HomeMy WebLinkAboutTract Map 9833-3 Lot 30 Grading Plans (2)
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SCHROEDER ENGINEERING
GEOTECHNICAL ENGINEERING
GRADING PLANS
7020 Pellet Street
Downey, CA 90241
fax 562-927-9437 fax
562-927-2857
July 22, 1998
Harry Wiersema
8315 Merrill Avenue
Chino, CA 91710
Project No. 9807067-1
Attention: Harry Wiersema
Subject: Geotechnical observation and testing during rough grading of Lot 30, Tract 9833-3,
APN 945-150-015, Temecula, California.
ROUQh Gradin~
In accordance wit your authorization, we have provided the soils engineering testing during
rough grading of the subject site. A key was established at the toe of the slope and fill was
compacted back in place in 6-inch lifts with steel tread equipment. The slope was benched into
as the fill slope was constructed. The proposed building area was over excavated 4 feet to the
firm soil. The bottom of the excavations were moisture conditioned and compacted prior to fill
being placed which was also moisture conditioned and compacted. The soil was compacted
back in place in 6-inch lifts with steel tread equipment. Density tests were taken 6 inches to 12
feet below finish grade. The density tests or retests taken showed a relative compaction greater
than 90%.
The relative compaction tests were taken using ASTM test method 01557. A summary of the
tests taken is shown in Appendix A. The density tests were taken using ring (ASTM 02937),
Nuclear method (ASTM 02922) and sand cone (ASTM 01556) and they are noted in Appendix
A.
CONCLUSIONS
GENERAL
The following conclusions are provided regarding geotechnical conditions at the project site with
respect to the proposed construction. These conclusions reflect our professional opinion based
on our limited study of the site.
The proposed development area will be safe against hazard from settlement, slippage and
landslides and the proposed grading will not adversely affect the geologic stability of the site or
adjacent properties, provided the following recommendations are correctly implemented. The
rough grading of the site was performed in accordance with our recommendations and in
accordance with the city of Temecula building codes. The following recommendations can be
used for construction of the site.
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RECOMMENDATIONS
PtENERAL
t IS ~enerally recommended that the structures be designed to at least meet the current seismic
building code provisions in the latest UBC edition. However, it should be noted that the building
code is described as a minimum design condition and is often the maximum level to which
buildings are designed (Holden & Real, 1990). The majority of property owners are not aware
that structures, built to code, are designed to remain standing after an earthquake, in order for
occupants to safely evacuate, but then may have to ultimately be demolished (Larson & Slosson,
1992).
1. FOUNDATl9N DESIGN
Due to the potential for differential settlement between the fill materials and the bedrock, all
of the footings should either be founded on bedrock or entirely within competent fill
materials. Two approaches to construction of the foundation system could be considered
and are outlined below. .
Bedrock FOOtin~: This will require a caisson and grade beam foundation system, except
where the regular ootings are within bedrock materials, or extending all of the continuous
footing into competent bedrock through the fill materials. The caissons should be
excavated at least 18 inches into competent bedrock. The caissons should be designed
using the following parameters:
Caisson Capacities
Diameter of Caisson
Deoth into ComDetent Bedrock 18" 24" 36"
1.5' 6,000 Ibs. 11,000 Ibs. 25,000 Ibs.
4.0' 10,OOOlbs. 18,000 Ibs. 30,000 Ibs.
8.0' 20,000 Ibs. 27,000 Ibs. 40,000 Ibs.
15.0' 35,000 Ibs. 47,000Ibs. 70,000 Ibs.
The caissons should have a minimum of four, #4 vertical rebar tied with #3 rebar at 18
inches. All caissons and footings should be designed to withstand the loads transferred to
them by the building walls and the building columns.
Continuous footings will require that all exterior footings should be founded a minimum of
12 inches below adjacent finished grade and 12 inches in width for one-story structures.
When the footings are founded in approved native materials, an allowable bearing capacity
of 2,000 pst for minimum 12-inch-wide footings is acceptable for dead plus live load. This
value may be increased by one-third for short term wind and seismic loading conditions.
Reinforcement of the footings with a minimum of one No. 4 bar, top and bottom, is
recommended.
Total settlements are anticipated to be less than one inch. Although detailed structural
load data are not available at this time, differential settlement is expected to be less than
one inch.
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Fill Footinas:
back in place.
Th~rOPOSed building area was over lavated 4 feet and compacted
The footings locations should be varified that they are within this area.
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The following soil parameters may be used to design the foundations if they are placed on
compacted soil. The followin~ soil parameters should be used for foundation design and
may be increased by 1/3 for wmd and seismic loads.
Continuous Footings:
minimum footing depth 12 inches - one story exterior
minimum footing depth 12inches one story interior
minimum footing depth 18 inches - two story
minimum footing width 12 inches one story
minimum footing width 15 inches two story
minimum footing reinforcement-one #4 rebar-top
one #4 rebar-bottom
allowable bearing pressure-1500 pst
Square footings:
minimum footing depth 12 inches - one story
minimum footing depth 18 inches - two story
minimum footing width 24 inches
minimum footing reinforcement-#4 rebar 12" on center
allowable bearing pressure-1500 pst
The allowable bearing pressure may not be increased each additional foot of depth.
All footings should be designed to withstand the loads transferred to them by the building
walls and the building columns.
Total settlements are anticipated to be less than 3/4 inch. Although detailed structural
load data is not available at this time, differential settlement is expected to be less than 1/4
inch in a 20 foot span.
2. CONCRETE SLAB DESIGN
All slabs should be a minimum of 4 inches thick and placed on compacted fill or firm natural
soil. Based upon present soil expansion data, 6x6 10/10 WWF wire mesh or #3 rebar at
24" on center, each way or equivalent should be placed within the slab.
A 6-mil visqueen moisture barrier placed between a minimum of 2 inches of sand should be
placed on the subgrade in slab areas where moisture sensitive floor covering is planned.
All slabs should be designed for any special loads including, but not limited to, construction
loads.
Concrete driveways and other large concrete slabs should have crack control joints on
approximately ten-foot centers. Small slabs should have crack control joints on
approximately five-foot centers.
3. LATERAL DI;~'n~ AND. ~ETAlNING W~"'L Q~SlGN
The footings 0 t e retaining walls shou d be p aced on firm natural soils or compacted soil.
All walls should be designed with granular backfill and subdrains.
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Following soil paralers should be used for lateral de!
may be increased by 1/3 for wind and seismic loads.
coefficient of friction .35
unit weight of soil 125 pet
active equivalent fluid pressure (level)-35 pet
active equivalent fluid pressure (2: 1 )-55 pet
At rest equivalent fluid pressure (level)-55 pet
(all building walls)
passive equivalent fluid pressure(level)-350 pet to a max. of 3000 psf
passive equivalent fluid pressure(2: 1 ) -200 pet to a max. of 2000 pst
allowable bearing pressure 1500 pet
and retaining wall design and
The allowable bearing pressure may not be increased each additional foot of depth for fill
materials.
The allowable bearing pressure may be increased 200 pst each additional foot of depth to
a maximum of 3,000 pst for bedrock materials.
4. SLOPES
The slope face is prone to erosion and should be planted with draught resistent ground
cover. The use of geofabric on the slope face before planting will help reduce erosion
prior to coverage by the ground cover.
5. DRAINAGE
The drainage around the structures should be controlled and water should not be allowed
to pond and/or saturate the soil, but should be led to the street, away from the foundations,
walls and slope areas.
Roof rain gutters could be used to help control water and direct it to the street or to yard
drains. Yard drains or surface drains could be used to lead the water to the street or
drainage areas. Roof rain gutters and yard drains should be checked for leaves and other
materials and kept clear.
6. IRRIGATION
Irrigation of all areas should be kept to a minimum but as consistent as possible.
Prolonged water of these areas should be avoided. During the rainy season, watering
should be reduced to the minimum plant survival level.
7. RODENT CONTROL
An on goin~ program of rodent control should be undertaken to reduce the production of
burrows which weaken the yard areas, and provide pathways for surface water into the yard
soils.
8. I~SPECTION AND TESTING
It is recommended that an engineer from our firm be provided the opportunity for a general
review of the final design and specifications in order that earthwork and foundation
recommendations may be properly interpreted and implemented in the design and
specification. If our firm is not accorded the privilege of making this recommended review,
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we can assume no lonsibility for misinterpretation of 'recommendations
It is further recommended that a representative of SCHROEDER ENGINEERING be
present during all earthwork operation in order to observe performance of site preparation
including:
footing excavation
utility trench compaction
This is to observe compliance with the design concept and to allow design changes in the
event that subsurface conditions differ from those anticipated prior to start of construction.
UMITATlONS
The recommendations contained in this report are based on the field observations, data from the
soil test excavations, the laboratory tests and our present knowledge of the proposed
construction. It is possible that variations in the soil conditions could existing between the points
explored, which would make it necessary to revise some of these recommendations.
If any soil conditions are encountered in the field during construction which are different from
those described in this report, our firm should be notified immediately in order that a review may
be made and any supplementary recommendations provided. If the scope of the proposed
construction, including the proposed loads or structural locations change from that described in
this report, our recommendations should also be reviewed.
Our firm has prepared this report in accordance with our scope of services and makes no other
warranties, either expressed or implied, as to the professional advice provided under the terms
of this agreement and. described in this report. The recommendations provided in this report are
based on the assumption that an adequate program of tests and observations will be conducted
during the construction phase in order to verify the anticipated soil conditions and to verify
compliance with the recommendations.
Our firm necessarily assumes no responsibility for the compliance of the construction with the
design plans or the recommendations of the report unless we have been retained to perform on
the site construction observations.
If any questions should arise concerning the information presented in this report, please feel free
to contact us at your convenience.
SCHROEDER ENGINEERING
Respectfully sub itted,
e~dvood'" ReE 33529
Chief Engineer
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SCHROEDER ENGINEERING
SUMMARY OF FIELD
DENSITY TESTS
Project: Lot 30, Tract 9833-3, APN 945-150"()15, Temecula, California.
# Location Elevation Moisture Moisture Dry Dry Soil Relative Test
Field Max. Density Density Type Compaction Type
Field Max. Percent
%
1 Fill slope 1217 8.9 12 112.9 123 B 92% SC
2 Fill slope 1219 5.8 12 110.3 123 A 90% SC
3 Fill slope 1221 8.1 9.5 120.5 130.5 A 92% SC
4 Fill slope 1223 10.2 9.5 120.2 130.5 A 92% SC
5 Fill slope 1226 8.6 9.5 126.1 130.5 A 97% SC
6 Fill slope 1229 8.8 9.5 122.4 130.5 A 94% SC
7 Fill slope 1231 9.6 9.5 122.5 130.5 A 94% SC
8 Fill slope 1234 10.4 9.5 122.0 130.5 A 93% SC
9 Fill slope 1236 10.9 9.5 122.2 130.5 A 94% SC
10 Fill slope 1238 10.5 9.5 121.1 130.5 A 93% SC
11 Fill slope 1240 9.4 9.5 124.7 130.5 A 96% SC
12 Fill slope 1242 10.1 9.5 118.4 130.5 A 91% SC
13 Fill slope 1045 9.8 9.5 119.9 130,5 A 92% SC
14 Fill slope 1047 8.2 9.5 100.5 130.5 A 77% RT on 16 SC
15 Fill slope 1050 7.6 9.5 129.1 130.5 A 98% SC
16 Fill slope 1047 8.3 9.5 122.2 130.5 A 94% SC
17 Fill slope 1053 9.8 9.5 119.2 130.5 A 92% SC
18 Fill slope 1256 13.2 9.5 124.2 130.5 A 95 SC
19 Fill slope 1259 14.6 9.5 99.7 130.5 A 76% RT on 20 SC
20 Fill slope 1259 8.8 9.5 121.8 130.5 A 93% SC
21 Fill slope 1262 9.5 121.5 130.5 A 93% SC
22 Fill slope 1264 7.9 9.5 121.6 130.5 A 93% SC
23 Fill slope 1266 8.5 9.5 122.6 130.5 A 94% SC
24 Fill slope 1268 7.3 9.5 123.6 130.5 A 92% SC
25 Fill slope 1268 10.6 9.5 118.0 130.5 A 90% SC
26 Pad 1267 9.2 9.5 118.1 130.5 A 90% SC
27 Pad 1267 11.0 9.5 119.6 130.5 A 92% SC
28 Pad 1268 6.4 10 117.8 127 C 93% SC
29 Pad 1268 6.7 10 116.3 127 C 92% SC
30 Slope face 1268 9.7 9.5 120.2 130.5 A 92% SC
R = ring test SC = sand cone test N = Nuclear
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SCHROEDER ENGINEERING
SUMMARY OF FIELD
DENSITY TESTS
Project: Lot 30, Tract 9833-3, APN 945-150-415, Temecula, California.
# Location Elevation Moisture Moisture Dry Dry Soil Relative Test
Field Max. Density Density Type Compaction Type
Field Max. Percent
%
31 Pad 1269 10.2 9.5 121.6 130.5 A 93% N
32 Pad 1269 9.5 9.5 118.5 130.5 A 91% N
33 Pad 1270 10.0 9.5 119.3 130.5 A 91% N
34 Slope Face 1262 8.8 10 114.7 127 C 90% N
35 Slope Face 1255 9.1 10 116.7 127 C 92% N
36 Slope Face 1265 7.2 10 115.7 127 C 91% N
37 Pad 1269 9.6 9.5 120.3 130.5 A 92% N
38 Pad 1269 6.5 9.5 117.8 130.5 A 90% N
39 Slope Face 1265 7.8 9.5 117.6 130.5 A 90% N
40 Pad 1269 8.2 9.5 119.5 130.5 A 92% N
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52
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58
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60
R = ring test
SC = sand cone test
N = Nuclear
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PLOT PLAN
NORTH
---/" = 1/'0'
. - - - Compacted fill area
'tI:rl,
~ Density Tests
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Project:
Lot 30, Tract 9833-3, APN 945-150-015, Temecula, California.
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