HomeMy WebLinkAboutB16-2527 039-300-003r Bum
Butte
Butte County Building Division °OT's
NOV 15.2016
u1w•--- """" "`" `�` `G`'' Y DEVELOPIME1vT
Owner s name: e, LA Z A.P.#�-_ SERVICES
Home Manufacturer: i �i¢�g-/�� Manufacture Year:
Model Number/ Name: S5P7 /
Width: (ft.) Length: _ ,}
FOOTINGS: Wood - pressure treated or foundation gradef J Other.
SUPPORTS: Concrete blocksV Other:[
Provide manufacturer's installation manual, support blocking requirements and state
approved or engineered foundation or tie down system specifications.
Pier. Footing Sizes and Locations
SINGLE WIDE MULTI -WIDE.
Line 1TEE
-------------------------------------- LM6 1
Line 2Section 1 Line 2
Line 1
---------- ,� Line 3
Section 2
Line 2
------------------------------------------ -------=- �ine 4 (triple wide only)
Section 3 Line 2
Line 1 Piers. now Loa& psf Pieced @ 30 lb. load
Minimum size piers:. j ] X [ ] PLEASE SEE PAGE 29 OF
Spacing maximum:
INSTALLATION MANUAL
From ends maximum:.
Line 2 Piers:
Minimum size piers: [ �'] X [ Qq"l
Spacing maximum: gr
From ends maximum: i'
Qr
Line 3 Roof Loads:
Minimum size piers:
Location (from front):
Minimum size piers:
Location (continued):
Line 4 Roof Loads:
Minimum size piers:
Location (from front):
Minimum size piers:
Location (continued):
Line 1 Openina§'ERMITZ52_7
Mirlifhum size pier: [ BUTfE UNTY D VELOPMENT SERVICES
Required at each side of eM� Iy,ZgFOR
PLIANCE .
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All homes blocked @ 30 psf as a standard. v" i - a w►
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COUNTY
Nov 15 2016
DEVELOPMENT
SERVICES
Gi 6�a5a7
PLATINUM SERIES 40'6" X 73' 4" GSP721K
4 BEDROOM, 3 BATH — 2,855 SQ. FT.
s
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
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DATE ((-Z 7n - BY
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REVIEWED FOR
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CoLTNv
PERMIT
NOV BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
DEVELOPMENT CODE COMPLIANCE
SERVICES DATE" -7-94)(0 BY
13'-W CARPET LAYOUT
STANDARD CARPET
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wsu suir
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16M 7120 8300
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OPTIONAL CARPET
Wsu BATH
FMR
FMR
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20.1 30 140
1240126/0i32001
1200
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FAm ftauml 10 w"t, k"
A15..y Plml #972
PACIFIC S.W. PAC BLVD.
C L"T
ALBANY, OR 97321
M
Pho'e (541) 926-8631
WODCEOC-,
Fax (866) 491-6847
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------------
CARPET & PIER LOC.
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Ir WALLS
LEGEND
SE
-:-UP NOTES:
1,ULU SMtb uar-042K-■ 113
AUM PER TABLE 5 THROUGH
M RED 17'M 1 Om & 'll!"111.1
- INVAILLAmoN umm
I. CENTMIN E FaM M BE LOCATED UNDER RiDGE
SUPPORT POSTS.
2. THE STANDARD CONFICURAT; 0: THS HOME MAY HAVE BEEN
A CUM PW ON
MODIFIED. SKU BE PROADED. IF NOT. THE
4-6-13
5C Or INSTALLATION WANUAL
FOR SPACING AND LOADING-niffro—
-D
SET-UP CONIRAC,01 SNAIL CALL C6
-
'A CUSTOM PIER PRINT.
Bu I 11;
CoLTNv
PERMIT
NOV BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
DEVELOPMENT CODE COMPLIANCE
SERVICES DATE" -7-94)(0 BY
This Project shall comply with the2013 Califomia Building Code (CBC), ( 1' 1
2013 California Residential Code (CRC), 2013 Califomia• Electrical Code
(CEC), 2013 California Plumbing Code (CPC), 2013 California ,Fire Code
and the 3013.Califomia Green Building Standards Code.. (J
a. Non-combustible or ignition resistant ext r
C ! I
wall coverings in accordance with 2013 C
Section R327.7. P
b. Extl or glazing in accordance with 201 CRC
Sectio R327.8. One pane of window s all also
be tem
c.Decking aterial in accordance ith 2013 ? PERMIT #
CRC Sectio 27.9. _� BUT =COUNTY DEVELOPMENT SERVICES I
d. Ignition resist t or non-combu REVIEWED eaves and R�EWE� FORsoffits in actor nce .with Zo 3 exC section �ODE COMPLIANCE
R327.7.5. ..
e. Fire resistive exteri door in accordance with 7-;W-17 BY r ( 302013 CRC Section R3 7.. ATE
f. Ignition resistant or no -combustible exterior �i % %�T .�
porch ceilings in ad ce with 2013 CRC
ce
Section R327.7.6.
g. Gable attic vents and foundat n vents shall be
fully covered w•th metal re mesh or SNS �e, 511-0 P
noncombustible aterials with mimum of
1/16" and shall not exceed 1/8" enim ngs• D EjC f ST 1
�P). ../ �� I6 X32' APpv...or. I
compliance wi 2013 CRC Section , 27:6.2. wt ra 12'X 24' 7-.4 46 l �{2 X �% r
h. Approved eavk vents that resist the in 'cion of _
Flame and burning embers. Per 201 CBCT
Section R3 #1
7.6.3 Exception .
i. 'Underfloor areas (skirting) of elevat or
overhanging buildings shall be enclosed ito
grade in accordance with the acquirements of
2013 CRC Section R327.7.8 and R327.T9. I
fie LES WEU— I _-3
i
�'P,�Q� PT G
MINIMUM EROSION AND SEDIMENT CONTROLS (7"Op 90�E�
FOR PROJECTS DISTURBING .LESS THAN. ONE _- _ _ S ' 6Y1sT f
ACRE - (ifapplicable) ( �� y1/ST I� t I WITH AM171DOW
•
Stabili2cd en Provide minimum Y :to 6" I �/
666
�'� � � 34X4?'� 22'X22 •
fractured rock 50'long x'15' wide by 6'•deep
over construction grade fabric. - 4- �� -�(J (E) F�t�U�J� t' —
• All soils tracked onto paved roadways must be/
y 1339 i q ' I t 130'
cleaned up on a daily basis. When streets are
wet or during a rain event there shall no I i
trackingof soils onto the street.
• Wattles installed properly behind curb or �. _. — _ _ _ — _I (e) ME�Q(S)
sidewalks.
_j
771
• Rock bags (minimum per side) it all drain inlet '
locations within 150' of the project site.
• Internal filters placed inside each drain inlet. 106t
• Trash bars across the•back of all drain inlets. !E% F�Gt UNE ) g J 1 �Jj
• areaStabilize all di 51; o f soils in ,the front yard �y 9 /r,� ��LSA
areas within DS' of the back of curb or
sidewalk. (Straw or erosion blanket may be Ji
used for this application)-
• • Stabilize all slopes where erosion could occur>r, So,e rI
and.cause silt run off. (Straw blankets may be glp�ro�G 2
used for this application)—
eXAll paint, fuel, construction products etc. shall a€
be stored in a covered location away'
from
(E� w A), t,�J• `sem`^ - tit ILS
sidewalks and storm drain inlets.
• Portable chemical toilets, if provided on the 7.21N. RJE. M.o.e.&M. 39-30 SITE MAP SCALE: V= 40'
site, must be. kept off of streets and sidewalks i ` ' zs PROJECT DESCRIPTION:
and at least 50' from the nearest storm drain PARCEL VAP AREA OF INTEREST { .
inlet. is / ,10 G (P) Proposed:
• All trash must be collected and stored properly. 29 •9wa°°` ` Proposed:
Do not let items such as drywall mud boxes, a °a i 28 Demolition and • removal of existing Replacement Manufactured Home
paint buckets, cleaning material containers etc. ,
"' ,,.�.- ,, - Manufactured Home
come in contact with any rainfall or storm , I O O 0 . ° Q I Installation of Replacement 2ND Dwelling on Stemwall Foundation System: 40'6" X 73'4"2,9670)
water runoff. 40'6" 'x 73'4", 4 BDRM/ 3 BTH, 2,855sf
• Provide a designated area for concrete washout.
Hay bales lined With h visgueen may be•used for 1. d I Manufactured Home on stemwall foundation APN
»°,, ��.. _ I system. This home has 200AMP electrical 039-300-003 105.92 ac.
this application. Rollaway bins may also -be laSite'
°° service 8910 Seven Mile Lane
used. All concrete washout systems shall be • I "p° I ii�n ' �• 18 deep footing; 12" concrete pony wall Chico, CA 95928
placed off of the paved streets.
B_z m stemwall perimeter permanent foundation ,
• Afler installation of the above items is O 1 I Cy.S)4 ! 1`
system - wood frame and sidingto match
complete a maintenance program needs to be l y Owner: Ronald A. Madery, Jr.,�l
P P gr ,mom 1. � � home. 9 1
developed to insure the continued effectiveness Two 3' x 3' landing with steps, and"one "steps Kandida De La Cruz Madery & 1 [LJ'
of your Best Management Practices. I I' only" off factory Covered Porch - Redwood
Dig out and base rock home pad. Xochitl L. De La Cruz `J
Rough Contact: De Ann Marinello /
g grading only; No finish grading. i
F I Tying into and trenching to/ from all existing
utilities. Redline Installations, Inc.
„9.»4
01"'` C—ty A,o i 200AMP service disconnect box(530)891 -6719, Ext. 216
z"'underground f deann@redlineinstall com
38.90
1 %," water line from well.
BUTTE
Mum
rdam
No 15 HIS,
�WI>�
Soils Investigation Report
for
Madery Residence
8910 Seven Mile Lane
Chico, California 95928
Prepared for:
Redline Installation
13407 Garner Lane
Chico, CA 95973
Streamline Project No. 2493
September 23, 2016
Q�pFESS/ON
R1CHF�� G�yc
_Wo 535 M
M
7
OF
r'EnIvil
SEAL APPLIES TO SHEETS 1 THRU BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
DATE 1
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
TABLE OF CONTENTS
1.0 INTRODUCTION
1.1 General.....................................................:..........................3
1.2 Proposed Construction.......................................................... 3
1.3 Scope of Work....................................................................... 3
' 1.4 Attachments '
2.0 FINDINGS.................................................................................................. 4
2.1
Site Description:.:.:.................... .....
.....................................
4
' 2.2
Subsurface Soil Conditions ...................................................
4
2.3
Erosion Controls..................................................................
4
2.4
Ground Water......................................................................
4
2.5
Asphalt Pavement.............................:..................................
4
2.6
Corrosive Soils.....................................................................
4
3.0 CONCLUSIONS AND RECOMMENDATIONS ....................................... 5
3.1
Site Clearing and Grubbing ...............................................
5
3.2
Site Preparation...........................:........................................ 5
3.3.
Engineered Fill Construction .................................................
5
3.4
Foundation Design Recommendations ....................................
6 '
3.5
Interior Concrete Slabs on Grade for Living ..........�
3.6
' Special Inspections................................................................
7
3.7
Site Geology and Seismicity ....................................... .........
7-
3.8
Soil Expansion Potential.........................................................
8
3.9
Liquefaction Potential ...... :....:. ..................
..............................
8
3.10
CBC Requirements................................................................
9
4.0 LIMITATIONS..................................................................................... 10
Figures:
Figure 1: Site Location
Figure 2: Test Pit Location Plan
Figure 3: Unified Soil Classification System
Figure 4: USGS Design Maps Summary Report
Figure 5: Earthquake Epicenter Map
Appendix
A: Field Investigation Description and Logs
Appendix
B: Laboratory Test Data
Streamline Project No. 2493 Page 2 of 9
60 Independence Cir., Ste. 201!; Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
1.0 INTRODUCTION
1.1 General
Streamline Engineering, Inc. and Applied Testing Consultants have performed an
investigation of the soil near the proposed building pad for new home. The purpose of
this report is to provide the design parameters for the foundation system required to
support the structure described herein. This report is intended to satisfy the
requirements of the 2013 CBC Section 1803. This report should not be used for
additional structures on this site without written approval of Streamline Engineering.
1.2 Proposed Construction
This report is prepared based on the assumption that the proposed structure will be a
manufactured home placed on a conventional concrete spread foundations. The pad is
located as shown on the map included as "Figure 1". The foundation system design is
not within the scope of this report. The foundation designer is solely responsible for
providing an adequate foundation design to support all imposed loads on the structure
including loads required by the California Building Code (CBC) edition as noted in 1.1
above.
1.3 Scope of Work
The scope of our services included the following:
• Exploration of the subsurface conditions near the proposed building pad using 1
exploratory test hole.
• On-site observations of the area surrounding the building pad to study
topography and drainage patterns.
• Research maps prepared by the United States Department of Agriculture (USDA)
• Provide the seismic design variables, SMs, SM 1, SDs, SD 1, soil site class, and
the Seismic'Design Category provided by the Unites States Geologic Survey.
• Provide soil classification per Table 1806.2 of the CBC based on on-site
observations, soil testing, and USDA mapping of site.
• Prepare report of findings and recommendations.
• The scope of work excludes any items not mentioned above.
1.4 Attachments
This report contains Site and Test Pit Location Plans, a profile log for test pit 1,
laboratory test data sheets, and ASCE 7-10 Standard Seismic Design Provisions from
the website: http://www.earthouake.usgs.gov/research/hazmaps/design/index phi).
See figures and appendices.
Streamline Project No. 2493
Page 3 of 9
60 Independence Cir., Ste. 201 • Chico, CA 95973 1 (530) 892-1100 1 Fax: 892-1115
2.0 FINDINGS
2.1 Site Description
The development site is located on a parcel as shown on "Figure 1" in Chico, California.
It is bounded by existing buildings and agricultural land. The site is relatively flat. We
made a site visit on 9 / 09 / 16 and found no significant areas of standing water. The
building site had no trees or buildings on it at the time of our observation.
2.2 Subsurface Soil Conditions
The soil encountered in the top 60" of our test hole consisted predominately of fat clay.
The soil would be classified as OH (Organic Clay) as shown on the "Sieve Analysis -
Combined" per the Unified Soil Classification chart. See Appendix A for more
information and soil profile.
2.3 Erosion Controls
It is not within the scope of this report to determine erosion controls. The owner is
solely responsible for monitoring erosion for this site. Erosion on our near the site
could have a negative impact on any proposed structures on this site. The owner shall
maintain the site and surrounding areas as necessary to protect the structure(s) from
the effects of erosion and be in compliance with all government requirements.
2.4 Ground Water
At the time of our field investigation, no groundwater was encountered in our test holes.
It should be noted that the groundwater level on this site will vary depending on the
local rainfall, irrigation practices, and runoff conditions. It is possible to find perched
groundwater on this site.
2.5 Asphalt Pavement
It is not within the scope of this report to provide any recommendations for the
construction of asphalt pavement.
2.6 Corrosive Soils
It was not in the scope of this report to test for corrosive soils. It should be noted that.
Streamline Engineering does not provide corrosion engineering services. If it is
necessary to test for corrosive soils, we recommend that a qualified corrosion engineer
be retained to provide the necessary services and testing.
Streamline Project No. 2493
Page 4 of 9
60 Independence Cir., Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115
3.0 CONCLUSIONS AND RECOMMENDATIONS
3.1 Site Clearing and Grubbing
The site was cleared at the time of our observation. Existing foundations, utilities,
septic tanks, and leach fields must be located and removed prior to grading the site.
Tree roots larger than 1" in diameter within 5' of the building pad shall be removed and
replaced with properly compacted engineered fill. All voids resulting from the removal
of foreign objects shall be replaced with properly compacted engineered fill. The
thickness of the finished building pad may vary from the scarified depth.
3.2 Site Preparation
After completing site clearing and grubbing, the exposed native soil to receive
engineered fill should be scarified to a minimum depth of 8" and then uniformly
moisture conditioned to within + 4 percent of the ASTM D 1557 optimum moisture
content. All surface grades shall be constructed to drain surface water away from the
structure pad for a minimum of 10' on all sides. Roof drain discharge should be
collected and directed to discharge down slope from the building pad a minimum of 10'
away from the building. All compactions shall be observed by Applied Testing
Consultants.
3.3 Engineered Fill Construction
Where engineered fills are used to support the proposed structure(s) they shall be
constructed as noted below:
Prior to placement of engineered fill within the pad areas, all organics shall be removed
and replaced with compacted engineered fill. The exposed sub -grades should be
moisture conditioned and compacted to a minimum of 90% relative compaction, based
on test method ASTM D1557. Engineered fill should be placed in 8" loose lifts, moisture
conditioned and compacted to 90% relative compaction. The compacted thickness of
each layer shall not exceed 6 inches. Compaction control and testing should be
performed by a qualified testing agency to insure the recommendations of this report
are followed. Depending on the amount of rock encountered in the on-site or import
soils. We recommend that compaction testing be performed using Sand Cone methods
(per ASTM D1556), or Nuclear Density methods (per ASTM D2922). If imported off-site
material is required to build the pads to finish grade, it must be approved by a
representative from our office and meet the following minimum criteria. Import material
must have a plasticity index of less than 4; be non -expansive (EI<20); have 100%
passing the 3" sieve; 30% to 60% passing the #4 sieve; and no more than 20% passing
the #200 sieve.
Streamline Project No. 2493 Page 5 of 9
60 Independence Cir., Ste. 201 • Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115
3.4 Foundation Design Recommendations: ,
Based on the results of our field investigation, it is our professional opinion that the
structure described in Section 1.2 may be supported on continuous reinforced concrete
footings. The footings shall be properly sized by a design professional to support the
design loads without exceeding the allowable design values provided in this report. The
bottom of all footings shall be level and clean.
Design Criteria:
NOTE: THESE VALUES SHOWN ARE MINIMUM DESIGN VALUES AND DIMENSIONS.
LARGER DIMENSIONS AND LOWER DESIGN VALUES MAY BE USED AT THE
DISCRETION OF THE DESIGN PROFESSIONAL. IT IS NOT WITHIN THE SCOPE OF
THIS REPORT TO DESIGN THE FOUNDATIONS.
Class of Materials: 0 to -5'+ - Class 5 OH
Allowable Foundation Pressure: ,
Dead + Live loads: 1,500 psf
Wind or seismic loads: 2,000 psf
Allowable Lateral Bearing Pressure: 100 pcf
Lateral Sliding Resistance:, 130 psf
Minimum Footing Depth: 18" at perimeter into undisturbed soil and
18" below finished exterior grade
Minimum footing steel:
Continuous footings: As determined by design professional
Isolated footings: 0.002 times the cross sectional area of the
footing in each direction
Minimum interior/ exterior slabs: As determined by design professional
Moisture control through slabs: As determined by design professional
Note: Any deviation from the assumptions stated above will require written
approval of Streamline Engineering.
Streamline Project No. 2493 Page 6 of 9
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
3.5 Interior Concrete Slabs on Grade
Not applicable
3.6 Special Inspections
The foundation system is conventional in nature and within the scope of the required
Building Department inspections. There are no special inspections required for the.
excavations or concrete footings associated with this project.
3.7 Site Geology and Seismicity
The site is not within an Alquist-Priolo Special Studies Zone according to the State of
California Department of Conservation. There are no active faults running through the
site according to the book, "Maps of Known Active Fault Near -Source Zones in
California and Adjacent Portions of Nevada". Based on these sources, surface rupture
due to faulting activity should not be an issue for this site. Due to the frequency of
earthquakes in Northern California, ground motion should be expected to occur at this
site during the life of the proposed structure. Based on the ASCE 7-10 Standard
Seismic Design Provisions for this parcel we have the following Seismic variables:
For Lat. = 39.628698 degrees N and Long. = 121.909390 degrees West
Soil Site Class D (per CBC 1613.5.2)
Ss, Period 0.2 sec.: 0.626 g
S1, Period 1.0 sec.: 0.280 g
SMs = Fa x Ss: 0.813 g
SM1=FvxSl: 0.515g
SDs = 2/3 x SMs: 0.542 g "
SD1 = 2/3 x SM1: 0.344 g '
Seismic Design Category: D (As defined by the CBC)
Streamline Project No. 2493
Page 7 of 9
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
3.8 Soil Expansion Potential
The surface and near surface soils encountered at the site were found to contain a
certain amount of clay, which has potential for volumetric changes. Based on the EI
test that was performed on a sample by Applied Testing Consultants the upper layer of
soil is considered to be expansive.
Even under ideal conditions the risks for damage to structures due to the swelling and
shrinking of soils are not completely eliminated.
3.9 Liquefaction Potential
Liquefaction is a phenomenon in which the strength and stiffness of a soil is reduced by
earthquake shaking or other rapid loading. Liquefaction occurs in saturated soils, that
is, soils in which the space between individual particles is completely filled with water.
This water exerts a pressure on the soil particles that influences how tightly the
particles themselves are pressed together. Prior to an earthquake, the water pressure is
relatively low. However, earthquake shaking can cause the water pressure to increase to
the point where the soil particles can readily move with respect to each other. When
liquefaction occurs, the strength of the soil decreases and, the ability of a soil deposit to
support foundations for structures is significantly reduced. Based on our site review,
the soil types found at this site are not prone to liquefaction.
3.10 CBC Requirements
This section is intended to address the applicable requirements listed in section 1803
(Foundation and Soils Investigations) of the CBC. The following code sections have
been specifically addressed as noted below:
1803.3.1 The classification and investigation of the soil has been made by a
registered design professional. The wet stamp and signature of the
individual responsible for the report is on the cover sheet.
1803.5.1 The soil classification has been determined based on the soils map
provided by the USDA, and on-site observation. For the purpose of soil
classification, on-site observation by a registered design professional
without testing is acceptable per Section 1803.3.1 of the CBC. See
"Design Criteria" in Section 3.4 for soil classification.
1803.5.3 See section 3.8 "Soil Expansion potential" in this report.
Streamline Project No. 2493
Page 8 of 9
60 Independence Cir., Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115
4.0 LIMITATIONS
This report was prepared according to the scope of work included in our "Contract for
Professional Services" agreement made between Streamline Engineering and our client.
This report is intended for the sole use of our client. Use of the report by a third party
is neither expressed nor implied and shall be at the party's sole risk.
Our recommendations contained in this report are based on our engineering judgment,
research of government documents, and site observations for the site location described
in this report. This report was prepared specifically for the proposed structure(s)
described in this report. If additional structures are constructed at this property, the
owner shall contact Streamline Engineering for approval. Our findings are based on the
condition of the site as it existed at the time of our site observation. If site conditions
have changed since our investigation was completed, we shall be notified to examine the
changes and determine if our initial recommendations are still valid. This report is only
valid for the CBC edition shown in section 1.1. For structures built under newer
additions of the CBC, written approval from Streamline Engineering is required.
If on-site excavations during construction reveal conditions different than specified in
this report, Streamline shall be contacted for a follow up evaluation and possibly new
recommendations. This report is not valid for discovery items or other changes to the
site. This report should not be used after 2 years of the specified date on the cover
sheet without written approval of Streamline Engineering.
It is not within the scope of our work to locate buried objects or problems that were
concealed by others. These objects include, but are not limited to existing foundations,
leach fields, septic tanks, fuel tanks, and underground utilities. We cannot be held
liable for hidden objects.
The elevation of the groundwater noted in this project is only relevant for the date of the
site observation. This depth to groundwater can change with time and location.
Itis not within the scope of our work to identify or locate hazardous materials that may
be contained on this site. These materials could be manmade or naturally occurring. If
the owner would like to have a hazardous material survey performed, it is the owner's
responsibility to contact a specialist in this field to perform the survey as needed.
These findings are based on our professional opinion and are not intended as a
warranty of any kind. Design for consolidation, differential settlement, and engineered
fill are by others. No warranty is expressed or implied. Please contact us with any
questions at 530-892-1100
Streamline Project No. 2493 Page 9 of 9
60 Independence Cir:, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
FIGURES
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
SYMBOLS
CODE
TYPICAL NAMES
Grain Size
<3 Very Loose
GW
in Millimeters
Well graded gravels or gravel - sand mixtures; little or no fines
N
GRAVELS
GPPoorly
o o
graded gravels or gravel - sand mixtures, little of no fines
o
(More than a of coarse
76.2 to 4.76
c
3" to 3/4"
GM
fine ( f)
Silty gravels, gravel - sand - silt mixtures
A
Q^yN
fraction > No. 4 sieve size)
til H .moi
4.76 to 0.074
coarse ( c)
No. 4 to No. 10
4.76 to 2.00
z -n
No. 10 to No. 40
GC
fine ( f)
Clayey gravels, gravel - sand - clay mixtures
0.420 to 0.074
SILT & CLAY
Below No. 200
Below 0.074
oS
W
1 • . , :
Well graded sands or gravely sands, little or no fines
c N
SANDS
SP
Poorly graded sands of gravely sands, little or now fines
p
(More than } of coarse
SMSilty
sands, sand - silt mixtures
CJ
fraction < No. 4 sieve size)
SC
Clayey sands, sand - clay mixtures
ML
Inorganic silts and very fine sands, rock , silty or clayey fine
c
SILTS & CLAYS
sands or clayeystilts with slight plasticity
CL
Inorganic clays of low to medium plasticity, gravely clays, sandy
—1 z
v
LL < 50
clays, silty clays, lean clays
OL
Organic silts and organic silty clays of low plasticity
zo
W 'y
lI
1 1 1 I 1 I 1 I 1 I
Inorganic silts, micaceous of diatomaceous fine sandy or silty
til = N
SILTS & CLAYS
1 ( I 1 1
coils, elastic silts
w a
z c
CH
Inorganic clays of high plasticity, fat clays
c:.
LL > 50
OHNA
♦
Organic clays of medium to high plasticity, organic silty clays,
organic silts
HIGHLY ORGANIC SOILS
PT
— — — _
Peat and other highly organic soils
OTHER SYMBOLS
= Drive Sample: 2-1/2" O.D.
California sampler
= Drive Sample: no recovery
= Initial Water Level
X —Final Water Level
— — — = Estimated or gradational
material change line
= Observed material change line
Laboratory Tests
P1= Plasticity Index
EI = Expansion Index
UCC = Unconfined Compression Test
TR = Triaxial Compression Test
GR = Gradation Analysis (Sieve)
CON = Consolidation Test
GRAIN SIZE CLASSIFICATION
CLASSIFICATION
RANGE OF GRAIN SIZE
Below/ R Description
U.S. Standard
Grain Size
<3 Very Loose
sieve size
in Millimeters
BOULDERS
Above 12"
Above 305
COBBLES
12" to 3"
305 to 762
GRAVEL
3" to No.4
76.2 to 4.76
coarse\se (c)
3" to 3/4"
76.2 to 19.1
fine ( f)
3/4" to No. 4
19.1 to 4.76
SAND
No. 4 to No. 200
4.76 to 0.074
coarse ( c)
No. 4 to No. 10
4.76 to 2.00
medium ( an
No. 10 to No. 40
2.00 to 0.420
fine ( f)
No. 40 to No. 200
0.420 to 0.074
SILT & CLAY
Below No. 200
Below 0.074
CONSISTENCY CLASSIFICATION
COHESIVE SOILS GRANULAR SOILS
Description
Below/ R Description
Below/ &
Very Soft
<3 Very Loose
<5
Soft
3-5 Loose
5-15
Medium ( firm)
6-10 Medium Dense
1640
Stiff
11-20 Dense
4165
Very Stiff
21-40 Very Dense
>65
Hard
>40
Figure 3
APPLIED TESTING CONSULTANTS
3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243
Design Maps,$ummary Report http://ehpI-earthquake.cr.usgs.gov/designmaps/us/summary.php?tempi...
Design Maps Summary Report
User -Specified Input
Report Title Madery
Fri September 23, 2016 22:06:11 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
[; Site Coordinates 39.62870N, 121.90939°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
P
,
f
J
tr�se•''� '►ial{Ih Fld �r ...fit, i :1 �^�.' 4!_ �+,'�•,I #�vr'c_j ,�.
.J �� ..� .-� �� � �, �' k: as i�c„► < �• t{�
a a j ✓
�.,i'
?i-•'°`" .�w ., �.c• ��6U6,, f�t2i11
,e
i
�� V �; _ u4.�4.
n t. �.� .. +ter :+T •..
1 USGS-Provided Output
Ss = ' 0.626 g Sms = 0.813 g SDs = 0.542 g
Sl = 0.280 g SMl 0.515 g- SDI = 0.344 g
+For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
-deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
0.99
0.90--
0.91
.90 0.81 0.54
r 0.720.48
0.63 0.42
CP 0.54 O� 0.36
H - 0.45 to 0.30
}
0.36 0.24
' 0.27F-'
-
0.18 0.12
0.09 0.06
0.00 0.00
0.00 0.20 0.40 0.60 0,80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
Period. T (sec) Period, T (sec)
For PGAM, T�, CRS, and CRI values, please view the detailed report.
1 of 2
9/23/2016 3:06 PM
CALIFORNIAEARTHQUAKE EPICENTER MAP
4 1932 to 2000 "
APPENDIX A
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
60 Independence Circle, Ste. 201 Chico, CA 95973 Ph: (530) 892-1100 Fax: 892-1115
APPENDIX B
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
4
r *
APPLIED TESTING CONSULTANTS '
MATERIALS TESTING; ENGINEERING AND INSPECTION
Sieve Analysis - Combined
,
7
Client:
Streamline Engineering
Sample No:.TP1S1
Address: '
60 Independence Circle
'
Date: 9/14/2016
City, State, Zip: j -
Chico, CA 95973: " '.
Tech: McKeehan
Attn.:
Jeff Richelieu
Project:: - 1{:
Madery Residence
Sample source: °
Taken by ATC
Sample Description:"
OH- Or ganlC Clay
Sample location:
Test Pit 1 Sample 1
}
Sample depth:
minus 1'-0"
i
-
1
Start Wt, Course:
_ 17,489.0
Start Wt. fine:
_511.6g
„ ., SieveSie ,
AWeight,Retaired,� PercentiretamedW
MMQI-WARP
mulatrvetPer4cent
W Sgecified
'.
'
Q14' W..a . v �� .. Refained Passing,_s., I? - _
4 ri
100.0%
..
3 1/2 i
.100.0%
3_
n
2 1/2
100:0%
, .
2
100.0% Q�
•'
0
100.0%110101,
100. / °�� �
1 219.9g 1.3% 1.3%
98.7% �t
3/4"
119:8g`.:
0.7% ". �"1.9%
98.1%��F
;
1/2' !; .. 471.7 g 2.7,% 4.6%
. 95-.4% .:.
3/8 ai.:
-390.28
2.2%
6.9%
93:1%
#4' �, .. 237.7 g 1.4% 8.2%
91.8% e- .
#8
4.3 g .
::0.8%
9:0%
'
"
#16
6.1 g
1.1%
10.,1%
89.9%min
#30 '� ,.. " '
_ . 14.2 ,8 ;
2.5%
126%
87.4%
#50,,'
28.6 g :, .
5.1%
17.8%
82.290
#100.,_,
53.3 g ; _
9.6% :
'27.3%.72.7%IMM,
1130
#200 , 613 g 11.0% 38.4%61.6,'
•
r
This test was"Performed according to ASTM D2487,
3060 Thorntge Drive,
Suite 10 •Chico, CA 95973 • Telephone: (530)891-6625 P,Facsimile: (530),891=4243
APPLIED TESTING CONSULTANTS
MATERIALS TESTING, ENGINEERING AND INSPECTION
Sieve Analysis - Combined
3060 Thorntree Drive, Suite 10 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243
Sample No: 1
Client:
Streamline Engineering
Date: 14 -Sep -16
Address:
60 Independence Circle
Tech: 42627
City, State, Zip:
Chico, CA 95973
Attn.:
Jeff Richelieu
Project:
Madery Residence
Sample source:
Taken by ATC
Sample Description:
01-1- Organic Clay
Sample location:
Test Pit 1 Sample 1
Sample depth:
minus 1'-0°
D10 =
n/a
CU
Dao =
n/a
Cc = n/a
Dbo =
n/a
GRADATION CURVE
U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE
NUMBERS
100.0%
90.0%
w 80.0%
70.0%
m60.0%
w 50.0%
Z 40.0%
a
z 30.0%
V 20.0%
w 10.0%
a
100
10
1 0.1
0.01 0.001
GRAIN SIZE IN MILLIMETERS
3060 Thorntree Drive, Suite 10 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243
APPLIED TESTING CONSULTANTS
MATERIALS TESTING, ENGINEERING AND INSPECTION
;Plasticity Index
Project: " Madery Residence Sample No: TP1S1
Client: Streamline Engineering Date: 14 -Sep -16
Address 60 Independence Circle Technician: McKeehan
City, State, Zip: Chico, CA 95973
Attention: Jeff Richelieu
Source: Taken by ATC 4
Material. Description: OH- Organic Clay
Liquid Limit:
Trial Number:
Tin Label:
Wet Weight +Tare:
Dry Weight + Tare:
- Weight of Water:
Weight of Tare:
Weight of Dry Soil:
Moisture,Content:
Number of Blows:
1
2
3 4 5 6
11,
12
13
36.51
37.36
38.05
34.28.
34.79
35.32
2.23
2.57
2.73 .. .
.30.14.
, 30.16
30.54
4.14
4.63
4.78
53.86%
55.5,1% -
. 57.11% -
36
.26
17
Liquid Limit, LL Plastic Limit, PL Plasticity Index, PI
". 56.- 22 33.
Above A Line ,
Plastic Limit:'
Trial Nun-ber:
Tin Label:
Wet Weight + Tare:.
Dry Weight + Tare:
Weight of Water:
Weight of. Tare:
Weight of dry soil:
Moisture Content:
3060 Thorntree Drive, Suite 10. • Chico, CA 05973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243
5 I
a.
. J
5
R
5
is
f
A
3060 Thorntree Drive, Suite 10. • Chico, CA 05973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243
5 I
a.
. J
5
R
5
is
f
3060 Thorntree Drive, Suite 10. • Chico, CA 05973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243
5 I
a.
. J
5
5
3060 Thorntree Drive, Suite 10. • Chico, CA 05973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243
Expansion Index Test
APPLIED TESTING CONSULTANTS
MATERIALS TESTING, ENGINEERING AND INSPECTION
Sample No:
0
Client:
Streamline Engineering
Project:
Madery Residence
Contact:
Jeff Richelieu
Soil description:
OH- Organic Clay
Sample location:
Test Pit 1 Sample 1
Sample taken by:
Sampled by ATC
Depth of sample:
minus 11-011
Moisture determination
Gross wet wt:
406.3
Gross dry wt:
361.1
Pan wt:
79.3
Net dry wt:
281.8
Moisture Loss:
45.2 .
Moisture content:
0.0161
Density determination
0.0223
Wt of soil & ring:
539.1 .
Tare of ring:
199.0
Net compacted soil wt:
340.1
Dry Density, pcf:
88.9
Saturation determination
Volume of solids:
0.527
Volume of water:
0.228
Volume of air:
0.245
Degree of saturation:
48.3%
Gross final wet wt:
Reading
Gross final dry wt:
A96.3
Final moisture loss:
Final net dry wt: 1 290.4
Final moisture content: 33.2%
This test was performed per ASTM D-4829-88
Start
4
E
03/08/02 7
E
S
1C
17
1c
1:
14
1-
1E
17
1E
15
2C
Final
Date: 16 -Sep -16
Tech: McKeehan
Time
Reading
11:00
0.0000
11:15
0.0016
11:30
0.0035
12:30
0.0111
1:30
0.0161
2:30
0.0223
3:30
0.0298
9:15
0.0660
10:15
0.0660
.11:15
0.0660
3:30
0.0660
Expansion Index: 66
3060 Thorntree Drive, Suite 10 • Chico, CA 95973 • Telephone: (530) 891-6625 0 Facsimile: (530) 891-4243