HomeMy WebLinkAboutHOLD- 4621 W First St - Plan5580 SF
3568 SF
2012 SF
sheet index:
sheet no.
issue / date:
consultant:
The above drawings and specifications and ideas, designs and arrange-
ments represented thereby are and shall remain the property of the
designer, and no part thereof shall be copied, disclosed to others or
used in connection with any work or project other than the specified
project for which they have been prepared and developed without the
written concent of the designer. Visual contact with these plans orspecifications shall constitute conclusive evidence of acceptance of
Written dimensions on these drawings shall have precedence over scaled
dimensions. Contractor shall verify and be responsible for all dimen-
sions and conditions on the job and this office must be notified of anyvariations from the dimensions and conditions shown by these drawings.
Shop details must be submitted to this office for approval before pro-
these restrictions.
ceeding with fabrication.
owner information:
project location:
project no:
phase:
date:
scale:
drawn by:
10927 downey avenue #D downey, ca 90421
p 562.861.3883
formBstudio@gmail.com
FORM STUDIO
in
cFORMFORM
SP1
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SITE PLAN
SANTA ANA, CA
4621 WEST 1ST STREET
.
SANTA ANA, CA
4621 WEST 1ST STREET
PAUL SULLIVAN
ALAN'S LANDSCAPE
.
NOTED
12/2/2022
.
1212076
site plan
retail area
storage area
SCOPE OF WORK
TYPE VB
C-G GENERAL COMMERCIAL
M= MERCANTILE
CONSTRUCTION TYPE:
OCCUPANCY:
ZONE:
28,375.60 SQ. FT.GROSS AREA (LOT)
RETAIL/ OFFICE / STORAGE AREA
LEGAL DESCRIPTION
ASSESSOR'S ID. No. 100-641-10
1NUMBER OF STORIES
NOFIRE SPRINKLER
3,568 SQ. FT.
PROJECT SUMMARY
EXISTING PARKING
EXISTING STANDARD SPACES 21 SPACES ( INCLUDING 2 HANDICAP SPACE)
VICINITY MAP
TOTAL BUILDINGS 2 STRUCTURES TOTAL: 5,580 SQ. FT.
STORAGE 2,012 SQ. FT.
BUILDING 2
BUILDING 1
U= STORAGE
CODE COMPLIANCE
REMOVE ALL NON PERMITTED STORAGE AND ROOF COVERING STRUCTURES
LOWER WALL HEIGHT OF PROPERTY LINE WALLS TO MAXIMUM 10'-0" HIGH
REMOVE ROLL UP DOOR AND INSTALL NEW 48" IRON GATE @ SOUTH PROPERTY LINE
11/25/23 - PLANNING
FIRE PREVENTION CODE:
DISABLED ACCESS:
ELECTRICAL:
BUILDING:
2022 EDITION OF CALIFORNIA ELEC. CODE
CURRENT EDITION OF CALIFORNIA TITLE 24
2022 CALIFORNIA FIRE CODE
GREEN CODE:2022 EDITION OF CALIFORNIA GREEN CODE
CITY OF SANTA ANA MUNICIPAL CODES
2022 EDITION OF CALIFORNIA BUILDING CODE
CODES
Bldg #104118583
APPROVALS:
Plng - P. Raj
Bldg - T. Le
HOLD- 4621 W First
St12/19/2024
5580 SF
3568 SF
2012 SF
sheet index:
sheet no.
issue / date:
consultant:
The above drawings and specifications and ideas, designs and arrange-
ments represented thereby are and shall remain the property of the
designer, and no part thereof shall be copied, disclosed to others or
used in connection with any work or project other than the specified
project for which they have been prepared and developed without the
written concent of the designer. Visual contact with these plans orspecifications shall constitute conclusive evidence of acceptance of
Written dimensions on these drawings shall have precedence over scaled
dimensions. Contractor shall verify and be responsible for all dimen-
sions and conditions on the job and this office must be notified of anyvariations from the dimensions and conditions shown by these drawings.
Shop details must be submitted to this office for approval before pro-
these restrictions.
ceeding with fabrication.
owner information:
project location:
project no:
phase:
date:
scale:
drawn by:
10927 downey avenue #D downey, ca 90421
p 562.861.3883
formBstudio@gmail.com
FORM STUDIO
in
cFORMFORM
SP2
.
.
SANTA ANA, CA
4621 WEST 1ST STREET
.
SANTA ANA, CA
4621 WEST 1ST STREET
PAUL SULLIVAN
ALAN'S LANDSCAPE
.
NOTED
12/2/2022
.
1212076
demolisiton site plan
retail area
storage area
11/25/23 - PLANNING
HOLD- 4621 W First
St12/19/2024
sheet index:
sheet no.
issue / date:
consultant:
The above drawings and specifications and ideas, designs and arrange-
ments represented thereby are and shall remain the property of the
designer, and no part thereof shall be copied, disclosed to others or
used in connection with any work or project other than the specified
project for which they have been prepared and developed without the
written concent of the designer. Visual contact with these plans orspecifications shall constitute conclusive evidence of acceptance of
Written dimensions on these drawings shall have precedence over scaled
dimensions. Contractor shall verify and be responsible for all dimen-
sions and conditions on the job and this office must be notified of anyvariations from the dimensions and conditions shown by these drawings.
Shop details must be submitted to this office for approval before pro-
these restrictions.
ceeding with fabrication.
owner information:
project location:
project no:
phase:
date:
scale:
drawn by:
10927 downey avenue #D downey, ca 90421
p 562.861.3883
formBstudio@gmail.com
FORM STUDIO
in
cFORMFORM
SP3
.
WALL DETAIL
SANTA ANA, CA
4621 WEST 1ST STREET
.
SANTA ANA, CA
4621 WEST 1ST STREET
PAUL SULLIVAN
ALAN'S LANDSCAPE
.
NOTED
12/2/2022
.
1212076
west side gate
property wall elevation
property wall elevationA west side gateB west side gateC
enlarged plan of gateD
HOLD- 4621 W First
St12/19/2024
GENERAL
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:
MASONRY WALL 12"..........124 PSF
MASONRY WALL 8"............78 PSF
METAL DOOR......................7 PSF
2. LATERAL LOADS:
a) EARTHQUAKE DESIGN DATA:
V = 0.15 W (ASD) (INCLUDES RHO = 1.3)
SEISMIC IMPORTANCE FACTOR..........1
RISK CATEGORY.....................................II
MAPPED SPECTRAL RESPONSE ACCELERATIONS
Ss....................................................1.520
S1....................................................0.590
SITE CLASS..............................................D
SPECTRAL RESPONSE COEFFICIENTS
Sds..................................................1.170
Sd1..................................................0.850
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE
PROCEDURE
b) WIND:
BASIC WIND SPEED................................95 MPH
SITE EXPOSURE......................................C
IMPORTANCE FACTOR...........................1.0
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.
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 15THE REQUIRED LAP SPLICE LENGTH, OR 6 INCHES.
5. THE CLEAR DISTANCE BETWEEN PARALLEL BARS SHALL BE FOUR
BAR DIAMETERS BUT NO LESS THAN 112" 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).... =34"
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........................=112"
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
TOP AND BOTTOM AND INTERVALS NOT EXCEEDING 200 BAR
DIAMETERS.
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 13 THE THICKNESS OF THE SLAB. NO
CONDUIT SHALL BE EMBEDDED IN A SLAB THAT IS LESS THAN 312"
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 34" 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".
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)
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 12" (BOLTS
NEAR THE TOP & BOTTOM AND AT EACH ROW OF TIRE BLOCKING.
SUCH BOLTS SHALL BE EMBEDDED IN TH EWALL NOT LESS THAN 23 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 116"
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 MASONRY
1. CONCRETE MASONRY WALL SHALL HAVE A MINIMUM 28 DAY
COMPRESSIVE STRENGTH OF f'm = 1,500 PSI.
2. CONCRETE MASONRY UNITS SHALL BE MEDIUM WEIGHT UNITS
CONFORMING TO ASTM C90, GRADE N-I, WITH MAXIMUM LINEAR
SHRINKAGE OF 0.06% (1,900 PSI MIN).
3. MORTAR SHALL BE TYPE S, CONFORMING ASTM C270 (MINIMUM 1,900
PSI AT 28 DAYS).
4. GROUT SHALL BE COURSE GROUT AS DEFINES IN ASTM C476 WITH 38"
MAXIMUM AGGREGATE SIZE (MIN COMPRESSIVE STRENGTH OF 2,000
PSI AT 28 DAYS).
5. FILL ALL CELLS WITH GROUT. ALL GROUT SHALL BE CONSOLIDATED
WITH A MECHANICAL VIBRATOR.
6. HIGH LIFT GROUTED CONSTRUCTION SHALL CONFORM TO TMS
602/ACI 530.1/ASCE 6 SECTION 3.5 TABLE 7. SPECIAL SHALL BE
PROVIDED FOR HIGH-LIFT CONSTRUCTION.
7. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZ.
CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE
GROUT POUR 112" BELOW TOP OF THE UPPER MOST UNIT.
8. VERTICAL REINFORCEMENTS SHALL BE CONTINUOUS FROM FLOOR
TO ROOF, UNLESS SHOWN OTHERWISE.
9. ALL HORIZONTAL REINFORCEMENTS SHALL BE PLACED IN BOND
BEAM OR LINTEL BEAM UNITS. ALL BOND BEAM BLOCKS SHALL BE
DEEP CUT UNITS.
10. ANCHOR BOLTS MUST BE SET WITH TEMPLATES AND HELD IN PLACE
PRIOR TO GROUTING, PROVIDE AT LEAST ONE INCH OF GROUT
BETWEEN ANCHOR BOLTS AND MASONRY.
11. COMPRESSIVE STRENGTH OF MASONRY MUST BE VERIFIED BY PRISM
TESTING PRIOR TO AND DURING CONSTRUCTION AS SPECIFIED IN
CBC SECTION 2105.2.2.2.
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JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @ramirezstructural
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.23-101
DATE:1/18/24
RAMIREZSTRUCTURAL INC
STRUCTURAL
NOTES
S1.0
HOLD- 4621 W First
St12/19/2024
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JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @ramirezstructural
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.23-101
DATE:1/18/24
RAMIREZSTRUCTURAL INC
STRUCTURAL
NOTES
S1.1
HOLD- 4621 W First
St12/19/2024
FOUNDATION PLAN
SCALE: 18" = 1'-0"
N
PLAN NOTES
1. REFER TO STRUCTURAL NOTES ON SHEET S1.0 AND TYPICAL DETAILS ON SHEETS
S3.0-S3.1. 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. ANCHOR BOLTS AND HOLDOWN ANCHORS, SHALL BE TIED IN PLACE PRIOR TO
FOUNDATION INSPECTION.
LEGEND
NEW CONCRETE FOOTING, INDICATED w/ DASHED LINES & SOLID HATCH
MASONRY WALL AND PILASTERS
5S3.1
5S3.1
5
S3.1
6
S3.1
6
S3.1
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9
2
7
0
3
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @ramirezstructural
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.23-101
DATE:1/18/24
RAMIREZSTRUCTURAL INC
FOUNDATION
PLAN
S2.0
HOLD- 4621 W First
St12/19/2024
AT INTERIOR
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
WEAKENED PLANE JOINT:
SAWCUT SLAB AS SOON
AS POSSIBLE AFTER POUR
(AVOID SPALLING CORNERS)
REINF. PER PLAN
SAND PER PLAN
PAD GRADE
134
578
911
SLAB ON GRADE
STEP IN SLAB
SLAB EDGE
FINISH GRADE
TURN TRANSVERSE REINF.
& PROVIDE
DOUBLE CONT. REINF.
AT EDGE
STEPPING CONTINUOUS FOOTING
FOOTING AT PIPE/CONDUIT
REINFORCEMENT
HOOKS & BENDSTIES & STIRRUPS
STEP DOWNSTEP UP
FOOTING INTERSECTIONS
ENDINTERSECTIONCORNER
TOP REINF. CONT. THRU
OPTIONAL C.J.
REINF. SAME SIZE & SPACING
AS FOOTING REINF.
FOOTING STEP
AS REQD.
FOOTING STEP
AS REQD.
REINF. SAME SIZE & SPACING
AS FOOTING REINF.
TOP BARS
(WHERE OCCURS)2 #5 U.O.N.
STD. HOOK
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
NO PIPES TO BE PLACED
WITHIN THIS HEIGHT
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.
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 12"
FOR #5 TIES = 6"
TYPICAL COLUMN TIES BEAM STIRRUPS
OPTIONALDUCTILE
A B C D E
CONC. & MASONRY OPENING
ADDITIONAL #4 @ 16" PER
JAMB DETAIL BELOW
WHERE MIN. DIST. CANNOT
BE OBTAINED, EXTEND
BARS AS FAR AS POSSIBLE
AND HOOK.
THESE BARS NOT
TO BE USED
WHERE LARGER
LINTEL OR JAMB
BARS ARE SHOWN
ON PLAN
NOTE: TRIM
BARS ARE IN
ADDITION TO
TYP. WALL
REINFORCING.
1-#6 @ 8" WALLS AND
2-#6 @ 12" WALLS AT
OPENINGS LESS THAN
8'-0".
1-#7 @ 8" WALLS AND
2-#7 @ 12" WALLS AT
OPENINGS FROM 8'-0"
TO 14'-0".
12" MASONRY
LINTEL
8" MASONRY
LINTEL
(SILLS SIMILAR)
21
2
"
C
L
R
.
2"
C
L
R
.
48
D
I
A
.
2- #6 MIN.
EA END 48 DIA. LAP**1-#6 MIN.
EA END#4 @ 16"
"L" = FROM 2'-8" TO 6'-0"
ADD
#4 @ 16"
2'-6"4" CLR.
8" MASONRY JAMB
12" & 16" MASONRY JAMB
ADD
#4 @ 16"
2'-6"4" CLR.
**WHERE "L" IS LESS THAN 2'-8"
USE ONE PIECE REBAR PER
COLUMN TIE DETAIL. WHERE
"L" IS GREATER 6'-0" USE
TYPICAL JAMB DETAIL.THAN
12" & 16" MASONRY PIER
JAMB AND SILL REINF.
SAME AS ABOVE
#4 @ 16"
48 DIA. LAP**
"L" = FROM 2'-8" TO 6'-0"
48 DIA.
64
D
I
A
.
JAMB REINF. FROM
BELOW, WHERE
OCCURRING. MATCH
REINF. ABOVE
**WHERE "L" IS LESS THAN
2'-8" USE ONE PIECE REBAR
WITH STANDARD HOOK AT
BOTH ENDS. WHERE "L" IS
GREATER THAN 6'-0" USE
TYPICAL JAMB DETAIL.
8" MASONRY PIER
NOTE:
ADD VERTICAL JAMB BAR
AT ALL END OF WALLS
POUR LINE
CONC. BLK. INTERSECTIONS
2-#5 U.O.N.40 DIA.
2'-0" MIN.
TYP.
40 DIA.
2'-0" MIN.
TYP.
STD.
HOOKS
ALTERNATE
CORNER BARS
PROVIDE CORNER
LAB BARS
ALL CORNERS &
INTERSECTIONS
SHALL HAVE 2-#5
VERTICAL U.O.N.
CORNER INTERSECTION END
(HORIZONTAL REINF. AT CENTER OF WALL)
4
6
2
1
W
E
S
T
1
S
T
S
T
R
E
E
T
NE
W
F
E
N
C
E
46
2
1
W
E
S
T
1
S
T
S
T
R
E
E
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: @ramirezstructural
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.23-101
DATE:1/18/24
RAMIREZSTRUCTURAL INC
TYPICAL
DETAILS
S3.0
HOLD- 4621 W First
St12/19/2024
13
57
11
8
1112
34
6
5-#4 CONT.
(MIN. LAP=2'-6")
2'
-
6
"
M
I
N
.
(B
R
G
.
D
E
P
T
H
)
24
"
M
I
N
.
3"
CL
R
.
TY
P
8" CON. BLOCK WALL
w/ #4 VERT. @16" O.C. (CTRD)
& #4 HORIZ. @ 24 O.C. (CTRD)
(SOLID GROUT)9'
-
0
"
MA
X
.
4'-0"
MIN.
1'
-
0
"
HARDSCAPE OR PAVING
(WHERE OCCURS)
#4 @4" O.C.
30
"
M
I
N
.
LA
P
12" SQ. CONC. BLOCK PILASTER
(SOLID GROUT)
(4)-#4 VERTICAL
(ONE EA. CORNER
#3- TIES
@8" O.C.
9'
-
0
"
MA
X
.
12"
MASONRY
COLUMN
(3)-#4 EA. WAY
T&B
2'-0"
3"
CL
R
.
TY
P
2'
-
6
"
M
I
N
.
(B
R
G
.
D
E
P
T
H
)
24
"
M
I
N
.
2"
CLR.
2
24
"
M
I
N
.
CORRUGATED METAL DECKING
w/ SIMPSON SELF-DRILLING
METAL SCREW AT EA. FLUE
TO HSS COLUMN
TYP.
HSS2x1x 1
4" COLUMN @ 8'-0" O.C.
EMBEDDED INTO MASONRY
METAL DECKING HT. VARIES
(9'-0" CMU DESIGN CONDITION)
NOTE:
WALL CONSTRUCTION IS EXITING.
THEREFORE, CONTRACTOR TO FIELD VERIFY
FIELD CONDITIONS TO MATCH THESE DETAILS.
NOTIFY E.O.R. IMMEDIATELY IF ANY DISCREPANCIES
ARE ENCOUNTERED.
NOTE:
PILASTER CONSTRUCTION IS EXITING.
THEREFORE, CONTRACTOR TO FIELD VERIFY
FIELD CONDITIONS TO MATCH THESE DETAILS.
NOTIFY E.O.R. IMMEDIATELY IF ANY DISCREPANCIES
ARE ENCOUNTERED.
4
6
2
1
W
E
S
T
1
S
T
S
T
R
E
E
T
NE
W
F
E
N
C
E
46
2
1
W
E
S
T
1
S
T
S
T
R
E
E
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: @ramirezstructural
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.23-101
DATE:5/28/24
RAMIREZ
STRUCTURAL INC
TYPICAL
DETAILS
S3.1
HOLD- 4621 W First
St12/19/2024
STRUCTURAL CALCULATIONS
FOR
4621 WEST 1ST STREET
NEW FENCE
4621 WEST 1ST STREET
SANTA ANA, CA 92703
ENGINEERED BY:
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
HOLD- 4621 W First
St12/19/2024
DESIGN CRITERlA
1. SOIL BEARING PRESSURE: 1500 PSF
2. FOOTING MINIMUM BEARING DEPTH: 18"
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 (N0 .2)
c. BEAMS & STRINGERS (NO.1)
d. POSTS & TIMBERS (N0.1)
6. PLYWOOD SHALL CONFORM TO: PS 1-95, STRUCTURAL 1
7. ALL MATERIALS & WORKMANSHIP TO CONFORM TO
2022 CALIFORNIA BUILDING CODE.
HOLD- 4621 W First
St12/19/2024
DESIGN LOADS
MASONRY WALL 12"124.0 PSF
MASONRY WALL 8"78 PSF
METAL DOOR 7.0 PSF
HOLD- 4621 W First
St12/19/2024
HOLD- 4621 W First
St12/19/2024
ASCE Hazards Report
Address:
4621 W 1st St
Santa Ana, California
92703
Standard:ASCE/SEI 7-22 Latitude:33.745651
Risk Category:II Longitude:-117.930781
Soil Class:Default Elevation:70.6350982412942 ft (NAVD
88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
300-year MRI 89 Vmph
700-year MRI 95 Vmph
1,700-year MRI 101 Vmph
3,000-year MRI 106 Vmph
10,000-year MRI 115 Vmph
100,000-year MRI 132 Vmph
1,000,000-year MRI 151 Vmph
Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Thu Jan 18 2024
Page 1 of 5https://ascehazardtool.org/Thu Jan 18 2024
HOLD- 4621 W First
St12/19/2024
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service
Level wind speeds, all other wind speeds are Ultimate wind speeds.
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2.
Page 2 of 5https://ascehazardtool.org/Thu Jan 18 2024
HOLD- 4621 W First
St12/19/2024
PGA M : 0.68
S MS : 1.76
S M1 : 1.27
S DS : 1.17
S D1 : 0.85
T L : 8
SS : 1.52
S1 : 0.59
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 3 of 5https://ascehazardtool.org/Thu Jan 18 2024
HOLD- 4621 W First
St12/19/2024
Data Accessed: Thu Jan 18 2024
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for
site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.
Page 4 of 5https://ascehazardtool.org/Thu Jan 18 2024
HOLD- 4621 W First
St12/19/2024
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 5 of 5https://ascehazardtool.org/Thu Jan 18 2024
HOLD- 4621 W First
St12/19/2024
INPUT DATA
Ex osure cate or (B, C or D)= C
Im ortance factor, 73, (0.87, 1.0 or 1.15)I = 1.00 Cate or II
Basic wind speed (3 sec. gust wind) V = 95 mph
Topographic factor (Sec.6.5.7.2, pg 26 & 45)Kzt = 1 Flat
Height of top h = 10 ft
Vertical dimension for wall, s = h s = 10 ft
Horizontal dimension B = 125.8333 ft
Dimension of return corner L = 0.6666 ft
DESIGN SUMMARY
Max horizontal wind pressure p =18 psf
Max total horizontal force at centroid of base F = 23.21 kips
Max bending moment at centroid of base M = 127.66 ft-kips
Max torsion at centroid of base T = 584.13 ft-kips
ANALYSIS
Velocity pressure
qh = 0.00256 Kh Kzt Kd V2 I =16.69 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27)
Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79)= 0.85
Kd = wind directionality factor. (Tab. 6-4, for building, page 80)= 0.85
h = height of top = 10.00 ft
Wind Force Case A: resultant force though the geometric cente (Sec. 6.5.14 & Fig. 6-20)
p = qh G C ==18 psf
F = p As =23.21 kips
M = F (h - 0.5s) for sign, F (0.55h) for wall =127.66 ft-kips
T ==0.00 ft-kips
where: G = gust effect factor. (Sec. 6.5.8, page 26).= 0.85
C = net force coefficient. (Fig. 6-20, page 73)1.30
As = B s = 1258.3 ft2
Wind Force Case B: resultant force at 0.2 B offset of the geometric cente (Sec. 6.5.14 & Fig. 6-20)
p = Case A =18 psf
F = Case A =23.21 kips
M = Case A =127.66 ft-kips
T = 0.2 F B =584.13 ft-kips
Wind Force Case C: resultant force different at each region (Sec. 6.5.14 & Fig. 6-20)
p = qh G C
F = p As
M = [ F (h - 0.5s) for sign, F (0.55h) for wall ]
T = Ts
s Distance C Pi Asi Fi Mi Ti
0 (ft) (Fig.6-20)s ft2 ki s ft-ki s ft-ki s
0.91 1 10.0 0.726 10 100 1.03 5.66 59.62
0.87 2 20.0 0.698 10 100 0.99 5.45 47.49
0.84 3 30.0 0.671 10 100 0.95 5.24 36.12
0.81 4 40.0 0.644 9 100 0.91 5.03 25.52
0.77 5 50.0 0.617 9 100 0.88 4.82 15.69
0.61 10 100.0 0.484 7 100 0.69 3.78 -8.31
0.61 B 125.8 0.484 7 258.3333 1.78 9.77 -88.78
7.23 39.74 87.35
Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-22
HOLD- 4621 W First
St12/19/2024
CONCRETE BLOCK FENCE WALL w/ ECCENTRIC FTG.
wall= 8
tw= 7.625 in
h1=9 ft (wall height) w1= 78 psf f'm= 1500 psi As= 0.196 in^2 bar
h2=1 ft (fence)w2= 5 psf Fy= 60000 psi As/ft= 0.147 in^2/ft
df=2 ft (depth of ftg)BAR= #4 d= 3.8125 in
tf=2 ft (ftg thickness)s=32 in
wf=4 ft (ftg width)LOCATION=CTRD
qa= 1500 psf
(15.4.2 Rigid Nonbuilding Structures)
ap=1.00
SDS= 1.170
I=1.0
Wp= 78 psf
Wf= 5 psf
0.35 Wp
Fp=0.30 SDS I Wp=
Fp=29.1 psf =2.00 ft
=4.0 ft
=2.00 ft
=0.00 ft
=1.00 ft
SEISMIC FORCE
INPUT
=9.00 fth1
wf
tfd
h2
HOLD- 4621 W First
St12/19/2024
Cantilevered Retaining Wall
LIC# : KW-06020349, Build:20.24.03.04 Ramirez Structural Inc (c) ENERCALC INC 1983-2023
DESCRIPTION:W1
Project File: 24-111 4621 W 1ST ST.ec6
Project Title:
Engineer:
Code References
0.50
9.50
0.00
6.00
1,500.0
35.0
0.0
100.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water table above
=ft =
=
110.00=pcf
=
Soil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 110.00 pcf
Footing||Soil Friction =0.400
Soil height to ignore
for passive pressure =12.00 in
Equivalent Fluid Pressure Method
bottom of footing
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =29.1 #/ft
0.0
0.0
0.0
0.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Spread Footing
Surcharge Over Toe psf
Footing Width =0.00 ft...Height to Top =10.00 ft Eccentricity =0.00 in...Height to Bottom =0.50 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
=
(Strength Level)
=
HOLD- 4621 W First
St12/19/2024
Cantilevered Retaining Wall
LIC# : KW-06020349, Build:20.24.03.04 Ramirez Structural Inc (c) ENERCALC INC 1983-2023
DESCRIPTION:W1
Project File: 24-111 4621 W 1ST ST.ec6
Project Title:
Engineer:
Design Summary
Wall Stability Ratios
Overturning =2.61
Global Stability =2.71
OK
Sliding =2.90 OK
Total Bearing Load =2,188 lbs
...resultant ecc.=5.03 in
Eccentricity within middle third
Soil Pressure @ Toe =871 psf OK
Soil Pressure @ Heel =199 psf OK
Allowable =1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =1,220 psf
ACI Factored @ Heel =278 psf
Footing Shear @ Toe =5.1 psi OK
Footing Shear @ Heel =0.0 psi OK
Allowable =82.2 psi
Sliding Calcs
Lateral Sliding Force =385.8 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
855.7
262.5
==
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =
Stem Construction 2nd Bottom
Stem OK
Shear.....Actual
=9.00ft 0.00
Wall Material Above "Ht"=Fence Masonry
Thickness =8.00
Rebar Size =#4
Rebar Spacing =16.00
Rebar Placed at =Edge
Design Data
fb/FB + fa/Fa =0.702
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable =3,309.4ft-#
=psi
Shear.....Allowable =69.7
Wall Weight =84.0psf
Rebar Depth 'd'=in 5.25
Masonry Data
f'm =1,500psiFy=psi 60,000
Solid Grouting =Yes
Modular Ratio 'n'=21.48
Equiv. Solid Thick.=7.63
Concrete Data
f'c =psi
Fy =
Masonry Design Method SD=
Load Factors
Building Code
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
1.600
Seismic, E 1.000
=449.3lbsStrength Level
Service Level
Strength Level =2,323.3ft-#
Service Level
Strength Level =4.9psi
Design Method =SD SD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Anet (Masonry)=91.50in2
HOLD- 4621 W First
St12/19/2024
Cantilevered Retaining Wall
LIC# : KW-06020349, Build:20.24.03.04 Ramirez Structural Inc (c) ENERCALC INC 1983-2023
DESCRIPTION:W1
Project File: 24-111 4621 W 1ST ST.ec6
Project Title:
Engineer:
3.33
0.67
24.00
Footing Torsion, Tu =
=
ft-lbs
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=3,000 psi
Toe Width =ft
Heel Width =
Footing Thickness =in
4.00=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete Density
Fy =60,000 psi
Footing Design Results
Key:
=
No key defined
Toe:#4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@
23.14 in, #10@ 29.39 in
Flush heel condition. No reinforcing required.
=None Spec'd
=
=
=
=
=
1,220
5,321
2,603
2,719
5.14
44.06
Heel:
0
0
0
0.00
43.37
Heel
psf
ft-#
ft-#
ft-#
psi
psi
=
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 4 @ 4.00 in
If one layer of horizontal bars:
2.07
0.52
#4@ 4.63 in
in2
in2 /
supplemental design for footing torsion.
HOLD- 4621 W First
St12/19/2024
Cantilevered Retaining Wall
LIC# : KW-06020349, Build:20.24.03.04 Ramirez Structural Inc (c) ENERCALC INC 1983-2023
DESCRIPTION:W1
Project File: 24-111 4621 W 1ST ST.ec6
Project Title:
Engineer:
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft ft-#
=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
=
=
=
183.3 1.67 305.5=
=
=
Stem Weight(s)
=
756.0 3.67 2,771.7
Earth @ Stem Transitions
=Footing Weight
=
1,199.9 2.00 2,399.6
Key Weight
=
Added Lateral Load
lbs
=2,095.4
Vert. Component
Total
=
2,139.2
276.5 7.25 2,004.3
5,476.9
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=385.8 O.T.M.
=
Resisting/Overturning Ratio =2.61
Vertical Loads used for Soil Pressure =2,187.5 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
0.0 4.00
4.00
0.0
0.0
Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
109.4 0.83 91.1
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only)0.061 in
because the wall would then tend to rotate into the retained soil.
HOLD- 4621 W First
St12/19/2024
Cantilevered Retaining Wall
LIC# : KW-06020349, Build:20.24.03.04 Ramirez Structural Inc (c) ENERCALC INC 1983-2023
DESCRIPTION:W1
Project File: 24-111 4621 W 1ST ST.ec6
Project Title:
Engineer:
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
K_cover=2.125, K_spacing=16, K_diam=4.5, and K_min=2.125
Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) =23.69 in
23.69 in
5.63 in
0.1500 in2/ft
0.1021 in2/ft
HOLD- 4621 W First
St12/19/2024
Cantilevered Retaining Wall
LIC# : KW-06020349, Build:20.24.03.04 Ramirez Structural Inc (c) ENERCALC INC 1983-2023
DESCRIPTION:W1
Project File: 24-111 4621 W 1ST ST.ec6
Project Title:
Engineer:
HOLD- 4621 W First
St12/19/2024
Cantilevered Retaining Wall
LIC# : KW-06020349, Build:20.24.03.04 Ramirez Structural Inc (c) ENERCALC INC 1983-2023
DESCRIPTION:W1
Project File: 24-111 4621 W 1ST ST.ec6
Project Title:
Engineer:
HOLD- 4621 W First
St12/19/2024
Masonry Column
LIC# : KW-06020349, Build:20.23.12.07 Ramirez Structural Inc (c) ENERCALC INC 1983-2023
DESCRIPTION:C1
Project File: 24-111 4621 W 1ST ST.ec6
Project Title:
Engineer:
Printed: 18 JAN 2024, 5:57PM
Masonry Column
LIC# : KW-06020349, Build:20.23.12.07 Ramirez Structural Inc (c) ENERCALC INC 1983-2023
DESCRIPTION:C1
Project File: 24-111 4621 W 1ST ST.ec6
Project Title:
Engineer:
Printed: 18 JAN 2024, 5:57PM
.Code References
Calculations per TMS 402-16, IBC 2021, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties Analysis Settings
psi
E - Rebar =29,000.0 ksi
Tie Bar Size
Tie Bar Spacing =8.0 in
Column Data
=Column width along X-X
=11.625 in
11.625 in
Column depth along Y-Y
Longitudinal Bar Size =4.0
M factor for Strength Design=0.90
#
=Bars per side at +Y & -Y 2
=Bars per side at +X & -X 2
inCover from ties =2.0
inActual Edge to Bar Center 2.625=
3#=psi
32000=
60000=
1,500.0
Fs - Allowable
=
Fy - Yield
Grade 60Rebar Grade
130.0
=900.0
Analysis Method
pcf Overall Column Height
=Top Free, Bottom FixedEm = f'm *
Construction Type
=9.0 ft=
75.0
Solid Grouted Hollow Concrete Masonry
=
Column Density
=
End Fixity Condition
psiF'm
Fr - Rupture psi
=Strength Design
Y-Y (depth) axis :
X-X (width) axis :
Fully braced against buckling ABOUT X-X Axis
Fully braced against buckling ABOUT Y-Y Axis
Brace condition for deflection (buckling) along columns :
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 1,098.02 lbs * Dead Load Factor
AXIAL LOADS . . .
BENDING LOADS . . .
Lat. Uniform Load creating Mx-x, E = 0.0460 k/ft
.DESIGN SUMMARY
Pu
0.9 * Pn
Mu-x
0.9 * Mn-x :
( TMS 402-16, Sec 5.3.1.3 )( TMS 402-16, Sec. 9.3.4.1.1 )
( TMS 402-16, Sec. 5.3.1.1(b) )
Governing K * Lu / Dimension <= 30( TMS 402-16, Sec. 5.3.1.1(a) )
3.356
Ry 3.356
Rx
PASS Maximum SERVICE Load Reactions . .
Top along X-X 0.000 k
Bottom along X-X 0.414 k
Maximum SERVICE Load Deflections . . .
0.169
Load Combination
: 1
Along x-x
Location of max.above base
0.032
+0.90D+E
in at 9.000 ft above base
for load combination :E Only
At maximum location values are . . .
0.000 ft
Bending Check Results
Maximum Bending Stress Ratio =
k-ft
Reinforcing Area Check Pa = 0.80 [ 0.80 f'm (An - Ast) + FyAst) * [1-(h/(140*r))^2]As : Actual Reinforcement 0.800
Compressive Strength
0.338
Min. Side Dim. >= 8"
Min. Tie Dia. = 1/4", # 3 bar provided
Max Tie Spacing = 8.00 in, Provided = 8.00 in
PASS
Dimensional Checks
PASS Check Column Ties (TMS 402-16, Sec 5.3.1.4)
5.406
150.630 kPASS
Min: 0.0025 * An
Max: 0.04 * An
k
k-ft
0.988
5.879
-1.863
11.050
k
.Load Combination Results
Load Combination
Maximum Moments
Stress Ratio Location Actual AllowStatusActualAllow
Maximum Bending Stress Ratios Maximum Axial Load
+1.20D PASS 150.6260.0 1.318 0.0 k-ftkk k-ftft0.008736 7.908
+0.90D PASS 150.6260.0 0.9882 0.0 k-ftkk k-ftft0.006552 7.908
+1.20D+E PASS 8.0720.0 1.318 1.863 k-ftkk k-ftft0.1638 11.351
+0.90D+E PASS 5.8790.0 0.9882 1.863 k-ftkk k-ftft0.1685 11.050
.Note: Only non-zero reactions are listed.
Load Combination
Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base
Maximum Reactions
D Only k 1.098 kk
+0.60D k 0.659 kk
+D+0.70E 0.290 k 1.098 kk
+D+0.5250E 0.217 k 1.098 kk
HOLD- 4621 W First
St12/19/2024
Masonry Column
LIC# : KW-06020349, Build:20.23.12.07 Ramirez Structural Inc (c) ENERCALC INC 1983-2023
DESCRIPTION:C1
Project File: 24-111 4621 W 1ST ST.ec6
Project Title:
Engineer:
Printed: 18 JAN 2024, 5:57PM
Masonry Column
LIC# : KW-06020349, Build:20.23.12.07 Ramirez Structural Inc (c) ENERCALC INC 1983-2023
DESCRIPTION:C1
Project File: 24-111 4621 W 1ST ST.ec6
Project Title:
Engineer:
Printed: 18 JAN 2024, 5:57PM
Note: Only non-zero reactions are listed.
Load Combination
Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base
Maximum Reactions
+0.60D+0.70E 0.290 k 0.659 kk
E Only 0.414 k kk
.Maximum Deflections for Load Combinations
Max. Y-Y DeflectionLoad Combination Distance
D Only 0.0000 ftin0.000
+0.60D 0.0000 ftin0.000
+D+0.70E 0.0221 ftin9.000
+D+0.5250E 0.0166 ftin9.000
+0.60D+0.70E 0.0221 ftin9.000
E Only 0.0313 ftin8.940
..Cross Section Interaction Diagram
HOLD- 4621 W First
St12/19/2024
Load Case EQ 16-12.1 2019 CBC, Section 16.5.3.1 Basic Load Comb. Eq 16-12
load D Lr L E W
factor 1.2394 0 0 0.7 0
Overturning Moment
Force height h Brg. Depth D F x ( h+ D)
0.046 9 2 0.506
0 0 2 0
0 0 2 0
0 0 2 0
Mot= 0.506 k-ft
Load Factor *
Service Mot= 0.506 x 0.7 x 0.75 =0.27 k-ft
* 25 percent reduction in Overturning moment at soil-foundation interface per ASCE7-16, Section 12.13.4
Axial Load
D Lr L trib1 trib2 D Lr L
1.098 0 0 1 1 1 0 0
0 0 0 1 1 0 0 0
0 0 0 0 0 0 0 0
footing 225 0 0 2 2 900 0 0
Total= 901 0 0
D Lr L
factor 1.2394 0 0
Load 901 0 0
Total 1117 0 0 =1.12 kips
Input
Footing dimensions
Width B= 2 feet
Footing extension Lext=0
L= 2 feet
Thickness T= 1.5 feet
Footing Depth D= 2 feet
Allowable soils pressure Qa= 1.50 ksf
Overturning Moment Mot=0.27 k-ft
Footing Length
Unit Loads Total Loads
Footing with Overturnin
HOLD- 4621 W First
St12/19/2024
Output
Aftg=4.0 ft.^2
Footing Section Modulus S=1.3 ft.^3
Total Axial Load Ptotal=1.12 kips
Resisting Moment Mr=1.12 k-ft
1.12 - 0.27 = 0.76 ft. x 3 =2.29 feet
1.12
Therefore…….Trapazoidal Soil Distribution
q= 0.478 ksf < Qa= 1.50 ksf OK (.32)
0.02 ks
USE:2.00 FT. WIDE x 2.00 FT. LONG x 18 IN. THK. FTG.
HOLD- 4621 W First
St12/19/2024
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HOLD- 4621 W First
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