HomeMy WebLinkAbout2201 W Seventh St - PlanSHEET
NUMBER
CONSULTANT
REVISIONS
The above drawings, specifications, ideas, and
arrangements represented thereby are and shall remain
property of G Design and no part thereof shall be copied,
disclosed to others or used in connection with any other
project other than the specific project for which they have
been prepared and developed, without the written
consent of G Design. Visual contact with these
drawings or specifications shall constitute conclusive
evidence of acceptance of these restrictions. Written
dimensions on these drawings shall have precedence
over scaled dimensions. Contractors shall verify and be
responsible for all dimensions and conditions on the job,
and this office must be notified of any variations from the
dimensions and conditions shown by these drawings.
Shop details must be submitted to this office for
approval before proceding with fabrication.
2024
DATE
SCALE
DRAWN
JOB no.
GQ
A-001
TI
T
L
E
S
H
E
E
T
7th STREET
REMODEL
2201 W 7th STREET
SANTA ANA, CA 92703
OCT 18, 2024
GIOVANNI QUINTERO
167 OAHU WAY
PLACENTIA, CA 92870
TELEPHONE: 310 749.7536
E-MAIL: LOOKING4GIO@GMAIL.COM
AUG 12, 2024
OCT 18, 2024 CORR #1
PROPERTY LINE 50'
PROPERTY LINE 50'
PR
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5
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6
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'
PR
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1
5
6
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6
0
'
SINGLE FAMILY
RESIDENCE
W 7th STREET
EXISTING
DRIVEWAY
EXISTING
GRASS
EX
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GR
A
S
S
EXISTING
GRASS
EXISTING
CONCRETE
5-GALLON
SHRUB
5-GALLON
SHRUB
5-GALLON
SHRUB
5-GALLON
SHRUB
5-GALLON
SHRUB
1-GALLON
SHRUB
1-GALLON
SHRUB
1-GALLON
SHRUB
1-GALLON
SHRUB
1-GALLON
SHRUB
1-GALLON
SHRUB
1-GALLON
SHRUB
1-GALLON
SHRUB
1-GALLON
SHRUB
1-GALLON
SHRUB
1-GALLON
SHRUB
24" BOX
CANOPY
TREE
(E
)
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B
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PROJECT DIRECTORY
OWNER: MONICA DEL CASTILLO
2201 W 7th STREET
SANTA ANA, CA 92703
DESIGNER: GIOVANNI QUINTERO
G DESIGN
167 OAHU WAY
PLACENTIA, CA 92870
TEL: 310-749-7536
EMAIL: LOOKING4GIO@GMAIL.COM
TITLE 24: EC SERVICES
5702 HERSHOLT AVE
LAKEWOOD, CA 90712
TEL: 562-461-3749
SCOPE OF WORK
(E) SINGLE FAMILY RESIDENCE
-INTERIOR REMODEL
-KITCHEN REMODEL
-DEMO WALL BETWEEN KITCHEN AND LIVING ROOM
-NEW POWDER ROOM
-RELOCATE BEDROOM WINDOW
CODE INFORMATION
BUILDING CODES
2022 CALIFORNIA RESIDENTIAL BUILDING CODE
2022 CALIFORNIA BUILDING CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA ENERGY EFFICIENCY STANDARDS
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
SANTA ANA MUNICIPAL CODE
CONSTRUCTION TYPE: TYPE VB
OCCUPANCY TYPE: R3/U
SPRINKLERS: NO
PIN NUMBER: 123B149 198
LOT AREA: 7,830 sqft
ASS PARCEL NO.: 007-352-11
FLOOR AREA RATIO
EXISTING DWELLING
(E) SQFT (N) SQFT TOTAL
1,011 1,011
1,011
NO SQUARE FOOTAGE ADDED
VICINITY MAP
SHEET INDEX
TITLE SHEET / SITE PLAN
ARCHITECTURAL
A-001
TITLE 24A-002
A-100
PROPOSED LIGHTING AND ELECTRICALA-101
ELEVATIONSA-201
S0-0
PROPOSED FLOOR PLAN
GENERAL STRUCTURAL NOTES
STRUCTURAL
S0-1 TYPICAL DETAILS
S1-0 FOUNDATION PLAN AND FRAMING PLAN
SD1 STRUCTURAL DETAILS
N
EXISTING SITE PLAN / PROPOSED LANDSCAPING
SCALE 3/16" = 1'-0"
CITY NOTES
SPECIAL INSPECTION IS REQUIRED FOR EPOXY ANCHOR AND
SHEAR WALL WITH NAILING AT 4" ON CENTER OR CLOSER
BLDG# 101120873
APPROVALS
BLDG - CSG Consultants
PLNG - CSantana
2201 W Seventh St
12/9/2024
SHEET
NUMBER
CONSULTANT
REVISIONS
The above drawings, specifications, ideas, and
arrangements represented thereby are and shall remain
property of G Design and no part thereof shall be copied,
disclosed to others or used in connection with any other
project other than the specific project for which they have
been prepared and developed, without the written
consent of G Design. Visual contact with these
drawings or specifications shall constitute conclusive
evidence of acceptance of these restrictions. Written
dimensions on these drawings shall have precedence
over scaled dimensions. Contractors shall verify and be
responsible for all dimensions and conditions on the job,
and this office must be notified of any variations from the
dimensions and conditions shown by these drawings.
Shop details must be submitted to this office for
approval before proceding with fabrication.
2024
DATE
SCALE
DRAWN
JOB no.
GQ
A-100
FL
O
O
R
P
L
A
N
S
7th STREET
REMODEL
2201 W 7th STREET
SANTA ANA, CA 92703
OCT 18, 2024
GIOVANNI QUINTERO
167 OAHU WAYPLACENTIA, CA 92870
TELEPHONE: 310 749.7536
E-MAIL: LOOKING4GIO@GMAIL.COM
AUG 12, 2024
OCT 18, 2024 CORR #1
R
01
A
02
2'-0"4'-0"9'-0"3'-4 1/2"
3'
-
2
"
3'
-
1
"
2'
-
0
"
1'-1/2"
2'-0"2'-9"
1'-7 1/2"
3'-0"2'-1/2"2'-0"
5'-1/2"6'-2 1/2"8'-5"
15"15"
2'
-
3
"
2'
-
5
"
1'
-
1
0
"
1'
-
9
"
6'
-
6
"
RELOCATE WINDOW
DEMO WINDOW DEMO WINDOWDEMO WINDOW
DEMO DOOR
DEMO CABINETS
DEMO WALL
RELOCATE (E) WATER HEATER
PATCH w/ STUCCO
MATCH (E)
PATCH w/ STUCCO
MATCH (E) TYPICAL
TACKLESS WH
EXHAUST FAN
150.0(o) 1G OF 2022CENC
LIVING ROOM
KITCHEN
CLOSET
CLOSET
CLOSET CLOSET
BEDROOM
BEDROOM
BEDROOM
BATHROOM
LIVING ROOM
KITCHEN
CLOSET
CLOSET
CLOSET CLOSET
BEDROOM
BEDROOM
BEDROOM
BATHROOM
GARAGE GARAGE
RELOCATED WINDOW
SD CM
SD CM
SD
SD
SD
CLCL
E
N
ID SIZE W X H
DOOR
TYPE
01
02
3'-0" x 6'-8"
2'-6" x 6'-8"
AMOUNT
01
01INTERIOR
01 02
EXTERIOR
ID SIZE W X H
WINDOW
TYPE
4'-0" x 3'-0"
AMOUNT
01A
A
3'-0" x 4'-0"01R
R
SLIDER
CASEMENT
U-FACTOR SHGC
0.3
0.3
0.28
0.28
N
EXISTING FLOOR PLAN / DEMO
SCALE 1/4" = 1'-0"
SCHEDULES
PROPOSED FLOOR PLAN
SCALE 1/4" = 1'-0"N
2201 W Seventh St
12/9/2024
SHEET
NUMBER
CONSULTANT
REVISIONS
The above drawings, specifications, ideas, and
arrangements represented thereby are and shall remain
property of G Design and no part thereof shall be copied,
disclosed to others or used in connection with any other
project other than the specific project for which they have
been prepared and developed, without the written
consent of G Design. Visual contact with these
drawings or specifications shall constitute conclusive
evidence of acceptance of these restrictions. Written
dimensions on these drawings shall have precedence
over scaled dimensions. Contractors shall verify and be
responsible for all dimensions and conditions on the job,
and this office must be notified of any variations from the
dimensions and conditions shown by these drawings.
Shop details must be submitted to this office for
approval before proceding with fabrication.
2024
DATE
SCALE
DRAWN
JOB no.
GQ
A-101
PR
O
P
O
S
E
D
L
I
G
H
T
I
N
G
A
N
D
E
L
E
C
7th STREET
REMODEL
2201 W 7th STREET
SANTA ANA, CA 92703
OCT 18, 2024
GIOVANNI QUINTERO
167 OAHU WAYPLACENTIA, CA 92870
TELEPHONE: 310 749.7536
E-MAIL: LOOKING4GIO@GMAIL.COM
AUG 12, 2024
OCT 18, 2024 CORR #1
LIVING ROOM
KITCHEN
CLOSET
CLOSET
CLOSET CLOSET
BEDROOM
BEDROOM
FD
LIVING ROOM
KITCHEN
CLOSET
CLOSET
CLOSET CLOSET
BEDROOM
BEDROOM
+42 GFCI
+42"
+4
2
"
G
F
C
I
+4
2
"
PROPOSED ELEC PLAN
SCALE 1/4" = 1'-0"N
PROPOSED LIGHTING PLAN
SCALE 1/4" = 1'-0"N
2201 W Seventh St
12/9/2024
SHEET
NUMBER
CONSULTANT
REVISIONS
The above drawings, specifications, ideas, and
arrangements represented thereby are and shall remain
property of G Design and no part thereof shall be copied,
disclosed to others or used in connection with any other
project other than the specific project for which they have
been prepared and developed, without the written
consent of G Design. Visual contact with these
drawings or specifications shall constitute conclusive
evidence of acceptance of these restrictions. Written
dimensions on these drawings shall have precedence
over scaled dimensions. Contractors shall verify and be
responsible for all dimensions and conditions on the job,
and this office must be notified of any variations from the
dimensions and conditions shown by these drawings.
Shop details must be submitted to this office for
approval before proceding with fabrication.
2024
DATE
SCALE
DRAWN
JOB no.
GQ
A-201
EL
E
V
A
T
I
O
N
S
7th STREET
REMODEL
2201 W 7th STREET
SANTA ANA, CA 92703
OCT 18, 2024
GIOVANNI QUINTERO
167 OAHU WAYPLACENTIA, CA 92870
TELEPHONE: 310 749.7536
E-MAIL: LOOKING4GIO@GMAIL.COM
AUG 12, 2024
OCT 18, 2024 CORR #1
WH TO BE
ENCLOSED BY
STUCCO FRAMED
BOX
SIDE ELEVATION - EAST
SCALE 1/4" = 1'-0"
REAR ELEVATION - NORTH
SCALE 1/4" = 1'-0"
2201 W Seventh St
12/9/2024
STRUCTURAL STEEL
REINFORCED CONCRETE
WOOD
CONCRETE MASONRY
STRUCTURAL WOODGENERAL REQUIREMENTS
1.IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO VERIFY ALL GRADES,
DIMENSIONS, ELEVATIONS AND CONDITIONS AT THE JOB SITE PRIOR TO BIDDING
AND COMMENCING CONSTRUCTION. CROSS CHECK ALL DETAILS AND
DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH RELATED
REQUIREMENTS ON THE ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND CIVIL
DRAWINGS AND NOTIFY THE ENGINEER AND THE ARCHITECT OF ANY
DISCREPANCIES PRIOR TO STARTING WORK.
2.EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE NOTED OR SHOWN IN
THE PLANS OR SPECIFICATIONS, ALL PHASES OF WORKMANSHIP AND MATERIALS
SHALL CONFORM TO THE REQUIREMENTS OF THE BUILDING CODE, LATEST
ADDITION, AS WELL AS ALL APPLICABLE STATE AND LOCAL ORDINANCES AS
ADOPTED BY THE CONTROLLING JURISDICTION.
3.THE CONTRACT DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT
INDICATE THE METHOD OF CONSTRUCTION. THE STRUCTURE SHOWN ON THESE
DRAWINGS IS STRUCTURALLY SOUND ONLY IN THE COMPLETED FORM. GENERAL
CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
STRUCTURE, WORKMEN, AND OTHER PERSONS DURING CONSTRUCTION. SUCH
MEASURES INCLUDE, BUT ARE NOT LIMITED TO; BRACING, SHORING FOR
CONSTRUCTION EQUIPMENT,AND SHORING FOR THE STRUCTURE.
4.TIN NO CASE SHALL DIMENSIONS BE SCALED FROM DRAWINGS AND/OR DETAILS.
ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS SHALL BE
BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER FOR
CLARIFICATION PRIOR TO PROCEEDING. ANY WORK INSTALLED PRIOR TO
AND/OR IN CONFLICT WITH SUCH CLARIFICATION SHALL BE CORRECTED BY THE
CONTRACTOR AT HIS EXPENSE AND AT NO ADDITIONAL COST TO THE OWNER.
5.THE PRECISE DIMENSIONS AND LOCATIONS OF ALL DOOR AND WINDOW
OPENINGS, INTERIOR AND EXTERIOR WALLS SHALL BE DETERMINED FROM THE
ARCHITECTURAL DRAWINGS. OTHER FLOOR, WALL AND ROOF OPENINGS AS
REQUIRED FOR MECHANICAL, ELECTRICAL AND/OR SIMILAR REQUIREMENTS
SHALL BE VERIFIED FROM SHOP DRAWINGS, EQUIPMENT DATA, ETC. AS
REQUIRED.
6.FLOOR AND WALL OPENINGS, SLEEVES, VARIATIONS IN STRUCTURAL SLAB
ELEVATIONS, DEPRESSED AREAS, AND ALL OTHER ARCHITECTURAL,
MECHANICAL, ELECTRICAL, AND/OR CIVIL REQUIREMENTS MUST BE
COORDINATED BEFORE THE CONTRACTOR PROCEEDS WITH CONSTRUCTION.
7.THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION AND
COORDINATION WITH ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL,
PLUMBING, FIRE SPRINKLER DRAWINGS,AND ALL OTHER RELATED DRAWINGS.
THE CONTRACTOR IS RESPONSIBLE FOR THE AND ALL OTHER RELATED
DRAWINGS.
8.IN ALL CASES WHERE A CONFLICT MAY OCCUR SUCH AS BETWEEN ITEMS
INCLUDED IN THE SPECIFICATIONS AND NOTES ON THE DRAWINGS, OR BETWEEN
GENERAL NOTES AND SPECIFIC DETAILS, THE ENGINEER SHALL BE NOTIFIED AND
HE WILL INTERPRET THE INTENT OF THE CONTRACT DOCUMENTS.
9.ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS ALTERNATES
ARE APPROVED IN WRITING BY THE ARCHITECT, OWNER AND STRUCTURAL
ENGINEER OF RECORD.
10.ANY REFERENCE TO THE WORDS APPROVED OR APPROVAL IN THESE
DOCUMENTS SHALL BE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW
AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUBCONTRACTORS OF
ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR
SPECIFICATION.
11.WHERE A DETAIL, SECTION OR NOTE IS SHOWN FOR ONE CONDITION, IT SHALL
APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS NOTED OTHERWISE.
DETAILS MARKED "TYPICAL" SHALL APPLY IN ALL CASES UNLESS SPECIFICALLY
INDICATED OTHERWISE. WHERE NO SPECIFIC DETAIL IS SHOWN, THE FRAMING
OR CONSTRUCTION SHALL BE IDENTICAL OR SIMILAR TO LIKE CASES OF
CONSTRUCTION.
12.CONNECTIONS OF ALL ITEMS SUPPORTED BY THE STRUCTURE ARE THE
RESPONSIBILITY OF THE DISCIPLINES WHO MAKE THESE ATTACHMENTS. REVIEW
AND COORDINATE ALL THE REQUIREMENTS IN THE ARCHITECTS PROJECT
SPECIFICATION AS APPLICABLE.
13.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING
UTILITIES, WHETHER INDICATED ON THE CONTRACT DRAWING OR NOT, AND TO
PROTECT THEM FROM DAMAGE. REPAIR AND REPLACEMENT OF SAID WORK
SHALL BE AT THE EXPENSE OF THE CONTRACTOR.
14.VIBRATIONAL EFFECTS OF MECHANICAL AND/OR ANY OTHER EQUIPMENT HAVE
NOT BEEN CONSIDERED BY THE STRUCTURAL ENGINEER.
15.UNLESS NOTED OTHERWISE, ELEVATIONS SHOWN ON THE STRUCTURAL
DRAWINGS ARE TO THE TOP OF BEAMS AND FOUNDATIONS. BEAMS DENOTED AS
"DROP" HAVE THE TOP OF BEAM AT THE HEIGHT OF THE TOP PLATE. BEAMS
DENOTED AS "FLUSH" HAVE THE BOTTOM OF BEAM AT THE HEIGHT OF THE TOP
PLATE, U.N.O.
5.LUMBER GRADES ( U.N.O. )
6X & 8X POSTS/BEAMS/HEADERS: #1 DFL
4X POSTS/BEAMS/HEADERS: #2 DFL
2X JOISTS/RAFTERS: #2 DFL
STUDS: D.F.L. STUD GRADE (UP TO 9'-0"), D.F.L. #2 (HIGHER THAN 9'-0")
TOP PLATES & MUD SILLS: D.F.L. CONSTRUCTION GRADE,#2, OR BETTER.
6.TYPICAL FLOOR SHEATHING
23/32" APA RATED STURD-I-FLOOR T&G EXP I (OR OSB) WITH MIN.
SPAN RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS
OF USE
B.N.:10D COMMON NAILS AT 6" O.C.
E.N.:10D COMMON NAILS AT 6" O.C.
F.N.:10D COMMON NAILS AT 12" O.C.
USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING
ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN
ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE
USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG-TIE
QUICK DRIVE SCREWS (ICC-ER-1472), MIN 2" LONG @ 6" O.C. B.S., @ 6" O.C. E.S.
AND 12" O.C. F.S.
7.TYPICAL ROOF SHEATHING DOC PS1 OR DOC PS2.
15/32" APA RATED SHEATHING EXP 1 (OR OSB) WITH A MIN. PANEL INDEX OF 32/16.
REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE.
B.N.:8D COMMON NAIL AT 6" O.C.
E.N.:8D COMMON NAIL AT 6" O.C.
F.N.:8D COMMON NAIL AT 12" O.C.
NOTE*: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE
FOLLOWING APPROVED AGENCIES, APA, PFS/TECO OR PITTSBURG.
SHEAR WALL NOTES:
1.FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCHES NOMINAL OR WIDER, AND NAILS
SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 INCHES ON CENTER.
2.WHERE SHEAR DESIGN VALUES EXCEED 350 PLF., ALL FRAMING MEMBERS RECEIVING
EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH
NOMINAL MEMBER, OR TWO 2-INCH NOMINAL MEMBERS FASTENED TOGETHER IN
ACCORDANCE WITH SECTION 2306.1 TO TRANSFER THE DESIGN SHEAR VALUE BETWEEN
FRAMING MEMBERS. WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE
STAGGERED IN ALL CASES. SEE SECTION 2305.3.11 FOR SILL PLATE SIZE AND ANCHORAGE
REQUIREMENTS. NAILS SHALL BE PLACED NOT LESS THAN 1/2" EDGE DISTANCE FROM THE
PANEL EDGES AND 3/8" FROM THE EDGE OF THE CONNECTING
MEMBERS.
3.ANCHOR BOLTS FOR SHEAR WALLS SHALL INCLUDE STEEL PLATE WASHERS, A MINIMUM
OF 0.229 INCHES BY 3 INCHES BY 3 INCHES IN SIZE, BETWEEN THE SILL PLATE AND NUT.
ANCHOR BOLTS:
1.MINIMUM 5/8"Ø STEEL BOLTS EMBEDDED 7" @ 48" O.C. INTO THE FOUNDATION WITH
MINIMUM 3" S.Q x 0.25" PLATE WASHER FOR THE ANCHOR BOLTS. MINIMUM EDGE DISTANCE
1-7/8" AND WITHIN 12" OF EACH END OF EACH PLATE.
2.ALL SHEAR HARDWARE AND ANCHOR BOLTS W/ NON-STANDARD SPACING ARE TO BE FIXED
IN PLACE FOR THE FOUNDATION INSPECTION.
3.FASTENERS FOR PRESERVATIVE-TREATED SHALL BE NOT DIPPED ZINC-COATED
GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER.
4.A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON EACH ANCHOR BOLT TO
THE PLATE.
5.HOLDOWN CONNECTORS BOLTS HOLES SHALL NOT BE MORE THAN 1/16" OVERSIZED AT
THE CONNECTOR OF THE HOLD DOWN TO THE POST.
6.HOLD DOWN CONNECTORS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING THE WALL
FRAMING.
7.ALL FOUNDATIONS SHALL BEAR UPON LIKE MATERIAL.
8.FINAL SOILS / AS-GRADED REPORT WILL BE REQUIRED AT FOUNDATION / SLAB INSPECTION.
NAILING SCHEDULE: (TABLE R602.3(1) W/ FOOT NOTES 2022 CRC)
ITEM DESCRIPTION OF BUILDING
ELEMENTS
NUMBER AND TYPE OF
FASTENERa, b, c
SPACING AND
LOCATION
1 Blocking between ceiling joists or
rafters to top plate
4-8d box (2 1/2″ × 0.113″) or 3-8d
common (2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
Toe nail
2 Ceiling joists to top plate
4-8d box (2 1/2″ × 0.113″); or 3-8d
common 2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
Per joist, toe nail
3
Ceiling joist not attached to parallel
rafter, laps over partitions [see
Sections R802.3.1, R802.3.2 and
Table R802.5.1(9)]
4-10d box (3″ × 0.128″); or 3-16d
common (3 1/2″ × 0.162″);
or 4-3″ × 0.131″ nails
Face nail
4
Ceiling joist attached to parallel rafter
(heel joint) [see Sections R802.3.1
and R802.3.2 and Table R802.5.1(9)]
Table R802.5.1(9)Face nail
5 Collar tie to rafter, face nail or 11/4″ ×
20 ga. ridge strap to rafter
4-10d box (3″ × 0.128″); or 3-10d
common (3″ × 0.148″);
or 4-3″ × 0.131″ nails
Face nail each rafter
6 Rafter or roof truss to plate
3-16d box nails (3 1/2″ × 0.135″);
or 3-10d common nails (3″ × 0.148″);
or 4-10d box (3″ × 0.128″);
or 4-3″ × 0.131″ nails
2 toe nails on one
side and 1 toe nail on
opposite side of each
rafter or truss
7
Roof rafters to ridge, valley
or hip rafters or roof rafter to
minimum 2″ ridge beam
4-16d (3 1/2″ × 0.135″); or 3-10d
common (3 1/2″ × 0.148″); or 4-10d box
(3″ × 0.128″); or 4-3″ × 0.131″ nails
Toe nail
3-16d box 3 1/2″ × 0.135″); or 2-16d
common (3 1/2″ × 0.162″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
End nail
WALL
8 Stud to stud (not at braced wall
panels)
16d common (3 1/2″ × 0.162″)24″ o.c. face nail
10d box (3″ × 0.128″);
or 3″ × 0.131″ nails 16″ o.c. face nail
9
Stud to stud and abutting studs at
intersecting wall corners (at braced
wall panels)
4-10d box (3″ × 0.128″); or 3-16d
common (3 1/2″ × 0.162″);
or 4-3″ × 0.131″ nails
12″ o.c. face nail
16d common (3 1/2″ × 0.162″)16″ o.c. face nail
10 Built-up header (2″ to 2″ header with
1/2″ spacer)
16d common (3 1/2″ × 0.162″)16″ o.c. each edge
face nail
16d box (3 1/2″ × 0.135″)12″ o.c. each edge
face nail
11 Continuous header to stud
5-8d box (2 1/2″ × 0.113″);
or 4-8d common (2 1/2″ × 0.131″);
or 4-10d box (3″ × 0.128″)
Toe nail
12 Top plate to top plate
16d common (3 1/2″ × 0.162″)16″ o.c. face nail
10d box (3″ × 0.128″);
or 3″ × 0.131″ nails 12″ o.c. face nail
13
Double top plate splice for SDCs
A-D2 with seismic braced wall line
spacing < 25'
8-16d common (3 1/2″ × 0.162″); or
12-16d box (3 1/2″ × 0.135″); or 12-10d
box (3″ × 0.128″); or 12-3″ × 0.131″ nails
Face nail on each
side of end joint
(minimum 24″ lap
splice length each
side of end joint)Double top plate splice SDCs D0, D1,
or D2; and braced wall line spacing ≥
25'
12-16d (3 1/2″ × 0.135″)
14
Bottom plate to joist, rim joist, band
joist or blocking (not at braced wall
panels)
16d common (3 1/2″ × 0.162″)16″ o.c. face nail
16d box (3 1/2″ × 0.135″);
or 3″ × 0.131″ nails 12″ o.c. face nail
15
Bottom plate to joist, rim joist, band
joist or blocking (at braced wall
panel)
3-16d box (3 1/2″ × 0.135″);
or 2-16d common (3 1/2″ × 0.162″);
or 4-3″ × 0.131″ nails
3 each 16″ o.c. face
nail 2 each 16″ o.c.
face nail 4 each 16″
o.c. face nail
16 Top or bottom plate to stud
4-8d box (2 1/2″ × 0.113″); or 3-16d box
(3 1/2″ × 0.135″); or 4-8d common
(2 1/2″ × 0.131″); or 4-10d box (3″ ×
0.128″); or 4-3″ × 0.131″ nails
Toe nail
3-16d box (3 1/2″ × 0.135″); or 2-16d
common (3 1/2″ × 0.162″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
End nail
17 Top plates, laps at corners and
intersections
3-10d box (3″ × 0.128″); or 2-16d
common (3 1/2″ × 0.162″);
or 3-3″ × 0.131″ nails
Face nail
18 1″ brace to each stud and plate
3-8d box (2 1/2″ × 0.113″); or 2-8d
common (2 1/2″ × 0.131″); or 2-10d box
(3″ × 0.128″); or 2 staples 1 3/4″
Face nail
19 1″ × 6″ sheathing to each bearing
3-8d box (2 1/2″ × 0.113″); or 2-8d
common (2 1/2″ × 0.131″); or 2-10d box
(3″ × 0.128″); or 2 staples, 1″ crown,
16 ga., 1 3/4″ long
Face nail
20 1″ × 8″ and wider sheathing to each
bearing
3-8d box (2 1/2″ × 0.113″); or 3-8d
common (2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 3 staples,
1″ crown, 16 ga., 1 3/4″ long Face nailWider than 1″ × 8″ 4-8d box (2 1/2″ ×
0.113″); 3-8d common (2 1/2″ × 0.131″);
or 3-10d box (3″ × 0.128″); or 4 staples,
1″ crown, 16 ga., 1 3/4″ long
FLOOR
21 Joist to sill, top plate or girder
4-8d box (2 1/2″ × 0.113″); or 3-8d
common (2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
Toe nail
22 Rim joist, band joist or blocking to sill
or top plate (roof applications also)
8d box (2 1/2″ × 0.113″)4″ o.c. toe nail
8d common (2 1/2″ × 0.131″);
or 10d box (3″ × 0.128″);
or 3″ × 0.131″ nails
6″ o.c. toe nail
23 1″ × 6″ subfloor or less to each joist
3-8d box (2 1/2″ × 0.113″); or 2-8d
common (2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 2 staples, 1″ crown,
16 ga., 1 3/4″ long
Face nail
24 2″ subfloor to joist or girder 3-16d box (3 1/2″ × 0.135″); or 2-16d
common (3 1/2″ × 0.162″)Blind and face nail
25 2″ planks
(plank & beam—floor & roof)
3-16d box (3 1/2″ × 0.135″); or 2-16d
common (3 1/2″ × 0.162″)
At each bearing, face
nail
26 Band or rim joist to joist
3-16d common (3 1/2″ × 0.162″) 4-10
box (3″ × 0.128″), or 4-3″ × 0.131″ nails;
or 4-3″ × 14 ga. staples, 7/16″ crown
End nail
27 Built-up girders and beams, 2-inch
lumber layers
20d common (4″ × 0.192″)
Nail each layer as
follows: 32″ o.c. at top
and bottom and
staggered.
10d box (3″ × 0.128″);
or 3″ × 0.131″ nails
24″ o.c. face nail at
top and bottom
staggered on
opposite sides
And: 2-20d common (4″ × 0.192″);
or 3-10d box (3″ × 0.128″);
or 3-3″ × 0.131″ nails
Face nail at ends and
at each splice
28 Ledger strip supporting joists or
rafters
4-16d box (3 1/2″ × 0.135″); or 3-16d
common (3 1/2″ × 0.162″); or 4-10d box
(3″ × 0.128″); or 4-3″ × 0.131″ nails
At each joist or rafter,
face nail
29 Bridging to joist 2-10d (3″ × 0.128″)Each end, toe nail
ITEM DESCRIPTION OF BUILDING
ELEMENTS
NUMBER AND TYPE OF FASTENER a,
b, c
SPACING OF
FASTENERS
Edges
(inches)h
Intermediat
e supports
c, e (inches)
Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing
to framing [see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]
30 3/8″ – 1/2″
6d common (2″ × 0.113″) nail
(subfloor, wall) 8d common
(21/2″ × 0.131″) nail (roof)
6 12f
31 19/32″ – 1″8d common nail (21/2″ × 0.131″)6 12f
32 11/8″ – 11/4″10d common (3″ × 0.148″) nail; or 8d
(21/2″ × 0.131″) deformed nail 6 12
Other wall sheathing
33 1/2″ structural cellulosic fiberboard
sheathing
1 1/2″ galvanized roofing nail, 7/16″ head
diameter, or 1″ crown staple 16 ga., 1
1/4″ long
3 6
34 25/32″ structural cellulosic fiberboard
sheathing
1 3/4″ galvanized roofing nail, 7/16″ head
diameter, or 1″ crown staple 16 ga., 1
1/4″ long
3 6
35 1/2″ gypsum sheathingd
1 1/2″ galvanized roofing nail; staple
galvanized, 1 1/2″ long; 1 1/4″ screws,
Type W or S
7 7
36 5/8″ gypsum sheathingd
1 3/4″ galvanized roofing nail; staple
galvanized, 1 5/8″ long; 1 5/8″ screws,
Type W or S
7 7
Wood structural panels, combination subfloor underlayment to framing
37 3/4″ and less 6d deformed (2″ × 0.120″) nail; or 8d
common (2 1/2″ × 0.131″) nail 6 12
38 7/8″ – 1″8d common (2 1/2″ × 0.131″) nail; or 8d
deformed (2 1/2″ × 0.120″) nail 6 12
39 1 1/8″ – 1 1/4″10d common (3″ × 0.148″) nail; or 8d
deformed (2 1/2″ × 0.120″) nail 6 12
1.REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH ACI 315 AND ACI 318,
AND CRSI'S MANUAL OF STANDARD PRACTICE.
2.REINFORCING STEEL SHALL CONFORM TO ASTM A615OR ASTM 716(WELDABLE
STEEL) AND SHALL BE GRADE 60 DEFORMED BARS, TYP., U.N.O. REINFORCING IN
SLAB ON GRADE MAYBE GRADE 40 STEEL FOR BARS #4 AND SMALLER U.N.O ON THE
PLANS.
3.WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185. LAPS IN WWF SHALL
BE SUCH THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRE OF
EACH FABRICH SEET IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2
INCHES.
4.ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING BARS/STEEL ARE TO
THE CENTER OF STEEL U.N.O. ON THE PLANS OR DETAILS:
CONDITION COVER
A. CAST AGAINST AND PERMANENTLY EXPOSED
TO EARTH 3"
B. EXPOSED TO EARTH OR WEATHER
(INCLUDING SLABS ON GRADE)
#6 AND LARGER 2"
#5 AND SMALLER 1 1/2"
C. NOT EXPOSED TO WEATHER OR
IN CONTACT WITH SOIL:
1. STRUCTURAL SLABS, WALLS w/
#11 BARS AND SMALLER 3/4"
#14 BARS AND LARGER 1 1/2"
2. BEAMS, COLUMNS 1 1/2"
5.LAP SPLICES OF BARS SHALL CONFORM TO THE TYPICAL THE LAP SCHEDULE ON THE
PLANS, U.N.O. NO TACK WELDING OF BARS ALLOWED
6.MECHANICAL SPLICE COUPLERS MAY BE USED AND SHALL HAVE CURRENT ICC
APPROVAL AND BE CAPABLE OF DEVELOPING 125% OF THE BAR'S YIELD STRENGTH.
7.ALL REINFORCING BARS SHALL BE BENT COLD. DO NOT FIELD BEND OR UNBEND ANY
BARS IN A MANNER THAT MAY DAMAGE REINFORCING.
8.REINFORCING SPACING SHOWN ON THE PLANS ARE THE MAXIMUM SPACING "ON
CENTER SPACING". DO NOT EXCEED THIS. ANY DISCREPANCIES DURING
CONSTRUCTION SHALL BE FORWARDED TO THE ENGINEER FOR REVIEW AND
APPROVAL.
9.TYPICAL REINFORCING FOR CONCRETE SLAB ON METAL DECK SHALL BE
6x6-W1.4xW1.4 WELDED WIRE FABRIC, U.N.O. PLACE WWF MID-DEPTH OF THE SLAB
OVER THE TOP OF THE FLUTE OF THE METAL DECK.
10.ALL DOWELS TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR TO
PLACEMENT OF CONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER
MOVEMENT OF EMBEDDED ITEMS SHALL BE PERFORMED DURING THE PLACEMENT
OF CONCRETE.
11.DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE,
SIZE AND SPACING AS THE MAIN REINFORCING, UNO.
12.CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC
COATED WHEN RESTING ON EXPOSED SURFACES.
1.CONCRETE SHALL BE SUPPLIED AND PLACED IN ACCORDANCE WITH THE LATEST
EDITION OF ACI 318 AND ACI 301 EXCEPT AS MODIFIED BY THE CONSTRUCTION
DOCUMENTS.
2.PORLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II, U.N.O.
3.AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR
LOWSHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. AGGREGATE
FORLIGHTWEIGHTCONCRETE SHALL CONFORM TO ASTM C-330
4.DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN
MIXING CONCRETE SHALL CONFORM WITH ASTM C1602.
5.CONCRETE MIX DESIGNS CONTAINING FLY ASH MAY BE USED WHERE CONCRETE IS
NOT VISUALLY EXPOSED. FLY ASH SHALL CONFORM WITH ASTM C618 AND MAY
REPLACE UP TO 20% PORTLAND CEMENT BY VOLUME.
6.CONCRETE STRENGTH TEST REPORTS SHALL BE IN COMPLIANCE WITH ACI 318 AND
SHALL BE SUBMITTED TO E.O.R. FOR REVIEW.
7.ALL REINFORCING BARS, ANCHOR BOLTS AND ALL OTHER CONCRETE INSERTS
SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.
8.THE CONCRETE COMPRESSIVE STRENGTH (28 DAYS), f'c:
a. ALL LOCATIONS, U.N.O: MIN 2500 PSI, (W/C = 0.45) SPECIAL INSPECTION IS
REQUIRED WHEN f'c > 2500 PSI.
b. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.1% BY WEIGHT:
4000 PSI, SPECIAL INSPECTION IS NOT REQUIRED.
c. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.2% BY WEIGHT:
4500 PSI, SPECIAL INSPECTION IS NOT REQUIRED.
9.TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE
WITH ASTM C94.
10.CONCRETE PLACEMENT/CURING/REDUCTION IN STRENGTH SHALL CONFORM TO ACI
305R AND 3065R REQUIREMENTS FOR HOT AND COLD WEATHER CONCRETING.
11.CONCRETE SHALL BE CURED PER ACI 308R, UNLESS ALTERNATE METHODS OF
CURING HAVE BEEN APPROVED BY THE ARCHITECT OR ENGINEER. FOR SLAB
CURING, CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF
CURING COMPOUNDS WITH PROPOSED FINISHES PRIOR TO COMMENCING ANY
WORK.
12.MAX. SLUMP SHALL BE 5 INCHES EXCEPT WHERE ADMIXTURES/PLACITIZERS HAVE
BEEN ADDED IN THE MIX DESIGN TO IMPROVE FLOW ABILITY/WORKABILITY. THE
SLUMP LIMIT SHALL BE BASED ON ADMIXTURE MANUFACTURER'S
RECOMMENDATIONS.
1.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR LARCH CONFORMING TO WEST
COAST LUMBER INSPECTION BUREAU GRADING RULES #17. MOISTURE CONTENT NOT
TO EXCEED 19% AT TIME OF CONSTRUCTION.
2.WOOD-BASED STRUCTURAL USE PANELS SHALL MEET THE REQUIREMENTS OF DOC
PS 2-10. STRUCTURAL SHEATHING MAY BE EITHER OSB OR PLYWOOD.
3.STRUCTURAL COMPOSITE LUMBER (SCL) SHALL CONFORM TO THE MANUFACTURER'S
ICC REPORT IN COMPLIANCE WITH THE GOVERNING BUILDING CODE FOR THE
PROJECT LISTED.
4.ENGINEERED GLU-LAM BEAMS SHALL BE INSPECTED AND AN A.I.T.C. CERTIFICATE OF
COMPLIANCE SHALL BE PROVIDED TO THE INSPECTOR PRIOR TO INSTALLATION. ALL
GLU-LAM BEAMS SHALL BE FABRICATED WITH WATERPROOF GLUE WITH STANDARD
CAMBER U.N.O.
5.GLU-LAM BEAMS MAY NOT BE SUBSTITUTED FOR STRUCTURAL COMPOSITE LUMBER
(SCL) BEAMS UNLESS WRITTEN AUTHORIZATION IS PROVIDED BY THE ENGINEER OF
RECORD.
6.ALL WOOD FRAMING MEMBERS DIRECTLY AGAINST CONCRETE OR MASONRY
INSTALLED IN A DRY OR ENCLOSED ENVIRONMENT SHALL BE PRESSURE TREATED
DOUG-FIR TREATED WITH SODIUM BORATE (SBX/DOT). CORROSION RESISTANT
CONNECTORS ARE NOT REQUIRED WITH SODIUM BORATE TREATED LUMBER. IF
OTHER TREATMENTS ARE USED, GALVANIZED FASTENERS PER "FASTENER
REQUIREMENTS" NOTE 3 ARE REQUIRED.
7.LUMBER GRADE STAMPS ARE TO REMAIN IN PLACE AFTER INSTALLATION WHERE
POSSIBLE.
8.LUMBER GRADES ARE TO BE AS FOLLOWS:
STUDS UP TO 10'-0"..............................................................................................STUD GRADE
STUDS OVER 10'-0".............................................................................................................DF #2
BLOCKING............................................................................................STANDARD OR BETTER
PLATES & SILL.....................................................................................STANDARD OR BETTER
TOP PLATES........................................................................................................................DF #2
4X4 BEAMS/POSTS.............................................................................STANDARD OR BETTER
4X6 THROUGH 4X12BEAMS/POSTS.................................................................................DF #2
4X14BEAMS/POSTS.............................................................................................................DF#1
6X & LARGER BEAMS/POSTS............................................................................................DF #1
2X RAFTER/JOIST...............................................................................................................DF #2
9.UTILITY GRADE LUMBER IS UNACCEPTABLE FOR ANY PURPOSE.
10.THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITH
CURRENT
APPROVED ICC ES - EVALUATION REPORT WITH THE FOLLOWING MECHANICAL
PROPERTIES:
FOR "LVL" & "PSL" BEAMS:
Fb = 2900 psi (MIN), Fv = 290 psi (MIN), E = 2.0 x 106 psi (MIN).
FOR "LSL" BEAMS/HEADERS:
Fb = 2325 psi (MIN), Fv = 400 psi (MIN), E = 1.55 x 106 psi (MIN).
FOR MANUFACTURED RIM BOARD WITH MIN 1 1/4" THICK, CONTINUOUSLY SUPPORTED
BY WALL , AND MATCHES JOIST DEPTH:
Fc I (PERPENDICULAR)........ = 680 psi (MIN)
Fc // (PARALLEL)..................... = 1400 psi (MIN)
Ft = 1075 psi (MIN), E = 1.3 x 106 psi (MIN)
GLU-LAM BEAM SHALL BE 24F-V4, DF/DF
Fb = 2400 psi @ BOTTOM, Fb = 1850 psi @ TOP
Fv = 265 psi (MIN), E = 1.8 x 106 psi (MIN).
11.ROOF SHEATHING SHALL BE 15/32" APA RATED SHEATHING EXP 1 WITH A SPAN
RATING OF 24/0 WITH 8D NAILS AT 6" O/C AT EDGES AND BOUNDARIES AND 12" O/C
FIELD NAILING.
12.FLOOR SHEATHING SHALL BE 23/32" APA RATED SHEATHING EXP 1 WITH A MINIMUM
SPAN RATING OF 48/24 WITH 10D NAILS AT 6" O/C AT EDGES AND BOUNDARIES AND 10"
O/C FIELD NAILING.
FOUNDATION
1.THE FOUNDATION DESIGN IS BASED UPON CHAPTER 4 C.R.C. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR ALL REQUIREMENTS THEREIN AND MAINTAIN A COPY
ON THE JOB SITE AT ALL TIMES.
2.THE ENGINEER OF RECORD MUST BE INFORMED OF ANY CHANGES IN DESIGN
CRITERIA MADE BY ANY SOILS GEOLOGIST IN THE COURSE OF CONSTRUCTION.
3.ALL FOOTINGS AND SLABS SHALL BE FOUNDED ON FIRM UNDISTURBED NATURAL
SOILS OR APPROVED COMPACTED FILL. CONTRACTOR TO PROVIDE BUILDING
INSPECTOR WITH COMPACTION REPORTS AND/OR WRITTEN APPROVAL OF
COMPACTED FILL FROM A SOIL GEOLOGIST FOR ANY REQUIRED FILL.
4.ALL COMPACTED FILL SHALL BE PLACED IN AN APPROVED MANNER WITH A MINIMUM
DENSITY OF 90% OF THE MAXIMUM OBTAINABLE IN ACCORDANCE WITH ASTM D 1557.
5.ALL FOUNDATION EXCAVATIONS, FILLING, BACK FILLING, AND BUILDING PADS SHALL
BE INSPECTED AND APPROVED BY THE CITY BUILDING INSPECTOR BOTH PRIOR TO,
AND AFTER PLACEMENT OF REINFORCEMENT. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR ALL SHORING NECESSARY TO SUPPORT CUT AND/OR FILL
SECTIONS DURING EXCAVATION AND FOR FORMING AND PLACEMENT OF CONCRETE.
6.THE CONTRACTOR SHALL INFORM THE ARCHITECT AND ENGINEER OF THE LOCATION
OF EXISTING UTILITIES AND COMMENCE WORK ONLY AFTER WRITTEN APPROVAL
FROM THE ARCHITECT.
7.ALL RETAINING WALLS HAVE BEEN DESIGNED AS A FREE DRAINING CONDITION.
DESIGN FOR THE DRAINAGE SYSTEM SHALL BE BY OTHERS AND SHALL MEET THE
REQUIREMENTS OF THE SOILS REPORT.BACK FILL AGAINST WALLS SHALL BE PLACED
EVENLY AGAINST BOTH SIDES OF WALLS UNTIL THE LOWER GRADE IS REACHED.
8.FOOTING WITH MINIMUM REINFORCEMENT OF: 2#4 @ TOP & 2#4 @ BOTTOM. OR U.N.O
9.EXISTING FOOTING : USE EPOXY FOR A.B. WITH SAME LENGTH AS REGULAR BOLTS
WITH SPECIAL INSPECTION.
GENERAL
1.ALL CONCRETE MASONRY MATERIALS AND CONSTRUCTION SHALL BE IN
ACCORDANCE WITH BUILDING CODE, CHAPTER 21.
MATERIALS
2.ALL MATERIALS MAKING UP FINISHED CONCRETE MASONRY CONSTRUCTION SHALL
CONFORM TO STANDARDS REQUIRED BY BUILDING CODE SEC. 2103.
3.MORTAR SHALL BE TYPE M OR S AS APPLICABLE AND CONFORMING WITH ASTM C270
AND SHALL BE PROPORTIONED PER ARTICLE 2.1 & 2.6A OF SPECIFICATION FOR
MASONRY STRUCTURES (TMS 602-16).
4.GROUT SHALL COMPLY WITH ARTICLE 2.2 OF TMS 602-16 AND SHALL ATTAIN A
MINIMUM COMPRESSION STRENGTH AT 28 DAYS OF 1500 PSI OR THE REQUIRED
COMPRESSION, F'M, WHICHEVER IS GREATER. THE COMPRESSIVE STRENGTH OF
GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM C-1019.
5.CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 FOR LOAD BEARING
CONCRETE MASONRY UNITS. CONCRETE BRICK SHALL CONFORM TO ASTM C55,
SPECIFICATIONS FOR CONCRETE BUILDING BRICK.
6.GRADE N CONCRETE BRICKS ARE FOR USE AS ARCHITECTURAL VENEER AND
FACING, LIMITED TO IN EXTERIOR WALLS.
7.GRADE S CONCRETE BRICKS ARE FOR GENERAL USE WHERE MODERATE STRENGTH
AND RESISTANCE TO FROST ACTION AND MOISTURE PENETRATION IS REQUIRED.
STRENGTH
8.THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, F'M, SHALL BE 2000 PSI,
UNLESS NOTED OTHERWISE. IF HIGHER F'M IS NOTED, IT SHALL BE VERIFIED BY
PRISM TESTS AS REQUIRED IN ARTICLE 1.4 SPECIFICATION OF MASONRY
STRUCTURES (TMS 602-16).
9.REINFORCING STEEL SHALL CONFORM TO ASTM A615. GRADE 40 FOR SIZES #3 AND
GRADE 60 FOR SIZES #4 AND LARGER.
SPECIAL INSPECTION
10.SPECIAL INSPECTION FOR CONCRETE MASONRY CONSTRUCTION SHALL BE CARRIED
OUT IN ACCORDANCE WITH BUILDING CODE SECTION 1704 AND REQUIREMENTS IN
SPECIAL INSPECTION TABLES ON SHEET SN-1. MASONRY COMPRESSIVE STRENGTH,
F'M SHALL BE VERIFIED BY UNIT STRENGTH METHOD OR PRISM TEST METHOD PRIOR
TO AND DURING CONSTRUCTION AS DESCRIBED IN ARTICLE 1.4 SPECIFICATION FOR
MASONRY STRUCTURES (TMS 602-16).
1.SOILS
SOILS ALLOWABLE DESIGN VALUES IS 1500 PSF,
2.BUILDING CODE - 2022 CALIFORNIA BUILDING CODE
3.DESIGN LOADS:
4.LATERAL LOADS:
ROOF LOAD
DEAD LOAD = 16 PSF
LIVE LOAD = 20 PSF
TOTAL = 36 PSF
RISK CATEGORY: II
SEISMIC DESIGN CATEGORY: D
SEISMIC IMPORTANCE FACTOR (I) = 1.0
SITE CLASS = D-Default
WIND SPEED:110 MPH
WIND EXPOSURE:C
Ss:1.306
S1:0.465
Csy:0.113
Ry:6.5
Csx:0.113
RX: 6.5
DESIGN CRITERIA
SILL PLATE
NAILING
(16D SINKER)
SHEAR WALL SCHEDULE:
TYPE SHEAR PANEL
1 260 PLF 3/8" APA STRUCT. RATED PLYWOOD(or OSB)
WITH 8d COMMON NAILS AT 6" O.C. EDGES
AND 12" O.C. FIELD
2 380 PLF
3 490 PLF
4 640 PLF
3/8" APA STRUCT. RATED PLYWOOD(or OSB)
WITH 8d COMMON NAILS AT 4" O.C. EDGES
AND 12" O.C. FIELD
3/8" APA STRUCT. RATED PLYWOOD(or OSB)
WITH 8d COMMON NAILS AT 3" O.C. EDGES
AND 12" O.C. FIELD
3/8" APA STRUCT. RATED PLYWOOD(or OSB)
WITH 8d COMMON NAILS AT 2" O.C. EDGES
AND 12" O.C. FIELD
5 800 PLF
15/32" APA STRUCT I. RATED PLYWOOD
WITH 10d COMMON NAILS AT 2" O.C. EDGES
AND 12" O.C. FIELD
6" O.C., OR
A35 @ 24" O.C.
4" O.C., OR
A35 @ 16" O.C.
3" O.C., OR
A35 @ 12" O.C.
2" O.C., OR
A35 @ 10" O.C.
(2)3" O.C., OR
A35 @ 6" O.C.
FRAMING CLIP
A35's,LS50's
OR LTP4's.
16" O.C.
12" O.C.
8" O.C.
6" O.C.
5" O.C.
SHEET INDEX
No.SHEET NO.SHEET NAME
1 S0.0 - GENERAL STRUCTURAL NOTES.
2 S0.1 - TYPICAL DETAILS.
3 S1.0 - FOUNDATION PLAN & FRAMING PLAN.
4 SD1 - STRUCTURAL DETAILS.
BASIC SEISMIC FORCE RESISTING SYSTEM: PLYWOOD SHEAR WALL
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
FLOOR LOAD
DEAD LOAD = 15 PSF
LIVE LOAD = 40 PSF
TOTAL = 55 PSF
PDC
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SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 24058
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
07/15/2024
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2201 W Seventh St
12/9/2024
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SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 24058
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
07/14/2024
1
2
3
4
6
TYPICAL FLOOR/ROOF OPENING DETAIL
PROVIDE EDGE NAILING TO
ALL EDGES OF OPENING.
DOUBLE JOIST OR RAFTER
EACH SIDE OF OPENINGPER SCHEDULE
SIMPSON HANGER
BLOCKING WHERE
(PROVIDE FILLER
REQUIRED)NOTE:
JOIST OR RAFTER
SEE PLAN
OPENING
SEE PLAN
BEAM OR GIRDER
8'-0" MAX.
4'
-
0
"
M
A
X
.
TYPICAL CONNECTION DETAIL
SIMPSON A34
2x STUD AT EACH
SIDE w/ 16d AT
12"o.c. STAGGERED
EACH SIDE OF POST @PROVIDE SIMPSON (4)A35
HI & LOW TOP PLATE.
POST PER PLAN CEILING JOIST PARALLEL TO WALL
NEW CEILING JOIST
PER PLAN.
2x8 LEDGER
w/ (2) 16d'S NAIL @ 16"
OC INTO STUDS
STUDS WALL
CEILING JOIST PERPENDICULAR TO WALL
NEW CEILING JOIST
PER PLAN.
2x8 LEDGER
w/ (2) 16d'S NAIL @ 16"
OC INTO STUDS
SIMPSON HANGER JOIST.1/2" DRYWALL AT
BOTTOM OF
CEILING JOISTS
CEILING JOIST TO WALL DETAIL
PERPENDIULAR TO
ROOF FRAMING
PARALLEL TO
ROOF FRAMING
2x STUD SEE
ARCH'L FOR
SIZE AND
SPACING
1/
4
"
~
1
/
2
"
CL
R
.
1/
4
"
~
1
/
2
"
CL
R
.
2x6 BLOCKING
W/SIMPSON "LUS"
HANGER EA. END
SIMPSON "DTC"
CLIP @48"o.c.SIMPSON "DTC"
CLIP @48"o.c.
CEILING
SEE ARCH'L
(2)2x TOP
~P'S
CEILING
JOIST
TYPICAL NON-BEARING PARTITION WALL
AT ROOF FRAMING DETAIL
9
10
11 STUD NOTCHING AND BORING
DBL. TOP PLATES
STUD, TYP.
BORED HOLE MAX.
DIAMETER 40%
OF STUD DEPTH
5/8 " MIN.
TO EDGE
NOTCH MUST
NOT EXCEED 25%
OF STUD DEPTH
BORED HOLES SHALL
NOT BE LOCATED IN
THE SAME CROSS
SECTION OF CUT OR
NOTCH IN STUD
IF HOLE IS BETWEEN 40%
AND 60% OF STUD DEPTH
THEN STUD MUST BE
DOUBLE AND NO MORE
THAN TWO SUCCESSIVE
STUDS ARE DOUBLE AND
SO BORED
25%
40%5/8 "
D
NOTCH/BORE
% OF STUD
2x4
STUDS
2x6
STUDS
2x8
STUDS
25%
40%
60%
7/8"
1-3/8"
2"
1-3/8"
2-1/8"
3-1/4"
1-3/4"
2-7/8"
4-1/4"
DBL. TOP PLATES
STUD, TYP.
BORED HOLE MAX.
DIAMETER 60%
OF STUD DEPTH
5/8" MIN.
BORED HOLES SHALL
NOT BE LOCATED IN
THE SAME CROSS
SECTION OF CUT OR
NOTCH IN STUD
TO EDGE
NOTCH MUST
NOT EXCEED 40%
OF STUD DEPTH
40%
60%
MIN.
D
D60%
MIN.D
D
D
60%D5/8 "
D
12
13 ROOF/FLOOR DIAPHRAGM LAYOUT
FIELD
NAILING
EDGE NAILING
AT ALL BLOCKED
EDGES
BLK'G. AT
DIAPHRAGM
EDGES
EDGE
NAILING
BLOKED
SHT'G.
UNBLOKED
SHT'G.
SHEATHING
ABOVE
FRAMING
MEMBERS
BELOW
FIELD
NAILING
EDGE
NAILING
NO EDGE
NAILING AT
UNBLOCKED
EDGES
NOTE:
1.SEE SHEET EOR PLYWOOD THICKNESS, NAILING AND ADDITIONAL NOTES.
2.PANELS SHALL NOT BE LESS THAN 4 FT. X 8 ET. EXCEPT AT BOUNDARIES AND
CHANGES IN FRAMING WHERE MINIMUM PANEL DIMENSIONS SHALL BE 24" UNLESS
ALL EDGES OF THE UNDERSIZED PANELS ARE SUPPORTED BY FRAMING MEMBERS
OR BLOCKING.
3.LONG DIMENSION OF PLYWOOD SHALL RUN ACROSS (PERPENDICULAR TO) JOISTS
OR RAFTERS.
4.NAILS SHALL NOT BE DRIVEN THROUGH OUTER PLY.
5.BLOCKED SHT'G. (WHERE INDICATED) REQUIRES ALL PANELS EDGES TO RECEIVE
EDGE NAILING.
6.WHERE JOISTS OR RAFTERS LAP SPLICE OCCURS AND PLYWOOD JOINT IS
CONTINUOUS.
VENEER TO WOOD WALL
STEEL ANGLE SCHEDULE
SIZE
L4x3 1/2x3/8
L6x3 1/2x1/2
L7x4x5/8
8'-0"
14'-0"
16'-0"
EXTERIORSHEATHING
SEE ARCH. FOR
INSULATION ANDMEMBRANE
STUD WALLPER PLAN
BEAM ORHEADERPER PLAN
1/2" DIA. LAG SCREW
@12" O.C. WITH 2.5"
MIN. EMBED TO BEAM
OR HEADER
LLV STEEL ANGLE SUPPORT 3'-6" VENEER
HEIGHT MAX AND NEED TO EXTENT AND
BEAR ON EACH SIDE OF OPENING 4" MIN.
SEE SCHEDULE FOR SIZE
FERO PAC-TIE WITH 2-#6 x 2" DECK
SCREW AND WASHERS AS FOLLOWS: -
TYPICAL AT 16" HORIZONTAL AND AT
24" VERTICAL - AROUND OPENINGS AT
12" HORIZONTAL AND AT 16" VERTICAL -
NOT MORE THAN 12" FROM EDGE OF
OPENINGS. - LOCATE ROW OF TIES
MAX 12" ABOVE BEARING LEVEL AND 8"
FROM TOP OF WALL.
ADD 9 GAUGE WIRE JOINT REINF. @24"
O.C. VERTICAL FOR BUILDING IN SEISMIC
DESIGN CATEGORIES C, D, E, F.OPENING
SPAN MAX.
DRILLING HOLES AND NOTCHING OF THE JOIST
D
13 SPAN
HOLES AND
NOTCHES ALLOWED
13 SPAN
HOLES AND
NOTCHES ALLOWED
13 SPAN
HOLES AND
NOTCHES ALLOWED
D/3 (RAFT. OR C.J.)
D/4 (FLOOR JOIST)
D/
6
D/
6
MIN.
12"D/
3
MI
N
.
2"
MI
N
.
2"
D
D/
4
ALTERNATE
BOTTOM NOTCH
NOTE:
1.DO NOT NOTCH BOTH TOP AND BOTTOM SURFACES WITHIN THE SAME 1/3 SPAN.
2.MAX. ALLOWED IS A COMBINATION OF TWO NOTCHES AND/OR HOLES PER 1/3 SPAN.
3.THIS DETAIL DOES NOT APPLY TO NOTCHES AND HOLES IN STRUCTURAL BEAMS, THEY
MUST BE SPECIFICALLY DETAILED.
4.NOTCHES AND HOLES ARE NOT ALLOWED IN CANTILEVERED SEGMENTS OF JOISTS.
5.REFER TO MANUFACTURER'S RECOMMENDATIONS FOR NOTCHES AND HOLES WHERE
I-JOIST TRUSSES ARE USED.
6.ANY OVER CUTS ARE TO BE INCLUDED IN THE MAXIMUM NOTCH DEPTH DIMENSION.
JOIST SIZE MAX. NOTCH
DEPTH: D/4
MAX. NOTCH
DEPTH: D/6
MAX. SIZE
HOLE: D/3
2X6
2X8
2X10
2X10
2X14
1-3/8"
1-3/4"
2-1/4"
2-3/4"
3-1/4"
7/8"
1-1/8"
1-1/2"
1-7/8"
2-1/8"
1-1/2"
2-3/8"
3"
3-3/4"
4-3/8"
UPPER TOP
PLATE
3/8" TYP.
SHEAR WALL PENETRATIONS SHEAR WALL NAILING
SHEATHING
PER PLAN
FIELD NAILING
6"
M
I
N
.
HOLES TO BE
MIN. 6" FROM
PLATES, TYP.
FOR HOLES UP TO 16" SQ.,
PROVIDE BLKG. AND E.N.,
HOLES LESS THAN 5" SQ.
DO NOT REQUIRE BLKG. OR
E.N.
EDGE
NAILING PER
PLAN, TYP.
FRAMING MEMBER PER
SHEAR WALL SCHEDULE
1.SHEAR WALL EDGE NAILING TO HAVE MIN. EDGE DISTANCE OF 3/8".
2.WHEN SHEATHING IS NAILED TO TRIMMER, TRIMMER AND KING STUD TO BE STITCH NAILED TOGETHER WITH 16D'S, SPACING TO MATCH EDGE NAILING
OF SHEAR WALL.
3.SHEAR WALL PENETRATIONS ARE TO BE IN CONFORMANCE WITH THE DETAIL BELOW. LIMIT ONE PENETRATION GREATER THAN 5" SQUARE PER STUD
BAY. CUTS TO BE MINIMUM 16" FROM EDGE OF SHEAR WALL, ALL DIRECTIONS.
4.CONTACT ENGINEER OF RECORD FOR HOLES LARGER THAN 16" SQUARE.
5.TOTAL LENGTH OF OPENINGS SHALL NOT EXCEED 20% OF THE TOTAL WALL LENGTH.
PRESSURE TREATED
SILL PLATE w/ A.B.'s PER
SHEAR WALL
SCHEDULE
HOLDOWN AS
OCCURS, TYP.
2x STUD TYP. MIN
3x POST AT SHEAR
WALL TYPES 1, 2 &
3.
SHEAR PANEL w/
E.N. PER PLAN,
MIN. WIDTH OF
PANEL = 16"
2x4 STUDS AT
16"O.C. TYP.,
U.N.O.
HDR. 6" DEEP & LESS PROVIDE
(2) 16d, TRIM. TO HDR., ADD (1)
16d FOR EA. ADD'L 2" OF DEPTH
USE LTP4 EA. SIDE WHEN
GREATER THAN 2x KING
POST
2x KING STUD AT NO
HOLDOWN CONDITION
OR POST PER PLAN AT
HOLDOWN CONDITION.
PER TABLE ABV.
HEADER PER PLAN
2x TRIM. U.N.O.
STITCH NAIL w/ 16d AT 6" o/c
AT SHEAR WALLS, 16d AT 12"
o/c AT NON-SHEAR WALLS
E.N. PER
SHEAR WALL
SCHEDULE
HOLDOWN
AS
OCCURS
MIN. 1/8"
STAGGER AT
2" E.N.
FRAMING PLATE E.N. INTO UPPER TOP PLATE
1/8"
3/8"3/8"
TYPICAL WALL FRAMING5
SHEAR WALL/ INTERSECTION
PLYWOOD AT
INTERSECTION w/ POST
POST AT PER PLAN
INTERSECTION w/o POST
16d @ 12" O.C.
OUTSIDE CORNER w/ POST
NOTE:
SEE FRAMING PLAN FOR SHEAR WALL LOCATIONS,
ORIENTATIONS AND SCHEDULE REFERENCES
DOUBLE 2x, MIN.
OUTSIDE CORNER w/o POST
DOUBLE-SIDED WALL
POST AT PER PLAN
16d @ 12" O.C.16d @ 12" O.C.
FOR 2x STUD20d @ 6" O.C.
FOR 3x STUD
PLY. CONT. THRUWALL INTERSECTIONATDOUBLE-SIDEDWALL
16d @ 12" O.C.
FOR 2x STUD
20d @ 6" O.C.
FOR 3x STUD
2x OR 3x STUD AS
REQ'D., TYP. PER
S.W. SCHED.
7
8WOOD SHEARWALL SILL PLATE ANCHORAGE
SHEARWALL
WHERE OCCURS
SILL PLATE ANCHORAGE
PER SHEARWALL SCHEDULE
CONCRETE SLAB OR
PRECAST PLANK
SHEARWALL SHEATHING SEE
PLAN AND SCHEDULE
PLATE WASHER
3 GA x 3 x 3- .229" MIN THICKNESS
12" MAX12" MAX
E.Q.E.Q.
2x4 SHEAR WALLS AND
ALL DOUBLE SIDED SHEAR WALLS
TYPICAL NON-BEARING PARTITION WALL
AT ROOF FRAMING DETAIL
PERPENDIULAR TO
TRUSS FRAMING
PARALLEL TO
TRUSS FRAMING
2x STUD SEE
ARCH'L FOR
SIZE AND
SPACING
1/
4
"
~
1
/
2
"
CL
R
.
CL
R
.
SIMPSON
"DTC" CLIP
@48"o.c.
CEILING
SEE ARCH'L
(2)2x TOP
~P'S
TRUSS
BOTTOM
CHORD
1/
4
"
~
1
/
2
"
2x6 BLOCKING
W/SIMPSON "LUS"
HANGER EA. END
SIMPSON "DTC"
CLIP @48"o.c.
TYPICAL NON-BEARING PARTITION WALL
AT SAWN LUMBER FRAMING DETAIL
FLOOR JOIST
PARALLEL TO WALL
FLOOR JOIST
PERPENDICULAR TO WALL
2x BLOCKING
@ 24"o.c.
(2)16d TOE
NAIL AT JOIST
TO PLATE
2x BLOCKING
(CONT.)(2)16d TOE NAIL
16d @ 24"o.c.16d @ 16"o.c.
TOP PLATE SPLICING, NOTCHING & BORING
STANDARD PLATE SPLICE CONDITION
ALL EXTERIOR, BEARING OR SHEAR WALLS, U.N.O. ON PLAN
PLATE SPLICE COND.
PER PLAN
NON-LAPPED
CHANNEL CONDITION
ALLOWABLE TOP PLATE NOTCHING AND BORING
ALL EXTERIOR BEARING OR SHEAR WALLS
2X UPPER
TOP-PLATE
(12)- 16d
P-NAIL (GUN)
EACH SIDE OF
SPLICE, U.N.O.
(ALT. CS16x36")^3
2X LOWER
TOP-PLATE
LOCATE
STUD AT
ALL SPLICES
TYPICAL
UPSIZED CONDITION WHERE
SPECIFICALLY INDICATED ON PLANS
ST OR MST TYPE STRAP
MUST BE PLACED ON
TOP OF UPPER PLATE
THE NUMBER OF SPLICES MAY BE
REDUCED BY NOT CUTTING PLATES
AT INTERIOR WALL INTERSECTIONS
THE NUMBER OF SPLICES MAY BE
REDUCED BY NOT CUTTING PLATES
AT INTERIOR WALL INTERSECTIONS
SHIM W(2) - 16d (AT 1X PLATE COND.
ONLY) FOR HEIGHT ADJUSTMENT
LTP4 PER
INTERSECTION
CONT. 2-2X
TOP PLTS.
EXTERIOR
WALL
1X OR 2X
PLATE2X STUD
AT CHANNEL
EQ.EQ.
REQUIRED
TOP PALTE
SPLICE
(PER PLAN)
STANDARD
ST6224
MST48
CONT. DBL.
TOP PLATES
"NOTCH/BORE" DIMENSION OR +B2 B1
4,5
2,3STRAP NOT REQUIRED STRAP REQUIRED
PLAN VIEW PLAN VIEW
ST6236
1 MIN. 1-1/4"
MIN. 1-3/4"
MIN. 2-5/8"
MIN. 3-1/2"
MIN. 2-3/4"
MIN. 1/2" to 1-1/4"
MIN. 1-3/8" to 2-5/8"
MIN. 1/2" to 1-3/4"
MIN. 2-3/8" to 3-1/2"
(1) - CS16
(1) - CS16
(1) - CS16
(1) - CS16
CALL ENGINEER
MAX.
2" .2"
TOP PLATES
"NOTCH/BORE"
CS16 W/(12)-8d
NAILS ON EACH SIDE
(WHERE REQ'D. BY
CHART ABOVE)NOTCH CONDITION BORE CONDITION
1
6"
A
A B1
B2
48" MINIMUM LAP
14
TY
P
I
C
A
L
D
E
T
A
I
L
S
S0.1
2201 W Seventh St
12/9/2024
PAD SCHEDULE
PAD
2'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
SYM.
F2.0
2'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
3'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
F2.5
F3.0
LEGEND
3'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.F3.5
DESCRIPTIONSYM.
F2.0
POST OR TRIMMER AS NOTED
SDX
X
PAD NUMBER
DETAIL NUMBER
DETAIL SHEET NUMBER
X'-X"
X
DROP IN SLAB (VERIFY PRIOR TO
CONSTRUCTION)
SHEAR PANEL LENGTH AND NUMBER, STRAP & POST EACH THE END
SHEARWALL PER SHCEDULE & PLAN.
REFER TO SD-0 FOR PANEL TYPE, MIN. 2-2x4 @ EA. END.
INDICATES ROOF TRUSSES BY
TRUSS SUPPLIER
INDICATES FLOOR JOISTS BY JOIST SUPPLIER,OR U.N.O PER SCHEDULE &
PLAN
INDICATES DECK JOIST OR ROOF RAFTER PER SCHEDULE & PLAN
X BEAM NUMBER, REFER TO REPORT
CALCULATIONS
KEY NOTE NUMBER
BEARING WALL
CALIFORNIA FRAMING
XX
GREATE BEAM @ FOUNDATION SEE PLAN FOR SIZE
KEY NOTES
FJ
RR
RT
X NUMBER OF ANCHOR BOLTS
LINE OF 2X FLAT BLOCKING W/ EDGE NAIL. & CONTINUOUS CS16 STRAP OVER U.N.O.
SEE PLAN FOR NUMBER OF BAYS.
BLOCKED FLOOR DIAPHRAGM W/ 10d's @ 4" O.C. B.N., 4" O.C. E.N. & 12" O.C. FIELD.
BLOCKED ROOF DIAPHRAGM W/ 8d's @ 4" O.C. B.N., 4" O.C. E.N. & 12" O.C. FIELD.
PROVIDE SOLID BLOCKING
TRUSS HANGER BY TRUSS SUPPLIER
CONTINUOUS FULL HT. BLKG. W/E.N. SEE PLANS FOR NUMBER OF BAYS ( U.N.O.)
1
2
3
4
5
6
EXISTING SLAB & FOOTING
INDICATES CEILING JOIST PER SCHEDULE & PLANCJ
NEW FOOTING
4'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.F4.0
4'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.F4.5
NEW SLAB
CONSTRUCTION NOTES
1.REFER TO STRUCTURAL GENERAL NOTES AND DETAIL SHEETS (SD1 & S.0) FOR
MORE INFORMATION.
2.CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLS
AND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OF
RECORD IF DIFFERENT THAN PLANS.
3.AS AN ALTERNATE TO USING SIMPSON PRODUCTS OTHER CONNECTORS CAN BE
USED, AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER THAN
SIMPSON'S.
4.USE SIMPSON " IUS " HANGERS FOR CONNECTION OF I-JOISTS TO OTHER
FRAMING MEMBERS (U.N.O.) AND " LUS " HANGERS FOR CONNECTION OF SOLID
JOISTS.
5.USE ST6224 STRAP FOR THE TOP PLATES SPLICE AT ROOF FRAMING LEVELS
(5B/SD2.0), UNO ON PLANS.
6.USE ST22 STRAP FOR LEDGER SPLICES, UNO.
7.USE (1)CS16 X 3'-0" STRAP AT RIM JOISTS SPLICE, U.N.O ON PLANS. 1¼” MIN. LVL
RIM JOISTS SHOULD BE USED AT ALL FLOOR FRAMING EDGES.
8.PLYWOOD IS APPLIED ON EITHER SIDE OF SHEAR WALLS
9.INTERIOR NON-BEARING WALLS MAY BE FRAMED WITH 2X STUDS AT 24" O.C.,
MAX.
10.HEARDER AT OPENING AT EXTERIOR & INTERIOR BEARING WALL SHOULD BE MIN.
4X6 ,U.N.O
11.HEADER AT NON-BEARING WALLS, USE 2X4 FOR OPENINGS UP TO 3'-0" MAX.,
(2)2X4 FOR OPENINGS UP TO 6'-0" MAX., 4X6 FOR OPENINGS UP TO 12'-0" MAX.,
(UNO).
12.2X6 WALL SHOULD BE AT PLUMPING WALL.
13.TOTAL MINIMUM NUMBER OF ANCHOR BOLTS. REQUIREMENTS. FOR NON-SHEAR
WALLS, MASA/MASAP MUDSILL ANCHORS CAN BE USED IN LIEU OF ANCHOR
BOLTS WITH END DISTANCE OF 4" MIN. PER ESR #2555.
14.FOUNDATION ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE
SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL,
SILICON BRONZE OR COPPER.
15.SIMPSON SET-XP EPOXY ESR-2508 SPECIAL INSPECTION REQUIRED
LIVING ROOM
KITCHEN
CLOSET
CLOSET
CLOSET CLOSET
BEDROOM
BEDROOM
BEDROOM
BATHROOM
GARAGE
WALL
WALL
WALL LEGEND
2
4'-0"
HD
U
2
2
HD
U
2
9
SD1
2
6'-3"
HD
U
2
3
HD
U
2
9
SD1
9
SD1
9
SD1
4
SD1
4
SD1
F2.5
CBS
Q
4
6
8
SD1
EXISTING RAISER FLOOR
EXISTING CONCRETE SLAB
3
SD1
TYP.
EXISTING STEM FOOTING
5
SD1
F2.0
18'-10"
7'
-
8
"
LIVING ROOM
KITCHEN
CLOSET
CLOSET
CLOSET CLOSET
BEDROOM
BEDROOM
BEDROOM
BATHROOM
GARAGE
WALL
WALL
WALL LEGEND
(E
)
H
D
R
.
(E)
H
D
R
.
(E
)
H
D
R
.
(E) HDR.(E) HDR.
(E) HDR.
(E
)
H
D
R
.
(E
)
H
D
R
.
4X6
4X6 4X6
A
B
2
4'-0"
4X
4
4X
4
14A
SD1
2
6'-3"
4X
4
4X
4
14A
SD1
E2
E2
E1
E3
1
10 3/4"X12" GLB CL'G BM
E
E
E
4X12
4X12
4X8
2
18
SD1
18
SD1
HUC46
17
SD1
E
ALL WALLS SHALL BE VERIFIED
BY EOR BEFORE REMOVE THEM
EX
I
S
T
I
N
G
R
O
O
F
S
Y
S
T
E
M
TO
B
E
R
E
M
A
I
N
E
D
,
VE
R
I
F
Y
O
N
F
I
E
L
D
.
EXISTING ROOF SYSTEM
TO BE REMAINED,
VERIFY ON FIELD.
10
S0.1
TYP.
(E)
H
I
P
B
M
(E)
H
I
P
B
M
(E
)
C
L
'
G
B
M
(E) R.B.
HU.
(E) K.P
.
VERIF
Y
O
N
F
I
E
L
D
19
SD1 TYP.
FOUNDATION PLAN
SCALE : 1/4" = 1'-0"
PDC
Pr
o
j
e
c
t
A
d
d
r
e
s
s
:
2
2
0
1
W
7
t
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S
t
r
e
e
t
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
.
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 24058
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
07/15/2024
ROOF FRAMING PLAN
SCALE : 1/4" = 1'-0"
FO
U
N
D
A
T
I
O
N
P
L
A
N
&
F
R
A
M
I
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G
P
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A
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S1.0
2201 W Seventh St
12/9/2024
PDC
Pr
o
j
e
c
t
A
d
d
r
e
s
s
:
2
2
0
1
W
7
t
h
S
t
r
e
e
t
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
.
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 24058
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
07/15/2024
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
SD1
1
2
3
4
5
6
7
8
9
10
11
WALL FOOTING DETAIL, TYP.(W/ NEW FOOTING)
8"
M
I
N
JOIST I TO STEM WALL
18
"
M
I
N
.
2x BLOCKING
w/ A35 @ 16" O.C.
TO SILL PLATE
15"
8"
8"
2-#5 @ TOP &
2-#5 @ BOTT.
2x STUDS
2x6 F.J
PLYWOOD SHEATHING
TYP. 2x P.T SILL PLATE w/ 1/2"Øx7" MIN
EMBED. A.B @ 4'-0" O.C. OR 24" O.C.
FOR SHEAR WALLS
w/ 3" SQ.x0.229" PLATE WHASHERS
15
"
M
I
N
.
3"
CL
E
A
R
B.N.
E.N.
SHEARWALL
WHERE' OCCURE
SCREED @ STUCCO FINISH
WALL FOOTING DETAIL, TYP.(W/ NEW FOOTING)
JOIST // TO STEM WALL
8"
15"
18
"
M
I
N
.
2x BLOCKING
@ 32" OC
2#5 @ TOP &
2 #5 @ BOTT.
2x6 F.J
TYP. 2x P.T SILL PLATE w/ 1/2"Øx7" MIN
EMBED. A.B @ 4'-0" O.C.,
OR 24" O.C. FOR SHEAR WALLS
w/ 3" SQ x 0.229" PLATE WASHERS
PLYWOOD SHEATHING
8"
M
I
N
12
"
24
"
M
I
N
.
3"
CL
E
A
R
2x BLOCKING
w/ A35 @ 16" O.C.
TO SILL PLATE
2x STUDS
B.N.
E.N.
SHEARWALL
WHERE' OCCURE
SCREED @ STUCCO FINISH
IN SHEAR WALL SCHEDULE
w/ STANDARD WASHER
UNLESS NOTED OTHERWISE
10" MINIMUM EMBEDMENT
PLAN
MASONRY BLOCK
FOUNDATION
REINFORCING NOT
SHOWN FOR CLARITY
PER PLAN
2x STUDS
BEARING ON CONCRETE OR
PRESSURE TREAT ALL SILLS
9"
M
A
X
.
6"
M
I
N
.
NOTE:
SILL PL
5/8"Ø ANCHOR BOLT
@ 4'-0"o.c. MAXIMUM
6" MIN.
9" MAX.9" MAX.
6" MIN.
w/(4)16d
2x PL
END NAILS
(2)16d
TYPICAL
w/(2)16d
2x BLOCKING
THAN 1/3 WIDTH OF SILL PL.
NOTCH OR HOLE IS MORE
NOTCH OR HOLE WHERE
w/(4)16d EACH SIDE OF
PROVIDE 1 1/2"x 1/8" STRAP
9" MAX.
6" MIN.
5"
MAX.MAX.
5"
PROVIDE HOT DIPPED
GALVANIZED ANCHOR
BOLTS AND PLATE
WASHERS PER PROJECT
SPECIFICATIONS
TYPICAL SILL PLATE AT FOUNDATION DETAIL
TYP. REINFORCING DETAILS
BEND
R= 5(d) FOR #14 THRU #18
LAP SPLICE
STIRRUP
6(d
)
M
I
N
.
TIE OR HOOK
6(d
)
M
I
N
.
MADE COLD
DI
M
E
N
S
I
O
N
DE
T
A
I
L
I
N
G
OR
3
"
M
I
N
.
- ALL BENDS SHALL BE
STIRRUP ALT. 135° BENDS
- PUT CROSSTIE W/ EACH
D= 4(d) FOR #3 THRU #5
D= 6(d) FOR #6 THRU #8
OR
3
"
M
I
N
.
12
(
d
)
F
O
R
#
6
T
H
R
U
#
8
DI
M
E
N
S
I
O
N
DE
T
A
I
L
I
N
G
NOTES:
CROSSTIE
MEMBER BELOW, EXCLUDE
CONCRETE IS CAST IN THE
THAN 12 INCHES OF FRESH
BARS SO PLACED THAT MORE
FOR TOP BARS (HORIZONTAL
* INCREASE LENGTH BY 30% WIRE TIE END
WALLS)
D D
48(d) MASONRY (U.N.O.)
48(d) * IN CONCRETE
90° BEND
8(d)
R
R= 4(d) FOR #9 THRU #11
R= 3(d) FOR #3 THRU #8
2 1/2" MIN.8(d)
180° BEND
R12
"
4(d) OR
4" M
I
N
.
O
R
4" M
I
N
.
O
R
6(d)
POST BASE DETAIL
OF COLUMN BASE.
12" 12" THRU STIRRUP
#3 MIN. "V" BAR BENT
CB/LCB/CBSQ PER PLAN.
SIMPSON COLUMN BASE
WHERE OCCURS.
1"
CL
R
TOP OF CONCRETE SLAB
CLR3"
3"
8"
M
I
N
.
4"
3" BATTER
SEE PLANS
PAD FOOTING
PER PLAN.
POST PER PLAN.
GIRDER BEAM WHERE OCCUR
SIMPSON HANGERPER PLAN
RETROFIT FOR SHEAR WALL
NOTE:
EXISTING WALL TO BE
USED FOR SHEAR WALL
REQUIRED SILL PLATE
ANCHOR BOLTS PER SHEAR
WALL SCHEDULE
SPECIAL INSPECTION
REQUIRED
7"
M
I
N
.
2" MIN. FOR 2X4 WALL
3 1/2 " MIN. FOR 2X6 WALL
INJECTION EPOXY
REFER NOTES FOR
LENGHT EMBEDMENT.
5 8"Ø ALL-THREADED ROD,
7 8" DRILL BIT w/ SIMP.
SET-XP EPOXY, ICC-ESR-2508
w/ 3x3x0.229 PLATE WASHER
EXISTING F.J
18
"
M
I
N
.
HDU2/HDU4
HOLDDOWN
w/ SDS2.5 SCREWS
NOTE:
SIMPSON SET-XP EPOXY
ESR-2508 SPECIAL INSPECTION REQUIRED
(ALT.SIMPSON SET-3G ESR-4057
SPECIAL INSPECTION REQUIRED)
SIMP. CNW 5/8
2" MIN.
6" MIN
FOOTING
DRILL 5 8"Ø HOLE FOR
5 8"Ø X 9" EMBED.
ALL-THREADED ROD
w/ SIMPSON "SET" EPOXY
(ALT.SIMPSON SET-3G)
w/ SPACING PER SHEARWALL SCHEDULE
EXISTING STEM
CNW 5/8
Simpson Strong-Tie
DRILL 5 8"Ø HOLE FOR
5 8"DIA. WITH 16" MIN. EMBEDMENT
ALL-THREADED ROD
w/ SIMPSON "SET" EPOXY
INTO EXIST. FOOTING
HOLDOWN DETAIL INTO CONC.
4X OR 2-2X BLKG.
BELOW POST.
FLOOR JOIST2X BLOCKING
OR 2X MEMBER
PLYWOOD SHEATHING
2X STUDS @ 16" O.C.
2X STUDS @ 16" O.C.
NONE BEARING WALL TO FLOOR JOIST
FLOOR JOIST.
PLYWOOD SHEATHING
2X4 FLAT BLOCKING
@ 16" O.C.
SILL PLATE
POST & BEAM CONNECTION
BM., SEE PLAN
POST, SEE PLAN.
EQ
.
EQ
.
STRAP
A
CAPACITY
-
5600#
2900#
MSTA12
EA. SIDE
(1) CS16B
(2) CS16C
OF EACH STRAPOVERALL LENGTH
12"
24"
24"
SIMPSON STRAP EACH
SIDE OF BEAM TO POST.
ALT. TO MSTA12 STRAPS, USE 2X
KING STUD EACH SIDE OF BEAM
TO POST & NAIL W/ 16d'S @ 16" O.C.
TO POST & MIN. (5) 16d'S TO BEAM.
CALIF. FRAMING DETAIL
2X6 FLAT W/
2-16d TO EA.
ROOF TRUSS/RAFTER
RUN LOWER ROOFSHEATHING
TO SUPPORTING WALL/BEAM
AND PROVIDE SHEAR TRANSFER
AT THAT LOCATION
2X4 RR @ CALIFORNIA FRAMING
MAX. SPAN = 8' U.N.O.
MAIN ROOF FRAMING
RAFTER OR ROOF TRUSS
ROOF RAFTER
ROOF SHEATHING
B.N.
ROOF RAFTER W/ HANGERS
TO RIDGE
ROOF SHEATHING
2X6 RIDGE @
2X4 RAFTERS
@ CALIFORNIA FRAMING
B.N.B.N.
ROOF BRACE WHERE REQ'D
TO LIMIT SPANON 2X4 R.R. TO
8'-0" MAX. U.N.O.
(2)16d TOENAIL RR TO RR.
TYPICAL TOP PLATE SPLICE
ST22 STRAP
@ RIDGE OF RAKE WALL
18-16d SINKERS
@ SPLICE, STAGGERED
DO NOT SPLIT TOP PLATE
WITH SPLICE NAILING, SEE TABLE BELOW.
STUDS @
16" O.C.
2-16d FROM TOP
PLATE TO BOTTOM
PLATE OVER EACH STUD
2-16d FROM
PLATE TO EA. STUD
2-2X TOP PLATE 4'
NOTE: SPLICE REQUIRED AT ALL PLATE BREAKS AND ALSO AT CHANNELS FOR
INTERSECTING WALLS AT ANY EXTERIOR WALL, BEARING WALL, OR SHEAR WALL
NO. OF 16d SINKER
MIN. PLATE LAP
ALT. STRAP w/ 16d SINKER ST22 ST6224 ST6236 MST37 MSTC52 CMST12x72"
8 FT.
42
GF
36
8 FT.8 FT.
32
ED
24
6 FT.6 FT.
22
CB
16
4 FT.
10
A
4 FT.
MST60
TYPICAL FLUSH BEAM PERPENDICULAR
TO WALL DETAIL
BEAM PER PLAN
POST OR DOUBLE STUDS(PROVIDE 16d @ 12"o.c.AT DOUBLE STUDS)
(2)2x TOP ~PS
PLYWOOD SHEATHINGPER PLAN
EACH SIDE FOR BEAMS9~4" DEEP AND LARGER
PROVIDE SIMPSON A35
TYPICAL STUD WALL FRAMING AT OPENING DETAIL
(2)10d TOE
16d @ 12"o.c.
WIDER THAN 6'-0")
TRIMMER AT OPENING
2x TRIMMER (2)2x
U.N.O.
SILL ~P
THAN 4'-0")
SILL AT OPENING WIDER
WHERE OCCURS (2)2x
2x WINDOW SILL
SEE PLAN
POST AT HOLDOWNS
DOUBLE STUDS OR
2x STUDS @ 16"o.c.
TOP AND BOTTOM
6'-0") W/ SIMPSON A34
OPENING WIDER THAN
(2)2x THRU STUDS AT
(1)2x THRU STUD (USE
HEADER DEPTH)
OF ADDITIONAL
(2)16d FOR EA. 2"
(2)16d MIN. (ADD
THAN 8'-0"
OPENING WIDER
SIMPSON A34 AT
NAILS
STAGGER
DETAILS
SEE CBC, TABLE 25Q, OR
FOR BALANCE OF NAILING,
U.N.O. ON PLANS)
OPENING
HEADER SCHEDULE
WIDTH
10'-0"
12'-0"
8'-0"
6'-0"
4'-0"
MAX.
VERTICAL
AND @ 8'-0"o.c.
STOPS AT CEILING
PROVIDE 2x FIRE
NOTE:
STUD WIDTH
WIDTH SAME AS
BEARING
10"
12"
NON-BEARING
8"
6"
4"
12"
14"
8"
10"
6"
MIN. NOMINAL HEADER ''D''
TO 6'-0" ONLY)
(AT OPENINGS UP
BUILT-UPSOLID
''
D
'
'
DE
P
T
H
HD
R
UP PER SCHEDULE
HEADER (SOLID, BUILT-
(2)2x TOP ~PS
EA. SIDE STAGGER
w/ 16d @ 12"o.c.
CONT. PLYWD. SHIM
2x EA. SIDE ANDNOTE:
CJ W/ 8-16d FACE NAILS
LARGER BLOCK (RIPPED TO CORRECT SIZE) FOR GAPS LARGER THAN 1".
USE FULL DEPTH BLKG. INSTALL LS70'S WHERE GAP EXCEEDS 1/4". USE NEXT
H1'S @ 24" O.C. MAY BE INSTALLED IN LIEU OF A35'S FOR SHEAR TRANSFER.
DROP BM. WHERE OCCURS
HEADER WHERE OCCURS
2X BEVELED BLOCKING W/E.N. & A35 @
24" O.C. (SEE ADDITIONAL A35 REQMTS.
@ SHEAR WALLS)
DBL 2X TOP PLATE2X STUDS @ 16" O.C.
SHEAR PANEL WHERE OCCURS
B.N.
SEAT CUT ALL RAFTERS. DO NOT OVERCUT.
ALT. LOCATION OF BLKG.
NOTES:
ROOF SHEATHING
RR W/ SEAT
CUT AT WALL
B.N.
ROOF RAFTER
PERPENDICULAR TO EXT. WALL
30" MAX.
1X6 STARTER BOARD-SHIPLAP
AT EXPOSED EAVES
2X ROSA FASICA SIMPSON H2.5A @ 48" O.C. U.N.O.
GABLE END WALL
2x STUDS
BALLOON FRAME
16d NAILS @ 8" OC
AFTER ROOF IS
LOADED
2x BLOCKING
D.F #2 FLAT LOOKOUTS
2x4 @ 24" OC OR 2x6 @ 32"
OC. TAKE BACK TO 2ND
RAFTER (MAX 18" TOTAL
OVEHANG). SOLID SHIM
UNDER EA. LOOKOUT
HOLD TOP OF WALL
DOWN 3 4" + FROM TOP
OF UNLOADED RAFTERE.N
#FULL HEIGHT
SEE PLAN
E.N
(2)-16d
@ EA.
END OF
LOOKOUT
ROOF
SHEATHING
E.N A35F MAY BE OMITTED
WHERE SHEAR WALL
MATERIAL APPED +4"
OVER RIM. PROVIDE A35F
@ NON-SHEAR SEQUENTS
E.N
E.N
SIMP. A35F @ 48" OC
DTL 16d 'S A35'S
A 8" OC 32" OC
B 6" OC 24" OC
C 4" OC 16" OC
D 3" OC 12" OC
NOTCH JOIST
FOR LOOKOUTS
POST SEE PLAN
BEAM PER. PLAN
BEAM PER. PLAN
SIMPSON HUC
CONNECTION DETAIL
(N) BEAM SEE PLAN
BOUNDARY NAILING
(E) CEILING JOIST
SEE PLAN
PLYWOOD SHEATHING
EACH SIDE
SIMPSON LUS HANGER
TYPICAL JOIST TO FLUSH
BEAM CONNECTION DETAIL
TO BE REMAINED
VERIFY ON FIELD.
12
13
14
15
16
17
18HOLDOWN DETAIL
APLICATION OF MTS & HTS
APPLICATION
OF CS16's
5 5/16"
(2) HTS20B(2) CS16 ON 2-2X4 2090#
4200#(3) CS16 ON 4X6C (4) HTS20
NAILS FOR HTS20 USE 8d SINKER NAILS FOR CS16's.
- CUT CS STRAP TO MEET MIN. END LENGTH & USE MIN.
- PROVIDE 1 1/2" SPACING BTWN ROWS OF
NAILS @ MULTIPLE CS STRAPS.
CAPACITY
1650#
- USE 10d SINKER FOR MTS12 USE 10d COMMON
(1) CS16 ON 2X4
STRAP TYPE
A
ALT.
(2) MTS12
(16) 8d's @ EACH END OF EACH STRAP.
FOR (2) MTS12 USE (2) ST12,FOR (2) HTS20 USE (2) ST2122
NOTES:
AND FOR (4) HTS20 USE
(2) ST6224.
- REFER TO 17/SN2 FOR CS16 NAILING PATTERN.
FLUSH BM/HDR PER PLAN.
USE DETAIL 5/SD2 FOR
CONNECTION OF BM/HDR TO
POST (U.N.O.).
STRAP TYPE, SEE TABLE.
DBL. TOP PLATE OR
DROP BM. PER PLAN.
MULTI STUD
2X STUD
MIN. 4X8
SOLID BLOCKING.
OR POST.
W/16 d's @ 6" O.C.
FLUSH BM/HDR
PER PLAN.
MULTI STUD
OR POST.
EN
D
L
E
N
G
T
H
=
1
8
"
END LENGTH = 18"
19
NEW PAD AT (E) FOOTING
SEE PLANS MIN. 24" SQ.
3"
CL
R
FLOOR SHEATHING
(E) FLOOR JOIST.
EXISTING WALL.
EXISTING FOOTING.
(4) #4 DOWELS MIN 4"
EMBEDMENT TO (E)
CONCRETE FOOTING. W/
SIMPSON SET-XP EPOXY,
ESR #2508. PERIODIC SPECIAL
INSPECTION IS REQ'D.
2201 W Seventh St
12/9/2024
SHEET
NUMBER
CONSULTANT
REVISIONS
The above drawings, specifications, ideas, and
arrangements represented thereby are and shall remain
property of G Design and no part thereof shall be copied,
disclosed to others or used in connection with any other
project other than the specific project for which they have
been prepared and developed, without the written
consent of G Design. Visual contact with these
drawings or specifications shall constitute conclusive
evidence of acceptance of these restrictions. Written
dimensions on these drawings shall have precedence
over scaled dimensions. Contractors shall verify and be
responsible for all dimensions and conditions on the job,
and this office must be notified of any variations from the
dimensions and conditions shown by these drawings.
Shop details must be submitted to this office for
approval before proceding with fabrication.
2024
DATE
SCALE
DRAWN
JOB no.
GQ
A-002
TI
T
L
E
2
4
7th STREET
REMODEL
2201 W 7th STREET
SANTA ANA, CA 92703
OCT 18, 2024
GIOVANNI QUINTERO
167 OAHU WAYPLACENTIA, CA 92870
TELEPHONE: 310 749.7536
E-MAIL: LOOKING4GIO@GMAIL.COM
AUG 12, 2024
OCT 18, 2024 CORR #1
Atousa Yazdanfar
Energy Compliance Services
5702 Hersholt Avenue
Lakewood , CA 90712 562.522.4258
7/18/2024
Giovanni Quintero
G x G Design
167 Oahu Way
Plactentia, CA 92870 (310) 749-7536
GIOVANNI QUINTERO
10-17-2014
2201 W Seventh St
12/9/2024
PAD SCHEDULE
PAD
2'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
SYM.
F2.0
2'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
3'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
F2.5
F3.0
LEGEND
3'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.F3.5
DESCRIPTIONSYM.
F2.0
POST OR TRIMMER AS NOTED
SDX
X
PAD NUMBER
DETAIL NUMBER
DETAIL SHEET NUMBER
X'-X"
X
DROP IN SLAB (VERIFY PRIOR TO
CONSTRUCTION)
SHEAR PANEL LENGTH AND NUMBER, STRAP & POST EACH THE END
SHEARWALL PER SHCEDULE & PLAN.
REFER TO SD-0 FOR PANEL TYPE, MIN. 2-2x4 @ EA. END.
INDICATES ROOF TRUSSES BY
TRUSS SUPPLIER
INDICATES FLOOR JOISTS BY JOIST SUPPLIER,OR U.N.O PER SCHEDULE &
PLAN
INDICATES DECK JOIST OR ROOF RAFTER PER SCHEDULE & PLAN
X BEAM NUMBER, REFER TO REPORT
CALCULATIONS
KEY NOTE NUMBER
BEARING WALL
CALIFORNIA FRAMING
XX
GREATE BEAM @ FOUNDATION SEE PLAN FOR SIZE
KEY NOTES
FJ
RR
RT
X NUMBER OF ANCHOR BOLTS
LINE OF 2X FLAT BLOCKING W/ EDGE NAIL. & CONTINUOUS CS16 STRAP OVER U.N.O.
SEE PLAN FOR NUMBER OF BAYS.
BLOCKED FLOOR DIAPHRAGM W/ 10d's @ 4" O.C. B.N., 4" O.C. E.N. & 12" O.C. FIELD.
BLOCKED ROOF DIAPHRAGM W/ 8d's @ 4" O.C. B.N., 4" O.C. E.N. & 12" O.C. FIELD.
PROVIDE SOLID BLOCKING
TRUSS HANGER BY TRUSS SUPPLIER
CONTINUOUS FULL HT. BLKG. W/E.N. SEE PLANS FOR NUMBER OF BAYS ( U.N.O.)
1
2
3
4
5
6
EXISTING SLAB & FOOTING
INDICATES CEILING JOIST PER SCHEDULE & PLANCJ
NEW FOOTING
4'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.F4.0
4'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.F4.5
NEW SLAB
CONSTRUCTION NOTES
1.REFER TO STRUCTURAL GENERAL NOTES AND DETAIL SHEETS (SD1 & S.0) FOR
MORE INFORMATION.
2.CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLS
AND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OF
RECORD IF DIFFERENT THAN PLANS.
3.AS AN ALTERNATE TO USING SIMPSON PRODUCTS OTHER CONNECTORS CAN BE
USED, AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER THAN
SIMPSON'S.
4.USE SIMPSON " IUS " HANGERS FOR CONNECTION OF I-JOISTS TO OTHER
FRAMING MEMBERS (U.N.O.) AND " LUS " HANGERS FOR CONNECTION OF SOLID
JOISTS.
5.USE ST6224 STRAP FOR THE TOP PLATES SPLICE AT ROOF FRAMING LEVELS
(5B/SD2.0), UNO ON PLANS.
6.USE ST22 STRAP FOR LEDGER SPLICES, UNO.
7.USE (1)CS16 X 3'-0" STRAP AT RIM JOISTS SPLICE, U.N.O ON PLANS. 1¼” MIN. LVL
RIM JOISTS SHOULD BE USED AT ALL FLOOR FRAMING EDGES.
8.PLYWOOD IS APPLIED ON EITHER SIDE OF SHEAR WALLS
9.INTERIOR NON-BEARING WALLS MAY BE FRAMED WITH 2X STUDS AT 24" O.C.,
MAX.
10.HEARDER AT OPENING AT EXTERIOR & INTERIOR BEARING WALL SHOULD BE MIN.
4X6 ,U.N.O
11.HEADER AT NON-BEARING WALLS, USE 2X4 FOR OPENINGS UP TO 3'-0" MAX.,
(2)2X4 FOR OPENINGS UP TO 6'-0" MAX., 4X6 FOR OPENINGS UP TO 12'-0" MAX.,
(UNO).
12.2X6 WALL SHOULD BE AT PLUMPING WALL.
13.TOTAL MINIMUM NUMBER OF ANCHOR BOLTS. REQUIREMENTS. FOR NON-SHEAR
WALLS, MASA/MASAP MUDSILL ANCHORS CAN BE USED IN LIEU OF ANCHOR
BOLTS WITH END DISTANCE OF 4" MIN. PER ESR #2555.
14.FOUNDATION ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE
SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL,
SILICON BRONZE OR COPPER.
15.SIMPSON SET-XP EPOXY ESR-2508 SPECIAL INSPECTION REQUIRED
LIVING ROOM
KITCHEN
CLOSET
CLOSET
CLOSET CLOSET
BEDROOM
BEDROOM
BEDROOM
BATHROOM
GARAGE
WALL
WALL
WALL LEGEND
2
4'-0"
HD
U
2
2
HD
U
2
9
SD1
2
6'-3"
HD
U
2
3
HD
U
2
9
SD1
9
SD1
9
SD1
4
SD1
4
SD1
F2.5
CBS
Q
4
6
8
SD1
EXISTING RAISER FLOOR
EXISTING CONCRETE SLAB
3
SD1
TYP.
EXISTING STEM FOOTING
5
SD1
F2.0
18'-10"
7'
-
8
"
LIVING ROOM
KITCHEN
CLOSET
CLOSET
CLOSET CLOSET
BEDROOM
BEDROOM
BEDROOM
BATHROOM
GARAGE
WALL
WALL
WALL LEGEND
(E
)
H
D
R
.
(E)
H
D
R
.
(E
)
H
D
R
.
(E) HDR.(E) HDR.
(E) HDR.
(E
)
H
D
R
.
(E
)
H
D
R
.
4X6
4X6 4X6
A
B
2
4'-0"
4X
4
4X
4
14A
SD1
2
6'-3"
4X
4
4X
4
14A
SD1
E2
E2
E1
E3
1
10 3/4"X12" GLB CL'G BM
E
E
E
4X12
4X12
4X8
2
18
SD1
18
SD1
HUC46
17
SD1
E
ALL WALLS SHALL BE VERIFIED
BY EOR BEFORE REMOVE THEM
EX
I
S
T
I
N
G
R
O
O
F
S
Y
S
T
E
M
TO
B
E
R
E
M
A
I
N
E
D
,
VE
R
I
F
Y
O
N
F
I
E
L
D
.
EXISTING ROOF SYSTEM
TO BE REMAINED,
VERIFY ON FIELD.
10
S0.1
TYP.
(E)
H
I
P
B
M
(E)
H
I
P
B
M
(E
)
C
L
'
G
B
M
(E) R.B.
HU.
(E) K.P
.
VERIF
Y
O
N
F
I
E
L
D
19
SD1 TYP.
FOUNDATION PLAN
SCALE : 1/4" = 1'-0"
PDC
Pr
o
j
e
c
t
A
d
d
r
e
s
s
:
2
2
0
1
W
7
t
h
S
t
r
e
e
t
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
3
.
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 24058
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
07/15/2024
ROOF FRAMING PLAN
SCALE : 1/4" = 1'-0"
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2201 W Seventh St
12/9/2024
TUNG THANH VO, M.S., P.E.
11122 BIXLER CIR
GARDEN GROVE CA 92840
BUS: 714-928-2006
FAX: 714-901-9535
EMAIL: tungcivil2018@gmail.com
STRUCTURAL ANALYSIS
**********************
SUBMITAL FOR BUILDING DEPARTMENT
CLIENT : REMODEL.
PROJECT NAME : REMODEL.
LOCATION : 2201 W 7TH STREET SANTA ANA, CA 92703.
JOB NUMBER : 24058.
1st SUBMITAL: July 11, 2024
VERTICAL, LATERAL
DESIGNED BY: TUNG VO, M.S., P.E.
2201 W Seventh St
12/9/2024
DESIGN CRITERIA SHEET
Job# 24058
CODE: 2022 CALIFORNIA BUILDING CODE
In all cases calculations will supersede this design criteria sheet.
TIMBER
Douglas fir-larch-19% max. moisture content.
4X Members: No .2 or Better
6X,8X Beams and Headers: No.1 or Better
2X Joists and Rafters: No. 2 or Better
Plates and Blocking: Standard Grade or Better
Studs: Stud Grade or Better
Mud Sills: Pressure Treated Utility Grade or Better
CONCRETE
1.Drypack shall be composed of one part Portland cement to not more than three-part sand.
2.All structural concrete…………………………. f’c=2500 psi w/inspection.
All slab-on –grate/continuous footing /pads……… f’c=2500 psi w/inspection.
All concrete shall reach minimum compressive strength at 28 days.
REINFORCING STEEL
1. All reinforcing shall be A.S.T.M.A-615-40 for #4 bars and smaller, A-615-60 for #5 bars and larger.
Welded wire fabric to be A.S.T.M. A-185, lab 1-1/2 spaces ,9” min.
2. Development length of Tension Bars shall be calculated per ACI318-19 Section 12.2.2. Class B splice =1.3xld.
Splice lengths for 2500 psi concrete is: # 4 Bars (40k) =21”, #5 Bars (60k) =39”, #6 Bars (60k) =47”
(30 dia. for compression).
Masonry reinforcement shall have lappings of 48dia.or 2’-0”. This is in all cases U.N.O.
3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry.
4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars.
Cover for cast-in-place concrete shall be as follows, U.N.O:
A. Concrete cast against & permanently exposed to earth…………………3”
B. Concrete exposed to earth or weather <= #5 Bar ………………………1 ½” #6#18 bars 2”
C. Concrete not exposed to weather or in contact with ground
Slab, wall, joist, <= #11bars …………………………………………… 3/4”
Beams & Columns: Primary reinforcement, ties, stirrups, spirals………….1 ½”
STRUCTURAL STEEL
1. Fabrication and erection of structural steel shall be in accordance with “specification for the Design,
Fabrication and Erection of Structural Steel Buildings “, AISC, current edition. Steel to conform to ASTM
A992.Round pipe columns shall conform to ASTM A35, Grade B.Square /Rectangular Steel tubes ASTM
A500,Grade B .
2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops
or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding.
3. All steel exposed to weather shall be hot –dip galvanized after fabrication, or other approved weatherproofing
method
4. Where finish is attached to structure steel, provide ½” f both holes @ 4’-0” O.C. for attachment of nailers,
U.N.O. see architectural drawings for finishes (nelson studs ½”x3” CPL may replace bolts).
MASONY
1. Concrete block shall be of size shown on architectural drawing and/or called for in specifications and conform
to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06%
2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.),
retaining walls are to be as shown in details.
3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted).
2201 W Seventh St
12/9/2024
LOADING & LATERAL ANALYSIS
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code) Job Number : 24058
Plan :
GENERAL INPUT :
Code :2022 CBC Wind Speed:110 mph
Risk Category :II Wind Exposure:C
Importance Factor, I (Seis.)1.00 Mean Roof Height :10 ft
Soil Site Class :D Building With, B :37 ft
Seismic Category :D Building Lenght, L :54.75 ft
Spectral Accel., Ss :1.306 Typ. Roof Slope:4/12
Spectral Accel., S1 :0.465 Risk Category II
Structure Height, hn :10 ft Topographic Factor Kzt 1.00
Seismic Resist. System (R) :6.5 Direction Factor Kd :0.85
Soil Bearing Pressure:1500 psf Gust Effect Factor G :0.85
Concrete Strength:2500 psi Gcpi(+/-)0.18
Foundation Type : Conventional Load Combination Factor (W) :1.00
ANALYSIS SEISMIC DESIGN :(Using Equivalent Force Procedure per ASCE 7-16)
Site Coefficients :
Fa ==1.20 (ASCE 7-16 Table 11.4-1)
Fv ==1.80 (ASCE 7-16 Table 11.4-2)
Maximum Spectral Response Accelerations :
SMS=Fa*Ss =1.57 (USGS Seismic Design Geodatabase)
SM1=Fv*S1 =0.84 (USGS Seismic Design Geodatabase)
Design Spectral Accelerations :
SDS=SMS*2/3 =1.045
SD1=SM1*2/3 =0.56
Determine Building Period :
Ta=Ct*(hn^x)=0.112 sec. (Approximate Fundemental Period using Eq. 12.8-7)
TL =8.000 sec. (Long-period transition period per ASCE 7-16 Maps 22-15/20)
Ct =0.020
x =0.750
Seismic Response Coefficients :
Cs=0.7*SDS*I/(R)=0.113 (ASCE 7-16 Section 12.8-2)CONTROL
Cs-max 0.763 (Eq. 12.8-3 & 12.8-4)
Cs-min 0.010 (Eq. 12.8-5 & 12.8-6)
ANALYSIS WIND DESIGN :(MWFRS Directional Procedure Chapter 27 Part1 per ASCE 7-16
for Building of any Height- See detail on pages Lateral Analytical Section )
LOADDING CONDITIONS :
ROOF LOADING :FLOOR LOADING :
Slope : 4/12
Roof Material : 5.50 Floor Material : 4.00
Built-up : 3.50 Built-up : 0.00
Sheathing : 1.50 Sheathing : 3.00
Roof Rafters : 1.50 Floor Joist : 1.50
Ceiling Joist : 1.50 Carpet : 1.00
Drywall : 1.50 Drywall : 2.50
Miscellaneous : 1.00 Miscellaneous : 3.00
Total Dead Load(D.L) : 16.00 psf Total Dead Load(D.L) : 15.00 psf
Live Load (L.L) : 20.00 psf Live Load (L.L) : 40.00 psf
Snow Load :
WALL LOADING :CEILING LOADING :
Exterier Wall :(DL )15.00 psf Dead Load :6.00 psf
Interier Wall :10.00 psf Live Load :10.00 psf
2201 W Seventh St
12/9/2024
BEAM DESIGN
Job Number 24058
Plan :1
Code : AF&PA NDS-2018
Design Method:ASD
Load Combination: 2021 IBC/2022 CBC & ASCE 7-16
All timber shall be Douglas Fir-Larch-19% max .moisture content.
Timber Properties :
Sawn Lumber(DFL)
2X Josit& Rafters(No.2)
4X Swan Beams(No.2)
6X Swan Beams(No.1)
Glued Laminated Beam
Glulam 24F-V4 DF/DF
Glued Laminated Beam
TimberStrand LSL 1.55E
Parallam PSL 2.0E
Microllam LVL 1.9E
Wood Post Axial Loads Capacity:
POST HEIGHT (FT)
Post 7 8 9 10 12 14 18.67 22
2x4 DFL STANDARD 3.29 2.64 2.14 1.76 1.25 0.93 --- ---
2x4 DFL STUD 2.89 2.42 2.01 1.69 1.22 0.91 ------
4x4 DFL No.2 8.73 7.00 5.69 4.69 3.33 2.48 --- ---
2x6 DFL STUD 5.16 5.16 5.16 4.93 4.00 3.18 1.94 1.43
2x6 DFL No.2 5.16 5.16 5.16 5.16 5.06 3.88 2.28 1.67
4x6 DFL No.2 13.58 10.93 8.90 7.35 5.22 3.89 --- ---
4x8 DFL No.2 17.71 14.30 11.67 9.66 6.87 5.12 --- ---
4x10 DFL No.2 22.32 18.10 14.81 12.27 8.74 6.52 ------
4x12 DFL No.2 27.15 22.01 18.01 14.92 10.63 7.93 --- ---
6x6 DFL No.1 26.37 24.84 23.01 20.99 16.90 13.42 8.15 6.00
6x8 DFL No 1 35.96 33.87 31.38 28.62 23.05 18.30 11.11 8.19
8x8 DFL No.1 52.82 51.56 50.01 48.16 43.51 37.99 25.86 19.67
Fb Fv E
900
900
180 1.6 E
180 1.6 E
1350 170 1.6 E
265 1.8 E2400/1850
2.0 E
1.9 E
1.55 E2350
2900
2600
310
285
285
2201 W Seventh St
12/9/2024
BEAM DESIGN
Job Number :
Plan :
ID: E1 Rigde bm over Living room
@ Length of Span (ft):15.75
(ft)Reaction (lbs)
Roof 21.00 0 15.75 P1 0.00 0 0 0 Left 3103
None 0 0 0.00 P2 0.00 0 0 0 Right 3103
None 0 0 0.00 Self Weight
ID: E2 Hip bm over Kitchen
@ Length of Span (ft):15.00
(ft)Reaction (lbs)
Roof 14.00 0 15.00 P1 0.00 0 0 0 Left 2010
None 0 0 0.00 P1 0.00 0 0 0 Right 2010
None 0 0 0.00 Self Weight
ID: E3 Cl'g bm right of Kitchen MEMBER SIZE :
@ Length of Span (ft):13.50
(ft)Reaction (lbs)
Ceil.2.67 0 13.50 P1 3.00 4009 4454 0 Left 6834
None 0 0 0.00 P2 0.00 0 0 0 Right 2133
None 0 0 0.00 Self Weight
DL
(Ibs)
Lr
(Ibs)
L
(Ibs)
2.67*(6+10)/2
0
0 16.00
Uni.
Load
Span
(ft)
Unit Load
(plf)
Start
(ft)
End
(ft)
Point
Load
Lr
(Ibs)
L
(Ibs)
14*(16+20)/2
0
0 16.00
Uni.
Load
Span
(ft)
Unit Load
(plf)
Start
(ft)
End
(ft)
Point
Load
DL
(Ibs)
24058
DL
(Ibs)
Lr
(Ibs)
L
(Ibs)
21*(16+20)/2
0
0 16.00
Uni.
Load
Span
(ft)
Unit Load
(plf)
Start
(ft)
End
(ft)
Point
Load
2201 W Seventh St
12/9/2024
BEAM DESIGN
Job Number :
Plan :
ID: 1 Cl'g bm over Kitchen MEMBER SIZE :
@ Length of Span (ft):18.75
(ft)Reaction (lbs)
Ceil.21.00 0 18.75 P1 8.00 3280 3554 0 Left 5831
None 0 0 0.00 P2 0.00 0 0 0 Right 4828
None 0 0 0.00 Self Weight
None 0 0 0.00 Adjustment Factors:
CD CM Ct CL CF Cfu Ci Cr Cv
Design Summary :1.25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.94
Design Results Value Loc(ft) Allowed Ratio Section Properties & Allowable Stresses :
Max. Moment(Ft-lbs)35604 8.00 60577 0.59 b(in) 10.75 E'min(ksi)930000 E/Ex(psi)1.94 F*b(psi)2160
Max. Shear(lbs)4846.5 28488 0.17 d(in) 12 FbE(psi)25960 Fb(psi)2400 F'b(psi)1850
Live Load Defl.(in)0.435 9.1 0.536 0.81 A(in2)129 I (in4)1548.0 Fv(psi)265 F'v(psi)265
Total Load Defl.(in)0.664 9.0 0.938 0.71 S(in3)258 RB 6.6 E'(ksi) 1800000
ID: 2 Cl'g bm over Kitchen MEMBER SIZE :
@ Length of Span (ft):2.50
(ft)Reaction (lbs)
Ceil.21.00 0 2.50 P1 0.00 0 0 0 Left 219
None 0 0 0.00 P1 0.00 0 0 0 Right 219
None 0 0 0.00 Self Weight
None 0 0 0.00 Adjustment Factors:
CD CM Ct CL CF Cfu Ci Cr Cv
Design Summary :0.90 1.00 1.00 1.00 1.30 1.00 1.00 1.00 1.00
Design Results Value Loc(ft) Allowed Ratio Section Properties & Allowable Stresses :
Max. Moment(Ft-lbs) 54.688 1.25 2691 0.02 b(in) 3.5 E'min(ksi)580000 E/Ex(psi)2.76 F*b(psi)810
Max. Shear(lbs) 87.5 2741 0.03 d(in) 7.25 FbE(psi)19029 Fb(psi)900 F'b(psi)900
Live Load Defl.(in) 0.001 1.3 0.167 0.00 A(in2)25.38 I (in4)111.1 Fv(psi)180 F'v(psi)180
Total Load Defl.(in) 0.000 1.3 0.125 0.00 S(in3)30.66 RB 6.0 E'(ksi) 1600000
0
Lr
(Ibs)
L
(Ibs)
21*(6+10)/2
0
0 7.00
DFL 4 x 8
Uni.
Load
Span
(ft)
Unit Load
(plf)
Start
(ft)
End
(ft)
Point
Load
DL
(Ibs)
24058
0
DL
(Ibs)
Lr
(Ibs)
L
(Ibs)
21*(6+10)/2
0
0 36.00
GLB 24F V4 GLB 10 3/4 x 12
Uni.
Load
Span
(ft)
Unit Load
(plf)
Start
(ft)
End
(ft)
Point
Load
2201 W Seventh St
12/9/2024
SHEARWALL DESGIN GENERAL
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)Job Number :24058
Plan :
GENERAL MATERIALS
Code : AF&PA NDS-2018 &SDPWS-2021(ASD) Descript. Material Size
Design Method : Segment & FTAO Top Plate DF/SPine
Load Combo : 2021 IBC/2022 CBC & ASCE 7-16 Sill Plate DF/SPine
HD Manufacturer : SIMPSON Wall Stud DF/SPine
Panel Schedule : 2022 CBC Chord DF/SPine 2X4 Min.
2022 CBC
16d's Sinker SDS Screws(*)
1 260 6" O.C. 16" O.C. 24" O.C.
2 380 4" O.C. 12" O.C. 16" O.C.
3 490 3" O.C. 8" O.C. 12" O.C.
4 640 2" O.C. 6" O.C. 10" O.C.
5 800 (2) 3" O.C. 5" O.C. 6" O.C.
3(D.S.)1020 (2) 3" O.C. 4" O.C. N/A
4(D.S.)1330 (2) 3" O.C. 3" O.C. N/A
5(D.S.)1740 (2) 3" O.C. 2.5" O.C. N/A
Notes:
-(*) Use 1/4"dia. x6"SDS Screws
DRAG TYPE FORCE SCHEDULE
Type
A
B
C
D
E
F
FORMULAS MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-08 4.3.2)
-Provide 3" Nominal Or Wider Framing At Adjoining Panel Edges With Nails Staggered.
-Use Clips @ 6" O.C. On Simpson Strong Wall & Hardy Frame (U.N.O.).
-Use Spacing Per Schedule If Number Of Framing Clips Are Not Specified On Framing Plans.
-Sheathing Conforms to Either Doc PS 1 Or PS 2 Standards.
8d's @ 2" O.C.
10d's @ 2" O.C.
10d's @ 2" O.C.
-Sheathing Panel Joint And Sill Plate Nailing Shall Be Staggered In All Cases.
Panel
Type
Edge Nail
(common)
Field Nail
(common)
3/8"
3/8"
3/8"
15/32"
10d's @ 4" O.C.
10d's @ 3" O.C.
10d's @ 12" O.C.
10d's @ 12" O.C.
10d's @ 12" O.C.
15/32"
Sill Plate Connection Framing(2)
Clips
SHEAR WALL SCHEDULE of
10d's @ 12" O.C.
15/32"
Allowable
Shear(plf)Sheathing (Plywood/OSB)
3/8"
15/32"
8d's @ 6" O.C.
8d's @ 4" O.C.
8d's @ 3" O.C.
8d's @ 12" O.C.
8d's @ 12" O.C.
8d's @ 12" O.C.
8d's @ 12" O.C.
Simpson MSTC52 or ALT.(36)16d sinker per top plate splice
1192
2134
3230
4267
4745
5653
Simpson ST22 or ALT.(10)16d sinker per top plate splice
Simpson ST6224 or ALT.(16)16d sinker per top plate splice
Simpson ST6236 or ALT.(22)16d sinker per top plate splice
Simpson MST37 or ALT.(24)16d sinker per top plate splice
Top Plate Splice
Simpson MST48 or ALT.(32)16d sinker per top plate splice
-(2) Clips Framing Use A35's, LS50's or LTP4's.
-Periodic Special Inspection is Required.
-Use Spacing Per Schedule If Number Of Framing Clips Are Not Specified On Framing Plans.
-For Holdown Attached To Inside Face Of End Post.
Load Capacity
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
D = + + + = + + +D D D D
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
D = + + + = + + +D D D D
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
D = + + + = + + +D D D D
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
D = + + + = + + +D D D D
2201 W Seventh St
12/9/2024
N
N
N
N
LIVING ROOM
KITCHEN
CLOSET
CLOSET
CLOSET CLOSET
BEDROOM
BEDROOM
BEDROOM
BATHROOM
GARAGE
RELOCATED WINDOW
Job Number : 24058LATERAL SHEAR WALL LAYOUT
Plan :
ROOF SHEAR WALL LAYOUT
SECTION 1
A
SECTION 2
B
2201 W Seventh St
12/9/2024
LATERAL ANALYTICAL SECTION
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)Job Number : 24058
1 Plan :
GENERAL INPUT : (1 STORY)
Base Height Above Ground (ft)0.50 Plate Height (ft)8.00
South Roof Height (N-S Direction-ft)11.50 West Roof Height (E-W Direction-ft)11.50
South Roof Type (N-S Direction) Slope West Roof Type (E-W Direction) Slope
Roof Depth (N-S-ft)23.25 Roof Depth (E-W-ft)39
Diaphragm Depth (N-S Direction-ft)21.5 Diaphragm Depth (E-W Direction-ft)37
Diaphragm Span (N-S Direction-ft)37 Diaphragm Span(E-W Direction-ft)21.5
Number of Ext. Wall (N-S)2 Number of Ext. Wall (E-W)2
Number of Int. Wall (N-S)1 Number of Int. Wall (E-W)2
SEISMIC ANALYSIS :(Using Equivalent Force Procedure per ASCE 7-16)
Determine Section Weight :
For N-S Direction :
Area(ft^2) Unit
Roof 906.75 16
Ext.Wall(ft.)296 15
Int. Wall(ft)148 10
Sum:20,428 Ev(ASD)
Base Shear :(V=Cs*W) :2,298.5 4269 lbs
2.53 58.8225
For E-W Direction :
Area(ft^2) Unit
Roof 906.75 16
Ext.Wall(ft.)172 15
Int. Wall(ft)172 10
Sum:18,808 Ev(ASD)
Base Shear :(V=Cs*W) :2,116.2 3930 lbs
2.33 90.9
WIND ANALYSIS :(MWFRS Directional Procedure Chapter 27 Part1 per ASCE 7-16 for Building of any Height)
The Velocity Pressures :
qz = 0.00256 Kz Kzt Kd V2 (ASCE 7-16 Equation27.3-1)
Kzt = 1.0 (Flat Terrian)
Kd = 0.85 (ASCE 7-16 Table 26.6-1)
Kz = 2.01*(max(z,15)/zg)(2/a)( ASCE 7-16 Tables 27.3-1)
h(ft)kz qz(psf)
Roof 10.33 0.849 22.35
Wall 8.00 0.849 22.35
p=qz*G*Cp-qi*(+/-GCpi) for windward wall (psf), where : qi=qh(Eq. 27.3-1, Sect.27.3.2)
p=qh*G*Cp-qi*(+/-GCpi) for leeward wall, side wall & roof (psf), where : qi=qh( Eq. 27.3-1, Sect.27.3.2)
The Internal Pressures:
Gcpi(+/-) 0.18
qh 22.35 psf
+qhGCpi 4.02 psf
-qhGCpi -4.02 psf
(see next page for details)
SECTION NUMBER :
Weight(Ib)
14508
4440
1480
Unit
FN-S(psf)
Unit
FN-S(plf)
Weight(Ib)
14508
2580
1720
Unit
FE-W(psf)
Unit
FE-W(plf)
2201 W Seventh St
12/9/2024
LATERAL ANALYTICAL SECTION
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code) Job Number : 24058
SECTION NUMBER : 1 (cont.)Plan :
Normal to Ridge Wind Load Tabulation for MWFRS with q ≥ 10o(N-S Direction):
(w/+Gcpi) (w/-Gcpi)
All 0.80 22.35 19.22 11.18
Cond.1 -0.36 22.35 -2.87 -10.91
Cond.2 0.14 22.35 6.63 -1.41
All -0.57 22.35 -6.78 -14.82
All -0.40 22.35 -3.66 -11.70
All -0.70 22.35 -9.28 -17.32
Design Sumary Wind Loading (N-S Direction):
Horizontal Vertical
Roof 12.72 4.69
1st Floor 22.88 0.00 136.05 plf
Parallel to Ridge Wind Load Tabulation for MWFRS (E-W Direction):
(w/+Gcpi) (w/-Gcpi)
Roof 0.80 22.35 19.22 11.18
Wall 0.80 22.35 19.22 11.18
Cond.1 -0.90 22.35 -13.08 -21.12
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 -0.90 22.35 -13.08 -21.12
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 -0.50 22.35 -5.48 -13.52
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 -0.30 22.35 -1.68 -9.72
Cond.2 -0.18 22.35 0.60 -7.44
All -0.50 22.35 -5.48 -13.52
All -0.70 22.35 -9.28 -17.32
Design Sumary Wind Loading (E-W Direction):
Horizontal Vertical
Roof 24.70 6.68
Wall 24.70 0.00 185.25 plf
DIAPHRAGMS ANALYSIS (ASD METHOD) :
Design Sumary Loading :
Seis.(N-S)Wind(N-S)Govern Seis.(E-W)Wind (E-W)Govern
Roof 58.8 81.6 Wind 90.9 111.2 Wind
For N-S Direction :
Max. Diaphragm Shear @ Roof :
Vn-s=wL/2B 49.36 plf < 180 plf OK
USE : 15/32" APA(OR OSB) RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16.
UNBOCKLED DIAPHRAGMS W/8d @ COMMON NAIL @ 6" O.C. B.N., 6" O.C. E.N., 12' O.C F.N.
CHORD FORCE :85.51
SPICE W/ MINI (5)16d SINKER EACH SIDE OF SPLICE @ 8" O.C.(STANDARD CONSTRUCTIONS)
For E-W Direction :
Max. Diaphragm Shear @ Roof :
Ve-w=wL/2B 34.92 plf < 180 plf OK
USE : 15/32" APA(OR OSB) RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16.
UNBOCKLED DIAPHRAGMS W/8d @ COMMON NAIL @ 6" O.C. B.N., 6" O.C. E.N., 12' O.C F.N.
CHORD FORCE :308.82
SPICE W/ MINI (5)16d SINKER EACH SIDE OF SPLICE @ 8" O.C.(STANDARD CONSTRUCTIONS)
Surface Location Cp q(psf)qGCp(psf)Net Pressure (psf)
Windward Wall 15.20
Windward Roof -6.89
2.61
Leeward Roof -10.80
Leeward Wall -7.68
Side Walls -13.30
Location Net Pressure (psf)
Surface Location Cp q(psf)qGCp(psf)Net Pressure (psf)
Windward Wall 15.20
15.20
Leeward Wall -9.50
Side Walls -13.30
Location Net Pressure (psf)
Windward
Roof
0 to h/2 -17.10
-3.42
h/2 to h -17.10
-3.42
h to 2h -9.50
-3.42
>2h -5.70
-3.42
2201 W Seventh St
12/9/2024
LATERAL ANALYTICAL SECTION
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)Job Number : 24058
2 Plan :
GENERAL INPUT : (1 STORY)
Base Height Above Ground (ft)0.50 Plate Height (ft)8.00
South Roof Height (N-S Direction-ft)11.50 West Roof Height (E-W Direction-ft)11.50
South Roof Type (N-S Direction) Gable West Roof Type (E-W Direction) Slope
Roof Depth (N-S-ft)14 Roof Depth (E-W-ft)19.25
Diaphragm Depth (N-S Direction-ft)13 Diaphragm Depth (E-W Direction-ft)17.25
Diaphragm Span (N-S Direction-ft)17.25 Diaphragm Span(E-W Direction-ft)13
Number of Ext. Wall (N-S)1 Number of Ext. Wall (E-W)2
Number of Int. Wall (N-S)1 Number of Int. Wall (E-W)1
SEISMIC ANALYSIS :(Using Equivalent Force Procedure per ASCE 7-16)
Determine Section Weight :
For N-S Direction :
Area(ft^2) Unit
Roof 269.5 16
Ext.Wall(ft.)69 15
Int. Wall(ft)69 10
Sum:6,037 Ev(ASD)
Base Shear :(V=Cs*W) :679.3 1261 lbs
2.52 35.28
For E-W Direction :
Area(ft^2) Unit
Roof 269.5 16
Ext.Wall(ft.)104 15
Int. Wall(ft)52 10
Sum:6,392 Ev(ASD)
Base Shear :(V=Cs*W) :719.2 1336 lbs
2.67 51.4
WIND ANALYSIS :(MWFRS Directional Procedure Chapter 27 Part1 per ASCE 7-16 for Building of any Height)
The Velocity Pressures :
qz = 0.00256 Kz Kzt Kd V2 (ASCE 7-16 Equation27.3-1)
Kzt = 1.0 (Flat Terrian)
Kd = 0.85 (ASCE 7-16 Table 26.6-1)
Kz = 2.01*(max(z,15)/zg)(2/a)( ASCE 7-16 Tables 27.3-1)
h(ft)kz qz(psf)
Roof 10.33 0.849 22.35
Wall 8.00 0.849 22.35
p=qz*G*Cp-qi*(+/-GCpi) for windward wall (psf), where : qi=qh(Eq. 27.3-1, Sect.27.3.2)
p=qh*G*Cp-qi*(+/-GCpi) for leeward wall, side wall & roof (psf), where : qi=qh( Eq. 27.3-1, Sect.27.3.2)
The Internal Pressures:
Gcpi(+/-) 0.18
qh 22.35 psf
+qhGCpi 4.02 psf
-qhGCpi -4.02 psf
(see next page for details)
SECTION NUMBER :
Weight(Ib)
4312
1035
Weight(Ib)
4312
1560
690
Unit
FN-S(psf)
Unit
FN-S(plf)
520
Unit
FE-W(psf)
Unit
FE-W(plf)
2201 W Seventh St
12/9/2024
LATERAL ANALYTICAL SECTION
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code) Job Number : 24058
SECTION NUMBER : 2 (cont.)Plan :
Parallel to Ridge Wind Load Tabulation for MWFRS (E-W Direction):
(w/+Gcpi) (w/-Gcpi)
All 0.80 22.35 19.22 11.18
Cond.1 -0.36 22.35 -2.87 -10.91
Cond.2 0.14 22.35 6.63 -1.41
All -0.57 22.35 -6.78 -14.82
All -0.50 22.35 -5.48 -13.52
All -0.70 22.35 -9.28 -17.32
Design Sumary Wind Loading (E-W Direction):
Horizontal Vertical
Roof 12.72 4.69
1st Floor 24.70 0.00 143.33 plf
Normal to Ridge Wind Load Tabulation for MWFRS with q ≥ 10o(N-S Direction):
(w/+Gcpi) (w/-Gcpi)
Roof 0.80 22.35 19.22 11.18
Wall 0.80 22.35 19.22 11.18
Cond.1 -0.90 22.35 -13.08 -21.12
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 -0.90 22.35 -13.08 -21.12
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 -0.50 22.35 -5.48 -13.52
Cond.2 -0.18 22.35 0.60 -7.44
Cond.1 N/A N/A N/A N/A
Cond.2 N/A N/A N/A N/A
All -0.40 22.35 -3.66 -11.70
All -0.70 22.35 -9.28 -17.32
Design Sumary Wind Loading (N-S Direction):
Horizontal Vertical
Roof 22.88 6.68
Wall 22.88 0.00 171.60 plf
DIAPHRAGMS ANALYSIS (ASD METHOD) :
Design Sumary Loading :
Seis.(N-S)Wind(N-S)Govern Seis.(E-W)Wind (E-W)Govern
Roof 35.3 103.0 Wind 51.4 86.0 Wind
For N-S Direction :
Max. Diaphragm Shear @ Roof :
Vn-s=wL/2B 50.82 plf < 180 plf OK
USE : 15/32" APA(OR OSB) RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16.
UNBOCKLED DIAPHRAGMS W/8d @ COMMON NAIL @ 6" O.C. B.N., 6" O.C. E.N., 12' O.C F.N.
CHORD FORCE :64.68
SPICE W/ MINI (5)16d SINKER EACH SIDE OF SPLICE @ 8" O.C.(STANDARD CONSTRUCTIONS)
For E-W Direction :
Max. Diaphragm Shear @ Roof :
Ve-w=wL/2B 34.90 plf < 180 plf OK
USE : 15/32" APA(OR OSB) RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16.
UNBOCKLED DIAPHRAGMS W/8d @ COMMON NAIL @ 6" O.C. B.N., 6" O.C. E.N., 12' O.C F.N.
CHORD FORCE :124.34
SPICE W/ MINI (5)16d SINKER EACH SIDE OF SPLICE @ 8" O.C.(STANDARD CONSTRUCTIONS)
Windward Wall 15.20
Windward Roof -6.89
2.61
Surface Location Cp q(psf)qGCp(psf)Net Pressure (psf)
Location Net Pressure (psf)
Surface Location Cp q(psf)
Leeward Roof -10.80
Leeward Wall -9.50
Side Walls -13.30
qGCp(psf)Net Pressure (psf)
Windward Wall 15.20
15.20
Windward
Roof
0 to h/2 -17.10
-3.42
h/2 to h
Leeward Wall -7.68
Side Walls -13.30
Location Net Pressure (psf)
-17.10
-3.42
h to 2h -9.50
-3.42
>2h N/A
N/A
2201 W Seventh St
12/9/2024
JOB NUMBER : 24058
PLAN:
Story 1 Line :A Redundancy(ρ)1.3 X Dir.
Lateral loads :
at A
Max. Drag Force : 517 lb Use Drag Type A (See Shear wall Schedule)
Total Wall Length : 17.00 ft Total Panel Length : 4.00 ft Net Length : 4.00 ft
Shear Diaphragm : 43 plf Design Wall Shear : 183 plf
Use ( 2 A35) or (2 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule
USE TYPE 2 ok Ratio Shear : 0.48
Max. Panel Deflection :0.959 " < 1.92 "ok
Holdown & Deflection Check
A 4.00 4.00 8 1520 1665 1520 1665 4X4 4X4 2 32"
Uplift Above 00 lbs
Span(ft) Seis. (lbs) Wind (lbs)
From Line 1
Lateral Loads:
0% 0 0
Post size
Panel Length
(ft)
Net L
(ft)
Height
(ft)
Left
Seis. Wall (lbs)137
Down
(lb)
2X_ROOF 13 17.25 595 507
Sum :732 507
Right
Span (ft) Deep (ft) Wind (lbs)Seis. (lbs)
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)
SHEAR WALL DESIGN
Deflection (in.)A.B.Spacing
(in.)
HDU2 HDU2 0.1712
Holdown L. R.Uplift
(lb)
Down
(lb)Holdown Uplift
(lb)
DM = (4.0/1.0) X Ds X 1.4 =
0 5 8 1717171717171717
1 50000000000
A
2201 W Seventh St
12/9/2024
JOB NUMBER : 24058
PLAN:
Story 1 Line :B Redundancy(ρ)1.3 X Dir.
Lateral loads :
at A
Max. Drag Force : 1769 lb Use Drag Type B (See Shear wall Schedule)
Total Wall Length : 36.50 ft Total Panel Length : 6.25 ft Net Length : 6.25 ft
Shear Diaphragm : 58 plf Design Wall Shear : 342 plf
Use ( 5 A35) or (4 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule
USE TYPE 2 ok Ratio Shear : 0.90
Max. Panel Deflection :1.428 " < 1.92 "ok
Holdown & Deflection Check
A 6.25 6.25 8 2759 2951 2759 2951 4X4 4X4 3 32"
Holdown L. R.Uplift
(lb)
Down
(lb)Holdown Uplift
(lb)
Span (ft) Deep (ft) Wind (lbs)Seis. (lbs)
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)
SHEAR WALL DESIGN
Deflection (in.)A.B.Spacing
(in.)
HDU2 HDU2 0.2551
21.5 37 1437 1195
559
Sum :2135 1754
Right
1X_ROOF
2X_ROOF 13 17.25 455
Post size
Panel Length
(ft)
Net L
(ft)
Height
(ft)
Left
Seis. Wall (lbs)243
Down
(lb)
Span(ft) Seis. (lbs) Wind (lbs)
From Line 1
Lateral Loads:
0% 0 0
From Line 100% 0 0
Uplift Above 00 lbs
DM = (4.0/1.0) X Ds X 1.4 =
0 5.25 15 21 23.5 26.25 30.25 36.536.536.536.5
30.25 36.50000000000
A
2201 W Seventh St
12/9/2024
FOOTING & PAD DESIGN
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code) Job Number : 24058
Plan :
ID: P1 Pad support 1-Beam #1 (Design Footing & Pad on Footing)
Loading :Design :
Load Type Span(ft) Unit Loads(plf) Total Weight :plf
I.Wall 8.00 8*10 Total Point Load : lbs
None 0 0 Footing With Required : in.
None 0 0
None 0 0 Capacity of Point Load on Footing:lbs
Self Weight 225 Allowable Point Load on Footing : lbs
Required Pad Width :in.
Use 2.5' SQ x 24 in. Deep w/(3)#4 @ Bott. E.W. for Pad
ID: P2 Pad support 2-Beam #1 (Design Footing & Pad on Footing)
Loading :Design :
Load Type Span(ft) Unit Loads(plf) Total Weight :plf
I.Wall 9.00 9*10 Total Point Load : lbs
None 0 0 Footing With Required : in.
None 0 0
None 0 0 Capacity of Point Load on Footing:lbs
Self Weight 225 Allowable Point Load on Footing : lbs
Required Pad Width :in.
Use 2' SQ x 24 in. Deep w/(3)#4 @ Bott. E.W. for Pad
305
6000
2.5
1.81
5000
3983
2
315
4900
2.6
5000
3950
2201 W Seventh St
12/9/2024
ASCE Hazards Report
Address:
2201 W 7th St
Santa Ana, California
92703
Standard:ASCE/SEI 7-16 Latitude:33.750758
Risk Category:II Longitude:-117.900887
Soil Class:D - Default (see
Section 11.4.3)
Elevation:87.12810760109149 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Thu Jul 11 2024
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://ascehazardtool.org/Thu Jul 11 2024
2201 W Seventh St
12/9/2024
SS : 1.306
S1 : 0.465
F a : 1.2
F v : N/A
SMS : 1.568
SM1 : N/A
SDS : 1.045
SD1 : N/A
T L : 8
PGA : 0.555
PGA M : 0.666
F PGA : 1.2
Ie : 1
C v : 1.361
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Thu Jul 11 2024
https://ascehazardtool.org/Thu Jul 11 2024
2201 W Seventh St
12/9/2024
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https://ascehazardtool.org/Thu Jul 11 2024
2201 W Seventh St
12/9/2024