HomeMy WebLinkAboutFLOOD ZONE - 718 S Flintridge Dr Unit# 2 - PlanBldg #101119235-36
APPROVALS:
PLNG - P. Raj
BLDG - J.Lo
POLICE - B. Martin
PUBLIC WORKS - B. Sarlak
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
SCOPE OF WORK
PL
6
0
.
0
0
'
WA
T
E
R
PL 100.00'
NO
R
T
H
CL
Fl
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D
r
.
EXISTING
DRIVEWAY
EXISTING 6'H CMU
BLOCK WALL
PL 100.00'
PL
6
0
.
0
0
'
Existing 2-Car
garage 390 Sf.
EXISTING 5'H IRON
FENCE
EL
E
C
T
R
I
C
718 S. Flintridge Dr.
EXISTING HOUSE
1,285 SF.
ADU
PORCH
104 SF.
PROPOSED
ADU 800 SF.
EXISTING 6'H CMU
BLOCK WALL
EX
I
S
T
I
N
G
6
'
H
C
M
U
BL
O
C
K
W
A
L
L
EXISTING 5'H IRON
FENCE
ELECTRICAL
EXISTING
LANDSCAPE
EXCESS CONCRETE
TO BE REPLACED
WITH LANDSCAPE
LATER
SCIENTIFIC NAME
Common Name
LEGEND QUANTITY
Size
TYPE
Location
LANDSCAPE PLANTS LEGEND
Rhaphiolepis indica
India Hawthorn
Evergreen
Along driveway
Total 6 minimum
5-gallon shrub every 2 feet
with 2" mulch at bottom
Barbara Karst Bougainvillea
or Fruit Trees per owner
Evergreen Vine
Along perimeter
Quantity as shown
5-gallon size every 20 feet
Total 10 minimum
1-gallon shrub every 3 feet
with 2" mulch at bottom
Rosaceae
Rose (species per owner's choise)
Perennial
As shown on plan
Grass
n/a
Grass
As shown
n/a
Area as shown
Prunus
Red flowering Peach
Quantity as shown
24" box
Evergreen Canopy
As shown
Pop-up Sprinkler
(per owner)
n/a
As shown
n/a
As shown
Mulch
n/a
Mulch
As shown
2"
Area as shown
n/a
As shown
n/a
As shown
V Vines
n/a
·
·
·
A.0
SHEET#
JOB#
DRAWN BY
DATE
SCALE
REVISIONS
03/26/2024
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Project Summary
PLAN LEGEND
Scale: 1/8" = 1'-0"
PROPOSED SITE PLAN and LANDSCAPE PLAN1
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Existing 2-Car
garage
Existing
Bedroom #1
Existing
Bedroom #2
Existing
Bedroom #3
Existing
Bath #1
Existing
Bath #2
Existing
Kitchen
Existing
Living Room
EL
E
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T
R
I
C
1
1
1
2
3
3
1
1
2
3 3
3
4
4
8
6
7
Existing
Patio To Be
Demolished
750 Sf.
PL
6
0
.
0
0
'
WA
T
E
R
PL 100.00'
NO
R
T
H
CL
Fl
i
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e
D
r
.
EXISTING
DRIVEWAY
EXISTING 6'H
CMU BLOCK
WALL
PL 100.00'
PL
6
0
.
0
0
'
Existing 2-Car
garage
Existing
Bedroom #1
Existing
Bedroom #2
Existing
Bedroom #3
Existing
Bath #1
Existing
Bath #2
Existing
Kitchen
Existing
Living Room
EXISTING 5'H IRON
FENCE
EL
E
C
T
R
I
C
Existing
Patio To Be
Demolished
750 Sf.
EXISTING 5'H IRON
FENCE
Existing
Shed To Be
Demolished
50 Sf.
EXISTING 6'H CMU
BLOCK WALL
EXCESS CONCRETE
TO BE REPLACED
WITH LANDSCAPE
LATER
D O O R S C H E D U L E
SIZE#GLAZ'G.THK REMARKSTYPEU-VAL.SHGC
1 3/4"
1 3/8"NONE __
NONE __2
2'-6" X 6'-8"INTERIOR SWINGING1 3/8"1 EXISTING
1 3/8"3 FRENCH DOOR 0.29 0.22
ENTRY DOOR 3'-0" X 6'-8"EXISTING
EXISTING2'-6" X 6'-8"NONE
MATERIAL
W I N D O W S C H E D U L E
SYM OPERATION GLAZ'G.U-VALUE MFR.SHGC
VINYL FRAMELOW E
DUAL GLAZING 0.29 0.223'-0" x 1'-0"1
2
7'-0" x 3'-0"
SIZE (wxh)
PER
OWNER'S CHOICE
SLIDING
SLIDING
7
3'-6" x 3'-6"
8
REMARKS
1'-6" x 2'-6"SINGLE HUNG
EXISTING
EXISTING
EXISTING
EXISTING
3 SLIDING
4 SLIDING
5 SLIDING
4'-0" x 4'-0"
5'-6" x 3'-0"
4'-0" x 4'-0"
SLIDING6'-0" x 3'-0"6
SLIDING
EXISTING
EXISTING
EXISTING
EXISTING
A.0.1
SHEET#
JOB#
DRAWN BY
DATE
SCALE
REVISIONS
03/26/2024
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C I V I L
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H.L.
LEGEND
EX
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Scale: 3/16" = 1'-0"
EXISTING MAIN HOUSE FLOOR PLAN2
Roof Plan Notes
Scale: 1/8" = 1'-0"
EXISTING SITE PLAN1
PLAN LEGEND
Scale: 3/16" = 1'-0"
EXISTING HOUSE : NORTH ELEVATION5
Scale: 3/16" = 1'-0"
EXISTING HOUSE : WEST ELEVATION4
Scale: 3/16" = 1'-0"
EXISTING HOUSE : EAST ELEVATION3
Scale: 3/16" = 1'-0"
EXISTING HOUSE : SOUTH ELEVATION6
Scale: 1/8" = 1'-0"
EXISTING MAIN HOUSE ROOF PLAN7
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
A.3
SHEET#
JOB#
DRAWN BY
DATE
SCALE
REVISIONS
03/26/2024
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FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
SHEET#
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REVISIONS
03/26/2024
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FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
SHEET#
JOB#
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DATE
SCALE
REVISIONS
03/26/2024
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FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
TMC ENGINEERS INC.
Geotechnical, Structural and Civil Engineering
Add: 9542 Pacific Ave, Anaheim, CA92804. Phone: 714-829-5053; Email: Tienchu.pe@gmail.com
Page 1
Date: March 8, 2024
To Owner: Mr. DINH MAI
Address: 718 S Flindridge Dr,
Santa Ana, CA 92704.
Subject: Report of Geotechnical Engineering Investigation, Proposed Residential
Development at 718 S Flindridge Dr, Santa Ana, CA. 92704.
Project Number: GEO2339424TMC
Gentlemen:
In accordance with your request, I am pleased to submit this geotechnical engineering report for the
proposed development at subject site. The purpose of this report was to evaluate the subsurface
conditions and provide recommendations for foundation designs and other relevant parameters for the
proposed construction.
Based on the findings of our field exploration, laboratory testing and engineering analysis, the proposed
construction of the subject site for the intended use is feasible from the geotechnical engineering
viewpoint, provided that specific recommendations set forth herein are followed.
This opportunity to be of service is sincerely appreciated. If you have any questions pertaining to this
report, please call the undersigned.
Respectfully submitted,
Tien Chu
Dist: (2) Addressee
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
TMC ENGINEERS INC.
Geotechnical, Structural and Civil Engineering
Add: 9542 Pacific Ave, Anaheim, CA92804. Phone: 714-829-5053; Email: Tienchu.pe@gmail.com
Page 2
REPORT OF GEOTECHNICAL ENGINEERING INVESTIGATION
Proposed Residential Development at
718 S Flindridge Dr, Santa Ana, CA. 92704
Project Number: GEO2339424TMC
Prepared by TMC ENGINEERS INC.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
TMC ENGINEERS INC.
Geotechnical, Structural and Civil Engineering
Add: 9542 Pacific Ave, Anaheim, CA92804. Phone: 714-829-5053; Email: Tienchu.pe@gmail.com
Page 3
1.0 INTRODUCTION
1.1 Purpose
This report presents a summary of our preliminary geotechnical engineering investigation for
the proposed development at the subject site. The purposes of this investigation were to
evaluate the subsurface conditions at the area of proposed construction and to provide
recommendations pertinent to grading, foundation design and other relevant parameters.
1.2 Scope of Services
Our scope of services included:
• Review of available soil and geologic data of the area.
• Logging and sampling of hand auger boring to a maximum depth of 5 feet below the
existing ground surface. Boring logs are presented in Appendix “A” (Field Investigation).
• Laboratory testing of representative samples collected from the proposed construction
area to establish engineering characteristics of the on-site soils. The laboratory test results are
presented in Appendix B (Laboratory Testing) and on the boring logs (Appendix A).
• Engineering analyses of the geotechnical data obtained from our background studies,
field investigation, and laboratory testing.
• Preparation of this report presenting our findings, conclusions, and recommendations
for the proposed development.
1.3 Proposed Construction
It is anticipated that the proposed construction is a new ADU residential with a one-story house
in the rear of lot site. The structure of the proposed residential building is anticipated to be one
story in height. Column loads are be light. Final grade is anticipated to be near the existing
grade.
1.4 Site Conditions
The subject site is located at East side of Flindridge Dr.., South of McFadden St.., West of
Harbor Blvd, East of Euclid street, North of Edinger Ave. within a fully development area.
An existing one story house with typical concrete driveway, sidewalks, rear yard.
The subject site is relatively flat and is currently occupied by a residential house and a garage.
No major surface erosions were observed at the time of our field investigation.
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TMC ENGINEERS INC.
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Page 4
2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING
2.1 Subsurface Exploration
Our subsurface exploration consisted of drilling hand auger boring to a maximum depth of 5
feet below the existing ground surface. Relatively undisturbed, bulk samples were collected
during drilling for laboratory testing. The approximate locations of the boring are shown on the
attached Site Plan. Boring logs are presented in Appendix A.
2.2 Laboratory Testing
Representative samples were tested for the following parameters: Atterberg Limits, expansion
index. The results of our laboratory testing along with a summary of the testing procedures are
presented in Appendix B.
3.0 SUMMARY OF GEOTECHNICAL CONDITIONS
3.1 Soil Conditions
Based on field observation and testing of sampler of the near ground surface soil. The ground
surface soils consist of silty very fine sand. In general, these soils exist slightly moist to moist
condition.
3.2 Groundwater
Ground water was not encountered at a depth of about 5 feet below the existing ground surface
during our subsurface investigation.
Based on our review of the “Historically Highest Ground Water Contours and Borehole Log
Data Locations, Anaheim and Newport Beach Quadrangle” per page # 22, it is estimated that
the highest ground water level is approximate 5 feet below the existing grade. It should be
noted that the CDMG ground water map is obtained by evaluating technical publications,
geotechnical borehole data, water-well logs dating back to the “turn-of-the-century”. This report
also indicated that ground water levels in the areas from 1960-1997 data are generally 5 to 50
feet deeper than the earlier measured data. No specific date was provided pertaining to the
high ground water level.
Deep footings and excavations are not proposed for this site, therefore the effect due to ground
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water are not anticipated for the proposed structural.
SEISMIC DESIGN CONSIDERATIONS
Although no know active faults traverse through the subject site, like most of Southern
California, the subject site lies within a seismically active area. Earthquake resistance
structural design is recommended. Designing structural to be earthquake-proof is generally
considered to be impractical, especially for private projects, due to cost limitations, significant
damage to structures may be unavoidable during large earthquakes. The structural design of
the proposed structures should be based on the 2022 California Building Code. The following
minimum seismic parameter should be used:
Latitude = 33.73748,
Longitude = - 117.935918
Site Class: D-default
Ss= 1.332
S1= 0.476
SMS= 1.332
SDS=0.888
Seismic Design Category: D
This minimum code values are intended to protect life and may not provide an acceptable level
of protection against significant cosmetic damage and serious economic loss. A significantly
higher than code lateral design parameter would be necessary to further reduce potential
economic loss during a major seismic event. Structural engineers, however, often regard
higher than code values as impractical for use in structural design. The structural engineer and
project owner must decide what level of risk is acceptable and to assign appropriate seismic
values for use in structural design. The risk of damage to the structural due to a large
earthquake cannot be totally eliminated and obtain appropriate insurance as a mitigation
measure is strongly recommended.
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Page 6
5.0 SEISMIC HAZARDS
5.1 Liquefaction Potential
Liquefaction is the transformation of a granular material from a solid to a liquid state as a result
of as flow land sliding, lateral spread, loss of bearing capacity, or settlement.
Based on the Seismic Hazard Zones Map, Newport Beach Quadrangle, the site is located
within a potential liquefaction zone. Therefore, liquefaction may occur at the site, and the
property owner(s) should be aware of the risks associated with being in a potential liquefaction
zone. We recommend the proposed new structures should have a strengthened footing
system as recommended in this report, and the proposed new structures will be designed
based on up-to-date building codes to reduce the potential adverse effects due to potential
liquefaction increasing pore-water pressure. The material will then lose strength and can flow
if unrestrained, thus leading to ground failure. Liquefaction can be triggered in saturated
cohesionless material by short-term cyclic loading, such as shaking due to an earthquake.
Ground failure that results from liquefaction can be manifested to the proposed new structures.
It should be recognized that structural mitigation may not reduce the potential of the soils to
liquefy during an earthquake; and there will remain some risks that the structure could still
suffer damage if liquefaction occurs during a very strong earthquake.
Differential settlement due to liquefaction may occur, to reduce the potential adverse effect to
the proposed new structural due to potential liquefaction induced differential settlement and/or
reduction in soil bearing capacity, and it is our opinion that our recommendations shall satisfy
the liquefaction requirements.
5.2 Lurching
Soil lurching refers to the rolling motion on the surface due to the passage of seismic surface
waves. Effects of this nature are not considered significant on the subject site where the
thickness of alluvium does not vary appreciably under structures.
5.3 Surface Rupture
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Page 7
Surface rupture is a break in the ground surface during or as a consequence of seismic activity.
The potential for surface rupture on the subject site is considered negligible due to the absence
of known active faults at the site.
5.4 Ground Shaking
Throughout southern California, ground shaking, as a result of earthquakes, is a constant
potential hazard. The relative potential for damage from this hazard is a function of the type
and magnitude of earthquake events and the distance of the subject site from the event.
Accordingly, proposed structures should be designed and constructed in accordance with
applicable portions of the building code.
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Page 8
6.0 CONCLUSIONS
Based on the results of our subsurface investigation, it is our opinion that the proposed
residential development is feasible from a geotechnical standpoint, provided the
recommendations contained herein are incorporated in the design and construction. The
following is a summary of the geotechnical design and construction factors that may affect
development of the site.
6.1 Seismicity
Based on our studies on seismicity, there are no known active faults crossing the property.
However, the site is located in a seismically active region and is subject to seismically induced
ground shaking from nearby and distant faults, which is a characteristic of all Southern
California areas.
6.2 Liquefaction
Differential settlement due to liquefaction is roughly estimated to be about ¼ inch for a
horizontal distance of 40 feet. Please note that this is only a rough estimate.
6.3 Groundwater
Ground water was not encountered at a depth of about 5 feet below the existing ground
surface during our subsurface investigation. In our opinion, groundwater will not be a
problem during the near surface construction.
6.4 Expansion Potential
Based on our field observation and testing of sample of the near ground surface on-site earth
materials, the foundation subgrade soils at the site generally consisted of sandy soil with
some sill and have a very low expansion potential.
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7.0 RECOMMENDATIONS
The following recommendations should be incorporated into the design or construction
phases.
7.1 Grading
7.1.1 Site Preparation
Prior to initiating grading operations, any existing vegetation, trash, debris, over-sized
materials (greater than 12 inches), and other deleterious materials within fill areas should be
removed from the site.
7.1.2 Surficial Soil Removals
For the proposed new house, after removal of existing concrete slabs where occur and/or
vegetation including roots. It is recommended that the top 2 feet thick near surface earth
materials should be over-excavated and re-compacted. Removal should be extended at least
2 feet beyond building lines.
No deeper removal is anticipated, however, if deeper loose soils are encountered, deeper
removal and re-compaction will be required. This will be determined at the field by the project
geotechnical/civil engineer, based on the actual conditions exposed at the time of site grading.
The removed clean on-site earth materials without any debris, vegetation and roots can be re-
used as fill or back fill material.
Fill, back fill material or additional imported soils should be free of organic matter and oversize
material, 6 inches or greater in diameter, placed in near-horizontal loose lift not to exceed 4
inches in thickness and moisture conditioned to slightly over optimum moisture content prior
to compaction.
Imported soil, if any, should have a very low expansion potential and should be geotechnical
observed/tested and accepted by the geotechnical/civil engineer prior to using at the site.
In general, grading at the site should be performed in accordance with the requirements of the
city and under the geotechnical observation and testing of the project geotechnical / civil
engineer. The compaction criteria for fill and backfill material is a minimum of 90% of the
maximum density determined in accordance with ASTM Test Method D1557.
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7.1.3 Structural Backfill
The onsite soils may be used as compacted fill provided they are free of organic materials
and debris. Fills should be placed in relatively thin lifts; brought to near optimum moisture
content, then compacted to obtain at least 90 percent relative compaction based on
laboratory standard ASTM D-1557-07.
7.1.4 Site Drainage
Foundation and slab performance depend greatly on how well runoff waters drain from the
site. This is true both during construction and over the entire life of the structure. The ground
surface around structures should be graded so that water flows rapidly away from structure.
Roof gutters and downspouts should be properly provided and maintained.
In the future, sources of uncontrolled water, such as leaky sewer, water (domestic, irrigation)
or drain pipes should be repaired if identified.
The requirements of the governmental agency and the current CBC should be followed, as
needed.
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7.2 Shallow Foundation Design
7.2.1 Allowable foundation and Lateral Pressure:
Based on our field investigation and laboratory testing results. In accordance with Section
1806.2 of the 2022 California Building Code. It is recommended that the following
parameters should be considered in the foundation design and construction:
For conservative, the lowest values in table 1806.2, 2022 CBC Code, allowable bearing
value of 1500 pounds per square foot.
7.2.2 Settlement
Distress to the existing house due to settlement of the underlying soil was not observed.
Settlement of soils underlying is not a concerned for the proposed development.
Under construction, differential settlement between adjacent columns is not anticipated to
exceed 1/4 inch for the adjacent column spaced at a distance of about 40 feet.
7.2.3 Lateral Pressures
Passive earth pressure may be computed as an equivalent fluid pressure of 150 pounds per
cubic foot, with a maximum earth pressure of 1500 pounds per square foot. An allowable
coefficient of friction between soil and concrete of 0.3 may be used with the dead load forces.
When combining passive pressure and frictional resistance, the passive pressure component
should be reduced by one-third.
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7.2.4 Foundation Construction
It is anticipated that the entire structure will be underlain by onsite soils of very low expansion
potential. All new footings should be founded at a minimum depth of 24 inches below the
lowest adjacent ground surface. All continuous footings should have at least two No. 4
reinforcing bars placed both at the top and two No. 4 reinforcing bars placed at the bottom of
the footings.
+ New building footings:
New continuous footings 12 inches wide at one-story, 15 inches wide at two-story. 24 inches
deep at interior and exterior footings. Shallow pad footings at least 24 square inch and 24
inches deep. All continuous new footings should have at least two No. 4 reinforcing bars
placed at the top and two No. 4 reinforcing bars placed at the bottom of the footings.
7.2.5 Concrete Slab
Concrete slabs should be a minimum of 4 inches thick and reinforced with a minimum of No.
4 bars spacing at 18 inch both ways and its equivalent. All slab reinforcement should be
supported to ensure proper positioning during placement of concrete.
Concrete slabs in moisture sensitive areas should be underlain with a vapor barrier
consist of a minimum of 10-mil vaper retarder with all laps sealed. A minimum of 2 inch of
sand should be placed over the membrane to aid in uniform curing of concrete and 2 inch of
sand under vapor barrier.
Alternate per Cal Green code, a 4-inch-thick base of ½ inch or larger clean aggregate
shall be provided with a 10-mil vaper retarder with all laps sealed in direct contact with
concrete.
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7.3 Temporary Trench Excavation and Backfill
All trench excavations should conform to CAL-OSHA and local safety codes. All utilities
trench backfill should be brought to near optimum moisture content and then compacted to
obtain a minimum relative compaction of 90 percent of ASTM D-1557-07.
7.4 Nonstructural concrete Flatwork: Sidewalk and Private Driveway
4 inches (sidewalk) and 5 inch (driveway) minimum thickness reinforce concrete with # 3 at
24” on center. Crack control with saw cut or deep tool joint to a minimum of 1/3 the concrete
thickness, maximum joint spacing is 5 feet (sidewalk) and 10 feet or quarter cut (driveway)
whichever closer.
8.0 CORROSION POTENTIAL
Sulfate attack was not observed for the existing buildings in this subjected area. Type V
cement with concrete strength 3000 psi is recommended to use, Water-Cement ratio=0.5.
Other requirement from government agencies, if any, can be followed.
It is recommended that the subsurface soils can be corrosive to buried metal pipe. It is
recommended that any underground steel utilities be blasted and given protective coating.
Should additional protective measures be warranted, a corrosion specialist should be
consulted.
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Page 14
9.0 INSPECTION
As a necessary requisite to the use of this report, the following inspection is recommended:
Temporary excavations.
Removal of surficial soils.
Backfill placement and compaction.
• Foundation excavations. The geotechnical engineer should be notified at least 1 day in
advance of the start of construction. A joint meeting between the client, the contractor, and
the geotechnical engineer is recommended prior to the start of construction to discuss
specific procedures and scheduling.
10.0 INVESTIGATION LIMITATIONS
+ The materials encountered on the subject site and utilized in our laboratory testing program
are believed to be representative of the area. However, soil may vary in characters between
the exploratory borings. Since our investigation is based on the site materials observed,
selected laboratory testing, and engineering analyses, the conclusions and
recommendations are professional opinion. These opinions have been derived in accordance
with current standard of practice.
+ Based on our site investigation and recommendation, we believed that the proposed
improvements will not adversely impact adjoining site.
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11.0 REFERENCES
Ishihara, K. and Yoshimine, M., (1992), “Evaluation of Settlements in Sand Deposits Following
Liquefaction During Earthquakes”, Japanese Society of Soil Mechanics and Foundation Engineering,
Vol. 32, No. 1, pp. 173-188
Guidelines for Evaluating and Mitigating Seismic Hazards in California, 2008 Special Publication 117A,
revised and re-adopted September 11, 2008.
T.Y. Loud, I.M. Idriss, and et. al. (2001), “Liquefaction Resistance of Soils: Summary Report from the
1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils”,
Journal of the Geotechnical Engineering Division, American Society of Civil Engineers, Vol. 127, No.
GT10, pp. 817-833.
California Geological Survey “Probabilistic Seismic Hazard Mapping Ground Motion Page.”
California Division of Mines and Geology, 1998, Seismic Hazard Zone Report for the Newport Beach
Seismic Hazard Zone.
EERC, “Recent Advances in Soil Liquefaction Engineering: A Unified and Consistent Framework”,
EERC Report No. 2003-06, 26th Annual ASCE Geotehcnial Spring Seminar, Long Beach, April 30,
2003
Southern California Earthquake Center (SCEC), “Recommended Procedures for Implementation of
DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in
California”, March, 1999.
www. conservation.ca.gov/cgs/rghm/psha/fault_parameters/pdf/Documents/B_flt.pdf
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APPENDIX A FIELD INVESTIGATION
Subsurface conditions were explored by drilling hand auger boring to a maximum depth of 5 feet at
approximate locations shown on the enclosed Site Plan. Upon completion of excavating, the boreholes
were backfilled with onsite soils that were removed from the excavations.
The drilling of the test boring was supervised by a geotechnical engineer, who continuously logged the
borings and visually classified the soils in accordance with the Unified Soil Classification System.
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GEOTECHNICAL LOG OF TEST HOLES
Test hole Number: BH-1
Hole Diameter: 4 inches
Equipment: Hand-Auger
DEPTH DESCRIPTION
0ft –2 ft Poorly grade sand with sill (SP-SM), dry, fine to medium sand, medium
dense, light brown
2 ft - 5ft Poorly grade sand with sill (SP-SM), dry to moist, fine sand, dense, light
brown
Total depth: 5 ft
No Caving
No free standing water
Hole back fill with on-site soil
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APPENDIX B LABORATORY TESTING
Expansion Index
Expansion Index test was conducted on the existing onsite near surface materials sampled during field
investigation. The test is performed in accordance with ASTM D-4829. The testing results are presented
below:
Sample Location Dry Density
pcf
Moisture
content %
Expansion
Index
Classification
BH-1 2.0’ 128 11.8 Zero Ver Low
Corrosion Potential
Chemical laboratory test were conducted on the existing onsite near surface materials. The rests are
performed in accordance with California Test Method 417, 422, 532 and 643. The resting results are
shown in table below:
Sample Location PH Sulfate Content
% b Wei ht
Min. Resistivity
ohm-cm
Chloride
Content ppm
BH-1 0’ to 5’ 8 0.0656 1,976 133
Note: N/R= Not Requested
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STRUCTURAL CALCULATION FOR ADDRESS AT:
Date: 2/11/24
Codes: 2022 CBC and as amended by City Ordinance
Seismic Analysis: Equivalent Lateral Force Procedure, ASCE 7-16;
Wind Analysis: Method 2: Analytical Procedure
PROJECT:
DINH MAI & THOA TRUONG's RESIDENCE
718 S FLINDTRIDGE DR., SANTA ANA, CA. 92704
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: 714 -829-5053; Email: Tienchu.e mail.com.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
PRIMARY ROOF LOADING EXTERIOR WALL LOADING
ROOF FRAMING 3.55 FRAMING 0.96
1/2" PLYWOOD 1.50 DRYWALL ONE SIDE 2.60
ROOF MATERIAL 3.25 STUCCO ONE SIDE 10.00
DRYWALL 2.60 Misc. 1.44
Misc. (as solar panels) 3.10 Total load (psf) 15.00
Total Roof Dead Load (psf) 14.00
Total Roof Live Load (psf) 20.00 INTERIOR WALL LOADING
Total load (psf) 34.00 FRAMING 0.96
DRYWALL BOTH SIDE 5.20
ROOF RAFTER LOADING Misc. 0.84
ROOF RAFTER 2.05 Total load (psf) 7.00
PLYWOOD 1.50
ROOF MATERIAL 3.25 PRIMARY FLOOR LOADING
Misc. (as solar panels) 3.20 FLOOR FRAMING 3.14
Total Roof Dead Load (psf) 10.00 PLYWOOD (3/4") 2.25
Total Roof Live Load (psf) 20.00 DRYWALL 2.60
Total load (psf) 30.00 CARPET 1.00
Misc. 3.01
CEILING LOADING Total Floor Dead Load (psf) 12.00
CEILING JOIST 2.05 Total Floor Live Load (psf) 40.00
DRYWALL 2.60 Total load (psf) 52.00
Misc. 1.35
Total Roof Dead Load (psf) 6.00 DECK LOADING
Total Roof Live Load (psf) 10.00 FLOOR FRAMING 3.14
Total load (psf) 16.00 PLYWOOD (3/4") 2.25
DRYWALL 2.60
GUARD / HAND RAIL CALCULATION Misc. 0.01
M=200*(42")=8400 lb-in Total Floor Dead Load (psf) 8.00
P=8400/3.25=2285#Total Floor Live Load (psf) 60.00
3/8" DIA. BOLTS CAPACITY Total load (psf) 68.00
IN WITHDRAWL IS 305 #/IN. PENETRATION.
L=2585/2 BOLTS /305 = 4.2"
USE 4 3/4" SQ. X 1/4" THICK PLATE
W/(4) 3/8x10" MIN. LAG BOLT
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: 714 -829-5053; Email: Tienchu.e mail.com.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Project #:
1 MEMBER SPAN:
P1 = lbs from @ X1=DL=
P2 = lbs from @ X2=DL=
P3 = lbs from @ X3=DL=
FROM (ft) - TO (ft)PSF PLF DEAD LOAD plf
CHOOSE BM TYPE= 3 0.00 - 9.25 ROOF T.L.=(34 ) x (1.33 ) = 45.22 14 PSF=>18.62
0.00 - 9.25 WALL T.L.=(15 ) x (0 ) = 0 15 PSF=>0
0.00 - 9.25 FLR. T.L.=(52 ) x (0 ) = 0 12 PSF=>0
0.00 - 9.25 Deck. T.L.=(72 ) x (0 ) = 0 12 PSF=>0
0.00 - 9.25 16 ) x (0 ) = 0 6 PSF=>0
Beam Weight = 1.83 1.83 1.83
Fb = 900 psi Fv = 180 psi E = 1.6 x106 si d = 5.5 inc
Mmax =ft-lb= in-K Vmax=Rmax-(Wxd)= lbs b = 1.5 inch
RL= 218 lbs RR= 218 lbs
(Dead) R =95 lbs (Dead) R = 95 lbs If d>12, Size Factor, S = (12/d)(n)=>S =1.00
(Live) R = 123 lbs (Live) R = 123 lbs {n=0.111 for PSL and 6xSAWN members, n=0.136 for LVL and n=0.092 for LSL}
Cd= 4 Cd= 1.25 Are you using Repetitive Member? no => Rm = 1
REQUIRED PROVIDED
S=Mmax / (Fb*Cd*Sf*Rm) = 5.368 in3 S=in3 O.K.
A=1.5 * Vmax / (Fv*Cd) = 1.307 in2 A=in2 O.K.
Allow.Def.= L/ 240 = 0.4625 in Dac =in O.K. L/ 477
USE BEAM : ( 1 )2 x 6
2 MEMBER SPAN:
P1 = lbs from @ X1=DL=
P2 = lbs from @ X2=DL=
P3 = lbs from @ X3=DL=
FROM (ft) - TO (ft)PSF PLF DEAD LOAD plf
CHOOSE BM TYPE= 3 0.00 - 17.25 ROOF T.L.=(34 ) x (0 ) = 0 14 PSF=>0
0.00 - 17.25 WALL T.L.=(15 ) x (0 ) = 0 15 PSF=>0
0.00 - 17.25 FLR. T.L.=(52 ) x (0 ) = 0 12 PSF=>0
0.00 - 17.25 Deck. T.L.=(72 ) x (0 ) = 0 12 PSF=>0
0.00 - 17.25 16 ) x (1.33 ) = 21.28 6 PSF=>7.98
Beam Weight = 2.42 2.42 2.42
Fb = 900 psi Fv = 180 psi E = 1.6 x106 si d = 7.25 inc
Mmax =ft-lb= in-K Vmax=Rmax-(Wxd)= lbs b = 1.5 inch
RL= 204 lbs RR= 204 lbs
(Dead) R =90 lbs (Dead) R = 90 lbs If d>12, Size Factor, S = (12/d)(n)=>S =1.00
(Live) R = 115 lbs (Live) R = 115 lbs {n=0.111 for PSL and 6xSAWN members, n=0.136 for LVL and n=0.092 for LSL}
Cd= 4 Cd= 1.25 Are you using Repetitive Member? no => Rm = 1
REQUIRED PROVIDED
S=Mmax / (Fb*Cd*Sf*Rm) = 9.4017 in3 S=in3 O.K.
A=1.5 * Vmax / (Fv*Cd) = 1.2671 in2 A=in2 O.K.
Allow.Def.= L/ 240 = 0.8625 in Dac =in O.K. L/ 334
USE BEAM : ( 1 )2 x 8
0.62
Douglas Fir # 2
Roof
% Capacity
13.1 71.5
10.9 11.7
TRIBUTARY (ft)
881 10.58 190
17.25 ft
503 6.04 196
Roof
% Capacity
7.6 71.0
8.3 15.8
0.23
Douglas Fir # 2
CEILING JOIST
TRIBUTARY (ft)
TMC ENGINEERS INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
DATE: 2/11/24
39424TMC
ROOF RAFTER 9.25 ft
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Project #:
3 MEMBER SPAN:
P1 = lbs from @ X1=DL=
P2 = lbs from @ X2=DL=
P3 = lbs from @ X3=DL=
FROM (ft) - TO (ft)PSF PLF DEAD LOAD plf
CHOOSE BM TYPE= 8 0.00 - 21.50 ROOF T.L.=(34 ) x (4 ) = 136 14 PSF=>56
0.00 - 21.50 WALL T.L.=(15 ) x (1 ) = 15 15 PSF=>15
0.00 - 21.50 FLR. T.L.=(52 ) x (0 ) = 0 12 PSF=>0
0.00 - 21.50 Deck. T.L.=(72 ) x (0 ) = 0 12 PSF=>0
0.00 - 21.50 16 ) x (0 ) = 0 6 PSF=>0
Beam Weight = 11.72 11.72 11.72
Fb = 2400 psi Fv = 265 psi E = 1.8 x106 si d = 12 inc
Mmax =ft-lb= in-K Vmax=Rmax-(Wxd)= lbs b = 3.125 inch
RL= 1749 lbs RR= 1749 lbs
(Dead) R =889 lbs (Dead) R = 889 lbs If d>12, Size Factor, S = (12/d)(n)=>S =1.00
(Live) R = 860 lbs (Live) R = 860 lbs {n=0.111 for PSL and 6xSAWN members, n=0.136 for LVL and n=0.092 for LSL}
Cd= 4 Cd= 1.25 Are you using Repetitive Member? no => Rm = 1
REQUIRED PROVIDED
S=Mmax / (Fb*Cd*Sf*Rm) = 37.608 in3 S=in3 O.K.
A=1.5 * Vmax / (Fv*Cd) = 7.1842 in2 A=in2 O.K.
Allow.Def.= L/ 240 = 1.075 in Dac =in O.K. L/ 267
USE BEAM : ( 1 )3.125 x 12
4 MEMBER SPAN:
P1 = lbs from @ X1=DL=
P2 = lbs from @ X2=DL=
P3 = lbs from @ X3=DL=
FROM (ft) - TO (ft)PSF PLF DEAD LOAD plf
CHOOSE BM TYPE= 2 0.00 - 6.25 ROOF T.L.=(34 ) x (10.5 ) = 357 14 PSF=>147
0.00 - 6.25 WALL T.L.=(15 ) x (2 ) = 30 15 PSF=>30
0.00 - 6.25 FLR. T.L.=(52 ) x (0 ) = 0 12 PSF=>0
0.00 - 6.25 Deck. T.L.=(72 ) x (0 ) = 0 12 PSF=>0
0.00 - 6.25 16 ) x (0 ) = 0 6 PSF=>0
Beam Weight = 5.64 5.64 5.64
Fb = 1000 psi Fv = 180 psi E = 1.6 x106 si d = 7.25 inc
Mmax =ft-lb= in-K Vmax=Rmax-(Wxd)= lbs b = 3.5 inch
RL= 1227 lbs RR= 1227 lbs
(Dead) R =571 lbs (Dead) R = 571 lbs If d>12, Size Factor, S = (12/d)(n)=>S =1.00
(Live) R = 656 lbs (Live) R = 656 lbs {n=0.111 for PSL and 6xSAWN members, n=0.136 for LVL and n=0.092 for LSL}
Cd= 4 Cd= 1.25 Are you using Repetitive Member? no => Rm = 1
REQUIRED PROVIDED
S=Mmax / (Fb*Cd*Sf*Rm) = 18.405 in3 S=in3 O.K.
A=1.5 * Vmax / (Fv*Cd) = 6.5985 in2 A=in2 O.K.
Allow.Def.= L/ 240 = 0.3125 in Dac =in O.K. L/ 989
USE BEAM : ( 1 )4 x 8
0.08
Douglas Fir # 1
Roof
% Capacity
30.7 60.0
25.4 26.0
TRIBUTARY (ft)
1917 23.01 990
6.25 ft
9402 112.83 1587
Roof
% Capacity
75.0 50.1
37.5 19.2
0.97
Glulam GLB 24F-V4
HDR AT LIVING/ BED 2
TRIBUTARY (ft)
TMC ENGINEERS INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
DATE: 2/11/24
39424TMC
BM. AT PORCH 21.50 ft
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Project #:
5 MEMBER SPAN:
P1 = lbs from @ X1=DL=
P2 = lbs from @ X2=DL=
P3 = lbs from @ X3=DL=
FROM (ft) - TO (ft)PSF PLF DEAD LOAD plf
CHOOSE BM TYPE= 2 0.00 - 13.75 ROOF T.L.=(34 ) x (8.75 ) = 297.5 14 PSF=>122.5
0.00 - 13.75 WALL T.L.=(15 ) x (0 ) = 0 15 PSF=>0
0.00 - 13.75 FLR. T.L.=(52 ) x (0 ) = 0 12 PSF=>0
0.00 - 13.75 Deck. T.L.=(72 ) x (0 ) = 0 12 PSF=>0
0.00 - 13.75 16 ) x (0 ) = 0 6 PSF=>0
Beam Weight = 8.75 8.75 8.75
Fb = 1000 psi Fv = 180 psi E = 1.6 x106 si d = 11.25 inc
Mmax =ft-lb= in-K Vmax=Rmax-(Wxd)= lbs b = 3.5 inch
RL= 2105 lbs RR= 2105 lbs
(Dead) R =902 lbs (Dead) R = 902 lbs If d>12, Size Factor, S = (12/d)(n)=>S =1.00
(Live) R = 1203 lbs (Live) R = 1203 lbs {n=0.111 for PSL and 6xSAWN members, n=0.136 for LVL and n=0.092 for LSL}
Cd= 4 Cd= 1.25 Are you using Repetitive Member? no => Rm = 1
REQUIRED PROVIDED
S=Mmax / (Fb*Cd*Sf*Rm) = 69.48 in3 S=in3 O.K.
A=1.5 * Vmax / (Fv*Cd) = 12.122 in2 A=in2 O.K.
Allow.Def.= L/ 240 = 0.6875 in Dac =in O.K. L/ 445
USE BEAM : ( 1 )4 x 12
MEMBER SPAN:
P1 = lbs from @ X1=DL=
P2 = lbs from @ X2=DL=
P3 = lbs from @ X3=DL=
FROM (ft) - TO (ft)PSF PLF DEAD LOAD plf
CHOOSE BM TYPE= 2 0.00 - 6.25 ROOF T.L.=(34 ) x (10.5 ) = 357 14 PSF=>147
0.00 - 6.25 WALL T.L.=(15 ) x (2 ) = 30 15 PSF=>30
0.00 - 6.25 FLR. T.L.=(52 ) x (0 ) = 0 12 PSF=>0
0.00 - 6.25 Deck. T.L.=(72 ) x (0 ) = 0 12 PSF=>0
0.00 - 6.25 16 ) x (0 ) = 0 6 PSF=>0
Beam Weight = 5.64 5.64 5.64
Fb = 1000 psi Fv = 180 psi E = 1.6 x106 si d = 7.25 inc
Mmax =ft-lb= in-K Vmax=Rmax-(Wxd)= lbs b = 3.5 inch
RL= 1227 lbs RR= 1227 lbs
(Dead) R =571 lbs (Dead) R = 571 lbs If d>12, Size Factor, S = (12/d)(n)=>S =1.00
(Live) R = 656 lbs (Live) R = 656 lbs {n=0.111 for PSL and 6xSAWN members, n=0.136 for LVL and n=0.092 for LSL}
Cd= 4 Cd= 1.25 Are you using Repetitive Member? no => Rm = 1
REQUIRED PROVIDED
S=Mmax / (Fb*Cd*Sf*Rm) = 18.405 in3 S=in3 O.K.
A=1.5 * Vmax / (Fv*Cd) = 6.5985 in2 A=in2 O.K.
Allow.Def.= L/ 240 = 0.3125 in Dac =in O.K. L/ 989
USE BEAM : ( 1 )4 x 8
TRIBUTARY (ft)
TMC ENGINEERS INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
DATE: 2/11/24
39424TMC
CLG. BM. AT BED 1 13.75 ft
6.25 ft
7238 86.85 1818
Roof
% Capacity
73.8 94.1
39.4 30.8
0.37
Douglas Fir # 1
void
TRIBUTARY (ft)
1917 23.01 990
0.08
Douglas Fir # 1
Roof
% Capacity
30.7 60.0
25.4 26.0
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
MATERIAL SPECIFICATIONS
Minimum material specifications for design:
1. Concrete member strength is as noted
2. Hardware embedment into concrete is based on f'c=2500 psi, U.N.O.
3. Steel reinforcement is grade 60 except that No.3 and No.4 bars are grade 40
4. Nails are 8d common, 10d common and 16d framing (short), U.N.O.
5. Glue-Laminated beams are 24F-V4 for simple span and 24F-V8 for other conds.
6. Steel: I-beams are A36, pipe is 53B, and tube is A500B
7. Cold Formed steel is A653, 16 gauge and heavier is 50 ksi; 18 gauge and lighter is 33ksi
SHEAR WALL SCHEDULE
Mark Seis.(plf) Wind (plf)x1.4
10 260 364
11 350 490
12 490 686
13 600 840
14 870 1218
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
Per table 4.3A (Special Design Provision for Wind and Seimic )
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
WIND LOADS- Horizontal Pressures [W(+)]
Wind Load calculation ASCE 7-22
Risk Category: II
3-second gust wind speed (mph): 95
Exposure Category: C
ASD load Factor: 0.6
Height and Exposure Coefficients:
Height 0-15' 15'-20' 20'-25' 25'-30'
Coeff. 1.21 1.29 1.35 1.4
Edge Strips and End Zones:
Building Eave Height (ft): 10.5
Min. Horiz. Dim (ft): 21.5
Edge Strip (a):
10% of min. Horiz. Dim.:2.15
40% of bldg eave height:4.2
4% of min. Horiz. Dim.:0.86
Default min edge strip dim.:3
Governing Edge strip value: 3
End Zone Width (2a):6
Building Roof Pitch/ Roof angle(Transverse - Y): 4 :12
Building Roof Pitch/ Roof angle(Longitudinal - X): 4 :12
Number of story: 1
1st floor top plate: 9
Wind load Horizontal (plf)
Wind roof height (ft):
Transverse -Y: 14 Longitudinal - X: 13
Wind Load (plf) - Transverse -Y: Wind Load (plf) - Longitudinal - X:
A B C D A B C D
1st Flr 62.34 -20.04 41.55 -11.25 62.34 -16.03 41.55 -9.00
Wind load Vertical (psf)
E F G H Eoh Goh
-20.81 -14.13 -14.52 -10.77 -29.16 -22.75
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
SEISMIC LOADS
Seismic load calculation per ASCE7-22, Section 12.8: Equivalent Lateral Force Procedure
Location : 718 S FLINDTRIDGE DR., SANTA ANA, CA. 92704
Site Coordinates 33.73748°N, 117.935918°W
Site specific variables:
Risk Category: II 1s spectral response acceleration parameter S1:0.476 g
Seismic use group: I 0.2s spectral response acceleration parameter Ss: 1.332 g
Site class: D-default Seismic roof height (hn): 10.5 (ft)
Seismic design Cat.: D Long-period transition period TL = 8 (sec)
Redundancy factor ρ: 1.3 The important factor I: 1
Intermediate Calculations:
Fv = 1.8 SM1 =0.8568 SD1 =0.571 T = 0.117
Fa = 1.2 SMS =1.5984 SDS =1.066
Cs max1=Sd1/(T*(R/I)):(for TL>T)= 0.75 Cs min 1= 0.01
Csmax2=Sd1*TL/(T^2*(R/I)):(for TL<T)= 51.66 Csmin2=0.5*S1/(R/I):(forS1>0.6)= 0.04
Transverse Ry = 6.5 Cs= Sds/(R/I) =0.16 V=Cs*W*0.7*ρ=0.15*W
Longitudinal Rx = 6.5 Cs= Sds/(R/I) =0.16 V=Cs*W*0.7*ρ=0.15*W
Vertical Seimic Load Effect Ev=0.14Sds x Dead Load= 0.15*DL
Wall Mass Ext Walls Int Walls Total
Plate Floor Length Mass Length Mass Mass
Level HT (ft) Thk (in) (ft) (Kips) (ft) (Kips) (kips)
1st Flr 9 8 139 18.77 77 6.93 25.70
Total Mass Diaphragms Wall
Area Weight Mass Walls Walls Mass Total
Abv Blw Mass
Level (sq ft) (psf) (kips) kips kips (Kips) (kips)
1st Flr 903.00 14 12.64 0 12.8475 12.85 25.49
Mass Distribution Longditudinal Transverse Diaphgram
Wx Hx WxHx Fx Fx/A Fy Fy/A Fpx/Ax
Level (kips) (ft) (kip-ft) (kips) (psf) (kips) (psf) (psf)
1st Flr 25.49 10.50 267.64 3.80 4.211 3.80 4.211 6.02
Total 25.490 267.640 3.803 3.803
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
SEISMIC LOAD AT 1st FLOOR
LONGITUDINAL DIRECTION :
Wall Trib. Area Fabv. Ftrib. Ftotal L Q Mark Allow
(sqr ft) (lb) (lb) (lb) (ft) (plf) (plf)
1 966 8 121 10 260
2 936 7.75 121 10 260
3 512 3.5 146 10 241.4
4 585 4 146 10 260
5 402 2.75 146 10 218.6
6 402 2.75 146 10 218.6
REDUCED SHEAR CAPACITY (1.25-0.125*H/B)
TRANSVERSE DIRECTION :
Wall Trib. Area Fabv. Ftrib. Ftotal L Q Mark Allow
(sqr ft) (lb) (lb) (lb) (ft) (plf) (plf)
7 210 0 884 884 4 221 10 260
8 451.5 0 1901 1901 10.5 181 10 260
9 241.5 0 1017 1017 8 127 10 260
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
451.5 0 1901
451.5 0 1901
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Nam 39424tmc
Date: 3/8/24
WIND LOAD AT 1st FLOOR
LONGITUDINAL DIRECTION :
Wall Length W(+)end W(+)int. W(+)roof W(+)total L Q Mark Allow
(ft) wall (lb) wall (lb)(min.10psf)(lb) (ft) (plf) (plf)
1 482 8 60 10 364
2 467 7.75 60 10 364
3 305 3.5 87 10 338
4 348 4 87 10 364
5 239 2.75 87 10 306
6 239 2.75 87 10 306
REDUCED SHEAR CAPACITY (1.25-0.125*H/B)
TRANSVERSE DIRECTION :
Wall Length W(+)end W(+)int. W(+)roof W(+)total L Q Mark Allow
(ft) wall (lb) wall (lb)(min.+10psf)(lb) (ft) (plf) (plf)
7 12 374 249 600 1223 4 306 10 364
8 25 0 1039 1250 2289 10.5 218 10 364
9 13 374 291 650 1315 8 164 10 364
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
9 374 125 450
11 374 208 550
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
SUMMARY LOAD AT 1st FLOOR
LONGITUDINAL DIRECTION :
Wall Fwind Fseis Fgovern L Mark Allow (#) Allow (#)
(lb) (lb) (lb) (ft) Wind Seismic
1 482 966 966 8.0 10 2912 2080
2 467 936 936 7.8 10 2821 2015
3 305 512 512 3.5 10 1274 910
4 348 585 585 4.0 10 1456 1040
5 239 402 402 2.8 10 1001 715
6 239 402 402 2.8 10 1001 715
TRANSVERSE DIRECTION :
Wall Fwind Fseis Fgovern L Mark Allow (#) Allow (#)
(lb) (lb) (lb) (ft) Wind Seismic
7 1223 884 1223 4.0 10 1456 1040
8 2289 1901 2289 10.5 10 3822 2730
9 1315 1017 1315 8.0 10 2912 2080
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
WALL#1 L= 8.00 ft H= 9.00 ft
Shear load Vseis.& Vwind= 966# & 482# P
OTM = (966)x(9);482)x(9)=8694 ; 4337 ft-lb W = 39 plf
Wt wall= 15psf x 8' x 9' = 1080 # 966
W = 39plf RM = 5568 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 1080#
Puplift = 0 # at 8.00 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 8.00 feet
798# 798#
Ft(left)= Use Shear Type10
Ft(right)=
WALL#2 L= 7.75 ft H= 9.00 ft
Shear load Vseis.& Vwind= 936# & 467# P
OTM = (936)x(9);467)x(9)= 8424 ; 4201 ft-lb W = plf
Wt wall= 15psf x 7.75' x 9' = 1046.3 # 936
W = 39plf RM = 5225 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 1046#
Puplift = 0 # at 7.75 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 7.75 feet
809# 809#
Ft(left)= Use Shear Type10
Ft(right)=
WALL#3 L= 3.50 ft H= 9.00 ft
Shear load Vseis.& Vwind= 512# & 305# P
OTM = (512)x(9);305)x(9)= 4608 ; 2742 ft-lb W = plf
Wt wall= 15psf x 3.5' x 9' = 472.5 # 512
W = 39plf RM = 1066 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 473#
Puplift = 0 # at 3.50 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 3.50 feet
1270# 1270#
Ft(left)= Use Shear Type10
Ft(right)=
1270 647
1270 647
HDU2/4x4 Min.
HDU2/4x4 Min.
798
798
129
129
809 142
HDU2/4x4 Min.
HDU2/4x4 Min.
HDU2/4x4 Min.
Hold-Down
(0.6D+W)& Post
Hold-Down
809 142
((0.6-0.14Sds)D+0.7ρQe)
Seismic Force (lb):
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
ind Force (lb):
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
Seismic Force (lb):
((0.6-0.14Sds)D+0.7ρQe)
Seismic Force (lb):
(0.6D+W)
ind Force (lb):
& Post
Hold-Down
ind Force (lb):
HDU2/4x4 Min.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
WALL#4 L= 4.00 ft H= 9.00 ft
Shear load Vseis.& Vwind= 585# & 348# P
OTM = (585)x(9);348)x(9)=5265 ; 3134 ft-lb W = 39 plf
Wt wall= 15psf x 4' x 9' = 540 # 585
W = 39plf RM = 1392 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 540#
Puplift = 0 # at 4.00 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 4.00 feet
1237# 1237#
Ft(left)= Use Shear Type10
Ft(right)=
WALL#5 L= 2.75 ft H= 9.00 ft
Shear load Vseis.& Vwind= 402# & 239# P
OTM = (402)x(9);239)x(9)= 3618 ; 2155 ft-lb W = plf
Wt wall= 15psf x 2.75' x 9' = 371.25 # 402
W = 39plf RM = 658 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 371#
Puplift = 0 # at 2.75 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 2.75 feet
1329# 1329#
Ft(left)= Use Shear Type10
Ft(right)=
WALL#6 L= 2.75 ft H= 9.00 ft
Shear load Vseis.& Vwind= 402# & 239# P
OTM = (402)x(9);239)x(9)= 3618 ; 2155 ft-lb W = plf
Wt wall= 15psf x 2.75' x 9' = 371.25 # 402
W = 39plf RM = 658 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 371#
Puplift = 0 # at 2.75 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 2.75 feet
1329# 1329#
Ft(left)= Use Shear Type10
Ft(right)=
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
Seismic Force (lb): ind Force (lb): Hold-Down
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
1237 613 HDU2/4x4 Min.
1237 613 HDU2/4x4 Min.
Seismic Force (lb): ind Force (lb): Hold-Down
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
1329 704 HDU2/4x4 Min.
1329 704 HDU2/4x4 Min.
Seismic Force (lb): ind Force (lb): Hold-Down
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
1329 704 HDU2/4x4 Min.
1329 704 HDU2/4x4 Min.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
WALL#7 L= 4.00 ft H= 9.00 ft
Shear load Vseis.& Vwind= 884# & 1223# P
OTM = (884)x(9);1223)x(9)=7956 ; 11010 ft-lb W = 39 plf
Wt wall= 15psf x 4' x 9' = 540 # 1223
W = 39plf RM = 1392 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 540#
Puplift = 0 # at 4.00 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 4.00 feet
2713# 2713#
Ft(left)= Use Shear Type10
Ft(right)=
WALL#8 L= 10.50 ft H= 9.00 ft
Shear load Vseis.& Vwind= 1901# & 2289# P
OTM = (1901)x(9);2289)x(9)= 17109 ; 20599 ft-lb W = plf
Wt wall= 15psf x 10.5' x 9' = 1417.5 # 2289
W = 39plf RM = 9592 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 1418#
Puplift = 0 # at 10.50 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 10.50 feet
1247# 1247#
Ft(left)= Use Shear Type10
Ft(right)=
WALL#9 L= 8.00 ft H= 9.00 ft
Shear load Vseis.& Vwind= 1017# & 1315# P
OTM = (1017)x(9);1315)x(9)= 9153 ; 11834 ft-lb W = plf
Wt wall= 15psf x 8' x 9' = 1080 # 1315
W = 39plf RM = 5568 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 1080#
Puplift = 0 # at 8.00 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 8.00 feet
857# 857#
Ft(left)= Use Shear Type10
Ft(right)=
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
Seismic Force (lb): ind Force (lb): Hold-Down
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
1954 2713 HDU2/4x4 Min.
1954 2713 HDU2/4x4 Min.
Seismic Force (lb): ind Force (lb): Hold-Down
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
1247 1448 HDU2/4x4 Min.
1247 1448 HDU2/4x4 Min.
Seismic Force (lb): ind Force (lb): Hold-Down
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
857 1096 HDU2/4x4 Min.
857 1096 HDU2/4x4 Min.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
TMC ENGINEERS INC.
S.W. #:1, 2 AT ROOF
V 2170 lbs + 25% = 2712
L total 16 ft Shear length (Li) 7.75 8 0
D total 34 ft Open length (Di) 0 13.75 20.5 0
Ld 50 ft (Vd - Vw) X Li -914 -944 0
Vd 54 #/' Vd X Di 0 746 1112 0
Vw 172 #/' Summary load 0 0 -914 -168 -1112 0 0
Drag 0 0 914 168 1112 0 0
Vd - Vw -118 #/' Max Drag 1112 lbs NO. 16d NAILS = 11
S.W. #:3, 4-6
V 2170 lbs + 25% = 2712
L total 13 ft Shear length (Li) 3.5 4 2.75
D total 37 ft Open length (Di) 7.75 12.5 10 6.5
Ld 50 ft (Vd - Vw) X Li -539 -616 -424
Vd 55 #/' Vd X Di 422 681 545 354
Vw 209 #/' Summary load 0 422 -117 565 -52 493 69
Drag 0 422 117 565 52 493 69
Vd - Vw -154 #/' Max Drag 565 lbs NO. 16d NAILS = 6
S.W. #:7
V 1223 lbs + 25% = 1529
L total 4 ft Shear length (Li) 4 0 0
D total 14 ft Open length (Di) 4.75 8.75 0 0
Ld 18 ft (Vd - Vw) X Li -1180 0 0
Vd 87 #/' Vd X Di 415 765 0 0
Vw 382 #/' Summary load 0 415 -765 0 0 0 0
Drag 0 415 765 0 0 0 0
Vd - Vw -295 #/' Max Drag 765 lbs NO. 16d NAILS = 7
0
500
1000
1500
1 2 3 4 5 6 7 8
0
200
400
600
1 2 3 4 5 6 7 8
0
500
1000
1 2 3 4 5 6 7 8
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
TMC ENGINEERS INC.
S.W. #:9 AT ROOF
V 1315 lbs + 25% = 1644
L total 8 ft Shear length (Li) 8 0 0
D total 10 ft Open length (Di) 9.5 0 0 0
Ld 18 ft (Vd - Vw) X Li -892 0 0
Vd 94 #/' Vd X Di 892 0 0 0
Vw 205 #/' Summary load 0 892 0 0 0 0 0
Drag 0 892 0 0 0 0 0
Vd - Vw -112 #/' Max Drag 892 lbs NO. 16d NAILS = 9
S.W. #:0
V lbs + 25% = 0
L total 3 ft Shear length (Li) 2.75 0 0
D total 15 ft Open length (Di) 4.75 9.75 0 0
Ld 17 ft (Vd - Vw) X Li 0 0 0
Vd #/' Vd X Di 0 0 0 0
Vw #/' Summary load 0 0 0 0 0 0 0
Drag 0 0 0 0 0 0 0
Vd - Vw #/' Max Drag lbs NO. 16d NAILS = 0
S.W. #:0
V lbs + 25% = 0
L total 4 ft Shear length (Li) 4 0 0
D total 32 ft Open length (Di) 19.5 12.5 0 0
Ld 36 ft (Vd - Vw) X Li 0 0 0
Vd #/' Vd X Di 0 0 0 0
Vw #/' Summary load 0 0 0 0 0 0 0
Drag 0 0 0 0 0 0 0
Vd - Vw #/' Max Drag lbs NO. 16d NAILS = 0
0
500
1000
1 2 3 4 5 6 7 8
0
1
1
1 2 3 4 5 6 7 8
0
1
1
1 2 3 4 5 6 7 8
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
ASCE Hazards Report
Address:
718 S Flintridge Dr
Santa Ana, California
92704
Standard:ASCE/SEI 7-16 Latitude:33.73748
Risk Category:II Longitude:-117.935918
Soil Class:D - Stiff Soil Elevation:57.848527963357554 ft
(NAVD 88)
Page 1 of 3https://ascehazardtool.org/Fri Mar 08 2024
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
SS : 1.332
S1 : 0.476
F a : 1
F v : N/A
SMS : 1.332
SM1 : N/A
SDS : 0.888
SD1 : N/A
T L : 8
PGA : 0.57
PGA M : 0.627
F PGA : 1.1
Ie : 1
C v : 1.366
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Stiff Soil
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Fri Mar 08 2024
Page 2 of 3https://ascehazardtool.org/Fri Mar 08 2024
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 3 of 3https://ascehazardtool.org/Fri Mar 08 2024
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem, Ward 1
tphan@santa-ana.org
Ward 2
bvazquez@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Thai Viet Phan
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Benjamin Vazquez
CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
INTERIM CITY MANAGER
Tom Hatch
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
January 23, 2024
Also sent via email to: hieuluu.cra@gmail.com
Dinh Van Mai
718 South Flintridge Drive
Santa Ana, CA 92704
Subject: Address Assignment for a Detached Accessory Dwelling Unit located at 718 South
Flintridge Drive (APN: 188-062-04) in Santa Ana, CA
Dear Mr. Mai,
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment
for a 800-square-feet detached ADU located at 718 South Flintridge Drive (APN: 188-062-04).
Notice is hereby given that the following assigned address shall be posted onsite per the approved
address plan, attached hereto as Exhibit A.
Address to be Activated/Posted
718 South Flintridge
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will
be verified during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me
by phone at (714) 664-2753 or by email at PRaj@santa-ana.org.
Sincerely,
Punkaj Raj
Planning Technician
Exhibit A – Address Plan
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Address Letter for 718 South Flintridge Drive
Page 2 of 2
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Mishele Richards, Orange County Fire Authority, GEO Files Coordinator
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address:
Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing
Area:
Area to
be Added:
Total Resulting
Area:
Stories: Area Added in Past 2 Years
(excluding this project):
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
(PR400-402) Fire Sprinkler
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
fire sprinklers or a house that will have fire sprinklers added as part of this project?
(PR400-402) Fire Sprinkler
3. Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than
140-feet from the fire access roadway?
*(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
contractor to determine if a fire sprinkler modification is needed.
(PR400-402) Fire Sprinkler
7. Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
set by local ordinance?
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU’s).
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2022 ELC-04
All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41-
626(b). There is a standing exception for one and two family dwellings. This exception
applies only when the new electrical service is designed to be fed from below grade as well as
overhead.
This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without
interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the
circuit breaker side of this cabinet.
Only listed combination overhead and underground feed service boxes may be used to connect to
an overhead utility drop. This exception to an underground fed service applies only to existing single
family and two family residences.
Planning & Building Agency
Permits & Plan Check Section
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
Rigid
Conduit
Service
Entrance
Conductor
Riser
Underground
Service
Lateral
METER
Rev. 1/21/2020
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Bldg #101119235-36
APPROVALS:
PLNG - P. Raj
BLDG - J.Lo
POLICE - B. Martin
PUBLIC WORKS - B. Sarlak
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
SCOPE OF WORK
PL
6
0
.
0
0
'
WA
T
E
R
PL 100.00'
NO
R
T
H
CL
Fl
i
n
t
r
i
d
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e
D
r
.
EXISTING
DRIVEWAY
EXISTING 6'H CMU
BLOCK WALL
PL 100.00'
PL
6
0
.
0
0
'
Existing 2-Car
garage 390 Sf.
EXISTING 5'H IRON
FENCE
EL
E
C
T
R
I
C
718 S. Flintridge Dr.
EXISTING HOUSE
1,285 SF.
ADU
PORCH
104 SF.
PROPOSED
ADU 800 SF.
EXISTING 6'H CMU
BLOCK WALL
EX
I
S
T
I
N
G
6
'
H
C
M
U
BL
O
C
K
W
A
L
L
EXISTING 5'H IRON
FENCE
ELECTRICAL
EXISTING
LANDSCAPE
EXCESS CONCRETE
TO BE REPLACED
WITH LANDSCAPE
LATER
SCIENTIFIC NAME
Common Name
LEGEND QUANTITY
Size
TYPE
Location
LANDSCAPE PLANTS LEGEND
Rhaphiolepis indica
India Hawthorn
Evergreen
Along driveway
Total 6 minimum
5-gallon shrub every 2 feet
with 2" mulch at bottom
Barbara Karst Bougainvillea
or Fruit Trees per owner
Evergreen Vine
Along perimeter
Quantity as shown
5-gallon size every 20 feet
Total 10 minimum
1-gallon shrub every 3 feet
with 2" mulch at bottom
Rosaceae
Rose (species per owner's choise)
Perennial
As shown on plan
Grass
n/a
Grass
As shown
n/a
Area as shown
Prunus
Red flowering Peach
Quantity as shown
24" box
Evergreen Canopy
As shown
Pop-up Sprinkler
(per owner)
n/a
As shown
n/a
As shown
Mulch
n/a
Mulch
As shown
2"
Area as shown
n/a
As shown
n/a
As shown
V Vines
n/a
·
·
·
A.0
SHEET#
JOB#
DRAWN BY
DATE
SCALE
REVISIONS
03/26/2024
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Project Summary
PLAN LEGEND
Scale: 1/8" = 1'-0"
PROPOSED SITE PLAN and LANDSCAPE PLAN1
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Existing 2-Car
garage
Existing
Bedroom #1
Existing
Bedroom #2
Existing
Bedroom #3
Existing
Bath #1
Existing
Bath #2
Existing
Kitchen
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Living Room
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'
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Existing
Bedroom #1
Existing
Bedroom #2
Existing
Bedroom #3
Existing
Bath #1
Existing
Bath #2
Existing
Kitchen
Existing
Living Room
EXISTING 5'H IRON
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Patio To Be
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750 Sf.
EXISTING 5'H IRON
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Existing
Shed To Be
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50 Sf.
EXISTING 6'H CMU
BLOCK WALL
EXCESS CONCRETE
TO BE REPLACED
WITH LANDSCAPE
LATER
D O O R S C H E D U L E
SIZE#GLAZ'G.THK REMARKSTYPEU-VAL.SHGC
1 3/4"
1 3/8"NONE __
NONE __2
2'-6" X 6'-8"INTERIOR SWINGING1 3/8"1 EXISTING
1 3/8"3 FRENCH DOOR 0.29 0.22
ENTRY DOOR 3'-0" X 6'-8"EXISTING
EXISTING2'-6" X 6'-8"NONE
MATERIAL
W I N D O W S C H E D U L E
SYM OPERATION GLAZ'G.U-VALUE MFR.SHGC
VINYL FRAMELOW E
DUAL GLAZING 0.29 0.223'-0" x 1'-0"1
2
7'-0" x 3'-0"
SIZE (wxh)
PER
OWNER'S CHOICE
SLIDING
SLIDING
7
3'-6" x 3'-6"
8
REMARKS
1'-6" x 2'-6"SINGLE HUNG
EXISTING
EXISTING
EXISTING
EXISTING
3 SLIDING
4 SLIDING
5 SLIDING
4'-0" x 4'-0"
5'-6" x 3'-0"
4'-0" x 4'-0"
SLIDING6'-0" x 3'-0"6
SLIDING
EXISTING
EXISTING
EXISTING
EXISTING
A.0.1
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03/26/2024
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EXISTING MAIN HOUSE FLOOR PLAN2
Roof Plan Notes
Scale: 1/8" = 1'-0"
EXISTING SITE PLAN1
PLAN LEGEND
Scale: 3/16" = 1'-0"
EXISTING HOUSE : NORTH ELEVATION5
Scale: 3/16" = 1'-0"
EXISTING HOUSE : WEST ELEVATION4
Scale: 3/16" = 1'-0"
EXISTING HOUSE : EAST ELEVATION3
Scale: 3/16" = 1'-0"
EXISTING HOUSE : SOUTH ELEVATION6
Scale: 1/8" = 1'-0"
EXISTING MAIN HOUSE ROOF PLAN7
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
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03/26/2024
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Flintridge Dr Unit# 23/26/2025
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Flintridge Dr Unit# 23/26/2025
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FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
TMC ENGINEERS INC.
Geotechnical, Structural and Civil Engineering
Add: 9542 Pacific Ave, Anaheim, CA92804. Phone: 714-829-5053; Email: Tienchu.pe@gmail.com
Page 1
Date: March 8, 2024
To Owner: Mr. DINH MAI
Address: 718 S Flindridge Dr,
Santa Ana, CA 92704.
Subject: Report of Geotechnical Engineering Investigation, Proposed Residential
Development at 718 S Flindridge Dr, Santa Ana, CA. 92704.
Project Number: GEO2339424TMC
Gentlemen:
In accordance with your request, I am pleased to submit this geotechnical engineering report for the
proposed development at subject site. The purpose of this report was to evaluate the subsurface
conditions and provide recommendations for foundation designs and other relevant parameters for the
proposed construction.
Based on the findings of our field exploration, laboratory testing and engineering analysis, the proposed
construction of the subject site for the intended use is feasible from the geotechnical engineering
viewpoint, provided that specific recommendations set forth herein are followed.
This opportunity to be of service is sincerely appreciated. If you have any questions pertaining to this
report, please call the undersigned.
Respectfully submitted,
Tien Chu
Dist: (2) Addressee
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
TMC ENGINEERS INC.
Geotechnical, Structural and Civil Engineering
Add: 9542 Pacific Ave, Anaheim, CA92804. Phone: 714-829-5053; Email: Tienchu.pe@gmail.com
Page 2
REPORT OF GEOTECHNICAL ENGINEERING INVESTIGATION
Proposed Residential Development at
718 S Flindridge Dr, Santa Ana, CA. 92704
Project Number: GEO2339424TMC
Prepared by TMC ENGINEERS INC.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
TMC ENGINEERS INC.
Geotechnical, Structural and Civil Engineering
Add: 9542 Pacific Ave, Anaheim, CA92804. Phone: 714-829-5053; Email: Tienchu.pe@gmail.com
Page 3
1.0 INTRODUCTION
1.1 Purpose
This report presents a summary of our preliminary geotechnical engineering investigation for
the proposed development at the subject site. The purposes of this investigation were to
evaluate the subsurface conditions at the area of proposed construction and to provide
recommendations pertinent to grading, foundation design and other relevant parameters.
1.2 Scope of Services
Our scope of services included:
• Review of available soil and geologic data of the area.
• Logging and sampling of hand auger boring to a maximum depth of 5 feet below the
existing ground surface. Boring logs are presented in Appendix “A” (Field Investigation).
• Laboratory testing of representative samples collected from the proposed construction
area to establish engineering characteristics of the on-site soils. The laboratory test results are
presented in Appendix B (Laboratory Testing) and on the boring logs (Appendix A).
• Engineering analyses of the geotechnical data obtained from our background studies,
field investigation, and laboratory testing.
• Preparation of this report presenting our findings, conclusions, and recommendations
for the proposed development.
1.3 Proposed Construction
It is anticipated that the proposed construction is a new ADU residential with a one-story house
in the rear of lot site. The structure of the proposed residential building is anticipated to be one
story in height. Column loads are be light. Final grade is anticipated to be near the existing
grade.
1.4 Site Conditions
The subject site is located at East side of Flindridge Dr.., South of McFadden St.., West of
Harbor Blvd, East of Euclid street, North of Edinger Ave. within a fully development area.
An existing one story house with typical concrete driveway, sidewalks, rear yard.
The subject site is relatively flat and is currently occupied by a residential house and a garage.
No major surface erosions were observed at the time of our field investigation.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
TMC ENGINEERS INC.
Geotechnical, Structural and Civil Engineering
Add: 9542 Pacific Ave, Anaheim, CA92804. Phone: 714-829-5053; Email: Tienchu.pe@gmail.com
Page 4
2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING
2.1 Subsurface Exploration
Our subsurface exploration consisted of drilling hand auger boring to a maximum depth of 5
feet below the existing ground surface. Relatively undisturbed, bulk samples were collected
during drilling for laboratory testing. The approximate locations of the boring are shown on the
attached Site Plan. Boring logs are presented in Appendix A.
2.2 Laboratory Testing
Representative samples were tested for the following parameters: Atterberg Limits, expansion
index. The results of our laboratory testing along with a summary of the testing procedures are
presented in Appendix B.
3.0 SUMMARY OF GEOTECHNICAL CONDITIONS
3.1 Soil Conditions
Based on field observation and testing of sampler of the near ground surface soil. The ground
surface soils consist of silty very fine sand. In general, these soils exist slightly moist to moist
condition.
3.2 Groundwater
Ground water was not encountered at a depth of about 5 feet below the existing ground surface
during our subsurface investigation.
Based on our review of the “Historically Highest Ground Water Contours and Borehole Log
Data Locations, Anaheim and Newport Beach Quadrangle” per page # 22, it is estimated that
the highest ground water level is approximate 5 feet below the existing grade. It should be
noted that the CDMG ground water map is obtained by evaluating technical publications,
geotechnical borehole data, water-well logs dating back to the “turn-of-the-century”. This report
also indicated that ground water levels in the areas from 1960-1997 data are generally 5 to 50
feet deeper than the earlier measured data. No specific date was provided pertaining to the
high ground water level.
Deep footings and excavations are not proposed for this site, therefore the effect due to ground
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
TMC ENGINEERS INC.
Geotechnical, Structural and Civil Engineering
Add: 9542 Pacific Ave, Anaheim, CA92804. Phone: 714-829-5053; Email: Tienchu.pe@gmail.com
Page 5
water are not anticipated for the proposed structural.
SEISMIC DESIGN CONSIDERATIONS
Although no know active faults traverse through the subject site, like most of Southern
California, the subject site lies within a seismically active area. Earthquake resistance
structural design is recommended. Designing structural to be earthquake-proof is generally
considered to be impractical, especially for private projects, due to cost limitations, significant
damage to structures may be unavoidable during large earthquakes. The structural design of
the proposed structures should be based on the 2022 California Building Code. The following
minimum seismic parameter should be used:
Latitude = 33.73748,
Longitude = - 117.935918
Site Class: D-default
Ss= 1.332
S1= 0.476
SMS= 1.332
SDS=0.888
Seismic Design Category: D
This minimum code values are intended to protect life and may not provide an acceptable level
of protection against significant cosmetic damage and serious economic loss. A significantly
higher than code lateral design parameter would be necessary to further reduce potential
economic loss during a major seismic event. Structural engineers, however, often regard
higher than code values as impractical for use in structural design. The structural engineer and
project owner must decide what level of risk is acceptable and to assign appropriate seismic
values for use in structural design. The risk of damage to the structural due to a large
earthquake cannot be totally eliminated and obtain appropriate insurance as a mitigation
measure is strongly recommended.
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5.0 SEISMIC HAZARDS
5.1 Liquefaction Potential
Liquefaction is the transformation of a granular material from a solid to a liquid state as a result
of as flow land sliding, lateral spread, loss of bearing capacity, or settlement.
Based on the Seismic Hazard Zones Map, Newport Beach Quadrangle, the site is located
within a potential liquefaction zone. Therefore, liquefaction may occur at the site, and the
property owner(s) should be aware of the risks associated with being in a potential liquefaction
zone. We recommend the proposed new structures should have a strengthened footing
system as recommended in this report, and the proposed new structures will be designed
based on up-to-date building codes to reduce the potential adverse effects due to potential
liquefaction increasing pore-water pressure. The material will then lose strength and can flow
if unrestrained, thus leading to ground failure. Liquefaction can be triggered in saturated
cohesionless material by short-term cyclic loading, such as shaking due to an earthquake.
Ground failure that results from liquefaction can be manifested to the proposed new structures.
It should be recognized that structural mitigation may not reduce the potential of the soils to
liquefy during an earthquake; and there will remain some risks that the structure could still
suffer damage if liquefaction occurs during a very strong earthquake.
Differential settlement due to liquefaction may occur, to reduce the potential adverse effect to
the proposed new structural due to potential liquefaction induced differential settlement and/or
reduction in soil bearing capacity, and it is our opinion that our recommendations shall satisfy
the liquefaction requirements.
5.2 Lurching
Soil lurching refers to the rolling motion on the surface due to the passage of seismic surface
waves. Effects of this nature are not considered significant on the subject site where the
thickness of alluvium does not vary appreciably under structures.
5.3 Surface Rupture
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Surface rupture is a break in the ground surface during or as a consequence of seismic activity.
The potential for surface rupture on the subject site is considered negligible due to the absence
of known active faults at the site.
5.4 Ground Shaking
Throughout southern California, ground shaking, as a result of earthquakes, is a constant
potential hazard. The relative potential for damage from this hazard is a function of the type
and magnitude of earthquake events and the distance of the subject site from the event.
Accordingly, proposed structures should be designed and constructed in accordance with
applicable portions of the building code.
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6.0 CONCLUSIONS
Based on the results of our subsurface investigation, it is our opinion that the proposed
residential development is feasible from a geotechnical standpoint, provided the
recommendations contained herein are incorporated in the design and construction. The
following is a summary of the geotechnical design and construction factors that may affect
development of the site.
6.1 Seismicity
Based on our studies on seismicity, there are no known active faults crossing the property.
However, the site is located in a seismically active region and is subject to seismically induced
ground shaking from nearby and distant faults, which is a characteristic of all Southern
California areas.
6.2 Liquefaction
Differential settlement due to liquefaction is roughly estimated to be about ¼ inch for a
horizontal distance of 40 feet. Please note that this is only a rough estimate.
6.3 Groundwater
Ground water was not encountered at a depth of about 5 feet below the existing ground
surface during our subsurface investigation. In our opinion, groundwater will not be a
problem during the near surface construction.
6.4 Expansion Potential
Based on our field observation and testing of sample of the near ground surface on-site earth
materials, the foundation subgrade soils at the site generally consisted of sandy soil with
some sill and have a very low expansion potential.
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7.0 RECOMMENDATIONS
The following recommendations should be incorporated into the design or construction
phases.
7.1 Grading
7.1.1 Site Preparation
Prior to initiating grading operations, any existing vegetation, trash, debris, over-sized
materials (greater than 12 inches), and other deleterious materials within fill areas should be
removed from the site.
7.1.2 Surficial Soil Removals
For the proposed new house, after removal of existing concrete slabs where occur and/or
vegetation including roots. It is recommended that the top 2 feet thick near surface earth
materials should be over-excavated and re-compacted. Removal should be extended at least
2 feet beyond building lines.
No deeper removal is anticipated, however, if deeper loose soils are encountered, deeper
removal and re-compaction will be required. This will be determined at the field by the project
geotechnical/civil engineer, based on the actual conditions exposed at the time of site grading.
The removed clean on-site earth materials without any debris, vegetation and roots can be re-
used as fill or back fill material.
Fill, back fill material or additional imported soils should be free of organic matter and oversize
material, 6 inches or greater in diameter, placed in near-horizontal loose lift not to exceed 4
inches in thickness and moisture conditioned to slightly over optimum moisture content prior
to compaction.
Imported soil, if any, should have a very low expansion potential and should be geotechnical
observed/tested and accepted by the geotechnical/civil engineer prior to using at the site.
In general, grading at the site should be performed in accordance with the requirements of the
city and under the geotechnical observation and testing of the project geotechnical / civil
engineer. The compaction criteria for fill and backfill material is a minimum of 90% of the
maximum density determined in accordance with ASTM Test Method D1557.
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7.1.3 Structural Backfill
The onsite soils may be used as compacted fill provided they are free of organic materials
and debris. Fills should be placed in relatively thin lifts; brought to near optimum moisture
content, then compacted to obtain at least 90 percent relative compaction based on
laboratory standard ASTM D-1557-07.
7.1.4 Site Drainage
Foundation and slab performance depend greatly on how well runoff waters drain from the
site. This is true both during construction and over the entire life of the structure. The ground
surface around structures should be graded so that water flows rapidly away from structure.
Roof gutters and downspouts should be properly provided and maintained.
In the future, sources of uncontrolled water, such as leaky sewer, water (domestic, irrigation)
or drain pipes should be repaired if identified.
The requirements of the governmental agency and the current CBC should be followed, as
needed.
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7.2 Shallow Foundation Design
7.2.1 Allowable foundation and Lateral Pressure:
Based on our field investigation and laboratory testing results. In accordance with Section
1806.2 of the 2022 California Building Code. It is recommended that the following
parameters should be considered in the foundation design and construction:
For conservative, the lowest values in table 1806.2, 2022 CBC Code, allowable bearing
value of 1500 pounds per square foot.
7.2.2 Settlement
Distress to the existing house due to settlement of the underlying soil was not observed.
Settlement of soils underlying is not a concerned for the proposed development.
Under construction, differential settlement between adjacent columns is not anticipated to
exceed 1/4 inch for the adjacent column spaced at a distance of about 40 feet.
7.2.3 Lateral Pressures
Passive earth pressure may be computed as an equivalent fluid pressure of 150 pounds per
cubic foot, with a maximum earth pressure of 1500 pounds per square foot. An allowable
coefficient of friction between soil and concrete of 0.3 may be used with the dead load forces.
When combining passive pressure and frictional resistance, the passive pressure component
should be reduced by one-third.
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7.2.4 Foundation Construction
It is anticipated that the entire structure will be underlain by onsite soils of very low expansion
potential. All new footings should be founded at a minimum depth of 24 inches below the
lowest adjacent ground surface. All continuous footings should have at least two No. 4
reinforcing bars placed both at the top and two No. 4 reinforcing bars placed at the bottom of
the footings.
+ New building footings:
New continuous footings 12 inches wide at one-story, 15 inches wide at two-story. 24 inches
deep at interior and exterior footings. Shallow pad footings at least 24 square inch and 24
inches deep. All continuous new footings should have at least two No. 4 reinforcing bars
placed at the top and two No. 4 reinforcing bars placed at the bottom of the footings.
7.2.5 Concrete Slab
Concrete slabs should be a minimum of 4 inches thick and reinforced with a minimum of No.
4 bars spacing at 18 inch both ways and its equivalent. All slab reinforcement should be
supported to ensure proper positioning during placement of concrete.
Concrete slabs in moisture sensitive areas should be underlain with a vapor barrier
consist of a minimum of 10-mil vaper retarder with all laps sealed. A minimum of 2 inch of
sand should be placed over the membrane to aid in uniform curing of concrete and 2 inch of
sand under vapor barrier.
Alternate per Cal Green code, a 4-inch-thick base of ½ inch or larger clean aggregate
shall be provided with a 10-mil vaper retarder with all laps sealed in direct contact with
concrete.
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7.3 Temporary Trench Excavation and Backfill
All trench excavations should conform to CAL-OSHA and local safety codes. All utilities
trench backfill should be brought to near optimum moisture content and then compacted to
obtain a minimum relative compaction of 90 percent of ASTM D-1557-07.
7.4 Nonstructural concrete Flatwork: Sidewalk and Private Driveway
4 inches (sidewalk) and 5 inch (driveway) minimum thickness reinforce concrete with # 3 at
24” on center. Crack control with saw cut or deep tool joint to a minimum of 1/3 the concrete
thickness, maximum joint spacing is 5 feet (sidewalk) and 10 feet or quarter cut (driveway)
whichever closer.
8.0 CORROSION POTENTIAL
Sulfate attack was not observed for the existing buildings in this subjected area. Type V
cement with concrete strength 3000 psi is recommended to use, Water-Cement ratio=0.5.
Other requirement from government agencies, if any, can be followed.
It is recommended that the subsurface soils can be corrosive to buried metal pipe. It is
recommended that any underground steel utilities be blasted and given protective coating.
Should additional protective measures be warranted, a corrosion specialist should be
consulted.
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9.0 INSPECTION
As a necessary requisite to the use of this report, the following inspection is recommended:
Temporary excavations.
Removal of surficial soils.
Backfill placement and compaction.
• Foundation excavations. The geotechnical engineer should be notified at least 1 day in
advance of the start of construction. A joint meeting between the client, the contractor, and
the geotechnical engineer is recommended prior to the start of construction to discuss
specific procedures and scheduling.
10.0 INVESTIGATION LIMITATIONS
+ The materials encountered on the subject site and utilized in our laboratory testing program
are believed to be representative of the area. However, soil may vary in characters between
the exploratory borings. Since our investigation is based on the site materials observed,
selected laboratory testing, and engineering analyses, the conclusions and
recommendations are professional opinion. These opinions have been derived in accordance
with current standard of practice.
+ Based on our site investigation and recommendation, we believed that the proposed
improvements will not adversely impact adjoining site.
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11.0 REFERENCES
Ishihara, K. and Yoshimine, M., (1992), “Evaluation of Settlements in Sand Deposits Following
Liquefaction During Earthquakes”, Japanese Society of Soil Mechanics and Foundation Engineering,
Vol. 32, No. 1, pp. 173-188
Guidelines for Evaluating and Mitigating Seismic Hazards in California, 2008 Special Publication 117A,
revised and re-adopted September 11, 2008.
T.Y. Loud, I.M. Idriss, and et. al. (2001), “Liquefaction Resistance of Soils: Summary Report from the
1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils”,
Journal of the Geotechnical Engineering Division, American Society of Civil Engineers, Vol. 127, No.
GT10, pp. 817-833.
California Geological Survey “Probabilistic Seismic Hazard Mapping Ground Motion Page.”
California Division of Mines and Geology, 1998, Seismic Hazard Zone Report for the Newport Beach
Seismic Hazard Zone.
EERC, “Recent Advances in Soil Liquefaction Engineering: A Unified and Consistent Framework”,
EERC Report No. 2003-06, 26th Annual ASCE Geotehcnial Spring Seminar, Long Beach, April 30,
2003
Southern California Earthquake Center (SCEC), “Recommended Procedures for Implementation of
DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in
California”, March, 1999.
www. conservation.ca.gov/cgs/rghm/psha/fault_parameters/pdf/Documents/B_flt.pdf
Report of Geotechnical Engineering Investigation, Proposed Residential Development 930 S Birch St,
Santa Ana, CA 92701; Project Number: 0119DD
Report of Geotechnical Engineering Investigation, Proposed Residential Development, 601 S SUSAN
ST. SANTA ANA, CA 92704. Project Number: 0116NT
Report of Geotechnical Engineering Investigation, Proposed Residential Development 930 S Birch St,
Santa Ana, CA 92701; Project Number: 0119DD
Report of Geotechnical Engineering Investigation, Proposed Residential Development 2302 W
Stanford St, Santa Ana, CA 92704; Project Number: 0120KHOA
Report of Geotechnical Engineering Investigation, Proposed Residential Development 3614 W Camile
St, Santa Ana, CA 92704; Project Number: 9017TMC
Report of Geotechnical Engineering Investigation, Proposed Residential Development 2221 1 2
CYPRESS AVE, SANTA ANA , CA 92707; Project Number: 14120DT
Report of Geotechnical Engineering Investigation, Proposed Residential Development 2108 Alona St,
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Santa Ana, CA 92706; Project Number: GEO14720DT
Report of Geotechnical Engineering Investigation, Proposed Residential Development 1121 S Golden
W Ave, Santa Ana, CA 92704; Project Number: GEO0221KHOA
Report of Geotechnical Engineering Investigation, Proposed Residential Development, 634 UNIT 2 S.
BAMDAL ST., SANTA ANA, CA 92703; Project Number: GEO16121DT SOIL
Report of Geotechnical Engineering Investigation, Proposed Residential Development, 2302 W La
Verne Ave, Santa Ana, CA 92704; Project Number: GEO15521DT
Report of Geotechnical Engineering Investigation, Proposed Residential Development, 601 AND 601
1/2 S. SUSANE ST, SANTA ANA - CA 92704; Project Number: GEO16521DT
Report of Geotechnical Engineering Investigation, Proposed Residential Development 1510 & 1510
1/2 N. BEWLEY ST., SANTA ANA, CA 92703,; Project Number: GEO 16221DT
Report of Geotechnical Engineering Investigation, Proposed Residential Development, 4325 W
Oakfield Ave, Santa Ana, CA 92703 SOIL REPORT; Project Number: GEO12-0522ESS
Report of Geotechnical Engineering Investigation, Proposed Residential Development 2018 W.11th,
Santa Ana, CA. 92703; Project Number: GEO13-31222TMC
Report of Geotechnical Engineering Investigation, Proposed Residential Development: 1413 N
Hastings St., Santa Ana, CA 92703,; Project Number: GEO14-14022QD
Report of Geotechnical Engineering Investigation, Proposed Residential Development: 5113 W
Roberts Dr, Santa Ana, CA 92704; Project Number: GEO15-14523QD
Report of Geotechnical Engineering Investigation, Proposed Residential Development: 1702 S Rene
Dr, Santa Ana, CA 92704; Project Number: GEO16-18123DT
Report of Geotechnical Engineering Investigation, Proposed Residential Development: 1021 W
Cubbon St. Santa Ana, CA 92703; Project Number: GEO17-0123HP
Report of Geotechnical Engineering Investigation, Proposed Residential Development 5017 W 6th St,
Santa Ana, CA 92703,; Project Number: GEO18
Report of Geotechnical Engineering Investigation, Proposed Residential Development 1204 W 2nd St,
Santa Ana, CA 92703; Project Number: GEO19
Report of Geotechnical Engineering Investigation, Proposed Residential Development, 1402 S Lowell
St, Santa Ana, CA 92707; Project Number: GEO20
Report of Geotechnical Engineering Investigation, Proposed Residential Development 522 S Raitt St,
Santa Ana, CA 92703,; Project Number: GEO21
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APPENDIX A FIELD INVESTIGATION
Subsurface conditions were explored by drilling hand auger boring to a maximum depth of 5 feet at
approximate locations shown on the enclosed Site Plan. Upon completion of excavating, the boreholes
were backfilled with onsite soils that were removed from the excavations.
The drilling of the test boring was supervised by a geotechnical engineer, who continuously logged the
borings and visually classified the soils in accordance with the Unified Soil Classification System.
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GEOTECHNICAL LOG OF TEST HOLES
Test hole Number: BH-1
Hole Diameter: 4 inches
Equipment: Hand-Auger
DEPTH DESCRIPTION
0ft –2 ft Poorly grade sand with sill (SP-SM), dry, fine to medium sand, medium
dense, light brown
2 ft - 5ft Poorly grade sand with sill (SP-SM), dry to moist, fine sand, dense, light
brown
Total depth: 5 ft
No Caving
No free standing water
Hole back fill with on-site soil
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APPENDIX B LABORATORY TESTING
Expansion Index
Expansion Index test was conducted on the existing onsite near surface materials sampled during field
investigation. The test is performed in accordance with ASTM D-4829. The testing results are presented
below:
Sample Location Dry Density
pcf
Moisture
content %
Expansion
Index
Classification
BH-1 2.0’ 128 11.8 Zero Ver Low
Corrosion Potential
Chemical laboratory test were conducted on the existing onsite near surface materials. The rests are
performed in accordance with California Test Method 417, 422, 532 and 643. The resting results are
shown in table below:
Sample Location PH Sulfate Content
% b Wei ht
Min. Resistivity
ohm-cm
Chloride
Content ppm
BH-1 0’ to 5’ 8 0.0656 1,976 133
Note: N/R= Not Requested
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STRUCTURAL CALCULATION FOR ADDRESS AT:
Date: 2/11/24
Codes: 2022 CBC and as amended by City Ordinance
Seismic Analysis: Equivalent Lateral Force Procedure, ASCE 7-16;
Wind Analysis: Method 2: Analytical Procedure
PROJECT:
DINH MAI & THOA TRUONG's RESIDENCE
718 S FLINDTRIDGE DR., SANTA ANA, CA. 92704
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PRIMARY ROOF LOADING EXTERIOR WALL LOADING
ROOF FRAMING 3.55 FRAMING 0.96
1/2" PLYWOOD 1.50 DRYWALL ONE SIDE 2.60
ROOF MATERIAL 3.25 STUCCO ONE SIDE 10.00
DRYWALL 2.60 Misc. 1.44
Misc. (as solar panels) 3.10 Total load (psf) 15.00
Total Roof Dead Load (psf) 14.00
Total Roof Live Load (psf) 20.00 INTERIOR WALL LOADING
Total load (psf) 34.00 FRAMING 0.96
DRYWALL BOTH SIDE 5.20
ROOF RAFTER LOADING Misc. 0.84
ROOF RAFTER 2.05 Total load (psf) 7.00
PLYWOOD 1.50
ROOF MATERIAL 3.25 PRIMARY FLOOR LOADING
Misc. (as solar panels) 3.20 FLOOR FRAMING 3.14
Total Roof Dead Load (psf) 10.00 PLYWOOD (3/4") 2.25
Total Roof Live Load (psf) 20.00 DRYWALL 2.60
Total load (psf) 30.00 CARPET 1.00
Misc. 3.01
CEILING LOADING Total Floor Dead Load (psf) 12.00
CEILING JOIST 2.05 Total Floor Live Load (psf) 40.00
DRYWALL 2.60 Total load (psf) 52.00
Misc. 1.35
Total Roof Dead Load (psf) 6.00 DECK LOADING
Total Roof Live Load (psf) 10.00 FLOOR FRAMING 3.14
Total load (psf) 16.00 PLYWOOD (3/4") 2.25
DRYWALL 2.60
GUARD / HAND RAIL CALCULATION Misc. 0.01
M=200*(42")=8400 lb-in Total Floor Dead Load (psf) 8.00
P=8400/3.25=2285#Total Floor Live Load (psf) 60.00
3/8" DIA. BOLTS CAPACITY Total load (psf) 68.00
IN WITHDRAWL IS 305 #/IN. PENETRATION.
L=2585/2 BOLTS /305 = 4.2"
USE 4 3/4" SQ. X 1/4" THICK PLATE
W/(4) 3/8x10" MIN. LAG BOLT
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Project #:
1 MEMBER SPAN:
P1 = lbs from @ X1=DL=
P2 = lbs from @ X2=DL=
P3 = lbs from @ X3=DL=
FROM (ft) - TO (ft)PSF PLF DEAD LOAD plf
CHOOSE BM TYPE= 3 0.00 - 9.25 ROOF T.L.=(34 ) x (1.33 ) = 45.22 14 PSF=>18.62
0.00 - 9.25 WALL T.L.=(15 ) x (0 ) = 0 15 PSF=>0
0.00 - 9.25 FLR. T.L.=(52 ) x (0 ) = 0 12 PSF=>0
0.00 - 9.25 Deck. T.L.=(72 ) x (0 ) = 0 12 PSF=>0
0.00 - 9.25 16 ) x (0 ) = 0 6 PSF=>0
Beam Weight = 1.83 1.83 1.83
Fb = 900 psi Fv = 180 psi E = 1.6 x106 si d = 5.5 inc
Mmax =ft-lb= in-K Vmax=Rmax-(Wxd)= lbs b = 1.5 inch
RL= 218 lbs RR= 218 lbs
(Dead) R =95 lbs (Dead) R = 95 lbs If d>12, Size Factor, S = (12/d)(n)=>S =1.00
(Live) R = 123 lbs (Live) R = 123 lbs {n=0.111 for PSL and 6xSAWN members, n=0.136 for LVL and n=0.092 for LSL}
Cd= 4 Cd= 1.25 Are you using Repetitive Member? no => Rm = 1
REQUIRED PROVIDED
S=Mmax / (Fb*Cd*Sf*Rm) = 5.368 in3 S=in3 O.K.
A=1.5 * Vmax / (Fv*Cd) = 1.307 in2 A=in2 O.K.
Allow.Def.= L/ 240 = 0.4625 in Dac =in O.K. L/ 477
USE BEAM : ( 1 )2 x 6
2 MEMBER SPAN:
P1 = lbs from @ X1=DL=
P2 = lbs from @ X2=DL=
P3 = lbs from @ X3=DL=
FROM (ft) - TO (ft)PSF PLF DEAD LOAD plf
CHOOSE BM TYPE= 3 0.00 - 17.25 ROOF T.L.=(34 ) x (0 ) = 0 14 PSF=>0
0.00 - 17.25 WALL T.L.=(15 ) x (0 ) = 0 15 PSF=>0
0.00 - 17.25 FLR. T.L.=(52 ) x (0 ) = 0 12 PSF=>0
0.00 - 17.25 Deck. T.L.=(72 ) x (0 ) = 0 12 PSF=>0
0.00 - 17.25 16 ) x (1.33 ) = 21.28 6 PSF=>7.98
Beam Weight = 2.42 2.42 2.42
Fb = 900 psi Fv = 180 psi E = 1.6 x106 si d = 7.25 inc
Mmax =ft-lb= in-K Vmax=Rmax-(Wxd)= lbs b = 1.5 inch
RL= 204 lbs RR= 204 lbs
(Dead) R =90 lbs (Dead) R = 90 lbs If d>12, Size Factor, S = (12/d)(n)=>S =1.00
(Live) R = 115 lbs (Live) R = 115 lbs {n=0.111 for PSL and 6xSAWN members, n=0.136 for LVL and n=0.092 for LSL}
Cd= 4 Cd= 1.25 Are you using Repetitive Member? no => Rm = 1
REQUIRED PROVIDED
S=Mmax / (Fb*Cd*Sf*Rm) = 9.4017 in3 S=in3 O.K.
A=1.5 * Vmax / (Fv*Cd) = 1.2671 in2 A=in2 O.K.
Allow.Def.= L/ 240 = 0.8625 in Dac =in O.K. L/ 334
USE BEAM : ( 1 )2 x 8
0.62
Douglas Fir # 2
Roof
% Capacity
13.1 71.5
10.9 11.7
TRIBUTARY (ft)
881 10.58 190
17.25 ft
503 6.04 196
Roof
% Capacity
7.6 71.0
8.3 15.8
0.23
Douglas Fir # 2
CEILING JOIST
TRIBUTARY (ft)
TMC ENGINEERS INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
DATE: 2/11/24
39424TMC
ROOF RAFTER 9.25 ft
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Project #:
3 MEMBER SPAN:
P1 = lbs from @ X1=DL=
P2 = lbs from @ X2=DL=
P3 = lbs from @ X3=DL=
FROM (ft) - TO (ft)PSF PLF DEAD LOAD plf
CHOOSE BM TYPE= 8 0.00 - 21.50 ROOF T.L.=(34 ) x (4 ) = 136 14 PSF=>56
0.00 - 21.50 WALL T.L.=(15 ) x (1 ) = 15 15 PSF=>15
0.00 - 21.50 FLR. T.L.=(52 ) x (0 ) = 0 12 PSF=>0
0.00 - 21.50 Deck. T.L.=(72 ) x (0 ) = 0 12 PSF=>0
0.00 - 21.50 16 ) x (0 ) = 0 6 PSF=>0
Beam Weight = 11.72 11.72 11.72
Fb = 2400 psi Fv = 265 psi E = 1.8 x106 si d = 12 inc
Mmax =ft-lb= in-K Vmax=Rmax-(Wxd)= lbs b = 3.125 inch
RL= 1749 lbs RR= 1749 lbs
(Dead) R =889 lbs (Dead) R = 889 lbs If d>12, Size Factor, S = (12/d)(n)=>S =1.00
(Live) R = 860 lbs (Live) R = 860 lbs {n=0.111 for PSL and 6xSAWN members, n=0.136 for LVL and n=0.092 for LSL}
Cd= 4 Cd= 1.25 Are you using Repetitive Member? no => Rm = 1
REQUIRED PROVIDED
S=Mmax / (Fb*Cd*Sf*Rm) = 37.608 in3 S=in3 O.K.
A=1.5 * Vmax / (Fv*Cd) = 7.1842 in2 A=in2 O.K.
Allow.Def.= L/ 240 = 1.075 in Dac =in O.K. L/ 267
USE BEAM : ( 1 )3.125 x 12
4 MEMBER SPAN:
P1 = lbs from @ X1=DL=
P2 = lbs from @ X2=DL=
P3 = lbs from @ X3=DL=
FROM (ft) - TO (ft)PSF PLF DEAD LOAD plf
CHOOSE BM TYPE= 2 0.00 - 6.25 ROOF T.L.=(34 ) x (10.5 ) = 357 14 PSF=>147
0.00 - 6.25 WALL T.L.=(15 ) x (2 ) = 30 15 PSF=>30
0.00 - 6.25 FLR. T.L.=(52 ) x (0 ) = 0 12 PSF=>0
0.00 - 6.25 Deck. T.L.=(72 ) x (0 ) = 0 12 PSF=>0
0.00 - 6.25 16 ) x (0 ) = 0 6 PSF=>0
Beam Weight = 5.64 5.64 5.64
Fb = 1000 psi Fv = 180 psi E = 1.6 x106 si d = 7.25 inc
Mmax =ft-lb= in-K Vmax=Rmax-(Wxd)= lbs b = 3.5 inch
RL= 1227 lbs RR= 1227 lbs
(Dead) R =571 lbs (Dead) R = 571 lbs If d>12, Size Factor, S = (12/d)(n)=>S =1.00
(Live) R = 656 lbs (Live) R = 656 lbs {n=0.111 for PSL and 6xSAWN members, n=0.136 for LVL and n=0.092 for LSL}
Cd= 4 Cd= 1.25 Are you using Repetitive Member? no => Rm = 1
REQUIRED PROVIDED
S=Mmax / (Fb*Cd*Sf*Rm) = 18.405 in3 S=in3 O.K.
A=1.5 * Vmax / (Fv*Cd) = 6.5985 in2 A=in2 O.K.
Allow.Def.= L/ 240 = 0.3125 in Dac =in O.K. L/ 989
USE BEAM : ( 1 )4 x 8
0.08
Douglas Fir # 1
Roof
% Capacity
30.7 60.0
25.4 26.0
TRIBUTARY (ft)
1917 23.01 990
6.25 ft
9402 112.83 1587
Roof
% Capacity
75.0 50.1
37.5 19.2
0.97
Glulam GLB 24F-V4
HDR AT LIVING/ BED 2
TRIBUTARY (ft)
TMC ENGINEERS INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
DATE: 2/11/24
39424TMC
BM. AT PORCH 21.50 ft
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Project #:
5 MEMBER SPAN:
P1 = lbs from @ X1=DL=
P2 = lbs from @ X2=DL=
P3 = lbs from @ X3=DL=
FROM (ft) - TO (ft)PSF PLF DEAD LOAD plf
CHOOSE BM TYPE= 2 0.00 - 13.75 ROOF T.L.=(34 ) x (8.75 ) = 297.5 14 PSF=>122.5
0.00 - 13.75 WALL T.L.=(15 ) x (0 ) = 0 15 PSF=>0
0.00 - 13.75 FLR. T.L.=(52 ) x (0 ) = 0 12 PSF=>0
0.00 - 13.75 Deck. T.L.=(72 ) x (0 ) = 0 12 PSF=>0
0.00 - 13.75 16 ) x (0 ) = 0 6 PSF=>0
Beam Weight = 8.75 8.75 8.75
Fb = 1000 psi Fv = 180 psi E = 1.6 x106 si d = 11.25 inc
Mmax =ft-lb= in-K Vmax=Rmax-(Wxd)= lbs b = 3.5 inch
RL= 2105 lbs RR= 2105 lbs
(Dead) R =902 lbs (Dead) R = 902 lbs If d>12, Size Factor, S = (12/d)(n)=>S =1.00
(Live) R = 1203 lbs (Live) R = 1203 lbs {n=0.111 for PSL and 6xSAWN members, n=0.136 for LVL and n=0.092 for LSL}
Cd= 4 Cd= 1.25 Are you using Repetitive Member? no => Rm = 1
REQUIRED PROVIDED
S=Mmax / (Fb*Cd*Sf*Rm) = 69.48 in3 S=in3 O.K.
A=1.5 * Vmax / (Fv*Cd) = 12.122 in2 A=in2 O.K.
Allow.Def.= L/ 240 = 0.6875 in Dac =in O.K. L/ 445
USE BEAM : ( 1 )4 x 12
MEMBER SPAN:
P1 = lbs from @ X1=DL=
P2 = lbs from @ X2=DL=
P3 = lbs from @ X3=DL=
FROM (ft) - TO (ft)PSF PLF DEAD LOAD plf
CHOOSE BM TYPE= 2 0.00 - 6.25 ROOF T.L.=(34 ) x (10.5 ) = 357 14 PSF=>147
0.00 - 6.25 WALL T.L.=(15 ) x (2 ) = 30 15 PSF=>30
0.00 - 6.25 FLR. T.L.=(52 ) x (0 ) = 0 12 PSF=>0
0.00 - 6.25 Deck. T.L.=(72 ) x (0 ) = 0 12 PSF=>0
0.00 - 6.25 16 ) x (0 ) = 0 6 PSF=>0
Beam Weight = 5.64 5.64 5.64
Fb = 1000 psi Fv = 180 psi E = 1.6 x106 si d = 7.25 inc
Mmax =ft-lb= in-K Vmax=Rmax-(Wxd)= lbs b = 3.5 inch
RL= 1227 lbs RR= 1227 lbs
(Dead) R =571 lbs (Dead) R = 571 lbs If d>12, Size Factor, S = (12/d)(n)=>S =1.00
(Live) R = 656 lbs (Live) R = 656 lbs {n=0.111 for PSL and 6xSAWN members, n=0.136 for LVL and n=0.092 for LSL}
Cd= 4 Cd= 1.25 Are you using Repetitive Member? no => Rm = 1
REQUIRED PROVIDED
S=Mmax / (Fb*Cd*Sf*Rm) = 18.405 in3 S=in3 O.K.
A=1.5 * Vmax / (Fv*Cd) = 6.5985 in2 A=in2 O.K.
Allow.Def.= L/ 240 = 0.3125 in Dac =in O.K. L/ 989
USE BEAM : ( 1 )4 x 8
TRIBUTARY (ft)
TMC ENGINEERS INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
DATE: 2/11/24
39424TMC
CLG. BM. AT BED 1 13.75 ft
6.25 ft
7238 86.85 1818
Roof
% Capacity
73.8 94.1
39.4 30.8
0.37
Douglas Fir # 1
void
TRIBUTARY (ft)
1917 23.01 990
0.08
Douglas Fir # 1
Roof
% Capacity
30.7 60.0
25.4 26.0
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
MATERIAL SPECIFICATIONS
Minimum material specifications for design:
1. Concrete member strength is as noted
2. Hardware embedment into concrete is based on f'c=2500 psi, U.N.O.
3. Steel reinforcement is grade 60 except that No.3 and No.4 bars are grade 40
4. Nails are 8d common, 10d common and 16d framing (short), U.N.O.
5. Glue-Laminated beams are 24F-V4 for simple span and 24F-V8 for other conds.
6. Steel: I-beams are A36, pipe is 53B, and tube is A500B
7. Cold Formed steel is A653, 16 gauge and heavier is 50 ksi; 18 gauge and lighter is 33ksi
SHEAR WALL SCHEDULE
Mark Seis.(plf) Wind (plf)x1.4
10 260 364
11 350 490
12 490 686
13 600 840
14 870 1218
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
Per table 4.3A (Special Design Provision for Wind and Seimic )
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
WIND LOADS- Horizontal Pressures [W(+)]
Wind Load calculation ASCE 7-22
Risk Category: II
3-second gust wind speed (mph): 95
Exposure Category: C
ASD load Factor: 0.6
Height and Exposure Coefficients:
Height 0-15' 15'-20' 20'-25' 25'-30'
Coeff. 1.21 1.29 1.35 1.4
Edge Strips and End Zones:
Building Eave Height (ft): 10.5
Min. Horiz. Dim (ft): 21.5
Edge Strip (a):
10% of min. Horiz. Dim.:2.15
40% of bldg eave height:4.2
4% of min. Horiz. Dim.:0.86
Default min edge strip dim.:3
Governing Edge strip value: 3
End Zone Width (2a):6
Building Roof Pitch/ Roof angle(Transverse - Y): 4 :12
Building Roof Pitch/ Roof angle(Longitudinal - X): 4 :12
Number of story: 1
1st floor top plate: 9
Wind load Horizontal (plf)
Wind roof height (ft):
Transverse -Y: 14 Longitudinal - X: 13
Wind Load (plf) - Transverse -Y: Wind Load (plf) - Longitudinal - X:
A B C D A B C D
1st Flr 62.34 -20.04 41.55 -11.25 62.34 -16.03 41.55 -9.00
Wind load Vertical (psf)
E F G H Eoh Goh
-20.81 -14.13 -14.52 -10.77 -29.16 -22.75
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
SEISMIC LOADS
Seismic load calculation per ASCE7-22, Section 12.8: Equivalent Lateral Force Procedure
Location : 718 S FLINDTRIDGE DR., SANTA ANA, CA. 92704
Site Coordinates 33.73748°N, 117.935918°W
Site specific variables:
Risk Category: II 1s spectral response acceleration parameter S1:0.476 g
Seismic use group: I 0.2s spectral response acceleration parameter Ss: 1.332 g
Site class: D-default Seismic roof height (hn): 10.5 (ft)
Seismic design Cat.: D Long-period transition period TL = 8 (sec)
Redundancy factor ρ: 1.3 The important factor I: 1
Intermediate Calculations:
Fv = 1.8 SM1 =0.8568 SD1 =0.571 T = 0.117
Fa = 1.2 SMS =1.5984 SDS =1.066
Cs max1=Sd1/(T*(R/I)):(for TL>T)= 0.75 Cs min 1= 0.01
Csmax2=Sd1*TL/(T^2*(R/I)):(for TL<T)= 51.66 Csmin2=0.5*S1/(R/I):(forS1>0.6)= 0.04
Transverse Ry = 6.5 Cs= Sds/(R/I) =0.16 V=Cs*W*0.7*ρ=0.15*W
Longitudinal Rx = 6.5 Cs= Sds/(R/I) =0.16 V=Cs*W*0.7*ρ=0.15*W
Vertical Seimic Load Effect Ev=0.14Sds x Dead Load= 0.15*DL
Wall Mass Ext Walls Int Walls Total
Plate Floor Length Mass Length Mass Mass
Level HT (ft) Thk (in) (ft) (Kips) (ft) (Kips) (kips)
1st Flr 9 8 139 18.77 77 6.93 25.70
Total Mass Diaphragms Wall
Area Weight Mass Walls Walls Mass Total
Abv Blw Mass
Level (sq ft) (psf) (kips) kips kips (Kips) (kips)
1st Flr 903.00 14 12.64 0 12.8475 12.85 25.49
Mass Distribution Longditudinal Transverse Diaphgram
Wx Hx WxHx Fx Fx/A Fy Fy/A Fpx/Ax
Level (kips) (ft) (kip-ft) (kips) (psf) (kips) (psf) (psf)
1st Flr 25.49 10.50 267.64 3.80 4.211 3.80 4.211 6.02
Total 25.490 267.640 3.803 3.803
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
SEISMIC LOAD AT 1st FLOOR
LONGITUDINAL DIRECTION :
Wall Trib. Area Fabv. Ftrib. Ftotal L Q Mark Allow
(sqr ft) (lb) (lb) (lb) (ft) (plf) (plf)
1 966 8 121 10 260
2 936 7.75 121 10 260
3 512 3.5 146 10 241.4
4 585 4 146 10 260
5 402 2.75 146 10 218.6
6 402 2.75 146 10 218.6
REDUCED SHEAR CAPACITY (1.25-0.125*H/B)
TRANSVERSE DIRECTION :
Wall Trib. Area Fabv. Ftrib. Ftotal L Q Mark Allow
(sqr ft) (lb) (lb) (lb) (ft) (plf) (plf)
7 210 0 884 884 4 221 10 260
8 451.5 0 1901 1901 10.5 181 10 260
9 241.5 0 1017 1017 8 127 10 260
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
451.5 0 1901
451.5 0 1901
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Nam 39424tmc
Date: 3/8/24
WIND LOAD AT 1st FLOOR
LONGITUDINAL DIRECTION :
Wall Length W(+)end W(+)int. W(+)roof W(+)total L Q Mark Allow
(ft) wall (lb) wall (lb)(min.10psf)(lb) (ft) (plf) (plf)
1 482 8 60 10 364
2 467 7.75 60 10 364
3 305 3.5 87 10 338
4 348 4 87 10 364
5 239 2.75 87 10 306
6 239 2.75 87 10 306
REDUCED SHEAR CAPACITY (1.25-0.125*H/B)
TRANSVERSE DIRECTION :
Wall Length W(+)end W(+)int. W(+)roof W(+)total L Q Mark Allow
(ft) wall (lb) wall (lb)(min.+10psf)(lb) (ft) (plf) (plf)
7 12 374 249 600 1223 4 306 10 364
8 25 0 1039 1250 2289 10.5 218 10 364
9 13 374 291 650 1315 8 164 10 364
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
9 374 125 450
11 374 208 550
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
SUMMARY LOAD AT 1st FLOOR
LONGITUDINAL DIRECTION :
Wall Fwind Fseis Fgovern L Mark Allow (#) Allow (#)
(lb) (lb) (lb) (ft) Wind Seismic
1 482 966 966 8.0 10 2912 2080
2 467 936 936 7.8 10 2821 2015
3 305 512 512 3.5 10 1274 910
4 348 585 585 4.0 10 1456 1040
5 239 402 402 2.8 10 1001 715
6 239 402 402 2.8 10 1001 715
TRANSVERSE DIRECTION :
Wall Fwind Fseis Fgovern L Mark Allow (#) Allow (#)
(lb) (lb) (lb) (ft) Wind Seismic
7 1223 884 1223 4.0 10 1456 1040
8 2289 1901 2289 10.5 10 3822 2730
9 1315 1017 1315 8.0 10 2912 2080
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
WALL#1 L= 8.00 ft H= 9.00 ft
Shear load Vseis.& Vwind= 966# & 482# P
OTM = (966)x(9);482)x(9)=8694 ; 4337 ft-lb W = 39 plf
Wt wall= 15psf x 8' x 9' = 1080 # 966
W = 39plf RM = 5568 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 1080#
Puplift = 0 # at 8.00 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 8.00 feet
798# 798#
Ft(left)= Use Shear Type10
Ft(right)=
WALL#2 L= 7.75 ft H= 9.00 ft
Shear load Vseis.& Vwind= 936# & 467# P
OTM = (936)x(9);467)x(9)= 8424 ; 4201 ft-lb W = plf
Wt wall= 15psf x 7.75' x 9' = 1046.3 # 936
W = 39plf RM = 5225 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 1046#
Puplift = 0 # at 7.75 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 7.75 feet
809# 809#
Ft(left)= Use Shear Type10
Ft(right)=
WALL#3 L= 3.50 ft H= 9.00 ft
Shear load Vseis.& Vwind= 512# & 305# P
OTM = (512)x(9);305)x(9)= 4608 ; 2742 ft-lb W = plf
Wt wall= 15psf x 3.5' x 9' = 472.5 # 512
W = 39plf RM = 1066 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 473#
Puplift = 0 # at 3.50 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 3.50 feet
1270# 1270#
Ft(left)= Use Shear Type10
Ft(right)=
1270 647
1270 647
HDU2/4x4 Min.
HDU2/4x4 Min.
798
798
129
129
809 142
HDU2/4x4 Min.
HDU2/4x4 Min.
HDU2/4x4 Min.
Hold-Down
(0.6D+W)& Post
Hold-Down
809 142
((0.6-0.14Sds)D+0.7ρQe)
Seismic Force (lb):
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
ind Force (lb):
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
Seismic Force (lb):
((0.6-0.14Sds)D+0.7ρQe)
Seismic Force (lb):
(0.6D+W)
ind Force (lb):
& Post
Hold-Down
ind Force (lb):
HDU2/4x4 Min.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
WALL#4 L= 4.00 ft H= 9.00 ft
Shear load Vseis.& Vwind= 585# & 348# P
OTM = (585)x(9);348)x(9)=5265 ; 3134 ft-lb W = 39 plf
Wt wall= 15psf x 4' x 9' = 540 # 585
W = 39plf RM = 1392 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 540#
Puplift = 0 # at 4.00 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 4.00 feet
1237# 1237#
Ft(left)= Use Shear Type10
Ft(right)=
WALL#5 L= 2.75 ft H= 9.00 ft
Shear load Vseis.& Vwind= 402# & 239# P
OTM = (402)x(9);239)x(9)= 3618 ; 2155 ft-lb W = plf
Wt wall= 15psf x 2.75' x 9' = 371.25 # 402
W = 39plf RM = 658 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 371#
Puplift = 0 # at 2.75 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 2.75 feet
1329# 1329#
Ft(left)= Use Shear Type10
Ft(right)=
WALL#6 L= 2.75 ft H= 9.00 ft
Shear load Vseis.& Vwind= 402# & 239# P
OTM = (402)x(9);239)x(9)= 3618 ; 2155 ft-lb W = plf
Wt wall= 15psf x 2.75' x 9' = 371.25 # 402
W = 39plf RM = 658 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 371#
Puplift = 0 # at 2.75 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 2.75 feet
1329# 1329#
Ft(left)= Use Shear Type10
Ft(right)=
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
Seismic Force (lb): ind Force (lb): Hold-Down
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
1237 613 HDU2/4x4 Min.
1237 613 HDU2/4x4 Min.
Seismic Force (lb): ind Force (lb): Hold-Down
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
1329 704 HDU2/4x4 Min.
1329 704 HDU2/4x4 Min.
Seismic Force (lb): ind Force (lb): Hold-Down
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
1329 704 HDU2/4x4 Min.
1329 704 HDU2/4x4 Min.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Job Name: 39424tmc
Date: 3/8/24
WALL#7 L= 4.00 ft H= 9.00 ft
Shear load Vseis.& Vwind= 884# & 1223# P
OTM = (884)x(9);1223)x(9)=7956 ; 11010 ft-lb W = 39 plf
Wt wall= 15psf x 4' x 9' = 540 # 1223
W = 39plf RM = 1392 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 540#
Puplift = 0 # at 4.00 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 4.00 feet
2713# 2713#
Ft(left)= Use Shear Type10
Ft(right)=
WALL#8 L= 10.50 ft H= 9.00 ft
Shear load Vseis.& Vwind= 1901# & 2289# P
OTM = (1901)x(9);2289)x(9)= 17109 ; 20599 ft-lb W = plf
Wt wall= 15psf x 10.5' x 9' = 1417.5 # 2289
W = 39plf RM = 9592 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 1418#
Puplift = 0 # at 10.50 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 10.50 feet
1247# 1247#
Ft(left)= Use Shear Type10
Ft(right)=
WALL#9 L= 8.00 ft H= 9.00 ft
Shear load Vseis.& Vwind= 1017# & 1315# P
OTM = (1017)x(9);1315)x(9)= 9153 ; 11834 ft-lb W = plf
Wt wall= 15psf x 8' x 9' = 1080 # 1315
W = 39plf RM = 5568 ft-lb
Max drag loads = 1600#
Puplift = 0 # at 0.00 feet Wt= 1080#
Puplift = 0 # at 8.00 feet
Pdown = 0 # at 0.00 feet
Pdown = 0 # at 8.00 feet
857# 857#
Ft(left)= Use Shear Type10
Ft(right)=
TMC ENGINEER INC.
9542 Pacific Ave, Anaheim, CA 92804
Phone: (714)-829-5053; Email: Tienchu.pe@gmail.com.
Seismic Force (lb): ind Force (lb): Hold-Down
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
1954 2713 HDU2/4x4 Min.
1954 2713 HDU2/4x4 Min.
Seismic Force (lb): ind Force (lb): Hold-Down
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
1247 1448 HDU2/4x4 Min.
1247 1448 HDU2/4x4 Min.
Seismic Force (lb): ind Force (lb): Hold-Down
((0.6-0.14Sds)D+0.7ρQe)(0.6D+W)& Post
857 1096 HDU2/4x4 Min.
857 1096 HDU2/4x4 Min.
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
TMC ENGINEERS INC.
S.W. #:1, 2 AT ROOF
V 2170 lbs + 25% = 2712
L total 16 ft Shear length (Li) 7.75 8 0
D total 34 ft Open length (Di) 0 13.75 20.5 0
Ld 50 ft (Vd - Vw) X Li -914 -944 0
Vd 54 #/' Vd X Di 0 746 1112 0
Vw 172 #/' Summary load 0 0 -914 -168 -1112 0 0
Drag 0 0 914 168 1112 0 0
Vd - Vw -118 #/' Max Drag 1112 lbs NO. 16d NAILS = 11
S.W. #:3, 4-6
V 2170 lbs + 25% = 2712
L total 13 ft Shear length (Li) 3.5 4 2.75
D total 37 ft Open length (Di) 7.75 12.5 10 6.5
Ld 50 ft (Vd - Vw) X Li -539 -616 -424
Vd 55 #/' Vd X Di 422 681 545 354
Vw 209 #/' Summary load 0 422 -117 565 -52 493 69
Drag 0 422 117 565 52 493 69
Vd - Vw -154 #/' Max Drag 565 lbs NO. 16d NAILS = 6
S.W. #:7
V 1223 lbs + 25% = 1529
L total 4 ft Shear length (Li) 4 0 0
D total 14 ft Open length (Di) 4.75 8.75 0 0
Ld 18 ft (Vd - Vw) X Li -1180 0 0
Vd 87 #/' Vd X Di 415 765 0 0
Vw 382 #/' Summary load 0 415 -765 0 0 0 0
Drag 0 415 765 0 0 0 0
Vd - Vw -295 #/' Max Drag 765 lbs NO. 16d NAILS = 7
0
500
1000
1500
1 2 3 4 5 6 7 8
0
200
400
600
1 2 3 4 5 6 7 8
0
500
1000
1 2 3 4 5 6 7 8
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
TMC ENGINEERS INC.
S.W. #:9 AT ROOF
V 1315 lbs + 25% = 1644
L total 8 ft Shear length (Li) 8 0 0
D total 10 ft Open length (Di) 9.5 0 0 0
Ld 18 ft (Vd - Vw) X Li -892 0 0
Vd 94 #/' Vd X Di 892 0 0 0
Vw 205 #/' Summary load 0 892 0 0 0 0 0
Drag 0 892 0 0 0 0 0
Vd - Vw -112 #/' Max Drag 892 lbs NO. 16d NAILS = 9
S.W. #:0
V lbs + 25% = 0
L total 3 ft Shear length (Li) 2.75 0 0
D total 15 ft Open length (Di) 4.75 9.75 0 0
Ld 17 ft (Vd - Vw) X Li 0 0 0
Vd #/' Vd X Di 0 0 0 0
Vw #/' Summary load 0 0 0 0 0 0 0
Drag 0 0 0 0 0 0 0
Vd - Vw #/' Max Drag lbs NO. 16d NAILS = 0
S.W. #:0
V lbs + 25% = 0
L total 4 ft Shear length (Li) 4 0 0
D total 32 ft Open length (Di) 19.5 12.5 0 0
Ld 36 ft (Vd - Vw) X Li 0 0 0
Vd #/' Vd X Di 0 0 0 0
Vw #/' Summary load 0 0 0 0 0 0 0
Drag 0 0 0 0 0 0 0
Vd - Vw #/' Max Drag lbs NO. 16d NAILS = 0
0
500
1000
1 2 3 4 5 6 7 8
0
1
1
1 2 3 4 5 6 7 8
0
1
1
1 2 3 4 5 6 7 8
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
ASCE Hazards Report
Address:
718 S Flintridge Dr
Santa Ana, California
92704
Standard:ASCE/SEI 7-16 Latitude:33.73748
Risk Category:II Longitude:-117.935918
Soil Class:D - Stiff Soil Elevation:57.848527963357554 ft
(NAVD 88)
Page 1 of 3https://ascehazardtool.org/Fri Mar 08 2024
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
SS : 1.332
S1 : 0.476
F a : 1
F v : N/A
SMS : 1.332
SM1 : N/A
SDS : 0.888
SD1 : N/A
T L : 8
PGA : 0.57
PGA M : 0.627
F PGA : 1.1
Ie : 1
C v : 1.366
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Stiff Soil
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Fri Mar 08 2024
Page 2 of 3https://ascehazardtool.org/Fri Mar 08 2024
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 3 of 3https://ascehazardtool.org/Fri Mar 08 2024
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem, Ward 1
tphan@santa-ana.org
Ward 2
bvazquez@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Thai Viet Phan
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Benjamin Vazquez
CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
INTERIM CITY MANAGER
Tom Hatch
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
January 23, 2024
Also sent via email to: hieuluu.cra@gmail.com
Dinh Van Mai
718 South Flintridge Drive
Santa Ana, CA 92704
Subject: Address Assignment for a Detached Accessory Dwelling Unit located at 718 South
Flintridge Drive (APN: 188-062-04) in Santa Ana, CA
Dear Mr. Mai,
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment
for a 800-square-feet detached ADU located at 718 South Flintridge Drive (APN: 188-062-04).
Notice is hereby given that the following assigned address shall be posted onsite per the approved
address plan, attached hereto as Exhibit A.
Address to be Activated/Posted
718 South Flintridge
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will
be verified during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me
by phone at (714) 664-2753 or by email at PRaj@santa-ana.org.
Sincerely,
Punkaj Raj
Planning Technician
Exhibit A – Address Plan
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Address Letter for 718 South Flintridge Drive
Page 2 of 2
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Mishele Richards, Orange County Fire Authority, GEO Files Coordinator
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address:
Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing
Area:
Area to
be Added:
Total Resulting
Area:
Stories: Area Added in Past 2 Years
(excluding this project):
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
(PR400-402) Fire Sprinkler
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
fire sprinklers or a house that will have fire sprinklers added as part of this project?
(PR400-402) Fire Sprinkler
3. Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than
140-feet from the fire access roadway?
*(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
contractor to determine if a fire sprinkler modification is needed.
(PR400-402) Fire Sprinkler
7. Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
set by local ordinance?
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU’s).
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025
Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2022 ELC-04
All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41-
626(b). There is a standing exception for one and two family dwellings. This exception
applies only when the new electrical service is designed to be fed from below grade as well as
overhead.
This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without
interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the
circuit breaker side of this cabinet.
Only listed combination overhead and underground feed service boxes may be used to connect to
an overhead utility drop. This exception to an underground fed service applies only to existing single
family and two family residences.
Planning & Building Agency
Permits & Plan Check Section
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
Rigid
Conduit
Service
Entrance
Conductor
Riser
Underground
Service
Lateral
METER
Rev. 1/21/2020
FLOOD ZONE - 718 S
Flintridge Dr Unit# 23/26/2025