the order of 0.24 feet per foot
of reco�npaction. Shrinkage of aoils on the aouthwesterly. portion of the property
will be approximately 15 percent within the upper two feet and less than 5
percent below that elevation. The area of which the lower values of shrinkage
and subsidence are anticipated is delineated on Figure No. A-11.
General Site Grading: All grading should be performed in accordance with the
grading ordinance of Riverside County. Following are general guide line speci-
fications based upon the soil conditions as observed during our investigation:
1. Clearing and Grubbing: Al1 surfaces to receive compacted fill and
all building slab and paving areas should be cleared of surface
vegetation, debris and other unsuitable materials. Existing loose
soils and old fill should also be excavated. This includes the
complete removal of the existing dikes on the property and the
removal of loose and compressible sediments from the reservoir
area.
2. Preparation of Building Areas: In the areas to receive recompaction
an over-excavation should be made in order to provide a minimum
- compacted fill thickness of seven feet. This may be accomplished by
excavating to a depth of six feet beneath the lowest adjacent final
gra�e elevation. The excavation should extend a minimum of ten feet
outside the building areas. The exposed surface should be brought
to near optimum moisture content and compacted to a minimum of 90
percent relative compaction. This may require air drying or stabili-
zation with granular materials. The site should be inspected by the
,� soil engineer or his representative after which compacted fill may be
'" placed in order to achieve the desired final grade elevation.
3. Placement of Compacted Fill: All surfaces which are�to receive
compacted fill should be scarified, brought to near optimum moisture
content and compacted to a minimum of 90 percent relative compaction.
Where fills are to be_placed upon existing slopes of 5:1 (horizontal:
.
vertical) a keyway shall be excavated at the toe of the proposed fill
slope. An inspection by the soil engineer or his representative should
be made in order to verify that the keyway has been excavated into bed-
rock _or dense native material. Continuaus benches �in these areas shall
� be made as the fill is being brought up. All fill shall be placed in
shallow lifts and compacted with approved compaction equipment to a
minimum of 90 percent relative compaction.
4. Preparation of Slab and Paving Areas: Al1 surfaces to receive concrete
slabs-on-grade or asphalt concrete paving shall be underlain by a
minimum compacted fill thickness of 12 inches. This may be accomplished
from the subgrade surface, providing compaction equipment is heavy
enough and capable of coanpacting to a full depth of 12 inches. If this
is not possible, an over-excavation may be required. The surface of
the over-excavation shall be scarified, brought to near optimum moisture
content and compacted to a minimum of 90 percent relative compaction.
The remaining material may then be. placed as control compacted fill in
order to achieve the desired 12 inch cocnpacted fill thickness.
'��- Inland Foundation Enginee�ing,Mc.
5. Testing: During grading frequent inspections and field density testing
� shall be perfozined by the soil engineer or his representative in order
to verify the grading is being performed in compliance with the recommenda-
tione of this report as well as the grading ordinance of the County of
Riverside. The m�nimum acceptable degree of coanpaction obtained during
grading shall be 90 percent of the maximum dry density as obtained by
the A.S.T.M. test method D1557-70. Where testing indicates insufficient
density, additional compactive effort and the adjustment of the moisture
content as required shall be performed. Retests shall then be made in
order to verify satisfactory compaction.
GENERAL '
The findings and recoc�m►endations of this report are based on an interpolation
of soil conditions between boring and exploratory test pit locations. Should
conditions be encountered during grading that appear to be different than those
indicated by this report, this office should be notified i�nediately. Our
recommendations are based upon a review of the referenced plans and upon dis-
cussions with your representatives. Should changes be made in the plans, our
office should be notified in order to verify that the reco�nendations of this
report are applicable. Prior to the co�nmencement of site grading, we recommend
that a pre-job conference be held on the site with representatives of the
contractor, architect and engineer in attendance. The purpose of this conference
would be to enable a more camplete understanding of our recommendations for
all parties inyolved in the construction. .
a
�
-S- inland Foundation Engineering,lnc.
� APPENDIX A
FIELD EXPLORATION
For our field investigation, five exploratory borings were excavated
by means of a truck mounted rotary auger rig and six excavations were
made by a backhoe at the approximate locations shown on Figure A-11.
Continuous logs of the materials encountered were made on the site by a
Soil Engineer. These are presented on Figure Nos. A-2 through A-8.
Representative undisturbed samples were obtained within several of our
borings by drivinq a thin-walled steel penetration sampler with successive
30 drops of a 140 pound ham�ner. The number of blows required to achieve
each six inches of penetration were recorded on our boring.logs and used
for estimating the relative consistencies of the subsoils. �ro different
samplers were used. The first sampler used was the Standard Penetration
Sampler for which published correlations relating the number of hammer
blows to the strength of the soil are available. _ The second sampler type
was larger in diameter, carrying brass sample rings having inner dia-
meters of 2.5 inches. Undisturbed samples were removed from the sampler
. and placed in moisture sealed containers in order to preserve the natural
soil moisture content. They were then transported to our laboratory for
further observations and testing. Field Density Tests were made within
the test pits. These tests were performed in accordance with the ASTM
D 1556-64 test method. The results are summarized on Figure A-9-and A-10.
r ,
A-1 Inland foundation Enginee�ing, Inc.
Boring No. 1 Project No.Mo29-o0� project P• 2 � 3• P.M. 13542 �� 10-4-79
'Sample Types 1S-p-m- • 2� T.D. Rinas Hammer Weight 140 lbs. �op 3o inches
SOIL PROPER TIES sample'
moisture dry relative soil depth S `D
soil description and remarks content density compaction type � 3
p �'v o
percent lbs/cf percent T � � �
Silty clay, fine, light brown, dry CL-
ML
� 24.2 84.2 66
--- — 5
Silt with trace of clay, brown,
moist, wet
NII�
CL � �
10
� " -- ---
Sandy silt, fine, wet, brown I�
Sand fine-medium saturated brown 17.9 113_ q P �
Silty sand, with clay, fine saturat GF1 _ _ 15 �
brown. � _
Sand, fine - coarse, saturated, 17.4 109.7 _
white, clean � � SP 20 �
;� . _:-- -- --- �
Silt, slightly sandy, fine, gray, •
saturated � 25 7
Becoming sandier w/depth 30.4 96.2 �9
3n.2 94.8 -
30
• 26.1 100.7 -
� 35
Sandy silt, with. clay, fine. to- ` 28.5 101.0 �
,,: medium, -gray, saturated. � CL
� 40
�f;, End of Boring - 40 feet
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5 �
B O R I NG L O G Preliminary Soil Investigation � Sgure
}'�: Parcels 2 & 3 of Parcel Map 13542 �� �'
>>:S Inland Foundation Engineering, Inc. Rancho California Area . }�-2
Boring No. � project No.�029-001 pI-oject p- 2 & 3, P.M. 13542 �� 10-A 79
" Sam,ple Types S_P_T_ _ 7� T n R'nq�_ H��er Weight_ i an i t,s
Drop_30 inches
� SOI�L PROPERTIES sample
moisture dry relative soil depth S tD
soil description and remarlcs content deneity compaction • type
r�. a,
percent lbs/cf percent p � �: �
T .n � �
Silty clay, slightly sandy, c�ry-
wet, brown.
22.1 98.1 78 �•- 5
• CL 5
5
1
. 10
Clayey silt, wet - very wet,brown ML
--_ -�--- --- . 27.1 9'�.7 80 CL ��
Sandp silt, fine, very wet, dark 15
brown.
ML
S�lty sand, trace of clay, fine - � �
medium, saturated, brown. 26.4 . 94.0 �� G.W. = 20
i
_ SM
; Becoming sandier w/depth . 10
� 11
27.2 96.8 25
CL
Silty clay, organic material presen ,31.8 92.4 g�
dark gray� moist to_we� �_. 30
Sample
Silt sand fine fell out
Y , , gray, moist �� �
35
,
SM
4
40 �
Sand, med'um to coarse, white, clea , �' 20
moist � 45
�
i •
Sand, slik�htly silty, fine, gray, . g
moist - 50 feet . 2
B O R I NG L O G Preliminary Soil Investigation Figure
Inland Foundation Engineering, (nc. RanchoSCaliforniapAreal �p 13542 No,
A-3
, Boring Np, _z_ pl,ojeCt No.�102_9-001 pI.oject p• 2 & 3, P.M. 13542 �� 10-3-79
� Sample Types_s.P.T �. T D Ri nn� H�mer Weight_ 140 1bS
t' D�'op __ 3fl fn hp�
SOIL PROPERTIES
sample
moisture dry relative soil depth S �
soil description and remarlcs content density compaction tyre � 3
� o
percent lbs/cf percent T'
Sandy silt, medium to coarse, light T � � �
brown, dry to moist becoming less
sandy with depth. .
� 10.2 111.3 86 CL ��
5
Gravelly silt, brown, moist —'- ——---
MI:
Clay with trace of silt, brown, wet. 2
3.
�
- C�. 10
Sand, fine, brown, wet Zp.3 98_� 76 — '7
7
SP
� 15
: Sand, mediiun to coarse with tsace of �
` gravel, white, wet to saturated. G•W• =
SM- 20 �
. Sw
� . o
i
Sandy silt, fine to mediu 25
sn,gray,
saturated.
• 31.8 92.4 ML 8
CL g
30
Sand, slightly silty, fine, dark p
gray-brown, saturated 6
' . sr� 35
� . s�e
.,
1
Sand trace to gravel, medium to -- 4� 3
coarse, light grey-white, satur�ted
End of Boring - 40 feet
� � 45
� :�
_ _ �
BOR ING LOG Preliminary Soil Investigation Figure
Inland Foundation Engineering, 1nC. RanchoSCaliforniaPAreal Map 13542 No.
A-4
_�oring No, 4 project No. M029-001 prpject p• 2 & 3, P.M. 13542 �� iD-5=7g
Sample Types S p_T. _ ��, T n D� Hammer Weight_ �4o ibs
Drop 30 ir�ches
SOIL PROPERTIES
sample
moisture dry relative soil depth �
soil description and remarks content density compaction type s
� v�
� o
percent lbs/cf rcent p �°
� T � � �
Silt, slightly sandy, light brown,
dry- moist.
9.6 114.2 - �, 8
. �
5
S lt sand w gravel, fine to coarse
SM
Sand, slightly silty, medium to coa e � 17
li ht y- � SP- 23
g gra white moist SM 10
Silt, slightly sandy, trace of clay, '
moist. �
Sand w/trace of silt, fine=co��. 18.4 104.8 19
�i9�gray, �moist. 27
Silt, red-brown, moist 15
Sandy silt, fine, gray, moist 19.2 110.4 - 9
Becoming sandier w/depth . 31
20
� f
Silty sand, fine to medivai, qrap; _ 2
tnoist. 16.8 '108.1 ; - G'W• — 4
sM 25
Silty sand, fine to coarse, red-
brown, moist. 22.6 97.2 - 8 �
0 "
, sM 30
Sand with trace of silt, light gray-
white, moist to wet, medium to 16.2 - - 33
coarse 35
Picking up rust red color at SM-
depth SW
En o orin 17.0 - _ 2
9- 40 feet 3
, 40
� 45
5
B O R I NG L O G Preliminary Soil Investigation Ffgure p
Parcels 2 & 3 of Parcel Map 13542 No.
n and Founda�tion Engineering, Inc. Rancho California Area '
. A-5
1 P 2 & 3 P.M. 13542 �� 10-5-79
S project No. M�29-o01 project
' Boring No..�--- �o n .hes '
� Sample Types � p T ��+ I n Rinag _ Na�mer Weight �an ih
� _Drop
sample
SOIL PROPERTIES �
moisture dry relative soil depth s � �
content density compaction type p .,d o
soil description and remarks � • �
percent lbs/cf percent T � � -�
Sandy silt, fine, brown, dry to
moist. � 4
� 84.2 67 �
27.5 5 .
Silt, slightly sandy with trace of ML
clay, wet. 2�
2�S
Silty sand, fine to medium,brown, gM 10
wet
3.�jori y of s le G•W• , _ 4
11 o t 15
7
Silty sand, fine, dark brown, wet 33.6 92-� ' �
. sM 20
i � 2
� 15.3 � 121.4 ' 25
� . � S�lty sand, fine tbrown, saturated
h medium, dark gray- SM
9 ��
0
�,� �. I �3p.2 97.6 30
8
. 2
q saturated 25.0 98-1 •
Silty sand, fine, ray, � gM 35
i
, . 1
-_"_ 98.9 - CL 1
Silty clay, gray, wet 29•6 40
� Silt sand with clay, fine, gray, _ SM _ 2
y 21.4 106.6 . 3�
��'' SC
;`;. wet ��
} :z .
;�.
;; 4 6
29.6 ', 92.4 . -
End of boring- 50 feet ��r
e
. Preliminary Soil Investigation �
B O R I NG LO G parcels 2 & 3 of Parcel Map 13542 '
Inland Foundation Engineering, inc. Rancho California Area
� A-6
ti
r �
'Albert C. Martin & Associates -2- November 16, 1979
We thank you for this opportunity of being of service to you on this project.
f there are an estions, or if you should need additional information,
Z Y �
�5lease do not hesitate to contact our office.
Respectfully,
IN F ATION GINEERING, INC.
wre . P.E.
Distribution:
Addressee (2)
±'s
,
�''i
N;
Inland Foundation Engineering,Ina
" . TABLE OF CONTENTS
� Introduction . . . . ' . . . . . . . . . . . . . . . . . . . . . . . 1
Scopeof Work . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
Pro ject Description . . . . . . . . . . . . . . . . . . . . . . . . 1
SiteDescription . . . . . . . . . . . . . . . . . . . . . . . . . 1
Seismicity . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Seismic History . . . . . . . . . . . . . . . . . . . . . . 2
Seismic Risk . . . . . . . . . . . . . . . . . . . . . . . 2
Subsoil Conditions . . . . . . . . . . . . . . . . . . . . . . . . 3
Conclusions and Recommendations . . . . . . . . . . . . . . . . . . 4
Foundation Design . . . . . . . . . . . . . . . . . . . . 4
Lateral Design . . . . . . . . . . . . . . . . . . . . . . 5
Concrete Slab-On-Grade . . . . . . . . . . . . . . . . . . 5
Expansive Soil Design Criteria . . . . . . . . . . . . . . 6
Tentative Pavement Design . . . . . . . . . . . . . . . . . 6
Shrinkage and Subsidence . . . . . . . . . . . . . . . . 6 .
General Site Grading . . . . . . . . . . . . . . . . . . . 7
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Appendix A - Field Exploration . . . . . . . . . . . . . . . . ;. . A-1 to A-11
Borings Logs . . . . . . . . . . . . . . . . . . . . . . A-2 to A-6
Pit Logs . . . . . . . . . . . . . . . . . . . . . . . . . A-7 to A-S
Summary of Field Density Testing . . . . . . . . . . . . . A-9 to A-10
Boring Locations . . . . . . . . . . . . . . . . . . . . . A-11
.r .�f'
Appendix B - Laboratory Testing . . . . . . . . . . . . . . . . . . B-1 to B-14
Maximum Density - Optimum Moisture Determinations . . . . . B-3 to B-4
Grain Size Analysis . . . . . . . . . . . . . . . . . . . . B-5 to. B-8
Expansion Test Summary . . . . . . . . . , . . . . . . . . B-9
• Direct Shear Testing . . . . . . . . . . . . . . . . . . . B-10 to B-11
Consolidation Testing . . . . . . . . . . . . . . . . . . . B-12 to B-14
Appendix C - Liquifaction Analysis . . . . . . . . . . . . . . . . C-1 to C-7
Liquifaction Stress Diagrams . . . . . . . . . . . . . . . C-2 to C-6
Liquifaction and Seismic Zones . . . . . . . . . . . . . . C-7
Inland Foundation Engineering,lnc.
' � INTRODi1CTION
• � This report presents the �results of a preliminary soil investigation performed
at the proposed site of an industrial commercial development. The site consists
of approximately 140 acres located on the southwest side of Diaz Road between
Rancho California Road and Winchester Road in the Rancho California area of
Riverside County. The property under investigation is described as Parcels 2
and 3 of Parcel Map 13542. A plan entitled "Tentative Parcel Map 13542" dated
April, 1979, and prepared by James P. McGoldrick was provided prior to the
commencement of our investigation. In addition, topographic maps and preliminary
grading plans provided by Albert C. Martin and Associates were used as references
during our investigation.'
SCOPE OF WORK
The purpose of our investigation was to determine the engineering characteristics
of the subsoils and to develop recommendations for foundation design, lateral
design, concrete slabs on grade, expansive soils, tentative pavement design,
shrinkage and subsidence, and general site grading. In addition, a limited
evaluation of the liquifaction potential of the soil underlying the site was
made. This included a geologic office�review of the potential seismic events with
relevance to our liquifaction analysis, only. The determination of surface dis-
placements due to actual faulting on the site and the location of such faulting
were not within the scope of our current investigation. Our investiga�ion
included field exploration, laboratory testing, engineering analysis, geologic
rPview,( and the preparation of this report. Our investigation was performed in
accordance with contemporary geotechnical engineering principles and practice.
We make no other warranty, either express or implied.
PROJECT DESCRIPTION
The site under investigation consists of approximately 140 acres which are to
be developed as building sites for industrial and co�nercial structures. Our
preliminary grading plans indicate that this development will cover approxi-
mately three-quarters of the total property. It is our understanding that the
proposed structures will be of masonry or concrete tilt-up construction and
will impose foundation loads of up to 70 kips per column. This is consistent
with an existing industrial development to the east. The development of the
building sites will include considerable �ite gradfng. Generally, the building
pads developed on the extreme southwest portion of the site will be created by
excavating into the hilly terrain in that area. The excavated material will be
used as fill on _the northeasterly half of the property which is currently
relatively level and appears to.be in a flood plain area. Some removal and
recompaction of existing soft and compressi.ble soils within the valley floor
will be necessary.
SITE DESCRIPTION
The site is located in the Murrieta Valley and is bounded on the northeast by
Murrieta Creek and on the southwest by the foot slopes of the Santa Rosa I�ills.
Generally, the topography of the northeasterly portion of the site is relatively
level with drainage to the southeast at a gradient of less than one percent.
_1_ Inland Foundation Engineering,lnc.
, In ;the hilly area on the southwesterly portion of the property slopes of up
to twenty percent were observed. Numerous qullies and intermittent stream
` channels were observed in� the hilly area draining to the northeast. The
topography of the site may be more thorouqhly observed by referring to Figure
No. A-11 of this report. This figure also indicates the location of two dams
and reservoirs observed on the site. Since these are within the area to be
developed, it is anticipated that these will be removed during grading.
At the time of our field investigation, the northerly one-half of the property
had been cleared of surface vegetation. This is with the exception of an
area in the vicinity of Test Pit No. 5 which had a relatively high growth of
marsh-like grasses. A high growth of grass was also observed in the center
portion of the project area. A sparse growth of low grass was observed in the
sloping area on the extreme southwesterly portion of the project.
SEISMICITY
Seismic History: The subject property lies within the seismic influence area
of the San Jacinto Fault, the Elsinore Fault and the San Andreas Fault. ENVICOM
(1976) states that, "the seismicity of the Elsinore Fault Zone is substantially
less than that of either the San Andreas or San Jacinto Zones".
The largest historic seismic event on the Elsinore fault zone occurred on May 15,
1910 in the vicinity of Lake Elsinore, and had a magnitude of approximately 6.0
on the Richter Scale (Wood and Heck, 1961) . The maximum Mercalli intensity for
this seismic event was thought to be approximately VII. (ENVICOM, 1976)�. Weber
(1977) and others consider the Elsinore Fault Zone to be less seismicall� active
than either the San Jacinto Zone or the Newport-Inglewood Zone.
It is our opinion that for studying the subject property and the surrounding
vicinity the most relevant consideration should be given the .San Jacinto and
San Andreas Fault Zones with regard to their potential seismicity.
Since 1932, several earthquakes with magnitudes of from 4.0 to 5.9 on the Richter
Scale have occurred, six to twelve miles (.7 Km. to 19.4 Km.) , northwesterly of
Lake Elsinore. One of these had a magnitude of 5.5 on the Richter Scale (May 31,
1938) . Several other earthquakes, none of which had epicenters along the Elsinore
Fault Zone have occurred which had magnitudes of 6.0 or greater on the Richter
Scale. These earthquakes have occurred within a 44 mile (70.8 Km.) radius of
the subject property, and include: two in the San Jacinto Valley (1899 and 1918) ;
one south of Loma Linda (1923) ; and one southeasterly of Anza (1937) . (California
Department of Water Resources, 1964; Hileman, James A. ,; et al, 1974; and Toppozada,
1978) .
The maximum probable earthquake, which may occur along the Elsinore Fault Zone
within Riverside County in the next 200 to 250 years, may have a magnitude as
high as 6.0 on the Richter Scale. The maximum probable earthquake, which
might occur along the San Jacinto Fault Zone within Riverside County in the
next 100 to. 200 years, could have a magnitude as high as 6.5 on the Richter
Scale. Within the same time frame the San Andreas Fault Zone to the northwest
�; could possibly produce a seismic event with a magnitude of 7.0 on the Richter
;f Scale (Also a maximum probable event)
s'i� � �
Seismic Risk: The primary effects of earthquakes are surface displacement�
'2' Inland foundation E�gineering,IwE.
ground rupture, changes of elevation of land due to subsidence and/or uplift,
• and strong ground vibrations. The secondary effects are ground fissuring, lurch-
ing, landsliding, and liquifaction. The scope of our current seismic evaluation
is the determination of the magnitude of strong ground shaking as related to the
liquifaction potential of the subsoil.
ENVICOM, Plate IIA, (1976) , indicates that the subject property contains three
soil zones. These soil zones include alluvium of intermediate thickness (Zone B) .
Thick alluvium and soft sediments (Zone C, greater than 2,000 feet thick) and Thin
Pleistocene alluvium (10 to 200 feet, Zone D) . These zones are delineated on
Figure C-7.
Considering a use category "C" (See chart on page 119, ENVZCOM, 1976) which
should include the types of structures which might be considered for construction
on the subject property, and also the fact the property is within a ground shaking
zone wich is designated as Zone II, the followinq are the ground surface accelera-
tions and the estimated times of strong ground vibration for the three areas:
Zone Decimal fraction of the Duration of "strong"
acceleration of gravity ground shaking
II B 0.36 10 - 20
II C 0.18 20 - 30
II D 0.44 10 - 20
The above figures are based on a potential 7.0 magnitude seismic event on the
San Andreas Fault Zone; a 6.5 magnitude seismic event on the San Jacinto Fault
Zone; and a 5.5 magnitude seismic event on the Elsinore Fault Zone. As previously
stated, it is our opinion, that seismic considerations for the subject property
should include either the San Jacinto Fault Zone or the San Andreas Fault Zone.
The liquifaction potential has been evaluated (see Appendix C) and determined
to be negligible. It is unlikely that the primary effects of earthquakes such
as surface displacement, ground rupture; or changes of elevation of land due
to a seismic event would occur on the subject property. Fault hazard maps
currently being prepared by the State of California Division of Mines and
Geology indicate that only the Wildomar Fault which lies northeasterly of the
subject property has a potential of being active.
SUBSOZL CONDITIONS
The results of our investigation indicate that the soils underlying the site
are predominantly fine-grained and consist of silt and clays. Within the valley
floor these soils were generally in a very moist and saturated condition. Ground
water within the valley area was encountered at depths ranging from thirteen to
twenty-four feet. Loose to moderately dense clean sands were encountered near
and below the ground water level. Consolidation testing of undisturbed samples
obtained in the valley area indicate that the soils are normally consolidated
and highly compressible under the anticipated foundation loads. Expansion test-
`s# ing of this material indicates that the soils exhibit a moderate to high expansion
�4 potential. On the southwesterly portion of the project the soil conditions
5� improved noticeably. The in-situ density of the soil is .higher on the south-
westerly portion than those observed in the valley area to the northeast.
`f -3- Inland Foundation Engineering, Inc.
CONCLUSIONS AND RECOMMENDATIONS
The results of our investigation indicate that some remedial measures will be
necessary in order to develop the site as a proposed industrial area. These
measures include the removal and recompaction of existing soils within the
proposed building area. The following paragraphs present more specific design
recommendation for foundation design, lateral design, concrete slabs-on-grade,
expansive soils, tentative pavement design, shrinkage and subsidence, and
general site grading.
Foundation Design: The results of our investigation indicate that. footings
which are supported on properly compacted soils or upon dense native soils
may be expected to provide satisfactory support for the proposed structures.
Generally, in the valley area recompaction of the existing soils will be
necessary. The depth of this recompaction should be seven feet beneath the
final grade elevation. The extent of the area in which our analysis indicates
that recompaction will be required is shown on Figure A-11. Some recompaction
of the soils on the remaining portion of the property may be necessary depend-
ing on the soil conditions as observed during grading. We estimate that such
recompaction would be limited to those lots on which the building will span
from cut to fill.
We recommend that foundations have a minimiun width of 12 inches and be founded
a minimum of 18 inches beneath the.lowest adjacent final grade. For design
an allowable soil bearing capacity of 1,000 pounds per square foot may be used.
Our estimates of the settlement potential of foundations in the valley area which
are supported upon recompacted material are shown graphically below:
1.5 - - �
/
' _ /
5 Ft. Recompaction /
� /
1.0 /
_ - -
------- ..�--- ---
Estimated �
Settlement � �
(inches) /�
0.5 _ . . .- /
--- - .
/ - _ __... . . .._- - -
/ . 7 Ft. Recompaction
0.0
20 40 60 80 .
Total Load to Square Footing (kips)
-4- Inland Foundation Engineering,lnc.
1.5
S Ft. Recompaction
1.0 /
Estimated
Settlement
(inches) ' /
. 0.5 /
7 Ft. Recompaction
0.0
1 � 2 3
Total Load to Continuous Footing (kips per foot) "
The reconrtnendations provided in this section are based upon all footings being
supparted on properly coanpacted native soils or dense native soils. All footing
excavations should be inspected prior to the placement'of concrete in order to
verify that they are free of loose and disturbed materials and are founded upon
satisfactory soils.
Lateral Desi • The bearinq capacities pravided in the preceding section are
for the total of dead and frequently applied live loads. These may be increased
by 33$ to provide for lateral loads of short duration such as those caused by
wind or seismic forces.
Resistance to lateral loads will be provided by a combination of friction acting
at the base of the slab or foundation and passive earth pressure. A coefficient
of friction of 0.36 between soil and concrete may be used with dead load forces
only. A passive earth pressure of 225 pounds per square foot, per foot of depth,
may be used for the sides of footings which are
dense native material. Passive earth Poured against recompacted or
one foot except where confined as beneathsaufloor�slabbefornexamplethin the upper
-5 Inland Foundation Engineering, lnc. P
Concrete Slabs-On-Grade: All surfaces which are to receive concrete slabs-on-
� grade should be compacted in accordance with the site grading recammendations of
this report. Slabs should be underlain by a moisture barrier in order to reduce
the potential of moisture migration to the slab as well as moisture variations in
the soils underlyinq the slabs. Moisture barriers should consist of a 6 mil
thick polyethylene plastic and should be protected from puncture by a minimum
two inch thick blanket of sand. Slabs should be reinforced as recartanended in the
expansive soil design criteria presented in this report.
Expansive Soil Desiqn Criteria: Due to the presence of moderately to highly
expansive soils on the project, we make the following recommendations for the
design of foundations and concrete slabs-on-grade
Foundations: All foptings should be founded at a minimum depth of 24 inches
beneath the lowest adjacent final grade and should be reinforced with one No. 4
reinforcing steel bar placed in the top and bottom of the footing.
Concrete Slabs-On-Grade: All concrete slabs-on-grade should have a minimum
thickness of four inches .naminal and should be reinforced with No. 3 reinforcing
steel bars placed at 18 inches on center each way, or an equivalent wire mesh
placed at mid-depth in the slab.
Tentative Pavement Design: All surfaces to receive asphalt concrete paving
should be underlain by a minimum compacted fill thickness of lz inches (excluding
aggregate base) placed as described in the site grading section of this report.
Although actual "R" Value testing was not performed during our investigation, we
make the following tentative recommendatio�s for pavement design on the basis of
classification index values:
Pavement Base Course
Thickness Thickness
Service (Inches) (Inches)
Light (Passenger Cars,
General Parking Areas) 3.0 5.0
Medium (Light to Medium '
Trucks, Driveway and
Ramp Areas) 3.5 7.0
Heavy (Heavy Truck Loads,
Driveway & Ramp Areas) 5.0 10.0.
These recommendations are provided for estimating purposes only. At the completion
of rough grading, when the subgrade .soils are more accurately defined, samples
should be obtained for R-Value testing which will be used as a basis for the
actual pavement section design.
Shrinkage and Subsidence: Due to the low relative compaction of the material in
its present eondition, some shrinkage of material which is excavated and replaced
\
-6' Inland Foundation Engineering,lnc.
� _.,
. �
ELSIN�RE UNION HIGH SCHOOL DIS`TRICT
^ 1201 West Graham Avenue . Lake Ef�inore, California 92330 . 714 674-8771
APPLICATION FOR AND CERTI,FICATIOI�I OF PAYMENT
OF SCHOOL FACILITY FEE
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OWNER ( �,%) AUTHORIZED AGENT ( )
TYPE OF DEVELOPMENT O RESIDENTIAL O MOBILEHOME
( ) SINGLE FAMILY ( l/) COMMERGIAL
( ) MULTI -FAMILY ( ) INDUSTRIAL
LOT NO. SQUARE FOOTAGE 1; `� � (,-
OTHER _
( IF FIIVAL BUILDING PERMIT IS OVER 20 SQUARE FEET MORE OR LESS
THAN TH15 IYUMBER, APPLICANT MUST ADJUST FEE PAID ACCORDINGLY )
WE CERTIFY THAT THE ABOVE IIVFORMATION IS TRUE .
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DA7E :�.{ .. �{�._ � �.� APPL I CANT , ' ,i/. � e=ti.f. 'e ,/�':-����'Z,J
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TITLE �
CERTIFIC74TlON '
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TO C 1 TY,/COUNTY OF K 1��[��, ,� [�5�...i
THIS CERTIFIES THAT SCHOOL FACILITY FEES IMPOSED PURSUANT TO:
( �) CAL I FORIV I A GOVERIVMENT CODE SECT I ON 5 3 0 8 0
( ) PRE- 1987 CE6AL AUTHORITY - DATE
O CALIFORNIA GOVERNMENT CODE SECTIOIV 65970
L`.
IN THE TOTAL AMOUN7 OF • '� l X SQUARF FEET , OR
$ � f � j ( TOTAL AMOUNT OF FEE ) , HAVE BEEN PAID TO
THE DISTF�2ICT FOR THE ABOVE -LISTED PROPE S . THAT BUILDING
PERMITS FOR THIS SQUARE FOOTAGE IN TH O SE L ENT MAY
NOW BE ISSUED BY YOUR JURISDIC710N,
AUTHOR 1 ZED REPRESEfVTAT 1 VE ����
� �,
� � � I I ���� �A �� '.A-, i
BY -
, �
� • � `
° TEMECULA Ul�=d'I� SCHOOL D=STR2 CT � L O
41920 Moreno Road V
� Temecula, California 92390
714-676-2661
APPLICATION FOR AND CERTIFICATION OF PAYMENT OF
SCHOOL FACILITY FEE
APPLI C1ITION
LEGAL DESCRZPTION
E/�3 LS �t�/;- �
.4;���, �,o-��< � �,�.�,,
r,nDxEss !,(� 3�1,Sr iE��•��� L f/.4 �A-D � / �rn ce-�_��- �=�-�- :
PLAN CHECK/ISTALLATION PERMIT NO. 3 S S �1 .3 7
APPLICANT '�3 L GC S A-.�2'i i n� :�: S'�- �G,/�� 7 C/ �/ - 3 �-3�
ADDRESS I�S 70 �-��N v�4 V/`S Ti4 �A-ilJ �i4-.�C�-O S. �lCT �
.
OWNER ( ) AUTHORIZED AGENT ( �Y
TYPE OF DEVELOPMENT ( ) RESIDENTIAL ( ) MOBILE HOME
( ) SINGLE FAMILY ( ✓r COIrIIKERCIAL
( ) MULTIFAMILY ( ) INDUSTRIAL
LOT NO. �� G`� /Cl 9 3 6 -i� .C�d�-' O 2 7 SQUARE FOOTAGE "� / ��d
OTHER
(IF FINAL BUILDING PERMIT IS OVER 20 SQUARE FEET MORE OR LESS THAN THIS
� _ . __
NUMBER,-APELZCh,NT-MUST-ADJUST FE$ PAID ACCORDIAiiGLY.-) _ _ ___- -- _ _ - -- -- _ _
WE CERTIFY THAT THE ABOVE INFORMATION IS TRUE. .
DATE �f'�G ��7 APPLICANT �'
TITLE Q�-� �-.��p�,�___ Q_���c.�-
CERTIFICATION
TO CITY/COUNTY OF
THIS CERTIFIES THAT SCHOOL FACILITY FEES INIPOSED PURSUANT TO
CALIFORNIA GOV. CODE SECTIONS 53080 AND 65970
( ) $1.0 0 ( !� ) $0.16 PER SQUARE FOOT X l9��d SQUARE FEET = ;��'�
PRE-1987 LEGAL AUTHORITY '�'"� /v 3��
FEE OF $ X UNITS = _
HAVE BEEN PAID TO THE DISTRICT FOR THE ABOVE-LISTED PROPERTZES, AND THAT BUILDING
PERMITS FOR THIS SQUARE FOOTAGE IN THIS PROPOSED DEVELOPMENT MAY NOW BE ISSUED BY
YOUR JURISDICTZON.
DATE: Ll �v ^�� TEMECULA UNION SCHOOL DISTRICT
BY: +�� � _ � � _,'-''� „L:.�
� (Signatur f Au or zed Repr tative)
• TITLE:
. �
' DEPARTMENT OF BUILDING AND SAFETY
� COUNTY OF RIVERSIDE
PLAN CORRECTING SHEET
Sheet No. �
NO r�E: Log No.. �S� ��O
Refer to Log Number for any inquiry. This application expires on Date �� / I 2/�7
by County Ordinance 457.
\ �
JOB LOCATION 4�.� 4 � ���e v�� '�. �1�lcr✓bcL'�o �w, L , ��
OWNER CZ!�o�' �✓�
_}_. r
MAILING ADDRESS _ �j�O ���c�� �S tq �an �"�p�'��Q C'�.�e�- 7y�-3/y33
Please make corrections to plans
as listed below.
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CHECKED BY � � APPROVED BY
�7 �7 — 2� �`�
284-209 (Rev. 7/84)
J
APPLICANT: LOG NUMBER: ��j O � � U
ADDRESS: , PLANNING CASE: � ��j �
a
� occuP�xcY cr�.ss: — 2
JOB SITE: !-�Z,����(/�-��/� �L�/,����a TYPE CONSTRUCTION: �/
# LOTS/UNITS: SQUARE FEET: �j� d
- �,
' MITIGATION FEES: # STORIES:
DATE: � ! � O � FMA �� USE: ����1�/i!7�/{'l�/` �U�S�
r�Gentlemen:
Fire Department personnel have completed a review of the plans you submitted to the
Building and Safety Dept. Please be advised the following conditions or corrections
must be completed and approved by the Riverside County Fire Dept. before a building
perm'� can be issued:
' 1/ 1. A check or mone order in the amount of 5207.00 a able to the Riverside Cnt .
Y P Y I�
Fire Dept with the log number referenced on your remittance.
, The Fire Dept. is required to set a minimum fire flow for the remodel or
construction of all commercial buildings using the procedure established in
Ordinance 546. A fire flow of 0� � GPM for a 2 hour duration at 20 PSI
residual operating pressure must be available before any combustible material
is placed on the job site.
i The required fire flow shall be available from a hydrant, (6"x4"x )
located not less than 25 ft, or more than 165 ft. from any portion of the building
as measured along approved vehicular travelways.
� A combination of on-site and off-site super fire hydrants, on a looped system,
(6"x4"x2-2}") will be required located not less than 25 ft. or more than 165 ft.
from any portion of the building as measured along approved vehicular travelways.
The required flow shall be available from any ( �--} adjacent hydrant in the system.
Please be advised the proposed project may not be feasible since the existing water
mains will not meet the required fire flows of GPM. Please check with
t appropriate water agency prior to obtaining approval from the Planning Dept.
Applicant/developer shall furnish one copy of the water system plans to the Fire
Dept. for review. Plans shall conform to fire hydrant types, location and spacina,
and, the sytem shall meet the fire flow requirements. Plans shall be signed
approved by a registered civil engieer and the local water co. with the following
certification: "I certify that the �design of the water system is in accordance
with the requirements prescribed by the Riverside County Fire Dept." .
Provide written certification from the appropriate water company that hydrant(s)
will be installed and will produce the required fire flow.
Prior to the issuance of a building permit, the developer shall deposit with the
Riverside County Fire Department, a cash sum of $400.00 per unit as mitigation
or fire protection impacts .
/ Prior to the issuance of a building permit, the developer shall deposit with the
Riverside County Pire Dept. a cash su� of 25� per sq. ft. as mitigation for fire
protection iripacts.
�
49 A statement that the building will be automatically fire sprinklered
must appear on the Title page of the building plans.
� � j 4.
25 �/ Applicant/develoger�shall be responsible to provide or show there exists
ditions set forth b the Fire Department.
con Y
26 TIi� FOLLOWING CONDITIONS MUST BE MET PRIOR TO OCCUPANCY:
�•
1.
12 Install a complete fire sprinkler system. The post indicator valve and
Fire Department connection shall be located to the front, (within 50 ft.
of a hydrant) , and a minim�un of 25 ft. from the buildings. A statement
that the building(s} will be automatically fire sprinklered must be
included on the Tit�e page of the building plans.
24 Install a supervised fire alarm system as required by the Uniform Building
Code, section 3803 for the sprinkler system.
35 Install a fire alarm system as required by the Uniform Building Code.
33 Certa' designated areas will be required to be maintained as fire lanes.
27 Install portable fire extinguishers as per NFPA, Pamphlet #10.
36 Install a hood duct fire extinguishing systesn.
38 Install a dust collecting syste�n as per the Uniform Building Code,
Section 503.
37 Install panic hardware and exit signs as per chapter 33 of the Uniform
Building Code.
40 In lieu of fire sprinkler requirements, building(s) must be area separated
into 6,000 to 8,000 square foot compartments as per 'section 505 (e) of the
Uniform Building Coc1e.
OTHER
.�f,
�r
41 Please contact the Fire Department for a final inspection prior tc�
,
occupancy.
� ��• �
3 Closing
` GEOCON
_ � . <: �, ��. ��� �, .� , � � ,,
Geotechnical Engire�rs anr -
Fnqineeriny Geologists
File No. D-2280-W04
April 3, 1987
N.J . Nicholas Partners
Post Office Box 1737 � ,
610 North Metcalf Street
Escondido, California 92025
Attention: i�ir. George 4leir
Subject: TEMECULA VALLEY INDUSTRIAL PARK
� LOTS 27 AIvD 28
RIVERSIDE COUNTY, CALIFORNIA
'`�� PRELIMINARY FOUNDATION RECOMrIENDATIONS
Gentlemen:
In accordance with the request of Mr. Mike Savaso of Lusardi Constructior.
Company, we are submitting herei.n our. preliminary foundation
� recommendations for project development. It is our recommendation that
� foundations for the proposed tilt-up concrete structt�res may be designed
for an allowable soil bearing pressure of 2,500 psf. Foundations should
� have a minimum width of 12 inches and a minimum depth of 18 inches below
� lo�iest adjacent pad grade. These four.dation recommeitdations will be
� verified by the results of our geotechnical investigation currentl} being
� performed for the site. A final geotechnical report will be presented
` upon completion of our study.
� If there are any que.stions regarding this letter or if we can be of
further service, please contact the undersi_gned at your convenience.
Very truly yours,
GEOCON INCORPORATED
w sz��
Wesley Spang
RCE 38789
WS:bmc
(2) addressee
(2) Lusardi Construction Co.
Attn: Mr. Mike Savaso
9530 UowdY Unve
$an Diego, CA 9?_126-4335
619 695-2880
I
+
�� .
PRELIMINARY SOIL INVESTIGATION
PARCELS 2 & 3 OF PARCEL MAP NO. 13542
� RANCHO CALIFORNIA AREA, RIVERSIDE COUNTY, CA.
� .
Prepared for:
Albert C. Martin & Associates
445 S. Figueroa Street
Los Angeles, CA 90071
Prepared by:
Inland Foundation Engineering, Inc.
1211 W. Acacia Avenue
Hemet, CA 92343
�
November 15, 1979
� ��
�
� ' Inland Foundation Engineering, Inc.
" ' 1211 West /�cacia llvenue
Hemet,CaHfornla 923�3 -
(714)652-6859
November 16, 1979
Project No. MQ29-001
Albert C. Martin & Associates
; 445 S. Figueroa Street
Los Angeles, CA 90071
Attention: Mr. Larry Markham
Re: Preliminary Soil Investigation
Parcels 2 & 3 of Parcel Map No. 13542
Rancho California Area
Riverside County, California
Gentlemen:
Presented herewith is a report of our preliminary soil inves�igation per-
formed for 'the referenced project. The results of the investigation and
the foundation recommendations were discussed with Mr. Larry Markham p'rior
to the completion of this report. •
'' Generally, the results of our investigation indicated that the proposed ,
�
development is feasible from a geotechnical standpoint, provided that
certain remedial measures be taken during construction. These include
the removal and recompaction of existing soft and compressible soils
within the valley area. Our analysis of the liquifaction potential
indicates that liquifaction should not be a significant problem on the '
site during the maximum anticipated earthquake.
F�#i An adeguately constructed foundation system consisting of continuous wall
"4i,i or isolated square footings founded upon properly recompacted soils should
�r;
�;f? provide satisfactory support for the propos�d commercial structures. The
��" grading recommendations and settlement calcmlations presented in our report
�:' are based upon the assumption that isolated footing loads will not exceed
70 kips. In addition to foundation recommendations, the report includes
recommendations for general site grading, lateral soil pressures, concrete
+.?!' slabs-on-grade, tentative pavement design, shrinkage and subsidence, and
,�;}; � design criteria for expansive soil areas. The appendices include a brief
�'�: description of our sampling and testing procedures, along with field and
;s>>' laboratory te�t data, which were used as a basis for developing the recom-
mendations of this report.
;si:
��
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PHONE s FL:JJS EXAt.11NER APPRp'�E�ATE �/11 ��J�/
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zoN Fsa ssa sse Fse ���� FEE • $46 9 . D/
�0 �q �K NG COUDlj EN I COUNTER L.U.T.
ZCNE ORD y ,,o T 5 END SiDE �`l� !,_,1, .��/ . � — i
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423F3 A�•JEha I OA ALVAR�+DO TEMECULA � CA 92390
J
M U L T I P L E P E R M I T
FCC CD: 327 TOTF�L FEES �1��+� c��
E3UILDING �,��� 5�gu3g
Valuati�n ; Curr 2� - -- '� �1� , Variance Pe�.�iew Fee -`'83 • ��
jk of Floors 1 �k oF Bedrooms �k of Rooms
PR I MAR''r STRI_ICTUR.E: FCL CD: �?7
[' ; HS� ��Y"OUp : B—�� T�,�pe : �.�-1HR +.. :>.,�_, ���
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ELEi�TRICaL TOTAL FE�S ���`'`+� '��
Ser��icP : Amp= �k1 600 �k2 !_l �k� 0 Vol +.:� t7 Fee �20 • �l�
11F20 �q- tt !JAREHS:; f� . 01?5 � Sq- ft Fee �01 . 60
Proce.ssing Fee � • ��
� TOTAL FEES $ L� . ���
MECHr1N I CAL F�e � • !7�
tlent i lat ion S��stems 0 F�3ns 1 E�aocool�rs O FPP 4. 00
Furnacs : 100K or Less 1 Over 1bOK 0
Floor 0 Space heaters 0 � i���
COMPRESSORS: . 1 - 3h 1 3 . 1 - 15ho 0 15 . 1 - 30hp ll Fee
?0 . 1 - FO�o 0 I]ver SQhp 0 3 n�
` Proce�.� inq Fee
TOT�aL FE�S �`-'` � r `�
PLU�'1B I N�
Fi�� t��re� . Bath Tub 0 Bar Sin4:. 0 Bidpt 0
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�'2`493a-00 �`��27 �� SB MECHANICAL $13 . 00
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ARC/ENG FlRM NAME LJCNC R
ADDRESS
GTV/COMMUNITV/STATEi21P � /�CI�
PHONE� PLANS EXAMINER APPROVE DATE (_ �r} �/�
+_'�f�`�P��,��AREHOUSE-BLDG B
TOTAL , �.1 �
I���� zoN Fse sse sse ase ��V FEE • i;�r� . I]�''
END SIDE �A \CK NC B.I. COUNTER L.UT.
� NE ORD k n I� 4pT S$�I� �� ,
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TG i TEMELULA � CA '?239�]
42_- :3 A��EhJIDA ALJAR'r1D0
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M I� L T I P L E P E R M I T
E�UI!_DING TDTAL FEES g3�7 . a3
Ualuati�n : Curr 16263�+ Plan �e�iew Fe� 383 . 83
�k o� Flonr= 1 ;k of Bedrooms ik of RoomS
PR I`1AR`t' STRUCTUP.E:
,Ji=i E Grouo : B-� TUoe : !!-1HR ��
��SF� ! 1317��`'';r_r��oanc�,� Load �] f?.atF ;9 . 80 �Jalua' �on 1ci1F6��
�=�:CCNC�AR',' ��TR.UCTURE'`;
DP.;c : HI� ? " ��
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BUILDING FCC CD: 32? TOTA� FEES $�G�� • `�
�k of Floors 1 �k of Sedrooms �k of Rooms
PRIMARY STRUCTURE: FCC C0: 327
Desc : Wi�REH'�:-< Grouo : B-2 Ty e : V-1HR
5q-Ft 8160 ncr_upancy Load �J �:ate 19 . 80 Ualuation 161568
SECONCARY STRUCTURES: F�-L �C� `���
Desc : AIR Group : R-3 T�.� e : R
Sq-Ft 444 Occupancy Load Q� �ate 2 . 40 ValBuildinq Fee10��590 . 50
ELECTRICpL TOTAL FEES '�161 . 3C
Ser�ice : Amps �k1 4170 �k2 0 �k3 Ll '.Ja 1 ts Q Fee 16 . 00
81�0 Sq- }t I,JAREH�?C �al . 0175 ' Pq���ssinq Fee ��3 . O10
r1ECHah!I CAL TOTAL FEES F 1T • �-�-
�� i�QhJT I NUED OP�J NE?CT PAGE ��
FIL� COPY
. FORM294-�03(1-871
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, ,� :, , '� ' ' Model 542G
Day&�Night ,. �x,� , �,, v, , ,
AirConditiornnc� ,����'I��71�'�D,���' ' � `, ; � ��
, �, � � Sizes 018 thru 060
, NEl�,TtPUIV�PSj� ' �
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C�ty ol Induslry.CA � .�, ,�,��, s''i �M'.,.�`i; I . , . .
`�', PRELIMWARY PRODUCT DATA RUGGED, EFFICIENT, COMPRESSORS are specifically
,z�;
NOTE: Use the information in this publication tor designed for heat pump duty and high energy efficiency
preliminary reference only. during heating and cooling operation. Each compressor is
hermetically sealed against contamination to help pro-
mote longer life and dependable operatiort; and vibration
isolated to provide quiet operation. During heating opera-
tion,these reliable compressors are designed for continu-
ous operation down to extremely cold outdoor tempera-
tures. All compressors have internal high-pressure and
overcurrent protection.
INDOOR BLOWER MOTORS have been carefutly selected
to minimize energy consumption and to withstand the
heavy-duty, year-round, operation required by heat
pumps. These motors are designed to meet the require-
� I , ' � ments of a wide variety of residential and commerciaP
i • ' applications..
-�' (IIIIIIi DIRECT•DRIVE, PSC, OUTDOOR FAN MOTORS have been
� ' �������'''�;' ' ii!I��I� ��"l���1�'��"'���'�I■ III�� II��) selected to help reduce energy consumption. Units are
' ' �' �;,;, �ii; j�! ��'�11p����'��'��I�"; IIII���III��� designed for cooling operation down to 55°F.
II�I ��I gUILT-IN RELIABILITY COMPONENTS include a suction-
I ��������,�����'�������11 ��IiII��Iii��� tube accumulatorthat keeps liquid refrigerant from reach-
` � 0�111111119�IIIAf11111� �����II���II� �
�11�"r"�A�'��"' in the compressor;a low-pressure switch that stops the
, � '�'� �iIIII�IIII�� compressor if the refrigerant pressure drops to an unsafe
i ' ' 111��p�������'��'M��"� �II���I����I ope�at��9 �����, a crankcase�heater to keep the compres-
��"p'��'��'��,�"�"'� III'II IIII• sor oil warm and free of refri erant for maximum lubricity,
�����1��������'��'p�'�p �I) �I� unit�to improve ,startlnfgcoha�acteristics, and�aeun que
� r�����l�01����'�"��"1 �II�I metering device to eliminate potential serviceability
� requirements of check valves and expansion devices.
� ,;
UNIT DESIGN—Indoor and outdoor coils are computer-
designed for optimum heat transfer. Vertical outdoor fan
discharge carries sound and, air,.up and away. The high- .
voltage inlet panel is desic�ned to accommodate a field-
installed electrical disconnect. A low-voltage terminal
blocic simplifies thormostat connections. Refrigerant
service connections make checking operating pressures
easier.
Model 542G is our latest generation of packaged heat TIMEITEMPERATURE DEFROST system is used to
pumps for residential and commercial applications. increase heating cycle efficiency. This type of defrost
These heat pumps are the result of our firm commitment system has proven to be very reliable. The timeltempera-
to the design and development of the finest heat pumps ture conirol "looks" for coil icing conditions only at pre-
modem technology can offer. Our cammitment is backed set time intervals, starts the defrost cycle only if the
by our advanced engineering, testing, and research labo- defrost thermostat,s�nses icing canditions, and automat-
ratories;and our wealth of practical experience. ically ends the defrost cycle when the coil has warmed
Model 542G is desic�ned in one basic cabinet size, fea- sufficiently to meli the ice.
tures a round side-by-side duct configuralion on sizes 018. WEATHERIZED CABINETS are constructed of heavy-duty,
ihru 048. Rectangular duct configuration is available on phosphated, zinc-coated steel; and finished with
060 size only. Voltage options meet most residential and corrosion-resistant, modified alkyd, fade-resistant, baked
commercial requirements. Models install easily on a roof- Malibu beic�e enamel. Interior surfaces oi the blower sec-
top or a ground-level pad. tion are insulated to help keep the conditioned air from
FEATURES being affected by the outdoor ambient temperaiure.
FACTORY-ASSEMBL[D PACKAGE is a compact, fully ACCESSORIES
self-contained, all-electric, combination heating/cooling SUPPLEMENTAL ELECTRIC HEATERS that mount inside
unit that is prewired, prepiped, and precharged for mini- the heat pump blower compartment are available in a vari-
;���„ mum installation expense. ety of KW and voltage options.
Form No. PDS 542G.18.1 D
DlilnE�VSIONAL DRA1�lING �" �
' � Modei 542G-Sizes 018 thru 060
' .
. �
. . , ��r��e ,• •.�7.
. 40.03� 'ja„ 4^ ` ...�.
. �13.30 � :' s.� � �
r � $ �� � e
Ni '
P ��Il,�j.�,i�1 j�+IrMx {� ^p�J.�Ja �:'f"n �'S �i' � � �•',� �y`, ��''cromenoa?�'_
„�R �'��� i i�tr���r � �Y,�,}� t� . \ �.
, lS���''Y'"�';�����m4^9i��F��^���y�p���7!` � '.l��i annro�
� �° I^ s��k�4"iy �� s; ?�;,' i�:�o
ayu
4`�„g "`' ,����k��� � � � ,42G REQUIRED CLEARANCE(Inches)
A;t��'�,�'�.������,�,s;����r'��'�
� L�,����i,,��k�� ,�;��y��w'h��d '�'��� `,�' � Top of unit.................. 48 Dlower access door end.... 30
���r,,��,� � �{H s�,�,G�" ',' Ducl side of uniL............ 12 [nd opposite blower
���*, ,
qZ�z � '^"`�� „`����w� �� �rt+r� Compressor access door access end.............. 12
� ��� '����� ,
��oy �
� �
;� ' y�,��f��n ,�a � �''4' 30 Dottom ot unit above
� ����K'�u� �§„�y��',�'���H� «�C�4� ���s�! side ...................... ,.
�� �
�'�u,�r s h, „� f.� ��,��, � anticipated snow I�yvel ... 6
�iv s'n������ �ti+���rY�S 'sa,v +rrry�yrrr�y i,y 23.54 qA
�'�s,���' �",'�"� s�,*K�,�{�4��.;t�MEr;��y<�.`�,�.�}�� NOTE:Provision must be made tor fresh ambient air to reach
b�,� tMr�!M I��f�`y�}I�;7 �µ ^� �y�w"rt{���h�{���+��y�l the ouldoor coil without recirculation o(.lhe air from the out-
. .. �I�� ��„�y k�t�� �� !�, k� �,�.t,�iq}�+a t�r�� ,;�r�k • door(an discharc�e.
� r»,� P'� � S.,i.,, ,�"1�,� ��l�;
er{�,'���'P.�"'��s�tih�,�,�,tiN'�Y I �,l� ��� i
��i P rtir� r� G�t,�"t�'r''��J$`..5��° tii"i ,
I� I_ �� � ' MEETS DOE RESIDENTIAL
I�-IO.M13-►1�16.16—� �,�;�. V�CES
CONSERVATION SER
PROGRAM STANDARDS.
� O.BDDIAL.V.EN�RY �91PPLY-AIR SUPP�Y-AIR FiUfRV-AIR SUPPLY-A�R
. WTLET INLET, I WTLET INIET
- - F+1.56 . ......p6p ONLY
1.10—� r- I
�`.
�,I���V 31�, F•� � � ?,r. �1i y�,,y�7uw�r ! ;� ' sii i'
1 �!' v�,j 1 r h��� _ � I
_�!� � i"'S i 27.07 � ..
� .�,.:�' — C 32.00 :- I
i i�
isoo s.00 -----+-- . T ia.�ri :'. �,.
-�- - ,, o�� lJf�ll - �� � —i__ l�.� .
r, '
� �� �0.75 L22� J.54.{ -1371 �-1371 ���
1.96
1.41 1.37 DIA H.V.ENTftY IA.00 DIA TW
2.35
L63 DIA ELF.CTRIGA�
� HEATENTR! . �
SEE VIEW A VIEW A
� 542G DIMENSIONS AND WEIGHTS
�I Shipping
Sizo C Wt(Ibs)
� 018 22.1 323
� 024 'L2.1 329 "'
� Oa0 22.1 346 '
� 036 24.5 357
042 29.3 402
� 048 2�J.3 A45 _ .
� 060 32.8 4fS4
, � . , � . .. � .
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HP-90
SPECIFICATIONS-MODEL 542G-SIZES 018 THRU 036
542G
MODEL
SIZE N018 N024 • N030 P030 N036 P036 E036
'Unil Volts-Phase(60Hz) 20E3•230-1 208•230-1 208•230-1 20E3l230-3 20£i•230-1_ ,2001230-3 460-3
�:pperalin Vollage Range 1fS7•253 ifl7•253 1t37-253 1E17-25� �E37-25J 1f37-253 414-506
� Unit Ampacily lor Wire Sizin 1G.3 19.1 21.9 14.G 27.2 18.2 9.0
Minimum Wire Size(AWG)• 12 12
10 14 10 12 14
Tolal Unit Amps. 13.9 1G.2 18.4 12.G 229 15.2 7.75
` Compressor Rated Load Amps 9.3 11.G 13.9 0.1 17.2 10.1 5.0
�ocked Rolor Am s 50.0 53.0 65.0 53A £12.0 67.5 33.E3
Ouldoor Fan Motor,DD,PSC(FIP) •z� .2� '2� '2� .25 .25 25
Full Load Amps 1.0 1.0 1.0 1.0 1.5 1.5 0.75
Indoor Blower Molor,DD,PSC(HP,&Speeds .33&2 .33&2 .33&2 .33&2 .50&2 .50 R 2 .50&2
Full Load Am s 3.G 3.6 3.5 3.5 4.2 4.5 2.0
Max Branch Circuit Fuse Size(Amps) 25 30 35 35 4� 40 40
. . � . � � . ,
Raled Coolinc�Capacity<D95°F(Dluh)t 1F3.000 23,400 20,400 2II,400�-, 34,E300 34,800 34,400
S[ERt 9.0 9.0 9.0 9.Q 9.0 9.0 9.0
E[Rt - - (i.2 - f1.2 8.2
Rated Heatin Capacity rr 47°P(dluh)t 19,000 24,000 29,000 29,000 35,000 35,000 35,000
HSPF Minimum-Re ion IV t 6.60 6.40 7.50 7.50 G.00 G.00 6.00
COPfi 3.0 3.0 3.0 3.0 3.0 3.0 3.0
ARI Sound Raling Numbcr1: 7.8 0.0 fS.O i1.0 0.0 8•� 8-0
• t . • - - r - • ' � c
Compressor Type Hermelic
Compressor Temp 8 Overcurrenl Proteclion Slandard(Inlernal Line[3reak)
� Compressor Inlemal Pressure Relief Valve Slandard
Compressor Vibration Isolalors Standard
Vapor-Tube Accumulator Standard
.. Two•Wa •Flow Relric�erant Melerin Device Pislon
Low•Pressure Switch Standard
CompressorCrankcase Heater Slandard
Com ressor Ouick-Slarl Components Slandarci-All Single-Phase Unit
Relri erant Service Porls Slandard
Heal-Saving Reversing Valve Slandard
Time-Temperalure Delrost Syslem Slandard
�f " R42 Refric�eranl Amounl(Faclory Chare�e) 7 Ibs•4 oz 7 Ibs-7 oz fi Ibs-0 oz 8 Ibs-3 oz
�-:,::' .. . • • : : . -
Coil Face Area(Sq FI)-No.Circuits 3.4-3 3.A•3 4.3-4 4.3-4 5.0-4 5.0-4 5.0-4
Wi<Ith x Heic�hl(In.) 25 x 20 25 x 20 31 x 20 31 x 20 31 x 23 �1 x 2� 31 x 23
Rows&FinsPerinch 38.14 3&14 3&14 3�14 a&14 3814 3814
Blower Wheel Diamelr_r x Width(In.) 10 x 6 12 x 6 12 x 6 12 x 6 12 x G 12 x G 12 x 6
Raled Coolin Airtlow(FI'IMin)t 700 900 1125 1125 1350 1350 1350
External Slatic Pressure(In.wc)t 0.10 0.10 0.15 0.13 0.15 0.15 0.15
Condensate Drain Connec,tion(Hose) 3!4 314 314 314 314 314 314
• � • • • . : �
Coil Face Area(Sq Ft)-No.Circuils Ei.EI•3 f3.U3 f3.4•4 E3.f3-4 _ 10.3•5 10.3-5 10.�-5
Heighl R Width(In.) 20 x G3 20 x fi3 20 x 63 20 x G3 23 x GS 2�x G3 23 x 63
Rows&FinsPcrinch ?&22 2&ZZ 2R22 2&22 29�2? zR22 2R22
Fan Diameler(In.) 22 2? ?2 22 2? 22 2?
� i •
Multi•Speed,Direct-Drive Blower Slandard
PSC EnergySavint�Olower Motor Standard
Computer-Desit�ned Relrig�ranl System Standard
Insulaled Dlower Compartment Standard
Low-Vollage Terminal Block Slandard
*Use only copper wire for field connections to the unit.Wire sizes are based on 60�C copper conductor at 8G°F(30°C)ambienl tem-
perature and the ampacity shown in iable.It other ihan GO°C copper conductor is used, if ambient temperature is above 86°F,or if
vollac�e drop ot wire exceeds 2"/0 of unit tolal raled voltage, determine wire size irom ampacity shown and the National Electrical
Code.
tRaled in accordance wilh ARI Standard 240-f31 andlor U.S.Government DOC test procedures.
$Rated in accordance with ARI Standard 270-04.
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H P•91
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. . ' BTA118:A19 09/11/06 BTM/eh
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TABLE 2-53V10. ALTERNATIVE COMPONENT PACKAGES FOR CLiMATE ZONE f10
'� � F R L HR SE FfICES ,
:C1 � � �r
a:i i„
' � Component PACKAGE �:
A B �- D E F )
� OPAQUE ENVELUPE � `;
± Minimum Roof Total R-Value (Rt) / �- ^
F';i
!;!� ' 9.52 9.52 12.51 9.50 9.50 12.40
��ti, M+nimum Opaque Mall Total � � ' ,�;
; R-Value (Rt) (one of the �following):
+ Neat Capacity [Btu/°F/ft ] . .
�?d 0.0-3.99 7,52 7,52 3.00 11.00 11.00 8,50
4.0-9.99 7.50 1.50 3.00 8.70 8.70
�" 10.0-14.99 4,62 4,62 2,30 4,60 4,60 5,30 '
"'� 15,0-19,99 2.10 �
t..
2.30 2.30 1.45 2.60 2.60 i
; 20.0 or more 1.69 1.69 1.20 1.40 l.q� 1.40 .
;� - 1.40
`;7 Minimum SuspenGed Exterior
����:� Floor Total R-value (RL) ;:.�i,,i,
; 9.50 9.50 9.50 9.50 9.50 9.50 �,�
' GLA2ING ;,;�:
�( . Maximum Allowed Total Vertical � � �'i��
Glazin ... , , ;.!
� g (one of the following); � � � � �,;
Shading Coefficient ' ?;I
� i.00-o.�z 2ix zix 2ix 22x alx 22z �'i
0.71-0.66 ';;ji:.,
25X 25x 25X 30% `- SOX 30X • ''''
0,65-0,56 28x 28Z 28X 31X 52i 31X •- �'�'
0.55-0.36 36X 36i 36X 34X 54I 34S' ��������
0.35-0.01 63X 63X 63X 52x 65S 5�x �
See Section 2-5342(b)5, '�
;,�,;;,
for overhang equivalents. � ,�3;�j
Maximum Allowed HoNzontal Gtazing "''`�'
as percent of da lit area ";��'
Y
�� ,;��
(one of the following):
�j �i�,
Shading Coefficient ", '�
1.00-0,51 None 6X None None 6X None ! i�i
0.50-0,01 None 12x None None 12x None `'�;i!
LIGHTING (Either:) ' ;�I�i
Maximum Adjusted 1.50 1.50 1.40 1.50 1.50 `�'!
Lighting P�er Density, 1.50
watts per square foot „ I�
Daylighting Controls "
No Yes No No Yes No ! 'i
Required �
Programmable Timing No No No No No No �
Controls Required �
�I,il
(or:) ;
Maximum Adjusted . t , * + + ,
Connected Lightin9 � ;,
Load, watts ;���
Lighting Control No�e None 0.10 NOne None None ;�ii
Reduction Required (W/SF) ,;��j
ii;
SPACE CONDITIONING SYSTEM (Both Heating and Coolln '�ii
9�) ,
General .. . ,# ** ** ;�;,
Requirements ** •* •
i
�''I I
HVAC Power Criteria (select one of columns I, II, III or IV; II�
�any column may be used 1n any Alternative Component Package; see
Section 2-5342(e)2, for additional requirements)
I II I
Fan Wattage Index III Iy , i;
Source Heating Power Index 120 20 100 0 4 0 59 60
Source Cooling Power Index ' 69.30 60.30
46,80 62.20
ee ect qn , '
i
'• See Section 2-5342(e)1. ,!i
' , i,
� 5342 �,�
I '
123. i'!
; �
� ,j�
�j Ii
3
i ;,4�`�{
. '. �"".�.Ma�'�%JiCrv:yY' �'.hi�
I 11�1
t,i�,
. . _ . ,
_ � .. , PAG� 1
RAY CGX MLCHH�ivIt r�l... 4�1�t0.1'L.C-I"� l"E�t1LLULA I�dT c7
�1EChfaNSGF=tL. '�L'", ;�I?�iCT1:.1f�S CLIEP�IT: LUSHRDI
5GN UrFGD, c�,,_zrn�-��:�r� UH�r�,w �/"3/87
�n� ��
=8D :L'�iC, r,:�AC� F��FxCil.�xF�7�l L)�.S:C Gl`I�r2� -1 F
bUILUIn� l�11=1�T�I��c �i(�-t7"���t Ll�S7.uf�1 I�AF�fHh�l�-f�.��t�=;:
LE�IC��I ;�U"I"I}�i0�< i�U"f"L":�";Cir2 �hiDC7��R It�II�uO� HL;I�IIL� CORRECTlU�I
MOhl7'H i)R'Y EsLILF:� !nl't"i� 1:�LJ�I� RF_I_. I-IUi+1 DRY BUI_Yi U:[rF FACTOF(
f�G•Y �;� �,'=j `:;i i i: r� �'.c::. E���) —i E,
J U 1_Y +:�l�`i F'� ,�,i�/ '7� i ].. 1 f� --��
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GLf�►S� SUf�'iM�=1�t WTiu'TF�T�t i:�l_. :�1-ILi II�T. �HU kOOM GLi=aS�i I�LASS
`'i Y E���i U �'F'� ; U F�F=1C"f �'O�FF= �::OEF i=� CUIU�a"i" HE I GH"l` W:[UTH
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SHADIhIG L���� ��. i=lhi L. FICu
TYPES PI�tC�J' G1=�OJ I�RI],J'
i. 1;. c; ��, cj i�. i�
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a���x-��-�� CL71�th1cl=lr�,`:�H�. i-�V�af�,' LOH�7f::i I-�RL.IGI'lF-IIY� FtY F:L:[�fC �3(7F"TWAF�f-: llE=Vi:'{._�1-IaI�iC�NI" IIVC *�*�*
FcAY C:OX w!F_.�rF�c�t I CF1L t3r•ai�i Li 7:E::C�O. CAL I r URt�I l A
TEMECiJ1_�1 LQT �=7 ::�;/�T:s/(�7 Pf�GE ��
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���.F`d�ULI" A�F7 7'Y:3`9-f=1� lli��;C�7:f�T:l'l�i�:
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PF_OPLL: 1=+r°�UF T`�' � '1 'I:�i �J�iI=L.
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„ NIuH'T�� . . . . . . . . . . . . . . . . . . . . . . . ��3E1
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:Iv.I GHT �+F1�'1'OT) o . . . . . . . . . 1`,E
EG!UTVFaLI_�;"I" OPr_�f�TiONfaL HOURS PE�c YEAR �LIGHTIl�G (Df=tYSi . . . . . . ;��1�
:LIGH"fTNC� (N11:�H'�-��) . . . . :�����
: REC�I�TACLL-` . . . . . . . . . . . .:,�:%4
:FANS e � . . . . . . . . . . . . . . . 4a1�3
:WATF�f� HEt�TE�t . . . . . - - • . 177�7
lVUM�+EF�C �F I�OI�--U�G:F?F�1TI:GIV(aL HUL.iFr�� I��I�t Wl"-:EI�.
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N7:GHT N1=;�r7C�Li . . . . . . . . . . . . . . � . . . . . . . . . . . 4 . . . . . . d . o . . . . . . . 4�
i�IUMB�'Ft U� �IJLTL�?(-1Y�i 1�UFt:[NC� NF:K�'1":I:nlC� �F_A�i]IV . . . . . . . . . . . . . . . . . . . . 7
NUML�EI�t �F HS7L]:I'�FtY; JUF1 T IVi� CUOI_I IVC� ���St71�! . . . . . . � -`
. . . . . . . . . . . . . �,
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� ��tf+!lYlE::k a . . . . . . . . . o A . . . . . . . . . . . . . . 7H
. ::iU�!h`ILk Sf�-fUP . . . . . . „ . . . . . . . . . . . . . E3�;
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SOURCE F�I�CE(�'f NCLE �,�,. �y
SOUFZCE FAi�! �;. F�
SOURCE HOT WH�"{�{��t 1. 4•
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' � PTM16�:15 R2 8/27/fl6 btm/eh �� �
Table 2-53R. ENERGY DUDGETS FOR OFFICES OF
THREE OR FE�lER HAQITAf3LE STORICS
' [katu per square foot of conditioned floor area per year]
Climate
Zone Conditioned Cross-Sectional Area of a Story in Square Feetl
3,750 3,751 5,001 7,501 10,001 15,001 more
� , or to to to to - °� �to than
less � 5,000 7,500 10,000 15,U00 20,000 20,000—
1 181 144 127 110' 101 93 II9
2 212 175 156 137 127 116 111
; 162 134 120 10G 100 93 90
�t 167 140 12G 112 105 98 9�
---------------------------
5 171 141 12G 111 104 9Z.. . 93
1 6 204 174 157 140 130 119 11�
7 157 136 125 114 10£3 101 98
8 173 147 134 121 114 106 103
��� ------------------------------------------------------119-------111 107
;�. � 9 la4 157 142 127
�,;�
10 206 174 157 140 130 121 11
;'':'' 11 246 205 183 159 147 133 126
� 190 159 148 137 126 120
;i;; 12 230 --
,� -------
, ---------------------------------------------------
�i:��
13 227 191 172 151 140 128 122
���� 14 252 211 189 166 153 140 133
�� � 15 279 235 � 211 185 171 156 147
1G 228 185 162 139 127 115 108
'�' 1�The budgets for a multi-story building may be met on a total building basis
'�i;
;.{, under Section 2-5304(d)2. . . '
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� � �onstruction Assembly Comp(iance Form CF-3
��--r Z� ��� � T��.��CU L� For En(orcement Agency Use Only
Pro�Tect i e ,A��G{,1 .
j C�..w�. �'uL S t-'T'�11J �f"" `� "ri�, ��� Z� �
' Documentation AuthoNFirm Date Checkc>d By ate
�1��r��
General information
1 Assembly Type and Number. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .JC�
2 Framing Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .�.X,ft'�C
3 Framing Size . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1�lP
4 Framing Spacing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N:4 inches ,
5 Insulatian in Caviry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �, . . . . . , N A F-h2-hdBtu
6 Etfectivo R-valuo o(Caviry/Framing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . •?Z F-ft2-hNBtu
•
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Sketch of Construction Assembly
List of Construction Components
A B C D ` � E
Wall Speafic HC
Weight Heat Col C x Col D
Dosaiption R-value (Ib/Il2) (Btu/F-Ib) (Btu/F-sf)
� ,� ,�
1 ��7_ �f �tT= t�r _-7Z g c'7 - z z l?. �
2
3
4
5 '
- - 6
7
e Total R-Value w/o(ilms . . . . . . . . . . . . . . .� z Total HC !�� �ri
9 Inside surfaco air(ilm . . . . . . . . . . . . . . . `��
10 Outside suriaco air filo , , , , , , , , , , , , , , . : �
it Total thermal rosistance(R�) . . . . , . , , , , , { � ��
t2 U-value(1/Line 11) . . . . . . . . . . . . . . . �-�' �3.
Form Revised Septombor 19a6 Page of
a: -
�;,�,�.,��
%"� Construction Assembly Compliance Fo�rm � CF-3 �
, � For Enforcomont Agoncy Uso Only
ro�ect itlo / - - - + .
,"' �j/-�!��S/���.J/,��� �'1 �l��' N'7�G`,��`�,'(,Y,�nC
� Documontation AuthodFirm �- Dato Chockod By 31�
' Generallnformation
1 Assombly Typo nnd Numbor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ��'��C-�
2 Framing Typo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �S�
aFraming Sizo . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21r�
4 Framing Spacing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . l(n inchos
5 Insulation in Caviry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � \,00 F-(t2-hdE3tu
6 Etfoctivo R-valuo ot Caviry/Framing'. . . . . . . . . . . . . . . . . . . . . . . . . . . . ���`"r F-ft2-hr/Btu
•
,
I
�..
Sketch of Construction Assembly
List of Construction Components
A D C D E
Wall S afic HC
wo��nc �ionc coi c x coi o
Dosaiption R-valuo (IWIt2) (BtwF-Ib) ' (Btu/F-sl)
�1
t �1Z C�Y�Sc> � P.�nA.6�fl - —d ��-E.S 1,7, I b p.Z(v . O-Sa
� �- I 1 �ti���u L�,T��j�_� �( .-7 S — — —. - -
3 ��T_�� �`1 � .�'J�`-�7 f,�.-,�?�-�•�''_� D�4 c �r�v C�� .'1.�P O•�
4 .. .. . � ,
5
- • 6 �
7
E3 Total R-Valuo w/o(ilms . . . . . . . . . . . . . . �� '�S Total HC � • ��
9 Insido surfaco air(ilm . . . . . . . . . . . . . , �' � �'"
10 Outsido surfaco air filo . . . . . . . . . . . . . . �• ��
11 Total thormal rosistanco(R�) . . . . . . . . . . . ` � • ��
12 U-valuo(1/Lino 11) . . . . . . . . . . . . . . . ^,-�� �
Fortn Rovisod Sopromb�r 19(1G Pago af_
1 . : . : CF-3
onstruction Ass�mbly Comp(iance Form
.• �- � For Er�lorcemont Agency Uso Oniy
r '
_. .. .
`_ - — ---.
ro�ect it e / �y "
�.,/V! ',.�St�//�1-'�-� /i�'�-1�'/ ( o?r /�ji�'G./,/./l,�.e/G�I C aco
Dato Checked By
Documentation AuthodFirm , ,
General lnformation .
. . . . . . . . . . �'`_
1 Assembly Type and Numbor . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . ��
2 Framing Typo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �
3 Framing Sizo . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . /.�u° inches
4 Framing Spacing . . . . . . . . . . . . . . . . . . . . . . . ��,Ti;�r� ZZ.S• .r'vMM r�r.(�' �i o�F-h2-hdBtu�r
��J . . . . .
5 insulation in Cavity . . . . . . . . • • • • • !• •�_•.�� . �F-tt2-hrBw„
6 Efioctivo R-valuo of Caviry/Framing . �.��?�.T~t'�`. .-. . . . . . . . . . . . . . . . . .
. s
--- — ��r�lx�'---�/
/ f ,l i/ /
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Sketch of Construction Assembly - �
List of Construction Components
D E
A B Wali Spoafic HC
r Woight Hoat Col C x Coi D
R-valuo ,(Ib/ft2� (8tu/F-Ib) (Btu/F-sf)
Doscription �,�,,,,, ,r., ,
p���i - u P 2 ra�r► tv� -Jl'i�_�>�� �r � t�l�\ h1/�
2 �-\� CL-Il_INC..� ItiJ��_�( <<n-�1� 1�•�7 / ..,
, CE�� , � �., . qy ,
i 3 -
; a ti��Z `=�AG� �n �p'�
z
5 t=c.��L- � o�a �v L�T� Urv 3,� 1�.O
C 6
� 7 �cl�nJ �,c�"y�
�; .�.�lu 3c.�`� ro��Hc r�.�
µ� 8 Total R-Valuo w/o(ilms . . . . .. .. .. .. .. .. '' . . . -
9 Insido surfaco air film . . . . . '�� ��Z
'y' ,l� � 7_5
'�� 10 Ouuido su�faco air filo . . . . . . . . . . . . . . .
�;�,
�'
-;i,� '. 11 Total thormal rosistanco(Rt) . . . . . . . . . . . .!I�.Z7 ��.�
�� .p�(� .0 30
:�;", 12 u-valuo(1/Lino 11) . . . . . . . . . . . . . . .
e -�.-�
'f� 7�- � - � _ . , . ,
r.,r r�,G�„
:;`,� , •Page �f—
;?;� Form Revised Soptombar 1986 ;
�
- - `�
HVAC Power lndices Summary �.orm and Worksheets CF-4
�� 2.� � ��� -r���fr G,�L� For Enforoement Agency Use Only
f—�
ro�e�t i e
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o �✓l vL �u�� �� x.
Documentadon AuthodFirm t Date Checked By Date
_' Z, �7(��
Summary Data
1 Condtioned Floor Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . �. . . . . . . . . . �y"� h2
2 Total Fan Watts During Peak Cooling Conditions(from Worksheets below) . . . . . . . . . . . . . . . . . PJy kilowatts
3 Fan Wattage Index(Line 2 x 1000/Line 1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ��•/2� Watts/h�
4 Total HVAC Sys.tem Energy During Poak Cooling Conditions(from Worksheets bc�low) . . . . . . . . . . . �-�O�o2 / kBtu/hr
5 Cooling Power Index(Line 4 x 1000/Uno 1) . . . . . . . . . . . . . . '. . . . . . . . . . . . . . . �O Btu/hr-h2
6 Tota!HVAC Systom Energy During Peak Heating Conditions(from Worlcsheets bc�low) . . . . . . . . . . ..G`�w� kBtuThr
7 Heabng Power Indax(Llne 6 x 1000/Lino 1) . . . . . . . . . . . . . . . . . . . . . . . . . . . .� Btumr-h2
Fan Energy
p � E3 C D E F G H I J
Brake Horsepowor Motor x Drive Efficiency Peak kilowatts
Equipment Conversion Numbor
Iviar{c Desaipdon Cooling Heating Cooling Heating Factor Fans Cnoling Hea6ng
N � bA"r� �O`-1� .c7�-(r' �PCJSo a 0.746 � .O .cSS�
. 0.74&
OJ46
0.745
0.746
0.746
0.746
0.746
0.746
Total kilowatts ..Oj�/ •��`'�
Heating and Cooling Equipment
A B C D E F G H I J
Cooling Heating
Equipment Design Convorsion Source Oesign Conversion Source
Mark Desaip6on Output Efficiency Facwr kBhuhr Output ENidency Factor kBtu/hr �
na All Fans
From Workshec�t Abow �,lna�, 10.239 r n� a�@239
Z N��-r �vw."r i �?�;t�o �.1� r�,2.r>4 2 7 2Y�''JO .o z . � 'z`f�-Lb
�`r. To� �I Toca� 7ya?o
� l �„ ,,
Form aAvisc3d Soptember 1996 Page ot
11�iandatory Measures.Ghecklist M�-1
� —? ��� /��� f�yy,;rC'�!�!f For EnforcementAgency Uso Only
Pro�ect itle �, , i �, ��! � ��
,� � ` � � �//�s�L'17`
';rr�yc-r 7�vL�����lc—� i'� 1,�� W , >
Documentation AuthoNFirm , .% � pat� • �-7 Chockod By Date
�r'����"(
L �f
Reforenco in Reference in
Construction Cons W ction
' Documonts Documents
Envelope Measures � � Photocoll sonsors with a dNusing cover and. . . . . . ��
no opaque cover per 2-5319(e)5 , .
Certified insulabon matorials por 2-5311(a) . . . . . . .O zo� � � �nufacturers instrvctions provided(or installa6on ��f t._
� ] and calibration per 2-5319(e)6 , . . . . . . . . �
� ] Insulation installed to meet flame spread and smoke c� � � proper installaoon of controls includng sensor location,
densiry requirements of 2-5311(b) . . . . . . . . . . � �wfication ot inibal calibration and control of luminaires �//�
O Urea formaldehyde foam insula6on is installed �/�
only within daylit area por 2-5319(e)8 , . . . . . . . r��`
por 2-5311(c) . . . . . . . . . . . . . . . . . . . �" � � Vsible or audble malfunction alarms per 2-5319(g) , , ,�
( ] Retrofit insulation specifiod as per 2-5313 . . . . . . . n��
� � Occu anc Sensin Devices (when
Air infilVation is minimized by spocification o( p y g
- - tested manu(adured doors and windows and propor � applicable)
` sealing and weatherstripping as por 2-5317 , , . . . . , N
( � Flicker froe operabon and no premature lamp ��
Lighting System Measures failureper2-5319(e)2 . . . . . . . . . . . . . . .
� ( � Time delays to provent undesireable rycling
[ ] Certified luminaires/ballasts per 2-5314(b) . . . . . . f���` per 2-5319(e)3 . . . . . . . . . . . . . . . . . . _..J�/�_
[ ] Indepondent control w/enc!osed aroas per 2-5319(a) . . F.f j`�- [ ] Vsible or au�ible malfunction alarms per 2-5319(g) , . /`��'
[ ] Manual switching readily accossiblo per 2-5319(b) . , , �Y/_� [ ] Limits on emissions por excep6ons to 2-5319(0) . . . . /`��'
[ ) Reducdon of lighdng load to at leastono half per HVAC and Plumbin S stem Measures
2-5319(c). Occupancy sensors or programmable timers � f`� g y
meeting CEC aiteria may substitute , , . . . . . . . _ _ _ .
. .. � � ' � [ ] Pipinfl insulated as required by 2-5312 . . . . . N �
[ ] Separate switching of daylit areas per 2-5319(d) , , . . �•_ ' ' '
[. ] Separato switching of display and valance ligheng � ��� � ] Certified HVAC equipment per 2-5314(a) . . . . . . . . 1"1—1 .>
in retail and wholesale stores per 2-5319(h) , . . . . . ,�4.E.C= � � Certified plumbing oquipment per 2-5314(a) . . . . . . N��
( � Automatic control o(disp!ay lightin in retail �����_ ( � Hea6ng and cooling equipment effidency per 2-5314(b) , Pr�R��
and wholesale stores per 2-5319(h� . . . . . . . . .
[ ] Tandem wiring of one-and threo-lamp luminairos � ] Pilotloss ignition of gas appliances per 2-5314(c) , , . . ��
per 2-5319(i). . . . . . . . . . . . . . . . . . . . . l� � ] Automatic controls(or oH-hours per 2-5315(a)1 . . . . ��"
Daylighting and Lumen Nlaintenance � � Thermostatsetpointrequirementsper2-5315(a) . . . . -,��I
COr1tr01S (when applicable) [ � SequenGal cantrol of heatinc�and 000ling per 2-5315(a)3 , i�.� ��
[ J Uni(ormly illumination reduction to one-half [ ] Automatic exhaust fan dampers pet 2-5316(b) . . . . . � �"
per 2-5319(e)1 . . . . . . . . . . . . . . . . . . . � � � 'mermostat controls for oach zon�per 2-5315(b) , , . �� �
[ ] Flicker free operation and no prematuro lamp(ailure �Y el_ ( � Ventilation provided por 2-5316 and 2-5343 . , , . . . ,�-�_� �
per 2-5319(e)2 . . . . . . . . . . . . . . . . . . �"C rL
( ] Time delays to provent undesirable cyding � , [ ) Heatcars(or domestic hot wator and/or pools per 2-5318 , /'� I�
per 2-5319(e)3 . . . . . . . . . . . . . . . . . . i`��'�
[ ] Stap switching devioes with separation beNveen ;�
onloff sottings per 2-5319(e)4 . . . . . . . . . . . . . ��t�'
Form Revised Septembar 19t36 Page of
� �+o't �GSf1'"�r'P✓
. ��� �'-� ,�1�'��'
3/z sf�s �
, /.:i''.'�.-),,i'_'',c� j,C;r��.%'r����,�/!_/'�' �'GG'�•
��C'" = � F �,L � � ��=/'�'�
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r ' C_
C.6�J��,-'.. �ii.;%C.e�'"�.rt�''
File No . D-2280-JO1
May 14, 1981
TABLE II (Continued)
Test Date Location & Elevation Dry Dfns . MoaTtuW� Reof�maX. &Remarks
No. 1981 ft p
� 1 96 _ 7 F-S FG
206 1/13 See Site Plan 1�22 123 ' 8 7 6 98 . 1 F-5 FG
207 1/13 See Site Plan 1022 125 . 6 $ 2 91 � F-S
208 1/13 See Site Plan 1082 117 .4 � 4 90 . 8 F-S
209 1/13 See Site Plan 1034 116 . 2 $ 5 94. 0 F-g FG
210 1/13 See Site Plan 1083 120 . 0 7 . 2 94 4 g-5 FG
211 1/13 See Site Plan 1022 120. 9 7 S 91 2 g-5 FG
212 1/13 See Site Plan 1022 116 . 7 7 S 90 . 8 F-S FG
213 1/13 See Site Plan 1022 116 . 2 6 � 95 . 4 F-5 FG
214 1/13 See Site Plan 1022 122 • 1 9 S 90 6 F-5
215 1/13 See Site Plan 1068 116 . 0 6 4 90 . 3 F-S
216 1/13 See Site Plan 1060 115 . 6 9 6 94 2 F-2
217 1/14 See Site Plan 1031 108 .4 90 2 F-2
10.0
21g 1/14 See Site Plan 1034 103 . 8 11. 1 93 . 0 F-2 FG
219 1/16 See Site Plan 1040 107 . 0 93 � F-2 FG
9 . 6
220 1/16 See Site Plan 1055 107 • 8 96 . 0 F-S FG
12. 7
221 1/16 See Site Plan 1028 122• 9 91 . 5 F-5 FG
9 . 0
222 1/17 See Site Plan 1066 117 . 1 90 9 F-S
223 1/17 See Site Plan 1082 116 . 3
9 . 6
f�; .
-13-
, GEOCON
;,.
i N C O R P O R A T E D
File No . D-2280-J01
May 14, 1981
TABLE III
Summar of Laborator Ex ansion Test Results Expansion (+)
Moisture Content or
Before After
Test Test Dry Settlement(-)
Density Surcharge
Sample Depth ,�o p�f % pcf
No. Description ft %-- �-
F-1 Gray-brown, well
8 . 3 19 . 7 118 . 1 -0 . 1 150
graded Silty SAND
F_2 Dark gray, Clayey 14. 2 25 . 3 103 . 1 +3 . 3 150
Sandy SILT
F-3 Dark brown,
Silty, 14 . 0 24 . 8 106 . 9 +4. 3 150
fine to medium Sandy
CLAY
15 . 6 27 . 2 101 . 7 +5 .4 150
F-4 Darlc gray to black, -
Silty CLAY
F-S Medium gray, slight- 9 .4
17 . 1 115 .4 +1 . 9 150
ly Clayey Silty SAND
-14- -
GEOCON
, � < <„� . �„� .,�; � :
,,� � . .
_ ,�
; Certificate of Comp(iance �Part 1 of 2j CF-1 .
„ „
GQ�`Z 7 . BG�G � /FM�Gf�Grh For En(orcoment Agency Use Only
ro��ct � a '
� � E�l � ����Y �T",�
� Projc�ct ArchitocVEnginoor 8uilding Pormit Numbor
� . `?��M�G(�G�4
Project Locaoon Plan Chockod�y � Dato
�ri1F_r'_uL� � �
• Cltylfown imato ono � io �uc o y aio
�"v M �--VLS�/yW Z � 1`7'( �s1 Signnmro nnd
� ' Dacumontauon/luthor Dato Ro7istralion Stamp npproyod Oy Daro
Prescriptive Approach/Performance Performance Approach
� Approach Strategy �
tnerpy Dudflet
• General 1 CEC Occupnncy�7y{w . . . . . . . . .
1 CEC Occupancy Typo . �..QC�1.�.�)�����G� 2 UDC Occupnnty Group/Division . , . . .
2 U�C Occupancy Group/Division . . . . . Z g 4 Condtionod Floor Aron . . , . . . . . h2
3 Packago Seloctod . , . , . . . . . . . �N�Q 4 Dudgot Tnblo . . . . . . . . . . . . . �
4 Gross Cond6onod Floor Aroa . . . . . . 4 4 y h2 5 Allo�4od Enorgy Qucigot(WS-tA) . . . . k�tulyr-h�
� Roof and Floors Calculated Annunl Cnorfly Conaumptlon �
' S Proposod{�ool/Coiling f1�(Cf--2.Cf'-9) . , hr-f'-(t2/Otu G /lpprovod Cniculalion Mothad , . . , , .
6 {lequirod Roo(/Coiling R�(CF-2) . , . , , hr-�-ft2/�tu 7 C[C Dosignation , . . . . . . . . . .
- - 7 Proposod Extorior Flaor R�(CF-?,CI'-9) , hr-F-ft2/[3tu 0 Multiplior. . . . . . . . . . . . . . . ,
9 Roquirod[xtorior Floor R�(CF-2) , , . , hr-F-It2/Dtu Cetimeted[nerfly Use ,
Welta 9 Hoating . . . . . . . . . . . . . . . k(3tu/yr-h'-
9 Proposod Opuquo Wall R�(C�-2;CI"-�) . ... - hr-F-It2lUtu� 10 Cooling . . . . . . . . . . . . . . . kBtulyr-h= .
10 Wall Hont Capadry(CF-3) . . . . . . . F3tu1F-(t2 it Fans . . . . . . . . . . . . . . . . . kDtu/yr-ft'-
, 11 Roquirod Opaquo Wn�l R�(CF-2) . . . . hr-I"-tt2/Dtu 12 ' Lights . . . . . . . . . . . . . . . . kBtulyr-It2
' Giaxinq In We11s 13 Miscallanoous Equipmont , , . . . . , kDtu/yr-It2
l2 Exrorior Wall Aroa(CF-2) , , . . . , . , ft2 14 Total . . . . . . . . . . . . . . . k�tulyr-It2
19 Total Glazing Aroa(Cf-2) . , . . . . . (t2 15 Ad.Total Enorc�y Uso(line 0 x lino 14) , , ` kBtu/yr-h2
14 Proposod Total Porcont(Lino 13/Lino 12) , %.
15 Avorago 7otal SC(CF-2) . . . . , . , , . Compliance Statement
' ' 1G AllowodTotal Glazing Porcont . . , , . %
17 Wost[xtorior Wnll Aroa C�2 , , , ��� Cenerel. Tho proposod building roprosontod in this sot o( complianco
� ) • • documontation is consistont with tho othor complianoo lorms and
tU Wost Glazin9 llraa(Cf'-2) , , , , , , , (t2 workshoots, with lho plans and spocilications nnd with any oUier
19 Pro osod Wost Porcont CF-2 , , , � calculntions or oomputor runs submittod with this pormit appiicauon.
P � ) • • . Parlormance Approach. (whon applicablo) Tho ener9Y porformance
20 /lvorago Wost SC(CF-2) , , , , , , , , ostimato proseniod on this lorm was calcvlatod using the approvod
21 Allowod Wost Glazing Porcont . . . , , a� calculation moU�od indicatod nbovo and with tho CEC ostablished tixod
and rosVictod onc�ineoring inputs for tho upplicablo climato �one and
Glaxlnq In Roof(CF-6) Proposod Allowod occupancy rypo.
22 Skyli9ht 1 , , , . . , , , ft? Preacrlptiva Approach. (whon applicablo) The proposod buldng has
beon dosignod to moot tho requiromants o( tho Altornativo Component
2� Skylight 2 . , , , , , , . (t2 Package indi atod abovo lor tl�o appropriato occupnncy rype and climate
24 Skyfight� . . . . . . . . (t2 zone
25 Skylight 4 , , , , , ' , (t2
� 2G Skylight 5 . . . . . . . . ft2 Q O�C�
27 Skylight s , , , , , , , , k (Z � 1 i
2o s�yr�nt� . . . . . . . . n= �c,4 P� i ��o
- - � s►�n�nc a . . . . . . . . r 4,``� � �� 1�`�l C.A�l�
Llflhtlnfl � . Company ��r�`,
�0 Proposod Adjustod LPD(CF-5) , , . , , ��G� s/ft2 �-,�,
91 Allowod LPD(CF-5) . . . . . . . . . . �a s/(t2 � - 'S
HVAC . . Addross
92 Porlormanco Sot Soloctod , , , , , , , � '� � I
6� ,� i / �q7�,.
� 3� Proposod I'an Wanac�o Indox(C�-4) , . , �tt�{� /�O � '�'` C..�
' , 94 Allowod Pan Wnttago Indox , , . , , , , Wat t�7 � ( � �� C S ��3 `
' 35 Proposed Cooling Power lndox(CF-4) , , Dtuhl(t TF �FT�I�H� Calil.Liconso Numbor
�G 1111owad Cooling Powor Indox . . . . . . �tuh/(t2
�7 P►oposod Hoating Powor Indox(CF-4) , . Dtuh/R�
�0 Allowod Hoatin9 Powor Indox , , , , . , Dtuh/It�
� _ .
. � ,�
�-� Certificate o�f Compliance (Part 2 of�2) � CF-1
•S ,
/_ �� �J�� ��g�� 7--��J���� � For Enforoomont Agoncy Uso Only
Cro�t Tiile
- - T-o r-t F� �s r-F� �,�.'f (_'n X l`���J��'9C_
� Documontauon AuthodFirm Dato 10C y ���
z��� �87
Doth parts ono and two o( this Cortificato ol Complianco must bo includod with oach buildng pormit npplication (or tho abovo noted building and nppoar
on tho plans submittod lor approval. Tho buildin9 lozturos and roquiromonts roprosontod on lho Curtilicato ol Complianrn aro adoquato to achievc
complianca with tho socond gunorapon nonrosidontial onorgy standards (or tho buitding roloroncod abovo. Tho building foaturos und roquirements aro
also adaquato lor any subsequont altorations,modifications or nddiuons to!ho building. .
• - Dealflner One ' Dealflner Three
Name(Prinq Namo(Print) .
;
Title/Company Namo i �/ ompany amu ,
Addross • '� /lddross , :
Signnturo Dato Signaturo Dato
Enlorcement Aqency Signaturo ato n orcoment ponry ipnature ato
. . � ' .. . � �.. . . �,�4:
� `De�IflnerTwo '� .�• _� De�ItinerFour
. . �
. Name(Print) • NFuno(Prinq
- - Title/Company Name i e/ ompany ame
Address Addross
Signature Duto Signaturo Oata
Enforoement Aganry Si9nnNro Dete -n acemunt puncy iflnature ate
Owner Enioroemsnt Aflency .. ;:.'
Name(Pnnq Name(Prinq
Title/Company Namo • TitleJAgoncy ,
Address , Address. .
'`,
SignaNre . Dato
��' � ,
• ,,� r
. ' � `. � -� '�
' ' � �i '' i,
�
Form Ftovisotl Septomhor 1'J(lG -
•�`*f�: F,3L�7 v`�� S s�w,�t.._�ti` �Z"� '��-!7c»-`=-p:. 'r.lo �"'�P`►J� .i.t��k�.,��+'vl�'�%t !iv ��L J� ���
. (aT i•N�� ��r��.�3��iz�i�:� C��.+�.��P��w��� c,u�LL ��. i>Zvv�c A-i Tw��_ � �
- -- �7-��.�� �.�-,f�ov���-=-✓'l. .
; Cer��f�cate of Comp(�ance ��zrt 10� �� CF-1 ,
G�1 Z� BG�G"� �� /�MEG(JGr°t For[n(orcomont Agoncy Uso Only
�ra�uct i c� ,, • V .
/ .( n I� J
F�« YN'Y �S ,��F-� ,t'l.:�I,RJ '��~��� bu����.''+�..1lY�.���G��.+f-�;
Y..0 Pl � f c> 3i��;U7Ci
ProjoctArchitocVEnginoor Ouilding Pormit Ntlmbo;����,�,.,� ,,;.;�C.t G�VD.,SUIr�,r+
� : T�M��14 ;str� c!eco, c�' �::isi!
Projoct Lxacion Plan Chockod Oy � Dam
`i'�r�1 Er' v G.l� I o
Ciryfl�own unaw 2ono • -�u �uc u y aw
Tr�M F-1�1�5�-�/Y(� 3 �r� ���`7 Signaturo nnd _ , ..,_, ., .
� .1.. n
Documonultion nuthor Dato (logisVation.,tamp A�proyod Dy Oato I
Prescriptive Approachlf'crform�nce f�crform�ncc Approach
Approach Strategy .
[nerdy Dudpat �—
• Gcnernl 1 CECOccupnncy�Typo , , , ��V`���','�;�� �` ` 'G�G
1 C[C Occupancy 7ypo , �.QCN,�1�a�O�IG� 2 UDC Occupnncy Group/Oivision , , , , . ��L
2 UDC Occupancy Group/Division , , , . . Z g 4 Condlionod iloor Aron . , . . . . . . „..'-�4�/ It=
�"J Packago Soloctod . . . . . . . . . . . ,N,� 4 Dud�ot Tnblo . . . . . . . . . . . . . Z_S�IZ
4 Gross CondUonod Floor Aro1 . , . , , , ��4 _ ft' S Allos,trod Gnor9Y Duclgat(WS-1A) , , , , , Z�Co kDtuyr-ft�
�. �toof and Floors Calculnted Annual Cnerfly Coneumptlon
5 Proposod Iloo!/Cniling il�(CF-2,CF-�) , , ��Z hr-F-R-/Dtu G Approvod Cniculation Mothod , , , , , , Sc M
G Floc�uirod RooVCoilinc� R�(CI"-2) . . . , , 1JA hr-f--1t'IOtu 7 CCC Dosignation , . . . . . , , , , . ,L�oU2
- - 7 Proposod[xtorioc floor R�(CF-?,Cf"-�) , , IJA hr-F-ft2/Dlv 0 MulGplior. . . . . . . . . . . . . . . �� ,
ff Roquirod Cxtorior I-loor R�(CF-?) . , , , N�. hr-F-It2/�tu E�timuted Enertiy Uae
Walle 9 Hoalinh . . . . . . . . . . . . . . . J�y kOtu/yr,(t'-
- - 9 Proposod Op�quo Wall R�(CI"-2;CI"-�J , , �r hr-�-ft�/�tv.� 10 Coollnh . . . . . . . . . . . . . . . 1i•:� kOtutyr-It= .
10 w�t Nooc ca��Gry�cr--�� . . . . . . . 1�•Co Dtu/F-(t2 11 Fans . . . . . . . . . . . . . . . . . S,(n k�tu/yr-It=
, 11 Roc�uirod Opaquo Wnll Fl�(CP-?) . . . . ._/�lA hr-F-ft2/Dtu 12 ' Llghts . . . . . . . . . . . . . . . . �`=»•�kDtu/yr-It'-
' Ciezinti In Wella 1� Miscollanoous [quipmont . . . , , , , , l��G kDtu/yr•It=
12 Extorior Wall Aroa(C�-2) , , , , , , , , � � (t2 14 7ota1 , , , , , , , , , , , , , , , , , L(�.S kOtulyr-It=
1� 7otal Glazing Aroa(CF-?) , , , , , , , ��� It? 15 Ad.Total[nor�y Uso(lino 0 x lino 14) , , Znl. k�tuyr-tt2
14 ProposodTot�11 Porcont(Lino 13/Lino 12)', r�� %
,� A�o�,�oToc�sc�cr--�� . . . . . . . . ,, (oq Compliance St�tement
" " iG Allowod7otal Glazin� f'orrnnt , , , , , �lA, %
17 wo��r_x�o�o�wnn n�a1�cr—�) , , , , , -a ��2 General. Tho proposod buildin9 roprosontod in this sot ol compGanco
documontation is consistont with tho o�hor complianco lorms and
tII Wost Glaxin9 Aron(Cf'-2) , , , , , , , -6' ft= workshoot9, with tho pinns 1nd spocilicltions and with nny oU�or
19 Proposod Wost Porcont(C�-2) , , , , , /,4 •� catculntions or oom�utor runs subrniriud wi�i Viis�rmit npplicauon.
--�— . Parlormance Approach. (whon applicablo) llio onorgy porlormanco
'_0 Avarago Wost SC(CF-2) , , , , , , , , /Yf� ostimnto �xosoniod on d�is lorm wns calcti�atod using the appro�od
21 Allowod Wnst Glarin9 Porcont , , , , , , 1,//� %, ca�culation rnoUiod indicatod nbovo and wi�h tho CCC ostablishc�d lixod
nnd rostridod onc�inoorin� inputs for tho npplicablo dimato zono and
Ginxinfl In Roo((CF-G) f'roposod /111owod occupancy rypo.
22 SkyGght 1 , , , , , , , , pr ��� (�ra�crlptiva npproech. (whon nppli�bto) Tho proposod buldng has
bcon dosignod to moot'tho roq[iiromonis of tho Allomauvo Componont
29 Skyli�ht 2 , , , , , , , , (t� Pnckago indicatod abovo lor U�o nppropriato occupancy rypo and chmnro
24 Skylight� . . . . . . . . ft2 zone � - , , .
?5 Skylight 4 . . . . . � . R� � � ��
2G Sky6�ht5 , , . , . , , , It2
�� sxyu�nc c . . . . . . . . n� egp F ESs� . _
20 Skyli9ht 7 . . . . . . . . It2 � ,/�� � , -�l /V 1
� s�yn�n�Q . . . . . . . . r �,¢� Q�P� � `��
ufl►,t��� ,�� `� � 1�IF' , GA�l._
�0 Proposod Adustod LPD(CF-5) . . , , , , 0 r�a �GVat s/k2 Company �n';
�l AtlowodlPO(CF-S) . . . . . . . . . . '�•�a :/!t2 �fl �"n� _, _ S
HVAC . . nddross
32 Porlortnanco Sot Solocrod , , , , , , , � �., �CJ� � � ' I �
� �� Proposod Pnn Wannc�o Indox(CP-4) . . .. O�/� �j��{� � ��O Ci(��af� ' \,.
�4 Allowod�:vi Wntta�o Indox . . . . . . . �,SZ Wat t�J �` �Q C S ��3 1
35 Proposod Coolin�Powcr Indox(Cf'-4) , , , �.O Dtuh/ft- T� 01=7��.-� Calil.Licnnso Numbor
�G Allowad Cooling Powor Ind�x , , ; , , , �l_,�.��•=, Dtuhllt' •
97 f'roposod Hontinc�Po�vor Indox(CP-4J , , ,'a�I�(� OtuhNt'
�J� Allownd Hoatin�F'ownr Indox . , , , . , !���'J ntuh/ft'
/
� �. ;� Certificate o�f Compliance� �Part 2 or�2� � CF-1
� �/� ���� `�g�� T�_������� For[nforcomont Agonry Uso Only
ro�ect 1�lit c�
`T-o r-r F.� �SI-�� �A`f �a l`��ECf��Jl�9L
, '� Documontation AuthodFirm Oat��l 7 l� � 1OC y a1Q
Doth parfs ono and two o! this Conificato ol Complianco must bo includod with oach buildng pormit application (or tho abovo noled buildin�and apponr
on trio plans submittod lor approval. 7ho buitdin9 lonturos nnd roquiromants roprosontod on tho Cunihcato ol Com�lianrn vo adoquato to achicve
complinnco with tho socond gunorauon nonrosidontial onorgy standards for 1ho budding roloroncod abovo. Tho building loaturos nnd roquirements aro
, also adequnto lor uny subsequont altorations,modilicaGons or uddiuons to tho buildinq. .
- - Dealflner One ' Dealflner Three
Namo{Nrinq - Namo(Prinq .
TiUo/Company Nnmo i u/ ompany amo
= Addross , nddross
Signuturo Dato Signaluro Oato
EnlorcementAqency Signaturo aw , -n orcomant poncy iflnawro ato
DesiflnerTwo � .�• .:� pe�lflne►Four
' , 1
Namo(Prinq Namo(Print) -
- - TiUelCompany Nnmo i ci/ ompany amu
Addross Addross
Signature Dnto Slgnaturo Date
Enforcement Agoncy Signnturo pQ� -n acemunt puncy iflnuwre aio
�n�* Enforoemsnt Aflency ..
Namo(Prinq Name(Prinq .
Tiqe/Compnny Namo • 7itlWAgoncy
Addrass . . Address.
• SignaNre Dnto '
���,
.. .. .. . ' �
Form Rovisod Septomhor t'J(]G
� . .: '
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,
File No . D-2280-JO1 �
May 14, 1981
TABLE I
Summarv of Laboratory ComAaction Test Results
A. S .T.M. D1557-78
Max. Dry Opti�um
p Density Moisture
Sallole Description Pcf '/o dry wt.
F-1 Gray-brown, well graded, Silty 132 . 0 7 . 9
SAND
F-2 Dark gray, Clayey Sandy SILT 115 . 1 13 . 6
F-3 Dark brown, Silty, fine to 119 .4 13 . 6
medium Sandy CLAY
F-4 Dark gray to black, Silty CLAY 114. 0 15 .0
F-5 Medium gray, slightly Clayey, 128 . 0 9 .4
Silty SAND
g-2 Brown, slightly Sandy Silty CLAY 120. 5 15 .0
B-3 Brown, slightly Silty CLAY 130 . 0 10 . 0
TP-1 Red-brown, slightly Sandy SILT 125 :0 10 . 5
TP-2 Brown, slightly Sandy SILT 127 . 0 12 . 0
TP-4 Light brown� fine to medium SAND 107 . 0 17 .0
TP-6 Brown, Clayey Sandy SILT 126 . 0 13 . 0
-5-
GEOCON
1 N C O R P O R A 2 F D
File No. D-2280-JO1 �
May 14, 1981 �
TABLE II
Summary of Field Density Test Results
Test Date Location & Elevation Dry Dens . Moisture Rel.Comp . Soil Type
No . 1980 FPPr. P�f '/a dry �at. '/o of max. & Remarks
1 10/16 See Site Plan 1014 101 . 9 19 .4 88. 5 F-2
2 10/16 See Site Plan 1015 103 . 9 14. 7 90 . 3 �-2
3 10/16 See Site Plan 1014 101. 6 18 .5 88 . 2 F-2
4 10/17 See Site Plan 1014 116 . 1 16 . 6 96 . 4 B-2
S 10/17 See Site Plan 1014 103 .0 15 . 8 93 • 9 F-2
6 10/17 See Site Plan 1014 106 .4 15 . 5 92. 5 F-2
7 10/20 See Site Plan 1014 114. 3 17 . 6 90 . 7 TP-6
8 10/20 See Site Plan 1015 107 . 3 15 . 8 93 . 1 F-2
9 10/20 See Site Plan 1014 108. 8 17 . 1 90. 3 B-2
10 10/21 See Site Plan 1015 101. 2 19 . 6 95 . 6 TP-4
11 10/21 See Site Plan 1015 100 . 6 �.h .4 94. 0 TP-4
12 10/22 See Site Plan 1016 110. 9 16. 0 91. 0 B-2
13 10/22 See Site Plan 1015 113 . 5 14. 9 90. 1 TP-6
14 10/22 See Site Plan 1015 103 . 8 15 . 1 97 . 0 TP-4
15 10/22 See Site Plan 1016 110. 9 14. 9 96 .4 F-2
16 10/22 See Site Plan 1016 103 . 8 12 . 9 90 . 2 F-2
17 10/23 See Site Plan 1016 110 . 9 14. 8 92 . 0 B-2
18 10/23 See Site Plan 1017 108.4 14. 3 90 . 0 B-2
19 10/24 See Site Plan 1016 108 .4 12 . 6 94. 2 F-2
20 10/24 See Site Plan 1016 107 . 1 14. 7 93 . 0 F-2
21 10/27 See Site Plan 1013 102 . 2 11 . 6 95 . 6 TP-4
22 10/27 See Site Plan 1014 106 . 5 10. 0 92 . 5 F-2 -
23 10/27 See Site Plan 1013 106. 0 11. 0 92. 1 F-2
24 10/27 See Site Plan 1013 112. 2 16. 9 93 . 1 B-2
25 10/27 See Site Plan 1014 106. 5 15 . 0 92 . 6 F-2
26 10/28 $ee Site Plan 1014 106. 0 15 . 7 . 92. 1 F-2
27 10/28 See Site Plan 1015 105. 0 . 16 .0 91 . 2 F-2
-6-
GEocoN
I N C O R P (1 R A T F. [�
File No . D-2280-JO1
May 14, 1981
TABLE II (Continued)
Test Date Location & Elevation Dry Dens . Moisture Rel . Comp . Soil Type
No. 1980
ft pcf % dry wt . % of max. & Remarks
28 10/28 See Site Plan 1015 99 . 7 15 . 5 93 . 7 TP-4
29 10/28 See Site Plan 1015 92 . 6 13 . 0 91 . 2 TP-4
30 10/28 See Site Plan 1015 104. 6 14 . 7 90 . 9 F-2
31 10/28 See Site Plan 1015 92 . 5 16. 1 91 . 1 TP-4
32 10/28 See Site Plan 1016 105 . 5 12 . 5 91 . 7 F-2
33 10/2B See Site Plan 1016 104 . 3 13. 0 90 . 6 F-2
34 10/29 See Site Plan 1016 106. 3 11 . 6 92 . 3 F-2
35 10/29 See Site Plan 1016 110.0 13 . 2 91 . 3 B-2
36 10/29 See Site Plan 1016 104.4 12 . 9 90 . 7 F-2
37 10/29 See Site Plan 1016 109 . 0 15 . 0 90 . 4 B-2
38 10/29 See Site Plan 1016 109 .4 14. 6 90 . 7 B-2
39 10/29 See Site Plan 1016 98 . 3 15 . 0 91. � TP-4
40 10/29 See Site Plan 1017 115 . 2 10. 9 90. 7 TP-2
41 10/29 See Site Plan 1017 117 . 1 10 . 5 92 • 2 TP-2
42 10/29 See Site Plan 1017 106. 3 15 . 0 . 92 . 3 F-2
43 10/29 See Site Plan 1017 106.4 12. 6 92 . 1 F-2
44 10/29 See Site Plan 1013 108 . 3 13 . 3 94 . 1 F-2
45 10/29 See .Site Plan 1010 113 . 0 13 . 6 93 . 3 B-2
46 10/29 See Site Plan 1016 99 . 8 25 . 0 87 . 5 F-4
47 10/30 See Site Plan 1013 111. 6 12 . 6 92. 6 � B-2
4S 10/30 See Site Plan 1013 110. 3 12 . 4 91 . 5 B-2
49 10/30 See Site Plan 1015 108 . 7 13 . 2 91 . 1 F-3
50 10/30 See Site Plan 1012 106 . 0 10 . 3 92 . 1 F-2
S1 10/30 See Site Plan 1012 107 . 8 11 . 5 90. 3 F-3
52 10/30 See Site Plan 1012 112 . 3 11 . 9 94. 3 F-3
53 10/30 See Site Plan 1012 107 . 6 10 . 9 90 . 1 F-3
+i 54 10/31 See Site Plan 1013 110. 8 15 . 9 92 . 8 F-3
�,
;;, 55 10/31 See Site Plan 1014 111 . 9 15. 4 93 . 1 F-3
�� 56 10/31 See Site Plan 1013 99 .2 17 .4 92. 7 TP-4
i>
�s 57 10/31 See Site Plan 1014 108 . 0 15 . 7 90. 4 F-3
-7-
`� GEOCON
S';
{T'. ] N C O R P O R A T E P
File No . D-2280-JOl �
May 14 , 1981
TABLE II (Continued)
Test Date Location & Elevation Dry Dens . Moisture Re1 . Comn. Soil Type
No. 1980 ft pcf '/o dry wt . '/o of max. & Remarks
. 58 10/31 See Site Plan 1014 108 .0 15 . 7 90 .4 F-3
59 10/31 See Site Plan 1014 107 . 6 15 .6 90 . 1 F-3
60 10/31 See Site Plan 1012 97 .0 14.9 90 . 7 TP-4
61 10/31 See Site Plan 1012 99 . 3 16 . 7 92. 8 TP-4
62 11/3 See Site Plan 1015 100 . 6 15 .4 92 . 7 F-3
63 11/3 See Site Plan 1016 107 . 3 14.4 90 . 0 F-3
64 11/3 See Site Plan 1015 110. 7 15 . 0 90 . 7 F-3
65 11/3 See Site Plan 1016 105 . 7 13 . 8 91 . 8 F-2
66 11/3 See Site Plan 1013 99 . 3 14. 3 92 . 8 TP-4
67 11/3 See Site Plan 1015 103 . 8 13 . 1 90 . 2 F-2
68 11/3 See Site Plan 1014 111. 3 14. 7 93 . 2 F-3
69 11/4 See Site Plan 1015 110 .5 17 . 6 91 . 7 F-2
70 11/4 See Site Plan 1016 86. 5 30. 7 75 . 8 F-4
71 11/4 Retest ��l 1014 105. 9 1; .0 91. 9 F-2
72 11/4 Retest ��3 1014 103.5 16. 5 90 . 0 F-2
73 11/6 See Site Plan 1012 106 . 1 17 . 6 93 . 1 F-4
74 11/6 See Site Plan 1012 103 .8 15 . 2 91. 1 F-4
75 11/6 See Site Plan 1014 109 . 7 15 . 5 91 . 9 F-3
76 11/6 See Site Plan 1016 97 . 2 17 . 6 90 . 8 TP-4
77 11/6 See Site Plan 1016 104. 6 15 . 7 91 . 7 F-4
78 11/6 See Site Plan . 1015 104. 7 15 . 3 93 . 5 TP-6
79 11/6 See Site Plan 1016 117 . 8 15 . 6 93 .5 TP-6
80 11/6 See Site Plan 1012 110. 1 14. 7 92. 2 F-3
81 11/6 See Site Plan 101?_ 103 . 5 14.4 90 . 3 F-4
32 11/7 See Site Plan 1013 116 . 2 14. 8 92. 2 TP-6
83 11/7 See Site Plan 1013 106. 5 16 .0 92 . 3 F-2
84 11/7 See Site Plan 1013 107 . 7 14. 0 90 . 2 F-3
85 11/7 See Site Plan 1012 114.4 13 . 3 90 . 8 TP-6
86 11/7 See Site Plan 1013 108. 0 14. 5 - 90. 5 F-3
87 11/7 See Site Plan 1015 106 . 1 , 14. 0 92. 1 F-2
-8-
GEOCON
i N C O R P O R A T E D
File No. D-2280-JO1
May 14, 1981
TABLE II (Continued)
Test Date Location & Elevation Dry Dens . Moisture Re1 . Comp . Soil Type
No• 1980 ft pcf % dry wt . % of max. & Remarks
88 11/10 See Site Plan 1013 100. 0 14. 9 93 . 5 TP-4
89 11/10 See Site Plan 1014 104. 7 13 • s 9� • 9 F-2
90 11/10 See Site Plan 1015 114. 8 12 . 8 91 . 8 TP-1
91 11/10 See Site Plan 1015 103 . 7 15 . 0 90 . 1 F-2
92 11/10 See Site Plan 1016 119 . 8 11 . 9 92 . 1 B-3
93 11/10 See Site Plan 1017 116. 9 11 . 5 90 .0 B-3 ,,
94 11/10 See Site Plan 1015 108. 9 12. 7 91 . 2 F-3
95 11/10 See Site Plan 1017 109 . 5 12.4 91 . 7 F-3
96 11/10 See Site Plan 1017 108 . 0 12. 6 90 . 5 F-3
97 11/12 See Site Plan 1019 117 . 0 9 . 8 90 . 0 B-3
98 11/12 See Site Plan 1017 107 .8 13 . 9 90 . 3 F-3
99 11/12 See Site Plan 1019 122.3 9 . 3 92 . 7 F-1
100 11/12 See Site Plan 1016 96. 9 15 . 9 90. 6 TP-4
101 11/13 See Site Plan 1013 105 . 6 14. 3 92 . 6 F-4
102 11/13 See Site Plan 1015 108. 2 14. 6 90 . 6 F-3
103 11/13 See Site Plan 1015 107 . 7 14. 0 90 . 2 F-3
104 11/14 See Site Plan 1014 112 . 6 13 . 1 90 . 0 TP-1
105 11/14 See Site Plan 1014 119 . 1 10. 1 90 . 2 F-1
106 11/14 See Site Plan 1015 120. 2 9 . 7 91 . 1 F-1
107 11/14 See Site Plan 1014 108 . 0 14. 9 90 .4 F-3
108 11/17 See Site Plan 1014 103 . 6 15 . 1 90. 8 F-4
109 11/17 See Site Plan 1014 103 . 8 14. 5 91 . 1 F-4
110 11/17 See Site Plan 1014 106 . 3 14. 8 93 . 2 F-4
111 11/17 See Site Plan � 1014 103 . 6 15 . 7 91 .0 F-3
112 11/17 See Site Plan 1014 106 . 2 14. 9 93 . 2 F-4
113 11/17 �ee Site Plari 1015 107 . 0 15 .4 93 . 9 F-4 .
114 11/17 See Site Plan 1016 121. 3 8. 1 91. 9 F-1
115 11/17 See Site Plan 1016 124. 9 8. 6 94. 6 F-1
116 11/17 See Site Plan 1017 122. 5 8. 9 92. 8 F-1
117 11/18 See Site Plan 1017 121. 8 9 . 3 92. 3 F-1
-9-
GEOCON
' ' 1 N C O R P C> A A T k: D
File No. D-2280-JO1
May 14, 1981
TABLE II (Continued)
Test Date Location & Elevation Dry Dens . Moisture Re1 . Comp . Soil Type
No. 1980 ft pcf '/e dry wt . '/o of max. & Remarks
118 11/18 See Site Plan 1015 104. 6 15 . 1 91 . 8 F-4
119 11/18 See Site Plan 1015 111 . 7 14. 8 93 . 5 F-3
120 11/18 See Site Plan 1015 103 . 1 15 . 6 90 . 5 F-4
121 11/19 See Site Plan 1016 103 . 9 16. 2 91 . 1 F-4
122 11/19 See Site Plan 1015 107 .4 14. 6 90 . 0 F-3
123 11/19 See Site Plan 1017 107 . 3 12• 8 93 • 2 F-2
124 11/19 See Site Plan 1017 109 . 3 15 . 0 91 . 5 F-3
125 11/19 See Site Plan 1018 106 . 0 14. 3 92 . 1 F-2
126 11/19 See Site Plan 1017 114. 1 9 . 2 91 . 3 TP-1
127 11/19 See Site Plan 1018 115 . 2 8 . 9 92 . 2 TP-1
128 11/19 See Site Plan 1017 117 . 1 8. 5 91 . 5 F-5
129 11/19 See Site Plan 1017 115 . 9 8. 7 90 . 6 F-5
130 11/19 See Site Plan 1019 115 . 8 9 . 2 90 . 5 F-S
131 11/19 See Site Plan 1018 114. 8 °. 9 90.4 TP-2
132 11/20 See Site Plan 1017 109. 6 11 . 9 90 • 9 B-2
133 11/20 See Site Plan 1019 111. 2 11 . 6 92 . 3 B-2
134 11/20 See Site Plan 1020 109 . 6 10.4 91 . 0 B-2
135 11/20 See Site Plan 1020 110. 2 10 . 5 91 . 5 B-2
136 11/20 See Site Plan 1020 116 . 5 10. 1 93 . 2 TP-1
137 11/24 See Site Plan 1018 111. 6 11 . 0 93 . 5 F-3
138 11/24 See Site Plan 1019 111 . 3 12 . 7 93 . 2 F-3
139 11/24 See Site Plan 1020 115 . 6 12. 2 96 . 4 F-3
140 11/25 See Site Plan 1017 115 . 6 9 .4 90 . 3 F-S
141 11/25 See Site Plan 1020 119 . 9 9 . 0 93 . 7 F-S
142 12/1 See Site Plan 1020 111 . 8 10. 1 93 . 6 F-3
143 12/1 See Site Plan 1020 111 . 9 11. 1 93 . 7 F-3
144 12/1 See Site Plan 1020 110 . 1 11 . 3 92. 2 F-3
145 12/1 See Site Plan 1016 116 . 6 10 . 3 91 . 1 F-5
146 12/1 See Site Plan 1013 115 . 3 9 . 5 � 90 . 1 F-5
147 12/2 See Site Plan 1019 115 . 7 8 . 9 90.4 F-5
-10-
GEOCON
I N C O R F' O R A T E D
File No . D-2280-JO1 �
�ay 14, 1981 �
TABLE II (Continued)
Test Date Location & Elevation Dry Dens . Moisture Rel . Com� . Soil Type
No. 1980 ft pcf '/a dry wt . % of max. & Remarks
148 12/2 See Site Plan 1018 120. 7 8 . 2 94. 3 F-5
149 12/3 See Site Plan 1019 116 .4 8 . 9 90 . 9 F-5
150 12/3 See Site Plan 1019 114. 0 9 . 7 95 .4 F-3
151 12/10 See Site Plan 1022 112 . 0 8. 7 93 . 8 F-3 FG
152 12/12 See Site Plan 1020 113 . 9 13 .0 95 . 4 F-3
153 12/12 See Site Plan 1019 1212 11.4 94. 7 F-5
154 12/12 See Site Plan 1019 117 . 8 10. 8 92 . 0 F-S
155 12/16 See Site Plan 1017 118 . 7 9 . 5 92 . 7 F-5
156 12/16 See Site Plan 1018 115 .7 9 . 1 90 .4 F-S
157 12/16 See Site Plan 1017 108 . 9 9 . 9 91. 2 F-3
158 12/16 See Site Plan 1019 117 . 7 9 . 8 91 . 9 F-S
159 12/16 See Site Plan 1018 115 . 9 8 . 6 90 . 6 F-S
160 12/17 See Site Plan 1018 116 . 5 7 . 8 91 . 0 F-5
161 12/19 See Site Plan 1020 116 .1 7 . 7 90 . 7 F-5
162 12/19 See Site Plan 1019 116 . 9 8 . 9 91. 3 F-S
163 12/22 See Site Plan 1017 116 . 2 8 . 6 90 . 8 F-5
164 12/22 See Site Plan 1017 116. 6 8 . 2 91. 1 F-5
165 12/22 See Site Plan 1017 117 . 6 9 . 7 91 . 9 F-5
166 12/24 See Site Plan 1056 118 . 1 11 . 4 93 . 0 TP-2
167 12/24 See Site Plan 1053 119 . 3 10 .6 93 . 2 F-5
168 12/24 See Site Plan 1060 119 . 1 11. 2 93 . 0 F-5
169 12/24 See Site Plan 1062 121. 3 10. 1 94. 8 F-5
170 12/24 See Site Plan 1064 120. 1 8 . 6 93 . 3 F-5
1981
171 1/S See Site Plan 1056 108. 9 14 . 9 91. 3 F-3
172 1/S See Site Plan 1058 117 . 1 9 . 9 91 . 5 F-5
173 1/5 See Site Plan 1076 119 . 7 8.0 93 . 5 F-S
174 1/S See Site Plan 1078 116. 9 8. 3 91. 3 F-S
175 1/5 See Site Plan 1080 112.4 8. 5 91 . 7 F-5
-11-
GEOCON
1 N C O R P O R A T E D
. �
File No . D-2280-JOl
May 14, 1981 �
TABLE II (Continued)
Test Date Location & Elevation Dry Dens . Moisture Re1 . Comp . Soil Type
No. 1981 ft pcf % dry wt . '/o of max. & Remarks
176 1/S See Site Plan 1061 118 . 0 8 . 1 92 . 9 F-S
177 1/6 See Site Plan 1063 118 . 1 8. 7 92. 2 F-5
178 1/6 See Site Plan 1065 117 . 5 9 • 6 91 • 8 F'S
179 1/6 See Site Plan 1060 120 . 6 11 . 1 94. 2 F-5 '
180 1/6 See Site Plan 1064 118. 5 12. 0 92 . 6 F-5
181 1/7 See Site Plan 1062 121. 7 9 . 1 93 . 6 B-3
182 1/7 See Site Plan 1066 120.0 8. 6 93 . 7 F-5
183 1/7 See Site Plan 1056 119 .0 9 . 3 93 . 0 F-S
184 1/7 See Site Plan 1058 116. 9 8. 0 91 . 3 F-5
1$S 1/� See Site Plan 1066 120 . 1 10. 8 93 . 8 F-S
186 1/8 See Site Plan 1068 119. 5 11. 1 93 . 4 F-5
187 1/� See Site Plan 1068 122. 5 9 . 9 95 . 7 F-S
188 1/12 See Site Plan 1020 117 . 0 7 . 9 91 . 4 F-5 FG
189 1/12 See Site Plan 1019 113 . 2 7 . 8 92 . 3 F-5 FG
� 190 1/12 See Site Plan 1019 121. 3 7 . 5 94. 8 F-5 FG
191 1/12 See Site Plan 1019 118. 3 8. 3 92.4 F-S FG
192 1/12 See Site Plan 1019 122. 7 8 . 0 95 . 8 F-S FG
193 1/12 See Site Plan 1019 113 .4 7 . 3 90. 7 TP-1FG
194 1/12 See Site Plan 1021 119 . 9 8. 8 93 . 6 F-5 FG
. 195 1/12 See Site Plan 1021 118. 7 9 . 2 92 . 7 F-S FG
196 1/12 See Site Plan 1021 118 . 5 8. 6 92 . 6 F-S FG
197 1/12 See Site Plan 1021 127 . 4 6 . 7 99 . 5 F-S FG
198 1/12 See Site Plan 1021 124. 1 2. 5 95 . 5 B-2 FG
199 1/12 See Site Plan 1021 118. 1 10 . 3 92. 3 F-5 FG
200 1/12 See Site Plan 1020 125 . 2 8 . 1 97 . 9 F-5 FG
201 1/12 See Site Plan 1020 119 . 9 8 .4 93 . 7 F-S I'G
202 1/12 See Site Plan 1020 118. 6 7 . 3 91 . 2 B-3 FG
203 1/12 See Site Plan 1020 117 . 4 6 . 6 90. 3 B-3 FG
' 204 1/12 5ee Site Plan 1020 120 . 2 8 . 7 - 93 . 9 F-5 FG
205 1/12 See Site Plan 1020 117 . 1 10 . 5 91 . 5 F-S FG
-12-
GEOCON
I N C (1 R i' O R A T F i)
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EXPANSION TEST SUMM1�tY
Initial Initial Final
Dry Moisture Moisture
gample Depth DensitY Content Content Surcharge • Expansion
(ft.) (P•c.f.) �) ��) �P•s.f.) �)
Boring No. 1 4.0 107_0 15.0 23.0 144 5.7
Boring No. 1 4.0 101.7 10.7 28.3 144 7.7
Boring No. 1 4.0 106.9 12.4 24.0 144 8_4
Boring No. 1 4.0 101.3 12.0 26.6 144 7.7
Boring No. 2 0-3 100.9 9.3 25.0 144 4.1
Boring No_ 2 0-3 102.8 10.3 24.1 144 5.0
Boring No. 2 0-3 101.5 11.9 24.8 144 4.8
Test Pit No. 4 2-5.5 91.2 15.5 30.9 144 1.0
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N . CONSULTANTS IN THE APPL[ED EARTH SCIENCES
EO�O D GEOLOGiSTS
� ENCINEERS AN
I N C O R P O R A T E D
File No. D-2280-JOl
May 14, 1981
P.H. Lusardi Construction Company
1570 Linda Vista Drive
San Marcos , California 92069
Attention: Mr. Bruce Keeton
Subject: Temecula Valley Industrial Park
Temecula, California
TESTING AND OBSERVATION SERVICES
DURING GR.ADING OPERATIONS
FINAL REPORT OF WORK THROUGH JANUARY 17 , 1981
Gentlemen:
In accordance with your authorization, our firm has performed
testing and observation services during grading operations on
the subject project. These services included:
a. The engineering observation of the grading operations
including observation of the removal and/or processing
of loose topsoils and alluvial materials encountered;
b . The taking of field density tests in the fill placed
and', compacted within the subject site; and
c . The performance of laboratory tests on typical samples
to ascertain pertinent physical. properties .
Site preparation, compaction and testing were performed between
October 15 , 1980 and January 17 , 1981. Grading operations were
performed in accordance with the Preliminary Soil Investigation
for the site prepared by Inland Foundation Engineering Company,
Incorporated of Hemet , California. Their report was dated �
November 16, 1979 and their project number is �4029-001.
Grading commenced with the removal of organics and other debris
from the area to be graded. Areas to receive fill which con-
tained loose topsoils and/or alluvium were then overexcavated
in accordance with the recommendations of the referenced soil
investigation. The bott�m of the overexcavated area was then
■ 6645 CONVOY COURT • SAN DIEGO, CALIFORNIA 92111 • PHONE (714) 292-5100
File No. D-2280-JO1
May 14, 1981 �
scarified and recompacted. Fill derived from the aforementioned
overexcavation operations and/or onsite cutting operations were
placed in compacted layers . The fill placed was tested in ac-
cordance with ASTM Compaction Test D-1557-74. The in-place
density tests indicated relative compaction of 90 percent or
greater.
The grading on the site has been essentially completed with
respect to the project grading plan and the recommendations
contained in the referenced Preliminary Soils Investigation.
It is our recommendation that the structural design of founda-
tions for the site conform with the recommendations of the
referenced report. These recommendations indicate a minimum
width of continuous footing of 12 inches and a minimum depth
of 18 inches below adjacent pad elevation. An allowable
bearing capacity of 1, 000 pounds per square foot is also
recommended. This value may be increased by 1/3 for transient
loads . Structural reinforcement should be performed by project
structural engineers , however , under no circumstances should
the reinforcement of continuous footings be less than one No .
4 bar placed at the top and bottom of such footings .
Lateral loads may be resisted by a combination of friction
acting at the base of slabs or foundations and passive earth
pressures. A coefficient of friction of 0. 36 between soil and
concrete may be used with dead load forces only. A passive
earth pressure of 225 pounds per cubic foot per foot of depth
may be used for the size of footings which are poured against
recompacted soil or dense native soil. Passive earth pressure
should be ignored within the upper one foot except where con-
fined as beneath a floor slab, for example.
Concrete slabs-on-grade should possess a nominal thickness of
four inches and be reinforced with at least 6x6-10/10 welded
wire mesh. In areas containing moisture sensitive floor
covering, the installation of six mil visqueen beneath the
sand is also recommended. Due to the relatively large areas
of concrete slabs-on-grade anticipated for the project, the
slabs should be poured independently of foundations . In ad-
dition, the use of weakened plane joints or saw joints should
also be utilized to control cracking.
The near-surface soils possess a low expansive potential. The
site should be properly fine graded to divert water away from
structures and into controlled drainage facilities .
-2-
GEOCON
I N C U R f'n R A 7' F, D
Fil� yo . D-2280-JO1
May 14, 1981 �
This report covers only work performed between the subject
dates . Any subsequent grading should bTheeservmces�provided
our testing and observation services.
on the site during the subject period were in accordance
with the local acceptable standards for this period. The
conclusions and opinions from our services apply only to our
work with respect to grading and represent conditions at the
date of the conclusion of our services . No further warranty
is given or implied.
Tables I, II, and III present a summary of laboratory and
field tests utilized by our firm. A Site Plan indicating
the general configuration and location of the project is also
included. The locations of in-place density tests are con-
tained on grading plans available at our office .
V y truly yours ,
GE OIV INCORPORATED
J s . Likins
R 17030
J L:mics
copies : (6) addressee
-3-
GEOCON
� 1 N C O R P O R A T E D
` . File �o . D-228� 'O1
Mav 14 , 1981
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V1CINITY MAP
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SITE PLAN
TEtiECULA VALL�Y INDUSTRIAL PARK
� Temecula, California
FIGURE 1 GE O C4N , I NCORP OI-�,ATE D PAGE 4
GEOCON
1 N C O R P O R A T E U
' � Boring No. 5
Stress K.S.F.
i Sandy silt, fine, brown, dry
� � � to moist.
� �
I ' Silt, slightly sandy with trace
' � �f, clay, wet.
�
. 10 - - f � _
t S Silty sand, fine to medium,
� _ brown, wet to saturated.
I '
� ` I
� �
w �
„�� 20 ---- ------
t Silty sand, fine, dark brown.
i � wet.
x ' �
�
a
A �� ; Silty sand, fine to medium,
;
� dark gray-brown, saturated.
30 - - �-- — ------�----- ----�----
. � �
� '
! ' Silty sand, fine, gray, saturate .
�
Silty clay, gray, wet.
40 . . -- - - • -
- Average Earthquake Induced Stresses
-�- - - - - Stresses Inducing Liquifaction
Inland Foundation Engineering� ��iC. •Prelitninary Soil Investigation
Hemet,California P�cels 2 & 3 of Parcel Map No. 13542
Rancho California Area
DATE PROJECT NO. FIGURE NO. Riverside County, California
November 1979 M029-001 C-6 �
� APPENDIX B
LABORATORY TESTING
Representative undisturbed and bulk soil samples were obtained in the
field and returned to our laboratory for additional observations and
testing. Laboratory testing was generally performed in two phases.
The first phase consisted of testing in order to determine the relative
compaction of the existing natural soil and the general engineering
classifications of the soils across the site. This testing was per-
formed in order to estimate the engineering characteristics of the
soil and to serve as a basis for selecting samples for the second
phase of testing. The second phase consisted of soil mechanics test-
ing. This testing included direct shear, consolidation and expansion
testing and was performed in order to provide a means of developing
specific design recommendations based on the strength and settlement
characteristics of the soil. . �
CLASSIFICATION AND COMPACTION TESTING
� Unit weight and Moisture Content Determinations: Each undisturbed
sample was weighed and measured in order to determine its unit weight.
A small portion of each sample was then subjected to testing in order
to determine its moisture content. This was used in order to determine
the dry density of the soil in its natural condition. The results of
this testing are shown on the Boring Logs (Figure Nos. A-2 through A-6.)
Maximum Densitp Determinations: Representative soil types were
selected for maximum density determinations. This testing was per-
formed in accordance with the ASTM Standard D1557-70-method C. The
results of this testing are present�d graphically on Figure Nos. B-3
and B-4. The maximum.densities are compared �to the field densities
of the soil in order to determine the existing relative compaction to
the soil. ' This is shown on the Boring Logs and is useful in estimating
the strength and compressibility of the soil:
�lassification Testing: Eleven soil samples were selected for class-
ification testing. This testing consists of inechanical grain size
analyses and Atterberg Limits determinations. These provide informa-
tion for developing classifications- for the soil �in accordance with
the Unified Classification System. This classification system cate-
gorizes the soil into groups having similar engineering characteristics.
The results of this testing are very useful in detecting variations in
the soils and in selecting samples for further testing. The results
of this testing are presented on Figure Nos. B-5 through B-8.
' B-1 Inland foundation Engineering,lnc.
SOIL MECHANICS TESTING
� Expansion Testing: Three samples were selected for expansion testinq.
Testing consists of compacting one inch thick test specimens using a
specified compactive effort to a density and moisture content corres-
ponding to approximately 50 percent saturation. The rest specimens
were then subjected to a surcharge of 144 pounds per square foot
(1 p.s.i.) and allowed to come to equilibrium at which point they
were inundated with distilled water. The linear expansion was measured
by means of a dial indicator. After a minimum period of 24 hours
when the expansion process was complete the sample was removed and �
dried in the oven in order to determine its f inal moisture content.
The results of this testing are shown on Figure B-9.
Direct Shear Testing: Ztao samples were selected for direct shear test-
ing. This testing measures the shear strength of the soil under various .
normal pressures and is used in developing parameters for foundation
design and lateral design. Testinq was perfoxmed using recompacted and
undisturbed test specimens which were saturated for a minimum of 24
hours prior to testing. Testing was performed using a strain con-
trolled test apparatus with normal pressures ranging from 375 to 3215
pounds per square foot. The results of this testing are shown on
Figure Nos. B-10 through B-11. �
Consolidation Testing: Three undisturbed specfinens were selected for
consolidation testing in order to observe the load settlement character-
I istics of the soil. Testing was performed by carefully trimming one-
inch thick test specimens and placing them into fixed ring consolido-
meters. The consolidometers were sealed in order to retain the natural
moisture content of the specimens. Normal pressures ranging from 325
to 20,800 pounds per square foot were then applied progressively and
the settlement under each load measured by means of a dial indicator. ,
The settlement under each load was allowed to reach a rate of 0.02
�percent per hour prior to the application of the next load. Samples
were saturated during the test at a preselected load in order to
observe the potential for saturation .collapse. The results of our
consolidation testing are presented on Figure Nos. B-12 through B-14. .
Inland Foundation Engineering, I�c.
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' . APPENDIX C
LIQUIFACTION ANALYSIS
Our analysis of the liquifaction potential of the soils underlying the
site was performed in accordance with the "simplified" procedures
developed by Seed and Idriss (EERC-70-9, November 1970) . Generally,
the liquifaction analysis compares the stresses induced by an earthquake
of a given magnitude and causing a given ground surface acceleration to
the stresses required to induce liquifaction. The earthquake magnitudes
and the applicable ground surface accelerations used in our study are
described in the text of our report. The "controlling" earthquake con- �
sidered was a 7.0 magnitude causing ground surface acceleration on the
site of 0.18g and 0.36g, depending upon the depth of alluvium. The
various zones of ground shaking on the site are delineated on Figure .
No. C-7.
The determination of the response of the subsoils to the anticipated
ground shaking was made in accordance with the "simplified" procedures.
The factors considered in this evaluation are the unit weights, relative
densities, effective grain sizes, ground water levels and the number of
stress cycles. The vnit weights and the ground water levels were used
in order to develop the effective overburden stresses upon each soil 4
' deposit. The effective grain sizes along with the anticipated number
of stress cycles were used ''in�order to determine the stress ratio caus-
ing liquifaction. These were determined by the use of experimentally
developed charts by Seed and Idriss. The results of this analysis were
used to develop.the graphs 'presented on Figure Nos. C-2 through C-6.
In these graphs, the stresses caused by the anticipated earthquake are
plotted from the surface to a depth of 40 feet. The stresses causing
liquifaction are also plotted over the same depth. These are based
upon the actual conditions ',encountered within each of our borings.
Where the stresses causing 'liquifaction exceed those caused by the
earthquake, liquifaction is not indicated. This appears to be the
case throughout each of the borings under analysis. The lines repre-.
' senting the stresses causing liquifaction are not continuous within
some of the borings because much of the soil encountered is fine-
grained and cohesive, and therefore, not susceptible to liquifaction.
These deposits are represented by breaks in the graphs at the ap�licable
depths.
� .
�
C-1 Inland Foundation Engineering,lnc.
, Boring No. 1 -
Stress K.S.F.
0.5 1.0 1.5
, � I Silty clay, fine, light brown,
�y•
� .
; Silt with trace clay, brown,
1 i moist, wet.
�
. 10 -- '�-..�
� � Sandy silt, fine, wet, brown.
_�nd, fine-medium, saturated,
� ' t
� brown.
� ' Silty sand with clay, saturated.
� � i I
w
i
-� 20' �� � Sand, fine to coarse, saturated,
.c I � white clean.
� � i ' .
Q . 1 I
I i Silt, slightly sandy, fine,
� gray, saturated.
30 '
� i
� �
� +
, ; .
�
40 -- --
� - Average Earthquake Induced Stresses
— — — — — - Stresses Inducing Liquifaction
�
\
Inland Foundation Engineering, Inc. Preliminary Soil Investigation
Hemet,Califomia p�cels 2 & 3 of Parcel Map No. 13542
Rancho California Area
DATE PROJECT NO. FIGURE NO. g�verside County, California
Novembex 1979 M029-001 C-2 � � -
« Stress K.S.F. �ring No. 2 '
0.5 1.0 1.5
�
, � '. Silt, slightly sandy,
I �� dry to wet, brown. �
�i .
I � '�
I
10 — � (� Clayey silt, very wet,
I '� brown.
� I .
`y ! , � S Sandy silt, fine, very '
I — wet, dark brown.
�`� \ . --�
� 20 1 � Silty sand, fine to medium
a, � ! ' with trace of clay, saturated
a�
A � � to brown.
�, I �
( , Silty clay, moist to wet,
' dark gray.
30 _` _' .
, '
1 ! ' � Silty sand, fine, gray, moist.
1 � !.
,,
40 - ---- �. ,- � �
a
- Average Earthquake Induced Stresses
— — — — - Stresses Inducing Liquifaction
. ,
Inland Foundation Engineering, lnc. preliminary So'il Investigation
Parcels 2 & 3 of Parcel Map No. 13542
Hemet,California itancho California Area
DATE PROJECT NO. FIGURE NO. Riverside County, California
November 1979 M029-001 C-3 -
�
. ' Boring No. 3
Stress K.S.F.
0.5 .5
i
i � ' ( � Silty clay, medium to coarse,
� � light brown, dry to moist,.
' i , gravelly at 7 ft. .
I � �
� •
_ Clay with trace silt, brown,
10 _— � — r— --. wet.
� � _
1 � Sand, fine to coarse, with
� � ' � � trace of silt, wet to saturated.
d .
w ' �
�, i .
q 20 ---- - t -:-
-� � `
� � •� : I
a ; �
a, .
A ; i ;
i � Sandy silt with clay, gray,
� saturated.
30 --- ; ; �
, � Sand, slightly silty, dark
� gray-brown, saturated
40 ---- - - _ ----�--- � �►----
- Average Earthquake Znduced Stresses
— — — — — — - Stresses Inducing Liquifaction
I
Inland Foundation Engineering, lnc. preliminary Soil Investigation
Parcels 2 & 3 of Parcel Map No. 13542
Hemet,California ' �cho California Area �
DATE PROJECT NO. FIGURE NO. Riverside County, California
ovember 1979 M029-001 ' C-4 '
y ,
• ' Boring No. 4
Stress' K.S.F.
i
, �
' � ' Alternating
� layers of
• sand and
10 ----- ------ --- -- ; silt '
� ' I
a� ia�
�.
-� 20 --• --- ----- -- -{
t �+ ! ' � � Silty sand, fine to medium
c� � � ' gray, moist.
� � �
. ,
�
30 ' �
� ;
, � � ti
' � �
, �\ ; Sand, medium to coarse, with
, , � trace silt, light gray-white.
� . 1 _ _.
40 '
- Average Earthquake Induced Stresses
— — — — — - Stresses Inducing Liquifaction
� �
S'
��
�� Inland Foundation Engineering� ��1C. .preliminary Soil Investigation
Hemet,Californla ' p�cels 2 & 3 of Parcel Map No. 13542
Rancho California Area
DATE PROJECT NO. FIGURE NO. giverside County, California
November 1979 M029-001 C- f
: DEA�Ls�R��D�� FF�3 ' ��B
D��o/1�1 1 I1 lg��� ' SHEET NO � OF SCALE
M ,, V L.�.� LJ
(619)223-2426 GALCULATED BY DATE
3274 ROSECRANS ST.
SAN DIEGO,CA 92110 CHECKED BY DATE
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� DEARD FF�3 ��B
DO � °�� LJ���� ' SHEET NO ��F SCALE
' CALCULATED BY DATE
(879)586•7210
9808 BUSINESSPARK AVENUE DATE
SAN DIEGO,CA 92131 ' CHECKED BY
... ..... .. ...... .
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