HomeMy WebLinkAbout2218 & 2220 N Richmond St - PlanRE
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BY
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SHEET NO.
OF 21
DATE: 07-24-2025
JOB NO.: 0824-420
DRAWN BY: QD
SCALE:
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ABBREVIATIONS
00-A-000
AS SHOWN
1
TWO STORY RESIDENTIAL
PROJECT DATA
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GENERAL NOTES:
NGUYEN RESIDENCE
DRAWING SYMBOLS
SHEET INDEX DESIGNING NOTES:
DET
SHT
DET
SHT
DET
SHT
DET
SHT
#
DET
HEREON
1
3
4 2
DET
SHT
OWNER: BUILDING CODE DESCRIPTION
PROPOSED DETACHED ADU
2218 Richmond St, Santa Ana, CA 92705 for Main house
JOB SITE
VICINITY & TRANSIT MAP
SCOPE OF WORK
STRUCTURE
DESIGN BY:
CONSTRUCTION:
T24
SOLAR
2220 Richmond St, Santa Ana, CA 92705 for Detached ADU
JJJJJJJJJJJJJJOOOOOOOOOOOOOOOBBBBB SSSSSSIIIIITTTTEEEE
NOTES:
x
x
x
“”
“”
x Building Security Regulations : For new buildings and additions, alterations, and repairs within
any twelve-month period exceed fifty (50%) percent of the value of any existing building or
structure, each building or structure shall be made to conform to the requirements for new
buildings or structures and comply with the Building Security Regulations. Santa Ana
Municipal Code Chapter 8, Division 3.
NOTES DEFERRED ITEMS:
MEASURES REQUIRING FIELD VERIFICATION AND/OR DIAGNOSTIC TESTING
01-
01-A-001
1/8" = 1'-0"
2
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SHEET NO.
OF 21
DATE: 07-24-2025
JOB NO.: 0824-420
DRAWN BY: QD
SCALE:
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LANDSCAPING LEGEND
ITEM NO. BOTANICAL NAME COMMON NAME QUANTITYSIZE TYPESYMBOL
1
2
3
4
5
6
Site Plan: Lots shall be graded to drain surface water away from the dwelling.
REFER TO DRAINAGE PLAN D-01
The grade shall fall a minimum of 6" within the first 10'
PROPOSED SITE PLAN & LANDSCAPE PLAN
PROPOSED
ADU
(E) CAR GARAGE
EXISTING HOUSE
(E)PORCH
(E)LIV
(E)DIN
(E)FAM
(E)KIT
(E)BR1
(E)BA1
(E)WIC
(E)AC
(E)WH
(E) DRIVEWAY
6
5
5
1
3
4
2
1ST FL: 656.00 SQ.FT.
COMMON AND PRIVATE AREA CALCULATION:
PROPOSED DETACHED ADU
OPEN SPACE
HP
HP
BR1
KIT
WH
AC
BA1
POW
1A
AD-402
1B
AD-402
RE
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DA
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:
BY
:
SHEET NO.
OF 21
DATE: 07-24-2025
JOB NO.: 0824-420
DRAWN BY: QD
SCALE:
TI
T
L
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:
PR
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:
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01-A-101
1/4" = 1'-0"
4
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PROPOSED
ADU
LIVING ROOM & KITCHEN
PROPOSED ADU 1ST FLOOR PLAN
1/4" = 1'-0"
BEDROOM 1
WIC
BATH 1
POWDER
Heat pump heating
facility on plan to match with T-24
energy calculation.
Water heater shall be NEEA rated heat pump per T-24 energy regulation
standard feature requirements.
F
FF
F
F
FF
F
F F
F
F
F
S.D.
CO
S.D.
FLOOR PLAN NOTES
SMOKE & CARBON MONOXIDE ALARM NOTES
UTILITY SYMBOLS
ELECTRICAL NOTES
S.D.
CO
F
PP
All lighting must be high efficacy. Screw based luminaires
must contain JA8 -compliant (marked as JA8-2016 or
JA8-2016-E shall be controlled by vacancy sensors or dimmers)
LIGHTING SHALL COMPLY WITH THE APPLICABLE HIGH
EFFICACY REQUIREMENT OF THE CALIFORNIA TITLE 24
PART 6 SECTION 150.
Aging-in-place and fall prevention (CRC R327)
”
”
”
Energy Storage Systems ready shall meet the following: (CEnC Section 150.0(s)):
Electric Readiness requirements s (CEnC Section150.0(t)-(v)):
Reinforcement for Grab Bars /SPEC
GRAB BAR SEE DETAIL G/ SPEC
F
FF
F
A
A-201
B A-
2
0
1
3 ZONES
WALL FRAMING LEGEND
1A&1B
AD-402
The following are required for heat pump water heaters (HPWH):
A. Add notes that the HPWH will be installed according to
manufacturer's requirements.
B. Installation shall be in a conditioned space unless listed for
exterior installation. Modeling in T-24 must match.
C. Prescriptive installations shall be indoors and on a rigid R-10
insulated surface. HPWH must meet NEEA Tier 3 or higher.
[]
RE
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N
DA
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:
BY
:
SHEET NO.
OF 21
DATE: 07-24-2025
JOB NO.: 0824-420
DRAWN BY: QD
SCALE:
TI
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L
E
:
PR
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C
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:
123
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01-A-102
1/4" = 1'-0"
5
PR
O
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E
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U
2
N
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F
L
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&
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F
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A
N
PROPOSED ADU 2ND FL PLAN
1/4" = 1'-0"
BEDROOM 2
DECK
HALLWAY
WICBATH 2
W&D
(N)3:12
(N
)
3
:
1
2
(N
)
3
:
1
2
(N)3:12
(N
)
3
:
1
2
F F
FF
F
F
S.D.
S.D.CO
F
RIDGE
(N
)
3
:
1
2
(N
)
3
:
1
2
RI
D
G
E
(N)3:12 (N)3:12
VAL
L
E
Y
VAL
L
E
Y
PROPOSED ADU ROOF PLAN
1/4" = 1'-0"
DECK
ROOF NOTES
ATTIC VENT CALCULATIONS
•
ATTIC VENTS
ZONE-1
50 51
RI
D
G
E
ZONE-2
50 51
WARM AIR FURNACE - ATTICNEW PV MODULES
SOLAR PANEL (SEPARATE PERMIT)
F
F
HIP HIP
HIP
HIP HIP
HIP
(N)3:12
(N
)
3
:
1
2
(N
)
3
:
1
2
(N)3:12
1A
AD-402
1B
AD-402
1A&1B
AD-402
4D
AD-402
4D
AD
-
4
0
2
4D
AD
-
4
0
2
18
&
1
9
SD
1
RE
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DA
T
E
:
BY
:
SHEET NO.
OF 21
DATE: 07-24-2025
JOB NO.: 0824-420
DRAWN BY: QD
SCALE:
TI
T
L
E
:
PR
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E
C
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:
123
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N.T.S
20
03-T-24-1
03-T-24-2
03-T-24-3
09-SPEC
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DATE: 07-24-2025
JOB NO.: 0824-420
DRAWN BY: QD
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Reinforcement for Grab Bars.
[R327.1.1]At least one bathroom on the entry level shall be provided with
reinforcement installed in accordance with this section. Where there is no
bathroom on the entry level, at least one bathroom on the 2nd or 3rd floor
of the dwelling shall comply with this section.
1. Reinforcement shall not be less than 2 by 8 inch nominal lumber (1-1/2” x
7-1/4” actual dimension) or other construction material providing equal
height and load capacity. Reinforcement shall be located between 32”
and 39-1/4” above the finished floor, flush with the wall framing.
2. Shower reinforcement shall be continuous where wall framing is provided.
THE OWNER MUST BE PROVIDED
Identifying the location of grab bar reinforcement in the operation
and maintenance manual of the residence to the occupant
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem - Ward 2
bvazquez@santa-ana.org
Ward 1
tphan@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
Benjamin Vazquez
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Thai Viet Phan
CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
CITY MANAGER
Alvaro Nuñez
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
March 24, 2025
Quoc Do
1218 Camden Place, Also sent via email to: doquocpl@yahoo.com
Santa Ana, CA 92707
Subject: Address Assignment for a new detached ADU at 2218 N. Richmond Street (396-012-15)
in Santa Ana, CA 92706
Dear Mr. Do,
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 new detached
ADU at 2218 N. Richmond Street (396-012-15). Notice is hereby given that the following assigned
address(es) shall be posted onsite per the approved address plan, attached hereto as Exhibit A.
Address(es) to be Activated/Posted
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 714-667-2728 or by email at CSantana@santa-ana.org.
Sincerely,
Cristian Santana
Cristian Santana
Assistant Planner I
Exhibit A – Address Plan
Address Letter 2218 N. Richmond Street (396-012-15)
Page 2 of 2
c:
Kris K Chu, Santa Ana Manager, United States Post Office
Fernando Banuelos, Fountain Valley Manager, United States Post Office
Yesenia Torres, Santa Ana Manager, United States Post Office
Enrique Ponce, Sna-North Grand Sta Manager, United States Post Office
Esthephany Treto Ramirez, Admin Supervisor, United States Post Office
Chris Tuiolosega, United States Post Office
Alex Alvarez, Santa Ana Postmaster, 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
Ted Walstrom, Santa Ana Unified School District
Jeremy Cogan, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
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
GIS
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Arellano, 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 Division Manager
Rudy Rosas, Deputy Public Works Director / City Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Services Principal
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ricardo Soto, Acting Planning Manager
Jerry Guevara, Senior Planner
Yvette Portugal, Code Enforcement Manager
Jerry Navarro, Code Enforcement Principal
A-001
1/8" = 1'-0"
2
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SHEET NO.
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DATE: 03-20-2025
JOB NO.: 0824-420
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LANDSCAPING LEGEND
ITEM NO. BOTANICAL NAME COMMON NAME QUANTITYSIZE TYPESYMBOL
1
2
3
4
5
6
·Site Plan: Lots shall be graded to drain surface water away from the
dwelling. The grade shall fall a minimum of 6" within the first 10'
PROPOSED SITE PLAN & LANDSCAPE PLAN
PROPOSED
ADU
(E) CAR GARAGE
EXISTING HOUSE
(E)PORCH
(E)LIV
(E)DIN
(E)FAM
(E)KIT
(E)BR1
(E)BA1
(E)WIC
(E)AC
(E)WH
(E) DRIVEWAY
6
5
5
1
3
4
2
1ST FL: 656.00 SQ.FT.
COMMON AND PRIVATE AREA CALCULATION:
PROPOSED DETACHED ADU
OPEN SPACE
Exhibit A
Thoa Tran
(714) 474-3641June 27, 2025
ORANGE COUNTY FIRE AUTHORIT
' Plan Submittal Criteria Form
,
Required for Single Family or Duplex Residences
r H"VA� (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 Applic
Project Information
CITY OF SANTA ANA
Plan iing and Building A en(
SFR
FOR PERMIT ISSUANCE
Certification.
Master ID:
D t
❑ New Single Family Residence/Duplex ❑ Addition/Remodel )0 ADU I a e. ❑ Other
Address: Unit #: City or Unincorporated County Area: ZIP:
2218 Richmond St 2 Santa Ana �CA 92705
Scope of work: PROPOSED DETACHED ADU W/ 2BR AND 2BR: LIVING AREA: 999.00 SQ.FT
Existing Area to Total Resulting Stories: Area Added in Past 2 Years
Area: 3129 be Added: 999 4128 Area: 2 (excludina this Droiect): NO
Yes No
Questionnaire
OCFA Plan Type if "Yes"
I.
El
®
New — Is this a new single family residence or duplex?
*(PR160) Residential Site
with Water Availability
PR400-402 Fire Sprinkler
2
El
®
ADU — Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
(PR400-402) Fire Sprinkler
fire sprinklers or a house that will have firesprinklers added as part of thisproject?
3.
El
M
Addition — Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
(PR400-402) Fire Sprinkler
sprinkler retrofit based on a threshold set by local ordinance?
4.
El
M
Distance — Is the most remote portion of the addition, ADU or other detached structure greater than
*(PR160) Residential Site
140-feet from the fire access roadway?
5.
Ei
®
Total Area — Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
*(PR160) Residential Site
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
with Water Availability
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
6.
❑
Remodel — Is this a remodel of a sprinklered building with a scope of work that includes adding or
(PR400-402) Fire Sprinkler
removing any interior walls? Note: If "Yes", then project must be evaluated by a C-16 licensed
contractor to determine if a firesprinkler modification is needed.
7.
❑
Detached Structure — Is this a new detached utility or accessory structure (not an ADU), such as a
*(PR160) Residential Site
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
(PR400-402) Fire Sprinkler
set by local ordinance?
8.
®
Gate — Is a gate being installed across a driveway or road that is designated as a fire department
(PR180) Gate
access roadway, or a driveway or road that serves more than a single home/duplex?
9.
[J
JX]
Methane — Is project located in or less than 100' from a "Division of Oil, Gas, and Geothermal
*(PR160) Residential Site
*(PR172-174)
Resources" (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
Methane
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
TestlMitigation Plans
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU's).
10.
[R]
Vegetation — Is the property/structure (A) on the perimeter of a community containing, or adjacent to
*(PR125) Fuel Modification
slopes or hills, or (B) adjacent to an open space or wildland area containing non -irrigated vegetation,
(PR182) Accessory
or (C) in a State Responsibility Area or Local Responsibility Area "Fire Hazard Severity Zone", as
Structure
defined by the State, or D near an area that could be affected by a wildfire in the open space.
*OCFA approval required before issuance of a grading1building 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: QUOC DO Signature: Date05 07 2025
Phone Number: 714 458 5374 Email:;� DOQUOCPL@YAHOO.COM
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
_EcoPY ..
TUS1'IN UNIFIED SCHOOL DISTRICT
CERTIFICATE OF COMPLIANCE REGARDING STATUTORY AND ALTERNATIVE SCH DOL FEEAppmved
Education Code Section 17620 and Government Code Section 65995, et seq
BUSINESS SERVICES DEPARTMENT — 300 South C Street, Tustin, CA 92780 - (7 4) W-RoP E R M I T I S S Ui
t Date:, - .� I ll I ^LS
iVlastIND: 5585
Project Applicant/Owner: t `` C�w t1 / VL t J V F h TLA\A w Date:
AA
Mailing Address: N rk, " PPA 4 ( A Peqrm2i't lNao�.: 10 I I IL?77 o
2�t,-Ly Y2� c.�tr-.yy� S+
to St< (i
Project Address: N �^ h C! ` Phone umber:
Tract/Lots: Parcel Number(s):
APPLICANT DECLARATION: The person executing this declaration ("Applicant") hereby represents and declares, under penalty of perjury under the laws of
California, that the following is true and correct: (1) Applicant has read this application in its entirety; (2) Applicant is the owner(s) or is acting on behalf of the
owners) of the above -referenced project ("Project") and is authorized to, by such owner(s), agree to the terns for issuance of this Certificate of Compliance ("COC");
(3) to the best of the Applicant's knowledge, the information provided above is true; (4) the square foot amounts used in the fee calculation below were determined by
the building department that will issue a building permit for the herein described construction; and (5) Applicant or owner(s) of the Project agrees to and shall obtain an
amended COC and pay any additional amounts due if there is an increase in the number of dwelling units ("DU") or the assessable square footage of any DU or an
increase in the chargeable covered and enclosed space of the Project as determined by the District to be greater than described herein after Applicant has obtained any
COC. in lieu of independently verifying the square footage amounts provided by Applicant and in expediting the issuance of this COC. the District has relied on the
Applicant's reprentntion y wad such reliance ' nsideration for the contractual obligations of Applicant. If the initial determination of the number of units or
the square footage is nd to bf ittconect. Ap ' . nt al a responsible to pay all additional amounts owed within thirty (30) days of notice by the District or other
panics and shall p any costs of the cullecti ther�o mcl ding attorneys' fees and legal costs.
Signattrr Print Name:
School District Requirg(nents for
Level I
Level 2
Residential Unit(s):
Total Square Footage:
1
roject have been satisfied in Accordance with the Following: (Check Otte)
0 Mitigation Agnu./CFD
Agmt./CFD. No.:
ONot subject to fee requirements
Note:
Number of Square Feet of Residential Space: New Construction
X Fee per sq. ft. _
Total Sq. Ftg.
Number of Square Feet of Commercial and Industrial Space:
= Room Additions (exceeds 500 sq. ft.)
s (10- 93
Sub Total
r—�— X t/ Fee per sq. ft. = S
Total Sq, Fig. Sub Total
4 s = Total
SCHOOL DISTRICT CERTIFICATION: The Tustin Unified School District ("District") hereby certifies that the Applicant has paid the above -specified amount,
which was determined according to the information presented by the Applicant, and that this COC is issued to Applicant as a prerequisite to the issuance of a building
permit(s) for the Lots/DUs specified above.
Receipt Number: S' Check No.: 4J Total Amount Collected: S S ( & t b3
Received & Authorized By: ?osfyn Crawford
(Djrer.tar, `Fisca(Services �l�_l20_�
istrict Si�nat Printed Name & Title Date of Issuance
NOTICE OF 90-DAY PERIOD FOR PROTEST OF FEES: Govemment Code section 66020 requires that a school district provide: (1) written notice to tht
applicant, at the time of payment of school fees or other exactions ("Fees"), of the ninety (90) day period to protest the imposition of these Fees and (2) the amount o,
pe Fees. Therefore, this Notice shall serve to advise you that the ninety (90) day protest peso in regard to such Fees or the validity thereof, commences with the
�ayment of the fees or performance of any other requirement as described in Government Code section 66020. Additionally, the amount of the fees imposed is as state(
ercm, whether payable at this time in whole or in part, prior to the issuance of this COC. As in the latter instance, the ninety (90) day protest period starts on the Dat,
of Issuance.
Distribution: White — City/County Canary — Applicant Pink - TUSD
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
GEOTECHNICAL INTERNATIONAL
CITY OF SANTA ANA
Planning and Building Agency
LAN & ASSOCIATES
Land Survey & Civil, Structural & Geotechnical Engineering
13139 Harbor Boulevard, Garden Grove, CA 92843
Tel: (714) 414-9215, Fax: (714) 537 — 7974, Email: Lanpham9(iR
April 23, 2025
Tahnee Quynh Thoa Tran Nguyen
714-474-3641
Rinh.thoa&yahoo.com
Approved
FOR PERMIT ISSUANCE
Date:
Project No. ISA-13-04-25
SUBJECT: Soil Report for Proposed New 2-Story Detached ADU, 2218 Richmond
Street, Santa Ana, CA 92705.
Dear Mrs. Nguyen:
In accordance with the requirements of the City and per your request and authorization,
this soil report has been prepared for the proposed project.
It is noted that Geotechnical International was the project geotechnical consultant of
many similar projects in the City of Santa Ana. Therefore, we are familiar with the
geotechnical conditions of the site.
Follow is a summary of our findings and conclusions and recommendations for this
project.
Site Description and Proposed Development
The subject property is located orn the northwesterly side of Richmond Street and at the
end of cul-de-sac, south of E. Santa Clara Avenue, north of E. Avalon Avenue (north of
17th Street), east of M. Mantle Lane (east of N. Grand Avenue), and west of N. Tustin
Avenue, within a developed residential area.
A two-story house with an attached garage exists at the site.
Based on the Site Plan prepared by the designer, we understand that the proposed new 2-
story detached ADU will be located in the rear yard area.
Note to the geotechnical report reviewer: Please see the actual full-scale plans prepared
by the architect/designer/civil engineer which are separately submitted to the City for
review, for clarification/details of the proposed development, as needed.
The site is relatively flat; and we understand that additional raw cut/raw fill is not
proposed for the site.
CITY OF SANTA ANA
Planning and Building Agency
Geotechnical Conditions
The subject property is not located within a potential liquefaction
subsurface geotechnical investigation to deal with the potential
considered necessary for this proposed ADU project.
Approved
FOR PERMIT ISSUANCE
�j�ster�IDo
IS M
The subject site is a previously graded lot where a house exists. The underlying soils
were previously properly treated, as necessary, and previously evaluated to be suitable
for structural support prior to approval for construction of the existing house. Distress
to the existing house due to settlement and/or any other geotechnical issues was not
observed / reported. Therefore, drilling a deep test hole, sampling, and performing
consolidation testing for evaluation of the potential deep-seated settlement of the
underlying soils is not considered necessary for this project.
To verify the near ground surface soils, a 5 ft. deep test hole has been drilled using a
hand-held drilling tool and soil samples were collected for laboratory testing. The
approximate location of the test hole is depicted on the Site Plan / Geotechnical Map. The
geotechnical boring log and summary of results of the laboratory testing are included in
Appendix B.
Based on our field observation and testing, the near -ground surface soils at the site
generally consisted of silty fine sand with minor clay and fine gravel, moist, medium
dense, and have a very low expansion potential.
C1rni111dx ntPr
Free standing groundwater was not encountered in our test hole.
Based on the "Historically Highest Ground Water Contours and Borehole Log Data
Locations, Orange Quadrangle", Plate 1.2 of the Open -File Report 97-19 prepared by
California Division of Mines and Geology (CDMG), Department of Conservation, the
historically highest groundwater level at the subject site is about 40 ft. below the ground
surface.
Free standing ground water was not reported to be an issue at the site and in the vicinity.
Deep footings/excavations are not proposed for the site; therefore adverse effects due to
groundwater are not anticipated for the proposed development.
Note: it is not anticipated; however, if wet soils are encountered, removal of the wet soils
and replacement with drier soils/cement slurry can be performed. In addition, if needed,
crushed rock and or geogrids for bridging, etc. can also be used. This will be determined
by the geotechnical consultant based on the exposed conditions during the excavations at
the site.
Page 2
CITY OF SANTA ANA
Planning and Building Agency
Seismicity
Approved
FOR PERMIT ISSUANCE
lf
as er ID:
The subject site is located in Southern California, which is a major eauMprone
ae:.
zone. Therefore, the owner(s) of this property should be aware of the-,ismic risks-_.
associated with being located in this zone.
The Soil Site Class D Default can be used for the soils underlying the subject site.
The Seismic Design Category D can be used for the site.
The following seismic parameters obtained from the computer program https://
seismicmaps.org prepared by SEAOC [Structural Engineers Association Of
California] in conjunction with California's Office of Statewide Health Planning and
Development [OSHPD] ) in accordance with ASCE7-16 can be used for the site.
• Fa = 1.2
• Fv = null*
• Mapped Spectral Accelerations Values:
SS = 1.321 (for the short period of 0.2 second)
S1= 0.471 (for the 1-second period)
• Maximum Considered Earthquake Spectral Response Accelerations:
SMS = FaS, = 1.585 (for the short period of 0.2 second)
SM1= FvSI = null* (for the 1-second period)
• Design Spectral Response Accelerations:
SD, = 2/3 SMS = 1.057 (for the short period of 0.2 second)
SD1 = 2/3 SMl = null* (for the 1-second period)
• PGA = 0.553
* Please see ASCE 7-16, Section 11.4.8.
Please see APPENDIX C for additional seismic parameters, as needed.
Note: In general, the structural consultant of record for this project should review the
seismic parameters provided in this report and the 2022 CBC to evaluate the seismic
design. Final selection of design coefficients should be made by the structural consultant
based on the local laws and ordinances, expected structure response, and the desired level
of conservatism.
Page 3
CITY OF SANTA ANA
Planning and Building Agency
Approved
The civil/structural design engineer should consult with the project g�paplit� W I T ISSUANCE
consultant, if additional geotechnical information is needed for structural seismic design.
Faults Master ID:
Date:
No active faults are known to exist within or near the site. The probabil
surface rupture or deformation at the site is, therefore, considered very low.
The site is not designated to be located within the Special Studies/Earthquake Zone under
the Alquist-Priolo Special Studies Act.
Liquefaction Potential
Based on the State of California SEISMIC HAZARD ZONES Map, Orange Quadrangle,
the subject site is not located within a potential liquefaction zone. Therefore, liquefaction
is not anticipated to occur at the site.
Slope StabilitX
The site is a flat area; therefore, slope instability is not a concern for the proposed
development.
CONCLUSIONS AND RECOMMENDATIONS
General Conclusions
Construction of the proposed structure at the subject site is considered geotechnically
feasible, provided the recommendations outlined in this report are implemented.
Note: The conclusions and recommendations of this report are based on information as
interpreted from our limited subsurface investigation. It is not anticipated but they should
be revised accordingly if geotechnical conditions to be exposed during site preparation/
grading and construction significantly differ from our findings and interpretations.
In general, a conventional shallow foundation can be used for support of the proposed
structure.
The following recommendations are considered minimum and may be superseded by
more restrictive requirements of the architect, civil/structural engineer, building codes, or
governing agencies.
Geotechnical Impact on Neighboring Properties
Adverse geotechnical impact of the proposed development on the neighboring properties
is not anticipated, provided the recommendations outlined in this report are properly
implemented.
Page 4
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Site Preparation/Grading
Master D:
To create a relatively uniform new engineered compacted fill layer for a ose� new
structural slab -on -grade area, over -excavation and recompaction of abo t eft. deep
(measured from the existing ground surface) of the existing on -site sot stioutd be -
performed. The lateral limits of the over -excavation should be minimum equal to depth of
removal (3 ft. in this case) beyond the outside perimeter of the proposed new structure.
For the proposed new exterior concrete slabs including new driveway, if any, the
overexcavation and recompaction should be minimum I ft deep and 1 ft. outside of the
new slab areas.
Deeper remedial removal is not anticipated; however, this will be determined in the field
by the project geotechnical engineer, based on the actual conditions to be exposed at the
time of the site grading/preparation.
The fill/backfill materials, if any, should be free of organic matter and oversized
materials, 4 inches or greater in diameter, placed in near -horizontal loose lifts not to
exceed eight inches in thickness, and moisture conditioned to slightly over optimum
moisture content prior to compaction.
Imported soils, if any, should have a very low expansion potential and should be
geotechnically observed/tested and accepted by the geotechnical consultant prior to using
at the site.
In general, grading at the site, if any, should be performed in accordance with the
requirements of the City and under the geotechnical observation and testing of the project
geotechnical consultant. The compaction criterion for fill and backfill materials is a
minimum of 90% of the maximum density determined in accordance with ASTM Test
Method D1557.
Temporary Excavations
In general, temporary excavations should be performed in accordance with OSHA
requirements. In general, care should be taken during excavation near an existing
structural object, if any to ensure no damage is done to the existing object.
In general, based on our experience with many similar projects in the City of Santa Ana,
temporary excavation next to existing building footings does not affect the
existing footings. However, if needed, excavations in sections, about 10 to 15 ft. long can
be performed. This will be determined by the geotechnical engineer of record based on
the conditions to be exposed during excavation.
For this project, the proposed new structure will be located far away from the existing
building. Therefore, temporary excavation for this project does not impact the existing
Page 5
CITY OF SANTA ANA
Planning and Building Agency
footings.
Approved
FOR PERMIT ISSUANCE
The above temporary excavation recommendations can be changed by the gpoechnW
consultant based on conditions to be exposed in the field during excavation aster
Date:
BUILDING FOUNDATION DESIGN GUIDELINES
Geotechnical Parameters For Structural Design
For conservative purposes, the following "lowest" code values should be used for
structural design, as needed.
a. Allowable vertical bearing earth pressure: 1,500 psf.
An increase of one-third is permitted when using the alternative load
combinations that include wind or earthquake loads.
b. Lateral bearing passive earth pressure: 100 ps£ per foot into competent materials
below the finished ground surface.
An increase of one third is permitted when using the alternative load
combinations that include wind or earthquake loads.
c. Lateral Sliding Resistance: cohesion = 130 psf.
The cohesion value is to be multiplied by the contact area.
In no case shall the lateral sliding resistance exceed one-half the dead load.
d. Soil unit weight: 120 pcf.
New Building Footings
In general, the foundation system for the proposed structures must be properly designed
by the civil/structural design engineer of record for this project and reviewed and
approved by the city prior to construction.
New building footings should be embedded minimum 24-inches below the adjacent
lowest finished grade. Minimum widths for isolated columns/pad footings, if any, should
be 24-inches, and for continuous wall footings should be 12-inches for one-story and 15-
inches for two-story portions.
Minimum reinforcement for new continuous footings should be two 95 re -bars at top and
two #5 re -bars at bottom.
Settlement
Page 6
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
The subject site is a previously graded lot where a house exists. The un erlying soils
were previously properly treated, as necessary, and previously evaluated to bpuitabJ6 for
structural support prior to approval for construction of the existing house. ess too:the
existing house due to settlement (and/or any other geotechnical issues) was oa� -served /
reported. Therefore, deep-seated settlement of the soils underlying th;7 site is ni
considered to be a concern for the proposed new structures.
In general, based on our experience, the conventional total settlement of 1/2 inch and a
differential settlement of 1/4 inch over a horizontal distance of 30 feet are anticipated for
the proposed new structure and would occur during the construction stage
New (Interior) BuildinlZ Slabs -on -Grade
New interior building slabs -on -grade should be minimum 4 inches thick, reinforced with
#4 re -bars at 18 inches on centers, or equivalent, placed at mid -height of the slab.
New slabs should be underlain by a 2-inch-thick layer of clean sand. For moisture
sensitive floor areas, the new slabs should be underlain by a 10-mil polyethylene
moisture barrier membrane (such as Visqueen). The moisture barrier membrane should
be properly lapped and sealed at joints and around any breaks such as openings for utility
conduits.
Note: CAL Green Code, and/or other applicable codes/City's requirements should govern
and be followed. The entire slab -on -grade system including the capillary break /
vapor/moisture retarder should be properly designed by the project civil /structural design
engineer of record (but not by the geotechnical engineer) and reviewed and approved by
the City prior to construction.
New Exterior Slabs -on -Grade
To reduce the potential for excessive cracking, new exterior concrete slabs -on -grade, if
any, should be minimum 4 inches thick, provided with construction or weakened plane
joints at frequent intervals (e. g., every 6 feet or less). Provision of a 2-inch thick layer of
crushed rock, gravel, or clean sand to be placed beneath the slabs and/or reinforcement,
such as #3 re -bars at 24 inches on -centers, or equivalent, placed at the mid -height of the
slab should be considered. The subgrade soils for the exterior slabs should be properly re -
compacted.
Page 7
CITY OF SANTA ANA
Planning and Building Agency
Slab Subgrade Pre -Saturation
The conventional pre -saturation of subgrade soils to minimum 140% c
moisture content to minimum 24 inches deep is not considered necessary
However, spraying with water should be performed prior to concrete pour.
Other Recommendations for Reducing Slab Cracking
Approved
FOR PERMIT ISSUANCE
s?Rr u.um
!s.project.
While not a geotechnical issue, the potential for slab cracking may also be reduced by
careful control of water/cement ratio and slump of concrete. The contractor should take
appropriate curing precautions during the pouring of concrete in hot weather to reduce
cracking of slabs.
A slip sheet (or equivalent) can be utilized if grouted tile, marble tile, or other crack -
sensitive floor covering is planned directly on concrete slabs.
New Driveway
The minimum section required by the City can be used for a new driveway, if any. If
there is no minimum requirements by the City, a 5-inch thick concrete slab (PCC),
reinforced with #4 rebar (placed at mid -height of slabs) at 18 inches on -centers both
ways, or 5-in. thick asphalt concrete (AC), or equivalent, over a 6-inch thick layer of
aggregate base (AB) can be used. The aggregate base and subgrade should be properly
compacted to a minimum of 95% and 90%, respectively, of the maximum density
determined in accordance with ASTM D1557 prior to placement of the concrete slab.
Spraying the compacted subgrade soils with water should be performed prior to concrete
pour.
If pavers are to be used, they must be properly designed by the civil engineer of record
for this project and approved by the city prior to construction. Additional geotechnical
data can be provided for design, if requested.
Site Drainage
In general, proper surface drainage should be checked, improved as needed, and
maintained to ensure surface water flows away from all structures. Requirements by the
city and applicable CBC (2022 CBC) should also be followed.
Roof gutters should be properly provided. Roof drains, gutters and downspouts should be
maintained to function as intended. Outlet drains should be kept open.
Irrigation at the site, if any, should be kept to a minimum required to support plant life.
In the future, sources of uncontrolled water, such as leaky sewer, water (domestic,
irrigation) or drainpipe, should be repaired if identified.
Page 8
CITY OF SANTA ANA
Planning and Building Agency
Approved
Seismic Desian FOR PERMIT ISSUANCE
We recommend the proposed new structure be structurally designed mee� the
ster I
applicable building codes and requirements of the controlling governme bltagencies.
The seismic parameters provided in the "Seismicity" section of this repo canebe used.
The civil/structural design engineer should consult with the project geotectinical
consultant, if additional geotechnical information is needed for the seismic design.
Cement Type For Concrete in Contact with On -Site Earth Materials
Our previous tests performed on the soils of many lots in the City of Santa Ana which are
similar to the on -site soils show negligible water-soluble sulfate contents. Sulfate attack
on concrete was not observed for the existing on -site house and other houses in the
surrounding areas. It appears sulfate attack on concrete is not considered to be a problem
for this project. However, for conservative purpose, Type V cement with a maximum
water/cement ratio of 0.45 and a minimum concrete strength, fc of 4,500 psi is
recommended to be used for concrete in contact with the on -site soils. Additional water-
soluble sulfate content testing can be performed for the soils at the site, as needed. The
test can be conducted during and/or after completion of site preparation/grading.
The applicable California Building Code (2022 CBC) and other requirements by
controlling governmental agencies should be followed.
Corrosion To Ferrous Metals and Copper
For conservative purposes, the on -site soils can be considered severely corrosive to
ferrous metals and copper. Underground/buried ferrous metals or copper are not planned
to be used for this project. However, if underground/buried ferrous metals or copper are
planned to be used at the site, they should be properly protected. A corrosion specialist
can be consulted. Testing can be performed for verification of the potential corrosion of
the soils at the site to ferrous metals and copper, if needed. The test can be performed
during and/or after completion of grading.
Geotechnical Review of Grading and Foundation Plans
Based on the City's requirements, the project geotechnical consultant should review,
"approve" and sign the project grading and foundation plans with details/specifications, if
any, indicating conformation to applicable geotechnical recommendations.
We will corporate with the civil/structural design engineers who prepare the plans to
ensure our geotechnical recommendations are properly incorporated into the plans.
Geotechnical Observation and Testing During Construction
We recommend that a qualified geotechnical consultant be retained to provide
geotechnical engineering services, including geotechnical observation/testing, during the
Page 9
CITY OF SANTA ANA
Planning and Building Agency
construction phase of the project. This is to verify the compliance w
specifications and/or recommendations, and to allow design changes in
subsurface conditions differ from those anticipated.
Geotechnical observation/testing can be performed at the following stages:
Approved
W%V4g,MIT ISSUANCE
event that
Master ID:
Date:
■ During ANY grading operations, including excavation, removal, filling and
backfilling, etc.
■ During and after excavation for footings to verify the adequacy of underlying
materials.
■ After pre -saturation of slab subgrade earth materials, if any, prior to pouring
concrete.
■ After compaction of subgrade soils and/or aggregate base for exterior slabs and or
driveway, if any.
■ During backfill of drainage and utility line trenches, if any, to verify proper
compaction.
■ When/If any unusual geotechnical conditions are encountered.
Note: If Geotechnical International is not provided the opportunity to perform the
geotechnical observation/testing during the construction phase, Geotechnical
International will take no responsibility for the conclusions and recommendations
contained in our report in the event that subsurface conditions differ from those
interpreted and anticipated during our preliminary investigation phase prior to the start of
construction.
Page 10
CLOSURE
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
The conclusion and recommendations contained in this report are preset as on
geotechnical data as described herein which are believed representativ 5:ie total
ate:
project area. However, earth materials can vary in characteristics, both laterally and,
vertically, and those variations could affect the conclusions and recIs
contained herein. As such, observation and testing by a qualified geotechnical consultant
during the construction phase of the project are essential to confirming the basis of this
report.
This report has been prepared consistent with that level of care being provided by other
professionals providing similar services at the locale and time period. The contents of this
report are professional opinions and as such, are not to be considered a guaranty or
warranty.
This report should be reviewed and updated after a period of one year or if the lot
ownership or site conditions / proposed development change from that described herein.
The following are attached and complete our report:
Appendix A — References
Appendix B — Geotechnical Log of Test Hole and Laboratory Test Results
Appendix C — Seismic Data
Figure 1 — Vicinity Map
Figure 2 — Site Plan/Geotechnical Map
If you have any questions or require clarification, please contact this office. This
opportunity to be of service is sincerely appreciated.
Very truly yours,
Lan N. Pham, P.E.
Chief Geotechnical Engineer
RGE686, Exp. 3/31/27
Page 11
QROF�Epsj�y�
Ix
M
0
\Of CAL1E0�/
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
APPENDIX A
REFERENCES
Page 12
CITY OF SANTA ANA
Planning and Building Agency
Approved
REFERENCES FOR PERMIT ISSUANCE
Master ID:
1. California Division of Mines and Geology (CDMG), the Reso iWgeAgency,
Dept. of Conservation, 1981, "Geology Map of Orange Colinty SholAzing
Mines and Mineral Deposits", scale 1:48,000, 1" = 4000', or 1" = 0.76 miles,
prepared in corporation with County of Orange EMA, compiled by P.K.
Morton and R.V. Miller, dated 1981.
2. California Division of Mines and Geology (CDMG), Department of
Conservation, 1997, 1998, "Seismic Hazard Zones, Orange Quadrangle",
Scale 1:24,000 (1" = 2,000 ft or 1" = 0.38 miles), Liquefaction Zone Released
April 07, 1997, Landslide Released: April 15, 1998.
3. U.S.G.S., United States Department of Interior, Geological Survey, 1964, 1981,
"Topographic Map, Orange Quadrangle, California -Orange Co.", 7.5 Minute
Series, scale 1:24,000 (1" = 2000ft or 1" = 0.38 mile), dated 1964, photorevised
1981.
4. California Division of Mines and Geology, 1997, "Seismic Hazard Zone
Report for The Orange 7.5-minute Quadrangle, Orange County, California,"
Seismic Hazard Zone Report 011," revised 2006.
Page 13
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
APPENDIX B
GEOTECHNICAL LOG OF TEST HOLE
AND
LABORATORY TEST RESULTS
Page 14
CITY OF SANTA ANA
Planning and Building Agency
GEOTECHNICAL LOG OF TEST HO
Date:
Project No.
Hole Diameter:
DEPTH
3'- end
Total Depth:
No Caving
January 20, 2025
Tahnee Quynh Thoa
4 + inches
DESCRIPTION
TEST HOLE N
Job No • SA-13
Approved
R PERMIT ISSUANCE
Master ID:
Dpte:
Equipment: Hand -Auger
Medium brown silty fine sand with minor clay and some
fine gravel, damp to moist, medium dense.
Medium reddish brown silty fine sand with minor clay, moist,
medium dense.
5ft. ±
No Free -Standing Groundwater
Hole backfilled with onsite soils
Page 15
EXPANSION INDEX TEST RES
Sample
CITY OF SANTA ANA
Planning and Building Agency
Approved
rr f§RMIT ISSUANCE
Master ID:
Date:
Compacted Moisture Content Expansion Expansion
Dry Compacted Final Index Potential
Density (pclj (%) (%) Classification
TH-1 @ 0' — 3' 108.0
Test Method: ASTM D4829
12.0
Page 16
17.9 zero very low
ATTERBERG LIMITS TEST RESUL
Sample Location Liquid Limit Plastic Limit Plasti
TH-1 @ 0' - 3' sandy: could not perform the tests
Test Method: ASTM D4318
Page 17
CITY OF SANTA ANA
Planning and Building Agency
may, lS.
Approved
OR PERMIT ISSUANCE
Master ID.
Date:
c
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
APPENDIX C
SEISMIC DATA
Page 18
CITY OF SANTA ANA
2/4/25, 9:52 PM U.S. Seismic Design Maps
Planning and Building Agency
USGS web services were down for some period of time and as a result this tool wasn't operational, resulting ir tirneout error.
USGS web services are now operational so this tool should work as expected.
Approved
(zi-'ll
ki
r-D
SUANCE
I
Master ID:
2218 Richmond St, Santa Ana, CA 92705, USA Date:
Latitude, Longitude: 33.7668652,-117.8420657
Beechwood St Z
r
0
Aspen St
OOrange County First
Assembly of God
0
0
0
E. Avalon Ave OL
Go gle
Date
Design Code Reference Document
Risk Category
Site Class
Type
Value
Ss
1.321
St
0.471
SMs
1.585
SMt
null -See Section 11.4.8
SDS
1.057
SDt
null -See Section 11.4.8
Type
Value
SDC
null -See Section 11.4.8
Fa
1.2
Fv
null -See Section 11.4.8
PGA
0.553
FPGA
1.2
PGAM
0.664
Tt_
8
SsRT
1.321
SsUH
1.416
SsD
1.5
S 1 RT
0.471
S1UH
0.508
S1D
0.6
PGAd
0.582
PGAUH
0.553
CRS
0.933
CRt
0.927
Cv
1.364
https://www.seismicmaps.org
Stater Bros. Markets
E Santa Clare
Q Tennis Court Santa Clara East
Apartments 0
Santa Clara Plaza
Portola Park Mango Tree Apartments O 40
Map data 02025 Google
2/4/2025, 9:34:58 PM
ASCE7-16
11
D - Default (See Section 11.4.3)
Description
MCER ground motion. (for 0.2 second period)
MCER ground motion. (for 1.0s period)
Site -modified spectral acceleration value
Site -modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long -period transition period in seconds
Probabilistic risk -targeted ground motion. (0.2 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0.2 second)
Probabilistic risk -targeted ground motion. (1.0 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
Factored deterministic acceleration value. (1.0 second)
Factored deterministic acceleration value. (Peak Ground Acceleration)
Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
Mapped value of the risk coefficient at short periods
Mapped value of the risk coefficient at a period of 1 s
Vertical coefficient
1/2
CITY OF SANTA ANA
2/4125, 9:52 PM U.S. Seismic Design Maps
Planning and Building Agency
DISCLAIMER ' Approved
While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contribut rs �s`UR iP iraKM1b11itJ etS U A N C E
......... ......
liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific applicE tion without competent
examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / SHPD do not intend that the
use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the fi I U
f pr et"
or to substitute
aas. . ��:
for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by t is websi e. Users of the
information from this website assume all liability arising from such use. Use of the output of this website does not imply approv Q# governing building
code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude locatio i in the search results of this
website.
https://www.seismicmaps.org 2/2
CITY OF SANITA~ i
Planning and Building Agency
VICINITY MAP
Approved
~� - FpR PERMIT ISSUAVC( .
E SA CLARA AVE ^-^ ^
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SITE 't ate:
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PORT0IA VE CAMINO AVE O r CATALINA AVE
JL
CATALINA AVE CATALINA AVE ' r PEAitlNOOD LN
h Muir
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for"rof Pei
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ri ri tj 7 1 ki IkIl b a b kilo d
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MIN
n
2218 RICHMOND STREET
SANTA ANA, CA 92705
4
d
MA A
pp v V
—Mffl nI_,
$01
Approximate
WE
0A Location of
"N Test Hole
elk
WIM
F kv 16VA "WA g*- "WA
Jr
\1
2218 RICHMOND STREET
SANTA ANA, CA 92705
IM20)
SAW &M
(194.75
Fti
REDUCED SCALE
STRUCTURAL CALCULATIONS
for New 2 Storied ADU at:
Design Criteria
1. Code Reference: California Building Code (CBC) 2022, IBC 2021, ASCE 7-16, NDS 2018, ACI 318-19
2. Seismic: Site Class: D (Default), SDC: D, IE = 1.0
3. Wind: 96 mph, Exposure: C
4. Loads: Roof DL = 12 psf, LL = 20 psf, Floor DL = 15 psf, LL = 40 psf
5. Wood:
i. Plywood: APA rated sheathing, or Structural 1
ii. Wall Studs: Douglas Fir-Larch (DF) No.2 (with max 19% moisture content prior to installation, typ.)
iii. Plates, Blocking: DF No.2
iv. 2x Rafter, Joists: DF No.2
v. 4x members: DF No.2
vi. 6x, 8x Members: DF No.1
vii. Mud sills: Pressure Treated utility grader or better
viii. Parallam PSL: ICC ESR 1387
ix. GluLam: 24F-V4 or 24F-V8 DF/DF
x. TJI: ICC ESR 1153, ASTM D5055
6. Soils: Bearing Pressure = 1500 psf (per CBC 2022, Ch.18)
7. Concrete: Ultimate concrete strength f’c = 2500 psi (per ATMC150)
Aggregate - ASTM C33, Cement – ASTM C150, Type-V (U.N.O.)
8. Reinforcement: ASTM A615 Grade 60 for #4 & larger bars, Grade 40 for #3 bars
9. Structural Steel: ASTM A36, ASTM A992
10. Epoxy (Simpson): ICC ESR 2508 (Set-Epoxy) for concrete, ICC ESR 1772 for CMU
Note:
Attached calculations are valid only for above mentioned project. Contractor/Client to verify existing site condition/dimensions prior
to commencement of construction.
2220 Richmond St, Santa Ana, CA 92705
Pa e 1 of 39
Job# AR25-044,
Date: 7/19/25
Framing Design
Pa e 2 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:R.R.
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.277: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.500ft
26.69 psi=
=
1,681.88psi
2x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
225.00 psi==
Section used for this span 2x6
Maximum Shear Stress Ratio 0.119 : 1
6.566 ft=
=
465.35psi
Maximum Deflection
1933
<240
1074
Ratio =0 <180
Max Downward Transient Deflection 0.043 in
0
Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.078 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 7.0 ft 1 0.171 0.073 0.90 1.300 1.151.00 1.00 0.13 206.8 1,211.0 0.07 162.01.00 11.91.00
1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.277 0.119 1.25 1.300 1.151.00 1.00 0.29 465.3 1,681.9 0.15 225.01.00 26.71.00
1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.238 0.102 1.25 1.300 1.151.00 1.00 0.25 400.7 1,681.9 0.13 225.01.00 23.01.00
1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.058 0.025 1.60 1.300 1.151.00 1.00 0.08 124.1 2,152.8 0.04 288.01.00 7.11.00
Pa e 3 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:R.R.
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0782 3.526 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.168 0.168
Max Upward from Load Combinations 0.168 0.168
Max Upward from Load Cases 0.093 0.093
D Only 0.074 0.074
+D+Lr 0.168 0.168
+D+0.750Lr 0.144 0.144
+0.60D 0.045 0.045
Lr Only 0.093 0.093
Pa e 4 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:C.J.
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam bracing is defined as a set spacing over all spans Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Unbraced Lengths
First Brace starts at 4.0 ft from Left-Most support
Regular spacing of lateral supports on length of beam = 4.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.420: 1
Load Combination D Onl
Span # where maximum occurs Span # 1
Location of maximum on span 6.835ft
15.44 psi=
=
1,173.48psi
2x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination D Onl
=
=
=
162.00 psi==
Section used for this span 2x6
Maximum Shear Stress Ratio 0.095 : 1
13.221 ft=
=
492.96psi
Maximum Deflection
0
<240
519
Ratio =0 <180
Max Downward Transient Deflection 0 in
0
Ratio = <240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.316 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
n/a
n/a
Span: 1 : D Only
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
0.97Length = 3.991 ft 1 0.347 0.095 0.90 1.300 1.151.00 1.00 0.26 407.6 1,173.5 0.08 162.01.00 15.41.00
0.97Length = 3.991 ft 1 0.420 0.095 0.90 1.300 1.151.00 1.00 0.31 493.0 1,173.5 0.04 162.01.00 15.41.00
0.97Length = 3.991 ft 1 0.408 0.095 0.90 1.300 1.151.00 1.00 0.30 479.1 1,173.5 0.07 162.01.00 15.41.00
0.99Length = 1.696 ft 1 0.179 0.095 0.90 1.300 1.151.00 1.00 0.14 214.3 1,198.1 0.08 162.01.00 15.41.00
0.99+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
0.91Length = 3.991 ft 1 0.124 0.032 1.60 1.300 1.151.00 1.00 0.15 244.6 1,967.3 0.05 288.01.00 9.31.00
Pa e 5 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:C.J.
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
0.91Length = 3.991 ft 1 0.150 0.032 1.60 1.300 1.151.00 1.00 0.19 295.8 1,967.3 0.02 288.01.00 9.31.00
0.91Length = 3.991 ft 1 0.146 0.032 1.60 1.300 1.151.00 1.00 0.18 287.4 1,967.3 0.04 288.01.00 9.31.00
0.98Length = 1.696 ft 1 0.061 0.032 1.60 1.300 1.151.00 1.00 0.08 128.6 2,105.5 0.05 288.01.00 9.31.00
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
D Only 1 0.3159 6.885 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.091 0.091
Max Upward from Load Combinations 0.055 0.055
Max Upward from Load Cases 0.091 0.091
D Only 0.091 0.091
+0.60D 0.055 0.055
Pa e 6 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR: 2H1
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 3.50 ft, (ROOF)
Uniform Load : D = 0.0070 ksf, Tributary Width = 7.0 ft, (CEILING)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.200: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.165ft
25.24 psi=
=
1,635.16psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
212.50 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.119 : 1
5.729 ft=
=
326.38psi
Maximum Deflection
4315
<240
1814
Ratio =0 <180
Max Downward Transient Deflection 0.018 in
0
Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.042 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 6.330 ft 1 0.161 0.096 0.90 1.300 1.151.00 1.00 0.48 189.2 1,177.3 0.25 153.01.00 14.61.00
1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.200 0.119 1.25 1.300 1.151.00 1.00 0.83 326.4 1,635.2 0.43 212.51.00 25.21.00
1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.179 0.106 1.25 1.300 1.151.00 1.00 0.75 292.1 1,635.2 0.38 212.51.00 22.61.00
1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.054 0.032 1.60 1.300 1.151.00 1.00 0.29 113.5 2,093.0 0.15 272.01.00 8.81.00
Pa e 7 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR: 2H1
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0419 3.188 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.527 0.527
Max Upward from Load Combinations 0.527 0.527
Max Upward from Load Cases 0.305 0.305
D Only 0.305 0.305
+D+Lr 0.527 0.527
+D+0.750Lr 0.472 0.472
+0.60D 0.183 0.183
Lr Only 0.222 0.222
Pa e 8 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:Floor Joists
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.626: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 6.835ft
38.60 psi=
=
1,035.00psi
2x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 2x12
Maximum Shear Stress Ratio 0.214 : 1
0.000 ft=
=
648.03psi
Maximum Deflection
1111
<360
808
Ratio =0 <240
Max Downward Transient Deflection 0.148 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.203 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 13.670 ft 1 0.190 0.065 0.90 1.000 1.151.00 1.00 0.47 176.7 931.5 0.12 162.01.00 10.51.00
1.00+D+L 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.670 ft 1 0.626 0.214 1.00 1.000 1.151.00 1.00 1.71 648.0 1,035.0 0.43 180.01.00 38.61.00
1.00+D+0.750L 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.670 ft 1 0.410 0.140 1.25 1.000 1.151.00 1.00 1.40 530.2 1,293.8 0.36 225.01.00 31.61.00
1.00+0.60D 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.670 ft 1 0.064 0.022 1.60 1.000 1.151.00 1.00 0.28 106.0 1,656.0 0.07 288.01.00 6.31.00
Pa e 9 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:Floor Joists
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.2030 6.885 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.500 0.500
Max Upward from Load Combinations 0.500 0.500
Max Upward from Load Cases 0.364 0.364
D Only 0.136 0.136
+D+L 0.500 0.500
+D+0.750L 0.409 0.409
+0.60D 0.082 0.082
L Only 0.364 0.364
Pa e 10 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:FLOOR BEAM: 1B1
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 3.50 ft, (ROOF)
Uniform Load : D = 0.0070 , Tributary Width = 1.0 ft, (CEILING (2nd Floor))
Uniform Load : D = 0.0150, L = 0.040 , Tributary Width = 1.0 ft, (FLOOR)
Point Load : W = 1.50, E = 4.20 k @ 4.670 ft, (SHEAR WALL (W, 2E))
Point Load : W = 1.50, E = 4.20 k @ 8.50 ft, (SHEAR WALL (W, 2E))
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.469: 1
Load Combination +D+0.70E
Span # where maximum occurs Span # 1
Location of maximum on span 6.867ft
122.47 psi=
=
4,831.21psi
3.5x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+0.70E
=
=
=
464.00 psi==
Section used for this span 3.5x11.875
Maximum Shear Stress Ratio 0.264 : 1
0.000 ft=
=
2,266.90psi
Maximum Deflection
247
<240
315
Ratio =0 <180
Max Downward Transient Deflection 0.642 in
0
Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.505 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : E Only
n/a
Span: 1 : +D+0.70E
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 13.250 ft 1 0.091 0.060 0.90 1.001 1.041.00 1.00 1.69 246.5 2,717.6 0.44 261.01.00 15.71.00
1.00+D+L 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.250 ft 1 0.124 0.082 1.00 1.001 1.041.00 1.00 2.57 374.6 3,019.5 0.66 290.01.00 23.91.00
1.00+D+Lr 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.250 ft 1 0.125 0.083 1.25 1.001 1.041.00 1.00 3.23 470.6 3,774.4 0.83 362.51.00 30.01.00
Pa e 11 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:FLOOR BEAM: 1B1
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+0.750Lr+0.750L 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.250 ft 1 0.135 0.090 1.25 1.001 1.041.00 1.00 3.50 510.6 3,774.4 0.90 362.51.00 32.61.00
1.00+D+0.750L 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.250 ft 1 0.099 0.066 1.15 1.001 1.041.00 1.00 2.35 342.6 3,472.4 0.61 333.51.00 21.91.00
1.00+D+0.60W 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.250 ft 1 0.179 0.104 1.60 1.001 1.041.00 1.00 5.93 864.9 4,831.2 1.34 464.01.00 48.41.00
1.00+D+0.70E 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.250 ft 1 0.469 0.264 1.60 1.001 1.041.00 1.00 15.54 2,266.9 4,831.2 3.39 464.01.00 122.51.00
1.00+D+0.750Lr+0.750L+0.450W 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.250 ft 1 0.202 0.123 1.60 1.001 1.041.00 1.00 6.68 974.4 4,831.2 1.58 464.01.00 57.11.00
1.00+D+0.750L+0.450W 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.250 ft 1 0.167 0.100 1.60 1.001 1.041.00 1.00 5.53 806.4 4,831.2 1.28 464.01.00 46.41.00
1.00+D+0.750L+0.5250E 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.250 ft 1 0.385 0.220 1.60 1.001 1.041.00 1.00 12.73 1,857.7 4,831.2 2.82 464.01.00 101.91.00
1.00+0.60D+0.60W 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.250 ft 1 0.159 0.091 1.60 1.001 1.041.00 1.00 5.25 766.4 4,831.2 1.17 464.01.00 42.11.00
1.00+0.60D+0.70E 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.250 ft 1 0.449 0.250 1.60 1.001 1.041.00 1.00 14.86 2,168.5 4,831.2 3.22 464.01.00 116.21.00
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
E Only 1 0.6422 6.625 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 4.225 4.175
Max Upward from Load Combinations 3.468 3.432
Max Upward from Load Cases 4.225 4.175
D Only 0.510 0.510
+D+L 0.775 0.775
+D+Lr 0.974 0.974
+D+0.750Lr+0.750L 1.057 1.057
+D+0.750L 0.709 0.709
+D+0.60W 1.416 1.405
+D+0.70E 3.468 3.432
+D+0.750Lr+0.750L+0.450W 1.736 1.728
+D+0.750L+0.450W 1.388 1.380
+D+0.750L+0.5250E 2.927 2.901
+0.60D+0.60W 1.212 1.201
+0.60D+0.70E 3.264 3.228
Lr Only 0.464 0.464
L Only 0.265 0.265
W Only 1.509 1.491
E Only 4.225 4.175
Pa e 12 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:Floor Beam: 1B2
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 1.50 ft, (ROOF)
Uniform Load : D = 0.0070 ksf, Tributary Width = 1.50 ft, (CEILING)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.072: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 5.835ft
16.12 psi=
=
3,880.51psi
3.5x9.25Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
362.50 psi==
Section used for this span 3.5x9.25
Maximum Shear Stress Ratio 0.044 : 1
0.000 ft=
=
280.91psi
Maximum Deflection
5134
<360
2244
Ratio =0 <240
Max Downward Transient Deflection 0.027 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.062 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 11.670 ft 1 0.057 0.035 0.90 1.029 1.041.00 1.00 0.66 158.1 2,794.0 0.20 261.01.00 9.11.00
1.00+D+Lr 1.029 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.670 ft 1 0.072 0.044 1.25 1.029 1.041.00 1.00 1.17 280.9 3,880.5 0.35 362.51.00 16.11.00
1.00+D+0.750Lr 1.029 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.670 ft 1 0.064 0.040 1.25 1.029 1.041.00 1.00 1.04 250.2 3,880.5 0.31 362.51.00 14.41.00
1.00+0.60D 1.029 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 11.670 ft 1 0.019 0.012 1.60 1.029 1.041.00 1.00 0.39 94.9 4,967.1 0.12 464.01.00 5.41.00
Pa e 13 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:Floor Beam: 1B2
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0624 5.878 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.400 0.400
Max Upward from Load Combinations 0.400 0.400
Max Upward from Load Cases 0.225 0.225
D Only 0.225 0.225
+D+Lr 0.400 0.400
+D+0.750Lr 0.357 0.357
+0.60D 0.135 0.135
Lr Only 0.175 0.175
Pa e 14 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:1st Floor HIP: HB1
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.0120->0.0120, Lr= 0.020->0.020 ksf, Extent = 0.0 -->> 4.330 ft, Trib Width = 0.0->1.50 ft, (ROOF)
Varying Uniform Load : D= 0.0120->0.0120, Lr= 0.020->0.020 ksf, Extent = 0.0 -->> 4.330 ft, Trib Width = 0.0->1.50 ft, (ROOF)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.031: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 2.465ft
5.53 psi=
=
1,635.16psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
212.50 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.026 : 1
3.729 ft=
=
50.12psi
Maximum Deflection
31413
<360
17620
Ratio =0 <240
Max Downward Transient Deflection 0.002 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.003 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 4.330 ft 1 0.019 0.016 0.90 1.300 1.151.00 1.00 0.06 21.9 1,177.3 0.04 153.01.00 2.41.00
1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.330 ft 1 0.031 0.026 1.25 1.300 1.151.00 1.00 0.13 50.1 1,635.2 0.09 212.51.00 5.51.00
1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.330 ft 1 0.026 0.022 1.25 1.300 1.151.00 1.00 0.11 43.1 1,635.2 0.08 212.51.00 4.71.00
Pa e 15 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:1st Floor HIP: HB1
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.330 ft 1 0.006 0.005 1.60 1.300 1.151.00 1.00 0.03 13.1 2,093.0 0.02 272.01.00 1.41.00
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0029 2.244 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.081 0.150
Max Upward from Load Combinations 0.081 0.150
Max Upward from Load Cases 0.043 0.087
D Only 0.038 0.064
+D+Lr 0.081 0.150
+D+0.750Lr 0.070 0.129
+0.60D 0.023 0.038
Lr Only 0.043 0.087
Pa e 16 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:Floor Beam: 1B3
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 1.50 ft, (ROOF)
Uniform Load : D = 0.0070 ksf, Tributary Width = 1.50 ft, (CEILING)
Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 6.0 ft, (BALCONY)
Point Load : D = 0.060, Lr = 0.090 k @ 3.10 ft, (HIP BEAM)
Point Load : D = 0.060, Lr = 0.090 k @ 10.670 ft, (HIP BEAM)
Point Load : D = 0.230, Lr = 0.180 k @ 10.670 ft, (BEAM 1B2)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.580: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 6.935ft
113.09 psi=
=
3,019.51psi
3.5x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
290.00 psi==
Section used for this span 3.5x11.875
Maximum Shear Stress Ratio 0.390 : 1
12.722 ft=
=
1,752.24psi
Maximum Deflection
563
<360
392
Ratio =0 <240
Max Downward Transient Deflection 0.291 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.418 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 13.670 ft 1 0.194 0.140 0.90 1.001 1.041.00 1.00 3.61 526.5 2,717.6 1.01 261.01.00 36.61.00
1.00+D+L 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.670 ft 1 0.580 0.390 1.00 1.001 1.041.00 1.00 12.01 1,752.2 3,019.5 3.13 290.01.00 113.11.00
1.00+D+Lr 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
Pa e 17 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:Floor Beam: 1B3
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 13.670 ft 1 0.188 0.142 1.25 1.001 1.041.00 1.00 4.87 710.4 3,774.4 1.42 362.51.00 51.31.00
1.00+D+0.750Lr+0.750L 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.670 ft 1 0.419 0.290 1.25 1.001 1.041.00 1.00 10.85 1,582.5 3,774.4 2.91 362.51.00 105.01.00
1.00+D+0.750L 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.670 ft 1 0.416 0.282 1.15 1.001 1.041.00 1.00 9.91 1,445.6 3,472.4 2.60 333.51.00 94.01.00
1.00+0.60D 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.670 ft 1 0.065 0.047 1.60 1.001 1.041.00 1.00 2.17 315.9 4,831.2 0.61 464.01.00 22.01.00
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.4182 6.885 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.469 3.599
Max Upward from Load Combinations 3.469 3.599
Max Upward from Load Cases 2.461 2.461
D Only 1.009 1.139
+D+L 3.469 3.599
+D+Lr 1.343 1.575
+D+0.750Lr+0.750L 3.105 3.311
+D+0.750L 2.854 2.984
+0.60D 0.605 0.683
Lr Only 0.334 0.436
L Only 2.461 2.461
Pa e 18 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR: 1H1
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
llowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
nalysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 7.0 ft, (FLOOR)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.289: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.165ft
33.60 psi=
=
1,106.88psi
4x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
170.00 psi==
Section used for this span 4x12
Maximum Shear Stress Ratio 0.198 : 1
5.406 ft=
=
320.38psi
Maximum Deflection
4030
<240
2867
Ratio =0 <180
Max Downward Transient Deflection 0.019 in
0
Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.026 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 6.330 ft 1 0.093 0.063 0.90 1.100 1.151.00 1.00 0.57 92.4 996.2 0.25 153.01.00 9.71.00
1.00+D+L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.289 0.198 1.00 1.100 1.151.00 1.00 1.97 320.4 1,106.9 0.88 170.01.00 33.61.00
1.00+D+0.750L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.190 0.130 1.25 1.100 1.151.00 1.00 1.62 263.4 1,383.6 0.73 212.51.00 27.61.00
1.00+0.60D 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.330 ft 1 0.031 0.021 1.60 1.100 1.151.00 1.00 0.34 55.5 1,771.0 0.15 272.01.00 5.81.00
Pa e 19 of 39
Wood Beam
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:HDR: 1H1
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.0265 3.188 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.246 1.246
Max Upward from Load Combinations 1.246 1.246
Max Upward from Load Cases 0.886 0.886
D Only 0.359 0.359
+D+L 1.246 1.246
+D+0.750L 1.024 1.024
+0.60D 0.216 0.216
L Only 0.886 0.886
Pa e 20 of 39
Guardrail Design
Pa e 21 of 39
yd Z/KZ'hZZ/>>h>d/KE
&KZϯͬϴΗ/>'^Z t^W/dzсϯϬϱ>ͬ/E,͘
t/d,ϱΗ D D Ed/EdK D͕W/dzсϯϬϱ>yϱсϭϱϮϱ>
h^ ϰͲϯͬϴΗ>'^Zt^͕ϮW Z^/
Z ^/^d/E'&KZ сϭϱϮϱ>yϮсϯϬϱϬ>ххϮϰϬϬ>
^/'Ed E^/KE&KZ с200>yϰϮΗͬϯ͘ϱΗсϮϰϬϬ>
Pa e 22 of 39
Foundation Design
Pa e 23 of 39
General Footing
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:PAD: <1>
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Code References
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
150.0
ksi No
ksfllowable Soil Bearing =
=
2.50
60.0
3,122.0
145.0
= 0.30Flexure = 0.90
Shear =
Values
0.00180
Soil Passive Resistance (for Sliding)
1.0
=
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
llowable pressure increase per foot of depth
= ksf
when max. length or width is greater than
= ft
:
=
dd Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf Increase Bearing By Footing Weight
= pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft
=llow press. increase per foot of depth ksf
=
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Soil Density =110.0 pcf
#
Dimensions
Width parallel to X-X Axis 2.0 ft
Length parallel to Z-Z Axis
=
2.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height ==
in
Footing Thickness
=
12.0 in=
Rebar Centerline to Edge of Concrete...
= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
4
Number of Bars
=
3.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 4
Number of Bars = 3.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
2.0 1.80 2.50 0.0 0.0
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
Pa e 24 of 39
General Footing
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:PAD: <1>
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.9673 Soil Bearing 1.451 ksf 1.50 ksf +D+0.750Lr+0.750L about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.07817 Z Flexure (+X) 0.9125 k-ft/ft 11.674 k-ft/ft +1.20D+0.50Lr+1.60L
PASS 0.07817 Z Flexure (-X) 0.9125 k-ft/ft 11.674 k-ft/ft +1.20D+0.50Lr+1.60L
PASS 0.07817 X Flexure (+Z) 0.9125 k-ft/ft 11.674 k-ft/ft +1.20D+0.50Lr+1.60L
PASS 0.07817 X Flexure (-Z) 0.9125 k-ft/ft 11.674 k-ft/ft +1.20D+0.50Lr+1.60L
PASS 0.09617 1-way Shear (+X) 4.056 psi 42.172 psi +1.20D+0.50Lr+1.60L
PASS 0.09617 1-way Shear (-X) 4.056 psi 42.172 psi +1.20D+0.50Lr+1.60L
PASS 0.09617 1-way Shear (+Z) 4.056 psi 42.172 psi +1.20D+0.50Lr+1.60L
PASS 0.09617 1-way Shear (-Z) 4.056 psi 42.172 psi +1.20D+0.50Lr+1.60L
PASS 0.1285 2-way Punching 19.277 psi 150.0 psi +1.20D+0.50Lr+1.60L
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -Right, +RatioLoad Combination...
X-X, D Only 1.50 n/a0.6450 0.6450 n/a 0.4300.0n/a
X-X, +D+L 1.50 n/a1.270 1.270 n/a 0.8470.0n/a
X-X, +D+Lr 1.50 n/a1.095 1.095 n/a 0.7300.0n/a
X-X, +D+0.750Lr+0.750L 1.50 n/a1.451 1.451 n/a 0.9670.0n/a
X-X, +D+0.750L 1.50 n/a1.114 1.114 n/a 0.7430.0n/a
X-X, +0.60D 1.50 n/a0.3870 0.3870 n/a 0.2580.0n/a
Z-Z, D Only 1.50 0.6450n/a n/a 0.6450 0.430n/a0.0
Z-Z, +D+L 1.50 1.270n/a n/a 1.270 0.847n/a0.0
Z-Z, +D+Lr 1.50 1.095n/a n/a 1.095 0.730n/a0.0
Z-Z, +D+0.750Lr+0.750L 1.50 1.451n/a n/a 1.451 0.967n/a0.0
Z-Z, +D+0.750L 1.50 1.114n/a n/a 1.114 0.743n/a0.0
Z-Z, +0.60D 1.50 0.3870n/a n/a 0.3870 0.258n/a0.0
Rotation Axis &
Overturning Stability
Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio
Footing Has NO Overturning
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMu Side
Surface
Gvrn. As Phi*Mn
X-X, +1.40D 0.350 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.40D 0.350 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D+0.50Lr+1.60L 0.9125 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D+0.50Lr+1.60L 0.9125 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D+1.60L 0.80 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D+1.60L 0.80 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D+1.60Lr+0.50L 0.8163 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D+1.60Lr+0.50L 0.8163 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D+1.60Lr 0.660 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D+1.60Lr 0.660 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D+0.50L 0.4563 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D+0.50L 0.4563 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D 0.30 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D 0.30 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D+0.50Lr+0.50L 0.5688 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +1.20D+0.50Lr+0.50L 0.5688 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +0.90D 0.2250 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
X-X, +0.90D 0.2250 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Pa e 25 of 39
General Footing
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:PAD: <1>
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMu Side
Surface
Gvrn. As Phi*Mn
Z-Z, +1.40D 0.350 -Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.40D 0.350 +Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D+0.50Lr+1.60L 0.9125 -Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D+0.50Lr+1.60L 0.9125 +Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D+1.60L 0.80 -Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D+1.60L 0.80 +Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D+1.60Lr+0.50L 0.8163 -Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D+1.60Lr+0.50L 0.8163 +Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D+1.60Lr 0.660 -Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D+1.60Lr 0.660 +Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D+0.50L 0.4563 -Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D+0.50L 0.4563 +Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D 0.30 -Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D 0.30 +Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D+0.50Lr+0.50L 0.5688 -Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +1.20D+0.50Lr+0.50L 0.5688 +Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +0.90D 0.2250 -Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
Z-Z, +0.90D 0.2250 +Bottom 0.2592 ACI 7.6.1.1 0.30 11.674 OK
One Way Shear X
Vu @ +XLoad Combination... Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status
+1.40D 1.56 1.56 1.56 42.17 0.04psipsipsipsi OK
+1.20D+0.50Lr+1.60L 4.06 4.06 4.06 42.17 0.10psipsipsipsi OK
+1.20D+1.60L 3.56 3.56 3.56 42.17 0.08psipsipsipsi OK
+1.20D+1.60Lr+0.50L 3.63 3.63 3.63 42.17 0.09psipsipsipsi OK
+1.20D+1.60Lr 2.93 2.93 2.93 42.17 0.07psipsipsipsi OK
+1.20D+0.50L 2.03 2.03 2.03 42.17 0.05psipsipsipsi OK
+1.20D 1.33 1.33 1.33 42.17 0.03psipsipsipsi OK
+1.20D+0.50Lr+0.50L 2.53 2.53 2.53 42.17 0.06psipsipsipsi OK
+0.90D 1.00 1.00 1.00 42.17 0.02psipsipsipsi OK
One Way Shear Z
Load Combination... Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status
+1.40D 1.56 1.56 1.56 42.17 0.04psipsipsipsi OK
+1.20D+0.50Lr+1.60L 4.06 4.06 4.06 42.17 0.10psipsipsipsi OK
+1.20D+1.60L 3.56 3.56 3.56 42.17 0.08psipsipsipsi OK
+1.20D+1.60Lr+0.50L 3.63 3.63 3.63 42.17 0.09psipsipsipsi OK
+1.20D+1.60Lr 2.93 2.93 2.93 42.17 0.07psipsipsipsi OK
+1.20D+0.50L 2.03 2.03 2.03 42.17 0.05psipsipsipsi OK
+1.20D 1.33 1.33 1.33 42.17 0.03psipsipsipsi OK
+1.20D+0.50Lr+0.50L 2.53 2.53 2.53 42.17 0.06psipsipsipsi OK
+0.90D 1.00 1.00 1.00 42.17 0.02psipsipsipsi OK
Vu / Phi*Vn
Two-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...
+1.40D 7.39 150.00 0.04929 OKpsipsi
+1.20D+0.50Lr+1.60L 19.28 150.00 0.1285 OKpsipsi
+1.20D+1.60L 16.90 150.00 0.1127 OKpsipsi
+1.20D+1.60Lr+0.50L 17.24 150.00 0.115 OKpsipsi
+1.20D+1.60Lr 13.94 150.00 0.09295 OKpsipsi
+1.20D+0.50L 9.64 150.00 0.06426 OKpsipsi
+1.20D 6.34 150.00 0.04225 OKpsipsi
+1.20D+0.50Lr+0.50L 12.02 150.00 0.0801 OKpsipsi
+0.90D 4.75 150.00 0.03169 OKpsipsi
Pa e 26 of 39
Lateral Analysis & Design
Pa e 27 of 39
ASCE Hazards Report
Address:
2218 Richmond St
Santa Ana, California
92705
Standard:ASCE/SEI 7-16 Latitude:33.766889
Risk Category:II Longitude:-117.842072
Soil Class:D - Default (see
Section 11.4.3)
Elevation:187.82620017382405 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Sun Mar 30 2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 2https://ascehazardtool.org/Sun Mar 30 2025
Pa e 28 of 39
ASCE 7-16 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 Project File: Design Check.ec6
Calculations per ASCE 7-16General Design Values
96.0
Roof Rise:Run Ratio 4:12
Exposure C
14.0
10.0
10.0
Gable Roof > 7 to 20
psf
Topographic Factor Kzt per 26.8 1.00
LHD : Least Horizontal Dimension ft
a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH))3.00 ft
Effective Wind Area of Component & Clad
V : Basic Wind Speed per Sect 26.5-1 or 2 mph
Roof pitch for cladding pressu
ft^2
Occupancy per Table 1.5-1 II ll Buildings and other structures except those listed
Exposure Category per 26.7
MRH : Mean Roof Height ft
Lambda MWFRS: per Figure 26 1.21
User specified minimum design pressu
1.21Lambda Component & Cladding : per Figur
Main Force Resisting System Val Component & Cladding Values
Design Wind Pressures
Horizontal Pressures . . .
Zone: A = 24.49 psf Zone: C = 16.31 psf
Zone: B = -10.00 psf Zone: D = -10.00 psf
Vertical Pressures . . .
Zone: E = -21.27 psf Zone: G = -14.83 psf
Zone: F = -14.83 psf Zone: H = -11.25 psf
Overhangs . . .
Zone: Eoh = -29.79 psf Zone: Goh = -23.26 psf
ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.5.3 shall
not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf,
while assuming ps for Zones E, F, G, and H are equal to 0 psf.
Design Wind Pressure = Lambda * Kzt * Ps30 peComponent & Cladding Design Wind Pres
Zone 1
Positive
12.124 psf
Negative
-37.074
psf
Zone 2 *** psf***
psf
Zone 3 ***
psf
***
psf
Wall Zone 4 : 20.038 -21.756 psf
Wall Zone 5 : 20.038 psf-26.838
psf
***
psf
***psf
Roof Pressures Negative
psf
Wall Pressures
Overhang Pressures
Zone 3e
Zone 3r
Zone 2e
Zone 2n
Zone 2r
Zone 1'psf
psf
psf
psf
psf
psf
psf
psf
Zone 1
Zone 2
Zone 3
Zone 3e
Zone 3r
Zone 2e
Zone 2n
Zone 2r
Zone 1'******
12.124 -37.074
12.124 -54.135
12.124 -54.135
12.124 -54.135
'*** : There is no value in Figure 30.4-1 Tabular Values
12.124 -64.275
-42.519
***
-59.580
-59.5804
-59.580
-69.720
-81.602
Design wind Load
V(wind) = 16.31 * (8/2) * 2 = 130.0 plf
Pa e 29 of 39
(Max.)
96.0 mp
Pa e 30 of 39
Project No:CB24-170
Date: 04/11/25
Roof
North-South 23 ft Roof Dead Weight 16 psf
East-West 21 ft Floor Dead Weight 15 psf
Total Roof Area 483 sq ft 7.728 kips Ext Wall Weight 15 psf
Int Wall Weight 10 psf
Upper level wall
Plate Ht 8 ft
Exterior N/S Walls 23 ft 2.76 kips
E/W Walls 21 ft 2.52 kips
Interior N/S Walls 23 0.92 kips
E/W Walls 21 0.84 kips
Upper level total weight =14.768 kips
Floor
North-South 23 ft
East-West 35 ft
Total Floor Area 805 sq ft 12.075 kips
Lower level wall Plate Ht 8 ft
N/S Walls 23 5.52 kips
E/W Walls 35 8.4 kips
Interior N/S Walls 23 3.68
E/W Walls 35 5.6
10 psf * Floor Area N/A 8.05
Lower level total weight =35.275 kips
Total weight =50.043 kips
Dead Load Calc for Mulit-Story Building
(Effective Seismic Weight)
Pa e 31 of 39
ASCE 7-16 Seismic Base Shear
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:Seismic Base Shear Analysis
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
Risk Category
SCE 7-16, Page 4, Table 1.5-1
Calculations per ASCE 7-16
"II" : All Buildings and other structures except those listed as Category
I, III, and IV
Risk Category of Building or Other Structure :
Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-
Specific Description:
USER DEFINED Ground Motion ASCE 7-16 11.4.2
Max. Ground Motions, 5% Damping
S =1.320
Longitude = 0.000 deg West
S
Latitude = 0.000
g, 0.2 sec response
deg North
S 0.4701 g, 1.0 sec response=
Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7*SDS or 1.0 for calculatio
For the closest datapoint grid location . . .
Site Class, Site Coeff. and Design Category
Classification:ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D
Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2
(using straight-line interpolation from table va
Fa =1.20
Fv =1.83
Maximum Considered Earthquake Accelera ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.584=MS
S = Fv * S1 =0.860M1 ASCE 7-16 Eq. 11.4-
Design Spectral Acceleration ASCE 7-16 Eq. 11.4-S = S * 2/=1.056DS MS
=0.573 ASCE 7-16 Eq. 11.4-4S = S * 2/D1 M1
Seismic Design Category ASCE 7-16 Table 11.6-1 & -=D
(By Default per 11.4.3)
Resisting System ASCE 7-16 Table 12.2-1
Basic Seismic Force Resisting System . . .Bearing Wall Systems
15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance.
NOTE! See ASCE 7-16 for all applicable footn
Building height Limits :Response Modification Coefficient " = 6.50
Category "A & B" Limit: No LimitSystem Overstrength Factor " Wo " = 2.50 Category "C" Limit: No LimitDeflection Amplification Factor " Cd = 4.00 Category "D" Limit: Limit = 65
Category "E" Limit: Limit = 65
Category "F" Limit: Limit = 65
Lateral Force Procedure ASCE 7-16 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8
Use ASCE 12.8-Determine Building Period
Structure Type for Building Period Calculatill Other Structural Systems
" Ct " value 0.020=
" x " value
" hn " : Height from base to highest leve 25.0 ft
" Ta " Approximate fundemental period using Eq. 12.8-7 :
8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec
Ta = Ct * (hn ^ x) =0.224
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method sel = 0.224
Pa e 32 of 39
ASCE 7-16 Seismic Base Shear
LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023
DESCRIPTION:Seismic Base Shear Analysis
Project File: Design Check_2 Story.ec6
Project Title:
Engineer:
Pro ect ID:
Project Descr:
" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1
S : Short Period Design Spectral Response 1.056
" R " : Response Modification Factor 6.50
" I " : Seismic Importance Factor =1
0.154From Eq. 12.8-2, Preliminary Cs =
0.395From Eq. 12.8-3 & 12.8-4 , Cs need not exce =
From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.044
DS
=Cs : Seismic Response Coefficient =0.1538User has selected ASCE 12.8.1.3 : Regular structure,
Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calcul
=
=
Seismic Base Shear ASCE 7-16 Section 12.8.1
W ( see Sum Wi below ) =50.05 kCs = 0.1538 from 12.8.1.1
Seismic Base Shear V = Cs * W =7.70 k
Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3
" k " : hx exponent based on Ta =1.00
Table of building Weights by Floor Level...
Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel #
2 14.77 17.00 251.09 0.4708 3.63 3.63 0.00
1 35.28 8.00 282.24 0.5292 4.07 7.70 32.63
Sum Wi = 50.05 k Total Base Shear = 7.70 k
Base Moment =
533.33 k-ftSum Wi * Hi =
94.2 k-ft
Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1
Level # Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min
2 14.77 3.63 3.63 14.77 3.63 3.12 6.24 3.63 3.63
1 35.28 4.07 7.70 50.05 5.43 7.45 14.90 7.45 7.45
Wpx . . . . . . . . . . . . . . . . . . . . Weight at level of diaphragm and other structure elements attached to it.
Fi . . . . . . . . . . . . . . . . . . . . . . Design Lateral Force applied at the level.
Sum Fi . . . . . . . . . . . . . . . . . . Sum of "Lat. Force" of current level plus all levels above
0.20 * S * I * WpxMIN Req'd Force @ Level . . . DS
DSMAX Req'd Force @ Level . . 0.40 * S * I * Wpx
Fpx : Design Force @ Level . Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
EQ Shear (to design shear elements)
EQ (v1) = 3.63 * 1000 * 1.3 / (23 * 21) = 9.8 psf
EQ (v1) = 4.07 * 1000 * 1.3 / (23 * 35) = 6.6 psf
Pa e 33 of 39
Project No:AR24-044
Date: 04/11/25
2 nd Floor -Length Trib. Width
Vseismic = ( 9.8 x 46/2 )x() +(L1)wind = ( 146 )x() +(L1)
( )x() +()x() +
( )x() +()x() +
( )x() =()x() =
=2,367 /10.00 =237 plf <380 OK =1,533 /10.00 =153 plf <532 OK
Use:2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
2 OK
Comments:
1 st Floor -
Vseismic = ( 9.8 x 46/2 )x() +(T3)wind = ( 146 )x() +(T3)
( 6.6 x 46/2 110
=3,961 /12.00 =330 plf <490 OK =2,688 /12.00 =224 plf <686 OK
Use:3 1/2" CDX PLYWOOD w/ 8d NAILS AT 3" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
2 OK
Comments:
ERR
Vseismic = ( )x() +(T3)wind = ( )x() +(T3)
( )x() +()x() +
( )x() +()x() +
( )x() =()x() =
=0 /0.00 =n/a plf ... =0 /0.00 =n/a ...
Use:####
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
Comments:
Notes:
CBC Alternate Basic (ASD) & ASCE7-16 Sect. 12.4.2.3used for uplift calculations: (0.6-0.14S DS)D± ρE/1.4 and (2/3)D ± ωW
r = 2 * L / H for 2:1 < H / W < 3.5:1 (seismic loads only)
A
SHEAR WALL DESIGN
CBC 2022, SDPWS-2018 & ASCE 7-16
21/2 21/2
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
Due to Uniform Load, lb-ft Type:
CMSTC16
CMSTC16
A
Se
i
s
m
i
c
21/2
Wi
n
d
21/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
Due to Uniform Load, lb-ft Type:
HDU2
HDU2
None
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
None
Due to Uniform Load, lb-ft Type:
Shear Wall (Rev. 03/2014)
Pa e 34 of 39
2 nd Floor -Length Trib. Width
Vseismic = ( 9.8 x 18/2 )x() +(L1)wind = ( 146 )x() +(L1)
( )x() +()x() +
( )x() +()x() +
( )x() =()x() =
=617 /5.00 =123 plf <260 OK =1,022 /5.00 =204 plf <364 OK
Use:1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
Comments:
1 st Floor -
Vseismic = ( 9.5 x 18/2 )x() +(T3)wind = ( 146 )x() +(T3)
( 6.6 x 18/2 110
=836 /8.00 =105 plf <260 OK =1,462 /8.00 =183 plf <364 OK
Use:1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
Comments:
ERR
Vseismic = ( )x() +(T3)wind = ( )x() +(T3)
( )x() +()x() +
( )x() +()x() +
( )x() =()x() =
=0 /0.00 =n/a plf ... =0 /0.00 =n/a ...
Use:####
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
Comments:
Notes:
CBC Alternate Basic (ASD) & ASCE7-16 Sect. 12.4.2.3used for uplift calculations: (0.6-0.14S DS)D± ρE/1.4 and (2/3)D ± ωW DS
r = 2 * L / H for 2:1 < H / W < 3.5:1 (seismic loads only)
B
14/2 14/2
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
Due to Uniform Load, lb-ft Type:
CMSTC16
B
Se
i
s
m
i
c
8/2
Wi
n
d
8/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
Due to Uniform Load, lb-ft Type:
HDU2
None
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
None
Due to Uniform Load, lb-ft Type:
Pa e 35 of 39
2 nd Floor -Length Trib. Width
Vseismic = ( 9.8 x 28/2 )x() +(L1)wind = ( 146 )x() +(L1)
( )x() +()x() +
( )x() +()x() +
( )x() =()x() =
=1,441 /5.00 =288 plf <288 OK =1,533 /5.00 =307 plf <686 OK
Use:3 1/2" CDX PLYWOOD w/ 8d NAILS AT 3" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
Comments:
1 st Floor -
Vseismic = ( 9.5 x 28/2 )x() +(T3)wind = ( 146 )x() +(T3)
( 6.6 x 36/2 110
=3,476 /9.00 =386 plf <490 OK =3,458 /9.00 =384 plf <686 OK
Use:3 1/2" CDX PLYWOOD w/ 8d NAILS AT 3" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
2 OK
Comments:
1 st Floor -
Vseismic = ( 6.6 x 36/2 )x() +(T3)wind = ( 110 )x() +(T3)
( )x() +()x() +
( )x() +()x() +
( )x() =()x() =
=832 /6.50 =128 plf <260 OK =770 /6.50 =118 plf <364 OK
Use:1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
Comments:
Notes:
CBC Alternate Basic (ASD) & ASCE7-16 Sect. 12.4.2.3used for uplift calculations: (0.6-0.14S DS)D± ρE/1.4 and (2/3)D ± ωW DS
r = 2 * L / H for 2:1 < H / W < 3.5:1 (seismic loads only)
C
21/2 21/2
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
Due to Uniform Load, lb-ft Type:
HDU5
C
Se
i
s
m
i
c
35/2
Wi
n
d
35/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
Due to Uniform Load, lb-ft Type:
HDU5
HDU5
None
D
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
None
Due to Uniform Load, lb-ft Type:
HDU2
Pa e 36 of 39
2 nd Floor -Length Trib. Width
Vseismic = ( 9.8 x 42/2 )x() +(L1)wind = ( 146 )x() +(L1)
( )x() +()x() +
( )x() +()x() +
( )x() =()x() =
=1,441 /14.75 =98 plf <459 OK =1,022 /14.75 =69 plf <686 OK
Use:3 1/2" CDX PLYWOOD w/ 8d NAILS AT 3" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
2 OK
Comments:
1 st Floor -
Vseismic = ( 9.5 x 42/2 )x() +(T3)wind = ( 146 )x() +(T3)
( 6.6 x 42/2 110
=2,921 /18.75 =156 plf <459 OK =2,232 /18.75 =119 plf <686 OK
Use:3 1/2" CDX PLYWOOD w/ 8d NAILS AT 3" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
2 OK
3 OK
Comments:
ERR
Vseismic = ( )x() +(T3)wind = ( )x() +(T3)
( )x() +()x() +
( )x() +()x() +
( )x() =()x() =
=0 /0.00 =n/a plf ... =0 /0.00 =n/a ...
Use:####
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
Comments:
Notes:
CBC Alternate Basic (ASD) & ASCE7-16 Sect. 12.4.2.3used for uplift calculations: (0.6-0.14S DS)D± ρE/1.4 and (2/3)D ± ωW DS
r = 2 * L / H for 2:1 < H / W < 3.5:1 (seismic loads only)
None
Due to Uniform Load, lb-ft Type:
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
None
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
Due to Uniform Load, lb-ft Type:
HDU2
HDU2
HDU2
Se
i
s
m
i
c
22/2
Wi
n
d
22/2
0/2
0/2
None
1
14/2 14/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
Due to Uniform Load, lb-ft Type:
CMSTC16
HDU2
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
1
Pa e 37 of 39
2 nd Floor -Length Trib. Width
Vseismic = ( 9.8 x 28/2 )x() +(L1)wind = ( 146 )x() +(L1)
( )x() +()x() +
( )x() +()x() +
( )x() =()x() =
=617 /7.50 =82 plf <244 OK =657 /7.50 =88 plf <364 OK
Use:1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
2 OK
Comments:
1 st Floor -
Vseismic = ( 9.5 x 28/2 )x() +(T3)wind = ( 146 )x() +(T3)
( 6.6 x 28/2 110
=1,014 /7.50 =135 plf <356 OK =1,152 /7.50 =154 plf <532 OK
Use:2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
2 OK
Comments:
ERR
Vseismic = ( )x() +(T3)wind = ( )x() +(T3)
( )x() +()x() +
( )x() +()x() +
( )x() =()x() =
=0 /0.00 =n/a plf ... =0 /0.00 =n/a ...
Use:####
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
Comments:
Notes:
CBC Alternate Basic (ASD) & ASCE7-16 Sect. 12.4.2.3used for uplift calculations: (0.6-0.14S DS)D± ρE/1.4 and (2/3)D ± ωW DS
r = 2 * L / H for 2:1 < H / W < 3.5:1 (seismic loads only)
2
9/2 9/2
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
Due to Uniform Load, lb-ft Type:
CMSTC16
CMSTC16
2
Se
i
s
m
i
c
9/2
Wi
n
d
9/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
Due to Uniform Load, lb-ft Type:
HDU2
HDU2
None
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
None
Due to Uniform Load, lb-ft Type:
Pa e 38 of 39
2 nd Floor -Length Trib. Width
Vseismic = ( 9.8 x 42/2 )x() +(L1)wind = ( 146 )x() +(L1)
( )x() +()x() +
( )x() +()x() +
( )x() =()x() =
=2,367 /9.00 =263 plf <380 OK =1,679 /9.00 =187 plf <532 OK
Use:2 1/2" CDX PLYWOOD w/ 8d NAILS AT 4" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
2 OK
Comments:
1 st Floor -
Vseismic = ( 9.5 x 16/2 )x() +(T3)wind = ( 146 )x() +(T3)
( 6.6 x 16/2 110
=796 /6.00 =133 plf <490 OK =1,572 /6.00 =262 plf <686 OK
Use:3 1/2" CDX PLYWOOD w/ 8d NAILS AT 3" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
Comments:
1 st Floor -
Vseismic = ( 6.6 x 28/2 )x() +(T3)wind = ( 110 )x() +(T3)
( )x() +()x() +
( )x() +()x() +
( )x() =()x() =
=832 /7.50 =111 plf <260 OK =990 /7.50 =132 plf <364 OK
Use:1 1/2" CDX PLYWOOD w/ 8d NAILS AT 6" O.C. EN & 12" O.C. FN
Pnl L H H / W Modifier
No ft ft D±E D±W D±E D±W Ratio r D±E D±W Chk:
1 OK
2 OK
Comments:
Notes:
CBC Alternate Basic (ASD) & ASCE7-16 Sect. 12.4.2.3used for uplift calculations: (0.6-0.14S DS)D± ρE/1.4 and (2/3)D ± ωW DS
r = 2 * L / H for 2:1 < H / W < 3.5:1 (seismic loads only)
3
23/2 23/2
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
Due to Uniform Load, lb-ft Type:
CMSTC16
CMSTC16
3'
Se
i
s
m
i
c
10/2
Wi
n
d
10/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
Due to Uniform Load, lb-ft Type:
HDU2
None
4
Se
i
s
m
i
c
Wi
n
d
0/2
0/2
0/2
OTM, K-ft Resisting Moment (RM)External Uplift, lb Uplift, lb Holdown
None
Due to Uniform Load, lb-ft Type:
HDU2
HDU2
Pa e 39 of 39