HomeMy WebLinkAbout6.9-3985 [tri �11. air E
I dr-Mric.s. 7s, i-.eehv approved,
I tie GRADING PLAN cas shown v! lluhis v �j
subject to any indicaied co,-Raclll(�lll s' cr
Works iyprova; onY
as to designi cdtc,�dw;. LIS(9d nin, cuc�k)'
and Ond-finances, 'nginluce" "" th
W3 M:"P t,"!' 1 W
respon, ible for ac(cuil';.-lcy of
A
A P P1 TO V E D B Y: #
L.
BASIS OF BEARINGS: -
THE CENTERLINE OF PEPITA WAY WHICH BEARS
NORTH 00*52"06" EAST, AS SHOWN ON PARCEL MAP
NO. 11422, FILED IN BOOK 56 OF PARCEL MAPS,
AT PAGES 194-195
IN THE OFFICE OF THE KERN, COUNTY RECORDER.
CITY OF BAKERSFIELD, COUNTY OF KERN, STATE OF CALIFORNIA.
0
BENCHMARK.
CROSS IN CIRCLE ON TOP OF CURB AT NORTH END OF NORTHEAST RETURN
AT THE INTERSECTION OF PALM AVENUE AND JEWETTA AVENUE.
ELEVATION = 370.691 PER K.C.S.F.B. 736, PAGE 8.
KERN COUNTY DATUM.
PROPERTY DESCRIPTION -
PARCEL 2, PARCEL MAP NO. 11422,
FILED IN BOOK 56, AT PAGES 195-196
IN THE OFFICE OF THE KERN COUNTY RECORDER.
CITY OF BAKERSFIELD, COUNTY OF KERN,
STATE OF CALIFORNIA.
PINEHAVEN AVENUE _w
:D
CEDARHAVEN AVENUE
w
(P
NORTH
NOT TO SCALE
JACK FREY
27549 7TH STANDARD ROAD
BUTTONWILLOW, CA. 93206
�661) 747-6100
SOILS ENGINEER*
RYAN K. PRIVETT, R.C.E. 59372
KRAZAN & ASSOCIATES
2205 COY AVENUE
BAKERSFIELD, CA. 93307
(661N) 837-9200
G R A D I N G C 0 N TR Au"' Tu" R. -
TIM GUINN
GUINN CONSTRUCTION
6533 ROSEDALE HIGHWAY
BAKERSFIELD, CA. 93308
(661) 325-6109
CIVIL ENGINEER --
WILLIAM HIDERS, R.C.E. 40031
ZEIDERS CONSULTING
1655 GREELEY ROAD
BAKERSFIELD, CA. 93314
(661) 589-8366
INDEXTO SHEETS*
. ......... .... ................... . ... . ... ...... . . . ......... . ............ . .... . . ...... . ... . .
1. TITLE SHEET, NOTES
2. GRADING PLAN
3. BEST MANAGEMENT PRACTICES
4. BEST MANAGEMENT PRACTICES
5. SOILS RECOMMENDATIONS
IM MS
_IWA
PAD AREA 7000 S.F.
CUT: 130 CY
FILL.- 20 CY
OVER -EX 2' CUT = 520 CY
OVER -EX 2' FILL = 630 CY
CILANTRO PARCEL 2 CUT/FILL RATIO: 1.2-.1
AVENUE >_ P.M. 11422 TOTAL CUT: 650 CY
<
TOTAL FILL: AT 1.-2.-1 650CY
a: EARTHWORK NOTES:
SHELLABARGER 1. ALL EARTHWORKS CALCULATIONS
ROAD DONE IN AUTOCAD EARTHWORKS
2. EARTHWORK BALANCED
(NO IMPORT/EXPORT)
% J#
VllClNlT_Y_ ____M
w
8, u,, i I d i n
� 12- 1 /?_ I --
0
NOTES.
1. SITE ADDRESS:
1650 PEPITA WAY
BAKERSFIELD, CALIFORNIA, 93312
2. ASSESSOR'S PARCEL NUMBER: 110-120-46
CITY OF BAKERSFIELD.
3. PROJECT SIZE: 12,517 SQUARE FEET (0.287 ACRES)
4. CITY OF BAKERSFIELD SITE PLAN REVIEW NUMBER: 9
5. PRELIMINARY SOILS REPORT:
PROJECT NO. 022-21020
DATED APRIL 2, 2021
KRAZAN & ASSOCIATES
2205 COY AVENUE
BAKERSFIELD, CALIFORNIA, 93307
5. IMPORTED MATERIALS (IF ANY) WILL BE SUPPLIED BY THE OWNER.
SOURCED FROM PROPERTY OWNED BY THE OWNER.
6. DUST CONTROL MITIGATION MEASURES SHALL BE PER SOUTHERN
SAN JOAQUIN VALLEY AIR POLLUTION CONTROL DISTRICT REQUIREMENTS.
7. ALL MITIGATION MEASURES, (IF ANY) INCLUDING, BUT NOT LIMITED
TO APPROVED METHOD OF DEBRIS REMOVAL, AIR QUALITY IMPACT,
BIOLOGICAL RESOURCES, CULTURAL RESOURCES, AND CONTAMINATED
SOIL REMOVAL MEASURES SHALL COMPLY TO CITY OF BAKERSFIELD
REGULATIONS.
8. CONSTRUCTION SCHEDULE:
GRADING SHALL COMMENCE BY APRIL 15, 2022 OR UPON
APPROVAL OF GRADING PLAN (IF LATER THAN APRIL 15, 2022).
GRADING SHALL BE COMPLETED BY JULY 15, 2022, OR
NO LATER THAN 90 DAYS AFTER THE START OF GRADING
(WHICHEVER IS LATER).
9. NO CONSTRUCTION ACTIVITIES ARE TO OCCUR OUTSIDE OF
THE PROJECT PROPERTY BOUNDARIES.
GENERAL NOTES -
1. ALL WORK SHALL BE DONE IN CONFORMANCE WITH THE CITY OF
BAKERSFIELD AND SHALL CONFORM TO THE RECOMMENDATIONS CONTAINED
IN, AND MADE A PART HEREOF, THE PRELIMINARY SOILS REPORT NO.
022-21020 BY KRAZAN & ASSOCIATES, INC., DATED APRIL 2, 2021.
2. CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS REQUIRED BY THE
CITY OF BAKERSFIELD.
3. EXISTING UNDERGROUND LINES HAVE NOT BEEN SHOWN ON THIS PLAN
AND IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY
LINES IN THE FIELD, PRIOR TO ANY CONSTRUCTION.
4. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE
RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF
CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS
AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY
AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE
CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND THE
ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED,
IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT,
EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF
THE OWNER OR ENGINEER.
5. ALL EXISTING IMPROVEMENTS THAT ARE REMOVED, DAMAGED OR
UNDERCUT, SHALL BE REPAIRED OR REPLACED AS DIRECTED BY THE
CITY ENGINEER AT THE CONTRACTOR'S EXPENSE.
6. SITE PREPARATION AND GRADING SHALL BE DONE UNDER THE
SUPERVISION OF THE SOILS ENGINEER. THE SOILS ENGINEER SHALL BE
NOTIFIED 48 HOURS BEFORE STARTING ANY OF THE WORK. NO WORK
SHALL BE DONE WITHOUT THE SOILS ENGINEER, OR HIS REPRESENTATIVE
BEING AT THE JOB SITE.
7. COMPACTION TESTS SHALL BE PROVIDED BY THE OWNER AT LOCATIONS
TO BE DETERMINED BY THE ENGINEER.
8. IMPORT AND FILL MATERIAL SHALL BE FREE OF ORGANIC MATERIAL,
CONTAIN NO ROCKS OR IRREDUCIBLE MATERIAL GREATER THAN SIX (6)
INCHES, HAVE AN EXPANSION INDEX OF LESS THAN 10, POSSESS NO
NEGATIVE CHEMICAL CHARACTERISTICS AND BE SUBJECT TO THE
ENGINEER'S APPROVAL.
9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR GRADING THE PAD AREA
TO 0.1 FOOT. IF A PAD SHOULD BE FOUND TO BE MORE THAN
+0.1 FOOT OUT OF LEVEL, AFTER COMPLETION AND ACCEPTANCE OF THE
GRADING, THE CONTRACTOR SHALL RETURN AND CORRECT THE GRADING
AT NO COST TO THE OWNER.
10. ALL AREAS ON THE SITE ON WHICH STRUCTURES ARE TO BE PLACED
MUST BE COMPACTED TO 90% DENSITY.
M/
A
a m
sp
9 Fib
w
is
16
10
v w v
w
IV "MJIF '=kTjj 0
A%Q L
_IJL JIMIL FM§LWjb'L
THESE PLANS AND DESCRIPTIONS WERE PREPARED BY ME OR UNDER MY
DIRECTION AND TO THE BEST OF MY KNOWLEDGE AND BELIEF COMPLY WITH
THE CITY OF BAKERSFIELD ORDINANCES, STANDARDS, AND DESIGN CRITERIA
AND INCLUDE ALL IMPROVEMENTS OF THE ADVISORY AGENCY OR OTHER
REVIEW BOARD.
I AM RESPONSIBLE FOR ALL CALCULATIONS AND DRAWINGS ON THESE PLANS
AND ANY ERRORS, OMISSIONS, OR VIOLATIONS OF THOSE ORDINANCES,
saw wi_ STANDARDS, OR DESIGN CRITERIA SHALL BE CORRECTED DURING CONSTRUCTION.
Z,
RE
Fl!
N
� . . . . . . . . . . .
I'M
C4
Z
Z
cn
W
0
0
U.
z
z
w
0
W
0.
4
U
too
01 1
CL
2
cl
z
LL_
ai
w
w
w
w
z
x
y
w
T
z
Lj
-j
w
3:
a V)
CL
Lu
U)
um
0
F"q'r r4l
Lu
mi
e0j" " -i'
C4
LjL
w
0
MONO
� . . . . . . . . . . .
I'M
'64
Z
cn
W
W
0
W
c'j
04
z
LL_
ai
w
<
w
6)
z
x
y
w
T
z
Lj
-j
a V)
0
SD
F"q'r r4l
44-A, V/
e0j" " -i'
CONSTRUCT
12" DEEP STEM WALL
W/ 6 HIGH MASONRY WALL
m
NOO*51'43"E 151.75'
6,
EDGE OF PAD 108
tK
17
U-1
zz
V)
C)
Q_ CD
. ON Lli
n ry
Lli
C)
(D c -,j
CD
L0
CD 0
00 LLJ
3�71,50
11 9 -1-5-
LO MIN. FINISHED PAD
l-__ cN
C/�
><
LLJ Cn CD
00 Mi
FLOOR 372*00) .00
.1 <
.00
C-4 �O _m
'oe 10 .1;4 -
do
CN CN
.1 L.Li 00
.10
dl
.1
A
3:
CD
32' m
00
,��INKLVUkaAb L UI -1-11K Ur ULUIUAVIUN
IN FAVOR OF THE COUNTY OF KERN
PER DOC. NO. 0208092006, O.R.
10,
J0
J71.5 51
M I N.
—j7l-:
k? C_� EDGE OF PAD
CN
:/ / 371.45
52'
J70.5 fj. C) 2% MIN.
do No
70�
0 075'������ LLO
C)
(zinFWA I V
NOTE:
NO IMPROVEMENTS TO BE MADE TO EXISTING
SIDEWALK, DRIVE APPROACH, OR OTHER
EXISTING C.O.B. FACILITIES. IF SIDEWALK OR
DRIVE APPROACH ARE DAMAGED DURING
CONSTRUCTION, TO THE EXTENT THAT THE
STRUCTURAL INTEGRITY IS COMPROMISED
CONTRACTOR SHALL REPLACE
SIDEWALK PER CURRENT APA STANDARDS
AND C.O.B. APPROVAL.
L
WWIIIIIIIIIIIE
0Y
im,
0.20%
0
c4w*
TY OF BAKERSFIELD
D RIGHT-OF-WAY
m
NORTH
0 10 .20 30
SCALE:
A
"a
'CONSTRUCT
12" DEEP STEM WALL
N Y ALL
PERMIT NO. 21-40000054
0
Lli
z
z
Ld
_j
a_
0
F_ IX
ry CONSTRUCT a_
12" DEEP STEM WALL co
10 EXISTING
of W/ 6' HIGH MASONRY WALL—\,,, 6' WOOD 0� �0
EXISTING a_ FENCE �0
STEM WALL CO
-7� co
FINISHED FINISHED 4
EXISTING GRADE GRADE EXISTING �.4
G R A��IOD E GRADE Izq q Co
�_4
'TJ 1(_
EXISTING E�4
FOOTING 04
A SECTION SECTI ON or -21 ko
ko
Lli
z
_j
Of lz
w I I
n
0 CONSTRUCT >_
CONSTRUCT of
12" DEEP STEM WALL 0- 12" DEEP STEM WALL
W/ 6' HIGH MASONRY WALL
W/ 6' HIGH MASONRY WALL
EXISTING
6' WOOD 10 <
FENCE
DRAINAGE C\�
FINISHED SWALE EXISTING n 'N�
GRADE EXISTING GRADE cyD
j_GRA'DE CID
)SECTION. @ SECTI ON.
Q4
LEGEND:
7:1
= FINISHED GROUND ELEVATION
= DIRE'CTION OF DRAINAGE (MIN. SLOPE PER C.O.B.)
= PROPERTY LINE
WALL OF HOUSE
EDGE OF BUILDING PAD N
TC = TOP OF CURB C44
FL = FLOWLINE Z
C.O.B. = CITY OF BAKERSFIELD 0
0 U.
Z z
j
< 0.
Z
ICL J
.j j CL
w w 0
0 U. Z
Zw
ENGINEER'S STATEMENT: � <
ESS/ 0 CL Lu
THESE PLANS AND DESCRIPTIONS WERE PREPARED BY ME OR UNDER MY
DIRECTION AND TO THE BEST OF MY KNOWLEDGE AND BELIEF COMPLY WITH
co S�-./ LL
v THE CITY OF BAKERSFIELD ORDINANCES, STANDARDS, AND DESIGN CRITERIA
rn 0 co
L AND INCLUDE ALL IMPROVEMENTS OF THE ADVISORY AGENCY OR OTHER
W Lic.. No. 40,031 m REVIEW BOARD.
* Expires 12/31 /23 csl LL
kP
I AM RESPONSIBLE FOR ALL CALCULATIONS AND DRAWINGS ON THESE PLANS
IiA QVI\- AND ANY ERRORS, OMISSIONS, OR VIOLATIONS OF THOSE ORDINANCES, 0
0 FF- C STANDARDS, OR DE'SIGN CRITERIA SHALL BE CORRECTED DURING CONSTRUCTION.
zfl�
CL
WILLIAM W. ZEIDERr--;, RQf:�4_0031, EXP. 12/31/2021 DATE
CITY RECORDS NO.
c*4
En
04
z
w
0
0
04
2
cd
0
N
V_
F-
C14
U)
3:j
C14
0
<
z
D
ir
En
m
m
<
L;j
uJ
m
0
m
Ll-
w
<
L;j
z
Y
z
t;j
<
Lu
ui
0
Of
m
U)
0
WHIOAWEI���Z'
Straw barrier
Max reach 30 ft
A --a-
Straw bareser End
i -A
�J
Cross barrier A
Toe of slope
0 PLAN
bedbock varies NTS Slope
2"X 2" Wood stake
Straw bail barrier 4'\ Straw boil on outtfide
Strow boil on ins'We
F;�ft 0 %/�Ztraw baii! an outside
Toe of
slope
is"
I Straw boll barrier
A -A
R
END DETAIL
NTS
A straw bole barrier �s a temporny 11hear seoliment batyier consisting of straw bales, designed to
intemept and slow sediment laden sheet ftow runoff Straw bole bartiers allow sediment to settle from
ranoff before woter leoves 1he construction site-
Akt"..
1. Place along the pertmeter of a s4e, strearns and channels, andlor around stockpiles.
2. Place below the too of exposed and erodible %�&s.
J Place down slope of exposed soil areas.
4. Place parallel to roadwo
.y to keep sed;rnent off poved areas.
5. Oo not vse for drain inlet protec6on or in areas of concentrated flows.
6. Straw bole to be a minimum of 14 incfts Wole, 18 incfts in Imight ano' J6 inches in lengt17,
7 Shall be composed en&ret�- of vegetative matenal, except for the binding matenal
8. Sale bindings shall be a4ther steel wire, nylon or pol
%propXlene string placed hotizontally
9 Commercial quall4v lumber slioll be used for 2 incli by 2 mch wood stakes of adequate length.
10 Limit the drainage orea upstream of the bafHer to 0.25aq1109 ft.
11. tim;l the &/cpe longffi drd;ning to the strow bale borr;er io 100ft
12, Slopes of 2Z or flatter are prefened.
1J. ff slope exceeds 10X, the length of the slope upstrearn of Me barrier must be less then 50 ft.
14. Install straw border along a level contour, ;n o trench and Malitly obut adjbrent "es.
15. Lost straw bale on end needs to he turned up slopa
16. Inspect straw bole 4�arriers before and after each rain event.
1Z Inspect straw oole borriers for sedYment accumalotions ond remove sedi�nent when o�-,p0 reaches one
third of the barrier h4eight.
18. Replace or repoir domayed bales as needed.
sTRZ4 W BZILLF R-5-ARR-L&W
DATE:
oosc 0311912012 , UkJJP4 " kir TINEM11
UMATE DESICNED BY: STATE OF CALIFORNIA
KH
URMN BY. DEVELOPMENT
BH
STANDARD
NPDFS RMP
SEDIMENT AND EROSION
CON ROL
PLATE NO.
B M P
CITY RECORDS NO.
Z
0
F_
CL
V)
W
a
N
4-
0
co
Z! co
co
0�
co
CL4
C4
F_
V)
C*4
Silt fence constructed
along level contour
riber roll -V Note:
-4 Install Sw roll
ir rnin
of
0
Maximum
along a level contour.
0 1 V I A 1E _IE
14�/,4
Z
slope length Maximum tributary
M, tary
areo .25 acre/100ft,_" 2"X2"
or lor -
o Of
f fence. N", wooden
Fitter fabric I
2"to 4!' FRw rolls
0.
, 1 � \ 1/'�' post a 10'
I - I
A F,
26* -
Typical contours o.cl(mox)
(used tor Flow
X
E J*x J' wood IV
to
Absorbent Cleanup
Material
FUE-L
liustmVion
Purposes onl Compa Cte d -
Y) 24$ buckni I
stakes rnax
_V
Vertical Spacing Af
i-Bermed Containment
Area
------ <"
. ......
.... . ........ -4- 22* ------ m min',/
Maximu
width=500'
measured along the
face of the slope
ENTRENCHM ENT DETAIL varies beween 10 ft Inatal a fter rall neor
and 20 ft slope where it tr�ions
. ....
T
Turn lost 6' of
Fil Ler fabric
N.T.S. Into a Stever slope
. .....
Bermed Containment Area
fence up-slope
LS!lt
Z
77" j
C
fence min.'
e.,
.J
0
TYPICAL FIBER ROLL INSTALLATION
N.T.S.
Impervious
Surface/Lining
>=
Notes,
0
D
Notes:
Notes:
PICCe 010ng the t0e, tOp, fOre, af7d' Ot groole breaks of exposed and eroolible
0-1
U)
slopes.
/Vo
M
1. Construct the silt fence along a level contour
2. Place on the down-slope of exposed soil areas.
1. Excess and waste concrete shall not he washed into the street or into a
1. Fueling shall be performed in a oesIgnated area, away from drainage courses.
2. Silt fences shall remain in place until the disturbed area is permanento,
J. Place around temporary stockpiles.
drainage system.
2. Absorbent cleanup material shall be on site and used immedlate,�, in the
stabili7ed
4. Place along the perimeter of a project.
gnated containment facilily
2. For washout of concrete and mortar products, a desi
event of a spill.
J. Provide sufficient room for runoff to pond behind the fence and allow
5. Slopes greater than 1:5 moy require the use of 20 inch diameter fiber rolls at
of sufficient cqpaci�y to retain liquid andsolid waste shall be provided on site
sediment removol equipment to pass between the silt fence and toe of slope
the top of slopes.
and disposed of propery off '91te
J. Drip pons or absorbont pods sholl be uscd during vohicic and equipment
or other obstructions. About 1200 sq. ft. of ponding area shall be provided
6. f1ber rolls shall be either prefabricated or rolled lubes of eros;on control
J. Slurty from concrete and asphalt saw cutting sholl be vacuumed or contained,
fueling, unless the Avelin is performed over an impermeable surface in a
9
for every acre draining to the fence.
4. lurn the ends of the filter tence uphill to prevent stormwater from flowing
blankets with a minimum 8 inch diameter.
7. Slopes 1:4 or flotter require fiber rolls to be placed no more than 20 feet
dried, pJcked up and disposed of properl
LLJ
LLJ
0
dedicated fueling area.
around the fence.
apart.,
U)
5. Leave an undisturbed or stabilized area immediate�, downslope from the
8. Slopes 1:4 to 1:2 reiqul're fiber rolIF to be placed no more than 15 feet apart,
LL_
4. Dedicated fueling areas shall be protected from storm water run-on and
fence.
9. Slopes 1.1-2 or greater require. fiber rolls to be placed no more than 10 feet
runoff, and shall be located at least 50 feet from downstream oroinoge
6. Do not place in live stream or intermittent�v flowing channels.
opart.
7. When standard filter fabric is used, a wire mesh support fence shall be
10. Fiber rolls sholl be placed in a 2 to 4 inch deep trench.
facilitie5 and watercourses. flueling must be performed on level -grade areas.
fastened securely to the upslope side of the posts using heavy-duty (0.6
11. Wooden commercial grade stakes, J" X shall be used to secure the fiber
5. Protect fueling oreas with berms and/or dikes to prevent run-on, runoff, and
inch) wire staples at least 1.75 inches long, tie wires or hog rings.
roll to the ground surface. ';takes shall be a mlnimutn length of 24 inches and
to contain spills.
8, f-11ter fohrir Thc// be woven po!�vnropylene geoteytile. with o minimum width of
dr;ven a min;mum of 12 inches.
36 inches and a minimum tensile strength of 100 lb force.
12. A single -stake installation requires the stakes to be placed no more than 2
y lumber no less than 2 inch b
9. Wood stakes shall be commercial qualit y 2
feet apart.
inch. Wood stokes shall be driven to a depth of no less than 18 inches from
13. ff more than one fiber roll is placed in a row, the rolls shall be overla
pped,
surface.
not abutted, a minimum of I foot.
6VA-CRETT 117A -YTT
"'MIA T
_'y
( 1 b'1PAfhKN'_T Fb' TY11V
1 7
_mfBER ROLL
RevWona DATE- COJNTY OF KERN
Dote Dese NPDES BMP PLATE NO.
DAITE: �36/1 (3/2003 COUNTY OF KERN
Oats Deso NPDES BMP P LX7E N 0,
Revisions DATE; COUNTY OF KERN
Date D020 NPDES BMP PLATE NO.
Revisions DAM COUNlY OF KERN
Dot's 003C NPDES BMP PLATE NO.
i 2 1 Upmxo DESIGNED lay. STATE OF CALIFORNIA
DE51GNED EY'(: STATE OF CALIFORNIA
15/23: UPDW- DESIGNED BY: STATE OF CALIFORNIA
5/2� 1 UPME DESIGNED BY. STATE OF QALIFORNIA
KH
ORAWN 15Y. DD/ELOPMENT ',�FF)IMFNT AND FRO�IlriN P F
KH
DRAWN W-, DEVELOPMENT SMIMENT AND F-ROSION
BMP G
DRAWN W: DEVELOPMENT '�FOIMFNT AND FROSION
BMP H
KH
D EROSION
D"N MY: DEVELOPMENT SEDIMEW ANI, BMP I
SH,
13H 3MP
STANDARD CONTROL
d M
CHECKED BY. STANDARD CONTROL
bti
CHECKED BY: S7ANDARD CONTROL
BY. STANDARD CONTROL
GF
GF
Straw barrier
Max reach 30 ft
A --a-
Straw bareser End
i -A
�J
Cross barrier A
Toe of slope
0 PLAN
bedbock varies NTS Slope
2"X 2" Wood stake
Straw bail barrier 4'\ Straw boil on outtfide
Strow boil on ins'We
F;�ft 0 %/�Ztraw baii! an outside
Toe of
slope
is"
I Straw boll barrier
A -A
R
END DETAIL
NTS
A straw bole barrier �s a temporny 11hear seoliment batyier consisting of straw bales, designed to
intemept and slow sediment laden sheet ftow runoff Straw bole bartiers allow sediment to settle from
ranoff before woter leoves 1he construction site-
Akt"..
1. Place along the pertmeter of a s4e, strearns and channels, andlor around stockpiles.
2. Place below the too of exposed and erodible %�&s.
J Place down slope of exposed soil areas.
4. Place parallel to roadwo
.y to keep sed;rnent off poved areas.
5. Oo not vse for drain inlet protec6on or in areas of concentrated flows.
6. Straw bole to be a minimum of 14 incfts Wole, 18 incfts in Imight ano' J6 inches in lengt17,
7 Shall be composed en&ret�- of vegetative matenal, except for the binding matenal
8. Sale bindings shall be a4ther steel wire, nylon or pol
%propXlene string placed hotizontally
9 Commercial quall4v lumber slioll be used for 2 incli by 2 mch wood stakes of adequate length.
10 Limit the drainage orea upstream of the bafHer to 0.25aq1109 ft.
11. tim;l the &/cpe longffi drd;ning to the strow bale borr;er io 100ft
12, Slopes of 2Z or flatter are prefened.
1J. ff slope exceeds 10X, the length of the slope upstrearn of Me barrier must be less then 50 ft.
14. Install straw border along a level contour, ;n o trench and Malitly obut adjbrent "es.
15. Lost straw bale on end needs to he turned up slopa
16. Inspect straw bole 4�arriers before and after each rain event.
1Z Inspect straw oole borriers for sedYment accumalotions ond remove sedi�nent when o�-,p0 reaches one
third of the barrier h4eight.
18. Replace or repoir domayed bales as needed.
sTRZ4 W BZILLF R-5-ARR-L&W
DATE:
oosc 0311912012 , UkJJP4 " kir TINEM11
UMATE DESICNED BY: STATE OF CALIFORNIA
KH
URMN BY. DEVELOPMENT
BH
STANDARD
NPDFS RMP
SEDIMENT AND EROSION
CON ROL
PLATE NO.
B M P
CITY RECORDS NO.
Z
0
F_
CL
V)
W
a
N
4-
0
co
Z! co
co
0�
co
CL4
04
C4
F_
V)
C*4
Z
co)
UJ
of
0
0
LL
0
Z
04
0.
0
CL
2
Ld
to
.J
ULJ
J
UJ
�
Z
LU
Z
LJL
CO)
2 ;
LLJ
CL
W
Lli
LL
0
Z
C
U.
.J
0
CO)
UJ
>=
Z
0
D
CL
04
F_
V)
C*4
Z
of
0
0
LLJ
04
0
2
Ld
CC
0
N
C4
Lli
04
0
Z
D
0-1
U)
M
M
LIJ
M
0
LL_
Lli
Z
y
Z
_J
`<�
Q
<
LLJ
LLJ
0
_J
U)
LL_
Project No. 021-21020
Page No. 4
CONCLUSIONS AND. RECONIMEMArn0"NIS
Based on the fmdings.of our field and, laboratory investigations, along with previous geotechnical
expexience in the project arm the following is a summary of our evaluations, emclusions, and
recommendations.
AdminiWadve Summary
In brief, the subject site and soil conditions, with the exception of the fill makrial, previows
development, and wrrounding development, appear to be conducive to the developmcnt of the project.
Approximately I to Nifeet of 0 material was encountered widiin, the borings drilled throughout the
site. The fill material predominately consismd of silty sand, no thickness and oxtcnt of fIU material
was de-termincd bawd on limitcd test borinpand visual observation. Tbicker fill. may be present at the,
site. Limited tesft was performed on the fill soils during the time of our field nd laboratory
investigations. The limited testing indicates that the fdl soils wen predominately loosely placed and nct
property compacted. Therefore, it is recommended dug the fill soils be excavated wd stockpiled so that
the nafivc soils can be properly propared. Prelmninany tating indicatm. the fill material will be suitabIr.
for reuse as FAgineered Fill, provided it is cleansed of excessive orgemics, debris, and fiagments larger
ftu, 4 inches in maximum dimension.
Existing strucmrcs are located witbin the pmject,site vicinity. Asweiated with these developmwts are
buried structures, stwh as utility lines that may wwmd into the pvJect site. Any bmied structurc&
including utilities or loosely backfilled cxcavations, encountered during oonstruction should be properly
removed and the resulting excavations backfilled with Engincerod Fill. It is suspected demolition
activities will disturb the upper soils. Disturbed areas caused b�y demolition acti-vides should be removed
and/or recompacted.
Mitigation measures am recommended to. reduce the potential of excessive soil settlement. It is
recommended that following stripping, fill removal opemions, and demolition activities, the upper 12
inches of native sails vnithin the p-ropmsed building areas be excavalixI, worked until -uniform and free
from large clods, moistwvconditioncd to at or above optimum moidwe content, and recompacted to a
minimum of 90 percent of maximum density based on ASIM Test Method D1557. Over -excavation
should evend to a minimum of 5 feet beyond proposed footing lines. The bw width of the over -
excavation should be established on the basis of a 60 -degree upward projwAion from the btAtom of the
footirW. In addition, it is rccommen&d that proposed. dructural elements within the proposed building
areas be supported by. a minimum of 12 inches of Engineered Fill. Prior to fill placement., the exposed
subgrade soils should be proofrolled and awrvcd by Kxazan & Associalos, Inc. to Venify it is stable.
Soft -or pliant area should be excavated to firm native groun&
Trecs arc locacd in the southeadern portion of the site. Tree removal oper-ations should include rocts
greater tW- n I inch in diameter. The resulting excavations should be cleaned to firm native ground and
backfilled with Engineered Fill compacted to a minimum of 90 percew of maximum density hawd on
ASTM Test Method D1557.
Krw.an &, Assodates, Tue.
With Offices SeMng the'WesUm United States
0=102C
Project.No. 022,41020
Page No. 8
MOWN==
in maximum dimension. All imported Fill material shoutd be submitted to the Soils Engineer for
approval at least 48 hours prior to delivery at the site.
Fill soils should bc placed in lifis approximately 6 inches thick, moisturc-conditioned to at or above
optinium moisture content, and compacted * to aphieve.at, least 90 pewent of maximum density based on
ASTM Test Method D1557. Additional lills should not bo placed if the previous lift did not meet the
required dry density or irqwil contfitions are, not stable,
DrainWand Landscal[�Jft
The groundsurface should dope a)vay from building pad and pavement areas toward appropriate drop
inlets or other surface drainage devices. In accordance with Section 1804 of the 2019 California
Building Code, it is recommended that the ground surface adjacent to foundations be sloped a ruinimum
of 5 percent for a minimuni. distance of 10 feet away from structures, or to an approved alternative
means of drainage conveyance. Swales used for conveyance of drainage and located within 10 fwt of
foundations should be sloped a minimum of 2 percent. Thapervious surfhces� swh as pavement and
cxtcrior concrete flat -work, within 10 feet of building foundations shmild be :s1oped a minimum of I
percent away from ft strueme. Drainage gradients should be maintained to cmv all surface water to
collection facilities and off-site.. 'Mese grades should be maintained for the life �of -the project.
U Will Trgach,,BaRkfill
Utility tmnches should be excavated according to accepted engineering practice& follmiing OSHA
(Occupational Safety anti health Administration) standards by a Contractor experienced in such work.
The responsibility for the safhy of open trenches should be bomc� -by the Contractor. Traffic and
vibrotion aqiacent. to trench walls should be re&ced; cyclic wetting and &3�ng of excavation side slopes
should be avoided, Dependingupon the location and depth of some utility trenches, groundwater flow
into open excavations could be experienced, especially during or shortly foltmring periods of
precipitation.
Sandy soil conditions were encountered at the site. These cohcsionlm soils have a tendency to cave in
trench wall excavations. Sho-6og sar sluTing back trumuh sideNvaUs nray be required within these sandy.
soil$
Utility trench backfill placcd in or adjaccni. to buildings and exteriorslabs should be compacted to at
least 90 percent of maxim -am density based on ASTM Test Method D1557. The utility trench backfIR
placed in pavement arcas should be compactcd to at least 90 percent of maximum density based (xi
ASTM Test Method D1557. Pipe bedding should be, in acoordance with pipe manufacturer's
recommendations.
The Contractor is responsible for �removing all water -sensitive soils from the trench regardless of the
backfill location and compaction requiremmits. Ilie Contractor should use appropriate equipment and
methods to avoid damage to the utilities md/or strtwhres during fill placement and compaction.
Krazan & Associates, Inc.
With Offim Sming the Wcstcm United Statcs
Ir -22102C, RAP= CWGft " xmwa=).d�[C
Prqjml Nv. 022-21020
Page No. 5
Sandy soil conditions were encountered at the site. These cohesionless soil,% have a. tendency to cave in
trench wall excavations. Shoring or sloping back trench sidewafls may be required within thm sandy
soils.
After completion of the recommended site proparation and. over-exemstion, the site should be sidtable
for shallow footing support. The proposed structure footings may be designed utilizing an allowable
bearing pressure of 2,000 psf fbi dead-plas-live loads. Footings should have a inini-mum, embedment of
12 inches.
_G&m__m_d__w.ater tmftenee on §t3cogreVConstruction
BasM on our findings and historical mcords, it is not anticipated that groundwater will rise within the
zow of snctural fiffluc= or affm the construction of foundations and pavements for the prqed.
However, if earthwork is performed dunng or soon after periods of precipitation, the subgrade soils may
b,ccomz saturated, "'pump," or not respond to densification techniques. TypicW rernedial measures
include: discing and aerating the soil during dry weather; InWng the soil with dryer materials; removing
and replacing the soil with an approved fill material; or ** the soil with an approved lime or cament
m1=9
product- Our firm should be consulted prior to implementing remedial measurm to obseme the unstable
subgradc conditions and provide appropriate recommendations.
§Iit_e h3pKA—flon
Geneml site cleanng should include rcrnoval of vegetation, existing utilitics; structures including
foundation-,;; basement walls and floors; existing f3tockpiled soi� trem and associated root systems;
rubble; rubbish; and any loose and/or saturated matmials. Site stripping ftuld extend to a minimuin
depth of 2 to 4 indws. or until all orWics in excess of 3 percent by volume am removed. Deeper
stipping may be required in localind areas. Thesc materials will not be suitable for use as Engineered
Fill. However, Opped Wpwil way bu stoulcpitcd wd rcusW in landsuqm or non-structural areas.
Approximately I to I Vifeet or rill material was wxxwntemd within the burinpi drilled throughout the
site. The fill numnal. predommately consisted of silty sand The thickness and extat of fill material
was detexmined baged on limited teg borings and Ykaual observation. Thicker fill, may be present at the
site. Limited testing was performed an the fill soils during the time of our field and laboratory
inveWgadons. The limfted testing indicates that the fill soils were predominately lonsely placed and not
properly compactecL nwreforc, it is recommcndcd that dic fill soils be excavated and stockpfled so that
the iriative soib can be properly prepared. Preliminary testing indicates the fill material wilt be suitable
for reuse asEngineered Fill, provided it is cleansed of exemsive organics, debris, and fragmems law
than 4 mches in maximum dimension.
D, asting atmcturcs are 1matod withm tho projoct site vicinity. Assockted with these developments WV
buTied q-ructures such as -utility lines that may extend into the project siw� Any buried structures,
including utilities or loosely backfilled excavmions, =ounicrod during construction sbould be properly
removed and the resulfing excavations backfilled v6ith Pmgineered Fill. Excavations, depressions, or soft
and pliant areas extending below planned finished subgrade levels should be cleawd to firm,
undisUwbcd boil and backfilled with Enginoered Fill, In generdl, any septic tanks, debris pits, eesspoolk
Icram" & As"date% Ine.
With Offices Serving the Westem United States
0=1M R�*ao.(Wader*Ped4ww).&e
Prajw No. 022-21020
Page No. 9
'W04 ""d
E0UJM&&0YIS
After completion of the recommcndcd sft preparation and over-excavahon, tho site should be sWtable
fbr shallow footug support, 7he propmd structures may besupmrted on a shd-Uow foundution systan
bearing on a minimum of 12 inches of Enginecrod Fill. Spread and continuous footinp can be designed
flor the following maximum allowable soil bearing pressures:
Land ANowable Leadinz
Dead Load Only 1,500 psf
- -Live Load 2,000 psf
Total Load, including wind or seismic loads 2,650 psf
The footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent
ext,crior gradc, whichcvcr is lowcr. Footings should have a minimum width of 12 inches, regardless of
loact
The footing excavations should not be allowed to dry out at any time prior to pour:ing concrete. It is
recommended that all footings be reinforced by at least one No. 4 reinforcing bar in both top and
bottom.
17he total semlement is not expected to exceed I inch. Diff�rentialtuollementshoutd be less than Yz inch.
Most of the settleramt is expected to occur dunng consftuction as the loads we applied. However.
additional post -construction movement may occur if the foundation soils are flooded or saturated.
Resistance to lateral footing displaocnimt can be computod using an allowable ffiction fautor of 0.40
ading between the base of fouvdations and the supporting subgradc. Lawral resistance for footiW can
alternativelybe developed using an allowable equivalW fluid passive pressum of 375 pounds per cubic
foot aeft against the qWopriate vertical footing faces. The ftictional and paskvc rcsiftnee of the soil
may be combined without reduction in determining the total lateml resioance. A V% inerease in the
above. valm uray bu usal fur short duration, wind, or seismic loads.
Floor ftbs and Exterior Flatwork
Concrete sla"n-grade floors should be underlain by a wattT vapor retarder. The water vapor rctarder
should be installed in accordance with accepted * practice. The water vapor retardershould
engwoulng
consist of a vapor retarder sheeting underlain by. a minimum of 3 inches of compacted, clean� gravel of
Y4 -inch maximum sizo. To aid in concretc: curing an optional 2 to 4 inches of granular fill may be placed
on top of the vapor retarder. Ile gramilar fill should con-ast ortbrnp clean sawd with at IeW 10 to 30
percent of the sand passmg the 100 sieve. The and should be Ikv of clay, silt, or mganic, material.
Rock dust which i8 manufacturcd sand ftm rock crushing operations is typically suitoble for the
granular fill. This granular fill material should be compacted.
'I he exImm floors should be poured separately in order to act fiuIqx:ndcndy of the walls and foundation
system. All fills mquircd to bring tho building pads to grade should be Engineered Fills.
Krazan & Assmiates, Inc.
With Offices Saving the Wostern Unitod States
OnAM XeMt (Wa& F4y bmia=)dw
hojecL No. 022-21020
page No. 6
------- ---
or similar strurhm should be entirely removed. Exisfing concrete footings. should he removed to an
equivalent depth of at Jew 3 fmt below propoW footing elevations or as rworamended by the Soils
Engineer. Any other buried structuivs should be removed in accordame with the rccommendations of
the Soils Engineer The resulting cxcavadons should be bacIffilled wilh &gLumed FiR.
Mitigation measures are recommended to reduce the potential of excessive soil seAdement Jt is
recommended that following stripphig, fill iemoval operations, and demolition activities� the upper 12
inches of naft-ve sods within the proposed buildmg areas he excavated, moisture -conditioned to at or
above optimum moisture conteM and compacted to a minimum of 90 percent of maximum density
based on ASTM Test Method D1557. Thc multing oxcmtions should be backfilled with Enghx=cd
Fill. Over -excavation should exitend to a minimum of 5 feet beyond Proposed footing finas, rMe base
width of The over -excavation should be established on the bads of a 60-dogne upward projection from
the bottom of the footings. k addition, it is recommeaded that propmed structural elements witI)in the
proposed building areas be supported by a minimum of 121. inches of Enginmred Fill. Pfior to
backfilling, the exposed subgrade soils should be proofrolled and observed by Krazan & Abumiatos, Inc.
to verify stability. Soft or pliant amas should be excavated to ffim waive ground.
Following suipping and fill removal operations, it is recommended that at a minimum, the upper 12
inches of exposed subgrade soils beneath the exterior flatwork and pavement areas, be
excavated/scanfied, worked -until uniform and free from lone clod% moisture-conditioncil to at or above
optimum moisture contmt and recompacted to a minimum of 90 percent of maxitnwn density b&,;ed on
ASTM Test MefiW DI 5574 Litnits of recompaction should extend 2 feet beyond flatwork and
pavements. This compaction effort shoWd stabilize the upper soils and locate any unsuitable or pliant
areas not found during our field mvestigation.
As indicated previously, fill material is located thnmghout the site, It is recommended that any
umertified fill nuatcrial cnmmt=d Vnithin pavemcat amas be removed widlor recompacted- The fill
material %bould be maif4mre-canditioned to at or above optimm moisture and recompacted to a
of 90 percent of rawdraum density baud on AS7M Test Method D1557. As an altanative,
thc Owner may elect act to recompact the exis-ting fill within paved areas. -However, the Owner should
be aware that the paved areas may settle which may require wnW maintenance. At a mmimum, it is
recommended that the upper 12 inches of subgrade wil be moisture -conditioned as necesmy and
recompacted to a minimum of 90 p=cut of maximum density based on ASTM Test Method D 1557.
Trees am located in the southeastem portion of the site, Tme removal operations should includo roots
greater than. I inch in diameter, The resulting excavations should be cleaned to firm native ground and
backfilled with EngincezW Fill compacted to a mmimi'um of 90 pewent of maximum dcnsfty based on
ASTM Tcst Method D1 557.
Relatively clean sands were encount:ered at various locations throuowut the site. The possibility exists
that site grading operations could expose these soils in areas of proposed buildings, pavements, and/or
retaining walls. no Contractor should now that these soUs lack the cohesion neowwwy to stand
vertically, even in shallow excavations swh as footing trenches. If these conditions am encountered, it
will be necessary to ovtr-cxcavatc the affcctcd ama(s) to a minimum of 1 foot below the propc*&d
KrAmia & AssmWesTne.
With Offim Sexving the Westtm UnitBd States
0=1020 Repan (WXIg Fay XrAdg=�doc
Pzqod No. 022-21020
PW NO. 10
Moistum within the smwture n3AY be derived from water vapors, which were transformed ftm the
moisture within the soils. This moisturc. vapor can tmvel tbmgh the vapor membraw and pendmte the
slab -on -grade. This moisture vapor penetration can affect floor,coverings and produce =old and mildew
in the structure. To red= moisturc vapor intrusion, it is recommended that a vapor retarder be
install[ecl It is recommended that the utiky trenchm within the structum be compacted, as specified in
our report to reduce the tmsmission of moisture *mgh tho utility trench backfill. Special attenfion to
the immediate drainage and irrigatiort aroulad Oic buittfing is iemmmended. Positive drainage should br,
established away from the structure and should be maintained throughout the li& of the structwo.
Ponding of water should not be allowed Aacent to the structure. Over -irrigation witbin landscaped
areas adjacent to the structure should not be performed. In addition, vczailation of the structure (i.c.
ventilation fans) is recommended tn reduce the accumulation of intenor moisture.
kster_rd Earth Pressures and RetakM Walls
Waft rdaining horizonW backfill and capable of deflecting a minimutr or u percent of its1eight at
the top may be designed uskg an equivalent fluid active pressure of 35 pounds per square foot per foot
of depth. Walls that are inc�le of this deflection or walls that are fully oonstsuined against deflection
may be designed for an eTuvalent fluid at -rest pressure of 55 pounds per square foot per foot per depth.
roTansive soils should not be used for backfill against walls- The wedge of non -expansive baekfi.11
material should extend fi-am the bottom of cach rctaining wall outward and upward at a slope of 2:1
(horizontal to vmtcal) or flatter. The stated lateral earth pressures do not include tho effWs of
hydrostatic water pressures generated by inffitrating vmf= watcr that, may accumulate behind the
retaining wafls; or loads imposed by construeflon equipment, foundation.-, or roadwrays.
During Waft and backfilling operations adjacent to any walls, heavy equipmentshould not be allowed
to Werate witbin a lateral digauvc of 5 fed, ftom the wall, or within a lateral distanco equal to the wall
Mgk, whichever is greater, to avoid developing excessive lateral pres. surm Within this zone, only
hand-operaW equipment Cwhackers�" vibratory plates- or pneumada compactors) should W used to
compact the backffil soils.
Sebmic kammetm,- L019 Cafiforab %*din gode
The Site Class per Scetion 1613 of the 2019 California Building Code (2019 CDC) and ASCE 7- 16,
1� .
Chapter 20 is bauA upon the site soil conditions. Tt is ouropinion that a Site Class, D is most consistent
with the subject site soil conditions. A site modified peak ground acceleration (PGAm) of 0.483 may be
used for seismic analysis. For seismic de%ign of the structum basW on the seismic provisions of the
2019 CBC, we recommend the following parameters:
Seismic Item
Value
C4W Referenee
Site class
D
Section 16.13.2,2
Sile Coefficicnt F,
1-200
Table 1613.23 (1)
Sw
0.923
Section 1613.2.1
SDI
0.443
Section 161L.2
Kro7an & Anwintes, Inc.
With Officm Serving the Western Unitcd Swes
01nimc Regm CWAft FXCY RCP'-A=)A0C
I
IN 0 INERUS I
Prx�ect No. 022-21020
Page No. 7
bea:ring surface. Tbese areas may be backfilled ming a. mix of the silty sand and sand soils that contains
at least 20 parm fines and meeting the requirements for Engineered Fill, This material may be
obtained firom elsewhere at the site, irnporW to the bute from an approved off-sito sourcc, or
manufi=ured throush bIcnding of the excavated clean sand with other witable material containing a
higherpercentage of fines to r=It in material meeting the requirements for En&eered, Fill,
The upper soils, dwing wet winter month.-,, become very inoist due to the absorptive characteristics of
the soil. PArthwork operations performcd duting winter months may encounter very moist unstable
soils, which may require mmoval to grade a stable building foundation. PrOoct site winteTization
consisting of placement of aggregate base and protecting exposed soils during the consmzction phase
should be performed -
A represemtative of our fim shodd be present during all site clearing and grading operations to test and
observe earthwork construction. This testing ard obsenmton, is an mtegral part of our semee as
acceptanoe of earthwork constmction is dependent upon compaction of the uraterial. and the stabihty of
the material. The Soils Engineer may re6ect any matmial that does not mmt compacticm and stability�
requircments. Further r=mmendations of tins report are predicated upon ft assumption that
earthwork construction wW conform to recommcndafions so fmth in this section and the, Enginmed Fin
section.
Kggj�neered MR
The organio-Eme, on-sito, upper native sofls and All material am predominately silty sand, mity
sand/sanct- or sand. These soils wiU be suitable for reuse as Engineewd Fill, providod they are cleansed
.of excessive orpms, debris, and fragments larga than 4 inches in maximum dimension.
Rel4vely clean sands were encountered at vmious locations throughout the site. The pamihility exists
that site grading oper4tions wuld uxpow thme soils in arms of pWosed buildinM pavements, and/or
rctaining walls. Ilie Contwtor should note that these soils lack the cohesion necessary to smmd
vertically, even lip sliallow excavations such as footing trenches. If these couftions arc. cncountered, it
will be necessary to over-oxcavate the affected area(s) to a minimum of 1 foot below the propowA
bearing nuface. Tbe-ft areas may be backfilled -using a mix of Ow silty sand and sand soils Ow wntains
at least 20 perwk fines and meeting the requirements for Engineered Fill. This material may be
obtained from elsewhere at the site, imported to Lbe site from an approved off-site souroc, or
mamfactured through bl=(Jing of the excavated clean sand with other suitable matenal containing a
highm- percentage of fines to result in material meeting (fie requirements for Engineered Fill.
TUe prefwed materials specified for Engineered Fill are suitablu for most applications with the
exception of exposure to erosion. Plwject site wintermation. and protection of exposed soils during the
construction phase should be the sole responsibilityof the Contractor, since he has complete control of
the proj act site at ftit. time.
Imported Fill material should be predominately granular matedal with a plasticity index less than 10 and
an expansion index less than 15. Imported Fill should be free from rocks and clods greater than 4 inches
Kranz & Asweintes, 1W.
With offices SmVing ft Westem United States
mntmoR"rwmbF,tyxwidem,c)daD
ProjeeL No. 02"2-21020
Page No. I I
SIX
0.738
Section 1613.2.4
Site coefficient F,
1.961
Table 1613.2-3 (2)
SI
0.339
Section 1613.2-1
Sw
0.665
Section 1613.2.3
SDI
0.443
Section 1613.2.4
Ts
'0.601
Section 1613.2
Based on Equivalent Lateral Force (ELF) Design Procedure being used.
son cement &cacti
Exemsiw sulfate m either tho soil or untivc watcr may result in an advcrse reaction between the cement
in concrcte (or stucca) and the soil. T4UD/FHA and CW. have developed crileda. for evaluation of
sulfate levels and how thoy rolato to emont =cdvity with soil andior water.
Sod samples were obtamed from the site and tested in accordancc with State of California ACTAnals
Manual Teg Des�pmdoa 417. -Me sulfate concentrations debwted from these soil mnples worc less
than ISO ppm. (Q.8 ppm) and arc below the maximum allowable values established by HUD/FHA and
CDC. Howover, it is rccommendod a Type 11 cement be utilized to compensate for sulfate I-Cautivity
with the cement.
Compacted Material Acccp"Wc
Compattion specifications are not the only criteria for acceptance of the site grading or other such
activities. However, the compaction tft is ft most wivcrsally racognized test method for asseming the
performance of the Grading Contractor. The numerwal tvst results from the compadion test cannot be
used to prAct the angineering perfomm= of ft compacted materig. Therefore, the acceptance of
ompacted materials will u1w bc dqmkimi on the stability of thut matcrial. 'The Soils Enginm has the,
option of rejecting any compacted material regardless of the degree of compaction if that malaW is
c;onsidered to be unstable or if future instability is suspected. A specific example of rojection of fM
wataial passing the required percent compaction is a fill which has bom compactcd with an in-situ
tnoistare content q1'ignIfl(*TjJy Ims than. optimum moisture. '11iis type of dry fill (brittle fill) is
"ceptibilc to future wdement if it becomes saturated or floodedL
laft and Insvecdon
A representative of Krazan & Associates, Inc, should bc picsent at the site during the carthwork
activities to oonfinn ffiat actual subsurface conditions am comistent with the eVlaratory fieldwork.
This activi4, is an integral part of our service, as acceptance of earffiwork construction is dopendent upon
compaction testing and stability of the material.. This repricwntative can also verify that the intent of
these recommendations is incorporated into the project design and construction. Krazan & Associates,
Inc. will. not be respoudible for grades or stakin& since this is the responsibility of the Prime Contractor.
Kramn & Asted'ates,Tne.
With Offimq Sming the Wastem United States
INNWW�_
LC)
%+— I
0
Co
Co
Co
CO
C*
ko
ko �0
L71
N
C4
z
Z
04
2,
0
0
LL
CI)
z!
M
Z.J
0
W
CL
_J
C14
=J
z
Z:
CITY RECORDS NO.
.J
W
J
W
W
W
(0)
ce.
un
cl)
0
<
CL
W
LLJ
U i
W,
90
LL
N
LL
=J:
W
.J
C*4
0
C44
z
04
2,
z
M
W
(n
M
0
0
W
UJ
1
_J
C14
X
z
CITY RECORDS NO.
!;�
0
<
0
(A
W
W
M
0
UJ
_J
Li-
- -
0
W
C*4
0
z
2,
M
W
(n
M
M
UJ
1
_J
z
X
z
CITY RECORDS NO.
!;�
0
<
0
(A
W
0
W
M
0
UJ
_J
Li-
- -