HomeMy WebLinkAbout2221 N Heliotrope Dr - PlanNOTE: NO PROPOSED CHANGES TO
FOOTPRINT OF (E) HOME, OTHER (E)
STRUCTURES, OR LANDSCAPING.
HELIOTROPE DRIVE
SA
N
T
A
C
L
A
R
A
A
V
E
N
U
E
(E) 1 STORY
GARDEN ROOM -
NOT IN SCOPE
(E) 2 STORY
SINGLE FAMILY
RESIDENCE - NOT
IN SCOPE
(E) POOL HOUSE -
NOT IN SCOPE
(E) DRIVEWAY
(E
)
W
A
L
K
W
A
Y
90° 00' 00"
224.00'
N W
0° 32' 45"
166.51'
S
W
0°
0
0
'
0
0
"
16
3
.
6
6
'
S
W
83° 31' 34"
202.99'S W
50° 00' 08"
31.19'
S
E
(N) GAZEBO/PAVILION, 205 SQ FT
APPROX. 38.00
15
.
0
0
12.00
(E) STUCCO WALL, 6 FEET TALL
NOTE: DIMENSIONS ARE FROM
PROPERTY LINE TO OUTSIDE
EDGE OF ROOF OVERHANG
(E) LANDSCAPING BEHIND WALL
TO BE MAINTAINED FOR
SCREENING
AP
P
R
O
X
.
3
0
SCALE:
DATE:
NO.
ISSUES:
DATE DESCRIPTION
OWNERS:
DR. CHAN KIEU & DR. QUYNH KIEU
2221 N. HELIOTROPE DR
SANTA ANA, CA 92706
ARCHITECT:
QUENTIN STANTON
ARCHITECTURE
3712 CROWN POINT DR
SAN DIEGO, CA 92109
(619)985-8822
Q@QSTANTON.COM
STRUCTURAL ENGINEER:
TUNG THANH VO, M.S., P.E.
11122 BIXLER CIR.
GARDEN GROVE, CA 92840
(714)928-2006
TUNGCIVIL2018@GMAIL.COM
HELIOTROPE
PAVILION
2221 N. HELIOTROPE DR
SANTA ANA, CA 92706
SHEET TITLE:
SHEET NUMBER:
05/18/25 1ST SUBMISSION
10/27/25 2ND SUBMISSION1
12/16/25 3RD SUBMISSION2
1" = 20'-0"
12/16/2025 3:02:44 PM
G000
COVER
SHEET
12/16/2025
SHEET LIST - ARCHITECTURAL
G000 COVER SHEET
G100 SITE ELEVATION
A101 FLOOR PLAN, SECTION & ELEVATION
A110 TYP SLAB DETAILS & ICC-ES REPORT
A111 ICC-ES REPORT CONT'D
CONSTRUCTION OF A NEW 205 SF DETACHED 2 STORY HIGH MOON PAVILION/GAZEBO.
NO CHANGE TO (E) HOME OR OTHER (E) STRUCTURES ON THE PROPERTY.
SCOPE OF WORK
PROJECT ADDRESS:
2221 N. HELIOTROPE DR
SANTA ANA, CA 92706
ASSESSORS PARCEL NUMBERS: 002-081-45 AND 002-081-46
LEGAL DESCRIPTION:TR 1035 LOT 17, LOT 18 AND LOT 19
GENERAL PLAN LAND USE DESIGNATION: LR 7.0
ZONING DISTRICT: R1
TOTAL LOT SIZE: 39,547 SF (0.908 ACRES)
HISTORIC PROPERTY:YES
HISTORIC DISTRICT:NO
TYPE OF CONSTRUCTION: V-B - NON-SPRINKLERED
PROPOSED NUMBER OF STORIES: 2
PROPOSED STRUCTURE HEIGHT:22' - 8"
OCCUPANCY OF PROPOSED BUILDING: U (ACCESSORY STRUCTURE)
OCCUPANCY OF EXISTING STRUCTURES:R-3
PROPOSED EXTERIOR WALL AND ROOF MATERIALS:
WALL:N/A, NOT ENCLOSED
ROOF: TILE
EXISTING BUILDINGS EXTERIOR WALL AND ROOF MATERIALS:
WALL: STUCCO
ROOF: ASPHALT SHINGLE
GOVERNING CODES:
2022 CALIFORNIA RESIDENTIAL CODE (CRC)
2022 CALIFORNIA MECHANICAL CODE (CMC)
2022 CALIFORNIA ELECTRICAL CODE (CEC)
2022 CALIFORNIA PLUMBING CODE (CPC)
2022 CALIFORNIA GREEN BUILDING CODE (CALGREEN)
AHJ AND LOCAL CODES AND NFPA
CONTRACTOR:TO BE DETERMINED
N
2221 N HELIOTROPE DR
NOT TO SCALE
LEGEND OF PROJECT DATA
DRAWING INDEX
VICINITY MAP
SITE PLAN / PLOT PLAN
OWNERS' NAME AND ADDRESS:
DR. CHAN KIEU & DR. QUYNH KIEU
2221 N. HELIOTROPE DR
SANTA ANA, CA 92706
ARCHITECT / APPLICANT'S NAME AND ADDRESS:
QUENTIN STANTON, RA
QUENTIN STANTON ARCHITECTURE
619-985-8822
Q@QSTANTON.COM
3712 CROWN POINT DRIVE
SAN DIEGO, CA 92109
STRUCTURAL ENGINEER:
TUNG THANH VO, M.S., P.E.
714-928-2006
TUNGCIVIL2018@GMAIL.COM
11122 BIXLER CIR.
GARDEN GROVE, CA 92840
PROJECT TEAM
NN
TRUEPROJECT
1" = 20'-0"2 SITE PLAN
SHEET LIST - STRUCTURAL
S0.0 GENERAL STRUCTURAL NOTES
S1.0 FOUNDATION PLAN, FRAMING PLAN & DETAILS
2
12/16/2025
04/30/2027
DIGITALLY STAMPED/SIGNED ON
GRADE
0' -0"
PAVILION ROOF PEAK
22' -8"
(N) PAVILION - SEE SITE
PLAN FOR EXACT LOCATION
BEHIND HOME
(E) STUCCO WALL, 6 FEET TALL
APPROX. TOP OF (E) HOME
25' -0"
NOTE: EXISTING HOME SHOWN FOR MASSING
AND SCALE PURPOSES ONLY - ADDITIONAL
ARCHITECTURAL DETAILS NOT SHOWN
NOTE: HEIGHT OF EXISTING HOME IS SHOWN
APPROXIMATELY FOR SCALE
SCALE:
DATE:
NO.
ISSUES:
DATE DESCRIPTION
OWNERS:
DR. CHAN KIEU & DR. QUYNH KIEU
2221 N. HELIOTROPE DR
SANTA ANA, CA 92706
ARCHITECT:
QUENTIN STANTON
ARCHITECTURE
3712 CROWN POINT DR
SAN DIEGO, CA 92109
(619)985-8822
Q@QSTANTON.COM
STRUCTURAL ENGINEER:
TUNG THANH VO, M.S., P.E.
11122 BIXLER CIR.
GARDEN GROVE, CA 92840
(714)928-2006
TUNGCIVIL2018@GMAIL.COM
HELIOTROPE
PAVILION
2221 N. HELIOTROPE DR
SANTA ANA, CA 92706
SHEET TITLE:
SHEET NUMBER:
05/18/25 1ST SUBMISSION
10/27/25 2ND SUBMISSION1
12/16/25 3RD SUBMISSION2
1/8" = 1'-0"
12/16/2025 3:02:44 PM
G100
SITE
ELEVATION
12/16/2025
1/8" = 1'-0"1
WEST SITE ELEVATION FROM
HELIOTROPE - SHOWN WITH (E) HOME
04/30/2027
DIGITALLY STAMPED/SIGNED ON
12/16/2025
A101
3
2
A101
TYP.
CONCRETE SLAB ON
GRADE
LINE OF ROOF ABOVE
TYP - CONCRETE EXPANSION JOINTS /
CONTRACTION JOINTS, SEE DETAIL ON A110
2% SLOPE2% SLOPE
TYP - WEATHERPROOF GFCI ELECTICAL
OUTLET, SURFACE MOUNT BOX AND CONDUIT,
CENTERLINE OF JBOX TO BE 16" A.F.F.
15' - 4 3/4"
TYP. 8' - 10 3/4"TYP. 6' - 0"
17
'
-
9
1
/
4
"
A101
4
MOUNT DIRECTIONAL EXTERIOR LIGHT
FIXTURE ABOVE ELECTRICAL OUTLET,
CENTERLINE OF FIXTURE TO BE 24" A.F.F.
MOUNT DIRECTIONAL EXTERIOR LIGHT
FIXTURE ABOVE ELECTRICAL OUTLET,
CENTERLINE OF FIXTURE TO BE 24" A.F.F.
2%
S
L
O
P
E
2%
S
L
O
P
E
GRADE
0' -0"
PAVILION ROOF PEAK
22' -8"
SEE STRUCT DWG'S FOR FOUNDATION
DESIGN AND OTHER DETAILING
PREFABRICATED WOOD PAVILION
5'
-
1
0
3
/
4
"
3'
-
9
1
/
4
"
6'
-
0
3
/
4
"
6'
-
1
1
1
/
4
"
THREE (3) DIRECTIONAL EXTERIOR LIGHT
FIXTURES (FOR ACCENT LIGHTING), MOUNTED
TO TOP OF BEAMS AT FIRST TIER OF ROOFING.
LIGHT TO BE DIRECTED UPWARDS TO
UNDERSIDE OF ROOF.
BRAVA ROOF TILE - SEE SHEETS A110
AND A111 FOR CURRENT ICC-ES
REPORT (NUMBER ESR-4756)
GRADE
0' -0"
PAVILION ROOF PEAK
22' -8"NOTE: PAVILION DESIGN IS
THE SAME ON ALL
ELEVATIONS (N, S, E, W).
ELEVATION SHOWN IN THIS
DRAWING IS TYPICAL FOR
ALL SIDES.
SEE STRUCT DWG'S FOR
FOUNDATION DESIGN AND
OTHER DETAILING
PREFABRICATED WOOD
PAVILION
BRAVA ROOF TILE - SEE SHEETS A110
AND A111 FOR CURRENT ICC-ES
REPORT (NUMBER ESR-4756)
GRADE
0' -0"
PAVILION ROOF PEAK
22' -8"NOTE: PAVILION DESIGN IS
THE SAME ON ALL
ELEVATIONS (N, S, E, W).
ELEVATION SHOWN IN THIS
DRAWING IS TYPICAL FOR
ALL SIDES.
SEE STRUCT DWG'S FOR
FOUNDATION DESIGN AND
OTHER DETAILING
PREFABRICATED WOOD
PAVILION
BRAVA ROOF TILE - SEE SHEETS
A110 AND A111 FOR CURRENT ICC-ES
REPORT (NUMBER ESR-4756)
5' - 8 1/2"
11 3/4"
12' - 8 1/4"
10' - 9 1/2"
15
'
-
0
1
/
4
"
SCALE:
DATE:
NO.
ISSUES:
DATE DESCRIPTION
OWNERS:
DR. CHAN KIEU & DR. QUYNH KIEU
2221 N. HELIOTROPE DR
SANTA ANA, CA 92706
ARCHITECT:
QUENTIN STANTON
ARCHITECTURE
3712 CROWN POINT DR
SAN DIEGO, CA 92109
(619)985-8822
Q@QSTANTON.COM
STRUCTURAL ENGINEER:
TUNG THANH VO, M.S., P.E.
11122 BIXLER CIR.
GARDEN GROVE, CA 92840
(714)928-2006
TUNGCIVIL2018@GMAIL.COM
HELIOTROPE
PAVILION
2221 N. HELIOTROPE DR
SANTA ANA, CA 92706
SHEET TITLE:
SHEET NUMBER:
05/18/25 1ST SUBMISSION
10/27/25 2ND SUBMISSION1
12/16/25 3RD SUBMISSION2
1/4" = 1'-0"
12/16/2025 3:02:45 PM
A101
FLOOR
PLAN,
SECTION &
ELEVATION
12/16/2025
1/4" = 1'-0"1 FLOOR PLAN
MECHANICAL/ELECTICAL/PLUMBING:
- NO MECH OR PLUMBING WORK PROPOSED.
- PROVIDE TWO GFCI ELECTRICAL RECEPTACLES IN
WEATHERPROOF ENCLOSURE. SEE FLOOR PLAN.
NN
TRUEPROJECT
1/4" = 1'-0"2 SECTION N/S
1/4" = 1'-0"3 ELEVATION - TYP
NOTE:
- VERIFY DIMENSIONS OF PRECUT MEMBERS BEFORE
FOUNDATION WORK (OR ANY OTHER WORK THAT RELIES
ON FIT OR ALIGNMENT WITH PRECUT MEMBERS).
1/4" = 1'-0"4 ELEVATION - TYP (COLORED)
LIGHTING:
- PROVIDE TIMER FOR LIGHTING, AUTO SHUTOFF OF
PAVILION LIGHTING TO OCCUR PER ZONING
REQUIREMENTS.
- ALL LIGHTS TO BE LED, 2700 OR 3000 KELVIN COLOR
TEMPERATURE, MAX 800 LUMENS PER FIXTURE.
2
2
2
12/16/2025
04/30/2027
DIGITALLY STAMPED/SIGNED ON
PROVIDE CONC. SEALER @ TOP
TOOLED OR SAW CUT
JOINT MIN. 3/4" SLAB DEPTH
REINFORCING PER STRUCT.
CONCRETE SLAB PER STRUCT.
10 MIL VAPOR RETARDER @
CONDITIONED SPACES
CONTRACTION JOINT AT 4'-0" O.C. MAX.
A
EXPANSION JOINT AT 20'-0" O.C. MAX.B
CONTRACTION JOINT (BETWEEN POURS)
C
ISOLATION JOINT -OUTDOOR AREAS ONLY: NON-INTERIOR
D
PROVIDE CONC. SEALER @ TOP
SEALANT W/ BOND BREAKER
REINFORCING STOP @ JOINT
CONCRETE SLAB PER STRUCT.
10 MIL VAPOR RETARDER @
CONDITIONED SPACES
EXPANSION JOINT MATERIAL
REBAR PER STRUCT.
COATED TO PREVENT BOND
PROVIDE CONC. SEALER @ TOP
REBAR PER STRUCT.
COATED TO PREVENT BOND
REINFORCING-STOP @ JOINT
PER STRUCT.
CONCRETE SLAB PER STRUCT.
10 MIL VAPOR RETARDER @
CONDITIONED SPACES
PROVIDE CONC. SEALER @ TOP
REINFORCING PER STRUCT.
SEALANT W/BOND BREAKER
EXPANSION JOINT MATERIAL
CONCRETE SLAB PER STRUCT.
4" OF 1/2" OR LARGER
CLEAN GRANULAR FILL
4" OF 1/2" OR LARGER
CLEAN GRANULAR FILL
4" OF 1/2" OR LARGER
CLEAN GRANULAR FILL
4" OF 1/2" OR LARGER
CLEAN GRANULAR FILL
NOTE: CONCRETE TO SLOPE 2%
TOWARDS EDGE OF SLAB, TYP.
SCALE:
DATE:
NO.
ISSUES:
DATE DESCRIPTION
OWNERS:
DR. CHAN KIEU & DR. QUYNH KIEU
2221 N. HELIOTROPE DR
SANTA ANA, CA 92706
ARCHITECT:
QUENTIN STANTON
ARCHITECTURE
3712 CROWN POINT DR
SAN DIEGO, CA 92109
(619)985-8822
Q@QSTANTON.COM
STRUCTURAL ENGINEER:
TUNG THANH VO, M.S., P.E.
11122 BIXLER CIR.
GARDEN GROVE, CA 92840
(714)928-2006
TUNGCIVIL2018@GMAIL.COM
HELIOTROPE
PAVILION
2221 N. HELIOTROPE DR
SANTA ANA, CA 92706
SHEET TITLE:
SHEET NUMBER:
05/18/25 1ST SUBMISSION
10/27/25 2ND SUBMISSION1
12/16/25 3RD SUBMISSION2
As indicated
12/16/2025 3:02:47 PM
A110
TYP SLAB
DETAILS &
ICC-ES
REPORT
12/16/2025
1" = 1'-0"1 CONCRETE JOINTS2ROOF TILE ICC REPORT
2
12/16/2025
04/30/2027
DIGITALLY STAMPED/SIGNED ON
SCALE:
DATE:
NO.
ISSUES:
DATE DESCRIPTION
OWNERS:
DR. CHAN KIEU & DR. QUYNH KIEU
2221 N. HELIOTROPE DR
SANTA ANA, CA 92706
ARCHITECT:
QUENTIN STANTON
ARCHITECTURE
3712 CROWN POINT DR
SAN DIEGO, CA 92109
(619)985-8822
Q@QSTANTON.COM
STRUCTURAL ENGINEER:
TUNG THANH VO, M.S., P.E.
11122 BIXLER CIR.
GARDEN GROVE, CA 92840
(714)928-2006
TUNGCIVIL2018@GMAIL.COM
HELIOTROPE
PAVILION
2221 N. HELIOTROPE DR
SANTA ANA, CA 92706
SHEET TITLE:
SHEET NUMBER:
05/18/25 1ST SUBMISSION
10/27/25 2ND SUBMISSION1
12/16/25 3RD SUBMISSION2
1/8" = 1'-0"
12/16/2025 3:02:48 PM
A111
ICC-ES
REPORT
CONT'D
12/16/2025
1 ROOF TILE ICC REPORT COT'D
2
12/16/2025
04/30/2027
DIGITALLY STAMPED/SIGNED ON
STRUCTURAL STEEL
REINFORCED CONCRETE
WOOD
CONCRETE MASONRY
GENERAL 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.
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
Intermediate
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).
DESIGN CRITERIA
SHEET INDEX
BASIC SEISMIC FORCE RESISTING SYSTEM: STEEL COLUMN
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
No.SHEET NO.SHEET NAME
1 S0.0 GENERAL STRUCTURAL NOTES.
2 S1.0 STRUCTURAL PLAN & DETAILS.
1.SOILS
SOILS ALLOWABLE DESIGN VALUES IS 1500 PSF,
3.DESIGN LOADS:
4.LATERAL LOADS:
ROOF LOAD
DEAD LOAD = 13.5 PSF
LIVE LOAD = 20 PSF
TOTAL = 33.5 PSF
RISK CATEGORY: II
SEISMIC DESIGN CATEGORY: D
SEISMIC IMPORTANCE FACTOR (I) = 1.0
SITE CLASS = D-Default
WIND SPEED:95 MPH
WIND EXPOSURE:C
Ss:1.325
S1:0.472
Csy:0.30
Ry:2.5
Csx:0.30
RX: 2.5
2.BUILDING CODE - 2022 CALIFORNIA BUILDING CODE
FLOOR LOAD
DEAD LOAD = 10 PSF
LIVE LOAD = 40 PSF
TOTAL = 50 PSF
5
4
3
1
2
R E V I S I O N
DATE BY
11122 BIXLER CIR.,
BUS: 714-928-2006
EMAIL: TUNGCIVIL2018@GMAIL.COM
GARDEN GROVE, CA92840
FAX: 714-901-9535
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
TUNG VO, M.S., P.E.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY TUNG
VO, M.S., P.E.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PBD
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 25409
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
10/19/2025
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12" THICK MAT SLAB
W/ #4 @ 12" O.C.
TOP & BOTTOM
1'-0" SQ.
TYP.
4X6 HIP
(RB1)
4X6 HIP
(RB1)
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TYP.
2X4
2X4
2X
4
2X
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2X
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2X
4
2X
2
2X2
2X2
2X
2
2X
2
2X
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2X4
2X4
2X3
2X4
2X4
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4
2X
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4
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6(R
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(RB3)
(R
B
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(RB4)
(R
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4
)
(R
B
4
)
(RB4)
(R
B
4
)
5
4
3
1
2
R E V I S I O N
DATE BY
11122 BIXLER CIR.,
BUS: 714-928-2006
EMAIL: TUNGCIVIL2018@GMAIL.COM
GARDEN GROVE, CA92840
FAX: 714-901-9535
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
TUNG VO, M.S., P.E.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY TUNG
VO, M.S., P.E.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PBD
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 25409
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
10/19/2025
HE
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10/20/2025 BLDG CMNT.
℄
STEEL COLUMN
PER PLAN
1 1/2" DRY PACK,
f'c=6,000 psi (MIN.)
(4) 3/4 Ø X 9" LENGTH ANCHOR
BOLTS W/ LEVELING NUT.
MIN. 12"SQ.X3
4 THK. STEEL
BASE PLATE TO MEET
REQ. AS SHOWN. (U.N.O.)
MI
N
.
1
2
"
MIN. 12" THICK MAT
CONCRETE SLAB W/ #4 @
12" O.C. AT TOP & BOTT.
12" SQ. CONCRETE
PEDESTAL W/ (8) #4
VERT. BARS EMBED
INTO FOOTING W/ STD
HOOKS. PROVIDE #4
TIES @ 8" O.C. MIN.
SECTION VIEW
STEEL COLUMN & FOOTING DETAIL
PLAN VIEW
1 1/2"
MIN.
1 1/2"
MIN.
1
1
/
2
"
MI
N
.
1
1
/
2
"
MI
N
.
DIA.
PER PLAN
BASE PLATE
PIPE
1/4
3"
1'
-
0
"
1'-0"
MIN. 12" THICK MAT
CONCRETE SLAB W/ #4 @
12" O.C. AT TOP & BOTT.
1
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S1.0
FOUNDATION PLAN
SCALE : 3/8" = 1'-0"
FLOOR FRAMING PLAN
SCALE : 3/8" = 1'-0"
ROOF FRAMING PLAN
SCALE : 3/8" = 1'-0"
HI. ROOF FRAMING PLAN
SCALE : 3/8" = 1'-0"
CONNECTION DETAIL
HSS STEEL BEAM
PER PLANHSS COLUMN
PER PLAN
1/4
1/4
FRONT VIEW
TOP VIEW
HSS STEEL BEAM
PER PLAN
HSS COLUMN
PER PLAN
NOTE: NOTCH HSS BEAM AS
REQUIRED TO FIT WITH COLUMN
CONNECTION.
CANT. WOOD BEAM
PER PLANHSS COLUMN
PER PLAN
1/4
PIPE 1 1/2 STD
WELDED TO STEEL COLUMN
6" MIN.
CONNECTION DETAIL
℄
WOOD BEAM
PER PLANHSS BEAM
PER PLAN
1/4
PIPE 3/4 STD
WELDED TO STEEL COLUMN
6" MIN.
CONNECTION DETAIL
℄
CONNECTION DETAIL
WOOD BEAM PER PLAN
WOOD POST
PER PLAN
FRONT VIEW
TOP VIEW
SIMPSON HUC
PER PLAN
WOOD POST
PER PLAN
GRIND OR CUT FLAT SURFACE ON
ROUND COLUMN TO SEAT HUC
HANGER.
4X6 WOOD BEAM PER PLAN
SIMPSON HUC46
PER PLAN
2X4 BEAM PER PLAN
SIMPSON HUC46
PER PLAN
SIMPSON APLH24
2X4 BEAM PER PLAN
SIMPSON APLH24
CONNECTION DETAIL
HSS STEEL BEAM
PER PLAN
WOOD BEAM
PER PLAN
SIMPSON CBH2.37X5.5
WELEDED TO BEAM
12°
3/4" THICK STEEL PLATE
AS SHOWN WELDED
TO BEAM1/4
2534
1
6
1
1
EMAIL: tungcivil2018@gmail.com
Date: 10/19/2025 TUNG THANH VO, M.S., P.E.
11122 BIXLER CIR
GARDEN GROVE CA 92840
BUS: 714-928-2006
FAX: 714-901-9535
RESPONSE TO PLAN CHECK#1
**********************
CLIENT : DR. CHAN KIEU & DR. QUYNH KIEU.
PROJECT NAME : HELIOTROPE PAVILION.
LOCATION : 2221 N. HELIOTROPE DR SANTA ANA, CA 92706.
JOB NUMBER : 25409.
Structural requirements:
5. Please see updated sheet S0.0 for revised the lateral load to match with structural
calculation.
6.
a. Please see revised detail 1/S1.0 for callout slab thickness and reinforcement.
Please see revised detail 2/A101 for coordinate to match with detail 1/S1.0
b. Please see revised roof framing plan for provide post size and connection detail
6/S1.0 per city comment.
c. Please see revised framing plan for updated size of RB4 to match with the structural
calculation at page 11
DESIGNED BY: TUNG VO, M.S., P.E.
2nd SUBMITAL: October 19, 2025
VERTICAL, LATERAL
DESIGNED BY: TUNG VO, M.S., P.E.
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 : DR. CHAN KIEU & DR. QUYNH KIEU.
PROJECT NAME : HELIOTROPE PAVILION.
LOCATION : 2221 N. HELIOTROPE DR SANTA ANA, CA 92706.
JOB NUMBER : 25409.
Page 1
DESIGN CRITERIA SHEET
Job# 25409
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).
Page 2
LOADING & LATERAL ANALYSIS
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code) Job Number : 25409
Plan :
GENERAL INPUT :
Code :2022 CBC Wind Speed:95 mph
Risk Category :II Wind Exposure:C
Importance Factor, I (Seis.)1.00 Mean Roof Height :19 ft
Soil Site Class :D Building Width, B :12 ft
Seismic Category :D Building Lenght, L :12 ft
Spectral Accel., Ss :1.325 Typ. Roof Slope:4/12
Spectral Accel., S1 :0.472 Risk Category II
Structure Height, hn :19 ft Topographic Factor Kzt 1.00
Seismic Resist. System (R) :2.5 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 =1.59 (USGS Seismic Design Geodatabase)
SM1=Fv*S1 =0.85 (USGS Seismic Design Geodatabase)
Design Spectral Accelerations :
SDS=SMS*2/3 =1.060
SD1=SM1*2/3 =0.57
Determine Building Period :
Ta=Ct*(hn^x)=0.182 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)=0.30 (ASCE 7-16 Section 12.8-2)CONTROL
Cs-max 1.245 (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 :
Roof Material : 6.50 Floor Material : 2.50
Sheathing : 1.50 Sheathing : 1.50
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 : 1.00
Total Dead Load(D.L) : 13.50 psf Total Dead Load(D.L) : 10.00 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
Page 3
BEAM DESIGN
Job Number 25409
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
Page 4
PASS
DATE: 7/9/2025 COMPANY: PBD Inc
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Bach Nguyen
CUSTOMER: REVIEWED BY: Tung Vo
PROJ. ADDRESS: -- PROJECT NAME: Moon-Pavilion (1)
--
LEVEL: Roof LOADING: ASD
MEMBER NAME: RB1 CODE: 2021 International Building Code
MEMBER TYPE: ROOF BEAM NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 3.5 X 5.5 DRY
RB1 DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 3.75 Member Slope (in): 0/12 Actual Length (ft): 3.75
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
19.25 48.53 19.65 4.39 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 1170 748 180 1485 625 1600 580
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1.3 1.3 1 1.1 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 3.75 0 3.75 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (88.6%)
PASS (71.1%)
PASS (90.3%)
PASS (95.0%)
MAGNITUDE
25.8
421.5
0.049
31.5
STRENGTH
225.0
1457.1
0.500 (=L/180)
625.0
LOCATION (ft)
0
0
3.75
0
LOAD COMBO
D+Lr
D+Lr
D+Lr
D+Lr
DURATION FACTOR CD
1.25
1.25
1.25
Page 1
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Page 5
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF TOTALY axis
A 143 188 331
B 0 0 0
M@x
A 268 352 620
B 0 0 0
Reaction Location
A BLOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) w_D 33.75 33.75 0 3.75 Dead Y
Uniform (lbf/ft) w_LR 50 50 0 3.75 RoofLive Y
Self Weight (lbf/ft)-4.39 4.39 0 3.75 Dead Y
Page 2
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Member Name: RB1
Page 6
PASS
DATE: 7/9/2025 COMPANY: PBD Inc
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Bach Nguyen
CUSTOMER: REVIEWED BY: Tung Vo
PROJ. ADDRESS: -- PROJECT NAME: Moon-Pavilion (1)
--
LEVEL: Roof LOADING: ASD
MEMBER NAME: RB2 CODE: 2021 International Building Code
MEMBER TYPE: ROOF BEAM NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 3 X 3 DRY
RB2 DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 5.25 Member Slope (in): 0/12 Actual Length (ft): 5.25
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
9 6.75 6.75 2.05 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 1350 862 180 1552 625 1600 580
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1.5 1.5 1 1.15 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 5.25 0 5.25 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (86.6%)
PASS (62.4%)
PASS (68.8%)
PASS (96.8%)
MAGNITUDE
30.2
634.4
0.109
20.1
STRENGTH
225.0
1687.5
0.350 (=L/180)
625.0
LOCATION (ft)
5.25
2.625
2.625
0
LOAD COMBO
D+Lr
D+Lr
D+Lr
D+Lr
DURATION FACTOR CD
1.25
1.25
1.25
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF TOTALY axis
A 76 105 181
B 76 105 181
Reaction Location
A B
Page 3
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Page 7
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) w_D 27 27 0 5.25 Dead Y
Uniform (lbf/ft) w_Lr 40 40 0 5.25 RoofLive Y
Self Weight (lbf/ft)-2.05 2.05 0 5.25 Dead Y
Page 4
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Member Name: RB2
Page 8
PASS
DATE: 7/9/2025 COMPANY: PBD Inc
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Bach Nguyen
CUSTOMER: REVIEWED BY: Tung Vo
PROJ. ADDRESS: -- PROJECT NAME: Moon-Pavilion (1)
--
LEVEL: Roof LOADING: ASD
MEMBER NAME: RB3 CODE: 2021 International Building Code
MEMBER TYPE: ROOF BEAM NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 3.5 X 5.5 DRY
RB3 DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 5.75 Member Slope (in): 0/12 Actual Length (ft): 5.75
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
19.25 48.53 19.65 4.39 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 1170 748 180 1485 625 1600 580
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1.3 1.3 1 1.1 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 5.75 0 5.75 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (86.8%)
PASS (80.2%)
PASS (91.7%)
PASS (94.2%)
MAGNITUDE
29.8
289.9
0.032
36.4
STRENGTH
225.0
1462.5
0.383 (=L/180)
625.0
LOCATION (ft)
0
2.473
2.76
0
LOAD COMBO
D+Lr
D+Lr
D+Lr
D+Lr
DURATION FACTOR CD
1.25
1.25
1.25
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF TOTALY axis
A 161 220 381
B 87 110 197
Reaction Location
A B
Page 5
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Page 9
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Trapezoidal (lbf/ft) w_Lr 115 0 0 5.75 RoofLive Y
Trapezoidal (lbf/ft) w_D 77.625 0 0 5.75 Dead Y
Self Weight (lbf/ft)-4.39 4.39 0 5.75 Dead Y
Page 6
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Member Name: RB3
Page 10
VERSIONSSIONAL USE
DATE: 7/9/2025 COMPANY: PBD IncSTRUCALC BUILD: DESIGNED BY: Bach NguyenCUSTOMER:REVIEWED BY: Tung VoPROJ. ADDRESS: --PROJECT NAME: Moon Pavilion--LEVEL: Roof LOADING: ASDMEMBER NAME: RB4 CODE: 2021 International Building CodeMEMBER TYPE: ROOF BEAM NDS: 2018 NDSMATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 2 X 4 DRY
RB4 DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 5.75 Member Slope (in): 0/12 Actual Length (ft): 5.75
Area Ix Iy BSW Lams G Kcr
(in²)(in⁴)(in⁴)(lbf/ft)Creep Factor
8 10.67 2.67 1.82 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 1260 805 180 1485 625 1600 580
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1.4 1.4 1 1.1 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 5.75 0 5.75 0 1.00 0.98 1.00 1.00
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (68.8%)
PASS (40.6%)
PASS (63.0%)
PASS (90.0%)
MAGNITUDE
70.2
935.7
0.142
62.4
STRENGTH
225.0
1575.0
0.383 (=L/180)
625.0
LOCATION (ft)
0
2.415
2.76
0
LOAD COMBO
D+Lr
D+Lr
D+Lr
D+Lr
DURATION FACTOR CD
1.25
1.25
1.25
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE ROOF TOTALY axis
A 154 220 374
B 80 110 190
Reaction Location
A B
Page 1
2021 International Building Code ASDPROJECT: Moon Pavilion
PASS
Page 11
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Trapezoidal (lbf/ft) w_Lr 115 0 0 5.75 RoofLive Y
Trapezoidal (lbf/ft) w_D 77.625 0 0 5.75 Dead Y
Self Weight (lbf/ft)-1.82 1.82 0 5.75 Dead Y
Page 2
2021 International Building Code ASDPROJECT: Moon Pavilion
Member Name: RB4
Page 12
PASS
DATE: 7/9/2025 COMPANY: PBD Inc
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Bach Nguyen
CUSTOMER: REVIEWED BY: Tung Vo
PROJ. ADDRESS: -- PROJECT NAME: Moon-Pavilion (1)
--
LEVEL: Main Floor LOADING: ASD
MEMBER NAME: FB1 CODE: 2021 International Building Code
MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 3 X 3.5 DRY
FB1 DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 6.5 Member Slope (in): 0/12 Actual Length (ft): 6.5
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
10.5 10.72 7.88 2.39 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 1350 862 180 1552 625 1600 580
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1.5 1.5 1 1.15 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 6.5 0 6.5 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (92.9%)
PASS (78.9%)
PASS (80.2%)
PASS (98.4%)
MAGNITUDE
12.8
284.7
0.064
9.9
STRENGTH
180.0
1350.0
0.325 (=L/240)
625.0
LOCATION (ft)
0
3.25
3.25
0
LOAD COMBO
D+L
D+L
D+L
D+L
DURATION FACTOR CD
1
1
1
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE TOTALY axis
A 41 49 90
B 41 49 90
Reaction Location
A B
Page 9
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Page 13
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) w_D 10.125 10.125 0 6.5 Dead Y
Uniform (lbf/ft) Uniform 15 15 0 6.5 Live Y
Self Weight (lbf/ft)-2.39 2.39 0 6.5 Dead Y
Page 10
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Member Name: FB1
Page 14
PASS
DATE: 7/9/2025 COMPANY: PBD Inc
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Bach Nguyen
CUSTOMER: REVIEWED BY: Tung Vo
PROJ. ADDRESS: -- PROJECT NAME: Moon-Pavilion (1)
--
LEVEL: Main Floor LOADING: ASD
MEMBER NAME: FB2 CODE: 2021 International Building Code
MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 4 X 5.5 DRY
FB2 DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 0.75 Member Slope (in): 0/12 Actual Length (ft): 0.75
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
22 55.46 29.33 5.02 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 900 575 180 1350 625 1600 580
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1 1 1 1 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 0.75 0 0.75 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (96.5%)
PASS (95.5%)
PASS (99.7%)
PASS (98.8%)
MAGNITUDE
6.4
40.8
0.000
7.8
STRENGTH
180.0
899.6
0.075 (=L/240)
625.0
LOCATION (ft)
0
0
0.75
0
LOAD COMBO
D+L
D+L
D+L
D+L
DURATION FACTOR CD
1
1
1
Page 11
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Page 15
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE TOTALY axis
A 44 49 93
B 0 0 0
M@x
A 32 37 69
B 0 0 0
Reaction Location
A BLOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Self Weight (lbf/ft)-5.02 5.02 0 0.75 Dead Y
Linked Load List
Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Point (lbf) FB1 A 40.68915 -0.75 -Dead Y
Point (lbf) FB1 A 48.75 -0.75 -Live Y
Page 12
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Member Name: FB2
Page 16
PASS
DATE: 7/9/2025 COMPANY: PBD Inc
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Bach Nguyen
CUSTOMER: REVIEWED BY: Tung Vo
PROJ. ADDRESS: -- PROJECT NAME: Moon-Pavilion (1)
--
LEVEL: Main Floor LOADING: ASD
MEMBER NAME: FB3 CODE: 2021 International Building Code
MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 3 X 3 DRY
FB3 DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 5.25 Member Slope (in): 0/12 Actual Length (ft): 5.25
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
9 6.75 6.75 2.05 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 1350 862 180 1552 625 1600 580
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1.5 1.5 1 1.15 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 5.25 0 5.25 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (75.2%)
PASS (30.5%)
PASS (27.6%)
PASS (95.2%)
MAGNITUDE
44.6
937.6
0.127
29.8
STRENGTH
180.0
1350.0
0.175 (=L/360)
625.0
LOCATION (ft)
5.25
2.625
2.625
0
LOAD COMBO
D+L
D+L
L
D+L
DURATION FACTOR CD
1
1
1
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE TOTALY axis
A 58 210 268
B 58 210 268
Reaction Location
A B
Page 13
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Page 17
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) w_D 20 20 0 5.25 Dead Y
Uniform (lbf/ft) Uniform 80 80 0 5.25 Live Y
Self Weight (lbf/ft)-2.05 2.05 0 5.25 Dead Y
Page 14
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Member Name: FB3
Page 18
PASS
DATE: 7/9/2025 COMPANY: PBD Inc
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Bach Nguyen
CUSTOMER: REVIEWED BY: Tung Vo
PROJ. ADDRESS: -- PROJECT NAME: Moon-Pavilion (1)
--
LEVEL: Main Floor LOADING: ASD
MEMBER NAME: FB4 CODE: 2021 International Building Code
MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 2 X 3 DRY
FB4 DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 2.5 Member Slope (in): 0/12 Actual Length (ft): 2.5
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
6 4.5 2 1.37 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 1350 862 180 1552 625 1600 580
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1.5 1.5 1 1.15 1 1 1
Bending Adjustment Factors C fu = 1 C r = 1
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 2.5 0 2.5 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (68.5%)
PASS (58.0%)
PASS (76.6%)
PASS (94.0%)
MAGNITUDE
56.7
566.8
0.020
37.8
STRENGTH
180.0
1350.0
0.083 (=L/360)
625.0
LOCATION (ft)
0
1.25
1.25
0
LOAD COMBO
D+L
D+L
L
D+L
DURATION FACTOR CD
1
1
1
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE TOTALY axis
A 27 200 227
B 27 200 227
Reaction Location
A B
Page 15
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Page 19
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) w_D 20 20 0 2.5 Dead Y
Uniform (lbf/ft) w_L 160 160 0 2.5 Live Y
Self Weight (lbf/ft)-1.37 1.37 0 2.5 Dead Y
Page 16
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Member Name: FB4
Page 20
PASS
DATE: 7/9/2025 COMPANY: PBD Inc
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Bach Nguyen
CUSTOMER: REVIEWED BY: Tung Vo
PROJ. ADDRESS: -- PROJECT NAME: Moon-Pavilion (1)
--
LEVEL: Main Floor LOADING: ASD
MEMBER NAME: FB5 CODE: 2021 International Building Code
MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS
MATERIAL: Solid Sawn
Douglas Fir-Larch No. 2 (1) 4.5 X 5 DRY
FB5 DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 5.25 Member Slope (in): 0/12 Actual Length (ft): 5.25
Area Ix Iy BSW Lams G Kcr
(in²) (in⁴) (in⁴) (lbf/ft) Creep Factor
22.5 46.88 37.97 5.13 1 0.5 1
STRENGTH PROPERTIES
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³
Base Values 750 475 170 700 625 1300 470
Adjusted Values 750 475 170 700 625 1300 470
C M 1 1 1 1 1 1 1
C T 1 1 1 1 1 1 1
C i 1 1 1 1 1 1 1
C F 1 1 1 1 1 1 1
Bending Adjustment Factors C fu = 1.05 C r = 1
BEAM DATA
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 5.25 0 5.25 0
PASS-FAIL
Shear Stress Y (psi)
Bending Stress Y (psi)
Deflection Y (in)
Bearing Stress (psi)
PASS/FAIL
PASS (79.0%)
PASS (20.1%)
PASS (68.2%)
PASS (93.7%)
MAGNITUDE
35.7
599.4
0.056
39.6
STRENGTH
170.0
750.0
0.175 (=L/360)
625.0
LOCATION (ft)
5.25
2.993
2.678
5.25
LOAD COMBO
D+L
D+L
L
D+L
DURATION FACTOR CD
1
1
1
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE TOTALY axis
A 89 381 470
B 96 439 535
Reaction Location
A B
Page 17
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Page 21
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) w_D 20 20 0 5.25 Dead Y
Uniform (lbf/ft) Uniform 80 80 0 5.25 Live Y
Self Weight (lbf/ft)-5.13 5.13 0 5.25 Dead Y
Linked Load List
Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Point (lbf) FB4 A 26.71052 - 3 -Dead Y
Point (lbf) FB4 B 26.71053 - 3 -Dead Y
Point (lbf) FB4 A 200 - 3 -Live Y
Point (lbf) FB4 B 200 - 3 -Live Y
Page 18
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Member Name: FB5
Page 22
PASS
DATE: 7/9/2025 COMPANY: PBD Inc
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Bach Nguyen
CUSTOMER: REVIEWED BY: Tung Vo
PROJ. ADDRESS: -- PROJECT NAME: Moon-Pavilion (1)
--
LEVEL: Main Floor LOADING: ASD
MEMBER NAME: FB6 CODE: 2021 International Building Code
MEMBER TYPE: FLOOR BEAM AISC: AISC 360-16
MATERIAL: Steel
HSS Rectangular HSS4x3x.313 A500 Gr.B-46
FB6 DIAGRAM
BEAM PROPERTIES
Start (ft): 0 End (ft): 11 Member Slope (in): 0/12 Actual Length (ft): 11
Es x10³ Fy x10³ Fu x10³ Area Ix Iy Zx Zy J Cw
(psi) (psi) (psi) (in²) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶)
29000 46 58 3.52 7.14 4.52 4.51 3.69 9.41 0
DESIGN PROPERTIES
Lp Lr Flange Web Flange Web
(in) (in) Flexure Flexure Compression Compression Cv Cv_WA
118 3281 Compact Compact Non-Slender Non-Slender 1 1
BEAM DATA
Unbraced Length Beam End
Span Length (ft) Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP
1 11 0 11 0 0 0 0 0 0 0 0 0
PASS-FAIL
Shear Force Y (lbf)
Moment Y (lbf-ft)
Deflection Y (in)
PASS/FAIL
PASS (94.0%)
PASS (25.0%)
PASS (22.0%)
MAGNITUDE
1817.7
7763.5
0.572
STRENGTH
30106.5
10352.3
0.733 (=L/180)
LOCATION (ft)
0
5.5
5.5
AISC CODE
G4-1
F7-1
LOAD COMBO
D+L
D+L
L
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE TOTALY axis
A 338 1480 1818
B 338 1480 1818
Reaction Location
A BLOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Uniform (lbf/ft) w_D 15 15 0 11 Dead Y
Uniform (lbf/ft) w_L 120 120 0 11 Live Y
Self Weight (lbf/ft)-12.7 12.7 0 11 Dead Y
Page 19
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Page 23
Linked Load List
Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Point (lbf) FB5 A 88.86513 -5.5 -Dead Y
Point (lbf) FB5 A 88.86513 -5.5 -Dead Y
Point (lbf) FB5 B 96.49672 -5.5 -Dead Y
Point (lbf) FB5 B 96.49672 -5.5 -Dead Y
Point (lbf) FB5 A 381.4286 -5.5 -Live Y
Point (lbf) FB5 A 381.4286 -5.5 -Live Y
Point (lbf) FB5 B 438.5713 -5.5 -Live Y
Point (lbf) FB5 B 438.5713 -5.5 -Live Y
Page 20
2021 International Building Code ASDPROJECT: Moon-Pavilion (1)
Member Name: FB6
Page 24
STRUCTURAL ANALYSIS
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)
Job Number: 25049
Plan:
General Information:
Soil bearing Pressure = 1500 psf
SDS =1.06 R = 2.5 Ie =1
Cs = (SDS x Ie) / R / 1.4 =0.30
Roof Dead Load = 13.5 psf Floor Dead Load = 10 psf
Wind calculation: (Open Building ASCE 7-16 Section 27.3.2)
Exposure = C Wind speed = 95 mph Mean Roof Height = 19 ft
Kzt = 1.00 Kd = 0.85
Ke = 1 Iw = 1
q = 0.00256 x Kh x Kzt x Kd x V2 x Iw
Level H Kh q A (sf)F (lbs)
Roof 19.5 0.91 17.91 36 644.77
Floor 7 0.7 13.75 10 137.47
Seismic Analysis:
V=Cs * W
Roof Area = 115 sf
Floor area = 115 sf
Level W (lb) H (ft)W*H V (lbs)
Roof 1552.5 19.5 30273.75 0.79 646.55
Floor 1150 7 8050 0.21 171.92
Sum 2702.5 38323.75
Summary
Level Wind (lbs) Seismic (lbs)
Roof 644.77 646.55 Seismic govern
Floor 137.47 171.92 Seismic govern
Lateral @ Each Post
# of Post : 6
Lateral Load @ Each Post :
Level Wind (lbs) Seismic (lbs)
Roof 107.46 107.76 Seismic govern
Floor 22.91 28.65 Seismic govern
Page 25
PASS
DATE: 7/9/2025 COMPANY: PBD Inc
STRUCALC BUILD: StruCalc Pro DESIGNED BY: Bach Nguyen
CUSTOMER: REVIEWED BY: Tung Vo
PROJ. ADDRESS: -- PROJECT NAME: Moon Pavilion
--
LEVEL: Column LOADING: ASD
MEMBER NAME: CL1 CODE: 2021 International Building Code
MEMBER TYPE: COLUMN AISC: AISC 360-16
MATERIAL: Steel
HSS Round HSS4X.313 A500 Gr.C-46
CL1 DIAGRAM
COLUMN PROPERTIES
Start (ft): 0 End (ft): 16
Es x10³ Fy x10³ Fu x10³ Area I Z J Cw
(psi) (psi) (psi) (in²) (in⁴) (in³) (in⁴) (in⁶)
29000 46 62 3.39 5.87 4.01 11.7 5.87
DESIGN PROPERTIES
Lp Lr Flange Web Flange Web
(in) (in) Flexure Flexure Compression Compression Cv Cv_WA
0 0 Compact Compact Non-Slender Non-Slender 0 0
COLUMN DATA
Unbraced Length Column End
Span Length (ft) Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP
1 16 0 0 0 0 0 0 0 0 0 0 0
PASS-FAIL
Shear Force Y (lbf)
Moment Y (lbf-ft)
Deflection Y (in)
Compressive Force (lbf)
Bending-Compression (Unit)
PASS/FAIL
PASS (99.7%)
PASS (79.2%)
PASS (77.7%)
PASS (90.1%)
PASS (77.6%)
MAGNITUDE
95.2
1915.8
0.357
2158.2
0.22
STRENGTH
28013.2
9204.6
1.600 (=L/240)
21844.8
1.00
LOCATION (ft)
0
0
16
0
0
AISC CODE
G5-1
F8-1
E3-1
H1-1b
LOAD COMBO
D+0.7E(+)
D+0.7E(+)
Lr
D+L
D+0.7E(+)
REACTIONS Units for V: lbf Units for M: lbf-ft
DEAD LIVE LIVE ROOF SEISMIC + TOTALZ axis
A 678 1480 188 0 2346
B 0 0 0 0 0
Y axis
A 0 0 0 136 136
B 0 0 0 0 0
M@x
A 555 0 275 1944 2774
B 0 0 0 0 0
Reaction Location
A B
Page 21
2021 International Building Code ASDPROJECT: Moon Pavilion
Page 26
LOAD LIST
Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Point (lbf) Point 107 -16 -SeismicPlus Y
Point (lbf) Point 29 - 8 -SeismicPlus Y
Moment (lbf-ft) Moment -555 -16 -Dead Y
Moment (lbf-ft) Moment -275 -16 -RoofLive Y
Self Weight (lbf/ft)-12.34 12.34 0 16 Dead Z
Linked Load List
Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Axial (lbf) RB1 A -143.0263 -143.0263 16 16 Dead Z
Axial (lbf) RB1 A -187.5 -187.5 16 16 RoofLive Z
Axial (lbf) FB6 A -337.7118 -337.7118 16 16 Dead Z
Axial (lbf) FB6 A -1480 -1480 16 16 Live Z
Page 22
2021 International Building Code ASDPROJECT: Moon Pavilion
Member Name: CL1
Page 27
Project:
Engineer:
Descrip:
TUNG VO
25049
Page # ___
7/20/2025
ASDIP Steel 6.3.2.5 BASE PLATE / ANCHORAGE DESIGN www.asdipsoft.com
GEOMETRY
Column Section .................HSS4.000X0.313
Width Length
Column ..........
Plate ..............
Concrete
Support
Rod Edge .......
Thickness of Grout ............
Wp1
Wp2
Lp1
Lp2
4.0 4.0
12.0 12.0
12.0 12.0
12.0 12.0
1.5 1.5
1.0
in
in
in
in
in
in
OK
OK
OK
OK
MATERIALS
Plate Steel Strength Fy ......
Pier Concrete Strength f'c ..
36.0
3.0
ksi
ksi
Plate Allowed to Work in Plastic Range (Mn = Mp)
APPLIED LOADS
Dead Live RLive Snow Wind Seismic
Vertical Load P ............
Bending Moment Mx ...
Bending Moment Mz ...
Horizontal Load Vx ......
Horizontal Load Vz ......
3.0
0.0
0.0
0.0
0.0
2.0
0.0
0.0
0.0
0.0
1.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.0
2.0
0.0
0.0
kip
k-ft
k-ft
kip
kip
Design spectral acceleration Sds =1.10 Overstrength seismic factor Ωo =1.25
- Seismic tension:Non-yielding base plate / Non-yielding anchorage ACI 17.10.5.3 (d)
Tension per rod due to 1.0E alone =2.2 kip
1.116D+0.75L+0.75S+0.525E = 0.2 kip (0.53 * 2.2 = 1.1 kip > 0.2 * 0.20 = 0.0 kip) , Apply seismic provisions
ACI 17.10.5.1
- Seismic shear:Non-yielding base plate / Non-yielding anchorage ACI 17.10.6.3 (c)
Shear per rod due to 1.0E alone = 0.0 kip
1.154D+0.7E = 0.0 kip (0.70 * 0.0 = 0.0 kip < 0.0 * 0.20 = 0.0 kip) , Ignore seismic provisions
ACI 17.10.6.1
PLATE WITH MOMENTS
Bearing Strength Fpn/Ω ........ 2.0 ksi
- Comb. 0.446D+0.875E
Max. Bearing Stress fp .........
X-Moment due to Bearing .....
Z-Moment due to Bearing .....
X-Moment per Rod Tension ..
Z-Moment per Rod Tension ..
Plate Thickness Reqd. tp .....
Use Plate Thickness tp ........
0.3
1.0
1.0
0.0
0.8
0.42
0.75
⬅
ksi
k-in/in
k-in/in
k-in/in
k-in/in
in
in
OK
OK
AXIALLY LOADED PLATE
- Comb. 0.446D+0.875E
Uniform Bearing Stress fp ....
X-Critical Section m ..............
Z-Critical Section n ...............
Int. Critical Section λn' ..........
Moment due to Bearing .........
Moment due to Rod Tension .
Plate Thickness Reqd. tp .....
0.0
4.4
4.4
N.A
0.1
0.0
0.13
ksi
in
in
k-in/in
k-in/in
in
OK
DESIGN CODES
Steel Design ........................AISC 360-16
Anchorage Design ...............ACI 318-19
Load Combinations ..............ASCE 7-10/16
1 of 3
Page 28
Project:
Engineer:
Descrip:
TUNG VO
25049
Page # ___
7/20/2025
ASDIP Steel 6.3.2.5 BASE PLATE / ANCHORAGE DESIGN www.asdipsoft.com
ANCHORAGE DESIGN
Rod Material Specification .........
Anchor Rod Size ..
F1554-36
(4) Rods , fya = 36.0 ksi, futa = 58.0 ksi
3/4" diam. x 9.0 in emb.
Concrete Is Cracked at Service Load Level
Tension Analysis (kip)
- Comb. 0.446D+0.875E
- Design per ACI 17.2.3.4.2 (d) for Ωo = 1.25
Total Tension Force N ..........
Tension Force per Rod Ni ....
Supplementary Reinforcement Provided
2.4
1.6
kip
kip
Failure Mode Ω Nn N / Nn/Ω
Steel Strength Nsa
Rebars Strength Nrg
Conc. Breakout Ncbg
Pullout Strength Npn
Side Blowout Nsbg
N / Nn/Ω Tension Design Ratio ....OK
2.00
2.00
2.00
2.00
2.00
19.4
N.A.
32.3
21.9
N.A.
0.16
N.A.
0.19
0.19
N.A.
0.19
⬅
Shear Analysis (kip)
- Comb. 0.6D+0.7E
Shear Taken by Anchor Rods only
Total Shear Force V ...........0.0 kip
Shear Force per Rod Vi ...... 0.0 kip
Only Front Rods Are Effective
Anchor Reinf: Use Hairpins #4 per Rod
Failure Mode Ω Vn V / Vn/Ω
Steel Strength Vsa
Rebars Strength Vrg
Conc. Breakout Vcbg
Conc. Pryout Vcpg
2.31
2.00
2.00
2.00
9.3
48.0
N.A.
0.0
0.00
0.00
N.A.
0.00 ⬅
0.00V / Vn/Ω Shear Design Ratio ......OK
Tension-Shear Interaction
- Comb. 0.446D+0.875E
Combined Stress Ratio ........... 0.19 OK
DESIGN IS NON-DUCTILE
DESIGN CODES
Steel Design ........................AISC 360-16
Anchorage Design ...............ACI 318-19
Load Combinations ..............ASCE 7-10/16
2 of 3
Page 29
Project:
Engineer:
Descrip:
TUNG VO
25049
Page # ___
7/20/2025
ASDIP Steel 6.3.2.5 BASE PLATE / ANCHORAGE DESIGN www.asdipsoft.com
Tension Breakout Shear Breakout
3 of 3
Page 30
Foundation
Soil Pressure Diagram (enve) [lb/ft2]
Page 31
LRFD
Foundation
Top and Bottom Reinforcement
(Enveloping Flexural)
Page 32
Number: 412
Originally Issued: 07/31/2015 Revised: 07/08/2025 Valid Through: 07/31/2026
The product described in this Uniform Evaluation Service (UES) Report has been evaluated as an alternative material, design or method of construction in order to satisfy and comply
with the intent of the provision of the code, as noted in this report, and for at least equivalence to that prescribed in the code in quality, strength, effectiveness, fire resistance, durability
and safety, as applicable, in accordance with IBC Section 104.11. This document shall only be reproduced in its entirety.
5 by International Association of Plumbing and Mechanical Officials. All rights reserved. Printed in the United States. Ph: 1-877-4IESRPT • Fax: 909.472.4171
-es.org • 4755 East Philadelphia Street, Ontario, California 91761-2816 – USA
Page 1 of 7
WESTLAKE ROYAL ROOFING LLC
2801 Post Oak, Suite 600
Houston, TX 77056
800.669.8453
www.WestlakeRoyalRoofing.com IAPMO UES ER-412
Scope of Evaluation Report – ER 412
1.0 RECOGNITION
This report describes the results of research completed by IAPMO Uniform Evaluation Service on Newpoint Concrete Roof Tiles
to assess conformance to the codes shown at the beginning of this report and serves as documentation of the product certification.
Products are manufactured under a quality control program with periodic inspection under the supervision of IAPMO UES. The
Newpoint Concrete Roof Tiles recognized in this report are manufactured in Lake Wales, FL; Brookshire, TX; Phoenix, AZ;
Henderson, NV; Okeechobee, FL; Rialto, CA; French Camp, CA; Henderson, CO; and Lathrop, CA. Tables 2A through 2H describe
the tiles produced at each location.
2.0 PRODUCT DESCRIPTION AND FIELD IDENTIFICATION OF NEWPOINT CONCRETE ROOF TILES
Newpoint Concrete Roof Tiles are manufactured in multiple collections defined in Tables 2A through 2H of this report. Each
collection differs in colors, blends, textures and architectural themes. Shipping pallets are identified with the report holder’s name
(Westlake Royal Roofing), manufacturing address, product name, installed weight, inspection agency, and evaluation report number
(ER-412). The Cedarlite 600, Madera 700, and Madera 900 tiles are imprinted on the top side of each tile with an “M”, all other
field tiles are imprinted with the name “BORAL”, “Westlake Royal Roofing”, “Westlake Royal Roofing Lifetile”, “Monierlifetile”,
Westlake Royal Roofing Newpoint Concrete Roof Tiles and EnviroPro Component
CSI Category: 07 32 16 Concrete Roof Tiles
Evaluated Properties
International Building Code® (IBC) 2021, 2018, 2015, 2012,
2009, and 2006
Quality
Strength
Effectiveness
Fire Resistance
Durability
Safety
International Residential Code® (IRC) 2021, 2018, 2015, 2012,
2009, and 2006
California Building Code (CBC) –
Supplement attached 2022
2022
2023
2023
(Newest code references only in this
IBC: 104.11, 1504.3,
1505.2, 1507.3.5, 1507.3.5
IRC: R104.11, R903,
R905.3.4, R902
Evaluated Properties Fire Classification, Weather Resistance, Wind Resistance
Number: 412
Originally Issued: 07/31/2015 Revised: 07/08/2025 Valid Through: 07/31/2026
Page 2 of 7
or the “Westlake Royal Roofing”, or “MonierLifetile” or “Vostile” name or logo. The Westlake Royal Roofing EnviroPro product
shall be clearly identified to provide distinction between field tiles and component tiles as stated in the EnviroPro product installation
guidelines.
3.0 EVALUATION OF NEWPOINT CONCRETE ROOF TILES TO REFERENCED CODES AND STANDARDS
The weather resistance, wind resistance, and fire classification properties of the roof tiles comply with the intent of the provisions
of the codes and regulations defined in this report. Newpoint Concrete Roof Tiles, when used as a roof covering, meet the
performance requirements as defined by Section 1504.3 of the IBC or Section 903 of the IRC.
3.1 Installation Requirements and Limitations: Newpoint Concrete Roof Tiles shall be installed in accordance with the
manufacturer’s installation instructions, this evaluation report and the applicable code. Where conflicts occur between these
provisions, the code shall apply in accordance with Section 102.4.1 of the IBC. Concrete roof tiles have been evaluated to be
installed on roof slopes of 2½ units vertical in 12 units horizontal (21 percent slope) or greater as defined by Section 1507.3.2 of
the IBC.
3.1.1 Installation in Accordance with the 2021 and 2018 IBC or IRC: Newpoint Concrete Roof Tiles installation shall comply
with the provisions of IBC Section 1507.3 and IRC Section R905.3, including the attachment requirements of IBC Section 1507.3.7
or IRC Section R905.3.7, as applicable. Underlayment shall conform to IBC Section 1507.1.1 or IRC Section R905.1.1, as
applicable. The installation of component tiles, EnviroPro®, is detailed in Section 3.1.4.
3.1.2 Installation in Accordance with the 2015, 2012, 2009, or 2006 IBC or IRC: Newpoint Concrete Roof Tiles shall be fastened
in accordance with the code specific requirements in Table 1 of this report using The Concrete and Clay Roof Tile Installation
Manual for Moderate Climate Regions, dated July 2015, published by the Tile Roofing Institute and the Western States Roofing
Contractors Association. The July 2015 TRI manual is associated with ER-2015 in the UES Evaluation Report Directory and
available for download at www.uniform-es.org. Installation of component tiles, EnviroPro®, is detailed in Section 3.1.4 of this
report.
3.1.3 Bedding and Adhesive Requirements: Newpoint Concrete Roof Tiles may be adhered using mortar in accordance with the
applicable building code and, where permitted, the TRI Manual or adhesively attached in accordance with the adhesive
manufacturer’s current research report issued by an approved evaluation service agency.
3.1.4 Installation of EnviroPro Component: EnviroPro component product shall be limited to installation where roof tiles must
be cut, such as in valleys and boundary edges at rakes, walls, chimney, skylights, and other roof openings and penetrations. The
installed dry weight of Westlake Royal Roofing EnviroPro is equivalent to that of the tile profile in Tables 2A-2H with which it is
used.
3.2 Design Requirements and Limitations: Westlake Royal Newpoint Concrete Roof Tiles have been evaluated to meet the design
requirements of this section. Design shall consider the tile installed dry weight, dimensions, and tile factors as defined in Tables
2A-2H of this report.
3.2.1 Strength, Durability. and Effectiveness: Newpoint Concrete Roof Tiles comply with ASTM C1492 as required by Section
1507.3.5 of the IBC.
3.2.2 Fire Resistance and Safety: Newpoint Concrete roof tiles installed on an assembly which uses a minimum 15/32-inch-thick
(12 mm) plywood solid sheathing or a non-combustible deck, achieve an ASTM E108 Class A rating per Section 1505.2 of the IBC
and Section R902.1 of the IRC, as applicable. Roof fire classifications and conditions of use for adhered tiles shall be in accordance
with the current evaluation report of the roof tile adhesive and be approved by the local building official.
4.0 REFERENCES
Data in accordance with ICC-ES AC180, manufacturer’s descriptive literature, and installation instructions. Test reports are from
laboratories in compliance with ISO/IEC 17025.
For additional information about this evaluation report please visit www.uniform -es.org or email us at info@uniform-es.org
Number: 412
Originally Issued: 07/31/2015 Revised: 07/08/2025 Valid Through: 07/31/2026
Page 3 of 7
TABLE 1 – Attachment Design
Applicable Code Criteria for Applicability Design Information Location
2015 or 2012 IBC ult ≤ 130 mph and
Mean Roof Height ≤ 60 feet Roof Tile Installation Manual & Table
1507.3.7 of the applicable IBC
2009 or 2006 IBC ≤ 100 mph and
Height ≤ 60 feet
Mean Roof Height ≤ 40 feet
SI:
TABLE 2B - Tiles Manufactured at Henderson, NV
Tile
Installed Dry
Weight1
(psf)
(inch)Tile Factor
Length X Width TF (ft3) Ratio 1
Espana / Barcelona 9.0 17 X 123/8 1.470 1.045
Saxony 900 – Shake, Slate,
Country Slate 9.1 17 X 13 1.533 1.090
For SI: 1 inch = 25.4 mm, 1 psf = 4.88 kg/m2
TABLE 2A - Tiles Manufactured at Denver (Henderson), CO
Tile
Installed Dry
Weight1
(psf)
(inch)Tile Factor
Length X Width TF (ft3) Ratio 1
Madera 900 7.9 13½ X 13 0.947 0.673
Saxony – Shake, Slate, Country
Slate Split Old English Thatch 9.6 17 X 13 1.568 1.115
For SI: 1 inch = 25.4 mm, 1 psf = 4.88 kg/m2
Number: 412
Originally Issued: 07/31/2015 Revised: 07/08/2025 Valid Through: 07/31/2026
Page 4 of 7
TABLE 2C - Tiles Manufactured at Katy (Brookshire), TX
Tile
Installed Dry
Weight1
(psf)
(inch)Tile Factor
Length X Width TF (ft3) Ratio 1
Barcelona – Impact 10.3 16½ X 13 1.444 1.027
Saxony – Country Shake, Country
Slate, Country Split Shake, English 10.3 16½ X 13 1.392 0.989
SI:2
1 Used on a 3-inch head-lap
2 Nominal dimension.
TABLE 2D - Tiles Manufactured at Lake Wales, FL
Tile
Installed Dry
Weight1
(psf)
(inch)Tile Factor
Length X Width TF (ft3) Ratio 1
Barcelona 900 9.5 17 X 13 1.525 1.084
Saxony 900 – Shake, Slate, Split
Shake, Country Slate 9.5 17 X 13 1.545 1.098
SI:
TABLE 2E - Tiles Manufactured at Lathrop, CA
Tile
Installed Dry
Weight1
(psf)
(inch)Tile Factor
Length X Width TF (ft3) Ratio 1
Barcelona 900 9.3 17 X 13 1.509 1.073
Saxony 900 – Shake, Slate 9.1 17 X 13 1.533 1.090
Saxony 900 - Hartford Slate,
Country Slate 9.1 17 X 13 1.533 1.090
9.8 17 X 13 1.533 1.090
SI:
TABLE 2F - Tiles Manufactured at Phoenix, AZ
Tile
Installed Dry
Weight1
(psf)
(inch)Tile Factor
Length X Width TF (ft3) Ratio 1
Mission S / Barcelona 10.3 16½ X 13 1.494 1.062
Saxony – Shake, Slate 9.5 16½ X 13 1.494 1.062
Villa 9.0 16½ X 13 1.407 1.000
For 1 inch = 25.4 mm, 1 psf = 4.88 kg/m2
Number: 412
Originally Issued: 07/31/2015 Revised: 07/08/2025 Valid Through: 07/31/2026
Page 5 of 7
TABLE 2G - Tiles Manufactured at Okeechobee, FL
Tile
Installed Dry
Weight1
(psf)
(inch)Tile Factor
Length X Width TF (ft3) Ratio 1
Bermuda 12.44 161/8 X 101/8 1.036 0.736
Estate “S” 7.9 16½ X 13 1.417 1.007
Galena Spanish “S” 9.3 17 X 10 1.144 0.831
Plantation 10.4 16½ X 13 1.426 1.014
Saxony 900 9.3 17 X 13 1.533 1.090
For 1 inch = 25.4 mm, 1 psf = 4.88 kg/m2
1 Used on a 3-inch head-lap
2
TABLE 2H - Tiles Manufactured at Rialto, CA
Tile
Installed Dry
Weight1
(psf)
(inch)Tile Factor
Length X Width TF (ft3) Ratio 1
Espana / Barcelona 9.0 17 X 13 1.533 1.090
Espana 600 / Barcelona 600 5.9 17 X 13 1.533 1.090
Saxony 600 - Slate, Shake, Split
Shake 5.9 17 X 13 1.533 1.090
7.1 17 X 13 1.533 1.090
9.3 17 X 13 1.533 1.090
For SI: 1 inch = 25.4 mm, 1 psf = 4.88 kg/m2
Number: 412
Originally Issued: 07/31/2015 Revised: 07/08/2025 Valid Through: 07/31/2026
Page 6 of 7
CALIFORNIA SUPPLEMENT
WESTLAKE ROYAL ROOFING LLC
2801 Post Oak, Suite 600
Houston, TX 77056
800.669.8453
www.WestlakeRoyalRoofing.com
CONCRETE ROOF TILES
CSI Section:
07 32 16 Concrete Roof Tiles
1.0 RECOGNITION
The Westlake Royal Roofing Newpoint (Newpoint) Concrete
Roof Tiles and components evaluated in IAPMO UES
ER-412 are satisfactory alternative roof covering materials in
accordance with the following codes and regulations:
• 2022 California Building Code (CBC)
• 2022 California Residential Code (CRC)
2.0 PRODUCT USE
2.1 The Newpoint Concrete Roof Tiles may be used as a
Class A, B, or C roof covering system complying with
Section 1505.1.1 of the CBC or Section R902.1.1 of the CRC;
Section 1505.1.2 of the CBC or Section R902.1.2 of the CRC;
or Section 1505.1.3 of the CBC or Section R902.1.3 of the
CRC, respectively. The design and installation of the
Newpoint Concrete Roof tiles shall be in accordance with
Sections 1507.3.10 and 1513 of the CBC or Section 905.3 of
the CRC, as applicable, and ER-412.
2.2 Roof Tiles shall be installed in accordance with
Sections 3.0 and 4.0 of ER-412 except, where the building
official requires conformance to the CBC or CRC, the
following shall be substituted:
2.2.1 Underlayment shall conform with CBC Section
1507.1.1 or CRC Section 905.1.1, as applicable.
2.2.2 Attachment of the concrete roof tiles shall be designed
to resist wind loads according to CBC Sections 1507.3.7 and
1609.5 or CRC Section 905.3, as applicable.
2.3 Newpoint Concrete Roof Tiles may be used in “new
buildings located in any Fire Hazard Severity Zone, or any
Wildland-Urban Interface Fire Area designated by the
enforcing agency constructed after the application date shall comply with the provisions” in accordance with Sections
701A.3 and 705A of the CBC, or Sections R337.1.3.1 and
R337.5 of the CRC, as applicable, and with the IBC as
presented in ER-412.
2.4 Newpoint Concrete Roof Tiles used on structures
regulated by the Division of the State Architect, or the Office
of Statewide Planning and Development are subject to installation provisions in CBC Section 1513.
2.5 This supplement expires concurrently with ER-412.
For additional information about this evaluation report please visit
www.uniform-es.org or email us at info@uniform -es.org
Number: 412
Originally Issued: 07/31/2015 Revised: 07/08/2025 Valid Through: 07/31/2026
Page 7 of 7
FLORIDA SUPPLEMENT
WESTLAKE ROYAL ROOFING LLC
2801 Post Oak, Suite 600
Houston, TX 77056
800.669.8453
www.WestlakeRoyalRoofing.com
CONCRETE ROOF TILES
CSI Section:
07 32 16 Concrete Roof Tiles
1.0 RECOGNITION
The Westlake Royal Roofing Newpoint Concrete Roof
(Newpoint) tiles and component evaluated in IAPMO UES
ER-412 are satisfactory alternative roof covering materials in
accordance with to the following codes and regulations:
• 2023 Florida Building Code, Building (FBC, Building)
• 2023 Florida Building Code, Residential (FBC,
Residential)
2.0 LIMITATIONS
Use of the Newpoint Roofing Concrete Roof Tiles
recognized in this report supplement is subject to the
following limitations:
2.1 Verification shall be provided that a quality assurance
agency audits the manufacturers’ quality assurance program
and audits the production quality of products, in accordance
with Section (5)(d) of Florida Rule 61G20-3.008. The quality
assurance agency shall be approved by the Commission (or
the building official when the report holder does not possess
an approval by the Commission).
2.2 Evaluation to the high-velocity hurricane zone provisions
in Section 1512 of the FBC, Building, and Chapter 44 of the
FBC, Residential, is beyond the scope of this report.
2.3 This supplement expires concurrently with ER-412.
3.0 PRODUCT USE
The design and installation of the Newpoint Concrete Roof Tiles shall be in accordance with the 2021 International
Building Code and the 2021 International Residential Code,
as applicable, as noted in ER-412. The FBC, Building,
Section 1507.3 and FBC, Residential, Section R905.3 states
that the installation of the Newpoint Concrete Roof Tiles
“shall be in accordance with the requirements of the FRSA/TRI Florida High Wind Concrete and Clay Roof Tile
Installation Manual, Sixth or Seventh Edition, as applicable,
where the Vasd is determined in accordance with” FBC,
Building, Section 1609.3.1; FBC, Residential, Section
R301.2.1.3; or the recommendations of RAS 118, 119, or
120. Load combinations shall be in accordance with Sections
1605.1 and 1605.2 of the 2023 FBC, Building, as applicable.
Design wind loads shall be in accordance with Section 1609.6
of the 2023 FBC, Building, or Section R301.2.1 of the FBC,
Residential, as applicable.
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