HomeMy WebLinkAbout1951 E Carnegie Ave - Plan1
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RTU Unit
Replacement
1951 Carnegie Ave
Santa Ana
CA 92705
24-0417-00
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JOB NUMBER:
DRAWN:
DESIGNED:
CHECKED:
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03-11-2025
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VICINITY MAP, SITE
PLAN,
STRUCTURAL
NOTES, AND
ABBREVIATIONS
NONE
LONG BEACH • SAN DIEGO
LONG BEACH OFFICE
3900 Cover Street, Long Beach
CA 90808 • 562.985.3200
S T R U C T U R A L E N G I N SREE
No.3503
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VICINITY MAP
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SYMBOLS
#POUND, NUMBER, QUANTITY
@ AT
<LESS THAN
>GREATER THAN
±PLUS OR MINUS
°DEGREE
Ø DIAMETER
ABBREVIATIONS
AB ANCHOR BOLT
ADDL ADDITIONAL
ADJ ADJACENT
ALT ALTERNATE
APPROX APPROXIMATE, APPROXIMATELY
ARCH ARCHITECT, ARCHITECTURAL
BLKG BLOCKING, BLOCK
BM BEAM
BOT BOTTOM
BTWN BETWEEN
CALCS CALCULATIONS
CG CENTER OF GRAVITY
CL CENTERLINE
CLR CLEAR, CLEARANCE
COL COLUMN
CONC CONCRETE
CONN CONNECT, CONNECTION
CONT CONTINUOUS
DIA DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DWG DRAWING
(E)EXISTING
EA EACH
EF EACH FACE
ELEC ELECTRICAL
EMBED EMBED, EMBEDDED, EMBEDMENT
EOR ENGINEER OF RECORD
EQ EQUAL
EQUIP EQUIPMENT
EW EACH WAY
EXP EXPANSION
EXT EXTERIOR
FDN FOUNDATION
FTG FOOTING
GA GAUGE
GALV GALVANIZE
HORIZ HORIZONTAL
INFO INFORMATION
KB-TZ2 HILTI KWIK BOLT TZ2 (ANCHOR)
LBS POUNDS
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LOCS LOCATIONS
LONG LONGITUDINAL
LSH LONG SIDE HORIZONTAL
LSV LONG SIDE VERTICAL
MANUF MANUFACTURER
MAX MAXIMUM
MECH MECHANICAL
MHP MHP STRUCTURAL ENGINEERS
MIN MINIMUM
(N)NEW
N/A NOT APPLICABLE
NTS NOT TO SCALE
NWT NORMAL-WEIGHT
OC ON CENTER
OP OPERATING
PEN PENETRATION
PERP PERPENDICULAR
PL PLATE, PROPERTY LINE
QTY QUANTITY
REINF REINFORCING
REQD REQUIRE, REQUIRED
SCHED SCHEDULE
SEOR STRUCTURAL ENGINEER OF RECORD
SHTG SHEATHING
SIM SIMILAR
SMS SHEET METAL SCREW
SQ SQUARE
SS STAINLESS STEEL
STAGG STAGGER
STIFF STIFFEN, STIFFENER
STRUC STRUCTURAL
SYM SYMMETRICAL
T&B TOP & BOTTOM
THK THICK, THICKNESS
THRU THROUGH
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
VERT VERTICAL
VIF VERIFY IN FIELD
W/WITH
W/O WITHOUT
WT WEIGHT
ABBREVIATIONS:
CODES/INSTITUTIONS/ASSOCIATIONS
ACI AMERICAN CONCRETE INSTITUTE
AF&PA (NDS) AMERICAN FOREST & PAPER ASSOCIATION (NDS)
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISI AMERICAN IRON AND STEEL INSTITUTE
APA-EWA APA-ENGINEERED WOOD ASSOCIATION
ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS
ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS
AWS AMERICAN WELDING SOCIETY
CBC CALIFORNIA BUILDING CODE
NDS NATIONAL DESIGN SPECIFICATIONS
SDI STEEL DECK INSTITUTE
SJI STEEL JOIST INSTITUTE
SSMA STEEL STUD MANUFACTURERS ASSOCIATION
GENERAL STRUCTURAL NOTES:
DESIGN CRITERIA:
CODE OF RECORD:2022 EDITION, CALIFORNIA BUILDING CODE
DESIGN LOADS:
BASIC WIND SPEED 95 MPH (3-SECOND GUST)
WIND EXPOSURE CATEGORY B
ANALYSIS PROCEDURE SEISMIC DESIGN FOR NONSTRUCTURAL COMPONENTS (ASCE
7-16, CHAPTER 13)
RISK CATEGORY II
SEISMIC SITE CLASS D (DEFAULT)
SEISMIC DESIGN CATEGORY D
SPECTRAL RESPONSE ACCELERATIONS SS = 1.266, SDS = 1.013
SEISMIC IMPORTANCE FACTOR, IP 1.0
RTU UNIT WITH NEOPRENE PADS
COMPONENT AMPLIFICATION FACTOR aP = 2.5
COMPONENT RESPONSE MODIFICATION FACTOR RP = 2.0
OVERSTRENGTH FACTOR Ω0 = 2.0
1.GOVERNING CODE AUTHORITY FOR THIS PROJECT: CITY OF SANTA ANA AND IS REFERRED TO AS “THE GOVERNING
AGENCY” IN THESE AND OTHER STRUCTURAL NOTES SECTIONS.
2.GENERAL NOTES AND TYPICAL DETAILS SHALL APPLY TO ALL PARTS OF THE JOB, EXCEPT WHERE THEY MAY DIFFER WITH
DETAILS AND NOTES ON OTHER SHEETS, IN WHICH CASE THE DETAILS AND NOTES ON OTHER SHEETS SHALL GOVERN.
DETAIL MARKS WITH "SIM" NOTED INDICATES THAT DETAIL CONTAINS MODIFIED INFORMATION APPLICABLE TO THE
CONDITION REFERENCED.
3.SEE MECHANICAL, ELECTRICAL OR PLUMBING (MEP) DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS (EXCEPT AS
NOTED), INSERTS, FINISHES, ETC., FOR DETAILS (EXCEPT AS SHOWN), AND FOR DIMENSIONS NOT SHOWN ON
STRUCTURAL DRAWINGS. WHERE DIMENSIONS DIFFER BETWEEN PLANS, NOTIFY SEOR AND AWAIT DIRECTION PRIOR TO
PROCEEDING WITH WORK.
4.DO NOT INSERT MECHANICAL, ELECTRICAL OR PLUMBING (MEP) SLEEVES, PIPES OR CONDUIT IN CONCRETE WITHOUT
PRIOR APPROVAL OF THE SEOR, TYPICAL UNLESS NOTED OTHERWISE ON PLAN.
5.OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS
SHALL BE BROUGHT TO THE ATTENTION OF THE SEOR PRIOR TO PROCEEDING WITH ANY WORK INVOLVED.
6.THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL
DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT AND THE SEOR AND SHALL
BE RESOLVED PRIOR TO PROCEEDING WITH THE WORK.
7.ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST CURRENT
KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS,
THEY SHALL BE REPORTED TO THE SEOR SO THAT THE PROPER REVISION MAY BE MADE. MODIFICATIONS OF
CONSTRUCTION DETAILS SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE SEOR.
8.THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE
METHOD OR SEQUENCE OF CONSTRUCTION, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL SUPERVISE AND
DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,
SEQUENCES AND PROCEDURES, INCLUDING BUT NOT LIMITED TO BRACING, SHORING AND LAYDOWN OF CONSTRUCTION
MATERIALS.
9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY CONSTRUCTION LOADING, INCLUDING LOADING FROM
EQUIPMENT SUCH AS SKIP LOADERS, SCISSOR LIFTS, ETC., ON ALL PORTIONS OF THE STRUCTURE, WHETHER ELEVATED
OR ON-GRADE. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR THE PATH-OF-TRAVEL FOR MOVING PERMANENT
EQUIPMENT TO ITS FINAL LOCATION; INCLUDING THE EFFECTS OF TEMPORARY LOADING AS THE EQUIPMENT IS
INSTALLED. THE CONTRACTOR MAY USE THE “DESIGN LOADS” INFORMATION PROVIDED ABOVE WHEN CONSIDERING
TEMPORARY CONSTRUCTION LOADING CONDITIONS.
10.OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE ARCHITECT/SEOR SHALL NOT INCLUDE
INSPECTIONS OF THE PROTECTIVE MEASURES OF THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES
PERFORMED BY THE ARCHITECT/SEOR DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND
DETAILED SPECIAL INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED
BY THE ARCHITECT/SEOR, WHETHER OF MATERIAL OR WORK, AND WHETHER PERFORMED PRIOR TO, DURING OR AFTER
COMPLETION OF CONSTRUCTION, ARE PERFORMED SOLELY FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND
IN ACHIEVING CONFORMANCE WITH CONTRACT DOCUMENTS, BUT DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE,
AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION.
11.ASTM DESIGNATIONS AND ALL STANDARDS REFER TO THE LATEST ADOPTED AMENDMENTS.
12.WHEN THE ALLOWANCE FOR SUBSTITUTION OF A SPECIFIED MATERIAL OR PRODUCT DESIGNATION IS IMPLIED ON THE
DESIGN DRAWINGS BY THE USE OF THE WORDS "OR APPROVED EQUAL", APPROVAL SHALL BE OBTAINED FROM THE
SEOR AND THE GOVERNING AGENCY PRIOR TO FABRICATION OR INSTALLATION OF THE SUBSTITUTED MATERIAL OR
PRODUCT.
13.DIMENSIONS SHALL GOVERN OVER SCALES SHOWN ON DRAWINGS.
14.THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE SPECIAL INSPECTIONS DURING
CONSTRUCTION WHEN SO SPECIFIED ON THE CONTRACT DRAWINGS AND SPECIFICATIONS FOR CERTAIN TYPES OF
WORK. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE HIS COMPETENCE, TO THE
SATISFACTION OF THE GOVERNING AGENCY, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR
OPERATION REQUIRING SPECIAL INSPECTION. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR
CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS. THE SPECIAL INSPECTOR SHALL FURNISH
INSPECTION REPORTS TO THE SEOR AND TO THE GOVERNING AGENCY. ALL DISCREPANCIES SHALL BE BROUGHT TO THE
IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE SEOR AND TO THE
GOVERNING AGENCY. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK
REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF HIS KNOWLEDGE, IN CONFORMANCE WITH THE DESIGN
DRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISION OF THE CODE AND OTHER
APPLICABLE REGULATIONS IDENTIFIED ON THE PLANS OR IN THE PROJECT SPECIFICATIONS.
15.UNLESS SPECIFICALLY SHOWN ON THESE PLANS, NO STRUCTURAL MEMBER (BEAM, COLUMN, SHEARWALL, GRADE BEAM,
ETC.) SHALL BE CUT, DRILLED OR NOTCHED WITHOUT PRIOR AUTHORIZATION FROM THE SEOR AND THE GOVERNING
AGENCY.
16.DIMENSIONS OF EQUIPMENT ANCHOR/ MOUNTING LOCATIONS AND SIZE OF ANCHORAGE BRACKETS SHOWN ON PLANS
AND/OR DETAILS ARE TO BE COORDINATED WITH ACTUAL EQUIPMENT TO BE INSTALLED. CONTRACTOR TO VERIFY THE
EXACT SIZE AND LOCATION OF ALL EQUIPMENT ANCHOR/ MOUNTING HOLES LOCATIONS AND SIZE OF ANCHORAGE
BRACKETS PRIOR TO INSTALLATION. WHERE ACTUAL EQUIPMENT DIMENSIONS DO NOT FALL WITHIN THE MINIMUM OR
MAXIMUM DIMENSIONS PROVIDED ON PLANS AND/OR DETAILS OR THE ANCHORAGE BRACKETS ARE NOT THE CORRECT
SIZE TO ALLOW FOR PROPER INSTALLATION OF THE EQUIPMENT, NOTIFY SEOR AND AWAIT DIRECTION PRIOR TO
PROCEEDING WITH WORK.
FRAMING LUMBER:
1.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH, WEST COAST (WCDF) OF THE FOLLOWING MINIMUM GRADES
(UNLESS NOTED OTHERWISE):
A.PLATES, BLOCKING, 2X FRAMING AND 2X6 STUDS AND LARGER = NO. 2
B.2X4 STUDDING = CONSTRUCTION GRADE
C.BEAMS, HEADERS, POSTS AND OTHER 4X OR LARGER MEMBERS (UNO) = NO. 1
2.STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR CONFORMING TO UNITED STATES PRODUCT STANDARD PS-1-19
EXPOSURE I, MARKED STRUCTURAL I AND SHALL BE STAMPED BY AN APPROVED FABRICATOR.
3.REDBUILT LAMINATED LUMBER SHALL BE SERIES LVL BEAM/JOIST AND INSTALLATION SHALL CONFORM TO ICC ESR-2993.
ALLOWABLE DESIGN VALUES SHALL BE:
FB = 2,900 PSI FC (PERPENDICULAR) = 750 PSI
FV = 285 PSI FC (PARALLEL) = 2,635 PSI
FT = 1,660 PSI E = 2X106 PSI
4.TRUS JOIST LAMINATED LUMBER SHALL BE 2.0E PARALLAM PSL, AND INSTALLATION SHALL CONFORM TO ICC ESR-1387.
ALLOWABLE DESIGN VALUES SHALL BE:
FB = 2,900 PSI FC (PERPENDICULAR) = 625 PSI
FV = 290 PSI FC (PARALLEL) = 2,900 PSI
FT = 2,025 PSI E = 2X106 PSI
5.EQUAL LAMINATED LUMBER MAY BE SUBSTITUTED PROVIDED GRADING AGENCY REPORT FOR SUBSTITUTION HAS
EQUIVALENT OR GREATER ALLOWABLE DESIGN VALUES. GRADING AGENCY REPORT AND EQUIVALENT MEMBERS SHALL
BE SUBMITTED TO STRUCTURAL ENGINEER FOR APPROVAL.
6.“STRUCTURAL WALLS” WHERE CALLED OUT IN THE DRAWINGS REFERS TO SHEAR WALLS, EXTERIOR WALLS, AND/OR
BEARING WALLS.
7.CONTRACTOR SHALL COORDINATE SPECIAL INSPECTIONS AND CONSTRUCTION SCHEDULE SO THAT ALL ELEMENTS
REQUIRING SPECIAL INSPECTION MAY BE OBSERVED BY THE SPECIAL INSPECTOR PRIOR TO INSTALLATION OF COVERING
MATERIAL.
8.FRAMING ON WHICH THE DIAPHRAGM AND SHEAR WALL SHEATHING IS INSTALLED SHALL BE OF THE SIZE AND GRADE
AND MOISTURE CONTENT SPECIFIED. WET LUMBER SHALL BE ALLOWED TO AIR DRY TO COMPLY WITH THE SPECIFIED
MOISTURE CONTENT UNDER WHICH IT IS GRADED, PRIOR TO COVERING WITH SHEATHING. SPACING OF FRAMING
MEMBERS SHALL BE AS SPECIFIED AND ACCURATELY MAINTAINED SO AS TO ENSURE ADEQUATE EDGE AND END
DISTANCES. WHERE ADEQUATE EDGE OR END DISTANCES ARE NOT OBTAINED, THE FRAMING SHALL BE ADJUSTED OR
THE SHEATHING TRIMMED TO SECURE PROPER END AND EDGE DISTANCES AND OTHER CLEARANCES. FRAMING
OBSERVED TO HAVE BEEN SPLIT BY FASTENERS SHALL BE REPLACED AND THE SHEATHING REFASTENED.
9.SHEATHING SHALL BE OF THE TYPE, THICKNESS AND GRADE CALLED FOR ON THE PLANS. ALTERNATE SHEATHING
MATERIAL SHALL NOT BE USED WITHOUT THE WRITTEN AUTHORIZATION OF THE SEOR.
10.FASTENERS USED TO CONNECT SHEATHING TO UNDERLYING FRAMING SHALL BE OF THE SIZE SPECIFIED ON THE PLANS,
INSTALLED AT THE CENTER-TO-CENTER SPACING NOTED THEREIN. FASTENERS SHALL BE INSTALLED AT THE MINIMUM
DISTANCE FROM THE EDGE OR END OF THE DIAPHRAGM OR SHEAR WALL SHEATHING. THE FASTENER HEAD SHALL BE
DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. FASTENERS SHALL BE STAGGERED ALONG
THE UNDERLYING FRAMING MEMBERS TO THE EXTENT PERMITTED BY EDGE AND END DISTANCE REQUIREMENTS.
FASTENERS SHALL PENETRATE THROUGH THE SHEATHING AND INTO SOLID FRAMING OR BLOCKING BEHIND.
INCORRECTLY FASTENED SHEATHING SHALL BE IDENTIFIED AND REPAIRED AS DIRECTED BY THE SEOR.
11.BLOCKING CALLED FOR AT THE UNSUPPORTED EDGES OF PANEL SHEATHING AND ELSEWHERE, SHALL BE OF THE
THICKNESS AND GRADE OF MATERIAL SPECIFIED AND/OR NOTED. BLOCKING BETWEEN WOOD MEMBERS SHALL BE
SNUGLY FIT. BLOCKING OBSERVED TO HAVE BEEN SPLIT BY THE FASTENERS SHALL BE REPLACED AND SHEATHING
REFASTENED.
12.NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY SHOWN, NOTED OR APPROVED BY THE
SEOR.
13.MAXIMUM MOISTURE CONTENT FOR 2X FRAMING SHALL NOT EXCEED 19 PERCENT (19%) AT TIME OF COVER-UP
(COVER-UP INCLUDES APPLICATION OF PLYWOOD OR GYPBOARD). 2X FRAMING SHALL BE STAMPED “S-DRY” OR “KD”. FOR
PROJECTS NOT GOVERNED BY DSA OR OSHPD, 2X FRAMING MAY BE STAMPED “S-GREEN”. MOISTURE CONTENT OF 2X
FRAMING SHALL BE TESTED AND INSPECTED PER FRAMED LUMBER SPECIAL INSPECTION NOTES.
14.BOLT HOLE DIAMETER SHALL BE THE DIAMETER OF BOLT PLUS 1/16" UNLESS NOTED OTHERWISE. PROVIDE WASHERS
UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL BOLTS SHALL BE RE-TIGHTENED JUST
PRIOR TO COVER-UP.
15.PRESERVATIVE-TREATED WOOD (I.E. PROTECTED AGAINST DECAY OR INSECT ATTACK) SHALL BE USED FOR WOOD
FRAMING MEMBERS WHICH FORM THE STRUCTURAL SUPPORTS OF BUILDINGS, BALCONIES, PORCHES OR SIMILAR
PERMANENT BUILDING APPURTENANCES WHEN SUCH MEMBERS ARE EITHER IN CONTACT WITH CONCRETE OR MASONRY
OR ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER
COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION ON THE SURFACE OR AT JOINTS BETWEEN MEMBERS.
WHERE MEMBERS ARE FIELD CUT, DRILLED, NOTCHED OR OTHERWISE ALTERED IN THE FIELD, ALL AFFECTED SURFACES
SHALL BE RE-TREATED.
16.WOOD FRAMING TO BE PRESERVATIVE-TREATED SHALL CONFORM TO THE REQUIREMENTS OF THE AWPA STANDARD U1
AND APPLICABLE AWPA UC STANDARDS FOR THE SPECIES, PRODUCT, PRESERVATIVE AND END USE. THESE WOOD
MEMBERS SHALL BEAR THE QUALITY MARK OF AN INSPECTION AGENCY THAT MAINTAINS CONTINUING SUPERVISION,
TESTING AND INSPECTION OVER THE QUALITY OF THE PRESERVATIVE-TREATED WOOD.
17.WHERE PRESERVATIVE-TREATED WOOD IS USED IN ENCLOSED LOCATIONS WHERE DRYING IN SERVICE CANNOT READILY
OCCUR, SUCH WOOD SHALL BE AT A MOISTURE CONTENT OF 19 PERCENT (19%) OR LESS BEFORE BEING COVERED WITH
INSULATION, INTERIOR WALL FINISH, FLOOR COVERING OR OTHER MATERIALS.
18.FRAMING HANGERS, CAPS, HOLDOWNS, POST BASES, ANCHORS, CONNECTORS, ETC., SHALL BE AS MANUFACTURED BY
"SIMPSON COMPANY" OR APPROVED EQUAL TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO
INSTALLATION. NAIL OPTIONS THAT SIMPSON PROVIDES FOR FULL CONNECTOR VALUE OTHER THAN COMMON WIRE MAY
BE USED.
19.FASTENERS INCLUDING NUTS AND WASHERS IN INTERIOR LOCATIONS IN CONTACT WITH PRESERVATIVE-TREATED WOOD
MEMBERS SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL (ASTM A-153), STAINLESS STEEL, SILICON BRONZE
OR COPPER, EXCEPT THAT ANCHOR BOLTS MAY BE IN ADDITION OF MECHANICALLY DEPOSITED ZINC-COATED STEEL
(ASTM B-695, CLASS 55 MINIMUM). WHERE FASTENERS IN INTERIOR LOCATIONS (EXCLUDING EXTERIOR WALL SILL
PLATES) IN CONTACT WITH ZINC BORATE PRESERVATIVE-TREATED WOOD MAY BE PLAIN CARBON STEEL.
20.NAILS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F-1667. NAILS SHALL BE COMMON WIRE (UNO) AND THE
NUMBER OF NAILS CONNECTING WOOD MEMBERS SHALL BE PER THE PLANS AND DETAILS BUT NOT LESS THAN THE
AMOUNTS SET FORTH IN TYPICAL WOOD FASTENING SCHEDULE IN THE DRAWINGS. GALVANIZED COMMON NAILS SHALL
BE USED FOR ALL EXPOSED EXTERIOR WOOD. COMMON NAILS SHALL CONFORM TO THE SPECIFICATIONS OF NAIL
PROPERTIES SCHEDULE BELOW:
21.TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF APPROXIMATELY 30 DEGREES WITH THE MEMBER AND STARTED
APPROXIMATELY 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END.
22.SEE SPECIAL INSPECTION NOTES FOR INSPECTION REQUIREMENTS.
NAIL PROPERTIES SCHEDULE
DESIGNATION LENGTH WIRE DIAMETER HEAD DIAMETER
6d 2"0.113"0.266"
8d 2 1/2"0.131"0.281"
10d 3"0.148"0.312"
12d 3 1/4"0.148"0.312"
16d 3 1/2"0.162"0.344"
20d 4"0.192"0.406"
NOTE: 10d COMMON SHORT (2 1/8" LONG) MAY BE USED AT 1/2" AND THINNER
PLYWOOD IN LIEU OF 10d COMMON (3") OR 8d COMMON (2 1/2" LONG). NAILING
SHALL NOT BREAK THROUGH OUTER PLY OF PLYWOOD. IF PNEUMATIC GUNS
ARE USED, THEY SHALL BE ADJUSTED TO SATISFY THE ABOVE CRITERIA.
SPECIAL INSPECTIONS:
1.THE OWNER, OR THE OWNER'S AUTHORIZED AGENT (OTHER THAN THE CONTRACTOR AS APPLICABLE) SHALL EMPLOY
ONE OR MORE SPECIAL INSPECTORS, INCLUDING AS APPLICABLE AN INSPECTOR OF RECORD (IOR), WHO SHALL PROVIDE
SPECIAL INSPECTIONS DURING CONSTRUCTION FOR CERTAIN TYPES OF WORK WHEN SO SPECIFIED IN THE CONTRACT
DOCUMENTS AND PROJECT SPECIFICATIONS. WHERE AN IOR IS REQUIRED BY THE GOVERNING AGENCY, THE IOR MAY
PERFORM SPECIAL INSPECTIONS IF THAT PERSON IS QUALIFIED PER THE GOVERNING AGENCY'S STANDARDS FOR THE
SPECIAL INSPECTION REQUIRED. WHERE AN IOR IS NOT REQUIRED, THESE SPECIAL INSPECTIONS SHALL BE IN ADDITION
TO AND COMPLEMENTARY WITH THE INSPECTIONS PROVIDED BY THE GOVERNING AGENCY.
2.THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON FROM AN APPROVED AGENCY CONFORMING TO ASTM C1077
WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE ARCHITECT, STRUCTURAL ENGINEER OF
RECORD AND THE GOVERNING AGENCY, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION
REQUIRING SPECIAL INSPECTION.
3.THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE DESIGN DRAWINGS,
SPECIFICATIONS AND APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE AND OTHER APPLICABLE REGULATIONS
IDENTIFIED WITHIN THE CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE
ATTENTION OF THE GENERAL CONTRACTOR FOR CORRECTION AND THEN, IF UNCORRECTED, TO THE ATTENTION OF THE
ARCHITECT, STRUCTURAL ENGINEER OF RECORD AND THE GOVERNING AGENCY. IT SHALL BE THE GENERAL
CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE SPECIAL INSPECTOR AND SCHEDULE THE SPECIAL
INSPECTIONS WITH ADEQUATE TIME TO ADDRESS ANY AND ALL POTENTIAL DISCREPANCIES PRIOR TO PROCEEDING
WITH SUBSEQUENT WORK THAT COVERS OR OTHERWISE MAKES INACCESSIBLE ANY WORK IDENTIFIED AS DEVIATING
FROM THE PROJECT REQUIREMENTS.
4.THE SPECIAL INSPECTOR SHALL FURNISH REGULAR INSPECTION REPORTS TO THE ARCHITECT, STRUCTURAL ENGINEER
OF RECORD AND THE GOVERNING AGENCY IDENTIFYING THE WORK INSPECTED AND ANY UNCORRECTED
DISCREPANCIES FROM THE CONSTRUCTION DOCUMENTS. AT THE CONCLUSION OF THE PROJECT OR THE SPECIAL
INSPECTORS ASSIGNED SCOPE OF WORK, THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING
WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF HIS OR HER KNOWLEDGE, COMPLETED IN
CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND SPECIFICATIONS (INCLUDING APPROVED RFI'S,
ADDENDUMS, ETC.) AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE AND OTHER APPLICABLE
REGULATIONS IDENTIFIED WITHIN THE CONSTRUCTION DOCUMENTS.
5.UNLESS NOTED OTHERWISE, SPECIAL INSPECTIONS INDICATED BELOW SHALL BE PROVIDED IN EITHER A CONTINUOUS
OR PERIODIC CAPACITY, AS DEFINED BELOW, AS REQUIRED BY THE INDIVIDUAL CODE OR REFERENCED STANDARD.
6.CONTINUOUS - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE
INSPECTED IS BEING PERFORMED.
7.PERIODIC - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO
BE INSPECTED HAS BEEN OR IS BEING PERFORMED. FOR STRUCTURAL STEEL, PERIODIC INSPECTION IS FURTHER
DEFINED SUCH THAT ITEMS ARE OBSERVED ON A RANDOM BASIS.
8.FOR STRUCTURAL STEEL WELDING AND BOLTING, SPECIAL INSPECTION SHALL BE PROVIDED IN EITHER AN OBSERVE OR
PERFORM CAPACITY AS DEFINED BELOW:
·OBSERVE (O) - INSPECTOR SHALL OBSERVE THESE ITEMS ON A RANDOM BASIS
·PERFORM (P) - INSPECTOR SHALL OBSERVE OR PERFORM SPECIFIED TASK FOR EACH WELDED OR BOLTED JOINT
OR MEMBER
9.QUALITY CONTROL (QC) INSPECTION TASKS SHALL BE PERFORMED BY THE FABRICATOR'S OR ERECTOR'S QC INSPECTOR
(QCI) AS INDICATED. QUALITY ASSURANCE (QA) INSPECTION TASKS SHALL BE PERFORMED BY THE QA INSPECTOR (QAI)
AS INDICATED. WHEN A TASK IS INDICATED TO BE PERFORMED BY BOTH THE QAI AND QCI, COORDINATION IS PERMITTED
SO THAT THE INSPECTION FUNCTIONS ARE PERFORMED BY ONLY ONE PARTY. WHEN THE QAI RELIES ON THE QCI, THE
APPROVAL OF THE SEOR AND AGENCY HAVING JURISDICTION IS REQUIRED.
10.THE FOLLOWING CONSTRUCTION ELEMENTS AND MATERIALS SHALL BE INSPECTED AND EVALUATED BY A SPECIAL
INSPECTOR IN ACCORDANCE WITH THE NOTED CBC SECTIONS AND REFERENCED STANDARDS, WHERE ELEMENTS AND
MATERIALS ARE PRESENT ON THE PROJECT. SEE GENERAL NOTES FOR EACH MATERIAL FOR ADDITIONAL
REQUIREMENTS, IN ADDITION TO TABLES AND NOTES BELOW:
FRAMED LUMBER SPECIAL INSPECTION NOTES:
1.MOISTURE CONTENT OF 2X FRAMING SHALL BE TESTED WITH A MOISTURE METER HAVING ONE INCH (1”) NEEDLE IN THE
PRESENCE OF A SPECIAL INSPECTOR.
STRUCTURAL AND MISCELLANEOUS STEEL:
1.ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS (AISC 360).
2.ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATION (UNLESS NOTED
OTHERWISE):
A.ANGLES AND PLATES ASTM A-36 FY=36KSI
3.AFTER FABRICATION, ALL STEEL SHALL BE CLEANED FREE OF RUST, LOOSE MILL SCALE, AND OIL.
4.ALL STEEL EXPOSED TO MOISTURE OR WEATHER SHALL BE HOT-DIPPED GALVANIZED, UNLESS NOTED OTHERWISE.
GALVANIZING SHALL BE IN CONFORMANCE WITH ASTM A123 AND A153. REPAIR GALVANIZING AFTER WELDING SHALL BE
IN ACCORDANCE WITH ASTM A780.
5.WHERE CARBON STEEL IS IN CONTACT WITH STAINLESS STEEL OR WHERE EITHER CARBON OR STAINLESS STEEL IS IN
CONTACT WITH ALUMINUM, PHENOLIC SHIM OR BREAK SHALL BE INSTALLED TO SEPARATE DISSIMILAR METALS.
SCOPE OF WORK:
MECHANICAL AND STRUCTURAL SCOPE
OF WORK CONSISTS OF REPLACING
THREE AIR HANDLING UNITS AT THE
SUBJECT PROJECT ROOF.
PROJECT LOCATION:
1951 CARNEGIE AVE
SANTA ANA, CA 92705
SITE PLAN
SCALE: NONE
C
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KEY PLAN
SCALE: 1/32" = 1'-0"
(E) 1-STORY BUILDING
±89,000 SQ FT
BUILDING OWNER:
Name:LBA/PFF Industrial – Carnegie, LLC
Address:3347 Michelson Dr.
Suite 200
Irvine, CA 92612
Phone: (949) 648-0741
Email: cjimenez@lbarealty.com
PL
PL
PL
PL
25
'
±
40' ±
10
5
'
±
88' ±
No.3503
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Exp. 3/31/2026
Bldg #101122969
APPROVALS:
PLNG - C. Santana
POLICE - B. Martin
PUBLIC WORKS - Y. Soto
(E
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8
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(E
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(E
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2
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(E
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(E) 6 3/4x43 1/2 GLB, TYP (E) 6 3/4x30 GLB, TYP (E) 6 3/4x36 GLB, TYP
(E) 6 3/4x43 1/2 GLB, TYP (E) 6 3/4x30 GLB, TYP (E) 6 3/4x36 GLB, TYP
(E) 4x12 @ 8"OC, TYP(E) 4x12 @ 8"OC, TYP (E) 4x12 @ 8"OC, TYP (E) 4x12 @ 8"OC, TYP (E) 4x12 @ 8"OC, TYP (E) 4x12 @ 8"OC, TYP
(E) 2x @ 24"OC. TYP
(E) 1/2" PLYWOOD ROOF
SHEATHING, VIF
RTU
8
MAX OP
WT=586#
RTU
2
MAX OP
WT=455#
RTU
13
MAX OP
WT=586#
1
S2.00TYP
(E) DUCT
OPENING, TYP
(E) UNIT WHERE
OCCURS, TYP
(E) SCREEN WALL,
TYP
(NEW)
(NEW)
(NEW)
62
'
-
0
"
±
(E
)
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2
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5
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7
48
'
-
0
"
±
V
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'
-
0
"
±
V
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42
'
-
0
"
±
V
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45
'
-
0
"
±
V
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A B C
60'-0"± VIF 60'-0"± VIF
SCALE:S2.00
ROOF INFILL AT EXISTING OPENING (WHERE OCCURS)2
1 1/2" = 1'-0"
(E) SIMPSON
HANGER, TYP VIF
(E) OPENING
(9'-6" MAX)
(E
)
O
P
E
N
I
N
G
(4
'
-
6
"
M
A
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)
NOTE:
PROVIDE 10d NAILS @ 6"OC AT ALL (N) PLY
EDGES & @ 12"OC EN
(E) 2x JOIST PER
PLAN, TYP
(E) JOIST
PER PLAN
(E) ROOF
SHEATHING
PER PLAN
(E) SHEATHING (N) SHEATHING
EN
ROOF
SHEATHING
PER PLAN
SECTION A-A
A
A
2x PER PLAN
2x BLKG PER
PLAN
2x6 @ 24"OC MAX
SIMPSON LU26 FACE
HANGER EA END, TYP
2x6 BLKG W/ (4)-10d
NAILS TO (E) JOIST,
TYP
(E) (2)-2x
1/2" STRUC PLY SHTG
2x6 BLKG W/
10d NAILS
@ 6"OC, TYP
SCALE:S2.00
LINE OF SITE 3
NONE
6'
-
0
"
300'-0"
29
'
-
0
"
62'-0"±
4'
-
7
"
MA
X
SECTION (WHERE SCREEN WALL OCCURS)
2'
-
0
"
4'
-
7
"
M
A
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NOTE:
LINE OF SITE IS ADEQUATE FOR THE
NEW UNIT BEING REPLACED THAT IS
NOT CURRENTLY BEHIND A SCREEN
WALL BASED ON THE EXISTING
FIELD DIMENSIONS AS SHOWN.
BELOW PARAPET
SCALE:S2.00
RTU UNIT ANCHORAGE 1
1/2" = 1'-0"
PLAN VIEW AT BASE
L2
M
I
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W2 MIN
L3x3x3/16 x0'-4" LONG W/ (3)-#12
SMS TO UNIT & 1/2"Ø LAG
SCREW (3" MIN PEN) TO 4x
BELOW, TYP EA CORNER AS
SHOWN (4 TOTAL)
6"
MA
X
TY
P
8"
MA
X
H
M
A
X
W1±L1±
(E) PLYWOOD ROOF
SHEATHING PER PLAN
(E) 2x JOIST PER
PLAN, TYP
SIMP A35, SLEEPER TO
SLEEPER, EA CORNER
(E) 4x MEMBER
WHERE OCCURS
PER PLAN
4x SLEEPER (FIELD
VERIFY DEPTH), TYP
ALL 4 SIDES
1/2" PLYWOOD W/
10d @ 6",6",12
(BN,EN,FN)
ANCHOR PER
PLAN VIEW, TYP
A
A
RTU UNIT PER PLAN,
MAX OP WT=SEE SCHED
SIMP A34, TYP
EA SIDE, EA END
2 3/4" MIN
8" MAX
TYP
2"
TYP
4x6 BLKG W/ SIMP A35
EA SIDE, EA END, TYP
AT SLEEPER ANGLES
4x6 W/ SIMP A34 EA
SIDE, EA END, TYP AT
ANGLES AS SHOWN
2x6 @ 16"OC W/
SIMP A34 EA SIDE,
EA END, TYP UNO
L3x3x12GA x0'-6" BENT PL W/
(2)-1/2"Ø LAG SCREWS (3" MIN
PEN) TO SLEEPER & (2)-1/2"Ø
LAG SCREWS (4" MIN PEN) TO
4x BLOCK, TYP EA END OF
SLEEPER AS SHOWN
SECTION A-A
8'-0" MAX
TYP
EQ
TYP EQ
TYP
EQ TYP
NEOPRENE PAD PER MECH,
TYP UNDER EA ANCHOR
(E) GLB WHERE
OCCURS PER PLAN
EQUIPMENT SCHEDULE
UNIT MAX OP WT H W1 L1 W2 L2
RTU-2 455#49"44"48"47"36"
RTU-8, 13 586#34"46"74"49"62"
SCALE:S2.00
ROOF INFILL AT EXISTING OPENING (WHERE OCCURS)2
1 1/2" = 1'-0"
(E) SIMPSON
HANGER, TYP VIF
(E) OPENING
(9'-6" MAX)
(E
)
O
P
E
N
I
N
G
(4
'
-
6
"
M
A
X
)
NOTE:
PROVIDE 10d NAILS @ 6"OC AT ALL (N) PLY
EDGES & @ 12"OC EN
(E) 2x JOIST PER
PLAN, TYP
(E) JOIST
PER PLAN
(E) ROOF
SHEATHING
PER PLAN
(E) SHEATHING (N) SHEATHING
EN
ROOF
SHEATHING
PER PLAN
SECTION A-A
A
A
2x PER PLAN
2x BLKG PER
PLAN
2x6 @ 24"OC MAX
SIMPSON LU26 FACE
HANGER EA END, TYP
2x6 BLKG W/ (4)-10d
NAILS TO (E) JOIST,
TYP
(E) (2)-2x
1/2" STRUC PLY SHTG
2x6 BLKG W/
10d NAILS
@ 6"OC, TYP
SCALE:S2.00
LINE OF SITE 3
NONE
6'
-
0
"
300'-0"
29
'
-
0
"
62'-0"±
4'
-
7
"
MA
X
SECTION (WHERE SCREEN WALL OCCURS)
2'
-
0
"
4'
-
7
"
M
A
X
NOTE:
LINE OF SITE IS ADEQUATE FOR THE
NEW UNIT BEING REPLACED THAT IS
NOT CURRENTLY BEHIND A SCREEN
WALL BASED ON THE EXISTING
FIELD DIMENSIONS AS SHOWN.
BELOW PARAPET
SCALE:S2.00
RTU UNIT ANCHORAGE 1
1/2" = 1'-0"
PLAN VIEW AT BASE
L2
M
I
N
W2 MIN
L3x3x3/16 x0'-4" LONG W/ (3)-#12
SMS TO UNIT & 1/2"Ø LAG
SCREW (3" MIN PEN) TO 4x
BELOW, TYP EA CORNER AS
SHOWN (4 TOTAL)
6"
MA
X
TY
P
8"
MA
X
H
M
A
X
W1±L1±
(E) PLYWOOD ROOF
SHEATHING PER PLAN
(E) 2x JOIST PER
PLAN, TYP
SIMP A35, SLEEPER TO
SLEEPER, EA CORNER
(E) 4x MEMBER
WHERE OCCURS
PER PLAN
4x SLEEPER (FIELD
VERIFY DEPTH), TYP
ALL 4 SIDES
1/2" PLYWOOD W/
10d @ 6",6",12
(BN,EN,FN)
ANCHOR PER
PLAN VIEW, TYP
A
A
RTU UNIT PER PLAN,
MAX OP WT=SEE SCHED
SIMP A34, TYP
EA SIDE, EA END
2 3/4" MIN
8" MAX
TYP
2"
TYP
4x6 BLKG W/ SIMP A35
EA SIDE, EA END, TYP
AT SLEEPER ANGLES
4x6 W/ SIMP A34 EA
SIDE, EA END, TYP AT
ANGLES AS SHOWN
2x6 @ 16"OC W/
SIMP A34 EA SIDE,
EA END, TYP UNO
L3x3x12GA x0'-6" BENT PL W/
(2)-1/2"Ø LAG SCREWS (3" MIN
PEN) TO SLEEPER & (2)-1/2"Ø
LAG SCREWS (4" MIN PEN) TO
4x BLOCK, TYP EA END OF
SLEEPER AS SHOWN
SECTION A-A
8'-0" MAX
TYP
EQ
TYP EQ
TYP
EQ TYP
NEOPRENE PAD PER MECH,
TYP UNDER EA ANCHOR
(E) GLB WHERE
OCCURS PER PLAN
EQUIPMENT SCHEDULE
UNIT MAX OP WT H W1 L1 W2 L2
RTU-2 455#49"44"48"47"36"
RTU-8, 13 586#34"46"74"49"62"
ST
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RTU Unit
Replacement
1951 Carnegie Ave
Santa Ana,
CA, 92705
24-0417-00
SH
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JOB NUMBER:
DRAWN:
DESIGNED:
CHECKED:
ST
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AP
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RLB
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ISSUE DATE:
NO DATEDESCRIPTION
SCALE:
H:
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10-14-2024
S2.00
PARTIAL ROOF
FRAMING PLAN,
SECTIONS, AND
DETAILS
AS NOTED
LONG BEACH • SAN DIEGO
LONG BEACH OFFICE
3900 Cover Street, Long Beach
CA 90808 • 562.985.3200
S T R U C T U R A L E N G I N SREE
No.3503
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SCALE:S2.00
PARTIAL ROOF FRAMING PLAN A
1/8" = 1'-0"
1.SEE GENERAL NOTES SHEET(S) FOR APPLICABLE NOTES &
ABBREVIATIONS. SEE PROJECT SPECIFICATIONS WHERE
APPLICABLE FOR ADDITIONAL INFORMATION.
2.EXISTING CONSTRUCTION IS SHOWN FADED AND IS LABELED
AS EXISTING OR (E). NEW CONSTRUCTION IS SHOWN DARK AND
IS SPECIFICALLY REFERENCED BY DETAILS AND NOTES.
3.EXISTING CONDITIONS ARE SHOWN TO THE BEST OF OUR
KNOWLEDGE. CONTRACTOR IS RESPONSIBLE FOR VERIFYING
ACTUAL CONDITIONS. DISCREPANCIES BETWEEN ACTUAL FIELD
CONDITIONS AND THOSE SHOWN ON THESE DRAWINGS SHALL
BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO
PROCEEDING.
4.DIMENSIONS OF EQUIPMENT ANCHOR/ MOUNTING LOCATIONS
SHOWN ON PLANS AND/OR DETAILS ARE TO BE COORDINATED
WITH ACTUAL EQUIPMENT TO BE INSTALLED.
5.CONTRACTOR TO VERIFY THE EXACT SIZE AND LOCATION OF
ALL EQUIPMENT ANCHOR/ MOUNTING HOLES PRIOR TO
INSTALLATION. WHERE ACTUAL EQUIPMENT DIMENSIONS DO
NOT FALL WITHIN THE MINIMUM OR MAXIMUM DIMENSIONS
PROVIDED ON PLANS AND/OR DETAILS, NOTIFY SEOR AND
AWAIT DIRECTION PRIOR TO PROCEEDING WITH WORK.
6.DO NOT CUT ANY NEW OPENINGS OR ENLARGE ANY EXISTING
OPENINGS IN THE ROOF OR WALLS (FOR DUCTS, PIPES, ETC.)
UNLESS SPECIFICALLY SHOWN ON THESE STRUCTURAL
DRAWINGS.
7.MAXIMUM OPERATING WEIGHTS NOTED ON THE PLANS INCLUDE
THE WEIGHT OF UNIT PLUS ALL ACCESSORIES, CURBS,
ISOLATORS, ETC. THAT ARE ASSOCIATED WITH THE UNIT.
FRAMING PLAN NOTES
No.3503
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Exp. 3/31/2026
MHP JN: 24-0417-00
3347 Michelson Drive, Suite 200
Irvine, CA 92612
by
MHP, Inc. Structural Engineers
3900 Cover St.
Long Beach, California 90808
October 30, 2024
1951 Carnegie Ave.
Santa Ana, CA 92705
for
LBA Realty, LLC
HVAC Replacement
STRUCTURAL CALCULATIONS
for
No.3503
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1.0
Weight Comparison of (N) Equipment vs Original Equipment:
Per 2019 California Existing Building Code (2019 CEBC):
Initially, compare new unit weight to existing unit weight.
If greater than 5%, compare load increase against the original full design load on the member.
If still greater than 5%, bring member up to current code, strengthening as necessary.
Unit ID Orig Unit Weight
(lbs)
(N) Unit Weight
(lbs)% Increase Conclusion Status
AC-2 450 455 1.1% < 5% Increase O.K.
AC-8 590 586 -0.7% No Increase O.K.
AC-13 560 586 4.6% < 5% Increase O.K.
H:\2024\240417\4_Engineering\240417.Equip Anchorage
3900 Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
2.0
OCT 2024
SEISMIC FACTORS FOR EQUIPMENT ANCHORAGE
Site:
Floor (Level):
Equipment:
Seismic Design Force Factors:
ap* Rp* o Ip z h SDS**
amp factor response
mod factor
Omega
(overstrength)
Factor
importance
factor
height of
attach point
average roof
height
design
parameter at
short periods
2.5 2 2 1.0 1 1 1.013
* ASCE 7-16, Table 13.5-1, 13.6-1
**See seismic coefficients on US Seismic Design Maps output
Seismic Design Force for Equipment Anchorage
1.52 Wp (ASCE 7-16, Equation 13.3-1)
1.62 Wp (ASCE 7-16, Equation 13.3-2)
0.30 Wp (ASCE 7-16, Equation 13.3-3)
Seismic Design Force
Fp(H) =1.52 Wp 1.06 Wp
Fp (V) = .2SDS 0.20 Wp 0.14 Wp (ASCE 7-16, Section 13.3.1.2)
Overstrength Forces (Anchorage into Concrete (LRFD))
3o*Fp(H)=3.04 Wp 2.13 Wp
*No overstrength required for F p(V)
ASD (0.7 x LRFD)LRFD
LRFD ASD (0.7 x LRFD)
1951 Carnegie Ave., Santa Ana, CA 92705
Roof
Air Handling Units w/ Neoprene Pads
=
0.4
/
1 + 2
ℎ=
(min)= 0.3
=
(max)= 1.6
=
H:\2024\240417\4_Engineering\240417.Equip Anchorage
3900 Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
3.0
OCT 2024
DESIGN WIND PRESSURE FOR ROOFTOP UNITS (per ASCE 7-16 Sec. 29.4)
Wind Coefficients
Basic Wind Speed V =95 mph
Risk Category =II (Table 1.5-1)
Exposure Category =B (Sec 26.7)
Wind Directionality Factor Kd =0.85 (Table 26.6-1)
Velocity Pressure Exposure Coefficient Kz =0.76 (Table 26.10-1)
Are the site and location conditions in Sec. 6.5.7.1 met?No
K1 =1.00 (Figure 26.8-1)
K2 =1.00 (Figure 26.8-1)
K3 =1.00 (Figure 26.8-1)
Topographic Factor Kzt =1.00 (Figure 26.8-1)
Ground Elevation Factor Ke =1.00 (Table 26.9-1)
ASCE 7-16 Sec 29.4.1 Rooftop Structures and Equipment for Buildings:
Design velocity pressure qz = 0.00256 Kz Kzt Kd Ke V2 =14.9 psf (Eq. 26.10-1)
Minimum design wind pressure Pnet-min =16 psf (Sec 29.7)
Lateral GCr =1.9 (Sec 29.4.1)
Vertical GCr =1.5 (Sec 29.4.1)
Lateral Force Fh = qh(GCr)Af =28 psf (Eq. 29.4-2)
Vertical Uplift Force Fv = qh(GCr)Ar =22 psf (Eq. 29.4-3)
Wind Design Force
FH =28 psf 17 psf
FV =22 psf 13 psf
LRFD ASD (0.6 x LRFD)
H:\2024\240417\4_Engineering\240417.Equip Anchorage
3900 Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
4.0
OCT 2024
Floor Mounted Equipment Anchor Forces (ASD)
Unit Properties
Unit
Unit and Curb Weight, Wp =586 lbs
Equipment Width, WE =46 in
Equipment Length, LE =74 in
Anchorage Width, WA =49 in
Anchorage Length, LA =62 in
Height, H =34 in
Center of Projected Area, CA =17 in
Anchor Layout
Nanchors, W =
Each Side, Parallel to W 2
Nanchors, L =
Each Side, Parallel to L 2
Shared Corner Anchors
(If YES, then 100+30 considered)YES
NAnchors, Total = 4
Forces on Unit (ASD)
Design Wind Force, Fh =17.0 psf
Design Wind Force, FV =13.4 psf
Total Horiz Force, Hw (Parallel to W) = Fh*H*LE = 297 lbs
Total Horiz Force, Hw (Parallel to L) = Fh*H*WE = 185 lbs
Total Vertical Force, Tw = Fv*WE*LE = 318 lbs
Overtunring Parallel to W
Mult = HW*H/2 =5.1 k-in
Mresist = .6*Wp*WA/2 =8.6 k-in
Overtunring Parallel to L
Mult = HW*H/2 =3 k-in
Mresist = .6*Wp*WA/2 =11 k-in
Forces on Anchors (ASD)
Tult (OT Parallel to W) =+FV =43 lbs
NAnchors, Total
Tult (OT Parallel to L) =+FV =17 lbs
NAnchors, Total
Tult (ASD) =Tult (OT Parallel to W) ==43 lbs
Vult (ASD) =HW (MAX) / NAnchors, Total =74 lbs
(LA * Nanchors, W)
AC-8, 13
( Mult - Mresist )
(WA * Nanchors, L)
( Mult - Mresist )
H:\2024\240417\4_Engineering\240417.Equip Anchorage
3900 Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
**Seismic Governs
5.0
OCT 2024
Floor Mounted Equipment Anchor Forces (ASD)
Unit Properties
Unit
Wp =586 lbs
Anchorage Width, W =49 in
Anchorage Length, L =62 in
Height, H =34 in
CG =23 in
Anchor Layout
Nanchors, W =
Each Side, Parallel to W 2
Nanchors, L =
Each Side, Parallel to L 2
Shared Corner Anchors
(If YES, then 100+30 considered)YES
NAnchors, Total = 4
Forces on Unit (ASD)
Fp(H) =1.06 *Wp= 623 lb
Fp(V) =0.14 *Wp= 83 lb
Mult = Fp(H)*CG =14 k-in
Mresist (OT Parallel to W) =.6*Wp*W/2 =9 k-in
Mresist (OT Parallel to L) =.6*Wp*L/2 =11 k-in
Forces on Anchors (ASD)
Tult (OT Parallel to W) =+Fp(V)=77 lbs
NAnchors, Total
Tult (OT Parallel to L) =+Fp(V)=47 lbs
NAnchors, Total
Tult (100+30) ==91 lbs
Tult (ASD) =Tult (100+30) ==91 lbs
Vult (ASD) =Fp(H) / NAnchors, Total =156 lbs
1.0*Tmax+0.3*Tmin
AC-8, 13
( Mult - Mresist (OT parallel to W) )
(W * Nanchors, L)
(Mult - Mresist (OT parallel to L) )
(L * Nanchors, W)
H:\2024\240417\4_Engineering\240417.Equip Anchorage
3900 Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
**Anchors Good by Inspection
6.0
OCT 2024
Floor Mounted Equipment Anchor Forces (ASD)
Unit Properties
Unit
Unit and Curb Weight, Wp =455 lbs
Equipment Width, WE =44 in
Equipment Length, LE =48 in
Anchorage Width, WA =47 in
Anchorage Length, LA =36 in
Height, H =49 in
Center of Projected Area, CA =25 in
Anchor Layout
Nanchors, W =
Each Side, Parallel to W 2
Nanchors, L =
Each Side, Parallel to L 2
Shared Corner Anchors
(If YES, then 100+30 considered)YES
NAnchors, Total = 4
Forces on Unit (ASD)
Design Wind Force, Fh =17.0 psf
Design Wind Force, FV =13.4 psf
Total Horiz Force, Hw (Parallel to W) = Fh*H*LE = 278 lbs
Total Horiz Force, Hw (Parallel to L) = Fh*H*WE = 255 lbs
Total Vertical Force, Tw = Fv*WE*LE = 197 lbs
Overtunring Parallel to W
Mult = HW*H/2 =6.8 k-in
Mresist = .6*Wp*WA/2 =6.4 k-in
Overtunring Parallel to L
Mult = HW*H/2 =6 k-in
Mresist = .6*Wp*WA/2 =5 k-in
Forces on Anchors (ASD)
Tult (OT Parallel to W) =+FV =53 lbs
NAnchors, Total
Tult (OT Parallel to L) =+FV =68 lbs
NAnchors, Total
Tult (ASD) =Tult (OT Parallel to L) ==68 lbs
Vult (ASD) =HW (MAX) / NAnchors, Total =69 lbs
AC-2
( Mult - Mresist )
(WA * Nanchors, L)
( Mult - Mresist )
(LA * Nanchors, W)
H:\2024\240417\4_Engineering\240417.Equip Anchorage
3900 Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
**Seismic Governs
7.0
OCT 2024
Floor Mounted Equipment Anchor Forces (ASD)
Unit Properties
Unit
Wp =455 lbs
Anchorage Width, W =36 in
Anchorage Length, L =47 in
Height, H =49 in
CG =33 in
Anchor Layout
Nanchors, W =
Each Side, Parallel to W 2
Nanchors, L =
Each Side, Parallel to L 2
Shared Corner Anchors
(If YES, then 100+30 considered)YES
NAnchors, Total = 4
Forces on Unit (ASD)
Fp(H) =1.06 *Wp= 484 lb
Fp(V) =0.14 *Wp= 65 lb
Mult = Fp(H)*CG =16 k-in
Mresist (OT Parallel to W) =.6*Wp*W/2 =5 k-in
Mresist (OT Parallel to L) =.6*Wp*L/2 =6 k-in
Forces on Anchors (ASD)
Tult (OT Parallel to W) =+Fp(V)=167 lbs
NAnchors, Total
Tult (OT Parallel to L) =+Fp(V)=116 lbs
NAnchors, Total
Tult (100+30) ==202 lbs
Tult (ASD) =Tult (100+30) ==202 lbs
Vult (ASD) =Fp(H) / NAnchors, Total =121 lbs
1.0*Tmax+0.3*Tmin
AC-2
( Mult - Mresist (OT parallel to W) )
(W * Nanchors, L)
(Mult - Mresist (OT parallel to L) )
(L * Nanchors, W)
H:\2024\240417\4_Engineering\240417.Equip Anchorage
3900 Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
8.0
OCT 2024
Anchorage of Rooftop Equipment
ME Unit Parameters
Unit:
Unit Length, L =48 in
Unit Width,=44 in
Top of Unit (Height)=49 in
Unit & Curb Weight =455 lbs
Max Tension Force: (From Previous Sheet)
Tult (ASD)= 202 lbs (ASD)
Withdraw Capacity 1/2" dia. Lag Screw =378 lbs/in
Penetration =3.0
Number of Lag Screws (long. side)=1
Capacity of Lag Screws =1134 lbs OK
Max Shear Force: (From Previous Sheet)
Vult (ASD)= 121 lbs (ASD)
Shear Capacity 1/2" dia. Lag Screw =290 lbs
Number of Lag Screws (total)=1
Capacity of Lag Screws =290 lbs OK
Combined Lateral & Withdrawal Loading
P (penetration)=3.0 in
Z = sqrt(V2 + T2)= 236 lbs
α (angle) = tan-1 (T/V) = 59 deg
Wp = W1 x P = = 1134 lbs
Wp' = CD x Wp = 1.6 x 1701#= 1814 lbs
Z (single shear)=290 lbs
Z' = CD x Z = 1.6 x 290# = 464 lbs
Zα' = Wp' x Z' / Wp'cos(α)2 + Z'sin(α)2 = 1027 lbs OK
AC-2
H:\2024\240417\4_Engineering\240417.Equip Anchorage
3900 Cover Street, Long Beach, CA 90808 562.985.3200 P 562.985.1011 F www.mhpse.com
9.0
OCT 2024
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Replacement
1951 Carnegie Ave
Santa Ana,
CA, 92705
24-0417-00
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S1.00
STRUCTURAL
NOTES AND
ABBREVIATIONS
NONE
LONG BEACH • SAN DIEGO
LONG BEACH OFFICE
3900 Cover Street, Long Beach
CA 90808 • 562.985.3200
S T R U C T U R A L E N G I N SREE
No.3503
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SYMBOLS
#POUND, NUMBER, QUANTITY
@ AT
<LESS THAN
>GREATER THAN
±PLUS OR MINUS
°DEGREE
Ø DIAMETER
ABBREVIATIONS
AB ANCHOR BOLT
ADDL ADDITIONAL
ADJ ADJACENT
ALT ALTERNATE
APPROX APPROXIMATE, APPROXIMATELY
ARCH ARCHITECT, ARCHITECTURAL
BLKG BLOCKING, BLOCK
BM BEAM
BOT BOTTOM
BTWN BETWEEN
CALCS CALCULATIONS
CG CENTER OF GRAVITY
CL CENTERLINE
CLR CLEAR, CLEARANCE
COL COLUMN
CONC CONCRETE
CONN CONNECT, CONNECTION
CONT CONTINUOUS
DIA DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DWG DRAWING
(E)EXISTING
EA EACH
EF EACH FACE
ELEC ELECTRICAL
EMBED EMBED, EMBEDDED, EMBEDMENT
EOR ENGINEER OF RECORD
EQ EQUAL
EQUIP EQUIPMENT
EW EACH WAY
EXP EXPANSION
EXT EXTERIOR
FDN FOUNDATION
FTG FOOTING
GA GAUGE
GALV GALVANIZE
HORIZ HORIZONTAL
INFO INFORMATION
KB-TZ2 HILTI KWIK BOLT TZ2 (ANCHOR)
LBS POUNDS
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LOCS LOCATIONS
LONG LONGITUDINAL
LSH LONG SIDE HORIZONTAL
LSV LONG SIDE VERTICAL
MANUF MANUFACTURER
MAX MAXIMUM
MECH MECHANICAL
MHP MHP STRUCTURAL ENGINEERS
MIN MINIMUM
(N)NEW
N/A NOT APPLICABLE
NTS NOT TO SCALE
NWT NORMAL-WEIGHT
OC ON CENTER
OP OPERATING
PEN PENETRATION
PERP PERPENDICULAR
PL PLATE, PROPERTY LINE
QTY QUANTITY
REINF REINFORCING
REQD REQUIRE, REQUIRED
SCHED SCHEDULE
SEOR STRUCTURAL ENGINEER OF RECORD
SHTG SHEATHING
SIM SIMILAR
SMS SHEET METAL SCREW
SQ SQUARE
SS STAINLESS STEEL
STAGG STAGGER
STIFF STIFFEN, STIFFENER
STRUC STRUCTURAL
SYM SYMMETRICAL
T&B TOP & BOTTOM
THK THICK, THICKNESS
THRU THROUGH
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
VERT VERTICAL
VIF VERIFY IN FIELD
W/WITH
W/O WITHOUT
WT WEIGHT
ABBREVIATIONS:
CODES/INSTITUTIONS/ASSOCIATIONS
ACI AMERICAN CONCRETE INSTITUTE
AF&PA (NDS) AMERICAN FOREST & PAPER ASSOCIATION (NDS)
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISI AMERICAN IRON AND STEEL INSTITUTE
APA-EWA APA-ENGINEERED WOOD ASSOCIATION
ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS
ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS
AWS AMERICAN WELDING SOCIETY
CBC CALIFORNIA BUILDING CODE
NDS NATIONAL DESIGN SPECIFICATIONS
SDI STEEL DECK INSTITUTE
SJI STEEL JOIST INSTITUTE
SSMA STEEL STUD MANUFACTURERS ASSOCIATION
GENERAL STRUCTURAL NOTES:
DESIGN CRITERIA:
CODE OF RECORD:2022 EDITION, CALIFORNIA BUILDING CODE
DESIGN LOADS:
BASIC WIND SPEED 95 MPH (3-SECOND GUST)
WIND EXPOSURE CATEGORY B
ANALYSIS PROCEDURE SEISMIC DESIGN FOR NONSTRUCTURAL COMPONENTS (ASCE
7-16, CHAPTER 13)
RISK CATEGORY II
SEISMIC SITE CLASS D (DEFAULT)
SEISMIC DESIGN CATEGORY D
SPECTRAL RESPONSE ACCELERATIONS SS = 1.266, SDS = 1.013
SEISMIC IMPORTANCE FACTOR, IP 1.0
AC UNIT WITH NEOPRENE PADS
COMPONENT AMPLIFICATION FACTOR aP = 2.5
COMPONENT RESPONSE MODIFICATION FACTOR RP = 2.0
OVERSTRENGTH FACTOR Ω0 = 2.0
1.GOVERNING CODE AUTHORITY FOR THIS PROJECT: CITY OF SANTA ANA AND IS REFERRED TO AS “THE GOVERNING
AGENCY” IN THESE AND OTHER STRUCTURAL NOTES SECTIONS.
2.GENERAL NOTES AND TYPICAL DETAILS SHALL APPLY TO ALL PARTS OF THE JOB, EXCEPT WHERE THEY MAY DIFFER WITH
DETAILS AND NOTES ON OTHER SHEETS, IN WHICH CASE THE DETAILS AND NOTES ON OTHER SHEETS SHALL GOVERN.
DETAIL MARKS WITH "SIM" NOTED INDICATES THAT DETAIL CONTAINS MODIFIED INFORMATION APPLICABLE TO THE
CONDITION REFERENCED.
3.SEE MECHANICAL, ELECTRICAL OR PLUMBING (MEP) DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS (EXCEPT AS
NOTED), INSERTS, FINISHES, ETC., FOR DETAILS (EXCEPT AS SHOWN), AND FOR DIMENSIONS NOT SHOWN ON
STRUCTURAL DRAWINGS. WHERE DIMENSIONS DIFFER BETWEEN PLANS, NOTIFY SEOR AND AWAIT DIRECTION PRIOR TO
PROCEEDING WITH WORK.
4.DO NOT INSERT MECHANICAL, ELECTRICAL OR PLUMBING (MEP) SLEEVES, PIPES OR CONDUIT IN CONCRETE WITHOUT
PRIOR APPROVAL OF THE SEOR, TYPICAL UNLESS NOTED OTHERWISE ON PLAN.
5.OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS
SHALL BE BROUGHT TO THE ATTENTION OF THE SEOR PRIOR TO PROCEEDING WITH ANY WORK INVOLVED.
6.THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL
DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT AND THE SEOR AND SHALL
BE RESOLVED PRIOR TO PROCEEDING WITH THE WORK.
7.ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST CURRENT
KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS,
THEY SHALL BE REPORTED TO THE SEOR SO THAT THE PROPER REVISION MAY BE MADE. MODIFICATIONS OF
CONSTRUCTION DETAILS SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE SEOR.
8.THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE
METHOD OR SEQUENCE OF CONSTRUCTION, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL SUPERVISE AND
DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,
SEQUENCES AND PROCEDURES, INCLUDING BUT NOT LIMITED TO BRACING, SHORING AND LAYDOWN OF CONSTRUCTION
MATERIALS.
9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY CONSTRUCTION LOADING, INCLUDING LOADING FROM
EQUIPMENT SUCH AS SKIP LOADERS, SCISSOR LIFTS, ETC., ON ALL PORTIONS OF THE STRUCTURE, WHETHER ELEVATED
OR ON-GRADE. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR THE PATH-OF-TRAVEL FOR MOVING PERMANENT
EQUIPMENT TO ITS FINAL LOCATION; INCLUDING THE EFFECTS OF TEMPORARY LOADING AS THE EQUIPMENT IS
INSTALLED. THE CONTRACTOR MAY USE THE “DESIGN LOADS” INFORMATION PROVIDED ABOVE WHEN CONSIDERING
TEMPORARY CONSTRUCTION LOADING CONDITIONS.
10.OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE ARCHITECT/SEOR SHALL NOT INCLUDE
INSPECTIONS OF THE PROTECTIVE MEASURES OF THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES
PERFORMED BY THE ARCHITECT/SEOR DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND
DETAILED SPECIAL INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED
BY THE ARCHITECT/SEOR, WHETHER OF MATERIAL OR WORK, AND WHETHER PERFORMED PRIOR TO, DURING OR AFTER
COMPLETION OF CONSTRUCTION, ARE PERFORMED SOLELY FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND
IN ACHIEVING CONFORMANCE WITH CONTRACT DOCUMENTS, BUT DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE,
AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION.
11.ASTM DESIGNATIONS AND ALL STANDARDS REFER TO THE LATEST ADOPTED AMENDMENTS.
12.WHEN THE ALLOWANCE FOR SUBSTITUTION OF A SPECIFIED MATERIAL OR PRODUCT DESIGNATION IS IMPLIED ON THE
DESIGN DRAWINGS BY THE USE OF THE WORDS "OR APPROVED EQUAL", APPROVAL SHALL BE OBTAINED FROM THE
SEOR AND THE GOVERNING AGENCY PRIOR TO FABRICATION OR INSTALLATION OF THE SUBSTITUTED MATERIAL OR
PRODUCT.
13.DIMENSIONS SHALL GOVERN OVER SCALES SHOWN ON DRAWINGS.
14.THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE SPECIAL INSPECTIONS DURING
CONSTRUCTION WHEN SO SPECIFIED ON THE CONTRACT DRAWINGS AND SPECIFICATIONS FOR CERTAIN TYPES OF
WORK. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE HIS COMPETENCE, TO THE
SATISFACTION OF THE GOVERNING AGENCY, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR
OPERATION REQUIRING SPECIAL INSPECTION. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR
CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS. THE SPECIAL INSPECTOR SHALL FURNISH
INSPECTION REPORTS TO THE SEOR AND TO THE GOVERNING AGENCY. ALL DISCREPANCIES SHALL BE BROUGHT TO THE
IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE SEOR AND TO THE
GOVERNING AGENCY. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK
REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF HIS KNOWLEDGE, IN CONFORMANCE WITH THE DESIGN
DRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISION OF THE CODE AND OTHER
APPLICABLE REGULATIONS IDENTIFIED ON THE PLANS OR IN THE PROJECT SPECIFICATIONS.
15.UNLESS SPECIFICALLY SHOWN ON THESE PLANS, NO STRUCTURAL MEMBER (BEAM, COLUMN, SHEARWALL, GRADE BEAM,
ETC.) SHALL BE CUT, DRILLED OR NOTCHED WITHOUT PRIOR AUTHORIZATION FROM THE SEOR AND THE GOVERNING
AGENCY.
16.DIMENSIONS OF EQUIPMENT ANCHOR/ MOUNTING LOCATIONS AND SIZE OF ANCHORAGE BRACKETS SHOWN ON PLANS
AND/OR DETAILS ARE TO BE COORDINATED WITH ACTUAL EQUIPMENT TO BE INSTALLED. CONTRACTOR TO VERIFY THE
EXACT SIZE AND LOCATION OF ALL EQUIPMENT ANCHOR/ MOUNTING HOLES LOCATIONS AND SIZE OF ANCHORAGE
BRACKETS PRIOR TO INSTALLATION. WHERE ACTUAL EQUIPMENT DIMENSIONS DO NOT FALL WITHIN THE MINIMUM OR
MAXIMUM DIMENSIONS PROVIDED ON PLANS AND/OR DETAILS OR THE ANCHORAGE BRACKETS ARE NOT THE CORRECT
SIZE TO ALLOW FOR PROPER INSTALLATION OF THE EQUIPMENT, NOTIFY SEOR AND AWAIT DIRECTION PRIOR TO
PROCEEDING WITH WORK.
FRAMING LUMBER:
1.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH, WEST COAST (WCDF) OF THE FOLLOWING MINIMUM GRADES
(UNLESS NOTED OTHERWISE):
A.PLATES, BLOCKING, 2X FRAMING AND 2X6 STUDS AND LARGER = NO. 2
B.2X4 STUDDING = CONSTRUCTION GRADE
C.BEAMS, HEADERS, POSTS AND OTHER 4X OR LARGER MEMBERS (UNO) = NO. 1
2.STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR CONFORMING TO UNITED STATES PRODUCT STANDARD PS-1-19
EXPOSURE I, MARKED STRUCTURAL I AND SHALL BE STAMPED BY AN APPROVED FABRICATOR.
3.REDBUILT LAMINATED LUMBER SHALL BE SERIES LVL BEAM/JOIST AND INSTALLATION SHALL CONFORM TO ICC ESR-2993.
ALLOWABLE DESIGN VALUES SHALL BE:
FB = 2,900 PSI FC (PERPENDICULAR) = 750 PSI
FV = 285 PSI FC (PARALLEL) = 2,635 PSI
FT = 1,660 PSI E = 2X106 PSI
4.TRUS JOIST LAMINATED LUMBER SHALL BE 2.0E PARALLAM PSL, AND INSTALLATION SHALL CONFORM TO ICC ESR-1387.
ALLOWABLE DESIGN VALUES SHALL BE:
FB = 2,900 PSI FC (PERPENDICULAR) = 625 PSI
FV = 290 PSI FC (PARALLEL) = 2,900 PSI
FT = 2,025 PSI E = 2X106 PSI
5.EQUAL LAMINATED LUMBER MAY BE SUBSTITUTED PROVIDED GRADING AGENCY REPORT FOR SUBSTITUTION HAS
EQUIVALENT OR GREATER ALLOWABLE DESIGN VALUES. GRADING AGENCY REPORT AND EQUIVALENT MEMBERS SHALL
BE SUBMITTED TO STRUCTURAL ENGINEER FOR APPROVAL.
6.“STRUCTURAL WALLS” WHERE CALLED OUT IN THE DRAWINGS REFERS TO SHEAR WALLS, EXTERIOR WALLS, AND/OR
BEARING WALLS.
7.CONTRACTOR SHALL COORDINATE SPECIAL INSPECTIONS AND CONSTRUCTION SCHEDULE SO THAT ALL ELEMENTS
REQUIRING SPECIAL INSPECTION MAY BE OBSERVED BY THE SPECIAL INSPECTOR PRIOR TO INSTALLATION OF COVERING
MATERIAL.
8.FRAMING ON WHICH THE DIAPHRAGM AND SHEAR WALL SHEATHING IS INSTALLED SHALL BE OF THE SIZE AND GRADE
AND MOISTURE CONTENT SPECIFIED. WET LUMBER SHALL BE ALLOWED TO AIR DRY TO COMPLY WITH THE SPECIFIED
MOISTURE CONTENT UNDER WHICH IT IS GRADED, PRIOR TO COVERING WITH SHEATHING. SPACING OF FRAMING
MEMBERS SHALL BE AS SPECIFIED AND ACCURATELY MAINTAINED SO AS TO ENSURE ADEQUATE EDGE AND END
DISTANCES. WHERE ADEQUATE EDGE OR END DISTANCES ARE NOT OBTAINED, THE FRAMING SHALL BE ADJUSTED OR
THE SHEATHING TRIMMED TO SECURE PROPER END AND EDGE DISTANCES AND OTHER CLEARANCES. FRAMING
OBSERVED TO HAVE BEEN SPLIT BY FASTENERS SHALL BE REPLACED AND THE SHEATHING REFASTENED.
9.SHEATHING SHALL BE OF THE TYPE, THICKNESS AND GRADE CALLED FOR ON THE PLANS. ALTERNATE SHEATHING
MATERIAL SHALL NOT BE USED WITHOUT THE WRITTEN AUTHORIZATION OF THE SEOR.
10.FASTENERS USED TO CONNECT SHEATHING TO UNDERLYING FRAMING SHALL BE OF THE SIZE SPECIFIED ON THE PLANS,
INSTALLED AT THE CENTER-TO-CENTER SPACING NOTED THEREIN. FASTENERS SHALL BE INSTALLED AT THE MINIMUM
DISTANCE FROM THE EDGE OR END OF THE DIAPHRAGM OR SHEAR WALL SHEATHING. THE FASTENER HEAD SHALL BE
DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. FASTENERS SHALL BE STAGGERED ALONG
THE UNDERLYING FRAMING MEMBERS TO THE EXTENT PERMITTED BY EDGE AND END DISTANCE REQUIREMENTS.
FASTENERS SHALL PENETRATE THROUGH THE SHEATHING AND INTO SOLID FRAMING OR BLOCKING BEHIND.
INCORRECTLY FASTENED SHEATHING SHALL BE IDENTIFIED AND REPAIRED AS DIRECTED BY THE SEOR.
11.BLOCKING CALLED FOR AT THE UNSUPPORTED EDGES OF PANEL SHEATHING AND ELSEWHERE, SHALL BE OF THE
THICKNESS AND GRADE OF MATERIAL SPECIFIED AND/OR NOTED. BLOCKING BETWEEN WOOD MEMBERS SHALL BE
SNUGLY FIT. BLOCKING OBSERVED TO HAVE BEEN SPLIT BY THE FASTENERS SHALL BE REPLACED AND SHEATHING
REFASTENED.
12.NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY SHOWN, NOTED OR APPROVED BY THE
SEOR.
13.MAXIMUM MOISTURE CONTENT FOR 2X FRAMING SHALL NOT EXCEED 19 PERCENT (19%) AT TIME OF COVER-UP
(COVER-UP INCLUDES APPLICATION OF PLYWOOD OR GYPBOARD). 2X FRAMING SHALL BE STAMPED “S-DRY” OR “KD”. FOR
PROJECTS NOT GOVERNED BY DSA OR OSHPD, 2X FRAMING MAY BE STAMPED “S-GREEN”. MOISTURE CONTENT OF 2X
FRAMING SHALL BE TESTED AND INSPECTED PER FRAMED LUMBER SPECIAL INSPECTION NOTES.
14.BOLT HOLE DIAMETER SHALL BE THE DIAMETER OF BOLT PLUS 1/16" UNLESS NOTED OTHERWISE. PROVIDE WASHERS
UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL BOLTS SHALL BE RE-TIGHTENED JUST
PRIOR TO COVER-UP.
15.PRESERVATIVE-TREATED WOOD (I.E. PROTECTED AGAINST DECAY OR INSECT ATTACK) SHALL BE USED FOR WOOD
FRAMING MEMBERS WHICH FORM THE STRUCTURAL SUPPORTS OF BUILDINGS, BALCONIES, PORCHES OR SIMILAR
PERMANENT BUILDING APPURTENANCES WHEN SUCH MEMBERS ARE EITHER IN CONTACT WITH CONCRETE OR MASONRY
OR ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER
COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION ON THE SURFACE OR AT JOINTS BETWEEN MEMBERS.
WHERE MEMBERS ARE FIELD CUT, DRILLED, NOTCHED OR OTHERWISE ALTERED IN THE FIELD, ALL AFFECTED SURFACES
SHALL BE RE-TREATED.
16.WOOD FRAMING TO BE PRESERVATIVE-TREATED SHALL CONFORM TO THE REQUIREMENTS OF THE AWPA STANDARD U1
AND APPLICABLE AWPA UC STANDARDS FOR THE SPECIES, PRODUCT, PRESERVATIVE AND END USE. THESE WOOD
MEMBERS SHALL BEAR THE QUALITY MARK OF AN INSPECTION AGENCY THAT MAINTAINS CONTINUING SUPERVISION,
TESTING AND INSPECTION OVER THE QUALITY OF THE PRESERVATIVE-TREATED WOOD.
17.WHERE PRESERVATIVE-TREATED WOOD IS USED IN ENCLOSED LOCATIONS WHERE DRYING IN SERVICE CANNOT READILY
OCCUR, SUCH WOOD SHALL BE AT A MOISTURE CONTENT OF 19 PERCENT (19%) OR LESS BEFORE BEING COVERED WITH
INSULATION, INTERIOR WALL FINISH, FLOOR COVERING OR OTHER MATERIALS.
18.FRAMING HANGERS, CAPS, HOLDOWNS, POST BASES, ANCHORS, CONNECTORS, ETC., SHALL BE AS MANUFACTURED BY
"SIMPSON COMPANY" OR APPROVED EQUAL TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO
INSTALLATION. NAIL OPTIONS THAT SIMPSON PROVIDES FOR FULL CONNECTOR VALUE OTHER THAN COMMON WIRE MAY
BE USED.
19.FASTENERS INCLUDING NUTS AND WASHERS IN INTERIOR LOCATIONS IN CONTACT WITH PRESERVATIVE-TREATED WOOD
MEMBERS SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL (ASTM A-153), STAINLESS STEEL, SILICON BRONZE
OR COPPER, EXCEPT THAT ANCHOR BOLTS MAY BE IN ADDITION OF MECHANICALLY DEPOSITED ZINC-COATED STEEL
(ASTM B-695, CLASS 55 MINIMUM). WHERE FASTENERS IN INTERIOR LOCATIONS (EXCLUDING EXTERIOR WALL SILL
PLATES) IN CONTACT WITH ZINC BORATE PRESERVATIVE-TREATED WOOD MAY BE PLAIN CARBON STEEL.
20.NAILS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F-1667. NAILS SHALL BE COMMON WIRE (UNO) AND THE
NUMBER OF NAILS CONNECTING WOOD MEMBERS SHALL BE PER THE PLANS AND DETAILS BUT NOT LESS THAN THE
AMOUNTS SET FORTH IN TYPICAL WOOD FASTENING SCHEDULE IN THE DRAWINGS. GALVANIZED COMMON NAILS SHALL
BE USED FOR ALL EXPOSED EXTERIOR WOOD. COMMON NAILS SHALL CONFORM TO THE SPECIFICATIONS OF NAIL
PROPERTIES SCHEDULE BELOW:
21.TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF APPROXIMATELY 30 DEGREES WITH THE MEMBER AND STARTED
APPROXIMATELY 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END.
22.SEE SPECIAL INSPECTION NOTES FOR INSPECTION REQUIREMENTS.
NAIL PROPERTIES SCHEDULE
DESIGNATION LENGTH WIRE DIAMETER HEAD DIAMETER
6d 2"0.113"0.266"
8d 2 1/2"0.131"0.281"
10d 3"0.148"0.312"
12d 3 1/4"0.148"0.312"
16d 3 1/2"0.162"0.344"
20d 4"0.192"0.406"
NOTE: 10d COMMON SHORT (2 1/8" LONG) MAY BE USED AT 1/2" AND THINNER
PLYWOOD IN LIEU OF 10d COMMON (3") OR 8d COMMON (2 1/2" LONG). NAILING
SHALL NOT BREAK THROUGH OUTER PLY OF PLYWOOD. IF PNEUMATIC GUNS
ARE USED, THEY SHALL BE ADJUSTED TO SATISFY THE ABOVE CRITERIA.
SPECIAL INSPECTIONS:
1.THE OWNER, OR THE OWNER'S AUTHORIZED AGENT (OTHER THAN THE CONTRACTOR AS APPLICABLE) SHALL EMPLOY
ONE OR MORE SPECIAL INSPECTORS, INCLUDING AS APPLICABLE AN INSPECTOR OF RECORD (IOR), WHO SHALL PROVIDE
SPECIAL INSPECTIONS DURING CONSTRUCTION FOR CERTAIN TYPES OF WORK WHEN SO SPECIFIED IN THE CONTRACT
DOCUMENTS AND PROJECT SPECIFICATIONS. WHERE AN IOR IS REQUIRED BY THE GOVERNING AGENCY, THE IOR MAY
PERFORM SPECIAL INSPECTIONS IF THAT PERSON IS QUALIFIED PER THE GOVERNING AGENCY'S STANDARDS FOR THE
SPECIAL INSPECTION REQUIRED. WHERE AN IOR IS NOT REQUIRED, THESE SPECIAL INSPECTIONS SHALL BE IN ADDITION
TO AND COMPLEMENTARY WITH THE INSPECTIONS PROVIDED BY THE GOVERNING AGENCY.
2.THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON FROM AN APPROVED AGENCY CONFORMING TO ASTM C1077
WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE ARCHITECT, STRUCTURAL ENGINEER OF
RECORD AND THE GOVERNING AGENCY, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION
REQUIRING SPECIAL INSPECTION.
3.THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE DESIGN DRAWINGS,
SPECIFICATIONS AND APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE AND OTHER APPLICABLE REGULATIONS
IDENTIFIED WITHIN THE CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE
ATTENTION OF THE GENERAL CONTRACTOR FOR CORRECTION AND THEN, IF UNCORRECTED, TO THE ATTENTION OF THE
ARCHITECT, STRUCTURAL ENGINEER OF RECORD AND THE GOVERNING AGENCY. IT SHALL BE THE GENERAL
CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE SPECIAL INSPECTOR AND SCHEDULE THE SPECIAL
INSPECTIONS WITH ADEQUATE TIME TO ADDRESS ANY AND ALL POTENTIAL DISCREPANCIES PRIOR TO PROCEEDING
WITH SUBSEQUENT WORK THAT COVERS OR OTHERWISE MAKES INACCESSIBLE ANY WORK IDENTIFIED AS DEVIATING
FROM THE PROJECT REQUIREMENTS.
4.THE SPECIAL INSPECTOR SHALL FURNISH REGULAR INSPECTION REPORTS TO THE ARCHITECT, STRUCTURAL ENGINEER
OF RECORD AND THE GOVERNING AGENCY IDENTIFYING THE WORK INSPECTED AND ANY UNCORRECTED
DISCREPANCIES FROM THE CONSTRUCTION DOCUMENTS. AT THE CONCLUSION OF THE PROJECT OR THE SPECIAL
INSPECTORS ASSIGNED SCOPE OF WORK, THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING
WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF HIS OR HER KNOWLEDGE, COMPLETED IN
CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND SPECIFICATIONS (INCLUDING APPROVED RFI'S,
ADDENDUMS, ETC.) AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE AND OTHER APPLICABLE
REGULATIONS IDENTIFIED WITHIN THE CONSTRUCTION DOCUMENTS.
5.UNLESS NOTED OTHERWISE, SPECIAL INSPECTIONS INDICATED BELOW SHALL BE PROVIDED IN EITHER A CONTINUOUS
OR PERIODIC CAPACITY, AS DEFINED BELOW, AS REQUIRED BY THE INDIVIDUAL CODE OR REFERENCED STANDARD.
6.CONTINUOUS - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE
INSPECTED IS BEING PERFORMED.
7.PERIODIC - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO
BE INSPECTED HAS BEEN OR IS BEING PERFORMED. FOR STRUCTURAL STEEL, PERIODIC INSPECTION IS FURTHER
DEFINED SUCH THAT ITEMS ARE OBSERVED ON A RANDOM BASIS.
8.FOR STRUCTURAL STEEL WELDING AND BOLTING, SPECIAL INSPECTION SHALL BE PROVIDED IN EITHER AN OBSERVE OR
PERFORM CAPACITY AS DEFINED BELOW:
·OBSERVE (O) - INSPECTOR SHALL OBSERVE THESE ITEMS ON A RANDOM BASIS
·PERFORM (P) - INSPECTOR SHALL OBSERVE OR PERFORM SPECIFIED TASK FOR EACH WELDED OR BOLTED JOINT
OR MEMBER
9.QUALITY CONTROL (QC) INSPECTION TASKS SHALL BE PERFORMED BY THE FABRICATOR'S OR ERECTOR'S QC INSPECTOR
(QCI) AS INDICATED. QUALITY ASSURANCE (QA) INSPECTION TASKS SHALL BE PERFORMED BY THE QA INSPECTOR (QAI)
AS INDICATED. WHEN A TASK IS INDICATED TO BE PERFORMED BY BOTH THE QAI AND QCI, COORDINATION IS PERMITTED
SO THAT THE INSPECTION FUNCTIONS ARE PERFORMED BY ONLY ONE PARTY. WHEN THE QAI RELIES ON THE QCI, THE
APPROVAL OF THE SEOR AND AGENCY HAVING JURISDICTION IS REQUIRED.
10.THE FOLLOWING CONSTRUCTION ELEMENTS AND MATERIALS SHALL BE INSPECTED AND EVALUATED BY A SPECIAL
INSPECTOR IN ACCORDANCE WITH THE NOTED CBC SECTIONS AND REFERENCED STANDARDS, WHERE ELEMENTS AND
MATERIALS ARE PRESENT ON THE PROJECT. SEE GENERAL NOTES FOR EACH MATERIAL FOR ADDITIONAL
REQUIREMENTS, IN ADDITION TO TABLES AND NOTES BELOW:
FRAMED LUMBER SPECIAL INSPECTION NOTES:
1.MOISTURE CONTENT OF 2X FRAMING SHALL BE TESTED WITH A MOISTURE METER HAVING ONE INCH (1”) NEEDLE IN THE
PRESENCE OF A SPECIAL INSPECTOR.
STRUCTURAL AND MISCELLANEOUS STEEL:
1.ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS (AISC 360).
2.ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATION (UNLESS NOTED
OTHERWISE):
A.ANGLES AND PLATES ASTM A-36 FY=36KSI
3.AFTER FABRICATION, ALL STEEL SHALL BE CLEANED FREE OF RUST, LOOSE MILL SCALE, AND OIL.
4.ALL STEEL EXPOSED TO MOISTURE OR WEATHER SHALL BE HOT-DIPPED GALVANIZED, UNLESS NOTED OTHERWISE.
GALVANIZING SHALL BE IN CONFORMANCE WITH ASTM A123 AND A153. REPAIR GALVANIZING AFTER WELDING SHALL BE
IN ACCORDANCE WITH ASTM A780.
5.WHERE CARBON STEEL IS IN CONTACT WITH STAINLESS STEEL OR WHERE EITHER CARBON OR STAINLESS STEEL IS IN
CONTACT WITH ALUMINUM, PHENOLIC SHIM OR BREAK SHALL BE INSTALLED TO SEPARATE DISSIMILAR METALS.
No.3503
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(E) 6 3/4x43 1/2 GLB, TYP (E) 6 3/4x30 GLB, TYP (E) 6 3/4x36 GLB, TYP
(E) 6 3/4x43 1/2 GLB, TYP (E) 6 3/4x30 GLB, TYP (E) 6 3/4x36 GLB, TYP
(E) 4x12 @ 8"OC, TYP(E) 4x12 @ 8"OC, TYP (E) 4x12 @ 8"OC, TYP (E) 4x12 @ 8"OC, TYP (E) 4x12 @ 8"OC, TYP (E) 4x12 @ 8"OC, TYP
(E) 2x @ 24"OC. TYP
(E) 1/2" PLYWOOD ROOF
SHEATHING, VIF
RTU
8
MAX OP
WT=586#
RTU
2
MAX OP
WT=455#
RTU
13
MAX OP
WT=586#
1
S2.00TYP
(E) DUCT
OPENING, TYP
SCALE:S2.00
ROOF INFILL AT EXISTING OPENING (WHERE OCCURS)2
1 1/2" = 1'-0"
(E) SIMPSON
HANGER, TYP VIF
(E) OPENING
(9'-6" MAX)
(E
)
O
P
E
N
I
N
G
(4
'
-
6
"
M
A
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)
NOTE:
PROVIDE 10d NAILS @ 6"OC AT ALL (N) PLY
EDGES & @ 12"OC EN
(E) 2x JOIST PER
PLAN, TYP
(E) JOIST
PER PLAN
(E) ROOF
SHEATHING
PER PLAN
(E) SHEATHING (N) SHEATHING
EN
ROOF
SHEATHING
PER PLAN
SECTION A-A
A
A
2x PER PLAN
2x BLKG PER
PLAN
2x6 @ 24"OC MAX
SIMPSON LU26 FACE
HANGER EA END, TYP
2x6 BLKG W/ (4)-10d
NAILS TO (E) JOIST,
TYP
(E) (2)-2x
1/2" STRUC PLY SHTG
2x6 BLKG W/
10d NAILS
@ 6"OC, TYP
SCALE:S2.00
AC UNIT ANCHORAGE 1
1/2" = 1'-0"
PLAN VIEW AT BASE
L2
M
I
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W2 MIN
L3x3x3/16 x0'-4" LONG W/ (3)-#12
SMS TO UNIT & 1/2"Ø LAG
SCREW (3" MIN PEN) TO 4x
BELOW, TYP EA CORNER AS
SHOWN (4 TOTAL)
6"
MA
X
TY
P
12
"
MA
X
H
M
A
X
W1±L1±
(E) PLYWOOD ROOF
SHEATHING PER PLAN
(E) 2x JOIST PER
PLAN, TYP
SIMP A35, SLEEPER TO
SLEEPER, EA CORNER
(E) 4x MEMBER
WHERE OCCURS
PER PLAN
4x SLEEPER (FIELD
VERIFY DEPTH), TYP
ALL 4 SIDES
1/2" PLYWOOD W/
10d @ 6",6",12
(BN,EN,FN)
ANCHOR PER
PLAN VIEW, TYP
A
A
AC UNIT PER PLAN,
MAX OP WT=SEE SCHED
SIMP A34, TYP
EA SIDE, EA END
2 3/4" MIN
8" MAX
TYP
2"
TYP
4x6 BLKG W/ SIMP A35
EA SIDE, EA END, TYP
AT SLEEPER ANGLES
4x6 W/ SIMP A34 EA
SIDE, EA END, TYP AT
ANGLES AS SHOWN
2x6 @ 16"OC W/
SIMP A34 EA SIDE,
EA END, TYP UNO
L3x3x12GA x0'-6" BENT PL W/
(2)-1/2"Ø LAG SCREWS (3" MIN
PEN) TO SLEEPER & (2)-1/2"Ø
LAG SCREWS (4" MIN PEN) TO
4x BLOCK, TYP EA END OF
SLEEPER AS SHOWN
SECTION A-A
8'-0" MAX
TYP
EQ
TYP
EQ
TYP
EQ TYPEQ TYP
NEOPRENE PAD PER MECH,
TYP UNDER EA ANCHOR
(E) GLB WHERE
OCCURS PER PLAN
EQUIPMENT SCHEDULE
UNIT MAX OP WT H W1 L1 W2 L2
AC-2 455#49"44"48"47"36"
AC-8, 13 586#34"46"74"49"62"
SCALE:S2.00
ROOF INFILL AT EXISTING OPENING (WHERE OCCURS)2
1 1/2" = 1'-0"
(E) SIMPSON
HANGER, TYP VIF
(E) OPENING
(9'-6" MAX)
(E
)
O
P
E
N
I
N
G
(4
'
-
6
"
M
A
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)
NOTE:
PROVIDE 10d NAILS @ 6"OC AT ALL (N) PLY
EDGES & @ 12"OC EN
(E) 2x JOIST PER
PLAN, TYP
(E) JOIST
PER PLAN
(E) ROOF
SHEATHING
PER PLAN
(E) SHEATHING (N) SHEATHING
EN
ROOF
SHEATHING
PER PLAN
SECTION A-A
A
A
2x PER PLAN
2x BLKG PER
PLAN
2x6 @ 24"OC MAX
SIMPSON LU26 FACE
HANGER EA END, TYP
2x6 BLKG W/ (4)-10d
NAILS TO (E) JOIST,
TYP
(E) (2)-2x
1/2" STRUC PLY SHTG
2x6 BLKG W/
10d NAILS
@ 6"OC, TYP
SCALE:S2.00
AC UNIT ANCHORAGE 1
1/2" = 1'-0"
PLAN VIEW AT BASE
L2
M
I
N
W2 MIN
L3x3x3/16 x0'-4" LONG W/ (3)-#12
SMS TO UNIT & 1/2"Ø LAG
SCREW (3" MIN PEN) TO 4x
BELOW, TYP EA CORNER AS
SHOWN (4 TOTAL)
6"
MA
X
TY
P
12
"
MA
X
H
M
A
X
W1±L1±
(E) PLYWOOD ROOF
SHEATHING PER PLAN
(E) 2x JOIST PER
PLAN, TYP
SIMP A35, SLEEPER TO
SLEEPER, EA CORNER
(E) 4x MEMBER
WHERE OCCURS
PER PLAN
4x SLEEPER (FIELD
VERIFY DEPTH), TYP
ALL 4 SIDES
1/2" PLYWOOD W/
10d @ 6",6",12
(BN,EN,FN)
ANCHOR PER
PLAN VIEW, TYP
A
A
AC UNIT PER PLAN,
MAX OP WT=SEE SCHED
SIMP A34, TYP
EA SIDE, EA END
2 3/4" MIN
8" MAX
TYP
2"
TYP
4x6 BLKG W/ SIMP A35
EA SIDE, EA END, TYP
AT SLEEPER ANGLES
4x6 W/ SIMP A34 EA
SIDE, EA END, TYP AT
ANGLES AS SHOWN
2x6 @ 16"OC W/
SIMP A34 EA SIDE,
EA END, TYP UNO
L3x3x12GA x0'-6" BENT PL W/
(2)-1/2"Ø LAG SCREWS (3" MIN
PEN) TO SLEEPER & (2)-1/2"Ø
LAG SCREWS (4" MIN PEN) TO
4x BLOCK, TYP EA END OF
SLEEPER AS SHOWN
SECTION A-A
8'-0" MAX
TYP
EQ
TYP
EQ
TYP
EQ TYPEQ TYP
NEOPRENE PAD PER MECH,
TYP UNDER EA ANCHOR
(E) GLB WHERE
OCCURS PER PLAN
EQUIPMENT SCHEDULE
UNIT MAX OP WT H W1 L1 W2 L2
AC-2 455#49"44"48"47"36"
AC-8, 13 586#34"46"74"49"62"
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AC Unit
Replacement
1951 Carnegie Ave
Santa Ana,
CA, 92705
24-0417-00
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DRAWN:
DESIGNED:
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PARTIAL ROOF
FRAMING PLAN,
SECTIONS, AND
DETAILS
AS NOTED
LONG BEACH • SAN DIEGO
LONG BEACH OFFICE
3900 Cover Street, Long Beach
CA 90808 • 562.985.3200
S T R U C T U R A L E N G I N SREE
No.3503
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PARTIAL ROOF FRAMING PLAN A
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1.SEE GENERAL NOTES SHEET(S) FOR APPLICABLE NOTES &
ABBREVIATIONS. SEE PROJECT SPECIFICATIONS WHERE
APPLICABLE FOR ADDITIONAL INFORMATION.
2.EXISTING CONSTRUCTION IS SHOWN FADED AND IS LABELED
AS EXISTING OR (E). NEW CONSTRUCTION IS SHOWN DARK AND
IS SPECIFICALLY REFERENCED BY DETAILS AND NOTES.
3.EXISTING CONDITIONS ARE SHOWN TO THE BEST OF OUR
KNOWLEDGE. CONTRACTOR IS RESPONSIBLE FOR VERIFYING
ACTUAL CONDITIONS. DISCREPANCIES BETWEEN ACTUAL FIELD
CONDITIONS AND THOSE SHOWN ON THESE DRAWINGS SHALL
BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO
PROCEEDING.
4.DIMENSIONS OF EQUIPMENT ANCHOR/ MOUNTING LOCATIONS
SHOWN ON PLANS AND/OR DETAILS ARE TO BE COORDINATED
WITH ACTUAL EQUIPMENT TO BE INSTALLED.
5.CONTRACTOR TO VERIFY THE EXACT SIZE AND LOCATION OF
ALL EQUIPMENT ANCHOR/ MOUNTING HOLES PRIOR TO
INSTALLATION. WHERE ACTUAL EQUIPMENT DIMENSIONS DO
NOT FALL WITHIN THE MINIMUM OR MAXIMUM DIMENSIONS
PROVIDED ON PLANS AND/OR DETAILS, NOTIFY SEOR AND
AWAIT DIRECTION PRIOR TO PROCEEDING WITH WORK.
6.DO NOT CUT ANY NEW OPENINGS OR ENLARGE ANY EXISTING
OPENINGS IN THE ROOF OR WALLS (FOR DUCTS, PIPES, ETC.)
UNLESS SPECIFICALLY SHOWN ON THESE STRUCTURAL
DRAWINGS.
7.MAXIMUM OPERATING WEIGHTS NOTED ON THE PLANS INCLUDE
THE WEIGHT OF UNIT PLUS ALL ACCESSORIES, CURBS,
ISOLATORS, ETC. THAT ARE ASSOCIATED WITH THE UNIT.
FRAMING PLAN NOTES
No.3503
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URALTSRUCT
ORANGE COUNTY FIRE AUTHORITY
Plan Submittal Criteria
COMMERCIAL projects, MULTIFAMILY RESIDENTIAL proj
and RESIDENTIAL TRACT developments
CITY OF SANTA ANA
P11 nnina and Buildi Agency
swrc
F R PERMIT ISSU NCE
INSTRUCTIONS:
• Fill in the project/business address and provide a brief description of the scope of work and type of business N rftt: will take place.
• Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification sec iggMe-
• If you answer; - "YES" to any part of questions 1 through 10, submit the type of plan Indicated in Italics to O FX .
• In some cases, other plan types not indicated herein may also be necessary depending on specific condition, - or operations,
• Visit www.ocfa.ora 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. % I e
Project 5copel8 si essDescription rt
RL
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); aFuel Modification Platt 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
` 1 an oil/gas seep, or < 1000' from a landfill? Methane Work Plan. (PR170)
4. Installation/modificationlrepair of underground piping, backflow preventers, or fire department connections serving
private fire hydra nt/sprinklerlstandpipe systems? Underground Plan. (PR470, PR475)
5. ( Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sci t. (> 1,000
sq.ft. for trainingladulteducation) or > 49 people? Healthcareloutpatient services for > 5 people who may be unable
to immediately evacuate without assistance? Education for children (academic tutoring forages 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, andlor Alarm Plan
depending on the occupancy and o pe 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 FgiiipmentPlatt (PR31S, 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
Hoccupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240)
9. Storage or merchandizing areas in excess of 600 sq. ft. where items are located higher than 12' (6' for high -hazard
`•� �"++•i/commodities, plastic, rubber, foam, etc.)? High piled Storage Plan (PR330)
10.(J j t� 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, notjust 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—
initw, the building department will determine specific requirements.
I certifv under penalty of neriury under the laws of the State of California that the 40ve is Erne; ,
Print Name
(' ' Myta l
Signature
`
Phone Number
Date
Building Department: f you have verified that all of the questions have been answered accurately as 'NO", and the project does not otherwise require OCF.4
review of sprinkler or alarm plans*, then your tray 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
CITY OF SANTA ANA
Planning and Building Agency
E`c ORANGE COUNTY FIRE AUTHORITY
Plan Referral Form
i rrog�e Required
the answers on the Plan Submittal Criteria FortBuilding
Department
m ( nthehe �revers) areal "No".
when
Approved
FOR PERMIT ISSUANCE
Master ID:
City / County Official Requesting Review: k An U 114 _T 1 J l t I t
City / County Reference #: Date: J,
1
City / County: � -. (J n6 41(k, or—, _ E-Mail: -e
Contact Name: �� ��h 17et Phone #: "i� b4D " co -Al l`
Title: l
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/Cou
mujgs C:r� 1r�
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