HomeMy WebLinkAbout816 N Towner St #2 - PlanBldg# 101118924
APPROVALS:
PLNG - ASevilla
BLDG - CSG Consultants
POLICE - BMartin
816 N Towner St #2
9/23/2024
816 N Towner St #2
9/23/2024
816 N Towner St #2
9/23/2024
816 N Towner St #2
9/23/2024
816 N Towner St #2
9/23/2024
816 N Towner St #2
9/23/2024
GENERAL NOTES
1.NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER
THESE STANDARD STRUCTURAL NOTES. DETAILS NOTES AS "TYPICAL DETAILS"
SHALL BE USED WHENEVER APPLICABLE. REFER TO SPECIFICATIONS FOR
INFORMATION NOT COVERED BY THESE NOTES OR DRAWINGS.
2.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE
CONDITIONS BEFORE STARTING WORK, AND THE ENGINEER/ARCHITECT SHALL BE
NOTIFIED IMMEDIATELY, IN WRITING, OF ANY DISCREPANCIES. IN NO CASE SHALL
DIMENSIONS BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THE
STRUCTURAL DRAWINGS.
3.ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE
STRUCTURAL DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE
ATTENTION, AND RESOLVED WITH, THE ENGINEER BEFORE PROCEEDING WITH ANY
WORK SO INVOLVED.
4.WHERE A CONSTRUCTION DETAIL IS NOT SPECIFICALLY SHOWN OR NOTES, THE
DETAIL SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.
5.THE CONTRACTOR SHALL DETERMINE THE LOCATION OF UTILITY SERVICES IN THE
AREA TO BE EXCAVATED, BEFORE BEGINNING EXCAVATION.
6.NO PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL BE PLACED IN OR THROUGH
SLABS, BEAMS, OR WALLS, NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR
PIPES, DUCTS, ETC. EXCEPT AS INDICATED ON THE STRUCTURAL DRAWINGS. THE
CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR INSTALLATION OF ANY
ADDITIONAL PIPES, DUCTS, ETC.
7.ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF
THE 2022 CBC.
8.THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR THE
JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT,
INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL
APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS.
9.RETAIN A CALIFORNIA REGISTERED CIVIL ENGINEER TO DESIGN ALL TEMPORARY
BRACING, SHORING, AND SUPPORT REQUIRED DURING CONSTRUCTION.
10.INCLUDE ENGINEERING FEES, ENGINEERING DESIGN TIME AND BUILDING
DEPARTMENT APPROVAL TIME IN THE COST OF PROPOSED MATERIAL
ALTERNATIVES. CONTACT ENGINEER FOR FEE AMOUNT. SUBMIT MATERIAL
ALTERNATIVE FOR REVIEW BEFORE CONSTRUCTION.
DESIGN CRITERIA
1.VERTICAL LOADS (GRAVITY):
a)DEAD LOADS:
ROOF 15 PSF
b)LIVE LOADS (REDUCIBLE UNLESS NOTED OTHERWISE):
ROOF 20 PSF
2.LATERAL LOADS:
a)EARTHQUAKE DESIGN DATA:
V = 0.164 W (ASD) (INCLUDES RHO = 1.3)
SEISMIC IMPORTANCE FACTOR =1
RISK CATEGORY =II
MAPPED SPECTRAL RESPONSE ACCELERATIONS
Ss 1.490
S1 0.530
SITE CLASS D
SPECTRAL RESPONSE COEFFICIENTS
Sds 1.170
Sd1 0.810
RESPONSE MODIFICATION FACTOR
PLYWOOD SHEARWALLS
R 6.5
SEISMIC RESPONSE COEFFICIENT
Cs 0.181
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
b)WIND:
BASIC WIND SPEED 110 MPH
SITE EXPOSURE B
IMPORTANCE FACTOR 1.0
REBAR
1.NO BRICK OR POROUS MATERIAL SHALL BE USED TO SUPPORT FOOTING STEEL OFF
THE GROUND. PRECAST CONCRETE ADOBES ARE APPROVED.
2.BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60.
3.BAR REINFORCEMENT THAT IS NOT WELDED SHALL BE ASTM A706, GRADE 60.
WELDING OF REINFORCING BARS SHALL CONFORM TO AWS D1.4-92 AND CBC
STANDARDS 19-1. E90XX ELECTRODES SHALL BE USED, SPECIAL INSPECTION IS
REQUIRED FOR ALL FIELD WELDING.
4.SPLICES IN REINFORCING STEEL SHALL LAP AS FOLLOWS, UNLESS NOTES
OTHERWISE: #3 THOUGH #6 =45 DIA., #7 TROUGH #11 = 56 DIA. HORIZONTAL SPLICES
SHALL BE STAGGERED. NON-CONTACT SPLICES SHALL NOT BE SPACED
TRANSVERSELY FARTHER APART 1
5 THE REQUIRED LAP SPLICE LENGTH, OR 6
INCHES.
5.THE CLEAR DISTANCE BETWEEN PARALLEL BARS SHALL BE FOUR BAR DIAMETERS
BUT NO LESS THAN 11
2" U.O.N.. IN WALLS AND SLABS OTHER THAN THE CONCRETE
JOIST CONSTRUCTION, BARS SHALL BE SPACED NOT FARTHER APART THAN THREE
TIMES THE WALL OR SLAB THICKNESS, NOR 18 INCHES.
6.REINFORCING STEEL SHALL HAVE A PROTECTED CONCRETE COVERING AS
FOLLOWS, U.O.N.:
WALL BARS BELOW GRADE:
ON DIRT SIDE WHEN POURED AGAINST DIRT =3"
ON DIRT SIDE WHEN FORMED =2"
WALL BARS ABOVE GRADE:
FOOTING PADS =3"
SLABS (ON EARTH)=2"
SLABS (LIGHT WEIGHT CONCRETE)=3
4"
SLABS (HARD ROCK CONCRETE)=1"
JOISTS (SIDES, TOPS, & SOFFITS)=1"
COLUMNS (TO MAIN STEEL)=2"
BEAM, GIRDERS (SIDES, TOPS, & SOFFITS)= 2"
IN ALL OTHER CASES =11
2"
7.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND SHALL BE LAPPED 12
INCHES MINIMUM.
8.ALL WALLS SHALL BE DOWELED TO SUPPORTING FOOTINGS, BEAMS, PADS, ETC.,
WITH BARS THE SAME SIZE AND SPACING AS VERTICAL BARS IN THE WALL UNLESS
OTHERWISE DETAILED. ANCHORAGE OF DOWELS SHALL BE EQUIVALENT OF A BAR
SPLICE.
9.DOWEL REINFORCED SLABS TO WALLS AND OTHER EDGE MEMBERS PER TYPICAL
DETAILS.
10.ALL REINFORCING STEEL IS TO BE PLACED IN A RELATIVE POSITION SHOWN ON
DRAWINGS. NO SPLICES IN ANY REINFORCING WILL BE PERMITTED EXCEPT THOSE
SHOWN ON THE STRUCTURAL DRAWINGS.
11.REINFORCING DETAILING, BENDING, AND PLACING SHALL BE ION ACCORDANCE
WITH THE CONCRETE REINFORCING STEEL INSTITUTES "MANUAL OF STANDARD
PRACTICE", LATEST EDITION.
12.ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS, AND INSERTS SHALL BE WELL
SECURED IN THE POSITION WITH THE WIRE POSITIONERS BEFORE PLACING
CONCRETE OR GROUT. VERTICAL BARS IN THE MASONRY WALLS SHALL BE TIED IN
POSITION AT THE T&B AND INTERVALS NOT EXCEEDING 200 BAR DIAMETERS.
SPECIAL INSPECTION
1.SPECIAL INSPECTION SHALL MEET THE REQUIREMENTS OF THE 2022 CBC SECTION
1704 & 1705.
2.SPECIAL INSPECTOR SHALL:
A.BE UNDER THE SUPERVISION OF A CALIFORNIA REGISTERED ENGINEER.
B.OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH APPROVED DRAWINGS
AND SPECIFICATIONS.
B.FURNISH INSPECTION REPORTS TO THE ENGINEER AND BUILDING DEPARTMENT.
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE
CONTRACTOR FOR CORRECTION; THEN IF NOT CORRECTED, TO THE ENGINEER AND
BUILDING DEPARTMENT.
C.SUBMIT TO THE ENGINEER AND BUILDING DEPARTMENT A FINAL REPORT, SIGNED
BY A CALIFORNIA REGISTERED CIVIL ENGINEER, STATING THAT THE WORK WAS IN
CONFORMANCE WITH THE APPROVED DRAWINGS AND SPECIFICATIONS AND THE
APPLICABLE WORKMANSHIP PROVISIONS OF THE CBC.
3.INSPECTION NOTES:
A.CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE CALLED
INSPECTIONS REQUIRED BY THE 2022 CBC SECTION 110. SPECIAL INSPECTION IS
NOT A SUBSTITUTE FOR INSPECTION NY A BUILDING OFFICIAL, SPECIALLY
INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT THE APPROVAL OF
THE BUILDING OFFICIAL IS SUBJECT TO REMOVAL FOR EXPOSURE.
B.CONTINUOUS INSPECTION IS ALWAYS REQUIRED DURING PERFORMANCE OF THE
WORK UNLESS SPECIFICALLY NOTED.
C.SPECIAL INSPECTORS MUST BE CERTIFIED BY THE BUILDING DEPARTMENT TO
PERFORM THE TYPES OF INSPECTIONS SPECIFIED.
D.IT IS THE RESPONSIBILITY OF THE OWNER TO INFORM THE SPECIAL INSPECTOR OR
INSPECTION AGENCY AT LEAST ONE WORKING DAY BEFORE PERFORMING ANY
WORK THAT REQUIRED SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT
REQUIRED SPECIAL INSPECTION IS SUBJECT TO REMOVAL.
1.ANCHORS, ANCHOR BOLTS, & DOWELS
A.VERIFY MANUFACTURERS INSTALLATION REQUIREMENTS (AND TESTING) OF
EPOXIED DOWELS IN CONCRETE AT (HOLDOWNS) (EXISTING FOOTINGS) (CONCRETE
REPAIRS).
B.VERIFY MANUFACTURERS INSTALLATION REQUIREMENTS OF WEDGE AND SLEEVE
ANCHORS (WHERE INDICATED).
SPECIAL INSPECTION REQUIRED
FOUNDATION
1.SOILS INFORMATION:
BEARING PRESSURE = 1500 PSF (13 INCREASE FOR WIND OR SEISMIC)
2.BOTTOM OF FOOTING SHALL BE AT LEAST 24 INCHES BELOW THE LOWEST
ADJACENT FINISHED GRADE INTO COMPETENT SOIL.
3.REFER TO AND CHECK WITH ARCHITECTURAL DRAWINGS FOR VARIOUS FLOOR
SLOPES, DROPPED SLABS, DEPRESSIONS, CURBS, STEPS, WALKS DRAINS,
DEPRESSED FLOOR, ETC. & DIMENSIONS NOT SHOWN.
4.NO CONCRETE SHALL BE POURED IN ANY FOUNDATION UNTIL EXCAVATION HAS
BEEN INSPECTED, EXCAVATION SHALL BE KEPT FREE OF LOOSE MATERIAL AND
STANDING WATER.
5.ALL SLEEVES THROUGH FOUNDATION WALLS AND UNDER FOOTING TO BE
INSTALLED PRIOR TO FOUNDATION POUR. SEE TYPICAL DETAILS.
6.NO SLEEVING OF ANY GRADE BEAM WILL BE PERMITTED UNLESS SHOWN ON
STRUCTURAL DRAWINGS APPROVED BY THE ENGINEER.
7.THE ENGINEER HAS NO CONTROL OR RESPONSIBILITY FOR THE DESIGN OF
TEMPORARY SHORING, SCAFFOLDING, FORMING, UNDERPINNING, ETC., NOT
DETAILED ON THESE PLANS.
8.ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL
BEHIND RETAINING WALLS BEFORE CONCRETE (OR GROUT) HAS OBTAINED FULL
DESIGN STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND
PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHING FLOORS ARE
COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH. CONTRACTOR SHALL
PROVIDE FOR DESIGN, PERMITS, AND INSTALLATION OF SUCH BRACING.
9.CONTRACTOR SHALL COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH
ARCHITECTURAL DRAWINGS. NOTIFY STRUCTURAL ENGINEER, PRIOR TO
FABRICATION OR ERECTION, WHEN DISCREPANCIES ARE FOUND.
STRUCTURAL WOOD
1.ALL FRAMING LUMBER SHALL BE DOUGLAS FIR-LARCH GRADE MARKED BY A
RECOGNIZED GRADING AGENCY (WCLIB 0R WWPA), VOLUNTARY STANDARD DOC
PS20-25.
LIGHT FRAMING CONSTRUCTION
JOISTS & PLANKS No. 2
BEAMS & STRINGERS No. 1
POST AND TIMBERS No. 1
PARALLAM (PSL)2.0E WS (2900 Fb)
PARALLAM (PSL)2.2E WS (2900 Fb)
MICROLLAM (LVL)2.0E WS (2900 Fb)
VERTICAL STUDS:
2x4 STUDS, 8'-0" LONG CONSTRUCTION GRADE
2x4 STUDS, 8'-1" TO 14'-0"No. 1
2x6 STUDS No. 2
ALL OTHER LUMBER No. 1 STRUCTURAL LIGHT FRAMING
2.ALL SILL PLATES RESTING ON CONCRETE OR MASONRY, WHICH IS IN CONTACT WITH
EARTH OR RESTING ON FOUNDATIONS SHALL BE PRESSURE TREATED DOUGLAS FIR
(PT.D.F.). ALL FASTENERS SUCH AS NAILS, BOLTS, SCREWS, ANCHOR BOLTS, ETC.,
ATTACHING P.T.D.F. OR FIRE-RETARDANT TREADED WOOD SHALL BE HOT-DIPPED
ZINC COATED GALVANIZED OR STAINLESS STEEL (ASTM A153).
3.WHERE STUD PARTITIONS JOIN CONCRETE OR MASONRY WALLS, THE END STUD
WALL SHALL BE ANCHORED THERETO WITH 1
2" (BOLTS NEAR THE TOP & BOTTOM AND
AT EACH ROW OF TIRE BLOCKING. SUCH BOLTS SHALL BE EMBEDDED IN TH EWALL
NOT LESS THAN 2
3 OF THE WALL THICKNESS OR 8" MAX).
4.CUTTING, NOTCHING, OR BORING OF STUDS SHALL BE PERMITTED ONLY AS
DETAILED OR APPROVED BY ENGINEER AND/OR PER 2022 CBC TABLE 2308.5.9 OR
2308.5.10.
5.ALL NAILING SHALL CONFORM TO 2022 CBC TABLE 2304.10.1, AND SHALL BE
COMMON NAILS, UNLESS NOTED OTHERWISE ON PLANS AND DETAILS.
6.ALL BOLY HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT
WASHERS. HOLES FOR BOLTS SHALL BE BORED 1
16" LARGER THAN THE NOMINAL
DIAMETER. BOLTS IN THE WOOD SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE
END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER,
7.TOP PLATES OF ALL WOOD STUD WALLS TO BE 2-2x MINIMUM (SAME WIDTH AS
STUDS), LAP 48" MIN. WITH NOT LESS THAN 6-16d NAILS AT EACH LAP AND NOT
MORE THAN 12" BETWEEN NAILS.
8.PLYWOOD SHALL BE APA STRUCTURAL I RATED SHEATHING WITH EXTERIOR GLUE,
PER DOC PS1 OR DOC PS2.
9.PROVIDE DOUBLED JOISTS UNDER ALL PARALLEL PARTITIONS.
10.ALL LAG SCREWS TO BE PREDRILLED, DRILL DIAMETER TO BE 40 TO 70 PERCENT OF
THREADED SHANK DIAMETER AND FULL DIAMETER FOR SMOOTH SHANK PORTION.
11.RE-TIGHTEN ALL ANCHOR BOLTS JUST BEFORE CLOSING IN.
12.ALL FRAMING ANCHORS, POST CAPS, BASES, HANGERS, STRAPS, ETC. SHALL BE AS
MANUFACTURED BY "SIMPSON COMPANY" OR ENGINEER APPROVED EQUAL.
13.PROVIDE BLOCKING OR BRIDGING PER 2021 NDS SECTION 4.4.1 & 2022 CBC SECTION
2308.4.6 AND SECTION 2308.5.7.
14.MOISTURE CONTENT OF WOOD AT TIME OF PLACING SHALL NOT EXCEED 19
PERCENT.
15.MACHINE BOLTS SHALL BE GRADE-A CONFORMING TO ASTM A307. ANCHOR BOLTS
SHALL BE ASTM F1554, GRADE 36. NUTS FOR MACHINE BOLTS AND ANCHOR BOLTS
SHALL CONFORM TO ASTM A563, HEX GRADE-A. THREADED RODS SHALL CONFORM
TO ASTM A36. THREADED AND NUTTED ANCHOR BOLTS SHALL BE ASTM F1554,
GRADE 36. ROUNDS WASHERS SHALL CONFORM TO ASTM F436.
CONCRETE
1.CEMENT SHALL CONFORM TO ASTM C150, TYPE II.
2.AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33.
3.CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,500 PSI AT 28
DAYS: (4"MAX. SLUMP FOR FLATWORK).
MIN. COMPRESSIVE STRENGTH FOR WALLS TO BE 3,000 PSI
MIN. COMPRESSIVE STRENGTH FOR GRADE BEAMS TO BE 3,000 PSI
MIN. COMPRESSIVE STRENGTH FOR CAISSON TO BE 3,000 PSI
4.ADMIXTURES MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER.
ADMIXTURES SHALL COMPLY WITH ASTM C494 & C107 AND BE OF A TYPE THAT
INCREASES THE WORKABILITY OF THE CONCRETE, BUT SHALL NOT BE CONSIDERED
TO REDUCE THE SPECIFIED MINIMUM CEMENT CONTENT (CALCIUM CHLORIDE SHALL
NOT BE USED).
5.NO CONDUIT PLACED IN A CONCRETE SLAB SHALL HAVE AN OUTSIDE DIAMETER
GREATER THAN 1
3 THE THICKNESS OF THE SLAB. NO CONDUIT SHALL BE EMBEDDED
IN A SLAB THAT IS LESS THAN 31
2" THICK. EXCEPT FOR LOCAL OFFSETS, MINIMUM
CLEAR DISTANCE BETWEEN CONDUITS SHALL BE THREE DIAMETERS ON CENTER
(EXCEPT IF THE CONDUIT IS PASSING THROUGH).
6.PROJECTING CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC., SHALL BE
FORMED WITH 3
4" CHAMFERS.
7.REFER TO DRAWINGS OF OTHER DISCIPLINES FOR MOLDS, GROOVES, CLIPS,
ORNAMENTS, OR GROUNDS REQUIRED TO BE CAST IN CONCRETE.
8.ALL SLABS ON GRADE SHALL HAVE CONTROL JOINTS INSTALLED TO PROVIDE
APPROXIMATELY 15 FOOT SQUARES UNLESS DETAILED OTHERWISE ON THE PLANS.
WHERE CONCRETE POURS ARE STOPPED, THE JOINTS SHALL BE FORMED. SEE
"TYPICAL SLAB-ON-GRADE JOINT DETAIL".
1.
& 1705.
2.
A.
B.
C.
D.
3.
A.
B.
C.
D.
I.
A.
B.
C.
II.
A.
B.
C.
D.
E.
F.
G.
H.
I.
J.
K.
L.
M.
N.
O.
III. ANCHORS, ANCHOR BOLTS, & DOWELS
A.
B.
C.
IV.
A.
B.
C.
V.
A.
B.
C.
D.
FOR SI: 1 INCH = 25.4 mm
a.NAILS SPACED AT 6 INCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL
AND PARTICLEBOARD DIAPHRAGMS AND SHEARWALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON,
BOX OR CASING.
b.SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGE AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR NONSTRUCTURAL
APPLICATIONS. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE
MARKED).
c.WHERE A RAFTER IS FASTENED TO AND ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE AND THE CEILING JOIST IS
FASTENED TO THE TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE, THE NUMBER OF TOENAILS IN THE RAFTER SHALL BE PERMITTED TO BE
REDUCED BY ON NAIL.
d.RSRS-01 IS A ROOF SHEATING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667
e.TABULATE FASTENER REQUIREMENTS APPLY WHERE THE ULTIMATE DESING WIND SPEED IS LESS THAN 140 MPH. FOR WOOD STRUCTURAL PANEL
ROOF SHEATING ATTACHED TO GABLE-END ROOF FRAMING AND TO INTERMEDIATE SUPPORTS WITHIN 48 INCHES OF ROOF EDGES AND RIDGES,
NAILS SHALL BE SPACED AT 4 INCHES ON CENTER WHERE THE ULTIMATE DESING WIND SPEED IS GREATER THAN 130 MPH IN EXPOSURE B OR
GREATER THAN 110 MPH IN EXPOSURE C. SPACING EXCEEDING 6 INCHES ON CENTER AT INTERMEDIATE SUPPORTS SHALL BE PERMITTED WHERE
THE FASTENING IS DESIGNED PER THE AWC NDS.
f.FASTENING IS ONLY PERMITTED WHERE THE ULTIMATE DESIGN WIND SPEED IS LESS THAN OR EQUAL TO 110 MPH.
g.NAILS AND STAPLES ARE CARBON STEEL MEETING SPECIFICATIONS OF ASTM F1667. CONNECTIONS USING NAILS AND STAPLES OF OTHER
MATERIALS, SUCH AS STAINLESS STEEL, SHALL BE DESIGNED BY ACCEPTABLE ENGINEERING PRACTICE OR APPROVED UNDER SECTION 104.11.
DESCRIPTION OF BUILDING ELEMENTS
6d COMMON OR DEFORMED (2"x0.113"); OR
2 3/8"x0.113" NAIL (SUBFLOOR AND WALL)
8d BOX OR DEFORMED (2 1/2"x0.113"x 0.281"
HEAD) (ROOF); OR
RSRS-01 (2 3/8"x0.113") NAIL (ROOF)d
1 3/4" 16 GAGE STAPLE, 7/16" CROWN
(SUBFLOOR AND WALL)
2 3/8"x0.113"x0.266 HEAD NAIL (ROOF)
1 3/4" 16 GAGE STAPLE, 7/16" CROWN ROOF
8d COMMON (2 1/2"x0.131"); OR DEFORMED
(2"x0.113") (SUBFLOOR AND WALL)
8d COMMON OR DEFORMED (2 1/2"x0.131"x 0.281"
HEAD) (ROOF) OR
RSRS-01 (2 3/8"x0.113") NAIL (ROOF)d
2 3/8"x0.113"x0.266" HEAD NAIL OR 2" 16 GAGE
STAPLE, 7/16" CROWN
10d COMMON (3"x0.148"); OR
DEFORMED (2 1/2"x0.131"x0.281" HEAD)
OTHER EXTERIOR WALL SHEATHING
1 1/2"X0.120 GALVANIZED ROOFING NAIL (7/16"
HEAD DIAMETER); OR
1 1/4" 16 GAGE STAPLE WITH 7/16" OR 1" CROWN
1 3/4"x0.120 GALVANIZED ROOFING NAIL (7/16"
DIAMETER HEAD); OR
1 1/2" 16 GAGE STAPLE WITH 7/16" OR 1" CROWN
WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING
8d COMMON (2 1/2"x0.131"); OR
DEFORMED (2"x0.113"); OR
DEFORMED (2"x0.120")
8d COMMON (2 1/2"x0.131"); OR
DEFORMED (2 1/2"x0.131"); OR
DEFORMED (2 1/2"x0.120")
10d COMMON (3"x0.148"); OR
DEFORMED (2 1/2"x0.131"); OR
DEFORMED (2 1/2"x0.120")
PANELS SIDING TO FRAMING
6d CORROSION-RESISTANT SIDING (1 7/8"
x0.106"); OR
6d CORROSTION-RESISTANT CASING (2"x0.099")
8d CORROSION-RESISTANT SIDING (2
3/8"x0.128"); OR
8d CORROSION-RESISTANT CASING (2
1/2"x0.113")
4d CASING (1 1/2"x0.080"); OR
4d FINISH ( 1 1/2"x0.072")
6d CASING (2"x0.099"); OR
6d FIINISH (2"x0.092"); OR
(PANEL SUPPORTS AT 24 INCHES)
30.3/8" - 1/2"
31.19/32" - 3/4"
32.7/8" - 1 1/4"
33.1/2" FIBERBOARD SHEATHINGb
34.25/32" FIBERBOARD SHEATHINGb
35.3/4" AND LESS
36.7/8" - 1"
37.1 1/8" - 1 1/4"
38.1/2" OR LESS
39.5/8"
40.1/4"
41.3/8"
EDGES
(INCHES)
INTERMEDIATE
SUPPORTS
(INCHES)
WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF AND INTERIOR WALL SHEATHING TO FRAMING AND PARTICIEBOARD WALL SHEATHING TO
FRAMING
SPACING AND LOCATION
2022 CBC: TABLE NO. 2304.10.2:
FASTENING SCHEDULE, CONT.
INTERIOR PANELING
6
6e
4
3f
3f
6
6e
4
6
3
3
6
6
6
6
6
6
6
12
6e
8
3f
3f
12
6e
8
12
6
6
12
12
12
12
12
12
12
NUMBER AND TYPE OF FASTENER
1.BLOCKING BETWEEN CEILING JOIST, RAFTERS OR
TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW
BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE
WALL TOP PLATE, TO RAFTER OR TRUSS
FLAT BLOCKING TO TRUSS AND WEB FILLER
2.CEILING JOISTS TO TOP PLATE
3.CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER,
LAPS OVER PARTITIONS (NO THRUST) (SEE SECTION
2308.7.3.1, TABLE 2308.7.3.1)
4.CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL
JOINT)(SEE SECTION 2308.7.3.1 TABLE 2308.7.3.1)
5.COLLAR TIE TO RAFTER
6.RAFTER OR ROOF TRUSS TO TOP PLATE (SEE SECTION
2308.7.5, TABLE 2308.7.5)
7.ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS;
OR ROOF RAFTER TO 2-INCH RIDGE BEAM
8.STUD TO STUD (NOT AT BRACED WALL PANELS)
9.STUD TO STUD AND ABUTTING STUDS AT
INTERSECTING WALL CORNERS ( AT BRACED WALL
PANELS)
10.BUILT-UP HEADER (2" TO 2" HEADER)
11.CONTINUOUS HEADER TO STUD
12.TOP PLATE TO TOP PLATE
13.TOP PLATE TO TOP PLATE, AT END JOINTS
14.BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING (NOT AT BRACED WALL PANELS)
15.BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING AT BRACED WALL PANELS
16.STUD TO TOP OR BOTTOM PLATE
17.TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS
18.1" BRACE TO EACH STUD AND PLATE
19.1"x6" SHEATHING TO EACH BEARING
20.1"x8" AND WIDER SHEATHING TO EACH BEARING
21.JOIST TO SILL, TOP PLATE, OR GIRDER
22.RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE,
SILL OR OTHER FRAMING BELOW
23.1"x6" SUBFLOOR OR LESS TO EACH JOIST
24.2" SUBFLOOR TO JOIST OR GIRDER
25.2" PLANKS (PLANK & BEAM-FLOOR & ROOF)
26.BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS
27.LEDGER STRIP SUPPORTING JOISTS OR RAFTERS
28.JOIST TO BAND JOIST OR RIM JOIST
29.BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS
4-8d BOX (2 1/2"x 0.113"); OR
3-8d COMMON (2 1/2"x 0.131"); OR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES 7/16" CROWN
2-8d COMMON (2 1/2"x 0.131")
2-3"x 0.131" NAILS
2-3" 14 GAGE STAPLES
2-16d COMMON (3 1/2"x 0.162")
3-3"x 0.131" NAILS
3-3" 14 GAGE STAPLES
16d COMMON (3 1/2"x 0.162") @ 6" O.C.
3"x 0.131" NAILS @ 6" O.C.
3"x 14 GAGE STAPLES @ 6" O.C.
4-8d BOX (2 1/2"x 0.113"); OR
3-8d COMMON (2 1/2"x 0.131"); OR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES 7/16" CROWN
3-16d COMMON (3 1/2"x 0.162"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES 7/16" CROWN
PER TABLE 2308.7.3.1
3-10d COMMON (3"x 0.148"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES 7/16" CROWN
3-10d COMMON (3"x 0.148"); OR
3-16d BOX (3 1/2"x 0.135"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES 7/16" CROWN
2-16d COMMON (3 1/2"x 0.162"); OR
3-16d BOX (3 1/2"x 0.135"); OR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES 7/16" CROWN OR
3-10d COMMON (3 1/2"x 0.148"); OR
4-16d BOX (3 1/2"x 0.135"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES, 7/16" CROWN
16d COMMON (3 1/2"x 0.162");
10d BOX (3"x 0.128"); OR
3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
16d COMMON (3 1/2"x 0.162"); OR
16d BOX (3 1/2"x 0.135"); OR
3"x0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
16d COMMON (3 1/2"x 0.162");
16d BOX (3 1/2"x 0.135")
4-8d COMMON (2 1/2"x0.131"); OR
4-10d BOX (3"x0.128")
5-8d BOX (2 1/2"x0.113")
16d COMMON (3 1/2"x 0.162");
10d BOX (3"x 0.128"); OR
3"x 0.131" NAILS; OR
3" 14 GAGE STAPLES, 7/16" CROWN
8-16d COMMON (3 1/2"x 0.162"); OR
12-16d BOX (3 1/2"x 0.135"); OR
12-10d BOX (3"x 0.128"); OR
12-3"x 0.131" NAILS; OR
12-3" 14 GAGE STAPLES 7/16" CROWN
16d COMMON (3 1/2"x 0.162");
16d BOX (3 1/2"x 0.135"); OR
3"x 0.131" NAILS OR
3" 14 GAGE STAPLES, 7/16" CROWN
2-16d COMMON (3 1/2"x 0.162"); OR
3-16d BOX (3 1/2"x 0.135"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES, 7/16" CROWN
3-16d BOX (3 1/2"x 0.135"); OR
4-8d COMMON (2 1/2"x 0.131"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-8d BOX (2 1/2"x 0.113"); OR
4-3" 14 GAGE STAPLES, 7/16" CROWN OR
2-16d COMMON (3 1/2"x 0.162"); OR
3-16d BOX (3 1/2"x 0.135"); OR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
2-16d COMMON (3 1/2"x 0.162"); OR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
3-8d BOX (2 1/2"x 0.113"); OR
2-8d COMMON (2 1/2"x 0.131"); OR
2-10d BOX (3"x 0.128"); OR
2-3"x 0.131" NAILS; OR
2-3" 14 GAGE STAPLES, 7/16" CROWN
3-8d BOX (2 1/2"x 0.113"); OR
2-8d COMMON (2 1/2"x 0.131"); OR
2-10d BOX (3"x 0.128"); OR
2-1 3/4" 16 GAGE STAPLES, 1" CROWN
3-8d COMMON (2 1/2"x 0.131"); OR
3-8d BOX (2 1/2"x 0.113"); OR
3-10d BOX (3"x 0.128"); OR
3-1 3/4" 16 GAGE STAPLES, 1" CROWN
WIDER THAN 1"x8"
3-8d COMMON (2 1/2"x 0.131"); OR
4-8d BOX (2 1/2"x 0.113"); OR
3-10d BOX (3"x 0.128"); OR
4-1 3/4" 16 GAGE STAPLES, 1" CROWN
FLOOR
4-8d BOX (2 1/2"x 0.113"); OR
3-8d COMMON (2 1/2"x 0.131"); OR FLOOR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
8d BOX (2 1/2"x 0.131")
8d COMMON (2 1/2"x 0.131"); OR
10d BOX (3"x 0.128"); OR
3"x 0.131" NAILS; OR
3" 14 GAGE STAPLES, 7/16" CROWN
3-8d BOX (2 1/2"x 0.113"); OR
2-8d COMMON (2 1/2"x 0.131"); OR
3-10d BOX (3"x 0.128"); OR
2-1 3/4" 16 GAGE STAPLES, 1" CROWN
3-16d BOX (3 1/2"x 0.135"); OR
2-16d COMMON (3 1/2"x 0.162")
3-16d BOX (3 1/2"x 0.135"); OR
2-16d COMMON (3 1/2"x 0.162")
20d COMMON (4"x0.192")
10d BOX (3"x 0.128"); OR
3"x 0.131" NAILS; OR
3" 14 GAGE STAPLES, 7/16" CROWN
AND:
2-20d COMMON (4"x 0.192"); OR
3-10d BOX (3"x 0.128"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
3-16d COMMON (3 1/2"x 0.162"); OR
4-16d BOX (3 1/2"x 0.135"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES, 7/16" CROWN
3-16d COMMON (3 1/2"x 0.162"); OR
4-10d BOX (3"x 0.128"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES, 7/16" CROWN
2-8d COMMON (2 1/2"x 0.131"); OR
2-10d BOX (3"x 0.128"); OR
2-3"x 0.131" NAILS; OR
2-3" 14 GAGE STAPLES, 7/16" CROWN
EACH END, TOENAIL
EACH END, TOENAIL
END NAIL
FACE NAIL
EACH JOIST, TOENAIL
FACE NAIL
FACE NAIL
FACE NAIL
END NAIL
TOENAIL
24" O.C. FACE NAIL
16" O.C. FACE NAIL
16" O.C. FACE NAIL
12" O.C. FACE NAIL
16"O.C. EA EDGE, FACE NAIL
12"O.C. EA EDGE, FACE NAIL
TOENAIL
16" O.C. FACE NAIL
12" O.C. FACE NAIL
EACH SIDE OF END JOINT,
FACE NAIL (MINIMUM 24" LAP
SPLICE LENGTH EACH SIDE
OF END JOINT)
16" O.C. FACE NAIL
12" O.C. FACE NAIL
16" O.C. FACE NAIL
TOENAIL
END NAIL
FACE NAIL
FACE NAIL
FACE NAIL
FACE NAIL
TOENAIL
4" O.C. TOENAIL
6" O.C. TOENAIL
FACE NAIL
BLIND AND FACE NAIL
EACH BEARING, FACE NAIL
32"O.C.,FACE NAIL AT TOP &
BOT. STAGG. ON OPP. SIDES
24"O.C.,FACE NAIL AT TOP &
BOT. STAGG. ON OPP. SIDES
ENDS AND AT EACH SPLICE,
FACE NAIL
EACH JOIST OR RAFTER,
FACE NAIL
END NAIL
EACH END, TOENAIL
NUMBER AND TYPE OF FASTENERg SPACING AND LOCATION
2 TOENAILS ON ONE SIDE
AND 1 TOENAIL ON OPPOSITE
SIDE OF RAFTERS OR TRUSS
2022 CBC: TABLE NO. 2304.10.2:
FASTENING SCHEDULE
DESCRIPTION OF BUILDING ELEMENTS
ROOF
WALL
8
1
6
N
T
O
W
N
E
R
S
T
.
GA
R
A
G
E
T
O
A
D
U
81
6
N
T
O
W
N
E
R
S
T
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.24-347
DATE:8/1/24
RAMIREZ
STRUCTURAL INC
STRUCTURAL
NOTES
S1.0
816 N Towner St #2
9/23/2024
STRUCTURAL ABBREVATIONS
A.B.ANCHOR BOLT
ABV.ABOVE
ADD'L ADDITIONAL
ADJ.ADJACENT
ALUM.ALUMINUM
ALT.ALTERNATE
APPRX.APPROXIMATE(LY)
ARCH.ARCHITECT(TURAL)
&AND
@ AT
BEL.BELOW
B.F.BRACED FRAME
BLDG.BUILDING
BLK.BLOCK
BLKG.BLOCKING
BM.BEAM
B.N. BOUNDARY NAILING
BNDRY.BOUNDARY
B.O.F.BOTTOM OF FOOTING
BRDG.BRIDGE(ING)
BRG.BEARING
BTM.BOTTOM
BTWN.BETWEEN
CAMB.(C)CAMBER(ED)
CANT.CANTILEVERED
C.F.CUBIC FEET(FOOT)
C.G.CENTER OF GRAVITY
C.I.P.CAST IN PLACE
C.J.CONSTRUCTION JOINT
CL.CENTER LINE
CLG.CEILING
CLR.CLEAR
CMU.CONC. MASONRY UNIT
COL.COLUMN
CONC.CONCRETE
CONN.CONNECTION
CONST.CONSTRUCTION
CONT.CONTINUOUS
CTSK.COUNTERSINK
CTR.CENTER(ED)
C.Y.CUBIC YARD
d PENNY(NAILS)
DBL.DOUBLE
DEPT.DEPARTMENT
D.F.DOUGLAS FIR
DIA. ()DIAMETER
DIAG.DIAGONAL
DIAPH.DIAPHRAGM
DIM.DIMENSION
DN.DOWN
do DITTO(REPEAT)
DP (D)DEEP (DEPTH)
DWG.DRAWING(S)
DWL.DOWEL(S)
EA.EACH
E.F.EACH FACE
E.J.EXPANSION JOINT
EL.ELEVATION
ELEC.ELECTICAL
ELEV.ELEVATOR
EMBD.EMBED(MENT)
E.N.EDGE NAIL/SCREWS
ENG.ENGINEER
ES.EDGE SCREWS
EQ.EQUAL
EQPT.EQUIPMENT
EXP.EXPANSION
EXST.(E)EXISTING
EXT.EXTERIOR
FAB.FABRICATION
FND.FOUNDATION
FIN.FINISH(ED)
FLG.FLANGE
FLR.FLOOR
F.N.FIELD(FACE)NAIL
F.O.C.FACE OF CONCRETE
F.O.M.FACE OF MASONRY
F.O.S.FACE OF STUD
F.O.W.FACE OF WALL
FRM.FRAME(ING)
F.S.FAR SIDE
FT.(')FOOT(FEET)
FTG.FOOTING
GA.GAUGE
GALV.GALVANIZED
GB GRADE BEAM
GLB GLUED LAMINATED BEAM
GRD.GRADE
GYPDB.GYPSUM WALLBOARD
HD HOLD DOWN
HDR.HEADER
HGR.HANGER
HORZ.(H)HORIZONTAL
HSB HIGH STRENGTH
HT.HEIGHT
I.D.INSIDE DIAMETER
I.E. INVERT ELEVATION
I.F.INSIDE FACE
IN.()INCH(S)
INT.INTERIOR
JST.JOIST
JT.JOINT
K KIPS ()
LAT.LATERAL
LB(#)POUNDS
L.B.LAG BOLTS
LDGR LEDGER
L.F.LINEAL FEET(FOOT)
LG.LONG(ITUDINAL)
LGTH LENGTH
LLH LONG LEG HORIZ.
LLV LONG LEG VERT.
LT.WT.LIGTH WEIGHT
MAS.MASONRY
MAT'L.MATERIAL
MAX.MAXIMUM
M.B.MACHINE BOLT
MECH.MECHANICAL
MEZZ.MEZZANINE
MFR.MANUFACTURER
MISC.MISCELLANEOUS
MIN.MINIMUM
MLB MINI-LAM-BM.
MTL.METAL
(N)NEW
NO. (#)NUMBER
N.S.NEAR SIDE
N.S.G.NON-SHRINK GROUT
N.T.S.NOT TO SCALE
O.C.ON CENTER
O.D.OUTSIDE DIAMETER
O.D.OUTSIDE DIAMETER
O.F.OUTSIDE FACE
O.H. OPPOSITE HAND
OPNG.OPENING
ORNT. ORIENTATE(ION)
OWJ.OPEN WEB JOISTS
PAR. (//)PARALLEL
P/C PRECAST CONCRETE
PERP. (┴)PERPENDICULAR
PL.(PL)PLATE
PLAM PURLAM BEAM
PLY.PLYWOOD
P.S.F.POUNDS PER SQUARE FOOT
P.S.I.POUNDS PER SQUARE INCH
P.T.PRESSURE TREATED
P/T POSTTENSIONED
(PRESTRESSED)
QTY.QUANTITY
RAD.(R)RADIUS
R.C.P.REINFORCED CONCRETE PIPE
REF.REFERENCE
REINF.REINFORCEMENT(ING)
REQ'D.REQUIRED
R.F.RIGID FRAME
R.O.ROUGH OPENING
R.B.RIDGE BOARD
SCHED.SCHEDULE
SHT.SHEET
SHTG.SHEATHING
SIM.SIMILAR
SKW.SKEW(ED)
SPC.SPACE(S)(ING)
SPEC.SPECIFICATION(S)
SQ.SQUARE
SS SELECT STRUCTURAL
STD.STANDARD
STGR.STAGGER(ED)
STIFF.STIFFENER(S)
STIR.STIRRUP(S)
STL.STEEL
STRUC.STRUCTURAL
SUSP.SUSPENDED(TION)
SYMM.SYMMETRICAL
(T)TOP
T & B TOP AND BOTTON
TEMP.TEMPERATURE
T & G TONGUE AND GROOVE
THK.THICK(NESS)
THRD.THREADED
TMPRY.TEMPORARY
T.N.TOE NAIL
T.O.S.TOP OF SHEATHING
T.O.W.TOP OF WALL
TRANSV.TRANSVERSE
T.S.TOP OF STEEL
TYP.TYPICAL
UBC UNIFORM BUILDING CODE
U.O.N.UNLESS OTHERWISE NOTED
VERT.VERTICAL
VIF VERIFY IN FIELD
(W)WIDE(WIDTH)
/WITH
WD.WOOD
W.P.WORK POINT
WPJ WEAKENED PLANE JOINT
W.S.WELDED STUD(S)
WT WEIGHT
WWF WELDED WIRE FABRIC
X-STG EXTRA STRONG
XX-STG DOUBLE EXTRA STRONG
YD YARD
1704
DRAWINGS
DEPARTMENT.
THE
AND
BY
IN
THE
INSPECTIONS
SUBSTITUTE
IS
IS
THE
TO
OR
WORK
REQUIRED
SOIL
ALL
BEFORE
CAST-IN-PLACE
BEAMS
WALLS
ON
AND
CONCRETE
CORES.
VERIFY PLACEMENT AND COMPRESSIVE STRENGTH OF CONCRETE IN TILT-UP PANELS
STRUCTURAL
CONCRETE
CONCRETE
INSULATING
NOT
CONCRETE
SPECIAL
EPOXIED
SLEEVE
AND
(WHERE
OF
IS
IS
IS
CONCRETE
APPROVED
STEEL
CHECK
CONTINUOUS
8
1
6
N
T
O
W
N
E
R
S
T
.
GA
R
A
G
E
T
O
A
D
U
81
6
N
T
O
W
N
E
R
S
T
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.24-347
DATE:8/1/24
RAMIREZ
STRUCTURAL INC
STRUCTURAL
NOTES
S1.1
816 N Towner St #2
9/23/2024
1.REFER TO STRUCTURAL NOTES ON SHEET S1.0 AND TYPICAL DETAILS ON
SHEETS S3.0-S3.3. THESE NOTES AND DETAILS SHALL BE USED WHERE
APPLICABLE WHETHER SPECIFICALLY REFERENCED ON PLANS OR NOT.
2.CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES WITH
STRUCTURAL REQUIREMENTS INDICATED. REFER TO ARCHITECTURAL, CIVIL,
MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS.
3.REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS.
4.NON-STRUCTURAL ELEMENTS IN NATURE SUCH AS DRAINS, SUMPS, EXTERIOR
HARDSCAPE, MECHANICAL UNITS, ETC., ARE TO BE DESIGNED BY OTHERS.
5.STRUCTURAL WALLS ARE WALLS THAT RESIST GRAVITY, WIND, AND/OR
SEISMIC LOADS. ALL EXTERIOR WOOD FRAMED WALLS ARE STRUCTURAL
WALLS. WALLS OR PORTIONS NOT INDICATED ON THE STRUCTURAL
DRAWINGS ARE PARTITION WALLS. REFER TO ARCHITECTURAL DRAWINGS
FOR LOCATION AND EXTENT OF PARTITION WALLS.
6.FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR
PRESERVATIVE-TREATED WOOD. FIELD-CUT ENDS, NOTCHED, AND BORINGS
SHALL BE FIELD-TREATED. FASTENERS IN TREATED WOOD SHALL BE
APPROVED SILICON BRONZE/COPPER, STAINLESS STEEL, OR HOT-DIPPED
ZINC COATED STEEL.
7.ALL WOOD FRAMED STRUCTURAL WALLS ARE TO BE 2x4 STUDS @ 16" O.C.,
U.O.N. (USE 2x6 STUDS @ 16" O,C, AT PLUMBING WALLS).
8.ANCHOR BOLTS AT STRUCTURAL WALLS REQUIRE A PLATE WASHER WITH
MINIMUM SIZE OF 0.299"x3"x3".
9.ANCHOR BOLTS AND HOLDOWN ANCHORS, SHALL BE TIED IN PLACE PRIOR TO
FOUNDATION INSPECTION.
10.SHEAR WALL SHEATHING SHOWN ON ONE SIDE MAY ALTERNATIVELY BE
SHEATHED ON THE OPPOSITE SIDE OF THE WALL.
11.EXTREME CARE SHOULD BE TAKEN WHEN DOING FOUNDATION WORK WITH
POST-TENSIONED SLABS (WHERE APPLICABLE). NO TENDONS SHALL BE
DAMAGED OR CUT. NOTIFY THE ENGINEER OF RECORD PRIOR TO ANY
DRILLING, CORING, SAQ-CUTTING, ETC. USE NON-DESTRUCTIVE METHODS TO
LOCATE TENDONS PRIOR TO ANY WORK.
12.IF ADVERSE SOILS CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION
MAY BE REQUIRED.
SPREAD FOOTING PER SCHEDULE ON THIS SHEET2.0
WOOD POST SIZE. MARK IS INDICATED AT THE BASE OF THE POST
SHEAR WALL POST AND HARDWARE MODEL SEE DETAIL 1/S3.1 FOR
INSTALLATION DETAILS
0'-00"
6 WOOD SHEARWALL. SEE SHEARWALL SCHEDULE ON S2.0 FOR
ASSEMBLY AND DETAIL REFERENCES. SHEARWALLS STARTS AT
FOUNDATION AND CONTINUES UP TO ROOF LEVEL
(E) CONCRETE FOOTING, INDICATED WITH DASHED LINES
4x4
HDU2
SCALE: = 1'-0"
N
FOUNDATION PLAN
1/4"SCALE: = 1'-0"
N
ROOF FRAMING PLAN
1/4"
4x4
POST
PLAN NOTES
LEGEND
TYPE
SHEATHING
(1)
15
32 STRUC 1
O.S.
NAIL
SIZE
(2)
EDGE & FIELD
NAIL
SPACING
10d 6" & 12"
0'-00"
6
SILL TO
WOOD
CONN.
SDS1
4"x6"
@ 16"
SILL TO
CONC. CONN.
2x:5
8" DIA. A.B. @32"
3x:5
8" DIA. A.B. @48"
ALLOW
SHEAR
(PLF)
312
SHEAR
WALL
TYPE (3)
I
15
32 STRUC 1
O.S.
10d 4" & 12"
0'-00"
4 SDS1
4"x6"
@ 12"
3x:5
8" DIA. A.B. @32"469 II
15
32 STRUC 1
O.S.
10d 3" SGRD. & 12"
(4)0'-00"
3 SDS1
4"x6"
@ 9"
3x:5
8" DIA. A.B. @24"611 II
15
32 STRUC 1
O.S.
10d
0'-00"
2 SDS1
4"x6"
@ 6"
3x:5
8" DIA. A.B. @16"745 II
15
32 STRUC 1
D.S.
10d
0'-00"
4D SDS1
4"x6"
@ 6"
3x:5
8" DIA. A.B. @16"938 III
15
32 STRUC 1
D.S.
10d
0'-00"
3D SDS1
4"x6"
@ 4"
3x:5
8" DIA. A.B. @12"1223 IV
15
32 STRUC 1
D.S.
10d
0'-00"
2D SDS1
4"x6"
@ 3"
3x:5
8" DIA. A.B. @8"1600 IV
2" SGRD. & 12"
(4)
4" & 12"
3" SGRD. & 12"
(4)
2" SGRD. & 12"
(4)
NOTES:
1.O.S. INDICATES SHEATHING ON ONE SIDE OF THE WALL.
D.S. INDICATES SHEATHING ON BOTH SIDES OF THE WALL.
2.USE COMMON WIRE NAILS FOR ALL STRUC 1 SHEATHING
3.SEE DETAIL 5/S3.1 & 9/S3.1 FOR ALL SHEARWALL ASSEMBLIES BASED ON
SHEAR WALL TYPE
4.FOR STAGGERED EDGE NAIL REQUIREMENTS SEE DETAILS 5/S3.1 & 9/S3.1
SHEARWALL SCHEDULE
EXISTING
ROOF FRAMING
DOOR OR WALL INFILL
PER DETAIL
TYP. @ DIAGONAL HATCH
1
S3.2
PROVIDE RED-GARD WATER
PROOFING (ICC#ESR-1413) OVER
SELF LEVELING CONCRETE OVER
EXISTING CONCRETE SLAB
EXISTING
CONC. SLAB
S3.0
1TYP. SLAB ON GRADE:
4" THICK CONC. SLAB
w/ #3 BARS @ 18" O.C.
AT CENTER OF SLAB, EA. WAY.
OVER 2" OF SAND,
OVER COMPETENT SOIL
14'-10"
8'
-
5
"
6
6
6
8'-0"
21
'
-
0
"
6
CRIPPLE WALL SUPPORT
FROM CEILING FRAMING TO ROOF FRAMING
EXISTING 2x4 WALL STUD
TO BE FIELD VERIFIED
EXISTING 1'-0" WIDE CONT. FOOTING
TO BE FIELD VERIFIED
TYPICAL
2x
1
0
C
.
J
.
@
1
6
"
O
.
C
.
4x
6
4x6 4x6
4x6
4x
6
4x6
4x6
2x6 RAFTERS
@ 24" O.C.
5
S4.0
5
S4.0
1
S4.0
5
S4.0
1
S5.0
3
S5.0
2
S5.0
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
4x4
HDU2
6
S4.0
6
S4.0
6
S4.0
3
S4.0
3
S4.0
6
S4.0
6
S4.0
6
S4.0
2
S5.0
4
S5.0
7
S3.2
4x4
POST
FRAMING MEMBER BEARING ON TOP OF TOP PLATES
FRAMING MEMBER HUNG AT IT'S SUPPORT
HEADER MEMBER INSTALLED PER DETAIL 8/S3.2
6 REQUIRED TOP PLATE SPLICE. SEE SCHEDULE ON 7/S3.1
FOR ALL REQUIREMENTS. THE MARKED SPLICE SHALL
APPLY FOR THE FULL LENGTH OF THE WALL.
USE TYPE SPLICE MIN., UNLESS OTHERWISE NOTED.6
3
S3.2
TYP.
7
S4.0
8
1
6
N
T
O
W
N
E
R
S
T
.
GA
R
A
G
E
T
O
A
D
U
81
6
N
T
O
W
N
E
R
S
T
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.24-347
DATE:6/10/24
RAMIREZ
STRUCTURAL INC
ROOF/
FOUNDATION
PLAN
S2.0
816 N Towner St #2
9/23/2024
AT INTERIOR
t/
3
t
=
S
L
A
B
T
H
I
C
K
N
E
S
S
(P
E
R
P
L
A
N
)
1/8"
WEAKENED PLANE JOINT:
SAWCUT SLAB AS SOON
AS POSSIBLE AFTER POUR
(AVOID SPALLING
CORNERS)
REINF. PER PLAN
CLEAN GRAVEL PER PLAN
VAPOR BARRIER PER PLAN
PAD GRADE
AT GARAGE/EXTERIOR
t/
3
t
=
S
L
A
B
T
H
I
C
K
N
E
S
S
(P
E
R
P
L
A
N
)
1/8"
WEAKENED PLANE JOINT:
SAWCUT SLAB AS SOON
AS POSSIBLE AFTER POUR
(AVOID SPALLING
CORNERS)
REINF. PER PLAN
SAND PER PLAN
PAD GRADE
1
1
9"3"
MIN MI
N
4"MI
N
134
578
91112
SLAB ON GRADE
STEP IN SLAB
18"
SLAB EDGE
8"
MI
N
.
12" MIN.
FINISH GRADE
TURN TRANSVERSE REINF.
& PROVIDE
DOUBLE CONT. REINF.
AT EDGE
PARTITION WALL ANCHORAGE
SLAB PER PLAN
P.T.D.F. SILL PLATE PER PLAN
w/ HILTI'S 0.145" DIA. x 3" LONG
POWER DRIVEN PINS @ 32" O.C.
w/ 1 5
8 " WASHER
1 1
4 " MIN. CONCRETE PENETRATION
PARTITION WALL FRAMING
PER PLAN
SHOT PINS
SLAB PER PLAN
1
2" DIA. HEADED A.B's
@ 48" O.C. MAX.
PARTITION WALL FRAMING
PER PLAN
ANCHOR BOLT AT CURB
6"
#3 CONT.
STEPPING CONTINUOUS FOOTINGFOOTING AT PIPE/CONDUIT
REINFORCEMENT
HOOKS & BENDSTIES & STIRRUPS
STEP DOWNSTEP UP
FOOTING INTERSECTIONS
ENDINTERSECTIONCORNER
PLATE SPLICE FIX DETAIL STUD OCCURS OVER BOLT
30 BAR
DIA.
30 BAR
DIA.
3"
C
L
R
.
TOP REINF. CONT. THRU
OPTIONAL C.J.
REINF. SAME SIZE & SPACING
AS FOOTING REINF.
30 BAR DIA.
3"
C
L
R
.
FOOTING STEP
AS REQD.2x RISE
3"
M
I
N
.
2'
-
0
"
MA
X
.
RI
S
E
30 BAR
DIA.
30 BAR
DIA.
2"
C
L
R
.
3"
C
L
R
.
3"CL
R
2x RISE
2'
-
0
"
MA
X
.
RI
S
E
FOOTING STEP
AS REQD.30 BAR DIA.
3"
C
L
R
.
'D
'
2'
-
0
"
MA
X
.
RI
S
E
REINF. SAME SIZE & SPACING
AS FOOTING REINF.
TOP BARS
(WHERE OCCURS)
2x RISE 6"
MIN
'D
'MIN
2 #5 U.O.N.
STD. HOOK
30 DIA. U.O.N.
2'-0" MIN.
TYP.
30 DIA. U.O.N.
2'-0" MIN.
TYP.
ALL CORNERS & INTERSECTIONS
SHALL HAVE 2 #5 VERTICAL U.O.N.
PROVIDE OUTSIDE CORNER LAP BARS
PROVIDE STD. 90° HOOK AT INSIDE BARS
NOTE: PLACE CONCRETE FILL AROUND SLEEVES
BEFORE POURING FOOTING PADS. FILL SHALL
BE SAME WIDTH AS FOOTING AND FULL DEPTH
OF PIPE TRENCH.
NOTE: WHERE PIPES ARE MORE THAN 2'-0"
BELOW OF FOOTING. STEP FOOTING DOWN PER
TYPICAL FOOTING STEP DETAILBACKFILL TRENCH AND
RECOMPACTION
TO 90 PERCENT
COMPACTION
NO DIGGING FOR PIPE
TRENCH PARALLEL TO
FOOTING BELOW THIS LINE
(STEP FTG. DOWN AS REQ'D)
TRENCH
FOOTING
1'-6"
MIN
30
°
NO PIPES TO BE PLACED
WITHIN THIS HEIGHT
2'
-
0
"
MA
X
.
9" MIN.
SLEEVE:
I.D. SLEEVE SHALL
BE 2" (MIN.) LARGER
THAN O.D. OF PIPE
DIA. = 6 db (FOR #3 THRU #8)
DIA. = 8 db (FOR #9, #10 & #11)
DIA. = 10 db (FOR #14 & #18)
(db = BAR DIAMETER)
NOTE: BEND 4 db MINIMUM FOR STIRRUPS & TIES.
6" db BUT NOT LESS THAN 2 1
2" MIN.
12
d
b
db
DIA
.
DIA
.
DIA
.
DIA
.
NOTE: FOR SIZE & SPACING OF ALL TIES AND STIRRUPS,
REFER TO SCHEDULE AND/OR TYPICAL DETAILS.
ALTERNATE POSITION
OF 135° AND 90°
BENDS TYPICAL
ALTERNATE POSITION
OF SUCCESSIVE TIE
SPLICES TYPICAL.
DIMENSION "a"
FOR #3 TIES = 5"
FOR #4 TIES = 5 1
2 "
FOR #5 TIES = 6"
TYPICAL COLUMN TIES BEAM STIRRUPS
"a"12"
DIA."a""a""a"
"a
"
"a"OPTIONALDUCTILE
A B C D E
INSTALL 2x FILLER PIECES AS
SHOWN TO BRIDGE BOLT HEAD
STUDS @ 16" O.C.
TYP. U.O.N.
16d TYP AS SHOWN
STILL PLATE
NOTE: THIS DETAIL REQUIRED WHEN
EITHER "A" OR "B" IS GREATER THAN 9".
ELEVATION
6-16d EACH
SIDE OF SPLICE
2x SILL SPLICE
TYP. SILL BOLTS
"A""B"
SPLICE LINE
COUNTERSINK WITH
CARE OVER BOLT
STUDS @ 16" O.C.
TYP. U.O.N.
PARTITION TOP CONNECTION
JOIST/TRUSS PER PLAN
1/
2
"
C
L
E
A
R
2x4 BLOCK @ 48" O.C.
SIMPSON STC @ 48" O.C.
PARTITION WALL
PER PLAN
PARALLEL TO JOIST/TRUSS
1/
2
"
C
L
E
A
R
JOIST/TRUSS
PER PLAN
SIMPSON STC
@ 48" O.C.
PARTITION WALL
PER PLAN
PERP. TO JOIST/TRUSS
JOIST/TRUSS PER PLAN
SIMPSON HTC @ 48" O.C.
PARTITION WALL
PER PLAN
1/
2
"
C
L
E
A
R
8
1
6
N
T
O
W
N
E
R
S
T
.
GA
R
A
G
E
T
O
A
D
U
81
6
N
T
O
W
N
E
R
S
T
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.24-347
DATE:8/1/24
RAMIREZ
STRUCTURAL INC
TYPICAL
DETAILS
S3.0
816 N Towner St #2
9/23/2024
PLATE BOLTING
BOLT SIZE PLATE WASHER SIZE
1
2" PL.229x3x3
5
8 " PL .229x3x3
3
4 " PL .229x3x3
7
8 " PL 5
16 "x3x3
1" PL 3
8 "x3 1
2"x2 1
2 "
MIN. 2 BOLTS IN EA. SILL SECTION
5
8 " DIA. A.B. @ 48" TYPICAL, SEE
SHEARWALL SCHEDULE FOR
OTHER SPACING AT SHEARWALLS
WHERE SILL PLATE IS DRILLED OR
NOTCHED MORE THAN 1/3 OF THE PLATE
WIDTH, INSTALL ONE BOLT EACH SIDE OF
NOTCH
WASHER PLATE PER
SCHEDULE ABOVE
9"
9"
9"9"9"9"9"
EQ.EQ.
ST
A
G
G
.
E
D
G
E
N
A
I
L
I
N
G
@
A
L
L
P
A
N
E
L
E
D
G
E
S
FI
E
L
D
N
A
I
L
I
N
G
@
A
L
L
O
T
H
E
R
S
T
U
D
S
OF
F
S
E
T
SPECIAL INSPECTION
SIMPSON'S 'SET-XP' (ICC# ESR-2508
LARR 25744) 5" MIN. EMBED
DRILL & EPOXY w/
REQUIRED
13
57
911
TOP PLATE SPLICE8
1112
HOLDOWN AND SSTB ANCHOR
SHEARWALL ASSEMBLY w/ SHEATHING ON BOTH SIDES
SHEARWALL ASSEMBLY w/ SHEATHING ON ONE SIDE
ROOF/FLOOR DIAPHRAGM ASSEMBLY
BORING AND NOTCHING3x SILL REQ'D. AT (E) 2x SILL
DEPTH "D"
.25x"D" MAX. AT
BEARING WALL
.40x"D" MAX. AT
NON-BEARING WALL
.40x"D" MAX. AT
BEARING WALL
.60x"D" MAX. AT
NON-BEARING WALL
5
8" MIN TYPL
"D"/3 MAX.
BORED HOLES
2"
M
I
N
.
T
Y
P
.
12" MIN SEP.
DE
P
T
H
"
D
"
"D
"
/
6
M
A
X
.
NO
T
C
H
"D
"
/
4
M
A
X
A
T
E
N
D
S
B - STUDS IN WALLSA - JOIST/RAFTERS
NOTCHING NOT ALLOWED
IN MIDDLE 1
3 OF SPAN
MARK MIN. PL. THK. NAILS DESIGN LOAD
6 2x 6-16d 1250#
8 2x 8-16d 1670#
10 2x 10-16d 2090#
12 2x 12-16d 2510#
14 2x 14-16d 2920#
16 2x 16-16d 3340#
18 2x 18-16d 3760#
20 2x 20-16d (1)3780#/4180#
* = 6'-0" MIN. LAP LENGTH
AT SPLCE 20, 22 & 24
GROUP NAILS OR BOLTS
ON BOTH SIDES OF
SPLICE IN TOP PLATE
NAILS
PER SCH 4'-0" MIN LAP *
1 1
2" MIN.1 1
2" MIN.1 1
2" MIN.1 1
2" MIN.
NAILS
PER SCH
16d @
16" TYP
16d @
16" TYP
@ 3" MIN.
TYP
1"
1"
STAGGER
NAILS TYP
NOTES:
1. STUD AND BLOCKING SIZES:
SHEARWALL TYPE I = 2x
SHEARWALL TYPE II = 3x MIN AT
PANEL EDGES
2x AT
OTHER SUDS
2. SEE HOLDOWN DETAIL FOR ADDITIONAL
HOLDOWN POST SIZE REQUIREMENTS
3. SILL AT FOUNDATION:
SHEARWALL TYPE I = 2x
SHEARWALL TYPE II = 3x
(SEE "TYPICAL SILL PLATE BOLTING"
DETAIL FOR WASHER PLATES AT
ANCHOR BOLTS)
STUD
HD POST EA END
(SEE NOTE 2)
EDGE NAILING TO
HD POST (FULL HEIGHT)
STUDS @ 16" (MAX)
(SEE NOTE 1)
EDGE NAILING TO
TOP PLATES STAGGERED
(SHEARWALL TYPES I & II)
SHEATHING @ OPENINGS FOR
FLUSH FINISH
DOOR OR WINDOW HEADER
EDGE NAILING TO HD POST
(FULL HEIGHT)
BLOCKING @ ALL PANELS
EDGES (SEE NOTE 1)
TRIMMER STUD(S)
HOLDOWN PER PLAN
(SEE HOLDOWN DETAIL)
EDGING NAILING TO SILL
SILL BOLTING OR NAILING
TOP PLATES
STAGGERED NAILING
PANEL
JOINT
SP
A
C
I
N
G
PE
R
S
C
H
E
D
U
L
E
3
8" MIN.
NOTE: THIS DETAIL TO BE USED ONLY WHERE 3x SILL IS
REQUIRED AS INDICATED ON SHEARWALL DETAILS AND SCHEDULE.
EXISTING STUD WALL
ANCHOR BOLTS SIZE & SPACING
PER SHEARWALL SCHEDULE
2x BLOCKING w/4-16d NAILS/BLK.
EXISTING 2x SILL PLATE
w/ ANCHOR BOLTS
2x(STUD DEPTH)
AT PANEL JOINT
2x(STUD DEPTH) AT PANERL JOINT
w/16d AT 2" STAGGERED (USE ONLY
WHERE 3x REQUIRED)
PANEL JOINT
SHEATHING PER PLAN
(WHERE OCCURS)PLAN
NOTES:
1. SHEATHING ON ONE SIDE OF THE SHEARWALL
MUST BE NAILED COMPLETELY BEFORE THE
FRAME INSPECTION. SHEATHING ON THE OTHER
SIDE MUST BE INSTALLED AND INSPECTED
PRIOR TO INSTALLATION OF WALL SURFACE COVERING
2. SEE HOLDOWN DETAIL FOR ADDITIONAL HOLDOWN
POST SIZE REQUIREMENTS.
FRAMING TABLE TYPE III TYPE IV
MINIMUM
DBL. TOP PL. 2-2x 2-3x6
MIN. PANEL
EDGE STUD 3x 4x6
OTHER STUDS
MINIMUM 2x 2x6
MIN. BLKG. 3x 4x6
MIN. SILL 3x 3x6
MIN. HD POST 4x 4x6
(SHEARWALL TYPES III & IV)
STUD
HD POST EA END
(SEE NOTE 2)
EDGE NAILING TO
HD POST (FULL HEIGHT)
STUDS @ 16" (MAX)
STAGGERED EDGE NAILING @
ALL PANEL EDGES
TOP PLATES
SHEATHING @ OPENINGS FOR
FLUSH FINISH
DOOR OR WINDOW HEADER
EDGE NAILING TO HD POST
(FULL HEIGHT)
BLOCKING @ ALL PANELS EDGES
TRIMMER STUD(S)
HOLDOWN PER PLAN
(SEE HOLDOWN DETAIL)
EDGING NAILING TO SILL
SILL BOLTING OR NAILING
FIELD NAILING @ ALL OTHER STUDS
EDGE NAILING TO TOP PLATES
STAGGERED
STAGGERED PANEL JOINT EACH
SIDE OF WALL (VERT. & HORIZ)
16
"
M
I
N
.
OF
F
S
E
T
MARK
MIN. HD
POST
(WALL 2x4
& 2x6)
NO. OF
SDS 1 4"x3
SCRES
CL
SIMPSON
STRONGTIE
ANCHOR
BOLT
ANCHOR
DIA.
MIN.
ANCHOR
EMBED Le
MIN
FOOTING
WIDTH
ALLOW TENSION KIPS
MINDWALL CORNER
HDU2 4x4 & 4x6 6 1 5/16"SSTB16 5/8"12 5/8"12"3.780 2.550
HDU4 4x4 & 4x6 10 1 5/16"SSTB20 5/8"16 5/8"12"4.785 2.960
HDU5 4x4 & 4x6 14 1 5/16"SSTB24 5/8"20 5/8"12"5.790 3.325
HDU8 4x6 & 4x6 20 1 3/8"SSTB28 7/8"24 7/8"12"11.060 7.315
HDU11 4x6 & 4x6 30 1 3/8"SSTB34 7/8"28 7/8"12"11.060 7.315
HDU14 4x8 & 6x6 36 1 9/16"SB1x30 1"24"12"16.300 13.090
1) ALL HOLDOWN ANCHOR BOLTS SHALL BE SECURELY FASTENED IN PLACE PRIOR TO PLACING CONCRETE.
SSTB
FOOTING
SLAB
EMBEDMEMT
LINE
l e
30
"
M
I
N
.
RE
B
A
R
L
E
N
G
T
H
5"
MIN.
1 3/4" MIN.
DIAGONAL
PLACE
IN CORNER
APPLICATION
12" MIN. FOR
7/8" DIA. SSTB
TABLE LOAD
FOR FULL
MI
N
.
R
E
B
A
R
L
E
N
G
T
H
2x
1
e
+
1
2
"
2x
1
e
+
1
2
"
MI
N
.
R
E
B
A
R
L
E
N
G
T
H
LOCATE
APPROX. 45°
FROM WALL
MIN.
5"
1 3/4" MIN.
Le
AS
R
E
Q
'
D
.
TRIMMERS AT
OPENINGS PER
TYP. DETAIL
SILL PLATE
ANCHOR BOLT PER
SCHEDULE BELOW
HD POST PER PLAN
HOLDOWN PER PLAN
EMBED LINE
Le
1"
C
L
R
.
EMBED LINE
CL
PAD GRADE
BOLT DIA. "D"
1/2"
5/8"
3/4"
7/8"
1"
1 1/8"
5"
5"
5"
6"
7"
8"
7"
7"
7"
8"
9"
10"
MINIMUM EMBEDMENT
D
ST
D
.
H
E
X
N
U
T
STD. HEX HEAD
IN
T
O
C
O
N
C
.
O
R
M
A
S
.
EM
B
E
D
M
E
N
T
L
E
N
G
T
H
4 D
ST
D
.
H
E
X
N
U
T
3DD
"J" BOLTSA
ALL MATERIALS
ATTACHMENT OF
EXTENSION FOR
ADEQUATE THRD.
IN
T
O
C
O
N
C
.
O
R
M
A
S
.
EM
B
E
D
M
E
N
T
L
E
N
G
T
H
ALL MATERIALS
ATTACHMENT OF
EXTENSION FOR
ADEQUATE THRD.
VERT. ANCHOR BOLTS HORIZ. ANCHOR BOLTS
HEADED BOLTSB
ON PLANS/DETAILS
USE "J" BOLTS U.O.N.
NOTE:
TYP. ANCHOR BOLTS
SEE PLAN FOR SHEATHING THICKNESS,
GRADE AND NAILING
1'-4" MIN.
PANEL JOINT
STAGGERED
4'-0" MIN, PANEL
EDGE NAILING (E.N.)
AT DIAPHRAGM EDGES
FIELD NAILING (F.N.) AT
INTERMEDIATE SUPPORTS
4'-0" SHEATHING
PANELS
BEAM
PER PLAN
EDGE NAILING (E.N.) AT
CONTINUOUS PANEL EDGES
WHERE BLOCKING OF
PANEL EDGES IS REQUIRED
EDGE NAILING (E.N.) AT
STAGGERED PANEL EDGES
JOISTS OR RAFTERS
PER PLAN
SEE PLAN FOR DIAPHRAGM
AREAS WITH BLOCKED
PANEL EDGES
3
8
1
6
N
T
O
W
N
E
R
S
T
.
GA
R
A
G
E
T
O
A
D
U
81
6
N
T
O
W
N
E
R
S
T
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.24-347
DATE:8/1/24
RAMIREZ
STRUCTURAL INC
TYPICAL
DETAILS
S3.1
816 N Towner St #2
9/23/2024
13
5678
910
HEADER DETAIL
HEADER SCHEDULE
BEARING AND EXTERIOR WALLS NON-BEARING WALLS
OPENING WIDTH HEADER SIZE OPENING WIDTH HEADER SIZE
6'-0" OR LESS 4x6 8'-0" OR LESS 4x6
6'-1" TO 8'-0" 4x8 8'-1" TO 12'-0" 4x8
8'-1" TO 10'-0" 4x10
NOTE: USE 6x LINTEL MEMBERS IN 2x6 STUD WALLS.
'A34' AT TOP & BOTTOM FOR FULL
HEIGHT STUDS IN EXTERIOR WALLS
CONT. DBL. TOP PLATES, PER PLAN
STUDS & CRIPPLES @ 16" O.C.
'A34' FOR 3'-6" TO 8'-0" OPENINGS
HDR. PER PLAN (IF NON ON PLAN
USE HEADER PER SCHEDL. ABOVE)
2-16d FOR EACH 3" IN HEADER DEPTH
TWO CRIPPLE STUDS WHEN HEADER IS
LARGER THAN 4x8, OTHERWISE ONE
16d @ 8" O.C. EACH FULL HEIGHT
STUD @ EXTERIOR WALLS ONLY
SEE TABLE FOR NUMBER OF
FULL HEIGHT STUDS TYPICAL
'A34' TOP AND BOTTOM
AT SILL WHERE OCCURING
2x STUD WIDTH SILL
WHERE OCCURING
16d @ 8" O.C. EACH FULL HEIGHT
STUD @ EXTERIOR WALLS ONLYOPENING
OPENING NUMBER OF FULL HEIGHT STUDS
WIDTH ALL INTERIOR INTERIOR
EXTERIOR WALLS BRG. WALLS NON-BEARING WALLS
7'-0" OR LESS 2 2 1
7'-1" TO 10'-0" 3 2 1
OVER 10'-0" 4 2 1
NOTE: OMIT FULL HEIGHT STUDS WHERE POST FOR HOLDOWN
ANCHOR OCCURS. SEE PLAN AND TYPICAL HOLDOWN DETAIL.
EXISTING
OPENING
EXISTING FRAMING
(SHOWN SHADED)
2x WALL WIDTH
STUDS @16" O.C.
MAX.
16d FACE NAILS AT
16" O.C. MAX.
2-16 TOE NAILS, TYP.
EXISTING
OPENING
TYP. EXIST. DOOR OR WINDOW OPENING CLOSURE
EXISTING FRAMING
(SHOWN SHADED)
2x WALL WIDTH
STUDS @16" O.C.
MAX.
16d FACE NAILS AT
16" O.C. MAX.
2x WALL WIDTH PLATE w/
SDS 1 4x4 AT 16" O.C. (5 8 "
DIA. EXPANSION BOLTS
@32" O.C. MAX TWO BOLTS
MIN., TYP AT CONC. FLOOR)
2-16 TOE NAILS, TYP.
8"
TYP. NEW DOOR OR WINDOW IN EXISTING WALL
2x TRIMMER STUD
w/ 16d @12"
A34 T&B EACH END
(N) WINDOW OPNG.
PER ARCH
2-2x SILL PLATE
A34 T&B EACH END
EXISTING FRAMING
(SHOWN SHADED)
A34 T&B EACH END
HEADER PER PLANHEADER PER PLAN
2x TRIMMER STUD
w/ 16d @12"
(N) DOOR OPNG
PER ARCH
EXISTING FRAMING
(SHOWN SHADED)
5 8 " THRD. ROD A.B. DRILL
& EPOXY w/ SIMPSON'S
'SET-3G' (ICC #ESR-2508)
6" MIN. EMBED SPECIAL
INSPECTION REQUIRED
A34 TYP.
BEAM PER PLAN
'ACE' POST CAP
EACH SIDE
POST PER PLAN
2x6 KNEE BRACE EACH SIDE
w/ 2-5/8 DIA M.B.'S EACH END
2'
-
0
"
8
1
6
N
T
O
W
N
E
R
S
T
.
GA
R
A
G
E
T
O
A
D
U
81
6
N
T
O
W
N
E
R
S
T
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.24-347
DATE:8/1/24
RAMIREZ
STRUCTURAL INC
TYPICAL
DETAILS
S3.2
816 N Towner St #2
9/23/2024
13
5678
9101112
STUD WALL
PER PLAN
2x P.T.D.F. SILL PL w/ 5 8 "
DIA. A.B. @ 32" DRILL &
EPOXY w/ SIMPSON'S
SET-3G (ESR-4057)
6" MIN. EMBED SPECIAL
INSPECTION REQUIRED
(E) SLAB
(E) CONT FTG.
6" HIGH
CONC. CURB
#4 CONT.
E.N.
SHEATING PER
PLAN
AT (E) FTG.B
(E) SLAB PAD GRADE
P.T.D.F. SILL PL & A.B. PER
SHEARWALL SCHEDULE
(MIN: 2x w/ 5 8 "0 A.B. @ 48")
STUD WALL
PER PLAN
MIN.
CURB
EM
B
E
D
#3 x @ 18"
24"
PE
R
P
L
A
N
(B
R
G
.
D
E
P
T
H
)
PE
R
P
L
A
N
(
2
4
"
M
I
N
.
)
(B
R
G
.
D
E
P
T
H
)
3"
C
L
R
.
A.
B
.
EM
B
D
.
REINF. PER PLAN
8"
MI
N
.
E.N.
FINISH
GRADE
6"
# 3 CONT.
SHEATING PER
PLAN
DRILL & EPOXY w/
SIMPSON'S 'SET-3G'
(ICC #ESR-4057)
6" MIN. EMBED SPECIAL
INSPECTION REQUIRED
PER PLAN
(12" MIN)
6"
AT NEW FTG.A
(E) SLAB
(E) CONT FTG.
AT (E) FTG.B
(E) SLAB PAD GRADE
EM
B
E
D
PE
R
P
L
A
N
(B
R
G
.
D
E
P
T
H
)
PE
R
P
L
A
N
(
2
4
"
M
I
N
.
)
(B
R
G
.
D
E
P
T
H
)
3"
C
L
R
.
REINF. PER PLAN
8"
MI
N
.
E.N.
FINISH
GRADE
6"
PER PLAN
(12" MIN)
6"
AT NEW FTG.A
HOLDOWN POST
PER PLAN
HOLDOWN PER
PLAN
THREADED ROD(SIZE PER
HOLDOWN) DRILL & EPOXY
SIMPSONS SET-3G (ESR-4057)
10" EMBED. FOR 5/8" DIA. A.B.S.
15" EMBED. FOR 7/8" DIA. A.B.S.
SPECIAL INSP. REQ'D.
HOLDOWN POST
PER PLAN
HOLDOWN PER
PLAN
FOR ITEMS NOT
NOTED SEE 1
S4.0
EM
B
E
D
EM
B
E
D
(E) 2x SILL PLATE w/ 5 8 " DIA.
SIMPSON RETROFIT BOLTS
(RFB # 5x8) w/ SIMPSON
SET-3G EPOXY(ESR-4057)
SPACING PER SHEARWALL
SCHEDULE) 6" EMBEDMENT
(SPECIAL INSPECTION
REQUIRED)
SHEATING PER
PLAN
E.N.
(E) SLAB
(E) CONT FTG.
HOLDOWN POST
PER PLAN
HOLDOWN PER
PLAN
(E) CONT FTG.
THREADED ROD(SIZE PER
HOLDOWN) DRILL & EPOXY
SIMPSONS SET-3G (ESR-4057)
10" EMBED. FOR 5/8" DIA. A.B.S.
15" EMBED. FOR 7/8" DIA. A.B.S.
SPECIAL INSP. REQ'D.
FOR ITEMS NOT
NOTED SEE 5
S4.0
(E) SLAB
POST
PER PLAN
A34 CLIP EA. SIDE
(A35 AT 6"" WALL)
(E) SLAB
FOR ITEMS NOT
NOTED SEE 5
S4.0
8
1
6
N
T
O
W
N
E
R
S
T
.
GA
R
A
G
E
T
O
A
D
U
81
6
N
T
O
W
N
E
R
S
T
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
3
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.24-347
DATE:8/1/24
RAMIREZ
STRUCTURAL INC
FOUNDATION
DETAILS
S4.0
816 N Towner St #2
9/23/2024
1234
5678
9101112
6-10d LAP NAILS, TYP.
CEILING JOIST PER PLAN
(E) 2x CONT. SHAPED BLKG.
w/ 'A35' @ 16" O.C.
SHEATHING PER PLAN
E.N.
EXIST. FRAMING
SHOWN SHADED
CONT. DBL TOP PL'S
2x4 CRIPPLE STUDS
@ 16" O.C.
2x4 CONT. SILL PL.
EXIST. FRAMING
SHOWN SHADED
2x BLKG. @ 24" O.C.
CEILING JOIST PER PLAN 4x4 CONT. @ 48"
O.C. MAX.
(E) 2x CONT. SHAPED
BLKG. w/A35 @ 16" O.C.
TOP & BOTT.
(FIELD VERIFY)
CONT. DBL TOP PL'S
2x4 CRIPPLE STUDS
@ 16" O.C.
2x4 CONT. SILL PL.
SHEATHING PER PLAN
6-10d LAP NAILS, TYP.
CEILING JOIST PER PLAN
2x CONT. SHAPED BLKG.
w/ 'A35' @ 16" O.C.
SHEATHING
PER PLAN
E.N.
EXIST. FRAMING
SHOWN SHADED
CONT. DBL TOP PL'S
2x4 CRIPPLE STUDS
@ 16" O.C.
2x4 CONT. SILL PL.
STUDS PER PLAN
CONT. DBL. TOP PLATE
(SPLICE PER PLAN)
E.N.
EXIST. FRAMING
SHOWN SHADED
CEILING JOIST PER PLAN
SHEATHING PER PLAN
POST PER PLAN
BEAM PER PLAN
FOR ITEMS NOT
NOTED SEE 2
S5.0
'ACE' POST CAP
EACH SIDE
2x6 KNEE BRACE EACH SIDE
w/ 2-5/8 DIA M.B.'S EACH END
7
S3.2
8
1
6
N
T
O
W
N
E
R
S
T
.
GA
R
A
G
E
T
O
A
D
U
81
6
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S
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SA
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A
N
A
,
C
A
9
2
7
0
3
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @rsi.plans
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.24-347
DATE:8/1/24
RAMIREZ
STRUCTURAL INC
ROOF
FRAMING
DETAILS
S5.0
816 N Towner St #2
9/23/2024
816 N Towner St #2
9/23/2024
816 N Towner St #2
9/23/2024
816 N Towner St #2
9/23/2024
C O P Y R I G H T N O T I C E :
THESE DRAWINGS ARE THE PROPERTY
OF HC DESIGNS & DRAFTING AND MAY
NOT BE REPRODUCED OR MODIFIED IN
ANY WAY WITHOUT CONSENT
REVISIONS :
DATE DESCRIPTION
T-24(1)
drawn by:date:
scale:
sheet:
title:
H.C.
N0NE
CLIENT :
LOCATION :
Energy Calcs
16542 BELLFLOWER BLVD #200
BELLFLOWER, CA 90706
OFFICE: 562. 514.2322
hcdesigns.drafting@yahoo.com
BEATRIZ & RUTH PRECIADO
816 N. TOWNER ST
SANTA ANA, CA 92703
816 N. TOWNER ST, UNIT #2
SANTA ANA, CA 92703
JAN. 2024
816 N Towner St #2
9/23/2024
C O P Y R I G H T N O T I C E :
THESE DRAWINGS ARE THE PROPERTY
OF HC DESIGNS & DRAFTING AND MAY
NOT BE REPRODUCED OR MODIFIED IN
ANY WAY WITHOUT CONSENT
REVISIONS :
DATE DESCRIPTION
T-24(2)
drawn by:date:
scale:
sheet:
title:
H.C.
N0NE Energy Calcs
CLIENT :
LOCATION :
16542 BELLFLOWER BLVD #200
BELLFLOWER, CA 90706
OFFICE: 562. 514.2322
hcdesigns.drafting@yahoo.com
BEATRIZ & RUTH PRECIADO
816 N. TOWNER ST
SANTA ANA, CA 92703
816 N. TOWNER ST, UNIT #2
SANTA ANA, CA 92703
JAN. 2024
816 N Towner St #2
9/23/2024
C O P Y R I G H T N O T I C E :
THESE DRAWINGS ARE THE PROPERTY
OF HC DESIGNS & DRAFTING AND MAY
NOT BE REPRODUCED OR MODIFIED IN
ANY WAY WITHOUT CONSENT
REVISIONS :
DATE DESCRIPTION
T-24(3)
drawn by:date:
scale:
sheet:
title:
H.C.
N0NE Energy Calcs
CLIENT :
LOCATION :
16542 BELLFLOWER BLVD #200
BELLFLOWER, CA 90706
OFFICE: 562. 514.2322
hcdesigns.drafting@yahoo.com
BEATRIZ & RUTH PRECIADO
816 N. TOWNER ST
SANTA ANA, CA 92703
816 N. TOWNER ST, UNIT #2
SANTA ANA, CA 92703
JAN. 2024
816 N Towner St #2
9/23/2024
jose@ramirezstructural.com
(562) 519-6045
ENGINEERED BY:
JOSE RAMIREZ, PE
CONTACT:
STRUCTURAL CALCULATIONS
FOR
816 TOWNER ST.
GARAGE TO ADU
816 TOWNER ST.
SANTA ANA, CA 92703
816 N Towner St #2
9/23/2024
DESIGN CRITERIA
1. SOIL BEARING PRESSURE: 1500 PSF
2. FOOTING MINIMUM BEARING DEPTH: 18 IN
3. CONCRETE MIN. COMPRESSIVE STRENGTH: 2500 PSI
4. REINFORCING SHALL CON FORM TO: ASTM 615, GRADE 60
5. ALL LUMBER SHALL BE GRADE MARKED DOUGLAS FIR.
a. LIGHT FRAMING (CONSTRUCTION)
b. JOIST &PLANKS (No .2)
c. BEAMS & STRINGERS (No.1)
d. POSTS & TIMBERS (No.1)
6. PLYWOOD SHALL CONFORM TO: PS 1-95, STRUCTURAL 1
7. ALL MATERIALS & WORKMANSHIP TO CONFORM TO
2022 CALIFORNIA BUILDING CODE.
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
DESIGN LOADS
EXTERIOR WALLS
7/8" stucco 10 psf
1/2" plywood 1.5 psf
2x6 studs at 16" o.c.1.5 psf
1/2" gyp board 2.5 psf
MEP + MISC.0.5 psf
D = 16 psf
PARTITION WALLS
Drywall (2-sides)5.0 psf
2x4 studs 1.5 psf
MEP + MISC.1.5 psf
D = 8 psf
ROOF LOADS
Composite shingles 3.0 psf
Re-roofing 2.0 psf
1/2" plywood 1.5 psf
Rafters 3.0 psf
Beams/Headers 1.0 psf
MEP + MISC.1.0 psf
Insulation 0.5 psf
Ceiling 3.0 psf
Solar panel.N/A
D = 15 psf
Lr = 20 psf REDUCIBLE
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
ROOF KEYPLAN
2x
1
0
C
.
J
.
@
1
6
"
O
.
C
.
4x
6
4x6 4x6
4x6
4x
6
BM.
BM.
2x6 RAFTERS
@ 24" O.C.
H1
H2
H3
H4 H4
CJ
1
RJ1
B1
B1
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
Fb= 900 psi Fv= 180 psi L/ 180 (TL) L/ 240 (LL)E psi
Tag:
L=
Uniform Loads Member:2x 10
Cd=1.25
Cr=1.15
Cf=1.10
Vd=k < VA=k OK
M=k-ft < MA=k-ft OK
DTL=in = L/OK USE:2x 10 JOIST @ 16" O.C.
DLL=in = L/OK515
46.67 1.5 9.25
b (in) d (in)
20 15 16
1600000
CEILING JOIST
CJ1
20.17 ft
D (psf) L (psf) S (in) w (plf)
0.43
2.37 2.54
2.08
1.10
0.47
221
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
ENGR. JR DATE:
NOTCH ON COMPRESSION FACE AT END
V 430 lbs member type=
b=1.5 in viga Fv=psi
d 9.25 in viga Cd=
dn= 5.00 in F'v=psi
e=10.38 in 'e' > 'dn', therefore use Eq.(3.4-2)
d-dn= 4.25
2018 NDS Equation 3.4-5
fv=
2b
= 3 x =psi < psi, therefore NA
2 x 1.5 x 9.25 - x 10
Use Eq. (3.4-2)
2018 NDS Equation 3.4-2
fv=1.5V psi < psi, therefore Satisfactory (.38)
b dn
8/1/2024
CJ1
2x
180
1.25
225
3V
d-(d-dn)/(dn)*e
430 41 225
4.25
5.00
=86 225
816 N Towner St #2
9/23/2024
ROOF JOIST
Tag:RJ-1
L=2.17 ft
Uniform Loads
D (psf) L (psf) s (in) W (plf)
Shear:Vmax <Vallow OK
0.08 K 0.79 K
Flexure:Mmax <Mallow OK
0.04 k-ft 0.37 k-ft
USE:24" O.C.
Deflection:Δ =0.00 in = L/6423 OK INSTEAD, USE: 4x6
2x4 RAFTERS @
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
HEADERS
Tag:H1
L = 2.00 ft
Uniform Loads
D (psf) L (psf) Trib. (ft) W 23%Shear:Vmax <Vallow
Roof 15 20 11.50 403 OK 0.43 K 1.84 K
Floor
Wall 16 1.50 24 29%Flexure:Mmax <allow
Σw =0.427 klf OK 0.21 k-ft 0.74 k-ft
8%Deflection:Δ =0.01 in = L/3128
USE:OK
INSTEAD, USE: 4x6
Tag:H2
L = 4.00 ft
Uniform Loads
D (psf) L (psf) Trib. (ft) W 18%Shear:Vmax <Vallow
Roof 15 20 4.17 146 OK 0.34 K 1.84 K
Floor
Wall 16 1.50 24 46%Flexure:Mmax <allow
Σw =0.170 klf OK 0.34 k-ft 0.74 k-ft
24%Deflection:Δ =0.05 in = L/982
USE:OK
INSTEAD, USE: 4x6
Tag:H3
L = 3.00 ft
Uniform Loads
D (psf) L (psf) Trib. (ft) W 14%Shear:Vmax <Vallow
Roof 15 20 4.17 146 OK 0.25 K 1.84 K
Floor
Wall 16 1.50 24 26%Flexure:Mmax <allow
Σw =0.170 klf OK 0.19 k-ft 0.74 k-ft
10%Deflection:Δ =0.02 in = L/2327
USE:OK
INSTEAD, USE: 4x6
4x4
4x4
4x4
𝑉=2 𝑀=𝑊𝐿
8
𝑉=2 𝑀=𝑊𝐿
8
𝑉=2 𝑀=𝑊𝐿
8
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
HEADERS
Tag:H4
L = 4.00 ft
Uniform Loads
D (psf) L (psf) Trib. (ft) W 30%Shear:Vmax <Vallow
Roof 15 20 11.50 403 OK 0.85 K 2.89 K
Floor
Wall 16 1.50 24 40%Flexure:Mmax <allow
Σw =0.427 klf OK 0.85 k-ft 2.15 k-ft
16%Deflection:Δ =0.03 in = L/1517
USE:OK4x6
𝑉=2 𝑀=𝑊𝐿
8
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
FOUNDATION KEYPLAN
CF1
CF2
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
Continuous Footings
CF-1
D (psf)L (psf)Trib. (ft)Total (plf)
Roof 15 20 11.50 402.50
Floor
Wall 16 8.00 128.00
530.50 plf
531 plf 0.35 ft
1500 psf
USE:
CF-2
D (psf)L (psf)Trib. (ft)Total (plf)
Roof 15 20 4.16 145.60
Floor
Wall 16 8.00 128.00
273.60 plf
274 plf 0.18 ft
1500 psf
USE:
=
B ===
1'-0" WIDE FTG.
1'-0" WIDE FTG.
B ==
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
INPUT DATA
Exposure category (B, C or D)B
Importance factor I =1.00 Category II
Basic wind speed V =110 mph
Topographic factor Kzt =1 Flat
Building height to eave he =8.00 ft
Building height to ridge hr =11.75 ft
Effective area of components A =441.00 2
DESIGN SUMMARY
Max horizontal force normal to building length, L, face =2.96 kips X 0.6=1.77 kips (ASD)
Max horizontal force normal to building length, B, face =2.89 kips X 0.6=1.73 kips (ASD)
Max total horizontal torsional load =8 ft-kips
Max total upward force =6.23 kips
ANALYSIS
Velocity pressure
qh = 0.00256 Kh Kzt Kd V2 I =18.43 psf
where: qh = velocity pressure at mean roof height, h.
Kh = velocity pressure exposure coefficient evaluated at height, h,= 0.70
Kd = wind directionality factor =0.85
h = mean roof height =9.88 ft
< 60 ft, [Satisfactory]
Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where:p = pressure in appropriate zone
G Cp f = product of gust effect factor and external pressure coefficient
G Cp i = product of gust effect factor and internal pressure coefficient
=0.18 or -0.18
a = width of edge strips, MAX[ MIN(0.1B, 0.4h), 0.04B,3] =3.00 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
20.40 0.00 20.40
(+GCp i )(-GCp i )(+GCp i )(-GCp i )(+GCp i )(-GCp i )
1 0.53 6.47 13.11 0.40 4.05 10.69 1T 0.53 1.62 3.28
2 -0.65 -15.37 -8.74 -0.69 -16.03 -9.40 2T -0.65 -3.84 -2.18
3 -0.48 -12.13 -5.49 -0.37 -10.14 -3.50 3T -0.48 -3.03 -1.37
4 -0.43 -11.20 -4.56 -0.29 -8.66 -2.03 4T -0.43 -2.80 -1.14
1E 0.80 11.35 17.98 0.61 7.93 14.56 0.00
2E -1.02 -22.05 -15.41 -1.07 -23.04 -16.40
3E -0.68 -15.92 -9.28 -0.53 -13.09 -6.45 (+GCp i )(-GCp i )
4E -0.63 -15.00 -8.36 -0.43 -11.24 -4.61 1T 0.40 1.01 2.67
5 -0.45 -11.61 -4.98 -0.45 -11.61 -4.98 2T -0.69 -4.01 -2.35
6 -0.45 -11.61 -4.98 -0.45 -11.61 -4.98 3T -0.37 -2.53 -0.88
4T -0.29 -2.17 -0.51
Net Pressure withSurface
Roof angle q =
G Cp f
Wind Analysis for Low-rise Building, Based on ASCE 7-16 / IBC 2021 / CBC 2022
Roof angle q =
G Cp f
Net Pressure with Surface
Roof angle q =
G Cp f
Net Pressure withSurface
Roof angle q =
Net Pressure withG Cp f
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction
Area Area
2)(+GCp i )(-GCp i )2)(+GCp i )(-GCp i )
1 113 0.73 1.49 1 144 0.59 1.54
2 152 -2.34 -1.33 2 152 -2.44 -1.43
3 152 -1.85 -0.84 3 152 -1.54 -0.53
4 113 -1.27 -0.52 4 144 -1.25 -0.29
1E 48 0.54 0.86 1E 55 0.43 0.80
2E 65 -1.42 -1.00 2E 65 -1.49 -1.06
3E 65 -1.03 -0.60 3E 65 -0.84 -0.42
4E 48 -0.72 -0.40 4E 55 -0.61 -0.25
Horiz.2.96 2.96 Horiz.2.89 2.89
Vert.-6.23 -3.53 Vert.-5.92 -3.23
10 psf min.Horiz.2.37 2.37 10 psf min.Horiz.1.99 1.99
Sec. 6.1.4.1 Vert.-4.07 -4.07 Sec. 6.1.4.1 Vert.-4.07 -4.07
Torsional Load Cases in Transverse Direction Torsional Load Cases in Longitudinal Direction
Area Area
2)(+GCp i )(-GCp i )(+GCp i )(-GCp i )2)(+GCp i )(-GCp i )(+GCp i )(-GCp i )
1 33 0.21 0.43 1 2 1 45 0.18 0.48 0 1
2 44 -0.68 -0.38 -1 0 2 88 -1.41 -0.83 2 1
3 44 -0.53 -0.24 1 0 3 88 -0.89 -0.31 -2 -1
4 33 -0.37 -0.15 1 1 4 45 -0.39 -0.09 1 0
1E 48 0.54 0.86 4 6 1E 55 0.43 0.80 3 6
2E 65 -1.42 -1.00 -4 -2 2E 65 -1.49 -1.06 3 2
3E 65 -1.03 -0.60 3 1 3E 65 -0.84 -0.42 -1 -1
4E 48 -0.72 -0.40 5 3 4E 55 -0.61 -0.25 4 2
1T 81 0.13 0.26 -1 -1 1T 100 0.10 0.27 0 -1
2T 108 -0.42 -0.24 1 0 2T 152 -0.61 -0.36 -2 -1
3T 108 -0.33 -0.15 -1 0 3T 152 -0.39 -0.13 1 0
4T 81 -0.23 -0.09 -1 0 4T 100 -0.22 -0.05 -1 0
8 8 8.2 8.2
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)]
where:p = pressure on component
pmin = 10 psf (Sec. 6.1.4.2, pg 21)
G Cp = external pressure coefficient.
see table below
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
Comp.441 0.30 -0.80 0.30 -1.20 0.30 -2.00 0.71 -0.81 0.71 -0.82
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
10.00 -18.06 10.00 -25.43 10.00 -40.18 16.40 -18.24 16.40 -18.42
S
Surface Pressure (k) withPressure (k) with
S
Surface
Zone 3 Zone 4 Zone 5
Pressure (k) withSurface Torsion (ft-k)
Total Horiz. Torsional Load, MT
Surface Pressure (k) with Torsion (ft-k)
Zone 4 Zone 5
Pressure
Zone 1 Zone 2
Total Horiz. Torsional Load, MT
Comp. & Cladding Zone 1
( psf )
Zone 3Zone 2
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
ASCE Hazards Report
Address:
816 N Towner St
Santa Ana, California
92703
Standard:ASCE/SEI 7-22 Latitude:33.752247
Risk Category:II Longitude:-117.880592
Soil Class:Default Elevation:111.03340063640205 ft
(NAVD 88)
Page 1 of 4https://ascehazardtool.org/Fri Jun 07 2024
816 N Towner St #2
9/23/2024
PGA M : 0.67
SMS : 1.76
SM1 : 1.22
SDS : 1.17
SD1 : 0.81
T L : 8
SS : 1.49
S1 : 0.53
VS30 : 260
Seismic Design Category:D
Multi-Period Design Spectrum
S (g) vs T(s)a
Multi-Period MCE SpectrumR
S (g) vs T(s)a
Two-Period Design Spectrum
S (g) vs T(s)a
Two-Period MCE SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
MCE Vertical Response SpectrumR
Vertical ground motion data has not yet been made
available by USGS.
Seismic
DefaultSite Soil Class:
Results:
Page 2 of 4https://ascehazardtool.org/Fri Jun 07 2024
816 N Towner St #2
9/23/2024
SEISMIC BASE SHEAR (ASCE7-22)
D 1.3
6.5 1
1.760 0
1.220
1.173
0.813
0.095
0.094 W
1.315 W
0.181
0.235 W
0.164 W
𝑆=
𝑆=
𝑆=3 𝑆
=
𝑆=3 𝑆
=
𝑇= 𝐶ℎ
=
ℎ=
𝑥=
=
=
=.
=
=
=
=
=
==
=
=
=
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
SEISMIC ANALYSIS
WEIGHT D PART.
Level 1 W roof =15 psf +8 psf x 542.0 ft²=12.47 kips W TOTAL
W wall =16 psf x 8 ft /2 x 84.00 ft =5.38 kips 17.84 kips
WR =17.84 kips
BASE SHEAR
0.164 x 17.84 kips = 2.93 kips / 542 ft²
F1=
DISTRIBUTION OF BASE SHEAR
1 Level
2 or more levels
5.407 psf
𝑽𝑩𝑨𝑺𝑬= 𝑽 ∗ 𝑾𝑻𝑶𝑻𝑨𝑳
= 𝑉 ∗ 𝑊=
𝑭𝒙= 𝑽𝑩𝑨𝑺𝑬∗𝑾𝑿∗ 𝒉𝑻𝑶𝑻𝑨𝑳
𝑾𝟏∗ 𝒉𝟏+𝑾𝟐∗𝒉𝟏+ 𝒉𝟐+ ⋯𝑾𝒏∗ 𝒉𝑻𝑶𝑻𝑨𝑳
𝑩𝑨𝑺𝑬=∗𝑻𝑶𝑻𝑨𝑳
𝑨
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
X2.1
X1.1
Y1
.
1
Y2
.
1
14'-10"
8'
-
2
"
6
6
6
8'-0"
21
'
-
0
"
6
SHEARWALLS KEYPLAN
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
SEISMIC FORCES
First Floor Shearwall Forces
F1= 6.710 psf
SW U-FORCE T.A.L1 L2 L3 L4
X1 6.71 264.50 1.77 KIPS 14.83 ft
X2 6.71 277.50 1.86 KIPS 8.00 ft
Y1 6.71 277.50 1.86 KIPS 8.17 ft
Y2 6.71 264.50 1.77 KIPS 21.00 ft
LENGHT WALLS. SEE KEYPLANSLevel 1
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
KEYPLAN TAG:X1.1 (14.83 ft),
FORCE:
SEISMIC GOVERNS
=kips Load Comb. :(0.6-.14SDS) D + E
SDS :1.170
SHEAR STRESS
X1.1 :L1=ft v=lbs =plf
ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
OK
USE:
TYPE 6 SHEARWALL
-0.44 x =kips
kips OK 4x 4 POST w/H.D.
SHEARWALL CALCULATIONS
301
0.00
14.83
HDU2
1.77
X1.1
14.83 120
14.83
1775
T=
Tallow=
14.2
0.00
WALL:
0.301
16
1.77
15
Unit load
33.06
33.06
8.00
14.83
14.2
11.50
Tributary
173
128
14.83
14.83
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
KEYPLAN TAG:X2.1 (8.00 ft),
FORCE:
SEISMIC GOVERNS
=kips Load Comb. :(0.6-.14SDS) D + E
SDS :1.170
SHEAR STRESS
X2.1 :L1=ft v=lbs =plf
ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
OK
USE:
TYPE 6 SHEARWALL
-0.44 x =kips
kips OK 4x 4 POST w/H.D.
SHEARWALL CALCULATIONS
301
1.34
8.00
HDU2
1.86
X2.1
8.00 233
8.00
1862
T=
Tallow=
14.9
3.08
WALL:
0.301
16
1.86
15
Unit load
9.62
9.62
8.00
8.00
14.9
11.50
Tributary
173
128
8.00
8.00
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
KEYPLAN TAG:Y1.1 (8.17 ft),
FORCE:
SEISMIC GOVERNS
=kips Load Comb. :(0.6-.14SDS) D + E
SDS :1.170
SHEAR STRESS
Y1.1 :L1=ft v=lbs =plf
ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
OK
USE:
TYPE 6 SHEARWALL
-0.44 x =kips
kips OK 4x 4 POST w/H.D.
SHEARWALL CALCULATIONS
190
1.48
8.17
HDU2
1.86
Y1.1
8.17 228
8.17
1862
T=
Tallow=
14.9
3.08
WALL:
0.190
16
1.86
15
Unit load
6.35
6.35
8.00
8.17
14.9
4.16
Tributary
62
128
8.17
8.17
jose@ramirezstructural.com
(562) 519-6045
816 N Towner St #2
9/23/2024
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address: Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing Area to Total Resulting Stories: Area Added in Past 2 Years
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler
Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
(PR400-402) Fire Sprinkler
Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
816 N Towner St #2
9/23/2024
816 N Towner St #2
9/23/2024
816 N Towner St #2
9/23/2024