HomeMy WebLinkAbout2039 N Victoria Dr - REV 2 - Plan00-G-000
COVER SHEET
GENERAL INFO. VICINITY MAP
Sitton Residence
2039 North Victoria Drive Santa Ana, CA 92706
SITE
ISSUES & REVISIONS
SHEET #:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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PROJECT SUMMARY
SCOPE OF WORK
SHEET INDEX
Bldg# 101117695
APPROVALS
PLNG- PRaj
BLDG- GHuang
**THIS PLAN & PERMIT INCLUDES
THE POOL HOUSE ADDITION**
2039 N Victoria Dr -
1011176954/5/2024
ISSUES & REVISIONS
SHEET #:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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NORTH
01-A-050
FIRST & SECOND
FLOOR PLANS
MAIN HOUSE
DEMOLITION
SECOND FLOOR PLAN 1FIRST FLOOR PLAN
(E) LIVING
ROOM
(E) MASTER
BEDROOM
(E) BEDROOM
(E) SITTING
ROOM
(E) KITCHEN
(E) DINING
(E) MASTER
BATHROOM
(E)CLOSET
(E) BEDROOM
(E)
BATHROOM
2
29'-3"
14
'
-
5
"
12
'
-
4
"
19
'
-
1
"
18'-8"
8'
-
1
"
5'-4"
(E) PANTRY
(E
)
C
L
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T
(E) FOYER
(E)BATHROOM
(E)CLOSET
FLOOR PLAN LEGEND
(E)
GAMEROOM
2039 N Victoria Dr -
1011176954/5/2024
ISSUES & REVISIONS
SHEET #:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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(E) POOL
HOUSE
UNDER
SEPARATE
PERMIT
(E) 6'-0" HIGH
CONCRETE BLOCK WALL
Site PlanNORTH
VI
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⅊ 200'-0"
⅊
℄
01-A-100
ARCHITECTURAL
SITE PLAN
90
'
-
0
"
10'-0"
SETBACK
5'
-
0
"
SE
T
B
A
C
K
37'-3"
20'-0"
39
'
-
3
"
14'-4"
15
'
-
0
"
12
'
-
1
0
1 2
"
11
'
-
4
1 2"
20
'
-
1
"
(N) ADU
IS A
SEPARATE
SUBMITTAL
(N)COCKTAIL
POOL (UNDER SEPERATE
PERMIT)
(E)
RESIDENCE
13'-10 1
2"13'-8 1
2"10'-0"
19
'
-
1
1 2"
10'-0"
(N) PATIO
COVER
(N) COVERED
TRELLIS
(N) COVERED
TRELLIS
4'
-
0
1 2"
EX
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S
T
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N
G
P
O
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L
H
O
U
S
E
S
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B
A
C
K
12'-0"
5'-0" SETBACK POOL EQUIPMENT
7'-0"
7'
-
0
"
16
'
-
4
1 2"
16'-6"
5'
-
0
"
S
E
T
B
A
C
K
P
O
O
L
E
Q
U
I
P
M
E
N
T
(E) 6'-0" HIGH
CONCRETE BLOCK WALL
⅊
90
'
-
0
"
⅊ 200'-0"
37'-4"
(E) FIRE HYDRANT
132'-8"
155'-8"
(E
)
6
'
-
0
"
H
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H
CO
N
C
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T
E
B
L
O
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K
W
A
L
L
(N) 400 AMP MAIN
PANEL
(E) POLE WITH NEW
UNDER GROUND
SERVICE
(N) 200 AMP
SUB PANEL
(N) 200 AMP
SUB PANEL
3'
-
0
"
SE
T
B
A
C
K
4'-0"
SETBACK
20'-0"
SETBACK
4'
-
0
"
8'-3"
1-HOUR FIRE WALL
SEE 1/01-A-502
12
'
-
1
"
EX
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B
A
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K
14
'
-
4
"
EX
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H
O
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B
A
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K
29'-8"
EXISTING POOL HOUSE SETBACK
58'-10"
EXISTING HOUSE SETBACK
2039 N Victoria Dr -
1011176954/5/2024
ISSUES & REVISIONS
SHEET #:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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NORTH
01-A-201
FIRST & SECOND
FLOOR PLANS
MAIN HOUSE
SECOND FLOOR PLAN 1FIRST FLOOR PLAN
(E) LIVING
ROOM
(E) MASTER
BEDROOM
(E) BEDROOM
(E) SITTING
ROOM
(E) KITCHEN
(E) DINING
(E) MASTER
BATHROOM
(N) LAUNDRY
(N) MASTER
CLOSET
(E)
BATHROOM
2
6'-10"21'-0"
18
'
-
9
"
8'
-
5
"
14
'
-
1
1
"
15'-5"
12
'
-
8
"
8'-0"
4'
-
2
"
7'-115
16"4'-7 1
16"
(E
)
P
A
N
T
R
Y
(E
)
C
L
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T
(E) FOYER
2'
-
9
"
3'-4"
5'
-
9
"
30" CLR.
24
"
C
L
R
.
FLOOR PLAN NOTES
FLOOR PLAN LEGEND
REFLECTED CEILING LEGEND
NOTES:
(E) HALLWAY
8'-3"4'-7"
(E) HALLWAY
4'
-
2
"
6'
-
1
"
6'-7"
EQ.EQ.
2039 N Victoria Dr -
1011176954/5/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
t
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NORTH
01-A-202
EXISTING
FLOOR PLANS
MAIN HOUSE
& POOL HOUSE
EXISTING GARAGE FLOOR PLAN 1EXISTING FIRST FLOOR PLAN
(E) LIVING
ROOM
(E) MASTER
BEDROOM
(E) BEDROOM
(E) SITTING
ROOM
(E) KITCHEN
(E) DINING
(E) MASTER
BATHROOM
(E)CLOSET
(E) BEDROOM
(E)
BATHROOM
2
(E) PANTRY
(E) CLOSET
(E) FOYER
(E)BATHROOM
(E)CLOSET
(E) BREAKFAST
NOOK
(E)POOL
HOUSE
(E)WORKOUT ROOM
(E)BATHROOM
EXISTING SECOND FLOOR PLAN 3
(E)
GAMEROOM
2039 N Victoria Dr -
1011176954/5/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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NORTH
01-A-204
DEMO & NEW
FLOOR PLANS
POOL HOUSE
FIRST FLOOR PLAN 1DEMO FLOOR PLAN
(E)POOL
HOUSE
(E)WORKOUT ROOM
2
20
'
-
1
"
29'-5"
(E)POOL
HOUSE
WORKOUT
ROOM
20
'
-
1
"
25'-8"12'-0"
20
'
-
1
"
12'-0"
5'
-
4
"
COCKTAIL
POOL (UNDER
SEPERATE
PERMIT
(E)BATHROOM
29'-5"
37'-8"
FLOOR PLAN LEGEND
NOTES:
SECTION 3
8'
-
1
"
WORKOUT
ROOM BATHROOM 8'
-
1
"
BATHROOM
8'-3"
SECTIONASOUTH ELEVATION4
EAST ELEVATION BNORTH ELEVATIONC
(N)
BATHROOM
DWEST ELEVATION
2039 N Victoria Dr -
1011176954/5/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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PATIO COVER FLO0R PLAN
A
B
"A" EAST ELEVATION"B" EAST ELEVATION
01-A-205
FLOOR PLAN
ELEVATIONS
& DETAILS
PATIO COVER
PATIO COVER ROOF PLAN
4WEB BRACE 1RIDGE BEAM
2BOTTOM CORD6EAVE DETAIL
2039 N Victoria Dr -
1011176954/5/2024
13
8
01-A-230
ROOF PLANS
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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EXISTING SITE PLAN / ROOF PLAN
NEW SITE PLAN / ROOF PLAN
2039 N Victoria Dr -
1011176954/5/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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01-A-301
EXISTING
EXTERIOR
ELEVATIONS
MAIN HOUSE
SOUTH EXTERIOR ELEVATION B
WEST EXTERIOR ELEVATION A
DEAST EXTERIOR ELEVATION
NORTH EXTERIOR ELEVATION C
2039 N Victoria Dr -
1011176954/5/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
In
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
t
t
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R
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s
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01-A-303
NEW
& EXISTING
EXTERIOR
ELEVATIONS
SOUTH NEW EXTERIOR ELEVATION
NORTH NEW EXTERIOR ELEVATION
D
C
SOUTH EXISTING EXTERIOR ELEVATION B
2039 N Victoria Dr -
1011176954/5/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
t
t
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R
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s
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01-A-304
NEW
EXTERIOR
ELEVATIONS
NORTH NEW EXTERIOR ELEVATION A
2039 N Victoria Dr -
1011176954/5/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
In
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
t
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s
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01-A-401
SECTIONS
& DETAILS
MAIN HOUSE
SECTION 1SECTION
(E) MASTER
BEDROOM
(E) SITTING
ROOM
(E) DINING
(E) MASTER
BATHROOM
(N) LAUNDRY(N) MASTER
CLOSET
(E)
BATHROOM
2
WINDOW SCHEDULE
(E) KITCHEN(E) BEDROOM
(E)2X6 ROOF
FRAMING @
16" O.C.
(E)2X4 WALL
FRAMING @
16" O.C.
(N)2X6
CEILING
FRAMING
@ 16" O.C.
2X6 CEILING
FRAMING @
16" O.C.
(E)2X4 WALL
FRAMING @
16" O.C.
(E)2X6 ROOF
FRAMING @
16" O.C.
(N)2X6
CEILING
FRAMING
@ 16" O.C.
EXISTING WINDOW JAMB 9EXISTING WINDOW HEAD
10EXISTING WINDOW SILL
8 6WINDOW FLASHING REQUIREMENTS
2039 N Victoria Dr -
1011176954/5/2024
TYPICAL PLASTER DETAIL 1
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
t
t
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R
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s
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01-A-501
DETAILS
5DOOR THRESHOLDWINDOW JAMB
9WINDOW HEAD
10WINDOW SILL
8
DOOR JAMB
DOOR HEAD 2
WALL SECTION 7
3
WINDOW JAMB 4
6WINDOW FLASHING REQUIREMENTSEAVE @ EXPOSED BEAM 12
RIDGE/HIP FLAT TILE 11
2039 N Victoria Dr -
1011176954/5/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
t
t
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R
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s
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01-A-502
DETAILS
TRUSS
2PATIO COVER TRUSS
×
1EXTERIOR 1-HR WALL
2039 N Victoria Dr -
1011176954/5/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
t
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s
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01-A-901
ICC ES
REPORT
2039 N Victoria Dr -
1011176954/5/2024
“”“
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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02-S-0.1
GENERAL
NOTES
& SCHEDULES
2039 N Victoria Dr -
1011176954/5/2024
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919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
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1FIRST FLOOR PLAN2ROOF FRAMING PLAN 02-S-1.1
FOUNDATION &
FRAMING PLANS
MAIN HOUSE
A
B
NORTHNORTH
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aehammons@gmail.com
Palm Springs, California 92264
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Aaron Hammons
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1FOUNDATION PLAN2ROOF FRAMING PLAN 02-S-1.4
FOUNDATION &
FRAMING PLANS
POOL HOUSE
NORTH
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aehammons@gmail.com
Palm Springs, California 92264
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Aaron Hammons
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1FOUNDATION PLAN2ROOF FRAMING PLAN 02-S-1.5
FOUNDATION &
FRAMING PLANS
PATIO COVER
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919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
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AEH Design, Inc.
Aaron Hammons
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02-S-3.3
STRUCTUAL
DETAILS
1RAFTER AT EXTR. WALL
2TYP. RAKE WALL DETAIL
3SHEAR TRANSFER AT ROOF
4SHEAR TRANSFER AT ROOF
5TYP. RIDGE BOARD DETAIL
6TYP. CALIF. FRAME DETAIL
7BEAM HEEL CUT DETAIL
8NEW TO EXIST. TOP ~P STRAP
9DRAG STRAP DETAIL
10 EXTERIOR FOOTING
11INTERIOR FOOTING
12NEW SLAB @ EXIST. FOOTING
13 EPOXY DOWELS DETAIL
14 EPOXY DOWELS DETAIL
15TRUSS SECTION
16RIDGE BOARD DETAIL
17. RAKE WALL DETAIL
18SHEAR TRANSFER AT TRUSS
19JOIST PERP. TO FLUSH BM.
20TRELLIS SECTION
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aehammons@gmail.com
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Aaron Hammons
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02-S-3.4
STRUCTUAL
DETAILS
21POST TO BEAM DETAIL
22POST TO BEAM DETAIL
23POST TO BEAM DETAIL
24COLUMN TO EXTING
25PEDESTAL @ PAD FTG. DETL
26PLYWOOD SHEATING
27
CEILING JOIST
CONCRETE SLAB ON GRADE 28
SHEAR TRANSFER AT ROOF 29
POST FOOTING 30
POST CAP 31
33ROOF RAFTERS
32CEILING JOIST
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aehammons@gmail.com
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AEH Design, Inc.
Aaron Hammons
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CHAPTER 4
RESIDENTIAL MANDATORY MEASURES
DIVISION 4.1 PLANNING AND DESIGN
4.201 GENERAL
4.201.1 SCOPE.
DIVISION 4.2 ENERGY EFFICIENCY
DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION
4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE
4.406.1 RODENT PROOFING.
4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING
4.408.1 CONSTRUCTION WASTE MANAGEMENT.
Exceptions:
4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN
4.408.3 WASTE MANAGEMENT COMPANY.
Note:
4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR].
4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE.
4.408.5 DOCUMENTATION
Notes
4.410 BUILDING MAINTENANCE AND OPERATION
4.410.1 OPERATION AND MAINTENANCE MANUAL.
4.410.2 RECYCLING BY OCCUPANTS.
Exception:
DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE
EFFICIENCY
DIVISION 4.5 ENVIRONMENTAL QUALITY
4.303 INDOOR WATER USE
4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS.
Note:
4.303.1.1 Water Closets.
Note
4.303.1.2 Urinals.
4.303.1.3 Showerheads.
4.303.1.3.1 Single Showerhead.
4.303.1.3.2 Multiple showerheads serving one shower
Note
4.303.1.4 Faucets.
4.303.1.4.1 Residential Lavatory Faucets.
4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas.
4.303.1.4.3 Metering Faucets.
4.303.1.4.4 Kitchen Faucets.
Note
4.303.2 STANDARDS FOR PLUMBING FIXTURES AND FITTINGS.
California Plumbing Code
California Plumbing Code
FIXTURE TYPE FLOW RATE
4.304 OUTDOOR WATER USE
4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS
NOTES:
California
Code Regulations,
ABBREVIATION DEFINITIONS:
HCD Department of Housing and Community Development
BSC California Building Standards Commission
DSA-SS Division of the State Architect, Structural Safety
OSHPD Office of Statewide Health Planning and Development
LR Low Rise
HR High Rise
AA Additions and Alterations
N New
SECTION 4.102 DEFINITIONS
4.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
FRENCH DRAIN. A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar
pervious material used to collect or channel drainage or runoff water.
WATTLES. Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials
such as hay, straw or similar material shaped in the form of tubes and placed on a downflow slope. Wattles are also
used for perimeter and inlet controls.
4.106 SITE DEVELOPMENT
4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation
and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes,
management of storm water drainage and erosion controls shall comply with this section.
4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less
than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre
or more, shall manage storm water drainage during construction. In order to manage storm water drainage
during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent
property, prevent erosion and retain soil runoff on the site.
1. Retention basins of sufficient size shall be utilized to retain storm water on the site.
2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar
disposal method, water shall be filtered by use of a barrier system, wattle or other method approved
by the enforcing agency.
3. Compliance with a lawfully enacted storm water management ordinance.
Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or
are part of a larger common plan of development which in total disturbs one acre or more of soil.
(Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html)
4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will
manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface
water include, but are not limited to, the following:
1. Swales
2. Water collection and disposal systems
3. French drains
4. Water retention gardens
5. Other water measures which keep surface water away from buildings and aid in groundwater
recharge.
Exception: Additions and alterations not altering the drainage path.
4.106.4 Electric vehicle (EV) charging for new construction. New construction shall comply with Sections
4.106.4.1, 4.106.4.2, or 4.106.4.3 to facilitate future installation and use of EV chargers. Electric vehicle supply
equipment (EVSE) shall be installed in accordance with the California Electrical Code, Article 625.
Exceptions:
1. On a case-by-case basis, where the local enforcing agency has determined EV charging and
infrastructure are not feasible based upon one or more of the following conditions:
1.1 Where there is no commercial power supply.
1.2 Where there is evidence substantiating that meeting the requirements will alter the local
utility infrastructure design requirements on the utility side of the meter so as to increase
the utility side cost to the homeowner or the developer by more than $400.00 per
dwelling unit.
2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional
parking facilities.
4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each
dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway
shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main
service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the
proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or
concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere
minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit overcurrent
protective device.
4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent
protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination
location shall be permanently and visibly marked as "EV CAPABLE".
4.106.4.2 New multifamily dwellings. If residential parking is available, ten (10) percent of the total number of
parking spaces on a building site, provided for all types of parking facilities, shall be electric vehicle charging
spaces (EV spaces) capable of supporting future EVSE. Calculations for the required number of EV spaces shall
be rounded up to the nearest whole number.
Notes:
1. Construction documents are intended to demonstrate the project's capability and capacity for
facilitating future EV charging.
2. There is no requirement for EV spaces to be constructed or available until EV chargers are installed
for use.
4.106.4.2.1 Electric vehicle charging space (EV space) locations. Construction documents shall
indicate the location of proposed EV spaces. Where common use parking is provided at least one EV space
shall be located in the common use parking area and shall be available for use by all residents.
CHAPTER 3
GREEN BUILDING
SECTION 301 GENERAL
301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in
the application checklists contained in this code. Voluntary green building measures are also included in the
application checklists and may be included in the design and construction of structures covered by this code,
but are not required unless adopted by a city, county, or city and county as specified in Section 101.7.
301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to
additions or alterations of existing residential buildings where the addition or alteration increases the
building's conditioned area, volume, or size. The requirements shall apply only to and/or within the
specific area of the addition or alteration.
Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or
improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures.
Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate
of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1,
et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and
other important enactment dates.
301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of
individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential
buildings, or both. Individual sections will be designated by banners to indicate where the section applies
specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-rise and
high-rise buildings, no banner will be used.
SECTION 302 MIXED OCCUPANCY BUILDINGS
302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building
shall comply with the specific green building measures applicable to each specific occupancy.
4.106.4.2.1.1 Electric Vehicle Charging Stations (EVCS) When EV chargers are installed, EV spaces
required by Section 4.106.2.2, Item 3, shall comply with at least one of the following options:
1. The EV space shall be located adjacent to an accessible parking space meeting the
requirements of the California Building Code, Chapter 11A, to allow use of the EV charger
from the accessible parking space.
2. The EV space shall be located on an accessible route, as defined in the California Building
Code, Chapter 2, to the building.
Exception: Electric vehicle charging stations designed and constructed in compliance with the
California Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.1.1 and
Section 4.106.4.2.2, Item 3.
Note: Electric Vehicle charging stations serving public housing are required to comply with the California
Building Code, Chapter 11B.
4.106.4.2.2 Electric vehicle charging space (EV space) dimensions.
4.106.4.2.3 Single EV space required.
4.106.4.2.4 Multiple EV spaces required.
4.106.4.2.5 Identification.
California Electrical Code.
4.106.4.3 New hotels and motels.
Notes:
4.106.4.3.1 Number of required EV spaces.
SECTION 4.501 GENERAL
4.501.1 Scope
The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous,
irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors.
SECTION 4.502 DEFINITIONS
5.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door
cores, not including furniture, fixtures and equipment (FF&E) not considered base building elements.
COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and
medium density fiberboard. "Composite wood products" does not include hardboard, structural plywood,
structural panels, structural composite lumber, oriented strand board, glued laminated timber, prefabricated
wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17, Section
93120.1.
DIRECT-VENT APPLIANCE.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE 2016 CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
TOTAL NUMBER OF PARKING
SPACES
NUMBER OF REQUIRED EV
SPACES
4.106.4.3.2 Electric vehicle charging space (EV space) dimensions.
4.106.4.3.3 Single EV space required.
4.106.4.3.4 Multiple EV spaces required.
4.106.4.3.5 Identification.
4.106.4.3.6 Accessible EV spaces.
California Building Code
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 1 (January 2020, Includes August 2019 Supplement)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
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aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
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MAXIMUM INCREMENTAL REACTIVITY (MIR).
³
MOISTURE CONTENT.
PRODUCT-WEIGHTED MIR (PWMIR).
REACTIVE ORGANIC COMPOUND (ROC).
VOC.
4.503 FIREPLACES
4.503.1 GENERAL. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed
woodstove or pellet stove shall comply with U.S. EPA New Source Performance Standards (NSPS) emission limits as
applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves,
pellet stoves and fireplaces shall also comply with applicable local ordinances.
4.504 POLLUTANT CONTROL
4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING
CONSTRUCTION. At the time of rough installation, during storage on the construction site and until final
startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component
openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to
reduce the amount of water, dust or debris which may enter the system.
4.504.2 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with this section.
4.504.2.1 Adhesives, Sealants and Caulks. Adhesives, sealant and caulks used on the project shall meet the
requirements of the following standards unless more stringent local or regional air pollution or air quality
management district rules apply:
1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks
shall comply with local or regional air pollution control or air quality management district rules where
applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1 or 4.504.2, as applicable.
Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic
compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and
tricloroethylene), except for aerosol products, as specified in Subsection 2 below.
2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in
units of product, less packaging, which do not weigh more than 1 pound and do not consist of more
than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including
prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17,
commencing with section 94507.
4.504.2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of
the ARB Architectural Suggested Control Measure, as shown in Table 4.504.3, unless more stringent local limits
apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories
listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss
coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources
Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in
Table 4.504.3 shall apply.
4.504.2.3 Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MIR
Limits for ROC in Section 94522(a)(2) and other requirements, including prohibitions on use of certain toxic
compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of California Code of
Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air
Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation
8, Rule 49.
4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the
enforcing agency. Documentation may include, but is not limited to, the following:
1. Manufacturer's product specification.
2. Field verification of on-site product containers.
CHAPTER 7
INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS
702 QUALIFICATIONS
702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper
installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or
certification program. Uncertified persons may perform HVAC installations when under the direct supervision and
responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems.
Examples of acceptable HVAC training and certification programs include but are not limited to the following:
1. State certified apprenticeship programs.
2. Public utility training programs.
3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.
4. Programs sponsored by manufacturing organizations.
5. Other programs acceptable to the enforcing agency.
702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the
responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or
other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence
to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to
other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be
considered by the enforcing agency when evaluating the qualifications of a special inspector:
1. Certification by a national or regional green building program or standard publisher.
2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building
performance contractors, and home energy auditors.
3. Successful completion of a third party apprentice training program in the appropriate trade.
4. Other programs acceptable to the enforcing agency.
Notes:
1. Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate
homes in California according to the Home Energy Rating System (HERS).
[BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall
employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with
this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the
particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from a
recognized state, national or international association, as determined by the local agency. The area of certification
shall be closely related to the primary job function, as determined by the local agency.
Note: Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
703 VERIFICATIONS
703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not
limited to, construction documents, plans, specifications, builder or installer certification, inspection reports, or other
methods acceptable to the enforcing agency which demonstrate substantial conformance. When specific
documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in
the appropriate section or identified applicable checklist.
4.505 INTERIOR MOISTURE CONTROL
4.505.1 General. California Building Standards
Code
4.505.2 CONCRETE SLAB FOUNDATIONS.
4.505.2.1 Capillary break.
4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS.
4.506 INDOOR AIR QUALITY AND EXHAUST
4.506.1 Bathroom exhaust fans.
Notes:
California
Energy Code.
4.507 ENVIRONMENTAL COMFORT
4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN.
Exception:
ARCHITECTURAL APPLICATIONS VOC LIMIT
SPECIALTY APPLICATIONS
SUBSTRATE SPECIFIC APPLICATIONS
SEALANTS VOC LIMIT
SEALANT PRIMERS
PRODUCT CURRENT LIMIT
COATING CATEGORY
SPECIALTY COATINGS
DIVISION 4.5 ENVIRONMENTAL QUALITY (continued)
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE 2016 CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 1 (January 2020, Includes August 2019 Supplement)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
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Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2019 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
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00-G-000
COVER SHEET
GENERAL INFO. VICINITY MAP
Sitton Residence
2039 North Victoria Drive Santa Ana, CA 92706
SITE
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
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PROJECT SUMMARY
SCOPE OF WORK
SHEET INDEX
REVISION TO:
101117695
Revision# 101119812
APPROVALS:
PLNG - PRaj
BLDG - JLo
2039 N Victoria Dr
8/26/2024
ISSUES & REVISIONS
SHEET #:
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(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
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NORTH
01-A-201
FIRST & SECOND
FLOOR PLANS
MAIN HOUSE
SECOND FLOOR PLAN 1FIRST FLOOR PLAN
(E) LIVING
ROOM
(E) MASTER
BEDROOM
(E) BEDROOM
(E) SITTING
ROOM
(E) KITCHEN
(E) DINING
(E) MASTER
BATHROOM
(N) LAUNDRY
(N) MASTER
CLOSET
(E)
BATHROOM
2
6'-10"21'-0"
18
'
-
9
"
8'
-
5
"
14
'
-
1
1
"
15'-5"
12
'
-
8
"
8'-0"
4'
-
2
"
7'-115
16"4'-7 1
16"
(E
)
P
A
N
T
R
Y
(E
)
C
L
O
S
E
T
(E) FOYER
2'
-
9
"
3'-4"
5'
-
9
"
30" CLR.
24
"
C
L
R
.
FLOOR PLAN NOTES
FLOOR PLAN LEGEND
REFLECTED CEILING LEGEND
NOTES:
(E) HALLWAY
8'-3"4'-7"
(E) HALLWAY
4'
-
2
"
6'
-
1
"
6'-7"
EQ.EQ.
2039 N Victoria Dr
8/26/2024
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(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
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(E) POOL
HOUSE
UNDER
SEPARATE
PERMIT
(E) 6'-0" HIGH
CONCRETE BLOCK WALL
Site PlanNORTH
VI
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⅊ 200'-0"
⅊
℄
01-A-100
ARCHITECTURAL
SITE PLAN
90
'
-
0
"
10'-0"
SETBACK
5'
-
0
"
SE
T
B
A
C
K
37'-3"
20'-0"
39
'
-
3
"
14'-4"
15
'
-
0
"
12
'
-
1
0
1 2
"
11
'
-
4
1 2"
20
'
-
1
"
(N) ADU
IS A
SEPARATE
SUBMITTAL
(N)COCKTAIL
POOL (UNDER SEPERATE
PERMIT)
(E)
RESIDENCE
13'-10 1
2"13'-11 1
2"
19
'
-
1
1 2"
(N) PATIO
COVER
4'
-
0
1 2"
EX
I
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T
I
N
G
P
O
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L
H
O
U
S
E
S
E
T
B
A
C
K
12'-0"
5'-0" SETBACK POOL EQUIPMENT
7'-0"
7'
-
0
"
16
'
-
4
1 2"
16'-6"
5'
-
0
"
S
E
T
B
A
C
K
P
O
O
L
E
Q
U
I
P
M
E
N
T
(E) 6'-0" HIGH
CONCRETE BLOCK WALL
⅊
90
'
-
0
"
⅊ 200'-0"
27'-10"
(E) FIRE HYDRANT
132'-8"
155'-8"
(E
)
6
'
-
0
"
H
I
G
H
CO
N
C
R
E
T
E
B
L
O
C
K
W
A
L
L
(N) 400 AMP MAIN
PANEL
(E) POLE WITH NEW
UNDER GROUND
SERVICE
(N) 200 AMP
SUB PANEL
(N) 200 AMP
SUB PANEL W/
SURROUND
3'
-
0
"
SE
T
B
A
C
K
4'-0"
SETBACK
20'-0"
SETBACK
4'
-
0
"
8'-3"
1-HOUR FIRE WALL
SEE 1/01-A-502
12
'
-
1
"
EX
I
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N
G
H
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S
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T
B
A
C
K
14
'
-
4
"
EX
I
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N
G
H
O
U
S
E
S
E
T
B
A
C
K
29'-8"
EXISTING POOL HOUSE SETBACK
58'-10"
EXISTING HOUSE SETBACK
(E) WATER
HEATER W/
SURROUND
2039 N Victoria Dr
8/26/2024
ISSUES & REVISIONS
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(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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NORTH
01-A-204
DEMO & NEW
FLOOR PLANS
POOL HOUSE
FIRST FLOOR PLAN 1DEMO FLOOR PLAN
(E)POOL
HOUSE
(E)WORKOUT ROOM
2
20
'
-
1
"
29'-5"
(E)POOL
HOUSE
WORKOUT
ROOM
20
'
-
1
"
25'-8"12'-0"
20
'
-
1
"
12'-0"
5'
-
4
"
COCKTAIL
POOL (UNDER
SEPERATE
PERMIT
(E)BATHROOM
29'-5"
37'-8"
FLOOR PLAN LEGEND
NOTES:
SECTION 3
8'
-
1
"
WORKOUT
ROOM BATHROOM 8'
-
1
"
BATHROOM
8'-3"
SECTIONASOUTH ELEVATION4
EAST ELEVATION BNORTH ELEVATIONC
(N)
BATHROOM
DWEST ELEVATION
2'
-
1
0
"
6'-6"
ELECTRICAL
CLOSET
0'
-
1
0
"
DOOR & WINDOW SCHEDULE
2039 N Victoria Dr
8/26/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
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PATIO COVER FLO0R PLAN
A
B
"A" EAST ELEVATION"B" EAST ELEVATION
01-A-205
FLOOR PLAN
ELEVATIONS
& DETAILS
PATIO COVER
PATIO COVER ROOF PLAN
4WEB BRACE 1RIDGE BEAM
2BOTTOM CORD6EAVE DETAIL
2039 N Victoria Dr
8/26/2024
13
8
01-A-230
ROOF PLANS
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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EXISTING SITE PLAN / ROOF PLAN
NEW SITE PLAN / ROOF PLAN
2039 N Victoria Dr
8/26/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
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01-A-302
DEMOLITION
& NEW
EXTERIOR
ELEVATIONS
EAST NEW EXTERIOR ELEVATION A
BEAST DEMOLITION EXTERIOR ELEVATION
CEAST EXISTING EXTERIOR ELEVATION
(N) 200 AMP
SUB PANEL W/
SURROUND
(E) WATER HEATER W/ SURROUND. THE
ENCLOSURE WILL BE ARCHITECTURALLY
INTEGRATED AND COMPATIBLE. THE
ENCLOSURE DOES NOT AFFECT THE
WINDOW AND WINDOW TRIM
2039 N Victoria Dr
8/26/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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01-A-303
NEW
& EXISTING
EXTERIOR
ELEVATIONS
SOUTH NEW EXTERIOR ELEVATION
NORTH NEW EXTERIOR ELEVATION
D
C
SOUTH EXISTING EXTERIOR ELEVATION B
2039 N Victoria Dr
8/26/2024
“”“
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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02-S-0.1
GENERAL
NOTES
& SCHEDULES
2039 N Victoria Dr
8/26/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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1FIRST FLOOR PLAN2ROOF FRAMING PLAN 02-S-1.1
FOUNDATION &
FRAMING PLANS
MAIN HOUSE
A
B
NORTHNORTH
2039 N Victoria Dr
8/26/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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1FOUNDATION PLAN2ROOF FRAMING PLAN 02-S-1.4
FOUNDATION &
FRAMING PLANS
POOL HOUSE
NORTH
2039 N Victoria Dr
8/26/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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1FOUNDATION PLAN2ROOF FRAMING PLAN 02-S-1.5
FOUNDATION &
FRAMING PLANS
PATIO COVER
2039 N Victoria Dr
8/26/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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02-S-3.3
STRUCTUAL
DETAILS
1RAFTER AT EXTR. WALL
2TYP. RAKE WALL DETAIL
3SHEAR TRANSFER AT ROOF
4SHEAR TRANSFER AT ROOF
5TYP. RIDGE BOARD DETAIL
6TYP. CALIF. FRAME DETAIL
7BEAM HEEL CUT DETAIL
8NEW TO EXIST. TOP ~P STRAP
9DRAG STRAP DETAIL
10 EXTERIOR FOOTING
11INTERIOR FOOTING
12NEW SLAB @ EXIST. FOOTING
13 EPOXY DOWELS DETAIL
14 EPOXY DOWELS DETAIL
15TRUSS SECTION
16RIDGE BOARD DETAIL
17. RAKE WALL DETAIL
18SHEAR TRANSFER AT TRUSS
19JOIST PERP. TO FLUSH BM.
20TRELLIS SECTION
2039 N Victoria Dr
8/26/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
Si
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02-S-3.4
STRUCTUAL
DETAILS
21POST TO BEAM DETAIL
22POST TO BEAM DETAIL
23POST TO BEAM DETAIL
24COLUMN TO EXTING
25PEDESTAL @ PAD FTG. DETL
26PLYWOOD SHEATING
27
CEILING JOIST
CONCRETE SLAB ON GRADE 28
SHEAR TRANSFER AT ROOF 29
POST FOOTING 30
POST CAP 31
33ROOF RAFTERS
32CEILING JOIST
34HOLD DOWN EXISTING
BEAM TO EXISTING WALL 35
36BEAM TO BEAM DETAIL
2039 N Victoria Dr
8/26/2024
11966 Broadhead Cove
Riverton Ut 84065
August 12, 2024
Aaron Hammons
AEH Design Inc
919A Crossley Road
Palm Springs Ca
(562) 843-0276
Re: Sitton Residence – 2039 North Victoria, Santa Ana Ca
Mr Hammons
David Platt has taken over as EOR for the remodel of the residence located at 2039 North Victoria in
Santa Ana California.
Respectfully
Plattinum Engineering
David Platt P.E.
2039 N Victoria Dr
8/26/2024
11966 Broadhead Cove, Riverton Ut
(801) 514-0363
Sitton Residence
2039 N Victoria
Santa Ana Ca
8/21/2024
Designed Per CBC 2022
Roof Live Load 20 psf
Roof Dead Load 20 psf
Floor Live Load 40 psf
Floor Dead Load 20 psf
Seismic Criteria
Seismic Design Category E
N=1 Ss=0.618
I=1 S1=0.197
R=6.5 Fa=1.31
T=0.112 Fv=2.21
Wind Criteria
110 mph Ex C
Concrete Strength 2500 psi
Allowable Bearing Capacity 1500 psf
1 of 35
2039 N Victoria Dr
8/26/2024
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2 of 35
2039 N Victoria Dr
8/26/2024
3 of 35
2039 N Victoria Dr
8/26/2024
ASCE 7-16 Seismic Base Shear
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:Seismic Base Shear Analysis
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Risk Category
ASCE 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 1.5-2
Specific Description: Main House
USER DEFINED Ground Motion ASCE 7-16 11.4.2
Max. Ground Motions, 5% Damping :
S =1.319
Longitude =0.000 deg West
S
Latitude =0.000
g, 0.2 sec response
deg North
S 0.4701 g, 1.0 sec response=
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 values)
Fa =1.20
Fv =1.83
Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.583=MS
S = Fv * S1 =0.860M1 ASCE 7-16 Eq. 11.4-2
Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 =1.055DSMS
=0.573 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1M1
Seismic Design Category ASCE 7-16 Table 11.6-1 & -2=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 footnotes.
Building height Limits :Response Modification Coefficient " R "=6.50
Category "A & B" Limit:No LimitSystem Overstrength Factor " Wo "=3.00 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 12.8-7Determine Building Period
Structure Type for Building Period Calculation :All Other Structural Systems
" Ct " value 0.020=
" x " value
" hn " : Height from base to highest level =10.0 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) =0.112
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected=0.112
" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1
S : Short Period Design Spectral Response 1.055
" R " : Response Modification Factor 6.50
" I " : Seismic Importance Factor =1
0.162From Eq. 12.8-2, Preliminary Cs =
0.784From Eq. 12.8-3 & 12.8-4 , Cs need not exceed =
From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.046
DS
=Cs : Seismic Response Coefficient =0.1623
=
=
4 of 35
2039 N Victoria Dr
8/26/2024
ASCE 7-16 Seismic Base Shear
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:Seismic Base Shear Analysis
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Seismic Base Shear ASCE 7-16 Section 12.8.1
W ( see Sum Wi below ) =45.00 kCs =0.1623 from 12.8.1.1
Seismic Base Shear V = Cs * W =7.31 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 #
1 45.00 10.00 450.00 1.0000 7.31 7.31 0.00
Sum Wi =45.00 k Total Base Shear =7.31 k
Base Moment =
450.00 k-ftSum Wi * Hi =
73.1 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
1 45.00 7.31 7.31 45.00 7.31 9.50 18.99 9.50 9.50
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
5 of 35
2039 N Victoria Dr
8/26/2024
ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
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Basic Values
2
110.0
0.850
Exposure C
Exposure C
Exposure C
Exposure C
60.0
30.0
15.0
Risk Category
V : Basic Wind Speed
per ASCE 7-16 Table 1.5-1 Horizontal Dim. in North-South Direction (B or L) =
Exposure Category per ASCE 7-16 Section 26.7
h : Mean Roof height =ftKd : Directionality Factor per ASCE 7-16 Table 26.6-1
Horizontal Dim. in East-West Direction (B or L) =ft
North :East :
South :West :
Topographic Factor per ASCE 7-16 Sec 26.8 & Figure 26.8-1
North :K1 =K2 =K3 =Kzt =
East :K1 =K2 =K3 =
West :K1 =K2 =K3 =
Kzt =1.000
Kzt =1.000
User has specified the North-South building frequency is 1.0Hz, therefore it is considered RIGID in this direction
User has specified the East-West building frequency is 1.0Hz, therefore it is considered RIGID in this direction
Building Period & Flexibility Category
1.000
ft
South :K1 =K2 =K3 =Kzt =1.000
per ASCE 7-16 Fig. 26.5-1 & 26.5-2
Building Story Data
Level Description
hi E : XStory Ht E : XR
ft ft
R
ftft
10.0010.00 0.000 0.000
North Gust Factor Calculation, Building RIGID for Wind from North direction
GUST FACTOR =1.056Calculate Gust Factor per ASCE 26.11.5 for Rigid Buildings
From Table26.11-1 :
C =0.200
Zmin =15.000
500.000l =
eBar =0.200 ( Eq. 26.11-6 )G =1.056
Lz bar =427.057 ( Eq. 26.11-9 )Iz bar =0.228 ( Eq. 26.11-7 )
Q =0.931 ( Eq. 26.11-8 )
South Gust Factor Calculation, Building RIGID for Wind from South direction
GUST FACTOR =1.056Calculate Gust Factor per ASCE 26.11.5 for Rigid Buildings
From Table26.11-1 :
C =0.200
Zmin =15.000
500.000l =
eBar =0.200 ( Eq. 26.11-6 )G =1.056
Lz bar =427.057 ( Eq. 26.11-9 )Iz bar =0.228 ( Eq. 26.11-7 )
Q =0.931 ( Eq. 26.11-8 )
East Gust Factor Calculation, Building RIGID for Wind from East direction
GUST FACTOR =0.9935Calculate Gust Factor per ASCE 26.11.5 for Rigid Buildings
From Table26.11-1 :
C =0.200
Zmin =15.000
500.000l =
eBar =0.200 ( Eq. 26.11-6 )G =0.994
Lz bar =427.057 ( Eq. 26.11-9 )Iz bar =0.228 ( Eq. 26.11-7 )
Q =0.909 ( Eq. 26.11-8 )
West Gust Factor Calculation, Building RIGID for Wind from West direction
GUST FACTOR =0.9935Calculate Gust Factor per ASCE 26.11.5 for Rigid Buildings
From Table26.11-1 :
C =0.200
Zmin =15.000
500.000l =
eBar =0.200 ( Eq. 26.11-6 )G =0.994
Lz bar =427.057 ( Eq. 26.11-9 )Iz bar =0.228 ( Eq. 26.11-7 )
Q =0.909 ( Eq. 26.11-8 )
6 of 35
2039 N Victoria Dr
8/26/2024
ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Enclosure
Check if Building Qualifies as "Open"
ft^2
Roof Total
ft^2 0.0 ft^2
ft^2 0.0 ft^2
North Wall South Wall East Wall West Wall
ft^2Agrossft^2 ft^2 ft^2
Aopenings ft^2 ft^2 ft^2
Aopenings >= 0.8 * Agross ?Yes Yes Yes Yes
Building qualifies as "Open"All four Agross values must be non-zero
North Elevation : Determine Enclosure Classification per ASCE Section 26.12
Building is "Enclosed" when the North wall receives positive external pressure
Reference area = smaller of 4 sq. ft. or 1% of Agross 0.0 ft^2
Aoi = Ao-total - Ao 0.0 ft^2=
=
Agi = Ag-total - Ag 0.0 ft^2=
Aoi / Agi 0.0
Is Ao > 1.10 * Aoi ?No
=
Is Ao > Reference Area ?No
=
Is Aoi / Agi >= 0.20 ?=Yes
=
South Elevation : Determine Enclosure Classification per ASCE Section 26.12
Building is "Enclosed" when the South wall receives positive external pressure
Reference area = smaller of 4 sq. ft. or 1% of Agross 0.0 ft^2
Aoi = Ao-total - Ao 0.0 ft^2=
=
Agi = Ag-total - Ag 0.0 ft^2=
Aoi / Agi 0.0
Is Ao > 1.10 * Aoi ?No
=
Is Ao > Reference Area ?No
=
Is Aoi / Agi >= 0.20 ?=Yes
=
East Elevation : Determine Enclosure Classification per ASCE Section 26.12
Building is "Enclosed" when the East wall receives positive external pressure
Reference area = smaller of 4 sq. ft. or 1% of Agross 0.0 ft^2
Aoi = Ao-total - Ao 0.0 ft^2=
=
Agi = Ag-total - Ag 0.0 ft^2=
Aoi / Agi 0.0
Is Ao > 1.10 * Aoi ?No
=
Is Ao > Reference Area ?No
=
Is Aoi / Agi >= 0.20 ?=Yes
=
West Elevation : Determine Enclosure Classification per ASCE Section 26.12
Building is "Enclosed" when the West wall receives positive external pressure
Reference area = smaller of 4 sq. ft. or 1% of Agross 0.0 ft^2
Aoi = Ao-total - Ao 0.0 ft^2=
=
Agi = Ag-total - Ag 0.0 ft^2=
Aoi / Agi 0.0
Is Ao > 1.10 * Aoi ?No
=
Is Ao > Reference Area ?No
=
Is Aoi / Agi >= 0.20 ?=Yes
=
Velocity Pressures
psf
When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 26.10-1) :
North Wall =0.8489 South Wall =0.8489 psf East Wall =0.8489 psf West Wall =0.8489 psf
When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Eq 26.10-1) :
North Wall =22.351 psf South Wall =22.351 psf East Wall =22.351 psf West Wall =22.351 psf
qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1
Height Above Base (ft)
North Elevation East Elevation West Elevation
Kz qz Kz qzKzqzKzqz
South Elevation
0.849 22.350.00 0.84922.35 22.35 22.350.8490.849
0.849 22.354.00 0.84922.35 22.35 22.350.8490.849
0.849 22.358.00 0.84922.35 22.35 22.350.8490.849
0.849 22.3512.00 0.84922.35 22.35 22.350.8490.849
7 of 35
2039 N Victoria Dr
8/26/2024
ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
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Pressure Coefficients GCpi Values when elevation receives positive external pressure
0.80 0.80 0.80 0.80
-0.70 -0.70 -0.70 -0.70
GCpi : Internal pressure coefficient, per sec. 26.13 and Table 26.13-1
North South East West
0.0+/-0.0 0.0 0.0+/-
Specify Cp Values from Figure 27.3-1 for Windward, Leeward & Side Walls
Cp Values when elevation receives positive external pressure
Windward Wall
East WestSouth
Leeward Wall
Side Walls
North
+/-+/-
Wind Pressures
Wind Pressures when NORTH Elevation receives positive external wind pressure
psf
Windward Wall Pressures . . .
Height Above Base (ft)
Positive Internal Negative Internal
Pressure (psf)Pressure (psf)
Positive Internal Negative Internal
Leeward Wall Pressures 0.0 0.0
Side Wall Pressures -16.514 -16.514
psf
psf psf
0.00 18.87 18.87
4.00 18.87 18.87
8.00 18.87 18.87
12.00 18.87 18.87
Wind Pressures when SOUTH Elevation receives positive external wind pressure
psf
Windward Wall Pressures . . .
Height Above Base (ft)
Positive Internal Negative Internal
Pressure (psf)Pressure (psf)
Positive Internal Negative Internal
Leeward Wall Pressures 0.0 0.0
Side Wall Pressures -16.514 -16.514
psf
psf psf
0.00 18.87 18.87
4.00 18.87 18.87
8.00 18.87 18.87
12.00 18.87 18.87
Wind Pressures when EAST Elevation receives positive external wind pressure
psf
Windward Wall Pressures . . .
Height Above Base (ft)
Positive Internal Negative Internal
Pressure (psf)Pressure (psf)
Positive Internal Negative Internal
Leeward Wall Pressures 0.0 0.0
Side Wall Pressures -15.544 -15.544
psf
psf psf
0.00 17.76 17.76
4.00 17.76 17.76
8.00 17.76 17.76
12.00 17.76 17.76
8 of 35
2039 N Victoria Dr
8/26/2024
ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Wind Pressures when WEST Elevation receives positive external wind pressure
psf
Windward Wall Pressures . . .
Height Above Base (ft)
Positive Internal Negative Internal
Pressure (psf)Pressure (psf)
Positive Internal Negative Internal
Leeward Wall Pressures 0.0 0.0
Side Wall Pressures -15.544 -15.544
psf
psf psf
0.00 17.76 17.76
4.00 17.76 17.76
8.00 17.76 17.76
12.00 17.76 17.76
Story Forces for Design Wind Load Cases
Values below are calculated based on a building with dimensions B x L x h as defined on the "Basic Values" tab.
Load Case Windward Wall Eccentricity for (ft)Wind Shear Components (k)
In "Y" Direction In "X" Direction Mt, (ft-k)Ht. Range "Y" Shear "X" ShearBuilding level Trib. Height
CASE 1 ---Level 1 -2.92 ------5.0015.00' -> 10.00'---North
CASE 1 ---Level 1 2.92 ------5.0015.00' -> 10.00'---South
CASE 1 ---Level 1 ----5.50 ---5.0015.00' -> 10.00'---East
CASE 1 ---Level 1 ---5.50 ---5.0015.00' -> 10.00'---West
CASE 2 +/- 9.9Level 1 -2.19 ---4.505.0015.00' -> 10.00'---North
CASE 2 +/- 9.9Level 1 2.19 ---4.505.0015.00' -> 10.00'---South
CASE 2 +/- 37.1Level 1 ----4.13 ---5.0015.00' -> 10.00'9.00East
CASE 2 +/- 37.1Level 1 ---4.13 ---5.0015.00' -> 10.00'9.00West
CASE 3 ---Level 1 -2.19 -4.13 ---5.0015.00' -> 10.00'---North & East
CASE 3 ---Level 1 -2.19 4.13 ---5.0015.00' -> 10.00'---North & West
CASE 3 ---Level 1 2.19 4.13 ---5.0015.00' -> 10.00'---South & West
CASE 3 ---Level 1 2.19 -4.13 ---5.0015.00' -> 10.00'---South & East
CASE 4 +/- 35.3Level 1 -1.65 -3.10 4.505.0015.00' -> 10.00'9.00North & East
CASE 4 +/- 35.3Level 1 -1.65 3.10 4.505.0015.00' -> 10.00'9.00North & West
CASE 4 +/- 35.3Level 1 1.65 3.10 4.505.0015.00' -> 10.00'9.00South & West
CASE 4 +/- 35.3Level 1 1.65 -3.10 4.505.0015.00' -> 10.00'9.00South & East
Min per ASCE 27.1.5 ---Level 1 -2.40 ------5.0015.00' -> 10.00'---North
Min per ASCE 27.1.5 ---Level 1 2.40 ------5.0015.00' -> 10.00'---South
Min per ASCE 27.1.5 ---Level 1 ----4.80 ---5.0015.00' -> 10.00'---East
Min per ASCE 27.1.5 ---Level 1 ---4.80 ---5.0015.00' -> 10.00'---West
Base Shear for Design Wind Load Cases North
+Y
Values below are calculated based on a building with dimensions B x L x h as defined on the "General" tab.
Load Case Windward Wall Leeward Wall Wind Base Shear Components (k)West +XIn "Y" Direction In "X" Direction Mt, (ft-k)
Case 1 ---South -2.92 ---North
Case 1 ---North 2.92 ---South
Case 1 ---West ----5.50East
Case 1 ---East ---5.50West
9 of 35
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ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Case 2 +/- 9.9South-2.19 ---North
Case 2 +/- 9.9North2.19 ---South
Case 2 +/- 37.1West----4.13East
Case 2 +/- 37.1East---4.13West
Case 3 ---South & West -2.19 -4.13North & East
Case 3 ---South & East -2.19 4.13North & West
Case 3 ---North & East 2.19 4.13South & West
Case 3 ---North & West 2.19 -4.13South & East
Case 4 +/- 35.3South & West -1.65 -3.10North & East
Case 4 +/- 35.3South & East -1.65 3.10North & West
Case 4 +/- 35.3North & East 1.65 3.10South & West
Case 4 +/- 35.3North & West 1.65 -3.10South & East
Min per ASCE 27.1.5 ---South -2.40 ---North
Min per ASCE 27.1.5 ---North 2.40 ---South
Min per ASCE 27.1.5 ---West ----4.80East
Min per ASCE 27.1.5 ---East ---4.80West
10 of 35
2039 N Victoria Dr
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Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:RB-1
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis 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 :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 9.250 ft
Load for Span Number 2
Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 9.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.919: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 13.750 ft
78.82 psi=
=
1,250.00 psi
6x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 6x10
Maximum Shear Stress Ratio 0.350 : 1
13.750 ft=
=
1,149.34 psi
Maximum Deflection
0 <360
924
Ratio =262119 >=180
Max Downward Transient Deflection 0.097 in 1692Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.175 in Ratio =>=180
Max Upward Total Deflection -0.001 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : Lr Only
n/a
Span: 2 : +D+Lr
Span: 1 : D Only
.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 = 13.750 ft 1 0.594 0.240 0.90 1.000 1.001.00 1.00 3.69 534.7 900.0 1.35 162.01.00 38.81.00
1.00Length = 13.50 ft 2 0.594 0.240 0.90 1.000 1.001.00 1.00 3.69 534.7 900.0 1.35 162.01.00 38.81.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.750 ft 1 0.919 0.350 1.25 1.000 1.001.00 1.00 7.92 1,149.3 1,250.0 2.75 225.01.00 78.81.00
1.00Length = 13.50 ft 2 0.919 0.350 1.25 1.000 1.001.00 1.00 7.92 1,149.3 1,250.0 2.75 225.01.00 78.81.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.750 ft 1 0.797 0.306 1.25 1.000 1.001.00 1.00 6.86 995.7 1,250.0 2.40 225.01.00 68.81.00
11 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:RB-1
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project 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 = 13.50 ft 2 0.797 0.306 1.25 1.000 1.001.00 1.00 6.86 995.7 1,250.0 2.40 225.01.00 68.81.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.750 ft 1 0.201 0.081 1.60 1.000 1.001.00 1.00 2.21 320.8 1,600.0 0.81 288.01.00 23.31.00
1.00Length = 13.50 ft 2 0.201 0.081 1.60 1.000 1.001.00 1.00 2.21 320.8 1,600.0 0.81 288.01.00 23.31.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1561 5.761 0.0000 0.000
+D+Lr 2 0.1752 7.768 0.0000 0.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.650 5.819 1.843
Max Upward from Load Combinations 1.650 5.819 1.843
Max Upward from Load Cases 0.964 3.109 0.942
D Only 0.686 2.710 0.942
+D+Lr 1.650 5.819 1.843
+D+0.750Lr 1.409 5.042 1.618
+0.60D 0.411 1.626 0.565
Lr Only 0.964 3.109 0.901
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2039 N Victoria Dr
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Connections
RB-1 reaction
LL=0.97 kip
DL=0.69 kip
Total 1.66 Kip
Attach with (4) 1/4"x4" lag screws G.F 625 LBS ea - 2500 total capacity - therefore ok
13 of 35
2039 N Victoria Dr
8/26/2024
total capacity - therefore ok
14 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:01-R.R.
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900
900
1350
625
1600
580
180
575 31.21
Analysis 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 :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, Lr = 0.0270 , Tributary Width = 1.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.677: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 7.000 ft
41.74 psi=
=
1,552.50 psi
2x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x8
Maximum Shear Stress Ratio 0.185 : 1
13.438 ft=
=
1,051.55 psi
Maximum Deflection
0 <360
313
Ratio =0 <180
Max Downward Transient Deflection 0.308 in 545Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.536 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 = 14.0 ft 1 0.400 0.110 0.90 1.200 1.151.00 1.00 0.49 447.5 1,117.8 0.13 162.01.00 17.81.00
1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.0 ft 1 0.677 0.185 1.25 1.200 1.151.00 1.00 1.15 1,051.5 1,552.5 0.30 225.01.00 41.71.00
1.00+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.0 ft 1 0.580 0.159 1.25 1.200 1.151.00 1.00 0.99 900.5 1,552.5 0.26 225.01.00 35.71.00
1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.0 ft 1 0.135 0.037 1.60 1.200 1.151.00 1.00 0.29 268.5 1,987.2 0.08 288.01.00 10.71.00
.
15 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:01-R.R.
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.5361 7.051 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 0.329 0.329
Max Upward from Load Combinations 0.329 0.329
Max Upward from Load Cases 0.189 0.189
D Only 0.140 0.140
+D+Lr 0.329 0.329
+D+0.750Lr 0.282 0.282
+0.60D 0.084 0.084
Lr Only 0.189 0.189
16 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:02-C J
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable 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
Analysis 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 :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, Lr = 0.0270 , Tributary Width = 1.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.581: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.500 ft
43.23 psi=
=
1,940.63 psi
2x4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.192 : 1
6.719 ft=
=
1,128.00 psi
Maximum Deflection
0 <360
282
Ratio =0 <180
Max Downward Transient Deflection 0.171 in 490Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.298 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 0.344 0.114 0.90 1.500 1.151.00 1.00 0.12 480.0 1,397.3 0.06 162.01.00 18.41.00
1.00+D+Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.581 0.192 1.25 1.500 1.151.00 1.00 0.29 1,128.0 1,940.6 0.15 225.01.00 43.21.00
1.00+D+0.750Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.498 0.165 1.25 1.500 1.151.00 1.00 0.25 966.0 1,940.6 0.13 225.01.00 37.01.00
1.00+0.60D 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 7.0 ft 1 0.116 0.038 1.60 1.500 1.151.00 1.00 0.07 288.0 2,484.0 0.04 288.01.00 11.01.00
.
17 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:02-C J
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.2978 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 0.165 0.165
Max Upward from Load Combinations 0.165 0.165
Max Upward from Load Cases 0.095 0.095
D Only 0.070 0.070
+D+Lr 0.165 0.165
+D+0.750Lr 0.141 0.141
+0.60D 0.042 0.042
Lr Only 0.095 0.095
18 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:03-RR
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable 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
Analysis 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 :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, Lr = 0.0270 , Tributary Width = 1.0 ft
Point Load : D = 0.0240 k @ 7.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.727: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 7.000 ft
43.39 psi=
=
1,552.50 psi
2x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x8
Maximum Shear Stress Ratio 0.193 : 1
13.438 ft=
=
1,128.26 psi
Maximum Deflection
0 <360
296
Ratio =0 <180
Max Downward Transient Deflection 0.308 in 545Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.567 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 = 14.0 ft 1 0.469 0.120 0.90 1.200 1.151.00 1.00 0.57 524.2 1,117.8 0.14 162.01.00 19.41.00
1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.0 ft 1 0.727 0.193 1.25 1.200 1.151.00 1.00 1.24 1,128.3 1,552.5 0.31 225.01.00 43.41.00
1.00+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.0 ft 1 0.629 0.166 1.25 1.200 1.151.00 1.00 1.07 977.2 1,552.5 0.27 225.01.00 37.41.00
1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 14.0 ft 1 0.158 0.040 1.60 1.200 1.151.00 1.00 0.34 314.5 1,987.2 0.08 288.01.00 11.61.00
.
19 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:03-RR
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.5674 7.051 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 0.341 0.341
Max Upward from Load Combinations 0.341 0.341
Max Upward from Load Cases 0.189 0.189
D Only 0.152 0.152
+D+Lr 0.341 0.341
+D+0.750Lr 0.294 0.294
+0.60D 0.091 0.091
Lr Only 0.189 0.189
20 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:04--RR
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable 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
Analysis 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 :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.020, Lr = 0.0270 , Tributary Width = 1.0 ft
Load for Span Number 2
Uniform Load : D = 0.020, Lr = 0.0270 , Tributary Width = 1.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.670: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 2
Location of maximum on span 7.039 ft
42.06 psi=
=
1,552.50 psi
2x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x8
Maximum Shear Stress Ratio 0.187 : 1
1.000 ft=
=
1,040.85 psi
Maximum Deflection
350 >=240
316
Ratio =200 >=180
Max Downward Transient Deflection 0.305 in 550Ratio =>=240
Max Upward Transient Deflection -0.068 in Ratio =
Max Downward Total Deflection 0.531 in Ratio =>=180
Max Upward Total Deflection -0.119 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : Lr Only
Span: 1 : Lr Only
Span: 2 : +D+Lr
Span: 1 : +D+Lr
.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 = 1.0 ft 1 0.008 0.110 0.90 1.200 1.151.00 1.00 0.01 9.1 1,117.8 0.13 162.01.00 17.91.00
1.00Length = 14.0 ft 2 0.396 0.110 0.90 1.200 1.151.00 1.00 0.49 442.9 1,117.8 0.13 162.01.00 17.91.00
1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 1.0 ft 1 0.014 0.187 1.25 1.200 1.151.00 1.00 0.02 21.5 1,552.5 0.30 225.01.00 42.11.00
1.00Length = 14.0 ft 2 0.670 0.187 1.25 1.200 1.151.00 1.00 1.14 1,040.8 1,552.5 0.30 225.01.00 42.11.00
1.00+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 1.0 ft 1 0.012 0.160 1.25 1.200 1.151.00 1.00 0.02 18.4 1,552.5 0.26 225.01.00 36.01.00
21 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:04--RR
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project 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 = 14.0 ft 2 0.574 0.160 1.25 1.200 1.151.00 1.00 0.98 891.4 1,552.5 0.26 225.01.00 36.01.00
1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 1.0 ft 1 0.003 0.037 1.60 1.200 1.151.00 1.00 0.01 5.5 1,987.2 0.08 288.01.00 10.71.00
1.00Length = 14.0 ft 2 0.134 0.037 1.60 1.200 1.151.00 1.00 0.29 265.7 1,987.2 0.08 288.01.00 10.71.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr10.0000 0.000 -0.1192 0.000
+D+Lr 2 0.5312 7.039 0.0000 0.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.378 0.327
Max Upward from Load Combinations 0.378 0.327
Max Upward from Load Cases 0.217 0.188
D Only 0.161 0.139
+D+Lr 0.378 0.327
+D+0.750Lr 0.323 0.280
+0.60D 0.096 0.084
Lr Only 0.217 0.188
22 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:05-Ridge
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2900
2900
2900
750
2000
1016.535
290
2025 45.07
Analysis 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 :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.180, Lr = 0.270 ksf, Tributary Width = 1.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.673: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 14.000 ft
101.82 psi=
=
3,511.07 psi
5.25x16.0Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
362.50 psi==
Section used for this span 5.25x16.0
Maximum Shear Stress Ratio 0.281 : 1
26.672 ft=
=
2,362.50 psi
Maximum Deflection
0 <240
192
Ratio =0 <180
Max Downward Transient Deflection 1.048 in 320Ratio =>=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.747 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 = 28.0 ft 1 0.374 0.156 0.90 0.969 1.001.00 1.00 17.64 945.0 2,528.0 2.28 261.01.00 40.71.00
1.00+D+Lr 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 28.0 ft 1 0.673 0.281 1.25 0.969 1.001.00 1.00 44.10 2,362.5 3,511.1 5.70 362.51.00 101.81.00
1.00+D+0.750Lr 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 28.0 ft 1 0.572 0.239 1.25 0.969 1.001.00 1.00 37.49 2,008.1 3,511.1 4.85 362.51.00 86.61.00
1.00+0.60D 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 28.0 ft 1 0.126 0.053 1.60 0.969 1.001.00 1.00 10.58 567.0 4,494.2 1.37 464.01.00 24.41.00
.
23 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:05-Ridge
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 1.7466 14.102 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 6.300 6.300
Max Upward from Load Combinations 6.300 6.300
Max Upward from Load Cases 3.780 3.780
D Only 2.520 2.520
+D+Lr 6.300 6.300
+D+0.750Lr 5.355 5.355
+0.60D 1.512 1.512
Lr Only 3.780 3.780
24 of 35
2039 N Victoria Dr
8/26/2024
NF 8/5/2024
Line Level Mark Gross L (ft)2w/l reduc Net L (ft)V(k) (ASD)w (plf)SW Type Uplift Uplift LEFTUplift RIGHT Holddowns
WL 1 MAIN A 11 100%11.0 1.80 164 SW1 (260) OK 1309 209 209 STHD14
WL 2 MAIN B 7.5 100%7.5 1.80 240 SW1 (260) OK 1920 1170 1170 STHD14
WL 3 MAIN C 23.5 100%15.0 3.80 253 SW1 (260) OK 2027 -3848 -3848 No Uplift Not Required OK
WL 4 MAIN D 3.25 93%3.0 1.20 398 SW4 3181 2369 2369 STHD14
WL 1 Upper A 10.5 100%10.5 0.90 86 SW1 (260) OK 1286 -1707 -1707 No Uplift Not Required OK
WL 2 Upper B 14.5 100%14.5 1.50 103 SW1 (260) OK 1552 -2581 -2581 No Uplift Not Required OK
WL 3 Upper C 4.5 82%15.0 1.20 80 SW1 (260) OK 1200 -83 -83 No Uplift Not Required OK
SUMMARY OF LATERAL FORCES (ASD)
25 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:Short Ceiling Joist
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
Stud
700
700
850
625
1400
510
180
450 31.21
Analysis 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 :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 1.330 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.239: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.250 ft
10.15 psi=
=
700.00 psi
2x6Section 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 2x6
Maximum Shear Stress Ratio 0.056 : 1
6.049 ft=
=
167.18 psi
Maximum Deflection
0 <360
2817
Ratio =0 <180
Max Downward Transient Deflection 0.018 in 4226Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.028 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 = 6.50 ft 1 0.088 0.021 0.90 1.000 1.001.00 1.00 0.04 55.7 630.0 0.02 162.01.00 3.41.00
1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.50 ft 1 0.239 0.056 1.00 1.000 1.001.00 1.00 0.11 167.2 700.0 0.06 180.01.00 10.21.00
1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.50 ft 1 0.159 0.038 1.25 1.000 1.001.00 1.00 0.09 139.3 875.0 0.05 225.01.00 8.51.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 6.50 ft 1 0.030 0.007 1.60 1.000 1.001.00 1.00 0.02 33.4 1,120.0 0.01 288.01.00 2.01.00
.
26 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:Short Ceiling Joist
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.0277 3.274 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 0.065 0.065
Max Upward from Load Combinations 0.065 0.065
Max Upward from Load Cases 0.043 0.043
D Only 0.022 0.022
+D+L 0.065 0.065
+D+0.750L 0.054 0.054
+0.60D 0.013 0.013
L Only 0.043 0.043
27 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:Long Ceiling Joists
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900
900
1350
625
1600
580
180
575 31.21
Analysis 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 :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 1.330 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.572: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 6.500 ft
22.03 psi=
=
1,170.00 psi
2x6Section 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 2x6
Maximum Shear Stress Ratio 0.122 : 1
12.573 ft=
=
668.74 psi
Maximum Deflection
0 <360
402
Ratio =0 <180
Max Downward Transient Deflection 0.258 in 603Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.388 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 = 13.0 ft 1 0.212 0.045 0.90 1.300 1.001.00 1.00 0.14 222.9 1,053.0 0.04 162.01.00 7.31.00
1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.0 ft 1 0.572 0.122 1.00 1.300 1.001.00 1.00 0.42 668.7 1,170.0 0.12 180.01.00 22.01.00
1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.0 ft 1 0.381 0.082 1.25 1.300 1.001.00 1.00 0.35 557.3 1,462.5 0.10 225.01.00 18.41.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 13.0 ft 1 0.071 0.015 1.60 1.300 1.001.00 1.00 0.08 133.7 1,872.0 0.02 288.01.00 4.41.00
.
28 of 35
2039 N Victoria Dr
8/26/2024
Wood Beam
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:Long Ceiling Joists
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.3875 6.547 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 0.130 0.130
Max Upward from Load Combinations 0.130 0.130
Max Upward from Load Cases 0.086 0.086
D Only 0.043 0.043
+D+L 0.130 0.130
+D+0.750L 0.108 0.108
+0.60D 0.026 0.026
L Only 0.086 0.086
29 of 35
2039 N Victoria Dr
8/26/2024
Steel Column
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:Patio Column
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
.Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Top Free, Bottom FixedAnalysis Method :
8Overall Column Height
Top & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :
46.0
ft
E : Elastic Bending Modulus
Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 2.1
Unbraced Length for buckling ABOUT Y-Y Axis = 10 ft, K = 2.1
Brace condition :
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 0.0 lbs * Dead Load Factor
AXIAL LOADS . . .
Axial Load at 8.0 ft, D = 0.90, LR = 1.510 k
BENDING LOADS . . .
Lat. Point Load at 8.0 ft creating Mx-x, W = 0.6520, E = 1.270 k
.DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.0
Location of max.above base 0.0 ft
0.0 k
0.0 k
0.0 k-ft
Load Combination 0.0
Load Combination 0.0
0.0 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
0.0 k
0.0 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
0.0 k-ft
0.0 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : Applied
Vn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 k
Bottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 1.270 k
Maximum Load Deflections . . .
Along Y-Y 0.1285 in at 8.0 ft above base
for load combination :E Only
Along X-X 0.0 in at 0.0 ft above base
for load combination :
0.0
.
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00
+D+Lr PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00
+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00
+D+0.60W PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00
+D+0.750Lr+0.450W PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00
+D+0.450W PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00
+0.60D+0.60W PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00
+D+0.70E PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00
+D+0.5250E PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00
+0.60D+0.70E PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00
.
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 0.900
+D+Lr 2.410
+D+0.750Lr 2.033
+D+0.60W 0.900 0.391 -3.130
30 of 35
2039 N Victoria Dr
8/26/2024
Steel Column
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:Patio Column
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
+D+0.750Lr+0.450W 2.033 0.293 -2.347
+D+0.450W 0.900 0.293 -2.347
+0.60D+0.60W 0.540 0.391 -3.130
+D+0.70E 0.900 0.889 -7.112
+D+0.5250E 0.900 0.667 -5.334
+0.60D+0.70E 0.540 0.889 -7.112
Lr Only 1.510
W Only 0.652 -5.216
E Only 1.270 -10.160
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 2.410
Minimum"0.652 -5.216
MaximumReaction, X-X Axis Base 0.900
Minimum"0.900
MaximumReaction, Y-Y Axis Base 1.270 -10.160
Minimum"0.900
MaximumReaction, X-X Axis Top 0.900
Minimum"0.900
MaximumReaction, Y-Y Axis Top 0.900
Minimum"0.900
MaximumMoment, X-X Axis Base 0.900
Minimum"1.270-10.160 -10.160
MaximumMoment, Y-Y Axis Base 0.900
Minimum"0.900
MaximumMoment, X-X Axis Top 0.900
Minimum"0.900
MaximumMoment, Y-Y Axis Top 0.900
Minimum"0.900
.Maximum Deflections for Load Combinations
Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftftinin0.000
+D+Lr 0.0000 0.000 0.000 ftftinin0.000
+D+0.750Lr 0.0000 0.000 0.000 ftftinin0.000
+D+0.60W 0.0000 0.040 8.000 ftftinin0.000
+D+0.750Lr+0.450W 0.0000 0.030 8.000 ftftinin0.000
+D+0.450W 0.0000 0.030 8.000 ftftinin0.000
+0.60D+0.60W 0.0000 0.040 8.000 ftftinin0.000
+D+0.70E 0.0000 0.090 8.000 ftftinin0.000
+D+0.5250E 0.0000 0.067 8.000 ftftinin0.000
+0.60D+0.70E 0.0000 0.090 8.000 ftftinin0.000
Lr Only 0.0000 0.000 0.000 ftftinin0.000
W Only 0.0000 0.066 8.000 ftftinin0.000
E Only 0.0000 0.127 7.946 ftftinin0.000
.Steel Section Properties :
Steel Section Properties :
31 of 35
2039 N Victoria Dr
8/26/2024
Steel Column
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:Patio Column
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
R xx =
0.000
in
Depth =0.000 in
R yy =
0.000
in
J =0.000 in^4
Flange Width =0.000 in
Flange Thick
=
0.000 in
Area
=
0.000 in^2
Weight =0.000 plf
I xx =0.00 in^4
S xx =0.00 in^3Web Thick =0.000 in
I yy =0.000 in^4
S yy =0.000 in^3
Ycg =0.000 in
Sketches
32 of 35
2039 N Victoria Dr
8/26/2024
General Footing
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:Continuous Footing
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
250.0
ksi No
ksfAllowable Soil Bearing =
=
2.50
60.0
3,122.0
145.0
=0.30Flexure=0.90
Shear =
ValuesM
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:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than
=ft
:
=
Add 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
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
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
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
0.8750 1.50
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
=
33 of 35
2039 N Victoria Dr
8/26/2024
General Footing
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:Continuous Footing
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.4925 Soil Bearing 0.7388 ksf 1.50 ksf +D+Lr 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 0.03694 Z Flexure (+X)0.4313 k-ft/ft 11.674 k-ft/ft +1.20D+1.60Lr
PASS 0.03694 Z Flexure (-X)0.4313 k-ft/ft 11.674 k-ft/ft +1.20D+1.60Lr
PASS 0.03694 X Flexure (+Z)0.4313 k-ft/ft 11.674 k-ft/ft +1.20D+1.60Lr
PASS 0.03694 X Flexure (-Z)0.4313 k-ft/ft 11.674 k-ft/ft +1.20D+1.60Lr
PASS 0.02556 1-way Shear (+X)1.917 psi 75.0 psi +1.20D+1.60Lr
PASS 0.02556 1-way Shear (-X)1.917 psi 75.0 psi +1.20D+1.60Lr
PASS 0.02556 1-way Shear (+Z)1.917 psi 75.0 psi +1.20D+1.60Lr
PASS 0.02556 1-way Shear (-Z)1.917 psi 75.0 psi +1.20D+1.60Lr
PASS 0.06074 2-way Punching 9.111 psi 150.0 psi +1.20D+1.60Lr
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...
X-X, D Only 1.50 n/a0.3638 0.3638 n/a 0.2430.0n/a
X-X, +D+Lr 1.50 n/a0.7388 0.7388 n/a 0.4930.0n/a
X-X, +D+0.750Lr 1.50 n/a0.6450 0.6450 n/a 0.4300.0n/a
X-X, +0.60D 1.50 n/a0.2183 0.2183 n/a 0.1460.0n/a
Z-Z, D Only 1.50 0.3638n/a n/a 0.3638 0.243n/a0.0
Z-Z, +D+Lr 1.50 0.7388n/a n/a 0.7388 0.493n/a0.0
Z-Z, +D+0.750Lr 1.50 0.6450n/a n/a 0.6450 0.430n/a0.0
Z-Z, +0.60D 1.50 0.2183n/a n/a 0.2183 0.146n/a0.0
Rotation Axis &
Overturning Stability
Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio
Footing Has NO Overturning
Force Application Axis
Sliding Stability All units k
Load Combination...StatusSliding Force Resisting Force Stability Ratio
Footing Has NO Sliding
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMuSide
Surface
Gvrn. As Phi*Mn
X-X, +1.40D 0.1531 +Z Bottom 0.2592 AsMin 0.30 11.674 OK
X-X, +1.40D 0.1531 -Z Bottom 0.2592 AsMin 0.30 11.674 OK
X-X, +1.20D+0.50Lr 0.2250 +Z Bottom 0.2592 AsMin 0.30 11.674 OK
X-X, +1.20D+0.50Lr 0.2250 -Z Bottom 0.2592 AsMin 0.30 11.674 OK
X-X, +1.20D 0.1313 +Z Bottom 0.2592 AsMin 0.30 11.674 OK
X-X, +1.20D 0.1313 -Z Bottom 0.2592 AsMin 0.30 11.674 OK
X-X, +1.20D+1.60Lr 0.4313 +Z Bottom 0.2592 AsMin 0.30 11.674 OK
X-X, +1.20D+1.60Lr 0.4313 -Z Bottom 0.2592 AsMin 0.30 11.674 OK
X-X, +0.90D 0.09844 +Z Bottom 0.2592 AsMin 0.30 11.674 OK
X-X, +0.90D 0.09844 -Z Bottom 0.2592 AsMin 0.30 11.674 OK
Z-Z, +1.40D 0.1531 -X Bottom 0.2592 AsMin 0.30 11.674 OK
Z-Z, +1.40D 0.1531 +X Bottom 0.2592 AsMin 0.30 11.674 OK
Z-Z, +1.20D+0.50Lr 0.2250 -X Bottom 0.2592 AsMin 0.30 11.674 OK
Z-Z, +1.20D+0.50Lr 0.2250 +X Bottom 0.2592 AsMin 0.30 11.674 OK
Z-Z, +1.20D 0.1313 -X Bottom 0.2592 AsMin 0.30 11.674 OK
Z-Z, +1.20D 0.1313 +X Bottom 0.2592 AsMin 0.30 11.674 OK
Z-Z, +1.20D+1.60Lr 0.4313 -X Bottom 0.2592 AsMin 0.30 11.674 OK
34 of 35
2039 N Victoria Dr
8/26/2024
General Footing
LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION:Continuous Footing
Project File: Victoria Calcs.ec6
Project Title:
Engineer:
Project 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 StatusMuSide
Surface
Gvrn. As Phi*Mn
Z-Z, +1.20D+1.60Lr 0.4313 +X Bottom 0.2592 AsMin 0.30 11.674 OK
Z-Z, +0.90D 0.09844 -X Bottom 0.2592 AsMin 0.30 11.674 OK
Z-Z, +0.90D 0.09844 +X Bottom 0.2592 AsMin 0.30 11.674 OK
One Way Shear
Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status
+1.40D 0.68 0.68 0.68 0.68 0.68 75.00 0.01psipsipsipsipsipsi OK
+1.20D+0.50Lr 1.00 1.00 1.00 1.00 1.00 75.00 0.01psipsipsipsipsipsi OK
+1.20D 0.58 0.58 0.58 0.58 0.58 75.00 0.01psipsipsipsipsipsi OK
+1.20D+1.60Lr 1.92 1.92 1.92 1.92 1.92 75.00 0.03psipsipsipsipsipsi OK
+0.90D 0.44 0.44 0.44 0.44 0.44 75.00 0.01psipsipsipsipsipsi OK
Vu / Phi*Vn
Two-Way "Punching" Shear All units k
StatusVuPhi*VnLoad Combination...
+1.40D 3.24 150.00 0.02157 OKpsipsi
+1.20D+0.50Lr 4.75 150.00 0.03169 OKpsipsi
+1.20D 2.77 150.00 0.01849 OKpsipsi
+1.20D+1.60Lr 9.11 150.00 0.06074 OKpsipsi
+0.90D 2.08 150.00 0.01386 OKpsipsi
35 of 35
2039 N Victoria Dr
8/26/2024
ISSUES & REVISIONS
SHEET #:
DATE:
TITLE:
In
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D E S I G N / I N T E R I O R S
(562) 843-0276
919 Crossley Road
aehammons@gmail.com
Palm Springs, California 92264
P L A N N I N G
AEH Design, Inc.
Aaron Hammons
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(E) POOL
HOUSE
UNDER
SEPARATE
PERMIT
(E) 6'-0" HIGH
CONCRETE BLOCK WALL
Site PlanNORTH
VI
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A
S
T
R
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⅊ 200'-0"
⅊
℄
01-A-100
ARCHITECTURAL
SITE PLAN
90
'
-
0
"
10'-0"
SETBACK
5'
-
0
"
SE
T
B
A
C
K
37'-3"
20
'
-
1
"
(N) COCKTAIL
POOL (UNDER SEPERATE
PERMIT)
(E)
RESIDENCE
13'-10
12
" 13'-11
12
"
19
'
-
1
12"
(N) PATIO
COVER
4'
-
0
12"
EX
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G
P
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H
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S
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12'-0"
5'-0" SETBACK POOL EQUIPMENT
7'-0"
7'
-
0
"
16
'
-
4
12"
16'-6"
(E) 6'-0" HIGH
CONCRETE BLOCK WALL
⅊
90
'
-
0
"
⅊ 200'-0"
27'-10"
(E) FIRE HYDRANT
132'-8"
200'-0"
(E
)
6
'
-
0
"
H
I
G
H
CO
N
C
R
E
T
E
B
L
O
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K
W
A
L
L
(N) 400 AMP MAIN PANEL
W/ DOG HOUSE AND ENCLOSURE
(E) POLE WITH NEW
UNDER GROUND
SERVICE
(N) 200 AMP
SUB PANEL W/
SURROUND
3'
-
0
"
SE
T
B
A
C
K
4'-0"
SETBACK
20'-0"
SETBACK
4'
-
0
"
8'-3"
1-HOUR FIRE WALL
SEE 1/01-A-502
12
'
-
1
"
EX
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A
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K
14
'
-
4
"
EX
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H
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S
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B
A
C
K
29'-8"
EXISTING POOL HOUSE SETBACK
58'-10"
EXISTING HOUSE SETBACK
(E) WATER
HEATER W/
SURROUND
(N) 3'-0" HIGH
CONCRETE / METAL FENCE
(N) 3'-0" HIGH
16"X16" CONCRETE PILASTER
PROJECT SCOPE
THE PROJECT IS DESCRIBED AS INTERIOR REMODEL OF AN
EXISTING SINGLE FAMILY HOUSE AND NEW PATIO COVER.
REMODEL OF AN EXISTING POOL HOUSE & ADD 230 SQ. FT.
NEW PATIO COVER 530 SQ. FT. W/ BARBEQUE AND SINK
NEW 3'-0" TALL FRONT YARD PERIMETER FENCE COMPRISING
CONCRETE (16" AT BASE) AND METAL RAILING (20" AT TOP)
SUB PANEL DOGHOUSE
AND ENCLOSURE
Revision to 101120131 (issued on 7/24/24)
Rev 2 #101123088
APPROVALS:
PLNG - C. Santana
BLDG - J.Lo
2039 N Victoria Dr - REV
24/22/2025
3.5"X9.25" 2.2E PSL
EAVE BEAM
COVERED PATIO
FRAMING
NEW COVERED PATIO
2039 N VICTORIA DR
SANTA ANA, CA, 92706
24-1055
9/13/2024
3/8" = 1'-0"
S101
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
(E) LIVING
ROOM
(E) DINING
13'-10 1/2"13'-4 1/2"
27'-9"
19
'
-
1
1
/
2
"
9'
-
2
1
/
4
"
9'
-
2
1
/
4
"
5.25"X16" 2.2E PSL RIDGE BEAM
3.
2
5
"
X
1
4
"
2
.
2
E
P
S
L
K
I
N
G
P
O
S
T
B
E
A
M
3.5"X9.25" 2.2E PSL
EAVE BEAM
3.5"X9.25" 2.2E PSL
EAVE BEAM
3.5"X9.25" 2.2E PSL
EAVE BEAM
3.
5
"
X
9
.
2
5
"
2
.
2
E
P
S
L
(S
U
P
P
O
R
T
I
N
G
RI
D
G
E
B
E
A
M
)
4
S102
5
S102
5
S102
6
S102
1
S102
2
S102
2
S102
2x
6
R
R
@
2
4
"
O
.
C
.
2x
6
R
R
@
2
4
"
O
.
C
.
2x
6
R
R
@
2
4
"
O
.
C
.
2x
6
R
R
@
2
4
"
O
.
C
.
24"X24" CONCRETE FOOTING
(DETAIL 7/S102)
24"X24" CONCRETE
FOOTING (DETAIL 7/S102)
24"X24" CONCRETE FOOTING (DETAIL 7/S102)
24"X24" CONCRETE FOOTING (DETAIL 7/S102)
3
S102
HSS4X4X0.25 STEEL POST
HSS4X4X0.25 STEEL POST
HSS4X4X0.25 STEEL POST
HSS4X4X0.25 STEEL POST
4" CONCRETE SLAB WITH
THICKENED PERIMETER
EDGE (DETAIL 8/S102)
2039 N Victoria Dr - REV
24/22/2025
1 2
4 5 6
3
7 8 STRUCTURAL
DETAILS
NEW COVERED PATIO
2039 N VICTORIA DR
SANTA ANA, CA, 92706
24-1055
9/13/2024
NTS
S102
Jeffrey Schaefer, P.E.
(562) 850-1223
License Number - C91734
Expiration Date - Dec 31, 2026
3325 E 4th St.
Long Beach, CA 90814
ROOF RIDGE BEAM
(N) 2x6 Roof rafter @ 24" o.c.
Attach blocking to ridge beam using
Simpson A35 clip every 30" o.c.
5.25"x16" 2.2E PSL
Ridge beam
Attach roof rafters to ridge beam using
angled Simpson joist hangers
7/16" Roof sheathing with w/
8D nailing @ 6,6,12" O.C.
ROOF EAVE BEAM
2x Fascia
(N) 3.5"X9.25" 2.2E
PSL Eave beam.
2x Blocking
Attach 2x roof blocking to eave beam using
Simpson A35 shear clips installed at 30" o.c.
Attach rafter to eave beam
using Simpson H2.5A Tie
Edge Nailing per plan
2X6 Patio roof rafter @ 24" o.c.
Use DF No.2
Rafter tail trimmed
to resemble 2x4
ROOF RIDGE BEAM TO KING POST BEAM
(N) 5.25" X 16" 2.2E
PSL Roof ridge beam.
Attach roof rafters using Simpson H2.5A
(N) 3.5" X 14" 2.2E PSL
King post beam.
(N) Simpson ECCU46 bracket
(N) 4x6 post
(N) Inverted Simpson CCU44 bracket
2X6 #2 RR @ 24" O.C.
7/16" Plywood CDX w/ 8D
@ 6,6,12" O.C
HSS4X4X0.25 steel post
3.5"x14" 2.2E PSL King
Post Beam3.5"x9.25" 2.2E PSL
Eave Beam
Attach PSL beam using Simpson
ECCLLQ / ECCLRQ column cap
BEAM TO POST CONNECTION (TYP CORNER)BEAM TO POST CONNECTION (TYP MID)
Attach beams and column using
Simpson column cap (CC44).
HSS4X4X0.25 steel post
3.5"x9.25" 2.2E PSL
Eave Beam
ROOF RIDGE BEAM TO PERIMETER WALL
(N) 5.25" X 16" 2.2E
PSL Roof ridge beam.
Attach roof rafters using Simpson H2.5A
(N) 3.5" X 9.25" 2.2E PSL beam (header)
spanning entire wall width above top plate
(N) Simpson ECCU46 bracket
2X6 #2 RR @ 24" O.C.
7/16" Plywood CDX w/ 8D
@ 6,6,12" O.C
Over framing onto
existing roof
Existing roof rafters
Pine T&G ceiling planks
Pine T&G ceiling planks (N) Simpson LTP4 plate every 30" o.c.
24"
HSS4X4X0.25 steel post
2) #5 rebar at top and bottom
10x10x1/4" Base Plate
welded to column in shop
30
"
3"
Weld bracket to post
Weld bracket to post
18
"
4" concrete slab using
min 2,500 psi concrete
#4 rebar @ 16" o.c. each way
throughout slab
Bend (2) reinforcing and extend into post
footing for min 12" depth
POST TO FOOTING CONNECTION (TYP)PATIO SLAB ON GRADE
4" concrete slab using min 2,500 psi
concrete
#4 rebar @ 16" o.c. each way
throughout slab
#4 vertical reinforcement every 24" o.c. Bend
reinforcing and extend into slab min 24"
#4 rebar at bot and top of
thickened edge with 3"
clear cover
12"
12
"
Thicken perimeter edge to
depth of 12" for 12" width
2039 N Victoria Dr - REV
24/22/2025
Structural Calculations
Project Address: 2039 Victoria Dr, Santa Ana, CA
Building Description: Rear Patio Cover (For SFD)
Engineer: Jeffrey Schaefer
2039 N Victoria Dr - REV
24/22/2025
DATE: 1/22/2025 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS:
--
PROJECT SUMMARY
Project Name: 2039 Victoria Dr - Patio Cover
Governing Codes:Building Code: 2022 California Building CodeASCE: ASCE 7-22Steel: AISC 360-16Concrete: ACI 318-19Masonry: TMS 402/602-16
Page 1
2022 California Building Code ASDPROJECT: 2039 Victoria Dr - Patio Cover
Module Location: Patio Roof Rafter
Module Level: Roof
Module Type: Roof Rafter
Material Type: Solid Sawn Douglas Fir-Larch No. 2
Member Dimensions: (1) 1.5 in. X 5.5 in. X 9.19 ft @ 24 in. Spacing
Section Adequacy:9.43%
Controlling Factor: Bending Stress Y
Module Location: Patio Roof Ridge
Module Level: Roof
Module Type: Roof Beam
Material Type: Structural Composite Lumber Weyerhaeuser 2.2E Parallam
PSL
Member Dimensions: (1) 5.25 in. X 16 in. X 27.75 ft
Section Adequacy:34.69%
Controlling Factor: Bending Stress Y
Module Location: Roof King Post Beam
Module Level: Roof
Module Type: Roof Beam
Material Type: Structural Composite Lumber Weyerhaeuser 2.2E Parallam
PSL
Member Dimensions: (1) 3.5 in. X 14 in. X 19.12 ft
Section Adequacy:8.37%
Controlling Factor: Bending Stress Y
Module Location: Eave Beam
Module Level: Roof
Module Type: Roof Beam
Material Type: Structural Composite Lumber Weyerhaeuser 2.2E Parallam
PSL
Member Dimensions: (1) 3.5 in. X 9.25 in. X 13.88 ft
Section Adequacy:65.89%
Controlling Factor: Bending Stress Y
Module Location: PSL top plate (Door Header with Ridge)
Module Level: Main Floor
Module Type: Floor Beam
Material Type: Structural Composite Lumber Weyerhaeuser 2.2E Parallam
PSL
Member Dimensions: (1) 3.5 in. X 9.25 in. X 11.17 ft
Section Adequacy:18.11%
Controlling Factor: Shear Stress Y
Module Location: King Post Footing
Module Level: Basement
Module Type: Isolated Footing
Material Type: Concrete
Member Dimensions: 2 ft. wide X 24 in. tall X 2 ft long
Section Adequacy:9.83%
Controlling Factor: Soil Bearing Pressure
2039 N Victoria Dr - REV
24/22/2025
Page 2
2022 California Building Code ASDPROJECT: 2039 Victoria Dr - Patio Cover
Reinforcement: # 4 - Longitudinal: 6 Bars. Transversal: 6 Bars
Module Location: Existing Footing (Supporting PSL Header End)
South
Module Level: Basement
Module Type: Continuous Footing
Material Type: Concrete
Member Dimensions: 1 ft. wide X 12 in. tall
Section Adequacy:7.12%
Controlling Factor: Soil Bearing Pressure
Reinforcement: # 4 - Longitudinal: 0 Bars. Transversal: 6" O.C. Spacing
Module Location: Existing Footing (Supporting PSL Header End)
North
Module Level: Basement
Module Type: Isolated Footing
Material Type: Concrete
Member Dimensions: 1 ft. wide X 12 in. tall X 2 ft long
Section Adequacy:3.6%
Controlling Factor: Soil Bearing Pressure
Reinforcement: Unreinforced (Plain)
Module Location: Eave Post Footing
Module Level: Basement
Module Type: Isolated Footing
Material Type: Concrete
Member Dimensions: 2 ft. wide X 24 in. tall X 2 ft long
Section Adequacy:37.5%
Controlling Factor: Soil Bearing Pressure
Reinforcement: # 4 - Longitudinal: 6 Bars. Transversal: 6 Bars
2039 N Victoria Dr - REV
24/22/2025
PASS
DATE: 1/22/2025 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME:2039 Victoria Dr - Patio Cover
--
LEVEL: Roof LOADING: LRFD
MEMBER NAME: Patio Roof Rafter CODE: 2022 California Building Code
MEMBER TYPE: ROOF RAFTER NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 1.5 X 5.5 24 (in) O.C. DRY
Patio Roof Rafter DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 9.188 Member Slope (in): 4/12 Actual Length (ft): 9.69 Roof Pitch (in): 4/12 O.C. Spacing (in): 24
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
8.25 20.8 1.55 1.88 1 0.5 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 900 575 180 1350 625 1600 580
Adjusted Values 2905 1615 389 3208 939 1600 868
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
CM 1 1 1 1 1 1 1
CT 1 1 1 1 1 1 1
Ci 1 1 1 1 1 1 1
CF 1.3 1.3 1 1.1 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1.15
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 9.188 0 9.1875 3.062667
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Compressive Stress (psi)
Tensile Stress (psi)
Bearing Stress (psi)
Bending-Compression (Unit)
Bending-Tension (Unit)
PASS/FAIL
PASS (68.0%)
PASS (9.4%)
PASS (55.8%)
PASS (98.4%)
PASS (98.3%)
PASS (87.7%)
PASS (9.4%)
PASS (9.4%)
MAGNITUDE
99.6
2104.9
0.214
22.1
22.1
115.5
0.91
0.91
STRENGTH
311.0
2323.9
0.484 (=L/240)
1421.6
1291.7
939.4
1.00
1.00
LOCATION (ft)
9.188
4.594
4.594
0
9.188
0
4.594
4.686
LOAD COMBO
1.2D+1.6Lr-0.5W(-)
1.2D+1.6Lr-0.5W(-)
Lr
1.2D+1.6Lr-0.5W(-)
1.2D+1.6Lr-0.5W(-)
1.2D+1.6Lr-0.5W(-)
1.2D+1.6Lr-0.5W(-)
1.2D+1.6Lr-0.5W(-)
TIME EFFECT λ
0.8
0.8
0.8
0.8
0.8
0.8
0.8
Page 3
2022 California Building Code LRFDPROJECT: 2039 Victoria Dr - Patio Cover
2039 N Victoria Dr - REV
24/22/2025
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF WIND - TOTALY axis
A 154 194 -165 183
B 154 194 -165 183
Reaction Location
A BLOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft²) Roof Live 20 20 0 9.188 RoofLive Y
Uniform (lbf/ft²) Roof Dead 15 15 0 9.188 Dead Y
Uniform (lbf/ft²) Uniform -17 -17 0 9.188 WindMinus Y
Self Weight (lbf/ft) - 1.88 1.88 0 9.188 Dead Y
Page 4
2022 California Building Code LRFDPROJECT: 2039 Victoria Dr - Patio Cover
Member Name: Patio Roof Rafter 2039 N Victoria Dr - REV
24/22/2025
PASS
DATE: 1/22/2025 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME:2039 Victoria Dr - Patio Cover
--
LEVEL: Roof LOADING: LRFD
MEMBER NAME: Patio Roof Ridge CODE: 2022 California Building Code
MEMBER TYPE: ROOF BEAM NDS: 2018 NDS
MATERIAL: Structural Composite Lumber
Weyerhaeuser 2.2E Parallam PSL (1) 5.25 X 16 DRY
Patio Roof Ridge DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 27.75 Member Slope (in): 0/12 Actual Length (ft): 27.75
Area Ix Iy BSW Lams Cfn Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
84 1792 192.94 26.25 1 9 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 2900 2300 290 2900 625 2200 1118.19
Adjusted Values 6261 4968 626 6264 939 2200 1673
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
CM 1 1 1 1 1 1 1
CT 1 1 1 1 1 1 1
Bending Adjustment Factors C V = 0.97C r = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 27.75 0 27.75 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (69.6%)
PASS (34.7%)
PASS (52.8%)
PASS (50.6%)
MAGNITUDE
152.2
3168.3
0.655
463.9
STRENGTH
501.1
4851.3
1.388 (=L/240)
939.4
LOCATION (ft)
0
13.875
13.875
0
LOAD COMBO
1.2D+1.6Lr-0.5W(-)
1.2D+1.6Lr-0.5W(-)
Lr
1.2D+1.6Lr-0.5W(-)
TIME EFFECT λ
0.8
0.8
0.8
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF WIND - TOTALY axis
A 2570 2685 -2289 2966
B 2570 2685 -2289 2966
Reaction Location
A B
Page 5
2022 California Building Code LRFDPROJECT: 2039 Victoria Dr - Patio Cover
2039 N Victoria Dr - REV
24/22/2025
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) Roof Live 193.5 193.5 0 27.75 RoofLive Y
Uniform (lbf/ft) Roof Dead 159 159 0 27.75 Dead Y
Uniform (lbf/ft) Uplift -165 -165 0 27.75 WindMinus Y
Self Weight (lbf/ft) - 26.25 26.25 0 27.75 Dead Y
Page 6
2022 California Building Code LRFDPROJECT: 2039 Victoria Dr - Patio Cover
Member Name: Patio Roof Ridge 2039 N Victoria Dr - REV
24/22/2025
PASS
DATE: 1/22/2025 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME:2039 Victoria Dr - Patio Cover
--
LEVEL: Roof LOADING: LRFD
MEMBER NAME: Roof King Post Beam CODE: 2022 California Building Code
MEMBER TYPE: ROOF BEAM NDS: 2018 NDS
MATERIAL: Structural Composite Lumber
Weyerhaeuser 2.2E Parallam PSL (1) 3.5 X 14 DRY
Roof King Post Beam DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 19.125 Member Slope (in): 0/12 Actual Length (ft): 19.13
Area Ix Iy BSW Lams Cfn Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
49 800.33 50.02 15.31 1 9 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 2900 2300 290 2900 625 2200 1118.19
Adjusted Values 6261 4968 626 6264 939 2200 1673
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
CM 1 1 1 1 1 1 1
CT 1 1 1 1 1 1 1
Bending Adjustment Factors C V = 0.98C r = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 19.125 0 19.125 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (71.6%)
PASS (8.4%)
PASS (59.8%)
PASS (59.5%)
MAGNITUDE
142.5
4511.6
0.384
380.1
STRENGTH
501.1
4923.8
0.956 (=L/240)
939.4
LOCATION (ft)
19.125
9.562
9.562
19.125
LOAD COMBO
1.2D+1.6Lr-0.5W(-)
1.2D+1.6Lr-0.5W(-)
Lr
1.2D+1.6Lr-0.5W(-)
TIME EFFECT λ
0.8
0.8
0.8
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF WIND - TOTALY axis
A 1613 1342 -1144 1811
B 1613 1343 -1145 1811
Reaction Location
A B
Page 7
2022 California Building Code LRFDPROJECT: 2039 Victoria Dr - Patio Cover
2039 N Victoria Dr - REV
24/22/2025
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Trapezoidal (lbf/ft) Wall 0 38 0 9.563 Dead Y
Trapezoidal (lbf/ft) Wall 38 0 9.563 19.125 Dead Y
Point (lbf) Ridge Roof Live 2685 - 9.563 - RoofLive Y
Point (lbf) Ridge Roof Dead 2570 - 9.563 - Dead Y
Point (lbf) Ridge Uplift -2289 - 9.563 - WindMinus Y
Self Weight (lbf/ft) - 15.31 15.31 0 19.125 Dead Y
Page 8
2022 California Building Code LRFDPROJECT: 2039 Victoria Dr - Patio Cover
Member Name: Roof King Post Beam 2039 N Victoria Dr - REV
24/22/2025
PASS
DATE: 1/22/2025 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME:2039 Victoria Dr - Patio Cover
--
LEVEL: Roof LOADING: LRFD
MEMBER NAME: Eave Beam CODE: 2022 California Building Code
MEMBER TYPE: ROOF BEAM NDS: 2018 NDS
MATERIAL: Structural Composite Lumber
Weyerhaeuser 2.2E Parallam PSL (1) 3.5 X 9.25 DRY
Eave Beam DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 13.875 Member Slope (in): 0/12 Actual Length (ft): 13.88
Area Ix Iy BSW Lams Cfn Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
32.38 230.84 33.05 10.12 1 9 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 2900 2300 290 2900 625 2200 1118.19
Adjusted Values 6261 4968 626 6264 939 2200 1673
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
CM 1 1 1 1 1 1 1
CT 1 1 1 1 1 1 1
Bending Adjustment Factors C V = 1.03C r = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 13.875 0 13.875 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (80.5%)
PASS (65.9%)
PASS (77.0%)
PASS (81.7%)
MAGNITUDE
97.7
1758.8
0.159
172.2
STRENGTH
501.1
5155.9
0.694 (=L/240)
939.4
LOCATION (ft)
0
6.938
6.938
0
LOAD COMBO
1.2D+1.6Lr-0.5W(-)
1.2D+1.6Lr-0.5W(-)
Lr
1.2D+1.6Lr-0.5W(-)
TIME EFFECT λ
0.8
0.8
0.8
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF WIND - TOTALY axis
A 622 673 -572 723
B 622 673 -572 723
Reaction Location
A B
Page 9
2022 California Building Code LRFDPROJECT: 2039 Victoria Dr - Patio Cover
2039 N Victoria Dr - REV
24/22/2025
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) Roof Live 97 97 0 13.875 RoofLive Y
Uniform (lbf/ft) Roof Dead 79.5 79.5 0 13.875 Dead Y
Uniform (lbf/ft) Uplift -82.5 -82.5 0 13.875 WindMinus Y
Self Weight (lbf/ft) - 10.12 10.12 0 13.875 Dead Y
Page 10
2022 California Building Code LRFDPROJECT: 2039 Victoria Dr - Patio Cover
Member Name: Eave Beam 2039 N Victoria Dr - REV
24/22/2025
PASS
DATE: 1/22/2025 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME:2039 Victoria Dr - Patio Cover
--
LEVEL: Main Floor LOADING: LRFD
MEMBER NAME: PSL top plate (Door Header with Rid... CODE: 2022 California Building Code
MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS
MATERIAL: Structural Composite Lumber
Weyerhaeuser 2.2E Parallam PSL (1) 3.5 X 9.25 DRY
PSL top plate (Door Header with Ridge) DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 11.167 Member Slope (in): 0/12 Actual Length (ft): 11.167
Area Ix Iy BSW Lams Cfn Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
32.38 230.84 33.05 10.12 1 9 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 2900 2300 290 2900 625 2200 1118.19
Adjusted Values 6261 4968 626 6264 939 2200 1673
K F*ϕ 2.16 2.16 2.16 2.16 1.5 1 1.5
CM 1 1 1 1 1 1 1
CT 1 1 1 1 1 1 1
Bending Adjustment Factors C V = 1.03C r = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 11.167 0 11.16667 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (18.1%)
PASS (31.5%)
PASS (19.0%)
PASS (23.0%)
MAGNITUDE
410.3
3530.3
0.452
723.0
STRENGTH
501.1
5155.9
0.558 (=L/240)
939.4
LOCATION (ft)
0
3.238
5.248
0
LOAD COMBO
1.2D+1.6Lr+L
1.2D+1.6Lr+L
D+Lr
1.2D+1.6Lr+L
TIME EFFECT λ
0.8
0.8
0.8
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF TOTALY axis
A 2996 3288 6284
B 1195 1407 2602
Reaction Location
A B
Page 11
2022 California Building Code LRFDPROJECT: 2039 Victoria Dr - Patio Cover
2039 N Victoria Dr - REV
24/22/2025
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) Roof Live 180 180 0 11.167 RoofLive Y
Uniform (lbf/ft) Roof Dead 135 135 0 11.167 Dead Y
Point (lbf) Ridge Roof Live 2685 - 1.67 - RoofLive Y
Point (lbf) Ridge Roof Dead 2570 - 1.67 - Dead Y
Self Weight (lbf/ft) - 10.12 10.12 0 11.167 Dead Y
Page 12
2022 California Building Code LRFDPROJECT: 2039 Victoria Dr - Patio Cover
Member Name: PSL top plate (Door Header with Ridge)2039 N Victoria Dr - REV
24/22/2025
PASS
DATE: 1/22/2025 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME:2039 Victoria Dr - Patio Cover
--
LEVEL: Basement LOADING: ASD
MEMBER NAME: King Post Footing CODE: 2022 California Building Code
MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-19
MATERIAL: Concrete
2.00 (ft) X 2.00 (ft) X 24 (in) Soil Depth TOF : 0 (ft) Bot.(6) #4 Long, (6) #4 Short
MATERIAL PROPERTIES
FOOTING
Width (ft) Length (ft) Depth (in) Volume (ft³) Footing Weight (lbf/ft)
2 2 24 8 1160
CONCRETE
fc' (psi) Ec (psi) Density (lbf/ft³) Agg. Dia.(in)
2500 0 145 0.75
CALCULATION VARIABLES
Bo (in) Rankine Coefficient(Kp)
0 3
COLUMN
Width (in) length (in) Plate Width (in) Plate Length (in) Plate Thickness (in) Material Offset X (in)
4 4 10 10 0 Steel 0
SOIL
Bearing Strength(lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft)
1500 110 0 30 0
REBAR
Bottom Bar Size # fy (psi) Es (psi)
4 40000 2.9E+07
COVER
Top Cover (in) Bottom Cover (in) Side Cover (in)
3 3 3
PASS-FAIL
Soil Bearing Pressure (lbf/ft²)
Moment X (lbf-ft)
Moment Y (lbf-ft)
Crushing (psi)
Compression (ft²)
PASS/FAIL
PASS (9.8%)
PASS (99.0%)
PASS (99.0%)
PASS (97.9%)
PASS (100.0%)
MAGNITUDE
1352.5
740.8
740.8
5906.0
4.0
STRENGTH
1500.0
71698.8
71698.8
276250.0
4.0
LOAD COMBO
D+Lr
1.2D+1.6Lr+L
1.2D+1.6Lr+L
1.2D+1.6Lr+L
D
CALCULATION TYPE
ASD
LRFD
LRFD
LRFD
LRFD
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Point (lbf) Roof Dead 2235 - 0 - Dead Z
Point (lbf) Roof Live 2015 - 0 - RoofLive Z
Page 13
2022 California Building Code ASDPROJECT: 2039 Victoria Dr - Patio Cover
2039 N Victoria Dr - REV
24/22/2025
King Post Footing DIAGRAMS
Page 14
2022 California Building Code ASDPROJECT: 2039 Victoria Dr - Patio Cover
Member Name: King Post Footing 2039 N Victoria Dr - REV
24/22/2025
PASS
DATE: 1/22/2025 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME:2039 Victoria Dr - Patio Cover
--
LEVEL: Basement LOADING: ASD
MEMBER NAME: Existing Footing (Supporting PSL He... CODE: 2022 California Building Code
MEMBER TYPE: CONTINUOUS FOOTING ACI: ACI 318-19
MATERIAL: Concrete
1 (ft) Wide X 12 (in) Deep Soil Depth TOF : 0 (ft) Long.(2) #4 BarsTransv:#4 @6(in) O.C.
MATERIAL PROPERTIES
FOOTING
Width (ft) Depth (in) Footing Weight (lbf/ft) Stemwall Weight (lbf/ft)
1 12 145 96.66666
CONCRETE
fc' (psi) Ec (psi) Density (lbf/ft³) Agg. Dia. (in)
2500 2850000 145 0.75
STEM WALL
Width (in) Height (in) Material Stemwall Offset(in)
8 12 Concrete 0
SOIL
Bearing Strength(lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft)
1500 110 0 30 0
REBAR
Bottom Bar Size # Bottom Bar Spacing(in) fy (psi) Es (psi)
4 6 40000 2.9E+07
COVER
Top Cover (in) Bottom Cover (in) Side Cover (in)
3 3 3
PASS-FAIL
Soil Bearing Pressure (lbf/ft²)
Moment (lbf-ft)
Compression (ft²)
PASS/FAIL
PASS (7.1%)
PASS (99.8%)
PASS (100.0%)
MAGNITUDE
1393.2
22.3
1.0
STRENGTH
1500.0
9944.4
1.0
LOAD COMBO
D+Lr
1.2D+1.6Lr+L
D
CALCULATION TYPE
ASD
LRFD
LRFD
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) Existing Roof 90 90 0 1 RoofLive Z
Uniform (lbf/ft) Existing Roof 67.5 67.5 0 1 Dead Z
Uniform (lbf/ft) Existing Wall 96 96 0 1 Dead Z
Uniform (lbf/ft) Ridge Roof Live 470 470 0 1 RoofLive Z
Uniform (lbf/ft) Ridge Roof Dead 428 428 0 1 Dead Z
Page 15
2022 California Building Code ASDPROJECT: 2039 Victoria Dr - Patio Cover
2039 N Victoria Dr - REV
24/22/2025
Existing Footing (Supporting PSL Header South End) DIAGRAMS
Page 16
2022 California Building Code ASDPROJECT: 2039 Victoria Dr - Patio Cover
Member Name: Existing Footing (Supporting PSL Header South End)2039 N Victoria Dr - REV
24/22/2025
PASS
DATE: 1/22/2025 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME:2039 Victoria Dr - Patio Cover
--
LEVEL: Basement LOADING: ASD
MEMBER NAME: Existing Footing (Supporting PSL He... CODE: 2022 California Building Code
MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-19
MATERIAL: Concrete
1.00 (ft) X 2.00 (ft) X 12 (in) Soil Depth TOF : 0 (ft) Unreinforced (Plain) Concrete
MATERIAL PROPERTIES
FOOTING
Width (ft) Length (ft) Depth (in) Volume (ft³) Footing Weight (lbf/ft)
1 2 12 2 290
CONCRETE
fc' (psi) Ec (psi) Density (lbf/ft³) Agg. Dia.(in)
2500 0 145 0.75
CALCULATION VARIABLES
Bo (in) Rankine Coefficient(Kp)
0 3
COLUMN
Width (in) length (in) Material Offset X (in) Offset Y (in)
4 4 Wood 0 0
SOIL
Bearing Strength(lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft)
1500 110 0 30 0
REBAR
Bottom Bar Size # fy (psi) Es (psi)
None 40000 2.9E+07
COVER
Top Cover (in) Bottom Cover (in) Side Cover (in)
3 3 3
PASS-FAIL
Soil Bearing Pressure (lbf/ft²)
Two-Way Shear (lbf-ft)
Moment X (lbf-ft)
Moment Y (lbf-ft)
Crushing (psi)
Compression (ft²)
PASS/FAIL
PASS (3.6%)
PASS (99.5%)
PASS (92.8%)
PASS (94.1%)
PASS (91.7%)
PASS (100.0%)
MAGNITUDE
1446.0
409.5
774.2
319.9
3685.2
2.0
STRENGTH
1500.0
86400.0
10800.0
5400.0
44200.0
2.0
LOAD COMBO
D+Lr
1.2D+1.6Lr+L
1.2D+1.6Lr+L
1.2D+1.6Lr+L
1.2D+1.6Lr+L
D
CALCULATION TYPE
ASD
LRFD
LRFD
LRFD
LRFD
LRFD
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Point (lbf) Roof Live 1407 - 0 - RoofLive Z
Point (lbf) Roof Dead 1195 - 0 - Dead Z
Page 17
2022 California Building Code ASDPROJECT: 2039 Victoria Dr - Patio Cover
2039 N Victoria Dr - REV
24/22/2025
Existing Footing (Supporting PSL Header North End) DIAGRAMS
Page 18
2022 California Building Code ASDPROJECT: 2039 Victoria Dr - Patio Cover
Member Name: Existing Footing (Supporting PSL Header North End)2039 N Victoria Dr - REV
24/22/2025
PASS
DATE: 1/22/2025 COMPANY: JRS Engineering & Design LLC
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Jeffrey Schaefer
CUSTOMER: REVIEWED BY: --
PROJ. ADDRESS: -- PROJECT NAME:2039 Victoria Dr - Patio Cover
--
LEVEL: Basement LOADING: ASD
MEMBER NAME: Eave Post Footing CODE: 2022 California Building Code
MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-19
MATERIAL: Concrete
2.00 (ft) X 2.00 (ft) X 24 (in) Soil Depth TOF : 0 (ft) Bot.(6) #4 Long, (6) #4 Short
MATERIAL PROPERTIES
FOOTING
Width (ft) Length (ft) Depth (in) Volume (ft³) Footing Weight (lbf/ft)
2 2 24 8 1160
CONCRETE
fc' (psi) Ec (psi) Density (lbf/ft³) Agg. Dia.(in)
2500 0 145 0.75
CALCULATION VARIABLES
Bo (in) Rankine Coefficient(Kp)
0 3
COLUMN
Width (in) length (in) Plate Width (in) Plate Length (in) Plate Thickness (in) Material Offset X (in)
4 4 10 10 0 Steel 0
SOIL
Bearing Strength(lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft)
1500 110 0 30 0
REBAR
Bottom Bar Size # fy (psi) Es (psi)
4 40000 2.9E+07
COVER
Top Cover (in) Bottom Cover (in) Side Cover (in)
3 3 3
PASS-FAIL
Soil Bearing Pressure (lbf/ft²)
Moment X (lbf-ft)
Moment Y (lbf-ft)
Crushing (psi)
Compression (ft²)
PASS/FAIL
PASS (37.5%)
PASS (99.4%)
PASS (99.4%)
PASS (98.7%)
PASS (100.0%)
MAGNITUDE
937.5
457.4
457.4
3646.4
4.0
STRENGTH
1500.0
71698.8
71698.8
276250.0
4.0
LOAD COMBO
D+Lr
1.2D+1.6Lr+L
1.2D+1.6Lr+L
1.2D+1.6Lr+L
D
CALCULATION TYPE
ASD
LRFD
LRFD
LRFD
LRFD
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Point (lbf) Roof Dead 1244 - 0 - Dead Z
Point (lbf) Roof Live 1346 - 0 - RoofLive Z
Page 19
2022 California Building Code ASDPROJECT: 2039 Victoria Dr - Patio Cover
2039 N Victoria Dr - REV
24/22/2025
Eave Post Footing DIAGRAMS
Page 20
2022 California Building Code ASDPROJECT: 2039 Victoria Dr - Patio Cover
Member Name: Eave Post Footing 2039 N Victoria Dr - REV
24/22/2025