HomeMy WebLinkAbout16770 LAKESHORE DR_ (2)
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GRADING INSPECTION AND
COMPACTION REPORT FOR
BUILDING PADS 0"
RTH RCIESTT
NORTH1nHREE (3) ACRES _
OF LOT 3, BLOCK B, TRACT 17
LAKESRORE DRIvE, T '
EST
OR RIVERSIDE DRIVE
LAKE ELSINORE, r;A1-IFORNIA
-- RECEIVED —
JUN 16 1983
CONDUC':ED FOR
STELLREC2IT DEVELOPMENT Deft. of Bldg, C Safety
16591 GRAHAM STREET
HUNTiNGTON BEACh, CALIFOR141A 92649
f•�r
W.O. 367902
JUNE 14 , 198:3
714 634
nu���a -2092 (213) 852-4710 lJ�s
92806
1631-1� S ( I
ux, ' treet
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AIXCTION
ENGINEERING
Jame 14 , 1983 W.O. 367902
Stellrecht Development
16591 Graham Street
Huntington Beach, California 92649
Subject: Grading Inspection and
Compaction Report for
Building k ads Only
Commercial Development i
Northwest Three (3) Acmes
of Lot 3 , Block B, Tract 17
Lakeshore Drive , Just Wr.z;t
of Riverside Drive
Lake Elsinore, California
Gentlemen:
Forwarded herewith is the Compaction Report on the above referenced
project. The results of the compaction tests are sh%w, on Table I.
The locations of the tests are shown on the accompanying plot plan.
Laboratory Standard: (ASTM:D-1557-70)
4 inch dia. mold; 1/30 cu.ft.vol. ,
5 layers - 25 blows per laver;
10 A. hammer dropped. 18 inches
Soil Optimum Flax. Dry Dens! t y
Type Clascificatioil Moisture x Lbs . !Cu. Ft.,
I SILT, sandy with 10.0 125.0
gravel, BROWN
AI CLAY, silty, slightly 9. 0_ 127. 0
sandy with gravel , BROWN
III CLAY, sandy, DARK BROWN 14 . 0 117 .5
IV Decomposed Granite/SAID 10. 0 128.0 4
i
The grading operation was conducted from April 8 , 1983 through May 11� ,
1983. Supervision was provided during this period utilizing the rr�port
issued by ACTION ENGINEERING CONSULTANTS dated August 20, 1983, Work
Order No. 367901 .
4
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1630-G Soutii Sunkist at..Anaheim.Ca.92806 (213)852.4710 (714)634.2092
i
Ste"llrecht Development 0. 367902
Page 2 A
0 - W
Prior to the placement of fill soils, alI vegetation and debris wary
removed f-om the site. The existing loose surficial soils were excavated
to competent material. The exposed surface was scarified, moisture
conditioned and reconipacted to ninety (90%) percent of the Laboratory
Standard.
The fill, soils were placed in six (6") :nch lifts, moisture conditioned
ar_d compacted in a like manuier.
The native soil classifies its SAND, fine, slightly clayey, and is
suitable for the support ".: the fill and the proposed structures.
CO=naction was obtained by z:,,:uematic rolling. A water hose was used
for moisture control.
The relative compaction percent was determined by the Sand Cone Metliod
(ASTM:D-155'v-70) and the Nuclear Method (Test Method No. Calif. 231F) .
these tests wTe;-e taken a minimum of every 500 cubic yards placed and
every two (2 ' ) feet in cepth of file placed.
The maximum depth of fill placed was ten (10' ) feet.
The potential expansion of the soil was determined in accordance wit:,
Section 29 of the U.P.C. 1973 edition. Results are as follows :
Soil Expansion Expansion
Type Index Potential
28 Low
IV 0 Veiy Low
�1
t
ire ;proposed structures shall be supported by isolated and continuous
spread footings played a minimum depth of eigh:een (18") inches below
lcwest ajdacent finish grade utilizing a recommended safe bearing; value
o. 1400 pounds per square foot and 1200 pounds per square foot , respect-
ively. This value is for dead plus live load and may be increased by
one-third (1/3) for total including seismic and wind loads where allowed
by node. Increases in bearing capacity for increases in footing dimensions
are tabulated below:
1630-G South Sunkist Street Maheim, Calrfxrna 92806 (714) 634-2092 (213) 852-4710
Stellrecht Development
Page 3 ' � W.O. 36790
Minimum Minimum Bearing Increase
Depth Width Value De th Width Maximum
(Inches) (inc es) ('psi) (Ps t) (psf, t) _ -'
Continuous 18 12 1200 230 125 2400
- solai.;ed 18 18 1400 235 125 2800
Footings should not be poured until authorization to do s-,
as been
obr,airied from the Building Inspector. Excavations may bem2de and
forms set before approval of the report at the owner's risk.
Expansive soil recommendations, outlined on the accompanying Plate A,
should be incorporated into the building design.
s hereby certify that the subject grading was supervised by me and
the vork was done in full compliance with the Grading Ordinance of
the City of Lake Elsinore and in accordance with best accepted
and !.he applicable chapter of the U.B.C. Practice.
REGULATORY COMV1J-!NCE
All =..its , fills o.- ro
p cessing of original ground under the purview of
this report have been completed under the inspection of and with welt-ctive
testing by ACTION ENGINEERING CONSULTANTS and found to be in cocnpi:tr0Ce
- ith the Grading Cede of the Ciry of Lake Elsinore . The completed work
has been reviewed and is considered adequate for the development now
planned, Our findings were made and recommendations prepared :Lr_ accor_
``=nce with generally accepted professional engineering pract-ces, riruf
i no further warranty is implied nor male.
-is report is subject to review by the controlling authorities fc,r
t =is project.
Ae appreciate this opportunity to be of service to you.
Respectfully submitted:
AC':�I,O'NEN�GIJNEERING LCNSln>TIANTS
b-�iCE A. PACKARD RCE 13801
C_CE PRESIDENT - ENGINEERING FIELD
I MSCANN
FD SERVICES
LM:sb
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 352-47in
I
DEPTH U MpISTUF�E DRY UNIT WEIGHT T1fOPE rOMPACTiON D TEST
�- BELOW FINISH
OO
FF
LOCATION GRADE(FT.) (PERCENT) (LBS./CU. F�T•)
TEST N0. - c�S- .�./S-&
/3.6 //8.6
/D! SEE S/LE7�H B D-8.5 — — 9`-�-
--
/oe � _ qA1 y-mac:-�
s- /s
rod --- �--
ID qA1
/7.0
/07
q0
/c.9 93
- -�
— /.S- 2a /a.o liG.n
TABL E I
��-
- DEPTH OF TENS MOISTURE DRY UNIT WEIGHT SOlL RELATIVE DATE OF
BELOW FINISH (�FRCENT) (L$S./CL'. FT.) TYPE COMPACTION TEST
TEST NCI. LGCATIO`' I GRADE(FT.) -
/i 6Y' LS G F S1� :��x �/D. D ��- — ter.-Al-
9-3
/0817
9�
/�3. -Z-
/CR 83 .
_ — -
Gl n `
7. 0 1z3.6
-r '7 7
93
90
7 (
TABLE I
W.O. .3b 7 96a
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xsLs _•
X/JS
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xlo3 x//� xr -
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x�q7 ,r�r4 •
.rY��✓ xJZ S
xs�v 11/21
3CrA8
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LOCATION Of COMPACTION THMow
X = COMPACTION TEST
PREPARED FOR
S-2c5•�
Al er .S'?�rELL/12EC.�T bEVLCZ-0A1E/17- ACTION
LOOKas�taENGINEERIE'..�?P017 9��a CONSULTANTS
--------------
ACTION
ENGINEERING
J
October 7 , 1982 W.O. 367901-A
Stellrecht Construction.
15691 Graham Avenue
thintington Beach, California 92648
Subject: PaNsment Section for Parkittg
Lot - Commercial Developmeht on
%:he Northwest Three (3) Acres
of Lot 3, Block B, Tract 17 ,
Lake Elsinore, California
Gentlemen:
At your request, an R-value determination was performed mi a
representative sample of the proposed subgra,."ie soils at the sub ect
s�.te. Results of this R-value determination (R�:, )) , together svich
assumed Traffic Indices (71) of 3.5 for parking and 5 .0 f03: driveways ,
were used to determine the following recomme. ded pavement sections :
Gravel
Area TI Equivalent_ A.C. A.B. SuhRrade
Parking 3.5 1 .00, 3" 4" *12"
Driveways 5.0 1 .44' 311 911 *1211
*Compacted to a mininnzm of 90% relative compaction
We appreciate this opportunity to be of service to you.
Respectfully submitted:
ACTION ENGINEERING CONSULTANTS
/?,RC
NORY-01 B. THORNHILL
BRUCE A. PACKARD RCE 13801
PRESIDENT VICE PRESIDENT - ENGINEERING
HhP : sb
1630•G South Sunkist St..Anaheim.Ca.92806 (213)852-4710 (714)634.2092
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Action Engineering/Lake Elsinore -4-
Project No. 992-072
depth belor which liquefaction can occur. The ;year
surface soils do not appear to be subject to lique-
faction even if saturated.
Earthquake Induced Landslides: No existing landslides which
could be reactivated by earthquake forces ire present
on the site. No imminent slides were observed on the
subject property or on immediately adjacent propc.rti_es.
Tsunamis: The site is located approximately 25 miles
from the ocean, at an elevation of 1310 feet above sea
level, which precludes it from the effects of a seismic
sea wave .
Seiches: Lake Elsinore is more than 3� mile south of the
site and :some 30 feet below the site. The lake is
relatively shallow with a large open area south of the
\ lake. Such geometry and topography does not lend itself
to the phenomena of seiches.
CONCLUSIONS
Because no faults are presently known to exist beneath the site ,
the probability of ground surface rupture is considered remote.
It is concluded that the proposed site development is feasible
from the engineering. geology poir.t of view.
Respectfully Submitted,
BASELINE CONSULTANTS, INC.
j
RPC./iiC
(8) Action Engineering Cons. % c gar P. EC .ill
. Cousinaau,
I
F
+iC
Action"Eag neering/Lake Elsii.,kore -3-
Project No. 992-072
SEISMICITY
Table One and elate 3, attached, have been developed
From various sources to show the distance to known active
faults in Southern California considered pertinent to the
site. The sources of information include prominEnt text-
books on geology and seismicity, state and county publica-
tions, as well as data disseminated by both public and private
agL.ncies involved with earth faake measuring and monitor=.ng.
While not all sources agree to all items due to the "state of
the art' at the present -rime, the tables and plates included
in this report are brlieved to present a fair and reasonable
evaluation of the available data.
Plotted or estimates: epicenters or recorded larger magni-
tude earthquakes, which have taken place in Southern California
since 1769 , are also presented on Plate 3.
•
GROUNDWATER
Soil Test borings performed by action P.ngineeriny
indicates that groundwater levels are in excess of 50 feet
below the site surface.
SECONDARY SEMNIAIC HAZARDS
LFioliefaction ; Ground failure due to liquefaction is
considered highly unlikely since groundwater lies at a
� � Ground sluff I� - --
0 25 50 7' 100 125 i 175 2 0 225 2 0 275 300 325 350 3 5 4 4 0
I Dar*brown, porous loose, s/c/ayey,silty, fine . AND----grades to clayey,fine SAND-e-grades tc stiff, fia& Svfld C A Y
. y
4 — Brown, mod compact, silty, fine to medium SAIVD---*.grades to sl clayey, eiltyD free to medium S�4IV0
y
7— Tan, Com.pact, silty,fine SAND -0-grades firmer
k.,W;v W, ,
Bottom of trench _
1U= 30,
GRAPHIC LOG OF EXPLORATORY TRENCH SCALES 111=2'
PROPOSED STELLBECHT DEVELC "MERY
L.AKESHORE DRIVE; ELSINORE, CALIFORNIA
,-ALE As noted JAPPROVED BY TD� BY
/ DATE. 8-82
BASELINE CONSULTANTS INC.
JAAWiNG NUMBER
PROJ. 99 2-0 72 2 �
trosT 1aAs�6F. .
�I -
1 '+
L
s f.:
�.. 420
A i
North
400
1
Auproximate
•
1 1
4 �
wof ExploratorTrench
:w.• -.�.
250
h �
200
1
t•. ,w3t i•F150 yr
I +
r t,.
4
• l 10 1
50
10501
Riverside Lakeshore Drive
ti
Robert
• - Stellbecht • • 1 .�7
Lakeshore
Drive
Lake Elsinore, California
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PRELIMINARY SOILS ENGINEERING
INVESTIGATION AND GEOLOGIC
SEISMIC REPORT FOR PROPOSED
CO10 ERCIAL DEVELOPMENT ON THE
NORTHWEST 3 ACRES OF' LOT 3,
BLOCK B, TRACT 17 , LAKE
ELSINORE, CALIFORNIA
CONDUCTED FCR:
STEL;,RECHT CONSTRUCTION
15691 GRArW4 AVENUE
HUNTINGTON BEACH, CALIFORNIA 92648
W.U. 367901
AUGUST 20 , 1982
-- RECEIVED
JANOr ,
1GJ
Dept. c( Faldii• 3&
1630-G South Sunkist Street Anaheim California 92806 (714) 634-2092 (213) 852 .1710 �
At
ENGINEERING
r
August 19, 1932 W.O. 367901
Stellrpcht Construction
15691 Graham Avenue
Huntington BeacE, California 92648
Subject: Preliminary Soils Engineering
Investigation and Geologic
Seismic Report for Proponed
Commercial Development on the
Northwest 3 Acres of Lop 3 ,
Block B, Tract 17 , Lake
Elsinore, California
Gentlemen:
Pursuant to your request, a Preliminary Soils Engineering Investigation
and Geologic Seismic Report was performed at the subject site. The
purpose of the investigation was to determine the general engineering
characteristics of the soils and geologic aspects on and underlying
the site and to provide specific recommendations for the design of
foundations and retaining structures.
A Geology and Seismicity Report, prepared by Baseline Consultants ,
=s attache,.' and considered a part of this 'Preliminary Investigation,
The proposed development will be single story frame and block
const 1, u..r_tion over slab rn grade. The structural loads are not known
at this time , but for the purpose of this report, they are assumed
at the twenty-five (25) kip range for column loads and wall loads in
the range of two (2) kips per lineal foot.
SITE CONDITIONS
The subject site is a nearly level, rectangular, three (3) acre parcel
in the vicinity of the northwest corner of Lakeshore Drive ind Riverside
Drive in Lake Elsinore. At the time of our investigation, the subject
site was a vacant field essentially in it' s natural state covered with
annual grasses .
1630-G South Sunkist St..Anaheim.Ca.92606 (213)852.4710 (714)634•Z092
gtellrech':: Construction W.O. 367901
Fgge 2
Am
FIELD INVI STIGA;ION
A field investigation was performer! on July 29, 1982, consisting of
the excavation_ of one (?) seismic trer:ch the length of the site by
tractor mounted backhoe equipment and cne (1) hnll.ow stem auger boring
at locations shown on the attached plan. As the test boring and trench
were advanced, the soils were visually classified by the Field Engineer,
A summary of the boring and trench are attached (Table I) .
Undisturbed samples for detailed testing in our laboratory were
obtained by pushing or driving a sampling spoon into the maten al.
A solid barrel-.type spooii i4as used having an inside diameter of 2.50
inches with a tapered cutting tip at the lower end and a ball valve
at the upper end. The barrel is lined with thin brass rings , each
one (1") inch in length. The spoon penetrated int+., the soil below the
depth of boring approximately twelve (12") inches. T3-r+ central portion
of this sample was retained for testing. All samples 'n their naturhl
field condition were sealed in air-tight containers anti transported to
the laboratory.
PILL CONDITIONS
Fill material was not encountered on the subject s1te.
'NATURAL CONDITIONS
'natural around encountered in the test boring classifies as SAND, very
fine , silty, slightly clayey, underlain by SAND, fine to medium, 51,;.ghtly
_kK--RATOR•Y TESTING
Sear tests were made with a direct shear machine of the strain conLrO l
Lv-pz in which the rate of strain is 0.05 inches per minute. The machine
is designed that tests may be performed ensuring a minimum of disturbance
f_er~ the field conditions. SE turated specimens were subjected to shear
=de-r various normal loads. The results of tests , based on ultimate
values , are presented on Plate A and tabulated below:
1630-G South Sunkist Street Anaheim, California 92806 (714) 634.2092 (213) 852-4710 ZZLI Z'
li
� i
5tellre-at Construction J.O. 367901
Page, 3
Seitsmic Depth f.:i Cohesion Angle of Intornal
lrsrtch Lbs./Sri. Ft. Friction (Degrees)
South End 3 150 25
North En.i 3 300 20
Consol:i;ia .:.,.n tests were pe:'Lormed on in-situ moisture .and saturated
specimer,b c+ typical soils. The consolidometer, like the direct shear
machine, is cesi3ned to rece4-ve the specimens in the field condition. .
Porous stones , placed at the top of the specimens, permit the free
flow of water into or from the specimens during the test. Succe-ssive
load increments were applied to the top of the specimen and progreasive
and final load s-.ttlemen'_s under each increment were recorded to an
accuracy of 0.0001 inch. The final settlaments.-so obtained are plotted
to determine the cir-ves shown on Plate B.
Expansion tests were performed on typioa? specimens of _natural soile.
These tests were performed in accordance with the procedures outlinwd
in 'O.B.C. Standard 29-2. Results of these tests are presented in Table
I and indicate the soil. to exhibit-.a low to medium expansion potential.
Particle size analyses were performed on samples obtained by using the
standard selves hyrodometer in accordance with ASTM:D-422-72. The
particle size distribution curves so obtained axe presented on Plates
i, F, G, H and I,
CONCLUSIONS AND RECO10ENDATIONS
On the basis of our investigation, development of the site as proposed
is considered feasible from a soils engineering standpoint provided
that the recommendations stated herein are incorporated in the design
of foundation systems and are implemented in the. field.
An evaluation of potential liquefaction of the soil conditions
encountered at: the site was performed applying the s4irplified procedure r
developed by Seed and Idriss (1971) The evaluation was based on
Standard Penetration field results , laboratory analysis of field samples ,
a"-id approximations with regard to determination of significant stress
cycles and cyclic shear stresses cs.asi.nS liquefaction tinder field
conditions .
1630-G Soath Sunkist Street Anaheln;,W.fynm 92806 -(714) 634-2092 U13)852.4710 U1T'-SSl
Stellrecht Construction W.O. :367901
Page, 4Ip
\
The potential for liquefaction is considered highly unlikely.
GFADING
The seismic trench and bore hole indicate the upper three (3) to five
(3' ) feet of soils to be generally loose and prone to consolidation,
hence, unsuitable in their present cordi-ion for structural support.
Ovexexcavation and recompaction of these soils in accordance with
the attached "Specifications for Grading" is recommended. The
southern third of the site contains the deepest loose soils.
All grading and/or foundation plans shall be reviewed by the Soils
Engineer.
FOUNDATIONS
The proposed structures shall be supported by isolated and continuous
spread footings placed a minimum depth of eighteen (18") inches below
lowest adjacent finish grade utilizing a recommended iafe bearing value
of 1400 pounds per square foot and 1200 pounds per square foot, respect-
ively. This value is for dead plus live load and may be increased by
one-third (1/3) for total including seismic and wi- d loads where allowed
by code. Increases in bearing capacity for increas= _ in footing dimensions
are tabulated below:
Minimum Minimum Bearing Increase
=y_ la Depth Width Value Ds th Width Maximum
(inches) (inc�ies) (p— - (ps ft) (psf t)
Continuous 18 12 1200 230 125 2400
isolated 18 18 140n 235 125 2800
El'PA'SIVE SOILS
Results of expansion tests indicate that the near surface soils have
a low to medium expansion potential. The medium recommendations on the
accompanying Expansive Soil Recommendations , Plate C, should be
considered in design of foundations and slabs.
g
1630-G snuth Sunkist Street Anflheim, California 92806 (714) 639 2092 (213) 851-4710 /2 740M
� A
�itellrecht Cork s':truction- W.O. 367901
Page S
S'E77LEMBIT
7be maximum anticipated total settlement is on the order of one-half
(1/2") of an inch. Differential settlements are expected to be less
than one-fourth (1/4") of an inch, measured between adjacent structural
elements,
SUBSIDENCE AND SNRINKAC E
Subsidence over the site is anticipated • o be on the order of 0. 20 feet;.
Shrin1kaige of reworked riaterials should be in the range of fifteen (15%)
percent.
1ATERAL DESIGN
Lateral restraint at the base of footings and on slabs uLay be assumed
to be the product of the dead load and a coefficient of friction of
0.40. Passive pressure on the face of footings may also be used to
resist lateral forces.. A passive pressure of zero at the surface of
finished grade, increasing at the rate of 250 pounds per square foot
of depth to a maximum value of 2500 pounds per square foot may be used
for natural soil and compacted fill at this site. If passive pressure
and friction are combined when evaluating the lateral resistance , t'"le
value of the passive pressure should be limited to two-thirds (2/3) of
the values given above.
FLOOR SLABS
Slabs on grade should be designed according to recomm-.idations for
medium expansive conditions , as shown on Plate C. Care should be
exercised to ensure that reinfircing mesh is placed in the center cf
the slab.
The soil should be kept moist prior to cast-ing the slab. hjvjver , if
the soils at grade become disturbed during construction, the, should
be brought to approximately optimum moisture content and be rolled to
a firm, unyielding condition prior to placing; concrete.
1630-G South Sunkist Street Anaheim, California 92806 (714) 634-2092 (213) 852.4710 U �
f +
S+ccllrechr Crns+truction ti.b. 1679O1
Paget
In areas where -a moisture sensitive floor covering will be used, a
vapor barrier consisting of a p;las:�ic file (6 mil polyvinyl chloride
or equivalent) should be used. The vapor barrier should be properly
lapped valid sealed. Since the vapor barrier will prevent moisture from
draining frog; fresh concrete, a better concrete finish can usually be
obtatined if at Least too (211) inches of sand is spread over the vapor
barrier prior to placiement of concrete.
GE.NE:RAL INFORMATION
This report presents recommendations pertaining, to the subject site
based on the assumption that the subsurface conditions do not devinte
appreciably from '.::hone disclosed by our exploratory excavations. our
recommendations ,,re based on the technical information gathered, our
understanding of the proposed construction, and our experience in the
geotechnical field. We do not guarantee the performance of the project. ,
only that our �ngiueering work and judgements meet the standard of care,
of our profession at this time.
In view of t'ae general conditions in the area, the possibility of
different local soil conditions cannot be discounted. Any deviations
or unexpected conditions observed during construction should be brought
to the attention of the Geotechnical 'engineer. in this way, any
reouired supplemental recommendations can be made with a minimum of
delay to the project.
If the proposed construction will differ from our present understr;.i,ding
of the project, the existing information and possibly new factors may
have to be evaluated. Any desig-a changes and the finished Flans 0';ould
be reviewed by the Geotechnical Consultant. Of particular import-,.rice
would be extending development to new areas , changes in structural
loading conditions , postponed development for more than a year, Cr
changes in ownership.
This report is issued with the understanding that it is the responsibility
of the owner, or of his representative , to ensure that the info•rr:4�ation
and recommendations contained here are called to the attention of the
Architects and Engineers for the project and incorporated into the plans
1630-G South Sunkist Street Anaheim,0hfomia 92806 (714) 634.2092 (213)i352-4710 1
1
_` � .Pagel��ci►I: '�ozlsaructi+on W.O. 367901
a�aad that the\necessary steps are taken to see that the Contractors and
S•xbcontractors carry out such recommendations in the field.
2his. report is subject to review by the controlling authorities for
this project.
aPPreciate this opportunity to be of service to you.
Respectfully submitted:
ACTION :NGINEERING CONSULTANTS
� r
11ORKAN B. THORNHILL
PRESIDENT ROI,ANL ACt?*dA
STAFF ENGIbMEER
BRUCE A- PACKARD RCE 13801
VICE PRESIDENT - 'ENGINEERING
RA:ab
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,, � t '� ilk i � ! + � � � k , tS�•`3 ,�� � '�;
� � ! 'lr 5- ! ✓` 1 4 i�,'I i c 4 �� � .S f • /'^`♦ !� �: ,: �. # j ti' ;. 1L�+ r��;g
&EXPANSIVE_SOIL RECOMMENDATIO W.O. 367901
Very Low low Medium N) h
Expansion Index ` 21 5-0 51-
Fooring Width
1 story See Body 12"
2 story of Report 15„ 15�� 12"
_ 15"
Exterior Footing Depti, See Body
1 story of Report 12" 18" 18"
2 story 18" 18" 18"
Interior Footing Dept
1 story 12" 12" 12" 18#1
2 story 12" 12" 18" 18"
Footing Reinforcement Not Required 2 #4 bars 2 #5 bars 4 44 bars
I top 1 top 2 top
1 bottom 1 bottom 2 bottom
Slab Thickness 4" Nome. _ 4" Nom. 4" Nom.
4" Actual
Slab Reial'orcement Not required 6"x6" 6"x6"
l i3 bars on 18"
I01f?0 a
6/16 center both way
Moisture Barrier (2) bb mil visqueen 6 mil 6 mil
6 mil
1" sand
visqueen 1" visqueen I" visqueen 1"
sand sand sand
6"x6" #10%=10 Fre Floating Free Floating
Garage Reinforcement Not required or 114 slag 6"x6" 611x6"
114 (3) #10/110 06 06�
tirade Beam - Garage Not Required Not Require) Same as adj.ntrance Same as adj.
_ ext. footing ext. footing
(Seabgrade Not Required Not Required 4" coarse 4" coarse
------ sand (4) sand (4)
'resaturation Not Required Above opt. m/c 110% of optimum 1231 of optimum
to depth of m/c to depth of /c to depth of
footing (No footing footing
testing)
Nate: (1) The surrounding areas sould be graded so as to ensure drainage away from the
building.
(2) Concrete floor slab in areas to be covered with moisture sensitive coverings
shall be constructed over a E mil plastic membrane. The plastic should be
properly lapped. sealed and protected with sand.
(3) Quartering of slab should be a;--complished by the use of pre-molded expansion
joint material and not by saw cutting.
(4) One (1") inch of sand over moisture barrier may be included in this four
(4") irtch total .
PLATE
1619-G South Sunkist Street Arobei k CarOzfta 92806 (714) 634-2092. (213)852-4710
l fl'• 7
r -
{
Stellrecht Construction
j ,
TABLE �.
y •s
1 - • • - • •
SouthLocation Feet Index Potential
tt 34 •
Trench
e � i
' - r
k' North Seismic • • V'Ledium
Trench
t )
f
I.
1
I i
5 s'.
r •
1California1. I' 1 c r
i
d{ J' 4
y i
SUMMATiv SHEET
PROac
GECLV41CAL ENCINEERMG
"SCRIPT ION CLASSI FICAT IOWDESCR IPTIOW
SZL';, sandy, very fine ,
1 damp , soft , loose, LIGHT
BROWN
Z
(7- -1z) 3
(36 16) S �
SILT, sandy, fine to medium .
,
6 medium dense, damp , LIGHT
BROWN
7 -
8 �9 -
SAND, very fine to medium,
10 silty, very dense, damp ,
11
i4
13
i4
5
(6- 6) X Some coarse SAND
16
17
18
G BORING No. 1
SUP.FACE ELEV.
Hollow Stem
x EQUm.Auger HOLE DIX
z
LOGGEOIlY Roland Acuna
r ►' t 2 w=
.�i h w Z' SOB NO. DATE SAECT
W = L
c E ° 8 367901 18/20/82 D�2
1630-G South SuNu,t Strxt Anaheim Cafdwnia 2 06 4 s
414
aly- A—.
r.
y.
V4
eu
�Yf.�5 K A , r �,... .*iL a� s • c.. r i ..
• .r- i •.. .��rC./ � r � s- �?�R p � �� _ � a tv.
•�� r.r r,1 a r'"
jw—
s, •. � .t�. "• r .
a�
} ku
f
h„
di y- �lz ••
� f i l• • _
,t r t 1 • 1
f 1
t 11
_�.ti _f'_ j •l 1
,e .li 4�:,• l JI .. a�
{ r Y
� c
a a •r l
e
r
a "•
t
1
� Lr✓
r 1�+•�4 r r r[ :. �.t' , 1,}�} i Ldt �+ 11 � , - '�✓ � .'i 3
r
+ / ayL' .i '.,�t t }., � T r � ♦� C' •r N' � 4- � .•'L �i i . '� „�, '
SUMMARY SHEET -- -
PROJECT Stg Ir�ertion
GEOLOGICAL ENGINEERING
DESr-lk*TION CLASSIFICATIONIDESCRIPTION
f
O
� � I
1 t '1 -
1
1
1
1
1
1
1
1
1
i
1
1
1
1
1 �
1
1
1
1
t
1
1
1
1
I
I
1
1
i
1 _
1
1
1
I �
1 +•'1
I �O
I Cc U
1 1
I �
Z
O
O
` r-t i,l
¢ EORING No.
O
v SuRFACE ELEV.
Eauly. Backhoe H0LE Dill
Z F 2
► O
a 0 W LOGGED ar Roland Acuna
~ 2
�11 ,1 EI V
JOS NO. DATE fHf ET
c ?� 7901
v � � e �o �'� $ 2G 8Z 21�i2
6
s30 -im Calif
-
TMW
SPECIFICATIONS FOR GRADING
CILF aG_
RV.
oxiseting vegetation shall be stripped and hauled from the site.
ME"WATION
ra�r the foundation for -the fill has been cleared, plowed or ace,rified,
N.t *hall be disced or bladed until it is Uniform and free from large
CaAlds, brought to a proper moisture content and compacted to not: less
am ninety (901) percent of the maximum dry density in accordance with
4,M-D-1557-70 (5 layers - 25 blows per layer; 10 lb. hammer - 18" drop,
it." diameter mold) .
:E'LI RIALS
On'-site materials vay be used for the fill, or fill 'Materials shall
consist of lmater{i]� approved by the Soils Engineer and may be obtained
frrzm the c wawa-ion of banks, borrow pit.- or any ocher approved bource.
The naterf:. s urged .should be free of vegetable matter and other dele-
terious substances and shall not contain rocks or lumps greater than
eight (V) inches in maximum dimension.
PLACING SPR-FADING AND COMPACTING FILL MATERIEILS
I&era neturai slopes exceed five (5) Horizontal to one (1) vertical , the
exposed bedrock shall be benched prior to placing fill.
A, key shall be placed at the toe of each fill slope a minimum width of
ten (10' ) feet: and a minimum depth of two W) feet.
Ile selected fill material shall be placed in layers which, when
compacted, shall not exceed six (611) inches in thickness. Each
layer shall be spread evenly and shall be thoroughly mixed during
t-be spreading *to ensure uniformity of material and moisture of each
layer.
I"zere the moisture content of the fill material is below the limits
specified by the Soils Engineer, water ,shall be added until the
=oisture content is as required to Ensure ,horou h bonding ,end
thorough compaction.
26WG South&v*g Stmet Anaheim, C&W0rtia 92806 (714) 634-2092 (213)852-17►0
oc � r Page 2
�p iticatio�as� xo.. �r .ng g _
V.
ere the moisture content of he fill material is above the limits
specified by the Soils Engineer, the fill materials stall be aerated
by blading or other satisfactory methods tantil the moi-sture content
is as specified.
After each layer has been placed, mixed and spread evenly, it shall be
thoroughly compacted to not less than ninety (9O%) percent of the
maximum dry density Lit accordance with &S- M:D-1557-70 (5 layers -
25 blow, per layers 10 lb, hammer - 18" drop: 4" diameter mold)
or tither density tests which will attain equi.valtzt results.
Compaction shall be by sheepsfoot roller, multi-wheel pneumatic
tire roller or other types of acceptable rollers. Rollers shall be
of such design that they will be able to compact the fill to the
specified density. Rolling shall be accomplished waile the fill
material is at the specified moisture content. Rolling of each layer
shall be continuous over its entire area and the roller shall make
sufficient trips to ensure that- the desired density has been obtained.
The final surface of the lot areas to receive slabs on grade should
be rolled to a dense, smooth surface.
The outside of all fill slopes shall be compacted by means of sheapsfoot
rollers or other suitable equipment. Compacting operations shayl rye
continued until the outer: nine (911) inches of the slope is ea.. "least
ninety (9O%) percent compacted. Compacting of the slopes may be done
progressively in increments of three (3) to five (5' ) feet of fill
height as the fill is brought to grade, or after the fill is brought: to
its total height.
Field density tests shall be made by the Soils Engineer of the compaction
of each layer of fill. Density tests shall be made at intervals not to
exceed two (2' ) feet of fill height: provided all layers are tested.
Where the sheepsfoot rollers are used , the soil may be disturbed to a
depth of several inches and density readings shall be taken in the
compacted material below the disturbed surface. When these readings
indicate that the density of any layer ni fill or portion thereof is
belolo the required ninety (9O%) density, the particular layer or portion
,thal.l, ba reworked until the required density has been obtained•
O9G-G SaAh Sunkist Street Anaheim, Calitorrda 928H (714)634.2092 (213)352-4710
Specifications. for Grading Page 3
The grading specifications should be a pain of the project specifica-
tf.QAl6.
The Soils Engineer shall review the grading plan prior to grading.
INSPECTION
She Soils Engineer shall provide continuous supervision of the site
clearing and grading operation so that he can verify the grading was
done in accordance With the accepted plans and sepecif ications.
SEASONAL LIMITATIONS
No fill materials shall be placed, spread or rolled during unfavorable
weather conditions. 167hen work is interrupted by heavy rains, fill
operations shall rot be resumed until the field tests by the Soils
Engineer indicate the moisture content: and density of the fill are
previously specified.
16,30-G South Sunkist Street. Artaheirrr,, Wfornia 92606 (714) 634-2092 (24) 852.4710
Inu-
15307 MINNESOTA AVE- '?OWLS E'Vaw4w" �;4
PARAMOUNT, CALIF. 90723 (213) C 33-8152
August 11, 1982
Project No. 992-072
Action Engineering Consultants
1630-G south Sunkist Street
Anaheim, California 92806
Subject Reference: Robert Stelltecht Project
Lakeshore Drive
Lake Elsinore, California
Gentlemen:
This is to report the rs ;ults of a geology and seismicity
study of the above referenced property. The subject property
is within an area suspected to be unuerlain by traces of an
earthquake fault, and generally within the Elsinore Fault
Zone. In order to determine whether a trace of a fault is
present in the near surface soils , an exploratory trench was
excavated along a line crossing most of the proF-�rty, an& the
earth materials encountered were carefully examined and logged.
Orientation of the trench was made in order to intercept any
suspected trace at nearly right angles. Plate 1-A depicts thrf
location of the trench relative to the property and nearly
st.reats, .chile Plate 2 presents a graphic log of the earth
materials encountered in the trench.
GEOGRAPHIC Ai:D GEOLOGIC SETTING
The property is situated on the east side of Lakeshore
Drive; some 110C feet notl. of Riverside Drive, at an average
elevation of 1310 feet above: sea level.
I
Action Engineering/Lake Elsinore -�-
I�toject No. 992-072
Plate 1, Vicinity Map, depicts the location of the site relative
to surrounding streets, landmarks and general topography.
As disclosed by the exploratory trench, the site is
immediately underlain by Allu;rial Deposits consisting of
sands and clays. These deposits are reported to overlie
crystalline basement rocks.
FAULTS
Major earthquake faults known to exist in Southern
California are shown on Plate 3. Table One .lists faults consider-
ed "active" , that is, faults which break all formations,
including alluvium, have zm observable topographic expression,
and have undergone movement accompanied by earthquakes
during historic time, or have been so designated as active
by the State of California , Division of Mines and Geology.
No faults, active or potentially active were observed in
the exploratory trench or a:re known to exist within he
subject_ property. No faults, offset strata, or indications
of past ground movement were apparent in the nat_zLal materials
as exposed in the trench.
The traces of branches of the Elsinore FaUt are reported
to pees some 500 feet westerly and some three miles to the
southwest beyond the site. No traces of this fault or any
other were encountered in the near surfice deposits of the:
subject property.
Il08ER PARLEE CIVIL ENGINEER*
2662 B. 20TN ST. #306 CE 10146 mt 1001k
SIGNAL 1,1LL, CALIF. 90804 Ph. (213) 494-2662 ,
COMERCIAL %LDG. FOR S1ELLRECN
W.S.S. & ASSOC. DESIGNER
DESIGN LOADS PANELIZED ROOF SYSTEM DATE 11-6-62
LOAD AT RAFTERS
roofing 3.0
sheathing 1 .2
2x4's @ 24 .__5
5.0 psf D-L .
20 . 0 psf L .L .
z5.0 psf T.L .
LOAD AT PURLINS
load a; rrfters 5. 0 psf D .L .
purlins at 2.0
Misr.. 2 . 0
,
� P F. L 'S -- RECEiVEw
20.0
29.0 psf T .L . Dr_'Li 0.7, 1982
LOAD AT L! R`uLF; # Dent, of BILZ. & Safety
load a; purl ir.s 5.0 psf � • � -
glyder 3.0
12 .0 Psf j 12 . ,,sf D.L .
600 s4 f : . area 12 ^ ps ' 400 area 1 ;,sf L .L.
24 .G I,,f � . L . �� •� psf T . L .
. . SIG4 STRESS,-
STRUCTURAL .7 3 ! :'S AND r L�•`. .� � � �i r:� c � a
NO . 1 DO(U- LA_ FIR f - 95 asi
N0 2 v3US, AS TiR f - psi "' a5 ►�� ; 1 , ?��
SEAMS AND ST; i , rERS
NO . 1 DOUr_AS C i f f w 1 353 : i t' U5 ✓� 1 " 1 , . 1
STRUCTURAL Lli:►4T FRAMIN:,
a
RUbEkt ly. 1-AkLLE
CIVIL E:tGINLEI'COMMERCIAL BLDG. FOR STELLREChT CE 1G146
W.S.b. 6 ASSOC. DESIGNER
GLU-LAA BEAM bItIPL£ bLi,M
UlvlFUkJn LC,Aiih:.►
bEAM NO. 1 MAIN ROUP bLAM
TR1bUTARY AREA - 20.0 x 52. 0 =
1rfl4U.0 S.E .
LOAD ROOt 20.UUx24 = 460
U 0 .L. ) = 4bU Fit w' —(L. L. ) 240 pit
SPAN L =
52.06 f t. f = 2,15b. psi h = 155 psi c, c oet .
1. 25
SUCII(�N MODULUS REQU1RLD S = `
hL x1. 5/tc _ 722. 4 in. cu.
MUMI .N'1 OF INERTIA REQUIRED
1r — i, iC(,. 0 kst
L/24U L'= cl . spdn ! = 44N �a '+. 5(;1 tL' ) �;
= 1 }, jSS. b gib. 4t11
L/-6U
AREA RE:VUihtu 4 = 2. (,J tL. A =
„ l • _L—tl)xi .5/F,r� = yl. l t���.
ENE hEALi'iCN
11,4tiU. 1
'SEARING AREA HL1UlktD = — tb.
U:L 5. 125 x .s1. 5 SYMtbC:L 24F `LLL-L AS tali & l,F:r —F11. t.UA:E -
NLF
1:3, 34L. 1 A _ "
161.4 1.1;1in tE:.:'Ivh
CAP. bEh bEA)w 1. 5 x D. L. a 1. 7 1r+.
r
` RflbEltT' H. PARL£E
CIVIL ENGINEER Ioi46
COMMERCIAL SI.1X;. FOR CIVIL
W-5-8. & ASSOC. DESIGNER �
hUO D dZAM DZ61GN SIMPLE bEAM UNIFORM LUAUIN,(i
bEAN NU.2 READER AT FRUNT hALL
LOAD Roof 5.00X30/1.25- 12V
Wall 7.00 x 15 = 1W)
beam = lf-
% O .L. ) = 241 pif w' tL. L, )
64 pI f
SPAN L 15.5u it. i = 1,2�(�, psi h = 95 psi c , c:oef . = 1 . (,u
SECTION kGDULUS REQUIRED S ti WL2x_1/5/fc = -
1+:014ENT OF 1NER7 IA RF.�i(!.l'RED 3 /c• '� i , c U,
E = 1,it:t,.i, kSi
L/24U L'= cleat span I = 44bwW) /E -
- i74. G in. 4th
) x (L ) /E = 1c;LI-. 2 in. 4ih
AREA R£QStli�£D it. A - s. i . SL--6) xi. 5/tic = 2o. c sy• lr,,
bEAR1N6 A6EA r.E�(�af <.r, b
= 5. 2 sy•
UbL 4 x 14 NC,. LIDUGLA'o FIR
S - 102.4 1 = e7b.4 A - 46. 4
t�idAh! 2.1,• i tiLALEi, Ai HRUNI Lk CUVL�:.: k.ALK
MUAD :iaol o. C%(rx 3t; 5
t:L� _
L/ ,:4 i. .. — C:..C S=.is i t i iL
5/ h
h
ROBERT H. PARLEE SAM 4
CIVIL. ENGINEER CE 10146
CUMN£RCIAL BLDG. FOR STELLREChl'
W.S.B. & ASSOC. DESIGNER
ROOF JOIST DESIGN JOIST SIZE AND SPACING: 2 x 4 # 2 D.F. @ 240 o/c
UNIT LOAD T.L. - 25 psf LIVE LOAD w' a .10 psf
SECT. MOD. S x 3. 1 in. cu. MOM. OF INERTIA I w 5. 4 in. 4th
STRESS f = 1450. psi COEF. c = 1. 25 E - 1.7 kal
MAXIMUM SPAN Center to center
Flexure design
L a (Sfc/1.5wb) /2 8.60 ft .
Deflection design L/240
L m (Ix1000/. 263w'b) 1/3 7.99 ft.
MAXIMUP. SPAN 8 `-06
ROOF JOIST DESIGN JOIST SIZE AND SPACINr;. 4 x 12 f 1 D.F. y(,w a/c
UNIT LOAD T. L. = 29 psf LIVF. LOAD w 20
SECT. MOD. S s 73. 8 in. cu. M"JM. OF INERTIA I = 415. 3 io . 4tlt
STRESS f - 1725. psi COEf'. = 1 . 25 E x 1 .
MAXIMUM SPAN Center to center
Flexure design
L 3 (Sfc/1 . 5wb) 1/2 = 21 .39 ft ,
Deflection design L/243
L �
(Ixl00C/. 263w1b; y 21 . 45 ft. .
MAXIMUM SPAN 211- 59
i
ROBERT H. PARLEE
CIVIL ENGINEER
COMMERCIAL BLDG. POR STELLRECHT CE: 111146
w.6.8. i ASSOC:. DESIGNER
PAD FOOTING DESIGN �CG.
SOIL VALUE USED IN DESIGN 1,200 psL at 12" dcRtr}t
FOOTING NO. 1 EACH END OF MAIN G.L.b .
LOAD
P = 12,48C lb.
AREA REQUIRED A I. 15 x I'i � 11.�6 sq. 1 �.
SQUARE Rcul � 3.46 f L.
USE; 3'- 6- 5Q. PAL) E'uuj,1luf, 12" ih;U KAI'UkAF.. GkADL
A = 12. 3
NO fiLINFLXCING lilru°D EUk ;E" ThICK EUL"IIN(,, MLA-6URED EhUM 't4►p GE'
SLAB fGR MONULITHIt; peUli.
}C-uI :NG NU. 2 CLNILR PAD EGk BEAM NU. � UtvGElt iC�" SQ. C(iLtr,
LGRL 2 x 115bG -
�' -AkLA RtQU1hLU M ;, 1 fili lb.
1. 13 x E-� ;s .E • ) = s.G� sq.
bQUARL RLiLj 1. 74 L i.
USE; 1 '- y- SQ- PAD E'Llf-1 i NG 12- IN'IU NA'i UhAL GRADL
A
NO hE1N£ORCING E.E.Q-D
I
LIM
KObLit'l 8. HItLE < CIVIL t::<vihEEt2, CE 10146
C'DAMLNC1AL BLDG. FOR SlELLRECHT
h.S.t3. 6 ASSOCt„ DESIGNER
L..I LI:AL FORCES TYPICAL 20 X 52 UNIT
t%ALL \LOCATWN DIWLL OF TR. AREA UNIT LGAD LOAD SEIS. = FORCE WALL SHEAR �' ASSISTING'
S'ti h FeRCE (s.f.) (rf f l w. ) (1b. ) CGEF.` (le.) LENGTH (Pki) ELEMENTS
A/l REAR L/R 2Ox2E (14+ 0+10) - 12,460x. 186 2,321/6 387
EXT. MALL
8/1 FRONT L/R 2(1r35 (14+ 0+10) - 16,8O0x.186 = :3, 125/4 781 1/ 2" PLYW.
LX1 . WALL
L/1 CENTER T/b 2Ox35 (14T` 04 10) 16,800x. 186 !. 3,125/49 64 1/2' DRYV,.
WALL
nALL!, UUi LE ZhRLE CAN bE kLNLVLL I Uh ,Lr,AAN'i 1ME'RUVbMIrNl.S . SHLAli < 200
Ok.Y %ALL NAILING:
L)kl%ALL i hAVE t)L
5/.:" DRYWALL r.AY6 6E. ZQULLR NAILS Ai 7" O/C
Ahl:Nl n bL Lis EUE< 3/t " 1 LYW(:'�U St:EAIl FAl.ELS 'iu br. 1! 2 A lU AT 15" G/C
AhL'11L:h bL,L`lb rUk 1 / c' FLYhL UL tai-:LAi. FAN.* I.!:� bb 1/2. X 10 AT 12" C:/C
r i ;Y+� �: _ 'ttGiir. F.'.1't: h.',VI: tt:.. L 1; !.L i•.i �UF. LSE 16n NAILS Al v/C bLUCK 'lU bLUCK
ANU hLLi—h '!U l;i.itiib, 'li%lt'LL Li::F Lk A35 Al lb" O/C.
ROBERT U. tPARLLE SH'l'. L-Z
CIVIL ENGLNEE:kt LE 10146
Cl
COMMERCIAL BLDG. FOR STELLTAECHT �
i
N.S.B. b ASSOC. DE51GNER
l ATLRAl FORCES
IMLAN NALL DE51GN
4' FT. WIDE 1/2' PL)MO0D NUN-BEARING WALL 11 Fl . NIGH
LOAD v a 800 PLF V = 4x600 = 3, 20U Lb.
Y O.T.1%. 11 'x3,200 4 35,,�UC1 1
RESISTING %GOIENI WALL 4'x12'xl6x2' _ - 1,536
QOE 2'�c6'p14x2' x - 336
33,328 ' 4
UPLIFT ANChORS:
U - 33,328/4xi. 33 = 6,265 Lb.
!�IMPSON ANCHQ%tS:
USE (Ai SMPSUN HD5 TO 4X4 PC '1 LACH 5l[)L UE .BEAR PANEL WITH
(2) 3i4" DIAM. hULlb 4U 4X4 AND (1) 3/4" DIAM, AN(HUR BULT,
PER HG5 1 a 3, 61(, E.A.
,j
1,1.'I E NNAI L:
U�,w c21 SiMPSUN HD7 ANCKk 'i 4X4, k`ub'i LA(Ai IUF: (J ',hE:Ak:
PANLL W';Th l3) ;/b" D1AM. bui.:.' 1V 4X•l ANT) ( i 1 [,iF e.N(:.�lkc
E 6,50v Lb. EACH
E,E S 1 S^.'i ttiG MOM►EN1 E Ui.i E(.(.i t NG :
FTG. 5'xl5Ux2„ 5 ' I ,t ,
F.� ihEtJhLarkl"� :�itE �� EUk C.U` I'INUk, .ti
�s (33, 32b--1, 5"1y}� A . (,u() - , r :er:,
A u h/2.2d 1<'UH CcN% lNu(..ub t��.1iN�
A - 13x1'sxl - 33 - . Et :;lr• �t�. k'! , 4 'I .
s
USE (2) NO. F, 6ARS 10P i, 13UT'I'UM (4 'iLlAl.)
A .ES
ANCh()k BOLTS: SPACING - 61(,xl . : i/ L'06
USE 1/2x:0 ANCHOR bUhab Q 12" U/L MAX.
iLYWOOD NAILING: USL 10 d NAILS P 2" U/L h.L(_J.. AND 1 +,i'.
iN7F!k3.C1~l3.,- -ALL PLYWOOD EDGE. MEMbl-lib 3" N6m1NAi., Ni1N.
"Y
I
ROBER; H, PARLEE SHT. L-3
CIVIL ENGINEER CE 10146
COMMERCIAL BLDG. FOR STELLRECHT
W.S.B. 6 ASSOC. DEEIGNER
LATMA:L FORCES
DRAG STRUT CONNECTION TO PLYWOOD SHEAR PANEL
V 4x600 ■ 3,200 LB.
PLATE SPLICE:
USE V-0' MIN. LENGTH PLATE SPLICE WITH (3) 5/8' BOLTS.
VA = 3x1,000x1.33 = 3,990 LB. > 3,200
{ y'
ItOt3ERT H. PARLEE
stir. L-4
(;►: IU146
CIVIL ENGINEER
CUMMURCIAL BLDG. FOR STELLRECHT
rl.u.6� 5 ASSOC- DESIGN"
I.ATLIZR%L FARCES
S..�AR Pp;ltdElr 11ESIGN 12 i T• WIDE 3/8" I,l.l':i()oL' NON ING 11 FT, HIGH
-�r'.\!L
.a W
IA-PAD V 570 pl f U 12x51 U = (,, ti4t; l l;. Y
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