HomeMy WebLinkAbout1000 W MacArthur Blvd Unit# 72 - PlanBMPS
NPDES NOTES
PROJECT SUMMARY VICINITY MAP
1. ANY OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE
WORKING DRAWINGS AND /OR SPECIFICATIONS SHALL BE BROUGHT TO THE
ATTENTION OF THE DESIGNER BEFORE PROCEEDING WITH ANY OF THE
WORK SO INVOLVED. ALL WORK IS TO BE CO-ORDINATED SO THAT THE
CO-OPERATION BETWEEN ALL TRADES, WHERE REQUIRED, IS
ACCOMPLISHED.
2. CONTRACTOR TO VERIFY ALL CONDITIONS AND DIMENSIONS IN THE FIELD,
REPORT ANY DISCREPANCIES TO DESIGNER PRIOR TO STARTING WORK AND
CONTRACTOR SHALL MAKE AND ADD ALL CORRECTIONS NECESSARY DUE TO
NEGLIGENT FIELD VERIFICATION AT HIS SOLE EXPENSE.
3. CONTRACTOR TO VERIFY SIZE OF ALL FRAMED OPENINGS UPON
COMPLETION OF FRAMING AND PRIOR TO ORDERING.
4. THE CONTRACTOR SHALL AT ALL TIMES KEEP THE PREMISES CLEAR OF THE
ACCUMULATION OF WASTE MATERIALS OR RUBBISH CAUSED BY HIS
EMPLOYEES OR WORK AND AT THE COMPLETION OF THE WORK, SHALL
REMOVE ALL RUBBISH, DEBRIS EQUIPMENT AND SURPLUS MATERIALS FROM
IN AND AROUND THE BUILDING AND LEAVE THE WORK "BROOM CLEAN".
5. PROVIDE PEDESTRIAN PROTECTION
6. PATCH AND REPAIR ALL SURFACES DISRUPTED OR DAMAGED DURING
CONSTRUCTION TO EXACTLY MATCH EXISTING ADJACENT SURFACES.
7. OWNERS OF ADJACENT PROPERTIES THAT MUST UNDERPIN THEIR
BUILDINGS DUE TO THE PROPOSED EXCAVATION SHALL BE NOTIFIED IN
WRITING TEN DAYS PRIOR TO BEGINNING THE EXCAVATION. COPIES OF
THESE NOTIFICATION LETTERS SHALL BE PROVIDED TO THE CITY PRIOR TO
BEGINNING THE EXCAVATION.
8. RESPONSIBLE CERTIFIED ENGINEERING GEOLOGIST WILL INSPECT AND
APPROVE ALL GRADING AND EXCAVATIONS PRIOR TO PLACEMENT OF
FORMS, REBAR OR CONCRETE
9. LICENSED ENGINEER THAT PREPARED THE DRAINAGE PLAN SHALL CERTIFY
AT THE COMPLETION OF THE PROJECT THAT THE SITE DRAINAGE IS IN
SUBSTANTIAL COMPLIANCE WITH THE APPROVED DRAINAGE PLAN.
10. DESIGNER EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND
OTHER PROPERTY RIGHTS IN THE ATTACHED DRAWINGS LISTED. THESE
DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED OR COPIED IN ANY
FORM OR MANNER WHATSOEVER NOR ARE THEY TO BE ASSIGNED TO ANY
THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESSED WRITTEN
PERMISSION OF THE DESIGNER.
1. In the case of emergency, call
at Work Phone #
or Home Phone #
2. Sediment from areas disturbed by construction shall be retained on site using structural
controls to the maximum extent practicable.
3. Stockpiles of soil shall be properly contained to minimize sediment transport from the
site to streets, drainage facilities or adjacent properties via runoff, vehicle tacking, or
wind.
4. Appropriate BMP’s for construction related materials, wastes, spills shall be
implemented to minimize transport from the site to streets, drainage facilities, or
adjoining properties by wind or runoff.
5. Runoff from equipment and vehicle washing shall be contained at construction sites
unless treated to reduce or remove sediment and other pollutants.
6. All construction contractor and subcontractor personnel are to be made aware or the
required best management practices and good housekeeping measures for the project
site and any associated construction staging areas.
7. At the end of each day of construction activity all construction debris and waste
materials shall be collected and properly disposed in trash or recycle bins.
8. Construction sites shall be maintained in such a condition that an anticipated storm
does not carry wastes or pollutants off the site. Discharges of material other than
stormwater only when necessary for performance and completion of construction
practices and where they do not: cause or contribute to a violation of any water
quality standard; cause or threaten to cause pollution, contamination, or nuisance; or
contain a hazardous substance in a quantity reportable under Federal Regulations
40 CFR Parts 117 and 302.
9. Potential pollutants include but are not limited to: solid or liquid chemical spills; wastes
from paints, stains, sealants, glues, limes, pesticides, herbicides, wood preservatives
and solvents; asbestos fibers, paint flakes or stucco fragments; fuels, oils, lubricants,
and hydraulic, radiator or battery fluids; fertilizers, vehicle/equipment wash water and
concrete wash water; concrete, detergent or floatable wastes; wastes from any
engine/equipment steam cleaning or chemical degreasing and superchlorinated
potable water line flushing.
During construction, permittee shall dispose of such materials in a specified and
controlled temporary area onsite, physically separated from potential stormwater
runoff, with ultimate disposal in accordance with local, state and federal
requirements.
10. Dewatering of contaminated groundwater, or discharging contaminated soils via
surface erosion is prohibited. Dewatering of noncontaminated groundwater requires
a National Pollutant Discharge Elimination System Permit from the respective State
Regional Water Quality Control Board.
11. Graded areas on the permitted area perimeter must drain away from the face of
slopes at the conclusion of each working day. Drainage is to be directed toward
desilting facilities.
12. The permittee and contractor shall be responsible and shall take necessary
precautions to prevent public trespass onto areas where impounded water creates a
hazardous condition.
13. The permittee and contractor shall inspect the erosion control work and insure that the
work is in accordance with the approved plans.
14. The permittee shall notify all general contractors, subcontractors, material suppliers,
lessees, and property owners: that dumping of chemicals into the storm drain system
or the watershed is prohibited.
15. Equipment and workers for emergency work shall be made available at all times
during the rainy season. Necessary materials shall be available on site and
stockpiled at convenient locations to facilitate rapid construction of temporary
devices when rain is imminent.
16. All removable erosion protective devices shall be in place at the end of each working
day when the 5 Day Rain Probability Forecast exceeds 40%.
17. Sediments from areas disturbed by construction shall be retained on site using an
effective combination of erosion and sediment controls to the maximum extent
practicable, and stockpiles of soil shall be properly contained to minimize sediment
transport from the site to streets, drainage facilities or adjacent properties via runoff,
vehicle tracking, or wind.
18. Appropriate BMPs for constructionrelated materials, wastes, spills or residues shall be
implemented and retained on site to minimize transport from the site to streets,
drainage facilities, or adjoining property by wind or runoff.
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RAILING UPGRADE
1000 WEST MACARTHUR UNIT 72, SANTA ANA, CA 92707
PROJECT DESCRIPTION
REMOVE AND REPLACE EXISTING GUARDRAIL
CODE ANALYSIS
CODE: CBC 2022, CRC, CEC, CMC, CPC, CALIFORNIA GREEN BUILDING
STANDARDS CODE AND 2022 ENERGY EFFICIENCT STANDARDS. CODES AND
LOCAL AMENDMENTS
CONSTRUCTION TYPE: V-B
OCCUPANCY: R-2
ZONE:
STORIES: 2
FIRE SPRINKLER: NO
SITE PLANSCALE: N.T.S
SHEET INDEXPROJECT TEAM
T1 TITLE SHEET
A1 DEMOLITION PLAN & ELEVATION
A2 PROPOSED PLAN, ELEVATIONS & DETAILS
SN-1 GENERAL NOTES
SN-2 TYPICAL DETAILS
S-1 DECK AND ROOF FRAMING PLAN
N
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OWNER'S REP:
CECILIA PLEITEZ, COMMUNITY MANAGER
THE MANAGMENT COMPANY
5 PETERS CANYO9N RD. STE 200
IRVINE, CA 92606
TEL: (714) 285-2626
cecilia.pleitez@managementtrust.com
ARCHITECT:
FOWERS ARCHITECT, INC
BRAD FOWERS
382 PROSPECT PARK
TUSTIN, CA 92780
TEL: (714) 366-1251
STRUCTURAL ENGINEER:
JJS STRUCTURAL INC.
JASON SKUDLARSKI PE.
9751 OLYMPIC DRIVE
HUNTINGTON BEACH, CA 92646
TEL: (714) 496-6772
UNIT 72
AREA OF WORK
W. MACARTHUR BLVD.
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Bldg #101121840
APPROVALS:
PLNG - F. Arias
BLDG - CSG
1000 W MacArthur Blvd
Unit# 721/23/2025
UP
UP
DEMO WALL
NEW WALL
EXISTING WALL TO REMAIN
DEMO ROOF
A1
3
A1
3
REMOVE (E) RAILING
CEILING
8’ −1"
LEVEL 1
0’ −0"
ROOF
20’ −8"
LEVEL 2
9’ −0"
CEILING 2
17’ −1"
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1/4" = 1'-0"
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LEGEND
1/4" = 1’−0"1 FIRST FLOOR - DEMOLITION PLAN
1/4" = 1’−0"2 SECOND FLOOR - DEMOLITION PLAN
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1/4" = 1’−0"3 NORTH ELEVATION - DEMOLITION
No.
Description
Date
1000 W MacArthur Blvd
Unit# 721/23/2025
UP
UP
A1
3
A2
3
4
A2CUT BACK (E) 4X6 FLUSH TO BEAM (N) 4X6 JOIST SISTERED TO EXISTING JOIST.
A1
3
A2
3
4
A2
CEILING
8’ −1"
LEVEL 1
0’ −0"
ROOF
20’ −8"
LEVEL 2
9’ −0"
CEILING 2
17’ −1"
3'
-
6
"
1'
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4
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1'
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4
A2
1X6 FLAT , TYP2x2 BALUSTER TYP2x6 POST TYP
A2
5
LEVEL 2
9’ −0"
2X2 POST
2X6 POST
2X6 FLAT
1'
-
4
"
(N) 4X6 JOIST
SISTERED
TO EXISTING
JOIST.
(E) 6X10 BEAM
(E) 6X6 POST
(E) 6X6 POST
(E) STEEL SADDLE
BRACKET, REFER
TO STRUCTURAL
(E) DECKING, GC TO
VERIFY DIMENSIONS
3'
-
6
"
AL
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2X4
LEVEL 2
9’ −0"
3'
-
6
"
4" MAX.
2X2 POST TYP.
2X6 POST
2X6 FLAT
(E) 6X6 POST
(E) STEEL SADDLE
BRACKET, REFER
TO STRUCTURAL
2X4
(N) 4X6 JOIST
SISTERED TO
EXISTING JOIST.
(E) 4X6 JOIST
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As indicated
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1/4" = 1’−0"1 FIRST FLOOR - PROPOSED PLAN
1/4" = 1’−0"2 SECOND FLOOR - DEMOLITION PLAN
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1/4" = 1’−0"3 NORTH ELEVATION - PROPOSED
1 1/2" = 1’−0"4 RAILING SECTION
1 1/2" = 1’−0"5 ENLARGED RAILING
No.
Description
Date
1000 W MacArthur Blvd
Unit# 721/23/2025
SHEET INDEXGENERAL NOTES
SN1 GENERAL NOTES
SN2 TYPICAL DETAILS
S-1 DECK AND ROOF FRAMING PLANS
RISK CATEGORY II SS = 1.282 R = 6.5
IMPORTANCE FACTOR 1.0 S1 = 0.460
SEISMIC DESIGN CATEGORY D SDS = 1.025
SITE CLASS D SD1 = N/A
BASIC SEISMIC FORCE RESISTING SYSTEM - LIGHT FRAMED WALLS SHEATHED w/ WOOD
STRUCTURAL PANELS
ANALYSIS PROCEDURE USED - EQUIVALENT LATERAL FORCE PROCEDURE
15/32" APA RATED SHEATHING, EXPOSURE 1 WITH A MIN. PANEL INDEX OF 32/16
BOUNDARY NAILING (B.N.)8d COMMON NAILS AT 6"o/c
EDGE NAILING (E.N.)8d COMMON NAILS AT 6"o/c
FIELD NAILING (F.N.)8d COMMON NAILS AT 12"o/c
23/32" APA RATED STURD-I-FLOOR, T&G, EXPOSURE 1 WITH A MIN. SPAN RATING OF 24".
PLYWOOD MUST CONFORM WITH DOC PS1 OR PS2.
BOUNDARY NAILING (B.N.)10d COMMON NAILS AT 6"o/c
EDGE NAILING (E.N.)10d COMMON NAILS AT 6"o/c
FIELD NAILING (F.N.)10d COMMON NAILS AT 12"o/c
USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING WITH
ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN
ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS.
GENERAL REQUIREMENTS
1.WORK PERFORMED SHALL COMPLY WITH THE 2022 CBC AND ALL APPLICABLE LOCAL, STATE
AND FEDERAL CODES, ORDINANCES, LAWS, REGULATIONS AND PROTECTIVE COVENANTS
GOVERNING THE SITE OF WORK.
2.STANDARD SPECIFICATIONS OF ASTM ARE NOTED HEREIN AND AS REQUIRED BY THE
BUILDING CODE.
3.ALL WORK NEEDS TO BE PERFORMED BY QUALIFIED AND EXPERIENCED CONTRACTORS
FAMILIAR WITH THIS TYPE OF PROJECT.
4.IN CASE OF CONFLICT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN.
5.THE ENGINEER OR ARCHITECT OF RECORD MUST BE NOTIFIED IMMEDIATELY SHOULD ANY
QUESTION ARISE OR ANY DISCREPANCY BE FOUND PERTAINING TO THE WORKING
DRAWINGS.
6.ON-SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS IS THE RESPONSIBILITY OF
THE CONTRACTORS AND SUB-CONTRACTORS. NOTED DIMENSIONS TAKE PRECEDENCE
OVER THE SCALE OF DRAWINGS.
7.NO DEVIATIONS FROM THESE PLANS SHALL BE MADE WITHOUT THE WRITTEN CONSENT OF
JJS STRUCTURAL, INC.
8.THE DESIGN, ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY
SUPPORT, ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT HAS NOT BEEN
CONSIDERED BY THE ARCHITECT OR ENGINEER. THE CONTRACTOR IS RESPONSIBLE FOR THE
STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND
FLOOR DIAPHRAGMS AND FINISH MATERIALS. THE BUILDER HAS CONTRACTED WITH JJS
STRUCTURAL, INC. FOR THE LIMITED SERVICES OF PROVIDING THE MINIMUM STRUCTURAL
ENGINEERING DRAWINGS REQUIRED, WHEN COMBINED WITH THE OTHER BUILDING
CONSULTANTS DRAWINGS TO OBTAIN A BUILDING PERMIT FOR THIS PROJECT.
9.THE BUILDER HAS REQUESTED, ACCEPTS AND REPRESENTS THAT HE WILL SELECT ALL
MATERIALS AND MANUFACTURERS, QUALIFY AND SELECT ALL INSTALLERS, DIRECT ALL WAYS
AND MEANS OF CONSTRUCTION AND PROVIDE ALL SUB-CONTRACTORS ADDITIONAL
INFORMATION, ABOVE AND BEYOND THESE DRAWINGS, REQUIRED TO COMPLETE THE
PROJECT IN CONFORMANCE WITH ALL GOVERNING AGENCIES AND THE WORK WILL MEET
OR EXCEED ACCEPTED INDUSTRY STANDARDS.
DESIGN CRITERIA
1.GRAVITY LOADS:
1.1.EX'G ROOF TILE ASSUMED TO BE CONCRETE (WEIGHT = 10.0psf, MAX)
1.2.EX'G DECK ASSUMED TO HAVE DEX-O-TEX, OVER 3 4" SHT'G, OVER 2x6 DECKING
(WEIGHT = 8.4psf, MAX.)
2.SEISMIC DESIGN PARAMETERS
3.WIND DESIGN PARAMETERS
4.LUMBER GRADES:
5.ROOF SHEATHING:
6.FLOOR SHEATHING
REINFORCED CONCRETE
1.ALL REINFORCED CONCRETE MATERIALS AND CONSTRUCTION SHALL CONFORM TO CBC
CHAPTER 19.
2.CEMENT AND CONCRETE AGGREGATES SHALL CONFORM TO CBC SECTION 1903.
3.ADMIXTURES CONTAINING CALCIUM CHLORIDES SHALL NOT BE USED.
4.CONCRETE SHALL BE TO THE STRENGTH AND SLUMP SPECIFIED AND CONSIST OF PORTLAND
CEMENT ASTM C-150. AGGREGATES MUST CONFORM TO ASTM C-33 AND WATER MUST BE
CLEAN AND POTABLE.
5.THE MINIMUM COMPRESSIVE STRENGTH (f'c) OF CONCRETE SHALL BE 2500 psi AT 28 DAYS,
U.N.O.
5.1.THE MINIMUM COMPRESSIVE STRENGTH (f'c) OF CONCRETE SHALL BE 3000 psi AT 28
DAYS IF STRUCTURE IS OVER TWO-STORIES IN HEIGHT
6.TYPE V CEMENT w/ A MAX. W:C RATIO OF 0.45 MUST BE USED IF SOIL CONTAINS SULFATE,
PER CBC SECTION 1904 & ACI 318-14, TABLE 19.3.2.1. MIN. f'c = 4500 psi AT 28 DAYS. SPECIAL
INSPECTION IS NOT REQUIRED. REFER TO CBC SECTION 1904, SOILS AND CORROSION
ENGINEERS RECOMMENDATIONS FOR CONCRETE EXPOSED TO CORROSIVE ELEMENTS.
7.SPECIAL INSPECTION IS REQUIRED FOR CONCRETE w/ f'c > 2500 psi UNLESS IT'S SOLELY USED
FOR ITEM 6 ABOVE.
8.REINFORCING STEEL SHALL CONFORM TO ASTM A615. GRADE 40 FOR SIZES #3 & #4 AND
GRADE 60 FOR SIZES #5 & LARGER.
9.ALL REINFORCING STEEL, DOWELS, HOLDOWNS AND OTHER INSERTS MUST BE SECURED IN
PLACE AND APPROVED BY THE BUILDING OFFICIAL PRIOR TO CONCRETE BEING POURED.
10.MIN. CONCRETE COVER FOR REINFORCING IS AS FOLLOWS:
10.1.CONC. PLACED AGAINST EARTH, NOT FORMED 3"
10.2.CONCRETE FORMED OR TROWELED 2"
10.3.WALLS AND CURBS 1-1/2"
10.4.SLABS ON GRADE AT CENTER
ROOF LOADS DECK LOADS
DEAD LOAD 18 psf 13 psf
LIVE LOAD 20 psf 60 psf
TOTAL LOAD 38 psf 73 psf
2x AND 4x MEMBERS DFL #2
6x AND 8x MEMBERS DFL #1
STUDS (9'-0" IN HT. OR LESS)DFL STUD GRADE
STUDS (TALLER THAN 9'-0")DFL #2
TOP AND SILL PLATES DFL #2 OR BETTER*
*MUD SILLS IN CONTACT WITH CONCRETE ARE TO BE PRESSURE TREATED
FOUNDATION
1.ALL CONTINUOUS FOOTINGS MUST HAVE 5/8" Ø. x MIN. 12" ANCHOR BOLTS EMBEDDED 7"
INTO CONCRETE AND SPACED NO MORE THAN 48"o/c, U.N.O. ONE ANCHOR BOLT MUST
BE LOCATED BETWEEN 4" & 12" FROM THE END OF ALL SILL PLATES AND THERE MUST BE AT
LEAST (2) ANCHOR BOLTS PER SILL PLATE / SHEAR WALL.
2.ANCHOR BOLTS AT SHEAR WALLS MUST HAVE A 3"x3"x0.229" THK. PLATE WASHER
INSTALLED BETWEEN THE NUT AND SILL PLATE.
2.1.THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED w/ A
WIDTH OF UP TO 3 16" LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO
EXCEED 13 4", PROVIDED A STD. CUT WASHER IS PLACED BETWEEN THE PLATE WASHER
AND NUT.
3.INTERIOR NON-SHEAR WALLS SHALL BE ANCHORED TO THE CONCRETE SLAB WITH
SIMPSON PHNW SERIES 0.145" DIA. SHOT PINS, SPACED AT 16"o/c. PROVIDE MINIMUM
114" EMBED. INTO SLAB. REFER TO ICC-ES ESR-2138 FOR INSTALLATION INFORMATION.
4.ALL HOLDOWNS MUST BE INSTALLED PER THE LATEST ICC-ES REPORTS AND TIED IN PLACE
JUST PRIOR TO FOUNDATION INSPECTION. IT IS THE RESPONSIBILITY OF THE
CONTRACTOR TO LOCATE ALL ANCHORS AS DIMENSIONS ARE NOT FURNISHED IN THESE
STRUCTURAL PLANS.
5.PROVIDE #3 x 24" DOWELS AT 24"o/c ALL CONCRETE STOOPS AND PORCHES.
6.IF THERE IS A SOILS ENGINEER ON THE PROJECT, ALL FOOTING, SLAB AND REBAR
REQUIREMENTS AS WELL AS EXPANSIVE SOILS REQUIREMENTS MUST BE VERIFIED. THE
MORE STRINGENT GUIDELINES SHALL GOVERN.
7.CONTRACTOR SHALL DAMPEN SLAB UNDERLAYMENT OF SAND/MEMBRANE JUST PRIOR TO
CONCRETE PLACEMENT TO ASSIST IN UNIFORM CONCRETE CURING. SLABS MUST NOT BE
POURED DURING OR IMMEDIATELY AFTER RAINSTORMS. THE SPECIFIED SAND OVER
VISQUEEN SHOULD NOT BE SATURATED AT THE TIME OF THE CONCRETE POUR. ANY FREE
WATER TRAPPED IN THE SAND LAYER MUST BE REMOVED PRIOR TO THE CONCRETE POUR.
8.THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN AND FREE OF LOOSE
MATERIAL OR WATER WHEN CONCRETE IS PLACED. OVER EXCAVATION SHALL BE FILLED
WITH CONCRETE OR PROPERLY COMPACTED FILL THAT HAS BEEN TESTED AND APPROVED
BY THE SOILS ENGINEER. BACKFILL SHALL NOT BE PLACED UNTIL SUPPORTING
FOUNDATIONS, WALLS AND SLAB HAVE ATTAINED SUFFICIENT STRENGTH TO SUPPORT
LATERAL SOIL PRESSURE.
9.CONCRETE PLACEMENT SHALL BE MONOLITHIC IN ONE CONTINUOUS OPERATION,
UNIFORMLY PLACED, MUST BE VIBRATED AND WELL CONSOLIDATED, U.N.O. FOR
NON-MONO POUR, USE #4 DOWELS AT 18"o/c, MIN. 18" INTO SLAB AND 12" INTO 1ST.
POUR.
10.FLOOR SLAB SHALL BE POURED LEVEL TO 1/8" IN 10'.
11.REQUIREMENTS FOR THE SITE AND PAD PREPARATION, PRE-SATURATION OF SUBGRADE
SOILS, DAYLIGHT SETBACK OF EXTERIOR FOOTINGS FROM ANY DESCENDING SLOPE SHALL
COMPLY WITH THE SOIL ENGINEER'S RECOMMENDATIONS, AS REQUIRED.
12.REFER TO THE ARCHITECTURAL DRAWINGS FOR DIMENSIONS, DEPRESSIONS, SLOPE,
SHELVES, PATIOS, STOOPS AND PORCHES NOT SHOWN.
13.DO NOT WALK ON THE SLAB UNTIL AT LEAST 24 HOURS AFTER THE CONCRETE HAS BEEN
POURED. WALL FRAMING MAY COMMENCE 4-5 DAYS AFTER THE CONCRETE POUR AND
ROOF/FLOOR FRAMING 7-10 DAYS AFTER. THE ROOF MAY NOT BE LOADED UNTIL AT LEAST
14 DAYS AFTER THE CONCRETE HAS BEEN POURED.
14.NO PIPES OR CONDUITS SHALL EXTEND UNDER ISOLATED COLUMN FOOTINGS OR UNDER
CONTINUOUS WALL FOOTINGS UNLESS SPECIFICALLY DETAILED OR APPROVED BY JJS
STRUCTURAL, INC. AND THE BUILDING OFFICIAL.
15.SHEAR WALL ANCHOR BOLTS AND HOLDOWN HARDWARE MUST BE SECURED IN PLACE
PRIOR TO FOUNDATION INSPECTION.
16.FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE TREATED WOOD,
CONFORMING TO AWPA U1 AND M4.
17.ALL BOLTS IN CONCRETE MUST CONFORM TO ASTM F1554, GRADE 36, U.N.O.
18.ALL HIGH STRENGTH BOLTS MUST CONFORM TO ASTM A449 (UP TO 1"Ø) AND ASTM A193
B7 OR ASTM F1554 GRADE 105 (118" & 114"Ø).
FRAMING
1.ALL STRUCTURAL WOOD SHALL BE OF DOUGLAS FIR LARCH SPECIES WITH A MAXIMUM
MOISTURE CONTENT OF 19% AT THE TIME OF CONSTRUCTION. WOOD SHALL CONFORM
WITH DOC PS20.
2.CONVENTIONAL CONSTRUCTION REQUIREMENTS OF CHAPTER 23 FOR LIGHT FRAMED
CONSTRUCTION SHALL BE FOLLOWED AS REQUIRED.
3.ALL FRAMING, BRACING, NAILING, NOTCHING, DRILLING OR BORING SHALL BE IN
ACCORDANCE WITH THE BUILDING CODE UNLESS MORE STRINGENT REQUIREMENTS ARE
REQUIRED BY THE LOCAL JURISDICTION.
4.TOP PLATES OF ALL WOOD STUDS WALLS MUST CONSIST OF (2) 2x MEMBERS THE SAME
WIDTH AS THE STUDS, U.N.O. TOP PLATES SHALL LAP A MINIMUM OF 48" AND BE SPLICED
WITH A MINIMUM OF (8) 16d NAILS, SPACED AT 12"o/c, MAX.
5.ALL SHEAR PANELS MUST HAVE CONTINUOUS SHEATHING FROM ONE END TO THE OTHER
AND FROM PLATE TO PLATE.
6.NON-BEARING WALLS ARE TO BE FRAMED WITH 2x4 STUDS AT 24"o/c FOR A MAXIMUM
HEIGHT OF 14'-0" AND 2x6 STUDS AT 24"o/c FOR A MAXIMUM HEIGHT OF 20'-0". TALLER
WALLS AND BEARING WALLS WILL BE DESIGNED ON A CASE BY CASE BASIS (SECTION
2308.5.1).
7.NON-BEARING HEADERS: USE 2x4 FOR A MAXIMUM OPENING WIDTH OF 3'-0", 2-2x4 FOR
AN OPENING WIDTH OF 6'-0', MAX. AND 4x6 FOR OPENINGS UP TO 12'-0" WIDE.
8.2x DFL #2 CEILING JOISTS MAY BE USED TO SUPPORT NO MORE THAN 6 PSF DEAD
LOAD AND 10 PSF LIVE LOAD AS FOLLOWS:
2x4'S AT 16"o/c - MAX. SPAN = 9'-0"
2x6'S AT 16"o/c - MAX. SPAN = 13'-0"
2x8'S AT 16"o/c - MAX. SPAN = 14'-6"
2x10'S AT 16"o/c - MAX. SPAN = 15'-9"
THIS IS BASED ON A DRYWALL CEILING AND A MAXIMUM DEFLECTION OF
L/240.
9.ALL NAILS SHALL BE SINKER NAILS AND STAGGERED EXCEPT AS SPECIFIED IN CBC
TABLE 2304.10.2, U.N.O.
10.FASTENERS, INCLUDING NUTS , WASHERS & CONNECTORS IN CONTACT w/ PRESERVATIVE
TREATED OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT-DIPPED ZINC-COATED
GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING
WEIGHTS FOR ZINC COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A153.
11.ALL MACHINE BOLTS SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1. BOLT HOLES
SHALL BE DRILLED 132" - 116" LARGER THAN THE BOLT DIAMETER.
12.FOR NON-SHEAR WALL APPLICATIONS, ROUND WASHERS SHALL BE USED ON ALL
BOLTS AND SHALL CONFORM WITH ANSI/ASME STANDARD B18.2.1. USE MIN. 13 8" Ø x 7 64"
THICK WASHER FOR 12"Ø BOLT, 13 4"Ø x 9 64" THICK WASHER FOR 5 8"Ø BOLT AND 212"Ø x 1164"
THICK WASHER FOR 1" Ø BOLT.
13.MANUFACTURED HARDWARE SPECIFIED ON THE DRAWINGS ARE TO BE SIMPSON
STRONG TIE OR EQUAL. FOLLOW ALL MANUFACTURERS REQUIREMENTS AND
RECOMMENDATIONS FOR INSTALLATION AND HANDLING OF THE PRODUCT.
14.ALL JOIST HANGERS SHALL BE SIMPSON U HANGERS (OR EQUAL) AND ALL BEAM
HANGERS SHALL BE SIMPSON HU HANGERS (OR EQUAL), U.N.O. ON PLANS. FOLLOW
MANUFACTURERS RECOMMENDATIONS FOR INSTALLATION.
15.ALL LEDGERS SHALL BE SPLICED WITH AN ST22 STRAP, U.N.O.
16.ROOF/FLOOR SHEATHING & SHEAR PANELS MAY BE PLYWOOD OR OSB. REFER TO DESIGN
CRITERIA & SHEAR WALL SCHEDULE FOR ADD'L INFORMATION.
17.ALL NAILING SHALL CONFORM TO CBC TABLE 2304.10.2
18.ALL WOOD STRUCTURAL PANELS SHALL CONFORM TO DOC PS1 OR DOC PS2
19.WOOD FRAMING MEMBERS (E.G. BEAMS AND POSTS) SHALL BE PRESSURE TREATED WHEN
EXPOSED TO WEATHER, PER CBC 2304.12.2.3
CONCRETE MASONRY
1.ALL CONCRETE MASONRY MATERIALS & CONSTRUCTION SHALL BE IN ACCORDANCE WITH
CHAPTER 21 OF THE CBC.
2.MORTAR SHALL CONFORM TO ASTM C 270 TYPE S OR M, PER CBC SECTION 2103.8.
3.GROUT SHALL COMPLY WITH ARTICLE 2.2 OF TMS 602 / ACI 530.1 / ASCE 6, PER CBC
SECTION 2103.12. A MINIMUM 28-DAY COMPRESSION STRENGTH OF 2000 PSI MUST BE
ATTAINED UNLESS THE SPECIFIED MASONRY UNITS REQUIRE A GREATER STRENGTH.
4.THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, f'm, SHALL BE 1500 PSI, U.N.O.
5.REINFORCING STEEL SHALL CONFORM TO ASTM A615. GRADE 40 SHALL BE USED FOR SIZES
#3 & #4 AND GRADE 60 FOR SIZES #5 AND LARGER.
STRUCTURAL STEEL
1.ALL STRUCTURAL STEEL MATERIALS AND CONSTRUCTION SHALL CONFORM TO CBC
CHAPTER 22.
2.ALL STEEL SHALL BE PRIMED w/ A RUST RESISTANT PRIMER AND CONFORM TO ASTM
A36 (Fy=36ksi), U.N.O.
2.1.W SHAPES SHALL CONFORM TO ASTM A992 (Fy=50ksi)
2.2.RECTANGULAR HSS TUBING SHALL CONFORM TO ASTM A500, GRADE C (Fy=50ksi)
2.3.ROUND HSS TUBING SHALL CONFORM TO ASTM A500, GRADE C (Fy=46ksi)
2.4.STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B (Fy=35ksi)
3.ALL STRUCTURAL WELDING PROCEDURES AND MATERIALS SHALL CONFORM TO CBC
SECTION 2204.1. ALL WELDING SHALL BE BY THE SHIELDED METAL ARC WELDING
PROCESS OR THE SUBMERGED ARC WELDING PROCESS USING E70XX-LOW
HYDROGEN ELECTRODES, U.N.O.
4.ALL BOLTS FOR STEEL MEMBER CONNECTIONS SHALL CONFORM TO CBC SECTION
2204.2 & ASTM A325N, U.N.O.
5.HOLES FOR BOLTS MUST BE DRILLED OR PUNCHED AND SHALL BE 1/16" LARGER THAN
THE BOLT DIAMETER.
6.ALL SHOP WELDING AND FABRICATION MUST BE DONE IN A SHOP CERTIFIED BY AISC
QUALITY CERTIFICATION PROGRAM AND APPROVED BY THE BUILDING OFFICIAL. ALL
FIELD WELDING MUST BE PERFORMED BY A CERTIFIED WELDER AND A SPECIAL
INSPECTOR SHALL CONTINUOUSLY INSPECT ALL STRUCTURAL FIELD WELDING. BOTH
SHALL BE APPROVED BY THE BUILDING OFFICIAL.
7.WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDING PROCEDURE
SPECIFICATION (WPS) AS REQUIRED IN AWS D1.1 AND APPROVED BY THE ENGINEER OF
RECORD. SPECIFY THE REQUIRED "WPS" ON THE PLANS.
8.ALL FILLER (WELD) METAL SHALL HAVE MINIMUM CVN OF 20 FT-LBS AT -20 DEGREES
FAHRENHEIT AND 40 FT-LBS AT 70 DEGREES FAHRENHEIT.
9.THE STRUCTURAL STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS FOR ALL STEEL
MEMBERS TO THE ENGINEER OF RECORD FOR REVIEW.
GLUED LAMINATED LUMBER
1.GLUE LAMINATED LUMBER SHALL BE MANUFACTURED, FABRICATED AND SHALL BE
INSPECTED FOR QUALITY CONTROL IN ACCORDANCE WITH ANSI/APA-190.1 AND ASTM
D3737, STRUCTURAL GLUED - LAMINATED TIMBER. FABRICATION OF TIMBERS SHALL BE
USING MATERIALS AT 16% OR LOWER MOISTURE CONTENT AND SHALL UTILIZE ADHESIVE
APPROVED FOR WET CONDITION OF SERVICE.
2.GLUE LAMINATED TIMBERS SHALL BE VISUALLY GRADED WESTERN SPECIES WITH A 24F-V4
COMBINATION FOR STANDARD APPLICATIONS AND 24F-V8 FOR CANTILEVERED
APPLICATIONS.
3.GLUE LAMINATED TIMBERS SHALL BE CLEARLY STAMPED OR MARKED AND SHALL BE
ACCOMPANIED BY A CERTIFICATE OF COMPLIANCE INDICATING CONFORMANCE TO
ANSI/APA-190.1. APPROVED CERTIFICATE OF COMPLIANCE ISSUING AGENCIES ARE THE
AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC), WESTERN WOOD PRODUCTS
ASSOCIATION (WWPA) OR THE APA - THE ENGINEERED WOOD ASSOCIATION. A COPY OF
THE CERTIFICATE OF COMPLIANCE SHALL BE PRESENTED TO THE INSPECTOR PRIOR TO
INSTALLATION, WITH COPIES FORWARDED TO THE STRUCTURAL ENGINEER AND
ARCHITECT.
4.CAMBER REQUIREMENTS SHALL BE AS INDICATED IN THE CONSTRUCTION DOCUMENTS
OR SHALL HAVE A STANDARD CAMBER WITH A RADIUS OF CURVATURE OF 3500 FEET PLUS
OR MINUS 200 FEET.
5.GLUED-LAMINATED TIMBERS EXPOSED TO WEATHER SHALL BE PRESSURE TREATED AND
CONFORM TO AMERICAN WOOD PRESERVERS ASSOCIATION (AWPA), AWPA STANDARD
C-28, PRESSURE TREATMENT OF STRUCTURAL GLUED-LAMINATED TIMBER OR AITC
STANDARD 109, STANDARD PRESERVATIVE TREATMENT OF STRUCTURAL
GLUED-LAMINATED TIMBER. AMMONIUM COPPER ZINC ARSENATE SHALL BE USED AS THE
TREATMENT SOLUTION. TREATMENT TYPE AND INSPECTION AGENCY SHALL BE CLEARLY
STAMPED ON TREATED MATERIAL. TREATMENT AGENCY TO CONFORM TO AMERICAN
WOOD PRESERVERS BUREAU (AWPB) AWPB STANDARD LP. EXTERIOR EXPOSED SURFACES
SHALL BE COATED OR PAINTED WITH MINIMUM TWO COATS OF SEALER OR COVERED BY
FRAMING OR DRYWALL FOR INTERIOR APPLICATIONS.
Fastening Schedule (2304.10.2)
Description of Building Elements Number & Type of
Fastener
Spacing &
Location
Roof
1.
Blk'g between ceiling joists, rafters or
trusses to top plate or other framing below 3-8d common (212"x0.131")Each end, toenail
Blk'g between rafters or truss not at the
wall top plate, to rafter or truss
2-8d common (212"x0.131")Each end, toenail
2-16d common (312"x0.162")End nail
Flat blk'g to truss and web filler 16d common (312"x0.162")Face nail
2.Ceiling joists to top plate 3-8d common (212"x0.131"); or
3-10d box (3"x0.128")Face nail
3.Ceiling joists not attached to parallel
rafter, laps over partitions (no thrust)
3-16d common (312"x0.162"); or
4-10d box (3"x0.128")Face nail
4.Ceiling joist attached to parallel rafter
(heel joint)Per plan or Table 2308.7.3.1 Face nail
5.Collar tie to rafter 3-10d common (3"x0.148"); or
4-10d box (3"x0.128")Face nail
6.Rafter or roof truss to top plate
3-10d common (3"x0.148"); or
3-16d box (312"x0.135"); or
4-10d box (3"x0.128")
Toenail1
7.Roof rafters to ridge valley or hip rafters; or
roof rafter to 2-inch ridge beam
2-16d common (312"x0.162"); or
3-10d box (3"x0.128")End nail
3-10d common (312"x0.148"); or
4-16d box (312"x0.135"); or
4-10d box (3"x0.128")
Toenail
Wall
8.Stud to stud (not at braced wall panels)
16d common (312"x0.162"); or 24"o/c face nail
10d box (3"x0.128")16"o/c face nail
9.
Stud to stud and abutting studs at
intersecting wall corners (at braced wall
panels)
16d common (312"x0.162"); or 16"o/c face nail
16d box (312"x0.135")12"o/c face nail
10.Built-up header (2" to 2" header)
16d common (312"x0.162"); or 16"o/c each edge,
face nail
16d box (312"x0.135")12"o/c each edge,
face nail
11.Continuous header to stud 4-8d common (212"x0.131"); or
4-10d box (3"x0.128")Toenail
12.Top plate to top plate
16d common (312"x0.162"); or 16"o/c face nail
10d box (3"x0.128")12"o/c face nail
13.Top plate to top plate, at end joints 8-16d common (312"x0.162"); or
12-10d box (3"x0.128")
Each side of end joint,
face nail (minimum
24" lap splice length
each side of end joint)
14.Bottom plate to joist, rim joist, band joist or
blk'g (not at braced wall panels)
16d common (312"x0.162"); or 16"o/c face nail
16d box (312"x0.135")12"o/c face nail
15.Bottom plate to joist, rim joist, band joist or
blk'g at braced wall panels
2-16d common (312"x0.162); or
3-16d box (312"x0.135")16"o/c face nail
16.Stud to top or bottom plate
4-8d common (212"x0.131"); or
4-10d box (3"x0.128")Toenail
2-16d common (312"x0.162"); or
3-10d box (3"x0.128")End nail
17.Top plates, laps at corners & intersections 2-16d common (312"x0.162"); or
3-10d box (3"x0.128")End nail
18.1" brace to each stud and plate 2-8d common (212"x0.131"); or
2-10d box (3"x0.128")Face nail
19.1"x6" sheathing to each bearing 2-8d common (212"x0.131"); or
2-10d box (3"x0.128")Face nail
20.1"x8" and wider sheathing to each bearing 3-8d common (212"x0.131"); or
3-10d box (3"x0.128")Face nail
Floor
21.Joist to sill, top plate or girder 3-8d common (212"x0.131"); or
floor 3-10d box (3"x0.128")Toenail
22.Rim joist, band joist, or blk'g to top plate,
sill or other framing below
8d common (212"x0.131"); or
10d box (3"x0.128")6"o/c, toenail
23.1"x6" subfloor or less to each joist 2-8d common (212"x0.131"); or
2-10d box (3"x0.128")Face nail
24.2" subfloor to joist or girder 2-16d common (312"x0.162")Face nail
25.2" planks (plank & beam - floor & roof)2-16d common (312"x0.162")Each bearing, face
nail
26.Built-up girders & beams, 2" lumber layers
20d common (4"x0.192")
32"o/c, face nail at
top & btm staggered
on opposite sides
10d box (3"x0.128")
24"o/c, face nail at
top & btm staggered
on opposite sides
And:
2-20d common (4"x0.192"); or
3-10d box (3"x0.128")
Ends at each splice,
face nail
27.Ledger strip supporting joists or rafters 3-16d common (312"x0.162"); or
4-10d box (3"x0.128")
Each joist or rafter,
face nail
28.Joist to band joist or rim joist 3-16d common (312"x0.162"); or
4-10d box (3"x0.128")End nail
29.Bridging or blk'g to joist, rafter or truss 2-8d common (212"x0.131"); or
2-10d box (3"x0.128")Each end, toenail
Notes:
1. Where a rafter is fastened to an 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 toe nails in the
rafter shall be permitted to be reduced by one nail.
2. Refer to the Design Criteria section on this page for roof and floor sheathing nailing schedule
3. Refer to the Shear Wall Schedule on this page for nailing requirements at wood structural panels
DESIGN WIND SPEED, V 95 mph EXPOSURE B RISK CATEGORY II
SN1
N/A
10/15/24
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RESTRICTIVE NOTICE
THESE DRAWINGS ARE THE SOLE PROPERTY
OF JJS STRUCTURAL, INC. AND MAY NOT BE
REPRODUCED WITHOUT THE WRITTEN
CONSENT OF AN OFFICER OF OUR FIRM. THE
PLANS ARE ONLY TO BE USED FOR THIS
SPECIFIC PROJECT AND ARE NOT APPLICABLE
TO ANY OTHER STRUCTURE.
9 7 5 1 O l y m p i c D r i v e
H u n t i n g t o n B e a c h , C A 9 2 6 4 6
7 1 4 -4 9 6 -6 7 7 2
JOB NO.:
ISSUE DATE:
SCALE:
SHEET NO.
24051
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STATE OF CALIFORNIA
JASON SK UDLARSKINo. C67712
Exp. 06/30/25
CIV IL
REGISTERED PROFESSIONAL ENGINEER
REVISIONS DATE
1 PLAN CHECK 01/13/25
1000 W MacArthur Blvd
Unit# 721/23/2025
REBAR LAP/BENDS D0
BEND
R= 5(d) FOR #14 THRU #18
LAP SPLICE
STIRRUP
6(d
)
M
I
N
.
TIE OR HOOK
OR
4
"
M
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.
DI
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N
S
I
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N
DE
T
A
I
L
I
N
G
OR 3
"
M
I
N
.
ALL BENDS SHALL BE MADE COLD
ALT. 135° BENDS
PUT CROSSTIE W/ EACH STIRRUP
D= 4(d) FOR #3 THRU #5
D= 6(d) FOR #6 THRU #8OR
3
"
M
I
N
.
12
(
d
)
F
O
R
#
6
T
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R
U
#
8
DI
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S
I
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N
DE
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A
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I
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NOTE:
CROSSTIE
WIRE TIE END
D D
48(d) *
90° BEND
8(d)
R
R= 4(d) FOR #9 THRU #11
R= 3(d) FOR #3 THRU #8
2 1/2" MIN.8(d)
180° BEND
R12
"
4(d) OR
6(d
)
M
I
N
.
4"
M
I
N
.
O
R
6(d
)
* INCREASE LENGTH BY 30% FOR TOP
BARS (HORIZONTAL BARS SO
PLACED THAT MORE THAN 12" OF
FRESH CONC. IS CAST IN THE
MEMBER BELOW, EXCLUDE WALLS)
1.
2.
1
2
48
7
6
5913
1014
1115
1216
3TYPICAL DIAPHRAGM FRAMING
16" min.
1.
@ ALL EDGES.
2.ROOF OR FLOOR SHEATHING.
24" MIN. UNLESS FULLY BLOCKED
ROOF OR FLOOR FRM'G MEMBERS.
CONT. PANEL EDGE. ADD 2x FLAT
BLK'G & E.N. WHEN BLOCKED
DIAPHRAGM IS SPECIFIED.
DIAPHRAGM BOUNDARY w/ B.N.
PER PLAN.
DISCONTINUOUS PANEL EDGE w/
E.N. PER PLAN.
FIELD NAILING, F.N., PER PLAN.
1/8" GAP, U.N.O.
DIRECTION OF FACE GRAIN,
PERPENDICULAR TO SUPPORTS.
3.
4.
5.
6.
7.
8.
9.
4
5
321
7
6
98
NOTES:
a.STAGGER JOINTS AS SHOWN.
b.NAILS SHALL BE DRIVEN TIGHT, BUT
NOT FRACTURE THE SURFACE OF THE
SHT'G.
c.SEE GENERAL NOTES FOR SHT'G TYPE,
THICKNESS, RATING AND NAIL
SCHEDULE.
d.PROVIDE MIN. 3/8" EDGE DISTANCE
AT FRAMING MEMBER & 5/16" TO
EDGE OF DIAPHRAGM.
e.ALL DIAPHRAGM BOUNDARIES
SHALL BE FULLY SUPPORTED BY
FRAMING MEMBERS w/ B. N.
f.T&G EDGE TO BE LOCATED AT CONT.
PANEL JOINT.
g.MAX. UNSUPPORTED SHT'G LENGTH
IS 24". PROVIDE ADEQUATE FRAMING
MEMBERS TO LIMIT SPAN.
TYPICAL JOIST HEAD OUT
1 2
32"
MAX
32
"
MA
X
1
3
1.TYPICAL ROOF OR FLOOR JOIST
2.DOUBLE JOIST AT HEAD OUT, TYP.
3.SIMPSON 'HU' HANGER, TYP.2
NOTCHING / BORING - SAWN JOISTS
1
NOTCHING / BORING - STUDS
1
TYP. POST TO BEAM CONNECTION
1.SIMPSON MSTI36 OR ST6224.
2.BEAM PER PLAN.
3.(2) 2X TOP PLATE.
4.
SILL PLATE.6.
POST PER PLAN.
SIMPSON 'A35' AT TOP & BOTT.
5.
7.POST OR MULT. STUD.
8.(3) 16d EA. SIDE.
9.2X STUDS.
2
3
5
4
46
8
7 9
2
EQ.EQ.
1
EQ.EQ.
8
7 9
2 1
TYPICAL STUD WALL OPENING
DOUBLE TOP PLATE
2X FULL HEIGHT STUDS AT 16"o/c
2X CRIPPLE STUDS AT 16"o/c
HEADER, PER PLAN
FULL HEIGHT KING STUD, EACH
SIDE W/ (4) 16d NAILS TO HEADER
2X TRIMMER, U.N.O. ON PLANS
2X WINDOW SILL, WHERE OCCURS
LOCATE 2X CRIPPLE STUD BELOW
WINDOW SILL AND ABOVE ENDS
OF HEADER
2X SILL PLATE
1.
2.
3.
4.
5.
6.
7.
8.
9.
12 3
3
4
5 5
6 6
7
8
8
9
ALT. STRAP W/ 16d SINKER
STRAP SPLICE
NO. OF 16d SINKER
MIN. PLATE LAP
ST6224ST22 ST6236 MST48
10
4 FT
16
4 FT
A B
24
6 FT
C D
36
8 FT
E
NAIL SPLICE
48
8 FT
1.16d SINKER NAILS AT 8"o/c. MIN. (8)
NAILS EACH SIDE OF SPLICE, U.N.O.
AND PER TABLE BELOW
2.TYPICAL WALL STUDS AT 16"o/c
3.LOCATE STUD UNDER SPLICE OR
PROVIDE 2X BLK'G ATTACHED TO
ADJACENT STUDS W/ (3) 16d's
EACH SIDE
4.NUMBER OF NAILS SPECIFIED
BETWEEN SPLICING POINTS PER
TABLE BELOW
5.SIMPSON STRAP PER TABLE BELOW
6.ALTERNATE LOCATION OF STRAP
7.CONT. LOWER PLATE AT WALL
NOTES:
a.FULLY NAIL STRAP W/ 16d SINKER
OR 10d COMMON NAILS
b.NAILS SHALL BE STAGGERED AND
AT LEAST 2 1/4" APART
MST60
EQ EQ
4
3 3 2
3 3 2
5
6
1
WALL / FOOTING INTERSECTION
1
1.REINFORCING MAY BE CONTINUOUS
OR ADD BARS OF THE SAME SIZE & SPACING
AS THE WALL / FOOTING REINFORCING
L = 30 BAR DIAMETERS (CONCRETE)
L = 40 BAR DIAMETERS (MASONRY)
SINGLE LAYER INTERSECTION
DOUBLE LAYER INTERSECTION
SINGLE LAYER CORNER
DOUBLE LAYER CORNER
L
L
L
L
L
L
L
L
1
1 1
NON-BEARING WALL
3/4" GAP BETWEEN BTM CHORD OR
JOIST & 1x TOP PLATE
1.
2.
3.
4.
5.
1
3
JOIST OR TRUSS BTM CHORD
SIMPSON 'STC' AT EA, CONNECTION
1x OVER 2x PLATE, TYPICAL AT NON-
BEARING WALLS.
2x BLOCKING AT 24"o/c w/ 16d NAIL
OR 24"o/c, MAX
AT EACH END
1
2
4
4
5
PARALLEL
PERPENDICULAR
2
BOTTOM OF WALL
6
2x SILL PLATE w/ 16d COMMON
NAILS AT 16"o/c OR 16d BOX NAILS
6.
SHEET SN1 AT SLAB CONDITION.
AT 12"o/c TO JOIST OR BLK'G BLW.
USE SHOT PINS PER NOTES ON
17
18
19
20 SN2
N/A
10/15/24
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:
RESTRICTIVE NOTICE
THESE DRAWINGS ARE THE SOLE PROPERTY
OF JJS STRUCTURAL, INC. AND MAY NOT BE
REPRODUCED WITHOUT THE WRITTEN
CONSENT OF AN OFFICER OF OUR FIRM. THE
PLANS ARE ONLY TO BE USED FOR THIS
SPECIFIC PROJECT AND ARE NOT APPLICABLE
TO ANY OTHER STRUCTURE.
9 7 5 1 O l y m p i c D r i v e
H u n t i n g t o n B e a c h , C A 9 2 6 4 6
7 1 4 -4 9 6 -6 7 7 2
JOB NO.:
ISSUE DATE:
SCALE:
SHEET NO.
24051
RA
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STATE OF CALIFORNIA
JASON SK UDLARSKINo. C67712
Exp. 06/30/25
CIV IL
REGISTERED PROFESSIONAL ENGINEER
REVISIONS DATE
1 PLAN CHECK 01/13/25
1000 W MacArthur Blvd
Unit# 721/23/2025
X
XX
#
X
X
X
X
1
SYMBOLS
SOLID BLOCKING
KEY NOTES
DIRECTION OF ROOF JOISTS
DIRECTION OF CEILING JOISTS
DIRECTION OF FLOOR JOISTS
DIRECTION OF DECK JOISTS
DETAIL NUMBER
DETAIL SHEET NUMBER
KEY NOTE NUMBER
BEAM NUMBER, REFER TO STRUCTURAL CALCS
FULLY NAILED SIMPSON 'HU' OR 'HUC' HANGER
FRAMING NOTES
[#]
1.REFER TO GENERAL NOTES ON SHEET SN-1 FOR
ADDITIONAL INFORMATION.
2.ALL BEAM SHOWN ARE DROPPED, U.N.O.
3."LSL" BEAMS MUST HAVE THE FOLLOWING MINIMUM
PROPERTIES:
Fb = 2325 psi
Fv = 310 psi
E = 1.55x10⁶ psi (1.55E)
4."PSL" BEAMS MUST HAVE THE FOLLOWING MINIMUM
PROPERTIES:
Fb = 2900 psi
Fv = 290 psi
E = 2.2x10⁶ psi (2.2E)
5.ALL TOP PLATES SHALL BE SPLICED W/ AT LEAST (10) 16d
SINKER NAILS SPACED NO MORE THAN 8"O.C. APART,
U.N.O. AN EQUAL AMOUNT OF NAILS SHALL BE PLACED
ON EA. SIDE OF THE SPLICE. REFER TO DETAIL 7/SN2.
6.ROOF SHEATHING SPECIFICATIONS:
7.FLOOR SHEATHING SPECIFICATIONS:
8.ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL
UTILIZE COMMON NAILS OR GALVANIZED BOX
9.PLYWOOD ROOF PANELS SHALL BE BONDED WITH
INTERMEDIATE OR EXTERIOR GLUE WHERE EXPOSED TO
THE WEATHER
10.IF PRE-FABRICATED ROOF TRUSSES ARE PRESENT ON THE
PROJECT, THEY MUST BE PROTECTED IN PLACE. DO NOT
CUT ANY MEMBERS OR MODIFY IN ANY WAY. IF
MODIFICATION IS REQUIRED, PLEASE NOTIFY OUR OFFICE
IMMEDIATELY. A TRUSS ENGINEER WILL NEED TO BE
CONSULTED TO PROVIDE REPAIR RECOMMENDATIONS.
15/32" APA RATED SHEATHING, EXPOSURE 1
WITH A MIN. PANEL INDEX OF 32/16
BOUNDARY NAILING (B.N.)8d COMMON
NAILS AT 6"o/c
EDGE NAILING (E.N.)8d COMMON
NAILS AT 6"o/c
FIELD NAILING (F.N.)8d COMMON
NAILS AT 12"o/c
23/32" APA RATED STURD-I-FLOOR, T&G, EXPOSURE 1
WITH A MIN. SPAN RATING OF 24".
PLYWOOD MUST CONFORM WITH DOC PS1 OR PS2.
BOUNDARY NAILING (B.N.)10d COMMON
NAILS AT 6"o/c
EDGE NAILING (E.N.)10d COMMON
NAILS AT 6"o/c
FIELD NAILING (F.N.)10d COMMON
NAILS AT 12"o/c
USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING
TO FRAMING WITH ADHESIVES MEETING APA
SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN
ACCORDANCE WITH THE MFR. RECOMMENDATIONS.
UP
(E
)
6
x
6
1
S1
6x
6
(E) 6x10(E) 6x10 (E) 6x10
(E) HDR (E) HDR (E) DROP BM (E) HDR (E) HDR
(E
)
4
x
6
R
.
J
.
(E
)
4
x
6
R
.
J
.
(E
)
4
x
6
R
.
J
.
(E
)
4
x
6
R
.
J
.
(E
)
4
x
6
R
.
J
.
(E
)
4
x
6
R
.
J
.
(E
)
4
x
6
R
.
J
.
(E
)
6
x
6
(E
)
6
x
6
UP
(E) 6x10(E) 6x10(E) 6x10 (E) 6x10 (E) 6x10
(E) HDR
(E
)
4
x
6
D
.
J
.
(E
)
6
x
6
w/
C
C
(E
)
6
x
6
w/
C
C
(E
)
6
x
6
w/
C
C
2
S1
6x
6
CC
3
S1
4
S1
3
S1
(E) HDR (E) DROP BM (E) HDR (E) HDR
(N
)
4
x
6
D
.
J
.
(E
)
4
x
6
D
.
J
.
(N
)
4
x
6
D
.
J
.
(E
)
4
x
6
D
.
J
.
(N
)
4
x
6
D
.
J
.
(E
)
4
x
6
D
.
J
.
(N
)
4
x
6
D
.
J
.
(E
)
4
x
6
D
.
J
.
(N
)
4
x
6
D
.
J
.
(E
)
4
x
6
D
.
J
.
(N
)
4
x
6
D
.
J
.
(E
)
4
x
6
D
.
J
.
(N
)
4
x
6
D
.
J
.
(E
)
4
x
6
D
.
J
.
(N
)
4
x
6
D
.
J
.
(E
)
4
x
6
D
.
J
.
(N
)
4
x
6
D
.
J
.
(E
)
4
x
6
D
.
J
.
(N
)
4
x
6
D
.
J
.
(E
)
4
x
6
D
.
J
.
(N
)
4
x
6
D
.
J
.
TYP @
(N) JOISTS
TYP @
(N) JOISTS
TYP @
(N) JOISTS
5
S1
TYP
1
1
2
3
4
POST TO BEAM CONNECTION
1.
2.
3.
4.
1
2
33
4
BEAM, PER PLAN
POST, PER PLAN
BEAM / POST CENTERLINE
SIMPSON '1212HT' EACH FACE w/
(6) 5/8"Ø THRU BOLTS
POST-TO-BEAM CONNECTION
2
3
1.
2.
3.
4.
BEAM, PER PLAN
SIMPSON 'CC' w/ (6) 5/8"Ø THRU
POST, PER PLAN
DECK JOISTS, PER PLAN5
5.WOOD DECKING
BOLTS
3
4
1
6
6.SIMPSON 'ACH6Z'
GUARDRAIL SECTION
3S1
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
42
"
13 4"
1"
312"
1"
2"
13 4"
123
4
5
67
11
9
10
2x4 TOP RAIL w/ #10x3" WOOD
SCREWS AT 12"o/c, TO 2x6
#10x3" WOOD SCREW TO THE TOP
OF EACH BALUSTER
2x6 TOP RAIL w/ (2) 1/4"x3 1/2" SDS
SCREWS TO EACH 2x6 POST
2-2x6 POSTS AT EACH 4x6 JOIST
2x2 BALUSTERS SPACED PER
ARCH'L PLANS
NEW 4x6 DECK JOISTS, PER PLAN.
STITCH TO EX'G JOISTS w/ 1/4"x6"
EX'G DROP BEAM
EX'G DECKING
POST BEYOND, PER PLAN
(2) 1/2"Ø THRU BOLTS w/ STD. CUT
WASHERS
11.
8
#10x3" WOOD SCREW FROM EACH
BALUSTER INTO EX'G DECKING
212"NOTES:
- ALL EX'G WOOD TO REMAIN IS
ASSUMED TO BE IN EXCELLENT
CONDITION AND CAPABLE OF
CARRYING THE SPECIFIED
CONNECTIONS
SDS SCREWS AT 12"o/c, STAGGERED
GUARDRAIL SECTION
4S1
1.
2.
3.
4.
5.
6.
7.
8.
9.
42
"
13 4"
1"
312"
1"
2"
13 4"
3
4
5
67
9
2
2x4 TOP RAIL w/ #10x3" WOOD
SCREWS AT 12"o/c, TO 2x6
2x6 TOP RAIL w/ (2) 1/4"x3 1/2" SDS
SCREWS TO EACH 2x6 POST
2-2x6 POSTS AT EACH 4x6 JOIST
1x6 BALUSTERS SPACED PER ARCH'L
PLANS. PROVIDE (2) #10x2"
EX'G DROP BEAM
EX'G DECKING
POST BEYOND, PER PLAN
(2) 1/2"Ø THRU BOLTS w/ STD. CUT
WASHERS
8
SCREWS, TOP & BOTTOM
NOTES:
- ALL EX'G WOOD TO REMAIN IS
ASSUMED TO BE IN EXCELLENT
CONDITION AND CAPABLE OF
CARRYING THE SPECIFIED
CONNECTIONS
212"
1
NEW 4x6 DECK JOISTS, PER PLAN.
STITCH TO EX'G JOISTS w/ 1/4"x6"
SDS SCREWS AT 12"o/c, STAGGERED
1
1 51DECK SECTION
5S1
1.
2.
3.
4.
4
9
EX'G STUD WALL
EX'G DROP BEAM, AS OCCURS
EX'G FLOOR FRAMING
NOTES:
- ALL EX'G WOOD TO REMAIN IS
ASSUMED TO BE IN EXCELLENT
CONDITION AND CAPABLE OF
CARRYING THE SPECIFIED
CONNECTIONS
NEW 4x6 DECK JOISTS, PER PLAN.
STITCH TO EX'G JOISTS w/ 1/4"x6"
SDS SCREWS AT 12"o/c, STAGGERED
1
1
3
2
5.
6.
NOTCH EX'G BLK'G FOR NEW DECK
JOIST
SIMPSON 'H3' JOIST TO TOP PLATE /
DROP BEAM
5
6
S-1
1/4" = 1'-0"
10/14/24
DE
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FR
A
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P
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ROOF FRAMING PLAN
Cl
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RESTRICTIVE NOTICE
THESE DRAWINGS ARE THE SOLE PROPERTY
OF JJS STRUCTURAL, INC. AND MAY NOT BE
REPRODUCED WITHOUT THE WRITTEN
CONSENT OF AN OFFICER OF OUR FIRM. THE
PLANS ARE ONLY TO BE USED FOR THIS
SPECIFIC PROJECT AND ARE NOT APPLICABLE
TO ANY OTHER STRUCTURE.
9 7 5 1 O l y m p i c D r i v e
H u n t i n g t o n B e a c h , C A 9 2 6 4 6
7 1 4 -4 9 6 -6 7 7 2
JOB NO.:
ISSUE DATE:
SCALE:
SHEET NO.
24051
RA
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0
W
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2
7
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7
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STATE OF CALIFORNIA
JASON SK UDLARSKINo. C67712
Exp. 06/30/25
CIV IL
REGISTERED PROFESSIONAL ENGINEER
REVISIONS DATE
1 PLAN CHECK 01/13/25
DECK FRAMING PLAN
1000 W MacArthur Blvd
Unit# 721/23/2025
YES NO
INSTRUCTIONS:
ORAN GE COUNTY FI RE AUTHORI TY
Plan Submittal Criteria
COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects
and RESIDENTIAL TRACT developments
· Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place.
· Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section.
· If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA.
· In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations.
· Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding
requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602.
Address Suite City
Project Scope/Business Description
1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways,
curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within
300 feet of an active or proposed oil well? Fire Master Plan (PR145)
2. Property is adjacent to a wildland area or non-irrigated native vegetation?
Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124)
3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from
an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170)
4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving
private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475)
5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000
sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable
to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless
classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration
or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses
where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories
with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285)
6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card,
button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan
depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520)
7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment;
industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible
liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium
ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations?
Special Equipment Plan (PR315, PR340-PR382)
8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft
maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if
H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240)
9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard
commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330)
10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a
commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335)
Initial each of the following two items indicating that you have read and understand the statement:
11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is
required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed
Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications.
12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located
in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327—
Initials the building department will determine specific requirements.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name Signature
Phone Number ( ) Date / /
Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA
review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the
applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the
appropriate plans and fees for OCFA review. 10-08-14 EE
COM
1000 W MacArthur Blvd
Unit# 721/23/2025
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 Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City / County Official Requesting Review:
City / County Reference #: Date: __________________________________
City / County: _____________________________________ E-Mail: __________________________________
Contact Name: _____________________________________ Phone #: _________________________________
Title: _____________________________________
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County :
OCFA COMMENTS:
No further action required on this specific plan type, based
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________ Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs
1000 W MacArthur Blvd
Unit# 721/23/2025
STRUCTURAL CALCULATIONS
RAILING UPGRADE
1000 West MacArthur Blvd.
Santa Ana, CA 92707
Client: Fowers Architects, Inc.
Job Number: 24051
October 15, 2024
9 7 5 1 O L Y M P I C D R I V E
H U N T I N G T O N B E A C H , C A 9 2 6 4 6
1000 W MacArthur Blvd
Unit# 721/23/2025
Design Loads
Job Number:24051
Name:MacArthur Rails
Roof Framing
Pitch:4.0 : 12 Slope Factor: 1.054
DL (psf)x Factor Adj. DL
Roofing:10.00 1.054 10.54 psf
Sheathing:4.63 1.054 4.88
Roof Joists:1.24 1.054 1.30
Sub-total: 16.72 psf
Misc.:1.28
DL:18.00 psf
LL:20.00 psf
TL:38.00 psf
Deck Framing DL (psf)
Finish: 1.00 psf
Sheathing: 4.63
Sheathing: 2.75
Floor Joists: 1.24
Mech'l / Plumb'g: 2.00
Sub-total: 11.61 psf
Misc.:1.39
DL:13.00 psf
LL:60.00 psf
TL:73.00 psf
Description
Concrete Tile
2x6 Decking
Pipe, Ductwork, etc.
Description
Dex-O-Tex
3/4" OSB (44 pcf)
4x6's @ 48"oc
2x6 Decking
4x6's @ 48"oc
Page 2 of 8
1000 W MacArthur Blvd
Unit# 721/23/2025
ASCE Hazards Report
Address:
1000 W Macarthur Blvd
Santa Ana, California
92707
Standard:ASCE/SEI 7-16 Latitude:33.69924
Risk Category:II Longitude:-117.881378
Soil Class:D - Default (see
Section 11.4.3)
Elevation:33.55876461718752 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Tue Oct 15 2024
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 3https://ascehazardtool.org/Tue Oct 15 2024
Page 3 of 8
1000 W MacArthur Blvd
Unit# 721/23/2025
SS : 1.282
S1 : 0.46
F a : 1.2
F v : N/A
SMS : 1.538
SM1 : N/A
SDS : 1.025
SD1 : N/A
T L : 8
PGA : 0.547
PGA M : 0.657
F PGA : 1.2
Ie : 1
C v : 1.356
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Tue Oct 15 2024
Page 2 of 3https://ascehazardtool.org/Tue Oct 15 2024
Page 4 of 8
1000 W MacArthur Blvd
Unit# 721/23/2025
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Page 3 of 3https://ascehazardtool.org/Tue Oct 15 2024
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1000 W MacArthur Blvd
Unit# 721/23/2025
Wood Column
LIC# : KW-06016311, Build:20.24.10.03 JJS STRUCTURAL (c) ENERCALC, LLC 1982-2024
DESCRIPTION:GUARDRAIL POSTS
Project File: 24051 Calcs.ec6
Project Title:RAILING UPGRADE
Engineer:
Project ID:24051
Project Descr:GUARDRAIL REPLACEMENT
.Code References
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combinations Used : ASCE 7-16
General Information
Wood Section Name 2-2x6Analysis Method :
4Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations )Allow Stress Modification Factors
End Fixities Top Free, Bottom Fixed
Wood Species Douglas Fir-Larch
Wood Grade No.2
Fb + 900.0
900.0 psi
1,350.0
625.0
180.0
575.0
31.210
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.30
Use Cr : Repetitive ?
Kf : Built-up columns 1.0
Exact Width 3.0 in
Exact Depth 5.50 in
Area 16.50 in^2
Ix 41.594 in^4
Iy 12.375 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.10
1,600.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.30
x-x Bending y-y Bending
ksi No
Minimum
Basic
ABOUT Y-Y Axis: Luy = 4 ft, Ky = 1.20
ABOUT X-X Axis: Lux = 4 ft, Kx = 2.1
Column Buckling Condition:
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 14.305 lbs * Dead Load Factor
AXIAL LOADS . . .
TOP RAIL: Axial Load at 4.0 ft, D = 0.050 k
BENDING LOADS . . .
RAIL LOAD: Lat. Point Load at 4.0 ft creating Mx-x, L = 0.250 k
.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio =0.6898
Location of max.above base 0.0 ft
Applied Axial 0.06431 k
Applied Mx -1.0 k-ft
Load Combination +D+L
Load Combination +D+L
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 34.091 psi
180.0Allowable Shear psi
0.1263 : 1 Bending Compression Tension
Location of max.above base 4.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 0.0 k Bottom along Y-Y 0.250 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 0.1378 in at 4.0 ft above base
for load combination : +D+L
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 952.52 psi
Other Factors used to calculate allowable stresses . . .
for load combination : n/a
.
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
D Only 0.900 PASS PASS0.0 0.0 4.0 ft0.680 ft0.004291
+D+L 1.000 PASS PASS0.0 0.1263 4.0 ft0.641 ft0.6898
+D+0.750L 1.250 PASS PASS0.0 0.07576 4.0 ft0.557 ft0.4159
+0.60D 1.600 PASS PASS0.0 0.0 4.0 ft0.464 ft0.002121
.
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
D Only 0.064
Page 6 of 8
1000 W MacArthur Blvd
Unit# 721/23/2025
Wood Column
LIC# : KW-06016311, Build:20.24.10.03 JJS STRUCTURAL (c) ENERCALC, LLC 1982-2024
DESCRIPTION:GUARDRAIL POSTS
Project File: 24051 Calcs.ec6
Project Title:RAILING UPGRADE
Engineer:
Project ID:24051
Project Descr:GUARDRAIL REPLACEMENT
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
+D+L 0.0630.250 0.875
+D+0.750L 0.0630.188 0.656
+0.60D 0.038
L Only 0.250 0.875
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000ftft inin 0.000
+D+L 0.0000 0.092 3.500ftft inin 0.000
+D+0.750L 0.0000 0.069 3.500ftft inin 0.000
+0.60D 0.0000 0.000 0.000ftft inin 0.000
L Only 0.0000 0.091 3.477ftft inin 0.000
.Sketches
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1000 W MacArthur Blvd
Unit# 721/23/2025
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1000 W MacArthur Blvd
Unit# 721/23/2025